Post on 25-Sep-2020
transcript
PRELIMINARY DRAINAGE STUDY
NEWLAND SIERRA PDS 2014 MPA-14-018 VOLUME 3 – FEBRUARY 2017
Prepared For: Newland Sierra
Prepared By: Kenneth T. Kozlik
Job Number: 02660.002.02
APPENDIX B
Proposed Detention Storage Analysis
SUB-BASIN 13
Newland Sierra
Job #: 2660-02 Run Name:
P-13.dat
Page 1
of 5
Code Elev 1 Elev 2 Length C Area Comments
(feet) (feet) (feet) Factor (ac.) 1 2 3
1321 1320 2 1278 1275 95 0.57 0.22
1320 1319 6 1275 1269 655 0.52 4.03 2 sides
1319 1313 3 1263 1262 75
1313 1313 1 1 of 2
1316 1315 2 1282 1279.5 87 0.51 0.09
1315 1314 6 1279.5 1269.5 360 0.51 2.93 2 sides
1314 1313 3 1263 1262 70
1313 1313 1 2 of 2
1313 1309 3 1262 1261 120
1309 1309 1 1 of 3
1312 1311 2 1275 1274 65 0.51 0.11
1311 1310 5 1274 1269 335 0.51 0.51
1310 1309 3 1263 1261 30
1309 1309 1 2 of 3
1318 1317 2 1275 1270 85 0.51 0.15
1317 1309 6 1270 1267 250 0.51 0.47 Two sides
1309 1309 1 3 of 3
1309 1308 3 1261 1260.5 45
1308 1307 5 1260.5 1257.5 590 0.53 1.05
1307 1307 1 1 of 2
1323 1322 2 1274 1272 80 0.57 0.15
1322 1306 6 1272 1267 315 0.57 4.48 1 side
1306 1307 3 1263 1257.5 120
1307 1307 1 2 of 2
1307 1305.5 3 1257.5 1255.2 115
1305.5 1305.5 1 1 of 2
1305.8 1305.7 2 1287 1285 100 0.51 0.13
1305.7 1305.6 6 1285 1275 570 0.56 4.71 one side
1305.6 1305.5 3 1269 1255.2 525
1305.5 1305.5 1 2 of 2
1305.5 1305 3 1255.2 1252.7 125
1305 1304 3 1252.7 1105 320
1304 1303 5 1105 835 1225 0.34 13.15
1303 1303 10 save to bank 1 - 1303
Node to Node BANK
Newland Sierra
Job #: 2660-02 Run Name:
P-13.dat
Page 2
of 5
Code Elev 1 Elev 2 Length C Area Comments
(feet) (feet) (feet) Factor (ac.) 1 2 3
2564 2563 2 1273 1271 80 0.54 0.16
2563 2563.1 6 1271 1269 230 0.51 1.93 2 SIDES
2563.1 2562 3 1266 1261 210
2562 2562 1 1 OF 2
2563.1 2563.2 2 1269 1268 65 0.51 0.55
2563.2 2562 6 1268 1267 120 0.51 0.55 2 SIDES
2562 2562 1 2 OF 2
2562 2558 3 1261 1260 140
2558 2558 10 SAVE TO BANK 2 - 2558
2561 2560 2 1275 1274 50 0.51 0.13
2560 2560.1 6 1274 1269 315 0.51 1.96 2 SIDES
2560.1 2559 3 1263 1262 160
2559 2559 1 1 OF 2
2560.1 2560.2 2 1269 1268.8 50 0.51 0.4
2560.2 2559 6 1268.8 1268 115 0.51 0.97 2 SIDES
2559 2559 1 2 OF 2
2559 2558 3 1262 1260 40
2558 2558 11 ADD BANK 2 - 2558
2558 2558 12 CLEAR BANK 2
2558 2554 3 1260 1257.8 225
2554 2554 1 1 OF 2
2557 2556 2 1271 1270 65 0.51 0.16
2556 2555 6 1270 1264 488 0.51 3.46 1 SIDE
2555 2554 3 1258 1257.8 10
2554 2554 1 2 OF 2
2554 2552.5 3 1257.8 1252.8 515
2552.5 2552 5 1252.8 1250.8 185 VALLEY
2552 1303 5 1250.8 835 1400 MTN
2552 1303 8 0.27 20.83
1303 1303 10 save to bank 2 - 1303
1335 1334 2 1293 1291 83 0.57 0.13
1334 1333.8 6 1291 1280 270 0.57 1.74 1 SIDE
1333.8 1333.8 1 1 of 2
1334.8 1334.6 2 1287 1285 80 0.57 0.11
Node to Node BANK
Newland Sierra
Job #: 2660-02 Run Name:
P-13.dat
Page 3
of 5
Code Elev 1 Elev 2 Length C Area Comments
(feet) (feet) (feet) Factor (ac.) 1 2 3
1334.6 1334.4 6 1285 1284 50 0.55 0.46 2 SIDES
1334.4 1333.8 3 1278 1276 200
1333.8 1333.8 1 2 of 2
1333.8 1333.4 3 1276 1273 100
1333.4 1333.4 1 1 of 2
1333 1333 2 1281 1280 80 0.56 0.29
1333 1333.4 3 1274 1273 50
1333.4 1333.4 1 2 of 2
1333.4 1332 3 1273 1267 210
1332 1332 1 1 of 2
1337 1336 2 1278 1276 80 0.51 0.07
1336 1335 6 1276 1273 240 0.51 0.53 2 SIDES
1335 1332 3 1268 1267 30
1332 1332 1 2 of 2
1332 1330 3 1267 1265 150
1330 1330 10 clean - left flow save to bank 3 - 1330
1353 1352 2 1284 1282 80 0.51 0.14
1352 1351 6 1282 1278 270 0.51 0.79 2 SIDES
1351 1350.4 3 1272 1267 280
1350.4 1350.4 1 1 of 2
1350.8 1350.6 2 1278 1276 80 0.51 0.10
1350.6 1350.4 6 1276 1267 160 0.52 2.00 1 SIDE
1350.4 1350.4 1 2 of 2
1350.4 1346 3 1267 1265 60 WQ in
1346 1330 3 1265 1255 850 WQ out
1330 1330 11 clean - right flow add bank 3
1330 1330 12 clear bank 3
1330 1326 5 1255 1120 410 MTN
1330 1326 8 0.3 2.34
1326 1326 1 1 of 2
1328 1327 2 1325 1315 80 0.35 0.24
1327 1326 5 1315 1120 1075 MTN
1327 1326 8 0.3 6.90
1326 1326 1 2 of 2
Node to Node BANK
Newland Sierra
Job #: 2660-02 Run Name:
P-13.dat
Page 4
of 5
Code Elev 1 Elev 2 Length C Area Comments
(feet) (feet) (feet) Factor (ac.) 1 2 3
1326 1303 5 1120 835 965 MTN
1326 1303 8 0.27 8.99
1303 1303 11 add bank 1
1303 1303 11 add bank 2
1303 1303 12 clear bank 1
1303 1303 12 clear bank 2
1303 1302 5 835 775 520 MTN
1303 1302 8 0.29 9.18
1302 1302 10 save to bank 1
1339 1338 2 1284 1282 85 0.51 0.06
1338 1337.8 6 1282 1276 165 0.51 0.98
1337.8 1337.6 3 1270 1266 255
1337.6 1337.6 1 1 of 2
1345 1344 2 1277 1275 80 0.51 0.13
1344 1343.8 6 1275 1272 210 0.52 0.69 1 SIDE
1343.8 1337.6 3 1266.5 1266 50
1337.6 1337.6 1 2 of 2
1337.6 1345.6 3 1266 1264 125
1345.6 1345.6 1 1 of 2
1345.9 1345.8 2 1280 1278 100 0.57 0.13
1345.8 1343 6 1278 1269.5 315 0.56 1.25 1 SIDE
1343 1345.6 3 1264.5 1264 40
1345.6 1345.6 1 2 of 2
1345.6 1346.8 3 1264 1262 170
1346.8 1346.8 1 1 of 3
1348 1347 2 1275 1273 80 0.51 0.10
1347 1346.9 6 1273 1265 150 0.52 0.97 2 SIDES
1346.9 1346.8 3 1262.5 1262 50
1346.8 1346.8 1 2 of 3
1347.6 1347.5 2 1270 1268 100 0.57 0.15 1 SIDE
1347.5 1347.4 6 1268 1265 110 0.54 1.69
1347.4 1346.8 3 1262.5 1262 40
1346.8 1346.8 1 3 of 3
1346.8 1342 3 1262 1261.5 50
1342 1342 1 1 of 2
Node to Node BANK
Newland Sierra
Job #: 2660-02 Run Name:
P-13.dat
Page 5
of 5
Code Elev 1 Elev 2 Length C Area Comments
(feet) (feet) (feet) Factor (ac.) 1 2 3
1347.9 1347.8 2 1272 1270 85 0.51 0.10
1347.8 1347.7 6 1270 1269 100 0.51 0.80 2 SIDES
1347.7 1342 3 1263 1261.5 150
1342 1342 1 2 of 2
1342 1341.5 3 1261.5 1260 150
1341.5 1341 5 1260 1259.5 50
1341.5 1341 8 0.35 0.51 WQ in
1341 1340.8 3 1253 1215 100 WQ out
1340.8 1340 5 1215 1030 800
1340.8 1340 8 0.27 6.19
1340 1340 1 1 of 2
1356.1 1350 2 1280 1235 100 0.57 0.29
1350 1340 5 1235 1030 600
1350 1340 8 0.28 5.56
1340 1340 1 2 of 2
1340 1302 5 1030 775 1505
1340 1302 8 0.28 25.68
1302 1302 11 add bank 1
1302 1301 5 775 760 220
1301 13 4 760 670 665 Ex 36" RCP Caltrans
142.57
Node to Node BANK
P-13.TXT
____________________________________________________________________________
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2014 Advanced Engineering Software (aes)
Ver. 21.0 Release Date: 06/01/2014 License ID 1355
Analysis prepared by:
Fuscoe Engineering
6390 Greenwich Drive
Suite 200
San Diego, CA 92122
************************** DESCRIPTION OF STUDY **************************
* PROPOSED HYDROLOGY *
* SUB BASIN 13 - NO DETENTION *
* *
**************************************************************************
FILE NAME: P-13.DAT
TIME/DATE OF STUDY: 13:31 02/23/2017
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.500
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== =======
1 18.0 8.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
Page 1
P-13.TXT
****************************************************************************
FLOW PROCESS FROM NODE 1321.00 TO NODE 1320.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)
P-13.TXT
AREA-AVERAGE RUNOFF COEFFICIENT = 0.523
SUBAREA AREA(ACRES) = 4.03 SUBAREA RUNOFF(CFS) = 11.63
TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 12.33
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.78
FLOW VELOCITY(FEET/SEC.) = 2.68 DEPTH*VELOCITY(FT*FT/SEC.) = 1.13
LONGEST FLOWPATH FROM NODE 1321.00 TO NODE 1319.00 = 750.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1319.00 TO NODE 1313.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.968
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.445
SUBAREA RUNOFF(CFS) = 0.34
TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.34
****************************************************************************
FLOW PROCESS FROM NODE 1315.00 TO NODE 1314.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA
P-13.TXT
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.718
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .5100
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.15
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.82
AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 3.07
Tc(MIN.) = 10.49
SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 1.49
AREA-AVERAGE RUNOFF COEFFICIENT = 0.510
TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 1.81
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.24 FLOW VELOCITY(FEET/SEC.) = 2.15
LONGEST FLOWPATH FROM NODE 1312.00 TO NODE 1310.00 = 400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1310.00 TO NODE 1309.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)
P-13.TXT
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.58
FLOW VELOCITY(FEET/SEC.) = 2.01 DEPTH*VELOCITY(FT*FT/SEC.) = 0.52
LONGEST FLOWPATH FROM NODE 1318.00 TO NODE 1309.00 = 335.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1309.00 TO NODE 1309.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.63
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 24.33
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 11.50
LONGEST FLOWPATH FROM NODE 1321.00 TO NODE 1308.00 = 990.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1308.00 TO NODE 1307.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)
P-13.TXT
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)
P-13.TXT
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00
FLOW VELOCITY(FEET/SEC.) = 4.00 DEPTH*VELOCITY(FT*FT/SEC.) = 1.94
LONGEST FLOWPATH FROM NODE 1323.00 TO NODE 1306.00 = 395.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1306.00 TO NODE 1307.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 36.69 Tc(MIN.) = 14.56
TOTAL AREA(ACRES) = 14.2
LONGEST FLOWPATH FROM NODE 1321.00 TO NODE 1307.00 = 1580.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1307.00 TO NODE 1305.50 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.076
SUBAREA RUNOFF(CFS) = 0.47
TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.47
****************************************************************************
FLOW PROCESS FROM NODE 1305.70 TO NODE 1305.60 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)
P-13.TXT
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)
P-13.TXT
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.84 FLOW VELOCITY(FEET/SEC.) = 16.25
LONGEST FLOWPATH FROM NODE 1321.00 TO NODE 1303.00 = 3365.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1303.00 TO NODE 1303.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 >RATIONAL METHOD INITIAL SUBAREA ANALYSIS>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)
P-13.TXT
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.31
HALFSTREET FLOOD WIDTH(FEET) = 9.24
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.00
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.62
STREET FLOW TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = 8.56
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.521
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .5100
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.512
SUBAREA AREA(ACRES) = 1.93 SUBAREA RUNOFF(CFS) = 6.42
TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 6.98
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.84
FLOW VELOCITY(FEET/SEC.) = 2.30 DEPTH*VELOCITY(FT*FT/SEC.) = 0.83
LONGEST FLOWPATH FROM NODE 2564.00 TO NODE 2563.10 = 310.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2563.10 TO NODE 2562.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
FLOW PROCESS FROM NODE 2563.10 TO NODE 2563.20 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)
P-13.TXT
TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.68
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.10
FLOW VELOCITY(FEET/SEC.) = 1.94 DEPTH*VELOCITY(FT*FT/SEC.) = 0.60
LONGEST FLOWPATH FROM NODE 2563.10 TO NODE 2562.00 = 185.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2562.00 TO NODE 2562.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.90
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.53
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 9.36
LONGEST FLOWPATH FROM NODE 2564.00 TO NODE 2558.00 = 660.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2558.00 TO NODE 2558.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 >RATIONAL METHOD INITIAL SUBAREA ANALYSIS>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)
P-13.TXT
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.96
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.29
HALFSTREET FLOOD WIDTH(FEET) = 8.11
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74
STREET FLOW TRAVEL TIME(MIN.) = 2.06 Tc(MIN.) = 8.02
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.801
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .5100
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.510
SUBAREA AREA(ACRES) = 1.96 SUBAREA RUNOFF(CFS) = 6.80
TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 7.25
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.59
FLOW VELOCITY(FEET/SEC.) = 2.92 DEPTH*VELOCITY(FT*FT/SEC.) = 0.99
LONGEST FLOWPATH FROM NODE 2561.00 TO NODE 2560.10 = 365.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2560.10 TO NODE 2559.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
****************************************************************************
FLOW PROCESS FROM NODE 2560.10 TO NODE 2560.20 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)
P-13.TXT
AREA-AVERAGE RUNOFF COEFFICIENT = 0.510
SUBAREA AREA(ACRES) = 0.97 SUBAREA RUNOFF(CFS) = 2.81
TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 3.97
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.77
FLOW VELOCITY(FEET/SEC.) = 1.85 DEPTH*VELOCITY(FT*FT/SEC.) = 0.60
LONGEST FLOWPATH FROM NODE 2560.10 TO NODE 2559.00 = 165.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2559.00 TO NODE 2559.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
ELEVATION DATA: UPSTREAM(FEET) = 1262.00 DOWNSTREAM(FEET) = 1260.00
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.41
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.45
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.60
LONGEST FLOWPATH FROM NODE 2561.00 TO NODE 2558.00 = 565.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2558.00 TO NODE 2558.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY>CLEAR MEMORY BANK # 2 >COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA
P-13.TXT
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 8.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.77
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.40
HALFSTREET FLOOD WIDTH(FEET) = 13.53
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.96
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.17
STREET FLOW TRAVEL TIME(MIN.) = 2.75 Tc(MIN.) = 10.16
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.836
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .5100
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.510
SUBAREA AREA(ACRES) = 3.46 SUBAREA RUNOFF(CFS) = 10.30
TOTAL AREA(ACRES) = 3.6 PEAK FLOW RATE(CFS) = 10.77
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.34
FLOW VELOCITY(FEET/SEC.) = 3.45 DEPTH*VELOCITY(FT*FT/SEC.) = 1.63
LONGEST FLOWPATH FROM NODE 2557.00 TO NODE 2555.00 = 553.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2555.00 TO NODE 2554.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW>TRAVELTIME THRU SUBAREA>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW>TRAVELTIME THRU SUBAREA>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2
P-13.TXT
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)
P-13.TXT
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.84
FLOW VELOCITY(FEET/SEC.) = 4.97 DEPTH*VELOCITY(FT*FT/SEC.) = 1.80
LONGEST FLOWPATH FROM NODE 1335.00 TO NODE 1333.80 = 353.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1333.80 TO NODE 1333.80 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE>RATIONAL METHOD INITIAL SUBAREA ANALYSIS>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)
P-13.TXT
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.47
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.22
HALFSTREET FLOOD WIDTH(FEET) = 4.46
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.32
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.50
STREET FLOW TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 6.65
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.675
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .5500
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.554
SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 1.94
TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.42
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.05
FLOW VELOCITY(FEET/SEC.) = 2.50 DEPTH*VELOCITY(FT*FT/SEC.) = 0.62
LONGEST FLOWPATH FROM NODE 1334.80 TO NODE 1334.40 = 130.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1334.40 TO NODE 1333.80 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.36
RAINFALL INTENSITY(INCH/HR) = 7.18
TOTAL STREAM AREA(ACRES) = 0.57
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.42
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 7.55 7.52 7.085 1.87
2 2.42 7.36 7.185 0.57
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 9.81 7.36 7.185
2 9.94 7.52 7.085
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.94 Tc(MIN.) = 7.52
TOTAL AREA(ACRES) = 2.4
LONGEST FLOWPATH FROM NODE 1335.00 TO NODE 1333.80 = 353.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1333.80 TO NODE 1333.40 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.69
RAINFALL INTENSITY(INCH/HR) = 6.99
TOTAL STREAM AREA(ACRES) = 2.44
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.94
****************************************************************************
FLOW PROCESS FROM NODE 1333.00 TO NODE 1333.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 8.03
RAINFALL INTENSITY(INCH/HR) = 6.79
TOTAL STREAM AREA(ACRES) = 2.73
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.09
****************************************************************************
FLOW PROCESS FROM NODE 1337.00 TO NODE 1336.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)
P-13.TXT
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.82
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.39
STREET FLOW TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 9.20
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.224
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .5100
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.510
SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 1.68
TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 1.90
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.98
FLOW VELOCITY(FEET/SEC.) = 2.00 DEPTH*VELOCITY(FT*FT/SEC.) = 0.49
LONGEST FLOWPATH FROM NODE 1337.00 TO NODE 1335.00 = 320.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1335.00 TO NODE 1332.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
1 11.09 8.03 6.793 2.73
2 1.90 9.27 6.191 0.60
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 12.74 8.03 6.793
2 12.02 9.27 6.191
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.74 Tc(MIN.) = 8.03
TOTAL AREA(ACRES) = 3.3
LONGEST FLOWPATH FROM NODE 1335.00 TO NODE 1332.00 = 663.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1332.00 TO NODE 1330.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
DOWNSTREAM ELEVATION(FEET) = 1282.00
ELEVATION DIFFERENCE(FEET) = 2.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.999
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.423
SUBAREA RUNOFF(CFS) = 0.53
TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.53
****************************************************************************
FLOW PROCESS FROM NODE 1352.00 TO NODE 1351.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)
P-13.TXT
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
============================================================================
UPSTREAM ELEVATION(FEET) = 1276.00 DOWNSTREAM ELEVATION(FEET) = 1267.00
STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 8.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.06
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 8.44
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.88
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.44
STREET FLOW TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 7.54
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.072
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .5200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.520
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 7.36
TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 7.72
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.16
FLOW VELOCITY(FEET/SEC.) = 5.66 DEPTH*VELOCITY(FT*FT/SEC.) = 1.98
LONGEST FLOWPATH FROM NODE 1350.80 TO NODE 1350.40 = 240.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1350.40 TO NODE 1350.40 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES
P-13.TXT
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.97 9.89 5.940 0.93
2 7.72 7.54 7.072 2.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 9.98 7.54 7.072
2 9.45 9.89 5.940
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.98 Tc(MIN.) = 7.54
TOTAL AREA(ACRES) = 3.0
LONGEST FLOWPATH FROM NODE 1353.00 TO NODE 1350.40 = 630.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1350.40 TO NODE 1346.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
LONGEST FLOWPATH FROM NODE 1353.00 TO NODE 1330.00 = 1540.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1330.00 TO NODE 1330.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY>CLEAR MEMORY BANK # 3 >COMPUTE NATURAL MOUNTAIN CHANNEL FLOW>TRAVELTIME THRU SUBAREA
P-13.TXT
TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 10.66
LONGEST FLOWPATH FROM NODE 1353.00 TO NODE 1326.00 = 1950.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1330.00 TO NODE 1326.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE>RATIONAL METHOD INITIAL SUBAREA ANALYSIS
P-13.TXT
FLOW PROCESS FROM NODE 1327.00 TO NODE 1326.00 IS CODE = 53
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW>TRAVELTIME THRU SUBAREA>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES
P-13.TXT
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 31.23 10.66 5.660
2 29.98 13.85 4.780
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 31.23 Tc(MIN.) = 10.66
TOTAL AREA(ACRES) = 15.8
LONGEST FLOWPATH FROM NODE 1353.00 TO NODE 1326.00 = 1950.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1326.00 TO NODE 1303.00 IS CODE = 53
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW>TRAVELTIME THRU SUBAREA>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY
P-13.TXT
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 43.90 12.73 5.046 24.83
LONGEST FLOWPATH FROM NODE 1353.00 TO NODE 1303.00 = 2915.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 63.53 16.30 4.303 32.18
LONGEST FLOWPATH FROM NODE 1321.00 TO NODE 1303.00 = 3365.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 93.51 12.73 5.046
2 100.95 16.30 4.303
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 100.95 Tc(MIN.) = 16.30
TOTAL AREA(ACRES) = 57.0
****************************************************************************
FLOW PROCESS FROM NODE 1303.00 TO NODE 1303.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY
P-13.TXT
PEAK FLOW RATE(CFS) = 147.71 Tc(MIN.) = 16.30
TOTAL AREA(ACRES) = 88.1
****************************************************************************
FLOW PROCESS FROM NODE 1303.00 TO NODE 1303.00 IS CODE = 12
----------------------------------------------------------------------------
>>>>>CLEAR MEMORY BANK # 1 >CLEAR MEMORY BANK # 2 >COMPUTE NATURAL MOUNTAIN CHANNEL FLOW>TRAVELTIME THRU SUBAREA>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1
P-13.TXT
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE 1339.00 TO NODE 1338.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)
P-13.TXT
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.510
SUBAREA AREA(ACRES) = 0.98 SUBAREA RUNOFF(CFS) = 3.34
TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.54
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.31
FLOW VELOCITY(FEET/SEC.) = 3.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87
LONGEST FLOWPATH FROM NODE 1339.00 TO NODE 1337.80 = 250.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1337.80 TO NODE 1337.60 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
DOWNSTREAM ELEVATION(FEET) = 1275.00
ELEVATION DIFFERENCE(FEET) = 2.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.999
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.423
SUBAREA RUNOFF(CFS) = 0.49
TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.49
****************************************************************************
FLOW PROCESS FROM NODE 1344.00 TO NODE 1343.80 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)
P-13.TXT
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
FLOW PROCESS FROM NODE 1337.60 TO NODE 1345.60 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
****************************************************************************
FLOW PROCESS FROM NODE 1345.80 TO NODE 1343.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.18
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.14
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 8.43
LONGEST FLOWPATH FROM NODE 1345.90 TO NODE 1345.60 = 455.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1345.60 TO NODE 1345.60 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.29
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.11
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 9.63
LONGEST FLOWPATH FROM NODE 1339.00 TO NODE 1346.80 = 800.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1346.80 TO NODE 1346.80 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE>RATIONAL METHOD INITIAL SUBAREA ANALYSIS>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)
P-13.TXT
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.14
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.21
HALFSTREET FLOOD WIDTH(FEET) = 4.12
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.72
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.78
STREET FLOW TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 7.67
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.997
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .5200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.519
SUBAREA AREA(ACRES) = 0.97 SUBAREA RUNOFF(CFS) = 3.53
TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.89
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.98
FLOW VELOCITY(FEET/SEC.) = 4.08 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00
LONGEST FLOWPATH FROM NODE 1348.00 TO NODE 1346.90 = 230.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1346.90 TO NODE 1346.80 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.83
RAINFALL INTENSITY(INCH/HR) = 6.91
TOTAL STREAM AREA(ACRES) = 1.07
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.89
****************************************************************************
FLOW PROCESS FROM NODE 1347.60 TO NODE 1347.50 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)
P-13.TXT
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 9.77
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.69
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.19
STREET FLOW TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 7.27
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.244
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .5400
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.542
SUBAREA AREA(ACRES) = 1.69 SUBAREA RUNOFF(CFS) = 6.61
TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 7.23
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.59
FLOW VELOCITY(FEET/SEC.) = 4.24 DEPTH*VELOCITY(FT*FT/SEC.) = 1.60
LONGEST FLOWPATH FROM NODE 1347.60 TO NODE 1347.40 = 210.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1347.40 TO NODE 1346.80 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 11.11 9.63 6.043 3.24
2 3.89 7.83 6.906 1.07
3 7.23 7.37 7.181 1.84
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 20.24 7.37 7.181
2 20.56 7.83 6.906
3 20.60 9.63 6.043
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 20.60 Tc(MIN.) = 9.63
TOTAL AREA(ACRES) = 6.2
LONGEST FLOWPATH FROM NODE 1339.00 TO NODE 1346.80 = 800.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1346.80 TO NODE 1342.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
****************************************************************************
FLOW PROCESS FROM NODE 1347.90 TO NODE 1347.80 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA>(STREET TABLE SECTION # 1 USED)
P-13.TXT
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.71
TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 3.05
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.04
FLOW VELOCITY(FEET/SEC.) = 2.00 DEPTH*VELOCITY(FT*FT/SEC.) = 0.57
LONGEST FLOWPATH FROM NODE 1347.90 TO NODE 1347.70 = 185.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1347.70 TO NODE 1342.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 22.35 8.80 6.403
2 23.46 9.74 6.000
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 23.46 Tc(MIN.) = 9.74
TOTAL AREA(ACRES) = 7.1
LONGEST FLOWPATH FROM NODE 1339.00 TO NODE 1342.00 = 850.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1342.00 TO NODE 1341.50 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
TOTAL AREA(ACRES) = 7.6 TOTAL RUNOFF(CFS) = 23.46
TC(MIN.) = 10.31
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 1341.00 TO NODE 1340.80 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
P-13.TXT
****************************************************************************
FLOW PROCESS FROM NODE 1340.00 TO NODE 1340.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE>RATIONAL METHOD INITIAL SUBAREA ANALYSIS>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW>TRAVELTIME THRU SUBAREA
P-13.TXT
FLOW PROCESS FROM NODE 1350.00 TO NODE 1340.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES
P-13.TXT
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW>TRAVELTIME THRU SUBAREA>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY
P-13.TXT
1 205.75 15.87 4.378
2 214.31 17.18 4.160
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 214.31 Tc(MIN.) = 17.18
TOTAL AREA(ACRES) = 142.7
****************************************************************************
FLOW PROCESS FROM NODE 1302.00 TO NODE 1302.00 IS CODE = 12
----------------------------------------------------------------------------
>>>>>CLEAR MEMORY BANK # 1 >COMPUTE NATURAL VALLEY CHANNEL FLOW>TRAVELTIME THRU SUBAREA>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)
P-13.TXT
�
Page 69
Detention 1307
Code C Area C x A
Factor (ac.)
1321 1320 2 0.57 0.22 0.13
1320 1319 6 0.52 4.03 2.10
1316 1315 2 0.51 0.09 0.05
1315 1314 6 0.51 2.93 1.49
1312 1311 2 0.51 0.11 0.06
1311 1310 5 0.51 0.51 0.26
1318 1317 2 0.51 0.15 0.08
1317 1309 6 0.51 0.47 0.24
1308 1307 5 0.53 0.93 0.49
1323 1322 2 0.57 0.15 0.09
1322 1306 6 0.57 4.48 2.55
Total 14.07 7.53
Avg C = 0.53
Node to Node
Detention 1307, Center of Mesa
RATIONAL METHOD HYDROGRAPH PROGRAM
COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY
RUN DATE 1/6/2017
TIME OF CONCENTRATION 15 MIN.
6 HOUR RAINFALL 3.5 INCHES
BASIN AREA 14.1 ACRES
RUNOFF COEFFICIENT 0.53
PEAK DISCHARGE 36.7 CFS
TIME (MIN) = 0 DISCHARGE (CFS) = 0
TIME (MIN) = 15 DISCHARGE (CFS) = 1.6
TIME (MIN) = 30 DISCHARGE (CFS) = 1.6
TIME (MIN) = 45 DISCHARGE (CFS) = 1.7
TIME (MIN) = 60 DISCHARGE (CFS) = 1.8
TIME (MIN) = 75 DISCHARGE (CFS) = 1.9
TIME (MIN) = 90 DISCHARGE (CFS) = 2
TIME (MIN) = 105 DISCHARGE (CFS) = 2.1
TIME (MIN) = 120 DISCHARGE (CFS) = 2.2
TIME (MIN) = 135 DISCHARGE (CFS) = 2.5
TIME (MIN) = 150 DISCHARGE (CFS) = 2.6
TIME (MIN) = 165 DISCHARGE (CFS) = 3
TIME (MIN) = 180 DISCHARGE (CFS) = 3.3
TIME (MIN) = 195 DISCHARGE (CFS) = 4
TIME (MIN) = 210 DISCHARGE (CFS) = 4.6
TIME (MIN) = 225 DISCHARGE (CFS) = 6.7
TIME (MIN) = 240 DISCHARGE (CFS) = 6.7
TIME (MIN) = 255 DISCHARGE (CFS) = 36.7
TIME (MIN) = 270 DISCHARGE (CFS) = 5.4
TIME (MIN) = 285 DISCHARGE (CFS) = 3.6
TIME (MIN) = 300 DISCHARGE (CFS) = 2.8
TIME (MIN) = 315 DISCHARGE (CFS) = 2.4
TIME (MIN) = 330 DISCHARGE (CFS) = 2.1
TIME (MIN) = 345 DISCHARGE (CFS) = 1.8
TIME (MIN) = 360 DISCHARGE (CFS) = 1.7
TIME (MIN) = 375 DISCHARGE (CFS) = 0
Detention 1307 Proposed
HEC-HMS Input
Project: Detention 1307 Pr Simulation Run: Run 1
Reservoir: Detention Basin 1307
Start of Run: 01Jan2000, 00:00 Basin Model: Basin 1307
End of Run: 01Jan2000, 06:15 Meteorologic Model: Sierra
Compute Time: 10Jan2017, 10:38:50 Control Specifications: Control 1
Volume Units: AC−FT
Computed Results
Peak Inflow: 36.7 (CFS) Date/Time of Peak Inflow: 01Jan2000, 04:15
Peak Discharge: 13.1 (CFS) Date/Time of Peak Discharge: 01Jan2000, 04:26
Inflow Volume: 2.2 (AC−FT) Peak Storage: 1.0 (AC−FT)
Discharge Volume: 2.2 (AC−FT) Peak Elevation: 2.1 (FT)
Observed Hydrograph at Gage Node 1307 Inflow
Peak Discharge: 36.7 (CFS) Date/Time of Peak Discharge: 01Jan2000, 04:15
Mean Abs Error: 2.3 (CFS) RMS Error: 4.8 (CFS)
Volume: 2.2 (AC−FT) Volume Residual: −0.0 (AC−FT)
Nash−Sutcliffe: 0.323
Project: Detention 1307 Pr Simulation Run: Run 1Reservoir: Detention Basin 1307
Start of Run: 01Jan2000, 00:00 Basin Model: Basin 1307End of Run: 01Jan2000, 06:15 Meteorologic Model: SierraCompute Time: 10Jan2017, 10:38:50 Control Specifications:Control 1
Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
Obs Flow
(CFS)
01Jan2000 00:00 0.0 0.4 0.9 0.0 0.0
01Jan2000 00:01 0.1 0.4 0.9 0.1 0.1
01Jan2000 00:02 0.2 0.4 0.9 0.2 0.2
01Jan2000 00:03 0.3 0.4 0.9 0.2 0.3
01Jan2000 00:04 0.4 0.4 0.9 0.3 0.4
01Jan2000 00:05 0.5 0.4 0.9 0.4 0.5
01Jan2000 00:06 0.6 0.4 0.9 0.5 0.6
01Jan2000 00:07 0.7 0.4 0.9 0.5 0.7
01Jan2000 00:08 0.9 0.4 0.9 0.6 0.9
01Jan2000 00:09 1.0 0.4 0.9 0.7 1.0
01Jan2000 00:10 1.1 0.4 0.9 0.8 1.1
01Jan2000 00:11 1.2 0.4 0.9 0.8 1.2
01Jan2000 00:12 1.3 0.4 0.9 0.9 1.3
01Jan2000 00:13 1.4 0.4 0.9 1.0 1.4
01Jan2000 00:14 1.5 0.4 0.9 1.1 1.5
01Jan2000 00:15 1.6 0.4 0.9 1.2 1.6
01Jan2000 00:16 1.6 0.4 0.9 1.2 1.6
01Jan2000 00:17 1.6 0.4 0.9 1.3 1.6
01Jan2000 00:18 1.6 0.4 0.9 1.3 1.6
01Jan2000 00:19 1.6 0.4 0.9 1.4 1.6
01Jan2000 00:20 1.6 0.4 0.9 1.4 1.6
01Jan2000 00:21 1.6 0.4 0.9 1.4 1.6
01Jan2000 00:22 1.6 0.4 0.9 1.4 1.6
01Jan2000 00:23 1.6 0.4 0.9 1.5 1.6
01Jan2000 00:24 1.6 0.4 0.9 1.5 1.6
01Jan2000 00:25 1.6 0.4 0.9 1.5 1.6
Page 1
Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
Obs Flow
(CFS)
01Jan2000 00:26 1.6 0.4 0.9 1.5 1.6
01Jan2000 00:27 1.6 0.4 0.9 1.5 1.6
01Jan2000 00:28 1.6 0.4 0.9 1.5 1.6
01Jan2000 00:29 1.6 0.4 0.9 1.5 1.6
01Jan2000 00:30 1.6 0.4 0.9 1.5 1.6
01Jan2000 00:31 1.6 0.4 0.9 1.6 1.6
01Jan2000 00:32 1.6 0.4 0.9 1.6 1.6
01Jan2000 00:33 1.6 0.4 0.9 1.6 1.6
01Jan2000 00:34 1.6 0.4 0.9 1.6 1.6
01Jan2000 00:35 1.6 0.4 0.9 1.6 1.6
01Jan2000 00:36 1.6 0.4 0.9 1.6 1.6
01Jan2000 00:37 1.6 0.4 0.9 1.6 1.6
01Jan2000 00:38 1.7 0.4 0.9 1.6 1.7
01Jan2000 00:39 1.7 0.4 0.9 1.6 1.7
01Jan2000 00:40 1.7 0.4 0.9 1.6 1.7
01Jan2000 00:41 1.7 0.4 0.9 1.6 1.7
01Jan2000 00:42 1.7 0.4 0.9 1.6 1.7
01Jan2000 00:43 1.7 0.4 0.9 1.6 1.7
01Jan2000 00:44 1.7 0.4 0.9 1.6 1.7
01Jan2000 00:45 1.7 0.4 0.9 1.6 1.7
01Jan2000 00:46 1.7 0.4 0.9 1.7 1.7
01Jan2000 00:47 1.7 0.4 0.9 1.7 1.7
01Jan2000 00:48 1.7 0.4 0.9 1.7 1.7
01Jan2000 00:49 1.7 0.4 0.9 1.7 1.7
01Jan2000 00:50 1.7 0.4 0.9 1.7 1.7
01Jan2000 00:51 1.7 0.4 0.9 1.7 1.7
01Jan2000 00:52 1.7 0.4 0.9 1.7 1.7
01Jan2000 00:53 1.8 0.4 0.9 1.7 1.8
01Jan2000 00:54 1.8 0.4 0.9 1.7 1.8
01Jan2000 00:55 1.8 0.4 0.9 1.7 1.8
01Jan2000 00:56 1.8 0.4 0.9 1.7 1.8
Page 2
Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
Obs Flow
(CFS)
01Jan2000 00:57 1.8 0.4 0.9 1.7 1.8
01Jan2000 00:58 1.8 0.4 0.9 1.7 1.8
01Jan2000 00:59 1.8 0.4 0.9 1.7 1.8
01Jan2000 01:00 1.8 0.4 0.9 1.7 1.8
01Jan2000 01:01 1.8 0.4 0.9 1.7 1.8
01Jan2000 01:02 1.8 0.4 0.9 1.8 1.8
01Jan2000 01:03 1.8 0.4 0.9 1.8 1.8
01Jan2000 01:04 1.8 0.4 0.9 1.8 1.8
01Jan2000 01:05 1.8 0.4 0.9 1.8 1.8
01Jan2000 01:06 1.8 0.4 0.9 1.8 1.8
01Jan2000 01:07 1.8 0.4 0.9 1.8 1.8
01Jan2000 01:08 1.9 0.4 0.9 1.8 1.9
01Jan2000 01:09 1.9 0.4 0.9 1.8 1.9
01Jan2000 01:10 1.9 0.4 0.9 1.8 1.9
01Jan2000 01:11 1.9 0.4 0.9 1.8 1.9
01Jan2000 01:12 1.9 0.4 0.9 1.8 1.9
01Jan2000 01:13 1.9 0.4 0.9 1.8 1.9
01Jan2000 01:14 1.9 0.4 0.9 1.8 1.9
01Jan2000 01:15 1.9 0.4 0.9 1.8 1.9
01Jan2000 01:16 1.9 0.4 0.9 1.8 1.9
01Jan2000 01:17 1.9 0.4 0.9 1.9 1.9
01Jan2000 01:18 1.9 0.4 0.9 1.9 1.9
01Jan2000 01:19 1.9 0.4 0.9 1.9 1.9
01Jan2000 01:20 1.9 0.4 0.9 1.9 1.9
01Jan2000 01:21 1.9 0.4 0.9 1.9 1.9
01Jan2000 01:22 1.9 0.4 0.9 1.9 1.9
01Jan2000 01:23 2.0 0.4 0.9 1.9 2.0
01Jan2000 01:24 2.0 0.4 0.9 1.9 2.0
01Jan2000 01:25 2.0 0.4 0.9 1.9 2.0
01Jan2000 01:26 2.0 0.4 0.9 1.9 2.0
01Jan2000 01:27 2.0 0.4 0.9 1.9 2.0
Page 3
Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
Obs Flow
(CFS)
01Jan2000 01:28 2.0 0.4 0.9 1.9 2.0
01Jan2000 01:29 2.0 0.4 0.9 1.9 2.0
01Jan2000 01:30 2.0 0.4 0.9 1.9 2.0
01Jan2000 01:31 2.0 0.4 0.9 1.9 2.0
01Jan2000 01:32 2.0 0.4 0.9 1.9 2.0
01Jan2000 01:33 2.0 0.4 0.9 2.0 2.0
01Jan2000 01:34 2.0 0.4 0.9 2.0 2.0
01Jan2000 01:35 2.0 0.4 0.9 2.0 2.0
01Jan2000 01:36 2.0 0.4 0.9 2.0 2.0
01Jan2000 01:37 2.0 0.4 0.9 2.0 2.0
01Jan2000 01:38 2.1 0.4 0.9 2.0 2.1
01Jan2000 01:39 2.1 0.4 0.9 2.0 2.1
01Jan2000 01:40 2.1 0.4 0.9 2.0 2.1
01Jan2000 01:41 2.1 0.4 0.9 2.0 2.1
01Jan2000 01:42 2.1 0.4 0.9 2.0 2.1
01Jan2000 01:43 2.1 0.4 0.9 2.0 2.1
01Jan2000 01:44 2.1 0.4 0.9 2.0 2.1
01Jan2000 01:45 2.1 0.4 0.9 2.0 2.1
01Jan2000 01:46 2.1 0.4 0.9 2.0 2.1
01Jan2000 01:47 2.1 0.4 0.9 2.0 2.1
01Jan2000 01:48 2.1 0.4 0.9 2.1 2.1
01Jan2000 01:49 2.1 0.4 0.9 2.1 2.1
01Jan2000 01:50 2.1 0.4 0.9 2.1 2.1
01Jan2000 01:51 2.1 0.4 0.9 2.1 2.1
01Jan2000 01:52 2.1 0.4 0.9 2.1 2.1
01Jan2000 01:53 2.2 0.4 0.9 2.1 2.2
01Jan2000 01:54 2.2 0.4 0.9 2.1 2.2
01Jan2000 01:55 2.2 0.4 0.9 2.1 2.2
01Jan2000 01:56 2.2 0.4 0.9 2.1 2.2
01Jan2000 01:57 2.2 0.4 0.9 2.1 2.2
01Jan2000 01:58 2.2 0.4 0.9 2.1 2.2
Page 4
Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
Obs Flow
(CFS)
01Jan2000 01:59 2.2 0.4 0.9 2.1 2.2
01Jan2000 02:00 2.2 0.4 0.9 2.1 2.2
01Jan2000 02:01 2.2 0.4 0.9 2.1 2.2
01Jan2000 02:02 2.2 0.4 0.9 2.1 2.2
01Jan2000 02:03 2.3 0.4 0.9 2.2 2.3
01Jan2000 02:04 2.3 0.4 0.9 2.2 2.3
01Jan2000 02:05 2.3 0.4 0.9 2.2 2.3
01Jan2000 02:06 2.3 0.4 0.9 2.2 2.3
01Jan2000 02:07 2.3 0.4 0.9 2.2 2.3
01Jan2000 02:08 2.4 0.4 0.9 2.2 2.4
01Jan2000 02:09 2.4 0.4 0.9 2.2 2.4
01Jan2000 02:10 2.4 0.4 0.9 2.2 2.4
01Jan2000 02:11 2.4 0.4 0.9 2.3 2.4
01Jan2000 02:12 2.4 0.4 0.9 2.3 2.4
01Jan2000 02:13 2.5 0.4 0.9 2.3 2.5
01Jan2000 02:14 2.5 0.4 0.9 2.3 2.5
01Jan2000 02:15 2.5 0.4 0.9 2.3 2.5
01Jan2000 02:16 2.5 0.4 0.9 2.3 2.5
01Jan2000 02:17 2.5 0.4 0.9 2.3 2.5
01Jan2000 02:18 2.5 0.4 0.9 2.4 2.5
01Jan2000 02:19 2.5 0.4 0.9 2.4 2.5
01Jan2000 02:20 2.5 0.4 0.9 2.4 2.5
01Jan2000 02:21 2.5 0.4 0.9 2.4 2.5
01Jan2000 02:22 2.5 0.4 0.9 2.4 2.5
01Jan2000 02:23 2.6 0.4 0.9 2.4 2.6
01Jan2000 02:24 2.6 0.4 0.9 2.4 2.6
01Jan2000 02:25 2.6 0.4 0.9 2.4 2.6
01Jan2000 02:26 2.6 0.4 0.9 2.5 2.6
01Jan2000 02:27 2.6 0.4 0.9 2.5 2.6
01Jan2000 02:28 2.6 0.4 0.9 2.5 2.6
01Jan2000 02:29 2.6 0.4 0.9 2.5 2.6
Page 5
Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
Obs Flow
(CFS)
01Jan2000 02:30 2.6 0.4 0.9 2.5 2.6
01Jan2000 02:31 2.6 0.4 0.9 2.5 2.6
01Jan2000 02:32 2.7 0.4 0.9 2.5 2.7
01Jan2000 02:33 2.7 0.4 0.9 2.5 2.7
01Jan2000 02:34 2.7 0.4 0.9 2.5 2.7
01Jan2000 02:35 2.7 0.4 0.9 2.5 2.7
01Jan2000 02:36 2.8 0.4 0.9 2.6 2.8
01Jan2000 02:37 2.8 0.4 0.9 2.6 2.8
01Jan2000 02:38 2.8 0.4 0.9 2.6 2.8
01Jan2000 02:39 2.8 0.4 0.9 2.6 2.8
01Jan2000 02:40 2.9 0.4 0.9 2.6 2.9
01Jan2000 02:41 2.9 0.4 0.9 2.6 2.9
01Jan2000 02:42 2.9 0.4 0.9 2.7 2.9
01Jan2000 02:43 2.9 0.4 0.9 2.7 2.9
01Jan2000 02:44 3.0 0.4 0.9 2.7 3.0
01Jan2000 02:45 3.0 0.4 0.9 2.7 3.0
01Jan2000 02:46 3.0 0.4 0.9 2.7 3.0
01Jan2000 02:47 3.0 0.4 0.9 2.8 3.0
01Jan2000 02:48 3.1 0.4 0.9 2.8 3.1
01Jan2000 02:49 3.1 0.4 0.9 2.8 3.1
01Jan2000 02:50 3.1 0.4 0.9 2.8 3.1
01Jan2000 02:51 3.1 0.4 0.9 2.8 3.1
01Jan2000 02:52 3.1 0.4 0.9 2.9 3.1
01Jan2000 02:53 3.2 0.4 0.9 2.9 3.2
01Jan2000 02:54 3.2 0.4 0.9 2.9 3.2
01Jan2000 02:55 3.2 0.4 0.9 2.9 3.2
01Jan2000 02:56 3.2 0.4 0.9 2.9 3.2
01Jan2000 02:57 3.2 0.4 0.9 3.0 3.2
01Jan2000 02:58 3.3 0.4 0.9 3.0 3.3
01Jan2000 02:59 3.3 0.4 0.9 3.0 3.3
01Jan2000 03:00 3.3 0.4 0.9 3.0 3.3
Page 6
Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
Obs Flow
(CFS)
01Jan2000 03:01 3.3 0.4 0.9 3.0 3.3
01Jan2000 03:02 3.4 0.4 0.9 3.1 3.4
01Jan2000 03:03 3.4 0.4 0.9 3.1 3.4
01Jan2000 03:04 3.5 0.4 0.9 3.1 3.5
01Jan2000 03:05 3.5 0.4 0.9 3.1 3.5
01Jan2000 03:06 3.6 0.4 0.9 3.2 3.6
01Jan2000 03:07 3.6 0.4 1.0 3.2 3.6
01Jan2000 03:08 3.7 0.4 1.0 3.2 3.7
01Jan2000 03:09 3.7 0.4 1.0 3.2 3.7
01Jan2000 03:10 3.8 0.4 1.0 3.3 3.8
01Jan2000 03:11 3.8 0.4 1.0 3.3 3.8
01Jan2000 03:12 3.9 0.4 1.0 3.3 3.9
01Jan2000 03:13 3.9 0.4 1.0 3.4 3.9
01Jan2000 03:14 4.0 0.4 1.0 3.4 4.0
01Jan2000 03:15 4.0 0.5 1.0 3.4 4.0
01Jan2000 03:16 4.0 0.5 1.0 3.5 4.0
01Jan2000 03:17 4.1 0.5 1.0 3.5 4.1
01Jan2000 03:18 4.1 0.5 1.0 3.5 4.1
01Jan2000 03:19 4.2 0.5 1.0 3.6 4.2
01Jan2000 03:20 4.2 0.5 1.0 3.6 4.2
01Jan2000 03:21 4.2 0.5 1.0 3.6 4.2
01Jan2000 03:22 4.3 0.5 1.0 3.7 4.3
01Jan2000 03:23 4.3 0.5 1.0 3.7 4.3
01Jan2000 03:24 4.4 0.5 1.0 3.7 4.4
01Jan2000 03:25 4.4 0.5 1.0 3.8 4.4
01Jan2000 03:26 4.4 0.5 1.0 3.8 4.4
01Jan2000 03:27 4.5 0.5 1.0 3.8 4.5
01Jan2000 03:28 4.5 0.5 1.0 3.9 4.5
01Jan2000 03:29 4.6 0.5 1.0 3.9 4.6
01Jan2000 03:30 4.6 0.5 1.0 3.9 4.6
01Jan2000 03:31 4.7 0.5 1.0 4.0 4.7
Page 7
Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
Obs Flow
(CFS)
01Jan2000 03:32 4.9 0.5 1.0 4.0 4.9
01Jan2000 03:33 5.0 0.5 1.0 4.0 5.0
01Jan2000 03:34 5.2 0.5 1.0 4.1 5.2
01Jan2000 03:35 5.3 0.5 1.0 4.2 5.3
01Jan2000 03:36 5.4 0.5 1.0 4.2 5.4
01Jan2000 03:37 5.6 0.5 1.0 4.3 5.6
01Jan2000 03:38 5.7 0.5 1.0 4.3 5.7
01Jan2000 03:39 5.9 0.5 1.0 4.4 5.9
01Jan2000 03:40 6.0 0.5 1.0 4.5 6.0
01Jan2000 03:41 6.1 0.5 1.0 4.5 6.1
01Jan2000 03:42 6.3 0.5 1.0 4.6 6.3
01Jan2000 03:43 6.4 0.5 1.0 4.7 6.4
01Jan2000 03:44 6.6 0.5 1.0 4.7 6.6
01Jan2000 03:45 6.7 0.5 1.0 4.8 6.7
01Jan2000 03:46 6.7 0.5 1.1 4.9 6.7
01Jan2000 03:47 6.7 0.5 1.1 5.0 6.7
01Jan2000 03:48 6.7 0.5 1.1 5.0 6.7
01Jan2000 03:49 6.7 0.5 1.1 5.1 6.7
01Jan2000 03:50 6.7 0.5 1.1 5.2 6.7
01Jan2000 03:51 6.7 0.5 1.1 5.2 6.7
01Jan2000 03:52 6.7 0.5 1.1 5.3 6.7
01Jan2000 03:53 6.7 0.5 1.1 5.3 6.7
01Jan2000 03:54 6.7 0.5 1.1 5.4 6.7
01Jan2000 03:55 6.7 0.5 1.1 5.4 6.7
01Jan2000 03:56 6.7 0.5 1.1 5.5 6.7
01Jan2000 03:57 6.7 0.5 1.1 5.5 6.7
01Jan2000 03:58 6.7 0.5 1.1 5.6 6.7
01Jan2000 03:59 6.7 0.5 1.1 5.6 6.7
01Jan2000 04:00 6.7 0.5 1.1 5.6 6.7
01Jan2000 04:01 8.7 0.5 1.1 5.7 8.7
01Jan2000 04:02 10.7 0.5 1.1 5.8 10.7
Page 8
Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
Obs Flow
(CFS)
01Jan2000 04:03 12.7 0.5 1.1 6.0 12.7
01Jan2000 04:04 14.7 0.5 1.2 6.3 14.7
01Jan2000 04:05 16.7 0.6 1.2 6.6 16.7
01Jan2000 04:06 18.7 0.6 1.2 6.9 18.7
01Jan2000 04:07 20.7 0.6 1.3 7.2 20.7
01Jan2000 04:08 22.7 0.6 1.3 7.6 22.7
01Jan2000 04:09 24.7 0.6 1.4 8.0 24.7
01Jan2000 04:10 26.7 0.7 1.4 8.4 26.7
01Jan2000 04:11 28.7 0.7 1.5 8.9 28.7
01Jan2000 04:12 30.7 0.7 1.5 9.3 30.7
01Jan2000 04:13 32.7 0.7 1.6 9.8 32.7
01Jan2000 04:14 34.7 0.8 1.7 10.2 34.7
01Jan2000 04:15 36.7 0.8 1.7 10.7 36.7
01Jan2000 04:16 34.6 0.8 1.8 11.2 34.6
01Jan2000 04:17 32.5 0.9 1.9 11.5 32.5
01Jan2000 04:18 30.4 0.9 1.9 11.9 30.4
01Jan2000 04:19 28.4 0.9 2.0 12.2 28.4
01Jan2000 04:20 26.3 0.9 2.0 12.4 26.3
01Jan2000 04:21 24.2 1.0 2.1 12.6 24.2
01Jan2000 04:22 22.1 1.0 2.1 12.8 22.1
01Jan2000 04:23 20.0 1.0 2.1 12.9 20.0
01Jan2000 04:24 17.9 1.0 2.1 13.0 17.9
01Jan2000 04:25 15.8 1.0 2.1 13.0 15.8
01Jan2000 04:26 13.7 1.0 2.1 13.1 13.7
01Jan2000 04:27 11.7 1.0 2.1 13.1 11.7
01Jan2000 04:28 9.6 1.0 2.1 13.0 9.6
01Jan2000 04:29 7.5 1.0 2.1 13.0 7.5
01Jan2000 04:30 5.4 1.0 2.1 12.9 5.4
01Jan2000 04:31 5.3 1.0 2.1 12.7 5.3
01Jan2000 04:32 5.2 1.0 2.1 12.6 5.2
01Jan2000 04:33 5.0 1.0 2.0 12.5 5.0
Page 9
Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
Obs Flow
(CFS)
01Jan2000 04:34 4.9 0.9 2.0 12.4 4.9
01Jan2000 04:35 4.8 0.9 2.0 12.3 4.8
01Jan2000 04:36 4.7 0.9 2.0 12.2 4.7
01Jan2000 04:37 4.6 0.9 2.0 12.0 4.6
01Jan2000 04:38 4.4 0.9 1.9 11.9 4.4
01Jan2000 04:39 4.3 0.9 1.9 11.8 4.3
01Jan2000 04:40 4.2 0.9 1.9 11.7 4.2
01Jan2000 04:41 4.1 0.9 1.9 11.5 4.1
01Jan2000 04:42 4.0 0.9 1.8 11.4 4.0
01Jan2000 04:43 3.8 0.9 1.8 11.3 3.8
01Jan2000 04:44 3.7 0.8 1.8 11.1 3.7
01Jan2000 04:45 3.6 0.8 1.8 11.0 3.6
01Jan2000 04:46 3.5 0.8 1.8 10.9 3.5
01Jan2000 04:47 3.5 0.8 1.7 10.7 3.5
01Jan2000 04:48 3.4 0.8 1.7 10.6 3.4
01Jan2000 04:49 3.4 0.8 1.7 10.5 3.4
01Jan2000 04:50 3.3 0.8 1.7 10.3 3.3
01Jan2000 04:51 3.3 0.8 1.7 10.2 3.3
01Jan2000 04:52 3.2 0.8 1.6 10.1 3.2
01Jan2000 04:53 3.2 0.8 1.6 9.9 3.2
01Jan2000 04:54 3.1 0.7 1.6 9.8 3.1
01Jan2000 04:55 3.1 0.7 1.6 9.7 3.1
01Jan2000 04:56 3.0 0.7 1.6 9.5 3.0
01Jan2000 04:57 3.0 0.7 1.5 9.4 3.0
01Jan2000 04:58 2.9 0.7 1.5 9.3 2.9
01Jan2000 04:59 2.9 0.7 1.5 9.1 2.9
01Jan2000 05:00 2.8 0.7 1.5 9.0 2.8
01Jan2000 05:01 2.8 0.7 1.5 8.9 2.8
01Jan2000 05:02 2.7 0.7 1.4 8.7 2.7
01Jan2000 05:03 2.7 0.7 1.4 8.6 2.7
01Jan2000 05:04 2.7 0.7 1.4 8.5 2.7
Page 10
Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
Obs Flow
(CFS)
01Jan2000 05:05 2.7 0.7 1.4 8.3 2.7
01Jan2000 05:06 2.6 0.6 1.4 8.2 2.6
01Jan2000 05:07 2.6 0.6 1.4 8.1 2.6
01Jan2000 05:08 2.6 0.6 1.3 7.9 2.6
01Jan2000 05:09 2.6 0.6 1.3 7.8 2.6
01Jan2000 05:10 2.5 0.6 1.3 7.7 2.5
01Jan2000 05:11 2.5 0.6 1.3 7.5 2.5
01Jan2000 05:12 2.5 0.6 1.3 7.4 2.5
01Jan2000 05:13 2.5 0.6 1.3 7.3 2.5
01Jan2000 05:14 2.4 0.6 1.3 7.1 2.4
01Jan2000 05:15 2.4 0.6 1.2 7.0 2.4
01Jan2000 05:16 2.4 0.6 1.2 6.9 2.4
01Jan2000 05:17 2.4 0.6 1.2 6.7 2.4
01Jan2000 05:18 2.3 0.6 1.2 6.6 2.3
01Jan2000 05:19 2.3 0.6 1.2 6.5 2.3
01Jan2000 05:20 2.3 0.6 1.2 6.4 2.3
01Jan2000 05:21 2.3 0.5 1.2 6.2 2.3
01Jan2000 05:22 2.3 0.5 1.2 6.1 2.3
01Jan2000 05:23 2.2 0.5 1.1 6.0 2.2
01Jan2000 05:24 2.2 0.5 1.1 5.9 2.2
01Jan2000 05:25 2.2 0.5 1.1 5.7 2.2
01Jan2000 05:26 2.2 0.5 1.1 5.6 2.2
01Jan2000 05:27 2.2 0.5 1.1 5.5 2.2
01Jan2000 05:28 2.1 0.5 1.1 5.4 2.1
01Jan2000 05:29 2.1 0.5 1.1 5.3 2.1
01Jan2000 05:30 2.1 0.5 1.1 5.2 2.1
01Jan2000 05:31 2.1 0.5 1.1 5.0 2.1
01Jan2000 05:32 2.1 0.5 1.1 4.9 2.1
01Jan2000 05:33 2.0 0.5 1.0 4.8 2.0
01Jan2000 05:34 2.0 0.5 1.0 4.7 2.0
01Jan2000 05:35 2.0 0.5 1.0 4.6 2.0
Page 11
Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
Obs Flow
(CFS)
01Jan2000 05:36 2.0 0.5 1.0 4.5 2.0
01Jan2000 05:37 2.0 0.5 1.0 4.4 2.0
01Jan2000 05:38 1.9 0.5 1.0 4.3 1.9
01Jan2000 05:39 1.9 0.5 1.0 4.1 1.9
01Jan2000 05:40 1.9 0.5 1.0 4.0 1.9
01Jan2000 05:41 1.9 0.5 1.0 3.9 1.9
01Jan2000 05:42 1.9 0.5 1.0 3.8 1.9
01Jan2000 05:43 1.8 0.5 1.0 3.7 1.8
01Jan2000 05:44 1.8 0.5 1.0 3.6 1.8
01Jan2000 05:45 1.8 0.5 1.0 3.5 1.8
01Jan2000 05:46 1.8 0.5 1.0 3.4 1.8
01Jan2000 05:47 1.8 0.4 1.0 3.4 1.8
01Jan2000 05:48 1.8 0.4 1.0 3.3 1.8
01Jan2000 05:49 1.8 0.4 1.0 3.2 1.8
01Jan2000 05:50 1.8 0.4 0.9 3.1 1.8
01Jan2000 05:51 1.8 0.4 0.9 3.0 1.8
01Jan2000 05:52 1.8 0.4 0.9 2.9 1.8
01Jan2000 05:53 1.7 0.4 0.9 2.8 1.7
01Jan2000 05:54 1.7 0.4 0.9 2.8 1.7
01Jan2000 05:55 1.7 0.4 0.9 2.7 1.7
01Jan2000 05:56 1.7 0.4 0.9 2.6 1.7
01Jan2000 05:57 1.7 0.4 0.9 2.6 1.7
01Jan2000 05:58 1.7 0.4 0.9 2.5 1.7
01Jan2000 05:59 1.7 0.4 0.9 2.4 1.7
01Jan2000 06:00 1.7 0.4 0.9 2.4 1.7
01Jan2000 06:01 1.6 0.4 0.9 2.3 1.6
01Jan2000 06:02 1.5 0.4 0.9 2.3 1.5
01Jan2000 06:03 1.4 0.4 0.9 2.2 1.4
01Jan2000 06:04 1.2 0.4 0.9 2.1 1.2
01Jan2000 06:05 1.1 0.4 0.9 2.0 1.1
01Jan2000 06:06 1.0 0.4 0.9 1.9 1.0
Page 12
Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
Obs Flow
(CFS)
01Jan2000 06:07 0.9 0.4 0.9 1.8 0.9
01Jan2000 06:08 0.8 0.4 0.9 1.7 0.8
01Jan2000 06:09 0.7 0.4 0.9 1.6 0.7
01Jan2000 06:10 0.6 0.4 0.9 1.5 0.6
01Jan2000 06:11 0.5 0.4 0.9 1.4 0.5
01Jan2000 06:12 0.3 0.4 0.9 1.2 0.3
01Jan2000 06:13 0.2 0.4 0.9 1.1 0.2
01Jan2000 06:14 0.1 0.4 0.9 0.9 0.1
01Jan2000 06:15 0.0 0.4 0.9 0.7 0.0
Page 13
Detention 2552
Code C Area C x A
Factor (ac.)
2564 2563 2 0.54 0.16 0.09
2563 2563.1 6 0.51 1.93 0.98
2563.1 2563.2 2 0.51 0.55 0.28
2563.2 2562 6 0.51 0.55 0.28
2561 2560 2 0.51 0.13 0.07
2560 2560.1 6 0.51 1.96 1.00
2560.1 2560.2 2 0.51 0.4 0.20
2560.2 2559 6 0.51 0.97 0.49
2557 2556 2 0.51 0.16 0.08
2556 2555 6 0.51 3.46 1.76
Total 10.27 5.24
Avg C = 0.51
Node to Node
Mesa - Basin at Node 2552
RATIONAL METHOD HYDROGRAPH PROGRAM
COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY
RUN DATE 2/6/2017
TIME OF CONCENTRATION 11 MIN.
6 HOUR RAINFALL 3.5 INCHES
BASIN AREA 10.3 ACRES
RUNOFF COEFFICIENT 0.51
PEAK DISCHARGE 30.84 CFS
TIME (MIN) = 0 DISCHARGE (CFS) = 0
TIME (MIN) = 11 DISCHARGE (CFS) = 1.1
TIME (MIN) = 22 DISCHARGE (CFS) = 1.1
TIME (MIN) = 33 DISCHARGE (CFS) = 1.2
TIME (MIN) = 44 DISCHARGE (CFS) = 1.2
TIME (MIN) = 55 DISCHARGE (CFS) = 1.2
TIME (MIN) = 66 DISCHARGE (CFS) = 1.3
TIME (MIN) = 77 DISCHARGE (CFS) = 1.3
TIME (MIN) = 88 DISCHARGE (CFS) = 1.4
TIME (MIN) = 99 DISCHARGE (CFS) = 1.5
TIME (MIN) = 110 DISCHARGE (CFS) = 1.5
TIME (MIN) = 121 DISCHARGE (CFS) = 1.6
TIME (MIN) = 132 DISCHARGE (CFS) = 1.7
TIME (MIN) = 143 DISCHARGE (CFS) = 1.8
TIME (MIN) = 154 DISCHARGE (CFS) = 1.9
TIME (MIN) = 165 DISCHARGE (CFS) = 2.1
TIME (MIN) = 176 DISCHARGE (CFS) = 2.3
TIME (MIN) = 187 DISCHARGE (CFS) = 2.6
TIME (MIN) = 198 DISCHARGE (CFS) = 2.8
TIME (MIN) = 209 DISCHARGE (CFS) = 3.4
TIME (MIN) = 220 DISCHARGE (CFS) = 3.9
TIME (MIN) = 231 DISCHARGE (CFS) = 5.8
TIME (MIN) = 242 DISCHARGE (CFS) = 6.4
TIME (MIN) = 253 DISCHARGE (CFS) = 30.84
TIME (MIN) = 264 DISCHARGE (CFS) = 4.6
TIME (MIN) = 275 DISCHARGE (CFS) = 3.1
TIME (MIN) = 286 DISCHARGE (CFS) = 2.4
TIME (MIN) = 297 DISCHARGE (CFS) = 2
TIME (MIN) = 308 DISCHARGE (CFS) = 1.8
TIME (MIN) = 319 DISCHARGE (CFS) = 1.6
TIME (MIN) = 330 DISCHARGE (CFS) = 1.4
TIME (MIN) = 341 DISCHARGE (CFS) = 1.3
TIME (MIN) = 352 DISCHARGE (CFS) = 1.2
TIME (MIN) = 363 DISCHARGE (CFS) = 1.1
TIME (MIN) = 374 DISCHARGE (CFS) = 0
Detention Basin 2552 Proposed Conditions
Inflow Hydrograph Interpolation
Peak Discharge= 30.84 cfs
Time of Concentration= 11 minutes
HEC-HMS Time Interval Used= 1 minutes
Time Rick RatHydro Q Interpolated Q Q
min cfs cfs cfs
0 0.0 0.0
1 0.1 0.1 11
2 0.2 0.2 5.5
3 0.3 0.3 3.666667
4 0.4 0.4 2.75
5 0.5 0.5 2.2
6 0.6 0.6 1.833333
7 0.7 0.7 1.571429
8 0.8 0.8 1.375
9 0.9 0.9 1.222222
10 1.0 1.0 1.1
11 1.1 1.1
12 1.1 1.1 11
13 1.1 1.1 5.5
14 1.1 1.1 3.666667
15 1.1 1.1 2.75
16 1.1 1.1 2.2
17 1.1 1.1 1.833333
18 1.1 1.1 1.571429
19 1.1 1.1 1.375
20 1.1 1.1 1.222222
21 1.1 1.1 1.1
22 1.1 1.1
23 1.1 1.1 11
24 1.1 1.1 5.5
25 1.1 1.1 3.666667
26 1.1 1.1 2.75
27 1.1 1.1 2.2
28 1.2 1.2 1.833333
29 1.2 1.2 1.571429
30 1.2 1.2 1.375
31 1.2 1.2 1.222222
32 1.2 1.2 1.1
33 1.2 1.2
34 1.2 1.2 11
35 1.2 1.2 5.5
36 1.2 1.2 3.666667
37 1.2 1.2 2.75
38 1.2 1.2 2.2
39 1.2 1.2 1.833333
40 1.2 1.2 1.571429
41 1.2 1.2 1.375
42 1.2 1.2 1.222222
43 1.2 1.2 1.1
44 1.2 1.2
45 1.2 1.2 11
46 1.2 1.2 5.5
47 1.2 1.2 3.666667
48 1.2 1.2 2.75
49 1.2 1.2 2.2
50 1.2 1.2 1.833333
51 1.2 1.2 1.571429
52 1.2 1.2 1.375
53 1.2 1.2 1.222222
54 1.2 1.2 1.1
55 1.2 1.2
56 1.2 1.2 11
57 1.2 1.2 5.5
58 1.2 1.2 3.666667
59 1.2 1.2 2.75
60 1.2 1.2 2.2
61 1.3 1.3 1.833333
62 1.3 1.3 1.571429
63 1.3 1.3 1.375
64 1.3 1.3 1.222222
65 1.3 1.3 1.1
66 1.3 1.3
67 1.3 1.3 11
68 1.3 1.3 5.5
69 1.3 1.3 3.666667
70 1.3 1.3 2.75
71 1.3 1.3 2.2
72 1.3 1.3 1.833333
73 1.3 1.3 1.571429
74 1.3 1.3 1.375
75 1.3 1.3 1.222222
76 1.3 1.3 1.1
77 1.3 1.3
78 1.3 1.3 11
79 1.3 1.3 5.5
80 1.3 1.3 3.666667
81 1.3 1.3 2.75
82 1.3 1.3 2.2
83 1.4 1.4 1.833333
84 1.4 1.4 1.571429
85 1.4 1.4 1.375
86 1.4 1.4 1.222222
87 1.4 1.4 1.1
88 1.4 1.4
89 1.4 1.4 11
90 1.4 1.4 5.5
91 1.4 1.4 3.666667
92 1.4 1.4 2.75
93 1.4 1.4 2.2
94 1.5 1.5 1.833333
95 1.5 1.5 1.571429
96 1.5 1.5 1.375
97 1.5 1.5 1.222222
98 1.5 1.5 1.1
99 1.5 1.5
100 1.5 1.5 11
101 1.5 1.5 5.5
102 1.5 1.5 3.666667
103 1.5 1.5 2.75
104 1.5 1.5 2.2
105 1.5 1.5 1.833333
106 1.5 1.5 1.571429
107 1.5 1.5 1.375
108 1.5 1.5 1.222222
109 1.5 1.5 1.1
110 1.5 1.5
111 1.5 1.5 11
112 1.5 1.5 5.5
113 1.5 1.5 3.666667
114 1.5 1.5 2.75
115 1.5 1.5 2.2
116 1.6 1.6 1.833333
117 1.6 1.6 1.571429
118 1.6 1.6 1.375
119 1.6 1.6 1.222222
120 1.6 1.6 1.1
121 1.6 1.6
122 1.6 1.6 11
123 1.6 1.6 5.5
124 1.6 1.6 3.666667
125 1.6 1.6 2.75
126 1.6 1.6 2.2
127 1.7 1.7 1.833333
128 1.7 1.7 1.571429
129 1.7 1.7 1.375
130 1.7 1.7 1.222222
131 1.7 1.7 1.1
132 1.7 1.7
133 1.7 1.7 11
134 1.7 1.7 5.5
135 1.7 1.7 3.666667
136 1.7 1.7 2.75
137 1.7 1.7 2.2
138 1.8 1.8 1.833333
139 1.8 1.8 1.571429
140 1.8 1.8 1.375
141 1.8 1.8 1.222222
142 1.8 1.8 1.1
143 1.8 1.8
144 1.8 1.8 11
145 1.8 1.8 5.5
146 1.8 1.8 3.666667
147 1.8 1.8 2.75
148 1.8 1.8 2.2
149 1.9 1.9 1.833333
150 1.9 1.9 1.571429
151 1.9 1.9 1.375
152 1.9 1.9 1.222222
153 1.9 1.9 1.1
154 1.9 1.9
155 1.9 1.9 11
156 1.9 1.9 5.5
157 2.0 2.0 3.666667
158 2.0 2.0 2.75
159 2.0 2.0 2.2
160 2.0 2.0 1.833333
161 2.0 2.0 1.571429
162 2.0 2.0 1.375
163 2.1 2.1 1.222222
164 2.1 2.1 1.1
165 2.1 2.1
166 2.1 2.1 11
167 2.1 2.1 5.5
168 2.2 2.2 3.666667
169 2.2 2.2 2.75
170 2.2 2.2 2.2
171 2.2 2.2 1.833333
172 2.2 2.2 1.571429
173 2.2 2.2 1.375
174 2.3 2.3 1.222222
175 2.3 2.3 1.1
176 2.3 2.3
177 2.3 2.3 11
178 2.4 2.4 5.5
179 2.4 2.4 3.666667
180 2.4 2.4 2.75
181 2.4 2.4 2.2
182 2.5 2.5 1.833333
183 2.5 2.5 1.571429
184 2.5 2.5 1.375
185 2.5 2.5 1.222222
186 2.6 2.6 1.1
187 2.6 2.6
188 2.6 2.6 11
189 2.6 2.6 5.5
190 2.7 2.7 3.666667
191 2.7 2.7 2.75
192 2.7 2.7 2.2
193 2.7 2.7 1.833333
194 2.7 2.7 1.571429
195 2.7 2.7 1.375
196 2.8 2.8 1.222222
197 2.8 2.8 1.1
198 2.8 2.8
199 2.9 2.9 11
200 2.9 2.9 5.5
201 3.0 3.0 3.666667
202 3.0 3.0 2.75
203 3.1 3.1 2.2
204 3.1 3.1