USERS MANUAL FOR AN EXPERT SYSTEM (HSPEXP)

FOR CALIBRATION OF THE HYDROLOGICAL

SIMULATION PROGRAM—FORTRAN

U.S. GEOLOGICAL SURVEY

Water-Resources Investigations Report 94-4168
Users Manual for an Expert System (HSPEXP) for

Calibration of the Hydrological Simulation

Program—Fortran

By Alan M. Lumb, Richard B. McCammon, and John L. Kittle, Jr.

U.S. GEOLOGICAL SURVEY

Water-Resources Investigations Report 94-4168

Reston, Virginia

1994
U.S. DEPARTMENT OF THE INTERIOR

BRUCE BABBITT, Secretary

U.S. GEOLOGICAL SURVEY

Gordon P. Eaton, Director

The use of trade, product, industry, or firm names is for descriptive purposes only and does not imply

endorsement by the U.S. Government.

For additional information write to: Copies of this report can be purchased from:

Chief, Hydrologic Analysis Support Section U.S. Geological Survey

U.S. Geological Survey, WRD Earth Science Information Center

415 National Center Open-File Reports Section

Reston, VA 22092 Box 25286, MS 517

Denver Federal Center

Denver, CO 80225
CONTENTS iii

CONTENTS

Abstract .................................................................................................................................................................. 1

Overview and Concepts ......................................................................................................................................... 1

Introduction..................................................................................................................................................... 1

Procedures for Manual Calibration of Hydrological Simulation Program—Fortran (HSPF) ........................ 2

Development of the Expert System HSPEXP........................................................................................................ 2

Initial Prototype .............................................................................................................................................. 2

Addition of Computed Errors ......................................................................................................................... 3

Rules and Advice ............................................................................................................................................ 3

Testing............................................................................................................................................................. 5

Overview of Procedures to Calibrate HSPF with HSPEXP .................................................................................. 7

Menu Structure and Options ........................................................................................................................... 7

Build HSPF User Control Input (UCI) File .................................................................................................... 7

Build Watershed Data Management (WDM) File.......................................................................................... 7

Run HSPF for Input Error Detection (Optional)............................................................................................. 10

Create Basin-Specifications File..................................................................................................................... 10

Simulate Streamflow and Compute Statistics................................................................................................. 10

View Graphics ................................................................................................................................................ 10

View Statistics ................................................................................................................................................ 11

Get Advice ...................................................................................................................................................... 11

Modify HSPF Parameters ............................................................................................................................... 11

Adjust Error Terms ......................................................................................................................................... 11

Application of HSPEXP to Calibrate HSPF .......................................................................................................... 11

Introduction..................................................................................................................................................... 11

Test Data Set................................................................................................................................................... 12

User Interface.................................................................................................................................................. 12

Data Panel................................................................................................................................................ 12

Assistance Panel ...................................................................................................................................... 15

Instruction Panel ...................................................................................................................................... 15

Commands ............................................................................................................................................... 15

Modification of System Defaults.................................................................................................................... 15

Special Files.................................................................................................................................................... 16

Build the HSPF UCI File (Step 1) ......................................................................................................................... 17

Build the WDM File (Step 2)................................................................................................................................. 25

Create the Basin-Specifications File (Step 3) ........................................................................................................ 28

Simulate and Compute Statistics (Step 4).............................................................................................................. 35

View Graphics (Step 5).......................................................................................................................................... 36

Output Statistics (Step 6) ....................................................................................................................................... 56

Check Calibration Advice (Step 7) ........................................................................................................................ 59

Adjust Parameters (Step 8) .................................................................................................................................... 62

Modify Error Criteria (Step 9) ............................................................................................................................... 67

Selected References ............................................................................................................................................... 69

Appendix A. Rules and Advice for Calibration of HSPF ...................................................................................... 73

Appendix B. User System Specifications File ....................................................................................................... 93

Appendix C. Log File Interpretations .................................................................................................................... 97

Appendix D. HSPEXP Attributes .......................................................................................................................... 99
iv

FIGURES

1. General Steps for Calibrating HSPF with HSPEXP ......................................................................................... 6

2. Options and Menu Structure in HSPEXP, the Expert System for Calibration of HSPF .................................. 8

3. Detailed Steps to Calibrate HSPF with HSPEXP ............................................................................................. 9

4. Map of Hunting Creek, Md............................................................................................................................... 13

5. Basic Screen Layout and Available Commands for HSPEXP ......................................................................... 14

6. Listing of the UCI File for the Test Data, hunting.uci...................................................................................... 19

7. Listing of Basin-Specifications File for Test Data, hunting.exs ....................................................................... 33

8. Time-Series Plot of Daily Precipitation and Logarithms of Daily Observed and Simulated Flow with

Flow Components ........................................................................................................................................... 42

9. Time-Series Plot of Daily Precipitation and Logarithms of Daily Observed and Simulated Flow .................. 43

10. Time-Series Plot of Daily Precipitation and Daily Observed and Simulated Flow......................................... 44

11. Time-Series Plot of Monthly Precipitation and Monthly Observed and Simulated Flow ............................... 45

12. Plot of the Error in Daily Flows and the Simulated Daily Upper Zone Storage Values ................................. 46

13. Plot of the Error in Daily Flows and the Simulated Daily Lower Zone Storage Values ................................. 47

14. Plot of the Error in Monthly Flows and the Month of the Year....................................................................... 48

15. Plot of the Error in Daily Flows and the Observed Data Flows ...................................................................... 49

16. Time-Series Plot of Potential and Simulated Evapotranspiration.................................................................... 50

17. Flow Duration Curves for Observed and Simulated Daily Flows ................................................................... 51

18. Storm Hydrographs of Observed Flow and Simulated Flow with Flow Components .................................... 52

19. Frequency Curves of Daily Computed Flow Recession Rates for Observed and Simulated Flows ............... 53

20. Time-Series Plot of Cumulative Differences Between Simulated and Observed Daily Flow......................... 54

21. Listing of Graphics-specifications File for Test Data, hunting.plt .................................................................. 55

22. Statistics Summary of Calibration Results....................................................................................................... 56

TABLES

1. Recommended Values for TGROUP for Time Series of a Given Time Step and Record Length.................... 26

2. Required Data Sets for HSPEXP Applications.................................................................................................. 27

3. Basin-Specifications File (.exs) Content and Format ........................................................................................ 34

4. Graphics-Specifications File (.plt) Content and Format .................................................................................... 55

B.1. TERM.DAT Parameters for General Use ...................................................................................................... 93

B.2. TERM.DAT Parameters for Color Display (MS-DOS PC) ........................................................................... 93

B.3. TERM.DAT Parameters for Graphics Options .............................................................................................. 94

B.4. Example TERM.DAT .................................................................................................................................... 95

C.1. Codes Used for Nonprinting Characters in a Log File................................................................................... 97

CONVERSION FACTORS

Multiply By To obtain

inch (in.) 25.4 millimeter (mm)

foot (ft) 0.3048 meter (m)

mile (mi) 1.609 kilometer (km)

acre 0.4047 square hectometer (hm2)

acre-foot (acre-ft) 1,233 meter3 (m3)

cubic foot per second (ft3/s) 0.02832 cubic meter per second (m3/s)
OVERVIEW AND CONCEPTS 1

Users Manual for an Expert System (HSPEXP) for

Calibration of the Hydrological Simulation Program—

Fortran

By Alan M. Lumb1, Richard B. McCammon1, and John L. Kittle, Jr.2

ABSTRACT

Expert system software was developed to assist less experienced modelers with calibration of

a watershed model and to facilitate the interaction between the modeler and the modeling process

not provided by mathematical optimization. A prototype was developed with artificial intelligence software tools, a knowledge engineer, and two domain experts. The manual procedures

used by the domain experts were identified and the prototype was then coded by the knowledge

engineer. The expert system consists of a set of hierarchical rules designed to guide the calibration

of the model through a systematic evaluation of model parameters.

When the prototype was completed and tested, it was rewritten for portability and operational

use and was named HSPEXP. The watershed model Hydrological Simulation Program—Fortran

(HSPF) is used in the expert system. This report is the users manual for HSPEXP and contains a

discussion of the concepts and detailed steps and examples for using the software. The system has

been tested on watersheds in the States of Washington and Maryland, and the system correctly

identified the model parameters to be adjusted and the adjustments led to improved calibration.

OVERVIEW AND CONCEPTS

Introduction

Watershed models have been used for more than two decades for the continuous simulation of river basin response to meteorologic variables of precipitation and potential

evapotranspiration for flood forecasting, stormwater management, environmental

impact assessments, and the design and operation of water-control facilities. Various

parameters in the watershed models are modified to adapt the models to specific river

basins. Some of the parameters can be estimated from measured properties of the river

basins but others must be estimated by mathematical optimization or manual calibration. Optimization techniques used over the past two decades have not been totally satisfactory. Such techniques reduce the interaction between the model user and the

modeling process and thus do not improve user understanding of the processes as simulated by the model and the actual processes in the watershed. Even though objective

functions can be minimized by optimization, the physical meaning of such optimized

model parameters is left, for the most part, unexplained. Manual calibration also has not

1U.S. Geological Survey

2

Consultant
2 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

been totally satisfactory because it requires experienced watershed modelers and there

are more potential users of watershed models than there are experienced modelers. With

that in mind, the expertise of the experienced watershed modeler was placed within the

context of an expert system so that the less-experienced modelers can “manually” calibrate the model and improve their understanding of the link between the simulated

processes and the actual processes. This report describes the expert system.

The watershed model Hydrological Simulation Program—Fortran (HSPF) (Bicknell

and others, 1993) was selected as the basis for testing the feasibility of developing an

expert system for parameter calibration. In earlier attempts, an expert system was developed to estimate initial parameters for HSPF (Gaschnig and others, 1981). That system

weighted measured data on watershed characteristics with judgments on the importance

of the characteristic in defining the value of the parameter. Unfortunately, the software

for that system is not available.

Procedures for Manual Calibration of HSPF

In the present effort, two experienced watershed modelers, Alan M. Lumb and

Norman H. Crawford (Hydrocomp, Inc.), documented procedures used to manually

calibrate the rainfall-runoff module of HSPF. Richard B. McCammon was the knowledge engineer on the project. These calibration procedures are divided into four major

phases: (1) water balance, (2) low flow, (3) stormflow, and (4) seasonal adjustments. A

fifth phase, to identify any bias within the model, was also documented. During each of

the four major phases, a different set of calibration parameters was evaluated by

comparing simulated streamflow with observed streamflow. In more than two decades

of experience with HSPF and similar models over a wide range of climates and topographies, experienced modelers have learned which parameters can be meaningfully

adjusted to reduce the error of estimation. Although the adjustments in parameter values

during manual calibration produce an error of estimation not significantly different from

mathematical optimization routines, the parameters developed from manual calibration

can be more meaningful and useful for regional applications of the model to ungaged

watersheds. Mathematical optimization tends to treat the model as a “black box” and

usually considers minimization of only one criterion, which is typically the sum of the

square of the difference between simulated and observed flows.

DEVELOPMENT OF THE EXPERT SYSTEM HSPEXP

Initial Prototype

For the initial prototype of the expert system, a set of conditions was developed for each

of the major calibration phases in which the user supplies or is prompted for the general

observations of the differences between simulated and measured flows. For example,

the user would be asked if simulated stormflows are too high in the summer, if total

volumes of simulated flow are too low, and so forth. Given the user's responses, the

initial prototype expert system identified the name of the parameter to be changed,

direction of the change, and the reason for the change.
DEVELOPMENT OF THE EXPERT SYSTEM HSPEXP 3

Addition of Computed Errors

Although the advice on parameter adjustments from the initial prototype of the expert

system was useful, there was a major burden on the user as to how to identify the errors

and problems and to communicate them to the system. To ease that burden, seven error

terms are computed by the new system from the simulated and observed streamflow

time series:

1. error in total runoff volume for the calibration period,

2. error in the mean of the low-flow-recession rates based on the

computed ratios of daily mean flow today divided by the daily mean flow

yesterday for each day for the highest 30 percent (default) of the ratios

less than 1.0,

3. error in the mean of the lowest 50 percent of the daily mean flows,

4. error in the mean of the highest 10 percent of the daily mean flows,

5. error in flow volumes for selected storms,

6. seasonal volume error, June-August runoff volume error minus

December-February runoff volume error, and

7. error in runoff volume for selected summer storms.

In addition, other computations are made:

1. ratio of simulated surface runoff and interflow volumes, and

2. the difference between the simulated actual evapotranspiration and

the potential evapotranspiration.

With these computed values, the expert system can provide advice without the subjective input from the user. Several of the rules, however, contain optional subjective judgments that the user may supply. Examples are the type of vegetation, the water-holding

capacity of the soil, the soil depth, or whether there is substantial recharge to a deep

aquifer.

Rules and Advice

The expert system advice is based on a set of rules that use statistical measures and

subjective judgments provided by the user that reflect the sensitivity of the parameters

in the rainfall-runoff module of HSPF to those measures and judgments. The statistical

measures are calculated after each HSPF simulation run. The user is asked to make

subjective judgments by the prototype expert system when such judgments, in combination with the rules, affect the advice offered by the program. In the final version, the

subjective judgments are optional input.

In its simplest form, a rule can be expressed by the following:

IF condition1 condition2 condition3

 THEN action ,
4 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

where the conditions are tested from left to right. The action will be taken if any of the

previously specified conditions are true. The action is advice given to the user about

whether to increase or decrease the value of a particular parameter. To take one rule as

an example:

IF (the simulated total runoff is E1 percent higher than observed

AND the ET difference is less than the flow difference)

(the simulated total runoff is E1 percent higher than observed

AND there could be recharge to deeper aquifers)

THEN the advice is to increase DEEPFR,

where the error level E1 is set by the user, the ET difference is the potential ET minus

the simulated ET, the ET and runoff differences are calculated from the output for the

run, and the judgment about whether there could be recharge to deeper aquifers is elicited from the user if necessary. In this case, if the simulated total runoff does not exceed

the observed runoff by E1 percent, there is no need to pursue this rule further, and no

need to ask the user whether there could be recharge to deeper aquifers. Furthermore, if

the first condition is true, the advice is to increase DEEPFR. There is no need to check

the second condition or to ask the user about possible deeper recharge. Only if the simulated total runoff exceeds the observed runoff by E1 percent, and the ET difference is

greater or equal to the flow difference, is there a need to ask the user whether there could

be recharge to deeper aquifers.

In addition to the advice offered by the system, an explanation is given. In the case of

the above rule, the explanation is:

Water losses from watersheds include surface-water flow at the outlet,

actual evapotranspiration, and subsurface losses. Because observed precipitation and surface flow are fixed, and the potential evapotranspiration

provides a ceiling for evapotranspiration, the only way to reduce surface

flow is to increase subsurface losses. DEEPFR is the only parameter used

to roughly estimate those losses and should be based on a ground-water

study of the area.

The above rule and explanation is only one example for the case when the simulated

runoff exceeds the observed runoff by a large percent. Some of the advice from other

rules suggests a reevaluation of the input potential evapotranspiration. The explanations

associated with advice have the greatest value to inexperienced hydrologists and to

hydrologists unfamiliar with the HSPF program. Such explanations provide an excellent

training mechanism. As the knowledge of the user increases over time, however, explanations become less important.

Within the expert system, there are 79 rules that apply to the 14 major, process-related

HSPF parameters. For many of these parameters, there is more than one rule that

contains advice about whether or not the value of the parameter should be increased or

decreased. To avoid potential conflict in the advice offered by the system, the rules are

divided into the four phases previously defined, each phase determining the order in

which the rules will be applied. Within each phase, there is only one rule that will advise

whether a particular parameter should be increased or decreased. All rules within a
DEVELOPMENT OF THE EXPERT SYSTEM HSPEXP 5

phase are tested before moving on to the rules in the next phase. If any action is indicated

in testing the rules within a phase, the corresponding advice is given and no further

testing of the rules is done. This strategy eliminates the possibility of conflicting advice

being offered by the system.

The initial prototype is written in Envos Lisp Object-Oriented Programming System

(LOOPS), formerly called Xerox LOOPS (Stefik and others, 1983). LOOPS adds

access, object, and rule-oriented programming to the procedure-oriented programming

of Common Lisp and Interlisp-D. The result made it possible to create an extended environment for the development of the prototype. Data objects in the prototype system

include the main menu, the hydrologic response units, the rainfall-runoff parameters

used in HSPF, the acceptable levels of error, and a number of graphical objects. On the

computer screen, the major storm periods selected by the user are shown. The current

values of the acceptable level of errors can be changed at any time. Such changes may

change the states of the present rules. The icons along the bottom of the screen store

ancillary information that is available to the user. Such information is the current advice,

the rule descriptions, an ET map, and the storm periods currently selected. At the bottom

right is the icon that, when activated, invokes execution of the HSPF program. In this

way, HSPF and the prototype are linked.

To enable distribution and provide additional testing of the expert system, the program

has been converted to American National Standards Institute (ANSI) standard

languages using public-domain software tools for the user interface, data management,

and graphics. The production version, HSPEXP, is written in Fortran with a subroutine

for each rule. The graphics utilities use the ANSI and Federal Information Processing

Standard (FIPS) Graphical Kernel System (GKS) library, which is available for most

computers. The user interface uses the ANNIE Interactive Development Environment

(AIDE) tool developed by the U.S. Environmental Protection Agency and the U.S.

Geological Survey (Kittle and others, 1989), and a Watershed Data Management

(WDM) file is used for time-series data management (Lumb and others, 1990).

The basic steps to be followed when using HSPEXP for calibration of HSPF are shown

in figure 1. HSPF may be run within HSPEXP to begin the process. HSPEXP must be

used to compute the required statistics, modify acceptable levels of error, and input

ancillary data. Following the advice provided by the program, HSPF parameters could

be changed and HSPF run again or the error levels could be reset and advice requested

again. The iterations can continue until no more advice is provided for the current error

levels.

Testing

HSPEXP has been used in the analyses of three watersheds: two rural watersheds in

Maryland and an urban watershed in the Seattle, Wash., area. In each case the advice

was verified by the experienced modeler, and in each case the advice resulted in a reduction of the error. Quantitative evaluations of the effectiveness of the system have not yet

been conducted; however, the response of users in training classes has been very

positive.
6 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

Figure 1. General steps for calibrating HSPF with HSPEXP.

compute the seven errors and

two factors from the time

series for simulated and

observed flows

ancillary

data

apply rules

for volumes

for low flow

for stormflow

for seasonal flow

provide advice and

explanation of advice

problem

problem

problem

problem

simulate

change parameters

based on advice

tighten error

levels for rules

relax or tighten error

levels for rules

ok

ok

ok

ok

apply rules

apply rules

apply rules

acceptable

error levels

or stop
OVERVIEW OF PROCEDURES TO CALIBRATE HSPF WITH HSPEXP 7

OVERVIEW OF PROCEDURES TO CALIBRATE HSPF

WITH HSPEXP

Menu Structure and Options

The options and menu structure for HSPEXP are shown on figure 2. The words such as

BASIN and ADVISE are menu options from which the user makes a selection. Examples of the menus and input forms are shown in the section “Application of HSPEXP to

Calibrate HSPF.” Following any of the lowest options in the menu structure on figure

2, input forms appear or an action is taken. Commands such as Help, Limits, Accept,

and Previous are available in the system. Details on the use of the menus and forms are

found in the section “User Interface.”

The steps and procedures to calibrate HSPF with HSPEXP are shown in figure 3, which

expands on figure 1. An overview of these steps is described in the following sections.

Build HSPF User Control Input (UCI) File

Step 1 is to build a UCI file within a text editor for input to HSPF, as described in the

HSPF users manual (Bicknell and others, 1993) and the HSPF application guide

(Donigian and others, 1984). The UCI file must have the lower case suffix .uci. The

expert system will require some specific records on the UCI file under the EXT

TARGETS block of the input. The purpose of those records is to store on the WDM file

computed time series for eight variables used in HSPEXP in combination with observed

time series of streamflow to compute statistics needed to generate the expert advice. The

eight computed time series are:

1. simulated total runoff (inches),

2. simulated surface runoff (inches),

3. simulated interflow (inches),

4. simulated base flow (inches),

5. potential evapotranspiration (inches),

6. actual evapotranspiration (inches),

7. upper zone storage (inches), and

8. lower zone storage (inches).

If there is more than one PERLND operation or IMPLND operation, these time series

must be prorated by drainage area and combined before placed on the WDM file.

Build WDM File

A WDM file for the time-series input and output for HSPF must be built with the

program ANNIE or a companion program IOWDM (Lumb and others, 1990). The

WDM file name must have the lower case suffix .wdm. The observed streamflow must

be put in the WDM file, as well as all meteorologic time series and diversions that are
8 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran HSPEXP QUERY BASIN CALIBRATE SENSITIVITY 

GET PUT CREATE RETURN SIMULATE STATS ADVISE MODIFY LOCATION OUTPUT GRAPH HISTORY Parameters UCI Criteria Basin Return General Simulation Utility

Time series

GlobalOpn-SequenceFtableSpec-actionFiles

Perlnd

Rchres

Implnd

Copy

Pltgen

Disply

Duranl

Gener

Mutsin

Ext SourcesFormatsNetworkExt TargetsSchematicMass-link

Daily flow Window E

TSYDPCAM

Monthly flowTime vs. errorObs flow vs. errorWeekly ETFlow durationStorm hydrographBase flowCumulative error

UZS vs. errorLZS vs. error

MAP

General Storms Ancillary Return

Categories

Return

PUT 

R

Default plots

- option not implemented

Figure 2. Options and menu structure in HSPEXP, the expert system for calibration of HSPF.

Location
OVERVIEW OF PROCEDURES TO CALIBRATE HSPF WITH HSPEXP 9

Figure 3. Detailed steps to calibrate HSPF with HSPEXP.

Build UCI file for HSPF

Build WDM file, add HSPF time-series input, and

build data sets to store HSPF time-series output

Simulate

advice

given

 no

advice

Modify criteria

Get advice

Modify parameters based on

Return to operating system

 View graphics

HSPEXP

Editor

ANNIE

Modify ancillary data

no

Change

criteria

yes

Explanation: UCI - User Control Input

HSPF - Hydrological Simulation Program—Fortran

ANNIE - program to manage WDM file

 View statistics

Compute errors

HSPEXP - expert system to calibrate HSPF

WDM - Watershed Data Management

advice, statistics, and graphics

Create basin-specifications file

tighten error levels
10 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

identified in the EXT SOURCES block of the UCI file. Data sets for storage of the nine

HSPF computed time series must also be built.

Run HSPF for Input Error Detection (Optional)

When the WDM and UCI files have been built, the batch version of HSPF can be run to

check for any errors in the UCI and WDM files. HSPEXP does not provide as many

checks as the batch version of HSPF. All subsequent steps should involve running

HSPEXP.

Create Basin-Specifications File

The acceptable limits for errors, data-set numbers for 10 of the time series, ancillary

data, storm periods, and location names are stored in a basin-specifications file. The file

name must have the lower case suffix .exs. The HSPEXP CREATE option should be

used to build the basin-specifications file so that the validity of the values entered is

checked.

There are 23 pieces of ancillary information that can be provided to the expert system

with the HSPEXP CREATE menu option ANCILLARY. The defaults to each are

“unknown” and will be used unless modified with HSPEXP. Rules with ancillary data

will not be used when the ancillary data values are tagged "unknown." It is useful to

answer as many of these questions as possible. To permanently store all inputs in the

basin-specifications file, the PUT option must be selected before ending an HSPEXP

session.

Simulate Streamflow and Compute Statistics

Simulate streamflow for the basin using the CALIBRATE and SIMULATE options.

The expert system uses seven computed error terms along with any ancillary data to

offer advice. The error terms are computed automatically with the STATS option each

time streamflow is simulated by using the SIMULATE option. The STATS option is

included in the menu for the case when the HSPF simulation is done outside the expert

system.

View Graphics

At any time, plots can be generated to visually assess the success of the calibrations.

Eleven different plots can be generated and, for UNIX workstations under X-Windows,

1 to 4 of those plots can be shown on the monitor at one time. The most useful plots are

the daily and monthly flow hydrographs and the flow duration plots. The plots of

streamflow error with upper zone storage (UZS), lower zone storage (LZS), observed

flow, or time are useful at later stages of the calibration to check for various types of

biases. The duration plot of recession rates is useful for evaluating the effectiveness of

the recession-rate error term that is calculated and provides information to reset the

criterion that defines the percent of time that flows are in a low-flow (base flow) recession period. The evapotranspiration time-series plots have less utility than the other

plots but can identify periods of moisture deficiency. The EDIT option under the

GRAPH option can be selected to modify the plotting specifications. The XWINDOW

option is used to set the number of plots and their location on the monitor. When leaving

the GRAPH option, a file is written with the plotting specifications, which are applied
APPLICATION OF HSPEXP TO CALIBRATE HSPF 11

in subsequent applications of HSPEXP. The plot file has the suffix .plt and the prefix

must be the same as the .exs file.

View Statistics

The OUTPUT option will provide the user with tables of the simulated and observed

flow statistics, computed errors, and the acceptable level of errors that the expert system

uses to select which rules and advice to offer to the user. Use of the OUTPUT option

can be helpful for statistically tracking the calibration progress and for learning parameter sensitivity.

Get Advice

When the above steps have been completed, the ADVISE option in HSPEXP will

provide the user with advice on which model parameter(s) to change, the direction of

the change, and a brief explanation. All possible advice is listed in Appendix A. The

advice can be sent to the screen (monitor), to a file, or both.

Modify HSPF Parameters

Following the expert system advice, an amount of change for each specified parameter

is assumed. These changes are made with HSPEXP menu options CALIBRATE,

MODIFY, and PARAMETERS. The UCI option can be used as a more generic alternate

to the PARAMETERS option and is needed to change the multipliers in the

EXTERNAL SOURCES block and to input monthly parameter values for LZETP and

CEPSC. The modified parameter values will be applied for the next simulation. If a

permanent change in the UCI file is desired, the BASIN and PUT options must be

selected.

Adjust Error Terms

Initially, the default values of the acceptable levels of error should be appropriate. Upon

several iterations of simulation, expert advice, and parameter changes, a point may be

reached where no more advice is given. At that point (1) calibration can end, (2) the

modeler can make further adjustments by trial-and-error, or (3) the error terms can be

“tightened.” To change (tighten or loosen) the error terms, use menu options CALIBRATE, MODIFY, and CRITERIA. As the error terms are tightened, a point may be

reached when advice will oscillate among different types of advice because no parameter set can meet all acceptable levels of error. At this point, the calibration process

should end.

APPLICATION OF HSPEXP TO CALIBRATE HSPF

Introduction

This section presents detailed examples illustrating the steps described in the overview

section. Bold headings are placed at the top of each page with the title of the step for

easy reference. For each step, the procedures are described, the user interaction is

shown, input or output files are listed, and output graphics are shown. The examples use
12 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

the test data set that is distributed with the software. In addition to HSPEXP, the software packages HSPF, ANNIE, and IOWDM are needed.

Test Data Set

The test data set used for the examples is for Hunting Creek in Prince Georges County,

Md. It is a small watershed of about 6,000 acres outside of Washington, D.C. The entire

watershed is located on the Geological Survey 7.5-minute series map titled Prince

Frederick Quadrangle, Maryland - Calvert County. The Geological Survey streamgage

(station number 01594670) is located at the bridge on Highway 263 approximately 200

feet from Highway 2. The rainfall data are from a weather station located 10 miles west

in Mechanicsville, Md., and in several cases do not adequately represent the amount of

rain that fell in the watershed. The watershed is mostly forested with crop and pasture

lands along the ridges. A map of the watershed is provided in figure 4.

The test data sets do not represent a final calibration. Further adjustments could be made

for a few of the parameters, additional reaches could be added, and the FTABLES

refined. Test data sets provide examples as well as data to verify that HSPEXP is

installed correctly and reproduces the test results.

User Interface

Each screen consists of at least two boxed-in regions or "panels," the data panel at the

top and the instruction panel at the bottom. A third region, the assistance panel, may

appear in the middle. Beneath the panels the available commands appear with their associated function keys. Commands are used to provide additional information and movement between screens. Figure 5 shows the basic layout of the screens. See the README

file distributed with the program if panel borders are not properly drawn on your

terminal.

All three panels and the line of available commands can be viewed on an 80 by 24 character screen. Each panel has a distinct purpose. User interaction with the program takes

place in the data panel where menus, input forms, and informational text are displayed.

In the assistance panel, help information, valid ranges for input values, and details on

program status can be displayed. The instruction panel contains information on the

keystrokes necessary to interact with the program.

Each screen has a name, which is located where the words "screen name" appear in

figure 5. The first screen is called the opening screen. All subsequent screens are given

a name based on the menu option selected. Screen names are followed by a "path,"

which is a list of characters representing the first letters of menu options chosen to arrive

at the current screen. This list of menu initials can aid in keeping track of the position of

the current screen in the menu hierarchy.

Data Panel

Menu options in the data panel are chosen by highlighting the desired option by using

the arrow keys and then invoking the Accept (F2 function key) command. Alternatively,

the first letter of the desired menu option can be typed. If more than one menu option

begins with the same letter, enough characters must be typed to uniquely identify the

desired option.
APPLICATION OF HSPEXP TO CALIBRATE HSPF 13

Figure 4. Map of Hunting Creek, Md.
14 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

a. The function keys will invoke the commands on most computer systems. For those systems where this is not the case,

the semicolon key (";") followed by the first letter of the command can be pressed instead.

Figure 5. Basic screen layout and available commands for HSPEXP.

Command Keys pressed

to invokea Function

Help F1

or ;h

Displays help information in the assistance panel. Once Help has been invoked, the help

information displayed is updated as different screen elements are highlighted and as different

screens are displayed. The program automatically closes the assistance panel if a screen is

displayed for which no help information is available.

Accept F2

or ;a

Indicates that you have "accepted" the input values, menu option currently highlighted, or text

message in the data panel. Selection of this command causes program execution to continue.

Cmhlp F3c

or ;c

Displays brief descriptions of the commands available on the screen.

Oops F3o

or ;o

Redraws screen. All data fields will return to their original values. Available when the data panel

contains an input form.

Prev F4

or ;p

Redisplays the previous screen. Any values entered on the current input form are ignored.

Limits F5

or ;l

Displays valid ranges for numeric input and possible responses for character input on input forms.

As with the Help command, information on input limits is updated as different fields are

highlighted by using the arrow keys or the Enter key.

Intrpt F6

or ;i

Interrupts current processing. Depending on the process, returns the program to the point of

execution prior to the current process or advances to the next step in the process.

Status F7

or ;s

Displays program status information.

Quiet F8

or ;q

Closes the assistance panel. Available when the assistance panel is open.

Xpad F9

or ;x

Opens the assistance panel as a "scratch pad." Notes and questions entered are saved in a file called

"XPAD.DAT".

Help: Accept: Prev: Limits: Status: Intrpt: Quiet: Cmhlp Oops

instruction type

F1 F4

assistance type

screen name (path)

Assistance panel

Instruction panel

Data panel

F2 F5 F7 F6 F8

HSPEXP 2.2
APPLICATION OF HSPEXP TO CALIBRATE HSPF 15

Input forms may require character input, such as a "yes" or "no" response, numeric

input, or pressing the space bar to activate or deactivate an option. The cursor is moved

around these screens by using the arrow keys or the Enter (Return) key.

An input form may consist of a single field into which a file name is typed. These file

names are checked for validity and warnings are issued for invalid file names.

Informational text is displayed to give information on tasks in progress or already

completed, as well as to give explanatory information or error messages. When these

messages are displayed, the Accept (F2) command is invoked to continue.

Assistance Panel

The assistance panel appears when the commands Help (F1), Limits (F5), Status (F7),

or Cmhlp (F3c) are invoked. The name of the command invoked appears in the upper

left corner of the assistance panel, where the words "assistance type" appear in figure 5.

The assistance panel is closed by invoking the Quiet (F8) command.

In some instances, there may be more assistance information than will fit in the four

available lines. In these cases, the Page Up and Page Down keys can be used to scroll

through the information, and then F3 or ";" is used to reactivate the data panel.

Instruction Panel

The instruction panel explains how to interact with the current data panel—how to enter

responses and advance to another screen. Error messages related to invalid keystrokes

are also displayed in the instruction panel. When error messages are displayed, the

instruction type in the upper left corner of the panel changes from the usual

"INSTRUCT" to "ERROR."

Commands

Figure 5 describes the available commands. Most commands are invoked by pressing a

single function key. The Accept (F2) command is the most frequently used command.

Commands not invoked by a single function key are invoked by pressing the F3 function

key or the semicolon key (";") followed by the first letter of the command. Pressing

either the F3 function key or the semicolon key causes the cursor to move to the bottom

of the screen; any command can then be invoked by typing its first letter. Pressing either

of these keys (F3 or ";") a second time without invoking a command will reactivate the

data panel. The F3 function key or the semicolon key is also used to reactivate the data

panel when the assistance panel becomes the active panel on the screen as described

under "Assistance Panel."

Modification of System Defaults

When the program is started, the following message usually appears, "Optional

TERM.DAT file not opened, defaults will be used." System defaults have been

predefined to suit most users’ needs, but various aspects of program operation may be

modified by creating a "TERM.DAT" file. This file resides in the directory where the

program is being used. The format and contents of the TERM.DAT file are described in

Appendix B.
16 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

Special Files

Each time the program is run, two files are produced that aid in troubleshooting and in

future program execution—ERROR.FIL and HSPEXP.LOG.

The ERROR.FIL file contains any error messages produced while running the program.

Diagnostic messages may be written to this file to aid in debugging. This file should be

consulted if an unexpected program response is encountered.

The HSPEXP.LOG file contains a log of all keystrokes made while running the

program. This record of keystrokes is helpful when the program is repeatedly used to

perform the same functions. The file can be used as input to the program; the keystrokes

are read from the file as if they were typed in. To use the file in this way, first change its

name to something other than HSPEXP.LOG to prevent the file from being overwritten

the next time the program is started. On any screen within the program, type "@" to be

prompted for the log file name. The contents of the file will be read and executed as

appropriate. A message will be displayed when the end of the log file is reached.

The first line in the log file should be an appropriate response to the screen where the

name of the log file is provided. Occasionally, the log file contents will get out of sync

with the input expected by the program. When this happens, the program should be

terminated and the log file should be edited to correctly order the responses.

Log files are most easily created by using the program for the processes to be repeated

and then modifying the log file for future program execution. Alphabetic keys pressed

will be recorded in the log file in the manner in which they were typed. Special keys that

are pressed, such as the function keys, the semicolon, the arrow keys, or the Page Up

and Page Down keys, will be represented in the log file by a unique code number

preceded by a pound sign ("#"). These code numbers are listed in Appendix C. When

planning to use a log file, you will discover it is easier to interpret the file when a menu

option is chosen by entering a character instead of pressing the Enter or F2 key.
Build the HSPF UCI File (Step 1) 17

BUILD THE HSPF UCI FILE (Step 1)

To create a UCI file for your watershed or river basin, it is recommended that the

UCI file listed in figure 6 for the test case be copied to your working directory.

This file includes simulation of runoff and routing and does not include snow

accumulation, snowmelt, or water quality. HSPEXP can simulate snowmelt, sediment, and water quality, but the graphics and expert advice only apply to the

runoff and routing processes. The file must be given a name followed by the

suffix .uci (for example, hunting.uci). The five files used by HSPEXP must all

have the same prefix usually taken from the name of the watershed. Suffixes for

the other four files are .wdm, .plt, .exs, and .ech; and these are described in a later

section. The HSPF users manual describing the input on the UCI file should be

used along with the time-series catalog portion of the manual.

Before editing the UCI file, drainage boundaries, extent of river reaches, drainage areas, number, location and area of PERLND and IMPLND areas, and area

of each PERLND and IMPLND by reach must be delineated and (or) determined.

Automation of this process within a geographic information system (GIS) is currently in a planning and design phase. The GIS would generate a file of the above

data and the expert system would use that file to generate a UCI file.

When each of the PERLND, IMPLND, and RCHRES segments has been delineated, an integer number assigned, and areas tabulated, the UCI file can be

edited. The editing tasks are listed below under the block headings used in the

UCI file.

Modify the title line and simulation period. Column location is critical so dates

and time must remain in the same columns as found in the test case UCI file.

Change the word ‘hunting’ to an identifier name for your watershed.

The time step (INDELT) is set for 1 hour in the test case UCI file. This is usually

set at the time step of the input precipitation data, but might be increased for very

large watersheds or decreased for very small watersheds. Change the current list

of operations to include all the delineated PERLND’s, IMPLND’s, and

RCHRES’s with your assigned integer number. The line with COPY must

remain so that the simulated data needed for analysis is available to the expert

system.

For each of the PERLND’s identified in the OPN SEQUENCE block, provide the

various tables of input options and parameters. Note the FORTRAN unit number

(90 in the test case) in the GEN-INFO table must be included in the FILES block.

Values in the model-parameter tables are not the best values for the test basin and

are not typical or average values. If you have some experience with HSPF or

HSPF has been calibrated for a watershed in the area, use this information to help

you set initial values for the parameters. If not, read the HSPF users guide

(Donigian and others, 1984) to estimate parameters or use the values in the test

data set and let the expert system provide advice on parameter-value changes.

The discussion on PERLND above also applies to the IMPLND block.

FILES

DELINEATION

GLOBAL

FILES

OPN SEQUENCE

PERLND

IMPLND
18 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

BUILD THE HSPF UCI FILE (Step 1)

Three RCHRES’s are used in the test case. Models of typical watersheds usually

have more RCHRES segments. As a rough rule of thumb, the average traveltime

through a reach should very roughly approximate the time step used. Also, more

than about eight reaches above a point of interest usually does not noticeably

improve the simulations.

The COPY block should remain and not be changed. If more output is desired,

the number of time series could be increased but must not be decreased.

The input time series used by the expert system are identified in the EXT

SOURCES block. The member names following the WDM data-set number

must match exactly the TSTYPE name used in ANNIE or IOWDM when building the WDM data sets. You will also need to enter some of these data-set

numbers when using HSPEXP to build the EXS file in step 3. A table listing all

WDM data sets is provided under step 2 to assist in building the WDM data sets.

The output time series used by the expert system are identified in the EXT

TARGETS block. The multiplication factor for the RCHRES item in EXT

TARGETS is used to convert acre-feet/time step to watershed-inches and is

equal to 12 in/ft divided by the watershed area in acres. For the PERLND items,

the multiplication factor converts acre-inches to watershed-inches and is equal to

1.0 divided by the watershed area in acres. The member name is the same as the

time-series types (TSTYPE) that was used when the data set was built.

The area factor (drainage area in acres) should be changed to the appropriate

value for each PERLND and IMPLND identified in the OPN SEQUENCE block.

No changes should be made to this block.

An FTABLE must be prepared for each RCHRES specified in the RCHRES

block. An FTABLE can be used for one or more reaches if the flow characteristics of the reaches are similar. FTABLES can be generated from rating tables

where streamflow is observed, can be computed from reach cross-sectional data

and Manning’s equation, or can be computed from backwater analyses with

different flows.

RCHRES

COPY

EXT SOURCES

EXT TARGETS

SCHEMATIC

MASS-LINK

FTABLES
Build the HSPF UCI File (Step 1) 19

BUILD THE HSPF UCI FILE (Step 1)

Figure 6. Listing of the UCI file for the test data, hunting.uci.

RUN

GLOBAL

 Hunting Creek, Patuxent River Basin, trib to Chesapeake Bay, Maryland

 START 1988 10 1 0 0 END 1990 9 30 24 0

 RUN INTERP OUTPUT LEVEL 3

 RESUME 0 RUN 1 TSSFL 0 WDMSFL 0 UNITS 1

END GLOBAL

FILES

<type> <fun>***<------------fname--------------------------------------------->

MESSU 25 hunting.ech

WDM 26 hunting.wdm

 90 hunting.out

END FILES

OPN SEQUENCE

 INGRP INDELT 1: 0

 PERLND 307

 PERLND 312

 PERLND 315

 IMPLND 304

 RCHRES 31

 RCHRES 32

 RCHRES 30

 COPY 100

 END INGRP

END OPN SEQUENCE

PERLND

 ACTIVITY

 <PLS > Active Sections ***

 x - x ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ***

 307 315 0 0 1 0 0 0 0 0 0 0 0 0

 END ACTIVITY

 PRINT-INFO

 <PLS> ********************* Print-flags ************************* PIVL PYR

 x - x ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *********

 307 315 4 4 5 4 4 4 4 4 4 4 4 4 1 12

 END PRINT-INFO

 GEN-INFO

 <PLS > Name NBLKS Unit-systems Printer***

 x - x t-series Engl Metr***

 in out ***

 307 FOREST 1 1 1 90 0

 312 ROWCRP 1 1 1 90 0

 315 GRASS 1 1 1 90 0

 END GEN-INFO

 PWAT-PARM1

*** <PLS > Flags

*** x - x CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE

 307 315 0 1 1 1 0 0 0 0 1

 END PWAT-PARM1

 PWAT-PARM2

*** <PLS> FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC

*** x - x (in) (in/hr) (ft) (1/in) (1/day)

 307 0.0 4.0 0.06 800.0 0.06 0.0 0.94

 312 0.0 4.0 0.06 600.0 0.04 0.0 0.94

 315 0.0 4.0 0.06 700.0 0.05 0.0 0.94

 END PWAT-PARM2

 PWAT-PARM3
20 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

BUILD THE HSPF UCI FILE (Step 1)

Figure 6. Listing of the UCI file for the test data, hunting.uci.--Continued

*** <PLS> PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP

*** x - x (deg F) (deg F)

 307 315 40.0 35.0 2.0 2.0 0.0 0.0 0.0

 END PWAT-PARM3

 PWAT-PARM4

*** <PLS > CEPSC UZSN NSUR INTFW IRC LZETP

*** x - x (in) (in) (1/day)

 307 0.0 1.0 0.35 1.5 0.3 0.0

 312 315 0.0 0.7 0.25 1.0 0.35 0.0

 END PWAT-PARM4

 MON-INTERCEP

*** <PLS > Interception storage capacity at start of each month (in)

*** x - x JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC

 307 0.06 0.06 0.06 0.1 0.16 0.16 0.16 0.16 0.16 0.1 0.06 0.06

 312 0.03 0.030.0250.0250.015 0.06 0.120.1430.1350.105 0.05 0.04

 315 0.063 0.060.0650.0780.0950.0980.0980.0940.0950.0770.0720.067

 END MON-INTERCEP

 MON-LZETPARM

*** <PLS > Lower zone evapotransp parm at start of each month

*** x - x JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC

 307 0.3 0.3 0.3 0.4 0.7 0.7 0.7 0.7 0.6 0.5 0.4 0.3

 312 315 0.1 0.1 0.1 0.1 0.25 0.55 0.65 0.65 0.55 0.25 0.15 0.1

 END MON-LZETPARM

 PWAT-STATE1

*** <PLS> PWATER state variables (in)

*** x - x CEPS SURS UZS IFWS LZS AGWS GWVS

 307 0.0 0.0 0.6 0.0 1.5 0.3 0.0

 312 315 0.0 0.0 0.3 0.0 1.5 0.3 0.0

 END PWAT-STATE1

END PERLND

IMPLND

 ACTIVITY

*** <ILS > Active Sections

*** x - x ATMP SNOW IWAT SLD IWG IQAL

 304 0 0 1 0 0 0

 END ACTIVITY

 PRINT-INFO

 <ILS > ******** Print-flags ******** PIVL PYR

 x - x ATMP SNOW IWAT SLD IWG IQAL *********

 304 4 4 5 4 4 4 1 12

 END PRINT-INFO

 GEN-INFO

*** <ILS > Name Unit-systems Printer

*** <ILS > t-series Engl Metr

*** x - x in out

 304 ROADS/URBAN 1 1 90 0

 END GEN-INFO

 IWAT-PARM1

*** <ILS > Flags

*** x - x CSNO RTOP VRS VNN RTLI

 304 0 1 0 0 0

 END IWAT-PARM1

 IWAT-PARM2

*** <ILS > LSUR SLSUR NSUR RETSC

*** x - x (ft) (ft)

 304 200.0 0.0314 0.05 0.0

 END IWAT-PARM2
Build the HSPF UCI File (Step 1) 21

BUILD THE HSPF UCI FILE (Step 1)

Figure 6. Listing of the UCI file for the test data, hunting.uci.--Continued

 IWAT-PARM3

*** <ILS > PETMAX PETMIN

*** x - x (deg F) (deg F)

 304 40.0 35.0

 END IWAT-PARM3

 IWAT-STATE1

*** <ILS > IWATER state variables (inches)

*** x - x RETS SURS

 304 0.001 0.001

 END IWAT-STATE1

END IMPLND

RCHRES

 ACTIVITY

*** RCHRES Active sections

*** x - x HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG

 30 32 1 0 0 0 0 0 0 0 0 0

 END ACTIVITY

 PRINT-INFO

*** RCHRES Printout level flags

*** x - x HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR

 30 32 5 4 4 4 4 4 4 4 4 4 1 12

 END PRINT-INFO

 GEN-INFO

*** Name Nexits Unit Systems Printer

*** RCHRES t-series Engl Metr LKFG

*** x - x in out

 30 Hunting Cr 1 1 1 90 0 0

 31 Hunting Cr, rt br 1 1 1 90 0 0

 32 Hunting Cr, lft br 1 1 1 90 0 0

 END GEN-INFO

 HYDR-PARM1

*** Flags for HYDR section

 RCHRES VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each

 x - x FG FG FG FG possible exit *** possible exit possible exit

 30 32 0 0 0 0 4 0 0 0 0 0 0 0 0 0 1 1 1 1 1

 END HYDR-PARM1

 HYDR-PARM2

*** RCHRES FTBW FTBU LEN DELTH STCOR KS DB50

*** x - x (miles) (ft) (ft) (in)

 30 0.0 30.0 0.5 25.0 0.0 0.5 0.01

 31 0.0 31.0 2.6 25.0 0.0 0.5 0.01

 32 0.0 32.0 3.8 25.0 0.0 0.5 0.01

 END HYDR-PARM2

 HYDR-INIT

*** Initial conditions for HYDR section

*** RCHRES VOL CAT Initial value of COLIND initial value of OUTDGT

*** x - x ac-ft for each possible exit for each possible exit,ft3

 30 32 0.09 0.0 4.0 4.0 4.0 4.0 4.0 0.0 0.0 0.0 0.0 0.0

 END HYDR-INIT

END RCHRES

COPY

 TIMESERIES

 Copy-opn***

*** x - x NPT NMN

 100 0 7

 END TIMESERIES

END COPY
22 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

BUILD THE HSPF UCI FILE (Step 1)

Figure 6. Listing of the UCI file for the test data, hunting.uci.--Continued

EXT SOURCES

<-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***

<Name> x <Name> x tem strg<-factor->strg <Name> x x <Name> x x ***

WDM 106 HPCP 10 ENGL PERLND 307 315 EXTNL PREC 1 1

WDM 111 EVAP 10 ENGL 0.75DIV PERLND 307 315 EXTNL PETINP 1 1

WDM 106 HPCP 10 ENGL IMPLND 304 EXTNL PREC 1 1

WDM 111 EVAP 10 ENGL 0.75DIV IMPLND 304 EXTNL PETINP 1 1

END EXT SOURCES

EXT TARGETS

<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Aggr Amd ***

<Name> x <Name> x x<-factor->strg <Name> x <Name>qf tem strg strg***

RCHRES 30 ROFLOW ROVOL 1 1 0.0020107 WDM 420 SIMQ 1 ENGL REPL

COPY 100 OUTPUT MEAN 1 1 0.0001678 WDM 421 SURO 1 ENGL REPL

COPY 100 OUTPUT MEAN 2 1 0.0001678 WDM 422 IFWO 1 ENGL REPL

COPY 100 OUTPUT MEAN 3 1 0.0001678 WDM 423 AGWO 1 ENGL REPL

COPY 100 OUTPUT MEAN 4 1 0.0001678 WDM 425 PETX 1 ENGL AGGR REPL

COPY 100 OUTPUT MEAN 5 1 0.0001678 WDM 426 SAET 1 ENGL AGGR REPL

COPY 100 OUTPUT MEAN 6 1 0.0001678AVER WDM 427 UZSX 1 ENGL AGGR REPL

COPY 100 OUTPUT MEAN 7 1 0.0001678AVER WDM 428 LZSX 1 ENGL AGGR REPL

END EXT TARGETS

SCHEMATIC

<-Volume-> <--Area--> <-Volume-> <ML#> ***

<Name> x <-factor-> <Name> x ***

PERLND 307 32.0 RCHRES 30 1

PERLND 312 0.0 RCHRES 30 1

PERLND 315 6.0 RCHRES 30 1

IMPLND 304 0.0 RCHRES 30 2

PERLND 307 1318.0 RCHRES 31 1

PERLND 312 193.0 RCHRES 31 1

PERLND 315 231.0 RCHRES 31 1

IMPLND 304 84.0 RCHRES 31 2

PERLND 307 3078.0 RCHRES 32 1

PERLND 312 449.0 RCHRES 32 1

PERLND 315 540.0 RCHRES 32 1

IMPLND 304 35.0 RCHRES 32 2

RCHRES 31 RCHRES 30 3

RCHRES 32 RCHRES 30 3

PERLND 307 4429.0 COPY 100 90

PERLND 312 642.0 COPY 100 90

PERLND 315 777.0 COPY 100 90

IMPLND 304 120.0 COPY 100 91

END SCHEMATIC

MASS-LINK

 MASS-LINK 1

<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***

<Name> <Name> x x<-factor->strg <Name> <Name> x x ***

PERLND PWATER PERO 0.0833333 RCHRES INFLOW IVOL

 END MASS-LINK 1

 MASS-LINK 2

<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***

<Name> <Name> x x<-factor->strg <Name> <Name> x x ***

IMPLND IWATER SURO 0.0833333 RCHRES INFLOW IVOL

 END MASS-LINK 2

 MASS-LINK 3

<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***

<Name> <Name> x x<-factor->strg <Name> <Name> x x ***

RCHRES HYDR ROVOL RCHRES INFLOW IVOL
Build the HSPF UCI File (Step 1) 23

BUILD THE HSPF UCI FILE (Step 1)

Figure 6. Listing of the UCI file for the test data, hunting.uci.--Continued

 END MASS-LINK 3

 MASS-LINK 90

<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***

<Name> <Name> x x<-factor->strg <Name> <Name> x x ***

PERLND PWATER SURO COPY INPUT MEAN 1

PERLND PWATER IFWO COPY INPUT MEAN 2

PERLND PWATER AGWO COPY INPUT MEAN 3

PERLND PWATER PET COPY INPUT MEAN 4

PERLND PWATER TAET COPY INPUT MEAN 5

PERLND PWATER UZS COPY INPUT MEAN 6

PERLND PWATER LZS COPY INPUT MEAN 7

 END MASS-LINK 90

 MASS-LINK 91

<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***

<Name> <Name> x x<-factor->strg <Name> <Name> x x ***

IMPLND IWATER SURO COPY INPUT MEAN 1

IMPLND IWATER PET COPY INPUT MEAN 4

IMPLND IWATER IMPEV COPY INPUT MEAN 5

 END MASS-LINK 91

END MASS-LINK

FTABLES

 FTABLE 30

 18 4

 DEPTH AREA VOLUME DISCH FLO-THRU ***

 (FT) (ACRES) (AC-FT) (CFS) (MIN) ***

 0.0 0.0 0.0 0.0

 0.22 0.294 0.04 0.11

 0.439 0.588 0.14 0.7

 0.659 0.882 0.32 2.04

 0.878 1.176 0.56 4.4

 1.098 1.398 0.86 8.16

 1.318 1.534 1.22 13.6

 1.537 1.63 1.6 20.46

 1.757 1.688 2.0 28.84

 1.976 1.73 2.42 38.42

 2.196 1.772 2.84 49.03

 2.415 1.814 3.26 60.61

 2.635 1.856 3.7 73.13

 3.771 24.57 33.38 373.44

 4.907 27.368 62.86 897.55

 6.043 30.168 95.52 1627.58

 7.179 32.218 130.82 2576.2

 8.315 35.206 168.72 3673.04

 END FTABLE 30

 FTABLE 31

 18 4

 DEPTH AREA VOLUME DISCH FLO-THRU ***

 (FT) (ACRES) (AC-FT) (CFS) (MIN) ***

 0.0 0.0 0.0 0.0

 0.22 1.53 0.18 0.09

 0.439 3.06 0.72 0.58

 0.659 4.59 1.62 1.7

 0.878 6.116 2.88 3.67

 1.098 7.27 4.46 6.8

 1.318 7.976 6.32 11.33

 1.537 8.476 8.3 17.05

 1.757 8.774 10.4 24.03
24 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

BUILD THE HSPF UCI FILE (Step 1)

Figure 6. Listing of the UCI file for the test data, hunting.uci.--Continued

 1.976 8.994 12.54 32.02

 2.196 9.212 14.74 40.86

 2.415 9.432 16.98 50.51

 2.635 9.652 19.26 60.94

 3.771 127.764 173.58 311.2

 4.907 142.324 326.92 747.96

 6.043 156.884 496.7 1356.32

 7.179 167.542 680.24 2146.83

 8.315 183.082 877.36 3060.87

 END FTABLE 31

 FTABLE 32

 18 4

 DEPTH AREA VOLUME DISCH FLO-THRU ***

 (FT) (ACRES) (AC-FT) (CFS) (MIN) ***

 0.0 0.0 0.0 0.0

 0.22 2.236 0.26 0.07

 0.439 4.472 1.06 0.46

 0.659 6.708 2.36 1.36

 0.878 8.938 4.2 2.94

 1.098 10.626 6.52 5.44

 1.318 11.656 9.24 9.06

 1.537 12.388 12.14 13.64

 1.757 12.824 15.2 19.22

 1.976 13.144 18.32 25.62

 2.196 13.464 21.54 32.69

 2.415 13.784 24.82 40.41

 2.635 14.106 28.14 48.75

 3.771 186.728 253.68 248.96

 4.907 208.006 477.8 598.37

 6.043 229.286 725.92 1085.06

 7.179 244.862 994.18 1717.46

 8.315 267.574 1282.26 2448.7

 END FTABLE 32

END FTABLES

END RUN
Build the WDM File (Step 2) 25

BUILD THE WDM FILE (Step 2)

The program ANNIE is used for this step. After the WDM file has been built, all

the WDM data sets identified in the UCI file from step 1 must be added. For the

data sets in the EXT SOURCES block of the UCI file, the meteorologic time

series must be added to the data set using the ANNIE IMPORT option or the

program IOWDM. A general discussion of the WDM file follows and is very

similar to the same discussion found in the ANNIE users manual (Lumb and

others, 1990).

The WDM file is a binary, direct-access file used to store hydrologic, hydraulic,

meteorologic, water-quality, and physiographic data. The WDM file is organized

into data sets. Each data set contains a specific type of data, such as streamflow

at a specific site or air temperature at a weather station. Each data set contains

attributes that describe the data, such as station identification number, time step

of data, latitude, and longitude. The WDM file can contain up to 32,000 data sets.

Each data set may be described by either a few attributes or by hundreds of

attributes. The WDM file may contain data for all data-collection stations for a

basin, for a State, or for any other grouping selected by the user.

Disk space for the WDM file is allocated as needed in 40,960-byte increments

(20 2,048-byte records). Data can be added, deleted, and modified without

restructuring the data in the file. Space from deleted data sets within a WDM file

is reused. Thus, the WDM file requires no special maintenance processing.

Time-series data can have time steps from 1 second to 1 year and can be grouped

in periods of 1 hour to 1 century. Data are grouped for rapid access. Data may be

tagged with a quality flag to indicate missing records, estimated data, historic

floods, and so forth.

Time-series data are stored in a data set in one of two forms: compressed or

uncompressed. The compressed form stores a value for every time step only

when adjacent values are not the same or differ by more than a preset tolerance

(see attribute TOLR). The uncompressed form stores a value for every time step.

For adjacent values that are the same or less than the tolerance, the value and the

number of time steps with that value are stored.

Before data are added to a WDM file, a unique data-set number (DSN) and

values for required attributes that describe how the data are stored must be

assigned. Once data have been added, the required attributes can no longer be

modified. An extensive list of optional attributes is available for further

characterization of data contained in a WDM data set. The current list of required

and optional data-set attributes is provided in Appendix D. Optional attributes

can be added to a data set at any time, but it is good practice to add them when

the data set is prepared.

WDM FILE

STRUCTURE and

MAINTENANCE

TIME-SERIES

DATA SETS

TIME-SERIES

DATA

COMPRESSION

DATA-SET

ATTRIBUTES
26 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

BUILD THE WDM FILE (Step 2)

Time-series data may be stored in several different patterns that affect the

efficiency of data storage and retrieval. To minimize storage requirements, the

attribute COMPFG should be set to 1 for data compression. If only strings of

identical values are to be compressed, the attribute TOLR is not needed;

otherwise, a small, nonzero value for TOLR should be stored.

If the data have a constant time step, the attribute VBTIME should be set to 1 and

TSSTEP and TCODE set to the time step and units, respectively. This can reduce

data retrieval time by a factor of 3 or more. However, if the time step changes

one or more times for a data set, VBTIME must be set to 2.

The attribute TGROUP can be used to minimize retrieval times. TGROUP

establishes how the data are grouped in a data set. The software can readily locate

the beginning of a group but must read sequentially within a group for the values

to be retrieved. The maximum number of groups is set when the data set is built.

Table 1 has been constructed as a guide to select a value for TGROUP.

For data with daily or shorter time steps and a period of record in excess of 100

years but less than 200 years, it would be better to set the number of groups to

200 than to use centuries for groups. Attributes for the beginning year and month

of the data, TSBYR and TSBMO, default to 1900 and 1, respectively. These

attributes may need to be defined if the record will contain data before 1900 or

months or days is used for the TGROUP attribute.

The BUILD option in ANNIE in the menu below the FILE option generates the

WDM file. Once generated, the WDM file will automatically be enlarged as its

original space allocation is filled. Hence, data storage requirements need not be

specified. Although there are no restrictions on WDM file names, for HSPEXP

the suffix .wdm must be used and the prefix must be the watershed name.

The BUILD option in ANNIE in the menu below the DATA option generates a

new data set and specifies initial attributes. If the new data set has many of the

same attribute values as an existing data set, the attributes of an existing data set

can be used to make the new data set. If the new data set is not similar to an

existing data set, values must be entered for the required attributes. Included in

this category are the following attributes: TSTYPE, ISTAID or STAID,

STANAM, TCODE, TSBYR, TSSTEP, TGROUP, TSFORM, VBTIME, and

Table 1. Recommended values for TGROUP for time

series of a given time step and record length

Time step Length of record

Recommended

TGROUP

daily <=100 years 6 (years)

5 minute - daily <=8 years 5 (months)

5 minute - daily >8 years 6 (years)

monthly <=100 years 6 (years)

monthly >100 years 7 (centuries)

annual <=10,000 years 7 (centuries)

1 second-1 minute <=100 days 4 (days)

SPECIAL

TIME-SERIES

ATTRIBUTES

COMPFG

TOLR

VBTIME

TCODE

TSSTEP

TGROUP

TSBYR

TSBMO

FILE

BUILD

DATA

BUILD
Build the WDM File (Step 2) 27

BUILD THE WDM FILE (Step 2)

COMPFG. After these attributes have been entered, optional attributes may be

entered (see ANNIE users manual for a complete list of required and optional

attributes). Once data have been added to the data set, the required attributes that

define data storage cannot be modified. Optional attributes can be modified at

any time.

TSTYPE must be the same as the member name used on the UCI file. The

TCODE and TSSTEP should match the time step of the simulation run for all

data sets—except input EVAP, PETX, SAET, UZSX, and LZSX, which should

be daily (TSSTEP=1, TCODE=4). TSBYR should be the same as the starting

year for simulation. VBTIME should be 1 for a constant time step for greatest

retrieval speeds. Except for precipitation, COMPFG can be 2 specifying no

compression. TSFORM should be 1 for mean or 2 for total for all simulated data

sets.

Table 2 includes all 11 required data sets for the test files and is provided to assist

in organizing and building data sets in the WDM file. DSN and TSTYPE are the

same as the test data files. The DSN and TSTYPE may be changed so long as

corresponding changes are made in the UCI and EXS files. Values of TCODE,

TSSTEP, and TGROUP for DSN 420, 421, 422, and 423 should be the same as

DSN 106. Values of TCODE, TSSTEP, and TGROUP for DSN 425, 426, 427,

and 428 should be the values shown in table 2.

After creating the WDM file, the VIEW ATTRIBUTE option can be used to

check and print the final attributes in a format similar to table 2.

Table 2. Required data sets for HSPEXP applications

Description DSN TSTYPE TCODE TSSTEP TGROUP TSBYR TSFORM VBTIME

Observed rainfall

(inches)

106 HPCP 3 1 5 1988 2 1

Pan evaporation

(inches)

111 EVAP 4 1 6 1988 2 1

Observed streamflow (cfs)281 FLOW 3 1 5 1988 1 1

Simulated total

runoff (inches)

420 SIMQ 3 1 5 1988 2 1

Simulated surface

runoff (inches)

421 SURO 3 1 5 1988 2 1

Simulated interflow

(inches)

422 IFWO 3 1 5 1988 2 1

Simulated base

flow (inches)

423 AGWO 3 1 5 1988 2 1

Potential evapotranspiration

(inches)

425 PETX 4 1 6 1988 2 1

Actual evapotranspiration (inches)426 SAET 4 1 6 1988 2 1

Upper zone storage

(inches)

427 UZSX 4 1 6 1988 2 1

Lower zone storage

(inches)

428 LZSX 4 1 6 1988 2 1
28 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

CREATE THE BASIN-SPECIFICATIONS FILE (Step 3)

The CREATE option under the BASIN option in HSPEXP is used to develop the

EXS file. There are four options—GENERAL, STORM DATES, LOCATION,

and ANCILLARY. The options GENERAL, STORM DATES, and LOCATION

must be processed; the option ANCILLARY is optional and if not selected,

defaults will be used. Items under the GENERAL option must be added. Storm

dates must have been previously determined for entry under the STORM DATES

option. To aid in storm date selection, ANNIE can be used to list or plot the

precipitation and observed streamflow data sets. The ANNIE LIST option can

list all precipitation or just the precipitation values above a threshold. The

GRAPHICS option in ANNIE can be used to plot the observed streamflow and

precipitation to visually select the storm periods. Up to 36 storm periods can be

entered.

The LOCATION option in HSPEXP identifies the data-set numbers selected in

the previous two steps creating the UCI and WDM files. The LOCATION form

provides a field to enter a basin name to be used on tabular and graphical output

and a field for the drainage area in acres. The ANCILLARY is used to provide

additional information about the drainage basin. This information is used in the

expert system when providing advice. Before leaving the BASIN option, the new

EXS file can be saved by using the PUT command.

Below are the menus and forms that are provided in HSPEXP showing the values

that were entered for the test data. Following the menus and forms is the resultant

hunting.exs file that was produced (fig. 7). Although this file can be edited, it is

better to modify the values using the expert system. A description of the format

for the EXS file is presented after the EXS file as table 3.

CREATE
Create the Basin-Specifications File (Step 3) 29

CREATE THE BASIN-SPECIFICATIONS FILE (Step 3)
30 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

CREATE THE BASIN-SPECIFICATIONS FILE (Step 3)
Create the Basin-Specifications File (Step 3) 31

CREATE THE BASIN-SPECIFICATIONS FILE (Step 3)
32 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

CREATE THE BASIN-SPECIFICATIONS FILE (Step 3)
Create the Basin-Specifications File (Step 3) 33

CREATE THE BASIN-SPECIFICATIONS FILE (Step 3)

Figure 7. Listing of basin-specifications file for test data, hunting.exs.

hunting 1 1 38.5 38.6 76.6 76.5

 420 281 421 422 423 106 425 426 427 428 1 Hunting Creek

 10

 1989 2 20 0 0 0 1989 2 25 24 0 0

 1989 5 1 0 0 0 1989 5 4 24 0 0

 1989 6 6 0 0 0 1989 6 10 24 0 0

 1989 9 25 0 0 0 1989 9 28 24 0 0

 1989 10 1 0 0 0 1989 10 4 24 0 0

 1989 12 31 0 0 0 1990 1 4 24 0 0

 1990 1 25 0 0 0 1990 1 29 24 0 0

 1990 5 4 0 0 0 1990 5 7 24 0 0

 1990 5 28 0 0 0 1990 5 31 24 0 0

 1990 6 15 0 0 0 1990 6 17 24 0 0

 5958.

 10.00 0.03 10.00 15.00 20.00 2.50 30.00 50.00 1.50 30.00

 42.07 41.27 17.09 15.23 7.920 7.938 64.34 66.35

 8.210 7.191 192.2 200.9 0.950 0.930 9.780 7.980

 12.12 14.00 7.960 7.095 1.910 2.552

 -1 -1 -1 -1 1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1

 -1 1 0
34 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

CREATE THE BASIN-SPECIFICATIONS FILE (Step 3)

Table 3. Basin-specifications file (.exs) content and format

Number of records Format Description

1 A8,2I5,4F8.1 Name of prefix for WDM file, number of sites, current site number, latitude and longitude

limits of basin

# sites 10I4,1X,I2

2X,20A1

Data-set number for

simulated total runoff (inches)

observed streamflow (cubic feet per second)

simulated surface runoff (inches)

simulated interflow (inches)

simulated base flow (inches)

precipitation (inches)

potential evapotranspiration (inches)

actual evapotranspiration (inches)

upper zone storage (inches)

lower zone storage (inches)

Flag indicating whether statistics have been calculated for this site

Site name

1 I4 Number of storm periods (storm periods used to compute errors and statistics)

# storms I5,5I3,

I5,5I3

Start and end date/time (yr,mo,dy,hr,min,sec)

1 10F8.0 Drainage area (acres) for each site

# sites 10F8.2 Values for error terms and criteria

acceptable error in total volume (%)

acceptable error in low-flow recession (ratio q(t-1)/q(t))

acceptable error in 50 percent lowest flows (%)

acceptable error in 10 percent highest flows (%)

acceptable error in storm volumes (%)

ratio of interflow to surface runoff (in/in)

acceptable error in seasonal volume (%)

acceptable error in summer storm volumes (%)

multiplier on third and fourth error terms

percent of flows to use in low-flow recession error

(the following three records are repeated for each site)

1 8F8.4 Statistics computed in HSPEXP

SIMTRO - simulated total runoff (inches)

OBSTRO - observed total runoff (inches)

S010FD - simulated total of highest 10 percent daily mean of flows (inches)

O010FD - observed total of highest 10 percent daily mean of flows (inches)

S50100 - simulated totals of lowest 50 percent daily mean of flows (inches)

O50100 - observed total of lowest 50 percent daily mean of flows (inches)

TACTET - simulated total actual evapotranspiration (inches)

TPOTET - total potential evapotranspiration (inches)

1 8F8.4 Statistics computed in HSPEXP

SISTVO - simulated total storm volume (inches)

OBSTVO - observed total storm volume (inches)

SPKSTR - simulated storm peaks volume (inches)

OPKSTR - observed storm peaks volume (inches)

QTRSIM - mean of simulated low-flow recession (dimensionless)

QTRMEA - mean of observed low-flow recession (dimensionless)

INFSUM - total simulated storm interflow (inches)

SROSUM - total simulated storm surface runoff (inches)

1 6F8.4 Statistics computed in HSPEXP

SMRSIM - simulated summer flow volume (inches)

SMROBS - observed summer flow volume (inches)

WNRSIM - simulated winter flow volume (inches)

WNROBS - observed winter flow volume (inches)

SRHSIM - simulated summer storm volume (inches)

SRHOBS - observed summer storm volume (inches)

2 20I4/3I4 Flags for ancillary data (1=yes, 0=no, -1=unknown, -2=undefined)
Simulate and Compute Statistics (Step 4) 35

SIMULATE and COMPUTE STATISTICS (Step 4)

The SIMULATE option under the CALIBRATE option simulates runoff from

the watershed with HSPF. The UCI and WDM files are used as input for the

simulation. Following the simulation the statistics are automatically computed.

Two screens are provided to show the process of the simulation and computation

of statistics. Simulations are done for blocks of time, each operation is simulated

for the first block, then each operation for the next block. On the screen, dashes

represent the operations and time blocks that have been completed, the X’s show

what operation and time block is currently being simulated, and the dots show

what is left to be simulated. In the computation screen, the HSPF operations are

shown. Examples of these two screens are shown below.

SIMULATE
36 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

VIEW GRAPHICS (Step 5)

The first time the graphics option is chosen, the WINDOW option should be

selected if you are using a UNIX workstation under X-Windows. This option lets

you select the location of up to four graphs on the screen. The locations are specified by setting the top, bottom, right side, and left side for each graph as a fraction of the size of the monitor. You must leave space on the monitor for the

window to use for the user interface. One graphics X-Window will always be

active and is also specified on the form.

WARNING: When the graphics are displayed under X-Windows, you should not

move, close, or resize the windows using X-Windows because the Graphical

Kernel System implementation does not get the information on your changes.

Also, if you reset the size and location of the graphic windows and there are currently graphic windows shown, the new sizes will not be used until the next use

of HSPEXP.

Use the EDIT TIME option to change the time period and time step for the graphics. This is usually used to obtain more detailed results during a shorter period.

The time step for storm hydrographs can also be changed on this screen.

When multiple sites of observed streamflow are used for calibration, the EDIT

SITE option is used to change the site for graphics.

The EDIT Y-AXIS option can be used to select an arithmetic or logarithmic axis

for the daily and storm hydrographs. For the arithmetic axis for daily hydrographs, the lower portion of the hydrograph can be plotted to better view the lowflow simulations. A value of 10 percent will enlarge the lowest 10 percent of the

hydrograph. The default is 100 percent to show the full hydrographs. The logarithmic axis is useful to view low flows and compare recession rates.

The EDIT DEVICE option can be used to send the results to a printer (or postscript file), a metafile (Computer Graphics Metafile), or a pen plotter (or Hewlett

Packard Graphics Language (HPGL) file).

Select the EDIT PRECIPITATION option to produce plots with precipitation on

a separate axis above the monthly, daily, or storm hydrographs.

Select the EDIT COMPONENTS option to also display simulated base flow, and

base flow plus interflow in addition to total simulated runoff. The base-flow and

interflow components have not been routed through the channel reaches, but

these plots usually do not provide a visualization problem unless a reservoir is

simulated. When these components are added to the plots, the shading or color

fill options are usually selected under the APPEARANCE option.

Select the EDIT APPEARANCE option to change line type, line color, fill color,

or fill pattern for each time series. Fill colors are helpful for simulated flow and

runoff components, but should not be used for observed flow, because that is

plotted last and could cover the simulated values. Observed flow is usually

plotted as a solid line. It is helpful for the precipitation to be plotted as a solid fill.

Potential and actual evapotranspiration plots can also use fill colors because

potential is usually larger and is plotted first.

WINDOW

EDIT

TIME

EDIT

SITE

EDIT

Y-AXIS

EDIT

DEVICE

EDIT

PRECIPITATION

EDIT

COMPONENTS

EDIT

APPEARANCE
View Graphics (Step 5) 37

VIEW GRAPHICS (Step 5)

For the bias plots, the type and color of the symbol can be selected.

The DAILY option plots hydrographs of simulated and observed flow (precipitation, base flow, and interflow are optional) on a daily time step.

The MONTHLY option plots hydrographs of simulated and observed flow (precipitation, base flow, and interflow are optional) on a monthly time step.

The BIAS option is used to view simulation errors. Three options plot the time

series of error (simulated-observed) and (1) daily values for the upper zone

storage (UZS), (2) daily values for the lower zone storage (LZS), and (3)

observed daily flows. With these plots it can be determined if positive errors or

negative errors result during wet or dry conditions or low flows or high flows. A

fourth option plots the average monthly error for each month of the year for all

years to determine if the error has a seasonal pattern.

The WEEKLY ET option plots the actual evapotranspiration (total from all

storage components) and the potential evapotranspiration on a 7-day (weekly)

time step. The 7-day time step is used because the impact of evapotranspiration

on watershed response is cumulative over periods of several days. The plot helps

assess periods where values of the potential evapotranspiration have most impact

on the water balance.

The FLOW-DURATION plot is very useful to view the errors in simulation of

high flows relative to simulation of low flows. It is also helpful when the stormby-storm simulations are poor because of poor rainfall representation. Although

the storm-to-storm comparison may be poor, the model may represent the

response of the watershed properly as shown by a flow-duration curve.

The STORM option lets you plot the simulated and observed flow (precipitation,

base flow, and interflow are optional) for each storm period identified on the EXS

file. A menu is provided with a letter for each storm period to select the storm for

the plot. These plots are very useful for adjusting the FTABLE’s for flow routing

and fine tuning the parameters for interflow.

The BASE-FLOW RECESSION is a plot of the frequency of simulated and

observed daily recession (Qn/Qn-1) for each day. This plot is used to refine the

error parameter (E10) that defines the percent of time streamflow is in a baseflow condition.

The CUMULATIVE ERROR plot provides information on trends in the simulation errors (simulated flow minus observed flows). Overall water-budget problems, seasonal problems, or problems in specific years can be identified on this

plot.

The menus for graphics are shown below. Following those are samples of the

plots that were produced (figs. 8-20). On the computer screen, color fill patterns

were used. These were changed to dashed and dotted line types for the plots presented. Figure 21 lists the test PLT file and table 4 lists the description of the

format for the PLT file.

EDIT

MARKER

DAILY

PLOT

MONTHLY

PLOT

BIAS

PLOT

WEEKLY ET

PLOT

FLOWDURATION

PLOT

STORM

PLOT

BASE-FLOW

RECESSION

PLOT

CUMULATIVE

ERROR PLOT

EXAMPLES
38 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

VIEW GRAPHICS (Step 5)
View Graphics (Step 5) 39

VIEW GRAPHICS (Step 5)
40 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

VIEW GRAPHICS (Step 5)
View Graphics (Step 5) 41

VIEW GRAPHICS (Step 5)
42 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

VIEW GRAPHICS (Step 5)

Figure 8. Time-series plot of daily precipitation and logarithms of daily observed and simulated flow with flow components.

Simulated

Interflow+baseflow

Baseflow

Observed

0

2

4

Precipitation,

in inches

10-1

1

10

102

103

Flow (cfs)

O N D

1988

J F M A M J J A S O N D

1989

J F M A M J J A S

1990

Daily flow plot for Hunting Creek

From hunting.wdm
View Graphics (Step 5) 43

VIEW GRAPHICS (Step 5)

Figure 9. Time-series plot of daily precipitation and logarithms of daily observed and simulated flow.

Simulated

Observed

0

2

4

Precipitation,

in inches

10-1

1

10

102

103

Flow (cfs)

OCT NOV DEC

1988

JAN FEB MAR APR MAY JUNE JULY AUG SEPT

1989

Daily flow plot for Hunting Creek

From hunting.wdm
44 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

VIEW GRAPHICS (Step 5)

Figure 10. Time-series plot of daily precipitation and daily observed and simulated flow.

Simulated

Interflow+baseflow

Baseflow

Observed

0

2

4

Precipitation,

in inches

0

20

40

60

80

100

120

140

160

180

200

Flow (cfs)

OCT NOV DEC

1988

JAN FEB MAR APR MAY JUNE JULY AUG SEPT

1989

Daily flow plot for Hunting Creek

From hunting.wdm
View Graphics (Step 5) 45

VIEW GRAPHICS (Step 5)

Figure 11. Time-series plot of monthly precipitation and monthly observed and simulated flow.

Simulated

Observed

0

5

10

Precipitation,

in inches

0

4

8

12

16

20

24

28

32

36

40

Flow (cfs)

O N D

1988

J F M A M J J A S O N D

1989

J F M A M J J A S

1990

Monthly flow plot for Hunting Creek

From hunting.wdm
46 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

VIEW GRAPHICS (Step 5)

Figure 12. Plot of the error in daily flows and the simulated daily upper zone storage

values.

-150

-120

-90

-60

-30

0

30

60

90

120

150

Error (cfs)

0 0.4 0.8 1.2 1.6 2.0 2.4 2.8 3.2 3.6 4.0

UZS (in)

Error (sim - obs) vs UZS (daily) for Hunting Creek

From hunting.wdm
View Graphics (Step 5) 47

VIEW GRAPHICS (Step 5)

Figure 13. Plot of the error in daily flows and the simulated daily lower zone storage

values.

-150

-120

-90

-60

-30

0

30

60

90

120

150

Error (cfs)

0 0.6 1.2 1.8 2.4 3.0 3.6 4.2 4.8 5.4 6.0

LZS (in)

Error (sim - obs) vs LZS (daily) for Hunting Creek

From hunting.wdm
48 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

VIEW GRAPHICS (Step 5)

Figure 14. Plot of the error in monthly flows and the month of the year.

-8.0

-6.4

-4.8

-3.2

-1.6

0.0

1.6

3.2

4.8

6.4

8.0

Error (cfs)

0 1 2 3 4 5 6 7 8 9 10 11 12 13

Month

Error (sim - obs) vs Month for Hunting Creek

From hunting.wdm
View Graphics (Step 5) 49

VIEW GRAPHICS (Step 5)

Figure 15. Plot of the error in daily flows and the observed data flows.

-150

-120

-90

-60

-30

0

30

60

90

120

150

Error (cfs)

0 40 80 120 160 200 240 280 320 360 400

Observed (cfs)

Error (sim - obs) vs Observed (daily) for Hunting Creek

From hunting.wdm
50 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

VIEW GRAPHICS (Step 5)

Figure 16. Time-series plot of potential and simulated evapotranspiration.

Potential ET

Simulated ET

0

0.15

0.30

0.45

0.60

0.75

0.90

1.05

1.20

1.35

1.50

ET (in)

O N D

1988

J F M A M J J A S O N D

1989

J F M A M J J A S

1990

Weekly ET plot for Hunting Creek

From hunting.wdm
View Graphics (Step 5) 51

VIEW GRAPHICS (Step 5)

Figure 17. Flow duration curves for observed and simulated daily flows.

Simulated

Observed

1

10

102

103

104

Flow (cfs)

0.5 2 5 10 20 30 50 70 80 90 95 98 99.5

Percent chance flow exceeded

Flow-duration plot for Hunting Creek

From hunting.wdm
52 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

VIEW GRAPHICS (Step 5)

Figure 18. Storm hydrographs of observed flow and simulated flow with flow components.

Simulated

Interflow+baseflow

Baseflow

Observed

0

0.4

0.8

Precipitation,

in inches

0

20

40

60

80

100

120

140

160

180

200

Flow (cfs)

0000 0600 1200 1800

MAY 4, 1990

2400 0600 1200 1800

MAY 5, 1990

2400 0600 1200 1800

MAY 6, 1990

2400 0600 1200 1800

MAY 7, 1990

2400

TIME, IN HOURS

Daily flow plot for Hunting Creek

From hunting.wdm
View Graphics (Step 5) 53

VIEW GRAPHICS (Step 5)

Figure 19. Frequency curves of daily computed flow recession rates for observed

and simulated flows.

Simulated

Observed

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

Recession rate

0.5 2 5 10 20 30 50 70 80 90 95 98 99.5

Percent chance exceeded

Recession rate duration plot for Hunting Creek

From hunting.wdm
54 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

VIEW GRAPHICS (Step 5)

Figure 20. Time-series plot of cumulative differences between simulated and observed daily flow.

-0.40

0.04

0.48

0.92

1.36

1.80

2.24

2.68

3.12

3.56

4.00

Flow (inches)

O N D

1988

J F M A M J J A S O N D

1989

J F M A M J J A S

1990

Cummulative Simulated-Observed Hunting Creek

From hunting.wdm
View Graphics (Step 5) 55

VIEW GRAPHICS (Step 5)

Figure 21. Listing of graphics-specifications file for test data, hunting plt.

 1 1 2 2 3 1 2 100.

 3 1 1 1 1 3 3

 1 1 1 1 1 1 1

 5 0 2 6 5 6 4

 1 7

 1988 10 1 0 0 0

 1990 9 30 24 0 0

 1

 0.000 0.000 0.580 0.550 1

 0.600 0.000 1.000 0.310 7

 0.600 0.330 1.000 0.650 8

 0.600 0.670 1.000 1.000 11

Table 4. Graphics-specifications file (.plt) content and format

Record Format Columns Description

1 I5 1-5 DEVTYP - devce type (1-screen, 2-laser, 3-plotter, 4-metafile)

I5 6-10 XAXTYP - type of y-axis (1-arith or 2-log)

I5 11-15 PRECON - flag indicating whether precipitation will be included as an auxiliary axis (1-no, 2-yrs)

I5 16-20 COMPON - flag indicating whether the base-flow and interflow components will be shown (1-no,

2-yes)

I5 21-25 STRMTU - time units for storm plots (2-minutes, 3-hours, 4-days)

I5 26-30 STRMTS - time step for the storm plots

I5 31-35 STRMDF - default storm number

F10.0 36-45 ARPCSC - percent of arithmetic scale to use

2 7I5 1-35 LNTYP - array of codes for line types for each curve

3 7I5 1-35 COLOR - array of codes for color for each curve

4 7I5 1-35 PATTRN - array of codes for fill patterns for each curve

5 I5 1-5 MCOLOR - color of marker on x-y plots

I5 6-10 MTYPE - type of marker on x-y plots

6 6I5 1-30 LSTART - starting date and time for plots

7 6I5 1-30 LEND - ending date and time for plots

8 I5 1-5 WINDOW - active window

9 4F10.3 1-40 WINDIM - array of plot window dimensions

I5 41-45 DEFPLT - indicator of the type of default plot desired

 (record 9 repeated for each of four windows)
56 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

OUTPUT STATISTICS (Step 6)

Selection of the OUTPUT option provides the statistical data that the expert

system uses to select which rules and advice to offer to the user. Included are

simulated and observed values for nine flow characteristics, simulated and

potential evapotranspiration, interflow and surface runoff, and the seven error

terms and the acceptable levels of error. The output can be sent to a screen or file.

When sent to the screen, the help key may be selected for additional information.

The output may be used to support the advice of the expert system, to help decide

how much a parameter should be changed, or to make decisions on changing

other parameters than those recommended by the expert system. Use of the

OUTPUT option in combination with the GRAPH option to help with decisions

on parameter adjustments will help improve understanding of the modeling

processes and parameter sensitivity. Printed copies of the output with the corresponding parameter values are a good way to keep a record of model calibration

progress. Figure 22 is a sample of output provided for the test data.

Figure 22. Statistics summary of calibration results.

 Simulated Observed

Total annual runoff, in inches 42.070 41.270

Total of highest 10% flows, in inches 17.090 15.230

Total of lowest 50% flows, in inches 7.920 7.938

 Simulated Potential

Evapotranspiration, in inches 64.340 66.350

 Simulated Observed

Total storm volume, in inches 8.210 7.191

Average of storm peaks, in cfs 192.200 200.900

Baseflow recession rate 0.950 0.930

Total simulated storm interflow, in inches > 9.780

Total simulated storm surface runoff, in inches > 7.980

 Simulated Observed

Summer flow volume, in inches 12.120 14.000

Winter flow volume, in inches 7.960 7.095

Summer storm volume, in inches 1.910 2.552

 Current Criteria

Error in total volume 1.900 10.000

Error in low flow recession -0.020 0.030

Error in 50% lowest flows -0.200 10.000

Error in 10% highest flws 12.200 15.000

Error in storm volumes -4.300 20.000

Seasonal volume error 25.600 30.000

Summer storm volume error -39.400 50.000

OUTPUT
Output Statistics (Step 6) 57

OUTPUT STATISTICS (Step 6)
58 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

OUTPUT STATISTICS (Step 6)
Check Calibration Advice (Step 7) 59

CHECK CALIBRATION ADVICE (Step 7)

Calibration advice from the expert system is provided by selecting the ADVISE

option. The advice can be sent to a file or to the screen. The advice has three

parts: (1) the conditions that cause the advice to be given, (2) the advice that suggests an increase or decrease in a parameter value, and (3) why the advice is

given for the stated conditions. The amount to change a parameter is not provided. If the change is too small, you will likely get the advice again. If the

change is too large, the next advice may be to change the parameter in the other

direction.

Usually one screen is provided but in some cases two or three screens may

contain changes. The following is a sample of the advice provided for the test

data. A complete listing of the advice is presented in Appendix A.

ADVISE
60 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

CHECK CALIBRATION ADVICE (Step 7)
Check Calibration Advice (Step 7) 61

CHECK CALIBRATION ADVICE (Step 7)
62 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

ADJUST PARAMETERS (Step 8)

The MODIFY option is selected to adjust parameters in the UCI file. Under

MODIFY there are two options, PARAMETERS and UCI, which may be used

to modify HSPF parameters. PARAMETERS is a simple option for changing the

basic PERLND parameters by parameter name for all PERLND’s or all parameters for a specific PERLND. When several PERLND’s are used and the advice

has suggested changing only one parameter, the PARAMETERS option would

be most useful.

Anything in the UCI file can be changed with the UCI option. This would be

needed to add a monthly table for a PERLND parameter, modify an FTABLE, or

change the area for an IMPLND or PERLND in the SCHEMATIC block. The

menus for the UCI option are organized in the same way as the UCI file, by

blocks and tables. First the block of interest is selected, then one or more specific

tables within a block are selected. Each of the selected tables are then displayed

for editing. The parameter description (F1) key and parameter range (F5) key are

available for each item in each table. There are over 300 tables that can be

selected and edited. Only changes to existing operations in the UCI file can be

made. The addition of new operations in the UCI file must be done in a text

editor.

Presented below are the screens that can be used to make the parameter change

suggested in the advice. Both the PARAMETER and UCI options are illustrated.

MODIFY
Adjust Parameters (Step 8) 63

ADJUST PARAMETERS (Step 8)
64 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

ADJUST PARAMETERS (Step 8)
Adjust Parameters (Step 8) 65

ADJUST PARAMETERS (Step 8)
66 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

ADJUST PARAMETERS (Step 8)
Modify Error Criteria (Step 9) 67

MODIFY ERROR CRITERIA (Step 9)

To modify the error criteria, select the CRITERIA option of the MODIFY menu.

The 10 terms (E1-E10) and their values will be displayed. Seven terms are

acceptable levels of error (E1-E5, E7, and E8), two terms (E6 and E9) adjust

some of the values used in the rules, and one term (E10) impacts the computation

of the error in base-flow recession. E6 impacts rules for the interflow parameters

IRC and INTFW and should not be changed. E9 is used to compute the error term

for the volume rule for the infiltration parameter INFILT and is a multiplier on

the error term that is used in the low-flow rule for INFILT. The value for E10 can

be determined by viewing the base-flow recession plot. From the plot determine

the percent of time the observed recession was between a lower limit and 1.0.

The lower limit would usually be between 0.85 and 0.95. The default criteria is

30 percent, which would usually be too high for arid and semi-arid regions where

the stream is dry most of the time.

If no advice is given because the computed error terms are within the acceptable

levels of error, the acceptable levels criteria can be reduced to attempt to refine

the calibration. There is a point where no parameter sets can meet all criteria

resulting in an infinite loop adjusting and readjusting with no real gains. At this

point, calibration should end.

There may be an error criterion that cannot be met such as the acceptable level

of error for summer storm volumes and the calibration cannot get past that step.

This may be caused by large errors in the observed data or storms not well represented by a single rain gage. In this case, the error criteria for summer storm

volumes could be increased so that the additional types of errors can be

addressed.

CRITERIA
68 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

MODIFY ERROR CRITERIA (Step 9)
References 69

SELECTED REFERENCES

Donigian, A.S., Jr., Imhoff, J.C., Bicknell, Brian, Kittle, J.L., Jr., 1984, Application guide for Hydrological

Simulation Program—Fortran (HSPF): U.S. Environmental Protection Agency, Environmental Research

Laboratory, Athens, Ga., EPA-600/3-84-065, 177 p.

Gaschnig, John, Reboh, Rene, and Reiter, John, 1981, Development of a knowledge-based expert system for water

resources problems: Final Report, SRI Project 1619, SRI International, Menlo Park, Calif., 133 p.

Bicknell, B.R., Imhoff, J.C., Kittle, J.L., Jr., Donigian, A.S., and Johanson, R.C., 1993, Hydrological Simulation

Program—Fortran, Users Manual for Release 10: EPA-600/R-93/174, Environmental Research Laboratory,

Athens, Ga., 660 p.

James, L.D., 1972, Hydrologic modeling, parameter estimation, and watershed characteristics: Journal of Hydrology,

v. 17, p. 283-307.

Kittle, J.L., Jr., Hummel, P.R., and Imhoff, J.C., 1989, ANNIE-IDE, A system for developing interactive user

interfaces for environmental models (Programmers Guide): EPA/600/3-89/034, Environmental Research

Laboratory, Athens, Ga., 166 p.

Kohler, M.A., Nordenson, T.J., and Fox, W.E., 1955, Evaporation from pans and lakes: U.S. Department of

Commerce, Weather Bureau, Research Paper No. 38, Washington, D.C., 21 p.

Lumb, A.M., Kittle, J.L., Jr., and Flynn, K.M., 1990, Users manual for ANNIE, A computer program for interactive

hydrologic analysis and data management: U.S. Geological Survey Water-Resources Investigations Report

89-4080, 236 p.

Lumb, A.M., and McCammon, R.B., 1991, HYDRO-II, An expert system for watershed model calibration:

Proceedings of the Seventh International Conference on Interactive Information and Processing Systems for

Meteorology, Oceanography and Hydrology, American Meteorological Society, New Orleans, La., January 14-

18, 1991, p. 324-327.

Stefik, Mark, Bobrow, D.G., Mittal, Sanjay, and Conway, Lynn, 1983, Knowledge programming in LOOPS—Report

on an experimental course: AI Magazine, v. 4, no. 3, p. 3-13.
70 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran
__________________________________________

APPENDIXES

__________________________________________

Appendix A. Rules and Advice for Calibration of HSPF 73

APPENDIX A. RULES AND ADVICE FOR CALIBRATION OF HSPF

Rule: TRNOF1.1 Group: Water balance

Total runoff volume error (_%) is greater than _% (E1)

(simulated total runoff is _, observed total runoff is _).

To correct this problem:

 1 - Compare average annual potential ET to the value from the U.S.

 National Weather Service map of annual lake evaporation for the

 study area and increase the multiplier on the EXTERNAL SOURCES

 block of your UCI file if appropriate.

 2 - Compare total precipitation with surrounding rain gages and

 decrease the multiplier on the EXTERNAL SOURCES block of your

 UCI file if appropriate.

 3 - Check to see if there are flow diversions out of the watershed

 and included in the model input if appropriate.

Explanation: Model parameters cannot or should not account for

 major errors in input and output time series.

Rule: TRNOF1.2 Group: Water balance

Total runoff volume error (_%) is less than - _% (-E1)

(simulated total runoff is _, observed total runoff is _).

To correct this problem:

 1 - Compare average annual potential ET to the value from the U.S.

 National Weather Service map of annual lake evaporation for the

 study area and decrease the multiplier on the EXTERNAL SOURCES

 block of your UCI file if appropriate.

 2 - Compare total precipitation with surrounding rain gages and

 increase the multiplier on the EXTERNAL SOURCES block of your

 UCI file if appropriate.

 3 - Check to see if there are flow diversions into the watershed

 and included in the model input if appropriate.

Explanation: Model parameters cannot or should not account for

 major errors in input and output time series.

Rule: LZETP1.1 Group: Water balance

Total runoff volume error (_%) is greater than _% (E1)

(simulated total runoff is _, observed total runoff is _), and

the difference between simulated and potential ET (_) is greater

than the flow difference (_).

To correct this problem: increase LZETP

Explanation: Precipitation can only leave the watershed as runoff,

underflow, evapotranspiration, or diversions. If underflow and

diversions are negligible, the only way to decrease simulated runoff
74 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

is to increase simulated evapotranspiration. LZETP is the parameter

that adjusts for the vigor with which vegetation transpires.

Rule: LZETP1.2 Group: Water balance

The simulated total runoff (_) is greater than the observed (_),

and forested PERLND # _ has a value for LZETP (_) below 0.6.

To correct this problem: increase LZETP

Explanation: Precipitation can only leave the watershed as runoff,

underflow, evapotranspiration, or diversions. If underflow and

diversions are negligible, the only way to decrease simulated runoff

is to increase simulated evapotranspiration. LZETP is the parameter

that adjusts for the vigor with which vegetation transpires and

the current value for forested areas is low.

Rule: LZETP1.3 Group: Water balance

The simulated total runoff (_) is greater than the observed (_), and

bush/grass/pasture PERLND # _ has a value for LZETP (_) below 0.3.

To correct this problem: increase LZETP

Explanation: Precipitation can only leave the watershed as runoff,

underflow, evapotranspiration, or diversions. If underflow and

diversions are negligible, the only way to decrease simulated runoff

is to increase simulated evapotranspiration. LZETP is the parameter

that adjusts for the vigor with which vegetation transpires and

the current value for bush/grass/pasture areas is low.

Rule: LZETP1.4 Group: Water balance

The simulated total runoff (_) is greater than the observed (_),

row-crop PERLND # _ has a value for LZETP (_) below 0.4.

To correct this problem: increase LZETP

Explanation: Precipitation can only leave the watershed as runoff,

underflow, evapotranspiration, or diversions. If underflow and

diversions are negligible, the only way to decrease simulated runoff

is to increase simulated evapotranspiration. LZETP is the parameter

that adjusts for the vigor with which vegetation transpires and

the current value for row-crop areas is low.

Rule: LZETP1.5 Group: Water balance

The simulated total runoff (_) is greater than the observed (_),

sparse PERLND # _ has a value for LZETP (_) below 0.1.

To correct this problem: increase LZETP

Explanation: Precipitation can only leave the watershed as runoff,

underflow, evapotranspiration, or diversions. If underflow and

diversions are negligible, the only way to decrease simulated runoff

is to increase simulated evapotranspiration. LZETP is the parameter
Appendix A. Rules and Advice for Calibration of HSPF 75

that adjusts for the vigor with which vegetation transpires and

the current value for areas with sparse vegetation is low.

Rule: LZETP1.6 Group: Water balance

The simulated total runoff (_) is greater than the observed (_),

bare PERLND # _ has a value for LZETP (_) equal to 0.0.

To correct this problem: increase LZETP

Explanation: Precipitation can only leave the watershed as runoff,

underflow, evapotranspiration, or diversions. If underflow and

diversions are negligible, the only way to decrease simulated runoff

is to increase simulated evapotranspiration. LZETP is the parameter

that adjusts for the amount of soil moisture evaporation from bare

soil and the current value is zero.

Rule: LZETP2.1 Group: Water balance

Total runoff volume error (_%) is less than - _% (-E1)

(simulated total runoff is _, observed total runoff is _), and

the average annual potential ET is lower than the average annual

lake evaporation for the region.

To correct this problem: decrease LZETP

Explanation: Precipitation can only leave the watershed as runoff,

underflow, evapotranspiration, or diversions. If underflow and

diversions are negligible, the only way to increase simulated runoff

is to decrease simulated evapotranspiration by lowering the potential

ET or the LZETP parameter. Because the potential ET is already lower

than the lake evaporation for the area, LZETP should be decreased.

Rule: LZETP2.2 Group: Water balance

The simulated total runoff (_) is below the observed (_), and

forested PERLND # _ has a value for LZETP (_) above 0.6.

To correct this problem: decrease LZETP

Explanation: Precipitation can only leave the watershed as runoff,

underflow, evapotranspiration, or diversions. If underflow and

diversions are negligible, the only way to increase simulated runoff

is to decrease simulated evapotranspiration. LZETP is the parameter

that adjusts for the vigor with which vegetation transpires and

the current value for forested areas is high.

Rule: LZETP2.3 Group: Water balance

The simulated total runoff (_) is below the observed (_), and

bush/grass/pasture PERLND # _ has a value for LZETP (_) above 0.3.

To correct this problem: decrease LZETP

Explanation: Precipitation can only leave the watershed as runoff,

underflow, evapotranspiration, or diversions. If underflow and
76 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

diversions are negligible, the only way to increase simulated runoff

is to decrease simulated evapotranspiration. LZETP is the parameter

that adjusts for the vigor with which vegetation transpires and

the current value for bush/grass/pasture areas is high.

Rule: LZETP2.4 Group: Water balance

The simulated total runoff (_) is below the observed (_), and

row-crop PERLND # _ has a value for LZETP (_) above 0.4.

To correct this problem: decrease LZETP

Explanation: Precipitation can only leave the watershed as runoff,

underflow, evapotranspiration, or diversions. If underflow and

diversions are negligible, the only way to increase simulated runoff

is to decrease simulated evapotranspiration. LZETP is the parameter

that adjusts for the vigor with which vegetation transpires and

the current value for row-crop areas is high.

Rule: LZETP2.5 Group: Water balance

The simulated total runoff (_) is below the observed (_), and

sparse PERLND # _ has a value for LZETP (_) above 0.1.

To correct this problem: decrease LZETP

Explanation: Precipitation can only leave the watershed as runoff,

underflow, evapotranspiration, or diversions. If underflow and

diversions are negligible, the only way to increase simulated runoff

is to decrease simulated evapotranspiration. LZETP is the parameter

that adjusts for the vigor with which vegetation transpires and

the current value for sparsely vegetated areas is high.

Rule: LZETP2.6 Group: Water balance

The simulated total runoff (_) is below the observed (_), and

bare PERLND # _ has a value for LZETP (_) above 0.0.

To correct this problem: decrease LZETP

Explanation: Precipitation can only leave the watershed as runoff,

underflow, evapotranspiration, or diversions. If underflow and

diversions are negligible, the only way to increase simulated runoff

is to decrease simulated evapotranspiration. LZETP is the parameter

that adjusts for the amount of soil moisture evaporation from bare

soil and the current value is above zero.

Rule: DEPFR1.1 Group: Water balance

Total runoff volume error (_%) is greater than _% (E1)

(simulated total runoff is _, observed total runoff is _), and

the difference between simulated and potential ET (_) is less

than the difference between simulated and observed flow(_).

To correct this problem: increase DEEPFR
Appendix A. Rules and Advice for Calibration of HSPF 77

Explanation: Water budgets for watersheds must consider subsurface

losses in addition to surface-water losses at the outlet and

evapotranspiration losses. Assuming the estimate for potential ET

is good, simulated ET cannot be increased very much. Therefore

subsurface losses must be increased and DEEPFR is the only parameter

used to roughly estimate those losses.

Rule: DEPFR1.2 Group: Water balance

Total runoff volume error (_%) is greater than _% (E1)

(simulated total runoff is _, observed total runoff is _), and

there could be recharge to deeper aquifers.

To correct this problem: increase DEEPFR

Explanation: Water budgets for watersheds must consider subsurface

losses in addition to surface-water losses at the outlet and

evapotranspiration losses. DEEPFR is the only parameter used to

roughly estimate those losses and should be based on a ground-water

study of the area.

Rule: DEPFR2.1 Group: Water balance

Total runoff volume error (_%) is less than - _% (-E1)

(simulated total runoff is _, observed total runoff is _), and

the simulated recharge to deeper aquifers could be too high, and

PERLND # _ has a value for DEEPFR (_) greater than 0.0.

To correct this problem: decrease DEEPFR

Explanation: Water budgets for watersheds must consider subsurface

losses in addition to surface-water losses at the outlet and

evapotranspiration losses. DEEPFR is the only parameter used to

roughly estimate those losses and should be based on a ground-water

study of the area.

Rule: LZSN1.1 Group: Water balance

Total runoff volume error (_%) is greater than _% (E1)

(simulated total runoff is _, observed total runoff is _), and

the difference between simulated and potential ET (_) is greater

than the difference between simulated and observed flow (_).

To correct this problem: increase LZSN

Explanation: If potential evapotranspiration and the transpiration

factor for vegetal cover (LZETP) are sufficiently high and the

subsurface losses are appropriate, then the only way to decrease

flow is to increase the storage capacity (LZSN) to provide greater

opportunity for evapotranspiration.

Rule: LZSN1.2 Group: Water balance

The simulated total runoff (_) is greater than the observed (_), and

LZSN times 1.5 is below the available water capacity of the soil

for the estimated rooting depth.
78 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

To correct this problem: increase LZSN

Explanation: If potential evapotranspiration and the transpiration

factor for vegetal cover (LZETP) are sufficiently high and the

subsurface losses are appropriate, then the only way to decrease

flow is to increase the storage capacity (LZSN) to provide greater

opportunity for evapotranspiration.

Rule: LZSN2.1 Group: Water balance

Total runoff volume error (_%) is less than - _% (-E1)

(simulated total runoff is _, observed total runoff is _).

To correct this problem: decrease LZSN

Explanation: If potential evapotranspiration and the transpiration

factor for vegetal cover (LZETP) are sufficiently low and the

subsurface losses are appropriate, then the only way to increase

flow is to decrease the storage capacity (LZSN) to provide less

opportunity for evapotranspiration.

Rule: LZSN2.2 Group: Water balance

The simulated total runoff (_) is below the observed (_), and

LZSN times 1.5 is above the available water capacity of the soil

for the estimated rooting depth.

To correct this problem: decrease LZSN

Explanation: If potential evapotranspiration and the transpiration

factor for vegetal cover (LZETP) are sufficiently low and the

subsurface losses are appropriate, then the only way to increase

flow is to decrease the storage capacity (LZSN) to provide less

opportunity for evapotranspiration.

Rule: INFLT3.1 Group: Water balance

Total runoff volume error (_%) is greater than _% (E1), and

the highest 10% of simulated daily mean flows (_) exceeds observed by

more than _ times _% (E9xE4), and the lowest 50% of simulated

daily flows (_) is lower than observed (_).

To correct this problem: increase INFILT

Explanation: The major effect of increased infiltration (INFILT) is

to shift drainage from rapid response (surface runoff and interflow)

to delayed response (base flow). Although INFILT does not have a strong

direct influence on water balance, it may be too far off for the other

parameters to correct for water-balance errors.

Rule: INFLT3.2 Group: Water balance

Total runoff volume error (_%) is greater than _% (E1), and

the highest 10% of simulated daily mean flows (_) exceeds

observed (_), and the lowest 50% of simulated daily mean flows (_)
Appendix A. Rules and Advice for Calibration of HSPF 79

is less than observed by more than _ times _% (E9xE3).

To correct this problem: increase INFILT

Explanation: The major effect of increased infiltration (INFILT) is

to shift drainage from rapid response (surface runoff and interflow)

to delayed response (base flow). Although INFILT does not have a strong

direct influence on water balance, it may be too far off for the other

parameters to correct for water-balance errors.

Rule: INFLT3.3 Group: Water balance

The simulated storm runoff volumes tend to be high, and

the subsequent simulated base flows are low.

To correct this problem: increase INFILT

Explanation: The major effect of increased infiltration (INFILT) is

to shift drainage from rapid response (surface runoff and interflow)

to delayed response (base flow). Although INFILT does not have a strong

direct influence on water balance, it may be too far off for the other

parameters to correct for water-balance errors.

Rule: INFLT4.1 Group: Water balance

Total runoff volume error (_%) is greater than _% (E1), and

the highest 10% of simulated daily mean flows (_) is below observed

by more than _ times _% (E9xE4), and the lowest 50% simulated

flows (_) is greater than observed (_).

To correct this problem: decrease INFILT

Explanation: The major effect of decreased infiltration (INFILT) is

to shift drainage from delayed response (base flow) to rapid response

(surface runoff and interflow). Although INFILT does not have a strong

direct influence on water balance, it may be too far off for the other

parameters to correct for water-balance errors.

Rule: INFLT4.2 Group: Water balance

Total runoff volume error (_%) is greater than _% (E1), and

the highest 10% of simulated daily mean flows (_) is lower than

observed (_), and the lowest 50% of simulated daily mean flows (_)

exceeds the observed by more than _ times _% (E9xE3).

To correct this problem: decrease INFILT

Explanation: The major effect of decreased infiltration (INFILT) is

to shift drainage from delayed response (base flow) to rapid response

(surface runoff and interflow). Although INFILT does not have a strong

direct influence on water balance, it may be too far off for the other

parameters to correct for water-balance errors.

Rule: INFLT4.3 Group: Water balance

The simulated storm runoff volumes tend to be low, and
80 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

the subsequent simulated base flows are high.

To correct this problem: decrease INFILT

Explanation: The major effect of decreased infiltration (INFILT) is

to shift drainage from delayed response (base flow) to rapid response

(surface runoff and interflow). Although INFILT does not have a strong

direct influence on water balance, it may be too far off for the other

parameters to correct for water-balance errors.

Rule: AGWRC1.1 Group: High-flow - low-flow distribution

The difference (_) between the average value of the daily recession

rate "Q(t)/Q(t-1)" during the base-flow period for the simulated flow

and that for the observed flow is lower than - _ (-E2).

To correct this problem: increase AGWRC

Explanation: AGWRC is the fraction of yesterday's base flow that runs

off today. An increase will "flatten" the base-flow recession.

Rule: AGWRC1.2 Group: High-flow - low-flow distribution

The simulated winter base flow recedes faster than the observed winter

base flow, and the simulated summer base flow recedes faster than the

observed summer base flow.

To correct this problem: increase AGWRC

Explanation: AGWRC is the fraction of yesterday's base flow that runs

off today. An increase will "flatten" the base-flow recession.

Rule: AGWRC2.1 Group: High-flow - low-flow distribution

The difference (_) between the average value of the daily recession

rate "Q(t)/Q(t-1)" during the base-flow period for the simulated flow

and that for the observed flow is greater than _ (E2), and

PERLND # _ has a value for AGWRC (_) greater than or equal to 0.88.

To correct this problem: decrease AGWRC

Explanation: AGWRC is the fraction of yesterday's base flow that runs

off today. A decrease will "steepen" the base-flow recession. The

value for AGWRC is not too low.

Rule: AGWRC2.2 Group: High-flow - low-flow distribution

The simulated winter base flow recedes slower than the observed winter

base flow, and the simulated summer base flow recedes slower than the

observed summer base flow.

To correct this problem: decrease AGWRC

Explanation: AGWRC is the fraction of yesterday's base flow that runs

off today. A decrease will "steepen" the base-flow recession.
Appendix A. Rules and Advice for Calibration of HSPF 81

Rule: BSETP3.1 Group: High-flow - low-flow distribution

The difference (_) between the average value of the daily recession

rate "Q(t)/Q(t-1)" during the base-flow period for the simulated flow

and that for the observed flow is greater than _ (E2), and

PERLND # _ has a value for AGWRC (_) less than 0.88.

To correct this problem: increase BASETP

Explanation: The base-flow recession constant is so low that decreasing

it more would make the flow like interflow. You should consider

increasing the effect of transpiration along the channels.

Rule: DEPFR3.1 Group: High-flow - low-flow distribution

The difference (_) between the average value of the daily recession

rate "Q(t)/Q(t-1)" during the base-flow period for the simulated flow

and that for the observed flow is greater than _ (E2), and

PERLND # _ has a value for AGWRC (_) less than 0.88.

To correct this problem: increase DEEPFR

Explanation: The base-flow recession constant is so low that decreasing

it more would make the flow like interflow. You should consider sending

drainage from the soil profile to deeper aquifers instead of base flow.

Rule: INFLT1.1 Group: High-flow - low-flow distribution

The highest 10% of simulated daily mean flows (_) is more than _% (E4)

greater than observed (_), and the lowest 50% of simulated daily

flows (_) is less than observed (_).

To correct this problem: increase INFILT

Explanation: The major effect of increased infiltration (INFILT) is

to shift drainage from rapid response (surface runoff and interflow)

to delayed response (base flow).

Rule: INFLT1.2 Group: High-flow - low-flow distribution

The highest 10% of simulated daily mean flows (_) is greater than

observed (_), and the lowest 50% of simulated daily mean flows (_)

is more than _% (E3) less than observed (_).

To correct this problem: increase INFILT

Explanation: The major effect of increased infiltration (INFILT) is

to shift drainage from rapid response (surface runoff and interflow)

to delayed response (base flow).

Rule: INFLT1.3 Group: High-flow - low-flow distribution

The simulated storm runoff volumes tend to be high, and

the subsequent simulated base flows are low.

To correct this problem: increase INFILT
82 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

Explanation: The major effect of increased infiltration (INFILT) is

to shift drainage from rapid response (surface runoff and interflow)

to delayed response (base flow).

Rule: INFLT2.1 Group: High-flow - low-flow distribution

The highest 10% of simulated daily mean flows (_) is

more than _% (E4) less than observed (_), and the lowest 50%

of simulated mean daily flows (_) is greater than observed (_).

To correct this problem: decrease INFILT

Explanation: The major effect of decreased infiltration (INFILT) is

to shift drainage from delayed response (base flow) to rapid response

(surface runoff and interflow).

Rule: INFLT2.2 Group: High-flow - low-flow distribution

The highest 10% of simulated daily mean flows (_) is less than

observed (_), and the lowest 50% of simulated daily mean flows (_)

is more than _% (E3) greater than observed (_).

To correct this problem: decrease INFILT

Explanation: The major effect of decreased infiltration (INFILT) is

to shift drainage from delayed response (base flow) to rapid response

(surface runoff and interflow).

Rule: INFLT2.3 Group: High-flow - low-flow distribution

The simulated storm runoff volumes tend to be low, and

the subsequent simulated base flows are high.

To correct this problem: decrease INFILT

Explanation: The major effect of decreased infiltration (INFILT) is

to shift drainage from delayed response (base flow) to rapid response

(surface runoff and interflow).

Rule: LZSN3.1 Group: High-flow - low-flow distribution

The highest 10% of simulated daily mean flows (_)

is less than _% (E4) less than observed (_), and

the lowest 50% of simulated daily mean flows (_)

is more than _% (E3) greater than observed (_).

To correct this problem: increase LZSN

Explanation: If potential evapotranspiration and the transpiration factor

for vegetal cover (LZETP) are sufficiently high and the subsurface losses are

appropriate, then the only way to decrease flow is to increase the storage

capacity (LZSN) to provide greater opportunity for evapotranspiration.
Appendix A. Rules and Advice for Calibration of HSPF 83

Rule: LZSN3.2 Group: High-flow - low-flow distribution

The highest 10% of simulated daily mean flows (_)

is more than _% (E4) greater than observed (_), and

the lowest 50% of simulated daily mean flows (_)

is less than _% (E3) less than observed (_).

To correct this problem: increase LZSN

Explanation: If potential evapotranspiration and the transpiration factor

for vegetal cover (LZETP) are sufficiently high and the subsurface losses are

appropriate, then the only way to decrease flow is to increase the storage

capacity (LZSN) to provide greater opportunity for evapotranspiration.

Rule: LZSN3.3 Group: High-flow - low-flow distribution

The simulated total winter flow is the same or greater than observed,

and the simulated total summer flow is lower than observed.

To correct this problem: increase LZSN

Explanation: If potential evapotranspiration and the transpiration factor

for vegetal cover (LZETP) are sufficiently high and the subsurface losses are

appropriate, then the only way to decrease flow is to increase the storage

capacity (LZSN) to provide greater opportunity for evapotranspiration.

Rule: LZSN4.1 Group: High-flow - low-flow distribution

The highest 10% of simulated daily mean flows (_)

is less than _% (E4) greater than observed (_), and

the lowest 50% of simulated daily mean flows (_)

is more than _% (E3) less than observed (_).

To correct this problem: decrease LZSN

Explanation: If potential evapotranspiration and the transpiration factor

for vegetal cover (LZETP) are sufficiently low and the subsurface losses

are appropriate, then the only way to increase flow is to decrease the

storage capacity (LZSN) to provide less opportunity for evapotranspiration.

Rule: LZSN4.2 Group: High-flow - low-flow distribution

The highest 10% of simulated daily mean flows (_)

is more than _% (E4) less than observed (_), and

the lowest 50% of simulated daily mean flows (_)

is less than _% (E3) greater than observed (_).

To correct this problem: decrease LZSN

Explanation: If potential evapotranspiration and the transpiration factor

for vegetal cover (LZETP) are sufficiently low and the subsurface losses

are appropriate, then the only way to increase flow is to decrease the

storage capacity (LZSN) to provide less opportunity for evapotranspiration.
84 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

Rule: LZSN4.3 Group: High-flow - low-flow distribution

The simulated total winter flow

is the same or lower than observed, and

the simulated total summer flow is greater than observed.

To correct this problem: decrease LZSN

Explanation: If potential evapotranspiration and the transpiration factor

for vegetal cover (LZETP) are sufficiently low and the subsurface losses

are appropriate, then the only way to increase flow is to decrease the

storage capacity (LZSN) to provide less opportunity for evapotranspiration.

Rule: INFLT5.1 Group: Stormflow

Peak stormflow error (_%) is greater than _% (E5)

(simulated peak stormflow is _, observed peak stormflow is _),

and absolute value of the storm volume error (_%)

is greater than _% (E5), and

the simulated storm volume (_) is greater than the observed (_).

To correct this problem: increase INFILT

Explanation: The major effect of increased infiltration (INFILT) is

to shift drainage from rapid response (surface runoff and interflow)

to delayed response (base flow), thus decreasing both simulated storm

volumes and simulated storm peaks.

Rule: INFLT6.1 Group: Stormflows

Peak stormflow error (_%) is less than - _% (-E5)

(simulated peak stormflow is _, observed peak stormflow is _), and

absolute value of the storm volume error (_%)

is greater than _% (E5), and

the simulated storm volume (_) is less than the observed (_).

To correct this problem: decrease INFILT

Explanation: The major effect of decreased infiltration (INFILT) is

to shift drainage from delayed response (base flow) to rapid response

(surface runoff and interflow), thus increasing both simulated storm

volumes and simulated storm peaks.

Rule: INTFW1.1 Group: Stormflows

Peak stormflow error (_%) is greater than _% (E5)

(simulated peak stormflow is _, observed peak stormflow is _), and

interflow (_) is less than _ (E6) times the surface runoff (_), and

absolute value of the storm volume error (_%) is less than _% (E5)

(simulated storm volume is _, observed storm volume is _).

To correct this problem: increase INTFW

Explanation: Runoff needs to be shifted from surface runoff to

interflow to put the water in a slower drainage category. If IRC

is too low, however, interflow will respond like surface runoff

and the increase in INTFW will have little effect.
Appendix A. Rules and Advice for Calibration of HSPF 85

Rule: INTFW1.2 Group: Stormflows

Peak stormflow error (_%) is greater than _% (E5)

(simulated peak stormflow is _, observed peak stormflow is _), and

interflow (_) is less than _ (E6) times the surface runoff (_), and

absolute value of the storm volume error (_%)

is greater than _% (E5), and

the simulated storm volume (_) is less than observed (_).

To correct this problem: increase INTFW

Explanation: Runoff needs to be shifted from surface runoff to

interflow to put the water in a slower drainage category. If IRC

is too low, however, interflow will respond like surface runoff

and the increase in INTFW will have little effect.

Rule: INTFW1.3 Group: Stormflows

Peak stormflow error (_%) is greater than _% (E5)

(simulated peak stormflow is _, observed peak stormflow is _), and

interflow (_) is more than _ (E6) times the surface runoff (_), and

absolute value of the storm volume error (_%) is less than _% (E5)

(simulated storm volume is _, observed storm volume is _), and

PERLND # _ has values for IRC (_) > 0.6 and INTFW (_) < 7.5.

To correct this problem: increase INTFW

Explanation: Runoff needs to be shifted from surface runoff to

interflow to put the water in a slower drainage category. If IRC

is too low, however, interflow will respond like surface runoff

and the increase in INTFW will have little effect.

Rule: INTFW1.4 Group: Stormflows

Peak stormflow error (_%) is greater than _% (E5)

(simulated peak stormflow is _, observed peak stormflow is _), and

interflow (_) is more than _ (E6) times the surface runoff (_), and

absolute value of the storm volume error (_%) is greater than _% (E5)

(simulated storm volume is _, observed storm volume is _), and

PERLND # _ has values for IRC (_) > 0.6 and INTFW (_) < 7.5.

To correct this problem: increase INTFW

Explanation: Runoff needs to be shifted from surface runoff to

interflow to put the water in a slower drainage category. If IRC

is too low, however, interflow will respond like surface runoff

and the increase in INTFW will have little effect.

Rule: INTFW1.5 Group: Stormflows

The simulated volume of runoff for major storms is about right

and the peaks are greater than observed, and

PERLND # _ has a value for IRC (_) greater than 0.6.

To correct this problem: increase INTFW

Explanation: Runoff needs to be shifted from surface runoff to
86 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

interflow to put the water in a slower drainage category. If IRC

is too low, however, interflow will respond like surface runoff

and the increase in INTFW will have little effect.

Rule: INTFW2.1 Group: Stormflows

Peak stormflow error (_%) is less than - _% (-E5)

(simulated peak stormflow is _, observed peak stormflow is _), and

interflow (_) is less than _ (E6) times the surface runoff (_), and

absolute value of the storm volume error (_%) is less than _% (E5)

(simulated storm volume is _, observed storm volume is _).

To correct this problem: decrease INTFW

Explanation: Runoff needs to be shifted from interflow to surface

runoff to put the water in a faster drainage category. If IRC

is too low, however, interflow will respond like surface runoff

and the decrease in INTFW will have little effect on the peak.

Rule: INTFW2.2 Group: Stormflows

Peak stormflow error (_%) is less than - _% (-E5)

(simulated peak stormflow is _, observed peak stormflow is _), and

interflow (_) is less than _ (E6) times the surface runoff (_), and

absolute value of the storm volume error (_%)

is greater than _% (E5), and

the simulated storm volume (_) is greater than observed (_).

To correct this problem: decrease INTFW

Explanation: Runoff needs to be shifted from interflow to surface

runoff to put the water in a faster drainage category. If IRC

is too low, however, interflow will respond like surface runoff

and the decrease in INTFW will have little effect on the peak.

Rule: INTFW2.3 Group: Stormflows

Peak stormflow error (_%) is less than - _% (-E5)

(simulated peak stormflow is _, observed peak stormflow is _), and

interflow (_) is more than _ (E6) times the surface runoff (_), and

absolute value of the storm volume error (_%) is less than _% (E5)

(simulated storm volume is _, observed storm volume is _), and

PERLND # _ has values for IRC (_) < 0.4 and INTFW (_) > 1.0.

To correct this problem: decrease INTFW

Explanation: Runoff needs to be shifted from interflow to surface

runoff to put the water in a faster drainage category. If IRC

is too low, however, interflow will respond like surface runoff

and the decrease in INTFW will have little effect on the peak.

Rule: INTFW2.4 Group: Stormflows

Peak stormflow error (_%) is less than - _% (-E5)

(simulated peak stormflow is _, observed peak stormflow is _), and

interflow (_) is more than _ (E6) times the surface runoff (_), and
Appendix A. Rules and Advice for Calibration of HSPF 87

absolute value of the storm volume error (_%) is greater than _% (E5)

(simulated storm volume is _, observed storm volume is _), and

PERLND # _ has values for IRC (_) < 0.4 and INTFW (_) > 1.0.

To correct this problem: decrease INTFW

Explanation: Runoff needs to be shifted from interflow to surface

runoff to put the water in a faster drainage category. If IRC

is too low, however, interflow will respond like surface runoff

and the decrease in INTFW will have little effect on the peak.

Rule: INTFW2.5 Group: Stormflows

The simulated volume of runoff for major storms is about right

and the peaks are lower than observed, and

PERLND # _ has a value for IRC (_) less than 0.4.

To correct this problem: decrease INTFW

Explanation: Runoff needs to be shifted from interflow to surface

runoff to put the water in a faster drainage category. If IRC

is too low, however, interflow will respond like surface runoff

and the decrease in INTFW will have little effect on the peak.

Rule: IRC1.1 Group: Stormflows

Peak stormflow error (_%) is less than - _% (-E5)

(simulated peak stormflow is _, observed peak stormflow is _), and

interflow (_) is more than _ (E6) times the surface runoff (_), and

absolute value of the storm volume error (_%) is less than _% (E5)

(simulated storm volume is _, observed storm volume is _), and

PERLND # _ has a value for IRC (_) > 0.4, or

PERLND # _ has values for IRC (_) > 0.3 and INTFW (_) <= to 1.0.

To correct this problem: decrease IRC

Explanation: Simulated peak flows for the storms are too low and most

of the storm runoff is interflow. Because IRC values are not too low

and the time required for interflow to drain following a storm is

regulated with the parameter IRC, a decrease in IRC should increase

peak flows.

Rule: IRC1.2 Group: Stormflows

Peak stormflow error (_%) is less than - _% (-E5)

(simulated peak stormflow is _, observed peak stormflow is _), and

interflow (_) is more than _ (E6) times the surface runoff (_), and

absolute value of the storm volume error (_%) is greater than _% (E5)

(simulated storm volume is _, observed storm volume is _), and

PERLND # _ has a value for IRC (_) > 0.4, or

PERLND # _ has values for IRC (_) > 0.3 and INTFW (_) <= to 1.0.

To correct this problem: decrease IRC

Explanation: Simulated peak flows for the storms are too low and most

of the storm runoff is interflow. Because IRC values are not too low

and the time required for interflow to drain following a storm is
88 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

regulated with the parameter IRC, a decrease in IRC should increase

peak flows.

Rule: IRC1.3 Group: Stormflows

The recession tails of simulated storm hydrographs recede slower

than the recession tails of observed storm hydrographs, and

the simulated peak flow is lower than observed.

To correct this problem: decrease IRC

Explanation: Simulated peak flows for the storms are too low and a

decrease in IRC should steepen the recession and increase peak flows.

Rule: IRC1.4 Group: Stormflows

The simulated volume of runoff for major storms is about right

and the peaks are lower than observed, and

PERLND # _ has a value for IRC (_) greater than 0.4.

To correct this problem: decrease IRC

Explanation: Simulated peak flows for the storms are too low and

a decrease in IRC should steepen the recession and increase peak

flows without a change in volume.

Rule: IRC2.1 Group: Stormflows

Peak stormflow error (_%) is greater than _% (E5)

(simulated peak stormflow is _, observed peak stormflow is _), and

interflow (_) is more than _ (E6) times the surface runoff (_), and

absolute value of the storm volume error (_%) is less than _% (E5)

(simulated storm volume is _, observed storm volume is _), and

PERLND # _ has a value for IRC (_) < 0.6, or

PERLND # _ has values for IRC (_) < 0.7 and INTFW (_) >= 7.5.

To correct this problem: increase IRC

Explanation: Simulated peak flows for the storms are too high and most

of the storm runoff is interflow. Because IRC values are not too high

and the time required for interflow to drain following a storm is

regulated with the parameter IRC, an increase in IRC should decrease

peak flows.

Rule: IRC2.2 Group: Stormflows

Peak stormflow error (_%) is greater than _% (E5)

(simulated peak stormflow is _, observed peak stormflow is _), and

interflow (_) is more than _ (E6) times the surface runoff (_), and

absolute value of the storm volume error (_%) is greater than _% (E5)

(simulated storm volume is _, observed storm volume is _), and

PERLND # _ has a value for IRC (_) < 0.6, or

PERLND # _ has values for IRC (_) < 0.7 and INTFW (_) >= to 7.5.

To correct this problem: increase IRC
Appendix A. Rules and Advice for Calibration of HSPF 89

Explanation: Simulated peak flows for the storms are too high and most

of the storm runoff is interflow. Because IRC values are not too high

and the time required for interflow to drain following a storm is

regulated with the parameter IRC, an increase in IRC should decrease

peak flows.

Rule: IRC2.3 Group: Stormflows

The recession tails of the simulated storm hydrographs recede faster

than the recession tails of the observed storm hydrographs, and

the simulated peak flow is greater than observed.

To correct this problem: increase IRC

Explanation: Simulated peak flows for the storms are too high and an

increase in IRC should flatten the recession and decrease peak flows.

Rule: IRC2.4 Group: Stormflows

The simulated volume of runoff for major storms is about right

and the peaks are greater than observed, and

PERLND # _ has a value for IRC (_) less than 0.6.

To correct this problem: increase IRC

Explanation: Simulated peak flows for the storms are too high and

an increase in IRC should flatten the recession and decrease peak

flows without a change in volume.

Rule: KVARY1.1 Group: Seasonal

Simulated base flow during wet periods recedes more slowly than the

observed base flow, or simulated winter base flow recedes more slowly

than the observed winter base flow; and simulated summer base flow

recedes faster than the observed summer base flow, or simulated base

flow during dry periods recedes faster than the observed base flow

during dry periods.

To correct this problem: increase KVARY, decrease BASETP if

 there is channel or flood-plain vegetation, or decrease AGWETP if

 vegetation roots reach the ground-water table.

Explanation: KVARY has the effect of shifting base-flow drainage from drier

periods (no recharge) to shortly after wet periods (recent recharge). It

accounts for greater contributing area immediately following a storm period.

Evapotranspiration from the ground-water storage (AGWETP) or from the base

flow at the channel (BASETP) has a greater impact during the summer than

the winter, which gives the effect of a steeper recession in the summer.

Rule: KVARY2.1 Group: Seasonal

Simulated base flow during wet periods recedes faster than the observed

base flow, or winter base flow recedes faster than the observed winter base

flow; and simulated summer base flow recedes more slowly than the observed

summer base flow, or simulated base flow during dry periods recedes more

slowly than the observed base flow during dry periods.
90 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

To correct this problem: decrease KVARY, or increase BASETP if

 there is channel or flood-plain vegetation, or increase AGWETP if

 vegetation roots reach the ground-water table.

Explanation: KVARY has the effect of shifting base-flow drainage from drier

periods (no recharge) to shortly after wet periods (recent recharge). It

accounts for greater contributing area immediately following a storm period.

Evapotranspiration from the ground-water storage (AGWETP) or from the base

flow at the channel (BASETP) has a greater impact during the summer than

the winter, which gives the effect of a steeper recession in the summer.

Rule: LZCEP1.1 Group: Seasonal

The summer flow error (_%) minus winter flow error (_%) is greater

than _% (E7), and for PERLND # _ CEPSC and(or) LZETP is not input

as monthly values.

To correct this problem: input CEPSC and(or) LZETP as monthly values

Explanation: Row crops and hardwood forests are only effective for

interception and transpiration during the growing season and monthly

values of LZETP and CEPSC reflect that seasonal variation.

Rule: LZCEP1.2 Group: Seasonal

For PERLND # , the vegetation type is forest, mixed, or crop, and

CEPSC and(or) LZETP is not input as monthly values.

To correct this problem: input CEPSC and(or) LZETP as monthly values

Explanation: Row crops and hardwood forests are only effective for

interception and transpiration during the growing season and monthly

values of LZETP and CEPSC reflect that seasonal variation.

Rule: UZSN1.1 Group: Seasonal

The average summer flow error (_%) minus the average

winter flow error (_%) is less than - _% (-E7).

To correct this problem: decrease UZSN

Explanation: Surface storage in depressions and the upper few

inches of soil or forest litter remain near capacity in winter

so that the value of this storage (UZSN) has minimal effect in

winter but a much larger influence in summer where losses for

UZS are at or near the potential evapotranspiration.

Rule: UZSN1.2 Group: Seasonal

Storms with little antecedent rain (dry periods) are simulated low, and

storms with more antecedent rain (wet periods) are simulated high.

To correct this problem: decrease UZSN

Explanation: Surface storage in depressions and the upper few
Appendix A. Rules and Advice for Calibration of HSPF 91

inches of soil or forest litter remain near capacity in winter

so that the value of this storage (UZSN) has minimal effect in

winter but a much larger influence in summer where losses for

UZS are at or near the potential evapotranspiration.

Rule: UZSN2.1 Group: Seasonal

The average summer flow error (_%) minus

the average winter flow error (_%) is more than _% (E7).

To correct this problem: increase UZSN

Explanation: Surface storage in depressions and the upper few

inches of soil or forest litter remain near capacity in winter

so that the value of this storage (UZSN) has minimal effect in

winter but a much larger influence in summer where losses for

UZS are at or near the potential evapotranspiration.

Rule: UZSN2.2 Group: Seasonal

Storms with little antecedent rain (dry periods) are simulated high, and

storms with more antecedent rain (wet periods) are simulated low.

To correct this problem: increase UZSN

Explanation: Surface storage in depressions and the upper few

inches of soil or forest litter remain near capacity in winter

so that the value of this storage (UZSN) has minimal effect in

winter but a much larger influence in summer where losses for

UZS are at or near the potential evapotranspiration.

Rule: BSETP1.1 Group: Seasonal

Observed base flow increases in the fall and the simulated base flow

does not, and there was no substantial rainfall.

To correct this problem: increase BASETP

Explanation: Although subsurface drainage to the channels takes

place during the summer, the vegetation around the channels is

transpiring much of the water; as transpiration drops off in the

fall, the flows will increase with no additional rainfall.

Rule: BSETP2.2 Group: Seasonal

Observed base flow decreases in the fall and the simulated base

flow does not, and there was no substantial rainfall, and

PERLND # _ has a value for BASETP (_) greater than 0.0.

To correct this problem: decrease BASETP

Explanation: Although subsurface drainage to the channels takes

place during the summer, the vegetation around the channels is

transpiring much of the water; as transpiration drops off in

the fall, the flows will increase with no additional rainfall.
92 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

Rule: PRIMP1.1 Group: Seasonal

The difference (_%) between simulated and observed

high flow during the summer months is greater than _% (E8)

(simulated summer high flow is _, observed summer high flow is _).

To correct this problem: increase PERLND area and

 decrease IMPLND area by a corresponding amount.

Explanation: The most detectable effect from urban area

(impervious area) on streamflow is an increase in stormflows

during hot, dry periods usually in the summer.

Rule: PRIMP1.2 Group: Seasonal

The simulated high flow during summer months is greater than observed, and

there are urban areas in the watershed, and

the amount of IMPLND area might have been estimated high.

To correct this problem: increase PERLND area and

 decrease IMPLND area by a corresponding amount.

Explanation: The most detectable effect from urban area

(impervious area) on streamflow is an increase in stormflows

during hot, dry periods usually in the summer.

Rule: PRIMP2.1 Group: Seasonal

The difference (_%) between simulated and observed

high flow during the summer months is less than - _% (-E8)

(simulated summer high flow is _, observed summer high flow is _).

To correct this problem: decrease PERLND area and

 increase IMPLND area by a corresponding amount.

Explanation: The most detectable effect from urban area

(impervious area) on streamflow is an increase in stormflows

during hot, dry periods usually in the summer.

Rule: PRIMP2.2 Group: Seasonal

The simulated high flow during summer months is lower than observed, and

there are urban areas in the watershed, and

the amount of IMPLND area might have been estimated low.

To correct this problem: decrease PERLND area and

 increase IMPLND area by a corresponding amount.

Explanation: The most detectable effect from urban area

(impervious area) on streamflow is an increase in stormflows

during hot, dry periods usually in the summer.
Appendix B. User System Specifications File 93

APPENDIX B. USER SYSTEM SPECIFICATIONS FILE

The TERM.DAT file contains a number of parameters that define the configuration of

the user's computer system and the user's preferences. All of these parameters default to

a value that is considered most appropriate for the user’s computer system. Any number

of these defaults can be overridden by adding a TERM.DAT file to the directory where

the program is being run. The first time the program needs any one of these parameters,

they are read from the main message file. Then the user's TERM.DAT file is read, if it

exists, and the parameters found replace the defaults from the message file. All of the

parameters are saved for the duration of the run. Table B.1 lists the keyword, default

value, allowable values, and the definition for each parameter. Table B.2 is the

TERM.DAT parameters specifically for MS-DOS PC with color display only. Table B.3

is the TERM.DAT parameters for graphics options. Table B.4 shows a TERM.DAT file

that modifies the background color of the graphics window from the default of black to

a shade of purple. The keyword starts in column 1 and the value starts in column 8.

Many of the parameters depend on the implementation of GKS and give the user the

opportunity to change or correct colors, line types, symbol types, symbol sizes,

background color, text fonts, and graphics devices. With most implementations of GKS,

text may be modified with the parameters GKPREC, GKSCFT, GKPRFT, GKPLFT,

TXTEXF, and TXTCHS. Background color on color monitors can be changed using

parameters BCOLOR or BGRED, BGREEN, and BGBLUE. Symbol size can be

modified with the parameter SYSSIZ. Eight parameters are available to reset the default

code numbers for each of the curve specification, line type, symbol, color, and pattern.

All code numbers should be available in the GKS documentation for workstations or

device drivers.

Table B.1. TERM.DAT parameters for general use

Parameter

keyword

Default

value

Allowable

values Definition

TRMTYP PC PC

VT100

Terminal type.

GRAPHS YES NO

YES

Are GKS library and drivers available?

USRLEV 0 0 to 2 User experience level 0-lots, 2=none.

Table B.2. TERM.DAT parameters for color display (MS-DOS PC)

Parameter

keyword

Default

value

Allowable

values Definition

CLRFRM 15 0 to 15 Color of text for messages related to parameter input.

CLRFRT 11 0 to 15 Color of titles and headers for full screen.

CLRFRL 13 0 to 15 Color of limits for parameters.

CLRFRE 4 0 to 15 Color for error messages.

CLRFRC 14 0 to 15 Color for user input on command line.

CLRFRP 7 0 to 15 Color for protected data values.

CLRFRD 15 0 to 15 Color for data to be modified.

CLRFRN 14 0 to 15 Color of data to be modified when currently none.

CLRFRS 7 0 to 15 Standard color except for full screen.

CLRBKO 2 0 to 15 Color of border.

CLRBKB 1 0 to 15 Color of background for full screen.

CLRBKS 0 0 to 15 Standard background color.

CLRBKD 0 0 to 15 Color of background block for data to be modified.

TERM.DAT
94 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

Table B.3. TERM.DAT parameters for graphics options

Default values

Parameter

keyword DG PC UNIX Allowablevalues Definition

See the GKS implementation manual for your system or ask your GKS administrator for a list of supported codes.

GKSDIS 4107 any GKS code number for workstation type for display terminal.

GKSPRT 102 any GKS code number for workstation type for printer device.

GKSPLT 9012 any GKS code number for workstation type for pen plotter.

GKSMET 9005 any GKS code number for metafile.

GKSDSP 102 any DISSPLA metafile code number.

GKPREC CHAR STRING

CHAR

STROKE

Text precision, see GKS manual for computer system and device

type.

GKSCFT 1 -9999 to 9999 Text font for screen.

GKPRFT 1 -9999 to 9999 Text font for printer.

GKPLFT 1 -9999 to 9999 Text font for plotter.

LSOLID 1 -9999 to 9999 Code for solid line.

LDASH 2 -9999 to 9999 Code for dashed line.

LDOT 3 -9999 to 9999 Code for dotted line.

LMIXED 4 -9999 to 9999 Code for dot dashed line.

1LUSER 1 -9999 to 9999 Extra line type code.

2LUSER 1 -9999 to 9999 Extra line type code.

3LUSER 1 -9999 to 9999 Extra line type code.

4LUSER 1 -9999 to 9999 Extra line type code.

CBLACK 1 -9999 to 9999 Code for black.

CWHITE 2 -9999 to 9999 Code for white.

CRED 3 -9999 to 9999 Code for red.

CGREEN 4 -9999 to 9999 Code for green.

CBLUE 5 -9999 to 9999 Code for blue.

CCYAN 6 -9999 to 9999 Code for cyan.

CMAGNT 7 -9999 to 9999 Code for magenta.

CYELLOW 8 -9999 to 9999 Code for yellow.

CDOT 1 -9999 to 9999 Symbol code for dot.

CPLUS 2 -9999 to 9999 Symbol code for plus.

CSTAR 3 -9999 to 9999 Symbol code for star.

CZERO 4 -9999 to 9999 Symbol code for circle.

CX 5 -9999 to 9999 Symbol code for X.

1SUSER 1 -9999 to 9999 Extra symbol code.

2SUSER 1 -9999 to 9999 Extra symbol code.

PSOLID 2 -9999 to 9999 Code for solid fill area.

PHORIZ 3 -9999 to 9999 Code for horizontal fill area.

PVERT 4 -9999 to 9999 Code for vertical fill area.

PDIAG 5 -9999 to 9999 Code for diagonal fill area.

1PUSER 1 -9999 to 9999 Extra fill code.

2PUSER 1 -9999 to 9999 Extra fill code.

3PUSER 1 -9999 to 9999 Extra fill code.

4PUSER 1 -9999 to 9999 Extra fill code.

SYMSIZ 100 1 to 10000 Symbol size ratio in hundredths.

TXTEXF 0 0 to 200 Text expansion factor in hundredths.

TXTCHS 0 0 to 200 Text character spacing in hundredths.
Appendix B. User System Specifications File 95

BCOLOR BLACK BLACK

WHITE

OTHER

Background color.

BGRED 0 0 to 100 Percent red for background if BCOLOR=OTHER.

BGREEN 0 0 to 100 Percent green for background if BCOLOR=OTHER.

BGBLUE 0 0 to 100 Percent blue for background if BCOLOR=OTHER.

Table B.4. Example TERM.DAT

File contents

Description

(Note: description is not part of file)

BCOLOR OTHER Background color is other

BGBLUE 60 Percent blue is 60

BGRED 40 Percent red is 40

BGREEN 0 Percent green is 0

Table B.3. TERM.DAT parameters for graphics options--Continued

Default values

Parameter

keyword DG PC UNIX Allowablevalues Definition
96 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran
Appendix C. Log File Interpretations 97

APPENDIX C. LOG FILE INTERPRETATIONS

A file named HSPEXP.LOG is created each time the HSPEXP program is run. This file contains a record of all

of the user’s keystrokes. To make the log file easier to interpret, it is suggested that menu selections be made by

entering the first character of an option, instead of the arrow keys, followed by F2. Keystrokes are chained together

on a line until a nonprinting, special character, such as a function key (or arrow key or return), is pressed. Table C.1

contains a list of the codes used in a log file for the nonprinting characters.

Table C.1. Codes used for nonprinting characters in

a log file

Code

Users

keystrokes

#227 esc or ;

#208 backspace

#213 return or enter

#301 ↑

#302 ↓

#303 →

#304 ←

#307 uppg

#308 dnpg

#401 F1

#402 F2

#403 F3

#404 F4

#405 F5

#406 F6

#407 F7

#408 F8

#409 F9
98 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran
Appendix D. HSPEXP Attributes 99

APPENDIX D. HSPEXP ATTRIBUTES

Data-set type

Name Type Length Update Time Table Description

ACODE Int 1 Yes Opt Opt Area units code, user defined.

AGENCY Char 8 Yes Opt Opt Agency code. See WATSTORE users manual, volume 1, chapter 3.

BASEQ Real 1 Yes Opt Opt Base discharge, in cubic feet per second. See WATSTORE users

manual, volume 1, chapter 3.

BLNGTH Real 1 Yes Opt Opt Stream length, in miles, from gage to end of defined channel, blue line

on topographic map.

BRANCH Real 1 Yes Opt Opt Integer id number of a channel segment.

BSLOPE Real 1 Yes Opt Opt Average basin slope, in feet per mile.

CHEAT Int 1 Yes Opt Opt Pointer to an associated data set.

COCODE Int 1 Yes Opt Opt County or parish code. See WATSTORE users manual, Appendix C.

COMPFG Int 1 No Opt No Compression flag

1 - yes, data are compressed (default)

2 - no, data are not compressed

Compressed data will take up less space in the WDM file but may

require a COPY operation to update data values.

CONTDA Real 1 Yes Opt Opt Drainage area, in square miles, that contributes to surface runoff.

DAREA Real 1 Yes Opt Opt Total drainage area, in square miles, including noncontributing areas.

DATUM Real 1 Yes Opt Opt Reference elevation, to mean sea level.

DCODE Int 1 Yes Opt Opt Attribute DCODE.

DEPH25 Real 1 Yes Opt Opt Flow depth, in feet. Corresponding to the difference between the 25-

percent flow duration gage height and point of zero flow.

DEPTH Real 1 Yes Opt Opt Sampling depth, in feet, at which observation was made.

DESCRP Char 80 Yes Opt Opt Data-set description. Might include name and/or location, or some

anedotal information.

DSCODE Int 1 Yes Opt Opt State code of the Geological Survey office that operates the station.

Usually the same as the state code (STPIPS). See WATSTORE users

manual, Appendix B.

EL1085 Real 1 Yes Opt Opt Average of channel elevations, in feet above mean sea level, at points 10

and 85 percent of stream length upstream from gage.

ELEV Real 1 Yes Opt Opt Elevation (mean sea level).

FOREST Real 1 Yes Opt Opt Forested area, in percent of contributing drainage area, measured by the

grid sampling methods.

FROST Real 1 Yes Opt Opt Mean frost depth on February 28, in inches.

GCODE Int 1 Yes Opt Opt Angle (slope) code, user defined.

GLACER Real 1 Yes Opt Opt Area of glaciers, in percent of contributing drainage area.

HUCODE Int 1 Yes Opt Opt Hydrologic unit code (8 digits). These codes are given in the U.S.

Geological Survey map series "State Hydrologic Unit Maps," Open-File

Report 84-708.

ISTAID Int 1 Yes Opt Opt Station identification number, as an integer.

JANAVE Real 1 Yes Opt Opt Mean monthly temperature for January, in degrees Fahrenheit.

JANMIN Real 1 Yes Opt Opt Mean minimum January temperature, in degrees Fahrenheit.

JULAVE Real 1 Yes Opt Opt Mean monthly temperature for July, in degrees Fahrenheit.

JULMAX Real 1 Yes Opt Opt Mean maximum July temperature, in degrees Fahrenheit.

LAKE Real 1 Yes Opt Opt Area of lakes and ponds in percent of contributing drainage area.

LATCTR Real 1 Yes Opt Opt Latitude of center of basin, decimal degrees.

LATDEG Real 1 Yes Opt Opt Latitude in decimal degrees.

LATDMS Int 1 Yes Opt Opt Latitude in degrees, minutes, seconds (dddmmss).

LCODE Int 1 Yes Opt Opt Length units code, user defined.

LENGTH Real 1 Yes Opt Opt Channel length, units user defined.

LKEVAP Real 1 Yes Opt Opt Mean annual lake evaporation, in inches.
100 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

LNGCTR Real 1 Yes Opt Opt Longitude of center of basin, decimal degrees.

LNGDEG Real 1 Yes Opt Opt Longitude in decimal degrees.

LNGDMS Int 1 Yes Opt Opt Longitude in degrees, minutes, seconds (dddmmss).

LOESS Real 1 Yes Opt Opt Depth of surficial loess, in feet.

MARMAX Real 1 Yes Opt Opt Mean maximum March temperature, in degrees Fahrenheit.

MAXVAL Real 1 Yes Opt No Maximum value in data set, general use.

MEANVL Real 1 Yes Opt No Mean of values in data set, general use.

MINVAL Real 1 Yes Opt No Minimum value in data set, general use.

NONZRO Int 1 Yes Opt No Number of nonzero values in the time series.

NUMZRO Int 1 Yes Opt No Number of zero values in the time series.

PARMCD Int 1 Yes Opt Opt Parameter code, see WATSTORE users manual, Appendix D.

PNEVAP Real 1 Yes Opt Opt Mean annual Class A pan evaporation, in inches.

PRCAPR Real 1 Yes Opt Opt April mean monthly precipitation, in inches.

PRCAUG Real 1 Yes Opt Opt August mean monthly precipitation, in inches.

PRCDEC Real 1 Yes Opt Opt December mean monthly precipitation, in inches.

PRCFEB Real 1 Yes Opt Opt February mean monthly precipitation, in inches.

PRCJAN Real 1 Yes Opt Opt January mean monthly precipitation, in inches.

PRCJUL Real 1 Yes Opt Opt July mean monthly precipitation, in inches.

PRCJUN Real 1 Yes Opt Opt June mean monthly precipitation, in inches.

PRCMAR Real 1 Yes Opt Opt March mean monthly precipitation, in inches.

PRCMAY Real 1 Yes Opt Opt May mean monthly precipitation, in inches.

PRCNOV Real 1 Yes Opt Opt November mean monthly precipitation, in inches.

PRCOCT Real 1 Yes Opt Opt October mean monthly precipitation, in inches.

PRCSEP Real 1 Yes Opt Opt September mean monthly precipitation, in inches.

PRECIP Real 1 Yes Opt Opt Mean annual precipitation, in inches, from U.S. Weather Bureau Series

"Climates of States;" grid sampling methods used if isohyetal map is

available, otherwise anomaly map constructed (Water-Supply Paper

1580-D).

RFOOT Real 1 Yes Opt Opt Distance from mouth of river, in feet.

RMILE Real 1 Yes Opt Opt Distance from basin outlet, in miles.

RWFLAG Int 1 Yes Opt Opt Read/Write flag:

0 - read and write

1 - read only

SEASBG Int 1 Yes Opt Opt Beginning month of a user-defined season. Will start on first day of the

month. Used with attribute SEASND to define a specific time period,

usually a year. January is month 1 and December is month 12.

SEASND Int 1 Yes Opt Opt Ending month of a user-defined season. Will end on the last day of the

month. Used with attribute SEASBG to define a specific time period,

usually a year. January is month 1 and December is month 12.

SITECO Char 4 Yes Opt Opt Site code, see WATSTORE users manual, volume 1, chapter 3.

SW - stream

SP - spring

ES - estuary

GW - well

LK - lake or reservoir

ME - meteorological

SKEWCF Real 1 Yes Opt No Skew coefficient of values in data set, general use.

SLOPE Real 1 Yes Opt Opt Slope, units are user defined.

SN002 Real 1 Yes Opt Opt Maximum water equivalent, in inches, of snow cover as of March 15, 2-

year recurrence interval.

SN010 Real 1 Yes Opt Opt Maximum water equivalent, in inches, of snow cover as of March 15,

10-year recurrence interval.

SN025 Real 1 Yes Opt Opt Maximum water equivalent, in inches, of snow cover as of March 15,

25-year recurrence interval.

Data-set type

Name Type Length Update Time Table Description
Appendix D. HSPEXP Attributes 101

SN100 Real 1 Yes Opt Opt Maximum water equivalent, in inches, of snow cover as of March 15,

100-year recurrence interval.

SNOAPR Real 1 Yes Opt Opt Mean water equivalent, in inches, of snow cover as of April 30.

SNOFAL Real 1 Yes Opt Opt Mean annual snowfall, in inches.

SNOMAR Real 1 Yes Opt Opt Mean water equivalent, in inches, of snow cover as of March 1.

SOILIN Real 1 Yes Opt Opt Soils index, in inches, a relative measure of potential infiltration (soil

water storage), from Soil Conservation Service.

STAID Char 16 Yes Opt Opt Station identification, up to 16 alpha-numeric characters.

STANAM Char 48 Yes Opt Opt Station name or description of the data set.

STATCD Int 1 Yes Opt Opt Statistics code, see WATSTORE users manual, Appendix E.

STCODE Char 4 Yes Opt Opt Standard 2-character post office state abbreviation, includes

DC - District of Columbia

PR - Puerto Rico

VI - Virgin Islands

GU - Guam

PI - Pacific Trust Territories

Use NON for no state abbreviation.

STDDEV Real 1 Yes Opt No Standard deviation of values in data set, general use.

STFIPS Int 1 Yes Opt Opt State FIPS code, see WATSTORE users manual, Appendix B.

STORAG Real 1 Yes Opt Opt Area of lakes, ponds, and swamps in percent of contributing drainage

area, measured by the grid sampling methods.

SUBHUC Int 1 Yes Opt Opt Extension to hydrologic unit code (HUCODE). See the U.S. Geological

Survey map series "State Hydrologic Unit Maps," Open-File Report

84-708.

TCODE Int 1 No Reqd Opt Time units code.

1 - seconds 4 - days

2 - minutes 5 - months

3 - hours 6 - years

Used in combination with TSSTEP.

TGROUP Int 1 No Reqd No Unit for group pointers, depending on the time step of the data, may

effect the speed of data retrievals. The default group pointer is 6 (years).

See table 1 in users manual for recommended values.

3 - hours 6 - years

4 - days 7 - centuries

5 - months

TMTOPK Real 1 Yes Opt Opt Time, in hours, measured as time difference between center of mass of

total rainfall and peak discharge.

TMZONE Int 1 Yes Opt Opt Time zone. Each time zone is represented as the number of hours to be

added to, or subtracted from, Greenwich time:

-4 - Atlantic Standard -8 - Pacific Standard

-5 - Eastern Standard -9 - Yukon Standard

-6 - Central Standard -10 - Alaska-Hawaii Standard

-7 - Mountain Standard

TOLR Real 1 No Opt No Data compression tolerance. Data values within + of TOLR will be

considered the same value and compressed in the data set. Once data

have been compressed, the original values cannot be retrieved.

TSBDY Int 1 No Opt No Starting day for time-series data in a data set. Defaults to day 1.

TSBHR Int 1 No Opt No Starting hour for time-series data in a data set. Defaults to hour 1.

TSBMO Int 1 No Opt No Starting month for time-series data in a data set. Defaults to month 1

(January).

TSBYR Int 1 No Reqd No Starting year for time-series data in a data set. Defaults to year 1900.

TSFILL Real 1 No Opt Opt Time-series filler value. This value will be used for missing values. The

default is 0.0.

Data-set type

Name Type Length Update Time Table Description
102 Users Manual for an Expert System (HSPEXP) for Calibration of the Hydrological Simulation Program—Fortran

TSFORM Int 1 No Reqd No Form of data:

1 - mean over the time step (default)

2 - total over the time step

3 - instantaneous @ time (end of time step)

4 - minimum over the time step

5 - maximum over the time step

TSPREC Int 1 No Opt No New group, new record flag:

0 - start new group at the end of the last group (default)

1 - start new group at the beginning of a record

TSPTAD Int 1 Yes Opt No Time series put aggregation/disaggregation code.

TSSTEP Int 1 No Reqd Opt Time step, in TCODE units (used in combination with TCODE).

TSTYPE Char 4 Yes Opt Opt User-defined four-character descriptor. Used to describe the contents of

the data set, for example:

PRCP, RAIN, SNOW - precipitation

FLOW, DISC, PEAK - discharge

TEMP, TMIN, TMAX - temperature

EVAP, PET - evapotranspiration

Some models and application programs may require a specific TSTYPE

for data sets they use.

VALLGH Real 1 Yes Opt Opt Valley length, in miles, measured along general path of flood plain from

gage to basin divide.

VBTIME Int 1 No Reqd No Variable time-step option for the data set

1 - all data are at the same time step

2 - time step may vary (default)

VCODE Int 1 Yes Opt Opt Volume units code, user defined.

VLCODE Int 1 Yes Opt Opt Velocity units code, user defined.

WEMAR2 Real 1 Yes Opt Opt Water equivalent, in inches, of snow cover as of the first week in March,

2-year recurrence interval.

XSECLC Real 1 Yes Opt Opt Cross-section locater, distance in feet from left bank (as determined by

facing downstream).

YRSDAY Int 1 Yes Opt Opt Number of years of daily-flow record, from WATSTORE flow

variability program W4422.

YRSLOW Int 1 Yes Opt Opt Number of years of low-flow record.

Data-set type

Name Type Length Update Time Table Description