EPA-600/2-84-109b
Final Draft, November 1981
Sixth Printing, July 1983
STORMWATER MANAGEMENT MODEL USER'S MANUAL VERSION III
Addendum I EXTRAN
by
Larry A. Roesner
Robert P. Shubinski
John A. Aldrich
Camp Dresser & McKee Inc.
Annandale, Virginia 22003
EPA COOPERATIVE AGREEMENT NO. CR805664
Project Officer
Douglas C. Araaon
Storm and Combined Sewer Section
Wastewater Research Division
Municipal Environmental Research Laboratory
Cincinnati, Ohio 45268
MUNICIPAL ENVIRONMENTAL RESEARCH LABORATORY
OFFICE OF RESEARCH AND DEVELOPMENT
U.S. ENVIRONMENTAL AGENCY
CINCINNATI, OHIO 45260
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DISCLAIMER
This report has been reviewed by the Municipal Environmental Research
Laboratory, U.S. Environmental Protection Agency, and approved for publication.
Approval does not signify that the contents necessarily reflect the views and
policies of the U.S. Environmental Protection Agency, nor-does mention of trade
names or commercial products consitute endorsement or recommendation for use.
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FOREWORD
The U.S. Environmental Protection Agency was created because of
increasing public and government concern about the dangers of pollution
to the health and welfare of the American people. Noxious air, foul
water, and spoiled- land are tragic testimonies to the deterioration of
our natural environment. The complexity of that environment and the
interplay of its components require a concentrated and integrated attack
on the problem.
Research and development is that necessary first step in problem
solution; it involves defining the problem measuring its impact, and
searching for solutions. The Municipal Environmental Research Laboratory
develops new and improved technology and systems to prevent, treat, and
manage wastewater and solid and hazardous waste pollutant discharges from
municipal and community sources, to preserve and treat public drinking
water supplies, and to minimize the adverse economic, social, health, and
aesthetic effects of pollution. This publication is one of the products
of that research and provides a most vital communications link between
the researcher and the user community.
Mathematical models are an important tool for use in analysis of
quantity and quality problems resulting from urban storm watti 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 Water
Management Model (SWMM). Detailed instructions on the use of the model
are given and its use is illustrated with case studies.
Francis T. Mayo, Director
Municipal Environmental
Research Laboratory
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PREFACE
This document is the user's guide and program documentation for the
computer 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
the computer program was developed primarily for use in urban drainage
systems -- including combined systems and separate systems -- it can also be
used for stream channels if the cross-section can be adequately represented as
a trapezoidal channel.
EXTRAN 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 equation for gradually varied
flow (Navier-Stokes equation) 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 dendritic
form. This permits a high degree of flexibility in type of problems that can
be examined with EXTRAN. These include parallel pipes, looped systems, lateral
diversions such as weirs, orifices, pumps, and partial surcharge 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, surcharges, or bifurcations) substantial savings in data preparation
and computer solution time can be realized using the simpler routing model.
EXTRAN has limitations which, if not appreciated, can result in improp-
erly specified systems and the erroneous computation of heads and flows. The
significant limitations are these:
• Headloss at manholes, expansions, contractions, bends,
etc. are not explicitly accounted for. These losses
'That is, the RUNOFF and TRANSPORT Modules from the EPA SWMM computer program.
iv
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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 contrac-
tions are neglected. At expansions, the headless will tend
to equalize the heads; but at contractions, the headless
could aggravate the problem.
• At a manhole where the invert of connecting pipes are
different (e.g., a drop manhole), computational errors will
occur during surcharge periods 1f the invert of the highest
pipe lies above the crown of the lowest pipe. Ihe 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 on tape 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 based on scientific
truth, approximations in time and space are made in order to solve these
problems. While we 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 hydrauliclans. 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!
For the May 1982 Second Printing, minor typographical errors have
been corrected on the following pages: iii,8,19,93,94,95,99,100,102,103,
106,110,115,116,121,122,153,160,162,164. Where easily done, some changes
in the program code that make the program agree with that contained on
the May 1982 Version III.l of SWMM are shown on pages: 169,183,184,188,
189,190,201,208,215. (Only those on pages 189,201 and 208 are error
corrections.)
For the July 1983 Sixth Printing, minor typographical errors have
been corrected on the following pages: v, 13, 19, 99, 100, 105, 110, 113,
114.
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ABSTRACT
This report contains the documentation and user's manual for the
Extended Transport (EXTRAN) Block of the Storm Water Management Model
(SWMM). EXTRAN is a dynamic flow routing model used to compute backwater
profiles in open channel and/or closed conduit systems experiencing un-
steady flow. It represents the drainage system as links and nodes, al-
lowing parallel or looped pipe networks; weirs, orifices, and pumps; and
system surcharges to be simulated. EXTRAN is used most efficiently if it
is only applied to those parts of the drainage system which cannot be
simulated accurately by simpler, less costly models.
The EXTRAN manual is designed to give the user complete information
in executing of the model both as a block of the SWMM package and as an
independent model. Formulation of the input data is discussed in detail
and demonstrated by seven example problems. Typical computer output is
also discussed. Problem areas which the user may confront are described,
as well as the theory on which the EXTRAN model rests. The manual con-
cludes with a comprehensive discussion of the EXTRAN code.
This report was submitted in partial fulfillment of EPA Cooperative
Agreement No. CR805664 to the University of Florida under the partial
sponsorship of the U.S. Environmental Protection Agency. Camp Dresser &
McKee, Inc. prepared this report as a contractor to the University of
Florida. Work was completed as of August, 1981.
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CONTENTS
Fore'word 111
Preface iv
Abstract v1
Figures 1x
Tables x1
1. Block Description 1
Background 1
Program Operating Requirements 2
Interfacing With Other SWMM Blocks 2
2. Instructions For Data Preparation 6
Introduction 6
Input Data Description 10
3. Example Problems 28
Introduction 28
Example 1: Base Pipe System 28
Example 2: Tide Gate Outfall 29
Example 3: Sump Orifice Diversion 29
Example 4: Weir Diversion 29
Example 5: Storage Facility with Side Outlet Orifice. ... 29
Example 6: Off-Line Pump Station 29
Example 7: In-Line Pump Station 30
4. Tips For Trouble-Shooting 91
5. Formulation of EXTRAN 95
General 95
Conceptual Representation of the Transport System 95
Basic Flow Equations 99
Solution of Flow Equations by Modified Euler Method 100
Numerical Stability 102
Special Pipe Flow Considerations 103
Head Computation During Surcharge and Flooding 105
Flow Control Devices 108
Pump Stations 115
Outfall Structures 117
6. Program Structure of EXTRAN 118
General 118
Subroutine EXTRAN 118
Subroutine TRANSX 118
Subroutine BOUND 123
Subroutine DEPTH 124
Subroutine HEAD 124
Subroutine HYDRAD 125
vii
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CONTENTS
Page
6. Program Structure of EXTRAN (Continued)
Subroutine INDATA 125
Subroutine INFLOW 127
Subroutine TIDCF 127
Subroutine OUTPUT 127
Subroutine CURVE, PINE, PPLOT, SCALE 128
English/Metric Conversion Factors 129
References 130
Appendix A 131
viii
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FIGURES
Number Page
1 Summary of EXTRAN Run Times on CDC and Univac Systems. ... 3
2 Schematic of EXTRAN Block Setup Deck 4
3 Runoff Subbasins Tributary to South Boston Interceptor ... 7
4 Schematic Representation of the South Boston Sewerage
System For Use in the EXTRAN Model 8
5 Definition of Elevation Terms For Three-Pipe Junction . . . 13
6 Definition Sketch of Weir Input Data 16
7 Definition Sketch of Pump Input Data 16
8 Basic System With Free Outfall 31
9 Basic System With Tide Gate 67
10 Sump Orifice at Junction 82309 71
11 Weir at Junction 82309 75
12 Storage Facility and Side Outlet Orifice at Junction 82309 . 79
13 Off-line Pump Station (Activated by Wet-Well Volume) at
Junction 82310 83
14 In-Line Pump (Stage Activated) at Junction 82309 87
15 Schematic Illustration of EXTRAN 96
16 Conceptual Representation of the Transport Model 98
17 Modified Euler Solution Method For Discharge Based on
Half-Step, Full-Step Projection 101
18 Special Hydraulic Cases in Transport Flow Calculations . . . 104
19 . Conceptual Representation of a Storage Junction. ....... 109
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FIGURES
(Continued)
Number Page
20 Typical Orifice Diversions Ill
21 Representation of Weir Diversions 112
22 Schematic Presentation of Pump Diversion 116
23 Transport Block Program Flowchart 119
24 Master Flowchart For The Transport Block 121
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TABLES
Number Page
1 EXTRAN Data Requirements 19
2 Input Data Set For Example Problem 1 32
3 Output From Example Problem 1 33
4 Input Data Set For Example Problem 2 68
5 Output From Example Problem 2 69
6 Input Data Set For Example Problem 3 72
7 Output From Example Problem 3 73
8 Input Data Set For Example Problem 4 76.
9 Output From Example Problem 4 77
10 Input Data Set For Example Problem 5 80
11 Output From Example Problem 5 81
12 Input Data Set For Example Problem 6 84
13 Output From Example Problem 6 85
14 Input Data Set For Example Problem 7 88
15 Output From Example Problem 7 89
16 Classes of Elements Included in the Transport Model .... 97
17 Properties of Nodes and Links in the Transport Model. ... 97
18 Values of CSUB as a Function of Degree of Weir
Submergence 114
A-l EXTRAN Input Data Forms 132
A-2 Key Variable Definiton 153
A-3 Program Listing 166
xi
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CHAPTER 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 tape transfer from the RUNOFF Block and/or by input. The model
performs dynamic routing of stormwater flows through 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 cir-
cular, rectangular, horseshoe, egge, baskethandle pipes, plus trapezoidal
channels. Simulation output takes the form of water surface elevations and
discharge at selected system locations.
EXTRAN was developed for the City of San Francisco in 1973(1»2). At
that time it was called the San Francisco Model and (more properly) the WRE
Transport Model. In 1974, EPA acquired this model and incorporated it into
the SWMM package, calling it the Extended Transport Model - EXTRAN - to
distinguish it from the TRANSPORT Module developed by the University of
Florida as part of the original SWMM 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 the User's Manual and Program Documentation of the
most recent version of EXTRAN as extended and refined by Camp Dresser & McKee
Inc. (COM)1. The documentation section (Chapter 5) has been expanded to
include more discussions of program limitations and the input data descrip-
tions have been revised to provide more guidance in the preparation of data
for the model.
The remainder of this chapter discusses program operating requirements
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.
Iwater Resources Engineers was wholly integrated into Camp Dresser & McKee,
Inc. in 1980.
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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 mess-
ages contained in the program is also presented. Chapter 5 describes the con-
ceptual, mathematical, and functional respesentation of EXTRAN; the program
structure and listing is contained in Chapter 6.
PROGRAM OPERATING REQUIREMENTS
EXTRAN was originally programed 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, DEC 20, and several other
computers. The latest refinements to the model have been performed on the DEC
20 computer.
EXTRAN is presently sized to simulate drainage systems of up to 187
channels, 187 junctions, 20 storage elements, 60 orifices, 60 weirs, 20 pumps,
and 25 outfalls. The core storage and peripheral equipment to operate this
program are:
High speed core: 130,0003 words
45,000io words
Peripheral storage: 2 drum, disk or tape files
One card reader or input file device
One line printer
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. Using the Univac 1108 operating
data in Figure 1 as an example, it is estimated that the total compuation time
for a network of 100 pipes, using a 10-second time-step over a 1-hour simula-
tion 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. Note that the curves pre-
sented in Figure 1 become highly nonlinear for t < 10 seconds because of the
increased frequency of internal tape transfers and~~output processing.
INTERFACING WITH OTHER SWMM BLOCKS
The EXTRAN Program can easily be interfaced with other SWMM Blocks, even
though EXTRAN is designed to stand by itself. Figure 2 shows a schematic
overview of the EXTRAN Block and its relation to SWMM system control and input
data cards. The EXTRAN Block receives hydrograph input at specific nodal
locations either by tape transfer from a preceding block, usually RUNOFF, or
by card input, described in Chapter 2. The output tape, which contains
hydrographs at all system outfall points, can be generated if desired. This
output tape can then be used as input to any subsequent SWMM Block, typically
RECEIV. 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.
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I
I
i
ki
\
^
\6 -
14 -
12-
UNIVAC IIO8 including I/O
A-
-A CDC 660O including I/O
10 -
1
I
I
I
1
8-
6-
4 -
2-
T
5
Figure I.
10 15 20
TIME STEP-SECONDS
Summary of EXTRAN run times
on CDC and UNIVAC systems.
—\
30
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DATA CARDS
(CHAPTER 2)
EXTRAN
SOURCE DECK
CONTROL CARDS
(EXECUTIVE BLOCK)
EXTRAN
BLOCK
OUTPUT
GRAPHIC
_^1L-:^ TABULAR
OUTPUT TAPE FOR
USE IN RECEIVING
BLOCK
INPUT TAPE FROM
RUNOFF BLOCK
Figure 2. Typical schematic of EXTRAN block setup deck.
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The version of EXTRAN shown in Appendix Table A-3 is set up to run out-
side the SWMM Executive Block. Chapter 6 explains the revisions to the code
needed to convert the present main program of EXTRAN to Subroutine EXTRAN of
the Executive Block. Although SUMM is designed to run successive blocks
consecutively without user intervention, it is strongly recommended that this
option not be used with EXTRAN. Simulation results should be examined before
they are used as input to EXTR'AN; EXTRAN results should be reviewed, in turn,
for reasonableness 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 out-
put data from a preceeding block.
If EXTRAN is the only block called from the Executive Block, input data
for the Executive Block would be structured as follows:
CARD GROUP 1 I/O tape/disk assignments
JIN = output tape/file number from, typically, the
RUNOFF Block if RUNOFF hydrographs are to be
used in simulation
= 0 if input hydrographs are from cards only (See
Card Group 20 and 21 in EXTRAN Block input data
description)
JOUT = output tape/file number that will be used to
input outfall hydrographs from EXTRAN into a
subsequent block such as RECEIV
- 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.
CARD GROUP 2 - Scratch tape/disk assignment
Enter a blank card
CARD GROUP 3 - Block Control Card
Enter EXTRAN only
In this case, Card Group 1 of the EXTRAN input data set shown in Chapter 2,
Table 1, is not needed and should be omitted. If, on the other hand, EXTRAN
is run independently of the Executive Block using the code shown in Appendix
Table A-3, the input data set should be formed exactly as shown in Table 1,
omitting the above Executive Block input data.
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CHAPTER 2
INSTRUCTIONS FOR DATA PREPARATION
INTRODUCTION
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 has been defined, the watershed is
subdivided into subareas in accordance with the guidelines presented in the
RUNOFF Block documentation. Figure 3 shows the South Boston combined sewer
system and its watershed subdivided into subbasins. Figure 4 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 sytem.
Note that conduits are distinguished on Figure 4 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 more simple 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 at each:
Upstream terminal point in the system,
Outfall and discharge point,
Pump station, storage point, orifice and weir diversion,
Junction where inflow hydrographs will be input (either by
card input or from RUNOFF),
Pipe junction,
Point where pipe size/shape changes significantly,
Point where pipe slope changes significantly, and
Point where pipe inverts are significantly different.
6
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uttROFOLItAM OtSIftlCT COMMISSION
COMBINED SEWER OVERFLOW PROJECT
DORCHESTER BAY ARE* FACILITIES PLAN
Figure 3. Runoff Subbasins Tributary to South Boston Interceptor.
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oo
FROM
INNER nAHBOH
STUDY tHEA
— LEGEND
ROUTING CONOUITl RUNOFF 1
COMBINED SEWER (TRANSPORT I
OVERFLOW CONDUIT (TRANSPORT)
MAJOR INTERCEPTOR (TRANSPORT )
O START. END.OR JUNCTION NODE
ffl WEIR-TYPE REGULATOR NODE
(SI ORIFICE ISUMP)TYPE REGULATOR NODE
GO HIGH OUTLET TYPE REGULATOR NODE
r PUMP SIMULATION
OVERFLOW OUTLET
DRY WEATHER FLOW INPUT
WET WEATHER FLOW INPUT
SUBAREA DESIGNATION
INFLOW HYOROGRAPH FROM OUTSIDE
STUDY AREA (AT BOUNDARIES)
• tit CONDUIT NUMBER
itsoi NODE NUMBER
FROM ,
STUOT ARE A°R FROM 0°RCMŁST ER NETWORK (FIG VII • |7B)
COMMONWEALTH OF MASSACHUSETTS
METROPOLITAN DISTRICT COMMISSION
COMBINED SEWER OVERFLOW PROJECT
DORCHESTER BAY AREA FACILITIES PLAN
Figure 4. Schematic Representation of the South Boston
Sewerage System for Use in the EXTRAN Model.
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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 shorten-
ed by adding intermediate junction points.
Keep in mind when setting conduits lengths (placing junctions) that the
time-step is generally controlled by the wave celerity in the system. To
estimate the time-step, first compute:
L
where:
Atc = time for a surface wave to travel from one
end of a conduit to the other in seconds,
L = conduit length in feet,
g = 32.2 ft/sec,
D a channel depth or pipe diameter in feet.
The time-step can usually exceed atc by a factor of 1.5 to 2.0 for a few
widely separated conduits. For most problems, conduit lengths can be of such
length that a 15 to 30 second time-step can be used. Occasionally, a 5 to 10
second time-step is required. A time-step of 60 to 90 seconds should not be
exeeded even in large open channel systems where the celerity criteria is not
violated with a larger time-step.
If an extremely short pipe is included in the system, as indicated by a
small Atc, an equivalent longer pipe can be developed using the following
steps. First, set the Manning equation for the pipe and its proposed equiva-
1ent equal:
where:
p = actual pipe,
e = equivalent pipe,
n = Manning's roughness coefficient,
A = cross-sectional area,
R = hydraulic radius, and
S = slope of the hydraulic grade line.
If we assume that the equivalent pipe will have the same cross-sectional area
and hydraulic radius as the pipe it replaces, we can say:
Now, since
S = hL/L (4)
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where:
HL = 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) can be
simplified to:
n =nL1/2/L1/2 (5)
"e p p ' e
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 t<. 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.
At this point, the system schematic should be in pretty good shape for
developing model input data. The remaining sections of this chapter describe,
step-by-step, how to develop the input data file for EXTRAN.
INPUT DATA DESCRIPTION
Specifications for input data preparation are contained in Table 1. The
table defines input format column location and variable description and name.
Table A-l in the Appendix is a set of input data forms which can be used to
facilitate encoding the data for EXTRAN. Perusal of Table 1 reveals that the
input data is divided into 22 card groups. Card Groups 1-7 are control cards
that identify the simulation, set the time-step and start time, and identify
junctions for card input hydrograph, and junction and conduits for printing
and plotting of heads and flows. The identification of conduits and junctions
is done in Card Groups 8 and 9, respectively. Card Groups 10-13 identify
storage and diversion junctions, while Groups 14-18 identify system outfalls
and backwater conditions at the outfalls. Initial conditions for heads and
flows are defined in Card Groups 19-20. Card Groups 21 and 22 define card
input hydrographs. Further descriptions of the data to be entered in each
card group are given below.
Card Group 1: Tape Numbers
Card Group 1 is a single card which specifies the identifying numbers of
tapes used for input and output hydrograph storage, if used. A zero should be
entered if a particular tape is not used. Card Group 1 should be included
only if EXTRAN is to be run on its own, i.e., outside the SWMM Executive Block.
Card Group 2: Run Identification
Card Group 2 consists of 2 cards, each having 80 columns or less, which
typically describe the system and the particular storm being simulated.
10
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Card Group 3: Run Control
Card Group 3 is a single card defining the number of integration steps
in the simulation period, the length of each time-step, output control data,
the number of hydrograph input points to be supplied by cards (in addition to,
or rather than, tape input generated by the Runoff Block), and control para-
meters for iterations on computations for surcharged areas.
The time- step, OELT, 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 1). The computer program will check each conduit for
violation of the surface wave criteria and will print the message:
WARNING **** (C*OELT/LEN) IN CONDUIT IS rrr AT FULL DEPTH
where rrr is the ratio
rrr=
where
At = the time- step
g = gravity
D = conduit height or pipe diameter
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 outfall ).
Another constraint to be observed carefully is the length of the total
simulation period defined as the product of NTCYC and DELT. This period must
not extend in time beyond the simulation period of any preceding block.
Otherwise, an improper attempt to read beyond the end-of-file or the input
hydrograph tape is made and execution of EXTRAN stops.
The printing interval, INTER, also must be specified carefully to insure
proper output of heads, velocities, and flows. The present output capacity
of EXTRAN provides for 100 values each of nodal water depth, elevation, con-
duit flow, and velocity to be printed as detailed output for any given simula-
tion run. When this number is exceeded, the printing arrays are filled with
extraneous results taken from other core storage locations which bear no
resemblance to the desired output. As an example, if NTCYC = 1600 and we
start printing in cycle 1(NSTART=1), then INTER must = 16 or more to maintain
correct printing control. Alternatively, if NSTART = 801 then INTER can be 8.
Also, the output looks better if NSTART and INTER are selected so that the
first (and subsequent) output(s) occurs at an even m1nute(s) or half
minute(s).
The variables ITMAX and SURTOL control the accuracy of the solution in
surcharged areas. In reality, the inflow to a surcharged area should equal
the outflow from it. Therefore, the flows and heads in surcharged areas are
11
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recalculated until either the difference in inflows and outflows is less than
a tolerance, defined as SURTOL times the average flow in the surcharged area,
or the number of iterations exceeds UMAX. It has been found that good
starting values for UMAX and SURTOL are 30 and 0.05, respectively. The user
should be careful to check the intermediate printout, which indicates whether
the iteration is converging. Also, if there is more than one surcharged sec-
tion of the drainage system, special rules apply. More details on checking
convergence of the surcharge iterations are found in Tips For Troubleshooting
(Chapter 4).
Card Groups 4 and 5; Detailed Printing for Junctions and Conduits
Card Group 4 contains the list of individual junctions (up to 20) for
which water depth and water surface elevations are to be printed continuously
throughout the course of the simulation period. Card Group 5 contains the
list of individual conduits lup to 20) for which flows and velocities are to
be printed.
Card Groups 6 and 7; Detailed Plotting for Junctions and Conduits
Card Groups 6 and 7 contain, respectively, the lists of junctions and
conduits for which time histories and water surface elevation and flows are to
be plotted.
Card Group 8: Conduit Data
Card Group 8 contains data input specification for conduits including
shape, size, length, hydraulic roughness, connecting junctions, and invert
distances referenced from the junction invert. The input data instructions,
as presented in Table 1, 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 5. The junction invert elevation is specified in Card
Group 9. 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 Figure 5) must have a ZP of zero. If it does not, the
junction will behave like a mass sink in the system. Water will flow into the
junction but none will flow out.
Card Group 9: Junction Data
The explanation of ground and invert elevations is also shown in Figure
5. One junction card is required for every junction in the network including:
regular junctions, storage and diversion junctions, pump junctions, and out-
fall junctions. It is emphasized again that the 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.
12
-------
777777
^7777777777777
STREET SURFACE
GROUND ELEV.
////////////A
i
I
THIS SEPARATION
NOT ALLOWED
JUNCTION J
CROWN OF
JUNCTION J
(beginning of surcharge)
V///////7//A
JUNCTION J
(beginning of nodal flooding)
r/7/
invert
pipe N-l
invert
pipe N
NOT TO SCALE
INVERT JUNCTION J
Figure 5. Definition of elevation terms for three-pipe junction.
-------
The surcharge level or junction crown elevation 1s defined as the crown
elevation of the highest connecting pipe and 1s computed automatically by
EXTRAN. Note that the junction must not surcharge except when the water
surface elevation exceeds the crown of the highest pipe connected to the
junction.Pipe N+l in Figure 5 is too high. This junction would go into
surcharge during the period when the water surface is between the crown of
pipe N-l and the invert of pipe N+l. If a junction is specified as shown in
Figure 5 and the water surface rises above the crown of pipe N-l, 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
specified that connects to pipe N+l. A "dummy conduit" is specified which
connects the old junction with pipes N-l and N to the new junction which con-
nects to pipe N+l. The pipe diameter should be that of N+l and the length
selected to meet the stability criteria given by Equation 6. ihe Manning n
for the "dummy pipe" 1s computed to reflect the energy loss that occurs during
surcharge as water moves up through the manhole and into pipe N+l.
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 GRELEV(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.
QINST(J) is the net constant flow entering (positive) or leaving
(negative) the junction.
Card Group 10: Storage Junctions
Conceptually, storage junctions are tanks of constant surface area, over
their depth. A storage "tank" may be placed at any junction 1n the sytem,
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.
Card Group 11; Orifice Cards
EXTRAN simulates orifices as equivalent pipes (see Chapter 5). Data
entry 1s 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.
14
-------
Card Group 12: Weir Cards
The definition sketch for weirs is illustrated in Figure 6. The
following types of weirs can be simulated:
• Internal diversions (from one junction to another via a
transverse or sideflow weir.
• Outfall weirs which discharge to the receiving waters. These
weirs may be transverse or sideflow types, and may be equipped
with flap gates that prevent backflow.
Transverse weir and sideflow 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) while for sideflow weirs the
exponent is 5/3 (i.e., QVH ' )•
When the water depth at the weir junction exceeds YTOP (see Figure 6)
the weir functions as an orifice (0^1/2). The discharge coefficient for the
orifice flow condition is computed internally in EXTRAN (see Chapter 5).
Stability problems can be encountered at weir junctions if the junction
surcharges during the simulation. If this happens or is suspected of happen-
ing, the weir" may be represented as an equivalent pipe. To do this, equate
the pipe and weir discharge equations, e.g.:
i^i AR2/3S1/2 - C WH3/2 (7)
n w
where:
n = Manning n for the pipe,
A = cross-sectional area,
R = hydraulic radius,
S = hydraulic grade line for the pipe,
H = head across the weir,
Cw = weir discharge coefficient,
W = 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 6, then n can be computed
as: B2/3
n = -5-
CWL
for the equivalent pipe.
Card Group 13: Pump Cards
Pumps may be of two 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.
15
-------
YTOP
YCREST
Weir submerged
above this point
Downstream conduit
= NJUNC (N,2)
Upstream jet. Downstream jet.
= NJIJNC (N,l) = NJUNC (N,2)
Figure 6. Definition sketch of weir input data.
500
Well floods at this level
QJ
|§ 300
•* ^-
100
•o
= capacity of
wet-well
V RATE= 3OOcu.ft.
VRATE^IOO cu.ft.
PRATE3 * IScfs
PRATE2= lOcfs
PRATE,* 5 cfs
Figure 7. Definition sketch of pump input data.
16
-------
2. An on-line lift station that pumps according to the level of
the water surface at the junction being pumped.
The definition sketch in Figure 7 defines the input variable for Type 1 pump.
For a Type 2 pump station, the following operating rule is used:
Y _< VRATE(I.l) Qp 3 Junction inflow or PRATE(I,1),
whichsvGF is 1 &ss
VRATE(I.l) < Y < VRATE(I,2) QD » PRATE(I,2)
VRATE(I,2) < Y • Qjj - PRATE(I,3)
Note that for a Type 2 pump station 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
station junction.
Card Group 14: Free Outfall Pipes
Three types of outfalls can be simulated in EXTRAN:
1. A weir outfall with or without a flap (tide) gate (Card Group 12),
2. A conduit outfall without a flap gate (Card Group 14), or
3. A conduit outfall with a flap (tide) gate (Card Group 15).
Under Card Group 14, enter the outfall junction number for outfall conduits
without flap gates.
Card Group 15: Outfall Pipes With Flap Gates
Enter the outfall junction number for conduits with flap gates.
Card Groups 16. 17. and 18: Tidal Backwater Control Cards
Card Groups 16, 17, and 18 describe the single tidal backwater condition
which is applied at all outfalls in the drainage system. The tidal index,
NTIDE, is specified according to whether there is: (1) no water surface at
any outfall; (2) a water surface at constant elevation; (3) a tide whose
period and amplitude are described by user supplied tide coefficients; or (4)
a tide which will be computed by EXTRAN using Equation 37 which is based on a
specified number of stage-time points describing a single tidal cycle.
Card Groups 19 and 20: Initial Flows, Velocities, and Heads
Frequently, it is desired to initialize the drainage network with
starting values of flow, velocity, and water surface elevation which represent
either the dry weather or antecedent flow conditions just prior to the storm
to be simulated. Card Groups 19 and 20 are designed for the purpose of
supplying these initial conditions throughout the drainage system at the
beginning of the simulation. Card Group 19 contains discharge for each con-
duit in the same order as it is specified in Card Group 9. Note that initial
17
-------
discharge must be specified for all real conduits plus all internal links.
(There is one internal link for each orifice, weir, pump, and outfall in the
system. In a complex network, the total number of real plus internal conduits
is best determined from the conduit connectivity summary in a trial run with
EXTRAN.) As an example, in a system of 25 real conduits, 28 junctions, 2 ori-
fices, 3 weirs, and 1 free outfall, we have a total of 31 links. The specifi-
cation of initial discharges in Card Group 19 requires a total of 8 cards with
4 conduits on each. For the case where all flows and heads are zero at the
start of the simulation, enter 99999. in columns 6 thru 10 of Card Group 19.
Similarly, initial depths of flow (not elevations) are keypunched
according to the instruction in Card Group 20. Again the initial heads are
supplied for all. real and internal junctions. The latter are specified auto-
matically by the EXTRAN program for each weir in the system. Thus in the
example above, we would have a total of 31 junctions and the initial dry-
weather heads would be punched on four cards in the order the junctions appear
in Card Group 10.
Card Groups 21 and 22: Hydrograph Input Cards
EXTRAN provides for input of up to 20 inflow hydrographs by cards in
cases where it is desirable to run EXTRAN alone without prior use of the
Runoff Block or to add additional input hydrographs, either at the same or
different nodes, to those computed by the Runoff Block. The specification of
individual junctions receiving hydrograph input by cards is given in Card
Group 21. Note that multiple hydrographs coming into a given junction can be
indicated by repeating the junction number in Group 21 for each inflow
hydrograph. The order of hydrograph time discharge points in Card Group 22
now must correspond exactly with the order specified by Card Group 21. The
time, TEO, of each discharge point is given in decimal clock hours; i.e.,
10:45 a.m. is punched as 10.75. Hydrograph time input points can be specified
at any convenient time as long as a point is included for each junction spe-
cified in Card Group 21. The hydrographs are then formed by interpolating
between consecutive time input points for each time step.
18
-------
TABLE 1. EXTRAN DATA REQUIREMENTS
Card
Group
1
2
3
Format Card
Columns
NOTE:
215 1-5
6-10
20A4 1-60
I5.2F5.0, 1-5
8I5,F5.0
6-10
11-15
16-20
21-25
26-30
31-35
36-10
Description Variable
Name
TAPE UNIT NUMBERS
ONLY INCLUDE CARD GROUP 1 IF EXTRAN
IS RUN STANDING ALONE. SKIP IF EXTRAN
IS CALLED FROM THE EXECUTIVE BLOCK OF
SWMM.
Hydrograph input tape from Runoff N21
Block
Outfall hydrograph tape for input N22
to RECEIVE Block
RUN TITLE
Description of computer run ALPHA
(2 cards.) Will be printed on
output (2 lines).
RUN CONTROL PARAMETERS
Number of integration steps or NTCYC
time cycles desired
Length of integration step, DELT
seconds
Start time of simulation, TZERO
decimal hours
Number of junctions for detailed NHPRT
printing of head output (20 nodes
max.)
Number of conduits for detailed NQPRT
printing of discharge output
(20 pipes max.)
Number of junctions to be plotted NPLT
(20 max.)
Number of conduit flows to be LPLT
plotted (20 max.)
First time-step to begin print cycle NSTART
19
-------
TABLE 1. EXTRAN DATA REQUIREMENTS
(Continued)
Card Format Card
Group Columns
3 (Continued) 41-45
46-50
51-55
56-60
4 8110 1-10
11-20
5 8110 1-10
11-20
NOTE:
6 8110 1-10
11-20
NOTE:
7 8110 1-10
Description Variable
Name
Interval between print cycles
(max. number of cycles printed is
NTCYC - NSTART
INTER
Number of input junctions, if 'card
input hydrographs are used (65 max.)
Maximum number of iterations to adjust
head and flow of surcharged junctions
Segment of flow in surcharged areas
to be used as the tolerance for ending
surcharge iterations
PRINTED HEADS
First junction number for detailed
printing
Second junction number, up to number
of nodes defined by NHPRT
PRINTED FLOWS
First conduit number for detailed
printing
Second conduit number up to number
of nodes defined by NQPRT
PLOTTED HEADS
IF NPLT = 0, SKIP THIS CARD GROUP
First junction number for plotting
Second junction number, up to
number of nodes defined by NPLT
PLOTTED FLOWS
IF LPLT = 0, SKIP THIS CARD GROUP
First conduit number for plotting
INTER
NJSW
ITMAX
SURTOL
JPRT(l)
JPRT(2)
CPRT(l)
CPRT(2)
JPLT(l)
JPLT(2)
KPLT(l)
20
-------
TABLE 1. EXTRAN DATA REQUIREMENTS
(Continued)
Card Format
Group
7 (Continued)
8 415,
9F5.0
Card
Columns
11-20
1-5
6-10
11-15
16-20
21-25
26-30
31-35
36-40
41-45
46-50
51-55
56-60
Description
Second conduit number for plotting,
up to number of nodes defined by LPLT
(This option is for conduit flow rate)
CONDUIT CAROS(1 CARD/CONDUIT, 187 MAX.)
Conduit number (none greater than
90000)
Junction number at upstream end
of conduit
Junction number at downstream end
of conduit
Type of conduit shape
1 = circular
2 = rectangular
3 = horseshoe
4 = egg
5 = baskethandle
6 = trapezoid
Cross sectional area of conduit,
sq. ft. (necessary only for types
3, 4, and 5)
Vertical depth of conduit, ft.
Maximum width of conduit, ft.
Bottom width for trapezoid, ft.
Length of conduit, ft.
Distance of conduit invert above
junction invert at NJUNC(N,1)
Distance of conduit invert above
junction invert at NJUNC(N,2)
Mannings coefficient (includes
entrance and exit losses)
Slope of one side of trapezoid,
(horizontal/vertical ; 0=vertical )
Variable
Name
KPLT(2)
NCOND(N)
NJUNC(N,1)
NJUNC(N,2)
NKLASS(N)
AFULL(N)
DEEP(N)
WIDE(N)
LEN(N)
ZP(N,1)
ZP(N,2)
ROUGH (N)
STHETA(N)
21
-------
TABLE 1. EXTRAN DATA REQUIREMENTS
(Continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
8 (Continued)
61-65 Slope on other side of trapezoid,
(horizontal/vertical; Oavertical)
(Last card must have 99999 in columns 1 to 5)
SPHI(N)
15,
3F5.0
JUNCTION CARDS (1 CARD/JUNCTION, 187 MAX.)
1-5 Junction number (none greater than JUN(J)
90000)
6-10 Ground elevation, ft. GRELEV(J)
11-15 Invert elevation, ft. Z(J)
16-20 Net constant flow into junction, QINST(J)
cfs (may be a negative number)
(Last card must have a 99999 in columns 1 to 5)
10
15,
2F5.0
STORAGE JUNCTIONS (1 CARD/JUNCTION, 20 MAX.)
NOTE: JUNCTION MUST BE IDENTIFIED IN JUNCTION
DATA
1-5 Junction containing storage facility JSTORE(I)
6-10 Junction crown elevation (must be ZCROWN(J)
higher than crown of highest pipe
connected to storage facility)
11-15 Storage volume per foot of depth ASTORE(I)
(surface area), cu. ft/ft.
(Last card must have a 99999 in columns 1 to 5)
11
315,
3F5.0
1-5
6-10
11-15
ORIFICE CARDS (1 CARD/ORIFICE, 60 MAX.)
Junction containing orifice NJUNC(N.l)
Junction to which orifice discharges NJUNC(N,2)
Type of orifice
1 = side outlet
2 = bottom outlet
NKLASS(N)
22
-------
TABLE 1. EXTRAN DATA REQUIREMENTS
(Continued)
Card Format
Group
11 (Continued)
Card
Columns
16-20
21-25
26-30
Description
Orifice area in sq. ft.
Orifice discharge coefficient
Distance of orifice invert above
junction floor (define only for
side outlet orifices)
(Last card must have 99999 in columns 1 to
12 315,
4F5.0
1-5
6-10
11-15
16-20
21-25
26-30
31-35
WEIR CARDS (1 CARD/WEIR, 60 MAX.)
Junction at which weir is located
Junction to which weir discharges
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
Height of weir crest above invert,
ft.
Height to top of weir opening above
invert (surcharge level) ft.
Weir length, ft.
Coefficient of discharge for weir
(Last card must have 99999 in columns 1 to
13 315,
7F5.0
NOTE:
1-5
6-10
PUMP CARDS (1 CARD/PUMP, 20 MAX.)
ONLY ONE PIPE CAN BE CONNECTED TO A
PUMP NODE
Junction being pumped
Pump discharge goes to this junction
Variable
Name
AORIF(I)
CORIF(I)
ZP(D
5)
NJUNC(N.l)
NJUNC(N,2)
KWEIR(I)
YCREST(I)
YTOP(I)
WLEN(I)
COEF(I)
5)
NJUNC(N.l)
NJUNC(N,2)
23
-------
TABLE 1. EXTRAN DATA REQUIREMENTS
(Continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
13 (Continued) 11-15
16-20
21-25
26-30
31-35
36-40
41-45
46-50
15
15
Type of pump
1 = off-line pump with wet well
2 = on-line lift pump
Initial wet well volume, cu..ft.
(enter 0 for type 2 pump)
Lower pumping rate, cfs.
Mid-pumping rate, cfs.
High pumping rate, cfs.
Wet well volume (or junction depth)
for mid rate pumps to start, cu. ft.
(or ft.)
Wet well volume (or junction depth)
for high rate pumps to start,
cu. ft. (or ft.)
Total wet well capacity, cu. ft.
(enter 0 for type 2 pump)
IPTYP(I)
VWELL(I)
PRATE(I,1
PRATE(I,2
PRATE(I,3
VRATE(I,1
VRATE(I,2
VRATE(I,3
(Last card must have 99999 in columns 1 to 5)
OUTFALL PIPES W/0 TIDE GATES
(1 CARD OUTFALL, 25 MAX.)
NOTE: ONLY ONE CONNECTING CONDUIT IS PERMITTED
TO A FREE OUTFALL NODE
14 15 1-5 Junction for free outfall JFREE(I)
(Last card must have 99999 in columns 1 to 5)
OUTFALL PIPES WITH TIDE GATES (1 CARD OUTFALL, 25 MAX.)
NOTE: ONLY ONE CONNECTING CONDUIT IS PERMITTED
TO OUTFALL NODE
1-5 Junction at which gate is located JGATE(l)
(Last card must have 99999 in columns 1 to 5)
24
-------
TABLE 1. EXTRAN DATA REQUIREMENTS
(Continued)
Card Format Card
Group Columns
16 15, 1-5
8F5.0
6-10
NOTE:
11-15
16-20
21-25
26-30
31-35
36-40
41-45
17 315 1-5
6-10
11-15
Description Variable
Name
1 CARD FOR TIDAL CONTROL
Tide index:
1 = no water surface at outfalls
2 = outfall control water surface
at constant elevation, Al
3 = tide coefficients provided
4 = program will compute tide
coefficients
First tide coefficient
COLUMNS 11-45 NOT REQUIRED UNLESS NTIDE
Second tide coefficient
Third tide coefficient
Fourth tide coefficient
Fifth tide coefficient
Sixth tide coefficient
Seventh tide coefficient
Tidal period in hours
REQUIRED IF NTIDE = 4
If one, there are four information
points, program will develop the
coefficients
Number of information points (4 if
KO above equals 1)
If one, will print information on
tide coefficient development
NTIDE
Al
= 3
A2
A3
A4
A5
A6
A7
W
KO
NI
NCHTID
25
-------
TABLE 1. EXTRAN DATA REQUIREMENTS
(Continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
18 8F10.0
19 8F10.0
REQUIRED IF NTIDE = 4
1-10 Time, first information points TT(1)
11-20 Tidal stage, at time above YY(1)
21-30 Time, second information points TT(2)
31-40 Tidal stage, at time above, up to YY(2)
number of points as defined by N_I_
1-10
11-20
21-30
31-40
41-50
INITIAL FLOWS
Initial flows (cfs)
Initial velocities (fps)
NOTE: IF ALL INITIAL FLOWS, VELOC-
ITIES AND HEADS ARE ZERO, PUNCH
99999. IN COLS. 1-10 OF FIRST CARD
FOR Q(l). NO OTHER CARDS REQUIRED
(4 conduits per card, up to NTL
conduits. Includes internal links.)
Q(l)
V(l)
Q(2)
V(2)
20 8F10.0
INITIAL DEPTHS
1-10 Initial junction depth (ft.) Y(l)
11-20 NOTE: SKIP IF A 99999. HAS BEEN Y(2)
PUNCHED FOR Q(l) ABOVE.
(8 junctions per card up to NO June- Y(NJ)
tions. Includes internal junctions.)
26
-------
TABLE 1. EXTRAN DATA REQUIREMENTS
(Continued)
Card Format Card Description Variable
Group Columns Name
CARD HYDROGRAPHS
IF NJSW = 0, SKIP CARD GROUPS' 21 and 22
21 1615 1-5 First input node for card hydrograph JSW(l)
6-10 Second input node for card hydrograph JSW(2)
REQUIRED-IP NJSW>. 1
22 8F10.0 1-10 Clock time, in decimal hours TEO
11-20 Flow rate, cfs., first input node, QCARD(1,1
JSW(l)
21-30 Flow rate, cfs., second input node, QCARD(2,1
JSW(2), up to NJSW nodes
. •
(If more than one card is needed for .
each time, the next QCARD(N.l) should
begin in Columns 1-10 of each subsequent
card, 8 QCARD(N.l) per card up to
QCARD(NJSW.l). Repeat with the same
number of cards for each TEO with the
final TEO greater than the end time
of the run.)
27
-------
CHAPTER 3
EXAMPLE PROBLEMS
INTRODUCTION
Seven test runs of EXTRAN have been made and are Included 1n this
report. They will demonstrate how to set up the tnput data sets tor 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.
EXAMPLE 1: BASIC PIPE SYSTEM
Figure 8 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
read from cards, and one free outfall. Table 2 is the Input data set for
Example 1.
The complete output for Example 1 is found in Table 3. The first sec-
tion is an echo of the input data and a listing of conduits created internally
by EXTRAN to represent outfalls and diversion 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 junction in surcharge is indicated by printing an asterisk beside its depth.
Also, if surcharge iterations are occurring at the time of the intermediate
printout, EXTRAN prints the flow differential over all surcharged junctions
and the number of iterations required. An asterisk beside a conduit flow
indicates that the flow is the normal flow for the conduit. Ihe intermediate
print out 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.
28
-------
EXAMPLE 2: TIDE GATE
Figure 9 shows the system simulated in Example 2, which is the basic
pipe system with a tide gate at the outfall and a constant receiving water
depth of 94.4 feet Two changes to the input data set, shown in Table 4, are
required for this situation. These, shown in Table 4, are:
1. Placing the outfall junction number (10208) in Card Group 14; and
2. Changing NTIDE in Card Group 15 to 2 and inputing Al » 94.4.
The summary statistics for this run are in Table 5.
EXAMPLE 3: SUMP ORIFICE DIVERSION
Example 3 uses a two foot diameter sump orifice to divert flow to junc-
tion 15009 in order to relieve the flooding upstream of junction 82309. A
free outfall is also used in this example. Table 6 indicates that the sump
orifice is inserted simply by changing Card Group 10 as shown. A summary of
the results from this example is found in Table 7.
EXAMPLE 4: WEIR DIVERSION
A weir can also be used as a diversion structure to relieve the
flooding upstream of junction 82309, a shown in Figure 11. Card Group 11 has
been revised as shown in Table 8 in order to input the specifications for this
weir. Summary results are shown in Table 9.
EXAMPLE 5: STORAGE FACILITY WITH SIDE OUTLET ORIFICE
Inclusion of a storage facility requires several changes to the basic
pipe system. Figure 12 shows that a new junction, 82308, has been inserted to
receive the outflow from the orifice in the storage facility. Table 10 shows
that this requires a new junction in Card Group 8, 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 2 shows that, for
the basic pipe system, conduit 8060 is 2.2 feet (ZP(N,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. Card Group 9 is revised to show the size of the storage facility, and
Card Group 10 is changed to show the specifications of the two foot diameter
size orifice. Table 11 gives the results of this example.
EXAMPLE 6: OFF-LINE PUMP STATION
Inclusion of an off-line pump station requires the addition of a junc-
tion to represent the wet-well and a conduit to divert the flow to it, as
Figure 13 demonstrates. Examination of Card Groups 7 and 8 in Table 12 shows
the specifications for junction 82310 and conduit 8061. The length and
Manning's n of conduit 8061 shown here, though, have been altered for stabi-
lity purposes to those of an equivalent pipe to the actual 8061, which is 20
feet long with an n of .015. Chapter 2 gives the details of the equivalent
pipe transformation. Also, Card Group 12 now includes a card giving the pump
specifications. Results from this example are found in Table 13.
29
-------
EXAMPLE 7: IN-LINE PUMP STATION
The pump in Example 6 can be moved to junction 82309 to simulate an
inline pump station. Figure 14 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 14, is the pump card in Group 12. 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 15.
30
-------
Free
Outfall
1630
1602
8060
8040
1600
1570
8130
8100
Figure 8. Basic system with free outfall
-------
TABLE 2
INPUT DATA SET FOR EXAMPLE 1
1
0 0
EXTRAN USER'S MANUAL
EXAMPLE PR
BASIC PIPF. SYSTEM FROM FIGURE 8
1440 20. .0 6
30608 16009
1030 1630
80608 16009
1030 1630
80408040880408 1
80608060882309 1
31008100981309 1
81308130915009 1
10301030910208 6
15701500916009 1
16001600914109 1
16301600910309 6
16028230916109 1
99999
80408138.0124.6 0.0
30603133.0118.3 0.0
31009137.0128.2 0.0
81309130.0117.3 0.0
82309155.0112.3 0.0
10208100.0 39.9 0.0
10309111.0101,6 0.0
15009123.0111.3 0.0
16009120.0102.0 0.0
16109125.0102.8 0.0
90099
99999
99990
99999
99999
10208
9 9 9 9 9
99999
1
9v 999
823098040881009
0,0 0,0
0.25 40.0
3.0 40,0
3.25 0.0
12.0 0.0
6 6
16109
1600
16109
1600
4.00
4.00
4.50
4.50
9.0
5.5
6.0
9.0
5,
0.0
45.0
45.0
0.0
0.0
6 45 43 3 30 0,05
13009 02309 30108
1602 1570 8130
15009 02309 80408
1602 1570 8130
1800. .015
2075. 2.2 ,013
3100, .015
3500. .015
4500. .014 3.
5000. .0154
300. .015
300. .015 ?,.
3000. .034
0.0
50.0
50.0
0.0
0.0
32
-------
TABLE 3
OUTPUT FROM EXAMPLE 1
33
-------
ENVIRONMENTAL PROTECTION AGENCY OSS EXTENDED TRANSPORT PROSRM tttt WTHt RESOURCES DIVISION
MSHINBT0N O.C. ttn nn CAW DRfSSM t HCKEE INC.
tm - MMLYSIS MODULE tm AMMNBAUi VH6DIIA
EXTRA* USER'S MANUAL OAMPLE PROKSI 1
BASIC PIPE SYSTEM FROH FISUK 3
1440
LŁMTH OF IHTEBMnW STET IS 20. SECONDS
PRINTTM STARTS IN CTOE 13 M« PRINTS AT INTERVALS OF 43 CTOES
INITIAL TDC 0.00 HOURS
PRINTED OUTPUT AT THE FOLOMIM6 4 JUNCTIONS
80408 16007 lilO? 13009 32207 30406
AND FOR THE FOLOHIM 6 CONDUITS
1030 1430 1400 1402 1S70 3130
HATER SURFACE ELEVATIONS UILL BE PLOTTED FOR THE FOLLOUIN6 4 JUNCTIONS
30408 14009 1410? 1300? 3230? 80408
FUM RATE VIU. BE PLOTTED FOR THE FOLLOWS 4 CONDUITS
1030 1430 1MO 1402 1370 3130
34
-------
ENVIRONMENTAL PROTECTION ASQCT
MSHIMTONr O.C.
EXTRM USB'S mm. EXABPIE PROBLEM 1
BASIC PIPE STSTEH FRON FIGURE 3
oo
tm
oo
UIENKO TRANSPORT PROGRAM
WMLTStS
n» VATFR RESOURCES DIVISION
tm CAW IWESSER t HCKFE INC.
On MNAMMLEi VIRSHM
IttX MIDTH DEPTH JUNCTIONS
(FT) (FT) AT EXDS
4.00 4.00 30409 30MS
4.00 4.00 30408 8307
4.9) 4.50 31007 81209
4.50 4,.10 31309 1500?
0.01 7.00 10309 10208
5.50 5.50 tS007 1M07
4.00 4.00 14007 14107
0.01 7.00 14007 10307
5.00 5.00 32307 14107
oo uMwm oo (cjoai/iai m CONDUIT 1430 is t.i AT FUU DEPTH.
I
2
3
4
3
4
7
3
7
COMMIT
moo
3040
BOM
8100
3130
1030
1570
1600
1430
1602
IENBTH
(FT)
1800.
2073.
5100.
3300.
4300.
5000.
500.
300.
5000.
CUSS .
1
1
1
1
4
1
1
4
1
AREA
(SOFT)
12.57
12.37
13.70
15.70
243.00
23.76
28.27
243.00
17.63
NANNIM
COEF.
0.013
0.013
0.013
0.013
0.016
0.013
0.013
0.013
0.034
INVERT KI6OT
ABOVE JUNCTIONS
0.00 2.20
SIDE SLOPE
3.00 3.00
3.00 3.00
35
-------
ENVIMNMENTM. PROTECTI« A6ENCT
UASHINBTOh D.C.
EXTRA* USER'S NNUM. EXAWlf PROBUH 1
BASIC flit SYSTEM HUM FIGURE 8
tm OTOTH) TRANSPORT PROGRAM m*
yttt USS
tm ANM.TSIS HOnU tltt
WO RESOURCES DIVISION
CAW DRESSFR t NOTE INC.
ANNANMLEi VIMMM
juenw
Nino
GROW
aw.
atou»
EUV.
UWERT
UNST
(CTS)
1
2
3
<
S
4
7
8
9
10
80408
80*08
91009
81309
82309
10208
10309
13009
14009
14109
138.00
139.00
137.00
130.00
133.00
100.00
111.00
123.00
120.00
123.00
128.40
122.30
132.70
122.00
118.30
ra.70
110.40
117.00
111.00
108.80
124.40
118.30
128.20
117.50
112.30
39.90
101.40
111.50
102.00
102.80
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
CONNECTINB OMUITS
8040
S040 80M
9100
3100 8130
8040 1402
1030
1030 1430
3130 1S70
1570 1400 1430
1400 1402
FREE OUTFMl DATA
FREE OUTFUN AT JUNCTIONS
10208
36
-------
ONDXMCMTN. PROTECTION A6QCT tm EfTEMS) TMWWtT PROGRAM tttt HATFR HfMtKR DIVISION
UASHINSTONt O.C. tttt tttt Wf HSSSFR t NCXEE INC.
tm MMLTSIS rauu an ANMMMUI VHSINIA
EXTRM USER'S NMUN. EMMIE PWSUJI 1
BASIC PIR STOTEN FMH HHK 3
CONWIT JUNCTTOR JUNCTION
90010 10208 0
INTERNM. COWCTWm UFORtttTin
37
-------
. PitOTEcnn tenet an ECTEWW TJMNSPKT PROGRAM on wrnt UEOTRCK DIVISION
UASUNSTOh O.C. tttt tm CAW DKSSFR I NTXFF INT.
OSS ANM.TSH MBUU tm
EXTRA* USER'S NAMM. EXAMPLE PWDUJ1 1
BASIC PIPE SYSTEM FMN FIGURE 8
5UNMRT OF INinAL HEADS' ROB MO
CABS! aoHS m vaacnns ARE ZERO
38
-------
EWIMMCNTM. PROTECTION AGENCT OSS EXTWKB TRANSPORT PR08RAH tm IMTFR RESOURCES DIVISION
IMSHIMSTONr B.C. tt« tSSS CAKP DRFSSER S NCXFf INC.
tso ANALYSIS NODULE ms .wMNBAUf VIRGINIA
EXTRA* USD'S MANUAL EMIflE PROBLEM 1
BASIC PIPE STSTEH FROM FI8UC 8
tssns SYSTEM Dfioa (CARDS) AT o.oo HOURS FOR 3 JUNCTIONS
82309/ 0.00 80408/ 0.00 910W/ 0.00
OSSSS STSTEH INROK (CARDS) AT 0.3 HOURS ( JUNCTION / IXFUMtCFS )
SOW/ 40.00 80408/ 43.00 91009/ 50.00
STSTEM INflOUS (CARDS) AT 3.00 HOURS ( JUNCTION / IHRM.CFS )
3230?/ 40.00 S0408/ 49.00 31009/ 50.00
CYCLE 43 TDK 0 HRS - 13.00 KIN
JUNCTIONS 7 DEPTHS
80408/ 2.M 30608/ 1.70 3100?/ 2.27 8130?/ 0.33 SCO?/ 7.23 10208/ 0.00 10309/ 0.00 13009/ 0.00
14009/ 0.00 1.S109/ 0.17
CONDUITS / FLOUS
8040/ 42.7i 8040/ 13.32 8100/ 13.81 8130/ 0.23 1030/ 0.00 1370/ 0.00 liOO/ 0.0? 1S30/ 0.00
1402/ 4.33 90010/ 0.00
70 n« 0 HRS - 30.00 NIN
JUNCTIONS / DEPTHS
80408/ 2.26 SOM8/ 3.82 SlOO?/ 3.32 91309/ 2.12 82309/ 9.37S 10208/ 0.00 1030?/ 0.08 1300?/ 0.37
39
-------
1600?/ 0.55 1410V 2.05
COMMITS / FUM
9040/ 43.01$ 8060/ 8.34 3100/ 34.44 8130/ 13.33 1030/ 0.00 1379/ I.08S 1600/ 20.74 1630/ 0.51
1M2/ 47.72 70010/ 0.00
OGLE 133 TIME 0 HRS - 45.00 HIM
JUNCTIONS/ DEPTHS
30408/ 12.731 80408/ 16.701 810W/ 2.72 81309/ 3.48 3230?/ 21.45* 10208/ 0.34 10309/ 2.16 1300?/ 1.47
16009/ 2.48 16109/ 2.88
CONDUITS / ana
8040/ 45.00 8040/ 28.02 9100/ S2.78S 8130/ 44.1? 1030/ 21.08 1S70/ 18.73t 1400/ 49.12 1430/ 88.CT
14027 48.02 90010/ a.08
CTOE 180 TIK 1 HRS - 0.00 HIM
JUNCnfflB / DEPTHS
80408/ 12.75S 30408/ U.TOt 81007/ 2.43 31IO?/ 3.48 8230?/ 21.451 I0208/ 0.44 10307/ 3.41 1S009/ 2.2!
1400?/ 3.10 14109/ 2.87
CONDUITS / aow
8040/ 45.00 8040/ 27.78 3100/ 50.241 8130/ 54.44 1030/ 48.44 1570/ 43.731 1400/ 44.70 1430/ 78.88
1402/ 67.78 70010/ 48.44
CTOE 223 TIME 1 HRS - 13.00 DIN
JUNCTIONS / DEPTHS
80408/ 12.751 80608/ 16.701 81007/ 2.62 81307/ 3.25 3230?/ 21.341 10208/ 0.47 10309/ 3.70 15007/ 2.SO
1600?/ 3.55 16107/ 3.13
40
-------
COMMITS / FIOB
8040/ 45.00 3060/ 27.32 3100/ 50,02t 8130/ 53.90 1030/ 97.16 1570/ 32.17t 1600/ 47.33 I430/ 113.23
1602/ 69.33 70010/ 17.16
CTOŁ 270 TDK I US - 30.00 HIM
JUNCTIONS/ DEPTHS
80408/ 12.7SS 80408/ 16.70* 9100V/ 2.42 81309/ 3.11 82309/ 21.481 10208/ 0.32 10309/ 4.11 I3009/ 2.30
16009/ 3.74 1410?/ 3.30
CONHHTS/FUW
3040/ 43.00 3040/ 30.14 9100/ 30.00S 3130/ 31.72 1030/ 112.26 1370/ S2.40S 1400/ 69.26 1430/ 119.11
1402/ 70.14 70010/ 112.26
CYOE 313 Tiff 1 HRS - 43.00 KIN.
JUNCTIONS / DEPTHS
80408/ 12.73S 30608/ 16.70S 91009/ 2.62 91309/ 3.06 92Z09/ 21.46S 1020S/ 0.53 10309/ 4.19 I3009/ 2.47
16009/ 3.84 16109/ 3.37
CONDUITS /anus
9040/ 43.00 8060/ 30.46 3100/ 50.001 3130/ 50.54 1030/ 118.23 1370/ 51.231 1600/ 70.16 1630/ 120.34
1602/ 70.46 90010/ 118.23
CYOE 360 HIE 2 HRS - 0.00 HIM
JUNCnONS/ DEPTHS
80408/ 12.751 80608/ 16.701 31009/ 2.62 31309/ 3.03 82309/ 21.451 10208/ 0.53 10309/ 4.22 15009/ 2.45
16009/ 3.36 16109/ 3.39
CONDUITS / FUNS
41
-------
3040/ 45.00 80M/ 30.54 3100/ 50.001 3130/ 30.0? 1030/ 120.08 1S70/ 50.431 1400/ 70.48 1430/ 120.49
1402/ 70.54 70010/ 120.08
CYCLE 409 TIIC 2 WS - 13.00 HIM
JUNCTIONS / DEPTHS
30408/ 12.7SS 30406/ 14.701 81009/ 2.42 8130V/ 3.05 82309/ 21.45* 10208/ 0.53 1030V/ 4.22 15009/ 2.44
14007/ 3.87 14109/ 3.39
coNwiTs / ao«
8040/ 45.00 3040/ 30.58 8100/ 50.001 8130/ 49.77 1030/ 120.51 1S70/ 50.09* 1400/ 70.S7 1430/ 120.42
1402/ 70.58 70010/ 120.51
OOE 450 THE 2 MRS - 30.00 HM
JUNCTIONS/ DEPTHS
80408/ 12.7SS 30408/ 14.701 81009/ 2.42 81309/ 3.05 82309/ 21.45t 10208/ 0.53 1030?/ 4.22 150W/ 2.44
14007/ 3.87 14109/ 3.37
coMouiTs / aous
8040/ 45.00 8040/ 30.59 8100/ 50.001 3130/ 49.77 1030/ 120.57 1570/ 49.?9t 1400/ 70.5? 1430/ 120.58
1402/ 70.5? 70010/ 120.57
CTOE 495 TOE 1 HRS - 45.00 HIM
JUNCTIONS/ DEPTHS
30408/ 12.75S 80408/ 16.701 81009/ 2.42 31307/ 3.05 3230?/ 21.451 10208/ 0.53 10309/ 4.22 15009/ 2.44
14009/ 3.87 1410?/ 3.3?
CONDUITS / aous
3040/ 45.00 8040/ 30.59 8100/ 50.001 3130/ 49.78 1030/ 120.57 1S70/ 17.78* 1600/ 70.5? 1430/ 120.CT
.42
-------
1402/ 70.59 90010/ 120.37
mm SYSTO ufious AT 3.23 HOURS < JUNCTIM /
873W/ 0.00 804087 0.00 81009/ 0.00
CTOE 540 UK IMS- 0.00 HIM
JUNOIWS / DEPTHS
80408/ 12.75S 80408/ 14.701 81009/ 2.42 913W/ 3.09 32309/ 21.43S 10208/ 0.33 10309/ 4.22 15009/ 2,44
140W/ 3.87 1410?/ 3.37
COOIUITS/FUW
3040/ 43.00 80M/ 30,39 8100/ 50.001 8130/ 49.99 1030/ 120.37 1S70/ 49.991 UOO/ 70.59 1430/ 120.58
1402/ 70.59 90010/ 120.57
mm SYSTEM imjots (CARDS) AT 12.00 HOURS < jucnn / INFUN>CFS >
32309/ 0.00 80408/ 0.00 41009/ 0.00
CTOE 583 HIE 3 )RS - 13.00 ION
JUMCTIWS / DEPTHS
B0408/ 0.89 80608/ 2.59 31009/ 1.34 81309/ 2.41 82309/ 5.89 10208/ 0.52 10309/ 4.U 1S009/ 7.34
14009/ 3.75 14109/ 3.12
COMOUITS / ams
3040/ 3.381 8040/ 41.03S 8100/ 20.511 3130/ 41.73 1030/ 111.44 1570/ 47.451 UOO/ 48.45 1430/ 79,70
43
-------
1402/ 47.22 90010/ 111.44
CYOE 430 TINE 3 HRS - 30.00 KM
JUNCTIflM / DEPTHS
80408/ 0.21 30408/ 0,33 81009/ 0.71 81309/ 1.41 8Z309/ 3.80 1020B/ 0.49 10309/ 3.87 1300V 1.73
16009/ 3.90 141W/ 2.83
cawuns / FUW
9040/ 0.43* 8060/ 3.lit 3100/ 4.32S 9130/ 19.401 1030/ 93.20 1570/ 32.78S 1400/ 40.74 I430/ 79.89
1402/ 3S.03 90010/ 91.20
CTOŁ 479 TDK 3 1*3 - 49.00 DIN
JUNCTIONS / DEPTHS
30408/ 0.10 30408/ 0.44 81009/ 0.43 81309/ 1.04 82309/ 2.S 10208/ 0.49 10309/ 3.49 1S009/ 1.42
14009/ 3.12 14109/ 2.41
caauns /anus
8040/ 0.111 3040/ 0.88 8100/ 1.551 8130/ 8.421 1030/ 72.33 1S70/ 18.171 l&OO/ 27.00 1430/ S3.48
1402/ 19.291 90010/ 72.33
CTCU 720 Tiff 4 HRS - 0.00 HID
JUCTIWS / DEPTHS
90408/ 0.04 80408/ 0.33 81009/ 0.30 81309/ 0.73 32309/ 1.44 10208/ 0.41 10309/ 3.05 1S009/ 1.07
14009/ 2.47 14109/ 1.93
CONDUITS / FUNS
SOW O.OSt 8040/ 0.45 8100/ 0.7K 3130/ 4.33S 1030/ 10.49 1570/ 10.211 1400/ 14.48 1430/ 33.37
1402/ 7.90$ 90010/ 50.49
44
-------
CTOŁ 743 TDK 4 MRS - 13.00 NIN
JUCTIW8 / DEPTHS
SOW 0.04 80603/ 0.23 8100V/ 0.22 3130V/ 0.37 3230V/ 1.01 10208/ 0.9 1030V/ 2.44 1300V/ 0.83
1400V/ 2.24 1410V/ 1.31
COMUTTS / FUM
3040/ 0.02S 80M/ 0.24 9100/ 0.381 81JO/ 2.421 1030/ 34.73 1570/ 4.10S 1400/ 7.14 1430/ 22.0V
1M2/ 3.VOS V0010/ 34.73
CTCU 810 Tiff 4 HRS - 30.00 DIN
JUNCTIONS / DEPTHS
30408/ 0.03 90408/ 0.21 8100V/ 0.17 3130V/ 0.43 8230V/ 0.74 10208/ 0.34 1030V/ 2.30 1500V/ 0.44
14009/ 1.72 1610V/ 1.17
COMMITS / FUNS
3040/ 0.011 3040/ 0.14 8100/ 0.221 8130/ 1.471 1030/ 24.37 1370/ 3.84S 1400/ 4.0V 1430/ 15.23
1602/ 2. in WOW/ 24.37
CTCU 333 TIK 4 HRS - 43.00 HOI
JUNCTIONS / DEPTHS
80408/ 0.02 80606/ 0.18 8100V/ 0.14 8130V/ 0.34 823W/ 0.40 10208/ 0.27 10309/ 2.02 1S009/ O.S3
1400V/ 1.43 1610V/ 0.8V
CONDUITS/FUJW
8040/ 0.01S 8060/ 0.10 8100/ 0.14S 3130/ O.?4t 1030/ 16.76 1S70/ 2.381 1600/ 4.12 1430/ 10.40
1402/ 1.331 70010/ 14.76
45
-------
CTCU MO THC 5 WS - 0.00 KIN
JUNCTIONS / DEPTHS
80408/ 0.01 80608/ 0.16 81009/ 0.12 31309/ 0.30 8230V/ 0.49 W208/ 0.19 10309/ 1.81 13009/ 0.44
16009/ 1.44 16109/ 0.48
COfflUTTS / FUJUS
8040/ O.Olt 80M/ 0.07 8100/ 0.11S 8130/ 0.661 1030/ 11.?4 1570/ 1.77S 1MO/ 2.83 1430/ 7.S7
1602/ 0.871 90010/ 11.74
OOE 943 TIKE 3 US - 15.00 NIK
JUNCTIONS/ DEPTHS
90408/ 0.01 80408/ 0.14 31009/ 0.10 81309/ 0.24 82309/ 0.41 10208/ 0.14 10309/ 1.43 1S009/ 0.39
14009/ 1.26 16109/ 0.31
CONDUITS / FIOHS
8040/ 0.001 8060/ 0.06 8100/ 0.091 8130/ 0.471 1030/ 3.37 1I70/ t.29t 1400/ 2.02 1430/ 1.41
14027 0.371 90010/ 3.87
CTCU 990 TIME 5 HRS - 10.00 HIM
JUNCTIONS/ DEPTHS
30408/ 0.01 80408/ 0.12 81009/ 0.08 81309/ 0.22 82309/ 0.33 10208/ 0.11 10309/ 1.48 1S009/ 0.34
14009/ 1.11 16109/ 0.38
CM8WITS/FUW
3040/ 0.001 8040/ 0.03 8100/ 0.07S 91JO/ 0.341 1030/ 4.73 1570/ 0.97S 1400/ 1.22t 1430/ 4.12
1402/ 0.43S 90010/ 6.73
CTCU 103S TIME 5 MB - 43.00 KIN
46
-------
JUNCTIONS / DEPTHS
804C8/ 0.01 90408/ 0.11 8100T/ 0.07 81309/ 0.20 823W/ 0.30 10208/ 0.08 103W/ 1.33 ISOOf/ 0.30
1400V 0.98 mo?/ 0.30
COMUm/FUNS
SOW O.OOt 9040/ 0.04 . 8100/ 0.051 3130/ 0.241 1030/ 5.14 1570/ 0.73S 1MO/ 0.741 1430/ 2.08
1402/ 0.32* 90010/ 5.14
CTOE 1080 TINE 4 MB - 0.00 DIN
JUNCTIONS/ DEPTHS
80408/ 0.01 90408/ 0.10 81009/ 0.04 813W/ 0.18 32307/ 0.24 10208/ 0.04 103OT/ 1.24 1500?/ 0.24
14009/ 0.87 141OT/ 0.24
C8XUITS / FUNS
9040/ O.OOS 8040/ 0.03 3100/ O.MS 3130/ 0.20* 1030/ 4.01 1570/ 0.54S 1400/ 0.3U I430/ 2.37
1402/ 0.23 90010/ 4.01
CTOE 1123 HHE 4 HRS - 13.00 MM
JUNCnONS/ DEPTHS
80408/ 0.00 80408/ 0.09 81009/ 0.03 31309/ 0.14 32309/ 0.23 10208/ 0.03 10309/ 1.14 IS009/ 0.24
14009/ 0.77 14109/ 0.22
OWDUITS / FIOHS
8040/ O.OOt 8040/ 0.03 8100/ 0.03S 8130/ 0.17S 1030/ 3.17 1570/ 0.44S 1400/ 0.38S 1430/ 1.84
1402/ 0.17 900IO/ 3.17
CYCLE 1170 TIKE 4 HRS - 30.00 HIM
JUNCTIONS / DEPTHS
47
-------
80408/ 0.00 3040B/ 0.08 81009/ O.OS 81309/ 0.14 82309/ 0.21 10208/ 0.04 10309/ 1.03 13009/ 0.21
1WO?/ 0.48 14109/ 0.19
COMUTTS / FUXB
9040/ 0.00* SOW 0.03 3100/ 0.09 3130/ 0.1SS 1030/ 2.94 1S70/ 0.33* 1400/ 0.30* 1430/ 1.30
1M2/ 0.13 90010/ 2.54
CYCLE 1213 TINE 4 HRS - 49.00 NIK
JUNCnONS / DEPTHS
80408/ 0.00 80408/ 0.08 81007/ 0.04 81309/ 0.13 8Z309/ 0.1? 10208/ 0.03 10309/ 0.98 15009/ 0.20
1400?/ 0.41 16109/ 0.17
COMMITS/FUM
8040/ O.OOS 80M/ 0.02 8100/ 0.021 8130/ 0.13* 1030/ 2.07 1S70/ 0.31S 1MO/ 0.2« 1430/ 1.74
1602/ 0.11 90010/ 2.07
CYCLE 1240 TINE 7 HRS - 0.00 DIN
JUNCnONS / DEPTHS
30408/ 0.00 30408/ 0.07 81009/ 0.04 81309/ 0.12 32309/ 0.18 10208/ 0.03 10IW/ 0.91 1S009/ 0.18
14009/ 0.33 U109/ 0.1S
CONDUITS / aous
3040/ 0.00* 8040/ 0.02 8100/ 0.02* 8130/ 0.111 1030/ 1.72 1S70/ 0.27S 1400/ 0.20S 1430/ 1.03
1402/ 0.09 90010/ 1.72
CYCLE 1303 TI)E 7 KRS - 13.00 HIM
JUNCTIONS / DEPTHS
30408/ 0.00 30408/ 0.07 31009/ 0.03 31309/ 0.11 82309/ 0.17 10208/ 0.02 10309/ 0.33 12009/ 0.17
48
-------
14009/ 0.50 14IW/ 0.13
cowm / FLOW
BOW 0.001 8060/ 9.92 3100/ 0.92S 31JO/ 0.0ft 1030/ 1.44 1370/ 0.23S 1MO/ O.lTt 14M/ 0.87
1M2/ 0.08 90010/ 1.44
CYCLE 1330 TOE 7 MRS - 30.00 NIK
DEPTHS
90408/ 0.00 SMflt/ O.M 810W/ 0.03 3130?/ 0.10 32309/ 0.14 10208/ 0.02 10309/ 0.80 15007/ 0.13
U009/ 0.43 1410?/ 0.12
coraum/FUMS
3040/ O.OOS 3MO/ 0.02 3100/ 0.01S 3130/ 0.081 1030/ 1.21 1370/ 0.20S UOO/ 0.14S 1A30/ 0.74
1402/ 0.07 90010/ 1.21
CYCLE 13?9 TIME 7 MRS - 43.00 NIK
JUNCnOM / DEPTHS
80408/ 0.00 80M8/ O.M MOO*/ 0.03 8130V/ 0.09 32309/ 0.13 10208/ 0.02 10309/ 0.71 1300?/ 0.14
16009/ 0.41 1610?/ 0.11
COWUTTS / FUW
8040/ O.OOS 30M/ 0.01 3100/ 0.01S 8130/ 0.07S 1030/ 1.03 1370/ 0.18S 1600/ O.m 1430/ 0.4U
1602/ O.M 70010/ 1.03
CTOE 1440 TOE 3 HR8 - 0.00 HIH
JUCnONS / DEPTHS
S0408/ 0.00 80408/ 0.03 S1009/ 0.02 8130?/ 0.07 923W/ 0.14 10208/ 0.01 10309/ 0.71 15009/ 0.13
1M07/ 0.38 1410?/ 0.10
49
-------
coouns / Fine
8040/ 0.001 MM/ 0.01 9100/ O.OU 3130/ 0.07S 1030/ 0.88 1S70/ O.US 1600/ O.llt 1430/ 0.4W
1402/ 9.04 W010/ 0.88
CWnHUITY BALANCE AT 00 OP RUN
TOTAL SYSTEH INFUM VOLUME • 1458000. CU FT
IflUTFUM AM
STREET
JUNCnOH QUTFUHt FT3
90*08 185.
30608 134037.
10208 1328008.
TOTM.
! LEFT IN SYSTBI *
1414431. CU FT
7702. CUFT
ERROR IN CamHUm. PERCENT < -1.00
50
-------
ENVIROWENTftL PROTECTION MQCT
UASNINBTONf D.C.
EXTRAN USER'S MMUM. EXAMKE PROREII 1
BASIC PIPE STSTEH FRON FIGURE 3
tStS EXTENDFD TRANSPORT PROGRAM OSS
tra tut
ISO ANALYSIS NODUU Ott
IIATFR RESOURCES DIVISION
CMP DRESSER t HOEE INC.
UNANMLEi VIRGINIA
JUNCnOMSIMOB
TINE
HR . HIN
0.1S
0.30
0.49
1. 0
1.1!
1.30
1.45
2. 0
2.13
2.30
2.43
3. 0
3.13
3.30
3.43
4. 0
4.13
4.30
4.43
3. 0
3.13
3.30
3.43
6. 0
4.13
6.30
6.43
7. 0
7.13
7.30
7.43
8. 0
GRNB 133.00
QJEV
120.00
122.12
133.00
133.00
133.00
133.00
133.00
133.00
133.00
133.00
133.00
133.00
120.89
117.13
118.74
118.43
118.33
118.51
118.48
118.46
118.44
118.42
118.41
118.40
118.37
113.38
113.38
118.37
118.37
118.34
118. J4
118.33
DEPTH
1.70
3.82
4.00
.00
.00
.00
.00
.00
.00
.00
4.00
4.00
2.37
0.83
0.44
0.33
0.23
0.21
0.18
0.14
0.14
0.12
0.11
0.10
0.07
0.08
0.08
0.07
0.07
0.04
0.04
0.03
(VALUES IN FEET)
JUNCTIW1400? JUNCTION1610? JUNCTIW15007
GRND 120,00
ELEV
102.00
102.53
104.48
103.10
103.55
103.76
103.84
103.86
103.87
103.87
103.87
103.87
105.73
103.30
103.12
104.67
104.26
103.72
103.65
103.44
103.26
103.11
102.79
102.87
102.77
102.68
102.61
102.53
102.50
102.43
102.41
102.38
DEPTH
0.00
0.53
2.68
3.10
3.53
3.76
3.84
3.86
3.87
3.87
3.87
3.87
3.75
3.30
3.12
2.67
2.26
1.72
1.63
1.44
1.26
1.11
0.78
0.87
0.77
0.68
0.61
0.53
0.50
0.43
0.41
0.38
GRNJ 125.00
ELEV
102.77
104.83
105.68
103.67
103.73
106.10
106.17
106.17
106.17
106.17
106.17
106.17
103.72
103.65
103.21
104.73
104.31
103.77
103.67
103.48
103.31
103.18
103.10
103.06
103.02
102.77
102.77
102.75
102.73
102.72
102.71
102.70
DEPTH
0.17
2.03
2.88
2.87
3.13
3.30
3.37
3.37
3.37
3.37
3.37
3.3?
3.12
2.85
2.41
1.73
1.51
1.17
0.87
0.48
0.31
0.38
0.30
0.26
0.22
0.17
0.17
0.15
0.13
0.12
0.11
0.10
GRND 123.00
ELEV
111.30
111.87
112.77
113.77
114.00
114.00
113.77
113.75
113.74
113.74
113.74
113.74
113.34
113.43
112.92
112.57
112.33
112.16
112.05
111.76
111.8?
111.34
111.80
111.76
111.74
111.71
111.70
111.68
111.67
111.45
111.64
111.63
DEPTH
0.00
0.37
1.47
2.27
2.50
2.50
2.47
2.45
2.44
2.44
2.44
2.44
2.36
1.73
1.42
1.07
0.33
0.46
0.35
0.46
0.37
0.34
0.30
0.26
0.24
0.21
0.20
0.18
0.17
0.1S
0.14
0.13
JUNCTIOX82307
GRHO 155.00
ELEV
114.53
121.87
133.73
133.75
133.34
133.78
133.76
133.75
133.73
133.73
133.73
133.73
118.1?
116.10
114.62
113.74
113.31
113.06
112.70
112.77
112.71
112.43
112.40
112.36
112.53
112.51
112.4?
112.48
112.47
112.44
112. «
112.44
DEPTH
2.23
6.20
6.20
6.20
6.20
6.20
6.20
6.20
6.20
6.20
6.20
6.20
5.9?
3.80
2.32
1.44
1.01
0.76
0.60
0.4?
0.41
0.35
0.30
0.26
0.23
0.21
0.1?
0.13
0.17
0.16
0.15
0.14
JUNCTION80408
GRHO 138.00
ELEV
127.20
126.86
137..T3
137.33
137.33
137.35
137.33
137.33
137.33
137.35
137.33
137.33
123.4?
124.81
124.70
124.66
124.64
124.63
124.42
124.61
124.41
124.61
124.41
124.61
124.40
124.60
124.40
124.60
124.40
124.60
124.60
124.60
DEPTH
2.60
2.26
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
0.8?
0.21
0.10
0.06
0.04
0.03
0.02
0.01
0.01
0.01
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.09
0.00
0.00
51
-------
ENVIRONMENTAL PROTECTION AGENCY
UASHINSTMf D.C.
EXTRA* USER JJMNUM. EXAMPLE PROUffl 1
BASK PIPE SYSTEM FWH FIGUC 8
ms EXTENDED TRANSPORT PROGRAM tSSS
ms ms
ms ANALYSIS NODULE tt»
UATEK RESOURCES DIVISION
CMS* DRESSER t NQCEE INC.
MMAKMLEi VIR8INIA
SUMMARY STATISTICS FOR JUNCTIONS
JUNCTION
MMER
90408
30108
31009
31309
3309
10206
1030*
1S009
14009
14109
8ROUM
ELŁWTION
(FT)
138.00
133.00
137.00
1.10.00
153.00
100.00
111.00
123.00
120.00
125.00
UPPERMOST
PIPE CROW
ELEVATION
(FT)
128.40
122.30
132.70
122.00
118.30
78.90
110.40
117.00
111.00
108.80
iMxnut
COMPUTED
DEPTH
(FT)
13.40
14.70
3.34
3.34
21.48
0.33
4.22
2.31
3.87
3.39
TIME
OF
OCCURENCE
W. KIN.
0 32
0 30
0 27
0 31
0 33
3 1
3 1
1 22
3 0
3 0
FEETflF
SURCHARGE
AT MAX.
DEPTH
9.40
12.70
0.00
0.00
13.48
0.00
0.00
9.00
0.00
0.00
FEET RAX.
DEPTH IS
8EUMSMUII
ELEVATION
0.00
0.00
3.44
3.94
21.02
9.57
S.18
10.99
14.13
18.81
LENGTH
OF
SURQMOE
(NIN)
133.0
139.3
0.0
0.0
143.3
0.0
0.0
0.0
0.0
0.0
52
-------
ENVIRONMENTAL PROTECTION AGENCY
UASHIWTONt O.C.
EXTRAN USER'S IWWAL EXANPU PROWH 1
BASIC PIPE STSTEH HtQN FIBRE 8
on
on
on
EXTENDED TRANSPORT PROGRAM
ANALYSIS HODUU
OSS HATER RESOURCES DIVISION
tm CAMP DRESSER t KXEE INC.
m« AKNAMMUi VIRBINIA
TINE
HR . MO
0.13
0.30
0.43
1. 0
1.13
1.30
1.43
2. 0
2.15
2.30
2.45
3. 0
3.13
3.30
3.45
4. 0
4.13
4.30
4.43
5. 0
5.15
5.30
5.43
4. 0
4.15
4.30
6.45
7. 0
7.15
7.30
7.45
8. 0
CONDUIT 1030
1 FUN
0.00
0.00
21.08
48.44
97.14
112.26
118.23
120.08
120.51
120.57
120.57
120.57
111.64
73.20
72.33
50.4?
34.73
24.37
16.76
11.76
8.87
4.73
5.16
4.01
3.17
2.54
2.07
1.72
1.44
1.21
1.03
0.88
va
0.2
0.3
3.5
4.7
5.2
5.4
5.4
5.4
S.S
3.5
5.5
5.5
5.3
5.1
4.8
4.4
4.0
3.6
3.3
3.0
2.8
2.6
2.4
2.2
2.1
2.0
1.7
1.8
1.7
1.6
1.6
l.S
ME H
CONDUIT 1630
FUN
0.00
0.51
38.5?
78.88
113.23
117.11
120.54
120.6?
120.62
120.58
120.57
120.58
77.70
77.8?
53.68
33.37
22.0?
15.23
10.60
7.57
5.61
4.12
3.08
2.37
1.86
1.50
1.21
1.03
0.87
0.74
0.61
0.4?
va
0.2
1.3
5.0
3.1
2.7
2.6
2.5
2.3
2.5
2.5
2.4
2.4
2.1
2.0
1.6
1.4
1.2
1.1
1.0
1.0
0.7
0.8
0.7
0.7
0.7
0.7
0.6
0.6
0.4
0.6
0.6
O.S
I STORY
Q(CFS),
OF 1
VaiFP!
CONDUIT 1600
FUN
0.0?
20.74
67.12
66.70
47.33
47.26
70.16
70.48
70.57
70.5?
70.5?
70.5?
48.43
40.76
27.00
14.68
7.14
6.0?
4.12
2.85
2.02
1.22
0.74
0.51
0.38
0.30
0.24
0.20
0.17
0.14
0.12
0.11
va
0.4
4.3
5.4
4.8
4.2
4.0
4.0
3.7
3.7
3.7
3.7
3.7
2.7
2.7
2.1
l.S
1.2
1.0
0.7
0.8
0.8
0.4
0.4
0.4
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
FLOH AND VELOCITT
COMMIT 1402
FUN va
4.23
47.72
48.02
47.?8
47.33
70.14
70.44
70.54
70.58
70.5?
70.5?
70.5?
47.22
35.03
19.2?
7.90
3.90
2.1?
1.33
0.87
0.5?
0.43
0.32
0.23
0.17
0.13
0.11
0.07
0.08
0.07
0.04
0.04
1.4
2.
3.
3.
3.
3.
3.
3.
3.
3.
3.
3.
2.7
2.5
2.1
1.4
1.0
0.8
0.7
0.7
0.7
0.7
0.4
0.4
0.5
0.5
0.5
0.4
0.4
0.4
0.4
0.4
CONDUIT 1370
FUN va
0.00 0.3
1.08 1.1
18.73 2.2
43.73 3.8
52.17 3.7
52.40 3.8
51.23 3.4
50.43 3.6
30.07 3.6
47.77 3.6
47.78 3.6
47.7? 3.6
47.43 3.5
32.78 2.8
18.17 2.0
10.21 1.4
6.10 1.1
3.84 0.7
2.58 0.7
1.77 0.6
1.2? 0.6
0.77 0.5
0.73 O.S
0.56 0.4
0.44 0.4
0.35 0.
0.31 0.
0.27 0.
ft. 23 0.
0.20 0.
0.18 0.
0.16 0.
CONDUIT 8130
FUN va
0.23 1.0
13.33 3.5
44.1? 3.0
54.64 S.i
53.80 5.0
51.72 5.
50.54
50.0?
47.77
47.97
47.98
47.7?
41.93
17.60
3.62
4.33
2.42
1.47
0.94
0.66
.
.
.
.
.
,
.
.
.
.
.5
.3
.1
.0
0.47 0.7
0.34 0.3
0.26 0.7
0.20 0.7
0.17 0.7
0.15 0.7
0.13 0.6
0.11 0.6
0.07 0.6
0.08 0.6
0.07 0.5
4.07 O.S
53
-------
ENVIRONMENTAL PROTECTION AGENCY tttt EXTENDED TRANSPORT PROGRAH tt» HATER RESOURCES OIVTSIM
IMSNINSTONf D.C. tttt tttt CAMP DRESSER I NOEE INC.
tin ANALYSIS NODULE tm ANHANDALŁ> VIRGINIA
EXTRA* USER'S MANUAL EXAHPLE PROUH 1
BASIC PIPE SYSTEM FROM FIGURE 9
SUN NARY STATISTICS FOR CONDUITS
CONDUIT
MHKR
DESIGN
aw
(CFS)
DESIGN
VELOCm
(FPS)
CONDUIT
VERTICAL
DEPTH
(IN)
IttJUMM
coNPUTEJ
FLN
(CFS)
n«E
OF
OCCUREMCE
HR. «N.
KAXINUN
CONPUTED
VELOCITY
(FPS)
TIKE
OF
OCCUREMCE
HR. KIN.
RATIO OF
MX. TO
DESIGH
aw
KAXINUN
INVERT AT
UPSTREAN
(FT)
DEPTH ABOVE
CONDUIT ENDS
OCUNSTREAN
(FT)
8040
3040
8100
8130
1030
1570
1400
1630
1602
73.6
33.3
78.1
70.6
3028.3
123.6
146.8
2313.2
43.4
5.9
4.2
4.7
4.4
12.3
5.2
S.2
».3
2.2
48.0
48.0
54.0
54.0
108.0
66.0
72.0
108.0
60.0
50.8
47.3
61.0
S4.»
120.6
52.7
73.7
120.7
70.6
0
0
0
1
3
1
0
1
2
1?
23
37
4
!
22
40
57
60
6.4
3.0
3.3
5.1
5.3
3.9
4.1
3.0
4.0
0
0
0
0
3
t
0
4
0
18
24
34
57
2
10
38
44
28
0.7
0.9
0.8
0.8
0.0
0.4
0.3
0.1
1.6
13.40
16.70
3.36
3.56
4.22
2.51
3.3?
3.87
21.68
16.70
19.48
3.36
2.51
0.53
3.87
3.87
4.22
3.37
54
-------
ENVIRONMENTAL PROTECTION AGENCY
VASflIN6TONt D.C.
EXTRAN USER'S MANUAL EXAMPLE PM&EH 1
BASIC PIPE SYSTEM FROM FIBRE 8
tm
tm
on
EXTENDED TRANSPORT PR06RAH
ANALYSIS WDULE
tm MATER RESOURCES DIVISION
tm CAMP DRESSER t MXEE IMC.
na nNMMDALC> VIRBINI*
133.000
130.000
123.000
JUNCTION
UATRSUR
ElBKR)
120.000
mAAA
•ww
0
I CROWEUV- 1S.30 FEH
I 6ROUWELEV- 133.00 FEET
I
I
I
I
I
I
I
-
I
I
I
I
I
I t
I t
I S
I t
-
I
I
I
I
I
I
I
I 0
I t
- t
I t
1 1
I
I
I
I
I
I
.0 0.8 1.4 2.4
t
t
t
»
t
t
OS
3.2 4.0 4.8 5.4 4.4 7.2 3.
CLOCK TIME (HOURS)
JUNCTION NUMBER 80608
55
-------
ENVIRONMENTAL PROTECTION AGENCY
VASHINBTONt B.C.
EXTRA* USER'S MANUAL EXAMPLE PftOftEM 1
BASIC PIPE STSTOI FROM FIBRE 8
on
an
tat
EXTEMO TRANSPORT PROGRAM
ANALTSIS NOB1E
m» HATES RESOURCES DIVISION
m» CAIT DRESSER t WEE INC.
rat imtmt, vimnu
104.000 I INVERT ELEV- 102.00 FEET
105.000
104.000
JUNCTION
MTR SUI
ELEV(R)
103.000
102.000
0
I CROW ELEV- 111
I GROW ELEV- 120
I t
I 0
I I
I t
I t
I t
I t
t
I t
I t
I a
I i
I t
I
i
i
i
.
i
i
i
i
i
i
i
i
i
-
i
i
i t
i t
i t
i t
i t
i t
i t
inn 1
.0 0.8 t
n
n
cunt n* (HOURS)
m
IIHIII
Ulllll
JUNCnON NUKBCR 1M07
56
-------
EWIRMCXTN. PTOTECnW MSOCI tttt EJCTEWO TWNSWRT PMOAH OSS UATOt RESOURCES OIVISIW
HASHIWTWi O.C. OSS tm CAMP DRESSER t KXEE INC.
On MMLTSIS MULE H» mUMHii VIRGIKU
EXTWMI ISO'S HMUN. OANRf POTUJI 1
BASIC PIFC STSTQI FROH FIGURE 8
119.0001 ONBtTOEV- 102.80 FEET
108.000
104.000
JUNCnOH
WTRSUR
OŁV(FT)
104.040
tm.AM
I aOMOEP- 108.80 FEET
I GROM ELŁV- 123.00 FEH
I
I
I
I
I
I
I
-
I
I
I
I
I
I
I
I
m* a
run «
I tans a
I t t
i t t
it t
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I t t
I t a
it t
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it m
I t ran
I t aim
m t
i
i
I
0.0 0.8 1.4 2.4 3.2 4.0 4.8 1.4 M 7.2 3.0
HOCK TINE (HOURS)
JUMCTION MBIBQt 1410?
57
-------
ENVmONOTAL PROTECTION A6QCT
UASHINBTON, D.C.
EXTRA* users matt, turns. PROKSI i
BASIC PIPE SYSTEM FRflH FIGURE B
ms
tsss
ms
TRANSPORT PROGRAM
ANALYSIS «IUŁ
OSS WTO RESUMES OIVISIW
tSSS CAMP HESSE* t KCKEE IMC.
ms MMAOALEi VIR6INIA
U4.400 I
I
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I
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I
I
113.600 •
I
I
I
I
I
I
I
I
I
112.800 •
I
I
I
I
VATRSUR I
I
I
I
I
112.000 -
I
I
I
I
I :
ISSSS
I
I
I
111,200 I
JUNCTION
ElŁV
-------
ENVIRONMENTAL PROTECTION A6ENCT
UASHINSTWt O.C.
EXTRAN USSl'S MANUAL EXAMPLE PROJLEH 1
BASIC PIPE SYSTEM FRON FIGURE 8
on
an
tta
EXTENDED TRANSPORT PROSRAM
ANALYSIS MODULE
mt IMTFR RESOURCES DIVISION
on CAMP DRESSER t KXEE INC.
OH ANNAMMLEi VIRGINIA
144.000 I INVERT ELEV- 112.30 FEET
I CROW ELEV- 118.30 FEET
I GROUND ELEV- 155.00 FEET
I
I
I
I
I
I
I
134.000-
I
I
I
I
I
I
I
I
128,000-
I
I
JUNCTION I
I
IMTR SUR I
I
ELŁV
-------
OVIROMENTAL PROTECTION A6EKY
UASHIHSTONi D.C.
EXTRA* USER'S IMNUM. EXAMPU PROBLEM 1
BASIC PIPE SYSTEM FROM FIGURE 8
tat
an
on
EXTENDED TRANSPORT PROGRAM
ANALYSIS HODUU
00 HATER RESOURCES DIVISION
00 CAMP ORESSFR t NCXEE DC.
OO MMAMMUf VIRSINIA
140.000 I INVERT ELEV- 124.40 FEET
I CROW ELEV- 128.MFEET
I atOU»ELEV- 13.00 FEET
I
I
I
I t
I
I
134.000-
I
I
I
I
I
I
I
I
I
132.000-
I
I
JUNCTION I
I
UATR SUB I
I
ELEV(FT) I
I
I
128.000-
I
I t
I t SO
1 1 t
It t
It t
I t
I
0.0 0.8 1.4 2.4 3.2 4.0 4.8 5.4 4.4 7.2 9.
TIME (HOURS)
JUNCTION NUMBER 30408
60
-------
EMVIRtMCNTM. PROTECTIOH A6EHCT
VASHDfiTWt O.C.
EXTRA* USER'S MMML EMWIE PROBLEM 1
BASIC PIK SYSTEM HUM FIGURE 8
tSSS EXTENDED TRANSPORT PR06RAN ttSI
f^jj ft^t
ms AMALTSIS NODULE ms
HATER RESOURCES DIVISION
CAJ» DRESSER t HCKEE INC.
AMWOMUi VIRBINIA
140.0001
I
I
I
I
I
I
I
I
I
120.000-
I
I
I
I S
I f
I t
I S
I t
I t
80.000- S
I t
I t
CONDUIT I t
I t
FUW I t
I t
IN CFS I t
I t
I S
40.000 -
I
I
I
I
I t
t I
I t
I t
I t
o.ooo isssssss-i 1-
0.0 0.8 1.4
t
t
t
t
s
t
t
t
t
t
-I-
2.4
-I-
1.2
CLOCK TIME (HOURS)
-I-
4.0
ms
mm
4.8 5.4 6.4 7.2
axaa
9.0
OJWUIT NUfflER 1030
61
-------
BNUHMOTM. PROTECTION AGEMCT
UASHIN6TONt D.C.
EXTRAN USER'S MANUAL EXANPIE PWSLQI 1
BASIC PIPE STSTEN RON FIGURE 8
OH EXTENDED TRANSPORT PR06RAN tttt
ffH Ittt
tm ANALYSIS NOBIE 80
VATER RESOURCES DIVISION
CAMP DRESSFR t NCXEE INC.
AMMNDALEi VIREINIA
140.900
120.000
80.000
CONDUIT
FUN
1
n CFS
1
40.000 •
1
1
1
1
]
1
1
•
.
OMA 1
*VW i
0
o t
t t
t f
s t
t t
f S
It t
t t
f
s
t
t
s
s
«
t
[ t
t
t
f
f
t
s
0
t
s n
s at
t man
0 0.8 1.4 2.4 1.2 4.0 4.8 3.4 4.4 7.2 8.
CLOCK TIK (HOURS)
CONDUIT MMER 1430
62
-------
ENVIMMBfTM. PROTECTION AGENCY
IMSHIN6T»> D.C.
EXTRAN USER'S HANUAL EXAKPU PRULEM 1
BASIC PIPE SYSTEM FROM FIGURE 8
ttn EXTENDED TRANSPORT PROGRAM Ott
tm ANALYSIS NODULE Ott
UATER RESOURCES DIVISION
CAW ORESSFR t NOtEE INC.
ANMNOAU' VIR6DOA
CONDUIT
FUM
IN CFS
80.000
60.000
40.000
20.000
0.000
0
I
I
I
I t
I n
I n
I st
I t a
I t
I t
-
I
I
I
I
I
I
i
I
I
-
I
I
I S
I S
I t
I
I
I
I
-
I
I
I
I
I
I 1
I 1
I t
I t
ItSSS— — I—
.0 0.8
m
t
t
t
a
t
t
t
t
t
t
t
s
s
t
t
t
s
t
i
t
t.i
2.4
-I-
3.2
tm
• ^ •••«•••••<• Ł••••••••• g jj
4.0 4.3 5.1
4.4
7.2
9.0
OOCK TIME (HOURS)
CONDUIT NUMBER UOO
63
-------
DWIRBKNTAL PROTECTION A6QCT
UASHINSTONf D.C.
SrnWK USER'S KAMML EXAMPLE PROBLH 1
BASIC PIPE SYSTEH FPON FIGURE S
tm OTENDEB TRANSPORT PROWAN OSS
on on
On ANALYSIS NODULE OO
UATFR RESOURCES OIVISIM
CMP DRESSER t MXEE DC.
MBMWMLEi VIRGINIA
90.000 I
I
I
I
I
I
I
I
I
I
40.000 -
I
I
I
I
I
I
I
I
I
40.000 -
I
I
CONDUIT I
I
an i
i
IN CFS I
I
I
20.000 •
I
I
I
I
I
I
I
I
0.000
11
t
t
t
t
. t
t
t
t
t
t
t
I
t
t
t
t
t
t
t
2.4 3.2
CUKX Hit (HOURS)
5.4
4.4
7.2
9.0
CONDUIT NUHBER 1402
64
-------
awiRONKMTAL PROTECTION A6EHCT
UASHIMSTO* O.C.
EXTRA* USER'S MANUAL EXAMPLE PROBLEM 1
BASIC PIPE SYSTEM FRON FIGURE 8
on
an
tat
OTEWBI TRANSPORT PR06RAN
ANALYSIS NODULE
OSS VATTR RESOURCES DIVISION
00 CAMP ORESSFR I NOCEE INC.
OSS AKNAMMLEt VIR6DOA
90.000 I
I
I
I
I
I
I
I
I
I
40.000 -
I
I
I
I
I
I
I
I
I
40.000-
I
I
CONDUIT I
I
fiat i
i
IN CFS I
I
I
20.000-
I
I
I
I
I
I
I
I
I
0.000 IS
0.0
nuns
s a
s
s
s
s
s
s
s
s
s
t
t
s
s
s
s
s
-I-
0.8
s
s
s
s
t
s
t
s
s
t
t
s
t
t
t
s
t
as
-I-
1.4
-I-
2.4
-I-
3.2
-I-
4.0
-mmninmmuimutmm
4.8
5.4
4.4
7.2
3.0
CLOCK n« (HOURS)
CONDUIT NUMBER 1S70
65
-------
ENVIRONMENTAL PROTECTION AGENCY
UASHINBTONt D.C.
EXTRA* USER'S MANUAL EXAMPLE PROBLEM 1
9*811 PIPE STSTEH FROM FIBUE 8
OK EXTENDED TRANSmT PROGRAM on
on ANALYSIS NODULE on
HATER RESOURCES DIVISION
CAMP DRESSER I MOCEE INC.
M8WBIALE. VIRGINIA
80.000
tstssss
I miumniininmiiimiimmiiiim
4.0 4.8 3.4 *.4 7.2 8.0
CONDUIT NUKBER' 9130
66
-------
Q
a\
1630
1602
8060
8040
1600
1570
8130
8100
Figure 9. Basic system with tide gate.
-------
TABLE 4
INPUT DATA SET FOR EXAMPLE 2
0 6
16009
1630
16009
1630
5 1
9 1
9 1
9 1
8 6
9 1
9 1
9 6
9 1
6 6
16109
1600
16109
1600
4.00
4.00
4.50
4.50
9.0
3.5
6.0
9.0
5.
6 45
15009
1602
15009
1602
1800.
2075.
5100.
3500.
4500.
5000.
500.
300.
5000.
0 0
EXTRAN USER'S MANUAL EXAMPLE PROBLEM 2
BASIC PIPE SYSTEM WITH TIDE GATE FROM FIGURE
1440 20.
80608
1030
80608
1030
80408040880609
80608060882
81008100981309
81308130915009
10301030910208
15701300916009
16001600916109
16301600910309
16028230916109
99999
80408138
80608135
31009137
81309130
(32309155
10203100
10309111
15009125
16009120
16109125
99999
99999
99999
9999?
79999
99999
10208
99999
2 94.4
79999
923098040881009
0.0 0.0
0.25 40.0
3,0 40.0
3,25 0.0
12.0 0.0
0124.6
0113,3
0128.2
0117.5
0112.3
0 89.9
0101.6
0111.3
0102.0
0102.8
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
9
i 3
82309
1570
82309
1370
30 0.05
80408
8130
80408
3130
.015
.015
.015
.015
.016 3.
.0154
.015
.015 3.
.034
0.0
45.0
45.0
0.0
0.0
0.0
50.0
50.0
0,0
0.0
68
-------
TABLE 5
OUTPUT FROM EXAMPLE 2
ENVIRONMENTAL PROTECTION A60CT
UASHINBTONi O.C.
tin
no
im
EXTENDED TRANSPORT PROGRAM tttt
ANALYSIS NOBLE tt»
VATER RESOURCES DIVISION
CAHP DRESSER t HOCEE INC.
ANNANDALEt VIRGINIA
EXTRA* USER'S MANUAL EXAMPLE PROBLEM 2
BASIC PIPE SYSTEM VITH TIDE GATE FROM FIGURE ?
SUHMART STATISTICS FOR JUNCTIONS
JUNCTION
NUMBER
GROUND
ELEVATION
(FT)
UPPERMOST
PIPECROVN
ELEVATION
(FT)
MAXIMUM
COMPUTED
DEPTH
(FT)
TIME
OF
OCCURENCE
HR. MIN.
FEET OF
SURCHARGE
AT MAX.
OFPTH
FEET MAX.
DEPTH IS
BELOW GROUND
ELEVATION
30408
80408
31009
91309
82309
10208
10309
1300?
1400?
16109
138.00
133.00
137.00
130.00
153.00
100.00
111.00
125.00
120.00
123.00
128.40
122.30
132.70
122.00
113.30
98.70
110.40
117.00
111.00
108.80
. 13.40
14.70
3.34
3.36
21.48
4.30
2.48
2.31
3.09
3.07
32
30
27
31
n
10
33
22
48
37
9.40
12.70
0.00
0.00
13.48
0.00
0.00
0.00
0.00
0.00
0.00
0.00
3.44
9.94
21.02
3.60
6.72
10.99
14.91
19.13
69
-------
TABLE 5
OUTPUT FROM EXAMPLE 2
(Continued1! .
ENVIRONMENTAL PROTECTION AGENCY
HASHINBTONf D.C.
US*
ms
tns
EXTENDED TRANSPORT PROSRAH
ANALYSIS HOME
tat WATER RESOUiCES DIVISION
USS CAMP DRESSER t NCKEE INC.
tOS ANNANOALE> VIRBINIA
EXTRAN USER'S HAMML EXAMPLE PROBLEH 2
BASIC PIPE SYSTEM WTO TIDE GATE FROM FIGURE 7
SUMMARY STATISTICS FOR CONDUITS
CONDUIT
NUMBER
CONDUIT
DESIGN DESIGN VERTICAL
ROD VELOCITY DEPTH
(CFS) (FPS) (IN)
NAXtMUH TINE
COMPUTED OF
FLOW OCCURENCE
(CFS) HR. NIN.
ItAXIHUH TINE
COMPUTED OF
VELOCITY CCCURENCE
(FPS) HR. NIN.
RATIO OF mXIMJH DEPTH ABOVE
HAX. TO INVERT AT COMMIT ENDS
DESIGN UPSTREAM DOWNSTREAM
FLOH (FT) (FT)
3040
8040
3100
8130
1030
1570
1400
1430
1602
73.4
53.3
78.1
70.4
3028.3
123.4
144.8
2313.2
43.4
5.9
4.2
4.7
4.4
12.5
5.2
5.2
9.3
2.2
48.0
48.0
54.0
54.0
108.0
44.0
72.0
108.0
40.0
30.8
47.5
41.0
54.?
120.4
52.7
74.4
120.8
69.0
4
33
22
40
25
37
4.4
5.0
5.5
5.1
3.0
4.5
4.1
5.5
4.0
18
24
34
17
35
23
38
51
23
0.7
0.7
0.8
0.8
0.0
0.4
0.5
0.1
1.4
13.40
14.70
3.34
3.54
2.48
2.51
3.07
3.0?
21.48
14.70
17.48
3.54
2.51-
4.5)
3.09
3.0?
2.48
3.07
70
-------
Q
1630
1602
1600
1570
8060
8040
8130
8100
Figure 10. Sump orifice at Junction 82309.
-------
TABLE 6
INPUT DATA SET FOR EXAMPLE 3
TEM WITH
0 6
16009
1630
16009
1630
8- 1
9 1
9 1
9 1
8 6
9 1
9 1
9 6
9 1
SUMP OR IF
6 6
16109
1600
16109
1600
4.00
4,00
4.50
4,. 50
9.0
5.5
6.0
9.0
5.
ICE AT JUNCTION 32309 FROM FTG.
6 45
15009
1602
15009
1602
1800.
2075.
5100.
3500.
4500.
5000.
500.
300.
5000.
45 3
32309
1570
. 82309
1570
2.2
*
30 O.Ofi
30408
8130
80408
8130
.015
.015
.015
.015
.016 7. ,
0154
.015
.015 3.
.034
?,
3
0 0
EXTRAN USER'S MANUAL EXAMPLE PROBLEM 3
BASIC PIPE
1440 20.
30608
1030
80608
1030
80408040880608
80608060882
81008100981309
81308130915009
10301030910208
15701500716009
16001600916109
16301600910309
16028230916109
99999
80408138
30608135
81009137
31309130
82309155
10208100
10309111
15009125
16009120
16109125
99999
99999
8230915009
99999
99999
99999
10208
99999
99999
1
99999
323098040881009
0,0 0.0
0.25 40.0
3.0 40.0
3.25 0.0
12.0 0.0
10
0124.6
0118,3
0128.2
0117.3
0112.3
0 89.9
0101.6
0111.5
0102.0
0102.8
0.0
0.0
0,0
0.0
0.0
0.0
0.0
0.0
0.0
0,0
2 3.14
,85
0.0
45.0
45.0
0,0
0.0
0.0
50.0
50.0
0.0
0.0
72
-------
TABLE 7
OUTPUT FROM EXAMPLE 3
BWIRONMFJTAL PROTECTION A6ENCT
«ASHIX6TONi B.C.
FXTENOED TRANSPORT PROGRAM
mi
tat
tttt ANALYSIS NODULE
EXTRAN USER'S MANUAL EXAMPLE PROBLEM 3
BASIC Pitt SYSTEM HTH SUH? ORIFICE AT JUNCTION 82309 FRW FI6. 10
m» IMP* RESOURCES DIVISION
tin CAKP DRESSER ( IttEE INC.
tin rtMNANDALŁ> VIR6INIA
SUMMARY STATISTICS FOR JUNCTIONS
JUNCTION
NUMBER
90408
80408
3100?
31309
32309
10208
10309
13009
14009
14109
GROUND
ELEVATION
(FT)
138.00
135.00
137.00
130.00
133.00
100.00
111.00
123.00
120.00
123.00
UPPERMOST
PIPECROVN
ELEVATION
(FT)
128.40
122.30
132.70
122.00
118.50
78.90
110.40
117.00
111.00
108.80
MAXIMUM
COMPUTED
DEPTH
(FT)
2.41
3.21
3.48
2.84
4.14
0.54
MO
3.40
4.05
3.37
TIRE
OF
OCQKFMCE
HR.
0
0
0
0
0
2
2
1
2
2
MX.
14
32
29
58
39
40
41
2
41
40
FEET OF
SURCHARGE
AT MAX.
DEPTH
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
FEET MAX.
DEPTH IS
BEUM6ROUKP
ELEVATION
10.79
13.49
3.32
9.44
34.34
9.34
3.00
9.90
13.93
18.83
LEK6TH
OF
SURCHARGE
(HIM)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
73
-------
TABLE 7
OUTPUT FROM EXAMPLE 3
(Continued)
ENVIRONMENTAL PROTECTION AfiENCY tt» EXTEMO TRANSPORT PROGRAM OS* yATF* RESOURCES DIVISION
UASHINBTOh D.C. tttt mt CAMP DRESSER t ItCXEE INC.
tm ANALYSIS NODULE mt ANNAMMLE* VIRGINIA
EXTRAN USER'S MANUAL EXAMPLE PROBLEM 3
BASIC PIPE SYSTEM KITH SUMP ORIFICE AT JUNCTION 8809 FROM FIB. 10
SUMMARY STATISTICS FOR CONDUITS
CONDUIT NAXIHUH TINE MAXIMUM TINE RATIO OF MAXIMUM DEPTH ABOVE
DESIGN DESIGN VERTICAL COMPUTED OF COMPUTED OF KM. TO INVERT AT CONDUIT ENDS
CONDUIT FLCM VELOCITY DEPTH ROM OCCUREMCE VELOCITY OCCUREMX DESIGN UPSTRF.AN DOWSTREM
NUMBER (CFS) (FPS) (IN) (CFS) HR. DIN. (FPS) HR. DIN. FUH (FT) (FT)
3040 73.4 3.7 49.0 50.8 0 19 4.4 0 18 0.7 2.41 3.21
3040 53.3 4.2 48.0 49.S 0 40 S.I 0 34 0.9 3.21 3.96
3100 79.1 4.9 34.0 57.2 0 41 5.5 0 37 0.7 3.48 2.84
3130 70.6 4.4 54.0 51.4 0 58 4.3 0 52 0.7 2.84 3.40
1030 3028.3 12.1 108.0 133.0 2 40 5.4 2 10 0.0 4.40 0.54
1S70 123.6 3.2 46.0 93.3 17 5.7 1 3 9.8 3.60 4.05
1400 146.8 5.2 72.0 47.4 2 31 3.3 0 50 0.3 3.37 4.0S
1430 2313.2 9.5 108.0 135.1 2 13 4.8 0 44 0.1 4.05 4.40
1602 43.4 2.2 40.0 47.7 1 31 2.3 0 55 1.1 6.16 3.37
74
-------
Q
\r\
\
1630
1602
1600
1570
rS>
8060
8040
V
8130
0100
Figure 11. Weir at Junction 82309.
-------
TABLE 8
INPUT DATA SET FOR EXAMPLE 4
0 6
16009
1630
16009
1630
& 1
9 1
9 1
9 1
8 6
9 1
9 1
9 6
9 -1
6 6
16109
1600
16109
1600
4.00
4.00
4.50
4.50
9.0
5.5
6.0
9.0
5.
6 45
13009
1602
15009
1602
1800.
2075.
5100.
3500.
4500.
5000.
500.
300.
5000.
45 3
82309
1570
82309
1570
2.2'
*
30 0,05
80408
8130
80408
3130
.015
.015
.015
.015
.016 3.
0154
.015
.015 3,
.034
0 0
EXTRAN USER'S MANUAL EXAMPLE PROBLEM 4
BASIC PIPE SYSTEM WITH A UEIR AT JUNCTION 82309 FROM FIGURE 11
1440 20.
80608
1030
80608
1030
80408040880608
80608060882309
81008100981309
81308130915009
103010.10910208
15701500916009
16001400916109
16301600910309
16028230916109
99999
80408138
80608135
81009137
81309130
82309155
10208100
10309111
15009125
16009120
16109125
99999
99999
99999
8230915009 1
99999
99999
10208
99999
99999
1
99999
823098040881009
0.0 0,0
0.25 40.0
3.0 40.0
3.25 0.0
12.0 0.0
0124.
0118.
0128.
0117.
0112.
0 89.
0101.
0111.
0102.
0102.
6
3
o
*,.
5
3
9
6
3
0
3
0.
0
0
0
0
0
0
0
0
0
0
,0
.0
.0
,0
.0
.0
.0
.0
.0
3.0 6,0 3.0
,80
0.0
45.0
45.0
0,0
0.0
0.0
30.0
50.0
0.0
0.0
76
-------
TABLE 9
OUTPUT FROM EXAMPLE 4
ENVIRONMENTAL PROTECTION ABEND t0S EXTENDED TRANSPORT PR06RAN tSSS MATER RESOURCES DIVISION
HASHINBTON* D.C. OSS OSS CAHP DRESSER i WEE INC.
00 ANALYSIS NODULE Ott AMMNDALE, VIRGINIA
EXTRA* USER'S NANUAL EXAMPLE PROBLEM 4
BASIC PIPE SYSTEM WITH A KIR AT JUNCTION 32309 FRON FIGURE 11
SUNNART STATISTICS FOR JUNCTIONS
KAXIHUN TINE FEET OF FEET NAX.
GROUND PIPE CROW COMPUTED OF SURCHARGE DEPTH IS
JUNCTION ELEVATION ELEVATION DEPTH OCCUREMX AT NAX. 8EUM GROUND
NUMBER (FT) (FT) (FT) HR. NIN. DEPTH ELEVATION
30408 138.00 128.60 10.12 0 37 6.12 3.28
30608 133.00 122.30 13.32 0 38 9.32 3.38
81009 137.00 132.70 3.36 0 28 0.00 3.44
31309 130.00 122.00 3.14 0 47 0.00 9.36
82309 135.00 118.30 16.46 0 38 10.26 26.24
10208 100.00 78.90 0.36 3 1 0.00 9.34
10309 111.00 110.60 4.40 3 1 0.00 5.00
15009 125.00 117.00 3.13 1 U 0.00 10.37
16009 120.00 111.00 4.05 3 0 0.00 13.95
16109 125.00 108.30 3.46 3 0 0.00 13.74
77
-------
TABLE 9
OUTPUT FROM EXAMPLE 4
(Continued)
ENVIRONMENTAL PROTECTION AGENCY OS* EXTENDED TRANSPORT PROGRAM t*O UATFR RESOURCES OIVISTIM
UASHIN6TOMi D.C. OSS tttt CAHP DRESSER t HOEE INC.
OSS ANALYSIS KOBULE QtS ANNMIMLEi VIR8WIA
EXTRAN USER'S MANUAL EXAMPLE PROBLEM 4
BASIC PIPE SYSTEM UITH A ICH AT JUNCTIIM 82307 FRO) FIGURE 11
SUM ART STATISTICS FOR CONDUITS
CONDUIT WXIMM rnc KAXIKUH TINE RATIO OF NAXIMJH DEPTH ABOVE
DESia DESIGN VERTICAL CWUTEB OF COHPUTE9 OF IttX. TO INVERT AT COMVn MS
COMMIT FIN UEUKITT DEPTH aOV OCCURENCE vaOCITT OCCUREHCE DESIGN UPSTREM DONNSTREM
NUOER (CFS) (FPS) (IN) (CFS) HR. NIN. (PS) HR. NIN. FUN (FT) (FT)
8040 73.4 3.7 48.0 50.3 0 I? 6.4 0 18 0.7 10.12 13.12
8040 53.3 4.2 48.0 47.4 03 5.0 0 24 0.7 13.32 14.24
3100 78.1 4.7 34.0 59.3 0 38 3.3 0 34 0.8 3.34 3.14
3130 70.4 4.4 34.0 33.7 0 34 5.0 0 48 0.8 3.14 3.13
1030 3028.3 12.3 108.0 133.0 31 5.4 3 1 0.0 4.40 O.S6
1370 123.4 5.2 44.0 74.3 1 11 3.2 0 53 0.4 1.13 4.03
1400 144.8 5.2 72.0 42.3 0 41 5.4 0 38 0.4 3.44 4.03
1430 2313.2 ?.3 108.0 133.0 30 5.2 0 43 0.1 (.03 4.40
1402 43.4 2.2 40.0 41.2 30 3.4 0 27 1.4 14.44 3.44
78
-------
r
Free
Outfall
1630
1602
1600
1570
V
8060
8040
0
8130
8100
Figure 12. Storage facility and side outlet orifice
at Junction 82309.
-------
TABLE 10
INPUT DATA SET FOR EXAMPLE 5
0 0
EXTRAN USER'S MANUAL
STORAGE FACILITY AMD
1440 20. .0
-------
TABLE 11
OUTPUT FROM EXAMPLE 5
ENVTRMCNTN. PROTECTION AGENCY
yASHINBTONi O.C.
OH EXTEKDEB TRANSPORT PMBRM tSSS
tm ANM.TSIS NODULE tsa
EXTRAN USER'S IMMML QCAMU PROBLEM 3
STORAGE FACIUTT AW SUE OUTLET ORIFICE AT JUC. 82309 (FI8. 12)
IMTFR RESOURCES DIVISION
CAM* DRESSER t KOtEE IMC.
vmnu
SUM ART STATISTICS FOR JUXCMOXS
JUNCTION
NUMBER
80408
30408
31009
31309
82309
82308
10208
10309
1500?
1400?
14109
GROUND
ELEVAnON
(FT)
138.00
133.00
137.00
130.00
155.00
133.00
100.00
111.00
123.00
120.00
123.00
UPPERMOST
PIPE OHMI
ELEVATION
(FT)
128.40
122.30
132.70
122.00
133.00
117.30
98.90
110.40
117.00
111.00
108.80
HAXIHUN
COMPUTED
DEPTH
(FT)
13.01
14.70
3.36
1.53
21.03
14.01
0.31
4.08
2.51
3.73
3.19
TIME
OF
OCCURENCE
W. HM.
0 33
0 33
0 27
0 51
0 33
0 33
3 2
3 2
1 22
3 1
3 0
FEET OF
SUROM6E
AT MX.
DEPTH
9.01
12.70
0.00
0.00
0.00
11.01
0.00
0.00
0.00
0.00
0.00
FEET MX.
DEPFH IS
BEUNGROUQ
ELEVATION
0.39
0.00
3.44
8.97
19.47
U.&9
9.59
3.32
10.99
U.27
19.01
lEMBTH
OF
SURCHM8E
(HOI)
144.0
172.3
0.0
0.0
0.0
143.0
0.0
0.0
0.0
0.0
0.0
81
-------
TABLE 11
OUTPUT FROM EXAMPLE 5
(Continued)
ENVIRONMENTAL PROTECTION AGENCY ttO OTENKB TRANSPORT PROGRAM tm HATER RESOURCES DIVISION
UASHINGTONi B.C. tm tm CAMP DRESSES t IWCEE INC.
tm ANALYSIS MJUU tm ANNANOALE* VIRGINIA
EXTRAN USER'S NANUAL EXAMPLE PROSLEH 3
STORAGE FACILITY AM) SIDE OUTLET ORIFICE AT JUNC. 82309 (FIB. 12)
SUNNARY STATISTICS FOR CONDUITS
CONDUIT MAXIMUM TIME MAXIMUM TIME RATIO OF MXIMUH DEPTH ABOVE
DESIGN DESIGN VERTICAL COMPUTED OF COMPUTED OF MAX. TO INVERT AT CONWIT ENDS
CONDUIT RBI VELOCITY DEPTH FUN OCOJRENCE VELOCITY OCCURFJCE DESIGN UPSTREAM DOUNSTREAN
NUfflB (CFS) (FPS) (IN) (CFS) HR. KIN. (FPS) HR. KIN. FUN (FT) (FT)
3040 73.4 5.7 48.0 32.4 9 19 4.4 9 20 9.7 13.01 14.70
3040 33.3 4.2 48.0 47.2 9 27 3.3 9 28 0.9 14.70 21.03
3100 78.1 4.9 54.0 41.9 9 37 3.5 0 34 0.8 3.34 3.53
3130 70.4 4.4 34.0 54.4 14 5.1 9 57 9.8 3.53 2.S1
1030 3028.3 12.5 108.0 109.9 32 5.3 3 3 0.0 1.08 0.51
1370 123.4 5.2 44.0 32.4 1 22 4.1 1 7 0.4 2.51 3.77
1400 144.3 3.2 72.0 45.2 0 43 5.7 0 41 0.4 3.19 3.73
1430 2313.2 7.5 108.0 107.7 31 S.O 0 48 9.0 3.73 4.08
1402 43.4 2.2 60.0 41.0 0 31 3.7 9 32 1.4 14.01 3.19
82
-------
<& t
00
CO
Free
Outfall
1630
1602
WD
1600
1570
v
8060
8040
\
\^
8130
8100
Figure 13. Off-line pump station (activitated by wet
well volume) at Junction 82310.
-------
TABLE 12
INPUT DATA SET FOR EXAMPLE 6
0 0
EXTRAN U
OFF LINE
1440 2
80608
1030
80608
10
8040804
8060806
8100810
8061823
8130813
1030103
15701.50
1600160
16301.60
1602823
99999
80408138
32310155
80608135
81009137
81309130
82309155
10208100
10309111
15009125
16009120
16109125
99999
99999
99999
99999
>:; 23 1015009
99999
10208
99999
99999
1
99999
5323098040881009
0.0 0,0
0.25 40.0
3.0 40.0
3.25 0.0
12.0 0,0
iER'S MANUAL EXAMPLE PROBLEM 6
PUMP STATION
'. .0
18
;o
18
iO
1880608
(882309
• 981309
'982310
'915009
'910208
91A009
916109
910309
916109
0124.6
0112.3
0118.3
0123.2
0117.5
0112.3
0 89.9
0101.6
0111.5
0102.0
0102.8
6
16009
1630
16009
1630
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
0.0
AT JUNCTION 82310 FROM FIGURE 13
6 6
16109
1600
16109
1600
4.00
4.00
4.50
4.0
1.50
9.0
5.5
6.0
9.0
5.
6 45
15009
1602
15009
1602
1800.
2075.
3100.
300.0
3500.
4500.
5000.
500.
300.
5000.
45 3 30
32309
1570
82309
1570
.015
2.2 .035
.015
.004
.015
.016
.0154
.015
.015
.034
0,05
80408
8130
30408
8130
3,
3.
1 60.0 5.0 10.0 20.0200,0600.01200.
0,0
-15.0
45.0
0,0
0.0
0.0
50.0
50.0
0.0
0.0
84
-------
TABLE 13
OUTPUT FROM EXAMPLE 6
ENVIRONMENTAL PROTECTION AGENCY
WASHINGTON! D.C.
tat
an
on
EXTENDED TRANSPORT PROGRAN
ANALYSIS MODULE
an WATFR RESOURCES DIVISION
tm CAMP DRESSER I NCXEE INC.
80 ANNANDALEi VIRGINIA
EXTRA* USER'S MANUAL EXAMPLE PROBLEM 6
OFF LINE PUMP STATIW AT JUNCTION 82310 FROI FIGURE 13
SUNNARY STATISTICS FOR JUNCTIONS
JUNCTION
NUMBER
30408
82310
80608
81009
81309
82309
10208
10309
1S009
16009
16109
SRQUNB
ELEVATION
(FT)
138.00
153.00
133.00
137.00
130.00
155.00
100.00
111.00
125.00
120.00
125.00
UPPERMOST
PIPE CROW
ELEVATION
(FT)
128.60
116.30
122.30
132.70
122.00
118.50
93.90
110.60
117.00
111.00
108.80
HAXIHUM
COMPUTED
DEPTH
(FT)
13.1?
4.00
16.70
3.44
2.87
20.12
0.36
4.40
2.98
4.05
3.49
TIME
OF
OCCURENCE
HR. MIN.
0 44
0 37
0 45
0 29
0 57
0 46
3 1
3 1
1 19
3 t
3 0
FEET OF
SURCHARGE
AT KM.
DEPTH
?.19
0.00
12.70
0.00
0.00
13. ?2
0.00
0.00
0.00
0.00
0.00
FEET MAX.
DEPTH IS
KLIN GROUND
ELEVATION
0.21
ttns
0.00
5.34
9.63
22.58
9.54
5.00
10.52
13.95
18.71
LEH6TH
OF
SURCHARGE
(MIN)
137.7
0.0
145.7
0.0
0.0
151.7
0.0
0.0
0.0
0.0
0.0
85
-------
TABLE 13
OUTPUT FROM EXAMPLE 6
(Continued)
ENVIRONNENTAJ. PROTECTION A6ENCY OSS 0000X9 TRANSPORT PR06RAN tm MATER RESOURCES DIVISION
«ASHIN6TON» D.C. OS* tt» CAMP DRESSER I MCKEE IMC.
tm ANALYSIS MOBULE ma ANNANDALEI VIMHU
EXTRAN USER'S MANUAL EXAMPLE PROBLEM 6
OFF LINE PUMP STATION AT JUCTION 82310 FROH FIGURE 13
SUN MART STATISTICS FOR CONDUITS
CONDUIT MAXIMUM TINE MAXIMUM TIME RATIO OF MAXIMUM DEPTH ABOVE
DESIGN DESIGN VERTICAL COMPUTED OF COMPUTED OF IWX, TO INVFRT AT CONDUIT ENDS
CONDUIT ami VELOCITY DEPTH ROM OCCUREMX VELOCITY OCCURENCE DESIGN UPSTREAM DOUNSTRFAN
NUMBER (CFS) (FPS) (IN) (CFS) HR. MIN. (FPS) HR. NIX. FU» (FT) (FT)
3040 73.4 5.7 48.0 50.8 0 1? 4.4 0 18 0.7 13.1? 14.70
3040 53.3 4.2 48.0 50.4 0 33 5.1 0 .TO 0.7 14.70 17.72
3100 78.1 4.7 54.0 57.1 0 42 5.5 0 37 0.7 3.44 2.87
3041 0.0 0.0 48.0 115.8 37 f.i 3 7 0.0 20.12 *****
3130 70.4 4.4 54.0 52.0 0 57 4.7 0 54 0.7 2.87 2.78
1030 3028.3 12.5 108.0 135.0 31 5.4 3 2 0.0 4.40 0.54
1570 123.4 5.2 44.0 70.5 1 I? 5.0 0 42 0.4 2.78 4.05
1400 144.8 ' 3.2 72.0 43.0 30 4.8 0 31 0.4 3.47 4.03
1430 2313.2 7.5 108.0 135.0 2 5? 5.2 0 44 0.1 4.05 4.40
1402 43.4 2.2 40.0 45.7 15 3.7 0 47 1.5 20.12 3.49
86
-------
00
1630
1602
1600
1570
8060
* * #
rv*
8040
V
8130
8100
Figure 14. In-line pump (stage activated)
at Junction 82309.
-------
TABLE 14
INPUT DATA SET FOR EXAMPLE 7
0 0
EXTRAN USER'S MANUAL
IN LINE PUMP STATION
1440 20,
30608
1030
30608
1030
30408040880408
80608060882309
81008100981309
31308130915009
10301030910208
15701500916009
1600160091.6109
16301600910309
160282309141.09
99999
80408138
30603135
81009137
813.09130
32309155
10203100
10309111
15009125
16009120
16109125
99999
EXAMPLE PROBLEM 7
AT JUNCTION 32309 FROM FIGURE
14
0 6
14009
1630
16009
1630
8 1
9 1
9 1
9 1
8 6
9 1
9 1
9 6
9 1
6 6
16109
1600
16109
1600
4.00
4.00
•1.50
4.50
9.0
5.5
6.0
9.0
5.
6 45
15009
1602
1.5009
1602
1800.
2075,
5100.
3500.
4500.
5000.
500.
300.
5000.
45 3
82309
1570
82309
1570
2.2
30 0.05
80408
8130
30408
8130
,015
,015
.015
.015
. 0 1 6 3 .
.0354
.015
.015 3 .
.034
0124.6
0118.3
0128.2
0117.5
0112.3
0 89.9
0101.6
0111.5
0102.0
0102.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
99999
9 9 999
99999
3;:'309150(
90999
10208
99099
99999
1
99999
)9 2 0.0
5.0 10.0
20.0
823098040881009
0.0
0.25
3.0
3.25
12.0
0.0
40.0
40.0
0.0
0.0
0.0
45.0
45,0
0,0
0,0
0.0
50.0
50.0
0.0
0,0
8,0 25.0 0.0
88
-------
TABLE 15
OUTPUT FROM EXAMPLE 7
ENVIRONBENTAL PROTECTION ABENCT
UASHIWTONi D.C.
on
an
tm
tXTENDFD TRANSPORT PROGRtt tnt
EXTRA* USER'S MANUAL EXAHPLE PWJLB1 7
IN LINE PW STATION AT JUNCTION 82309 FROM FIGURE 14
ANALYSIS MOBIE
IttTFR RESOURCES DIVISION
CAMP DRESSER t NOTE INC.
ANNANMLEi VIRGINIA
SUHHART STATISTICS TOR JUNCTIONS
JUNCTION
NUMBER
30408
90608
31009
31309
82309
10208
10309
15009
16009
16109
GROUND
ELEVATION-
(FT)
138.00
133.00
137.00
130.00
133.00
100.00
111.00
123.00
120.00
123.00
UPPERMOST
PIPE CROWN
ELEVATION
(FT)
128.60
122.30
132.70
122.00
118.50
98.90
110.60
117.00
111.00
108.30
mim
COMPUTED
DEPTH
(FT)
13.40
16.70
3.13
3.17
20.93
0.35
4.J4
2.73
3.99
3.48
TINE
OF
OCCURFNCE
HR. KIN.
0 33
0 33
0 28
0 53
0 36
3 1
3 1
1 ?1
3 0
3 0
FEET OF
SUROMR6E
AT MX.
DEPTH
9.40
12.70
0.00
0.00
14.73
0.00
0.00
0.00
0.00
0.00
FEET (MX.
DEPTH IS
3ELW GROUND
ELEVATION
0.00
0.00
3.37
9.33
21.77
9.53
3.06
10.73
14.01
18.72
LDBTH
OF
SURCHARGE
(NIN)
148.7
135.3
0.0
0.0
162.0
0.0
0.0
0.0
0.0
0.0
89
-------
TABLE 15
OUTPUT FROM EXAMPLE 7
(Continued)
ENVIRONMENTAL PROTECTION AGENCY tttt INTENDED TRANSPORT PROGIWI tttt UATFR RESOURCES DIVISION
UASHIN6TON» D.C. tttt tttt CAMP DRESSER J MCXFE INC.
tm ANALYSIS NODULE 00 ANNANOALEi VIR8INIA
EXTRAN USER'S MANUAL EXAMPLE PROBLEM 7
IN LINE PUHP STATION AT JUNCTION 32307 FROM FIGURE 14
SUMMARY STATISTICS FOR CONDUITS
CONDUIT
NUMBER
DESIGN
run
(CFS)
DESIGN
VELOCITY
(FPS)
CONDUIT
VERTICAL
DEPTH
(IN)
IMJtlNUH
COMPUTED
FLOW
(CFS)
TINE
or
OCCURENCE
HR. HIN.
HAXIKUH
COMPUTED
VELOCITY
(FPS)
TIK
OF
OCCURfXCE
HR. KIN.
RATIO OF
MM. TO
DESIGN
aou
HAXIHUN
INVERT AT
UPSTREAM
(FT)
DEPTH ABOVE
CONDUIT ENDS
DOWSTREAH
(FT)
3040
3060
3100
8130
1030
1J70
1400
1130
1602
73.4
S3.3
78.1
70.6
3028.3
123.4
144.3
2313.2
43.4
5.7
4.2
4.9
4.4
12.5
3.2
3.2
7.3
2.2
48.0
48.0
34.0
34.0
108.0
64.0
72.0
108.0
60.0
50.8
48.3
3?.3
33.4
127.3
61.7
67.8
127.8
67.8
0
0
0
1
3
1
3
3
3
17
27
40
3
1
21
0
0
0
6.4
5.1
5.5
5.0
5.6
4.4
5.8
S.2
3.7
0
0
0
0
3
1
0
0
0
18
23
36
54
1
2
38
45
30
0.7
0.7
0.8
0.8
0.0
0.3
0.3
4.1
1.6
13.40
16.70
3.43
3.17
4.34
2.73
3.48
1.7?
20.73
16.70
18.73
3.17
2.73
0.5S
3.7?
3.77
4.34
3.48
90
-------
CHAPTER 4
TIPS FOR TROUBLE-SHOOTING
In the preceding three chapters of this user's manual, we have
described in detail the Individual data Input elements for EXTRAN. We believe
that careful study of the data Input Instructions, together with the example
problems of the last section, will go a long way 1n 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 1n 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:
(1) 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 1n the model. These and other problems are dis-
cussed below:
t Numerical stability constraints in the EXTRAN Model require
that DELT, the time-step, be no longer than the time it
takes flow to travel the length of the shortest conduit in
the transport system. A 10-second time-step is recommended
for most wet-weather runs, while a 45-second step may be
used satisfactorily for DWF conditions. The numerical stability
criteria for the explicit finite-difference scheme used by the
model are discussed in Chapter 2.
• Numerical instability in the EXTRAN Block is signaled by the
occurrence of the following hydraulic indicators:
(1) Oscillations in flow and water surface elevation which
are undampened in time are sure signs of numerical in-
stability. Certain combinations of pipe and weir
structures may cause temporary resonance, but this
1s 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, ihe
correction is a shorter time-step, a longer pipe length
91
-------
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.
(2) A second indicator of numerical instability is a node
which continued 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. Ihe problem is
related to items (1) and (3) and may usually be corrected
by a smaller time-step.
(3) Excessive velocities lover 20 fps) and discharges which
appear to grow without limit at some point in the simula-
tion 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, outflow, and storage at the
end of the simulation, is found at the end of the Inter-
mediary 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.
Systems in surcharge require a special iteration loop, allowing
the explicit solution scheme to account for the rapid changes
in flows and heads during surcharge conditons. This iteration
loop is controlled by two variables, ITMAX, the maximum number
of iterations, and SURTOL, a fraction of the flow through the
surcharged area. It is recommended that UMAX and SURTOL be
set Initially at 30 and 0.05, respectively. Ihe user can check
the convergence of the iteration loop by examining the number
of iterations actually required and the size of the net differ-
ence in the flows through the surcharged area, shown in the
intermediate printout. These are significant since the iter-
ations end when either SURTOL times the average flow through
the surcharged area is less than the flow differential discussed
above, or when the number of iterations exceeds UMAX. If ITMAX
is exceeded many times, leaving relatively large flow differen-
tials, 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 runtime of the
model and, consequently, the cost. Ihe user should also keep an
eye on the continuity error to insure that a large loss of water
is not caused by the iterations.
92
-------
• 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 convergence has occurred even when relatively large
flow errors still exist in surcharge areas with small flows.
If the user suspects this situation exists, he 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. Whenever the flow differential com-
puted 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 dif-
ferntial for the area in question decreases to a small value
over time. It should be noted, however, that large flow dif-
ferentials for a short period of time are not unusual provid-
ing they decrease to near or below the established tolerance
for most of the simulation.
• The simulation period is defined by the product NTCYC x DELT
or the number of integration cycles times the length of each
cycle. If this product exceeds the simulation period of the
inflow hydrograph tape, an illegal end-of-file is encountered
and execution stops. NTCYC must then be reduced to correspond
with this simulation period.
• The length of all conduits in the transport system should be
roughly constant and no less than 100 feet. This constraint
may be difficult to meet in the vicinity of weirs and abrupt
changes in pipe configurations 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 of which in turn control the cost of
simulation as indicated in Chapter 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.
• In EXTRAN, printed output can be requested for a maximum of 20
nodes and conduits. In addition, the number of printed points
for a given node or conduit is automatically set at 100 regard-
less of the length of simulation. This requires that the print
frequency control variable INTER is defined strictly by the
criterion:
NTCYC - NSTART
INTER
where all variables are as defined in Chapter 2. If, for
example, NTCYC = 1600 and NSTART = 9, and we had selected
93
-------
INTER = 10 then the ratio (NTCYC - NSTART) - INTER = 159.
Because the 100-value printing arrays would then be filled
with 159 values, an overflow situation would occur thereby
producing output which is badly scrambled at best and unusable
at worst. Therefore, it is worthwhile to look closely at
INTER prior to any major EXTRAN run.
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 these
conform to the prototype system. In addition, the total number of
conduits and junctions, including internal links and nodes created,
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.
The introduction of a ZP invert elevation difference for all
pipes connecting a single junction will cause the junction
invert elevation to be incorrectly specified. This, in turn,
will create errors in hydraulic computation later in the simu-
lation. The junction invert must be at the same elevation as
the invert of the lowest pipe either entering or leaving the
junction or it is improperly defined. This problem is readily
corrected by checking the punched conduit data cards to deter-
mine where a non-zero ZP should be set to zero.
94
-------
CHAPTER 5
FORMULATION OF EXTRAN
GENERAL
A conceptual overview of EXTRAN is shown in Figure 15. As shown here,
the specific function of EXTRAN is to route inlet hydrographs through the net-
work 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 Chapter 2 that the boundary between the RUNOFF and EXTRAN
Models 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 (50 cm). The Runoff Model, 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 kinematic assumptions of
uniform fl ow hoi d.
As shown in Figure 15, 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 16 and 17. 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. This output is supplied by off-line storage (e.g., discs,
tapes) to a subsequent block, e.g., the Receiving Water Block.
CONCEPTUAL REPRESENTATION OF THE TRANSPORT SYSTEM
EXTRAN uses a link-node description of the sewer system which facili-
tates the discrete representation of the physical prototype and the mathe-
matical solution of the gradually-varied unsteady flow equations which form
the mathematical basis of the model.
As shown in Figure 16, 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 of links and nodes
have been summarized in Table 17.
95
-------
OUTFLOW
HYDROGRAPHS FROM
SURFACE RUNOFF MODULE
GEOMETRIC DATA
° System Geometry
0 Pipe sizes, shapes 4 slopes
0 Location of inlets, diversions
& overflows
OPERATION RULES
o Pumps
0 OffIine storage
0 Regulated flow
di venters
DRAINAGE SYSTEM
FLOW ROUTING
MODEL
Hydrographs at
System OutfalIs
HEAD
FLOW
*»T
Time History of
Heads and Flows
in the System
PRINTED
OUTPUT
INPUT TO
RECEIVING WATER
FLOW ROUTING MODEL
Figure 15. Schematic illustration of EXTRAN
96
-------
TABLE 16
CLASSES OF ELEMENTS INCLUDED IN
THE TRANSPORT MODEL
Element Class
Types
Conduits or Links
Junctions or Nodes (Manholes)
Diversion Structures
Pump Stations
Storage Basins
Outfall Structures
Rectangular
Circular
Horseshoe
Baskethandle
Eggshape
Trapezold
Orifices
Transverse weirs
Sideflow weirs
On-line or off-line pump station
On-line (enlarged pipes or tunnels)
Transverse weir with tide gate
Transverse weir without tide gate
Sideflow weir with tide gate
Sideflow weir without tide gate
Outfall with tide gate
Free outfall without tide gate
TABLE 17
PROPERTIES OF NODES AND LINKS IN
THE TRANSPORT MODEL
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
Vol ume
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.
97
-------
Qout
LINK N-
00
NODE J
Qt =ASt(J)
Q = flow
S = storage
Qt(N)
Q,(N)
LINK N
2 Qt = 0
Figure 16. Conceptual representation of the EXTRAN model
-------
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. It is assumed that Q is constant in the link, while 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 found later to produce highly unstable solutions.
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, which is assumed to be changing in time but constant throughout
any one node. 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 FLOW EQUATIONS
The basic differential equations for the sewer flow problem come from
the gradually varied, unsteady flow equations for open channels, otherwise
known as the Saint-Venant or shallow water equations. The equation for
unsteady spatially varied discharge can be written:
$ - -9ASf * 2V|4 * v'ff - *% (9)
where
Q = discharge through the conduit
V = velocity in the conduit
A = cross-sectional area of the flow
H = hydraulic head
Sf = friction slope
The friction slope is defined by Manning's equation, i.e.
sf = —m Q|v'
gAIT/J (10)
2
where k = g(n/1.49) . Use of the absolute value sign on the velocity terms
makes Sf a directional quantity and ensures that the frictional force always
opposes the flow. Substituting in equation 9 and expressing the finite dif-
ference form gives:
2v At . V2 i it - A 1 « (")
99
-------
Solving equation 11 for Qt+At 9ives the final finite difference form of the
dynamic flow equation as:
2A9-Ai H?-Hi i
2V AA + 7 --1 At - gA --1 At (12)
r
Qt
L
<• k.At ,
1 1473 I
D
In equation 12, the values 7, 8, and A are weighted averages of the conduit
end values at time t.
The basic unknowns in equation 12 are Qt+At» H? and Hj_. The variables
•7, R, and A can all be related to Q and H. We, therefore, require another
equation relating Q and H. This can be obtained by writing the continuity
equation at a node.
3H Wt
3t =AJ
t s
T S
or in finite difference form
• H
ZQtAt
SOLUTION OF FLOW EQUATION BY MODIFIED EULER METHOD
Equations 12 and 14 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 equations 12 and 14 is accomplished by a modified Euler method.
The results are accurate and, when certain constraints are followed, stable.
Figure 17 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
Hj(t)+f [FZ [Q(t) + Q(t + T}
Q(t
conduits diversions
surface runoff pumps
outfalls
Full-step at node j: Time t + At
H.(t + At) =
Q(t + At)]
Q(t + At)]/ASj(t)
conduits diversions
surface runoff pumps
outfalls
(16)
100
-------
ACTUAL
VALUE
COMPUTED
VALUE
t+At
TIME
Compute (-Jjr) from properties of system at time t
o t j_
Project Q(t+|^) as Q(t+|^) = Q(t)
a. Compute system properties at t+:
At
b. Form (^-) A1. from properties of system at time
ot ,.At
.At
Project Q(t+At) as Q(t+At) = Q(t) + (-^-) At At
O *- . . ii L
Figure 17. Modified Euler solution method for discharge
based on half-step, full-step projection.
101
-------
Note that the half-step computation of head uses the half-step compu-
tation of discharge in all connecting conduits. Similarly, the full-step com-
putation 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
nodes can be summarized as:
1. Compute half-step discharge at t + flt/2 in all links based
on preceding 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 transfer junction.
3. Compute half-step head at all nodes at time t + At/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 + At based on
half-step heads at all connecting nodes.
5. Compute full-step flow transfers between nodes at time t + At
based on current half-step heads at all weir, orifice, and pump
nodes.
6. Compute full-step head at time t + At 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
The modified Euler method yields a completely explicit solution 1n
which the motion equation is applied to discharge in each link and the con-
tinuity equation to head at each node entirely without implicit coupling. 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 EXTRAN has indicated that the program is
stable numerically when the following inequalities are met:
Conduits:
(17)
where L is the pipe length in feet, g is gravity (ft/sec ), D is the pipe
depth, and At the time step in seconds.
Nodes: r- A H
. L fls "max
(is:
102
-------
where C1 is a dimensionless constant determined by experience to be approxi-
mately 0.10, Hmax is the maximum water-surface rise in time-step At, As is
the corresponding surface area of the node, and ŁQ is the net'lnflow to the
junction.
Examination of inequalities 17 and 18 reveals that the maximum allow-
able time, 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 to produce outflow hydrographs and state-time
traces which are free from spurious oscillation and also satisfy mass con-
tinuity under non-flooding conditions. 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
identical to the element it replaces. Usually, an equivalent pipe is used
when it is suspected that a numerical instability will be caused by the ele-
ment 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 con-
verted 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 17.
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. Chapter 2 of this report outlines the steps needed to
make these conversions.
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,
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 18 shows each of the possibilities and describes the way in
which surface area is assigned to the nodes. The options are:
1. Normal case. Flow computed from motion equation. Half
of surface area assigned to each node.
103
-------
NORMAL CASE
or?
Figure 18. Special hydraulic cases in EXTRAN flow calculations,
104
-------
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
Another hydraulic situation which requires special treatment is the
occurrence 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
hydraulic 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 in the
present version of EXTRAN.
During surcharge, the head calculation in equations 15 and 16 is no
longer possible because the surface area of the surcharged node is zero.
Thus, the continuity equation for node j at time t is
ZQU) = 0 (19)
where zQ(t) is all inflows to and outflows from the node from surface runoff,
conduits, diversion structures, pump, and outfalls.
Since the flow and continuity are not solved simultaneously in the
model, the flows computed in the links connected to node j will not satisfy
equation 19. However, computing 3Q/3H-J for each link conected to node j, a
head adjustment can be computed such that the continuity equation is satis-
fied. Rewriting equation 19 in terms of the adjusted head gives:
(20
J
which can be solved for AH as
AH.(t) = -EQ(t)/Z (21)
v*
105
-------
This adjustment is made by half-steps during surcharge so that the half-step
correction is given as:
/ A ^ \ /\ / '^L\ fOOA
j 2 j j 2
where Hj(t + At/2) is given by equation 21, while the full-step head is
computed as:
HJ (t + At) = H.j(t + Ł|) + k aHj(t) (23)
where AHj(t) is described by equation 21. The value of the constant k theo-
retically should be 1.0. However, it has been found that equation 22 tends to
overcorrect the head; therefore, a value of 0.5 is used for k in the half-step
computation which gives much better results. It has also been found that
oscillations are triggered at upstream terminal junctions when these values
of k are used. Therefore, 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 these nodes.
Use of 3Q(t)/3Hj, as mentioned above, satisfies continuity. Unfortu-
nately, though, the explicit solution technique cannot meet the physical
constraint of the inflows to surcharged areas of the system equaling the out-
flows. Because of this unmet constraint, the surcharge heads fall below
their actual physical values. In order to boost these heads to their expected
values, the full-step computations of flow and head in surcharge areas are
repeated in an iteration loop. The iterations for a particular time-step con-
tinue until one of the following two conditions is met:
1. The net difference of inflows to and outflows from all nodes
in surcharge in less than a tolerance, computed every time-
step as a fraction of the average flow through the surcharge
area. The fraction is input by the user.
2. The number of iterations exceeds a maximum set by the user.
The iteration loop has been found to produce accurate results with little
continuity error. The user may need to experiment somewhat with the user
input values in order to accurately simulate all surcharge points without
incurring an unreasonably high computer cost due to extra iterations.
For various types of links connected to a node, 3Q/3H is computed as
follows:
Conduits
3Q(t) - 32.2 ,A(tK ,
gH. i-tl-t-} at v i / (tl)
v
106
-------
where
K(t) = -At 32'2
2.208
At = time interval
A(t) = flow cross sectional area in the conduit
L = conduit length
n = Manning n
R = hydraulic radius for the full conduit
V(t) = velocity in the conduit
System Inflows
0 (25)
, J
Orifice, Weir, Pump, or Outfall Diversions
Orifices are converted to equivalent pipes (see below); therefore,
equation 24 is used to compute 3Q/3H. For weirs, 3Q/3H 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 Chapter 2, under Card Group 12.
3Q/3H for pump junctions is also taken as zero. For off-line pumps
(with a wet well), this is a valid statement since QpUmp 1S 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
problem 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 pipe, the head adjustment at the outfall is treated as
any,other junction. Outfall weir junctions are treated the same as internal
weir junctions (3Q/3H for the weir link is taken as zero). Thus, unstable
solutions can occur at these junctions also under surcharge conditions.
Converting these weirs to equivalent pipes will eliminate the stability
problem.
Because the head adjustments computed in equations 22 and 23 are
approximations, the computed head has a tendency to "bounce" up and down when
the conduit first surcharges. This bounding 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 15 and 16 to equation 22 and
23. The transition function used is:
= 3Q(t) (26)
DENOM
107
-------
where
DENOM is given by
and
DEMON = f^- + (ASj(t) - fP^ exp( ^
AS = the nodal surface area at 0.96 full depth
DJ = pipe diameter
yj = water depth.
The exponential function causes equation 27 to converge within two percent of
equation 21 by the time the water depth is 1.25 times the full flow depth.
Finally, it is noted that when flooding of the node above the ground
surface is detected, EXTRAN automatically resets the water surface at the
ground elevation of the node. Water rising above this level under flooding
conditions is then lost from the system and does not return to the EXTRAN in
the present version of the program.
FLOW CONTROL DEVICES
The link-node computations can be extended to include devices which
divert sanitary sewage out of the storm drainage 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 internodal transfers. The special flow
regulation devices treated by EXTRAN include: weirs (both sideflow and trans-
verse), orifices, pumps, and outfalls. Each of these is discussed in the
paragraphs below.
Storage Devices
Storage devices in-line or off-line 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 19. 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 ZCROWN(J), the junction goes into surcharge.
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-
1 ine storage tank.
108
-------
AWJ).
LINK N-
•ZCROHN(J)
ASTORE
NODE J
(STORAGE NODE)
ASTORE+ AS
Q = flow
S = storage
(NON-STORAGE)
NODE
Figure 19. Conceptual representation of a storage junction.
-------
Figure 20 shows two typical diversions: 1) a dropout or sump orifice,
and 2) a side outlet orifice. EXTRAN 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:
Q0 - CQ A/2gTT
(28)
where C0 is the discharge coefficient (a function of the type of opening and
the length of the orifice tube), A is the cross-sectional area of the orifice,
g is gravity, and h is 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.,
1.49
AR2/3 sl/2
[29)
The orifice pipe is assumed to he nearly flat, the invert on the discharge
side being set 0.01 feet lower than the invert on the inlet side. In addi-
tion, for a sump orifice, the pipe invert is set by the program 0.960 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 we write S as HS/L where L is the pipe length, Hs will be iden-
tically 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
lls will be the distance of the water surface above critical depth (which will
occur at the discharge end) for the pipe. For practical purposes, we can
assume 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 29 and simplifying, we
have:
n =
1.49
(30)
The length of the equivalent pipe is computed as the maximum of 200 feet or
L = 2AtvgD~ (31)
to insure that the celerity (stability) criteria for the pipe is not violated.
n is then computed according to equation 30. This algorithm produces a solu-
tion 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 21. Weir diversions provide relief to the sanitary
110
-------
TO RECEIVING WATER
DRY WEATHER FLOW
CONNECTION TO
INTERCEPTOR
COMBINED SEWER
<^ y-OVERFLOW WEIR
I Jf r~ DRY WEATHEi
7=^^ \ CONNECTION '
A \ INTERCEPTOR
DRY WEATHER FLOW
TO
PLAN
JJ
-*••
, ' ^ 'I
I . ' ' . ' . '
SECTION
SUMP WITH HIGH OUTLET
SECTION
WEIR WITH SIDE OUTLET ORIFICE
Figure 20. Typical orifice diversions.
Ill
-------
PROFILE VIEW
PLAN VIEW
Schematic of a Weir Diversion
Y,'»
PROFILE VIEW
PLAN VIEW
Conceptual Representation of a Weir Diversion
Figure 21. Representation of weir diversions.
112.
-------
system during periods of storm runoff. Flow over a weir is computed by the
equation:
Qw • CwK,[
-------
TABLE 18
VALUES OF CSUB AS A FUNCTION OF DEGREE OF WEIR SUBMERGENCE
CRATIO CSUB
0.00
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
where
YJOP = distance to top of weir opening shown in Figure 6
h' = YI - maximum (Y2> YQ)
= weir surcharge coefficient
The weir surcharge coefficient, C$UR» is computed automatically at the begin-
ning of surcharge. At the point where weir surcharge is detected, the pre-
ceding weir discharge just prior to surcharge is equated to Qy/ in equation 34
and equation 35 is then solved for the surcharge coefficient, C$UR. Thus, no
input coefficient for surcharged weirs are required.
Finally, the present version of EXTRAN detects flow reversals at weir
nodes which causes the downstream water depth, Y2, to exceed the upstream
depth, Yj. All equations in the weir section remain the same except that
YI and Yg are switched so that YI remains as the "upstream" head. Also, flow
reversal of a sideflow weir causes it to behave more like a transverse weir
and consequently the exponent as in equation 32 is set to 1.5
Weirs With 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(3):
(36)
114.
-------
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
station, or an off-line node representing a wet-well, from which the contents
are pumped to another node in the system according to a progammed rule curve.
For an in-line lift station, the pump rate is based on the water depth at the
pump junction. The rule is as follows:
Pump Rate = Ri for 0 < Y < Yj_
= R2 Y! < Y < Y2
= R3 Y < Y3
For Y
^ *j
= 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 22. The rule
operates as follows:
1. Up to three wet-well volumes are prespecified as input
data for each pump station: V^ < Vo< V3, where V3 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 in the wet-well, as
follows:
R! for the volume in wet-well < V^
R2 for V} < volume in wet-well < V2
R3 for V2 < volume in wet-well < V3
, 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 RI until it just equals the inflow rate. When the
inflow rate again equals or exceeds RI, the pumping rate
goes back to operating on the rule curve.
5. If V3 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 opened. The program automatically steps
down the pumping rate by the operating rule of (2) as inflows
and wet-well volume decrease.
115
-------
Node being
pumped
Node receiving
pumped flow
WET WELL
'pump
^^WP /^
Pumping rate
R3
Pumping rate
R2 •
Pumping rate
Rl
t
Z(J) = -100
Pumping rate = R, for V < V,
for V < V <
for V < V < V.
= R2 for V < V <
V is volume in wet well
Figure 22. Schematic Presentation of Pump Diversion.
116
-------
OUTFALL STRUCTURES
EXTRAN simulates both weir outfalls and free outfalls. Either type may
be 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 conditons. The
free outfall may be truly "free" if the elevation of the receiving waters is
low enough, or it may consist of a backwater condition. 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 receiving water elevation is
taken as the water surface elevation at the free outfall.
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 out-
fall is equated to zero. If the driving head is positive, the water surface
elevation at the outfall junction is set in the same manner as that for a free
outfall subjected to a backwater condition.
117
-------
CHAPTER 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
network composed of conduits, pipe junctions, diversion structures, and free
outfalls. A program flowchart for the major computation steps in the EXTRAN
Block is presented in Figure 23. A full listing of the program, together with
key variable definitions, is contained in Table A-3, Appendix A.
The EXTRAN Block contains 13 subroutines in addition to the main
program which controls execution. The organization of each subroutine and its
relation to the main program has been diagrammed in the master flowchart of
Figure 24. A description of each subroutine follows in the paragraphs below.
SUBROUTINE EXTRAN
EXTRAN is the executive subroutine of the EXTRAN Block. It sets the
unit numbers of the device containing the input data and the device where
printed output will be directed. The device numbers of the input and output
hydrograph tapes, if used, are also set here. Then the first two lines of the
input hydrograph tape, if required, are read and this information is written
on the output hydrograph tape, if used. Finally, subroutine TRANSX is called
to perform the computations of the EXTRAN Block.
Presently, subroutine EXTRAN is set up to run the EXTRAN Block indepen-
dently of the SWMM model. It can easily be changed to operate within SWMM by:
1. Removing the comment marks (C/////) from the first
line of the program, leaving SUBROUTINE EXTRAN;
2. Changing the first executable line of the program
from ISKIP-1 to ISKIP=0; and
3. Removing the comment marks (C/////) from the
RETURN statement at the end of the subroutine.
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 23.
118
-------
READ uArERSHCO
MODEL OUTPUT TAPE
TO OBTAIN INPUTS
TO SEVO S<5TŁM MOOES
FBOM SURFACE HUIlOFF
AKO EXT MtAfHER FLOW
i "
AT COKOJITS ENDS
EQUALS HTORAUUC
[
V
DETERMINE FLOW
IN COHOUIT (,1)
FROM DTIIAnlC FlOW
EQUATION
'" 1
SET HTOMUUC
HEAD AT ENDS
OF CONDUITS
Figure 23. EXTRAN Block program flowchart
119
-------
o
COMPUTE OVWfit
IK NOOA1. HEADS
USING STOMGE EO'JAflOfl
Figure 23. EXTRAN Block program flowchart
(Continued)
120
-------
TRANSX
INDATA
TIDCF
INFLOW
HEAD •
HYDRAD
BOUND
DEPTH*
HYDRAD
OUTPUT
CURVE
Figure 24. Master flowchart for the EXTRAN block.
121
-------
Principal steps in TRANSX are outlined below in the order of their execution:
1. Call INDATA for reading all input data cards defining the
length of the transport simulation run, the physical data
for the transport system, and the instruction for output
processing.
2. Initialize system flow properties and set time = TZERO.
3. Advance time = t+At and begin main computation loop
contained in steps 4 through 10 below.
4. Select current value of inflow hydrographs for all
input nodes by call to INFLOW, which interpolates
runoff hydrograph records either on tape unit N21
supplied by the RUNOFF Block or on data cards.
5. For all 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 pipe end;
• Full-step values of cross-sectional area, velocity,
hydraulic radius, 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;
• Set 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 current value of tidal stage
and the half-step value of depth and discharge
at all outfalls.
• Average flow in all pipes connected to junctions
in surcharge. A fraction of this value is used
as the tolerance of the surcharge iteration loop.
6. For all physical junctions in the system, compute the
half-step depth at time t=t+At/2. This depth compu-
tation is based on the current net inflows to each
node and the nodal surface areas computed previously
in step 5. Check for surcharge and flooding at each
node and compute water depth accordingly.
122
-------
7. For all physical conduits, compute the following
properties based on the last half-step values of
depth and flow (repeat step 5 for time t+At/2):
• Hydraulic head at each pipe end;
t Half-step values of pipe cross-sectional area,
velocity, hydraulic radius, and surface area
corresponding to preceding half-step depth and
discharge;
• Full-step discharge at time t+At by modified
Euler solution;
t Check for normal flow if appropriate;
• Set system outflows and Internal transfer at
time t+At by calling BOUND.
8. For all junctions, repeat the nodal head computation
of step 6 for time t+At. Sum the differences between
inflow and outflow for each junction in surcharge.
9. Repeat steps 7 and 8 for surcharged links and nodes
until the sum of the flow differences from step 8 is
less than the tolerance from step 5 or a maximum number
of iterations is exceeded.
10. Store nodal water depths and water surface in junction
print arrays to be used later by OUTPUT. Also, store
conduit discharges and velocities for later printing.
Print intermediate output.
11. Return to step 3 and repeat through step 10 until the
transport simulation is complete for the entire period.
12. Call subroutine OUTPUT for printing and plotting of
conduit flows and junction water surface elevations.
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 Courier series about
a mean time equal to the first coefficient, Al.
123
-------
2. Compute depth at orifice junction for sump orifice
flowing less than full.
3. Compute discharge over transverse and sideflow weirs.
Check for reverse flow, surcharge, and weir submergence.
If weir is surcharged, compute flow by orifice-type
equation. If weir is submerged, compute the sub-
mergence 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.
4. Compute pump discharges based on current junction or
wet-well level and corresponding pump rate. If wet-well
is flooded, set pump rate at maximum level and reduce
i nf1ow.
SUBROUTINE DEPTH
Subroutine DEPTH 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 taken from a
Block Data element to speed the computations of critical and normal depth.
Subroutine DEPTH 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.
124
-------
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 con-
tinuity as discussed in Chapter 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 is called by
program MAIN and it in turn uses subroutines DEPTH and HYDRAD in its surface
area computations.
SUBROUTINE HYDRAD
The function of subroutine HYDRAD is to compute average values of
hydraulic radius, cross-sectional area, and surface width for all conduits in
the transport system. Based on the current water depth at the ends and mid-
point 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
described 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.
SUBROUTINE INDATA
INDATA is the principal input data subroutine for the EXTRAN Block
which is used once at the beginning of subroutine TRANSX. Its primary func-
tion is to read all input data specifying the links, nodes, and special struc-
tures of the transport network. It also establishes transport system
connectivity and sets up an internal numbering system for all transport ele-
ments by which the computations in TRANSX 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 cards for output headings and
run control card specifying the number of integration
cycles, the length of the time-step, TZERO, 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 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 establish 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.
125
-------
6. Read orifice input data and print summary. Assign
internal link between 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 summary of all pumping
input data. Set invert elevation and inflow index
for pumped node.
9. Read free outfall data and print a data summary for
outfalls. Assign an internal link for each free
outfall in the internal numbering system.
10. Read tide-gated (non-weir) outfall data from cards
and print a summary 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 internal nodes and connecting links
assigned to orifices, weirs, pumps, and free outfalls.
12. Read tidal boundary input data. Depending on the
tidal index, one of the following four boundary
conditions will exist:
t No control water surface at the system outfalls;
• All outfall control water surfaces at the same
constant elevation, Al;
t Tide coefficient read in by cards;
• Tide coefficients Al through A7 will be generated
by TIDCF which are printed in subroutine TIDCF.
Print summary of tidal boundary input data, including
the tide coefficients generated by TIDCF which are
printed in subroutine TIDCF.
13. Set up print and plot arrays for output variables in
the internal numbering system.
14. Initialize conduit conveyance factor in Manning equation.
Also, read input data defining the initial conduit flows,
velocities, and junction depths at TZERO corresponding to
DWF or some antecedent flow condition.
126
-------
15. Read in initial system information on tape unit N21
generated by the block immediately preceding the
EXTRAN Block, usually the RUNOFF Block.
16. Read first two hydrograph records either from tape
unit N21 or from data input cards.
17. Write out initial transport system information on
tape unit N22 which will contain the hydraulic output
from the EXTRAN Block supplied as input to any sub-
sequent block.
SUBROUTINE INFLOW
Subroutine INFLOW is called from Subroutine TRANSX on 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 tape unit
N21 if the RUNOFF Block (or any other block) immediately precedes the EXTRAN
Block, or from card input runoff hydrographs in cases where no other block is
used as a pre-processor to EXTRAN. 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 on a one-time basis by subroutine INDATA to
compute seven tide coefficients, Al through A/, which are used by subroutine
BOUND to compute the current tide elevation according to the i-ourier series:
AI + A2 sin uT + AS sin 2toT
+ A4 sin 3uT + k$ cos uT (37)
+ AS cos 2o)T + Ay cos 3u>T
where
T = current time in seconds
oj = 2ir .radians/tidal period in seconds. The tidal period
is 25 hours = 90,000 sec.
The coefficients Ag through Ay are developed by an interactive technique in
TIDCF in which a sinusoidal series is fitted to the set of tidal stage-time
points supplied as input data by subroutine INDATA.
SUBROUTINE OUTPUT
Subroutine OUTPUT is called by subroutine TRANSX at the end of the
simulation run to print and plot the hydraulic output arrays generated by the
EXTRAN Block. Printed output includes: 1) the water depths and water surface
elevations at each junction, and 2) the discharge and flow velocity in each
system conduit. The plotting of junction water surface elevation and conduit
discharge is carried out by a printer-plot package labelled CURYh which is
called by OUTPUT after printed output is complete.
127
-------
SUBROUTINES CURVE, PINE, PPLOT, SCALE
The above subroutines form a general printer-plot package which is used
in the EXTRAN Block to plot water surface elevation at selected nodes and
conduit discharge in selected links. Subroutine CURVE is the executive
program driving the other three subroutines of this package. CURVE is called
at the conclusion of transport system simulation by OUTPUT. Inclusion of
these subroutines in the EXTRAN Block allows EXTRAN to stand on its own as
well as function with SWMM.
128
-------
ENGLISH/METRIC CONVERSION FACTORS
All references in this manual, as well as all inputs to, outputs from,
and calculations in the EXTRAN Block, are in English Units. The following
conversion factors will allow the user to determine the equivalent Metric
unit.
1 foot = 0.3048 meters
1 square foot = 0.0929 square meters
1 cubic foot = 0.0283 cubic meters
1 foot/second = 0.3048 meters/second
1 cubic foot/second = 0.0283 cubic meters/seconds
1 inch = 2.54 centimeters
129
-------
REFERENCES
Shubinskl, R. P., and L. A. Roesner. Linked Process Routing Models,
paper presented at the Symposium on Models for Urban Hydrology, American
Geophysical Union Meeting, Washington, 0. C., 1973.
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 Sanitary Engineering City and County of San Francisco, Water Resources
Engineers, Walnut Creek, California, 1975.
Armco Water Control Gates, Armco Design Manual, Metal Products Division,
Middletown, Ohio.
130
-------
APPENDIX A
PROGRAM LISTING AND KEY VARIABLE DEFINITION
This Appendix is comprised of three tables. The first, Table A-l,
consists of the Data Input Forms for EXTRAN. Each sheet represents one card
group of the input data, as outlined in Table 1 of Chapter 2.
The second table, Table A-2, is a definition of the key variables in
the EXTRAN Block. They are listed in the alphabetical order of the Common
Blocks in which they are contained.
Finally, Table A-3 is a program listing of EXTRAN. The Executive
Subroutine EXTRAN, which also doubles as the main program of EXTRAN when it is
revised to stand alone from SWMM, is printed first. Subroutine TRANSX, which
serves as the main controlling program of the EXTRAN Block, is printed next,
followed by all other subprograms in alphabetical order.
131
-------
TABLE A-l
DATA INPUT FORM
EXTRAN
132
-------
Card Group 1 of 22: Input and Output Hydrograph Tape Identification
Format: 215
GO
GO
NOTE: Card group 1 is only required if EXTRAN is to be run on its own.
-------
Card Group 2 of 22: Title cards (2 cards)
Format:
ALPHA
1 9 10 H » 13 14 IS U W It I? 30 31 11 ;1 7« M 14 77 21 7? U Jl Ji 31 14 11 ]« 17 la ]« 40 4t 41 4) 44 «1 4> 47 4» 4? M )l » 11 14 )i »* i' M if 4VB *l 42 U »4 63 *• 47 al «t 70 71
71 74 7i 76 77 »n /•
1 ! i
TT
! I
TT
I i
i I !
i
I I
I i
I I
I I '
I
i I i
I I
Mi
IT
i M I
i i
I !
' I
I i
I I
9 10 II IT II U 1*1* \t 'I I»M II n M /« n It I/ M ft >» II » II U 1) 1ft 17 14 19 jO «I «J Q «* 41 ** tt 44 •* M II jl » U 1) U )7 M IT tfi *l « tl *4 H t4 */
-------
Card Group 3 of 22: Run control card
Format: 15, 2F5.0, 815, F5.0
-------
Card Group k of 22: Junction print control (8 junctions per card)
Format: 8110
JPRT (1)
JPRT (2)
JPRT (3)
JPRT (k)
JPRT (5)
JPRT (6)
JPRT (7)
JPRT (8)
II I* IS I* 17 Id 19
M II 14 ?i 2A 17 It 19 JO
,11 3j HUM 14 17 M 19
1IH i« I* M it U j» «0
_ 77 7> /» iC
I I
11
CO
cr>
i J
! I
i I
_L_L
i ! i
!
I ! i
i i
I I
TT
i ! i
i ! i I
! ' i
III!
ii ii 14 n it i/ if iv m
II 11 n M w i* 17 u if
41 4J M *^ t4 4> 41 4f VI
II » 14 » t* » U i* «0
-------
Card Group 5 of 22: Conduit print control (8 conduits per card)
Format: 8110
CPRT (1)
CPRT (2)
CPRT (3)
CPRT (k)
CPRT (5)
CPRT (6)
CPRT (7)
CPRT (8)
2 1 4 i
7 4 * 10
II II 13 14 1} I* 17 II If ,*>
IT n n w
II 11 11 34 Ij 1» 17 U 19 *0
H H il J4 ii i* 17
71 '« 74 76 77 1 '» *
I I
i 11
i > I
i T
i i
|T
n
TTT
00
I I
i i
i I
I i
! I
ii
T
i I
U U i« II I* I' II i* X
71 /i 1* n it, it n >r a
II 41 «j 44 O <» 4? 44 4» JO
II 11 U « U V 4§J» *0
-------
Card Group 6 of 22: Junction plot control (8 junctions per card)
Format: 8110
JPLT (1)
JPLT (2)
JPLT (3)
JPLT (k)
JPLT (5)
JPLT (6)
JPLT (7)
JPLT (8)
II IJ M II
i"! I I
14 17 It t9 10
II II 14 21 16 J7 21 1* 30
11 .« s' *1_
M J7 14) if »0
i I
i I ! I
rnr
CO
00
I I I
! i I
I I I
! I
I ! !
! Ml
IT I
I i !
I i
I ' i
"TTT
i I
i ! !
I i !
i ! I I
TT
I I
III!
I I
I I
I I
M
I I I
I I !
i !
-------
Card Group 7 of 22: Conduit plot control (8 conduits per card)
Format: 8110
KPLT (1)
KPLT (2)
KPLT (3)
KPLT
KPLT (5)
KPLT (6)
KPLT (7)
KPLT (8)
I 1 4 i
i2 II 14 IS I* I/ II Iff ?D
'I JJ n 24 25 14 Tt It » 30
II » H >4 »
I'ii
I!
! I
I I
Ti
CO
I I
i !
I I
TT
i I
I i
I I i
T
II 11 I] 14 1} I* I/ l« l>
n n 14 rt it if » if jo
n a 11 i*
II 4J 41 44 rt 4* 47 « 4?
11 i? » ^ n u i/ v if
-------
Card Group 8 of 22: Conduit cards (1 card per conduit)
Format: M5, 9F5.0
NCOND
NJUNC
UPSTR
NJUNC
DNSTR
NKLASS
AFULL
SQ FT
DEEP
FT
WIDE
FT
LEN
FT
ZP
UPSTR
ZP
DNSTR
ROUGH
STHETA
SPHI
I] il 1* it
4 77 21 I* X)
II II 14 JS
tf M *g TO 71 7:
I
I
I I I
IT
I >
I I I
i i
i I
i • i
i i
i !
i ! i
! I
I < i !
I I
NOTE: Last card must be 99999 in columns 1-5
-------
Card Group 9 of 22: Junction cards (1 card per junction)
j • • Format: 15, 3F5.0 '1
JUN
GRELEV
OJNST
i* w >a i> 40 jj a &j *4 at 6a
I I I
I !
! i
I I
i ! !
i i
i I
i i
i i
TT
i I
i i
! i
J_LL
i!
i i
NOTE: Last card must be 99999 in columns 1-5
-------
Card Group 10 of 22: Storage cards (1 card per junction)
Format: 15, 2F5.0
JSTORE
2TOP
ASTORE
ft2
> I) II 14 II
24 n ie it n
41 64 43 66 »/ «• 4t 70 71 7?
71 It l\ 76 77 M '* ».
I I
TT
T i
JJ_
I\3
I I
TT
i I !
! I i
r-TT
TT
i I i
I ! '
n ii fi n n n i> n >« n n » v n 11 » n n u >/ u i< « n o .1 <4 .1 n «/ a « 10 11 11 11 u 11 u n » 11 «o «i a ti M a » u M n .•«
NOTE: Last card must be 99999 in columns 1-5
-------
Card Group 11 of 22: Orifice cards (l card per orifice)
Format: 315, 3F5.0
NJUNC
NJUNC,
NKLASS
AORIF
COR IF
ZP
7 J 4 i
II II II 14 IJ
I I I ! i
I !
i !
TT
I I
I i
n
GO
I I
I I
I I
11
11
111
i I
I !
I I
11
i
I ' I
! I
i i
i * .
-U-U-
I i
! l
Mil
i
; • * 10 ii i]
it it it i* n
n jj jl i« n 14 it u n «o
*J M 4* ** 4? 41 «» H) II_ *j_'
4J 4« *l *4 47 M *> TO
NOTE: Last card must be 99999 in columns 1-5
-------
Card Group 12 of 22: Weir cards (1 card per weir)
Format: 315, *»F5.0
NJUNC
NJUNC,
KWEIR
YCREST
YTOP
WLEN
COEF
i« 17 II It 70
!> 27 7» jt 1Q
17 M 1* «0 • :» >.
T
I I
I I
Ilii
TT
I ! I
TIM
IT
.!.. I
TTT
I
il
I i
i* /o ;i 77 n M n
;« i' n /* v it i? 11 14 11
I? >• I* 40 *l 41 41 44 4* 44 4?
II 14 » 1* )/ M If
NOTE: Last card must be 99999 in columns 1-5
-------
Card Group 13 of 22: Pump cards (1 card per pump)
Format: 315, 7F5.0
NJUNC
NJUNC.
IPTYP
WELL
PRATE
PRATE,
PRATE.
VRATE
VRATE,
VRATE
n n ~t an
i i
\ i \
I I
t
7T
f,
I I
T|
i i
i i
! I
ill!
_L
TT
i !
NOTE: Last card must be 99999 in columns 1-5
-------
Card Group 1*i of 22: Free outfall cards (1 card per outfall)
Format: 15
JFREE
! i i
i i
! I
I i !
i : ! i
i ! ! i
I : '
i i
I i
1 I I
TTT
! I
Ml!
NOTE: Last card must be 99999 in columns 1-5
-------
Card Group 15 of 22: Outfalls with tide gates (1 card per outfall)
.Jii.i Format: 15 M ? 1 I * '
JGATE
u 17 i* i*
it 27 IB n w » 12 u i* u
It 19
10 41 <1 4) 4J 41
I I
j t _!
i I i
i . ' i
i i
I !
I !
I i
TTTf
rrrr
I i
I I I
I I
I I I
i i
I I
I I
i !
! I
! I
I I
NOTE: Last card must be 99999 in columns 1-5
-------
00
Card Group 16 of 22:
Card Group 17 of 22:
Card Gropu 18 of 22:
NT IDE
, 1
1
1
KO
-
-
,
A1
TT1
i
;
i
, I
',
1
l
1
Ml
i
i
i
1
i
1
1
l
j
I
1
A2
NCUTI
i
1
l
D
YY
1
H
\
!
il
!
i
—
14 11
A3
~
—
I
i
i
i
1
i
|
i
i
i
t* i/
i
II t» Al
*
— r~
Tide con
Tide com
Tide sta
l
TT
1
J
1
;
1
n
i
11 n j*
71
A5
2
trol card (1 card) Format: I5,8F5.0
tutation card (l card) Format: 315
ge card (k points per card) Format: 8F10.0
A6
A7
i
1
YY
•2
i
1
J6 17 It
IT
to
t
1
i
1
1
t
n 11
u
',
14
n
...
t
1
i
: 1
!
. !
1
J*
!
It
W
—
-r
JL
1
i
TT3
1
; i
41
41
1 '
41
44
45
i i
i !
i-i
1 1
1
—
1
!
I..1L
! i 1
i !
1 1
: i
|
1
1 j_! 1
l . •
i i
i i
i 1
i i
M
1 1
i i
i i
4* «/ *•
4* V)
YY
3
! ;
',.;'.
. ; I 1
i i • .
11
11
11
!
i
14 :\
i
1
i j
1 |
1 ;
1 1
j
: 1
i
i
i
l
i
—
1
Jj
;p
T
T
i
.
!
i ;
a «> M *j
—
1
1J
!
! 1
1 ;
i
: i
|
'
j
i
I
i
1 !
! i
1
t
.L
i
i
1
i
i
•
i
n •}
i M i I :
; i ; : i i i
i i ! ; M !
> i ! i i !
i ! ! 1 i : 1
1
w
[t
i i ! i '
. • | : | i
;
*
1
• : 1 '
: ; , •
• i i ! '
, ; i ' i
i : ! , ! • '
. • 1
1 . 1 ! ' :
-------
Card Group 19 of 22: Initial flows and velocities (k conduits per card)
.!?:-:"• Format: 8F10.0 '• '. \ \
II 12 I] M I] It 17 IB IV 20
it 11 n 74 21 IA i; :e
t 4? O *4 «» ** 47 *« j» JO
I I
11
,1
-L.J-
TiT
I I
UD
I I
I . I •
ill!
I I i
I i I
i I i
-44-
i I I
i I ! . !
I I
Ml!
I I I
: i
_L_L
I I
/ o * 10
i) u M i*
41 44 4» 44 */
tl >3 *> M 4> 4* 4/ ^4 >f JO
NOTE: If initial condition is zero flow
No other cards required.
throughout entire system, punch 99999. for
V
-------
Card Group 20 of 22: Initial heads (8 junctions per card)
Format: 8F10.0
I 1} II 14 I) la 17 l| 19 20
Jl M II 14 li JA 17 M 19 «
**.".*°
i 44 43 M «/
rr
-I—i
i i
TT
i i
i ! I
I I i
I !
! I I
IT
I I '
I I !
I I
I !
IT
I '
i i
n 14 i/ t» n to
II 11 11 14 « 14 17 1$ It *)
41 *1 O 44 41
4? 4) «4 U M 41 •* i
NOTE: If Q(1) is 99999- indicating zero flow, skip Card Group 19-
-------
Card Group 21 of 22: Hydrograph input control cards (16 input nodes per card)
: i . ; ? Format: 1615 '. - !
JSW(l)
JSW(2)
JSW(3)
JSW(5)
JSW(6)
JSW(8)
JSW(9)
JSW(10)JSW(11)
JSW(12)
JSW(13)
JSW(1*»)
JSW(15)
JSW(16)
'""".**!
«• a t* »f *o
! I I
! i
III
I I
I !
I I
I 1
_LLL
I ! ! !
I !
Ml'
I ' !
LLLL
11
T
! i
76 II 71 ?»
*« tl »t 4* V)
.1 *l 4144 41
-------
Card Group 22 of 22: Hydrograph inflow cards (7 flows per card at time TEO)
Format: 8F10.0
en
ro
TEO
:
; !
~l
: .
; • ;
• i
i
; .'
;
1
i
i
, i
-
1
NOTE:
-
.
i
!
1
1
i
j
: i
1 !
1 •
' j
1 j
|
t
1
i ;
!
i
j
i
1
!
I
1
-
QCARD(I)
i
1
j
i
1
! '
(
i
i
i I
-
i
i
i i
~
1 ;
1 •
i ) '
• i •
1
i
j
i <
J
:
• i t
i
~
t
i
If more than one
QCARD(2)
' 1
! * i
ii
! !
i |
i —
iii1
' ' 1
i !
i i
i i
1 i
! I
1 i
! 1
! '
! i
• ; j
i ,
i !
i 1
1 1
! i i
. = !
card
1
is
j
j
1
|
i
1
| L
;
i
i
1
QCARD(3)
,
i
1
i
i
I
i
i
t
i
i
i
I
j
|
1
i
1
i
•
-
i
i
, i
i
• i
i
! •
1 i ;
i i
t
; '
:
T
required to list
i
QCARD(*J)
1
1
1
I
1
1
'
'
i
1
!
t
I !
!
' , ,
!
i
I
i
i '
1 i
j i
• i
' i
i
i ,
I
! 1
1
i
i
1
1
i ' •
; 1
i
t
,
-
; 1
! !
i
; i
flows for al 1
i
QCARD(5)
i .
i
'
!
• I i
i
t
i
i
i
1
! !
1 .
!
i
! !
* * •
i
i
i
i
1
t
I
input nodes,
QCARD(6)
' !
i i
!
i '
i
i ' '
i
I
QCARD(7)
i
1
!
;
1
1
i
•
'
i
1
i
!
1
!
:
'
i
t
i i ill.
i i * i . !
I i s ; • i
• ! > : - '
! i j i . •
1 i ! i : !
. ! ' i i j •
i : j ! ' . '
i 1 , i ' •
> In1
! i ! = 1
! 1 ! ' : '
; ! :
i ' '
t '. . •
i ' i : - '
I ; i i .
: ! i i • • •
M ' : ' ' '
i j t • . ,
• i ' ' •
( ! j • •
• li. : '
QCARD(N)for all subsequent
cards should begin in columns 1-10, 8 QCARD(N) per card,
-------
TABLE A-2
DEFINITION OF KEY VARIABLES IN EXTRAN
Variable
Name
Description
Units
ANORM
HRNORM
TWNORM
JFREE
JGATE
JTIDE
NFREE
NGATE
NTIDE
COMMON/BD/
This common is used in the following subroutines
BLOCK DATA
BOUND
DEPTHX
HYDRAD
INDATA
TRANSX
Matrix of normalized wet cross-sectional area of
of conduit, based on shape and depth
Matrix of normalizd hydraulic radius of conduit,
based on shape and depth
Matrix of normalized conduit width at flow line,
based on shape and depth
COMMON/BND/
This common is used by the following subroutines
BOUND
INDATA
TRANSX
Node for free outfall
Node for non-weir tide gate
Not used at this time
Number of free outfalls
Number of non-weir tide gates
Indicator for outfall tide level control
1. No water surface at outfall
2. Outfall control water surface at
constant elevation, Al
3. Tide coefficient provided
4. Program will compute tide coefficients
None
None
None
None
None
None
153
-------
TABLE A-2
(Continued)
Variable
Name
YT
Z
ZCROWN
HORIZ
TITLE
VERT
XLAB
YLAB
Description
Depth of water at a node at half integration step F&
Elevation of node invert Feet
Elevation of uppermost conduit crown at a node,
defined as node crown elevation Feet
COMMON/LAB/
This common is used by the following subroutines
BLOCK DATA
CURVE
INDATA
OUTPUT
PINE
PPLOT
Horizontal label of curve None
Title printed out on curve None
Vertical label None
Numerical scale labels for X None
Numerical scale labels for Y None
COMMON/ORF/
\
AORIF
CORIF
LORIF
NORIF
This common is used by the following subroutines
BOUND
INDATA
Cross-sectional area of orifice Square Feet
Orifice coefficient None
Internal orifice link number None
Number of orifices None
154
-------
TABLE A-2
(Continued)
Variable
Name
NTC
NTCYC
TIME
TIME2
TZERO
W
I PIT
ZCRN
ZGRND
ZINVRT
IDATEZ
LOCNOS
N5
NLOCAT
NPOLL
Description
Number of nodal links including internal links
Number of integration cycles
Time counter for hydrograph input
TIME - DELT2
Zero time for the simulation
Fundamental frequency of daily tidal cycle
COMMON/ELEV/
This common is used in the following subroutines
OUTPUT
PINE
PPLOT
Plot control integer
Plot variable, highest crown elevation at a node
Plot variable, ground elevation
Plot variable, node invert elevation
COMMON/FILES
This common is used in all subroutines of the
EXTRAN Block
Date (yr-mo-da) on which the simulation begins
Array containing junction numbers of any outflow
point in the system
Input unit number
Number of outflow junctions
Number of pollutants recorded on the input
Units
None
None
Seconds
Seconds
Hours/Seconds
Rad Per Sec
None
Feet
Feet
Feet
None
None
None
None
hydrograph tape N21
None
155
-------
TABLE A-2
(Continued)
Variable
Name
N6
N21
N22
QCONV
TRIBA
Description
Output unit number
Unit number for input hydrograph tape generated
by preceding SWMM Block
Unit number for output hydrograph tape to be used
as input to subsequent SWMM Block
Factor for converting flows on input hydrograph
tape to cfs
Tributary area drained by the system being simulated
Units
None
None
None
Vary
Acres
ISW
JSW
NIREC
NSTEPS
QCARD
QTAPE
TE
TEO
TIMEO
TP
T2
COMMON/HYFLOW/
This common is used in the following subroutines
INDATA
INFLOW
TRANSX
Hydrograph input node number from tape
Hydrograph input node number from cards
Counter for hydrograph input from tape
Number of input records on input hydrograph file
Rate of inflow, from cards
Rate of inflow, from tape
Time of inflow for card input
Previous value of TE
TEO
TZERO
Time of inflow for tape input
None
None
None
None
cfs
cfs
Hours/Seconds
Hours/Seconds
Seconds
Seconds
Seconds
156
-------
TABLE A-2
(Continued)
Variable
Name
T20
WATSH
AS
ASFULL
GRELEV
JSKIP
JUN
NCHAN
QIN
QINST
QOU
SUMAL
SUMQ
SUMQS
Y
Description
Previous value of T2
Not used at this time
COMMON/JUNC/
This common is used in the following subroutines
BOUND
HEAD
INDATA
INFLOW
OUTPUT
TRANSX
Surface area of a node
Surface area of a node when it enters surcharge
Ground elevation at a node
Internal integer control, to skip nodal
head computation
External node number
Conduits connecting to a node
Flow into a node from an outside source
Dry weather flow into a node from an outside source
Flow from a node
Sum of 3Q(t)/aHj, for all pipes at node
Difference between the average inflow and
outflow for a node over a time-step
Difference between the instantaneous inflow
and outflow for a node
Depth of water at a node at full integration step
Units
Seconds
None
Square Feet
Square Feet
Feet
None
None
None
cfs
cfs
cfs
Feet
cfs
cfs
Feet
157
-------
TABLE A-2
(Continued)
Variable
Name
Description
Units
YT
Z
ZCROWN
HORIZ
TITLE
VERT
XLAB
YLAB
Depth of water at a node at half integration step Feet
Elevation of node invert Feet
Elevation of uppermost conduit crown at a node,
defined as node crown elevation Feet
COMMON/LAB/
This common is used by the following subroutines
BLOCK DATA
CURVE
INDATA
OUTPUT
PINE
PPLOT
Horizontal label of curve None
Title printed out on curve None
Vertical label None
Numerical scale labels for X None
Numerical scale labels for Y None
COMMON/ORF/
AORIF
CORIF
LORIF
NORIF
This common is used by the following subroutines
BOUND
INDATA
Cross-sectional area of orifice Square Feet
Orifice coefficient None
Internal orifice link number None
Number of orifices None
158
-------
TABLE A-2
(Continued)
Variable
Name
CRPT
I COL
IDUM
INTER
IPRT
JPLT
JPRT
KPLT
LPLT
LTIME
NHPRT
NPLT
NPRT
NPTOT
NQPRT
NSTART
PRGEL
PRTH
Description
COMMON/OUT/
This common is used in the following subroutines
INDATA
OUTPUT
TRANSX
Conduit numbers for detailed printing
Not used at this time
Dummy array
Number of integration cycles between print cycles
Not used at this time
Node numbers for plotting
Node numbers for detailed printing
Conduit numbers for plotting
Number of conduits for detailed printing
Counter for printed output
Number of nodes for detailed printing
Number of nodes to be plotted
Not used at the time
Total number of plot data points
Number of conduits for detailed printing
First cycle where saved printing array will begin
Print matrix, ground elevation
Print matrix, water surface elevation
Units
None
None
None
None
None
None
None
None
None
None
None
None
.None
None
None
None
Feet
Feet
159
-------
TABLE A-2
(Continued)
Variable
Name
PRTQ
PRTV
PRTY
QPLT
TPLT
YPLT
Description
Print matrix, flow
Print matrix, velocity
Print matrix, water depth at node
Matrix of flow values
Time used for plotting
Matrix of water surface elevations
COMMON/PIPE/
Units
cfs
fps
Feet
cfs
Hours
Feet
A
AFULL
AT
DEEP
H
LEN
NCOND
NKLASS
This common is used by the following subroutines
BOUND
DEPTHX
HEAD
HYDRAD
INDATA
OUTPUT
TRANSX
Full-step wetted cross section Square Feet
Full cross-sectional area of conduit Square Feet
Half-step wetted cross section Square Feet
Vertical dimension of conduit Feet
Depth of flow at conduit ends Feet
Conduit length Feet
External conduit number None
Conduit shape classification None
1. circular
2. rectangular
3. horseshoe
4. eggshape
5. baskethandle
160
-------
TABLE A-2
(Continued)
Variable
Name
NJUNC
Q
go
QT
RFULL
ROUGH
V
VT
WIDE
ZP
IPTYP
JPFUL
LPUMP
NPUMP
PRATE
VRATE
Description
External nodes at each end of conduit
Flow in conduit at full integration step
Saved flow values at beginning of each integration
step
Flow in conduit at half integration step
Hydraulic radius of conduit when full
Manning coefficient
Velocity in conduit at the full integration step
Velocity in conduit at the half integration step
Width of conduit
Height of conduit invert above node invert
COMMON/PUMP/
This common is used in the following subroutines
BOUND
INDATA
Type of pump
1 = Off-line pump - operates on wet-well volume
2 = In-line pump - operates on head at junction
Internal integer switch for full wet-well
0 = full
1 = not full
Internal pump linkage
Number of pumps
Pumping rate
Volume for changing pump rates
Units
None
cfs
cfs
cfs
Feet
fps
fps
Feet
Feet
None
None
None
None
cfs
Cubic Feet
161
-------
TABLE A-2
(Continued)
Variable
Name
Description
Units
VWELL
DEPMAX
IDHR
IDMIN
IQHR
IQMIN
IVHR
IVMIN
QMAXX
SUMQIN
SURLEN
VLEFT
VMAXX
ASTORE
Starting volume of pump wet-well, also current
wet-well volume after pumping starts Cubic Feet
COMMON/EXSTAT
This common is used in the following subroutine
OUTPUT
TRANSX
Maximum depth reached at a junction Feet
Hour at which maximum depth reached Hours
Minute at which maximum depth reached Minutes
Hour at which maximum flow reached Hours
Minute at which maximum flow reached Minutes
Hour at which maximum velocity reached Hours
Minute at which maximum velocity reached Minutes
Maximum flow reached in a conduit cfs
Total system inflow volume during simulation Cubic Feet
Period during which junction surcharged Minutes
Volume left in the system at the end of the
simulation Cubic Feet
Maximum velocity reached in a conduit Feet/Second
COMMON/STORE
This common is used in the following subroutines
INDATA
OUTPUT
TRANSX
Storage volume per foot of depth (storage facility
surface area) Square Feet
162
-------
TABLE A-2
(Continued)
Variable
Name
Description
Units
JSTORE
NSTORE
ZTOP
ITMAX
SURTOL
INCNT
IOUTCT
JIN
JOUT
NSCRAT
AA
Junction number containing storage facility
Number of storage facilities in system
Elevation of the top of the storage facility
COMMON/SURCHG
This common is used in the following routines
INDATA
TRANSX
Maximum number of iterations for surcharge
computations
Fraction of surcharge flow used as tolerance
on surcharge iteractions
COMMON/TAPES
None
None
Feet
None
None
This common is passed from the SWMM executive program
and is only used in subroutine EXTRAN in the EXTRAN Block
Counter for the JIN array None
Counter for the JOUT array None
Array countaining input hydrograph tape unit numbers
for all SWMM Blocks accessed during simulation None
Array containing output hydrograph tape unit numbers
for all SWMM Blocks accessed during simulation None
Unit number of the scratch file None
COMMON/TIDE/
This common is used by the following subroutines
INDATA
TIDCF
Tidal curve fit coefficients during least
square process None
163
-------
TABLE A-2
(Continued)
Variable
Name
sxx
SXY
TT
XX
YY
Matrix used
Vector used
Clock time
Vector used
Description
by least square process
by least square process
of tidal stage
in least square tide fit
Stage of tidal input corresponding to TT
COMMON/TRAP/
Units
None
None
Hours/Seconds
None
Feet
STHETA
SPHI
COEF
COEFS
KWEIR
LWEIR
This common is used in the following subroutines
DEPTHX
HEAD
HYDRAD
INDATA
TRANSX
Side slope 1 of a trapezoidal channel None
Side slope 2 of a trapezoidal channel None
COMMON/WEIR/
This common is used in the following subroutines
BOUND
INDATA
Coefficient of discharge for weir None
Coefficient of discharge for surcharged
condition computed internally None
Type of weir None
1. transverse
2. transverse with tide gate
3. sideflow
4. sideflow with tide gate
Internal link number for weir None
164
-------
TABLE A-2
(Continued)
Variable
Name
NWEIR
WLEN
YCREST
YTOP
Description
Number of weirs
Weir length
Height of weir crest above node invert
Distance of top of weir opening, above invert
Units
None
Feet
Feet
Feet
165
-------
TABLE A-3
PROGRAM LISTING
166
-------
MAIN* NTRNJA FORTRAN V,5A<621) /KI/C/L
20-MAY-81
15t57 PAGE 1
00001
00002
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C
C
C
C
C
C
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C:
C
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C,
C:
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C:
C
C/////SUBROUTINE EXTRAN
EXTENDED TRANSPORT MODEL UPDATED APRIL* 1981
BY
CAMP DRESSER AND MCKEE INC.
LARRY A. ROESNER
ROBERT P. SHUBINSKI
JOHN A. ALDRICH
CON«ON/FILES/N5iN6iN21fN22iNPOLL»NLOCATiQCONV?IDATEZ
1»LOCNOS(100),TRIBA
DIMENSION TITLEZ(40)
INTEGER IFNAM(3)»OFNAM(3)rIHFNM(3)fINQTM(3)
C**** TO CHANGE THIS SECTION FROM THE MAIN PROGRAM OF EXTRAN STANDING
ALONE TO SUBROUTINE EXTRAN OF EPA SUMMJ
1. REMOVE C///// FROM FIRST LINE (SUBROUTINE EXTRAN)
2. SET ISKIP=0 IN THE NEXT EXECUTABLE LINE BELOW
3. REMOVE C///// FROM RETURN STATEMENT AT END OF SUBROUTINE
ISKIP=1
IF(ISKIP) 10»10r20
C/////// EPA SUMM I/O CONTROL ////////////
SET UP TRANSFER TAPES
10 INCT = INCTH
IOUTCT=IOUTCm .
N21=JIN(INCT)
N22=JOUT(IOUTCT)
N5=5
N6=6
GO TO 30
C///////////////////////////////////////////////////////////////////////
C
C/////// DEC20 I/O CONTROL////////////
EXTRAN STAND ALONE
SET UP TRANSFER TAPES
20 CONTINUE
N5=20
N6=21
URITE(5f 103)
103 FORMAT(1X» 'ENTER INPUT FILE SPECIFICATIONS! '>$)
READ<5»101) IFNAM
101 FORMATC3A5)
URITE(5»102)
102 FORMAT(1X» 'ENTER OUTPUT FILE SPECIFICATIONS: ' t$>
READ(5»101) OFNAM
OPEN (UNIT=N5»DEVICEs'DSK'»ACCESSa'SEQIN'»DIAL06= IFNAM)
= '[iSK/>ACCESS='SEQOUT/,DIALOG=OFNAM)
1000
READ
-------
MAIN, NTRNJA FORTRAN V,5A(621) /KI/C/L
20-MAY-81
15:57 PAGE 1-1
00057
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WRITE(5fl09)
109 FORMAT(1X»'ENTER INPUT HYDROGRAPH FILE SPECIFICATIONS!'»$)
'DSK'»ACCESS='SEQIN'>DIALOG=IHFNM)
>DIALOG=INQTM)
READ(5»101)IHFNM
OPEN(UNIT=N21iDEVICE=
REWIND N21
110 IF(N22.LE.O)GO TO 30
URITE(5»111)
111 FORMATUXf 'ENTER FILE SPECS FOR SYSTEM INFORMATION INPUT'
1' TO RECEIVING WATER MODEL:'»$)
READ(5»101)INQTM
OPEN(UNIT=N22»DEVICE='DSK'»ACCESS='SEQOUT'
REWIND N22
C///////////////////////////////////////////////////////////////////////
C
C**** READ FIRST TWO LINES OF INPUT HYDROGRAPH FILE AND WRITE TO
C**** RECEIVING WATER MODEL FILE
30 IF(N21) 50,50,40
40 READ100>
100 FOR«AT(/fT2>'ENTRY MADE TO EXTENDED TRANSPORT MODEL'f
1//,T2>'UPDATED BY CAMP DRESSER AND MCKEE INC APR. 1981')
CALL TRANSX
IF(ISKIP.EQ.O) WRITE(N6»150)
150 FORMAT(//»T11>'* * * * * EXTENDED TRANSPORT MODEL SIMULATIONS
I' ENDED * * * * *'»//)
C/////RETURN
C
END
168
-------
MAIN, NTRNJA FORTRAN V,5A(621> /KI/C/L
20-HAY-81
15557 PAGE 1
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C
C
c
c
c
c
c
,. c
c
c
c
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c
c
c
c
D
c
SUBROUTINE TRANSX
THIS IS SUBROUTINE TRANSX OF THE SEUER MODEL
IT DRIVES ALL OTHER SUBPROGRAMS AND PERFORMS THE
MODIFIED EULER SOLUTION OF THE MOTION
AND CONTINUITY EQUATIONS
COMMON /BD/ANORM(26»5)»HRNORM(26»5>»TUNORM<26»5>
COMMON/BND/ NFREE»JFREE(25)iNTIDEiJTIDE(25),NGATE»JGATE(25)
COMMON/HYFLOU/ ISU(187)»QTAPE<187,2),JSU(65)»QCARD(65»2)>
1 MATSHt187)»TED»TPfT2»TEfT20»TIMEDrNSTEPSrNINREC
COMMON/FILES/ N5»N6»N21»N22>NPOLL»NLOCAT>QCONViIDATEZ»LOCNOS(100>.
1TRIBA
COMMON/CONTR/ NTCYC»DELTQ»DELT>DELT2»TZERO.ALPHA(40)r
1 NJ»NCfNTCfNTL>ICYC»NJSUfMJSUfTIME»TIME2fAl»A2»A3»A4>A5..A6>A7»U
COMMON/JUNC/Y(187)»YT(187)>NCHAN(137>8)fAS(187)>Z(187),QIN(187>»
1 QOU(187)FQINST(187)»6RELEV(187)fJUN(137)FZCROUN(187)»JSKIP(187)
2 iSUMAL(187)iSUMQU87)iSUMQS<137)iASFULL<187)
COMMON/PIPE/LEN(187)»NJUNC(187,2)>AFULL(187)»AT(187)F
1 Q<187)»V(187)»VT(187)»DŁEP(187)»A(187)iUIDE(187)fRFULL<187)»
2 NKLASS(187)fZP(187»2)»QT(137)»QO<187)»H(187f2)»NCOND<187),
3 ROUGH(187)
COMMON/TRAP/STHETA(200)fSPHI(200)
COMMON/STORE/ NSTORE»JSTORE(20)»ZTOP(20),ASTORE(20)
REAL LEN
TJ COMMON/OUT/ NPRTfIPRT»NHPRT»JPRT(20) .PRTH( 100 i20) »F'RGEL ( 20)»
?} 1 NQPRT»CPRT(20)»PRTV(100»20)fPRTQ(100F20)»IDUM(12)»ICOL(10)>
* 2 LTIME»NPLT»JPLT(20)»YPLT(102»20)fLPLT»KPLT<20)»QPLT(102f20)i
«
-------
TRANSX NTRNJA FORTRAN V.5A(621) /KI/C/L
20-MAY-81
15:57 PAGE 1-1
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C*m*m INITIALIZATION
ICYC=0
LTIME=0
NPTOT=0
NERROR=0
TIME=TZERO
IDATE=IDATEZ
TIHDAY=TZERO/3600,
DO 901 N=1,NC
VMAXX(N)=0,0
QMAXX=0
IVMIN(N)=0
IQHR(N)=0
IQNIN(N)=0
901 CONTINUE
SUMQIN = 0.
VLEFT = 0,
DO 911 J=lfNJ
SUMQS(J)=0,
JCHECK(J)=IND(1)
SURLEN(J)=0,0
DEPMAX(J)=0,0
IDHR(J)=0
IDMIN(J)=0
QOU(J) = 0,
CONTINUE
C
c
C
c
c
911
****** INITIALIZATION FOR DRY WEATHER FLOUS
IS NOU DONE IN INDATA (BEFORE READING INFLOW HYDROGRAPHS)
DO 20 N=1>NTL
QT(N)=Q(N)
AT(N)=0.
IF(N.GT.NTC.OR.QT(N)
NL=NJUNC(N»1)
NH=NJUNC(N,2)
HNL=Y(NL)tZ(NL)
HNH=Y(NH)-t-Z(NH)
EQ.O.) GO TO 20
170
-------
TRANSX NTRNJA FORTRAN V,5A(621> /KI/C/L
20-MAY-81
15557 PAGE 2
00097
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CALL HEADNLfNH»HNL»HNH»QT32
32 TIMDAY=TIMDAY-24.
IDATE=IDATE+1
34 ICYC=ICYCH
ERROR=0.
IT=0
TOL=1.
NSUR=1
C
C***X*m SELECT INPUT HYDROGRAPHS
CALL INFLOW
C
C***X*X«* STORE OLD FLOW VALUES
DO 60 N=1»NTL
60 QO(N)=Q(N)
C
C*J(tXX!)t**!|c INITIALIZE CONTINUITY PARAMETERS
DO 30 J=1»NJ
AS(J)=0.
5UMQ2)»Q(N)fA(N)»V(N)fHRADFANHiANLiRNL»
1TIME»ICYC)
DELQ4=+DELT2*V(N)**2*(ANH-ANL)/LEN(N)
DELQ3=2,*V(N)*(A(N)-AT
-------
TRANSX NTRNJA FORTRAN V.5A<621) /KI/C/L
20-MAY-81
15557 PAGE 2-1
00151
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cm***** CHECK
FOR NORMAL FLOU
,GT, ZCROUN(ND)
DELH=H(N»1)-H(N»2)
DELZP=ZP(N»1)-ZP(N»2)
60 TO 101
IF(QT(N)»LE.O.) GO TO 101
IF(DELH-DELZP) 100»101»101
100 QNORH=SQRT<32,2*
SUMQ
SUMQS(NL)=SUMQS(NL)-QT(N)
SUMAL(NL)=SUMAL(NL)+DQDH
SUMQ(NH)=SUMQ(NHH0.5*(GT(N)+GOiDGDH
120 CONTINUE
C
C******** SET HALF STEP OUTFLOWS AND INTERNAL TRANSFERS
CALL BOUND(YiYT»QT»TINE2iDELT2iIT)
N1=NTCH
DO 130 N=NlfNTL
NL=NJUNC(N»1)
SUMQ
-------
TRANSX NTRNJA FORTRAN V,5A(621) /KI/C/L
20-MAY-81
15:57 PAGE 2-2
00207
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C APPLY 1/2 OF COMPUTED CORRECTION
260 DENOM=SUMAL(J)
CORR=0.50
Cm* DECREASE -THE HEAD CORRECTION FACTOR FOR UPSTREAM TERMINAL JUNCTIONS
IF(NCHAN(J,2).EQ,0) CORR=0.30
YT (J) =Y (J) 4-CORRtSUMQS (J)/DENOM
IF((YT(J)+ZU)).GT.GRELEV(J>) YT(J)=GRELEV
SUMQS(J)=QIN(J)
SUMAL(J)=0.
CONTINUE
280
290
320
330
333
335
AREA.
FLOW
RADIUS J VELOCITY
C******** HALF-STEP
FULL-STEP
ERROR=0,
DO 360 N=1»NTC
NL=NJUNC(N»1)
NH=NJUNC(N»2)
C**** CHECK WHETHER SURCHARGE ITERATIONS OCCURRING
IF(IT) 335.335*333
IF(JCHECK(NH),EQ,IND(2))
IF(JCHECK(NL).NE,IND(2))
H(N»1)=YT(NL)+Z(NL)
H(N.2)=YT(NH)+Z(NH)
CALL HEAD(N.NL.NH»H(N>1)>H(N.2).QT(N)»AT(N)>VT(N).HRAD.ANH.AML.
1RNL.TIME.ICYC)
GO
GO
TO
TO
335
360
DELQ4=tDELT*VT(N)**2*(ANH-ANL)/LEN(N>
DELQ3=4,*VT(N)*(AT(N)-A(N))
DELQ2=-(DELT*32.2«H
-------
TRANSX NTRNJA FORTRAN V,5A<621) /KI/C/L
9A-
O-MAY-81
15J57 PAGE 2-3
00262
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00310
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DELH=H(N,1)-H(N»2)
DELZP=ZP(N>1)-ZP(N>2>
IF(Q(N).LE.O.) GO TO 341
IF(DELH-DELZP) 340»341/341
340 QNORM=SQRT(32.2*
Q(N)=QNORH
cm***** COMPUTE CONTINUITY PARAMETERS
341 BQDH=1./(1,-AKON)*32,2*DELT*AT(N)/LEN(N)
SUMQ(NL)=SUMQ(NL)-0,5*(Q(N)fGO-!-0.5*(a(NHaO(N»
SUMQS +DQDH
360 CONTINUE
C
C******** SET FULL STEP OUTFLOWS AND INTERNAL TRANSFERS
CALL BOUND(YTfY»Q»TIME;DELT»IT)
N1=NTCH
DO 370 N=NliNTL
C******** DO NOT ALLOW FLOW REVERSAL IN ONE TIME STEP
DIRQT=SIGN<1.»QT
DIRQ=SI6N(l.fQ(N»
IF(DIRQT/DIRQ ,LT. 0.) Q(N)=0.001*DIRQ
NL=NJUNC(N>1)
SUMQ(NL)=SUMQ
-------
TRANSX NTRNJA FORTRAN V,5A<621) /KI/C/L
20-MAY-81
15157 PAGE 2-4
00318
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00364
00365
00366
00367
00368
00369
00370
00371
00372
00373
C VALUE OF 'ASFULL'
ASFULL(J) = AS(J)
GO TO 560
C
Cm***** ADJUST HEAD AT SURCHARGED JUNCTIONS
C» »»»»»« .APPLY 1/2 OF COMPUTED CORRECTION
500 DENOM=SUMAL(J)
IF(YT(J).LTa,25*YCROWN) DENOM=SUMAL< J>+< ASFULL( J)/DELT-SUMAL< J) )
*EXP(-15.*(YT(J)-YCROUN)/YCROUN)
CORR=1.00
C**** DECREASE THE HEAD CORRECTION FACTOR FOR UPSTREAM TERMINAL
IF(NCHAN(Jf2).EQ,0> CORR=0,60
Y(J)=YT(J)+CORR*SUMQS(J)/DENOM
IF«Y(J)+Z(J)).GT,GRELEV(J» Y( J)=GRELEV< J)-Z( J)
IF(Y(J),LT,YCROUN) Y( J)=YCROUN-0,001
JCHECK(J)=IND(2)
C**** COMPUTE SURCHARGE FLOW ERROR IN JUNCTIONS NOT FLOODED
IF«Y(J)+Z(J)).LT.GRELEV562»564
C**** INITIALIZE FOR NEXT ITERATION
562 DO 563 J=1,NJ
IF(JCHECKU).EQ.INDd)) GO TO 563
YT(J)=Y(J)
SUMQ(J)=QIN(J)
SUMQS(J)=QIN(J)
SUMAL(J)=0.
563 CONTINUE
GO TO 330
564 IT=IT-1
C
C*X****** COMPUTE CONTINUITY PARAMETERS
C
565 DO 950 J=1»NJ
SUMQIN = SUMQIN + QINUXDELT
IF(Y(J),EQ.6RELEV(J)-Z(J)> QOU(J)=QOU(J)+SUMQS(J)*DELT
950 CONTINUE
NL = NTC + 1
•"C******** SYSTEM OUTFLOUS
1=0
DO 960 N=NL»NTL
J=NJUNC(N»1)
IF(NJUNC(Nf2),NE,0) GO TO 960
QOU(J)=QOU(JHQ(N)*DELT
1 = 1 + 1
QOUT(I)=Q(N)
960 CONTINUE
C
JUNCTIONS
C******** WRITE HYDRAULIC DATA FOR INPUT TO QUALITY TRANSPORT MODEL
DUM=0.
NHOUR=TIME/3600.
IF(N22,GT.O) URITE(N22) NHOURi IDATEi TIMDAYr
(«CUT(N)iDUMiN=l»NLOCAT)
175
-------
TRANSX NTRNJA FORTRAN V.5A<621) /KI/C/L
20-MAY-81
15557 PAGE 2-5
00374
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•00382
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00429
C«mm CHECK FOR MAXIMUM FLOU AND VELOCITY IN CONDUITS
TMIN=
FORMATdXf
*' MINS//)
GO TO 569
568 URITE(N6»1500)ICYC»NHOUR»TMIN»ERROR»IT
1500 FORMAT(1X» 'CYCLE ' » I5f 6X» 'TIME '»I4»' HRS - '»F5,2>
*' MIN FLOU DIFFERENTIAL IN SURCHARGED AREA=',F6,2>
*'CFS ITERATIONS REQUIRED=' r 12 t //)
569 URITE(N6»1501)
1501 FORMAT(1X> 'JUNCTIONS / DEPTHS '»/)
URITE(N6fl502)((JUN(J)»Y(J)fJCHECK(J))»J=l»NJ)
1502 FORMAT(2X»I5F'/'fF7.2»Al,7(2X>I5»'/'»F7,2,Al)/)
URITE(N6»1503)
FORMAT(/»1X, 'CONDUITS / FLOWS '»/)
WRITE(N6»1502)((NCOND(N),Q(N)»ICHECK(N))fN=l»NTL)
FORMAT(/»64(2H- )i//>
CONTINUE
IF(ICYC-NSTART) 640>580»580
NSTART=NSTART-HNTER
LTIME=LTIME+1
STORE HGL FOR PRINTOUT
DO 600 I=liNHPRT
J=JPRT(I)
1503
1504
570
580
176
-------
TRANSX NTRNJA FORTRAN V.5A<621) /KI/C/L
20-MAY-81
15J57 PAGE 2-6
00430
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00477
00478
00479
00480
YMAX=ZCROUN(J)-Z(J)
PRTY(LTIME»I)=AMIN1(Y(J)»YMAX)
600 PRTH(LTIMEfI)=Y(J)+Z(J)
Ctmmt STORE FLOW * VELOCITY FOR PRINTOUT
DO 620 I=1»NQPRT
L=CPRT(I)
NL=NJUNC
700 IF(LPLT) 760»760f720
720 DO 740 N=1»LPLT
L=KPLT(N)
740 QF'LT(NPTOT»N)=Q(L)
760 CONTINUE
C******** COMPUTE WATER VOLUME LEFT IN STORAGE
IF(NSTORE.EQ.O) GO TO 801
DO 800 I=1,NSTORE
J=JSTORE(I)
800 VLEFT=VLEFT-WJ)*ASTORE(J)
801 CONTINUE
DO 810 N=1>NC
NL = NJUNC(N»1)
NH = NJUNC(N>2>
C**** VOLUME REMAINING IN CONDUIT WITH TIDE GATE NOT INCLUDED IN VLEFT
IF(NGATE) 807,807»803
803 DO 805 I=1>NGATE
IF(JGATE(I).EQ.NH,OR,JGATE(I),EQ»NL) GO TO 810
805 CONTINUE
• 807 HI = Y(NL) t Z(NL)
H2 = Y(NH) + Z(NH)
CALL HEAD(N»NL>NH>Hl>H2>Q(N)»A(N)rV(N)»HRADrANH>ANL>
*RNL»TIMEfICYC)
VLEFT = VLEFT t 0.5*(ANH
810 CONTINUE
PRINT * PLOT OUTPUT
CALL OUTPUT
STOP
END
ANL)*LEN(N)
177
-------
MAIN. NTRNJA FORTRAN V.5AU21) /KI/C/L
20-MAY-81
15157 PAGE 1
DATA
COMMON /BD/ANORM(26f5),HRNORM<26,5),TUNORM<26,5)
~ /LAB/ TITLE(40),XLAB<11),YLAB<6)»HORIZ(5),VERT(6)
Cm***** NORMALIZED CROSS-SECTIONAL AREA
ANORM/
.0000,.0134,.0374»,0680,.1033,,1423f.1845,.2292i,2759,.3242,
3736,.4237,.4745,.5255,.5763,.6264,,6758f.7241,,7708,.8154,
8576,.8967,,9320,.9626,.9866,1,000,
0000,,0400,.0800,.1200,.1600,.2000,.2400* ,2800* .3200,,3600i
4000,.4400,.4800,.5200,.5600,.6000,,6400,.6800,.7200».7600,
,.8400,.8800,.9200,.9600,1.000,
0000,.0181».05Q8».0908,.1326,,1757,.2201»,2655,.3118,.3587»
4064,,4542,.5023,.5506,,5987,.6462,.6931,.7387*,7829,,8253,
8652».9022,.9356,,9645».9873,1,000,
0000,.0150,,0400,.0550,.0850,.1200,.1555,.1900,,2250,.2750,
3200,.3700, ,4200,.4700,.5150,.5700,.6200,.6800,,7300,.7800,
8350,.8850,,9250,,9550,.9800,1.000,
0000,.0173,.0457,.0828,,1271,.1765,.2270,,2775,,3280,.3780,
4270,.4765,,5260,,5740,,6220,,6690,.7160,,7610,.8030,,8390,
.8770,,9110,,9410,,9680,,9880,l.OOO/
00001
00002
00003
00004
00005
00006
00007 •
00008
00009
00010
00011
00012
00013
00014
00015
00016
00017
00013
00019
00020
00021
00022
00023
00024
00025
00026
00027
00028
00029
00030
00031
00032
00033
00034
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00036
00037
00038
00039
00040
00041
00042
00043
00044
00045
00046
00047
00048
00049
00050
00051
00052
00053
00054
00055
00056
C
C
BIO
COM!
COM
c********
C
DAT
1 .0'
2 .3
3 ,8!
4 .0
5 .4'
6 .81
7 .Oi
8 .4
9 .8,
1 .0
2 .3:
3.. Si
4 .0
5 .4:
6 .3
C********
c*****x*x
c
c
DATi
1 ,0
2 .8;
3 i.:
4 .0'
5 .4'
6 .81
7 .0:
8 .81
9 1.:
1 .0
2 ,7<
3 1,
4 .0:
5 .8:
6 i.:
c********
DATi
1 ,3<
2 .9:
3 ,8(
4 l.i
5 l.(
6 1,<
7 ,5!
3 .9;
9 ,3(
1 .2'
2 ,8<
NORMALIZED HYDRAULIC RADIUS
SECOND SHAPE IS RECTANGULAR - BUT DO NOT
A GENERAL RECTANGULAR HYDRAULIC RADIUS
HRNORM/
USE - CANNOT NORMALIZ
,0100,,1048,.2052,,3016,.3944,.4824,.5664,.6456,,7204,.7912,
.8568,.9176,.9736,1.024,1.070,1.110,1.144,1.174,1.194,1.210,
1.217,1.215,1,203,1.178,1.132,1.000,
.0000, ,0400,.0800,,1200,.1600,.2000,.2400,.2800,.3200,.3600,
.4000, ,4400,,4800,,5200,,5600,.6000,,6400,,6800,.7200,,7600,
.8000,.8400,.8800,.9200,,9600,1,000,
,0100,,1040,.2065,.3243,.4322,.5284,.6147,.6927,.7636,,8268,
.8873,. 9417,.9905,1.036,1.077,1,113,1.143,1,169,1,189,1,202,
1,208,1.206,1.195,1,170,1.126,1.000,
.0100,.0970,.2160,.3020,.3860,.4650,,5360,.6110,,6760,.7350,
,7910,.8540,.9040,.9410,1.008,1,045,1,076,1.115,1,146,1,162,
1,186,1,193,1,136,1,162,1.107,1.000,
.0100,.0952,,1890,,2730,,3690,.4630,,5600,,6530,,7430,,8220,
.3830,, 9490,.9990,1.055,1,095,1,141,1,161,1.188,1.206,1.206,
1.206,1.205,1,196,1,163,1.127,l.OOO/
NORMALIZED SURFACE WIDTH
TUNORM/
.3919,,3919,,5426,.6499,,7332,.8000,.8542,.8980,.9330,,9600,
.9798,.9928,.9992,.9992,.9928,.9798,.9600,.9330, .8980, ,8542,
.8000,.7332,.6499,.5426,,3919,.3919,
1.000,1.000,1.000,1.000,1,000,1.000,1.000,1,000,1,000,1,000,
1.000,1,000,1,000,1.000,1,000,1.000,1,000,1.000,1,000,1,000,
1,000,1.000,1,000,1.000,1,000,1,000,
,5873,,5878,,8772;,8900,,9023,,9156,,9284,,9412,,9540,,9663,
,9798,.9923,,9992,.9992,.9928,.9793,,9600,,9330,.3980,,3542,
,3000,,7332,,6499,.5426,,3919,,3919,
,2980, .2980,,4330,.5080?.5320,,6420,,6960,,7460,.7910, ,8360,
2 .3660,,3960,,9260,,9560,,9700,,9850,1,000,,9850,,9700,,9400,
178
-------
.BLOCK NTRNJA FORTRAN V.5A<621) /KI/C/L
20-KAY-81
15J57 PAGE 1-1
00057
00058
00059
00060
00061
00062
00063
00064
C
C
3 .8960>.8360i.7640».6420i.3100».3100»
4 ,4900»,4900>.6670».8200».9300»1,000»1,000»1.000*.9970r.99401
5 ,9880»,9820»,9670*,9480*,9280».9040».8740».8420.,7980..7500»
6 .6970»,6370r.5670f.4670»,3420».34207
DATA
END
VERT
/4HJUNC»4HTION»4HUATR»4H SUR»4HELEV»4H(FT)/
179
-------
BOUND NTRNJA FORTRAN V.5A<621) /KI/C/L
20-MAY-81
15:57 PAGE 1
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C
C
c
c
c
c
c
c****
105
SUBROUTINE BOUNDfYDEPfYDEPTfQP»T»DT»IT)
THIS SUBROUTINE COMPUTES THE LINK FLOW 'QP(LINK)' FOR
EACH EXTERNAL * INTERNAL NODE TO NODE TRANSFER
COMMON /BD/ANORM(26f5)»HRNORM<26t5)»TUNORM<26>5)
COMMON/TRAP/STHETA(200)fSPHI(200)
COMMON/FILES/ N5»N6»N21»N22»NPOLL»NLOCAT»QCONV»IDATEZ»LOCNOS(100)»
1TRIBA
COMMON/CONTR/ NTCYC»DELTQ»DELT»DELT2»TZERO»ALPHA(40),
1 NJ,NC»NTC»NTLfICYC»NJSU>MJSU»TIME»TIME2»Al»A2»A3»A4»A5,A6fA7»U
COMMON/JUNC/Y(187)»YT(187)»NCHAN(187r8)fASU87)>Z(187)»QIN<187)>
1 QOU(187),QINST(187)»GRELEV(187)»JUN(187)»ZCROUN(187)fJSKIP(187)
2 >SUMAL(187)»SUMO<187)>SUMQS(187),ASFULL(187)
COMMON/PIPE/LEN<187)>NJUNC(187»2)>AFULL(187>fAT(187)i
1 G<187>rV(187)>VT(187)>DEEP<187)»AU87)>UIDE(187)fRFULL(187)>
2 NKLASS<187)iZP<187i2)»QT(187)»QO<187)»H(137»2)»NCOND<187)i
3 ROUGH(187)
REAL LEN
DIMENSION YDEP(187),YDEFT(187)»QP(187)
COMMON/STORE/ NSTORE,JSTORE(20),ZTOP(20),ASTORE(20)
COMMON/ORF/ NORIF>LORIF(60)»AORIF(60)»CORIF(60)
COMMON/UEIR/ NWEIR»LUEIR(60),KUEIR(60)»YTOP(60)»YCREST(60)»
2 ULEN(60)»COEF(60)»COEFS(60)
COMMON/PUMP/ NPUMP>LPUMP(20)»PRATEC20>3)>VRATE(20>3>»VWELL(20>>
1 JPFUL(20)fIPTYP(20)
COMMON/BND/ NFREE»JFREE(25),NTIDE»JTIDE<25)rNGATErJGATE(25>
CHECK UHETHER SURCHARGE
IF(IT)105rl05»200
HTIDE=-9999.
EXECUTION
ITERATIONS OCCURRING
C
C
C******** COMPUTE NEU ELEVATION OF TIDE
GO TO (110flO?»108fl08)» NTIDE
108 HTIDE=AHA2*SIN(U*T)tA3*SIN(2,*W*T)+A4*SIN(3.*U*T)
1 +A5*COS(U*T)fA6*COS(2.*U*T)-l-A7*COS<3,*U*T)
IF(MOD(ICYC»30).EQ,0) URITE(N6f1234) ICYC»HTIDE
1234 FORMATC CYCLESI5,' HTIDE=',F10.2)
109
110
GO TO 110
HTIDE=A1
CONTINUE
C******#* ASSIGN SURFACE AREA TO STORAGE JUNCTIONS
IF (NSTORE) H6ill6tll2
112 DO 114 I=lfNSTORE
J = JSTORE(I)
AS(J) = AS(J) + ASTORE(I)
114 CONTINUE
180
-------
BOUND NTRNJA FORTRAN V,5A<621> /KI/C/L
20-MAY-81
15557 PAGE 1-1
00057
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00033
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00102
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00106
00107
00103
00109
00110
00111
00112
116
C
C****:
C
120
180
C
C*X*«:
200
220
C****
240
260
C****
280
300
C#***
310
C****
320
340
C****
360
C**#*
CONTINUE
COMPUTE HEAD AT JUNCTIONS UITH
DEPTH IS BELOW JUNCTION INVERT
SUMP ORIFICES UHERE
IF(NORIF)200»200»120
DO 180 I=1»NORIF
LINK=LORIF(I>
J1=NJUNC(LINK»1)
JSKIP(J1)=0
IF(NKLASS(LINK) .EQ. 7 .OR. YDEP(Jl) ,GT, 0.) GO TO 180
JSKIP(J1)=1
YNL=0.96*DEEP(LINKmDEP(Jl>
CALL HYDRAD(LINK»NKLASS(LINK)fYNL»RNL>ANL»BNL>
YDEPT(Jl>=Y1)
J2=NJUNC(LINK»2)
Y1=YDEP(J1)
IFU2) 240>240»260
Y2=AMAX1((HTIDE-Z(J1)),YCREST(I»
HEADU=Y1-YCREST(I)
IF(HEADW) 480r480>320
Y2=YDEP(J2)
HEADU=AMAX1(Y1»Y2)-YCREST(I)
IF(HEADU) 480»480f280
CHECK FOR BACKFLOW
IF(Y1-Y2) 300>320»320
DIR=-1.
Y1=Y2
Y2=YDEP(J1)
J1=J2
J2=NJUNC(LINK»1)
CHECK WHETHER SURCHARGE ITERATIONS OCCURRING
IF(IT)320»320»310
IF(Y1.6T.0.96* GO TO 320
IF(Y2.LT.0.96*(ZCROUN(J2)-Z(J2))) GO TO 560
CHECK FOR SURCHARGE
IF(Yl.GT.YTOPd)) GO TO 440
IF(DIR) 380»340»340
IF(KUEIR(I)-3) 380f360»360
WK 13 A FUNCTION OF APPROACH VELOCITY FOR SIDEFLOU UEIRS
UK=COEF(I)
V2=0,0
POUER=1.67
WEIR DISCHARGE
181
-------
BOUND NTRNJA FORTRAN V.5A<621) /KI/C/L
20-MAY-81
15:57 PAGE 1-2
00113 380 QWEIR=WK*WLENX(HEADUIV2/64,4)**POWER- GO TO 480
00119 VEL1=COEF GO TO 421
00131 IF(RATIO,LE»0.75) GO TO 422
00132 IF(RATIO.LE,0.85> GO TO 423
00133 IF
-------
BOUND NTRNJA FORTRAN V,5A(621) /KI/C/L
20-MAY-81
15557 PAGE 1-3
00169
00170
00171
00172
00173
00174
00175
00176
00177
00178
00179
00180
00181
00182
00183
00184
00185
00186
00187
00188
00139
00190
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00193
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00211
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00215
00216
00217
00218
00219
00220
00221
00222
00223
00224
QINJ=QP(N)
JUP=NJUNC(N»1)
IF(JUP.NE.Jl) GO TO 711
JUP=NJUNC(N»2)
QINJ=-QP(N)
C*«* CHECK UHETHER SURCHARGE ITERATIONS OCCURING
711 IF(IT)
712 IF(V
[F(YUUP)~;GT;o.96*882»885
882 QINJ=0,
DO 883 K=l,8
183
-------
TECHNICAL REPORT DATA
(Please read laarucriont on the reverse before completing
I. REPORT NO.
3. RECIPIENT'S ACCESSIOr*NO.
•». TITLŁ AMD SUBTITLE
Stormwater Management Model User's Manual Version III
Addendum I EXTRAN
S. REPORT DATE
6. PERFORMING ORGANIZATION COOE
7. AUTHORIS1
Larry A. Roesner, Robert P. Shubinski, John A. Aldrich
8. PERFORMING ORGANIZATION REPORT NO.
9. PERFORMING ORGANIZATION NAME AND ADDRESS
Camp Dresser & McKee, Inc.
Water Resources Division
7620 Little River Turnpike
Amadale, VA 22003
1O. PROGRAM ELEMENT MO.
11. CONTHACT/GflANT NO.
EPA Cooperative Agreement
No. CR805664
12. SPONSORING AGENCY NAME AND ADDRESS
Municipal Environmental Research Laboratory
Office of Research and Development
U.S. Environmental Proteciton Agency
Cincinnati, OH 45268
13. TYPE OF REPORT AND PERIOD COVERED
Final. 2/79 - 8/81
14. SPONSORING AGENCY CODE
EPA/600/14
15. SUPPLEMENTARY NOTES
Project Officer: Douglas C. Ammon, 513/684-7635, FTS 684-7635
16. ABSTRACT
This report contains the documentation and user's manual for the Extended
Transport (EXTRAN) Block of the Storm Water Management Model (SWMM). EXTRAN is a
dynamic flow routing model used to compute backwater profiles in open channel
and/or closed conduit systems experiencing unsteady flow. It represents the
drainage system as links and nodes, allowing parallel or looped pipe networks;
weirs, orifices, and pumps; and system surcharges to be simulated. EXTRAN is used
most efficiently if it is only applied to those parts of the drainage system which
cannot be simulated accurately by simpler, less costly models.
The EXTRAN manual is designed to give the user complete information on
executing of the model both as a block of the SWMM package and as an independent
model. Formulation of the input data is discussed in detail and demonstrated by
seven example problems. Typical computer output is also discussed. Problem areas
which the user may confront are described, as well as the theory on which the EXTRAN
model rests. The manual concludes with a comprehensive discussion of the EXTRAN
code.
KEY WORDS AND DOCUMENT ANALYSIS
DESCRIPTORS
b.lOENTIFIERS/OPEN ENDED TERMS Ic. COSATI Field/Croud
Water pollution, Combined sewers,
quality, Mathematical models
Water
Storm Drainage, Flood
Routing, Computer Modelinc
Hydraulic Systems,
Gradually Varied Flow
13B
'.3. JISTnlBUTION STATEMENT
Release to public
19. SECURITY CLASS (Thtt Keponi
Unclassified
21. NC. OF PAGES
J20. SECURITY CLASS ITHis pa?e> [32. PRICE
! Unclassified i
Farm Z2ZO-1 (9-73)
-------
BOUND NTRNJA FORTRAN V.5A(621) /KI/C/L
20-MAY-81
15557 PAGE 1-4
00225 N=NCHAN(J1,K)
00226 IF(N.GT.NC) 60 TO 884
00227 IF(NJUNCCN,2).EQ.J1) QINJ=QINJ+QP(N)
00228 883 CONTINUE
00229 884 QOUT=QINJ
00230 GO TO 888
00231 C**m* SET PUMP RATE
00232 885 QOUT = PRATE(I»1)
00233 IF(YDEP QOUT = PRATE(I,3>
00235 888 QP(LINK) = QOUT
00236 900 CONTINUE
00237 C
00238 C******** SET DEPTH AT FREE OUTFALL * TIDAL NODES (ONE PIPE/NODE)
00239 920 IF(NFREE) 980*980,940
00240 940 DO 960 I=1,NFREE
00241 J=JFREE(I)
00242 N=NCHAN(J»1)
00243 LINK=NCHANU,2)
00244 QP(LINK)=QP(N)
00245 C..,. CHECK FOR OUTFALL PIPE ON AN ADVERSE SLOPE
00246 IF(NJUNC»YCRIT, YNORM,TIME» ICYC)
00248 YDEPT(J)=AMIN1(YCRIT,YNORM)
00249 C******** CHECK FOR FULL PIPE OR SURCHARGE
00250 IF(YDEPT(J).GT.DEEP(N)) YDEPT(J)=DEEP(N)
00251 Cm***** CHECK FOR TIDAL INFLUENCE
00252 IF«YDEPT(J)+Z(J)),LT,HTIDE) YDEPT(J)=HTIDE-Z(J)
00253 960 CONTINUE
00254 C
00255 C*X****** SET DEPTH AT TIDE GATE OR CLOSE GATE
00256 930 IF(NGATE) 1080»1030r1000
00257 1000 DO 1060 I=1,NGATE
00258 J=JGATE(I)
00259 N=NCHAN(J,1)
00260 LINK=NCHAN(J»2)
00261 QP(LINK)=QP(N)
00262 C**** CHECK FOR OUTFALL PIPE ON AN ADVERSE SLOPE
00263 JUP=1
00264 JDN=2
00265 IF(NJUNC(N»2).EQ.J) GO TO 1010
00266 QP(LINK)=-QP(LINK)
00267 JUP=2
00268 JDN=1
00269 1010 IF(H(N»JUP)-HTIDE) 1020,1020,1030
00270 C******** GATE CLOSED
00271 1020 YDEPT(J)=H(N,JUP)-Z(J)
00272 QP(LINK)=0.0
00273 IFYCRITiYNORMf TIME» ICYC)
00277 YDEPT(J)=AMINKYCRITfYNORM)
00278 C******** CHECK FOR FULL PIPE OR SURCHARGE
00279 IF(YDEPT(J),GT.DEEP(N)) YDEPT(J)=DEEP(N)
00280 C******** CHECK FOR TIDE ELEVATION
184
-------
BOUND NTRNJA FORTRAN V,5A<621) /KI/C/L 20-MAY-81 15:57 PAGE 1-5
00281 IF«YDEPT
-------
CURVE NTRNJA FORTRAN V,5A(621) /KI/C/L
20-MAY-81
15157 PAGE 1
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C
c
C
c
c
c
c
c
c
c
c
c
SUBROUTINE CURVE(X»YFNPT»NCV»NPLOT)
COMMON/FILES/ N5iN6»N21»N22»NPOLL»NLOCAT»QCONV»IDATEZ»LOCNOS(100),
1TRIBA
DIMENSION X(202»5)»Y(202»5)fNPT<5>
l»DUMX(4)rDUMY(4>
COMMON/LAB/ALPHA(40)fXLAB(ll)»YLAB<6)»HORIZ(5)fVERT<6)
SET UP X AND Y SCALES
100
120
140
160
XMAX = -1.0E30
XMIN = 1.0E30
YMAX = -1.0E30
YMIN = 1.0E30
DO 100 K = 1» NCV
N = NPT(K)
DO 100 J = 1» N
IF( X(JfK) ,GT, XMAX ) XMAX
IF( X(J»K) .LT, XMIN ) XMIN
IF( Y(JfK) ,GT. YMAX ) YMAX
IF( Y(J»K) .LT, YMIN ) YMIN
CONTINUE
DUMX(l) = XMIN
DUMXC2) = XMAX
CALL SCALE(DUMX»10,0»2»1)
DUMY(l) = YMIN
DUMY<2) = YMAX
CALL SCALE (DUMY»4.0f 2» 1 )
DO 120 K = IF NCV
N = NPT(K)
X(N+1»K) = DUMX(3)
X(N+2rK) = DUMX(4)
Y(N-HfK) = DUMY(3)
Y(N+2»K) = DUMY(4)
CONTINUE
= X(J»K)
= X(J»K)
= Y(J»K)
= Y(J»K)
FORM X LABELS AND FACTORS
XMIN= DUMX(3)
DELTX= DUMX(4)
XLAB(1)=XMIN
DO 140 I=l»10
XLAB(II1)=XLAB(I)IDELTX
XSCAL=100,/(XLAB<11)-XMIN)
YMIN= DUMY(3)
DELTY= DUMY(4)
YLAB(5)=YMIN
DO 160 I=l»4
YLAB(5-I)=YLAB(6-I)+DELTY
YSCAL=40./(YLAB(1)-YMIN)
NCD=100
FORM Y LABELS AND FACTORS
INITIALIZE PLOT OUTLINE
186
-------
CURVE NTRNJA FORTRAN V.5A(621) /KI/C/L
20-MAY-81
15557 PAGE 1-1
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00084
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00086
C
C
C
C
C
C
C
C
C
CALL PPLOT(0»OfNCDrNPLOT)
K = 1
00 240 L=1»NCV
IF(NPT(L),EQ.O) GO TO 220
XO=XSCAL*(X(lrL)-XMIN)
YO=YSCAL*(Y(1,L)-YMIN>
NPOINT = NPT(L)
DO 180 N = 2»NPOINT
XT = XSCAL*(X(N»L) - XMIN)
YT = YSCAL*(Y(NfL) - YMIN)
CALL PINE(XO»YO»XT»YT»K,NPLOT>
XO = XT
YO = YT
180 CONTINUE
200 CONTINUE
220 K = K f 1
240 CONTINUE
NC=99
CALL PPLOT(0,0»NC,NPLOT)
RETURN
END
DRAM IN EACH CURVE
JOINING XO YO AND XT YT
OUTPUT FINAL PLOT
187
-------
DEPTH NTRNJA FORTRAN V,5A(621) /KI/C/L
20-MAY-81
15J57 PAGE 1
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00055
00056
C
C
C
C
C
C
C
C
C:
C:
C
C:
C
0
C
CJ
SUBROUTINE DŁPTHX(N»KLASSfQPOrYC»YNORMiTIMEiICYC)
THIS SUBROUTINE FINDS THE CRITICAL DEPTH
AND THE NORMAL DEPTH CORRESPONDING TO THE FLOU QP
COMHON /BD/ANORH(26»5>rHRNORM<26»5>»THNORH<26»5>
COMMON/FILES/ N5»N6»N21»N22»NPOLL»NLOCAT,QCONV»IDATEZ»LOCNOS(100)»
1TRIBA
COMMON/PIPE/LEN<187>fNJUNC<187f2)>AFULL(187)»ATU87>f
1 Q<187),V(187)fVT(187)fDEEP<187)fA(187)fyiDE(187)fRFULL<187)»
2 NKLASS<187),ZPU87»2)»QT(187)»QO<187),H<187»2)rNCOND(187>,
3 ROUGH(187)
COMMON/TRAP/STHETA(200)»SPHI<200>
DIMENSION KCRITU87)
REAL LEN
EXECUTION
QP=ABS(QPO)
YC=0.
YNORM=0.
IF(QP,LE,0.) RETURN
NDIM=187
NTYPE=KLASS
IF(NTYPE,EQ,6) GO TO 640
C******** SPECIFY NTYPE FOR ORIFICES
IF
-------
DEPTH NTRNJA FORTRAN V,5A(621) /KI/C/L
20-MAY-81
15:57 PAGE 1-1
00057 QNORM=SQRT(32.2*(ZP+SPHKNmUIDE(N)
00077 AREA=0.5*YI*645»645
00080 645 DELTA=(QP-QCO)/(QC-QCO)
00081 YC=0,04*(FLOAT(I-2HDELTA)*DEEP**2,)tSGRT(l.+SPHI(N)**2.)
00092 DO 680 1=2/26
00093 YI=0,04*FLOAT(I-1)*DEEP(N)
00094 AREA=YI*
-------
HEAD
NTRNJA FORTRAN V»5A<621) /KI/C/L
20-MAY-81
15:57 PAGE 1
00001
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C
C
C
C
C
C
C
C
C
C
C-1
C*
CD
C!l
C*
C*
C
C*
SUBROUTINE
ITIMEflCYC)
HEAD(N»NL»NHrHEADlfHEAD2»GP»AREAfVEL»HRADfANHfANL»RNLi
THIS SUBROUTINE
IT ALSO ASSIGNS
SURFACE AREA IS
CONVERTS NODAL DEPTHS TO PIPE DEPTHS
SURFACE AREAS TO THE PROPER NODES
NOT ASSIGNED TO ORIFICE OR WEIR LINKS
COMMON /BD/ANORM(26»5)»HRNORM(26f5)>TUNORM(26»5)
COMMON/FILES/ N5»N6»N21»N22»NPOLL»NLOCATfQCONVrIDATEZ»LOCNOS<100)
1TRIBA
COMMON/TRAP/STHETA(200),SPHI<200)
CO«MON/JUNC/Y(187)»YT(187)fNCHAN(137»8)fAS(187)»Z(187)»QIN(lS7)T
1 QOU(187)»QINST(187),GRELEV(187),JUN(187)»ZCROWN(187)»JSKIP(187)
2 >SUMAL(187),SUMQ<187>f3UMQS(187)fASFULL(137)
COMMON/PIPE/LEN<187)iNJUNC(187»2)»AFULL<187)»AT<187)»
1 Q(187)»V(187)»VT(187)fDEEP<187)>A2)
20
25
cxmm* CHECK FOR DRY PIPE
IF(YNL,LE,O..AND.YNH,LE,0.) GO TO 220
IF(YNL)10>10»20
C******** YNL.LE.Of YNH..GT.O (CRIT OR NORM UPSTRM OR STORAGE DUNSTRM)
10 IF(HEAD2-ZP(Nfl)> 240>15»15
15 IF(ZF(Nrl),LE,Z(ND) GO TO 160
CALL DEPTH(N»NKLASS(N)rQPfYC»YNORM»TIMEiICYC)
GO TO 200
YNH LE 0» YNL GT 0» CRITICAL OR NORM DOWNSTREAM
IF(YNH) 25f25>30
IF(2P(Nf2)vLE.Z(NH)> GO TO 160
CALL DEPTHSNfNKLASS(N)»QPfYC»YNORMiTIME»ICYC)
Y2=AMINl(Yt»YNORM)
GO TO 130
C******** YNL AND YNH GT 0
30 IF(QP) 35r50f50
ADVERSE FLOW
IFYNORM)
IF(Y2-YNH) 120»120>180
IF(YNH-AMAX1(YC»YNORM» H0»140. 160
FASNH= < YNH- Y2)/ABS>:r NORM- YC)
GO TO 165
35
40
50
55
120
140
C******** NORMAL SITUATION' HALF SURFACE AREA AT EACH END
190
-------
HEAD
NTRNJA FORTRAN V.5A(621> /KI/C/L
20-MAY-81
15:57 PAGE 1-1
00057
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00109
00110
00111
00112
160 FASNH=1.0
165 YHID=0.5*(YNL+YNH)
IF (YMID.LE.0,0) Y«ID=0.0
CALL HYDRAD(N»NKLASS(N),YNL»RNL>ANLrBNL>
CALL HYDRAD(N»NKLASS(N),YMID»RMID»AHID>BMID)
CALL HYDRAD(N>NKLASS »YNH>RNH»ANH»BNH)
IF(NKLASS(N).GT. 6) GO TO 260
AS(NL)=AS(NLHO,25*(BNL+BMID)*LEN
YMID=0.5*(YNL+YNH)
IF (YMID.LE.0,0) YMID=0,0
CALL HYDRAD
CALL HYDRAD(N»NKLASS(N)»YHID»RMIDiAMIDiBMID)
CALL HYDRAD(N»NKLASS(N)iYNHiRNH»ANH»BNH)
IF(NKLASS(N).GT. 6) GO TO 260
AS(NL)=AS(NL)f0.25*(BNL+BHID)*LEN(N)
GO TO 260
C
Cm***** CRITICAL SECTION UPSTREAM' SURFACE AREA DOWNSTREAM
200 HEAD1=YC+ZP=AS
-------
HEAD NTRNJA FORTRAN V.5A<621> /KI/C/L 20-HAY-31 15557 PAGE 1-2
00113 YNL=0,
00114 YMID=HEAD2-0,5*(ZP(N»mZP(N»2»
00115 IF(YMID,LT.O.) YMIB=0.
00116 CALL HYDRAD(N»NKLASS(N)»YNL»RNL»ANL»BNL)
00117 CALL HYDRAD(N»NKLASS(N)»YMIDfRMID»AHID»BMID)
00118 CALL HYDRAD
00120 VEL=0.0
00121 HRAD=0.5*(RMID+RNH)
00122 QO(N)=0.0
00123 IF(NKLASS(N).GT. 6) RETURN
00124 AS(NH)=AS
00125 IF(ZP(Nil)-Z
00130 VEL=0.
00131 IF(AREA,GT,0.) yEL=QP/AREA
00132 HRAD=0.25*(RNL+2.*RMIDtRNH)
00133 IF (AREA.LE,0,0) QO(N)=0.0
00134 RETURN
00135 END
192
-------
HYDRAD NTRNJA FORTRAN V,5A(621) /KI/C/L
20-HAY-81
15:57 PAGE 1
00001
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C
C
C
C
C
C
C
C
C:
C
C:
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C:
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C
C
D
SUBROUTINE HYDRAD (N»KLASS»DEPTHfHRAD»AREA,WIDTH)
THIS SUBROUTINE COMPUTES THE HYDRAULIC RADIUS»
SURFACE UIDTHr * CROSS-SECTION AREA FOR PIPE 'N'
COHMON/FILES/ N5»N6rN21»N22iNPOLL»NLOCAT»QCONV»IDATEZ»LOCNOS<100)f
1TRIBA
COMMON /BD/ANORM<26»5)»HRNORM(26»5)»TUNORM(26»5)
COMMON/PIPE/LEN(187),NJUNC(187»2)>AFULL(187),AT(187>,
1 Q<187)fV<187)rVT<187)rDEEPU87),A<187)fWIDE(137),RFULL(137),
2 NKLASS(187),ZP(187,2)>QT(187)»aOU87),H(137,2>iNCOND(187),
3 ROUGH(187)
CO«MON/TRAP/STHETA<200)»SPHI(200)
REAL LEN
EXECUTION
NTYPE=KLASS
IF(DEPTH) 200»100flOO
C*m SPECIFY NTYPE FOR ORIFICES
100 IF(NKLASS(N>,EQ. 7 .OR, NKLA3S(N),EQ. 8) NTYPE=1
GO TO (120»180>120»120>120,190)»NTYPE
120 FDEPTH=DEPTH/DEEP(N)
IF(FDEPTH-1,) 140,140,160
C*m*m INTERPOLATE TABLE OF PROPERTIES
140 I = 1HFIX(FDEPTH/0.04)
DELTA=(FDEPTH-0.04*FLOAT194
194 DEPTT=DEEP(N)
193
-------
HYDRAD NTRNJA FORTRAN Y,5A<621) /KI/C/L
20-MAY-81
15557 PAGE 1-1
00057
00058
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00061
00062
00063
00064
00065
00066
00067
00068
00069
00070
196 CONTINUE
WIDTH=UIDE(N)+DEPTT***2,)+Se!RT>
HRAD=AREA/UETPER
HRAD=AMAXKHRADfO,01)
RETURN
C
Cm***** NEGATIVE DEPTH
200 URITE(N6»5000> NCOND(N),DEPTH
5000 FORMATCONEGATIVE DEPTH ENTERED TO HYDRAD? COND.'»I6>E16, 4)
DEPTH=0,
GO TO 100
END
194
-------
MAIN. NTRNJA FORTRAN V.5A(621) /KI/C/L
20-HAY-81
15557 PAGE 1
00001
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C
c
C
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
SUBROUTINE INDATA
THIS SUBROUTINE READS AND PRINTS ALL INPUT DATA
EXCEPT FOR HYDROGRAPH CARDS IN 'INFLOW
IT ALSO PERFORMS SOME INITIALIZATION
ALL NODE-CONDUIT LINKAGES ARE SET UP AND
CONVERTED TO THE INTERNAL NUMBER SYSTEM
INTEGER IFNAM<3)»OFNAM(3)»IHFNM(3)»INQTM(3)
COMMON /BD/ANORM(26»5)»HRNORM(26»5)»TUNORM(26f5)
COMMON/FILES/ N5»N6»N21»N22»NPOLL»NLOCAT»QCONVfIDATEZ»LOCNOS(100)
1TRIBA
COMMON/CONTR/ NTCYC»DELTQ»DELT>DELT2»TZERO»ALPHA(40)>
1 NJfNC>NTC>NTL»ICYC>NJSU»MJSU»TIME>TIME2»Al»A2fA3rA4,A5rA6fA7»U
COMMON/JUNC/Y(187)»YT(187)»NCHAN<187>8>>AS(187)»Z(187),QIN<187>>
1 QOU(187)fQINST<137)iGRELEVSUMAL<137),SUMG(187)>SUMQS(187),ASFULL(137>
COMMON/PIPE/LEN(187)»NJUNC(187»2)»AFULL(187)rAT(lS7)»
1 Q(187>iV<187>»VT(187)iDEEP<187)»A<187)fWIDE<187)fRFULLU87)i
2 NKLASS(187)iZP<187f2)»QT(187)»QOU87)fH<137»2)iNCOND(137)»
3 ROUGH(187)
COMMON/TRAP/STHETA(200)»SPHI(200)
REAL LEN
COMMON/STORE/ NSTORE*JSTORE(20),ZTOP<20)tASTOREC20)
COMMON/ORF/ NORIF>LORIF(60)»AORIF(60)rCORIF(60>
COMMON/WEIR/ N«EIR»LUEIR<60>»KHEIR<60)»YTQP<60)»YCREST<60)»
2 ULEN(60)»COEF(60)fCOEFS(60)
COMMON/PUMP/ NPUMP»LPUMP<20)>PRATE<20»3>»VRATE<20r3>fVUELL(20)»
1 JPFUL(20)»IPTYP(20)
COMMON/BND/ NFREEiJFREEC25)»NTIDE»JTIDE<25)»NGATEiJGATE(25>
COMMON/OUT/ NPRTflPRTiNHPRTfJPRT(20)iPRTH(100i20)iPRGEL<20>,
1 NQPRT»CPRT<20)»PRTV(100»20)fPRTQ(100f20)»IDUM(12)fICOL(10);
2 LTIME»NPLT»JPLT(20)»YPLT(102>20)>LPLT>KPLT(20)iQPLT(102F20)f
3 TPLT(102)fNPTOT»NSTART»INTER»PRTY(100»20)
INTEGER CPRT
COMMON/TIDE/ YY(50) »TT(50) ,AA(10)>XX(10)>SXX(10»10)tSXY(10?
COMMON/HYFLOU/ ISU(187),QTAPE(187»2)»JSU(65)»QCARD(65»2)t
1 UATSH(187)»TEO»TP»T2»TErT20fTIMED»NSTEPS>NINRŁC
COMMON/LAB/ TITLE(40)»XLAB(11)»YLAB(6)»HORIZ(5)»VERT(6)
COMMON/SURCHG/SURTOL*ITMAX
DIMENSION OTYPE(2)»EXTRAN(5)fSOURCE(5)>QOUT(100)
DATA OTYPE/'SIDES'SUMP'/
DATA ENOTE/6HERROR fAHERRORS/
DATA EXTRAN/4HEXTE»4HNDED»4H TRA»4HNSPO»4HRT /
195
-------
INDATA NTRNJA FORTRAN V,5A<621) /KI/C/L
20-MAY-81
15557 PAGE 1-1
00057
00058
00059
00060
00061
00062
00063
00064
00065
00066 •
00067
00068
00069
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00073
00074
00075
00076
00077
00078
00079
00080
00081
00082
00083
00084
00085
00086
00087
00088
00089
00090
00091
00092
00093
00094
00095 ,
00096
00097
00098
00099
00100
00101
00102
00103
00104
00105
00106
00107
00108
00109
00110
00111
00112
C
C
c
c
C:
C
i
2'
l
C
C:
C
1
I
1
1
1
C
CJ
C
CJ
C
c
c*
c
d
EXECUTION
NSTOP=0
NDIM=187
HEADING (TITLE) CARDS
READ(N5,5040) ALPHA
5040 FORMAT(20A4)
WRITE(N6,2999)
FORMAT<'l',64(2H-->/'
2*« EXTENDED TRANSPORT PROGRAM
30N'/' ','WASHINGTON, D.C,
'ENVIRONMENTAL PROTECTION AGENCY',13X»40H*
****,8X,'WATER RESOURCES DIVISI
',16X,4H*X**,32X,4Hm*,8X, .
4'CAMP DRESSER S MCKEE INC.'/' 't' ',28X,4H
5****»6X,' ANALYSIS MODULE ',6X,4H****,8X, 'ANNANDALE, VIRGINIA
6')
WRITE(N6»5060) ALPHA
5060 FORMATC ',20A4/' ',20A4//)
Cm***** GENERAL CONTROL PARAMETERS
READ(N5,508'0) NTCYC,DELT,TZERO,NHPRT,NQPRT,NPLT..LPLT,NSTART, INTER,
NJSU,ITMAX,SURTOL
5080 FORMAT(I5,2F5.0,8I5,F5,0>
DELT2=DELT/2.
IF(N22.EQ.O)MJSW=0
WRITE(N6,5100) NTCYC
5100 FORMAT (19HOINTEGRATION CYCLES,15)
URITE
-------
INDATA NTRNJA FORTRAN V,5A<621) /KI/C/L
20-MAY-81
15J57 PAGE 1-2
00113 WRITE(N6»5240> NPLT>(JPLT(N)»N=1»NPLT)
00114 5240 FORMAT COWATER SURFACE ELEVATIONS UILL BE PLOTTED FOR THE FOLLOUI
00115 ING 'fI5»' JUNCTIONS'//(10Xf9I10))
00116 CSS****** CONDUIT NUMBERS FOR PLOTTING
00117 100 IF (LPLT.LE.O) GO TO 120
00118 READ
00122 120 CONTINUE
00123 C
00124 C*«mm CONDUIT DATA
00125 C
00126 DO 260 N=1»NDIM
00127 READ 5280) NCOND(N)»K=1>2)»NKLASS(N)>AFULL(N)
00128 1 »DEEP(N)fUIDE(N)fLEN(N)»(ZP(N»K)»K=l»2)»ROUGH(N)»STHETA(N)»
00129 2 SPHKN)
00130 5280 FORMAT (4I5»9F5.0)
00131 IF (NCOND/4.
00143 AFULL(N)=(3,1415926/4,)*DEEP(N)*X2
00144 UIDE(N)=DEEP(N)
00145 GO TO 240
00146 160 RFULL(N)=**2,))>
00158 IF(UIDE(N),LE.O.) UIDE(N) = 0,01
00159 240 CONTINUE
00160 260 CONTINUE
00161 280 NC=N-1
00162 NTC=NC
00163 C*******X PRINT CONDUIT DATA
00164
197
-------
INDATA NTRNJA FORTRAN V,5A(621) /KI/C/L
20-HAY-81
15J57 PAGE 2
00165
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0021?
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1
1
1
1
1
C
C!
1
C
O
C
1
a
LENGTH CLASS
JUNCTIONS
AREA MANNING
INVERT HEIGHT T
(SQ FT) COEF.
ABOVE JUNCTIONS
(FT)
SIDE SLOPE')
WRITE(N6»2999)
URITE(N6,5060) ALPHA
WRITE(N6»5300>
5300 FORMATUH »' CONDUIT
1 MAX UIDTH DEPTH
2RAPEZOID'/F
27X>'NUMBER (FT)
3 (FT) AT ENDS
NSPRT=-1
DO 300 N=1»NC
IF((ZP(Nfl).EQ.O.>.AND.(ZP(Ni2>.EQ.O.)> GO TO 296
GO TO 297
296 IF(NKLASS(N),EQ.6) WRITE(N6»5320)N»NCOND(N)»LEN(N)»NKLASS(N)»
*AFULL(N)»ROUGH(N)»WIDE(N)fDEEP(N)»(NJUNC(N>K)>K=l»2)»
*STHETA(N)>SPHI(N)
IF(NKLASS(N),NE.6) WRITE(N6»5321)N»NCOND(N)>LEN(N)»NKLASS(N),
*AFULL(N)»ROUGH(N)fWIDE(N)fDEEP(N)»(NJUNC(NfK)fK=lf2)
GO TO 300
297 IF(NKLASS(N).EG.6) URITE(N6f5322)NiMCOMD(N)fLEN(N)»NKLASS(N)»
*AFULL(N)fROUGH(N)»UIDE(N)FDEEP(N)f(NJUNC(NiK)fK=l»2)»
*(ZP(NfK)iK=lF2)FSTHETA(N)FSPHI(N)
IF(NKLASS(N).NE,6) WRITE(N6»5323)N*NCOND(N)FLEN(N)*NKLASS(N)t
*AFULL(N)>ROUGH(N)>UIDE(N)>DEEP
*(ZP(NfK)»K=l»2)
5320 FORMAT(I4»I9»F9,OfI7»F12,2»F9,3»F15,2»F13.2»2Xf2I6»
*28X»2F5.2)
5321 FOR«AT(I4fI9»F9,OfI7»F12,2»F9,3»F15,2»F13,2»2X»2I6)
5322 FORMAT(I4»I9»F9.0fI7»F12,2>F9.3»F15.2>Fi3.2i2X>2I6»3X»F5.2»
*2X»F5.2»8X»2F5,2)
5323 FORMAT(I4»I9»F9,0»I7»F12,2»F9.3»F15.2»F13,2>2X»2I6»8XfF5,2*
*2X»F5,2)
300 CONTINUE
C******** CHECK FOR VIOLATION OF WAVE TRAVEL/CONDUIT LENGTH RATIO
DO 320 N=1»NC
RATIO=SQRT(DEEP(N)*32,2)*DELT/LEN
IF(RATIO.GT,l.)URITE(N6»5335)NCOND(N)fRATIO
5335 FORMATC **** WARNING **** (C*DELT/LEN) IN CONDUITS
I6r
320 CONTINUE
IS'»F5,lF' AT FULL DEPTH,')
JUNCTION DATA
DO 330 J=1>NDIM
READ (N5>5340) JUN(J)i6RELEVtZ(J)»QINST(J)
5340 FORMAT NC
DO 360 K=l>2
IF(NJUNC(N»K)-JUN(J)) 360i340*360
340 NCHAN(J»LOC)=N
198
-------
INDATA NTRNJA FORTRAN V.5A(621) /KI/C/L
20-MAY-81
15557 PAGE 2-1
00221
00222
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00269
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00275
00276
LOC=LOCH
360 CONTINUE
IF=1
380 CONTINUE
400 NJ=J-1
JUNCTION'>I6r' IS NOT ASSOCIATED WITH
CONNECTIVITY NUMBERS TO INTERNAL SYSTEM
DOWNSTREAM FLOW CONVENTION
500
ON CONDUIT'iIAi' IS NOT
520
540
C*m*m CONVERT CONDUIT
c*m*m ASSIGN POSITIVE
DO 600 N=1»NC
DO 540 K=l>2
DO 500 J=1»NJ
IF(NJUNC»NCOND(N)
5390 FORMATCO**** ERROR **** JUNCTION' > 16>
'CONTAINED IN JUNCTION DATA')
NSTOP=NSTOPH
NJUNC(N»K)=J
CONTINUE
NL=NJUNC(N»1)
NH=NJUNC(N;2)
ZP(Nrl) = Z(NL) + ZP(N»1)
ZP(N»2)=Z(NH)+ZP(Nf2)
IF(ZP(N»1)-ZP(N»2)) 560>580»530
TEMP=ZP(N»1)
ZP(N,1)=ZP(N»2)
ZP(N>2)=TEMP
NJUNC(N>1) = NH
NJUNC(Nf2)=NL
NL=NJUNC(N»1)
NH=NJUNC(N?2)
IF<(ZP(N»l)HiEEP(N)),GT,ZCROUN(NL» ZCROWN(NL)=ZP(Nil)tDEEP(N)
IF((ZP(N>2)tDEEP(N)).GT.ZCROUN(NH)) ZCROUN(NH)=ZP(Nf2)fDEEP(N)
IF(ZCROUN(NL),LE.GRELEV(NLHO,001) GO TO 590
URITE(N6f5395) NCOND(N)»JUN(NL)
ZCROWN(NL)=GRELEV(NL)-0,01
NSTOP=NSTOP-H
IF(ZCROWN(NH),LE,GRELEV(NH)iO,001) GO TO
560
530
590
600
URITE(N6r5395) NCOND(N)>JUN(NH)
5395 FORMATCO**** ERROR **** CONDUIT' r I6>' HAS CAUSED
'JUNCTION'»I6>' TO LIE ABOVE THE SPECIFIED
ZCROUN(NH)=GRELEV(NH)-0,01
NSTOP=NSTOP+1
600 CONTINUE
CM****** PRINT JUNCTION DATA
URITE(N6»2999)
URITE(N6>5060) ALPHA
URITE(N6»5360)
ZCROUN
GROUND
OF '
ELEV,
5360 FORMATUH »5X»'JUNCTION
GROUND
CROUN
INVERT
QIN3T'
199
-------
INDATA NTRNJA FORTRAN V.5A<621) /KI/C/L
20-HAY-31
15:57 PAGE 2-2
00277 If15X,'CONNECTING CONDUITS'/7X>'NUMBER'»7X,'ELEV,'»5X»'ELEV,',6X,
00278 l'ELEV,'F5X,'(CFS)'/)
00279 DO 460 J=1»NJ
00280 MPT=0
00281 NZP = 0
00282 DO 420 1=1f8
00283 Kl = NCHAN(Jrl)
00284 IF(Kl.EQ.O) GO TO 440
00285 IDUM(I) = NCOND(Kl)
00286 MPT=MPTH
00287.- C******** CHECK FOR ALL CONDUITS ABOVE JUNCTION INVERT
00238 : JJ = 0
00289' IF(NJUNC(K1»1KEQ,J> JJ = 1
00290 IF(JJ.NE.l) JJ = 2
00291 IF(ZP(K1>JJ),GT,Z(J» NZP = NZP + 1
00292 420 CONTINUE
00293 440 CONTINUE
00294 C
00295 WRITE (N6> 5380) JiJUN< J)»GRELEVU) iZCROUNU) »Z(J) »QINST( J) i
00296 KIDUM(K)rK = l»MPT)
00297 5380 FORMAT<14,I9iF12.2»F10,2iFll,2»F10,2>15X.8I7)
00298 IF(NZP,LT,MPT> GO TO 450
00299 URITE(N6,5331> JUN(J)
00300 5381 FORMAT(1X»'**** ERROR **** ALL CONDUITS CONNECTING'.
00301 *' TO JUNCTION '»I6»' LIE ABOVE THE JUNCTION INVERT')
00302 NSTOP = NSTOP f 1
00303 450 CONTINUE
00304 QINST(J)=QINST(J)*DELT
00305 460 CONTINUE
00306 480 CONTINUE
00307 URITE(N6>5382)
00308 5382 FORHAT(///»64(2H—)//)
00309 C**X***** CHECK FOR HIGH PIPE
00310 DO 495 N=1>NC
00311 DO 495 K=li2
00312 J = NJUNC(NfK)
00313 IF(ZP(NiK),EQ.Z(J)) GO TO 495
00314 DO 490 KK = 1>8
00315 NKK = NCHAN(J»KK)
00316 IF(NKK.EQ.N) GO TO 490
00317 IF(NKK.EQ,O.OR.NKK»GT,NC) GO TO 495
00318 JJ = 0
00319 IF(NJUNC(NKKfl).EB,J) JJ = 1
00320 IF(JJ.NE.l) JJ = 2
00321 IF(ZP(NfK).LE,ZP(NKKjJJ) + DEEP(NKK)) GO TO 495
00322 490 CONTINUE
00323 491 URITE(N6f5392) NCOND(N)»JUN(J)
00324 5392 FORMATC ****** ERROR ****** THE INVERT OF ',
00325 *'CONDUIT'»I6»' LIES ABOVE THE CROUN OF ALL OTHER '.
00326 *'CONDUITS AT JUNCTION',16)
00327 NSTOP = NSTOP + 1
00328 495 CONTINUE
00329 C
00330 c*mm* STORAGE JUNCTION DATA
00331 C
00332 DO 640 I=l»20
200
-------
INDATA NTRNJA FORTRAN V,5A<621) /KI/C/L
20-MAY-81
15557 PAGE 2-3
00333 READ(N5»5391) JSTORE5398>
00342 5398 FORMAT('0'»27<2H- )»'STORAGE JUNCTION DATAS27(2H -)»/)
00343 WRITE(N6f5495)
00344 5495 FORMAT*1X>'STORAGE JUNCTION'»6X>'SURFACE AREA' »6X»'VOLUME'f
00345 *6X>'CROWN ELEVATION',/»26X»'(FT2)'»llXi'(CF)',12X/'(FT)')
00346 Cmstm CONVERT TO INTERNAL NUMBER SYSTEM
00347 DO 646 I=1»NSTORE
00348 DO 648 J=1»NJ
00349 IF(JSTORE(I)-JUN(J)) 648,650r648
00350 648 CONTINUE
00351 URITE(N6f5494) JSTORE(I)
00352 5494 FORMAT('0**** ERROR **** STORAGE JUNCTION '>I6»' IS NOT
00353 * CONTAINED IN JUNCTION DATA')
00354 NSTOP=NSTOPH
00355 650 JSTORE(I)=J
00356 ZCROUN(J) = ZTOP(I)
00357 IF(ZCROUN(J).6T«6RELEV(J» GRELEV(J) = ZCROUN(J) + 0.1
00358 JSKIP(J)=0
00359 CF = ASTORE(I)*(ZTOP(I)-Z(J»
00360 WRITE(N6f5399)(JUNF6.2)
00362 646 CONTINUE
00363 NTL=NTL+NSTORE
00364 647 CONTINUE
00365 C
00366 C******** INITIALIZE NTC AND NTL
00367 NTC=NC
00368 NTL=NC
00369 C
00370 C******** ORIFICE DATA
00371 C
00372 DO 690 I=l»60
00373 N=NTCH
00374 READ(N5»5400) (NJUNC(N»K),K=l,2)»NKLASS(N)»AORIF(I) fCORIF(I)»
00375 *ZP(N»1)
00376 5400 FORMAT(3I5»3F5.0)
00377 IF(NJUNC(N»1).GE.90000) GO TO 695
00378 690 CONTINUE
00379 695 NORIF = 1-1
00380 NTC = NTC + NORIF
00381 NTL = NTL + NORIF
00382 790 IF(NORIF) 696r696r697
00333 697 URITE(N6r5420)
00334 DO 780 I=1»NORIF
00385 N = NTC - NORIF t I
00386 WRITE(N6>5440)(NJUNC(N»K)»K=1»2)»NKLASS(N)>AORIFd)»
00337 *CORIF(I)fZP
-------
INDATA NTRNJA FORTRAN V.5A<621) /KI/C/L
20-MAY-81
15J57 PAGE 2-4
00389
00390
00391
00392
00393
00394
00395
00396
00397
00398
00399
00400 .
00401
00402
00403
00404
00405
00406
00407
00408
00409
00410
00411
00412
00413
00414
00415
00416
00417
00418
00419
00420
00421
00422
00423
00424
00425
00426
00427
00428
00429
00430
00431
00432
00433
00434
00435
00436
00437
00438
00439
00440
00441
00442
00443
00444
C****:
C
C
C****J
700
5450
720
C****>
725
C
C » » * #
5455
C
730
740
760
770
C****K
5458
]
730
5420
4
)
H
5440
**** CONVERT TO INTERNAL NUMBER SYSTEM
LORIF(I)=N
NCOND(N)=N+90000
DEEP(N)=SQRT(4,*AORIF(I)/3,14159)
UIDE(N)=DEEP(N)
AFULL(N)=AORIF(I)
RFULL(N)=DEEP(N)/4,
CLEN=2.*DELT*SQRT(32.2*DEEP(N))
LEN(N)=AMAXK200,fCLEN)
ROUGH(N)=1,49*RFULL(N)**.67/(CORIF(I)*SQRT(LEN(N)*64,4»
NKLASS(N)=NKLASS=1, NKLASS(N)=7 - SIDE OUTLET
NKLASS(N)=2» NKLASS(N)=8 - BOTTOM OUTLET (SUMP)
(*** SET ZP(N,1) FOR BOTTOM OUTLET
IF(NKLASS(N).EQ, 8) ZP(N,1)=-0,96*DEEP 700,720,700
CONTINUE
URITE NJUNC(N»K)
FORMATCO**** ERROR **** ORIFICE JUNCTION', 16,' IS NOT CONTAINED
'IN JUNCTION DATA')
NSTOP=NSTOP+1
NJUNC1 OX?'FROM',9X,'TO',39X,'(FT2)',
*13X,'COEFF,'J17X^/JUNCTION')
FORMAT(9X,I5,7Xf I5> 14X , I 4 ,13X,F7 ,2»13X? F6.4 ,
FLOW
DIRECTION
GO TO 780
202
-------
INDATA NTRNJA FORTRAN V,5A<621) /KI/C/L
20-MAY-81
15257 PAGE 2-5
00445
00446
00447
•00448
00449
00450
00451
00452
00453
00454
00455
00456
00457
00458
00459
00460
00461
00462
00463
00464
00465
00466
00467
00468
00469
00470
00471
00472
00473
00474
00475
00476
00477
00478
00479
00430
00481
00482
00483
00434
00485
00486
004S7
00483
00489
00490
00491
00492
00493
00494
00495
00496
00497
00498
00499
00500
*18X»F6,3»4XfF6.3)
696 CONTINUE
C******S* UEIR DATA
C
C*m THIS
C**** UEIR
C****
»YCREST( I ) > YTOP(
ROUTINE HAS BEEN MODIFIED TO TRANSFER
DISCHARGES FROM NODE TO NODE RATHER
THAN FROM NODE TO CONDUIT
DO 820 I=lFAO
N=NTCH
READ(N5,5460) (NJUNC(N»K),K=1,2)»KUEIR(
2 ULEN(I),COEF(I)
5460 FORMAT(3I5»4F5.0)
IF(NJUNC(Nfl).GE.90000) GO TO 840
820 CONTINUE
840 NUEIR=I-1
IF(NUEIR) 1040»1040»860
860 URITE(N6»5480)
5480 FORMAT(//»'0'f29(2H- )>'UEIR DATA'»29(2H -)»//>
*8XJ'JUNCTION'Fl7Xf 'LINKS 11X»' TYPES 11X»'CREST' illX.'WEIR'
*11X»'WEIR'i9X»'DISCHARGE'i/»2Xi'FROM'>12Xi'TO'i!2X»
*'NUMBER'i23Xf'HEIGHT(FT)'i7X»'TOP(FT)'fAX»'LENGTH(FT)'»
*8X»'COEFF,')
5487 FORMAT(lX»I5»10X»I5»12X>I5fllX»I2»12XfF5,2ilOX»F5,2»
*10X»F5.2rlOX,F5.2)
DO 1020 I=1»NUEIR
870
5490
371
873
374
875
1020
1040
LMEIR(I)=N1
NCOND(Nl)=90000tNl
COEFS(I)=0.
WRITE(N6»5487)(NJUNC(NlFK)iK=lf2)fNCOND(Nl)iKUEIR(I)i
*YCREST(I)»YTOP(I)iULEN(I)iCOEF(I)
DO 875 K=l»2
IF(NJUNC(NlfK).EQ.O) GO TO 375
DO 870 J=1»NJ
IF(NJUNC(N1,K),EQ,JUN(J)) GO TO 371
CONTINUE
URITE(N6»5490) NJUNC(NlfK)
FORMATCO**** ERROR **** WEIR JUNCTION'F I6» ' IS NOT CONTAINED
2UNCTION DATA')
NSTOP=NSTOP+1
NJUNC(N1»K)=J
DO 373 KK=1»8
IF(NCHANUiKK)) 874F874F373
CONTINUE
NCHAN(J»KK) = Nl
CONTINUE
CONTINUE
NTL=NTLfNUEIR
CONTINUE
IN J
C
C.«X*
C
PU«P DATA
NOTE -— ONLY ONE INFLUENT
PUMP NODE
DO 1060 I=li20
PIPE HAY BE CONNECTED TO AN OFF-LINE
203
-------
INDATA NTRNJA FORTRAN V.5A<621) /KI/C/L
20-HAY-81
15:57 PAGE 2-6
00501
00502
00503
00504
00505
00506
00507
00508
00509
00510
00511
00512
00513
00514
00515
00516
00517
00518
00519
00520
00521
00522
00523
00524
00525
00526
00527
00523
00529
00530
00531
00532
00533
00534
00535
00536
00537
00538
00539
00540
00541
00542
00543
00544
00545
00546
00547
00548
00549
00550
00551
00552
00553
00554
00555
00556
N=NTLH
READ(N5»5540) (NJUNC(N»K)»K=1F2)rIPTYP(I) >VUELL(I)»
*K),K=1»3)
5540 FORMAT(3I5»7F5.0)
C
C
C
C
C
IPTYP =-1 OFF-LINE PUMP OPERATES ON WET WELL VOLUME
IPTYP = 2 IN-LINE PUMP OPERATES ON HEAD AT JUNCTION
GO TO 1080
VOLUME'>14Xt
»HXi'UET WELLS
0f7X»F10.0)
SYSTEM
IF(NJUNC(N»1).GE,90000)
1060 CONTINUE
1080 NPUMP=I-1
C******** PRINT PUMP NODES
IF(NPUMP) 1260»1260»1100
1100 URITE(N6;5560)
5560 FORMATCO'i30(2H- )»'PUMP DATA'»30(2H -:
*10X»'JUNCTIONS'»8X»'TYPE'«9X»'INITIAL
*'PUMP RATE> CFS'»15X?'VOL STAGES. FT3'
*/i8X»'FROM'»5Xf'TQ'r21X»'IN WELL. FT3'
*HX»'3'»10Xf'l'fllXf'2'.HXf 'VOLUME; FT3')
DO 1120 I=lfNPUMP
N=NTL+I
1120 URITE(N6>5580) I»(NJUNC(N.K),K = l»2),IPTYP(I) A'UELL(I)
*(PRATE(I»K)»K=l»3)»((VRATE(I»K))fK=l»3)
*F10,OflX»Flo'Of3x'Flo'oiix^F10,
C******** CONVERT TO INTERNAL NUMBER
DO 1240 I=1»NPUMP
N=NTL+I
LPUMP(I)=N
NCOND(N)=N+90000
DO 1220 K=l>2
DO 1140 J=liNJ
IF(NJUNC(N»K)-JUN(J)) 1140>1160>1140
CONTINUE
URITE(N6.5590) NJUNC GO TO 1220
IF(KK.LE.2) GO TO 1220
IF(K.EQ.2) GO TO 1220
URITE(N6>5595) JUN(J)
FORMATCO**** ERROR **** MORE THAN ONE PIPE IS INFLUENT TO PUMP JU
•NCTION 'fI6>
NSTOP=NSTOPM
CONTINUE
:******** SET JSKIP AND INFLOU INDEX FOR PUMP MODE
JP=NJUNC(N>1>
JSKIP(JP) = 0
IF
-------
INDATA NTRNJA FORTRAN V.5A(621> /KI/C/L
20-HAY-81
15:57 PAGE 2-7
00557
00558
00559
00560
00561
00562
00563
00564
00565
00566
00567
00568
00569
00570
00571
00572
00573
00574
00575
00576
00577
00578
00579
00580
00581
00582
00583
00584
00585
00586
00587
00588
00589
00590
00591
00592
00593
00594
00595
00596
00597
00593
00599
00600
00601
00602
00603
00604
00605
00606
00607
00608
00609
00610
00611
00612
JSKIP(JP) = 1
Z(JP) = -100,
1235 CONTINUE
JPFUL(I)=1
C
1240 CONTINUE
NTL=NTUNPUMP
1260 CONTINUE
C
C******** OUTFLOW DATA FOR OUTFALLS WITHOUT TIDE GATES
C
DO 1280 I=l»25
READ(N5»5600) JFREE(I)
5600 FORMATdS)
IFUFREEdKGE, 90000) GO TO .1300
1280 CONTINUE
1300 NFREE=I-1
C******** PRINT OUTFLOW NODES
IF(NFREE) 1400fl400fl320
1320 WRITE(N6>5616)
5616 FORMAT(//»'0',27(2H- )»'FREE OUTFALL DATA'»27(2H -)/./)
WRITE 'FREE OUTFLOW AT JUNCTIONS' >4X> 9I7/(39X»9I7) )
C******** CONVERT TO INTERNAL NUMBER SYSTEM
1340 DO 1390 I=1»NFREE
DO 1360 J=1»NJ
IF(JFREEd)-JUN(J» 1360 i 1380 » 1360
1360 CONTINUE
WRITE(N6>5630) JFREE(I)
5630 FORMATCO**** ERROR **** FREE OUTFALL JUNCTION' r I6> ' IS NOT
'CONTAINED IN JUNCTION DATA')
NSTOP=NSTOPfl
1380 JFREE(I)=J
N=NTLtI
NJUNC(N»1)=J
NJUNC(Nf2)=0
NCHAN(J»2)=N
NCOND(N)=N+90000
JSKIP(J)=1
1390 CONTINUE
NTL=NTL+NFREE
^1400 CONTINUE
C*****#X* OUTFALL DATA FOR OUTFALLS WITH TIDE GATES
C
DO 1420 I=l>25
READ(N5>5640) JGATE(I)
5640 FORMATdS)
GO TO 1440
IF(JGATE(I),GE. 90000)
1420 CONTINUE
1440 NGATE=I-1
******** PRINT TIDE GATE NODES
IF(NGATE) 1520»1520»1460
URITE(N6»5656)
5656 FORMAT(//»'OS25(2H- )»'TIDE GATE OUTFALL DATA'f25(2H -)»//)
1460 WRITE(N6»5660) ( JGATE( I ) » 1=1 -NGATE)
205
-------
INDATA NTRNJA FORTRAN V,5A<621) /KI/C/L
20-MAY-81
15:57 PAGE 2-3
00613 5660 FORMAT*10X»'PIPE OUTFALLS WITH TIDE GATES AT JUNCTIONS'»8I7/
00614 *(52X»8I7)>
00615 C******** CONVERT TO INTERNAL NUMBER SYSTEM
00616 DO 1510 I=1»NGATE
00617 DO 1480 J=1»NJ
00618 IF(jqATE(I)-JUN(J» 1480»1500»1480
00619 1480 CONTINUE
00620 WRITE*N6*5662> JGATE(I)
00621 5662 FORMATCO**** ERROR **** TIDE GATE JUNCTION', 16,' IS NOT '
00622.. . 'CONTAINED IN JUNCTION DATA')
00623 NSTOP=NSTOP+1
00624 1500 JGATE(I)=J
00625 N=NTLH
00626 NJUNC(N*1)=J
00627 NJUNC*N»2)=0
00628 NCHAN(Ji2)=N
00629 NCOND*N)=N+?0000
00630 JSKIP(J)=1
00631 1510 CONTINUE
00632 NTL=NTLtNGATE
00633 1520 CONTINUE
00634 C******** INTERNAL CONNECTIVITY INFORMATION
00635 URITE(N6»2999)
00636 WRITE(N6»5060) ALPHA
00637 yRITE(N6>5665>
00633 5665 FORMAT (////'0',23(2H- )»' INTERNAL CONNECTIVITY INFORMATION'»
00639 *23(2H -)//)
00640 WRITE(N6*5670)
00641 5670 FORMAT C CONDUIT JUNCTION JUNCTION'/)
00642 N1=NCI1
00643 DO 1525 N=N1»NTL
00644 J1=NJUNC(N>1)
00645 J2=NJUNC(N»2)
00646 IF(J2,GT,0) J2 = JUN*J2)
00647 URITE*N6»5675) NCOND(N)FJUN(Jl)»J2
00648 5675 FORMAT(4X>111f2113)
00649 1525 CONTINUE
00650 1527 CONTINUE
00651 IF(NJ,LE,NDIM) GO TO 1530
00652 URITE(N6»5676)
00653 5676 FORMATCO**** ERROR **** TOTAL NUMBER OF JUNCTIONS*INCLUDING UEIRS
00654 .) EXCEED PROGRAM DIMENSIONS* NJ='*I4)
00655 NSTOP=NSTOP+1
00656 1530 CONTINUE
00657 IF(NTL.LE.NDIM) GO TO 1535
00658 WRITE(N6»5677) NTL
00659 5677 FORMATCO**** ERROR **** TOTAL NUMBER OF LINKS EXCEEDS PROGRAM DIM
00660 ,ENSIONSfNTL='*I4)
00661 NSTOP=NSTOPH
00662 1535 CONTINUE
00663 C
00664 C******** TIDAL BOUNDARY DATA
00665 C
00666 READ(N5*5720) NTIDE>Al*A2»A3*A4»A5»A6»A7»W
00667 5720 FORMAT (I5»8F5.0)
00663 GO TO (1300*1790*1780»1760)»NTIDE
206
-------
INDATA NTRNJA FORTRAN V.5A<621) /KI/C/L
20-MAY-81
15157 PAGE 2-9
00669
00670
00671
00672
00673
00674
00675
00676
00677
00678
00679
00680
00681
00682
00683
00634
00685
00636
00687
00688
00689
00690
00691
00692
00693
00694
00695
00696
00697
00698
00699
00700
00701
00702
00703
00704
00705
00706
00707
00708
00709
00710
00711
00712
00713
00714
00715
00716
00717
00713
00719
00720
00721
00722
00723
00724
C
c
C
c
c
c
•
!
1
c
C:
l
l
1
NTIDE=1 NO CONTROL UATERSURFACE AT THE OUTFALLS
2 OUTFALL CONTROL UATERSURFACE AT CONSTANT ELEVATION=A1
3 TIDE COEFFICIENTS READ IN
4 COMPUTE TIDE COEFFICIENTS
1760 READ(N5»5740) KO»NI»NCHTID
5740 FORMAT (315)
READ (N5»5760) 7F10,4/'OTIDAL PERIOD (HRS).S F8.2)
GO TO 1800
1790 URITE(N6f5790) Al
5790 FORMATCOOUTFLOW CONTROL WATER SURFACE ELEVATION IS'»F7.2i' FEET')
1800 CONTINUE
U=U/3600,
C***XX**X SET PRINT : PLOT ARRAYS IN INTERNAL NUMBER SYSTEM
DO 1550 K=lfNQPRT
DO 1540 N=lrNTC
IF(NCOND(N)-CPRT(K)) 1540»1545,1540
1540 CONTINUE
URITE(N6»5678) CPRT(K)
5678 FORMATCOm* ERROR **** CONDUIT', 16,' REQUESTED FOR PRINTOUT IS '
'NOT CONTAINED IN CONDUIT DATA')
NSTOP=NSTOP+1
1545 CPRT(K)=N
1550 CONTINUE
IF(LPLT) 1640*1640,1560
1560 DO 1620 K=1>LPLT
DO 1580 N=1»NTL
IF(NCOND(N)-KPLT(K)) 1580»1600,1580
1580 CONTINUE
URITE(N6»5680) KPLT(K)
5680 FORMATCOm* ERROR **** CONDUIT' , 16»' REQUESTED FOR PLOTTING 13 '
'NOT CONTAINED IN CONDUIT DATA')
NSTOP=NSTOPH
GO TO 1620
1600 KPLT(K)=N
1620 CONTINUE
1640 DO 1660 I=1»NHPRT
DO 1650 J=1»NJ
IF(JUN(J)-JPRT(D) 1650» 1655»1650
1650 CONTINUE
WRITE(N6»5690) JPRT(I)
5690 FORMAT('0***X ERROR **** JUNCTION'»I6»' REQUESTED FOR PRINTOUT '
'IS NOT CONTAINED IN JUNCTION DATA')
NSTOP=NSTOP+1
1655 JPRT(I)=J
1660 CONTINUE
IF(NPLT.LE.O) GO TO 1740
DO 1720 N=liNPLT
207
-------
INDATA NTRNJA FORTRAN V,5A(621> /KI/C/L
20-MAY-81
15557 PAGE 2-10
00725
00726
00727
00728
00729
00730
00731
00732
00733
00734
00735
00736
00737
00738
00739
00740
00741
00742
00743
00744
00745
00746
00747
00748
00749
00750
00751
00752
00753
00754
00755
00756
00757
00758
00759
00760
00761
00762
00763
00764
00765
00766
00767
00768
00769
00770
00771
00772
00773
00774
00775
00776
00777
00778
00779
00780
1680
5700
1700
1720
1740
C
c****;
1820
1324
C
C****
C****
C
11
7
8
5
6
10
12
i
t
i
15
16
DO 1680 J=1»NJ
IF (JUN(J).EQ.JPLT(N)) 60 TO 1700
CONTINUE
URITE(N6»5700) JPLT(N)
FORMAT('0*m ERROR **** JUNCTION'»I6»' REQUESTED FOR PLOTTING
'IS NOT CONTAINED IN JUNCTION DATA')
NSTOP=NSTOPH
GO TO 1720
JPLT(N) = J
CONTINUE
CONTINUE
:*** CONDUIT INITIALIZATION
DO 1320 N=1,NTC
ROUGH(N)=32.2*ROUGH(N)**2/2,
CONTINUE
208
READ AND URITE INITIAL FLOUS»VELOCITIES» AND
FOR ALL CONDUITS AND JUNCTIONS (INCLUDING
HEADS
INTERNAL)
WRITE(N6»2999)
URITE(N6»5060) ALPHA
URITE>' SUMMARY OF INITIAL HEADS* FLOWS AND
* VELOCITIES '>22(2H- >,/)
READ(N5»10) (Q(N)»V(N)»N=1»4)
IF (Q<1),LT.99999.) GO TO 5
DO 7 I = 1 , NTL
Q=0.
V3Xi'FLOW(CFS)'>3Xi
1DUIT NO.'f3X»'FLOW(CFS)',3X,'VELOCITY(FPS)'
2LOU(CFS)'»3X»'VELOCITY(FPS)'/'
3 /, 7X,'
'VELOCITY(FPS)'»7Xf'CON
,7X>'CONDUIT NO.'»3Xf 'F
DO 15 KKK=1»NTL»3
KSTOP=KKK4-2
IF(KSTOP.GT.NTL) KSTOP=NTL
URITE(N6»16)(NCOND(KK), Q(KK)FV(KK),KK=KKK»KSTOP)
FORMAT(4X»I5i8X»F5,l>9XrF5,l>14X»I5»3X»F5,l>9X»F5.1»14X>I5>3X>F5,l
WRITE(N6»299?)
URITE(N6»5060)
URITE(N6»20)
ALPHA
208
-------
INDATA NTRNJA FORTRAN V,5A(621> /KI/C/L
20-MAY-81
15:57 PAGE 2-11
00781
00782
00783
00784
00785
00786
00787
00788
00789
00790
00791
00792
00793
00794
00795
00796
00797
00798
00799
00800
00801
00802
00803
00804
00805
00806
00807
00308
00809
00810
00811
00812
00813
00814
00815
00816
00817
00818
00819
00820
00821
00822
OOS23
00824
00825
00826
00827
00828
00829
00830
00831
00832
00833
00334
00335
00836
20
22
25
26
31
32
C
C****:
1840
1841
C
C****:
C
1360
5840
C****:
1880
5820
1900
1920
C****:
FORMAT(1X»26(2H- )i' SUMMARY OF INITIAL DEPTHS '»26(2H- )»/)
WRITE(N6>22)
FORMAT(1HO»7X»'JUNCTION
NO,
*3XY'DEPTH7Xr' JUNCTION
,3X,'DEPTH(FT)',7X»'JUNCTION
NO.'f3X,'DEPTH(FT)'>7X»
NO.
*'JUNCTION NO.'»3X»'DEPTH(FT)'»/»8X.
* . ',3(7X»' ')///)
DO 25 KKK=1»NJ»4
KSTOP=KKK+3
IF(KSTOP.GT.NJ) KSTOP=NJ
WRITE»KK=KKK»KSTOP)
FORMAT(4(11X»I5»?X»F5,D)
FORMAT(///MX,'INITIAL HEADS* FLOUS AND VELOCITIES ARE ZERO')
CONTINUE
:*** HYDROGRAPH INPUT INITIALIZATION
TP=TZERO
TEO=TZERO
DO 1840 L=1»NDIM
ISU(L)=0
DO 1840 K=l>2
QTAPE(LiK)=0,
DO 1841 L=l>20
JSU(L)=0
DO 1841 K=l»2
QCARD(L»K)=0,
:*X* INPUT HYDROGRAPH INFORMATION (TAPE)
IF(N21) 1940»1940»1860
CONTINUE
REWIND N21
REAEKN21) TITLE
READ(M21)(SOURCE(I)Fl=l»5)»NSTEPSfDUM»MJSU»NPOLLfTRIBA
READ(N21) (ISU(L)fL=l>MJSU)
READ(N21)(DUM»DUM»J=1»NPOLL)
READ(N21)(DUM»DUM»J=1»NPOLL)
READMJSU
DO 1880 J=1,NJ
IF(ISU(L)-JUN
-------
INDATA NTRNJA FORTRAN V,5A(621) /KI/C/L
20-MAY-81
15157 PAGE 2-12
00837
00838
00839
00840
00841
00842
00843
00844
00845
00846
00847
00848
00849
00850
00851
00852
00853
00354
00855
00856
00857
00858
00859
00860
00861
00862
00363
00864
00865
00866
00867
00868
00869
00870
00871
00872
00873
00874
00875
00876
00877
00878.
00879
00880
00881
00882
00883
00884
00885
00886
00887
00833
00839
00390
00891
00392
READ(N21) T20»DUM»DUM,(GTAPE(L»1)>(DUM,J=1,NPOLL)»L=1,MJSW)
WRITE(N6>5800) T20>MJSW
5800 FORMAT CO****** SYSTEM INFLOWS (TAPE) AT '»F8.2»' HOURS FOR
«5»' JUNCTIONS',/,SOX*'JUNCTION/INFLOU(CFS)'r/)
WRITE(N6,5830)((JUN(ISW(L))*QTAPE(L»1))»L=1»MJSW)
T20=T20*3600»
READ(N21> p»DUM*DUM,(QTAPE(L*2)*(DUM*J=l*NPOLL)*L=l*MJSW)
DO 1930 K=l/2
1930 QTAPE(L»K)=GTAPE(L,K)*QCONV
WRITE(N6*5810) T2
5810 FORMATCO****** SYSTEM INFLOWS (TAPE) AT '*F8,2*' HOURS'*
*' ( JUNCTION / INFLOW* CFS)'*/)
WRITE(N6»5330) ((JUNdSW(L)) *GTAPE(L*2)) *L=1 *MJSW)
T2=T2*3600,
NINREC=2
C
C******** INPUT HYDROGRAPH DATA (CARDS)' TYPE L
C
1940 IF(NJSW) 2040*2040*1960
1960 READ(N5*5860)
URITE(N6r2999)
WRITE(N6*5060) ALPHA
C******** CONVERT TO INTERNAL NUMBERS
DO 2020 L=1*NJSW
DO 1930 J=1*NJ
IF(JSW(L)-JUN(J)) 1980*2000*1980
1980 CONTINUE
WRITE(N6*5820) JSU(L)
NSTOP=NSTOPfl
GO TO 2020
2000 JSW(L)=J
2020 CONTINUE
C******** READ FIRST TWO HYDROGRAPH RECORDS
READ(N5*5900) TEO*(GCARIKL*1)*L=i*NJSW)
5900 FORMAT(3F10,0)
WRITE(N6*5329) TŁ0*NJSW
WRITE(N6*5330) «JUN(JSW(L)>>QCARD(L.1))>L=1;NJSW)
5829 FORMATCO****** SYSTEM INFLOWS (CARDS) AT',F8.2»' HOURS'*
*' FOR'*I5»' JUNCTIONS'*//)
5830 FORMAT(1X,I5*'/'*F7,2*7(3X..I5*'/'»F7,2))
READ(N5*5900) TE*(QCARD(L>2)*L=1>NJ3W)
WRITE(N6*5831) TE
5831 FORMATCO****** SYSTEM INFLOWS (CARDS) ATSF3.2*' HOURS'*
*' ( JUNCTION / INFLOW*CFS )'*/)
C
WRITE(N6*5830)((JUN(JSU(L))*GCARD(L*2))*L=1
TEO = TEO*3600.
TE=TE*3600,
TIMEO=TEO
2040 CONTINUE
C******** OUTPUT HYDROGRAPH INITIALIZATION
IF(N22.ŁG.O) GO TO 2050
WRITE(N22)(ALPHA(I)*I=1»40)
C**** DETERMINE OUTFLOW NODES
210
-------
INDATA NTRNJA FORTRAN V.5A(521) /KI/C/L
20-MAY-81
15557 PAGE 2-13
00893
00894
00895
00896
00897
00898
00899
00900
00901
00902
00903
00904
00905
00906
00907
00908
00909
00910
00911
00912
00913
00914
00915
00916
00917
00913
00919
00920
00921
00922
00923
00924—
00925
N1=NTCM
1=0
DO 2045 N=N1»NTL
IF(NJUNC(N»2).NE.O) GO TO 2045
1 = 1+1
QOUT(I)=Q(N)
LOCNOS(I)=JUN(NJUNC(Nfl»
2045 CONTINUE
NLOCAT=I
IF(NLOCAT.LE.IOO) GO TO 2048
URITE(N6>5850)
5850 FORMAT(1X»'****ERROR-- MORE THAN 100 OUTFALL JUNCTIONS****')
NSTOP=NSTOPH
2048 BUM=0,
NDUM=0
WRITE(N22)(EXTRAN(I)fI=lf5>»NTCYC»DELTfNLOCAT»NDUMfTRIBA
WRITE (N22)(LOCNOS(K)iKsl»NLOCAT)
URITE(N22) DUM»DU»
URITE(N22)
WRITECN22)
CONU=1,
URITE(N22) CONV
NHOUR=TZERO/3600.
WRITE (N22) NHOUR? IDATEZfNHOUR»(QOUT(K)iDUM»K=liNLOCAT>
2050 IF(NSTOP,EQ,0) GO TO 2060
WRITE(N6i5920)NSTOP
5920 FORMATCO******** EXECUTION TERMINATED BECAUSE OF ',
*I2»' DATA ERROR(S) ********')
STOP
2060 CONTINUE
•*
- RETURN
END
DUM
211
-------
MAIN, NTRNJA FORTRAN V,5A(621) /KI/C/L
20-MAY-81
15:57 PAGE 1
00001
00002
00003
00004
00005
00006
00007
00008
00009
00010
00011
00012
00013
00014
00015
00016
00017
00013
00019
00020
00021
00022
00023
00024
00025
00026
00027
00023
00029
00030
00031
00032
00033
00034
00035
00036
00037
00038
00039
00040
00041
00042
00043
00044
00045
00046
00047
00048
00049
00050
00051
00052
00053
00054
00055
00056
C
c
C
c
c
c
c
c
c
c
c
c
C;
C:
t
SUBROUTINE INFLOW
THIS SUBROUTINE SELECTS THE INPUT HYDROGRAPH
ORDINATE FROM TAPE AND/OR CARDS
COMMON/FILES/ N5»N6»N21»N22»NPOLL>NLOCATiQCONVfIDATEZiLOCNOS(lOO)r
1TRIBA
COHMON/CONTR/ NTCYC»DELTCbDELTfDELT2»TZERO»ALPHA(40)t
1 NJ,NCfNTC»NTL,ICYC,NJStJ,MJSU,TIME,TIME2,Al,A2,A3,A4.A5,A6,A7,U
COMMON/JUNC/Y(187)»YT(1S7)»NCHAN(187,3),AS(187),Z(137)»GIN(1S7),
1 QOU<187)»QINST(187)»GRELEV(187)iJUN(187)»ZCROUN(187)»JSKIP(187)
2 »SUMAL(187),SUMQ(187),SUMGS(187)»ASFULLU87)
COMMON/HYFLOU/ ISU(187)fQTAPE(137.2),JSUC65)»QCARD<65,2),
1 WATSH(187),TEO,TP,T2,TE,T20,TIMED,NSTEP3»NINREC .
EXECUTION
DO 100 J=1,NJ
100 tnN(J)=QINST(J)
Ct******* TAPE VALUES FROM WATERSHED MODEL ARE INTERPOLATED
IF(MJSU) 280»230rl20
120 CONTINUE
IF (T2ERO-T2) 135,125,125
C******** NEW INPUT DATA REQUIRED
125 CONTINUE
T20=T2
TP=T20
DO 130 L=1»MJSU
130 QTAPE(L»l)=QTAPE132»131
131 URITE(N6»4980)
4980 FORMAT CO'i' TZERO IS LATER IN TIME THAN LAST RECORD ON TAPE FROM
1 WATERSHED')
STOP
132 CONTINUE
READ(N21) T2»DUNiDUMi4999)
4999 FORMAT(/»1X»64(2H- )i//>
URITE(N6f5000)T2
URITE(N6f5330)((JUN(ISU(L))»QTAPE(L>2))»L=l»MJSU)
T2=T2*3600.
GO TO 120
135 CONTINUE
IF (TIME-T2) 220,140,140
140 DO 160 L=1,MJSW
J=ISW(L)
SLOPE=(QTAPE(L»2)-QTAPE(L,1))/(T2-T2G)
212
-------
INFLOW NTRNJA FORTRAN V,5A<621) /KI/C/L
20-MAY-81
15:57 PAGE 1-1
00057
00058
00059
00060
00061
00062
00063
00064
00065
00066
00067
00063
00069
00070
00071
00072
00073
00074
00075
00076
00077
00078
00079
00080
00031
00082
00083
00084
00035
00086
00037
00088
00089
00090
00091
00092
00093
00094
00095
00096
00097
00098
00099
00100
00101
00102
00103
00104
00105
00106
00107
00108
00109
00110
00111
00112
Ql=QTAPE(L»mSLOPE*(TP-T20)
Q2=QTAPE(L»2)
160 QINU)=QIN(J)+0,5*«ntQ2)*(T2-TP>
T20=T2
TP=T20
DO 180 L=1»MJSU
180 GTAPE(L»1)=QTAPE(L,2)
IF(NINREC-NSTEPS) 200»220»220
200 READ(N21) T2i (GTAPE(L»2) »L=1 »HJSU)
TPT=T2/3600.
NINREC=NINREC+1
WRITE(N6»4999)
WRITE(N6,5000> TPT
5000 FORMAK/i'Omm SYSTEM INFLOWS (TAPE) AT'iF8.2»' HOURS'*
*' ( JUNCTION / INFLOW.. CFS)'./)
WRITE < N6 » 5830 ) < ( JUN < I SU < L ) > » QTAPE ( L > 2 ) ) » L = 1 > M JSW )
GO TO 120
c**mm NO NEW INPUT DATA REQUIRED
220 DO 240 L=1,MJSU
J=ISW(L)
SLOPE=0.
IF(T2,GT,T20) SLOPE=(QTAPE(L»2)-QTAPE(L» 1 ) )/(T2-T20)
Gl=QTAPE(LimSLOPE*
240 QIN(J)=QIN(J)tO.S*(QH-Q2)*(TIHE-TP)
TP=TIME
C
C******** CARD INPUT' VALUES ARE INTERPOLATED
280 IF(NJSU) 420,420,300
300 CONTINUE
IF (TZERO-TE) 335*320,320
C******** NEW INPUT DATA REQUIRED
320 CONTINUE
TEO=TE
TIHEO=TEO
DO 325 L=1,NJSU
325 QCARD(Ltl)=QCARD(Lr2)
READ(N5»5020) TE» (QCARD(L»2) >L=1 »NJSU)
C
URITE(N6,4999)
WRITE(N6,5331) TE
5831 FORMAH '0****** SYSTEM INFLOWS (CARDS) AT'»F3.2,' HOURS' F
*' ( JUNCTION / INFLOUFCFS )'»/)
C
WRITE (N6,5830)((JUN(JSW(L) ) i QCARD(L» 2) ) »L=1 ,NJSU)
5830 FORMAT<3XiI5f'/'fF7.2»7(3XiI5f V>F7.2))
URITE(N6,5832)
5832 FORHAK//)
TE=3600,*TE
130 TO 300
335 CONTINUE
IF (TIME-TE) 380i338»338
333 CONTINUE
DO 340 L=1,NJSU
J=J3W(L)
SLOPE-(QCARD(Li2)-QCARD(Li 1))/(TE-TEO)
213
-------
INFLOW NTRNJA FORTRAN V.5A(621) /KI/C/L
20-MAY-81
15557 PAGE 1-2
00113
00114
00115
00116
00117
00118
00119
00120
00121
00122
00123
00124
00125
00126
00127
00123
00129
00130
00131
00132
00133
00134
00135
00136
00137
00138
00139
00140
00141
00142 .
Ql=QCARD
READ(N5,5020> TE>NJSU)
URITE(N6»4999)
URITE5831> TE
WRITE2))»L=l»NJSW)
TE=3600,*TE
URITE(N6»5832)
5020 FORMAT(8F10,0)
60 TO 300
**X***** NO NEW INPUT DATA REQUIRED
380 DO 400 L=1»NJSU
J=JSW(L)
SLOPE=(QCARD(L»2)-QCARD(L»1))/(TE-TEO)
Ql=QCARO
-------
MAIN. NTRNJA FORTRAN V,5A<621) /KI/C/L
20-MAY-81
15:57 PAGE 1
00001
00002
00003
00004
00005
00006
00007
00008
00009
00010
00011
00012
00013
00014
00015
00016
00017
00018
00019
00020
00021
00022
00023
00024
00025
00026
00027
00028
00029
00030
00031
00032
00033
00034
00035
00036
00037
00038
00039
00040
00041
00042
00043
00044
00045
00046
00047
00048
00049
00050
00051
00052
00053
00054
00055
00056
C
C
C
C
C
C
C
C
T>
01
o
CO
<— i
CL H
C 1) <
1-1 V3
w X
H W
H f^
C w "°
C
C
C****
C
C
5002
5001
5004
5005
5003
119
SUBROUTINE OUTPUT
THIS SUBROUTINE PRINTS OUTPUT
* CONTROLS THE PRINTER PLOT ROUTINES
COMMON/FILES/ N5»N6»N21»N22»NPOLLfNLOCAT,QCONV»IDATEZ»LOCNOS(100)»
1TRIBA
COMMON/CONTR/NTCYC»DELTQ»DELT,DELT2»TZERO»ALPHA(40)f
1 NJ,NC»NTC»NTL»ICYC,NJSU,MJSWrTIME,TIME2»Al»A2,A3,A4,A5,A6,A7,W
COMMON/JUNC/Y<187),YT(187),NCHAN(187,8),AS(187),Z(187),QIN(187),
1 QOU(187),QINST(187),GRELEV(187),JUN(187),ZCROUN(187),JSKIP(197) .
2 »SUMAL(187),SUMQ(187),SUMGS(187),ASFULL<187)
COMMON/PIPE/LEN(187),NJUNC(187,2),AFULL(187),AT(137),
1 QC187)»V(137)»VT<187),DEEP(137),A<137),WIDE(187),RFULL(187),
2 NKLASS(187),ZP(187,2),QT(137),QO(187),H(187,2),NCON[i(187),
3 ROUGHU87)
REAL LEN
COMMON/STORE/ NSTORE,JSTORE<20),ZTOP(20),ASTORE(20)
COMMON/OUT/ NPRT,IPRT,NHPRT,JPRT(20),PRTH(100»20),PRGEL(20),
1 NQPRT,CPRT(20),PRTV(100,20),PRTQ(100,20),IDUM(12),ICOL(1Q),
2 LTIME»NPLT,JPLT(20),YPLT(102»20),LPLT,KPLT(20),QPLT(102,20),
TPLT(102),NPTOT,NSTART,INTER,PRTY(100,20)
COMMON/ELEV/ ZINVRT,ZCRN,ZGRND,IPLT
INTEGER CPRT
COMMON/JLABZIITLE ( 40), XLAB (11) , YLAB (6), HORIZ (5), VERT (6)
w H COMMON
DATA VERTQ/4HCOND»4HUIT ,4H FLO,4HW
EXECUTION
PRINT CONTINUITY SUMMARY
CONTINUITY BALANCE AT END OF RUN ',
WRITE(N6,5002)
5002 FORMATC////,' '»23(2H- )
*23(2H- ),/)
5001 FORMATC TOTAL SYSTEM INFLOW VOLUME =',F12,0,' CU FT',/)
URITE(N6,5001) SUMQIN
URITE(N6,5004)
5004 FORMATC JUNCTION OUTFLOWS AND',/,' STREET FLOODING',/)
WRITE(N6,5005)
FORMAT(4X,'JUNCTIONS2X,'OUTFLOW, FT3',/)
DO 119 J=1,NJ
IF(QOU(J).GT,0.) WRITE(N6,5003) JUN(J),QOU(J)
5003 FORMAT(7X,I5,2X,F12,0)
SUMOUT = SUMOUT + QOU(J)
119 CONTINUE
WRITE(N6,5007)
215
-------
OUTPUT NTRNJA FORTRAN V,5A(621) /KI/C/L
20-MAY-81
15557 PAGE 1-1
00057
00058
00059
00060
00061
00062
00063
00064
00065
00066
00067
00068
00069
00070
00071
00072
00073
00074
00075
00076
00077
00078
00079
00080
00081
00082
00083
00084
00085
00086
00087
00088
00089
00090
00091
00092
00093
00094
00095
00096
00097
00098
00099
00100
00101
00102
00103
00104
00105
00106
00107
00108
00109
00110
00111
00112
5007 FORMAT(15X»7(2H—))
URITE(N6»5008) SUMOUT
5008 FORMATUSXf'TOTAL'fllXfF^.Or' CU FT',/)
URITE(N6,5009) VLEFT
5009 FORMATC VOLUME LEFT IN SYSTEM =',5XiF12,0,' CU FT'»/)
PCTERR = «SUMQIN-SUHOUT-VLEFT)/SUMGIN)X100.
URITE(N6»5006) PCTERR
5006 FORMATC ERROR IN CONTINUITY* PERCENT =',F6.2)
CXXXXXXXX PRINT H.G.L. AND WATER DEPTH AT NODES
C
NSTART=NSTART-LTIMEXINTER
TIMEO=TZERO+FLOAT(NSTART)*DELT
DO 100 I=1»NHPRT
MJPRT=JPRT(I)
JPRT(I)=JUN(MJPRT)
100 PRGEL(I)=GRELEV2999)
2999 FORMATC1S64(2H—)/' ', 'ENVIRONMENTAL PROTECTION AGENCY'? 13Xi40HX
2XXX EXTENDED TRANSPORT PROGRAM XXXX,3X,'WATER RESOURCES DIVISI
SON'/' S'UASHINGTONr D.C. 'flAXf4H****»32Xf4H**XX»8X»
4'CAMP DRESSER S MCKEE INC.'/' '»' '»23Xf4H
5****f6X»' ANALYSIS MODULE ' ,6X,4H**X*»8Xf'ANNANDALE^ VIRGINIA
6')
URITE(N6>5000) ALPHA
URITE(N6>5020)
5020 FORMAT (1HO' XXXXXXXXXXXXXXXXXXXX ',
2'T I M E HISTORY OF H. G. L. * * X X * X * * *',
3'XXXXXXXXXXX')
URITE(N6»5030)
5030 FORMAT (56X»' (VALUES IN FEET)')
11=1+5
IF(IT.GT.NHPRT) IT=NHPRT
URITE(N6>5040) (JPRT(L)»L=I»IT)
5040 FORMAT (1HO» 8X»6(7X»'JUNCTION'i15))
URITE(N6>5060) (PRGEL(L)rL=I»IT)
5060 FORMATC TIMES 2X»6(8Xi' GRND'>F7.2)»/» ' HR . MIN' »6( 7Xi 'ELEV
1 DEPTH')»/)
LT=MINO(H5»NHPRT)
DO 120 L=1>LTIME
TIME=(TIMEO+FLQAT((L-1)XINTER)XDELT)/3600.
LTIMEH=IFIX (TIME)
LTIMEM=IFIX((TIME-FLOAT(LTIMEH))*60.0+0.5)
120 URITE(N6»5080) LTIMEH»LTIMEM,(PRTH(LrK)»PRTY(LfK),K=I,LT)
5080 FORMAT C '»I3»'.'»I2»2X»6(F12.2»F8.2))
C
CXXXXXXXX COMPUTE AND PRINT SUMMARY STATISTICS FOR JUNCTIONS
C
DO 700 J=1>NJ
IF(J,EQ.1.QR.(J/39*39),EQ,J) GO TO 701
GO TO 702
701 URITE(N6>2999)
URITE(N6»5000) ALPHA
216
-------
OUTPUT NTRNJA FORTRAN V.5A(621) /KI/C/L
20-MAY-81
15557 PAGE 1-2
00113
00114
00115
00116
00117
00118
00119
00120
00121
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00123
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00130
00131
00132
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00157
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00159
00160
00161
00162
00163
00164
00165
00166
00167
00163
WRITE(N6,750) .
750 FORMAT(//' ',16(2H' ),2X,'S UMMARY STATISTICS FO
2R JUNCTION S',2X,16(2H ')//)
URITE(N6,751)
751 FORMATC ',36X,'UPPERMOST',9X,'MAXIMUM',5X,'TIME',11X,'FEET OF',
211X,'FEET MAX.',11X»'LENGTH'/' ',20X,'GROUND',9X,'PIPE CROWN',8X,
3'COMPUTED',6X>'OF',1IX,'SURCHARGE',10X»'DEPTH IS',14X,'OF'/' ',
42X,'JUNCTION',8X»'ELEVATION',9X,'ELEVATION',10X,'DEPTH'»3X,
5'OCCURENCE',9X,'AT MAX.',9X,'BELOU GROUND'»8X,'SURCHARGE'/' ',
63X,'NUMBER',12X,'(FT)'f2(13X,'(FT)'),4X,'HR,',2X,'MIN.',10X,
7'DEPTH',12X,'ELEVATION', 1IX,'(MIN)'/' ' ,2X,8C-') ,8X,9C-') ,8X,
810C-')»8X»19C-'),8X»9C-'),3X,12C-'),8X,9C-')/J
C
C******** COMPUTE FEET MAXIMUM DEPTH IS BELOW GROUND ELEVATION
702 FTBLG=GRELEV(J)-(DEPMAX(J)+Z(J))
IF(FTBLGDEFMAX( J) > IDHR( J)
2IDMIN(J)»SURMAX»FTBLGfSURLEN(J)
752 FORMAT
4Xr 15
F7,2» 11X»F7,2» lOXi F6,2?3Xf I3>3X; 12 , HX>F5.2r
214X»F5,2»13X,F5,1)
700 CONTINUE
C******** PRINT FLOUS * VELOCITIES IN PIPES
C
DO 140 I=1>NGPRT
L=CPRT(I)
140 CPRT(I)=NCOND(L)
DO 160 I=1»NGPRT>6
URITE(N6»2999)
URITE(N6»5000) ALPHA
URITE(N6»5100)
5100 FORMAT (125HO ********
1Y OF FLOW AND VEL
1* * * A49X>'G(CFS)> VEL(FPS)
IT=H5
IF(IT.GT.NQPRT) IT=NQPRT
URITE(N6f5120) (CPRT(L) >L=I , IT)
******* TIME HISTOR
0
)
CITY ************
TIME'
r6(4X»'CONDUIT'
VEL
))
5120 FORMAT (1HO>
1 ' HR . MIN'n
LT=MINO(H5»NQPRT)
DO 160 L=1»LTIME
TIME=(TIMEO+FLOAT((L-1)*INTER)*DELT)/3600.
LTI«EH=IFIX (TIME)
LTIMEM=IFIX((TIME-FLOAT(LTIMEH»*60, 0+0 ,5)
160 WRITE I3»' . ' »I2> 2X»6(F:7 ,2 iF5.1 »3X) )
C********
C
COMPUTE AND PRINT SUMMARY STATISTICS FOR CONDUITS
217
-------
OUTPUT NTRNJA FORTRAN V,5A<621) /KI/C/L
20-MAY-81
15557 PAGE 1-3
00169
00170
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00210
00211
00212
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00216
00217
00218
00219
00220
00221
00222
00223
00224
DO 900 N=1»NC
IF(N.EQ,1.0R.(N/39»39).EQ.N> GO TO 901
GO TO 902
901 URITE(N6f2999)
URITE(N6j5000) ALPHA
URITE(N6,800)
800 FORMATt//' ',16<2H' )»lH'f2Xi'S UMMARY STATISTICS
2FOR CONDUIT S',2X,1H',16(2H ')//)
URITE(N6f801)
801 FORMATC ',35X,'CONDUIT',5X,'MAXIMUM',5X,
25X,'TIME',6X,'RATIO OF',6X,'MAXIMUM DEPTH ABOVE'/
32('DESIGN',5X>,'VERTICAL'»4X,'COMPUTED',6X,'OF',7X»
46X,'OF',8X,'MAX. TO',4X»'INVERT AT CONDUIT ENDS'/'
TIME',7X,'MAXIMUM',
'COMPUTED',
',IX,'CONDUIT',
»7Xf'FLOWi4X»'OCCURENCE'»4Xt
6'VELOCITY',2X,'OCCURENCE',5X,'DESIGN',5X,'UPSTREAM',4X,
7'DOWNSTREAM'/' ',2X,'NUMBER',5X,'(CFS)'r6Xi ' (FPS)'>7X,'(IN)',3X,
8'(CFS)'f3Xr'HR.'f2XF'MIN,'f6Xr'(FPS)'»3X»'HR.'»2Xf'MIN.'i6X>
9'FLOU',8X,'(FT)',9X,'(FT)'/' ',IX,7('-'),4X,6<'-'),2UX,8('-')),
12(4X»19('-'))»4X,8('-'),4X,22('-')/)
C
C******** COMPUTE DESIGN VELOCITY AND FLOW IN CONDUIT
902 NL=NJUNC(N,1)
NH=NJUNC(N,2)
SLOPE=(ZP(N,1)-ZP(N,2))/LEN(N)
VDSGN=SQRT(32,2*SLOPE/ROUGH(N»*RFULL(N>**0.6666667
QDSGN=AFULL(N)*VDSGN
C
C******** COMPUTE RATIO OF MAX TO DESIGN FLOW IN CONDUIT
QRATIO=0,
IF(QDSGN.GT.O.) QRATIO=QMAXX(N)/QDSGN
C
C******** COMPUTE MAX WATER DEPTH ABOVE CONDUIT INVERT AT BOTH ENDS
DMAXNL=DEPMAX(NL)-(ZP(N>1)-Z(ND)
DMAXNH=DEPMAX(NH)- 3Xr 12)
2F6.1»7X,F5,2,8X»F5.2)
900 CONTINUE
C
"""
PRINTER PLOT PACKAGE
IF(NPLT) 220,220,180
180 DO 200 N=1,NPLT
IPLT=1
J=JPLT(N)
ZINVRT=Z(J)
ZCRN=ZCROUN(J)
ZGRND=GRELŁV(J)
NJUN=JUN(J)
CALL CURVE(TPLTiYPLTa»N)»NPTOT.l»NJUN)
200 URITE(N6,5160) NJUN
5160 FORhATdOOXi 'JUNCTION NUMBER', 17)
220 IF(LPLT) 300,300,240
218
-------
OUTPUT NTRNJA FORTRAN V,5A(621) /KI/C/L 20-HAY-81 15:57 PAGE 1-4
00225 240 DO 260 L=l»6
00226 260 VERT(L)=VERTQ(L)
00227 DO 280 N=1»LPLT
00228 IPLT=2
00229 L=KPLT(N)
00230 NKON=NCOND(L)
00231 CALL CURVE(TPLT»QPLT(l»N)»NPTOTfl,NKON)
00232 280 WRITE(N6»5180> NKON
00233 5180 FORMATdOOX,'CONDUIT NUMBERSI7)
00234 300 RETURN
00235 END
219
-------
PINE
NTRNJA FORTRAN V,5A(621) /KI/C/L
20-HAY-31
15557 PAGE 1
00001
00002
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0001?
00020
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00043
00049
00050
00051
O',.*052
00053
00054
00055
00056
C-
c
c
c
c
c
c
c
SUBROUTINE PINE(X1,Y1,X2,Y2,NSYM,NCT)
COMMON/FILES/ N5iN6»N21»N22iNPOLL»NLOCATiQCONV»IDATEZ»LOCNOS(100)
1TRIBA
COMMON/CONTR/ NTCYC»DELTQ»DELT» DELT2»TZERO» ALPHA(40) »
1 NJ»NC»NTCiNTL»ICYC>NJSU»MJSU>TIME>TI«E2»Al»A2»A3fA4»A5»A6rA7»U
COMMON/ELEV/ ZINVRT»ZCRN»ZGRND» IPLT
COMMON/LAB/TITLE(40)»XLAB(11)>YLAB(6)»HORIZ(5)»VERT(6)
AXA=X1
AXB=X2
AYA=Y1
AY8=Y2
IF«AX3,EQ.AXA),AND.(AYB,EQ.AYA)> RETURN
N=l
IF(ABS(AXB-AXA).LT,ABS(AYB-AYA» GO TO 160
SET PARAMETERS FOR X DIRECTION
IFCAXB.GT.AXA) GO TO 100
AXA=X2
AXB=X1
AYA=Y2
AYB=Y1
100 CONTINUE
IXA=AXA+,5
IXB=AXBf,5
IYA=AYA+,5
IYB=AYB+.5
120 CONTINUE
IF GO TO 140
IF(IYA,LT,0,OR.IYA,GT.40) GO TO 140
CALL PPLOT(IXA»IYA>NSYIi»NCT)
140 CONTINUE
IXA=IXAH
YA=(N*
-------
FINE NTRNJA FORTRAN V.5A<621) /KI/C/L 20-MAY-81 15J57 PAGE 1-1
00057 IF(IYA.LT,O.OR.IYA,GT,40) GO TO 220
00058 CALL PPLOT(IXAiIYAfNSYMfNCT)
00059 220 CONTINUE
00060 IYA=IYA-H
00061 XA=(N*(AXB-AXA) )/(AYB-AYA)
00062 IXA=XA+AXA+0,5
00063 N=N+1
00064 IF(IYA-IYB) 200,240*260
00065 240 IXA = IXB
00066 GO TO 200
00067 260 RETURN
O00.o8 END
221
-------
PPLOT NTRNJA FORTRAN V.5A(621) /KI/C/L
20-HAY-81
15557 PAGE 1
00001
00002
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C0020
00021
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C
c
C
c
2<
SUBROUTINE PPLOTdX»IY»KfNCT)
DIMENSION A(51rl01)»SYM(9)
COMMON/FILES/ N5»N6»N21»N22>NPOLL»NLOCAT»QCONV»IDATEZ»LOCNOSdOO),
1TRIBA
COMMON/CONTR/ NTCYC,DELTQ»DELT,DELT2»TZERO»ALPHA(40>,
1 NJ»NCfNTC»NTL»ICYC»NJSU»MJSU»TIME»TIME2»Al>A2>A3»A4fA5»A6>A7,U
COMMON/ELEV/ ZINVRT»ZCRN,ZGRND»IPLT
COMMON/LAB/TITLE (40 )>XLABdl),YLAB (6), HORIZ<5)» VERT (6)
DATA SYM / 4H****»4H++++» 4H""> 4HXXXX» 4H.,,., 4H2222»
1 4H. > 4HIIIIf 4H /
IF(K-99) 100»120»260
100 A<41-IY»IX+1)=SYM(K)
RETURN
120 CONTINUE
1=0
J2 = l
WRITE(N6f2999)
'99 FORMATC1't64(2H~)/' '» 'ENVIRONMENTAL PROTECTION AGENCY'»13Xr 40H*
2*** EXTENDED TRANSPORT PROGRAM ****r3X»'WATER RESOURCES DIVISI
30N'/' '.'WASHINGTON* D.C. '>16X»4H****.32X»4H****f3X ,
4'CAMP DRESSER i MCKEE INC.'/' '.' '.23X.4H
5****»6X»' ANALYSIS MODULE '>6X,4H****»8X»'ANNANDALE* VIRGINIA
6')
URITE(N6>1300) ALPHA
DO 220 II=lf5
1 = 1 + 1
IF(IPLT,EQ.2)GO TO 130
125 IF (II.NE.l) GO TO 130
WRITE(N6.1050) YLAB(II)»A(1»1),ZINVRT»(A(1.J)»J=29?101)
WRITE(N6»1051) A(2>1)>ZCRNf(A(2.J)> J=29>101)
WRITE(N6>1052) A<3»1)»ZGRND»(A(3»J)»J=29»101)
1 = 3
J2=3
GO TO 135
130 URITE(N6fllOO) YLAB(II)»(A(I>J)»J=lF101)
IFdI.EQ.5) GO TO 240
135 DO 200 JJ=J2»9
1 = 1 + 1
IFd.NE.28) GO TO 140
WRITE(N6r 1500) VERT(5), VERT(6)» (Ad i J). J = l, 101)
GO TO 200
140 IFd.NE.24) GO TO 160
WRITE(N6r1500) VERT<1)»VERT(2)»(A(I,J)>J=l>101)
GO TO 200
160 IFd.NE.26) GO TO 130
WRITE(N6>1500) VERT(3)rVERT(4),(A(I,J)>J=l.101)
CO TO 200
100 URITE(N6> 1000) ( Ad , J), J = l, 101)
200 CONTINUE
I J"i ~~ 1
220 CONTINUE
240 CONTINUE
222
-------
PPLOT NTRNJA FORTRAN V.5A(621) /KI/C/L
20-MAY-81
15557 PAGE 1-1
00057
00058
0059
0060
00061
00062
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00064
00065
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00069
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00079
OOOSO
000(31
1000
1050
1051
1052
1100
1200
1300
1400
1500
260
230
300
320
340
360
URITE(N6»1200) XLAB
URITE(N6>1400) HORIZ
FORMATUSXflOlAl)
FORMAT (F17.3?lXiAl»2X»'
FORMAT <13X,A1,2X,' CROWN ELEV-'>F8.2»'
FORMAT (18X»A1»2X»'GROUND ELEV-'>F8.2»'
FORMAT(F17.3flX,101Al)
FORMAT(F20.1»10F10.1>
FORMAT*' 'f20A4/' 'f20A4//)
FORMAT(/45X»20A4)
FORMAT(3X»2A4»7X»101A1)
DO 300 I=lf40
DO 280 J=l,101
A(IiJ)=SYM(7)
A(I»1)=SYM<8>
CONTINUE
DO 320 J=l»101
A(41,J)=SYM(9)
DO 340 I=l»101»10
A(41»I)=SYM(8)
DO 360 I=lli31flO
A
-------
SCALE NTRNJA FORTRAN V.5A(62i> /KI/C/L
20-MAY-81
15157 PAGE 1
00001
00002
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S
c
c
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SUBROUTINE SCALE (ARRAY*AXLEN»NPTS»INC)
COMMON/FILES/ N5»N6»N21>N22»NPOLL»NLOCAT,QCONV»IDATEZ»LOCNOS(100),
1TRIBA
DIMENSION ARRAY(NPTS)fINT(5)
DATA INT /2»4»5»8»10/
INCT=IABS140
140 AMIN = 0,0
AMAX = 2,0 * AMAX
GO TO 180
160 AMAX = 0.0
AMIN = 2,0 * AMIN
130 CONTINUE
RATE=(AMAX-AMIN)/AXLEN
A=ALOG10(RATE)
N=A
IF(A.LT.O) N=A-0.9999
RATE=RATE/(10.**N)
L=RATEH.OO
200 DO 220 1=1.5
IF(L-INTd)) 240,240,220
220 CONTINUE
240 L=INT(I)
RANGE=FLOAT(L)*10,**N
IF(INC,LT,0) GO TO 300
K=AMIN/RANGE
IF(AMIN,LT,0.) K=K-1
COMPUTE UNITS/INCH
SCALE INTERVAL TO
LESS THAN 10
FIND NEXT HIGHER INTERVAL
L IS NEXT HIGHER INTERVAL
RANGE IS SCALED BACK TO FULL SET
SET UP POSITIVE STEPS
224
-------
SCALE NTRNJA FORTRAN V,5A(621) /KI/C/L
20-MAY-81
15J57 PAGE 1-1
00057
00058
00059
00060
00061
00062
00063
00064
00065
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00067
00068
00069
00070
00071
00072
00073
00074
OC075
00076
00077
00078
00079
00080
00081
00082
00083
00084
00085
00086
00037
00088
C
C
c
c
c
c
c
c
c
CHECK FOR MAX VALUE IN RANGE
IF(AMAX,GT.(K+AXLEN)*RANGE) GO TO 260
I=NPTS*INCTtl
ARRAY(I)=K«RANGE
I=IHNCT
ARRAY(I)=RANGE
RETURN
IF OUTSIDE RANGE RESET L AND N
260
280 GO TO 200
L=L+1
IF(L.LT.ll)
L=2
GO TO 200
SET UP NEGATIVE STEPS
300 K=AMAX/RANGE
IF
-------
TIDCF NTRNJA FORTRAN V,5A(621) /KI/C/L
20-MAY-81
15557 PAGE 1
00001
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C
c
C
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c
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E
C
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c
SUBROUTINE TIDCF(KOfNlrNCHTID)
THIS SUBROUTINE COMPUTES SEVEN COEFFICIENTS
FOR A FOURIER EXPANSION OF THE DIURNAL TIDE STAGE
COMMON/FILES/ N5»N6»N21»N22,NPOLL»NLOCAT»QCONV»IDATEZ»LOCNOS(100)»
1TRIBA .
COMMON/CONTR/ NTCYCfDELTQ»DELT»DELT2»TZERO»ALPHA(40)t
1 NJfNC»NTC»NTL»ICYC>NJS«FMJSU,TIME»TIME2»Al»A2»A3fA4fA5»A6»A7fU
COMMON/TIDE/ YY(50) »TT(50) »AA< 10) rXXUO) ..SXXUOi 10) »SXY(10)
TIDE COEFFICIENTS
TIDAL CURVE FIT* 7 TERM
SINUSOIDAL EQUATION
WRITE(N6>140) KOrNIiNCHTID
140 FORMAT (7HO KO IS»I3il9H NUMBER OF POINTS =»I4>35H MAXIMUM NUMBER
1 OF ITERATIONS IS 50,21H TIDE CHECK ITCH IS*I2)
IF ,\0 EQUALS ONEt PROGRAM WILL
READ FOUR POINTS OF INFORMATION
AND EXPAND THEM FOR A FULL TIDE
NT IS THE NUMBER OF INFORMATION
POINTS
IF NCHTID EQUALS ONE» TIDAL
INPUT-OUTPUT UILL SE PRINTED
MAXIT IS THE MAXIMUM NUMBER OF
ITERATIONS
DELTA IS THE ACCURACY
LIMIT IN FEET
PERIOD = 25,
MAXIT = 50
DELTA = 0,005
NTT=7
U = 2.*3,14159 /PERIOD
IF(KO.EQ.O) GO TO 225
TT(50) =TTUHPERIOH
YY(50)=YY(1)
DO 220 1=1,4
j = ltl
IF (J.GT.4) J=50
NI=NH1
TT(NI)=(3.*TT(I)+TT(J))/4.
YY(NI)=0,8535*YY(mO,1465*YY
-------
riDCF NTRNJA FORTRAN V,5A(621) /KI/C/L
00057
00058
00059
00060
00061
00062
00063
00064
00065
00066
00067
00068
00069
00070
00071
00072
00073
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00075
00076
00077
00073
00079
00030
00081
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00087
00033
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00093
00099
00100
00101
00102
00103
00104
00105
00106
00107
00108
0010?
00110
ooni
00112
146
260
280
IF (NCHTID.NE.l) GO TO 240
URITE(N6,146)
FORMAT (29HO NO. TIME
URITE(N6,148) (I»TT(I), YY(I),
148 FORMAT (14, 2F12.3 )
240 CONTINUE
DO 280 J=1,NTT
DO 260 K=1,NTT
SXX(K,J) = 0.
AA(J) = 0.
SXY(J) = 0.
NJ2 = NTT/2 t 1
DO 360 I = IrNI
DO 320 J = 1,NTT
FJ1 = FLOAT(J-l)
FJ3 = FLOAT ( J-NJ2 )
IF ( J.LE.NJ2 ) GO TO 300
XX(J) = COS(FJ3*U*TT(I))
GO TO 320
XX(J) = SIN(FJ1*W*TT(I))
IF( J.EQ.l )XX(J) = 1.
SXY(J) = 3XY(J) IXX(J) *YY(I)
-- -•- • I,NTT
1/NTT
SXX(K,J) +XX(K> *XX(J)
20-MAY-81
VALUE
= 1, NI)
15157 PAGE 1-1
300
320
340
DO 340 J
DO 340 K
SXX(K,J)
360 CONTINUE
IT = 0
380 IT = IT + 1
DELMAX = 0.
DO 420 K = 1,NTT
SUM = 0,
DO 400 J = 1»NTT
IF. (J.EQ.K) GO TO 400
SUM = SUM -AA
-------
TIDCF NTRNJA FORTRAN V.5AC621) /KI/C/L
20-MAY-81
15:57 PAGE 1-2
00113
00114
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00119
00120
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00123
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00142
00143 "
152
480
500
520
154
156
540
C
C
C
158
3
t
»
i
COMPUTED
DIFF )
FORMAT <46HO TIME OBSERVED
RES = 0,
DO 520 I = IrNI
SUM = 0,
DO 500 J = 2,NTT
FJ1 = FLOAT ( J-l )
FJ3 = FLOAT ( J-NJ2 )
IF ( J.LE.NJ2 ) GO TO 480
SUM = SUM tAA(J) *COS(FJ3*(J*TT(I))
GO TO 500
SUM = SUM +AA(J> *SIN(FJ1*U*TT(I»
CONTINUE
SUM = SUM tAA(l)
DIFF = SUM -YY(I)
RES = RES + ABS(DIFF)
WRITE(N6il54) TT(I),YYSUM>DIFF
FORMAT ( 4F12.4 )
liRITE RES
FORMAT (6HOTOTAL > 30X» F12.4 )
CONTINUE
CONSTANTS FOR INPUT UAVE FORM
URITE158)Al»A2jA3»A4»A5fA6»A7
FORMAT(///46H COEFFICIENTS FOR TIDAL STAGE ARE //85H
1 Al A2 A3 A4 . A5 A6
2A7 //7F10,3iF12.2///31H UHERE THE UAVEFQRH IS GIVE
3N BY//92H H(J) = Al + A2*SIN(UT) + A3*SIN<2UT) + A4*SIN(3UT) I A5*
4COS(UT) t A6*COS(2UT) t A7*COS(3UT»
RETURN
END
228
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