United States
Environmental Protection
Agency
EPA/600/R-22/030
Revised February 2022
www.epa.gov/water-research
Storm Water Management Model
User's Manual Version 5.2
-------
EPA- 600/R-22/030
February 2022
Storm Water Management Model
User's Manual Version 5.2
by
Lewis A Rossman and Michelle Simon
Office of Research and Development
Center for Environmental Solutions & Emergency Response
Cincinnati, OH 45268
Center for Environmental Solutions and Emergency Response
Office of Research and Development
U.S. Environmental Protection Agency
26 Martin Luther King Drive
Cincinnati, OH 45268
February 2022
-------
Disclaimer
The information in this document has been funded wholly or in part by the U.S. Environmental
Protection Agency (EPA). It has been subjected to the Agency's peer and administrative review,
and has been approved for publication as an EPA document. Note that approval does not signify
that the contents necessarily reflect the views of the Agency. Mention of trade names or
commercial products does not constitute endorsement or recommendation for use.
NOTICE: This report was prepared as an account of work sponsored by an agency of the United
States Government. Neither the United States Government, nor any agency thereof, nor any of
their employees, nor any of their contractors, subcontractors, or their employees, make any
warranty, express or implied, or assume any legal liability or responsibility for the accuracy,
completeness, or usefulness of any information, apparatus, product, or process disclosed, or
represent that its use would not infringe privately owned rights. Reference herein to any specific
commercial product, process, or service by trade name, trademark, manufacturer, or otherwise,
does not necessarily constitute or imply its endorsement, recommendation, or favoring by the
United States Government, any agency thereof, or any of their contractors or subcontractors. The
views and opinions expressed herein do not necessarily state or reflect those of the United States
Government, any agency thereof, or any of their contractors.
ii
-------
Abstract
EPA Storm Water Management Model (SWMM) is a dynamic rainfall-runoff simulation model
used for single event or long-term (continuous) simulation of runoff quantity and quality from
primarily urban areas. The runoff component of SWMM operates on a collection of subcatchment
areas that receive precipitation and generate runoff and pollutant loads. The routing portion of
SWMM transports this runoff through a system of pipes, channels, storage/treatment devices,
pumps, and regulators. SWMM tracks the quantity and quality of runoff generated within each
subcatchment, and the flow rate, flow depth, and quality of water in each pipe and channel during
a simulation period comprised of multiple time steps. Running under Windows, SWMM 5 provides
an integrated environment for editing study area input data, running hydrologic, hydraulic and
water quality simulations, and viewing the results in a variety of formats. These include color-
coded drainage area and conveyance system maps, time series graphs and tables, profile plots,
and statistical frequency analyses. This user's manual describes in detail how to run SWMM 5.2.
It includes instructions on how to build a drainage system model, how to set various simulation
options, and how to view results in a variety of formats. It also describes the different types of
files used by SWMM and provides useful tables of parameter values. Detailed descriptions of the
theory behind SWMM 5 and the numerical methods it employs can be found in a separate set of
reference manuals.
iii
-------
Forward
The U.S. Environmental Protection Agency (EPA) is charged by Congress with protecting the
Nation's land, air, and water resources. Under a mandate of national environmental laws, the
Agency strives to formulate and implement actions leading to a compatible balance between
human activities and the ability of natural systems to support and nurture life. To meet this
mandate, EPA's research program is providing data and technical support for solving
environmental problems today and building a scientific knowledge base necessary to manage our
ecological resources wisely, understand how pollutants affect our health, and prevent or reduce
environmental risks in the future.
The Center for Environmental Solutions and Emergency Response (CESER) within the Office of
Research and Development (ORD) is the Agency's center for investigation of technological and
management approaches for preventing and reducing risks from pollution that threaten human
health and the environment. The focus of the Center's research program is on methods and their
cost-effectiveness for prevention and control of pollution to air, land, water, and subsurface
resources; protection of water quality in public water systems; remediation of contaminated sites,
sediments, and ground water; prevention and control of indoor air pollution; and restoration of
ecosystems. CESER collaborates with both public and private sector partners to foster
technologies that reduce the cost of compliance and to anticipate emerging problems. CESER's
research provides solutions to environmental problems by: developing and promoting
technologies that protect and improve the environment; advancing scientific and engineering
information to support regulatory and policy decisions; and providing the technical support and
information transfer to ensure implementation of environmental regulations and strategies at the
national, state, and community levels.
EPA's Storm Water Management Model (SWMM) is used throughout the world for planning,
analysis, and design related to stormwater runoff, combined and sanitary sewers, and other
drainage systems. It can be used to evaluate gray infrastructure stormwater control strategies,
such as pipes and storm drains, and is a useful tool for creating cost-effective green/gray hybrid
stormwater control solutions. SWMM was developed to help support local, state, and national
stormwater management objectives to reduce runoff through infiltration and retention, and help
to reduce discharges that cause impairment of waterbodies.
Gregory Sayles, PhD., Director
Center for Environmental Solutions and Emergency Response
iv
-------
Acknowledgements
The lead author of this extensive update to the User's Manual is Lewis A. Rossman in collaboration
with Michelle Simon and the U.S. Environmental Protection Agency (USEPA), Cincinnati, OH.
This document was reviewed by, Michael Tryby (USEPA), Robert Dickinson (Innovyze), Mitch
Heineman (CDM Smith), and Mike Gregory (CHI).
v
-------
CONTENTS
DISCLAIMER II
ABSTRACT Ill
FORWARD IV
ACKNOWLEDGEMENTS V
CHAPTER 1 INTRODUCTION 14
1.1 What is SWMM 14
1.2 Modeling Capabilities 15
1.3 Typical Applications of SWMM 16
1.4 Installing EPA SWMM 16
1.5 Steps in Using SWMM 17
1.6 About This Manual 18
CHAPTER 2 QUICK START TUTORIAL 20
2.1 Example Study Area 20
2.2 Project Setup 21
2.3 Drawing Objects 24
2.4 Setting Object Properties 26
2.5 Running a Simulation 31
2.6 Simulating Water Quality 41
2.7 Running a Continuous Simulation 46
CHAPTER 3 SWMM'S CONCEPTUAL MODEL 50
3.1 Introduction 50
3.2 Visual Objects 51
3.3 Non-Visual Objects 63
3.4 Computational Methods 84
vi
-------
CHAPTER 4 SWMM'S MAIN WINDOW 94
4.1 Overview 94
4.2 Main Menu 95
4.3 Keyboard Shortcuts 99
4.4 Toolbars 99
4.5 Status Bar 101
4.6 Study Area Map 102
4.7 Project Browser 103
4.8 Map Browser 104
4.9 Property Editor 106
4.10 Setting Program Preferences 107
CHAPTER 5 WORKING WITH PROJECTS 110
5.1 Creating a New Project 110
5.2 Opening an Existing Project 110
5.3 Saving a Project Ill
5.4 Setting Project Defaults Ill
5.5 Measurement Units 113
5.6 Link Offset Conventions 114
5.7 Calibration Data 114
5.8 Viewing All Project Data 116
CHAPTER 6 WORKING WITH OBJECTS 118
6.1 Types of Objects 118
6.2 Adding Objects 118
6.3 Selecting and Moving Objects 119
6.4 Editing Objects 120
vii
-------
6.5 Converting an Object 121
6.6 Copying and Pasting Objects 122
6.7 Shaping and Reversing Links 122
6.8 Shaping a Subcatchment 123
6.9 Deleting an Object 123
6.10 Editing or Deleting a Group of Objects 123
CHAPTER 7 WORKING WITH THE MAP 126
7.1 Viewing Map Layers 126
7.2 Selecting a Map Theme 127
7.3 Setting the Map's Dimensions 127
7.4 Utilizing a Backdrop Image 128
7.5 Measuring Distances 132
7.6 Zooming the Map 133
7.7 Panning the Map 133
7.8 Viewing at Full Extent 134
7.9 Finding an Object 134
7.10 Submitting a Map Query 135
7.11 Using the Map Legends 136
7.12 Using the Overview Map 138
7.13 Setting Map Display Options 138
7.14 Exporting the Map 143
CHAPTER 8 RUNNING A SIMULATION 145
8.1 Setting Simulation Options 145
8.2 Setting Reporting Options 153
8.3 Selecting Event Periods 155
viii
-------
8.4 Starting a Simulation 157
8.5 Troubleshooting Results 157
CHAPTER 9 VIEWING RESULTS 161
9.1 Viewing a Status Report 161
9.2 Viewing Summary Results 162
9.3 Time Series Results 166
9.4 Viewing Results on the Map 168
9.5 Viewing Results with a Graph 168
9.6 Customizing a Graph's Appearance 175
9.7 Viewing Results with a Table 180
9.8 Viewing a Statistics Report 183
CHAPTER 10 PRINTING AND COPYING 187
10.1 Selecting a Printer 187
10.2 Setting the Page Format 188
10.3 Print Preview 189
10.4 Printing the Current View 189
10.5 Copying to the Clipboard or to a File 189
CHAPTER 11 FILES USED BY SWMM 191
11.1 Project Files 191
11.2 Report and Output Files 191
11.3 Rainfall Files 192
11.4 Climate Files 193
11.5 Calibration Files 193
11.6 Time Series Files 195
11.7 Interface Files 196
ix
-------
CHAPTER 12 USING ADD-IN TOOLS 201
12.1 What Are Add-In Tools 201
12.2 Configuring Add-In Tools 202
APPENDIX A USEFUL TABLES 206
A.l Units of Measurement 206
A.2 Soil Characteristics 207
A.3 NRCS Hydrologic Soil Group Definitions 208
A.4 SCS Curve Numbers1 209
A.5 Depression Storage 210
A.6 Manning's Coefficient (n) - Overland Flow 211
A.7 Manning's Coefficient (n) - Closed Conduits 212
A.8 Manning's Coefficient (n) - Open Channels 213
A.9 Water Quality Characteristics of Urban Runoff 214
A.10 Culvert Code Numbers 215
A.ll Culvert Entrance Loss Coefficients 218
A.12 Standard Elliptical Pipe Sizes 220
A.13 Standard Arch Pipe Sizes 221
APPENDIX B VISUAL OBJECT PROPERTIES 225
B.l Rain Gage Properties 225
B.2 Subcatchment Properties 226
B.3 Junction Properties 228
B.4 Outfall Properties 229
B.5 Flow Divider Properties 230
B.6 Storage Unit Properties 232
B.7 Conduit Properties 233
x
-------
B.8 Pump Properties 235
B.9 Orifice Properties 236
B.10 Weir Properties 237
B.ll Outlet Properties 238
B.12 Map Label Properties 239
APPENDIX C SPECIALIZED PROPERTY EDITORS 240
C.l Aquifer Editor 240
C.2 Climatology Editor 243
C.3 Control Rules Editor 253
C.4 Cross-Section Editor 260
C.5 Curve Editor 262
C.6 Groundwater Flow Editor 264
C.l Groundwater Equation Editor 268
C.8 Infiltration Editor 269
C.9 Inflows Editor 272
C.10 Initial Buildup Editor 276
C.ll Inlet Structure Editor 277
C.12 Inlet Usage Editor 281
C.13 Land Use Assignment Editor 283
C.14 Land Use Editor 284
C.15 LID Control Editor 289
C.16 LID Group Editor 297
C.17 LID Usage Editor 298
C.18 Pollutant Editor 301
C.19 Snow Pack Editor 303
xi
-------
C.20 Storage Shape Editor 307
C.21 Street Section Editor 310
C.22 Time Pattern Editor 313
C.23 Time Series Editor 315
C.24 Title/Notes Editor 317
C.25 Transect Editor 318
C.26 Treatment Editor 320
C.27 Unit Hydrograph Editor 322
APPENDIX D COMMAND LINE SWMM 324
D.l General Instructions 324
D.2 Input File Format 324
D.3 Map Data Section 405
APPENDIX E ERROR AND WARNING MESSAGES 411
LIST OF FIGURES
Figure 2-1 Example Study Area 20
Figure 2-2 Subcatchments and nodes for example study area 25
Figure 3-1 Physical objects used to model a drainage system 51
Figure 3-2 Concrete box culvert 58
Figure 3-3 Storm drain inlet 58
Figure 3-4 Areal depletion curve for a natural area 65
Figure 3-5 An RDM unit hydrograph 68
Figure 3-6 Example of a natural channel transect 69
Figure 3-7 Definitional sketch of a Street cross-section 69
Figure 3-8 Representation of a dual drainage system 71
Figure 3-9 HEC-22 inlets supported by SWMM 72
Figure 3-10 Adjustment of subcatchment parameters after LID placement 83
xii
-------
Figure 3-11 Conceptual view of surface runoff 85
Figure 3-12 Two-zone groundwater model 86
Figure 3-13 Conceptual diagram of a bio-retention cell LID 91
Figure 8-1 Flow Instability Index for a flow hydrograph 160
Figure 11-1 Combining routing interface files 199
Figure D-l Example SWMM project file 326
Figure D-2 Example study area map 406
Figure D-3 Data for example study area map 406
LIST OF TABLES
Table 3-1 Available cross section shapes for conduits 56
Table 3-2 Available types of weirs 62
Table 3-3 Layers used to model different types of LID units 92
Table 9-1 Time series variables available for viewing 167
Table C-l Types of grate inlets 278
Table D-2 Geometric parameters of conduit cross sections 373
Table D-3 Pollutant buildup functions 389
Table D-4 Pollutant wash off functions 390
xiii
-------
Chapter 1 INTRODUCTION
1.1 What is SWMM
The EPA Storm Water Management Model (SWMM) is a dynamic rainfali-runoff simulation model
used for single event or long-term (continuous) simulation of runoff quantity and quality from
primarily urban areas. The runoff component of SWMM operates on a collection of subcatchment
areas that receive precipitation and generate runoff and pollutant loads. The routing portion of
SWMM transports this runoff through a system of pipes, channels, storage/treatment devices,
pumps, and regulators. SWMM tracks the quantity and quality of runoff generated within each
subcatchment, and the flow rate, flow depth, and quality of water in each pipe and channel during
a simulation period comprised of multiple time steps.
Urban Wet Weather Flews
Sanitary
WasluwulRr
Separate*
Storm Sewer
System
Sanitary Wastewater
Combined
Sewer System
I Sanitary
Wastewater
I Interceptor
Scwcr
Sanitary
Sbwbt
Overflows
leadworks
V&stetaler
Treatment Plant
Storm Water
Pirtnl Source
Bypass
SWMM was first released in 1971 and has undergone several major upgrades since then. It
continues to be widely used throughout the world for planning, analysis and design related to
storm water runoff, combined sewers, sanitary sewers, and other drainage systems in urban
areas, with many applications in non-urban areas as well. The current edition, Version 5, is a
complete re-write of previous releases.
14
-------
a variety of formats. These include color-coded drainage area and conveyance system maps, time
series graphs and tables, profile plots, and statistical frequency analyses.
1.2 Modeling Capabilities
SWMM accounts for various hydrologic processes that produce runoff from land surfaces. These
include:
¦ time-varying rainfall
¦ evaporation of standing surface water
¦ snow accumulation and melting
¦ rainfall interception from depression storage
¦ infiltration of rainfall into unsaturated soil layers
¦ percolation of infiltrated water into groundwater layers
¦ interflow between groundwater and the drainage system
¦ nonlinear reservoir routing of overland flow
¦ rainfall-dependent infiltration and inflow (RDM) for sanitary sewersheds
¦ capture and retention of rainfall/runoff with various types of low impact development
(LID) practices.
Spatial variability in all of these processes is achieved by dividing a study area into a collection of
smaller, homogeneous subcatchment areas, each containing its own fraction of pervious and
impervious subareas. Overland flow can be routed between subareas, between subcatchments,
or between entry points of a drainage system.
SWMM also contains a flexible set of hydraulic modeling capabilities used to route runoff and
external inflows through a drainage system network of pipes, channels, storage/treatment units
and diversion structures. These include the ability to:
¦ handle networks of unlimited size
¦ use a wide variety of standard closed and open conduit shapes as well as natural channels
¦ model special elements such as storage/treatment units, curb and gutter inlets, culverts,
flow dividers, pumps, weirs, and orifices
¦ apply external flows and water quality inputs from surface runoff, groundwater interflow,
rainfall-dependent infiltration and inflow, dry weather sanitary flow, and user-defined
inflows
¦ utilize either kinematic wave or full dynamic wave flow routing methods
¦ model various flow regimes, such as backwater, surcharging, reverse flow, and surface
ponding
¦ apply user-defined dynamic control rules to simulate the operation of pumps, orifice
openings, and weir crest levels.
15
-------
In addition to modeling the generation and transport of runoff flows, SWMM can also estimate
the production of pollutant loads associated with this runoff. The following processes can be
modeled for any number of user-defined water quality constituents:
¦ dry-weather pollutant buildup over different land uses
¦ pollutant washoff from specific land uses during storm events
¦ direct contribution of rainfall deposition
¦ reduction in dry-weather buildup due to street cleaning
¦ reduction in washoff load due to BMPs
¦ entry of dry weather sanitary flows and user-specified external inflows at any point in the
drainage system
¦ routing of water quality constituents through the drainage system
¦ reduction in constituent concentration through treatment in storage units or by natural
processes in pipes and channels.
1.3 Typical Applications of SWMM
Since its inception, SWMM has been used in thousands of sewer and stormwater studies
throughout the world. Typical applications include:
¦ design and sizing of drainage system components for flood control
¦ sizing of detention facilities and their appurtenances for flood control and water quality
protection
¦ flood plain mapping of natural channel systems
¦ designing control strategies for minimizing combined sewer overflows
¦ evaluating the impact of rainfall-dependent infiltration and inflow on sanitary sewer
overflows
¦ generating non-point source pollutant loadings for waste load allocation studies
¦ evaluating the effectiveness of BMPs for reducing wet weather pollutant loadings.
1.4 Installing EPA SWMM
EPA SWMM 5.2 runs on both 32- and 64-bit versions of Microsoft Windows. It is distributed as a
single file named swmm52tt(x86)_setup.exe for the 32-bit edition or swmm52#(x64)_setup.exe
for the 64-bit edition (where # is the current release number which as of this writing is 0) that
contains a self-extracting setup program. To install EPA SWMM:
1. Select the Search icon from the Windows Taskbar and enter the word Run.
2 . In the Run dialog that appears click the Browse button to locate the SWMM setup file on
your computer.
3. Click the OK button type to begin the setup process.
16
-------
The setup program will ask you to choose a folder (directory) where the SWMM program files will
be placed. After the files are installed your Start Menu will have a new item named EPA SWMM
5.2.# where # is the current release number. To launch SWMM, select this item off of the Start
Menu, and then select SWMM 5.2 from the submenu that appears. (The name of the executable
file that runs SWMM under Windows is epaswmm5.exe.)
A user's personal settings for running SWMM are stored in a folder named EPASWMM under the
user's Application Data directory (e.g., Users\\AppData\Roaming\EPASWMM). If you
need to save these settings to a different location, you can install a shortcut to SWMM 5 on the
desktop whose target entry includes the full path name of the SWMM 5 executable followed by
/s , where is the name of the folder where the personal settings will be
stored. An example might be:
"c:\Program Files\EPA SWMM 5.2\epaswmm5.exe"/s "My Fo!ders\SWMM5\".
Several example data sets have been included with the installation package to help users become
familiar with the program. They are placed in a sub-folder named EPA SWMM Projects\Sample
Projects in the user's Documents folder. Each example consists of an .INP file that holds the
project's data along with a .TXTfile that describes the system being modeled.
To remove EPA SWMM from your computer, do the following:
1. Select Settings from the Windows Start menu.
2 . Select Apps from the Settings page.
3. Select EPA SWMM 5.2.# from the list of programs that appears.
4. Click the Uninstall button.
1.5 Steps in Using SWMM
One typically carries out the following steps when using EPA SWMM to model a study area:
1. Specify a default set of options and object properties to use (see Section 5.4).
2 . Draw a network representation of the physical components of the study area (see Section
6.2).
3. Edit the properties of the objects that make up the system (see Section 6.4).
4. Select a set of analysis options (see Section 8.1).
5. Run a simulation (see Section 8.4).
17
-------
6. View the results of the simulation (see Chapter 9).
For building larger systems from scratch, it might be more convenient to replace Step 2 by
collecting study area data from various sources, such as CAD drawings or GIS files, and transferring
these data into a SWMM input file whose format is described in Appendix D of this manual.
1.6 About This Manual
Chapter 2 presents a short tutorial to help get started using EPA SWMM. It shows how to add
objects to a SWMM project, how to edit the properties of these objects, how to run a single event
simulation for both hydrology and water quality, and how to run a long-term continuous
simulation.
Chapter 3 provides background material on how SWMM models stormwater runoff within a
drainage area. It discusses the behavior of the physical components that comprise a stormwater
drainage area and collection system as well as how additional modeling information, such as
rainfall quantity, dry weather sanitary inflows, and operational control, are handled. It also
provides an overview of how the numerical simulation of system hydrology, hydraulics and water
quality behavior is carried out.
Chapter 4 shows how the EPA SWMM graphical user interface is organized. It describes the
functions of the various menu options and toolbar buttons, and how the three main windows -
the Study Area Map, the Browser panel, and the Property Editor—are used.
Chapter 5 discusses the project files that store all of the information contained in a SWMM model
of a drainage system. It shows how to create, open, and save these files as well as how to set
default project options. It also discusses how to register calibration data that are used to compare
simulation results against actual measurements.
Chapter 6 describes how one goes about building a network model of a drainage system with
SWMM. It shows how to create the various physical objects (subcatchment areas, drainage pipes
and channels, pumps, weirs, storage units, etc.) that make up a system, how to edit the properties
of these objects, and how to describe the way that externally imposed inflows, boundary
conditions and operational controls change overtime.
Chapter 7 explains how to use the study area map that provides a graphical view of the system
being modeled. It shows how to view different design and computed variables in color-coded
fashion on the map, how to re-scale, zoom, and pan the map, how to locate objects by name on
the map, how to utilize a backdrop image, and what options are available to customize the
appearance of the map.
18
-------
Chapter 8 shows how to run a simulation of a SWMM model. It describes the options that control
how the analysis is made and offers some troubleshooting tips to use when examining simulation
results.
Chapter 9 discusses the various ways in which the results of an analysis can be viewed. These
include different views of the study area map, various kinds of graphs and tables, and several
different types of special reports.
Chapter 10 explains how to print and copy the results discussed in Chapter 9.
Chapter 11 describes how EPA SWMM can use different types of interface files to make
simulations runs more efficient.
Chapter 12 describes how add-in tools can be registered and share data with SWMM. These tools
are external applications launched from SWMM's graphical user interface that can extend its
capabilities.
The manual also contains several appendixes:
Appendix A- provides several useful tables of parameter values, including a table of units of
expression for all design and computed quantities.
Appendix B - lists the editable properties of all visual objects that can be displayed on the study
area map and be selected for editing using point and click.
Appendix C - describes the specialized editors available for setting the properties of non-visual
objects.
Appendix D - provides instructions for running the command line version of SWMM and
includes a detailed description of the format of a project file.
Appendix E - lists all of the error messages and their meaning that SWMM can produce.
19
-------
Chapter 2 QUICK START TUTORIAL
This chapter provides a tutorial on how to use EPA SWMM. If you are not familiar with the
elements that comprise a drainage system, and how these are represented in a SWMM model,
you might want to review the material in Chapter 3 first
2.1 Example Study Area
In this tutorial we will model the drainage system serving a 12-acre residential area. The system
layout is shown in Figure 2-1 and consists of subcatchment areas1 SI through S3, storm sewer
conduits CI through C4, and conduit junctions J1 through J4. The system discharges to a creek at
the point labeled Outl. We will first go through the steps of creating the objects shown in this
diagram on SWMM's study area map and setting the various properties of these objects. Then we
will simulate the water quantity and quality response to a 3-inch, 6-hour rainfall event, as well as
a continuous, multi-year rainfall record.
Figure 2-1 Example Study Area
1 A subcatchment is an area of land containing a mix of pervious and impervious surfaces whose
runoff drains to a common outlet point, which could be either a node of the drainage network or
another subcatchment.
20
-------
2.2 Project Setup
Our first task is to create a new SWMM project and make sure that certain default options are
selected. Using these defaults will simplify the data entry tasks later on.
1. Launch EPA SWMM if it is not already running and select File » New from the Main Menu
bar to create a new project.
2. Select Project» Defaults to open the Project Defaults dialog.
3. On the ID Labels page of the dialog, set the ID Prefixes as shown below. This will make
SWMM automatically label new objects with consecutive numbers following the
designated prefix.
P roj ect D efa u Its |——|
ID Labels Subcatchrnents Nodes/Links
Object
ID Prefix
Rain Gages
Gage
Subcatchrnents
S
Junctions
J
Outfalls
Out
Dividers
Storage Units
Conduits
c
Pumps
Regulators
ID Increment
1
n Save as defaults for all new projects
OK
Cancel
Help
21
-------
4. On the Subcatchments page of the dialog set the following default values:
Area
4
Width
400
% Slope
0.5
% Imperv.
50
N-lmperv.
0.01
N-Perv.
0.10
Dstore-lmperv.
0.05
Dstore-Perv
0.05
%Zero-lmperv.
25
Infil. Model
- Method
Modified Green-Ampt
- Suction Head
3.5
- Conductivity
0.5
- Initial Deficit
0.26
5. On the Nodes/Links page set the following default values:
Node Invert
Node Max. Depth
Node Ponded Area
Conduit Length
Conduit Geometry
- Barrels
- Shape
- Max. Depth
Conduit Roughness
Flow Units
Link Offsets
Routing Model
0
4
0
400
1
Circular
1.0
0.01
CFS
DEPTH
Kinematic Wave
6. Click OK to accept these choices and close the dialog. If you wanted to save these choices
for all future new projects, you could check the Save box at the bottom of the form before
accepting it.
Next, we will set some map display options so that ID labels and symbols will be displayed as we
add objects to the study area map, and links will have direction arrows.
1. Select Tools » Map Display Options to bring up the Map Options dialog.
2 . Select the Subcatchments page, set the Fill Style to Diagonal and the Symbol Size to 5.
3. Then select the Nodes page and set the Node Size to 5.
22
-------
2.3 Drawing Objects
We are now ready to begin adding components to the Study Area Map2. We will start with the
subcatchments.
1. Begin by selecting the Subcatchments category (under Hydrology) in the Project Browser
panel (on the left side of the main window).
2. Then click the * button on the toolbar underneath the object category listing in the
Project panel (or select Project | Add a New Subcatchment from the main menu). Notice
how the mouse cursor changes shape to a pencil when you move it over the map.
3. Move the mouse to the map location where one of the corners of subcatchment SI lies
and left-click the mouse.
4. Do the same for the next three corners and then right-click the mouse (or hit the Enter
key) to close up the rectangle that represents subcatchment SI. You can press the Esc key
if instead you wanted to cancel your partially drawn subcatchment and start over again.
Don't worry if the shape or position of the object isn't quite right. We will go back later
and show how to fix this.
5. Repeat this process for subcatchments 52 and S33.
Next we will add in the junction nodes and the outfall node that comprise part of the drainage
network.
1. To begin adding junctions, select the Junctions category from the Project Browser (under
Hydraulics-> Nodes) and click the button or select Project | Add a New Junction from
the main menu.
2 . Move the mouse to the position of junction J1 and left-click it. Do the same for junctions
J2 through J4.
2 Drawing objects on the map is just one way of creating a project. For large projects it might be
more convenient to first construct a SWMM project file external to the program. The project file
is a text file that describes each object in a specified format as described in Appendix D of this
manual. Data extracted from various sources, such as CAD drawings or GIS files, can be used to
create the project file.
3 If you right-click (or press Enter) after adding the first point of a subcatchment's outline, the
subcatchment will be shown as just a single point.
24
-------
3. To add the outfall node, select Outfalls from the Project Browser, click the ^ button or
select Project | Add a New Outfall from the main menu, move the mouse to the outfall's
location on the map, and left-click. Note how the outfall was automatically given the
name Outl.
At this point your map should look something like that shown in Figure 2-2.
Out1 J4 J2
T • •
Figure 2-2 Subcatchments and nodes for example study area
Now we will add the storm sewer conduits that connect our drainage system nodes to one
another. (You must have created a link's end nodes as described previously before you can create
the link.) We will begin with conduit CI, which connects junction J1 to J2.
¦&
2 . Left-click the mouse on junction Jl. Note how the mouse cursor changes shape to a pencil.
3. Move the mouse over to junction J2 (note how an outline of the conduit is drawn as you
move the mouse) and left-click to create the conduit. You could have cancelled the
operation by either right clicking or by hitting the key.
4. Repeat this procedure for conduits C2 through C4.
Although all of our conduits were drawn as straight lines, it is possible to draw a curved link by
left-clicking at intermediate points where the direction of the link changes before clicking on the
end node.
25
-------
To complete the construction of our study area schematic we need to add a rain gage.
1. Select the Rain Gages category from the Project Browser panel (under Hydrology) and
either click the *®* button or select Project | Add a New Rain Gage from the main menu.
2 . Move the mouse over the Study Area Map to where the gage should be located and left-
click the mouse.
At this point we have completed drawing the example study area. Your system should look like
the one in Figure 2-1. If a rain gage, subcatchment or node is out of position you can move it by
doing the following:
*
2 . Click on the object to be moved.
3. Drag the object with the left mouse button held down to its new position.
1. With the map in Object Selection mode, click on the subcatchment's centroid (indicated
by a solid square within the subcatchment) to select it.
2 . Then click the button on the Map Toolbar to put the map into Vertex Selection mode.
3. Select a vertex point on the subcatchment outline by clicking on it (note how the selected
vertex is indicated by a filled solid square).
4. Drag the vertex to its new position with the left mouse button held down.
5. If need be, vertices can be added or deleted from the outline by right-clicking the mouse
and selecting the appropriate option from the popup menu that appears.
*
This same procedure can also be used to re-shape a link.
As visual objects are added to our project, SWMM assigns them a default set of properties. To
change the value of a specific property for an object we must select the object into the Property
Editor. There are several different ways to do this. If the Editor is already visible, then you can
simply click on the object or select it from the Project Browser. If the Editor is not visible then you
can make it appear by one of the following actions:
¦ double-click the object on the map,
26
-------
or right-click on the object and select Properties from the pop-up menu that appears,
or select the object from the Project Browser and then click the Browser's & button,
or after selecting the object choose Edit » Edit Object from the Main Menu.
Subcatchment SI (oj
Property
Value
1
Name
SI
>¦
X-Coordinate
4756.809
Y-Coordinate
6653.696
Description
Tag
Rain Gage
Gagel
Outlet
J1
Area
4
Width
400
Name of node or another
subcatchrnentthat receives runoff
Whenever the Property Editor has the focus you can press the F1 key to obtain a more detailed
description of the properties listed.
1. From the Main Menu select Edit »Select All.
2 . Then select Edit » Group Edit to make a Group Editor dialog appear.
3. Select Subcatchment as the type of object to edit, Rain Gage as the property to edit, and
type in Gagel as the new value.
4. Click OK to change the rain gage of all subcatchments to Gagel. A confirmation dialog will
appear noting that 3 subcatchments have changed. Select "No" when asked to continue
editing.
27
-------
Group Editor
I-E3-I
For objects of type
] with Tag equal to
edit the property
by replacing it with
Subcatchment t
Rain Gage t
Gagel
OK j Cancel
Help
To set the outlet node of our subcatchments we have to proceed one by one, since these vary by
subcatchment:
1. Double click on subcatchment SI or select it from the Project Browser and click the
Browser's ^ button to bring up the Property Editor.
3. Click on subcatchment 52 and enter J2 as its Outlet.
4. Click on subcatchment S3 and enter J3 as its Outlet.
The junctions and outfall of our drainage system need to have invert elevations assigned to them.
As we did with the subcatchments, select each junction individually into the Property Editor and
set its Invert Elevation to the value shown below4
Node Invert
J1 96
J2 90
J3 93
J4 88
Outl 85
4 An alternative way to move from one object of a given type to the next in order (or to the
previous one) in the Property Editor is to hit the Page Down (or Page Up) key.
28
-------
Only one of the conduits in our example system has a non-default property value. This is conduit
C4, the outlet pipe, whose diameter should be 1.5 instead of 1 ft. To change its diameter, select
conduit C4 into the Property Editor and set the Max. Depth value to 1.5.
In order to provide a source of rainfall input to our project we need to set the rain gage's
properties. Select Gagel into the Property Editor and set the following properties:
Rain Format
Rain Interval
Data Source
Series Name
INTENSITY
1:00
TIMESERIES
TS1
As mentioned earlier, we want to simulate the response of our study area to a 3-inch, 6-hour
design storm. A time series named TS1 will contain the hourly rainfall intensities that make up this
storm. Thus we need to create a time series object and populate it with data. To do this:
1. From the Project Browser select the Time Series category of objects.
2. Click the """ button on the Browser to bring up the Time Series Editor dialog5.
3. Enter TS1 in the Time Series Name field.
4. Enter the values shown in the dialog on the next page into the Time and Value columns
of the data entry grid (leave the Date column blank6).
5. You can click the View button on the dialog to see a graph of the time series values. Click
the OK button to accept the new time series.
5 The Time Series Editor can also be launched directly from the Rain Gage Property Editor by
selecting the editor's Series Name field and double clicking on it.
6 Leaving off the dates for a time series means that SWMM will interpret the time values as hours
from the start of the simulation. Otherwise, the time series follows the date/time values specified
by the user.
29
-------
Time Series Editor
Time Series Name
KH
TSl
Description
n Use external data file named below
[Vl Enter time series data in the table below
No dates means times are relative to start of simulation.
Date
(M/D/Y)
Time
(H:M)
Value
>¦
| 0 | 0
1
0.5
2
1
3
0.75
4
0.5
5
0.25
6
0
View
Having completed the initial design of our example project it is a good idea to give it a title and
save our work to a file at this point. To do this:
1. Select the Title/Notes category from the Project Browser and click the ^ button.
3. From the File menu select the Save As option.
4. In the Save As dialog that appears, select a folder and file name under which to save this
project. We suggest naming the file tutorial.inp. (An extension of .inp will be added to the
file name if one is not supplied.)
5. Click Save to save the project to file.
30
-------
& Title/Notes Editor
Tutorial Example
MH
171 Use title line as header for printing
OK
Cancel
The project data are saved to the file in a readable text format. You can view what the file looks
like by selecting Project » Details from the main menu. To open our project at some later time,
you would select the Open command from the File menu.
Setting Simulation Options
Before analyzing the performance of our example drainage system we need to set some options
that determine how the analysis will be carried out. To do this:
1. From the Project Browser, select the Options category and click the ^ button.
2 . On the General page of the Simulation Options dialog that appears (see next page), select
Kinematic Wave as the flow routing method. The infiltration method should already be
set to Modified Green-Ampt. The Allow Ponding option should be unchecked.
3. On the Dates page of the dialog, set the End Analysis time to 12:00:00.
4. On the Time Steps page, set the Routing Time Step to 60 seconds.
5. Click OK to close the Simulation Options dialog.
31
-------
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.0)
Tutorial Exarnple
****************
Analysis Options
Fl«w Dnita
CFS
Process Models:
Rainfall/Runoff
YES
RDII
NO
Snowmelt
NO
Groundwater
NO
Flov Routing
YES
Ponding Allowed
NO
Water Quality
NO
Infiltration Method
MODIFIED_GREEN_AMPT
Flow Routing Method
KINWAVE
Starting Date
JUN-2T-2002 00:00:00
Ending Date
JUN-2T-2002 12:00:00
Antecedent Dry Days
0.0
Reoort Tine Step
00:15:00
Wet Time Step
00:15:00
Dry Tirri= Sten
01:00:00
Routing Time Step
€0.00 sec
Volume Depth
Runoff Quantity Continuity
acre-feet inches
Total Precipitation
3.000 3.000
Evaporation Loss
0.000 0.000
Infiltration Less
1.7S0 1.750
Surface Runoff
1.246 1.246
Final Storage
0.016 0.016
Continuity Error (%'i
-0.3S6
Volume y&kiW
Flow Routing Continuity
acre-feet 10~6 gal
Dry Weather Inflow
0.000 0.000
Wet Weather Inflow
1.246 0.406
Groundwater Inflow
0.000 0.000
33
-------
For the system we just analyzed the report indicates the quality of the simulation is quite good,
with negligible mass balance continuity errors for both runoff and routing (-0.39% and 0.03%,
respectively, if all data were entered correctly). Also, of the 3 inches of rain that fell on the study
area, 1.75 infiltrated into the ground and essentially the remainder became runoff.
Viewing the Summary Report
The Summary Report contains tables listing summary results for each subcatchment, node and
link in the drainage system. Total rainfall, total runoff, and peak runoff for each subcatchment,
peak depth and hours flooded for each node, and peak flow, velocity, and depth for each conduit
are just some of the outcomes included in the summary report.
To view the Summary Report select Report | Summary from the main menu (or click the H
button on the Standard Toolbar and then select Summary Report from the drop down menu).
The report's window has a drop down list from which you select a particular report to view. For
our example, the Node Flooding Summary table indicates there was internal flooding in the
system at node J2. Note. The Conduit Surcharge Summary table shows that Conduit C2, just
downstream of node J2, was at full capacity and therefore appears to be slightly undersized.
M Summary Results
[
= ||-a I-E3-
Topic: Node Flooding
~ Click a column header to sort the column.
Total
Maximum
Maximum
Day of
Hour of
Flood
Ponded
Hours
Rate
Maximum
Maximum
Volume
Volume
Node
Flooded
CFS
Flooding
Flooding
10A6 gal
1000 ft3
J2
1.05
0.77
0
03:01
0.018
0.000
Topic: Conduit Surcharge T Click a column headerto sortthe column.
Conduit
Hours
Both Ends
Full
Hours
Upstream
Full
Hours
Dn stream
Full
Hours
Above
Normal
Flow
Hours
Capacity
Limited
C2
1,03
1.03 1,03 1,05 1,03
Summary Results
34
-------
Viewing Results on the Map
Simulation results (as well as some design parameters, such as subcatchment area, node invert
elevation, and link maximum depth) can be viewed in color-coded fashion on the study area map.
SWMM 52 - tutorial.inp
File Edit View Project Report Tools Window Help
Project Map
Themes
Subcatchments
Runoff
"V
Nodes
None
V
Links
Flow
s/
Time Period
Date
06/27/2002
V
<
>
Time of Day
05:45:00
<
>
Elapsed Time
0.05:45:00
L^J
-
Animator
h i a ~
Study Area Map
yyyyyztyzZvyyyWs
Link
Flow
0.40
0.80
1.20
1.60
CFS
0ut1
T
C4
<
a WW
J3
C3
J1
¦#
jf!
m
jfj
C1
J4
#-
C2
—
> J2
Auto-Length: Off ~ Offsets: Depth ~ Flow Units: CFS ~ Zoom Level: 100% X,Y: 6628.545, -3063.860
To view a particular variable in this fashion:
1. Select the Map page of the Browser panel.
3 . The color-coding used for a particular variable is displayed with a legend on the study area
map. To toggle the display of a legend, select View » Legends.
4. To move a legend to another location, drag it with the left mouse button held down.
35
-------
5. To change the color-coding and the breakpoint values for different colors, select View »
Legends » Modify and then the pertinent class of object (or if the legend is already
visible, simply right-click on it). To view numerical values for the variables being displayed
on the map, select Tools » Map Display Options and then select the Annotation page of
the Map Options dialog. Use the check boxes for Subcatchment Values, Node Values, and
Link Values to specify what kind of annotation to add.
6. The Date / Time of Day / Elapsed Time controls on the Map Browser can be used to move
through the simulation results in time. The map view shown above depicts results at 5
hours and 45 minutes into the simulation.
7 . You can use the controls in the Animator panel of the Map Browser to animate the map
display through time. For example, pressing the ^ button will run the animation forward
in time.
Viewing a Time Series Plot
To generate a time series plot of a simulation result:
1. Select Report» Graph » Time Series or simply click lH on the Standard Toolbar.
2 . ATime Series Plot Selection dialog will appear. It is used to select the objects and variables
to be plotted.
For our example, the Time Series Plot Selection dialog can be used to graph the flow in conduits
CI and C2 as follows (refer to the dialog forms shown below):
2. Select conduit CI (either on the map or in the Project Browser) and select Flow as the
variable to be plotted. Click the Accept button to return to the Time Series Plot Selection
dialog.
3. Repeat steps 1 and 2 for conduit C2.
4. Press OK to create the plot which should look like the graph shown below.
36
-------
After a plot is created you can:
¦ customize its appearance by selecting Report» Customize or by clicking the [S* button
on the Standard Toolbar or by simply right clicking on the plot,
¦ copy it to the clipboard and paste it into another application by selecting Edit » Copy To
or clicking ^ on the Standard Toolbar
¦ print it by selecting File » Print or File » Print Preview (use File » Page Setup first to
set margins, orientation, etc.).
Viewing a Profile Plot
SWMM can generate profile plots showing how water surface depth varies across a path of
connected nodes and links. Let's create such a plot for the conduits connecting junction J1 to the
outfall Outl of our example drainage system. To do this:
1. Select Report» Graph » Profile on the main menu or click ^ on the main Toolbar.
2 . Either enter J1 in the Start Node field of the Profile Plot Selection dialog or select it on the
map or from the Project Browser and click the ^ button next to the field.
37
-------
Do the same for node Outl in the End Node field of the dialog.
Click the Find Path button. An ordered list of the links forming a connected path between
the specified Start and End nodes will be displayed in the Links in Profile box. You can edit
the entries in this box if need be.
Profile Plot Selection
Create Profile
Start Node
J1
End Node
Outl
1 + 1
1 + 1
Find Path
Use Saved Profile
Save Current Profile
MM
Links in Profile
CI
C 2
C4
+ o o X
OK
Cancel
Help
Click the OK button to create the plot, showing the water surface profile as it exists at the
simulation time currently selected in the Map Browser (hour 02:45 for the plot shown
below).
38
-------
Profile - NodeJl - Outl
1
=» I s iMs-l
4 m
Water Elevation Profile: Node J1 -
Out1
100
j
i
98
96
§ 94
IB
41/
Jt)
QJ i—
LU
90
38i "
>Ut1f ...
361
1,200 1,100 1,000 900 800 700 600 500 400 300 200 100 C
Distance (ft)
06*27/2002 02:45:0C
As you move through time using the Map Browser or with the Animator control, the water depth
profile on the plot will be updated. Observe how node J2 becomes flooded between hours 2 and
3 of the storm event. A Profile Plot's appearance can be customized and it can be copied or printed
using the same procedures as for a Time Series Plot.
In the analysis just run we chose to use the Kinematic Wave method of routing flows through our
drainage system. This is an efficient but simplified approach that cannot deal with such
phenomena as backwater effects, pressurized flow, flow reversal, and non-dendritic layouts.
SWMM also includes a Dynamic Wave routing procedure that can represent these conditions. This
procedure, however, requires more computation time, due to the need for smaller time steps to
maintain numerical stability.
Most of the effects mentioned above would not apply to our example. However we had one
conduit, C2, which flowed full and caused its upstream junction to flood. It could be that this pipe
is actually being pressurized and could therefore convey more flow than was computed using
Kinematic Wave routing. We would now like to see what would happen if we apply Dynamic Wave
routing instead.
To run the analysis with Dynamic Wave routing:
39
-------
1. From the Project Browser, select the Options category and click the & button.
2. On the General page of the Simulation Options dialog that appears, select Dynamic Wave
as the flow routing method.
3. On the Dynamic Wave page of the dialog, use the settings shown below7.
Simulation Options X
General Dates Time Steps Dynamic Wave Files
Inertial Terms
Normal Flow Criterion
Force Main Equation
Surcharge Method
0 Use Variable Time Steps Adjusted By:
Minimum Variable Time Step (sec)
Time Step For Conduit Lengthening (sec)
Minimum Nodal Surface Area (sq.feet)
Maximum Trials per Time Step
Head Convergence Tolerance (feet)
Number of Threads
Apply Defaults
75
0.5
12.557
Dampen
Slope & Froude
V
Hazen-Williams
V
Extran
V
%
0,005
OK
Cancel
Help
4. Click OK to close the form and select Project » Run Simulation (or click the % button)
to re-run the analysis.
If you look at the Summary Report for this run, you will see that there is no longer any junction
flooding and that the peak flow carried by conduit C2 has been increased from 3.52 cfs to 4.04
cfs.
7 Normally when running a Dynamic Wave analysis, one would also want to reduce the routing
time step (on the Time Steps page of the dialog). We will keep it at 60 seconds.
40
-------
2.6
Simulating Water Quality
In the next phase of this tutorial we will add water quality analysis to our example project. SWMM
has the ability to analyze the buildup, washoff, transport and treatment of any number of water
quality constituents. The steps needed to accomplish this are:
1. Identify the pollutants to be analyzed.
2 . Define the categories of land uses that generate these pollutants.
3. Set the parameters of buildup and washoff functions that determine the quality of runoff
from each land use.
4. Assign a mixture of land uses to each subcatchment area
5. Define pollutant removal functions for nodes within the drainage system that contain
treatment facilities.
We will now apply each of these steps, with the exception of number 5, to our example project8.
We will define two runoff pollutants; total suspended solids (TSS), measured as mg/L, and total
Lead, measured in ug/L. In addition, we will specify that the concentration of Lead in runoff is a
fixed fraction (0.25) of the TSS concentration. To add these pollutants to our project:
1. Under the Quality category in the project Browser, select the Pollutants sub-category
beneath it.
2. Click the button to add a new pollutant to the project.
3. In the Pollutant Editor dialog that appears, enter TSS for the pollutant name and leave
the other data fields at their default settings.
4. Click the OK button to close the Editor.
5. Click the button on the Project Browser again to add our next pollutant.
7 . Click the OK button to close the Editor.
8 Aside from surface runoff, SWMM also allows pollutants to be introduced into the nodes of a
drainage system through user-defined time series of direct inflows, dry weather inflows,
groundwater interflow, and rainfall-dependent infiltration and inflow.
41
-------
Pollutant Editor
Property
Value
Name
TSS
Units
MG/L
Rain Concen.
0.0
GW Concen.
0.0
I&I Concen.
0.0
DWF Concen.
0.0
Init. Concen.
0.0
Decay Coeff.
0.0
Snow Only
NO
Co-Pollutant
Co-Fraction
User-assigned name of the pollutant.
OK Cancel Help
In SWMM, pollutants associated with runoff are generated by specific land uses assigned to
subcatchments. In our example, we will define two categories of land uses: Residential and
Undeveloped. To add these land uses to the project:
1. Under the Quality category in the Project Browser, select the Land Uses sub-category and
click the ^ button.
3. Repeat steps 1 and 2 to create the Undeveloped land use category.
42
-------
Land Use Editor
kaJ
General Buildup Washoff
Property
Value
Land Use Name
Residential
Description
STREET SWEEPING
Interval
0
Availability
0
Last Swept
0
User assigned name of land use,
OK
Cancel
Help
Next we need to define buildup and washoff functions for TSS in each of our land use categories.
Functions for Lead are not needed since its runoff concentration was defined to be a fixed fraction
of the TSS concentration. Normally, defining these functions requires site-specific calibration.
1. Select the Residential land use category from the Project Browser and click
2 . In the Land Use Editor dialog, move to the Buildup page.
3. Select TSS as the pollutant and POW (for Power function) as the function type.
4. Assign the function a maximum buildup of 50, a rate constant of 1.0, a power of 1 and
select AREA as the normalizer.
43
-------
Land Use Editor |—£3—|
General Buildup Washoff
Pollutant
TSS
Property
Value
Function
POW
Max. Buildup
50
Rate Constant
1.0
Power/Sat. Constant
1
Normalizer
AREA
Buildup function: POW = power, EXP =
exponential, SAT = saturation, EXT = external time
series.
OK
Cancel
Help
5. Move to the Washoff page of the dialog and select TSS as the pollutant, EMC as the
function type, and enter 100 for the coefficient. Fill the other fields with 0.
6. Click the OK button to accept your entries.
The final step in our water quality example is to assign a mixture of land uses to each
subcatchment area:
1. Select subcatchment SI into the Property Editor.
2. Select the Land Uses property and click the ellipsis button (or press Enter).
3. In the Land Use Assignment dialog that appears, enter 75 for the % Residential and 25 for
the % Undeveloped. Then click the OK button to close the dialog.
44
-------
Land Use Assignment
-E3-
Land Use
% of Area
Residential
Undeveloped
75
25
OK
Cancel
Help
4. Repeat the same three steps for subcatchment 52.
5. Repeat the same for subcatchment S3, except assign the land uses as 25% Residential and
75% Undeveloped.
1. From the Options category of the Project Browser, select the Dates sub-category and click
the ^ button.
2. In the Simulation Options dialog that appears, enter 5 into the Antecedent Dry Days field.
3. Leave the other simulation options the same as they were for the dynamic wave flow
routing we just completed.
4. Click the OK button to close the dialog.
£
When the run is completed, view its Status Report. Note that two new sections have been added
for Runoff Quality Continuity and Quality Routing Continuity. From the Runoff Quality Continuity
table we see that there was an initial buildup of 47.5 lbs of TSS on the study area and an additional
2.2 lbs of buildup added during the dry periods of the simulation. About 47.9 lbs were washed off
during the rainfall event. The quantity of Lead washed off is a fixed percentage (25% times 0.001
to convert from mg to ug) of the TSS as was specified.
45
-------
If you plot the runoff concentration of TSSfor subcatchment SI and S3 together on the same time
series graph as shown below, you will see the difference in concentrations resulting from the
different mix of land uses in these two areas. You can also see that the duration over which
pollutants are washed off is much shorter than the duration of the entire runoff hydrograph (i.e.,
1 hour versus about 6 hours). This results from having exhausted the available buildup of TSS over
this period of time.
Graph - Subcatchment SI TSS.,.
a
90.0
80.0
70.0
60.0
O 50.0
s
w 40.0
w
30.0-
20.0-
10.0 -
0.0-
Subcatchment S1 TSS (MG/L)
Subcatchment S3 TSS (MG/L)
I
1
3 2
4 6 3 10 12 14
Elapsed Time (hours)
2.7 Running a Continuous Simulation
To run a continuous simulation with this rainfall record:
1. Select the rain gage Gagel into the Property Editor.
2. Change the selection of Data Source to FILE.
3. Select the File Name data field and click the ellipsis button (or press the Enter key) to
bring up a standard Windows File Selection dialog.
46
-------
4. Navigate to the folder where the SWMM example files were stored, select the file named
sta310301.dat, and click Open to select the file and close the dialog.
5. In the Station No. field of the Property Editor enter 310301.
6. Select the Options category in the Project Browser and click the ^ button to bring up
the Simulation Options form.
7. On the General page of the form, select Kinematic Wave as the Routing Method (this will
help speed up the computations).
8. On the Dates page of the form, set both the Start Analysis and Start Reporting dates to
01/01/1998, and set the End Analysis date to 01/01/2000.
9. On the Time Steps page of the form, set the Routing Time Step to 300 seconds.
£
After our continuous simulation is completed we can perform a statistical frequency analysis on
any of the variables produced as output. For example, to determine the distribution of rainfall
volumes within each storm event over the two-year period simulated:
1. Select Report» Statistics or click the 2 button on the Standard Toolbar.
2 . In the Statistics Report Selection dialog that appears, enter the values shown below.
Statistics Report Selection |—£3— [
Object Category
System
T
Object Name
~ |
Variable Analyzed
Precipitation
T
Event Time Period
Event-Dependent
T
Statistic
Total
Event Thresholds
Precipitation 0
Event Volume 0
Separation Time
6
OK
Cancel
Help
47
-------
3. Click the OK button to close the form.
The results of this request will be a Statistics Report form containing four tabbed pages: a
Summary page, an Events page containing a rank-ordered listing of each event, a Histogram page
containing a plot of the occurrence frequency versus event magnitude, and a Frequency Plot page
that plots event magnitude versus cumulative frequency.
2 Statistics - System Precipitation
= II a IksM
Summary
Events Histogram Frequency Plot
SUMMARY STATISTICS
Object ., ..... System
Variable ............. Precipitation (in/hr)
Event Period ......... Variable
Event Statistic ...... Total (in)
Event Threshold Precipitation > 0.0000 (in/hr)
Event Threshold ...... Event Volume > 0.0000 (in)
Event Threshold Separation Time >= 6.0 (hr)
Feriod of Record 01/01/1993 to 01/01/2000
Number of Events ..... 213
Event Frequency*...... 0.076
Minimum Value ........ 0.010
Maximum Value ..... 3.350
Mean Value 0.309
Std, Deviation ... 0.449
Skewness Coeff. ...... 3.161
~Fraction of all reporting periods belonging to an event.
l>
The summary page shows that there were a total of 213 rainfall events. The Events page shows
that the largest rainfall event had a volume of 3.35 inches and occurred over a 24- hour period.
There were no events that matched the 3-inch, 6-hour design storm event used in our previous
single-event analysis that had produced some internal flooding. In fact, the Summary Report for
this continuous simulation indicates that there were no flooding or surcharge occurrences over
the simulation period.
¦ adding low impact development (LID) controls (i.e., green infrastructure) to reduce or
delay runoff from subcatchments
48
-------
¦ utilizing additional types of drainage elements, such as storage units, flow dividers,
pumps, and regulators, to model more complex types of systems
¦ using control rules to simulate real-time operation of pumps and regulators
¦ employing different types of externally-imposed inflows at drainage system nodes, such
as direct time series inflows, dry weather inflows, and rainfall-dependent infiltration and
inflow
¦ modeling groundwater interflow between aquifers beneath subcatchment areas and
drainage system nodes
¦ modeling snow fall accumulation and melting within subcatchments
¦ adding calibration data to a project so that simulated results can be compared with
measured values
¦ utilizing a background street, site plan, or topo map to assist in laying out a system's
drainage elements and to help relate simulated results to real-world locations.
You can find more information on these and other features in the remaining chapters of this
manual.
49
-------
Chapter 3 SWMM'S CONCEPTUAL MODEL
This chapter discusses how SWMM models the objects and operational parameters that constitute
a stormwater drainage system. Details about how this information is entered into the program
are presented in later chapters. An overview is also given on the computational methods that
SWMM uses to simulate the hydrology, hydraulics and water quality behavior of a drainage
system.
3.1 Introduction
SWMM conceptualizes a drainage system as a series of water and material flows between several
major environmental compartments. These compartments and the SWMM objects they contain
include:
¦ The Atmosphere compartment, which generates precipitation and deposits pollutants
onto the land surface compartment. SWMM uses Rain Gage objects to represent rainfall
inputs to the system.
¦ The Land Surface compartment, which is represented through one or more Subcatchment
objects. It receives precipitation from the Atmospheric compartment in the form of rain
or snow; it sends outflow in the form of infiltration to the Groundwater compartment and
also as surface runoff and pollutant loadings to the Transport compartment.
¦ The Groundwater compartment receives infiltration from the Land Surface compartment
and transfers a portion of this inflow to the Transport compartment. This compartment
is modeled using Aquifer objects.
¦ The Transport compartment contains a network of conveyance elements (channels,
pipes, pumps, and regulators) and storage/treatment units that transport water to
outfalls or to treatment facilities. Inflows to this compartment can come from surface
runoff, groundwater interflow, sanitary dry weather flow, or from user-defined
hydrographs. The components of the Transport compartment are modeled with Node
and Link objects
Not all compartments need appear in a particular SWMM model. For example, one could model
just the transport compartment, using pre-defined hydrographs as inputs.
50
-------
3.2 Visual Objects
Figure 3-1 depicts how a collection of SWMM's visual objects might be arranged together to
represent a stormwater drainage system. These objects can be displayed on a map in the SWMM
workspace. The following sections describe each of these objects.
3.2.1 Rain Gages
Rain Gages supply precipitation data for one or more subcatchment areas in a study region. The
rainfall data can be either a user-defined time series or come from an external file. Several
different popular rainfall file formats currently in use are supported, as well as a standard user-
defined format. More details on these formats are presented in Section 11.3.
The principal input properties of rain gages include:
¦ rainfall data type (e.g., intensity, volume, or cumulative volume)
¦ recording time interval (e.g., hourly, 15-minute, etc.)
¦ source of rainfall data (input time series or external file)
¦ name of rainfall data source
3.2.2 Subcatchments
Subcatchments are hydrologic units of land whose topography and drainage system elements
direct surface runoff to a single discharge point. The user is responsible for dividing a study area
51
-------
into an appropriate number of subcatchments, and for identifying the outlet point of each
subcatchment. Discharge outlet points can be either nodes of the drainage system or other
subcatchments.
Subcatchments are divided into pervious and impervious subareas. Surface runoff can infiltrate
into the upper soil zone of the pervious subarea, but not through the impervious subarea.
Impervious areas are themselves divided into two subareas - one that contains depression storage
and another that does not. Runoff flow from one subarea in a subcatchment can be routed to the
other subarea, or both subareas can drain to the subcatchment outlet.
Infiltration of rainfall from the pervious area of a subcatchment into the unsaturated upper soil
zone can be described using five different models:
¦ Classic Horton infiltration
¦ Modified Horton infiltration
¦ Green-Ampt infiltration
¦ Modified Green-Ampt infiltration
¦ SCS Curve Number infiltration
To model the accumulation, re-distribution, and melting of precipitation that falls as snow on a
subcatchment, it must be assigned a Snow Pack object. To model groundwater flow between an
aquifer underneath the subcatchment and a node of the drainage system, the subcatchment must
be assigned a set of Groundwater parameters. Pollutant buildup and washoff from subcatchments
are associated with the Land Uses assigned to the subcatchment. Capture and retention of
rainfall/runoff using different types of low impact development practices (such as bio-retention
cells, infiltration trenches, porous pavement, vegetative swales, and rain barrels) can be modeled
by assigning a set of pre-designed LID controls to the subcatchment.
The other principal input parameters for subcatchments include:
¦ assigned rain gage
¦ outlet node or subcatchment
¦ total area
¦ percent imperviousness area
¦ average slope
¦ characteristic width of overland flow
¦ Manning's roughness (n) for overland flow on both pervious and impervious areas
52
-------
¦ depression storage in both pervious and impervious areas
¦ percent of impervious area with no depression storage.
3.2.3 Junction Nodes
Junctions are drainage system nodes where links join together. Physically they can represent the
confluence of natural surface channels, manholes in a sewer system, or pipe connection fittings.
External inflows can enter the system at junctions. Excess water at a junction can become partially
pressurized while connecting conduits are surcharged and can either be lost from the system or
be allowed to pond atop the junction and subsequently drain back into the junction.
The principal input parameters for a junction are:
¦ invert (channel or manhole bottom) elevation
¦ height to ground surface
¦ ponded surface area when flooded (optional)
¦ external inflow data (optional).
3.2.4 Outfall Nodes
Outfalls are terminal nodes of the drainage system used to define final downstream boundaries
under Dynamic Wave flow routing. For other types of flow routing they behave as a junction. Only
a single link can be connected to an outfall node, and the option exists to have the outfall
discharge onto a subcatchment's surface.
The boundary conditions at an outfall can be described by any one of the following stage
relationships:
¦ the critical or normal flow depth in the connecting conduit
¦ a fixed stage elevation
¦ a tidal stage described in a table of tide height versus hour of the day
¦ a user-defined time series of stage versus time.
The principal input parameters for outfalls include:
¦ invert elevation
¦ boundary condition type and stage description
¦ presence of a flap gate to prevent backflow through the outfall.
53
-------
3.2.5 Flow Divider Nodes
Flow Dividers are drainage system nodes that divert inflows to a specific conduit in a prescribed
manner. A flow divider can have no more than two conduit links on its discharge side. Flow
dividers are only active under Steady Flow and Kinematic Wave routing and are treated as simple
junctions under Dynamic Wave routing.
There are four types of flow dividers, defined by the manner in which inflows are diverted:
Cutoff Divider. diverts all inflow above a defined cutoff value.
Overflow Divider: diverts all inflow above the flow capacity of the non-diverted
conduit.
Tabular Divider: uses a table that expresses diverted flow as a function of total
inflow.
Weir Divider. uses a weir equation to compute diverted flow.
The flow diverted through a weir divider is computed by the following equation
Qdiv = Cw(fHw)1S
where Qdiv= diverted flow, Cw= weir coefficient, Hw= weir height and /is computed as
Qin Qmin
f =
Qmax Qr
where Qin is the inflow to the divider, Qmin is the flow at which diversion begins, and Qmax
CwH^r5. The user-specified parameters for the weir divider are Qmin, Hw, and Cw.
The principal input parameters for a flow divider are:
¦ junction parameters (see above)
¦ name of the link receiving the diverted flow
¦ method used for computing the amount of diverted flow.
3.2.6 Storage Units
Storage Units are drainage system nodes that provide storage volume. Physically they could
represent storage facilities as small as a catch basin or as large as a lake. The volumetric properties
54
-------
of a storage unit are described by a function or table of surface area versus height. In addition to
receiving inflows and discharging outflows to other nodes in the drainage network, storage nodes
can also lose water from surface evaporation and from seepage into native soil.
The principal input parameters for storage units include:
¦ invert (bottom) elevation
¦ maximum depth
¦ depth-surface area data
¦ evaporation potential
¦ seepage parameters (optional)
¦ external inflow data (optional).
3.2.7 Conduits
Conduits are pipes or channels that move water from one node to another in the conveyance
system. Their cross-sectional shapes can be selected from a variety of standard open and closed
geometries as listed in Table 3-1.
Most open channels can be represented with a rectangular, trapezoidal, or user-defined irregular
cross-section shape. For irregular sections a Transect object is used to define how depth varies
with distance across the cross-section (see Section 3.3.5 below). Most new drainage and sewer
pipes are circular while culverts typically have elliptical, rectangular, or arch shapes. Elliptical and
Arch pipes come in standard sizes that are listed in Appendix A.12 and A.13. The Filled Circular
shape allows the bottom of a circular pipe to be filled with sediment and thus limit its flow
capacity. The Custom Closed Shape allows any closed geometrical shape that is symmetrical about
the center line to be defined by supplying a Shape Curve for the cross section (see Section 3.3.13
below).
SWMM uses the Manning equation to express the relationship between flow rate (Q), cross-
sectional area (A), hydraulic radius (R), and slope (5) in all conduits. For standard U.S. units,
1 49
Q = —AR2'^1'2
n
where n is the Manning roughness coefficient. The slope ^is interpreted as either the conduit
slope or the friction slope (i.e., head loss per unit length), depending on the flow routing method
used.
55
-------
Table 3-1 Available cross section shapes for conduits
Name
Parameters
Shape
Name
Parameters
Shape
Circular
Full Height
Circular Force
Main
Full Height,
Roughness
Filled Circular
Full Height,
Filled Depth
Rectangular
Closed
Full Height,
Width
Rectangular -
Open
Full Height,
Width
Trapezoidal
Full Height,
Base Width,
Side Slopes
/
Triangular
Full Height,
Top Width
Horizontal
Ellipse
Full Height,
Max. Width
Vertical
Ellipse
Full Height,
Max. Width
Arch
Full Height,
Max. Width
Parabolic
Full Height,
Top Width
Power
Full Height,
Top Width,
Exponent
Rectangular-
Triangular
Full Height,
Top Width,
Triangle
Height
Rectangular-
Round
Full Height,
Top Width,
Bottom
Radius
Modified
Baskethandle
Full Height,
Bottom
Width,
Top Radius
£
wmm».
Egg
Full Height
Horseshoe
Full Height
Gothic
Full Height
Catenary
Full Height
Semi-Eli iptical
Full Height
Baskethandle
Full Height
Semi-Circular
Full Height
Irregular
Channel
Transect
Coordinates
Custom
Closed Shape
Full Height,
Shape Curve
Coordinates
Street or
Roadway
See Section
3.3.6
56
-------
For pipes with Circular Force Main cross-sections either the Hazen-Williams or Darcy-Weisbach
formula is used in place of the Manning equation for fully pressurized flow. For U.S. units the
Hazen-Williams formula is:
Q = 1.318CAR°-63S
0.63 c0.54
where C is the Hazen-Williams C-factor which varies inversely with surface roughness and is
supplied as one of the cross-section's parameters. The Darcy-Weisbach formula is:
where ^is the acceleration of gravity and /is the Darcy-Weisbach friction factor. For turbulent
flow, the latter is determined from the height of the roughness elements on the walls of the pipe
(supplied as an input parameter) and the flow's Reynolds Number using the Colebrook-White
equation. The choice of which equation to use is a user-supplied option.
W A conduit does not have to be assigned a Force Main shape for it to pressurize. Any of the
closed cross-section shapes can potentially pressurize and thus function as force mains
that use the Manning equation to compute friction losses.
A constant rate of exfiltration of water along the length of the conduit can be modeled by
supplying a Seepage Rate value (in/hr or mm/hr). This only accounts for seepage losses, not
infiltration of rainfall dependent groundwater. The latter can be modeled using SWMM's RDM
feature (see Section 3.3.8).
A conduit can also be designated to act as a culvert (see Figure 3-2) if a Culvert Inlet Geometry
code number is assigned to it. These code numbers are listed in Appendix A.10. Culvert conduits
are checked continuously during dynamic wave flow routing to see if they operate under Inlet
Control as defined in the Federal Highway Administration's publication Hydraulic Design of
Highway Culverts Third Edition (Publication No. FHWA-HIF-12-026, April 2012). Under inlet control
a culvert obeys a particular flow versus inlet depth rating curve whose shape depends on the
culvert's shape, size, slope, and inlet geometry.
Street and channel conduits with storm drain inlet structures (see Figure 3-3) use the methods
described in the Federal Highway Administration's publication Urban Drainage Design Manual -
HEC-22 (Publication No. FHWA-NHI-10-009, August 2013) to determine the amount of flow they
capture.
57
-------
Figure 3-2 Concrete box culvert
Figure 3-3 Storm drain inlet
The principal input parameters for conduits are:
* names of the inlet and outlet nodes
¦ offset height or elevation above the inlet and outlet node inverts
* length
¦ Manning's roughness coefficient (n)
* cross-sectional geometry
¦ entrance/exit losses (optional)
* seepage rate (optional)
¦ presence of a flap gate to prevent reverse flow (optional)
¦ culvert type code number if the conduit acts as a culvert (optional)
* name of any inlet structure placed in a street or channel conduit (optional).
58
-------
3.2.8 Pumps
Pumps are links used to lift water to higher elevations. A pump curve describes the relation
between a pump's flow rate and conditions at its inlet and outlet nodes. Five different types of
pump curves are supported:
Typel (Fixed/Volume)
Consists of a series of constant flow
rates that apply over a series of
volume intervals at the pump's inlet
node.
Type2 (Fixed/Depth)
Similar to a Typel pump except that
the fixed flow rate levels vary over a
set of depth intervals at the pump's
inlet node.
Type3 (Variable/Head)
Uses a pump characteristic curve at
some nominal impeller speed to
relate flow rate and delivered head.
Type4 (Variable/Depth)
A variable speed pump where flow
varies continuously with inlet node
water depth.
Type5 (Variable/Affinity)
A variable speed version of the
Type3 pump where the pump curve
shifts position when control rules
change the pump's relative speed
setting (see Section 3.3.9).
-O
Volume
-G3
i—~
Depth
Flow
0
e/
Depth
Flow
59
-------
SWMM also supports an "Ideal" transfer pump that does not require a pump curve and is used
mainly for preliminary analysis. Its flow rate equals the inflow rate to its inlet node no matter what
the head difference is between its inlet and outlet nodes.
The on/off status of pumps can be controlled dynamically by specifying startup and shutoff water
depths at the inlet node or through user-defined Control Rules. Rules can also be used to simulate
variable speed drives that modulate pump flow. For a Type 5 pump, its operating curve shifts
position such that flow changes in direct proportion to the controlled speed setting while head
changes in proportion to the setting squared.
The principal input parameters for a pump include:
¦ names of its inlet and outlet nodes
¦ name of its pump curve (or * for an Ideal pump)
¦ initial on/off status
¦ startup and shutoff depths (optional).
3.2.9 Flow Regulators
Flow Regulators are structures or devices used to control and divert flows within a conveyance
system. They are typically used to:
¦ control releases from storage facilities
¦ prevent unacceptable surcharging
¦ divert flow to treatment facilities and interceptors
SWMM can model the following types of flow regulators: Orifices, Weirs, and Outlets.
Orifices
Orifices are used to model outlet and diversion structures in drainage systems, which are typically
openings in the wall of a manhole, storage facility, or control gate. They are internally represented
in SWMM as a link connecting two nodes. An orifice can have either a circular or rectangular
shape, be located either at the bottom or along the side of the upstream node, and have a flap
gate to prevent backflow.
Orifices can be used as storage unit outlets under all types of flow routing. If not attached to a
storage unit node, they can only be used in drainage networks that are analyzed with Dynamic
Wave flow routing.
60
-------
The flow through a fully submerged orifice is computed as
Q = CA^Jlgh
where Q= flow rate, C = discharge coefficient, A = area of orifice opening, g= acceleration of
gravity, and h = head difference across the orifice. The height of an orifice's opening can be
controlled dynamically through user-defined Control Rules. This feature can be used to model
gate openings and closings. Flow through a partially full orifice is computed using an equivalent
weir equation.
The principal input parameters for an orifice include:
¦ names of its inlet and outlet nodes
¦ configuration (bottom or side)
¦ shape (circular or rectangular)
¦ height or elevation above the inlet node invert
¦ discharge coefficient
¦ time to open or close (optional).
Weirs
Weirs, like orifices, are used to model outlet and diversion structures in a drainage system. Weirs
are typically located across a channel, along its side, or at the top of a storage unit. They are
internally represented in SWMM as a link connecting two nodes, where the weir itself is placed
at the upstream node. A flap gate can be included to prevent backflow.
Five varieties of weirs are available, each incorporating a different formula for computing flow
across the weir as listed in Table 3-2.
61
-------
Table 3-2 Available types of weirs
Weir Type
Cross Section Shape
Flow Formula
Transverse
Rectangular
CwLh3/2
Side flow
Rectangular
CwLh5/3
V-notch
Triangular
CwSh5/2
Trapezoidal
Trapezoidal
CwLh2'2 + CwsShs'2
Roadway
Rectangular
CwLh3/2
Cw= weir discharge coefficient, L = weir length, S= side slope of
V-notch or trapezoidal weir, h = head difference across the weir,
CWs= discharge coefficient through sides of trapezoidal weir.
The Roadway weir is a broad crested rectangular weir used model roadway crossings usually in
conjunction with culvert-type conduits (see Figure 3-2). It uses curves from the Federal Highway
Administration publication Hydraulic Design of Highway Culverts Third Edition (Publication No.
FHWA-HIF-12-026, April 2012) to determine Cwas a function of h and roadway width.
Weirs can be used as storage unit outlets under all types of flow routing. If not attached to a
storage unit, they can only be used in drainage networks that are analyzed with Dynamic Wave
flow routing.
The height of the weir crest above the inlet node invert can be controlled dynamically through
user-defined Control Rules. This feature can be used to model inflatable dams.
Weirs can either be allowed to surcharge or not. A surcharged weir will use an equivalent orifice
equation to compute the flow through it. Weirs placed in open channels would normally not be
allowed to surcharge while those placed in closed diversion structures or those used to represent
storm drain inlet openings would be allowed to.
The principal input parameters for a weir include:
¦ names of its inlet and outlet nodes
¦ shape and geometry
¦ crest height or elevation above the inlet node invert
¦ discharge coefficient.
62
-------
Outlets
Outlets are flow control devices that are typically used to control outflows from storage units.
They are used to model special head-discharge relationships that cannot be characterized by
pumps, orifices, or weirs. Outlets are internally represented in SWMM as a link connecting two
nodes. An outlet can also have a flap gate that restricts flow to only one direction.
Outlets attached to storage units are active under all types of flow routing. If not attached to a
storage unit, they can only be used in drainage networks analyzed with Dynamic Wave flow
routing.
A user-defined rating curve determines an outlet's discharge flow as a function of either the
freeboard depth above the outlet's opening or the head difference across it. Control Rules can be
used to dynamically adjust this flow when certain conditions exist.
The principal input parameters for an outlet include:
¦ names of its inlet and outlet nodes
¦ height or elevation above the inlet node invert
¦ function or table containing its head (or depth) - discharge relationship.
3.2.10 Map Labels
Map Labels are optional text labels added to SWMM's Study Area Map to help identify particular
objects or regions of the map. The labels can be drawn in any Windows font, freely edited and be
dragged to any position on the map.
3.3 Non-Visual Objects
In addition to physical objects that can be displayed visually on a map, SWMM utilizes several
classes of non-visual data objects to describe additional characteristics and processes within a
study area.
3.3.1 Climatology
Temperature
Air temperature data are used when simulating snowfall and snowmelt processes during runoff
calculations. They can also be used to compute daily evaporation rates. If these processes are not
63
-------
being simulated then temperature data are not required. Air temperature data can be supplied
to SWMM from one of the following sources:
¦ a user-defined time series of point values (values at intermediate times are interpolated)
¦ an external climate file containing daily minimum and maximum values (SWMM fits a
sinusoidal curve through these values depending on the day of the year).
For user-defined time series, temperatures are in degrees F for US units and degrees C for metric
units. The external climate file can also be used to directly supply evaporation and wind speed as
well.
Evaporation
Evaporation can occur for standing water on subcatchment surfaces, for subsurface water in
groundwater aquifers, for water traveling through open channels, and for water held in storage
units. Evaporation rates can be stated as:
¦ a single constant value
¦ a set of monthly average values
¦ a user-defined time series of values
¦ values computed from the daily temperatures contained in an external climate file
¦ daily values read directly from an external climate file.
These values represent potential rates. The actual amount of water evaporated will depend on
the amount available.
If rates are read directly from a climate file, then a set of monthly pan coefficients should also be
supplied to convert the pan evaporation data to free water-surface values. An option is also
available to allow evaporation only during periods with no precipitation.
Wind Speed
Wind speed is an optional climatic variable that is used only for snowmelt calculations. SWMM
can use either a set of monthly average speeds or wind speed data contained in the same climate
file used for daily minimum/maximum temperatures.
Snowmelt
Snowmelt parameters are climatic variables that apply across the entire study area when
simulating snowfall and snowmelt. They include:
64
-------
¦ the air temperature at which precipitation falls as snow
¦ heat exchange properties of the snow surface
¦ study area elevation, latitude, and longitude correction
Areal Depletion
Areal depletion refers to the tendency of accumulated snow to melt non-uniformly over the
surface of a subcatchment. As the melting process proceeds, the area covered by snow gets
reduced. This behavior is described by an Areal Depletion Curve that plots the fraction of total
area that remains snow covered against the ratio of the actual snow depth to the depth at which
there is 100% snow cover. A typical ADC for a natural area is shown in Figure 3-4. Two such curves
can be supplied to SWMM, one for impervious areas and another for pervious areas.
Fraction Snow Covered Area
Figure 3-4 Areal depletion curve for a natural area
Climate Adjustments
Climate Adjustments are optional modifications applied to the temperature, evaporation rate,
and rainfall intensity that SWMM would otherwise use at each time step of a simulation. Separate
sets of adjustments that vary periodically by month of the year can be assigned to these variables.
They provide a simple way to examine the effects of future climate change without having to
modify the original climatic time series.
A set of monthly adjustments can also be applied to the hydraulic conductivity used in computing
rainfall infiltration on all pervious land surfaces, including those in all LID units, and for exfiltration
65
-------
from all storage nodes and conduits. These can reflect the increase of hydraulic conductivity with
increasing temperature or the effect that seasonal changes in land surface conditions, such as
frozen ground, can have on infiltration capacity. They can be overridden for individual
subcatchments (and their LID units) by assigning a monthly infiltration adjustment Time Pattern
to a subcatchment. Monthly adjustment time patterns for depression storage and pervious
surface roughness coefficient (Mannings n) can also be specified for individual subcatchments
3.3.2 Snow Packs
Snow Pack objects contain parameters that characterize the buildup, removal, and melting of
snow over three types of subareas within a subcatchment:
¦ The Plowable snow pack area consists of a user-defined fraction of the total impervious
area. It is meant to represent such areas as streets and parking lots where plowing and
snow removal can be done.
¦ The Impervious snow pack area covers the remaining impervious area of a subcatchment.
¦ The Pervious snow pack area encompasses the entire pervious area of a subcatchment.
Each of these three areas is characterized by the following parameters:
¦ minimum and maximum snow melt coefficients
¦ minimum air temperature for snow melt to occur
¦ snow depth above which 100% areal coverage occurs
¦ initial snow depth
¦ initial and maximum free water content in the pack.
In addition, a set of snow removal parameters can be assigned to the Plowable area. These
parameters consist of the depth at which snow removal begins and the fractions of snow moved
onto various other areas.
Subcatchments are assigned a snow pack object through their Snow Pack property. A single snow
pack object can be applied to any number of subcatchments. Assigning a snow pack to a
subcatchment simply establishes the melt parameters and initial snow conditions for that
subcatchment. Internally, SWMM creates a "physical" snow pack for each subcatchment, which
tracks snow accumulation and melting for that particular subcatchment based on its snow pack
parameters, its amount of pervious and impervious area, and the precipitation history it sees.
3.3.3 Aquifers
66
-------
Aquifers are sub-surface groundwater zones used to model the vertical movement of water
infiltrating from the subcatchments that lie above them. They also permit the infiltration of
groundwater into the drainage system, or exfiltration of surface water from the drainage system,
depending on the hydraulic gradient that exists. Aquifers are only required in models that need
to explicitly account for the exchange of groundwater with the drainage system or to establish
base flow and recession curves in natural channels and non-urban systems. The parameters of an
aquifer object can be shared by several subcatchments but there is no exchange of groundwater
between subcatchments. A drainage system node can exchange groundwater with more than one
subcatchment.
Aquifers are represented using two zones - an un-saturated zone and a saturated zone. Their
behavior is characterized using such parameters as soil porosity, hydraulic conductivity,
evapotranspiration depth, bottom elevation, and loss rate to deep groundwater. In addition, the
initial water table elevation and initial moisture content of the unsaturated zone must be
supplied.
Aquifers are connected to subcatchments and to drainage system nodes through a
subcatchment's Groundwater Flow property. This property also contains parameters that govern
the rate of groundwater flow between the aquifer's saturated zone and the drainage system node.
3.3.4 Unit Hydrographs
Unit Hydrographs (UHs) estimate rainfall-dependent infiltration and inflow (RDM) into a sewer
system. A UH set contains up to three such hydrographs, one for a short-term response, one for
an intermediate-term response, and one for a long-term response. A UH group can have up to 12
UH sets, one for each month of the year. Each UH group is considered as a separate object by
SWMM, and is assigned its own unique name along with the name of the rain gage that supplies
rainfall data to it.
Each unit hydrograph, as shown in Figure 3-5, is defined by three parameters:
¦ R: the fraction of rainfall volume that enters the sewer system
¦ T: the time from the onset of rainfall to the peak of the UH in hours
¦ K: the ratio of time to recession of the UH to the time to peak
A unit hydrograph can also have a set of Initial Abstraction (IA) parameters associated with it.
These determine how much rainfall is lost to interception and depression storage before any
excess rainfall is generated and transformed into RDM flow by the hydrograph. The IA parameters
consist of:
67
-------
a maximum possible depth of IA (inches or mm),
a recovery rate (inches/day or mm/day) at which stored IA is depleted during dry periods,
an initial depth of stored IA (inches or mm).
Qpeak
T
T(l + K)
Time
Figure 3-5 An RDM unit hydrograph
To generate RDM into a drainage system node, the node must identify (through its Inflows
property) the UH group and the area of the surrounding sewershed that contributes RDM flow.
An alternative to using unit hydrographs to define RDM flow is to create an external RDM
interface file, which contains RDM time series data. See Section 11.7.
Unit hydrographs could also be used to replace SWMM's main rainfall-runoff process that
uses Subcatchment objects, provided that properly calibrated UHs are utilized. In this case
what SWMM calls RDM inflow to a node would actually represent overland runoff.
3.3.5 Transects
Transects refer to the geometric data that describe how bottom elevation varies with horizontal
distance over the cross-section of a natural channel or irregular-shaped conduit. Figure 3-6
displays an example transect for a natural channel.
Each transect must be given a unique name. Conduits refer to that name to represent their shape.
A special Transect Editor is available for editing the station-elevation data of a transect. SWMM
internally converts these data into tables of area, top width, and hydraulic radius versus channel
68
-------
depth. In addition, as shown in Figure 3-6, each transect can have a left and right overbank section
whose Manning's roughness coefficient can be different from that of the main channel. This
feature can provide more realistic estimates of channel conveyance under high flow conditions.
Transect 92
~ Overbank -»¦ Channel
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Station (ft)
Figure 3-6 Example of a natural channel transect
3.3.6 Streets
Streets are a specialized form of transect that describes the typical cross-section geometry of a
street or roadway. Figure 3-7 shows a half-street layout along with the dimensions a user needs
to provide.
Tback Tcrown
Sbaek
-e
3
a
X
W
Street
Sx
Crown
a
Figure 3-7 Definitional sketch of a Street cross-section
69
-------
Each street section object is assigned an ID name that a conduit can refer to for describing its
cross-section geometry. A Street Section Editor is available for providing a street section's
dimensions and whether it is one-sided or two-sided.
3.3.7 Inlets
Street inlets are curb and gutter openings that convey runoff from streets into below-ground
sewers. Drop inlets serve a similar purpose for open rectangular and trapezoidal channels. SWMM
can compute the amount of flow captured by inlets and sent to designated sewer nodes using the
U.S. Federal Highway Administration's HEC-22 methodology9. The type, sizing, and spacing of
street inlets will determine if the spread and depth of water on roadways can be maintained at
acceptable levels.
To analyze street drainage with SWMM a site is represented as a dual drainage system consisting
of both street conduits along the ground surface and sewer conduits below ground (see Figure 3-
8). An inlet structure will divert some portion of the street flow it carries into a designated node
of the sewer system with the rest bypassed to downstream street conduits. When an inlet's sewer
node reaches its full depth any excess sewer flow that causes it to flood is routed back into the
street's downstream node rather than having it leave the system as it normally would.
9 Brown, S.A, et al. Urban Drainage Design Manual, Hydraulic Engineering Circular 22, Third
Edition, Report No. FHWA-NHI-10-009 HEC-22, Federal Highway Administration, Washington,
D.C., September 2009.
70
-------
O Street Junction Sewer Manhole CD Street Ponding
^ Street Flow > Captured f tow
Figure 3-8 Representation of a dual drainage system
As shown in Figure 3-8, inlets can be located either on a continuous sloping section of roadway
(on-grade, sometimes referred to as a flow-by condition) or at a low point where flow tends to
pool (on-sag, sometimes referred to as a sump condition).
SWMM's HEC-22 inlet capture equations support the inlet types shown in Figure 3-9. Drop inlets
can only be used with open rectangular or trapezoidal channels while the other curb and gutter
inlets can only be placed in conduits with Street cross-sections. An additional Custom type of inlet
can be used in both streets and channels. Its capture efficiency is described by either a user-
supplied Diversion curve (captured flow versus approach flow) or Rating curve (captured flow
versus flow depth).
71
-------
Figure 3-9 HEC-22 inlets supported by SWMM
To add an analysis of street inlets to a SWMM project:
• Create one network layout for streets and another for sewers.
• Create a collection of street cross-section objects.
• For each street conduit, set its Shape property to one of the available street sections.
• Create a set of inlet structure design objects.
• Place a particular inlet structure design into a selected street conduit, assigning it a sewer
node that receives its captured flow.
• Assign surface runoff from subcatchments or other external inflows to street conduit
nodes.
A similar set of steps would be used to add drop inlets into open rectangular or trapezoidal
channels. A summary of results for each street conduit (maximum flow depth and pavement
spread) and for each inlet (percent capture at peak flow, frequency of bypass flow, and frequency
of sewer system backflow) will appear as a separate Street Flow table in SWMM's Summary
Results report.
Some additional considerations when modeling inlets are:
• Conduits with inlets will be displayed on the Study Area Map with a E3 symbol near their
midpoint and show their downstream node connected to the inlet's capture node with a
dotted line when the Map Option to display link symbols is turned on.
• The rim elevations of nodes that receive captured inlet flow do not have to match the
invert elevations of the end node of the conduit containing the inlet.
• Two-sided street conduits (that are symmetric about the street crown) use pairs of inlets
placed on each curb side of the street.
• Multiple inlets of the same design can be assigned to a conduit (as pairs for two-sided
streets). For on-grade placement the flow captured by each inlet is determined
sequentially, so that the approach flow to the next inlet in line is the bypass flow from the
inlet before it.
• Flow captured by inlets is limited by the amount that its sewer node can receive before it
floods. If the node has no such capacity remaining then any excess flow that would cause
it to flood is routed back through the inlet and onto the street.
• Users can stipulate whether an inlet operates on-grade or on-sag or have SWMM decide
based on the slopes of the conduits adjoining it. (On-sag refers to a sump or low point
that all adjoining conduits slope towards.)
• Inlets can have a degree of clogging and a flow capture restriction assigned to them.
72
-------
• For Kinematic Wave and Steady Flow routing it is recommended that storage nodes be
used at the end of inlet conduits that converge at sag points since otherwise any non-
captured flow will simply exit the system. This is not necessary for Dynamic Wave routing
as any non-captured water will create a backwater effect raising water levels in the
adjoining street conduits.
3.3.8 External Inflows
In addition to inflows originating from subcatchment runoff and groundwater, drainage system
nodes can receive three other types of external inflows:
¦ Direct Inflows - These are user-defined time series of inflows added directly into a node.
They can be used to perform flow and water quality routing in the absence of any runoff
computations (as in a study area where no subcatchments are defined).
¦ Dry Weather Inflows - These are continuous inflows that typically reflect the contribution
from sanitary sewage in sewer systems or base flows in pipes and stream channels. They
are represented by an average inflow rate that can be periodically adjusted on a monthly,
daily, and hourly basis by applying Time Pattern multipliers to this average value.
¦ Rainfall-Dependent Infiltration and Inflow (RDM) - These are stormwater flows that enter
sanitary or combined sewers due to "inflow" from direct connections of downspouts,
sump pumps, foundation drains, etc. as well as "infiltration" of subsurface water through
cracked pipes, leaky joints, poor manhole connections, etc. RDM can be computed for a
given rainfall record based on set of triangular unit hydrographs (UH) that determine a
short-term, intermediate-term, and long-term inflow response for each time period of
rainfall. Any number of UH sets can be supplied for different sewershed areas and
different months of the year. RDM flows can also be specified in an external RDM interface
file.
Direct, Dry Weather, and RDM inflows are properties associated with each type of drainage system
node (junctions, outfalls, flow dividers, and storage units) and can be specified when nodes are
edited. They can be used to perform flow and water quality routing in the absence of any runoff
computations (as in a study area where no subcatchments are defined). It is also possible to make
the outflows generated from an upstream drainage system be the inflows to a downstream
system by using interface files. See Section 11.7 for further details.
3.3.9 Control Rules
Control Rules determine how pumps and regulators in the drainage system will be adjusted over
the course of a simulation. Some examples of these rules are:
73
-------
Simple time-based pump control:
RULE R1
IF SIMULATION TIME >8
THEN PUMP 12 STATUS = ON
ELSE PUMP 12 STATUS = OFF
Multiple-condition orifice gate control:
RULE R2A
IF NODE 23 DEPTH > 12
AND LINK 165 FLOW > 100
THEN ORIFICE R55 SETTING = 0.5
RULE R2B
IF NODE 23 DEPTH > 12
AND LINK 165 FLOW > 200
THEN ORIFICE R55 SETTING = 1.0
RULE R2C
IF NODE 23 DEPTH <= 12
OR LINK 165 FLOW <= 100
THEN ORIFICE R55 SETTING = 0
Pump station operation:
RULE R3A
IF NODE N1 DEPTH >5
THEN PUMP N1A STATUS = ON
RULE R3B
IF NODE N1 DEPTH >7
THEN PUMP NIB STATUS = ON
RULE R3C
IF NODE N1 DEPTH <=3
THEN PUMP N1A STATUS = OFF
AND PUMP NIB STATUS = OFF
Modulated weir height control:
RULE R4
74
-------
IF NODE N2 DEPTH >=0
THEN WEIR W25 SETTING = CURVE C25
Appendix C.3 describes the control rule format in more detail and the special Editor used to edit
them.
3.3.10 Pollutants
SWMM can simulate the generation, inflow and transport of any number of user-defined
pollutants. Required information for each pollutant includes:
¦ pollutant name
¦ concentration units (i.e., milligrams/liter, micrograms/liter, or counts/liter)
¦ concentration in rainfall
¦ concentration in groundwater
¦ concentration in rainfall-dependent infiltration and inflow
¦ concentration in dry weather flow
¦ initial concentration throughout the conveyance system
¦ first-order decay coefficient.
Co-pollutants can also be defined in SWMM. For example, pollutant X can have a co-pollutant Y,
meaning that the runoff concentration of X will have some fixed fraction of the runoff
concentration of Y added to it.
Pollutant buildup and washoff from subcatchment areas are determined by the land uses assigned
to those areas. Input loadings of pollutants to the drainage system can also originate from external
time series inflows as well as from dry weather inflows.
3.3.11 Land Uses
Land Uses are categories of development activities or land surface characteristics assigned to
subcatchments. Examples of land use activities are residential, commercial, industrial, and
undeveloped. Land surface characteristics might include rooftops, lawns, paved roads,
undisturbed soils, etc. Land uses are used solely to account for spatial variation in pollutant
buildup and washoff rates within subcatchments.
The SWMM user has many options for defining land uses and assigning them to subcatchment
areas. One approach is to assign a mix of land uses for each subcatchment, which results in all
land uses within the subcatchment having the same pervious and impervious characteristics.
75
-------
Another approach is to create subcatchments that have a single land use classification along with
a distinct set of pervious and impervious characteristics that reflects the classification.
The following processes can be defined for each land use category:
¦ pollutant buildup
¦ pollutant washoff
¦ street cleaning.
Pollutant Buildup
Pollutant buildup that accumulates within a land use category is described (or "normalized") by
either a mass per unit of subcatchment area or per unit of curb length. Mass is expressed in
pounds for US units and kilograms for metric units. The amount of buildup is a function of the
number of preceding dry weather days and can be computed using one of the following functions:
Power Function: Pollutant buildup (B) accumulates proportionally to time (t) raised to some
power, until a maximum limit is achieved,
B = Min^C-t, C2tc3)
where Ci = maximum buildup possible (mass per unit of area or curb length), C?= buildup rate
constant, and G = time exponent.
Exponential Function: Buildup follows an exponential growth curve that approaches a maximum
limit asymptotically,
B = Ci(l -e~c^)
where Ci = maximum buildup possible (mass per unit of area or curb length) and C?= buildup rate
constant (1/days).
Saturation Function: Buildup begins at a linear rate that continuously declines with time until a
saturation value is reached,
Ci t
C2 + t
where Ci = maximum buildup possible (mass per unit area or curb length) and C?= half-saturation
constant (days to reach half of the maximum buildup).
External Time Series: This option allows one to use a Time Series to describe the rate of buildup
per day as a function of time. The values placed in the time series would have units of mass per
76
-------
unit area (or curb length) per day. One can also provide a maximum possible buildup (mass per
unit area or curb length) with this option and a scaling factor that multiplies the time series values.
Pollutant Washoff
Pollutant washoff from a given land use category occurs during wet weather periods and can be
described in one of the following ways:
Exponential Washoff: The washoff load (W) in units of mass per hour is proportional to the
product of runoff raised to some power and to the amount of buildup remaining,
W =
where Ci = washoff coefficient, C? = washoff exponent, q = runoff rate per unit area (inches/hour
or mm/hour), and B= pollutant buildup in mass units. The buildup here is the total mass (not per
area or curb length) and both buildup and washoff mass units are the same as used to express the
pollutant's concentration (milligrams, micrograms, or counts).
Rating Curve Washoff: The rate of washoff W in mass per second is proportional to the runoff
rate raised to some power,
W =
where Ci = washoff coefficient, C? = washoff exponent, and Q= runoff rate in user-defined flow
units.
Event Mean Concentration: This is a special case of Rating Curve Washoff where the exponent is
1.0 and the coefficient Ci represents the washoff pollutant concentration in mass per liter (Note:
the conversion between user-defined flow units used for runoff and liters is handled internally by
SWMM).
Note that in each case buildup is continuously depleted as washoff proceeds, and washoff ceases
when there is no more buildup available.
Washoff loads for a given pollutant and land use category can be reduced by a fixed percentage
by specifying a BMP Removal Efficiency that reflects the effectiveness of any BMP controls
associated with the land use. It is also possible to use the Event Mean Concentration option by
itself, without having to model any pollutant buildup at all.
Street Sweeping
Street sweeping can be used on each land use category to periodically reduce the accumulated
buildup of specific pollutants. The parameters that describe street sweeping include:
77
-------
¦ days between sweeping
¦ days since the last sweeping at the start of the simulation
¦ the fraction of buildup of all pollutants that is available for removal by sweeping
¦ the fraction of available buildup for each pollutant removed by sweeping
Note that these parameters can be different for each land use, and the last parameter can vary
also with pollutant.
3.3.12 Treatment
Removal of pollutants from the flow streams entering any drainage system node is modeled by
assigning a set of treatment functions to the node. A treatment function can be any well-formed
mathematical expression involving:
¦ the pollutant concentration
¦ the removals of other pollutants
¦ any of several process variables, such as flow rate, depth, hydraulic residence time, etc.
The result of the treatment function can be either a concentration (denoted by the letter C) or a
fractional removal (denoted by R). For example, a first-order decay expression for BOD exiting
from a storage node might be expressed as:
C = BOD * exp(-0.05 * HRT)
where HRT is the reserved variable name for hydraulic residence time. The removal of some trace
pollutant that is proportional to the removal of total suspended solids (TSS) could be expressed
as:
R = 0.75 * R_TSS
Section C.26 provides more details on how user-defined treatment equations are supplied to the
program.
3.3.13 Curves
Curve objects are used to describe a functional relationship between two quantities. The following
types of curves are used in SWMM:
¦ Storage - describes how the surface area of a Storage Unit node varies with water depth.
¦ Shape - describes how the width of a customized cross-sectional shape varies with height
for a Conduit link.
78
-------
¦ Diversion - relates diverted outflow to total inflow for a Flow Divider node or a Custom
inlet drain.
¦ Tidal - describes how the stage at an Outfall node changes by hour of the day.
¦ Pump - relates flow through a Pump link to the depth or volume of water at the upstream
node or to the head delivered by the pump.
¦ Rating - relates flow through an Outlet link to the freeboard depth or head difference of
water across it; relates flow captured by a Custom inlet drain to the depth of water above
it.
¦ Control - determines how the control setting of a pump or flow regulator varies as a
function of some control variable (such as water level at a particular node) as specified in
a Modulated Control rule.
¦ Weir - allows a weir's discharge coefficient to vary with the hydraulic head across it.
Each curve must be given a unique name and can be assigned any number of data pairs.
3.3.14 Time Series
Time Series objects are used to describe how certain object properties vary with time. Time series
can be used to describe:
¦ temperature data
¦ evaporation data
¦ rainfall data
¦ water stage at outfall nodes
¦ external inflow hydrographs at drainage system nodes
¦ external inflow pollutographs at drainage system nodes
¦ control settings for pumps and flow regulators..
Each time series must be given a unique name and can be assigned any number of time-value
data pairs. Time can be specified either as hours from the start of a simulation or as an absolute
date and time-of-day. Time series data can either be entered directly into the program or be
accessed from a user-supplied Time Series file.
w For rainfall time series, it is only necessary to enter periods with non-zero rainfall
amounts. SWMM interprets the rainfall value as a constant value lasting over the
recording interval specified for the rain gage that utilizes the time series. For all other
79
-------
types of time series, SWMM uses interpolation to estimate values at times that fall in
between the recorded values.
For times that fall outside the range of the time series, SWMM will use a value of 0 for
rainfall and external inflow time series, and either the first or last series value for
temperature, evaporation, and water stage time series.
3.3.15 Time Patterns
Time Patterns allow external Dry Weather Flow (DWF) to vary in a periodic fashion. They consist
of a set of adjustment factors applied as multipliers to a baseline DWF flow rate or pollutant
concentration. The different types of time patterns include:
Monthly - one multiplier for each month of the year
Daily - one multiplier for each day of the week
Hourly - one multiplier for each hour from 12 AM to 11 PM
Weekend - hourly multipliers for weekend days
Each Time Pattern must have a unique name and there is no limit on the number of patterns that
can be created. Each dry weather inflow (either flow or quality) can have up to four patterns
associated with it, one for each type listed above.
Monthly time patterns can also be used to adjust the baseline values of the following hydrological
parameters:
• subcatchment depression storage
• subcatchment pervious surface roughness
• soil infiltration recovery rate
• groundwater evaporation rate.
3.3.16 LID Controls
LID Controls are low impact development practices designed to capture surface runoff and
provide some combination of detention, infiltration, and evapotranspiration to it. They are
considered as properties of a given subcatchment, similar to how Aquifers and Snow Packs are
treated. SWMM can explicitly model eight different generic types of LID controls:
80
-------
Bio-retention Cells are depressions that contain vegetation grown in
an engineered soil mixture placed above a gravel drainage bed. They
provide storage, infiltration and evaporation of both direct rainfall and
runoff captured from surrounding areas.
Rain Gardens are a type of bio-retention cell consisting of just the
engineered soil layer with no gravel bed below it.
Green Roofs are another variation of a bio-retention cell that have a
soil layer laying atop a special drainage mat material that conveys
excess percolated rainfall off of the roof.
Infiltration Trenches are narrow ditches filled with gravel that
intercept runoff from upslope impervious areas. They provide storage
volume and additional time for captured runoff to infiltrate the native
soil below.
Continuous Permeable Pavement systems are excavated areas filled
with gravel and paved over with a porous concrete or asphalt mix.
Block Paver systems consist of impervious paver blocks placed on a
sand or pea gravel bed with a gravel storage layer below.
Rain Barrels (or Cisterns) are containers that collect roof runoff during
storm events and can either release or re-use the rainwater during dry
periods.
Rooftop Disconnection has downspouts discharge to pervious
landscaped areas and lawns instead of directly into storm drains. It can
also model roofs with directly connected drains that overflow onto
pervious areas.
Vegetative Swales are channels or depressed areas with sloping sides
covered with grass and other vegetation. They slow down the
conveyance of collected runoff and allow it more time to infiltrate the
native soil beneath it.
81
-------
Bio-retention cells, infiltration trenches, and permeable pavement systems can contain optional
drain systems in their gravel storage beds to convey excess captured runoff off of the site and
prevent the unit from flooding. They can also have an impermeable floor or liner that prevents
any infiltration into the native soil from occurring. Infiltration trenches and permeable pavement
systems can also be subjected to a decrease in hydraulic conductivity over time due to clogging.
LID units that contain drains can have a removal percentage assigned to each pollutant discharged
through the drain. LID's will also provide a reduction in pollutant mass load conveyed in their
surface discharge due to the reduction in runoff flow volume they provide.
There are two different approaches for placing LID controls within a subcatchment:
¦ place one or more controls in an existing subcatchment that will displace an equal amount of
non-LID area from the subcatchment
¦ create a new subcatchment devoted entirely to just a single LID practice.
The first approach allows a mix of LIDs to be placed into a subcatchment, each treating a different
portion of the runoff generated from the non-LID fraction of the subcatchment. Note that under
this option the subcatchment's LIDs act in parallel - it is not possible to make them act in series
(i.e., have the outflow from one LID control become the inflow to another LID). Also, after LID
placement the subcatchment's Percent Impervious and Width properties may require adjustment
to compensate for the amount of original subcatchment area that has now been replaced by LIDs
(see Figure 3-10 below). For example, suppose that a subcatchment which is 40% impervious has
75% of that area converted to a permeable pavement LID. After the LID is added the
subcatchment's percent imperviousness should be changed to the percent of impervious area
remaining divided by the percent of non-LID area remaining. This works out to (1 - 0.75)*40 / (100
-0.75*40) or 14.3%.
82
-------
Before LIDs
After LIDs
Figure 3-10 Adjustment of subcatchment parameters after LID placement
Under this first approach the runoff available for capture by the subcatchment's LIDs is the runoff
generated from its impervious area. If the option to re-route some fraction of this runoff to the
pervious area is exercised, then only the remaining impervious runoff (if any) will be available for
LID treatment. Also note that green roofs and roof disconnection only treat the precipitation that
falls directly on them and do not capture runoff from other impervious areas in their
subcatchment.
The second approach allows LID controls to be strung along in series and also allows runoff from
several different upstream subcatchments to be routed onto the LID subcatchment. If these
single-LID subcatchments are carved out of existing subcatchments, then once again some
adjustment of the Percent Impervious, Width and also the Area properties of the latter may be
necessary. In addition, whenever an LID occupies the entire subcatchment the values assigned to
the subcatchment's standard surface properties (such as imperviousness, slope, roughness, etc.)
are overridden by those that pertain to the LID unit.
83
-------
3.4 Computational Methods
SWMM is a physically based, discrete-time simulation model. It employs principles of
conservation of mass, energy, and momentum wherever appropriate. This section briefly
describes the methods SWMM uses to model stormwater runoff quantity and quality through the
following physical processes:
¦ Surface Runoff ¦ Infiltration ¦ Groundwater
¦ Groundwater ¦ Snowmelt ¦ Flow Routing
¦ Surface Ponding ¦ Water Quality Routing ¦ Low Impact Development
More detailed descriptions of SWMM's computational procedures can be found in a series of
three reference manuals10 11 12 available on EPA's SWMM web site.
3.4.1 Surface Runoff
The conceptual view of surface runoff used by SWMM is illustrated in Figure 3-11 below. Each
subcatchment surface is treated as a nonlinear reservoir. Inflow comes from precipitation and any
designated upstream subcatchments. There are several outflows, including infiltration,
evaporation, and surface runoff. The capacity of this "reservoir" is the maximum depression
storage, which is the maximum surface storage provided by ponding, surface wetting, and
interception. Surface runoff per unit area occurs only when the depth of water in the "reservoir"
exceeds the maximum depression storage, ds, in which case the outflow is given by Manning's
equation. Depth of water over the subcatchment (d) is continuously updated with time by solving
numerically a water balance equation over the subcatchment.
10 Rossman, L.A. and Huber, W.C. (2016). Storm Water Management Model Reference Manual
Volume I - Hydrology (Revised), EPA/600/R-15/162A, National Risk Management Laboratory, U.S.
Environmental Protection Agency, Cincinnati, OH.
11 Rossman, L.A. (2017). Storm Water Management Model Reference Manual Volume II
Hydraulics, EPA/600/R-17/111, National Risk Management Laboratory, U.S. Environmental
Protection Agency, Cincinnati, OH.
12 Rossman, L.A. and Huber, W.C. (2016). Storm Water Management Model Reference Manual
Volume III - Water Quality, EPA/600/R-15/162A, National Risk Management Laboratory, U.S.
Environmental Protection Agency, Cincinnati, OH.
84
-------
Precipitation
Evaporation
A
Runoff
V
Infiltration
Figure 3-11 Conceptual view of surface runoff
3.4.2 Infiltration
Infiltration is the process of rainfall penetrating the ground surface into the unsaturated soil zone
of pervious subcatchments areas. SWMM offers four choices for modeling infiltration:
Horton's Method
This method is based on empirical observations showing that infiltration decreases exponentially
from an initial maximum rate to some minimum rate over the course of a long rainfall event. Input
parameters required by this method include the maximum and minimum infiltration rates, a
decay coefficient that describes how fast the rate decreases over time, and a time it takes a fully
saturated soil to completely dry.
Modified Horton Method
This is a modified version of the classical Horton Method that uses the cumulative infiltration in
excess of the minimum rate as its state variable (instead of time along the Horton curve),
providing a more accurate infiltration estimate when low rainfall intensities occur. It uses the
same input parameters as does the traditional Horton Method.
Green-Ampt Method
This method for modeling infiltration assumes that a sharp wetting front exists in the soil column,
separating soil with some initial moisture content below from saturated soil above. The input
parameters required are the initial moisture deficit of the soil, the soil's hydraulic conductivity,
and the suction head at the wetting front. The recovery rate of moisture deficit during dry periods
is empirically related to the hydraulic conductivity.
85
-------
Modified Green-Ampt Method
This method modifies the original Green-Ampt procedure by not depleting moisture deficit in the
top surface layer of soil during initial periods of low rainfall as was done in the original method.
This change can produce more realistic infiltration behavior for storms with long initial periods
where the rainfall intensity is below the soil's saturated hydraulic conductivity.
Curve Number Method
This approach is adopted from the NRCS (SCS) Curve Number method for estimating runoff. It
assumes that the total infiltration capacity of a soil can be found from the soil's tabulated Curve
Number. During a rain event this capacity is depleted as a function of cumulative rainfall and
remaining capacity. The input parameters for this method are the curve number and the time it
takes a fully saturated soil to completely dry.
SWMM also allows the infiltration recovery rate to be adjusted by a fixed amount on a monthly
basis to account for seasonal variation in such factors as evaporation rates and groundwater
levels. This optional monthly soil recovery pattern is specified as part of a project's Evaporation
data.
3.4.3 Groundwater
Figure 3-12 is a definitional sketch of the two-zone groundwater model that is used in SWMM.
The upper zone is unsaturated with a variable moisture content of 9. The lower zone is fully
saturated and therefore its moisture content is fixed at the soil porosity (|). The fluxes shown in
the figure, expressed as volume per unit area per unit time, consist of the following:
86
-------
fi infiltration from the surface
fE evapotranspiration from the upper zone which is a fixed fraction of the un-used surface
evaporation
fu percolation from the upper to lower zone which depends on the upper zone moisture content
9 and depth du
fEL evapotranspiration from the lower zone, which is a function of the depth of the upper zone
du
fL seepage from the lower zone to deep groundwater which depends on the lower zone depth
dL
fG lateral groundwater interflow to the drainage system, which depends on the lower zone
depth dL as well as the depth in the receiving channel or node.
After computing the water fluxes that exist during a given time step, a mass balance is written for
the change in water volume stored in each zone so that a new water table depth and unsaturated
zone moisture content can be computed for the next time step.
3.4.4 Snowmelt
The snowmelt routine in SWMM is a part of the runoff modeling process. It updates the state of
the snow packs associated with each subcatchment by accounting for snow accumulation, snow
redistribution by areal depletion and removal operations, and snow melt via heat budget
accounting. Any snowmelt coming off the pack is treated as an additional rainfall input onto the
subcatchment.
At each runoff time step the following computations are made:
1. Air temperature and melt coefficients are updated according to the calendar date.
2 . Any precipitation that falls as snow is added to the snow pack.
3. Any excess snow depth on the plowable area of the pack is redistributed according to the
removal parameters established for the pack.
4. Areal coverage of snow on the impervious and pervious areas of the pack is reduced
according to the Areal Depletion Curves defined for the study area.
5. The amount of snow in the pack that melts to liquid water is found using:
a. a heat budget equation for periods with rainfall, where melt rate increases with
increasing air temperature, wind speed, and rainfall intensity
87
-------
b. a degree-day equation for periods with no rainfall, where melt rate equals the
product of a melt coefficient and the difference between the air temperature and
the pack's base melt temperature.
6. If no melting occurs, the pack temperature is adjusted up or down based on the product
of the difference between current and past air temperatures and an adjusted melt
coefficient. If melting occurs, the temperature of the pack is increased by the equivalent
heat content of the melted snow, up to the base melt temperature. Any remaining melt
liquid beyond this is available to runoff from the pack.
7. The available snowmelt is then reduced by the amount of free water holding capacity
remaining in the pack. The remaining melt is treated the same as an additional rainfall
input onto the subcatchment.
3.4.5 Flow Routing
Flow routing within a conduit link in SWMM is governed by the conservation of mass and
momentum equations for gradually varied, unsteady flow (i.e., the Saint Venant flow equations).
The SWMM user has a choice on the level of sophistication used to solve these equations:
¦ Steady Flow Routing
¦ Kinematic Wave Routing
¦ Dynamic Wave Routing
Each of these routing methods employs the Manning equation to relate flow rate to flow depth
and bed (or friction) slope. For user-designated Force Main conduits, either the Hazen-Williams
or Darcy-Weisbach equation can be used when pressurized flow occurs.
Steady Flow Routing
Steady Flow routing represents the simplest type of routing possible (actually no routing) by
assuming that within each computational time step flow is uniform and steady. Thus it simply
translates inflow hydrographs at the upstream end of the conduit to the downstream end, with
no delay or change in shape. The normal flow equation is used to relate flow rate to flow area (or
depth).
This type of routing cannot account for channel storage, backwater effects, entrance/exit losses,
flow reversal or pressurized flow. It can only be used with dendritic conveyance networks, where
each node has only a single outflow link (unless the node is a divider in which case two outflow
88
-------
links are required). This form of routing is insensitive to the time step employed and is really only
appropriate for preliminary analysis using long-term continuous simulations.
Kinematic Wave Routing
This routing method solves the continuity equation along with a simplified form of the momentum
equation in each conduit. The latter assumes that the slope of the water surface equal the slope
of the conduit.
The maximum flow that can be conveyed through a conduit is the full normal flow value. Any flow
in excess of this entering the inlet node is either lost from the system or can pond atop the inlet
node and be re-introduced into the conduit as capacity becomes available.
Kinematic wave routing allows flow and area to vary both spatially and temporally within a
conduit. This can result in attenuated and delayed outflow hydrographs as inflow is routed
through the channel. However this form of routing cannot account for backwater effects,
entrance/exit losses, flow reversal, or pressurized flow, and is also restricted to dendritic network
layouts. It can usually maintain numerical stability with moderately large time steps, on the order
of 1 to 5 minutes. If the aforementioned effects are not expected to be significant then this
alternative can be an accurate and efficient routing method, especially for long-term simulations.
Dynamic Wave Routing
Dynamic Wave routing solves the complete one-dimensional Saint Venant flow equations and
therefore produces the most theoretically accurate results. These equations consist of the
continuity and momentum equations for conduits and a volume continuity equation at nodes.
With this form of routing it is possible to represent pressurized flow when a closed conduit
becomes full, such that flows can exceed the full normal flow value. Flooding occurs when the
water depth at a node exceeds the maximum available depth, and the excess flow is either lost
from the system or can pond atop the node and re-enter the drainage system.
Dynamic wave routing can account for channel storage, backwater, entrance/exit losses, flow
reversal, and pressurized flow. Because it couples together the solution for both water levels at
nodes and flow in conduits it can be applied to any general network layout, even those containing
multiple downstream diversions and loops. It is the method of choice for systems subjected to
significant backwater effects due to downstream flow restrictions and with flow regulation via
weirs and orifices. This generality comes at a price of having to use much smaller time steps, on
the order of a thirty seconds or less (SWMM can automatically reduce the user-defined maximum
time step as needed to maintain numerical stability).
89
-------
3.4.6 Ponding and Pressurization
Normally in flow routing, when the flow into a junction exceeds the capacity of the system to
transport it further downstream, the excess volume overflows the system and is lost. An option
exists to have instead the excess volume be stored atop the junction, in a ponded fashion, and be
reintroduced into the system as capacity permits. Under Steady and Kinematic Wave flow routing,
the ponded water is stored simply as an excess volume. For Dynamic Wave routing, which is
influenced by the water depths maintained at nodes, the excess volume is assumed to pond over
the node with a constant surface area. This amount of surface area is an input parameter supplied
for the junction.
Alternatively, the user may wish to represent the surface overflow system explicitly. In open
channel systems this can include road overflows at bridges or culvert crossings as well as
additional floodplain storage areas. In closed conduit systems, surface overflows may be
conveyed down streets, alleys, or other surface routes to the next available stormwater inlet or
open channel. Overflows may also be impounded in surface depressions such as parking lots, back
yards or other areas.
In sewer systems with pressurized pipes and force mains the hydraulic head at junction nodes can
at times exceed the ground elevation under Dynamic Wave routing. This would normally result in
an overflow which, as described above, can either be lost or ponded. SWMM allows the user to
specify an additional "surcharge" depth for junction nodes that lets them pressurize and prevents
any outflow until this additional depth is exceeded. If both ponding and pressurization are
specified for a node ponding takes precedence and the surcharge depth is ignored. Ponding does
not apply to storage nodes.
3.4.7 Water Quality Routing
Water quality routing within conduit links assumes that the conduit behaves as a continuously
stirred tank reactor (CSTR). Although a plug flow reactor assumption might be more realistic, the
differences will be small if the travel time through the conduit is on the same order as the routing
time step. The concentration of a constituent exiting the conduit at the end of a time step is found
by integrating the conservation of mass equation, using average values for quantities that might
change over the time step such as flow rate and conduit volume.
Water quality modeling within storage unit nodes follows the same approach used for conduits.
For other types of nodes that have no volume, the quality of water exiting the node is simply the
mixture concentration of all water entering the node.
90
-------
The pollutant concentration in both a conduit and a storage node will be reduced by a first-order
decay reaction if the pollutant's first-order decay coefficient is not zero.
3.4.8 LID Representation
LID controls are represented by a combination of vertical layers whose properties are defined on
a per-unit-area basis. This allows LIDs of the same design but differing area coverage to easily be
placed within different subcatchments of a study area. During a simulation SWMM performs a
moisture balance that keeps track of how much water moves between and is stored within each
LID layer. As an example, the layers used to model a bio-retention cell and the flow pathways
between them are shown in Figure 3-13. The various possible layers consist of the following:
Rainfall ET Rurion
Overflow f t
Surface Layer/ Infiltration
-Qr
Perco at on
Soil Layer
Storage Layer
Underdrain
Infiltration
Figure 3-13 Conceptual diagram of a bio-retention cell LID
¦ The Surface Layer corresponds to the ground (or pavement) surface that receives direct
rainfall and runon from upstream land areas, stores excess inflow in depression storage, and
generates surface outflow that either enters the drainage system or flows onto downstream
land areas.
¦ The Pavement Layer is the layer of porous concrete or asphalt used in continuous permeable
pavement systems, or is the paver blocks and filler material used in modular systems.
¦ The Soil Layer is the engineered soil mixture used in bio-retention cells to support vegetative
growth. It can also be a sand layer placed beneath a pavement layer to provide bedding and
filtration.
91
-------
¦ The Storage Layer is a bed of crushed rock or gravel that provides storage in bio-retention
cells, porous pavement, and infiltration trench systems. For a rain barrel it is simply the barrel
itself.
¦ The Drain System conveys water out of the gravel storage layer of bio-retention cells,
permeable pavement systems, and infiltration trenches (typically with slotted pipes) into a
common outlet pipe or chamber. For rain barrels it is simply the drain valve at the bottom of
the barrel while for rooftop disconnection it is the roof gutter and downspout system.
¦ The Drainage Mat Layer is a mat or plate placed between the soil media and the roof in a
green roof whose purpose is to convey any water that drains through the soil layer off of the
roof.
Table 3-3 indicates which combination of layers applies to each type of LID (x means required, o
means optional).
Table 3-3 Layers used to model different types of LID units
LID Type
Surface
Pavement
Soil
Storage
Drain
Drainage Mat
Bio-Retention Cell
X
X
o
o
Rain Garden
X
X
Green Roof
X
X
X
Permeable Pavement
X
X
o
X
o
Infiltration Trench
X
X
o
Rain Barrel
X
X
Roof Disconnection
X
X
Vegetative Swale
X
All of the LID controls provide some amount of rainfall/runoff storage and evaporation of stored
water (except for rain barrels). Infiltration into native soil occurs in vegetative swales and can also
occur in bio-retention cells, rain gardens, permeable pavement systems, and infiltration trenches
if those systems do not employ an optional impermeable bottom liner. Infiltration trenches and
permeable pavement systems can also be subjected to clogging. This reduces their hydraulic
conductivity over time proportional to the cumulative hydraulic loading they receive.
The performance of the LID controls placed in a subcatchment is reflected in the overall runoff,
infiltration, and evaporation rates computed for the subcatchment as normally reported by
SWMM. SWMM's Status Report also contains a section entitled LID Performance Summary that
provides an overall water balance for each LID control placed in each subcatchment. The
92
-------
components of this water balance include total inflow, infiltration, evaporation, surface runoff,
drain flow and initial and final stored volumes, all expressed as inches (or mm) over the LID's area.
Optionally, the entire time series of flux rates and moisture levels for a selected LID control in a
given subcatchment can be written to a tab delimited text file for easy viewing and graphing in a
spreadsheet program (such as Microsoft Excel).
93
-------
Chapter 4 SWMM'S MAIN WINDOW
This chapter discusses the essential features of SWMM's workspace. It describes the main menu
bar, the tool and status bars, and the three windows used most often - the Study Area Map, the
Browser, and the Property Editor. It also shows how to set program preferences.
4.1 Overview
The EPA SWMM main window is pictured below. It consists of the following user interface
elements: a Main Menu, a Main Toolbar, a Status Bar, the Study Area Map window containing a
Map Toolbar, a Browser panel, and a Property Editor window. A description of each of these
elements is provided in the sections that follow.
Map Toolbar
Property Editor
rw
SWMM 52 - Examplel.inp
File Edit View Project Report Tools Window Help |
~ gj b ^ m ¦ s
Project Map
Main Menu
Main Toolbar
viifiif .".ra? P..T3n
Studv Area Mao
r^i L?U
Project/Map Browser
> Hydrology
v Hydraulics
> Nodes
v Links
¦ Conduits
| —Pumps
— Orifices
! j !¦••• Weirs
Outlets
v
= • r-j. j—
+ - 4\ ¦& 9
Conduits
Auto-Length: Off ~ Offsets: Depth ~ Flow Units: CFS ~ Zoom Level: 100% X,Y: 5122.208,10173.| Status Bar
Property (Value
User-assigned name of Conduit
Name
Inlet Node
Outlet Node
Description
Tag
Shape
Max. Depth
Length
CIRCULAR
"1.5
400
94
-------
4.2 Main Menu
The Main Menu located across the top of the EPA SWMM main window contains a collection of
menus used to control the program. These include:
¦ File Menu
¦ Edit Menu
¦ View Menu
¦ Project Menu
¦ Report Menu
¦ Tools Menu
¦ Window Menu
¦ Help Menu
4.2.1 File Menu
The File Menu contains commands for opening and saving data files and for printing:
Command Description
New Creates a new SWMM project
Open Opens an existing project
Reopen Reopens a recently used project
Save Saves the current project
Save As Saves the current project under a different name
Export Exports study area map to a file in a variety of formats;
Exports current results to a Hot Start file;
Exports the current result's Status/Summary reports
Combine Combines two Routing Interface files together
Page Setup Sets page margins and orientation for printing
Print Preview Previews a printout of the currently active view (map, report,
graph, or table)
Print Prints the current view
Exit Exits SWMM
95
-------
4.2.2 Edit Menu
The Edit Menu contains commands for editing and copying:
Command
Description
Copy To
Copies the currently active view (map, report, graph or table)
to the clipboard or to a file
Select Object
Enables the user to select an object on the map
Select Vertex
Enables the user to select the vertex of a subcatchment or
link
Select Region
Enables the user to delineate a region on the map for
selecting multiple objects
Select All
Selects all objects when the map is the active window or all
cells of a table when a tabular report is the active window
Find Object
Locates a specific object by name on the map
Edit Object
Edits the properties of the currently selected object
Delete Object
Deletes the currently selected object
Group Edit
Edits a property for the group of objects that fall within the
outlined region of the map
Group Delete
Deletes a group of objects that fall within the outlined region
of the map
4.2.3 View Menu
The View Menu contains commands for viewing the Study Area Map:
Command Description
Dimensions
Sets reference coordinates and distance units for the study
area map
Backdrop
Allows a backdrop image to be added, positioned, and
viewed behind the map
Pan
Pans across the map
Zoom In
Zooms in on the map
Zoom Out
Zooms out on the map
Full Extent
Redraws the map at full extent
Query
Highlights objects on the map that meet specific criteria
Overview
Toggles the display of the Overview Map
Layers
Toggles display of object layers on the map
Legends
Controls display of the map legends
Toolbar
Toggles display of the toolbar
96
-------
4.2.4 Project Menu
The Project menu contains commands related to the current project being analyzed:
Command
Description
Summary
Lists the number of each type of object in the project
Details
Shows a detailed listing of all project data
Defaults
Edits a project's default properties
Calibration Data
Registers files containing calibration data with the project
Add a New Object
Adds a new context sensitive object to the project
Run a Simulation
Runs a simulation
4.2.5 Report Menu
The Report menu contains commands used to report analysis results in different formats:
Command Description
Status
Displays a status report for the most recent simulation run
Summary
Displays summary results in tabular form
Graph
Displays simulation results in graphical form
Table
Displays simulation results in tabular form
Statistics
Displays a statistical analysis of simulation results
Customize
Customizes the display style of the currently active graph
4.2.6 Tools Menu
The Tools menu contains commands used to configure program preferences, study area map
display options, and external add-in tools:
Command Description
Program
Sets program preferences, such as font size, confirm
Preferences
deletions, number of decimal places displayed, etc.
Map Display
Sets appearance options for the Map, such as object size,
Options
annotation, flow direction arrows, and back-ground color
Configure Tools
Adds, deletes, or modifies external add-in tools
97
-------
4.2.7 Window Menu
The Window Menu contains commands for arranging and selecting windows within the SWMM
workspace:
Command Description
Cascade Arranges windows in cascaded style, with the study area
map filling the entire display area
Tile Minimizes the study area map and tiles the remaining
windows vertically in the display area
Close All Closes all open windows except for the study area map
Window List Lists all open windows; the currently selected window has
the focus and is denoted with a check mark
4.2.8 Help Menu
The Help Menu contains commands for getting help in using EPA SWMM:
Command
Description
User Guide
Displays the User Guide's Table of Contents
How Do 1
Displays a list of topics covering the most common
operations
What's New
Lists new program features that have been added
Keyboard Shortcuts
Displays a list of keyboard shortcuts for main menu
commands
Measurement Units
Shows measurement units for all of SWMM's parameters
Error Messages
Lists the meaning of all error messages
Tutorials
Lists tutorials that show how to use EPA SWMM
Welcome Screen
Displays SWMM's Welcome screen
About
Displays information about the version of EPA SWMM
being used
98
-------
4.3 Keyboard Shortcuts
Several main menu commands have keyboard shortcuts that can be used to select them. They are
listed below.
Menu Command
Shortcut Key
File | New
Ctrl-N
File | Open
Ctrl-0
File | Save
Ctrl-S
File | Save As
Ctrl-Alt-S
File | Exit
Alt-F4
Edit | Copy To
Ctrl-C
Edit | Select All
Ctrl-A
Edit | Find Object
Ctrl-F
Edit | Edit Object
F2
Edit | Delete Object
Ctrl-Delete
Edit | Group Edit
Shift-F2
View | Query
Ctrl-Q
Project | Add a New
-------
Opens an existing project (File » Open)
Saves the current project (File » Save)
Prints the currently active window (File » Print)
Copies selection to the clipboard or to a file (Edit» Copy To)
Finds a specific object on the Study Area Map (Edit» Find Object)
Makes a visual query of the Study Area Map (View » Query)
Toggles the display of the Overview Map (View » Overview)
Runs a simulation (Project » Run Simulation)
Displays a run's Status or Summary reports (Report» Status and Report»
Summary appear in a dropdown menu)
Creates a profile plot of simulation results (Report» Graph » Profile)
Creates a time series plot of simulation results (Report» Graph » Time
Series)
Creates a time series table of simulation results (Report » Table)
Creates a scatter plot of simulation results (Report» Graph » Scatter)
Performs a statistical analysis of simulation results (Report» Statistics)
Modifies display options for the currently active view (Tools » Map Display
Options or Report» Customize)
Arranges windows in cascaded style, with the Study Area Map filling the
entire display area (Window » Cascade)
The Main Toolbar can be made visible or invisible by selecting View » Toolbar from the Main
Menu.
The Map Toolbar appears on the right side of the Study Area Map and contains buttons for
selecting items and viewing the Study Area Map:
Selects an object on the map (Edit» Select Object)
[a Selects link or subcatchment vertex points (Edit» Select Vertex)
Ij£ Selects a region on the map (Edit» Select Region)
O Pans across the map (View » Pan)
Zooms in on the map (View » Zoom In)
Zooms out on the map (View » Zoom Out)
100
&
?{]
#
%
-------
project should be changed or not (i.e., convert Depth offsets to Elevation offsets or Elevation
offsets to Depth offsets, depending on the option selected)
Flow Units
Displays the current flow units that are in effect. Click the drop down arrow to change the choice
of flow units. Selecting a US flow unit means that all other quantities will be expressed in US units,
while choosing a metric flow unit will force all quantities to be expressed in metric units. The units
of previously entered data are not automatically adjusted if the unit system is changed.
Zoom Level
Displays the current zoom level for the map (100% is full-scale).
XY Location
Displays the map coordinates of the current position of the mouse pointer.
4.6 Study Area Map
The Study Area Map (shown below) provides a planar schematic diagram of the objects
comprising a drainage system. Its pertinent features are as follows:
¦ The location of objects and the distances between them do not necessarily have to
conform to their actual physical scale.
¦ Selected properties of these objects, such as water quality at nodes or flow velocity in
links, can be displayed by using different colors. The color-coding is described in a Legend,
which can be edited.
¦ New objects can be directly added to the map and existing objects can be selected for
editing, deleting, and repositioning.
¦ A backdrop drawing (such as a street or topographic map) can be placed behind the
network map for reference.
¦ The map can be zoomed to any scale and panned from one position to another.
Run Status
results are not available because no simulation has been run yet.
results are up to date.
results are out of date because project data have changed,
results are not available because the last simulation had errors.
I
102
-------
¦ Nodes and links can be drawn at different sizes, flow direction arrows added, and object
symbols, ID labels and numerical property values displayed.
* The map can be printed, copied onto the Windows clipboard, or exported as a DXF file or
Windows metafile.
4.7 Project Browser
The Project Browser panel (shown below) appears when the Project tab on the left panel of
SWMM's main window is selected. It provides access to all of the data objects in a project. The
vertical sizes of the list boxes in the browser can be adjusted by using the splitter bar located just
below the upper list box. The width of the Browser panel can be adjusted by using the splitter bar
located along its right edge.
103
-------
Project
Map
r
¦¦¦¦ Clim
atology
t> ¦ Hydrology
d Hydraulics
> ¦ Nodes
L
d Links
r
Conduits
Pumps
Orifices
¦¦¦Weirs
¦¦¦¦ Outlets
+
—
4]
<>
O
| Conduits
10001
>
10002
10003
10004
10005
10006
10007
The upper list box displays the various categories of data objects
available to a SWMM project. The lower list box lists the name of
each individual object of the currently selected data category.
The buttons between the two list boxes are used as follows:
^ adds a new object
™ deletes the selected object
& edits the selected object
^ moves the selected object up one position
^ moves the selected object down one position
z I sorts the objects in ascending order
Selections made in the Project Browser are coordinated with
objects highlighted on the Study Area Map, and vice versa. For
example, selecting a conduit in the Browser will cause that
conduit to be highlighted on the map, while selecting it on the
map will cause it to become the selected object in the Browser.
4.8 Map Browser
The Map Browser panel (shown below) appears when the Map tab on the left panel of the
SWMM's main window is selected. It controls the mapping themes and time periods viewed on
the Study Area Map. The width of the Map Browser panel can be adjusted by using the splitter
bar located along its right edge. The Map Browser consists of the following three panels that
control what results are displayed on the map:
104
-------
Project Map
Themes
Subcatchments
Area
"W
Nodes
Invert
T
Links
Flow
Time Period
Date
06/27/2002
T
I'D
~
Time of Day
00:15:00
~
Elapsed Time
0.00:15:00
Animator
M < 0
i cr
The Themes panel selects a set of variables to view in color-
coded fashion on the Map:
Subcatchments - selects the theme to display for the
subcatchment areas shown on the Map.
Nodes - selects the theme to display for the drainage system
nodes shown on the Map.
Links - selects the theme to display for the drainage system links
shown on the Map.
The Time Period panel selects which time period of the
simulation results are viewed on the Map.
Date - selects the day for which simulation results will be
viewed.
Time of Day - selects the time of the current date for which
simulation results will be viewed.
Elapsed Time - selects the elapsed time from the start of the
simulation (in days.hours:minutes:seconds) for which results will
be viewed.
The Animator panel controls the animated display of the Study
Area Map and all Profile Plots overtime.
H Returns to the starting period.
* Starts animating backwards in time
0 Stops the animation
^ Starts animating forwards in time
The slider bar is used to adjust the animation speed.
105
-------
4.9 Property Editor
The Property Editor (shown to the right) is used to edit
the properties of data objects that can appear on the
Study Area Map. It is invoked when one of these objects
is selected (either on the map or in the Project Browser)
and double-clicked or when the Project Browser's Edit
button ^ is clicked.
Key features of the Property Editor include:
¦ The Editor is a grid with two columns - one for
the property's name and the other for its value.
¦ The columns can be re-sized by re-sizing the
header at the top of the Editor with the mouse.
¦ A hint area is displayed at the bottom of the
Editor with an expanded description of the
property being edited. The size of this area can
be adjusted by dragging the splitter bar located
just above it.
¦ The Editor window can be moved and re-sized via the normal Windows operations.
¦ Depending on the property, the value field can be one of the following:
o a text box in which you enter a value
o a dropdown combo box from which you select a value from a list of choices
o a dropdown combo box in which you can enter a value or select from a list of choices
o an ellipsis button which you click to bring up a specialized editor.
¦ The field in the Editor that currently has the focus will have a focus rectangle drawn
around it.
¦ Both the mouse and the Up and Down arrow keys on the keyboard can be used to move
between property fields.
¦ The Page Up key can be used to select the previous object of the same type (as listed in
the Project Browser) into the Editor, while the Page Down key will select the next object
of the same type into the Editor.
¦ To begin editing the property with the focus, either begin typing a value or hit the Enter
key.
Conduit 10 (o)
Property
Value
Name
10
>
Inlet Node
17
|_|
Outlet Node
13
Description
Tag
Shape
CIRCULAR ... I
Max. Depth
2
Length
400
Roughness
0,01
Inlet Offset
0
-
Click to edit the conduit's cross
section geometry
106
-------
¦ To have the program accept edits made in a property field, either press the Enter key or
move to another property. To cancel the edits, press the Esc key.
¦ The Property Editor can be hidden by clicking the button in the upper right corner of its
title bar.
4.10 Setting Program Preferences
Program preferences allow one to customize certain program features. To set program
preferences, select Program Preferences from the Tools menu. A Preferences dialog form will
appear containing two tabbed pages - one for General Preferences and one for Numerical
Precision.
Preferences
Preferences
General Options Numerical Precision
PI Blinking Map Highlighter
PI Flyover Map Labeling
PI Confirm Deletions
O Automatic Backup File
PI Tab Delimited Project File
PI Report Elapsed Time by Default
0 Prompt to Save Results
1 I Show Welcome Screen at Startup
I I Clear Recent Project List
Style Theme:
Windows
OK
Cancel
Help
General Options Numerical Precision
Select number of decimal places for
computed results:
Subcatch Parameter
Decimals
Precipitation v
2
-
-
Node Parameter
Decimals
Depth v
5
-
-
Link Parameter
Decimals
Flow v
4
-
-
OK
Cancel
Help
107
-------
The following preferences can be set on the General Preferences page of the Preferences dialog:
Preference
Description
Blinking Map Highlighter
Check to make the selected object on the study area map
blink on and off.
Flyover Map Labeling
Check to display the ID label and current theme value in a
hint-style box whenever the mouse is placed over an object
on the study area map.
Confirm Deletions
Check to display a confirmation dialog box before deleting
any object.
Automatic Backup File
Check to save a backup copy of a newly opened project to
disk named with a .bak extension.
Tab Delimited Project File
Check to use tabs to delimit data values when saving a
project to file.
Report Elapsed Time by
Check to use elapsed time (rather than date/time) as the
Default
default for time series graphs and tables.
Prompt to Save Results
If left unchecked then simulation results are automatically
saved to disk when the current project is closed. Otherwise
the user will be asked if results should be saved.
Show Welcome Screen at
Check to have SWMM display a welcome screen when
Startup
started.
Clear Recent Project List
Check to clear the list of most recently used files appearing
when File » Reopen is selected from the Main Menu.
Style Theme
Selects a color theme to use for SWMM's user interface (see
below for some examples).
108
-------
General Options Numerical Precision
0 Blinking Map Highlighter
0 Flyover Map Labeling
0 Confirm Deletions
l~~l Automatic Backup File
0Tab Delimited Project File
1^1 Report Elapsed Time by Default
0 Prompt to Save Results
0 Show Welcome Page on Startup
1 I Clear Recent Project List
Style Theme:
Help
General Options Numerical Precision
*/ Blinking Map Highlighter
•
-------
Chapter 5 WORKING WITH PROJECTS
Project files contain all of the information used to model a study area. They are usually named
with a .INP extension. This section describes how to create, open, and save EPA SWMM projects
as well as setting their default properties.
5.1 Creating a New Project
To create a new project:
1. Select File » New from the Main Menu or click 0 on the Main Toolbar.
2 . You will be prompted to save the existing project (if changes were made to it) before the
new project is created.
3. A new, unnamed project is created with all options set to their default values.
A new project is automatically created whenever EPA SWMM first begins.
'W If you are going to use a backdrop image with automatic area and length calculation, then
it is recommended that you set the map dimensions immediately after creating the new
project (see Section 7.2 Setting the Map's Dimensions).
5.2 Opening an Existing Project
To open an existing project stored on disk:
1. Either select File » Open from the Main Menu or click on the Main Toolbar.
2 . You will be prompted to save the current project (if changes were made to it).
3. Select the file to open from the Open File dialog form that will appear.
4. Click Open to open the selected file.
To open a project that was worked on recently:
1. Select File » Reopen from the Main Menu.
2 . Select a file from the list of recently used files to open.
110
-------
5.3 Saving a Project
To save a project under its current name either select File » Save from the Main Menu or click
H on the Main Toolbar.
To save a project using a different name:
1. Select File » Save As from the Main Menu.
2. A standard File Save dialog form will appear from which you can select the folder and
name that the project should be saved under.
5.4 Setting Project Defaults
Each project has a set of default values that
are used unless overridden by the SWMM
user. These values fall into three categories:
1. Default ID labels (labels used to
identify nodes and links when they
are first created)
2. Default subcatchment properties
(e.g., area, width, slope, etc.)
3. Default node/link properties (e.g.,
node invert, conduit length, routing
method).
To set default values for a project:
1. Select Project» Defaults from the
Main Menu.
2. A Project Defaults dialog will
appear with three pages, one for
each category listed above.
3. Check the box in the lower left of the dialog form if you want to save your choices for use
in all new future projects as well.
4. Click OK to accept your choice of defaults.
The specific items for each category of defaults will be discussed next.
Project Defaults
ID Labels Sub catchments Nodes/Links
Object
ID Prefix
Rain Gages
Sub catchments
Junctions
Outfalls
Dividers
Storage Units
Conduits
Pumps
Regulators
ID Increment
1
Save as defaults for all new projects
OK
Cancel
Help
111
-------
5.4.1 Default ID Labels
The ID Labels page of the Project Defaults dialog form is used to determine how SWMM will assign
default ID labels for the visual project components when they are first created. For each type of
object you can enter a label prefix in the corresponding entry field or leave the field blank if an
object's default name will simply be a number. In the last field you can enter an increment to be
used when adding a numerical suffix to the default label. As an example, if C were used as a prefix
for Conduits along with an increment of 5, then as conduits are created they receive default
names of C5, CIO, C15, and so on. An object's default name can be changed by using the Property
Editor for visual objects or the object-specific editor for non-visual objects.
5.4.2 Default Subcatchment Properties
The Subcatchment page of the Project Defaults dialog sets default property values for newly
created subcatchments. These properties include:
¦ Subcatchment Area
¦ Characteristic Width
¦ Slope
¦ % Impervious
¦ Impervious Area Roughness
¦ Pervious Area Roughness
¦ Impervious Area Depression Storage
¦ Pervious Area Depression Storage
¦ % of Impervious Area with No Depression Storage
¦ Infiltration Method
The default properties of a subcatchment can be modified later by using the Property Editor.
5.4.3 Default Node/Link Properties
The Nodes/Links page of the Project Defaults dialog sets default property values for newly created
nodes and links. These properties include:
¦ Node Invert Elevation
¦ Node Maximum Depth
¦ Node Ponded Area
112
-------
¦ Conduit Length
¦ Conduit Shape and Size
¦ Conduit Roughness
¦ Flow Units
¦ Link Offsets Convention
¦ Routing Method
¦ Force Main Equation
The defaults automatically assigned to individual objects can be changed by using the object's
Property Editor. The choice of Flow Units and Link Offsets Convention can be changed directly on
the main window's Status Bar.
5.5 Measurement Units
SWMM can use either US customary units or SI metric units. The choice of flow units determines
what unit system is used for all other quantities:
¦ selecting CFS (cubic feet per second), GPM (gallons per minutes), or MGD (million gallons
per day) for flow units implies that US customary units will be used throughout
¦ selecting CMS (cubic meters per second), LPS (liters per second), or MLD (million liters per
day) as flow units implies that SI metric units will be used throughout
¦ pollutant concentration and Manning's roughness coefficient (n) are always expressed in
metric units.
Flow units can be selected directly on the main window's Status Bar or by setting a project's
default values. In the latter case the selection can be saved so that all new future projects will
automatically use those units.
The units of previously entered data are not automatically adjusted if the unit system is
changed.
113
-------
¦ Groundwater Flow
¦ Groundwater Elevation
¦ Snow Pack Depth
¦ Node Depth
¦ Node Lateral Inflow
¦ Node Flooding
¦ Node Water Quality
¦ Link Flow Rate
¦ Link Flow Depth
¦ Link Flow Velocity
The format of the file is described in Section 11.5.
5.7.2 Registering Calibration Data
To register calibration data residing in a Calibration File:
1. Select Project» Calibration Data from the Main Menu.
2 . In the Calibration Data dialog form shown below, click in the box next to the parameter
(e.g., node depth, link flow, etc.) whose calibration data will be registered.
3. Then click the Add button to select a Calibration File from a standard Windows file
selection dialog box.
4. Click the Edit button if you want to open the Calibration File in Windows NotePad for
editing.
5. Click the Delete button if you wish to remove the Calibration File from the form.
6. Repeat steps 2-4 for any other parameters that have calibration data.
7 . Click OK to accept your selections.
115
-------
Calibration Data
X
Calibration Variable
Name of Calibration File
Subcatchment Runoff
Subcatchment Wash off
Node Water Depth
Link Flow Rate
Node Water Quality
Node Lateral Inflow
Node Flooding
Groundwater Flow
Groundwater Elevation
Snow Pack Depth
Link Flow Depth
Link Flow Velocity
% Add
Edit
X Delete
OK
Cancel
Help
5 .8 Viewing All Project Data
A listing of all project data (with the exception of map coordinates) can be viewed in a non-
editable window, formatted for input to SWMM's computational engine (see below). This can be
useful for checking data consistency and to make sure that no key components are missing. To
view such a listing select Project » Details from the Main Menu. The format of the data in this
listing is the same as that used when the file is saved to disk. It is described in detail in Appendix
D.2.
116
-------
|<0f! Project Data
|-n=r
S llA
Data Category
Name
Rain Gage
Outlet
Area
[TITLE]
A
1
RG1
9
10
[OPTIONS]
2
RG1
10
10
[EVAPORATION]
3
RG1
13
5
[RAINGAGES]
£
4
RG1
22
5
5
RG1
15
15
[SUBJiREAS]
6
RG1
23
12
[INFILTRATION]
7
RG1
19
4
[JUNCTIONS]
8
RG1
IS
10
[OUTFALLS]
[CONDUITS]
[XSECTIONS]
-
< ~
117
-------
Chapter 6 WORKING WITH OBJECTS
SWMM uses various types of objects to model a drainage area and its conveyance system. This
section describes how these objects can be created, selected, editeddeleted, and repositioned.
6.1 Types of Objects
SWMM contains both physical objects that can appear on its Study Area Map, and non-physical
objects that encompass design, loading, and operational information. These objects, which are
listed in the Project Browser and were described in Chapter 3, consist of the following:
6.2 Adding Objects
To add a new object to a project, select the type of object from the upper pane of the Project
Browser and either select Project » Add a New ... from the Main Menu or click the Browser's
button. If the object has a button on the Map Toolbar you can simply click the button instead.
If the object is a visual object that appears on the Study Area Map (a Rain Gage, Subcatchment,
Node, Link, or Map Label) it will automatically receive a default ID name and a prompt will appear
in the Status Bar telling you how to proceed. The steps used to draw each of these objects on the
map are detailed below:
Rain Gages
Move the mouse to the desired location on the Map and left-click.
Project Title/Notes
Simulation Options
Climatology
Rain Gages
Subcatchments
Aquifers
Snow Packs
Unit Hydrographs
LID Controls
Pollutants
Land Uses
Streets
Inlets
Control Rules
Curves
Time Series
Time Patterns
Map Labels
Nodes
Links
Transects
118
-------
Subcatchments
Use the mouse to draw a polygon outline of the subcatchment on the Map:
• left-click at each vertex
• right-click or press to close the polygon
• press the key if you wish to cancel the action.
Nodes (Junctions. Outfalls. Flow Dividers, and Storage Units)
Move the mouse to the desired location on the Study Area Map and left-click.
Links (Conduits. Pumps. Orifices. Weirs, and Outlets)
• Left-click the mouse on the link's inlet (upstream) node.
• Move the mouse (without pressing any button) in the direction of the link's outlet
(downstream) node, clicking at all intermediate points necessary to define the link's
alignment.
• Left-click the mouse a final time over the link's outlet (downstream) node. (Pressing the right
mouse button or the key while drawing a link will cancel the operation.)
Map Labels
• Left-click the mouse on the map location where the top left corner of the label should appear.
• Enter the text for the label.
• Press to accept the label or to cancel.
For all other non-visual types of objects, an object-specific dialog form will appear that allows you
to name the object and edit its properties.
6.3 Selecting and Moving Objects
To select an object on the map:
1. Make sure that the map is in Selection mode (the mouse cursor has the shape of an arrow
pointing up to the left). To switch to this mode, either click the Select Object button ^
on the Map Toolbar or choose Edit» Select Object from the Main Menu.
2 . Click the mouse over the desired object on the map.
To select an object using the Project Browser:
1. Select the object's category from the upper list in the Browser.
119
-------
2 . Select the object from the lower list in the Browser.
Rain gages, subcatchments, nodes, and map labels can be moved to another location on the Study
Area Map. To move an object to another location:
1. Select the object on the map.
2 . With the left mouse button held down over the object, drag it to its new location.
3. Release the mouse button.
The following alternative method can also be used:
1. Select the object to be moved from the Project Browser (it must either be a rain gage,
subcatchment, node, or map label).
2 . With the left mouse button held down, drag the item from the Items list box of the Data
Browser to its new location on the map.
3. Release the mouse button.
Note that the second method can be used to place objects on the map that were imported from
a project file that had no coordinate information included in it.
6.4 Editing Objects
To edit an object appearing on the Study Area Map:
1. Select the object on the map.
2 . If the Property Editor is not visible either:
¦ double click on the object
¦ or right-click on the object and select Properties from the pop-up menu that appears
¦ or click on & in the Project Browser
¦ or select Edit» Edit Object from the Main Menu.
3. Edit the object's properties in the Property Editor.
Appendix B lists the properties associated with each of SWMM's visual objects.
To edit an object listed in the Project Browser:
1. Select the object in the Project Browser.
2. Either:
120
-------
¦ click on in the Project Browser,
¦ or select Edit» Edit Object from the Main Menu,
¦ or double-click the item in the Objects list,
¦ or press the key.
Depending on the class of object selected, a special property editor will appear in which the
object's properties can be modified. Appendix C describes all of the special property editors used
with SWMM's non-visual objects.
Si/ The unit system in which object properties are expressed depends on the choice of units
for flow rate. Using a flow rate expressed in cubic feet, gallons or acre-feet implies that
US customary units will be used for all quantities. Using a flow rate expressed in liters or
cubic meters means that SI metric units will be used. Flow units are selected either from
the project's default Node/Link properties (see Section 5.4) or directly from the main
window's Status Bar (see Section 4.5). The units used for all properties are listed in
Appendix A.l.
6.5 Converting an Object
It is possible to convert a node or link from one type to another without having to first delete the
object and add a new one in its place. An example would be converting a Junction node into an
Outfall node or converting an Orifice link into a Weir link. To convert a node or link to another
type:
1. Right-click the object on the map.
2. Select Convert To from the popup menu that appears.
3. Select the new type of node or link to convert to from the sub-menu that appears.
4. Edit the object to provide any data that was not included with the previous type of object.
Only data that is common to both types of objects will be preserved after an object is converted
to a different type. For nodes this includes its name, position, description, tag, external inflows,
treatment functions, and invert elevation. For links it includes just its name, end nodes,
description, and tag.
121
-------
6.6
Copying and Pasting Objects
The properties of an object displayed on the Study Area Map can be copied and pasted into
another object from the same category.
To copy the properties of an object to SWMM's internal clipboard:
1. Right-click the object on the map.
2 . Select Copy from the pop-up menu that appears.
To paste copied properties into an object:
1. Right-click the object on the map.
2 . Select Paste from the pop-up menu that appears.
Only data that can be shared between objects of the same type can be copied and pasted.
Properties not copied include the object's name, coordinates, end nodes (for links), tag property
and any descriptive comment associated with the object. For Map Labels, only font properties are
copied and pasted.
6.7 Shaping and Reversing Links
Links can be drawn as polylines containing any number of straight-line segments that define the
alignment or curvature of the link. Once a link has been drawn on the map, interior points that
define these line segments can be added, deleted, and moved. To edit the interior points of a link:
1. Select the link to edit on the map and put the map in Vertex Selection mode either by
clicking ^ on the Map Toolbar, selecting Edit » Select Vertex from the Main Menu, or
right clicking on the link and selecting Vertices from the popup menu.
2 . The mouse pointer will change shape to an arrow tip, and any existing vertex points on
the link will be displayed as small open squares. The currently selected vertex will be
displayed as a filled square. To select a particular vertex, click the mouse over it.
3. To add a new vertex to the link, right-click the mouse and select Add Vertex from the
popup menu (or simply press the key on the keyboard).
4. To delete the currently selected vertex, right-click the mouse and select Delete Vertex
from the popup menu (or simply press the key on the keyboard).
5. To move a vertex to another location, drag it to its new position with the left mouse
button held down.
122
-------
While in Vertex Selection mode you can begin editing the vertices for another link by simply
clicking on the link. To leave Vertex Selection mode, right-click on the map and select Quit Editing
from the popup menu, or simply select one of the other buttons on the Map Toolbar.
A link can also have its direction reversed (i.e., its end nodes switched) by right clicking on it and
selecting Reverse from the pop-up menu that appears. Normally, links should be oriented so that
the upstream end is at a higher elevation than the downstream end.
6.8 Shaping a Subcatchment
Subcatchments are drawn on the Study Area Map as closed polygons. To edit or add vertices to
the polygon, follow the same procedures used for links. If the subcatchment is originally drawn or
is edited to have two or less vertices, then only its centroid symbol will be displayed on the Study
Area Map.
6.9 Deleting an Object
To delete an object:
1. Select the object on the Study Area Map or from the Project Browser.
2. Either click the ~ button on the Project Browser or press the key on the
keyboard, or select Edit » Delete Object from the Main Menu, or right-click the object
on the map and select Delete from the pop-up menu that appears.
Si/ You can require that all deletions be confirmed before they take effect. See the General
Preferences page of the Program Preferences dialog box described in Section 4.9.
6.10 Editing or Deleting a Group of Objects
A group of objects located within an irregular region of the Study Area Map can have a common
property edited or be deleted all together. To select such a group of objects:
1. Choose Edit» Select Region from the Main Menu or click 2 on the Map Toolbar.
2 . Draw a polygon around the region of interest on the map by clicking the left mouse button
at each successive vertex of the polygon.
3. Close the polygon by clicking the right button or by pressing the key; cancel the
selection by pressing the key.
123
-------
To select all objects in the project, whether in view or not, select Edit » Select All from the Main
Menu.
Once a group of objects has been selected, you can edit a common property shared among them:
1. Select Edit» Group Edit from the Main Menu.
2 . Use the Group Editor dialog that appears to select a property and specify its new value.
The Group Editor dialog, shown below, is used to modify a property for a selected group of
objects. To use the dialog:
Group Editor
1^1
For objects of type
with Tag equal to
edit the property
by replacing it with T 75
Subcatchment
% Irnperv
OK
Cancel
Help
1. Select a type of object (Subcatchments, Infiltration, Junctions, Storage Units, or Conduits)
to edit.
2. Check the "with Tag equal to" box if you want to add a filter that will limit the objects
selected for editing to those with a specific Tag value. (For Infiltration, the Tag will be that
of the subcatchment to which the infiltration parameters belong.)
3. Enter a Tag value to filter on if you have selected that option.
4. Select the property to edit.
5. Select whether to replace, multiply, or add to the existing value of the property. Note that
for some non-numerical properties the only available choice is to replace the value.
6. In the lower-right edit box, enter the value that should replace, multiply, or be added to
the existing value for all selected objects. Some properties will have an ellipsis button
displayed in the edit box which should be clicked to bring up a specialized editor for the
property.
124
-------
7. Click OK to execute the group edit.
After the group edit is executed a confirmation dialog box will appear informing you of how many
items were modified. It will ask if you wish to continue editing or not. Select Yes to return to the
Group Edit dialog box to edit another parameter or No to dismiss the Group Edit dialog.
To delete the objects located within a selected area of the map, select Edit» Group Delete from
the Main Menu. Then select the categories of objects you wish to delete from the dialog box that
appears. As an option, you can specify that only objects within the selected area that have a
specific Tag property should be deleted. Keep in mind that deleting a node will also delete any
links connected to the node.
125
-------
Chapter 7 WORKING WITH THE MAP
EPA SWMM can display a map of the study area being modeled. This section describes how you
can manipulate this map to enhance your visualization of the system.
7.1 Viewing Map Layers
The layers that can be viewed on the Study Area consist of rain gages, subcatchments, nodes,
links, labels, and the backdrop image. The display of each of these can be toggled on or off by
selecting View » Layers from the Main Menu or by right-clicking on the map and selecting Layers
from the pop-up menu that appears.
126
-------
7.2 Selecting a Map Theme
SWMM 52 -1
Ejcamplel.inp
4
File Edit View
Project Report
Tools Window Help
D & S S|
% 14 ?{] <3
1 ^
If1 %
Project Map
Themes
Subcatchments
Runoff
V
Nodes
Depth
V
Links
None
V
Time Period
Date
01/01/1998
V
<
>
¦rre
nf
Study Area Map
Subcatch
Runoff
0.01
0.05
0.10
0.50
CFS
Node
Depth
1.00
5.00
10.00
20.00
A map theme corresponds to a specific layer property whose value is drawn in color-coded fashion
on the Study Area Map. The dropdown list boxes on the Map Browser are used for selecting a
theme to display for the subcatchment, node and link layers. Methods for changing the color-
coding associated with a theme are discussed in Section 7.10 below.
7.3 Setting the Map's Dimensions
The physical dimensions of the map can be defined so that map coordinates can be properly
scaled to the computer's video display. To set the map's dimensions:
1. Select View » Dimensions from the Main Menu.
2. Enter coordinates for the lower-left and upper-right corners of the map into the Map
Dimensions dialog (see below) that appears or click the Auto-Size button to automatically
set the dimensions based on the coordinates of the objects currently included in the map.
127
-------
Map Dimensions
Lower Left
X-coordinate: 0.000
Y-coordinate: 0.000
Upper Right
X-coordinate: 10000.000
Y-coordinate: 10000.000
U3m\
Map Unit:
Feet
Meters
Degrees 9' None
n Auto-Length is ON. Re-compute all lengths and areas?
Auto-Size
OK
Cancel
Help
t
3. Select the distance units to use for these coordinates.
4. If the Auto-Length option is in effect, check the "Re-compute all lengths and areas" box
if you would like SWMM to re-calculate all conduit lengths and subcatchment areas under
the new set of map dimensions.
5. Click the OK button to resize the map.
If you are going to use a backdrop image with the automatic distance and area calculation
feature, then it is recommended that you set the map dimensions immediately after
creating a new project. Map distance units can be different from conduit length units. The
latter (feet or meters) depend on whether flow rates are expressed in US or metric units.
SWMM will automatically convert from map units if necessary.
If you just want to re-compute conduit lengths and subcatchment areas without changing
the map's dimensions, then just check the Re-compute Lengths and Areas box and leave
the coordinate boxes as they are.
7.4 Utilizing a Backdrop Image
SWMM can display a backdrop image behind the Study Area Map. The backdrop image might be
a street map, utility map, topographic map, site development plan, or any other relevant picture
or drawing. For example, using a street map would simplify the process of adding sewer lines to
the project since one could essentially digitize the drainage system's nodes and links directly on
top of it.
128
-------
The backdrop image must be a Windows metafile, bitmap, JPEG, or PNG image created outside of
SWMM. Once imported, its features cannot be edited, although its scale and viewing area will
change as the map window is zoomed and panned. For this reason metafiles work better than the
other formats since they will not lose resolution when re-scaled. Most CAD and GIS programs have
the ability to save their drawings and maps as metafiles.
Selecting View » Backdrop from the Main Menu wiil display a sub-menu with the following
commands:
¦ Load (loads a backdrop image file into the project)
* Unload (unloads the backdrop image from the project)
¦ Align (aligns the drainage system schematic with the backdrop)
* Resize (resizes the map dimensions of the backdrop)
¦ Watermark (toggles the backdrop image appearance between normal and lightened)
To load a backdrop image select View » Backdrop » Load from the Main Menu. A Backdrop
Image Selector dialog form will be displayed. The entries on this form are as follows:
129
-------
Backdrop Image Selector | > v \
Backdrop Image File
sarnple.wrnf
&
World Coordinates File (optional)
sarnple.bpw
&
] Scale Map
to Backdrop Ima
9e
OK
Cancel
Help
Backdrop Image File
Enter the name of the file that contains the image. You can click the li™J button to bring up a
standard Windows file selection dialog from which you can search for the image file.
World Coordinates File
If a "world" file exists for the image, enter its name here, or click the _ button to search for it.
A world file contains geo-referencing information for the image and can be created from the
software that produced the image file or by using a text editor. It contains six lines with the
following information:
Line 1: real world width of a pixel in the horizontal direction.
Line 2: X rotation parameter (not used).
Line 3: Y rotation parameter (not used).
Line 4: negative of the real world height of a pixel in the vertical direction.
Line 5: real world X coordinate of the upper left corner of the image.
Line 6: real world Y coordinate of the upper left corner of the image.
If no world file is specified, then the backdrop will be scaled to fit into the center of the map
display window.
Scale Map to Backdrop Image
This option is only available when a world file has been specified. Selecting it forces the
dimensions of the Study Area Map to coincide with those of the backdrop image. In addition, all
130
-------
existing objects on the map will have their coordinates adjusted so that they appear within the
new map dimensions yet maintain their relative positions to one another. Selecting this option
may then require that the backdrop be re-aligned so that its position relative to the drainage area
objects is correct. How to do this is described below.
The backdrop image can be re-positioned relative to the drainage system by selecting View »
Backdrop » Align. This allows the backdrop image to be moved across the drainage system (by
moving the mouse with the left button held down) until one decides that it lines up properly.
The backdrop image can also be resized by selecting View » Backdrop » Resize. In this case a
Backdrop Dimensions dialog will appear (see next page). The dialog lets you manually enter the
X,Y coordinates of the backdrop's lower left and upper right corners. The Study Area Map's
dimensions are also displayed for reference. While the dialog is visible you can view map
coordinates by moving the mouse over the map window and noting the X,Y values displayed in
SWMM's Status Panel (at the bottom of the main window).
Selecting the Resize Backdrop Image Only button will resize only the backdrop, and not the Study
Area Map, according to the coordinates specified. Selecting the Scale Backdrop Image to Map
button will position the backdrop image in the center of the Study Area Map and have it resized
to fill the display window without changing its aspect ratio. The map's lower left and upper right
coordinates will be placed in the data entry fields for the backdrop coordinates, and these fields
will become disabled. Selecting Scale Map to Backdrop Image makes the dimensions of the map
coincide with the dimensions being set for the backdrop image. Note that this option will change
the coordinates of all objects currently on the map so that their positions relative to one another
remain unchanged. Selecting this option may then require that the backdrop be re-aligned so that
its position relative to the drainage area objects is correct.
131
-------
Backdrop Dimensions
Lower Left
Backdrop
Map
X-coordinate:
Y-coordinate:
-23.360
-39.947
-29.165
-29.165
Upper Right
X-coordinate:
Y-coordinate:
3ackdrop
1463.996
Map
1480,533
1512.277
1512.277
a Resize Backdrop Image Only
Scale Backdrop Image to Map
Scale Map to Backdrop Image
OK
Cancel
Help
s Exercise caution when selecting the Scale Map to Backdrop Image option in either the
Backdrop Image Selector dialog or the Backdrop Dimensions dialog as it will modify the
coordinates of all existing objects currently on the Study Area Map. You might want to
save your project before carrying out this step in case the results are not what you
expected.
The name of the backdrop image file and its map dimensions are saved along with the rest of a
project's data whenever the project is saved to file.
For best results in using a backdrop image:
¦ Use a metafile, not a bitmap.
¦ If the image is loaded before any objects are added to the project then scale the map to
it.
7.5 Measuring Distances
To measure a distance or area on the Study Area Map:
132
-------
1. Click c=a on the Map Toolbar.
2 . Left-click on the map where you wish to begin measuring from.
3. Move the mouse over the distance being measured, left-clicking at each intermediate
location where the measured path changes direction.
4. Right-click the mouse or press to complete the measurement.
5. The distance measured in project units (feet or meters) will be displayed in a dialog box.
If the last point on the measured path coincides with the first point then the area of the
enclosed polygon will also be displayed.
7.6 Zooming the Map
To Zoom In on the Study Area Map:
1. Select View » Zoom In from the Main Menu or click ^ on the Map Toolbar.
2 . To zoom in 100% (i.e., 2X), move the mouse to the center of the zoom area and click the
left button.
3. To perform a custom zoom, move the mouse to the upper left corner of the zoom area
and with the left button pressed down, draw a rectangular outline around the zoom area.
Then release the left button.
To Zoom Out on the Study Area Map:
1. Select View » Zoom Out from the Main Menu or click ^ on the Toolbar.
2 . The map will be returned to the view in effect at the previous zoom level.
The mouse wheel can also be used to zoom in and out on the map at any time.
7.7 Panning the Map
To pan across the Study Area Map window:
1. Select View » Pan from the Main Menu or click on the Map Toolbar.
2 . With the left button held down over any point on the map, drag the mouse in the direction
you wish to pan.
3. Release the mouse button to complete the pan.
133
-------
To pan using the Overview Map (which is described in Section 7.11 below):
1. If not already visible, bring up the Overview Map by selecting View » Overview Map
from the Main Menu or click the ^ button on the Main Toolbar.
2. If the Study Area Map has been zoomed in, an outline of the current viewing area will
appear on the Overview Map. Position the mouse within this outline on the Overview
Map.
3. With the left button held down, drag the outline to a new position.
4. Release the mouse button and the Study Area Map will be panned to an area
corresponding to the outline on the Overview Map.
The mouse wheel can also be use to pan the Study Area Map at any time by holding it down and
dragging the mouse in the direction you wish to pan.
7.8 Viewing at Full Extent
To view the Study Area Map at full extent, either:
¦ select View » Full Extent from the Main Menu, or
¦ press H on the Map Toolbar.
7.9 Finding an Object
To find an object on the Study Area Map whose name is known:
1. Select View » Find Object from the Main Menu or click 04 on the Main Toolbar.
2 . In the Map Finder dialog that appears, select the type of object to find and enter its name.
3. Click the Go button.
Map Finder | |
Find
Named
r Goi
Node
14
Adjacent Links
12
11
134
-------
If the object exists, it will be highlighted on the map and in the Data Browser. If the map is
currently zoomed in and the object falls outside the current map boundaries, the map will be
panned so that the object comes into view.
W User-assigned object names in SWMM are not case sensitive. E.g., NODE123 is equivalent
to Nodel23.
After an object is found, the Map Finder dialog will also list:
¦ the outlet connections for a subcatchment
¦ the connecting links for a node
¦ the connecting nodes for a link.
7.10 Submitting a Map Query
A Map Query identifies objects on the study area map that meet a specific criterion (e.g., nodes
which flood, links with velocity below 2 ft/sec, etc.). It can also identify which subcatchments have
LID controls and which nodes have external inflows. To submit a map query:
1. Select a time period in which to query the map from the Map Browser.
2. Select View » Query or click Hi on the Main Toolbar.
3. Fill in the following information in the Query dialog that appears:
¦ Select whether to search for Subcatchments, Nodes, Links, LID Subcatchments or
Inflow Nodes.
¦ Select a parameter to query or the type of LID or inflow to locate.
¦ Select the appropriate operator: Above, Below, or Equals.
¦ Enter a value to compare against.
4. Click the Go button. The number of objects that meet the criterion will be displayed in
the Query dialog and each such object will be highlighted on the Study Area Map.
5. As a new time period is selected in the Browser, the query results are automatically
updated.
6. You can submit another query using the dialog box or close it by clicking the button in the
upper right corner.
135
-------
After the Query box is closed the map will revert back to its original display.
7.11 Using the Map Legends
Map Legends associate a color with a range of values for the current theme
being viewed. Separate legends exist for Subcatchments, Nodes, and Links.
A Date/Time Legend is also available for displaying the date and clock time
of the simulation period being viewed on the map.
¦ Flow
' 4.00
¦ 8.00
¦ 12.00
| 16.00
' CFS
136
-------
To display or hide a map legend:
1. Select View » Legends from the Main Menu or right-click on the map and select Legends
from the pop-up menu that appears
2 . Click on the type of legend whose display should be toggled on or off.
A visible legend can also be hidden by double clicking on it.
To move a legend to another location press the left mouse button over the legend, drag the
legend to its new location with the button held down, and then release the button.
To edit a legend, either select View » Legends » Modify from the Main Menu or right-click on
the legend if it is visible. Then use the Legend Editor dialog that appears to modify the legend's
colors and intervals.
Legend Editor
I Flow
J 4.00
1.00
12.00
16.00
CFS
Auto-Scale
Color Ramp ...
Reverse Colors
Framed
Click on coloryou wish to change
OK
Cancel
Help
The Legend Editor is used to set numerical ranges to which different colors are assigned for
viewing a particular parameter on the network map. It works as follows:
¦ Numerical values, in increasing order, are entered in the edit boxes to define the ranges.
Not all four boxes need to have values.
¦ To change a color, click on its color band in the Editor and then select a new color from
the Color Dialog that will appear.
¦ Click the Auto-Scale button to automatically assign ranges based on the minimum and
maximum values attained by the parameter in question at the current time period.
¦ The Color Ramp button is used to select from a list of built-in color schemes.
¦ The Reverse Colors button reverses the ordering of the current set of colors (the color in
the lowest range becomes that of the highest range and so on).
¦ Check Framed if you want a frame drawn around the legend.
137
-------
Changes made to a legend are saved with the project's settings and remain in effect when the
project is re-opened in a subsequent session.
7.12 Using the Overview Map
The Overview Map, as pictured below, allows one to see where in terms of the overall system the
main Study Area Map is currently focused. This zoom area is depicted by the rectangular outline
displayed on the Overview Map. As you drag this rectangle to another position the view within
the main map will be redrawn accordingly. The Overview Map can be toggled on and off by
selecting View » Overview Map from the Main Menu or by clicking o on the Main Toolbar. The
Overview Map window can also be dragged to any position as well as be re-sized.
The Map Options dialog (shown below) is used to change the appearance of the Study Area Map.
There are several ways to invoke it:
¦ select Tools » Map Display Options from the Main Menu or,
¦ click the Options button [fir1 on the Main Toolbar when the Study Area Map window has
the focus or,
138
-------
¦ right-click on any empty portion of the map and select Options from the popup menu
that appears.
Map Options
Subcatchments
Nodes
Links
Labels
Annotation
Symbols
Flow Arrows
Background
1^1
Fill Style
¦ 1 Clear
O Solid
8 Diagonal
Cross Hatch
Symbol Size 5
Border Size 1
171 Display link to outlet
"H
OK
Cancel
Help
The dialog contains a separate page, selected from the panel on the left side of the form, for each
of the following display option categories:
¦ Subcatchments (controls fill style, symbol size, and outline thickness of subcatchment
areas)
¦ Nodes (controls size of nodes and making size be proportional to value)
¦ Links (controls thickness of links and making thickness be proportional to value)
¦ Labels (turns display of map labels on/off)
¦ Annotation (displays or hides node/link ID labels and parameter values)
¦ Symbols (turns display of storage unit, pump, and regulator symbols on/off)
¦ Flow Arrows (selects visibility and style of flow direction arrows)
¦ Background (changes color of map's background).
Subcatchment Options
The Subcatchments page of the Map Options dialog controls how subcatchment areas are
displayed on the study area map.
139
-------
Option
Description
Fill Style
Selects style used to fill interior of subcatchment area
Symbol Size
Sets the size of the symbol (in pixels) placed at the centroid of a
subcatchment area
Border Size
Sets the thickness of the line used to draw a subcatchment's
border; if set to zero then only the subcatchment centroid will be
displayed
Display Link to
If checked then a dashed line is drawn between the subcatchment
Outlet
centroid and the subcatchment's outlet node (or outlet
subcatchment)
Node Options
The Nodes page of the Map Options dialog controls how nodes are displayed on the study area
map.
Option
Description
Node Size
Selects node diameter in pixels
Proportional to
Select if node size should increase as the viewed parameter
Value
increases in value
Display Border
Select if a border should be drawn around each node
(recommended for light-colored backgrounds)
Link Options
The Links page of the Map Options dialog controls how links are displayed on the map.
Option Description
Link Size
Sets thickness of links displayed on map (in pixels)
Proportional to
Select if link thickness should increase as the viewed parameter
Value
increases in value
Display Border
Check if a black border should be drawn around each link
140
-------
Label Options
The Labels page of the Map Options dialog controls how user-created map labels are displayed
on the study area map.
Option Description
Use Transparent Check to display label with a transparent background
Text (otherwise an opaque background is used)
At Zoom Of Selects minimum zoom at which labels should be displayed;
labels will be hidden at zooms smaller than this
Annotation Options
The Annotation page of the Map Options dialog form determines what kind of annotation is
provided alongside of the objects on the study area map.
Option
Description
Rain Gage IDs
Subcatch IDs
Node IDs
Link IDs
Subcatch Values
Node Values
Link Values
Use Transparent Text
Font Size
At Zoom Of
Check to display rain gage ID names
Check to display subcatchment ID names
Check to display node ID names
Check to display link ID names
Check to display value of current subcatchment variable
Check to display value of current node variable
Check to display value of current link variable
Check to display text with a transparent background
(otherwise an opaque background is used)
Adjusts the size of the font used to display annotation
Selects minimum zoom at which annotation should be
displayed; all annotation will be hidden at zooms smaller
than this
Symbol Options
The Symbols page of the Map Options dialog determines which types of objects are represented
with special symbols on the map.
141
-------
Option Description
Display Node Symbols If checked then special node symbols will be used
Display Link Symbols If checked then special link symbols will be used
At Zoom Of Selects minimum zoom at which symbols should be
displayed; symbols will be hidden at zooms smaller than this
Flow Arrow Options
The Flow Arrows page of the Map Options dialog controls how flow-direction arrows are displayed
on the map.
Option
Description
Arrow Style
Selects style (shape) of arrow to display (select None to hide
arrows)
Arrow Size
Sets arrow size
At Zoom Of
Selects minimum zoom at which arrows should be displayed;
arrows will be hidden at zooms smaller than this
Flow direction arrows will only be displayed after a successful simulation has been made
and a computed parameter has been selected for viewing. Otherwise the direction arrow
will point from the user-designated start node to end node.
142
-------
Background Options
The Background page of the Map Options dialog offers a selection of colors used to paint the
map's background.
7.14 Exporting the Map
The full extent view of the study area map can be saved to file using either:
¦ Autodesk's DXF (Drawing Exchange Format) format,
¦ the Windows enhanced metafile (EMF) format,
¦ EPA SWMM's own ASCII text (.map) format.
The DXF format is readable by many Computer Aided Design (CAD) programs. Metafiles can be
inserted into word processing documents and loaded into drawing programs for re-scaling and
editing. Both formats are vector-based and will not lose resolution when they are displayed at
different scales.
To export the map to a DXF, metafile, or text file:
l. Select File » Export» Map.
2 . In the Map Export dialog that appears select the format that you want the map saved in.
Map Export
Export Map To:
a Text File (,rnap)
Enhanced Metafile (,emf)
Drawing Exchange File [.dxf]
1^1
OK
Cancel
Help
If you select DXF format, you have a choice of how nodes will be represented in the DXF file. They
can be drawn as filled circles, as open circles, or as filled squares. Not all DXF readers can recognize
143
-------
the format used in the DXF file to draw a filled circle. Also note that map annotation, such as node
and link ID labels will not be exported, but map label objects will be.
After choosing a format, click OK and enter a name for the file in the Save As dialog that appears.
144
-------
Chapter 8 RUNNING A SIMULATION
After a study area has been suitably described, its runoff response, flow routing and water quality
behavior can be simulated. This section describes how to specify options to be used in the analysis,
how to run the simulation and how to troubleshoot common problems that might occur.
8.1 Setting Simulation Options
SWMM has a number of options that control how the simulation of a stormwater drainage system
is carried out. To set these options:
1. Select the Options category from the Project Browser.
2 . Select one of the following categories of options to edit:
a. General Options
b. Date Options
c. Time Step Options
d. Dynamic Wave Routing Options
e. Interface File Options
f. Reporting Options
g. Event Options
3. Click the ^ button on the Browser panel or select Edit » Edit Object to invoke the
appropriate editor for the chosen option category (the Simulation Options dialog is used
for the first five categories while the Reporting Options dialog and the Events Editor dialog
are used, respectively, for the last two).
The Simulations Options dialog contains a separate tabbed page for each of the first five option
categories listed above. Each page is described in more detail below.
145
-------
Simulation Options
General Dates Time Steps Dynamic Wave Files
Process Models
1^1 Rainfall/Runoff
Rainfall Dependent l/l
Snow Melt
I Groundwater
1^1 Flow Routing
0 Water Quality
Routing Model
O Steady Flow
(•) Kinematic Wave
O Dynamic Wave
Infiltration Model
O Horton
O Modified Horton
o Green-Arnpt
® Modified G reen-Ampt
0 Curve Number
Routing Options
1 I Allow Ponding
Minimum Conduit Slope
0
[%)
OK
Cancel
Help
8.1.1 Gen era I Op tions
The General page of the Simulation Options dialog sets values for the following options:
Process Models
This section selects which of SWMM's process models will be applied to the current project. For
example, a model that contained Aquifer and Groundwater elements could be run first with the
groundwater computations turned on and then again with them turned off to see what effect this
process had on the site's hydrology. Note that if there are no elements in the project needed to
model a given process then that process option is disabled (e.g., if there were no Aquifers defined
for the project then the Groundwater check box will appear disabled in an unchecked state).
146
-------
Infiltration Model
This option selects the default method used to model infiltration of rainfall into the upper soil
zone of subcatchments. The choices are:
¦ Horton
¦ Modified Horton
¦ Green-Ampt
¦ Modified Green-Ampt
¦ Curve Number
Each of these methods is briefly described in Section 3.4.2. All new subcatchments added to a
project will default to using the selected method. For existing subcatchments, their infiltration
method will only change if they had been using the previous default option. That would require
re-entering values for the infiltration parameters in each such subcatchment, unless the change
was between the two Horton options or the two Green-Ampt options. A prompt is issued asking
if SWMM should automatically assign a default set of parameter values to all subcatchments that
switch between two incompatible types of infiltration methods. Different infiltration models can
be used with different subcatchments by editing their Infiltration property.
Routing Model
This option determines which method is used to route flows through the conveyance system. The
choices are:
¦ Steady Flow
¦ Kinematic Wave
¦ Dynamic Wave
Review Section 3.4.5 for a brief description of each of these alternatives.
Allow Ponding
Checking this option will allow excess water to collect atop nodes and be re-introduced into the
system as conditions permit. In order for ponding to actually occur at a particular node, a non-
zero value for its Ponded Area attribute must be used.
Minimum Conduit Slope
This is the minimum value allowed for a conduit's slope (%). If blank or zero (the default) then no
minimum is imposed (although SWMM uses a lower limit on elevation drop of 0.001 ft (0.00035
m) when computing a conduit slope).
147
-------
8.1.2 Date Options
The Dates page of the Simulation Options dialog determines the starting and ending dates/times
of a simulation.
Start Analysis On
Enter the date (month/day/year) and time of day when the simulation begins.
Start Reporting On
Enter the date and time of day when reporting of simulation results is to begin. Using a date prior
to the start date is the same as using the start date.
End Analysis On
Enter the date and time when the simulation is to end.
Start Sweeping On
Enter the day of the year (month/day) when street sweeping operations begin. The default is
January 1.
End Sweeping On
Enter the day of the year (month/day) when street sweeping operations end. The default is
December 31.
Antecedent Dry Days
Enter the number of days with no rainfall prior to the start of the simulation. This value is used to
compute an initial buildup of pollutant load on the surface of subcatchments.
Sif If rainfall or climate data are read from external files, then the simulation dates should be
set to coincide with the dates recorded in these files.
8.1.3 Time Step Options
The Time Steps page of the Simulation Options dialog establishes the length of the time steps
used for runoff computation, routing computation and results reporting. Time steps are specified
in days and hours:minutes:seconds except for flow routing which is entered as decimal seconds.
148
-------
Reporting Time Step
Enter the time interval for reporting of computed results.
Runoff - Wet Weather Time Step
Enter the time step length used to compute runoff from subcatchments during periods of rainfall,
or when ponded water still remains on the surface, or when LID controls are still infiltrating or
evaporating runoff.
Runoff - Dry Weather Time Step
Enter the time step length used for runoff computations (consisting essentially of pollutant
buildup) during periods when there is no rainfall, no ponded water, and LID controls are dry. This
must be greater or equal to the Wet Weather time step.
Control Rule Time Step
Enter the time step length used for evaluating Control Rules. The default is 0 which means that
controls are evaluated at every routing time step.
Routing Time Step
Enter the time step length in decimal seconds used for routing flows and water quality
constituents through the conveyance system. Note that Dynamic Wave routing requires a much
smaller time step than the other methods of flow routing.
Steady Flow Periods
This set of options tells SWMM how to identify and treat periods of time when system hydraulics
is not changing. The system is considered to be in a steady flow period if:
1. The percent difference between total system inflow and total system outflow is below
the System Flow Tolerance,
2. The percent differences between the current lateral inflow and that from the previous
time step for all points in the conveyance system are below the Lateral Flow Tolerance.
Checking the Skip Steady Flow Periods box will make SWMM keep using the most recently
computed conveyance system flows (instead of computing a new flow solution) whenever the
above criteria are met. Using this feature can help speed up simulation run times at the expense
of reduced accuracy.
149
-------
8.1.4 Dynamic Wave Options
The Dynamic Wave page of the Simulation Options dialog sets several parameters that control
how the dynamic wave flow routing computations are made. These parameters have no effect for
the other flow routing methods.
Inertial Terms
Indicates how the inertial terms in the St. Venant momentum equation will be handled.
¦ KEEP maintains these terms at their full value under all conditions.
¦ DAMPEN reduces the terms as flow comes closer to being critical and ignores them when
flow is supercritical.
¦ IGNORE drops the terms altogether from the momentum equation, producing what is
essentially a Diffusion Wave solution.
Define Supercritical Flow By
Selects the basis used to determine when supercritical flow occurs in a conduit. The choices are:
¦ water surface slope only (i.e., water surface slope > conduit slope)
¦ Froude number only (i.e., Froude number > 1.0)
¦ both water surface slope and Froude number.
The first two choices were used in earlier versions of SWMM while the third choice, which checks
for either condition, is now the recommended one.
Force Main Equation
Selects which equation will be used to compute friction losses during pressurized flow for conduits
that have been assigned a Circular Force Main cross-section. The choices are either the Hazen-
Williams equation or the Darcy-Weisbach equation.
Surcharge Method
Selects which method will be used to handle surcharge conditions. The Extran option uses a
variation of the Surcharge Algorithm from previous versions of SWMM to update nodal heads
when all connecting links become full. The Slot option uses a Preissmann Slot to add a small
amount of virtual top surface width to full flowing pipes so that SWMM's normal procedure for
updating nodal heads can continue to be used.
150
-------
Use Variable Time Steps
Check the box if an internally computed variable time step should be used at each routing time
period and select an adjustment (or safety) factor to apply to this time step. The variable time
step is computed so as to satisfy the Courant condition within each conduit. A typical adjustment
factor would be 75% to provide some margin of conservatism. The computed variable time step
will not be less than the minimum variable step discussed below nor be greater than the fixed
time step specified on the Time Steps page of the dialog.
Minimum Variable Time Step
This is the smallest time step allowed when variable time steps are used. The default value is 0.5
seconds. Smaller steps may be warranted, but they can lead to longer simulations runs without
much improvement in solution quality.
Time Step for Conduit Lengthening
This is a time step, in seconds, used to artificially lengthen conduits so that they meet the Courant
stability criterion under full-flow conditions (i.e., the travel time of a wave will not be smaller than
the specified conduit lengthening time step). As this value is decreased, fewer conduits will
require lengthening. A value of zero means that no conduits will be lengthened. The ratio of the
artificial length to the original length for each conduit is listed in the Flow Classification table that
appears in the simulation's Summary Report (see Section 9.2).
Minimum Nodal Surface Area
This is a minimum surface area used at nodes when computing changes in water depth. If 0 is
entered, then the default value of 12.566 ft2 (1.167 m2) is used. This is the area of a 4-ft diameter
manhole. The value entered should be in square feet for US units or square meters for SI units.
Head Convergence Tolerance
This is the maximum difference in computed heads between successive trials of SWMM's iterative
method for computing a dynamic wave hydraulic solution that determines when convergence is
reached within a given time step. The default tolerance is 0.005 ft (0.0015 m).
Maximum Trials per Time Step
This is the maximum number of trials that SWMM will use in its iterative method for computing a
dynamic wave hydraulic solution within each time step. The default value is 8.
151
-------
Number of Parallel Threads to Use
This selects the number of parallel computing threads to use on machines equipped with multi-
core processors. The default is 1. Clicking the ' -' button will display the number of physical cores
and logical processors available.
Clicking the Apply Defaults label will set all the Dynamic Wave options to their default values.
8.1.5 File Options
The Files page of the Simulation Options dialog is used to specify which interface files will be used
or saved during the simulation. (Interface files are described in Chapter 11.) The page contains a
list box with three buttons underneath it. The list box lists the currently selected files, while the
buttons are used as follows:
Add adds a new interface file specification to the list.
Edit edits the properties of the currently selected interface file.
Delete deletes the currently selected interface from the project (but not from your hard drive).
General Dates Time Steps Dynamic Wave Files
Specify interface files to use or save:
Add
Edit
Delete
152
-------
When the Add or Edit buttons are clicked, an Interface File Selector dialog appears where one can
specify the type of interface file, whether it should be used or saved, and its name. The entries on
this dialog are as follows:
Interface File Selector
File Type:
HOTSTART
o Save File
Use File
File Name:
testl.hsf
OK
Cancel
Help
File Type
Select the type of interface file to be specified.
Use / Save Buttons
Select whetherthe named interface file will be used to supply input to a simulation run or whether
simulation results will be saved to it.
File Name
Click the Select File button
dialog box.
to specify the file name from a standard Windows file selection
8.2 Setting Reporting Options
The Reporting Options dialog is used to select individual subcatchments, nodes, and links that will
have detailed time series results saved for viewing after a simulation has been run. The default
for new projects is that all objects will have detailed results saved for them. The dialog is invoked
by selecting the Reporting category of Options from the Project Browser and clicking the ^
button (or by selecting Edit» Edit Object from the main menu).
The dialog contains three tabbed pages - one each for subcatchments, nodes, and links. It is a
stay-on-top form which means that you can select items directly from the Study Area Map or
Project Browser while the dialog remains visible.
153
-------
Reporting Options
X
Select objects for detailed reporting:
Nodes Links
Subcatchments
1
3
Add
5
Remove
Clear
Q All Subcatchments
I I Report Input Summary
I I Report Control Actions
I I Report Average Results
Close
Help
To include an object in the set that is reported on:
1. Select the tab to which the object belongs (Subcatchments, Nodes or Links).
2. Unselect the "AM" check box if it is currently checked.
3. Select the specific object either from the Study Area Map or from the listing in the Project
Browser.
4. Click the Add button on the dialog.
5. Repeat the above steps for any additional objects.
To remove an item from the set selected for reporting:
1. Select the desired item in the dialog's list box.
2. Click the Remove button to remove the item.
To remove all items from the reporting set of a given object category, select the object category's
page and click the Clear button.
To include all objects of a given category in the reporting set, check the "AM" box on the page for
that category (i.e., subcatchments, nodes, or links). This will override any individual items that
154
-------
may be currently listed on the page. To dismiss the dialog click the Close button. In addition the
following reporting options can be selected from this dialog:
Report Input Summary
Check this option to have the simulation's Status Report list a summary of the project's input data.
Report Control Actions
Check this option to have the simulation's Status Report list all discrete control actions taken by
the Control Rules associated with a project (continuous modulated control actions are not listed).
This option should only be used for short-term simulation.
Report Average Results
Check this option to have the average of the results for all routing time steps that fall within a
reporting time step be reported instead of the instantaneous point results that occur at the end
of the reporting time step.
8.3 Selecting Event Periods
Simulation events allow one to limit the periods of time in which a full unsteady hydraulic analysis
of the drainage network is performed. For times outside of these periods, the hydraulic state of
the network stays the same as it was at the end of the previous hydraulic event. Although
hydraulic calculations are restricted to these pre-defined event periods, a full accounting of the
system's hydrology is still computed over the entire simulation duration. During inter-event
periods any inflows to the network, from runoff, groundwater flow, dry weather flow, etc., are
ignored. The purpose of only computing hydraulics for particular time periods is to speed up long-
term continuous simulations where one knows in advance which periods of time (such as
representative or critical storm events) are of most interest.
To define a set of simulation events select the Events sub-category of Options from the Project
Browser and click the button on the Browser panel or select Edit» Edit Object from the Main
Menu. This will bring up the Events Editor in which multiple event time periods can be defined.
155
-------
Events Editor
Use this form to restrict hydraulic analysis to particular time periods.
Hydraulics will remain constant outside of these periods.
Use
Start Date
Start Time
End Date
End Time
0
06/30/2016
00:00
07/30/2016
00:00
~
Modify the Selected Event
Start Date
Start Time
06/30/2016
-
-
00:00
-
-
End Date
End Time
07/30/2016
E
-
00:00
-
-
Replace Event Delete Event
Delete All
OK
Cancel
Help
The editor consists of a table listing the start and end date of each event, plus a blank line at the
end of the list used for adding a new event. The events do not have to be entered in chronological
order. There are date and time selection controls below the table used to edit the dates of a
selected event. Clicking the Replace Event button will replace the row with the entries in these
controls. The Delete Event button will delete the selected event and the Delete All button will
delete all events from the table. The first column of the table contains a check box which
determines if the event should be used in the analysis or not.
^ To identify event periods of interest, one can first run a simulation with Flow Routing
turned off and then perform a statistical frequency analysis on the system's rainfall record
(see Section 9.8 Viewing a Statistics Report).
156
-------
When a new event occurs, the water in a storage unit node will remain at the same level
it had at the end of the previous event. Therefore one may want to choose event intervals
long enough to minimize the effect that storage carryover might have.
8.4 Starting a Simulation
To start a simulation either select Project » Run Simulation from the Main Menu or click ^ on
the Main Toolbar. A Run Status window will appear which displays the progress of the simulation.
Run Status
Computing
Percent Complete: 34%
Simulated Time:
Days
0 Hrs:Min 01:23
Stop
Minimize
To stop a run before its normal termination, click the Stop button on the Run Status window or
press the key. Simulation results up until the time when the run was stopped will be
available for viewing. To minimize the SWMM program while a simulation is running, click the
Minimize button on the Run Status window.
If the analysis runs successfully the icon will appear in the Run Status section of the Status Bar
at the bottom of SWMM's main window. Any error or warning messages will appear in a Status
Report window. If you modify the project after a successful run has been made, the status flag
changes to 1 indicating that the current computed results no longer apply to the modified
project.
8.5 Troubleshooting Results
When a run ends prematurely, the Run Status dialog will indicate the run was unsuccessful and
direct the user to the Status Report for details. The Status Report will include an error statement,
code, and description of the problem (e.g., ERROR 138: NodeTG040 has initial depth greater than
maximum depth). Consult Appendix E for a description of SWMM's error messages. Even if a run
157
-------
completes successfully, one should check to insure that the results are reasonable. The following
are the most common reasons for a run to end prematurely or to contain questionable results.
Unknown ID Error Message
This message typically appears when an object references another object that was never defined.
An example would be a subcatchment whose outlet was designated as N29, but no such
subcatchment or node with that name exists. Similar situations can exist for incorrect references
made to Curves, Time Series, Time Patterns, Aquifers, Snow Packs, Streets, Inlets, Transects,
Pollutants, and Land Uses.
File Errors
File errors can occur when:
¦ a file cannot be located on the user's computer
¦ a file being used has the wrong format
¦ a file to be written to cannot be opened because the user does not have write privileges
for the directory (folder) where the file is to be stored.
Drainage System Layout Errors
A valid drainage system layout must obey the following conditions:
¦ An outfall node can have only one conduit link connected to it.
¦ A flow divider node must have exactly two outflow links.
¦ A node cannot have more than one dummy link connected to it.
¦ Under Kinematic Wave routing, a junction node can only have one outflow link and a
regulator link cannot be the outflow link of a non-storage node.
¦ Under Dynamic Wave routing there must be at least one outfall node in the network.
An error message will be generated if any of these conditions are violated.
Excessive Continuity Errors
When a run completes successfully, the mass continuity errors for runoff, flow routing, and
pollutant routing will be displayed in the Run Status window. These errors represent the percent
difference between initial storage + total inflow and final storage + total outflow for the entire
drainage system. If they exceed some reasonable level, such as 10 percent, then the validity of
the analysis results must be questioned. The most common reasons for an excessive continuity
error are computational time steps that are too long or conduits that are too short.
158
-------
Run Status
Run was successful.
Continuity Error
Surface Runoff:
Flow Routing:
Quality Routing:
-0.27 %
0.10 %
-0.16 %
OK
In addition to the system continuity error, the Status Report produced by a run (see Section 9.1)
will list those nodes of the drainage network that have the largest flow continuity errors. If the
errorfor a node is excessive, then one should first consider if the node in question is of importance
to the purpose of the simulation. If it is, then further study is warranted to determine how the
error might be reduced.
Unstable Flow Routing Results
Due to the explicit nature of the numerical methods used for Dynamic Wave routing (and to a
lesser extent, Kinematic Wave routing), the flows in some links or water depths at some nodes
may fluctuate or oscillate significantly at certain periods of time as a result of numerical
instabilities in the solution method. SWMM does not automatically identify when such conditions
exist, so it is up to the user to verify the numerical stability of the model and to determine if the
simulation results are valid for the modeling objectives. Time series plots at key locations in the
network can help identify such situations as can a scatter plot between a link's flow and the
corresponding water depth at its upstream node (see Section 9.5, Viewing Results with a Graph).
Numerical instabilities can occur over short durations and may not be apparent when time series
are plotted with a long time interval. When detecting such instabilities, it is recommended that a
reporting time step of 1 minute or less be used, at least for an initial screening of results.
The run's Status Report lists the links having the five highest values of a Flow Instability Index (FN).
This index counts the number of times that the flow value in a link is higher (or lower) than the
flow in both the previous and subsequent time periods. The index is normalized with respect to
the expected number of such 'turns' that would occur for a purely random series of values and
can range from 0 to 150.
As an example of how the Flow Instability Index can be used, consider Figure 8-1. The solid line
plots the flow hydrograph for the link identified as having the highest FN value (100) in a dynamic
159
-------
wave flow routing run that used a fixed time step of 30 seconds. The dashed line shows the
hydrograph that results when a variable time step was used instead, which is now completely
stable.
Time (hours)
Figure 8-1 Flow Instability Index for a flow hydrograph
Flow time series plots for the links having the highest Fll's should be inspected to insure that flow
routing results are acceptably stable. Numerical instabilities under Dynamic Wave flow routing
can be reduced by:
¦ reducing the routing time step
¦ utilizing the variable time step option with a smaller time step factor
¦ selecting to ignore the inertial terms of the momentum equation
¦ selecting the option to lengthen short conduits.
160
-------
Chapter 9 VIEWING RESULTS
This chapter describes the different ways in which the results of a simulation can be viewed. These
include a status report, a summary report, various map views, graphs, tables, and a statistical
frequency report.
9.1 Viewing a Status Report
A Status Report is available for viewing after each simulation. It contains:
¦ a summary of the main Simulation Options that are in effect
¦ a list of any error and warning conditions encountered during the run
¦ a summary listing of the project's input data (if requested in the Simulation Options)
¦ a summary of the data read from each rainfall file used in the simulation
¦ a description of each control rule action taken during the simulation (if requested in the
Simulation Options)
¦ the system-wide mass continuity errors for:
o runoff quantity and quality
o groundwater flow
o conveyance system flow and water quality
¦ the names of the nodes with the highest individual flow continuity errors
¦ the names of the conduits that most often determined the size of the time step used for
flow routing (only when the Variable Time Step option is used)
¦ the names of the links with the highest Flow Instability Index values
¦ the names of the nodes with the highest frequency of non-convergence
¦ information on the range of routing time steps taken and the percentage of these that
were considered steady state.
To view the Status Report select Report» Status from the Main Menu or click the H button on
the Main Toolbar and select Status Report from the drop-down menu that appears.
To copy selected text from the Status Report to a file or to the Windows Clipboard, first select the
text to copy with the mouse and then choose Edit » Copy To from the Main Menu (or press the
^ button on the Main Toolbar).
161
-------
To save both the entire Status Report and Summary Report (discussed next) to file, select File »
Export» Status/Summary Report from the Main Menu.
9.2 Viewing Summary Results
SWMM's Summary Results report lists summary results for each subcatchment, node, and link in
the project through a selectable list of tables. To view the various summary results tables, select
Report » Summary from the Main Menu or click the H button on the Main Toolbar and select
Summary Results from the drop-down menu that appears. The Summary Results window looks
as follows:
Mi Summary Results
El 'U^l
Topic: Subcatchment Runoff
t Click a column header to sort the column.
Total
Total
Total
Total
Total
Precip
Runon
Evap
Infil
Runoff
Subcatchment
in
in
in
in
in
1
2.65
0.00
0.00
1.16
1.48
2
2.65
2.65
2.65
2.65
2.65
2.65
2.65
0.00
0.00
1.21
1.43
3
0.00
0.00
1.16
1,49
4
0.00
0.00
1.16
1.49
5
0.00
0.00
1.24
1.40
6
0.00
0.00
2.27
0.38
7
0.00
0.00
2.14
0,51
8
0.00
0.00
2.25
0,40
4
The drop-down box at the upper left allows you to choose the type of results to view. The selection
of tables and the results they display are as follows (items marked with an asterisk can also be
viewed as color coded themes on the Study Area Map by selecting them from the Map Browser -
see Section 7.1):
162
-------
Table
Columns
Subcatchment Runoff
Total precipitation (in or mm)*
Total run-on from other subcatchments (in or mm)
Total evaporation (in or mm)*
Total infiltration (in or mm)*
Total runoff depth from impervious areas (in or mm)
Total runoff depth from pervious areas (in or mm)
Total runoff depth (in or mm)*
Total runoff volume (million gallons or million liters)
Peak runoff (flow units)*
Runoff coefficient (ratio of total runoff to total precipitation)*
LID Performance
Total inflow volume
Total evaporation loss
Total infiltration loss
Total surface outflow
Total underdrain outflow
Initial storage volume
Final storage volume
Flow continuity error (%)
Note: all quantities are expressed as depths (in or mm) over the LID
unit's surface area.
Groundwater Summary
Total surface infiltration (in or mm)
Total evaporation (in or mm)
Total lower seepage (in or mm)
Total lateral outflow (in or mm)
Maximum lateral outflow (flow units)
Average upper zone moisture content (volume fraction)
Average water table elevation (ft or m)
Final upper zone moisture content (volume fraction)
Final water table elevation (ft or m)
Subcatchment Washoff
Total mass of each pollutant washed off the subcatchment (lbs or
kg)
163
-------
Node Depth
Average water depth (ft or m)
Maximum water depth (ft or m)*
Maximum hydraulic head (HGL) (ft or m)*
Time of maximum depth
Maximum water depth at reporting times (ft or m)
Node Inflow
Maximum lateral inflow (flow units)*
Maximum total inflow (flow units)
Time of maximum total inflow
Total lateral inflow volume (million gallons or million liters)*
Total inflow volume (million gallons or million liters)
Flow balance error (%)
Note: Total inflow consists of lateral inflow plus inflow from
connecting links.
Node Surcharge
Hours surcharged
Maximum height of surcharge above node's crown (ft or m)
Minimum depth of surcharge below node's top rim (ft or m)
Note: surcharging occurs when water rises above the crown of the
highest conduit and only those conduits that surcharge are listed.
Node Flooding
Hours flooded*
Maximum flooding rate (flow units)*
Time of maximum flooding
Total flood volume (million gallons or million liters)*
Peak depth (for dynamic wave routing in ft or m) or peak volume
(1000 ft3 or 1000 m3) of ponded surface water
Note: flooding refers to all water that overflows a node, whether it
ponds or not, and only those nodes that flood are listed.
Storage Volume
Average volume of water in the facility (1000 ft3 or 1000 m3)
Average percent of full storage capacity utilized
Percent of total stored volume lost to evaporation
Percent of total stored volume lost to seepage
Maximum volume of water in the facility (1000 ft3 or 1000 m3)
Maximum percent of full storage capacity utilized
Time of maximum water stored
Maximum outflow rate from the facility (flow units)
164
-------
Outfall Loading
Percent of time that outfall discharges
Average discharge flow (flow units)
Maximum discharge flow (flow units)
Total volume of flow discharged (million gallons or million liters)
Total mass discharged of each pollutant (lbs or kg)
Street Flow
(Street Conduits Only)
Peak flow (flow units)
Maximum spread from curb (ft or m)
Maximum depth at curb (ft or m)
For streets with assigned inlets
¦ name of inlet structure
¦ inlet location (on-grade or on-sag)
¦ peak flow capture efficiency (%)
¦ average flow capture efficiency (%)
¦ frequency of bypass flow (%)
¦ frequency of backflow (%)
Link Flow
Maximum flow (flow units)*
Time of maximum flow
Maximum velocity (ft/sec or m/sec)*
Ratio of maximum flow to full normal flow
Ratio of maximum flow depth to full depth*
Flow Classification
(Dynamic Wave
Routing Only)
Ratio of adjusted conduit length to actual length
Fraction of all time steps spent in the following flow categories:
¦ dry on both ends
¦ dry on the upstream end
¦ dry on the downstream end
¦ subcritical flow
¦ supercritical flow
¦ critical flow at the upstream end
¦ critical flow at the downstream end
Fraction of all time steps flow is limited to normal flow
Fraction of all time steps flow is inlet controlled (for culverts only)
Conduit Surcharge
Hours that conduit is full at:
¦ both ends*
¦ upstream end
¦ downstream end
Hours that conduit flows above full normal flow
Hours that conduit is capacity limited*
165
-------
Note: only conduits with one or more non-zero entries are listed and
a conduit is considered capacity limited if its upstream end is full and
the HGL slope is greater than the conduit slope.
Link Pollutant Loads
Total mass load (in lbs or kg) of each pollutant carried by the link
over the entire simulation period
Pumping
Percent of time that the pump is on line
Number of pump start-ups
Minimum flow pumped (flow units)
Average flow pumped (flow units)
Maximum flow pumped (flow units)
Total volume pumped (million gallons or million liters)
Total energy consumed assuming 100% efficiency (Kw-hrs)
Percent of time that the pump operates below its pump curve
Percent of time that the pump operates above its pump curve
v The summary results displayed in these tables are based on results found at every
computational time step and not just on the results from each reporting time step.
Clicking on the name of an object in the first column of the table will locate that object both in
the Project Browser and on the Study Area Map. Clicking on a column heading will sort the entries
in the table by the values in that column (alternating between ascending and descending order
with each click.
Selecting Edit » Copy To from the Main Menu or clicking ^ on the Main Toolbar will allow you
to copy the contents of the table to either the Windows Clipboard or to a file. To save both the
entire Status Report and all tables of the Summary Report to a file select File » Export »
Status/Summary Report from the Main Menu.
9.3 Time Series Results
Computed results at each reporting time step for the variables listed in Table 9-1 are available for
viewing on the map and can be plotted, tabulated, and statistically analyzed. These variables can
be viewed only for those subcatchments, nodes, and links that were selected to have detailed
time series results saved for them. This normally includes all objects in the project unless the
166
-------
Reporting option (under the Options category in the Project Browser) was used to select specific
objects to report on.
Table 9-1 Time series variables available for viewing
Subcatchment Variables
rainfall rate (in/hr or mm/hr)
snow depth (in or mm)
evaporation loss (in/day or mm/day)
infiltration loss (in/hr or mm/hr)
runoff flow (flow units)
groundwater flow into the drainage network
(flow units)
groundwater elevation (ft or m)
soil moisture in the unsaturated
groundwater zone (volume fraction)
¦ washoff concentration of each pollutant
(mass/liter)
Node Variables
¦ water depth (ft or m above the node invert
elevation)
¦ hydraulic head (ft or m, absolute elevation
per vertical datum)
¦ stored water volume (including ponded
water, ft3 or m3)
¦ lateral inflow (runoff + all other external
inflows, in flow units)
¦ total inflow (lateral inflow + upstream
conduit inflows, in flow units)
¦ surface flooding (excess overflow when the
node is at full depth, in flow units)
¦ concentration of each pollutant after any
treatment applied at the node (mass/liter)
Link Variables
¦ flow rate (flow units)
¦ average water depth (ft or m)
¦ flow velocity (ft/sec or m/sec)
¦ volume of water (ft3 or m3)
¦ capacity (fraction of full area filled by
flow for conduits; control setting for
pumps and regulators)
¦ concentration of each pollutant
(mass/liter)
System-Wide Variables
air temperature (degrees F or C)
potential evaporation (in/day or
mm/day)
actual evaporation (in/day or mm/day)
total rainfall (in/hr or mm/hr)
total snow depth (in or mm)
average losses (in/hr or mm/hr)
total runoff flow (flow units)
total dry weather inflow (flow units)
total groundwater inflow (flow units)
total RDM inflow (flow units)
total direct inflow (flow units)
total external inflow (flow units)
total external flooding (flow units)
total outflow from outfalls (flow units)
total nodal storage volume (ft3 or m3)
167
-------
9.4
Viewing Results on the Map
There are several ways to view the values of certain input parameters and simulation results
directly on the Study Area Map:
¦ For the current settings on the Map Browser, the subcatchments, nodes and links of the
map will be colored according to their respective Map Legends. The map's color coding
will be updated as a new time period is selected in the Map Browser.
¦ When the Flyover Map Labeling program preference is selected (see Section 4.10),
moving the mouse over any map object will display its ID name and the value of its current
theme parameter in a hint-style box.
¦ ID names and parameter values can be displayed next to all subcatchments, nodes and/or
links by selecting the appropriate options on the Annotation page of the Map Options
dialog (see Section 7.12).
¦ Subcatchments, nodes or links meeting a specific criterion can be identified by submitting
a Map Query (see Section 7.9).
¦ One can animate the display of results on the network map either forward or backward
in time by using the controls on the Animator panel of the Map Browser (see Section 4.8).
¦ The map can be printed, copied to the Windows clipboard, or saved as a DXF file or
Windows metafile (see Section 7.13).
9.5 Viewing Results with a Graph
Analysis results can be viewed using several different types of graphs. Graphs can be printed,
copied to the Windows clipboard, or saved to a text file or to a Windows metafile. The following
types of graphs can be created from available simulation results:
168
-------
<®
¦ Time Series Riot: 60.0
70.0
60.0
M 50.0
IL
"40.0
l£ 30.0
20.0
10.0
0.0
Link 1602 Flow (CFS)
Elapsed Time {hours)
¦ Profile Plot:
Water Elevation Profile: Node 81009 - 16009
6,000
Distance (ft)
4,000 2,000
01/01 ,<2002 01:30:00
Link 1600 Flow v. Node 16109 Depth
Scatter Plot:
30.
TO.
60
LL
O
¥50
o
LL 40,
£ 30
¦s
.= 20
10
0
0,5 1 1,5 2
Node 16109 Depth (ft)
2.5
169
-------
Object Type:
The type of object to plot (Subcatchment, Node, Link or System).
Object Name: The ID name of the object to be plotted. (This field is disabled for System
Legend Label: The text to use in the legend for the data series. If left blank, a default label
made up of the object type, name, variable and units will be used (e.g. Link
C16 Flow (CFS)).
As you select objects on the Study Area Map or in the Project Browser their types and ID
names will automatically appear in this dialog.
Click the Accept button to add/update the data series into the plot or click the Cancel button to
disregard your edits. You will then be returned to the Time Series Plot Selection dialog where you
can add or edit another data series.
W To make a precipitation time series display in inverted fashion on a plot, assign it to the
right axis and after the plot is displayed, use the Graph Options Dialog (see Section 9.6)
to invert the right axis and expand the scales of both the left and right axes (so it doesn't
overlap another data series).
9.5.2 Profile Plots
A Profile Plot displays the variation in simulated water depth with distance over a connected path
of drainage system links and nodes at a particular point in time. Once the plot has been created
it will be automatically updated as a new time period is selected using the Map Browser.
To create a Profile Plot:
1. Select Report» Graph » Profile from the main menu or press ^ on the Main Toolbar
2. A Profile Plot Selection dialog will appear (see below). Use it to identify the path along
which the profile plot is to be drawn.
variables).
Variable:
The variable whose time series will be plotted (choices vary by object type).
Axis:
Whether to use the left or right vertical axis to plot the data series.
172
-------
Profile Plot Selection
Create Profile
Start Node
J1
End Node
Outl
s
0
Find Path
Use Saved Profile
Save Current Profile
-£3-
Links in Profile
CI
C 2
C4
f*FT*T*Tx1
OK
Cancel
Help
The Profile Plot Selection dialog is used to select a path of connected conveyance system links
along which a water depth profile versus distance should be drawn. To define a path using the
dialog:
1. Enter the ID of the upstream node of the first link in the path in the Start Node edit field
(or click on the node on the Study Area Map and then on the M button next to the edit
field).
2 . Enter the ID of the downstream node of the last link in the path in the End Node edit field
(or click the node on the map and then click the L±J button next to the edit field).
3. Click the Find Path button to have the program automatically identify the path with the
smallest number of links between the start and end nodes. These will be listed in the Links
in Profile box.
4. You can insert a new link into the Links in Profile list by selecting the new link either on
the Study Area Map or in the Project Browser and then clicking the E button
underneath the Links in Profile list box.
5. Entries in the Links in Profile list can be deleted or rearranged by using the
and l±J buttons underneath the list box.
6. Click the OK button to view the profile plot.
B. S.
173
-------
To save the current set of links listed in the dialog for future use:
l. Click the Save Current Profile button.
2 . Supply a name for the profile when prompted.
To use a previously saved profile:
l. Click the Use Saved Profile button.
2 . Select the profile to use from the Profile Selection dialog that appears.
Profile plots can also be created before any simulation results are available, to help visualize and
verify the vertical layout of a drainage system. Plots created in this manner will contain a refresh
button
in the upper left corner that can be used to redraw the plot after edits are made to
any elevation data appearing in the plot.
9.5.3 Scatter Plots
A Scatter Plot displays the relationship between a pair of variables, such as flow rate in a pipe
versus water depth at a node. To create a Scatter Plot, select Report » Graph » Scatter from
the main menu or press te- on the Main Toolbar. Then use the Scatter Plot Selection dialog that
appears (see below) to specify what time interval and what pair of objects and their variables to
plot using the.
Scatter Plot Selection
Start Date
KH
End Date
06/27/2002
~
06/27/2002
~
X-Variable
Object Category
Nodes
Y-Variable
Object Category
Links
¦v
T
Object
Object
J2
[±]
C2
t+J
Variable
Variable
Depth
~
Flow
T
OK
Cancel
Help
174
-------
The Scatter Plot Selection dialog is used to select the objects and variables to be graphed against
one another in a scatter plot. Use the dialog as follows:
1. Select a Start Date and End Date for the plot (the default is the entire simulation period).
2 . Select the following choices for the X-variable (the quantity plotted along the horizontal
axis):
a. Object Category (Subcatchment, Node or Link)
b. Object ID (enter a value or click on the object either on the Study Area Map or in
the Project Browser and then click the — button on the dialog)
c. Variable to plot (choices depend on the category of object selected).
3. Do the same for the Y-variable (the quantity plotted along the vertical axis).
4. Click the OK button to create the plot.
9.6 Customizing a Graph's Appearance
To customize the appearance of a graph:
1. Make the graph the active window (click on its title bar).
2. Select Report » Customize from the Main Menu, or click Hf on the Main Toolbar, or
right-click on the graph.
3. Use the Graph Options dialog that appears to customize the appearance of a Time Series
or Scatter Plot, or use the Profile Plot Options dialog for a Profile Plot.
The Graph Options dialog is used to customize the appearance of a time series plot, a scatter plot,
or a frequency plot (described in Section9.8). To use the dialog:
1. Select from among the four tabbed pages that cover the following categories of options:
General, Axes, Legend, and Styles.
2 . Check the Default box to use the current settings as defaults for all new graphs as well.
3. Select OK to accept your selections.
175
-------
Graph Options
General
Axes Legend Styles
3D Effect Percent
Main Title
25
H
MM
Panel Color
| White ~
Start Background Color
| ~| White t
End Background Color
| White t
View in 3-D
~
Chanae Font..
Make these the default options
OK
Cancel
Help
9.6.1 Graph Options - General
The following options can be set on the General page of the Graph Options dialog box:
Panel Color
Color of the panel that contains the graph
Start Background
Starting gradient color of graph's plotting area
Color
End Background
Ending gradient color of graph's plotting area
Color
View in 3D
Check if graph should be drawn in 3D
3D Effect Percent
Degree to which 3D effect is drawn
Main Title
Text of graph's main title
Font
Click to set the font used for the main title
The figure below shows a 3D graph with White as the Start Background Color and Sky Blue as the
End Background Color.
176
-------
9.6.2 Graph Options - Axes
The Axes page of the Graph Options dialog box adjust the way that the axes are drawn on a graph.
One first selects an axis (Bottom, Left or Right (if present)) to work with and then selects from the
following options:
Gridlines
Displays grid lines on the graph.
Inverted
Inverts the scale of the right vertical axis.
Auto Scale
Fills in the Minimum, Maximum and Increment boxes with an
automatic axis scaling.
Minimum
Sets the minimum axis value (the minimum data value is shown
in parentheses). Can be left blank.
Maximum
Sets the maximum axis value (the maximum data value is
shown in parentheses). Can be left blank.
Increment
Sets the increment between axis labels. If left blank or set to
zero the program will automatically select an increment.
Axis Title
Text of axis title.
Font
Click to select a font for the axis title.
177
-------
9.6.3 Graph Options - Legend
The Legend page of the Graph Options dialog box controls how the legend is displayed on the
graph.
Position
Selects where to place the legend.
Color
Selects color to use for legend background.
Check Boxes
If selected, check boxes will appear next to each legend entry,
allowing one to make the data series visible or invisible on the
graph.
Framed
Places a frame around the legend.
Shadowed
Places a shadow behind the legend's text.
Transparent
Makes the legend background transparent.
Visible
Makes the legend visible.
Symbol Width
Selects the width used to draw the symbol portion of a legend
item, as a percentage of the length of the longest legend label.
9.6.4 Graph Options - Styles
The Styles page of the Graph Options dialog box controls how individual data series (or curves)
are displayed on a graph. To use this page:
1. Select a data series to work with from the Series combo box.
2 . Edit the title used to identify this series in the legend.
3. Click the Font button to change the font used for the legend. (Other legend properties
are selected on the Legend page of the dialog.)
4. Select a property of the data series you would like to modify (not all properties are
available for some types of graphs). The choices are:
¦ Lines
¦ Markers
¦ Patterns
¦ Labels
178
-------
9.6.5 Profile Plo t Op tions Dialog
The Profile Plot Options dialog is used to customize the appearance of a Profile Plot. The dialog
contains five pages:
Profile Plot Options X
Colors Styles Axes Vertical Scale Node Labels
Plot Panel
Plot Background
Conduit Interior
Water Depth
| ] Button Face
*
| White
| White
~ Aqua
I I Make these the default options
OK
Cancel
Help
Colors:
Styles:
Axes:
Selects the color to use for the plot window panel, the plot background, a conduit's
interior, and the depth of filled water.
Selects to use thick lines or not when drawing conduits and the ground profile.
Selects to display the ground profile or not.
Includes a "Display Conduits Only" check box that provides a closer look at the water
levels within conduits by removing all other details from the plot.
Edits the main and axis titles, including their fonts.
Selects to display horizontal and vertical axis grid lines.
179
-------
Vertical Scales
¦ Lets one choose the minimum, maximum, and increment values for the vertical axis
scale, or have SWMM set the scale automatically. If the increment field contains 0 or
is left blank the program will automatically select an increment to use.
Node Labels;
¦ Selects to display node ID labels either along the plot's top axis, directly on the plot
above the node's crown height, or both.
¦ Selects the length of arrow to draw between the node label and the node's crown on
the plot (use 0 for no arrows).
¦ Selects the font size of the node ID labels.
Check the Default box to have these options (except the Vertical Scale) apply to all new profile
plots when they are first created.
9.7 Viewing Results with a Table
Time series results for selected variables and objects can also be viewed in a tabular format. There
are two types of formats available:
¦ Table by Object - tabulates the time series of several variables for a single object (e.g.,
flow and water depth for a conduit).
INI Table - Link 7
1 dl l| E) l|^&-
Flow
Depth
>¦
Days
Hours
(CPS)
(ft)
0
01:00:00
0.00
0.000000
0
02:00:00
2.56
0,399179
0
03:00:00
4.87
0.550729
0
04:00:00
5.40
0.530890
0
05:00:00
5.23
0.571036
0
06:00:00
1.75
0,330089
¦ Table by Variable - tabulates the time series of a single variable for several objects of the
same type (e.g., runoff for a group of subcatchments).
180
-------
M Table - Subcatch Runoff
<=> 1
s lk^
Days
Hours
Subcatch
2
Subcatch
5
*
0
01:00:00
0.00000
0.00000
0
02:00:00
1.24382
1,81482
0
03:00:00
2.56397
3.82166
0
04:00:00
4.52406
6.56211
0
05:00:00
2.51151
3.58567
0
06:00:00
0.69308
1.03362
T"
To create a tabuiar report;
1. Select Report» Table from the Main Menu or click H on the Main Toolbar.
2. Choose the table format (either By Object or By Variable) from the sub-menu that
appears.
3. Fill in the Table by Object or Table by Variable dialogs to specify what information the
table should contain.
The Table by Object dialog is used when creating a time series table of several variables for a
single object. Use the dialog as follows:
Table by Object Selection
MM
Start Date
01/01,1998
~
Time Format
Elapsed Time
-v
Variables
J] Flow
>
[Ml Depth
Velocity
Volume
Capacity
-
End Date
01/02/1998
Object Category
Links
Links
\o
Cancel
Help
181
-------
1. Select a Start Date and End Date for the table (the default is the entire simulation period).
2 . Choose whether to show time as Elapsed Time or as Date/Time values.
3. Choose an Object Category (Subcatchment, Node, Link, or System).
4. Identify a specific object in the category by clicking the object either on the Study Area
Map or in the Project Browser and then clicking the 0 button on the dialog. Only a
single object can be selected for this type of table.
5. Check off the variables to be tabulated for the selected object. The available choices
depend on the category of object selected.
6. Click the OK button to create the table.
The Table by Variable dialog is used when creating a time series table of a single variable for one
or more objects. Use the dialog as follows:
Table by Variable Selection
Variables
Precipitation
Snow Depth
Evaporation
~ Infiltration
Runoff
1^1
Start Date
End Date
01/01/1998
~
01/02/1998
Time Format
Object Category
Elapsed Time
~
Sub catchments t
Sub catchments
~
Q
0
0
OK
Cancel
Help
1. Select a Start Date and End Date for the table (the default is the entire simulation period).
2 . Choose whether to show time as Elapsed Time or as Date/Time values.
3. Choose an Object Category (Subcatchment, Node or Link).
4. Select a simulated variable to be tabulated. The available choices depend on the category
of object selected.
182
-------
5. Identify one or more objects in the category by successively clicking the object either on
+
the Study Area Map or in the Project Browser and then clicking the button on the
dialog.
6. Click the OK button to create the table.
Objects already selected can be deleted, moved up in the order or moved down in the order by
clicking the I—J, and buttons, respectively.
9.8 Viewing a Statistics Report
A Statistics Report can be generated from the time series of simulation results. For a given object
and variable this report will do the following:
¦ segregate the simulation period into a sequence of non-overlapping events, either by day,
month, or by flow (or volume) above some minimum threshold value,
¦ compute a statistical value that characterizes each event, such as the mean, maximum,
or total sum of the variable over the event's time period,
¦ compute summary statistics for the entire set of event values (mean, standard deviation
and skewness),
¦ perform a frequency analysis on the set of event values.
The frequency analysis of event values will determine the frequency at which a particular event
value has occurred and will also estimate a return period for each event value. Statistical analyses
of this nature are most suitable for long-term continuous simulation runs.
To generate a Statistics Report:
1. Select Report» Statistics from the Main Menu or click 2 on the Main Toolbar.
2 . Fill in the Statistics Report Selection dialog that appears, specifying the object, variable,
and event definition to be analyzed.
183
-------
Statistic! Report Selection | |
Object Category
Subcatchment
T
Object Name
1
s
Variable Analyzed
Precipitation
T
Event Time Period
Event-Dependent
T
Statistic
Mean
~
Event Thresholds
Precipitation 0
Event Volume 0
Separation Time
G
OK
Cancel
Help
Object Category
Select the category of object to analyze (Subcatchment, Node, Link or System).
Object Name
Enter the ID name of the object to analyze. Instead of typing in an ID name, you can select the
object on the Study Area Map or in the Project Browser and then click the l±J button to select
it into the Object Name field.
Variable Analyzed
Select the variable to be analyzed. The available choices depend on the object category selected
(e.g., rainfall, losses, or runoff for subcatchments; depth, inflow, or flooding for nodes; depth,
flow, velocity, or capacity for links; water quality for all categories).
Event Time Period
Select the length of the time period that defines an event. The choices are daily, monthly, or
event-dependent. In the latter case, the event period depends on the number of consecutive
reporting periods where simulation results are above the threshold values defined below.
184
-------
Statistic
Choose an event statistic to be analyzed. The available choices depend on the choice of variable
to be analyzed and include such quantities as mean value, peak value, event total, event duration,
and inter-event time (i.e., the time interval between the midpoints of successive events). For
water quality variables the choices include mean concentration, peak concentration, mean
loading, peak loading, and event total load.
Event Thresholds
These define minimum values that must be exceeded for an event to occur:
¦ The Analysis Variable threshold specifies the minimum value of the variable being
analyzed that must be exceeded for a time period to be included in an event.
¦ The Event Volume threshold specifies a minimum flow volume (or rainfall volume) that
must be exceeded for a result to be counted as part of an event.
¦ Separation Time sets the minimum number of hours that must occur between the end of
one event and the start of the next event. Events with fewer hours are combined
together. This value applies only to event-dependent time periods (not to daily or monthly
event periods).
If a particular type of threshold does not apply, then leave the field blank.
After the choices made on the Statistics Selection dialog form are processed, a Statistics Report is
produced as shown below. It consists of four tabbed pages that contain:
¦ a table of event summary statistics
¦ a table of rank-ordered event periods, including their date, duration, and magnitude
¦ a histogram plot of the chosen event statistic
¦ an exceedance frequency plot of the event values.
The exceedance frequencies included in the Statistics Report are computed with respect to the
number of events that occur, not the total number of reporting periods.
185
-------
2 Statistics - Subcatch 1 Precipitation
a UE3J
Summary
Events Histogram Frequency Plot
SUMMARY
5 T
T I 5 T I C 5
Object Subcatch 1
Variable ....... ... Precipitation (in/hr)
Event Period ......... Variable
Event Statistic ... Mean (in/hr)
Event Threshold Precipitation > 0.0000 (in/hr)
Event Threshold ...... Event Volume > 0.0000 (in)
Event Threshold ... Separation Time >= 6.0 (hr)
Period of Record ..... 01/01/1993 to 05/12/2000
Number of Events ..... 22€
Event Frequency*...... 0.067
Minimum Value ........ 0.010
Maximum Value ..... 0.500
Mean Value 0.058
Std. Deviation ....... 0.058
Slcewne33 Coeff. ... 3.001
*Fraction of all reporting periods belonging to an event.
186
-------
Chapter 10 PRINTING AND COPYING
This chapter describes how to print, copy to the Windows clipboard, or copy to file the contents of
the currently active window in the SWMM workspace. This can include the study area map, a
graph, a table, or a report.
10.1 Selecting a Printer
To select a printer from among your installed Windows printers and set its properties:
1. Select File » Page Setup from the Main Menu.
2 . Click the Printer button on the Page Setup dialog that appears (see below).
3. Select a printer from the choices available in the combo box in the Print Setup dialog that
appears.
4. Click the Properties button to select the appropriate printer properties (which vary with
choice of printer).
5. Click OK on each dialog to accept your selections.
Page Setup
1^1
Margins Headers/Footers
Printer...
Paper Size
Width: 8.5 "
Height: 11.0 "
Orientation
o Portrait
Landscape
Margins (inches)
Left
Top
1,00
Right
1.00
1.50
Bottom
1.00
OK
Cancel
187
-------
10.3 Print Preview
To preview a printout select File » Print Preview from the Main Menu. A Preview form will
appear which shows how each page being printed will appear. While in preview mode, the left
mouse button will re-center and zoom in on the image and the right mouse button will re-center
and zoom out.
10.4 Printing the Current View
To print the contents of the current window being viewed in the SWMM workspace, either select
File » Print from the Main Menu or click S on the Main Toolbar. The following views can be
printed:
¦ Study Area Map (at the current zoom level)
¦ Status Report.
¦ Summary report (for the current table being viewed)
¦ Graphs (Time Series, Profile, and Scatter plots)
¦ Tabular Reports
¦ Statistical Reports.
10.5 Copying to the Clipboard or to a File
SWMM can copy the text and graphics of the current window being viewed to the Windows
clipboard or to a file. Views that can be copied in this fashion include the Study Area Map,
summary report tables, graphs, time series tables, and statistical reports. To copy the current view
to the clipboard or to file:
1. If the current view is a time series table, select the cells of the table to copy by dragging
the mouse over them or copy the entire table by selecting Edit» Select All from the Main
Menu.
2 . Select Edit » Copy To from the Main Menu or click the ^ button on the Main Toolbar.
3. Select choices from the Copy dialog that appears (see below) and click the OK button.
4. If copying to file, enter the name of the file in the Save As dialog that appears and click
OK.
189
-------
Copy Chart
U3-
Copy To
¦a Clipboard
0 File
Copy As
a Bitmap
¦ ¦ Metafile
Data (Text)
OK
Cancel
Help
Use the Copy dialog as follows to define how you want your data copied and to where:
1. Select a destination for the material being copied (Clipboard or File)
2. Select a format to copy in:
¦ Bitmap (graphics only)
¦ Metafile (graphics only)
¦ Data (text, selected cells in a table, or data used to construct a graph)
3. Click OK to accept your selections or Cancel to cancel the copy request.
The bitmap format copies the individual pixels of a graphic. The metafile format copies the
instructions used to create the graphic and is more suitable for pasting into word processing
documents where the graphic can be re-scaled without losing resolution. When data is copied, it
can be pasted directly into a spreadsheet program to create customized tables or charts.
190
-------
Chapter 11 FILES USED BY SWMM
This section describes the various files that SWMM can utilize. They include: the project file, the
report and output files, rainfall files, the climate file, calibration data files, time series files, and
interface files. The only file required to run SWMM is the project file; the others are optional.
11.1 Project Files
A SWMM project file is a plain text file that contains all of the data used to describe a study area
and the options used to analyze it. The file is organized into sections, where each section generally
corresponds to a particular category of object used by SWMM. The contents of the file can be
viewed from within SWMM while it is open by selecting Project » Details from the Main Menu.
An existing project file can be opened by selecting File » Open from the Main Menu and be saved
by selecting File » Save (or File » Save As).
Normally a SWMM user would not edit the project file directly, since SWMM's graphical user
interface can add, delete, or modify a project's data and control settings. However, for large
projects where data currently reside in other electronic formats, such as CAD or GIS files, it may
be more expeditious to extract data from these sources and save it to a formatted project file
before running SWMM. The format of the project file is described in detail in Appendix D of this
manual.
After a project file is saved to disk, a settings file will automatically be saved with it. This file has
the same name as the project file except that its extension is .ini (e.g., if the project file were
named projectl.inp then its settings file would have the name projectl.ini). It contains various
settings used by SWMM's graphical user interface, such as map display options, legend colors and
intervals, object default values, and calibration file information. Users should not edit this file. A
SWMM project will still load and run even if the settings file is missing.
11.2 Report and Output Files
The report file is a plain text file created after every SWMM run that contains the contents of both
the Status Report and all of the tables included in the Summary Results report. Refer to Sections
9.1 and 9.2 to review their contents.
191
-------
The output file is a binary file that contains the numerical results from a successful SWMM run.
This file is used by SWMM's user interface to interactively create time series plots and tables,
profile plots, and statistical analyses of a simulation's results.
Whenever a successfully run project is either saved or closed, the report and output files are saved
with the same name as the project file, but with extensions of .rpt and .out. This will happen
automatically if the program preference Prompt to Save Results is turned off (see Section 4.9).
Otherwise the user is asked if the current results should be saved or not. If results are saved then
the next time the project is opened, the results from these files will automatically be available for
viewing.
11.3 Rainfall Files
SWMM's rain gage objects can utilize rainfall data stored in external rainfall files. The program
currently recognizes the following formats for storing such data:
¦ Hourly and fifteen minute precipitation data from over 5,500 reporting stations retrieved
using NOAA's National Centers for Environmental Information (NCEI) Climate Data Online
service (www.ncdc.noaa.gov/cdo-web) (space-delimited text format only).
¦ The older DS-3240 and related formats used for hourly precipitation by NCEI.
¦ The older DS-3260 and related formats used for fifteen minute precipitation by NCEI.
¦ HLY03 and HLY21 formats for hourly rainfall at Canadian stations, available from
Environment Canada at www.climate.weather.gc.ca.
¦ FIF21 format for fifteen minute rainfall at Canadian stations, also available online from
Environment Canada.
¦ a standard user-prepared format where each line of the file contains the station ID, year,
month, day, hour, minute, and non-zero precipitation reading, all separated by one or
more spaces.
When requesting data from NCEI's online service, be sure to specify the TEXT format option,
make sure that the data flags are included, and, for 15-minute data, select the QPCP option and
not the QGAG one.
An excerpt from a sample user-prepared Rainfall file is as follows:
STA01
2004
6
12
00
00
0. 12
STA01
2004
6
12
01
00
o
o
STA01
2004
6
22
16
00
0. 07
This format can also accept multiple stations within the same file.
192
-------
When a rain gage is designated as receiving its rainfall data from a standard user-prepared format,
the following properties must be supplied for it: the name of the recording station referenced in
the file, the rainfall type (e.g., intensity or volume), the recording time interval, and rainfall depth
units. For the other file types these properties are defined by their respective file format and are
automatically recognized by SWMM.
11.4 Climate Files
SWMM can use an external climate file that contains daily air temperature, evaporation, and wind
speed data. The program currently recognizes the following formats:
¦ Global Historical Climatology Network - Daily (GHCN-D) files (TEXT output format)
available from NOAA's National Climatic Data Center (NCDC) Climate Data Online service
at www.ncdc.noaa.gov/cdo-web.
¦ Older NCDC DS-3200 or DS-3210 files.
¦ Canadian climate files available from Environment Canada at
www.climate.weather.gc.ca.
¦ A user-prepared climate file where each line contains a recording station name, the year,
month, day, maximum temperature, minimum temperature, and optionally, evaporation
rate, and wind speed. If no data are available for any of these items on a given date, then
an asterisk should be entered as its value.
When a climate file has days with missing values, SWMM will use the value from the most recent
previous day with a recorded value.
For a user-prepared climate file, the data must be in the same units as the project being
analyzed. For US units, temperature is in degrees F, evaporation is in inches/day, and wind
speed is in miles/hour. For metric units, temperature is in degrees C, evaporation is in
mm/day, and wind speed is in km/hour.
11.5 Calibration Files
Calibration files contain measurements of variables at one or more locations that can be
compared with simulated values in Time Series Plots. Separate files can be used for each of the
following:
¦ Subcatchment Runoff
¦ Subcatchment Groundwater Flow
¦ Subcatchment Groundwater Elevation
193
-------
¦ Subcatchment Snow Pack Depth
¦ Subcatchment Pollutant Washoff
¦ Node Depth
¦ Node Lateral Inflow
¦ Node Flooding
¦ Node Water Quality
¦ Link Flow
¦ Link Velocity
¦ Link Depth
Calibration files are registered to a project by selecting Project» Calibration Data from the main
menu (see Section 5.7).
The format of the file is as follows:
1. The name of the first object with calibration data is entered on a single line.
2 . Subsequent lines contain the following recorded measurements for the object:
¦ measurement date (month/day/year, e.g., 6/21/2004) or number of whole days
since the start of the simulation
¦ measurement time (hours:minutes) on the measurement date or relative to the
number of elapsed days
¦ measurement value (for pollutants, a value is required for each pollutant).
3. Follow the same sequence for any additional objects.
An excerpt from an example calibration file is shown below. It contains flow values for two
conduits: 1030 and 1602. Note that a semicolon can be used to begin a comment. In this example,
elapsed time rather than the actual measurement date was used.
194
-------
Flows for Selected Conduits
Conduit Days Time Flow
1030
0
0
0
0
0
0 :15 0
0:30 0
0:45 23.88
1:00 94.58
1:15 115.37
1602
0
0
0
0
0:15 5.76
0:30 38.51
1:00 67.93
1:15 68.01
11.6 Time Series Files
Time series files are external text files that contain data for SWMM's time series objects. Examples
of time series data include rainfall, evaporation, inflows to nodes of the drainage system, and
water stage at outfall boundary nodes. The file must be created and edited outside of SWMM,
using a text editor or spreadsheet program. A time series file can be linked to a specific time series
object using SWMM's Time Series Editor (see Appendix C.23).
The format of a time series file consists of one time series value per line. Comment lines can be
inserted anywhere in the file as long as they begin with a semicolon. Time series values can either
be in date / time / value format or in time / value format, where each entry is separated by one
or more spaces or tab characters. For the date / time / value format, dates are entered as
month/day/year (e.g., 7/21/2004) and times as 24-hour military time (e.g., 8:30 pm is 20:30).
After the first date, additional dates need only be entered whenever a new day occurs. For the
time / value format, time can either be decimal hours or military time since the start of a
simulation (e.g., 2 days, 4 hours and 20 minutes can be entered as either 52.333 or 52:20). An
example of a time series file is shown below:
195
-------
;Rainfall
Data
for
Gage G1
07/01/2003
00
: 00
0
.00000
00
: 15
0
. 03200
00
: 30
0
.04800
00
: 45
0
.02400
01
: 00
0
.0100
07/06/2003
14
: 30
0
. 05100
14
: 45
0
.04800
15
: 00
0
.03000
18
: 15
0
.01000
18 :
30 0
•
00800
v In earlier releases of SWMM 5, a time series file was required to have two header lines of
descriptive text at the start of the file that did not have to begin with the semicolon
comment character. These files can still be used as long as they are modified by inserting
a semicolon at the front of the first two lines.
(T1
V When preparing rainfall time series files, it is only necessary to enter periods with non-
zero rainfall amounts. SWMM interprets the rainfall value as a constant value lasting over
the recording interval specified for the rain gage which utilizes the time series. For all
other types of time series, SWMM uses interpolation to estimate values at times that fall
in between the recorded values.
11.7 Interface Files
SWMM can use several different kinds of interface files that contain either externally imposed
inputs (e.g., rainfall or RDM hydrographs) or the results of previously run analyses (e.g., runoff or
routing results). These files can help speed up simulations, simplify comparisons of different
loading scenarios, and allow large study areas to be broken up into smaller areas that can be
analyzed individually. The different types of interface files that are currently available include:
¦ rainfall interface file
¦ runoff interface file
¦ hot start file
¦ RDM interface file
¦ routing interface files
196
-------
Consult Section 8.1 for instructions on how to specify interface files for use as input and/or output
in a simulation.
11.7.1 Rainfall and Runoff Files
The rainfall and runoff interface files are binary files created internally by SWMM that can be
saved and reused from one analysis to the next.
The rainfall interface file collates a series of separate rain gage files into a single rainfall data file.
Normally a temporary file of this type is created for every SWMM analysis that uses external
rainfall data files and is then deleted after the analysis is completed. However, if the same rainfall
data are being used with many different analyses, requesting SWMM to save the rainfall interface
file after the first run and then reusing this file in subsequent runs can save computation time.
Ni^ The rainfall interface file should not be confused with a rainfall data file. The latter is an
external text file that provides rainfall time series data for a single rain gage. The former
is a binary file created internally by SWMM that processes all of the rainfall data files used
by a project.
The runoff interface file can be used to save the runoff results generated from a simulation run.
If runoff is not affected in future runs, the user can request that SWMM use this interface file to
supply runoff results without having to repeat the runoff calculations again.
11.7.2 Hot Start Files
Hot start files are binary files created by SWMM that contain the full hydrologic, hydraulic and
water quality state of the study area at the end of a run. The following information is saved to the
file:
¦ the ponded depth and its water quality for each subcatchment
¦ the pollutant mass buildup on each subcatchment
¦ the infiltration state of each subcatchment
¦ the conditions of any snow pack on each subcatchment
¦ the unsaturated zone moisture content, water table elevation, and groundwater outflow
for each subcatchment that has a groundwater zone defined for it
¦ the water depth, lateral inflow, and water quality at each node of the system
¦ the flow rate, water depth, control setting and water quality in each link of the system.
197
-------
The hydrologic state of any LID units is not saved. The hot start file saved after a run can be used
to define the initial conditions for a subsequent run.
Hot start files can be used to avoid the initial numerical instabilities that sometimes occur under
Dynamic Wave routing. For this purpose they are typically generated by imposing a constant set
of base flows (for a natural channel network) or set of dry weather sanitary flows (for a sewer
network) over some startup period of time. The resulting hot start file from this run is then used
to initialize a subsequent run where the inflows of real interest are imposed.
It is also possible to both use and save a hot start file in a single run, starting off the run with one
file and saving the ending results to another. The resulting file can then serve as the initial
conditions for a subsequent run if need be. This technique can be used to divide up extremely
long continuous simulations into more manageable pieces.
Instructions to save and/or use a hot start file can be issued when editing the Interface Files
options available in the Project Browser (see Section 8.1, Setting Simulation Options). One can
also use the File » Export» Hot Start File Main Menu command to save the results of a current
run at any particular time period to a hot start file. However, in this case only the results for nodes,
links and groundwater elevation will be saved.
11.7.3 RDII Files
The RDII interface file contains a time series of rainfall-dependent infiltration and inflow flows for
a specified set of drainage system nodes. This file can be generated from a previous SWMM run
when Unit Hydrographs and nodal RDII inflow data have been defined for the project, or it can be
created outside of SWMM using some other source of RDII data (e.g., through measurements or
output from a different computer program). RDII files generated by SWMM are saved in a binary
format. RDII files created outside of SWMM are text files with the same format used for routing
interface files discussed below, where Flow is the only variable contained in the file.
11.7.4 Routing Files
A routing interface file stores a time series of flows and pollutant concentrations that are
discharged from the outfall nodes of drainage system model. This file can serve as the source of
inflow to another drainage system model that is connected at the outfalls of the first system. A
Combine utility is available on the File menu that will combine pairs of routing interface files into
a single interface file. This allows very large systems to be broken into smaller sub-systems that
can be analyzed separately and linked together through the routing interface file. Figure 11.1
below illustrates this concept.
198
-------
Combine
outl.dat + out2.dat» inp3.dat
proj3.inp
use inp3.dat
Figure 11-1 Combining routing interface files
A single SWMM run can utilize an outflows routing file to save results generated at a system's
outfalls, an inflows routing file to supply hydrograph and pollutograph inflows at selected nodes,
or both.
11.7.5 RDII/ Routing File Format
RDM interface files and routing interface files have the same text format:
1. the first line contains the keyword "SWMM5" (without the quotes)
2 . a line of text that describes the file (can be blank)
3. the time step used for all inflow records (integer seconds)
4. the number of variables stored in the file, where the first variable must always be flow
rate
5. the name and units of each variable (one per line), where flow rate is the first variable
listed and is always named FLOW
199
-------
6. the number of nodes with recorded inflow data
7. the name of each node (one per line)
8 . a line of text that provides column headings for the data to follow (can be blank)
9. for each node at each time step, a line with:
¦ the name of the node
¦ the date (year, month, and day separated by spaces)
¦ the time of day (hours, minutes, and seconds separated by spaces)
¦ the flow rate followed by the concentration of each quality constituent
Time periods with no values at any node can be skipped. An excerpt from an RDM / routing
interface file is shown below.
SWMM5
Example File
300
1
FLOW CFS
2
N1
N2
Node
Year
Mon
Day
Hr
Min
Sec
Flow
N1
2002
04
01
00
20
00
0. 000000
N2
2002
04
01
00
20
00
0. 002549
N1
2002
04
01
00
25
00
0. 000000
N2
2002
04
01
00
25
00
0. 002549
200
-------
Chapter 12 USING ADD-IN TOOLS
SWMM 5 has the ability to launch external applications from its graphical user interface that can
extend its capabilities. This section describes how such tools can be registered and share data with
SWMM 5.
12.1 What Are Add-In Tools
Add-in tools are third party applications that users can add to the Tools menu of the main SWMM
menu bar and be launched while SWMM is still running. SWMM can interact with these
applications to a limited degree by exchanging data through its pre-defined files (see Chapter 11)
or through the Windows clipboard. Add-in tools can provide additional modeling capabilities to
what SWMM already offers. Some examples of useful add-ins might include:
¦ a tool that performs a statistical analysis of long-term rainfall data prior to adding it to a
SWMM rain gage,
¦ an external spreadsheet program that would facilitate the editing of a SWMM data set,
¦ a unit hydrograph estimator program that would derive the R-T-K parameters for a set of
RDM unit hydrographs which could then be copied and pasted directly into SWMM's Unit
Hydrograph Editor,
¦ a post-processor program that uses SWMM's hydraulic results to compute suspended
solids removal through a storage unit,
¦ a third-party dynamic flow routing program used as a substitute for SWMM's own internal
procedure.
The screenshot below shows what the Tools menu might look like after several add-in tools (an
Excel Editor and a Climate Adjustment tool) have been registered with it. The Configure Tools
option is used to add, delete, or modify add-in tools. The options below this are the individual
tools that have been made available (by this particular user) and can be launched by selecting
them from the menu.
201
-------
^ sv,
SWMM 5.2
File Edit View Project Report Tools Window Help
D^Hi
Project Map
^ M ?{]
Titk''Notes
Options
Climatology
Hydrology
Hydraulics
Program Preferences,,.
Map Display Options...
Configure Tools...
Excel Editor
Climate Adjustment Tool
12.2 Configuring Add-In Tools
To configure one's personal collection of add-in tools, select Configure Tools from the Tools
menu. This will bring up the Tool Options dialog as shown below. The dialog lists the currently
available tools and has command buttons for adding a new tool and for deleting or editing an
existing tool. The up and down arrow buttons are used to change the order in which the registered
tools are listed on the Tools menu.
Tool Options
Tools
Excel Editor
KH
Climate Adjustment Tool
Add
Delete
Edit
if O
Close
Help
Whenever the Add or Edit button is clicked on a the Tool Properties dialog will appear. This dialog
is used to describe the properties of the new tool being added or the existing tool being edited.
202
-------
Tool Properties
-£3-
Tool Name Excel Editor
Program
Working
Directory
Parameters
Macros:
n Files (x86)\Microsoft Office\Officel2\EXCEL.EXE
m
JIN P FILE
$PROJDIR
Project directory
?SWMMDI=l
SWMM directory
$INPFILE
SWMM input file
$aPTFILE
SWMM report file
$OUTFILE
SWMM output file
$RIFFILE
SWMM runoff interface
file
[y] Disable SWMM while executing
171 Update SWMM after closing
OK
Cancel
Help
The data entry fields of the Tool Properties dialog consist of the following:
Tool Name
This is the name to be used for the tool when it is displayed in the Tools Menu.
Program
Enter the full path name to the program that will be launched when the tool is selected. You can
click the
button to bring up a standard Windows file selection dialog from which you can
search for the tool's executable file name.
Working Directory
This field contains the name of the directory that will be used as the working directory when the
tool is launched. You can click the button to bring up a standard directory selection dialog
from which you can search for the desired directory. You can also enter the macro symbol
$PROJDIR to utilize the current SWMM project's directory or $SWMMDIR to use the directory
where the SWMM 5 executable resides. Either of these macros can also be inserted into the
Working Directory field by selecting its name in the list of macros provided on the dialog and then
203
-------
clicking the J— button. This field can be left blank, in which case the system's current directory
will be used.
Parameters
This field contains the list of command line arguments that the tool's executable program expects
to see when it is launched. Multiple parameters can be entered as long as they are separated by
spaces. A number of special macro symbols have been pre-defined, as listed in the Macros list box
of the dialog, to simplify the process of listing the command line parameters. When one of these
macro symbols is inserted into the list of parameters, it will be expanded to its true value when
the tool is launched. A specific macro symbol can either be typed into the Parameters field or be
selected from the Macros list (by clicking on it) and then added to the parameter list by clicking
the -1— button. The available macro symbols and their meanings are:
$PROJDIR
$SWMMDIR
$INPFILE
$RPTFILE
$OUTFILE
$RIFFILE
The directory where the current SWMM project file resides.
The directory where the SWMM 5 executable is installed.
The name of a temporary file containing the current project's data that
is created just before the tool is launched.
The name of a temporary file that is created just before the tool is
launched and can be displayed after the tool closes by using the Report
» Status command from the main SWMM menu.
The name of a temporary file to which the tool can write simulation
results in the same format used by SWMM 5, which can then be
displayed after the tool closes in the same fashion as if a SWMM run
were made.
The name of the Runoff Interface File, as specified in the Interface Files
page of the Simulation Options dialog, to which runoff simulation results
were saved from a previous SWMM run (see Sections 8.1 and 11.7).
As an example of how the macro expansion works, consider the entries in the Tool Properties
dialog shown previously. A Spreadsheet Editor tool will launch Microsoft Excel and pass it the
name of the SWMM input data file to be opened by Excel. SWMM will issue the following
command line to do this
204
-------
C:\Program Files (x86)\Microsoft Office\Officel2\EXCEL.EXE
$INPFILE
where the string $INPFILE will be replaced by the name of the temporary file that SWMM
creates internally that contains the current project's data.
Disable SWMM while executing
Check this option if SWMM should be hidden and disabled while the tool is executing. Normally
you will need to employ this option if the tool produces a modified input file or output file, such
as when the $INPFILE or $OUTFILE macros are used as command line parameters. When this
option is enabled, SWMM's main window will be hidden from view until the tool is terminated.
Update SWMM after closing
Check this option if SWMM should be updated after the tool finishes executing. This option can
only be selected if the option to disable SWMM while the tool is executing was first selected.
Updating can occur in two ways. If the $INPFILE macro was used as a command line parameter
for the tool and the corresponding temporary input file produced by SWMM was updated by the
tool, then the current project's data will be replaced with the data contained in the updated
temporary input file. If the $OUTFILE macro was used as a command line parameter, and its
corresponding file is found to contain a valid set of output results after the tool closes, then the
contents of this file will be used to display simulation results within the SWMM workspace.
Generally speaking, the suppliers of third-party tools will provide instructions on what settings
should be used in the Tool Properties dialog to properly register their tool with SWMM.
205
-------
A.2 Soil Characteristics
Soil Texture Class
K
Y
*
FC
WP
Sand
4.74
1.93
0.437
0.062
0.024
Loamy Sand
1.18
2.40
0.437
0.105
0.047
Sandy Loam
0.43
4.33
0.453
0.190
0.085
Loam
0.13
3.50
0.463
0.232
0.116
Silt Loam
0.26
6.69
0.501
0.284
0.135
Sandy Clay Loam
0.06
8.66
0.398
0.244
0.136
Clay Loam
0.04
8.27
0.464
0.310
0.187
Silty Clay Loam
0.04
10.63
0.471
0.342
0.210
Sandy Clay
0.02
9.45
0.430
0.321
0.221
Silty Clay
0.02
11.42
0.479
0.371
0.251
Clay
0.01
12.60
0.475
0.378
0.265
K = saturated hydraulic conductivity, in/hr
= suction head, in.
<|> = porosity, fraction
FC = field capacity, fraction
WP = wilting point, fraction
Source: Rawls, W.J. et al., (1983). J. Hyd. Engr., 109:1316.
Note: The following relation between and K can be derived
from this table:
¥ = 3.23 K 0328 (R2 = 0.9)
207
-------
NRCS Hydrologic Soil Group Definitions
Saturated
Hydraulic
Group Meaning Conductivity
(in/hr)
A
Low runoff potential.
Water is transmitted freely through the soil. Group A soils
typically have less than 10 percent clay and more than 90
percent sand or gravel and have gravel or sand textures.
> 1.42
B
Moderately low runoff potential.
Water transmission through the soil is unimpeded. Group
B soils typically have between 10 percent and 20 percent
clay and 50 percent to 90 percent sand and have loamy
sand or sandy loam textures.
0.57-1.42
C
Moderately high runoff potential.
Water transmission through the soil is somewhat
restricted. Group C soils typically have between 20 percent
and 40 percent clay and less than 50 percent sand and have
loam, silt loam, sandy clay loam, clay loam, and silty clay
loam textures.
0.06-0.57
D
High runoff potential.
Water movement through the soil is restricted or very
restricted. Group D soils typically have greater than 40
percent clay, less than 50 percent sand, and have clayey
textures.
<0.06
Source: Hydrology National Engineering Handbook, Chapter 7, Natural Resources
Conservation Service, U.S. Department of Agriculture, January 2009.
208
-------
A.4 SCS Curve Numbers1
Land Use Description
Hydrologic Soil Group
A
6
C
D
Cultivated land
Without conservation treatment
72
81
88
91
With conservation treatment
62
71
78
81
Pasture or range land
Poor condition
6S
79
86
89
Good condition
39
61
74
80
Meadow
Good condition
30
58
71
78
Wood or forest land
Thin stand, poor cover, no mulch
45
66
77
83
Good cover2
25
55
70
77
Open spaces, lawns, parks, golf courses, cemeteries.
etc.
Good condition: grass cover on
75% or more of the area
39
61
74
80
Fair condition: grass cover on
50-75% of the area
49
69
79
84
Commercial and business areas (85% impervious)
89
92
94
95
Industrial districts (72% impervious)
81
as
91
93
Residential3
Average lot size {% Impervious4)
1/8 ac or less(65)
77
85
90
92
1/4 ac (38)
61
75
83
87
1/3 ac (30)
57
72
81
86
1/2 ac (25)
54
70
80
85
1 ac(20)
51
68
79
84
Paved parking lots, roofs, driveways, etc.5
9B
98
98
98
Streets and roads
Paved with curbs and storm sewers5
98
98
98
98
Gravel
76
85
89
91
Dirt
72
82
87
89
Source; SCS Urban Hydrology for Small Watersheds, 2nd Ed., (TR-55), June 1986.
209
-------
Footnotes:
1. Antecedent moisture condition II.
2. Good cover is protected from grazing and litter and brush cover soil.
3. Curve numbers are computed assuming that the runoff from the house and driveway is
directed toward the street with a minimum of roof water directed to lawns where additional
infiltration could occur.
4. The remaining pervious areas (lawn) are considered to be in good pasture condition for
these curve numbers.
5. In some warmer climates of the country a curve number of 95 may be used.
A.5 Depression Storage
Impervious surfaces
0.05 - 0.10 inches
Lawns
0.10 - 0.20 inches
Pasture
0.20 inches
Forest litter
0.30 inches
Source: ASCE, (1992). Design & Construction of Urban Stormwater
Management Systems, New York, NY.
210
-------
Manning's Coefficient (n) - Overland Flow
Surface
n
Smooth asphalt
0.011
Smooth concrete
0.012
Ordinary concrete lining
0.013
Good wood
0.014
Brick with cement mortar
0.014
Vitrified clay
0.015
Cast iron
0.015
Corrugated metal pipes
0.024
Cement rubble surface
0.024
Fallow soils (no residue)
0.05
Cultivated soils
Residue cover < 20%
0.06
Residue cover > 20%
0.17
Range (natural)
0.13
Grass
Short, prairie
0.15
Dense
0.24
Bermuda grass
0.41
Woods
Light underbrush
0.40
Dense underbrush
0.80
Source: McCuen, R. et al. (1996), Hydrology, FHWA-SA-
96-067, Federal Highway Administration, Washington,
DC
211
-------
A.7 Manning's Coefficient (n) - Closed Conduits
Conduit Material
n
Asbestos-cement pipe
0.011-0.015
Brick
0.013-0.017
Cast iron pipe
- Cement-lined & seal coated
0.011-0.015
Concrete (monolithic)
- Smooth forms
0.012-0.014
- Rough forms
0.015-0.017
Concrete pipe
0.011-0.015
Corrugated-metal pipe
(1/2-in. x 2-2/3-in. corrugations)
- Plain
0.022-0.026
- Paved invert
0.018-0.022
- Spun asphalt lined
0.011-0.015
Plastic pipe (smooth)
0.011-0.015
Vitrified clay
- Pipes
0.011-0.015
- Liner plates
0.013-0.017
Source: ASCE (1982). Gravity Sanitary Sewer Design and Construction, ASCE Manual of
Practice No. 60, New York, NY.
212
-------
Manning's Coefficient (n) - Open Channels
Channel Type
n
Lined Channels
- Asphalt
0.013-0.017
- Brick
0.012-0.018
- Concrete
0.011-0.020
- Rubble or riprap
0.020-0.035
- Vegetal
0.030-0.40
Excavated or dredged
- Earth, straight and uniform
0.020-0.030
- Earth, winding, fairly uniform
0.025 -0.040
- Rock
0.030-0.045
- Unmaintained
0.050-0.140
Natural channels (minor streams, top width at flood
stage < 100 ft)
- Fairly regular section
0.030-0.070
- Irregular section with pools
0.040-0.100
Source: ASCE (1982). Gravity Sanitary Sewer Design and Construction, ASCE Manual of
Practice No. 60, New York, NY.
213
-------
Water Quality Characteristics of Urban Runoff
Constituent
Event Mean Concentrations
TSS (mg/L)
180 - 548
BOD (mg/L)
12-19
COD (mg/L)
82 -178
Total P (mg/L)
0.42-0.88
Soluble P (mg/L)
0.15-0.28
TKN (mg/L)
1.90-4.18
N02/N03-N (mg/L)
0.86-2.2
Total Cu (ug/L)
43 -118
Total Pb (ug/L)
182 - 443
Total Zn (ug/L)
202 -633
Source: U.S. Environmental Protection Agency. (1983). Results of the
Nationwide Urban Runoff Program (NURP), Vol. 1, NTIS PB 84-185552),
Water Planning Division, Washington, DC.
214
-------
Rectangular Box, Offset Flared Wingwalls, Beveled Edge at Inlet Top
24 45 deg (1:1) flare, 0.042D top edge bevel
25 33.7 deg (1.5:1) flare, 0.083D top edge bevel
26 18.4 deg (3:1) flare, 0.083D top edge bevel
Corrugated Metal Box
27 90 deg headwall
28 Thick wall projecting
29 Thin wall projecting
Horizontal Ellipse Concrete
30 Square edge with headwall
31 Grooved end with headwall
32 Grooved end projecting
Vertical Ellipse Concrete
33 Square edge with headwall
34 Grooved end with headwall
35 Grooved end projecting
Pipe Arch, 18" Corner Radius, Corrugated Metal
36 90 deg headwall
37 Mitered to slope
38 Projecting
Pipe Arch, 18" Corner Radius, Corrugated Metal
39 Projecting
40 No bevels
41 33.7 deg bevels
Pipe Arch, 31" Corner Radius,Corrugated Metal
42 Projecting
43 No bevels
44 33.7 deg. bevels
Arch, Corrugated Metal
45 90 deg headwall
46 Mitered to slope
47 Thin wall projecting
216
-------
Circular Culvert
48 Smooth tapered inlet throat
49 Rough tapered inlet throat
Elliptical Inlet Face
50 Tapered inlet, beveled edges
51 Tapered inlet, square edges
52 Tapered inlet, thin edge projecting
Rectangular
53 Tapered inlet throat
Rectangular Concrete
54 Side tapered, less favorable edges
55 Side tapered, more favorable edges
56 Slope tapered, less favorable edges
57 Slope tapered, more favorable edges
217
-------
A.11 Culvert Entrance Loss Coefficients
Type of Structure and Design of Entrance Coefficient
• Pipe. Concrete
Projecting from fill, socket end (groove-end) 0.2
Projecting from fill, sq. cut end 0.5
Headwall or headwall and wingwalls:
Socket end of pipe (groove-end) 0.2
Square-edge 0.5
Rounded (radius = D/12) 0.2
Mitered to conform to fill slope 0.7
*End-Section conforming to fill slope 0.5
Beveled edges, 33.7 ° or 45 ° bevels 0.2
Side-or slope-tapered inlet 0.2
• Pipe or Pipe-Arch. Corrugated Metal
Projecting from fill (no headwall) 0.9
Headwall or headwall and wingwalls square-edge 0.5
Mitered to conform to fill slope, paved or unpaved slope 0.7
*End-Section conforming to fill slope 0.5
Beveled edges, 33.7 ° or 45 ° bevels 0.2
Side-or slope-tapered inlet 0.2
• Box. Reinforced Concrete
Headwall parallel to embankment (no wingwalls):
Square-edged on 3 edges 0.5
Rounded on 3 edges to radius of D/12 or B/12
or beveled edges on 3 sides 0.2
Wingwalls at 30 ° to 75 ° to barrel:
Square-edged at crown 0.4
Crown edge rounded to radius of D/12:
or beveled top edge 0.2
Wingwall at 10 ° to 25 ° to barrel:
Square-edged at crown 0.5
Wingwalls parallel (extension of sides):
Square-edged at crown 0.7
Side- or slope-tapered inlet 0.2
*Note: "End Sections conforming to fill slope," made of either metal or concrete, are the
sections commonly available from manufacturers. From limited hydraulic tests they are
218
-------
equivalent in operation to a headwall in both inlet and outlet control. Some end sections,
incorporating a closed taper in their design have a superior hydraulic performance. These
latter sections can be designed using the information given for the beveled inlet.
Source: Federal Highway Administration (2005). Hydraulic Design of Highway Culverts,
Publication No. FHWA-NHI-01-020.
219
-------
A.12 Standard Elliptical Pipe Sizes
Code
Minor Axis (in)
Major Axis (in)
Minor Axis (mm)
Major Axis (mm)
1
14
23
356
584
2
19
30
483
762
3
22
34
559
864
4
24
38
610
965
5
27
42
686
1067
6
29
45
737
1143
7
32
49
813
1245
8
34
53
864
1346
9
38
60
965
1524
10
43
68
1092
1727
11
48
76
1219
1930
12
53
83
1346
2108
13
58
91
1473
2311
14
63
98
1600
2489
15
68
106
1727
2692
16
72
113
1829
2870
17
77
121
1956
3073
18
82
128
2083
3251
19
87
136
2210
3454
20
92
143
2337
3632
21
97
151
2464
3835
22
106
166
2692
4216
23
116
180
2946
4572
Note: The Minor Axis is the maximum width for a vertical ellipse and the full depth for a horizontal
ellipse while the Major Axis is the maximum width for a horizontal ellipse and the full depth for a
vertical ellipse.
Source: Concrete Pipe Design Manual. American Concrete Pipe Association, 2011
(www.concrete-pipe.org).
220
-------
Appendix B VISUAL OBJECT PROPERTIES
B.l Rain Gage Properties
Name
User-assigned rain gage name.
X-Coordinate
Horizontal location of the rain gage on the Study Area Map. If left blank
then the rain gage will not appear on the map.
Y-Coordinate
Vertical location of the rain gage on the Study Area Map. If left blank
then the rain gage will not appear on the map.
Description
Click the ellipsis button (or press Enter) to edit an optional description
of the rain gage.
Tag
Optional label used to categorize or classify the rain gage.
Rain Format
Format in which the rain data are supplied:
INTENSITY: each rainfall value is an average rate in inches/hour (or
mm/hour) over the recording interval,
VOLUME: each rainfall value is the volume of rain that fell in the
recording interval (in inches or millimeters),
CUMULATIVE: each rainfall value represents the cumulative rainfall
that has occurred since the start of the last series of non-zero values (in
inches or millimeters).
Time Interval
Recording time interval between gage readings in either decimal hours
or hours:minutes format.
Snow Catch Factor
Factor that corrects gage readings for snowfall.
Data Source
Source of rainfall data; either TIMESERIESfor user-supplied time series
data or FILE for an external data file.
TIME SERIES
- Series Name
Name of time series with rainfall data if Data Source selection was
TIMESERIES; leave blank otherwise (double-click to edit the series).
DATA FILE
- File Name
Name of external file containing rainfall data (see Section 11.3).
- Station ID
Recording gage station identifier.
- Rain Units
Depth units (IN or MM) for rainfall values in user-prepared files (other
standard file formats have fixed units depending on the format).
225
-------
B.2 Subcatchment Properties
Name
User-assigned subcatchment name.
X-Coordinate
Horizontal location of the subcatchment's centroid on the Study Area
Map. If left blank then the subcatchment will not appear on the map.
Y-Coordinate
Vertical location of the subcatchment's centroid on the Study Area
Map. If left blank then the subcatchment will not appear on the map.
Description
Click the ellipsis button (or press Enter) to edit an optional description
of the subcatchment.
Tag
Optional label used to categorize or classify the subcatchment.
Rain Gage
Name of the rain gage associated with the subcatchment.
Outlet
Name of the node or subcatchment which receives the subcatchment's
runoff.
Area
Area of the subcatchment, including any LID controls (acres or
hectares).
Width1
Characteristic width of the overland flow path for sheet flow runoff
(feet or meters).
% Slope
Average percent slope of the subcatchment.
% Imperv
Percent of land area (excluding the area used for LID controls) which is
impervious.
N-lmperv
Manning's coefficient (n) for overland flow over the impervious portion
of the subcatchment (see Section A.6 for typical values).
N-Perv
Manning's coefficient (n) for overland flow over the pervious portion of
the subcatchment (see Section A.6 for typical values).
Dstore-lmperv
Depth of depression storage on the impervious portion of the
subcatchment (inches or millimeters) (see Section A.5 for typical
values).
Dstore-Perv
Depth of depression storage on the pervious portion of the
subcatchment (inches or millimeters) (see Section A.5 for typical
values).
% Zero-lmperv
Percent of the impervious area with no depression storage.
Subarea Routing
Choice of internal routing of runoff between pervious and impervious
areas:
IMPERV: runoff from pervious area flows to impervious area,
PERV: runoff from impervious area flows to pervious area,
OUTLET: runoff from both areas flows directly to outlet.
226
-------
Percent Routed
Percent of runoff routed between subareas.
Infiltration Data
Click the ellipsis button (or press Enter) to edit infiltration parameters
for the subcatchment.
Groundwater
Click the ellipsis button (or press Enter) to edit groundwater flow
parameters for the subcatchment.
Snow Pack
Name of snow pack parameter set (if any) assigned to the
subcatchment.
LID Controls
Click the ellipsis button (or press Enter) to edit the use of low impact
development controls in the subcatchment.
Land Uses
Click the ellipsis button (or press Enter) to assign land uses to the
subcatchment. Only needed if pollutant buildup/washoff modeled.
Initial Buildup
Click the ellipsis button (or press Enter) to specify initial quantities of
pollutant buildup over the subcatchment.
Curb Length
Total length of curbs in the subcatchment (any length units). Used only
when pollutant buildup is normalized to curb length.
N-Perv Pattern
Name of optional monthly pattern that adjusts pervious Manning's n.
Dstore Pattern
Name of optional monthly pattern that adjusts depression storage.
Infil. Pattern
Name of optional monthly pattern that adjusts infiltration rate.
1 An initial estimate of the characteristic width is given by the subcatchment area divided by the
average maximum overland flow length. The maximum overland flow length is the length of the
flow path from the furthest drainage point of the subcatchment before the flow becomes
channelized. Maximum lengths from several different possible flow paths should be averaged.
These paths should reflect slow flow, such as over pervious surfaces, more than rapid flow over
pavement, for example. Adjustments should be made to the width parameter to produce good
fits to measured runoff hydrographs.
227
-------
B.3 Junction Properties
Name
User-assigned junction name.
X-Coordinate
Horizontal location of the junction on the Study Area Map. If left blank
then the junction will not appear on the map.
Y-Coordinate
Vertical location of the junction on the Study Area Map. If left blank
then the junction will not appear on the map.
Description
Click the ellipsis button (or press Enter) to edit an optional description
of the junction.
Tag
Optional label used to categorize or classify the junction.
Inflows
Click the ellipsis button (or press Enter) to assign external direct, dry
weather or RDM inflows to the junction.
Treatment
Click the ellipsis button (or press Enter) to edit a set of treatment
functions for pollutants entering the node.
Invert El.
Invert elevation of the junction (feet or meters).
Max. Depth
Maximum depth of junction (i.e., from ground surface to invert) (feet
or meters). If zero, then the distance from the invert to the top of the
highest connecting link will be used.
Initial Depth
Depth of water at the junction at the start of the simulation (feet or
meters).
Surcharge Depth
Additional depth of water beyond the maximum depth that the
junction can sustain before overflowing (feet or meters). This
parameter can be used to simulate bolted manhole covers or force
main connections.
Ponded Area
Area occupied by ponded water atop the junction after flooding occurs
(sq. feet or sq. meters). If the Allow Ponding simulation option is
turned on, a non-zero value of this parameter will allow ponded water
to be stored and subsequently returned to the conveyance system
when capacity exists.
228
-------
B.4 Outfall Properties
Name
User-assigned outfall name.
X-Coordinate
Horizontal location of the outfall on the Study Area Map. If left blank
then the outfall will not appear on the map.
Y-Coordinate
Vertical location of the outfall on the Study Area Map. If left blank then
the outfall will not appear on the map.
Description
Click the ellipsis button (or press Enter) to edit an optional description
of the outfall.
Tag
Optional label used to categorize or classify the outfall.
Inflows
Click the ellipsis button (or press Enter) to assign external direct, dry
weather or RDM inflows to the outfall.
Treatment
Click the ellipsis button (or press Enter) to edit a set of treatment
functions for pollutants entering the node.
Invert El.
Invert elevation of the outfall (feet or meters).
Tide Gate
YES - tide gate present to prevent backflow
NO - no tide gate present
Route To
Optional name of a subcatchment that receives the outfall's discharge.
Type
Type of outfall boundary condition:
FREE: outfall stage determined by minimum of critical flow depth and
normal flow depth in the connecting conduit
NORMAL: outfall stage based on normal flow depth in connecting
conduit
FIXED: outfall stage set to a fixed value
TIDAL: outfall stage given by a table of tide elevation versus time of day
TIMESERIES: outfall stage supplied from a time series of elevations.
Fixed Stage
Water elevation for a FIXED type of outfall (feet or meters).
Tidal Curve Name
Name of the Tidal Curve relating water elevation to hour of the day for
a TIDAL outfall (double-click to edit the curve).
Time Series Name
Name of time series containing time history of outfall elevations for a
TIMESERIES outfall (double-click to edit the series).
229
-------
B.5 Flow Divider Properties
Name
User-assigned divider name.
X-Coordinate
Horizontal location of the divider on the Study Area Map. If left blank
then the divider will not appear on the map.
Y-Coordinate
Vertical location of the divider on the Study Area Map. If left blank then
the divider will not appear on the map.
Description
Click the ellipsis button (or press Enter) to edit an optional description
of the divider.
Tag
Optional label used to categorize or classify the divider.
Inflows
Click the ellipsis button (or press Enter) to assign external direct, dry
weather or RDM inflows to the divider.
Treatment
Click the ellipsis button (or press Enter) to edit a set of treatment
functions for pollutants entering the node.
Invert El.
Invert elevation of the divider (feet or meters).
Max. Depth
Maximum depth of divider (i.e., from ground surface to invert) (feet or
meters). See description for Junctions.
Initial Depth
Depth of water at the divider at the start of the simulation (feet or
meters).
Surcharge Depth
Additional depth of water beyond the maximum depth that the divider
can sustain before overflowing (feet or meters).
Ponded Area
Area occupied by ponded water atop the junction after flooding occurs
(sq. feet or sq. meters). See description for Junctions.
Diverted Link
Name of link which receives the diverted flow.
Type
Type of flow divider. Choices are:
CUTOFF (diverts all inflow above a defined cutoff value),
OVERFLOW (diverts all inflow above the flow capacity of the non-
diverted link),
TABULAR (uses a Diversion Curve to express diverted flow as a function
of the total inflow),
WEIR (uses a weir equation to compute diverted flow).
CUTOFF DIVIDER
- Cutoff Flow
Cutoff flow value used for a CUTOFF divider (flow units).
TABULAR DIVIDER
- Curve Name
Name of Diversion Curve for a TABULAR divider (double-click to edit).
230
-------
WEIR DIVIDER
- Min. Flow
Minimum flow at which diversion begins for a WEIR divider (flow units).
- Max. Depth
Vertical height of WEIR opening (feet or meters)
- Coefficient
Product of WEIR's discharge coefficient and its length. Weir coefficients
are typically in the range of 2.65 to 3.10 per foot, for flows in CFS.
Note: Flow dividers are operational only for Steady Flow and Kinematic Wave flow routing. For
Dynamic Wave flow routing they behave as Junction nodes.
231
-------
B.6 Storage Unit Properties
Name
User-assigned storage unit name.
X-Coordinate
Horizontal location of the storage unit on the Study Area Map. If left
blank then the storage unit will not appear on the map.
Y-Coordinate
Vertical location of the storage unit on the Study Area Map. If left blank
then the storage unit will not appear on the map.
Description
Click the ellipsis button (or press Enter) to edit an optional description
of the storage unit.
Tag
Optional label used to categorize or classify the storage unit.
Inflows
Click the ellipsis button (or press Enter) to assign external direct, dry
weather or RDM inflows to the storage unit.
Treatment
Click the ellipsis button (or press Enter) to edit a set of treatment
functions for pollutants within the storage unit.
Invert El.
Elevation of the bottom of the storage unit (feet or meters).
Max. Depth
Maximum depth of the storage unit (feet or meters).
Initial Depth
Initial depth of water in the storage unit at the start of the simulation
(feet or meters).
Surcharge Depth
Additional depth of water above full depth that a storage unit can
sustain before overflowing (feet or meters). Only used for covered
units.
Eva p. Factor
The fraction of the potential evaporation from the storage unit's water
surface that is actually realized.
Seepage Loss
Click the ellipsis button (or press Enter) to specify optional soil
properties that determine seepage loss through the bottom and sloped
sides of the storage unit.
Storage Shape
Click the ellipsis button (or press Enter) to specify the shape of the
storage unit by relating surface area to depth.
232
-------
B.7 Conduit Properties
Name
User-assigned conduit name.
Inlet Node
Name of node on the inlet end of the conduit (normally the end at
higher elevation).
Outlet Node
Name of node on the outlet end of the conduit (normally the end at
lower elevation).
Description
Click the ellipsis button (or press Enter) to edit an optional description
of the conduit.
Tag
Optional label used to categorize or classify the conduit.
Shape
Click the ellipsis button (or press Enter) to edit the geometric
properties of the conduit's cross-section.
Max. Depth
Maximum depth of the conduit's cross-section (feet or meters).
Length
Conduit length (feet or meters).
Roughness
Manning's roughness coefficient (n) (see Section A.7 for closed conduit
values or Section A.8 for open channel values).
Inlet Offset
Depth or elevation of the conduit invert above the node invert at the
upstream end of the conduit (feet or meters). See note below.
Outlet Offset
Depth or elevation of the conduit invert above the node invert at the
downstream end of the conduit (feet or meters). See note below.
Initial Flow
Initial flow in the conduit (flow units).
Maximum Flow
Maximum flow allowed in the conduit (flow units) - use 0 or leave
blank if not applicable.
Entry Loss Coeff
Head loss coefficient associated with energy losses at the entrance of
the conduit. For culverts, refer to Table All.
Exit Loss Coeff
Head loss coefficient associated with energy losses at the exit of the
conduit. For culverts, use a value of 1.0
Avg. Loss Coeff
Head loss coefficient associated with energy losses along the length of
the conduit.
Seepage Loss Rate
Rate of seepage loss into surrounding soil (inches or millimeters per
hour).
Flap Gate
YES if a flap gate exists that prevents backflow through the conduit, or
NO if no flap gate exists.
Culvert Code
If the conduit is a culvert subject to possible inlet flow control click the
ellipsis button (or press Enter) to select a code number for its inlet
geometry from those listed in Appendix A10
233
-------
B.8 Pump Properties
Name
User-assigned pump name.
Inlet Node
Name of node on the inlet side of the pump.
Outlet Node
Name of node on the outlet side of the pump.
Description
Click the ellipsis button (or press Enter) to edit an optional description
of the pump.
Tag
Optional label used to categorize or classify the pump.
Pump Curve
Name of the Pump Curve which contains the pump's operating data
(double-click to edit the curve). Enter * for an Ideal pump.
Initial Status
Status of the pump (ON or OFF) at the start of the simulation.
Startup Depth
Depth at inlet node when pump turns on (feet or meters). Enter 0 if not
applicable.
Shutoff Depth
Depth at inlet node when pump shuts off (feet or meters). Must be
lower than the Startup Depth. Enter 0 if not applicable.
235
-------
B.9 Orifice Properties
Name
User-assigned orifice name.
Inlet Node
Name of node on the inlet side of the orifice.
Outlet Node
Name of node on the outlet side of the orifice.
Description
Click the ellipsis button (or press Enter) to edit an optional description
of the orifice.
Tag
Optional label used to categorize or classify the orifice.
Type
Type of orifice (SIDE or BOTTOM).
Shape
Orifice shape (CIRCULAR or RECT CLOSED).
Height
Height of orifice opening when fully open (feet or meters). Corresponds
to the diameter of a circular orifice or the height of a rectangular
orifice.
Width
Width of rectangular orifice when fully opened (feet or meters).
Inlet Offset
Depth or elevation of bottom of orifice above invert of inlet node (feet
or meters - see note below table of Conduit Properties).
Discharge Coeff
Discharge coefficient (unitless). Atypical value is 0.65.
Flap Gate
YES if the orifice has a flap gate that prevents backflow, NO otherwise.
Time to Open /
Close
The time it takes to open a closed (or close an open) gated orifice in
decimal hours. Use 0 or leave blank if timed openings/closings do not
apply. Use Control Rules to adjust gate position.
236
-------
B.10 Weir Properties
Name
User-assigned weir name.
Inlet Node
Name of node on inlet side of weir.
Outlet Node
Name of node on outlet side of weir.
Description
Click the ellipsis button (or press Enter) to edit an optional
description of the weir.
Tag
Optional label used to categorize or classify the weir.
Type
Weir type: TRANSVERSE, SIDEFLOW, V-NOTCH, TRAPEZOIDAL or
ROADWAY.
Height
Vertical height of weir opening (feet or meters).
Length
Horizontal length of weir opening (feet or meters).
Side Slope
Slope (run/rise) of side walls for a V-NOTCH or TRAPEZOIDAL weir.
Inlet Offset
Depth or elevation of bottom of weir opening from invert of inlet
node (feet or meters - see note below table of Conduit Properties).
Discharge Coeff1
Discharge coefficient for flow through the central portion of the weir
(for flow in CFS when using US units or CMS when using SI units).
Flap Gate
YES if the weir has a flap gate that prevents backflow, NO otherwise.
End Contractions
Number of end contractions for a TRANSVERSE or TRAPEZOIDAL
weir whose length is shorter than the channel it is placed in. Values
will be either 0,1, or 2 depending if no ends, one end, or both ends
are beveled in from the side walls.
End Coeff
Discharge coefficient for flow through the triangular ends of a
TRAPEZOIDAL weir. See the recommended values for V-notch weirs.
Can Surcharge
YES if the weir can surcharge (have an upstream water level higher
than the height of the opening) or NO if it cannot.
Coeff Curve
Name of an optional Weir Curve that allows the central Discharge
Coeff. to vary with head (ft or m) across the weir. Does not apply to
Roadway weirs.
ROADWAY WEIR
(used only for Roadway weirs)
Road Width
Width of roadway and shoulders (feet or meters)
Road Surface
Type of road surface: PAVED or GRAVEL.
1 Typical values are: 3.33 US (1.84 SI) for sharp crested transverse weirs, 2.5 - 3.3 US (1.38 -1.83
SI) for broad crested rectangular weirs, 2.4 - 2.8 US (1.35 - 1.55 SI) for V-notch (triangular) weirs.
237
-------
B.ll Outlet Properties
Name
User-assigned outlet name.
Inlet Node
Name of node on inflow side of outlet.
Outlet Node
Name of node on discharge side of outlet.
Description
Click the ellipsis button (or press Enter) to edit an optional description
of the outlet.
Tag
Optional label used to categorize or classify the outlet.
Inlet Offset
Depth or elevation of outlet above inlet node invert (feet or meters -
see note below table of Conduit Properties).
Flap Gate
YES if the outlet has a flap gate that prevents backflow, NO otherwise.
Rating Curve
Method of defining flow (Q) as a function of depth or head (y) across
the outlet.
FUNCTIONAL/DEPTH uses a power function (Q = Ay6) to describe this
relation where y is the depth of water above the outlet's opening at the
inlet node.
FUNCTIONAL/HEAD uses the same power function except that y is the
difference in head across the outlet's nodes.
TABULAR/DEPTH uses a tabulated curve of flow versus depth of water
above the outlet's opening at the inlet node.
TABULAR/HEAD uses a tabulated curve of flow versus difference in
head across the outlet's nodes.
FUNCTIONAL
(used only for a functional rating curve)
- Coefficient
Coefficient (A) for the functional relationship between depth or head
and flow rate.
- Exponent
Exponent (B) used for the functional relationship between depth or
head and flow rate.
TABULAR
(used only for a tabular rating curve)
- Curve Name
Name of Rating Curve containing the relationship between depth or
head and flow rate (double-click to edit the curve).
238
-------
B.12 Map Label Properties
Text
Text of label.
X-Coordinate
Horizontal location of the upper-left corner of the label on the Study
Area Map.
Y-Coordinate
Vertical location of the upper-left corner of the label on the Study Area
Map.
Anchor Node
Name of node (or subcatchment) that anchors the label's position
when the map is zoomed in (i.e., the pixel distance between the node
and the label remains constant). Leave blank if anchoring is not used.
Font
Click the ellipsis button (or press Enter) to modify the font used to draw
the label.
239
-------
Appendix C SPECIALIZED PROPERTY EDITORS
C.l Aquifer Editor
The Aquifer Editor is invoked whenever a new aquifer object is created or an existing aquifer
object is selected for editing. It contains the following data fields:
Aquifer Editor (b)
Property
Value
Aquifer Name
AL
Porosity
0.5
Wilting Point
0.15
Field Capacity
0.30
Conductivity
5.0
Conductivity Slope
10.0
Tension Slope
15.0
Upper Evap. Fraction
0.35
Lower Evap. Depth
14.0
Lower GW Loss Rate
0.002
Bottom Elevation
0.0
Water Table Elevation
10.0
Unsat. Zone Moisture
0.30
Upper Evap. Pattern
User-assigned aquifer name
OK Cancel Help
Aquifer Name
User-assigned aquifer name.
Porosity
Volume of voids / total soil volume (volumetric fraction).
240
-------
Wilting Point
Volume of pore water relative to total volume for a well dried soil where only bound water
remains. The moisture content of the soil cannot fall below this limit.
Field Capacity
Volume of pore water relative to total volume after the soil has been allowed to drain fully. Below
this level, vertical drainage of water through the soil layer does not occur.
Conductivity
Soil's saturated hydraulic conductivity (in/hr or mm/hr).
Conductivity Slope
Average slope of log(conductivity) versus soil moisture deficit (porosity minus moisture content)
curve (unitless).
Tension Slope
Average slope of soil tension versus soil moisture content curve (inches or mm).
Upper Evaporation Fraction
Fraction of total evaporation available for evapotranspiration in the upper unsaturated zone.
Lower Evaporation Depth
Maximum depth below the surface at which evapotranspiration from the lower saturated zone
can still occur (ft or m).
Lower Groundwater Loss Rate
Rate of percolation to deep groundwater when the water table reaches the ground surface (in/hr
or mm/hr).
Bottom Elevation
Elevation of the bottom of the aquifer (ft or m).
Water Table Elevation
Elevation of the water table in the aquifer at the start of the simulation (ft or m).
Unsaturated Zone Moisture
Moisture content of the unsaturated upper zone of the aquifer at the start of the simulation
(volumetric fraction) (cannot exceed soil porosity).
241
-------
Upper Evaporation Pattern
Name of the monthly time pattern of adjustments applied to the upper evaporation fraction
(optional - leave blank if not applicable).
242
-------
C.2 Climatology Editor
The Climatology Editor is used to enter values for various climate-related variables required by
certain SWMM simulations. The dialog is divided into sixtabbed pages, where each page provides
a separate editor for a specific category of climate data.
Temperature Page
Climatology Editor
Snow Melt
Temperature
Areal Depletion
Evaporation
Adjustments
Wind Speed
Source of Temperature Data:
® No Data
Time Series
O External Climate File
& X
I I Start Reading File at
Temperature Units for GHCN Files
® Tenths of Degrees Celsius
O Degrees Celsius
O Degrees Fahrenheit
OK
Cancel
Help
The Temperature page of the Climatology Editor dialog is used to specify the source of
temperature data used for snowmelt computations. It is also used to select a climate file as a
possible source for evaporation rates. There are three choices available:
• No Data
Select this choice if snowmelt is not being simulated and evaporation rates are not based on
data in a climate file.
243
-------
• Time Series
Select this choice if the variation in temperature over the simulation period will be described
by one of the project's time series. Also, enter (or select) the name of the time series. Click
the ^ button to make the Time Series Editor appear for the selected time series.
• External Climate File
Select this choice if min/max daily temperatures will be read from an external climate file (see
Section 11.4). Also choose this option if you want daily evaporation rates to be estimated
from daily temperatures or be read directly from the file. Then do the following:
• Click the button to search for a climate file or click the X button to clear the file
name.
• To start reading the climate file at a particular date in time that is different than the start
date of the simulation (as specified in the Simulation Options), check off the "Start
Reading File at" box and enter a starting date (month/day/year) in the date entry field
next to it.
• If using a NOAA-GHCN file, specify the temperature units used by the file.
244
-------
Evaporation Page
Climatology Editor
kaJ
Snow Melt
Temperature
Areal Depletion
Evaporation
Adjustments
Wind Speed
Source of Evaporation Rates
Constant Value
0
Constant Value
Daily Evaporation (in/day)
Time Series
Climate File
Monthly Averages
Temperatures
Monthly Soil Recovery
Pattern (Optional)
Evaporate Only During Dry Periods
4 x
OK
Cancel
Help
The Evaporation page of the Climatology Editor dialog is used to supply evaporation rates, in
inches/day (or mm/day), for a study area. There are five choices for specifying these rates that
are selected from the Source of Evaporation Rates combo box:
• Constant Value
Use this choice if evaporation remains constant over time. Enter the value in the edit box
provided.
• Time Series
Select this choice if evaporation rates will be specified in a time series. Enter or select the
name of the time series in the dropdown combo box provided. Click the & button to bring
up the Time Series editor for the selected series. Note that for each date specified in the time
series, the evaporation rate remains constant at the value supplied for that date until the next
date in the series is reached (i.e., interpolation is not used on the series).
245
-------
• Climate File
This choice indicates that daily evaporation rates will be read from the same climate file that
was specified for temperature. Enter values for monthly pan coefficients in the data grid
provided (these are used to convert pan evaporation to actual evaporation and are typically
on the order of 0.7).
• Monthly Averages
Use this choice to supply an average rate for each month of the year. Enter the value for each
month in the data grid provided. Note that rates remain constant within each month.
• Temperatures
The Hargreaves method will be used to compute daily evaporation rates from the daily air
temperature record contained in the external climate file specified on the Temperature page
of the dialog. This method also uses the site's latitude, which can be entered on the Snowmelt
page of the dialog even if snowmelt is not being simulated.
• Evaporate Only During Dry Periods:
Select this option if evaporation can only occur during periods with no precipitation.
In addition this page allows one to specify an optional Monthly Soil Recovery Pattern. This is a
time pattern whose factors adjust the rate at which infiltration capacity is recovered during
periods with no precipitation. It applies to all subcatchments for any choice of infiltration method.
For example, if the normal infiltration recovery rate was 1% during a specific time period and a
pattern factor of 0.8 applied to this period, then the actual recovery rate would be 0.8%. The Soil
Recovery Pattern allows one to account for seasonal soil drying rates. In principle, the variation in
pattern factors should mirror the variation in evaporation rates but might be influenced by other
factors such as seasonal groundwater levels. The ^3 button is used to launch the Time Pattern
Editor for the selected pattern.
246
-------
Wind Speed Page
Climatology Editor
kaJ
Snow Melt Areal Depletion
Adjustments
Temperature Evaporation
Wind Speed
O Use Climate File Data (see Temperature Page)
¦ Use Monthly Averages
Monthly Wind Speed (mph)
Jan
Feb
Mar
Apr
May
Jun
0,0'
0,0
0,0
0,0
0.0
0.0
Jul
Aug
Sep
Oct
Nov
Dec
OjO
0,0
0,0
0,0
0.0
0.0
OK
Cancel
Help
The Wind Speed page of the Climatology Editor dialog is used to provide average monthly wind
speeds. These are used when computing snowmelt rates under rainfall conditions. Melt rates
increase with increasing wind speed. Units of wind speed are miles/hour for US units and km/hour
for metric units. There are two choices for specifying wind speeds:
• Climate File Data
Wind speeds will be read from the same climate file that was specified for temperature.
• Monthly Averages
Wind speed is specified as an average value that remains constant in each month of the year.
Enter a value for each month in the data grid provided. The default values are all zero.
247
-------
Snowmelt Page
Climatology Editor
kaJ
Temperature
Snow Melt
Evaporation
Areal Depletion
Dividing Temperature
Between Snow and Rain
[degrees F)
ATI Weight (fraction)
Negative Melt Ratio
(fraction)
Elevation above MSL
(feet)
Latitude (degrees)
Longitude Correction
(+/- minutes)
34
0.5
0.6
0.0
50.0
0.0
Wind Speed
Adjustments
OK
Cancel
Help
The Snowmelt page of the Climatology Editor dialog is used to supply values for the following
parameters related to snowmelt calculations:
Dividing Temperature Between Snow and Rain
Enter the temperature below which precipitation falls as snow instead of rain. Use degrees F for
US units or degrees Cfor metric units.
ATI (Antecedent Temperature Index) Weight
This parameter reflects the degree to which heat transfer within a snow pack during non-melt
periods is affected by prior air temperatures. Smaller values reflect a thicker surface layer of snow
which results in reduced rates of heat transfer. Values must be between 0 and 1, and the default
is 0.5.
248
-------
Negative Melt Ratio
This is the ratio of the heat transfer coefficient of a snow pack during non-melt conditions to the
coefficient during melt conditions. It must be a number between 0 and 1. The default value is 0.6.
Elevation Above MSL
Enter the average elevation above mean sea level for the study area, in feet or meters. This value
is used to provide a more accurate estimate of atmospheric pressure. The default is 0.0, which
results in a pressure of 29.9 inches Hg. The effect of wind on snowmelt rates during rainfall periods
is greater at higher pressures, which occur at lower elevations.
Latitude
Enter the latitude of the study area in degrees North. This number is used when computing the
hours of sunrise and sunset, which in turn are used to extend min/max daily temperatures into
continuous values. It is also used to compute daily evaporation rates from daily temperatures.
The default is 50 degrees North.
Longitude Correction
This is a correction, in minutes of time, between true solar time and the standard clock time. It
depends on a location's longitude (9) and the standard meridian of its time zone (SM) through the
expression 4(9-SM). This correction is used to adjust the hours of sunrise and sunset when
extending daily min/max temperatures into continuous values. The default value is 0.
249
-------
Areal Depletion Page
Climatology Editor
kaJ
Temperature
Snow Melt
Evaporation
Areal Depletion
Wind Speed
Adjustments
Fraction of Area Covered by Snow
Depth Ratio
Impervious
Pervious
0.0
1X1
1.0
0.1
1.0
1,0
0.2
1.0
1.0
0.3
1.0
1,0
0.4
1.0
1,0
0.5
1.0
1,0
0.6
1.0
1,0
0.7
1.0
1,0
0.8
1.0
1,0
0.9
o
1—1
o
1—1
No Depletion
No Depletion
Natural Area
Natural Area
OK
Cancel
Help
The Areal Depletion page of the Climatology Editor Dialog is used to specify points on the Areal
Depletion Curves for both impervious and pervious surfaces within a project's study area. These
curves define the relation between the area that remains snow covered and snow pack depth.
Each curve is defined by 10 equal increments of relative depth ratio between 0 and 0.9. (Relative
depth ratio is the ratio of an area's current snow depth to the depth at which there is 100% areal
coverage). Enter values in the data grid provided for the fraction of each area that remains snow
covered at each specified relative depth ratio. Valid numbers must be between 0 and 1, and be
increasing with increasing depth ratio.
Clicking the Natural Area button fills the grid with values that are typical of natural areas. Clicking
the No Depletion button will fill the grid with all l's, indicating that no areal depletion occurs. This
is the default for new projects.
250
-------
Adjustments Page
Climatology Editor
1^1
Temperature Evaporation Wind Speed
Snow Melt Areal Depletion Adjustments
Month
Temp
Evap
Rain
Cond
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
Temp temperature adjustment (+- deg F or deg Q
Evap evaporation adjustment (+- in/day or mm/di
Rain rainfall multiplier
Cond soil conductivity multiplier
Clear All
OK
Cancel
Help
The Adjustments page of the Climatology Editor Dialog is used to supply a set of monthly
adjustments applied to the temperature, evaporation rate, rainfall, and soil hydraulic conductivity
that SWMM uses at each time step of a simulation:
• The monthly Temperature adjustment (plus or minus in either degrees F or C) is added to
the temperature value that SWMM would otherwise use in a specific month of the year.
• The monthly Evaporation adjustment (plus or minus in either in/day or mm/day) is added
to the evaporation rate value that SWMM would otherwise use in a specific month of the
year.
• The monthly Rainfall adjustment is a multiplier applied to the precipitation value that
SWMM would otherwise use in a specific month of the year.
• The monthly Conductivity adjustment is a multiplier applied to the soil hydraulic
conductivity used compute rainfall infiltration, groundwater percolation, and exfiltration
from channels and storage units.
251
-------
The same adjustment is applied for each time period within a given month and is repeated for
that month in each subsequent year being simulated. Leaving a monthly adjustment blank means
that there is no adjustment made in that month.
252
-------
C.3 Control Rules Editor
The Control Rules Editor is invoked whenever a new control rule is created or an existing rule is
selected for editing. The editor contains a memo field where the entire collection of control rules
is displayed and can be edited.
Control Rules Editor
RULE FUKF1A
IF NODE 5U1 DEPTH >= 4
THEN PUMP FUKF1 status = ON
PRIORITY 1
RULE FUKF1B
IF NODE 5U1 DEPTH < 1
THEN FUKF PUMP1 status
FRIORIIY 1
OFF
OK
Cancel
Help
Click Help to review/ the format of Control Rule statements,
Control Rule Format
Each control rule is a series of statements of the form:
rulelD
condition 1
condition 2
condition 3
condition 4
action 1
action 2
action 3
action 4
RULE
IF
AND
OR
AND
Etc.
THEN
AND
Etc.
ELSE
AND _
Etc.
PRIORITY value
where keywords are shown in boldface and rulelD is an ID label assigned to the rule,
condition n is a Condition Clause, action n is an Action Clause, and value is a priority
253
-------
value (e.g., a number from 1 to 5). The formats used for Condition and Action clauses are
discussed below.
Only the RULE, IF and THEN portions of a rule are required; the ELSE and PRIORITY portions
are optional.
Blank lines between clauses are permitted and any text to the right of a semicolon is considered
a comment.
When mixing AND and OR clauses, the OR operator has higher precedence than AND, i.e.,
IF A or B and C
is equivalent to
IF (A or B) and C.
If the interpretation was meant to be
IF A or (B and C)
then this can be expressed using two rules as in
IF A THEN ...
IF B and C THEN ...
The PRIORITY value is used to determine which rule applies when two or more rules require
that conflicting actions be taken on a link. A conflicting rule with a higher priority value has
precedence over one with a lower value (e.g., PRIORITY 5 outranks PRIORITY 1). A rule without a
priority value always has a lower priority than one with a value. For two rules with the same
priority value, the rule that appears first is given the higher priority.
Condition Clauses
A Condition Clause of a control rule has the following formats:
object id attribute relation value
object id attribute relation object id attribute
where:
object = a category of object
id = the object's ID name
attribute = an attribute or property of the object
relation = a relational operator (=, <>, <, <=, >, >=)
value = an attribute value
254
-------
Some examples of condition clauses are:
GAGE G1 6-HR_DEPTH > 0.5
NODE N23 DEPTH > 10
NODE N23 DEPTH > NODE N25 DEPTH
PUMP P4 5 STATUS = OFF
SIMULATION CLOCKTIME = 22:45:00
The objects and attributes that can appear in a condition clause are as follows:
Object
Attributes
Value
GAGE
INTENSITY
n-HR DEPTH
numerical value
NODE
DEPTH
MAXDEPTH
HEAD
VOLUME
INFLOW
numerical value
LINK or
CONDUIT
FLOW
FULLFLOW
DEPTH
MAXDEPTH
VELOCITY
LENGTH
SLOPE
numerical value
STATUS
OPEN or CLOSED
TIMEOPEN
TIMECLOSED
decimal hours or hr:min
PUMP
STATUS
ON or OFF
SETTING
pump curve multiplier
FLOW
numerical value
ORIFICE
SETTING
fraction open
WEIR
SETTING
fraction open
OUTLET
SETTING
rating curve multiplier
SIMULATION
TIME
elapsed time in decimal hours or
hr:min:sec
DATE
month/day/year
MONTH
month of year (January = 1)
DAY
day of week (Sunday = 1)
CLOCKTIME
time of day in hr:min:sec
255
-------
Gage INTENSITY is the rainfall intensity for a specific rain gage in the current simulation time
period. Gage n-HR_DEPTH is a gage's total rainfall depth over the past n hours where n is a
number between 1 and 48.
TIMEOPEN is the duration a link has been in an OPEN or ON state or have its SETTING be greater
than zero; TIMECLOSED is the duration it has remained in a CLOSED or OFF state or have its
SETTING be zero. Both TIMEOPEN and TIMECLOSED apply to all link objects, including pumps,
orifices, weirs, and outlets.
Action Clauses
An Action Clause of a control rule can have one of the following formats:
CONDUIT id STATUS = OPEN/CLOSED
PUMP id STATUS = ON/OFF
PUMP/ORIFICE/WEIR/OUTLET id SETTING = value
where the meaning of SETTING depends on the object being controlled:
¦ for Pumps it is a multiplier applied to the flow computed from the pump curve (for a
Type5 pump curve it is a relative speed setting that shifts the curve up or down),
¦ for Orifices it is the fractional amount that the orifice is fully open,
¦ for Weirs it is the fractional amount of the original freeboard that exists (i.e., weir control
is accomplished by moving the crest height up or down),
¦ for Outlets it is a multiplier applied to the flow computed from the outlet's rating curve.
Some examples of action clauses are:
PUMP P67 STATUS = OFF
ORIFICE 0212 SETTING = 0.5
Modulated Controls
Modulated controls are control rules that provide for a continuous degree of control applied to a
pump or flow regulator as determined by the value of some controller variable, such as water
depth at a node, or by time. The functional relation between the control setting and the controller
variable can be specified by using a Control Curve, a Time Series, or a PID Controller. Some
examples of modulated control rules are:
RULE MCI
IF NODE N2 DEPTH >= 0
256
-------
THEN WEIR W25 SETTING =
CURVE C2 5
RULE MC2
IF SIMULATION TIME > 0
THEN PUMP P12 SETTING = TIMESERIES TS101
RULE MC3
IF LINK L33 FLOW <>1.6
THEN ORIFICE 012 SETTING = PID 0.1 0.0 0.0
Note how a modified form of the action clause is used to specify the name of the control curve,
time series or PID parameter set that defines the degree of control. A PID parameter set contains
three values — a proportional gain coefficient, an integral time (in minutes), and a derivative time
(in minutes). Also, by convention the controller variable used in a Control Curve or PID Controller
will always be the object and attribute named in the last condition clause of the rule. As an
example, in rule MCI above Curve C25 would define how the fractional setting at Weir W25 varied
with the water depth at Node N2. In rule MC3, the PID controller adjusts the opening of Orifice
012 to maintain a flow of 1.6 in Link L33.
PID Controllers
A PID (Proportional-Integral-Derivative) Controller is a generic closed-loop control scheme that
tries to maintain a desired set-point on some process variable by computing and applying a
corrective action that adjusts the process accordingly. In the context of a hydraulic conveyance
system a PID controller might be used to adjust the opening on a gated orifice to maintain a target
flow rate in a specific conduit or to adjust a variable speed pump to maintain a desired depth in a
storage unit. The classical PID controller has the form:
where m(t) = controller output, Kp = proportional coefficient (gain), 7}= integral time, Td =
derivative time, e(t)= error (difference between setpoint and observed variable value), and t =
time. The performance of a PID controller is determined by the values assigned to the coefficients
Kp, Tit and Td.
The controller output m(t) has the same meaning as a link setting used in a rule's Action Clause
while dtis the current flow routing time step in minutes. Because link settings are relative values
(with respect to either a pump's standard operating curve orto the full opening height of an orifice
or weir) the error e(t) used by the controller is also a relative value. It is defined as the difference
257
-------
between the control variable setpoint x*ar\d its value at time t, x(t), normalized to the setpoint
value: e(t) = (x* - x(t))/x*.
Note that for direct action control, where an increase in the link setting causes an increase in the
controlled variable, the sign of Kp must be positive. For reverse action control, where the
controlled variable decreases as the link setting increases, the sign of Kp must be negative. The
user must recognize whether the control is direct or reverse action and use the proper sign on Kp
accordingly. For example, adjusting an orifice opening to maintain a desired downstream flow is
direct action. Adjusting it to maintain an upstream water level is reverse action. Controlling a
pump to maintain a fixed wet well water level would be reverse action while using it to maintain
a fixed downstream flow is direct action.
Named Variables
Named Variables are aliases used to represent the triplet of cobject type | object id | object
attribute> (or a doublet for Simulation times) that appear in the condition clauses of control
rules. They allow condition clauses to be written as:
variable relation value
variable relation variable
where variable is defined on a separate line before its first use in a rule using the format:
VARIABLE name = object id attribute
Here is an example of using this feature:
VARIABLE N123_Depth = NODE N123 DEPTH
VARIABLE N45 6_Depth = NODE N4 5 6 DEPTH
VARIABLE P4 5 = PUMP 4 5 STATUS
RULE 1
IF N123 Depth > N456 Depth
AND P45 = OFF
THEN PUMP 4 5 STATUS = ON
RULE 2
IF N123_Depth < 1
THEN PUMP 45 STATUS = OFF
A variable is not allowed to have the same name as an object attribute.
Aside from saving some typing, named variables are required when using arithmetic expressions
in rule condition clauses.
258
-------
Arithmetic Expressions
In addition to a simple condition placed on a single variable, a control condition clause can also
contain an arithmetic expression formed from several variables whose value is compared
against. Thus the format of a condition clause can be extended as follows:
expression relation value
expression relation variable
where expression is defined on a separate line before its first use in a rule using the format:
EXPRESSION name = f(variablel, variable2, ...)
The function f ( . . . ) can be any well-formed mathematical expression containing one or more
named variables as well as any of the following math functions (which are case insensitive) and
operators:
¦ abs(x) for absolute value of x
¦ sgn(x) which is +1 for x >= 0 or -1 otherwise
¦ step(x) which is 0 for x <= 0 and 1 otherwise
¦ sqrt(x) for the square root of x
¦ log(x) for logarithm base e of x
¦ loglO(x) for logarithm base 10 of x
¦ exp(x) for e raised to the x power
¦ the standard trig functions (sin, cos, tan, and cot)
¦ the inverse trig functions (asin, acos, atan, and acot)
¦ the hyperbolic trig functions (sinh, cosh, tanh, and coth)
¦ the standard operators +, -, *, /, A (for exponentiation ) and any level of nested
parentheses.
Here is an example of using this feature:
VARIABLE P1 flow = LINK 1 FLOW
VARIABLE P2_flow = LINK 2 FLOW
VARIABLE 03_flow = Link 3 FLOW
EXPRESSION Net_Inflow = (Pl_flow + P2_flow)/2 - O3_flow
RULE 1
IF Net Inflow > 0.1
THEN ORIFICE 3 SETTING = 1
ELSE ORIFICE 3 SETTING = 0.5
259
-------
C.4 Cross-Section Editor
The Cross-Section Editor dialog is used to specify the shape and dimensions of a conduit's cross-
section.
Cross-Section Editor
Rectangular
Parabolic
Irregular
Standard circular pipe.
Trapezoidal
Power
Circular
Triangular
Street
Force Main
Number of Barrels
Maximum Height
Dimensions ore feet unless otherwise stated.
OK
Cancel
Help
When a shape is selected from the image list an appropriate set of edit fields appears for
describing the dimensions of that shape. Length dimensions are in units of feet for US units and
meters for SI units. Slope values represent ratios of horizontal to vertical distance. The Barrels
field specifies how many identical parallel conduits exist between its end nodes.
The Force Main shape option is a circular conduit that uses either the Hazen-Williams or Darcy-
Weisbach formulas to compute friction losses for pressurized flow during Dynamic Wave flow
routing. In this case the appropriate C-factor (for Hazen-Williams) or roughness height (for Darcy-
Weisbach) is supplied as a cross-section property. The choice of friction loss equation is made on
the Dynamic Wave Simulation Options dialog. Note that a conduit does not have to be assigned a
Force Main shape for it to pressurize. Any of the other closed cross-section shapes can potentially
pressurize and thus function as force mains using the Manning equation to compute friction
losses.
If a Custom shaped section is chosen, a drop-down edit box will appear where one can enter or
select the name of a Shape Curve that will be used to define the geometry of the section. This
curve specifies how the width of the cross-section varies with height, where both width and height
are scaled relative to the section's maximum depth. This allows the same shape curve to be used
260
-------
for conduits of differing sizes. Clicking the Edit button ^ next to the shape curve box will bring
up the Curve Editor where the shape curve's coordinates can be edited.
If a Street shaped section is chosen, a drop-down edit box will appear where one can enter or
select the name of a Street object that describes the cross-section's geometry. Clicking the Edit
button next to the edit box will bring up the Street Section Editor where one can edit the
street's geometry.
If an Irregular shaped section is chosen, a drop-down edit box will appear where one can enter or
select the name of a Transect object that describes the cross-section's geometry. Clicking the Edit
button 4 next to the edit box will bring up the Transect Editor where one can edit the transect
data.
261
-------
C.5
Curve Editor
The Curve Editor dialog is invoked whenever a new curve object is created or an existing curve
object is selected for editing. The editor adapts itself to the type of curve being edited (Control,
Diversion, Pump, Rating, Shape, Storage, Tidal or Weir).
Pump Curve Editor
Curve Name
PUMP_CURVE1
Description
Lea-
Pump Type
TYPE4
Depth
Flow
(ft)
(CFS)
n
1
0
0.45
2
4
0.45
3
4.75
0.9
4
5
6
7
8
9
10
11
-
View..
Load.
Save..
OK
Cancel
Help
To use the Curve Editor:
¦ Enter values for the following data entry fields:
Name Name of the curve.
Type (Pump Curves Only). Choice of pump curve type as described in
Section 3.2.8.
Description Optional comment or description of what the curve represents. Click
the & button to launch a multi-line comment editor if more than
one line is needed.
Data Grid The curve's X,Y data.
¦ Click the View button to see a graphical plot of the curve drawn in a separate window.
¦ If additional rows are needed in the Data Grid, simply press the Enter key when in the last
row.
262
-------
¦ Right-clicking over the Data Grid will make a popup Edit menu appear. It contains
commands to cut, copy, insert, and paste selected cells in the grid as well as options to
insert or delete a row.
¦ Press OK to accept the curve entries or Cancel to cancel the edits made.
One can also click the Load button to load in a curve that was previously saved to file or click the
Save button to save the current curve's data to a file.
263
-------
C.6 Groundwater Flow Editor
The Groundwater Flow Editor dialog is invoked when the Groundwater property of a
subcatchment is being edited. It is used to link a subcatchment to both an aquifer and to a node
of the drainage system that exchanges groundwater with the aquifer.
Groundwater Flow Editor
Property
Value
Aquifer Name
1
Receiving Node
2
Surface Elevation
6
Al Coefficient
0.1
Bl Exponent
1
A2 Coefficient
0
B2 Exponent
0
A3 Coefficient
0
Surface Water Depth
0
Thresh old Water Ta b 1 e El ev.
4
Aquifer Bottom Elevation
Initial Water Table Elev.
Unsat. Zone Moisture
Custom Lateral Flow Equation
No
Custom Deep Flow Equation
No
Name of Aquifer object that lies below
subcatchment. Leave blankforno groundwater,
mm
The standard equation for lateral groundwater flow is:
QL = A1 * (Hgw - Hcb)ABl
-A2*(Hsw- Hcb)AB2
+ A3 * Hgw * Hsw
where QL has units of cfs/ac (or cms/ha).
The standard equation for deep groundwater flow is:
QD = LGLR* Hgw/ Hgs
where LGLR is the aquifer lower GW loss rate (in/hr or
mm/hr).
OK
Cancel
Help
The editor also specifies coefficients that determine the rate of lateral groundwater flow between
the aquifer and the node. These coefficients (Al, A2, Bl, B2, and A3) appear in the following
equation that computes groundwater flow as a function of groundwater and surface water levels:
Ql = A\iHgw - Hcb)B1 - A2(HSW - Hcb)B2 + A3HqwH,
gw11sw
where:
Ql
Hgw
Hsw
Hcb
= lateral groundwater flow (cfs per acre or cms per hectare)
= height of saturated zone above bottom of aquifer (ft or m)
= height of surface water at receiving node above aquifer bottom (ft or m)
= height of channel bottom above aquifer bottom (ft or m).
Note that Ql can also be expressed in inches/hr for US units.
264
-------
The rate of percolation to deep groundwater, Qd, in in/hr (or mm/hr) is given by the following
equation:
= LCLR
where LGLRis the lower groundwater loss rate parameter assigned to the subcatchment's aquifer
(in/hr or mm/hr) and Hgsis the distance from the ground surface to the aquifer bottom (ft or m).
In addition to the standard lateral flow equation, the dialog allows one to define a custom
equation whose results will be added onto those of the standard equation. One can also define a
custom equation for deep groundwater flow that will replace the standard one. Finally, the dialog
offers the option to override certain parameters that were specified for the aquifer to which the
subcatchment belongs. The properties listed in the editor are as follows:
Aquifer Name
Name of the aquifer object that describes the subsurface soil properties, thickness, and initial
conditions. Leave this field blank if you want the subcatchment not to generate any groundwater
flow.
Receiving Node
Name of node that receives groundwater from the aquifer.
Surface Elevation
Elevation of ground surface for the subcatchment that lies above the aquifer in feet or meters.
Groundwater Flow Coefficient
Value of A1 in the groundwater flow formula.
Groundwater Flow Exponent
Value of B1 in the groundwater flow formula.
Surface Water Flow Coefficient
Value of A2 in the groundwater flow formula.
Surface Water Flow Exponent
Value of B2 in the groundwater flow formula.
Surface-GW Interaction Coefficient
Value of A3 in the groundwater flow formula.
265
-------
Surface Water Depth
Fixed depth of surface water above receiving node's invert (feet or meters). Set to zero if surface
water depth will vary as computed by flow routing.
Threshold Water Table Elevation
Minimum water table elevation that must be reached before any flow occurs (feet or meters).
Leave blank to use the receiving node's invert elevation.
Aquifer Bottom Elevation
Elevation of the bottom of the aquifer below this particular subcatchment (feet or meters). Leave
blank to use the value from the parent aquifer.
Initial Water Table Elevation
Initial water table elevation at the start of the simulation for this particular subcatchment (feet or
meters). Leave blank to use the value from the parent aquifer.
Unsaturated Zone Moisture
Moisture content of the unsaturated upper zone above the water table for this particular
subcatchment at the start of the simulation (volumetric fraction). Leave blank to use the value
from the parent aquifer.
Custom Lateral Flow Equation
Click the ellipsis button (or press Enter) to launch the Custom Groundwater Flow Equation editor
for lateral groundwater flow QL (see section C.7). The equation supplied by this editor will be used
in addition to the standard equation to compute groundwater outflow from the subcatchment.
Custom Deep Flow Equation
Click the ellipsis button (or press Enter) to launch the Custom Groundwater Flow Equation editor
for deep groundwater flow QD. The equation supplied by this editor will be used to replace the
standard equation for deep groundwater flow.
The coefficients supplied to the groundwater flow equations must be in units that are consistent
with the groundwater flow units, which can either be cfs/acre (equivalent to inches/hr) for US
units or cms/ha for SI units.
Note that elevations are used to specify the ground surface, water table height, and
aquifer bottom in the dialog's data entry fields but that the groundwater flow equation
uses depths above the aquifer bottom.
266
-------
If groundwater flow is simply proportional to the difference in groundwater and surface
water heads, then set the Groundwater and Surface Water Flow Exponents (B1 and B2)
to 1.0, set the Groundwater Flow Coefficient (Al) to the proportionality factor, set the
Surface Water Flow Coefficient (A2) to the same value as Al, and set the Interaction
Coefficient (A3) to zero.
When conditions warrant, the groundwater flux can be negative, simulating flow into the
aquifer from the channel, in the manner of bank storage. An exception occurs when A3 ^
0, since the surface water - groundwater interaction term is usually derived from
groundwater flow models that assume unidirectional flow. Otherwise, to ensure that
negative fluxes will not occur, one can make Al greater than or equal to A2, B1 greater
than or equal to B2, and A3 equal to zero.
To completely replace the standard groundwater flow equation with the custom
equation, set all of the standard equation coefficients to 0.
267
-------
C.7 Groundwater Equation Editor
The Groundwater Equation Editor is used to supply a custom equation for computing
groundwater flow between the saturated sub-surface zone of a subcatchment and either a node
in the conveyance network (lateral flow) or to a deeper groundwater aquifer (deep flow). It is
invoked from the Groundwater Flow Editor form.
Custom Groundwater Flow Equation Editor
Enter an expression to use in addition to the standard equation for lateral groundwater flow
(leave blankto use only the standard equation):
0.1+(Hgw-Hcb)*STEF(Hgw-Hcb)
For lateral groundwater flow the result of evaluating the custom equation will be added onto the
result of the standard equation. To replace the standard equation completely set all of its
coefficients to 0. Remember that lateral groundwater flow units are cfs/acre (equivalent to
inches/hr) for US units and cms/ha for metric units.
The following symbols can be used in the equation:
Hgw (for height of the groundwater table)
Hsw (for height of the surface water)
Hcb (for height of the channel bottom)
Hgs (for height of the ground surface)
Phi (for porosity of the subsurface soil)
Theta (for moisture content of the upper unsaturated zone)
Ks (for saturated hydraulic conductivity in inches/hr or mm/hr)
K (for hydraulic conductivity at the current moisture content in inches/hr or mm/hr)
Fi (for infiltration rate from the ground surface in inches/hr or mm/hr)
Fu (for percolation rate from the upper unsaturated zone in inches/hr or mm/hr)
A (for subcatchment area in acres or hectares)
where all heights are relative to the aquifer's bottom elevation in feet (or meters).
The STEP function can be used to have flow only when the groundwater level is above a certain
threshold. For example, the expression:
0.001 * (Hgw - 5) * STEP(Hgw - 5)
would generate flow only when Hgw was above 5. See Section C.22 (Treatment Editor) for a list
of additional math functions that can be used in a groundwater flow expression.
268
-------
C.8 Infiltration Editor
The Infiltration Editor dialog is used to specify the method and its parameters that model the rate
at which rainfall infiltrates into the upper soil zone of a subcatchment's pervious area. It is invoked
when editing the Infiltration property of a Subcatchment. The infiltration parameters depend on
which infiltration method is selected for the subcatchment: Horton and Modified Horton, Green-
Ampt and Modified Green-Ampt, or Curve Number. The infiltration method is normally the default
one set by project's Simulation Options (see Section 8.1.1) or its Default Properties (see Section
5.4.2). The dialog allows one to override the default method for the subcatchment being edited.
Infiltration Editor
Infiltration Method
UaJ
HORTON
Property
Value
Max. Infil. Rate
Min. Infil. Rate
Decay Constant
Drying Time
Max. Volume
1.2
0.1
2
7
0
Maximum rate on the Horton infiltration curve (in/hr or
rnm/hr)
OK
Cancel
Help
Horton Infiltration Parameters
The following data fields appear in the Infiltration Editor for Horton infiltration:
Max. Infil. Rate
Maximum infiltration rate on the Horton curve (in/hr or mm/hr). Representative values are as
follows:
A. DRY soils (with little or no vegetation):
¦ Sandy soils: 5 in/hr
¦ Loam soils: 3 in/hr
¦ Clay soils: 1 in/hr
B. DRY soils (with dense vegetation):
269
-------
¦ Multiply values in A. by 2
C. MOIST soils:
¦ Soils which have drained but not dried out (i.e., field capacity):
Divide values from A and B by 3.
¦ Soils close to saturation:
Choose value close to minimum infiltration rate.
¦ Soils which have partially dried out:
Divide values from A and B by 1.5 - 2.5.
Min. Infil. Rate
Minimum infiltration rate on the Horton curve (in/hr or mm/hr). Equivalent to the soil's saturated
hydraulic conductivity. See the Soil Characteristics Table in Section A.2 for typical values.
Decay Constant
Infiltration rate decay constant for the Horton curve (1/hours). Typical values range between 2
and 7.
Drying Time
Time in days for a fully saturated soil to dry completely. Typical values range from 2 to 14 days.
Max. Infil. Vol.
Maximum infiltration volume possible (inches or mm, 0 if not applicable). It can be estimated as
the difference between a soil's porosity and its wilting point times the depth of the infiltration
zone.
Green-Ampt Infiltration Parameters
The following data fields appear in the Infiltration Editor for Green-Ampt infiltration:
Suction Head
Average value of soil capillary suction along the wetting front (inches or mm).
Conductivity
Soil saturated hydraulic conductivity (in/hr or mm/hr).
Initial Deficit
Fraction of soil volume that is initially dry (i.e., difference between soil porosity and initial
moisture content). For a completely drained soil, it is the difference between the soil's porosity
and its field capacity.
270
-------
Typical values for all of these parameters can be found in the Soil Characteristics Table in Section
A.2.
Curve Number Infiltration Parameters
The following data fields appear in the Infiltration Editor for Curve Number infiltration:
Curve Number
This is the SCS curve number which is tabulated in the publication SCS Urban Hydrology for Small
Watersheds, 2nd Ed., (TR-55), June 1986. Consult the Curve Number Table (Section A.4) for a
listing of values by soil group, and the accompanying Soil Group Table (Section A.3) for the
definitions of the various groups.
Conductivity
This property has been deprecated and is no longer used.
Drying Time
The number of days it takes a fully saturated soil to dry. Typical values range between 2 and 14
days.
271
-------
C.9 Inflows Editor
The Inflows Editor dialog is used to assign Direct, Dry Weather, and RDM inflow into a node of the
drainage system. It is invoked whenever the Inflows property of a Node object is selected in the
Property Editor. The dialog consists of three tabbed pages that provide a special editor for each
type of inflow.
Inflows for Node 82309
Direct
Dry Weather RDII
Inflow = (Baseline Value) x (Baseline Pattern)
(Time Series Value) x (Scale Factor)
Constituent
Baseline
Baseline Pattern
Time Series
Scale Factor
FLOW
82309 Inflow
1.0
If Baseline orTirne Series is left blank its value isO. If
Baseline Pattern is left blank its value isl.O.
OK
Cancel
Help
Direct Inflows Page
The Direct page on the Inflows Editor dialog is used to specify the time history of direct external
flow and water quality entering a node of the drainage system. These inflows are represented by
both a constant and time varying component as follows:
Inflow at time t = (baseline value)*(baseline pattern factor) +
(scale factor)*(time series value at time t)
272
-------
The page contains the following input fields that define the properties of this relation:
Constituent
Selects the constituent (FLOW or one of the project's specified pollutants) whose direct inflow will
be described.
Baseline
Specifies the value of the constant baseline component of the constituent's inflow. For FLOW, the
units are the project's flow units. For pollutants, the units are the pollutant's concentration units
if inflow is a concentration, or can be any mass flow units if the inflow is a mass flow (see
Conversion Factor below). If left blank then no baseline inflow is assumed.
Baseline Pattern
An optional Time Pattern whose factors adjust the baseline inflow on either an hourly, daily, or
monthly basis (depending on the type of time pattern specified). Clicking the button will bring
up the Time Pattern Editor dialog for the selected time pattern. If left blank, then no adjustment
is made to the baseline inflow.
Time Series
Specifies the name of the time series that contains inflow data for the selected constituent. If left
blank then no direct inflow will occur for the selected constituent at the node in question. You
can click the & button to bring up the Time Series Editor dialog for the selected time series.
Scale Factor
A multiplier used to adjust the values of the constituent's inflow time series. The baseline value is
not adjusted by this factor. The scale factor can have several uses, such as allowing one to easily
change the magnitude of an inflow hydrograph while keeping its shape the same, without having
to re-edit the entries in the hydrograph time series. Or it can allow a group of nodes sharing the
same time series to have their inflows behave in a time-synchronized fashion while letting their
individual magnitudes be different. If left blank the scale factor defaults to 1.0.
Inflow Type
For pollutants, selects the type of inflow data contained in the time series as being either a
concentration (mass/volume) or mass flow rate (mass/time). This field does not appear for FLOW
inflow.
Units Factor
A numerical factor used to convert the units of pollutant mass flow rate in the time series data
into concentration mass units per second. For example, if the time series data were in pounds per
273
-------
day and the pollutant concentration defined in the project was mg/L, then the conversion factor
value would be (453,590 mg/lb) / (86400 sec/day) = 5.25 (mg/sec) per (lb/day).
More than one constituent can be edited while the dialog is active by simply selecting another
choice for the Constituent property. However, if the Cancel button is clicked then any changes
made to all constituents will be ignored.
^ If a pollutant is assigned a direct inflow in terms of concentration, then one must also
assign a direct inflow to flow, otherwise no pollutant inflow will occur. An exception is at
submerged outfalls where pollutant intrusion can occur during periods of reverse flow. If
pollutant inflow is defined in terms of mass, then a flow inflow time series is not required.
Dry Weather Inflows Page
Inflows for Node 82309
1^1
The Dry Weather page of the Inflows Editor dialog is used to specify a continuous source of dry
weather flow entering a node of the drainage system. The page contains the following input fields:
274
-------
Constituent
Selects the constituent (FLOW or one of the project's specified pollutants) whose dry weather
inflow will be specified.
Average Value
Specifies the average (or baseline) value of the dry weather inflow of the constituent in the
relevant units (flow units for flow, concentration units for pollutants). Leave blank if there is no
dry weather flow for the selected constituent.
Time Patterns
Specifies the names of the time patterns to be used to allow the dry weather flow to vary in a
periodic fashion by month of the year, by day of the week, and by time of day (for both weekdays
and weekends). One can either type in a name or select a previously defined pattern from the
dropdown list of each combo box. Up to four different types of patterns can be assigned. You can
click the ^ button next to each Time Pattern field to edit the respective pattern.
More than one constituent can be edited while the dialog is active by simply selecting another
choice for the Constituent property. However, if the Cancel button is clicked then any changes
made to all constituents will be ignored.
RDM Inflow Page
The RDM Inflow page of the Inflows Editor dialog form is used to specify RDM (Rainfall-Dependent
Infiltration and Inflow) for the node in question. The page contains the following two input fields:
Unit Hydrograph Group
Enter (or select from the dropdown list) the name of the Unit Hydrograph group that applies to
the node in question. The unit hydrographs in the group are used in combination with the group's
assigned rain gage to develop a time series of RDM inflows per unit area over the period of the
simulation. Leave this field blank to indicate that the node receives no RDM inflow. Clicking the
button will launch the Unit Hydrograph Editor for the UH group specified.
Sewershed Area
Enter the area (in acres or hectares) of the sewershed that contributes RDM to the node in
question. Note this area will typically be only a small, localized portion of the subcatchment area
that contributes surface runoff to the node.
275
-------
CIO Initial Buildup Editor
The Initial Buildup Editor is invoked from the Property Editor when editing the Initial Buildup
property of a subcatchment. It specifies the amount of pollutant buildup existing over the
subcatchment at the start of the simulation.
The editor consists of a data entry grid with two columns. The first column lists the name of each
pollutant in the project and the second column contains edit boxes for entering the initial buildup
values. If no buildup value is supplied for a pollutant, it is assumed to be 0. The units for buildup
are either pounds per acre when US customary units are in use or kilograms per hectare when SI
metric units are in use.
If a non-zero value is specified for the initial buildup of a pollutant, it will override any initial
buildup computed from the Antecedent Dry Days parameter specified on the Dates page of the
Simulation Options dialog.
276
-------
C.ll Inlet Structure Editor
The Inlet Structure Editor is invoked when a new Inlet object is created or is selected for editing.
As shown below it contains an Inlet Name field used to uniquely identify the inlet structure and
an Inlet Type field to select the type of structure.
Inlet Structu re Ed itor X
Inlet Name: Combolnletl
Grate Curb Opening
Inlet Type: COMBINATION
— iSt(££.
Type | GENERIC
Length
Width
Open Fraction 0.8
Splash Velocity 0
ft
ft
ft/s
OK
Cancel
Help
The design parameters shown in the data entry panel depend on the choice of inlet type.
Grate Inlet
The design parameters for a grated inlet include:
Grate Type
Select from the choices shown in Table C-l below.
Length
The grate's length parallel to the street curb (feet or meters).
Width
The grate's width (feet or meters).
Open Fraction (for GENERIC grates only)
The fraction of the grate's area that is open. Values are predetermined for non-Generic grates.
Splash Velocity (for GENERIC grates only)
277
-------
The minimum velocity that causes some water to shoot over the inlet thus reducing its
capture efficiency (ft/sec or m/sec). Values are predetermined for non-Generic grates.
Table C-l Types of grate inlets
Grate Type
Sketch
Description
P BAR-50
Parallel bar grate with bar spacing 1%" on
center
P BAR-50X100
uu
Parallel bar grate with bar spacing lVs" on
center and ¥s" diameter lateral rods spaced
at 4" on center
P BAR-30
II
Parallel bar grate with lVs" on center bar
spacing
CURVED VANE
Sid
e
Curved vane grate with 3%" longitudinal bar
and transverse bar spacing on center
TILT BAR-45
>id
45 degree tilt bar grate with TA"
longitudinal bar and 4" transverse bar
spacing on center
TILT BAR-30
30 degree tilt bar grate with 3%" and 4" on
center longitudinal and lateral bar spacing
respectively
5
i d e
RETICULINE
1
a
"Honeycomb" pattern of lateral bars and
longitudinal bearing bars
GENERIC
A generic grate design.
Curb Opening Inlet
The design parameters for a curb opening inlet are:
Length
The length of the opening (feet or meters).
Height
The height of the opening (feet or meters).
Throat Angle
278
-------
The orientation of the curb opening's throat relative to the street surface. Choices are:
Vertical
Inclined
Horizontal
Combination Inlet
Combination inlets use the parameters for both a grate and curb opening inlet. For the curb
opening, only the portion that extends beyond the length of the grate contributes to the overall
capture efficiency.
Slotted Drain Inlet
The design parameters for a slotted drain inlet are:
Length
The drain's length parallel to the street curb (feet or meters).
Width
The drain's width (feet or meters).
Drop Grate Inlet
Drop grate inlets use the same parameters as a grated inlet.
Drop Curb Inlet
Drop curb inlets use the same length and height parameters as a curb opening inlet.
Custom Inlet
The only design parameter for a custom inlet is the name of a user-defined flow capture curve.
Two options for this curve are available:
279
-------
1. Diversion Curve (normally used for Divider nodes) that has captured flow be a function of
the inlet's approach flow
2. Rating Curve (normally used for Outlet links) that makes the captured flow be a function
of water depth.
Diversion curves are best suited for on-grade inlets and Rating curves for on-sag inlets.
Approach Flow or Water Depth
Clicking the ^ button next to the curve's name field will open a Curve Editor dialog.
280
-------
C.12 Inlet Usage Editor
The Inlet Usage Editor is used to place an Inlet Structure into a Street or open channel conduit. It
is accessed by selecting a conduit into the Property Editor and then clicking the ellipsis button in
its Inlets property. The following information is requested by the editor:
Inlet Structure
Select the name of an inlet structure that was
created with the Inlet Structure Editor (Section
C.ll) from the drop-down list. The list will
contain only those inlets that are compatible
with the conduit's cross-section (i.e., curb and
gutter inlets for street sections or drop inlets
for trapezoidal or rectangular channel
sections). Selecting a blank value for the first
item will remove the inlet from the conduit.
Capture Node
Enter the name of the node that receives flow
captured by the inlet. You can select the node
by clicking it on the Study Area Map or by
selecting it from the Project Browser.
Number of Inlets
The number of identical inlets placed in the
conduit. For two-sided street conduits this
number refers to pairs of inlets placed on each
side of the street
Percent Clogged
The degree to which each inlet is clogged. For example, if a value of 40% is entered then the
normal flow capture computed for the inlet is reduced by 40%.
Flow Restriction
The maximum flow (in the project's flow units) that can be captured by a single inlet. A value of 0
indicates that flow capture is unrestricted.
Depression Height
The height of any local gutter depression that exists overthe length of the inlet (in feet or meters).
A value of 0 indicates no local depression. This parameter is ignored for drop inlets.
Inlet for Conduit 1
Street
I
* ^""'iHfrTrnj
Inlet
-Sewer
T
Capture
Node
Property
Value
Inlet Structure
Capture Node
Number of Inlet:
Percent Clogged
Flow Restriction
Depression Height
Depression Width
Inlet Placement
Inletl
AUTOMATIC
Name of inlet structure to use.
Select blank entry to remove inlet.
OK
Cancel
Help
281
-------
Depression Width
The width of any local gutter depression in feet or meters. It should be at least as large as the
width that the inlet extends out into the gutter. This value is ignored if the depression height is 0
or if a drop inlet is used.
Inlet Placement
Specifies whether the inlet is placed in an on-grade or on-sag location. Selecting AUTOMATIC has
the program determine the placement based on the topography of the street layout.
Grated, curb opening and slotted drain inlets can only be used by Street conduits. Drop
grates and drop curb inlets can only be used by open rectangular or trapezoidal channels.
Custom inlets can be used in any conduit.
282
-------
C.13 Land Use Assignment Editor
The Land Use Assignment editor is invoked from the Property Editor when editing the Land Uses
property of a subcatchment. Its purpose is to assign land uses to the subcatchment for water
quality simulations. The percent of land area in the subcatchment covered by each land use is
entered next to its respective land use category. If the land use is not present its field can be left
blank. The percentages entered do not necessarily have to add up to 100.
Subcatchment 2 (a)
Property
Value
Infiltration
HORTON
Groundwater
NO
Snow Pack
LID Controls
0
|Land Uses
^ -II-
Initial Buildup
NONE
Curb Length
o U
Assignment of land uses to
subcatchment (click to edit]
Land Use Assignment
Land Use % of Area
Residential
50.00
Undeveloped
50.00
OK Cancel Help
283
-------
C.14 Land Use Editor
The Land Use Editor dialog is used to define a category of land use for the study area and to define
its pollutant buildup and washoff characteristics.
Land Use Editor
General Buildup Washoff
Property
Value
Land Use Name
Residential
Description
STREET SWEEPING
Interval
Availability
Last Swept
User assigned name of land use.
OK
Cancel
Help
The dialog contains three tabbed pages of land use properties:
¦ General Page (provides land use name and street sweeping parameters)
¦ Buildup Page (defines rate at which pollutant buildup occurs)
¦ Washoff Page (defines rate at which pollutant washoff occurs)
General Page
The General page of the Land Use Editor dialog describes the following properties of a particular
land use category:
Land Use Name
The name assigned to the land use.
284
-------
Description
An optional comment or description of the land use (click the ellipsis button or press Enter to
edit).
Street Sweeping Interval
Days between street sweeping within the land use (0 for no sweeping).
Street Sweeping Availability
Fraction of the buildup of all pollutants that is available for removal by sweeping.
Last Swept
Number of days since last swept at the start of the simulation.
If street sweeping does not apply to the land use, then the last three properties can be left blank.
Buildup Page
Land Use Editor ]^3»|
General Buildup Washoff
Pollutant
TSS
Property
Value
Function
SAT
Max. Buildup
50
Rate Constant
0
Power/Sat. Constant
2
Normalizer
AREA
Buildup function: POW = power, EXP =
exponential, SAT = saturation, EXT = external time
series.
OK
Cancel
Help
The Buildup page of the Land Use Editor dialog describes the properties associated with pollutant
buildup over the land during dry weather periods. These consist of:
285
-------
Pollutant
Select the pollutant whose buildup properties are being edited.
Function
The type of buildup function to use for the pollutant. The choices are NONE for no buildup, POW
for power function buildup, EXP for exponential function buildup SAT for saturation function
buildup, and EXT for buildup supplied by an external time series. See the discussion of Pollutant
Buildup in Section 3.3.11 for explanations of these different functions. Select NONE if no buildup
occurs.
Max. Buildup
The maximum buildup that can occur, expressed as lbs (or kg) of the pollutant per unit of the
normalizer variable (see below). This is the same as the CI coefficient used in the buildup formulas
discussed in Section 3.3.11.
The following two properties apply to the POW, EXP, and SAT buildup functions:
Rate Constant
The time constant that governs the rate of pollutant buildup. This is the C2 coefficient in the Power
and Exponential buildup formulas discussed in Section 3.3.11. For Power buildup its units are
mass/days raised to a power, while for Exponential buildup its units are 1/days.
Power/Sat. Constant
The exponent C3 used in the Power buildup formula, or the half-saturation constant C2 used in
the Saturation buildup formula discussed in Section 3.3.11. For the latter case, its units are days.
The following two properties apply to the EXT (External Time Series) option:
Scaling Factor
A multiplier used to adjust the buildup rates listed in the time series.
Time Series
The name of the Time Series that contains buildup rates (as mass per normalizer per day).
Normalizer
The variable to which buildup is normalized on a per unit basis. The choices are either land area
(in acres or hectares) or curb length. Any units of measure can be used for curb length, as long as
they remain the same for all subcatchments in the project.
When there are multiple pollutants, each pollutant must be selected separately from the
Pollutant dropdown list and have its pertinent buildup properties specified.
286
-------
Washoff Page
Land Use Editor
General Buildup Washoff
Pollutant
TSS
Property
Value
Function
EXP
Coefficient
0.1
Exponent
1
Cleaning Effic.
0
BMP Effic.
0
Washoff function: EXP = exponential, RC = rating
curv^. EMC - event mean concentration,
Cancel
Help
The Washoff page of the Land Use Editor dialog describes the properties associated with pollutant
washoff over the land use during wet weather events. These consist of:
Pollutant
The name of the pollutant whose washoff properties are being edited.
Function
The choice of washoff function to use for the pollutant. The choices are:
¦ NONE no washoff
¦ EXP exponential washoff
¦ RC rating curve washoff
¦ EMC event-mean concentration washoff.
The formula for each of these functions is discussed in Section 3.3.11 (Land Uses) under the
Pollutant Washoff topic.
Coefficient
This is the value of CI in the exponential and rating curve formulas, or the event-mean
concentration.
287
-------
Exponent
The exponent used in the exponential and rating curve washoff formulas.
Cleaning Efficiency
The street cleaning removal efficiency (percent) for the pollutant. It represents the fraction of the
amount that is available for removal on the land use as a whole (set on the General page of the
editor) which is actually removed.
BMP Efficiency
Removal efficiency (percent) associated with any Best Management Practice that might have been
implemented (but is not explicitly represented in the model). The washoff load computed at each
time step is simply reduced by this amount.
As with the Buildup page, each pollutant must be selected in turn from the Pollutant dropdown
list and have its pertinent washoff properties defined.
288
-------
C.15 LID Control Editor
The LID Control Editor is used to define a low impact development control that can be deployed
throughout a study area to store, infiltrate, and evaporate subcatchment runoff. The design of
the control is made on a per-uriit-area basis so that it can be placed in any number of
subcatchments at different sizes or number of replicates.
LID Control Editor
Control Name: planters
LID Type: Bio-Retention Cell
Drain*
*Optional
OK
Cancel
Help
Surface Soil
Storage Drain
Thickness
(in. or mm)
Porosity
(volume fraction)
Field Capacity
(volume fraction)
Wilting Point
(volume fraction)
Conductivity
(in/hr or mm/hr)
Conductivity
Slope
Suction Head
(in. or mm)
12
0.5
0.2
0.1
0.5
10,0
3.5
The editor contains the following data entry fields:
Control Name
A name used to identify the particular LID control.
LID Type
The generic type of LID being defined (bio-retention cell, rain garden, green roof, infiltration
trench, permeable pavement, rain barrel, or vegetative swale).
Process Layers
These are a tabbed set of pages containing data entry fieldsforthe vertical layers and drain system
that comprise an LID control. They include some combination of the following, depending on the
type of LID selected: Surface Layer, Pavement Layer, Soil Layer, Storage Layer, and Drain System
or Drainage Mat.
289
-------
Surface Layer Properties
The Surface Layer page of the LID Control Editor is used to describe the surface properties of all
types of LID controls except rain barrels. Surface layer properties include:
Berm Height (or Storage Depth)
When confining walls or berms are present this is the maximum depth to which water can pond
above the surface of the unit before overflow occurs (in inches or mm). For Rooftop Disconnection
it is the roofs depression storage depth, and for Vegetative Swales it is the height of the
trapezoidal cross-section.
Vegetative Volume Fraction
The fraction of the volume within the storage depth filled with vegetation. This is the volume
occupied by stems and leaves, not their surface area coverage. Normally this volume can be
ignored, but may be as high as 0.1 to 0.2 for very dense vegetative growth.
Surface Roughness
Manning's roughness coefficient (n) for overland flow over surface soil cover, pavement, roof
surface or vegetative swale. Use 0 for other types of LIDs.
Surface Slope
Slope of a roof surface, pavement surface or vegetative swale (percent). Use 0 for other types of
LIDs.
Swale Side Slope
Slope (run over rise) of the side walls of a vegetative swale's cross-section. This value is ignored
for other types of LIDs.
(D
w If either Surface Roughness or Surface Slope values are 0 then any ponded water that
exceeds the surface storage depth is assumed to completely overflow the LID control
within a single time step.
Pavement Layer Properties
The Pavement Layer page of the LID Control Editor supplies values for the following properties of
a permeable pavement LID:
290
-------
Thickness
The thickness of the pavement layer (inches or mm). Typical values are 4 to 6 inches (100 to 150
mm).
Void Ratio
The volume of void space relative to the volume of solids in the pavement for continuous systems
or for the fill material used in modular systems. Typical values for pavements are 0.12 to 0.21.
Note that porosity = void ratio / (1 + void ratio).
Impervious Surface Fraction
Ratio of impervious paver material to total area for modular systems; 0 for continuous porous
pavement systems.
Permeability
Permeability of the concrete or asphalt used in continuous systems or hydraulic conductivity of
the fill material (gravel or sand) used in modular systems (in/hr or mm/hr). In the latter case the
fill's nominal conductivity should be multiplied by the fraction of the total area it covers. The
permeability of new porous concrete or asphalt is very high (e.g., hundreds of in/hr) but can drop
off over time due to clogging by fine particulates in the runoff (see below).
Clogging Factor
Number of pavement layer void volumes of runoff treated it takes to completely clog the
pavement. Use a value of 0 to ignore clogging. Clogging progressively reduces the pavement's
permeability in direct proportion to the cumulative volume of runoff treated.
If one has an estimate of the number of years it takes to fully clog the system (Yclog), the Clogging
Factor can be computed as: Yclog * Pa * CR * (1 + VR) * (1 - ISF) / (T * VR) where Pa is the annual
rainfall amount over the site, CR is the pavement's capture ratio (area that contributes runoff to
the pavement divided by area of the pavement itself), VR is the system's Void Ratio, ISF is the
Impervious Surface Fraction, and T is the pavement layer Thickness.
As an example, suppose it takes 5 years to clog a continuous porous pavement system that serves
an area where the annual rainfall is 36 inches/year. If the pavement is 6 inches thick, has a void
ratio of 0.2 and captures runoff only from its own surface, then the Clogging Factor is 5 x 36 x (1
+ 0.2) / 6 / 0.2 = 180.
Regeneration Interval
The number of days that the pavement layer is allowed to clog before its permeability is restored,
typically by vacuuming its surface. A value of 0 (the default) indicates that no permeability
regeneration occurs.
291
-------
Regeneration Fraction
The fractional degree to which the pavement's permeability is restored when a regeneration
interval is reached. The default is 0 (no restoration) while a value of 1 indicates complete
restoration to the original permeability value. Once a regeneration occurs the pavement begins
to clog once again at a rate determined by the Clogging Factor.
Soil Layer properties
The Soil Layer page of the LID Control Editor describes the properties of the engineered soil
mixture used in bio-retention types of LIDs and the optional sand layer beneath permeable
pavement. These properties are:
Thickness
The thickness of the soil layer (inches or mm). Typical values range from 18 to 36 inches (450 to
900 mm) for rain gardens, street planters and other types of land-based bio-retention units, but
only 3 to 6 inches (75 to 150 mm) for green roofs.
Porosity
The volume of pore space relative to total volume of soil (as a fraction).
Field Capacity
Volume of pore water relative to total volume after the soil has been allowed to drain fully. Below
this level, vertical drainage of water through the soil layer does not occur.
Wilting Point
Volume of pore water relative to total volume for a well dried soil where only bound water
remains. The moisture content of the soil cannot fall below this limit.
Conductivity
Hydraulic conductivity for the fully saturated soil (in/hr or mm/hr).
Conductivity Slope
Average slope of the curve of log(conductivity) versus soil moisture deficit (porosity minus
moisture content) (unitless). Typical values range from 30 to 60. It can be estimated from a
standard soil grain size analysis as 0.48(%Sand) + 0.85(%Clay).
Suction Head
The average value of soil capillary suction along the wetting front (inches or mm). This is the same
parameter as used in the Green-Ampt infiltration model.
292
-------
V Porosity, field capacity, conductivity and conductivity slope are the same soil properties
used for Aquifer objects when modeling groundwater, while suction head is the same
parameter used for Green-Ampt infiltration. Except here they apply to the special soil
mixture used in a LID unit rather than the site's naturally occurring soil. See Appendix A.2
for typical values of these properties.
Storage Layer Properties
The Storage Layer page of the LID Control Editor describes the properties of the crushed stone or
gravel layer used in bio-retention cells, permeable pavement systems, and infiltration trenches as
a bottom storage/drainage layer. It is also used to specify the height of a rain barrel (or cistern).
The following data fields are displayed:
Thickness (or Barrel Height)
This is the thickness of a gravel layer or the height of a rain barrel (inches or mm). Crushed stone
and gravel layers are typically 6 to 18 inches (150 to 450 mm) thick while single family home rain
barrels range in height from 24 to 36 inches (600 to 900 mm).
The following data fields do not apply to Rain Barrels.
Void Ratio
The volume of void space relative to the volume of solids in the layer. Typical values range from
0.5 to 0.75 for gravel beds. Note that porosity = void ratio / (1 + void ratio).
Seepage Rate
The rate at which water seeps into the native soil below the layer (in inches/hour or mm/hour).
This would typically be the Saturated Hydraulic Conductivity of the surrounding subcatchment if
Green-Ampt infiltration is used or the Minimum Infiltration Rate for Horton infiltration. If there is
an impermeable floor or liner below the layer then use a value of 0.
Clogging Factor
Total volume of treated runoff it takes to completely clog the bottom of the layer divided by the
void volume of the layer. Use a value of 0 to ignore clogging. Clogging progressively reduces the
Infiltration Rate in direct proportion to the cumulative volume of runoff treated and may only be
of concern for infiltration trenches with permeable bottoms and no under drains.
The following data field applies only to Rain Barrels.
293
-------
Covered
Specifies if the rain barrel is covered or not. A covered rain barrel receives no direct rainfall.
Storage Drain Properties
LID storage layers can contain an optional drainage system that collects water entering the layer
and conveys it to a conventional storm drain or other location (which can be different than the
outlet of the LID's subcatchment). Drain flow can also be returned to the pervious area of the LID's
subcatchment. The drain can be offset some distance above the bottom of the storage layer, to
allow some volume of runoff to be stored (and eventually infiltrated) before any excess is
captured by the drain. For Rooftop Disconnection, the drain system consists of the roofs gutters
and downspouts that have some maximum conveyance capacity.
The Drain page of the LID Control Editor describes the properties of this system. It contains the
following data entry fields:
Drain Flow Coefficient and Drain Flow Exponent
The drain coefficient Cand exponent n determines the rate of flow through a drain as a function
of the height of stored water above the drain's offset. The following equation is used to compute
this flow rate (per unit area of the LID unit):
q = Chn
where <7is outflow (in/hr or mm/hr) and h is the height of saturated media above the drain (inches
or mm). A typical value for n would be 0.5 (making the drain act like an orifice). Note that the
units of Cdepend on the unit system being used as well as the value assigned to n. If the layer
has no drain then set C to 0.
A typical value for n would be 0.5 (making the drain act like an orifice). Note that the units of C
depend on the unit system being used as well as the value assigned to n.
Drain Offset Height
This is the height of the drain line above the bottom of a storage layer or rain barrel (inches or
mm).
Drain Delay (for Rain Barrels only)
The number of dry weather hours that must elapse before the drain line in a rain barrel is opened
(the line is assumed to be closed once rainfall begins). A value of 0 signifies that the barrel's drain
line is always open and drains continuously. This parameter is ignored for other types of LIDs.
294
-------
Flow Capacity (for Rooftop Disconnection only)
This is the maximum flow rate that the roof's gutters and downspouts can handle (in inches/hour
or mm/hour) before overflowing. This is the only drain parameter used for Rooftop
Disconnection.
Open Level
The height (in inches or mm) in the drain's Storage Layer that causes the drain to automatically
open when the water level rises above it. The default is 0 which means that this feature is disabled.
Closed Level
The height (in inches or mm) in the drain's Storage Layer that causes the drain to automatically
close when the water level falls below it. The default is 0.
Control Curve
The name of an optional Control Curve that adjusts the computed drain flow as a function of the
head of water above the drain. Leave blank if not applicable.
There are several things to keep in mind when specifying the parameters of an LID's underdrain:
• If the storage layer that contains the drain has an impermeable bottom then it's best to
place the drain at the bottom with a zero offset. Otherwise, to allow the full storage
volume to fill before draining occurs, one would place the drain at the top of the storage
layer.
• If the storage layer has no drain then set the drain coefficient to 0.
• If the drain can carry whatever flow enters the storage layer up to some specific limit then
set the drain coefficient to the limit and the drain exponent to 0.
• If the underdrain consists of slotted pipes where the slots act as orifices, then the drain
exponent would be 0.5 and the drain coefficient would be 60,000 times the ratio of total
slot area to LID area. For example, drain pipe with five 1/4" diameter holes per foot
spaced 50 feet apart would have an area ratio of 0.000035 and a drain coefficient of 2.
• If the goal is to drain a fully saturated unit in a specific amount of time then set the drain
exponent to 0.5 (to represent orifice flow) and the drain coefficient to 2D1/2/T where D is
the distance from the drain to the surface plus any berm height (in inches or mm) and T
is the time in hours to drain. For example, to drain a depth of 36 inches in 12 hours
requires a drain coefficient of 1. If this drain consisted of the slotted pipes described in
the previous bullet, whose coefficient was 2, then a flow regulator, such as a cap orifice,
would have to be placed on the drain outlet to achieve the reduced flow rate.
295
-------
Drainage Mat Properties
Green Roofs usually contain a drainage mat or plate that lies below the soil media and above the
roof structure. Its purpose is to convey any water that drains through the soil layer off of the roof.
The Drainage Mat page of the LID Control Editor for Green Roofs lists the properties of this layer
which include:
Thickness
The thickness of the mat or plate (inches or mm). It typically ranges between 1 to 2 inches.
Void Fraction
The ratio of void volume to total volume in the mat. It typically ranges from 0.5 to 0.6.
Roughness
This is the Manning's roughness coefficient (n) used to compute the horizontal flow rate of
drained water through the mat. It is not a standard product specification provided by
manufacturers and therefore must be estimated. Previous modeling studies have suggested using
a relatively high value such as from 0.1 to 0.4.
LID Pollutant Removal
The Pollutant Removal page of the LID Control Editor allows one to specify the degree to which
pollutants are removed by an LID control as seen by the flow leaving the unit through its
underdrain system. Thus it only applies to LID practices that contain an underdrain (bio-retention
cells,permeable pavement, infiltration trenches, and rain barrels).
The page contains a data entry grid with the project's pollutant names listed in one column and
the percent removal that each receives by the LID unit in the second editable column. If a percent
removal value is left blank it is assumed to be 0.
The removals specified on this page are applied to the unit's underdrain when it sends flow onto
either a subcatchment or into a conveyance system node. They do not apply to any surface flow
that leaves the LID unit. As an example, if the runoff treated by the LID unit had a TSS
concentration of 100 mg/L and a removal percentage of 90, then if 5 cfs flowed from its drain into
a conveyance system node the mass loading contribution to the node would be 100 x (1.0 - 0.9)
x 5 x 28.3 L/ft3 = 1,415 mg/sec. If in addition the unit had a surface outflow of 1 cfs into the same
node, the mass loading from this flow stream would be 100 x 1 x 28.3 = 2,830 mg/sec.
296
-------
C.16 LID Group Editor
The LID Group Editor is invoked when the LID Controls property of a Subcatchment is selected for
editing. It is used to identify a group of previously defined LID controls that will be placed within
the subcatchment, the sizing of each control, and what percent of runoff from the non-LID portion
of the subcatchment each should treat.
LID Controls for Subcatchment S1 X
Control Name
LID Type
% of Area
% From Irnperv
% From Perv
Report File
j InfilTrench
Infil, Trench
U 1,074
40
0
RainBarrels
Rain Barrel
0.031
17
0
Add
Edit
Delete
OK
Cancel
Help
The editor displays the current group of LIDs placed in the subcatchment along with buttons for
adding an LID unit, editing a selected unit, and deleting a selected unit. These actions can also be
chosen by hitting the Insert key, the Enter key, and the Delete key, respectively. Selecting Add or
Edit will bring up an LID Usage Editor where one can enter values for the data fields shown in the
Group Editor.
Note that the total % of Area for all of the LID units within a subcatchment must not exceed 100%.
The same applies to % From Impervious and % From Pervious. Refer to the LID Usage Editor for
the meaning of these parameters.
297
-------
C.17 LID Usage Editor
The LID Usage Editor is invoked from a subcatchment's LID Group Editor to specify how a
particular LID control will be deployed within the subcatchment. It contains the following data
entry fields:
LID Usage Editor
LID Control Name
Rain Barrel
Detailed Report File (Optional)
X
I I LID Occupies Full Subcatchment
Area of Each Unit (sq ft or sq rn)
Number of Units
% of Subcatchment Occupied
Surface Width per Unit (ft or m)
% Initially Saturated
% of Impervious Area Treated
% of Pervious Area Treated
32
0.073
17
0
Send Drain Flow To:
(Leave blank to use subcatchment outlet)
VA Return a
Outflow to Pervious Area
OK
Cancel
Help
Control Name
The name of a previously defined LID control to be used in the subcatchment.
LID Occupies Full Subcatchment
Select this checkbox option if the LID control occupies the full subcatchment (i.e., the LID is placed
in its own separate subcatchment and accepts runoff from upstream subcatchments).
Area of Each Unit
The surface area devoted to each replicate LID unit (sq. ft or sq. m). If the LID Occupies Full
Subcatchment box is checked, then this field becomes disabled and will display the total
subcatchment area divided by the number of replicate units. (See Section 3.3.16 for options on
placing LIDs within subcatchments.) The label below this field indicates how much of the total
subcatchment area is devoted to the particular LID being deployed and gets updated as changes
are made to the number of units and area of each unit.
298
-------
Number of Replicate Units
The number of equal size units of the LID practice (e.g., the number of rain barrels) deployed
within the subcatchment.
Surface Width Per Unit
The width of the outflow face of each identical LID unit (in ft or m). This parameter applies to
roofs, pavement, trenches, and swales that use overland flow to convey surface runoff off of the
unit. It can be set to 0 for other LID processes, such as bio-retention cells, rain gardens, and rain
barrels that simply spill any excess captured runoff over their berms.
% Initially Saturated
For LID units with a soil layer this is the degree to which the layer is initially filled with water (0 %
saturation corresponds to the wilting point moisture content, 100 % saturation has the moisture
content equal to the porosity). For units with a storage layer it corresponds to the initial depth of
water in the layer.
% of Impervious Area Treated
The percent of the impervious portion of the subcatchment's non-LID area whose runoff is treated
by the LID practice. (E.g., if rain barrels are used to capture roof runoff and roofs represent 60%
of the impervious area, then the impervious area treated is 60%). If the LID unit treats only direct
rainfall, such as with a green roof or roof disconnection, then this value should be 0. If the LID unit
takes up the entire subcatchment then this field is ignored.
% of Pervious Area Treated
The percent of the pervious portion of the subcatchment's non-LID area whose runoff is treated
by the LID practice. If the LID unit treats only direct rainfall, such as with a green roof or roof
disconnection, then this value should be 0. If the LID unit takes up the entire subcatchment then
this field is ignored.
Send Drain Flow To
Provide the name of the Node or Subcatchment that receives any drain flow produced by the LID
unit. This field can be left blank if this flow goes to the same outlet as the LID unit's subcatchment.
Return All Outflow to Pervious Area
Select this option if outflow from the LID unit should be routed back onto the pervious area of the
subcatchment that contains it. If drain outflow was selected to be routed to a different location
than the subcatchment outlet then only surface outflow will be returned. Otherwise both surface
and drain flow will be returned. Selecting this option would be a common choice to make for Rain
Barrels, Rooftop Disconnection and possibly Green Roofs.
299
-------
Detailed Report File
The name of an optional file where detailed time series results for the LID will be written. Click
the browse button ^ to select a file using the standard Windows File Save dialog or click the
delete button X to remove any detailed reporting. The detailed report file will be a tab delimited
text file that can be easily opened and viewed with any text editor or spreadsheet program (such
as Microsoft Excel) outside of SWMM.
ff)!
If the subcatchment containing the LID internally routes some portion of the impervious
area runoff onto the pervious area then the percent of impervious area treated by the LID
unit refers to the remaining impervious area that is not internally routed. For example, if
the subcatchment has 2 acres of impervious area with runoff from 50% of this area routed
onto its pervious area then an LID unit which treats 20% of the impervious area would
receive runoff from 0.2 acres of impervious area. This same convention applies to the
percent of pervious area treated when there is internal routing from pervious to
impervious areas.
300
-------
C.18 Pollutant Editor
The Pollutant Editor is invoked when a new pollutant object is created or an existing pollutant is
selected for editing. It contains the following fields:
Pollutant Editor
Property
Value
Name
Lead
Units
UG/L
Rain Concen.
0.0
GW Concen.
0.0
I&I Concen.
0
DWF Concen.
0
Init. Concen.
0
Decay Coeff.
0.0
Snow Only
NO
Co-Pollutant
TSS
Co-Fraction
0.2
User-assigned name of the pollutant,
OK Cancel Help
Name
The name assigned to the pollutant.
Units
The concentration units (mg/L, ug/L, or #/L (counts/L)) in which the pollutant concentration is
expressed.
Rain Concentration
Concentration of the pollutant in rain water (concentration units).
GW Concentration
Concentration of the pollutant in ground water (concentration units).
301
-------
Initial Concentration
Concentration of the pollutant throughout the conveyance system at the start of the simulation.
I&l Concentration
Concentration of the pollutant in any rainfall-dependent infiltration and inflow (concentration
units).
DWF Concentration
Concentration of the pollutant in any dry weather sanitary flow (concentration units). This value
can be overridden for any specific node of the conveyance system by editing the node's Inflows
property.
Decay Coefficient
First-order decay coefficient of the pollutant (1/days).
Snow Only
YES if pollutant buildup occurs only when there is snow cover, NO otherwise (default is NO).
Co-Pollutant
Name of another pollutant whose runoff concentration contributes to the runoff concentration
of the current pollutant.
Co-Fraction
Fraction of the co-pollutant's runoff concentration that contributes to the runoff concentration
of the current pollutant.
An example of a co-pollutant relationship would be where the runoff concentration of a particular
heavy metal is some fixed fraction of the runoff concentration of suspended solids. In this case
suspended solids would be declared as the co-pollutant for the heavy metal.
302
-------
C.19 Snow Pack Editor
The Snow Pack Editor is invoked when a new snow pack object is created or an existing snow pack
is selected for editing. The editor contains a data entry field for the snow pack's name and two
tabbed pages, one for snow pack parameters and one for snow removal parameters.
Snow Pack Editor
-£3-
Snow Pack Name
SP1
Snow Pack Parameters Snow Removal Parameters
Subcatchment Surface Type
Plowable
Impervious
Pervious
Min. Melt Coeff. (in/hr/deg F)
0.001
0.001
0.001
Max. Melt Coeff. (in/hr/deg F)
0.001
0.001
0.001
Base Temperature (deg F)
32.0
32.0
32.0
Fraction Free Water Capacity
0.10
0.10
0.10
Initial Snow Depth (in)
0.00
0.00
0.00
Initial Free Water (in)
0.00
0.00
0.00
Depth at 100% Cover (in)
0.00
0.00
Fraction of Impervious Area That is Plowable:
0.0
OK
Cancel
Help
Snow Pack Parameters Page
The Parameters page of the Snow Pack Editor dialog provides snow melt parameters and initial
conditions for snow that accumulates over three different types of areas: the impervious area
that is plowable (i.e., subject to snow removal), the remaining impervious area, and the entire
pervious area. The page contains a data entry grid which has a column for each type of area and
a row for each of the following parameters:
303
-------
Minimum Melt Coefficient
The degree-day snow melt coefficient that occurs on December 21. Units are either in/hr-deg F
or mm/hr-deg C.
Maximum Melt Coefficient
The degree-day snow melt coefficient that occurs on June 21. Units are either in/hr-deg F or
mm/hr-deg C. For a short term simulation of less than a week or so it is acceptable to use a single
value for both the minimum and maximum melt coefficients.
The minimum and maximum snow melt coefficients are used to estimate a melt coefficient that
varies by day of the year. The latter is used in the following degree-day equation to compute the
melt rate for any particular day:
Melt Rate = (Melt Coefficient) * (Air Temperature - Base Temperature).
Base Temperature
Temperature at which snow begins to melt (degrees F or C).
Fraction Free Water Capacity
The volume of a snow pack's pore space which must fill with melted snow before liquid runoff
from the pack begins, expressed as a fraction of snow pack depth.
Initial Snow Depth
Depth of snow at the start of the simulation (water equivalent depth in inches or millimeters).
Initial Free Water
Depth of melted water held within the pack at the start of the simulation (inches or mm). This
number should be at or below the product of the initial snow depth and the fraction free water
capacity.
Depth at 100% Cover
The depth of snow beyond which the entire area remains completely covered and is not subject
to any areal depletion effect (inches or mm).
Fraction of Impervious Area That is Plowable
The fraction of impervious area that is plowable and therefore is not subject to areal depletion.
304
-------
Snow Removal Parameters Page
Snow Pack Editor
1^1
Snow Pack Name
SP1
Snow Pack Parameters Snow Removal Parameters
Depth at which snow removal begins (in)
Fra cti o n tra n sferred o ut of th e watersh ed
Fraction transferred to the impervious area
Fraction transferred to the pervious area
Fraction converted into immediate melt
Fraction moved to another subcatchment
[Subcatchment name)
Note: sum of all fractions must be < = 1.0.
1.0
0.0
0.0
0.0
0.0
0.0
OK
Cancel
Help
The Snow Removal page of the Snow Pack Editor describes how snow removal occurs within the
Plowable area of a snow pack. The following parameters govern this process:
Depth at which snow removal begins (in or mm)
Depth which must be reached before any snow removal begins.
Fraction transferred out of the watershed
The fraction of snow depth that is removed from the system (and does not become runoff).
Fraction transferred to the impervious area
The fraction of snow depth that is added to snow accumulation on the pack's impervious area.
Fraction transferred to the pervious area
The fraction of snow depth that is added to snow accumulation on the pack's pervious area.
305
-------
Fraction converted to immediate melt
The fraction of snow depth that becomes liquid water which runs onto any subcatchment
associated with the snow pack.
Fraction moved to another subcatchment
The fraction of snow depth which is added to the snow accumulation on some other
subcatchment. The name of the subcatchment must also be provided.
The various removal fractions must add up to 1.0 or less. If less than 1.0, then some remaining
fraction of snow depth will be left on the surface after all of the redistribution options are
satisfied.
306
-------
C.20 Storage Shape Editor
The Storage Shape Editor is used to describe how a storage unit's surface area varies with depth
above the bottom of the unit. It is invoked when the Storage Shape property of a storage node is
selected for editing (see Section B.6).There are six types of shapes one can choose from:
StorageShapeEditor X
Select a type of storage unit shape and provide its parameters:
Cylindrical
Pyramidal
Conical
<4 =m
Functional
Parabolic
Tabular
General Function with Area - aO + a1 * Depth¦"'¦aZ
Constant (aD)
1000
(ftZj
Coefficient (a1)
Exponent (a2)
See Help for parameter values of various shapes.
Show Volume Calculator
OK
Cancel
Help
Cylindrical
The storage unit has vertical sides and an elliptical base. The equation for surface area A is:
A = (n/4f)LW
where L = base major axis length and W= base minor axis width. If only the surface area is known
then one can use the Functional storage option instead.
307
-------
Conical
The storage unit is shaped as a truncated elliptical cone. The equation for surface area A as a
function of water depth D is:
A = n[L(W/4) + WZD + (W/L) (ZD)2]
where L = base major axis length, W= base minor axis width and Z= side slope (run / rise) of a
vertical slice through the major axis.
Parabolic
The storage unit has the shape of an elliptical paraboloid. The equation for surface area A as a
function of water depth D is:
A = (777/4 )L(W/H)D
where L = major axis length at height Hand W= minor axis width at height H. This shape can also
be described using the Functional storage option.
Pyramidal
This is for storage units shaped as a truncated rectangular pyramid or a rectangular box. The
equation for surface area A as a function of water depth D is:
A = LW + 2 (L + W)ZD + (2 ZD)2
where L= base length, W= base width and Z= side slope (run / rise) (which would be 0 for a box).
Functional
The following general function is used to relate surface area A to water depth D:
A = aO + alDa2
where aO, al, and a2 are user supplied coefficients. The coefficient values for some particular
types of shapes are as follows:
• Shapes with vertical sides (such as a cylinder or rectangular prism):
aO =area of the base
al = a2 = 0
• Open channel with a trapezoidal cross-section and vertical ends (i.e., a trapezoidal
prism):
aO = WL
al = 2 ZL
a2 = 1
where W= bottom width of cross-section, L = channel length, and Z= side slope.
308
-------
• Open channel with a parabolic cross-section and vertical ends:
aO = 0
al = WLH05
a2 = 1
where W = top width, L = channel length and H = full height.
• Elliptical paraboloid:
aO = 0
al = nL W/H
cl2 = 1
where L is the length of the major axis and Wthe length of the minor axis at full height
H.
• Circular non-truncated cone:
aO = 0
al = (tt/4 )(W/H)2
a2 = 2
where W is the cone's diameter at height H.
Tabular
This option uses a tabular Storage Curve to relate surface area to depth. It can represent natural
depressions with irregular shaped contour intervals, spheroid storage vessels or conventional
shapes with different base sizes stacked on top of one another. The first point supplied to the
curve should be the surface area of the unit's base at a depth of 0. Otherwise it will be assumed
that the unit has zero surface area at its base. The curve will be extrapolated outwards to meet
the unit's maximum depth if need be.
For each of these options, depth is measured in feet and surface area in square feet for US units,
while meters and square meters, respectively, are used for SI units.
Clicking the Show Volume Calculator label will display a panel where one can see what the surface
area and stored volume will be for a specified water depth for the currently selected storage
shape.
309
-------
C.21 Street Section Editor
The Street Section Editor is used to define the dimensions of a street or roadway cross-section.
It is invoked when a new Street object is created or an existing one is selected for editing.
Street Section Editor X
The editor asks that the following dimensions be provided for the portion of the street extending
from the high point of the roadway to the curb and beyond to any backing that might exist:
Street Section Name
The name assigned to the street cross-section. Conduits with a Street shape cross-section will
refer to this name to identify its cross-section dimensions.
310
-------
Road Width (Tcrown)
The distance from the curb to the high point of the street roadway (i.e., the street crown) (feet or
meters). Traffic lanes are typically 10 to 12 feet (3.3 to 3.7 meters) wide with gutters being 1 to 3
feet (0.3 to 1 meter) wide.
Curb Height (Hcurb)
The height of the curb with respect to the street's cross slope (feet or meters). Typical heights are
0.33 to 0.67 feet (0.1 to 0.2 meters) with 0.5 feet (0.15 meters) being standard in the U.S.
Cross Slope (Sx)
The slope of the roadway portion of the cross-section (percent). Cross slopes range between lto
4 percent with 2 percent being a common value.
Road Roughness
Manning's roughness coefficient (n) for the road surface. Typical values range from 0.013 to 0.017.
One or Two Sided
Select One Sided if the street section extends only to the street crown or Two Sided if the same
street section shape exists on the opposite side of the street crown.
Gutter Depression (a)
The distance that the gutter portion of the street is depressed below where the cross slope of the
roadway would intersect the curb (feet or meters). Depressed gutter sections increase the
conveyance capacity of a street. A typical value would be 0.17 feet (2 inches or 0.05 meters).
Conventional gutters maintain the same slope as the roadway and would therefore have a 0
depression depth.
Gutter Width (W)
The width between the curb and the roadway for a depressed gutter (feet or meters). A typical
value would be 2 feet (0.6 meters). For conventional gutters with no depression depth use a value
of 0.
Backing Width (Tback)
The width of the area that the street backs up against (such as a sidewalk or lawn area) (feet or
meters). Enter 0 if there is no backing.
Backing Slope (Sback)
The slope of the backing area (percent). If the backing width is non-zero then this must be a
positive number. Otherwise it is ignored.
311
-------
Backing Roughness
Manning's roughness coefficient (n) for the backing's surface. This parameter is ignored if the
backing width is 0.
312
-------
C.22 Time Pattern Editor
The Time Pattern Editor is invoked when a new time pattern object is created or an existing time
pattern is selected for editing.
Time Pattern Editor | |
Name
Type
DWF
HOURLY
~
Description
Global hourly DWF pattern
4\
Multipliers
12 Al\
1AM
2 AM
3 AM
4 AM
5 AM
6 AM
7 AM
The editor contains that following data entry fields:
Name
The name assigned to the time pattern.
Type
The type of time pattern being specified. The choices are Monthly, Daily, Hourly and Weekend
Hourly.
Description
Provide an optional comment or description for the time pattern. If more than one line is needed,
click the button to launch a multi-line comment editor.
Multipliers
Enter a value for each multiplier. The number and meaning of the multipliers changes with the
type of time pattern selected:
,1
.0151
OK
.01373
.01812
.01098
.01098
.01922
.02773
.03789
Cancel
Help
313
-------
MONTHLY One multiplier for each month of the year.
DAILY One multiplier for each day of the week.
HOURLY One multiplier for each hour from 12 midnight to 11 PM.
WEEKEND Same as for HOURLY except applied to weekend days.
In order to maintain an average dry weather flow or pollutant concentration at its
specified value (as entered on the Inflows Editor), the multipliers for a pattern should
average to 1.0.
314
-------
C.23 Time Series Editor
The Time Series Editor is invoked whenever a new time series object is created or an existing time
series is selected for editing.
Time Series Editor
Time Series Name
¦Em
82309
Description
Direct inflow at Node 82309
Use external data file named below
171 Enter time series data in the table below
No dates means times are relative to start of simulation.
Date
[M/D/Y}
Time
(H:M)
Value
¦A
0 I 0
0.25
40
3.0
40
3.25
0
12.0
0
View
OK
Cancel
Help
To use the Time Series Editor:
1. Enter values for the following standard items:
Name Name of the time series.
Description Optional comment or description of what the time series represents.
Click the & button to launch a multi-line comment editor if more than
one line is needed.
2 . Select whetherto use an external file as the source of the data orto enterthe data directly
into the form's data entry grid.
315
-------
If the external file option is selected, click the " button to locate the file's name. The
file's contents must be formatted in the same manner as the direct data entry option
discussed below. See the description of Time Series Files in Section 11.6 for details.
For direct data entry, enter values in the data entry grid as follows:
Date Column Optional date (in month/day/year format) of the time series values (only
needed at points in time where a new date occurs).
Time Column If dates are used, enter the military time of day for each time series value
(as hours:minutes or decimal hours). If dates are not used, enter time as
hours since the start of the simulation.
Value Column The time series' numerical values.
A graphical plot of the data in the grid can be viewed in a separate window by clicking the
View button. Right clicking over the grid will make a popup Edit menu appear. It contains
commands to cut, copy, insert, and paste selected cells in the grid as well as options to
insert or delete a row.
Press OK to accept the time series or Cancel to cancel the edits.
Note that there are two methods for describing the occurrence time of time series data:
as calendar date/time of day (which requires that at least one date, at the start of the
series, be entered in the Date column)
as elapsed hours since the start of the simulation (where the Date column remains
empty).
For rainfall time series, it is only necessary to enter periods with non-zero rainfall
amounts. SWMM interprets the rainfall value as a constant value lasting over the
recording interval specified for the rain gage which utilizes the time series. For all other
types of time series, SWMM uses interpolation to estimate values at times that fall in
between the recorded values.
-------
C.24 Title/Notes Editor
The Title/Notes editor is invoked when a project's Title/Notes data category is selected for editing.
As shown below, the editor contains a multi-line edit field where a description of a project can be
entered. It also contains a check box used to indicate whether or not the first line of notes should
be used as a header for printing.
& Title/Notes Editor
-£3-
Example 3
Use of Rule-Based Pump Controls
and Dry Weather Flow Fatterns
Use title line as header for printing
OK
Cancel
317
-------
C.25 Transect Editor
The Transect Editor is invoked when a new transect object is created or an existing transect is
selected for editing. It contains the following data entry fields:
Transect Editor
Transect Name
NEW
92
Description
Station
(ft)
Elevation
(ft)
>
1
0
5
2
55
4.5
3
60
0
4
95
2
5
115
4
6
160
6
7
8
9
10
11
12
~
Property
Value
Roughness:
Left Bank
0.04
Right Bank
0.04
Channel
0.04
Bank Stations:
Left
55
Right
115
Modifiers:
Stations
0.0
Elevations
798
Meander
0.0
View.,
OK
Cancel
Help
Name
The name assigned to the transect.
Description
An optional comment or description of the transect.
Station/Elevation Data Grid
Values of distance from the left side of the channel along with the corresponding elevation of the
channel bottom as one moves across the channel from left to right, looking in the downstream
direction. Up to 1500 data values can be entered.
318
-------
Roughness
Values of Manning's roughness coefficient (n) for the left overbank, right overbank, and main
channel portion of the transect. The overbank roughness values can be zero if no overbank exists.
Bank Stations
The distance values appearing in the Station/Elevation grid that mark the end of the left overbank
and the start of the right overbank. Use 0 to denote the absence of an overbank.
Modifiers
¦ The Stations modifier is a factor by which the distance between each station will be multiplied
when the transect data is processed by SWMM. Use a value of 0 if no such factor is needed.
¦ The Elevations modifier is a constant value that will be added to each elevation value.
¦ The Meander modifier is the ratio of the length of a meandering main channel to the length
of the overbank area that surrounds it. This modifier is applied to all conduits that use this
particular transect for their cross-section. It assumes that the length supplied for these
conduits is that of the longer main channel. SWMM will use the shorter overbank length in its
calculations while increasing the main channel roughness to account for its longer length. The
modifier is ignored if it is left blank or set to 0.
Right-clicking over the Data Grid will make a popup Edit menu appear. It contains commands to
cut, copy, insert, and paste selected cells in the grid as well as options to insert or delete a row.
Clicking the View button will bring up a window that illustrates the shape of the transect cross-
section.
319
-------
C.26 Treatment Editor
The Treatment Editor is invoked whenever the Treatment property of a node is selected from the
Property Editor. It displays a list of the project's pollutants with an edit box next to each as shown
below. Enter a valid treatment expression in the box next to each pollutant which receives
treatment.
Treatment Editor for Node 10 | ds \
Pollutant
Treatment Expression
TSS
C = 0.523 *TSSA0.5 * FlowA1.2
Lead
Treatment expressions have the general form:
R = f(P, R_F, V)
or
C = f{Pr R_F, V)
where:
R = fractional removal,
C = outlet concentration,
P = one or more pollutant names,
R_P = one or more pollutant removals
(prepend R_ to pollutant name),
>
•w
OK
Cancel
Help
A treatment function can be any well-formed mathematical expression involving:
¦ the pollutant concentration (use the pollutant name to represent its concentration) - for
non-storage nodes this is the mixture concentration of all flow streams entering the node
while for storage nodes it is the pollutant concentration within the node's stored volume
¦ the removals of other pollutants (use R_ prefixed to the pollutant name to represent
removal)
¦ any of the following process variables:
- FLOW for flow rate into node (in user-defined flow units)
- DEPTH for water depth above node invert (ft or m)
-AREAfor node surface area (ft2 or m2)
- DT for routing time step (sec)
- HRT for hydraulic residence time (hours)
320
-------
Any of the following math functions (which are case insensitive) can be used in a treatment
expression:
• abs(x) for absolute value of x
• sgn(x) which is +1 for x >= 0 or -1 otherwise
• step(x) which is 0 for x <= 0 and 1 otherwise
• sqrt(x) for the square root of x
• log(x) for logarithm base e of x
• loglO(x) for logarithm base 10 of x
• exp(x) for e raised to the x power
• the standard trig functions (sin, cos, tan, and cot)
• the inverse trig functions (asin, acos, atan, and acot)
• the hyperbolic trig functions (sinh, cosh, tanh, and coth)
along with the standard operators +, -, *, /, A (for exponentiation ) and any level of nested
parentheses.
Care must be taken to avoid circular references when specifying treatment functions. For
example, the expression R = 0.75 * R_TSS would not be computable if it were
used to compute fractional removal ofTSS.
321
-------
C.27 Unit Hydrograph Editor
The Unit Hydrograph Editor is invoked whenever a new unit hydrograph object is created or an
existing one is selected for editing. It is used to specify the shape parameters and rain gage for a
group of triangular unit hydrographs. These hydrographs are used to compute rainfall-dependent
infiltration and inflow (RDM) flow at selected nodes of the drainage system.
Unit Hydrograph Editor
MM
Name of UH Group
Rain Gage Used
UH1
Gagel ~
Hydrographs For:
All Months t
Unit Hydrographs Initial Abstraction Depth
Response
R
T
K
Short-Term
0.20
2
2
Medium-Term
0.10
6
2
Long-Term
0.06
12
2 |
R = fraction of rainfall that becomes I&I
T = time to hydrograph peak (hours)
K = falling limb duration / rising limb duration
Months with UH data have a [*) next to them.
OK
Cancel
Help
A UH group can contain up to 12 sets of unit hydrographs (one for each month of the year), and
each set can consist of up to 3 individual hydrographs (for short-term, intermediate-term, and
long-term responses, respectively) as well as parameters that describe any initial abstraction
losses. The editor contains the following data entry fields:
Name of UH Group
Enter the name assigned to the UH Group.
322
-------
Rain Gage Used
Type in (or select from the dropdown list) the name of the rain gage that supplies rainfall data to
the unit hydrographs in the group.
Hydrographs For:
Select a month from the dropdown list box for which hydrograph parameters will be defined.
Select All Months to specify a default set of hydrographs that apply to all months of the year. Then
select specific months that need to have special hydrographs defined. Months listed with a (*)
next to them have had hydrographs assigned to them.
Unit Hydrographs
Select this tab to provide the R-T-K shape parameters for each set of unit hydrographs in selected
months of the year. The first row is used to specify parameters for a short-term response
hydrograph (i.e., small value of T), the second for a medium-term response hydrograph, and the
third for a long-term response hydrograph (largest value of T). It is not required that all three
hydrographs be defined and the sum of the three R-values do not have to equal 1. The shape
parameters for each UH consist of:
¦ R: the fraction of rainfall volume that enters the sewer system
¦ T: the time from the onset of rainfall to the peak of the UH in hours
¦ K: the ratio of time to recession of the UH to the time to peak
Initial Abstraction Depth
Select this tab to provide parameters that describe how rainfall will be reduced by any initial
abstraction depth available (i.e., interception and depression storage) before it is processed
through the unit hydrographs defined for a specific month of the year. Different initial abstraction
parameters can be assigned to each of the three unit hydrograph responses. These parameters
are:
¦ Dmax: the maximum depth of initial abstraction available (in rain depth units)
¦ Dree: the rate at which any utilized initial abstraction is made available again (in rain depth
units per day)
¦ Do: the amount of initial abstraction that has already been utilized at the start of the
simulation (in rain depth units).
If a grid cell is left empty its corresponding parameter value is assumed to be 0. Right-clicking over
a data entry grid will make a popup Edit menu appear. It contains commands to cut, copy, and
paste text to or from selected cells in the grid.
323
-------
Appendix D COMMAND LINE SWMM
D.l General Instructions
EPA SWMM can also be run as a console application from the command line within a DOS window.
In this case the study area data are placed into a text file and results are written to a text file. The
command line for running SWMM in this fashion is:
runswmm inpfile rptfile outfile
where inpfile is the name of the input file, rptfile is the name of the output report file,
and outfile is the name of an optional binary output file. The latter stores all time series results
in a special binary format that will require a separate post-processor program for viewing. If no
binary output file name is supplied then all time series results will appear in the report file. As
written, the above command assumes that you are working in the directory in which EPA SWMM
was installed or that this directory has been added to the PATH variable in your user profile.
Otherwise full pathnames for the runswmm executable and the files on the command line must
be used.
D.2 Input File Format
The input file for command line SWMM has the same format as the project file used by the
Windows version of the program. Figure D-l illustrates an example SWMM 5 input file. It is
organized in sections, where each section begins with a keyword enclosed in brackets. The various
section keywords are listed below.
[REPORT]
[FILES]
[TITLE]
[OPTIONS]
project title
analysis options
output reporting instructions
interface file options
[RAINGAGES ] rain gage information
[EVAPORATION] evaporation data
[TEMPERATURE ] air temperature and snow melt data
[ADJUSTMENTS ] monthly adjustments applied to climate variables
324
-------
SUBCATCHMENTS1 basic subcatchment information
SUBAREAS]
INFILTRATION]
LID_CONTROLS ]
LID_USAGE]
AQUIFERS]
GROUNDWATER]
GWF]
SNOWPACKS]
JUNCTIONS]
OUTFALLS]
DIVIDERS]
STORAGE]
CONDUITS]
PUMPS]
ORIFICES]
WEIRS]
OUTLETS]
XSECTIONS]
TRANSECTS]
STREETS]
INLETS]
INLET_USAGE]
LOSSES]
CONTROLS]
POLLUTANTS]
LANDUSES]
COVERAGES]
LOADINGS]
BUILDUP]
WASHOFF]
TREATMENT]
subcatchment impervious/pervious subarea data
subcatchment infiltration parameters
low impact development control information
assignment of LID controls to subcatchments
groundwater aquifer parameters
subcatchment groundwater parameters
groundwater flow expressions
subcatchment snow pack parameters
junction node information
outfall node information
flow divider node information
storage node information
conduit link information
pump link information
orifice link information
weir link information
outlet link information
conduit, orifice, and weir cross-section geometry
transect geometry for conduits with irregular cross-sections
cross-section geometry for street conduits
design data for storm drain inlets
assignment of inlets to street and channel conduits
conduit entrance/exit losses and flap valves
rules that control pump and regulator operation
pollutant information
land use categories
assignment of land uses to subcatchments
initial pollutant loads on subcatchments
buildup functions for pollutants and land uses
washoff functions for pollutants and land uses
pollutant removal functions at conveyance system nodes
325
-------
[INFLOWS]
[DWF]
[RDII]
[HYDROGRAPHS"
external hydrograph/pollutograph inflow at nodes
baseline dry weather sanitary inflow at nodes
rainfall-dependent l/l information at nodes
unit hydrograph data used to construct RDII inflows
[CURVES]
[TIMESERIES;
[PATTERNS]
x-y tabular data referenced in other sections
time series data referenced in other sections
periodic multipliers referenced in other sections
[TITLE]
Example SWMM P
[OPTIONS]
FLOWJJNITS
INFILTRATION
FL OW_ROU TING
START_DATE
START_TIME
END_TIME
WET_STE P
DRY_STEP
ROUTING STEP
¦ j ect
CFS
GREEN_AMPT
KINWAVE
8/6/2002
10
00
18
00
00
1—1
en
o
o
01
o
o
o
o
00
o
en
o
o
[RAINGAGES]
;;Name Format Interval SCF DataSource SourceName
GAGE1 INTENSITY 0:15 1.0 TIMESERIES SERIES1
[EVAPORATION]
CONSTANT 0.02
[SUBCATCHMENTS]
;;Name Raingage Outlet Area %Imperv Width Slope
AREA1 GAGE1 NODE1 2 80.0 800.0 1.0
AREA2 GAGE1 NODE2 2 75.0 50.0 1.0
[INFILTRATION]
;;Subcatch Suction
AREA1 4.0
AREA2 4.0
Conduct InitDef
1.0 0.34
1.0 0.34
[JUNCTIONS]
;;Name Elev
NODE1
i—1
o
o
NODE2
i—1
o
o
NODE3
CJ1
o
NODE4
CJ1
o
NODE6
1. 0
NODE7
2 . 0
Figure D-l Example SWMM project file
326
-------
[DIVIDERS]
;;Name
Elev Link Type
Parameters
NODE5
3.0 C6
CUTOFF 1
0
[CONDUITS]
;;Name
Nodel
Node2
Length N
Z1
Z 2
Q0
CI
NODE1
NODE3
800
<—i
o
o
0
0
0
C2
NODE2
NODE4
800
o
o
1—1
0
0
0
C3
NODE3
NODE5
400
o
o
1—1
0
0
0
C4
NODE4
NODE5
400
o
o
1—1
0
0
0
C5
NODE5
NODE6
600
o
o
1—1
0
0
0
C6
NODE5
NODE7
400
o
o
1—1
0
0
0
[XSECTIONS]
;;Link
Type
G1
G2 G3
G4
CI
RECT OPEN
0.
5
1 0
0
C2
RECT OPEN
0.
5
1 0
0
C3
CIRCULAR
1 .
0
0 0
0
C4
RECT OPEN
1 .
0
i—1
o
o
0
C5
PARABOLIC
1 .
5
2.0 0
0
C6
PARABOLIC
1 .
5
2.0 0
0
[POLLUTANTS]
;;Name
Units Cppt Cgw
Cii
Kd Snow
CoPollut CoFract
TSS
MG/L 0
0
0
0
Lead
UG/L 0
0
0
0 NO
TSS
0.
20
[LANDUSES]
RESIDENTIAL
UNDEVELOPED
[WASHOFF]
;;Landuse
Pollutant
Type
Coeff Expon
SweepEff
BMPEff
RESIDENTIAL TSS
EMC
23. 4 0
0
0
UNDEVELOPED TSS
EMC
12.1 0
0
0
[COVERAGES]
;;Subcatch Landuse
Pent
Landuse
Pent
AREA1
RESIDENTIAL
80
UNDEVELOPED
20
AREA2
RESIDENTIAL
55
UNDEVELOPED
45
[TIMESERIES]
;Rainfall
time series
SERIES1
0:0
0.1
0:
15
i—1
o
o
: 30
o
en
SERIES1
0:45
0.1
1:
00
0.0 2
: 00
o
o
Figure D-l Example SWMM project file (continued from previous page).
327
-------
Section keywords can appear in mixed lower and upper case. The sections can appear in any
arbitrary order in the input file, and not all sections must be present. Each section can contain one
or more lines of data. Blank lines may appear anywhere in the file. A semicolon (;) can be used to
indicate that what follows on the line is a comment, not data. Data items can appear in any column
of a line. Observe how in Figure D-l these features were used to create a tabular appearance for
the data, complete with column headings.
An option is available in the [OPTIONS] section to choose flow units from among cubic feet per
second (CFS), gallons per minute (GPM), million gallons per day (MGD), cubic meters per second
(CMS), liters per second, (LPS), or million liters per day (MLD). If cubic feet or gallons are chosen
for flow units, then US units must be used for all other quantities. If cubic meters or liters are
chosen, then metric units must be used for all other quantities. Exceptions are pollutant
concentration and Manning's roughness coefficient (n) which are always expressed in metric
units. The default flow units are CFS. Appendix A.l provides a complete listing of measurement
units.
A detailed description of the data in each section of the input file will now be given. Each section
description begins on a new page. When listing the format of a line of data, mandatory keywords
are shown in boldface while optional items appear in parentheses. A list of keywords separated
by a slash (YES/NO) means that only one of the words should appear in the data line.
328
-------
Section: [title]
Purpose:
Attaches a descriptive title to the project being analyzed.
Format:
Any number of lines may be entered. The first line will be used as a page header in the output
report.
329
-------
Section: [options]
Purpose:
Provides values for various analysis options.
Format:
FLOW_UNITS
INFILTRATION
FLOW_ROUTING
LINK_OFFSETS
FORCE_MAIN_EQUATION
IGNORE_RAINFALL
IGNORE_SNOWMELT
IGNORE_GROUNDWATER
IGNORE_RDII
IGNORE_ROUTING
IGNORE_QUALITY
ALLOW_PONDING
SKI P_S TE AD Y_S TATE
SYS_FLOW_TOL
LAT_FLOW_TOL
START_DATE
START_TIME
END_DATE
END_TIME
RE PORT START_DATE
RE PORT S TART_T IME
SWEE P_S TART
SWEEP_END
DRY DAYS
CFS / GPM / MGD / CMS / LPS / MLD
HORTON / MODIFIED_HORTON / GREEN_AMPT /
MODIFIED_GREEN_AMPT / CURVE_NUMBER
STEADY / KINWAVE / DYNWAVE
DEPTH / ELEVATION
H-W / D-W
YES / NO
YES / NO
YES / NO
YES / NO
YES / NO
YES / NO
YES / NO
YES / NO
value
value
month/day/year
hours:minutes
month/day/year
hours:minutes
month/day/year
hours:minutes
month/day
month/day
days
330
-------
REPORT STEP
hours:minutes:seconds
WET STEP
hours:minutes:seconds
DRY STEP
hours:minutes:seconds
ROUTING STEP
seconds
LENGTHENING STEP
seconds
VARIABLE STEP
value
MINIMUM STEP
seconds
INERTIAL DAMPING
NONE / PARTIAL /
NORMAL FLOW LIMITED
SLOPE / FROUDE /
SURCHARGE METHOD
EXTRAN / SLOT
MIN SURFAREA
value
MIN SLOPE
value
MAX TRIALS
value
HEAD TOLERANCE
value
THREADS
value
Remarks:
FLOW_UNITS makes a choice of flow units. Selecting a US flow unit means that all other
quantities will be expressed in US customary units, while choosing a metricflow unit will force
all quantities to be expressed in SI metric units. (Exceptions are pollutant concentration and
Manning's roughness coefficient (n) which are always in metric units). The default is CFS.
INFILTRATION selects a model for computing infiltration of rainfall into the upper soil zone
of subcatchments. The default model is HORTON.
FLOW_ROUTING determines which method is used to route flows through the drainage
system. STEADY refers to sequential steady state routing (i.e. hydrograph translation),
KINWAVE to kinematic wave routing, DYNWAVE to dynamic wave routing. The default
routing method is DYNWAVE.
LINK_OFFSETS determines the convention used to specify the position of a link offset
above the invert of its connecting node. DEPTH indicates that offsets are expressed as the
distance between the node invert and the link while ELEVATION indicates that the absolute
elevation of the offset is used. The default is DEPTH.
331
-------
FORCE_MAIN_EQUATION establishes whether the Hazen-Williams (H-W) or the Darcy-
Weisbach (D-W) equation will be used to compute friction losses for pressurized flow in
conduits that have been assigned a Circular Force Main cross-section shape. The default is H-
w.
IGNORE_RAINFALL is set to YES if all rainfall data and runoff calculations should be
ignored. In this case SWMM only performs flow and pollutant routing based on user-supplied
direct and dry weather inflows. The default is NO.
IGNORE_SNOWMELT is set to YES if snowmelt calculations should be ignored when a project
file contains snow pack objects. The default is NO.
IGNORE_GROUNDWATER is set to YES if groundwater calculations should be ignored when
a project file contains aquifer objects. The default is NO.
I GNORE_RD 11 is set to YES if rainfall-dependent infiltration and inflow should be ignored
when RDM unit hydrographs and RDM inflows have been supplied to a project file. The default
is NO.
IGNORE_ROUTING is set to YES if only runoff should be computed even if the project
contains drainage system links and nodes. The default is NO.
I GN ORE_QUAL IT Y is set to YES if pollutant washoff, routing, and treatment should be
ignored in a project that has pollutants defined. The default is NO.
ALLOW_PONDING determines whether excess water is allowed to collect atop nodes and be
re-introduced into the system as conditions permit. The default is NO ponding. In order for
ponding to actually occur at a particular node, a non-zero value for its Ponded Area
attribute must be used.
SKIP_STEADY_STATE should be set to YES if flow routing computations should be
skipped during steady state periods of a simulation during which the last set of computed
flows will be used. A time step is considered to be in steady state if the percent difference
between total system inflow and total system outflow is below the SYS_FLOW_TOL and the
percent difference between current and previous lateral inflows are below the
LAT_FLOW_TOL. The default for this option is NO.
SYS_FLOW_TOL is the maximum percent difference between total system inflow and total
system outflow which can occur in order for the SKI P_S TE AD Y_S TATE option to take
effect. The default is 5 percent.
LAT_FLOW_TOL is the maximum percent difference between the current and previous
lateral inflow at all nodes in the conveyance system in order for the SKI P_S TE AD Y_S TATE
option to take effect. The default is 5 percent.
332
-------
START_DATE is the date when the simulation begins. If not supplied, a date of 1/1/2004 is
used.
START_TIME is the time of day on the starting date when the simulation begins. The default
is 12 midnight (0:00:00).
END_DATE is the date when the simulation is to end. The default is the start date.
END_TIME is the time of day on the ending date when the simulation will end. The default is
24:00:00.
REPORT_START_DATE is the date when reporting of results is to begin. The default is the
simulation start date.
REPORT_START_TIME is the time of day on the report starting date when reporting is to
begin. The default is the simulation start time of day.
SWEEP_START is the day of the year (month/day) when street sweeping operations begin.
The default is 1/1.
SWEEP_END is the day of the year (month/day) when street sweeping operations end. The
default is 12/31.
DRY_DAYS is the number of days with no rainfall prior to the start of the simulation. The
default is 0.
REPORT_STEP is the time interval for reporting of computed results. The default is 0:15:00.
WET_STEPis the time step length used to compute runoff from subcatchments during
periods of rainfall or when ponded water still remains on the surface. The default is 0:05:00.
DRY_STEP is the time step length used for runoff computations (consisting essentially of
pollutant buildup) during periods when there is no rainfall and no ponded water. The default
is 1:00:00.
ROUT IN G_S TE P is the time step length in seconds used for routing flows and water quality
constituents through the conveyance system. The default is 20 sec. This can be increased if
dynamic wave routing is not used. Fractional values (e.g., 2.5) are permissible as are values
entered in hours:minutes:seconds format.
LEN G THEN IN G_S TE P is a time step, in seconds, used to lengthen conduits under dynamic
wave routing, so that they meet the Courant stability criterion under full-flow conditions (i.e.,
the travel time of a wave will not be smaller than the specified conduit lengthening time step).
As this value is decreased, fewer conduits will require lengthening. A value of 0 (the default)
means that no conduits will be lengthened.
VARIABLE_STEP is a safety factor applied to a variable time step computed for each time
period under dynamic wave flow routing. The variable time step is computed so as to satisfy
333
-------
the Courant stability criterion for each conduit and yet not exceed the ROUTING_STEP
value. If the safety factor is 0 (the default), then no variable time step is used.
MINIMUM_STEP is the smallest time step allowed when variable time steps are used for
dynamic wave flow routing. The default value is 0.5 seconds.
INERTIAL_DAMPING indicates how the inertial terms in the Saint Venant momentum
equation will be handled under dynamic wave flow routing. Choosing NONE maintains these
terms at their full value under all conditions. Selecting PARTIAL (the default) will reduce the
terms as flow comes closer to being critical (and ignores them when flow is supercritical).
Choosing FULL will drop the terms altogether.
NORMAL_FLOW_LIMITED specifies which condition is checked to determine if flow in a
conduit is supercritical and should thus be limited to the normal flow. Use SLOPE to check if
the water surface slope is greater than the conduit slope, FROUDE to check if the Froude
number is greater than 1.0, or BOTH to check both conditions. The default is BOTH.
SURCHARGE_METHOD selects which method will be used to handle surcharge conditions.
The EXTRAN option uses a variation of the Surcharge Algorithm from previous versions of
SWMM to update nodal heads when all connecting links become full. The SLOT option uses
a Preissmann Slot to add a small amount of virtual top surface width to full flowing pipes so
that SWMM's normal procedure for updating nodal heads can continue to be used. The
default is EXTRAN.
MIN SURFAREAis a minimum surface area used at nodes when computing changes in water
depth under dynamic wave routing. If 0 is entered, then the default value of 12.566 ft2 (1.167
m2) (i.e., the area of a 4-ft diameter manhole) is used.
MIN_SLOPE is the minimum value allowed for a conduit's slope (%). If zero (the default) then
no minimum is imposed (although SWMM uses a lower limit on elevation drop of 0.001 ft
(0.00035 m) when computing a conduit slope).
MAX_TRIALS is the maximum number of trials allowed during a time step to reach
convergence when updating hydraulic heads at the conveyance system's nodes. The default
value is 8.
HEAD_TOLERANCE is the difference in computed head at each node between successive
trials below which the flow solution for the current time step is assumed to have converged.
The default tolerance is 0.005 ft (0.0015 m).
THREADS is the number of parallel computing threads to use for dynamic wave flow routing
on machines equipped with multi-core processors. The default is 1.
334
-------
Section: [report]
Purpose:
Describes the contents of the report file that is produced.
Formats:
DISABLED
YES
/
NO
INPUT
YES
/
NO
CONTINUITY
YES
/
NO
FLOWSTATS
YES
/
NO
CONTROLS
YES
/
NO
SUBCATCHMENTS
ALL
/
NONE
/
clist
NODES
ALL
/
NONE
/
clist
LINKS
ALL
/
NONE
/
clist
LID
Name
Subcatch
Remarks:
Setting DISABLED to YES disables all reporting (except for error and warning messages)
regardless of what other reporting options are chosen. The default is NO.
INPUT specifies whether or not a summary of the input data should be provided in the output
report. The default is NO.
CONTINUITY specifies if continuity checks should be reported or not. The default is YES.
FLOWSTATS specifies whether summary flow statistics should be reported or not. The
default is YES.
CONTROLS specifies whether all control actions taken during a simulation should be listed or
not. The default is NO.
SUBCATCHMENTS gives a list of subcatchments whose results are to be reported. The default
is NONE.
NODES gives a list of nodes whose results are to be reported. The default is NONE.
LINKS gives a list of links whose results are to be reported. The default is NONE.
LID specifies that the LID control Name in subcatchment Subcatch should have a detailed
performance report for it written to file Fname.
The SUBCATCHMENTS, NODES, LINKS, and LID lines can be repeated multiple times.
335
-------
Section: [files]
Purpose:
Identifies optional interface files used or saved by a run.
Formats:
USE
/
SAVE
RAINFALL
Fname
USE
/
SAVE
RUNOFF
Fname
USE
/
SAVE
HOTSTART
Fname
USE
/
SAVE
RDII
Fname
USE
INFLOWS
Fname
SAVE
OUTFLOWS
Fname
Parameters:
Fname is the name of an interface file.
Remarks:
Refer to Section 11.7 for a description of interface files. Rainfall, Runoff, and RDM files can
either be used or saved in a run, but not both. A run can both use and save a Hot Start file
(with different names).
Enclose the external file name in double quotes if it contains spaces and include its full path
if it resides in a different directory than the SWMM input file.
336
-------
Section: [raingages]
Purpose:
Identifies each rain gage that provides rainfall data for the study area.
Formats:
Name Form Intvl SCF TIMESERIES Tseries
Name Form Intvl SCF FILE Fname (Sta Units)
Parameters:
Name
Form
Intvl
SCF
name assigned to rain gage.
form of recorded rainfall, either INTENSITY, VOLUME or CUMULATIVE.
time interval between gage readings in decimal hours or hours:minutes format
(e.g., 0:15 for 15-minute readings).
snow catch deficiency correction factor (use 1.0 for no adjustment).
Tseries name of a time series in the [TIMESERIES] section with rainfall data.
Fname name of an external file with rainfall data. Rainfall files are discussed in Section
11.3.
Sta name of the recording station in a user-prepared formatted rain file.
Uni ts rain depth units for the data in a user-prepared formatted rain file, either IN
(inches) or MM (millimeters).
Remarks:
Enclose the external file name in double quotes if it contains spaces and include its full path
if it resides in a different directory than the SWMM input file.
The station name and depth units entries are only required when using a user-prepared
formatted rainfall file.
337
-------
Section: [evaporation]
Purpose:
Specifies how daily potential evaporation rates vary with time for the study area.
Formats:
CONSTANT evap
MONTHLY el e2 e3 e4 e5 e6 el e8 e9 elO ell e!2
TIMESERIES Tseries
TEMPERATURE
FILE (pi p2 p3 p4 p5 p6 p7 p8 p9 plO pll pl2)
RECOVERY patternID
DRY_ONLY NO / YES
Parameters:
evap constant evaporation rate (in/day or mm/day),
el evaporation rate in January (in/day or mm/day).
el2 evaporation rate in December (in/day or mm/day).
Tseries name of a time series in the [TIMESERIES] section with evaporation data.
pi pan coefficient for January.
pl2 pan coefficient for December.
pat ID name of a monthly time pattern.
Remarks:
Use only one of the above formats (CONSTANT, MONTHLY, TIMESERIES,
TEMPERATURE, or FILE). If no [EVAPORATION] section appears, then evaporation is
assumed to be 0.
TEMPERATURE indicates that evaporation rates will be computed from the daily air
temperatures contained in an external climate file whose name is provided in the
338
-------
[TEMPERATURE] section. This method also uses the site's latitude, which can also be
specified in the [TEMPERATURE] section.
FILE indicates that evaporation data will be read directly from the same external climate file
used for air temperatures as specified in the [TEMPERATURE] section. Supplying monthly
pan coefficients for these data is optional.
RECOVERY identifies an optional monthly time pattern of multipliers used to modify
infiltration recovery rates during dry periods. For example, if the normal infiltration recovery
rate was 1% during a specific time period and a pattern factor of 0.8 applied to this period,
then the actual recovery rate would be 0.8%.
DRY_ONLY determines if evaporation only occurs during periods with no precipitation. The
default is NO.
The evaporation rates provided in this section are potential rates. The actual amount of water
evaporated will depend on the amount available as a simulation progresses.
339
-------
Section: [temperature]
Purpose:
Specifies daily air temperatures, monthly wind speed, and various snowmelt parameters for
the study area. Required only when snowmelt is being modeled or when evaporation rates
are computed from daily temperatures or are read from an external climate file.
Formats:
TIMESERIES Tseries
FILE Fname (Start) (Units)
WINDSPEED MONTHLY si s2 s3 s4 s5 s6 s7 s8 s9 slO sll sl2
WINDSPEED FILE
SNOWMELT Stemp ATIwt RNM Elev Lat DTLong
ADC IMPERVIOUS f.O f.l f.2 f. 3 f. 4 f. 5 f.6f. 7 f. 8 f. 9
ADC PERVIOUS f.O f.l f.2 f.3 f. 4 f.5 f.6f. 7 f.8 f. 9
Parameters:
Tseries name of a time series in the [TIMESERIES] section with temperature data.
Fname name of an external Climate file with temperature data.
Start date to begin reading from the file in month/day/year format (default is the
beginning of the file).
Uni ts temperature units for GHCN files (CIO for tenths of a degree C (the default), C
for degrees C or F for degrees F.
si average wind speed in January (mph or km/hr).
s!2 average wind speed in December (mph or km/hr).
Stemp air temperature at which precipitation falls as snow (deg F or C).
ATIwt antecedent temperature index weight (default is 0.5).
RNM negative melt ratio (default is 0.6).
Elev average elevation of study area above mean sea level (ft or m) (default is 0).
Lat latitude of the study area in degrees North (default is 50).
DTLong correction, in minutes of time, between true solar time and the standard clock
time (default is 0).
340
-------
f. 0 fraction of area covered by snow when ratio of snow depth to depth at 100%
cover is 0
f. 9 fraction of area covered by snow when ratio of snow depth to depth at 100%
cover is 0.9.
Remarks:
Use the TIMESERIES line to read air temperature from a time series or the FILE line to
read it from an external Climate file. Climate files are discussed in Section 11.4. If neither
format is used, then air temperature remains constant at 70 degrees F.
Enclose the Climate file name in double quotes if it contains spaces and include its full path if
it resides in a different directory than the SWMM input file.
Temperatures supplied from NOAA's latest Climate Data Online GHCN files should have their
units (C or F) specified. Older versions of these files listed temperatures in tenths of a degree
C (CIO). An asterisk can be entered for the Start date if it defaults to the beginning of the
file.
Wind speed can be specified either by monthly average values or by the same Climate file
used for air temperature. If neither option appears, then wind speed is assumed to be 0.
Separate Areal Depletion Curves (ADC) can be defined for impervious and pervious subareas.
The ADC parameters will default to 1.0 (meaning no depletion) if no data are supplied for a
particular type of subarea.
341
-------
Section: [adjustments]
Purpose:
Specifies optional monthly adjustments to be made to temperature, evaporation rate, rainfall
intensity and hydraulic conductivity in each time period of a simulation.
Formats:
TEMPERATURE tl t2 t3 t4 t5 t6 t7 t8 t9 tlO til t!2
EVAPORATION el e2 e3 e4 e5 e6 el e8 e9 elO ell el2
RAINFALL rl r2 r3 r4 r5 r6 rl r8 r9 rlO rll rl2
CONDUCTIVITY cl c2 c3 c4 c5 c6 cl c8 c9 clO ell cl2
Parameters:
tl..tl2
el..el2
rl..rl2
cl..cl2
Remarks:
adjustments to temperature in January, February, etc., as plus or minus
degrees F (degrees C).
adjustments to evaporation rate in January, February, etc., as plus or minus
in/day (mm/day).
multipliers applied to precipitation rate in January, February, etc.
multipliers applied to soil hydraulic conductivity in January, February, etc.
used in either Horton or Green-Ampt infiltration.
The same adjustment is applied for each time period within a given month and is repeated
for that month in each subsequent year being simulated.
342
-------
Section: [subcatchments]
Purpose:
Identifies each subcatchment within the study area. Subcatchments are land area units which
generate runoff from rainfall.
Format:
Name Rgage OutID Area %Imperv Width Slope Clength (Spack)
Parameters:
Name name assigned to the subcatchment.
Rgage name of a rain gage in the [RAINGAGES] section assigned to the subcatchment.
OutID name of the node or subcatchment that receives runoff from the subcatchment.
Area area of the subcatchment (acres or hectares).
%Imperv percentage of the subcatchment's area that is impervious.
Width characteristic width of the subcatchment (ft or meters).
Slope the subcatchment's slope (percent).
Clength total curb length (any length units) used to describe pollutant buildup. Use 0 if
not applicable.
Spack optional name of a snow pack object (from the [SNOWPACKS] section) that
characterizes snow accumulation and melting over the subcatchment.
343
-------
Section: [subareas]
Purpose:
Supplies information about pervious and impervious areas for each subcatchment. Each
subcatchment can consist of a pervious subarea, an impervious subarea with depression
storage, and an impervious subarea without depression storage.
Format:
Subcat Nimp Nperv Simp Sperv %Zero RouteTo (%Routed)
Parameters:
Subcat subcatchment name.
Nimp Manning's coefficient (n) for overland flow over the impervious subarea.
Nperv Manning's coefficient (n) for overland flow over the pervious subarea.
Simp depression storage for the impervious subarea (inches or mm).
Sperv depression storage for the pervious subarea (inches or mm).
%Zero percent of impervious area with no depression storage.
RouteTo IMPERVIOUS if pervious area runoff runs onto impervious area, PERVIOUS if
impervious runoff runs onto pervious area, or OUTLET if both areas drain to the
subcatchment's outlet (default = OUTLET).
%Routed percent of runoff routed from one type of area to another (default = 100).
344
-------
Section: [infiltration]
Purpose:
Supplies infiltration parameters for each subcatchment. Rainfall lost to infiltration only occurs
over the pervious subarea of a subcatchment.
Format:
Subcat pi p2 p3 (p4 p5) (Method)
Parameters:
Subcat subcatchment name.
Method either HORTON, MODIFIED HORTON, GREEN AMPT,
MODIFIED_GREEN_AMPT, or CURVE_NUMBER.
If not specified then the infiltration method supplied in the [OPTIONS] section
is used.
For Horton and Modified Horton Infiltration:
pi maximum infiltration rate on the Horton curve (in/hr or mm/hr).
p2 minimum infiltration rate on the Horton curve (in/hr or mm/hr).
p3 decay rate constant of the Horton curve (1/hr).
p4 time it takes for a fully saturated soil to dry (days).
p5 maximum infiltration volume possible (0 if not applicable) (in or mm).
For Green-Ampt and Modified Green-Ampt Infiltration:
pi soil capillary suction (in or mm).
p2 soil saturated hydraulic conductivity (in/hr or mm/hr).
p3 initial soil moisture deficit (porosity minus moisture content) (fraction).
For Curve-Number Infiltration:
pi SCS Curve Number.
p2 no longer used.
p3 time it takes for a fully saturated soil to dry (days).
345
-------
Section: [lid_controls]
Purpose:
Defines scale-independent LID controls that can be deployed within subcatchments.
Formats:
Name Type
followed by one or more of the following lines depending on Type:
Name
SURFACE
StorHt VegFrac Rough Slope Xslope
Name
SOIL
Thick For FC WP Ksat Kcoeff Suet
Name
PAVEMENT
Thick Vratio Fraclmp Perm Vclog (Treg Freg)
Name
STORAGE
Height Vratio Seepage Vclog (Covrd)
Name
DRAIN
Coeff Expon Offset Delay (Hopen Hclose Qcrv)
Name
DRAINMAT
Thick Vratio Rough
Name
REMOVALS
Pollut Rmvl Pollut Rmvl ...
Parameters:
Name
Type
Pollut
Rmvl
name assigned to LID process.
BCfor bio-retention cell; RGfor rain garden; GR for green roof; IT for
infiltration trench; PP for permeable pavement; RB for rain barrel; RD for
rooftop disconnection; VS for vegetative swale.
name of a pollutant
the percent removal the LID achieves for the pollutant (several pollutant
removals can be placed on the same line or specified in separate REMOVALS
lines).
For LIDs with Surface Layers:
StorHt when confining walls or berms are present this is the maximum depth to which
water can pond above the surface of the unit before overflow occurs (in inches
or mm). For LIDs that experience overland flow it is the height of any surface
depression storage. For swales, it is the height of its trapezoidal cross-section.
VegFrac fraction of the surface storage volume that is filled with vegetation.
Rough Manning's coefficient (n) for overland flow over surface soil cover, pavement,
roof surface or a vegetative swale. Use 0 for other types of LIDs.
346
-------
Slope slope of a roof surface, pavement surface or vegetative swale (percent). Use 0
for other types of LIDs.
Xslope slope (run over rise) of the side walls of a vegetative swale's cross-section. Use 0
for other types of LIDs.
If either Rough or Slope values are 0 then any ponded water that exceeds the surface
storage depth is assumed to completely overflow the LID control within a single time step.
For LIDs with Pavement Layers:
Thi ck thickness of the pavement layer (inches or mm).
Vratio void ratio (volume of void space relative to the volume of solids in the
pavement for continuous systems or for the fill material used in modular
systems). Note that porosity = void ratio / (1 + void ratio).
Fraclmp ratio of impervious paver material to total area for modular systems; 0 for
continuous porous pavement systems.
permeability of the concrete or asphalt used in continuous systems or hydraulic
conductivity of the fill material (gravel or sand) used in modular systems (in/hr
or mm/hr).
the number of pavement layer void volumes of runoff treated it takes to
completely clog the pavement. Use a value of 0 to ignore clogging.
the number of days that the pavement layer is allowed to clog before its
permeability is restored, typically by vacuuming its surface. A value of 0 (the
default) indicates that no permeability regeneration occurs.
The fractional degree to which the pavement's permeability is restored when a
regeneration interval is reached. The default is 0 (no restoration) while a value
of 1 indicates complete restoration to the original permeability value. Once
regeneration occurs the pavement begins to clog once again at a rate
determined by Vclog.
For LIDs with Soil Layers:
Thi ck thickness of the soil layer (inches or mm).
Por soil porosity (pore space volume / total volume).
FC soil field capacity (moisture content of a fully drained soil).
WP soil wilting point (moisture content of a fully dried soil).
Ksa t soil's saturated hydraulic conductivity (in/hr or mm/hr).
Perm
Vclog
Treg
Freg
347
-------
Kcoeff slope of the curve of log(conductivity) versus soil moisture deficit (porosity
minus soil moisture) (dimensionless).
Suet soil capillary suction (in or mm).
For LIDs with Storage Layers:
Height thickness of the storage layer or height of a rain barrel (inches or mm).
Vratio void ratio (volume of void space relative to the volume of solids in the layer).
Note that porosity = void ratio / (1 + void ratio).
Seepage the rate at which water seeps from the layer into the underlying native soil
when first constructed (in/hr or mm/hr). If there is an impermeable floor or
liner below the layer then use a value of 0.
Vclog number of storage layer void volumes of runoff treated it takes to completely
clog the layer. Use a value of 0 to ignore clogging.
Covrd YES (the default) if a rain barrel is covered, NO if it is not.
Values for Vratio, Seepage, and Vclog are ignored for rain barrels while Covrd
applies only to rain barrels.
For LIDs with Drain Systems:
Coeff coefficient C that determines the rate of flow through the drain as a function of
height of stored water above the drain bottom. For Rooftop Disconnection it is
the maximum flow rate (in inches/hour or mm/hour) that the roofs gutters and
downspouts can handle before overflowing.
Expon exponent n that determines the rate of flow through the drain as a function of
height of stored water above the drain outlet.
Offset height of the drain line above the bottom of the storage layer or rain barrel
(inches or mm).
Delay number of dry weather hours that must elapse before the drain line in a rain
barrel is opened (the line is assumed to be closed once rainfall begins). A value
of 0 signifies that the barrel's drain line is always open and drains continuously.
This parameter is ignored for other types of LIDs.
Hopen The height of water (in inches or mm) in the drain's Storage Layer that causes
the drain to automatically open. Use 0 to disable this feature.
Hclose The height of water (in inches or mm) in the drain's Storage Layer that causes
the drain to automatically close. Use 0 to disable this feature.
348
-------
Qcurve The name of an optional Control Curve that adjusts the computed drain flow as
a function of the head of water above the drain. Leave blank if not applicable.
For Green Roof LIDs with Drainage Mats:
Thi ck thickness of the drainage mat (inches or mm).
Vratio ratio of void volume to total volume in the mat.
Rough Manning's coefficient (n) used to compute the horizontal flow rate of drained
water through the mat.
Remarks:
The following table shows which layers are required (x) or are optional (o) for each type of LID
process:
LID Type
Surface
Pavement
Soil
Storage
Drain
Drain
Mat
Bio-Retention
Cell
X
X
X
o
Rain Garden
X
X
Green Roof
X
X
X
Infiltration
Trench
X
X
o
Permeable
Pavement
X
X
o
X
o
Rain Barrel
X
X
Rooftop
Disconnection
X
X
Vegetative Swale
X
The equation used to compute flow rate out of the underdrain per unit area of the LID (in
in/hr or mm/hr) is q = c(h-Hdf where q is outflow, h is height of stored water (inches or
mm) and Hd is the drain offset height. Note that the units of C depend on the unit system
being used as well as the value assigned to n.
The actual dimensions of an LID control are provided in the [LID_USAGE] section when it
is placed in a particular subcatchment.
349
-------
Examples:
;A street planter with no drain
Planter BC
Planter
SURFACE
6
o
CO
0
0
0
Planter
SOIL
24
0.5
0 .1
0. 05
1.2 2.4
Planter
STORAGE
12
0.5
0.5
0
;A green roof
with impermeable bottom
GR1 BC
GR1 SURFACE
3
0
0
0 0
GR1 SOIL
3
0.5
0.1
0.05 1.2
GR1 STORAGE
3
0.5
0
0
GR1 DRAIN
5
0.5
0
0
;A rain barrel that drains 6 hours after rainfall ends
RBI2 RB
RBI2 STORAGE 36 0 0 0
RBI2 DRAIN 10 0.5 0 6
;A grass swale 24 in. high with 5:1 side slope
Swale VS
Swale SURFACE 2 4 0 0.2 3 5
350
-------
Section: [lid_usage]
Purpose:
Deploys LID controls within specific subcatchment areas.
Format:
Subcat LID Number Area Width InitSat Fromlmp ToPerv
(RptFile DrainTo FromPerv)
Parameters:
Subcat name of the subcatchment using the LID process.
LID name of an LID process defined in the [LID_CONTROLS] section.
Number number of replicate LID units deployed.
Area area of each replicate unit (ft2 or m2).
Width width of the outflow face of each identical LID unit (in ft or m). This parameter
applies to roofs, pavement, trenches, and swales that use overland flow to convey
surface runoff off of the unit. It can be set to 0 for other LID processes, such as
bio-retention cells, rain gardens, and rain barrels that simply spill any excess
captured runoff over their berms.
Ini tSat the percent to which the LID's soil, storage, and drain mat zones are initially filled
with water. For soil zones 0 % saturation corresponds to the wilting point
moisture content while 100 % saturation has the moisture content equal to the
porosity.
Fromlmp the percent of the impervious portion of the subcatchment's non-LID area whose
runoff is treated by the LID practice. (E.g., if rain barrels are used to capture roof
runoff and roofs represent 60% of the impervious area, then the impervious area
treated is 60%). If the LID unit treats only direct rainfall, such as with a green roof,
then this value should be 0. If the LID takes up the entire subcatchment then this
field is ignored.
ToPerv a value of 1 indicates that the surface and drain flow from the LID unit should be
routed back onto the pervious area of the subcatchment that contains it. This
would be a common choice to make for rain barrels, rooftop disconnection, and
possibly green roofs. The default value is 0.
351
-------
RptFile optional name of a file to which detailed time series results for the LID will be
written. Enclose the name in double quotes if it contains spaces and include its
full path if it resides in a different directory than the SWMM input file. Use if
not applicable and an entry for DrainTo or FromPervfollows
DrainTo optional name of subcatchment or node that receives flow from the unit's drain
line, if different from the outlet of the subcatchment that the LID is placed in. Use
if not applicable and an entry for FromPerv follows.
FromPerv optional percent of the pervious portion of the subcatchment's non-LID area
whose runoff is treated by the LID practice. The default value is 0.
Remarks:
If ToPerv is set to 1 and DrainTo set to some other outlet, then only the excess surface
flow from the LID unit will be routed back to the subcatchment's pervious area while the
underdrain flow will be sent to DrainTo.
More than one type of LID process can be deployed within a subcatchment as long as their
total area does not exceed that of the subcatchment and the total percent impervious area
treated does not exceed 100.
Examples:
;34 rain barrels of 12 sq ft each are placed in
/subcatchment SI. They are initially empty and treat 17%
;of the runoff from the subcatchment's impervious area.
;The outflow from the barrels is returned to the
/subcatchment's pervious area.
51 RBI4 34 12 0 0 17 1
/Subcatchment S2 consists entirely of a single vegetative
;swale 200 ft long by 50 ft wide.
52 Swale 1 10000 50 0 0 0 "swale.rpt"
352
-------
Section: [aquifers]
Purpose:
Supplies parameters for each unconfined groundwater aquifer in the study area. Aquifers
consist of two zones - a lower saturated zone and an upper unsaturated zone with a moving
boundary between the two.
Format:
Name Por WP FC Ks Kslp Tslp ETu ETs Seep Ebot Egw Umc (Epat)
Parameters:
Name name assigned to aquifer.
Por soil porosity (pore space volume / total volume).
WP soil wilting point (moisture content of a fully dried soil).
FC soil field capacity (moisture content of a fully drained soil).
Ks saturated hydraulic conductivity (in/hr or mm/hr).
Kslp slope of the logarithm of hydraulic conductivity versus moisture deficit (porosity
minus moisture content) curve (dimensionless).
Tslp slope of soil tension versus moisture content curve (inches or mm).
ETu fraction of total evaporation available for evapotranspiration in the upper
unsaturated zone.
ETs maximum depth into the lower saturated zone over which evapotranspiration
can occur (ft or m).
Seep seepage rate from saturated zone to deep groundwater when water table is at
ground surface (in/hr or mm/hr).
Ebot elevation of the bottom of the aquifer (ft or m).
Egw groundwater table elevation at start of simulation (ft or m).
Umc unsaturated zone moisture content at start of simulation (volumetric fraction).
Epat name of optional monthly time pattern used to adjust the upper zone
evaporation fraction for different months of the year.
Remarks:
Local values for Ebot, Egw, and Umc can be assigned to specific subcatchments in the
[GROUNDWATER] section.
353
-------
Section: [groundwater]
Purpose:
Supplies parameters that determine the rate of groundwater flow between the aquifer
underneath a subcatchment and a node of the conveyance system.
Format:
Subcat Aquifer Node Esurf A1 B1 A2 B2 A3 Dsw (Egwt Ebot Egw
Umc)
Parameters:
Subcat subcatchment name.
Aquifer name of groundwater aquifer underneath the subcatchment.
Node name of a node in the conveyance system exchanging groundwater with the
aquifer.
Esurf surface elevation of the subcatchment (ft or m).
A1 groundwater flow coefficient (see below).
B1 groundwater flow exponent (see below).
A2 surface water flow coefficient (see below).
B2 surface water flow exponent (see below).
A3 surface water - groundwater interaction coefficient (see below).
Dsw fixed depth of surface water at the receiving node (ft or m) (set to zero if surface
water depth will vary as computed by flow routing).
Egwt threshold groundwater table elevation which must be reached before any flow
occurs (ft or m). Leave blank (or enter *) to use the elevation of the receiving
node's invert.
The following optional parameters can be used to override the values supplied for the
subcatchment's aquifer.
Ebot elevation of the bottom of the aquifer (ft or m).
Egw groundwater table elevation at the start of the simulation (ft or m).
Umc unsaturated zone moisture content at start of simulation (volumetric fraction).
354
-------
Remarks:
The flow coefficients are used in the following equation that determines the lateral
groundwater flow rate based on groundwater and surface water elevations:
Ql = A1 (Hgw - Hcb) 81 - A2 (HSw - Hcb) 82 + A3 Hgw HSw
where:
Ql = lateral groundwater flow (cfs per acre or cms per hectare),
Hgw = height of saturated zone above the bottom of the aquifer (ft or m),
HSw = height of surface water at the receiving node above the aquifer bottom (ft or m),
Hcb = height of the channel bottom above the aquifer bottom (ft or m).
355
-------
Section: [gwf]
Purpose:
Defines custom groundwater flow equations for specific subcatchments.
Format:
Subcat LATERAL/DEEP Expr
Parameters:
Subcat subcatchment name.
Expr a math formula expressing the rate of groundwater flow (in cfs per acre or cms
per hectare for lateral flow or in/hr or mm/hr for deep flow) as a function of the
following variables:
Hgw (for height of the groundwater table)
Hsw (for height of the surface water)
Hcb (for height of the channel bottom)
Hgs (for height of ground surface)
where all heights are relative to the aquifer bottom and have units of
either feet or meters;
Ks (for saturated hydraulic conductivity in in/hr or mm/hr)
K (for unsaturated hydraulic conductivity in in/hr or mm/hr)
Theta (for moisture content of the unsaturated zone)
Phi (for aquifer soil porosity)
Fi (for infiltration rate from the ground surface in in/hr or mm/hr)
Fu (for percolation rate from the upper unsaturated zone in in/hr or
mm/hr)
A (for subcatchment area in acres or hectares)
Remarks:
Use LATERAL to designate an expression for lateral groundwater flow (to a node of the
conveyance network) and DEEP for vertical loss to deep groundwater.
See the [TREATMENT ] section for a list of built-in math functions that can be used in Expr.
In particular, the STEP (x) function is 1 when x > 0 and is 0 otherwise.
356
-------
Examples:
;Two-stage linear reservoir for lateral flow
Subcatchl LATERAL 0.001*Hgw + 0.05*(Hgw-5)*STEP(Hgw-5)
/Constant seepage rate to deep aquifer
Subactchl DEEP 0.002
357
-------
Section: [snowpacks]
Purpose:
Specifies parameters that govern how snowfall accumulates and melts on the plowable,
impervious and pervious surfaces of subcatchments.
Formats:
Name
PLOWABLE
Cmin
Cmax
Tbase
FWF
SDO
FWO
SNNO
Name
IMPERVIOUS
Cmin
Cmax
Tbase
FWF
SDO
FWO
SD100
Name
PERVIOUS
Cmin
Cmax
Tbase
FWF
SDO
FWO
SD100
Name REMOVAL Dplow Fout Fimp Fperv Fimelt (Fsub Scatch)
Parameters:
Name
name assigned to snowpack parameter set.
Cmin
minimum melt coefficient (in/hr-deg F or mm/hr-deg C).
Cmax
maximum melt coefficient (in/hr-deg F or mm/hr-deg C).
Tbase
snowmelt base temperature (deg F or deg C).
FWF
ratio of free water holding capacity to snow depth (fraction).
SDO
initial snow depth (in or mm water equivalent).
FWO
initial free water in pack (in or mm).
SNNO
fraction of impervious area that can be plowed.
SD100
snow depth above which there is 100% cover (in or mm water equivalent).
Dplow
depth of snow on plowable areas at which snow removal begins (in or mm).
Fout
fraction of snow on plowable area transferred out of watershed.
Fimp
fraction of snow on plowable area transferred to impervious area by plowing.
Fperv
fraction of snow on plowable area transferred to pervious area by plowing.
Fimelt
fraction of snow on plowable area converted into immediate melt.
Fsub
fraction of snow on plowable area transferred to pervious area in another
subcatchment.
Scatch name of subcatchment receiving the Fsub fraction of transferred snow.
358
-------
Remarks:
Use one set of PLOWABLE, IMPERVIOUS, and PERVIOUS lines for each snow pack
parameter set created. Snow pack parameter sets are assigned to specific subcatchments in
the [SUBCATCHMENTS] section. Multiple subcatchments can share the same set of snow
pack parameters.
The PLOWABLE line contains parameters for the impervious area of a subcatchment that is
subject to snow removal by plowing but not to areal depletion. This area is the fraction SNNO
of the total impervious area. The IMPERVIOUS line contains parameter values for the
remaining impervious area and the PERVIOUS line does the same for the entire pervious
area. Both of the latter two areas are subject to areal depletion.
The REMOVAL line describes how snow removed from the plowable area is transferred onto
other areas. The various transfer fractions should sum to no more than 1.0. If the line is
omitted then no snow removal takes place.
359
-------
Section: [junctions]
Purpose:
Identifies each junction node of the drainage system. Junctions are points in space where
channels and pipes connect together. For sewer systems they can be either connection
fittings or manholes.
Format:
Name Elev (Ymax YO Ysur Apond)
Parameters:
Name
Elev
Ymax
YO
Ysur
Apond
name assigned to junction node.
elevation of the junction's invert (ft or m).
depth from ground to invert elevation (ft or m) (default is 0).
water depth at the start of the simulation (ft or m) (default is 0).
maximum additional pressure head above the ground elevation that the
junction can sustain under surcharge conditions (ft or m) (default is 0).
area subjected to surface ponding once water depth exceeds Ymax + Ysur
(ft2 or m2) (default is 0).
Remarks:
If Ymax is 0 then SWMM sets the junction's maximum depth to the distance from its invert
to the top of the highest connecting link.
If the junction is part of a force main section of the system then set Ysur to the maximum
pressure that the system can sustain.
Surface ponding can only occur when Apond is non-zero and the ALLOW_PONDING analysis
option is turned on.
360
-------
Section: [outfalls]
Purpose:
Identifies each outfall node (i.e., final downstream boundary) of the drainage system and the
corresponding water stage elevation. Only one link can be incident on an outfall node.
Formats:
Name
Elev
FREE
(Gated)
(RouteTo)
Name
Elev
NORMAL
(Gated)
(RouteTo)
Name
Elev
FIXED
Stage
(Gated) (RouteTo)
Name
Elev
TIDAL
Tcurve
(Gated) (RouteTo)
Name
Elev
TIMESERIES
Tseries
(Gated) (RouteTo)
Parameters:
Name
Elev
Stage
Tcurve
name assigned to outfall node,
node's invert elevation (ft or m).
elevation of a fixed stage outfall (ft or m).
name of a curve in the [CURVES] section containing tidal height (i.e., outfall
stage) versus hour of day over a complete tidal cycle.
Tseries name of a time series in [TIMESERIES] section that describes how outfall
stage varies with time.
Ga ted YES or NO depending on whether a flap gate is present that prevents reverse
flow. The default is NO.
RouteTo optional name of a subcatchment that receives the outfall's discharge. The
default is not to route the outfall's discharge.
361
-------
Section: [dividers]
Purpose:
Identifies each flow divider node of the drainage system. Flow dividers are junctions with
exactly two outflow conduits where the total outflow is divided between the two in a
prescribed manner.
Formats:
Name Elev DivLink OVERFLOW (Ymax YO Ysur Apond)
Name Elev DivLink CUTOFF Qmin (Ymax YO Ysur Apond)
Name Elev DivLink TABULAR Dcurve (Ymax YO Ysur Apond)
Name Elev DivLink WEIR Qmin Ht Cd (Ymax YO Ysur Apond)
Parameters:
Name name assigned to divider node.
Elev node's invert elevation (ft or m).
Di vLink name of the link to which flow is diverted.
Qmin flow at which diversion begins for either a CUTOFF or WEIR divider (flow
units).
Dcurve name of a curve for a TABULAR divider that relates diverted flow to total flow.
Ht height of a WEIR divider (ft or m).
Cd discharge coefficient for a WEIR divider.
Ymax depth from the ground to the node's invert elevation (ft or m) (default is 0).
YO water depth at the start of the simulation (ft or m) (default is 0).
Ysur maximum additional pressure head above the ground elevation that the node
can sustain under surcharge conditions (ft or m) (default is 0).
Apond area subjected to surface ponding once water depth exceeds Ymax + Ysur
(ft2 or m2) (default is 0).
362
-------
Remarks:
If Ymax is 0 then SWMM sets the node's maximum depth equal to the distance from its invert
to the top of the highest connecting link.
Surface ponding can only occur when Apond is non-zero and the ALLOW_PONDING analysis
option is turned on.
Divider nodes are only active under the Steady Flow or Kinematic Wave analysis options. For
Dynamic Wave flow routing they behave the same as Junction nodes.
363
-------
Section: [storage]
Purpose:
Identifies each storage node of the drainage system. Storage nodes can have any shape as
specified by a surface area versus water depth relation.
Formats:
Name Elev Ymax YO TABULAR Acurve (Ysur Fevap Psi
Name Elev Ymax YO FUNCTIONAL A1 A2 AO (Ysur Fevap Psi
Name Elev Ymax YO Shape L W Z (Ysur Fevap Psi
Parameters:
Name name assigned to storage node.
Elev node's invert elevation (ft or m).
Ymax water depth when the storage node is full (ft or m).
YO water depth at the start of the simulation (ft or m).
Acurve name of a curve in the [CURVES] section that relates surface area (ft2 or m2) to
depth (ft or m) for TABULAR geometry.
A1 coefficient of a FUNCTIONAL relation between surface area and depth.
A2 exponent of a FUNCTIONAL relation between surface area and depth.
AO constant of a FUNCTIONAL relation between surface area and depth.
Shape shape used to relate surface area to depth; choices are CYLINDRICAL,
CONICAL, PARABOLOID, or PYRAMIDAL.
Ysur maximum additional pressure head above full depth that a closed storage unit
can sustain under surcharge conditions (ft or m) (default is 0).
L, W, Z dimensions of the storage unit's shape (see table below).
Fevap fraction of potential evaporation from the storage unit's water surface realized
(default is 0).
Optional seepage parameters for soil surrounding the storage unit:
Psi suction head (inches or mm).
Ksat saturated hydraulic conductivity (in/hr or mm/hr).
IMD initial moisture deficit (porosity minus moisture content) (fraction).
Ksat IMD)
Ksat IMD)
Ksat IMD)
364
-------
Section: [conduits]
Purpose:
Identifies each conduit link of the drainage system. Conduits are pipes or channels that convey
water from one node to another.
Format:
Name Nodel Node2 Length N Z1 Z2 (QO Qmax)
Parameters:
Name name assigned to conduit link.
Nodel name of the conduit's upstream node.
Node2 name of the conduit's downstream node.
Length conduit length (ft or m).
N Manning's roughness coefficient (n).
Z1 offset of the conduit's upstream end above the invert of its upstream node (ft or
m).
Z2 offset of the conduit's downstream end above the invert of its downstream
node (ft or m).
QO flow in the conduit at the start of the simulation (flow units) (default is 0).
Qmax maximum flow allowed in the conduit (flow units) (default is no limit).
Remarks:
The figure below illustrates the meaning of the Z1 and Z2 parameters.
These offsets are expressed as a relative
distance above the node invert if the
LINK_OFFSETS option is set to DEPTH (the
default) or as an absolute elevation if it is set to
ELEVATION.
366
-------
Section: [pumps]
Purpose:
Identifies each pump link of the drainage system.
Format:
Name Nodel Node2 Pcurve (Status Startup Shutoff)
Parameters:
Name
Nodel
Node2
Pcurve
Status
Startup
Shutoff
name assigned to pump link,
name of the pump's inlet node,
name of the pump's outlet node.
name of a pump curve listed in the [CURVES] section of the input.
pump's status at the start of the simulation (either ON or OFF; default is
ON).
depth at the inlet node when the pump turns on (ft or m) (default is 0).
depth at inlet node when the pump shuts off (ft or m) (default is 0).
Remarks:
See Section 3.2 for a description of the different types of pumps available.
367
-------
Section: [orifices]
Purpose:
Identifies each orifice link of the drainage system. An orifice link serves to limit the flow exiting
a node and is often used to model flow diversions and storage node outlets.
Format:
Name Nodel Node2 Type Offset Cd (Gated Orate)
Parameters:
Name
Nodel
Node2
Type
Offset
Cd
Flap
Orate
name assigned to orifice link,
name of the orifice's inlet node,
name of the orifice's outlet node.
the type of orifice - either SIDE if oriented in a vertical plane or BOTTOM if
oriented in a horizontal plane.
amount that a Side Orifice's bottom or the position of a Bottom Orifice is offset
above the invert of inlet node (ft or m, expressed as either a depth or as an
elevation, depending on the LINK_OFFSETS option setting).
discharge coefficient (unitless).
YES if a flap gate prevents reverse flow, NO if not (default is NO).
time in decimal hours to open a fully closed orifice (or close a fully open one).
Use 0 if the orifice can open/close instantaneously.
Remarks:
The geometry of an orifice's opening must be described in the [XSECTIONS] section. The
only allowable shapes are CIRCULAR and RECT CLOSED (closed rectangular).
Regulator
Structure
Orifice
/
V
Offset
368
-------
Section: [weirs]
Purpose:
Identifies each weir link of the drainage system. Weirs are used to model flow diversions and
storage node outlets.
Format:
Name Nodel Node2 Type CrstHt Cd (Gated EC Cd2 Sur (Width Surf))
Parameters:
Name name assigned to weir link.
Nodel name of the weir's inlet node.
Node2 name of the weir's outlet node.
Type TRANSVERSE, SIDEFLOW, V-NOTCH, TRAPEZOIDAL or ROADWAY.
CrstHt amount that the weir's opening is offset above the invert of inlet node (ft or m,
expressed as either a depth or as an elevation, depending on the
LINK_OFFSETS option setting).
Cd weir discharge coefficient (for CFS if using US flow units or CMS if using metric
flow units).
Ga ted YES if a flap gate prevents reverse flow, NO if not (default is NO).
EC number of end contractions for a TRANSVERSE or TRAPEZOIDAL weir
(default is 0).
Cd2 discharge coefficient for the triangular ends of a TRAPEZOIDAL weir (for CFS if
using US flow units or CMS if using metric flow units) (default is the value of Cd).
Sur YES if the weir can surcharge (have an upstream water level higher than the
height of the weir's opening); NO if it cannot (default is YES).
The following parameters apply only to ROADWAY weirs:
Width width of road lanes and shoulders for a ROADWAY weir (ft or m).
Surf type of road surface for a ROADWAY weir: PAVED or GRAVEL.
Remarks:
The geometry of a weir's opening is described in the [XSECTIONS] section. The following
shapes must be used with each type of weir:
369
-------
Weir Type
Cross-Section Shape
Transverse
RECT OPEN
Sideflow
RECT OPEN
V-Notch
TRIANGULAR
Trapezoidal
TRAPEZOIDAL
Roadway
RECT OPEN
The ROADWAY weir is a broad crested rectangular weir used model roadway crossings usually
in conjunction with culvert-type conduits. It uses the FHWA HDS-5 method to determine a
discharge coefficient as a function of flow depth and roadway width and surface. If no
roadway data are provided then the weir behaves as a TRANSVERSE weir with Cd as its
discharge coefficient. Note that if roadway data are provided, then values for the other
optional weir parameters (NO for Gated, 0 for EC, 0 for Cd2, and NO for Sur) must be
entered even though they do not apply to ROADWAY weirs.
370
-------
Section: [outlets]
Purpose:
Identifies each outlet flow control device of the drainage system. These are devices used to
model outflows from storage units or flow diversions that have a user-defined relation
between flow rate and water depth.
Formats:
Name
Nodel
Node2
Offset
TABULAR/DEPTH Qcurve
(Gated)
Name
Nodel
Node2
Offset
TABULAR/HEAD Qcurve
(Gated)
Name
Nodel
Node2
Offset
FUNCTIONAL/DEPTH CI C2 (Gated)
Name
Nodel
Node2
Offset
FUNCTIONAL/HEAD CI C2
(Gated)
Parameters:
Name name assigned to outlet link.
Nodel name of the outlet's inlet node.
Node2 name of the outlet's outlet node.
Offset amount that the outlet is offset above the invert of its inlet node (ft or m,
expressed as either a depth or as an elevation, depending on the
LINK_OFFSETS option setting).
Qcurve name of the rating curve listed in the [CURVES] section that describes outflow
rate (flow units) as a function of:
¦ water depth above the offset elevation at the inlet node (ft or m) for a
TABULAR/DEPTH outlet
¦ head difference (ft or m) between the inlet and outflow nodes for a
TABULAR/HEAD outlet.
CI, C2 coefficient and exponent, respectively, of a power function that relates outflow
(Q) to:
¦ water depth (ft or m) above the offset elevation at the inlet node for a
FUNCTIONAL/DEPTH outlet
¦ head difference (ft or m) between the inlet and outflow nodes for a
FUNCTIONAL/HEAD outlet.
(i.e., Q = C1HC2 where H is either depth or head).
Gated YES if a flap gate prevents reverse flow, NO if not (default is NO).
371
-------
Section: [xsections]
Purpose:
Provides cross-section geometric data for conduit and regulator links of the drainage system.
Formats:
Link
Shape
Geoml Geom2
Geom3 Geom4 (Barrels Culvert)
Link
CUSTOM
Geoml Curve
(Barrels)
Link
IRREGULAR
Tsect
Link
STREET
Street
Parameters:
Link name of a conduit, orifice, or weir.
Shape a cross-section shape (see Tables D-l below or 3-1 for available shapes).
Geoml full height of the cross-section (ft or m).
Geom2-4 auxiliary parameters (width, side slopes, etc.) as listed in Table D-l.
Barrels number of barrels (i.e., number of parallel pipes of equal size, slope, and
roughness) associated with a conduit (default is 1).
Culvert code number from Table A.10 for the conduit's inlet geometry if it is a culvert
subject to possible inlet flow control (leave blank otherwise).
Curve name of a Shape Curve in the [CURVES] section that defines how cross-section
width varies with depth.
Tsect name of an entry in the [TRANSECTS] section that describes the cross-section
geometry of an irregular channel.
Street name of an entry in the [STREETS] section that describes the cross-section
geometry of a street.
Remarks:
The standard conduit shapes and their geometric parameters are listed in the following table:
372
-------
Table D-2 Geometric parameters of conduit cross sections
Shape
Geoml
Geom2
Geom3
Geom4
CIRCULAR
Diameter
FORCE MAIN
Diameter
Roughness1
FILLED CIRCULAR2
Diameter
Sediment
Depth
RECT CLOSED
Full Height
Top Width
RECT OPEN
Full Height
Top Width
TRAPEZOIDAL
Full Height
Base Width
Left Slope3
Right Slope3
TRIANGULAR
Full Height
Top Width
HORIZ ELLIPSE
Full Height
Max. Width
Size Code4
VERT ELLIPSE
Full Height
Max. Width
Size Code4
ARCH
Full Height
Max. Width
Size Code5
PARABOLIC
Full Height
Top Width
POWER
Full Height
Top Width
Exponent
RECT TRIANGULAR
Full Height
Top Width
Triangle
Height
RECT ROUND
Full Height
Top Width
Bottom
Radius
MODBASKETHANDLE
Full Height
Base Width
Top Radius6
EGG
Full Height
HORSESHOE
Full Height
GOTHIC
Full Height
CATENARY
Full Height
SEMIELLIPTICAL
Full Height
BASKETHANDLE
Full Height
SEMICIRCULAR
Full Height
1C-factors are used when H-W is the FORCE_MAIN_EQUATION choice in the
[OPTIONS] section while roughness heights (in inches or mm) are used forD-W.
2A circular conduit partially filled with sediment to a specified depth.
3Slopes are horizontal run / vertical rise.
4Size code of a standard shaped elliptical pipe as listed in Appendix A12. Leave blank (or
0) if the pipe has custom dimensions.
5Size code of a standard arch pipe as listed in Appendix A13. Leave blank (or 0) if the pipe
has custom dimensions).
6Set to zero to use a standard modified baskethandle shape whose top radius is half the
base width.
373
-------
The CUSTOM shape is a closed conduit whose width versus height is described by a user-
supplied Shape Curve.
An IRREGULAR cross-section is used to model an open channel whose geometry is described
by a Transect object.
A STREET cross-section is used to model street conduits and inlet flow capture (see the
[INLETS] and [INLETS_USAGE] sections).
The Culvert code number is used only for closed conduits acting as culverts that should be
analyzed for inlet control conditions using the FHWA HDS-5 methodology.
374
-------
Section: [transects]
Purpose:
Describes the cross-section geometry of natural channels or conduits with irregular shapes
following the HEC-2 data format.
Formats:
NC Nleft Nright Nchanl
XI Name Nsta Xleft Xright 0 0 0 Lfactor Wfactor Eoffset
GR Elev Station ... Elev Station
Parameters:
Nleft Manning's roughness coefficient (n) of right overbank portion of channel (use 0
if no change from previous NC line).
Nright Manning's roughness coefficient (n) of right overbank portion of channel (use 0
if no change from previous NC line.
Nchanl Manning's roughness coefficient (n) of main channel portion of channel (use 0 if
no change from previous NC line.
Name name assigned to the transect.
Nsta number of stations across the cross-section's width at which elevation data is
supplied.
Xleft station position which ends the left overbank portion of the channel (ft or m).
Xri gh t station position which begins the right overbank portion of the channel (ft or
m).
Lfactor meander modifier that represents the ratio of the length of a meandering main
channel to the length of the overbank area that surrounds it (use 0 if not
applicable).
Wfactor factor by which distances between stations should be multiplied to increase (or
decrease) the width of the channel (enter 0 if not applicable).
Eoffset amount to be added (or subtracted) from the elevation of each station (ft or m).
Elev elevation of the channel bottom at a cross-section station relative to some fixed
reference (ft or m).
Sta ti on distance of a cross-section station from some fixed reference (ft or m).
375
-------
Remarks:
Transect geometry is described as shown below, assuming that one is looking in a
downstream direction:
The first line in this section must always be a NC line. After that, the NC line is only needed
when a transect has different Manning's n values than the previous one.
The Manning's n values on the NC line will supersede any roughness value entered for the
conduit which uses the irregular cross-section.
There should be one XI line for each transect. Any number of GR lines may follow, and each
GR line can have any number of Elevation-Station data pairs. (In HEC-2 the GR line is limited
to 5 stations.)
The station that defines the left overbank boundary on the XI line must correspond to one
of the station entries on the GR lines that follow. The same holds true for the right overbank
boundary. If there is no match, a warning will be issued and the program will assume that no
overbank area exists.
The meander modifier is applied to all conduits that use this particular transect for their cross
section. It assumes that the length supplied for these conduits is that of the longer main
channel. SWMM will use the shorter overbank length in its calculations while increasing the
main channel roughness to account for its longer length.
376
-------
Section: [STREETS]
Purpose:
Describes the cross-section geometry of conduits that represent streets.
Format:
Name Tcrown Hcurb Sx nRoad (a W) (Sides Tback Sback nBack)
Parameters:
Name name assigned to the street cross-section
Tcrown distance from street's curb to its crown (ft or m)
Hcurb curb height (ft or m)
Sx street cross slope (%)
nRoad Manning's roughness coefficient (n) of the road surface
a gutter depression height (in or mm) (default = 0)
W depressed gutter width (ft or m) (default = 0)
Sides 1 for single sided street or 2 for two-sided street (default = 2)
Tback street backing width (ft or m) (default = 0)
Sback street backing slope (%) (default = 0)
nBack street backing Manning's roughness coefficient (n) (default = 0)
Remarks:
Tback
Tcrown
Sback
£
3
0
1
W
Street
"U—
S*
Crown
a
/
If the street has no depressed gutter (a = 0) then the gutter width entry is ignored. If the
street has no backing then the three backing parameters can be omitted.
377
-------
Section: [INLETS]
Purpose:
Defines inlet structure designs used to capture street and channel flow that are sent to below
ground sewers.
Format:
Name GRATE/DROP_GRATE Length Width Type (Aopen Vsplash)
Name CURB/DROP_CURB Length Height (Throat)
Name SLOTTED Length Width
Name CUSTOM Dcurve/Rcurve
Parameters:
Name name assigned to the inlet structure.
Length length of the inlet parallel to the street curb (ft or m).
Width width of a GRATE or SLOTTED inlet (ft or m).
Height height of a CURB opening inlet (ft or m).
Type type of GRATE used (see below).
Aopen fraction of a GENERIC grate's area that is open.
Vsplash splash over velocity for a GENERIC grate (ft/s or m/s).
Throat the throat angle of a CURB opening inlet (HORIZONTAL, INCLINED or
VERTICAL).
Dcurve name of a Diversion-type curve (captured flow v. approach flow) for a CUSTOM
inlet.
Rcurve name of a Rating-type curve (captured flow v. water depth) for a CUSTOM inlet.
Remarks:
See Section 3.3.7 for a description of the different types of inlets that SWMM can model.
Use one line for each inlet design except for a combination inlet where one GRATE line
describes its grated inlet and a second CURB line (with the same inlet name) describes its curb
opening inlet.
378
-------
GRATE, CURB, and SLOTTED inlets are used with STREET conduits, DROP_GRATE and
DROP CURB inlets with open channels, and a CUSTOM inlet with any conduit.
GRATE and DROP GRATE types can be any of the following:
Grate Type
Sketch
Description
P BAR-50
Parallel bar grate with bar spacing lVs" on
center
P BAR-50X100
m
Parallel bar grate with bar spacing lVs" on
center and ¥s" diameter lateral rods spaced
at 4" on center
P BAR-30
ii
Parallel bar grate with lVs" on center bar
spacing
CURVED VANE
Sid
e
Curved vane grate with 3%" longitudinal bar
and transverse bar spacing on center
TILT BAR-45
c
kid
45 degree tilt bar grate with TA"
longitudinal bar and 4" transverse bar
spacing on center
TILT BAR-30
30 degree tilt bar grate with 3%" and 4" on
center longitudinal and lateral bar spacing
respectively
S
ide
RETICULINE
i
a
"Honeycomb" pattern of lateral bars and
longitudinal bearing bars
GENERIC
A generic grate design.
Only a GENERIC type grate requires that Aopen and Vsplash values be provided. The
other standard grate types have predetermined values of these parameters. (Splash over
velocity is the minimum velocity that will cause some water to shoot over the inlet thus
reducing its capture efficiency).
A CUSTOM inlet takes the name of either a Diversion curve or a Rating curve as its only
parameter (see the [CURVES] section). Diversion curves are best suited for on-grade
inlets and Rating curves for on-sag inlets.
Examples:
379
-------
; A 2-ft x 2-ft parallel bar grate
InletTypel GRATE 2 2 P-BAR-30
; A combination inlet
InletType2 GRATE 2 2 CURVE D_VANE
InletType2 CURB 4 0.5 HORIZONTAL
; A custom inlet using Curvel as its capture curve
InletType3 CUSTOM Curvel
380
-------
Section: [INLETJJSAGE]
Purpose:
Assigns inlet structures to specific street and open channel conduits.
Format:
Conduit Inlet Node (Number %Clogged Qmax aLocal wLocal Placement)
Parameters:
Condui t name of a street or open channel conduit containing the inlet.
Inlet name of an inlet structure (from the [INLETS] section) to use.
Node name of the sewer node receiving flow captured by the inlet.
Number number of replicate inlets placed on each side of the street.
%Clogged degree to which inlet capacity is reduced due to clogging (%).
Qmax maximum flow that the inlet can capture (flow units).
alocal height of local gutter depression (in or mm).
wlocal width of local gutter depression (ft or m).
PI a cemen t AUTOMATIC, ON_GRADE, or ON_SAG.
Remarks:
Only conduits with a STREET cross section can be assigned a curb and gutter inlet while
drop inlets can only be assigned to conduits with a RECT_OPEN or TRAPEZOIDAL cross
section.
Only the first three parameters are required. The default number of inlets is 1 (for each side
of a two-sided street) while the remaining parameters have default values of 0.
A Qmax value of 0 indicates that the inlet has no flow restriction.
The local gutter depression applies only over the length of the inlet unlike the continuous
depression for a STREET cross section which exists over the full curb length.
The default inlet placement is AUTOMATIC, meaning that the program uses the network
topography to determine whether an inlet operates on-grade or on-sag. On-grade means the
inlet is located on a continuous grade. On-sag means the inlet is located at a sag or sump point
where all adjacent conduits slope towards the inlet leaving no place for water to flow except
into the inlet.
381
-------
Section: [losses]
Purpose:
Specifies minor head loss coefficients, flap gates, and seepage rates for conduits.
Format:
Conduit Kentry Kexit Kavg (Flap Seepage)
Parameters:
Conduit name of a conduit.
Kentry minor head loss coefficient at the conduit's entrance.
Kexi t minor head loss coefficient at the conduit's exit.
Kavg average minor head loss coefficient across the length of the conduit.
Flap YES if the conduit has a flap valve that prevents back flow, NO otherwise.
(Default is NO).
Seepage Rate of seepage loss into the surrounding soil (in/hr or mm/hr). (Default is 0.)
Remarks:
Minor losses are only computed for the Dynamic Wave flow routing option (see the
[OPTIONS] section). They are computed as Kv2/2g where K = minor loss coefficient, v =
velocity, and g = acceleration of gravity. Entrance losses are based on the velocity at the
entrance of the conduit, exit losses on the exit velocity, and average losses on the average
velocity.
Only enter data for conduits that actually have minor losses, flap valves, or seepage losses.
382
-------
Section: [controls]
Purpose:
Determines how pumps and regulators will be adjusted based on simulation time or
conditions at specific nodes and links.
Formats:
Each control rule is a series of statements of the form:
RULE ruleID
condition 1
condition 2
condition 3
condition 4
IF
AND
OR
AND
Etc.
THEN action 1
AND action 2
Etc.
ELSE action 3
AND action 4
Etc.
PRIORITY value
Parameters:
rulelD
condition n
action n
value
an ID label assigned to the rule,
a condition clause,
an action clause.
a priority value (e.g., a number from 1 to 5).
Remarks:
Please refer to Section C.3 for a complete description of the control rule format plus examples
of different types of rule statements.
383
-------
Section: [pollutants]
Purpose:
Identifies the pollutants being analyzed.
Format:
Name Units Crain Cgw Cii Kd (Sflag CoPoll CoFract Cdwf Cinit)
Parameters:
Name name assigned to a pollutant.
Uni ts concentration units (MG/L for milligrams per liter, UG/L for micrograms per
liter, or #/L for direct count per liter).
Crain concentration of the pollutant in rainfall (concentration units).
Cgw concentration of the pollutant in groundwater (concentration units).
Cii concentration of the pollutant in rainfall-dependent infiltration and inflow
(concentration units).
Kdecay first-order decay coefficient (1/days).
Sflag YES if pollutant buildup occurs only when there is snow cover, NO otherwise
(default is NO).
CoPoll name of a co-pollutant (default is no co-pollutant designated by a *).
CoFract fraction of the co-pollutant's concentration (default is 0).
Cdwf pollutant concentration in dry weather flow (default is 0).
Cini t pollutant concentration throughout the conveyance system at the start of the
simulation (default is 0).
Remarks:
FLOW is a reserved word and cannot be used to name a pollutant.
Parameters Sflag through Cinit can be omitted if they assume their default values. If
there is no co-pollutant but non-default values for Cdwf or Cini t, then enter an asterisk (*)
for the co-pollutant name.
When pollutant X has a co-pollutant Y, it means that fraction CoFract of pollutant Y's runoff
concentration is added to pollutant X's runoff concentration when wash off from a
subcatchment is computed.
384
-------
The dry weather flow concentration can be overridden for any specific node of the
conveyance system by editing the node's Inflows property (see the [INFLOWS] section).
385
-------
Section: [landuses]
Purpose:
Identifies the various categories of land uses within the drainage area. Each subcatchment
area can be assigned a different mix of land uses. Each land use can be subjected to a different
street sweeping schedule. Land uses are only used in conjunction with pollutant buildup and
wash off.
Format:
Name (Sweeplnterval Availability LastSweep)
Parameters:
Name land use name.
Sweeplnterval days between street sweeping.
Availabili ty fraction of pollutant buildup available for removal by street sweeping.
LastSweep days since last sweeping at the start of the simulation.
386
-------
Section: [coverages]
Purpose:
Specifies the percentage of a subcatchment's area that is covered by each category of land
use.
Format:
Subcat Landuse Percent Landuse Percent . . .
Parameters:
Subcat subcatchment name.
Landuse land use name.
Percent percent of the subcatchment's area covered by the land use.
Remarks:
More than one pair of land use - percentage values can be entered per line. If more than one
line is needed, then the subcatchment name must still be entered first on the succeeding
lines.
If a land use does not pertain to a subcatchment, then it does not have to be entered.
If no land uses are associated with a subcatchment then no pollutants will appear in the runoff
from the subcatchment.
387
-------
Section: [loadings]
Purpose:
Specifies the pollutant buildup that exists on each subcatchment at the start of a simulation.
Format:
Subcat Pollut InitBuildup Pollut InitBuildup ...
Parameters:
Subcat name of a subcatchment.
Pollut name of a pollutant.
InitBuildup initial buildup of the pollutant (lbs/acre or kg/hectare).
Remarks:
More than one pair of pollutant - buildup values can be entered per line. If more than one line
is needed, then the subcatchment name must still be entered first on the succeeding lines.
If an initial buildup is not specified for a pollutant, then its initial buildup is computed by
applying the DRY_DAYS option (specified in the [OPTIONS] section) to the pollutant's
buildup function for each land use in the subcatchment.
388
-------
Section: [buildup]
Purpose:
Specifies the rate at which pollutants build up over different land uses between rain events.
Format:
Landuse Pollutant FuncType CI C2 C3 PerUnit
Parameters:
Landuse land use name.
Pollutant pollutant name.
FuncType buildup function type: ( POW / EXP / SAT / EXT).
CI ,C2, C3 buildup function parameters (see Table D-2).
PerUni t AREA if buildup is per unit area, CURBLENGTH if per length of curb.
Remarks:
Buildup is measured in pounds (kilograms) per unit of area (or curb length) for pollutants
whose concentration units are either mg/L or ug/L. If the concentration units are counts/L,
then buildup is expressed as counts per unit of area (or curb length).
Table D-3 Pollutant buildup functions
Name
Function
Equation*
POW
Power
Min (CI, C2*tC3)
EXP
Exponential
Cl*(l - exp(-C2*t))
SAT
Saturation
Cl*t / (C3 + t)
EXT
External
See below
*t is antecedent dry days.
For the EXT buildup function, CI is the maximum possible buildup (mass per area or curb
length), C2 is a scaling factor, and C3 is the name of a Time Series that contains buildup rates
(as mass per area or curb length per day) as a function of time.
389
-------
Section: [washoff]
Purpose:
Specifies the rate at which pollutants are washed off from different land uses during rain
events.
Format:
Landuse Pollutant FuncType CI C2 SweepRmvl BmpRmvl
Parameters:
Landuse land use name.
Pollutant pollutant name.
FuncType washoff function type: EXP / RC / EMC.
CI, C2 washoff function coefficients(see Table D-3).
SweepRmvl street sweeping removal efficiency (percent).
BmpRmvl BMP removal efficiency (percent).
Remarks:
Table D-4 Pollutant wash off functions
Name
Function
Equation
Units
EXP
Exponential
CI (runoff)C2 (buildup)
Mass/hour
RC
Rating Curve
CI (runoff)C2
Mass/sec
EMC
Event Mean
Concentration
CI
Mass/Liter
Each washoff function expresses its results in different units.
For the Exponential function the runoff variable is expressed in catchment depth per unit of
time (inches per hour or millimeters per hour), while for the Rating Curve function it is in
whatever flow units were specified in the [OPTIONS] section of the input file (e.g., CFS, CMS,
etc.).
390
-------
The buildup parameter in the Exponential function is the current total buildup over the
subcatchment's land use area in mass units. The units of CI in the Exponential function are
(in/hr)" per hour (or (mm/hr)" per hour). For the Rating Curve function, the units of CI
depend on the flow units employed. For the EMC (event mean concentration) function, CI is
always in concentration units.
391
-------
Section: [treatment]
Purpose:
Specifies the degree of treatment received by pollutants at specific nodes of the drainage
system.
Format:
Node Pollut Result = Func
Parameters:
Node Name of the node where treatment occurs.
Pollut Name of pollutant receiving treatment.
Resul t Result computed by treatment function. Choices are:
C (function computes effluent concentration)
R (function computes fractional removal).
Func mathematical function expressing treatment result in terms of pollutant
concentrations, pollutant removals, and other standard variables (see below).
Remarks:
Treatment functions can be any well-formed mathematical expression involving:
• inlet pollutant concentrations (use the pollutant name to represent a concentration)
• removal of other pollutants (use R_ pre-pended to the pollutant name to represent
removal)
• process variables which include:
FLOW for flow rate into node (user's flow units)
DEPTH for water depth above node invert (ft or m)
AREA for node surface area (ft2 or m2)
DT for routing time step (seconds)
HRT for hydraulic residence time (hours)
Any of the following math functions can be used in a treatment function:
• abs(x) for absolute value of x
• sgn(x) which is +1 for x >= 0 or -1 otherwise
• step(x) which is 0 for x <= 0 and 1 otherwise
392
-------
• sqrt(x) for the square root of x
• log(x) for logarithm base e of x
• loglO(x) for logarithm base 10 of x
• exp(x) for e raised to the x power
• the standard trig functions (sin, cos, tan, and cot)
• the inverse trig functions (asin, acos, atan, and acot)
• the hyperbolic trig functions (sinh, cosh, tanh, and coth)
along with the standard operators +, -, *, /, A (for exponentiation ) and any level of nested
parentheses.
Examples:
; 1-st order decay of BOD
Node23 BOD C = BOD * exp(-0.05*HRT)
; lead removal is 20% of TSS removal
Node23 Lead R = 0.2 * R TSS
393
-------
Section: [inflows]
Purpose:
Specifies external hydrographs and pollutographs that enter the drainage system at specific
nodes.
Formats:
Node FLOW Tseries ('FLOW (1.0 Sfactor Base Pat))
Node Pollut Tseries (Type (Mfactor Sfactor Base Pat))
Parameters:
Node name of the node where external inflow enters.
Pollut name of a pollutant.
Tseries name of a time series in the [TIMESERIES] section describing how external
flow or pollutant loading varies with time.
Type CONCEN if pollutant inflow is described as a concentration, MASS if it is
described as a mass flow rate (default is CONCEN).
Mf actor the factor that converts the inflow's mass flow rate units into the project's mass
units per second, where the project's mass units are those specified for the
pollutant in the [POLLUTANTS] section (default is 1.0 - see example below).
Sfactor a scaling factor that multiplies the recorded time series values (default is 1.0).
Base a constant baseline value added to the time series value (default is 0.0).
Pat name of an optional time pattern in the [PATTERNS] section used to adjust the
baseline value on a periodic basis.
Remarks:
External inflows are represented by both a constant and time varying component as follows:
Inflow = (Baseline value) *(Pattern factor) +
(Scaling factor)*(Time series value)
If an external inflow of a pollutant concentration is specified for a node, then there must also
be an external inflow of FLOW provided for the same node, unless the node is an Outfall. In
that case a pollutant can enter the system during periods when the outfall is submerged and
reverse flow occurs. External pollutant mass inflows do not require a FLOW inflow.
394
-------
Examples:
; N0DE2 receives flow inflow from time series N2FL0W
; and TSS concentration from time series N2TSS
NODE2 FLOW N2 FLOW
N0DE2 TSS N33TSS CONCEN
; NODE65 has a mass inflow of BOD from time series N65BOD
; listed in lbs/hr (126 converts lbs/hr to mg/sec)
NODE 65 BOD N65BOD MASS 126
; Flow inflow to Node N176 consists of the flow time series
; FLOW 176 scaled at 0.5 plus a baseline flow of 12.7
; adjusted by pattern FlowPat
N17 6 FLOW FLOW 17 6 FLOW 1.0 0.5 12.7 FlowPat
395
-------
Section: [dwf]
Purpose:
Specifies dry weather flow and its quality entering the drainage system at specific nodes.
Format:
Node Type Base (Patl Pat2 Pat3 Pat4)
Parameters:
Node
Type
Base
Patl
Pat 2
etc.
Remarks:
The actual dry weather input will equal the product of the baseline value and any adjustment
factors supplied by the specified patterns. (If not supplied, an adjustment factor defaults to
1.0.)
The patterns can be any combination of monthly, daily, hourly and weekend hourly patterns,
listed in any order. See the [PATTERNS] section for more details.
name of a node where dry weather flow enters.
keyword FLOW for flow or a pollutant name for a quality constituent.
average baseline value for corresponding constituent (flow or concentration
units).
names of up to four time patterns appearing in the [PATTERNS] section.
396
-------
Section: [rdii]
Purpose:
Specifies the parameters that describe rainfall-dependent infiltration and inflow (RDII)
entering the drainage system at specific nodes.
Format:
Node UHgroup SewerArea
Parameters:
Node
UHgroup
SewerArea
name of a node receiving RDII flow.
name of an RDII unit hydrograph group appearing in the [HYDROGRAPHS]
section.
area of the sewershed that contributes RDII to the node (acres or hectares).
-------
Section: [hydrographs]
Purpose:
Specifies the shapes of the triangular unit hydrographs that determine the amount of rainfall-
dependent infiltration and inflow (RDM) entering the drainage system.
Format:
Name Raingage
Name Month SHORT/MEDIUM/LONG R T K (Dmax Dree DO)
Remarks:
Name name assigned to a unit hydrograph group.
Raingage name of the rain gage used by the unit hydrograph group.
Month month of the year (e.g., JAN, FEB, etc. or ALL for all months).
R response ratio for the unit hydrograph.
T time to peak (hours) for the unit hydrograph.
K recession limb ratio for the unit hydrograph.
Dmax maximum initial abstraction depth available (in rain depth units).
Dree initial abstraction recovery rate (in rain depth units per day)
DO initial abstraction depth already filled at the start of the simulation (in rain
depth units).
Remarks:
For each group of unit hydrographs, use one line to specify its rain gage followed by as many
lines as are needed to define each unit hydrograph used by the group throughout the year.
Three separate unit hydrographs, that represent the short-term, medium-term, and long-
term RDM responses, can be defined for each month (or all months taken together). Months
not listed are assumed to have no RDM.
The response ratio (R) is the fraction of a unit of rainfall depth that becomes RDM. The sum of
the ratios for a set of three hydrographs does not have to equal 1.0.
The recession limb ratio (if) is the ratio of the duration of the hydrograph's recession limb to
the time to peak (T) making the hydrograph time base equal to T* (1+K) hours. The area
under each unit hydrograph is 1 inch (or mm).
398
-------
The optional initial abstraction parameters determine how much rainfall is lost at the start of
a storm to interception and depression storage. If not supplied then the default is no initial
abstraction.
Example:
; All three unit hydrographs in this group have the same shapes except those in July,
; which have only a short- and medium-term response and a different shape.
UH101
RG1
UH101
ALL
SHORT
0 . 033
1. 0
2 . 0
UH101
ALL
MEDIUM
0.300
3 . 0
2 . 0
UH101
ALL
LONG
0 . 033
O
o
2 . 0
UH101
JUL
SHORT
0. 033
0.5
2 . 0
UH101
JUL
MEDIUM
0. 011
2 . 0
2 . 0
399
-------
Section: [curves]
Purpose:
Describes a relationship between two variables in tabular format.
Format:
Name Type
Name X-value Y-value . . .
Parameters:
Name name assigned to the curve.
Type the type of curve being defined:
STORAGE / SHAPE / DIVERSION / TIDAL / PUMP1 / PUMP2 /
PUMP3 / PUMP4 / PUMP5 / RATING / CONTROL / WEIR.
X-val ue an X (independent variable) value.
Y-val ue the Y (dependent variable) value corresponding to X.
Remarks:
Each curve should have its name and type on the first line with its data points entered on
subsequent lines.
Multiple pairs of x-y values can appear on a line. If more than one line is needed, repeat the
curve's name on subsequent lines.
X-values must be entered in increasing order.
Choices for curve type have the following meanings (flows are expressed in the user's choice
of flow units set in the [OPTIONS] section):
STORAGE
SHAPE
surface area in ft2 (m2) versus depth in ft (m) for a storage unit node
width versus depth for a custom closed cross-section, both normalized
with respect to full depth
DIVERSION diverted outflow versus total inflow for a flow divider node or a Custom
inlet
water surface elevation in ft (m) versus hour of the day for an outfall
node
pump outflow versus increment of inlet node volume in ft3 (m3)
pump outflow versus increment of inlet node depth in ft (m)
TIDAL
PUMP1
PUMP2
400
-------
WEIR
RATING
CONTROL
PUMP 3
PUMP 4
PUMP 5
pump outflow versus head difference between outlet and inlet nodes in
ft (m) that has decreasing flow with increasing head
pump outflow versus continuous inlet node depth in ft (m)
pump outflow versus head difference between outlet and inlet nodes in
ft (m) that has decreasing flow with increasing head
flow versus head in ft (m) for an Outlet link or a Custom inlet
control setting for a pump or flow regulator versus a controller variable
(such as a node water level) in a modulated control; flow adjustment
setting versus head for an LID unit's underdrain
discharge coefficient for flow in CFS (CMS) versus head in ft (m)
Remarks:
See Section 3.2 for illustrations of the different types of pump curves.
Examples:
; Storage curve (x = depth, y = surface area)
AC1 STORAGE
AC1 0 1000 2 2000 4 35 00 6 4200 8 5000
; Type 1 pump curve (x = inlet wet well volume, y = flow)
PCI PUMP1
PCI 100 5 300 10 500 20
; Type 5 pump curve (x = pump head, y = pump flow)
PC2 PUMP5
PC2 0 4
PC2 4 2
PC2 6 0
401
-------
Section: [timeseries]
Purpose:
Describes how a quantity varies over time.
Formats:
Name ( Date ) Hour Value
Name Time Value . . .
Name FILE Fname
Parameters:
Name
Date
Hour
Time
Value
Fname
name assigned to the time series.
date in Month/Day/Year format (e.g., June 15, 2001 would be 6/15/2001).
24-hour military time (e.g., 8:40 pm would be 20:40) relative to the last date
specified (or to midnight of the starting date of the simulation if no previous
date was specified).
hours since the start of the simulation, expressed as a decimal number or as
hours:minutes (where hours can be greater than 24).
a value corresponding to the specified date and time.
the name of a file in which the time series data are stored
Remarks:
There are two options for supplying the data for a time series:
i. directly within this input file section as described by the first two formats
ii. through an external data file named with the third format.
When direct data entry is used, multiple date-time-value or time-value entries can appear on
a line. If more than one line is needed, the table's name must be repeated as the first entry
on subsequent lines.
When an external file is used, each line in the file must use the same formats listed above,
except that only one date-time-value (or time-value) entry is allowed per line. Any line that
begins with a semicolon is considered a comment line and is ignored. Blank lines are also
permitted. Enclose the external file name in double quotes if it contains spaces and include
its full path if it resides in a different directory than the SWMM input file.
402
-------
There are two options for describing the occurrence time of time series data:
• as calendar date plus time of day (which requires that at least one date, at the start
of the series, be entered)
• as elapsed hours since the start of the simulation.
For the first method, dates need only be entered at points in time when a new day occurs.
For rainfall time series, it is only necessary to enter periods with non-zero rainfall amounts.
SWMM interprets the rainfall value as a constant value lasting over the recording interval
specified for the rain gage which utilizes the time series. For all other types of time series,
SWMM uses interpolation to estimate values at times that fall in between the recorded
values.
Examples:
; Hourly rainfall time series with dates specified using
; one data point per line to emphasize when dates change
TS1 6-15-2001 7:00 0.1
TS1 8:00 0.2
TS1 9:00 0.05
TS1 10:00 0
TS1 6-21-2001 4:00 0.2
TS2 5:00 0
TS2 14:00 0.1
TS2 15:00 0
;Inflow hydrograph - time relative to start of simulation
HY1 0 0 1.25 100 2:30 150 3.0 120 4.5 0
HY1 32:10 0 34.0 57 35.33 85 48.67 24 50 0
403
-------
Section: [patterns]
Purpose:
Specifies time patterns of dry weather flow or quality in the form of adjustment factors
applied as multipliers to baseline values.
Format:
Name MONTHLY
Name DAILY
Name HOURLY
Name WEEKEND
Factorl Factor2
Factorl Factor2
Factorl Factor2
Factorl Factor2
Factorl2
Factor7
Factor24
Factor24
Parameters:
Name name used to identify the pattern.
Factorl,
Factor2,
etc. multiplier values.
Remarks:
The MONTHLY format is used to set monthly pattern factors for dry weather flow
constituents.
The DAILY format is used to set dry weather pattern factors for each day of the week, where
Sunday is day 1.
The HOURLY format is used to set dry weather factors for each hour of the day starting from
midnight. If these factors are different for weekend days than for weekday days then the
WEEKEND format can be used to specify hourly adjustment factors just for weekends.
More than one line can be used to enter a pattern's factors by repeating the pattern's name
(but not the pattern type) at the beginning of each additional line.
The pattern factors are applied as multipliers to any baseline dry weather flows or quality
concentrations supplied in the [DWF] section.
Examples:
; Day of week adjustment factors
D1 DAILY 0.5 1.0 1.0 1.0 1.0 1.0 0.5
D2 DAILY 0.8 0.9 1.0 1.1 1.0 0.9 0.8
404
-------
; Hourly adjustment factors
HI HOURLY
0.5
0 . 6
0.7
o
CO
o
CO
0 . 9
HI
1 . 1
1.2
1.3
1.5
1.1
1. 0
HI
0 . 9
0 . 8
0.7
0 . 6
0.5
0.5
HI
0.5
0.5
0.5
0.5
0.5
0.5
D.3 Map Data Section
SWMM's graphical user interface (GUI) can display a schematic map of the drainage area being
analyzed. This map displays subcatchments as polygons, nodes as circles, links as polylines, and
rain gages as bitmap symbols. In addition it can display text labels and a backdrop image, such as
a street map. The GUI has tools for drawing, editing, moving, and displaying these map elements.
The map's coordinate data are stored in the format described below. Normally these data are
simply appended to the SWMM input file by the GUI so users do not have to concern themselves
with it. However it is sometimes more convenient to import map data from some other source,
such as a CAD or GIS file, rather than drawing a map from scratch using the GUI. In this case the
data can be added to the SWMM project file using any text editor or spreadsheet program.
SWMM does not provide any automated facility for converting coordinate data from other file
formats into the SWMM map data format.
SWMM's map data are organized into the following seven sections:
[MAP] X,Y coordinates of the map's bounding rectangle
[POLYGONS] X,Y coordinates for each vertex of subcatchment polygons
[COORDINATES] X,Y coordinates for nodes
[VERTICES] X,Y coordinates for each interior vertex of polyline links
[LABELS] X,Y coordinates and text of labels
[SYMBOLS] X,Y coordinates for rain gages
[BACKDROP] X,Y coordinates of the bounding rectangle and file name of the backdrop
image.
Figure D-2 displays a sample map and Figure D-3 the data that describes it. Note that only one
link, 3, has interior vertices which give it a curved shape. Also observe that this map's coordinate
system has no units, so that the positions of its objects may not necessarily coincide to their real-
world locations.
405
-------
Figure D-2 Example study area map
[MAP]
DIMENSIONS
0.00 0.00
10000
00 10000.00
UNITS
None
[COORDINATES]
;;Node
X-Coord
Y-Coord
N1
4006.62
5463.58
N2
6953.64
4768.21
N3
4635.76
3443.71
N4
8509.93
827.81
[VERTICES]
;;Link
X-Coord
Y-Coord
3
5430.46
2019.87
3
7251.66
927.15
[SYMBOLS]
;;Gage
X-Coord
Y-Coord
G1
5298.01
9139.07
[Polygons]
;;Subcatchment
X-Coord
Y-Coord
SI
3708.61
8543.05
SI
4834.44
7019.87
SI
3675.50
4834.44
< additional vertices not listed >
S2
6523.18
8079.47
S2
8112.58
8841.06
Figure D-3 Data for example study area map
406
-------
A detailed description of each map data section will now be given. Remember that map data are
only used as a visualization aid for SWMM's GUI and they play no role in any of the runoff or
routing computations. Map data are not needed for running the command line version of SWMM.
Section: [map]
Purpose:
Provides dimensions and distance units for the map.
Formats:
DIMENSIONS XI Y1 X2 Y2
UNITS FEET / METERS / DEGREES / NONE
Parameters:
XI lower-left X coordinate of full map extent
Y1 lower-left Y coordinate of full map extent
X2 upper-right X coordinate of full map extent
Y2 upper-right Y coordinate of full map extent
Section: [coordinates]
Purpose:
Assigns X,Y coordinates to drainage system nodes.
Format:
Node Xcoord Ycoord
Parameters:
Node name of node.
Xcoord horizontal coordinate relative to origin in lower left of map.
Ycoord vertical coordinate relative to origin in lower left of map.
407
-------
Section: [vertices]
Purpose:
Assigns X,Y coordinates to interior vertex points of curved drainage system links.
Format:
Link Xcoord Ycoord
Parameters:
Link name of link.
Xcoord horizontal coordinate of vertex relative to origin in lower left of map.
Ycoord vertical coordinate of vertex relative to origin in lower left of map.
Remarks:
Include a separate line for each interior vertex of the link, ordered from the inlet node to the
outlet node.
Straight-line links have no interior vertices and therefore are not listed in this section.
Section: [polygons]
Purpose:
Assigns X,Y coordinates to vertex points of polygons that define a subcatchment boundary.
Format:
Subcat Xcoord Ycoord
Parameters:
Subcat name of subcatchment.
Xcoord horizontal coordinate of vertex relative to origin in lower left of map.
Ycoord vertical coordinate of vertex relative to origin in lower left of map.
Remarks:
Include a separate line for each vertex of the subcatchment polygon, ordered in a consistent
clockwise or counter-clockwise sequence.
408
-------
Section: [symbols]
Purpose:
Assigns X,Y coordinates to rain gage symbols.
Format:
Gage Xcoord Ycoord
Remarks:
Gage name of rain gage.
Xcoord horizontal coordinate relative to origin in lower left of map.
Ycoord vertical coordinate relative to origin in lower left of map.
Section: [labels]
Purpose:
Assigns X,Y coordinates to user-defined map labels.
Format:
Xcoord Ycoord Label (Anchor Font Size Bold Italic)
Parameters:
Xcoord horizontal coordinate relative to origin in lower left of map.
Ycoord vertical coordinate relative to origin in lower left of map.
Label text of label surrounded by double quotes.
Anchor name of node or subcatchment that anchors the label on zoom-ins (use an
empty pair of double quotes if there is no anchor).
Font name of label's font (surround by double quotes if the font name includes
spaces).
Size font size in points.
Bold YES for bold font, NO otherwise.
Italic YES for italic font, NO otherwise.
Remarks:
Use of the anchor node feature will prevent the label from moving outside the viewing area
when the map is zoomed in on.
If no font information is provided then a default font is used to draw the label.
409
-------
Section: [backdrop]
Purpose:
Specifies file name and coordinates of map's backdrop image.
Formats:
FILE Fname
DIMENSIONS XI Y1 X2 Y2
Parameters:
Fname name of file containing backdrop image
XI lower-left X coordinate of backdrop image
Y1 lower-left Y coordinate of backdrop image
X2 upper-right X coordinate of backdrop image
Y2 upper-right Y coordinate of backdrop image
410
-------
Appendix E ERROR AND WARNING MESSAGES
ERROR 101: memory allocation error.
There is not enough physical memory in the computer to analyze the study area.
ERROR 103: cannot solve KW equations for Link xxx.
The internal solver for Kinematic Wave routing failed to converge for the specified
link at some stage of the simulation.
ERROR 105: cannot open ODE solver.
The system could not open its Ordinary Differential Equation solver.
ERROR 107: cannot compute a valid time step.
A valid time step for runoff or flow routing calculations (i.e., a number greater
than 0) could not be computed at some stage of the simulation.
ERROR 108: ambiguous outlet ID name for Subcatchment xxx.
The name of the element identified as the outlet of a subcatchment belongs to
both a node and a subcatchment in the project's data base.
ERROR 109: invalid parameter values for Aquifer xxx.
The properties entered for an aquifer object were either invalid numbers or were
inconsistent with one another (e.g., the soil field capacity was higher than the
porosity).
ERROR 110: ground elevation is below water table for Subcatchment xxx.
The ground elevation assigned to a subcatchment's groundwater parameters
cannot be below the initial water table elevation of the aquifer object used by the
subcatchment.
ERROR 111: invalid length for Conduit xxx.
Conduits cannot have zero or negative lengths.
ERROR 112: elevation drop exceeds length for Conduit xxx.
The elevation drop across the ends of a conduit cannot be greater than the
conduit's length. Check for errors in the length and in both the invert elevations
and offsets at the conduit's upstream and downstream nodes.
411
-------
ERROR 113: invalid roughness for Conduit xxx.
Conduits cannot have zero or negative roughness values.
ERROR 114: invalid number of barrels for Conduit xxx.
Conduits must consist of one or more barrels.
ERROR 115: adverse slope for Conduit xxx.
Under Steady or Kinematic Wave routing, all conduits must have positive slopes.
This can usually be corrected by reversing the inlet and outlet nodes of the
conduit (i.e., right click on the conduit and select Reverse from the popup menu
that appears). Adverse slopes are permitted under Dynamic Wave routing.
ERROR 117: no cross-section defined for Link xxx.
Cross-section geometry was never defined for the specified link.
ERROR 119: invalid cross-section for Link xxx.
Either an invalid shape or invalid set of dimensions was specified for a link's cross-
section.
ERROR 121: missing or invalid pump curve assigned to Pump xxx.
Either no pump curve or an invalid type of curve was specified for a pump.
ERROR 122: startup depth not higher than shutoff depth for Pump xxx.
Automatic startup for a pump always occurs at a wet well water level that is
higher than its automatic shutoff level.
ERROR 131: the following links form cyclic loops in the drainage system.
The Steady and Kinematic Wave flow routing methods cannot be applied to
systems where a cyclic loop exists (i.e., a directed path along a set of links that
begins and ends at the same node). Most often the cyclic nature of the loop can
be eliminated by reversing the direction of one of its links (i.e., switching the inlet
and outlet nodes of the link). The names of the links that form the loop will be
listed following this message.
ERROR 133: Node xxx has more than one outlet link.
Under Steady and Kinematic Wave flow routing, a junction node can have only a
single outlet link.
412
-------
ERROR 134: Node xxx has illegal DUMMY link connections.
Only a single conduit with a DUMMY cross-section or Ideal-type pump can be
directed out of a node; a node with an outgoing Dummy conduit or Ideal pump
cannot have all of its incoming links be Dummy conduits and Ideal pumps; a
Dummy conduit cannot have its upstream end connected to a storage node.
ERROR 135: Divider xxx does not have two outlet links.
Flow divider nodes must have two outlet links connected to them.
ERROR 136: Divider xxx has invalid diversion link.
The link specified as being the one carrying the diverted flow from a flow divider
node was defined with a different inlet node.
ERROR 137: Weir Divider xxx has invalid parameters.
The parameters of a Weir-type divider node either are non-positive numbers or
are inconsistent (i.e., the value of the discharge coefficient times the weir height
raised to the 3/2 power must be greater than the minimum flow parameter).
ERROR 138: Node xxx has initial depth greater than maximum depth.
Self-explanatory.
ERROR 139: Regulator xxx is the outlet of a non-storage node.
Under Steady or Kinematic Wave flow routing, orifices, weirs, and outlet links can
only be used as outflow links from storage nodes.
ERROR 140: Storage node xxx has negative volume at full depth.
The storage unit's Shape data (surface area versus depth) is producing a negative
volume at full depth. This can occur when a storage node's surface area curve
slopes downward at its highest depth which is below the node's full depth.
ERROR 141: Outfall xxx has more than 1 inlet link or an outlet link.
An outfall node is only permitted to have one link attached to it.
ERROR 143: Regulator xxx has invalid cross-section shape.
An orifice must have either a CIRCULAR or RECT_CLOSED shape, while a weir must
have either a RECT_OPEN, TRAPEZOIDAL, or TRIANGULAR shape.
ERROR 145: Drainage system has no acceptable outlet nodes.
Under Dynamic Wave flow routing, there must be at least one node designated
as an outfall.
413
-------
ERROR 151:
a Unit Hydrograph in set xxx has invalid time base.
The time base of a Unit Hydrograph cannot be negative and if positive, must not
be less than the recording interval for its rain gage.
ERROR 153: a Unit Hydrograph in set xxx has invalid response ratios.
The response ratios for a set of Unit Hydrographs (the short-, medium-, and long-
term response hydrographs) must be between 0 and 1.0 and cannot add up to a
value greater than 1.0
ERROR 155: invalid sewer area for RDM at Node xxx.
The sewer area contributing RDM inflow to a node cannot be a negative number.
ERROR 156: ambiguous station ID for Rain Gage xxx.
If two Rain Gages use files for their data sources and have the same Station IDs
then they must also use the same data files.
ERROR 157: inconsistent rainfall format for Rain Gage xxx.
If two or more rain gages use the same Time Series for their rainfall data then
they must all use the same data format (intensity, volume, or cumulative volume).
ERROR 158: time series for Rain Gage xxx is also used by another object.
A rainfall Time Series associated with a Rain Gage cannot be used by another
object that is not also a Rain Gage.
ERROR 159: recording interval greater than time series interval for Rain Gage xxx.
The recording time interval specified for the rain gage is greater than the smallest
time interval between values in the Time Series used by the gage.
ERROR 161: cyclic dependency in treatment functions at Node xxx.
An example would be where the removal of pollutant 1 is defined as a function
of the removal of pollutant 2 while the removal of pollutant 2 is defined as a
function of the removal of pollutant 1.
ERROR 171: Curve xxx has invalid or out of sequence data.
The X-values of a curve object must be entered in increasing order.
ERROR 173: Time Series xxx has its data out of sequence.
The time (or date/time) values of a time series must be entered in sequential
order.
414
-------
ERROR 181:
invalid Snow Melt Climatology parameters.
The ATI Weight or Negative Melt Ratio parameters are not between 0 and 1 or
the site latitude is not between -60 and +60 degrees.
ERROR 182: invalid parameters for Snow Pack xxx.
A snow pack's minimum melt coefficient is greater than its maximum coefficient;
the fractions of free water capacity or impervious plowable area are not between
0 and 1; or the snow removal fractions sum to more than 1.0.
ERROR 183: no type specified for LID xxx.
A named LID control has layers defined for it but its LID type was never specified.
ERROR 184: missing layer for LID xxx.
A required design layer is missing for the specified LID control.
ERROR 185: invalid parameter value for LID xxx.
An invalid value was supplied for an LID control's design parameter.
ERROR 187: LID area exceeds total area for Subcatchment xxx.
The area of the LID controls placed within the subcatchment is greater than that
of the subcatchment itself.
ERROR 188: LID capture area exceeds total impervious area for Subcatchment xxx.
The amount of impervious area assigned to be treated by LID controls in the
subcatchment exceeds the total amount of impervious area available.
ERROR 191: simulation start date comes after ending date.
Self-explanatory.
ERROR 193: report start date comes after ending date.
Self-explanatory.
ERROR 195: reporting time step is less than routing time step.
Self-explanatory.
ERROR 200: one or more errors in input file.
This message appears when one or more input file parsing errors (the 200-series
errors) occur.
415
-------
ERROR 201:
too many characters in input line.
A line in the input file cannot exceed 1024 characters.
ERROR 203: too few items at line n of input file.
Not enough data items were supplied on a line of the input file.
ERROR 205: invalid keyword at line n of input file.
An unrecognized keyword was encountered when parsing a line of the input file.
ERROR 207: duplicate ID name at line n of input file.
An ID name used for an object was already assigned to an object of the same
category.
ERROR 209: undefined object xxx at line n of input file.
A reference was made to an object that was never defined. An example would be
if node 123 were designated as the outlet point of a subcatchment, yet no such
node was ever defined in the study area.
ERROR 211: invalid number xxx at line n of input file.
Either a string value was encountered where a numerical value was expected or
an invalid number (e.g., a negative value) was supplied.
ERROR 213: invalid date/time xxx at line n of input file.
An invalid format for a date or time was encountered. Dates must be entered as
month/day/year and times as either decimal hours or as hour:minute:second.
ERROR 217: control rule clause out of sequence at line n of input file.
Errors of this nature can occur when the format for writing control rules is not
followed correctly (see Section C.3).
ERROR 219: data provided for unidentified transect at line n of input file.
A GR I ine with Station-Elevation data was encountered in the [TRANSECTS]
section of the input file after an NC line but before any XI line that contains the
transect's ID name.
ERROR 221: transect station out of sequence at line n of input file.
The station distances specified for the transect of an irregular cross-section must
be in increasing numerical order starting from the left bank.
416
-------
ERROR 223:
Transect xxx has too few stations.
A transect for an irregular cross-section must have at least 2 stations.
ERROR 225: Transect xxx has too many stations.
A transect cannot have more than 1500 stations defined for it.
ERROR 227: Transect xxx has no Manning's N.
No Manning's N was specified for a transect (i.e., there was no NC line in the
[TRANSECTS] section of the input file.
ERROR 229: Transect xxx has invalid overbank locations.
The distance values specified for either the left or right overbank locations of a
transect do not match any of the distances listed for the transect's stations.
ERROR 231: Transect xxx has no depth.
All of the stations for a transect were assigned the same elevation.
ERROR 233: invalid math expression at line n of input file.
A math expression used for a treatment function, a groundwater flow function or
a control rule condition clause is either not correctly formed or contains
undefined variables or math functions.
ERROR 235: invalid infiltration parameters.
Examples are a Horton maximum infiltration rate lower than the minimum rate
or a Green-Ampt initial moisture deficit greater than 1.
ERROR 301: files share same names.
The input, report, and binary output files specified on the command line cannot
have the same names.
ERROR 303: cannot open input file.
The input file either does not exist or cannot be opened (e.g., it might be in use
by another program).
ERROR 305: cannot open report file.
The report file cannot be opened (e.g., it might reside in a directory to which the
user does not have write privileges).
417
-------
ERROR 307:
cannot open binary results file.
The binary output file cannot be opened (e.g., it might reside in a directory to
which the user does not have write privileges).
ERROR 308: amount of output produced will exceed maximum file size.
For the 32-bit command line version of the program, the maximum size of the
binary results file is limited to 2 GB.
ERROR 309: error writing to binary results file.
There was an error in trying to write results to the binary output file (e.g., the disk
might be full or the file size exceeds the limit imposed by the operating system).
ERROR 311: error reading from binary results file.
The command line version of SWMM could not read results saved to the binary
output file when writing results to the report file.
ERROR 313: cannot open scratch rainfall interface file.
SWMM could not open the temporary file it uses to collate data together from
external rainfall files.
ERROR 315: cannot open rainfall interface file xxx.
SWMM could not open the specified rainfall interface file, possibly because it
does not exist or because the user does not have write privileges to its directory.
ERROR 317: cannot open rainfall data file xxx.
An external rainfall data file could not be opened, most likely because it does not
exist.
ERROR 318: date out of sequence in rainfall data file xxx.
An external user-prepared rainfall data file must have its entries appear in
chronological order. The first out-of-order entry will be listed.
ERROR 319: unknown format for rainfall data file.
SWMM could not recognize the format used for a designated rainfall data file.
ERROR 320: invalid format for rainfall interface file.
SWMM was trying to read data from a designated rainfall interface file with the
wrong format (i.e., it may have been created for some other project or actually
be some other type of file).
418
-------
ERROR 321: no data in rainfall interface file for gage xxx.
This message occurs when a project wants to use a previously saved rainfall
interface file, but cannot find any data for one of its rain gages in the interface
file. It can also occur if the gage uses data from a user-prepared rainfall file and
the station id entered for the gage cannot be found in the file.
ERROR 323: cannot open runoff interface file xxx.
A runoff interface file could not be opened, possibly because it does not exist or
because the user does not have write privileges to its directory.
ERROR 325: incompatible data found in runoff interface file.
SWMM was trying to read data from a designated runoff interface file with the
wrong format (i.e., it may have been created for some other project or actually
be some other type of file).
ERROR 327: attempting to read beyond end of runoff interface file.
This error can occur when a previously saved runoff interface file is being used in
a simulation with a longer duration than the one that created the interface file.
ERROR 329: error in reading from runoff interface file.
A format error was encountered while trying to read data from a previously saved
runoff interface file.
ERROR 331: cannot open hot start interface file xxx.
A hot start interface file could not be opened, possibly because it does not exist
or because the user does not have write privileges to its directory.
ERROR 333: incompatible data found in hot start interface file.
SWMM was trying to read data from a designated hot start interface file with the
wrong format (i.e., it may have been created for some other project or actually
be some other type of file).
ERROR 335: error in reading from hot start interface file.
A format error was encountered while trying to read data from a previously saved
hot start interface file.
ERROR 336: no climate file specified for evaporation and/or wind speed.
This error occurs when the user specifies that evaporation or wind speed data wil
be read from an external climate file, but no name is supplied for the file.
419
-------
ERROR 337:
cannot open climate file xxx.
An external climate data file could not be opened, most likely because it does not
exist.
ERROR 338: error in reading from climate file xxx.
SWMM was trying to read data from an external climate file with the wrong
format.
ERROR 339: attempt to read beyond end of climate file xxx.
The specified external climate does not include data for the period of time being
simulated.
ERROR 341: cannot open scratch RDM interface file.
SWMM could not open the temporary file it uses to store RDM flow data.
ERROR 343: cannot open RDM interface file xxx.
An RDM interface file could not be opened, possibly because it does not exist or
because the user does not have write privileges to its directory.
ERROR 345: invalid format for RDM interface file.
SWMM was trying to read data from a designated RDM interface file with the
wrong format (i.e., it may have been created for some other project or actually
be some other type of file).
ERROR 351: cannot open routing interface file xxx.
A routing interface file could not be opened, possibly because it does not exist or
because the user does not have write privileges to its directory.
ERROR 353: invalid format for routing interface file xxx.
SWMM was trying to read data from a designated routing interface file with the
wrong format (i.e., it may have been created for some other project or actually
be some other type of file).
ERROR 355: mismatched names in routing interface file xxx.
The names of pollutants found in a designated routing interface file do not match
the names used in the current project.
420
-------
ERROR 357: inflows and outflows interface files have same name.
In cases where a run uses one routing interface file to provide inflows for a set of
locations and another to save outflow results, the two files cannot both have the
same name.
ERROR 361: could not open external file used for Time Series xxx.
The external file used to provide data for the named time series could not be
opened, most likely because it does not exist.
ERROR 363: invalid data in external file used for used for Time Series xxx.
The external file used to provide data for the named time series has one or more
lines with the wrong format.
Warning Codes
WARNING 01: wet weather time step reduced to recording interval for Rain Gage xxx.
The wet weather time step was automatically reduced so that no period with
rainfall would be skipped during a simulation.
WARNING 02: maximum depth increased for Node xxx.
The maximum depth for the node was automatically increased to match the top
of the highest connecting conduit.
WARNING 03: negative offset ignored for Link xxx.
The link's stipulated offset was below the connecting node's invert so its actual
offset was set to 0.
WARNING 04: minimum elevation drop used for Conduit xxx.
The elevation drop between the end nodes of the conduit was below 0.001 ft
(0.00035 m) so the latter value was used instead to calculate its slope.
WARNING 05: minimum slope used for Conduit xxx.
The conduit's computed slope was below the user-specified Minimum Conduit
Slope so the latter value was used instead.
WARNING 06: dry weather time step increased to wet weather time step.
The user-specified time step for computing runoff during dry weather periods
was lower than that set for wet weather periods and was automatically increased
to the wet weather value.
421
-------
WARNING 07: routing time step reduced to wet weather time step.
The user-specified time step for flow routing was larger than the wet weather
runoff time step and was automatically reduced to the runoff time step to
prevent loss of accuracy.
WARNING 08: elevation drop exceeds length for Conduit xxx.
The elevation drop across the ends of a conduit exceeds its length. The program
computes the conduit's slope as the elevation drop divided by the length instead
of using the more accurate right triangle method. The user should check for errors
in the length and in both the invert elevations and offsets at the conduit's
upstream and downstream nodes.
WARNING 09: time series interval greater than recording interval for Rain Gage xxx.
The smallest time interval between entries in the precipitation time series used
by the rain gage is greater than the recording time interval specified for the gage.
If this was not actually intended then what appear to be continuous periods of
rainfall in the time series will instead be read with time gaps in between them.
WARNING 10a: crest elevation is below downstream invert for regulator Link xxx.
For Kinematic Wave or Steady Flow routing, the height of the opening on an
orifice, weir, or outlet at a storage node is below the invert elevation of its
downstream node. Users should check to see if the regulator's offset height
or the downstream node's invert elevation is in error.
WARNING 10b: crest elevation raised to downstream invert for regulator Link xxx.
For Dynamic Wave routing, the height of the opening on an orifice, weir or
outlet will be raised to the invert elevation of its downstream node if
necessary.
WARNING 11: non-matching attributes in Control Rule xxx.
The premise of a control is comparing two different types of attributes to one
another (for example, conduit flow and junction water depth).
WARNING 12: inlet removed due to unsupported shape for Conduit xxx.
Curb and gutter inlets can only be placed in conduits with a Street shaped cross-
section while drop inlets can only be placed in open rectangular and trapezoidal
conduits.
422