TR-20 COMPUTER PROGRAM FOR PROJECT FORMULATION

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TR-20 COMPUTERPROGRAM FOR PROJECTFORMULATION HYDROLOGY

Revised by The Hydrology

Unit Soil

and The Technology Staff Conservation February

Development

Service 1992

Support

TECHNICAL

RELEASE

20

COMPUTER PROGRAMFOR PROJECT FORNDLATION HYDROLOGY TABLE OF CONTENTS

CHAPTER 1 - INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..I

1.1 1.2 1.3 1.4

Program Purpose Computer Requirements Program Operation Program Availability

CHAPTER2 2.1 2.2 2.3 2.4

3.2 3.3 3.4 3.5 3.6 3.7

3.8

3.9

- PROGRAN DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . ..a

Methodology for Hydrology and Hydraulics Program Organization Capabilities and Limitations Input Data Structure

CHAPTER3 3.1

1 2 2 7~

8 12. 12 15

- INPUT PREPARATION . . . . . . . . . . . . . . . . . . . . . . . . . . . ...16

Minimum Data Requirements Input Preparation and Worksheets Input Data Sequence Watershed Subdivisions Schematic Drawing Input Record Format Conventions Record Specifications Job Control 3.7.1 Discussion of Input 3.7.2 JOB 3.7,3 TITLE ~3.7.4 ENDJOB

16

17

19 25 26 28 . . . . . . . . . . . . . . . . . . ...29 29 34 36 37

Tabular 3.8.1 3.8.2 3.8.33.8.4 3.8.5 3.8.6 3.8.7

Data Record Specifications....................38 Discussion of Input Flow Duration Increment Table (DURINC)

38 48

Structure Data Table (STRICT) Dimensionless Hydrograph Table (DINHYD) Cumulative Rainfall Table ~(RAINFL) Read Discharge Hydrograph Table (RBADND)

52 54 56 58

Standard 3.9.1 3.9.2 3.9.3 3.9.4 3.9.5 3.9.6 3.9.7

Control Record Specifications..........-.....63 Discussion of Input RUNOFF . RBSVOR REACH . ADDHYD SAVNOV DIVERT

63 ~73 75 77 80 82 83

Stream Cross Section

Data Table

(XSECTN)

50

ii &gg

3.10

3.11

3.12

3.9.0 ENDATA Executive Control 3.10.1 Discussion 3.10.2 LIST 3.10.3 BASFLO 3.10.4 INCREM 3.10.5 COMPUT 3.10.6 ENDCMP Modify 3.11.1 3.11.2 3.11.3 3.11.4

4.2

4.3 4.4 4.5 4.6 4.7

5.1 5.2 5.3 5.4

Control

Discussion INSERT ALTER DELETE

olE

Record Input

Specifications.......102 102 104 10s 106

Record of

Specifications.............107

Input

107 109 110

4 - OUTPUT DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . ...112

Input Images (SO-80 :List) Message Page Page Headings Operation Results Cross Section Discharge/End Summary Tables Output Files Generated

Chapter

a7 94 96 98 99 101

Intermediate Peak 3.12.1 Discussion 3.12.2 IPEAKS 3.12.3 PEAKS

Chapter 4.1

Standard

86

Record Specifications..............87 of Input

112

Area Data Plots

113 113 113 115 115 118

5 - OUTPUT USE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 121 121 123 125 133 133 140 150

Checking Input and Output Interpretation of Output Calibration of the Model Program Messages 5.4.1 Errors 5.4.2 -Warnings 5.4.3 Messages - Ihformational

REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 155

GLOSSARY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 156 CONVERSIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ...162

APPENDICES . . . . . . APPENDIX A APPENDIX B APPENDIX C -

,. . . . . . . ..*.................................. Description

Sample Sample APPENDIX D - Sample APPENDIX E - Sample

Job Job Job Job

of

1 2 3 4

Sample

Jobs

- _ A-l B-l C-l D-l

E-l

iii APPENDIX F - Sample Job 5 Worksheets APPENDIX G - Standard Utility Programs APPENDIX H - Associated

Data Input Data

3-2-3-3-3-7-1-3-7-2-'3-7-3-3-7-4-3-8-2-3-8-3-3-0-4-3-8-5-3-8-6-3-8-7-3-9-1-1-3-9-l-23-9-2-3-9-3-3-9-4-3-9-5-3-9-6-3-9-7-3-9-8-3-10-2-3-10-3-3-10-4-3-10-s-3-10-6-3-11-2-3-11-3-3-11-4-3-12-2-3-12-3-5-1--

Program

Check Program

H-2

LIST OF TABLES

Number l-l-3-1--

F-l

G-l H-l H-l

Paae

TR-20 Program File

Descriptions. Input Data for Small Watershed. List of TR-20 Input Data Worksheets. Preferred Input Sequence.

Input

Options

to Obtain

Generated

5 16

18 21

Files.

JOB record TITLE records ENDJOB recordl DURINC table records XSECTN table records STRUCT table records DIMHYD~table records RAINFL table records READHD table records Association of Cross Section/Structure with TR-20 Standard Control Records. Control Output Options. - Standard RUNOFF record RESVOR record REACH record ADDHYD record SAVMOV record DIVERT record ERDATA record LIST record BASFM record INCREM record

Numbers

COXPUT record

ENDCMP record INSERT record -ALTER record DELETE record IPEAES record PEAKS record Alternatives Compared - Sample Job 5 - Rain Stem Peak Discharge (cfs). Sensitivity of Input Parameters--Example. A Procedure for Calibrating and Validating the TR-20 Model.

30 34 36 37 48 50 52 54 56 58 62 70 73 75 77 80 2 86 2 98 99 101 104~ 105 106 109 110 124 127 130

iv Number 2-l

--

3-.5 -3-7-2-3-7-3-3-7-4-3-8-1-3-8-2-3-8-3-3-8-4-3-a-5-3-0-6-3-0-7--

3-9-1-1-3-9-1-2-3-9-2-3-9-3-3-9-4-3-9-5-3-9-6-3-9-7-3-9-8-3-10-1-1-3-10-1-2-3-10-1-3-3-10-2-3-10-3-3-10-4-3-10-5-3-10-6-3-11-2-3-11-3-3-11-4-s 3-12-3--

LIST OF FIGURES simplified Processing Sequence in TR-20. ,Sample Schematic Drawing. JOB record example TITLE record example ENDJOB record example Identified. Flood Hydrograph with Flow Duration DURINC records example XSECTN records example STRUCT records example DIMHYD records example RAINFL records example READHD records example 1 with Constant Flow. Divert - Procedure - Procedure 2 with Division of Flow. Divert RUNOFF record 'example RESVOR record example REACH record examples ADDHYD record example example SAVKOV record DIVERT record examples ENDATA record example Example of Executive Contra1 input Baseflow, Procedures 1 and 2. Hydrograph coo'rdinates for main time increment of 0.5 h0ur.s. LIST record example BASFLO record examples INCREM record example ConPUT record example ENDCHP record example INSERT record example ALTER record e!xample DELETE record example IPEAES and PEARS records example

&gg 13 27 35 36 37 39 49 51 53 55 57 60 68 69 74 76 78 81 a2 85 06 87 88 90 95 97 98 100

101 104 105 106

111

.

TEC?iNICAL RELEASE 20 COKPDTER PROGRAMFOR PROJECT FORMULATION HYDROLOGY

CHAPTER1.

INTRODUCTION

This chapter describes the Soil Conservation Service (SCS) Computer Program for Project Formulation, Hydrology (TR-20) in computer requirements, operation, and terms of the purpose, availability of the program. The remaining chapters describe in detail: the program methodology, organization, capabilities, limitations, and data structure; input preparation; and output description and use. The appendices contain a sample job showing five progressive levels of complexity, blank input worksheets, and associated utility programs for input and data checking. 1.1

PROGRAMPURPOSE

The TR-20 computer progrem assists the engineer in hydrologic evaluation of flood events for use in analysis of water resource projects. The program is a physically based event model which computes direct runoff resulting from any synthetic or natural rainstorm. There is no provision for or infiltration during periods recovery of initial abstraction of no rainfall within an event. The program develops flood hydrographs from runoff and routes the flow through stream channels and reservoirs. Routed hydrographs are combined with those from tributaries. Procedures for hydrographi separation by branching or diversion of flow and for adding ba.seflow are provided. The program uses procedures described in the SCS National Engineering Handbook, Se&ion 4, Hydrology (NM-4) except the reach flood routing procedure. The reach routing is described in Hydrology N&e 2.

for

Peak discharges, their times of occurrence, water surface elevations and duration elf flows can be computed at any desired cross section or structure. Complete discharge as well as discharge hydrograph elevations, can hydrographs, The program provides for the be obtained if requested. analysis of up to nine different kainstorq distributions over a watershed under various’ combinations of land treatment, floodwater retarding structures, diversions, ~amd channel modifications. Such analysis can be performed on as many as 200 subwatersheds or reaches and 99 structures in any one continuous run. The program

was originally

developed

by the

Hydrology

Branch

2

of the Soil

Conservation

Service

(SCS) in cooperation

with

the

Hydrology Laboratory, Agricultural Research Service (ARS), through a contract with C-E-I-R, Inc. Numerous modifications and additions have been made since by the SCS. 1.2 COMF'UTERREQUIREMENTS. TR-20 is written in FORTRAN 77 computer language for an IBM compatible microcomputer with a PC-DOS or MS-DOS operating It was compiled using the Microsoft FORTRAN Compiler system. to nzn either with or without a math coprocessor. Use with a math coprocessor is strongly recommended to speed up execution. The program requires about 320 kilobytes of available memory. Floppy disk systems are adequate for small TR-20 runs, but for larger runs the program and output should be stored on a hard About .5 to 1 megablyte of storage space should be disk. available to load and exec,ute an average run. 1.3

PROGRAMOPERATION

Before operating

TR-20 on a miorocomputer be sure to read the instructions on setting up and loading the program in the README file. This file is on the program diskette. The file also contains any last minute changes that didn't make this manual. The system error *TOO many open files* will occur if not enough files and buffezs are opened in your config.sys file upon booting the SySteIB. At least 15 files and 15 buffers are recommended.

There are two

ways to run TR-20, interactively and by a batch The interactive procedure is explained first in the file. sections below. The alternate batch file procedure that follows can be used when it is desirable to run jobs unattended, such as jobs run back to back overnight.

To execute,the programr enter TR20 preceded by the proper DOS Once the program is loaded, the path, and press return. organization or individual responsible for support of the version date or number, and a program, the program title, disclaimer will appear on the screen. Next, you will be asked three questions to be answered with Y The first asks if you want a listing of (yes) or N (no). The second asks if you waht the input as part of the output. page of user notes with tlhe output. The user notes contain information for new users and lists important program changes The third question asks if you want to between versions. write all warnings and messages to a separate file rather than have them appear as part of the regular output.

3 A note on who to the program will The program title These

Disk

screens

are

contact if you have questions or comments on be displayed following the three questions. and version identification is then repeated. shown

in

Appendix

B,

pg.

B-S

and

B-9.

Snace

An important disk space

a successful of input options

for

disk space temporary

run.

The

warning

is

and output

amount

data and the number selected in the input

displayed

next.

Sufficient

files must be provided for of space depends on the amount and type of output files and file.

If TX-20 is loaded and run from a hard disk, the default drive directory you execute the program from will need space (usually 50 to 100 K) for internal temporary files. These files will be automatically erased at the normal termination of a job. If any temporary files remain in the directory from aborted jobs (their names start with BZ), they should be erased to save disk space. Input files can be entered from any drive and directory, including a floppy disk. The output data, if sent to a file,, can be directed to any drive and directory with space aveilable. All other optional output files (which include ECCN2, RRADRD, Messages, and graphics files) can also be written to any drive and directory, so additional space must be available in the l~ocation selected. If TR-20 is loaded and run from a floppy disk, when the space warning appears, the program disk must be replaced with an input data or scratch disk with adequate space for the Space must also be provided on the temporary files. If not replacement disk for the generated output files. replaced, the job usualiy aborts due to lack of space. If it is apparent that not enough disk space will be available, the run can be stopped by using the CONTROL-BREAK keys. After adequate space is provided the run can be restarted.

After the disk space warning, a prompt appears on the screen for the input drive ID and input file name. The response must include the path, the drive and directory needed to access the If the input file unless the file is on the default drive. specified input file does not exist in the given location, the input prompt will reappear. .. - .

4 Outnut

Device

or File

The next screen prompt is for the primary file name.. The output can be sent directly the display scrE!en, or to a file. printer,

output device or to an attached

The recommended choice is to assign a file name,~complete with drive and directory (path) as needed. If the uses enters a carriage return, the program will assign a default file~name consisting of the path and prefix of the input file, with the extension changed to "out". The program will execute quickly and the output file can be reviewed on the screen or printed if needed later. The "CON" Option Will slow the execution somewhat as the output data will scroll past on the screen. Depending on the computer system the SCrOlLl may be stopped by the SCROLL LOCX or CONTROL-S keys to review the output, but nothing will be Program status messages sent to the screen during saved. execution will not be displayed with the WON* option. The "PRN" option prints the output directly to an attached This usually sltows the program execution. printer. Both VONm and "PRN" are device system names that may vary with computer system. Gsu-ated

the

FiU.?

are named The files generated as part of the output automatically by the program depending on your answer to the next question. The program asks for the output drive ID and file name prefix for all the generated files. If an output file name has been assigned, the default has the same location If the user wishes to use a different land prefix as this. The question drive ID and prefix, these must be specified. will not be asked, however, if the output data is sent directly to the screen or to the printer. In these cases, the generated files will be automatically assigned to ~the input file prefix and location. Table l-l lists all temporary and generated files that are files use the user's file used by tha program. : The generated If generated prefix and an extension assigned by the program. or graphics files with those names Ecm2, READHD, Messages, using the same file prefix from a previous run, already exist, the files will be writte:n over. ~11 the files in Table l-l are opened when the program is However, only generated files with the proper input executed. See Table 3-7-l options given are saved at the end of a job. (p. IO) for required input options to save gtierated files.' ~11 temporary and unused files are deleted at the normal end of the job.

TABLE l-l. UNIT 1

2

TYPE

TR-20

PROGRAMFILE DESCRIPTIONS NAME l/ ASSIGNED

temp. or 2/ graphics

---

temp.

w-v

RECORD LENGTH 67

"prefix".,

TS2

67 80

DESCRIPTION Temporary storage for summary Table 2,data. Condensed REACH output data. Current

Standard

Control

data. 3.

ECONZ

4 temp.

'*prefix**.TEC

80

Output data for ECON2 merge ~of units after 7 & 8.

ewe

67

Temporary Summary Condensed Summary

storage for Table 1 data. output for Table 1 data.

or 21 graphics

"pref

5

read

---

80

Standard input reading.

6

print

m-s

80

Standard output printing.

7

temp.

m-w

80

Temporary flow

ix".TSl

67

data for

unit unit

for for

duration ECON2 before

-we. 8

9

temp.

READHD

B-B

"prafix".TRB

80

Temporary peek flow

80

Output for

for

ECONZbefore

data

saved tabular

RBABBU data.

10, warnings and meaaagaa

"prefix".lMG

80

Optional listing m-20 warnings maaaagea .

of and

11

graphics

51

Candanead output _for. flow duration aata.

12

graphics

71

Condensed output

l/ 21

hydrograph

Automatically uses nprefix* of. users choice output filename. Used as graphics file if GRAPHICS option is

for

data. from

input

or

on JOB record.

6 The graphics files are ASC:II files containing run identification and preselelcted detailed output data in condensed tabular format. Separate files can be used to save A peak, reach, flow duration and hydrograph information. separate utility program is needed to plot the information. SCS has developed a prototype plotting program for this purpose that uses proprietary Graphics Kernel System (GKS) software. titernate

Batch File

Proce~&xs

In order to avoid having to enter the above information a batch processing procedure is available. It interactively, requires a data file named ADTOTRZO.DATto be set up in the same directory as the TP-20 program. The AUTOTR2O.DATdata file must contain the six items in the following order: 1. 2. 3. 4. 5.. 6.

the wwerg

Listing of input data desired? Include the user notes? Include warnings and messages? Complete input file path and name. Complete output file path and neme Complete output file path & prefix generated files.

only to

Y or N Y or N Y or N or device. name for all

six does not need to be included if the answer to item five is ~PRNor CON. Each answer must be on a separate record (line)..

Question

If the AUTOTRZO.DATfile exists, it will be used If it doesn't exist, interactive keyboard automatically. When svitching from batch to interactive input is required. processing, be sure the file is deleted or the answers are deleted. The status of the computations is displayed on the screen vhen The current the output is directed to a file or printer. _ alternate ana storm wzng cross section or structure number, processsd will flash on tine screen until it is completed. This information is displaiyed in the order of input in the Standard and Executive Controls until the job is terminated and the program returns to the WS Operating System. Error or warning messages from the prcgram will not shov up on the screen.when the output.is~ directed to'a .file or printer.or if the message file has been requested.. The~umer must examine the. output and the message file if requested to determine if Only operating system errors will be the job ran correctly. displayed on the screen.

Runnina Multinle

TR-20 Jobs

Sometimes it is desirable to handle more than one job in the This can only accomplished by inserting the same run. complete sets of input data for the jobs back to back under the same input file name. After completing a job or ending it on a fatal error, the program will search for the start~of If it doesn't find another job, the run will another job. in end. The entire output Of all the jobs will be~included the initial output file names given. 1.4 PROGRAW AVAILABILITY The TR-20 executable program and user manual may be obtained by non-federal users from the National Technical Information The program and associated utility programs are Service. supplied on diskettes. The program and user manual are available National Technical Information U.S. Department of Commerce 5285 Port Royal Road Springfield, Virginia 22161

from: Service

(703 - 487-4650)

The program

is available

to Federal

Government agencies

from:

Engineering Division Soil conservation Service P.O. Box 2890 Washington, D.C. 20013 The program is usually available to state and local agencies by contacting the SCS State Conservationist state where the agency is located.

public in the

TECHNICAL RELEASE 20 COMPUTERPROGRRMFOR PROJECTFORKULATION HYDROLOGY CHAPTER 2.

PROGRAMDESCRIPTION

This chapter provides an understanding of the TR-20 computer program organization and features. Terminology ancj acronyms used solely for this computer program are defined the first time they are used and in the Glossary. Terminology in general use by engineers ,is not defined. To use this program effectively, an understanding of the procedures described in SCS National Engineering Handbook, Section 4 (hereafter referred to as NM-4) is suggested. 2.1 METHODOLOGY FOR HYDROLOGY AND HYDRAULICS Subwatprshed

DelineatiqD

The watershed should be divided into as many subwatersheds as required to define hydrologic and alternative structural effects. Hydrologic effects are influenced by entrance of tributaries, watershed shape, valley slope changes, homogeneity of the runoff curve number and existing or proposed water impoundment structures. Each subwatershed is assumed to bs hydrologically homogeneous and should not have an area greater than 25 square miles. See Chapter 6, NEH-4.

Either may be depth) study. entire

actual or synthetic cumulative rainfall distributions used. Rainfall distributions (time versus cumulative must be representative of the watsrshed area under This could be by individual subxatersheds or the watershed.

Runoff A mass curve of runoff is developed for each subwatershed. volume, and rainfall The runoff curve number I(CN), rainfall distribution are the input variables needed to determine this Average antecedent runoff condition CN's are mass curve. determined by the user for each subvatershed based on soil, land use, and hydrologic condition information, as described in Chapters 7, 8, and 9, yEHy4. - . 'The runoff volume (Q) in inches is computed using the SCS runoff equation outlined in Chapter 10; NEW4. If the user requests, the CN will be adjusted for the low or high antecedent runoff condition (ARC) according to Table 10.1, If the user needs to adjust the runoff volume within NM-4.

either

these ARC's, adjusted.

the

CN's or rainfall

will

need

to be

Develooment

BvdroqIgnh

An incremental

unit hydrograph is developed for each similar to the procedure shown in Chapter 16, The unit hydrograph time increment (delta 0) is NEli-4. calculated to preserve both the peak discharge and total hydrograph volume if possible. Initially, delta D is set to the smaller of 0.1333 of the time of concentration (Tc), the or the main time increment specified rainfall time increment, Then to preserve the peak, delta D is adjusted by the user. to coincide with the peak time of the unit hydrograph. If the program limit of internal time increments (1200) is exceeded, delta D is further adjusted to preserve the total volume. If the initial delta D is greater than the unit hydrograph peak time, the volume can be tzuncated.

subwatershed

Coordinates of the incremental unit hydrograph are determined as shown in Example 1, Chapter 16, NM-4 using delta 0, Tc, and the drainage area. The incremental runoff is determined for each delta 0. The composite flood hydrograph is computed by summing the incremental hydrograph ordinates as shown in the same example. After

the

composite flood hydrograph has been generated at the delta D time increments, it is saved at the main time increment starting with the beginning of runoff. A maximum of 400 discharge coordinates at the main time increment can be The original stored for any composite flood hydrograph. hydrograph based on the internal delta D is not saved. internal

The peak flow value of tlhe composite flood hydrograph is computed by a separate routine that utilizes the Gregory-Newton forward difference formula for fitting a 2nd degree polynomial through the three largest consecutive hydrograph values saved at the main time increment (Wylie, p. 94). In multiple peaked hydrographs up to ten peaks may be computed. concern when selecting the main time increment is' The primary to provide an adequate definition of the hydrograph. The main time increment should be about 0.1 to 0.2 of the shortest Ratios of subvatershed Tc for the best hydrograph definition. 0.3 to 0.5 may be acceptable for occasional subwatersheds with small Tc's within the system of larger m&watersheds. Hydrograph definition decreases when the time increment is larger than this range alf values due to the shape of the unit hydrograph and the rainfall time increment. Generally, the main time! increment need not be smaller than' 0.05 to 0.1 hour.

Several selecting

other factors must be considered by the user when The user must consider the.main time increment.

the

10

longest duration hydrograph, with respect to time, that is developed during the analysis of a watershed. For example, if a ten day outflow hydrograph is needed, a main time increment of 0.6 hour would provide the necessary 240 hours (400 coordinates x 0.6 = 240). HOWever, for a small watershed with a time of concentration of 0.25 hour, a main time increment of no more than 0.1 hour is needed to define the composite The user must also consider, when selecting the hydrograph. main time increment, how much of the hydrograph volume at the end of the watershed is needed to develop the peak outflow. applies to all hydrographs that The maximum of 400 coordinates are'generated by the operations in the program. only one main time increment should normally be used in any one pass through the watershed. The use of multiple time increments in a single pass through a watershed requires some care to ensure that the t:Lme increments increase downstream. They may decrease if the calculations begin at the headwaters of a tributary, but should then increase again for downstream subwatersheds.

Rss-voir

Routine

The composite flood hydrograph is routed through a reservoir using the Storage-Indication methodas described in Chapter 17, NM-4. The working curve is not used; instead the working equation is solved during a process in which interpolations are made in the elevation-discharge-storage data for the structure. The starting elevation for routing or the pool elevation when runoff begins must be specified by the user. The main time increment ie used as the routing time interval. Abrupt changes in the discharge-storage curve may require a smaller main time increment to obtain a satisfactory outflow hydrograph than that needed for hydrograph development. The outflow hydrograph in cfs and/or elevation can be printed at multiples of the main ,time increment (subject to the 400 The peak discharges and associated elevations point limit). are determined using the :peak flow routine described in the previous Hydrograph Development section. l%saaaG The composite flood hydrograph is routed through a valley reach using a Hodified Attenuation-Kinematic (Modified Att-Kin) method as described in Hydrology Note 2. The routing The routing reach time interval is the main time increment. length (L) is specified by the user. separate channel and The main time increment valley reach lengths are permitted. and the reach lengths must be chosen to provide routing parameters within the limits of the procedure to obtain a satisfactory outflow hydrograph.

11 The routing

coefficient

storage-dkscharge

valley

is developed

curve

storage

from the valley

(Q = kSm, where

Q = discharge,

s =

and "k" and nmn are the coefficient and exponent of the relationship) that represents the reach and the maximum inflow hydrograph peak discharge and volume. The user must provide either a cross section rating curve (Q vs. area) or the **x" and %t** values A, where A = cross sectional which describes a rating curve (Q = XA', where A = S/L). Flow Duration hydrograph is selected for a flow duration the hydrograph discharge points based on the main analysis, time increment are sorted in a temporary array from highest to lowest. The discharge associated with a given duration is then interpolated from this array. This approximate procedure is accurate within discharges associated with one time increment. The advantage of the procedure is that only one interpolation is required for each duration and the hydrograph can contain any number of multiple peaks.

When a flood

Up to 12 durations to define

the

are automatically selected by the program duration characteristics of the flood

flow

hydrograph based on its total duration above baseflov. for display durations and associated discharges selected determined by the folloving:

hours or less over 24 to 36 hours over 36 to 48 hours over 48 to 72 hours 24

The last

over

72

over over

144 hours

2 3 4 6 8

are

hours hours hours

hours hours 12 hours 24 hours

to 96 hours 96 to 144 hours

duration

The

in the display is or zero discharge.

set

by the

greater

of

Checks are made for constant baeeflw If a zero shorter, truncated, and still rising hydrographs. damage elevation is given, the zero damage diecharge duration is noted. ff

SCS ECDNZ Computer Program output

duration entered. directly

damage analysis,

Discharges

interpolated

three

user

is requested

selected

for

a flood

durations can be associated with those durations are fromkhe tsmporary sortsd hydrograph

array at the same time as the automatically selected Checks or limits .on the threa'ECCN2 durations durations.. include shorter, truncated, and rising hydrogrsphs, as well .. baseflow.

as

12

PROGRAM ORGANIZATION

2.2

description of the functions of the program and of will help to better understand some of its characteristics the organization of the program operations and the instructions for the preparation of input data. A simplified processing sequence for TR-20 is given in Figure 2-1. It shows the sequence in which the VariOUS major functions are performed.

A brief

Input

data described on input data sheets or in a separate input program can be entered at a computer terminal. Input data can be tabular data (structure data, stream cross section data, cumulative rainfall data, and dimensionless hydrograph Standard Control d,ata, and Executive Control data. data), Briefly, the Standard Control data are used to describe the physical watershed conditions and the Executive Control data are used to describe the :meteorological conditions and to control

processing.

2.3 CAPABILITIES AND LIMITATIONS Any one TR-20 1.

Route of

2..

3.

through

variations

Route through

can:

up to

for

Develop

99 structures

each structure.

and

up to 200 stream reaches

number of channel composite

of 1200 internal conversion

4.

job

to the

flalod

number

and an unlimited

for each reach.

modifications (delta main

an unlimited

hydrographs each based on maximum D) time increments before time increment.

Save flood hydrographs at selected points in a watershed and print out the discharge and elevation for Hydlrographs are saved with up to 400 each coordinate. main time increment coordinates, beginning at the start runoff.

5.

Store time.

6.

Do as many as 99 alternates in a vatershed, and ten different storms for each alternate with variations in rainfall amounts, rainfall starting times and duration, and antecedent moisture condition.

7..

Develop and route the runoff from as many as 9 different storm runoff depths and durations rainfall distributions. are defined in either dimensionless or actual units.

up to seven

computed

flood

hydrographs

at any one

of

13

LLIstin9

input

‘01 011

(optioml)

t #toI. phypital chorostrrimtls~ and Standard

rotwrrhrd

Control)

t )Pld

Print

x-*ntiona

rO*Ult.

I

Of

(aptlon01)

eomputotim*

No+

- .

Figure

2-l.

Sl8Pl

IfiOd

Proces8

ng sequence

in W-20

14

a.

Combine hydrographs from an almost unlimited number of and reaches (the limitation being the total tributaries number of Standard Control operations).

9.

Divide

lo.

Enter flood watershed.

11.

Compute

flood

hydrographs discharge

up to

12 flow

into

two separate

hydrographs

and

duration

values

hydrographs.

route

for

them

through

a

a flood

hydrograph. The only restriction to those items described as being unlimited is the processing cost and the practicability dealing with too much output data.

of

AS a limitation

the program does not provide for losses of runoff in the transmission of the flood hydrograph due to seepage or other causes of flood water loss.

in

A further

limitation of 600 Standard Control records will be There is also a limit of 24,000 described in Section 3.6. peaks that can be displayed in the Summary Tables. The number of peaks is equal to the product of the number of storms, the and the sum of the number of cross number of alternates, Number of Peeks = sections and the number of structures: (storms x Alternates x (Cross Sections + Structures)). The current to a policy

program has been developed of having it:

(1) as flexible provide

(3)

engineer

strict

adherence

as possible with a minimum of change and use! of input data frowprevious

presentation versions;

(2)

with

for

the maximum use of engineering

oriented

rether

#an

mechine

in the

judgment;

oriented;

and

in the FOFtTNAN 77 language to provide for (4) written future extensions, elterations, and recompilation other computer hardware.

ease in for

The input data worksheets are in a user oriented format with headings familiar to field engineers. The program output.is arranged for ease in reading and is identified with. notations consistent with SCS pub:lications. .No effort was made to save processing time at the expense of engineer time. 'A complete TP-20 run for an average watershed can However, within 3-4 minutes on a microcomputer. processing time and total cost is increased each in input data.has to be searched out, corrected,

be processed. the time an error and the data

15 returned to the computer. To reduce costs due to errors, the input and data check programs should always be used to enter and check a new or revised set of input data. See Appendix H. 2.4

INPUT DATA STBTJCTDRE

data for a TR-20 run consists of the following six record types: Job Control, Tabular Data, Standard Executive Control, Modify Standard Control and Control, Intermediate Peaks.

The input

general

The Job Control records are JOB, up to two titles, and ENDJOB. In a run, the JOB and TITLE records must appear first and the ENDJOB record must appear last. The Tabular Data, which follows the TITLE records can be subdivided into the following types of data: Flow Duration Increments for ECON2, Structure, Stream Cross Section, Cumulative Rainfall, Dimensionless Hydrograph, and Read Discharge Hydrograph. For example, one of the operations in the program may require a hydrograph to be routed through a specific structure. In order to perform this function, the computer xi11 recall ,the Structure Data Table as the necessary input for routing through the partictdar StNctuN. The Standard Control records describe the hydrologic of the watershed. configuration They prescribe the exact sequence in which hydrographs are to be developed for subwatershed areas, routed through structures and stream reaches and combined at tributary junctions and ends of reaches. The Standard Control thus establishes a series of consecutive steps through which any numbat of hydrologic The BNDATA record is used events can be routed for analysis. to signify the end of the Standard Control and precedes the Executive Control records. Executive Control records: (1) initiate and control the computational process, (2) provide baseflow data, and (3) describe the meteorological characteristics of each situation This includes rainfall depth, to be applied to the watershed. duration and~distribution, baseflow, and the portion (all or part) of the watushed to be analyzed, including structures through which the storm is to be routed. The RRDCRP record is used to signify the end of a pass through a watershed or a group of subwatersheds thereby allowing meteorological and tabular conditions to be changed by the user before further processing. The

initial computational passes through the watershed, the Modify Standard Contxol records may 'be used to modify the This may be done to describe an alternative Standard Contiol. This includes changing watershed situation to be analyzed. Executive subwatershed data and the sequence of computation. Control records must then be provided for subsequent analysis-

After

16 TECBNICAL RELEASE 20 COMPUTERPROGRAMFOR PROJECT FOP.MJLATION HYDROLOGY CHAPTER :I.

INPUT PREPARATION

3.1 MINIWUW DATA REQUIREWENTS TR-20 can handle Complex as well as very simple problems such as developing the hydrograph for one watershed. Analysis of a simple problem can be set up with a.:5 few as ten records, including data. An example of the required types of input data for a small watershed is summarized in Table 3-1. Table

3-1.

EXAWPLE INPUT DATA FOR SWALL WATERSHED

Tvoe of Data

WtamDle

For each subwatershed _

(at least drainage area - sq. mi. runoff curve number time of cohcentration - hours

one required): 1.2 sq. mi. 75. 0.33 hours

To develop a flood hydrograph: rainfall (required) antecedent runoff condition rainfall depth - inches rain table number (table defined main time increment for hydrograph, each length cross and

For

or

2 in program) etc.

valley reach: of reach (channel and/or valley) section data (elevation, discharge, end area)

rating

curve

coefficients

each structure: alevation, discharge,

wxw and -rn*

For

+ Where %ablem is given, consisting of at least

5400. table* 0.5, table*

and storage the input three lines

5.2 inches 2 0.1 hours

is a complete of data.

table

feet

1.3

17

3.2 INPUT PREPARATIONAND WORKSHEETS A blank form for listing each type of input line of data on ~Appendix G. Each 80-column with.data fields to be entered at a computer columns across the top of the form represent

data is included in the form is a record

terminal. The 80 the 80 positions on a

A data field is a column or group of columns denoting specific data in a record. Different record types perform specific The ordering of the Standard Control records determines operations. the sequence inwhich the operations are to be performed. There can be up to 600 Standard Control records for each m-20 job. record.

The "Data Code",heading (Input forms, Appendix G, Columns 2), indicates the type of data on that record. For example '*Sn signifies that the line contains tabular data. The data code is a required entry and is preprinted on the tabular worksheets. The TB2OINPT program described in Appendix H automatically inserts the appropriate data code. An 'Operation Name” appears in Columhs 4 through 9 of all records except those containing tabular data. These names identify for.the user the type of operation performed or type of data entered. The digit in column 11 is the Vperation NumbeP and identifies the type of operation. It must be entered unless it is a blank. The rest of the entry on each line is described in the following sections, except for the optional record identification datafield in Columns 73 to 00 which is on all records. Great care m in Omissionof Commas must to signify~

should be taken to assure that w are (see Section 3.6). all of the real number data fields these decimal points is the most common source of error. not be used for'any reason in numeric data; for example, thousands.

preprinted data must be When using the worksheets to enter data, crossed out on all unused lines. Blank lines are not allowed in the A list of TB-:20 input data forms is given in Table input data. Brief instructions fox the preparation of input data are 3-2. printed on each form. Schemetic drawings, computer listings of input data, and computer output for five ample jobs are shown in Appendices B through F. The program*8 initial computer screens and completed input data sheets are only ahown for the first sample job in Appendix 8.

10

Table 3-2. LIST OF TR-20 INPUT DATA WORKSHEETS

Form Title

- Record

Worksheet Number Tvoe*

JSCS-ENG)

Appendix G Paae No.

Job and Title

- JOB, TITLE

264

G-2

Dimensionless

Iiydrograph

265**

G-7**

269

G-6

270

G-5

271+*

G-9**

272

G-4

Standard Control for Watershed - 6 RUNOFF 1, 6 RESVOR2, 6 REACH 3, 6 ADDIiYD 4, 6 SAVBOV5, 6 DIVERT 6, EBDATA

273 h 273A

G-16 G-18

Executive Control - 7 LIST, 7 BASPLO 5, 7 IN6, 7 COMPDT7, EBDCMP1, EBDJOB 2~

274 C 274A

G-19 G-21

Nodify

275

G-22 G-23

276

G-24

277

G-25

Structure

Data - 3 STRUCT

Stream Cross Section Cumulative

Rainfall

Flov Duration

Intermediate

Data - 2 XSECTN Tables

Increment

Standard 7 ALTER3,

Read Discharge 7REimiD9

l

Table - 4 DIMIiYD

- 5 RAINFL

Table - 1 DURINC

Control - 7 INSERT 2, 7 DELETE 4 Hydrograph

- 7 RBADBD8,

Peaks - IPEAKS, PEARS

types are identified by their unique data code, operation name, and operation number.

Record

However, the user Tables are preloaded in the program. them by entering another DIHDyD or.a RAINFL table with in the seme number. The preloaded standard tables are listed Appendix G after the vorkehset to which they apply. l

* Standard

may override

Preparation of input data prior to filling out vorksheets divided into the folloving xeguirements and functions:

can be

Prepare a schematic drawing (section 3.5) for the 1. watershed that conveniently identifies the subvatershed locations, It should display drainage areas, CD's, Tc's, and reach lengths. all alternate structural systems together with the routing and evaluation reaches through ,which they are to be analyzed.

19

Establish

2.

a Standard

Control

list

for

the watershed.

the tabular data to support the requirements of the list. This may consist of structural data, stream cross section data, cumulative rainfall data, read discharge hydrograph tables. hydrograph data, and the dimensionless 3.

Compile Standard Control

Establish the Executive Control records that 4. storm and alternative situation that is to be analyzed Standard Control list. 5.

Determine

evaluate

the job and output

the correctness

of results.

A simple example of these types #1 in Appendix 8.

of input

options

describe each through the

needed to display

and

data are shown in Sample

Job

3.3 INPUT DATA SEQUENCE A number of

a particular

this

the various order for

kinds of input records are required to be in the TR-20 program to run. The narrative in

concentrate on the required general order and records.. Table 3.3 summarizes the preferred order of input for all the various record types in detail. Further sections of this chapter will describe the exact input needed for the individual records. SeCtiOn

purpose

Will

of certain

The JOB record is required to initiate and identify each job. It record in the data set. must be the first Various options are available on the JOB record for program output for use with other SCB programs and for the amount of detail to be output with the run. The TITLE record, or records, must follow the JOB record. One TITLE record is mendatory; there can be two TITLE records if desired. These are often used to gives descriptive information on the job, such as the watershed location and conditions and/or project and user documentation. Whatever is in the TITLE records appears on top of each page of output. The various kinds of tabular data (DURINC, DIWWD, RAINFL, XSECTN, BTRUCT) cora,after these introductory records. Tabular data may come in any order as long aLe they are in front of the Executive, Control that-uses them. Rany times a job will not need all the different kinds of tabular data that can be used. Bach table of tabular date must end with an BNDTBLrecord. The Standard Control instructions for the watershed normally follow These rclcorde (RUNOFF, RRACR, RBSVOR,ADDRYD, . the tabular data. SAVNOV, DIVRRT) describe the way that the user wiehee'the hydrographe to be developed, combined and routed within the system The. of subwatersheds that-make up the watershed under study. records must be set up in the same order that one wants these The data in the developments, combinations and routinge to occur.

20 various records describe the physical conditions of the watershed: the size of the drainage areas, the length of reaches and so on. The Standard Control must be in front of the Executive Control that uses it and the last Standard Control record must be followed by an ENDATArecord. 'The Executive Control records (LIST, IN-, BASFLO, COMPUT, ENDCBP) These records set the meteorological conditions for the come next. watershed and define over how much of it they extend. For example, the COMPDTrecord designates; where to begin and end calculations, how much rain to use and the rainfall's duration, which raintable is applicable and which antecedlent runoff condition to use. READHD tabular data, LIST, INCRM a.nd BASFLO must precede the COMPUTrecord in which they are used. The ENDCHPrecord marks the end of a pass ~through the watershed. Host data sets will end at t.his point with an ENDJOBrecord. modifications within the However, if the user wishes to incorporate watershed in the same run, i.nstead of making separate runs, they can leave out the ENDJOB record and add any changes to the tabular data and Modify Standard Control instead. A new set of Executive Control instructions must be supplied to run these changes. This can ba followed by any number of cambinations of changes to the tabular :data and Stzmdard Control ahd new sets of Executive Control records.. The MDJOB record must follalw the last set of Executive Control records unless Intermediate Peaks are to be calculated. When using

the IPEAES and PEAKS records to obtain peak discharges at intermediate points within subwatersheds, one must place these records after the last ENDCMPat the end of the program. An ENDJOB record must follow them.

The 'Record Identificationa space in columns 73 through 80 on all records can be filled in if desired when all input data for a The numbering in watershed have been complete!d and put in order. the sample jobs starts with 10 on the first line and increments by The remaining columns in the 10. The numbers are right justified. field can be used for abbreviated 73 - 80 Record Identification etc. to assi.st in identifying the data in the words, letters, output.

'

21

TABLE 3.3. We

nmut/RECORP

PREFERREDINPUT

SEQUENCE

DeSCriDtiOn

JOB

Job identification for TR20. Includes options for data output. Required for job to run, must be first record.

TITLE

Identifying and/or descriptive One TITLE record is required;

used. TITLE records

Tabular

Data

musty follow

data for job. two may be

the JOB record.

Provides tables for input data as needed. May or may not be required depending on job. Bach table must end with BNDTBL record.

1 DURINC

Flow Duration Increments Table. Used with ECONoption in JOB record. Only one DDRINC table is allowed in a job. Table must end withENDTBL.

4DIHHYD

Dimensionless Hydrograph Table. .Standard SCS hydrograph (Peak factor 484) is preloaded into program and need not be entered as part of data. To use any other dimsnsionless hydrograph, one must enter it as a DIHtiYD table. Table must end with ENDTBL.

5 RAINPL

Cumulative Rainfall Table. Six standard SCS rainfall distributions are prsloaded into program and need not be entered. Actual storm rainfall and nonstandard distributions must be entered as a mass curve in a RAINPL table. Table must end with BNDTEL.

2 XSECTN

Stream Cross Section Data Table. Rsguired if program will perform a reach routing without given coefficients. Lists elevation, discharge and end-area data for a given cross section. Table.must end with BNDTBL.

22 TABLE 3.3. 3 STRUCT

Standard

Control

_. 6 RUNOFF1

PREFERRED INPUT SEQUENCE (Cont'd.)

Structure Data or Reservoir Table. Required if program will perform routing through an existing or proposed structure. Provides elevation, discharge, and storage data for the reservoir. Table must end with ENDTBL.

physical characteristics of watersh,ed and defines order in which hydrographs are generated, routed, and combined. Standard,Control records of the types shown below must be ahead of Executive Control in which they are used. At least one Standard Control record must be pres*ent (the most likely one is RUNOFF). The complete list of Standard Controls must be followed by ENDATA. Describes

Generates a hydrograph for the size of the drainage runoff curve number, and concentration. Various output options can

an area, given area, the the time of be specified.

6REACB3

Routes a hydrograph through a stream reach. User must either provide a XSECTN table in the Tabular Data for the reach, or specify "xW and emn on the REACHrecord. Reach length is necessary. Various output options can be specified.

6 RESVOR2

Routes hydrograph through a reservoir structure. STRUCTtable with outlet data must be part of Tabular data (unless structure is a Null Structure, see Section 3.8.1 in text). Elevation at which routing starts if A blank in this entry will necessary. start routing at the lowest elevation given in the structural data table. Various output options can be specified. . Adds'two hydrographs together. Various Idutput options can be specified.

6 ADDHyD4

23

TABLE 3.3. 6 DIVERT 6

PREFERREDINPUT SEQUENCE(Cont'd.)

Splits flow into two hydrographs to account for diversion or division of flow.

Various 6 SAVMOV5

RWDATA 7RRADHD

Executive

Control

output

options

can be specified.

user to move hydrographs into or out of storage locations if necessary.

Allows

Must follow

last

Standard

Control

record.

Used to introduce a given hydrograph into the current run. Must follow EWDATAand precede the COWXIT record that uses it. Can introduce a hydrograph generated by another program or source, or one generated by another TR-20 run. Needed to define hydrologic conditions of the watershed and to control processing of storms within the watershed. All input data used by these records must be ahead of the Executive Control.

7 LIST

Will list portions or all of the current input data to the prograx.

7 IN-6

Specifies the main time increment used in storing, routing, adding, and displaying hydrographs. Must precede CONRUTrecord(s) that use it.

7BAsm5

Used to introduce or change a baseflow. Wust precede COWPUTrecord(s) that use

7coKPuT7

Designates beginning and ending points of a ru.nF the rainfall amount and duration to use, the rainfall table number, and antecedent moisture condition. Specifies alternate and storm numbers for each pass. At least one CONPUTis required for

it.

output.

ENDCMPl

Signals

the,.end of a set of computations and resets program to start of Standard Control. Follows CONPUTrecord(s). (pass)

_

.

24

TABLE 3.3.

Modified Data

Tabular

Modify Standard Control

7

ALTER

7

INSRRT

IPRARS

PEAKS

Changes data in previous Standard Control records. Records must be in the order that the Standsrd Control list is modified. Must precede the Executive Control that uses it.

the designated records.

Control

Standard

Control

Deletes

2

Places one or more new lines Standard Control following designated location.

in the the

As needed to make alternate runs with changed conditions specified by rest modif.ied

Indicates Intermediate reguerrted. Reguirad to recognize Rust fo,llov the last

Peak data

are

intermediate ENDCRP record.

locations at which Intermediate data ,are computed based on given

Sets

drain,aqe

all Required Ends

of

data.

must follow ENDJOB 2

Standard

4

New Executive Control

New tabular data tables for describing changes in the job. Must precede the Executive Control that use the new tables.

Changes the designated records as shown.

3

7 DELETE

PREFERREDINPUT SEQUENCE(Cont'd.)

areas. IPEAKS record.

processing on job. to end job.

peaks. Peak

25

3.4 WATERSHEDSUBDIVISIONS A watershed is subdivided i:nto hydrologically homogeneous A flood hydrograph is developed for each of these Subwatersheds. The attenua,tion and translation of these subwatersheds. hydrographs, 'due to structures and to floodplain storage and hydraulics, are determined :by flood routing. Section 2.1 briefly describles these procedures and gives specific references to the applicablle portions of NEH-4. The major considerations in defining subwatersheds are also described in Section 2.1 under subwaterslhed delineation. The sizes of a~hydrograph comparison to advantage to

the subwatersheds should be relatively uniform. is needed for ,a subwatershed that is very small the other subwatersheds, there is usually little include it as a separate subwatershed.

Unless in

The difficulty comes from defining the hydrographs with the main time increment. This is discussed under Hydrograph Development in For example, ia hydrograph Section 2.1. developed by combining hydrographs from draining areas of 0.1, 2.1, and 15.2~square miles is only as accurate as the hydrograph from the larger area since it has a much larger drainage area and time of concentration than the smallest drainage area. Therefore, unless there is a need for the hydrographs for the two smaller subwatersheds (e.g., a potential structure site), only one hydrograph should be developed for the total drainage area of 17.4 square miles or the large area should be broken into smaller, more uniformly sized areas.

consideration in subdividing watersheds is the reach length A cross section is generally used to represent the used in routing. stream or valley reach through which hydrographs will be flood The reaohes routed using the Modified Att-Kin routing procedure. the detail for which should be as long as practical when considering each reach will the watershed hydrology is analyzed. In general, The Intermediate Peak extend from one tributary to another. procedure will allow the development of peak discharges for points

Another

within

a reach

(subwatershed)

where such information

is needed.

Any analysis of existing and with project conditions should same watershed subdivisions to obtain comparable results.

use the

26 3.5

SCHEMATIC DRAWING

A schematic drawing is a flow diagram that shows subwatershed delineation and the relationships of subwatersheds, structures, and The schematic drawing for the watershed is an important reaches. aid in compiling input data and is especially important to those checking and handling the data through processing and documentation, A sample schematic drawing including a legend showing suggested symbols is shown in front of each sample job in the appendices. The schematic drawing discussed in this section is from Appendix D, page D-2, but is reflected here i%?.Figure 3-l for convenience. -A schematic drawing should be completed before preparing the input I data. The location of all potential structures to be considered should be shown together with all cross sections that represent reaches and junctions. The structures and cross sections should be numbered in the sequence in which they will be routed. This sequence facilitates settinq up the job, checking and verifying. The drainage area above each structure and the area of local 3-l. The drainage to each reach are inserted as shown on Figure reach length, runoff curve lnumber, and time of concentration should also be included for ready reference. A cross section representing a rating section for a reach should be ~shown at the downstream end of the reach, even though the surveyed .section may be at another location. The rating section gives the average cross-sectional flo$w and end area of a routing reach. If more than one rating is available for a reach, the ratings may be averaged by the user. Cross sections can also be a means of denoting reference locations in the system. This is illustrated on Figure 3-1, where 1 and 2 represent rating sections while 4 merely for designating a denotes a reference location or an expedient The use of reference locations can aid greatly in location. describing the Standard Control for the watershed.

The sample schematic be developed for the

drawing shows that a hydrograph is to area of structure 1 with a drainage area

of a runoff curve number of 75, and a time of square miles, This hydrograph is to be routed concentration of 0.33 hours.through structure 1 and then through reach 1 using a stream cross Each reach is saction rating table for a reach length of 5400 feet. referred to by the number alf the cross section at the downstream end Another runoff hydrograph is to be of the reach on the schematic. developed for the intervening area (0.46 sq. mi.) between structure 1 and cross section 1 and aldded to the reach routed hydrograph at This combined hydrograph is to be the downstream end of reach 1. reach routed through reach 2 with a reach length of 3000 feet. 1.20

27

LEGEND

&k .

. [email protected] El .s3)

Figure

RmcllLwptll- Fat mid ha cceft. Ix)X~t (Cl1 omlnqr Ara - SqJa-c 111a or (TC- lmlrc)

3-1 Sample Schematic

Drawing

28 upstream of structure 2 hydrograph is to be developed routed through structure 2, and then through mi.), reach 3 using given *@xnand "m" values. A runoff hydrograph for the intervening area (D.A.=0.31 sq. mi.) is to be developed and combined withy the hydrograph routed through reach 3. The hydrographs at sections 2 and 3 are then to be combined at location number 4, shown on the schematic drawing as a dashed line. The hydrograph at location 4 is to be routed through reach 5. Another runoff (D.A.=0.44 sq:

A diversion

structure is part of remaining

that will divert The watershed. ‘through reach 6 intervening area

located at the downstream the hydrograph to section portion of the hydrograph

and combined with a runoff (D.A.-l.30 Sg. mi.).

end of reach 5 8 out of the is to be routed hydrograph for the

This schematic drawing would normally be used for all alternatives, even those not including structures 1 and 2 and the diversion In cases where structures are not to be structure at section 5. included in an alternative, they would be shown in the input data as of null structures). null structures (see p. 42 for discussion Separate schematic drawings are shown for each alternate in Sample Job 5 (Appendix F, page F-2) to give a better understanding of the complexity of the example. 3.6

INPUT RECORDFORMAT CONVENTIONS

This section describes the The detailed this manual. individual records give the and data field requirements

input record format conventions used in instructions that follow for the purpose, use, relation to other records, for columns 1 t0 72.

The data fields are designated by columns, value to bs entered, and in a data type of characters to be used. The type of characters field are indicated by the following convention: A=

Alphanumeric, (letters appear in any location

or numeric) data which can within specified columns.

N=

Numeric, numbsrs which can appear in any location within spscified columns and must include decimal points, and plus or minus signs.

I=

Integer, numbers (no decimal points) which can occur in any location within specified columns.

Ix-

Integer, numbers (no decimal points) which occur in a fixedposition and must be right justified. ..

- .

29 e = Essential data for use of record. Error be printed and job execution is normally if this data is omitted. (-)

= Negative

message will terminated

data is allowed.

The Record Identification field, in.columns 73 through 80 is not included in the detailed instructions that follow. Alphanumeric data is permitted in all columns of the field. See section 3.3 for suggested uses for this field in ordering input and identifying

autput.

The desiqnations are combined as necessary to describe a particular type of data entry; for instance “Ae** means essential alphanumeric data, and “-Ne” means essential numeric data which may be negative. 3.7 JOB CONTROLRECORDSPECIFICATIONS There are three types of Job Control records, all of which are required for a job to run. These are the JOB, TITLE, and EBDJOB

recordo. 3.7.1

Job

DISCUSSION OF INPUT (see also pp. 34-35 and Worksheet SCS-ENG-264, Paqe

G-2)

The input data begins with the JOB record. The JOB record is required for each job. The letters *JOB" in coluuns l-3 is the only There are seven additional fields for processing required entry. Up to seven output files uay be generated by TR-20 (hro options. transport files, four qraphic files and one warning and message To obtain some of the optional transport and graphic files, filer. selection of options on both the JOB record and Standard Control Table 3-7-l lists the options both in the JOB records are required. record and in the Standard Control records that are used to generate various files. The processing options in the JOB record remain in effect through all alternates and storms until reset by another JOB record at the are beqinnfnq of another TR-20 job. The JOB record options discussed below. .The Standard Control Options are discussed in section 3.9.1.

30

TABLE 3-7-l.

INPUT OPTIONS TO OBTAIN GENERATED FILES REQUIRED OPTIONS BLLSC

NAXE l/

TYPE

PREPIX.

RJZADHD

"prefix".TRD

ECONZ

"prefix"

.TEC

w-art ---

Fflea

ECON ii SUMMARYor and

FILE

SUM DUR

Hydrographs in READHD foreat. Output Peak

data flow

for

ECONZ:

data

only;

With

Flow duration (DURINC Table required).

data

Summary

"prefix".TSl

GRAPHICS & SUMMARYor

SUM

Summary

GRAPHICS

--

Summary Table 2 (REACH) data.

Quration

GRAPHICS

DUR

All

GRAPHICS

FILE

Hydrograph data (compressed) . Al60 vritee RBADHDfile).

Hydrograph

eprefixe.TBY

Warnings

aprefixw.TMG

-4-

Suemary Table data.

flow data.

Optional

duration

listing

allvarningand messages.

and me6eagee

1

of

I/ Uses nprefixm from mnput or output file naee, or users choice. 21 JOB = JOB record required option. 31 SC = Standard Contxol racord reguired option, 800 section 3.9.). for eelection~ inetxuctione. 41 Requires Yes answer to third question when initiating a mm, see section 1.5 for discussion.

..

31 (COl. 11-18) -- Alphanumeric @TEXSHED IDENTIFICAT:~ Watershed identifier (maximum 8 characters) for output.

ECON OPTION (Cal. 21-24) -- The SCS computer programs, ECONZand URDl, require percent chance versus discharge A peak discharge data. and flow duration file can be created by the TR-20 program with the ECONoption. The peak discharge and flow durations can be related to runoff volumes and percent chance. The ECON option is invoked by entering ECON in the data field. The user can select cross sections and structures that are to be included for peak discharges in this data by placing "1" in the SUM column (71) of the output options on the Standard Control records. The sl,JlQQ~y option (Col. 51-57) 011the job record will also provide the peak discharge data but at every cross section and structure.

Peak discharges for each alternate and each storm will be provided. Summary Tables 3 and 4 and a separate output file will contain the peak discharge information prepared for the ECON option. and structures selected for flow duration data Cross sections are included in the ECONfile by placing a "1" in the DUD column (67) of the output options on the standard control records. The DDRINC table (Section 3.8.2.) must also be This provides time flow data for each alternate and entered. storm that uses that standard control record. Summary Table 3A contains both the peak discharge and flow duration information developed for the ECON option. The EdoN output

the user's choice (nprefixw.TEC).

file

is automatically

as to file

prefix

named

by the program with

and the extension

TEC

-- The Print option field is columns The default option, called NOPRINT, provides a reduced printing of output if the field is left enter FULLPRINT in the blank. To obtain the PUIURINT option, data field.

pRrNT (COl. 31-39) 31-39 of the JOB record.

The FDTJ.?RINToption will generate considerable output that can However, Standard Control effectively conceal pertinent data. or other input errors may be overlooked without checking the It is suggested FDLLPRINT data at least once on every job. that the first pass through a watershsd bs made using The bulk.of.the output is the step-by-step list of FULLPRINT. each standard control instruction, related basic data, and This waning messages printed as the operations are executed. detailed printout including multiple peaks is suppressed unless individual options on ,the standard control records are selected.

32 data and Executive With NOPRINT, all changes to tabular records are printed as before. NO step-by-step output will be printed unless the individual Standard Control options are selected. Exceptions are warning messages option hydrorjraphs which are automatic.

Summary Tables are not affected example of the default Noprint An example of FULLPRINT output Standard Control output options

.~

Control

information output and divert

by the Print options. An output iS shown in Appendix C. is shown in Appendix B. The are discussed in Section 3.9.1.

m OPTION (Col. 41-48) -- Generally, a pass is the processing one time through a complete watershed. A pass is usually represented by the results of a particular set of conditions within a watershed such as a specific storm rainfall over the watershed for a certain alternative. The pass number is incremented by one when a ENDCWPExecutive Control Record is encountered. pass number is 1 for each value for the initial The user may change the initial pass number with the PASS option by placing PASS=XXX in the data field. The XXX is a right justified integer.

The default TR-20

job.

OPTIOrJ (COl. 51-57) -- By placing SDMHARY in this field will not have to enter individual SDM options on the Control operations to obtain the summery tables described in Section 4.1.6. All operations (except SAVMOV for all alternates and storms) will be included in Summery Tables 1 If the user wants to control what operations are and 3. displayed, this field should be left blank and the user must specify the desired individual SUM options described in Section 3.9.1. the user Standard

If both the SD'MXARYand all the SUM options are left blank no SUmmary Tables 1 or 3 or Intermediate Peaks output will be Combined with the no-print option and no other provided. Standard Control options selected, this will result in e Lllll with no computational results printed out. Option can be USSd t0 PLOT am (COl. 61-68) -- The plot obtain line plots of discharge vs. end area for cross Sections having tabular data or to generate output files for use with These are obtained by control word SCS graphic software. There are four options when options placed in the data field. These are: using plot.

a discharge-end area line plot for 1. PLOTS- Provides each cross section before the results of routings are Accompanying each plot is,a processed and printed. tabulation of elevation vs. rxponent Wm.H It is good practice to obtain tlie plots at least once with the output to facilitate checking of the results.

33 2.

GRAPHICS - Saves output graphics software.

data

in files

3.

ENDPLoT - Obtains plots of XSECTN other. processing. The listing of plots will be printed, but routings nor any other output printed. The be used to check the cross section prior to processing.

4.

BLANK-

for

use with

data without any input data and the will not be done ENDPLOT option can data separately

No plots or graphics data are generated the processing of the data when the data field blank.

TftleRacorQQ

(See also

p.

SCS

36 and Worksheet

during is left

SCS-EWG-264 Page G-2)

One or two TITLE records follow the JOB record providing a one or two line description that is printed at the top of each page of The word "TITLE" is the only required entry in these output. The descriptions are entered in columns 11-72. At least records. one TITLE record is required for a job to run. m

iob

rem

(See also

p.

37

and

An BWBJOB record

Worksheet

SCS-BWG-274,

is required at the end of a TB-20 job. follow the last BWDCWPrecord or the last PwlS record. discussion on the .BWDCWPand PBAKS~records, see Section Section 3.12.1.

Page G-19) It

can

For a 3.10.1

and

Wheti an IPBNZS record is encountered a check is made to see if a If there is none, the job is ended. Any PEAKS record follows. PBAKS records found are processed until a BWDJOB record is found. Then the TB-20 job is ended. an EWDJOB record is encountered a check is made to see if If there there is another JOB record to initiate another TB-20 job. returns to the computer operating systm. is none, control

After

..

3.7.2

JOB Record

Table

3-l-2.

JOB record

JOB - record indicates thee beginning of a job. All variables and coefficients are set to program default values end all hydrograph Seven data fields provide storage arrays are initialized to zeroidentification and processing options for the program. For discussion see page 29. DeSCriDtiOD l-3

JOB

Ae

Required data code signifying a TR-20 job follows.

5-9

TR-20

A

Program

identifier.

11-18

WATERSHED ID

A

Watershed

21-24

ECON

A

Used to request that a peak discharge, flow duration data file be created for SCS ECONZ/URBl computer programs.

31-39

PULLPRINT

A

Used to request FULLPRINT option. 'Leave blank for Noprint option.

41-48

PASS=xxx

I

Used to assign other than 1. digit integer,

51-57

SUNMARY

A

Use only if Summary Tables and 3 or 3A are to include Standard Control operations (except SAVHOV).

61-68

identification.

a pass number X%X is a three right justified. 1 all

Pour options as follows: plotted discharge1. Provides for cross end area plots section tables with regular output.

PLOTS

A

GRAPHICS

A

2.

Data files for use with graphics programs are generated.

BWDPLOT

A

3.

Request cross section discharge-end area plots only. Routings through watershed will not be done.

SCS

m-e

4. Leave blank

or graphics desired.

Figure

3-7-2..

JOB record

JOB

if no plots data files are

35

example

This record causes a TR-20 job to be initiated. The Watershed A data set containing peek discharge data Identification ia ROCKCR. will be created for later input to the SCS ECONZ or URBl program. The pa86 The FULLPRINT option for the output will be invoked. number is four, indicating that three other passes were made previously. The summary tables will include all Standard Control No plots of any stream cross section data operations encountered. The record identification or graphics data files will be made.

number i8 IO.

3.7.3

TITLE Records

Table

3-7-3.

TITLE

TlTLE records

pkovides a line of descriptive text to be printed TITLE -- record Two TITLE records are allowed, one is required top of each page. For discussion, see page 33. per job. Data Fir14 (columns)

BUB

ZYEB

l-5

TITLE

Ae

11-72

TEXT

A

DescrlDtlon

Required a TITLE

I I

3-7-3.

a-m’T I Tl.L y///n , t

: I

TITLE

record

-----------,rr,*,.+m

data code signifying record.

page.

example

. . . . “.,ogll,ae.

I

Both lines of the job title output. The record numbers, the title.

.

Optional descriptive text in alphanumeric characters to be listed at the top of each output

Figure

at

will 20

-“*,-,)

m---------m

:Y”‘Y IlllllJJj t , I

appear at the top of each page of 30, will not appear as part of

and

:

: c

3.7.4

ENDJOBRecord

Table

3-7-4.

ENDJOB --

ENDJOBrecord

indicates

Data Field (columns)

ENDJOB3’ the end of a job.

D==rlDtipn

L!su.e

2

For discussion,

I

Data Code, blank

see page 33. .

4-9

ENDJOB

A

Operation

name.

11

2

Ie

Operation

number.

Figure

3-7-4.

ENDJOB record

or

zero.

example

The ENDJOB record is required at the end of each TR20 job run. If intexmedfate peak records are used at the end of job, the ENDJOB record must follow the last PEAKS record.

.

in a TR-20 a TR-20

38 3.8 TABULARDATA SPECIFICATIONS 3.8.1

Discussion

of Input

There are six tabular data formats~to support the Standard Control The tabular data formats are: ,records. (1) Flow Duration Increment, (2) Stream Cross Section, (3) Structure, (4) -Dimensionless Hydrograph, (5) Cumulative Rainfall, and (6) Read Discharge Hydrograph. peach tabular data set has a header line specifying the type of data .that is entered before the actual tabular data lines. Each line of 12-column numeric ~the tabular data has an “8” in column 2 and five .~data fields. Decimal points must accompany all figures in the numeric data fields. Commas must not be used with figures to denote thousands. If the worksheets are used, all unused lines must be crossed out and not entered. Each tabular data set must be followed by a 9 ENDTBL record. One of the most common errors in preparing input data is to omit the 9 EWDTBLline.

-Worksheet ._

SCS-ERG-272, Page G-4)

(See also p. 48 and

TIYE-FLOW records

are generated in the ECON2output file for a user selected hydrograph at the flow~duration increments entered in the 1 DDRINC Table. The SCS ECONZ computer progrem uses the TINE-FLGW records for a flood duration damage analysis. In addition to the 1 DDRINC Table, the ECONoption on the JOB record and the DUR option on the selected Standard Control records, must be activated in the input to obtain the TIWE-FLOW records in the ECONZ file. Only one 1 DDRINC Table is recognized in a TR-20 job; subsequent ones following a Executive Control will be ignored.

Three durations in increasing order of magnitude can be entered in the numeric data fields of the 1 DURINC Table. The durations can be The program will convert days to hours for the in hours or days. output. The maximum discharges in cfs associated with the durations are computed-from each fl+ hydrograph selected in the Standard The computed flows consider only the peak portion of Control. multiple waked flood hydrographs and do not consider the time See Figure 3.2 for between peak8 as part of the flow duration time. an illustration of a flood hydrograph with 6, 12, and 24 hr flow durations identified. - .

39 -

1800

1400

-

F

1200

-

z

1000

-

800

-

600

-

400

-

l% 0’ 5 (0 .~0

Duration=hrs

-

1600

0

0 2 4 6 12

2

4

6

8

10



3-8-l.

Flood

1660 1440 1360 860 420 120

1214161820222426283032 Time

Figure

(Peak)

cfs

hydrograph

(hours) with

flow

duration

identified

40

If the 1 DDRINC table is omitted from a job with or without the ECON option on, TIME-FLOW records will not be generated. The standard flood hydrograph flow duration analysis, however, will still be performed for up to 12 durations when the DUR option is activated on the Standard-Control (See pp. 48-49). Stre Cro s Section Workihmeet iCS-ENG-270,

Data Table (2 XSECTNL (See also p. 50 and Page G-5

The stream cross section table relates the water surface elevation to discharge in cubic feet per second per square mile (cam) or cubic ~ feet per second (cfs) and to the cross-sectional end area in square r feet. These data may be from 1) water surface profiles, 2) a user weighted average of flow and end area at tvo or more cross sections or 3) solution of Manning's equation assuming uniform flow. The important represent the routing is to flow and end for flows up to define the

:

consideration is that the cross section data should hydraulic conditions for the reach through which reach be performed. It is necessary that the user enter area data for elevations belovbankfull as well as data to or larger than those expected to be routed in order complete rating curve accurately.

must The number of the cross section on the,2 XSECTNrecord correspond with the cross section number of the RXACHrecord. The If cross section ID number must be betveen 1 and 200, inclusive. discharge is given in csm the total drainage area above the cross section must be shovn in columns 25-36 on the 2 XSECTX record. The figure shovn in this space is multiplied by the discharge in csm in order to convert to cfs. Usually the discharge in columns 37-48 of cross section input data is given in cfs and a figure of 1.0 is put in the drainage area field of the 2 XSECTN record. The number of data entries describing each cross section cannot exceed 20. The optional bankfull elevation in columns 37-48 of the 2 XSECTN record is shovn on the discharge-end area plot and is used to trigger a vaming message if less than two cross section data points are below bankfull. The optional zero damage elevation in columns 49-60 of the 2 XSECTN record is used with the flow duration analysis to flag results at this elevation.

41

The lov ground elevation or the lowest floodplain elevation in a if cross-section (columns 61-72 of the 2 XSECTNrecord) is required separate channel and flood Plain lengths are given on the REACH Standard Control record. The modified Att-Kin routing~procedure ~accounts for differences in channel and valley storage based on changes in reach length at the 10~ ground elevation. The lov ground elevation must not be higher than the bar&full elevation for the interpolation routine to work. The discharge-end area data in Coluuhs compute the discharge-storage equation (See section 3.9.1. under 6 REACH 3.) at zero discharge and zero of 2) must be greater than elevation. The SCS vater

and 37-48

are

used to

end area. zero and increase

in magnitude

with

(WSPZ) can be used to generate of these tables may contain data on acres flooded in addition to the elevation, and end area data. discharge, The acres flooded columns are not read by TR-20 and do not cause an error.

rating

tables

surface

profile

25-36

representative of the reach. The first data point must be All other data points (minimum

for use in TR-20.

program

Columns 61-72

If the channel represented by a cross section is to be modified as data table is made an alternati,ve consideration, a new cross sectidn up for the modified cross section and inserted ahead of the Executive Control records for the alternate. Any number of alternative channel conditions for any one section or sections can be compared by inserting each new cross section data table ahead of the respective Executive Control records. If two cross sections are with the same cross section number, the last one entered entered will be used. The nuabering of cross sections need not be in consecutive order. Similarly, the cross section data tables can be in any order when However, chances of error will be inserted in the runstreem. minimized if they are numbered and placed in the runstream in the order in which they appear in the Standard Control routing seguence The elevations, and follow a natural sequence in the watershed. and end areas in columns 25 through 60 must increase discharges, between successive lines of data; however, they need not increase by Linear interpolation is used between data for a.constant incremeht. the elevations and discharges shown. Also, a linear extensions through the last two values of elevation and discharge is used to extrapolate discharge beyond the highest elevation given in the table when the cross section has insufficient capacity.

42

Structure Worksheet

Data Table (3 STRUCT) (See SCS-ENG-269, Page G-6)

also

p.

52 and

Structure data tables relate the water-surface elevation to spillway discharge and- reservoir storage. The Structure ID number must be between 1 and 99, inclusive. The numbering of StNCtUreS must correspond with the structure number on the RESVOR Standard Control Structure numbering need not be consecutive, and the data record. table preceding each respective set of Executive Control records can Nowever, be inserted into the runstream in any order. chances of error will be minimized if the StrUCtUrsS are numbered and placed in the runstream in the order in which they appear in the Standard Control routing sequence. The first discharge. low stage "Starting

record, elevation

data record in columns 25-36 should always begin with aero This usually COrreSpOndS to the Crest elevation of the outlet in the principal spillway. See the explanation of of the Standard Control RESVOR Elevation,n columns 25-36, Section 3.9.1, if routing begins above or below the crest of the low stage outlet.

and volumes in columns 25-60 must The elevation, discharges, increase between successive lines of data: however, they need not -'increase by a constant increment. A linear interpolation is used shown. 'between data for the elevations If needed, an extrapolation of data above the highest elevation is performed by extending a line linearly through the last two data entries. The Storage Indication method of reservoir routing requires that the main time increment (in the Executive Control), the discharge, and (from the structure data table) must be such that the storage following inequality holds true (See chapter 17, NEIi-4):

PS

2 < delta

where:

t

0 = the

outflow

in

cfs

at

S = the storage in cfs-hours at the same line in the delta

t = the

main time

increment

a line

in

(acre-feet table, in

the

table, x 12.1)

hours

oscillations will occur in the If this inequality is not true, descending limb of the hydrograph and may include negative discharges, peak outflow greater than peak inflow, and/or outflow A warning message in the output volume greater #an inflow volume. The usual need is to decrease the alerts the user to the problem. delta t or make smaller elevation increments in the structure table, , especially near significapt changes in flow conditions. There are usually two structure conditions described One is the Null structure, and the other is for the structure or as it would be designed or constructed.

for each site. existing The Null

43

condition represents the present condition in a watershed StrUCtUre where a structure is proposed to be located. The Null structure is used to avoid having to modify the Standard Control sequence between processing for "presentn and for "with project" conditions. This can also be done using Modify Standard Control statements (section 3.11).

A Null structure is indicated by one of two methods. The first method is placing a 3 STRUCTrecord followed by a 9 ENDTBL record without any intervening '*an data records. A second method is referring to a structure. leaving out all structure table records To use the Null structure by the first method, the two records (3 STRUCTand 9 ENDTBL) are inserted into the runstream with Tabular data prior to the Executive Control records to which they pertain (See appendix F, sample Job 5, for the use of Null structures). When a new structure table with the same ID number is entered, the new structure table replaces any previous data for the table. When a structure table, including a null table (first method), is entered, it remains in effect until replaced. When only 2 records for a Null structure are found (or no structure data as in the second method) the RESVORinflow hydrograph is moved into the RRSVOR outflow hydrograph storage location without any routing. For "with project" conditions, the complete structure data table is inserted ~ahead of the Executive Control records to which it pertains. Any number of structure conditions can be processed for each numbered site with each structure data table inserted ahead of the appropriate Executive Control records. Bach structure data table must have a structure number and a 9 The number of data records describing a structure RWDTBLrecord. cannot exceed 20.

Worksheet

SCS-EWG-265,

Page

G-7)

(See also p. 54 and

The dimensionless unit hydrograph is used in the RUNOFFoperation for developing flood hydrographs from subwatersheds. The standard SCS dimensionless unit hydrograph with a peak rate factor of 401 1s contained in the program and is not required in the input. The standard SCS dimensionless hydrograph is shown in Appendix G, page G-0. It is &leo described in Chapter 16, NRR 4. This input table is required only if another dimensionless unit The data records contain the ratio of discharge hydrograph is used. time to peak diecherge for each increment of the dimensionless scale. The number of entries must not exceed 105. The product of the number of non-zero entries plus one and the dimensionless time increment (column 25-36 of the.9 DIRliYD record) must egual 1,D. This peak rate factor is not an input item. program and displayed when the DIWRYD table

It is calculated is entered.

by the

44

w reRainfall ‘v RAINF Worksheet SCS-ENG-271, Page G-9)

(See also p. 56 and

TRi20 was designed to allow almost complete freedom for input of storm rainfall and its time distribution. There are four methods to input cumulative rainfall distributions. They differ in the specifications of the rainfall volume and duration with both actual and dimensionless values available for use. The four methods are: 1.

cumulative hours.

rainfall

in inches

- time increment

in

2.

cumulative increments.

rainfall

in inches

- dimensionless

3.

cumulative hours.

dimensionless

rainfall

- time

4.

cumulative dimensionless time increment.

rainfall

- dimensionless

time

increment

in

Up to a total of nine actual or synthetic rainfall distributions can -be us&in any run. They can be input using the Cumulative-Rainfall ~Table.~ RAINPI, Table 7, in Appendix D (p. D-3), shows how an act-1 storm rainfall can be described. The values from left to right in the five data fields are accumulated rainfall depths, in inches, for l-hour time increments. Any time increment can be selected to describe an actual storm, but the smaller the increment, the better the hydrograph definition. The time increment is specified in column 25-36 of the 5 RAINFL record. The number of records in the body of the formet cannot exceed 60 This means that if a l-hour time increment is (300 entries). specified, storms up to 299 hours duration can be used. All five data fields must be completed on each line or the entire line Note that 12,16 inches, at 42 hours, in columns 37-48 crossed out. of the last data record in RAINFL Table 7, Appendix D is the end of rainfall, however, the value of 12.16 inches is repeated in data The 9 RRDTRLrecord must 8columns 49-72 to complete the line. follow each RAINFL table. Each cumulative rainfall table must be labeled with ~a separate table number between 1 end 9, inclusive, for its identification. The actual storr in Appendix D, is identified as Table Number 7 on the header record in column 11. When it is desired to route this storm through the watershed, Rainfall Table Number 7 is specified in the Note further that a 1.0 appears . Executive Control COHPUT record. undu both the rainfall depth and rainfall duration data fields in the Executive Control because Table 7. contains the cumulative .rainfall. depth in inches and time increment in hours. The SCS has six standard synthetic standard distributions are listed

rainfall distributions. as in Tables 1 through

The 6 on pages

45

G-lo to G-15 in Appendix G. Each standard table has been designed to be used for a distinct purpose and has certain limitations. The are designed to adapt the rainfall distributions standard tables over a wide range of drainage areas and times of concentration. The user is offered a choice of the six standard distributions due to the variation of climatic and watershed conditions. If none of the standard distributions are suitable the user may choose to enter other

distributions.

The six

standard rainfall distributions as shown in RAINFL Tables through 6 in Appendix~G have been preloaded into TR-20. The user does not need to enter these tables, but needs only to use the

proper

rain

table

number on the COMPUTrecord.

override any of these same table number.

tables

The time

The user may a new RAINFL table of

by entering

The 24-hour type I distribution (Table G-10, is used in the Pacific maritime Southern California and is accepted in approximates peaks resulting from less

intensities. hour.

1

increment

the

l), which is shown on page climate area of Central and some other areas because it severe short duration

used for

this

distribution

is 0.1

The 24-hour type IS distribution (Table 2), which is shown on pege area of the G-11, is generally used in the summer.thunderstorm UniteGStates east of the Cascade and Sierra-Nevada Hountains. The time increment of 0.1 hour gives good definition of the resulting hydrcqraph for the short duration intensities. The 24-hour type IA distribution (Table 3), which is shown on page G-12, is recommended for watersheds subject to low intensity storms normally associated with frontal storms such as on the coastal side of the Cascade Hountains in Oregon, Washington and Northern The time increment used for this distribution is 0.1 California. hour. The 24-hour type III distribution (Table 4) which is showh on page G-13, is generally used along the coastal areas of the eastern and It reflects the influence..of hurricane southeastern United States. The time increment used for the type rains in these areas. distribution is 0.1 hour. The 48-hour type 11 storm distribution, ~(Table S), which is shown on paqe G-14, is similar in xaxiaum intensities to the Type II 24-hour increxent used for this distribution is 0.5 hour. storm - The tixe The 48-hour distribution can be used in watersheds where tixes of Tha storm concentration for the entire watershed exceed 24 hours. distribution used should most nearly match the precipitation The 48-hour distribution should be evaluated by the user pattern. for applicability, especially in relation to peaks and runoff volume.

46

Note that these standard 24- and 48- hour distribution tables are dimensionless rainfall vs. time increment (0.1 or 0.5) in hours Each entry in the table iS the ratio of the storm tables. accumulation to total storm depth. When any of-fhese five standard 24- and'48hour distribution tables Control record, a storm are specified-in the COWUT Executive rainfall depth in inches must be shown in columns 37-48 of the COMPUT record because these units are dimensionless, and a 1.0 for 49-60 because time increment is hours. duration in columns There is

no limit through

; of ten

to the number of storm rainfall depths that can be routed watershed when these tables are used. (There is a limit storms if the output data is to be used in ECOK2.) the

The cumulative rainfall table for the SCS standard emergency spillway and freeboard hydtograph distribution (Table 6) is shown on This table is a dimensionless rainfall vs. dimensionless page G-15. time table used primarily within SCS for structural design. Both depth and duration must be supplied in columns 37-48 and 49-60, respectively, on the CORIWT record when this rainfall table is It is the same as the design storm distribution in specified. Figure 2-6, TR-60. There is no limit to the number of storm depths and durations that can be routed when specifying this rainfall Storm duration or area1 corrections to design rainfall table. amounts must be made before data are entered. This distribution is undesirable for peak flow frequency studies since with dimensionless deoreese. time, as the duration increases, the rainfall intensities m column entered

OD&iQL -- The runoff option, invoked by placing a one in 17 Of the 5 RAINFL record, is used only when the data to be When the Rainfall arc for a cumulative runoff table. (Runoff) Table Number is requested on the COMWT operation, the progrem Will use a Runoff Curve Number,of 100 for all hydrograph development in that pass in place of the curve numbers entered in the Standard Control. Use of a different rainfall table with a blank in column 17 will revert the curve numbers back to their original values. This can also be accomplished with seme rainfall table by leaving column 17 blank on the 5 RAINFL record, followed by the 9 ENDTRL record without any data records. The runoff option will allow the user to change all the curve numbers in the Standard Control at once within a job without wing It should be used with caution, Hodify Standard Control operations. however, since the runoff distribution will be used for development of all hydrographs specified within the FROH/THRv fields on the CoMmT operation. runoff entering 9 RNDTBL 17 of the turn the RAINFL X with a 9

The

can be acti;ated fork a preloaded rainfall table by 5 RAINFL X record with a 1 in column 17, followed by a A user-entered rainfall table with a 1 in Column recokd. 5 RAINFL X record will also use the runoff option. To enter the 5 option off with a user-entered rainfall table, it immediately record with a blank in column 17, and follow RNDTBL record. option

the

Read Dischara Hvdroaraoh Data Table ( READHD) (See also p. 58 and Wor&+heet SCS-ENG-276, Page z-24) The Read Discharge Hydrograph table provides ~a means of introducing hydrographs at any desired point in the watershed. Time must be in hours and discharge in cfs. .The table enables the user to insert stream-gage or known hydrograph data where appropriate. The table also makes it possible to break the processing of large watersheds into two or more parts for easier handling. The table further enables the user to reprocess a lower portion of the watershed with outflow hydrographs from the upper portion of a previous run. The

two latter

cases require

subsequent TR-20 jobs to be run.

Although the 7 RRADRDis a table and is discussed here with the other tables, it is in the Executive Control series as denoted by

the 7 before

code and must be placed after the ENDATA record and the COKPUTrecord in which the hydrograph will be used.

data

The Read Discharge

Hydrograph data differ from other tabular data in two respects. First, they are actual hydrographs that go directly described in into one of the seven hydrograph storage locations Section 3.9.1. Second, each table is inserted into the runstream ahead of the COMPUTrecord that will require the data.

For example, a "6" in column 17 of the 7 RRADRD8 record would place the hydrograph in storage location 6. The hydrograph would then be

used the next time storage

Control.

location

6 was called

in the Standard

The 7 RENXiD 9 record, the second line on the Read Discharge Iiydrograph format provides appropriate spaces for entering any of the following: (1) the time in hours at which the zero time of is related to the first point of the.hydrograph; (2) the rainfall time increment between data points in hours; (3) the drainage area in square miles associated with the hydrograph; and (4) the baseflow in cfs, if any, included in the read hydrograph. This baseflow is independent of any baseflow introduced into the data with the BASFLOrecord. is unlike other tabular data formats in that it can be continued on additional sheets using no more than400 coordinates (SO records) by crossing out the 9 ENDTDLline on all but the last The body of the table is similar to the other tables ih that sheet. each lins musk be complete or crossed out, decimal points must be shown and commas denoting thousands must not be used.

The table

3.8.2

Flow Duration

Table 3-8-2.

Increment

DDRINC table

Table

records

DURINC - Prmides entry of three user selected .durations TIME-FLOW r-&cords to go with ECONZdata. For discussion,

to generate see page

38.

Descriction

Value

XYER

2

1

Ie~

Data code signifying DUBINC table.

4-9

DDRINC

A

Operation

2

8

Ie

Data code signifying in table.

13-17

HOURor DAYS Ae

Units

25-36

Duration

Ne

1st duration

- 37-48

Duration

Ne

2nd duration.

49-60

Duration

Ne

3rd

2

9

Ie

Data code signifying of table.

4-9

BWDTBL

A

Operation

pat Field (coLlns) _ Record

Reaord

Record

# 1

name.

# 2

for

data

durations.

duration

(shortest).

(longest).

# 3

name.

end

Figure

3-8-2.

DURING records

example

DUR\NC 49

This DDUINC Table lists the 3 durations in hours desired with ECDN2data in Sample Job 5, Appendix F.

Zor use

3.0.3

Stream

Table

3-S-3.

Cross

XSECTN table

X SE CT N5’

Data Table

Section

records

XSECTN - Describes hydraulic .reach routing is performed.

conditions.for For discussion,

a segment through see page 40.

y&&g

2YE.e

2

1e

Data code signifying table.

4-9

XSECTN

A

Operation

13-15

001-200

Ie

Cross

25-36

DA or 1.0

Ne

Drainage Area: actual in Sq. miles if discharge is in CSM, 1.0 if discharge is in CFS.

.~37-40

Elev.

(-)N

Bankfull

._49-60

Elev.

(--IN

61-72

Elev.

(-IN

Low ground elevation feet.

2

8

Ie

Data Code signifying data Each record is in table. one line of data.

25-36

Elev.

(-)Ne

Elevation

in feet.

37-48

Discharge

Ne

Discharge

in CPS or CSU.

49-60

End Area

Ne

End Area of cross

Fl ld ,c01uI&

Data

Record

md

Descriotion

I1

2

Roccrd

which

Zero

feet.

XSECTN

name.

Section

ID Number.

elevation

in feet.

damage elevation

in in

#l-21

section.

Reoord

2

9

Ie

Data code signifying table.

4-9

ENDTBL

A

operation

name.

end of

51 Figure

3-a-3.

XSECTN records

example

KSECTN

This XSEtable represents cross-section or reach 003 which entries for discharge in cfr ([email protected] feet per second), so the elevation of 10.9 feet, drainage area is set to 1.0, a bankfull zero damage elevation of 11.9 feet and a low ground elevation Data entries in the table for elevation, diecharge 10.9 feet. The values for discharge and end end area mu8t be increasing. must both begin with a z-0 (0.0) vklue for.the first entry.

has a of and area

3.8.4

Table 3-8-4.

5TRUCTs2

Data Table

Structure

STRUCTtable

records

elevation STRUCT - Relates water-surface For discussion, see : reservoir storage. Data Field (columns)

Value

to spillway page

discharge

42.

Descriotion

Record I1 2

3

Ie

Data code signifying STRUCT table.

4-9

STRUCT

A

Operation

name.

16-17

01-99

Ie

Structure number.

identification

2

8

Ie

Data code signifying data in table. Each record is one line of data.

25-36

Elev

(-)Ne

Elevation

37-48

Discharge

Ne

Spillway

49-60

Storage

Ne

Reservoir acre-feet..

storage

Record

In-21

in feet. discharge

in cfs. in

Bmd Record 2

9

Ie

Data code of table.

signifying

4-9

ENDTBL

A

Operation

name.

end

and

Figure

This

3-8-4.

STRICT

elevation, The first

STRUCT records

table

discharge discharge

example

STRUCT

53

represents structure 03 which has data entriee for and reservoir storage which must be increasing. entry must be zero (0.0).

..

3.8.5

Dimensionless

,Table 3-8-5.

DIRHYD table

records

DIRBYD - Defines the dimensionless runoff hydrdgraphs in the program. Data Field (columns) Record

D I M HYg4

Hydrograph Table

unit hydrograph For discussion,

Value

used to g.enerate see page 43.

Descrioi&2D

I1

2

4

Ie

Data code signifying DIRBYD table.

4-9

DIBBYD

A

Operation

25-36

Time Increment

Ne

Dimensionless time increment used in hydrograph table.

2

8

Ie

Data code signifying data Naximum of 21 in table. data records.

13-24

Incremental

Ne

25-36 37-48

w~ograph

Ratio of discharge to peak discharge for each increment of dimensionless time scale. First and last entries Last line must be zero. must be completed with zeroes. Each line included must have five values.

Ie

Data code signifying

_ Record

#l-l:

49-60 61-72

md 2

Ratios

Record 9

of

4-9

name.

ENDTBL

A

table.

Operation

name.

end

55 Figure

3-8-S.

DIMHYD records

example

‘DIM

I-ND

This DZMHYDtable with 51 entries has a dimensionless time increment The entries ara the ratio of discharge to peek discharge of 0.02. Entries must begin and end with at each incremental time unit. 0.00.

3.8.6

Cumulative

Table

3-6-6.

Rainfall

Table

RAINFL table

records

RAINFL - Desc_ribes rainfall hydrographs;For discussion,

P ta field (~01umns) Rooord

RA1NFt

distribution used to generate see page 44.

runoff

. . PescrlDtion

Value

I1

2

5

Ie

Data code signifying RAINFL table.

4-9

RAINFL

A

Operation

11

l-9

Ie

Rainfall table identification

name.

use 1 to 9.

17

1 or blank

I

number,

Runoff Option for CN = 100. Leave blank to use standard control CU’S.

Time Increment

Ne

Time increment used in rainfall table in hours~ or dimensionless.

2

8

Ie

Data code signifying Maximum data in table. of 60 data records.,

13-24

Rainfall Depth inches

Ne

Accuzaulated rainfall storm depth for actual or the ratio of the depth to total depth at a given time for a dimensionless rainfall.

25-36

Record

#2-U

25-36 37-48 49-60 61-72

and 2

.4-9

or

Ratio of depth - to total depth

ileoord 9

Ie

Data code,signifying of table.

ENDTBL

A

Operation

name.

end



57 Figure

3-8-6.

RAINFL records

RAINFL

example

035 I

_ ..a

o.olDs

I

I

l .071r

O.lY

I

0.097 6. c

I

(1.

I

It. ,,*

These records-describe rainfall table 1, which has a dimensionless rainfall amount of 1.0 and time increment of 0.5 hour. When used it will ovenmite the type I Rainfall Table with 0.1 hour time increment that is in the default storage location 1. Note: the last line of data is filled in with the last table value.

3.8.7

Read Discharge

Table 3-8-7.

Hydrograph

READHDtable

'READHB

Table

records

-READHD- Introduces a discharge hydrograph For discussion, see page 47.

at any point

in the

Descriotion

Data Field (columns)

Record tl 7

Ie

Data

4-9

A

operation

name.

11

Ie

Operation

code.

17

Ie

location of Read Storage Discharge Hydrograph.

7

Ie

Data code for Executive Control record.

READHD

Ae

Operation

name.

9

Ie

Operation hydrograph

code signifying data follows.

Ne

Starting time of hydrograph in hours.

2

code for Control record.

Executive

13-24

Start

25-36

Time Increment hours

Ne

Time increment of hydrograph in hours.

37-48

Drainage Area Square Miles

Ne

Drainage area in square miles associated with the hydrograph.

49-60

Baseflow-cfs

N

Baseflow (cfs) if included in the hydrograph.

Time

hours

any,

- .

58

REAUm

59

Value

EYE!2

2

a

Ie

Data

13-24

Discharge-cfs

Ne

Discharge in cfs in Read Hydrograph at selected time increment. Up to 400 points may be used. Fill last line with last discharge.

2

9

Ie

4-9

ENDTBL

Data Field (colunlns) Record

#3-03-

25-36 37-48 .49-60 61-72

Bad

DescriDtion

II II .I, 8,

code signifying data in table. Maximum of 80 data records.

Record Data

code signifying

of table.

A

Operation

name.

end

Figure

3-0-7.

RISDHD records

example

READHB

6o

This READHD table describes a hydrograph to be inserted i? storage location 3. The hydrograph has a starting time of 6.0 hours after The watershed rainfall begins and a time inixement of 0.1 hours. associated with it is 1.66 square miles in area, and there is 5 cfs The values in the body of the baseflow included in the hydrograph. table are discharge in cfs at the 0.1 hour time increments.

61

3.9 3.9.1

Discussion

STANDARD CONTROL RECORD SPECIFICATIONS of Input

The StandardControl (see worksheets, Appendix G, pages G-16 and G-18) is used to set forth the sequence in which flood routings through the reaches and structures of a watershed will be performed. The records cause a runoff hydrograph to be developed, to be routed through a structure or stream reach, and to be added to a hydrograph Standard Control commands are also used to for an intervening area. move a hydrograph to a different location in computer storage, or to divide it into two separate hydrographs~. A "6" must be inserted in column 2, the "Data Code", for all Standard Control records except RNDATA. The "Operation" (Columns 4 through 11) is described by a name and code number. The operation names and code numbers are RD'NOFF 1, RESVOR 2, REACH 3, ADDHYD 4, SAVHOV 5, and DIVERT 6. The operation names are for the convenience of the user while the corresponding code number in column 11 identifies to the computer the operation to be performed. The @@xsection/structure" heading (Columns 13 thru 17, of the Standard Control worksheet, see p G-16) contains blank space* that are to be filled with either the cross section number or the structure number. Never use both a cross section and structure number on the same line. Leading zeros do not need to be inserted in the number field but the number must be right justified (no blanks or decimals to the right of the number)' within the field. The largest numbers that ten be expressed for any structure or cross section era 99 and 200, respectively. The smellest number, in either case, is 1. Ways in which cross section/structure numbers with the records in TR-20 are given in Table 3-9-l-l. are associated Appendices B through F show completed Standud Control inetructions for five related sample jobs. in Sample Job Number 1 For example, (Appendix B and repeated here for the readers' convenience) the first record, RUNOFF 1, causes an inflow hydrograph to be developed for the area above structure 01. The record, RESVOR 2, causes the inflow hydrograph to be routed'throuqh structure 01. The record, REACH 3, causes the outflow from structure 01 to be routed through The EWDATA record signifies completion the next stream reach (001). of the Standard Control. In sample Job Number 2 (Appendix C)~, continuing downstream the RUNOFF 1 record for cross section 001 causes a hydrograph to be developed for the local inflow to the reach previously routed. The ADDHYD 4 record causes the~rea.ch routed hydrograph to be Combined TheREACN3 with the local inflow hydrograph at.cross section 001. operation instructs the computer to do the stream routing through Thus, the routing sequence cam be directed from one reech 002. riach to the next.

62 Table 3-9-l-l.

Association of cross section/structure with TR-20 Standard Control records

Record 6 RUNOFF-

-1.

6 RESVOR 2 6

REACH3

number

Number as

What the number desianates

Cross section or structure

Drainage area for which the hydrograph is developed.

Structure

Structure through which routing is performed.

Cross

Terminal point to which the stream reach routing is performed.

section

6 ADDHYD 4

Cross section or structure

Point at which the two hydrographs are combined.

SAVl4OV 5

Cross section or structure

Hydrograph internally locations.

section or structure

Inflow hydrograph to be diverted and output hydroqraph number 1.

6

6DIVERT6

Cross

being moved between

storage

The "Hydrograph

Number" heading (Columns 19, 21 and 23 of the worksheet, see G-16) provides spaces in which hydrograph storage locations are designated by numbers 1 through 7. Each storage location will hold up to the maximum number of points allowed by the program (400). Each' Standard Control operation may need up to three hydrograph storage locations identified. One or two of the hydrograph numbers may be required as input to perform the Standard Control operation and the ,third hydrograph storage DIVERT is different in number to save the resultant hydrograph. that it has one input hydrograph and two output hydrograph storage locations. Standard

Control

All seven numbered hydrograph storage locations are similar and may be used interchangeably for input and output hydrographs of any operation. Hgwever , in order to keep track of hydrographs and assist in error detection the user should standardize storage locations by selecting three locations for the MoperatfngW hydrograph storages. The new user might generally use location 5, For example, 6, and 7 as the "operatingn storage locations. 5 6 7 would take the hydrographs in locations 5 and 6, 6 ADDHYD4 add them, and place the resulting hydrograph in location 7. The remaining storage locations (1 to 4) serve as temporary locations to save hydrographs until needed. The cardinal rule to remember is that only one hydrograph Can occupy any one storage location at a time and that there must be a hydrograph in the storage location from which an operation is

63 "calling it up." An output hydrograph remains in a storage location ready for use until it is used as an input hydrograph. The input for all Standard Control operations hydrograph storage locations, immediately after the hydrograph(s) are except SAVNOV, are cleared It is recommended that all storage locations be checked for used. compliance vi_fh these rules before input data are submitted for data The same storage location number must not be used in the entry. input and the output for a single operation. The three data fields; columns 25 through 36, 37 through 48, and 49 through 60 of the Standard Control are filled vith data according to the individual headings as explained below. Data entered in each of these fields must have a decimal point. If no decimal point is entered its location is assumed but probably not where the user No error message is printed for this error, however, any intended. time such data are printed and the number of given positions are exceeded, asterisks are printed in the edited listing of Standard Control records. Commas must not be used within data fields tom indicate thousands. Different Standard section.

output Control.

options may be specified in columns 61-72 of the These options are discussed at the end of this

6 RUNOFF 1 (See also p. 73) The RUNOFF record causes a runoff hydrograph to' be developed for a The input data are drainage area in square miles, subwatershed. in hours. The drainage curve number CN, and time of concentration area includes that area of the subwatershed that contributes runoff Determination of the CN is described in to the hydrograph peak. Techniques in NM-4, Chapter 15 may be Chapters 7, 0, and 9, NM-4. used to estimate the time of concentration. 6 RESVOR2 (See

ah0

p. 75)

The RBSVORrecord causes an inflow hydrograph to be routed through a starting with the outflow discharge structure such as a reservoir, The at the elevation corresponding to the beginning of the storm. " is the water-surface elevation of the "Start Routing Elevation ft. If "Start Routing reservoir at the beginning of the storm. Elevation ft." is left blank, routing begins at the first elevation on the structure data table (page B-5). There are three ways to start routings:

At the principal spillway crest with outflow discharge (1) Normally the starting elevation will be egua& to zero. the lowest crest of the principal spillway. The ,storage associated with the starting elevation can be equal te or greater 'than zero.

64 Belov the principal spillway crest with zero discharge. (2) The structure table must start below the elevation of the principal spillway. The second and following data records on the structure data table must have a discharge greater than zero and-must increase in storage.. Therefore, a small discharee (less than 1 cfs) may have to be shown, even though it is not.the case. This condition exists when the reservoir level at the start of the storm is drawn down below the crest of the principal spillway. Above the principal (3) This greater than zero. level at the start of the principal spillway due to

spillway crest where discharge is condition exists when the reservoir storm is higher than the crest of the an earlier storm or baseflow.

Routing starts at the start routing elevation or the first elevation of the structure data table and continues until the outflow discharge returns to zero outflov or where it ends because of the maximum point storage limitation. The volume of the outflow hydrograph will not alvays be equal to inflov. It Will include the ~volume between the starting elevation and the elevation at sero because of the maximum discharge, baseflow, or vhen it is truncated point storage limitation. The outflow volume is normally less in condition (2) above, when the additional storage below the crest is In condition (3), the outflow volume is normally greater as filled. the additional stage above the crest is converted to outflow. A RESVORrecord should be included in the Standard Control for all potential and existing reservoir sites. This will eliminate modifying the Standard Control for alternative structural This is done by specifying Null structures in the combinations. alternatives without structures). Null structures are discussed in section 3.8.1. 6 REACH 3 (See

alSO

p. 77)

The REACHrecord causes the computer to route an inflow hydrograph There are two input procedures to represent through a stream reach. a 2 XSECTNrating the discharge-end area relationship in the reach: table or "xe and nmw coefficients. A single reech length or separate floodplain and channel lengths can be entered on the RE?K!Rrecord by the user depending on the Separate reach lengths CM only be used with the 2 procedure. XSECTNrating table procedure as the lw ground elevation has to be The low ground elevation is considered the dividing identified. line between channel and floodplain storage. In short reaches,~ attenuat.ion is 'routing procedure tends toward a reaches, with major attenuation, .detem'ine the routing parameters Guidelines for selecting reach. 2.

lost as the.MOdifi&I~;~~ kinematic routing. the.inflow hyatograph peak used to may not be representative of the reach lengths are in Hydrology Note

65 It

should

be recognized that entering data in the 2 XSECTN table, in will result in more accurate routing than entering *IX** and QP coefficients on the REACH record. In usual cases, one power curve as described by a single pair of "x" and "m" values will not adequately fi_t the rating curve for a cross SeCtiOn with channel and floodplain flows. However, it may be convenient .in some cases to provide a cross section rating in the form of coefficients for Once the discharge-storage relation is established rating curves. the routing coefficient is calculated that is used to for the reach, Details on how the routing coefficient is perform the routing. calculated and how the Modified Att-Kin routing is accomplished are given in Hydrology Note 2. general,

BEACH Procedure ~blank, a cross

1 -- If columns 37-48 in the REACH record are left section table (2 XSECTN) must have been previously

'entered and will be used. An "mu value will be determined for each flow listed in the table. The logarithmic slope of the line between each two consecutive data points is weighted by the difference in flow between the two points. In this way, "m" can be computed for each flow in the table based on flow from the lowest flow to the flow in question. The computation of %P by the program is described in Hydrology Note 2. This method allows the -mu used in the reach routing to change when the slope of the discharge-end area curve changes. In typical

cross sections (with channel and floodplain) the slope of the discharge-end area curve changes (becomes flatter) when the discharge exceeds channel capacity and then changes (bacomes steeper) again at a point where water fills the floodplain and depth of flow increases in the floodplain. It is optional If

entered,

the

to enter a floodplain reach

length

length

in columns

25-36

in columns 49-60. channel in columns 61-72

must be the

length and the low ground elevation must be entered of the first record in the XSECTN Table.

m Procem -- Columns 37-48 and 49-60 in the REACIi record provide the option of specifying cross section coefficients ("x" and If cross section parameters have "ma) for a rating curve equation. been estimated for one reason or another, corresponding coefficients from the eguation Q = xA' (where Q = discharge and A = cross section end area representative of the reach) can be inserted. Guidelines and triangular cross for estimating "x" and "m* for trapezoidal section shapes are given in Hydrology Note 2. Use of these guidelines requires a minimum amount of topographic and roughness information. The coefficient "xw is transformed to k, where k = x/(L') and L is the single reach length specified in columns 25-36. The reach line log-log routing is performed using Q = kS, which is a straight relation between discharge (Q) and reach storage (S = LA). When coefficienti "x* and nm* are entered, the actual cross section

66 discharge XSECTN)

table

end-area data as given are not used.

6 ADDHYD

4

(-See

also

p.

on a corresponding

cross

section

(2

80)

The ADDHYD record causes the hydrographs from two hydrograph storage locations to be combined and places the resultant hydrograph in a third storage location. Only two hydrographs can be combined For example, at one time. if three hydrographs are to be combined two ADDHYD records are needed. If to describe a final hydrograph, the time increments of the hydrographs do not correspond with the current main time increment, they will be adjusted to the main time increment before they are added. When two hydrographs are adjusted and added with different start of runoff times and/or time it is possible to lose volume of runoff by truncation increments, due to the maximum point storage limitation. 6 SAVMOV 5

(See

also

p.

82)

The SAVMCW record causes the hydrograph in one computer storage location to be placed in another storage location. To facilitate keeping track of hydrographs, the user may standardize on storage locations 5, 6, and 7 as the "operating 'I locations and use the other locations as temporary storage. In thiS'CaSe, 6 SAWOV 5 will remove a hydrograph from computer storage location 5, 6, or 7 and place it into location 1, 2, 3 or 4 for safe keeping until called up as input for a subsequent operation. storage locations can thus be the computer "operatinge order to transfer operations to a tributary. When operations are completed for the tributary, a 6 SAVKOV 5 can recall the hydrograph from its storage location I, 2, 3 or 4 and place it 5 or 6 for adding the tributary to back into an 8*operatingea location main stem.

For example, vacated in

Since the SAVMOV input hydrograph storage location is not cleared until replaced by another hydrograph, SAVMOV records can also be Both the input and output used in downstream branching situations. storage location on the SAVMOV record will contain the seme hydrograph until the location numbers are reused. Thus, two separate standard control sequences~ can be setup downstream from the branches are possible with beck to beck SAVHOV . Three separate SAVMOV records containing the some inflow hydrograph. Additional only seven storage With branches rsquire additional SAVMOV records. locations available, there is a limit of six branches possible. an example of branching, the SAVMOV record can be used to help evaluate different project alternatives by storing reSUltS of pert For instance,-consider a watershed With of the watershed for reuse. up&ream subwatersheds inwhich no changes in land use are expected and downstream subwatersheds where proposed projects Will altar The user can calculate hydrographs down to their characteristics.

As

67 the last ADDHYDcombining hydragraphs for the upstream subwatersheds and using SAVMOV, store these results in two places at once. The non-project condition can then be evaluated continuing downstream. Next, instead of going back to the top of the watershed and duplicating-%he calculations, the hydrograph stored by the SAVhOV * command can be used to evaluate with project conditions on the downstream watersheds. This can significantly reduce the number of standard control records in a run. 6 DIVERT 6 (See also p. ,83) The DIVERT record is used to separate a hydrograph into two 'hydrographs. An example of the use Of DIVERT is where the maximum 'flow in a channel must be limited and the excess flow diverted into a floodway or bypass that may or may not reenter the channel at some point downstream in the watershed. There are three hydroqraphs involved in this operation - an input hydrograph that is to be separated into output hydrograph #I and output hydrograph P2. These output hydrographs cannot be stored in the same storage location as the input hydrograph. The cross section or structure ID number (columns 13-15 or 16-17) applies to the input hydrograph as well as to the output hydrograph #I. The Cross section number for output hydrograph #2 is placed in a data field (columns 49-60) that requires a decimal point. to divert a hydrograph. Two procedures are available The first procedure diverts all flow above a constant discharge provided ~01-8 25-36. If this data field is left blank, the second procedure is assumed and flow is divided based on elevationdischarge data.

in

To divide the drainage area between the two output hydrographa, place the portion of the drainage area that is to be associated with the output hydrograph #l in decimal fraction form in columns 37-49. If one square mile of a total of ten square miles drainage area is to be associated with output hydrograph #l, the entry in columns The balance of the drainage area will be 37-49 would be 0.1. associated with output hydrograph #2. If columns 37-49 are left blank, the entire drainage area qoeS with output hydrograph #2. The drainage areas are not used for separating the hyckographrr but are used to compike the output hydrograph runoff volumes in watershed inches and the peak flows in cs= in Summery Table 1. The cro8S section identification number of output hydrograph /2 must be followed by a decimal ( e.g., 008.) in columns 49-60. For . procedure 2, this data field cannot be blank, zero, or a structure ID number. _

Both output hydrographs from a DIVERT operation can be used output hydrograph I1 can be moved downstream in a watershed. downstream by using its hydroqraph storage location number as the output hydrograph tt input to the next Standard Control operation.

68 diverted out of the watershed or it may be brought into the Control sequence at some downstream location. However, the reverse the diversion by using the hydrograph storage number for output I2 as input to the next Standard Control and-output Xl would then Be diverted. -_ Both DIVERT procedures will split constant baseflow. The program's accounting will not include any constant baseflow in the storm runoff volume.

could be Standard user can location operation

m -- This separates a hydrograph into two hydrographs where one hydrograph contains that portion of the inflow hydrograph below a constant specified discharge (column 25-36, outflow hydrograph Yl) and the second hydrograph contains that portion above the specified discharge (outflow hydrograph #2) as shown in Figure 3-9-l-l. Rating tables entered for cross section/structure ID numbers are ignored in procedure 1.

INFLOW Figure

3-9-1-1.

Divert

-

Procedure

D I VERTED

FLOW

COySTANT

FLOW

1 with

constant

flow

69

The most common use of procedure 1 is where a control structure blocks the channel and allows flow down the channel only through one The remaining flow goes over a weir at or above the or more pipes. elevation required for full pipe flow into either off-channel See Sample Job 3, Appendix storage or a floodvay. D for an example of procedure>. This divides a hydrograph into two hydrographs at a split in flow based on the capacity of each branch. columns 25-36 are left blank or zero and the Cross section ID numbers in columns 13-15 and 49-60 must represent 2 XSECTN tables in the All discharges.will be proportioned using an tabular input data. elevation versus discharge rating table representative of each branch. and end area columns of the two cross The elevation, discharge, section data tables need to be completed. The elevations of the two output hydrographs are assumed to be equal to~the inflow hydrograph. it is essential that the elevations for the two ratings Therefore, be based on the same datum and be located near the physical control that determines the flow split. It is not necessary that the lowest elevations of the two tables be the same. Figure 3-9-l-2 shows how the hydrographs are separated.

INFLOW FIGURE

3-Q-l-Z.

DIVERT

Procedure

FLOW AT CROSS SECTION

2

FLdW AT CROSS SECTION

1

2 with

variable

flow

70 The most common use of procedure 2 is where a stream branches into two streams or into a stream and a floodway. See Sample Job 5, Alternate 4, Appendix F for anexample of procedure 2. ENDATA (See also p. 86) The ENDATA record must be entered at the end of the Standard Control It signifies the end of one complete pass through the record list. watershed. OUTPUT OPTIONS heading (Columns 61-71) on all The spaces under the "Output Options" of the Standard Control records permit one to choose the type and kind of hydrograph data to be obtained as output. Table 3-9-l-2 contains information on the six available options. See also Table input option combinations with the JOB 3-7-1, p. 30 for the required record to obtain generated files. If none of the output options or FULLSRINT or SURMARY are selected, the respective operations will be completed without providing any meaningful output. TABLE 3-9-l-2. Output

p/v

Use "1" in Column 61

(Peak/ Volume)

Standard

63

output

Produces the fOllowina

options

OUtDUC.

Peak discharge in cfs; peak time in hours; volume of water above constant baseflow under the hydrograph in inches depth, acre-feet and cfs-hours; and the constant baseflow value in cfs are displayed. Triangular baseflow is included in the volume If a rating table is of the hydrographs. available, the peak elevations are given. Up to 10 highest multiple peaks for each hydrograph will be displayed. If the record, display Control

HYD

Control

PULLPRINT option is specified in the JOB the P/V option will automatically the above information for all Standard records.

Discharge versus time hydrograph is displayed The main time increment is in tabular form. the time interval between tabulated discharges. Only that part of the hydrograph above zero flow or above baseflow if there is baseflow, is

shown (subject~to

the 400 point

limit).

71 ELEV

65

Elevation versus time hydrograph is displayed in tabular form. The elevation value will correspond to the HYD option discharge value. The ELEV option is usually requested only at cross sections and structures and then only if a rating table is available. For example, the ELEV option should not be selected on the RUNOFFrecords, nor at REACHrecords without cross-sectional data.

DDR

67

Discharge versus duration of time that a discharge is equalled or exceeded is tabulated. Up to twelve time-discharge values are shown depending on total base time of the hydrograph. The duration table provides a comment if the hydrograph is truncated or if it is terminated at base flow or below zero damage. To obtain duration data for ECONZ the 1 DURINC table must be entered along with the DWRoption at the requested cross sections.

FILE

69

A discharge hydrograph file is generated in a "Read Discharge Hydrograph* (7 READHD) format for use as input to a subsequent TR-20 run. Each hydrograph is identified by the and XSECTN/STRUCTnumber and the alternate storm numbers in column 73-80 of the first two records. To also display the hydrograph in the comparison the HYD output for identification option mist be set to 1. The discharge hydrograph file will be saved on the directory and file name prefix of the users choice and an extension of TRD (*prefix*.TRD). See also Table l-l (p. 5).

SW4

71

The Standard Control operation results are saved for Summary Tables 1 and 3 and ECCNZ/DRRl Each entry in the summary is generated files. identified by alternate, storm nuxber, and the cross section or structure identification peak discharge for number. Only the largest each hydrograph~is listed in the summary. If the summary is called for at more than one operation with the same cross section or structure number, only the last summary location will be printed in Sunmaty Tables 3 and 4. - .

72

-_

If the SUMMARY option is specified on the JOB the SUM output option on individual record, operations is not needed. One of these options must be used to save peak information if the ECON option is specified on the JOB record.

3.9.2

RUNOFF - STANDARD CONTROL

Table

3-9-2.

RUfUO~F 73

RUNOFF record

RUNOFF - Generates

a runoff hydrograph For dikussion, see page 63.

data.

Pat

Fiel

(coLns)

2

for

a watershed

Value

m2s

DescriDtion

6

Ie

Data Code signifying

d

Standard

Control

RUNOFF

A

Operation

name.

11

1

Ie

Operation

number.

Ie

Cross

Subvatershed

ID

OR 16-17

Structure

ID

Ie

1 thru

section

number,

200, right OR

Structure right

given

record.

4-9

13-15

with

justified,

number,

1 thru

99

justified.

23

l-7

Ie

Output hydrograph storage location no., 1 thru 7 .

25-36

DA, sq. mi.

Ne

Contributing sq miles.

drainage

37-48

CN

Ne

Runoff

number.

49-60

Tc, hours

Ne

Time of concentration,

61

1*

I

P/V,

63

1*

I

HYD, display hydrograph.

65

1*

I

ELRV, display hydrograph.

67

-1*

I

69

1*

I

FILE, generate discharge hydrograph file.

71

1+

I

SUM,. save results summary tables.

l

curve

area,

hours.

display up to ten peak discharges and runoff volume. discharge

DUR, display

elevation flov

duration

data.

Enter

1 to select

output

option

otherwise

leave

for it

blank.

of

Figure

3-9-2.

RUNOFF record

example

RUNOFF

74

The RUNOFF record shown above would cause an inflow hydrograph to be The subwatershed 1 in storage location 6. developed fcr structure has a drainage of 1.20 square miles, a CN of 75 and a time of The peak discharge, volume, concentration of 0.33 hours. hydrograph, and flow duration of runoff will be displayed in the output and the results will be tabulated in Summary Tables 1 and 3.

3.9.3

RESVOR - STANDARD CONTROL

Table

3-9-3.

RE5voR;5

RESVOR record

RESVOR - Routes inflow hvdrograph discussion, see page 63.-_ Value lBta Fi Id (columns)

through

a structure.

For

pescr iot ion

2

6

Ie

Data code signifying Standard Control record.

4

RESVOR

A

Operation

name.

4-9

2

Ie

Operation

number.

16-17

Structure

Ie

Structure number, through 99, right justified.

19

l-7

Ie

Input hydrograph storage location no., 1 thru 7.

Ie

Output hydrograph storage location no., 1 thru 7.

Ne

Surface elevation feet, that routing begins.

ID

1-7

23 25-36

Start Elev.

Routing Feet

1

in

61

1'

P/V display discharges volume.

63

1*

?IYD, display hydrograph.

65

I*

RLRV, display hydrograph.

67

1'

DUR, display data.

69

1*

FILE, generate discharge hydrograph file.

71

I.*

SUH, save results summary tables.

l

Enter

1 to select

the

option

otherwise

up to ten and runoff

leave

peak

discharge elevation flov

duration

for it

blank.

of

75 Figure

3-9-3.

RESVOR record

example

..The RSSVOR record shown above would cause location 6 to be routed through structure hydrograph to be placed in storage location begin in the structure at elevation 521.5 volume under the outflow hydrograph, output surface elevations and flow duration data results will be tabulated in Summary Tables

REsvO R

the hydrograph in storage 1 and the routed 7. The routing would The peak discharge, feet. hydrograph, the water will be displayed and the 1 and 3.

- .

3.9.4 Table

REACH

REACH - STANDARD CONTROL 3-9-4.

REACH record

hydrograph through a stream REACH - Routes an inflow (Procedure 17 using cross-sectional data: (Procedure and ?a" values representing a cross-section rating. see page 64. Data Field (Columns)

w

reach: '@x*~ 2) - using For discussion,

DescriDtion

EYE

6

Ie

Data code signifying Control record.

4-0

REACH

A

Operation

name.

11

3

Ie

Operation

number.

13-15

Section

Ie

Cross section number, 200, right justified.

19

1-7

Ie

Input hydrograph storage location no., 1 thru 7.

23

l-7

Is

Output hydrograph storage location no., 1 thru 7.

25-36

Reach Length,

Ne

Reach length, columns 49-60

2

Procedure

ID

ft.

1 - Cross-sectional

37-48 49-60

Flood Plain Length, ft.

Standard

1 thru

feet (see Procedure

1).

data

b

Leave

N

Floodplain length, feet (optional). If used, the entry in columns 25-36 must be the channel reach length and the low ground elevation must be entered in columns 61-72 of 2 XSECTN header

blank.

record.

Procedure .

77

2 - "x8' and WP values

37-40

"X"

Ne

Coefficient,

49-60'

"m#,

Ne

Exponent,

"xn

in Q = XA'.

YIP in Q = xA*.

tctnci-i Data Field

y&&

(columns)

73

Descriution

TYDe

61

1. -

I

63

1.

I

HYD, display hydrograph.

65

1*

I

ELEV, display hydrograph.

67

If

I

DUR, display data.

69

1*

I

FILE, generate discharge hydrograph file.

71

1*

I

SUM, save results

P/V,

up to ten peak and runoff volume.

display

discharges

discharge elevation flov

of

duration

for

summary

tables. l

Enter

Figure

1 to select 3-Q-4.

Procedure

the option

REACH record

othervise

leave

it

blank.

examples

1:

This REACHrecord causes the hydrograph in storage location 7 to be routed through 5400 feet of channel represented by cross section 1 with the outflow hydrograph stored in location 5. The floodplain indicating a meandering pattern for this reach length is 5200 feet, The program will use the cross section data in of the stream. The peak discharge, volume, and flov XSECTH 001 to do the routing. duration data will be displayed and the results tabulated in Sm~y Tables 1, 2, and 3.

Procedure

2:

This REACH record causes the hydrograph in storage location 7 to be by cross section 1 routed through 5400 feet of channel represented with the outflow hydrograph stored in location 5. The **x" and 9p values provided are used in the routing procedure. The peak the volume under the outflow hydrograph, and the outflow discharge, hydrograph flow duration data will be displayed. The results will be tabulated in Summary Tables 1, 2, and 3.

.

3.9:s Table

ADIIHYD

ADDHYD - STANDARD CONTROL 3-9-5.

ADDHYD record

ADDHYD - Adds hydrograph.-Tar

two

hydrographs discussion,

Value

Data Field (columns)

generate

the

Data code signifying Control record.

ADDHYD

A

Operation

name.

Ie

operation

number.

Ie

Cross

4 Section

ID

resultant

jkSCriDtiOn

XYB Ie

11 13-15

to 66.

6

2 4-9

together see page

Standard

section no., 1 thru right justified, OR Structure no. , 1 thru 99, right justified. 200,

16-17

OR Structure

19

I-7

Ie

Input hydrograph storage location no., 1 thru 7.

21

l-7

Ie

Input hydrograph storage location no., 1 thru 7.

23

l-7

Ie

Output location

61

1*

I

up to ten peak P/V, display discharges and runoff volume.

63

1*

I

HYD, display hydrograph.

65

1*

I

EIEV, display hydrograph.

67

1*

I

DDR, display

69

1*

I

FILE, generate hydrograph file.

71

If

I

sun, save table.

l

Enter

1

to

select

ID

the

Ie

option

hydrograph storage no., 1 thru 7.

discharge

data.

otherwise

elevation

flow duration discharge

results leave

of

it

for

summary

blank.

*

a’

Figure

3-9-S. ADDHYDrecord

example

ADDWD

"

This ADDHYD record causes the hydrograph in storage location 5 to be combined (added) with the hydrograph in location 6 and the resulting hydrograph Flaced in location 7. The peak discharge(s), the volume under the hydrograph, the output hydrograph, and flow duration data will be displayed and the results will Abe tabulated in Summary Tables 1 and 3.

- .

3.9.6 Table

5 A”Pl*Va2

SAVMOV - STANDARD CONTROL 3-9-6.

SAVMOV record

without changing it from one storage -SAVMOV - Moves a hydrograph The hydrograph in both locations can then location to -another. available as input into other Standard Control operations. For --discussion, see page 66. XYES

Descriution

6

Ie

Data Code signifying Control record.

4-9

SAVKOV

A

Operation

name.

11

5

Ie

Operation

number.

Ie

Cross section number 200, right justified.

Field (columns)

Data

Value

2

Section

13-15

ID

OR

Standard

1 thru

OR

Structure

~l9

l-7

Ie

**From1. h y drograph storage location no., 1 thru 7.

23

l-7

Ie

uTon hydrograph location no.,

3-9-6.

ID Ie

Structure number 1 thru right justified.

~l6-17

Figure

be

SAVMOV record

99,

storage 1 thru 7.

example

in hydrograph storage This SAl?lOV record causes the hydrograph The associated cross section location 5 to be copied to location 1. No output options are active with SAVMOV. numberist.

3.9.7

DIVERT

DIVERT - STANDARDCONTROL

Table 3-9-7.

DIVERT record

(Procedure 1) tvo~hydrographs, above Divert - Separates flow into: and below a constant discharge; (Procedure 2) two hydrographs split between two fating curves. For discussion, see page 67. Field (columns)

Data

Value 6

2 4-9

DIVERT 6

11 13-15

Section

Descriotioq

m28

ID*

Ie

Data Code signifying Standard Control record

A

Operation

name.

Ie

Operation

number.

Ie

CrOSS

Ie

Structure 99, right

number 1 thru 200, right justified, OR

OR 16-17

Structure

19

l-7

Ie

Input hydrograph storage location no. 1 thru 7.

21

l-7

Ie

Output hydrograph /l storage location no. 1 thru 7.

23

l-7

Ie

Output hydrograph 52 storage location no., thru 7.

Procedure

1 - divert

ID*

section

constant

number 1 thru justified.

1

discharge

25-36

Discharge

Ne

Specified discharge in cfs above which hydrograph is to be diverted, output hydrograph No. 1.

37-48

bA,fraction

N

Decimal fraction of drainage area to be associated with output hydrograph #I (used only to split the drainage area).

N

Cross .section number associated with output hydrograph #2 (1. to 2OD.i.

49-60

Section ID followed by a decimal point

*3

Field (columns)

w

Data

Procedure

25-36 ~~37-48

49-60

TvDe

2 - divide

-_

flow

between

two rating Leave

--

INERT

Descriotion

curves

Blank.

DA,fraction

N

Decimal fraction of drainage area to be associated with output hydrograph #1 (used only to split the drainage area) .

Section

Ne

Cross-section number associated with output hydrograph #2 (1. to 200.). Required for Procedure #2.

ID

followed by decimal point

61

l'f

I

P/V, display up to ten peak discharges and runoff volume.

63

1"

I

HYD. display hydrograph.

65

1*+

I

ELEV display elevations associated with hydrograph.

67

I*'

I

DUR; display data.

69

1*+

I

PILE, generate discharge hydrcqraph file.

71~

1**

I

SUM, save results tables. _

Notes: l l

Input * Enter

ID number is associated 1 to select the option,

discharge

flow duration

for

summary

with output hydrograph #l. otherwise leave it blank.

84

Figure

3 -9-7.

Procedure

DIVERT record

examples

DIVERT

*5

Yl:

This divert record causes the hydrograph in storage location 5 to be separated into two hydrographs. The hydrograph equal to and less than 100 cfs will be placed into storage location with cross section 5. 7 and will be associated The remainder of the all discharges above 100 cfs, will be placed into hydrograph, storage location 1 as output hydrograph #2 and it is associated with cross section 8. Output hydrograph fl represents 401 of the 40% of the drainage area will be drainage araa. Therefore, associated with cross section 5 and 602 with cross section 0. The peak discharges, the hydrographs, volumes and flow duration data will be displayed and the results tabulated in Summary Tables 1 and 3.

This example is similar to the example for procedure 1. The primary difference is that since columns 25-36 are blank, procedure C2 is invoked. The input hydrograph will be split proportionately using the data in cross section tables number 5, and number 8. Ninety percent (9Oa) of the drainage area will be associated with cross Both hydrographs will be displayed and'results sectton number 5. included in Summary Tables R hnd 3.

3.9.8

ENDATA

- ENDATA - STANDARD CONTROL

Table 3-9-a.'ENDATA

a6

record

the end of the Standard Control records for the ENDATA - Indicates For discussion, see page 70. initial pasathrough the watershed. pata Field (columns)

~4-9

ENDATA --

11

3-9-a.

Descriotion

TYDe --

2

Figure

u

ENDATArecord

I

Data Code, blank

Ae

Operation

I

Data

or zero.

name.

Code,

blank

or

zero.

example

ENDATA record signifies that the Standard all tabular data for the initial pass of the and the Executive Control will follow.

The

..

Control sequence and have been read in

job

a7 3.10 3.10.1

Discussion

EXECLTIVE CONTROLRECORDSPECIFICATIONS of Input

The Executiv; Control has tvo functions: (1) t0 cause the Standard Control records to be executed and (2) to provide additional data of five necessary for processing. The Executive Control consists types of records (see forms, Appendix G, pages G-19 and G-21). They are LIST, BASFLO, INCREM, CORPUT, and ENDCMP. The 7 READHDtable is also an Executive Control type, but it is covered under Tabular Data The Executive Control records are in Section 3.8.7 of this manual. placed after the Standard Control records and tabular data to vhich they pertain. While the Standard Control is used to describe the physical characteristics of the watershed, the Executive Control is used to prescribe the meteorological conditions of the watershed including the baseflow. The workhorse of the Executive Control record is the COMPDTrecord. Its purpose is to prescribe the rainfall and the part of the watershed over which that rainfall is to occur. All Executive Control records except EUDCMPmust have a "7* in column 2. Columns 4-9 are used for the Executive Control operation name. Column 11 is used for the Executive Control operation number which is used by the computer to identify the type of operation.

An exsmple taken from a worksheet in Sample Job '1, Appendix B, is in the example repeated below. The three Executive Control records

The 7 INCREB 6 are the minimum required for a TR-20 computer run. record prescribes the main time increment to be used in the run. The 7 COHPTJT7 record causes computations to begin at structure 1 of the Standard Control and proceed through cross section 1 using the The BBDGBR1 rainfall data given in the remainder of the line. record causes the COHPDTrecord computations to end. EBDJOB is a job control record but is shown here to identify its typical location. Figure

3-10-l-l.

Example of Executive

Control

input

7 LIST (See also p. 94) The LIST Executive control record causes a list of current tabular .data and standard control records (including output options in The LIST record will normally be placed effect) to be displayed. (1) prior to3he first COMPUTrecord and/or; (2) after changes in The user has the option ~tabular data end Modify Standard Control. ~,to list the current Standard Control, the current cross section and istructure tables, the flow duration increment table, dimensionless or the entire input data hydrograph table and the rainfall tables, file. One may further choose to list all of the rainfall tables embedded in the program or a selected one. .7 BASFLO 5 (See also p. 96) record causes a baseflow to be added to The BASFL.0 Executive Control a flood hydrograph. are available (1) 'Iwo baseflow procedures constant and (2) triangular baseflow. For both procedures, the govern the reaches or BASFM precedes a COMPUT. The COMPUTwill subwatersheds in which baseflow will be added. Only one BASFUI record may be used ahead of a COMPUT. If more than one is entered. the last one entered will be used. Both baseflow procedures may be mused in the same job providing the above restrictions are met. JFigure 3-5 illustrates both procedures.

Sum of original hydrograph and triangle basef low

Figure

3-10-l-2.

BASFLOW, Procedure

1 and 2

89 BASEFLOW Procedure

1 --

A uniform

constant

rate

of baseflow

can be

added to hydrographs only in a reach routing. The total baseflow in cfs is entered in columns 25-36 of the BASFLO record. Procedure 1 is invoked by leaving columns 37-48 and 49-60 either blank or zero. The baseflow‘will be combined only with the inflow hydrograph in the next REACH routing following the COMPDT. If a runoff precedes this no baseflow is contained in the hydrograph for that r-off. reach, The baseflow is added in the reach and will remain the same through subsequent reaches that are in a downstream sequence until the ENDCMP is encountered or a new BASFLO and COMPDT record combination The new baseflow can be greater or less than the one is entered. cfs baseflow that is in use is replaced with The previous previous. the new cfs when a new BASFLQ record is entered. A new BASFI.0 of zero or a ENDCMP will eliminate the constant baseflow in the next The baseflow can be changed at any downstream reach by reach. breaking the COMPUT series into appropriate FROM-THRU segments and inserting a new BASFLO record. Tributaries need to have separate BASFLO and COMPDT records if constant baseflow is to be included in tributary hydrographs. Baseflow from tributaries will be added to main stem baseflow when hydrographs are added. to, during, and Constant baseflow is assumed to be the flow prior continuing on after the storm runoff. In practice, flood hydrographs are stored in the program with their first and last point at zero cfs or at the constant cfs baseflow, unless the maximum point limitation truncates the hydrograph. When hydrographs of different start of runoff and base times are added, the constant baseflow of the shorter hydrograph is still added to the base of the longer hydrograph. The DIVERT Standard constant baseflow. include any constant

Control record (both procedures) will However, the program's accounting will baseflow in the storm runoff volume.

Besides actual baseflow, Procedure 1 is commonly steady flow source unrelated to the storm runoff as prolonged release rates from a previous storm swamp outlet.

split not

used to represent a being modeled such at a structure or

-- A triangular baseflow hydrograph can be The volume of baseflow rshed runoff hydrograph. The peak time in in watershed inches is entered in columns 25-36. hours from the beginning of the runoff to the baseflow hydrograph peak is entered in columns 37~48. The time in hours for the This base triangular hydrograph base is entered in columns 49-60. time must be less #an or,egual to the time associated with then 'maximum 400 hydrograph coordinate points to hvoid a fatal program error.

90

The triangular baseflow will be combined with the next and all subsequent runoff hydrographs including tributaries, until a ENDrecord is encountered or a new or zero BASFM and COMPUT record Triangular baseflow can not be separated from combination is added. the flood hydrograph once it is added. It is included in the storm runoff volump each time it is added to a runoff hydrograph. .Procedure 2 can be used to represent storm related ground or flow from small lakes or svamps that can be delineated areas with triangular baseflow outflow hydrographs. ~7 INCRM

6 (See

also

p.

water flow as storage

98)

The INCRM Executive Control record in hours. It rema~ins in increment insertion of a new INCREM record.

specifies the main time effect until superseded by the

All hydrographs generated will be stored and printed at time intervals given by this main time increment with a maximum of 400 It is important that the main time increment be made coordinates. short enough to adequately describe the hydrographs for the smaller subwatershed and large enough that, when multiplied by the number of coordinates, will extend past the peak periods of larger hydrographs -so as not to significantly truncate the hydrograph volume used in 'reach and reservoir routing. Instantaneous by curvilinear

0 0 ‘i; Q /

Time start Runoff

peak is determined interpolation

i

196 Figure

3-10-1-3. time

Hydrograph increment

197

of

196

coordinates 0.5 hours

199

for

200 main

201

202

91

Increments of 0.5 hr., demonstrated in Figure 3-10-1-3,~ will not adequately define the hydrograph peak for a small subwatershed having a time of concentration of less than one hour (See Hydrograph Development, Section 2.1). Conversely, ‘a main time increment of 0.1 hr. with 400 coordinates In some cases this will define only 40 hours of a hydrograph. requires that less accuracy in runoff hydrograph definition be tolerated to obtain enough of the larger watershed hydrographs. The computed peak, as described in Hydrograph Development, Section 2.1, is computed by fitting a curve through the three highest ~consecutive main time increment points and very rarely falls on a hydrograph coordinate. An INCRM record must precede the first COMPDTrecord of any series of CORPUSrecords. The main time increment is usually held constant during the entire pass through a watershed. It may vary during a pass through the watershed if the time increments increase as one moves down through the Standard Control. The main time increment is also the time interval used in the Storage Indication method of reservoir routing and in the Modified of the time increment Att-Kin method of reach routing. A discussion in relation to .accuracy of reservoir routing is contained in Section 3.0.1 under structure Data Table. For more accurate reach routings the time increment is recommended to be less than the reach travel time. Details concerning time increments and travel times are in Hydrology

Note

2.

7 COkLPuT 7 (See also

p. 99)

The CDHPUTExecutive Control record controls the processing within a watershed. It specifies the cross section and/or structure It also gives the locations where routings are to begin and end. rainfall starting time, depth and duration, rain table number and antecedent runoff condition that is to apply between the beginning and ending locations. A single COHPDTrecord may extend over the Standard Control records of an entire watershed or of a part of a watershed. The user may specify an alternate number (1 to 99) and a storm number (1 to 99, with no more than 10 storms per run) on each COHPUTrecordto keep track of the passes through the watershed.

- .

92

The starting point for computation iS specified by a cross section or structure number (but not both). This number must correspond to a cross section or structure that appears in the xsection/structure -column of a record in the standard Control. Computations will :commence with-the first cross section or structure number specified sunder "from'i-in the COMPUTrecord and continue through the sequence :of Standard Cdntrol operations until the end of the first specified inconsecutive occurrence of the CrOSS Section or Structure under "thru" has been reached and completed. The computation stops when a record is encountered with a cross section or structure number different and beyond that under "thru". The next Executive For example, a COMPUTrecord Control record is then executed. contains cross section numbers FROM001 TIiRU 007. If two operations at the top of the standard control are both numbered 001, computation begins with the first operation labeled 001. Near the bottom of the standard control, REACH 007 is followed immediately by ADDHYD 007. The program will compute through the ADDHYD. However, if the REACH 007 is followed by RUNOFF008 and then ADDRYD007, the computations stop at REACH007. Thus, a COMPUTrecord for Sample Job 3, Appendix D, instructed processing from structure 01 through cross section 004, computation would stop after the 6 ADDHYD004 record, which is the last Standard Control reccrd for cross section 004. The next instruction is another COMPUTrecord commencing with the next record in the Standard Control list. The next COMPUTcould have changes in one or more data fields: or it could have been an RNDCMPrecord, resetting the Standard Control list to the first record. This would enable the user to make changes in the tabular or Standard Control data and then continue with another set of Executive Control records. The rainfall that is to apply to the area covered by the COKPUT record is specified by giving a Rain Table number (column 61) and starting time (Column 25-36) on the COHPUTrecord. Proper multipliers, or actual values, are entered in Columns 37-48 and 49-60 for Rainfall Depth and Rainfall Duration. In Standard SCS Rain Tables 1 through 5 (program defaults), the rainfall depth is dimensionless and the time increment is in hours with a~total duration of 24 or 48 hours. Therefore, the rainfall depth in inches must be inserted as a multiplier under Rainfall In Standard SCS Rain Depth, and a 1.0 under Rainfall Duration. both the rainfall depth and the time are Table 6 (program default), Therefore, the rainfall depths in inches and dimensionless. duration in hours are inserted as multipliers under both Rainfall Depth (column 37-48) and Rainfall Duration (column 49-60), Natural storms usually defined on the COHPUTrecord. respectively, as cumulative rainfall depth in inches and time increment in hours may be assigned any table number from 1 through 9. In these cases a 1.0 should be inserted under both Rainfall Depth and Rainfall Duration on the COMPUTrecord. An Antecedent ARC ~(column

63

Runoff Condition of 1, 2, or 3 must be specified under They represent the three of the COMPUTrecord).

93 antecedent runoff conditions (ARC) I, II, and III described in Chapter 4, NEH-4, where ARC I and III are runoff condition limits. The runoff curve numbers on the RUNOFFrecords in the Standard Control format are for an ARC II condition (the average antecedent runoff condition). When a dry condition limit, I, or a wet condition limit, III, are specified under ARC, the curve number is adjusted according to Table 10.1 of NEH 4 by the program. When using a natural storm where the runoff curve number falls between ARC I and ARC II or between ARC II and ARC III, the user should enter the adjusted runoff curve numbers on the RUNOFFStandard Control records and enter ARC 2 on the COHPUTrecord. The entry describing ARC on the COMFVTrecord must be numeric (1, 2, or 3,) although historically the literature has used the Roman ~numerals I, II, and III. Xn many cases, a uniform rainfall will be applied over the entire watershed so that only a single COMPDTrecord is required. However, a series of COMPUTrecords may be given with different rainfall depths extending over different parts of the watershed. Normally, these COKPDTrecords will extend over successive parts of the Standard Control list. For a given COHPUTrecord, the cross section or structure numbers appearing under VhruiV must always be farther down the Standard Control list than the cross section or structure numbers appearing under “from.* Likewise the cross section or structure numbers appearing in one of a series of COKPUT records (not separated by an ENDCMPrecord) must also be farther down on the Standard Control list than the cross section or structure given for a previous COMPUTinstruction. A series of COHPUT records may also be used within a single pass through the Standard Control list for changing baseflow, the starting time of rainfall, the rain table, and the runoff condition (ARC). ENDCHP1 (See also p. 101) An ENDCMPrecord signifies the end of one or more COMPUTrecords in a series. Normally this completes a "pass'* through the entire watershed. There is no limit on the number of passes that can be made through a watershed. The Pass Number will be sequentially increased by one each time an ENDCKPrecord is encountered. All hydrograph storage locations are cleared with an ENDCFIP. At this point, (I) additional COMPUTrecords may be used with a different storm, or (2) additional or changed tabular data and/or Modify Standard Control can be followed by additional Executive such as LIST, INCREK, BASFLO and COMPUTrecords to process Control, the modification, or (3) the ENDJOBrecord may be used to end the job.

3.10.2

LEJ-

LIST - EXECUTIVE CONTROL

Table 3-10-2.

LIST record

LIST - Causes the entire set of current input data or specified portions of it For discussion, see page 88. -,

pa a Field (cLns)

Value

zY.es

2

7

Ie

4-7

LIST

11

tabular and Standard Control to be listed in the output. DescriDtion

code signifying Executive Control Data

A

Operation

B

Blank or zero

record.

name.

25-36

1.*

N

Output current Control only.

37-48

1.*

N

Output current XSECTNand STRUCTtables only. Enter a 1.

N

Output current DURINC, DIMHYD, and RAINFL To list a tables only. single rainfall table, enter its number 1. to 9. To show all the rainfall tables, enter 10. The DURINC and DIMBYD tables are automatic.

49-60

l

RAINFL Table Number 1. to 10.*

Standard Enter a 1.

Numbers in Data Fields (columns 25-60) must be To obtain a complete followed by decimal points. of current data, leave all of these columns blank.

set

44

Figure

3-10-2.

LIST record

example

LI 5-r

This LIST record causes the current DURINC and DIMHYD tables, rainfall table 2, and the Standard Control (inciading output options at the time the LIST record is encountered) to be listed in effect in the output. XSECTNand STRUCTtables will not listed.

g5

3.10.3 Table

W35FLOg5

BASFLO - EXECUTIVE CONTROL 3-10-3.

BASFLO record

to be added to a flood BASFLO - Causes a baseflow discussion,-see page 88-90. . on y&&g Data Field xYE8 Pescrlotl (Columns)

hydrograph.

2

7

Ie

Data code signifying Executive Control record.

4-9

BASFLO

A

Operation

name.

11

5

Ie

Operation

number.

Procedure 25-36 37-60 - Procedure

1 - Baseflow Baseflow cfs

is constant Ne

se 2 - Baseflow

Baseflow, cfs, to be added to next reach inflow hydrograph. Leave Blank.

is triangular

hydrograph

25-36

Volume inches

Ne

Volume of baseflow in watershed inches, to be added to all subwatershed runoff hydrographs.

37-48

Peak Time hours

Ne.

Time, in hours to peak of baseflow hydrograph (measured from beginning runoff).

Base Time hours

Ne

49-60

of

Time, in hours, of triangular hydrograph base (must be within 400 point limitation).

For

37 Figure

3-10-3.

Procedure

BASFLO record

1 (constant

examples

33AAF LO

baseflow):

BASFLO record will cause a baseflow of 10.0 cfs to be added to the next reach routed hydrograph. It will remain the same in all downstream hydrographs associated with the COMPDTrecords following this BASFLC record unless an ENDCMPrecord is encountered or the baseflow is changed by succeeding BASFLC and COMPUTrecords.

This

'Procedure 2 (triangular

baseflow

hydrograph):

BASF’LO record will cause a hydrograph in the shape of a It will be triangle to he added to the next runoff hydrograph. added to all runoff hydrographs associated with the next and all is encountered or subsequent COXPUTrecords until an ENDCMP record the baseflov is changed by succeeding BASFLO and COMPUTrecords. The baseflov hydrograph will have a total volume (area under the The hydrograph will begin at triangle) of 0.26 watershed inches. the start of runoff, peak at 17.0 hours and have a base of 20.2 hours.

This

3.10.4

WREMg8

INCRM - EXECUTIVE CONTROL

Table 3-10-4.

INcREM record

INCRM - Specifies the main time increment in hours used to store For discussion, see.page 90. and route a11 hydrographs. . . DescrlDt 10n Data Field w m2s (columns) 7

Ie

Data code signifying Executive Control record.

4-9

INCREM

A

Operation

name.

11

6

Ie

Operation

number.

25-36

Main Time

Ne

Main

2

Figure

Increment hours

3-10-4.

INCREM record

time

increment

in hours,

usually in the range of 0.1 to 1.0 hours.

example

This INCREM record causes all hydrographs created within the F-20 program to have a main time increment of 0.1 hours unless the main Since time incrameiit is changed by a.subseguent INCREU record. the runoff hydrographs will have there are 400 hydrograph ordinates, It is a base time of 40 hours from the time runoff begins. suggested that the user select the time increment to the nearest tenth of an hour (0.1) as this will facilitate reading the hydrograph tables in the output listing.

3.10.5

COM PUTgg

COMPUT- EXECUTIVE CONTROL

Table 3-10-5.

COMPUTrecord

processing within a watershed. CONPUT- controls It designates where to begin and end Standard Control computations, gives rainfall antecedent runoff condition, table, starting time, depth, duration, For discussion, see page 91. and alternate and storm labels. DescriDtion

Data Field (columns)

Value

Tvoe

2

7

le

Data code signifying Control record.

4-9

COMPUT

a

Operation

name.

11

7

Ie

Operation

number.

13-15

Section

I

*From" or beginning section no. 1 thru justified, OR

z

V+romn or beginning structure no. 1 thru 99, right justified.

I

VhruH or ending cross no. 1 thru 200, right justified, OR

I

nThrulg or ending 1 thru 99, right Starting if left

ID

OR 16-17

Structure

19-21

Section

ID

ID

OR 22-23

Structure

ID

25-36

Start Time hours

Ne

37-48

Depth inches or - 1.0

Ne

Rainfall

Duration hours 1::

Ne.

cross 200, right

structure justified.

time in hours: blank. If

depth.

section

no.

zero

a unit

RAINFL table

depth is used, enter total rain depth in inches; or if the RAINFL table used cumulative rainfall in

inches,

49-60.

Executive

enter

1.0.

If a unit Rainfall duration. RAINFL table duration is used, enter total puration in hours; or if the RAINFL table time increment.is in hours, enter 1.0.

Data

Field (columns)

Value

61

1-9

Ie

number, 1 thru 9; Rain table same as COlumn 11 of selected 5 RAINFL table header record.

63

l-3

Ie

Antecedent

DescriWion

runoff condition, normally 2 for average runoff condition. 1,

66-67

01-99

70-71

01-99

Figure

3-10-5.

COMPUT record

2,

or

3;

Alternate number, 01 thru 99; assigned by user to a particular alternative condition. Usually reflects different watershed physical condition. I

Storm number, 01 thru 99; assigned by user with limit of 10 storms per run. Often used to designate different rainfall depths (runoff frequency) with standard SCS RAINFL tables. exemple

This COHPUTrecord causes hydrographs to be developed and routings to be performed beginning at structure number 1 through cross This is one pass section 1 (See sample Job Number 1, Appendix 8). The starting time is zero hours. through the complete watershed. The Standard SCS RAXNFL table number 2 is to be used with 5.2 inches Since 1.0 is entered of rainfall to create the runoff hydrographs. in the rainfall duration'field, the duration of the rainfall Will be as prescribed in the RAINFL table number 2, (240 increments at 0.1 The antecedent runoff condition is 2. The hours = 24 hours). alternate number and stona number are both 1.

101

3.10.6 Table

END CM-P

ENDCMP - EXECUTIVE CONTROL 3-10-6.

ENDCMP record

ENDCMP - indicates computations-through FL U Pa (c:%Irix)

the end of a series of Standard a watershed. For discussion,

Value

2

-

Control see page 93.

Descriotion I

Data Code,

blank

4-9

ENDCMP

A

Operation

name.

11

1

Ie

Operation

number.

or zero.

The ENDCMP record is required at the end of a series (one or more) CONPUT records. The user may compute through a portion of, or the Each time the ENDCMP record entire watershed any number of times. The COHPUT record must is used to end a series of COMPDT records. always be followed by another COMPUT record, a BASFLO and then a Each time an ENDCMP record is COMPUT record, or an ENDCKP record. encountered the Pass Number is incremented by one.

102

3.11 3.11.1

Discussion

MODIFY STANDARD CONTROL RECORD SPECIFICATIONS of Input

Having previously described the Standard Control list as a means of establishing a fixed sequence of operations, the means of modifying this fixed sequence for successive passes is described here. The Modify Standard Control records are INSERT, ALTER, and DELETE (see worksheet, Appendix G, page G-22-23). They provide for inserting new records into the Standard Control list, altering data in existing records and deleting any record in the list. When modifying the Standard Control, processing begins at the top of the Standard Control list and passes one time sequentially through the list. The,new Standard Control records must appear in the same sequence as their corresponding records appear in the Standard Control list. Any number or combination of INSERT, ALTER, and DELETE records can be used to maintain this sequence. Modify Standard Control changes are permanently saved automatically in the Standard Control operation sequence. There iS no limit to the number of INSERT, ALTER, and DELETE records that may be used, except that the number of Standard Control records at any time cannot exceed 600. Subject to this constraint, there is y also no limit to the number of records that can follow a single Hodify Standard Control record. = It is recommended that a LIST record be entered after Modify Standard Control records have been entered. This causes a listing of the current records and enables the user to check if the correct changes have been made. 7

INSERT 2 (See also

p. 104)

The INSERT record is used to place one or more new Standard Control It specifies the records,into the existing Standard Control list. cross section or structure number after which the insertion is desired. The insertion will be made after the last cross section or If there are two series of structure number in a contiguous series. the same number (separated by some intervening numbers) the In Sample insertion will be made at the end of the first series. Job 5, Appendix F, the first INSERT record in the 3rd alternate. is The two Standard Control related to section 2 (see page F-7). records that follow for structure 3 will be inserted after reach 2 in the prior Standard Control list. '

The modified sequence must be a continuous sequence of records that This often requires fit into the overall Standard Control sequence. deleting or altering some of the original sequence in'order to An INSERT record must be used for achieve a continuous sequence. each location at which an insertion of new data is desired, and any INSERT record must be placed.in the same order in which these locations appear on the original Standard Control list.

103

An INSERT record may not be used to place a record before the first record or after the last record in the Standard Control. In Sample a SAVMOV record was used at the end of the list Job 5, Appendix F, This allowed the to avoid this situation (Alternate 1, p. F-6). after section 7 in Alternate-4 of a REACH at section 6 and insertion 9. an ADDHYD at-section 7 ALTER 3 (See also The ALTER record Standard Control the ALTER record

locating identical

p. 105)

allows changes to be made in a record in the The Standard Control records following sequence. completely replace the records to be changed. In

these records, data given in columns 1 through with the Standard Control record being altered.

17 must be

There are situations where two or more Standard Control records will have identical data in columns 1 thru 17. In this case, the change would apply to the first occurrence of the record. If alterations

were desired Control

in

the

second

record,

the

cross

section

on the

Standard

list would need to be changed to some unused cross section This affixes a unique cross section number (reference location). number as previously described in Section 3.5.

3 In Sample Job 5, Appendix F, the ALTER record is used in Alternate to revise the reach length for section 3 to 2,000 feet. The reach 1 and length was 4,600 feet in the Standard Control for Alternates The exn and 9P values remained unchanged, but have to be 2. repeated on the new REACH record. 7 DELETE 4 (See

also p. 106)

The DELETE record causes the deletion of the Standard Control When the data in columns 1 thru 17 of the records that follow it. Standard Control record following the DELETE record is identical to that same data on a record in the Standard Control sequence, that record is erased from the Standard Control sequence. F, the DELETE record is used to delete the for structure'2 from the Standard Control list for Alternate 3. Further down in the same Modify Standard. Control sequence then DRLETE record is used again to delete the of input data on RUNOFFand ADDHYD for section 3. Compare listings pp. F-6, F-13, F-22, and F-29 to see the changes made. In Sample Job 5, Appendix

RUNOFF and RRSVORrecords

104

3.11.2

INSERT

INSERT - MODIFY STANDARDCONTROL

Table 3-11-2.

INSERT record

-INSERT - Allows placement of one or more new lines in the Standard ,Control foll‘oving the last use-of,-the specified cross section or :,structure number in a contiguous series. For discussion, see page 102. Value

TYW

7

Ie

Data code signifying Modify Standard Control record.

4-9

INSERT

A

Operation

name.

11

L

Ie

Operation

number.

13-15

Section

I

Cross section number 1 thru 200, right justified,

Data Field (column) '_2

ID

OR ;16-17

Structure

Descriution

OR

ID

I

Structure no 1 thru right justified.

99,

This INSERT record would cause a search of the Standard Control list until finding the first occurrence of cross section 2, then insert the above RUNOFF record into.the Standard Coptrol list at a point immediately following the last occurrence of records in a contiguous .serieq containing cross section 2. .If there are several series of will be made after records containing cross section 2, the insertion the last record in the first series.

1C5

3.11.3

ALTER

ALTER - MODIFY STANDARDCONTROL

Table 3-11-3.

ALTER record

ALTER - Allows changes to be made in the Standard Control if that follow-match~ prior Standard Controls in column 1 to 17. discussion,

see

page

103.

Data [email protected] (coluluns)

&&g

ZYES

2

7

Ie

Data code signifying Modify Standard Control record.

4-0

ALTER

A

Operation

name.

11

3

Ie

Operation

number.

records For

Descrintiog

ALTER record would caube a search of the Standard Control list the REACH record having rection 3 in column6 13-15 is found. The old REACH record is then replaced with the new REACH record for Column6 l-17 in the existing-REACH record section 3 6hm above. must be identical with those in the replacement REACH record. This until

106 3.11.4 Table

DELETE 3-11-4.

-

MODIFY

DELETE

STANDARD CONTROL

IDELETE

record

standard Control ~-DELETE - Remqves an entire .Standard Control list if records that follow For discussion, see page 103. 17.

record match

from prior in columns

Data

Field (columns)

Value

TyDe

2

7

Ie

Data code signifying Modify Standard Control record.

4-9

DELETE

A

Operation

name.

11

4

Ie

Operation

number.

Figure

3-11-4.

DELETE record

1 to

DescriDtion

example

record would cause a search through the Standard Control This Delete list until the first occurrence of a RUNOFF record for structure 2 is found. The RUNOFF record for structure 2 would .then be deleted from the Standard Control list.

107 3.12 INTERMEDIATE PEAR RECORDSPECIFICATIONS 3.13.1

Discussion

of Input

Peaks can be-computed for additional locations between cross sections/structures using the. intermediate peaks records (see worksheet, Appendix G, page G-25). Such intermediate locations may be needed for economic evaluation of the watershed but may not be necessary for development of the hydrology and hydraulics. Using intermediate peaks can reduce the number of Standard Control records by eliminating some small subwatersheds and short reaches. Intermediate Peaks are interpolated between two cross sections/structures based on relative drainage area size. following relationships are used in the interpolation. Peak, = Peak, x (D.A.,/D.A.,) where:

Exponent = log log

and:

The

-

(Peak,/Peak,) (D.A.JD.A.,)

Pea% = peak discharge,~cfs D.A. = drainage area, square niles subscript 1~= intermediate location subscript 1 and 2 = upstream and downstream reference section or structure

Intermediate peak records are placed at the end of a job after the last ENDCKPrecord at the end of the last set of Executive Control. (See sample An ERDJOBrecord is used after the last PEARS record. job 5, Appendix F, the last three input records on F-8.) IPEARS (See also p. 109) The IPEAXS record records.

initiates

the computation

and precedes

the PEAK.9

PEARS (see also p. 110) The intermediate peak locations are defined on PEAKS records. There is no limit to the number of intermediate peaks that can be Up to four intermediate locations can be calculated in a job. identified on each PEAKS record.

108 The computations are based on Summary Table 3 or 3A (3/3A) drainage If there are multiple Standard Control operations areas and peaks. ,with the same cross section/structure number, only the peak and drainage area of the last operation are saved in Summary Table 3/3A If the drainage area is ~ and are available for the computations. changed between alternates in a job, Summary Table 3/3A will only retain the last drainage area used for a specific cross section/structure number. This will give erroneous intermediate peaks for previous alternates. Computed intermediate peaks are displayed in Summary Table 4. 4 is similar in format to Summary Table 3/3A.

Summary Table

Intermediate peak data are inserted into the ECONZgenerated file the ECONoption (columns 21-25) was selected in the JOB record.

if

duration analysis cannot be conducted at intermediate peak locations since no hydrograph is available. However, if TIME-FLOW records are requested by the DUR Standard Control option for the THRU ID on the PEAKS record, the ECONZfile will contain TIME-FLOW records with a "USE TIME-FLOW XXX" message where "XXX" is the THOU cross section or structure ID on the PEAKS record. A flow

139

Table

1%

IPEAKS - INTERMEDIATEPEAKS

3.12.2

3-12-2.

AKS

IPEAKS record

optional intermediate peak computations. IPEAKS- Initiates The IPEAKS recordmust follow the last Executive Control of the job and For discussion, see page 107. precede all PEAKS records. Data Field (columns)

Value

w

4-8

IPEAKS

Ae

Example:

(Included

The IPEAKS record

Descriotion

Operation

on the

flags

PEAKS

record

the PEAKS records

name. example on p. 111) that

follow

it.

110

3.12.3 Table

PEAKS - INTERMEDIATE PEAKS 3-12-3.

‘PEAKS

PEAKS record

peak discharge values PEAKS- Locates and computes intermediate ,,betmeen cross: sections/structures. For discussion, see page 107. Descriotion

pata Field (columns)

Value

4-8

PEARS

Ae

Operation

13-15

From Upstream Section ID

I

Cross section no. 1 thru 200 just upstream of intermediate points, right justified, OR

I

Structure no. 1 thru just upstream of intermediate points, justified.

OR 16-17

19-21

From Structure

ID

Thru Downstream Section ID

25-30, 37-42, 49-54, 61-66 31-36, 43-48, 55-60, 67-72

Thru Structure

ID

Structure no. 1 thru just .downstream of intermediate points, justified.,

I

Intermediate Point ID's

Ae

D.A.,

N

sq mi

99 right

Cross section no. 1 thru 200 just downstream of intermediate points, right justified, OR

I

OR 22-23

name.

99 right

Identifier for intermediate points (up to 4 on one

record). Drainage area in Square miles associated with identifier in preViOUS field.

Figure

3-12-3.

IPEAKS and PEAKS records 37-e

example /

.a-60

The PEAKS record that follows the IPEAKS record has two intermediate point locations identified. Intermediate point 7A, having a drainage araa of 3.9 square miles, and intermediate point a 7B, having a drainage area of 4.0 square miles, lie between cross sections'6 and 7 for which TR-20 computations have been completed. Peak rates of flow will be determined at these two intermediate points using the equations in Section 3.12.1 with subscripts 1 and 2 representing cross sections 6 and 7, and the subscript I representing point 7A and then point 78. An ENDJOB record follows the PEAKS record.

- .

.

-

--L

TECHNICAL RELEASE 20 COMPUTER PROGRAM FOR PROJECT FORMULATION HYDROLOGY .CHAPTER 4.

OUTPUT DESCRIPTION

The type and amount of output can be controlled by input the JOB record (Section 3.7.2) and by the output options Standard Control records (Section 3.9.1).

~options on on the

All output associated with the TR-20 microcomputer program is contained within 80 columns and is paginated with headings to facilitate its use. If any input or computed value exceeds the number of allotted output spaces, all asterisks are inserted in the output field. Examples of different types of output are shown within the sample jobs in Appendices B through F. Appendix A contains an index of TR-20 input and output features and where they are first demonstrated within the sample jobs. The TR-20 output can be grouped into seven categories for purpose of discussion: (1) input images, (2) message page, (3) page headings, (4) cross section data plots, (5) operation results, (6) summary tables, and (7) output files generated for other SCS programs. Each of these categories is discussed in the sections below. 4.1 INPUT IMAGES (80-80 LIST) At the start of each run, the input can be listed for all the jobs i in the run. This is called the "SO-80 List" because the entire 80 column image of each input record is displayed exactly as it was entered. This list is given only if requested on the initial computer screen (See Section 1.3). The list provides a ready of the input associated with the output that follows. reference

All characters will be shovn exactly as they appear on the input processing, if illegal records. No data checks are made. In later characters are discovered in any numeric data field, the job will not run successfully. To avoid many of these types of errors, use of the TR-20-data check program (see,Appendix Ii) is recommended. User comments are not permitted in the input except where specified on the TITLE records and in the record identification fields. Tabular data (standard rainfall tables and the DIHHYD) preloaded in . the program will not be in the SO-80 list but may be obtained by using the Executive Control 7 LIST record with appropriate options (See Section 3.10.2).

4.2 MESSAGEPAGE The message page which contains user notes is output only if on the initial computer screen at the front of each job requested The message page Will contain information the (see Section 4.3). user should be aware of when using the m-20 program. The message page will change as needed in the official SCS version. Minor or error COrreCtiOnS will be noted on this revisions, modifications, page as they are inserted into the program. 4.3 PAGE HEADINGS The output is divided into page size increments for the user's convenience in viewing, printing, and filing the results. Headings are displayed at the top of each page except for the SO-SO List. The program identification (TR-20) is shown on the left of the first header line followed by dashes across the page. In the upper left corner starting on the second line is the watershed identification with the current date and time the program was executed below it. records are centered in the middle with the pass number on The title the bottom line. The program revision date and page number are in the upper right corner. The page numbering is continuous within a run, starting The pass number is increased the first page of output. time an ENDcMp is encountered.

with one on by one each

4.4 OPERATIONRESULTS The LIST operation (Section 3.10.2) generates a listing of input for the alternate and storm to be processed data that is current next. This list represents the machine interpretation of the input Most data checks data including all preceding data modifications. will have been made and automatic output options turned on. Numeric values may vary one or more digits from the input due to the number The input options on the LIST of significant digits displayed. record control the amount and type of items in each list. The Executive Control records are not included with the LIST It is recommended that LIST beused primarily the first operation. time all data are entered and then whenever the Standard Control This LIST of data is separate from the 80-80 records ara modified. list.mentioned on p. 112.

114

The other

Executive C,ontrol operations Only echo their input when whenever a new COMPUTrecord iS encountered, the information associated with it will be displayed at the top of a new page beneath the page heading. If a new SASFLO or INCREM precedes the COMPVT, the new value will also be displayed. The Record Identificatlen field accompanies each Executive Control to help identify it. 'When the ENDCWPrecord is encountered, a message *'Computations Completed for Pass XXX" will be shown. The ENDJOB record will trigger an "End of XX Jobs in this run" message following the summary tables. detected.

The Standard Control operations used with a COWPUTcan be followed step by step if the FULLPRINT option on the JOB record is used. The FULLPRINT option will display for each Standard Control operation: parameters, up to ten computed its input, computed intermediate peaks with their times and elevations if available, and the runoff volume above baseflow under the outflow hydrograph. The intermediate parameters for the RUNOFFoperation are: the computed runoff curve number if ARC 1 or 3 is specified on the COMPUTE record; and the computed internal time increment used to develop the hydrograph. The REACH operation intermediate parameters shown are: the coefficients used in the routing; and the computed peak travel time, which is the difference in time between the maximum hydrograph coordinates of the inflow and outflow hydrographs. -The hydrograph coordinates, including both outflow hydrographs for a can be obtained if the HYD or FILE output options -DIVERT operation, are requested on the Standard Control records. Discharges in the hydrographs are converted to whole numbers (integers) for the output, except for small discharges under about 100 cfs that are displayed to two decimal places. The READHDand graphic files, 'however, contain all integers. The starting time associated with -each hydrograph is the time from start of rainfall to the start of This allows the program to handle up to 400 coordinate runoff. points above zero cfs or baseflow. Discharges less than 0.5 cfs when converted to integers may be treated as part of the starting time. If the FULLPRINT option is not used, the peak and volume data are displayed only if requested with the Standard Control output option of the print (P/V) * Warning messages will be evoked regardless option, but they may be more difficult to interpret without trial pass FULLPRINT. It is advisable to obtain FULLPRINT the first through a vatershed and in complex watershed situations to be sure The reason for multiple the watershed is being modeled correctly. They can be detected only peaks should be analyzed if they occur. by using FULLPRINT or the Peak/Volume (P/V) output options.

115 4.5

CROSS SECTION DISCHARGE/END AREA DATA PLOTS

Log-log plots of input cross SeCtiOn data are provided to display the discharge-end area curve used in calculating the exponent l*mll at each cross section elevation when the option PLOTS is included in the JOB record in column 61-67. The bankfull discharge and end area are plotted on.the axis if the bankfull elevation is given on the 2 XSECTN header record (column 37-48). The BANKFDLL elevation may help determine the significance of any change in slope of the The computed **rnS1 values are tabulated with the plot. plotted data. The actual value of "m" used in a reach routing is interpolated from this "rn" value table based on the routed outflow, providing '~8 is within the prescribed limits of the program. The plots are not obtained when the "xn and 91~~ coefficients are entered in the REACH operation. The plots are also not obtained if Column 61-67 are left blank or the GRAPHICS option is invoked on the However, JO0 record. it is anticipated that the GRAPHICS option when fully developed will provide an alternate means to provide discharge-end area plots from the input data. If the ENDPLOT option is used on the JOB record, the cross section data will be plotted and the job will be terminated without further execution. This enables the user to examine the plots for reasonableness before committing the job for processing. It is advisable to obtain the plots the first time cross sections are used and the last time as job documentation. 4.6

SUMUARY TABLES

The summary tables provide documentation and easy comparisons for The SUMMARYoption on the JOB checking and analyzing results. record will provide information on each Standard Control operation except SAVMOV without having to use the SUM output option (Column Of the 10 possible peaks, only the maximum 71) on each operation. peak information for each operation is included in the summary If sKlMMARY is not used, only the operations with the SUM tables. output option designated in the Standard Control will be shown in All peak discharges are displayed as integers the summary tables. in the summary tables.

Each of the Summary Tables is preceded by a heading which contains a short description of the table and notes pertaining to that table. tables. Some of the notes are common to several A brief explanation of the various notes follows. F-

FLAT TOP-HYDROGRAPH

T - TRUNCATEDHYDROGRAPH

R-

S

RISING TRUNCATED HYDROGRAPH - SHORTHYDROGRAPH

QUESTIONKARK (1) AFTER: OUTFLOWPEAK-J4&K. NUMBERROUTING ITERATIONS USED.

A hydrograph with no single peak value, but rather a series of consecutive maximum values. A hydrograph that does not return to zero or baseflow within the maximum number of points limitation. The program 'truncates' or cuts off such a hydrograph at the discharge of the last point. A hydrograph that is truncated on its rising limb without reaching a peak. A hydrograph that is shorter in total duration than the longest specified duration in the DURINC table. The maximum allowed number of reach routing iterations (10) has been used. The user should review the input parameters affecting this operation for reasonableness.

The program has used a routing QUESTIONUARK (?) AFTER: of 1.0, which is ATT-KIN COEFF - VALUE OUT- coefficient usually outside of acceptable SIDE ACCEPTABLELIMITS. The outflow hydrograph limits. is identical to the inflow The user should hydrograph. examine input values affecting the reach routing. of the marv Table 1, -- This is a tabulation of.tbe results Standard Control operations in the order in which they are The table is subdivided by alternate number and storm performed. information and main time increment associated number. The rainfall with the operations is given ahead of each operation's outflow runoff volume, maximum peak discharge rate, its time of occurrence. The accumulated drainage and water surface elevation if applicable. areas and the peak rate in csm are also computed and displayad. Whenever the rainfall information or main time increment changes, the new amount, duration,.starting time, table number, antecedent runoff condition or increment is listed ahead of the Standard Control operations to which they apply.

Examples of Summary Table 1 can be found after all the sample jobs in Appendices B to F. All SAVMOV) for

are displayed

all

if

cross

sections,

requested

structures,

the

computations in (except and alternates

operations

storms,

by the SUM or SUMMARYoption.

of the reach routing Summarv Table 2. -- This is a tabulation results and parameters used in the routing. A major difference between this table and Summary Table 1 is that the peak discharges and times are based on the maximum hydrograph coordinate at a multiple of the main time increment rather than the interpolated peak used in the normal output. in All reach routings are tabulated the order they are performed, subdivided by alternate number, storm This table is automatic if reach routing was number and baseflow. performed. The reach routings and reach lengths. if provided. The routing power

or

are identified The floodplain

their cross section reach length is listed

by

ID numbers separately

parameters

exponent

(outflow/inflow) See Hydrology parameters.

displayed include the coefficient @x*1, the factor "k*", peak ratio "Q*" and the Modified Att-Kin routing coefficient *SC*‘. Note 2 for more detailed descriptions of these **rn**, length

The Modified Att-Kin coefficient should be less than 1.0 and preferably less than 0.67. If the coefficient is 1.0, the inflow and outflow hydrographs are identical. To reduce the coefficient the user may reduce the main time increment or increase the reach length. Appendices B through P contain examples of Summary Table 2. Each REACHoperation is displayed regardless of the summary options This allows the user to quickly compare the specified. effectiveness of the reach routing in a job. Summarv Table 3. -- This table is a listing of maximum peak ordered by cross section or structure ID number, by discharges, alternate number, and by storm number. The peak discharges are sorted in descending order by ID number with structures listed If more than one Standard Control operation before cross sections. is identified with the same ID number, only the peak discharges from the last one in the Standard Control sequence will be used in Summary Table 3. The format generated

displayed in Summary Table 3 iS Similar to the file when the ECONoutput option is entered on the JOB record.

The intermediate peak computations use the peaks and drainage area in the table shm in Summary Table 3. The drainage area displayed If the is the one associated~ with the Standard Control operation. drainage area changes within a job for this operation, only the last drainage area, used will be retained and displayed. This could result in erroneous intermediate peak results.

118 Both Summary Table 3 and Summary Table ,I are given whenever the SUMMARYor individual SUM output options are specified. Appendices B thru E contain examples of Summary Table 3. If the ECON-and associated flow duration Summary Table 3A will be substituted for Appendix F.

options

are

Summary'Table

all

selected,

3 as seen in

Summarv Table 3A. -- This table lists the maximum peak flows and the flow durations ordered by cross section or structure ID for each alternate and storm number. It is similar in format to Summary Table 3, except that only three storms can be displayed per page. To obtain Summary Table 3A, a DDRINC table has to be entered, the ECONoption on the JOB record and at least one DUB option on the Standard Control has to be ,selected. An example of SUmtiaq Table 3A is contained in Sample Job 5 in Appendix F. Summary Table 4. -- This is a tabulation of the intermediate peak data in a format similar to Summary Table 3. All intermediate peak in the sequence locations entered on the PEAKS records are listed they are entered and peaks are ordered by alternate number and by storm number. Like Summary Table 3, if more than one, only the last operation associated with a cross section or structure ID and its last drainage area are used. Appendix F contains an example of Summary Table 4. 4.7 OUTPUTFILES GENERATED Machine readable files for input into other SCS programs can be selected information computed in a TR-20 job. generated for certain The files can be written to the userf’s choice of file directory. Table 3-7-1, on p. 30, contains the program defined file names, required input options, and general description of these files. The following sections provide additional files that can be saved for future use:

information

on the output

-- These files summarize detailed output information Separate and related input items in condensed tabular format. ASCII files are used to save Summary Table 1, Summary Table Z(~reach A separate utility and flow duration data. data) , hydrographs, program is needed to read these files and plot the information. SCS has developed a prototype plotting program that uses proprietary Graphics Kernel System (GKS) software for this purpose.

11s

To obtain these files, the GRAPHICS option (Col. 61-67) on the JOB record and the appropriate Standard Control output option (see Table 3-7-1, p. 30) must be selected. To keep the hydrograph data file within reasocable storage limits, the FILE option should be judiciously used. pischarae Hvdroaraohs. -- These are generated in the format of the Read Discharge Hydrograph Table (RRADHD, Section 3.8.7). For each starting job, the hydrographs generated are numbered consecutively with one. The hydrographs might be reentered into another segment into the DAMS2 computer program for further of TR-20 or inserted To obtain this READHDfile, the FILE output option processing. (Column 69) on the Standard Control operation must be set to 1. See of a the last page of Appendix C, Sample Job 2, for an example discharge hydrograph file. The READHDfile name generated by the program has the user's file prefix, and the extension **.TRD." @CON2/DRRl Flow-Freauencv Datq. -- These are generated from Summary Table 3 or 3A and Summary Table 4 peak discharge data. The storms are sorted by alternate and ordered by magnitude of the peak, so that the largest peak value is generated first. This means storms within an alternate do not have to follow a set order of computation. The data file is generated in the FLOW-FREQ and TIME-FLOW record formats required as input to the SCS Economics - Floodwater Damages (ECON2) and the SCS Urban Floodwater Damage Evaluation (URBl) The ECONoption on the JOB record (Columns computer programs. 21-24) and either the SUWMARYoption (Columns 51-57) on the JOB record or the SUM output option (Column 71) on the Standard Control operation must be used to save the desired information for Summary Table 3. Time-flow data is only provided for peaks at cross sections or structures where the DUR option (Column 67) is selected Intermediate peak data and the DURING table is in the Tabular Data. from Summary Table 4 is included in FLOW-FREQ format if the ECON option is given on the JOB record and in the TIME-FLOW format if the TBRU ID in the Standard Control has the DUR option selected. The first

records in the ECON2 output file will be the ECONZ job Next, will be a followed by the TR-20 TITLE records. This table will contain the given durations in the DUR-INCT Table. correct To and From Field increment format for the ECON2 Computer The To and From fields will be equal for the last table Program. Then, three TIM+FLOW records (three durations) Will increment. follow each appropriate PEIAK-FLOW record in the file if the DUR The TIME-PLOW record option is selected on the Standard Control. information will also be shown in summary Table 3A. record

A message code letter

is provide in the output if any special or problem condition exist in the flow duration computations. The following condition codes may be displayed ifs a user selected duration:

'T'

- gives a flow duration value when the flood hydrograph is truncated due to the maximum hydrograph point number limitation in TR-20.

'R'

- gives a flow duration value when the flood hydrograph is still rising toward a peak when truncated by the same maximum point limitation.

'S'

- exceeds the hydrograph.

\B'

- is at or below

Flow durations unable be shown as asterisks

time

base of the a constant

to be calculated in the output.

entire

baseflow by the

See Appendix F, Sample Job 5, ~for an example The ECON file name generated discharge file. “.TEC.” user's file prefix and the extension

flood discharge. above

conditions

will

of an ECON peak by the program has the

121

TECHNICAL RELEASE 20

COMPUTER PROGRAMFOR PROJECT FORMULATION

HYDROLOGY CHAPTER 5.

OUTPUT USE

This chapter discusses the use of the output. It includes considerations in checking the input and output, interpretation of the output, and calibration and verification. It also lists all of the program error, warning and informational messages with short and suggested ways to discussions on why they are triggered eliminate them from the output. 5.1 CHECKINGINPUT AND OUTPUT The user must always check input for accuracy and completeness and check output for reasonableness. The following precautions and checks should be made by a user to validate the output from any TR20

run.

1. Always put a decimal in a real number field such as in Columns 25 through 60 on the Standard Control records and in all real data fields in tabular data. This is a very common input error. The user can make this type of error easier to detect by left justifying input data in decimal fields. Therefore, if the decimal is omitted, decimal at the end of the data the program will place the default field. This will cause the number read to be larger than it actually is and will frequently result in error messages or all asterisks in corresponding numeric fields in the output. The first part of the output should be a 80-80 list of the The input data. This should be CAREFULLYchecked for correctness. alignment of data field is an important check. Insertion or move deletion to an input record by an editor can inadvertently subsequent data out of their field. 2.

Insertions or The alignment of data field is an important check. deletions to In input record by an editor can inadvertently move subsequent data out of their field. 3. All tabular data and all Standard Control data, followed by an ENDATA record must precede the Executive Control records that the READHDtable pertain to them. There is one exception to this, must follow the ENDATArecord.and precede the COMPUTE record that the program will go into a loop pnd have to be uses it -- otherwise, stopped by the user. - .

4. for

Check the cross section elevation-discharge-end increasing values with successive elevations. decrease, a fatal error results.

area

If

table

there

input is any

122

5.

the

Check the following: a.

structure

The main time discharge and the discharge

divided

by the

elevation-discharge-storage increment should be related to storage at each table elevation. should always be less than the

main time

under Structure Data with unit conversions. b.

table

Table

increment; for

the

see full

input

for

the

Half storage 3.8.1

Section expression

Successive elevation, discharge, and storage values must increase. If any values decrease a fatal error results.

6. Check the "Start Routing Elev. " field on the Standard Control RESVOR record(s). It may Contain an elevation higher than the lowest elevation in the corresponding STRUCT table, but it must not contain an elevation lower than any value in the table. If there is baseflow at the reservoir site, the "Start Routing Elev." should correspond to an elevation in the STRUCT table at which the baseflow will pass through the principal spillway.

!Jf the "Start Routing Elev." contains an elevation higher than the ,zero discharge in the table or constant baseflow for the pool elevation at the beginning of routing the apparent volume of outflow -will be increased as the initial volume will be drained in the If the "Start Routing E1ev.w is lower then the elevation 'routing. of principal spillway), .where significant outflow begins (true crest the volume will be decreased as the additional storage has to be filled before outflow starts.

The record

identification field, Columns 73-80, should always This field is shown in various places in the output to used. help the user keep track of what is happening and is also associated with many error messages so the user can locate errors faster.

.7. be

The output should be ~examined for the occurrence of asterisks This means that the numbex intended for that filling a data field. field was larger than allowed by the FORTRAN format statement in the This applies to the 80-80 Listing of Input Data as Well as progr-. Asterisks could trigger an the remainder of the TR-20 output. unrelated errbr or warning message.

8.

9. Search the output file or printed hardcopy for the occurrence of indicates an error, asterisks in columns 1 to 3. This usually The or regular message that might otherwise go unnoticed. warning, ' effect the messages have on the completeness and reasonableness of the output can be determined by referring to the remarks and actions to be taken in regard to the messages in Section 5.4.

123

10. Examine the summary tables for notes (letters or question marks) that follow data fields. These may indicate the run is unsatisfactory due to truncated hydrographs or poor selection of input parametprs. See Section 4.6 for description of the notes.

11. Spot check the output by closely examining the summary table data. compare the accumulated In Summary Table 1, especially drainage area with that at known locations and the consistency of the runoff volume with that obtained directly from rainfall using the runoff curve number. In Summary Table 2, compare the parameters used in the reach routing between reaches to determine if the routing effects are predictable. In Summary Tables 3, 3A and 4 compare the peak discharges between alternates and storms to see if the magnitudes and order are predictable and reasonable. 12. If there are discrepancies or questionable results in the output and the input is satisfactory, more detailed output may be warranted using the FDLLPRIRT, SDMMARY,HYD, or DDR output options. 5.2 INTERPRETATIONOF OUTPUT As mentioned in the previous section, the first check of the output data should actually be a thorough review of the program input data. Although use of the data check program (see Appendix IX) will eliminate many gross input errors, it does not guard against typing errors, number transposition, leaving out a line of data, and other such data entry mistakes. It is the first responsibility of the user to carefully check and correct these type of errors.

The output data itself should be checked for consistency, error or warning messages, and reasonable results. It is important that the user bear in mind the logical and expected results of a series of operations and continually compare these with the program output; In a large job, this is often easier if the job is broken up into a The user may wish to develop tables or series of smaller steps. graphs in an alternate format to those in the program to trace peaks Table 5.1 is an downstream in some way meaningful to the project. alternate format to the summary tables for the user to summarize output data if it is desired to look at the results in some logical This example, based on sequence on the main stream or a tributary. by storm from Sample comparison of peak flow (CFS)~ and alternates Job 5 in Appendix F, is only one method by which the many factors such as peak time, peak discharge (CSM) and runoff volume can be tabulated. Only the structure sites and main stem ADDRYDand REACH operations with no local drainage area added were selected for comparison in the example.

124 Table 5.1. .Alternatives Discharge (cfs) -_

LD

Compared - Sample Job 5 - Main Stem peak Total 123 (sq.. mi.)

Alternatives 1 2 3

Storm #1 (5.2"

Rainfall

- _

Structure ADDHYD REACH

01 001 002

1.20 1.66 1.66

2128 1516 1073

929 1116 894

02 03

0.44 0.75

837 --

~247 --

ADDHYD REACH etc.

004 005

2.41 2.51

1436 910

1166 816

Storm #2 (2.6"

Rainfall

=-

Structure ADDHYD REACH

01 001 002

1.20 1.66 1.B6

527 415 340

02 03

0.414 0.75

004 005

2.411 2.41

Structure Structure

Structure Structure

2/ 2/

21 2/

ADDHYD REACH etc. l/

Alternative ” ”

n Baseflov 21 Structure-is

1 - No sites. 2- Sites 1 3- Sites 1 (Site 3 4 - No sites. varies between

11 4

Yr. Frequency) 929 1113 891 -51F

2131 1515 1072 -542

935 602

1577 946

153 204 182

153 202 180

528 405 332

238 --

100 --

-41

-148

473 265

270 203

214 168

439 256

Yr. Frequency)

and 2 in place. and 3 in place is downstream from alternates.

on a lateraLl.

Site

2).

125

5.3 CALIBRATION OF THE MODEL If at all possible, the user should calibrate or validate the results of a-TR-20 run against an independent source of measured data. The measured data can come from a stream gage within the watershed or from regional regression equations of stream gage data outside the watershed.

Calibration involves output compares with replication

adjusting

adjusting input parameters until the computed measured values. Validation involves of measured values with computed values without input parameters. If a split sample set is used, the TRcan be calibrated with half of the data and validated with

20 model the remainder Calibration from stream

of the

data.

of the model with

a range of storm or flood

hydrographs

gage data in or downstream of the watershed under study is the ideal'case. a If enough years of gage data are available statistical discharge-frequency relationship may be developed. TR-20 can be calibrated to produce a similar discharge-frequency relationship for a range of return periods such as from the 2-year to loo-year flood. This may be advantageous in checking the reasonableness of a loo-year flood modeled by TR-20 when there are no measured discharges approaching that magnitude. Calibration with gage data, however, is not always possible. Calibration in this case involves adjusting the input parameters in the program soothe computed hydrograph matches the recorded flood hydrograph for a given event. The peak rate of flow, runoff volume, and hydrcgraph shape are the measured data used for comparison. Any base flow separation is done before the hydrograph calibration is Looking at the difference between the computed and the made. recorded hydrograph, the user must select parameters to adjust and Any adjustments estimate the direction and magnitude of adjustment. to the input parameters must stay within reasonable physical limits. It is best to change parameters one at a time to see clearly the This technique also tests the sensitivity effects of that change. of the selected parameters. parameters that affect the runoff volume include the amount, and uniformity of occurrence of the rainfall, the runoff antecedent runoff condition, the drainage area, and curvenumber, presence or absence of base flow, diversions, and transmission Generally, the runoff volume increases as the total storm losses. The runoff curve number, and drainage area increase. amount, runoff volume decreases as transmission losses and base flow increase. Input

duration

.

126

The timing and the flood hydrograph shape are affected by the time of concentration, reservoir and reach routing, location in the routing sequence, the shape of the unit hydrograph, and the direction of-the storm movement across the watershed. The runoff hydrograph Shape is directly related to the time of concentration. Generally the. flood hydrograph's time base increases as the time of concentration and the amount of available reservoir and channel storage in the watershed increase or as the watershed shape narrows. The flood hydrograph is also a function of the unit hydrograph shape.

Storm characteristics such as rainfall duration and the time and area1 distribution also have an impact on the flood hydrograph ~.shape. Increasing the duration of rainfall lengthens the time base of the hydrograph. Mu1tipl.e bursts of rainfall will usually cause multiple peaks on small watersheds, but may have indistinguishable effects on larger watersheds. Non-uniform area1 distribution of rainfall, vith high runoff near the watershed outlet will usually result in a rapid rise, sharp peak, and a rapid recession vhile high runoff in the headvaters will usually produce a slov rise, a broader peak, and a slow recession. :Peak discharge is affected by the runoff volume, the time of concentration, available storage, unit hydrograph shape, drainage area, the storm movement over the watershed, and the distribution and amount of rainfall. The parameters that impact the peak discharge are the same as those that affect the volume of runoff and the flood hydrograph shape. Therefore, it becomes more and more important that the sensitivity of the parameters be closely evaluated and their variation monitored. some of the input parameters were of sensitivity, varied one at a time and their impact on peak discharge and time The upstream analyzed. The results are shown in Table 5-2. watershed in Sample Job ~1 in Appendix B vas used to develop the information.

As an example

.

127 TABLE 5-2.

Sensitivity Variation

Variable

of Input

Parameters

m

l/

- Example

Peak Disch. cfs (%)

-_

Peak Time hrs (%)

RUNOFF ODeration 90% 110%

1.2 sq.mi. 1.08 sq.mi 1.32 sq.mi

2128 1915 2341

(100%) (90%) (110%)

12.09 12.09 12.09

(100%) (100%) (100%)

-mm 90% 110%

75 68 83

2128 1628 2733

(100%) (77%) (128%)

12.09 12.10 12.09

(100%) (100%) (100%)

Time Concentration

--90% 110%

0.33 hr 0.30 hr 0.36 hr

2128 2224 2050

(100%) (105%) (96%)

12.09 12.08 12.11

(100%) (100%) (100%)

Rain

--90% 110%

5.20 4.68 5.72

2128 (100%) 1794 (84%) 2480 (117%)

12.09 12.09 12.09

(100%) (100%) (100%)

----a e-m

2 1 3

2128 (100%) 858 (40%) 3087 (145%)

12.09 12.12 12.08

(100%) (100%) (100%)

(100%) (50%) (20%) (73%)

12.09 10.09 8.07 12.24

(100%) (83%) (67%) (101%)

2128 (100%) 2131 (100%) 1943 (91%)

12.09 12.09 12.08

(100%) (100%) (100%)

929 (100%) 890 (96%) 986 (106%)

12.35 12.36 12.34

(100%) (100%) (100%)

929 (100%) 981 (106%) 874 (94%)

12.35 12.34 12.37

(100%) (100%) (100%)

929 (100%). 916 (99%) 942 (101%)

12.35 12.36 12.35

(100%) (100%) (100%)

Drainage

Curve

Area

-em

Number

Depth

ARC

Rain

---------

Table

-------

Main Time Increment

Type Type Type Type

2 1 lA 3

in in in

(Tbl. 2) 2128 (Tbl. 1) 1069 (Tbl. 3) 436 (Tbl. 4) 1543

0.1 hrs 0.05 hrs 0.2 hrs

PESVOR ODeration Table

Table

Start

Discharge

Storage

Elev.

me-

90% 110% S-B

90% 110% -------

-em -----

e-s -----

521.5 521.0 522.0

128 TABLE Variable

Variatica

1/

5-2

Cont'd

y=&j

Peak CfS

-_

Main

Time

Increment

Disch. (%I

Peak Time hrs (%)

0.1 hrs 0.05 hrs 0.2 hrs

929 934 922

(100%) (101%) (99%)

12.35 12.35 12.41

(100%) (100%) {loo%)

110%

5400 4860 5940

729 (100%) 750 ,(103%) 709 (97%)

12.79 12.76 12.82

{lOO%) (100%) (100%)

Coef f . "x8'

--90% 110%

0.42 0.38 0.46

729 714 742

(100%) (98%) (102%)

12.79 12.81 12.77

(100%) (100%) (100%)

Exponent

--90%

1.35 1.22 1.49

729 570 838

(100%) (78%) (115%)

12.79 13.23 12.63

(100%) (104%) (99%)

729

(100%)

12.79

(100%)

728

(100%)

736

(101%)

REACH Oueration preach

Length

90%

nmn

110% Main

Time

(100%) l/

Increment

0.1

m-w

---

0.05

---

0.2

When variation in percent 10% higher then the initial

is

ft ft ft

hrs hrs hrs

shown, valve.

90% = 10% lower

12.76 12.86 and

(100%) 110%

129 A typical procedure for calibrating the TR-20 model is shown in .Table 5-3. It is assumed that adequate stream gage, rainfall amount and distribution and flood history data are available to work with. Major historical storms may not be desirable for calibration if recorded stream gage data is estimated and watershed and hydraulic conditions have changed. The extent of calibration depends on the purpose the hydrologic model serves and on the amount and quality of data available for comparison. If there is no recording stream gage within the watershed, an acceptable alternative is comparison of the peak discharges for selected frequencies with the peak flow frequency curves of State or other agency publications or available crest stage data. frequency curves generated from selected stream gaging stations in the area can also be used for this purpose. Another method of calibration is to compare actual high water marks from known events with the computed high water marks from the TR-20 hydrologic model and the water surface profile hydraulic model. This alternative is the least desirable alternative because the elevations can be a source of the difference in water surface function of both the hydrologic and hydraulic models. Thus, care must be used in selecting and adjusting the parameters.

130

Table 5-3.

A

procedure

for

Calibrating

the TR-20 model.

Steps: 1.

Select-at least characteristics: large

two calibration

storms with

the following

a.

storms

enough to produce significant

flooding.

b.

storms with distribution

C.

storms produced usually by isolated with hydroqraphs that can be easily the stream gage data.

d.

recent storms if watershed conditions (i.e. urban development) have changed significantly or if major changes in hydraulic storage and flow characteristics are included in the TR-20 model.

8.

storms that did not produce unusual conditions such as major dam failure gage information (i.e. unanticipated loss or bypass of the gage).

essentially uniform rainfall and amount over the watershed. thunderstorms separated out in

hydraulic or questionable obstruction,

2.

Plot the gaged storm hydroqraphs and separate and flow not related tam the selected storms.

baseflow

3.

Measure volume of'stom runoff in the gaged hydroqraph and convert to inches alf runoff over the watershed.

4.

Determine curve numbers; (CN) for the watershed at the gage for each storm using the actual rainfall and measured runoff volume in inches.

5.

Compare each storm CN at antecedent runoff condition and estimate the antecedent runoff condition related storm.

6.

Compare the estimated ARC for each storm with the If they expected-storm ARC based on the flood history. and runoff volumes Or don't agree - recheck the rainfall If the ARC?0 are in discard the stow and try another. reasonable agreement, the calibration process can beqin.

II to the

131 Table

5-3

(continued)

7.

the TR-20 CN'S and ARC to To calibrate each storm, adjust produce-the storm runoff volume, peak, and timing as The simplest way is to use the nearly-as possible. storm CN with ARC 2.

0.

Using TR-20 and the actual calibration storm, produce

rainfall table for each the computed hydrograph at the gage. Plot this hydrograph on the actual storm runoff gaged hydrograph. Be sure to include baseflow if used in TR-20. Heed all warning messages.

9.

Check the volume of direct unadjusted hydrograph with

runoff

from the ~~-20

that of the actual storm. step 7 to make adjustments in

If not the same, recheck the CN's or ARC. Also, examine the shape of the TR-20

hydrograph

to see if

changes in baseflow

are warranted.

10.

If the runoff volume and general shape is satisfactory, examine the timing and sharpness of the TR-20 hydrograph peak. If there are multiple peaks, note their spacing and relative magnitude. If they don't correspond with the gaged hydrograph, reexamine the input parameters that could affect the peak discharge (i.e. time of concentrations, available storage, representative cross sections, unit hydrograph shape, rainfall distributions, watershed conditions at the time of the storm, etc.). Adjust if necessary within reasonable physical limits.

11.

If the above Standard Control and other input parameters are reasonable, consider adjusting the main stem reach If there is too little velocity parameters next. attenuation in the reaches, it could be caused by either If the shortness of the reach or by a high velocity. there is too much attenuation the reach may be too long Velocity in the reach or the velocity may be too slow. is highly dependent on the Manning's Wn, which should be checked for reasonableness. If

XSECTR tables are used for reach routings, a Manning's badto be selected for each reach in order to develop Revising the tables based on higher Manning's the table. *nW values will increase the storage for any given This will result in more attenuation (lower discharge. peaks) and time delay in the reaches. Lower Manning's "nn values will result in.the opposite effect, less When high wa+er attenuation and an advance in time. marks are available, the Kanning's "nN values can be adjusted in addition to the hydrologic parameters in the . The elevation of the high water TR-20 calibration. marks should be matched with the estimated elevation -discharge-frequency from TR-20 runs. VP

132

Table

5-3

(continued)

reach routing, usually increa-e the peak discharge and advance the peak time. of the two, the 9P value is more sensitive than the "x* Adjustment of the "[email protected] "mn values to best value. match the hydrographs should be considered when the reach storage calculated using the end area from the representative reach cross section could differ from the actual total reach storage. If cross section coefficients incremental increases in "x"

.~ 12.

13. 14.

are used

and

for

"m" will

Repeat the procedure in steps 7 to 11 for the next Make adjustments as before in the calibration storm. input parameters and compare to the adjustments needed for the earlier storm(s). Select, storms

if

or average adjustments if appropriate, necessary to document the calibration.

and rerun

Run the validation or verification storms in the adjusted TR-20 model, using the storm CN and ARC and compare with the gaged hydrographs. The volume of runoff, hydrograph shape, and peaks should agree within reasonable limits to have a successful calibration and a valid TR-20 model.

133

ERRORSA - E 5.4 PROGRAnMESSAGES The TR-20 Pr‘ogram will output messages in response to incorrect questionable input, or in some cases to explain results. All messages begin and end with three consecutive asterisks (***). Messages are grouped into Errors

-

three

Incorrect data, error. Correct

or

categories: run is terminated input and rerun.

at point

of

Warnings - Questionable data, run will continue, but check assumptions and results. Revise input warranted.

if

Messages - Informational, be aware of what triggered the message and take appropriate action if necessary. Program manages are listed alphabetically by category below. Each message is followed by remarks on why the message was given and suggested corrective action items if needed. 5.4.1 s

Errors

"DIVERT" MUST WAVEVALUE IN DATA FIELD fl RUN TERMINATED.

AND/OR FIELD

#3.

Remarks: The first procedure for DIVERT requires a discharge ~01’s. 25-36. The second procedure requires a cross section location for output in ~01's. 49-60. Action:

rerun. .

Correct

DIVERT record

according

to procedure

being used, and

'ENDATA" ENCOUNTERED IN STANDARDCONTROL, RUN TERWINATED. LAST EXECUTIVECONTROLRECORD FOLLOWS:

Remarks: Only one ENDATAcan follow the Standard Control. found after the ALTER OR DELETE record shown. Action: s

in

Remove the ENDATAthat

ERROROccurred

follows

the record

shown and

One was rerun.

- Run TR-20 Data check

It is probably an Remarks: A serious error stopped the run. This .input error that the Data Check Program could,identify. The output file often contains m&sage appears On the screen. information on what needs correcting. Action:

Run Data Check Program, correct

input

and rerun.

134 men xsEcrIoN/s~~ucr~E RUN TERnINATED.

l

ID ON “conPuT’* MISSING,

ERRORSF - L

Remarks: Th~e,e*FROMw ID on the COMPUTrecord shown after the message must have a cross section number (l-200) or a structure number (l99). Action: .

Add appropriate

ID and rerun.

FROMXSECTION/STRUCTURE XC ON "COMPUT"NOT FOUND IN STANDARDCONTROL, RUN TERMINATED.

Remarks: The WFROM"xsection/structure ID on the COMPUTrecord shown after the message does not match any of the xsection/structure ID's in the Standard Control. This message also occurs if a xsection/structure ID is used in a set of COBPUT's with no intervening ENDCMPwhere the ID's would overlap if the Standard Controls were processed in the given sequence, as in the example (8. ..COBPUT..OO1...002...~~ :followed by ~~COKPUT..OO2...003.~~ Action:

.

Correct

ID and re:run or add missing

record

and rerun.

HYDROGWH STORAGELOCAIION PROBLEM. RUB DATA CHECKPROGRAM FOR HELP. RUB TERHINATED.

Remarks: The hydrograph storage locations accounted for in the Standard Control. Action:

Run

data

check program,

correct

are not correctly error,

and rerun.

INITIAL DISCBARGEIN THE STRUCTURETABLE MUST BE ZERO CPS. RUN TERMINATED.

l

elevation in the STRUCTtable must have set0 Remarks: The first cfs, but the storage in acre-feet can be greater than zero. Action: l

Correct

rating

taible and rerun.

LESS THAN THREE POINTS IN "OIMHYO".

hydrograph Remarks: Thb dimensionless must be dmfined by 4 to 101 points. Action:

. points .

Correct rerun.

and

the oIuB!fo table

RUN TERMINATED.

to be used in the program

by adding an

appropriate

number of

LESS THAH THREE POINTS IN RATING FOR XSECTNxxx.

Remarks: Cross section r#ating tables The maximum is 20 points. points.

must contain

3 or more

.

Develop appropriate number of data points Action: or use "xm and "rnn values instead.

for rating

table

135

ERRORS N - RA .

NEGATIVE OR ZERO REACH LENGTH, RUN TERMINATED.

Remarks: The-program Will not accept values equal to or less zero as a reach length in the REACH Standard Control. Action: .

Correct

reach

length

than

and rerun.

NEGATIVE X OR Fl VALUE ON "REACH", RUN TERMINATED.

Remarks: The "x" and "on values iri the REACH record must be greater than zero. See Hydrology Note No. 2 for suggested values. Action .

:

Correct

and rerun.

NO RATING TABLE OR ROUTING COEFFICIENTS.

Remarks: WX", U,",

A CrOSS-SeCtiOn or cross section

Action: rerun. a

error

ID has been used on a REACH record, data has been provided for it.

was

appropriate reach data for the cross section, cross-section ID is erroneous, correct and renm.

A xsection/structure Standard Control when the being processed.

ID number was found to be missing in COMPUT record that follows the message

and add the appropriate COMPUT and rerun.

RAINFALL DEPTH MD DURATION BUST RUN TERMINATED.

Action:

ID in the

Find

the

The rainfall depth Remarks: to generate a hydrograph.

.

and

NO XSECTION/STRUCTURE ID FOUND ON STANDARD CONTROL WHILE PROCESSING "COBPUT", RUB TERMINATED.

Action: revise l

but no

Provide

If

Remarks :

the

RUN TERMINATED.

Correct

values

BE

and duration

Standard

Control

or

GREATER TBAN ZERO. must be greater

than

zero

and rerun.

RAINPAIJ, DEPTB AND/OR DURATION OTHER THAB 1.0 ENTERED, BUT RAINTABLE x IS NOT DIMENSIONLESS. RUB TERMINATED. ERROROCCURRED WHILE PROCESSING FOLLOWING RECORD:

Remarks: The last rainfall depth in. the table is greater than 1.0, or the number of values in the RAINFL table times the time interval is greater than 1.0. . Action: and/or rerun.

If

the

duration

R?LINFL table

to

1.0 on the

is not dimensionless, change the depth Executive Control COMPUT record and

136 ERRORSRA - RE 9

RAINTABLE xx IS NOT A VALID NUMBER. RUN TEMINATED. Thkraintable

Remarks: 1to 9. Action:

rerun.

Correct

ID listed

raintable

is outside

ID to one within

the range

of

range 1 to 9 and

m REACHROUTINGCOEFFICIENTS MUST BE IN PAIRS, RUN TERMINATED. -Remarks:

Both *@x" and Yam*must be given

in the REACHrecord.

Action: Add missing values to data, or use actual data for the reach routing and rerun. .

“READHD”

cross section

ENCOUNTERED IN EXECUTIVECONTROL,RUN TERMINATED.

Remarks: The RBADHDrecord shown after the message was out of olace. The RBADHDtable must be ahead of the COKPUTrecord -(alternate and storm) which uses the hydrograph in the table. faction:

e

Reorder input

file

and rerun.

READHDIN LOCATIONx HAS ONE OR MOREVALUES BELOW BASEFLDW( xxxxxx. CFS). RUN TERMINATED.

Remarks: The baseflow indicated by the message is the value entered in the 7 READHD 9 record. This baseflow is therefore contained in -the RBADWD,and the discharge values in the read hydrograph file must be greater than this baseflow value. Action: .

Correct

values and rerun

RECORDOUT OF PLACE. RUN TBRMINATED.

Remarks: The record shown after the message See Table 3-3 on page 21 for the proper input Action: l

Relocate

record

out of sequence.

is

place.

in proper place and renm.

REQUESTEDRAINTABLE xx HAS NOT BEEN LOADED. RUN TERMINATED.

Remarks: The raintable (l-9) requested in the COWPUTrecord not been either preloaded ,intd the program or defined in the data, or the label is wrong on the COKPUTrecord. .

has input

Action: Check that the raiatable number requested in the COWPUT .record is correct. If it is, include properly labeled and defined raintable in the data and :renm.

137 ERRORSRU - STA .

"RUNOFF" CONTAINSBLANK, ZEROOR NEGATIVE VALUE IN DATA FIELD x,-:RUN TERMINATED.

Remarks: The RUNOFF Standard data, and is probably missing data. Action:

.

Locate

Control has incomplete or incorrect Tc, Drainage Area, or curve number

or incomplete

incorrect

data,

correct,

and rerun.

RUNOFFCURVENUMBEREXCEEDS100, RUN TERMINATED.

: The runoff curve number on a RUNOFF Standard Control must be between 1 and 100. The lowest recommended runoff curve number is 40.

kemarks

Action: .

Correct

entry

and rerun.

600 STANDARDCONTROLRECORDSEXCEEDED. RUN TERMINATED.

Remarks: The limit been exceeded.

for the number

of Standard Control

has

records

Redefine the watershed so that the Standard Controls number less than 600 or use separate TR-20 runs with the READEDoption.

Action:

n

STANDARDCONTROLENCOUNTERED IN EXECUTIVECONTROL, RUN TERXINATED.

Remarks: Record shown after message is incorrect It should be an Executive Control record. Action: .

Correct

input

file

out of place.

and rerun.

STARTING DISCHARGEOR END AREA IS LESS THAN ZERO. RUB TERXINATED.

Remarks: The first values of the cross section and end area should be equal to zero. .Action:

8

or

Locite

incorrect

data,

correct,

table

for discharge

and rerun.

STARTING DISCHARGEOR STORAGEIS LESS THAN ZERO. RUN -NATED.

: The discharge elevation ih a structure must be zero or greater. Remarks

Action:

Locate

incorrect

or storage associated with the first table is given as a negative value. data,

correct,

and rerun.

It

138 ERRORS STR - T STRUCTURE XX RATING TABLE VALUES (SHOWN BELOW) RUN TERMINATED. NOT ALL ZNCREASING.

n

Entries for elevation, Remarks: discharge and storage in the STRUCTURE table must be increasing. The increments can be small (0.01). Correct

Action: i .

Action:

data

A unacceptable Example

check

program

character

has been found

in

a data

the data entries or run the data through to locate the error. Correct the data

field.

the ~~20 and rerun.

TABULAR DATA PROBLBM; 1) TOO MANY POINTS, 2) DATA CODE NOT "a", OR 3) NO "BNDTBL". RUN TERMINATED.

Remarks: Action .

and rerun.

TABULAR DATA INPUT PROBLM; ON OR AFTER RECORD LISTED BELOW, RUN TBRMINATED.

Remarks:

a

data

:

One of Determine

the

above

the

errors

error,

has occurred

correct

in a table.

the data,

and rerun.

TBRU XSECTION/STRUCTURE ID ON "COHPUT" MISSING, RUN TERMINATED.

shown after the message The "THRU" ID on the COHPUT record Remarks: must have a cross section number (l-200) or a structure number (lID in the Standard Control. 99) that matches a xsectionfstructure This message also occurs if a xsectionfstructure ID is used in a set of CoMPUT's with no intervening BWDCHPwhere the ID's would overlap were processed in the given sequence, as in if the Standard Controls the example n...COKPUT..001...002" followed by " . ..coWPUT..oo2...oo3." Action: l

Add appropriate

ID and rerun.

T?IRU XSECTION/STRUCTUFt&ID ON "CDNF'UT" NOT FOUND IN STANDARD CONTROL, RUN TERMINATED.

The *THRUn xsection/structure ID on the Remarks: shown after the message does not match any of the ID's in the Standard Control. Action:

Correct

ID and rerun

or add missing .

table

COHPUT record xsection/structure and.rerun. - .

139 ERRORS U - 2 m UNEXPECTED RECORD FOUND IN STANDARD CONTROL, RUN TEZMINATED.

Standard Control records must have a 6 in colusn 2. The last Standard Control record must be followed by an BNDATArecord. The record shown after the error message is out of place or Blank lines are not permitted. incorrect. Remarks:

Action:

Move, delete,

or correct

record

and rerun.

m XSECTION XXX LOWGROUND(XXXXX.XX) EXCEEDS BANRFULL

(xxxxx.XX) .

Remarks: The low ground elevation is higher than bankfull elevation. JAW ground elevation must be equal to or lower than bankfull elevation for the interpolation routine to work. Action: s

Correct

error

and rerun.

XSECTION XXX LOW GROUND(XXXXX.XX) IS LESS TRAN LOWEST ELEV (XXXXX.XX). LOWGROUNDREQUIREDWHENFLOODPLAIN LENGTHENTERED. RUN TERMINATED.

Remarks: cannot be section. low ground Action:

The low ground value entered with cross section data lower than the lowest elevation assigned to the cross When floodplain length is entered on the REACRrecord, entry is required in the XSECTION xxx record.

Correct

or add

data

as appropriate

and return.

XSECTIOWNUMBERxxx EXCEEDSMAX. OF 200, RUN TERWINATED.

l

Remarks:

Cross section

Action : Use acceptable rating table if given. .

ID numbers must

be

between 1

ID number for the section,

and

200.

including

its

XSECTION xxx RATING TABLE VALUES (SHOWNBELGW) NOT ALL

INCREASING. RUN TERWINATED.

Remarks:

Entries for elevation, discharge and end area in the must be increasing. The increments can be smell

XSECTTON table

(0.01).

Action:

Correct

data

and rerup.

a

140 WARNINGSA - DIM 5.4.2

Warnings

Allow sufficient disk space for temporary and output files. The irogram disk may be replaced, if necessary, with the input data or If **punch'* output files are generated, they are named scratch disk. with the user selected dri.ve ID and file prefix along with standard TR-20 temporary files are written on the program extensions. default drive. Remarks: This warning on disk space appears on the screen prior to the request for the input file. If there is not enough space, the I run will end with a system message when the available space is full. The user specifies the dri.ve, directory path, and file name for the input file. Output files and generated files are assigned according to the user's directions if they are different from the defaults shown. When the output is sent to the~screen, then generated files are automatically named with the input prefix and sent to the input Three temporary files are written to the default drive which drive. is the location the program-is run from. The temporary files are erased at the successful completion of a job. Action:,~ If the run aborts due to the lack of disk space, make room or specify a different location for the output files. The temporary files on the default drive beginning with 22 will need to be erased by the user. s

ANTECEDENT

Remarks: 3.

The only valid

Action: If and rerun. .

RUNOFFCONDITION ENTEREDAS xx, CONDITION 2 ASSUMED.

condition

2

antecedent Wils

runoff

not intended,

conditions enter

are 1,2,

the correct

and

value

BARRFULLELI?.' (xxxxx.X:K FT) EXCEEDSHIGHEST RATING POIRT FOR XSECTIONxxx.

given as bankfull elevation for the cross Remarka: The elevation section exceeds the highest elevation given in the rating curve, so that all of tie elevations are within the channel. Action: Correct the bankfull elevation if it is incorrect or add more elevations to the cross section data to define out-of-bank flow elevation if it is not needed to define if needed. Remove bankfull out-of-hank flow. s

DIM3YD TIME INCRMRNT ENTERED ( XX.XXX%). COMPUTED USED. CONFwmD (xX.xXxX).

DIFFERS

FROM

Remarks: The increment entered does not agree with the number Of points entered in the DIWRYDtable for the total dimensionless time Of 1.0. The program assumes the number of points is correct and

141 WARNINGS DIS - EL

recomputes an increment used. -1

for

comparison.

not

Action:

Correct

number of points

.

the dimensionless is wrong.

The increment

hydrograph

entered

is

and rerun

table

if

the

DISCHARGEEXCEEDSHIGHEST RATING POINT FOR STRUCTURE xx, VALUE EXTRAPOLATED.

rating table Remarks: Structure based on the two highest points.

was extrapolated

as a straight

line

Consider if the extrapolation is reasonable, and if not add Action: points to the high end of the rating curve to encompass the estimated peak outflow and storage required to handle the peak This message may also indicate an error elsewhere if the inflow. expected discharge should not get this high. s

DUPLICATE INTERWEDIATESECTION ID (xxxxxx) DUPLICATE ID IGNORED.

FOUND.

Remarks: Wore then one ID with the same name was in the intermediate peaks input. The second ID and drainage area is ignored. Action: Correct data is needed. s

the intermediates

peaks

input

file

and rerun

if

the

ECON2/URBl "FLOW-FREQ" DATA FOR INTERMEDIATEPEAKS REONDEREO IN DESCENDINGORDER.

were rearranged in Remarks: Storm peak discharges for an alternate This the ECONfile so the largest is first and the smallest last. is the required structure of the ECONfile including intermediate peaks for all data. If Action: records in that could descending reordering s

similar type evaluation storms were input on COMPUT descending order of rainfall volume, look for a problem If rainfall volumes were not in cause the reordering. order, this warning will appear so the user will know the took place and it can be checked.

ELEVATION OUTPUTOPTION REQUESTEDBUT NO OUTPUT ELEVATIONSGIVEN. REQUESTIGNORED.

Remarks: The Standard Control. elevation option requires a cross section or structure rating table with the same ID to be in the _ input file ahead of the Executive Control that uses it. ICf elevations ara needed, insert a XSECTNor STRUCTtable Otherwise, remove the 1 that requests ELEV as an in the input file. output for that Standard Control.

A&ion:

142 WARNINGS EN - IN .

ENTIRE HYDROGRAPHEXCEEDSBASEFLOW. ALL BASEFLOWASSIGNED TO OUTFLOW HYDROGRAPHY:L. -_ Amount of discharge diverted to outflow Yl exceeded the Remarks: -inflow hydrograph baseflow,, so the entire baseflow is assigned to outflow Il. faction:

If

baseflow

should

have been split,

change the

~procedure or use dummy reaches to change baseflow.

~I

FROMOR THRU XSECTION/S!PRUCTURBNOT

FOUND,

divert

RECORD IGNORED.

Remarks: Both FROM and THRU ID's have to be saved for Summary Table 1 to be used with intermediate~peaks. An ID could be incorrect or the total number of peaks could exceed the 24,000 summary table peak storage limit. Action:

file

ID's

TR-20 into .s

If

the

data

in error

two runs.

is needed,

and rerun,

HIGHEST DISCHARGE (XXXXXXX

the intermediate peaks correct or if the limit is exceeded split CFS)

input the

AT HYDROGRAPHTRUNCATION.

Above this message, a storage .Remarks: location is identified ~,which contains a hydrograph that was still rising when it was truncated by the program's 400-point limitation. The last discharge is shown in the message and is used in the summary tables as the peak with a footnote that the incomplete hydrograph was still rising. If then true peak portion of the hydrograph is important Action: when accumulated with other hydrographo downstream, increase the main time increment for the whole or portion of the watershed to capture more of the hydrograph. .

INFLOW DISCHARGE EXCEEDS HIGHEST VALUB RATING.

OF

COMBINED OUTFLOW

Inflow discharge exceeds highest combined discharge at the Remarks: crose seotiorrratings used. to divide the flow by DIVERT procedure 2. Action:

curves if the

check if extrapolation is reasonable, if This message may also indicate and rerun. inflow discharge is larger than expected.

extend rating an error elsewhere

not,

.

143 WARNINGS IN - NO .

INPUT I4 OUTSIDE ACCEPTABLE RANGE X = xxx.xx USED FOR-XSECTION XXX.

Remarks: exponent

The program puts practical limits "mn as shown in the message.

of

and M = xx.xx 1.00

If the reach routing is not satisfactory, Action: storage and rating for the xsection are satisfactory representative for the reach. . -

INTBRWEDIATE SECTION ID XXXXXX WITH ARBA OF xxxxxx.x IS NOT BETWEENxxxxxx.x

Remarks : Drainage area of the intermediate between the PROM and THRU xsection/structure Correct Action: data is needed. s

the

intermediate

peaks

to 2.00

check whether and

the

and xxxxxx.x

peaks section has to be drainage areas. input

file

and rerun

if

the

WAIN TIWB INCREMENT (XX.XXX HRS) IS GREATER THAN 508 OF THE TIWB OF CONCBRTRATION (XX.XX HRS) FOR SUBWATERSHEDXSECTION xxx. THIS. WILLRBDUCE THE COMPUTERPEAK BYABOUTxx.xx8.

Remarks: The main the time increment recommended .1 or .2 times the time of cross section shown. However, ratios acceptable for occasional subwatersheds system of larger subwatersheds. With underestimated.

is greater than the concentration (Tc) for of 0.3 to 0.5 may be with small Tc*s within over 0.5 the peak value

The~watershed may need to be subdivided again, with Action: different arrangement of subwatersheds, to have times of concentration more appropriate to the main time increment. s

on

the a is a

(xx.xxx HRS) IS GREATER THAN 501 OF THE TIWE MAIN TIWE INTHIS OF CONCBRTRATION (xx.xx RRS) FOR SUBWATERBHRDST'RUCTURBxx. WILL RBDUCE THE COMPUTEDPEAK BY ABOUT XX.X~.

is greater than the recommended Remarks : The-main time increment .2 times the time of concentration (Tc) for the structure shown. However, ratios of 0.3 to 0.5 may be acceptable for occasional subwatersheds With small Tc*s within a system of larger With over 0.5 the peak value is underestimated. subwatersheds. The watershed may need to be subdivided again, with Action: different arrangement of subwatersheds, to have times Of concentration more appropriate to the main.time increment. s

FLOW DIVBRTED, HYDROGRAPHTRANSLATED TO OUTPUT #I NOT ENOUGHRATING POINTS FOR XSECTIONS (-smucTuRE) xxx or (XBECTION) xxx.

NO

a

.l

144 WARNINGSNO - RO Remarks: Cross section or structure rating tables to be used in 2 have less than 2 points or have cross section Divert Procedure numbers out&de of the 1 to 200 range. No flow vas diverted to :output #2. Action: Revise the rating tables(s) that caused the problem if flow should have been diverted by adding more points or renaming cross sections to be within 1 - 200 range and rerun. .

NO MAIN TIME INCREMENTWTERED, 0.5 HOURUSED.

~Remarks: In order to run, al main time increment is required. enter one, the program used 0.5 hour. the user didn't

Since

Action: Examine the run for messages concerning peak definition, hydrograph truncation, structure and reach routing parameter relationships, and your objectives. Then choose the most ideal main time increment(s) and enter them on an INCREMrecord ahead of the COMPUT records that will use them and rerun if necessary. REACHxx; k* EXCEEDS10, VALUE SET TO 10.

l

Remarks: The length This means the reach for more reasonable significant division

DIVIDE REACH.

factor k* is set at the practical limit of 10. is too long and probably should be shortened results. In practice k* is usually 1 or less so of the reach may be appropriate.

Action: If it is an important reach, consider splitting the reach length in the Standard Control into two reaches if one xsection with two ID's is representative or else add another representative xsection table for a portion of the original reach.

s

ROUTINGCOEFFICIENT (C) EQUALS 1.0, CONSIDERSHALLERHAIN TIRE INCREMENTFOR XSECTION XXX.

Remarks: translated and outflov

The hydrograph is not routed when C = 1.0; through the reach without any attenuation, hydrographs are identical.

it

is and the inflow

An occasional warning of this type may be acceptable, but occurs too often, consider using a smaller main time incrusnt tbe whole or portion of the watershed.

Action:

if

for

.

it

COEFFICIENT (C) (XX.XXXX~XX) BELOWMINIMUPIv&m, 0.01 USED IN ROUTINGXSBCTION XXX.

ROUTING

Remarks: The routing coefficient is.at or below the practical This . The minimum program limit is 0.01. minimum.of 0.01. essentially represents a storage situation, vith a large peak reduction.

145 WARNINGS RU - su Act~ion: Consider whether representedby a structure several reai.. routings. .

the reach routing,

RUNOFF OPTION ON NULL RAINFL

could be more accurately or break the segment into

TABLE X NOT USED WITH REQUESTED

RAINFALL TABLE x ON COWPUTRECORD. CHECKINPUT. The runoff option was not changed because the null (no Remarks: points) RAINFL table number did not agree with the rainfall table number on the COMPUT record that followed. The ,null RAINFL table must precede the COHPUT ih which it is used. Action: n

Correct

table

numbers or rearrange

the input

STRUCTURExx - See XSECTION for messages that structures and cross sections.

both

a

and rerun.

can apply to

STRUCTUREXX, MAIN TIME INCREMENTEXCEEDSKAXIWUR ALLOWABLETIME INCRPIENT OF xx.xxx HOURS.

Remarks: This check is made to warn of possible oscillation of outflow hydrograph values during the reservoir routing. The inquality delta t > (2S)jO (see section 3.8.1) must be true throughout the reservoir routing or oscillation will ocour. The maximum allowable main time increment shown should satisfy this inequality. Use the HYD option on the Standard Control to observe the

severity

of

the

oscillation.

Reduce the main time increment and rerun if the oscillation has a significant effect on downstream hydrographs.

Action:

s

STRUCTURExx, RESERVOIRROUTINGIfAS NEGATIVE DISCHARGES. FIRST NEGATIVE VALUE IS xxxxxx CFS. This is of a main time

outflow has negative values. Remarks: The reservoir probably due to oscillation caused by using too large .See previous warning message discussion. increment. Action:

Reduce the main time increment

problem.

s

and rerun

if

it

is a

-

SUWMRY TABLE #3/3A DATA REORDERED IN DESCENDING ECONZ.

ORDER FOR

were rearranged in Remarks: storm peak discharges for an alternate the ECGNfile so that largest is first and the smallest last. This is the required structure of the ECONfile. If similar type evaluation storm5 were input on COWPUT Action: records in descending order of rainfall volume, look for a problem If rainfall volumes were not in that could cause the reordering.

146

WARNINGS T - UN descending reordering .

order,

tobk

this warning Will appear so the place and it can be checked.

user

TOO MANY COMBINATIONS OF XSECTION/STRUCTURE(xxx), FIRST xx ALTERNATES USED. AND ALTERNATE (XX).

The maximum number of alternatives, Remarks: xsections/structures is 24,+300. Break the job into Action: alternatives in each job. .

will

know the

STORM (xx)

storm,

tsmall number of components

and by using

fewer

TRIANGULAR BASEFMW RISE ,FOR XSECTION xxx TRUNCATED BY MAX POINT LIMIT AT xxxxx CFS (XX Z BASEFLOW PEAK).

The time to peak Iof the baseflow hydrograph Remarks: than 400 times the main tim'e increment. The program when the maximum point limitation is reached. Action: the

.

baseflov

is greater stops computing

Reduce the time to peak and the base time (if important) hydrograph or increase then main time increment.

of

TRIANGULAR BASEFLOW TAIL FOR XSECTION xxx TRUNCATED BY MAXPOINT LIMIT AT xxxxx CFS (xx Z BASEFLGWPEAR).

The time base of the baseflow hydrograph is greater than Remarks: 400 times the main time increment. The program stops computing when the maximum point limitation is reached. Action: Consider reducing the time length the base flow hydrograph if important. .

recession

limb

of

UNEXPECTED RECORD(S) ENCOUNTEREDWREN LGOKING FOR "JOB" RECORD. INAGES OF FIRST 10 RECORDS IGNORED FOLLOWS:

The first record Remarks: ENDJOB record was found out that were read looking for terminated due to an error any. Action: .

of the

Revise

input

file

UNEXPECTED RECORDTYPE

of a new job must be a JOB record or a of place. Up to 10 records are shown also may occur after a job iS it. and it is looking for the next job if for

FOUND.

the

job and rerun. FOLLOWING RECORD IGNORED:

the operation To process an intermediate peaks record, Remarks: the last If record shown is after name has to be PEARS or blank. the last record .intermediate peak record, an ENDJOB record must be in the intermediate peaks file. Action: Correct data is needed.

the

intermediate

peaks

input

file

and rerun

if

the

147 WARNINGS XS .

XSECTION

XXX

CHANNEL TO FLOODPtAIN

X.5

LENGTH RATIO EXCEEDS 10.

Remarks: T&channel length is 10 or more times that of the _ floodplain length, which is unrealistic even for a highly meandering channel. This message may also appear if the "xH value on the REACH card is omitted, as the program then assumes that the "ma' values is a flood plain length. Action: .

-

Check input

data.

XSECTION XXX, INFLOW EXCEEDS WAX TABLE DISCHARGE, EXTRAPOIATION USED.

Remarks: The log-log discharge-end area curve at this xsection extrapolated above the highest point on the rating table. The extrapolation is based on the highest two points.

was

Consider if the high inflow peak and the extrapolation are reasonable. If the extrapolation is not reasonable, add more rating curve points to the overbank to encompass the inflow peak discharge and rerun. If the peak inflow is unreasonable, look for errors elsewhere.

Action:

s

XSECTIOW XXX, INSUFFICIENT LOW FLOW RATING, PRAK FLOW LESS THAW 2BD TABLEVALUB. TIiIS REACH ROUTING BAY BE INCORRBCI, UNLESS NEW RATING TABLE VALUES ARE INSERTED.

Remarks: It is important to include the channel rating in the calculation of the exponent %* to improve the routing of low peaks. The log-log discharge-end area curves are extrapolated down based on The accuracy of the routing iS the lowest 2 points above zero flow. best with a detailed channel rating. Consider if the low inflow peak and the extrapolation correct. If not, add more rating curve points to the xsection A minimum of two points should the channel portion and rerun. the channel.

Action:

n

XSECIION ICILX LOW GROUND (xxxxx. xx) ELEVATION -(mot~x.~x).

Remarks: considering elevation Act ion :

'm

EXCEEDS HIGHEST

The specified low ground elevation is too large The low ground the rest of the cross section data. should be at or below the lowest channel bank elevation. Correct

data

in cross

section

rating

table.

XSECTION xxx, or STRUCTURE Xx HYDROGRAPHVOLUME T&CATED AT XXXXXX CFS (xxx.2 Of MAX. BYDROGRAPHCOORDINATE) RAIN TIME INToo SMALL.

are in be in

148 WARNINGSXS - 2 Remarks: The hydrograph was truncated after its peak due to the The loss in volume is program's 490 point storage limitation. expressed in-terms of percent of the discharge at truncation to-the This message is peak discharge with baseflow subtracted from both. triggered at 102, when the loss of volume might be significant. The volume is a factor in the routing operations. Action: It is more critical in the structure (storage) routing than in the reach If the volume loss is significant, increase the main time _ routing. -- increment for part or all of the watershed as needed. ?I XSECTION xxx, or STRUCTURE xx MAIN TIME INCRMBNT TOO LARGE, COMPUTED PEAK EXCEEDSADJACENTCOORDINATEBY XX%. Remarks: The computed peak exceeds the maximum hydrograph coordinate by at least 52 at this location. The accuracy of the peak computational procedure is questionable much over 52. If this computed peak is important, a smaller main time Action: increment will usually increase its accuracy. Computed peaks are diversion or adding of hydrographs. not used in any of the routing, They are only computed on the outflow hydrographs and used in Summary Table 1, 3, 3A, 4 and in the ECON file. .

XSECTION xxx, or STRUCTURExx NO HYDROGRAPH IN INPUT LOCATION x OR x FOR MDHYD OPERATION.

Remarks: specified Action: s

No hydrograph is available to add in one or both of the hydrograph storage locations. Revise Standard

Control

if

locations

are in error.

or STRUCTURExx VOLUMETRUNCATEDAT xx% and xx2 WHENADDING HYDROGRAPHS IN LOCATIONSx and x. XSECTION xxx,

previously truncated or truncated Remarks: Both hydrographs'were This warning only occurs when adjusted to a common time increment. when both hydrographs are truncated and the discharge at truncation of at least one is 101 or greater of its peak above baseflov. Action: No action required If it downstream routing. increment. n

if loss of volume is not Critical is; rerun vith larger main time .

to

XSECTION xxx, or STRUCTURExx VOLUMETRUNCATEDat xx% IN, LOCATIONX ADDING HYDROGRAPHS.

Remarks:

Specified

hydrograph

was previously

truncated

or truncated

This warning only occurs when adjusted to a common time increment. when the discharge at truncation is 10% or greater of its peak above baseflov. No a&ion Action: downstream routing. increment.

required if If it is,

loss of volume is not critical rerun with larger main time

to

150 MESSAGESA - H 5.4.3 l

Messages - Informational

DRAINAGE-AREAEXCEEDS2!5 SC MI, IS IT CORRECT?

Remarks: The message appl.ies to the record listed immediately after it. TR-20 was developed for use with small subwatersheds usually much less than 25 sq. mi. ,in drainage area, although it may be used with caution for larger ones. This is generally the limit of hydrologically homogeneous subareas. :,Action: If drainage area ,is correct, -of excessive hydrograph truncation if small.

.

"DURING" TABLE ENTERED:BlJT "ECON" OPTION NOT SELECTED.

Remarks: Tha DURING table also used. Action: program, e

proceed with program. Beware the main time increment is

is not used unless

the ECONoption

is

If flow duration information only is needed proceed with but use the DUR option on the Standard Control.

ENDJOBZRECORDASSUBED, RUN CONTINUED.

Remarks: Although no EWDJOBrecord is provided, data may follow for another job. The program ,will run this as a separate job with the same output and generated file names as the first job, and append the output data to that for the first job. Action:

None needed

if

this

is what was intended.

a HYDROGRAPH CONTAINSNO FLOW. FOR XSECl'ION/STRUCTUREXXX, OPERATIONXXXXXX. Remarks: For some reason the hydrograph stored in the location shown above the message has no significant flow (less than 0.01 baseflow. Less than 0.01 cfs converts to zero. CfS) I including Action: Determine if it is a true condition due to: no runoff, such as a low curve number; the result of a DIVERT operation where all If an error the flow was diverted the other way; or an input error. is suspected, first check the manipulation of the hydrograph Storage locations in the Standard Control for continuity. l

HYDROGRAPH IS ALL BASEFLOW(xxxxxxx.CFS). FOR XSECTIONJSTFWCTURE XXX, OPERATIDN-XX.

the location 'Remarks: For some reason the hydrograph stored.in shown above the message has only a constant baseflow. no runoff, Determine if it :LS a true condition due to: Action: such as a low curve number; the result of a DIVERT operation where

151 MESSAGES L - N all the flow except baseflow other way,; ok an input error.

or a portion of it was diverted If the baseflow is in error,

check the manipulation of the hydrograph Standard Control for continuity. .

storage

locations

the first

in the

ABOVE 1, CONSIDERDIVIDING REACHLENGTH FOR XSECTION XXX.

LENGTH FACTOR (k*)

Remarks: With the given routing parameters, better reach routing results could be obtained by shortening the reach length. This is normally due to a, large reduction of peak'flow within the reach when k* exceeds 1. The storage in the reach is generally not wellrepresented by a single valued storage-discharge relation. A warning is given if k* exceeds 10. Action:

Depending on how important this reach is to the project and this message occurs, the easiest way to decrease k* is to the reach in the Standard Control into two reaches.

how often split

.

NO DATA TO ECONFILE.

Remarks: Not enough data output an ECON file. Action:

input s

Check that data file.

are provided

data and instructions

to create

are available

in

NO PEAR CONPUTED(ONLY xx HYDRGGRAPH POINTS).

Remarks: Action: s

necessary

or options

Not enough points Check input

were present

data and revise

if

to compute hydrograph

peak.

necessary.

NO HYDROGRAPH POINTS EXCEEDTRUNCATED(or BASEFLOW) DISCHARGE(xxxxx.x CFS).

is not calculated since all hydrograph Remarks: Flow duration discharges are at or below the last point or baseflow. Hydrograph is still rising when truncated, or all baseflow. Do nothing if reasonable. Action: the main time increment and rerun before the peek is reached. .

The user might have to increase if the hydrograph is truncated

NO SIGNIFICANT PEAR FOUND, MAX DISCHARGE XXXXXX CFS AT XSECTION/STRK!TURExx/xxx. .

in the location shown above the Remarks: The hydrograph stored message did not vary in discharge by at least one cfs.

152 MESSAGES 0 - STR Action: error .

is

Is the subarea suzspected, run

too the

small for the program? Data Check Program.

If

an input

ORDER OF WAXIMUM PEAK CHANGEDWREN REACH ROUTED, XSEC xxx. OUTFLOW PEAK SHIFTED XXX.X HOURS.

-

Remarks: in a shift

The multiple peak: inflow hydrograph for X-SEC xxx resulted in order of the maximum peak when reach routed. If the time shift is negative the maximum outflow peak occurs before the maximum inflow peak due to an earlier inflow peak of lesser -magnitude. If the time shi.ft is positive, the maximum outflow peak oCCUl.5 at least Six hours tiOllOWing the maximum inflow peak and is .~related to another inflow peak of lesser magnitude. Action: Do nothing if multiple peaks are expected. This message If can explain a large change in peak times in the summary tables. check input data. multiple peaks are not expected, a

RESERVOIR ROUTING, STRUCTURE xx, TRUNCATED AT xxx POINTS WITH XxXxX.Xx AC-FT (Xx.Xx WATERSHEDINCHES) FX.OOD STORAGE REMAINING IN RESERVOIR AT ELEV. xxxxxx.xx

Remarks: The reservoir routing was truncated at the outflow hydrograph 400 point limitation or, if less than 400 points, the inflow hydrograph was probably truncated here. The remaining flood storage in the reservair can be added to the outflow hydrograph If volume and the sum compared with the inflow hydrograph volume. the structure has not been drawn down within the point limitation the r8maining volume includes the storage between the start routing elevation and zero discharge elevation in the structure rating table. This message is given when the storage volume remaining exceeds 0.05 inches of runoff. Action: input. .

Do nothing

if

volumes

are

reasonable.

If

not,

check the

STRUCTURE xx, USER ENTERED STARTING ELEVATION OR STRUCTURR TABLE STARTS xxx.xx FEET BELOW ASSUNED CREST ELEVATION AT TBIS CAN DECREASE OUTFLOW WDRCGBAPH VOLUME. xxxxxx.xx.

Starting elevation is below the point of significant flow R8sarks: This case can occur when a pool is in the structure rating table. below the principal spillway elevation due to prolonged drought or intense evaporation. Check if the starting elevation and outflow hydrograph Action: If not, examine all the parameters used in voluple are reasonable.' Since the starting elevation can not the routing for the problem.. be below the first point of the rating table and rating table Points the program finds the highest Point must be increasing in discharge,

153 MESSAGES STR - SU with insignificant discharge of less than 1 cfs. The crest elevation is-assumed at this point and the routing starts at a pool level below this assumed crest. Thus runoff volume will fill the void between the start routing elevation and the assumed crest elevation before significant outflow occurs.

.

STRUCl'URH xx, USER ENTERED STARTING ELEVATION (xXxXx.x FEET) CAN ADD xxx.xxx INCHES OF RUNOFF TO THE OUTFLOWHYDROGRAPH

VOLUME.

Remarks: Starting elevation is above the first point of the structure rating table. Volume in the pool at the start of routing will usually be drawn down before inflow exceeds outflow. The volume in the pool can also be drawn down whenever outflow exceeds inflow, especially on the tail of the hydrograph. This total amount of pool~volume drawn down will be added to the runoff volume, increasing the outflow volume. This case may occur when the reservoir storage is still filled with flow from a previous storm. If there is baseflow entering the reservoir the starting elevation can be set such that the baseflow will pass through the principal spillway. The pool is not drained below this starting elevation and' this message will not be displayed. Action: Check if the outflow volume is reasonable, adding the extra volume in the reservoir and subtracting any truncated outflow If not, hydrograph volume from the inflow hydrograph volume. examine all the parameters used in the routing for the problem. s

SUBWARYTABLE 1 FORMAT SIZE EXCEEDED,XSECTION/STRUCTD?ZE x]cx pXAX=v PEAXTIME = xxxxxx.xx PEAK ELEV. =--xx D.A. = -.xxRDNOFF = XXXXXX.XX STARTHRS. = -.xx

Remarks: One or more of the data items that follow this contains a value, that due to its magnitude, can exceed field size allowed in the file format used to save data Table 1. To avoid a system error when the file is read the problem data, dummy values containing all nines with sign are inserted in the file and used in Summary Table value, if not. all asterisks, is shown in the message. Action: .

Review input

data

for

errors,

if

value

message

the data for Summary and to flag a minus 1. The true

is not reasonable.

SUMARY TABLE 2 FORMAT SIZE EXCEEDED, XSEC. ID REACHxxx PF.AXINFLOW = xxxxxxxxxx COEFF. (x) = xxxxxx.xxxx FACTOR (k*) = XXXXXX.XXXX PEAK ouTFLCw= xxxxxxxxxx

of the data items that follow this message contains a value; that due to its magnitude, can exceed the data field size allowed in the file format used to save data for Summary Table 1. To avoid a system error when the file is read and to flag

.Remarks:

One or more

154 MESSAGEST - X the problem data, dummy positive or negative values containing all nines with a-minus sign if appropriate are inserted in the file-and used in Summary Table 2. The true value, if not all asterisks, is shown in the message. Action: .

TIME

Review input OF

datai for errors,

if value

is

not

reasonable.

CONCENTRATION EXCEEDS100 HRS, IS IT CORRECT?

= Remarks: Normally with watersheds less than 25 square miles in drainage area, the Tc is less than 100 hours. A review of the input data is shown after the data is indicated (the questionable Usually the decimal is missing in the Tc data field and message). the resultant value is greater than 100. If the Tc is correct proceed with the program. Action: Houever some consideration should be given to subdividing the watershed. e

XSECTION xxx FLOODPLAINLENGTHEXCEEDSCHANNELLENGTH.

length for a cross section may exceed the Remarks: The floodplain channel length when a straiight river reach occurs in a sinuous Floodplain to channel length ratios greater than 1.1 should valley. be checked to verify them. Action:

Redefine

reach lengths

if

in

error

and rerun.

155 REFERENCES American Society of Civil Engineers, Nomenclature for Manuals and Reports on Engineering Practice, Hydraul,ics, No. 43, New York, N.Y., 501 pp., 1962. USDA, Soil Conservation Service, Computer Program for Project Site Analysis (DAMSZ, Interim Formulation - Structure Technical Release No. 48 (TR-48), 1982, (not Version), published). USDA, Soil Conservation Service, Earth Dams and Reservoirs, Technical Release No. 60 (TR-60), 1985. USDA, Soil Conservation Damages (ECON 2),

Service, 1990.

Economics - Floodwater

USDA, Soil Conservation Service, Hydrology, National Engineering Handbook, Section 4, (NEH-4), 1985. USDA, Soil (in

Conservation

Service,

Hydrology

Note 2,

preparation).

USDA, Soil Conservation Service, Simplified Dam-Breach Routing Procedure, Technical Release No. 66 (TR-66), 1990. USDA, Soil Conservation Evaluation (URBl),

Service, 1990.

Urban Floodwater

Damage

USDA, Soil Conservation Service, WSP2 Computer Program, Technical Release No. 61 (TR-61), 1991. Wylie,

C.R., Edition,

Jr., Advanced Engineering Mathematics, McGraw-Hill Book Co., 813 pp., 1966.

.

Third

156

GLOSSARY A

A-

cross sectional

Acre - a unit

or end area,

of land area:

usually

equals

43,560

in square feet square

feet

Acre foot - A unit of volume equal to the amount of water that will cover one acre to a depth of one foot. Equals 43,560 cubic feet. Alternate - (1) A system of structural or non-structural measures in a watershed; (2) Index or label number associated with the identification of that system of measures. Antecedent moisture condition (AK) - The degree of wetness of the soil in a watershed at the beginning of a storm. The literature has used the Roman Numeral designations I, II, and III. ABC has been replaced by average runoff condition (ARC). ATT-KIN - See Modified

ATT-KIN

runoff condition (ARC) - The typical ARC used to develop the runoff curve numbers for a watershed, usually ARC II. The program input range is from 1 to 3. Average

- American National Standard Code for Information Interchange - standard code used to exchange information among data processing and communication systems.

ASCII

B

Bankfull segment

spill

- The elevation or capacity of the channel of a cross section just before flow is considered over into the floodplain.

discharge which Baseflow - The sustained or fair-weather persists after storm runoff and associated quick return It is usually derived from flow have been depleted. groundwater discharge or gradual snow or ice melt over extended periods of time, but need not be continuous flow. It can be based on annual or seasonal periods depending upon when major floods usually occur. C

cfs - A rate

of flow

(discharge)

in cubic feet

per

second.

cfs-hours - A unit of volume equal to ah herage For example, rate in cfs over one hour of time. flowing for 30 minutes is (150)'(.5) = 75 cfs-hrs. cfs hrs)(3600 sec/hr) = 270,000 cu. ft. CN-

See runoff

curve number (RCN).

flow

150 cfs = (75

to

157

Composite flood hydrograph - The hydrograph resulting when two or more hydrographs are added. It is computed by summing the incremental hydrograph ordinates. Cross section (stream or valley) - The shape of a channel stream or valley viewed in the direction of flow. In watershed investigations, it is determined by a line approximately perpendicular to the main path of waterflow along which measurements of distance and elevation are taken to define the cross-sectional or end area. Cross section rating - The elevation, area data representative of a reach.

discharge

of flow; given as cubic feet CSP - A rate square mile of drainage area (cfs/mi2).

Cubic feet D

per

second - A rate

of flow

and end

per second per

(cfs).

Data Code - required number 0 to 9 that signifies type of data in Column 2 of most input records.

the

Data Field - group of consecutive columns on an input record used to enter a specific type of data. Delta D - (1) The unit hydrograph time increment, in increment used to develop hours or (2) the computational a flood hydrograph. Default drive - The computer drive from which program is run. For example, c:a:TR20; where default drive and a: is the drive the program . Temporary files are always written to the give. Delta

the ~~-20 c: is the is stored default

T - see main time increment.

Dimensionless hydrographs by as basic units them units.

hydrograph - Made to represent many unit using the time to peak and the peak rates and plotting the hydrographs as ratios of See NEIi 4.

area of the watershed Drainage area - The surface draining into a stream at a given point, usually expressed in square miles or acres. E

ECON- option to obtain TR-20 output file the USDA, SCS, ECON2or DRBl Programs--see p. 155.

input into references on

for

ECONl - An USDA, SCS economics program to compute average annual damage for agricultural areas--see references on p. 155.

158 H

Hydrograph - (1) A graph showing, for a given point on a stream or for a given point in any drainage system, the discharge, stage, velocity or other property of water with respect to time. (2) Also, the tabular data from which the graph can be! plotted. Hydrograph Coordinates - The discharge values that define the hydrograph tabulated at the main time increment. Hydrograph storage location - A location within the computer program for storing a hydrograph. There are seven of these locations in which the user may place hydrographs according to the storage location numbers, 1 through 7.

I

ID - Abbreviation for identification. a cross section or structure identifying

Usually represents name.

Internal

time increment - The increment used by the program to develop runoff hydrographs before they are converted to the main time increment. J

Job - The execution of TR-20 from initialization at the JOB record through completion at the first ENDJOB record; may include any number of passes through the watershed.

K

- coefficient in the discharge valley storage relation, = kSm, that is applicable for the channel and valley ii reach. See Hydrology Note 2. Indicates k* - Nondimensioned reach length factor. relative amount of attenuation in a reach routing. L-

Reach length

in feet

of stream

or valley.

See reach.

L

Low ground - The lowest floodplain elevation in a cross It must be at or section outside of the channel banks. below the lowest channel bank.

M

m - (1) Exponent in the discharge valley storage for the channel and relation, Q = kSm, that is applicable valley reach. (2) Exponent in the discharge cross sectional area relation, Q = x~*, that is applicable for the channel and valley reach. Main time increment (IDelta t) - The increment used by the program for all routi:ng computations, adding of of hydrograph~coordinates. - _ hydrographs, and tabulations Xodified ATT-KIN - The Modified Attenuation - Kinematic Flood Routing Method. See Hydrology Note 2.

159 N

NEH-4 - SCS National Engineering (see references on p. 155.)

Handbook,

Section

4,

Hydrology

Null Stticture - A non-functional or dummy structure that is used to indicate a potential structure location for use in other alternatives. Useful in Setting up standard Control for without structure alternative. 0

Name and Number - The name (Col. 4 to 9) and reference number (Col. 11) 0 to 9, on most input They dictate the operation to be performed for records. each type of input data.

Operation required

0 - Outflow P

discharge

Control that ends storm and alternate

- The computer needed to read storage location.

tree structure, a specific file

Delta

(1) Total Discharge, in

runoff

runoff cfs.

9 - Discharge, Rainfall rainfall

drive, directory to from or write

Q - Incremental

Q-

R

cfs.

Pass - Each pass through the Standard with an ENDCKP record, includes each combination. Path file

Q

in

in

(depth) occurring

volume,

volume, in

in

watershed

watershed

inches,

and

inches. or

(2)

cfs. - The average depth in inches of over a watershed or subwatershed.

of stream or valley, selected Reach - A length generally constant hydrologic or hydraulic See stream characteristics for use in a study.

for reach.

- A single line of input data for computer Record It also can refer to a single line of processing. TR-20 records have a maximum length of output data. characters.

00

lake, tank, basin or other space, Reservoir - A pond, either natural in its origin or created in whole or in part by the building of engineering struotures, which is used for storage, regulation, and control of water. A computer processing term; the plading of a Runprogram into memory and execution of that program. In TR-20 one or more jobs can be processed within a Nn.

Runoff curve or less that the watershed.

number (CR) - A dimensionless relates runoff to the soil-cover Higher numbers mean greater

number of 100 Complex of See NM runoff.

4.

160 s

A measure of volume expressed in acre-feet, cfs-hours sor watershed inches; valley storage within a channel reach fpr a selected discharge. storm -- (1) A meteorological disturbance accompanied by such phenomena as rain, snow, hail, thunder and lightning, and wind. (2) A meteorological disturbance which is either unusual or of great magnitude, rate or intensity. Stream reach - A length of stream channel or valley selected for use in hydraulic or other computations. Separate reach lengths can Abe used for the channel and flood plain if a significant difference occurs within the reach. See reach. Subarea

- See subwatershed.

Subwatershed - A watershed that is part of larger watershed. It is analyzed separately when necessary in order to improve computational accuracy for results on a basis, or to get results for that area whole watershed separately. T

Delta

t

- See main

TC - See time

of

time

increment.

concentration.

Time of concentration (Tc) - the time, in hours it takes water from the hydraulically most distant point to reach a vatershed outlet. Tc varies with discharge but is See NM 4 for more information. often used as constant. Release number 20, a publication TR-20 - (1) Technical the SCS technical release series, which is the user manual for the computer program of the same name; (2) See computer program described in the user manual. reference list, p. 155.

in the

time for water to flow Travel time - (1) The average through-a reach or other stream or valley length that is A travel time can be pert of less than the total length. a Tc but is never the whole Tc; (2) The time it takes for a specific flov to pass through the entire reach, such as the peak travel time. u

- A discharge hydrograph Coming from one Unit hydrograph inch of direct runoff distributed.uniformly over the watershed, with the direct runoff generated at a uniform A vatershed may rate during the unit storm duration. have l-hour, 2-hour, etc. unit hydrographs.

161 URBlannual on p. W

Ah USDA, SCS economics floodwater damage for 155.

Watershed

- See drainage

program to urban areas.

compute average See references

area.

of volume equal to one inch off Watershed inch - A unit Watershed inches are water over the watershed. For example, one-half usually abbreviated as inches. inch of runoff from a 600-acre watershed will be a volume of 0.5 inches or (0.5)(600)(1/12) = 25 acre-feet. X

x - coefficient in the discharge cross sectional area relation, Q = xAm, that is applicable for the channel and valley reach. It is used as a routing coefficient on the REACH record.

Xsectn 2

-

See cross

Zero damage

section.

- The highest elevation or capacity at which floodwater damage is considered to occur It is usually at a cross section representing a reach. at or above low ground in the floodplain, but not higher tha~n the highest bankfull elevation.

no significant

162 CONVERSIONS MLI,TIPLIED

THESE UNITS: cfs cfs

davs dais

--

1.983 0.03719

cfs days per square mile cfs hours cfs hours per square mile cfs CfS

0.03719 0.08264 0.001550 1.983 724.0 448.8 0.6463

CSm

0.03719 13.57

cfs cfs

csm inches per hour inches per hour inches depth inches depth on 1 sq. AF (acre feet) AF

AF AF AF per

day

AF per square

mile U. S. gallons per day million U.S. gallons/day feet per second cubic feet imperial gallons inches inches feet acres acres gallons

(Il.

cubic acre-f

metus eat

cubic

feet

square

S.)

feet

square miles cfs-hours csm + Exact

0.3258 0.5042 0.01875 0.002228 1.547 0.6818 7.481 1.2~00 l 0.0254

pounds

.

mi.

645.3 1.008 53.33 53.33 0.5042 12.10 0.01875

conversion

+25.4 l 0.3048 0.40469 4046.9 3.7854 0.45359 l 1000.0 1233.5 0.028317 0.09290 2.590 101.94. 0.010933

BY:

GIVES: AF (acre feet) inches depth on 1 square mile inches depth

-

AF

inches

depth

AF per day Af per year

(365 days) U. S. gallons per min. million U. s. gallons/day inches depth per day inches depth per year (365 days) csm

cfs per acre AF per square

mile

AF

cfs

days hours inches depth on 1 sq. mi. million U. S. gallons cfs inches depth cfs cfs miles per hour U. S. gallons U. S. gallons cfs

meters millimeters meters hectares square meters liters kilograms liters cubic meters cubic meters square meters square kilometers cubic ~meters cubic meters/second fsq. kilometer t

APPENDIX

A-l

A

DESCRIPTION.OF

SAMPLE JOBS

SAMPLE JOBS Five sample jobs based on an example watershed Appendices B through F. The jobs are related increase in content and complexity from first of TR-20 are demonstrated.,

are shown in the in that they incremental: tc last as more features

(Appendix B) starts developing a single flood hydrograph on a headwater tributary and routing through a structure and a reach. Samnle

2

(Appendix intervening

C) shows area.

Samole

3

(Appendix a diversion

D) picks up another tributary of a constant flow.

samle

4

(Appendix E) uses a READHD from Sample 2 and demonstrates changes in the Tabular data and Standard Control. (Appendix F') is storms and four

the

addition

a full watershed alternatives.

Each job begins with a schematic sketch listing. TR-20 input forms and the initial displayed for the first sample job. The space, start the output listing with the Since the total output for Sample 5 with large, only parts have been selected for

of

it

a downstream

analysis

and

includes

with

in

the two

ends with the TR-20 output computer screens are only other sample jobs, to save 80-80 listing of the input. the options chosen is rather display.

and

The following list provides a guide to the program features where they and where they are referenced in thi are demonstrated in the Appendices, manual. The features are listed in alphabetical order by type of input or output and then by the individual operation or items under them. Only the first appearance of a feature is referenced; it may a~lso appeal in subsequent sample jobs. If multiple output pages are shown, the first page refers to the 80-80 list of input if pertinent and the seconc The reference page is the and succeeding pages to the output listing. location in the T'R-20 User's Manual where the feature is discussed.

A-2 FEATURE 86-80 Li8t Of Input Data BCQNfile PEAR-FLOWRecords TIME-FLOW Records Recutive Control Operations BASFLO Procedure

SAMPLEJOE INPDT/ODYPUT REFERENCE NUMBER PAGE eAGE 1 B-10 112

#I: Constant Procedure 12: Triangular COMPUTE Multiple for Pass Single for Pass Stores and Alternates Single Wultiple Tzero change ENDCNP ENDJOB INCREW Constant __ . varying not LIST All input not All rainfall tables not Current Cross Section and structure tables Current Rainfall table Current Standard Control Dimensionless Hydrograph Table Flow Duration Increment Table Flow Duration with ECONoption without ECGNoption Qraphias Files not Xntarrediato.Peaks IPEAKS PEARS

JOB rocotd ECON Peak Discharge output

ENDPLOT FDLLPRINT GRAPHICS NOPRINT PASS PLOT SumfARY

5 5 5 5

F-48 F-48

F-6/F-14

107, 38,

118 119

F-0/F-30

88 a9

1

D-I/D-15 B-7/B-12

92 91

1

B-l/B-12

91 91 92 93

3 5 3 1

F-6/F-35

1

D-4/D-15 B-718-16 B-7/B-19

33

1

B-7/B-12

90

shown

91

shown shown

88 88

5 5 5

F-6/F-9

F-6/F-12 P-6/ F-13

88 80 80

5

F-6/F-U

80

5

F-6/F-U

80

5 3 shown

F-S/F-40

D-410-14

31 38,71 30,119

5 5 1 5

F-0/F-45 B-3 F-5

107 107 29 31

5

F-48

118

F-0/F-45

File

not shown 1 not shown 2 not shown 3 2

33 B-3 c-3

D-3/D-5 C-3/C-8

31 33 32 32 32 32

A-3

FEATUREDMONSTRATED

SAMPLE JOB NUKBER

TR-20 -' WATERSHED ID Wodify standard control ALTER DELETE INSERT Tabulu Data DIWHYD Table 5 Standard Default not shown User Entered DURINC Table 5 Null structure 3 RAINFL Table Actual rainfall table 3 Proqrau defined table 5 Runoff option not shown READHD Table File Generated by Program 2 File Used in Program 4 1 STRUCT Table 1 XSECTW Table Bankfull Elevation 1 1 CFS Discharge not shown CSX Discharge Low Ground Elevation 3 3 Zero Damage Elevation Summary Tables 1 Tables 1, 2, 3 5 Tables 3A, 4 Standard control Operations 2 ADDHYD DIVERT Procedure #l: constant 3 flow Procedure #2: divide flow 5 1 ENDATA Output Options data 3 DUR - flow duration ELEV - hyd=vaPh 1 elevations 2 FILE - READHD file HYD - hY*ograPh 1 discharges 1 peak/volume p/v in summary 1 SUM - include REACH Using Cross Section Data 1 Using *x" and lrmn data 3

INPUT/OUTPUT PAGE

REFERENCE PAGC

B-3 B-3

29 31

F-7/F-21

103 103 102

F-7/F-21

F-?/F-21 F-11

43 43 38 42

F-5 D-4 D-3

44 44 46

F-12 C-3/C-l

71 47 42 40 40 40 40 41 40

E-3/E-S B-4 B-5 B-5 B-S D-3 D-3 B-3/B-17 F-S/F-45 c-3

/c-s

D-4/D-16 F-0,"-3C

116,

117 118 66

B-6

68 69 70

D-4/D-14

71

B-6/B-13

70

c-3

71

/c-7

B-6/B-12

70 70

B-6/B-17

71

B-6/B-15 D-4/D-12

64 65

B-6/8-12

A-4

DEXOikTRAT~ RESVOR Starting elev. given Starting elev. Null structure RUNOFF SAVNOV TXTL6

U8or 6oto8

left

SAMPLE JOB NUMBER

blardc

INPUT/OUTPUT PAGE

REFERENCE PA-

1

B-6/B-12

63

2 3 1 3 1 1

c-3/c-4 D-4/D-9 B-618-12 D-4/D-11 B-3/B-12 B-11

63 42 63 66 33 113

3-i APPENDIX B SAMPLE JOB NO. 1 Contee Schematic Input -~

Data Sheets

Computer Printout

Drawing

Screens

B -2 B-3 B -8 B - 10

3-z SCHEMATIC

DRAWING Sample [Structure

3F

SAMPLE

JoD NO. 1 1 in place

WATERSHED 1

LEGENO L r

Structure

Number 1

cross Section Klnber 1 (at dounstreen end of reach1 .f

1 5408

1.20 7z.331

Reech Length - Feet

Orarnage Aree - Square nlles Runoff Curve Number (Time of Cconcentretlon-Hours)

TR-20

-

JOB AND TITLE

U.S. so,L

CROSS JOE

TR-20

DLPARne4l OF *offIca.T’~-E ccNSEnv*TION SCnVlCE

SECTION #4aAlu

NAME PL

aat

STREAM PREPARED CHECKED

CROSS BY BY

@-I

SECTION

‘DATA DATE DATE

3/6/92

w.xwS”FET SCS--EHO-.?70A 2-00 PAGE OF

L -

U.S.

O~A”naNT

SOIL

cmsl%vAlIw

STRUCTURE

,100 Mwa4

TR-20

OF AcnIaJLTURE SERVICL

ID

bi

PREPARED

DATA

SK-

DATE DATE

CHECUEO BY

(0

I 25 - 36 pJ4]5ls]lalepI11y94p1~I~

I

STRUCTURE

(01 to 99)

!

Elevation

I

!

31 - 48

Discharge

I

!

40 - 60

Storoge

I

!

PAGE 1 OF 1 61 -

72

178 - 60

I

I ,

I

hoer,

,

I

,

. i

c

3-B

SOIL CONSERVATION SERVICE (SCS) U.S. DRPARTMRNTOF AGRICULTURE

!rR-20

PROJECT FORRULATION HYDROLOGY PCVRRSION 2.04TEST

. . . . . . . . . . . . . . . . . . . . . . . . . . . . DISCLAIRRR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Although this program has been tested by its contributor, NO warranty, expressed or implied, is made by the contributor, as to the accuracy and functioning of the Program and related program material nor shall the fact of distribution constitute any such warranty, and NO responsibility is assumed by the contributor in connection therewith. DO YOU WANT AN INPUT LIST WITH TIiE OUTPUT? INCLUDE THE LATEST TR-20 USER NOTES IN TNE OUTPUT? WRITE ALL WARNINGS ARD NESSAGES TO A SEPARATE FILE?

(Y or W Y (Y or N) Y (Y or N) n

SCS TR-20

PROJECT FORMULATION - RYDROLOGY,

VERSION 2.04TEST

+*+ WARNING +** Allow sufficient disk space for temporary and output files. The program disk may be replaced, if necessary, with the If *punch*@ output files are input data or scratch disk. generated, they are named with the user selected drive ID and file prefix along with standard program extensions. TR-20 temporary files are written on the default drive. ENTER INPUT DRIVE

ID and FILE

NAME:

)-->

b:al.dat

)--7

pm

or file choices: Output device (Device names) Printer = PRN Screen = CON ( =Y vary 1 File, enter drive ID and file name. ENTER OIJTPDT DEVICE (Default is b:11.ODT

or

FILE CHOICE:

l ****+rt**+++t+**BO-90

LIST

OF INPUT DATA

JOB TR-20 SAXPLE 1 : FULLPRINT JOB USES -- 24HR TYPE II STORM, FROM STR 1 TO XSEC 1 TITLE WITH FULLPRINT, CROSS SECTION DATA, & OUTPUT OPTIONS ON.' TITLE 001 1.00 508.50 2 XSECTN 503.50 0.0 0.0 a 100.00 505.21 57.25 a 300.00 506.74 118.20 a 600.00 508.26 169.25 a 624.56 508.50 200.00 a 1000.00 509.51 364.35 a 510.37 1500.00 a 662.99 511.07 2100.00 a 963.02 511.44 2500.00 a 1134.18 9 ENDTBL 01 3 STRUCT 521.5 0.0 a 17.0 521.6 3.0 a 18.0 521.8 15. a 20.2 522.0 33. a 22.5 522.2 a 25.0 522.4 % . a 28.0 526.2 948. 70. a 526.4 1009. 7s. a 526.6 1071. 80. a 527.2 a 1265. 95.

9 ENDTBL

01 1 6 1.2 01 6 7 521.5 6 RESVOR 2 7 5 5400. 6 REACH 3 001 ENDATA 0.1 7 INCREM 6 01 001 7 coH.PuT 7 ENDCKP . ENDJOB ; 6 RUNOFF

l +*Cl++***,t*,t*+t***,*****.*,***~D

75.

5.2

OF 80-80

1 11 1

0.33

1.0

22

LISTI+**.*+***+**++***.*,*.,,*,*,**

01

l! 2c

3( 41 5c 6( 7c

a( 9( lO( 11c 12c 13( 14( 15( 16[ 17c

la( 19c 2OC 21C 22c 23C 7 i 26C 27C

1 1 1

2ac 29c

01

3oc 31c 32C 33c 34c

B- i i -------------_____ TR20 ----________________-----------------------------JOB USES - 24HR TYPE II STORM, FROM STR 1 TO XSEC 1 SAMPLE1 03/06/92 53:20

WITH FULLPRINT,

CROSS SECTION DATA, & OUTPUT OPTIONS ON. JOB NO. 1 PASS 1

COMPDTER PROGRAM FOR PROJECT FORMULATION - HYDROLCGY

scs VERSION 2.04TEST PAGE 1

USER NOTES -

The Users' Manual for this program is SCS Technical Release 20 (TR-20), dated The ~~-20 program is no longer supported on the mainframe since al: April 1990. post 1986 program changes have only been in the IBM compatable microcomputer environnment. Compatable input and data check 01/30/90 and TR2OCX.EXE, version Major

changes

from the

1986

programs are TRZOINPT.EXE, II, which is forthcoming.

TR-20

microcomputer

version

version

III,

dated

are:

HYDROGRAPH GENERATION: program procedure to develop runoff hydrographs revised to preserve total hydrograph volume as well as the peak discharge. Hydrographs can contain up to four hundred main time increment points from the beginning of runoff. ATTXIN define ground peaked

ROUTING: seperate channel and floodplain lengths can be entered to additional storage in meandering channels below the representative elevation. Program changes have been made to better handle multiple hydrographs.

F'qW DURATION:

can

be obtained

OUTPUT 80 COLIJBNS: Output

if

fits

requested.

80 column

paper.

Hydrograph

over 100 cfs are rounded and shown as whole numbers. ERRORS,WARNINGS, AND MESSAGES: expanded LIST

OPTIONS:

INTERMEDIATE

can print

all

PEAKS: requires

or

selected

new

and updated. parts

IPEAXS record.

of

input

data.

coordinates

low

B-l-2 TR*ly

-------------------_------------------------------------------------

SAMPLE

1

03/06/92 07:53:20

scs

JOB USES - 24HR TYPE II STORM, FROM STR 1 TO XSEC 1 WITH FULLPRINT, CROSS SECTION DATA, 6 OUTPUT OPTIONS ON. PASS 1 JOB NO. 1

VERSIO! 2.C4TES' PAGE

EXECUTIVE CONTROL INCRM

MAIN TIME INCREMENT =

EXECUTIVE CONTROL COBIPUT STARTING TIME = ANT. RUNOFF COND. i"i ALTERNATE NO. = 1

FROM STRU1 TO XSECTION 1 320 RAIN DEPTH = 5.20 RAIN DURATION = 1.00 MAIN TIME INCRMENT = 100 HOURS STORH NO. = 1 'RAIN TABLE NO. = 2

.lOO HOURS

OPERATION RUNOFF STRUCTURE 1 OUTPUTHYDROGRAPH= 6 AREA= 1.20 SQ MI INPUT RUNOFF CURVE = 75. TIME OF CONCENTRATION = COMPUTEDINTERNAL TIME INCREME!NT= -0440 HOURS PEAK TIME(HRS) 12.09 HRS 0.60 9.40 10.20 11.00 11.80 12.60 13.40 14.20 15.00 15.80 16.60 17.40 18.20 19.00 19.80 20.60 21.40 22.20 23.00 23.80 24.60

PEAK DISCHARGE(CFS) 2128.1

310

.33 HOURS PEAK ELEVATION(FEET; (RUNOFF)

HYDROGRAPHPOINTS FOR ALTERNATE = 1, STORM = 1 MAIN TIME INCREMENT = ,100 hr, 1.20 DRAINAGE AREA = CFS 47 4.00 5.17 6.40 1;09 1.92 2.90 CFS 17.73 8:80 9.95 15.73 11.13 12.43 13.95 CFS 22.36 25.18 40.01 45.16 28.34 31.79 35.59 CFS 152 58 65 119 74 86 101 CFS 752 534 1073 1690 1106 1826 2125 CFS 196 425 211 341 288 253 229 CFS 175 136 130 166 150 143 158 CFS 104 119 115 108 106 113 110 CFS 87.05 99.56 97.48 89.15 95.41 93.33 91.26 72.22 CFS 73.27 82.82 80.68 78.56 76.48 74.67 66.02 CFS 66.76 70.52 69.75 69.00 67.50 68.25 CFS ~59.96 64.50 63.75 61.48 60.72 63.00 62.24 53.79 CFS 54.57 58.42 57.66 55.34 56.89 56.11 47.53 CFS 48.31 52.24 51.45 50.67 49.89 49.11 42.22 42.52 CFS 45.96 45.16 44.37 43.61 42.97 40.92 41.07 CFS 41.83 41.66 41.36 41.22 41.51 39.74 39.88 CFS 40.63 40.48 40.33 40.18 40.03 38.54 38.69 CFS 39.44 39.29 39.14 38.99 30.84 37.33 37.48 CFS 38.24 38.08 37.93 37.63 37.78 5.42 11.63 CFS 37.02 36.87 22.59 36.63 33.31 CFS 1.21 .55 .24

RUNOFF ABOVE BASEFLDW (BASEFLDW = .OO CFS) 2021 CFS-HRS; 2.61 WATERSHEDINCHES; OPERATION RESVOR .sTRucTuRE INPUT HYDROGRAPH6 SURFACE ELEVATION =

1

OUTPUT HYDROGRAPH7 521.50

167.0

SQ.MI. 7.62 19.91 Sl.Of26 553 185 124 102 84.94 71.33 65.26 59.19 53.01 46.74 42.00 40.77 39.58 38.38 37.17 2.57

ACRE-FEET.

%TRZO -------------------------------------------------------------------SAMPLE 1 JOB USES - 24HR TYPE

03/06/92 :53:20

WITH FULLPRINT,

PEAK TIME(HRS) 12.35 HRS a.50 a.50 9.30 9.30 10.10 10.16 10.90 10.90 11.70 11.70 12.50 12.50 13.30 13.30 14.10 14.10 14.90 14.90 15.70 15.70 16.50 16.50 17.30 17.30 la.10 la.10 la.90 la.90 19.70 19.70 20.50 20.50 21.30 21.30 22.10 22.10 22.90 22.90 23.70 23.70 24.50 24.50 25.30 25.30 26-10

-:

scs

II STORM, FROM STR 1 TO XSEC 1 CROSS SECTION DATA, h OUTPUT OPTIONS ON. PASS 1 JOB NO. 1 PEAK DISCHARGE(CFS) 928.9

I 5 -

VERSIOh 2.04TESI PAGE ?

PEAK EL!ZVATION(FEET) 526.12

HYDROGRAPHPOINTS FOR ALTERNATE = 1, STORM = 1 MAIN TIME INCREMENT = .lOO hr. DRAINAGE AREA = 1.20 CFS .oo 01 . 03 06 .12 .20 .31 521:50 521.50 ELEV 521.50 521:50 521.50 521.51 521.51 .79 CFS . 61 1.00 1.24 1.49 1.78 2.10 521.53 521.53 ELEV 521.52 521.54 521.55 521.56 521.57 3.55 4.44 CFS 2.86 5.43 6.51 7.71 9.04 521.61 ELEV 521.60 521.62 521.64 521.66 521.68 521.70 14.03 16.58~ CFS 12.17 19.91 23.69 28.07 33.20~ ELEV 521.75 521.78 521.82 521.85 521.90 521.95 522.00 74 CFS 51 183 383 923 634 a34 522.36 ELEV 522.17 522.86 523.73 524.82 525.70 526.09 a19 CFS 881 751 682 617 505, 558 525.64 ELEV 525.34 525.91 525.04 524.75 524.49 524.26 378 CFS 415 345 316 291 268 248 ELEV 523.87 523.71 523.56 523.44 523.33 523.14 523.23 199 CFS 214 186 175 165 156 148 522.93 522.87 ELEV 522.99 522.82 522.78 522.74 522.70 130 CFS 135 125 120 116 109 113 522.62 ELEV 522.60 522.65 522.58 522.56 522.55 522.53 100 CFS 97 103 94 92 89 87 522.49 ELEV 522.48 522.50 522.47 522.45 522.44 522.43 80.63 CFS 78.99 82.45 78.35 77.70 76.39 77.05 522.41 ELEV 522.42 522.40 522.39 522.38 522.39 522.38 74.37 CFS 75.05 73.69 73.00 70.92 72.31 71.62 522.36 ELEV 522.37 522.36 522.35 522.34 522.35 522.34 68.79 CFS 69.50 68.08 67.36 65.18 66.63 65.91 522.29 522.30 522.32 522.32 522.31 522.31 522.30 ELEV 59.24 60.74 59.99 62.97 63.71 62.23 61.49 CFS 522.24 522.25 522.25 522.27 522.28 522.27 522.26 ELEV 53.18 53.93 56.97 57.73 56.21 55.45 54.69 CFS 522.19 522.21 522.20 522.22 522.23 522.22 522.21 ELm 48.26 48.77 51.10 50.47 49.88 49.31 CFS 51.76 522.15 522.16 522.15 522.17 522.16 522.17 ELN 522.18 44.92 45.65 45.28 46.03 46.86 47-31 46.44 CFS 522.11 522.12 522.12 522.13 522.13 522.12 522.14 ELEV 42.49 42.76 43.33 43.04 43.93 44.25 43.62 CFS 522.09 522.09 522.10 522.10 522.10 522.10 522.11 ELEV 40.59 40.81 .41.03 41.73 41.50 41.26 41.98 CFS 522.07 522.07 522.08 522.08 522.08 522.08 522.09 ELEV 37.06 38.49 39.25 39.56 39.96 40.17 39.76 CFS 522.04 522.05 522.06 522.07 522.06 522.06 522.07 ELEV 24.09 22.58 25.69 29.20 27.40 31.10 33.05 CFS 521.88 521.90 521.94 521.92 521.98 521.96 522.00 ELEV 13.90 14.55 15.31 18.59 17.43 16.34 19.84 CFS 521.78 521.79 521.80 521.81 521.84 521.83 521.85 ELEV 9.69 10.14 10.61 12.15 11.10 11.61 12.71 CFS

SO.MI. .44 521.51 2.46 521.58 10.52 521.73 40.06 522.07 924 526.09 457 524.05 230 523.06 141 522.67 106 522.52 84 522.42 75.72 522.37 70.21 522.33 64.45 522.28 58.49 522.24 52.45 522.19 47.77 522.14 44.58 522.11 42.23 522.09 40.38 522.07 35.14 522.02 21.16 521.87 13.29 521.77 9.27

TR20 -------------------------------------------------------------------JOB USES - 24HR TYPE II STORM, FROM STR 1 TO XSEC 1 SAMPLE1 WITH FULLPRINT, CROSS SECTION DATA, h OUTPUT OPTIONS ON. 03 /06/92 JOB NO. PA6iS 1 1 07:53:20 26.10 26.90 26.90 27.70 27.70 ,28.50 28.50

ELEV CFS

ELF?? CFS

ELEV CFS

ELEV

29.30 29.30

CFS

30.10

CFS

ELEV

30.10

ELEV

30.90 30.90 31.70

CFS ELFX

CFS

31.70

ELEV

32.50 32.50 33.30 33.30 34.10

CFS

ELEV CFS ELEV

CFS

34.10

ELEV

34.90 34.90 35.70 35.70 36.50 36.50 37.30 37.30 38.10 38.10 38.90 38.90 39.70 39.70 40.50 40.50 41.30 41.30 42.10 42.10 42.90 42.90 43.70 43.70 44.50 44.50 45.30 45.30

CFS ELEV

CFS ELEV CFS ELEV

521.76 8.-86

521.70 6.18 521.65 4.31 521.62 3.00 521.60 2.46 521.58 2.02

521.75 a.47 521.69 5.90 521.65 4.12 521.62 2.93 521.60 2.40 521.58

CFS ELEV CFS ELEV CFS ELEV CFS ELEV CFS ELEV

CFS ELEV CFS ELEV

5.64 521.64 3.93 -521.62 2.86 521.60 2.34 521.58

521.57 1.66 521.56 1.36 521.55 1.11 521.54 .91 521.53

1.97 521.57 1.61 521.55 1.32 521.54 1.09 521.54 .89 521.53

.75 521.52 .61 521.52 .50 521.52

.73 521.52 -60 521.52 .49 521.52

521:::

521.::

.34 521.51 .28 521.51 .23 521.51 521.51 .&5 521.51 .13 521.50

:33 521.51 .27 521.51 .22 521.51 .I8 521.51 .I5 521.51 .12 521.50

.lO 521.50

.lO 521.50

521.56 .lO 521.50

.08 521.50 .07 521.50 .06 521.50

.08 521.50 .07 521.50 .06 521.50

.08 521.50 .07 521.50 .05 521.50

CFS ELEV CFS ELE?J CFS ELF? CFS ELEX

521.74 a.09 521.68

.19

1.92 521.56 1.58 521.55 1.29 521.54 1.06 521.54 .a7 521.53 .71 521.52 . 58 521.52 .48 521.52 .39 521.51 .32 521.51 .26 521.51 .22 521.51 -18 521.51 .15 521.50 .12

521.73

521.73

521.72

521.71

7.74 521.68 5.39 521.64 3.76

7.40 521.67 5.16 521.64 3.60

521.61 2.79 521.59

521.61

7.07 521.67 4.93 521.63 3.44 521.61 2.65

2.28 521.58 1.87 521.56 1.54 521.55 1.26 521.54 1.03 521.53 .85 521.53 .69 521.52 .57 521.52 .47 521.52 .38 521.51 -31 521.51 .26 521.51

2.23 521.57 1.83 521.56 1.50 521.55 1.23 521.54

6.76 521.66 4.71 521.63 3.29 521.60 2.59 521.59 2.12 521.57 1.74 521.56 1.43

.21 521.51 .17 521.51 .14 521.50 .12 521.50

.lO 521.50 .08 521.50 .06 521.50 .05 521.50

2.72

521.59

1.01 521.53 .83 521.53 .68 521.52 .56 521.52 .46 521.52 .37 521.51 .31 521.51 .25 521.51

.21 521.51 .17 521.51 .14 521.50 .ll 521.50 .09 521.50 .08 521.50 .06 521.50 .05 521.50

521.59 2.17 521.57 1.78 521.56 1.46 521.55 1.20 521.54 .98 521.53 .81 521.53 .66 521.52 .54 521.52 .44 521.51 .36 521.51 .30 521.51 .25 521.51 .20 521.51 .16 521.51 .14 521.50

521.55 1.17 521.54 .96 521.53 .79 521.53 .65 521.52 .53 521.52 .43 521.51 .36 521.51 .29

521.51 .24 521.51 .20

521.51 .16 521.51 .13

s,-s _ VERSIOh 2.04TES’

PAGE 521.70 -

6.46 521.66 4.50 521.63 3.14 521.60 2.52 521.58 2.07 521.57 1.70 521.56

1.39 521.55 1.14 521.54 .94 521.53 .77 521.53 .63 521.52 .5* 521.5. .42 521.51 .35 521.51

.2a 521.51 .23 521.51

19 521:51 .16 521.51

521.50

.13 521.50

.ll 521.50

.ll 521.50

.ll 521.50

.09 521.50 .07 521.50 .06 521.50 .05 521.50

-09 521.50 .07 521.50 .06 521.50 .05 521.50

.09 521.50 .07 521.50 .06 521.50 .05 521.50

--i-Y TR20 ------------______-------------------------------------------------SAMPLE 1 JOB USES - 24HR TYPE II STORM, FROM STR 1 TO XSEC 1 03/06/92 WITH FULLPRINT, CROSS SECTION DATA, h OUTPUT OPTIONS ON.

53:20

46.10 46.10 46.90 46.90 47.70 47.70

PASS CFS

ELEV CFS

ELEV CFS

ELEV

,05 521-50 .04 521.50 .03 521.50

.05 521.50 .04 521.50 .03 .521.50

1

04 521:SO 04 521:50 .03 521.50

JOB

1

NO.

04 521:50 .04 521.50 .03 521.50

.04 521.50 .03 521.50 .03 521.50

RUNOFF ABOVE BASEFLDW (BASEFLOW = .OO CFS) 2.61 WATERSHEDINCHES; 2021

CFS-HRS;

.04 521.50 .03 521.50 .03 521.50

scs VERSION

2.04TES PAGE

-04 .04 521.50 521.50 03 .03 521:50 521.50

167.0

ACRE-FEET.

OPERATION REACH XSECTION 1 INPUT HYDRDGRAeH7 OUTPUT HYDROGRAPH5 CHMNEL LENGTH = 5400.00 FT INPUT F RATING CURVE REPRESENTATIVE OF REACH COMPUTEDCOEFFICIENTS RELATED TO CROSS SECTION AREA, x= .4x, MODIFIED ATT-KIN ROUTING COEFFICIENT = .25, PEAK TRAVEL TIME = PEAX TIME(HR.9) 12.70 HRS

9.50 10.30 11.10 11.90 12.70 13.50 14.30 15.10 15.90 16.70 17.50 18.30 19.10 19.90 20.70 21.50 22.30 23.10 23.90 24.70 25.50 26.30 27.10 27.90 28.70 29.50 30.30

PEAK DISCHARGE(CFS) 7.31. 5

n = 1.35 .40 HOUR

PEAK ELEVATION(FEET 508.79

HYDRDGRAPHPOINTS FOR ALTERNATE = 1, STORM = 1 DRAINAGE AREA =~ 1.20 MAIN TIME INCREMENT = -100 hr, CFS 1.64 .43 .57 .73 .92 1.13 1.37 2.34 7.17 CFS 2.86 3.49 4.24 5.09 6.07 9.79 CFS 11.47 13.55 16.06 22.52 26.85 19.02 633 CFS 43 78 153 272 411 537 581 CFS 725 731 719 694 660 622 308 CFS 500 462 393 362 334 426 175 CFS 264 244 212 198 186 227 120 CFS 156 149 135 130 125 142 93 112 98 95 CFS 108 105 101 79.88 78.85 87.82 85.64 82.32 81.02 CFS 83.84 72.43 73.16 73.90 CFS 77.04 76.21 74.65 75.42 66.66 67.38 68.11 CFS 70.99 70.27 68.83 69.55 60.76 61.51 65.20 62.25 CFS 64.46 63.73 62.99 54.73 55.48 CFS 59.26 58.51 57.00 56.24 57.75 49.50 50.06 CFS 53.28 52.59 51.27 50.65 51.92 46.18 45.78 48.44 46.59 CFS 47.94 47.02 47.47 43.12 43.41 45.04 43.71 CFS 44.69 44.03 44.35 41.08 41.31 42.57 41.55 CFS 42.30 41.79 42.04 38.03 38.97 39.60 40.63 40.42 39.97 CFS 40.20 25.88 27.43 35.39 29.02 CFS 33.86 30.64 32.26 16.04 16.95 17.95 22.96 21.59 19.06 CFS 20.29 10.84 11.36 14.46 11.90 CFS 13.76 12.48 13.10 7.52 7.87 8.24 9.89 9.44 CFS. 8.62 9.02 5.24 5.48 5.74 6.87 6.57 CFS 6.00 6.28 3.65 3.82 4.79 4.00 4.58 4.18 CFS 4.38 2.76 2.84 3.35 2.93 3.23 3.02 CFS 3.12 2.24 2.30 CFS 2.62 2.55 2.36 2.42 2.48

SQ.M 1.94 8.40 32.90 694 540 285 165 116 90 77.91 71.71 65.93 60.01 54.00 48.96 45.40 42.84 40.85 36.80 24.39 15.22 10.35 7.19 5.01 3.49 2.69 2.19

B-lb TR20 ----------_--------------------------------------------------------JOB USES - 24HR TYPE II STORM, FROM STR 1 TO XSEC 1 SAMPLE 1 03/06/92 WITH FULLPRINT, CROSS SECTION DATA, & OUTPUT OPTIONS ON. 1 07:53:20 PASS 1 JOB NO. 31.10 31.90 32.70 33.50 34.30 35.10 35.90 36.70

CFS CFS

CFS CFS CFS CFS

CFS CFS

2.08 1.70 1.40 1.14 .94 .77 .63 .52

2..13 l-.75 1.43 1.17 .96 79 :65 .53

RUNOFF ABOVE BASEFLOW 2.61 EXECUTIVE

CONTROL END-

2.03 1.66 1.36 1.12 .92 .75 .62 .50

(BASEFLOW =

WATERSHED INCHES;

scs VERSI( 2.04TE' PAGE

1.98 1.62 1.33 1.09 .89

1.93 1.58 1.30 1.06 .87

1.88 1.54 1.26 1.04 .85

1.84_ 1.50 1.23 1.01 .83

1.71 1.4; 1.2c .95 .83

:60 73 .49

.71 .58

-70 .57

.68 .56

.6C .5r

.OO

CFS)

2021

CFS-HRB;

CONPUTATIONS COMPLETED FOR PASS

167.0 1

ACRE-FEET. 33c

TQ()

----_---------------------------------------------------------------

SAMPLE 1 03/M/92 53:20

scs

JOB USES - 24HR TYPE II STORM, FROM STR 1 TO XSEC 1 WITH FULLPRINT, CROSS SECTION DATA, h OUTPUT OPTIONS ON. SUMMARY, JOB NO. 1

-

VERSION 2.04TEST

PAGE

7

SUMMARY TABLE1 ----------m__-_ SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CHARACTER FOLLOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES: T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAF'EK F-FLAT TOP HYDROGRAPH

XSECTION/

STANDARD

STRUCTURE ID

CONTROL

OPERATION

DRAINAGE G%

RAINFALL

RUNOFF AMOUNT (INI

5.20 inches AND 24.00 OF ARC 2 RAINTABLE NUMBER 2, MAIN TIME INCREMENT .lOO HOURS

hr

PEAK DISCHARGE ---------------------------------ELEVATION TIME RATE (-9 (m WV

DURATION,

BEGINS AT

RATE t-1

.o hrs.

ALTERNATE

STORM 1 1 __------------------------1.20 STRUCTURE 1 RUNOFF 1.20 STRUCTURE 1 RESVOR 1.20 1 REACH XSECTION

2.61 2.61 2.61

mm526.12 508.79

12.09 12.35 12.78

2128' 929 732

1773.33 ?FTQ*P [email protected] 0

,-. L-i l-R20

r:

--------------------------------------------------------------------

SAMPLE 1 03/06/92 07:53:20

c&-s

JOB USES - 24HR TYPE II STORM, FROM STR 1 TO XSEC 1 WITH FULLPRINT, CROSS SECTION DATA, h OUTPUT OPTIONS ON. SUKNARY, JOB NO. 1

MODIFIED QUESTION MARK (1)

FLOOD ----------XSEC REACH PLAIN TIME ID LENGTH LENGTH PEAK (fi) (CW ow (Fm BASEFLOW IS

VERSION 2.04TEST PAGE

S-Y TABLE 2 --------------ATT-KIN REACH ROUTING IN ORDER PERFORMED. AFTER: OUTFLOW PEAK - MAX. NultBER ROUTING ITERATIONS LENGTH FACTOR - VALUE K* GREATER THAN 1.0; ATT-KIN COEFF - VALUE C GREATER THAN 0.667. HYDROGRAPH INFORMATION -----------------------OUTFLOW INFLOW

-----------

PEAK CC=)

TIME uw

-

USED;

ROUTING PmERS ----_-------------------------Q-A EQ. PEAK ATT----------LENGTH RATIO KIN COEFF POWER FACTOR Q/I COEFF w (k*) w (0’) (Cl

.O CFS

ALTERNATE 1 --------------------------1 5400

STORM 924

1 12.4

731

12.8

.42

1.35

.129

.792

.25

TRtO ---_---------------------------------------------------------------SAMPLE 1 JOB USES - 24HR TYPE II STORM, FROM STR 1 TO XSEC 1 WITH FULLPRINT, CROSS SECTION DATA, & OUTPUT OPTIONS ON. 03/06/92 53:20 SUMMARY, JOB NO. 1

scs . VERSIOl 2.04TEST. PAGE :

SUMMARY TABLE 3 --------------STORM DISCHARGES (CFS) AT XSECTIONS AND STRUCTURES FOR ALL ALTERNATES QUESTION MARX (1) AFTER: OUTFLOW PEAK - RISING TRUNCATED HYDROGRAPH. DRAINAGE

XSECTIONf STRUCTURE ID STRUCTURE 1 --------------------------ALTERNATE

(SF%) 1.20

929

1

XSECTION

1 --------------------------ALTERNATE

STORM NUMBERS.......... 1

1.20 1

732

TR20 ___----------------------------------------------------------------JOB USES - 24HR TYPE II STORM, FROM STR 1 TO XSEC 1 SAMPLE 1 WITH FULLPRINT, CROSS SECTION DATA, h OUTPUT OPTIONS ON. 03/06/92

END OF

1 JOBS IN THIS

scs

RUN

TR-20, VERSION 2.04TEST SAMPLE 1 FILES

INPUT = b:al.dat OUTPUT = pm FILES

$-s VERSION 2.04TEST

, GIVEN DATA FILE , DATED 03/06/92,07:53:20 GENERATED - DATED 03/06/92,07:53:20 NONE !

TOTAL NDBBER l

OF WARNINGS =

**

TR-20

0,

MESSAGES =

RUN COMPLETED

l

**

0

C-l APPENDIX

c

SAMPLE JOB NO. 2 Contenta Schematic Printout

Drawing

c-2 c-3

c-2 SCHEMATIZ

DRAWING Sample (Structure

OF

SAMPLE

WATERSbE

Jots No. 2 1 In place1

LEGENO L r

Structure

Numixr 1

Croae Section MJmmr 1 let downstrem end of reach1 3-

I 5488

ReeUt Lengtn - Feet

1.20 7% .33 1

Oremsge Runoff

rree - Square nlles

Curve NunDer (Tine

Intervening

area

of Concentretlon-Hours1

c -3 L+*rt*err+*t++*8~-8(J

LIST

OF

INPUT

DATA

FOR

TR-20

HYDROLOGYf**~“t~~‘t**t++tt

JOB TR-20 SAMPLE 2 SUMMARY TITLE JOB USES ‘- 24HR TYPE II STORM, FROM STR 1 TO XSEC 2 TITLE WITH NOPRINT, SUMMARY, ADDHYD, & PEAK-VOL, HYD h FILE OPTIOBS.2 XSECTN 001 508.50 1.00 8 503.50 0.0 0.0 8 100.00 505.21 57.25 300.00 8~ 506.74 118.20 600.00 8 508.28 189.25 624.56 8 508.50 200.00 509.51 1000.00 8 364.35 1500.00 8 510.37 662.99 8 511.07 2100.00 963.82 511.44 2500.00 8 1134.18 9 EBDTBL 2 XSECTN 002 1.00 501.27 8 496.27 0.0 0.0 8 498.24 90.00 66.78 8 499.98 270.00 138.93 8 441.18 501.27 200.00 8 501.66 540.00 235.25 8 900.00 502.80 530.50 8 504.43 1960.00 1237.82 9 EBDTBL .T..STRUCT 01 0.0 17.0 521.5 3.0 18.0 521.6 15. 521.8 20.2 522.0 33. 22.5 54. 25.0 522.2 79. 28.0 522.4 948. 526.2 70. 1009. 75. 526.4 1071. 80. 526.6 1265. 95. 527.2 9 ENDTBL 6RUNOFFl 01 6 1.20 0.33 75. 6 RESVOR 2 016 7 11 6 REACH 3 001 7 5 5400. 1 6 RUNOFF 1 001 6 0.46 76. 1.07 1 6 ADDBYD 4 001 567 11 1 6REACB 3 002 7 5 3000. EBDATA 7INCREM6 0.1 2 2 01 01 7 COMPUT~7 01 002 5.2 1.0 EBDCBPl ENDJOB 2 tttt***+t*,++t*:******.***,**,,**~D

OF 80-80

LIST*,+‘+‘++.,‘*+*++*,,**.*****,***

1 2 3 4 5 6 7 8 9 10 11 12 13 14, 15, 16; 17i 18' 19( 2oc 21( 22( 231 24( 25t' 26( 271 281 29( 3oc 31( 32( 33( 34[ 35( 36( 37( 38f 39( 4oc 41t 42C 43c 44c 45c 46(

TR20

---------------_----------------------------------------------------

SAMPLE 2

03/06/92

07:55:47

scs

JOB USES - 24HR TYPE II STORM, FROM STR 1 TO XSEC 2 VERSIC WITH NOPRINT, SUMMARY, ADDHYD, h PEAK-VOL, HYD h FILE OPTIONS.S.OITEI JOB NO. 1 PASS 1 PAGE

EXECUTIVE CONTROL INCRE!N

NAIN TINE INCRMENT =

EXECUTIVE CONTROL CONPUT STARTING TIME = 00 ANT. RUNOFF COND. 2 2 ALTERNATE NO. = 1

FROM STRUCTURE 1 TO XSECTION 2 440 RAIN DEPTH = 5.20 RAIN DURATION = 1.00 MAIN TIME INCRENENT = .lOO HOURS STORM NO. = 1 RAIN TABLE NO. = 2

OPERATIbN REACH PEAK TIME(HRS) 12.78

XSECTION

.lOO HOURS

430

1 PEAK DISCHARGE(CFS) 731.5

HYDROGRAPHPOINTS FOR HRS MAIN TIME INCRMENT = .lOO 9.50 CFS .43 .57 .73 10.30 CFS 2.34 3.49 2.86 11.10 CFS 9.79 11.47 13.55 11.90 CFS 43 78 153 12.70 CFS 725 731 719 13.50 CFS 500 462 426 14.30 CFS 264 244 227 15.10 CFS 156 149 142 15.90 CFS 112 108 105 I37.82 16.70 CFS 85.64 83.84 17.50 CFS 77.04 76.21 75.42 18.30 CFS 70.99 70.27 69.55 ,65.20 19.10 CFS 64.46 63.73 19.90 CFS 59.26 58.51 57.7s 20.70 CFS 53.28 52.59 51.92 21.50 CFS 48.44 47.94 47.47 22.30 CFS 45.04 44.69 44.35 23.10 CFS 42.57 42.30 42.04 23.90 CFS 40.63 40.42 40.20 24.70 CFS 35.39 33.86 32.26 25.50 CFS 22.96 21.59 20.29 26.30 CFS 14.46 13.76 13.10 27.10 CFS 9.89 9.44 9.02 27.90 CFS 6.87 6.57 6.28 28.70 CFS 4.79 4.58 4.38 29.50 CFS 3.35 3.23 3.12 30.30 CFS 2.62 2.55 2.48 31.10 CFS 2.13 2.08 2.03 31.90 CPS 1.75 1.70 1.66 1.40 32.70 CFS 1.43 1.36 33.50 CFS 1.17 1.14 1.12 34.30 CFS .96 .94 .92 .77 35:lO CFS .79 .75

PEAK ELEVATION(FEET 508.79

ALTERNATE = 1. STORH = 1 DRAINAGE AREA = 1.20 1.64 192 '1.13 1.37 7.17 4.24 5.09 6.07 16.06 26.85 19.02 22.52 633 272 411 537 581 694 660 622 308 393 362 334 175 212 198 186 135 i30 120 125 93 101 95 98 78.85 82.32 81.02 79.88 72.43 74.65 73.90 73.16 66.66 68.83 67.38 68.11 60.76 61.51 62.99 62.25 54.73 57.00 55.48 56.24 49.50 50.06 SO.65 51.27 45.78 46.18 47.02 46.59 43.12 43.41 44.03 43.71 41.08 41.31 41.79 41.55 38.03 38.97 39.97 39.60 25.88 27.43 29.02 30.64 16.04 16.95 17.95 19.06 10.84 11.36 11.90 12.48 7.52 7.87 a.24 8.62 5.24 5.48 5.74 6.00 3.65 3.82 4,.00 4.18 2.76 2.84 2.93 3.02 2.24 2.30 2.36 2.42 1.84 1.88 1.93 1.98 1.50 1.54 1.58 1.62 1.23 1.26 1.30 1.33 1.01 1.04 1.06 1.09 .83 .85 .87 .a9 .68 .70 .71 .73

hr.

SQ.MI

1.94 8.40 32.90 694 540 28' 16 116 90 77.91 71.71 65.93 60.01 54.00 48.96 45.40 42.84 40.85 36.80 24.39 15.22 10.35 7.19 5.01 3.49 2.69 2.19 1.79 1.47 1.20 .99 .E .6r.

TR20

_-------------------------------------------------------------------

scs

-

JOB USES - 24HR TYPE II STORM, FROM STR 1 TO XSEC 2 SAMPLE 2 VERSIOR 03/06/92 WITH NOPRINT,~SUMHARY, ADDHYD, & PEAX-VOL, HYD h FILE OPTIONS.2.04TEST 55:4-I PASS 1 JOB NO. 1 PAGE 2 35.90 36.70

CFS CFS

RUNOFF ABOVE

..65 ‘-53

8.80 9.60 10.40 11.20 12.00 12.80 13.60 14.40 15.20 16.00 16.80 17.60 18.40

19.20 20.00 20.80 21.60 22.40 23.20 24.00 24.80 25.60 RUNOFF

XSECTION

8.80 9.60 10.40 11.20 12.00 12.80 13.60 14.40 15.20

16.00 16.80

.60 .49

.58

.57

.OO CFS) 2021 CFS-HIS;

-56

167.0

349 124 63.46 43.84 35.62 29.65 26.42 23.93 21.51

CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS ABOVE

19.07 16.99 16.11 15.59 15.11 14.64 6.60 .99

1

307 112

266

101 56.49

59.72 42.44 34.76

41.27

33.91

29.13

28.67 25.78 23.32

26.09 23.63 21.21

15.53 15.05 14.48

20.91 18.47 16.69 15.97 15.47 14.99 14.15

5.27 .78

4.13 .61

18.77 16.83 16.04

BASEFLOW (BASEFLOW = 2.70 WATERSHED INCHES; XEECTION

230 92 53.71 40.23 33.09 28.24 25.46 23.02 20.60 18.17 16.57

15.90 15.41 14.94 13.53

17.89 16.46 15.84 15.35 14.88 12.53 2.55

3.23 .48 .oo

200 85 51.30 39.24 32.29 27.84 25.15 22.72 20.30

176 78 38.30 31.54 27.46 24.84 22.42

156 73 47.23 37.39 30.85 27.10 24.54 22.12

19.99 17.63 16.36 15.77 15.29 14.82 11.19 2.01

19.69 17.39 16.27 15.71 15.23 14.76 9.66 1.59

49.17

CFS CFS CFS CFS CFS

SQ.MI. 2.48 6.57 25.72 80.80 382 138 68 45.45 36.50 30.22 26.76 24.23 21.81

19.38 17.18 16.19 15.65 15.17 14.70 8.10 1.25

CFS)

801 CFS-HRS;

66.2

ACRE-FEET.

1

STORM=1 ALTERNATE = 1, HYDROGRAPH POINTS FOR 1.66 DRAINAGE AREA = NAIN TINE INCREMEBT = 100 hr, CFS .38 .58 .;)3 1.14 1.50 1.93 2.40 CPS CPS CFS CFS CFS

-54

ACRE-FEET.

HYDROGRAPH POINTS FOR ALTERNATE = 1, STORM=1 MAIN TINE INCREMENT = .lOO hr. DRAINAGE AREA = .46 CFS .37 .56 .78 1.05 1.37 1.71 2.09 CFS 2.90 3.33 3.78 4.25 4.76 5.30 5.91 CFS 7.32 8.15 9.08 10.11 11.28 12.58 14.05 17.63 CFS 19.84 22.43 25.61 30.08 37.67 52.48 CFS 127 190 263 331 380 403 402

OPERATION ADDHYD HRS

.62 .50

BASEFLOW (BASEFLOW = 2.61 WATERSHED INCHES;

OPERATION RUNOFF HRS

63 :52

3.47 10.18 29 205 1080 586 308

4.06 11.64 33 343 1026 538 287

4.70 13.32 38 534 960 494 268

5.38 15.21 45 742 890 454 252

6.13 17.34 53

192 144

184 139

115

113

177 135 111

170 131 109

164 128 108

917 822 418 237

6.94

19.75 65 1036 757 386 224

158 124 106

7.85 22.45, 85 1097 696 357 212

153 121 105

SQ.HI.

2.91 8.91 25.51 124 1107 639 331 202 148 118 104

TR20--------------------__________L_________----------------------------

scs

SAMPLE 2 JOB USES - 24HR TYPE II STORM, FROM STR 1 TO XSEC 2 VERSIO 03/06/92 WITH NOPRINT, SUHMARY, ADDHYD, & PEAK-VOL, HYD & FILE OPTIONS.2.04TES 07:55:47 1 PASS 1 JOB NO. PAGE 17.60 CFS 18.40 CFS 19.20 CFS 20.00 CFS 20.80 CPS 21.60 CFS 22.40 CFS 23.20 CFS 24.00 CFS 24.80 CFS 25.60 CFS 26.40-CPS 27.20 CFS 28.00 CFS 28.80 CFS 29.60

30.40 31.20 32.00 32.80 33.60 34.40 35.20 36.00 36.80 RUNOFF

CFS CFS

CPS CFS

CFS CFS CFS CFS CFS CFS

10.. 92.15 83.90 75.46 67.96 62.99 59.49 56.79 54.12 34.77 19.67 12.56 8.62 6.00 4.18 3.02 2.42 1.98 1.62 1.33 1.09 .89 .73 .60 .49

102 93.17 84.94 76.52 68.75 63.51 59.88 57.10 54.69 37.53 21.07 13.20 9.02 6.28 4.38 3.12 2.48 2.03 1.66 1.36 1.12 .92 .75 62 :so

ABOVE BASEFLOW (BASEFLOW = 2.63 WATERSHED INCHES;

OPERATION REACH PEAK TIME(HRB) 13.16 HRS 9.10 9.90 10.70 11.50 12.30 13.10 13.90 14.70 15.50 16.30 17.10 17.90 18.70 19.50

103 94.-20 85.98 77.58 69.58 64.06 60.27 57.41 55.06 40.47 22.58 13.89 9.44 6.57 4.58 3.23 2.55 2.08 1.70 1.40 1.14 .94 .77 .63 .52

XSECTION

99

91.13 82.85 74.41 67.22 62.49 59.12 56.49 53.13 32.25 18.42 11.96 8.24 5.74 4.00 2.93 2.36 1.93 1.58 1.30 1.06 .87 .71 .58 .OO

58 90.10 81.80 73.37 66.52 62.01 58.76 56.19 51.50 29.98 17.32 11.40 7.87 5.48 3.82 2.84 2.30 1.88 1.54 1.26 1.04 .85 .70 -57

CFS)

2822

CFS-HRS;

97 89.07

80.75 72.36 65.86 61.55 58.41 55.90 49.21 27.90 16.34 10.87 7.52 5.24 3.65 2.76 2.24 1.84 1.50 1.23 1.01 .83 .68 ..56

96

95

88.04 79.70 71.39 65.23 61.11 58.07 55.61 46.46 25.98 15.45 10.37 7.19 5.01 3.49 2.69 2.19 1.79 1.47 1.20 .99 .81 -66 .54

87.01 78.64 70.46 64.63 60.69 57.74 55.33 43.49 24.21 14.63 9.90 6.87 4.79 3.35 2.62 2.13 1.75 1.43 1.17 .96 .79 .65 .5?

233.2

ACRE-FEET.

2 PEAK

DISCXARGE(CFS) 886.3

PEAK ELEVATION(FEET) 502.76

BTORM=l HYDROGRAPHPOINTS FOR ALTERNATE -1, 1.66 DRAINAGE AREA = MAIN TIME INCRElIENT = .lOO hr, CFS .34 -50 .71 .95 1.24 1.58 1.96 CFS 2.85 3.36 3.92 4.53 5.19 5.94 6.80 CFS 8.89 10.16 11.61 13.25 15.10 17.20 19.60 CFS 26 29 34 40 49 64 93 CFS 222 327 446 565 672 760 824 CFS 884 885 873 849 818 782 743 CFS 659 618 578 539 503 468 436 CFS 378 353 329 308 289 271 255~ CFS 228 216 206 196 188 180 172 CFS 160 154 149 144 139 135 131 CPS 124 121 118 116 114 112 110 CFS 107 105 104 102 101 100 99 CFS 96.58 95.48 94.39 93.32 92.26 91.20 90.15 CFS 88.05 87.00 85.95 84.90 83.86 82.80 81.75

SQ*MI. 2.38 7.77 22.38 143 865 701 406 241 166 127 108 98 89.1 80.7,

scs TR20 -------------------------------------------------------------------JOB USES - 24HR TYPE II STORM, FROM STR 1 TO XSEC 2 SAMPLE 2 VERSION 03/06/92 WITH NOPRINT. SUMMARY, ADDHYD, h PEAX-VOL, HYD h FILE OPTIONS.2.04TEST 55147 JOE NO. PASS 1 1 PAGE 4 20.30 CFS 21.10 CF.9 21.90 CFS 22.70 CFS 23.50 CFS 24.30 CFS 25.10 CFS 25.90 CFS 26.70 CFS 27.50 CFS 28.30.CFS 29.10 CFS 29.90 CFS 30.70 CFS 31.50 CFS 32.30 CFS 33.10 CFS 33.90 CFS 34.70 CFS 35.50 CFS 36.30 CFS 37.10 CFS RUNOFF

---

79.-64 7i.-60 65.53 61.30 58.17 55.57 43.82 26.84 16.38 10.78 7.38 5.12 3.61 2.75 2.21 1.80 1.48 1.21 .99 .81 -66 .54

78.59

70.72 64.92 60.86 57.83 55.08 41.49 25.14 15.49 10.26 7.05 4.90 3.47 2.67 2.15 1.76 1.44 1.18 .97 .79 .65 .53

77.54 69.87 64.33 60.44 57.50 54.36 39.17 23.57 14.66 9.78 6.73 4.68 3.34 2.59 2.10 1.71 1.40 1.15 .94 .77 .63 .52

ABCVE BASEFLOW (BASEFLCW = 2.63 WATERSHEDINCHES;

XSECI'ION

76.49 69.06

63.77 60.03 57.18 53.32 36.89 22.11 13.90 9.32 6.43 4.47 3.22 2.52 2.04 1.67 1.37 1.12 .92 .75 .62 .50 .OO

75.46 68.29 63.24 59.63 56.86 51.94 34.69 20.76 13.19 8.89 6.14 4.27 3.12 2.45 1.99 1.63 1.33 1.09 .90 .73 60 149

74.46 67.55 62.72 59.25 56.55 50.23 32.58 19.53 12.52 8.49 5.87 4.09 3.02 2.39 1.94 1.59 1.30 1.07 .87 .71 .59

73.47 66.85 62.23 58.88 56.25 48.26 30.56 18.39 11.90 8.10 5.61 3.91 2.92 2.33 1.89 1.55 1.27 1.04 -85 .70 .57

72.52 - 66.17 61.75 58.52 55.94 46.10 28.65 17.34 11.32 7.73 5.36 3.75 2.83 2.27 1.85 1.51 1.24 1.01 .a3 -68 .56

CFS)

2822

CFS-HRS;

233.2

ACRE-FEET.

2, ALTERNATE 1, STORM 1, HYDRCGRAPHADDED TO READBD FILE ---

EXECUTIVE CONTROL ENDCMP

COMPUTATIONSCOMPLETEDFOR PASS

1

450

--------------------_ scs TR20 ----------------------------------------------JOB USES - 24HR TYPE II STORM, FROM STR 1 TO XSEC 2 VERSIOf SAMPLE 2 03/06/92 WITH NOPRlNT, SUKKARY, ADDHYD, h PEAK-VOL, HYD h FILE OPTIONS.2.04TES: 07:55:47 SUMMARY, JOB NO. 1 PAGE SUMMARY TABLE1 ---------e----SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CBARACTER FOLLOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES: T-TRUNCATED HYDROGRAPH F-FLAT TOP HYDROGRAPH R-RISING TRUNCATED BYDROGRAPH XSECTION/ STRUCTURE ID

STANDARD CONTROL OPERATION

DRAINAGE

RUNOFF AMOUNT

(IN)

E% 5.20 inches AND 24.00 RAINFALL OF RAINTABLE NUBBER 2, ARC 2 .lOO HOURS RAIN TIME INCRPIENT

hr

PEAR DISCHARGE -----------------------------------ELEVATION TIME RATE

(m DURATION,

wm BEGINS AT

CC=)

RATE (CSH)

.O hrs.

ALTERNATE

1 STORM 1 -_------------------------STRUCTURE 1 RUNOFF 1.20 STRUCTURE 1 RESVOR 1.20 XSECTION IREACB 1.20 XSECTION 1 RUNOFF .46 XSECTION 1 ADDBYD 1.66

2.61 2.61 2.61 2.70 2.63

-me 526.12 508.79 --509.70

12.09 12.35 12.78 12.55 12.68

2128 929 732 406 1108

1773.3 774.2 610.0 882.6 667.5

XSECTION

2.63

502.76

13.16

886

533.7

2

REACH

1.66

scs TR20 ------------------_------------------------------------------------SAMPLE2 JOB USES - 24HR TYPE II STORM, FROM STR 1 TO XSEC 2 VERSIOb 03/06/92 WITH NOPRINT, SUMMARY, ADDHYD, & PEAK-VOL, HYD h FILE OPTIONS.2.04TES: .55:47 SUMMARY, JOB NO. 1 PAGE i

I¶ODIFIED QUESTIQN MARK (t)

SUMMARY TABLE 2 ----------__--ATT-KIN REACH ROUTING IN ORDER PERFORMED. AFTER: OUTFLOWPEAK - MAX. NUMBER ROUTING ITERATIONS LENGTH FACTOR - VALUE K* GREATER THAN 1.0; ATT-KIN COEFF - VALUE C GREATER THAN 0.667.

HYDROGRAPH INFORMATION _______----------------OUTFLOW FLOOD INFLOW --------------------XSEC REiiCH PLAIN PEAK TIME ID LENGTH LENGTH PEAK TIMB CC=) WW (fi) CC=) WW (W BASEFLOW IS

USED;

ROUTING PARAMETERS ------------------------------Q-A EQ. PEAK ATT----------LENGTH RATIO KIN COEFF POWER FACTOR Q/I COEFF (k*) (Xl WI (Q*) (Cl

.O CFS

ALTERNATE 1 _-------------------------1 5400 2 3000

STORM 924 1107

1 12.4 12.7

731 885

12.8 13.2

.42 .96

1.35 1.09

.129 .165

-792 -799

-25 -20

c-1: *R*O

--------------------------------------------------------------------

SAMPLE2 03/06/92 07:55:47

scs

_

JOB U&ES - 24HR TYPE 11 STORM, FROM STR 1 TO XSEC 2 VERSIOK WITH NOPRINT, SUMHARY, ADDHYD, h PEAK-VOL, HYD h FILE OPTIONS.2.04TES" SUMMARY, JOB NO. 1 PAGE

SUMMARY TABLE 3 --------------STORX DISCHARGES (CFS) AT XSECTIONS AND STRUCTURES FOR ALL ALTERNATES QUESTION MARK (7) AFTER: OUTFLOW PEAR - RISING TRUNCATED HYDRDGRAPH. DRAINAGE

XSECTION/ STRUCTURE ID

STORM NUMBERS.. . . . . . . . . 1

STRUCTURE 1 --------------------------ALTERNATE

XSECTION 1 --------------------------ALTERNATE XSECTION 2 --------------------------ALTERNATE

1.20 1

929 1.66 1108

1 1.66 1

886

c-i TR20 ------------_---____-----------------------------------------------scs SAMPLE 2 JOB USES - 24HR TYPE II STORM, FROM STR 1 TO XSEC 2 VERSIOK 03/06/92 WITH NOPRINT, SUKMARY, ADDHYD, 6 PEAK-VOL, HYD h FILE OPTIONS.2.04TEST

END OF

1 JOBS IN THIS

scs

RUN

VERSION 2.04TEST TR-20, FILES SAMPLE2 , GIVEN DATA FILE , DATED 03/06/92,07:55:47

INPUT = b:a2.dat OUTPUT = pm FILES FILE

b:aZ.TRD

GENERATED - DATED 03/06/92,07:55:47

CONTAINS READHD INFORMATION

TOTAL WUHBER OF WARNINGS = l

**

TR-20

0,

MESSAGES =

RUN COMPLETED

l

**

0

D-i APPENDIX D SAMPLE JOB NO. 3 Contents Schematic Printout

,:,

Eiass Drawings

D -2 D-3

D-2 SCHEMATIC

DRAWING Sample I Structure IStructure

OF SAMPLE Job

No. 3 I Null) 2 Null)

VATERSHED

D-3 l

+*t*+**t++*t*+**80-80

2-a TR-20 TITLE TITLE 5 RAINFL 8 8 8 8 8 8 8 8 8 9 ERDTBL 2 XSECTN 8 8 8 8 8 8 8 8 8 ENDTBL XSECTN 8 8 8 8 8 8 8 9ENDTBL 2 XSECTR 8 8 8 8 8 8 8 8 8 8 8 8 8 9 ENDTBL -) XSECTN

LIST

OF INPIJ'T DATA FOR TR-20

HYDROLOGYf*f++*+++ttrr+rr*r

SAMPLE 3 FULLPRINT SUMMARY PLOTS JOB USES --ACTUAL STORM, FROM STR 1 TO XSEC 6; WITH FULLPRINT. SUMMARY. PLOTS, XSEC COEFFS, DIVERT, DUR, h TEERO.7 1.0 0.00 0.06 0.11 0.14 0.17 0.17 0.17 0.28 0.17 0.48 1.18 1.42 1.57 1.60 1.74 1.74 1.74 1.81 2.08 2.83 4.26 5.35 5.98 6.45 7.21 7.88 7.98 8.08 7.48 8.43 8.83 9.33 9.77 10.32 10.61 10.86 11.09 11.30 11.52 11.81 12.02 12.06 12.16 12.16 12.16 001

1.00 503.50 505.21 506.74 508.28 508.50 509.51 510.37 511.07 511.44

508.50 0.0 100.00 300.00 600.00 624.56 1000.00 1500.00 2100.00 2500.00

0.0 57.25 118.20 189.25 200.00 364.35 662.99 963.82 1134.18

1.00 496.27 498.24 499.98 501.27 501.66 502.80 504.43

501.27 0.0 90.00 270.00 441.18 540.00 900.00 1960.00

0.0 66.78 138.93 200.00 235.25 530.50 1237.82

005

1.0 490. 492. 494. 495. 495.5 496. 496.5 497. 498. 499. 500. 502. 504.

495.5 0.0 17. 57. 86. 106. 132. 164. 205. 319. 482. 705. 1362. 2361.

495.5 0.0 24. 56. 75. 96. 138. 202. 287. 522. 843. 1250. 2330. 3770.

495.0

006

1.0

484.3

484.0

484.0

002

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21~ 22 23 24 25 26 27 28 29, 30: 311 321 331 341 35i 36~ 371 38t 39! 40! 411. 42i 431 441 45: 46: 47: 48! 49s 501

480. 482. 484. 485. 485.5 486. 487. 488. 490. 492.

0.0 29. 97.

144. 176. 215. 320. 485. 1072. 1971.

46. 104. 138. 168. 226. 459. 875. 2060. 3629.

6 7 5 6

1.20 521.5 5400. 0.46

75.

0.33

76.

1.07

5 1 6 7 5 6

3000. 0.44

78.

0.35

4600. 0.31

1.2 77.

1.1 0.47

a

8 8 8 8 a

8 8 8 a 9 EUDTEL 6RuNOPFl 6 RESVOR 6 REACH 6 RUNOFF 6 ADDHYD 6 REACH 6 SAVHOV 6 RUNOFF 6 RESVOR 6 REACH 6 RUNOFF 6 ADDHYD 6 SAVHOV SAVMOV 6 ADDHYD 6REACH 6 DIVERT 6 REACH 6 RUNOFF 6 ADDHYD ENDATA 7INCRM6 7 COKPUT 7 colmJT ENDQPl ENDJOB

2 3 1 4 3 5 1 2 3 1 4 5

01 01 6 001 7 001 001 567 002 7 002 5 02 026 003 7 003 003 567 004 7

54 3 6 3 1 4

004 005 005 006 006 006

0.0

5: ;f 54

5L SC 5: SE 55

6C 61 62 62 64 65 66 67 68 69 70 71 72 73 14

5

i676 7 5 2600. 5 7 1 100. 7 5 4900. 6 1.30 567

1 8.

7b

11 11 11

0.25 01 004 7 005 006 7 2

2.5

7 1 7 1

01 01

06 06

77 78 791~ 80' 811 82f 83( 8~4c 85( 86( 87(

TR20

___________---------------------------------------------------------

SC-S

JOB USES - ACTUAL STORM, FROM STR 1 TO XSEC 6; WITH SAMPLE 3 SUMMARY, PLOTS, XSEC COEFFS, DIVERT, DUR, h TZERO. 03/06/92 FULLPRINT, PASS 1 JOB NO. 1 0':58:51 XSECTIOK 1 END AREA VS DISCHARGE -----,,;--------,,------,-----------1oooc 1+-.-----------+------------+

------------

PLOT

+

L 0 G D I S C H A R G

9. 8. 7. +

lOO( I+ I B

END

VERSION

2.04TEST PAGE 1

COMPUTED

NO. CHARGE AREA (CFS) (Xl FT) 1 .O .O

n

100.0 300.0 600.0

57.3 118.2 189.3

1.52 1.52 1.52 1.49

624.6 1000.0 1500.0 2100.0

200.0 364.4 663.0 963.8

1.46 1.21 1.03 .99

2500.0

1134.2

1.01

+

5. 4.

E C c L

0

6.

DIS-

-

3.

2.--+---B--------+-----------.

101D+*-------10

100 LOG END AREA

+ . 3 X B

= = = = =

1000 SQ FT

LEGEND GRID REFERENCE LOCATION OF PLOTTED VALUE PLOT NO. (ANY INTEGER) MULTIPLE PLOT NUMBERS BANEF'ULL (SHOWN ON AXIS) AREA= 200.0 SQ I3 DISCHARGE= 624.6 CFS

1000 INDICATES THE COMPUTED M VALUE IS OUTSIDE THE RANGE (1.00 - 2.00). THE CLOSEST LIMITING N VALUE WILL BE USED IN ROUTING.

NOTE: '*'

TR*O

--------------^-----------------------------------------------------

scs

.

SAMPLE 3 JOB USES - ACTUAL STORM, FROM STR 1 TO XSEC 6; WITH VERSIOl 03/06/92 FULLPRINT, SUMMARY, PMTS, XSEC COEFFS, DIVERT, DUR, h TZERO. 2.04TES: 07:sa:si JOB NO. PAGE PASS 1 XSECTIGN 2 END AREA VS DISCHARGE --------------___------------------

L 0 G

7.

D I S C H

+

6.

PLOT DISEND CGNPUTED NO. CHARGE I4 (Z, (CFS) .O 1 .O 1.50 90.0 2 66.8 1.50 3 270.0 138.9 1.50 200.0 1.44 4 441.2 5 6 7

540.0 900.0 1960.0

235.3 530.5 1237.8.

1.40 1.09 1.00

+

5. 4.

A

R G

3.

E

2. +

4.

c F S

0 LOG END AREA

+ . 3 X B

SQ FT

LEGEND = GRID REFERENCE - LOCATION OF PLOTTED VALUE = PLOTNO. (ANY INTEGER) -MULTIPLEPLOTNUNBERS = BANKFULL (SHOWNON AXIS) AREA- 200.0 SQ PT DISCHARGE= 441.2 CFS

'*' INDICATES THE CONPUTEDM VALUE IS OUTSIDE THE RANGE (1.00 - 2.00). THE CLOSEST LINITING N VALUE WILL B? USED IN ROUTING.

NOTE:

-------___------------scs TRZO -------_-----------_------------------------SAMPLE3 VERSION JOB USES - ACTUAL STORM, FROM STR 1 TO XSEC 6; WITH 03/06/92 FULLPRINT, SUMMARY, PLOTS, XSEC COEFFS, DIVERT, DUR, & TZERO. 2.04TEST "':58:51 PAGE 3 JOB NO. 1 PASS .1 XSECTIQN 5 END AREA VS DISCHARGE ------------____-__----------------

PLOT

DIS-

NO. CHARGE

t-s) 10000+------------+------------+--------------+

1

2 3 4

L 0 G D I S C ii

13. 12.

1000+

+

1;. 10. 9.

A

R 7.8.

E lOOi

4. 3.

C

5.

6.

+

i

.O 17.0 51.0 86.0

END COMPUTED n GET) .O 1.43 24.0 1.43 56.0 1.43 75.0 1.42

5 6 7 8

106.0 132.0 164.0 205.0

96.0 138.0 202.0 287.0

1.31 1.17 1.06 .97

9 10 11 12

319.0 482.0 705.0 1362.0

522.0 843.0 1250.0 2330.0

.89 -88 .91 .98

13

2361.0

3770.0

1.05

2. 0

lo+------------*------------+------------+ 10 100 LOG END AREA

+ = = ; = X = B =

1000 SQ fi

LEGEND GRID REFERENCE LOCATION OF PLOTTED VALUE PLOT NO. (ANY INTEGER) MULTIPLE PLOT NUMBERS BANKFULL (SHOWNON AXIS) AREA= 96.0 SQ FT DISCXARGE= 106.0 CFS

1000 NOTE: '*' INDICATES THE COMPUTEDM VALUE IS OUTSIDE THE RANGE (1.00 - 2.00). THE CLOSEST LIMITING bf VALUE WILL BE USED IN ROUTING.

TR2lJ

--------------------------------------------------------------------

8(-S

SAMPLE 3 JOB USES - ACTUAL STORM, FROM STR 1 TO XSEC 6; WITH 03/06/92 FULLPRINT, SUMMA.RY, PLOTS, XSEC COEFFS, DIVERT, DUR, h TZERO. 07:5a:51 JOB NO. 1 PASS 1 XSECTION 6 END AREA VS DISCHARGE ---------______------------*-------

PLOT

DISCHARGE

END AREA

(CW

(SQ W

.O 46.0 104.0 138.0

1.48 1.48 1.48 1.45

5 6 7

176.0 215.0 320.0 485.0

168.0 226.0 459.0 875.0

1.37 1.25 1.02 .89

9 10

1072.0 1971.0

2060.0 3629.0

.91 .99

NO.

10000 +- ------------+------------+------------

10. D I S C

1000 +

+

+

9.

8.

H A

.O 29.0 97.0 144.0

+

L 0 G

VERSIC 2.04TE-C PAGE

&OlsUTED

n

7.

R G

6. 5. 4.

E

100 B

3.

+

C F

s

0

2.

10 I+-------------+a-----------+------------+ 10 100 LQG END AREA

+ . 3 X B

= = = = =

1000 SQ E"r

LEGEND GRID REFERENCE WCATION OF PLOTTED VALUE PLOT NO. (ANY INTEGER) =TIPLE PLOT NUMBERS m (SHOWN ON AXIS) AREA= 114.2 SQ FT 111.1 CPS DISCHARGE=

1000 INDICATES THE NOTE: '** COXPUTED I4 VALUE IS OUTSIDE THE RANGE (1.00 - 2.00). THE CLOSEST LIMITING M VALUE WILL BP USED IN ROUTING.

p-s _ TR2~0 ______-------------------------------------------------------------JOB USES - ACTUAL STORM, FROM STR 1 TO XSEC 6; WITH SAMPLE 3 VERSION 03/06/92 FULLPRINT, SUMMARY, PLOTS, XSEC COEFFS, DIVERT, DUR, h TZERO. 2.04TEST r 58:51 PASS 1 JOB NO. 1 PAGE 5

EXECUTIVE CONTROL INCREM

MAIN TIME INCREMENT =

EXECUTIVE CONTROL COMPUT STARTING TIME = .OO ANT. RUNOFF COND. = 1 ALTERNATE NO. = 1

FROM

.250 HOURS

_ 833

STRUCTURE 1 TO XSECTION 4 840 RAIN DEPTH = 1.00 RAIN DURATION = 1.00 MAIN TIME INCREMENT = .250 HOURS STORM NO. = 6 RAIN TABLE NO. = 7

STRUCTURE 1 6 AREA= 1.20 SD MI 75. mm 0F CONCENTRATION = 57. ANT. RUNOFF COND. = 1 COMPUTEDINTERNAL TIME INCREMENT = .0440 HOURS

OPERATION RUNOFF

OUTPUT HYDROGRAPH= INPUT RUNOFF CURVE = COMPUTED CURVE NO. =

PEAR TIME(HRS) 13.88 20.70 23.88 25.88 30.88 32.88 38.80 41.88 RUNOFF

l

ABOVE

Pm

DISCHARGE(CFS) 4.8 426.7 400.9 226.3 292.2 342.1 186.7 68.0

BASEFMW (BASEFLOW = .OO CFS) 6.23 WATERSHEDINCHES; 4824

.33 HOURS

PEAK

ELEVAT I&%% (RUNOF (RUNOF (RDNOF (RUNOF

(RUNOF (RUNOF CFS-HRS;

398.7

ACRE-FEET.

*a WARNING - MAIN TIME INCREMENT ( .250) IS GREATER THAN 50% OF THE TIME OF CONCENTRATION ( .33) FOR SUBWATERSHEDSTRtKl'URE THIS WILL REDUCE THE COMPUTEDPEAR BY ABOUT -.l?.

OPERATION RESVOR STRUCTURE 1 OUTPUT HYDROGRAPH7 INPUTHYDRDGRAPH 6 521.50 SURFACE ELEVATION = PEAR TIME(HRS) 13.88 20.70 23.88 25.88 30.88 32.00 38.88 41.80

PEAK

DISCHARGE(CFS) 4.8 426.7 400.9 226.3 292.2 342.1 186.7 68.0

1.

+t*

-------------scs JOB USES SAMPLE 3 ACTUAL STORM, FROM STR 1 TO XSEC 6; WITH VEFLSIC 03/06/92 FULLPRINT, SDKMARY, PLOTS, XSEC COEFFS, DIVERT, DUR, h TZERO. 2.04TE.C JOB NO. 1 07:50:51 PASS 1

TR20

------------------------------------------------------

.OO CFS) RUNOFF ABOVE BAShFLOW (BASEFLOW = 6.23 WATERSHEDINCHES; 4624

CFS-HRS;

398.7

ACRE-FEET.

OPERATION REACH XSECTION 1 OUTPUT HYDROGRAPH5 INPUT HYDROGRAPH7 CHANNEL LENGTH = 5400.00 FT INPUT = RATING CURVE REPRESENTATIVE OF REACH COMPUTEDCOEFFICIENTS REIATED TU CROSS SECTION AREA, X = .227, MODIFIED AlT-KIN ROUTING COEFFICIENT = .53, PEAK TRAVEL TIME = PEAK TIKE(HRS) 14.19 21.13 24.17 26.15 31.26 33.16 39.19 42.16

PEAK DISCHARGE(CFS) 4.2 429.3 375.2 213.9 264.6 328.8 180.0 62.2

RUNOFF ABOVB BASEFLOW (BASEFLOW = .OO CFS) 4624 CFS-HRS; 6.23 WATERSHEDINCHES; OPERATION RUNOFF XSECTION 1 OUTPDT HYDROGRAPH= 6 AREA= .46 SQ MI INPDT RUNOFF CURVE = 76. TIKE OF CONCENTRATION = COMPUTEDCURVE NO. = 56. ANT. RUNOFF CORD. = 1 COKPDTBD INTERNAL TIME INCREMENT = .1427 HOURS PEAK TIME(HRS) 14.21 21.04 24.17 26.10 31.35 33.14 39.22 42.14

OPERATION ADDHYD XSECTION INPUT HYDROGRAPHS5,6

PEAK ELEVATION(FEET 503.57 507.40 507.13 506.06 506.62 506.69 505.62 504.56 398.7

1.07

ACRE-FEET

HOURS

PEAKELEVA 'ION(FEET) (RUN9 W (RUN0 'F) (RDNO W (RUN0 'F) (RUN0 W

PEAK DISCIiARGE(CFS) 2.0 166.0 137.2 78.8 108.6 122.5 67.3 22.1

RUNOFF ABOVE BASEFLOW (BASEFLOW = -00 CFS) 1896 6.39 WATERSHEDINCHES;

H = 1.50 .50 HOUR

PF)

IiEz ?F) (RUN0 'F) CFS-HRS;

1 OUTPUT HYDROGRAPH7

156.7

ACRE-FEET.

TR*O

--------------------------------------------------------------------

SAMPLE

03/06/92 Y 58:51

3

SC-

JOB USES - ACTUAL STORM, FROM STR 1 TO XSEC 6; WITH FULLPRINT, SUMMARY, PLOTS, XSEC COEFFS, DIVERT, DUR, h TZERO. PASS .1 JOB NO. 1

PEAK TIME(HRS) 14.19 21.13 24.17 26.15 31.28 33.16 39.20 42.16

--

PEAX DISCHARGE(CFS) 6.1 595.5 512.4 293.2 393.1 451.3 247.3 84.3

RUNOFF ABOVE BASEFLOW (BASEFLGW = 6.27 WATERSHED INCHES;

.OO CFS) 6720 CFS-HRS;

-

VERSION 2.04TEST PAGE 7

PEAR ELEVATION(FEET) 503.60. 508.26 507.83 506.69 507.22 507.52 506.34 504.94 555.4

ACRE-FEET.

OPERATION REACH XSECTION 2 INPUT HYDROGRAPH 7 OUTFUT HYDROGRAPH 5 CHANNEL LENGTH = 3000.00 FT INPUT = RATING CURVE REPRESENTATIVE OF REACH RELATED TO CROSS SECTION AREA, X = .314, ROUTING COEFFICIENT = .61, PEAR TRAVEL TIME =

COMPUTED

COEFFICIENTS

MODIFIED

ATT-KIN

PEAK TIHE(IiRS) 14.53 21.41 24.49 26.43 31.68 33.46 39.53 42.45

PEAK DISCRARGE(CFS) 5.6 588.1 489.7 284.4 386.4 439.9 241.3 80.0

RUNOFF ABOVE BASEFLOW (BASEFLOW = 6.27 WATERSHED INCHES; OPERATION SAVHOV XSEffION INPUT HYDROGRAPH 5

.OO CFS) 6720 CFS-HRS;

n = 1.35 .28 HOURS

PRAX ELEVATION(FEET) 496.39 501.81 501.46 500.09 500.86 501.26 499.70 498.02 555.4

ACRE-FEET.

2

OPERATION RUNOFF STRUCTURE 2 OUTPUT HYDROGRAPH = 6 INPUT RUNOFF CURVE = 78. COMPUTED CURVE NO. = 60. COMPUTED INTERNALTIME IN-

OUTPUT HYDROGRAPH 1

.44 SQ HI AREA= TIME OF CONCENTRATION = ANT. RUNOFF COND. = 1 = .0467 HOURS

.35

HOURS

----------------scs SAMPLE 3 JOB USES - ACTUAL STORM, FROM STR 1 TO XSEC 6; WITH VERSIO 03/06/92 FULLPRINT, SUMMARY, PMTS, XSEC COEFFS, DIVERT, DUR, & TZERO. 2.04TES 07:58:51 JOB NO. 1 PASS 1 PAGE

TR20

---------------------------------------------------

PEAK TIME(RRS) 11.88 13.88 19.96 23.88 25.88 30.89 32.88 38.88 42.88

--

PEAK DISCHARGE(CFS) 2.1 3.9 178.3 156.3 87.3 112.1 130.1 70.6 25.6

PEAK KLEVATION(FEET (RUNOFF) (RUNOFF) (RUNOFF) (RUNOFF) (RUNOFF) (RUNOFF) (RUNOFF) (RUNOFF) (RUNOFF)

.OO CFS) RUNOFF ABOVE BASEFLOW (BASEFLOW = 6.69 WATERSHEDINCHES; 1901 CFS-RRs; l **

WARNING

157.1

ACRE-FEET.

- RAIN TIME INCRPIENT ( .250) IS GREATER TRAN 501 OF THE TIKE OF CONCENTRATION ( .35) FOR SUBWATERSHEDSTRUCTURE 2. THIS WILL REDUCE THE COMPUTEDPEAK BY ABOUT .12.

OPERATION REBVOR STRUCTURF, 2 IRRUTRXDROGRARH6 SURFACE ELEVATION = PEAK TIME(RRB) 11.88 13.88 19.96 23.88 25.88 30.89 32.88 38.88 41.88

OUTPUT HYDROGRAPH7 .oo PEKK ELEVATION(FEE

PEAK DISCHARGE(CFS) 2.1 3.9 178.3 156.3 87.3 112.1 130.1 70.6 25.6

RUNOFF ABOVE BASEFLGW (BABEFLOW= 6.69 WATERSHEDINCHES;

-00

tz; WJW NJ=) WJW mw (-) WJW (-1

CFS)

1901 CFS-HRB;

OPERATION REACH XSECTION 3 INPUT RYDROGRAPH7 OUTPUT HYDROGRAPH5 CHANNEL LENGTH 4600.00 J?T INPUT = COEFFICIENTS RELATED TO XSECTION AREA, MODIFIED ATT-KIN

tt.

ROUTING COEFFICIENT =

.34,

x=

157.1

1.20,

PEAKTRAVKLTIME==

ACRE-FEET.

M= 1.10 1.25HOURS

TR2 0 ------------------------------------------------------------------TR SAMPLE SAMPLE 3 JOB USES JOB USES - ACTUAL STORM, FROM STR 1 TC TO XSEC 6;

03/06/92 r-*58:51

FULLPRINT,

SUMMARY, PLOTS, XSEC COEFFS, COEFF DIVERT, PASS 1 JOB NO. 1

PEAK TIME(HRS) 12.31 14.25 21.18 24.22 26.16 51.44 33.20 39.27 42.17 RUNOFF

WITH DUR, 6 TZERO.

ABOVE BASEFLOW (BASEFLOW = 6.69 WATERSHED INCHES;

.OO CFS) 1901 CFS-FIRS;

PEAK DISCHARGE(CFS) 2.1 119.3 105.0 58.8 77.3 89.1 48.6 17.2

PEAKTIME(HRS) 13.90 20.17 23.89 25.89 30.94 32.89 38.90 41.89

ABOVE BASEFLaOW (BASEFMW = 6.54

l

**

WATERSHED INCHES;

.OO CFS) 1309 CFS-HRS;

157.1

.47

ACRE-FEET.

HOURS

PEAK ELEVATION(FEET) (RUNOFF) (RUNOFF) (RUNOFF) (RUNOFF) (RUNOFF) (RUNOFF) (RUNOFF)

(RUNOFF) 108.1

ACRE-FEET.

WARNING - MAIN TIME INCREMENT ( -25.0) IS GREATER THAN 50% OF TBB TIME OF CONCENTRATION ( .47) FOR SUBWXTERSHED XSECTION .I%. THIS WILL REDUCE THE COBPUTED PEAK BY ABOUT

XSECTION OPERATION ADDHYD INPUT HYDRCGRAPHS 5,6

3 OUTPUT HYDROGRAPH 7

-

VERSION 2.04TEST PAGE 9

PEAK DISCHARGE(CFS) 1.5 3.0 167.7 136.7 81.3 104.8 120.3 65.1 22.9

XSECTION 3 OPERATION RUNOFF AREA= OUTPUTHYDROGRAPH= 6 .31 SQ MI TIME OF CONCENTRATION = INPUT RUNOFF CURVE = 77. ANT. RUNOFF COND. = 1 COMPUTED CURVE NO. = 59. COMPUTED INTERNAL TIME INCREMENT = -0627 HOURS

RUNOFF

SC-

3. l **

TR*o

--------------------------------------------------------------------

ys

SAMPLE 3 JOE USES - ACTUAL STORH, FROM STR 1 TO XSEC 6; WITH 03/06/92 FULLPRINT, SUMMARY, PLOTS, XSEC COEFFS, DIVERT, DUR, h TZERO. JOB NO. 1 07:58:51 PASS 1 PEAR TIME(HRS) 12.17 14.06 20.94 24.00 25.93 31.20 32.97 39.05 41.94

PEAK DISCHARGE(CFS) 2.3 4.7 282.7 232.5 137.1 179.3 204.6 111.3 38.7

--

RUNOFF ABOVE BASEFLOW 6.63

(BASEFLOW = WATERSHED INCHES;

OPERATION SAVNOV XSECTION INPUT HYDROGRAFH 7

4

OPERATION SAVNOV XSECTION INPUTHYDROGRAPHl

4

OPERATION ADDHYD XSECTION INPUT HYDROGRAFHS 5,6

4

PEAK TIME(m) 14.29 21.16 24.30 26.15 31.61 33.24 3~9.39 42.20

.OO CFS) 3210 CFS-HRS;

265.2

ACRE-FEET.

820.6

ACRE-FEET.

OUTPUT HYDROGRAPH

OUTPUT HYDROGRAPH

OUTPUT HYDROGRAPH PEAK DI.SCHARGE(CFS) 9.2 855.7 682.6 402.1 561.1 622.7 343.8 109.5

RUNOFF ABOVE BASEFLOW (EASEFLOW = 6.38 WATERSHED INCHES;

.OO CFS) 9930 CFS-HRS;

DURATION(?IRS) FLOW (CFS )

3 623

6 559

9 446

12 376

DURATION(HR.9)

27 9

30 3

33 1

34 0

F'LOW(CFS)

VERSIO 2.04TES PAGE -

15 314

18 275

21 160

24 83

TR*O

_-------------------------------------------------------------------

scs

-

SAMPLE 3 JOB USES - ACTUAL STORM, FROM STR 1 TO XSEC 6; WITH VERSION 03/06/92 FULLPRINT, SUMMARY, PMTS, XSEC COEFFS, DIVERT, DUR, h TZERO. 2.04TEST r 5a:51 JOB NO. 1 PASS 1 PAGE 11

EXECUTIVE CONTROL COMPUT STARTING TIME = 2.50 mm. RUNOFF COND. = 1 ALTERNATE NO. = 1

FROM XSECTION 5 TO XSECTION 6 - 850 RAIN DEPTH = 1.00 RAIN DURATION = 1.00 MAIN TIME INCREMENT = .250 HOURS STORH NO. = 6 RAIN TABLE NO. = 7

OPERATION REACH XSECTION 5 INPUT HYDROCRAPH7 OUTPUT HYDROGRAPH5 .CHANMEL LENGTH = 2600.00 FT INPUT = RATING CURVE REPRESENTATIVE OF REACH COMPUTEDCOEFFICIENTS RELATED TO CROSS SECTION AREA, X = 570, n = 1.00 MODIFIED ATT-KIN ROUTING COEFFICIENT = .lS, PEAK TRAVEL TIIiE = 1.27 HOURS PEAKTIWE(HRS) 15.28 22.56 25.04 34.12 40.31 HRS 12.00 14.00 16.00 18.00 20.00 22.00 24.00 26.00 28.00 30.00 32.00 34.00 36.00 38.00 40.00 42.00 44.00 46.00 48.00 50.00

PEAK DISCHARGE(CFS) 5.8 682.9 627.8 564.9 319.3

PEAK ELEVATION(FEET) 490.68 499.90 499.65 499.37 498.00

HYDROGRAPHPOINTS FOR ALTERNATE = 1, SToRl4=6 HAIN TIHE INCREMENT = .250 hr, DRAINAGE AREA = 2.41 SQ.tII. CFS .35 .64 .99 1.32 1.56 1.70 1.79 1.93 CPS 2.29 2.94 3.85 4.80 5.48 5.75 5.60 5.15 CFS 4.56 3.94 3.35 2.89 2.70 2.82 3.25 4.21 CFS 6.06 9.00 13.24 19.58 29.70 45.54 66.96 95.84 CFS 136 191 263 342 420 493 557 610 CFS 650 674 683 680 669 652 632 612 CFS 599 596 605 619 628 623 602 572 CFS 540 512 492 475 458 434 403 367 CFS 331 298 268 244 229 225 232 248 CFS 268 290 313 336 360 384 410 435 CFS 457 476 489 500~ 511 524 539 554 CFS 564 563 552 533 510 406 462 440 CPS 419 400 383 368 355 342 331 321 CFS 313 306 300 297 296 290 304 311 313 303 286 264 238 CFS 317 319 318 165 154 141 126 110 CFS 214 193 178 55.29 45.77 37.7s 31.13 25.61 CFS 94.26 79.55 66.52 11.66 9.57 7.86 6.45 5.29 CFS 21.06 17.30 14.21 2.39 1.96 1.61 1.32 1.08 CFS 4.34 3.56 2.92 CFS .a9 .73 .60 .49

.OO CFS) RUNOFF ABOVE BASEFLOW (BASEFLOW= 9930 CFS-HRS; 6.38 WATERSHEDINCHES;

820.6

ACRE-FE=.

TR20 -------------------------------------------------------------------JOB USES - ACTUAL STORM, FROM STR 1 TO XSEC 6; SAMPLE 3 WITH 03/06/92 FULLPRINT, SUMMARY, PLOTS, XSEC COEFFS, DIVERT, DUR, & TZERO. 07:5a:51 PASS 1 JOE NO. 1 DUP.ATION(HRS) FLOW(CFS)

4 5;2

8 489

DURATION(HRS) FLOW(CFS )

36 2

39 0

ZERO DAMAGE DISCHARGE

(

OPERATION DIVERT XSECTION INPUT HYDROGRAPH 5 XSECTION 5

12 383

16 313

106 CFS)

20 248

24 96

OCCURS AT 24.1

28 13

32 4

scs _ VERSIOI; 2.04TES1 PAGE * _

HOURS FLOW DURATION.

5 OUTPUT #lHYDROGRAPH XSECTION

7 5

#2 HYDROGRAPH 1 XSECTION 8

OUTPUT #lHYDROGRAPH PEAK TIME(HRB) 15.28 20.00

HRS

12.00 14.00 16.00 18.00 20.00 22.00 24.00 26.00 28.00 30.00 32.00 34.00 36.00 38.00 40.00 42.00 44.00 46.00 48.00 50.00 RUNOFF

CPS CPS CPS CPS CFS

CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS

CFS CFS

PEAK DISCHARGE(CFS) 5.8 100.0 * l FIRST

PEAR ELEVATION(FEET) 490.68 495.35 POINT OF FLAT PEAK

HYDRffiRAPH POINTS FOR ALTERNATE = 1, STORM = 6 MAIN 'TIM?, INCREHENT = .250 hr, DRAINAGE AREA = -96 .35 .64 .99 1.32 1.56 1.70 1.79 2.29 2.94 3.85 4.80 5.48 5.75 5.60 4.56 3.94 3.35 2.89 2.70 2.82 3.25 6.06 9.08 13.24 19.58 29.78 45.54 66.96 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 1~0.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00~ 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 37.78 31.13 45.77 94.26 79.55 66.52 55.29 7.86 6.45 9.57 21.06 17.30 14.21 11.66 1.61 1.32 4.34 1.96 3.56 2.39 2.92 -89 .73 .49 .60

ABOVE BASEFLOW (BASEPLOW = 4.22 WATERSHED INCHES;

.OO CFS) 2628 CFS-HRS;

217.2

SQ.MI. 1.97 5.1 4.2i 95.84 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 25.61 5.29 1.08

ACRE-FEET.

u-1

1

SC-. _ TR20 -------------------------------------------------------------------JOB USES SAMPLE 3 - ACTUAL STORM, FROM STR 1 TO XSEC 6; WITH VERSION 03/06/92 FULLPRINT, SUMMARY, PLOTS, XSEC COEFFS, DIVERT, DUR, b TEERO. 2.04TEST 1 JOB NO. - 5a:51 PASS 1 PAGE 13 DURATION(HRS) 4 FLOW(CFS) 100 DURATION(BRS) FLOW(CFS) i

36 2

a 100

12 100

20 100

24 96

TIME(HRS) 22.56

PEAE DISCHARGE(CFS) 582.9

CFS CFS CFS CFS

CFS CFS CFS CFS

PEAK

464.9 527.8 219.3

34.12 25.04 40.31

CPS CFS CPS

ELEVATION(FEET) (D-j IES; (DIVERT)

HYDROGRAPHPOINTS FOR ALTERNATE = 1, STORM=6 MAIN TIME INCREMENT = .250 hr, DRAINAGE AREA = 1.45 SQ.MI. 91 163 242 320 0 36 393 457 574 583 580 569 510 550 552 532 496 505 519 528 512 499 523 502 472 440 412 392 375 358 334 303 198 168 267 231 144 129 125 132 190 148 168 213 236 260 284 310 376 389 335 357 400 424 411 439 454 463 452 464 433 410 386 362 300 283 268 340 329 255 242 231 206 221 200 196 198 213 197 204 219 186 211 217 218 213 203 164 93 78 138 114 65 54 41 26 10.21 .oo

.OO CFS) RUNOFF ABOVE BASEFLQW (BASEFLOW = 7301 7.82 WATERSHEDINCHES;

CFS-HRS;

10 335

12 28:

DURATION(HRS)

2 523

4 472

6 433

8 389

DURATION(HRS) 18 FLQW (CFS ) 197

20 148

22 91

24 0

FLOW (CFS)

32 4

a)

OUTPUT 12 DIVERTED HYDROGRAPH(XSECTION

CFS CFS

28 13

39 0

PEAK

HRS 19.75 21.75 23.75 25.75 27.75 29.75 31.75 33.75 35.75 37.75 39.75 41.75 43.75

16 100

603.4 14 231

ACRE-FEEI&.

16 213

XSECTION 6 OPERATION REACli OUTPUTHYDROGRAPH5 INPUTHYDROGRAFH 7 CHANNEL LENGTH = 4900.00 FT INPUT = RATING CURVE REPRESENTATIVE OF REACH .lOl, COMPUTEDCOEFFICIENTS RELATED TO CROSS SECTION AREA, X = PEAK TRAVEL TINE = .23, MODIFIED All'-KIN ROUTING COEFFICIENT =

l4 = 1.48 9.75 HOURS

TR20

--------------------------------------------------------------------

scs

SAMPLE 3 JOB USES - ACTUAL STORM, FROM STR 1 TO XSEC 6; WITH 03/06/92 FULLPRINT,~ SURHARY, PLOTS, XSEC COEFFS, DIVERT, DUR, & TZERO. 07:58:51 JOB NO. 1 PASS 1 PEAK TIME(RRS) 16.14

-

PEAK DISCHARGE(CFS) 4.6

29.75

100.0

. l l

RUNOFF ABOVE BASEFLCW (BASEFLOW = 4.22 WATERSHED INCHES;

.

FIRST

PEAK ELEVATiON(FEM 480.31. 484.06 POINT OF FLAT PEAR

.OO CFS) 2628

CFS-HRS;

OPERATION RUNOFF XSECTION 6 OUTPUT RYDROGRAPH = 6 INFDT RUNOFF CURVE = 79.

AREA= 1.30 SQ nx TIME OF CONCENTRATION = COttPtJT’ED CURVE NO. = 62. ANT. RUNOFF COND. = 1 COMFU'I'ED INTERNAL TIME INCREMENT = .2667 HOURS

PEARTIME(HRS) 17.11

PEAX DISCRARGE(CFS) 9.5

RUNOFF

ABOVE

BASEFLOW

7.00

(BASEFLOW

OPERATION ADDRYD~ XSECTION INFDT HYDRQGRAFHS 5,6 PEAR TIMEERRS) 17.03 24.05 26.99 35.96 42.22 HR.9 12.75 14.75 16.75 18.75 20.75 22.75 24.75 26.75 28.75 30.75 32.75

CFS CFS CFS CFS CFS

CFS CFS

CFS CFS

CFS CFS

=

WATERSHED INCHES;

.OO

217.2

2.00

ACRE-FEET.

HOURS

PEAR ELEVATION(FEET (RUNOFF) (RUNOFF) (RUROFP) (RUNOFF) (RUNOFF)

485.5 373.3 336.5 183.4

24.04 26.99 35.96 42.22

VERSIC 2. OQTEC PAGE

CFS)

5874

CFS-I-IRS;

485.4

ACRE-FEE9

6 OUTPUT HYDROGRAFR 7 PEAR DISCIiARGE(CFS) 13.3 584.6 473.2 436.5 283.4

HYDROGRAFH POINTS FOR HAIN TIHE INCREMENT = .250 1.53 .47 .89 10.33 8.39 9.57 12.97 12.79 13.28 16.99 9.49 12.15 138 99 116 518 412 469 496 545 521 467 461 473 324 348 339 208 203 201 349 318 333

PEAR ELEVATION(FEET) 480.92

488.34 487.93 487.71 486.65

STORM-6 ALTERNATE = 1, 2.26 DRAINAGE AREA hr, 2.36 3.32 4.39 5.64 10.62 10.60 10.63 11.03 11.91 10.50 9.17 8.32 24.91 36.79 53.87 69.97 164 195 236 288 554 576 584 580 472 454 444 445 447 419 390 368 302 276 251 229 222 242 263 283 365 380 392 400

SQ.341. 7.02 11.88 8.34 84.49 349 566 455 355 212 307 4:

T-20 -----------------__-----------------------------------------------SAMPLE3 JOB USES - ACTUAL STORR, FROM STR 1 TO XSEC 6; WITH 03/06/92 FULLPRINT, SUMMARY, PMTS, XSEC COEFFS, DIVERT, DUR, & TZERO. ' .58:51 JOB NO. 1 PASS 1 34.75 36.75 38.75 40.75 42.75 44.75 46.75 48.75 50.75 52.75

CFS CFS CFS

CFS CFS

CFS CFS

CFS CFS CFS

408 3-97 285 259 275 159 45.39 9.42 1.99 .43

426 337 269 271 231 117 25.05 5.31 1.12

419 355 274 265 249 134 30.54 6.42 1.36

412 375 279 261 264 148 37.22 7.78 1.64

4 447

8 392

DURATION(IiRS)

36 4

40 0

FLOW

(CFS)

ZERO DAMAGE DISCHARGE EXECUTIVE CONTROL ENDCMP

(

12 318

97

8502

16 274

CFS)

436 311 262 282 195 83 16.91 3.60 .77

431 301 260 283 181 68 13.91 2.96 .63

_

417 292 250 281 169 56 11.44 2.42 .52

.OO CFS)

RUNOFF ABOVE BASEFMW (BASEFLOW = 5.82 WATERSHED INCHES; DURATION(HRS) FLOW(CFS)

433 322 265 270 212 100 20.58 4.38 .93

scs VERSIOti 2.04TESI PAGE 15

OCCURS

702.6

CFS-HRS;

20 231

AT 25.3

24 134

28 25

ACRE-FEET. 32 11

HOURS FLOW DURATION.

COMPUTATIONS COMPLETED FOR PASS

1

860

TR*(j

--------------------------------------------------------------------

s,ns

JOB USES - ACTUAL STORM, FROM STR 1 TO XSEC 6; SAMPLE 3 WITH ;;/;;/;'1 FULLPRINT. SUMHARY; PLOTS, XSEC COEFFS, DIVERT, DUR, h TZERO. : : SUXMARY, JOB NO. 1

VERSI( 2.04TE! PAGE

SUMl4ARY TABLE1 --------------SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CIIARACTER FOLLOWING THE PEAR DISCEARGE TIRE MID RATE (CFS) INDICATES: F-FLAT TOP HYDROGRAPH T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAF?

STANDARD

XSECTION/ STRUCTURE ID

CONTROL OPERATION

DRAINAGE

RUNOFF AMOUNT (INI

OF 12.16 inches AND 42.00 RAINTABLENUHBER 7, ARC1 .250 HOURS MAIN TIME INCRMENT

RAINFALL

ALTERNATE 1 STORM 6 --------------------------STRUCTURE 1 RUNOFF 1.20 STRUCTURE .l RESVOR 1.20 XSECTION 1REACH 1.20 XSECTION 1 RUNOFF .46 XSECTION 1 ADDHYD 1.66

XSECTION

427 427 429 166 595

355.8 355.8 357.5 360.9 358.4

501.81 ----sea--

21.41 19.96 19.96 21.18 20.17

588 178 178 168 119

354.2 404.5 404.5 381.8 383.9

20.94 21.16

283 856

377.3 355.2

1.66 -44 .44 .44 -31

6.27 6.69 6.69 6.69 6.54

XSECTION XSECTION

3 4

ADDEYD ADDHYD

.75 2.41

6.63 6.38

XSECPION XSECTION XSECTION XSECTION XSECTION

6 6 6

12.16 inches REACH DIVERT DIVERT REACH RUNOFF ADDHYD

AND 2.41 .96 1.45 .96 1.30 2.26

.O hrs.

20.70 20.70 21.13 21.04 21.13

REACH RUNOFF RESVOR REACH RUNOFF

5 5 8

BEGINS AT

RATE (CSW

----507.40 em508.26

2 2 2 3 3

OF

DURATION,

RATE (CFS)

6.23 6.23 6.23 6.39 6.27

STRUCTURE STRUCTURE XSECTION XSECTION

RAINFALL XSECI'ION

hr

PEAK DISCEARGE

----------------------------------ELEVATION TIME (W VW

42.00 hr 6.38 4.22 7.82 4.22 7.00 5.82

----DURATION, 499.90 495.35 ---

BEGINS AT 22.56 2O.OOF 22.56

hrs. 683 1OOF 583

283.4 104.2 402.1

484.06 --488.34

29.75F 24.04 24.05

1OOF~ 485 585

104.2 373.1 258.8

2.5

TR2O

-----------------------------

____-----------------------------------

scs

-

JOB USES - ACTUAL STORK, FROM STR 1 TO XSEC 6; VERSION WITH SAMPLE 3 03_/06/92 FULLPRINT, SUMMARY, PLOTS, XSEC COEFFS, DIVERT, DUR, & TZERO. 2.04TEST PAGE 17 58:51 SUMMARY, JOB NO. 1

MODIFIED QUESTION HARK (?)

SUMMARY TABLE 2 --------------ATT-KIN REACH ROUTING IN ORDER PERFORKED. AFTER: OUTFLOW PEAK - MAX. NUMBER ROUTING ITERATIONS LENGTH FACTOR - VALUE K* GREATER THAN 1.0; ATT-KIN COEFF - VALUE C GREATER THAN 0.667.

HYDROGRAPH INFORHATION -----------------------INFLOW OUTFLOW FLOOD ---------em ----------XSEC REACH PLAIN TIME ID LENGTH LENGTH PEAK TIME PEAK cm (='T) (CFS) (iiF CC=) UW BASEFLOW IS ALTERNATE ----------5400 1 3000 2 4600 3 5 2600 4900

USED;

ROUTING PARAMETERS ------------------------------Q-A EQ. PEAK ATT----------LENGTH RATIO KIN COEFF POWER FACTOR Q/I COEFF (Q*) CC) (W (k*) w

.O CFS 1 STORM .---------------427 589 178 854 100

6 20.8 21.3 20.0 21.3 20.0

425 586 167 683 100

21.3 21.5 21.3 22.5 29.8

.23 .31 1.20 .57 .lO

1.50 1.35 1.10 1.00 1.48

.013 .OlO .048 109 :014

.996 -994 -939 .799 1.000

-53 .61 -34 .18 .23

TR20

--------------------------------------------------------------------

see

WITH SAMPLE 3 JOB USES - ACTUAL STORM. FROM STR 1 TO XSEC 6: 03/06/92 FULLPRINT, SUMMARY, PLOTS, &EC COEFFS, DIVERT, DbR, &-&ZERO. 07:5a:51 SUMl4ARY, JOB NO. 1

VERSI 2.04TE PAGE

SLMfARY TABLE 3 ---------------

STORN DISCHhRGES (CFS) AT XSECTIONS AND STRUCTURES FOR ALL ALTERNATES AFTER: OUTFLOWPEAK - RISING TRUNCATED HYDROGRAPH.

QUESTION KARK (?)

XSECTION/ STRUCTURE

DRAINAGE

ID

2%

2 --------------------------ALTERNATE

STRUCXTiRE

STRUCTURE 1 --------------------------ALTERNATE

XSECTION

.44 1

1

1

2

595

1.66 1

ALTERNATE

XSECTION 3 --------------------------ALTERNATE 4 --------------------------ALTERNATE

2.41 1

856 .96 100

1

XSECTION

6 --------------------------ALTERNATE

283

1

5

ALTERNATE

588 .?5

XSECTION

2.26

585

1

XSECTION 8 --_-----------------------ALTERNATE

427

1.66

---------------------------

XSECTION

178 1.20

1

ALTERNATE

XSECTION

STORM NUMBERS.......... 6

1.45 1

583

TR20 -----------__-------________i___________---------------------------WITH SAMPLE 3 JOB USES - ACTUAL STOFU4, FROM STR 1 TO XSEC 6; 03/06/92 FULLPRINT, SUMHARY, PLOTS, XSEC COEFFS, DIVERT, DUR, h TZERO.

END OF

1 JOBS IN THIS

scs

RUN

VERSION 2.04TEST TR-20, SAMPLE 3 FILES , GIVEN DATA FILE , DATED 03/06/92,07:58:51

= b:a3.dat INPUT OUTPUT = pm FILES

scs VERSION 2.04TEST

GENERATED - DATED 03/06/92,07:58:51 NONE!

TOTAL NolIBER OF WARNINGS = l

**

TR-20

3,

MESSAGES =

RUN COMPLETED

l

**

0

E-l APPENDIX E SAMPLE JOB NO. 4 Ems

Contents Schematic Printout

Drawing

E-2 E-3

E-2 SCHEMATIC

DRAKING Sample (Structure

3F Job

SAMPLE No. i 2 Null)

LEGEND

WATE~SHECI

E-3 '*+*++++****+*+80-80 JOB TR-20 TITLE TITLE 6 RUNOFF 6 RESVOR 6 REACH 6 RUNOFF 6 ADDHYD 6 ADDHYD ENDATA

0 a a a 8 8 a a 8 8

a 8 a 8 8 a a a a 8 a a 8 8

OF INPUT DATA FOR TR-20

HYDROLOGYt+++***+**rtr+ttr

SAKPLE 4 JOB USES -2 24HR TYPE II STORM, FROM XSEC 2 TO XSEC 4; WITH NOPRINT, READ DISCH. HYDR. 6 NON STANDARD HYDR. NO. LOCATIONS. 1 78. 02 6 0.44 0.35 1 2 026 7 1 3 003 7 4 4600. 1.2 1.1 1 1 003 6 0.31 77. 0.47 1 4 003 467 1 1 4 004 5 7 3 1 11

7 READHD 8 7 REAMDID

8 a 8 8 8 8 8 0 a a a 3

LIST

1 5

xs

9.1000 0.

.lOOO 1.

2. 4. 8. 15. 29. 93. 565. 884. 782. 578. 406. 289. 216. 172. 144. 124. 112. 104. 98. 92.

2. 5. 9. 17. 34. 143. 672. 885. 743. 539. 378. 271. 206. 166.

87. 82. 76. 72. 60. 64. 62. 60. 58. 56. 53. 44. 33. 24. 17. 13.

86. 81. 75. 71. 67. 64. 61. 59. 57. 56. 52. 41. 31. 22. 16. 13.

10.

10.

139. 121. 110. 102. 97. 91.

1.6600

1. 2. 5. 10. 20. 40. 222. 760. 873. 701. 503. 353. 255.

196. 160. 135. 118. 108. 101. 95. 90. 85. 00. 74. 70. 66. 63. 61. 59. 57. 56. 50. 39. 29. 21.

15. 12. 9.

.oooo 1. 3. 6. 12. 22. 49. 327. 824. a49. 659. 468. 329. 241. 188. 154. 131. 116. 107.

100. 94. 89. 84. 79. 73. 69. 66. 63. 60. 59. 57. 55. 48. 37. 27. 20. 15.

11. 9.

Al 1. 3. 7. 13. 26. 64. 446. 865.

818. 618. 436. 308. 228.

180. 149. 127. 114. 105. 99. 93. 80. 83. 78. 73. 68. 65.. 62. 60. 58. 57. 54. 46. 35. 25. 18.

14. 11. a.

2,

S 1 1 1 1 1' 1: 1: 2: 2. ;; 21 2i 21 2’ 21 2: 31 3: 3: 3: 31 3: 3t 3: 31 31 4c 4: 4i 41 41 4: 44 4: 41 4: SC

8 0 a 8 a 8 8 a

_

: a

8 a 0 8 8 8 8 8 9 ENDTBL 7INCRM6 [email protected] END-1 ENDJOB 2

a.

8.

6. 5. 4. 3. 3. 2. 2. 2. 2. 1. 1. 1. 1. 1. 1. 1. 1. 1.

6. 5. 4. 3. 3. 2. 2. 2. 2. 1. 1. 1. 1. 1. 1. 1. 1. 1.

7. 6. 5. 4. 3. 3. 2. 2. 2. 2. 1. 1. 1. 1. 1. 1. 1. 1. 1.

7.

I.

6. 4. 4. 3. 3. 2. 2. 2. 2. 1. 1. 1. 1. 1. 1. 1. 1. 1.

5; 4. 3. 3. 3. 2. 2. 2. 2. 1. 1. 1. 1. 1. 1. 1. 1. 0.

0.1 02 004

5.2

1.0

22

01

01

5 5~ 5: 5~ 5 5 5~ 5 5. 6, 6: 6; 6: 61 6: 6t 6: 6t 65 7c 71 7i 73 -7‘

sa TR20 -------------------------------------------------------------------SAMPLE 4 JOB USES - 24HR TYPE II STORK, FROM XSEC 2 TO XSEC 4; WITH VERSION 03/06/92 NOPRINT, READ DISCH. HYDR. & NON STANDARD HYDR. NO. LOCATIONS.2.04TEST 02:33 JOB NO. 1 PASS 1 PAGE I

EXECUTIVE CONTROL READHD STARTING TIME = DRAINAGE AREA = a a a a 8 a 8 a a 8 a 8 8 a a a P b 0 8 8 8 8 a a 8 a a 8 a 0 8 8 a a a 8 a a a a

i

9.10 1.66

.oo 2.00 4.00 8.00 15.00 29.00 93.00 565.00 884.00 782.00 578.00 406.00 289.00 216.00 172.00 144.00 124.00 112.00 104.00 98.00 92.00 87.00 82.00 76.00 72.00 68.00 64.00 62.00 60.00 58.00 56.00 53.00 44.00 33.00 24.00 17.00 13.00 10.00 8.00 6.00 5.00 4.00 3.00

DISCHARGE HYDROGRAPH, IN LOCATION 5

xs-

TIME INCREMENT = .lOO BASE FLOW = .oo 1.00 2.00 5.00 9.00 17.00 34.00 143.00 672.00 885.00 743.00 539.00 378.00 271.00 206.00 166.00 139.00 121.00 110.00 102.00 97.00 91.00 86.00 81.00 75.00 71.00 67.00 64.00 61.00 59.00 57.00 56.00 52.00 41.00 31.00 22.00 16.00 13.00 10.00 8.00 6.00 5.00 4.00 3.00

1.00 ,2.00 5.00 10.00 20.00 40.00 222.00 760.00 873.00 701.00 503.00 353.00 255.00 196.00 160.00 135.00 118.00 108.00 101.00 95.00 90.00 85.00 80.00 74.00 70.00 66.00 63.00 61.00 59.00 57.00 56.00 50.00 39.00 29.00 21.00 15.00 12.00 9.00 7.00 6.00 5.00 4.00 3.00

1.00 3.00 6.00 12.00 22.00 49.00 327.00 824.00 849.00 659.00 468.00 329.00 241.00 188.00 154.00 131.00 116.00 107.00 100.00 94.00 89.00 84.00 79.00 73.00 69.00 66.00 63.00 60.00 59.00 57.00 55.00 48.00 37.00 27.00 20.00 15.00 11.00 9.00 7.00 6.00 4.00 4.00 3.00

1.00 3.00 7.00 13.00 26.00 64.00 446.00 865.00 818.00 618.00 436.00 308,OO 228.00 180.00 149.00 127.00 114.00 lOS.00 99.00 93.00 88.00 83.00 78.00 73.00 68.00 65.00 62.00 60.00 58.00 57.00 54.00 46.00 35.00 25.00 18.00 14.00 11.00 8.00 7.00 5.00 4.00 3.00 3.00

2 03

T*Z(y

--------------------------------------------------------------------

SC-

SAMPLE 4 JOB USES - 24HR TYPE II STORM, FROM XSEC 2 TO XSEC 4; WITH VERSI(~ o3/06/92 NOPRINT, READ DISCH. HYDR. h NON STANDARD HYDR. NO. LACATIONS.2.04TE' 08:02:33 PASS 1 JOB NO. 1 PAGE a a a a a a a a a a a a a a 9 ENDTBL

3.00 -i.oo 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

3.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

3.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

3.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

3.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

EXECUTIVE CONTROL INCRM

MAIN TIME INCREMENT =

EXECUTIVE CONTROL COMPUT STARTING TIM3 = .oo

FROM STRUCTURE 2 TG XSECTION 4 720 RAIN DBFTH = 5.20 RAIN DURATION - 1.00 NUN TIME INCRBMEBT = .lOO HOUR8 STORM NO. = 1 RAIN TABLE NO. = 2

ANT.

RUROFF

COW.

=

2

ALTERNATE NO. = 1 OPERATION ADDHYD HRS

a.20 9.00 9.80 10.60 11.40 12.20 13.00 13.80 14.60 15.40 16.20 17.00 17.80 18.60 19.40 20;20 21.00 21.80 22.60 23.40 24.20

XSECTION

.lOO HOURS

710

3

STORN = 1 HYDROGRAPHPOINTS FOR ALTERNATE = 1, DRAINAGE ARFA = .75 HAIN TIME INCREMENT = .lOO hr. 2.02 2.52 CFS 33 .56 1.58 .a5 1;19 8.02 7.25 CFS 3:67 4.32 5.02 5.75 6.50 16.69 15.19 9.66 CFS 10.56 13.85 11.56 12.64 37.44 30.22 33.57 CFS 27.25 20.21 22.27 24.62 388 136 232 CFS 48 54 86 64 476 529 582 CFS 636 638 622 615 202 243 222 CFS 272 379 339 303 109 116 124 CFS 133 169 156 144 75.90 78.58 81.54 CFS 97.44 92.70 84.83 88.52 59.95 63.36 61.63 CFS 71.17 69.05 65.17 67.06 49.70 50.64 51.65 56.78 CFS 55.33 52.77 54.00 44.12 44.71 45.32 CFS 48.05 47.31 45.95 46.61 39.77 40.29 40.82 CPS 42.98 42.43 41.35 41.88 35.65 36.16 36.67 CFS 38.73 38.22 37.70 37.19 31.54 32.05 32.57 CFS 34.62 34.11 33.60 33.08 28.34 28.61 28.92 CFS 30.53 30.07 29.64 29.26 26.90 27.04 27.18 27.88 27.68 CFS 27.50 27.34 25.98 26.08 26.19 CFS 26.65 26.53 26.42 26.30 25.16 25.26 25.36 25.66 CFS 25.77 25.56 25.46 24.34 24.45 24.55 CFS 24.85 24.95 24.75 24.65 9.13 10.98 13.09 CFS 20.02 22.32 17.67 15.33

SQ.MI 3.07

8.82 18.36 42.09 537 425 184 103 73.44 58.33 48.85 43.54 39.25 35.14 31.03 28.10 26.77 25.87 25.05 23.8

7.5.

scs _ TR20 -------------------------------------------------------------------SAMPLE 4 JOB USES - 24HR TYPE II STORM, FROM XSEC 2 TO XSEC 4;. WITH VERSIOK '-'-f/06/92 NOPRXNT, READ DISCH. BYDR. h NON STANDARD HYDR. NO. LOCATIONS.2.04TES'I :02:33 PASS 1 JOB NO. 1 PAGE 3 25.00 25.80

6.25 i.37

CFS CFS

5.17 1.13

4.27 .94

3.52 .76

2.91 .64

RUNOFF ABOVE BASEFLQW (BASEFLOW = .oo CFS) 2.84 WATERSHEDINCHES; 1375 CFS-HRS; OPERATION ADDHYD HRS

9.20 9.00 9.80 10.60 11.40 12.20 13.00 13.80 14.60 15.40 16.20 17.00 17.80 18.60 19.40 20.20 21.00 21.80 22.60 23.40 24.20 25.00 25.80 26.60 27.40 28.20 29.00 29.80 30.60 31.40 32.20 33.00 33.80 34.60 35.40 36.20 37.00

CFS CFS

CFS CFS CFS

CFS CFS CFS CFS CFS

CFS CFS

CFS CFS CFS CFS CFS

CFS CFS

CFS CFS CFS CFS CFS CFS CFS CFS CFS

CFS CFS CFS CFS CFS CFS CFS CFS

CFS

XSECTION

2.40 .53

1.99 .44 113.6

1.65

ACRE-FEET.

4

HYDROGRAPHPOINTS FOR ALTERNATE = 1, STORM=1 MAIN TIME INCREMENT = .lOO hr. DRAINAGE AREA = 2.41 .33 .56 .85 1.19 1.58 2.02 2.52 3.67 6.02 4.32 6.75 7.50 8.25 10.02 11.66 13.56 14.56 16.64 18.85 20.19 22.69 28.21 31.27 34.62 54.44 39.25 43.22 48.57 70 80 93 176 281 452 120 758 858 965 1236 1068 1147 1201 1244 1223 1188 984 1145 1094 1040 870 815 577 762 663 619 711 503 471 347 442 414 390 368 312 240 297 283 250 271 259 223 215 208 196 190 185 202 156 175 171 159 168 164 161 140 151 149 147 141 145 143 137 135 133 120 127 131 130 124 115 122 121 119 118 116 102 112 110 109 107 105 104 95 101 96 95 100 99 97 88.98 92.65 92.53 91.42 90.19 89.08 90.30 84.16 87.77 86.66 86.56 85.46 05.36 85.26 81.34 83.95 82.85 82.75 81.65 81.55 81.45 62.98 59.13 78.32 76.02 72.67 69.33 66.09 37.40 34.99 52.25 49.17 45.27 42.52 39.91 20.44 21.53 30.37 28.13 25.94 24.78 22.64 13.10 13.12 17.30 16.25 15.21 15.17 14.14 9.02 8.02 9.03 11.06 11.05 10.04 10.03 6.00 6.00 6.00 8.01 7.01 7.01 7.00 4.00 4.00 4.00 5.00 5.00 5.00 5.00 .3.00 3.00 3.00 4.00 4.00 3.00 3.00 2.00 2.00 3.00 3.00 3.00 3.00 3.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 .oo 1.00 1.00 1.00 1.00 1.00

RUNOFF ABOVE BASEFLOW (BASEFLQW = 2.70 WATERSHEDINCBES;

.OO

CFS)

4196

CFS-HRS;

346.7

SQ.KI. 3.07 10.82 25.36 62.09 630 1249 927 539 326 230 180 154 138 125 113 101 94 97.87 94.05 79.83 55.57 32.65 18.36 12.08 8.02 6.00 4.00 3.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00

ACRE-FEET.

scs TRZO -------------------------------------------------------------------SAMPLE 4 JOB USES - 24HR TYPE II STORM, FROM XSEC 2 TO XSEC 4; WITH VERSION 03/M/92 NOPRINT, READ DISCH. HYDR. & NON STANDARD HYDR. NO. LOCATIONS.2.04TES'I PASS 1 08:02:33 JOB NO. 1 PAGE DURATION(HRS) FLOW(CFS)

-3 390

6 151

DURATION(HRS) FLOW(CFS)

27 1

29 0

EXECUTIVE

CONTROL ENDCI¶P

9 104

12 83

15 31

18 10

COMPUTATIONS COMPLETED FOR PASS

21 3

24 2

1

730

scs _ TR20 ________-----------------------------------------------------------FROM XSEC 2 TO XSEC 4; SAMPLE 4 JOB USES - 24HR TYPE II~STORH, VERSION WITH o3/06/92 NOPRINT, READ DISCH. HYDR. h NON STANDARD HYDR. NO. LOCATIONS.2.CQTEST SUMMARY, JOB NO. 1 02:33 PAGE 5 SUMXARY TABLE 1 --------------SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PEIZFGREBD. A CHARACTER FOLLOWING THE PEAK DISCHARGE TIME MD RATE (CFS) INDICATES: T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAFH F-FLAT TOP HYDROGRAPH XSECTION/ STRUCTURE ID

STANDARD CONTROL OPERATION

5.20 RAINFALL OF RAINTABLE NUMBER MAIN TIME

DRAINAGE (g?I)

inches 2,

INCREKENT

AND 24.00 ARC 2 .I00 HOURS

1 STORM 1 ALTERNATE __------------------------.44 STRUCTURE 2 RUNOFF .44 STRUCTURE 2 RESVOR .44 XSECTION 3 REACH .31 XSECTION 3 RUNOFF .75 XSECTION 3 ADDHYD :CTION

4

RUNOFF AMOUNT (INI

ADDHYD

2.41

hr

PEAK DISCHARGE -----------------------------------ELEVATION TIME RATE (=I (W (CFS)

DURATION,

BEGINS AT

RATE tcsw

.o hrs.

2.88 2.88 2.88 2.79 2.84

---

---------

12.10 12.10 12.59 12.17 12.36

837 a37 412 481 640

1902.3 1902.3 936.4 1551.6 853.3

2.70

---

12.92

1249

518.3

e-tc TR2cJ--------------------------------------------------------------------

scs -

SAMPLE 4 JOB USES - 24HR TYPE II STORM, FROM XSEC 2 TO XSEC 4; VERSIO? WITH 03/M/92 NOPRINT, READ DISCH. HYDR. 6 NON STANDARD HYDR. NO. LOCATIONS.2.04TES': 08:02:33 SUMKARY, JOB NO. 1 PAGE

MODIFIED QUESTION PIARK (1)

SUMMARY TABLE 2 --------------ATT-KIN REACH ROUTING IN ORDER PERFORMED. AFTER: OUTFLOW PEAK - MAX. NUHBER ROUTING ITERATIONS LENGTH FACTOR - VALUE K* GREATER THAN 1.0; ATT-KIN COEFF - VALUE C GREATER THAN 0.667.

HYDROGRAPH INFORMATION -----------------------INFLOW FLOOD OUTFLOW --------------------XSEC REikH PLAIN ID LENGTH LENGTH PEAK TIME PEAK TIME VW (fi) CC=) (HR) (CW (ml BASEFLOW IS

USED;

ROUTING PARAMETERS ------------------------------Q-A EQ. PEAK A’IT----------LENGTH RATIO KIN COEFF POWER FACTOR Q/I COEFF w (W (k*) (Q') (Cl

.O CFS

ALTERNATE 1 --------------------------3 4600

STORM 837

1 12.1

412

12.6

1.20

1.10

.571

.492

.17

TR20 -------_--------____-----------------------------------------------SAMPLE 4 JOB USES - 24HR TYPE II STORM, FROM XSEC 2 TO XSEC 4; 03/06/92~NOPRINT, 02:33

READ DISCH.

WITH

scs VERSIOK

HYDR. h NON STANDARD HYDR. NO. LOCATIONS.2.04TES1 SUl4MARY, JOB NO. 1 PAGE 7

SUMMARY TABLE 3 --------------STORM DISCHARGES (CFS) AT XSECTIONS AND STRUCTURES FOR ALL ALTERNATES QUESTION MARK (I) AFTER: OUTFLOWPEAR - RISING TRUNCATED HYDROGRAPH.

XSECTION/

DRAINAGE

STRUCTURE ID STRUCTURi

------_--------------------

STORM NUMBERS.. . . . . . . . . 1 2

ALTERNATE XSECTION 3 --------------------------ALTERNATE XSECTION 4 --------------------------ALTERNATE

.44 037

1 .75

640

1 2.41 1

1249

TR20

__________----------------------------------------------------------

SC.

SAMPLE 4 JOB USES - 24HR TYPE II STORM, FROM XSEC 2 TO XSEC 4; VERSIO WITH 03/M/92 NOPRINT, READ DISCH. HYDR. & NON STANDARD HYDR. NO. LOCATIONS.2.04TES'

END OF

1 JOBS IN l'%IS

RUN

scs

TR-20, VERSION 2.04TEST SAMPLE 4 FILES

= b:a4.dat INPUT ODTPDT J pm FILES

, GIVEN DATA FILE , DATED 03/06/92,08:02:33 GENERATED - DATED 03/06/92,08:02:33 NONE !

TQTAL NUMBER OF WARNINGS = l

**

TR-20

0,

RUN CONPLETED

MESSAGES = l

**

0

APPENDIX

F

SAMPLE JOB NO. 5 ContenSchematic Printout

Drawings

F-2 F-5

SCHEMATIC

DRAWING OF SAMPLE

Wb ,TERSHEi!

SamDie 40~ No. 5 Alternate

i

Alternate

2 - Structures

- Existing

Structure

I 7980) 5408 [1.21[1.11 1.28 75i.33)

Number i

let awnstream ena roptionel

of reacnl

Floooplaln Length - Feet1 Ream Length - Feet

[End Araa Coeff. xl[Exponent RI Square nlles Oralnege Area Rtnoff

Curve

Number(Time

of Concsntrstlon-Hours1

Q

-1

2 aaaeo

NunDBr I

Cross Secrlan

1 b

1 and

LEGENO

u Iiz

C;nait;ons

ReferenceLmtlon NUmbert

h Intervening ares

SCHEMATIC

DRAWING OF SAMPLE WATERSHED Sample

Alternate

3 and

Structure renamea

Job

No.

5

2 moved structure

downstream 3.

LEGEND

SCHEMATICDRAUINGOF SAMPLEWATERSHED Alternete

4 - Olverslon edded et cross section

to

5

divide

flow

l *****+*++**++ao-80

LIST

OF INPUT DATA FOR TR-20

HYDROLo~Y+*t+***f~**+t+tttt

JOB TR-20 SAMPLE 5 --ECON SUMMARY TITLE JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, TITLE BF, I4OD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MOVE SITE, 4=DIVIDE 1 DURING 8 HOURS 6.0 12.0 24.0 9 ENDTBL 001 2 XSECTN 1.00 508.50 8 503.50 0.0 0.0 8 505.21 100.00 57.25 8 506.74 300.00 118.20 8 508.28 600.00 189.25 8 508.50 624.56 200.00 8 509.51 1000.00 364.35 8 510.37 1500.00 662.99 8 511.07 2100.00 963.82 a. 511.44 2500.00 1134.18 9 ENDTBL 2 XSECTN 002 1.00 501.27 8 496.27 0.0 0.0 a 498.24 90.00 66.78 8 499.98 270.00 138.93 8 501.27 441.18 200.00 8 501.66 540.00 235.25 502.80 900.00 530.50 504.43 1960.00 1237.82 9 ENDTBL 005 2 XSECTN 1.0 495.5 495.5 495.5 8 490. 0.0 0.0 8 492. 17. 24. 8 494. 57. 56. 495. 86. 75. 8 495.5 106. 8 96. 8 496. 132. 138. 205. 287. a 497. 319. 522. 8 498. 482. 843. 499. a 705. 1250. 500. 8 1362. 2330. 502. 8 3770. 2361. 504. 8 9 ENDTBL 484.0 484.0 484.3 006 1.0 2 XSECTN 0.0 0.0 480. a 46. 29. 482. 8 104. 97. 484. 8 144. 138. 485. 8 176. 168. 485.5 8 215. 226. 486. 8 320. 459. 487. a 9 875. 485. 488. 2060. 1072. 490.

1c 20 1c 4c 5c 6C 7c, so 9c 1OC 1lC 12E 1~3% 14c rse 16% 170 180 190 2m 210; 220 230 240 250 260 ax! 280 2% 300 310 32Q 330 340 35C 36C 3x 38t 39c 4ac 4tc 4% 43E 44c 4% 4 6E 4fC 48C 49c 5OC

z+****t+++ttrr~**t+t~ea-00 a 9 ENDTBL 2 XSECTN a a a a 8 8 a 8 0 8 9 ENDTBL 6RUNOFFl 6 RESVOR 2 6 REACH 3 6 RUNOFF 1 6 ADDHYD 4 6 REACH 3 6 RUNOFF 1 6 RBSVOR 2 6 RRACH 3 6 RUNOFF 1 6 ADDHYD

4

007

01 016 001 001 001 002

7

LIST OF INPIJT DATA (CONTINUED)***+**tt+t+*+++t++t* 492.

1971.

3629.

1.0 474. 475. 477. 479. 479.5 480. 481. 483. 485. 407.

479.5 0. 12. 76. 178. 214. 255. 381. 783. 1406. 2214.

479.5 0. 31. 99. 175. 210. 255. 579. 1337. 2397. 3906.

75.

0.33

6 1.20 7 5 5400. 6 0.46

567 7 1 3000. 02 6 0.44 026 7 003 7 5 4600. 6 0.31 003 003

6 ADDHYD 4 004 6REACH 3005 6 SAVHOV 5 006 6 REACH 3 006 6 RUNOFF 1 006 6 ADDHYD 4 006 6 RFACH 3 007 6 RUNOFF 1 007 6 ADDHYD 4 007 6 SAVHOV 5 008 ENDATA 7 LIST 7 INCREM 6 7 BASFLO 5 01 7 COHPUT 7 ENDCKPl 7 BASFLD 5 01 7 COHPUT 7 BNDCMPl 01 3 STRUCT 8 8 a 8 8

76.

1.07

78.

0.35

1.2 77.

1.1 0.47

51 52 53 54 SE 5t 5: SE 5s 6C 61

479.2

g 66 6: z; 6E 65 7c 71 72 73 -~

562

123 5 2600. 3 5 7 5 4900. 7 6 1.30 567 5 8900. 7 6 0.70 564 4 1 1.

79.

2.0

80.

7900. 1.20

1.

2.

5.2

1.0

2 2

01

01

1.0

2 2

01

02

1

11

0.1

007

6.0 6.0

007

9i

2.6 521.5 521.6 521.8 522.0 522.2

76 77 78 79 80 81 82 a3 84 85 aa 87 8E 69 9c 91

0.0 3.0 15. 33. 54.

17.0 18.0 20.2 22.5 25.0

93 94 95 9c 9i 9E 95

t++t++tt**+++**+**80-80 8 8 8 8 8 9 3 8 8 8 8 8 8 8 8 8 8 8 8 8 9 7 7 7 7 7 3 9 3 8 8 0 8 8 8 9 7 6 6 7

LIST 522.4 526.2 526.4 526.6 527.2

ENDTBL STRUCT

ENDTBL INSERT RUNOFF RESVOR DELETE

79. 948. 1009. 1071. 1265.

28.0 70. 75. 80. 95.

02 0.0 210. 252. 294. 336. 378. 420. 441. 556. 1129. 2086. 3288. 4030.

16. 27. 40. 62. 85. 112. 145. 176. 190. 237. 205. 340. 367.

5.2 5.2

1.0 1.0

22 22

02 02

01

2.6 2.6

1.0 1.0

2 2 2 2

02 02

02 02

484. 488. 492. 495. 498. 500.

0.0 32. 40. 45. 48. 52.

5. 8. 14. 27. 48. 80.

6 0.75 7

78.

1.60

2 2000.

1.2

1.1

496. 498. 500. 502. 504. 506. 508. 509. 510. 512. 514. 516. 517. ENDTBL BASFLO COKPUT COKPUT ENDCHP BASFLO COMPUT coKPuT ENDCMP STRUCT ENDTBL STRUCT

OF INPlJT DATA (CONTINUED)*c*+*t*+r*****~~~*~**4

10.0 5 7 01 02 007 7 003 1 8.0 5 7 01 02 007 7 003 1 02

2 1 2 4' 6 RUNOFF 1 6 RESVOR 2 7ALTER 3 6 REACH 3 7 DELETE 4 6 RUNOFF 1 ADDHYD 4

03

002 03 03 6 02 02 003 003 003

7

01

101 102 103 104 10-E 1Qf 10; 1OL 105 11r 111 112 11: 114 115 116 l,li 1lC 115 12c 123 12i 122 124 125 12t: 127 128 125 130 131 131 132 134 135 13f 13: 13f 135 14c 141 14; 142 144 14: 14t 14: 14s 14s 15c

*csrr+t*.r**rt+*t++t*80-80

LIST OF INPUT DATA (CONTINUED)**++**+*+t++*++~+++*

7 LIST 7 BASFLO 5 7 CONPUT 7 01 007 ENDCHP 1 7 BASFLO 5 7 COHPUT 7 01 007 ENDCMP 1 3 STRUCT 01 9 ENDTBL ~3 STRUqr 03 9 ENDTBL 2 XSECTN 008 0 8 8 a a

1.0 6.0 6.0

1.0 492. 493. 494. 495. 496.

8

497.

8 a 9 BNDTBL 7 INSERT 2 6 DIVERT 6 7 DELETE 4 6 SAVNOV 5 7 INSERT 2 6 REACN 3 6 ADDHYD 4 7 LIST 7 BASFLO 5 7coHPUT7 ENDCHP 1

498. 500.

7 BASFLO

005 005 006 007 008 009

571

1 2 17000. 247 1.0 0.2 01 009

5

7 CONPUT 7 01 009 BNDCKPl IPEAKS PEAKS 006 007 ENDJOB 2

1.0

2 2

03

01

2.6

1.0

2 2

03

02

494.5 0.0 21. 64. 133. 232. 360. 515. 827.

494.3 0.0

493.3

23. 52. 87. 128. 175. 228. 405.

0.9

a.

17200

1

1 11

1

11

.

0.1

7A

5.2

3.90'

15.0 5.2

25.0 1.0

22

04

01

12.0 2.6

25.0 1.0

.2 2

04

02

78

4.00

15: 15: 15: 15, 15: 15! 15. 151 15! 16( 16: 16: 16: 16~ 16f 16( 16: 161 16: 17c 171 17i 173 I1 176 177 178 179 180 181, 182 183 184 185~ 186 187 188

F-Y TR2O

--------------------------------------------------------------------

scs

-

SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIO? 03/06/92 BF, MOD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TES'. ~32~48 JOB NO. 1 PAGE : PASS 1

EXECUTIVE

CONTROL LIST LISTING

XSECTN NO. 1 2 XSECTN

1.

870

2.

1.

OF CURRENT DATA

DRAINAGE AREA 1.0000

BAHKFULL 508.5000

ELEVATION 503.50 505.21 506.74 508.20 508.50 509.51 510.37 511.07 511.44

DISCHARGE .oo 100.00 300.00 600.00 624.56 1000.00 1500.00 2100.00 2500.00

ZERO DAMAGE . 0000

LOW GROUND .oooo

END AREA .oo 57.25 118.20 189.25 200.00 364.35 662.99 963.82 1134.18

ZNDTBL DRAINAGE

NO. 2 XSECTN a 8 8 8 0 8 8 9ENDTBL

2

AREA 1.0000

BANKFULL 501.2700

ELEVATION 496.27 490.24 499.98 501.27 501.66 502.80 504.43

DISCHARGE .OO ~90.00 270.00 441.18 540.00 900.00 1960.00

ZERO DAMAGE .oooo END AREA .oo 66.78 138.93 200.00 235.25 530.50 1237.82

LOW GROUND .oooo

F-lc TR*(J _------------------------------------------------------------------SC- SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIOk 03/06/92 BF, MOD. Sic.; ALT'S l=EXIST., Z=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TES' 07:32:48 PASS 1 JOB NO. 1 PAGE

XSECTN NO. 2 XSECTN 5 a 8 8 8 8 8 8 8 8 8 8 8 9 ENDTBL XSECTN NO. 2 XSECTN 6 a 8 a 8

a 8 8 8 8 8 9 ENDTBL

DRAINAGE AREA 1.0000

BANKFULL 495.5000

ELEVATION 490.00 492.00 494.00 495.00 495.50 496.00 497.00 498.00 499.00 500.00 502.00 504.00

DRAINAGE AREA 1.0000

DISCHARGE .oo 17.00 57.00 86.00 106.00 132.00 205.00 319.00 482.00 705.00 1362.00 2361.00

BANKFULL 404.3000

ELEVATION 480.00 482.00 484.00 485.00 485.50 486.00 487.00 488.00 490.00 492 .OO

ZERO DAMAGE 495.5000

END AREA .oo 24.00 56.00 75.00 96.00 138.00 287.00 522.00 843.00 1250.00 2330.00 3770.00

ZERO DAMAGE 484.0000

DISCHARGE .oo 29.00 97.00 144.00 176.00 215.00 320.00 485.00 1072.00 1971.00

LOW GROUND 495.5000

LOW GROUND 484.0000

END AREA .oo 46.00 104.00 138.00 168.00 226.00 459.00 875.00 2060.00 3629.00

j.---------------------------------------------------------___ TR20 --e--eSAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECoN, BF, MOD. S.C.; ALT'S l=EXIST., 03 /06/92 2=SITES, 3=MOVE SITE, 4=DIVIDE 32:48 JOB NO. 1 PASS 1

XSECTN NO. 7 2 XSECTN 8 8 8 8 8 8 8 8 8 8 9 ENDTBL 1 DURING 8 9 ENDTBL ' OIMHYD 8 8 8 8 8 8 8 8 8 8 8 9 ENDTBL

BANKFULL

DRAINAGE AREA 1.0000

479.5000

ELEVATION 474.00 475.00 477.00 479.00 479.50 480.00 481.00 483.00 485.00 487.00 6.0

HOURS

ZERO DAMAGE 479.5000

DISCHARGE .oo 12.00 76.00 178.00 214.00 255.00 381.00 783.00 1406.00 2214.00 12.0

LOW GROUND 479.2000

END AREA 00 31:oo 99.00 175.00 210.00 255.00 579.00 1337.00 2397.00 3906.00 24.0

COMPUTED TIME INCREMENT .0200 .oooo -4700 1.0000 :2800 6800

.0300 .6600 .9900 .2410 .5600

1000 :8200 .9300 .2070 .4600

.1260 .0550 . 0250 .OllO .0050 . 0000

.1070 0470 :0210 .0090 .0040 .oooo

.0910 .0400 .0180 .0080 .0030 .oooo

COMPUTED PEAK RATE FACTOR =

484.000

-1900 .9300 .8600 .3900 .1740 .0770 .0340 .0150 .0070 .0020 .oooo

.3100 .9900 .7800 .3300 1470 :0660 .0290 .0130 .0060 .OOlO .oooo

-

II scs

-

VERSION 2.04TEST PAGE 3

TQfJ

--------------------------------------------------------------------

scs

-

SAMPLE 5 JO0 USES - TWO-24HR TYPE 11 STORMSOVER WATERSHED, WITH ECON, VERSIOb 03/06/92 BF, MOD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MOVE SITE. 4=DIVIDE 2.04TES 07:32:48 PASS 1 JOB NO. PAGE TABLE NO. 5 RAINFL 2 8 8 8 8 8 8 ,8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 : ENDTBL

TIME INCREMENT .lOOO 0000 :0051 0105 :0161 0220 :0281 .0345 0411 :0480 .0553 .0630 0712 :0800 .0892 .0990 .1093 .1200 . 1322 .1470 1630 :I810 -2040 .2350 .2830 .6630 7350 17720 . 7990 .8200 .8376 -8535 .8676 .8800 .8912 .9018 .9117 -9210 .9297 .9377 .9452 -9520 .9584 .9647 .9709 .9770 .9829 9887 : 9944 1.0000

.OOlO .0062 0116 :0173 -0232 .0294 .0358 0425 10494 .0568 .0646 0730 :os1s .0912 .lOlO 1114 :1222 .1350 .1502 .1663 .1851 .2094 .2427 .3068 .6820 .7434 .7780 .8036 .8237 .8409 .8565 .8702 .8823 .8934 .9038 .9136 .9228 .9313 .9393 .9466 .9533 .9597 .9660 .9722 .9782 .9841 .9899 .9956 1.0000

.0020 .0072 0127 :0184 .0244 .0306 .0371 . 0439 -0508 .0583 . 0662 .0747 . 0836 .0931 . 1030 .1135 . 1246 .1379 . 1534 . 1697 . 1895 -2152 .2513 .3544 .6986 .7514 .7836 .8080 .8273 -8442 .8594 .8728 .8845 .8955 .9058 .9155 .9245 .9330 .9408 .9480 -9546 .9610 .9672 9734 : 9794 .9853 .9910 -9967 1.0000

0030 :0083 .0138 . 0196 .0257 .0319 .0384 .0452 .0523 .0598 .06-9 .0764 .0855 0950 :1051 1156 :1270 .I408 .1566 1733 :1941 .2214 .2609 .4308 .7130 .7588 .7890 .8122 .8308 -8474 .8622 .8753 ?46? .8976 .9078 .9173 .9263 .9346 .9423 .9493 .9559 -9622 .9685 .9746 .9806 .9864 .9922 .9978 1.0000

.0041 .0094 .0150 .0208 .0269 .0332 .0398 .0466 .0538 .0614 .0696 .0782 . 0874 . 0970 1072 :1178 1296 :1438 .1598 1771 :1989 .2280 .2715 .5679 .7252 7656 : 7942 .8162 .8342 .8505 .8649 .8777 .8890 .8997, .9097 .9192 .9280 -9362 .9438 .9507 -9572 .9635 .9697 -9758 .9818 .9876 9933 :9989 1.0000~

TR20

_-------------------------------------------------------------------

scs

SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIO 03106192 BF, MOD. S.C.: ALT'S l=EXIST.. 2=SITES. 3=MOVE SITE, 4=DIVIDE 2.04TES :32;48 JOB NO. PASS 1 1 PAGE ~TABDARD CONTROL INSTRUCTIONS

6 RUNOFF 6 RESVOR 6 REACH 6 RUNOFF 6 ADDBYD 6 REACH6 RUNOFF 6 RESVOR 6REACH 6 RUNOFF 6 ADDHYD 6 ADDHYD 6REACH 6 SAVMOV 6REACH 6 RUNOFF 6 ADDIiYD 6REACB '- RUNOFF ADDHYD 6 SAVHOV EBDATA

1 2 3 1 4 3 1 2 3 1 4 4 3 5 3 1 4 3 1 4 5

END OF LISTING

1 16 17 1 1 2 3 3 3 4 5 6 6 6 6 7 7 7 a

6 7 5 6

567 7 1 2 6 26 7 7 5 6 562 123 3 5 5 7 7 5 6 567 7 5 6 564 4 1

1.2000 0000 5400:oooo .4600

75.0000

3000.0000 .4400 .oooo 4600.0000 .3100

.oooo 78.0000

2600.0000

.oooo 76.0000

1.2000 77.0000 .oooo

4900.0000 1.3000

.oooo 79.0000

8900.0000 .7000

.oooo 80.0000

.33000

0 0 000001 00000 0 0 1:07000 0 0 000001 .ooooo 0 0 .35000 0 0 000001 1.10000 0 0 -47000 0 0 000001 000001 . 00000 0 0

0 0 1

00000 0 0 2:ooooo 0 0 000001 7900.00000 0 0 1.20000 0 0 010111

0 0 1 0 0 1

0 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1

0 0 1 0 0 1

F ‘I TR20

--------------*-----------------------------------------------------

SC-

SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECoN, 03/06/92 BF, MOD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MOVE SITE, 4=DIVIDE 07:32:48 PASS 1 JOB NO. 1

EXECUTIVE

CONTROL INCREM

MAIN TIME

EXECUTIVE

CONTROL BASFLO

CONSTANT BASEFLOW =

EXECUTIVE CONTROL COMPUT STARTING TIME = 00 ANT. -RUNOFF COND. : 2 ALTERNATE NO. = 1 OPERATION ADDHYD HRS

7.60 8.40 9.20 10.00 10.80 11.60 12.40 13.20 14.00 14.80 15.60 16.40 17.20 18.00 18.80 19.60 20.40 21.20 22.00 22.80 23.60 24.40 25.20 26.00 26.80 27.60 20.40 29.20 30.00 30.80 31.60 32.40 33.20

CFS CFS

CFS CF.5 CFS CFS CFS CFS CFS CFS

CFS CFS CFS CFS CFS CFS CFS CFS

CFS CFS CFS CFS CFS CFS CFS CFS CFS

CFS CFS CFS

CFS CFS

CFS

XSECTION

INCREMENT =

.lOO 6.00

HOURS

CFS

FROM STRUCTURE 1 TO XSECTION RAIN DEPTH = 5.20 RAIN MAIN TIME INCREMENT = 100 STORM NO. = 1 'RAIN

VERSIC 2.04TE" PAGE

880 890

7 900 DURATION = 1.00 HOURS TABLE NO. = 2

7

HYDROGRAPH POINTS FOR MAIN TIME INCREMENT = .lOO 6.37 6.55 6.77 8.76 9.20 9.69 13.84 14.76 15.72 22.38 23.71 25.17 37.76 40.72 44.02 76 08 110 630 697 731 566 538 518 461 457 454 452 456 454 478 487 482 513 518 522 542 545 548 560 558 559 558 557 556 544 539 541 512 519 516 489 485 481 448 456 452 414 422 418 389 385 381 354 349 343 308 303 299 273 268 264 242 238 234 213 210 207 187 184 181 160 163 158 141 139 136 121 119 116 99 103 101 85.78 87.59 84.01 72.47 74.03 70.95

ALTERNATE = 1. STORM = 1 hr. DRAINAGE AREA = 4.41 7.62 7.30 7iO2 7 :97 11.49 10.83 10.24 12.21 17.78 16.73 19.97 18.86 32.68 30.50 28.54 26.77 56.56 51.85 47.71 61.95 150 416 306 216 646 689 721 736 473 480 490 502 450 450 450 452 470 466 463 459 505 500 496 491 536 533 525 529 556 554 550 552 559 560 560 560 549 551 552 554 526 530 533 536 497 501 505 508 465 469 477 473 431 435 443 439 397 401 410 405 364 368 372 376 319 325 331 337 281 285 290 294 249 253 257 261 220 224 227 231 194 200 197 203 169 172 175 178 146 149 152 155 126 128 131 133 108 110 114 112 91 93 95 97 77.23 78.68 80.56 82.27 65.14 66.55 67.99 69.45

SQ.MI, 8.35 12.99 21.14 35.09 68.19 5? 60.. 466 451 474 509 539 557 559 546 523 493 460 426 393 359 314 277 245 217 191 166 144 123 105 e75.c 63.76

scs TR20 _____--------------------------------------------------------------SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, vERs1ot "q/06/92 BF, MOD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TES'. : 3.2 :48 PASS 1 JOB NO. 1 PAGE .: 34.00 34.80 35.60 36.40 37.20 38.00 38.80 39.60 40.,40 41.20 42.09 42.80 43.60 44.40 45.20 46.00

62.41 52.55 44.26 37.32 31.56 26.81 22.89 19.68 17.05 14.92 13.18 11.77 10.63 9.72 8.98 8.38

CFS

CFS CFS CFS CFS

CFS CFS CFS CFS CFS CFS CFS CFS CFS

CFS CFS

61.08 51.43 43.32 36.54 30.92 26.27 22.45 19.32 16.76 14.68 12.99 11.62 10.51 9.61 8.89 8.31

59.79 50.34 42.40 35.78 30.29 25.75 22.02 18.97 16.48 14.45 12.80 11.46 10.39 9.52 8.81 a.25

58.52 49.27 41.51 35.04 29.67 25.25 21.61 18.63 16.20 14.22 12.62 11.32 10.27 9.42 8.73 8.19

57.27 48.22 40.63 34.31 29.07 24.75 21.20 18.30 15.93 14.00 12.44 11.17 10.15 9.32 8.66 8.12

56.06 47.20 39.78 33.60 20.48 24.27 20.81 17.97 15.67 13.79 12.27 11.03 10.04 9.23 8.59 8.06

RUNOFF ABOVE FIASEFLOW (BASEFLOW = 6.00 CFS) 2.83 WATERSHED INCHES; 8067 CFS-HRS; 4 533

DURATION(IiRS) FLOW(CFS)

8 466

36 10

DURATION(HRS) FLOW(CFS)

ZERO DAXAGE DISCHARGE ---

XSECTION

7,

12 364

16 200

20 99

24 48

54.86 46.19 30.94 32.90 27.91 23.80 20.42 17.66 15.41 13.58 12.10 10.90 9.93 9.15 8.52 8.01 666.7

28 25

53.69 45.22 38.12 32.23 27.35 23.34 20.04 17.35 15.16 13.38 11.93 10.76 9.82 9.06 8.44 7.95

ACRE-F&ET. 32 15

39 8 TRUNCATED (

ALTERNATE

214 CFS) OCCURS AT 15.7 1,

STORM

1,

HOURS FLOW DURATION.

HYDROGRAPH ADDED TO READHD FILE COMPLETED FOR PASS

1

--910

EXECUTIVE CONTROL ENDCMP

CONPUTATIONS

EXECUTIVE CONTROL BASFM

CONSTANT BASEFLOW =

EXECUTIVE CONTROL COMPU’I’ .oo STARTING TIME = ANT. RUNOFF COND. = 2 ALTERNATE NO. = 1

930 FROM STRUCTURE 1 TO XSECTION 7 RAIN DURATION = 1.00 RAIN DEPTH = 2.60 .lOO IiOURS MAIN TIME INCREMENT = RAIN TABLE NO. = 2 STORM NO. = 2

OPERATION ADDHYD HRS 10.90 11.70

XSECTION

6.00

CFS

920

7

sTDRl4=2 ALTERNATE = 1, HYDRDGRAPIi POINTS FOR 4.41 DRAINAGE AREA = RAIN TIME INCREMENT = .lOO hr, CFS 6.39 6.65 7.01 7.50 8.13 a.93 9.99 CFS 14 19 30 48 74 107 144

SQ.341 11.50 178

scs TR20 __________---------------------------------------------------------SAMPLE 5 JOB USES - TWO-24~~ TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIOE; 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TES" 03/06/92 BF, MOD. S.C.; ALT‘S l=EXIST.. 1 PASS 2 -JOB NO. 07:32:48 PAGE 12.50 13.30 14.10 14.90 15.70 16.50 17.30

CFS CFS CFS CFS CFS CFS

CFS

18.10 18.90 19.70

CFS CFS CFS

-204 207 229 257 268 258 236 209 181 156 135 117 103

20.50-CFS 21.30 CFS 22.10 CFS 22.90 CFS 23.70 CFS 24.50 CFS 25.30 CFS 26.10 CFS 26.90 CFS 27.70 CFS 28.50 CFS 29.30 CFS 30.10 CFS 30.90 CFS 31.70 CFS 32.50 CFS 33.30 CFS 34.10 CFS 34.90 CFS 35.70 CFS RUNOFF

92.16 83.50 75.18 63.05 53.72 44.67 35.97 28.27

21.96 17.11 13.55 11.04 9.31 8.15

208 236 262 267 253 230 202 175

231 211 240 263 266 251 226 198 172 148 128 112 99 88.65 80.77 70.36 59.45 50.32 41.33 32.94 25.73

151 130 ~113 100 89.79 81.65 72.00 60.62 51.45 42.44 33.93 26.55 20.61 16.10 12.83 10.54 8.97 7.92 7.23 6.77 6.48

16.59 13.18 10.78 9.14 8.03 7.30 6.82 6.51

228 214 244 265 265 248 223

222 217 247 266 264 245

.83

87.56 79.87 68.75 58.29 49.18 40.23

67.20 57.14 48.05

19.97 15.63 12.50 10.31

31.96 24.93 19.36 15.18 12.18 10.09

39.15 31.01 24.15 18.76 14.75 11.87 9.88

8.82 7.82 7.16 6.73

8.67 7.72 7.09 6.69

8.53 7.63 7.03 6.65

18.19 14.33 11.58 9.68 8.39 7.54 6.98 6.61

XSECTION

6

9

12

195

117

79

15 44

18

19

195.7 21

209 225 254 267 260 239 212 185

159 137

119 105 93 84.46 76.60 64.34 54.86 45.79 37.01 29.16 22.67 17.64

13.93 11.3~ 9.4. 8.27 7.45 6.92 6.58

ACRE-FEET. 24 7

9

25 6 BASEFLOW

FLOW(CFS)

ZERO DAMAGE

6.00 CFS) (BASEFLOW = WATERSHED INCHES; 2368 CFS-HRS;

3 236

215 221 251 267 262 242 216 188 162 140 121 106 95 85.46 77.83 65.73 56.00 46.92 38.07 30.07 23.40

219 191 165 142 123 108 96 86.49 78.90

195 168 145 126 110 97

ABOVE BASEFLOW

OURATION(HRS)

EXECUTIVE

229

207 232 259 267 256 233 205 178 153 132 115 102 90.96 82.56 73.63 61.82 52.59 43.55 34.94 27.40 21.27

7.37 6.87 6.55

DURATION (HRS) FLOW(CFS)

---

221

DISCHARGE 7,

(

ALTERNATE

CONTROL ENOCMP

214 CFS) OCCURS AT 1,

STORM

2,

4.9

HOURS FLOW DURATION.

HYOROGFtAPIi ADDED TO READHO FILE

COMPUTATIONS COMPLETED FOR PASS

2

--940

F -ii TRZ(J --------------------------------------------------------------------

*cs

SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMSOVER WATERSHED, WITH ECOB. VERSIO 03/06/92 BF, MOD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.84TES :32:4,8 PASS 3 JOB NO. 1 PAGE CHANGES TO TABULAR DATA FOLLOW

STRUCT DATA,

STRUCTURE 1

a a a a _ 8 a a a a a 9 ENDTBL

STRUCT DATA,

STRUCTURE 2

;

a a a a a a a a a 9 ENDTBL

ELEVATION 521.50 521.60 521.80 522.00 522.20 522.40 526.20 526.40 526.60 527.20

DISCHARGE .oo 3.00 15.00 33.00 54.00 79.00 948.00 1009.00 1071.00 1265.00

STORAGE 17.00 18.00 20.20 22.50 25.00 28.00 70.00 75.00 80.00 95.00

ELEVATION 496.00 498.00 500.00 502.00 504.00 506.00 508.00 509.00 510.00 512.00 514.00 516.00 517.00

DISCHARGE .oo 210.00 252.00 294.00 336.00 378.00 420.00 441.00 556.00 1129.00 2086.00 3288.00 4030.00

STORAGE 16.00 27.00 40.00 62.00 85.00 112.00 145.00 176.00 190.00 237.00 285.00 340.00 367.00

CONSTANT BASEFLOW=

EXECUTIVE CQNTROL COMPUT .oo STARTING TIME =

FROMSTRUCTURE 1 TD STRUCTURE 2. 1230 RAIN DURATION = 2.00 RAIN DEPTH = 5.20 -100 HOURS MAIN TINE INCRBBBNT = RAIN TABLE NO. = 2 STORM NO. = 1

ANT.

RUNOFF COND. = 2 NO. = 2

ALTERNATE

10.00

l22Q

EXECUTIVE CONTROL BABFM

CFS

**2(y

--------------------------------------------------------------------

scs

SAMPLE 5 JOE USES - TWO-24IiR TYPE If STORMS OVER WATERSHED, WITH ECON, VERSXO 03/06/92 BF, MOD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TES 0?:32:4~8 PASS 3 JOB NO. 1 PAGE

EXECUTIVE CONTROL COMPUT STARTING TIXE = 00 ANT. RUNOFF COND. : 2 ALTERNATE NO. =2 OPERATION ADDHYD HRi 7.60 8.40 9.20 10.00 10.80 11.60 12.40 13.20 14.00 14.80 15.60 16.40 17.20 18.00 18.80 19.60 20.40 21.20 22.00 22.80 23.60 24.40 25.20 26.00 2G.80 27.60 28.40 29.20 30.00 30.80 31.60 32.40 33.20 34.00 34.80 35.60 36.40 37.20 38.00

XSECTION

FROX XSECTION

3 TO XSECTION RAIN DEPTH = 5.20 RAIN MAIN TIME INCREMENT = .lOO STORM NO. = 1 RAIN

7 1240 DURATION = 1.00 HOURS TABLE NO. = 2

7

HYDROGRLPHPOINTS FOR MAIN TIME INCREMENT = .lOO CFS 10.37 10.55 10.77 12.76 CFS 13.20 13.70 17.84 18.76 19.73 CFS CFS 26.39 27.73 29.19 41.80 CFS 44.77 48.08 80 CFS 92 114 CFS 634 701 736 CFS 571 544 523 CFS 469 465 463 460 CFS 464 ~462 CFS 482 485 489 CFS 512 515 519 CFS 537 540 542 CFS 551 552 552 CFS 551 550 549 CFS 538 535 533 514 507 CFS 511 478 CFS 485 482 454 450 446 CFS 422 418 414 CFS CFS 390 386 382 CFS 356 351 345 CFS 311 307 302 CFS 276 272 268 239 CZS 246 242 215 212 CFS 218 CFS 193 190 187 169 167 164 CFS 148 146 143 CFS 129 127 124 CFS 109 112 107 CFS 96.16 94.38 92.63 CFS 82.71 81.16 79.64 CFS 69.71 68.40 CFS 71.05 59.88 58.76 61.03 CFS 51.51 50.55 52.48 CFS 44.42 43.62 45.24 CFS 38.46 37.79 CFS 39.15 33.47 32.91 CFS 34.05

ALTERNATE = 2, STOPS = 1 hr, DRAINAGE AREA = 4.41 11.02 11.30 11.62 11.97 14.24 14.83 15.49 16.21 20.74 21.78 22.86 23.98 30.79 32.57 34.53 36.71 51.77 55.92 60.63 66.03 154 220 310 420 742 726 693 651 SO8 496 487 480 461 459 459 459 467 469 472 475 493 407 501 505 522 525 529 532 544 546 548 549 553 553 553 552 547 546 544 542 521 530 527 524 493 504 500 497 462 474 470 466 430 438 434 442 397 406 401 410 366 378 374 370 322 339 333 328 285 289 297 293 253 261 257 265 225 228 232 235 199 202 205 208 175 178 181 184 153 156 161 159 133 136 138 141 116 118 120 122 100 102 104 106 85.90 87.54 89.21 90.90 73.81 75.22 76.67 78.14 63.39 64.60 65.84 67.11 54.49 55.52 56.58 57.66 46.94 47.81 48.71 49.62 40.51 41.31 42.06 42.83 35.24 35.85 36.48 37.13 30.78 31.30 31.82 32.36

SQ.MI 12.35 16.99 25.15 39.12 72.28 535 607 474 459 479 500 536 55 552 540 518 489 458 426 393 361 317 200 250 222 196 172 151 131 114 98 84.30 72.42 62.19 53.47 46.08 39.85 34.6 30.2.

TR20 -------------------------------------------------------------------s.s _ sAHPLE 5 JOB USES - TWO-24HR TYPE II STORMSOVER WATERSHED, WITH ECON, VERSION 03/06/92 BF, MOD. S.C.; ALT'S l-EXIST., 2=SITES, 3=HOVE SITE, 4=DIVIDE 2.04TEST 32:48 PASS 3 JOB NO. 1 PAGE 11 38.80 39.60 40.40

CFS CFS CFS

29.79 26-26 23.33

41.20

CFS

42.00 42.80 43.60 44.40 45.20 46.00

CFS CFS CFS

20.92 18.92

CFS CFS CFS

29.31 25.86 23.00 20.64

18.70

17.28

17.10

15.94 14.84 13.94

15.79 14.72 13.84

13.20

13.12

28.85 25.47 22.68 20.38 18.48 16.92

28.39 25.09 22.37 20.12 18.27 16.75

15.64

15.50

15.36

14.60 13.74 13.04

14.48 13.64

14.36 13.55

12.96

12.89

RUNOFF-ABOVE BASEFLOW (BASEFLOW = 10.00 2.83 WATERSHEDINCHES; DURATION(BRS)

4 530

FLOW (CFS)

DURATION(BRS) FLGW(CFS)

8 470

36 14

12 366

XSECTION

27.51 24.36 21.77

19.87

19.62

18.06 16.58

17.86 16.41

20 107

19.38 17.66 16.25

15.23

15.09

14.25 13.46

14.15 13.37

12.81

CFS) 8064 CFS-HRS;

16 205

27.08 24.01 21.48

12.74 666.4

24 56

28 32

26.67 23.67

21.19 19.15 17.47

16.09 14.97 14.04

13.29 12.67

ACRE-FEET. 32 20

38

13 TRUNCATED 214

ZERO DAMAGEDISCHARGE ( ---

27.94 24.73 22.07

7, ALTERNATE ,t,

CFS)

OCCURSAT 15.8 HOURS FLOW DURATZON.

STORM 1, HYDROGRAPHADDED TO READHD FILE

--

LnECUTIVE CONTROL ENDCMP

COKPUTATIONS COMPLETEDFOR PASS

EXECUTIVE CONTROL BASFLO

CONSTANT BASEFLGW=

EXECUTIVE CONTROL COHPUT .oo STARTING TIME = ANT. RUNOFF COND. = 2 ALTERNATE NO. = 2

1270 FROM STRUCTURE 1 TO STRUCTURP 2 RAIN DURATION = 1.00 RAIN DEPTH = 2.60 .lOO HOURS MAIN TIHE INCREMENT = RAIN TABLE ND. = 2 STORH NO. = 2

EXECUTIVE CONTROL COHPUT .oo STARTING TIME = ANT. RUNOFF COND. = 2 ALTERNATE NO. = 2

FROM XSECTION

OPERATION ADDHYD HRS

10.90 11.70

CFS CFS

XSECTION

3

8.00

STORM

NO.

= 2

la50

CFS

TO XSECTION

RAIN DEPTH = 2.60 MAIN TIME INCREMENT =

3

1260

7

RAIN DURATION = 100

la80

1.00

HOURS

'RAIN TABLE NO. = 2

7

SToRn=t HYDROGRAPHPOINTS FOR ALTERNATE = 2, 4.41 DRAINAGE AREA s MAIN TIME INCREMENT = .lOO hr, 11.99 10.94 9.50 10.13 8.65 9.01 8.39 110 14t 76 50 32 16 21

SQ.MI.

13.51 181

TR20

----------------------------------------------------------------~---

-/ t

-

scs

-

SAMPLE 5 JOB USES - TWO-24~~ TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIONS BF, MOD. S.C.; ALT'S l=EXIST., 03/M/92 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TES' 07:32:48 PASS 4 1 JOB NO. PAGE :

CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS 20.50.CFS

12.50 13.30 14.10 14.90 15.70 16.50 ~17.30 18.10 18.90 19.70 21.30 22.10 22.90 23.70 24.50 25.30 26.10 26.90 27.70 28.50 29.30 30.10 30.90 31.70 32.50 33.30 34.10 34.90 35.70 36.50 37.30 38.10 38.90 39.70

CPS

CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CES

CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS

225 220

207 219

238 254 257 245 226 202 178 156 136 120 107 95.83 87.25 78.85 66.39 56.54 47.52 39.43 ~32.45 26.65 22.00 18.42 15.74 13.76 12.32 11.27, 10.50 9.93 9.50 9.18 8.94

234 222 243 256 255

241 255 256 243 223 199 175 154

241 220 196 173 151 132 116

134 118 105 94.64 86.31 77.28 65.09 55.36 46.45 38.49 31.66 26.00 21.50 18.04 15.46 13.55 12.17 11.16 10.41 9.87 9.46 9.15 8.91

235 227 248 257 253 236

217 193 170 148

214 190 167 146 128 113 101 91.29 83.59 72.31 61.34 51.92

130 115 102 92.38 84.50 73.95 62.57 53.06 44.37 36.68 30.14 24.77 20.55 17.32 14.92 13.16 11.88 10.95 10.26 9.76 9.37 9.09 8.86 8.69 8.55

104 93.49 85.40 75.62 63.82 54.20 45.40 37.58 30.89 25.38 21.01 17.68 15.18 13.35 12.02 11.05

10.34 9.81 9.42 9.12 8.89

8.73 8.58

8.75 8.60

237 224 246 257 254 239

8.71 8.57

230 230 250 258 251 234 211 187 164 144 126 111 100 90.23

82.62 70.71 60.12

50.80 42.34 34.93 28.68

43.35 35.80 29.40 24.19 20.09

23.61 19.65 16.65 14.43 12.81 11.62 10.76 10.12 9.65 9.29 9.02

16.98 14.67 12.98 11.75 10.85 10.19 9.70 9.33 9.05

8.81 8.65 8.52

8.84 8.67 8.54

8.00 CFS) RUNOFF ABOVE BASEFLOW (BASEFLOW = 2368 CFS-?iRS; .83 WATERSHED INCnES; 3 236

DURATION(HRS)

FLOW(CFS) DURATION(HRB)

27 9

FLOW(CFS)

ZERO DAMAGE DISCHARGE

---

XSECTION

7,

6

9

12

15

190

120

83

46

18 23

224 233

220 236 253 257 247 228 205

251

258 249 231

208 184 162 141

124

181 159 139 122

110 98 89.21 81.53 69.18 58.92 49.69 41.35 34.09 27.99

108 97 88.21 80.28 67.74 57.72 48.60 40.38 33.26

23.06

22.52 18.82

19.,23 16.34

14.20 12.64 11.50 10.67 10.06 9.60 9.26 8.99 8.79

27.31 16.0? 13.9, 12.47 11.38 10.58 9.99 9.55 9.22 8.97

8.63 8.51 195.7

8.77 8.62 8.49

ACRE-FEET.

21

24

14

10

29 8 BASEFLOW (

ALTERNATE

214 CFS) OCCURS AT 2,

STORM

2,

5.2

HOURS FLOW DURATION.

HYDROGRAPH ADDED TO READHD FILE

---

TRZO

___-_---------------------------------------------------------------

scs

SAMPLE 5 JOB USES - TWO-24HR TYPE II "l/06/92

BF,

MOD. S.C.;

ALT'S

,:32:40

l=EXIST.,

PASS

EXECUTIVE CONTROL ENDCRP

5

-

STORMS OVER WATERSHED, WITH ECON, VERSIOE 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.DQTEST

JOE NO.

1

PAGE 1s

COKPUTATIONS COMPLETEDFOR PASS

4

1290

'm20 __-___-------------------------------------------------------------scs _ TWO-24IiR TYPE II STORMS OVER WATERSHED, WITH ECON, SAMPLE 5 JOB USES VERSIOZ; 2=SITES. 3=MOVE SITE, 4=DlVIDE 2.04TESI 03/06/92 BF, MOD. S.C.; ALT'S l=EXIST., -JOB NO. 1 07:32:48 PASS 5 PAGE 3.4 CHANGESTO TABULAR DATA FOLLOW

STRUCT DATA,

STRUCTURE 2 ELEVATION

DISCHARGE

STORAGE

ELEVATION 484.00 488.00 492.00 495.00 498.00 500.00

DISCHARGE .oo 32.00 40.00 45.00 48.00 52.00

STORAGE 5.30 a.00 14.00 27.00 48.00 80.00

- EBDTBL

STRUCT DATA, 8 8

a 8 a a 9 ENDTBL

STRUCTURE 3

TR2O

--------------------------------------------------------------------

scs

SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIOi ALT'S l=EXIST., 2=SITES, 3=ROVE SITE, 4=DIVIDE 2.04TEC 03/06/92 BF, ROD. S.C.; JOB NO. 1 07:32:40 PASS 5 PAGE CHANGES TO STANDARD- CONTROL LIST EXECUTIVE

CONTROL INSERT

FOLLOW

XSECTION

2

1400

STRUCTURE 3 STANDARD CONTROL OPERATION RUNOFF DATA FIELDS = .1500 OUTPUT HYDRDGRAPH = 6 OUTPUT OPTIONS IN EFFECT SUM STRUCTURE 3 STANDARD CONTROL OPERATION RESVOR INPUT HYDROGRAPH = 6 .oooo DATA FIELDS = OUTPUT HYDRffiRAPH = 7 OUTPUT OPTIONS IN EFFECT SUM EXECUTIVE

78.0000

1410 1.6000 1420

.oooo

.oooo

CONTROL DELETE

1430

STANDARD CONTROL OPERATION RUNOFF

STRUCTURE

2

1440

STANDARD CONTROL OPERATION RESVOR

STRUCTURE

2

1450

EXECUTIVE

STANDARD CONTROL OPERATION REACH INPUT HYDROGRAPH = 7 DATA FIELDS OUTPUT HYDROGRAPH = 2 OUTPUT OPTIONS IN EFFECT SUM EXECUTIVE

146

CONTROL ALTER XSECTION =

1470

3 1.2000

2000.0000

1.1000

1480

CONTROL DF.LFTE

STANDARD CONTROL OPERATION RUNOFF

XSECTION

3

1490

STANDARD CONTROL OPERATION ADDHYD

XSECTION

3

1500

l-R.20

--------------------------------------------------------------------

scs

-

SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIOb -'106/92 BF, MOD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TES". ;32:48 JOB NO. 1 PASS 5 PAGE It

EXECUTIVE

CONTROL LIST LISTING

1.

0.

0.

1519

OF CURRENT DATA

STANDARD CONTROL INSTRUCTIONS

6 RUNOFF

6 RESVOR 6 REACH 6 RUNOFF 6 ADDHYD 6 REACH 6 RUNOFF 6 RESVOR

1 2 3 1 4 3 1 2

6REACH 3 6 ADDHYD 4

REACH 3 SAVHOV 5 6REACH 6 RUNOFF

6 ADDHYD 6REACH 6 RUNOFF 6 ADDHYD 6 SAVHOV ENDATA

3

1 4 3 1 4 5

END OF LISTING

1 16 17 1 1 2

1.2000 0000 5400:0000 .4600

75.0000

6 7 2

3000.0000 .7500 * 0000 2000.0000

.oooo 78.0000

567 71 3 36

3 4 5 6 6 6 6 7 7 7 8

6 7 5 6

7 123 3 5 5 7 7 5 6 567 7 5 6 564 4 1

2600.0000

.oooo 76.0000

1.2000 .oooo

4900.0000 1.3000

.oooo 79.0000

8900.0000 .7000

.oooo 80.0000

.33000

0 0 000001 .ooooo 0 0 '1.07000 0 0 000001 .ooooo 0 0 1.60000 0 0 000001 1.10000 0 0 000001 .ooooo 0 0 .ooooo 2.00000

0 0 0 0 000001 7900.00000 0 0 1.20000 0 0 010111

0 0 1 0 0 1 0 0 1 0 Cl 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1

TR**

-----------------------------------

---------------------------------

SAMF’LE 5 JOB USES - TWO-24HR TYPE II

03/06/92 07:32:48

EXECUTIVE

BF,

MOD. S.C.;

ALT'S

CONTROL BASFLO

EXECUTIVE CONTROL COBPUT STARTING TIHE = 00 ANT. RUNOFF COND. : 2 ALTERNATE NO. = 3 OPERATION ADDHYD HRS 7.60 8.40 9.20

10.00 10.80 11.60 12.40 13.20 14.00 14.80 15.60 16.40 17.20 18.00 18.80 19.60 20.40 21.20 22.00 22.80 23.60 24.40 25.20 26.00 26.80 27.60 28.40 29.20 30.00 30.80 31.60 32.40 33.20 34.00 34.80 35.60

HAIN CFS CFS CFS CFS

CFS CFS CFS CFS

CPS CFS CFS

CF.9 CPS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS

CFS CFS CFS

CFS CFS CFS

CFS CFS CFS

CFS CFS

XSECTION

l=EXIST., PASS 5

scs

STORMS OVER WATERSHED, WITH ECON, VERSIO 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TE' JOB NO. 1 PAGE

CONSTANT BASEFLOW =

6.00

CFS

1520

FROM STRUCTURE 1 TO XSECTION 7 1530 RAIN DEPTH = 5.20 RAIN DURATION = 1.00 MAIN TIME INCREMENT = .lOO HOURS STORM NO. = 1 RAIN TABLE NO. = 2 7

HYDROGRAFH POINTS FOR TIME INCREMENT = .lOO 6.37 6.55 6.77 8.76 9.21 9.70 13.87 14.79 15.77 22.48 23.83 25.30 37.98 40.97 44.28 76 89 110 631 699 734 572 546 526 472 468 465 459 460 461 470 472 474 484 485 487 492 492 493 491 490 489 480 478 476 461 458 455 436 433 430 409 406 403 383 379 376 357 353 350 332 329 326 306 302 297 269 265 262 242 239 235 218 215 213 197 195 193 179 176 174 162 160 158 146 145 143 133 131 130 121 119 118 110 108 109 101 99 100 92.75 91.83 90.93 85.89 85.11 84.34 80.05 79.39 78.74

ALTERNATE = 3, STORM =1 hr. DRAINAGE AREA = 4.41 7.62 7iO2 7.30 7.97 10.25 10.84 11.50 L2.23 16.78 17.84 18.92 to.05 30.67 26.91 28.70 32.87 56.88 52.30 47.99 52.16 150, 216 307 417 725 693 652 741 499 490 483 511 460 463 461 459 465 464 467 462 479 481 476 478 490 491 488 489 493 493 493 492 485 484 488 487 467 469 474 472 446 452 449 443 420 426 423 416 393 396 389 399 366 369 363 373 338 341 344 347 317 320 314 323 278 282 292 287 248 251 258 255 224 227 232 230 202 205 208 210 183 185 190 188 166 168 172 170 150 152 154 156 136 138 139 141 124 125 127 128 113 114 115 117 103 104 105 106 95 96 97 98 87.51 88.34 89.19 90.05 81.43 82.13 82.86 83.59 76.26 76.86 77.47 78.10

SQ.MI 9.35 13.02 21.23 35.29 68.57 532 608 477 4: 46. 483 491 492 482 464 440 413 386 360 335 310 273 245 221 200 181 164 148 134 122 111 102 94 86.6" 80.' 75.65

TR*Q

--------------------------------------------------------------------

s(.s

SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMSOVER WATERSHED, WITH ECON, VERsxo: 03/06/92 BF, MOD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TES' 132~48 PASS 5 JOB NO. 1 PAGE 1 36.40 37.20 38.00 38.80 39.60 40.40 41.20 42.00 42.80 43.60 44.49 45.20 46.00

CFS

75.09 76.87 67.27 64.16 61.45 59.04 56.82 54.64 52.22 49.28 45.78 41.86 37.74

CFS CFS CFS CFS CFS CFS CFS CFS CFS

CFS CFS CFS

74.53 70.39 66.86 63.80 61.13 58.76 56.55 54.36 51.88 48.87 45.31 41.35 37.22

73.97 69.92 66.45 63.45 60.82 58.47 56.28 54.07 51.53 48.45 44.83 40.84 36.70

73.43 69.46 66.05 63.10 60.52 58.19 56.01 53.78 51.18 48.03 44.35 40.33 36.19

RUNOFF ABOVE BASEFLOW (BASEFLOW = 6.00 CFS) 2.80 WATERSHEDINCHES; 7973 DURATION(HRS) FLOW(CFS)

3 488

6 465

9 409

27 65

30 57

33 47

DURATION(HRS) FLOW(CFS)

ZERO DAMAGEDISCHARGE ( ---

XSECTION

214

12 314

72.90 69.00 65.66 62.76 60.22 57.91 55.74 53 .48 50.82 47.59 43.86 39.81 35.67

72.38 68.56 65.27 62.42 59.92 57.64 55.47 53.17 50.45 47.15 43.37 39.29 35.16

CFS-HRS;

15 213

71.86 68.12 64.89 62.09 59.62 57.36 55.19 52.86 50.07 46.70 42.87 38.78 34.65 658.9

18 148

21 105

71.36 67.69 64.52 61.77 59.33 57.09 54.92 52.54 49.68 46.24 42.37 38.26 34.14

ACRE-FEET.

24 79

36 34 TRUNCATED CFS)

OCCURSAT 15.1

HOURS FLOW DURATION.

7, ALTERNATE 3, STORM 1, HYDROGRAPHADDED TO READHD FILE --COMPUTATIONSCOMPLETEDFOR PASS

EXECUTIVE CONTRh BASFM

CONSTANT BASEFLOW=

EXECUTIVE CONTROL COMPUT .oo STARTING TIHE = ANT. RUNOFF COND. = 2 ALTERNATE NO. = 3

1560 FROM STRUCTURE 1 TO XSECTION 7 RAIN DURATION = 1.00 RAIN DEPTH = 2.60 .lOO HOURS HAIN TIME INCRMENT = RAIN TABLE NO. = 2 STORM NO. = 2

OPERATION ADDHYD HRS 10.90 11.70 12.50 13.30 14.10

CFS CFS CFS CFS CFS

XSECTION

6.00

5

1540

EXECUTIVE CONTROL ENDCMP

CFS

1550

7

STORM=2 HYDROGRAPHPOINTS FOR ALTERNATE = 3, 4.41 DRAINAGE AREA = MAIN TIMB INCREMENT = -100 hr, 6.39 6.65 7.01 7.50 8.13 8.94 9.99 14 19 30 48 74 108 14.5 205 222 231 233 231 225 218 211 210 211 212 214 215 217 221 222 224 225 226 228 229

!sQ.nr. 11.52 179 213 219 230

TR20

_-------------------------------------------------------------------

scs

SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECoN, 03/06/92 BF, UOD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MoVE SITE, 4=DIVIDE 1 07.~32~48 PASS 6 JOE NO. 14.90 15.70 16.50 17.30 18.10 18.90 19.70 20.50 21.30 22.10 22.94 23.70 24.50 25.30 26.10 26.90

27.70 28.50 29.30 30.10 30.90

31.70 32.50 33.30 34.10 34.90 35.70 36.50 37.30 38.10 38.90 39.70

CFS CFS

-230 232 223 209 192 175 158 143 131 120 110 100 89.82 74.76 62.69 52.01 42.57 34.38 27.50 21.95 17.67 14.48 12.17 10.51 9.32 8.48 7.88 7.44 7.11 6.87 6.69 6.55

CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS

CFS CFS CFS CFS CFS

CPS CFS CFS CFS CFS CFS

CFS CFS CFS CFS CFS

RUNOFF

232 229 218 203 185 168 153 138 126 116 106 97 83.94 70.04 58.53 48.32 39.35 31.65 25.26 20.21 16.36 13.52 11.48 10.02 8.98 8.23 7.70 7.30 7.01 6.80 6.63 6.50

232 228 216 200 183 166 151 137 125 115 105 96 81.97 68.53 57.19 47.13 38.32 30.77 24.56 19.66 15.96 13.23 11.27 9.87 8.87 8.16 7.64 7.26 6.98 6.77 6.61 6.49

232 227 214 198 181 164 149 135 124 113 104 95 80.04 67.04 55.86 45.96 37.30 29.92 23.88 19.14 15.57 12.95 11.06 9.72 8.77 8.08 7.59 7.22 6.95 6.75 6.60

6.00 CFS) ABOVE BASEFLOW (BASEFLOW = 2378 CFS-HRS; .84 WATERSHED INCHES;

DURATION(HBS)

3 221

FLOW(CFS)

DURATION(IiRS)

27 7

FLOW(CFS)

ZERO DAMAGE DISCHARGE ---

232 230 220 205 187 170 154 140 128 117 107 98 85.95 71.58 59.90 49.53 40.40 32.54 25.99 20.77 16.78 13.83 11.70 10.17 9.09 8.31 7.76 7.35 7.05 6.82 6.65 6.52

231 231 222 207 190 172 156 142 129 118 109 99 87.93 73.15 61.28 50.76 41.48 33.45 26.73 21.35 17.22 14.15 11.93 10.34 9.20 8.40 7.82 7.39 7.08 6.85 6.67 6.53

XSECTION

7,

UT-ATE

6 183

9 131

12 95

15 50

18 23

VERSIOf 2.04TEC PAGE

232 226 213 196 179 162 147 134 122 112 103 93 78.19 65.57 54.56 44.81 36.31 29.09 23.22 18.63 15.19 12.68 10.87 9.58 8.67 8.01 7.53 7.19 6.93 6.73 6.58

196.5 21 12

232 225 211 194 177 160 145 132 121 111 102 92 76.43 64.12 53.27 43.68 35.33 28.29 22.58 18.14 14.83 12.42 10.69 9.4 8.5. 7.94 7.49 7.15 6.90 6.71 6.56

AC&-FEET. 24 8

29 6 BASEFLOW (

214 CFS) OCCURS AT 3,

smw

2,

3.9

HOURS FLOW DURATION.

HYDROCEUPH ADDED TO mwmi

FILE

---

-

SC- TR20 ----_____----------------------------------------------------------SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIO? n3/06/92 BF, MOD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MOVE SITE, 4=DIVIDE ~2.04TES3 JOB NO. 1 :32:48 PACE 2c PASS 7

EXECUTIVE

CONTROL ENDCMP

COMPUTATIONS COMPLETED FOR PASS

6

1570

TR20

-------------------------------------

---------------___-------------

scs

SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, 03/06/92 BF, KOD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MOVE SITE, 4=DIVIDE 07~32~48 JOB NO. 1 PASS 7 CHANGES

STRUCT DATA,

VERSION 2.04TE.CPAGE

TO TABULAR DATA FOLLOW

STRUCTURE 1 ELEVATION

DISCHARGE

STORAGE

ELEVATION

DISCHARGE

STORAGE

9 ENDTBL

STRUCT DATA,

STRUCTURE 3

9 ENDTBL

XSECT

DATA - XSECTION

a DRAINAGE AREA 1.00

a 8 a a 8 8 8 8 9 ENDTBL

ELEVATION 492.00 493.00 494.00 495.00 496.00 497.00 498.00 500.00

BANKFULL 494.50

DSSCHARGE .oo 21.00 64.00 133.00 232.00~ 360.00 515.00 827.00

ZERO DAMAGE 494.30 END AREA .oo 23.00 52.00 87.00 128.00 175.00 228.00 405.00

-

LOW GROUND 493.30

p-s TR20 __-----------------------------------------------------------------SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIO! BF, MOD. S.C.; ALT'S l=EXIST., e-/06/92 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TES .32:48 PASS 7 JOB NO. 1 PAGE 2: CHANGES TO STAND& EXECUTIVE

CONTROL LIST

CONTROL INSERT

FOLLOW

XSECTION

5

1720

STANDARD CONTROL OPERATION DIVERT XSECTION 5 INPUT HYDROGRAPH = 5 OUTPUT HYDROGRAPHS = 7,l DATA FIELDS = 0000 OUTPUT OPTIONS IN EFFECT HYD FILE SUM '

1730

.9000

8.0000

EXECUTIVE CONTROL DELETE

1740

STANDARD CONTROL OPERATION SAVMOV EXECUTIVE CONTROL INSERT

XSECTION

STANDARD CONTROL OPERATION REACH INPUT HYDROGRAPH = 1 DATA FIELDS OUTPUT HYDROGRAPH = 2 OUTPUT OPTIONS IN EFFECT PEAK SUM l

UESShGE

- XSECTION

XSECTION

8 FLOODPLAIN

6

1750

7

1760

XSECTION =

8

17000.0000

1770 .OOOO

17200.0000 +**

LENGTH EXCEEDS CHANNEL LENGTH.

XSECTION 9 STANDARD CONTROL OPERATION ADDHYD INPUT HYDROGRAPHS = 2,4 DATA FIELDS = .oooo OUTPUT HYDROGRAPH = 7 FILE SUM OUTPUT OPTIONS IN EFFECT PEAK HYD DUR

1780 .oooo

.a000

-----------------___----s(-s TR20 _-----------------------------------------SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSION 3=MOVE SITE, 4=DIVIDE 2.04TES" 03/06/92 BF, MOD. S.C.; ALT'S l=EXIST., 2=SITES, JOB NO. 1 07:32:48 PASS 7 PAGE

EXECUTIVE

CONTROL LIST

0.

1.

0.

1790

OF CURRENT DATA

LISTING

STANDARD CONTROL INSTRUCTIONS

6 RUNOFF 1 6 RESVOR 2 6 REACH 3 6 RUNOFF 1 6 ADDHYD 4

6REACH 3 6 RUNOFF 1 6 RESVOR 2 6REAcH,3 6 ADDEYD 4 6RFACH 3 6 DIVERT6 6REiACH 3 6 RUNOFF 1 6 ADDHYD 4

6REACH 3 6 RUNOFF 1 6 ADDHYD 4 3 6 ADDHYD 4

6 REACH

6 SAVMOV 5 ENDATA END OF LISTING

6

1 16 17 1 1

2

7 5

6

567 1 7

3 3~6 3 7 4 123 5 3 571 5 6 7 6 567 6 7 7 7 7 564 8 12 247 9 8 4

; 2 5 5 6 5 6

1.2000 .oooo 5400.0000 .4600

75.0000

3000.0000 .7500 .oooo 2000.0000

.oooo 78.0000

2600.0000 .oooo 4900.0000

.oooo .9000 0000 79: ooog

1.3000 8900.0000

.7000 17000.0000

1

.oooo 76.0000

1.2000

.oooo

80.0000 .oooo

.33000 0 0 0 0 1 000001 .ooooo 1.07000

0 0 0 0 000001 .ooooo 0 0 1.60000 0 0 000001 1.10000 0 0 000001 . 00000 0 0 8.00000 1 0 00000 0 0 2:ooooo 0 0 000001 7900.00000 0 0 1.20000 0 0 010111 17200.00001 0 0 110111

0 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 0 0

0 1 0 0

1 1 1 1

0 0 1 0 0 1 0 0 1

-----------------__--------------scs TR20 ---------------------------------SAMPLE 5 JOE USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIO -q/06/92 BF, MOD. S.C.; ALT's l=EXIST., 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TES ~32~48 PASS 7 JOB NO. 1 PAGE 2

EXECUTIVE

CONTROL BASFLO

EXECUTIVE CONTROL COMPUT STARTING TIME = .oo ANT. RUNOFF COND. = 2 ALTERNATE NO. = 4 OPERATION DIVERT

HRS 9.20

10.00 10.80 11.60 12.40 13.20 14.00 14.80 15.60 16.40 17.20 18.00 18.80 19.60 20.40 21.20 22.00 22.80 23.60 24.40 25.20 26.00 26.80 27.60 28.40 29.20

30.00 30.80 31.60 32.40 33.20 34.00 34.80 35.60 36.40

CFS CFS CFS

CFS CFS CFS CFS CFS CFS

CFS CFS CFS

CFS CFS CFS

CFS CFS CFS CFS

CFS CFS CFS CFS CFS CFS CFS

CFS CFS CFS CFS CFS CFS CFS

CFS CFS

XSEmION OUTPUT #l

TRIANGLE VOLUME = .20 IN., PEAX TIME = 15.0 BRS., BASE =

1800 25.

HRS.

FROM STRUCTURE 1 TO XSECTION 9 1810 RAIN DEPTH = 5.20 RAIN DURATION = 1.00 MAIN TIME INCREMENT = 100 HOURS STORM NO. = 1 'RAIN TABLE NO. = 2 5 HYDROGRAPH

HYDROGRAPH POINTS FOR MAIN TIME INCREMENT = .lOO .44 55 68 2.39 2:90 3:49 9.01 10.30 11.71 20.19 21.52 22.99 37 40 44 138 169 200 354 366 373 348 336 324 '256 245 234 180 173 166 132 127 123 102 100 98 84.71 83.22 86.28 75.79 74.75 73.76 68.65 67.91 67.19 62.74 62.17 63.32 58.76 58.35 59.18 56.28 55.99 55.71 54.29 53.89 54.09 52.70 52.54 52.85 50.44 51.32 50.93 44.67 43.66 45.67 36.84 35.54 37.78 28.00 27.14 28.91 22.37 21.84 22.94 18.85 18.51 19.21 16.54 16.04 15.55 12.99 12.60 12.23 9.87 9.56 10.19 7.49 7.21 7.78 5.35 5.60 5.11 3.56 3.36 3.76 2.15 2.01 2.31 1.20 1.11 1.29 .64 .59 .69

STORM = 1 ALTERNATE = 4, DRAINAGE AREA = 2.17 1.30 1.60 .85 1.05 6.77 4.17 4.94 5.81 13.26 17.90 14.95 16.80 24.62 26.44 28.48 30.82 50 89 59 72 315 233 292 265 366 376 372 375 279 313 290 301 195 223 213 203 142 14s 160 153 108 111 119 115 90 91 95 93 78.01 80.48 79.21 81.81 70.22 71.05 72.82 71.92 64.54 65.83 65.17~ 66.50 60.10 60.59 61.10 61.62 56.93 57.97 57.60 57.26 54.72 54.95 55.19 55.44 53.18 53.35 53.53 53.71 51.85 52.05 52.22 52.38 47.54 48.39 49.17 49.86 39.66 40.63 41.63 42.64 30.89 31.96 33.10 34.29 24.18 24.85 25.57 26.33 19.99 20.42 20.86 21.34 17.30 17.58 17.88 18.19 13.78 14.20 14.64 15.09 10.84 11.1s 11.52 11.87 8.35 8.65 8.95 9.25 6.38 6.11 6.65 6.93 4.41 4.19 4.63 4.87 2.81 2.63 2.98 3.17 1.62 1.50 1.74 1.87 .88 .81 .95 1.03 .50 .54

hr.

SQ.MI 1.96

7.84 18.99 33.60 110 337 357 267 187 137 105 88 76.87 69.42 63.92 59.63 56.60 54.50 53.02 51.62 46.63 38.7C 29.81 23.54 19.55 17.03 13.3E 10.51 8.06 5.85 3.97 2.46 1.35 .7E

F-31 *RZO

-----------------___------------------------------------------------

scs

-

SANPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIOK 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TEST 03/06/92 BF, MOD. S.C.; ALT'S l=EXIST., 07:32:40 JOB NO. 1 PASS 7 PAGE Z RUNOFF INCLUDING-TRIANGULAR BASEFLOW 1.35 WATERSHEDINCHES; ---

XSECTION HRS 11.30 12.10

CFS CFS

12.90.CFS 13.70 CFS 14.50 CFS 15.30 CFS 16.10 CFS 16.90 CFS 17.70 CFS 18.50 CFS 19.30 CFS 20.10 CFS 20.90 CFS 21.70 CFS 22.50 CFS 23.30 CFS 24.10 CFS 24.90 CFS 25.70 CFS 26.50 CFS 27.30 CFS 28.10 CFS 28.90 CFS 29.70 CFS RUNOFF

---

HYDROGRAPHPOINTS FOR MAIN TIME INCRMENT = .lOO .94 2.09 .oo 12.06 17.43 14.51 99 139 190 478 532 510 565 ,560 552 476 460 444 357 329 3~43 259 250 240 193 186 180 146 142 138 117 114 111 97.44 95.46 93.56 83.45 al.94 80.47 72.54 71.37 70.26 64.61 63.84 63.13 59.59 59.10 58.63 55.79 56.16 55.43 53.35 52.94 52.43 45.50 43.66 41.70 28.81 26.71 24.66 15.71 14.58 13.51 8.24 6.87 7.53 3.59 2.72 3.14 . 61 .32

CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS

156.1

ACRE-FEET.

ALTERNATE = 4. STORM = 1 hr. DRAINAGE AREA = .24 4.74 3135 6.29 8.00 21.12 27.61 36.71 49.93 297 242 351 399 560 548 566 569 532 542 520 506 429 414 399 385 304 316 292 280 232 223 215 207 173 167 162 156 134 130 126 123 106 109 104 102 89.96 91.73 88.26 86.60 77.65 76.31 79.04 75.00 68.18 67.22 69.19 66.30 61.83 61.23 62.46 60.65 57.74 57.32 58.17 56.92 54.75 54.41 54.07 55.09 50.95 49.91 48.64 51.79 37.49 35.32 33.13 39.63 20.83 19.46 18.15 22.69 10.65 9.80 11.55 12.50 5.08 4.55 5.64 6.24 1.59 1.25 1.94 2.32

2639

CFS-HR.9

218.1

SQ.MI. 9.91 69.62

441 569 491 371 270 200 151 120 99 85.00 73.75 65.43 60.11 56.553.7. 47.16 30.96 16.90 9.00 4.06 .92

ACRE-FEET.

8, ALTERNATE 4, STORM 1, HYDROGRAPHADDED TO READHD FILE ---

OPERATION ADDHYD HRS 7.40 8.20 9.00 9.80 10.60 11.40 12.20 13.00 13.80 14.60

CFS-HRS;

5, ALTERNATE 4, STORK 1, HYDROGRAPHADDED TO READHD FILE ---

INCLUDING TRIANGULAR BASEFLOW 16.97 WATERSHEDINCHES;

XSECTION

1889

XSECTION

7

HYDROGRAPHPOINTS FOR MAIN TIME INCRMENT = .lOO .42 .5? .?? 2.74 3.19 3.66 7.50 8.35 9.26 15.79 17.02 18.33 29.10 31.59 34.34 59 65 73 409 522 618 620 576 542 469 467 466 461 461 462

STORM=1 ALTERNATE = 4, 4.17 DRAINAGE AREA = hr, 1.00 1.28 1.60 1.95 4.17 4.73 5.33 5.99, 10.24 11.27 12.35 13.46 19.74 21.27 22.95 24.81 37.38 40.76 44.52 48.73 85 107 147 212 682 713 716 696 517 499 488 479 464 463 462 462 462 463 464 464

SQ.MI. 2.33 6.71 14.60 26.85 53.49 30' 6f 472 462 465

F-32 scs TR20 _--__--------------------------------------------------------------SAMPLE 5 JOB USES - TWO-24HR TYPE 11 STORMS OVER WATERSHED, WITH ECON, VERSION "!06/92 BF, MOD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TEST .32:48 PASS 7 JOB NO. 1 PAGE 26 15.40 16.20 17.00 17.80 18.60 19.40 20.20 21.00 21.80 22.60 23.40 24.20 25.00 25.80 26.60 27.40 28.20 29.00 29.80 30.60 31.40 32.20 33.00 33.80 34.60 35.40 36.20 37.00 37.80 38.60 39.40 40.20 41.00 41.80 42.60 43.40 44.20 45.00 45.80 46.60

CFS CFS CFS CFS

CFS CFS

CFS CFS

CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS

CFS CFS CFS CFS CFS CFS

CFS CFS

CFS

-465 465 453 432 403 370 337 305 277 252 230 210 179 155 136 119 104 90.05 77.42 66.10 56.00 47.24 39.79 33.36 27.80 22.99 18.84 15.30 12.31 9.83 7.79 6.15 4.82 3.77 2.94 2.29 1.77 1.37 1.06 .a2

465 464 451 429 399 366 333 302 274 249 227 207 176 153 134 117 102 88.40 75.93 64.77 54.81 46.25 38.93 32.62 27.16 22.43 18.37 14.90 11.98 9.55 7.57 5.97 4.68 3.66 2.85 2.22 1.72 1.33 1.03 .79

466 463 448 425 395 362 329 298 271 246 225 204 172 150 132 115 100 86.78 74.47 63.46 53.65 45.27 38.09 31.89 26.53 21.89 17.90 14.50 11.65 9.28 7.35 5.79 4.54 3.55 2.76 2.15 1.66 1.29 .99

466 461 446 422 391 358 325 294 268 244 222 200 169 148 130 113 99 65.17 73.02 62.18 52.49 44.32 37.27 31.18 25.91 21.36 17.44 14.12 11.32 9.02 7.13 5.62 4.40 3.44 2.68 2.08 1.61 1.25 .96

RUNOFF INCLUDING TRIANGDLAR BASEFLOW 2.24 WATERSHEDINCHES; DDl?ATION(HRS) FLoW(CFS)

DURATION(HRB) FLoW(CFS)

4 461 36 2

a 337

12 213

39 1 TRUNCATED

16 110

466 460 444 418 387 354 321 291 264 241 220 196 166 146 128 111 -97 83.58 71.59 60.91 51.35 43.38 36.46 30.48 25.31 20.84 17.00 13.74 11.01 8.76 6.93 5.45 4.27 3.33 2.59 2.02 1.56 1.21 .93

6022

CFS-HRB;

20 56

24 28

466 458 441 415 383 349 317 287 261 238 218 192 163 143 125 110 95 82.01 70.19 59.65 50.30 42.46 35.66 2~9.79 24.71 20.32 16.56 13.37 10.70 8.51 6.72 5.29 4.14 3.23 2.51 1.95 1.51 1.17 .90

466 457 438 411 379 345 313 284 258 235 215 188 161 141 123 108 93 80.46 68.80 58.42 49.27 41.55 34.88 29.11 24.13 19.82 16.13 13.01 10.41 8.26 6.53 5.13 4.01 3.13 2.44 1.09 1.47 1.13 .a7

497.7

28 13

465 455 435 407 375 341 309 281 255 233 213 183 158 139 121 106 92 78.93 67.44 57.20 48.25 40.66 34.12 28.45 23.55 19.33 15.71 12.66 10.11 8.03 6.33 4.97 3.89 3.04 2.36 1.83 1.42 1.10 .a4

ACRE-FEET.

32 5

scs TR20 -------------------------------------------------------------------SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIOP 03/06/92 BF, MOD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TE.C' 07:32:48 PASS 7 JOB NO. 1 PAGE . ZERO DAMAGE DISC&GE ---

XSECTION

7,

OPERATION REACH

(

ALTERNATE

214 CFS) 4,

XSECTION

OCCURS AT 12.1

STORM

PEAK DISCHARGE(CFS) 409.4

RUNOFF INCLUDING TRIANGULAR BASEFLOW 16.97 WATERSHED INCHES; XSECTION

TIME(HRS) 12.67 15.87

7.40 8.20 9.00 9.80

CFS CFS CFS

10.60 11.40 12.20 13.00 13.80 14.60 15.40 16.20 17.OC 17.80 18.60 19.40

CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS CFS

20.20 21.00 21.80 22.60 23.40 24.20 25.00 25.80 26.60 27.40 28.20 29.00

CFS

2639

PEAK ELEVATION(FEET) 497.32 218.1

CFS-HRS;

PEAK DISCHARGE(CFS)

ACRE-FEET.

PEAR ELEVATION(FEET) WJW (-1

723.4 875.3

HYDROGRAPH POINTS FOR STORM = 1 ALTERNATE = 4, = l4AIN TIME INCREMENT = .lOO hr. 4.41 .42 .57 .77 1;oo 1.28 1.60 1.95 2.74 3.19 3.66 4.17 4.73 5.33 5.99 7.50 8.35 9.26 10.24 11.27 12.35 13.46 15.79 17.02 18.33 19.74 21.27 22.95 24.81 34.34 37.38 40.76 44.52 48.73 29.10 31.59 213 65 73 85 107 147 59 722 705 411 525 621 686 718 635 598 763 861 869 817 738 653 571 498 437 387 345 310 281 244 214 186 157 131 108

---

9

PEAR

HRS

1, HYDRoGRAPH ADDED TO READHD FILE

8

PEAK TIME(HRS) 15,88

OPERATION ADDHYD

HOURS FLOW DURATION.

597 618 780 867 865 808 728 642 561 490 430 381 340 306 277 239 211 183 154 128 106

570 640 796 871 861 799 717 631 552 482 424 376 335 302 273 235 207

179 151 125 103

556 662 811 873 855 789 706 621 542 474 417 370 331 298 268 231 204 175 147 122

101

551 683 824 875 848 780 696 611 533 466 411 365 326 295 263 228 200 172 144

119 98

555 704 836 875 841 770 685 601 524 459 405 360 322 258 224

565 725 846 874 834 759 674 590~ 516 451 399 355 318 288 253 221

197 168 141 117 96

193 164 137 114 94

291

SQ.MI. 2.3 6.7, 14.60 26.85 53.49 303 674 580 744 854 872 826 749 663 581 507 444 393 350 314 284 248 217

190 161 l?' 1. 91

scs . TR20 -------_-_------_--------------------------------------------------SAMPLE 5 JOE USES - TWO-24HR TYPE II STORMSOVER WATERSHED, WITH ECON, VERSIO! "1/06/92 BF, MOD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TES :32:40 JOB NO. PASS 7 1 PAGE 2: 29.80

30.60 31.40 32.20 33 :OO 33.80 34.60 35.40 36.20 37.00 37.80 38.60 39.40 40.20 41.00 41.80 42.60 43.40 44.20 45.00 45.80 46.60

89iOO 72.91 59.98 49.56 41.15 34.15 28.26 23.26 18.99 15.39 12.36 9.85 7.81 6.15 4.82 3.77 2.94 2.29 1.77 1.37 1.06 .82

CFS CFS

CFS CFS CFS CFS CFS

CFS CFS CFS CFS

CFS CFS

CF.5 CFS CFS CFS

CFS CFS CFS CFS CFS

86.80 71.14 58.54 48.42 40.20 33.36 27.59 22.68 18.51 14.98 12.02 9.57 7.58 5.97 4.68 3.66 2.85 2.22 1.72 1.33 1.03 .79

84.65 69.42 57.13 47.31 39.28 32.59 26.93 22.12 18.03 14.58 11.69 9.30 7.36 5.79 4.54 3.55 2.76 2.15 1.66 1.29 .99

82.55 67.75 55.15 46.22 38.38 31.83 26.29 21.57 17.57 14.19 11.36 9.03 7.14 5.62 4.40 3.44 2.68 2.08 1.61 1.25 .96

RUNOFF INCLUDING TRIANGULAR BASEFLGW 3.04 WATERSHEDINCHES; DURATION(HRS) FLOW(CFS)

DURATION(HRS) FLGW(CFS) ---

XSECTION

4 705

8 490

36 2

12 284

16 141

80.50 66.12 54.40 45.15 37.50 31.08 25.66 21.04 17.11 13.80 11.05 8.78 6.93 5.45 4.27 3.33 2.59 2.02 1.56 1.21 -93

8661

CFS-HRS;

20 59

24 28

78.52 64.53 53.15 44.12 36.63 30.36 25.04 20.51 16.67 13.43 10.74 8.52 6.73 5.29 4.14 3.23 2.51 1.95 1.51 1.17 .90

76.59 62.97 51.93 43.10 35.79 29.64 24.43 19.99 16.23 13.07 10.44 8.28 6.53 .5.13 4.01 3.13 2.44 1.89 1.47 1.13 .87

715.7 28 13

74.73 61.46 50.73 42.11 34.96

28.94 23.84 19.49 15.80 12.71 10.14 8.04 6.33 4.97 3.89 3.04 2.36 1.83 1.42 1.10 .84

ACRE-FEET. 32 5

39 1 TRUNCATED

9, ALTERNATE 4, STORM 1, HYDROGRAFHADDED TO READHD FILE --1826

EXECUTIVE CONTROL ENDCMP

COMPUTATIONSCOMPLETEDFOR PASS

7

EXECUTIVE CONTROL BASFLO

TRIANGLE VOLUME = .lO IN., BASE = PEAR TIME = 12.0 HRS.,

25. HRS.,

EXECUTIVE CONTROL COMPUT STARTING TIME = .oo ANT. RUNOFF COND. = 2 ALTERNATE NO. = 4

184t FROM STRUCTURE 1 To XSECTIDN 9 RAIN DURATION = 1.00 RAIN DEPTH = 2.60 MAIN TIME INCREMENT = .loo HOURS RAIN TABLE NO. = 2 STORM NO. = 2

183(

F-35

+ ‘3-q TR20 ---------_----------------------------------------------------------

scs -

SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIOb 03/06/92 BF, UOD. S.C.; ALT'S l=EXIST., Z=SITES, 3=KOVE SITE, 4=DIVIDE 2.04TES' PAGE : S-Y, JOB NO. 1 07:32:48 SUNKARY TABLE 1 --------------SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CHARACTER FOLLOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES: T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAPH F-FLAT TOP HYDROGRAE'H XSECTION/ STRUCTURE ID

STANDARD CONTROL OPERATION

DRAINAGE AREA (SQ

RUNOFF AMOUNT

MI)

(IN)

RAINFALL OF 5.20 inches AND 24.00 RAINTABLE NUMBER 2, ARC 2 MAIN TIME INCREMENT .lOO HOURS ALTERNATE 1 STORM 1 --------------------------1.20 STRUCTURE 1 RUNOFF 1.20 STRUCTURE 1 RESVOR XSECTION 1 REACH 1.20 XSECTION 1 RUNOFF .46 XSECTION 1 ADDliYD 1.66 XSECTION

STRUCTURE 2

RUNOFF

STRUCTURE XSECTION XSECTION

2 3

RESVOR REACH

3

RUNOFF

1.66 .44 .44 44 :31

XSECTION

3 4

ADDHYD ADDHYD

.75 2.41

XSECTION XSECTION XSECTION

5 6

REACH REACH

6

RUNOFF

2.41 2.41 1.30

XSECTION XSECTION XSECTION

6 7 7 7

ADD?IYD

2

XSECTION

XSECTION RAINFALL

REACH

REACH RUNOFF

OF

ALTERNATE

---------------------------

STRUCTUiE 1 STRUCTURE 1 XSECTION XSECTION XSECTION

1 1 .l

2.60 1

RUNOFF RESVOR REACH RUNOFF ADDHYD

503.07 -------

2.84 2.70 2.70 2.70

----m-w 500.62 488.13

me-

489.24 481.70

e-m 482.78

3.06 2.83

AND

STORM

2.63 2.88 2.88 2.88

2.79 2.79

4.41

inches

---mm 509.70 m-e 510.39

2.97

3.71 3.71

DURATION,

2.61 2.61 2.61 2.70 2.63

2.79

.70

ADDHYD

hr

PEAK DISCHARGE -----------------------------------ELEVATION TIME RATE cm (Hw (CFS)

24.00

hr

DURATION,

.71 ..71 .71

----506.83

.76 .72

507.33

BEGINS AT

12.09 12.09 12.55 12.55 12.55

RATE (CSW

.o hrs.

1111

1773.3 1773.3 925.8

406

882.6

1516

913.3

2128 2128

13.11 12.10 12.10 ,12.59 12.17

1073

646.k

837 837

1902.3 1902.3 936.4 1551.6

12.36 12.98 14.15 16.76 13.14

640 1436 910

853.3

525 824

217.8

13.16 18.60 12.62 12.68

849 521

228.8

BEGINS AT

412 481

658 738

595.9 377.6 633.8

140.4 940.0 167.3

.o hrs.

2

1.20' 1.20 1.20 .46

1.66

m-m

12.11 12.11 12.55 12.60 12.56

,527 527

317 102 415

439.2 439.2 264.2 221.7 250.

F- 3C TR20 __-__--------------------------------------------------------------SAMPLE 5 JOB USES - TWO-24HR TYPE XI STORMS OVER WATERSHED, WITH ECON, 0?/06/92 BF, KOD. S.C.; ALT'S l=EXIST., t=SITES, 3=MOVE SITE, 4=DIVIDE SUMMARY, JOB NO. 1 32~48

scs _ VERSION 2.04TEST PAGE 35

SUMMARY TABLE 1 --------------SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CHARACTER FOLLCWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES: F-FLAT TOP HYDROGRAPH T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAPH XSECTION/ STRUCTURE ID

STANDARD CONTROL OPERATION

DRAINAGE AREA (SQ MI)

RUNOFF AMOUNT (INI

STORM 2 ALTERNATE 1 --------------------------1.66 XSECTION 2 REACH .44 STRUCTURE 2 RUNOFF .44 STRUCTURE 2 RESVOR -44 3 REACH XSECTION 3 RUNOFF .31 XSECTION

XSECTION

.72 .a5 .a5 .a5 .80

PEAX DISCHARGE -----------------------------------ELEVATION TIME RATE (W u=) CC=)

500.51 V-B

-mm -me -mm

12.88 12.11 12.11 12.74 12.19

340 238 238 104 128

204.8 540.9 540.9 236.4 412.9

148 473 265 202 233

197.3 196.3 110.0 83.8 179.2

308 244 194 268

83.0 65.8 277.1 60.8

ADDBYD ADDHYD REACH REAcN RUNOFF

.75 2.41 2.41 2.41 1.30

.a3 .76 .76 .76 .91

497.53

485.83 es-

12.61 12.83 13.93 15.06 13.21

XSECTION XSECTION XSECFION

ADDHYD REACH

XSECTION

ADDBYD

3.71 3.71 70 4:41

:Sl 81 .96 .a3

486.89 479.86 --480.10

13.73 15.89 12.66 15.70

RAINFALL OF

5.20

"-ECTION ECTION XSECTION

XSECTION

RUNOFF

inches

AND

24.00

hr

a-as-

DURATION,

RATE (CW

BEGINS AT

.o hrs.

ALTERNATE

STORM 1 2 -------_------------------1.20 STRUCTURE 1 RUNOFF 1.20 STRUCTURE 1 RESVOR 1.20 XSECTION 1REACx .46 1 RUNOFF XSECTION 1.66 1 ADDRYD XSECTION XSECTION STRUCTURE STRUCTURE

XSECTIdN' XSECTION 'ECTION

. . ..iECTION

2.61 2.61 2.61 2.70 2.63

--526.12 508.81

-we

509.71

12.09 12.35 12.79 12.55 12.68

2128 929 740 406 1116

1773.3 774.2 616.7 882.6 672.3

2 REACH 2 RUNOFF 2 RESVOR 3REAcI, 3 RUNOFF

1.66 .44 .44 .44 .31

2.63 2.88 2.88 2.88 2.79

502.78 em499i74 --w-e

13.16 12.10 12.49 '13.54 12.17

894 837 247 214 481

538.6 1902.3 561.4 486.4 1551.6

3 4

.75 2.41

2.84 2.70

m-e ---

12.20 13.14

561 1166

748.0 483.8

ADDHYD ADDHYD

F-3 scs . TR20 -------------------_-----------------------------------------------SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIOl 3=MOVE SITE, 4=DIVIDE 2.04TES 03/06/92 BF, MOD. S.C.; ALT'S l=EXIST., 2=SITES, SUMMARY, JOB NO. 1 07:32:48 PAGE ? SUMMARY TABLE 1 --------------SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CHARACTER FOLIOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES: R-RISING TRUNCATED HYDROGRAPH F-FLAT TOP HYDROGRAPH T-TRUNCATED HYDROGRAPH XSECTION/

STRUCTURE ID

STANDARD CONTROL OPERATION

DRAINAGE (E&)

STORM 1 ALTERNATE 2 _-------------------------5 REACH 2.41 XSECTION 6 REACH 2.41 XSECTION 1.30 XSECTION 6 RUNOFS 6 ADDHYD 3.71 XSECTION 7 REACH 3.71 XSECTION

XSECTION

7 7

XSECTION RAINFALL

RUNOFF ADDHYD 2.60

OF

inches

.70 4.41 AND

2 STORM 2 --------------------------1 RUNOFF 1.20 1 RESVOR 1.20 1 REACH XSECTION 1.20 1 RUNOFF .46 XSECTION 1 ADDHYD 1.66 XSECTION

RUNOFF AMOUNT (INI

PEAK DISCHARGE ----------------------------------~ TIME ELEVATION RATE (m UN (CFS)

RATE (CSW

2.70 2.70 2.97 2.79 2.79

500.34 488.07 -a489.27 481.66

14.34 16.87 13.14 13.18 18.61

816 504 824 859 514

338.6 209.1 633.8 231.5 138.5

3.06 2.83

m-w 482.80

12.62 12.68

658 743

940.0 168.5.

24.00

hr

DURATION,

BEGINS AT

a,o hrs.

ALTERNATE

---

522.72 505.39 --506.01

12.11 12.54 13.14 12.60 12.80

527 153 124 102 204

439.2 127.5 103.3 221.7 122.9

.72 .85 .85 .85 .80

499.13 -MS 496.95 -----

13.23 12.11 12.42 13.09 12.19

182 238 100 67 128

109.6 540.9 227.3 152.3 412.9

.71 .71 .71 .76 .72

XSECTION sTRucTuR,E STRUCTURE XSECTION XSECTION

2 2 2 3 3

REACH RUNOFF RESVOR REACH

RUNOFF

1.66 .44 .44 .44 .31

XSECTION XSECTION XSECTION XSECTION XSECTION

3 4 5 6 6

ADDHYD ADDHYD REACH REACH RUNOFF

.75 2.41 2.41 2.41 1.30

.83 .76 .76 .76 .. 91'

----496.98 485.49 ---

12.23 13.14 14.10 15.19 13.21

145 270 203 175 233 .

193.3 112.0 84.2 72.6 179.2

XSECTION XSECTION XSECTION XSECTION

6 7 7 7

ADDHYD REACH RUNOFF ADDHYD

3.71 3.71 .70 4.41

.81 .81 .96 .83

486.94 479.72 m-e 480.02

13.51 15.72 12.66 15.41

314 232 194 258

84.6' 62.5 277. 58.

F TR*O

___-_---------------___________^________----------------------------

-1 scs

SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIO '/M/92 BF, MOD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MOVE SITE, 4'DIVIDE 2.04TES S-Y, JOB NO. :32:4a 1 PAGE 3 SUMMARYTABLE1 --------s-----SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CHARACTER FOLLOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES: F,-FLAT TOP HYDROGRAPH T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAPH XSECTION/ STANDARD STRUCTURE CONTROL ID OPERATION

RAINFALL

5.20

OF

DRAINAGE

inches

RUNOFF AMOUNT (INI

,AND 24.00

PEAX DISCHARGE ----------------------------------ELEVATION TIME RATE (E-n uw t-s)

hr DURATION, BEGINS AT

RATE (=W

-0 hrs.

ALTERNATE 3 STORM 1 _-------_-----------------STRUCTURE 1 RUNOFF 1.20 STRUCTURE 1 RESVOR 1.20 XSECTION 1 REACH 1.20 XSECTION 1 RUNOFF .46 XSECTION 1 ADDHYD 1.66

2.61 2.61 2.61 2.70 2.63

526.12 508.80 --509.70

12.09 12.35 12.79 12.55 12.68

iECTION ,FRUCl'URE STRUCTURE XSECTION XSECTION

2 3 3 3 4

REACH RUNOFF RESVOR REAcn ADDHYD

1.66 .75 .75 .75 2.41

2.63 2.88 2.88 2.88 2.71

502.77 m-s 499.74 -mm -mm

13.16 12.88 17.2OF 17.5OF 13.17

891 539 SlF flF 935

536.7 718.7 68.0 68.0 388.0

XSECTION XSECTION XSECTION XSECTION XSECTION

5 6 6 6 7

REACH REACH RUNOFF ADDHYD REAui

2.41 2.41 1.30 3.71 3.71

2.71 2.70 2.97 2.79 2.75

499.54 487.42 me* 489.24 481.34

14.53 16.66 13.14 13.17 17.87

602

389 a24 848 450

249.8 161.4 633.8 228.6 121.3

XSECTION XSECTION

7 7

RUNOFF ADDHYD

.70 4.41

3.06 2.80

--482.79

12.62 ~2.68

658

940.0

741

168.0

RAINFALL

OF

2.60

inches

AND 24.00

ALTERNATE 3 STORM -*------------------------STRUCTURE 1 RUNOFF 1.20 STRUCTURE 1 RESVOR 1.20

e-m

hr DURATION, BEGINS AT

2128 929 737 406

1113

1773.3 774.2

614.2 882.6 670.5

.o hrs.

2

:71 .71

--522.72

12.11 12.54

527

153

439.2 127.5

I=-33 TR20

-------------------------------------------------------------------TYPE II SAMPLE 5 JOB USES - TWO-24HR

03/06/92 07:32:48

BF,

MOD. S.C.;

ALT'S

scs

-

,STORMS OVER WATERSHED, WITH ECON, VERSION 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TEST l=EXIST., PAGE : SUXXARY, JOB NO. 1

SUKMARY TABLE1 --------------SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CHARACTER FOLLOWING THE PEAE DISCHARGE TIME AND RATE (CFS) INDICATES: F-FLAT TOP HYDROGRAPH T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDR~GRAFH XSECTION/ STRUCTURE ID

STANDARD CONTROL OPERATION

ALTERNATE ------mm--

XSECTION XSECTION XSECTION XSECTION STRUCTURE

1 1 1 2 3

STRUCTURE 3

RATE (CSW

.71 76 172 .72 .85

505.37 --505.99 499.11 ---

13.14 12.60 12.80 13.23 12.95

121 102 202 180 147

100.8 221.7 121.7 108.4 196.0

.75 .75 2.41 2.41 2.41

.85 .85 .76 .76 .76

492.89 -em m-e 496.49 485.06

14.81 15.25 13.31 14.35 15.53

41 41 214 168 148

54.7 54.7 88.1 69.7 61.4

1.30 3.71 3.71 70 4141

.91 .81 .81 .96 .84

--486.58 479.40 -em 479.73

13.21 13.48 15.78 12.66 12.80

233 276 207 194 233

179.2 74.4 55.8 277.1 52.8

RUNOFF AMOUNT (INI

3 STORM 2 ----------------1.20 REACH RUNOFF .46 ADDHY'I 1.66 REACH 1.66 RUNOFF .75 RESVOR REACH ADDHYD

XSECTION XSECTION XSECTION XSECTION

3 4 5 6

XSECTION XSECTION XSECTION XSECTION

6 6 7 7

RUNOFF

XSECTION

7

ADDHYD

RAINFALL OF

PEAE DISCHARGE -----------------------------------ELEVATION TIME RATE (fi) uw (CFS)

DRAINAGE

EEi ADDHYD REACH RUNOFF

5.20

inches

AND

STORM 1 4 --------------------------STRUCTURE 1 RUNOFF 1.20 1.20 STRUCTURE 1 RESVOR 1REACE 1.20 XSECTION 1 RUNOFF .46 XSECTION I.66 1 ADDIIYD XSECTION

24.00

hr

DURATION,

BEGINS AT

.o hrs.

ALTERNATE

2.81 2.81 2.81 2.90 2.83

--w-e 509.70 m-e 510.39

12.09 12.09 12.55 12.55 12.55

2131 2131 1109 407 1515

1775.8 1775.8 924.2 884.8 912.7

XSECTION

2. 3 3 3 4

REACH RUNOFF RESVOR REACH ADDHYD

1.66 75 :75 .75 2.41

2.83 3.08 3.08 3.08 2.91

5,03.07 --m-e ---me

13.11 12.88 12.88 13.18 13.13

1072 542 542 506 1577

645.8 722.7 722.7 674.7 654.4

XSECTION

5

REACH

2.41

2.91

500.73

14.34

946

392-L

XSECTION STRUCTURE STRUCTURE

XSECTION~

---------------------scs TRZO -------_-------------------------------------SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSION 07/06/92 BF, MOD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TESt SUHHARY, JOB NO. 1 :32:48 PAGE 39 SUMMARY TABLE 1 _-_-----------SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CHARACTER FOLLOWING THE PEAR DISCRARGE TIME AND RATE (CFS) INDICATES: T-TRUNCATED HYDROGRAPH R-RISING F-FLAT TOP HYDROGRAPH TRUNCATED HYDROGRAPH XSECTION/ STRUCTURE ID

STANDARD CONTROL OPERATION

DRAINAGE

R"')JOFF AMOUNT (IN)

PEAK DISCHARGE -----------------------------------ELEVATION TIME RATE 6-W (fi) C-S)

RATE (CSW

ALTERNATE 4 STORM 1 --------------------------2.17 XSECTION 5 DIVERT XSECTION 0 DIVERT .24 2.17 XSECTION 6 REACH 1.30 XSECTION 6 RUNOFF 3.47 XSECTION 6 ADDXYD

1.35 16.97 1.35 3.17 2.03

498.35 498.35 486.44 m-m 409.26

14.34 14.34 15.80 13.14 13.16

376 570 261 829 ass

173.3 2375.0 120.3 637.7 246.4

XSECTION "TECTION ECTION XSECTION XSECTION

2.03 3.26 2.24 16.97 3.04

401.12 --482.67 497.32 -em

16.45 12.62 12.66 15.88 15.87

404 661 717 409 875

116.4 944.3 171.9 1704.2 198.4

RAINFALL

7

REACH

7

RUNOFF

7 8 9

ADDHYD REACH ADDHYD

OF

2.60

inches

3.47 .70 4.17 .24 4.41 AND

STORM 2 ALTERNATE 4 --------------------------1.20 STRUCTURE 1 RUNOFF 1.20 STRUCTURE 1 RESVOR 1.20 1 REACH XSECTION .46 1 RUNOFF XSECTION 1.66 1 ADDHYD XSECTION REAc?I

XSECTION XSECTION XSECTION XSECTION YSECTION

5 5 8 6

RFACH DIVERT DIVERT REACH

6

RUNOFF

2.41 2.17‘ .24 2.17 1.30

..SECTION

6

ADDHYD

3.47

DURATION,

BEGINS AT

.O hrs.

506.78 me507.28

12.11 12.11 12.45 12.60 12.48

528 520 308 103 405

440.0 440.0 256.7 223.9 244.0

.a2 -9s .95 .9s .86

500.4s --me-----

12.81 12.9s 12.95 13.28 12.90

332 148 148 136 439

200.0 197.3 197.3 181.3 182.2

.86 .51 4,03 .51 1.01

497.4s 495.26 495.26 483.47 ---

14.02 14.02 14.02 15.19 13.21

256 97 '159 79 234

106.2 44.7 662.5 36.4 180.0

.70

406.41

13.36

258

74.4

1.66 .75 .I5 .75 2.41

2 3 3 3 4

RESVOR REACH ADDHYD

hr

.81 .81 .81 .86 .a2

XSECTION STRUCTURE STRUCTURE XSECTION XSECTION

RUNOFF

24.00

m-w ---

$!cs TR20 ------------------__-----------------------------------------------SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIOK 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TES1 03/06/92 BF, HOD. S.C.; ALT'S l=EXIST., PAGE 4' SUMMARY, JOB NO. 1 07:32:48 SUIQ4ARY TABLE 1 _-------------SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED. A CHARACTER FOLLOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES: R-RISING TRUNCATED HYDROGRAPH F-FLAT TOP HYDROGRAPH T-TRUNCATED HYDROGRAPH XSECTION/ STRUCTURE ID

STANDARD CONTROL OPERATION

DRAINAGE

ALTERNATE 4 STORM 2 --------------------------XSECTION 7 Rlmc!H 3.47 XSECTION 7 RUNOFF .70 XSECTION 7 ADDHYD 4.17 XSECTION 8 REACH .24 XSECTION 9 ADDBYD 4.41

RUNOFF AMOUNT (INI

PEAX DISCHARGE -----------------------------------ELEVATION RATE TIME ww CC=) (Fw

RATE (CSW

.70 1.06 .76 4.03 .94

478.90 --479.70 494.39 -em

49.9 278.6 55.4 379.2 63.0

14.87 12.66 12.81 16.34 15.53

173 195 231 91 278

TR20

-------------------------------------------------------------------

SAMPLE

03/06/92 :32:4a

fj&“s

5 JOE USES - TWO-24HR TYPE 11 STORM OVER WATERSHED, WITH ECUK, VERSTGl BF, HOD. S.C.; ALT'S l=EXIST., 2=SITES, 3=MOVE SITE, 4=DIVfDE 2.04TES SUMMARY, JOB NO. 1 PAGE 4 _-

SUMMARYTABLE 2 --------------MODIFIED ATT-KIN REACH ROUTING IN ORDER PERFORMED. QUESTION MARK (7) AFTER: OUTFLOW PEAK - MAX. NUMBERROUTING ITKRATIDKS USED; LENGTH FACTOR - VALUE K+ GREATER THAN 1-D; ATT-KIN COEFF - VALUE C GREATER THAN 0.667. HYDROGRAPHINFORMATION -----------------------INFLOW FLQOD OUTFLOW --------s-XSEC REACH PLAIN ----------_ ID LENGTH LENGTH PEAK TIME PEAK TIME (fi) (CFS) uw cm (CFS) WW BASEFLOWIS

6.0 CFS

ALTERNATE 1 STORM 1 _-_-----------------_______ 1 5400 2131 12.1 2 3000 1505 12.6 .SEFLOW IS 3 4600

BASEFMW IS 5 2600 6 4900 7

a900

.O

6.0

BASEFLOWIS 5 2600 6 4900 7

a900

BASEFLOWIS

12.6 13.1

1.02 1.17

1.15 1.05

.248

-516 -712

.509

a37

12.1

412

12.6

1.20

1.10

.571

I489

1435 909

13.0 14.2

909 524

14.2 16.8

.59 .53

1.00 1.00

.418 .556

-632 ..574

a48

13.2

521

18.6

.52

1.04

.439

.612

311 340

12.5 12.9

.23 .19

1.50 1.46

.326 .097

.579 ,.820

12.1

104

12.7

1.20

1.10

.615

.423

473 265

12.8 13.9

.265 202

13.9 15.1

.63 .22

1.00 1.27

:451 .216

-.555 .756

308

13.7

244

15.9

.12

1.39

.241

.7a7

CFS

7900

.o CPS 237 6.0 CFS

7900 10.0

1103 1073

CFS

ALTERNATE 1 STORM 2 ___-----------------------1 5400 532 12.1 2 3000 413 12.6 BASEFLGWIS 4600 3

ROUTING PARAMETERS ----------------------------Q-A EQ. PEAK ATT----------LENGTH RATIO KIN COEFF POWERFACTOR Q/I CmFf (Xl W) IQ’) (Ml

CFS

F-4: --------------------------------------scs _ TR20 ___---___-------------------SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIOt~ t=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TES7 03/06/92 BF, MOD. S-C.; ALT'S l=EXIST., SUMMARY, JOB NO. 1 PAGE ' 07:32:48

MODIFIED QUESTION MARE (1)

SUMMARY TABLE 2 --------------ATT-KIN REACH ROUTING IN ORDER PERFORMED. AFTER: OUTFLOW PEAK - MAX. NUMBER ROUTING ITERATIONS LENGTH FACTOR - VALUE K' GREATER THAN 1.0; ATT-KIN COEFF - VALUE C GREATER THAN 0.667.

HYDROGRAPH INFORRATION -----------------------OUTFI.OW INFLOW FLOOD --------------------XSEC REACH PLAIN TIME SPEAR TIME ID LENGTH LENGTH PEAR (F'U (CFS) t-s) (HR) uw (fi) ALTERNATE 2 --------------------------1 2

5400 3000

5 6

2600 4900

7

8900

BASEFLOW IS ALTERNATE

10.0

3

4600

(W

.43 .98

1.35 1.09

.131 .166

.790 '. 799

.25 .20

1.10

.168

.862

.15

(-1

Ih*,

(Cl

1

934

12.4

12.7

740 a93

12.8 13.2

247

12.5

214

13.5

1164 816

13.1 14.3

816 504

.58 .53

1.00 1.00

.343

.698

16.9

.491

.613

.08 .04

859

13.2

514

18.6

.52

1.04

.440

.594

. 03

.22 . 17

1.52 1.50

-092 .042

.756 .888

.19

1.10

.260

.639

.14

1.20

CFS

7900

8.0

-----_--------------------1 5400 2 3000

BASEFLQW IS

w

1115

4600

BASEFLOW IS

ROUTING PARAMETERS ------------------------------Q-A EQ. PEAR ATT----------LENGTH RATIO KIN COEFF POWER FACTOR Q/I COEFF

.O CFS

BASEFLOW IS 3

STORM

USED;

14.3

CFS

2

STORM

2

161 204

12.5 12.8

123 182

13.1 13.2

100

12.4

6-7

13.1

.O CFS 1.20

.27

TR2#J

^“--“‘--“‘-‘--“‘““‘-‘-‘-‘--‘----’-----------------------------

5c-s

.

SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMSOVER WATERSHED, WITH ECON, vERsxot "106/92 BF, MOD. S.C.; ALT'S l=EXIST., t=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TES SUMNARY, JOB NO. 1 .32:48 PAGE 4: SUMHARYTABLE 2 --------------MODIFIED ATT-KIN REACH ROUTING IN ORDER PERFORMED. QUESTION MARK (I) AFTER: OUTFLOWPEAK - MAX. NUMBER ROUTING ITERATIONS USED; LENGTH FACTOR - VALUE K* GREATER THAN 1.0; 'ATT-KIN COEFF - VALUE C GREATER THAN 0.667. HYDROGRAPHINFORMATION --p--------------------OUTFLOW INFLOW FLOOD ----------XSEC REACH PLAIN ----------PEAK TIME ID LENGTH LENGTH PEAX TIME (CFS) (W (W (CFS) (H'W (m BASEFLOW IS

6.0

ALTERNATE 3 --------------------------5400 1 3000 2 BASEFMW IS 3 2000 BASEFLOW IS 2600 5 6 4900 7

8900

(W

WI

(k*)

(Q+)

(Cl

8.0 CFS

2 ALTERNATE --------------------------5 2600 6 4900 7 0900 7900 BASEFLOW IS

ROUTING PARAMETERS ------------------------------Q-A EQ. PEAK ATT----------LENGTH RATIO KIN COEFF POWER FACTOR Q/I COEFF

.O

6.0

7900

STORM 270 203, 314

2 13.1 14.1 13.5

203 175 232

14.1 15.2 15.7

.70 16 :11

1.00 1.36 1.41

.22a .124 .235

.746 .856 .733

-05 .l( .OC

12.4 12.7

736 890

12.8 13.2

.43 .97

1.35 1.09

.130 .165

.790 .799

.2! .2r

51

17.2

51

17.5

1.20

1.10

.008

1.000

.2!

934 602

13.2 14.5

602 389

14.5 16.7

.57 .61

1.00

1.00

.278 .316

. 642 -643

.O .O

847

13.2

450

17.9

.47

1.06

.418

.528

.O

CFS

STORM 930 1112

1

CFS

CFS

-----------____ scs TR20 --------__--------__--------------------------------SAMPLE 5 JOB USES - TWO-24HR TYPE II STORKS OVER WATERSHED, WITH ECON, VERSIC 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TES 03/06/92 BF, MOD. S.C.; ALT'S l=EXIST., 07:32:48 SUMMARY, JOB NO. 1 PAGE

RODIFIED QUESTION MARK (1)

SUM?4ARY TABLE 2 --------------ATT-KIN REACH ROUTING IN ORDER PERFORMED. AFTER: OUTFLOW PEAK - MAX. NUMBER ROUTING ITERATIONS LENGTH FACTOR - VALUE K* GREATER THAN 1.0; COEFF - VALUE C GREATER THAN 0.667. ATT-KIN

HYDROGRAPH INFORMATION -----------------------FLOOD INFLOW OUTFLOW -------s-wXSEC REACH PLAIN ----------ID LENGTH LENGTH PEAK TIME PEAK TIRE (M-1

(W

CC=)

ALTERNATE

3

--------------------------1 5400 2 3000

BASEFLOW IS 3

STORM

5 6

2600 4900

7

8900

CC=)

VW

ROUTING PARAMETERS ------------------------------Q-A EQ. PEAK ATT----------LENGTH RATIO KIN COEPF POWERFACTOR W) w W)

Q/I COEFF (Q+) (C)

2

159

12.5

202

12.8

121 180

13.1 13.2

41

14.8

41

15.2

214 168

13.3 14.3

168 148

14.3 15.5

.60

276

13.5

207

15.8

1.52

.092

.042

.755 .887

.15

1.50

1.10

.024

.999

.20

1.05 1.43

.143 .082

.779

. 12

.878

11 :11

.088

1.46

.182

.744

.06

1.01

1.16

1.17 1.20 .60 .38

1.05

.467 .230 .076 .422 .282

.517 .712 .934 .600 .695

.20 .19 .34 .08 .07

.609 .327

.473

.03

-719

.06

.22 -17

.27

.O CFS

2000

BASEFLOW IS

OW

USED;

6.0

7900

1.20

CFS

BASEFLOW IS A TRIANGLE ALTERNATE 4 --------------------------5400 1 2 3 5 6

3000 2000 2600 4900

7 8

8900 17000

7900 17200

STORM

1

2128 1505 542 1575 376

12.1 12.6

1101 1072

12.6 13.1

12.9 13.1 14.3

506 945 261

13.2 14.3 15.8

854 569

13.2 14.3

404 409

15.9

16.4

.44 -27

1.10 1.00 1.13 1.07

1.39

scs _ TR20 -------------------------------------------------------------------SAMPLE 5 JOE USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIOK n3/06/92 BF, MOD. S.C.; ALTIS l=EXIST., Z=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TESI SLMHARY, JOB NO. 1 PAGE 4,: :32:48

MODIFIED QUESTION MARK (3)

SUHMARY TABLE 2 --------------ATT-KIN REACH ROUTING IN ORDER PERFORMED. AFTER: OUTFLOW PEAK - MAX. NUMBER ROUTING ITERATIONS LENGTH FACTOR - VALUE K* GREATER THAN 1.0; ATT-KIN COEFF - VALUE C GREATER THAN 0.667.

HYDROGRAPH INFORMATION -----------------------FLOOD INFLOW OUTFLOW --------------------a XSEC REACH PLAIN ID LENGTH LENGTH PEAK PEAK TIME TIME (CFS) (W (F-n t-s) NW uw ALTERNATE

---------------------------

1 2 3 5 6

5400 3000 2000 2600 4900

7 8

8900 17000

7900 17200

4

STORM

USED;

ROUTING PARAMETERS --------------------______I___ Q-A EQ. PEAK ATT----------LENGTH RATIO KIN COEFF POWER FACTOR Q/I COEFF (Xl

(W

W)

(Q*)

Vt

2

527 405 147 439 97

12.1 12.5 12.9 12.9 14.0

305 332 136 256 79

12.5 .12.8 13.3 14.0 15.2

258 159

13.4 14.0

173 91

14.9 16.3

.23 .19 1.20 .64 .lO .069 .27

1.50 1.46 1.10 1.00 1.48

.268 .079 .075 .368 .091

.578 -821 .922 ,582

.26 .32 :3 2 -09

-818

-10

1.52 1.38

.211 .676

.669 -572

-07 -05

TR20

___________---------------------------------------------------------

SC.

SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIO 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TEs 03/06/92 BF, MOD. S-C.; ALT'S l=EXIST., SUMMARY, JOB NO. 1 07:32:48 PAGE f SUKKARY TABLE 3A STORM FLOW DURATION DISCHARGES (CFS) AT XSECTIONS/STRUCTURES FOR ALL ALTERNATE A CHARACTER FOLLGWING THE DISCHARGE FOR A STORM-ALTERNATE COMBINATION INDICATE T-T RUNCATED HYDROGRAPH S-SHORT HYDROGRAPH w/O BASEFLOW B-SHORT HYDROGRAPH W/ BASEFLOW R-RISING TRUNCATED HYDROGRAPH

XSECTION/

DRAINAGE

STRUCTURE ID STRUCTURE 3 ------------------ALTERNATE ALTERNATE STRUCTURE 2 ------------------ALTERNATE ALTERNATE STRUCTURE 1 ------------------ALTERNATE ALTERNATE ALTERNATE ALTERNATE XSECTION 1 ------------------ALTERNATE ALTERNATE ALTERNATE ALTERNATE XSECTION 2 ------------------ALTERNATE ALTERNATE ALTERNATE ALTERNATE XSECTION' 3 ------------------ALTERNATE ALTERNATE ALTERNATE ALTERNATE

STORM 1 --------------------------PEAR FLOW DURATION FLOW --------------------t-s) 6 12

(HRS.) 24

STORM 2 ------------------________ PEAE FLOW DURATION FLOW ---------------_____ CC-)

.75 51

3

4

542 .44

1

837 247

2

1.20 1

2128

929 929

2

3 4

2131

1.66 1516 1116 1113 1515

1 2 3 4 1.66 1

1073

2

894 891 1072

3 4

340 182

180 332

.7s

1 2 3

4

640 561 51 506

148 14s 41 136

6

12

(BRS.) 24

T&TO

-----------------------_---------------------~------------------------

scs

SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSIG --fO6/92 BF, MOD. S.C.; ALT'S l=EXIST., Z=SITES,l3=KOVE SITE, 4=DIVIDE 2.04TES .32:48 SUMMARY, JOB NO. PAGE 4 SUMKARY TABLE 3A ---------------STORM FLOW DURATION DISCHARGES (CFS) AT XSECTIONS/STRUCTURES FOR ALL ALTERNATE A CHARACTER FOLLOWING THE DI.SCHARGE FOR A STORM-ALTERNATE COMBINATION INDICATE T-TRUNCATED HYDROGRAPH S-SHORT HYDROGRAPH W/O BASEFLOW B-SHORT HYDROGRAPH V/ BASEFLOW R-RISING TRUNCATED HYDROGRAFH

XSECTION/ STRUCTURE ID XSECTION 4 ------------------ALTERNATE ALTERNATE ALTERNATE ALTERNATE .:SECTION 5 ----------------ALTERNATE ALTERNATE ALTERNATE ALTERNATE XSECTION 6 ------------------ALTERNATE ALTERNATE ALTERNATE ALTERNATE XSECTION' 7 ------------------ALTERNATE ALTERNATE ALTERNATE ALTERNATE XSECTION 0 -----------------ALTERBATE XSECTION 9 -----------------ALTERNATE

DRAINAGE (SE&

STORM 1 --------------------------PEAK FLOW DURATION (HRS.) FLOW --------------------(CFS) 6 12 24

STORM 2 -----------------_-------PEAK FLOW DURATION (BRS.) FL&V ------------k,,,,,,(CFS) 6 12 24

2.41 1 2 3 4~

1436 1166 935 1577

473 270 214 439

910 816 602 376

265 203 168 97

849 859 848 855

308 314 276 258

2.17 1 2 3 4 3.47 1 2 3 4 4.17 1. 2 3 4

738 743 741 717

501 500 465 415

364 366 314 213

48 56 79 28

268 258 233 231

195 190 183 130

79 83 95 71

7 10 8 6

194

90

6

.24 4

91

409 4.41

4

875

598

284

28

278

l- -i scs TR20 ------------------____________________L_---------------------------SAMPLE S JOB USES - TWO-24RR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSI( 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04T.E BF, MOD. S.C.; ALT'S l=EXIST., 03/06/92 PAGE 07:32:48 SUMMARY, JOB NO. 1 _DISCHARGES INTER. SECT. ID

(CFS)

'SUMMARY TABLE 4 --------------AT INTERMEDIATE SECTIONS FOR ALL STORMS AND ALTERNATES

DRAINAGE 2%

STORM NUMBERS.......... 2 1

7A

3.90 LOCATED BETWEEN SEC -----------------------------------------------ALTERNATE 1 777 282 ALTERNAPE 2 783 277 ALTERNATE 3 778 248 ALTERNATE 4 764 240

6 & SEC

7

4.00 LOCATED BETWEEN SEC 7B -----------------------------------------------ALTERNATE 1 762 277 ALTERNATE 2 270 768 ALTERNATE 3 764 242 ALTERNATE 4 746 237

6 & SEC

7

ECONZ DATA FILE ECONZ -LE .'LE

DUR-INCT FLOW-FREQ FLOW-FREQ FLOW-FREQ FLOW-FREQ FLOW-FREQ FLOW-FREQ

FLOW-FREQ FLOW-FREQ FLOW-FREQ FLOW-FREQ

TIME-FtiW TIME-FLOW TIXE-FLOW FLOW- FREQ FLOW-FREQ

JOB USES - mO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, 2=SITES, 3=MOVE SITE, 4=DIVIDE BF, XOD. S.C.; ALT'S l=EXIST.,

H

.O

-3 -2 -1 1

2 3

4 5 6 7 7 7 7 8 9

FLOW-FREQ 7A TIME-FLOW 7A FLOW-FREQ 78 TIME-FLOW 7B FLOW-FREQ -3 FLOW-FREQ -2 FLOW-FREQ -1 TOW-FREQ 1 3W-FREQ 2 AuOW-FREQ 3 FLOW-FREQ 4 FLOW-FREQ 5 FLOW-FREQ 6 FLOW-FREQ 7 TIME-FLOW 7 TIME-FLOW 7 TIME-FLDW 7 FLOW-FREQ 8 FMW-FREQ 9 FLOW-FREQ 7A TINE-FLOW 7h FLOW-FREQ 7B TIME-FLOW 7B FLOW-FREQ -3 FLOW-FREQ -2 FLOW-FREQ -1 FLOW-E'REQ 1 FLOW-FREQ 2 FLOW-FREQ 3 FLOW-FREQ 4 FLOW-FREQ 5 FLOW-FREQ 6 FLOW-FREQ 7 ‘TME-FLOW 7 iME-FLOW 7 TIME-FLDW 7 FLOW-F'REQ 8 FLOW-FREQ 9

6 12 24

6.0

6.0 12.0

837. 2128. 1516. 1073. 640. 1436. 910. 849. 738. 501. 364. 48.

238. 527. 415. 340. 148. 473. 265. 308. 268. 195. 79. 7.

l t*****+*t***+*t**** **t*********ttt*t*tt

777. USE TIME-FLOW 762. USE TIME-FLOW

282. 7 277. 7

l *******************

247. 929. 1116. 894. 561. 1166. 816. 859. 743. 6 500. 12 366. 24 56. .**t***++*t*+***t*t+ *+*t*t*+t*C*t*+tt+t* 783. USE TIME-FLOW 768. USE TIME-FLOW 51. **+tt+*t*+t*+****+*t 929. 1113. 891. 51. 935. 602. 848. 741. 6 465. 12 314. 24 79. t*+tt+*t+t+*t**t+**t l tt***t****+*+*tt***

100. 153. 204. 182. 145. 270. 203. 314. 258. 190. 83. 10. 277. 7 270. 7 41. 153. 202. 180. 41. 214. 168. '276< 233. 183. 95. a.

12.0

24.0 24.0

24.0

ALT ALT

1 1

ALT ALT ALT ALT ALT ALT ALT ALT~l ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT UT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT SALT ALT ALT ALT ALT ALT ALT ALT ALT

1 1 1 1 1 1 1

: 1 : 1 : 1 1 : 1 191 19. 19 19 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 9 29 29 2 9 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3

i FLOW-FREQ 7A TIME-FLOW 7A FLOW-FREQ 70 TIME-FLOW 7B FLOW-FREQ -3 FLOW-FREQ -2 FLOW-FREQ -1 1 FLOW-FREQ 2 FLOW-FREQ 3 FLOW-FREQ 4 FLOW-FREQ 5 FLOW-FREQ 6 FLOW-FREQ 7 FLOW-FREQ 7 TIME-FLOW 7 TIME-FLOW 7 TIME-FLOW 8 FLOW-FREQ 9 FLOW-FREQ 9 TIWE-FLOW 9 TIME-FLOW 9 TIME-FLOW FLOW-FREQ 7A TIME-FLOW 7A FLOW-FREQ 7B TIME-FLOW 78

778.

USE TIME-FLOW 764.

USE TIME-FLOW 542. t**tt*tttt.**+**.*t* 2131. 1515. 1072. 506. 1577. 376. 855. 717. 6 415. 12 213. 24 28.

409. 6 12 24

248. 7 242. 7 148. 528. 405. 332. 136.

439. 97. 250. 231. 130. 71. 6.

91.

875.

278.

598. 284.

194. 90.

28. 764.

6. 240. 7 237. 7

USE TIME-FLOW 746.

USE TIME-FLOW

ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT ALT I&T ALT ALT ALT

J 3 90 390 391 391 4 ’ 4 4 4 4 4 4 4

4 4 : 5 5 5 4 E 4 E 4 E 4 r 4 E 4 E 4 f 4 c 4 6 4 C 49C 4 9C 491 4’91

Tp.ZO

___________---__--_-------------------------------------------------

SC5

-

SAMPLE 5 JOB USES - TWO-24HR TYPE II STORMS OVER WATERSHED, WITH ECON, VERSION ALT'S l=EXIST., 2=SITES, 3=MOVE SITE, 4=DIVIDE 2.04TES'I 03/06/92 BF, MOD. S.C.;

END OF

1 JOBS IN THIS

SCS

RUN

TR-20, VERSION 2.04TEST SAMPLE 5 FILES

INPUT = b:a5.dat OUTPUT = pm FILES

, GIVER DATA FILE , DATED 03/06/92,07:32:48 GENERATED - DATED 03/06/92,07:32:48

FILE

b:aS.TEC

CONTAINS ECON2 INFORMATION

FILE

b:a5.TRD

CONTAINS READHD INFORMATION

TOTAL NUMBER OF WARNINGS = l

*+ TR-20

0,

MESSAGES =

RUN COMPLETED

l

**

1

G‘

APPENDIX standard

G

Worksheets and

Preloaded

Tabular

Data

Contents Job and Title for ECON2 Plow Duration Stream Cross Section Data Structure Data Dimensionless Hydrograph Table Standard 484 Hydrograph Table cumulative Rainfall Table Table Pl - Type I, 24 hours 24 hours Table 12 - Type II, Table t3 - Type lA, 24 hours Table #4 - Type III, 24 hours Table 15 - Type 2, 48 hours Table #S - Emergency Spillway Freeboard Design Standard Control for Watershed Standard Executive

Control Control

G-2 G-4 G-S G-6 G-7 G-0 G-9 G-10 G-11 G-12 G-13 G-14 and

Continuation Sheet for Watershed

Executive Control Continuation Modify Standard Control Read Discharge Hydrograph Intermediate Peaks

Sheet

G-15 G-16 G-17 G-16 G-19 G-20 G-21 G-22 G-23 G-24 G-25

i

LOCAT

PAEPARED CHECKED

ION

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PAGE OF

DATE DATE

Poll,No.

v///

- - - - - - - - - - Job

BY BY

_ -

, El

. ..o.nd

lml

opllmol)

lzkzm I I I I I I I I

- - - - - - - - - -

-- 3’ JOB and TITLE JOB Record

(required)

c01umhs

l&3

JOB

columns

5-9

TR-20

c01umrls

11-17

Watershed

COlUmns

21-24

ECON

identification

Use only if peak discharge and/or flow duration outpul for ECON/URBl is desired. Locations for this output must be selected for inclusion in Summary Tables 1 ant 3 also. Such designation can be made using summary option explained below (columns 51-57) or the 8UM option on Standard Control (column 71), the DURING table, and the DUR Standard Control option (column 67). Columns columns

31-39 41-48

FULLPRINT Use only if

FULLPRINT

PASS-XXX

number,

Use only if PASS XXX is an integer, c01ullIns

columns

51-57

61-68

SUMMARY Use only if all Standard ---Leave plots

option

XXX, is justified.

right,

Summary Control

is

desired. greater

Tables 1 and 3 are operations (except

blank if no cross are desired.

section

ENDPLOT Use if only cross section desired with no routinga.

than

1.

to include SAVXOV).

discharge-end

area

area Plots

discharge-end

PLOTS

Provides tables

discharge-end with regular

area output.

plots

of

Croes

section

GRAPHICS

Generates

data

files

for

use

with

SCS graphics

programs Columns TITLE

73-80

Records

Optional user'information, input listing. (one

required,

columns

1-5

TITLE

Columns

11-72

Both

Columns

73-80

Optional

titles

second

is

may be any record

printed

at

top

optional)

characters

identification.

desired.

cf-80-80

ar

U.3. DEPARILENT SOIL. cD”PrR”ITIOW

OF MIAIW!alURL SLRVICC

TR-20

FLOW DURATION PREPARED

CnECKED

er

BY

FOR ECONZ DATE DATE

PAGE

_

OF -

U.S.

DtpA’ltTLLNl

OF AGIIlQJLTURE

SOILaN4SEnvAllmJ SCIIVICE CROSS JOB

_

SECTION

NAME

TR-20

STREAM PREPARED CHECKED

CROSS SECTION,DATA BY BY

DATE DATE

.

.

WSWSHEE, SCS-END-270A 1-&w PAGE OF

LO” Crovd

_ -

.. U.S. SOIL

OEPA”lhcWl cmSEnvAlION

OF *ORIcu.r”RE SERVICE

ID

STRUCTURE JOB

I

(01

IO 99)

: I

I. Morlnum 01 20 data r*cold*.

Elevation feet

TR-20

STRUCTURE

PREPARED CHECKED

BY BY.

: ,

Dis;h;rgs

WRItSHEET SCS-ENG--2eP co,

DATA’

Storage i ,acre - feet

DATE DATE

PAGE OF

I l

I “.ow, I (rr.“,l,l-~

_ -

U.S.

DCP~RlIILNI.OF

SON.OONSLRVAlION 1ABLE .~ .m JCLX

A6aICULmm6 SERVICE

TR-20

DIMENSIONLESS PREPARED CHECKED I

HYDROGRAPH

BY BY _

“. .._ -I qqqllzlslrlsl6l7~Blql~zl~4Plq~~lls191ol~~

TABLE

DATE DATE I

WXWSHECT

SC=-266

PAGE OF

=

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DIMENSIONLESS *

HYDROGRAPH TABLE

wm

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U.S. SOIL

LOCAT

OEPARTIJEH, WNELnVATION

ION

I

Or

TR-20

AONICULWRE SLRVICE

CUMULATIVE PREPARED

0

CHECKED

JOE

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Incrrmnl

BY BY

RAINFALL

TABLE DATE DATE

WCF(((SHEE, Scs-fHo-271 4-n‘

PAGE OF

_ -

-

TABLE HO. 5 RAINFL 1 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 ~ci 9 ENDTBL

TIK!Z INCREXEZNT .lOOO

.oooo 0087 :0174 .0262 . 0350 .0442 0540 10647 .0760 . 0878 .lOOO .1123 .1250 .1391 .1560 .1746 .1940 -2190. .2540 .3030 .5150 .5830 .6230 .6555 .6840 .7092 .7320 .7523 .7700 .7862 .8020 .8173 .8320 .8462 .8600 .8733 .8860 .8982 ;9100 .9212 .9320 .9423 ,.9520 .9613 .9100 .9783 .9860 .9933 1.0000

'

.0017 .0105 .0192 .0260 .0368 .0461 .0561 .0669 .0784 .0902 . 1024 .1148 .1276 .1423 . 1597 . 1784 .1982 .2252 .2623 .3194 .5322 .5919 .6298 .6615 .6892 .7140 .7362 .7560 .7733 .7894 .8051 .8202 .8349 .8490 .8627 .8758 .8885 .9006 .9123 .9234 .9341 .9442 .9539 .9630 -. 9717 .9798 ,.9875 .~9946 1.0000

.0035 0122 :0210 .0297 .0386 .0460 .0582 . 0691 .0807 .0926 .1049 .1174 .1303 .1456 .1633 .1823 .2027 .2318 .2714 .3454 .5476 .6003 .6365 .6674 .6944 .7186 .7404 .7596 .7766 .7926 .8082 .8232 .8378 .8518 .8654 .8784 .8910 .9030 .9146 .9256 .9362 .9462 .9558 .9648 .9734 .9814 .9890 .,9960 1.0000

.0052 .0139 .0227 .0315 .0404 .0500 .0603 .0714 .0831 .0951 .1073 .1199 .1332 .1489 .1671 .1861 -2077 .2388 -2812 -3878 .5612 .6083 .6430 .6731 .6995 .7232 .7444 .7632 .7798 .7958 .8112 .8262 .8406 .8546 .8680 .8810 .8934 .9054 .9168 .9278 .9382 -9482 .9576 .9666 .9750 .9830 .9904 .9974 1.0000

.0070 .0157 .0245 .0332 .0423 0520 :0625 .0737 . 0855 0975 :1098 .1225 .1361 11524 .1708 ,. 1901 .2132 .2462 .2917 .4632 .5730 .6159 .6493 .6786 .'I044 .7276 .7484 .7667 .7830 .7989 .8142 .8291 .8434 .8573 -0706 .8835 .8958 .9077 .9190 .9299 .9402 .9501 .9594 -9683 .9766 -9845 .9918 .9987 - . 1.0000

-

G-‘BO

TABLE NO. 5 RAINFL 2 8 a 8 a a a a a a a a a a a a a a a a a a a a . a a a a a a a a a a a a a a. a a a a a a .a a a a. a. a ~9 ENDTBL

TIKE .oooo .0051 .0105 .0161 .0220 .02al .0345 .0411 .04ao .0553 .0670 .0712 .oaoo .oa92 .0990 .1093 .1200 .1322 .1470 .1630 .1810 .2040 .2350 .2a30 .6630 .7350 .7720 .7990 .a200 .a376 .a535 .8676 .8aoo .8912 .9018 .9117 .9210 .9297 .9377 .9452 .9520 .95a4 .9647 .9709 .9770 .9829 .9887 ,. 9944 1.0000

INCREMENT .lOOO

9

0010 :0062 .0116 .0173 .0232 .0294 .035a .0425 .0494 .0568 .0646 .0730 -0818 .0912 .lOlO .x14 .1222 .1350 .1502 1663 :1a51 .2094 .2427 .3068 .6820 .7434 .7780 .8036 .8237

.a409 .8565 .8702

,

.a823 .a934 .903a .9136 .922a .9313 .9393 .9466 .9533 .9597 .9660 .9722 .97a2 .9a41 .9a99 .9956 1.0.000

.0020 .0072 .0127 .ola4 .0244 .0306 .0371 .0439 .05oa .05a3 .0662 .0747 .0836 .0931 .1030 .1135 .1246 .1379 .I534 .1697 .la95 .2152 .2513 .3544 .6986 .7514 .7836 .8oao .8273 .a442 .a594 .8728 .a845 .a955 .905a .9155 .9245 .9330 .9408 .9480 .9546 .9610 .9672 .9734 .9794 .9as3 .9910 .9967 1.0000

.0030 .ooa3 .013a .0196 0257 :0319 .03a4 .0452 .0523 .059a .0679 .0764 .oa55 .0950 . 1051 1156

:1270 . 1408 .1566 .1733 .1941 .2214 .2609 .43oa .7130 .75a8 .7a90 .a122 .a308 .a474 .8622 .a753 .a868 .8976 .9078 .9173 .9263 .9346 .9423 .9493 .9559 .9622 -9685 .9746 .9806 .9864 .9922 .997a 1.0000

.0041 .0094 .OlSO .0208 .0269 .0332 .039a .0466 .053a .0614 .0696 .07a2 .oa74.0970 -1072 .1178

. .1296 .I438 . .159a -1771 .I989 .2280 .27lS .5679 .7252 .7656 .7942 .8162 .a342 .a505 .a649 .8777 .a890 .a997 .9097 .9192 .92ao .9362 .943a .9507 .9572 .9635 .9697 .975a .9ala .9876 . .9933 .99a9 1.0000

TABLE NO. 5 MINFL

TIHE INCRMENT

-1000

3 .oooo .OlOO

.0200 .0350 .0500 .0660 .0820 .0980 .1160 .1350 .1560 .1800 .2060 .2370 .2680 .3100 .4250 .4800 .5200 .5500 .5770 .6010 .6240 .6450 .6640 .6830 .7010 .7190 .7360 .7528 .7692 .7853 .a010 .8163 .a312 .8457 .0590 .8736 -8870 .9000 .9126 .9249 .9368 .9482 .9594 .9701 .9804 .9904 1.0000

,

.0022 .0118 .0228 .0380 .0531 .0692 .0851 .lOlS .1197 .1390 . 1606 .1849 .2120 .2429 .2752 .3314 .4394 .4890 .5266 .5556 .5820 .6058 .6284 .6489 .6677 .6866 .7047 .7225 .7394 .7561 .7725 .7685 .8041 .8193 .a341 .8486 .8626 .a763 .a896 .9026 .9151 .9273 .9391 -9505 .9615 .9722 .9825 .9924 1.0000

.0043 . 0137 .0257 .0410 .0563 .0724 .0883 , 1050 .1234 .1431 .1653 .1900 .2181 .2480 .2829 .3547 .4517 .4975 .5329 .5612 .5868 .6104 .6326 .6527 .6715 .6903 .7004 .7259 .7428 .7594, .7757

.7916 .8071 -8223 .a370 .a514 .8654 .a790 -8923 .9051 .9176 .9297 .9414 .9527 .9637 9743 Isa45 ;9943 l.OOOb

.0063 .0157 0287 :0439 .0595 0756 :0915 .1086 .1272 .1473 .1701 . 1952 .2243 .2549 .2912 .37aa .4623 .5055 .5389 .5666 .5916 .6150 .6368 .6565 .6753 .6939 .7120 .7293 .7461 .7627 .7789 .7947 .8102 .a252 .a399 .a542 .8681 .8817 .a949 .9076 .9200 .9321 .9437 .9550 .9658 -9764 .9865 .9962 1.0000'

.0082 0178 :03m .0470 .0628 .0788 .0947 1123 :1311 .1516 1750 :2005 .2306 -2613 .3002 .4026 ,.4716 .5130 .5446 .5718 .5964 .6196 .6410 .6603 .6791 .6974 .7155 .7326 .7495 .7660 .7821 .7979 .8132 .8282 .042a .8570~ .a709 .8044 .a974 .9101 .9225 .9344 .9460 .9572 9680 19784 .9804 .9981 1.0000

TABLE NO. 5 RUNFL 4 .oooo .0050 .OlOO .0150 . 0200 . 0252 .0308 . 0367 .0430 . 0497 .0567 .0642 .0720 . 0806 .0905 . 1016 .1140 .1284 .1450 .1659 .1890 .2165 .2500 .29aO .5000 .7020 .7500 .7835 .8110 .8341 .0543 .8716 .8860 .8984 .9095 .9194 .9280 .9358 .9433 .9503 .9570 .9634 .9694 09752 .9808 .9860 .9909 .9956 1.0000

8 8 8 8 8 8 8 8 8 8 8 8 8 8 a ~8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 .' 8 8 8 8 8 8 8 8 8 8 8 9 ENDTBL _

_

.OOlO .0060 * 0110 .0160 .0210 , 0263 ~.0319 .0379 . 0443 .0511 .0582 . 065.7 .0736 .0825 .0926 . 1040 .1167 . 1317 .1496 .1703 . 1940 .2227 .2578 .3143 .5840 .7134 .7572 .7095 .a158 .a383 . a579 .a747 .8886 .9007 .9116 .9212 .9296 .9373 .9447 .9517 . 9583 .9646 .9706 .9764 .9818 . 9870 .9919 .9965 1.0000

.0020 .0070 .OlZO .0170 . .0220 .0274 . 0331 .0392 . 0456 . 0525 .. .0597 .0673 .0753 .0844 .0948 .1064 .1194 .1350 .1535 .1748 . 1993 .2292 .2664 -3394 . 6267 .7240 .7641 .7952 .a206 .0425 .8615 .a777 .a911 .9030 .9136 .9230 .9312 ..9388 .9461 .9530 .9596 .9658 .9718 .9775 .9829 .9880 .992a .9974 1.0000

.0030 .0080 .0130 . 0180 -0231 . 0285 .0343 . 0404 .0470 .0539 .0612 * 0688 .0770 .0864 .0970 .ioa9 .1223 .I385 .1575 .1794 .204a .2359 .2760 . 3733 .‘6606 .7336 .77oe .a007 .a252 8465 :a650 .a806 .8936 .9052 -9156 .9247 .9327 .9403 . 9475 .9544 -9609 .3670 .9729 .9786 .9839 .9890 .9938 . 9983 1.0000

.004rJ .0090 .0140 .019a .0241 .0296 0355 :0417 .0483 *OS53 .062-l . 0704 . 0786 *.oaa4 .a993 .1114 -.1253 1421 :x17 .1842. 2105 :242a .2866 .4166 .685: .742; .7773 .a060 .8297 .8504 .8683 .a833 .896D .9074 .9175 .9264 .9343 .9418 .9489 .9557 .9621 .9662 .9741 .9797 .9850 .9900 .9947 .9991 1.oqoo

TABLE NO.

~5 RAINFL'S a 8 a 8 a 8 a a 0 a8 a 8 a a a 8 a a a 9 ENDTBL

TIHE INCREMENT .5000-' .oooo .0140 .0290 .0440 . 0630 .oa40 .1090 .1400 .1810 .2520 .7290 .a090 .8540 . 8860 .9120 .9330 9530 :9690 . 9840 .9980

.0020 10320 0170 ,.0470 .0670 .oa90 -1140 .1470 . 1920 .2770 .7520 .a190 .8610 .8920 .9170 .9370 .9570 .9720 . 9870 1.~0000

.0050 .0200 .0350 .0510 0710 :0940 .1200 . 1540 .~ .~ .2040 .3180 .7700 .8290 .a680 .a970 .9210 .9410 .9600 .9750 .9900 1.0000

.ooao .0230 .03ao .0550 . 0750 .0990 .1260 -1620 .2170 .63aO .7850 .8380 .8740 .9020 .9250 .9450 .9630 . 9780 .9930 1.0000

.OllQ .026Q .0410 .0590 -0790 .1046 -1330 .1710 .2330 : 6980 .7900 :8460 .a800 ,907o ,. 9290 . .9490 -9660 .9BlQ .9960 1.0000

TABLE NO. 5 RAINFL 6 0 8 8 8 8 8 8 8 a8 8 9 ENDTBL

TIXE INCRMENT . 0200 .oooo .0425 .0990 .1800 .5300 .7050 .7900 .8561 .9103 .9573 1.0000

.0080 .0524 .1124 .2050 6030 17240 .a043 .a678 .9201 .9661 1.0000

.0162 .0630 .1265 .2550 .6330 .7420 .8180 .a790 .9297 .9747 1.0000

. 0246

.0743 . 1420 .3450 .6600 .7590 .6312 .a098 .9391 .9032 1.0000

.0333 -0863 -1595 .4370 .6840 -7750 -8439 .9002 .9483 -3916 1.0000

-1

i

STANDARD CONTROL Data

Code/Operation

6 RUNOFF 1

Develops columns

a runoff hydrograph using 37-46, and 49-60. 25-36,

the

data

from

6 RESVOR 2

Performs storage indication routing of a hydrograph. columns 25-36 contain the starting elevation for blank, the routin If these are left routing to begin. will begin at the first entry in the STRUCT table.

6 REACH 3

Performs Modified ATT-KIN reach routing using the reac length in columns 25-36, a cross section rating table, or optionally the end area coefficient, x (CO~UUIS 37 and the exponent, III (c01UmnS 49-60) in i&e -4S), equation Q = xA*. If values appear in coluxns 37-48 and 49-60, they override use of a XSECTN table. The floodplain length is a optional entry in, columns 49-60. If it is entered there must be a channel react length in columns 25-36 of this record and a low grour entry in columns 61-72 ~of the 2 XSECTNrecord. Adds

6 hDDHYD 4 5

6 SAVMOV

tvo

hydrographs

Moves a hydragraph storage location.

together. from

one

Divides an inflow hydrograph Two procedures hydrographs. operaton.

6DIVXRT6

Procedure

Col. COl.

25-36 37-48

Col.

49-60

fl

storage into are

location

to

tvo separate available vith

aaothe outflor this

Output fl will contain that portion of the inflow hydrograph below and equal to the discharge given in output $2 will contain that portic the columns 25-36. of the inflow hydrograph above the given discharge in columns 25-36. Maximum discharge in cfs for Output I1 hydrograph. Drainage area split in decimal fraction to retain Witi If left blank, all drainage arc Output #l hydrograph. goes with Output #2 hydrograph. XSECTN ID associated with Output #2 Wdrograph.

..

Procedure

P2

The

inflow hydrograph may be divided proportionally two elevation vs. discharge rating tables. These tables must be provided by the user as cross sections ID of rating table associated with Output fl hydrograph. Blank or Zero. Same as Procedure #l. Same as Procedure Rl and a rating table must be included for the XSECTW ID.

using

Cal.

13-15

col. COl.

25-36

37-48 COl. 49-60

output

options

Col.

61

Col. Col.

63

If a particular option appropriate column.

is

wanted,

put

a "1"

in

the

peak discharge, peak time, peak elev. P/V - Displays (if rating table is available) and runoff volume minus constant basefloo under hydrograph in inches, cfs-hrs, and ac-ft, and current constant baseflow in cfs. Will supply up to ten largest peaks of multi-peaked

Col.

65 67

Col.

69

COl.

71

hydrographs. HYD - Displays hydrograph discharge in tabular form. hydrograph elevations in tabular form. ELEV - Displays DDR - Displays discharge versus duration of time that a discharge is equaled or exceeded. FILE - Generates a file of discharge hydrograph coordinates in machine readable RRRDHDformat. son - Requests results of the operation be inssrted in

Col.

73-80

Sumsmry Tables 1 and RECORD identification.

3 at

the

end

of

Any characters

the

job.

including

blank-

Y i

EXECUTIVE Data

CONTROL

Code/Operation The entire set of (S.C.) instructions printed.

7 LIST

7 BASFLO 5 COl.

25-36 or

Baseflow where it Insert inflow routings

is is

tabular data and Standard in effect or specified

specified prior to be added.

25-36

The volume in inches in is added to each runoff 37-48 and columns 49-60

COl.

37-48

Time in (Note: baseflow

49-60

25-36

7 COXPUT 7

COl.

COMPUT record(s)

triangular hydrograph must also

hours that the triangular If field is left blank procedure is used).

or

hydrograph computed. be used.

form tha columns

hydrograph peaks. zero, constant

Time in hours that the triangular hydrograph base extends. (Note: Cannot exceed 398 main time increments). Leave blank for constant baseflow.

Sets the time interval between elements of the hydrograph to be used for subsequent computations. This record must be read before any COMPUT record.

7INCRM6

Col.

the

ar

the constant baseflow cfs to be part of the hydrograph in the next and subsequent reach until changed by another 7 BASFLO 5 record.

COl.

Col.

to

Control portions

13-17

Main

time

increment

Specifies the be [email protected] list) requires Specifies correspond

appears

in

hours;

a decimal

is

required.

beginning and ending S.C. instructions One pass through the watershed (S.C. one or more COMFUT Records.

t

This must the beginning or FROX location: to a cross-section or structure number that in the XSECTN/STRUC column of a S.C.

instruction. COl.

19-23

Cal. 25-36

The sequence Specifies the ending or THBU location. instruction given by the S.C. is continued until the cross-section or structure specified under thou has been reached-and completed. The starting,time in hours of under this COMPUT. A decimal

each hydrograph is,reguired.

developc

c

If a unit depth depth to be used. RAINFL table is used, enter the total dimensionless) -IS an actual storm is used, rain depth in inches. A decimal is required. enter a 1.0.

Cal.

37-48

The

COl.

49-60

Rainfall in

rain

RAINFL

duration or if actual stars duration is given A decimal is required. table enter 1.0.

COl.

61

The RAINFL table

Cal.

63

The Antecedent

COl.

66-67

The alternate number (l-99) associated with this reflects changes in the watershed. COMPul!. Usually

COl.

70-71

The storm number (l-99) to be associated COUPUT, with no more than 10 storms per Note:

to be used Runoff

(l-9).

Condition

to be used

(1,

with

2, or 3).

this

run.

The last two data items are used to order the summary table output data and for generating the peak discharge file in machine readable form.for use in the ECON2 or URBl computer programs.

ENDCKP 1

Resets the program to the beginning of the S.C. list. This record must be used anytime it is desired to start another pass through the watershed.

ENDCMP2

Causes Summary Tab. Terminates routing computations. I2 to be printed and Summary Tables I1 and #3 if Job is terminated unless PEARS information selected. follows.

i

.J.a.

DfPI)17Nml

SOIL

wHSEnVAlloH

or AGNIGULlUIE uIIvIC2

TR-20

MODIFY

-

STANDARD

DATE C

PREPARED BY n RY

I

I

‘~0ffTy1:

Uodlftcotlonl rurt br given on the standard control Ilrt

In the ordw

that

thry

CONTROL

appear

MXIKEliLC 1

SCSfNg275

PAGE _

OF -

~MODIFY

STANDARDCONTROL

new instructions, or alter c Control is used to insert in the Standard Control (s.c.) list. The instructions modifications of S.C. are done in sequential order starting at the top to be modified. After a of the list with the first S-C. instruction it may not be modified until the program h S.C. instruction is passed, Control record. passed a 7 LIST, or 7 COMPD'I Executive Modify delete

Data

Standard existing

Code/Operation

7 INSERT 2 COl.

13-15

COl.

16%

7 ALTER 3

Will S.C.

the

S.C.

instructions

that

follov

into

the

The XSECTN/STRUCT identification where the new S.C. instructions are to be inserted. The location in the S.C. list is immediately folloving the end of the firs series or string of S.C. instructions for SECTN/STRuc named. The new S.C. records are filled out in the sar format as described on the S.C. worksheet.

S-C. records for the S.( Will substitute the following instructions that match column l-17 of each new S.C. The S.C. records are filled out in ths same record. format

7 DELETE 4

insert list.

Will

l-17

as

described

delete of the

the

S.C.

records

on the S.C. vorksheet.

instructions that follow.

that

match

column

u.,.

DcPA”RC”T

SolI.

aMpvAll0(

HYDROGRAPH JOB

Of

AO(IIQKTu”C

l cnvlcc

LOCATION

TR-20

READ DISCHARGE PREPARED CHECKED

BY BY

HYDROGRAPH DATE DATE

IOT(((SHEET

scs-tNo-176 ,P-m1

PAGE OF

_ -

U.S.

DEFu”v?a”T

SOIL

cm4SCRVA7Ia4

TR-20

OF AmIaATvRC SERVICE

INTERMEDIATE

-

PREPARED CHECKED

JO0

1 - 12

I

13 - 24

1

25

~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ .I . . * 1 :Foble:

:

i

I

37

4n

PAGE OF

DATE DATE

BY BY -

WXWSHELI SCS--MO-2 rI 441

PEAKS

I

I

I

I

I

4s

-

60

I

61 -

72

I I

Polnl ID

, D.A. ,og. ml.

175 -

= 80

I

‘I -H

TOl3UO3

8n

pXPpUO7S

30

d33lOU sa6essam o33Jo8ds

qno

t8q=fW .saq& sau3td

*qnduT an 01) uoyaotalr u3 pazs~u8 spxo38l 8n SP qons 'uo3~euuopl~ ~U8U3~8d go rrasn -
86eSn

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TR-20 COMPUTER PROGRAM FOR PROJECT FORMULATION

TR-20 COMPUTERPROGRAM FOR PROJECTFORMULATION HYDROLOGY Revised by The Hydrology Unit Soil and The Technology Staff Conservation February Developme...

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