1***************************************** ***************************************
* * * *
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS *
* JUN 1998 * * HYDROLOGIC ENGINEERING CENTER *
* VERSION 4.1 * * 609 SECOND STREET *
* * * DAVIS, CALIFORNIA 95616 *
* RUN DATE 20JAN10 TIME 12:33:57 * * (916) 756-1104 *
* * * *
***************************************** ***************************************
X X XXXXXXX XXXXX X
X X X X X XX
X X X X X
XXXXXXX XXXX X XXXXX X
X X X X X
X X X X X X
X X XXXXXXX XXXXX XXX
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
1 HEC-1 INPUT PAGE 1
LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10
1 ID LAVEEN ELEMENTARY SCHOOL 2-YEAR
2 ID RAINFALL-RUNOFF MODEL
3 ID BY HUBBARD ENGINEERING PROJECT NO. 09124
4 ID DATE: 2010-01-06
5 ID 6-HOUR MCFCD STORM
6 ID Frequency NOAA Atlas 14 Mean Depth Reduced depth
7 ID (years) per MCFCD Volume 2 2009, (inches)
8 ID (inches)
9 ID 2 1.1 1.096
10 ID 5 1.4 1.394
11 ID 10 1.7 1.693
12 ID 25 2.1 2.092
13 ID 50 2.3 2.291
14 ID 100 2.6 2.590
15 ID
16 IT 5 300
17 IO 5
*DIAGRAM
18 KK S1
19 KM SUB-BASIN S1
20 KM WATERSHED FOR FLOWS ARRIVING AT ELLIOT ROAD BETWEEN 39TH AVE AND OLNEY AVE
21 KM 6-HOUR RAINFALL, PATTERN NO. 1.00 WAS USED TO FIND TC & R FOR THIS BASIN
22 KM THIS BASIN USED RAINFALL REDUCTION FACTOR OF .996
23 KM L = .53 Kb = .110 Adj. Slope = 283.0
24 BA .070
25 IN 15
26 KM RAINFALL DEPTH OF 1.10 WAS SPACIALLY REDUCED AS SHOWN BY THE PB RECORD
27 PB 1.096
28 KM THE FOLLOWING PC RECORD USED A 6-HOUR STORM WITH A PATTERN No. OF 1.00
29 PC .000 .008 .016 .025 .033 .041 .050 .058 .066 .074
30 PC .087 .099 .118 .138 .216 .377 .834 .911 .931 .950
31 PC .962 .972 .983 .991 1.000
32 LG .330 .380 5.600 .180 2.000
33 UC .912 .743
34 UA 0 3 5 8 12 20 43 75 90 96
35 UA 100
36 KK S2
37 KM SUB-BASIN S2
38 KM WATERSHED FOR FLOWS ARRIVING AT OLNEY AVE ALONG MARTY TAIT PROPERTY
39 KM (BETWEEN LEVELLED HORSE PASTURE AND ELLIOT ROAD)
40 KM 6-HOUR RAINFALL, PATTERN NO. 1.00 WAS USED TO FIND TC & R FOR THIS BASIN
41 KM THIS BASIN USED RAINFALL REDUCTION FACTOR OF .996
42 KM L = .55 Kb = .120 Adj. Slope = 299.0
43 BA .048
44 LG .330 .380 5.600 .180 2.000
45 UC .950 1.220
46 UA 0 3 5 8 12 20 43 75 90 96
47 UA 100
1 HEC-1 INPUT PAGE 2
LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10
48 KK C2
49 HC 2
50 KK S3
51 KM SUB-BASIN S3
52 KM FLOWS ARRIVING AT OLNEY AVE BETWEEN MARTY TAIT PROPERTY AND 43RD AVENUE
53 KM 6-HOUR RAINFALL, PATTERN NO. 1.00 WAS USED TO FIND TC & R FOR THIS BASIN
54 KM THIS BASIN USED RAINFALL REDUCTION FACTOR OF .996
55 KM L = .62 Kb = .110 Adj. Slope = 253.0
56 BA .110
57 LG .330 .380 5.600 .180 2.000
58 UC 1.019 .910
59 UA 0 3 5 8 12 20 43 75 90 96
60 UA 100
61 KK C3
62 HC 2
63 KK S4
64 KM SUB-BASIN S4
65 KM FLOWS ARRIVING AT 43RD AVENUE BETWEEN ELLIOT ROAD AND OLNEY AVENUE
66 KM 6-HOUR RAINFALL, PATTERN NO. 1.00 WAS USED TO FIND TC & R FOR THIS BASIN
67 KM THIS BASIN USED RAINFALL REDUCTION FACTOR OF .996
68 KM L = .63 Kb = .110 Adj. Slope = 242.0
69 BA .073
70 LG .330 .380 5.600 .180 2.000
71 UC 1.042 1.194
72 UA 0 3 5 8 12 20 43 75 90 96
73 UA 100
74 KK C4
75 HC 2
76 ZZ
1
SCHEMATIC DIAGRAM OF STREAM NETWORK
INPUT
LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW
NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW
18 S1
.
.
36 . S2
. .
. .
48 C2............
.
.
50 . S3
. .
. .
61 C3............
.
.
63 . S4
. .
. .
74 C4............
(***) RUNOFF ALSO COMPUTED AT THIS LOCATION
1***************************************** ***************************************
* * * *
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS *
* JUN 1998 * * HYDROLOGIC ENGINEERING CENTER *
* VERSION 4.1 * * 609 SECOND STREET *
* * * DAVIS, CALIFORNIA 95616 *
* RUN DATE 20JAN10 TIME 12:33:57 * * (916) 756-1104 *
* * * *
***************************************** ***************************************
LAVEEN ELEMENTARY SCHOOL 2-YEAR
RAINFALL-RUNOFF MODEL
BY HUBBARD ENGINEERING PROJECT NO. 09124
DATE: 2010-01-06
6-HOUR MCFCD STORM
Frequency NOAA Atlas 14 Mean Depth Reduced depth
(years) per MCFCD Volume 2 2009, (inches)
(inches)
2 1.1 1.096
5 1.4 1.394
10 1.7 1.693
25 2.1 2.092
50 2.3 2.291
100 2.6 2.590
17 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 5 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 300 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2 0 ENDING DATE
NDTIME 0055 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .08 HOURS
TOTAL TIME BASE 24.92 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
1
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE
+ 6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
+ S1 6. 4.67 1. 0. 0. .07
HYDROGRAPH AT
+ S2 3. 4.75 1. 0. 0. .05
2 COMBINED AT
+ C2 8. 4.75 2. 0. 0. .12
HYDROGRAPH AT
+ S3 7. 4.75 2. 0. 0. .11
2 COMBINED AT
+ C3 16. 4.75 3. 1. 1. .23
HYDROGRAPH AT
+ S4 4. 4.83 1. 0. 0. .07
2 COMBINED AT
+ C4 20. 4.75 5. 1. 1. .30
1 HEC-1 INPUT PAGE 1
LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10
1 ID LAVEEN ELEMENTARY SCHOOL 10-YEAR
2 ID RAINFALL-RUNOFF MODEL
3 ID BY HUBBARD ENGINEERING PROJECT NO. 09124
4 ID DATE: 2010-01-06
5 ID 6-HOUR MCFCD STORM
6 ID Frequency NOAA Atlas 14 Mean Depth Reduced depth
7 ID (years) per MCFCD Volume 2 2009, (inches)
8 ID (inches)
9 ID 2 1.1 1.096
10 ID 5 1.4 1.394
11 ID 10 1.7 1.693
12 ID 25 2.1 2.092
13 ID 50 2.3 2.291
14 ID 100 2.6 2.590
15 ID
16 IT 5 300
17 IO 5
*DIAGRAM
18 KK S1
19 KM SUB-BASIN S1
20 KM WATERSHED FOR FLOWS ARRIVING AT ELLIOT ROAD BETWEEN 39TH AVE AND OLNEY AVE
21 KM 6-HOUR RAINFALL, PATTERN NO. 1.00 WAS USED TO FIND TC & R FOR THIS BASIN
22 KM THIS BASIN USED RAINFALL REDUCTION FACTOR OF .996
23 KM L = .53 Kb = .110 Adj. Slope = 283.0
24 BA .070
25 IN 15
26 KM RAINFALL DEPTH OF 1.10 WAS SPACIALLY REDUCED AS SHOWN BY THE PB RECORD
27 PB 1.096
28 KM THE FOLLOWING PC RECORD USED A 6-HOUR STORM WITH A PATTERN No. OF 1.00
29 PC .000 .008 .016 .025 .033 .041 .050 .058 .066 .074
30 PC .087 .099 .118 .138 .216 .377 .834 .911 .931 .950
31 PC .962 .972 .983 .991 1.000
32 LG .330 .380 5.600 .180 2.000
33 UC .546 .516
34 UA 0 3 5 8 12 20 43 75 90 96
35 UA 100
36 KK S2
37 KM SUB-BASIN S2
38 KM WATERSHED FOR FLOWS ARRIVING AT OLNEY AVE ALONG MARTY TAIT PROPERTY
39 KM (BETWEEN LEVELLED HORSE PASTURE AND ELLIOT ROAD)
40 KM 6-HOUR RAINFALL, PATTERN NO. 1.00 WAS USED TO FIND TC & R FOR THIS BASIN
41 KM THIS BASIN USED RAINFALL REDUCTION FACTOR OF .996
42 KM L = .55 Kb = .120 Adj. Slope = 299.0
43 BA .048
44 LG .330 .380 5.600 .180 2.000
45 UC .572 .694
46 UA 0 3 5 8 12 20 43 75 90 96
47 UA 100
1 HEC-1 INPUT PAGE 2
LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10
48 KK C2
49 HC 2
50 KK S3
51 KM SUB-BASIN S3
52 KM FLOWS ARRIVING AT OLNEY AVE BETWEEN MARTY TAIT PROPERTY AND 43RD AVENUE
53 KM 6-HOUR RAINFALL, PATTERN NO. 1.00 WAS USED TO FIND TC & R FOR THIS BASIN
54 KM THIS BASIN USED RAINFALL REDUCTION FACTOR OF .996
55 KM L = .62 Kb = .110 Adj. Slope = 253.0
56 BA .110
57 LG .330 .380 5.600 .180 2.000
58 UC .613 .517
59 UA 0 3 5 8 12 20 43 75 90 96
60 UA 100
61 KK C3
62 HC 2
63 KK S4
64 KM SUB-BASIN S4
65 KM FLOWS ARRIVING AT 43RD AVENUE BETWEEN ELLIOT ROAD AND OLNEY AVENUE
66 KM 6-HOUR RAINFALL, PATTERN NO. 1.00 WAS USED TO FIND TC & R FOR THIS BASIN
67 KM THIS BASIN USED RAINFALL REDUCTION FACTOR OF .996
68 KM L = .63 Kb = .110 Adj. Slope = 242.0
69 BA .073
70 LG .330 .380 5.600 .180 2.000
71 UC .627 .679
72 UA 0 3 5 8 12 20 43 75 90 96
73 UA 100
74 KK C4
75 HC 2
76 ZZ
1
SCHEMATIC DIAGRAM OF STREAM NETWORK
INPUT
LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW
NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW
18 S1
.
.
36 . S2
. .
. .
48 C2............
.
.
50 . S3
. .
. .
61 C3............
.
.
63 . S4
. .
. .
74 C4............
(***) RUNOFF ALSO COMPUTED AT THIS LOCATION
1***************************************** ***************************************
* * * *
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS *
* JUN 1998 * * HYDROLOGIC ENGINEERING CENTER *
* VERSION 4.1 * * 609 SECOND STREET *
* * * DAVIS, CALIFORNIA 95616 *
* RUN DATE 20JAN10 TIME 12:33:57 * * (916) 756-1104 *
* * * *
***************************************** ***************************************
LAVEEN ELEMENTARY SCHOOL 10-YEAR
RAINFALL-RUNOFF MODEL
BY HUBBARD ENGINEERING PROJECT NO. 09124
DATE: 2010-01-06
6-HOUR MCFCD STORM
Frequency NOAA Atlas 14 Mean Depth Reduced depth
(years) per MCFCD Volume 2 2009, (inches)
(inches)
2 1.1 1.096
5 1.4 1.394
10 1.7 1.693
25 2.1 2.092
50 2.3 2.291
100 2.6 2.590
17 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 5 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 300 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2 0 ENDING DATE
NDTIME 0055 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .08 HOURS
TOTAL TIME BASE 24.92 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
1
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE
+ 6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
+ S1 8. 4.42 1. 0. 0. .07
HYDROGRAPH AT
+ S2 4. 4.42 1. 0. 0. .05
2 COMBINED AT
+ C2 12. 4.42 2. 0. 0. .12
HYDROGRAPH AT
+ S3 12. 4.42 2. 0. 0. .11
2 COMBINED AT
+ C3 25. 4.42 4. 1. 1. .23
HYDROGRAPH AT
+ S4 7. 4.50 1. 0. 0. .07
2 COMBINED AT
+ C4 31. 4.42 5. 1. 1. .30
1 HEC-1 INPUT PAGE 1
LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10
1 ID LAVEEN ELEMENTARY SCHOOL 100-YEAR
2 ID RAINFALL-RUNOFF MODEL
3 ID BY HUBBARD ENGINEERING PROJECT NO. 09124
4 ID DATE: 2010-01-06
5 ID 6-HOUR MCFCD STORM
6 ID Frequency NOAA Atlas 14 Mean Depth Reduced depth
7 ID (years) per MCFCD Volume 2 2009, (inches)
8 ID (inches)
9 ID 2 1.1 1.096
10 ID 5 1.4 1.394
11 ID 10 1.7 1.693
12 ID 25 2.1 2.092
13 ID 50 2.3 2.291
14 ID 100 2.6 2.590
15 ID
16 IT 5 300
17 IO 5
*DIAGRAM
18 KK S1
19 KM SUB-BASIN S1
20 KM WATERSHED FOR FLOWS ARRIVING AT ELLIOT ROAD BETWEEN 39TH AVE AND OLNEY RD
21 KM 6-HOUR RAINFALL, PATTERN NO. 1.00 WAS USED TO FIND TC & R FOR THIS BASIN
22 KM THIS BASIN USED RAINFALL REDUCTION FACTOR OF .996
23 KM L = .53 Kb = .110 Adj. Slope = 283.0
24 BA .070
25 IN 15
26 KM RAINFALL DEPTH OF 2.60 WAS SPACIALLY REDUCED AS SHOWN BY THE PB RECORD
27 PB 2.590
28 KM THE FOLLOWING PC RECORD USED A 6-HOUR STORM WITH A PATTERN No. OF 1.00
29 PC .000 .008 .016 .025 .033 .041 .050 .058 .066 .074
30 PC .087 .099 .118 .138 .216 .377 .834 .911 .931 .950
31 PC .962 .972 .983 .991 1.000
32 LG .330 .380 5.600 .180 2.000
33 UC .404 .370
34 UA 0 3 5 8 12 20 43 75 90 96
35 UA 100
36 KK S2
37 KM SUB-BASIN S2
38 KM WATERSHED FOR FLOWS ARRIVING AT OLNEY ROAD ALONG MARTY TAIT PROPERTY
39 KM (BETWEEN LEVELLED HORSE PASTURE AND ELLIOT ROAD)
40 KM 6-HOUR RAINFALL, PATTERN NO. 1.00 WAS USED TO FIND TC & R FOR THIS BASIN
41 KM THIS BASIN USED RAINFALL REDUCTION FACTOR OF .996
42 KM L = .55 Kb = .120 Adj. Slope = 299.0
43 BA .048
44 LG .330 .380 5.600 .180 2.000
45 UC .423 .497
46 UA 0 3 5 8 12 20 43 75 90 96
47 UA 100
1 HEC-1 INPUT PAGE 2
LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10
48 KK C2
49 HC 2
50 KK S3
51 KM SUB-BASIN S3
52 KM FLOWS ARRIVING AT OLNEY ROAD BETWEEN MARTY TAIT PROPERTY AND 43RD AVENUE
53 KM 6-HOUR RAINFALL, PATTERN NO. 1.00 WAS USED TO FIND TC & R FOR THIS BASIN
54 KM THIS BASIN USED RAINFALL REDUCTION FACTOR OF .996
55 KM L = .62 Kb = .110 Adj. Slope = 253.0
56 BA .110
57 LG .330 .380 5.600 .180 1.000
58 UC .455 .372
59 UA 0 3 5 8 12 20 43 75 90 96
60 UA 100
61 KK C3
62 HC 2
63 KK S4
64 KM SUB-BASIN S4
65 KM FLOWS ARRIVING AT 43RD AVENUE BETWEEN ELLIOT ROAD AND OLNEY AVENUE
66 KM 6-HOUR RAINFALL, PATTERN NO. 1.00 WAS USED TO FIND TC & R FOR THIS BASIN
67 KM THIS BASIN USED RAINFALL REDUCTION FACTOR OF .996
68 KM L = .63 Kb = .110 Adj. Slope = 242.0
69 BA .073
70 LG .330 .380 5.600 .180 2.000
71 UC .464 .487
72 UA 0 3 5 8 12 20 43 75 90 96
73 UA 100
74 KK C4
75 HC 2
76 ZZ
1
SCHEMATIC DIAGRAM OF STREAM NETWORK
INPUT
LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW
NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW
18 S1
.
.
36 . S2
. .
. .
48 C2............
.
.
50 . S3
. .
. .
61 C3............
.
.
63 . S4
. .
. .
74 C4............
(***) RUNOFF ALSO COMPUTED AT THIS LOCATION
1***************************************** ***************************************
* * * *
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS *
* JUN 1998 * * HYDROLOGIC ENGINEERING CENTER *
* VERSION 4.1 * * 609 SECOND STREET *
* * * DAVIS, CALIFORNIA 95616 *
* RUN DATE 20JAN10 TIME 12:33:57 * * (916) 756-1104 *
* * * *
***************************************** ***************************************
LAVEEN ELEMENTARY SCHOOL 100-YEAR
RAINFALL-RUNOFF MODEL
BY HUBBARD ENGINEERING PROJECT NO. 09124
DATE: 2010-01-06
6-HOUR MCFCD STORM
Frequency NOAA Atlas 14 Mean Depth Reduced depth
(years) per MCFCD Volume 2 2009, (inches)
(inches)
2 1.1 1.096
5 1.4 1.394
10 1.7 1.693
25 2.1 2.092
50 2.3 2.291
100 2.6 2.590
17 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 5 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 300 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2 0 ENDING DATE
NDTIME 0055 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .08 HOURS
TOTAL TIME BASE 24.92 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
1
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE
+ 6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
+ S1 80. 4.25 9. 2. 2. .07
HYDROGRAPH AT
+ S2 45. 4.33 6. 2. 1. .05
2 COMBINED AT
+ C2 124. 4.25 15. 4. 4. .12
HYDROGRAPH AT
+ S3 121. 4.33 14. 3. 3. .11
2 COMBINED AT
+ C3 242. 4.25 28. 7. 7. .23
HYDROGRAPH AT
+ S4 69. 4.33 9. 2. 2. .07
2 COMBINED AT
+ C4 310. 4.33 37. 9. 9. .30
*** NORMAL END OF HEC-1 ***
Wednesday, January 20, 2010
Run multiple jobs (frequencies or scenarios) in one file with HEC-1
I was not aware until today that you can run multiple jobs in HEC-1 with one file. HEC-1 simply strings them together, starting over again after each ZZ record. I used this feature to put three different scenarios in one file. My example is below. Note that the ZZ (end of job) record comes three times in the run, but the HEC-1 run banner (from the old mainframe days) is only once at the top. Kind of cool. If you need any help getting HEC-1 or a model running, feel free to contact me.
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