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HomeMy WebLinkAboutCitrus Ave/I 10 Storm Drain Vol 5 HYDROLOGIC and HYDRAULIC CALCULATIONS for Citrus Ave Storm Drain and Interstate 10 Channel VOLUME 5 Caltrans Permits : 08- 94 —N —DD -1199 08— SBd -10 -15.18 Prepared for : City of Fontana Community Development / Engineering Division 8353 Sierra Avenue •� P.O. Box 518 Fontana, California 92335 "" JULY, 1995 Prepared by : AIN ASL Consulting Engineers ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L O O D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986), SAN BERNARDINO(1986),KERN(1992), SAN JOAQUIN(1995), and COALINGA(1995) (c) Copyright 1989 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1206 Analysis prepared by: ASL Consulting Engineers One Jenner, Suite 200 Irvine, CA 92718 (714) 727 -7099 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * FLOOD ROUTING FOR I -10 CHANNEL FONTANA * WATERSHED # 1 REVISED mm* SCENARIO IV WITH STREET CAPACITY LIMITS # 1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: N:I1ORB401.UH1 TIME /DATE OF STUDY: 18:25 7/11/1995 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 241.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .390 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED �., MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .174 LOW LOSS FRACTION = .176 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .990 30- MINUTE FACTOR = .990 1 -HOUR FACTOR = .990 3 -HOUR FACTOR = .998 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES . UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.368 . RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) . 1 1.881 54.816 2 7.519 164.320 3 17.390 287.705 4 31.680 416.512 5 47.144 450.690 . 6 58.786 339.323 a 7 66.137 214.267 8 71.368 152.469 .. 9 75.288 114.248 10 78.386 90.276 . 11 80.990 75.902 12 83.152 63.022 13 85.059 55.572 14 86.676 47.126 15 88.056 40.226 -- 16 89.306 36.426 17 90.444 33.190 18 91.439 28.978 19 92.344 26.385 20 93.136 23.079 a 21 93.914 22.672 22 94.571 19.147 "' 23 95.199 18.318 24 95.822 18.151 25 96.301 13.960 q.. 26 96.716 12.090 27 97.131 12.100 28 97.546 12.090 29 97.939 11.472 30 98.139 5.813 an 31 98.292 4.465 32 98.446 4.481 - 33 98.599 4.460 34 98.752 4.476 35 98.905 4.465 ;.. 36 99.059 4.470 37 99.212 4.465 38 99.365 4.465 39 99.518 4.465 .. 40 99.672 4.465 a 41 99.825 4.465 42 99.978 4.465 - 43 100.000 .642 TOTAL STORM RAINFALL(INCHES) = 8.80 TOTAL SOIL - LOSS(INCHES) = 1.46 TOTAL EFFECTIVE RAINFALL(INCHES) = 7.34 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 29.3271 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 147.2502 gar a m m a 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H me HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) m 41 TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 " 14.083 64.8948 79.70 . Q V . . ,. 14.167 65.4545 81.27 . Q . V . . 14.250 66.0270 83.13 . Q . V . . • 14.333 66.6143 85.29 . Q . V . . 14.417 67.2176 87.59 . Q . V . . 14.500 67.8363 89.83 . Q . V . . 14.583 68.4697 91.97 . Q. V . . 14.667 69.1180 94.13 . Q. V . . 14.750 69.7816 96.35 . Q. V . . 14.833 70.4613 98.69 . Q. V. . ' 14.917 71.1581 101.18 . Q V. . . 15.000 71.8732 103.84 . Q V. . 15.083 72.6082 106.72 . Q V. . m 15.167 73.3648 109.85 . Q V. . 15.250 74.1451 113.29 . .Q V . `" 15.333 74.9516 117.10 . .Q V . 15.417 75.7873 121.35 . . Q V . 15.500 76.6559 126.12 . . Q V . 15.583 77.5624 131.61 . Q .V . 15.667 78.5127 137.99 . Q .V . - 15.750 79.5160 145.68 . Q .V . 15.833 80.5857 155.31 . . Q .V . 15.917 81.7468 168.60 . . Q . V . - 16.000 83.0462 188.68 . . Q . V . 16.083 84.6213 228.70 . . . Q . 16.167 86.5792 284.29 . . . V Q . . 16.250 88.9080 338.14 . . . V Q . `"` 16.333 91.5107 377.91 . . . V . Q . 16.417 94.0952 375.27 . . . V . Q 16.500 96.3379 325.63 . V . Q . mt 16.583 98.2063 271.30 . . . VQ . 16.667 99.8301 235.78 . . . Q V . ""' 16.750 101.2774 210.14 . . .Q V . 16.833 102.5935 191.10 . . Q. V . 16.917 103.8097 176.60 . . Q V . . m 17.000 104.9403 164.15 . . Q V . . 17.083 106.0015 154.10 . . Q . V . . "" 17.167 106.9974 144.60 . Q . V. . 17.250 107.9352 136.17 . Q . V. . 17.333 108.8234 128.96 . . Q . V. . • 17.417 109.6660 122.36 . . Q . V. . 17.500 110.4660 116.15 .Q . V . ' 17.583 111.2302 110.96 . .Q . V . 17.667 111.9608 106.09 . Q . V . • 17.750 112.6648 102.22 . Q . V . 17.833 113.3394 97.95 . Q. . V . 17.917 113.9905 94.55 . Q. . V . ." 18.000 114.6198 91.37 . Q. . .V . `' 18.083 115.2240 87.72 . Q . .V . 18.167 115.8124 85.44 . Q . .V . . 18.250 116.3941 84.45 Q . .V • 18.333 116.9731 84.08 . Q . .V . 18.417 117.5491 83.63 . Q . .V . -. 18.500 118.1115 81.66 . Q . . V 18.583 118.6656 80.45 . Q . . V . 18.667 119.2135 79.55 . 4 - . V . ,,,, 18.750 119.7550 78.63 Q . . V 18.833 120.2902 77.71 Q . . V ' 18.917 120.8190 76.79 . 4 - . V . 19.000 121.3415 75.87 Q . . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** q. FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< m MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 569.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. . INFLOW . (STREAM 1) < - -* <= flowby structure basin (maximum flowby Q = 569.0 cfs) storage . V STREAM 1 . FLOWBY .. .,r FLOWBY BASIN MODELING RESULTS: .. MODEL STREAM 1 STREAM 1 BASIN TIME INFLOW FLOWBY VOLUME "" (HRS) (CFS) (CFS) (AF) 14.083 79.7 79.7 .000 . 14.166 81.3 81.3 .000 14.249 83.1 83.1 .000 14.333 85.3 85.3 .000 14.416 87.6 87.6 .000 14.499 89.8 89.8 .000 14.583 92.0 92.0 .000 14.666 94.1 94.1 .000 ato 14.749 96.4 96.4 .000 14.833 98.7 98.7 .000 O 14.916 101.2 101.2 .000 02 14.999 103.8 103.8 .000 15.083 106.7 106.7 .000 15.166 109.9 109.9 .000 15.249 113.3 113.3 .000 W 15.333 117.1 117.1 .000 15.416 121.4 121.4 .000 15.499 126.1 126.1 .000 . 15.583 131.6 131.6 .000 15.666 138.0 138.0 .000 0 15.749 145.7 145.7 .000 15.833 155.3 155.3 .000 15.916 168.6 168.6 .000 . 15.999 188.7 188.7 .000 16.083 228.7 228.7 .000 16.166 284.3 284.3 .000 16.249 338.1 338.1 .000 0. 16.333 377.9 377.9 .000 16.416 375.3 375.3 .000 16.499 325.6 325.6 .000 16.583 271.3 271.3 .000 16.666 235.8 235.8 .000 16.749 210.1 210.1 .000 16.833 191.1 191.1 .000 16.916 176.6 176.6 .000 ... 16.999 164.2 164.2 .000 17.083 154.1 154.1 .000 17.166 144.6 144.6 .000 17.249 136.2 136.2 .000 17.333 129.0 129.0 .000 17.416 122.4 122.4 .000 17.499 116.2 116.2 .000 17.583 111.0 111.0 .000 17.666 106.1 106.1 .000 "' 17.749 102.2 102.2 .000 17.833 98.0 98.0 .000 17.916 94.5 94.5 .000 O 17.999 91.4 91.4 .000 18.083 87.7 87.7 .000 18.166 85.4 85.4 .000 18.249 84.5 84.5 .000 18.333 84.1 84.1 .000 40 18.416 83.6 83.6 .000 18.499 81.7 81.7 .000 0 18.583 80.5 80.5 .000 18.666 79.6 79.6 .000 18.749 78.6 78.6 .000 18.833 77.7 77.7 .000 18.916 76.8 76.8 .000 18.999 75.9 75.9 .000 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 m m » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< . STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 ,,,, 14.083 64.8948 79.70 . Q V . . 14.167 65.4545 81.27 . Q . V . . ' 14.250 66.0270 83.13 . Q . V . . 14.333 66.6143 85.29 . Q . V . . 14.417 67.2176 87.59 . Q . V . . m 14.500 67.8363 89.83 . Q . V . . 14.583 68.4697 91.97 . Q. V . . -* 14.667 69.1180 94.13 . Q. V . . 14.750 69.7816 96.35 . Q. V . . .. 14.833 70.4613 98.69 . Q. V. . . 14.917 71.1581 101.18 . Q V. . 15.000 71.8732 103.84 . Q V. . 4 ' 15.083 72.6082 106.72 . Q V. . 15.167 73.3648 109.85 . Q V. . • 15.250 74.1451 113.29 . .Q V . 15.333 74.9516 117.10 . .Q V . 15.417 75.7873 121.35 . . Q V . •*. 15.500 76.6559 126.12 . . Q V . 15.583 77.5624 131.61 . Q .V . w 15.667 78.5127 137.99 . Q .V . 15.750 79.5160 145.68 . Q .V . 15.833 80.5857 155.31 . Q .V . m 15.917 81.7468 168.60 . . Q . V . 16.000 83.0462 188.68 . . Q . V . °" 16.083 84.6213 228.70 . . Q 16.167 86.5792 284.29 . . V Q . 16.250 88.9080 338.14 . V Q . _ 16.333 91.5107 377.91 . . V Q . 16.417 94.0952 375.27 . . V Q . 16.500 96.3379 325.63 . . V . Q . 16.583 98.2063 271.30 . VQ . - 16.667 99.8301 235.78 . . . Q V . ,. 16.750 101.2774 210.14 . .Q V . 16.833 102.5935 191.10 . . Q. V . • 16.917 103.8097 176.60 . . Q V . . 17.000 104.9403 164.15 . Q V . . 17.083 106.0015 154.10 . Q . V . 17.167 106.9974 144.60 . Q V. 17.250 107.9352 136.17 Q . V. + 17.333 108.8234 128.96 . . Q . V. . 17.417 109.6660 122.36 . . Q V. ' 17.500 110.4660 116.15 . .4 V 4 17.583 111.2302 110.96 . .4 V 17.667 111.9608 106.09 . Q . V . m 17.750 112.6648 102.22 . Q . V . 17.833 113.3394 97.95 . Q. V 41 17.917 113.9905 94.55 . Q. V 18.000 114.6198 91.37 . Q. .V 18.083 115.2240 87.72 Q . .V . . 18.167 115.8124 85.44 . Q . .V 18.250 116.3941 84.45 . Q . .V ' 18.333 116.9731 84.08 . Q . .V '' 18.417 117.5491 83.63 . Q . .V 18.500 118.1115 81.66 . Q . . V - 18.583 118.6656 80.45 . Q . . V 40 18.667 119.2135 79.55 . Q . V 18.750 119.7550 78.63 . Q . V mil 18.833 120.2902 77.71 . Q . V 18.917 120.8190 76.79 . Q . V 19.000 121.3415 75.87 . Q . V 4 ' END OF FLOOD ROUTING ANALYSIS mo Am A. As Am Mr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L O O D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986), SAN BERNARDINO(1986),KERN(1992), SAN JOAQUIN(1995), and COALINGA(1995) (c) Copyright 1989 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1206 Analysis prepared by: ASL Consulting Engineers One Jenner, Suite 200 Irvine, CA 92718 (714) 727 -7099 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** FLOOD ROUTING FOR I -10 CHANNEL FONTANA * WATERSHEDS 1 & 2 REVISED * SCENARIO IV WITH STREET CAPACITY LIMITS # 1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: N:I10RB402.UH1 TIME /DATE OF STUDY: 18:25 7/11/1995 .-********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 241.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .390 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .174 LOW LOSS FRACTION = .176 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .985 30- MINUTE FACTOR = .985 1 -HOUR FACTOR = .985 3 -HOUR FACTOR = .998 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.368 . RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.881 54.816 _, 2 7.519 164.320 3 17.390 287.705 4 31.680 416.512 5 47.144 450.690 6 58.786 339.323 7 66.137 214.267 8 71.368 152.469 9 75.288 114.248 10 78.386 90.276 11 80.990 75.902 12 83.152 63.022 . 13 85.059 55.572 14 86.676 47.126 15 88.056 40.226 16 89.306 36.426 17 90.444 33.190 18 91.439 28.978 19 92.344 26.385 20 93.136 23.079 21 93.914 22.672 22 94.571 19.147 - 23 95.199 18.318 24 95.822 18.151 25 96.301 13.960 . 26 96.716 12.090 27 97.131 12.100 28 97.546 12.090 29 97.939 11.472 30 98.139 5.813 rr 31 98.292 4.465 32 98.446 4.481 33 98.599 4.460 34 98.752 4.476 35 98.905 4.465 .,. 36 99.059 4.470 37 99.212 4.465 38 99.365 4.465 39 99.518 4.465 40 99.672 4.465 dl 41 99.825 4.465 42 99.978 4.465 . 43 100.000 .642 sKI TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL — LOSS(INCHES) = 1.46 TOTAL EFFECTIVE RAINFALL(INCHES) = 7.33 TOTAL SOIL —LOSS VOLUME(ACRE —FEET) = 29.3310 TOTAL STORM RUNOFF VOLUME(ACRE —FEET) = 147.1495 .�w err ar dw Alf 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H mm HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) 4 ' TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 -" 14.083 64.8550 79.73 . Q V . . 14.167 65.4152 81.35 . Q . V . . 14.250 65.9887 83.27 . Q . V . . -- 14.333 66.5778 85.53 . Q . V . . 14.417 67.1835 87.95 . Q . V . . • 14.500 67.8052 90.27 . Q. V . . - 14.583 68.4421 92.47 . Q. V . . 14.667 69.0939 94.65 . Q. V . . • 14.750 69.7613 96.90 . Q. V . . 14.833 70.4449 99.26 . Q. V. . '" 14.917 71.1457 101.76 . Q V. . 15.000 71.8649 104.43 Q V. . 15.083 72.6040 107.31 . Q V. . ,. 15.167 73.3646 110.44 . .Q V. . 15.250 74.1489 113.88 . .Q V . '°" 15.333 74.9594 117.68 . .Q V . 15.417 75.7988 121.89 . . Q V . - 15.500 76.6706 126.57 . . Q V . „„ 15.583 77.5790 131.91 . Q .V . 15.667 78.5299 138.07 . Q .V . 15.750 79.5321 145.52 . Q .V . 15.833 80.5991 154.93 . Q .V . - 15.917 81.7564 168.03 . Q . V . 16.000 83.0505 187.90 . Q . V . 16.083 84.6181 227.62 . . QV . 16.167 86.5661 282.84 . . V Q . . 16.250 88.8825 336.34 . V Q - 16.333 91.4711 375.87 . . V Q . 16.417 94.0417 373.25 . . V Q 16.500 96.2728 323.96 . V . Q . ... 16.583 98.1327 270.06 . . VQ 16.667 99.7507 234.94 . . Q V . " 16.750 101.1946 209.66 . Q V . 16.833 102.5092 190.87 . Q. V . 16.917 103.7251 176.55 . 4 V . . =,w 17.000 104.8562 164.23 . Q V . . 17.083 105.9186 154.26 . Q . V • 17.167 106.9158 144.80 . Q V. . 17.250 107.8550 136.37 Q . V. . 17.333 108.7441 129.10 . . Q V. . 17.417 109.5873 122.43 . . 4 V. . 17.500 110.3874 116.18 . .4 V 41 17.583 111.1516 110.96 . .Q . V . 17.667 111.8822 106.08 . Q V . 17.750 112.5861 102.20 . Q . V . 17.833 113.2606 97.94 . Q. V 17.917 113.9117 94.54 . Q. . V . ^.. 18.000 114.5409 91.36 . Q. .V a" 18.083 115.1450 87.71 . Q . .V 18.167 115.7334 85.44 . Q . .V 18.250 116.3149 84.44 . Q . .V -111 18.333 116.8939 84.06 . Q . .V 18.417 117.4697 83.61 . Q . .V ^■ 18.500 118.0319 81.64 . Q . . V . 18.583 118.5858 80.42 . Q . . V 18.667 119.1335 79.52 Q . . V . 18.750 119.6748 78.59 . Q . . V 18.833 120.2096 77.66 . Q . . V ' 18.917 120.7381 76.74 . 4 - . V 19.000 121.2603 75.82 . Q - . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ... FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 2 . » »> FLOWBY STRUCTURE ROUTING MODEL« «< p.. MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: "" FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 569.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. _ INFLOW . (STREAM 1) <-- <= flowby structure basin (maximum flowby Q = 569.0 cfs) storage V STREAM 1 .. FLOWBY FLOWBY BASIN MODELING RESULTS: .,., MODEL STREAM 1 STREAM 1 BASIN TIME INFLOW FLOWBY VOLUME ,. (HRS) (CFS) (CFS) (AF) 14.083 79.7 79.7 .000 "" 14.166 81.3 81.3 .000 . 14.249 83.3 83.3 .000 14.333 85.5 85.5 .000 . 14.416 88.0 88.0 .000 a. 41A■ 14.499 90.3 90.3 .000 14.583 92.5 92.5 .000 .' 14.666 94.7 94.7 .000 we 14.749 96.9 96.9 .000 14.833 99.3 99.3 .000 14.916 101.8 101.8 .000 14.999 104.4 104.4 .000 15.083 107.3 107.3 .000 15.166 110.4 110.4 .000 15.249 113.9 113.9 .000 w 15.333 117.7 117.7 .000 15.416 121.9 121.9 .000 15.499 126.6 126.6 .000 15.583 131.9 131.9 .000 15.666 138.1 138.1 .000 15.749 145.5 145.5 .000 15.833 154.9 154.9 .000 15.916 168.0 168.0 .000 15.999 187.9 187.9 .000 16.083 227.6 227.6 .000 16.166 282.8 282.8 .000 16.249 336.3 336.3 .000 w 16.333 375.9 375.9 .000 16.416 373.2 373.2 .000 16.499 324.0 324.0 .000 16.583 270.1 270.1 .000 16.666 234.9 234.9 .000 w 16.749 209.7 209.7 .000 16.833 190.9 190.9 .000 * 16.916 176.6 176.6 .000 _ 16.999 164.2 164.2 .000 17.083 154.3 154.3 .000 17.166 144.8 144.8 .000 17.249 136.4 136.4 .000 17.333 129.1 129.1 .000 17.416 122.4 122.4 .000 17.499 116.2 116.2 .000 17.583 111.0 111.0 .000 17.666 106.1 106.1 .000 - 17.749 102.2 102.2 .000 17.833 97.9 97.9 .000 17.916 94.5 94.5 .000 - 17.999 91.4 91.4 .000 18.083 87.7 87.7 .000 w 18.166 85.4 85.4 .000 18.249 84.4 84.4 .000 w 18.333 84.1 84.1 .000 18.416 83.6 83.6 .000 18.499 81.6 81.6 .000 w 18.583 80.4 80.4 .000 w 18.666 79.5 79.5 .000 18.749 78.6 78.6 .000 18.833 77.7 77.7 .000 18.916 76.7 76.7 .000 w 18.999 75.8 75.8 .000 w ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 0. "s" » » >VIEW STREAM NUMBER 1 HYDROGRAPH««< .. A „ STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) .r TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 14.083 64.8550 79.73 . Q . V . 14.167 65.4152 81.35 . Q • V - • 14.250 65.9887 83.27 . Q . V . 14.333 66.5778 85.53 . Q . V . • 14.417 67.1835 87.95 . Q • V . .■, 14.500 67.8052 90.27 . Q. V • 14.583 68.4421 92.47 . Q. V . .- 14.667 69.0939 94.65 . Q. V . 14.750 69.7613 96.90 . Q. V . • " 14.833 70.4449 99.26 . Q. V. • 14.917 71.1457 101.76 . Q V. 15.000 71.8649 104.43 . Q V. km 15.083 72.6040 107.31 . Q V. 15.167 73.3646 110.44 . •Q V. - 15.250 74.1489 113.88 . .Q V 15.333 74.9594 117.68 . .Q V 15.417 75.7988 121.89 . • Q V - 15.500 76.6706 126.57 . . Q V . 15.583 77.5790 131.91 . Q .V . '°"" 15.667 78.5299 138.07 . Q .V 15.750 79.5321 145.52 . Q .V - 15.833 80.5991 154.93 . Q .V ,.. 15.917 81.7564 168.03 . . Q • V 16.000 83.0505 187.90 . . Q . V . �, 16.083 84.6181 227.62 . . QV 16.167 86.5661 282.84 . . V. Q 16.250 88.8825 336.34 . . V Q 16.333 91.4711 375.87 . . V Q . 16.417 94.0417 373.25 . V Q ,a 16.500 96.2728 323.96 . V • Q 16.583 98.1327 270.06 . VQ 16.667 99.7507 234.94 . . Q V . 16.750 101.1946 209.66 . Q V 16.833 102.5092 190.87 . Q. V . A„ 16.917 103.7251 176.55 . Q V . 17.000 104.8562 164.23 . Q . V ' 17.083 105.9186 154.26 . Q . V 17.167 106.9158 144.80 . Q V. 17.250 107.8550 136.37 Q V. r 17.333 108.7441 129.10 . . Q V. • 17.417 109.5873 122.43 . . 4 V. "° 17.500 110.3874 116.18 . .4 V 17.583 111.1516 110.96 . .4 V 17.667 111.8822 106.08 . Q V .. 17.750 112.5861 102.20 . Q V 17.833 113.2606 97.94 . Q. V 17.917 113.9117 94.54 . Q. V 18.000 114.5409 91.36 . Q. .V "" 18.083 115.1450 87.71 . Q . .V . ,e. 18.167 115.7334 85.44 . Q . .V 18.250 116.3149 84.44 . Q . .V - 18.333 116.8939 84.06 Q . .V 461 18.417 117.4697 83.61 . Q . .V 18.500 118.0319 81.64 . Q . . V 18.583 118.5858 80.42 Q . . V . :e7r 18.667 119.1335 79.52 . Q . . V 18.750 119.6748 78.59 . Q . . V • 18.833 120.2096 77.66 . Q . . V 18.917 120.7381 76.74 . Q . . . V . 19.000 121.2603 75.82 . Q - . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 5.2 . » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE , INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). . ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 . UPSTREAM ELEVATION(FT) = 1097.39 DOWNSTREAM ELEVATION(FT) = 1090.42 `"' CHANNEL LENGTH(FT) = 2650.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 375.87 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 282.54 CHANNEL NORMAL VELOCITY FOR Q = 282.54 CFS = 7.53 FPS ,. ESTIMATED CHANNEL ROUTING COEFFICIENT = .816 aw MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .825 CONVEX METHOD CHANNEL ROUTING RESULTS: O OUTFLOW LESS MODEL INFLOW ROUTED LOSS ." TIME (STREAM 1) FLOW (STREAM 1) . (HRS) (CFS) (CFS) (CFS) 14.083 79.7 78.2 78.2 14.167 81.3 79.5 79.5 14.250 83.3 81.1 81.1 . 14.333 85.5 83.0 83.0 . 14.417 88.0 85.2 85.2 14.500 90.3 87.5 87.5 . 14.583 92.5 89.9 89.9 14.667 94.7 92.1 92.1 14.750 96.9 94.3 94.3 14.833 99.3 96.5 96.5 14.917 101.8 98.9 98.9 15.000 104.4 101.3 101.3 15.083 107.3 104.0 104.0 . 15.167 110.4 106.8 106.8 474# 15.250 113.9 109.9 109.9 15.333 117.7 113.3 113.3 -- 15.417 121.9 117.1 117.1 �. 15.500 126.6 121.2 121.2 15.583 131.9 125.8 125.8 15.667 138.1 131.1 131.1 15.750 145.5 137.1 137.1 15.833 154.9 144.4 144.4 ,, 15.917 168.0 153.6 153.6 16.000 187.9 166.2 166.2 ap 16.083 227.6 185.5 185.5 16.167 282.8 222.2 222.2 16.250 336.3 274.2 274.2 Al 16.333 375.9 326.9 326.9 16.417 373.2 367.2 367.2 16.500 324.0 370.4 370.4 16.583 270.1 330.2 330.2 16.667 234.9 279.3 279.3 „„ 16.750 209.7 241.8 241.8 16.833 190.9 214.6 214.6 16.917 176.6 194.5 194.5 17.000 164.2 179.3 179.3 "' 17.083 154.3 166.5 166.5 17.167 144.8 156.1 156.1 17.250 136.4 146.5 146.5 17.333 129.1 137.9 137.9 17.417 122.4 130.4 130.4 17.500 116.2 123.6 123.6 17.583 111.0 117.3 117.3 17.667 106.1 111.9 111.9 ,.. 17.750 102.2 107.0 107.0 17.833 97.9 102.9 102.9 - 17.917 94.5 98.7 98.7 18.000 91.4 95.1 95.1 18.083 87.7 91.9 91.9 18.167 85.4 88.4 88.4 18.250 84.4 85.9 85.9 18.333 84.1 84.7 84.7 18.417 83.6 84.2 84.2 18.500 81.6 83.6 83.6 18.583 80.4 81.9 81.9 18.667 79.5 80.7 80.7 18.750 78.6 79.7 79.7 18.833 77.7 78.7 78.7 .0 18.917 76.7 77.8 77.8 19.000 75.8 76.9 76.9 41+ PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 147.150 AF "` OUTFLOW VOLUME = 147.149 AF LOSS VOLUME = .000 AF mt ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS « «< -' (UNIT - HYDROGRAPH ADDED TO STREAM #2) 4W WATERSHED AREA = 370.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .760 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .290 LOW LOSS FRACTION = .275 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .985 30- MINUTE FACTOR = .985 1 -HOUR FACTOR = .985 3 -HOUR FACTOR = .998 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.965 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .914 40.887 2 2.965 91.776 3 5.840 128.654 4 9.800 177.210 5 14.937 229.845 6 21.573 296.939 7 29.027 333.536 8 37.172 364.496 9 45.147 356.833 10 52.442 326.428 11 57.921 245.198 12 62.123 187.991 13 65.691 159.675 14 68.715 135.303 15 71.003 102.394 16 73.378 106.255 17 75.215 82.210 18 76.841 72.755 19 78.377 68.742 20 79.814 64.295 p„ 44 21 81.010 53.506 22 82.230 54.590 4' 23 83.218 44.217 24 84.291 48.018 25 85.185 40.012 .. 26 86.039 38.215 27 86.826 35.230 44` 28 87.574 33.448 m 29 88.206 28.303 30 88.851 28.829 .• 31 89.496 28.869 32 90.106 27.299 33 90.621 23.059 34 91.131 22.828 35 91.641 22.811 m. 36 92.118 21.353 37 92.526 18.261 .4. 38 92.933 18.173 39 93.339 18.181 4' 40 93.745 18.173 *, 41 94.119 16.746 42 94.442 14.458 43 94.765 14.435 44 95.087 14.427 45 95.410 14.427 4 , 46 95.732 14.427 47 96.031 13.359 ... 48 96.249 9.772 49 96.462 9.517 "" 50 96.675 9.548 51 96.888 9.517 52 97.101 9.517 44 53 97.314 9.533 54 97.527 9.533 55 97.740 9.533 56 97.947 9.278 57 98.061 5.101 4 58 98.140 3.523 59 98.219 3.539 60 98.297 3.491 61 98.376 3.539 62 98.455 3.523 63 98.533 3.507 64 98.612 3.523 4 65 98.691 3.539 66 98.769 3.507 """ 67 98.848 3.523 m 68 98.927 3.523 69 99.005 3.523 m 70 99.084 3.523 71 99.163 3.523 72 99.242 3.523 73 99.320 3.523 74 99.399 3.523 4 75 99.478 3.523 76 99.557 3.523 ' 77 99.635 3.523 78 99.714 3.523 79 99.793 3.523 80 99.871 3.523 81 99.950 3.523 82 100.000 2.230 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.29 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.50 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 70.6808 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 200.3609 w o o 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H do HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) ws 44 t TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 "" 14.083 83.0614 101.77 . Q V . . o 14.167 83.7724 103.24 . Q V . . 14.250 84.4944 104.84 . Q V . . - 14.333 85.2286 106.61 . Q V . . 14.417 85.9764 108.57 Q V . - 14.500 86.7391 110.75 Q V . 14.583 87.5178 113.07 . .Q V . . 14.667 88.3139 115.58 Q V . • 14.750 89.1279 118.20 Q V . 14.833 89.9608 120.93 Q V . -"" 14.917 90.8124 123.66 . . Q V . . 15.000 91.6835 126.48 . . Q V . . 15.083 92.5751 129.45 Q V . a 15.167 93.4885 132.63 Q V . 15.250 94.4251 135.99 Q V . - 15.333 95.3871 139.68 . Q V. . 15.417 96.3764 143.66 Q V. . - 15.500 97.3961 148.05 . Q V. . • 15.583 98.4493 152.93 . Q V. 15.667 99.5407 158.47 . Q V. . �. 15.750 100.6757 164.80 . Q V . 15.833 101.8630 172.39 . Q V . • 15.917 103.1187 182.34 . Q V . 16.000 104.4719 196.48 . QV 16.083 106.0101 223.35 . .VQ - 16.167 107.7578 253.77 . .V Q . 16.250 109.6935 281.07 . .V Q --" 16.333 111.8359 311.06 . . V Q . 16.417 114.1806 340.46 . . V Q 16.500 116.7227 369.11 . V Q o , 16.583 119.3696 384.32 . V Q 16.667 122.0583 390.40 . V Q. ' 16.750 124.6688 379.04 . . V . Q . 16.833 127.1167 355.45 . V Q m 16.917 129.3051 317.75 . V .Q . o 17.000 131.2848 287.46 . V Q . 17.083 133.1166 265.98 . . Q . • 17.167 134.8193 247.23 . . Q V . 17.250 136.3927 228.46 . . Q V . 17.333 137.9030 219.29 . .Q V . o 17.417 139.3116 204.53 . Q V . 17.500 140.6499 194.32 . Q. V . o 17.583 141.9317 186.13 . Q . V . 17.667 143.1597 178.30 . Q V . . �° 17.750 144.3273 169.53 . Q V . . o 17.833 145.4572 164.07 . Q V. 17.917 146.5356 156.59 . Q . V. °� 18.000 147.5874 152.72 . Q V. . ' 18.083 148.5967 146.56 . Q . V. . 18.167 149.5775 142.41 . Q . V. . 18.250 150.5308 138.42 . Q V . 18.333 151.4614 135.12 . Q V 18.417 152.3683 131.68 . Q . V . . 18.500 153.2648 130.17 . Q V r 18.583 154.1516 128.76 . . Q . V 18.667 155.0269 127.09 . . Q V . ,.. 18.750 155.8877 124.99 . . Q .V . 18.833 156.7411 123.92 . . Q . .V . • 18.917 157.5858 122.64 . . Q .V . 19.000 158.4176 120.78 . . Q .V . Al ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** . FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 326.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW ,1 (STREAM 2) ..7. 00 <-- <= flowby structure basin (maximum flowby Q = 326.0 cfs) storage _,. V STREAM 2 . FLOWBY y FLOWBY BASIN MODELING RESULTS: ,, MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME "° (HRS) (CFS) (CFS) (AF) 14.083 101.8 101.8 .000 14.166 103.2 103.2 .000 . 14.249 104.8 104.8 .000 14.333 106.6 106.6 .000 . 14.416 108.6 108.6 .000 m ma 14.499 110.7 110.7 .000 14.583 113.1 113.1 .000 "` 14.666 115.6 115.6 .000 m 14.749 118.2 118.2 .000 14.833 120.9 120.9 .000 m 14.916 123.7 123.7 .000 14.999 126.5 126.5 .000 15.083 129.5 129.5 .000 m 15.166 132.6 132.6 .000 15.249 136.0 136.0 .000 m 15.333 139.7 139.7 .000 15.416 143.7 143.7 .000 15.499 148.1 148.1 .000 m 15.583 152.9 152.9 .000 15.666 158.5 158.5 .000 15.749 164.8 164.8 .000 15.833 172.4 172.4 .000 15.916 182.3 182.3 .000 15.999 196.5 196.5 .000 16.083 223.3 223.3 .000 16.166 253.8 253.8 .000 16.249 281.1 281.1 .000 m 16.333 311.1 311.1 .000 16.416 340.5 326.0 .100 16.499 369.1 326.0 .396 m 16.583 384.3 326.0 .798 16.666 390.4 326.0 1.242 16.749 379.0 326.0 1.607 16.833 355.4 326.0 1.810 16.916 317.7 317.7 1.810 m 16.999 287.5 287.5 1.810 17.083 266.0 266.0 1.810 17.166 247.2 247.2 1.810 17.249 228.5 228.5 1.810 m 17.333 219.3 219.3 1.810 17.416 204.5 204.5 1.810 17.499 194.3 194.3 1.810 17.583 186.1 186.1 1.810 17.666 178.3 178.3 1.810 " 17.749 169.5 169.5 1.810 17.833 164.1 164.1 1.810 me 17.916 156.6 156.6 1.810 m 17.999 152.7 152.7 1.810 18.083 146.6 146.6 1.810 18.166 142.4 142.4 1.810 18.249 138.4 138.4 1.810 m 18.333 135.1 135.1 1.810 A 18.416 131.7 131.7 1.810 18.499 130.2 130.2 1.810 m 18.583 128.8 128.8 1.810 18.666 127.1 127.1 1.810 18.749 125.0 125.0 1.810 18.833 123.9 123.9 1.810 18.916 122.6 122.6 1.810 18.999 120.8 120.8 1.810 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 7 . » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< r ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** y. FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 >>» >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) 401 TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 •'° 14.083 147.2768 180.01 . Q V . . 14.167 148.5355 182.77 . Q V . • . 14.250 149.8161 185.93 . Q V . . .- 14.333 151.1218 189.59 . Q V . . 14.417 152.4561 193.74 . .Q V . . "" 14.500 153.8218 198.30 . .Q V . . 14.583 155.2195 202.95 . .Q V . . 14.667 156.6497 207.67 . .Q V . . 14.750 158.1132 212.49 . . Q V . . 14.833 159.6109 217.46 . . Q V . . 14.917 161.1434 222.53 . . Q V . . 15.000 162.7125 227.83 . Q V . . 15.083 164.3202 233.44 . Q V. . 15.167 165.9695 239.47 . Q V. . 15.250 167.6632 245.93 . Q V. . 15.333 169.4057 253.01 . Q V. . 15.417 171.2013 260.72 . Q V. - 15.500 173.0557 269.27 . Q V . 15.583 174.9756 278.76 . Q V 15.667 176.9696 289.54 . . Q V . . 15.750 179.0489 301.92 . Q V . 15.833 181.2306 316.77 . Q V ' 15.917 183.5439 335.89 . Q.V 16.000 186.0417 362.69 . QV 16.083 188.8577 408.88 . .V Q 16.167 192.1359 476.00 . . V Q • . 16.250 195.9598 555.22 . . V .Q 16.333 200.3533 637.94 . . V Q . 16.417 205.1275 693.20 . . V Q. 16.500 209.9238 696.43 . . . V 4. . 16.583 214.4428 656.16 . . V Q - 16.667 218.6116 605.32 . V Q " 16.750 222.5221 567.80 . . V . Q . 16.833 226.2452 540.61 . V Q 16.917 229.7732 512.26 . V Q. • 17.000 232.9875 466.71 . 4 • . 17.083 235.9660 432.48 . . Q V . ' 17.167 238.7435 403.29 . Q V . ' 17.250 241.3257 374.93 . . .Q V . 17.333 243.7854 357.16 . . Q V . . . 17.417 246.0921 334.93 . Q. V . vs 17.500 248.2817 317.92 . . Q . V . . 17.583 250.3713 303.42 . Q V . • 17.667 252.3699 290.19 . Q V. . 17.750 254.2741 276.49 . Q V. 17.833 256.1126 266.95 . Q V. . . 17.917 257.8707 255.27 . Q V. 18.000 259.5777 247.86 . Q . V . `a 18.083 261.2200 238.45 . Q V 18.167 262.8093 230.77 . Q V "' 18.250 264.3543 224.34 Q . V . a 18.333 265.8681 219.81 . . Q V 18.417 267.3546 215.84 . . Q . V . 18.500 268.8271 213.81 . . Q .V . 18.583 270.2782 210.70 . . Q . .V . • 18.667 271.7090 207.75 . .Q . .V . . 18.750 273.1186 204.68 Q . V . 18.833 274.5144 202.67 Q . .V . 18.917 275.8950 200.46 . .Q . .V . 19.000 277.2564 197.68 Q . . V . END OF FLOOD ROUTING ANALYSIS 4 m 4 m m m 4 4 44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 0 F L O O D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986), SAN BERNARDINO(1986),KERN(1992), SAN JOAQUIN(1995), and COALINGA(1995) (c) Copyright 1989 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1206 "' Analysis prepared by: ASL Consulting Engineers One Jenner, Suite 200 Irvine, CA 92718 (714) 727 -7099 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** FLOOD ROUTING FOR I -10 CHANNEL FONTANA * WATERSHEDS 1, 2 & 3 REVISED '* SCENARIO IV WITH STREET CAPACITY LIMITS # 1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: N:I10RB403.UH1 TIME /DATE OF STUDY: 18:26 7/11/1995 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 241.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .390 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .174 LOW LOSS FRACTION = .176 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .972 30- MINUTE FACTOR = .972 1 -HOUR FACTOR = .972 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.368 m RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH . NUMBER MEAN VALUES ORDINATES(CFS) 1 1.881 54.816 2 7.519 164.320 3 17.390 287.705 4 31.680 416.512 5 47.144 450.690 6 58.786 339.323 7 66.137 214.267 8 71.368 152.469 M 9 75.288 114.248 10 78.386 90.276 11 80.990 75.902 12 83.152 63.022 13 85.059 55.572 14 86.676 47.126 15 88.056 40.226 16 89.306 36.426 17 90.444 33.190 18 91.439 28.978 - 19 92.344 26.385 20 93.136 23.079 .a 21 93.914 22.672 22 94.571 19.147 23 95.199 18.318 .. 24 95.822 18.151 25 96.301 13.960 26 96.716 12.090 27 97.131 12.100 . 28 97.546 12.090 29 97.939 11.472 30 98.139 5.813 44 31 98.292 4.465 32 98.446 4.481 33 98.599 4.460 . 34 98.752 4.476 35 98.905 4.465 36 99.059 4.470 37 99.212 4.465 mo 38 99.365 4.465 39 99.518 4.465 40 99.672 4.465 41 99.825 4.465 42 99.978 4.465 43 100.000 .642 ar TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL — LOSS(INCHES) = 1.46 TOTAL EFFECTIVE RAINFALL(INCHES) = 7.33 TOTAL SOIL —LOSS VOLUME(ACRE —FEET) = 29.3809 TOTAL STORM RUNOFF VOLUME(ACRE —FEET) = 147.0997 m m m :ar 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H m am HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) m 'I TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 m 14.083 64.9090 79.85 . Q V . . m 14.167 65.4706 81.54 Q . V . . 14.250 66.0465 83.62 . Q . V . . • 14.333 66.6394 86.09 . Q . V . . 14.417 67.2505 88.74 . Q . V . . . 14.500 67.8788 91.23 . Q. V . . 14.583 68.5229 93.52 . Q. V . . 14.667 69.1825 95.77 . Q. V . . 4111 14.750 69.8579 98.07 . Q. V . . 14.833 70.5497 100.45 . Q V. . ' 14.917 71.2589 102.97 . Q V. . m 15.000 71.9866 105.65 Q V. . 15.083 72.7341 108.54 . Q V. . m 15.167 73.5032 111.67 . .Q V. . 15.250 74.2958 115.09 . .Q V . • 15.333 75.1144 118.86 . .Q V . 15.417 75.9614 122.99 . . Q V . 15.500 76.8392 127.46 . . Q V . 15.583 77.7514 132.45 . Q .V . 15.667 78.7027 138.12 . Q .V . 15.750 79.7014 145.02 . Q .V . 15.833 80.7617 153.95 . . Q .V . 15.917 81.9092 166.62 . . Q . V . - 16.000 83.1903 186.01 . . Q . V . 16.083 84.7399 225.01 . . . QV . 16.167 86.6639 279.35 . . V Q . 16.250 88.9506 332.04 . . . V . Q . ` 16.333 91.5055 370.97 . . . V . Q 16.417 94.0427 368.40 . . . V . Q . 16.500 96.2459 319.91 . . . V .Q . _.. 16.583 98.0851 267.05 . . . Q 16.667 99.6888 232.85 . . . Q V . ' 16.750 101.1239 208.38 . Q V . 16.833 102.4337 190.19 . . Q. V . AIN 16.917 103.6477 176.27 . . Q V . . m 17.000 104.7790 164.26 . . Q V . . 17.083 105.8429 154.48 . . Q . V . ' 17.167 106.8424 145.13 . . Q . V. . 17.250 107.7838 136.70 . Q . V. . 17.333 108.6746 129.34 . . Q . V. . m 17.417 109.5185 122.54 . . Q . V. . 17.500 110.3188 116.20 . .Q . V. . 17.583 111.0828 110.94 . .Q . V . 17.667 111.8132 106.05 . Q . V . • 17.750 112.5168 102.16 . Q . V . .r 17.833 113.1911 97.91 . Q. . V . 17.917 113.8420 94.51 . Q. . V . ' 18.000 114.4711 91.35 . Q. . .V . v 18.083 115.0752 87.71 . Q . .V 18.167 115.6637 85.45 . Q . .V 18.250 116.2453 84.45 Q . .v . - 18.333 116.8242 84.06 . Q . .V 18.417 117.4000 83.61 . Q . .V ''" 18.500 117.9624 81.65 Q . . V . 18.583 118.5163 80.44 Q . . V . 18.667 119.0641 79.53 . Q . . V . 18.750 119.6054 78.60 . Q . . V 18.833 120.1403 77.67 . Q . . . V . 18.917 120.6688 76.74 . Q . . . V . 19.000 121.1910 75.82 . Q . . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �° FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 569.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. w INFLOW (STREAM 1) <-- <= flowby structure r, basin (maximum flowby Q = 569.0 cfs) storage .. V STREAM 1 '0 FLOWBY FLOWBY BASIN MODELING RESULTS: .. MODEL STREAM 1 STREAM 1 BASIN TIME INFLOW FLOWBY VOLUME m (HRS) (CFS) (CFS) (AF) m 14.083 79.8 79.8 .000 14.166 81.5 81.5 .000 - 14.249 83.6 83.6 .000 14.333 86.1 86.1 .000 14.416 88.7 88.7 .000 m m 14.499 91.2 91.2 .000 14.583 93.5 93.5 .000 14.666 95.8 95.8 .000 - a 14.749 98.1 98.1 .000 14.833 100.5 100.5 .000 14.916 103.0 103.0 .000 14.999 105.7 105.7 .000 15.083 108.5 108.5 .000 .„ 15.166 111.7 111.7 .000 15.249 115.1 115.1 .000 m 15.333 118.9 118.9 .000 15.416 123.0 123.0 .000 ." 15.499 127.5 127.5 .000 m 15.583 132.4 132.4 .000 15.666 138.1 138.1 .000 .. 15.749 145.0 145.0 .000 15.833 154.0 154.0 .000 15.916 166.6 166.6 .000 ..„ 15.999 186.0 186.0 .000 16.083 225.0 225.0 .000 16.166 279.4 279.4 .000 16.249 332.0 332.0 .000 "' 16.333 371.0 371.0 .000 ,.. 16.416 368.4 368.4 .000 16.499 319.9 319.9 .000 16.583 267.0 267.0 .000 16.666 232.8 232.8 .000 "' 16.749 208.4 208.4 .000 16.833 190.2 190.2 .000 16.916 176.3 176.3 .000 16.999 164.3 164.3 .000 17.083 154.5 154.5 .000 ,. 17.166 145.1 145.1 .000 17.249 136.7 136.7 .000 mi 17.333 129.3 129.3 .000 17.416 122.5 122.5 .000 17.499 116.2 116.2 .000 °° 17.583 110.9 110.9 .000 17.666 106.0 106.0 .000 17.749 102.2 102.2 .000 17.833 97.9 97.9 .000 17.916 94.5 94.5 .000 17.999 91.3 91.3 .000 18.083 87.7 87.7 .000 kil" 18.166 85.4 85.4 .000 18.249 84.4 84.4 .000 18.333 84.1 84.1 .000 m 18.416 83.6 83.6 .000 18.499 81.6 81.6 .000 18.583 80.4 80.4 .000 m 18.666 79.5 79.5 .000 18.749 78.6 78.6 .000 .. 18.833 77.7 77.7 .000 18.916 76.7 76.7 .000 m 18.999 75.8 75.8 .000 ■********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 m » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< ar STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 m 14.083 64.9090 79.85 . Q . V . . 14.167 65.4706 81.54 . Q . V . . ' 14.250 66.0465 83.62 . Q . V . . 14.333 66.6394 86.09 . Q . V . . • 14.417 67.2505 88.74 . Q . V . . m 14.500 67.8788 91.23 . Q. V . . 14.583 68.5229 93.52 . Q. V . . ^* 14.667 69.1825 95.77 . Q. V . . 14.750 69.8579 . 98.07 . Q. V . . 14.833 70.5497 100.45 . Q V. . _ 14.917 71.2589 102.97 . Q V. . 15.000 71.9866 105.65 . Q V. . ' 15.083 72.7341 108.54 . Q V. . 15.167 73.5032 111.67 . .Q V. . - 15.250 74.2958 115.09 . .Q V . , 15.333 75.1144 118.86 . .Q V . 15.417 75.9614 122.99 . . Q V . • 15.500 76.8392 127.46 . . Q V . 15.583 77.7514 132.45 . Q .V . m 15.667 78.7027 138.12 . Q .V . 15.750 79.7014 145.02 . Q .V 15.833 80.7617 153.95 . Q .V by 15.917 81.9092 166.62 . Q . V 16.000 83.1903 186.01 . Q . V '"' 16.083 84.7399 225.01 . . QV 16.167 86.6639 279.35 . . V Q . • 16.250 88.9506 332.04 . . V Q - 16.333 91.5055 370.97 . . V . Q . 16.417 94.0427 368.40 . . V Q . . 16.500 96.2459 319.91 . V .Q 16.583 98.0851 267.05 . . Q . - 16.667 99.6888 232.85 . . Q V . - 16.750 101.1239 208.38 . Q V . 16.833 102.4337 190.19 . Q. V . m 16.917 103.6477 176.27 . Q . V . 17.000 104.7790 164.26 . . Q . V . . • 17.083 105.8429 154.48 . . Q V . 17.167 106.8424 145.13 . Q V. 17.250 107.7838 136.70 . Q V. 17.333 108.6746 129.34 . . Q V. 17.417 109.5185 122.54 . . Q V. ' 17.500 110.3188 116.20 . .Q V. 17.583 111.0828 110.94 . .4 V 17.667 111.8132 106.05 . Q V . 17.750 112.5168 102.16 . Q V 17.833 113.1911 97.91 . Q. V 4 " 17.917 113.8420 94.51 . Q. . V . 18.000 114.4711 91.35 . Q. .V 18.083 115.0752 87.71 . Q . .V . 18.167 115.6637 85.45 . Q . .V 18.250 116.2453 84.45 . Q . .V "' 18.333 116.8242 84.06 . Q . .V m 42 18.417 117.4000 83.61 . Q . . .V . 18.500 117.9624 81.65 . Q . . V 18.583 118.5163 80.44 . Q . . . V . 41 18.667 119.0641 79.53 . Q . . V . 18.750 119.6054 78.60 . Q . . . V . ' 18.833 120.1403 77.67 Q . . V . 18.917 120.6688 76.74 . Q . . V . 19.000 121.1910 75.82 . Q . . . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 5.2 40 » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE ,. INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, 4 U.S. Department of Commerce). . ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 -,.» UPSTREAM ELEVATION(FT) = 1097.39 DOWNSTREAM ELEVATION(FT) = 1090.42 . CHANNEL LENGTH(FT) = 2650.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: - MAXIMUM INFLOW(CFS) = 370.97 mi AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 270.92 CHANNEL NORMAL VELOCITY FOR Q = 270.92 CFS = 7.46 FPS - ESTIMATED CHANNEL ROUTING COEFFICIENT = .814 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .822 m CONVEX METHOD CHANNEL ROUTING RESULTS: .,.. OUTFLOW LESS MODEL INFLOW ROUTED LOSS de TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.083 79.8 78.3 78.3 m 14.167 81.5 79.6 79.6 14.250 83.6 81.3 81.3 14.333 86.1 83.3 83.3 14.417 88.7 85.7 85.7 md 14.500 91.2 88.3 88.3 m 14.583 93.5 90.8 90.8 14.667 95.8 93.1 93.1 m 14.750 98.1 95.4 95.4 14.833 100.5 97.7 97.7 14.917 103.0 100.0 100.0 m 15.000 105.7 102.5 102.5 15.083 108.5 105.2 105.2 .," 15.167 111.7 108.0 108.0 '- 15.250 115.1 111.1 111.1 m 15.333 118.9 114.5 114.5 15.417 123.0 118.2 118.2 Am 15.500 127.5 122.3 122.3 15.583 132.4 126.7 126.7 m 15.667 138.1 131.6 131.6 15.750 145.0 137.2 137.2 me 15.833 154.0 143.9 143.9 m 15.917 166.6 152.5 152.5 16.000 186.0 164.7 164.7 m 16.083 225.0 183.3 183.3 16.167 279.4 219.2 219.2 m 16.250 332.0 270.2 270.2 m 16.333 371.0 322.1 322.1 16.417 368.4 362.2 362.2 16.500 319.9 365.9 365.9 m 16.583 267.0 326.6 326.6 16.667 232.8 276.7 276.7 16.750 208.4 239.9 239.9 16.833 190.2 213.5 213.5 16.917 176.3 193.9 193.9 17.000 164.3 179.1 179.1 "" 17.083 154.5 166.6 166.6 17.167 145.1 156.4 156.4 17.250 136.7 146.9 146.9 17.333 129.3 138.3 138.3 17.417 122.5 130.7 130.7 17.500 116.2 123.8 123.8 17.583 110.9 117.4 117.4 17.667 106.0 112.0 112.0 m 17.750 102.2 107.0 107.0 17.833 97.9 102.9 102.9 17.917 94.5 98.7 98.7 m 18.000 91.3 95.2 95.2 18.083 87.7 91.9 91.9 18.167 85.4 88.4 88.4 18.250 84.4 85.9 85.9 m 18.333 84.1 84.7 84.7 18.417 83.6 84.2 84.2 '" 18.500 81.6 83.6 83.6 m 18.583 80.4 82.0 82.0 18.667 79.5 80.7 80.7 - 18.750 78.6 79.7 79.7 18.833 77.7 78.8 78.8 18.917 76.7 77.8 77.8 19.000 75.8 76.9 76.9 m PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 147.100 AF m OUTFLOW VOLUME = 147.100 AF LOSS VOLUME = .000 AF m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 m » »>UNIT- HYDROGRAPH ANALYSIS« «< me °`" (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 370.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .760 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .290 LOW LOSS FRACTION = .275 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .972 30- MINUTE FACTOR = .972 1 -HOUR FACTOR = .972 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES �• UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.965 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .914 40.887 2 2.965 91.776 3 5.840 128.654 4 9.800 177.210 5 14.937 229.845 6 21.573 296.939 7 29.027 333.536 8 37.172 364.496 9 45.147 356.833 10 52.442 326.428 11 57.921 245.198 12 62.123 187.991 13 65.691 159.675 14 68.715 135.303 15 71.003 102.394 16 73.378 106.255 17 75.215 82.210 18 76.841 72.755 19 78.377 68.742 20 79.814 64.295 " 21 81.010 53.506 22 82.230 54.590 23 83.218 44.217 r 24 84.291 48.018 25 85.185 40.012 " 26 86.039 38.215 27 86.826 35.230 28 87.574 33.448 m 29 88.206 28.303 30 88.851 28.829 m 31 89.496 28.869 32 90.106 27.299 "" 33 90.621 23.059 34 91.131 22.828 35 91.641 22.811 -- 36 92.118 21.353 m 37 92.526 18.261 38 92.933 18.173 m 39 93.339 18.181 40 93.745 18.173 41 94.119 16.746 42 94.442 14.458 43 94.765 14.435 44 95.087 14.427 45 95.410 14.427 m 46 95.732 14.427 47 96.031 13.359 48 96.249 9.772 49 96.462 9.517 50 96.675 9.548 51 96.888 9.517 52 97.101 9.517 53 97.314 9.533 54 97.527 9.533 55 97.740 9.533 .. 56 97.947 9.278 57 98.061 5.101 58 98.140 3.523 59 98.219 3.539 °" 60 98.297 3.491 ,,,, 61 98.376 3.539 62 98.455 3.523 m 63 98.533 3.507 64 98.612 3.523 65 98.691 3.539 66 98.769 3.507 67 98.848 3.523 m 68 98.927 3.523 69 99.005 3.523 "' 70 99.084 3.523 71 99.163 3.523 72 99.242 3.523 m 73 99.320 3.523 74 99.399 3.523 ' 75 99.478 3.523 76 99.557 3.523 77 99.635 3.523 m 78 99.714 3.523 79 99.793 3.523 - 80 99.871 3.523 81 99.950 3.523 82 100.000 2.230 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.30 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.50 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 70.7712 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 200.1874 imet WO 00 me ar MO . 2 - H O U R R S T O R M R U N O F F H Y D R O G R A P H vir HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 "' 14.083 83.0794 101.89 . Q V . . .. 14.167 83.7915 103.39 . Q V . . 14.250 84.5151 105.06 . Q V . . • 14.333 85.2514 106.92 . Q V . . 14.417 86.0020 . 108.99 . Q V . . • 14.500 86.7686 111.31 . .Q V . . • 14.583 87.5524 113.80 . .Q V . . 14.667 88.3546 116.48 . .Q V . . ° 14.750 89.1760 119.27 . .Q V . . 14.833 90.0173 122.15 . . Q V . . - 14.917 90.8781 124.99 . . Q V . . 15.000 91.7589 127.89 . . Q V . . 15.083 92.6605 130.92 . . Q V . . - 15.167 93.5844 134.14 . . Q V . . 15.250 94.5315 137.52 . . Q V . . - 15.333 95.5042 141.23 . Q V. . 15.417 96.5040 145.17 . Q V. . 15.500 97.5333 149.47 . Q V. . , 15.583 98.5954 154.20 . . Q V. . 15.667 99.6942 159.54 . . Q V. . 15.750 100.8346 165.60 . Q V 15.833 102.0248 172.81 . Q V . 15.917 103.2802 182.29 . . Q V . • 16.000 104.6292 195.88 . . QV . 16.083 106.1581 221.99 . . .VQ . - 16.167 107.8910 251.62 . .V Q . 16.250 109.8072 278.24 . .V Q . '.." 16.333 111.9256 307.59 . . V Q 16.417 114.2425 336.42 . . V . Q 16.500 116.7536 364.61 . . V Q . . 16.583 119.3683 379.65 . . V Q . 16.667 122.0252 385.77 . . V Q . " 16.750 124.6062 374.77 . . V Q . 16.833 127.0291 351.80 . V Q . 16.917 129.1982 314.95 . . . V .Q . +r 17.000 131.1640 285.44 . . V Q . 17.083 132.9861 264.57 . Q . 17.167 134.6826 246.33 . . Q V . 17.250 136.2527 227.97 . . Q V . 17.333 137.7608 218.98 . .Q V . . 17.417 139.1687 204.42 . Q V . 17.500 140.5068 194.30 . Q. V . 17.583 141.7885 186.10 . Q . V . 17.667 143.0161 178.25 . Q V . "• 17.750 144.1832 169.46 . Q V . 1w 17.833 145.3121 163.93 . Q V. 17.917 146.3895 156.44 . Q V. °� 18.000 147.4401 152.55 . . Q V. 4111 ' 18.083 148.4484 146.40 . Q V. 18.167 149.4281 142.25 . Q V. .. 18.250 150.3804 138.28 . . Q V nil 18.333 151.3100 134.98 . Q V 18.417 152.2161 131.56 . Q V 4 " 18.500 153.1117 130.04 . Q V 18.583 153.9975 128.61 . . Q V Will 18.667 154.8717 126.95 . . Q V _.. 18.750 155.7316 124.85 . . Q •V 18.833 156.5841 123.78 . . Q .V 18.917 157.4277 122.49 . . Q . .V 19.000 158.2585 120.64 . . Q . .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: . FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 326.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. w INFLOW - (STREAM 2) < - -* <= flowby structure basin (maximum flowby Q = 326.0 cfs) storage ... V STREAM 2 w FLOWBY y. FLOWBY BASIN MODELING RESULTS: . MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME w (HRS) (CFS) (CFS) (AF) 14.083 101.9 101.9 .000 14.166 103.4 103.4 .000 14.249 105.1 105.1 .000 14.333 106.9 106.9 .000 14.416 109.0 109.0 .000 4. `"' 14.499 111.3 111.3 .000 14.583 113.8 113.8 .000 14.666 116.5 116.5 .000 Ail 14.749 119.3 119.3 .000 14.833 122.2 122.2 .000 14.916 125.0 125.0 .000 14.999 127.9 127.9 .000 15.083 130.9 130.9 .000 .„, 15.166 134.1 134.1 .000 15.249 137.5 137.5 .000 15.333 141.2 141.2 .000 15.416 145.2 145.2 .000 15.499 149.5 149.5 .000 15.583 154.2 154.2 .000 15.666 159.5 159.5 .000 15.749 165.6 165.6 .000 15.833 172.8 172.8 .000 15.916 182.3 182.3 .000 15.999 195.9 195.9 .000 16.083 222.0 222.0 .000 me 16.166 251.6 251.6 .000 16.249 278.2 278.2 .000 ..' 16.333 307.6 307.6 .000 16.416 336.4 326.0 .072 16.499 364.6 326.0 .338 16.583 379.7 326.0 .707 16.666 385.8 326.0 1.119 16.749 374.8 326.0 1.455 16.833 351.8 326.0 1.632 16.916 315.0 315.0 1.632 16.999 285.4 285.4 1.632 17.083 264.6 264.6 1.632 17.166 246.3 246.3 1.632 17.249 228.0 228.0 1.632 17.333 219.0 219.0 1.632 17.416 204.4 204.4 1.632 17.499 194.3 194.3 1.632 17.583 186.1 186.1 1.632 17.666 178.2 178.2 1.632 17.749 169.5 169.5 1.632 17.833 163.9 163.9 1.632 17.916 156.4 156.4 1.632 OS 17.999 152.5 152.5 1.632 18.083 146.4 146.4 1.632 Ate 18.166 142.3 142.3 1.632 18.249 138.3 138.3 1.632 18.333 135.0 135.0 1.632 .iii 18.416 131.6 131.6 1.632 18.499 130.0 130.0 1.632 . 18.583 128.6 128.6 1.632 18.666 126.9 126.9 1.632 18.749 124.9 124.9 1.632 . 18.833 123.8 123.8 1.632 18.916 122.5 122.5 1.632 oi' 18.999 120.6 120.6 1.632 vo ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 7 . Ai » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< w. STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) - TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 - 14.083 147.3410 180.19 . Q V . . .., 14.167 148.6015 183.02 . Q V . . 14.250 149.8846 186.32 . Q V . . -- 14.333 151.1945 190.19 . Q V . . 14.417 152.5351 194.65 . .Q V . . 14.500 153.9095 199.57 . .Q V . . 14.583 155.3184 204.56 . .Q V . . 14.667 156.7617 209.58 . .Q V . . - 14.750 158.2399 214.64 . . Q V . . 14.833 159.7538 219.81 . . Q V . • - 14.917 161.3035 225.01 . . Q V . . 15.000 162.8904 230.42 . . Q V . . 15.083 164.5164 236.10 . . Q V. . 15.167 166.1842 242.17 . . Q V. . 15.250 167.8967 248.64 . . Q V. . .,W 15.333 169.6578 255.72 . . Q V. 15.417 171.4717 263.37 . . Q V. . - 15.500 173.3431 271.73 . . Q V . 15.583 175.2775 280.88 . Q V 15.667 177.2826 291.13 . . Q V . . 15.750 179.3677 302.76 . . Q V . 15.833 181.5487 316.69 . . Q .V . 1•1 15.917 183.8546 334.81 . . Q.V . 16.000 186.3376 360.54 . . QV . 16.083 189.1292 405.33 . . .V Q . 4 1+ 16.167 192.3714 470.77 . . . V Q . 16.250 196.1482 548.39 . . . V .Q • ▪ 16.333 200.4852 629.73 . . . V . Q • 16.417 205.2248 688.19 . . . V Q. 16.500 209.9899 691.89 . . . V . Q. .■, 16.583 214.4842 652.58 . . . V . Q . 16.667 218.6348 602.67 . . . V . Q . 4 ' 16.750 222.5325 565.95 . . . V . Q . 16.833 226.2479 539.48 . . . V Q . 16.917 229.7527 508.89 . . . V Q. . • 17.000 232.9518 464.51 . . . Q . . 17.083 235.9214 431.19 . . . Q V . . ' 17.167 238.6948 402.70 . . . Q V . . " 17.250 241.2764 374.85 . .Q V 17.333 243.7370 357.28 . Q V . . . 17.417 246.0453 335.16 . Q. V m 17.500 248.2362 318.11 . Q . V . . 17.583 250.3264 303.51 . 4 . V . . • 17.667 252.3251 290.20 . Q V. 17.750 254.2290 276.45 . Q V. 17.833 256.0666 266.83 . Q V. . . 17.917 257.8238 255.14 . Q V. . 18.000 259.5298 247.71 Q . V . *" 18.083 261.1711 238.32 . Q V . 18.167 262.7596 230.65 Q . V . "° 18.250 264.3038 224.22 . . Q V . 18.333 265.8168 219.68 Q . V 18.417 267.3025 215.72 Q . V .. 18.500 268.7742 213.69 Q . .V . 18.583 270.2245 210.59 . . Q . .V . "' 18.667 271.6545 207.63 Q . .V . .. 18.750 273.0633 204.56 . .Q .V 18.833 274.4583 202.55 Q . .V . 18.917 275.8380 200.33 . .Q .V 19.000 277.1985 197.55 . .Q . . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 5.2 ' » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< - THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE -^ INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). -- ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1090.42 DOWNSTREAM ELEVATION(FT) = 1084.02 CHANNEL LENGTH(FT) = 1455.00 MANNING'S FACTOR = .015 . CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: m MAXIMUM INFLOW(CFS) = 691.89 me AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 511.47 CHANNEL NORMAL VELOCITY FOR Q = 511.47 CFS = 10.83 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .864 m MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .984 m CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS m MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) ,. (HRS) (CFS) (CFS) (CFS) ''r 14.083 180.2 179.2 179.2 14.167 183.0 181.9 181.9 14.250 186.3 185.0 185.0 ,n 14.333 190.2 188.6 188.6 14.417 194.7 192.9 192.9 .. 14.500 199.6 197.6 197.6 14.583 204.6 202.5 202.5 Ago 14.667 209.6 207.6 207.6 ,, 14.750 214.6 212.6 212.6 14.833 219.8 217.7 217.7 w 14.917 225.0 222.9 222.9 15.000 230.4 228.2 228.2 '" 15.083 236.1 233.8 233.8 a 15.167 242.2 239.7 239.7 15.250 248.6 246.0 246.0 15.333 255.7 252.9 252.9 15.417 263.4 260.3 260.3 15.500 271.7 268.4 268.4 15.583 280.9 277.2 277.2 15.667 291.1 287.0 287.0 15.750 302.8 298.1 298.1 15.833 316.7 311.1 311.1 "' 15.917 334.8 327.5 327.5 16.000 360.5 350.2 350.2 16.083 405.3 387.4 387.4 .,.. 16.167 470.8 444.5 444.5 16.250 548.4 517.1 517.1 16.333 629.7 596.9 596.9 16.417 688.2 664.4 664.4 16.500 691.9 690.0 690.0 t� 16.583 652.6 668.2 668.2 16.667 602.7 622.8 622.8 - 16.750 565.9 580.9 580.9 16.833 539.5 550.2 550.2 16.917 508.9 521.2 521.2 17.000 464.5 482.3 482.3 17.083 431.2 444.7 444.7 17.167 402.7 414.2 414.2 17.250 374.9 386.1 386.1 17.333 357.3 364.4 364.4 17.417 335.2 344.1 344.1 17.500 318.1 325.0 325.0 17.583 303.5 309.4 309.4 17.667 290.2 295.6 295.6 Al 17.750 276.4 282.0 282.0 17.833 266.8 270.7 270.7 17.917 255.1 259.8 259.8 4$1 18.000 247.7 250.7 250.7 18.083 238.3 242.1 242.1 18.167 230.7 233.8 233.8 18.250 224.2 226.8 226.8 18.333 219.7 221.5 221.5 „, 18.417 215.7 217.3 217.3 18.500 213.7 214.5 214.5 * 18.583 210.6 211.8 211.8 18.667 207.6 208.8 208.8 18.750 204.6 205.8 205.8 Ix 18.833 202.5 203.4 203.4 18.917 200.3 201.2 201.2 .. 19.000 197.5 198.7 198.7 t PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 345.655 AF OUTFLOW VOLUME = 345.655 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 705.000 ACRES BASEFLOW = . .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .760 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .323 LOW LOSS FRACTION = .303 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .972 30- MINUTE FACTOR = .972 1 -HOUR FACTOR = .972 3 -HOUR FACTOR = .996 a 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.965 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .914 77.907 2 2.965 174.871 3 5.840 245.139 4 9.800 337.657 5 14.937 437.947 6 21.573 565.789 m '" 7 29.027 635.522 8 37.172 694.513 9 45.147 679.911 ori 10 52.442 621.978 11 57.921 467.202 °. 12 62.123 358.199 im 13 65.691 304.246 14 68.715 257.806 ,,. 15 71.003 195.101 16 73.378 202.459 o" 17 75.215 156.644 18 76.841 138.628 '" 19 78.377 130.981 m 20 79.814 122.507 21 81.010 101.951 oi 22 82.230 104.017 23 83.218 84.251 oo 24 84.291 91.495 �, 25 85.185 76.239 26 86.039 72.814 - 27 86.826 67.127 28 87.574 63.732 29 88.206 53.929 30 88.851 54.932 31 89.496 55.008 o 32 90.106 52.016 33 90.621 43.936 34 91.131 43.496 35 91.641 43.465 36 92.118 40.686 _. 37 92.526 34.794 38 92.933 34.626 39 93.339 34.642 40 93.745 34.627 41 94.119 31.908 42 94.442 27.549 o 43 94.765 27.504 44 95.087 27.489 45 95.410 27.488 "" 46 95.732 27.488 47 96.031 25.454 48 96.249 18.620 m 49 96.462 18.134 50 96.675 18.194 '" 51 96.888 18.134 52 97.101 18.134 53 97.314 18.164 or 54 97.527 18.164 55 97.740 18.164 "" 56 97.947 17.678 57 98.061 9.720 58 98.140 6.712 m 59 98.219 6.743 60 98.297 6.652 61 98.376 6.744 m 62 98.455 6.712 63 98.533 6.682 ot 64 98.612 6.712 65 98.691 6.743 oi 66 98.769 6.682 67 98.848 6.713 68 98.927 6.712 69 99.005 6.713 70 99.084 6.712 71 99.163 6.712 72 99.242 6.712 73 99.320 6.712 74 99.399 6.712 75 99.478 6.712 76 99.557 6.712 77 99.635 6.712 78 99.714 6.712 79 99.793 6.712 80 99.871 6.712 81 99.950 6.712 82 100.000 4.248 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.53 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.26 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 148.6269 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 367.4998 W m m 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) X TIME(HRS) VOLUME (AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 `" 14.083 152.1356 186.67 . Q. V . . . 14.167 153.4402 189.42 . Q. V . . 14.250 154.7656 192.45 . Q. V . . . 14.333 156.1145 195.86 . Q. V . . 14.417 157.4894 199.63 . Q. V . . . 14.500 158.8934 203.86 . Q V . . 14.583 160.3286 208.39 . Q V . . 14.667 161.7975 213.28 . Q V . . 14.750 163.3014 218.37 . Q V . . 14.833 164.8415 223.62 . .Q V . . - 14.917 166.4172 228.79 . .Q V . . 15.000 168.0294 234.10 . .Q V . . 15.083 169.6798 239.64 . .Q V . . 15.167 171.3707 245.52 . . Q V . . 15.250 173.1043 251.71 . . Q V . . 15.333 174.8846 258.50 . . Q V. . 15.417 176.7145 265.71 . Q V. . 15.500 178.5987 273.59 . Q V. . - 15.583 180.5427 282.27 . Q V. . 15.667 182.5541 292.06 . Q V. . 15.750 184.6419 303.14 . Q V 15.833 186.8206 316.35 . Q V • 15.917 189.1197 333.84 . Q V . m 16.000 191.5927 359.08 . Q V 16.083 194.4036 408.14 . QV 16.167 197.5981 463.84 . .V Q 16.250 201.1370 513.84 . .V Q . - 16.333 205.0565 569.11 . . V Q . 16.417 209.3508 623.53 . . V .Q 16.500 214.0129 676.93 . . V Q . • 16.583 218.8717 705.50 . . V Q . 16.667 223.8116 717.28 . . V Q *" 16.750 228.6093 696.62 . . V Q 16.833 233.1086 653.31 . V . Q . 16.917 237.1286 583.70 . V Q. m 17.000 240.7657 528.11 . 4 . 17.083 244.1335 489.00 . . Q V . • 17.167 247.2662 454.86 . . Q V . 17.250 250.1620 420.47 . .Q V . 17.333 252.9437 403.90 . Q V . m 17.417 255.5380 376.69 . Q . V . 17.500 258.0028 357.89 . Q . V . 41 17.583 260.3634 342.76 . Q . V . 17.667 262.6240 328.24 . Q . V . "" 17.750 264.7721 311.91 . Q V . aw 17.833 266.8504 301.77 . 4 V. 17.917 268.8329 287.86 . 4 V. . """ 18.000 270.7664 280.75 . Q V. `"' 18.083 272.6213 269.33 . Q V. 18.167 274.4234 261.67 . Q V. �" 18.250 276.1748 254.30 Q . V gar 18.333 277.8842 248.20 . . Q V 18.417 279.5496 241.82 . . Q V . I* 18.500 281.1958 239.04 . .4 V . 18.583 282.8239 236.40 . .4 V . 18.667 284.4306 233.29 Q . V 18.750 286.0102 229.35 . .Q .V 18.833 287.5760 227.36 . .Q .V a 18.917 289.1255 224.99 . .4 .V . 19.000 290.6513 221.54 . .Q .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: "' FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 167.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) < - -* <= flowby structure .,. basin (maximum flowby Q = 167.0 cfs) storage V STREAM 2 . FLOWBY 0 FLOWBY BASIN MODELING RESULTS: ,, MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME r (HRS) (CFS) (CFS) (AF) 14.083 186.7 167.0 1.429 . 14.166 189.4 167.0 1.583 m 14.249 192.5 167.0 1.759 14.333 195.9 167.0 1.957 14.416 199.6 167.0 2.182 y" 14.499 203.9 167.0 2.436 14.583 208.4 167.0 2.721 14.666 213.3 167.0 3.040 y 14.749 218.4 167.0 3.394 14.833 223.6 167.0 3.784 y 14.916 228.8 167.0 4.209 14.999 234.1 167.0 4.671 yr 15.083 239.6 167.0 5.171 15.166 245.5 167.0 5.712 15.249 251.7 167.0 6.296 "' 15.333 258.5 167.0 6.926 15.416 265.7 167.0 7.606 !' 15.499 273.6 167.0 8.340 15.583 282.3 167.0 9.134 15.666 292.1 167.0 9.995 - 15.749 303.1 167.0 10.932 15.833 316.3 167.0 11.961 15.916 333.8 167.0 13.110 15.999 359.1 167.0 14.433 16.083 408.1 167.0 16.094 16.166 463.8 167.0 18.138 16.249 513.8 167.0 20.527 16.333 569.1 167.0 23.296 16.416 623.5 167.0 26.440 16.499 676.9 167.0 29.952 16.583 705.5 167.0 33.661 16.666 717.3 167.0 37.451 16.749 696.6 167.0 41.098 16.833 653.3 167.0 44.447 16.916 583.7 167.0 47.317 - 16.999 528.1 167.0 49.804 17.083 489.0 167.0 52.022 17.166 454.9 167.0 54.004 17.249 420.5 167.0 55.750 17.333 403.9 167.0 57.382 17.416 376.7 167.0 58.826 17.499 357.9 167.0 60.141 A- 17.583 342.8 167.0 61.351 17.666 328.2 167.0 62.461 ° 17.749 311.9 167.0 63.459 17.833 301.8 167.0 64.388 17.916 287.9 167.0 65.220 ,. 17.999 280.8 167.0 66.003 18.083 269.3 167.0 66.708 4. 18.166 261.7 167.0 67.360 18.249 254.3 167.0 67.961 18.333 248.2 167.0 68.521 y 18.416 241.8 167.0 69.036 18.499 239.0 167.0 69.532 18.583 236.4 167.0 70.010 18.666 233.3 167.0 70.466 18.749 229.4 167.0 70.896 y 18.833 227.4 167.0 71.312 18.916 225.0 167.0 71.711 411 18.999 221.5 167.0 72.087 4************* ******************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FM FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 7 t » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< :w ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4* FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< to ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ""' FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 11 ti. » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) .. TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 """ 14.083 297.5465 346.21 . . Q V . . 14.167 299.9493 348.88 . . Q V . . 14.250 302.3734 351.99 . . Q V . . -- 14.333 304.8227 355.63 . . Q V. . 14.417 307.3010 359.85 . . Q V. . - 14.500 309.8120 364.59 . . Q V. . 14.583 312.3570 369.55 . . Q V. . 14.667 314.9366 374.55 . . Q V. . . 14.750 317.5509 379.59 . . Q V. . 14.833 320.2005 384.72 . . Q V . - 14.917 322.8858 389.91 . . Q V . 15.000 325.6078 395.24 . . Q V . 15.083 328.3682 400.81 . . Q V . 15.167 331.1693 406.72 . . Q V . 15.250 334.0139 413.03 . . Q V 15.333 336.9055 419.87 . . Q .V . 15.417 339.8483 427.29 . . Q .V . 15.500 342.8466 435.36 . . Q.V . 15.583 345.9058 444.19 . Q.V . 15.667 349.0325 454.00 . QV . . 15.750 352.2354 465.07 . . Q V . 15.833 355.5280 478.08 . . .QV . w 15.917 358.9337 494.52 . . .QV . 16.000 362.4957 517.20 . . • Q . 16.083 366.3137 554.36 . . . V Q . •w 16.167 370.5249 611.48 . . . V Q . 16.250 375.2365 684.12 . . . V Q . "" 16.333 380.4976 763.90 . . . V • Q . 16.417 386.2236 831.42 . . . V . Q • 16.500 392.1260 857.03 . . . V . Q • . 16.583 397.8778 835.16 . . . V . Q • 16.667 403.3168 789.75 . . . V . Q . w ' 16.750 408.4674 747.87 . . . V • Q . 16.833 413.4071 717.24 . . . V .Q . . 16.917 418.1469 688.22 . . . V Q . 17.000 422.6190 649.35 . . . V Q . . 17.083 426.8319 611.72 . . . VQ . . 6 17.167 430.8350 581.24 . . Q V . . 4 a 17.250 434.6442 553.11 . . . Q V . 17.333 438.3043 531.45 . . . Q V . "" 17.417 441.8241 511.07 . . Q V . 4„ 17.500 445.2127 492.03 . . .Q V . 17.583 448.4939 476.42 . .Q V . • 17.667 451.6797 462.58 . Q V . 17.750 454.7720 449.00 . Q. V . 17.833 457.7867 437.74 . Q. V . 17.917 460.7265 426.85 . Q . V . 18.000 463.6035 417.74 . Q . V. . 46 ' 18.083 466.4210 409.10 . . Q . V. . 18.167 469.1811 400.76 . Q V. . m 18.250 471.8934 393.83 . Q V. . 18.333 474.5692 388.53 . Q V. . 18.417 477.2161 384.33 . . Q . V. . �. 18.500 479.8436 381.52 . . Q . V . 18.583 482.4527 378.83 . . Q V . 18.667 485.0410 375.83 . Q V . . 18.750 487.6085 372.80 . Q V . 18.833 490.1593 370.37 . Q V . • 18.917 492.6953 368.22 . Q . V 19.000 495.2136 365.67 . Q V . a� END OF FLOOD ROUTING ANALYSIS olo w a -a. a a. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L O O D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986), SAN BERNARDINO(1986),KERN(1992), SAN JOAQUIN(1995), and COALINGA(1995) (c) Copyright 1989 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1206 Analysis prepared by: ASL Consulting Engineers One Jenner, Suite 200 Irvine, CA 92718 (714) 727 -7099 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * FLOOD ROUTING FOR I -10 CHANNEL FONTANA WATERSHEDS 1, 2, 3 & 4 REVISED SCENARIO IV WITH STREET CAPACITY LIMITS # 1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: N:I10RB404.UH1 TIME /DATE OF STUDY: 18:27 7/11/1995 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 241.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .390 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .174 LOW LOSS FRACTION = .176 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .995 30- MINUTE FACTOR = .995 1 -HOUR FACTOR = .995 3 -HOUR FACTOR = .999 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 m UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.368 a - RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.881 54.816 2 7.519 164.320 3 17.390 287.705 4 31.680 416.512 5 47.144 450.690 "" 6 58.786 339.323 7 66.137 214.267 8 71.368 152.469 - 9 75.288 114.248 10 78.386 90.276 11 80.990 75.902 12 83.152 63.022 13 85.059 55.572 14 86.676 47.126 15 88.056 40.226 16 89.306 36.426 17 90.444 33.190 ` 18 91.439 28.978 19 92.344 26.385 20 93.136 23.079 21 93.914 22.672 22 94.571 19.147 23 95.199 18.318 24 95.822 18.151 25 96.301 13.960 •.. 26 96.716 12.090 27 97.131 12.100 28 97.546 12.090 29 97.939 11.472 30 98.139 5.813 31 98.292 4.465 32 98.446 4.481 . 33 98.599 4.460 34 98.752 4.476 35 98.905 4.465 36 99.059 4.470 37 99.212 4.465 m 38 99.365 4.465 39 99.518 4.465 40 99.672 4.465 41 99.825 4.465 42 99.978 4.465 43 100.000 .642 TOTAL STORM RAINFALL(INCHES) = 8.80 TOTAL SOIL - LOSS(INCHES) = 1.46 TOTAL EFFECTIVE RAINFALL(INCHES) = 7.34 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 29.3237 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 147.3335 0 o o air 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H o o HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) o ` TIME(HRS) VOLUME (AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 o 14.083 64.9197 79.79 . Q V . . o 14.167 65.4797 81.32 . Q . V . . 14.250 66.0521 83.11 . Q . V . . - .0 14.333 66.6386 85.17 . Q . V . . 14.417 67.2403 . 87.37 . Q . V . 14.500 67.8569 89.53 . Q . V . . „„ 14.583 68.4879 91.62 . Q. V . . 14.667 69.1335 93.74 . Q. V . . 14.750 69.7943 95.95 . Q. V . . 14.833 70.4711 98.27 . Q. V. . 14.917 71.1649 100.74 . Q V. . 15.000 71.8769 103.39 . Q V. . 15.083 72.6088 106.27 . Q V. . o 15.167 73.3623 109.40 . Q V. . 15.250 74.1394 112.84 . .Q V . `"° 15.333 74.9428 116.65 . .Q V . 15.417 75.7757 120.93 . . Q V . 15.500 76.6420 125.78 . . Q V • o. 15.583 77.5469 131.39 . Q .V . 15.667 78.4969 137.95 . Q .V . - 15.750 79.5013 145.84 . Q .V . 15.833 80.5732 155.64 . Q .V 15.917 81.7377 169.08 . Q . V . 16.000 83.0416 189.33 . Q . V . 16.083 84.6230 229.61 . . Q - 16.167 86.5892 285.50 . . . V Q . . 16.250 88.9283 339.63 . . V Q 16.333 91.5428 379.62 . . V Q . ;y 16.417 94.1389 376.96 . V Q 16.500 96.3912 327.04 . V . Q o 16.583 98.2669 272.34 . . VQ . 16.667 99.8955 236.48 . . Q V . -14 16.750 101.3456 210.56 . .Q V . 16.833 102.6631 191.30 . Q. V 16.917 103.8798 176.66 . Q . V . w 17.000 105.0100 164.11 . Q . V . 17.083 106.0705 153.98 . Q V . ' 17.167 107.0654 144.46 . Q . V. . 17.250 108.0024 136.04 . Q V. o 17.333 108.8901 128.90 . . Q V. . .#, 17.417 109.7328 122.36 . . Q V. 17.500 110.5331 116.21 . .4 V " 17.583 111.2978 111.04 . .4 V 17.667 112.0291 106.18 . Q V 17.750 112.7339 102.33 . Q V . o 17.833 113.4092 98.06 . Q. V 17.917 114.0611 94.66 . Q. V . ' 18.000 114.6912 91.49 . Q. .V . 46 18.083 115.2960 87.82 . Q . .V 18.167 115.8852 85.54 . Q . .V . 18.250 116.4675 84.55 . Q . .V 411 18.333 117.0471 84.16 . Q . .V . 18.417 117.6236 83.71 . Q . .V . ▪ 18.500 118.1864 81.72 . Q . . V 18.583 118.7408 80.50 . Q . . V • 18.667 119.2890 79.60 . Q . . V " 18.750 119.8309 78.67 . Q . . V 18.833 120.3663 77.75 . Q - . V d" 18.917 120.8955 76.83 . Q - . V 19.000 121.4183 75.92 . Q . . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 2 ""' » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: °"" FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 569.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW _ (STREAM 1) < - -* <= flowby structure basin (maximum flowby Q = 569.0 cfs) storage . V STREAM 1 . FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 1 STREAM 1 BASIN TIME INFLOW FLOWBY VOLUME tl (HRS) (CFS) (CFS) (AF) 14.083 79.8 79.8 .000 . 14.166 81.3 81.3 .000 .ern 14.249 83.1 83.1 .000 14.333 85.2 85.2 .000 14.416 87.4 87.4 .000 010, 14.499 89.5 89.5 .000 14.583 91.6 91.6 .000 "" 14.666 93.7 93.7 .000 w 14.749 95.9 95.9 .000 14.833 98.3 98.3 .000 14.916 100.7 100.7 .000 14.999 103.4 103.4 .000 a 15.083 106.3 106.3 .000 15.166 109.4 109.4 .000 15.249 112.8 112.8 .000 .o 15.333 116.7 116.7 .000 15.416 120.9 120.9 .000 MI 15.499 125.8 125.8 .000 15.583 131.4 131.4 .000 15.666 137.9 137.9 .000 -, 15.749 145.8 145.8 .000 15.833 155.6 155.6 .000 15.916 169.1 169.1 .000 M 15.999 189.3 189.3 .000 16.083 229.6 229.6 .000 16.166 285.5 285.5 .000 16.249 339.6 339.6 .000 "' 16.333 379.6 379.6 .000 16.416 377.0 377.0 .000 16.499 327.0 327.0 .000 - 16.583 272.3 272.3 .000 16.666 236.5 236.5 .000 00. 16.749 210.6 210.6 .000 16.833 191.3 191.3 .000 16.916 176.7 176.7 .000 w 16.999 164.1 164.1 .000 17.083 154.0 154.0 .000 - 17.166 144.5 144.5 .000 17.249 136.0 136.0 .000 17.333 128.9 128.9 .000 17.416 122.4 122.4 .000 17.499 116.2 116.2 .000 04 17.583 111.0 111.0 .000 17.666 106.2 106.2 .000 - 17.749 102.3 102.3 .000 17.833 98.1 98.1 .000 17.916 94.7 94.7 .000 .. 17.999 91.5 91.5 .000 18.083 87.8 87.8 .000 .0 18.166 85.5 85.5 .000 18.249 84.5 84.5 .000 '" 18.333 84.2 84.2 .000 18.416 83.7 83.7 .000 18.499 81.7 81.7 .000 18.583 80.5 80.5 .000 18.666 79.6 79.6 .000 18.749 78.7 78.7 .000 18.833 77.8 77.8 .000 18.916 76.8 76.8 .000 ..00 18.999 75.9 75.9 .000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 40 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 14.083 64.9197 79.79 . Q V 14.167 65.4797 81.32 . Q • V . . 14.250 66.0521 83.11 . Q • V . 14.333 66.6386 85.17 . Q • V . ' 14.417 67.2403 87.37 . Q • V . • 14.500 67.8569 89.53 . Q • V . 14.583 68.4879 91.62 . Q. V . -- 14.667 69.1335 93.74 . Q. V . 14.750 69.7943 95.95 . Q. V . ' 14.833 70.4711 98.27 . Q. V. 14.917 71.1649 100.74 . Q V. . 15.000 71.8769 103.39 . Q V. • _w 15.083 72.6088 106.27 . Q V. 15.167 73.3623 109.40 . Q V. • - 15.250 74.1394 112.84 . •4 V 15.333 74.9428 116.65 . •Q V 15.417 75.7757 120.93 . • Q V • 15.500 76.6420 125.78 • Q V 15.583 77.5469 131.39 . Q .V - 15.667 78.4969 137.95 . Q .V 15.750 79.5013 145.84 . Q .V • 15.833 80.5732 155.64 . Q .V 15.917 81.7377 169.08 . Q . V 16.000 83.0416 189.33 . Q . V 16.083 84.6230 229.61 . • Q 16.167 86.5892 285.50 . . V Q " 16.250 88.9283 339.63 . . V Q 16.333 91.5428 379.62 . . V Q 16.417 94.1389 376.96 . V Q - 16.500 96.3912 327.04 . V . Q 16.583 98.2669 272.34 . VQ - 16.667 99.8955 236.48 . . Q V 16.750 101.3456 210.56 . •Q V 16.833 102.6631 191.30 . Q. V . _ 16.917 103.8798 176.66 . 4 . V 17.000 105.0100 164.11 . 4 V . * 17.083 106.0705 153.98 . Q V 17.167 107.0654 144.46 . Q V• "" 17.250 108.0024 136.04 . Q V. 17.333 108.8901 128.90 . • Q V. 17.417 109.7328 122.36 . • Q V• 17.500 110.5331 116.21 . •4 V 17.583 111.2978 111.04 . •4 V 17.667 112.0291 106.18 . Q V 17.750 112.7339 102.33 . Q V ,," 17.833 113.4092 98.06 . Q• V 4 ' 17.917 114.0611 94.66 . Q• V 18.000 114.6912 91.49 . Q. . .V . "" 18.083 115.2960 87.82 . Q . .V ., 18.167 115.8852 85.54 . Q • •V 18.250 116.4675 84.55 . Q • . .V ,. 18.333 117.0471 84.16 . Q . .V `ar 18.417 117.6236 83.71 . Q . .V 18.500 118.1864 81.72 . Q . • V 18.583 118.7408 80.50 . Q - • V 18.667 119.2890 79.60 . Q . • V 18.750 119.8309 78.67 . Q - . V • 18.833 120.3663 77.75 . 4 - . V 18.917 120.8955 76.83 . Q - . V 19.000 121.4183 75.92 Q . • V . m . s * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 5.2 » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER - TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, - U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 _., UPSTREAM ELEVATION(FT) = 1097.39 DOWNSTREAM ELEVATION(FT) = 1090.42 "" CHANNEL LENGTH(FT) = 2650.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 379.62 AVERAGE FLOWRATE IN EXCESS OF 506. MAXIMUM INFLOW = 284.90 CHANNEL NORMAL VELOCITY FOR Q = 284.90 CFS = 7.60 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .817 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .828 CONVEX METHOD CHANNEL ROUTING RESULTS: ,, OUTFLOW LESS MODEL INFLOW ROUTED LOSS ' TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) . 14.083 79.8 78.3 78.3 14.167 81.3 79.6 79.6 14.250 83.1 81.1 81.1 14.333 85.2 82.8 82.8 14.417 87.4 84.9 84.9 14.500 89.5 87.0 87.0 .. 14.583 91.6 89.2 89.2 14.667 93.7 91.3 91.3 4 14.750 95.9 93.4 93.4 14.833 98.3 95.6 95.6 . 14.917 100.7 97.9 97.9 15.000 103.4 100.4 100.4 15.083 106.3 103.0 103.0 . 15.167 109.4 105.8 105.8 15.250 112.8 108.9 108.9 15.333 116.7 112.3 112.3 15.417 120.9 116.1 116.1 m 15.500 125.8 120.3 120.3 15.583 131.4 125.1 125.1 - 15.667 137.9 130.6 130.6 15.750 145.8 137.0 137.0 mm 15.833 155.6 144.7 144.7 15.917 169.1 154.3 154.3 16.000 189.3 167.4 167.4 m 16.083 229.6 187.2 187.2 16.167 285.5 224.6 224.6 Al 16.250 339.6 277.2 277.2 16.333 379.6 330.5 330.5 16.417 377.0 371.1 371.1 16.500 327.0 373.9 373.9 16.583 272.3 332.9 332.9 * 16.667 236.5 281.3 281.3 16.750 210.6 243.1 243.1 16.833 191.3 215.4 215.4 16.917 176.7 194.8 194.8 17.000 164.1 179.3 179.3 17.083 154.0 166.3 166.3 17.167 144.5 155.7 155.7 17.250 136.0 146.1 146.1 .. 17.333 128.9 137.5 137.5 17.417 122.4 130.1 130.1 - 17.500 116.2 123.4 123.4 17.583 111.0 117.2 117.2 17.667 106.2 111.9 111.9 - 17.750 102.3 107.0 107.0 17.833 98.1 103.0 103.0 17.917 94.7 98.8 98.8 18.000 91.5 95.2 95.2 18.083 87.8 92.0 92.0 18.167 85.5 88.4 88.4 18.250 84.5 86.0 86.0 18.333 84.2 84.8 84.8 18.417 83.7 84.3 84.3 18.500 81.7 83.7 83.7 18.583 80.5 82.0 82.0 18.667 79.6 80.7 80.7 18.750 78.7 79.8 79.8 18.833 77.8 78.8 78.8 m 18.917 76.8 77.9 77.9 19.000 75.9 77.0 77.0 mg PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 147.333 AF "' OUTFLOW VOLUME = 147.333 AF LOSS VOLUME = .000 AF Am ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 41 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< m As (UNIT - HYDROGRAPH ADDED TO STREAM #2) .ar WATERSHED AREA = 370.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .760 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .290 LOW LOSS FRACTION = .275 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .995 30- MINUTE FACTOR = .995 1 -HOUR FACTOR = .995 3 -HOUR FACTOR = .999 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.965 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .914 40.887 2 2.965 91.776 3 5.840 128.654 4 9.800 177.210 5 14.937 229.845 6 21.573 296.939 7 29.027 333.536 8 37.172 364.496 9 45.147 356.833 10 52.442 326.428 11 57.921 245.198 12 62.123 187.991 13 65.691 159.675 14 68.715 135.303 15 71.003 102.394 16 73.378 106.255 17 75.215 82.210 -,r 18 76.841 72.755 19 78.377 68.742 20 79.814 64.295 me 21 81.010 53.506 22 82.230 54.590 23 83.218 44.217 m 24 84.291 4 8.018 25 85.185 40.012 26 86.039 38.215 27 86.826 35.230 28 87.574 33.448 m 29 88.206 28.303 30 88.851 28.829 m 31 89.496 28.869 32 90.106 27.299 33 90.621 23.059 m 34 91.131 22.828 35 91.641 22.811 ».. 36 92.118 21.353 37 92.526 18.261 38 92.933 18.173 39 93.339 18.181 WM 40 93.745 18.173 41 94.119 16.746 42 94.442 14.458 43 94.765 14.435 44 95.087 14.427 45 95.410 14.427 ., 46 95.732 14.427 47 96.031 13.359 "` 48 96.249 9.772 49 96.462 9.517 50 96.675 9.548 " 51 96.888 9.517 52 97.101 9.517 53 97.314 9.533 54 97.527 9.533 55 97.740 9.533 56 97.947 9.278 57 98.061 5.101 58 98.140 3.523 59 98.219 3.539 60 98.297 3.491 61 98.376 3.539 62 98.455 3.523 m 63 98.533 3.507 64 98.612 3.523 m 65 98.691 3.539 66 98.769 3.507 m 67 98.848 3.523 68 98.927 3.523 69 99.005 3.523 1" 70 99.084 3.523 m 71 99.163 3.523 72 99.242 3.523 ,,, 73 99.320 3.523 74 99.399 3.523 '' 75 99.478 3.523 76 99.557 3.523 77 99.635 3.523 78 99.714 3.523 79 99.793 3.523 80 99.871 3.523 81 99.950 3.523 82 100.000 2.230 TOTAL STORM RAINFALL(INCHES) = 8.80 TOTAL SOIL - LOSS(INCHES) = 2.29 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.51 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 70.6507 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 200.5790 m ar 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H q., HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) 4 " TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 " 14.083 83.0942 101.84 . Q V . . ▪ 14.167 83.8054 103.27 Q V . 14.250 84.5273 104.82 Q V . '.- 14.333 85.2610 106.53 . Q V . . 14.417 86.0075 108.40 . Q V . . 14.500 86.7683 110.47 . .Q V . . .. 14.583 87.5442 112.67 Q V . 14.667 88.3365 115.04 . .Q V . . ,.., 14.750 89.1460 117.53 . .Q V . . 14.833 89.9734 120.14 . . Q V . . 14.917 90.8190 122.78 . . Q V . . 15.000 91.6836 125.55 . . Q V . . 15.083 92.5684 128.47 . . Q V . . -S 15.167 93.4748 131.61 . . Q V . . 15.250 94.4042 134.95 . . Q V . . 4 15.333 95.3589 138.62 . . Q V. . 15.417 96.3411 142.62 . . Q V. . 15.500 97.3541 147.08 . . Q V. . * 15.583 98.4013 152.06 . Q V. . 15.667 99.4877 157.74 . Q V. - 15.750 100.6190 164.27 . . Q V . 15.833 101.8045 172.13 . . Q V . 15.917 103.0607 182.41 . Q V 16.000 104.4172 196.96 QV . 16.083 105.9623 224.36 . VQ . 16.167 107.7209 255.35 . .V Q 16.250 109.6708 283.13 . .V Q - "° 16.333 111.8306 313.60 . . V Q . 16.417 114.1956 343.40 . . V Q . 16.500 116.7603 372.39 . V Q • 16.583 119.4305 387.72 V . Q 16.667 122.1424 393.77 . V Q. ' 16.750 124.7742 382.14 . . V Q . 16.833 127.2405 358.10 . V Q . "" 16.917 129.4429 319.79 . . V .Q . m 17.000 131.4329 288.94 . V Q . 17.083 133.2719 267.02 . Q 1 * 17.167 134.9792 247.91 . Q V . 17.250 136.5553 228.85 . . Q V . 17.333 138.0674 219.55 . .Q V . • 17.417 139.4769 204.66 . . Q V . 17.500 140.8158 194.40 . Q. V . ' 17.583 142.0983 186.22 . Q . V . 17.667 143.3270 178.42 . Q . V . . 17.750 144.4956 169.68 . Q V . . 17.833 145.6270 164.27 . Q V. 17.917 146.7068 156.80 . Q V. . • 18.000 147.7602 152.95 . Q V. 42 18.083 148.7711 146.79 . Q . V. . 18.167 149.7535 142.63 . Q . V. . y. 18.250 150.7083 138.64 . Q . V . . 18.333 151.6404 135.34 . Q . V . 18.417 152.5488 131.89 . Q . V . • 18.500 153.4467 130.38 . Q . V . 18.583 154.3348 128.96 . . Q . V . 18.667 155.2114 127.29 . . Q . V . ,. 18.750 156.0735 125.17 . . Q . .V . 18.833 156.9282 124.11 . . Q . .V . 18.917 157.7741 122.82 . . Q . .V . 19.000 158.6071 120.96 . . Q . .V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 2 . » » > FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 326.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) <-- <= flowby structure basin (maximum flowby Q = 326.0 cfs) storage .. .. V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: ., MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 101.8 101.8 .000 14.166 103.3 103.3 .000 * 14.249 104.8 104.8 .000 14.333 106.5 106.5 .000 . 14.416 108.4 108.4 .000 mr 14.499 110.5 110.5 .000 14.583 112.7 112.7 .000 ym 14.666 115.0 115.0 .000 ,w 14.749 117.5 117.5 .000 14.833 120.1 120.1 .000 m 14.916 122.8 122.8 .000 14.999 125.5 125.5 .000 15.083 128.5 128.5 .000 * 15.166 131.6 131.6 .000 15.249 134.9 134.9 .000 my 15.333 138.6 138.6 .000 15.416 142.6 142.6 .000 m 15.499 147.1 147.1 .000 1 15.583 152.1 152.1 .000 15.666 157.7 157.7 .000 15.749 164.3 164.3 .000 m 15.833 172.1 172.1 .000 15.916 182.4 182.4 .000 YIN 15.999 197.0 197.0 .000 16.083 224.4 224.4 .000 m' 16.166 255.3 255.3 .000 16.249 283.1 283.1 .000 16.333 313.6 313.6 .000 16.416 343.4 326.0 .120 16.499 372.4 326.0 .439 16.583 387.7 326.0 .864 16.666 393.8 326.0 1.331 16.749 382.1 326.0 1.718 16.833 358.1 326.0 1.939 $. 16.916 319.8 319.8 1.939 16.999 288.9 288.9 1.939 17.083 267.0 267.0 1.939 - 17.166 247.9 247.9 1.939 17.249 228.9 228.9 1.939 17.333 219.6 219.6 1.939 17.416 204.7 204.7 1.939 17.499 194.4 194.4 1.939 17.583 186.2 186.2 1.939 17.666 178.4 178.4 1.939 17.749 169.7 169.7 1.939 m 17.833 164.3 164.3 1.939 17.916 156.8 156.8 1.939 '.. 17.999 153.0 153.0 1.939 18.083 146.8 146.8 1.939 my 18.166 142.6 142.6 1.939 SW 18.249 138.6 138.6 1.939 18.333 135.3 135.3 1.939 my 18.416 131.9 131.9 1.939 18.499 130.4 130.4 1.939 "' 18.583 129.0 129.0 1.939 18.666 127.3 127.3 1.939 qm 18.749 125.2 125.2 1.939 im 18.833 124.1 124.1 1.939 18.916 122.8 122.8 1.939 mi 18.999 121.0 121.0 1.939 4,„********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 7 4.4 m » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 as » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME (AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 14.083 147.3795 180.16 . Q V . . 14.167 148.6389 182.86 Q V . • 14.250 149.9193 185.91 . Q V . . 14.333 151.2236 189.37 . Q V . . 14.417 152.5545 193.26 . .Q V . . M 14.500 153.9147 197.49 . .Q V . . 14.583 155.3048 201.85 . .Q V . . m 14.667 156.7258 206.33 . .Q V . . _. 14.750 158.1785 210.94 . Q V . . 14.833 159.6644 215.74 . . Q V . . - 14.917 161.1843 220.69 . . Q V . . 15.000 162.7401 225.91 . . Q V . . 15.083 164.3342 231.46 . Q V . . 15.167 165.9695 237.44 . Q V. . 15.250 167.6490 243.88 . Q V. . 15.333 169.3773 250.95 . Q V. . 15.417 171.1591 258.70 . Q V. . - 15.500 173.0005 267.38 . Q V . 15.583 174.9091 277.13 . Q V . 15.667 176.8947 288.31 . Q V • 15.750 178.9697 301.28 . Q V 15.833 181.1518 316.85 . Q V . ' 15.917 183.4708 336.72 . Q.V . 16.000 185.9799 364.33 . QV . 16.083 188.8144 411.57 . .V Q 16.167 192.1199 479.95 . . V Q . • ' 16.250 195.9792 560.37 . . V . Q • 16.333 200.4154 644.13 . . V Q • 16.417 205.2160 697.05 . V . Q. 16.500 210.0362 699.88 . . V Q. Fes 16.583 214.5737 658.85 . . V Q • 16.667 218.7561 607.29 . V Q ' 16.750 222.6758 569.13 . V . Q 16.833 226.4042 541.37 . . V Q • 16.917 229.9485 514.63 . . V Q. 17.000 233.1732 468.22 . 4 . 17.083 236.1575 433.32 . . Q V . 17.167 238.9373 403.62 . . Q V . • *' 17.250 241.5193 374.90 . . .Q V . 17.333 243.9781 357.03 . . Q V . . . 17.417 246.2837 334.76 . Q. V . 4 17.500 248.4727 317.85 . Q . V . 17.583 250.5626 303.46 . Q . V . - 17.667 252.5621 290.32 . . Q . V. . 17.750 254.4677 276.69 . Q V. 17.833 256.3081 267.23 . Q V. . 17.917 258.0682 255.56 . Q V. 18.000 259.7774 248.19 . Q V " 18.083 261.4218 238.77 . Q . V . 18.167 263.0133 231.08 . Q . V . • 18.250 264.5605 224.65 . . Q . V . • 18.333 266.0764 220.12 . . Q V 18.417 267.5650 216.14 . . Q V - 18.500 269.0395 214.09 . . Q .V 18.583 270.4925 210.97 . . Q .V • 18.667 271.9251 208.01 . .Q .V 18.750 273.3365 204.93 . .Q .V . 18.833 274.7340 202.93 . .Q . .V . 18.917 276.1163 200.71 . .Q .V 19.000 277.4795 197.93 . .Q . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 5.2 » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1090.42 DOWNSTREAM ELEVATION(FT) = 1084.02 CHANNEL LENGTH(FT) = 1455.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 699.88 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 516.80 CHANNEL NORMAL VELOCITY FOR Q = 516.80 CFS = 10.87 FPS "' ESTIMATED CHANNEL ROUTING COEFFICIENT = .865 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .984 CONVEX METHOD CHANNEL ROUTING RESULTS: . OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) . (HRS) (CFS) (CFS) (CFS) 4 14.083 180.2 179.2 179.2 14.167 182.9 181.8 181.8 14.250 185.9 184.7 184.7 w 14.333 189.4 188.0 188.0 14.417 193.3 191.7 191.7 14.500 197.5 195.8 195.8 w 14.583 201.8 200.1 200.1 14.667 206.3 204.5 204.5 14.750 210.9 209.1 209.1 14.833 215.7 213.8 213.8 w 14.917 220.7 218.7 218.7 15.000 225.9 223.8 223.8 ' 15.083 231.5 229.2 229.2 w 15.167 237.4 235.0 235.0 15.250 243.9 241.3 241.3 15.333 250.9 248.1 248.1 15.417 258.7 255.6 255.6 15.500 267.4 263.9 263.9 15.583 277.1 273.2 273.2 15.667 288.3 283.8 283.8 15.750 301.3 296.1 296.1 15.833 316.8 310.6 310.6 15.917 336.7 328.8 328.8 16.000 364.3 353.3 353.3 16.083 411.6 392.7 392.7 . 16.167 480.0 452.6 452.6 16.250 560.4 528.1 528.1 16.333 644.1 610.5 610.5 16.417 697.1 675.6 675.6 16.500 699.9 698.4 698.4 16.583 658.9 675.1 675.1 16.667 607.3 628.0 628.0 16.750 569.1 584.6 584.6 16.833 541.4 552.6 552.6 16.917 514.6 525.4 525.4 17.000 468.2 486.8 486.8 17.083 433.3 447.4 447.4 17.167 403.6 415.6 415.6 17.250 374.9 386.5 386.5 17.333 357.0 364.3 364.3 17.417 334.8 343.7 343.7 17.500 317.8 324.7 324.7 w 17.583 303.5 309.3 309.3 17.667 290.3 295.6 295.6 w 17.750 276.7 282.2 282.2 w 17.833 267.2 271.1 271.1 17.917 255.6 260.2 260.2 w 18.000 248.2 251.2 251.2 18.083 238.8 242.5 242.5 18.167 231.1 234.2 234.2 18.250 224.6 227.2 227.2 18.333 220.1 222.0 222.0 w 18.417 216.1 217.7 217.7 18.500 214.1 214.9 214.9 18.583 211.0 212.2 212.2 18.667 208.0 209.2 209.2 18.750 204.9 206.2 206.2 wo 18.833 202.9 203.7 203.7 18.917 200.7 201.6 201.6 19.000 197.9 199.0 199.0 >w PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 345.974 AF OUTFLOW VOLUME = 345.973 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 705.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .760 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .323 LOW LOSS FRACTION = .303 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .995 30- MINUTE FACTOR = .995 1 -HOUR FACTOR = .995 3 -HOUR FACTOR = .999 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.965 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .914 77.907 2 2.965 174.871 3 5.840 245.139 4 9.800 337.657 5 14.937 437.947 6 21.573 565.789 mi m 7 29.027 635.522 8 37.172 694.513 9 45.147 679.911 A 10 52.442 621.978 11 57.921 467.202 12 62.123 358.199 13 65.691 304.246 14 68.715 257.806 m 15 71.003 195.101 16 73.378 202.459 °° 17 75.215 156.644 18 76.841 138.628 m 19 78.377 130.981 20 79.814 122.507 21 81.010 101.951 22 82.230 104.017 23 83.218 84.251 24 84.291 91.495 25 85.185 76.239 26 86.039 72.814 5- 27 86.826 67.127 28 87.574 63.732 29 88.206 53.929 30 88.851 54.932 31 89.496 55.008 - 32 90.106 52.016 33 90.621 43.936 34 91.131 43.496 35 91.641 43.465 36 92.118 40.686 ..4 37 92.526 34.794 38 92.933 34.626 M 39 93.339 34.642 40 93.745 34.627 t. 41 94.119 31.908 42 94.442 27.549 43 94.765 27.504 44 95.087 27.489 45 95.410 27.488 46 95.732 27.488 47 96.031 25.454 48 96.249 18.620 49 96.462 18.134 50 96.675 18.194 51 96.888 18.134 52 97.101 18.134 m 53 97.314 18.164 m 54 97.527 18.164 55 97.740 18.164 """ 56 97.947 17.678 57 98.061 9.720 58 98.140 6.712 59 98.219 6.743 60 98.297 6.652 m 61 98.376 6.744 62 98.455 6.712 m 63 98.533 6.682 m 64 98.612 6.712 65 98.691 6.743 m 66 98.769 6.682 m 67 98.848 6.713 68 98.927 6.712 69 99.005 6.713 70 99.084 6.712 71 99.163 6.712 72 99.242 6.712 73 99.320 6.712 74 99.399 6.712 75 99.478 6.712 76 99.557 6.712 77 99.635 6.712 78 99.714 6.712 79 99.793 6.712 80 99.871 6.712 81 99.950 6.712 82 100.000 4.248 TOTAL STORM RAINFALL(INCHES) = 8.80 TOTAL SOIL - LOSS(INCHES) = 2.53 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.27 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 148.4268 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 368.3829 1, u., At 4,11 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) • TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 • 14.083 152.2134 186.55 . Q. V . . • 14.167 153.5162 189.17 . Q. V . . 14.250 154.8385 192.00 . Q. V . . • 14.333 156.1825 195.14 . Q. V . . 14.417 157.5500 • 198.57 . Q. V . . 14.500 158.9436 202.35 . Q V . . .... 14.583 160.3650 206.38 . Q V . . 14.667 161.8163 210.73 . Q V . . 4 ' 14.750 163.2991 215.29 . Q V . . 14.833 164.8147 220.07 . .Q V . . 14.917 166.3637 224.91 . .Q V . . ,,. 15.000 167.9476 229.98 . .Q V . . 15.083 169.5683 235.33 . .Q V . . - 15.167 171.2286 241.08 . . Q V . . 15.250 172.9311 247.20 . . Q V . . "" 15.333 174.6800 253.93 . . Q V . . 15.417 176.4792 261.25 . Q V. . 15.500 178.3348 269.43 . Q V. . - 15.583 180.2531 278.55 . Q V. . 15.667 182.2432 288.95 . Q V. . - 15.750 184.3155 300.90 . Q V 15.833 186.4869 315.29 . Q V 15.917 188.7888 334.23 . Q V �, 16.000 191.2768 361.25 . Q V 16.083 194.1191 412.71 . . QV . "' 16.167 197.3626 470.95 . . .V Q . 16.250 200.9655 523.14 . . .V Q . ' 16.333 204.9635 580.52 . . V Q. 16.417 209.3491 636.79 . . V .Q 16.500 214.1128 691.69 . . V Q m 16.583 219.0772 720.82 . V . Q 16.667 224.1218 732.49 . . V Q . 16.750 229.0162 710.66 . . V Q 16.833 233.5985 665.35 . . V Q . 16.917 237.6824 592.99 . V Q. "r 17.000 241.3664 534.91 . Q . 17.083 244.7675 493.85 . . Q V . M 17.167 247.9226 458.11 . . Q V . 17.250 250.8318 422.41 . .Q V . 17.333 253.6228 405.26 . Q V . • 17.417 256.2220 377.40 . Q . V . 17.500 258.6898 358.34 . . Q V . . 17.583 261.0535 343.20 . Q V . 17.667 263.3176 328.74 . Q V . 17.750 265.4697 312.49 . Q V . 17.833 267.5533 302.54 . Q . V. . 17.917 269.5410 288.63 . Q V. ' 18.000 271.4804 281.60 . Q V. 4 ' 18.083 273.3408 270.12 . . Q V. 18.167 275.1482 262.44 Q . V. 18.250 276.9047 255.04 Q . V . All 18.333 278.6190 248.92 Q . V . 18.417 280.2890 242.49 . . Q . V . - 18.500 281.9400 239.72 . .4 V 18.583 283.5729 237.10 Q . V . 18.667 285.1844 233.98 . .4 V .. 18.750 286.7685 230.02 . .Q .V 18.833 288.3391 228.04 . .Q .V • 18.917 289.8932 225.67 . .Q .V 19.000 291.4236 222.21 . .Q .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �. FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN . 167.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW - (STREAM 2) < - -* <= flowby structure basin (maximum flowby Q = 167.0 cfs) storage - V STREAM 2 FLOWBY mg FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME w (HRS) (CFS) (CFS) (AF) 14.083 186.5 167.0 1.439 14.166 189.2 167.0 1.592 4 14.249 192.0 167.0 1.764 14.333 195.1 167.0 1.958 ." 14.416 198.6 167.0 2.175 41 o o 14.499 202.4 167.0 2.419 o 14.583 206.4 167.0 2.690 14.666 210.7 167.0 2.991 o 14.749 215.3 167.0 3.324 14.833 220.1 167.0 3.689 o 14.916 224.9 167.0 4.088 14.999 230.0 167.0 4.522 o 15.083 235.3 167.0 4.993 o 15.166 241.1 167.0 5.503 15.249 247.2 167.0 6.055 ' 15.333 253.9 167.0 6.654 15.416 261.3 167.0 7.303 '" 15.499 269.4 167.0 8.008 o 15.583 278.5 167.0 8.777 15.666 289.0 167.0 9.616 15.749 300.9 167.0 10.539 15.833 315.3 167.0 11.560 m 15.916 334.2 167.0 12.712 15.999 361.3 167.0 14.050 16.083 412.7 167.0 15.742 16.166 471.0 167.0 17.835 16.249 523.1 167.0 20.288 16.333 580.5 167.0 23.136 16.416 636.8 167.0 26.371 o 16.499 691.7 167.0 29.985 �. 16.583 720.8 167.0 33.799 16.666 732.5 167.0 37.694 o 16.749 710.7 167.0 41.438 o 16.833 665.4 167.0 44.870 16.916 593.0 167.0 47.804 o 16.999 534.9 167.0 50.338 17.083 493.8 167.0 52.589 o 17.166 458.1 167.0 54.593 o 17.249 422.4 167.0 56.352 17.333 405.3 167.0 57.993 o 17.416 377.4 167.0 59.442 17.499 358.3 167.0 60.760 ' 17.583 343.2 167.0 61.974 17.666 328.7 167.0 63.088 o 17.749 312.5 167.0 64.090 o 17.833 302.5 167.0 65.023 17.916 288.6 167.0 65.861 o 17.999 281.6 167.0 66.650 18.083 270.1 167.0 67.360 o 18.166 262.4 167.0 68.017 18.249 255.0 167.0 68.624 o 18.333 248.9 167.0 69.188 o 18.416 242.5 167.0 69.708 18.499 239.7 167.0 70.209 o 18.583 237.1 167.0 70.691 18.666 234.0 167.0 71.153 18.749 230.0 167.0 71.587 o 18.833 228.0 167.0 72.007 18.916 225.7 167.0 72.411 " 18.999 222.2 167.0 72.791 o FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 7 o m m ' » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ., FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 - 14.083 297.6544 346.19 . Q V . 14.167 300.0565 348.78 . Q V . . 14.250 302.4785 351.69 . Q V . - 14.333 304.9233 354.98 . Q V. . 14.417 307.3937 358.70 . Q V. "'" 14.500 309.8922 362.79 . Q V. 14.583 312.4204 367.10 . Q V. 14.667 314.9792 371.53 . Q V. . - 14.750 317.5693 376.09 . Q V. 14.833 320.1920 380.81 . Q V - 14.917 322.8483 385.70 . Q V 15.000 325.5398 390.81 . Q V 15.083 328.2687 396.23 . Q V �, 15.167 331.0375 402.04 . Q V 15.250 333.8495 408.29 . Q V . • 15.333 336.7083 415.11 . Q .V 15.417 339.6187 422.59 . Q .V • 15.500 342.5863 430.90 . Q.V 15.583 345.6181 440.21 . Q.V . 15.667 348.7229 450.82 . QV 15.750 351.9121 463.07 . Q V 15.833 355.2014 477.60 . .QV " 15.917 358.6156 495.75 . . Q 16.000 362.1987 520.27 . . VQ 16.083 366.0533 559.69 . . V Q .rc 16.167 370.3204 619.58 . . V Q . 16.250 375.1075 695.09 . . V Q "" 16.333 380.4619 777.45 . . V . Q 16.417 386.2646 842.56 . . V Q . 16.500 392.2247 865.41 . . V Q . . 16.583 398.0241 842.07 . . . V . Q . 16.667 403.4991 794.96 . V Q '''' 16.750 408.6752 751.57 . V . Q 16.833 413.6312 719.61 . V .Q '"" 16.917 418.3998 692.40 . V Q ar 17.000 422.9023 653.77 . V Q. 17.083 427.1340 614.44 . VQ . w 17.167 431.1465 582.61 . . Q V . m 3. ' 17.250 434.9582 553.47 . . Q V . 17.333 438.6172 531.29 . Q V • 17.417 442.1344 510.69 . . Q V . .w 17.500 445.5207 491.69 . .Q V . 17.583 448.8008 476.27 . .4 V . . - 17.667 451.9868 462.62 . 4 V . . 17.750 455.0803 449.17 . . Q. V . . 17.833 458.0973 438.06 . Q. V . . - 17.917 461.0397 427.24 . Q . V . . 18.000 463.9197 418.18 . . Q . V. . -' 18.083 466.7403 409.55 . . Q . V. . 18.167 469.5033 401.18 . . Q . V. . 18.250 472.2184 394.24 . Q . V. . , 18.333 474.8972 388.96 . Q . V. 18.417 477.5470 384.74 . Q V. - 18.500 480.1773 381.93 . . Q . V . 18.583 482.7891 379.22 . . Q . V . 18.667 485.3800 376.21 . . Q . V . _ 18.750 487.9500 373.17 . Q . V 18.833 490.5034 370.74 . Q . V A 18.917 493.0419 368.60 . Q V . 19.000 495.5629 366.05 . Q .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -. FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 5.2 - » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< _ THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1084.02 DOWNSTREAM ELEVATION(FT) = 1070.82 CHANNEL LENGTH(FT) = 1460.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 865.41 AVERAGE FLOWRATE IN EXCESS OF 5095 MAXIMUM INFLOW = 599.01 CHANNEL NORMAL VELOCITY FOR Q = 599.01 CFS = 14.58 FPS "" ESTIMATED CHANNEL ROUTING COEFFICIENT = .896 0 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE .k, UNIT INTERVALS IS CSTAR = .997 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS . MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) m 14.083 346.2 345.5 345.5 14.167 348.8 348.0 348.0 14.250 351.7 350.8 350.8 m 14.333 355.0 354.0 354.0 14.417 358.7 357.6 357.6 O 14.500 362.8 361.6 361.6 14.583 367.1 365.8 365.8 14.667 371.5 370.2 370.2 4.** 14. 376.1 374.7 374.7 14.833 380.8 379.4 379.4 °° 14.917 385.7 384.2 384.2 15.000 390.8 389.3 389.3 "' 15.083 396.2 394.6 394.6 ,, 15.167 402.0 400.3 400.3 15.250 408.3 406.4 406.4 44 15.333 415.1 413.1 413.1 15.417 422.6 420.3 420.3 4. 15.500 430.9 428.4 428.4 15.583 440.2 437.4 437.4 15.667 450.8 447.6 447.6 15.750 463.1 459.4 459.4 15.833 477.6 473.2 473.2 15.917 495.8 490.3 490.3 16.000 520.3 512.9 512.9 16.083 559.7 547.8 547.8 16.167 619.6 601.5 601.5 16.250 695.1 672.3 672.3 4" 16.333 777.5 752.6 752.6 16.417 842.6 822.9 822.9 R 16.500 865.4 858.5 858.5 16.583 842.1 849.1 849.1 16.667 795.0 809.2 809.2 - 16.750 751.6 764.7 764.7 16.833 719.6 729.3 729.3 0. 16.917 692.4 700.6 700.6 17.000 653.8 665.4 665.4 17.083 614.4 626.3 626.3 17.167 582.6 592.2 592.2 17.250 553.5 562.3 562.3 17.333 531.3 538.0 538.0 , 17.417 510.7 516.9 516.9 17.500 491.7 497.4 497.4 17.583 476.3 480.9 480.9 17.667 462.6 466.7 466.7 �' 17.750 449.2 453.2 453.2 17.833 438.1 441.4 441.4 17.917 427.2 430.5 430.5 m 18.000 418.2 420.9 420.9 18.083 409.5 412.2 412.2 "" 18.167 401.2 403.7 403.7 18.250 394.2 396.3 396.3 18.333 389.0 390.6 390.6 m 18.417 384.7 386.0 386.0 18.500 381.9 382.8 382.8 m 18.583 379.2 380.0 380.0 40 18.667 376.2 377.1 377.1 18.750 373.2 374.1 374.1 w 18.833 370.7 371.5 371.5 18.917 368.6 369.2 369.2 0, 19.000 366.0 366.8 366.8 .m. PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 638.032 AF OUTFLOW VOLUME = 638.032 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1 ` » » >UNIT— HYDROGRAPH ANALYSIS« «< (UNIT — HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 135.000 ACRES BASEFLOW = . .000 CFS /SQUARE —MILE *USER ENTERED "LAG" TIME = .450 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5— MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED) /DESERT S —GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .303 LOW LOSS FRACTION = .286 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5— MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30— MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 —HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 —HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 —HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 —HOUR RAINFALL(INCH) = 8.80 PRECIPITATION DEPTH —AREA REDUCTION FACTORS: 5— MINUTE FACTOR = .995 30— MINUTE FACTOR = .995 1 —HOUR FACTOR = .995 3 —HOUR FACTOR = .999 6 —HOUR FACTOR = 1.000 24 —HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG —TIME = 18.519 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.593 26.002 2 6.062 72.964 3 13.463 120.833 o o 4 24.581 181.518 5 37.932 217.988 o 6 50.921 212.055 o 7 59.991 148.079 8 66.149 100.545 o 9 70.771 75.466 r 10 74.380 58.922 11 77.203 46.081 = 12 79.681 40.472 13 81.756 33.869 14 83.552 29.325 15 85.174 26.482 16 86.574 22.854 o 17 87.806 20.112 18 88.887 17.648 - 19 89.950 17.359 20 90.842 14.571 o 21 91.702 14.027 22 92.450 12.219 23 93.136 11.196 - 24 93.818 11.132 25 94.403 9.557 26 94.948 8.892 27 95.492 8.896 28 96.007 8.403 29 96.384 6.151 30 96.743 5.868 31 97.103 5.875 32 97.463 5.868 33 97.822 5.868 r. 34 98.067 4.002 35 98.200 2.166 . 36 98.333 2.177 37 98.466 2.163 38 98.599 2.177 39 98.732 2.166 40 98.865 2.170 41 98.997 2.170 42 99.131 2.173 43 99.263 2.170 44 99.396 2.170 45 99.529 2.170 46 99.662 2.170 47 99.795 2.170 48 99.928 2.170 o 49 100.000 1.178 m TOTAL STORM RAINFALL(INCHES) = 8.80 o TOTAL SOIL - LOSS(INCHES) = 2.38 o TOTAL EFFECTIVE RAINFALL(INCHES) = 6.41 r TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 26.8109 o TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 72.1268 m o me m, :m 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) m. - TIME(HRS) VOLUME (AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 14.083 31.2252 38.26 . Q V . . mo 14.167 31.4934 38.95 . Q V . . 14.250 31.7671 39.74 . Q V . . -� 14.333 32.0470 40.65 . Q . V . . 14.417 32.3339 41.65 . Q . V . . ` 14.500 32.6280 42.70 . Q . V . . m 14.583 32.9290 43.70 . Q . V . . 14.667 33.2369 44.71 . Q . V . . 14.750 33.5518 45.73 . Q. V . . 14.833 33.8742 46.82 . Q. V . . *"" 14.917 34.2046 47.96 . Q. V . . 15.000 34.5434 49.20 . Q. V. . 15.083 34.8914 50.52 . Q V. . m 15.167 35.2493 51.97 . Q V. . 15.250 35.6181 53.54 . Q V. . ' 15.333 35.9988 55.29 . .Q V. . 15.417 36.3929 57.22 . .Q V . 15.500 36.8021 59.41 . .Q V . . 15.583 37.2285 61.91 . . Q V . 15.667 37.6750 64.83 . . Q V . - 15.750 38.1452 68.27 . Q .V . 15.833 38.6448 72.55 . Q .V . . 15.917 39.1851 78.45 . 4 .V . 16.000 39.7876 87.48 . . Q . V . 16.083 40.5158 105.74 . .QV ,- 16.167 41.4146 130.51 . . V Q . 16.250 42.4792 154.57 . V Q 16.333 43.6989 177.10 . . V Q . 16.417 44.9787 185.84 . V Q 16.500 46.1929 176.29 . V Q . m 16.583 47.2215 149.36 . . . V Q. . 16.667 48.0959 126.96 . QV ' 16.750 48.8666 111.90 . . Q V . 16.833 49.5595 100.62 . Q V 16.917 50.1905 91.62 . Q . V • 17.000 50.7780 85.30 . 4 V . . 17.083 51.3251 79.44 . Q V . . 'w 17.167 51.8386 74.56 . Q V . . 17.250 52.3238 70.44 . 4 V. 17.333 52.7810 66.39 . Q . V. . a., 17.417 53.2136 62.83 . . Q V. . 17.500 53.6244 59.64 . .4 V. . " 17.583 54.0186 57.24 . .Q V. 17.667 54.3938 54.48 . Q V . "� 17.750 54.7549 52.43 . Q V . .g 17.833 55.1011 50.26 . Q V . 17.917 55.4347 48.44 . Q. V . 18.000 55.7579 46.93 . Q. V . 18.083 56.0697 45.28 Q. . .V 18.167 56.3738 44.15 . Q . .V 18.250 56.6728 43.42 . Q . .V 18.333 56.9677 42.82 . Q . .V 18.417 57.2574 42.07 Q . .V . • • 18.500 57.5459 41.89 Q . .V . 18.583 57.8324 41.60 . Q . . . V . 18.667 58.1154 41.10 Q . . V . 18.750 58.3937 40.41 . Q . . . V . 18.833 58.6638 39.22 Q . . V . - 18.917 58.9264 38.12 . Q . . . V . 19.000 59.1852 37.58 . Q . . . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 2 » » > FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 149.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) < - -* <= flowby structure basin (maximum flowby Q = 149.0 cfs) storage - V STREAM 2 . FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME w (HRS) (CFS) (CFS) (AF) 14.083 38.3 38.3 .000 " 14.166 38.9 38.9 .000 .ter 14.249 39.7 39.7 .000 14.333 40.6 40.6 .000 ** 14.416 41.7 41.7 .000 ft 14.499 42.7 42.7 .000 14.583 43.7 43.7 .000 14.666 44.7 44.7 .000 4 14.749 45.7 45.7 .000 14.833 46.8 46.8 .000 14.916 48.0 48.0 .000 14.999 49.2 49.2 .000 15.083 50.5 50.5 .000 15.166 52.0 52.0 .000 15.249 53.5 53.5 .000 - 15.333 55.3 55.3 .000 15.416 57.2 57.2 .000 15.499 59.4 59.4 .000 15.583 61.9 61.9 .000 15.666 64.8 64.8 .000 - 15.749 68.3 68.3 .000 15.833 72.6 72.6 .000 15.916 78.5 78.5 .000 15.999 87.5 87.5 .000 16.083 105.7 105.7 .000 16.166 130.5 130.5 .000 16.249 154.6 149.0 .038 16.333 177.1 149.0 .232 16.416 185.8 149.0 .486 16.499 176.3 149.0 .674 16.583 149.4 149.0 .676 16.666 127.0 127.0 .676 °" 16.749 111.9 111.9 .676 16.833 100.6 100.6 .676 16.916 91.6 91.6 .676 . 16.999 85.3 85.3 .676 17.083 79.4 79.4 .676 17.166 74.6 74.6 .676 17.249 70.4 70.4 .676 17.333 66.4 66.4 .676 17.416 62.8 62.8 .676 17.499 59.6 59.6 .676 a 17.583 57.2 57.2 .676 17.666 54.5 54.5 .676 17.749 52.4 52.4 .676 17.833 50.3 50.3 .676 17.916 48.4 48.4 .676 17.999 46.9 46.9 .676 18.083 45.3 45.3 .676 . 18.166 44.2 44.2 .676 18.249 43.4 43.4 .676 18.333 42.8 42.8 .676 . 18.416 42.1 42.1 .676 18.499 41.9 41.9 .676 18.583 41.6 41.6 .676 18.666 41.1 41.1 .676 18.749 40.4 40.4 .676 18.833 39.2 39.2 .676 18.916 38.1 38.1 .676 18.999 37.6 37.6 .676 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 7 r » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** . FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) . -' TIME(HRS) VOLUME (AF) Q(CFS) 0. 275.0 550.0 825.0 1100.0 14.083 328.1599 383.75 . Q V . • 14.167 330.8248 386.95 . . Q V . . 14.250 333.5145 390.55 . . Q V . . -4 14.333 336.2323 394.64 . . Q V . . 14.417 338.9818 399.23 . . Q V. . `'" 14.500 341.7660 404.25 . . Q V. . 14.583 344.5862 409.50 . Q V. . 14.667 347.4436 414.90 . Q V. . - 14.750 350.3392 420.44 . Q V. . 14.833 353.2745 426.20 . Q V. - 14.917 356.2510 432.19 . Q V 15.000 359.2707 438.47 . Q V 15.083 362.3363 445.12 . Q V . ,,, 15.167 365.4510 452.25 . Q V 15.250 368.6186 459.95 . Q V -£ 15.333 371.8441 468.34 . Q V 15.417 375.1330 477.55 . Q .V - 15.500 378.4926 487.80 . Q .V . 15.583 381.9314 499.31 . Q .V 15.667 385.4606 512.45 . Q .V • 15.750 389.0945 527.65 . Q.V . 15.833 392.8533 545.77 . Q. V 15.917 396.7701 568.73 . Q V . 16.000 400.9048 600.35 . .QV 16.083 405.4057 653.54 . . VQ . 16.167 410.4472 732.02 . . V Q . 16.250 416.1036 821.31 . . V Q. ' 16.333 422.3129 901.59 . . V • Q . 16.417 429.0063 971.89 . V . Q 16.500 435.9449 1007.47 . . V Q 16.583 442.8186 998.07 . . V Q 16.667 449.2657 936.12 . V Q AN 16.750 455.3028 876.57 . . V .Q m.. 16.833 461.0183 829.89 . V Q 16.917 466.4745 792.24 . . V Q . + 17.000 471.6447 750.72 . . VQ . 17.083 476.5053 705.75 . . QV . 17.167 481.0975 666.79 . . Q V . ' 17.250 485.4550 632.71 . . Q V . 17.333 489.6174 604.38 . .Q V . 17.417 493.6101 579.74 . .Q V . Al 17.500 497.4467 557.07 . Q V . 17.583 501.1530 538.16 . Q. V . "" 17.667 504.7427 521.22 . Q . V . . 17.750 508.2252 505.66 . Q . V . 17.833 511.6115 491.68 . Q V . _ 17.917 514.9100 478.95 . Q V. 18.000 518.1321 467.85 . Q V. • 18.083 521.2824 457.43 . Q V. 18.167 524.3668 447.86 . Q V. ."" 18.250 527.3954 439.76 . Q V. A. 18.333 530.3801 433.37 . Q V. 18.417 533.3284 428.08 . 4 . V . • 18.500 536.2531 424.67 . Q V 18.583 539.1570 • 421.64 . Q V . 18.667 542.0372 418.21 . Q . V „ 18.750 544.8919 414.50 . Q V 18.833 547.7203 410.69 . Q V * 18.917 550.5259 407.37 . Q . ,V 19.000 553.3110 404.40 . Q . .V . END OF FLOOD ROUTING ANALYSIS A A Ma 40 A W AI W 40 yel ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L O O D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986), SAN BERNARDINO(1986),KERN(1992), SAN JOAQUIN(1995), and COALINGA(1995) (c) Copyright 1989 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1206 Analysis prepared by: ASL Consulting Engineers One Jenner, Suite 200 Irvine, CA 92718 (714) 727 -7099 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * FLOOD ROUTING FOR I -10 CHANNEL FONTANA * WATERSHEDS 1, 2, 3, 4 & 5 REVISED . * SCENARIO IV WITH STREET CAPACITY LIMITS # 1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: N:I10RB405.UH1 TIME /DATE OF STUDY: 18:27 7/11/1995 - ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 1 „„ » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 241.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .390 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .174 LOW LOSS FRACTION = .176 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .985 30- MINUTE FACTOR = .985 1 -HOUR FACTOR = .985 3 -HOUR FACTOR = .998 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = .999 m UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.368 im RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION w INTERVAL "S" GRAPH UNIT HYDROGRAPH n. NUMBER MEAN VALUES ORDINATES(CFS) 1 1.881 54.816 2 7.519 164.320 3 17.390 287.705 4 31.680 416.512 5 47.144 450.690 "" 6 58.786 339.323 7 66.137 214.267 8 71.368 152.469 - 9 75.288 114.248 10 78.386 90.276 -' 11 80.990 75.902 12 83.152 63.022 13 85.059 55.572 . 14 86.676 47.126 15 88.056 40.226 16 89.306 36.426 17 90.444 33.190 18 91.439 28.978 19 92.344 26.385 20 93.136 23.079 .+ 21 93.914 22.672 22 94.571 19.147 " 23 95.199 18.318 . 24 95.822 18.151 25 96.301 13.960 26 96.716 12.090 27 97.131 12.100 . 28 97.546 12.090 29 97.939 11.472 . 30 98.139 5.813 31 98.292 4.465 32 98.446 4.481 33 98.599 4.460 34 98.752 4.476 35 98.905 4.465 . 36 99.059 4.470 37 99.212 4.465 *' 38 99.365 4.465 39 99.518 4.465 "° 40 99.672 4.465 41 99.825 4.465 42 99.978 4.465 43 100.000 .642 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 1.46 TOTAL EFFECTIVE RAINFALL(INCHES) = 7.33 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 29.3310 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 147.1495 w 0. 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) A' TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 `" 14.083 64.8550 79.73 . Q . V . . As 14.167 65.4152 81.35 . Q . V . . 14.250 65.9887 83.27 . Q . V . . 14.333 66.5778 85.53 . Q . V . . 14.417 67.1835 87.95 . Q . V . . • 14.500 67.8052 90.27 . Q. V . . 14.583 68.4421 92.47 . Q. V . • 14.667 69.0939 94.65 . Q. V . . *+ 14.750 69.7613 96.90 . Q. V . • 14.833 70.4449 99.26 . Q. V. • * 14.917 71.1457 101.76 . Q V. . 15.000 71.8649 104.43 . Q V. . 15.083 72.6040 107.31 . Q V. . 15.167 73.3646 110.44 . .Q V. . 15.250 74.1489 113.88 . .Q V . 15.333 74.9594 117.68 . .Q V . 15.417 75.7988 121.89 . . Q V . 15.500 76.6706 126.57 . . Q V . 15.583 77.5790 131.91 . Q .V . 15.667 78.5299 138.07 . Q .V . • 15.750 79.5321 145.52 . Q .V • 15.833 80.5991 154.93 . Q .V . 15.917 81.7564 168.03 . Q . V 16.000 83.0505 187.90 . Q . V . 16.083 84.6181 227.62 . . QV . 16.167 86.5661 282.84 . V Q . 16.250 88.8825 336.34 . . . V Q . * 16.333 91.4711 375.87 . . V Q . 16.417 94.0417 373.25 . V . Q 16.500 96.2728 323.96 . V . Q . • 16.583 98.1327 270.06 . VQ . 16.667 99.7507 234.94 . . Q V . ' 16.750 101.1946 209.66 . Q V . 16.833 102.5092 190.87 . Q. V . 16.917 103.7251 176.55 . Q V . w 17.000 104.8562 164.23 . Q V . 17.083 105.9186 154.26 . Q . V . 17.167 106.9158 144.80 . Q . V. . 17.250 107.8550 136.37 . Q V. o 17.333 108.7441 129.10 . . Q . V. . , 17.417 109.5873 122.43 . . Q . V. . 17.500 110.3874 116.18 . .4 V a ' 17.583 111.1516 110.96 . .4 V 17.667 111.8822 106.08 . Q V ." 17.750 112.5861 102.20 . Q V a 17.833 113.2606 97.94 . Q. V 17.917 113.9117 94.54 . Q. . V . 18.000 114.5409 91.36 . Q. .V 540 18.083 115.1450 87.71 . Q . .V 18.167 115.7334 85.44 . Q . .V . 18.250 116.3149 84.44 Q . .V m 18.333 116.8939 84.06 . Q . .V 18.417 117.4697 83.61 . Q . .V . - 18.500 118.0319 81.64 Q . . V 18.583 118.5858 80.42 Q . . V 18.667 119.1335 79.52 Q . . V . 18.750 119.6748 78.59 Q . . V . 18.833 120.2096 77.66 Q . . V . '"' 18.917 120.7381 76.74 . 4 - . V 19.000 121.2603 75.82 . Q . . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 569.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 1) • <-- <= flowby structure - basin (maximum flowby Q = 569.0 cfs) storage V STREAM 1 m FLOWBY 4 FLOWBY BASIN MODELING RESULTS: o MODEL STREAM 1 STREAM 1 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 79.7 79.7 .000 14.166 81.3 81.3 .000 s 14.249 83.3 83.3 .000 14.333 85.5 85.5 .000 - 14.416 88.0 88.0 .000 m 14.499 90.3 90.3 .000 m 14.583 92.5 92.5 .000 14.666 94.7 94.7 .000 m 14.749 96.9 96.9 .000 14.833 99.3 99.3 .000 14.916 101.8 101.8 .000 m 14.999 104.4 104.4 .000 15.083 107.3 107.3 .000 15.166 110.4 110.4 .000 15.249 113.9 113.9 .000 4 15.333 117.7 117.7 .000 15.416 121.9 121.9 .000 15.499 126.6 126.6 .000 15.583 131.9 131.9 .000 15.666 138.1 138.1 .000 m 15.749 145.5 145.5 .000 15.833 154.9 154.9 .000 15.916 168.0 168.0 .000 m 15.999 187.9 187.9 .000 16.083 227.6 227.6 .000 16.166 282.8 282.8 .000 16.249 336.3 336.3 .000 16.333 375.9 375.9 .000 ., 16.416 373.2 373.2 .000 16.499 324.0 324.0 .000 - 16.583 270.1 270.1 .000 16.666 234.9 234.9 .000 `' 16.749 209.7 209.7 .000 16.833 190.9 190.9 .000 16.916 176.6 176.6 .000 16.999 164.2 164.2 .000 17.083 154.3 154.3 .000 .� 17.166 144.8 144.8 .000 17.249 136.4 136.4 .000 m 17.333 129.1 129.1 .000 -, 17.416 122.4 122.4 .000 17.499 116.2 116.2 .000 -.. 17.583 111.0 111.0 .000 17.666 106.1 106.1 .000 17.749 102.2 102.2 .000 17.833 97.9 97.9 .000 17.916 94.5 94.5 .000 ,. 17.999 91.4 91.4 .000 18.083 87.7 87.7 .000 m 18.166 85.4 85.4 .000 m 18.249 84.4 84.4 .000 18.333 84.1 84.1 .000 m 18.416 83.6 83.6 .000 18.499 81.6 81.6 .000 m 18.583 80.4 80.4 .000 18.666 79.5 79.5 .000 18.749 78.6 78.6 .000 m 18.833 77.7 77.7 .000 18.916 76.7 76.7 .000 A 18.999 75.8 75.8 .000 m m ,********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 m » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< m STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 m MI 14.083 64.8550 79.73 . Q V 14.167 65.4152 81.35 . Q • V . °*m 14.250 65.9887 83.27 . Q . V 14.333 66.5778 85.53 . Q . V . . - 14.417 67.1835 87.95 . Q • V • . , 14.500 67.8052 90.27 . Q. V . 14.583 68.4421 92.47 . Q. V • - - 14.667 69.0939 94.65 . Q. V . 14.750 69.7613 96.90 . Q. V • 14.833 70.4449 99.26 . Q. V. - 14.917 71.1457 101.76 . Q V. . 15.000 71.8649 104.43 . Q V. • 15.083 72.6040 107.31 . Q V. • 15.167 73.3646 110.44 . .Q V. - ' 15.250 74.1489 113.88 . .Q V 15.333 74.9594 117.68 . .Q V - 15.417 75.7988 121.89 . . Q V - 15.500 76.6706 126.57 . . Q V 15.583 77.5790 131.91 . . Q .V 15.667 78.5299 138.07 . Q .V 15.750 79.5321 145.52 . Q .V . • 15.833 80.5991 154.93 . Q .V m 15.917 81.7564 168.03 . Q • V - 16.000 83.0505 187.90 . Q . V • 16.083 84.6181 227.62 . . QV 16.167 86.5661 282.84 . . . V Q - - • 16.250 88.8825 336.34 . . V Q 16.333 91.4711 375.87 . . V Q - 16.417 94.0417 373.25 . . V - Q - • h 16.500 96.2728 323.96 . . V • Q . 16.583 98.1327 270.06 . VQ • 16.667 99.7507 234.94 . . Q V • 16.750 101.1946 209.66 . Q V . 16.833 102.5092 190.87 . Q. V - m 16.917 103.7251 176.55 . Q V 17.000 104.8562 164.23 . Q V - ' 17.083 105.9186 154.26 . Q V 17.167 106.9158 144.80 . Q V. . 17.250 107.8550 136.37 . Q V. Oar 17.333 108.7441 129.10 . . Q V. 17.417 109.5873 122.43 . . Q V. 17.500 110.3874 116.18 . •4 V 17.583 111.1516 110.96 . .4 V 17.667 111.8822 106.08 . Q . V m 17.750 112.5861 102.20 . Q V 17.833 113.2606 97.94 . Q. V .*" 17.917 113.9117 94.54 . Q. V • 18.000 114.5409 91.36 . Q. . .V . . 18.083 115.1450 87.71 . Q . . .V - r 18.167 115.7334 85.44 . Q . .V • 18.250 116.3149 84.44 . Q . . .V • 18.333 116.8939 84.06 4 . .V 18.417 117.4697 83.61 Q . .V 18.500 118.0319 81.64 Q . . V . . 18.583 118.5858 80.42 Q . . V . 18.667 119.1335 79.52 . Q . . V . 18.750 119.6748 78.59 . Q . . V . • 18.833 120.2096 77.66 . Q . . V . 18.917 120.7381 76.74 . Q . . V . 19.000 121.2603 75.82 . Q . . . V . .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 5.2 ,,., » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER " ' TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1097.39 DOWNSTREAM ELEVATION(FT) = 1090.42 ""° CHANNEL LENGTH(FT) = 2650.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 SA CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 375.87 AVERAGE FLOWRATE IN EXCESS OF 50a MAXIMUM INFLOW = 282.54 CHANNEL NORMAL VELOCITY FOR Q = 282.54 CFS = 7.53 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .816 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .825 CONVEX METHOD CHANNEL ROUTING RESULTS: . OUTFLOW LESS MODEL INFLOW ROUTED LOSS . TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) s 14.083 79.7 78.2 78.2 .r 14.167 81.3 79.5 79.5 14.250 83.3 81.1 81.1 . 14.333 85.5 83.0 83.0 14.417 88.0 85.2 85.2 14.500 90.3 87.5 87.5 ,,. 14.583 92.5 89.9 89.9 14.667 94.7 92.1 92.1 . 14.750 96.9 94.3 94.3 14.833 99.3 96.5 96.5 . 14.917 101.8 98.9 98.9 ar 15.000 104.4 101.3 101.3 15.083 107.3 104.0 104.0 15.167 110.4 106.8 106.8 in a 15.250 113.9 109.9 109.9 15.333 117.7 113.3 113.3 15.417 121.9 117.1 117.1 a 15.500 126.6 121.2 121.2 15.583 131.9 125.8 125.8 - 15.667 138.1 131.1 131.1 15.750 145.5 137.1 137.1 15.833 154.9 144.4 144.4 a 15.917 168.0 153.6 153.6 16.000 187.9 166.2 166.2 a 16.083 227.6 185.5 185.5 16.167 282.8 222.2 222.2 16.250 336.3 274.2 274.2 - 16.333 375.9 326.9 326.9 16.417 373.2 367.2 367.2 16.500 324.0 370.4 370.4 16.583 . 270.1 330.2 330.2 16.667 234.9 279.3 279.3 ,, 16.750 209.7 241.8 241.8 16.833 190.9 214.6 214.6 16.917 176.6 194.5 194.5 17.000 164.2 179.3 179.3 "' 17.083 154.3 166.5 166.5 17.167 144.8 156.1 156.1 17.250 136.4 146.5 146.5 17.333 129.1 137.9 137.9 17.417 122.4 130.4 130.4 17.500 116.2 123.6 123.6 17.583 111.0 117.3 117.3 a 17.667 106.1 111.9 111.9 .. 17.750 102.2 107.0 107.0 17.833 97.9 102.9 102.9 17.917 94.5 98.7 98.7 18.000 91.4 95.1 95.1 - 18.083 87.7 91.9 91.9 18.167 85.4 88.4 88.4 18.250 84.4 85.9 85.9 - 18.333 84.1 84.7 84.7 18.417 83.6 84.2 84.2 18.500 81.6 83.6 83.6 18.583 80.4 81.9 81.9 18.667 79.5 80.7 80.7 a 18.750 78.6 79.7 79.7 18.833 77.7 78.7 78.7 18.917 76.7 77.8 77.8 19.000 75.8 76.9 76.9 a PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 147.150 AF '" OUTFLOW VOLUME = 147.149 AF LOSS VOLUME = .000 AF a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< a a (UNIT - HYDROGRAPH ADDED TO STREAM #2) ar WATERSHED AREA = 370.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE ar *USER ENTERED "LAG" TIME = .760 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .290 LOW LOSS FRACTION = .275 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .985 30- MINUTE FACTOR = .985 1 -HOUR FACTOR = .985 3 -HOUR FACTOR = .998 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.965 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 ., MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .914 40.887 2 2.965 91.776 3 5.840 128.654 4 9.800 177.210 5 14.937 229.845 6 21.573 296.939 7 29.027 333.536 8 37.172 364.496 9 45.147 356.833 10 52.442 326.428 11 57.921 245.198 12 62.123 187.991 13 65.691 159.675 14 68.715 135.303 15 71.003 102.394 16 73.378 106.255 17 75.215 82.210 18 76.841 72.755 19 78.377 68.742 20 79.814 64.295 mi' 21 81.010 53.506 22 82.230 54.590 23 83.218 44.217 m 24 84.291 48.018 25 85.185 40.012 m 26 86.039 38.215 27 86.826 35.230 mi 28 87.574 33.448 m 29 88.206 28.303 30 88.851 28.829 31 89.496 28.869 32 90.106 27.299 33 90.621 23.059 .41 34 91.131 22.828 35 91.641 22.811 m 36 92.118 21.353 37 92.526 18.261 38 92.933 18.173 „, 39 93.339 18.181 40 93.745 18.173 41 94.119 16.746 42 94.442 14.458 43 94.765 14.435 44 95.087 14.427 45 95.410 14.427 m 46 95.732 14.427 47 96.031 13.359 ' 48 96.249 9.772 49 96.462 9.517 50 96.675 9.548 . 51 96.888 9.517 52 97.101 9.517 - 53 97.314 9.533 54 97.527 9.533 55 97.740 9.533 56 97.947 9.278 57 98.061 5.101 ta -- 58 98.140 3.523 59 98.219 3.539 60 98.297 3.491 ,, 61 98.376 3.539 62 98.455 3.523 63 98.533 3.507 64 98.612 3.523 " 65 98.691 3.539 66 98.769 3.507 67 98.848 3.523 mil 68 98.927 3.523 69 99.005 3.523 m 70 99.084 3.523 71 99.163 3.523 72 99.242 3.523 m 73 99.320 3.523 74 99.399 3.523 mir 75 99.478 3.523 76 99.557 3.523 p ' 77 99.635 3.523 r 78 99.714 3.523 79 99.793 3.523 m 80 99.871 3.523 w 81 99.950 3.523 82 100.000 2.230 �+r TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.29 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.50 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 70.6609 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 200.2975 a a 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) 14 TIME(HRS) VOLUME (AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 • 14.083 83.0113 101.75 . Q V . . • 14.167 83.7222 103.22 . Q V . . 14.250 84.4441 104.82 . Q V . . - 14.333 85.1783 106.61 . Q V . . 14.417 85.9261 108.58 . Q V . . °" 14.500 86.6890 110.77 . .Q V . . 14.583 87.4680 113.11 . .Q V . . 14.667 88.2644 115.64 . .Q V . . - 14.750 89.0789 118.27 . .Q V . . 14.833 89.9124 121.02 . . Q V . . - 14.917 90.7647 123.75 . . Q V . . 15.000 91.6365 126.59 . . Q V . . 15.083 92.5288 129.57 . . Q V . . .. 15.167 93.4430 132.75 . . Q V . . 15.250 94.3804 136.11 . . Q V . . - 15.333 95.3433 139.81 . . Q V. . 15.417 96.3335 143.78 . . Q V. . _ 15.500 97.3540 148.18 . . Q V. . „„.. 15.583 98.4081 153.05 . . Q V. . 15.667 99.5003 158.58 . . Q V. . - 15.750 100.6360 164.90 . . Q V . 15.833 101.8238 172.47 . . Q V . - 15.917 103.0800 182.40 . . Q V . 16.000 104.4334 196.52 . . QV . 16.083 105.9717 223.36 . . .VQ . - 16.167 107.7193 253.75 . . .V Q . 16.250 109.6547 281.02 . . .V Q . . - 16.333 111.7966 311.00 . . . V .Q . 16.417 114.1408 340.38 . . . V . Q . 16.500 116.6822 369.02 . . . V . Q . ,.,, 16.583 119.3284 384.23 . . . V . Q . 16.667 122.0165 390.31 . . . V . Q- 4 * 16.750 124.6265 378.96 . . . V . Q . 16.833 127.0741 355.39 . . . V . Q . 16.917 129.2623 317.73 . . . V .Q . m 17.000 131.2421 287.47 . . . V Q . . 17.083 133.0741 266.01 . . . Q . 1. 17.167 134.7771 247.28 . . . Q V . 17.250 136.3509 228.52 . . . Q V . 17.333 137.8616 219.35 . . .Q V . 17.417 139.2707 204.60 . Q V . 17.500 140.6095 194.38 . . Q. V . . 17.583 141.8917 186.18 . . Q . V . . 17.667 143.1199 178.34 . . Q V . . "' 17.750 144.2878 169.57 . . Q V . . m 17.833 145.4178 164.09 . . Q V. . 17.917 146.4964 156.60 . . Q . V. . - 18.000 147.5482 152.72 . . 4 . V. . 41 18.083 148.5576 146.56 . Q . V. . 18.167 149.5383 142.41 . Q . V. . . 18.250 150.4917 138.42 Q . V 18.333 151.4222 135.12 . Q V . 18.417 152.3291 131.68 . Q V - 18.500 153.2255 130.16 . Q V . 18.583 154.1122 128.74 . . Q . V . • 18.667 154.9874 127.08 . . Q . V . �, 18.750 155.8481 124.97 . . Q . .V . 18.833 156.7014 123.90 . . Q . .V . *' 18.917 157.5459 122.62 . . Q .V . 19.000 158.3775 120.76 . - Q . .V . ANN ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 2 ' » » > FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: '"" FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 326.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) <-- <= flowby structure basin (maximum flowby Q = 326.0 cfs) storage . V STREAM 2 . FLOWBY FLOWBY BASIN MODELING RESULTS: . MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME . (HRS) (CFS) (CFS) (AF) 14.083 101.8 101.8 .000 '"" 14.166 103.2 103.2 .000 m 14.249 104.8 104.8 .000 14.333 106.6 106.6 .000 14.416 108.6 108.6 .000 14.499 110.8 110.8 .000 14.583 113.1 113.1 .000 m 14.666 115.6 115.6 .000 14.749 118.3 118.3 .000 14.833 121.0 121.0 .000 - 14.916 123.8 123.8 .000 14.999 126.6 126.6 .000 15.083 129.6 129.6 .000 - 15.166 132.7 132.7 .000 15.249 136.1 136.1 .000 '' 15.333 139.8 139.8 .000 15.416 143.8 143.8 .000 "" 15.499 148.2 148.2 .000 mo 15.583 153.0 153.0 .000 15.666 158.6 158.6 .000 - 15.749 164.9 164.9 .000 15.833 L72.5 172.5 .000 15.916 182.4 182.4 .000 - 15.999 196.5 196.5 .000 16.083 223.4 223.4 .000 16.166 253.7 253.7 .000 16.249 281.0 281.0 .000 - 16.333 311.0 311.0 .000 16.416 340.4 326.0 .099 16.499 369.0 326.0 .395 16.583 384.2 326.0 .796 16.666 390.3 326.0 1.239 16.749 379.0 326.0 1.604 16.833 355.4 326.0 1.806 16.916 317.7 317.7 1.806 16.999 287.5 287.5 1.806 17.083 266.0 266.0 1.806 - 17.166 247.3 247.3 1.806 17.249 228.5 228.5 1.806 17.333 219.4 219.4 1.806 17.416 204.6 204.6 1.806 17.499 194.4 194.4 1.806 - 17.583 186.2 186.2 1.806 17.666 178.3 178.3 1.806 "" 17.749 169.6 169.6 1.806 17.833 164.1 164.1 1.806 17.916 156.6 156.6 1.806 m 17.999 152.7 152.7 1.806 18.083 146.6 146.6 1.806 m 18.166 142.4 142.4 1.806 18.249 138.4 138.4 1.806 18.333 135.1 135.1 1.806 18.416 131.7 131.7 1.806 18.499 130.2 130.2 1.806 "' 18.583 128.7 128.7 1.806 mi 18.666 127.1 127.1 1.806 18.749 125.0 125.0 1.806 18.833 123.9 123.9 1.806 18.916 122.6 122.6 1.806 m 18.999 120.8 120.8 1.806 m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 7 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *° FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** . FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 m » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) . TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 - 14.083 147.2267 179.99 . Q V . . 14.167 148.4853 182.75 . Q V . . 14.250 149.7658 185.92 . Q V . . .. 14.333 151.0714 189.58 . Q V . . 14.417 152.4058 193.75 . .Q V . . " 14.500 153.7717 198.32 . .Q V . . 14.583 155.1696 202.99 . .Q V . . 14.667 156.6003 207.73 . .Q V . . . 14.750 158.0642 212.56 . . Q V . . 14.833 159.5624 217.55 . . Q V . . - 14.917 161.0956 222.62 . . Q V . . 15.000 162.6654 227.94 . Q V . . " 15.083 164.2739 233.56 . Q V. . - 15.167 165.9240 239.59 . Q V. . 15.250 167.6186 246.05 . Q V. . - 15.333 169.3619 253.14 . Q V. . 15.417 171.1584 260.85 . Q V. . - 15.500 173.0137 269.39 . Q V 15.583 174.9344 278.88 . Q V „� 15.667 176.9292 289.65 . Q V .. 15.750 179.0092 302.02 . Q V . 15.833 181.1914 316.86 . Q V 1 ' 15.917 183.5051 335.95 . Q.V 16.000 186.0033 362.73 . QV 16.083 188.8193 408.89 . .V Q . 16.167 192.0974 475.98 . . V Q . 16.250 195.9210 555.18 . . V .Q ' 16.333 200.3141 637.88 . . V Q . 16.417 205.0882 693.20 . . V Q. 16.500 209.8846 696.43 . . . V Q. . 16.583 214.4035 656.16 . . . V Q . 16.667 218.5724 605.32 . V Q . 4 ' 16.750 222.4828 567.80 . . V . Q . 16.833 226.2060 540.61 . V Q • 16.917 229.7338 512.24 . . V Q. . . 17.000 232.9482 466.72 . Q . 17.083 235.9269 432.51 . . Q V . 1. 17.167 238.7047 403.34 . . Q V . 4 17.250 241.2873 374.99 . .Q V 17.333 243.7475 357.23 . Q V "" 17.417 246.0547 335.00 . Q. V . . * 17.500 248.2447 317.99 . Q . V 17.583 250.3347 303.47 . Q V 17.667 252.3336 290.23 . Q . V. . 17.750 254.2380 276.53 . 4 V. . 17.833 256.0767 266.97 . 4 V. . 17.917 257.8348 255.28 Q . V. 18.000 259.5419 247.87 . Q . V . "' 18.083 261.1842 238.46 . Q . V . 18.167 262.7735 230.77 . Q . V . m. 18.250 264.3185 224.33 . . Q V ,„ 18.333 265.8323 219.80 . . Q . V . 18.417 267.3188 215.83 . . Q V , 18.500 268.7912 213.80 . . Q .V 18.583 270.2422 210.69 . . Q .V . 18.667 271.6729 207.73 . .Q .V 18.750 273.0824 204.66 Q . V . 18.833 274.4780 202.65 . .Q .V - 18.917 275.8585 200.44 . .Q .V 19.000 277.2197 197.65 . .Q . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** . FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 5.2 - » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< _ THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE - INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1090.42 DOWNSTREAM ELEVATION(FT) = 1084.02 CHANNEL LENGTH(FT) = 1455.00 MANNING'S FACTOR = .015 ,ti. CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: ON MAXIMUM INFLOW(CFS) = 696.43 AVERAGE FLOWRATE IN EXCESS OF 506 MAXIMUM INFLOW = 514.54 CHANNEL NORMAL VELOCITY FOR Q = 514.54 CFS = 10.82 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .864 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .983 CONVEX METHOD CHANNEL ROUTING RESULTS: . OUTFLOW LESS . MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) .. (HRS) (CFS) (CFS) (CFS) m 14.083 180.0 179.0 179.0 14.167 182.8 181.6 181.6 m 14.250 185.9 184.6 184.6 r 14.333 189.6 188.1 188.1 14.417 193.8 192.1 192.1 m 14.500 198.3 196.5 196.5 m 14.583 203.0 201.1 201.1 14.667 207.7 205.8 205.8 14.750 212.6 210.6 210.6 14.833 217.5 215.5 215.5 m 14.917 222.6 220.6 220.6 15.000 227.9 225.8 225.8 15.083 233.6 231.3 231.3 15.167 239.6 237.2 237.2 15.250 246.0 243.4 243.4 w 15.333 253.1 250.3 250.3 15.417 260.8 257.7 257.7 15.500 269.4 265.9 265.9 15.583 278.9 275.0 275.0 15.667 289.6 285.3 285.3 m 15.750 302.0 297.0 297.0 15.833 316.9 310.9 310.9 15.917 336.0 328.3 328.3 16.000 362.7 352.0 352.0 16.083 408.9 390.4 390.4 16.167 476.0 449.0 449.0 16.250 555.2 523.3 523.3 16.333 637.9 604.5 604.5 16.417 693.2 670.7 670.7 16.500 696.4 694.8 694.8 16.583 656.2 672.1 672.1 16.667 605.3 625.8 625.8 - 16.750 567.8 583.0 583.0 16.833 540.6 551.7 551.7 16.917 512.2 523.7 523.7 17.000 466.7 485.0 485.0 17.083 432.5 446.4 446.4 17.167 403.3 415.2 415.2 17.250 375.0 386.5 386.5 17.333 357.2 364.5 364.5 17.417 335.0 344.0 344.0 17.500 318.0 324.9 324.9 17.583 303.5 309.4 309.4 17.667 290.2 295.6 295.6 m 17.750 276.5 282.1 282.1 17.833 267.0 270.9 270.9 17.917 255.3 260.0 260.0 m 18.000 247.9 250.9 250.9 18.083 238.5 242.3 242.3 m 18.167 230.8 233.9 233.9 m 18.250 224.3 226.9 226.9 18.333 219.8 221.6 221.6 18.417 215.8 217.4 217.4 18.500 213.8 214.6 214.6 18.583 210.7 211.9 211.9 18.667 207.7 208.9 208.9 18.750 204.7 205.9 205.9 a 18.833 202.7 203.5 203.5 18.917 200.4 201.3 201.3 19.000 197.7 198.8 198.8 M PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 345.641 AF OUTFLOW VOLUME = 345.641 AF LOSS VOLUME = .000 AF * FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 705.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .760 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .323 - LOW LOSS FRACTION = .303 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .985 30- MINUTE FACTOR = .985 1 -HOUR FACTOR = .985 3 -HOUR FACTOR = .998 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.965 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION 4 INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .914 77.907 2 2.965 174.871 3 5.840 245.139 4 9.800 337.657 5 14.937 437.947 6 21.573 565.789 m 7 29.027 635.522 8 37.172 694.513 9 45.147 679.911 m 10 52.442 621.978 11 57.921 467.202 m 12 62.123 358.199 m 13 65.691 304.246 14 68.715 257.806 m 15 71.003 195.101 16 73.378 202.459 17 75.215 156.644 18 76.841 138.628 19 78.377 130.981 20 79.814 122.507 21 81.010 101.951 22 82.230 104.017 23 83.218 84.251 24 84.291 91.495 w 25 85.185 76.239 26 86.039 72.814 27 86.826 67.127 28 87.574 63.732 29 88.206 53.929 30 88.851 54.932 31 89.496 55.008 32 90.106 52.016 33 90.621 43.936 34 91.131 43.496 35 91.641 43.465 36 92.118 40.686 37 92.526 34.794 38 92.933 34.626 39 93.339 34.642 40 93.745 34.627 41 94.119 31.908 42 94.442 27.549 43 94.765 27.504 m 44 95.087 27.489 45 95.410 27.488 m 46 95.732 27.488 47 96.031 25.454 48 96.249 18.620 - 49 96.462 18.134 50 96.675 18.194 51 96.888 18.134 m 52 97.101 18.134 53 97.314 18.164 m 54 97.527 18.164 55 97.740 18.164 " 56 97.947 17.678 57 98.061 9.720 58 98.140 6.712 ,". 59 98.219 6.743 60 98.297 6.652 61 98.376 6.744 62 98.455 6.712 63 98.533 6.682 m 64 98.612 6.712 65 98.691 6.743 '"` 66 98.769 6.682 vA 4 67 98.848 6.713 68 98.927 6.712 A 69 99.005 6.713 70 99.084 6.712 71 99.163 6.712 72 99.242 6.712 73 99.320 6.712 74 99.399 6.712 75 99.478 6.712 76 99.557 6.712 77 99.635 6.712 78 99.714 6.712 79 99.793 6.712 80 99.871 6.712 81 99.950 6.712 82 100.000 4.248 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.53 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.26 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 148.4482 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 367.8448 4 At 4* A m 49 o o 2 - H O U R R S T O R M R U N O F F H Y D R O G R A P H o o HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) 46 TIME(HRS) VOLUME (AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 '" 14.083 152.0615 186.39 . Q. V . . o 14.167 153.3637 189.08 . Q. V . . 14.250 154.6862 192.02 . Q. V . . " 14.333 156.0312 195.29 . Q. V . . 14.417 157.4010 198.90 . Q. V . . 14.500 158.7984 202.91 . Q V . . 14.583 160.2254 207.20 . Q V . . 14.667 161.6843 211.82 . Q V . • 14.750 163.1764 216.66 . Q V . • 14.833 164.7031 221.68 . .Q V . • - 14.917 166.2643 226.69 . .Q V . • 15.000 167.8613 231.89 . .Q V . . • 15.083 169.4959 237.34 . .Q V . . 15.167 171.1706 243.17 . . Q V . . 15.250 172.8878 249.33 . . Q V . • 15.333 174.6516 256.10 . . Q V . . 15.417 176.4655 263.38 . . Q V. . 15.500 178.3349 271.43 . . Q V. . 15.583 180.2657 280.36 . . Q V. . 15.667 182.2664 290.49 . . Q V. . 15.750 184.3466 302.06 . . Q V . 15.833 186.5223 315.91 . . Q V • 15.917 188.8240 334.20 . . Q V . 16.000 191.3063 360.42 . . Q V . • 16.083 194.1356 410.81 . . QV . • 16.167 197.3582 467.93 . . .V Q . 16.250 200.9335 519.14 . . .V Q . " 16.333 204.8977 575.59 . . . V Q . . 16.417 209.2437 631.05 . . V .Q 16.500 213.9634 685.30 . . . V . Q . o 16.583 218.8820 714.18 . . . V . Q . 16.667 223.8814 725.91 . . . V . Q . 4 * 16.750 228.7341 704.61 . . . V . Q . 16.833 233.2809 660.19 . . . V . Q . ,� 16.917 237.3377 589.05 . . . V Q. o 17.000 241.0022 532.08 . . . Q . 17.083 244.3899 491.89 . . . Q V . 4 17.167 247.5364 456.86 . . . Q V . 17.250 250.4409 421.74 . . .Q V . 17.333 253.2289 404.82 . . Q V . o 17.417 255.8270 377.23 . . Q . V . 17.500 258.2943 358.26 . . Q V . . 4 17.583 260.6571 343.09 . . Q V . . 17.667 262.9200 328.56 . . Q V . . 17.750 265.0704 312.24 . . Q . V . . o 17.833 267.1515 302.17 . . Q . V. . 17.917 269.1365 288.23 . . Q . V. . '6 18.000 271.0728 281.15 . . Q . V. . oo 4 18.083 272.9302 269.68 . Q V. 18.167 274.7346 262.00 . Q . V. • - 18.250 276.4881 254.61 . . Q V • 18.333 278.1994 248.49 . . Q V 18.417 279.8666 242.08 . . Q V - 18.500 281.5148 239.31 . .Q . V • 18.583 283.1449 236.69 . .Q V 18.667 284.7535 233.58 . .4 V • 18.750 286.3350 229.63 . .Q .V 18.833 287.9029 227.66 . .Q . .V • • 18.917 289.4544 225.28 . .Q .V - 19.000 290.9822 221.83 . .Q .V f� 4 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 167.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW 44 (STREAM 2) - < - -* <= flowby structure µa basin (maximum flowby Q = 167.0 cfs) storage . V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME '"' (HRS) (CFS) (CFS) (AF) 14.083 186.4 167.0 1.400 '" 14.166 189.1 167.0 1.552 .. 14.249 192.0 167.0 1.725 14.333 195.3 167.0 1.919 . 14.416 198.9 167.0 2.139 4 14.499 202.9 167.0 2.386 14.583 207.2 167.0 2.663 �` 14.666 211.8 167.0 2.972 m 14.749 216.7 167.0 3.314 14.833 221.7 167.0 3.691 . 14.916 226.7 167.0 4.102 14.999 231.9 167.0 4.549 15.083 237.3 167.0 5.033 . 15.166 243.2 167.0 5.558 15.249 249.3 167.0 6.125 m 15.333 256.1 167.0 6.738 15.416 263.4 167.0 7.402 15.499 271.4 167.0 8.121 15.583 280.4 167.0 8.902 15.666 290.5 167.0 9.752 15.749 302.1 167.0 10.683 15.833 315.9 167.0 11.708 15.916 334.2 167.0 12.860 15.999 360.4 167.0 14.192 16.083 410.8 167.0 15.871 16.166 467.9 167.0 17.943 16.249 519.1 167.0 20.369 "" 16.333 575.6 167.0 23.183 16.416 631.0 167.0 26.379 16.499 685.3 167.0 29.948 16.583 714.2 167.0 33.717 16.666 725.9 167.0 37.566 16.749 704.6 167.0 41.268 16.833 660.2 167.0 44.665 w 16.916 589.1 167.0 47.572 16.999 532.1 167.0 50.086 17.083 491.9 167.0 52.324 . 17.166 456.9 167.0 54.320 17.249 421.7 167.0 56.074 17.333 404.8 167.0 57.712 17.416 377.2 167.0 59.160 17.499 358.3 167.0 60.477 17.583 343.1 167.0 61.690 17.666 328.6 167.0 62.803 .., 17.749 312.2 167.0 63.803 17.833 302.2 167.0 64.734 17.916 288.2 167.0 65.569 . 17.999 281.2 167.0 66.355 18.083 269.7 167.0 67.062 „ m 18.166 262.0 167.0 67.716 18.249 254.6 167.0 68.320 ,." 18.333 248.5 167.0 68.881 m 18.416 242.1 167.0 69.398 18.499 239.3 167.0 69.896 . 18.583 236.7 167.0 70.376 18.666 233.6 167.0 70.835 18.749 229.6 167.0 71.266 18.833 227.7 167.0 71.684 18.916 225.3 167.0 72.085 18.999 221.8 167.0 72.463 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 7 n ;ar » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 - 14.083 297.3871 346.01 . Q V . . 14.167 299.7882 348.63 . Q V . 14.250 302.2100 351.64 . Q V . 14.333 304.6556 355.11 . Q V. 14.417 307.1285 359.07 . Q V. . 14.500 309.6318 363.48 . Q V. 14.583 312.1669 368.10 . Q V. . �. 14.667 314.7345 372.81 . Q V. - 14.750 317.3351 377.61 . Q V. . 14.833 319.9696 382.53 . Q V - 14.917 322.6389 387.57 . Q V 15.000 325.3440 392.79 . Q V • 15.083 328.0870 398.29 . Q V • 15.167 330.8705 404.15 . Q V ,� 15.250 333.6972 410.44 . Q V . 15.333 336.5710 417.27 . . Q .V . 15.417 339.4961 424.74 . Q .V . ▪ 15.500 342.4778 432.94 . . Q.V . 15.583 345.5222 442.05 . . Q.V . 15.667 348.6373 452.30 . QV . . 15.750 351.8330 464.03 . Q V 15.833 355.1242 477.87 . .QV . `'. 15.917 358.5351 495.26 . . • Q . 16.000 362.1092 518.96 . . VQ . 16.083 365.9478 557.36 . . V Q 16.167 370.1902 616.01 . . V Q . 16.250 374.9440 690.25 . . V Q ' 16.333 380.2572 771.48 . . V Q 16.417 386.0262 837.66 . . V Q • 16.500 391.9613 861.77 . . V Q . • 16.583 397.7404 839.14 . . . V Q . 16.667 403.2004 792.79 . V Q • 4 16.750 408.3661 750.05 . V Q 16.833 413.3156 718.67 . V .Q 16.917 418.0724 690.70 . V Q . 4 17.000 422.5628 652.00 . V Q . 17.083 426.7874 613.41 . . VQ . '°° 17.167 430.7968 582.17 . . Q V . .= 41 17.250 434.6085 553.46 . . . Q V 17.333 438.2688 531.48 . . . Q V - . 17.417 441.7878 510.95 . . - Q V • 17.500 445.1755 491.90 . . •4 V 17.583 448.4562 476.36 . .Q V Am 17.667 451.6421 462.59 . Q V 17.750 454.7348 449.06 . Q- V 17.833 457.7504 437.86 . Q. V _, 17.917 460.6912 427.00 . . Q • V 18.000 463.5692 417.90 . Q - V. 41 18.083 466.3878 409.25 . . Q • V. 18.167 469.1487 400.89 . . Q V. = 18.250 471.8618 393.94 . . Q - V. . • 18.333 474.5385 388.65 . . Q - V. 18.417 477.1862 384.44 . . Q V. • 18.500 479.8145 381.63 . . Q V 18.583 482.4243 378.94 . Q . V - • 18.667 485.0133 375.93 . Q V 18.750 487.5815 372.90 . Q . V „� 18.833 490.1329 370.47 . . Q . V t 18.917 492.6696 368.33 . . Q - V 19.000 495.1888 365.78 . . Q •V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 5.2 .'r' » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< .T. THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 '" UPSTREAM ELEVATION(FT) = 1084.02 DOWNSTREAM ELEVATION(FT) = 1070.82 CHANNEL LENGTH(FT) = 1460.00 MANNING'S FACTOR = .015 .. CONSTANT LOSS RATE(CFS) = .00 a CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 861.77 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 592.09 CHANNEL NORMAL VELOCITY FOR Q = 592.09 CFS = 14.52 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .895 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE .., UNIT INTERVALS IS CSTAR = .997 4 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) m 14.083 346.0 345.3 345.3 14.167 348.6 347.8 347.8 4" 14.250 351.6 350.7 350.7 14.333 355.1 354.1 354.1 14.417 359.1 357.9 357.9 w 14.500 363.5 362.1 362.1 14.583 368.1 366.7 366.7 14.667 372.8 371.4 371.4 14.750 377.6 376.2 376.2 14.833 382.5 381.0 381.0 14.917 387.6 386.0 386.0 15.000 392.8 391.2 391.2 15.083 398.3 396.6 396.6 15.167 404.2 402.4 402.4 15.250 410.4 408.5 408.5 - 15.333 417.3 415.2 415.2 15.417 . 424.7 422.5 422.5 15.500 432.9 430.5 430.5 15.583 442.0 439.3 439.3 15.667 452.3 449.2 449.2 -- 15.750 464.0 460.5 460.5 15.833 477.9 473.7 473.7 15.917 495.3 490.0 490.0 16.000 519.0 511.8 511.8 16.083 557.4 545.7 545.7 16.167 616.0 598.2 598.2 16.250 690.3 667.8 667.8 -. 16.333 771.5 746.9 746.9 16.417 837.7 817.6 817.6 16.500 861.8 854.4 854.4 16.583 839.1 846.0 846.0 16.667 792.8 806.8 806.8 16.750 750.0 763.0 763.0 16.833 718.7 728.2 728.2 16.917 690.7 699.2 699.2 17.000 652.0 663.7 663.7 17.083 613.4 625.1 625.1 17.167 582.2 591.6 591.6 17.250 553.5 562.2 562.2 17.333 531.5 538.1 538.1 17.417 511.0 517.2 517.2 17.500 491.9 497.7 497.7 .. 17.583 476.4 481.1 481.1 17.667 462.6 466.8 466.8 * 17.750 449.1 453.2 453.2 17.833 437.9 441.3 441.3 * 17.917 427.0 430.3 430.3 M 18.000 417.9 420.7 420.7 18.083 409.3 411.9 411.9 18.167 400.9 403.4 403.4 18.250 393.9 396.1 396.1 18.333 388.6 390.3 390.3 * 18.417 384.4 385.7 385.7 18.500 381.6 382.5 382.5 ** 18.583 378.9 379.8 379.8 18.667 375.9 376.8 376.8 18.750 372.9 373.8 373.8 y 18.833 370.5 371.2 371.2 18.917 368.3 369.0 369.0 19.000 365.8 366.5 366.5 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 637.531 AF OUTFLOW VOLUME = 637.531 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1 • » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM *2) WATERSHED AREA = 135.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .450 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .303 LOW LOSS FRACTION = .286 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .985 30- MINUTE FACTOR = .985 1 -HOUR FACTOR = .985 3 -HOUR FACTOR = .998 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.519 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.593 26.002 2 6.062 72.964 3 13.463 120.833 m 4 24.581 181.518 5 37.932 217.988 6 50.921 212.055 m 7 59.991 148.079 8 66.149 100.545 ., 9 70.771 75.466 10 74.380 58.922 11 77.203 46.081 12 79.681 40.472 13 81.756 33.869 14 83.552 29.325 15 85.174 26.482 16 86.574 22.854 17 87.806 20.112 18 88.887 17.648 19 89.950 17.359 20 90.842 14.571 21 91.702 14.027 22 92.450 12.219 23 93.136 11.196 24 93.818 11.132 25 94.403 9.557 26 94.948 8.892 27 95.492 8.896 28 96.007 8.403 m 29 96.384 6.151 30 96.743 5.868 `" 31 97.103 5.875 32 97.463 5.868 33 97.822 5.868 m 34 98.067 4.002 35 98.200 2.166 36 98.333 2.177 37 98.466 2.163 38 98.599 2.177 39 98.732 2.166 m 40 98.865 2.170 m 41 98.997 2.170 42 99.131 2.173 43 99.263 2.170 m 44 99.396 2.170 45 99.529 2.170 46 99.662 2.170 47 99.795 2.170 ' 48 99.928 2.170 49 100.000 1.178 m TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.38 m TOTAL EFFECTIVE RAINFALL(INCHES) = 6.41 m TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 26.8208 m TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 72.0430 m m m at .. -W. 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) *" TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 .' 14.083 31.2051 38.29 . Q V . . ., 14.167 31.4737 39.01 . Q V . . 14.250 31.7481 39.84 . Q V . . • 14.333 32.0292 40.81 . Q . V . . 14.417 32.3177 41.89 . Q . V . . 14.500 32.6139 43.01 . Q . V . . • 14.583 32.9174 44.07 . Q . V . . 14.667 33.2281 45.11 . Q. V . . • 14.750 33.5459 46.15 . Q. V . . 14.833 33.8714 47.25 . Q. V . . * 14.917 34.2048 48.41 . Q. V . . 15.000 34.5468 49.66 . Q. V. . 15.083 34.8979 50.99 . Q V. . -. 15.167 35.2590 52.43 . Q V. . 15.250 35.6310 54.00 . Q V. . " 15.333 36.0149 55.74 . .Q V. . 15.417 36.4119 57.65 . .Q V . '''' 15.500 36.8237 59.78 . .Q V . * 15.583 37.2519 62.18 . . Q V . 15.667 37.6993 64.96 . . Q V . °- 15.750 38.1692 68.22 . Q .V . 15.833 38.6671 72.31 . Q .V . • 15.917 39.2045 78.02 . . Q .V . * 16.000 39.8026 86.85 . . Q . V . 16.083 40.5247 104.84 . . Q V . - 16.167 41.4150 129.28 . . . V Q . 16.250 42.4691 153.05 . . . V Q . - 16.333 43.6766 175.34 . . . V . Q . 16.417 44.9438 183.99 . . . V . Q . 16.500 46.1463 174.61 . . . V Q . . 16.583 47.1659 148.04 . . . V Q. . 16.667 48.0337 126.01 . . . QV . 44 16.750 48.8000 111.26 . . . Q V . 16.833 49.4903 100.24 . . Q V . . 16.917 50.1199 91.42 . . Q . V . m+ 17.000 50.7069 85.23 . . Q V . . 17.083 51.2542 79.46 . . Q . V . . - 17.167 51.7682 74.64 . Q . V . . 17.250 52.2540 70.53 . Q . V. . 17.333 52.7117 66.47 . Q . V. . .,. 17.417 53.1447 62.87 . . Q . V. . 17.500 53.5555 59.65 . .Q . V. . 4 17.583 53.9496 57.22 . .Q . V. . 17.667 54.3246 54.46 . Q . V . - 17.750 54.6855 52.40 . Q . V . • 17.833 55.0315 50.23 . Q . V . 17.917 55.3649 48.41 . Q. . V . 18.000 55.6879 46.90 . Q. . V . 1 ' 18.083 55.9996 45.25 . Q. .V 18.167 56.3035 44.13 . Q . .V . 18.250 56.6023 43.39 . Q . .V . 18.333 56.8970 42.79 . Q . .V . 18.417 57.1865 42.04 . Q . .V • 18.500 57.4748 41.86 . Q . .V . 18.583 57.7611 41.56 . Q . . V 18.667 58.0438 41.06 . Q . . V • 18.750 58.3219 40.37 . Q . . V 18.833 58.5918 39.19 . 4 - . V . - 18.917 58.8541 38.09 . Q . . V 19.000 59.1128 37.55 . Q . . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 2 » » > FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 149.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) <-- <= flowby structure -- basin (maximum flowby Q = 149.0 cfs) storage - V STREAM 2 ""' FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME . (HRS) (CFS) (CFS) (AF) 14.083 38.3 38.3 .000 14.166 39.0 39.0 .000 14.249 39.8 39.8 .000 14.333 40.8 40.8 .000 14.416 41.9 41.9 .000 0 0 14.499 43.0 43.0 .000 14.583 44.1 44.1 .000 14.666 45.1 45.1 .000 a 14.749 46.2 46.2 .000 14.833 47.3 47.3 .000 14.916 48.4 48.4 .000 14.999 49.7 49.7 .000 15.083 51.0 51.0 .000 15.166 52.4 52.4 .000 15.249 54.0 54.0 .000 15.333 55.7 55.7 .000 15.416 57.7 57.7 .000 15.499 59.8 59.8 .000 15.583 62.2 62.2 .000 15.666 65.0 65.0 .000 - 15.749 68.2 68.2 .000 15.833 72.3 72.3 .000 15.916 78.0 78.0 .000 15.999 86.9 86.9 .000 16.083 104.8 104.8 .000 16.166 129.3 129.3 .000 16.249 153.0 149.0 .028 16.333 175.3 149.0 .209 16.416 184.0 149.0 .450 16.499 174.6 149.0 .627 M 16.583 148.0 148.0 .627 16.666 126.0 126.0 .627 16.749 111.3 111.3 .627 16.833 100.2 100.2 .627 M 16.916 91.4 91.4 .627 y 16.999 85.2 85.2 .627 17.083 79.5 79.5 .627 - 17.166 74.6 74.6 .627 17.249 70.5 70.5 .627 17.333 66.5 66.5 .627 17.416 62.9 62.9 .627 17.499 59.6 59.6 .627 b 17.583 57.2 57.2 .627 17.666 54.5 54.5 .627 17.749 52.4 52.4 .627 17.833 50.2 50.2 .627 17.916 48.4 48.4 .627 0 17.999 46.9 46.9 .627 18.083 45.3 45.3 .627 18.166 44.1 44.1 .627 18.249 43.4 43.4 .627 18.333 42.8 42.8 .627 0 18.416 42.0 42.0 .627 18.499 41.9 41.9 .627 18.583 41.6 41.6 .627 0 18.666 41.1 41.1 .627 18.749 40.4 40.4 .627 0 18.833 39.2 39.2 .627 18.916 38.1 38.1 .627 w 18.999 37.6 37.6 .627 FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 7 0 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ISM ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "'" FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) ._. TIME(HRS) VOLUME(AF) Q(CFS) 0. 275.0 550.0 825.0 1100.0 - 14.083 327.8698 383.59 . • Q V . • • 14.167 330.5340 386.85 . . Q V . 14.250 333.2239 390.57 . . Q V . 14.333 335.9434 394.87 . . Q V . • 14.417 338.6965 399.76 . • Q V. --.' 14.500 341.4868 405.15 . • Q V. 14.583 344.3158 410.77 . • Q V. . 14.667 347.1842 416.49 . . Q V. - 14.750 350.0927 422.31 . Q V. 14.833 353.0423 428.29 . Q V. -- 14.917 356.0345 434.46 . . Q V 15.000 359.0707 440.87 . Q V • 15.083 362.1534 447.61 . Q V 15.167 365.2857 454.81 . Q V �. 15.250 368.4713 462.54 . . Q V -«., 15.333 371.7147 470.95 . Q V 15.417 375.0214 480.13 . Q .V - 15.500 378.3977 490.24 . Q .V 15.583 381.8513 501.47 . Q .V 15.667 385.3923 514.15 . . Q .V - 15.750 389.0335 528.70 . Q.V 15.833 392.7937 545.98 . Q• V ' 15.917 396.7057 568.02 . Q V 16.000 400.8286 598.64 . .QV . 16.083 405.3091 650.57 . . VQ 16.167 410.3196 727.53 . . V Q 16.250 415.9447 816.76 . . . V Q. • 16.333 422.1145 895.86 . . V • • Q 16.417 428.7714 966.58 . . V Q 0. 16.500 435.6820 1003.42 . . V Q .. 16.583 442.5277 993.99 . . . V Q 16.667 448.9521 932.82 . V Q . ' 16.750 454.9732 874.27 . V .Q 16.833 460.6786 828.43 . V Q 16.917 466.1236 790.60 . V Q 17.000 471.2816 748.95 . . VQ . 17.083 476.1341 704.57 . . QV . . - 17.167 480.7228 666.28 . . Q V . w. " 17.250 485.0802 632.70 . . Q V . 17.333 489.2442 604.61 . .Q V . 17.417 493.2390 580.05 . .Q V . 17.500 497.0774 557.32 . Q V . 17.583 500.7846 538.29 . Q. V . 17.667 504.3743 521.22 . Q . V . 17.750 507.8561 505.56 . Q . V . 17.833 511.2411 491.49 . Q V . . 17.917 514.5379 478.70 . Q V. . 18.000 517.7580 467.56 . Q V. . 18.083 520.9063 457.12 . Q V. 18.167 523.9885 447.55 . Q V. "" 18.250 527.0150 439.44 . . Q V. 18.333 529.9974 433.05 Q . V. . 18.417 532.9434 427.75 . . Q V • 18.500 535.8659 424.34 . Q . V 18.583 538.7675 421.32 . Q . V . `"` 18.667 541.6456 417.90 . . Q V 18.750 544.4982 414.19 . Q . V 18.833 547.3246 410.40 . Q V .. 18.917 550.1281 407.07 . Q .V 19.000 552.9112 404.10 . Q .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -» FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 5.2 . » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 40.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1070.82 DOWNSTREAM ELEVATION(FT) = 1064.03 CHANNEL LENGTH(FT) = 2735.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: , MAXIMUM INFLOW(CFS) = 1003.42 .. AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 703.69 CHANNEL NORMAL VELOCITY FOR Q = 703.69 CFS = 7.65 FPS - ESTIMATED CHANNEL ROUTING COEFFICIENT = .818 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .824 CONVEX METHOD CHANNEL ROUTING RESULTS: . OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) o o 14.083 383.6 380.2 380.2 14.167 386.8 383.1 383.1 14.250 390.6 386.3 386.3 m 14.333 394.9 389.9 389.9 14.417 399.8 394.1 394.1 o 14.500 405.2 398.9 398.9 14.583 410.8 404.2 404.2 o 14.667 416.5 409.7 409.7 14.750 422.3 415.4 415.4 o 14.833 428.3 421.2 421.2 14.917 434.5 427.2 427.2 15.000 440.9 433.3 433.3 o 15.083 447.6 439.7 439.7 15.167 454.8 446.4 446.4 15.250 462.5 453.5 453.5 15.333 470.9 461.1 461.1 15.417 480.1 469.4 469.4 15.500 490.2 478.4 478.4 15.583 501.5 488.4 488.4 o 15.667 514.2 499.4 499.4 w- 15.750 528.7 511.9 511.9 15.833 546.0 526.1 526.1 15.917 568.0 542.9 542.9 16.000 598.6 564.2 564.2 16.083 650.6 593.6 593.6 . 16.167 727.5 642.1 642.1 16.250 816.8 714.3 714.3 16.333 895.9 800.3 800.3 16.417 966.6 880.5 880.5 16.500 1003.4 952.2 952.2 16.583 994.0 994.2 994.2 16.667 932.8 992.8 992.8 16.750 874.3 942.2 942.2 16.833 828.4 885.3 885.3 16.917 790.6 837.7 837.7 17.000 749.0 798.0 798.0 17.083 704.6 756.7 756.7 17.167 666.3 713.0 713.0 17.250 632.7 673.8 673.8 o 17.333 604.6 639.4 639.4 17.417 580.0 610.2 610.2 o 17.500 557.3 584.9 584.9 o 17.583 538.3 561.8 561.8 17.667 521.2 542.1 542.1 o 17.750 505.6 524.6 524.6 17.833 491.5 508.6 508.6 o 17.917 478.7 494.3 494.3 m 18.000 467.6 481.2 481.2 18.083 457.1 469.8 469.8 o 18.167 447.6 459.2 459.2 18.250 439.4 449.4 449.4 18.333 433.0 441.1 441.1 a 18.417 427.8 434.4 434.4 18.500 424.3 428.8 428.8 m 18.583 421.3 425.1 425.1 18.667 417.9 421.9 421.9 o 18.750 414.2 418.5 418.5 o 18.833 410.4 414.9 414.9 18.917 407.1 411.1 411.1 o 19.000 404.1 407.7 407.7 o PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 708.947 AF e OUTFLOW VOLUME = 708.947 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 44 ' » » >UNIT— HYDROGRAPH ANALYSIS« «< (UNIT — HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 370.000 ACRES BASEFLOW = .000 CFS /SQUARE —MILE *USER ENTERED "LAG" TIME = .810 HOURS VALLEY(UNDEVELOPED) /DESERT S —GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .314 LOW LOSS FRACTION = .295 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5— MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30— MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 —HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 —HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 —HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 —HOUR RAINFALL(INCH) = 8.80 PRECIPITATION DEPTH —AREA REDUCTION FACTORS: 5— MINUTE FACTOR = .985 30— MINUTE FACTOR = .985 1 —HOUR FACTOR = .985 3 —HOUR FACTOR = .998 6 —HOUR FACTOR = .999 24 —HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG —TIME = 10.288 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .857 38.363 2 2.742 84.312 3 5.319 115.354 4 8.884 159.491 5 13.306 197.889 6 19.159 261.891 w m 7 25.964 304.488 8 33.339 330.044 9 40.964 341.159 m 10 48.459 335.397 11 54.512 270.864 12 59.288 213.686 13 62.947 163.724 14 66.256 148.094 15 68.998 122.681 16 71.100 94.077 17 73.342 100.299 18 75.079 77.739 m 19 76.618 68.873 20 78.073 65.092 21 79.452 61.724 22 80.622 52.320 23 81.787 52.142 `" 24 82.774 44.165 25 83.752 43.787 26 84.676 41.311 27 85.506 37.170 28 86.280 34.612 29 87.015 32.901 30 87.692 30.297 31 88.282 26.377 - 32 88.887 27.073 33 89.492 27.082 34 90.069 25.850 35 90.555 21.730 36 91.034 21.415 37 91.512 21.416 38 91.979 20.906 39 92.374 17.636 40 92.755 17.049 41 93.136 17.049 42 93.517 17.058 43 93.896 16.956 44 94.222 14.586 45 94.524 13.524 46 94.827 13.541 47 95.129 13.541 48 95.432 13.541 m 49 95.734 13.541 50 96.017 12.640 m 51 96.224 9.277 52 96.424 8.954 53 96.624 8.937 54 96.824 8.937 55 97.023 8.937 56 97.223 8.937 m 57 97.423 8.954 58 97.623 8.920 ., 59 97.823 8.954 60 97.999 7.883 61 98.082 3.738 62 98.156 3.279 63 98.230 3.330 m 64 98.303 3.279 65 98.378 3.330 - 66 98.451 3.296 67 98.525 3.296 68 98.599 3.313 69 98.673 3.296 70 98.747 3.313 71 98.821 3.296 72 98.895 3.313 73 98.968 3.296 74 99.042 3.313 75 99.116 3.296 76 99.190 3.296 77 99.263 3.296 78 99.337 3.296 79 99.411 3.296 80 99.484 3.296 81 99.558 3.296 82 99.631 3.296 83 99.705 3.296 84 99.779 3.296 85 99.852 3.296 86 99.926 3.296 87 100.000 3.296 88 100.000 .011 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.46 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.33 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 75.8660 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 195.1783 o r 2 - H O U R R S T O R M R U N O F F H Y D R O G R A P H ori HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) o ' TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 ..' 14.083 80.1857 98.35 . Q. V . . - 14.167 80.8724 99.71 . Q. V . . 14.250 81.5694 101.20 . Q V . . - 14.333 82.2777 102.84 . Q V . . 14.417 82.9983 . 104.64 . Q V . . • 14.500 83.7327 106.64 . Q V . . 14.583 84.4821 108.81 . Q V . . 14.667 85.2475 111.14 . .Q V . . 14.750 86.0298 113.59 . .Q V . . 14.833 86.8299 116.17 . .Q V . . "'° 14.917 87.6480 118.80 Q V . 15.000 88.4848 121.50 . . Q V . . 15.083 89.3408 124.30 . . Q V . . • 15.167 90.2174 127.28 . . Q V . . 15.250 91.1160 130.48 . Q V . . • 15.333 92.0383 133.91 . Q V . . 15.417 92.9863 137.66 . Q V. . 15.500 93.9626 141.75 . Q V. . ,,., 15.583 94.9701 146.29 . Q V. . 15.667 96.0129 151.42 . Q V. . 15.750 97.0963 157.31 . Q V. 15.833 98.2278 164.29 . . Q V . 15.917 99.4224 173.47 . . Q V . 16.000 100.7064 186.43 . Q V . 16.083 102.1607 211.16 . VQ . -- 16.167 103.8039 238.60 . .V Q . 16.250 105.6128 262.65 . .V Q . 16.333 107.6083 289.75 . . . V Q . . 16.417 109.7776 314.98 . . V .Q 16.500 112.1422 343.34 . . V Q o 16.583 114.6329 361.65 . . V Q . 16.667 117.1809 369.96 . . V Q . 16.750 119.7138 367.78 V . Q 16.833 122.1530 354.18 . V . Q . 16.917 124.3742 322.51 . . V . Q • 17.000 126.3870 292.26 . V Q. 17.083 128.2187 265.96 . Q . ' 17.167 129.9351 249.23 . Q V . 17.250 131.5306 231.67 . . Q V . 17.333 133.0123 215.14 . . .Q V . .. 17.417 134.4417 207.55 . Q V . 17.500 135.7775 193.95 . Q. V . 17.583 137.0487 184.57 . Q . V . . 17.667 138.2686 177.12 . . Q V . . • 17.750 139.4405 170.16 . Q V . . o 17.833 140.5580 162.26 . Q V . 17.917 141.6391 156.98 . Q . V. . ' 18.000 142.6752 150.45 . Q . V. . ' 18.083 143.6824 146.24 . Q V. 18.167 144.6599 141.94 Q . V. . • 18.250 145.6077 137.62 Q . V. . 18.333 146.5316 134.15 Q . V . 18.417 147.4351 131.19 Q . V . �, 18.500 148.3202 128.52 . . Q V 18.583 149.1884 126.07 . . Q V 18.667 150.0499 125.08 Q . V . ,, 18.750 150.9037 123.98 Q . V . 18.833 151.7476 122.54 Q . .V 18.917 152.5764 120.34 . . Q .V . 19.000 153.3961 119.02 . .Q .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 2 ma » »> FLOWBY STRUCTURE ROUTING MODEL« «< m MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN - 347.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) < - -* <= flowby structure basin (maximum flowby Q = 347.0 cfs) storage . V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: mo m, MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME m ' (HRS) (CFS) (CFS) (AF) 14.083 98.3 98.3 .000 m 14.166 99.7 99.7 .000 mo 14.249 101.2 101.2 .000 14.333 102.8 102.8 .000 ... 14.416 104.6 104.6 .000 a 14.499 106.6 106.6 .000 14.583 108.8 108.8 .000 14.666 111.1 111.1 .000 a 14.749 113.6 113.6 .000 14.833 116.2 116.2 .000 a 14.916 118.8 118.8 .000 14.999 121.5 121.5 .000 a 15.083 124.3 124.3 .000 15.166 127.3 127.3 .000 15.249 130.5 130.5 .000 15.333 133.9 133.9 .000 15.416 137.7 137.7 .000 - 15.499 141.7 141.7 .000 x 15.583 146.3 146.3 .000 15.666 151.4 151.4 .000 A 15.749 157.3 157.3 .000 15.833 164.3 164.3 .000 15.916 173.5 173.5 .000 15.999 186.4 186.4 .000 16.083 211.2 211.2 .000 16.166 238.6 238.6 .000 16.249 262.7 262.7 .000 16.333 289.7 289.7 .000 16.416 315.0 315.0 .000 16.499 343.3 343.3 .000 16.583 361.7 347.0 .101 16.666 370.0 347.0 .259 16.749 367.8 347.0 .402 16.833 354.2 347.0 .452 16.916 322.5 322.5 .452 16.999 292.3 292.3 .452 17.083 266.0 266.0 .452 17.166 249.2 249.2 .452 17.249 231.7 231.7 .452 17.333 215.1 215.1 .452 17.416 207.6 207.6 .452 17.499 194.0 194.0 .452 - 17.583 184.6 184.6 .452 17.666 177.1 177.1 .452 17.749 170.2 170.2 .452 17.833 162.3 162.3 .452 17.916 157.0 157.0 .452 . 17.999 150.4 150.4 .452 18.083 146.2 146.2 .452 a 18.166 141.9 141.9 .452 18.249 137.6 137.6 .452 18.333 134.2 134.2 .452 a 18.416 131.2 131.2 .452 18.499 128.5 128.5 .452 a 18.583 126.1 126.1 .452 18.666 125.1 125.1 .452 18.749 124.0 124.0 .452 18.833 122.5 122.5 .452 18.916 120.3 120.3 .452 a 18.999 119.0 119.0 .452 a m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 7 a » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 6 . » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< . ********************************************** * * * * * * * *• * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 350.0 700.0 1050.0 1400.0 "". 14.083 404.9197 478.57 . . Q V . . 14.167 408.2446 482.77 . Q V . . 14.250 411.6017 487.45 . Q V . . 14.333 414.9952 492.74 . . Q V . . 14.417 418.4300 498.73 . . Q V . . 14.500 421.9115 505.51 . . Q V . . 14.583 425.4444 512.98 . . Q V . . 14.667 429.0316 520.86 . . Q V . . _. 14.750 432.6749 529.00 . Q V. . 14.833 436.3759 537.38 . . Q V. . -- 14.917 440.1360 545.97 . . Q V. . 15.000 443.9569 554.80 . . Q V. . - 15.083 447.8410 563.97 . . Q V. . 15.167 451.7917 573.64 . . Q V. . 15.250 455.8134 583.95 . . Q V . - 15.333 459.9114 595.03 . Q V . 15.417 464.0923 607.06 . . Q V . - 15.500 468.3636 620.19 . . Q V . 15.583 472.7347 634.68 . Q V . . 15.667 477.2171 650.85 . Q .V . ,.., 15.750 481.8257 669.16 . . Q.V . 15.833 486.5804 690.38 . . Q.V . ' 15.917 491.5143 716.40 . . QV . 16.000 496.6841 750.66 . . .Q . • 16.083 502.2269 804.81 . . . Q . . 16.167 508.2926 880.74 . . . V Q . 16.250 515.0211 976.97 . . . V Q . w 16.333 522.5285 1090.08 . . . V .Q . 16.417 530.7617 1195.46 . . . V Q . 16.500 539.6838 1295.50 . . . V Q . . 16.583 548.9206 1341.18 . . . V . Q . 16.667 558.1475 1339.75 . . . V Q . ' 16.750 567.0261 1289.18 . V . Q . 16.833 575.5130 1232.29 . . . V . Q . 16.917 583.5032 1160.18 . . . V Q . w 17.000 591.0122 1090.30 . V .Q . 17.083 598.0552 1022.65 . . . V Q. . 17.167 604.6819 962.19 . . . VQ . . mg ' 17.250 610.9181 905.49 . . . Q V • 17.333 616.8032 854.51 . . . Q V • m 17.417 622.4353 817.78 . Q V m 17.500 627.7993 778.85 . . Q V . 17.583 632.9396 746.37 . .Q V . m 17.667 637.8928 719.20 . Q V . 17.750 642.6775 694.74 . Q. V 17.833 647.2979 670.88 . Q. V • 17.917 651.7830 651.23 . Q - V . . 18.000 656.1332 631.66 . Q - V. mm 18.083 660.3756 615.99 . . Q V. 18.167 664.5154 601.09 . . Q V. • 18.250 668.5584 587.05 . Q V. 0 18.333 672.5200 575.22 . Q V. 18.417 676.4149 565.54 . Q V. :., 18.500 680.2535 557.36 . Q V 18.583 684.0493 551.15 . Q V . 18.667 687.8163 546.98 . Q V 18.750 691.5526 542.51 . Q V 18.833 695.2538 537.42 . Q V • 18.917 698.9140 531.45 . Q V 19.000 702.5417 526.75 . Q -V END OF FLOOD ROUTING ANALYSIS m m m m m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L O O D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986), SAN BERNARDINO(1986),KERN(1992), SAN JOAQUIN(1995), and COALINGA(1995) (c) Copyright 1989 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1206 Analysis prepared by: ASL Consulting Engineers One Jenner, Suite 200 Irvine, CA 92718 (714) 727 -7099 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** FLOOD ROUTING FOR I -10 CHANNEL FONTANA * WATERSHEDS 1, 2, 3, 4, 5 & 6 REVISED * SCENARIO IV WITH STREET CAPACITY LIMITS # 1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: N:I10RB406.UH1 TIME /DATE OF STUDY: 18:28 7/11/1995 aim**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 241.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .390 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .174 LOW LOSS FRACTION = .176 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .968 30- MINUTE FACTOR = .968 1 -HOUR FACTOR = .968 3 -HOUR FACTOR = .995 6 -HOUR FACTOR = .997 24 -HOUR FACTOR = .998 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES "" UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.368 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 . MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH - NUMBER MEAN VALUES ORDINATES(CFS) ,- 1 1.881 54.816 2 7.519 164.320 3 17.390 287.705 4 31.680 416.512 5 47.144 450.690 -°' 6 58.786 339.323 7 66.137 214.267 8 71.368 152.469 - 9 75.288 114.248 10 78.386 90.276 11 80.990 75.902 12 83.152 63.022 13 85.059 55.572 14 86.676 47.126 15 88.056 40.226 - 16 89.306 36.426 17 90.444 33.190 18 91.439 28.978 19 92.344 26.385 20 93.136 23.079 21 93.914 22.672 22 94.571 19.147 - 23 95.199 18.318 24 95.822 18.151 25 96.301 13.960 26 96.716 12.090 27 97.131 12.100 28 97.546 12.090 29 97.939 11.472 30 98.139 5.813 . 31 98.292 4.465 32 98.446 4.481 33 98.599 4.460 34 98.752 4.476 35 98.905 4.465 36 99.059 4.470 37 99.212 4.465 w' 38 99.365 4.465 39 99.518 4.465 40 99.672 4.465 . 41 99.825 4.465 42 99.978 4.465 43 100.000 .642 TOTAL STORM RAINFALL(INCHES) = 8.78 TOTAL SOIL - LOSS(INCHES) = 1.46 TOTAL EFFECTIVE RAINFALL(INCHES) = 7.32 TM TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 29.3651 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 146.9388 r 2 - H O U R R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) ""' TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 "" 14.083 64.8442 79.78 . Q . V . . m 14.167 65.4055 81.50 . Q . V . . 14.250 65.9814 83.62 . Q . V . . .- 14.333 66.5748 86.16 . Q . V . . 14.417 67.1869 88.88 . Q . V . . . 14.500 67.8165 91.42 . Q. V . . ,,, 14.583 68.4621 93.74 . Q. V . . 14.667 69.1234 96.02 . Q. V . . - 14.750 69.8006 98.33 . Q. V. . 14.833 70.4943 100.72 . Q V. . 14.917 71.2054 103.25 . Q V. . 15.000 71.9349 105.93 . Q V. . 15.083 72.6844 108.82 . Q V. . ,r. 15.167 73.4553 111.94 . .Q V. . 15.250 74.2498 115.36 . .Q V . `""" 15.333 75.0702 119.12 . .Q V . 15.417 75.9188 123.22 . . Q V . 15.500 76.7979 127.63 . . Q V . „, 15.583 77.7106 132.53 . Q .V . 15.667 78.6615 138.07 . Q .V . - 15.750 79.6589 144.82 . Q .V . 15.833 80.7168 153.61 . Q .V • 15.917 81.8610 166.15 . . Q . V . 16.000 83.1379 185.40 . Q . V . 16.083 84.6818 224.18 . . . QV . -� 16.167 86.5982 278.26 . . V Q . 16.250 88.8757 330.69 . . V Q - 16.333 91.4201 369.44 . . V Q . 16.417 93.9469 366.89 . V Q . 16.500 96.1414 318.65 . . V .Q • 16.583 97.9740 266.09 . Q . 16.667 99.5729 232.16 . . Q V . ' 16.750 101.0049 207.93 . Q V . 16.833 102.3128 189.91 . Q . V . • 16.917 103.5257 176.11 . Q . V . m 17.000 104.6565 164.19 . Q . V . 17.083 105.7203 154.47 . Q V . " 17.167 106.7199 145.14 . Q V. 17.250 107.6614 136.71 . Q V. AN 17.333 108.5521 129.32 . . Q V. ,.. 17.417 109.3956 122.48 . . Q V. 17.500 110.1952 116.11 . .Q V. ** 17.583 110.9586 110.84 .Q . V . 17.667 111.6882 105.94 . Q V • 17.750 112.3911 102.05 . Q V m 17.833 113.0646 97.80 . Q. V 17.917 113.7148 94.41 . Q. V "°* 18.000 114.3432 91.24 . Q. .V 41 18.083 114.9466 87.62 . Q . .V 18.167 115.5345 85.35 . Q . .V m 18.250 116.1155 84.36 . Q . .V . 18.333 116.6938 83.97 . Q . .V 18.417 117.2690 83.52 . Q . .V --- 18.500 117.8307 81.57 . Q . . V 18.583 118.3841 80.36 . Q . . V 18.667 118.9314 79.45 . Q . . V - 18.750 119.4721 78.52 Q . . V 18.833 120.0065 77.59 . Q . . V 18.917 120.5344 76.66 . Q . . V 19.000 121.0560 75.74 . Q . . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -• FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 2 . » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: - FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 569.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 1) < - -* <= flowby structure M basin (maximum flowby Q = 569.0 cfs) storage - V STREAM 1 ' FLOWBY 00 FLOWBY BASIN MODELING RESULTS: . MODEL STREAM 1 STREAM 1 BASIN TIME INFLOW FLOWBY VOLUME 4 ' (HRS) (CFS) (CFS) (AF) 14.083 79.8 79.8 .000 .- 14.166 81.5 81.5 .000 -, 14.249 83.6 83.6 .000 14.333 86.2 86.2 .000 14.416 88.9 88.9 .000 4 4 14.499 91.4 91.4 .000 14.583 93.7 93.7 .000 `" 14.666 96.0 96.0 .000 44 14.749 98.3 98.3 .000 14.833 100.7 100.7 .000 - 14.916 103.2 103.2 .000 14.999 105.9 105.9 .000 15.083 108.8 108.8 .000 15.166 111.9 111.9 .000 15.249 115.4 115.4 .000 44 15.333 119.1 119.1 .000 15.416 123.2 123.2 .000 "" 15.499 127.6 127.6 .000 15.583 132.5 132.5 .000 15.666 138.1 138.1 .000 15.749 144.8 144.8 .000 15.833 153.6 153.6 .000 15.916 166.1 166.1 .000 15.999 185.4 185.4 .000 16.083 224.2 224.2 .000 -- 16.166 278.3 278.3 .000 16.249 330.7 330.7 .000 16.333 369.4 369.4 .000 16.416 366.9 366.9 .000 16.499 318.6 318.6 .000 -. 16.583 266.1 266.1 .000 16.666 232.2 232.2 .000 `" 16.749 207.9 207.9 .000 16.833 189.9 189.9 .000 w 16.916 176.1 176.1 .000 .z 16.999 164.2 164.2 .000 17.083 154.5 154.5 .000 - 17.166 145.1 145.1 .000 17.249 _ 136.7 136.7 .000 17.333 129.3 129.3 .000 17.416 122.5 122.5 .000 17.499 116.1 116.1 .000 17.583 110.8 110.8 .000 17.666 105.9 105.9 .000 17.749 102.1 102.1 .000 17.833 97.8 97.8 .000 17.916 94.4 94.4 .000 - 17.999 91.2 91.2 .000 18.083 87.6 87.6 .000 18.166 85.4 85.4 .000 18.249 84.4 84.4 .000 18.333 84.0 84.0 .000 18.416 83.5 83.5 .000 18.499 81.6 81.6 .000 ^* 18.583 80.4 80.4 .000 18.666 79.5 79.5 .000 18.749 78.5 78.5 .000 . 18.833 77.6 77.6 .000 18.916 76.7 76.7 .000 '�' 18.999 75.7 75.7 .000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 4 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 14.083 64.8442 79.78 . Q . V 14.167 65.4055 81.50 . Q - V 14.250 65.9814 83.62 . Q . V 14.333 66.5748 86.16 . Q • V • 14.417 67.1869 88.88 . Q . V • - 14.500 67.8165 91.42 . Q. V x 14.583 68.4621 93.74 . Q. V - 14.667 69.1234 96.02 . Q. V • 14.750 69.8006 98.33 . Q. V. 14.833 70.4943 100.72 . Q V. 14.917 71.2054 103.25 . Q V. 15.000 71.9349 105.93 . Q V. - 15.083 72.6844 108.82 . Q V. 15.167 73.4553 111.94 . .Q V. "" 15.250 74.2498 115.36 . •Q V • 15.333 75.0702 119.12 . .Q V 15.417 75.9188 123.22 . - Q V ., 15.500 76.7979 127.63 . • Q V 15.583 77.7106 132.53 . - Q .V • 15.667 78.6615 138.07 . Q .V 15.750 79.6589 144.82 . - Q .V 15.833 80.7168 153.61 . . Q .V ,. 15.917 81.8610 166.15 . Q • V 16.000 83.1379 185.40 . . Q • V - 16.083 84.6818 224.18 . • QV 16.167 86.5982 278.26 . . V Q 16.250 88.8757 330.69 . . . V Q 16.333 91.4201 369.44 . . V Q 16.417 93.9469 366.89 . V Q -� 16.500 96.1414 318.65 . . V .Q 16.583 97.9740 266.09 . Q • " 16.667 99.5729 232.16 . . Q V • 16.750 101.0049 207.93 . Q V 16.833 102.3128 189.91 . Q . V -.. 16.917 103.5257 176.11 . Q V • . 17.000 104.6565 164.19 . 4 • V 17.083 105.7203 154.47 . Q V 17.167 106.7199 145.14 . - Q V. • 17.250 107.6614 136.71 . Q V. 17.333 108.5521 129.32 . . Q V. 17.417 109.3956 122.48 . • Q V. -, 17.500 110.1952 116.11 . .Q V. 17.583 110.9586 110.84 . .4 V 17.667 111.6882 105.94 . Q V 17.750 112.3911 102.05 . Q V 17.833 113.0646 97.80 . Q. V . " 17.917 113.7148 94.41 . Q. V 18.000 114.3432 91.24 . Q. .V . "` 18.083 114.9466 87.62 Q . .V 18.167 115.5345 85.35 . Q . .V 18.250 116.1155 84.36 Q . .V '. 18.333 116.6938 83.97 . 4 . .V ' 18.417 117.2690 83.52 . Q . .V 18.500 117.8307 81.57 . Q . • V • • 18.583 118.3841 80.36 . Q . • V mw 18.667 118.9314 79.45 . Q - . V 18.750 119.4721 78.52 . Q . • V - 18.833 120.0065 77.59 . 4 - . V 18.917 120.5344 76.66 . Q . • V 19.000 121.0560 75.74 . Q . • V • • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 5.2 I » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< _ THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, r U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1097.39 DOWNSTREAM ELEVATION(FT) = 1090.42 CHANNEL LENGTH(FT) = 2650.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 369.44 AVERAGE FLOWRATE IN EXCESS OF 50o MAXIMUM INFLOW = 269.96 CHANNEL NORMAL VELOCITY FOR Q = 269.96 CFS = 7.43 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .814 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .821 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) . 14.083 79.8 78.2 78.2 14.167 81.5 79.5 79.5 14.250 83.6 81.2 81.2 14.333 86.2 83.3 83.3 14.417 88.9 85.7 85.7 14.500 91.4 88.4 88.4 14.583 93.7 90.9 90.9 14.667 96.0 93.3 93.3 14.750 98.3 95.6 95.6 14.833 100.7 97.9 97.9 . 14.917 103.2 100.3 100.3 15.000 105.9 102.8 102.8 15.083 108.8 105.4 105.4 15.167 111.9 108.3 108.3 m 15.250 115.4 111.4 111.4 15.333 119.1 114.7 114.7 15.417 123.2 118.4 118.4 .4 15.500 127.6 122.5 122.5 15.583 132.5 126.8 126.8 15.667 138.1 131.7 131.7 15.750 144.8 137.1 137.1 15.833 153.6 143.7 143.7 15.917 166.1 152.2 152.2 16.000 185.4 164.2 164.2 16.083 224.2 182.6 182.6 16.167 278.3 218.2 218.2 16.250 330.7 268.9 268.9 ,,� 16.333 369.4 320.6 320.6 16.417 366.9 360.6 360.6 16.500 318.6 364.5 364.5 16.583 266.1 325.5 325.5 16.667 232.2 275.8 275.8 16.750 207.9 239.3 239.3 16.833 189.9 213.1 213.1 16.917 176.1 193.7 193.7 17.000 164.2 178.9 178.9 17.083 154.5 166.6 166.6 17.167 145.1 156.4 156.4 17.250 136.7 146.9 146.9 . 17.333 129.3 138.3 138.3 17.417 122.5 130.8 130.8 17.500 116.1 123.8 123.8 17.583 110.8 117.3 117.3 17.667 105.9 111.9 111.9 .a 17.750 102.1 106.9 106.9 17.833 97.8 102.8 102.8 - 17.917 94.4 98.6 98.6 18.000 91.2 95.1 95.1 18.083 87.6 91.8 91.8 18.167 85.4 88.3 88.3 18.250 84.4 85.9 85.9 18.333 84.0 84.6 84.6 18.417 83.5 84.1 84.1 "" 18.500 81.6 83.6 83.6 18.583 80.4 81.9 81.9 18.667 79.5 80.6 80.6 ,, 18.750 78.5 79.6 79.6 18.833 77.6 78.7 78.7 18.917 76.7 77.8 77.8 19.000 75.7 76.8 76.8 '. PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 146.939 AF 4 "' OUTFLOW VOLUME = 146.939 AF 4* LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 '" » »>UNIT- HYDROGRAPH ANALYSIS« «< 414 (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 370.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .760 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .290 LOW LOSS FRACTION = .275 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .968 30- MINUTE FACTOR = .968 1 -HOUR FACTOR = .968 3 -HOUR FACTOR = .995 6 -HOUR FACTOR = .997 24 -HOUR FACTOR = .998 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.965 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .914 40.887 2 2.965 91.776 3 5.840 128.654 4 9.800 177.210 5 14.937 229.845 6 21.573 296.939 7 29.027 333.536 8 37.172 364.496 9 45.147 356.833 10 52.442 326.428 11 57.921 245.198 12 62.123 187.991 13 65.691 159.675 14 68.715 135.303 15 71.003 102.394 16 73.378 106.255 17 75.215 82.210 18 76.841 72.755 19 78.377 68.742 20 79.814 64.295 4 21 81.010 53.506 22 82.230 54.590 23 83.218 44.217 .. 24 84.291 48.018 25 85.185 40.012 . 26 86.039 38.215 27 86.826 35.230 28 87.574 33.448 29 88.206 28.303 30 88.851 28.829 ~= 31 89.496 28.869 32 90.106 27.299 33 90.621 23.059 34 91.131 22.828 35 91.641 22.811 -- 36 92.118 21.353 37 92.526 18.261 38 92.933 18.173 39 93.339 18.181 40 93.745 18.173 41 94.119 16.746 42 94.442 14.458 43 94.765 14.435 44 95.087 14.427 45 95.410 14.427 46 95.732 14.427 47 96.031 13.359 48 96.249 9.772 49 96.462 9.517 50 96.675 9.548 ,.., 51 96.888 9.517 52 97.101 9.517 53 97.314 9.533 54 97.527 9.533 55 97.740 9.533 56 97.947 9.278 57 98.061 5.101 . 58 98.140 3.523 59 98.219 3.539 60 98.297 3.491 61 98.376 3.539 62 98.455 3.523 . 63 98.533 3.507 64 98.612 3.523 65 98.691 3.539 66 98.769 3.507 67 98.848 3.523 68 98.927 3.523 69 99.005 3.523 .. 70 99.084 3.523 71 99.163 3.523 72 99.242 3.523 73 99.320 3.523 74 99.399 3.523 mo 75 99.478 3.523 76 99.557 3.523 . 77 99.635 3.523 mr 78 99.714 3.523 79 99.793 3.523 80 99.871 3.523 81 99.950 3.523 82 100.000 2.230 a a TOTAL STORM RAINFALL(INCHES) = 8.78 TOTAL SOIL - LOSS(INCHES) = 2.29 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.49 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 70.7305 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 199.9569 4, 4$ 4 2 - H O U R R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) ' TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 14.083 82.9965 101.79 . Q V . . . 14.167 83.7080 103.31 . Q V . . 14.250 84.4310 104.99 . Q V . . -^ 14.333 85.1671 106.88 . Q V . . 14.417 85.9176 108.98 . Q V . . * 14.500 86.6845 111.34 . .Q V . . 14.583 87.4687 113.87 . .Q V . . 14.667 88.2718 116.61 . .Q V . . 14.750 89.0944 119.45 . .Q V . . 14.833 89.9372 122.37 . . Q V . . - 14.917 90.7997 125.23 . . Q V . . 15.000 91.6823 128.16 . . Q V . . 15.083 92.5859 131.20 . Q V . . 15.167 93.5118 134.43 . Q V . . 15.250 94.4610 137.82 . Q V . . ' 15.333 95.4357 141.54 . Q V. . 15.417 96.4375 145.46 . Q V. . 15.500 97.4688 149.73 . Q V. . - 15.583 98.5323 154.43 . Q V. 15.667 99.6323 159.72 . Q V. . - 15.750 100.7735 165.69 . Q V 15.833 101.9636 172.80 . Q V 15.917 103.2181 182.16 . . Q V . 16.000 104.5652 195.59 . QV 16.083 106.0906 221.49 . .VQ • 16.167 107.8185 250.90 . .V Q 16.250 109.7285 277.33 . .V Q - 16.333 111.8393 306.49 . . V Q a „ 16.417 114.1475 335.15 . . V Q 16.500 116.6489 363.21 . . V Q . - 16.583 119.2536 378.20 . . V Q 16.667 121.9005 384.32 . . V Q • 16.750 124.4723 373.43 . . V Q 16.833 126.8871 350.63 . V Q 16.917 129.0498 314.03 . V .Q 17.000 131.0108 284.74 . V Q . . 17.083 132.8293 264.04 . Q . ' 17.167 134.5231 245.94 . . Q V . 17.250 136.0912 227.70 . . Q V . 17.333 137.5978 218.76 . .4 V . • 17.417 139.0046 204.26 . 4 V . 17.500 140.3417 194.16 . Q. V . "' 17.583 141.6224 185.96 . Q . V . 17.667 142.8490 178.10 . Q . V . 17.750 144.0150 169.30 . Q V . m 17.833 145.1428 163.75 . Q V. 17.917 146.2190 156.27 . Q V. "" 18.000 147.2684 152.36 . Q V. 18.083 148.2754 146.23 . Q V. . 18.167 149.2539 142.08 . Q V. 18.250 150.2051 138.11 . Q V . . 18.333 151.1335 134.81 . Q V 18.417 152.0385 131.39 . Q V - 18.500 152.9329 129.88 . . Q V 18.583 153.8176 128.45 . . Q V 18.667 154.6908 126.79 . . Q V . ., 18.750 155.5496 124.70 . . Q .V 18.833 156.4010 123.62 . . Q .V • 18.917 157.2436 122.34 . . Q .V 19.000 158.0734 120.49 . . Q .V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 2 » » > FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 326.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) < - -* <= flowby structure basin (maximum flowby Q = 326.0 cfs) storage _ V STREAM 2 "° FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 101.8 101.8 .000 . 14.166 103.3 103.3 .000 14.249 105.0 105.0 .000 14.333 106.9 106.9 .000 14.416 109.0 109.0 .000 4 FYI 14.499 111.3 111.3 .000 14.583 113.9 113.9 .000 14.666 116.6 116.6 .000 14.749 119.4 119.4 .000 14.833 122.4 122.4 .000 14.916 125.2 125.2 .000 14.999 128.2 128.2 .000 15.083 131.2 131.2 .000 15.166 134.4 134.4 .000 15.249 137.8 137.8 .000 -, 15.333 141.5 141.5 .000 15.416 145.5 145.5 .000 15.499 149.7 149.7 .000 15.583 154.4 154.4 .000 15.666 159.7 159.7 .000 15.749 165.7 165.7 .000 15.833 172.8 172.8 .000 " 15.916 182.2 182.2 .000 15.999 195.6 195.6 .000 16.083 221.5 221.5 .000 - 16.166 250.9 250.9 .000 16.249 277.3 277.3 .000 16.333 306.5 306.5 .000 16.416 335.1 326.0 .063 16.499 363.2 326.0 .319 16.583 378.2 326.0 .679 16.666 384.3 326.0 1.080 16.749 373.4 326.0 1.407 16.833 350.6 326.0 1.577 16.916 314.0 314.0 1.577 16.999 284.7 284.7 1.577 17.083 264.0 264.0 1.577 17.166 245.9 245.9 1.577 17.249 227.7 227.7 1.577 17.333 218.8 218.8 1.577 17.416 204.3 204.3 1.577 17.499 194.2 194.2 1.577 17.583 186.0 186.0 1.577 17.666 178.1 178.1 1.577 17.749 169.3 169.3 1.577 17.833 163.8 163.8 1.577 17.916 156.3 156.3 1.577 17.999 152.4 152.4 1.577 18.083 146.2 146.2 1.577 Al 18.166 142.1 142.1 1.577 18.249 138.1 138.1 1.577 18.333 134.8 134.8 1.577 :.t 18.416 131.4 131.4 1.577 18.499 129.9 129.9 1.577 18.583 128.5 128.5 1.577 18.666 126.8 126.8 1.577 18.749 124.7 124.7 1.577 . 18.833 123.6 123.6 1.577 18.916 122.3 122.3 1.577 18.999 120.5 120.5 1.577 a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 7 an ' » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< me ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 6 mem » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< me ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "" FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) em TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 14.083 147.1913 180.01 . Q V . • 14.167 148.4507 182.86 . Q V . . 14.250 149.7330 186.19 . Q V . . 14.333 151.0424 190.13 . Q V . 14.417 152.3833 194.69 . .Q V . . 14.500 153.7587 199.72 . .Q V . . 14.583 155.1693 204.81 . .Q V . . 14.667 156.6149 209.91 . .Q V . . 14.750 158.0959 215.04 . • Q V . . 14.833 159.6129 220.27 . • Q V . . - 14.917 161.1661 225.52 . • Q V . . 15.000 162.7566 230.95 . • Q V . . • 15.083 164.3864 236.65 . • Q V. . • 15.167 166.0581 242.73 . • Q V. 15.250 167.7744 249.20 . • Q V. . mee 15.333 169.5394 256.28 . • Q V. . 15.417 171.3570 263.91 . Q V. - 15.500 173.2318 272.22 . . Q V 15.583 175.1689 281.27 . Q V 15.667 177.1756 291.38 . Q V - 15.750 179.2610 302.80 . Q V 15.833 181.4405 316.47 . . Q .V . • 15.917 183.7430 334.32 . Q.V 16.000 186.2205 359.74 . QV • 16.083 189.0037 404.11 . .V Q , 16.167 192.2342 469.07 . . V Q . 16.250 195.9959 546.21 . . V .Q • 16.333 200.3150 627.13 . . V Q 16.417 205.0438 686.62 . . V Q. 16.500 209.7992 690.48 . . V Q. 16.583 214.2859 651.47 . . V Q 16.667 218.4307 601.84 . V • Q " 16.750 222.3243 565.35 . V • Q • 16.833 226.0370 539.08 . V Q 16.917 229.5338 507.73 . V Q. 17.000 232.7272 463.69 . 4 17.083 235.6929 430.62 . . Q V - 17.167 238.4637 402.33 . . Q V 1 " 17.250 241.0438 374.63 . . .Q V . 17.333 243.5032 357.11 . . Q V . . . 17.417 245.8105 335.02 . . Q. V . . 4 17.500 248.0002 317.95 . . Q . V . 17.583 250.0891 303.31 . . Q V . . - 17.667 252.0862 289.98 . . Q . V. . 17.750 253.9884 276.21 . . Q . V. . 17.833 255.8243 266.56 . . Q . V. . - 17.917 257.5797 254.88 . Q . V. . 18.000 259.2838 247.44 . Q . V . • 18.083 260.9233 238.06 . Q . V . 18.167 262.5100 230.39 . Q . V . "' 18.250 264.0525 223.96 . . Q . V . . 18.333 265.5637 219.43 . . Q . V . 18.417 267.0476 215.47 . . Q . V . - 18.500 268.5176 213.44 . . Q .V . 18.583 269.9663 210.35 . . Q . .V . • 18.667 271.3947 207.40 . .Q . .V . 18.750 272.8019 204.34 . .Q . .V . 18.833 274.1953 202.32 . .Q . .V . • 18.917 275.5734 200.10 . .Q . .V . 19.000 276.9324 197.32 . .Q . . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 5.2 - » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1090.42 DOWNSTREAM ELEVATION(FT) = 1084.02 CHANNEL LENGTH(FT) = 1455.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 690.48 . AVERAGE FLOWRATE IN EXCESS OF 506 MAXIMUM INFLOW = 510.42 CHANNEL NORMAL VELOCITY FOR Q = 510.42 CFS = 10.80 FPS °' ESTIMATED CHANNEL ROUTING COEFFICIENT = .864 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE . UNIT INTERVALS IS CSTAR = .983 • CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS o MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) 4M4 (HRS) (CFS) (CFS) (CFS) "` 14.083 180.0 179.0 179.0 14.167 182.9 181.7 181.7 14.250 186.2 184.8 184.8 14.333 190.1 188.5 188.5 14.417 194.7 192.8 192.8 14.500 199.7 197.7 197.7 14.583 204.8 202.7 202.7 14.667 209.9 207.8 207.8 ., 14.750 215.0 213.0 213.0 14.833 220.3 218.2 218.2 14.917 225.5 223.4 223.4 15.000 230.9 228.7 228.7 15.083 236.6 234.3 234.3 15.167 242.7 240.3 240.3 15.250 249.2 246.6 246.6 15.333 256.3 253.4 253.4 15.417 . 263.9 260.8 260.8 15.500 272.2 268.9 268.9 15.583 281.3 277.6 277.6 15.667 291.4 287.3 287.3 15.750 302.8 298.2 298.2 15.833 316.5 310.9 310.9 15.917 334.3 327.1 327.1 16.000 359.7 349.5 349.5 16.083 404.1 386.3 386.3 16.167 469.1 442.9 442.9 16.250 546.2 515.1 515.1 16.333 627.1 594.4 594.4 16.417 686.6 662.4 662.4 16.500 690.5 688.5 688.5 16.583 651.5 667.0 667.0 16.667 601.8 621.9 621.9 16.750 565.3 580.2 580.2 16.833 539.1 549.8 549.8 16.917 507.7 520.4 520.4 17.000 463.7 481.4 481.4 17.083 430.6 444.1 444.1 w 17.167 402.3 413.8 413.8 17.250 374.6 385.8 385.8 17.333 357.1 364.3 364.3 17.417 335.0 343.9 343.9 17.500 317.9 324.9 324.9 »a 17.583 303.3 309.3 309.3 17.667 290.0 295.4 295.4 . 17.750 276.2 281.8 281.8 17.833 266.6 270.5 270.5 17.917 254.9 259.6 259.6 18.000 247.4 250.5 250.5 18.083 238.1 241.8 241.8 " 18.167 230.4 233.5 233.5 18.250 224.0 226.6 226.6 18.333 219.4 221.3 221.3 .. 18.417 215.5 217.1 217.1 18.500 213.4 214.3 214.3 18.583 210.3 211.6 211.6 18.667 207.4 208.6 208.6 18.750 204.3 205.6 205.6 oo 18.833 202.3 203.1 203.1 18.917 200.1 201.0 201.0 19.000 197.3 198.4 198.4 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 345.319 AF OUTFLOW VOLUME = 345.319 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 "" » »>UNIT- HYDROGRAPH ANALYSIS« «< aA .■, (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 705.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .760 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .323 •■ LOW LOSS FRACTION = .303 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .968 30- MINUTE FACTOR = .968 1 -HOUR FACTOR = .968 3 -HOUR FACTOR = .995 6 -HOUR FACTOR = .997 24 -HOUR FACTOR = .998 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.965 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .914 77.907 2 2.965 174.871 3 5.840 245.139 * 4 9.800 337.657 5 14.937 437.947 6 21.573 565.789 le 7 29.027 635.522 8 37.172 694.513 9 45.147 679.911 At 10 52.442 621.978 11 57.921 467.202 "° 12 62.123 358.199 13 65.691 304.246 14 68.715 257.806 15 71.003 195.101 16 73.378 202.459 17 75.215 156.644 18 76.841 138.628 A' 19 78.377 130.981 . 20 79.814 122.507 21 81.010 101.951 M. 22 82.230 104.017 23 83.218 84.251 24 84.291 91.495 25 85.185 76.239 26 86.039 72.814 27 86.826 67.127 28 87.574 63.732 29 88.206 53.929 30 88.851 54.932 31 89.496 55.008 32 90.106 52.016 33 90.621 43.936 "" 34 91.131 43.496 35 91.641 43.465 36 92.118 40.686 -.,, 37 92.526 34.794 38 92.933 34.626 39 93.339 34.642 40 93.745 34.627 41 94.119 31.908 42 94.442 27.549 43 94.765 27.504 44 95.087 27.489 45 95.410 27.488 "` 46 95.732 27.488 47 96.031 25.454 48 96.249 18.620 .., 49 96.462 18.134 50 96.675 18.194 mo 51 96.888 18.134 52 97.101 18.134 53 97.314 18.164 4 54 97.527 18.164 55 97.740 18.164 56 97.947 17.678 57 98.061 9.720 58 98.140 6.712 is 59 98.219 6.743 60 98.297 6.652 m 61 98.376 6.744 62 98.455 6.712 63 98.533 6.682 .,ta 64 98.612 6.712 65 98.691 6.743 66 98.769 6.682 a 67 98.848 6.713 68 98.927 6.712 69 99.005 6.713 70 99.084 6.712 71 99.163 6.712 72 99.242 6.712 73 99.320 6.712 74 99.399 6.712 75 99.478 6.712 76 99.557 6.712 77 99.635 6.712 78 99.714 6.712 79 99.793 6.712 80 99.871 6.712 81 99.950 6.712 82 100.000 4.248 TOTAL STORM RAINFALL(INCHES) = 8.78 TOTAL SOIL - LOSS(INCHES) = 2.53 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.25 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 148.5868 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 367.1894 a. v w, 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H AIN .m HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) 4 w TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 4 " 14.083 152.0343 186.46 . Q. V . . 14.167 153.3377 189.25 . Q. V . . 14.250 154.6622 192.32 . Q. V . . -.. 14.333 156.0105 195.78 . Q. V . . 14.417 157.3854 199.63 . Q. V . . - 14.500 158.7901 203.96 . Q V . . - 14.583 160.2267 208.59 . Q V . . 14.667 161.6978 213.60 . Q V . . 14.750 163.2047 218.81 . Q V . . 14.833 164.7485 224.16 . .Q V . . - 14.917 166.3284 229.40 . .Q V . . 15.000 167.9452 234.76 . .Q V . . 15.083 169.6004 240.34 . • Q V . . . 15.167 171.2964 246.26 . • Q V . . 15.250 173.0352 252.46 . • Q V . . - 15.333 174.8208 259.27 . • Q V. . 15.417 176.6559 266.46 . Q V. . '� 15.500 178.5449 274.29 . Q V. . . 15.583 180.4932 282.89 . Q V. . 15.667 182.5082 292.57 . Q V. • 15.750 184.5985 303.51 . . Q V . 15.833 186.7784 316.52 . . Q V . - 15.917 189.0771 333.76 . . Q V . „, 16.000 191.5474 358.70 . . Q V . 16.083 194.3528 407.34 . . QV . a 16.167 197.5388 462.60 . . .V Q . 16.250 201.0665 512.23 . . .V Q . "" 16.333 204.9723 567.13 . . . V Q . . . 16.417 209.2507 621.22 . . . V .Q . 16.500 213.8949 674.34 . . . V • Q . .. 16.583 218.7350 702.79 . . . V . Q . 16.667 223.6563 714.58 . . . V . Q . "" 16.750 228.4368 694.13 . . . V Q . 16.833 232.9214 651.17 . . . V . Q . 16.917 236.9300 582.05 . . . V Q. . ,rr 17.000 240.5588 526.90 . . . Q . 17.083 243.9207 488.14 . . . Q V . • 17.167 247.0493 454.28 . . . Q V . 17.250 249.9427 420.11 . . .Q V . 17.333 252.7225 403.64 . . Q V . 17.417 255.3157 376.53 . . Q . V . 17.500 257.7796 357.76 . . Q V . . 17.583 260.1392 342.61 . . Q . V . . 17.667 262.3986 328.06 . . Q • V . . 17.750 264.5453 311.70 . . Q . V . . m 17.833 266.6217 301.50 . . Q . V. . 17.917 268.6023 287.58 . Q . V. . .* 18.000 270.5337 280.45 . 4 . V. . ' 18.083 272.3865 269.02 . 4 V. . 18.167 274.1865 261.36 Q . V. 18.250 275.9358 254.00 Q . V 18.333 277.6431 247.90 Q . V 18.417 279.3065 241.53 . . Q V . ' 18.500 280.9509 238.76 . .4 V . . 18.583 282.5771 236.13 Q . V 18.667 284.1820 233.03 Q . V ,, 18.750 285.7599 229.11 Q . V 18.833 287.3241 227.12 Q . V ' 18.917 288.8720 224.76 . .4 .V . 19.000 290.3962 221.32 Q . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: "" FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 167.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW - (STREAM 2) <-- <= flowby structure basin (maximum flowby Q = 167.0 cfs) storage .. V STREAM 2 FLOWBY 0 FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 186.5 167.0 1.394 14.166 189.2 167.0 1.547 14.249 192.3 167.0 1.721 14.333 195.8 167.0 1.920 14.416 199.6 167.0 2.144 A m 14.499 204.0 167.0 2.399 m 14.583 208.6 167.0 2.685 14.666 213.6 167.0 3.006 14.749 218.8 167.0 3.363 14.833 224.2 167.0 3.757 '" 14.916 229.4 167.0 4.186 14.999 234.8 167.0 4.653 15.083 240.3 167.0 5.158 m 15.166 246.3 167.0 5.704 15.249 252.5 167.0 6.293 15.333 259.3 167.0 6.928 15.416 266.5 167.0 7.613 15.499 274.3 167.0 8.352 15.583 282.9 167.0 9.150 15.666 292.6 167.0 10.015 m 15.749 303.5 167.0 10.955 15.833 316.5 167.0 11.985 15.916 333.8 167.0 13.133 m 15.999 358.7 167.0 14.454 16.083 407.3 167.0 16.109 ' 16.166 462.6 167.0 18.145 16.249 512.2 167.0 20.522 16.333 567.1 167.0 23.278 m 16.416 621.2 167.0 26.406 16.499 674.3 167.0 29.900 -� 16.583 702.8 167.0 33.590 16.666 714.6 167.0 37.361 .4 16.749 694.1 167.0 40.992 16.833 651.2 167.0 44.326 16.916 582.0 167.0 47.185 -> 16.999 526.9 167.0 49.663 17.083 488.1 167.0 51.875 17.166 454.3 167.0 53.854 17.249 420.1 167.0 55.597 17.333 403.6 167.0 57.227 m 17.416 376.5 167.0 58.670 17.499 357.8 167.0 59.983 17.583 342.6 167.0 61.193 17.666 328.1 167.0 62.302 17.749 311.7 167.0 63.299 m 17.833 301.5 167.0 64.225 17.916 287.6 167.0 65.055 ^� 17.999 280.4 167.0 65.837 18.083 269.0 167.0 66.539 18.166 261.4 167.0 67.189 18.249 254.0 167.0 67.788 18.333 247.9 167.0 68.345 18.416 241.5 167.0 68.859 18.499 238.8 167.0 69.353 "" 18.583 236.1 167.0 69.829 18.666 233.0 167.0 70.284 18.749 229.1 167.0 70.712 m 18.833 227.1 167.0 71.126 18.916 224.8 167.0 71.523 18.999 221.3 167.0 71.897 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 7 . » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "' FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 - 14.083 297.3303 346.03 . . Q V . . . 14.167 299.7318 348.71 . . Q V . . 14.250 302.1550 351.85 . . Q V . . - 14.333 304.6037 355.54 . . Q V. . 14.417 307.0820 359.85 . . Q V. . - 14.500 309.5936 364.69 . . Q V. . 14.583 312.1400 369.75 . . Q V. . 14.667 314.7216 374.84 . . Q V. . • w 14.750 317.3384 379.96 . . Q V. . 14.833 319.9910 385.16 . . Q V . .. 14.917 322.6797 390.39 . . Q V . 15.000 325.4052 395.75 . . Q V . 15.083 328.1693 401.34 . . Q V . - 15.167 330.9742 407.27 . . Q V . 15.250 333.8226 413.59 . . Q V . - 15.333 336.7180 420.42 . . Q .V 15.417 339.6645 427.83 . . Q.V . - 15.500 342.6663 435.86 . . Q.V . ,„, 15.583 345.7284 444.61 . Q.V . 15.667 348.8571 454.29 . . QV . - 15.750 352.0609 465.18 . . Q V . 15.833 355.3525 477.95 . . .QV . 4. 15.917 358.7556 494.12 . . .QV . 16.000 362.3127 516.50 . . . Q 16.083 366.1232 553.28 . . . V Q . • 16.167 370.3237 609.91 . . . V Q . 16.250 375.0211 682.07 . . . V Q • ". 16.333 380.2650 761.40 . . . V Q . 16.417 385.9771 829.40 . . V Q . 16.500 391.8692 855.54 . . . V Q • 16.583 397.6128 833.96 . . . V . Q • 16.667 403.0456 788.85 . . V . Q . 4 ' 16.750 408.1917 747.21 . . V Q 16.833 413.1282 716.78 . . . V .Q . 16.917 417.8622 687.39 . . . V Q . 17.000 422.3280 648.43 . . . V Q . . 17.083 426.5365 611.07 . . . VQ . • 17.167 430.5366 580.81 . . . Q V . . 17.250 434.3441 552.85 . Q V 17.333 438.0029 531.27 . . . Q V . 17.417 441.5217 510.93 . . . Q V . . 17.500 444.9094 491.89 . .4 V . 17.583 448.1894 476.25 . . .Q V . . 17.667 451.3738 462.38 . Q V 17.750 454.4646 448.78 . . Q. V . . 17.833 457.4776 437.49 . . Q. V . . - 17.917 460.4156 426.59 . Q . V . 18.000 463.2908 417.48 . . Q . V. . - 18.083 466.1065 408.84 . . Q . V. . 18.167 468.8649 400.51 . . Q . V. . . 18.250 471.5754 393.58 . . Q . V. . • 18.333 474.2495 388.28 . Q V. . 18.417 476.8947 384.08 . Q V. - 18.500 479.5205 381.28 . Q V 18.583 482.1279 378.59 . Q . V . A. 18.667 484.7147 375.59 . . Q V . • 18.750 487.2806 372.57 . Q . V 18.833 489.8298 370.14 . . Q . V . • 18.917 492.3642 368.00 . . Q . V . 19.000 494.8810 365.44 . Q .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 5.2 '` » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< ..., THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE - INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 . UPSTREAM ELEVATION(FT) = 1084.02 DOWNSTREAM ELEVATION(FT) = 1070.82 CHANNEL LENGTH(FT) = 1460.00 MANNING'S FACTOR = .015 . CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: .. MAXIMUM INFLOW(CFS) = 855.54 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 584.48 CHANNEL NORMAL VELOCITY FOR Q = 584.48 CFS = 14.44 FPS °' ESTIMATED CHANNEL ROUTING COEFFICIENT = .895 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .997 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS . MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) - (HRS) (CFS) (CFS) (CFS) 14.083 346.0 345.3 345.3 14.167 348.7 347.9 347.9 14.250 351.8 350.9 350.9 14.333 355.5 354.4 354.4 14.417 359.8 358.5 358.5 14.500 364.7 363.2 363.2 14.583 369.7 368.2 368.2 14.667 374.8 373.3 373.3 14.750 380.0 378.4 378.4 14.833 385.2 383.6 383.6 - 14.917 390.4 388.8 388.8 15.000 395.7 394.1 394.1 15.083 401.3 399.6 399.6 15.167 407.3 405.5 405.5 15.250 413.6 411.7 411.7 15.333 420.4 418.3 418.3 15.417 427.8 425.6 425.6 15.500 435.9 433.4 433.4 15.583 444.6 441.9 441.9 15.667 454.3 451.3 451.3 15.750 465.2 461.9 461.9 15.833 477.9 474.1 474.1 15.917 494.1 489.2 489.2 16.000 516.5 509.7 509.7 16.083 553.3 542.1 542.1 16.167 609.9 592.7 592.7 16.250 682.1 660.1 660.1 16.333 761.4 737.2 737.2 16.417 829.4 808.7 808.7 16.500 855.5 847.5 847.5 16.583 834.0 840.5 840.5 16.667 788.9 802.6 802.6 „ 16.750 747.2 759.9 759.9 16.833 716.8 726.1 726.1 16.917 687.4 696.3 696.3 17.000 648.4 660.3 660.3 17.083 611.1 622.5 622.5 a 17.167 580.8 590.0 590.0 17.250 552.8 561.4 561.4 17.333 531.3 537.8 537.8 17.417 510.9 517.1 517.1 17.500 491.9 497.7 497.7 17.583 476.3 481.0 481.0 17.667 462.4 466.6 466.6 17.750 448.8 452.9 452.9 17.833 437.5 440.9 440.9 17.917 426.6 429.9 429.9 18.000 417.5 420.3 420.3 18.083 408.8 411.5 411.5 18.167 400.5 403.0 403.0 18.250 393.6 395.7 395.7 18.333 388.3 389.9 389.9 18.417 384.1 385.4 385.4 18.500 381.3 382.1 382.1 18.583 378.6 379.4 379.4 18.667 375.6 376.5 376.5 18.750 372.6 373.5 373.5 of 18.833 370.1 370.9 370.9 18.917 368.0 368.7 368.7 19.000 365.4 366.2 366.2 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 637.169 AF OUTFLOW VOLUME = 637.169 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 135.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .450 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .303 LOW LOSS FRACTION = .286 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .968 30- MINUTE FACTOR = .968 1 -HOUR FACTOR = .968 3 -HOUR FACTOR = .995 6 -HOUR FACTOR = .997 24 -HOUR FACTOR = .998 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.519 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.593 26.002 2 6.062 72.964 3 13.463 120.833 .. 4 24.581 181.518 5 37.932 217.988 - 6 50.921 212.055 7 59.991 148.079 8 66.149 100.545 9 70.771 75.466 10 74.380 58.922 11 77.203 46.081 12 79.681 40.472 13 81.756 33.869 - 14 83.552 29.325 15 85.174 26.482 16 86.574 22.854 17 87.806 20.112 18 88.887 17.648 19 89.950 17.359 20 90.842 14.571 21 91.702 14.027 22 92.450 12.219 23 93.136 11.196 24 93.818 11.132 25 94.403 9.557 26 94.948 8.892 27 95.492 8.896 28 96.007 8.403 29 96.384 6.151 30 96.743 5.868 31 97.103 5.875 32 97.463 5.868 33 97.822 5.868 - 34 98.067 4.002 35 98.200 2.166 - 36 98.333 2.177 37 98.466 2.163 38 98.599 2.177 39 98.732 2.166 40 98.865 2.170 41 98.997 2.170 42 99.131 2.173 43 99.263 2.170 44 99.396 2.170 45 99.529 2.170 46 99.662 2.170 47 99.795 2.170 48 99.928 2.170 49 100.000 1.178 TOTAL STORM RAINFALL(INCHES) = 8.78 TOTAL SOIL - LOSS(INCHES) = 2.39 - TOTAL EFFECTIVE RAINFALL(INCHES) = 6.40 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 26.8472 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 71.9176 2 - H O U R R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) - TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 • 14.083 31.1998 38.31 . Q V . . ... 14.167 31.4689 39.07 . Q V . . 14.250 31.7442 39.97 . Q . V . . 14.333 32.0268 41.05 . Q . V . . 14.417 32.3178 . 42.25 . Q . V . . 14.500 32.6174 43.50 . Q . V . . 14.583 32.9248 44.64 . Q . V . . 14.667 33.2397 45.72 . Q. V . . - 14.750 33.5621 46.81 . Q. V . . 14.833 33.8922 47.93 . Q. V . . • -" 14.917 34.2304 49.11 . Q. V. . 15.000 34.5773 50.36 . Q V. . • 15.083 34.9333 51.70 . Q V. . - . 15.167 35.2993 53.14 . Q V. . 15.250 35.6760 54.71 . Q V. . "`" 15.333 36.0647 56.44 . .Q V . 15.417 36.4662 58.30 . .Q V . 15.500 36.8817 60.32 . . Q V . • ., 15.583 37.3125 62.56 . . Q V . 15.667 37.7608 65.09 . Q .V . - 15.750 38.2296 68.06 . Q .V . 15.833 38.7241 71.81 . Q .V . • 15.917 39.2560 77.22 . Q .V 16.000 39.8464 85.72 . Q . V 16.083 40.5573 103.22 . Q V - 16.167 41.4325 127.09 . . V Q 16.250 42.4680 150.35 . . V Q . - 16.333 43.6540 172.20 . . V Q �, 16.417 44.8987 180.73 . . V Q . 16.500 46.0805 171.61 . V . Q • 16.583 47.0839 145.68 . V Q. . • 16.667 47.9398 124.29 . . Q V . '°' 16.750 48.6978 110.06 . . Q V . 16.833 49.3830 99.48 . Q. V . 16.917 50.0096 90.99 . Q . V . 17.000 50.5951 85.01 . Q V . 17.083 51.1420 79.40 . Q . V • 17.167 51.6563 74.68 . Q V . . 17.250 52.1425 70.61 . Q V. 17.333 52.6007 66.53 . . Q V. • 17.417 53.0338 62.88 . . Q V. 17.500 53.4442 59.60 . .Q V. "" 17.583 53.8376 57.13 . .Q V. 17.667 54.2120 54.36 . Q V 17.750 54.5721 52.29 . Q V . 17.833 54.9174 50.13 . Q V 17.917 55.2502 48.32 . Q. V 18.000 55.5725 46.81 . Q. . V . ' 18.083 55.8836 45.17 . Q. .V . 18.167 56.1869 44.04 . Q . .V . 18.250 56.4852 43.31 . Q . .V 18.333 56.7794 42.72 . Q . .V . 18.417 57.0684 41.97 . Q . .V . "`^ 18.500 57.3562 41.79 . Q . .V . 18.583 57.6420 41.49 . Q . . V 18.667 57.9244 41.00 . Q . . V - 18.750 58.2020 40.31 . Q . . V . 18.833 58.4715 39.14 . 4 - . V - 18.917 58.7336 38.06 . Q . . V . 19.000 58.9920 37.52 . Q . . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 2 , » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: "' FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 149.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW .z, (STREAM 2) < - -* <= flowby structure basin (maximum flowby Q = 149.0 cfs) storage - V STREAM 2 "' FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME mil' (HRS) (CFS) (CFS) (AF) 14.083 38.3 38.3 .000 14.166 39.1 39.1 .000 14.249 40.0 40.0 .000 14.333 41.0 41.0 .000 14.416 42.3 42.3 .000 M 14.499 43.5 43.5 .000 14.583 44.6 44.6 .000 14.666 45.7 45.7 .000 14.749 46.8 46.8 .000 14.833 47.9 47.9 .000 - 14.916 49.1 49.1 .000 14.999 50.4 50.4 .000 15.083 51.7 51.7 .000 15.166 53.1 53.1 .000 15.249 54.7 54.7 .000 15.333 56.4 56.4 .000 15.416 58.3 58.3 .000 .» 15.499 60.3 60.3 .000 ,,, 15.583 62.6 62.6 .000 15.666 65.1 65.1 .000 - 15.749 68.1 68.1 .000 15.833 71.8 71.8 .000 15.916 77.2 77.2 .000 15.999 85.7 85.7 .000 16.083 103.2 103.2 .000 -. 16.166 127.1 127.1 .000 16.249 150.4 149.0 .009 "' 16.333 172.2 149.0 .169 16.416 180.7 149.0 .388 16.499 171.6 149.0 .543 16.583 145.7 145.7 .543 16.666 124.3 124.3 .543 "' 16.749 110.1 110.1 .543 $ 16.833 99.5 99.5 .543 16.916 91.0 91.0 .543 16.999 85.0 85.0 .543 17.083 79.4 79.4 .543 17.166 74.7 74.7 .543 17.249 70.6 70.6 .543 17.333 66.5 66.5 .543 17.416 62.9 62.9 .543 17.499 59.6 59.6 .543 17.583 57.1 57.1 .543 17.666 54.4 54.4 .543 17.749 52.3 52.3 .543 17.833 50.1 50.1 .543 17.916 48.3 48.3 .543 17.999 46.8 46.8 .543 18.083 45.2 45.2 .543 18.166 44.0 44.0 .543 18.249 43.3 43.3 .543 18.333 42.7 42.7 .543 18.416 42.0 42.0 .543 18.499 41.8 41.8 .543 - 18.583 41.5 41.5 .543 w 18.666 41.0 41.0 .543 18.749 40.3 40.3 .543 - 18.833 39.1 39.1 .543 18.916 38.1 38.1 .543 m 18.999 37.5 37.5 .543 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 7 `° » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** '" FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 "" 14.083 327.8040 383.63 . Q V . 14.167 330.4690 386.96 . Q V . . 14.250 333.1609 390.86 . Q V . . - 14.333 335.8844 395.46 . Q V . 14.417 338.6447 400.79 . Q V. . • 14.500 341.4457 406.71 . Q V. . 14.583 344.2890 412.84 . Q V. . .. 14.667 347.1747 419.01 . Q V. . 14.750 350.1032 425.21 . Q V. . 14.833 353.0750 431.51 . Q V. w 14.917 356.0909 437.91 . Q V . 15.000 359.1520 444.48 . Q V 15.083 362.2604 451.33 . Q V 15.167 365.4188 458.61 . Q V 15.250 368.6307 466.37 . Q V - 15.333 371.9005 474.77 . Q V 15.417 375.2329 483.87 . Q.V . 15.500 378.6333 493.73 . Q.V 15.583 382.1079 504.51 . QV 15.667 385.6646 516.44 . QV . • 15.750 389.3142 529.92 . .Q . 15.833 393.0737 545.87 . .QV ` " 15.917 396.9747 566.42 . . Q 16.000 401.0753 595.41 . . VQ • 16.083 405.5196 645.31 . . V Q . m 16.167 410.4766 719.77 . . V Q . 16.250 416.0489 809.09 . V • Q ' 16.333 422.1524 886.23 . . V . Q . 16.417 428.7479 957.66 . V . Q 16.500 435.6111 996.53 . V Q. . 16.583 442.4029 986.18 . V Q. 16.667 448.7862 926.86 . . V . Q • ' 16.750 454.7777 869.96 . V Q 16.833 460.4633 825.55 . . V Q . 16.917 465.8857 787.33 . V .Q m 17.000 471.0187 745.30 . V Q. 17.083 475.8524 701.86 . V Q . """ 17.167 480.4304 664.72 . QV . " 17.250 484.7829 631.98 . Q V 17.333 488.9452 604.38 . Q V • 17.417 492.9398 580.01 . Q V 17.500 496.7778 557.29 . . Q V . 17.583 500.4841 538.15 . .Q V . • 17.667 504.0720 520.97 . Q V . 17.750 507.5515 505.22 . Q V . 17.833 510.9334 491.07 . Q. V . 17.917 514.2271 478.23 . Q. V. . 18.000 517.4438 467.07 . Q . V. "a 18.083 520.5887 456.64 . Q . V. 18.167 523.6679 447.09 . Q . V. • 18.250 526.6913 439.00 . Q V. • 18.333 529.6707 432.61 . Q V. 18.417 532.6137 427.33 . Q . V - 18.500 535.5333 423.92 . Q V 18.583 538.4321 420.91 . 4 . V . 18.667 541.3074 417.50 . Q . V 18.750 544.1573 413.81 . Q V . 18.833 546.9812 410.02 . Q . V - 18.917 549.7822 406.71 . Q . .V 19.000 552.5627 403.74 . Q . .V Sze ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 5.2 - » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< ,.. THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 40.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1070.82 DOWNSTREAM ELEVATION(FT) = 1064.03 CHANNEL LENGTH(FT) = 2735.00 MANNING'S FACTOR = .015 - CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: ® MAXIMUM INFLOW(CFS) = 996.53 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 693.29 CHANNEL NORMAL VELOCITY FOR Q = 693.29 CFS = 7.60 FPS - ESTIMATED CHANNEL ROUTING COEFFICIENT = .817 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .821 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 4 14.083 383.6 380.2 380.2 14.167 387.0 383.1 383.1 "" 14.250 390.9 386.3 386.3 14.333 395.5 390.1 390.1 14.417 400.8 394.6 394.6 a 14.500 406.7 399.8 399.8 14.583 412.8 405.6 405.6 «aa 14.667 419.0 411.6 411.6 - 14.750 425.2 417.8 417.8 14.833 431.5 424.0 424.0 14.917 437.9 430.3 430.3 15.000 444.5 436.6 436.6 15.083 451.3 443.2 443.2 15.167 458.6 450.0 450.0 15.250 466.4 457.2 457.2 a 15.333 474.8 464.9 464.9 15.417 483.9 473.1 473.1 15.500 493.7 482.1 482.1 15.583 504.5 491.8 491.8 15.667 516.4 502.4 502.4 a, 15.750 529.9 514.2 514.2 15.833 545.9 527.4 527.4 15.917 566.4 542.9 542.9 16.000 595.4 562.7 562.7 16.083 645.3 590.4 590.4 M 16.167 719.8 636.7 636.7 16.250 809.1 706.4 706.4 16.333 886.2 792.0 792.0 16.417 957.7 870.5 870.5 16.500 996.5 942.7 942.7 -, 16.583 986.2 986.7 986.7 16.667 926.9 985.3 985.3 16.750 870.0 936.4 936.4 16.833 825.5 881.1 881.1 16.917 787.3 834.9 834.9 17.000 745.3 795.2 795.2 17.083 701.9 753.5 753.5 - 17.167 664.7 710.5 710.5 17.250 632.0 672.4 672.4 -° 17.333 604.4 638.8 638.8 17.417 580.0 610.1 610.1 17.500 557.3 585.0 585.0 M 17.583 538.1 561.9 561.9 17.667 521.0 542.1 542.1 ""` 17.750 505.2 524.5 524.5 17.833 491.1 508.4 508.4 a 17.917 478.2 494.0 494.0 18.000 467.1 480.9 480.9 18.083 456.6 469.4 469.4 "" 18.167 447.1 458.8 458.8 18.250 439.0 449.0 449.0 18.333 432.6 440.7 440.7 a 18.417 427.3 434.0 434.0 18.500 423.9 428.5 428.5 18.583 420.9 424.7 424.7 18.667 417.5 421.5 421.5 • 18.750 413.8 418.2 418.2 18.833 410.0 414.5 414.5 18.917 406.7 410.8 410.8 19.000 403.7 407.4 407.4 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 708.544 AF OUTFLOW VOLUME = 708.543 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** m. FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 370.000 ACRES BASEFLOW = . .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .810 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .314 LOW LOSS FRACTION = .295 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .968 30- MINUTE FACTOR = .968 1 -HOUR FACTOR = .968 3 -HOUR FACTOR = .995 6 -HOUR FACTOR = .997 24 -HOUR FACTOR = .998 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.288 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .857 38.363 2 2.742 84.312 3 5.319 115.354 4 8.884 159.491 5 13.306 197.889 6 19.159 261.891 7 25.964 304.488 8 33.339 330.044 9 40.964 341.159 10 48.459 335.397 11 54.512 270.864 - 12 59.288 213.686 13 62.947 163.724 14 66.256 148.094 15 68.998 122.681 16 71.100 94.077 17 73.342 100.299 18 75.079 77.739 19 76.618 68.873 20 78.073 65.092 21 79.452 61.724 M 22 80.622 52.320 23 81.787 52.142 24 82.774 44.165 25 83.752 43.787 26 84.676 41.311 27 85.506 37.170 28 86.280 34.612 29 87.015 32.901 30 87.692 30.297 31 88.282 26.377 32 88.887 27.073 33 89.492 27.082 34 90.069 25.850 35 90.555 21.730 36 91.034 21.415 37 91.512 21.416 38 91.979 20.906 39 92.374 17.636 40 92.755 17.049 41 93.136 17.049 42 93.517 17.058 43 93.896 16.956 .. 44 94.222 14.586 45 94.524 13.524 - 46 94.827 13.541 47 95.129 13.541 48 95.432 13.541 49 95.734 13.541 50 96.017 12.640 51 96.224 9.277 52 96.424 8.954 53 96.624 8.937 54 96.824 8.937 55 97.023 8.937 56 97.223 8.937 57 97.423 8.954 58 97.623 8.920 59 97.823 8.954 60 97.999 7.883 40 61 98.082 3.738 62 98.156 3.279 63 98.230 3.330 -- 64 98.303 3.279 65 98.378 3.330 66 98.451 3.296 67 98.525 3.296 68 98.599 3.313 69 98.673 3.296 70 98.747 3.313 71 98.821 3.296 72 98.895 3.313 73 98.968 3.296 74 99.042 3.313 75 99.116 3.296 76 99.190 3.296 77 99.263 3.296 78 99.337 3.296 79 99.411 3.296 80 99.484 3.296 81 99.558 3.296 82 99.631 3.296 83 99.705 3.296 84 99.779 3.296 85 99.852 3.296 86 99.926 3.296 87 100.000 3.296 88 100.000 .011 TOTAL STORM RAINFALL(INCHES) = 8.78 TOTAL SOIL - LOSS(INCHES) = 2.46 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.32 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 75.9167 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 194.7733 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H 48 HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) -., TIME(HRS) VOLUME (AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 14.083 80.1228 98.36 . Q. V . . ,- 14.167 80.8099 99.77 . Q. V . . 14.250 81.5078 101.33 . Q V . . 14.333 82.2177 103.08 . Q V . . 14.417 82.9408 104.99 . Q V . . 14.500 83.6787 107.15 . Q V . . _ 14.583 84.4329 109.51 . Q V . . 14.667 85.2044 112.03 . .Q V . . - 14.750 85.9943 114.68 . .Q V . . 14.833 86.8032 117.46 . .Q V . . - 14.917 87.6313 120.24 . . Q V . . 15.000 88.4788 123.06 . . Q V . . 15.083 89.3461 125.93 . . Q V . . - 15.167 90.2344 128.98 . . Q V . . 15.250 91.1450 132.22 . Q V . . 15.333 92.0793 135.67 . Q V . . 15.417 93.0393 139.39 . Q V. . 15.500 94.0266 143.37 . Q V. . - 15.583 95.0442 147.75 . Q V. . 15.667 96.0957 152.67 . Q V. 15.750 97.1856 158.26 . Q V. . 15.833 98.3207 164.82 . Q V . 15.917 99.5155 173.48 . . Q V . 16.000 100.7951 185.80 . Q V . 16.083 102.2389 209.65 . Q . 16.167 103.8652 236.14 . .V Q 16.250 105.6515 259.36 . .V Q • 16.333 107.6188 285.65 . . V Q . . 16.417 109.7552 310.22 . . V .Q . 16.500 112.0827 337.95 . . V . Q . • 16.583 114.5339 355.91 . . V Q . 16.667 117.0420 364.18 . . V Q . ' 16.750 119.5368 362.24 . . V Q . 16.833 121.9417 349.19 . V Q . 16.917 124.1349 318.46 . V .Q . 17.000 126.1265 289.18 . V Q . . 17.083 127.9428 263.72 . Q . • 17.167 129.6481 247.62 . . Q V . 17.250 131.2363 230.60 . Q V 0 17.333 132.7135 214.49 . .Q V . . 17.417 134.1395 207.06 . Q V . 17.500 135.4733 193.67 . . Q. V . . ' 17.583 136.7430 184.36 . . Q . V . . 17.667 137.9613 176.89 . . Q . V . . . 17.750 139.1314 169.90 . Q . V . 17.833 140.2468 161.96 . 4 . V . . 17.917 141.3255 156.63 . Q V. . • 18.000 142.3593 150.10 . . 4 V. . 18.083 143.3640 145.89 Q . V. . 18.167 144.3391 141.58 Q . V. . • 18.250 145.2846 137.28 Q . V. . 18.333 146.2063 133.83 . Q V 18.417 147.1076 130.87 Q . V . • 18.500 147.9905 128.21 Q . V . 18.583 148.8568 125.78 Q . V . • 18.667 149.7161 124.77 Q . V . - 18.750 150.5678 123.67 Q . V . 18.833 151.4096 122.23 Q . V . 18.917 152.2363 120.04 . . Q .V 19.000 153.0541 118.73 Q . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 347.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) < - -* <= flowby structure basin (maximum flowby Q = 347.0 cfs) storage - V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME . (HRS) (CFS) (CFS) (AF) 14.083 98.4 98.4 .000 . 14.166 99.8 99.8 .000 . 14.249 101.3 101.3 .000 , 14.333 103.1 103.1 .000 - 14.416 105.0 105.0 .000 14.499 107.1 107.1 .000 14.583 109.5 109.5 .000 14.666 112.0 112.0 .000 0 14.749 114.7 114.7 .000 14.833 117.5 117.5 .000 - 14.916 120.2 120.2 .000 14.999 123.1 123.1 .000 15.083 125.9 125.9 .000 15.166 129.0 129.0 .000 15.249 132.2 132.2 .000 15.333 135.7 135.7 .000 15.416 139.4 139.4 .000 15.499 143.4 143.4 .000 15.583 147.8 147.8 .000 15.666 152.7 152.7 .000 15.749 158.3 158.3 .000 15.833 164.8 164.8 .000 15.916 173.5 173.5 .000 15.999 185.8 185.8 .000 16.083 209.6 209.6 .000 16.166 236.1 236.1 .000 16.249 259.4 259.4 .000 16.333 285.7 285.7 .000 16.416 310.2 310.2 .000 16.499 337.9 337.9 .000 16.583 355.9 347.0 .061 16.666 364.2 347.0 .180 16.749 362.2 347.0 .285 16.833 349.2 347.0 .300 16.916 318.5 318.5 .300 16.999 289.2 289.2 .300 17.083 263.7 263.7 .300 17.166 247.6 247.6 .300 17.249 230.6 230.6 .300 17.333 214.5 214.5 .300 17.416 207.1 207.1 .300 17.499 193.7 193.7 .300 17.583 184.4 184.4 .300 17.666 176.9 176.9 .300 17.749 169.9 169.9 .300 17.833 162.0 162.0 .300 17.916 156.6 156.6 .300 17.999 150.1 150.1 .300 18.083 145.9 145.9 .300 - 18.166 141.6 141.6 .300 18.249 137.3 137.3 .300 18.333 133.8 133.8 .300 0 18.416 130.9 130.9 .300 18.499 128.2 128.2 .300 0 18.583 125.8 125.8 .300 18.666 124.8 124.8 .300 18.749 123.7 123.7 .300 18.833 122.2 122.2 .300 18.916 120.0 120.0 .300 18.999 118.7 118.7 .300 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 7 0 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "" FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 6 . » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 350.0 700.0 1050.0 1400.0 14.083 404.7666 478.58 . . Q V . . 14.167 408.0920 482.84 . . Q V . . 14.250 411.4505 487.66 . . Q V . . 14.333 414.8472 493.20 . . Q V . . 14.417 418.2878 499.58 . . Q V . . 14.500 421.7791 506.93 . . Q V . . 14.583 425.3264 515.08 . . Q V . . 14.667 428.9330 523.67 . . Q V. . - 14.750 432.6002 532.48 . Q V. . 14.833 436.3291 541.45 . Q V. 14.917 440.1205 550.51 . Q V. 15.000 443.9752 559.70 . Q V. 15.083 447.8947 569.12 . Q V. . �, 15.167 451.8822 578.98 . Q V 15.250 455.9414 589.41 . Q V - 15.333 460.0773 600.53 . Q V 15.417 464.2959 612.53 . Q V - 15.500 468.6036 625.48 . Q V . 15.583 473.0085 639.58 . Q V 15.667 477.5202 655.10 . Q .V -,, 15.750 482.1511 672.41 . Q.V . 15.833 486.9182 692.18 . Q.V . 4 " 15.917 491.8519 716.37 . QV 16.000 497.0067 748.48 . .QV 16.083 502.5164 800.01 . . Q wo 16.167 508.5276 872.83 . . V Q 16.250 515.1786 965.72 . . V Q . ' 16.333 522.6003 1077.63 . . V Q 0 16.417 530.7322 1180.76 . . V . Q 16.500 539.5522 1280.66 . . V . Q . . 16.583 548.7379 1333.75 . . V . Q . 16.667 557.9136 1332.32 . . V Q . ' 16.750 566.7524 1283.39 . V Q . 16.833 575.2106 1228.12 . V Q 16.917 583.1536 1153.32 . . V . Q m 17.000 590.6214 1084.33 . V Q 17.083 597.6271 1017.24 . V Q. . *" 17.167 604.2257 958.12 . VQ . . '1 17.250 610.4445 902.97 . Q V . 17.333 616.3208 853.24 . . Q V . 17.417 621.9489 817.19 . Q V 17.500 627.3118 778.69 . . Q V 17.583 632.4516 746.30 . .Q V *' 17.667 637.4035 719.01 . Q V . 17.750 642.1858 694.39 . Q. V . 17.833 646.8028 670.39 . Q. V . - 17.917 651.2834 650.59 . Q . V 18.000 655.6290 630.97 . Q . V. ""' 18.083 659.8663 615.26 . Q . V. 18.167 664.0009 600.35 . Q V. - 18.250 668.0390 586.33 . Q V. . 18.333 671.9958 574.52 . Q V. . 18.417 675.8859 564.84 . Q V. - 18.500 679.7197 556.66 . Q . V 18.583 683.5107 550.46 . Q V 18.667 687.2731 546.30 . Q V - 18.750 691.0047 541.83 . Q V 18.833 694.7014 536.76 . Q V 18.917 698.3571 530.82 . Q V 19.000 701.9805 526.12 . Q .V N ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 150.00 TO NODE 160.00 IS CODE = 5.2 » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< .. THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE '° INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1064.03 - DOWNSTREAM ELEVATION(FT) = 1043.53 CHANNEL LENGTH(FT) = 2750.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1333.75 AVERAGE FLOWRATE IN EXCESS OF 50o MAXIMUM INFLOW = 945.38 CHANNEL NORMAL VELOCITY FOR Q = 945.38 CFS = 14.41 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .894 4 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE .. UNIT INTERVALS IS CSTAR = .966 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS 0 MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) - (HRS) (CFS) (CFS) (CFS) m m 14.083 478.6 476.3 476.3 m 14.167 482.8 480.3 480.3 14.250 487.7 484.8 484.8 14.333 493.2 489.9 489.9 14.417 499.6 495.7 495.7 4 * 14.500 506.9 502.5 502.5 14.583 515.1 510.2 510.2 14.667 523.7 518.5 518.5 m 14.750 532.5 527.2 527.2 14.833 541.4 536.0 536.0 m 14.917 550.5 545.0 545.0 15.000 559.7 554.1 554.1 .. 15.083 569.1 563.4 563.4 15.167 579.0 573.0 573.0 15.250 589.4 583.1 583.1 15.333 600.5 593.8 593.8 15.417 612.5 605.3 605.3 15.500 625.5 617.7 617.7 - . 15.583 639.6 631.1 631.1 15.667 655.1 645.8 645.8 -__. 15.750 672.4 662.0 662.0 15.833 692.2 680.3 680.3 15.917 716.4 701.9 701.9 16.000 748.5 729.3 729.3 16.083 800.0 769.3 769.3 16.167 872.8 829.3 829.3 16.250 965.7 910.0 910.0 16.333 1077.6 1010.4 1010.4 16.417 1180.8 1118.3 1118.3 16.500 1280.7 1220.2 1220.2 16.583 1333.7 1300.7 1300.7 16.667 1332.3 1332.0 1332.0 16.750 1283.4 1311.9 1311.9 16.833 1228.1 1261.3 1261.3 16.917 1153.3 1198.1 1198.1 17.000 1084.3 1126.1 1126.1 17.083 1017.2 1057.8 1057.8 17.167 958.1 994.0 994.0 17.250 903.0 936.4 936.4 17.333 853.2 883.4 883.4 17.417 817.2 839.3 839.3 17.500 778.7 801.9 801.9 17.583 746.3 766.0 766.0 17.667 719.0 735.6 735.6 17.750 694.4 709.3 709.3 .. 17.833 670.4 684.9 684.9 17.917 650.6 662.6 662.6 m 18.000 631.0 642.8 642.8 18.083 615.3 624.8 624.8 "" 18.167 600.3 609.4 609.4 18.250 586.3 594.8 594.8 18.333 574.5 581.7 581.7 m 18.417 564.8 570.7 570.7 18.500 556.7 561.6 561.6 m 18.583 550.5 554.2 554.2 18.667 546.3 548.9 548.9 18.750 541.8 544.5 544.5 m 18.833 536.8 539.8 539.8 18.917 530.8 534.4 534.4 m 19.000 526.1 529.0 529.0 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 903.016 AF OUTFLOW VOLUME = 903.017 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ..., FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 808.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .870 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .319 LOW LOSS FRACTION = .300 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .968 30- MINUTE FACTOR = .968 1 -HOUR FACTOR = .968 3 -HOUR FACTOR = .995 6 -HOUR FACTOR = .997 24 -HOUR FACTOR = .998 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 9.579 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION A INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .798 77.999 2 2.514 167.646 3 4.800 223.423 �,. 4 7.957 308.507 5 11.722 367.841 6 16.836 499.788 �' 7 22.893 591.798 8 29.409 636.770 9 36.571 699.875 * 10 43.525 679.471 11 50.335 665.445 #' 12 55.577 512.246 13 59.854 417.964 14 63.176 324.579 w . 15 66.267 302.106 16 68.836 251.028 '4,1. 17 70.811 193.016 18 72.928 206.824 �" 19 74.609 164.238 .... 20 76.102 145.912 21 77.479 134.600 - 22 78.792 128.253 23 80.020 120.009 �` 24 81.041 99.756 �, 25 82.129 106.351 26 82.993 84.403 27 83.932 91.745 28 84.762 81.116 - 29 85.535 75.546 30 86.255 70.336 31 86.939 66.879 32 87.588 63.402 33 88.137 53.618 34 88.699 54.954 35 89.262 55.053 36 89.824 54.834 37 90.308 47.342 38 90.753 43.516 ... 39 91.199 43.536 40 91.644 43.537 41 92.068 41.345 42 92.426 35.068 43 92.781 34.651 44 93.136 34.689 45 93.491 34.650 "' 46 93.845 34.670 47 94.159 30.646 48 94.441 27.517 .. 49 94.722 27.537 50 95.004 27.556 51 95.286 27.497 52 95.568 27.537 53 95.849 27.496 a* 54 96.087 23.233 55 96.272 18.132 ' 56 96.459 18.212 57 96.645 18.171 58 96.830 18.132 -.. 59 97.017 18.212 60 97.203 18.172 is 61 97.388 18.171 62 97.574 18.172 an 63 97.760 18.171 rr 64 97.944 17.933 65 98.049 10.282 '" 66 98.118 6.695 67 98.187 6.734 68 98.255 6.696 69 98.324 6.734 70 98.393 6.735 71 98.461 6.695 72 98.530 6.734 73 98.599 6.695 74 98.667 6.695 75 98.737 6.775 76 98.805 6.695 77 98.874 6.735 78 98.943 6.695 79 99.011 6.695 80 99.080 6.695 81 99.148 6.695 82 99.217 6.695 83 99.285 6.695 84 99.354 6.695 85 99.422 6.695 86 99.491 6.695 87 99.559 6.695 88 99.628 6.695 89 99.696 6.695 90 99.765 6.695 91 99.833 6.695 92 99.902 6.695 93 99.970 6.695 94 100.000 2.899 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.51 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.28 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 168.6727 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 422.7445 AV 2 - H O U R R S T O R M R U N O F F H Y D R O G R A P H w HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) • TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 14.083 172.3293 212.02 Q V . . 14.167 173.8097 214.96 . Q V . . 14.250 175.3121 218.15 . Q V . . - 14.333 176.8389 221.70 . .Q V . . 14.417 178.3925. 225.58 . .Q V . . 14.500 179.9760 229.93 . .Q V . . - 14.583 181.5925 234.71 . .Q V . . 14.667 183.2440 239.80 Q V . -* 14.750 184.9334 245.31 . . Q V . . 14.833 186.6622 251.01 . . Q V . . - 14.917 188.4321 256.99 Q V . - 15.000 190.2429 262.93 Q V . 15.083 192.0961 269.08 . Q V . . - 15.167 193.9930 275.43 . Q V . . 15.250 195.9367 282.24 . . Q V . . • 15.333 197.9302 289.45 Q V . 15.417 199.9764 297.11 . . Q V . . 15.500 202.0799 305.42 . Q V. . - 15.583 204.2462 314.55 . Q V. 15.667 206.4821 324.65 . Q V. . - 15.750 208.7974 336.18 . Q V. . 15.833 211.2051 349.61 . Q V. . 15.917 213.7348 367.30 . Q V . - 16.000 216.4360 392.21 . QV . 16.083 219.4680 440.25 . V Q . - 16.167 222.8583 492.28 . .V Q . 16.250 226.5542 536.64 . .V Q . 16.333 230.6025 587.82 . .V Q. . - 16.417 234.9676 633.81 . . V Q 16.500 239.7356 692.31 . . V Q . • 16.583 244.7887 733.72 . V Q 16.667 249.9849 754.48 . V Q 16.750 255.2732 767.86 . V . Q 16.833 260.4318 749.04 . V Q 16.917 265.3823 718.80 . V Q 17.000 269.8647 650.85 . V . Q . 17.083 273.9792 597.42 . V Q. . 17.167 277.7581 548.70 . VQ . 17.250 281.3311 518.80 . QV 17.333 284.6681 484.53 . Q V . .. 17.417 287.7814 452.05 . . Q V . 17.500 290.7932 437.32 . .Q V . • 17.583 293.6229 410.86 . Q V . 17.667 296.3203 391.67 . Q. V . . 17.750 298.9081 375.74 . Q . V . • 17.833 301.3997 361.79 . Q . V . 17.917 303.7964 348.01 . Q V . - 18.000 306.0880 332.73 . 4 V . . M ' 18.083 308.3245 324.74 . . Q V. . 18.167 310.4711 311.68 . Q V. - 18.250 312.5785 306.00 . Q . V. 18.333 314.6236 296.95 . Q V. 18.417 316.6197 289.83 . Q V. '" 18.500 318.5740 283.77 . Q V 18.583 320.4945 278.85 . Q V 18.667 322.3843 274.40 . Q V 18.750 324.2400 269.44 . Q V 18.833 326.0826 267.55 . Q V ""° 18.917 327.9108 265.45 . Q .V 19.000 329.7188 262.52 . . Q .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 2 • » » > FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: - FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 349.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) < - -* <= flowby structure basin (maximum flowby Q = 349.0 cfs) storage V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: i. .. MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME ' (HRS) (CFS) (CFS) (AF) 14.083 212.0 212.0 .000 14.166 215.0 215.0 .000 oat 14.249 218.1 218.1 .000 14.333 221.7 221.7 .000 14.416 225.6 225.6 .000 14.499 229.9 229.9 .000 14.583 234.7 234.7 .000 14.666 239.8 239.8 .000 14.749 245.3 245.3 .000 14.833 251.0 251.0 .000 - 14.916 257.0 257.0 .000 14.999 262.9 262.9 .000 15.083 269.1 269.1 .000 w 15.166 275.4 275.4 .000 15.249 282.2 282.2 .000 15.333 289.5 289.5 .000 15.416 297.1 297.1 .000 15.499 305.4 305.4 .000 15.583 314.6 314.6 .000 15.666 324.7 324.7 .000 15.749 336.2 336.2 .000 15.833 349.6 349.0 .004 15.916 367.3 349.0 .130 15.999 392.2 349.0 .428 16.083 440.2 349.0 1.056 16.166 492.3 349.0 2.043 16.249 536.6 349.0 3.335 "' 16.333 587.8 349.0 4.980 16.416 633.8 349.0 6.942 16.499 692.3 349.0 9.306 �. 16.583 733.7 349.0 11.956 16.666 754.5 349.0 14.748 16.749 767.9 349.0 17.633 16.833 749.0 349.0 20.388 . 16.916 718.8 349.0 22.935 w 16.999 650.9 349.0 25.014 17.083 597.4 349.0 26.724 - 17.166 548.7 349.0 28.100 17.249 518.8 349.0 29.269 17.333 484.5 349.0 30.203 17.416 452.1 349.0 30.912 17.499 437.3 349.0 31.521 17.583 410.9 349.0 31.947 17.666 391.7 349.0 32.241 "' 17.749 375.7 349.0 32.425 , 17.833 361.8 349.0 32.513 17.916 348.0 348.0 32.513 ... 17.999 332.7 332.7 32.513 18.083 324.7 324.7 32.513 18.166 311.7 311.7 32.513 18.249 306.0 306.0 32.513 18.333 296.9 296.9 32.513 .* 18.416 289.8 289.8 32.513 18.499 283.8 283.8 32.513 "' 18.583 278.9 278.9 32.513 18.666 274.4 274.4 32.513 18.749 269.4 269.4 32.513 �. 18.833 267.5 267.5 32.513 18.916 265.5 265.5 32.513 18.999 262.5 262.5 32.513 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 7 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ^^ FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) ,-. TIME(HRS) VOLUME(AF) Q(CFS) 0. 425.0 850.0 1275.0 1700.0 - 14.083 575.1055 688.29 . QV . 14.167 579.8937 695.24 . QV . 14.250 584.7346 702.91 . . Q V . . - 14.333 589.6352 711.56 . Q V . 14.417 594.6030 721.32 . Q V . . - 14.500 599.6473 732.44 . QV . 14.583 604.7773 744.88 . QV . - • 14.667 609.9997 758.28 . QV . - 14.750 615.3198 772.47 . QV. 14.833 620.7402 787.05 . QV. 14.917 626.2637 802.02 . QV. 15.000 631.8910 817.08 . Q. 15.083 637.6246 832.52 . . Q. . • 15.167 643.4680 848.46 . Q. 15.250 649.4277 865.35 . Q • • 15.333 655.5109 883.28 . Q 15.417 661.7258 902.41 . VQ --' 15.500 668.0833 923.10 . VQ 15.583 674.5960 945.64 . V Q 15.667 681.2793 970.41 . .VQ . 15.750 688.1537 998.17 . .V Q 15.833 695.2425 1029.29 . . .V Q . • 15.917 702.4798 1050.85 . . .V Q • 16.000 709.9058 1078.25 . .V Q . 16.083 717.6075 1118.29 . . V Q . 16.167 725.7224 1178.29 . . V Q . 16.250 734.3934 1259.03 . . V Q. °A" 16.333 743.7559 1359.43 . . V .Q 16.417 753.8613 1467.29 . . V . Q 16.500 764.6687 1569.24 . . . V Q . ,. 16.583 776.0304 1649.72 . . V Q . 16.667 787.6078 1681.03 . . V Q. ' 16.750 799.0468 1660.94 . . V Q. 16.833 810.1373 1610.34 . V Q . • 16.917 820.7922 1547.10 V . Q *, 17.000 830.9514 1475.11 . . V . Q 17.083 840.6401 1406.81 . . V . Q -. 17.167 849.8894 1342.99 . . . V .Q . 17.250 858.7418 1285.37 . V Q . 17.333 867.2294 1232.39 . V Q • 17.417 875.4129 1188.25 . Q ..,, 17.500 883.3392 1150.91 . . Q . 17.583 891.0182 1114.99 . QV • 17.667 898.4880 1084.60 . Q V . 17.750 905.7767 1058.32 . . Q V . • 17.833 912.8973 1033.90 . Q V . _ 17.917 919.8577 1010.65 . Q V . 18.000 926.5764 975.56 . . Q V . • 18.083 933.1161 949.57 . . Q V . 18.167 939.4595 921.06 . .Q V. . "' 18.250 945.6635 900.82 . .Q V. • 18.333 951.7148 878.65 . Q V. 18.417 957.6415 860.56 . Q V. . - 18.500 963.4639 845.41 . Q. V. 18.583 969.2015 833.10 . Q. V. . • 18.667 974.8713 823.26 . Q. V 18.750 980.4771 813.96 . Q. V . 18.833 986.0374 807.36 . Q . V - 18.917 991.5460 799.84 . Q . V . 19.000 996.9971 791.50 . Q . V . - END OF FLOOD ROUTING ANALYSIS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L O O D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986), SAN BERNARDINO(1986),KERN(1992), SAN JOAQUIN(1995), and COALINGA(1995) (c) Copyright 1989 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1206 Analysis prepared by: ASL Consulting Engineers One Jenner, Suite 200 Irvine, CA 92718 (714) 727 -7099 ° * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * FLOOD ROUTING FOR I -10 CHANNEL, FONTANA * * WATERSHEDS 1, 2, 3, 4, 5, 6 & 7 REVISED - -* SCENARIO IV WITH STREET CAPACITY LIMITS # 1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: N:I10RB407.UH1 TIME /DATE OF STUDY: 18:29 7/11/1995 .+********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 241.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .390 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .174 LOW LOSS FRACTION = .176 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .982 30- MINUTE FACTOR = .982 1 -HOUR FACTOR = .982 3 -HOUR FACTOR = .997 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.368 . RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH - NUMBER MEAN VALUES ORDINATES(CFS) .. 1 1.881 54.816 2 7.519 164.320 3 17.390 287.705 4 31.680 416.512 5 47.144 450.690 6 58.786 339.323 7 66.137 214.267 8 71.368 152.469 - 9 75.288 114.2 4 8 10 78.386 90.276 11 80.990 75.902 12 83.152 63.022 13 85.059 55.572 - 14 86.676 47.126 15 88.056 40.226 16 89.306 36.426 17 90.444 33.190 18 91.439 28.978 19 92.344 26.385 20 93.136 23.079 - 21 93.914 22.672 22 94.571 19.147 "" 23 95.199 18.318 24 95.822 18.151 25 96.301 13.960 .. 26 96.716 12.090 27 97.131 12.100 . 28 97.546 12.090 29 97.939 11.472 30 98.139 5.813 31 98.292 4.465 32 98.446 4.481 "" 33 98.599 4.460 34 98.752 4.476 35 98.905 4.465 . 36 99.059 4.470 37 99.212 4.465 38 99.365 4.465 39 99.518 4.465 M` 40 99.672 4.465 41 99.825 4.465 42 99.978 4.465 -' 43 100.000 .642 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 1.46 TOTAL EFFECTIVE RAINFALL(INCHES) = 7.33 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 29.3425 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 147.1381 40 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H sym HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) '" TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300,0 400.0 ' 14.083 64.8768 79.90 . Q V . . • 14.167 65.4382 81.51 Q V . 14.250 66.0129 83.45 . Q . V . . 14.333 66.6032 85.72 . Q . V . . 14.417 67.2103 88.14 . Q . V . . 14.500 67.8334 90.47 . Q. V . . ,,„ 14.583 68.4715 92.66 . Q. V . . 14.667 69.1248 94.85 . Q. V . . 14.750 69.7936 97.10 . Q. V . . 14.833 70.4785 99.45 . Q. V. . "' 14.917 71.1806 101.95 . Q V. . 15.000 71.9011 104.62 . Q V. . 15.083 72.6415 107.50 . Q V. . .., 15.167 73.4033 110.62 . .Q V. . 15.250 74.1888 114.05 . .Q V . ' 15.333 75.0004 117.84 . .Q V . 15.417 75.8409 122.03 . . Q V . �. 15.500 76.7132 126.67 . . Q V . rte 15.583 77.6219 131.94 . Q .V . 15.667 78.5724 138.01 . Q .V . ..„ 15.750 79.5734 145.35 . Q .V . 15.833 80.6386 154.66 . . Q .V . • 15.917 81.7933 167.67 . . Q . V . .. 16.000 83.0842 187.44 . . Q . V . 16.083 84.6476 227.00 . . QV . 16.167 86.5898 282.02 . . . V Q . . 16.250 88.8993 335.33 . V Q . - 16.333 91.4800 374.72 . . . V Q . 16.417 94.0427 372.11 V . Q 16.500 96.2672 323.00 . V . Q . - 16.583 98.1221 269.33 . Q 16.667 99.7365 234.40 . Q V . • 16.750 101.1778 209.29 . Q V . 16.833 102.4906 190.62 . Q. V . • 16.917 103.7054 176.39 . Q V . • 17.000 104.8358 164.13 . Q V . 17.083 105.8978 154.20 . Q V . ". 17.167 106.8950 144.78 Q . V. . 17.250 107.8342 136.37 Q . V. . 17.333 108.7235 129.13 . . Q V. . 17.417 109.5669 122.47 Q . V. . 17.500 110.3674 116.23 Q . V ' 17.583 111.1320 111.02 . .4 V 17.667 111.8631 106.15 Q . V . ""' 17.750 112.5675 102.28 . Q V 17.833 113.2426 98.03 Q. . V . 17.917 113.8944 94.63 Q. . V - 18.000 114.5243 91.47 Q. . .V . ' 18.083 115.1292 87.82 . Q . .V 18.167 115.7183 85.55 . Q . . .v . - 18.250 116.3006 84.54 . Q . .V - 18.333 116.8800 84.14 . Q - .V 18.417 117.4562 83.66 . Q . .V • 18.500 118.0187 81.68 . Q . . V 18.583 118.5728 80.46 . Q . . V • 18.667 119.1207 79.55 Q . . V . 18.750 119.6621 78.61 . Q . . V 18.833 120.1971 77.68 . Q . . V • 18.917 120.7257 76.75 Q . . V . 19.000 121.2479 75.83 Q . . V . »********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** A FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 569.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW .,, (STREAM 1) < - -* <= flowby structure - basin (maximum flowby Q = 569.0 cfs) storage ,. V STREAM 1 FLOWBY y FLOWBY BASIN MODELING RESULTS: . MODEL STREAM 1 STREAM 1 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 79.9 79.9 .000 14.166 81.5 81.5 .000 4 14.249 83.4 83.4 .000 14.333 85.7 85.7 .000 14.416 88.1 88.1 .000 4 14.499 90.5 90.5 .000 14.583 92.7 92.7 .000 14.666 94.9 94.9 .000 , 14.749 97.1 97.1 .000 14.833 99.5 99.5 .000 14.916 102.0 102.0 .000 • 14.999 104.6 104.6 .000 15.083 107.5 107.5 .000 15.166 110.6 110.6 .000 15.249 114.1 114.1 .000 m 15.333 117.8 117.8 .000 15.416 122.0 122.0 .000 15.499 126.7 126.7 .000 15.583 131.9 131.9 .000 15.666 138.0 138.0 .000 15.749 145.3 145.3 .000 15.833 154.7 154.7 .000 15.916 167.7 167.7 .000 15.999 187.4 187.4 .000 16.083 227.0 227.0 .000 m 16.166 282.0 282.0 .000 16.249 335.3 335.3 .000 16.333 374.7 374.7 .000 16.416 372.1 372.1 .000 16.499 323.0 323.0 .000 - 16.583 269.3 269.3 .000 16.666 234.4 234.4 .000 16.749 209.3 209.3 .000 16.833 190.6 190.6 .000 16.916 176.4 176.4 .000 16.999 164.1 164.1 .000 17.083 154.2 154.2 .000 17.166 144.8 144.8 .000 17.249 136.4 136.4 .000 17.333 129.1 129.1 .000 17.416 122.5 122.5 .000 17.499 116.2 116.2 .000 17.583 111.0 111.0 .000 17.666 106.2 106.2 .000 17.749 102.3 102.3 .000 17.833 98.0 98.0 .000 17.916 94.6 94.6 .000 - 17.999 91.5 91.5 .000 18.083 87.8 87.8 .000 m 18.166 85.5 85.5 .000 18.249 84.5 84.5 .000 - 18.333 84.1 84.1 .000 . 18.416 83.7 83.7 .000 18.499 81.7 81.7 .000 ~^ 18.583 80.5 80.5 .000 18.666 79.5 79.5 .000 18.749 78.6 78.6 .000 ,.„ 18.833 77.7 77.7 .000 18.916 76.8 76.8 .000 18.999 75.8 75.8 .000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< ,� STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 _ 14.083 64.8768 79.90 . Q V . . 14.167 65.4382 81.51 . Q . V . . 14.250 66.0129 83.45 . Q . V . . 14.333 66.6032 85.72 . Q . V . . - 14.417 67.2103 88.14 . Q . V . . 14.500 67.8334 90.47 . Q. V . . 14.583 68.4715 92.66 . Q. V . . - 14.667 69.1248 94.85 . Q. V . . 14.750 69.7936 . 97.10 . Q. V . . • 14.833 70.4785 99.45 . Q. V. . 14.917 71.1806 101.95 . Q V. . 15.000 71.9011 104.62 . Q V. . - 15.083 72.6415 107.50 . Q V. . 15.167 73.4033 110.62 . .Q V. . - 15.250 74.1888 114.05 . .Q V . 15.333 75.0004 117.84 . .Q V . 15.417 75.8409 122.03 . . Q V . - 15.500 76.7132 126.67 . . Q V . 15.583 77.6219 131.94 .' Q .V . • 15.667 78.5724 138.01 . Q .V . 15.750 79.5734 145.35 . Q .V . 15.833 80.6386 154.66 . . Q .V . 15.917 81.7933 167.67 . Q . V . 16.000 83.0842 187.44 . Q . V . - 16.083 84.6476 227.00 . . QV 16.167 86.5898 282.02 . V Q . • 16.250 88.8993 335.33 . . . V Q . 16.333 91.4800 374.72 . V . Q 16.417 94.0427 372.11 . . V . Q 16.500 96.2672 323.00 . . V . Q . 16.583 98.1221 269.33 . . Q . - 16.667 99.7365 234.40 . . Q V . 16.750 101.1778 209.29 . Q V . 16.833 102.4906 190.62 . Q. V . • 16.917 103.7054 176.39 . Q V . 17.000 104.8358 164.13 . Q V . 17.083 105.8978 154.20 . Q V . 17.167 106.8950 144.78 Q . V. . - 17.250 107.8342 136.37 Q . V. . 17.333 108.7235 129.13 Q . V. . 17.417 109.5669 122.47 . . Q V. -* 17.500 110.3674 116.23 . .4 V 17.583 111.1320 111.02 Q . V . 17.667 111.8631 106.15 Q . V . - 17.750 112.5675 102.28 Q . V . 17.833 113.2426 98.03 Q. . V . 17.917 113.8944 94.63 . Q. V 18.000 114.5243 91.47 Q. . .V . 18.083 115.1292 87.82 Q . .V . of 18.167 115.7183 85.55 Q . .V . 18.250 116.3006 84.54 Q - .V . • 18.333 116.8800 84.14 . Q . .V 18.417 117.4562 83.66 Q . .V . 18.500 118.0187 81.68 Q . . V 18.583 118.5728 80.46 . Q . . V . 18.667 119.1207 79.55 Q . . V . 18.750 119.6621 78.61 Q . . V a 18.833 120.1971 77.68 . Q . . V . 18.917 120.7257 76.75 . Q . . V 19.000 121.2479 75.83 . 4 - . V • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 5.2 w. » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE _. INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, M. U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 - UPSTREAM ELEVATION(FT) = 1097.39 DOWNSTREAM ELEVATION(FT) = 1090.42 CHANNEL LENGTH(FT) = 2650.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: "' MAXIMUM INFLOW(CFS) = 374.72 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 273.20 CHANNEL NORMAL VELOCITY FOR Q = 273.20 CFS = 7.46 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .814 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .822 CONVEX METHOD CHANNEL ROUTING RESULTS: «- OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.083 79.9 78.4 78.4 14.167 81.5 79.7 79.7 14.250 83.4 81.2 81.2 ' 14.333 85.7 83.1 83.1 14.417 88.1 85.3 85.3 14.500 90.5 87.7 87.7 . 14.583 92.7 90.0 90.0 14.667 94.9 92.3 92.3 14.750 97.1 94.5 94.5 14.833 99.5 96.7 96.7 14.917 102.0 99.0 99.0 n 15.000 104.6 101.5 101.5 15.083 107.5 104.1 104.1 - 15.167 110.6 107.0 107.0 w 15.250 114.1 110.1 110.1 15.333 117.8 113.5 113.5 * 15.417 122.0 117.2 117.2 15.500 126.7 121.3 121.3 15.583 131.9 125.9 125.9 15.667 138.0 131.0 131.0 15.750 145.3 137.0 137.0 15.833 154.7 144.1 144.1 15.917 167.7 153.2 153.2 16.000 187.4 165.7 165.7 16.083 227.0 184.7 184.7 16.167 282.0 221.1 221.1 * 16.250 335.3 272.7 272.7 16.333 374.7 325.3 325.3 16.417 372.1 365.8 365.8 16.500 323.0 369.6 369.6 16.583 269.3 329.7 329.7 16.667 234.4 279.1 279.1 16.750 209.3 241.6 241.6 16.833 190.6 214.5 214.5 - 16.917 176.4 194.5 194.5 17.000 164.1 179.2 179.2 17.083 154.2 166.5 166.5 17.167 144.8 156.1 156.1 17.250 136.4 146.6 146.6 17.333 129.1 138.0 138.0 17.417 122.5 130.5 130.5 17.500 116.2 123.7 123.7 17.583 111.0 117.4 117.4 17.667 106.2 112.0 112.0 - 17.750 102.3 107.1 107.1 17.833 98.0 103.0 103.0 17.917 94.6 98.8 98.8 18.000 91.5 95.3 95.3 18.083 87.8 92.0 92.0 18.167 85.5 88.5 88.5 18.250 84.5 86.0 86.0 -, 18.333 84.1 84.8 84.8 18.417 83.7 84.2 84.2 18.500 81.7 83.7 83.7 18.583 80.5 82.0 82.0 18.667 79.5 80.7 80.7 - 18.750 78.6 79.7 79.7 18.833 77.7 78.8 78.8 '" 18.917 76.8 77.8 77.8 19.000 75.8 76.9 76.9 o+ PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 147.138 AF ' OUTFLOW VOLUME = 147.138 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** w FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< air x (UNIT - HYDROGRAPH ADDED TO STREAM *2) WATERSHED AREA = 370.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .760 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .290 LOW LOSS FRACTION = .275 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 ° SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .982 30- MINUTE FACTOR = .982 1 -HOUR FACTOR = .982 3 -HOUR FACTOR = .997 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.965 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .914 40.887 2 2.965 91.776 3 5.840 128.654 4 9.800 177.210 5 14.937 229.845 6 21.573 296.939 7 29.027 333.536 8 37.172 364.496 9 45.147 356.833 10 52.442 326.428 11 57.921 245.198 12 62.123 187.991 13 65.691 159.675 14 68.715 135.303 15 71.003 102.394 16 73.378 106.255 17 75.215 82.210 18 76.841 72.755 19 78.377 68.742 20 79.814 64.295 `. 21 81.010 53.506 22 82.230 54.590 23 83.218 44.217 24 84.291 48.018 25 85.185 40.012 4 26 86.039 38.215 27 86.826 35.230 28 87.574 33.448 - 29 88.206 28.303 30 88.851 28.829 - 31 89.496 28.869 32 90.106 27.299 33 90.621 23.059 - 34 91.131 22.828 35 91.641 22.811 - 36 92.118 21.353 37 92.526 18.261 38 92.933 18.173 39 93.339 18.181 40 93.745 18.173 -^ 41 94.119 16.746 42 94.442 14.458 "" 43 94.765 14.435 44 95.087 14.427 45 95.410 14.427 46 95.732 14.427 47 96.031 13.359 48 96.249 9.772 49 96.462 9.517 50 96.675 9.548 51 96.888 9.517 52 97.101 9.517 53 97.314 9.533 54 97.527 9.533 55 97.740 9.533 56 97.947 9.278 57 98.061 5.101 58 98.140 3.523 59 98.219 3.539 °" 60 98.297 3.491 61 98.376 3.539 62 98.455 3.523 - 63 98.533 3.507 64 98.612 3.523 .` 65 98.691 3.539 66 98.769 3.507 67 98.848 3.523 4. 68 98.927 3.523 69 99.005 3.523 °" 70 99.084 3.523 71 99.163 3.523 72 99.242 3.523 4. 73 99.320 3.523 74 99.399 3.523 75 99.478 3.523 76 99.557 3.523 77 99.635 3.523 4. 78 99.714 3.523 79 99.793 3.523 80 , 99.871 3.523 81 99.950 3.523 82 100.000 2.230 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.29 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.50 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 70.6863 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 200.2721 f 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) • TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 14.083 83.0333 101.95 . Q V . . ..v. 14.167 83.7455 103.42 . Q V . . 14.250 84.4689 105.03 . Q V . . w 14.333 85.2046 106.82 . Q V . . 14.417 85.9538 . 108.79 . Q V . . - 14.500 86.7182 110.99 . .Q V . . 14.583 87.4988 113.33 . .Q V . . 14.667 88.2967 115.87 . .Q V . . - 14.750 89.1129 118.51 . .Q V . . 14.833 89.9480 121.26 . . Q V . . - 14.917 90.8020 123.99 . . Q V . . _® 15.000 91.6755 126.83 . . Q V . . 15.083 92.5695 129.81 . . Q V . . • 15.167 93.4854 132.99 . Q V . . 15.250 94.4244 136.35 . Q V . . 15.333 95.3888 140.04 . Q V. . 15.417 96.3806 144.00 . Q V. . 15.500 97.4024 148.37 . Q V. . 15.583 98.4576 153.21 . Q V. . 15.667 99.5505 158.70 . Q V. °" 15.750 100.6867 164.97 . Q V 15.833 101.8744 172.46 . Q V . 15.917 103.1299 182.30 . Q V . - 16.000 104.4819 196.31 . QV . 16.083 106.0176 222.99 . .VQ 16.167 107.7615 253.21 . .V Q . 16.250 109.6923 280.35 . .V Q . . 16.333 111.8285 310.18 . . V Q 16.417 114.1663 339.44 . . V Q 16.500 116.7005 367.98 . . V Q . • 16.583 119.3393 383.14 . . V Q . 16.667 122.0199 389.23 . . V Q . 16.750 124.6229 377.95 . V . Q 16.833 127.0644 354.51 . V Q . 16.917 129.2477 317.02 . V .Q 17.000 131.2238 286.92 . V Q . 17.083 133.0528 265.58 . Q . • 17.167 134.7537 246.96 . . Q V . 17.250 136.3260 228.30 . . Q V . 17.333 137.8355 219.18 . . .Q V . . 17.417 139.2438 204.48 . Q V . 17.500 140.5820 194.31 . Q. V . . 17.583 141.8639 186.14 . Q . V . 17.667 143.0920 178.32 . Q . V . 17.750 144.2598 169.57 . Q V . 17.833 145.3900 164.11 . Q . V. 17.917 146.4688 156.64 . 4 V. . - 18.000 147.5209 152.77 . . 4 V. . 18.083 148.5307 146.62 . Q . V. . 18.167 149.5120 142.47 . Q V. - 18.250 150.4658 138.49 . Q . V . 18.333 151.3968 135.19 . Q V 18.417 152.3042 131.75 . Q V ' 18.500 153.2010 130.23 . Q V 18.583 154.0881 128.79 . . Q . V 18.667 154.9635 127.11 . . Q . V . • 18.750 155.8244 125.00 . . Q . .V . 18.833 156.6778 123.92 . . Q .V 18.917 157.5223 122.62 . . Q .V 19.000 158.3539 120.76 . . Q .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 326.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW - (STREAM 2) < - -* <= flowby structure basin (maximum flowby Q = 326.0 cfs) storage V STREAM 2 is` FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 102.0 102.0 .000 14.166 103.4 103.4 .000 14.249 105.0 105.0 .000 14.333 106.8 106.8 .000 14.416 108.8 108.8 .000 14.499 111.0 111.0 .000 14.583 113.3 113.3 .000 14.666 115.9 115.9 .000 :4 14.749 118.5 118.5 .000 14.833 121.3 121.3 .000 -" 14.916 124.0 124.0 .000 14.999 126.8 126.8 .000 15.083 129.8 129.8 .000 _ 15.166 133.0 133.0 .000 15.249 136.3 136.3 .000 15.333 140.0 140.0 .000 15.416 144.0 144.0 .000 15.499 148.4 148.4 .000 15.583 153.2 153.2 .000 15.666 158.7 158.7 .000 - 15.749 165.0 165.0 .000 15.833 172.5 172.5 .000 15.916 182.3 182.3 .000 15.999 196. 196.3 .000 • 16.083 223.0 223.0 .000 - 16.166 253.2 253.2 .000 16.249 280.3 280.3 .000 16.333 310.2 310.2 .000 16.416 339.4 326.0 .093 16.499 368.0 326.0 .382 - 16.583 383.1 326.0 .775 16.666 389.2 326.0 1.211 16.749 378.0 326.0 1.568 16.833 354.5 326.0 1.765 16.916 317.0 317.0 1.765 _ 16.999 286.9 286.9 1.765 17.083 265.6 265.6 1.765 17.166 247.0 247.0 1.765 17.249 228.3 228.3 1.765 17.333 219.2 219.2 1.765 17.416 204.5 204.5 1.765 17.499 194.3 194.3 1.765 - 17.583 186.1 186.1 1.765 17.666 178.3 178.3 1.765 17.749 169.6 169.6 1.765 ,.. 17.833 164.1 164.1 1.765 17.916 156.6 156.6 1.765 17.999 152.8 152.8 1.765 18.083 146.6 146.6 1.765 18.166 142.5 142.5 1.765 18.249 138.5 138.5 1.765 18.333 135.2 135.2 1.765 A 18.416 131.7 131.7 1.765 18.499 130.2 130.2 1.765 "° 18.583 128.8 128.8 1.765 18.666 127.1 127.1 1.765 18.749 125.0 125.0 1.765 18.833 123.9 123.9 1.765 18.916 122.6 122.6 1.765 m 18.999 120.8 120.8 1.765 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** At FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 7 . » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< .x. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 6 .0 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) ^• TIME(HRS) VOLUME (AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 - 14.083 147.2625 180.33 . Q V . . 14.167 148.5235 183.10 . Q V . . • 14.250 149.8063 186.27 . Q V . . - 14.333 151.1145 189.94 . Q V . • 14.417 152.4514 194.12 . .Q V . • `- 14.500 153.8198 198.70 . .Q V . . 14.583 155.2205 203.38 . .Q V . . 14.667 156.6539 208.13 . .Q V . • .. 14.750 158.1206 212.97 . . Q V . . 14.833 159.6217 217.96 . . Q V . • - 14.917 161.1577 223.03 . . Q V . . 15.000 162.7303 228.34 . Q V . . 15.083 164.3415 233.95 . Q V. • - 15.167 165.9943 239.98 . Q V. • 15.250 167.6914 246.42 . Q V. . °-° 15.333 169.4372 253.49 . Q V. . • 15.417 171.2360 261.18 . Q V. . -" 15.500 173.0932 269.67 . Q V • �, 15.583 175.0153 279.08 . Q V . 15.667 177.0107 289.74 . Q V . 15.750 179.0903 301.95 . Q V . 15.833 181.2706 316.59 . Q V 15.917 183.5810 335.46 . . Q.V . 16.000 186.0739 361.97 . QV . 16.083 188.8818 407.71 . .V Q . - 16.167 192.1483 474.29 . . V Q . 16.250 195.9573 553.07 . . . V .Q . "" 16.333 200.3342 635.52 . . V Q . 16.417 205.0990 691.85 . V . Q. 16.500 209.8893 695.56 . . V Q. 16.583 214.4053 655.72 . V . Q 16.667 218.5724 605.06 . . V Q ' 16.750 222.4816 567.62 . . V . Q 16.833 226.2041 540.50 . . V Q . 16.917 229.7266 511.48 . V Q. .. 17.000 232.9371 466.17 . Q . 17.083 235.9132 432.12 . Q V . " 17.167 238.6892 403.08 . Q V . . 17.250 241.2709 374.86 . .Q V . 17.333 243.7306 357.15 . Q V . . 17.417 246.0377 334.99 . Q. V . 17.500 248.2280 318.03 . Q . V . 17.583 250.3185 303.54 . Q . V . 17.667 252.3181 290.33 . Q . V. 17.750 254.2234 276.65 . Q V. 17.833 256.0631 267.12 . Q . V. - 17.917 257.8224 255.46 . Q . V. . 18.000 259.5308 248.06 . Q . V . . 18.083 261.1745 238.67 . Q . V . 18.167 262.7653 230.98 . Q . V . 18.250 264.3117 224.54 . . Q . V . 18.333 265.8267 219.98 . . Q . V . 18.417 267.3142 215.99 . . Q . V . - 18.500 268.7876 213.93 . . Q . .V . 18.583 270.2394 210.80 . . Q .V 18.667 271.6707 207.82 . .Q . .V . - 18.750 273.0806 204.72 . .Q .V 18.833 274.4766 202.70 . .Q . .V . -' 18.917 275.8572 200.47 . .Q . .v . 19.000 277.2187 197.68 . .Q . . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 5.2 ""` » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< - THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE "-" INTERVALS(Reference: the National Engineering Handbook, � Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). .. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1090.42 DOWNSTREAM ELEVATION(FT) = 1084.02 CHANNEL LENGTH(FT) = 1455.00 MANNING'S FACTOR = .015 - CONSTANT LOSS RATE(CFS) = .00 - CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 695.56 .. AVERAGE FLOWRATE IN EXCESS OF 50 MAXIMUM INFLOW = 513.75 CHANNEL NORMAL VELOCITY FOR Q = 513.75 CFS = 10.80 FPS "" ESTIMATED CHANNEL ROUTING COEFFICIENT = .864 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .983 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) - (HRS) (CFS) (CFS) (CFS) 14.083 180.3 179.4 179.4 M 14.167 183.1 182.0 182.0 14.250 186.3 185.0 185.0 .. 14.333 189.9 188.5 188.5 14.417 194.1 192.4 192.4 - 14.500 198.7 196.8 196.8 14.583 203.4 201.5 201.5 14.667 208.1 206.2 206.2 14.750 213.0 211.0 211.0 14.833 218.0 215.9 215.9 . 14.917 223.0 221.0 221.0 15.000 228.3 226.2 226.2 . 15.083 234.0 231.7 231.7 15.167 240.0 237.5 237.5 15.250 246.4 243.8 243.8 - 15.333 253.5 250.6 250.6 15.417 261.2 258.1 258.1 15.500 269.7 266.2 266.2 - 15.583 279.1 275.3 275.3 15.667 289.7 285.4 285.4 -v 15.750 301.9 297.0 297.0 15.833 316.6 310.7 310.7 '° 15.917 335.5 327.9 327.9 16.000 362.0 351.3 351.3 16.083 407.7 389.3 389.3 16.167 474.3 447.5 447.5 16.250 553.1 521.3 521.3 16.333 635.5 602.2 602.2 16.417 691.8 668.9 668.9 16.500 695.6 693.7 693.7 16.583 655.7 671.5 671.5 16.667 605.1 625.5 625.5 - 16.750 567.6 582.9 582.9 16.833 540.5 551.5 551.5 16.917 511.5 523.2 523.2 17.000 466.2 484.4 484.4 17.083 432.1 446.0 446.0 x 17.167 403.1 414.9 414.9 17.250 374.9 386.3 386.3 "" 17.333 357.2 364.4 364.4 17.417 335.0 343.9 343.9 17.500 318.0, 324.9 324.9 - 17.583 303.5 309.4 309.4 17.667 290.3 295.7 295.7 17.750 276.7 282.2 282.2 17.833 267.1 271.0 271.0 17.917 255.5 260.2 260.2 . 18.000 248.1 251.1 251.1 18.083 238.7 242.5 242.5 18.167 231.0 234.1 234.1 . 18.250 224.5 227.2 227.2 18.333 220.0 221.8 221.8 18.417 216.0 217.6 217.6 18.500 213.9 214.8 214.8 18.583 210.8 212.1 212.1 18.667 207.8 209.0 209.0 - 18.750 204.7 206.0 206.0 18.833 202.7 203.5 203.5 18.917 200.5 201.4 201.4 19.000 197.7 198.8 198.8 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 345.646 AF OUTFLOW VOLUME = 345.645 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,, FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 �" » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 705.000 ACRES BASEFLOW = . .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .760 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .323 LOW LOSS FRACTION = .303 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .982 30- MINUTE FACTOR = .982 1 -HOUR FACTOR = .982 3 -HOUR FACTOR = .997 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.965 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION 40 INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .914 77.907 2 2.965 174.871 3 5.840 245.139 0 4 9.800 337.657 5 14.937 437.947 6 21.573 565.789 . 7 29.027 635.522 8 37.172 694.513 9 45.147 679.911 10 52.442 621.978 11 57.921 467.202 "' 12 62.123 358.199 13 65.691 304.246 14 68.715 257.806 15 71.003 195.101 16 73.378 202.459 17 75.215 156.644 18 76.841 138.628 - 19 78.377 130.981 20 79.814 122.507 21 81.010 101.951 22 82.230 104.017 23 83.218 84.251 24 84.291 91.495 25 85.185 76.239 26 86.039 72.814 °w 27 86.826 67.127 28 87.574 63.732 - 29 88.206 53.929 - 30 88.851 54.932 31 89.496 55.008 -- 32 90.106 52.016 33 90.621 43.936 34 91.131 43.496 35 91.641 43.465 36 92.118 40.686 - 37 92.526 34.794 38 92.933 34.626 39 93.339 34.642 40 93.745 34.627 41 94.119 31.908 - 42 94.442 27.549 43 94.765 27.504 44 95.087 27.489 45 95.410 27.488 "' 46 95.732 27.488 47 96.031 25.454 48 96.249 18.620 r-* 49 96.462 18.134 50 96.675 18.194 51 96.888 18.134 52 97.101 18.134 53 97.314 18.164 54 97.527 18.164 55 97.740 18.164 56 97.947 17.678 57 98.061 9.720 58 98.140 6.712 59 98.219 6.743 60 98.297 6.652 61 98.376 6.744 62 98.455 6.712 63 98.533 6.682 64 98.612 6.712 65 98.691 6.743 66 98.769 6.682 67 98.848 6.713 68 98.927 6.712 69 99.005 6.713 70 99.084 6.712 71 99.163 6.712 72 99.242 6.712 73 99.320 6.712 74 99.399 6.712 75 99.478 6.712 76 99.557 6.712 77 99.635 6.712 78 99.714 6.712 79 99.793 6.712 80 99.871 6.712 81 99.950 6.712 82 100.000 4.248 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.53 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.26 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 148.5016 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 367.7915 ,* 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) - TIME(HRS) VOLUME (AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 - 14.083 152.1018 186.76 . Q. V . . -. 14.167 153.4066 189.45 . Q. V . . 14.250 154.7316 192.39 . Q. V . . - 14.333 156.0792 195.67 . Q. V . . 14.417 157.4518 199.29 . Q. V . 14.500 158.8520 203.31 . Q V . . _ 14.583 160.2818 207.61 . Q V . . 14.667 161.7435 212.25 . Q V . . 14.750 163.2387 217.09 . Q V . . 14.833 164.7684 222.12 . .Q V . . - 14.917 166.3327 227.14 . .Q V . . „„ 15.000 167.9328 232.33 . .Q V . . 15.083 169.5704 237.78 . .Q V . . • 15.167 171.2481 243.61 . . Q V . . 15.250 172.9683 249.76 . . Q V . . 15.333 174.7350 256.53 . . Q V. . 15.417 176.5516 263.78 . Q V. . 15.500 178.4234 271.78 . Q V. . - 15.583 180.3563 280.65 . Q V. . 15.667 182.3585 290.71 . Q V. . - 15.750 184.4395 302.17 . Q V 15.833 186.6151 315.89 . . Q V . 15.917 188.9154 334.01 . Q V . 16.000 191.3949 360.02 . Q V . 16.083 194.2194 410.12 . QV . - 16.167 197.4351 466.92 . .V Q . 16.250 201.0016 517.86 . .V Q . - 16.333 204.9551 574.05 . . V Q - . ,,, 16.417 209.2889 629.27 . . V .Q 16.500 213.9949 683.32 . . V Q . 16.583 218.8994 712.12 . . V Q . 16.667 223.8846 723.86 . . V . Q . `' 16.750 228.7241 702.69 . . V Q _ 16.833 233.2593 658.51 . V . Q 16.917 237.3069 587.71 . V Q. 17.000 240.9642 531.04 . Q 17.083 244.3464 491.09 . . Q V . " 17.167 247.4886 456.26 . . Q V . 17.250 250.3902 421.30 . .Q V . 17.333 253.1759 404.49 . Q V . • 17.417 255.7724 377.00 . . Q . V . 17.500 258.2387 358.11 . . Q V . . '" 17.583 260.6009 342.99 . Q V . 17.667 262.8633 328.51 . Q V . 17.750 265.0137 312.23 . Q V . - 17.833 267.0948 302.19 . . Q V. 17.917 269.0803 288.29 . Q V. °• 18.000 271.0171 281.23 . Q V. *" 18.083 272.8752 269.79 . Q V. 18.167 274.6804 262.11 . Q V. �. 18.250 276.4347 254.73 . . Q V 4. 18.333 278.1469 248.62 . . Q V . 18.417 279.8150 242.20 . . Q V . - 18.500 281.4639 239.42 . .4 V . 18.583 283.0945 236.77 . .Q . V . 18.667 284.7036 233.64 . .4 V . - 18.750 286.2854 229.67 . .Q .V 18.833 287.8534 227.68 . .Q .V 18.917 289.4050 225.29 . .4 .V . 19.000 290.9327 221.83 . .4 .V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** '^' FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 2 » » > FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 167.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. waffi INFLOW - (STREAM 2) <-- <= flowby structure basin (maximum flowby Q = 167.0 cfs) storage V STREAM 2 "0 FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME "0 (HRS) (CFS) (CFS) (AF) 14.083 186.8 167.0 1.441 14.166 189.5 167.0 1.595 14.249 192.4 167.0 1.770 14.333 195.7 167.0 1.967 ,, 14.416 199.3 167.0 2.190 41 14.499 203.3 167.0 2.440 14.583 207.6 167.0 2.720 14.666 212.2 167.0 3.031 - 14.749 217.1 167.0 3.376 14.833 222.1 167.0 3.756 -- 14.916 227.1 167.0 4.170 14.999 232.3 167.0 4.620 15.083 237.8 167.0 5.107 -. 15.166 243.6 167.0 5.635 15.249 249.8 167.0 6.205 ' 15.333 256.5 167.0 6.822 15.416 263.8 167.0 7.488 15.499 271.8 167.0 8.210 .;� 15.583 280.7 167.0 8.992 15.666 290.7 167.0 9.845 15.749 302.2 167.0 10.775 15.833 315.9 167.0 11.801 15.916 334.0 167.0 12.951 15.999 360.0 167.0 14.280 16.083 410.1 167.0 15.955 . 16.166 466.9 167.0 18.020 16.249 517.9 167.0 20.437 16.333 574.0 167.0 23.240 16.416 629.3 167.0 26.424 16.499 683.3 167.0 29.980 16.583 712.1 167.0 33.734 16.666 723.9 167.0 37.569 16.749 702.7 167.0 41.258 16.833 658.5 167.0 44.643 16.916 587.7 167.0 47.541 16.999 531.0 167.0 50.048 17.083 491.1 167.0 52.280 - 17.166 456.3 167.0 54.272 17.249 421.3 167.0 56.024 17.333 404.5 167.0 57.659 17.416 377.0 167.0 59.106 17.499 358.1 167.0 60.422 _- 17.583 343.0 167.0 61.634 17.666 328.5 167.0 62.746 17.749 312.2 167.0 63.746 17.833 302.2 167.0 64.677 17.916 288.3 167.0 65.513 17.999 281.2 167.0 66.299 18.083 269.8 167.0 67.007 ` 18.166 262.1 167.0 67.662 18.249 254.7 167.0 68.266 18.333 248.6 167.0 68.829 -, 18.416 242.2 167.0 69.346 18.499 239.4 167.0 69.845 18.583 236.8 167.0 70.326 18.666 233.6 167.0 70.785 18.749 229.7 167.0 71.216 -. 18.833 227.7 167.0 71.634 18.916 225.3 167.0 72.036 18.999 221.8 167.0 72.413 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 7 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** °" FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** m FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME (AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 °"' 14.083 297.4211 346.35 . Q V . �� 14.167 299.8245 348.98 . Q V . . 14.250 302.2487 351.99 . . Q V . . 14.333 304.6967 355.46 . . Q V. . 14.417 307.1721 359.43 . . Q V. . • 14.500 309.6779 363.85 . Q V. 14.583 312.2157 368.48 . . Q V. . 14.667 314.7860 373.21 . . Q V. . - 14.750 317.3893 378.01 . Q V. . 14.833 320.0267 382.94 . . Q V . - 14.917 322.6987 387.98 . Q V . 15.000 325.4066 393.19 . Q V . 15.083 328.1524 398.68 . Q V . 15.167 330.9385 404.54 . Q V . 15.250 333.7678 410.82 . Q V . - 15.333 336.6441 417.64 . . Q .V . 15.417 339.5716 425.07 . . Q .V . " 15.500 342.5554 433.24 . Q.V 15.583 345.6013 442.28 . Q.V . 15.667 348.7173 452.43 . QV . 15.750 351.9130 464.02 . Q V . 15.833 355.2028 477.68 . . .QV . ` °" 15.917 358.6109 494.85 . .QV 16.000 362.1804 518.29 . . VQ . 16.083 366.0118 556.32 . . . V Q . • 16.167 370.2437 614.48 . V Q . 16.250 374.9838 688.26 . . V Q • 16.333 380.2811 769.16 . . V Q • 16.417 386.0378 835.87 . V . Q 16.500 391.9654 860.70 . V . Q . 16.583 397.7406 838.55 . . . V Q . 16.667 403.1985 792.49 . . • V Q " 16.750 408.3629 749.87 . V Q 16.833 413.3116 718.55 . V .Q 16.917 418.0651 690.22 . V Q 17.000 422.5514 651.40 . . V Q . . 17.083 426.7730 612.98 . VQ . 17.167 430.7804 581.87 . Q V . ' 17.250 434.5909 553.29 . . Q V . 17.333 438.2506 531.39 . . Q V . • 17.417 441.7695 510.94 . . Q V 17.500 445.1574 491.93 . .4 V . 17.583 448.4386 476.43 . .4 V . . - 17.667 451.6252 462.69 . 4 V . . 17.750 454.7188 449.19 . Q. V . 17.833 457.7353 438.01 . Q. V . - 17.917 460.6772 427.16 . 4 . V . . 18.000 463.5565 418.08 . Q . V. -' 18.083 466.3765 409.46 . Q . V. 18.167 469.1389 401.10 . Q V. �" 18.250 471.8535 394.16 . Q V. - 18.333 474.5315 388.84 . Q V. . 18.417 477.1803 384.61 . 4 V. - 18.500 479.8096 381.78 . Q V 18.583 482.4202 379.06 . Q . V . 18.667 485.0099 376.03 . Q V . 18.750 487.5786 372.98 . Q V 18.833 490.1305 370.53 . Q . V 18.917 492.6674 368.37 . Q V 19.000 495.1868 365.81 . Q . .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 5.2 » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 - UPSTREAM ELEVATION(FT) = 1084.02 DOWNSTREAM ELEVATION(FT) = 1070.82 CHANNEL LENGTH(FT) = 1460.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 860.70 AVERAGE FLOWRATE IN EXCESS OF 506 MAXIMUM INFLOW = 591.63 CHANNEL NORMAL VELOCITY FOR Q = 591.63 CFS = 14.51 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .895 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .997 CONVEX METHOD CHANNEL ROUTING RESULTS: - OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) - (HRS) (CFS) (CFS) (CFS) 14.083 346.4 345.6 345.6 14.167 349.0 348.2 348.2 - 14.250 352.0 351.1 351.1 14.333 355.5 354.4 354.4 14.417 359.4 358.2 358.2 - r- 14.500 363.8 362.5 362.5 14.583 368.5 367.1 367.1 14.667 373.2 371.8 371.8 14.750 378.0 376.6 376.6 14.833 382.9 381.4 381.4 - 14.917 388.0 386.4 386.4 15.000 393.2 391.6 391.6 15.083 398.7 397.0 397.0 15.167 404.5 402.8 402.8 15.250 410.8 408.9 408.9 15.333 417.6 415.6 415.6 15.417 425.1 422.8 422.8 15.500 433.2 430.8 430.8 15.583 442.3 439.5 439.5 15.667 452.4 449.4 449.4 - 15.750 464.0 460.5 460.5 15.833 477.7 473.5 473.5 15.917 494.9 489.6 489.6 16.000 518.3 511.2 511.2 16.083 556.3 544.8 544.8 16.167 614.5 596.9 596.9 16.250 688.3 665.9 665.9 - 16.333 769.2 744.6 744.6 16.417 835.9 815.6 815.6 16.500 860.7 853.1 853.1 a.. 16.583 838.5 845.2 845.2 16.667 792.5 806.4 806.4 16.750 749.9 762.8 762.8 16.833 718.5 728.1 728.1 16.917 690.2 698.8 698.8 17.000 651.4 663.2 663.2 17.083 613.0 624.6 624.6 17.167 581.9 591.3 591.3 17.250 553.3 562.0 562.0 "" 17.333 531.4 538.0 538.0 17.417 510.9 517.1 517.1 17.500 491.9 497.7 497.7 17.583 476.4 481.1 481.1 17.667 462.7 466.9 466.9 . 17.750 449.2 453.3 453.3 17.833 438.0 441.4 441.4 - 17.917 427.2 430.5 430.5 18.000 418.1 420.8 420.8 18.083 409.5 412.1 412.1 18.167 401.1 403.6 403.6 18.250 394.2 396.3 396.3 18.333 388.8 390.5 390.5 . 18.417 384.6 385.9 385.9 18.500 381.8 382.6 382.6 -' 18.583 379.1 379.9 379.9 18.667 376.0 376.9 376.9 18.750 373.0 373.9 373.9 .. 18.833 370.5 371.3 371.3 18.917 368.4 369.0 369.0 19.000 365.8 366.6 366.6 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 637.535 AF OUTFLOW VOLUME = 637.534 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM *2) WATERSHED AREA = 135.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .450 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .303 LOW LOSS FRACTION = .286 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .982 30- MINUTE FACTOR = .982 1 -HOUR FACTOR = .982 3 -HOUR FACTOR = .997 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.519 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.593 26.002 2 6.062 72.964 3 13.463 120.833 . 4 24.581 181.518 5 37.932 217.988 6 50.921 212.055 7 59.991 148.079 8 66.149 100.545 - 9 70.771 75.466 10 74.380 58.922 11 77.203 46.081 12 79.681 40.472 13 81.756 33.869 °^' 14 83.552 29.325 15 85.174 26.482 16 86.574 22.854 17 87.806 20.112 18 88.887 17.648 - 19 89.950 17.359 20 90.842 14.571 21 91.702 14.027 22 92.450 12.219 23 93.136 11.196 24 93.818 11.132 25 94.403 9.557 26 94.948 8.892 27 95.492 8.896 28 96.007 8.403 , 29 96.384 6.151 30 96.743 5.868 31 97.103 5.875 m 32 97.463 5.868 33 97.822 5.868 - 34 98.067 4.002 35 98.200 2.166 •^ 36 98.333 2.177 37 98.466 2.163 38 98.599 2.177 - 39 98.732 2.166 40 98.865 2.170 4. 41 98.997 2.170 42 99.131 2.173 "" 43 99.263 2.170 44 99.396 2.170 45 99.529 2.170 - 46 99.662 2.170 47 99.795 2.170 48 99.928 2.170 49 100.000 1.178 . TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.38 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.41 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 26.8305 . TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 72.0333 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) - TIME(HRS) VOLUME (AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 14.083 31.2152 38.37 . Q V . . 14.167 31.4844 39.09 . Q . V . . 14.250 31.7593 39.92 . Q . V . . -- 14.333 32.0410 40.90 . Q . V . . 14.417 32.3301 41.98 . Q . V . . 14.500 32.6270 43.11 . Q . V . . 14.583 32.9311 44.17 . Q . V . . 14.667 33.2424 45.20 . Q. V . . - 14.750 33.5610 46.25 . Q. V . . 14.833 33.8871 47.35 . Q. V . . - 14.917 34.2211 48.51 . Q. V. . 15.000 34.5638 49.75 . Q. V. . 15.083 34.9155 51.08 . Q V. . .. 15.167 35.2772 52.52 . Q V. . 15.250 35.6497 54.09 . Q V. . - 15.333 36.0342 55.82 . .Q V . 15.417 36.4318 57.72 . .Q V . 15.500 36.8439 59.84 . .Q V . _ 15.583 37.2723 62.21 . . Q V . 15.667 37.7196 64.95 . . Q V . N- 15.750 38.1891 68.17 . Q .V . 15.833 38.6863 72.20 . Q .V . 15.917 39.2226 77.87 . Q .V . 16.000 39.8193 86.64 . Q . V 16.083 40.5393 104.54 . Q V 16.167 41.4270 128.89 . . V Q 16.250 42.4777 152.57 . . V Q . °"' 16.333 43.6814 174.78 . . V Q • 16.417 44.9446 183.41 . . V Q 16.500 46.1434 174.07 . V Q . • 16.583 47.1600 147.61 . V Q. . 16.667 48.0256 125.68 . QV . `' 16.750 48.7902 111.02 . . Q V . 16.833 49.4794 100.07 . Q V . • 16.917 50.1082 91.31 . Q . V . ,, 17.000 50.6946 85.15 . Q . V . . 17.083 51.2415 79.41 . Q V . '° 17.167 51.7554 74.61 . Q V . 17.250 52.2410 70.52 . Q V. 17.333 52.6987 66.46 . 4 V. 17.417 53.1318 62.88 . . 4 V. . 17.500 53.5426 59.66 . .4 V. ' 17.583 53.9368 57.23 . .Q V. . 17.667 54.3120 54.48 . Q . V . 17.750 54.6731 52.43 . Q V 17.833 55.0193 50.27 . Q V . 17.917 55.3530 48.45 . Q. V . ' 18.000 55.6763 46.94 . Q. . V . ' 18.083 55.9882 45.30 . Q. .V . 18.167 56.2924 44.17 Q . .V . - 18.250 56.5915 43.43 . Q . .V a 18.333 56.8865 42.83 Q . .V . 18.417 57.1762 42.06 Q . .V . - 18.500 57.4645 41.87 Q . .V . 18.583 57.7509 41.57 . Q . . V . 18.667 58.0337 41.07 . Q . . . V . .., 18.750 58.3118 40.38 . Q . . . V . 18.833 58.5817 39.19 . Q . . . V . •-' 18.917 58.8442 38.10 Q . . . V . 19.000 59.1028 37.56 . Q . . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** __ FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: " FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 149.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW .. (STREAM 2) <-- <= flowby structure basin (maximum flowby Q = 149.0 cfs) storage M V STREAM 2 FLOWBY mar a FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME """ (HRS) (CFS) (CFS) (AF) 14.083 38.4 38.4 .000 14.166 39.1 39.1 .000 m 14.249 39.9 39.9 .000 14.333 40.9 40.9 .000 a 14.416 42.0 42.0 .000 14.499 43.1 43.1 .000 14.583 44.2 44.2 .000 14.666 45.2 45.2 .000 14.749 46.2 46.2 .000 14.833 47.3 47.3 .000 - 14.916 48.5 48.5 .000 14.999 49.8 49.8 .000 15.083 51.1 51.1 .000 ... 15.166 52.5 52.5 .000 15.249 54.1 54.1 .000 15.333 55.8 55.8 .000 15.416 57.7 57.7 .000 15.499 59.8 59.8 .000 15.583 62.2 62.2 .000 15.666 64.9 64.9 .000 15.749 68.2 68.2 .000 15.833 72.2 72.2 .000 15.916 77.9 77.9 .000 15.999 86.6 86.6 .000 16.083 104.5 104.5 .000 16.166 128.9 128.9 .000 16.249 152.6 149.0 .025 "' 16.333 174.8 149.0 .202 16.416 183.4 149.0 .439 16.499 174.1 149.0 .612 - 16.583 147.6 147.6 .612 16.666 125.7 125.7 .612 . 16.749 111.0 111.0 .612 16.833 100.1 100.1 .612 16.916 91.3 91.3 .612 .... 16.999 85.1 85.1 .612 17.083 79.4 79.4 .612 .. 17.166 74.6 74.6 .612 17.249 70.5 70.5 .612 w 17.333 66.5 66.5 .612 17.416 62.9 62.9 .612 17.499 59.7 59.7 .612 17.583 57.2 57.2 .612 17.666 54.5 54.5 .612 17.749 52.4 52.4 .612 17.833 50.3 50.3 .612 17.916 48.5 48.5 .612 ... 17.999 46.9 46.9 .612 18.083 45.3 45.3 .612 . 18.166 44.2 44.2 .612 �. 18.249 43.4 43.4 .612 18.333 42.8 42.8 .612 18.416 42.1 42.1 .612 18.499 41.9 41.9 .612 18.583 41.6 41.6 .612 18.666 41.1 41.1 .612 18.749 40.4 40.4 .612 18.833 39.2 39.2 .612 18.916 38.1 38.1 .612 ` 18.999 37.6 37.6 .612 .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 7 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 275.0 550.0 825.0 1100.0 14.083 327.9126 384.01 Q V . 14.167 330.5797 387.27 . . Q V . . 14.250 333.2726 391.00 . . Q V . . 14.333 335.9950 395.30 . . Q V . . 14.417 338.7513 400.21 . . Q V. • 14.500 341.5448 405.61 Q V. . 14.583 344.3770 411.24 Q V. . 14.667 347.2487 416.97 . Q V. . 14.750 350.1606 422.80 . Q V. . 14.833 353.1137 428.79 . Q V. . M 14.917 356.1093 434.96 . Q V • 15.000 359.1490 441.36 . Q V • 15.083 362.2350 448.09 . Q V . 15.167 365.3706 455.28 . Q V . 15.250 368.5593 463.00 . Q V . 15.333 371.8058 471.39 . Q V . 15.417 375.1153 480.54 . Q V • 15.500 378.4941 490.60 . Q .V . ar 15.583 381.9497 501.75 . Q .V . 15.667 385.4918 514.30 . Q .V . 15.750 389.1328 528.67 . Q.V . 15.833 392.8913 545.74 . Q. V . • 15.917 396.7998 567.51 . Q V . 16.000 400.9171 597.83 . .QV . 16.083 405.3891 649.34 . . VQ . 16.167 410.3873 725.74 . V Q 16.250 415.9995 814.89 . . V Q. '° 16.333 422.1540 893.63 . V . Q . 16.417 428.7974 964.62 . V Q . 16.500 435.6991 1002.13 . V . Q • • 16.583 442.5368 992.84 . V . Q • 16.667 448.9564 932.13 . V . Q ' 16.750 454.9745 873.82 . V •.Q 16.833 460.6779 828.13 . . V Q . 16.917 466.1194 790.12 . V Q . 17.000 471.2731 748.31 . VQ . 17.083 476.1219 704.04 . . QV . - 17.167 480.7081 665.92 . . Q V . w 4 17.250 485.0641 632.48 . . Q V . 17.333 489.2273 604.50 . .Q V . 17.417 493.2219 580.02 . .Q V . 17.500 497.0605 557.36 . Q V . . 17.583 500.7682 538.37 . . Q. V . . .. 17.667 504.3587 521.34 . . Q . V . . 17.750 507.8416 505.71 . . Q . V . . 17.833 511.2277 491.67 . . Q . V . . - 17.917 514.5259 478.90 . Q . V. 18.000 517.7476 467.78 . Q . V. - 18.083 520.8975 457.37 . Q V. . 18.167 523.9815 447.81 . 4 V. . 18.250 527.0097 439.70 . Q V. 18.333 529.9937 433.28 . Q V. . 18.417 532.9411 427.96 . Q V - 18.500 535.8647 424.51 . Q V . 18.583 538.7673 421.46 . Q V 18.667 541.6462 418.02 . Q . V 18.750 544.4994 414.28 . Q V 18.833 547.3263 410.46 . Q V °4 18.917 550.1302 407.13 . 4 .V . 19.000 552.9135 404.14 . Q .V ,. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 5.2 • » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 40.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1070.82 DOWNSTREAM ELEVATION(FT) = 1064.03 CHANNEL LENGTH(FT) = 2735.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: «" MAXIMUM INFLOW(CFS) = 1002.13 AVERAGE FLOWRATE IN EXCESS OF 50 MAXIMUM INFLOW = 695.60 CHANNEL NORMAL VELOCITY FOR Q = 695.60 CFS = 7.62 FPS " ESTIMATED CHANNEL ROUTING COEFFICIENT = .818 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .822 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) - (HRS) (CFS) (CFS) (CFS) 14.083 384.0 380.6 380.6 14.167 387.3 383.5 383.5 14.250 391.0 386.7 386.7 . 14.333 395.3 390.3 390.3 14.417 400.2 394.5 394.5 14.500 405.6 399.3 399.3 14.583 411.2 404.6 404.6 14.667 417.0 410.2 410.2 o 14.750 422.8 415.9 415.9 14.833 428.8 421.7 421.7 14.917 435.0 427.6 427.6 15.000 441.4 433.8 433.8 15.083 448.1 440.1 440.1 15.167 455.3 446.8 446.8 15.250 463.0 453.9 453.9 15.333 471.4 461.5 461.5 15.417 480.5 469.8 469.8 15.500 490.6 478.8 478.8 15.583 501.8 488.7 488.7 15.667 514.3 499.7 499.7 15.750 528.7 512.0 512.0 15.833 545.7 526.0 526.0 15.917 567.5 542.6 542.6 16.000 597.8 563.6 563.6 16.083 649.3 592.7 592.7 16.167 725.7 640.7 640.7 16.250 814.9 712.3 712.3 16.333 893.6 798.1 798.1 16.417 964.6 878.0 878.0 16.500 1002.1 949.9 949.9 16.583 992.8 992.7 992.7 16.667 932.1 991.7 991.7 16.750 873.8 941.6 941.6 16.833 828.1 885.0 885.0 16.917 790.1 837.5 837.5 17.000 748.3 797.8 797.8 17.083 704.0 756.3 756.3 17.167 665.9 712.6 712.6 17.250 632.5 673.6 673.6 '° 17.333 604.5 639.3 639.3 17.417 580.0 610.2 610.2 17.500 557.4 585.0 585.0 - 17.583 538.4 561.9 561.9 17.667 521.3 542.2 542.2 A. 17.750 505.7 524.8 524.8 - 17.833 491.7 508.8 508.8 17.917 478.9 494.5 494.5 4 18.000 467.8 481.5 481.5 18.083 457.4 470.0 470.0 - 18.167 447.8 459.4 459.4 18.250 439.7 449.7 449.7 18.333 433.3 441.4 441.4 18.417 428.0 434.6 434.6 18.500 424.5 429.1 429.1 18.583 421.5 425.3 425.3 18.667 418.0 422.1 422.1 18.750 414.3 418.7 418.7 18.833 410.5 415.0 415.0 18.917 407.1 411.2 411.2 - 19.000 404.1 407.8 407.8 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 708.956 AF • OUTFLOW VOLUME = 708.956 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 4 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 370.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .810 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .314 LOW LOSS FRACTION = .295 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .982 30- MINUTE FACTOR = .982 1 -HOUR FACTOR = .982 3 -HOUR FACTOR = .997 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.288 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION 4 INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .857 38.363 2 2.742 84.312 3 5.319 115.354 4 8.884 159.491 5 13.306 197.889 6 19.159 261.891 ' 7 25.964 304.488 8 33.339 330.044 - 9 40.964 341.159 10 48.459 335.397 11 54.512 270.864 - 12 59.288 213.686 13 62.947 163.724 14 66.256 148.094 15 68.998 122.681 16 71.100 94.077 17 73.342 100.299 18 75.079 77.739 19 76.618 68.873 - 20 78.073 65.092 21 79.452 61.724 °-~ 22 80.622 52.320 23 . 81.787 52.142 24 82.774 44.165 25 83.752 43.787 26 84.676 41.311 27 85.506 37.170 28 86.280 34.612 29 87.015 32.901 30 87.692 30.297 31 88.282 26.377 32 88.887 27.073 33 89.492 27.082 34 90.069 25.850 35 90.555 21.730 36 91.034 21.415 37 91.512 21.416 38 91.979 20.906 39 92.374 17.636 40 92.755 17.049 41 93.136 17.049 42 93.517 17.058 43 93.896 16.956 44 94.222 14.586 45 94.524 13.524 46 94.827 13.541 47 95.129 13.541 48 95.432 13.541 49 95.734 13.541 50 96.017 12.640 51 96.224 9.277 52 96.424 8.954 53 96.624 8.937 0 54 96.824 8.937 55 97.023 8.937 56 97.223 8.937 57 97.423 8.954 58 97.623 8.920 59 97.823 8.954 60 97.999 7.883 61 98.082 3.738 62 98.156 3.279 . 63 98.230 3.330 64 98.303 3.279 65 98.378 3.330 66 98.451 3.296 67 98.525 3.296 68 98.599 3.313 69 98.673 3.296 70 98.747 3.313 71 98.821 3.296 72 98.895 3.313 73 98.968 3.296 74 99.042 3.313 75 99.116 3.296 76 99.190 3.296 77 99.263 3.296 78 99.337 3.296 79 99.411 3.296 80 99.484 3.296 81 99.558 3.296 82 99.631 3.296 83 99.705 3.296 84 99.779 3.296 85 99.852 3.296 86 99.926 3.296 87 100.000 3.296 88 100.000 .011 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.46 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.33 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 75.8720 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 195.0892 A A m 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H m HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) • TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 14.083 80.1578 98.52 . Q. V . - 14.167 80.8457 99.88 . Q. V 14.250 81.5439 101.38 . Q V - 14.333 82.2536 103.04 . Q V . 14.417 82.9756 104.85 . Q V 14.500 83.7116 106.86 . Q V . . 14.583 84.4627 109.06 . Q V . 14.667 85.2299 111.40 . .4 V . - 14.750 86.0142 113.87 . .4 V 14.833 86.8163 116.47 . .Q V . 14.917 87.6367 119.11 . .Q V . _ 15.000 88.4757 121.83 . . Q V . 15.083 89.3340 124.63 . . Q V - 15.167 90.2130 127.62 . . Q V 15.250 91.1139 130.82 . Q V • 15.333 92.0385 134.25 . Q V 15.417 92.9889 137.99 . Q V. ' 15.500 93.9672 142.06 . Q V. .._ 15.583 94.9766 146.56 . Q V. . 15.667 96.0211 151.66 . Q V. - 15.750 97.1057 157.48 . Q V. 15.833 98.2378 164.38 . Q V - 15.917 99.4324 173.46 . Q V 16.000 100.7155 186.30 . Q V 16.083 102.1677 210.86 . VQ 16.167 103.8077 238.12 . .V Q 16.250 105.6122 262.01 . .V Q • 16.333 107.6023 288.96 . . V Q - 16.417 109.7652 314.06 . . V •4 16.500 112.1226 342.29 . . V 4 m 16.583 114.6057 360.54 . . V Q . 16.667 117.1459 368.84 . . V Q • 'a 16.750 119.6714 366.70 . . V Q • 16.833 122.1040 353.21 . . V 4 16.917 124.3196 321.71 . V • Q 17.000 126.3283 291.65 . V Q. 17.083 128.1569 265.51 . Q - • 17.167 129.8711 248.90 . . Q V 17.250 131.4651 231.45 . . Q V 17.333 132.9459 215.01 . •4 V m 17.417 134.3746 207.46 . Q V • 17.500 135.7101 193.91 . . Q. V 4n 17.583 136.9813 184.57 . Q • V . 17.667 138.2012 177.13 . Q V b. 17.750 139.3732 170.18 . Q V r 17.833 140.4909 162.29 . Q V 17.917 141.5723 157.01 . Q V. �' 18.000 142.6087 150.49 . 4 V. 4 ' 18.083 143.6162 146.29 . Q V. 18.167 144.5942 141.99 . - Q V. ^" 18.250 145.5423 137.68 . Q V. . 18.333 146.4666 134.21 . Q . V . 18.417 147.3705 131.24 . Q . V - 18.500 148.2559 128.56 . . Q . V • 18.583 149.1245 126.11 . . Q V • 18.667 149.9860 125.10 . . Q V 18.750 150.8399 123.98 . . Q V 18.833 151.6838 122.53 . . Q .V * 18.917 152.5125 120.32 . • Q .V . 19.000 153.3321 119.00 . .Q .V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 2 » » > FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 347.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW ,a-' (STREAM 2) - < - -* <= flowby structure - . basin (maximum flowby Q = 347.0 cfs) storage . V STREAM 2 FLOWBY A m FLOWBY BASIN MODELING RESULTS: . MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 98.5 98.5 .000 14.166 99.9 99.9 .000 ✓ 14.249 101.4 101.4 .000 14.333 103.0 103.0 .000 14.416 104.8 104.8 .000 m 14.499 106.9 106.9 .000 14.583 109.1 109.1 .000 "' 14.666 111.4 111.4 .000 m 14.749 113.9 113.9 .000 14.833 116.5 116.5 .000 14.916 119.1 119.1 .000 14.999 121.8 121.8 .000 15.083 124.6 124.6 .000 15.166 127.6 127.6 .000 _ 15.249 130.8 130.8 .000 15.333 134.3 134.3 .000 15.416 138.0 138.0 .000 15.499 142.1 142.1 .000 15.583 146.6 146.6 .000 15.666 151.7 151.7 .000 15.749 157.5 157.5 .000 15.833 164.4 164.4 .000 15.916 173.5 173.5 .000 15.999 186.3 186.3 .000 16.083 210.9 210.9 .000 - 16.166 238.1 238.1 .000 16.249 262.0 262.0 .000 16.333 289.0 289.0 .000 16.416 314.1 314.1 .000 16.499 342.3 342.3 .000 ._ 16.583 360.5 347.0 .093 16.666 368.8 347.0 .244 16.749 366.7 347.0 .379 16.833 353.2 347.0 .422 16.916 321.7 321.7 .422 16.999 291.7 291.7 .422 17.083 265.5 265.5 .422 17.166 248.9 248.9 .422 17.249 231.4 231.4 .422 17.333 215.0 215.0 .422 17.416 207.5 207.5 .422 17.499 193.9 193.9 .422 - 17.583 184.6 184.6 .422 17.666 177.1 177.1 .422 - 17.749 170.2 170.2 .422 17.833 162.3 162.3 .422 17.916 157.0 157.0 .422 m 17.999 150.5 150.5 .422 18.083 146.3 146.3 .422 m 18.166 142.0 142.0 .422 18.249 137.7 137.7 .422 '° 18.333 134.2 134.2 .422 18.416 131.2 131.2 .422 18.499 128.6 128.6 .422 m 18.583 126.1 126.1 .422 18.666 125.1 125.1 .422 18.749 124.0 124.0 .422 18.833 122.5 122.5 .422 18.916 120.3 120.3 .422 m 18.999 119.0 119.0 .422 m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 7 ' » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) • TIME(HRS) VOLUME(AF) Q(CFS) 0. 350.0 700.0 1050.0 1400.0 - 14.083 404.9183 479.15 . . Q V . . 14.167 408.2472 483.36 . Q V . . 14.250 411.6083 488.04 . Q V . . 14.333 415.0060 493.34 . . Q V . . 14.417 418.4451 499.35 . . Q V . • - 14.500 421.9310 506.16 . . Q V . . 14.583 425.4685 513.65 . . Q V . . 14.667 429.0606 521.57 . . Q V . . _ 14.750 432.7090 529.74 . . Q V. . 14.833 436.4153 538.15 . Q V. . -- 14.917 440.1808 546.76 . . Q V. . 15.000 444.0072 555.60 . Q V. . ''' 15.083 447.8968 564.77 . . Q V. . 15.167 451.8530 574.43 . . Q V . 15.250 455.8801 584.74 . . Q V . • 15.333 459.9834 595.79 . . Q V . 15.417 464.1693 607.80 . . Q V • '"' 15.500 468.4453 620.88 . . Q V . 15.583 472.8205 635.28 . . Q V . 15.667 477.3062 651.32 . . Q .V . - 15.750 481.9167 669.45 . . Q.V . 15.833 486.6715 690.40 . . Q.V . ' 15.917 491.6033 716.09 . . QV . 16.000 496.7683 749.95 . .Q . 16.083 502.3025 803.57 . . . Q . .r. 16.167 508.3549 878.80 . . . V Q . 16.250 515.0648 974.28 . . . V Q . • 16.333 522.5514 1087.06 . . . V .Q . 16.417 530.7609 1192.02 . . . V Q . 16.500 539.6603 1292.20 . . . V . Q . . 16.583 548.8868 1339.68 . . . V Q . 16.667 558.1064 1338.70 . . . V . Q . ' 16.750 566.9814 1288.64 . . . V Q . 16.833 575.4665 1232.03 . . . V . Q ''. 16.917 583.4504 1159.26 . . . V Q . - 17.000 590.9534 1089.43 . . . V .Q 17.083 597.9906 1021.80 . . . V Q. . • 17.167 604.6127 961.53 . . . VQ . " 17.250 610.8458 905.06 . Q V - 17.333 616.7293 854.28 . . . Q V . 17.417 622.3608 817.69 . . . Q V 17.500 627.7250 778.89 . . . Q V 17.583 632.8660 746.48 . . .Q V - 17.667 637.8204 719.37 . Q V . 17.750 642.6065 694.95 . Q. V 17.833 647.2286 671.13 . . Q. V . , 17.917 651.7155 651.50 . . Q . V . . 18.000 656.0678 631.96 . . Q . V. "* 18.083 660.3124 616.32 . Q V. 18.167 664.4545 601.43 . Q V. "" 18.250 668.4999 587.40 . Q V. • 18.333 672.4639 575.57 . Q . V. 18.417 676.3610 565.86 . Q V. - 18.500 680.2015 557.64 . Q V 18.583 683.9989. 551.38 . Q V 18.667 687.7673 547.17 . Q . V _ 18.750 691.5045 542.65 . Q V 18.833 695.2065 537.52 . Q V 18.917 698.8672 531.53 . Q . V 19.000 702.4953 526.80 . Q •V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 150.00 TO NODE 160.00 IS CODE = 5.2 » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). M ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1064.03 DOWNSTREAM ELEVATION(FT) = 1043.53 CHANNEL LENGTH(FT) = 2750.00 MANNING'S FACTOR = .015 - CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1339.68 AVERAGE FLOWRATE IN EXCESS OF 506. MAXIMUM INFLOW = 960.13 CHANNEL NORMAL VELOCITY FOR Q = 960.13 CFS = 14.54 FPS . ESTIMATED CHANNEL ROUTING COEFFICIENT = .895 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .967 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) ^" (HRS) (CFS) (CFS) (CFS) .' 14.083 479.2 476.9 476.9 14.167 483.4 480.8 480.8 14.250 488.0 485.2 485.2 *I 14.333 493.3 490.2 490.2 14.417 499.4 495.8 495.8 . 14.500 506.2 502.1 502.1 14.583 513.7 509.2 509.2 14.667 521.6 516.8 516.8 . 14.750 529.7 524.9 524.9 14.833 538.2 533.1 533.1 4" 14.917 546.8 541.6 541.6 15.000 555.6 550.3 550.3 15.083 564.8 559.3 559.3 15.167 574.4 568.7 568.7 15.250 584.7 578.6 578.6 15.333 595.8 589.2 589.2 15.417 _607.8 600.6 600.6 15.500 620.9 613.1 613.1 15.583 635.3 626.7 626.7 15.667 651.3 641.8 641.8 . 15.750 669.4 658.6 658.6 15.833 690.4 677.9 677.9 15.917 716.1 700.8 700.8 16.000 750.0 729.9 729.9 16.083 803.6 771.9 771.9 16.167 878.8 834.2 834.2 16.250 974.3 917.6 917.6 16.333 1087.1 1019.9 1019.9 16.417 1192.0 1129.1 1129.1 16.500 1292.2 1232.2 1232.2 a.,. 16.583 1339.7 1310.2 1310.2 16.667 1338.7 1338.3 1338.3 16.750 1288.6 1317.6 1317.6 16.833 1232.0 1265.7 1265.7 16.917 1159.3 1202.5 1202.5 17.000 1089.4 1131.3 1131.3 17.083 1021.8 1062.3 1062.3 17.167 961.5 997.7 997.7 17.250 905.1 938.9 938.9 17.333 854.3 884.8 884.8 17.417 817.7 839.9 839.9 17.500 778.9 802.1 802.1 .• 17.583 746.5 766.0 766.0 17.667 719.4 735.7 735.7 mm 17.750 694.9 709.6 709.6 17.833 671.1 685.4 685.4 17.917 651.5 663.3 663.3 18.000 632.0 643.7 643.7 18.083 616.3 625.8 625.8 4. 18.167 601.4 610.4 610.4 mi 18.250 587.4 595.8 595.8 18.333 575.6 582.7 582.7 4 18.417 565.9 571.7 571.7 18.500 557.6 562.6 562.6 "' 18.583 551.4 555.2 555.2 18.667 547.2 549.7 549.7 18.750 542.7 545.4 545.4 +e 18.833 537.5 540.6 540.6 18.917 531.5 535.1 535.1 19.000 526.8 529.7 529.7 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 903.623 AF OUTFLOW VOLUME = 903.623 AF LOSS VOLUME = .000 AF "********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM *2) WATERSHED AREA = 808.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .870 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .319 LOW LOSS FRACTION = .300 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .982 30- MINUTE FACTOR = .982 1 -HOUR FACTOR = .982 3 -HOUR FACTOR = .997 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 9.579 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .798 77.999 2 2.514 167.646 3 4.800 223.423 4 7.957 308.507 5 11.722 367.841 6 16.836 499.788 7 22.893 591.798 8 29.409 636.770 9 36.571 699.875 10 43.525 679.471 11 50.335 665.445 _b 12 55.577 512.246 13 59.854 417.964 14 63.176 324.579 15 66.267 302.106 m 16 68.836 251.028 17 70.811 193.016 18 72.928 206.824 19 74.609 164.238 20 76.102 145.912 21 77.479 134.600 22 78.792 128.253 23 80.020 120.009 24 81.041 99.756 25 82.129 106.351 26 82.993 84.403 27 83.932 91.745 28 84.762 81.116 r. 29 85.535 75.546 30 86.255 70.336 31 86.939 66.879 32 87.588 63.402 33 88.137 53.618 34 88.699 54.954 35 89.262 55.053 36 89.824 54.834 37 90.308 47.342 38 90.753 43.516 - 39 91.199 43.536 40 91.644 43.537 41 92.068 41.345 42 92.426 35.068 43 92.781 34.651 .. 44 93.136 34.689 45 93.491 34.650 46 93.845 34.670 47 94.159 30.646 0. 48 94.441 27.517 49 94.722 27.537 50 95.004 27.556 51 95.286 27.497 52 95.568 27.537 53 95.849 27.496 54 96.087 23.233 55 96.272 18.132 56 96.459 18.212 57 96.645 18.171 58 96.830 18.132 59 97.017 18.212 60 97.203 18.172 A 61 97.388 18.171 62 97.574 18.172 63 97.760 18.171 64 97.944 17.933 65 98.049 10.282 66 98.118 6.695 67 98.187 6.734 68 98.255 6.696 69 98.324 6.734 70 98.393 6.735 71 98.461 6.695 72 98.530 6.734 73 98.599 6.695 74 98.667 6.695 75 98.737 6.775 76 98.805 6.695 77 98.874 6.735 78 98.943 6.695 79 99.011 6.695 80 99.080 6.695 81 99.148 6.695 82 99.217 6.695 83 99.285 6.695 84 99.354 6.695 85 99.422 6.695 86 99.491 6.695 87 99.559 6.695 88 99.628 6.695 89 99.696 6.695 90 99.765 6.695 91 99.833 6.695 92 99.902 6.695 93 99.970 6.695 94 100.000 2.899 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.50 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.29 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 168.4855 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 423.2366 . 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) • TIME(HRS) VOLUME (AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 14.083 172.2961 212.05 . Q V . 14.167 173.7761 214.90 . Q V . . 14.250 175.2773 217.97 . Q V . . 14.333 176.8019 221.37 . .Q V . . 14.417 178.3520 225.07 . .Q V . . • 14.500 179.9303 229.17 . .Q V . . 14.583 181.5395 233.66 . .Q V . . 14.667 183.1816 238.43 . .Q V - 14.750 184.8593 243.60 . - Q V 14.833 186.5740 248.97 . . Q V . . 14.917 188.3276 254.63 . . Q V . 15.000 190.1206 260.34 . . Q V . . 15.083 191.9548 266.32 . Q V . . 15.167 193.8318 272.55 . Q V . . 15.250 195.7550 279.25 . Q V . . - 15.333 197.7276 286.41 . . Q V . . 15.417 199.7532 294.12 . . Q V . 15.500 201.8370 302.57 . Q V. 15.583 203.9853 311.93 . Q V. 15.667 206.2055 322.37 . Q V. -, 15.750 208.5081 334.35 . Q V. 15.833 210.9077 348.42 . Q V. - 15.917 213.4348 366.93 . . Q V • 16.000 216.1404 392.85 . QV 16.083 219.1866 442.31 . V Q .-- 16.167 222.6017 495.87 . . .V Q 16.250 226.3319 541.62 . . .V Q • - 16.333 230.4238 594.15 . .V Q. . 16.417 234.8402 641.26 . . V . Q . 16.500 239.6671 700.86 . . V Q . 16.583 244.7841 743.00 . . V Q - 16.667 250.0458 763.99 . . V Q 16.750 255.3990 777.29 . . V Q - 16.833 260.6179 757.78 . . V Q - - 16.917 265.6215 726.52 . V Q - ..4 17.000 270.1458 656.93 . . V . Q • 17.083 274.2920 602.03 . V Q °.. 17.167 278.0940 552.05 . . V Q 17.250 281.6837 521.22 . Q 17.333 285.0319 486.16 . . Q V . . 17.417 288.1521 453.06 . . . Q V . 17.500 291.1695 438.12 . •Q V . ° 17.583 294.0028 411.40 . Q V . 17.667 296.7033 392.11 . . Q• V . "' 17.750 299.2944 376.23 . Q • V 17.833 301.7898 362.33 . Q . V . 17.917 304.1909 348.64 . Q V 18.000 306.4868 333.37 . Q V . e 18.083 308.7281 325.44 . Q V. 18.167 310.8791 312.32 . Q V. ''. 18.250 312.9912 306.67 . Q . V. . 18.333 315.0407 297.60 . Q . V. . 18.417 317.0409 290.43 . Q . V. . • 18.500 318.9993 284.36 . Q . V . 18.583 320.9237 279.41 Q . V . 18.667 322.8172 274.94 . Q . V . . 18.750 324.6763 269.94 Q . V . 18.833 326.5223 268.04 Q . V . ",. 18.917 328.3539 265.95 . Q . .V . 19.000 330.1652 263.00 Q . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 349.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) < - -* <= flowby structure .m basin (maximum flowby Q = 349.0 cfs) storage - V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: 0 MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME 0 (HRS) (CFS) (CFS) (AF) 14.083 212.0 212.0 .000 . 14.166 214.9 214.9 .000 0 14.249 218.0 218.0 .000 14.333 221.4 221.4 .000 14.416 225.1 225.1 .000 m m 14.499 229.2 229.2 .000 14.583 233.7 233.7 .000 14.666 238.4 238.4 .000 m 14.749 243.6 243.6 .000 14.833 249.0 249.0 .000 -, 14.916 254.6 254.6 .000 14.999 260.3 260.3 .000 15.083 266.3 266.3 .000 m 15.166 272.5 272.5 .000 15.249 279.3 279.3 .000 -. 15.333 286.4 286.4 .000 15.416 294.1 294.1 .000 15.499 302.6 302.6 .000 15.583 311.9 311.9 .000 15.666 322.4 322.4 .000 - 15.749 334.3 334.3 .000 15.833 348.4 348.4 .000 m, 15.916 366.9 349.0 .124 15.999 392.9 349.0 .426 16.083 442.3 349.0 1.068 m 16.166 495.9 349.0 2.080 16.249 541.6 349.0 3.406 - 16.333 594.1 349.0 5.095 16.416 641.3 349.0 7.107 16.499 700.9 349.0 9.531 16.583 743.0 349.0 12.244 16.666 764.0 349.0 15.102 . 16.749 777.3 349.0 18.052 16.833 757.8 349.0 20.867 16.916 726.5 349.0 23.467 16.999 656.9 349.0 25.588 17.083 602.0 349.0 27.331 17.166 552.0 349.0 28.729 17.249 521.2 349.0 29.915 17.333 486.2 349.0 30.860 17.416 453.1 349.0 31.576 17.499 438.1 349.0 32.190 17.583 411.4 349.0 32.620 17.666 392.1 349.0 32.917 17.749 376.2 349.0 33.104 17.833 362.3 349.0 33.196 17.916 348.6 348.6 33.196 17.999 333.4 333.4 33.196 18.083 325.4 325.4 33.196 18.166 312.3 312.3 33.196 18.249 306.7 306.7 33.196 m 18.333 297.6 297.6 33.196 m 18.416 290.4 290.4 33.196 18.499 284.4 284.4 33.196 m 18.583 279.4 279.4 33.196 m 18.666 274.9 274.9 33.196 18.749 269.9 269.9 33.196 18.833 268.0 268.0 33.196 18.916 265.9 265.9 33.196 w 18.999 263.0 263.0 33.196 FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 7 " » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< n ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) ,,,. TIME(HRS) VOLUME(AF) Q(CFS) 0. 425.0 850.0 1275.0 1700.0 14.083 575.2404 688.91 . QV . 1 • 4.167 580.0320 695.75 . QV . 14.250 584.8752 703.22 . Q V . - 14.333 589.7757 711.56 . Q V . 14.417 594.7402 720.84 . . Q V . . - 14.500 599.7765 731.27 . QV . . • 14.583 604.8925 742.84 . QV . - 14.667 610.0941 755.27 . QV . . • 14.750 615.3865 768.46 . QV. 14.833 620.7728 782.10 . QV. .._ 14.917 626.2566 796.24 . QV. 15.000 631.8396 810.66 . Q. . 15.083 637.5256 825.61 . Q. . . 15.167 643.3190 841.21 . Q. 15.250 649.2270 857.84 . Q 15.333 655.2573 875.61 . Q 15.417 661.4196 894.75 . VQ 15.500 667.7256 915.64 . VQ - 15.583 674.1899 938.62 V Q 15.667 680.8299 964.13 . .VQ , 15.750 687.6686 992.99 . .V Q 15.833 694.7371 1026.34 . .V Q . ' 15.917 701.9672 1049.81 . .V Q . 16.000 709.3973 1078.86 . .V Q 16.083 717.1169 1120.88 . . V Q . . 16.167 725.2658 1183.22 . . V Q . 16.250 733.9887 1266.56 . . V Q. " 16.333 743.4166 1368.93 . . V . Q 16.417 753.5962 1478.07 . . V . Q al 16.500 764.4857 1581.16 . . V Q • 16.583 775.9130 1659.24 . . . V Q. 16.667 787.5335 1687.30 . . V Q. 16.750 799.0114 1666.60 . V Q. 16.833 810.1323 1614.74 . V Q . "" 16.917 820.8174 1551.48 . V Q . • w 17.000 831.0120 1480.26 . V . Q 17.083 840.7318 1411.31 . V . Q . - 17.167 850.0068 1346.74 . V .Q '"" 17.250 858.8768 1287.92 . . V Q . 17.333 867.3739 1233.78 . . . V Q. . • 17.417 875.5617 1188.87 . Q . . 17.500 883.4892 1151.07 . Q . 17.583 891.1682 1114.99 . QV . 17.667 898.6386 1084.70 . . . Q V . 17.750 905.9293 1058.61 . . . Q V . . 17.833 913.0532 1034.39 . . . Q V . . 17.917 920.0227 1011.97 . . Q V . 18.000 926.7515 977.03 . . Q V . ^" 18.083 933.3024 951.19 . . Q V . 18.167 939.6570 922.68 . . .Q V. . - 18.250 945.8724 902.49 . . .Q V. . 18.333 951.9351 880.29 . Q V. 18.417 957.8727 862.14 . Q V. - 18.500 963.7057 846.95 . Q. V. 18.583 969.4535 834.58 . Q. V. • 18.667 975.1331 824.67 . Q. V _ 18.750 980.7480 815.29 . Q. V 18.833 986.3170 808.63 . Q. V ,. 18.917 991.8339 801.05 . . Q . V . 19.000 997.2929 792.65 . Q . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 5.2 ° » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1043.53 DOWNSTREAM ELEVATION(FT) = 1024.82 CHANNEL LENGTH(FT) = 2667.00 MANNING'S FACTOR = .015 .., CONSTANT LOSS RATE (CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: . MAXIMUM INFLOW(CFS) = 1687.30 . AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1163.00 CHANNEL NORMAL VELOCITY FOR Q = 1163.00 CFS = 15.10 FPS '"' ESTIMATED CHANNEL ROUTING COEFFICIENT = .899 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .974 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) - (HRS) (CFS) (CFS) (CFS) 14.083 688.9 685.5 685.5 14.167 695.7 692.0 692.0 - 14.250 703.2 699.1 699.1 . 14.333 711.6 706.9 706.9 14.417 720.8 715.7 715.7 - 14.500 731.3 725.5 725.5 14.583 742.8 736.4 736.4 14.667 755.3 748.4 748.4 r 14.750 768.5 761.1 761.1 14.833 782.1 774.5 774.5 14.917 796.2 788.4 788.4 15.000 810.7 802.7 802.7 15.083 825.6 817.3 817.3 _ 15.167 841.2 832.5 832.5 15.250 857.8 848.6 848.6 - 15.333 875.6 865.7 865.7 15.417 894.8 884.1 884.1 15.500 915.6 904.1 904.1 15.583 938.6 925.9 925.9 15.667 964.1 950.0 950.0 15.750 993.0 977.0 977.0 15.833 1026.3 1007.9 1007.9 15.917 1049.8 1036.6 1036.6 16.000 1078.9 1062.8 1062.8 16.083 1120.9 1097.7 1097.7 -. 16.167 1183.2 1148.9 1148.9 16.250 1266.6 1220.6 1220.6 16.333 1368.9 1312.3 1312.3 16.417 1478.1 1417.5 1417.5 16.500 1581.2 1523.8 1523.8 16.583 1659.2 1615.5 1615.5 16.667 1687.3 1671.0 1671.0 16.750 1666.6 1677.4 1677.4 16.833 1614.7 1643.1 1643.1 16.917 1551.5 1586.5 1586.5 17.000 1480.3 1519.7 1519.7 17.083 1411.3 1449.7 1449.7 17.167 1346.7 1382.7 1382.7 17.250 1287.9 1320.7 1320.7 17.333 1233.8 1263.9 1263.9 17.417 1188.9 1214.0 1214.0 17.500 1151.1 1172.2 1172.2 . 17.583 1115.0 1135.1 1135.1 17.667 1084.7 1101.6 1101.6 17.750 1058.6 1073.2 1073.2 17.833 1034.4 1047.9 1047.9 17.917 1012.0 1024.5 1024.5 18.000 977.0 996.3 996.3 18.083 951.2 965.7 965.7 18.167 922.7 938.5 938.5 18.250 902.5 913.8 913.8 18.333 880.3 892.6 892.6 18.417 862.1 872.3 872.3 18.500 846.9 855.4 855.4 18.583 834.6 841.5 841.5 18.667 824.7 830.2 830.2 18.750 815.3 820.5 820.5 18.833 808.6 812.4 812.4 18.917 801.0 805.2 805.2 19.000 792.7 797.3 797.3 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 1293.664 AF OUTFLOW VOLUME = 1293.664 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 453.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .820 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .371 LOW LOSS FRACTION = .365 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .37 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .95 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.65 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.85 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .982 30- MINUTE FACTOR = .982 1 -HOUR FACTOR = .982 3 -HOUR FACTOR = .997 6 -HOUR FACTOR = .999 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.163 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .847 46.396 2 2.701 101.568 3 5.225 138.312 4 8.717 191.299 5 13.010 235.188 6 18.740 313.900 7 25.420 365.990 8 32.627 394.793 9 40.207 415.302 ,. 10 47.596 404.765 11 53.838 341.993 12 58.690 265.828 13 62.437 205.251 14 65.741 180.995 15 68.555 154.200 16 70.713 118.211 - 17 72.930 121.457 18 74.715 97.780 - 19 76.281 85.821 20 77.734 79.565 21 79.111 75.463 •-- 22 80.345 67.622 23 81.459 60.994 24 82.514 57.788 25 83.440 50.760 26 84.417 53.492 ,,. 27 85.239 45.069 28 86.030 43.310 29 86.760 39.984 30 87.467 38.746 31 88.059 32.450 -„ 32 88.654 32.598 33 89.252 32.755 34 89.846 32.534 35 90.354 27.828 36 90.826 25.891 37 91.299 25.901 38 91.772 25.901 39 92.195 23.164 40 92.571 20.626 41 92.947 20.605 42 93.324 20.626 43 93.700 20.626 44 94.058 19.563 45 94.360 16.562 46 94.659 16.372 47 94.958 16.373 48 95.256 16.362 - 49 95.556 16.404 50 95.854 16.362 . 51 96.101 13.540 52 96.299 10.803 53 96.496 10.803 . 54 96.693 10.823 55 96.891 10.803 "" 56 97.088 10.803 57 97.285 10.803 58 97.482 10.824 59 97.680 10.824 60 97.877 10.782 4 ' 61 98.027 8.234 62 98.101 4.022 63 98.173 3.980 64 98.246 4.001 65 98.319 4.001 - 66 98.392 4.001 aWa 67 98.465 3.980 68 98.538 4.001 69 98.611 4.001 70 98.684 4.001 71 98.757 3.980 72 98.830 4.001 73 98.903 4.001 74 98.976 4.001 75 99.049 4.001 76 99.122 4.001 77 99.195 4.001 78 99.268 4.001 79 99.341 4.001 80 99.414 4.001 81 99.487 4.001 82 99.560 4.001 83 99.633 4.001 84 99.706 4.001 85 99.779 4.001 86 99.852 4.001 87 99.925 4.001 88 99.998 4.001 89 100.000 .099 TOTAL STORM RAINFALL(INCHES) = 7.84 TOTAL SOIL - LOSS(INCHES) = 2.71 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.14 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 102.2188 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 193.7668 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) • TIME(HRS) VOLUME(AF) Q(CFS) 0. 125.0 250.0 375.0 500.0 '" 14.083 74.6529 109.79 . Q . V . • 14.167 75.4190 111.23 Q V . 14.250 76.1953 112.73 . Q. V . 14.333 76.9824 114.29 Q. V . 14.417 77.7807 115.91 . Q. V . . 14.500 78.5907 117.61 . Q. V . . 14.583 79.4130 119.39 . Q. V . . 14.667 80.2482 121.28 . Q. V . . * 14.750 81.0972 123.27 . Q. V . . 14.833 81.9609 125.41 . Q V . . " 14.917 82.8405 127.71 . Q V . . - 15.000 83.7372 130.21 Q V . 15.083 84.6526 132.91 . Q V . . A 15.167 85.5881 135.84 . Q V . . 15.250 86.5455 139.02 . .Q V . . " 15.333 87.5271 142.52 . .Q V . . 15.417 88.5354 146.41 . .Q V . . 15.500 89.5740 150.81 . . Q V . . m, 15.583 90.6467 155.76 Q V . 15.667 91.7584 161.41 . . Q V . . -° 15.750 92.9141 167.82 . Q V. . 15.833 94.1222 175.41 . Q V. . 15.917 95.3996 185.47 . Q V. . , 16.000 96.7750 199.71 . Q V. 16.083 98.3400 227.24 . . Q V . .» 16.167 100.1133 257.49 . Q . 16.250 102.0668 283.65 . . .VQ . 16.333 104.2252 313.39 . .V Q . • 16.417 106.5718 340.74 . . V Q 16.500 109.1393 372.79 . . V Q. , 16.583 111.8512 393.78 . V Q 16.667 114.6294 403.39 . V . Q " 16.750 117.4095 403.67 . . V . Q . 16.833 120.0875 388.84 . V Q . 16.917 122.5469 357.11 . . V Q . 17.000 124.7623 321.68 . Q . 17.083 126.7732 291.98 . Q V 17.167 128.6482 272.25 . .4 V . 17.250 130.3948 253.60 . Q V 17.333 132.0132 235.00 . Q . V ,«, 17.417 133.5709 226.17 . Q . V . 17.500 135.0332 212.33 . Q V " 17.583 136.4261 202.25 . Q . V . 17.667 137.7652 194.44 . Q . V . • 17.750 139.0567 187.53 . Q V . - 17.833 140.2980 180.23 . Q V . 17.917 141.4940 173.65 . Q V. - 18.000 142.6529 168.28 . 4 . V. . • 18.083 143.7721 162.50 Q . V. . 18.167 144.8672 159.01 Q . V. . 18.250 145.9227 153.26 . . Q . V . • 18.333 146.9507 149.26 Q . V . 18.417 147.9501 145.12 Q . V . "" 18.500 148.9251 141.57 . .4 V 18.583 149.8705 137.27 Q . V . 18.667 150.7984 134.73 Q . .V . - 18.750 151.7095 132.28 Q . V . 18.833 152.6023 129.64 Q . V . • 18.917 153.4708 126.11 Q . V . 19.000 154.3210 123.45 . Q. . .V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 325.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW - (STREAM 2) < - -* <= flowby structure - basin (maximum flowby Q = 325.0 cfs) storage M V STREAM 2 FLOWBY .4 FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 109.8 109.8 .000 14.166 111.2 111.2 .000 14.249 112.7 112.7 .000 14.333 114.3 114.3 .000 , 14.416 115.9 115.9 .000 14.499 117.6 117.6 .000 4, 14.583 119.4 119.4 .000 14.666 121.3 121.3 .000 14.749 123.3 123.3 .000 14.833 125.4 125.4 .000 4, 14.916 127.7 127.7 .000 14.999 130.2 130.2 .000 15.083 132.9 132.9 .000 ,M 15.166 135.8 135.8 .000 15.249 139.0 139.0 .000 " 15.333 142.5 142.5 .000 15.416 146.4 146.4 .000 15.499 150.8 150.8 .000 v 15.583 155.8 155.8 .000 15.666 161.4 161.4 .000 - 15.749 167.8 167.8 .000 p 15.833 175.4 175.4 .000 15.916 185.5 185.5 .000 .., 15.999 199.7 199.7 .000 16.083 227.2 227.2 .000 "� 16.166 257.5 257.5 .000 16.249 283.6 283.6 .000 - 16.333 313.4 313.4 .000 16.416 340.7 325.0 .108 16.499 372.8 325.0 .438 16.583 393.8 325.0 .911 16.666 403.4 325.0 1.451 16.749 403.7 325.0 1.993 16.833 388.8 325.0 2.433 16.916 357.1 325.0 2.654 4- 16.999 321.7 321.7 2.654 17.083 292.0 292.0 2.654 17.166 272.3 272.3 2.654 17.249 253.6 253.6 2.654 17.333 235.0 235.0 2.654 17.416 226.2 226.2 2.654 17.499 212.3 212.3 2.654 17.583 202.3 202.3 2.654 17.666 194.4 194.4 2.654 17.749 187.5 187.5 2.654 17.833 180.2 180.2 2.654 17.916 173.6 173.6 2.654 - 17.999 168.3 168.3 2.654 18.083 162.5 162.5 2.654 18.166 159.0 159.0 2.654 18.249 153.3 153.3 2.654 18.333 149.3 149.3 2.654 4. 18.416 145.1 145.1 2.654 18.499 141.6 141.6 2.654 4 18.583 137.3 137.3 2.654 18.666 134.7 134.7 2.654 18.749 132.3 132.3 2.654 4 18.833 129.6 129.6 2.654 18.916 126.1 126.1 2.654 18.999 123.4 123.4 2.654 WO „.********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 7 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .» FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) ▪ TIME(HRS) VOLUME(AF) Q(CFS) 0. 525.0 1050.0 1575.0 2100.0 - 14.083 647.2568 795.29 . . Q V . . 14.167 652.7885 803.19 . Q V . . 14.250 658.3794 811.80 . Q V . • 14.333 664.0352 821.22 . Q V . . 14.417 669.7626 831.61 . Q V . . • 14.500 675.5691 843.10 . Q V . 14.583 681.4632 855.82 . . Q V . . 14.667 687.4525 869.65 . Q V . . - 14.750 693.5435 884.41 . Q V . . 14.833 699.7414 899.93 . QV . . • 14.917 706.0507 916.10 . Q V. . 15.000 712.4753 932.86 . Q V. . • 15.083 719.0195 950.21 . QV. . - 15.167 725.6888 968.38 . ' QV. . 15.250 732.4907 987.63 . QV. . 15.333 739.4346 1008.27 . Q. . 15.417 746.5320 1030.54 . QV `" 15.500 753.7969 1054.87 . Q . 15.583 761.2462 1081.64 . Q . 15.667 768.9005 1111.40 . VQ . - 15.750 776.7849 1144.81 . VQ 15.833 784.9342 1183.28 . .VQ . • 15.917 793.3508 1222.10 . .V Q . 16.000 802.0457 1262.50 . .V Q 16.083 811.1708 1324.95 . .V Q . . 16.167 820.8564 1406.36 . . V Q . 16.250 831.2159 1504.20 . . V Q • "" 16.333 842.4122 1625.71 . . V Q 16.417 854.4130 1742.51 . . V Q 16.500 867.1456 1848.78 . . V Q . • 16.583 880.5098 1940.48 . . V Q • 16.667 894.2561 1995.97 . . V Q • • 16.750 908.0466 2002.38 . . V Q • 16.833 921.6010 1968.10 . . V Q • • 16.917 934.7653 1911.47 . V Q • 17.000 947.4472 1841.41 . V Q . 17.083 959.4420 1741.64 . V • Q M 17.167 970.8397 1654.95 . V .Q .. ' 17.250 981.6819 1574.30 . . V Q. . 17.333 992.0052 1498.94 . V Q . 17.417 1001.9230 1440.13 . VQ . • 17.500 1011.4590 1384.52 . . QV . 17.583 1020.6690 1337.32 . Q V . 17.667 1029.5950 1296.06 . . Q V . 17.750 1038.2770 1260.71 . . Q V 17.833 1046.7350 1228.12 . - Q V . - 17.917 1054.9870 1198.11 . . Q V . 18.000 1063.0070 1164.55 . . Q V . " 18.083 1070.7770 1128.18 . .Q V . 18.167 1078.3360 1097.50 . Q V. • 18.250 1085.6850 1067.09 . 4 V. . . 18.333 1092.8600 1041.86 . Q. V. 18.417 1099.8670 1017.41 . Q. V. . - 18.500 1106.7340 997.01 . Q . V. 18.583 1113.4740 . 978.76 . Q . V. 18.667 1120.1200 964.95 . Q . V . 18.750 1126.6820 952.79 . Q . V 18.833 1133.1700 942.01 . 4 V . 18.917 1139.5840 931.36 . Q V 19.000 1145.9250 920.75 . Q V END OF FLOOD ROUTING ANALYSIS M ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L O O D aom R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986), SAN BERNARDINO(1986),KERN(1992), SAN JOAQUIN(1995), and COALINGA(1995) (c) Copyright 1989 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1206 Analysis prepared by: ASL Consulting Engineers One Jenner, Suite 200 Irvine, CA 92718 (714) 727 -7099 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * FLOOD ROUTING FOR I -10 CHANNEL FONTANA * WATERSHEDS 1, 2, 3, 4, 5, 6, 7 & 8 REVISED ' SCENARIO IV WITH STREET CAPACITY LIMITS # 1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: N:I10RB408.UH1 TIME /DATE OF STUDY: 18:29 7/11/1995 -********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 1 — » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 241.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .390 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. $ THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .174 LOW LOSS FRACTION = .176 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .978 30- MINUTE FACTOR = .978 1 -HOUR FACTOR = .978 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.368 - RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH - NUMBER MEAN VALUES ORDINATES(CFS) 1 1.881 54.816 2 7.519 164.320 3 17.390 287.705 4 31.680 416.512 5 47.144 450.690 - 6 58.786 339.323 7 66.137 214.267 8 71.368 152.469 - 9 75.288 114.248 10 78.386 90.276 `° 11 80.990 75.902 12 83.152 63.022 13 85.059 55.572 _._ 14 86.676 47.126 15 88.056 40.226 16 89.306 36.426 17 90.444 33.190 18 91.439 28.978 19 92.344 26.385 20 93.136 23.079 -- 21 93.914 22.672 22 94.571 19.147 23 95.199 18.318 24 95.822 18.151 25 96.301 13.960 26 96.716 12.090 27 97.131 12.100 " 28 97.546 12.090 0. 29 97.939 11.472 30 98.139 5.813 31 98.292 4.465 32 98.446 4.481 "., 33 98.599 4.460 34 98.752 4.476 35 98.905 4.465 , 36 99.059 4.470 37 99.212 4.465 38 99.365 4.465 39 99.518 4.465 40 99.672 4.465 .0 41 99.825 4.465 42 99.978 4.465 - 43 100.000 .642 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL- LOSS(INCHES) = 1.46 TOTAL EFFECTIVE RAINFALL(INCHES) = 7.33 M. TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 29.3578 " TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 147.1227 rM 2 - H O U R R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) - TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 - 14.083 64.9089 79.83 . Q V . . 14.167 65.4700 81.47 . Q . V . . 14.250 66.0447 83.45 . Q . V . . - 14.333 66.6355 85.78 . Q . V . . 14.417 67.2436 88.28 . Q . V . . - 14.500 67.8680 90.66 . Q. V . . m 14.583 68.5077 92.89 . Q. V . . 14.667 69.1626 95.10 . Q. V . . - 14.750 69.8332 97.36 . Q. V . . 14.833 70.5200 99.72 . Q. V. . - 14.917 71.2240 102.22 . Q V. . 15.000 71.9464 104.89 . Q V. . 15.083 72.6887 107.78 . Q V. . _ 15.167 73.4524 110.90 . .Q V. . 15.250 74.2398 114.32 . .Q V . 15.333 75.0532 118.10 . .Q V . 15.417 75.8952 122.27 . . Q V . ' 15.500 76.7689 126.85 . . Q V . 15.583 77.6781 132.02 . . Q .V . 15.667 78.6282 137.96 . . Q .V . - 15.750 79.6278 145.14 . . Q .V 15.833 80.6906 154.32 . . Q .V . - 15.917 81.8422 167.20 . . Q . V . 16.000 83.1288 186.83 . . Q . V . 16.083 84.6865 226.17 . . . QV . 16.167 86.6212 280.92 . . . V Q . . 16.250 88.9214 333.99 . . . V . Q . - 16.333 91.4916 373.20 . . . V . Q . 16.417 94.0439 370.60 . . . V . Q . 16.500 96.2597 321.73 . . V . Q . - 16.583 98.1080 268.37 . . . Q . 16.667 99.7177 233.72 . . . Q V . -4 16.750 101.1559 208.84 . . Q V . 16.833 102.4668 190.35 . . Q. V . - 16.917 103.6805 176.23 . . Q V . . ., 17.000 104.8104 164.06 . . Q V . . 17.083 105.8723 154.19 . . Q . V . . - 17.167 106.8696 144.80 . . Q . V. . A 17.250 107.8089 136.39 . . Q . V. 17.333 108.6981 129.11 . . Q . V. . 17.417 109.5411 122.41 . . Q . V. . 17.500 110.3409 116.14 . .Q . V. 44 17.583 111.1048 110.92 . .Q . V 17.667 111.8352 106.04 . Q . V • 17.750 112.5389 102.17 . Q . V . .._„ 17.833 113.2133 97.92 . Q. . V . 17.917 113.8643 94.53 . Q. . V . • 18.000 114.4935 91.37 . Q. . .V 18.083 115.0977 87.73 . Q . .V 18.167 115.6863 85.46 . Q . .V 18.250 116.2680 84.46 . Q . .V 18.333 116.8470 84.08 . Q . .V 18.417 117.4229 83.62 Q . .V . ='� 18.500 117.9852 81.65 . Q . . V 18.583 118.5392 80.44 Q . . v . 18.667 119.0869 79.53 . 4 - . V 18.750 119.6283 78.60 . Q . . V 18.833 120.1632 77.67 . Q . . . v . " 18.917 120.6918 76.75 . Q . . V 19.000 121.2140 75.83 . Q . . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 2 ' » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 569.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW -a• (STREAM 1) < - -* <= flowby structure basin (maximum flowby Q = 569.0 cfs) storage V STREAM 1 FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 1 STREAM 1 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 79.8 79.8 .000 14.166 81.5 81.5 .000 14.249 83.5 83.5 .000 14.333 85.8 85.8 .000 ' 14.416 88.3 88.3 .000 14.499 90.7 90.7 .000 �, 14.583 92.9 92.9 .000 14.666 95.1 95.1 .000 14.749 97.4 97.4 .000 14.833 99.7 99.7 .000 �' 14.916 102.2 102.2 .000 14.999 104.9 104.9 .000 15.083 107.8 107.8 .000 15.166 110.9 110.9 .000 15.249 114.3 114.3 .000 15.333 118.1 118.1 .000 15.416 122.3 122.3 .000 15.499 126.9 126.9 .000 15.583 132.0 132.0 .000 15.666 138.0 138.0 .000 15.749 145.1 145.1 .000 15.833 154.3 154.3 .000 15.916 167.2 167.2 .000 15.999 186.8 186.8 .000 16.083 226.2 226.2 .000 - 16.166 280.9 280.9 .000 16.249 334.0 334.0 .000 16.333 373.2 373.2 .000 16.416 370.6 370.6 .000 16.499 321.7 321.7 .000 16.583 268.4 268.4 .000 16.666 233.7 233.7 .000 16.749 208.8 208.8 .000 16.833 190.3 190.3 .000 16.916 176.2 176.2 .000 _,. 16.999 164.1 164.1 .000 17.083 154.2 154.2 .000 17.166 144.8 144.8 .000 17.249 136.4 136.4 .000 17.333 129.1 129.1 .000 17.416 122.4 122.4 .000 17.499 116.1 116.1 .000 o 17.583 110.9 110.9 .000 17.666 106.0 106.0 .000 17.749 102.2 102.2 .000 17.833 97.9 97.9 .000 17.916 94.5 94.5 .000 17.999 91.4 91.4 .000 18.083 87.7 87.7 .000 "" 18.166 85.5 85.5 .000 18.249 84.5 84.5 .000 - 18.333 84.1 84.1 .000 18.416 83.6 83.6 .000 18.499 81.6 81.6 .000 "' 18.583 80.4 80.4 .000 18.666 79.5 79.5 .000 18.749 78.6 78.6 .000 ,. 18.833 77.7 77.7 .000 18.916 76.7 76.7 .000 "" 18.999 75.8 75.8 .000 FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 „, 14.083 64.9089 79.83 . Q V . . 14.167 65.4700 81.47 . Q . V . . °" 14.250 66.0447 83.45 . Q . V . . 14.333 66.6355 85.78 . Q . V . . u. 14.417 67.2436 88.28 . Q . V . . - 14.500 67.8680 90.66 . Q. V . . 14.583 68.5077 92.89 . Q. V . . 14.667 69.1626 95.10 . Q. V . . 14.750 69.8332 97.36 . Q. V . . 14.833 70.5200 99.72 . Q. V. . 14.917 71.2240 102.22 . Q V. . 15.000 71.9464 104.89 . Q V. . - 15.083 72.6887 107.78 . Q V. . 15.167 73.4524 110.90 . .Q V. . - 15.250 74.2398 114.32 . .Q V . 15.333 75.0532 118.10 . .Q V . 15.417 75.8952 122.27 . . Q V . -n 15.500 76.7689 126.85 . . Q V . 15.583 77.6781 132.02 . Q .V . 15.667 78.6282 137.96 . Q .V . 15.750 79.6278 145.14 . Q .V . 15.833 80.6906 154.32 . Q .V . ..„ 15.917 81.8422 167.20 . Q . V 16.000 83.1288 186.83 . Q . V 16.083 84.6865 226.17 . . QV . 16.167 86.6212 280.92 . . . V Q - . 16.250 88.9214 333.99 . V Q . 16.333 91.4916 373.20 . . V Q 16.417 94.0439 370.60 . V Q - 16.500 96.2597 321.73 . . V . Q . 16.583 98.1080 268.37 . Q • 16.667 99.7177 233.72 . . Q V . „,. 16.750 101.1559 208.84 . Q V . 16.833 102.4668 190.35 . Q. V . - 16.917 103.6805 176.23 . Q V . 17.000 104.8104 164.06 . Q V . - 17.083 105.8723 154.19 . . Q . V . . 17.167 106.8696 144.80 . Q V. 17.250 107.8089 136.39 . Q V. wr 17.333 108.6981 129.11 Q . V. . 17.417 109.5411 122.41 Q . V. . • 17.500 110.3409 116.14 . .Q V. 17.583 111.1048 110.92 . .4 V 17.667 111.8352 106.04 Q . V . • 17.750 112.5389 102.17 . Q V 17.833 113.2133 97.92 Q. . V . '" 17.917 113.8643 94.53 . Q. V 18.000 114.4935 91.37 . Q. . .V . 18.083 115.0977 87.73 . Q . . .V . • 18.167 115.6863 85.46 . Q . . .V . 18.250 116.2680 84.46 . Q . . .V . - 18.333 116.8470 84.08 . Q . .V ' 18.417 117.4229 83.62 . Q . .V . 18.500 117.9852 81.65 . Q . . V . . 18.583 118.5392 80.44 Q . . V . • 18.667 119.0869 79.53 . 4 - . V . 18.750 119.6283 78.60 . 4 - . V - 18.833 120.1632 77.67 . Q . . V . 18.917 120.6918 76.75 . 4 - . V . - 19.000 121.2140 75.83 Q . . V , f********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 5.2 » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE y INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1097.39 DOWNSTREAM ELEVATION(FT) = 1090.42 H CHANNEL LENGTH(FT) = 2650.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: - MAXIMUM INFLOW(CFS) = 373.20 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 272.25 "` CHANNEL NORMAL VELOCITY FOR Q = 272.25 CFS = 7.49 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .815 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .823 CONVEX METHOD CHANNEL ROUTING RESULTS: - OUTFLOW LESS MODEL INFLOW ROUTED LOSS "" TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) - 14.083 79.8 78.3 78.3 a 14.167 81.5 79.6 79.6 14.250 83.5 81.2 81.2 - 14.333 85.8 83.1 83.1 14.417 88.3 85.4 85.4 14.500 90.7 87.8 87.8 - 14.583 92.9 90.2 90.2 14.667 95.1 92.5 92.5 14.750 97.4 94.7 94.7 14.833 99.7 97.0 97.0 14.917 102.2 99.3 99.3 15.000 104.9 101.8 101.8 15.083 107.8 104.4 104.4 15.167 110.9 107.3 107.3 15.250 114.3 110.4 110.4 15.333 118.1 113.7 113.7 15.417 122.3 117.5 117.5 15.500 126.9 121.6 121.6 15.583 132.0 126.1 126.1 15.667 138.0 131.2 131.2 15.750 145.1 137.0 137.0 15.833 154.3 144.0 144.0 15.917 167.2 152.9 152.9 16.000 186.8 165.3 165.3 16.083 226.2 184.3 184.3 16.167 280.9 220.5 220.5 16.250 334.0 272.0 272.0 16.333 373.2 324.3 324.3 16.417 370.6 364.5 364.5 - 16.500 321.7 367.9 367.9 16.583 268.4 328.2 328.2 16.667 233.7 277.8 277.8 16.750 208.8 240.7 240.7 16.833 190.3 213.9 213.9 16.917 176.2 194.0 194.0 17.000 164.1 179.0 179.0 17.083 154.2 166.4 166.4 17.167 144.8 156.0 156.0 17.250 136.4 146.5 146.5 17.333 129.1 137.9 137.9 17.417 122.4 130.5 130.5 17.500 116.1 123.6 123.6 17.583 110.9 117.3 117.3 17.667 106.0 111.9 111.9 17.750 102.2 107.0 107.0 17.833 97.9 102.9 102.9 17.917 94.5 98.7 98.7 18.000 91.4 95.2 95.2 18.083 87.7 91.9 91.9 18.167 85.5 88.4 88.4 18.250 84.5 85.9 85.9 18.333 84.1 84.7 84.7 18.417 83.6 84.2 84.2 18.500 81.6 83.7 83.7 18.583 80.4 82.0 82.0 18.667 79.5 80.7 80.7 18.750 78.6 79.7 79.7 18.833 77.7 78.8 78.8 18.917 76.7 77.8 77.8 19.000 75.8 76.9 76.9 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 147.123 AF OUTFLOW VOLUME = 147.123 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS « «< ° (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 370.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .760 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .290 LOW LOSS FRACTION = .275 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .978 30- MINUTE FACTOR = .978 1 -HOUR FACTOR = .978 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.965 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .914 40.887 2 2.965 91.776 3 5.840 128.654 4 9.800 177.210 5 14.937 229.845 6 21.573 296.939 7 29.027 333.536 8 37.172 364.496 9 45.147 356.833 10 52.442 326.428 11 57.921 245.198 12 62.123 187.991 13 65.691 159.675 14 68.715 135.303 15 71.003 102.394 16 73.378 106.255 17 75.215 82.210 18 76.841 72.755 19 78.377 68.742 20 79.814 64.295 21 81.010 53.506 22 82.230 54.590 23 83.218 44.217 24 84.291 48.018 25 85.185 40.012 ' ' 26 86.039 38.215 27 86.826 35.230 28 87.574 33.448 29 88.206 28.303 30 88.851 28.829 31 89.496 28.869 32 90.106 27.299 33 90.621 23.059 34 91.131 22.828 35 91.641 22.811 °° 36 92.118 21.353 37 92.526 18.261 38 92.933 18.173 39 93.339 18.181 40 93.745 18.173 41 94.119 16.746 42 94.442 14.458 43 94.765 14.435 44 95.087 14.427 45 95.410 14.427 46 95.732 14.427 47 96.031 13.359 48 96.249 9.772 49 96.462 9.517 50 96.675 9.548 51 96.888 9.517 52 97.101 9.517 - 53 97.314 9.533 54 97.527 9.533 55 97.740 9.533 56 97.947 9.278 57 98.061 5.101 58 98.140 3.523 59 98.219 3.539 "" 60 98.297 3.491 61 98.376 3.539 62 98.455 3.523 - 63 98.533 3.507 64 98.612 3.523 ' 65 98.691 3.539 66 98.769 3.507 67 98.848 3.523 68 98.927 3.523 69 99.005 3.523 70 99.084 3.523 . 71 99.163 3.523 72 99.242 3.523 . 73 99.320 3.523 74 99.399 3.523 ' 75 99.478 3.523 76 99.557 3.523 77 99.635 3.523 - 78 99.714 3.523 79 99.793 3.523 80 99.871 3.523 81 99.950 3.523 82 100.000 2.230 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.29 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.50 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 70.7203 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 200.2383 p .9F 2 - H O U R R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) °' TIME(HRS) VOLUME (AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 14.083 83.0794 101.87 . Q V . . 14.167 83.7912 103.36 . Q V . . 14.250 84.5142 104.98 . Q V . 14.333 85.2497 106.79 . Q V . . 14.417 85.9990 108.80 . Q V . . 14.500 86.7636 111.03 . .Q V . . 14.583 87.5448 113.42 Q V . 14.667 88.3437 116.00 . .Q V . . 14.750 89.1612 118.69 . .Q V . . 14.833 89.9978 121.48 . . Q V . . - 14.917 90.8535 124.25 . . Q V . . 15.000 91.7289 127.11 . . Q V . . 15.083 92.6249 130.10 . Q V . . 15.167 93.5429 133.29 . Q V . . 15.250 94.4840 136.65 . Q V . . 15.333 95.4506 140.35 . Q V. . 15.417 96.4444 144.30 . Q V. . 15.500 97.4681 148.64 . Q V. . 15.583 98.5249 153.45 . . Q V. . 15.667 99.6191 158.88 . Q V. . 15.750 100.7560 165.07 . Q V 15.833 101.9438 172.46 . . Q V . 15.917 103.1984 182.17 . . Q V . 16.000 104.5484 196.03 . QV 16.083 106.0808 222.50 . .VQ 16.167 107.8198 252.50 . .V Q 16.250 109.7443 279.44 . .V Q . - 16.333 111.8730 309.09 . . V Q 16.417 114.2020 338.17 . . V Q 16.500 116.7266 366.58 . . V Q . • 16.583 119.3554 381.69 . V . Q 16.667 122.0261 387.79 . V . Q • 16.750 124.6198 376.61 . . V Q . 16.833 127.0533 353.34 . V Q 16.917 129.2303 316.10 . V .Q *,, 17.000 131.2015 286.22 . V Q . 17.083 133.0270 265.06 . Q . • 17.167 134.7252 246.58 . . Q V . 17.250 136.2956 228.03 . . Q V . 17.333 137.8036 218.96 . .Q V • 17.417 139.2108 204.32 . 4 V . 17.500 140.5480 194.17 . Q. V . . ' 17.583 141.8290 186.00 . Q . V . 17.667 143.0561 178.17 . Q V . . • 17.750 144.2228 169.42 . Q V . . 17.833 145.3519 163.93 . Q V. . 17.917 146.4294 156.46 . Q V. - 18.000 147.4803 152.59 . 4 V. . ' 18.083 148.4889 146.45 . Q . V. . 18.167 149.4690 142.31 . Q V. . • 18.250 150.4217 138.33 . Q . V . 18.333 151.3517 135.04 . Q V . 18.417 152.2581 131.61 . Q V . • 18.500 153.1540 130.09 . Q V . 18.583 154.0402 128.67 . . Q V . 18.667 154.9148 127.00 . . Q V . . 18.750 155.7750 124.90 . . Q .V . 18.833 156.6278 123.83 . . Q .V . ' 18.917 157.4718 122.54 . . Q .V . 19.000 158.3030 120.69 . . 4 .V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: '" FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 326.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. ffi INFLOW (STREAM 2) <-- <= flowby structure - basin (maximum flowby Q = 326.0 cfs) storage V STREAM 2 FLOWBY M FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 101.9 101.9 .000 14.166 103.4 103.4 .000 ,., 14.249 105.0 105.0 .000 14.333 106.8 106.8 .000 14.416 108.8 108.8 .000 . 14.499 111.0 111.0 .000 14.583 113.4 113.4 .000 14.666 116.0 116.0 .000 .. 14.749 118.7 118.7 .000 14.833 121.5 121.5 .000 "` 14.916 124.2 124.2 .000 14.999 127.1 127.1 .000 15.083 130.1 130.1 .000 15.166 133.3 133.3 .000 15.249 136.7 136.7 .000 15.333 140.4 140.4 .000 15.416 144.3 144.3 .000 15.499 148.6 148.6 .000 __ 15.583 153.4 153.4 .000 15.666 158.9 158.9 .000 15.749 165.1 165.1 .000 15.833 172.5 172.5 .000 15.916 182.2 182.2 .000 15.999 196.0 196.0 .000 16.083 222.5 222.5 .000 -° 16.166 252.5 252.5 .000 16.249 279.4 279.4 .000 16.333 309.1 309.1 .000 16.416 338.2 326.0 .084 16.499 366.6 326.0 .363 . 16.583 381.7 326.0 .747 16.666 387.8 326.0 1.172 16.749 376.6 326.0 1.521 16.833 353.3 326.0 1.709 16.916 316.1 316.1 1.709 ■4 16.999 286.2 286.2 1.709 17.083 265.1 265.1 1.709 17.166 246.6 246.6 1.709 17.249 228.0 228.0 1.709 17.333 219.0 219.0 1.709 17.416 204.3 204.3 1.709 17.499 194.2 194.2 1.709 r 17.583 186.0 186.0 1.709 17.666 178.2 178.2 1.709 " 17.749 169.4 169.4 1.709 17.833 163.9 163.9 1.709 17.916 156.5 156.5 1.709 17.999 152.6 152.6 1.709 18.083 146.5 146.5 1.709 18.166 142.3 142.3 1.709 18.249 138.3 138.3 1.709 18.333 135.0 135.0 1.709 4 18.416 131.6 131.6 1.709 18.499 130.1 130.1 1.709 18.583 128.7 128.7 1.709 18.666 127.0 127.0 1.709 18.749 124.9 124.9 1.709 .. 18.833 123.8 123.8 1.709 18.916 122.5 122.5 1.709 wif 18.999 120.7 120.7 1.709 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 7 "° » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< x ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME (AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 • 14.083 147.3442 180.19 . Q V . 14.167 148.6044 182.97 . Q V . • • 14.250 149.8866 186.19 . Q V . . 14.333 151.1946 189.92 . Q V . . • 14.417 152.5320 194.19 . .Q V . . • 14.500 153.9017 198.88 . .Q V . • 14.583 155.3044 203.66 . .Q V . . 14.667 156.7403 208.50 . .Q V . . _ 14.750 158.2100 213.41 . • Q V . . 14.833 159.7145 218.45 . • Q V . . - 14.917 161.2542 223.57 . • Q V . . 15.000 162.8307 228.90 . • Q V . . 15.083 164.4460 234.54 . • Q V. . • 15.167 166.1028 240.58 . • Q V. . 15.250 167.8041 247.02 . • Q V. . 15.333 169.5541 254.10 . • Q V. . 15.417 171.3569 261.77 . • Q V. . 15.500 173.2178 270.21 . Q V 15.583 175.1430 279.53 . Q V Ave 15.667 177.1405 290.05 . Q V . 15.750 179.2208 302.06 . Q V . 15.833 181.4003 316.46 . Q V 4 " 15.917 183.7080 335.08 . Q.V 16.000 186.1966 361.34 . QV 16.083 188.9982 406.79 . .V Q «" 16.167 192.2559 473.03 . . V Q . 16.250 196.0534 551.40 . . V .Q • 16.333 200.4155 633.38 . . V Q . 16.417 205.1709 690.47 . . V Q. 16.500 209.9501 693.95 . . V Q. . 16.583 214.4555 654.18 . . V Q . 16.667 218.6141 603.83 . V Q 4 16.750 222.5170 566.71 . V • . Q 16.833 226.2351 539.87 . V Q 16.917 229.7486 510.15 . V Q. . • 17.000 232.9524 465.20 . 4 . 17.083 235.9238 431.44 . . Q V . 17.167 238.6966 402.62 . . Q V . ' 17.250 241.2761 374.54 . .4 V . 17.333 243.7341 356.90 . Q V 17.417 246.0397 334.78 . Q. V m 17.500 248.2284 317.80 . Q . V . . 17.583 250.3172 303.29 . 4 . V . . - 17.667 252.3148 290.06 . Q V. 17.750 254.2182 276.37 . Q V. 17.833 256.0558 266.81 . Q V. . 17.917 257.8130 255.15 Q . V. . 18.000 259.5193 247.75 . Q . V . ' 18.083 261.1610 238.37 . Q . V . 18.167 262.7498 230.70 Q . V • 18.250 264.2945 224.28 . . Q V . . 18.333 265.8079 219.75 . . Q . V . 18.417 267.2939 215.78 . . Q . V . - 18.500 268.7660 213.74 . . Q .V . 18.583 270.2166 210.63 . . Q .V • 18.667 271.6469 207.68 Q . V . a 18.750 273.0561 204.61 Q . V . 18.833 274.4514 202.59 . .Q .V - 18.917 275.8314 200.38 . .Q . .V . 19.000 277.1923 197.60 . .Q . . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 5.2 » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, - U.S. Department of Commerce) . ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1090.42 DOWNSTREAM ELEVATION(FT) = 1084.02 CHANNEL LENGTH(FT) = 1455.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: �, MAXIMUM INFLOW(CFS) = 693.95 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 512.69 CHANNEL NORMAL VELOCITY FOR Q = 512.69 CFS = 10.78 FPS ' ESTIMATED CHANNEL ROUTING COEFFICIENT = .864 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .983 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS - MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.083 180.2 179.2 179.2 ,. 14.167 183.0 181.8 181.8 14.250 186.2 184.9 184.9 14.333 189.9 188.4 188.4 14.417 194.2 192.5 192.5 14.500 198.9 197.0 197.0 14.583 203.7 201.7 201.7 14.667 208.5 206.5 206.5 14.750 213.4 211.4 211.4 14.833 218.5 216.4 216.4 14.917 223.6 221.5 221.5 15.000 228.9 226.7 226.7 �. 15.083 234.5 232.3 232.3 15.167 240.6 238.1 238.1 15.250 247.0 244.4 244.4 15.333 254.1 251.2 251.2 15.417 • 261.8 258.7 258.7 15.500 270.2 266.8 266.8 - 15.583 279.5 275.8 275.8 15.667 290.0 285.8 285.8 •m 15.750 302.1 297.2 297.2 15.833 316.5 310.6 310.6 15.917 335.1 327.6 327.6 16.000 361.3 350.7 350.7 16.083 406.8 388.5 388.5 16.167 473.0 446.3 446.3 16.250 551.4 519.7 519.7 16.333 633.4 600.1 600.1 ro 16.417 690.5 667.1 667.1 16.500 693.9 692.2 692.2 . 16.583 654.2 670.0 670.0 16.667 603.8 624.2 624.2 16.750 566.7 581.9 581.9 16.833 539.9 550.8 550.8 16.917 510.1 522.2 522.2 17.000 465.2 483.3 483.3 17.083 431.4 445.2 445.2 17.167 402.6 414.3 414.3 17.250 374.5 385.9 385.9 17.333 356.9 364.1 364.1 17.417 334.8 343.7 343.7 17.500 317.8 324.7 324.7 17.583 303.3 309.2 309.2 17.667 290.1 295.4 295.4 17.750 276.4 281.9 281.9 17.833 266.8 270.7 270.7 17.917 255.2 259.9 259.9 •44 18.000 247.8 250.8 250.8 18.083 238.4 242.2 242.2 "" 18.167 230.7 233.8 233.8 18.250 224.3 226.9 226.9 18.333 219.7 221.6 221.6 ,4 18.417 215.8 217.4 217.4 18.500 213.7 214.6 214.6 18.583 210.6 211.9 211.9 18.667 207.7 208.9 208.9 18.750 204.6 205.9 205.9 .� 18.833 202.6 203.4 203.4 18.917 200.4 201.3 201.3 " 19.000 197.6 198.7 198.7 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 345.652 AF OUTFLOW VOLUME = 345.652 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 o » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 705.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .760 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .323 LOW LOSS FRACTION = .303 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .978 30- MINUTE FACTOR = .978 1 -HOUR FACTOR = .978 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.965 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .914 77.907 2 2.965 174.871 3 5.840 245.139 4 9.800 337.657 5 14.937 437.947 6 21.573 565.789 W 7 29.027 635.522 8 37.172 694.513 .. 9 45.147 679.911 . 10 52.442 621.978 11 57.921 467.202 . 12 62.123 358.199 13 65.691 304.246 Am 14 68.715 257.806 * 15 71.003 195.101 16 73.378 202.459 A. 17 75.215 156.644 18 76.841 138.628 19 78.377 130.981 20 79.814 122.507 21 81.010 101.951 *- 22 82.230 104.017 23 83.218 84.251 24 84.291 91.495 25 85.185 76.239 26 86.039 72.814 ,. 27 86.826 67.127 28 87.574 63.732 29 88.206 53.929 30 88.851 54.932 31 89.496 55.008 - 32 90.106 52.016 33 90.621 43.936 34 91.131 43.496 35 91.641 43.465 36 92.118 40.686 37 92.526 34.794 38 92.933 34.626 39 93.339 34.642 40 93.745 34.627 41 94.119 31.908 * 42 94.442 27.549 43 94.765 27.504 44 95.087 27.489 45 95.410 27.488 "" 46 95.732 27.488 47 96.031 25.454 48 96.249 18.620 * 49 96.462 18.134 50 96.675 18.194 51 96.888 18.134 52 97.101 18.134 �. 53 97.314 18.164 54 97.527 18.164 55 97.740 18.164 56 97.947 17.678 57 98.061 9.720 58 98.140 6.712 * 59 98.219 6.743 60 98.297 6.652 * 61 98.376 6.744 62 98.455 6.712 ., 63 98.533 6.682 64 98.612 6.712 65 98.691 6.743 a 66 98.769 6.682 67 98.848 6.713 68 98.927 6.712 69 99.005 6.713 70 99.084 6.712 71 99.163 6.712 72 99.242 6.712 73 99.320 6.712 74 99.399 6.712 75 99.478 6.712 76 99.557 6.712 77 99.635 6.712 78 99.714 6.712 79 99.793 6.712 80 99.871 6.712 81 99.950 6.712 82 100.000 4.248 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.53 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.26 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 148.5729 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 367.7200 .0 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) ' TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 .' 14.083 152.1862 186.62 . Q. V . . • 14.167 153.4902 189.33 . Q. V . . 14.250 154.8146 192.30 . Q. V . . 14.333 156.1618 195.62 . Q. V . . 14.417 157.5344 199.30 . Q. V . . 14.500 158.9352 203.39 . Q V . . 14.583 160.3661 207.77 . Q V . . 14.667 161.8296 212.50 . Q V . . • 14.750 163.3270 217.43 . Q V . . 14.833 164.8596 222.53 . .Q V . • -" 14.917 166.4271 227.60 . .Q V . • 15.000 168.0307 232.84 . .Q V . . 15.083 169.6720 238.32 . .Q V . . 15.167 171.3535 244.16 . . Q V . . 15.250 173.0775 250.33 . . Q V . • --' 15.333 174.8481 257.10 . . Q V. . 15.417 176.6686 264.33 . Q V. . 15.500 178.5438 272.28 . Q V. . . 15.583 180.4797 281.08 . Q V. . • 15.667 182.4841 291.04 . • Q V. . - 15.750 184.5665 302.36 . Q V . 15.833 186.7420 315.89 . . Q V . 15.917 189.0408 333.77 . Q V • 16.000 191.5166 359.49 . Q V 16.083 194.3347 409.19 . QV • 16.167 197.5411 465.57 . . .V Q . 16.250 201.0958 516.15 . .V Q - 16.333 205.0350 571.97 . . V Q . . 16.417 209.3523 626.87 . . V .Q 16.500 214.0401 680.66 . . V • Q . .. 16.583 218.9255 709.37 . . V Q . 16.667 223.8919 721.11 . . V Q . • 16.750 228.7138 700.15 . . V Q 16.833 233.2338 656.30 . V . Q 16.917 237.2694 585.97 . V Q. 17.000 240.9176 529.71 . Q . 17.083 244.2928 490.08 . . Q V . • 17.167 247.4299 455.52 . . Q V . 17.250 250.3279 420.78 . .Q V . 17.333 253.1106 404.06 . 4 V . .. 17.417 255.7049 376.68 . 4 . V . 17.500 258.1693 357.83 . Q . V . 17.583 260.5295 342.71 . Q . V . 17.667 262.7900 32 &.22 . Q . V . . - 17.750 264.9384 311.93 . Q V . 17.833 267.0172 301.85 . Q . V. 17.917 269.0004 287.96 . 4 V. . • 18.000 270.9349 280.88 . 4 . V. . ' 18.083 272.7906 269.46 . Q V. . 18.167 274.5936 261.79 . Q V. . 18.250 276.3458 254.42 . . Q V . • 18.333 278.0561 248.32 . . Q V . 18.417 279.7223 241.93 . . Q V . - 18.500 281.3694 239.16 . .Q V . 18.583 282.9985 236.54 . .4 V . 18.667 284.6061 233.43 . .Q V . _ 18.750 286.1866 229.49 . .Q .V 18.833 287.7535 227.51 . .4 .V . -°° 18.917 289.3040 225.14 . .Q .V . 19.000 290.8308 221.69 . .4 .V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 2 - » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: "' FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 167.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) <-- <= flowby structure basin (maximum flowby Q = 167.0 cfs) storage - V STREAM 2 . FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME . (HRS) (CFS) (CFS) (AF) 14.083 186.6 167.0 1.432 14.166 189.3 167.0 1.586 14.249 192.3 167.0 1.760 14.333 195.6 167.0 1.957 - 14.416 199.3 167.0 2.180 ' 14.499 203.4 167.0 2.431 w 14.583 207.8 167.0 2.711 14.666 212.5 167.0 3.025 14.749 217.4 167.0 3.372 14.833 222.5 167.0 3.754 - 14.916 227.6 167.0 4.172 14.999 232.8 167.0 4.625 15.083 238.3 167.0 5.116 15.166 244.2 167.0 5.648 15.249 250.3 167.0 6.222 15.333 257.1 167.0 6.842 15.416 264.3 167.0 7.512 15.499 272.3 167.0 8.238 _ 15.583 281.1 167.0 9.023 15.666 291.0 167.0 9.878 15.749 302.4 167.0 10.810 15.833 315.9 167.0 11.835 15.916 333.8 167.0 12.984 15.999 359.5 167.0 14.309 16.083 409.2 167.0 15.977 - 16.166 465.6 167.0 18.034 16.249 516.1 167.0 20.438 - 16.333 572.0 167.0 23.227 16.416 626.9 167.0 26.394 16.499 680.7 167.0 29.932 16.583 709.4 167.0 33.667 16.666 721.1 167.0 37.484 16.749 700.1 167.0 41.155 16.833 656.3 167.0 44.525 16.916 586.0 167.0 47.411 16.999 529.7 167.0 49.909 17.083 490.1 167.0 52.134 17.166 455.5 167.0 54.121 17.249 420.8 167.0 55.869 17.333 404.1 167.0 57.501 17.416 376.7 167.0 58.945 17.499 357.8 167.0 60.260 - 17.583 342.7 167.0 61.470 17.666 328.2 167.0 62.580 17.749 311.9 167.0 63.578 17.833 301.9 167.0 64.507 17.916 288.0 167.0 65.340 - 17.999 280.9 167.0 66.124 18.083 269.5 167.0 66.830 ." 18.166 261.8 167.0 67.483 18.249 254.4 167.0 68.085 18.333 248.3 167.0 68.645 18.416 241.9 167.0 69.161 18.499 239.2 167.0 69.658 ." 18.583 236.5 167.0 70.137 18.666 233.4 167.0 70.595 18.749 229.5 167.0 71.025 18.833 227.5 167.0 71.442 18.916 225.1 167.0 71.842 """ 18.999 221.7 167.0 72.219 „.********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 7 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 - 14.083 297.5948 346.21 . Q V . . 14.167 299.9973 348.85 . Q V . . 14.250 302.4208 351.89 . Q V . - 14.333 304.8685 355.41 . . Q V. . 14.417 307.3441 359.46 . . Q V. . °°" 14.500 309.8509 363.98 . Q V. 14.583 312.3903 368.72 . Q V. 14.667 314.9629 373.53 . Q V. - 14.750 317.5690 378.41 . Q V. 14.833 320.2095 383.40 . Q V 14.917 322.8851 388.49 . Q V 15.000 325.5968 393.74 . Q V • 15.083 328.3465 399.25 . Q V 15.167 331.1366 405.13 . Q V 15.250 333.9700 411.41 . Q V - 15.333 336.8504 418.23 . Q .V 15.417 339.7820 425.66 . Q .V - 15.500 342.7695 433.79 . Q.V 15.583 345.8188 442.76 . Q.V 15.667 348.9372 452.79 . QV • 15.750 352.1341 464.20 . Q V 15.833 355.4236 477.63 . .QV ' 15.917 358.8296 494.56 . .QV 16.000 362.3953 517.74 . . VQ . 16.083 366.2209 555.48 . . V Q 16.167 370.4447 613.30 . . V Q . 16.250 375.1740 686.69 . . V Q "" 16.333 380.4573 767.14 . . V . Q 16.417 386.2021 834.14 . . V Q • 16.500 392.1192 859.17 . . V Q . • 16.583 397.8838 837.01 . . V Q • 16.667 403.3327 791.18 . . V Q ' 16.750 408.4901 748.86 . V . Q 16.833 413.4338 717.83 . V .Q 16.917 418.1803 689.19 . V Q . 17.000 422.6592 650.33 . V Q . 17.083 426.8755 612.21 . VQ . -, 17.167 430.8793 581.34 . Q V . ' 17.250 434.6874 552.94 . . Q V . 17.333 438.3453 531.13 . Q V 17.417 441.8627 510.72 . . Q V . 17.500 445.2492 491.72 . .Q V 17.583 448.5287 476.19 . .Q V 17.667 451.7136 462.44 . Q V . 17.750 454.8053 448.92 . Q. V . 17.833 457.8199 437.72 . Q. V . ,a. 17.917 460.7598 426.87 . Q . V . 18.000 463.6371 417.78 . Q . V. . '*'' 18.083 466.4550 409.16 . Q . V. . 18.167 469.2155 400.82 . Q V. . - 18.250 471.9283 393.89 . Q V. .. 18.333 474.6046 388.60 . Q . V. 18.417 477.2519 384.39 . Q V. . - 18.500 479.8799 381.58 . Q V 18.583 482.4893 378.89 . Q V 18.667 485.0780 375.88 . Q V . • 18.750 487.6458 372.85 . Q V 18.833 490.1969 370.42 . Q V • 18.917 492.7332 368.28 . Q . V 19.000 495.2520 365.72 . Q V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 5.2 "" » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE - INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ..... ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1084.02 DOWNSTREAM ELEVATION(FT) = 1070.82 CHANNEL LENGTH(FT) = 1460.00 MANNING'S FACTOR = .015 - CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 859.17 AVERAGE FLOWRATE IN EXCESS OF 506 MAXIMUM INFLOW = 591.00 CHANNEL NORMAL VELOCITY FOR Q = 591.00 CFS = 14.50 FPS `" ESTIMATED CHANNEL ROUTING COEFFICIENT = .895 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE - UNIT INTERVALS IS CSTAR = .997 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS .. MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.083 346.2 345.5 345.5 14.167 348.8 348.0 348.0 14.250 351.9 351.0 351.0 14.333 355.4 354.3 354.3 14.417 359.5 358.2 358.2 , 14.500 364.0 362.6 362.6 14.583 368.7 367.3 367.3 14.667 373.5 372.1 372.1 14.750 378.4 376.9 376.9 14.833 383.4 381.9 381.9 ", 14.917 388.5 386.9 386.9 15.000 393.7 392.1 392.1 15.083 399.3 397.6 397.6 _ 15.167 405.1 403.3 403.3 15.250 411.4 409.5 409.5 15.333 418.2 416.2 416.2 15.417 425.7 423.4 423.4 15.500 433.8 431.3 431.3 15.583 442.8 440.0 440.0 15.667 452.8 449.7 449.7 F 15.750 464.2 460.7 460.7 15.833 477.6 473.6 473.6 15.917 494.6 489.4 489.4 16.000 517.7 510.7 510.7 16.083 555.5 544.0 544.0 16.167 613.3 595.8 595.8 16.250 686.7 664.4 664.4 16.333 767.1 742.7 742.7 16.417 834.1 813.8 813.8 16.500 859.2 851.5 851.5 16.583 837.0 843.7 843.7 16.667 791.2 805.1 805.1 16.750 748.9 761.7 761.7 16.833 717.8 727.3 727.3 16.917 689.2 697.9 697.9 17.000 650.3 662.1 662.1 17.083 612.2 623.8 623.8 17.167 581.3 590.7 590.7 17.250 552.9 561.6 561.6 17.333 531.1 537.8 537.8 17.417 510.7 516.9 516.9 17.500 491.7 497.5 497.5 - 17.583 476.2 480.9 480.9 17.667 462.4 466.6 466.6 17.750 448.9 453.0 453.0 17.833 437.7 441.1 441.1 17.917 426.9 430.2 430.2 18.000 417.8 420.5 420.5 18.083 409.2 411.8 411.8 " 18.167 400.8 403.4 403.4 18.250 393.9 396.0 396.0 18.333 388.6 390.2 390.2 . 18.417 384.4 385.7 385.7 18.500 381.6 382.4 382.4 18.583 378.9 379.7 379.7 18.667 375.9 376.8 376.8 18.750 372.9 373.8 373.8 18.833 370.4 371.2 371.2 18.917 368.3 368.9 368.9 19.000 365.7 366.5 366.5 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 637.670 AF OUTFLOW VOLUME = 637.670 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 135.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .450 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .303 LOW LOSS FRACTION = .286 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .978 30- MINUTE FACTOR = .978 1 -HOUR FACTOR = .978 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.519 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.593 26.002 2 6.062 72.964 3 13.463 120.833 '''' 4 24.581 181.518 5 37.932 217.988 6 50.921 212.055 7 59.991 148.079 8 66.149 100.545 - 9 70.771 75.466 10 74.380 58.922 11 77.203 46.081 m 12 79.681 40.472 13 81.756 33.869 14 83.552 29.325 15 85.174 26.482 '- 16 86.574 22.854 17 87.806 20.112 18 88.887 17.648 19 89.950 17.359 20 90.842 14.571 21 91.702 14.027 22 92.450 12.219 23 93.136 11.196 .., 24 93.818 11.132 25 94.403 9.557 - 26 94.948 8.892 27 95.492 8.896 28 96.007 8.403 29 96.384 6.151 30 96.743 5.868 31 97.103 5.875 32 97.463 5.868 33 97.822 5.868 34 98.067 4.002 35 98.200 2.166 36 98.333 2.177 37 98.466 2.163 38 98.599 2.177 39 98.732 2.166 40 98.865 2.170 41 98.997 2.170 42 99.131 2.173 43 99.263 2.170 44 99.396 2.170 45 99.529 2.170 - 46 99.662 2.170 47 99.795 2.170 48 99.928 2.170 49 100.000 1.178 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.39 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.41 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 26.8433 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 72.0205 ... 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) - TIME(HRS) VOLUME (AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 14.083 31.2310 38.34 . Q . V . . - 14.167 31.5000 39.06 . Q . V . . 14.250 31.7749 39.91 . Q V . . • 14.333 32.0567 40.91 . Q . V . . 14.417 32.3461 • 42.03 . Q . V . . 14.500 32.6435 43.18 . Q . V . . 14.583 32.9484 44.26 . Q . V . . 14.667 33.2604 45.31 . Q. V . . - 14.750 33.5797 46.37 . Q. V . . 14.833 33.9067 47.47 . Q. V . . - 14.917 34.2416 48.63 . Q. V. . 15.000 34.5851 49.88 . Q. V. . 15.083 34.9378 51.21 . Q V. . 15.167 35.3004 52.65 . Q V. . 15.250 35.6738 54.22 . Q V. . - 15.333 36.0591 55.95 . .Q V . 15.417 36.4575 57.84 . .Q V . 15.500 36.8702 59.93 . .Q V . • 15.583 37.2991 62.27 . . Q V . 15.667 37.7464 64.95 . Q V . • 15.750 38.2155 68.11 . Q .V . 15.833 38.7118 72.07 . Q .V . 15.917 39.2467 77.67 . . Q .V . 16.000 39.8415 86.36 . . Q . V . 16.083 40.5588 104.15 . . Q V - 16.167 41.4428 128.36 . . . V Q . 16.250 42.4891 151.92 . . . V Q . 16.333 43.6877 174.03 . . . V Q . _ 16.417 44.9455 182.63 . . . V . Q 16.500 46.1394 173.35 . . . V Q . • 16.583 47.1521 147.05 . . . V Q. . 16.667 48.0148 125.27 . . . QV . -" 16.750 48.7774 110.72 . . . Q V . 16.833 49.4652 99.87 . . Q. V . 16.917 50.0931 91.18 . . Q . V . 17.000 50.6790 85.07 . . Q . V . . 17.083 51.2256 79.37 . . Q . V . . • 17.167 51.7392 74.59 . Q . V . . 17.250 52.2248 70.50 Q . V. . 17.333 52.6824 66.44 . Q . V. . -_ 17.417 53.1152 62.84 . . Q . V. . 17.500 53.5258 59.61 . .Q . V. . 17.583 53.9195 57.18 . .Q . V. . 17.667 54.2943 54.42 . Q . V . 17.750 54.6550 52.37 . Q . V . 17.833 55.0008 50.21 . Q . V . 17.917 55.3340 48.39 . Q. . V . • 18.000 55.6570 46.89 . Q. . V . 18.083 55.9685 45.24 . Q. .V . 18.167 56.2724 44.12 . Q . .V . 18.250 56.5712 43.38 Q . .v 18.333 56.8658 42.78 . Q . .V . 18.417 57.1553 42.03 . Q . .V . 18.500 57.4435 41.85 . Q . .V . 18.583 57.7297 41.55 . Q . . V 18.667 58.0124 41.05 . Q . . V ,.,, 18.750 58.2904 40.37 . Q . . V 18.833 58.5603 39.19 . Q - . V 18.917 58.8226 38.10 Q . . V 19.000 59.0813 37.56 . Q . . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ° FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 149.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) <-- <= flowby structure basin (maximum flowby Q = 149.0 cfs) storage v STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 38.3 38.3 .000 14.166 39.1 39.1 .000 14.249 39.9 39.9 .000 14.333 40.9 40.9 .000 14.416 42.0 42.0 .000 4 14.499 43.2 43.2 .000 14.583 44.3 44.3 .000 14.666 45.3 45.3 .000 14.749 46.4 46.4 .000 14.833 47.5 47.5 .000 14.916 48.6 48.6 .000 14.999 49.9 49.9 .000 15.083 51.2 51.2 .000 .,. 15.166 52.6 52.6 .000 15.249 54.2 54.2 .000 - 15.333 55.9 55.9 .000 15.416 57.8 57.8 .000 - 15.499 59.9 59.9 .000 15.583 62.3 62.3 .000 15.666 65.0 65.0 .000 15.749 68.1 68.1 .000 15.833 72.1 72.1 .000 15.916 77.7 77.7 .000 15.999 86.4 86.4 .000 16.083 104.2 104.2 .000 - 16.166 128.4 128.4 .000 16.249 151.9 149.0 .020 " 16.333 174.0 149.0 .193 16.416 182.6 149.0 .424 16.499 173.4 149.0 .592 16.583 147.0 147.0 .592 16.666 125.3 125.3 .592 16.749 110.7 110.7 .592 16.833 99.9 99.9 .592 16.916 91.2 91.2 .592 16.999 85.1 85.1 .592 17.083 79.4 79.4 .592 17.166 74.6 74.6 .592 17.249 70.5 70.5 .592 17.333 66.4 66.4 .592 17.416 62.8 62.8 .592 17.499 59.6 59.6 .592 17.583 57.2 57.2 .592 17.666 54.4 54.4 .592 " 17.749 52.4 52.4 .592 17.833 50.2 50.2 .592 17.916 48.4 48.4 .592 17.999 46.9 46.9 .592 18.083 45.2 45.2 .592 18.166 44.1 44.1 .592 18.249 43.4 43.4 .592 18.333 42.8 42.8 .592 ., 18.416 42.0 42.0 .592 18.499 41.8 41.8 .592 " 18.583 41.6 41.6 .592 18.666 41.1 41.1 .592 18.749 40.4 40.4 .592 18.833 39.2 39.2 .592 18.916 38.1 38.1 .592 18.999 37.6 37.6 .592 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 7 . » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) - TIME(HRS) VOLUME(AF) Q(CFS) 0. 275.0 550.0 825.0 1100.0 - 14.083 328.1018 383.83 . . Q V • • • 14.167 330.7679 387.11 . . Q V • - 14.250 333.4598 390.87 . . Q V 14.333 336.1820 395.25 . . Q V 14.417 338.9386 400.26 . . Q V. - 14.500 341.7333 405.79 . . Q V. 14.583 344.5677 411.54 . . Q V. 14.667 347.4422 417.38 . Q V. • • ,, 14.750 350.3575 423.30 . - Q V. 14.833 353.3145 429.36 . Q V. - 14.917 356.3144 435.58 . Q V 15.000 359.3586 442.03 . - Q V "` 15.083 362.4495 448.79 . Q V 15.167 365.5899 455.99 . Q V w 15.250 368.7836 463.72 . Q V - 15.333 372.0350 472.11 . Q V 15.417 375.3494 481.24 . - Q .V - 15.500 378.7327 491.25 . - Q .V 15.583 382.1921 502.30 . - Q •V 15.667 385.7368 514.69 . . Q .V . 15.750 389.3790 528.84 . Q•V 15.833 393.1367 545.62 . . Q. V • 15.917 397.0422 567.09 . - Q V 16.000 401.1543 597.07 . - •QV 16.083 405.6183 648.19 . • VQ 16.167 410.6054 724.12 . - V Q • 16.250 416.2075 813.42 . - V Q. - 16.333 422.3488 891.72 . - V • Q 16.417 428.9795 962.78 . - V Q 16.500 435.8702 1000.53 . . V Q • • 16.583 442.6935 990.74 . - V Q 16.667 449.1008 930.34 . . . V Q ui 16.750 455.1093 872.43 . V •Q 16.833 460.8058 827.13 . - V Q . 16.917 466.2401 789.07 . - V Q 17.000 471.3861 747.19 . . VQ 17.083 476.2287 703.15 . . QV - 17.167 480.8108 665.31 . . Q V • ' 17.250 485.1638 632.07 . . . Q V 17.333 489.3250 604.20 . . .Q V . • 17.417 493.3179 579.77 . . .Q V . 17.500 497.1547 557.10 . . Q V • 17.583 500.8605 538.09 . . Q. V . - 17.667 504.4489 521.04 . . Q . V 17.750 507.9296 505.39 . . Q . V • 17.833 511.3134 491.33 . . Q . V _ 17.917 514.6093 478.56 . . Q . V. 18.000 517.8285 467.43 . . Q . V. - 18.083 520.9760 457.02 . . Q . V. . 18.167 524.0578 447.47 . . Q . V. . 18.250 527.0839 439.38 . . Q . V. 18.333 530.0659 432.99 . . Q . V. . 18.417 533.0115 427.70 . . Q . V . 18.500 535.9336 424.29 . . Q . V . 18.583 538.8348 421.26 . . Q . V . 18.667 541.7126 417.84 . . Q . V . 18.750 544.5648 414.14 . . Q . V . 18.833 547.3908 410.34 . Q . V -w 18.917 550.1940 407.02 . Q . .V . 19.000 552.9767 404.05 . Q . .V . "********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 5.2 - » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). >- ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 40.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1070.82 DOWNSTREAM ELEVATION(FT) = 1064.03 CHANNEL LENGTH(FT) = 2735.00 MANNING'S FACTOR = .015 - CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1000.53 . AVERAGE FLOWRATE IN EXCESS OF 50 MAXIMUM INFLOW = 694.79 CHANNEL NORMAL VELOCITY FOR Q = 694.79 CFS = 7.62 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .818 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE - UNIT INTERVALS IS CSTAR = .822 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS - MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) M 14.083 383.8 380.4 380.4 14.167 387.1 383.3 383.3 14.250 390.9 386.5 386.5 14.333 395.3 390.2 390.2 14.417 400.3 394.4 394.4 - 14.500 405.8 399.3 399.3 14.583 411.5 404.7 404.7 14.667 417.4 410.4 410.4 14.750 423.3 416.2 416.2 14.833 429.4 422.1 422.1 - 14.917 435.6 428.2 428.2 15.000 442.0 434.4 434.4 - 15.083 448.8 440.8 440.8 ,.„ 15.167 456.0 447.5 447.5 15.250 463.7 454.6 454.6 15.333 472.1 462.2 462.2 15.417 481.2 470.5 470.5 15.500 491.3 479.5 479.5 15.583 502.3 489.4 489.4 15.667 514.7 500.2 500.2 15.750 528.8 512.4 512.4 15.833 545.6 526.2 526.2 "' 15.917 567.1 542.5 542.5 16.000 597.1 563.2 563.2 16.083 648.2 591.9 591.9 16.167 724.1 639.5 639.5 16.250 813.4 710.6 710.6 16.333 891.7 796.5 796.5 16.417 962.8 876.0 876.0 16.500 1000.5 948.0 948.0 16.583 990.7 991.0 991.0 16.667 930.3 989.7 989.7 16.750 872.4 939.9 939.9 16.833 827.1 883.6 883.6 16.917 789.1 836.5 836.5 17.000 747.2 796.8 796.8 17.083 703.2 755.2 755.2 17.167 665.3 711.8 711.8 17.250 632.1 673.0 673.0 17.333 604.2 638.9 638.9 17.417 579.8 609.9 609.9 17.500 557.1 584.7 584.7 - 17.583 538.1 561.7 561.7 17.667 521.0 542.0 542.0 17.750 505.4 524.5 524.5 17.833 491.3 508.5 508.5 17.917 478.6 494.2 494.2 00 18.000 467.4 481.1 481.1 18.083 457.0 469.7 469.7 18.167 447.5 459.1 459.1 -, 18.250 439.4 449.4 449.4 18.333 433.0 441.1 441.1 , 18.417 427.7 434.3 434.3 18.500 424.3 428.8 428.8 . 18.583 421.3 425.0 425.0 18.667 417.8 421.9 421.9 18.750 414.1 418.5 418.5 18.833 410.3 414.8 414.8 18.917 407.0 411.1 411.1 _ 19.000 404.1 407.7 407.7 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 709.098 AF OUTFLOW VOLUME = 709.098 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 370.000 ACRES BASEFLOW = . .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .810 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .314 LOW LOSS FRACTION = .295 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .978 30- MINUTE FACTOR = .978 1 -HOUR FACTOR = .978 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.288 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .857 38.363 2 2.742 84.312 3 5.319 115.354 4 8.884 159.491 5 13.306 197.889 6 19.159 261.891 r "' 7 25.964 304.488 8 33.339 330.044 9 40.964 341.159 10 48.459 335.397 11 54.512 270.864 "' 12 59.288 213.686 13 62.947 163.724 14 66.256 148.094 15 68.998 122.681 16 71.100 94.077 17 73.342 100.299 18 75.079 77.739 19 76.618 68.873 20 78.073 65.092 21 79.452 61.724 - 22 80.622 52.320 23 81.787 52.142 24 82.774 44.165 ., 25 83.752 43.787 26 84.676 41.311 - 27 85.506 37.170 28 86.280 34.612 29 87.015 32.901 30 87.692 30.297 31 88.282 26.377 32 88.887 27.073 33 89.492 27.082 34 90.069 25.850 35 90.555 21.730 36 91.034 21.415 .. 37 91.512 21.416 38 91.979 20.906 39 92.374 17.636 40 92.755 17.049 41 93.136 17.049 42 93.517 17.058 43 93.896 16.956 44 94.222 14.586 45 94.524 13.524 46 94.827 13.541 47 95.129 13.541 48 95.432 13.541 - 49 95.734 13.541 50 96.017 12.640 51 96.224 9.277 52 96.424 8.954 53 96.624 8.937 . 54 96.824 8.937 55 97.023 8.937 ' 56 97.223 8.937 57 97.423 8.954 58 97.623 8.920 - 59 97.823 8.954 60 97.999 7.883 61 98.082 3.738 62 98.156 3.279 63 98.230 3.330 64 98.303 3.279 65 98.378 3.330 ., 66 98.451 3.296 67 98.525 3.296 68 98.599 3.313 69 98.673 3.296 70 98.747 3.313 71 98.821 3.296 72 98.895 3.313 73 98.968 3.296 74 99.042 3.313 75 99.116 3.296 76 99.190 3.296 77 99.263 3.296 78 99.337 3.296 79 99.411 3.296 80 99.484 3.296 81 99.558 3.296 82 99.631 3.296 83 99.705 3.296 84 99.779 3.296 85 99.852 3.296 86 99.926 3.296 87 100.000 3.296 88 100.000 .011 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.46 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.33 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 75.9084 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 195.0528 o o o 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H o o HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) o ' TIME(HRS) VOLUME (AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 o 14.083 80.2029 98.44 . Q. V . . o 14.167 80.8904 99.82 . Q. V . . 14.250 81.5882 101.33 . Q V . . °a 14.333 82.2976 103.01 . Q V . . 14.417 83.0197 104.84 . Q V . . • 14.500 83.7559 106.89 . Q V . . „.. 14.583 84.5074 109.13 . Q V . . 14.667 85.2754 111.51 . .Q V . . • 14.750 86.0607 114.03 . .Q V . . 14.833 86.8642 116.67 . .Q V . . "" 14.917 87.6862 119.34 . .Q V . . 15.000 88.5270 122.08 . • Q V . . 15.083 89.3872 124.90 . • Q V . - 15.167 90.2681 127.91 . • Q V . • 15.250 91.1710 131.11 . • Q V . • • 15.333 92.0976 134.55 . • Q V . . 15.417 93.0499 138.28 . • Q V. . 15.500 94.0301 142.32 . • Q V. . 15.583 95.0411 146.79 . • Q V. . 15.667 96.0868 151.84 . Q V. . - 15.750 97.1722 157.60 . Q V. . 15.833 98.3046 164.41 . Q V 15.917 99.4986 173.38 . Q V . 16.000 100.7802 186.08 . Q V . 16.083 102.2295 210.45 . VQ • 16.167 103.8652 237.49 . .V Q . 16.250 105.6641 261.20 . .V Q • "" 16.333 107.6473 287.96 . . V Q 16.417 109.8023 312.91 . . V Q . 16.500 112.1509 341.01 . V Q . o 16.583 114.6245 359.17 . V . Q . 16.667 117.1553 367.46 V . Q • 16.750 119.6716 365.38 . . V Q . 16.833 122.0959 352.01 . . V . Q . 16.917 124.3048 320.72 . . V • . Q . o 17.000 126.3080 290.87 . . V Q. . 17.083 128.1325 264.92 . Q . " 17.167 129.8436 248.45 . Q V . 17.250 131.4353 231.11 . Q V . o 17.333 132.9144 214.76 . .Q V . o 17.417 134.3417 207.25 . Q V . 17.500 135.6761 193.75 . Q. V . 17.583 136.9462 184.42 . Q . V . . 17.667 138.1650 176.98 . Q V . . 17.750 139.3360 170.02 . Q V . . o 17.833 140.4525 162.12 . . Q . V . . 17.917 141.5327 156.84 Q . V. . 18.000 142.5679 150.32 . Q . V. . ' 18.083 143.5742 146.12 . Q V. 18.167 144.5509 141.82 Q . V. . 18.250 145.4980 137.51 . Q . V. . w 18.333 146.4212 134.05 . Q . V . 18.417 147.3241 131.09 Q . V . • 18.500 148.2085 128.42 . - Q V 18.583 149.0762 125.99 Q . V . 18.667 149.9370 124.98 . . Q V . 18.750 150.7901 123.88 Q . V . 18.833 151.6334 122.44 Q . V . ' 18.917 152.4615 120.24 . Q .V . 19.000 153.2805 118.93 . .Q .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** n FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 2 » » > FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: " FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 347.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. M INFLOW (STREAM 2) <-- <= flowby structure - basin (maximum flowby Q = 347.0 cfs) storage - V STREAM 2 '" FLOWBY . FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME . (HRS) (CFS) (CFS) (AF) 14.083 98.4 98.4 .000 14.166 99.8 99.8 .000 14.249 101.3 101.3 .000 14.333 103.0 103.0 .000 14.416 104.8 104.8 .000 14.499 106.9 106.9 .000 14.583 109.1 109.1 .000 4 , 14.666 111.5 111.5 .000 4. 14.749 114.0 114.0 .000 14.833 116.7 116.7 .000 14.916 119.3 119.3 .000 14.999 122.1 122.1 .000 15.083 124.9 124.9 .000 15.166 127.9 127.9 .000 15.249 131.1 131.1 .000 15.333 134.5 134.5 .000 M 15.416 138.3 138.3 .000 15.499 142.3 142.3 .000 - 15.583 146.8 146.8 .000 15.666 151.8 151.8 .000 15.749 157.6 157.6 .000 15.833 164.4 164.4 .000 15.916 173.4 173.4 .000 15.999 186.1 186.1 .000 16.083 210.4 210.4 .000 16.166 237.5 237.5 .000 16.249 261.2 261.2 .000 16.333 288.0 288.0 .000 16.416 312.9 312.9 .000 16.499 341.0 341.0 .000 16.583 359.2 347.0 .084 16.666 367.5 347.0 .225 "" 16.749 365.4 347.0 .351 16.833 352.0 347.0 .386 16.916 320.7 320.7 .386 - 16.999 290.9 290.9 .386 17.083 264.9 264.9 .386 °' 17.166 248.4 248.4 .386 17.249 231.1 231.1 .386 17.333 214.8 214.8 .386 17.416 207.3 207.3 .386 17.499 193.7 193.7 .386 17.583 184.4 184.4 .386 17.666 177.0 177.0 .386 17.749 170.0 170.0 .386 ,Ai, 17.833 162.1 162.1 .386 17.916 156.8 156.8 .386 - 17.999 150.3 150.3 .386 18.083 146.1 146.1 .386 .' 18.166 141.8 141.8 .386 18.249 137.5 137.5 .386 18.333 134.1 134.1 .386 a. 18.416 131.1 131.1 .386 18.499 128.4 128.4 .386 . 18.583 126.0 126.0 .386 18.666 125.0 125.0 .386 18.749 123.9 123.9 .386 18.833 122.4 122.4 .386 18.916 120.2 120.2 .386 18.999 118.9 118.9 .386 4. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 7 • » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< w STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) 4* TIME(HRS) VOLUME(AF) Q(CFS) 0. 350.0 700.0 1050.0 1400.0 - 14.083 405.1501 478.89 . . Q V . . ,.. 14.167 408.4772 483.11 . Q V . . 14.250 411.8369 487.82 . Q V . . - 14.333 415.2335 493.18 . . Q V . . 14.417 418.6721 499.28 . . Q V . . 41 ' 14.500 422.1584 506.22 . . Q V . . • 14.583 425.6974 513.87 . . Q V . . 14.667 429.2921 521.95 . Q V. . A 14.750 432.9442 530.28 . Q V. . 14.833 436.6550 538.82 . . Q V. . - 14.917 440.4259 547.53 . . Q V. . 15.000 444.2583 556.46 . . Q V. 15.083 448.1541 565.68 . . Q V. . _ 15.167 452.1169 575.39 . . Q V . 15.250 456.1508 585.72 . . Q V . • 15.333 460.2610 596.79 . . Q V . • 15.417 464.4537 608.79 . . Q V - 15.500 468.7363 621.83 . . Q V . . .. 15.583 473.1175 636.15 . . Q V . 15.667 477.6082 652.06 . . Q .V • 15.750 482.2224 669.97 . . Q.V 15.833 486.9787 690.62 . . Q.V . . 15.917 491.9092 715.92 . . QV . 16.000 497.0699 749.32 . . .Q 16.083 502.5959 802.39 . . . Q . .0 16.167 508.6359 877.00 . . V Q . 16.250 515.3289 971.83 . . . V Q . • • 16.333 522.7975 1084.45 . . . V Q . 16.417 530.9857 1188.93 . . . V Q . 16.500 539.8632 1289.00 . . . V Q . ,. 16.583 549.0781 1338.00 . . . V Q . 16.667 558.2842 1336.73 . . . V . Q . 4 " 16.750 567.1471 1286.90 . . V Q 16.833 575.6226 1230.65 . . . V . Q 16.917 583.5927 1157.25 . . V Q . m 17.000 591.0834 1087.66 . . . V .Q . 17.083 598.1093 1020.17 . . V Q. . 17.167 604.7224 960.21 . . . VQ . . "" 17.250 610.9490 904.11 . . Q V . 17.333 616.8281 853.63 . . Q V . 17.417 622.4561 817.19 . . Q V . .. 17.500 627.8176 778.49 . . Q V . 17.583 632.9561 746.11 . .4 V . . - 17.667 637.9077 718.97 . 4 V . . 17.750 642.6909 694.51 . Q. V . 17.833 647.3098 670.66 . Q. V . _ 17.917 651.7933 651.01 . 4 . V . 18.000 656.1422 631.46 . 4 . V. . *" 18.083 660.3832 615.81 . 4 V. . 18.167 664.5219 600.93 . Q . V. 18.250 668.5640 586.92 . 4 V. . • 18.333 672.5248 575.11 . Q V. 18.417 676.4189 565.43 . 4 . V. . - 18.500 680.2567 557.25 . Q V . 18.583 684.0516 551.03 . Q V - 18.667 687.8178 546.86 . Q V 18.750 691.5532 542.37 . Q V 18.833 695.2535 537.29 . Q V - 18.917 698.9128 531.33 . Q V 19.000 702.5397 526.62 . Q .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW PROCESS FROM NODE 150.00 TO NODE 160.00 IS CODE = 5.2 u" » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). - ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1064.03 - DOWNSTREAM ELEVATION(FT) = 1043.53 CHANNEL LENGTH(FT) = 2750.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1338.00 AVERAGE FLOWRATE IN EXCESS OF 50. MAXIMUM INFLOW = 947.72 CHANNEL NORMAL VELOCITY FOR Q = 947.72 CFS = 14.45 FPS "" ESTIMATED CHANNEL ROUTING COEFFICIENT = .895 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE - UNIT INTERVALS IS CSTAR = .966 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) - (HRS) (CFS) (CFS) (CFS) 14.083 478.9 476.6 476.6 14.167 483.1 480.6 480.6 - 14.250 487.8 485.0 485.0 4. 14.333 493.2 490.0 490.0 14.417 499.3 495.6 495.6 14.500 506.2 502.1 502.1 14.583 513.9 509.3 509.3 14.667 521.9 517.1 517.1 14.750 530.3 525.3 525.3 14.833 538.8 533.7 533.7 14.917 547.5 542.3 542.3 15.000 556.5 551.1 551.1 15.083 565.7 560.1 560.1 15.167 575.4 569.6 569.6 15.250 585.7 579.5 579.5 , 15.333 596.8 590.1 590.1 15.417 608.8 601.6 601.6 15.500 621.8 614.0 614.0 15.583 636.2 627.5 627.5 15.667 652.1 642.5 642.5 15.750 670.0 659.2 659.2 15.833 690.6 678.2 678.2 15.917 715.9 700.8 700.8 16.000 749.3 729.4 729.4 16.083 802.4 770.8 770.8 - 16.167 877.0 832.5 832.5 16.250 971.8 915.1 915.1 16.333 1084.5 1017.0 1017.0 16.417 1188.9 1125.8 1125.8 16.500 1289.0 1228.6 1228.6 16.583 1338.0 1307.4 1307.4 16.667 1336.7 1336.4 1336.4 16.750 1286.9 1315.9 1315.9 16.833 1230.6 1264.4 1264.4 16.917 1157.2 1201.1 1201.1 17.000 1087.7 1129.6 1129.6 17.083 1020.2 1060.9 1060.9 17.167 960.2 996.5 996.5 17.250 904.1 938.0 938.0 17.333 853.6 884.2 884.2 17.417 817.2 839.4 839.4 17.500 778.5 801.8 801.8 . 17.583 746.1 765.7 765.7 17.667 719.0 735.4 735.4 17.750 694.5 709.3 709.3 17.833 670.7 685.0 685.0 17.917 651.0 662.9 662.9 18.000 631.5 643.2 643.2 18.083 615.8 625.3 625.3 18.167 600.9 609.9 609.9 18.250 586.9 595.4 595.4 18.333 575.1 582.3 582.3 - 18.417 565.4 571.3 571.3 18.500 557.2 562.2 562.2 "`* 18.583 551.0 554.8 554.8 18.667 546.9 549.4 549.4 m 18.750 542.4 545.1 545.1 -a 18.833 537.3 540.3 540.3 18.917 531.3 534.9 534.9 - 19.000 526.6 529.5 529.5 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 903.765 AF OUTFLOW VOLUME = 903.765 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< .M„ (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 808.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .870 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .319 LOW LOSS FRACTION = .300 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .978 30- MINUTE FACTOR = .978 1 -HOUR FACTOR = .978 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 9.579 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .798 77.999 2 2.514 167.646 3 4.800 223.423 4 7.957 308.507 5 11.722 367.841 6 16.836 499.788 A' .7 22.893 591.798 8 29.409 636.770 9 36.571 699.875 10 43.525 679.471 11 50.335 665.445 °° 12 55.577 512.246 13 59.854 417.964 14 63.176 324.579 _ 15 66.267 302.106 16 68.836 251.028 a 17 70.811 193.016 18 72.928 206.824 19 74.609 164.238 20 76.102 145.912 21 77.479 134.600 22 78.792 128.253 23 80.020 120.009 - 24 81.041 99.756 25 82.129 106.351 26 82.993 84.403 27 83.932 91.745 28 84.762 81.116 29 85.535 75.546 30 86.255 70.336 31 86.939 66.879 32 87.588 63.402 33 88.137 53.618 34 88.699 54.954 35 89.262 55.053 36 89.824 54.834 37 90.308 47.342 38 90.753 43.516 - 39 91.199 43.536 40 91.644 43.537 '� 41 92.068 41.345 42 92.426 35.068 43 92.781 34.651 44 93.136 34.689 45 93.491 34.650 46 93.845 34.670 47 94.159 30.646 48 94.441 27.517 m 49 94.722 27.537 50 95.004 27.556 ""' 51 95.286 27.497 - 52 95.568 27.537 53 95.849 27.496 54 96.087 23.233 55 96.272 18.132 56 96.459 18.212 57 96.645 18.171 abif 58 96.830 18.132 59 97.017 18.212 60 97.203 18.172 61 97.388 18.171 62 97.574 18.172 63 97.760 18.171 -, 64 97.944 17.933 65 98.049 10.282 66 98.118 6.695 67 98.187 6.734 68 98.255 6.696 69 98.324 6.734 70 98.393 6.735 71 98.461 6.695 72 98.530 6.734 73 98.599 6.695 = 74 98.667 6.695 75 98.737 6.775 76 98.805 6.695 77 98.874 6.735 78 98.943 6.695 79 99.011 6.695 80 99.080 6.695 81 99.148 6.695 82 99.217 6.695 83 99.285 6.695 84 99.354 6.695 85 99.422 6.695 86 99.491 6.695 87 99.559 6.695 88 99.628 6.695 89 99.696 6.695 90 99.765 6.695 91 99.833 6.695 �. 92 99.902 6.695 93 99.970 6.695 94 100.000 2.899 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.50 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.29 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 168.5664 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 423.1559 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) °° TIME(HRS) VOLUME (AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 14.083 172.3944 211.89 Q V . - 14.167 173.8735 214.77 . Q V . . 14.250 175.3740 217.87 . Q V . . - 14.333 176.8981 221.30 . .Q V . . 14.417 178.4480 . 225.04 . .Q V . . 14.500 180.0266 229.21 Q V . 14.583 181.6366 233.77 . .Q V . . 14.667 183.2800 238.62 . .Q V . . 14.750 184.9596 243.88 . . Q V . . 14.833 186.6768 249.34 . . Q V . . - 14.917 188.4336 255.08 . . Q V . . 15.000 190.2301 260.85 Q V . 15.083 192.0681 266.87 . . Q V . . .M. 15.167 193.9491 273.13 . . Q V . . 15.250 195.8765 279.86 . . Q V . . - 15.333 197.8533 287.03 . . Q V . . 15.417 199.8831 294.72 . . Q V . . 15.500 201.9708 303.14 . Q V. . 15.583 204.1226 312.44 . Q V. . 15.667 206.3457 322.79 . Q V. . - 15.750 208.6503 334.64 . Q V. 15.833 211.0508 348.54 . Q V. 15.917 213.5772 366.84 . Q V . 16.000 216.2803 392.48 . QV . 16.083 219.3213 441.56 . V Q . 16.167 222.7283 494.69 . .V Q 16.250 226.4477 540.07 . .V Q . - 16.333 230.5264 592.22 . .V Q. 16.417 234.9273 639.02 . . V .Q 16.500 239.7366 698.31 . . V Q . - 16.583 244.8347 740.24 . V . Q 16.667 250.0769 761.17 . . V Q . "` 16.750 255.4108 774.48 . . V Q . 16.833 260.6116 755.16 . V . Q 16.917 265.5991 724.18 . V Q . 17.000 270.1104 655.04 . V . Q 17.083 274.2464 600.55 . . V Q °‘" 17.167 278.0405 550.91 . VQ . 17.250 281.6241 520.33 . . Q . 17.333 284.9677 485.49 . . Q V . 17.417 288.0844 452.56 . . Q V . 17.500 291.0987 437.68 . .Q V . 17.583 293.9295 411.03 . Q V . 17.667 296.6276 391.76 . Q. V . .. 17.750 299.2163 375.88 . Q . V . • 17.833 301.7091 361.97 . Q . V . 17.917 304.1076 348.26 . Q V . - 18.000 306.4009 332.99 . Q V . . 18.083 308.6395 325.04 . . Q - V. . 18.167 310.7879 311.95 . 4 . V. . - 18.250 312.8974 306.30 . 4 . V. . . 18.333 314.9445 297.24 . - Q V. 18.417 316.9424 290.09 . - Q . V. . • 18.500 318.8986 284.04 . Q V 18.583 320.8209 279.12 . Q . V • 18.667 322.7126 274.67 . Q . V • 18.750 324.5700 269.70 . Q V . 18.833 326.4146 267.83 . Q V - 18.917 328.2448 265.75 . Q .V 19.000 330.0548 262.82 . Q .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: "" FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 349.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW .. (STREAM 2) < - -* <= flowby structure .- basin (maximum flowby Q = 349.0 cfs) storage , V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: - MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME . (HRS) (CFS) (CFS) (AF) 14.083 211.9 211.9 .000 14.166 214.8 214.8 .000 -.. 14.249 217.9 217.9 .000 14.333 221.3 221.3 .000 14.416 225.0 225.0 .000 14.499 229.2 229.2 .000 14.583 233.8 233.8 .000 14.666 238.6 238.6 .000 „ 14.749 243.9 243.9 .000 14.833 249.3 249.3 .000 14.916 255.1 255.1 .000 14.999 260.9 260.9 .000 15.083 266.9 266.9 .000 15.166 273.1 273.1 .000 15.249 279.9 279.9 .000 15.333 287.0 287.0 .000 15.416 294.7 294.7 .000 15.499 303.1 303.1 .000 15.583 312.4 312.4 .000 15.666 322.8 322.8 .000 15.749 334.6 334.6 .000 15.833 348.5 348.5 .000 15.916 366.8 349.0 .123 15.999 392.5 349.0 .422 16.083 441.6 349.0 1.060 16.166 494.7 349.0 2.063 16.249 540.1 349.0 3.379 - 16.333 592.2 349.0 5.054 16.416 639.0 349.0 7.051 16.499 698.3 349.0 9.457 16.583 740.2 349.0 12.152 16.666 761.2 349.0 14.990 16.749 774.5 349.0 17.921 16.833 755.2 349.0 20.718 16.916 724.2 349.0 23.302 16.999 655.0 349.0 25.409 17.083 600.5 349.0 27.142 - 17.166 550.9 349.0 28.532 17.249 520.3 349.0 29.712 17.333 485.5 349.0 30.652 17.416 452.6 349.0 31.366 17.499 437.7 349.0 31.976 .. 17.583 411.0 349.0 32.404 17.666 391.8 349.0 32.698 °' 17.749 375.9 349.0 32.883 17.833 362.0 349.0 32.972 17.916 348.3 348.3 32.972 17.999 333.0 333.0 32.972 18.083 325.0 325.0 32.972 `. 18.166 311.9 311.9 32.972 18.249 306.3 306.3 32.972 �. 18.333 297.2 297.2 32.972 . 18.416 290.1 290.1 32.972 18.499 284.0 284.0 32.972 18.583 279.1 279.1 32.972 18.666 274.7 274.7 32.972 18.749 269.7 269.7 32.972 .. 18.833 267.8 267.8 32.972 18.916 265.7 265.7 32.972 °" 18.999 262.8 262.8 32.972 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 7 » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** '^ FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 11 a » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 425.0 850.0 1275.0 1700.0 - 14.083 575.5580 688.49 . QV . . 14.167 580.3469 695.34 . QV . 14.250 585.1876 702.86 Q V . 14.333 590.0861 711.27 . . Q V . . 14.417 595.0494 720.66 . Q V . . 14.500 600.0856 731.27 . QV . 14.583 605.2030 743.04 . QV . 14.667 610.4077 755.71 . QV . . a 14.750 615.7048 769.15 . QV. 14.833 621.0975 783.02 . QV. . - 14.917 626.5891 797.37 . QV. . 15.000 632.1809 811.94 . Q. . - 15.083 637.8765 827.00 . Q. . • 15.167 643.6801 842.68 . Q. 15.250 649.5987 859.37 . Q 15.333 655.6398 877.17 . Q . 15.417 661.8127 896.31 . VQ 15.500 668.1291 917.13 . VQ . 15.583 674.6028 939.99 . V Q . 15.667 681.2509 965.29 . .VQ 15.750 688.0956 993.86 . .V Q 15.833 695.1671 1026.78 . .V Q . • 15.917 702.3969 1049.77 . .V Q . 16.000 709.8236 1078.36 . .V Q 16.083 717.5359 1119.82 . . V Q . m 16.167 725.6729 1181.50 . . V Q 16.250 734.3790 1264.12 . . V Q. • ' 16.333 743.7865 1365.97 . . V . Q • 16.417 753.9437 1474.83 . . V . Q 16.500 764.8088 1577.62 . . V Q • 16.583 776.2169 1656.45 . . V Q . 16.667 787.8246 1685.44 V . Q. ' 16.750 799.2908 1664.90 . . V Q. 16.833 810.4022 1613.37 . V Q . 16.917 821.0779 1550.12 . V Q . • 17.000 831.2615 1478.65 . V Q 17.083 840.9713 1409.87 . . V . Q 17.167 850.2377 1345.49 . V .Q . ' 17.250 859.1013 1286.99 . V Q 17.333 867.5942 1233.16 . . V Q. . • 17.417 875.7790 1188.43 . . Q . • 17.500 883.7044 1150.77 . . Q . 17.583 891.3817 1114.74 . QV . - 17.667 898.8502 1084.43 . . Q V . 17.750 906.1388 1058.30 . . Q V . . . 17.833 913.2603 1034.05 . Q V ,,, 17.917 920.2244 1011.19 . . Q V . 18.000 926.9478 976.23 . . Q V . .* 18.083 933.4929 950.36 . . . Q V . . 18.167 939.8418 921.86 . . .Q V. . 18.250 946.0517 901.67 . .Q V. .. 18.333 952.1089 879.50 . . Q V. . 18.417 958.0414 861.40 . . Q V. . - 18.500 963.8696 846.25 . . Q. V. . 18.583 969.6129 833.94 . . Q. V. . 18.667 975.2884 824.08 . Q. V . 18.750 980.8997 814.77 . Q. V 18.833 986.4656 808.16 . Q. V TM 18.917 991.9797 800.65 . Q . V 19.000 997.4363 792.30 . Q . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -a FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 5.2 _ » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1043.53 DOWNSTREAM ELEVATION(FT) = 1024.82 CHANNEL LENGTH(FT) = 2667.00 MANNING'S FACTOR = .015 .. CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1685.44 AVERAGE FLOWRATE IN EXCESS OF 50o MAXIMUM INFLOW = 1162.29 CHANNEL NORMAL VELOCITY FOR Q = 1162.29 CFS = 15.09 FPS ." ESTIMATED CHANNEL ROUTING COEFFICIENT = .899 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .974 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) - (HRS) (CFS) (CFS) (CFS) 14.083 688.5 685.1 685.1 14.167 695.3 691.5 691.5 14.250 702.9 698.7 698.7 . 14.333 711.3 706.6 706.6 14.417 720.7 715.5 715.5 14.500 731.3 725.4 725.4 14.583 743.0 736.5 736.5 14.667 755.7 748.7 748.7 14.750 769.1 761.7 761.7 14.833 783.0 775.3 775.3 14.917 797.4 789.4 789.4 15.000 811.9 803.8 803.8 .. 15.083 827.0 818.6 818.6 15.167 842.7 834.0 834.0 15.250 859.4 850.1 850.1 15.333 877.2 867.3 867.3 15.417 896.3 885.7 885.7 15.500 917.1 905.6 905.6 15.583 940.0 927.3 927.3 15.667 965.3 951.3 951.3 15.750 993.9 978.0 978.0 15.833 1026.8 1008.5 1008.5 15.917 1049.8 1036.8 1036.8 16.000 1078.4 1062.5 1062.5 16.083 1119.8 1097.0 1097.0 16.167 1181.5 1147.5 1147.5 16.250 1264.1 1218.5 1218.5 16.333 1366.0 1309.6 1309.6 16.417 1474.8 1414.4 1414.4 16.500 1577.6 1520.4 1520.4 . 16.583 1656.4 1612.3 1612.3 16.667 1685.4 1668.6 1668.6 - 16.750 1664.9 1675.6 1675.6 16.833 1613.4 1641.6 1641.6 16.917 1550.1 1585.1 1585.1 17.000 1478.6 1518.3 1518.3 17.083 1409.9 1448.2 1448.2 17.167 1345.5 1381.4 1381.4 17.250 1287.0 1319.6 1319.6 17.333 1233.2 1263.2 1263.2 17.417 1188.4 1213.4 1213.4 17.500 1150.8 1171.8 1171.8 W 17.583 1114.7 1134.8 1134.8 17.667 1084.4 1101.4 1101.4 "` 17.750 1058.3 1072.9 1072.9 17.833 1034.0 1047.6 1047.6 17.917 - 1011.2 1023.9 1023.9 18.000 976.2 995.5 995.5 18.083 950.4 964.9 964.9 - 18.167 921.9 937.7 937.7 18.250 901.7 913.0 913.0 18.333 879.5 891.8 891.8 18.417 861.4 871.5 871.5 18.500 846.3 854.7 854.7 18.583 833.9 840.8 840.8 18.667 824.1 829.6 829.6 18.750 814.8 820.0 820.0 4 18.833 808.2 811.9 811.9 18.917 800.6 804.8 804.8 19.000 792.3 796.9 796.9 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 1293.948 AF OUTFLOW VOLUME = 1293.948 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** a FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< „a (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 453.000 ACRES BASEFLOW = . .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .820 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .371 a LOW LOSS FRACTION = .365 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .37 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .95 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.65 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.85 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .978 30- MINUTE FACTOR = .978 1 -HOUR FACTOR = .978 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES a UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.163 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .847 46.396 2 2.701 101.568 3 5.225 138.312 a 4 8.717 191.299 5 13.010 235.188 6 18.740 313.900 . 7 25.420 365.990 8 32.627 394.793 9 40.207 415.302 10 47.596 404.765 11 53.838 341.993 12 58.690 265.828 13 62.437 205.251 14 65.741 180.995 15 68.555 154.200 16 70.713 118.211 - 17 72.930 121.457 18 74.715 97.780 19 76.281 85.821 20 77.734 79.565 21 79.111 75.463 22 80.345 67.622 23 81.459 60.994 24 82.514 57.788 25 83.440 50.760 26 84.417 53.492 27 85.239 45.069 28 86.030 43.310 29 86.760 39.984 30 87.467 38.746 31 88.059 32.450 32 88.654 32.598 33 89.252 32.755 " 34 89.846 32.534 35 90.354 27.828 36 90.826 25.891 . 37 91.299 25.901 38 91.772 25.901 39 92.195 23.164 40 92.571 20.626 41 92.947 20.605 42 93.324 20.626 43 93.700 20.626 44 94.058 19.563 45 94.360 16.562 " 46 94.659 16.372 47 94.958 16.373 48 95.256 16.362 49 95.556 16.404 50 95.854 16.362 51 96.101 13.540 52 96.299 10.803 53 96.496 10.803 54 96.693 10.823 55 96.891 10.803 "'" 56 97.088 10.803 57 97.285 10.803 58 97.482 10.824 59 97.680 10.824 60 97.877 10.782 61 98.027 8.234 62 98.101 4.022 63 98.173 3.980 64 98.246 4.001 65 98.319 4.001 66 98.392 4.001 67 98.465 3.980 68 98.538 4.001 69 98.611 4.001 70 98.684 4.001 71 98.757 3.980 72 98.830 4.001 $� 73 98.903 4.001 74 98.976 4.001 �. 75 99.049 4.001 76 99.122 4.001 77 99.195 4.001 78 99.268 4.001 79 99.341 4.001 80 99.414 4.001 81 99.487 4.001 82 99.560 4.001 83 99.633 4.001 84 99.706 4.001 85 99.779 4.001 86 99.852 4.001 87 99.925 4.001 88 99.998 4.001 89 100.000 .099 TOTAL STORM RAINFALL(INCHES) = 7.84 TOTAL SOIL - LOSS(INCHES) = 2.71 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.13 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 102.2559 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 193.6852 2 - H O U R R S T O R M R U N O F F H Y D R O G R A P H m HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) m °' TIME(HRS) VOLUME(AF) Q(CFS) 0. 125.0 250.0 375.0 500.0 14.083 74.6755 109.86 Q V . - 14.167 75.4420 111.30 Q V . 14.250 76.2189 112.81 Q. V . . - 14.333 77.0067 114.38 . Q. V . 14.417 77.8058 116.03 . Q. V . . 14.500 78.6167 117.75 . Q. V . . 14.583 79.4401 119.56 . Q. V . . 14.667 80.2767 121.47 Q. V . - 14.750 81.1273 123.50 . Q. V . . 14.833 81.9927 125.67 . Q V . . 14.917 82.8742 127.99 Q V . 15.000 83.7730 130.50 Q V . 15.083 84.6904 133.21 Q V . - 15.167 85.6281 136.15 . Q V . . 15.250 86.5877 139.34 . .Q V . . 15.333 87.5714 142.83 . .Q V . . 15.417 88.5819 146.72 Q V . 15.500 89.6224 151.08 . . Q V . . -v 15.583 90.6968 156.00 . . Q V . . 15.667 91.8097 161.60 . . Q V . . 15.750 92.9663 167.94 . . Q V. . 15.833 94.1745 175.43 . . Q V. . 15.917 95.4511 185.36 . . Q V. . 16.000 96.8247 199.44 . Q V. . 16.083 98.3864 226.76 . Q V . 16.167 100.1548 256.77 . Q . 16.250 102.1018 282.71 . .VQ . 16.333 104.2523 312.25 . .V Q 16.417 106.5899 339.42 . . V Q 16.500 109.1470 371.30 . . V Q. . • 16.583 111.8480 392.18 . V .Q 16.667 114.6151 401.78 . V . Q "` 16.750 117.3845 402.11 . V . Q 16.833 120.0526 387.42 . V Q . 16.917 122.5037 355.90 . V Q . 17.000 124.7126 320.73 . Q . 17.083 126.7184 291.24 . Q V . ' 17.167 128.5895 271.68 . .Q V . 17.250 130.3330 253.16 . Q V . 17.333 131.9492 234.68 . Q . V • 17.417 133.5050 225.90 . Q . V 17.500 134.9659 212.13 . Q V 17.583 136.3577 202.08 . Q V . 17.667 137.6958 194.29 . Q V . 17.750 138.9863 187.39 . . Q V . . • 17.833 140.2267 180.10 . . Q V . . 17.917 141.4218 173.53 . . Q V. • 18.000 142.5800 168.17 . . Q V. . ' 18.083 143.6984 162.40 . . Q V. 18.167 144.7929 158.91 . . Q . V. . . 18.250 145.8478 153.17 Q . V . 18.333 146.8752 149.18 . .Q V 18.417 147.8741 145.05 . .4 V 18.500 148.8486 141.50 Q . V . 18.583 149.7936 137.20 Q . V . 18.667 150.7210 134.67 . Q .V 18.750 151.6316 132.21 . Q .V 18.833 152.5239 129.57 . Q .V 18.917 153.3920 126.05 . Q .V 19.000 154.2418 123.38 Q. . .V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 2 ' » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 325.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) < - -* <= flowby structure w basin (maximum flowby Q = 325.0 cfs) storage - V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: M, MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 109.9 109.9 .000 14.166 111.3 111.3 .000 14.249 112.8 112.8 .000 14.333 114.4 114.4 .000 14.416 116.0 116.0 .000 14.499 117.8 117.8 .000 14.583 119.6 119.6 .000 0 14.666 121.5 121.5 .000 40 14.749 123.5 123.5 .000 14.833 125.7 125.7 .000 14.916 128.0 128.0 .000 14.999 130.5 130.5 .000 15.083 133.2 133.2 .000 ,4. 15.166 136.2 136.2 .000 15.249 139.3 139.3 .000 0. 15.333 142.8 142.8 .000 15.416 146.7 146.7 .000 15.499 151.1 151.1 .000 15.583 156.0 156.0 .000 15.666 161.6 161.6 .000 -, 15.749 167.9 167.9 .000 15.833 175.4 175.4 .000 15.916 185.4 185.4 .000 15.999 199.4 199.4 .000 16.083 226.8 226.8 .000 - 16.166 256.8 256.8 .000 16.249 282.7 282.7 .000 16.333 312.2 312.2 .000 16.416 339.4 325.0 .099 16.499 371.3 325.0 .418 -- 16.583 392.2 325.0 .881 16.666 401.8 325.0 1.410 16.749 402.1 325.0 1.941 16.833 387.4 325.0 2.371 16.916 355.9 325.0 2.583 - 16.999 320.7 320.7 2.583 17.083 291.2 291.2 2.583 - 17.166 271.7 271.7 2.583 17.249 253.2 253.2 2.583 "' 17.333 234.7 234.7 2.583 17.416 225.9 225.9 2.583 17.499 212.1 212.1 2.583 - 17.583 202.1 202.1 2.583 17.666 194.3 194.3 2.583 17.749 187.4 187.4 2.583 17.833 180.1 180.1 2.583 17.916 173.5 173.5 2.583 ... 17.999 168.2 168.2 2.583 18.083 162.4 162.4 2.583 18.166 158.9 158.9 2.583 18.249 153.2 153.2 2.583 18.333 149.2 149.2 2.583 41 18.416 145.0 145.0 2.583 18.499 141.5 141.5 2.583 . 18.583 137.2 137.2 2.583 18.666 134.7 134.7 2.583 18.749 132.2 132.2 2.583 .4. 18.833 129.6 129.6 2.583 18.916 126.0 126.0 2.583 18.999 123.4 123.4 2.583 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 7 " » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �° FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 11 4. » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< • STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) ' TIME(HRS) VOLUME(AF) Q(CFS) 0. 525.0 1050.0 1575.0 2100.0 14.083 647.5969 794.93 . . Q V . . • 14.167 653.1262 802.84 . . Q V . . 14.250 658.7150 811.50 . . Q V . . . 14.333 664.3691 820.99 . . Q V . . 14.417 670.0956 831.48 . . Q V . . ` 14.500 675.9023 843.14 . . Q V . • 14.583 681.7981 856.07 . . Q V . . 14.667 687.7909 870.15 . . Q V . . .� 14.750 693.8872 885.19 . . Q V . 14.833 700.0923 900.98 . . QV . . '� 14.917 706.4103 917.39 . . Q V. . 15.000 712.8452 934.34 . . Q V. 15.083 719.4006 951.84 . . QV. . . 15.167 726.0819 970.12 . QV. . 15.250 732.8963 989.45 . . QV. . 4 i 1 15.333 739.8531 1010.12 . . Q. . 15.417 746.9633 1032.40 . . QV . "" 15.500 754.2406 1056.66 . . Q . 15.583 761.7014 1083.30 . . Q . 15.667 769.3657 1112.85 . . VQ . .. 15.750 777.2579 1145.95 . . VQ . 15.833 785.4120 1183.97 . . .VQ . "' 15.917 793.8293 1222.20 . . .V Q . 16.000 802.5207 1261.98 . . .V Q . 16.083 811.6371 1323.71 . . .V Q . 16.167 821.3083 1404.26 . . V Q . 16.250 831.6471 1501.19 . . . V Q • . ' 16.333 842.8169 1621.86 . . . V Q . 16.417 854.7962 1739.40 . . . V . Q . 16.500 867.5053 1845.36 . . . V Q . 16.583 880.8473 1937.25 . . . V . Q • 16.667 894.5772 1993.58 . . V . Q • 16.750 908.3553 2000.59 . . . V . Q • 16.833 921.8992 1966.56 . . . V . Q • 16.917 935.0543 1910.12 . . . V . Q . • 17.000 947.7195 .1839.00 . . . V . Q 17.083 959.6989 1739.40 . . . V . Q . • 17.167 971.0834 1653.04 . V .Q . - 17.250 981.9152 1572.77 . . . V Q. . 17.333 992.2310 1497.85 . . . V Q . . 17.417 1002.1440 1439.35 . . . VQ . .0 17.500 1011.6750 1383.95 . . . QV . 17.583 1020.8820 1336.89 . . . Q V . - 17.667 1029.8060 1295.66 . . . Q V . 17.750 1038.4850 1260.29 . . . Q V . 17.833 1046.9410 1227.67 . . . Q V . . - 17.917 1055.1880 1197.45 . . . Q V . . 18.000 1063.2020 1163.67 . . . Q V . . 18.083 1070.9650 1127.27 . . .Q V . . 18.167 1078.5180 1096.59 . . Q V. . - 18.250 1085.8600 1066.20 . . Q V. . 18.333 1093.0300 1040.99 . . Q. V. . 18.417 1100.0310 1016.57 . . Q. V. . - 18.500 1106.8920 996.22 . . Q . V. . 18.583 1113.6280 978.03 . . Q . V. . 18.667 1120.2690 964.27 . . Q . V . _ 18.750 1126.8260 952.17 . . Q . V . 18.833 1133.3100 941.45 . . Q V . • 18.917 1139.7210 930.86 . . Q . V 19.000 1146.0590 920.31 . . Q . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 5.2 » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE - INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). £ -.. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1024.82 DOWNSTREAM ELEVATION(FT) = 1009.51 CHANNEL LENGTH(FT) = 2724.00 MANNING'S FACTOR = .015 - CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2000.59 AVERAGE FLOWRATE IN EXCESS OF 50o MAXIMUM INFLOW = 1402.84 CHANNEL NORMAL VELOCITY FOR Q = 1402.84 CFS = 14.84 FPS "" ESTIMATED CHANNEL ROUTING COEFFICIENT = .897 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE .. UNIT INTERVALS IS CSTAR = .970 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) - (HRS) (CFS) (CFS) (CFS) .4' 14.083 794.9 790.7 790.7 14.167 802.8 798.3 798.3 14.250 811.5 806.5 806.5 14.333 821.0 815.5 815.5 14.417 831.5 825.4 825.4 14.500 843.1 836.4 836.4 14.583 856.1 848.6 848.6 4 14.667 870.2 862.0 862.0 _ 14.750 885.2 876.5 876.5 14.833 901.0 891.8 891.8 _., 14.917 917.4 907.9 907.9 15.000 934.3 924.5 924.5 15.083 951.8 941.7 941.7 15.167 970.1 959.5 959.5 15.250 989.4 978.3 978.3 15.333 1010.1 998.2 998.2 15.417 1032.4 1019.5 1019.5 15.500 1056.7 1042.6 1042.6 15.583 1083.3 1067.9 1067.9 15.667 1112.9 1095.8 1095.8 15.750 1146.0 1126.8 1126.8 15.833 1184.0 1162.0 1162.0 15.917 1222.2 1200.0 1200.0 16.000 1262.0 1239.0 1239.0 16.083 1323.7 1288.3 1288.3 16.167 1404.3 1357.9 1357.9 16.250 1501.2 1445.3 1445.3 - 16.333 1621.9 1552.3 1552.3 16.417 1739.4 1671.2 1671.2 16.500 1845.4 1783.8 1783.8 16.583 1937.3 1883.8 1883.8 16.667 1993.6 1960.3 1960.3 16.750 2000.6 1995.7 1995.7 16.833 1966.6 1985.6 1985.6 16.917 1910.1 1942.4 1942.4 17.000 1839.0 1880.0 1880.0 17.083 1739.4 1796.6 1796.6 17.167 1653.0 1703.3 1703.3 17.250 1572.8 1619.4 1619.4 "' 17.333 1497.8 1541.4 1541.4 17.417 1439.3 1473.5 1473.5 17.500 1384.0 1416.1 1416.1 17.583 1336.9 1364.3 1364.3 17.667 1295.7 1319.7 1319.7 17.750 1260.3 1280.9 1280.9 17.833 1227.7 1246.6 1246.6 17.917 1197.4 1215.0 1215.0 . 18.000 1163.7 1183.2 1183.2 18.083 1127.3 1148.3 1148.3 18.167 1096.6 1114.5 1114.5 18.250 1066.2 1083.8 1083.8 18.333 1041.0 1055.7 1055.7 18.417 1016.6 1030.7 1030.7 18.500 996.2 1008.1 1008.1 18.583 978.0 988.6 988.6 18.667 964.3 972.3 972.3 18.750 952.2 959.2 959.2 . 18.833 941.4 947.7 947.7 18.917 930.9 937.0 937.0 19.000 920.3 926.4 926.4 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 1485.049 AF OUTFLOW VOLUME = 1485.050 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 568.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .870 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .351 LOW LOSS FRACTION = .346 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .37 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .95 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.65 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.85 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .978 30- MINUTE FACTOR = .978 1 -HOUR FACTOR = .978 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES ' UNIT INTERVAL PERCENTAGE OF LAG -TIME = 9.579 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .798 54.831 2 2.514 117.850 3 4.800 157.059 4 7.957 216.871 5 11.722 258.581 6 16.836 351.336 - x . 7 22.893 416.017 8 29.409 447.630 • 9 36.571 491.992 10 43.525 477.648 11 50.335 467.788 - 12 55.577 360.094 13 59.854 293.816 14 63.176 228.169 15 66.267 212.371 16 68.836 176.465 x 17 70.811 135.684 18 72.928 145.391 19 74.609 115.455 20 76.102 102.572 21 77.479 94.620 22 78.792 90.158 23 80.020 84.363 " 24 81.041 70.125 25 82.129 74.761 26 82.993 59.333 - 27 83.932 64.494 28 84.762 57.022 '" 29 85.535 53.107 - 30 86.255 49.444 31 86.939 47.014 32 87.588 44.570 33 88.137 37.692 4. 34 88.699 38.631 35 89.262 38.701 36 89.824 38.547 37 90.308 33.280 38 90.753 30.591 39 91.199 30.605 40 91.644 30.605 " 41 92.068 29.064 42 92.426 24.652 43 92.781 24.358 ". 44 93.136 24.386 45 93.491 24.358 46 93.845 24.372 - 47 94.159 21.543 48 94.441 19.343 49 94.722 19.357 50 95.004 19.371 °"` 51 95.286 19.330 52 95.568 19.357 53 95.849 19.329 54 96.087 16.332 55 96.272 12.746 - 56 96.459 12.802 57 96.645 12.774 58 96.830 12.746 59 97.017 12.802 60 97.203 12.775 61 97.388 12.774 62 97.574 12.775 63 97.760 12.774 64 97.944 12.606 65 98.049 7.228 66 98.118 4.706 67 98.187 4.734 68 98.255 4.707 69 98.324 4.734 70 98.393 4.735 71 98.461 4.706 72 98.530 4.734 73 98.599 4.706 74 98.667 4.706 75 98.737 4.762 76 98.805 4.706 77 98.874 4.735 78 98.943 4.706 79 99.011 4.706 80 99.080 4.706 81 99.148 4.706 82 99.217 4.706 83 99.285 4.706 84 99.354 4.706 85 99.422 4.706 86 99.491 4.706 87 99.559 4.706 88 99.628 4.706 89 99.696 4.706 90 99.765 4.706 91 99.833 4.706 92 99.902 4.706 93 99.970 4.706 94 100.000 2.038 TOTAL STORM RAINFALL(INCHES) = 7.84 TOTAL SOIL - LOSS(INCHES) = 2.57 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.27 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 121.5235 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 249.5183 2 - H O U R R S T O R M R U N O F F H Y D R O G R A P H M, HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) '"°' TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 14.083 95.6126 140.67 Q. V . < 14.167 96.5940 142.50 . Q. v . . 14.250 97.5886 144.41 . Q. V . . - 14.333 98.5969 146.40 . Q. V . . 14.417 99.6196. 148.50 . Q. V . . 14.500 100.6574 150.69 . Q V . . - 14.583 101.7111 152.99 . Q V . . 14.667 102.7815 155.42 . Q V . . " 14.750 103.8697 158.00 . Q V . . 14.833 104.9767 160.74 . Q V . . - 14.917 106.1039 163.67 . Q V . . ,,„ 15.000 107.2527 166.82 . .Q V . . 15.083 108.4250 170.22 . .Q V . . - 15.167 109.6226 173.88 . .Q V . . 15.250 110.8476 177.88 . .Q V . . 15.333 112.1025 182.21 Q V . 15.417 113.3908 187.05 . . Q V . . 15.500 114.7161 192.44 . . Q V . . 15.583 116.0833 198.51 . . Q V . . 15.667 117.4978 205.39 . . Q V . . - 15.750 118.9659 213.17 . . Q V. . 15.833 120.4968 222.29 . . Q V. . 15.917 122.1107 234.34 . Q V. - 16.000 123.8405 251.17 . Q V. . 16.083 125.7933 283.54 . Q V . - 16.167 127.9858 318.36 . VQ 16.250 130.3822 347.95 . V Q . - 16.333 133.0130 382.00 . .V Q . ..„ 16.417 135.8527 412.32 . .V Q . 16.500 138.9588 451.00 . . V Q . • 16.583 142.2526 478.27 . . V .4 . 16.667 145.6411 492.01 . . V . Q "` 16.750 149.0916 501.01 . V Q . .1. 16.833 152.4558 488.48 . . V . Q 16.917 155.6807 468.27 . . V .4 . • 17.000 158.5920 422.72 . V Q . 17.083 161.2578 387.07 . Q ' 17.167 163.6997 354.56 . Q V . 17.250 166.0048 334.71 . . Q V . 17.333 168.1546 312.15 . Q V . -. 17.417 170.1587 291.00 . Q. V . 17.500 172.1011 282.03 . Q . V . - 17.583 173.9281 265.28 . Q V 17.667 175.6745 253.57 . Q . V . - 17.750 177.3561 244.17 . Q V . • 17.833 178.9815 236.01 . Q V . 17.917 180.5515 227.97 . Q V . . - 18.000 182.0577 218.70 Q . V. .'* 18.083 183.5312 213.95 . Q V. 18.167 184.9457 205.39 . Q . V. 18.250 186.3342 201.61 . Q . V. . • 18.333 187.6790 195.25 . Q V 18.417 188.9870 189.93 . . Q V - 18.500 190.2612 185.00 . . Q V 18.583 191.5042 180.50 . . Q . V . 18.667 192.7174 176.15 . .Q . V . • 18.750 193.8970 171.28 . .Q . .V . 18.833 195.0574 168.49 . .Q . .V . - 18.917 196.1977 165.57 . .Q . .V . 19.000 197.3165 162.45 . Q .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - ry FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 2 - » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN - 483.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW 4. (STREAM 2) <-- <= flowby structure . basin (maximum flowby Q = 483.0 cfs) storage - V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME "` (HRS) (CFS) (CFS) (AF) 14.083 140.7 140.7 .000 14.166 142.5 142.5 .000 -- 14.249 144.4 144.4 .000 14.333 146.4 146.4 .000 14.416 148.5 148.5 .000 g"` 14.499 150.7 150.7 .000 14.583 153.0 153.0 .000 14.666 155.4 155.4 .000 .. 14.749 158.0 158.0 .000 14.833 160.7 160.7 .000 ' 14.916 163.7 163.7 .000 14.999 166.8 166.8 .000 15.083 170.2 170.2 .000 15.166 173.9 173.9 .000 15.249 177.9 177.9 .000 15.333 182.2 182.2 .000 15.416 187.1 187.1 .000 15.499 192.4 192.4 .000 15.583 198.5 198.5 .000 15.666 205.4 205.4 .000 15.749 213.2 213.2 .000 15.833 222.3 222.3 .000 15.916 234.3 234.3 .000 w 15.999 251.2 251.2 .000 16.083 283.5 283.5 .000 - 16.166 318.4 318.4 .000 16.249 348.0 348.0 .000 16.333 382.0 382.0 .000 16.416 412.3 412.3 .000 16.499 451.0 451.0 .000 16.583 478.3 478.3 .000 16.666 492.0 483.0 .062 16.749 501.0 483.0 .186 16.833 488.5 483.0 .224 16.916 468.3 468.3 .224 -. 16.999 422.7 422.7 .224 17.083 387.1 387.1 .224 17.166 354.6 354.6 .224 17.249 334.7 334.7 .224 " 17.333 312.1 312.1 .224 17.416 291.0 291.0 .224 17.499 282.0 282.0 .224 17.583 265.3 265.3 .224 17.666 253.6 253.6 .224 - 17.749 244.2 244.2 .224 - 17.833 236.0 236.0 .224 17.916 228.0 228.0 .224 17.999 218.7 218.7 .224 18.083 214.0 214.0 .224 . 18.166 205.4 205.4 .224 18.249 201.6 201.6 .224 18.333 195.3 195.3 .224 18.416 189.9 189.9 .224 18.499 185.0 185.0 .224 "' 18.583 180.5 180.5 .224 18.666 176.2 176.2 .224 18.749 171.3 171.3 .224 .. 18.833 168.5 168.5 .224 18.916 165.6 165.6 .224 - 18.999 162.5 162.5 .224 ,„, ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 7 ` » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .. FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) - TIME(HRS) VOLUME(AF) Q(CFS) 0. 625.0 1250.0 1875.0 2500.0 ' 14.083 740.0373 931.40 . . Q V . . 14.167 746.5164 940.77 . Q V . . 14.250 753.0654 950.91 . Q V . 14.333 759.6901 961.91 . Q V . 14.417 766.3975 973.92 . Q V . "" 14.500 773.1956 987.09 . Q V . 14.583 780.0936 1001.59 . QV . 14.667 787.1007 1017.43 . Q V . . • 14.750 794.2253 1034.49 . Q V . . 14.833 801.4745 1052.58 . Q V . . 14.917 808.8544 1071.56 . QV . 15.000 816.3705 1091.34 . QV . - 15.083 824.0284 1111.93 . Q V. 15.167 831.8344 1133.43 . QV. 15.250 839.7968 1156.14 . QV. . «• 15.333 847.9261 1180.37 . QV. . 15.417 856.2358 1206.57 . 4. . "" 15.500 864.7418 1235.08 . Q. • 15.583 873.4637 1266.42 . Q . 15.667 882.4249 1301.17 . 4 • - 15.750 891.6535 1340.00 . VQ 15.833 901.1874 1384.32 . V Q ' 15.917 911.0660 1434.39 . .VQ 16.000 921.3286 1490.12 . .V Q 16.083 932.1541 1571.86 . .V Q • 16.167 943.6987 1676.28 . .V Q . 16.250 956.0490 1793.26 . . V Q . - 16.333 969.3708 1934.34 . . V Q 16.417 983.7204 2083.56 . . V . Q 16.500 999.1113 2234.75 . . V . Q • . 16.583 1015.3790 2362.02 . . V Q . 16.667 1032.2060 2443.32 . . V Q. ' 16.750 1049.2770 2478.67 . . V Q. 16.833 1066.2780 2468.55 . . V Q. . 16.917 1082.8800 2410.69 . . V Q . 17.000 1098.7390 2302.67 . V . Q . 17.083 1113.7780 2183.70 . V . Q 17.167 1127.9510 2057.86 . V . Q . • 17.250 1141.4090 1954.11 . . V .Q . 17.333 1154.1740 1853.51 . V Q. . 17.417 1166.3260 1764.53 . . V Q . .. 17.500 1178.0220 1698.15 . Q 17.583 1189.2450 1629.58 . QV . - 17.667 1200.0800 1573.23 . . Q V . 17.750 1210.5830 1525.06 . Q V . 17.833 1220.7940 1482.63 . Q V . - 17.917 1230.7320 1442.97 . Q V . 18.000 1240.3860 1401.88 . . Q V . 18.083 1249.7680 1362.27 . .Q V . 18.167 1258.8580 1319.86 . .Q V. . 18.250 1267.7110 1285.43 . Q V. - 18.333 1276.3270 1250.94 . Q V. 18.417 1284.7330 1220.67 . Q. V. - 18.500 1292.9500 1193.09 . Q. V. . 18.583 1301.0020 1169.11 . Q . V . �' 18.667 1308.9110 1148.47 . Q . V 18.750 1316.6970 1130.49 . Q . V . 18.833 1324.3840 1116.18 . Q . V 18.917 1331.9780 1102.57 . Q . V 19.000 1339.4770 1088.88 . Q . V . END OF FLOOD ROUTING ANALYSIS Ai 44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L O O D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986), SAN BERNARDINO(1986),KERN(1992), SAN JOAQUIN(1995), and COALINGA(1995) (c) Copyright 1989 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1206 Analysis prepared by: ASL Consulting Engineers One Jenner, Suite 200 Irvine, CA 92718 (714) 727 -7099 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * FLOOD ROUTING FOR I -10 CHANNEL FONTANA * WATERSHEDS 1, 2, 3, 4, 5, 6, 7, 8 & 9 REVISED * SCENARIO IV WITH STREET CAPACITY LIMITS # 1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: N:I10RB409.UH1 TIME /DATE OF STUDY: 18:30 7/11/1995 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 241.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .390 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .174 LOW LOSS FRACTION = .176 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .972 30- MINUTE FACTOR = .972 1 -HOUR FACTOR = .972 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 x. UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.368 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH - NUMBER MEAN VALUES ORDINATES(CFS) 1 1.881 54.816 2 7.519 164.320 3 17.390 287.705 x.. 4 31.680 416.512 5 47.144 450.690 6 58.786 339.323 7 66.137 214.267 8 71.368 152.469 9 75.288 114.248 10 78.386 90.276 11 80.990 75.902 12 83.152 63.022 13 85.059 55.572 14 86.676 47.126 15 88.056 40.226 - 16 89.306 36.426 17 90.444 33.190 18 91.439 28.978 19 92.344 26.385 20 93.136 23.079 21 93.914 22.672 22 94.571 19.147 ' 23 95.199 18.318 24 95.822 18.151 25 96.301 13.960 - 26 96.716 12.090 27 97.131 12.100 "` 28 97.546 12.090 29 97.939 11.472 30 98.139 5.813 31 98.292 4.465 32 98.446 4.481 33 98.599 4.460 34 98.752 4.476 35 98.905 4.465 36 99.059 4.470 37 99.212 4.465 38 99.365 4.465 39 99.518 4.465 . 40 99.672 4.465 41 99.825 4.465 42 99.978 4.465 43 100.000 .642 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 1.46 TOTAL EFFECTIVE RAINFALL(INCHES) = 7.33 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 29.3809 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 147.0997 4i ., 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) '" TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 - 14.083 64.9090 79.85 . Q V . . - 14.167 65.4706 81.54 . Q . V . . 14.250 66.0465 83.62 . Q . V . . 14.333 66.6394 86.09 . Q . V . . 14.417 67.2505 88.74 . Q . V . . 14.500 67.8788 91.23 . Q. V . . 14.583 68.5229 93.52 . Q. V . . 14.667 69.1825 95.77 . Q. V . . - 14.750 69.8579 98.07 . Q. V . . 14.833 70.5497 100.45 . Q V. . - 14.917 71.2589 102.97 . Q V. . 15.000 71.9866 105.65 . Q V. . 15.083 72.7341 108.54 . Q V. . . 15.167 73.5032 111.67 . .Q V. . 15.250 74.2958 115.09 . .Q V . 15.333 75.1144 118.86 . .Q V . 15.417 75.9614 122.99 . . Q V . 15.500 76.8392 127.46 . . Q V . - 15.583 77.7514 132.45 . Q .V . 15.667 78.7027 138.12 . Q .V . • 15.750 79.7014 145.02 . Q .V . 15.833 80.7617 153.95 . Q .V . 15.917 81.9092 166.62 . Q . V 16.000 83.1903 186.01 . Q . V 16.083 84.7399 225.01 . . QV . - 16.167 86.6639 279.35 . . V Q . 16.250 88.9506 332.04 . . V Q - 16.333 91.5055 370.97 . . V Q 16.417 94.0427 368.40 . V Q . 16.500 96.2459 319.91 . V .Q - 16.583 98.0851 267.05 . Q . 16.667 99.6888 232.85 . . Q V . " 16.750 101.1239 208.38 . Q V . 16.833 102.4337 190.19 . Q. V . 16.917 103.6477 176.27 . Q V . • 17.000 104.7790 164.26 . Q V . 17.083 105.8429 154.48 . Q V . "" 17.167 106.8424 145.13 . Q V. 17.250 107.7838 136.70 . Q V. 17.333 108.6746 129.34 . . Q V. . -,--, 17.417 109.5185 122.54 . . Q V. 17.500 110.3188 116.20 . .Q V. • 17.583 111.0828 110.94 . .4 V 17.667 111.8132 106.05 . Q V - 17.750 112.5168 102.16 Q . V . - 17.833 113.1911 97.91 . Q. V 17.917 113.8420 94.51 . Q. V 18.000 114.4711 91.35 . Q. .V ' 18.083 115.0752 87.71 . Q . .V 18.167 115.6637 85.45 . Q . .V -." 18.250 116.2453 84.45 . Q . .V ot 18.333 116.8242 84.06 . Q . .V 18.417 117.4000 83.61 . Q - .V 18.500 117.9624 81.65 . Q . • V 18.583 118.5163 80.44 . Q . . • V 18.667 119.0641 79.53 . Q . . • V • 18.750 119.6054 78.60 . Q . . • V 18.833 120.1403 77.67 . Q . . • V . 18.917 120.6688 76.74 . Q • . • V 19.000 121.1910 75.82 . Q . • V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 2 » » > FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 569.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. m FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW ..., (STREAM 1) <-- <= flowby structure basin (maximum flowby Q = 569.0 cfs) storage - V STREAM 1 . FLOWBY FLOWBY BASIN MODELING RESULTS: - MODEL STREAM 1 STREAM 1 BASIN TIME INFLOW FLOWBY VOLUME . (HRS) (CFS) (CFS) (AF) 14.083 79.8 79.8 .000 - 14.166 81.5 81.5 .000 14.249 83.6 83.6 .000 14.333 86.1 86.1 .000 14.416 88.7 88.7 .000 14.499 91.2 91.2 .000 14.583 93.5 93.5 .000 14.666 95.8 95.8 .000 . 14.749 98.1 98.1 .000 14.833 100.5 100.5 .000 -. 14.916 103.0 103.0 .000 14.999 105.7 105.7 .000 15.083 108.5 108.5 .000 15.166 111.7 111.7 .000 15.249 115.1 115.1 .000 15.333 118.9 118.9 .000 15.416 123.0 123.0 .000 ffi 15.499 127.5 127.5 .000 - 15.583 132.4 132.4 .000 15.666 138.1 138.1 .000 15.749 145.0 145.0 .000 15.833 154.0 154.0 .000 15.916 166.6 166.6 .000 15.999 186.0 186.0 .000 16.083 225.0 225.0 .000 16.166 279.4 279.4 .000 16.249 332.0 332.0 .000 16.333 371.0 371.0 .000 16.416 368.4 368.4 .000 16.499 319.9 319.9 .000 16.583 267.0 267.0 .000 16.666 232.8 232.8 .000 16.749 208.4 208.4 .000 16.833 190.2 190.2 .000 16.916 176.3 176.3 .000 16.999 164.3 164.3 .000 17.083 154.5 154.5 .000 - 17.166 145.1 145.1 .000 17.249 136.7 136.7 .000 17.333 129.3 129.3 .000 17.416 122.5 122.5 .000 17.499 116.2 116.2 .000 - 17.583 110.9 110.9 .000 17.666 106.0 106.0 .000 17.749 102.2 102.2 .000 17.833 97.9 97.9 .000 17.916 94.5 94.5 .000 . 17.999 91.3 91.3 .000 18.083 87.7 87.7 .000 18.166 85.4 85.4 .000 18.249 84.4 84.4 .000 18.333 84.1 84.1 .000 . 18.416 83.6 83.6 .000 18.499 81.6 81.6 .000 . 18.583 80.4 80.4 .000 18.666 79.5 79.5 .000 18.749 78.6 78.6 .000 . 18.833 77.7 77.7 .000 18.916 76.7 76.7 .000 ' 18.999 75.8 75.8 .000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 Am » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< ,Ai STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME (AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 - 14.083 64.9090 79.85 . Q V . . 14.167 65.4706 81.54 . Q . V . . 44 ' 14.250 66.0465 83.62 . Q . V . . 14.333 66.6394 86.09 . Q . V . . - 14.417 67.2505 88.74 . Q . V . . .., 14.500 67.8788 91.23 . Q. V . . 14.583 68.5229 93.52 . Q. V . . 4* 14.667 69.1825 95.77 . Q. V . . 14.750 69.8579 98.07 . Q. V . . , ,a 14.833 70.5497 100.45 . Q V. . • 14.917 71.2589 102.97 . Q V. . 15.000 71.9866 105.65 . Q V. . 4 15.083 72.7341 108.54 . Q V. . 15.167 73.5032 111.67 . .Q V. . - 15.250 74.2958 115.09 . .Q V . 15.333 75.1144 118.86 . .Q V . 15.417 75.9614 122.99 . . Q V . 15.500 76.8392 127.46 . . Q V . 15.583 77.7514 132.45 . Q .V . ' 15.667 78.7027 138.12 . Q .V . 15.750 79.7014 145.02 . Q .V . 15.833 80.7617 153.95 . Q .V . ,_. 15.917 81.9092 166.62 . . Q . V . 16.000 83.1903 186.01 . Q . V . 16.083 84.7399 225.01 . . QV 16.167 86.6639 279.35 . . V Q . -rt 16.250 88.9506 332.04 . . V Q 16.333 91.5055 370.97 . . V Q . 16.417 94.0427 368.40 . V Q . -w 16.500 96.2459 319.91 . V .Q . 16.583 98.0851 267.05 . Q . - 16.667 99.6888 232.85 . . Q V . „, 16.750 101.1239 208.38 . Q V . 16.833 102.4337 190.19 . Q. V .. 16.917 103.6477 176.27 . Q V . . 17.000 104.7790 164.26 . Q V . '°' 17.083 105.8429 154.48 . Q V . 17.167 106.8424 145.13 . Q V. 17.250 107.7838 136.70 . Q V. - 17.333 108.6746 129.34 . . Q V. 17.417 109.5185 122.54 . Q V. " 17.500 110.3188 116.20 . .Q V. 17.583 111.0828 110.94 . .Q V 17.667 111.8132 106.05 . Q V ... 17.750 112.5168 102.16 . Q V 17.833 113.1911 97.91 . Q. V ' 17.917 113.8420 94.51 Q. V 18.000 114.4711 91.35 Q. .V * 18.083 115.0752 87.71 Q . .V . • 18.167 115.6637 85.45 . Q . .V 18.250 116.2453 84.45 . Q . .V . `" 18.333 116.8242 84.06 . 4 - .V . ' 18.417 117.4000 83.61 . Q . .V . 18.500 117.9624 81.65 Q . . V • 18.583 118.5163 80.44 Q . . V • 18.667 119.0641 79.53 . Q . . V . 18.750 119.6054 78.60 . Q . . V . • 18.833 120.1403 77.67 . Q - . V 18.917 120.6688 76.74 Q . . V . 19.000 121.1910 75.82 . Q . . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 5.2 . » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1097.39 DOWNSTREAM ELEVATION(FT) = 1090.42 ., CHANNEL LENGTH(FT) = 2650.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 370.97 AVERAGE FLOWRATE IN EXCESS OF 50o MAXIMUM INFLOW = 270.92 CHANNEL NORMAL VELOCITY FOR Q = 270.92 CFS = 7.46 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .814 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .822 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS . TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.083 79.8 78.3 78.3 14.167 81.5 79.6 79.6 14.250 83.6 81.3 81.3 " 14.333 86.1 83.3 83.3 14.417 88.7 85.7 85.7 14.500 91.2 88.3 88.3 - 14.583 93.5 90.8 90.8 14.667 95.8 93.1 93.1 14.750 98.1 95.4 95.4 14.833 100.5 97.7 97.7 14.917 103.0 100.0 100.0 w 15.000 105.7 102.5 102.5 15.083 108.5 105.2 105.2 15.167 111.7 108.0 108.0 15.250 115.1 111.1 111.1 15.333 118.9 114.5 114.5 15.417 123.0 118.2 118.2 15.500 127.5 122.3 122.3 15.583 132.4 126.7 126.7 15.667 138.1 131.6 131.6 15.750 145.0 137.2 137.2 15.833 154.0 143.9 143.9 15.917 166.6 152.5 152.5 16.000 186.0 164.7 164.7 16.083 225.0 183.3 183.3 16.167 279.4 219.2 219.2 16.250 332.0 270.2 270.2 - 16.333 371.0 322.1 322.1 16.417 368.4 362.2 362.2 16.500 319.9 365.9 365.9 16.583 267.0 326.6 326.6 16.667 232.8 276.7 276.7 16.750 208.4 239.9 239.9 16.833 190.2 213.5 213.5 16.917 176.3 193.9 193.9 17.000 164.3 179.1 179.1 " 17.083 154.5 166.6 166.6 17.167 145.1 156.4 156.4 17.250 136.7 146.9 146.9 - 17.333 129.3 138.3 138.3 17.417 122.5 130.7 130.7 17.500 116.2 123.8 123.8 17.583 110.9 117.4 117.4 17.667 106.0 112.0 112.0 - 17.750 102.2 107.0 107.0 17.833 97.9 102.9 102.9 17.917 94.5 98.7 98.7 18.000 91.3 95.2 95.2 18.083 87.7 91.9 91.9 18.167 85.4 88.4 88.4 18.250 84.4 85.9 85.9 18.333 84.1 84.7 84.7 18.417 83.6 84.2 84.2 18.500 81.6 83.6 83.6 18.583 80.4 82.0 82.0 18.667 79.5 80.7 80.7 18.750 78.6 79.7 79.7 18.833 77.7 78.8 78.8 18.917 76.7 77.8 77.8 0. 19.000 75.8 76.9 76.9 Ag PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 147.100 AF "" OUTFLOW VOLUME = 147.100 AF LOSS VOLUME = .000 AF 0. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS « «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 370.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .760 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .290 LOW LOSS FRACTION = .275 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .972 30- MINUTE FACTOR = .972 1 -HOUR FACTOR = .972 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.965 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .914 40.887 2 2.965 91.776 3 5.840 128.654 4 9.800 177.210 5 14.937 229.845 6 21.573 296.939 7 29.027 333.536 8 37.172 364.496 9 45.147 356.833 10 52.442 326.428 11 57.921 245.198 12 62.123 187.991 13 65.691 159.675 14 68.715 135.303 15 71.003 102.394 16 73.378 106.255 17 75.215 82.210 18 76.841 72.755 19 78.377 68.742 20 79.814 64.295 " 21 81.010 53.506 22 82.230 54.590 23 83.218 44.217 24 84.291 48.018 25 85.185 40.012 "' 26 86.039 38.215 27 86.826 35.230 28 87.574 33.448 29 88.206 28.303 30 88.851 28.829 31 89.496 28.869 32 90.106 27.299 33 90.621 23.059 34 91.131 22.828 35 91.641 22.811 - 36 92.118 21.353 37 92.526 18.261 38 92.933 18.173 39 93.339 18.181 40 93.745 18.173 41 94.119 16.746 42 94.442 14.458 w 43 94.765 14.435 44 95.087 14.427 45 95.410 14.427 46 95.732 14.427 47 96.031 13.359 48 96.249 9.772 49 96.462 9.517 50 96.675 9.548 51 96.888 9.517 52 97.101 9.517 53 97.314 9.533 54 97.527 9.533 55 97.740 9.533 56 97.947 9.278 57 98.061 5.101 58 98.140 3.523 59 98.219 3.539 60 98.297 3.491 61 98.376 3.539 62 98.455 3.523 .,, 63 98.533 3.507 64 98.612 3.523 65 98.691 3.539 M 66 98.769 3.507 67 98.848 3.523 68 98.927 3.523 69 99.005 3.523 70 99.084 3.523 71 99.163 3.523 72 99.242 3.523 73 99.320 3.523 74 99.399 3.523 75 99.478 3.523 ar 76 99.557 3.523 77 99.635 3.523 78 99.714 3.523 79 99.793 3.523 80 99.871 3.523 81 99.950 3.523 82 100.000 2.230 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.30 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.50 Am, TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 70.7712 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 200.1874 A A A 4 2 - H O U R R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) a ' TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 14.083 83.0794 101.89 . Q V . . - 14.167 83.7915 103.39 . Q V . . 14.250 84.5151 105.06 . Q V . . 14.333 85.2514 106.92 . Q V . . 14.417 86.0020 108.99 . Q V . 14.500 86.7686 111.31 . .Q V . . n , 14.583 87.5524 113.80 . .Q V . . 14.667 88.3546 116.48 . .Q V . . • 14.750 89.1760 119.27 . .Q V . . 14.833 90.0173 122.15 . . Q V . . - 14.917 90.8781 124.99 . . Q V . . 15.000 91.7589 127.89 . . Q V . . 15.083 92.6605 130.92 . Q V . . - 15.167 93.5844 134.14 . Q V . . 15.250 94.5315 137.52 . Q V . . - 15.333 95.5042 141.23 . Q V. . 15.417 96.5040 145.17 . Q V. . 15.500 97.5333 149.47 . Q V. . 15.583 98.5954 154.20 . Q V. 15.667 99.6942 159.54 . Q V. • 15.750 100.8346 165.60 . Q V . 15.833 102.0248 172.81 . Q V . 15.917 103.2802 182.29 . . Q V . • 16.000 104.6292 195.88 . QV 16.083 106.1581 221.99 . . .VQ . °4 16.167 107.8910 251.62 . . .V Q . 16.250 109.8072 278.24 . . .V Q . • 16.333 111.9256 307.59 . . . V Q . • 16.417 114.2425 336.42 . . . V Q . 16.500 116.7536 364.61 . V Q 16.583 119.3683 379.65 . . . V Q . 16.667 122.0252 385.77 . . V Q . ▪ 16.750 124.6062 374.77 . . V Q . 16.833 127.0291 351.80 . V . Q 16.917 129.1982 314.95 . V Q 44 17.000 131.1640 285.44 . . V Q . 17.083 132.9861 264.57 . Q . - 17.167 134.6826 246.33 . . Q V . 17.250 136.2527 227.97 . . Q V . 17.333 137.7608 218.98 . .Q V . • 17.417 139.1687 204.42 . Q V . 17.500 140.5068 194.30 . Q. V . `'" 17.583 141.7885 186.10 . Q . V . 17.667 143.0161 178.25 . Q . V . 17.750 144.1832 169.46 . . Q . V . . • 17.833 145.3121 163.93 . Q . V. 17.917 146.3895 156.44 . . Q V. • 18.000 147.4401 152.55 . Q . V. . 18.083 148.4484 146.40 . 4 V. . 18.167 149.4281 142.25 . 4 V. . 18.250 150.3804 138.28 . Q V . • 18.333 151.3100 134.98 . . Q V 18.417 152.2161 131.56 . Q V °^ 18.500 153.1117 130.04 . Q . V . 18.583 153.9975 128.61 . . Q V 18.667 154.8717 126.95 . . Q . V . • 18.750 155.7316 124.85 . . Q . .V . 18.833 156.5841 123.78 . . Q . .V . 18.917 157.4277 122.49 . . 4 .V 19.000 158.2585 120.64 . . Q .V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -, FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 326.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) <-- <= flowby structure basin (maximum flowby Q = 326.0 cfs) storage V STREAM 2 '" FLOWBY FLOWBY BASIN MODELING RESULTS: ., MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME . (HRS) (CFS) (CFS) (AF) 14.083 101.9 101.9 .000 14.166 103.4 103.4 .000 14.249 105.1 105.1 .000 14.333 106.9 106.9 .000 14.416 109.0 109.0 .000 14.499 111.3 111.3 .000 14.583 113.8 113.8 .000 14.666 116.5 116.5 .000 14.749 119.3 119.3 .000 14.833 122.2 122.2 .000 14.916 125.0 125.0 .000 14.999 127.9 127.9 .000 15.083 130.9 130.9 .000 15.166 134.1 134.1 .000 15.249 137.5 137.5 .000 -, 15.333 141.2 141.2 .000 15.416 145.2 145.2 .000 15.499 149.5 149.5 .000 ,_. 15.583 154.2 154.2 .000 15.666 159.5 159.5 .000 - 15.749 165.6 165.6 .000 15.833 172.8 172.8 .000 15.916 182.3 182.3 .000 15.999 195.9 195.9 .000 16.083 222.0 222.0 .000 16.166 251.6 251.6 .000 16.249 278.2 278.2 .000 16.333. 307.6 307.6 .000 16.416 336.4 326.0 .072 16.499 364.6 326.0 .338 16.583 379.7 326.0 .707 16.666 385.8 326.0 1.119 °"" 16.749 374.8 326.0 1.455 16.833 351.8 326.0 1.632 ... 16.916 315.0 315.0 1.632 16.999 285.4 285.4 1.632 17.083 264.6 264.6 1.632 17.166 246.3 246.3 1.632 17.249 228.0 228.0 1.632 17.333 219.0 219.0 1.632 17.416 204.4 204.4 1.632 17.499 194.3 194.3 1.632 17.583 186.1 186.1 1.632 17.666 178.2 178.2 1.632 17.749 169.5 169.5 1.632 17.833 163.9 163.9 1.632 17.916 156.4 156.4 1.632 17.999 152.5 152.5 1.632 18.083 146.4 146.4 1.632 18.166 142.3 142.3 1.632 18.249 138.3 138.3 1.632 18.333 135.0 135.0 1.632 18.416 131.6 131.6 1.632 18.499 130.0 130.0 1.632 18.583 128.6 128.6 1.632 18.666 126.9 126.9 1.632 18.749 124.9 124.9 1.632 , 18.833 123.8 123.8 1.632 18.916 122.5 122.5 1.632 18.999 120.6 120.6 1.632 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 7 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< n. 00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "' FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** VRI FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 00 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) • TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 - 14.083 147.3410 180.19 Q V . .. 14.167 148.6015 183.02 . Q V . . 14.250 149.8846 186.32 . Q V . . -- 14.333 151.1945 190.19 . Q V . . 14.417 152.5351 194.65 . .Q V . . 14.500 153.9095 199.57 . .Q V . . 14.583 155.3184 204.56 . .Q V . . 14.667 156.7617 209.58 . .Q V . . - 14.750 158.2399 214.64 . . Q V . . 14.833 159.7538 219.81 . . Q V . . '" 14.917 161.3035 225.01 Q V . 15.000 162.8904 230.42 . Q V . . 15.083 164.5164 236.10 . Q V. . - 15.167 166.1842 242.17 . Q V. . 15.250 167.8967 248.64 . Q V. . - 15.333 169.6578 255.72 Q V. . 15.417 171.4717 263.37 . Q V. . ` 15.500 173.3431 271.73 . Q V . 15.583 175.2775 280.88 . Q V . 15.667 177.2826 291.13 . Q V 15.750 179.3677 302.76 . Q V 15.833 181.5487 316.69 . Q .V . • 15.917 183.8546 334.81 . Q.V . 16.000 186.3376 360.54 . QV 16.083 189.1292 405.33 . .V Q . 16.167 192.3714 470.77 . . V Q 16.250 196.1482 548.39 . . V Q . • 16.333 200.4852 629.73 . . V Q 16.417 205.2248 688.19 . V . Q. 16.500 209.9899 691.89 . . V Q. . 16.583 214.4842 652.58 . . V Q . 16.667 218.6348 602.67 . . V Q . • 16.750 222.5325 565.95 . V . Q TM 16.833 226.2479 539.48 . V Q 16.917 229.7527 508.89 . . V Q. • • 17.000 232.9518 464.51 . . Q . 17.083 235.9214 431.19 . . Q V . . .. 17.167 238.6948 402.70 . . Q V . . ' 17.250 241.2764 374.85 . .Q V . 17.333 243.7370 357.28 . Q V . 17.417 246.0453 335.16 . Q. V . . . 17.500 248.2362 318.11 . Q . V . 17.583 250.3264 303.51 . Q . V . - 17.667 252.3251 290.20 . 4 . V. . 17.750 254.2290 276.45 . Q V. 17.833 256.0666 266.83 . Q V. = 17.917 257.8238 255.14 . Q V. 18.000 259.5298 247.71 . Q V 4 °' 18.083 261.1711 238.32 . Q V . 18.167 262.7596 230.65 . Q V 18.250 264.3038 224.22 . . Q V ..0 18.333 265.8168 219.68 . . Q V 18.417 267.3025 215.72 . . Q V . 18.500 268.7742 213.69 . . Q .V 18.583 270.2245. 210.59 . . Q . .V 18.667 271.6545 207.63 . .Q .V _ 18.750 273.0633 204.56 . .Q .V 18.833 274.4583 202.55 . .Q .V w. 18.917 275.8380 200.33 . .Q . .V . 19.000 277.1985 197.55 . .Q . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 5.2 » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE '°" INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). - ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1090.42 ., DOWNSTREAM ELEVATION(FT) = 1084.02 CHANNEL LENGTH(FT) = 1455.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 691.89 AVERAGE FLOWRATE IN EXCESS OF 506 MAXIMUM INFLOW = 511.47 CHANNEL NORMAL VELOCITY FOR Q = 511.47 CFS = 10.83 FPS °" ESTIMATED CHANNEL ROUTING COEFFICIENT = .864 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE - UNIT INTERVALS IS CSTAR = .984 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) " 14.083 180.2 179.2 179.2 14.167 183.0 181.9 181.9 14.250 186.3 185.0 185.0 . 14.333 190.2 188.6 188.6 14.417 194.7 192.9 192.9 14.500 199.6 197.6 197.6 14.583 204.6 202.5 202.5 14.667 209.6 207.6 207.6 - 14.750 214.6 212.6 212.6 14.833 219.8 217.7 217.7 14.917 225.0 222.9 222.9 15.000 230.4 228.2 228.2 15.083 236.1 233.8 233.8 . 15.167 242.2 239.7 239.7 15.250 248.6 246.0 246.0 - 15.333 255.7 252.9 252.9 15.417 263.4 260.3 260.3 15.500 271.7 268.4 268.4 15.583 280.9 277.2 277.2 15.667 291.1 287.0 287.0 15.750 302.8 298.1 298.1 15.833 316.7 311.1 311.1 15.917 334.8 327.5 327.5 16.000 360.5 350.2 350.2 16.083 405.3 387.4 387.4 16.167 470.8 444.5 444.5 16.250 548.4 517.1 517.1 16.333 629.7 596.9 596.9 16.417 688.2 664.4 664.4 16.500 691.9 690.0 690.0 16.583 652.6 668.2 668.2 16.667 602.7 622.8 622.8 16.750 565.9 580.9 580.9 16.833 539.5 550.2 550.2 16.917 508.9 521.2 521.2 17.000 464.5 482.3 482.3 17.083 431.2 444.7 444.7 - 17.167 402.7 414.2 414.2 17.250 374.9 386.1 386.1 17.333 357.3 364.4 364.4 17.417 335.2 344.1 344.1 17.500 318.1 325.0 325.0 - 17.583 303.5 309.4 309.4 17.667 290.2 295.6 295.6 17.750 276.4 282.0 282.0 17.833 266.8 270.7 270.7 17.917 255.1 259.8 259.8 i4 18.000 247.7 250.7 250.7 18.083 238.3 242.1 242.1 - 18.167 230.7 233.8 233.8 18.250 224.2 226.8 226.8 18.333 219.7 221.5 221.5 18.417 215.7 217.3 217.3 18.500 213.7 214.5 214.5 18.583 210.6 211.8 211.8 18.667 207.6 208.8 208.8 18.750 204.6 205.8 205.8 18.833 202.5 203.4 203.4 18.917 200.3 201.2 201.2 19.000 197.5 198.7 198.7 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 345.655 AF OUTFLOW VOLUME = 345.655 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 705.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .760 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .323 Fne LOW LOSS FRACTION = .303 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .972 30- MINUTE FACTOR = .972 1 -HOUR FACTOR = .972 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.965 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .914 77.907 2 2.965 174.871 3 5.840 245.139 4 9.800 337.657 5 14.937 437.947 6 21.573 565.789 . 7 29.027 635.522 8 37.172 694.513 9 45.147 679.911 10 52.442 621.978 11 57.921 467.202 12 62.123 358.199 13 65.691 304.246 14 68.715 257.806 15 71.003 195.101 16 73.378 202.459 °M 17 75.215 156.644 18 76.841 138.628 19 78.377 130.981 . 20 79.814 122.507 21 81.010 101.951 - 22 82.230 104.017 23 83.218 84.251 -' 24 84.291 91.495 25 85.185 76.239 26 86.039 72.814 27 86.826 67.127 28 87.574 63.732 °" 29 88.206 53.929 30 88.851 54.932 31 89.496 55.008 32 90.106 52.016 33 90.621 43.936 - 34 91.131 43.496 35 91.641 43.465 36 92.118 40.686 37 92.526 34.794 38 92.933 34.626 39 93.339 34.642 40 93.745 34.627 41 94.119 31.908 42 94.442 27.549 43 94.765 27.504 44 95.087 27.489 45 95.410 27.488 46 95.732 27.488 47 96.031 25.454 48 96.249 18.620 49 96.462 18.134 50 96.675 18.194 51 96.888 18.134 52 97.101 18.134 53 97.314 18.164 54 97.527 18.164 55 97.740 18.164 b, 56 97.947 17.678 57 98.061 9.720 58 98.140 6.712 59 98.219 6.743 60 98.297 6.652 61 98.376 6.744 62 98.455 6.712 . 63 98.533 6.682 . 64 98.612 6.712 65 98.691 6.743 - 66 98.769 6.682 67 98.848 6.713 68 98.927 6.712 69 99.005 6.713 70 99.084 6.712 71 99.163 6.712 72 99.242 6.712 73 99.320 6.712 74 99.399 6.712 75 99.478 6.712 76 99.557 6.712 77 99.635 6.712 78 99.714 6.712 79 99.793 6.712 80 99.871 6.712 81 99.950 6.712 82 100.000 4.248 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.53 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.26 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 148.6788 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 367.6142 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) 1 " TIME(HRS) VOLUME (AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 - 14.083 152.1864 186.64 . Q. V . . .4 14.167 153.4908 189.40 . Q. V . . 14.250 154.8162 192.44 . Q. V . . - 14.333 156.1650 195.86 . Q. V . . 14.417 157.5400 199.65 . Q. V . . 4 14.500 158.9443 203.90 Q V . 14.583 160.3800 208.46 Q V . 14.667 161.8495 213.37 . Q V . . • 14.750 163.3542 218.49 Q V . 14.833 164.8952 223.76 . .Q V . . - 14.917 166.4720 228.95 . .Q V . . 15.000 168.0855 234.27 Q V . 15.083 169.7372 239.82 . .Q V . . A- 15.167 171.4294 245.72 . . Q V . . 15.250 173.1644 251.91 . . Q V . . - 15.333 174.9462 258.71 . . Q V. . 15.417 176.7776 265.92 . Q V. . 15.500 178.6633 273.80 . Q V. . - 15.583 180.6087 282.48 Q V. . 15.667 182.6215 292.26 Q V. . - 15.750 184.7105 303.33 . Q V 15.833 186.8903 316.51 . Q V . 15.917 189.1905 333.98 . Q V - 16.000 191.6643 359.19 . Q V . 16.083 194.4758 408.23 . QV - 16.167 197.6707 463.90 . .V Q . 16.250 201.2098 513.88 . .V Q . - 16.333 205.1295 569.13 . . V Q . 16.417 209.4238 623.54 . . V Q . 16.500 214.0859 676.93 . V Q . - 16.583 218.9447 705.50 . V Q . 16.667 223.8846 717.28 . V Q . °"° 16.750 228.6825 696.65 . . V Q 16.833 233.1822 653.35 . V . Q . 16.917 237.2027 583.78 . V Q. . • 17.000 240.8405 528.21 . Q . 17.083 244.2092 489.13 . Q V . - 17.167 247.3429 455.01 . . Q V . 17.250 250.2398 420.63 . .Q V . 17.333 253.0225 404.06 . Q V - 17.417 255.6178 376.84 . Q . V 17.500 258.0836 358.03 . 4 V . . • 17.583 260.4450 342.88 . Q V . 17.667 262.7063 328.34 . Q V . . - 17.750 264.8550 311.99 . Q V . • 17.833 266.9337 301.82 . 4 . V. . 17.917 268.9165 287.90 . Q . V. . "` 18.000 270.8503 280.78 . Q V. 18.083 272.7053 269.35 Q . V. 18.167 274.5075 261.68 . . 4 V. . 18.250 276.2590 254.31 Q . V • 18.333 277.9684 248.21 Q . V . 18.417 279.6339 241.83 . . Q V . 18.500 281.2803 239.06 . .4 V . 18.583 282.9086 236.43 Q . V 18.667 284.5155 233.32 Q . V ,, 18.750 286.0953 229.39 Q . V 18.833 287.6614 227.41 Q . .V . ' 18.917 289.2113 225.04 . .4 .V . 19.000 290.7374 221.59 Q . .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 2 - » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 167.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) <-- <= flowby structure - basin (maximum flowby Q = 167.0 cfs) storage - V STREAM 2 . FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 186.6 167.0 1.432 14.166 189.4 167.0 1.587 14.249 192.4 167.0 1.762 14.333 195.9 167.0 1.961 14.416 199.7 167.0 2.186 44 14.499 203.9 167.0 2.440 14.583 208.5 167.0 2.725 4. 14.666 213.4 167.0 3.045 14.749 218.5 167.0 3.399 14.833 223.8 167.0 3.790 - 14.916 229.0 167.0 4.217 40 14.999 234.3 167.0 4.680 15.083 239.8 167.0 5.182 15.166 245.7 167.0 5.724 15.249 251.9 167.0 6.309 15.333 258.7 167.0 6.940 15.416 265.9 167.0 7.621 15.499 273.8 167.0 8.357 15.583 282.5 167.0 9.152 15.666 292.3 167.0 10.015 - 15.749 303.3 167.0 10.954 15.833 316.5 167.0 11.984 15.916 334.0 167.0 13.134 15.999 359.2 167.0 14.457 16.083 408.2 167.0 16.119 -, 16.166 463.9 167.0 18.163 16.249 513.9 167.0 20.552 16.333 569.1 167.0 23.322 16.416 623.5 167.0 26.466 16.499 676.9 167.0 29.978 16.583 705.5 167.0 33.687 16.666 717.3 167.0 37.476 16.749 696.6 167.0 41.124 16.833 653.4 167.0 44.474 16.916 583.8 167.0 47.344 16.999 528.2 167.0 49.832 17.083 489.1 167.0 52.050 17.166 455.0 167.0 54.034 17.249 420.6 167.0 55.781 17.333 404.1 167.0 57.413 17.416 376.8 167.0 58.858 17.499 358.0 167.0 60.174 17.583 342.9 167.0 61.385 17.666 328.3 167.0 62.497 17.749 312.0 167.0 63.495 17.833 301.8 167.0 64.424 17.916 287.9 167.0 65.256 4, 17.999 280.8 167.0 66.040 18.083 269.4 167.0 66.745 18.166 261.7 167.0 67.397 4. 18.249 254.3 167.0 67.998 18.333 248.2 167.0 68.557 18.416 241.8 167.0 69.073 18.499 239.1 167.0 69.569 - 18.583 236.4 167.0 70.047 4 18.666 233.3 167.0 70.504 18.749 229.4 167.0 70.934 18.833 227.4 167.0 71.350 18.916 225.0 167.0 71.749 - 18.999 221.6 167.0 72.125 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 7 ° » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) °°° TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 "' 14.083 297.5938 346.21 . . Q V . . m 14.167 299.9966 348.88 . . Q V . . 14.250 302.4207 351.99 . . Q V . . - 14.333 304.8700 355.63 . . Q V. 14.417 307.3483 359.85 . . Q V. . - 14.500 309.8593 364.59 . . Q V. 14.583 312.4043 369.55 . . Q V. . 14.667 314.9839 374.55 . . Q V. . - 14.750 317.5982 379.59 . . Q V. . 14.833 320.2478 384.72 . . Q V . 14.917 322.9331 389.91 . . Q V . 15.000 325.6551 395.24 . . Q V . 15.083 328.4155 400.81 . . Q V . 15.167 331.2166 406.72 . . Q V . 15.250 334.0612 413.03 . . Q V . m 15.333 336.9528 419.87 . . Q .V . 15.417 339.8956 427.29 . . Q .V . - 15.500 342.8939 435.36 . . Q.V . 15.583 345.9531 444.19 . Q.V . 15.667 349.0798 454.00 . . QV . m 15.750 352.2827 465.07 . . Q V . 15.833 355.5753 478.08 . . .QV . 15.917 358.9810 494.52 . . .QV . 16.000 362.5430 517.20 . . . Q . 16.083 366.3610 554.36 . . . V Q 16.167 370.5722 611.48 . . . V Q . 16.250 375.2838 684.12 . . . V Q . "" 16.333 380.5449 763.90 . . . V • Q . 16.417 386.2709 831.42 . . . V . Q • 16.500 392.1733 857.03 . . . V . Q . m 16.583 397.9251 835.16 . . . V Q • 16.667 403.3641 789.75 . . . V . Q '" 16.750 408.5147 747.87 . . . V • Q . 16.833 413.4544 717.24 . . . V .Q . 16.917 418.1942 688.22 . . . V Q . 17.000 422.6663 649.35 . . . V Q . . 17.083 426.8792 611.72 . . . VQ . . • 17.167 430.8823 581.24 . . . Q V . . 4/4 17.250 434.6915 553.11 . . Q V . 17.333 438.3516 531.45 . . Q V . 17.417 441.8714 511.07 . . Q V • 17.500 445.2600 492.03 . .Q V 17.583 448.5412 476.42 . .Q V - 17.667 451.7270 462.58 . Q V . 17.750 454.8193 449.00 . Q. V . 17.833 457.8340 437.74 . Q. V . • 17.917 460.7738 426.85 . Q . V . 18.000 463.6508 417.74 . Q . V. ' 18.083 466.4683 409.10 . Q . V. . 18.167 469.2284 400.76 . 4 V. . - 18.250 471.9407 393.83 . Q V. • 18.333 474.6165 388.53 . Q V. 18.417 477.2634 384.33 . Q V. - 18.500 479.8909 381.52 . Q . V . 18.583 482.5000 378.83 . Q V 18.667 485.0883 375.83 . Q V .. 18.750 487.6558 372.80 . Q . V 18.833 490.2066 370.37 . Q . V 18.917 492.7426 368.22 . Q . V 19.000 495.2609 365.67 . Q . .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 5.2 » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< - THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). • ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 - UPSTREAM ELEVATION(FT) = 1084.02 DOWNSTREAM ELEVATION(FT) = 1070.82 CHANNEL LENGTH(FT) = 1460.00 MANNING'S FACTOR = .015 - CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 857.03 AVERAGE FLOWRATE IN EXCESS OF 506 MAXIMUM INFLOW = 590.51 CHANNEL NORMAL VELOCITY FOR Q = 590.51 CFS = 14.48 FPS - ESTIMATED CHANNEL ROUTING COEFFICIENT = .895 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE - UNIT INTERVALS IS CSTAR = .997 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS - MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) *' 14.083 346.2 345.5 345.5 14.167 348.9 348.1 348.1 14.250 352.0 351.0 351.0 14.333 355.6 354.5 354.5 14.417 359.9 358.6 358.6 14.500 364.6 363.2 363.2 14.583 369.5 368.0 368.0 14.667 374.6 373.0 373.0 14.750 379.6 378.1 378.1 14.833 384.7 383.2 383.2 14.917 389.9 388.3 388.3 15.000 395.2 393.6 393.6 15.083 400.8 399.1 399.1 15.167 406.7 404.9 404.9 15.250 413.0 411.1 411.1 15.333 419.9 417.8 417.8 15.417 427.3 425.0 425.0 15.500 435.4 432.9 432.9 15.583 444.2 441.5 441.5 15.667 454.0 451.0 451.0 15.750 465.1 461.7 461.7 15.833 478.1 474.1 474.1 "" 15.917 494.5 489.5 489.5 16.000 517.2 510.3 510.3 16.083 554.4 543.1 543.1 - 16.167 611.5 594.1 594.1 16.250 684.1 662.1 662.1 16.333 763.9 739.7 739.7 16.417 831.4 810.9 810.9 16.500 857.0 849.2 849.2 16.583 835.2 841.8 841.8 16.667 789.8 803.5 803.5 °° 16.750 747.9 760.6 760.6 16.833 717.2 726.6 726.6 16.917 688.2 697.0 697.0 17.000 649.3 661.2 661.2 17.083 611.7 623.2 623.2 17.167 581.2 590.5 590.5 17.250 553.1 561.7 561.7 "" 17.333 531.4 538.0 538.0 17.417 511.1 517.3 517.3 17.500 492.0 497.8 497.8 17.583 476.4 481.2 481.2 17.667 462.6 466.8 466.8 17.750 449.0 453.1 453.1 17.833 437.7 441.2 441.2 17.917 426.8 430.2 430.2 18.000 417.7 420.5 420.5 18.083 409.1 411.7 411.7 - 18.167 400.8 403.3 403.3 18.250 393.8 395.9 395.9 18.333 388.5 390.1 390.1 18.417 384.3 385.6 385.6 18.500 381.5 382.4 382.4 18.583 378.8 379.6 379.6 18.667 375.8 376.7 376.7 18.750 372.8 373.7 373.7 «0 18.833 370.4 371.1 371.1 18.917 368.2 368.9 368.9 19.000 365.7 366.4 366.4 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 637.670 AF OUTFLOW VOLUME = 637.670 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 135.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .450 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .303 LOW LOSS FRACTION = .286 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .972 30- MINUTE FACTOR = .972 1 -HOUR FACTOR = .972 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.519 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.593 26.002 2 6.062 72.964 3 13.463 120.833 4 24.581 181.518 5 37.932 217.988 6 50.921 212.055 - 7 59.991 148.079 8 66.149 100.545 - 9 70.771 75.466 10 74.380 58.922 11 77.203 46.081 . 12 79.681 40.472 13 81.756 33.869 14 83.552 29.325 15 85.174 26.482 16 86.574 22.854 , 17 87.806 20.112 18 88.887 17.648 19 89.950 17.359 20 90.842 14.571 21 91.702 14.027 22 92.450 12.219 23 93.136 11.196 24 93.818 11.132 25 94.403 9.557 - 26 94.948 8.892 27 95.492 8.896 28 96.007 8.403 - 29 96.384 6.151 30 96.743 5.868 31 97.103 5.875 32 97.463 5.868 33 97.822 5.868 34 98.067 4.002 35 98.200 2.166 ._, 36 98.333 2.177 37 98.466 2.163 38 98.599 2.177 39 98.732 2.166 40 98.865 2.170 41 98.997 2.170 42 99.131 2.173 43 99.263 2.170 44 99.396 2.170 45 99.529 2.170 - 46 99.662 2.170 47 99.795 2.170 . 48 99.928 2.170 49 100.000 1.178 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.39 - TOTAL EFFECTIVE RAINFALL(INCHES) = 6.40 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 26.8626 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 72.0011 . 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) • TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 14.083 31.2310 38.34 . Q V . - 14.167 31.5003 39.09 . Q V . . 14.250 31.7756 39.97 . Q V . . -- 14.333 32.0581 41.03 . Q . V . . 14.417 32.3488 42.21 . Q . V . . - 14.500 32.6479 43.42 . Q . V . . 14.583 32.9546 44.54 . Q . V . . 14.667 33.2687 45.61 . Q. V . . - 14.750 33.5903 46.69 . Q. V . . 14.833 33.9196 47.81 . Q. V . . 14.917 34.2569 48.98 . Q. V. . 15.000 34.6029 50.23 . Q V. . 15.083 34.9580 51.57 . Q V. . 15.167 35.3231 53.01 . Q V. . 15.250 35.6990 54.58 . Q V. . 15.333 36.0868 56.31 . .Q V . 15.417 36.4875 58.18 . .Q V . 15.500 36.9024 60.23 . . Q V . 15.583 37.3328 62.51 . . Q V . 15.667 37.7811 65.09 . Q V . 15.750 38.2503 68.12 . Q .V . 15.833 38.7458 71.95 . Q .V . 15.917 39.2790 77.43 . . Q .V . 16.000 39.8713 86.00 . Q . V . 16.083 40.5849 103.61 . Q V - 16.167 41.4638 127.62 . . V Q 16.250 42.5037 151.00 . . V Q • 16.333 43.6948 172.95 . V Q . 16.417 44.9448 181.50 . . V Q . 16.500 46.1316 172.32 . V Q * 16.583 47.1388 146.25 . . V Q. 16.667 47.9977 124.71 . . Q V . • 16.750 48.7578 110.36 . . Q V . 16.833 49.4443 99.68 . . Q. V . 16.917 50.0718 91.12 . Q . V . 17.000 50.6578 85.09 . Q V . 17.083 51.2050 79.45 . Q V . "' 17.167 51.7195 74.70 Q . V . 17.250 52.2058 70.62 Q . V. . 17.333 52.6641 66.54 . Q V. • 17.417 53.0974 62.91 . . Q V. 17.500 53.5082 59.64 . .Q V. • 17.583 53.9020 57.18 Q . V. . 17.667 54.2767 54.41 . Q V • 17.750 54.6373 52.35 Q . V . 17.833 54.9830 50.19 . Q V 17.917 55.3161 48.38 . Q. V 18.000 55.6389 46.87 Q. . V . ' 18.083 55.9504 45.22 . Q. . .V 18.167 56.2541 44.10 . Q . . .V . 18.250 56.5527 43.37 Q . .V . 18.333 56.8473 42.77 . Q . . .V . 18.417 57.1367 42.02 . Q . . .V . ' 18.500 57.4248 41.84 . Q . . .V . 18.583 57.7109 41.54 . Q . . . V . 18.667 57.9936 41.04 Q . . V . 18.750 58.2715 40.36 . Q . . V 18.833 58.5413 39.18 . Q . . V . " ' 18.917 58.8037 38.09 . Q . . . V . 19.000 59.0623 37.55 . Q - . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 149.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) < - -* <= flowby structure -- basin (maximum flowby Q = 149.0 cfs) storage V STREAM 2 . FLOWBY FLOWBY BASIN MODELING RESULTS: . MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 38.3 38.3 .000 14.166 39.1 39.1 .000 14.249 40.0 40.0 .000 14.333 41.0 41.0 .000 , 14.416 42.2 42.2 .000 14.499 43.4 43.4 .000 14.583 44.5 44.5 .000 14.666 45.6 45.6 .000 14.749 46.7 46.7 .000 14.833 47.8 47.8 .000 . 14.916 49.0 49.0 .000 14.999 50.2 50.2 .000 15.083 51.6 51.6 .000 . 15.166 53.0 53.0 .000 15.249 54.6 54.6 .000 15.333 56.3 56.3 .000 15.416 58.2 58.2 .000 15.499 60.2 60.2 .000 15.583 62.5 62.5 .000 15.666 65.1 65.1 .000 - 15.749 68.1 68.1 .000 15.833 71.9 71.9 .000 15.916 77.4 77.4 .000 15.999 86.0 86.0 .000 16.083 103.6 103.6 .000 a 16.166 127.6 127.6 .000 16.249 151.0 149.0 .014 16.333 172.9 149.0 .179 16.416 181.5 149.0 .403 16.499 172.3 149.0 .563 16.583 146.2 146.2 .563 16.666 124.7 124.7 .563 16.749 110.4 110.4 .563 16.833 99.7 99.7 .563 16.916 91.1 91.1 .563 16.999 85.1 85.1 .563 17.083 79.4 79.4 .563 . 17.166 74.7 74.7 .563 17.249 70.6 70.6 .563 17.333 66.5 66.5 .563 17.416 62.9 62.9 .563 17.499 59.6 59.6 .563 - 17.583 57.2 57.2 .563 17.666 54.4 54.4 .563 "' 17.749 52.4 52.4 .563 17.833 50.2 50.2 .563 17.916 48.4 48.4 .563 . 17.999 46.9 46.9 .563 18.083 45.2 45.2 .563 .0 18.166 44.1 44.1 .563 18.249 43.4 43.4 .563 18.333 42.8 42.8 .563 e. 18.416 42.0 42.0 .563 18.499 41.8 41.8 .563 18.583 41.5 41.5 .563 18.666 41.0 41.0 .563 18.749 40.4 40.4 .563 ., 18.833 39.2 39.2 .563 18.916 38.1 38.1 .563 0. 18.999 37.6 37.6 .563 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 7 ' » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< A ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .* FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** '"' FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< . STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 `" 14.083 328.1001 383.84 . . Q V . . 14.167 330.7665 387.16 . . Q V . 14.250 333.4595 391.02 . . Q V . . 14.333 336.1837 395.55 . . Q V . . . . 14.417 338.9439 400.78 . . Q V. . '' 14.500 341.7440 406.57 . . Q V. . 14.583 344.5854 412.58 . . Q V. 14.667 347.4686 418.64 . . Q V. . . 14.750 350.3939 424.75 . . Q V. . 14.833 353.3621 430.97 . . Q V. . - 14.917 356.3739 437.32 . . Q V . 15.000 359.4307 443.85 . . Q V . . 15.083 362.5345 450.68 . . Q V . • r 15.167 365.6884 457.94 . . Q V . 15.250 368.8956 465.69 . . Q V . 15.333 372.1608 474.10 . . Q V . 15.417 375.4887 483.21 . . Q.V . - 15.500 378.8849 493.14 . . Q.V . �, 15.583 382.3561 504.01 . . QV . 15.667 385.9106 516.11 . . QV . . 15.750 389.5595 529.83 . . .Q . 15.833 393.3203 546.07 . . .QV . • 15.917 397.2250 566.95 . . . Q . 16.000 401.3318 596.31 . . . VQ . . 16.083 405.7857 646.70 . . . V Q . ,. 16.167 410.7564 721.76 . . . V Q . . 16.250 416.3423 811.06 . . . V . Q . "°" 16.333 422.4625 888.66 . . . V . Q . 16.417 429.0733 959.89 . . . V . Q . 16.500 435.9480 998.20 . . . V . Q. .., 16.583 442.7525 988.01 . . . V . Q. 16.667 449.1453 928.23 . . . V . Q . ' 16.750 455.1437 870.96 . . . V Q . 16.833 460.8340 826.24 . . . V Q . ." 16.917 466.2621 788.16 . . . V .Q . 17.000 471.4015 746.24 . . . V Q. . 17.083 476.2404 702.60 . . . V Q . . - 17.167 480.8217 665.21 . . . QV . . AvsA 4 ' 17.250 485.1763 632.28 . . Q V . • 17.333 489.3400 604.58 . . . Q V . - 17.417 493.3357 580.17 . . . Q V • F 17.500 497.1750 557.46 . . • Q V . . 17.583 500.8827 538.35 . . .Q V - 17.667 504.4722 521.21 . . Q V • . 17.750 507.9535 505.48 . . Q V • 17.833 511.3375 491.36 . . Q. V . . - 17.917 514.6332 478.53 . . Q. V. • 18.000 517.8521 467.38 . . Q . V. • • 18.083 520.9991 456.95 . . Q . V. • 18.167 524.0803 447.40 . . Q . V. • °' 18.250 527.1058 439.30 . . Q V. . _ 18.333 530.0873 432.91 . . Q . V. 18.417 533.0323 427.62 . . Q V . - 18.500 535.9539 424.21 . . Q V 18.583 538.8547 421.19 . . Q V . - 18.667 541.7319 417.78 . . Q V • 18.750 544.5837 414.08 . . Q V . _ 18.833 547.4094 410.29 . . Q . V • 18.917 550.2123 406.97 . . Q .V . 19.000 552.9946 404.00 . . Q .V . ..********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** . FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 5.2 • » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< W THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce) . ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 40.00 CHANNEL Z = 1.50 "' UPSTREAM ELEVATION(FT) = 1070.82 DOWNSTREAM ELEVATION(FT) = 1064.03 CHANNEL LENGTH(FT) = 2735.00 MANNING'S FACTOR = .015 . CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 998.20 AVERAGE FLOWRATE IN EXCESS OF 50o MAXIMUM INFLOW = 694.10 CHANNEL NORMAL VELOCITY FOR Q = 694.10 CFS = 7.61 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .817 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE ., UNIT INTERVALS IS CSTAR = .822 CONVEX METHOD CHANNEL ROUTING RESULTS: .. OUTFLOW LESS . MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) - 14.083 383.8 380.4 380.4 14.167 387.2 383.3 383.3 14.250 391.0 386.5 386.5 . 14.333 395.6 390.3 390.3 14.417 400.8 394.7 394.7 14.500 406.6 399.8 399.8 14.583 412.6 405.5 405.5 Adt 14.667 418.6 411.4 411.4 ,, 14.750 424.8 417.5 417.5 14.833 431.0 423.6 423.6 14.917 437.3 429.8 429.8 15.000 443.9 436.1 436.1 - 15.083 450.7 442.6 442.6 15.167 457.9 449.4 449.4 15.250 465.7 456.5 456.5 - 15.333 474.1 464.2 464.2 15.417 . 483.2 472.5 472.5 `� 15.500 493.1 481.5 481.5 �, 15.583 504.0 491.2 491.2 15.667 516.1 501.9 501.9 15.750 529.8 513.8 513.8 15.833 546.1 527.2 527.2 - 15.917 567.0 543.1 543.1 16.000 596.3 563.2 563.2 16.083 646.7 591.3 591.3 - 16.167 721.8 638.1 638.1 16.250 811.1 708.3 708.3 16.333 888.7 794.1 794.1 16.417 959.9 873.0 873.0 - 16.500 998.2 945.0 945.0 . 16.583 988.0 988.6 988.6 16.667 928.2 987.1 987.1 - 16.750 871.0 937.8 937.8 16.833 826.2 882.1 882.1 - 16.917 788.2 835.6 835.6 - 17.000 746.2 795.9 795.9 17.083 702.6 754.4 754.4 17.167 665.2 711.2 711.2 17.250 632.3 672.9 672.9 17.333 604.6 639.0 639.0 17.417 580.2 610.3 610.3 17.500 557.5 585.2 585.2 - 17.583 538.4 562.1 562.1 17.667 521.2 542.3 542.3 . 17.750 505.5 524.7 524.7 17.833 491.4 508.7 508.7 17.917 478.5 494.2 494.2 . 18.000 467.4 481.1 481.1 18.083 457.0 469.7 469.7 - 18.167 447.4 459.1 459.1 18.250 439.3 449.3 449.3 18.333 432.9 441.0 441.0 . 18.417 427.6 434.3 434.3 18.500 424.2 428.7 428.7 18.583 421.2 425.0 425.0 18.667 417.8 421.8 421.8 - 18.750 414.1 418.4 418.4 18.833 410.3 414.8 414.8 18.917 407.0 411.0 411.0 19.000 404.0 407.6 407.6 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 709.108 AF OUTFLOW VOLUME = 709.108 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ' » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 370.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .810 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .314 LOW LOSS FRACTION = .295 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 . SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .972 30- MINUTE FACTOR = .972 1 -HOUR FACTOR = .972 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.288 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH ,., NUMBER MEAN VALUES ORDINATES(CFS) 1 .857 38.363 2 2.742 84.312 3 5.319 115.354 4 8.884 159.491 5 13.306 197.889 6 19.159 261.891 . 7 25.964 304.488 8 33.339 330.044 9 40.964 341.159 10 48.459 335.397 11 54.512 270.864 12 59.288 213.686 13 62.947 163.724 14 66.256 148.094 A „, 15 68.998 122.681 16 71.100 94.077 17 73.342 100.299 18 75.079 77.739 19 76.618 68.873 ,,, 20 78.073 65.092 21 79.452 61.724 22 80.622 52.320 23 81.787 52.142 24 82.774 44.165 25 83.752 43.787 26 84.676 41.311 27 85.506 37.170 28 86.280 34.612 29 87.015 32.901 30 87.692 30.297 31 88.282 26.377 32 88.887 27.073 33 89.492 27.082 34 90.069 25.850 35 90.555 21.730 36 91.034 21.415 37 91.512 21.416 38 91.979 20.906 39 92.374 17.636 40 92.755 17.049 41 93.136 17.049 42 93.517 17.058 43 93.896 16.956 44 94.222 14.586 45 94.524 13.524 46 94.827 13.541 47 95.129 13.541 48 95.432 13.541 . 49 95.734 13.541 50 96.017 12.640 51 96.224 9.277 52 96.424 8.954 - 53 96.624 8.937 54 96.824 8.937 55 97.023 8.937 56 97.223 8.937 57 97.423 8.954 58 97.623 8.920 59 97.823 8.954 60 97.999 7.883 . 61 98.082 3.738 62 98.156 3.279 - 63 98.230 3.330 64 98.303 3.279 65 98.378 3.330 - 66 98.451 3.296 67 98.525 3.296 68 98.599 3.313 69 98.673 3.296 70 98.747 3.313 71 98.821 3.296 72 98.895 3.313 73 98.968 3.296 74 99.042 3.313 75 99.116 3.296 76 99.190 3.296 77 99.263 3.296 78 99.337 3.296 79 99.411 3.296 80 99.484 3.296 81 99.558 3.296 82 99.631 3.296 83 99.705 3.296 84 99.779 3.296 85 99.852 3.296 86 99.926 3.296 87 100.000 3.296 88 100.000 .011 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.46 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.33 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 75.9630 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 194.9983 2 - H O U R R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) . TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 - 14.083 80.2030 98.46 . Q. V . . „ 14.167 80.8907 99.85 . Q. V . . 14.250 81.5890 101.40 . Q V . . - 14.333 82.2992 103.12 . Q V . . 14.417 83.0224 105.01 . Q V . . 14.500 83.7602 107.13 . Q V . . , 14.583 84.5140 109.45 . Q V . . 14.667 85.2849 111.93 . .Q V . . 14.750 86.0737 114.54 . .Q V . . 14.833 86.8814 117.27 . .Q V . . - 14.917 87.7080 120.02 . . Q V . . 15.000 88.5538 122.81 Q V . 15.083 89.4193 125.67 . . Q V . . - 15.167 90.3056 128.71 . . Q V . . 15.250 91.2143 131.93 . . Q V . . - 15.333 92.1467 135.38 . . Q V . . 15.417 93.1047 139.11 . . Q V. . 15.500 94.0903 143.11 . . Q V. . - 15.583 95.1064 147.53 . . Q V. . 15.667 96.1566 152.49 . Q V. . - 15.750 97.2457 158.14 . Q V. 15.833 98.3807 164.79 . Q V . • 15.917 99.5760 173.56 . Q V . - 16.000 100.8571 186.02 . . Q V . 16.083 102.3037 210.06 . VQ 16.167 103.9342 236.75 . .V Q 16.250 105.7259 260.16 . .V Q . - 16.333 107.6999 286.62 . . V Q . . „ 16.417 109.8441 311.34 . . V .Q 16.500 112.1803 339.21 . . V . Q . - 16.583 114.6407 357.26 . . V Q 16.667 117.1583 365.55 . . V Q . "'" 16.750 119.6621 363.55 . . V Q . 16.833 122.0752 350.39 . V Q 16.917 124.2753 319.44 . V .Q • 17.000 126.2722 289.95 . V Q . 17.083 128.0925 264.31 . . Q - 17.167 129.8010 248.07 . . Q V . 17.250 131.3914 230.93 . . Q V 17.333 132.8703 214.73 . .4 V . 17.417 134.2977 207.27 . 4 V . 17.500 135.6326 193.83 . Q. V . -' 17.583 136.9034 184.51 . Q . V . . 17.667 138.1227 177.04 . Q . V . - 17.750 139.2938 170.06 . Q . V . 17.833 140.4104 162.12 . Q V . 17.917 141.4903 156.81 . Q V. '^ 18.000 142.5253 150.28 . Q V. ' 18.083 143.5312 146.07 . 4 V. - 18.167 144.5075 141.76 . 4 V. - • 18.250 145.4542 137.45 . Q V. 18.333 146.3770 134.00 . Q V 18.417 147.2794 131.03 . 4 Q V - 18.500 148.1635 128.37 . . Q V - 18.583 149.0308 125.93 . . Q V 18.667 149.8912 124.93 . . Q V . - 18.750 150.7439 123.82 . . Q . V - 18.833 151.5868 122.38 . . Q .V 18.917 152.4146 120.19 . . 4 .V • 19.000 153.2333 118.88 . .Q . .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN x 347.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW . . (STREAM 2) < - -* <= flowby structure - basin (maximum flowby Q = 347.0 cfs) storage V STREAM 2 "' FLOWBY FLOWBY BASIN MODELING RESULTS: - MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME m (HRS) (CFS) (CFS) (AF) 14.083 98.5 98.5 .000 m 14.166 99.9 99.9 .000 14.249 101.4 101.4 .000 14.333 103.1 103.1 .000 - 14.416 105.0 105.0 .000 14.499 107.1 107.1 .000 14.583 109.5 109.5 .000 14.666 111.9 111.9 .000 14.749 114.5 114.5 .000 14.833 117.3 117.3 .000 14.916 120.0 120.0 .000 14.999 122.8 122.8 .000 15.083 125.7 125.7 .000 . 15.166 128.7 128.7 .000 15.249 131.9 131.9 .000 15.333 135.4 135.4 .000 15.416 139.1 139.1 .000 15.499 143.1 143.1 .000 .. 15.583 147.5 147.5 .000 15.666 152.5 152.5 .000 15.749 158.1 158.1 .000 15.833 164.8 164.8 .000 15.916 173.6 173.6 .000 15.999 186.0 186.0 .000 16.083 210.1 210.1 .000 16.166 236.7 236.7 .000 16.249 260.2 260.2 .000 16.333 286.6 286.6 .000 16.416 311.3 311.3 .000 16.499 339.2 339.2 .000 16.583 357.3 347.0 .071 16.666 365.5 347.0 .198 16.749 363.6 347.0 .312 16.833 350.4 347.0 .336 16.916 319.4 319.4 .336 - 16.999 290.0 290.0 .336 17.083 264.3 264.3 .336 17.166 248.1 248.1 .336 17.249 230.9 230.9 .336 17.333 214.7 214.7 .336 17.416 207.3 207.3 .336 17.499 193.8 193.8 .336 17.583 184.5 184.5 .336 17.666 177.0 177.0 .336 17.749 170.1 170.1 .336 17.833 162.1 162.1 .336 17.916 156.8 156.8 .336 N 17.999 150.3 150.3 .336 18.083 146.1 146.1 .336 18.166 141.8 141.8 .336 18.249 137.5 137.5 .336 18.333 134.0 134.0 .336 18.416 131.0 131.0 .336 18.499 128.4 128.4 .336 18.583 125.9 125.9 .336 18.666 124.9 124.9 .336 18.749 123.8 123.8 .336 18.833 122.4 122.4 .336 18.916 120.2 120.2 .336 18.999 118.9 118.9 .336 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 7 . » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< "' FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 11 .., » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 350.0 700.0 1050.0 1400.0 `"' 14.083 405.1451 478.90 . . Q V . . - 14.167 408.4726 483.15 . Q V . . 14.250 411.8330 487.93 . • Q V . . 14.333 415.2312 493.42 . . Q V . . 14.417 418.6728 499.71 . . Q V . . • 14.500 422.1640 506.93 . . Q V . . 14.583 425.7102 514.92 . . Q V . . 14.667 429.3145 523.34 . • Q V. . - 14.750 432.9784 532.00 . Q V. . 14.833 436.7031 540.83 . Q V. 14.917 440.4894 549.78 . Q V. 15.000 444.3385 558.89 . Q V. 15.083 448.2521 568.25 . Q V. 15.167 452.2332 578.06 . Q V 15.250 456.2860 588.47 . Q V - 15.333 460.4154 599.58 . Q V 15.417 464.6275 611.59 . Q V "" 15.500 468.9290 624.58 . . Q V . - 15.583 473.3283 638.77 . Q V . 15.667 477.8354 654.43 . Q .V -. 15.750 482.4632 671.95 . Q.V 15.833 487.2293 692.04 . Q.V • 15.917 492.1647 716.62 . QV 16.000 497.3246 749.21 . .QV 16.083 502.8432 801.31 . . Q . 16.167 508.8682 874.83 . . V Q 16.250 515.5383 968.50 . . V Q . 16.333 522.9810 1080.68 . . V Q 16.417 531.1375 1184.33 . . V Q 16.500 539.9822 1284.25 . . V Q • . 16.583 549.1802 1335.55 . . V Q . 16.667 558.3682 1334.10 . . V Q . `"" 16.750 567.2164 1284.76 . V Q . 16.833 575.6815 1229.12 . . • V Q 16.917 583.6360 1155.01 . . ▪ V Q . . 17.000 591.1144 1085.86 . . . V .Q . 17.083 598.1301 1018.67 . . V Q. . M 17.167 604.7366 959.28 . . VQ . '"� 17.250 610.9611 903.79 . . Q V . 17.333 616.8411 853.78 . . . Q V . 17.417 622.4718 817.58 . . . Q V . ., 17.500 627.8368 778.99 . . Q V . 17.583 632.9786 746.59 . .4 V . . 17.667 637.9327 719.34 . Q V 17.750 642.7175 694.76 . Q. V 17.833 647.3373 670.79 . Q. V 17.917 651.8210 651.03 . Q . V . 18.000 656.1697 631.42 . Q . V. • 18.083 660.4102 615.72 . Q V. 18.167 664.5481 600.82 . Q . V. 18.250 668.5894 586.79 . Q V. - 18.333 672.5493 574.98 . Q . V. . 18.417 676.4424 565.29 . Q V. . - 18.500 680.2793 557.11 . Q V . 18.583 684.0734 550.90 . . Q V 18.667 687.8388 546.74 . Q . V . 18.750 691.5734 542.26 . Q V 18.833 695.2729 537.18 . Q . V - 18.917 698.9315 531.23 . Q V . 19.000 702.5577 526.52 . . Q . .V . - FLOW PROCESS FROM NODE 150.00 TO NODE 160.00 IS CODE = 5.2 » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< .„ THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE ,. INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1064.03 DOWNSTREAM ELEVATION(FT) = 1043.53 CHANNEL LENGTH(FT) = 2750.00 MANNING'S FACTOR = .015 - CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1335.55 u AVERAGE FLOWRATE IN EXCESS OF 50o MAXIMUM INFLOW = 946.60 CHANNEL NORMAL VELOCITY FOR Q = 946.60 CFS = 14.43 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .895 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE .. UNIT INTERVALS IS CSTAR = .966 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS -. MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) - (HRS) (CFS) (CFS) (CFS) 14.083 478.9 476.6 476.6 14.167 483.1 480.6 480.6 14.250 487.9 485.1 485.1 - 14.333 493.4 490.1 490.1 14.417 499.7 495.9 495.9 14.500 506.9 502.6 502.6 14.583 514.9 510.1 510.1 14.667 523.3 518.3 518.3 14.750 532.0 526.8 526.8 14.833 540.8 535.5 535.5 .. 14.917 549.8 544.4 544.4 15.000 558.9 553.4 553.4 15.083 568.2 562.6 562.6 15.167 578.1 572.2 572.2 15.250 588.5 582.2 582.2 15.333 599.6 592.9 592.9 15.417 611.6 604.4 604.4 15.500 624.6 616.8 616.8 15.583 638.8 630.2 630.2 15.667 654.4 645.0 645.0 - 15.750 672.0 661.4 661.4 15.833 692.0 680.0 680.0 15.917 716.6 701.9 701.9 „m 16.000 749.2 729.7 729.7 16.083 801.3 770.3 770.3 16.167 874.8 830.9 830.9 16.250 968.5 912.4 912.4 16.333 1080.7 1013.4 1013.4 16.417 1184.3 1121.6 1121.6 16.500 1284.2 1223.9 1223.9 . 16.583 1335.6 1303.6 1303.6 16.667 1334.1 1333.9 1333.9 16.750 1284.8 1313.5 1313.5 16.833 1229.1 1262.5 1262.5 16.917 1155.0 1199.3 1199.3 17.000 1085.9 1127.7 1127.7 17.083 1018.7 1059.2 1059.2 17.167 959.3 995.3 995.3 17.250 903.8 937.3 937.3 17.333 853.8 884.1 884.1 17.417 817.6 839.7 839.7 17.500 779.0 802.2 802.2 17.583 746.6 766.3 766.3 17.667 719.3 735.9 735.9 17.750 694.8 709.6 709.6 17.833 670.8 685.3 685.3 17.917 651.0 663.0 663.0 18.000 631.4 643.3 643.3 18.083 615.7 625.3 625.3 18.167 600.8 609.8 609.8 18.250 586.8 595.3 595.3 18.333 575.0 582.1 582.1 18.417 565.3 571.2 571.2 18.500 557.1 562.1 562.1 18.583 550.9 554.7 554.7 18.667 546.7 549.3 549.3 18.750 542.3 545.0 545.0 18.833 537.2 540.2 540.2 18.917 531.2 534.8 534.8 _ 19.000 526.5 529.4 529.4 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 903.771 AF OUTFLOW VOLUME = 903.771 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 808.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .870 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .319 LOW LOSS FRACTION = .300 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .972 30- MINUTE FACTOR = .972 1 -HOUR FACTOR = .972 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 9.579 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .798 77.999 2 2.514 167.646 3 4.800 223.423 4 7.957 308.507 5 11.722 367.841 6 16.836 499.788 7 22.893 591.798 8 29.409 636.770 9 36.571 699.875 10 43.525 679.471 11 50.335 665.445 - 12 55.577 512.246 13 59.854 417.964 14 63.176 324.579 - 15 66.267 302.106 16 68.836 251.028 . 17 70.811 193.016 18 72.928 206.824 19 74.609 164.238 r, 20 76.102 145.912 21 77.479 134.600 22 78.792 128.253 23 80.020 120.009 24 81.041 99.756 25 82.129 106.351 26 82.993 84.403 27 83.932 91.745 28 84.762 81.116 ✓ 29 85.535 75.546 30 86.255 70.336 31 86.939 66.879 32 87.588 63.402 33 88.137 53.618 34 88.699 54.954 35 89.262 55.053 36 89.824 54.834 Y.. 37 90.308 47.342 38 90.753 43.516 39 91.199 43.536 40 91.644 43.537 41 92.068 41.345 42 92.426 35.068 43 92.781 34.651 44 93.136 34.689 45 93.491 34.650 46 93.845 34.670 u 47 94.159 30.646 48 94.441 27.517 49 94.722 27.537 50 95.004 27.556 51 95.286 27.497 52 95.568 27.537 53 95.849 27.496 54 96.087 23.233 55 96.272 18.132 "` 56 96.459 18.212 -, 57 96.645 18.171 58 96.830 18.132 59 97.017 18.212 60 97.203 18.172 : 61 97.388 18.171 62 97.574 18.172 Rif 63 97.760 18.171 - 64 97.944 17.933 65 98.049 10.282 66 98.118 6.695 67 98.187 6.734 68 98.255 6.696 69 98.324 6.734 70 98.393 6.735 71 98.461 6.695 72 98.530 6.734 73 98.599 6.695 74 98.667 6.695 75 98.737 6.775 76 98.805 6.695 77 98.874 6.735 78 98.943 6.695 79 99.011 6.695 80 99.080 6.695 81 99.148 6.695 82 99.217 6.695 83 . 99.285 6.695 84 99.354 6.695 85 99.422 6.695 86 99.491 6.695 87 99.559 6.695 88 99.628 6.695 89 99.696 6.695 90 99.765 6.695 91 99.833 6.695 92 99.902 6.695 93 99.970 6.695 94 100.000 2.899 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.51 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.29 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 168.6876 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 423.0348 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) -' TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 14.083 172.3945 211.91 . Q V . , 14.167 173.8741 214.84 . Q V . . 14.250 175.3755 218.00 . Q V . . - 14.333 176.9011 221.52 . .Q V . . 14.417 178.4532 225.36 . .Q V . . 14.500 180.0349 229.67 . .Q V . . 14.583 181.6492 234.39 . .Q V . . 14.667 183.2981 239.42 . .Q V . . 14.750 184.9846 244.87 . . Q V . . 14.833 186.7099 250.51 . . Q V . . - 14.917 188.4760 256.43 . . Q V . . w» 15.000 190.2827 262.33 . . Q V . . 15.083 192.1315 268.46 . . Q V . . -A 15.167 194.0240 274.79 . . Q V . . 15.250 195.9633 281.58 . . Q V . . - 15.333 197.9522 288.80 . . Q V . , 15.417 199.9941 296.47 . . Q V . . 15.500 202.0934 304.83 . . Q V. . .- 15.583 204.2561 314.02 . Q V. . 15.667 206.4890 324.22 . Q V. . 15.750 208.8021 335.86 . Q V. 15.833 211.2089 349.46 . Q V. 15.917 213.7390 367.37 . Q V 16.000 216.4425 392.54 . QV . 16.083 219.4794 440.96 . V Q . - 16.167 222.8775 493.41 . .V Q 16.250 226.5837 538.14 . .V Q . - 16.333 230.6449 589.68 . .V Q. 16.417 235.0249 635.98 . . V .Q 16.500 239.8100 694.80 . . V . Q • 16.583 244.8817 736.41 . . V Q . 16.667 250.0970 757.25 . . . V Q . - 16.750 255.4042 770.62 . . V Q . 16.833 260.5807 751.62 . . V Q 16.917 265.5470 721.11 . V Q . . 17.000 270.0422 652.71 . V . Q 17.083 274.1668 598.88 . V Q. " 17.167 277.9534 549.82 . VQ . 17.250 281.5324 519.67 . QV . 17.333 284.8738 485.17 . . Q V . - 17.417 287.9902 452.51 . . Q V . 17.500 291.0047 437.70 . . .Q V . . • 17.583 293.8363 411.15 Q V . 17.667 296.5353 391.90 . Q. V . • 17.750 299.1246 375.96 . Q . V . . 17.833 301.6176 361.99 . Q , V . 17.917 304.0157 348.21 . Q . V . - 18.000 306.3085 332.91 . Q . V . . ' 18.083 308.5462 324.92 . 4 . V. . 18.167 310.6938 311.84 . Q V. '' 18.250 312.8024 306.16 . 4 V. .. 18.333 314.8484 297.09 . Q V. 18.417 316.8454 289.96 . Q V. - 18.500 318.8007 283.91 . Q V 18.583 320.7221 278.99 . Q V 18.667 322.6129 274.54 . Q V ,.„ 18.750 324.4696 269.59 . Q V 18.833 326.3133 267.71 . Q V - 18.917 328.1427 265.63 . 4 .V . 19.000 329.9519 262.70 . Q .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: ""' FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 349.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW _ (STREAM 2) < - -* <= flowby structure .. basin (maximum flowby Q = 349.0 cfs) storage V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 211.9 211.9 .000 �, 14.166 214.8 214.8 .000 0, 14.249 218.0 218.0 .000 14.333 221.5 221.5 .000 14.416 225.4 225.4 .000 14.499 229.7 229.7 .000 14.583 234.4 234.4 .000 M 14.666 239.4 239.4 .000 14.749 244.9 244.9 .000 14.833 250.5 250.5 .000 14.916 256.4 256.4 .000 14.999 262.3 262.3 .000 15.083 268.5 268.5 .000 15.166 274.8 274.8 .000 15.249 281.6 281.6 .000 15.333 288.8 288.8 .000 15.416 296.5 296.5 .000 15.499 304.8 304.8 .000 15.583 314.0 314.0 .000 15.666 324.2 324.2 .000 15.749 335.9 335.9 .000 15.833 349.5 349.0 .003 15.916 367.4 349.0 .130 15.999 392.5 349.0 .430 16.083 441.0 349.0 1.063 16.166 493.4 349.0 2.057 16.249 538.1 349.0 3.360 16.333 589.7 349.0 5.018 16.416 636.0 349.0 6.994 16.499 694.8 349.0 9.376 16.583 736.4 349.0 12.044 16.666 757.3 349.0 14.855 16.749 770.6 349.0 17.759 16.833 751.6 349.0 20.532 16.916 721.1 349.0 23.095 16.999 652.7 349.0 25.186 17.083 598.9 349.0 26.907 17.166 549.8 349.0 28.290 17.249 519.7 349.0 29.466 17.333 485.2 349.0 30.404 17.416 452.5 349.0 31.116 17.499 437.7 349.0 31.727 17.583 411.1 349.0 32.155 17.666 391.9 349.0 32.451 17.749 376.0 349.0 32.636 17.833 362.0 349.0 32.726 17.916 348.2 348.2 32.726 17.999 332.9 332.9 32.726 18.083 324.9 324.9 32.726 ' 18.166 311.8 311.8 32.726 18.249 306.2 306.2 32.726 18.333 297.1 297.1 32.726 18.416 290.0 290.0 32.726 18.499 283.9 283.9 32.726 - 18.583 279.0 279.0 32.726 18.666 274.5 274.5 32.726 18.749 269.6 269.6 32.726 - 18.833 267.7 267.7 32.726 18.916 265.6 265.6 32.726 ' 18.999 262.7 262.7 32.726 _,,********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 7 m m » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) • TIME(HRS) VOLUME(AF) Q(CFS) 0. 425.0 850.0 1275.0 1700.0 ' 14.083 575.5508 688.51 . . QV • 14.167 580.3402 695.43 . . QV • 14.250 585.1822 703.06 . Q V . -¢ . 14.333 590.0833 711.64 . . Q V • • 14.417 595.0509 721.30 . . Q V • • 14.500 600.0941 732.26 . . QV • . 14.583 605.2215 744.51 . . QV . . 14.667 610.4398 757.69 . . QV ,- 14.750 615.7542 771.65 . . QV. 14.833 621.1675 786.02 . . QV. 14.917 626.6827 800.81 . . QV. 15.000 632.3007 815.73 . . Q. - 15.083 638.0243 831.06 . . Q. 15.167 643.8572 846.94 . . Q. 15.250 649.8062 863.78 . . Q - 15.333 655.8784 881.69 . . Q 15.417 662.0826 900.84 . . VQ - 15.500 668.4297 921.60 . VQ 15.583 674.9329 944.26 . V Q 15.667 681.6080 969.23 . . .VQ - • 15.750 688.4764 997.28 . . .V Q 15.833 695.5630 1028.98 . . .V Q . 15.917 702.8005 1050.89 . . .V Q 16.000 710.2297 1078.72 . . .V Q ,. 16.083 717.9382 1119.28 . . . V Q 16.167 726.0645 1179.93 . . • V Q • . 16.250 734.7519 1261.42 . . • V Q. '" 16.333 744.1348 1362.40 . . . V • Q 16.417 754.2632 1470.64 . . V • Q 16.500 765.0958 1572.89 . . . V Q • 16.583 776.4774 1652.61 . . . V • Q • 16.667 788.0674 1682.87 . . . V . Q. 16.750 799.5172 1662.51 . . . V Q. 16.833 810.6158 1611.52 . . . V Q • -* 16.917 821.2793 1548.33 . . . V Q • . 17.000 831.4491 1476.66 . . V • Q 17.083 841.1478 1408.24 . . V • Q - 17.167 850.4058 1344.27 . . . V .Q • : m 17.250 859.2649 1286.34 . . V Q 17.333 867.7570 1233.06 . . V Q. • 17.417 875.9437 1188.70 . Q ,. 17.500 883.8723 1151.23 . Q . 17.583 891.5531 1115.26 . QV - 17.667 899.0247 1084.88 . Q V . 17.750 906.3157 1058.64 . . Q V • . 17.833 913.4387 1034.26 . . Q V . . • 17.917 920.4032 1011.25 . . Q V . 18.000 927.1261 976.17 . • Q V - 18.083 933.6701 950.19 . . • Q V 18.167 940.0176 921.66 . .Q V. - 18.250 946.2258 901.42 . .4 V. - 18.333 952.2812 879.24 . 4 V. 18.417 958.2119 861.14 . . Q V. °r 18.500 964.0383 845.99 . Q. V. 18.583 969.7799 833.68 . Q. V. - m 18.667 975.4537 823.84 . Q. V 18.750 981.0635 814.54 . Q. V 18.833 986.6278 807.94 . 4. V - 18.917 992.1404 800.42 . 4 • V - 19.000 997.5955 792.08 . 4 • V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 5.2 , » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< - THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1043.53 DOWNSTREAM ELEVATION(FT) = 1024.82 CHANNEL LENGTH(FT) = 2667.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1682.87 . AVERAGE FLOWRATE IN EXCESS OF 50o MAXIMUM INFLOW = 1154.57 CHANNEL NORMAL VELOCITY FOR Q = 1154.57 CFS = 15.08 FPS °" ESTIMATED CHANNEL ROUTING COEFFICIENT = .899 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .974 CONVEX METHOD CHANNEL ROUTING RESULTS: - OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) ° 14.083 688.5 685.1 685.1 14.167 695.4 691.6 691.6 14.250 703.1 698.8 698.8 14.333 711.6 706.9 706.9 14.417 721.3 715.9 715.9 - 14.500 732.3 726.2 726.2 14.583 744.5 737.7 737.7 14.667 757.7 750.4 750.4 14.750 771.7 763.9 763.9 14.833 786.0 778.0 778.0 " 14.917 800.8 792.6 792.6 15.000 815.7 807.4 807.4 " 15.083 831.1 822.5 822.5 15.167 846.9 838.1 838.1 15.250 863.8 854.4 854.4 15.333 881.7 871.7 871.7 15.417 . 900.8 890.2 890.2 15.500 921.6 910.1 910.1 15.583 944.3 931.7 931.7 15.667 969.2 955.4 955.4 15.750 997.3 981.7 981.7 15.833 1029.0 1011.4 1011.4 15.917 1050.9 1038.5 1038.5 16.000 1078.7 1063.3 1063.3 y 16.083 1119.3 1096.9 1096.9 16.167 1179.9 1146.5 1146.5 16.250 1261.4 1216.4 1216.4 16.333 1362.4 1306.5 1306.5 16.417 1470.6 1410.5 1410.5 16.500 1572.9 1515.9 1515.9 16.583 1652.6 1607.9 1607.9 16.667 1682.9 1665.3 1665.3 - 16.750 1662.5 1673.1 1673.1 16.833 1611.5 1639.4 1639.4 16.917 1548.3 1583.3 1583.3 17.000 1476.7 1516.4 1516.4 17.083 1408.2 1446.4 1446.4 17.167 1344.3 1379.9 1379.9 17.250 1286.3 1318.7 1318.7 - 17.333 1233.1 1262.8 1262.8 17.417 1188.7 1213.5 1213.5 17.500 1151.2 1172.2 1172.2 . 17.583 1115.3 1135.3 1135.3 17.667 1084.9 1101.9 1101.9 ,` 17.750 1058.6 1073.3 1073.3 17.833 1034.3 1047.9 1047.9 . 17.917 1011.2 1024.1 1024.1 18.000 976.2 995.5 995.5 18.083 950.2 964.8 964.8 . 18.167 921.7 937.5 937.5 18.250 901.4 912.8 912.8 18.333 879.2 891.6 891.6 18.417 861.1 871.3 871.3 18.500 846.0 854.5 854.5 "" 18.583 833.7 840.6 840.6 18.667 823.8 829.4 829.4 18.750 814.5 819.7 819.7 ,. 18.833 807.9 811.7 811.7 18.917 800.4 804.6 804.6 " 19.000 792.1 796.7 796.7 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 1294.079 AF OUTFLOW VOLUME = 1294.080 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 453.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .820 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .371 LOW LOSS FRACTION = .365 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .37 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .95 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.65 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.85 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .972 30- MINUTE FACTOR = .972 1 -HOUR FACTOR = .972 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.163 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .847 46.396 2 2.701 101.568 3 5.225 138.312 4 8.717 191.299 5 13.010 235.188 6 18.740 313.900 "" 7 25.420 365.990 8 32.627 394.793 - 9 40.207 415.302 10 47.596 404.765 11 53.838 341.993 , 12 58.690 265.828 13 62.437 205.251 14 65.741 180.995 15 68.555 154.200 16 70.713 118.211 ' 17 72.930 121.457 18 74.715 97.780 - 19 76.281 85.821 . 20 77.734 79.565 21 79.111 75.463 22 80.345 67.622 23 81.459 60.994 24 82.514 57.788 25 83.440 50.760 26 84.417 53.492 27 85.239 45.069 28 86.030 43.310 29 86.760 39.984 30 87.467 38.746 31 88.059 32.450 32 88.654 32.598 33 89.252 32.755 34 89.846 32.534 35 90.354 27.828 v. 36 90.826 25.891 E 37 91.299 25.901 38 91.772 25.901 39 92.195 23.164 40 92.571 20.626 41 92.947 20.605 - 42 93.324 20.626 43 93.700 20.626 - 44 94.058 19.563 45 94.360 16.562 °" 46 94.659 16.372 47 94.958 16.373 48 95.256 16.362 . 49 95.556 16.404 50 95.854 16.362 ' 51 96.101 13.540 52 96.299 10.803 53 96.496 10.803 . 54 96.693 10.823 55 96.891 10.803 - 56 97.088 10.803 57 97.285 10.803 58 97.482 10.824 . 59 97.680 10.824 60 97.877 10.782 61 98.027 8.234 62 98.101 4.022 63 98.173 3.980 64 98.246 4.001 65 98.319 4.001 66 98.392 4.001 67 98.465 3.980 68 98.538 4.001 69 98.611 4.001 70 98.684 4.001 71 98.757 3.980 72 98.830 4.001 73 98.903 4.001 74 98.976 4.001 75 99.049 4.001 76 99.122 4.001 77 99.195 4.001 78 99.268 4.001 79 99.341 4.001 80 99.414 4.001 81 99.487 4.001 82 99.560 4.001 83 99.633 4.001 84 99.706 4.001 85 99.779 4.001 86 99.852 4.001 87 99.925 4.001 88 99.998 4.001 89 100.000 .099 TOTAL STORM RAINFALL(INCHES) = 7.84 TOTAL SOIL - LOSS(INCHES) = 2.71 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.13 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 102.3311 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 193.6101 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) 4 " TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 • 14.083 74.6755 109.87 . Q V . • 14.167 75.4423 111.34 . .Q V . . 14.250 76.2197 112.88 . .Q V . - 14.333 77.0083 114.50 . .Q V . . 14.417 77.8086 116.20 . .Q V . . 14.500 78.6213 118.00 . .Q V . . 14.583 79.4470 119.90 . .Q V . . 14.667 80.2866 121.91 . . Q V . . - 14.750 81.1408 124.03 . . Q V . . 14.833 82.0106 126.29 . . Q V . . • 14.917 82.8969 128.70 . . Q V . . • 15.000 83.8010 131.27 . . Q V . . 15.083 84.7240 134.02 . . Q V . . - 15.167 85.6675 136.99 . . Q V . . 15.250 86.6331 140.21 . . Q V . . 15.333 87.6229 143.72 . . Q V . . 15.417 88.6394 147.60 . . Q V . . 15.500 89.6858 151.93 . . Q V . . • 15.583 90.7655 156.78 . Q V . 15.667 91.8832 162.29 . Q V . ""° 15.750 93.0438 168.51 . Q V. 15.833 94.2548 175.84 . Q V. 15.917 95.5327 185.55 . QV. . a, 16.000 96.9058 199.37 . QV 16.083 98.4645 226.33 . V Q • 16.167 100.2272 255.95 . V Q . 16.250 102.1663 281.55 . .V Q . - 16.333 104.3064 310.75 . .V .Q • 16.417 106.6319 337.65 . . V . Q 16.500 109.1752 369.28 . . V Q . • 16.583 111.8612 390.01 . . V Q. 16.667 114.6132 399.59 . . V Q. • 16.750 117.3680 400.00 . V . Q. 16.833 120.0232 385.53 . . V Q . 16.917 122.4639 354.38 . V Q . 17.000 124.6650 319.61 . V .Q 17.083 126.6655 290.48 . . V Q. . - 17.167 128.5332 271.18 . . VQ . 17.250 130.2748 252.88 . QV . 17.333 131.8903 234.57 . . Q V . • 17.417 133.4458 225.87 . . Q V . 17.500 134.9070 212.16 . .Q V . ' 17.583 136.2991 202.14 . Q V . . 17.667 137.6374 194.32 . . Q. V . . 17.750 138.9280 187.40 . Q . V . . 17.833 140.1682 180.07 . . Q . V . . 17.917 141.3629 173.47 . . Q . V. . - 18.000 142.5206 168.10 . . 4 . V. . 18.083 143.6386 162.33 . 4 V. - 18.167 144.7324 158.82 . Q V• 18.250 145.7867 153.09 . Q V .. 18.333 146.8136 149.10 . Q V 18.417 147.8120 144.96 . Q V - 18.500 148.7859 141.42 . Q V 18.583 149.7304 137.13 . Q V 18.667 150.6573 134.60 . Q •V -, 18.750 151.5674 132.14 . Q •V 18.833 152.4592 129.50 . • Q •V ' 18.917 153.3268 125.98 . . Q •V 19.000 154.1761 123.32 . . Q •V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** °° FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 325.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. -, FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) <-- <= flowby structure basin (maximum flowby Q = 325.0 cfs) storage - V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME "" (HRS) (CFS) (CFS) (AF) 14.083 109.9 109.9 .000 14.166 111.3 111.3 .000 14.249 112.9 112.9 .000 14.333 114.5 114.5 .000 `4 14.416 116.2 116.2 .000 14.499 118.0 118.0 .000 14.583 119.9 119.9 .000 14.666 121.9 121.9 .000 14.749 124.0 124.0 .000 14.833 126.3 126.3 .000 .. 14.916 128.7 128.7 .000 14.999 131.3 131.3 .000 15.083 134.0 134.0 .000 15.166 137.0 137.0 .000 15.249 140.2 140.2 .000 15.333 143.7 143.7 .000 15.416 147.6 147.6 .000 15.499 151.9 151.9 .000 15.583 156.8 156.8 .000 15.666 162.3 162.3 .000 .- 15.749 168.5 168.5 .000 15.833 175.8 175.8 .000 15.916 185.6 185.6 .000 - 15.999 199.4 199.4 .000 16.083 226.3 226.3 .000 16.166 255.9 255.9 .000 16.249 281.5 281.5 .000 16.333 310.8 310.8 .000 16.416 337.7 325.0 .087 16.499 369.3 325.0 .392 16.583 390.0 325.0 .840 16.666 399.6 325.0 1.354 16.749 400.0 325.0 1.870 16.833 385.5 325.0 2.287 16.916 354.4 325.0 2.489 16.999 319.6 319.6 2.489 17.083 290.5 290.5 2.489 - 17.166 271.2 271.2 2.489 17.249 252.9 252.9 2.489 17.333 234.6 234.6 2.489 17.416 225.9 225.9 2.489 17.499 212.2 212.2 2.489 17.583 202.1 202.1 2.489 17.666 194.3 194.3 2.489 17.749 187.4 187.4 2.489 17.833 180.1 180.1 2.489 17.916 173.5 173.5 2.489 17.999 168.1 168.1 2.489 18.083 162.3 162.3 2.489 18.166 158.8 158.8 2.489 18.249 153.1 153.1 2.489 18.333 149.1 149.1 2.489 18.416 145.0 145.0 2.489 18.499 141.4 141.4 2.489 18.583 137.1 137.1 2.489 18.666 134.6 134.6 2.489 18.749 132.1 132.1 2.489 . 18.833 129.5 129.5 2.489 18.916 126.0 126.0 2.489 18.999 123.3 123.3 2.489 „ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 7 "" » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 6 ., » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) -` TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 - 14.083 647.5872 794.94 . . Q V . . 14.167 653.1169 802.92 . . QV . . 14.250 658.7072 811.70 . . QV . . •- 14.333 664.3640 821.38 . . QV . . 14.417 670.0950 832.14 . . Q V . . '-' 14.500 675.9089 844.18 . . Q V . . 14.583 681.8153 857.61 . . QV . . 14.667 687.8227 872.27 . . QV . . 4. 14.750 693.9379 887.92 . . QV . . 14.833 700.1660 904.32 . . Q • • - 14.917 706.5109 921.28 . . QV. . 15.000 712.9757 938.70 . QV. • 15.083 719.5635 956.56 . . Q. . - 15.167 726.2791 975.10 . . Q. • 15.250 733.1292 994.63 . . Q. . - 15.333 740.1227 1015.46 . . VQ . 15.417 747.2701 1037.80 . . Q • - 15.500 754.5841 1061.99 . . VQ . 15.583 762.0803 1088.45 . . VQ . 15.667 769.7777 1117.66 . . V Q . -. 15.750 777.6993 1150.22 . . V Q . 15.833 785.8759 1187.23 . . .V Q . • 15.917 794.3063 1224.10 . . .V Q . 16.000 803.0025 1262.68 . . .V Q . 16.083 812.1155 1323.21 . . .V Q . 16.167 821.7740 1402.41 . . . V Q • . 16.250 832.0903 1497.92 . . V Q. . "" 16.333 843.2282 1617.23 . . . V . Q . 16.417 855.1807 1735.50 . . . V . Q . 16.500 867.8589 1840.89 . . . V . Q • -. 16.583 881.1710 1932.91 . . . V Q . 16.667 894.8782 1990.30 . . . V . Q. • 16.750 908.6392 1998.09 . . . V . Q. 16.833 922.1684 1964.44 . . V Q. 16.917 935.3111 1908.32 . . . V . Q • 17.000 947.9560 1836.04 . . . V . Q • 17.083 959.9178 1736.85 . . . V . Q • 17.167 971.2892 1651.13 . V . Q . • 17.250 982.1126 1571.56 . . V .Q . 17.333 992.4250 1497.36 . . V Q. 17.417 1002.3380 1439.39 . V Q . . • 17.500 1011.8720 1384.35 . Q . 17.583 1021.0830 1337.45 . QV . - 17.667 1030.0100 1296.20 . Q V . 17.750 1038.6930 1260.71 . Q V . 17.833 1047.1500 1227.94 . . Q V . 17.917 1055.3970 1197.55 . . Q V . 18.000 1063.4110 1163.62 . . Q V . �"' 18.083 1071.1740 1127.11 . . Q V . 18.167 1078.7240 1096.34 . .Q V. 18.250 1086.0650 1065.90 . .Q V. • 18.333 1093.2320 1040.67 . Q V. 18.417 1100.2310 1016.24 . Q V. - 18.500 1107.0900 995.89 . Q. V. 18.583 1113.8230 977.71 . Q. V. 18.667 1120.4620 963.95 . Q. V - 18.750 1127.0180 951.86 . Q. V 18.833 1133.5000 941.15 . Q . V 18.917 1139.9080 930.57 . Q . V 19.000 1146.2450 920.03 . . Q . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 5.2 . » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1024.82 DOWNSTREAM ELEVATION(FT) = 1009.51 CHANNEL LENGTH(FT) = 2724.00 MANNING'S FACTOR = .015 -- CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1998.09 . AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1402.72 CHANNEL NORMAL VELOCITY FOR Q = 1402.72 CFS = 14.84 FPS "' ESTIMATED CHANNEL ROUTING COEFFICIENT = .897 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE - UNIT INTERVALS IS CSTAR = .970 CONVEX METHOD CHANNEL ROUTING RESULTS: .� OUTFLOW LESS . MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.083 794.9 790.7 790.7 14.167 802.9 798.3 798.3 14.250 811.7 806.6 806.6 . 14.333 821.4 815.8 815.8 14.417 832.1 825.9 825.9 14.500 844.2 837.2 837.2 14.583 857.6 849.8 849.8 14.667 872.3 863.8 863.8 14.750 887.9 878.9 878.9 14.833 904.3 894.8 894.8 . 14.917 921.3 911.5 911.5 15.000 938.7 928.6 928.6 15.083 956.6 946.2 946.2 15.167 975.1 964.4 964.4 15.250 994.6 983.3 983.3 15.333 1015.5 1003.4 1003.4 15.417 1037.8 1024.9 1024.9 15.500 1062.0 1048.0 1048.0 15.583 1088.5 1073.2 1073.2 15.667 1117.7 1100.8 1100.8 - 15.750 1150.2 1131.4 1131.4 15.833 1187.2 1165.9 1165.9 15.917 1224.1 1202.7 1202.7 16.000 1262.7 1240.4 1240.4 16.083 1323.2 1288.5 1288.5 16.167 1402.4 1356.8 1356.8 16.250 1497.9 1442.9 1442.9 16.333 1617.2 1548.5 1548.5 16.417 1735.5 1666.9 1666.9 16.500 1840.9 1779.6 1779.6 16.583 1932.9 1879.3 1879.3 16.667 1990.3 1956.4 1956.4 16.750 1998.1 1992.7 1992.7 16.833 1964.4 1983.2 1983.2 16.917 1908.3 1940.4 1940.4 17.000 1836.0 1877.6 1877.6 17.083 1736.8 1793.9 1793.9 17.167 1651.1 1701.0 1701.0 17.250 1571.6 1617.8 1617.8 17.333 1497.4 1540.5 1540.5 17.417 1439.4 1473.3 1473.3 17.500 1384.4 1416.3 1416.3 17.583 1337.4 1364.8 1364.8 17.667 1296.2 1320.2 1320.2 17.750 1260.7 1281.4 1281.4 17.833 1227.9 1247.0 1247.0 17.917 1197.6 1215.2 1215.2 18.000 1163.6 1183.2 1183.2 18.083 1127.1 1148.2 1148.2 18.167 1096.3 1114.3 1114.3 18.250 1065.9 1083.5 1083.5 18.333 1040.7 1055.4 1055.4 18.417 1016.2 1030.4 1030.4 18.500 995.9 1007.8 1007.8 18.583 977.7 988.3 988.3 18.667 964.0 972.0 972.0 18.750 951.9 958.9 958.9 -- 18.833 941.1 947.4 947.4 18.917 930.6 936.7 936.7 19.000 920.0 926.1 926.1 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 1485.199 AF • OUTFLOW VOLUME = 1485.199 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 - » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 568.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .870 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .351 LOW LOSS FRACTION = .346 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .37 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .95 . SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.65 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.85 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .972 30- MINUTE FACTOR = .972 1 -HOUR FACTOR = .972 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 9.579 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .798 54.831 2 2.514 117.850 3 4.800 157.059 4 7.957 216.871 5 11.722 258.581 6 16.836 351.336 ' 7 22.893 416.017 8 29.409 447.630 9 36.571 491.992 10 43.525 477.648 11 50.335 467.788 12 55.577 360.094 13 59.854 293.816 14 63.176 228.169 15 66.267 212.371 16 68.836 176.465 17 70.811 135.684 18 72.928 145.391 w 19 74.609 115.455 . 20 76.102 102.572 21 77.479 94.620 - 22 78.792 90.158 23 80.020 84.363 24 81.041 70.125 25 82.129 74.761 26 82.993 59.333 27 83.932 64.494 28 84.762 57.022 29 85.535 53.107 30 86.255 49.444 31 86.939 47.014 32 87.588 44.570 33 88.137 37.692 ` 34 88.699 38.631 35 89.262 38.701 36 89.824 38.547 37 90.308 33.280 38 90.753 30.591 39 91.199 30.605 40 91.644 30.605 41 92.068 29.064 42 92.426 24.652 43 92.781 24.358 44 93.136 24.386 45 93.491 24.358 46 93.845 24.372 47 94.159 21.543 48 94.441 19.343 49 94.722 19.357 50 95.004 19.371 51 95.286 19.330 52 95.568 19.357 53 95.849 19.329 54 96.087 16.332 55 96.272 12.746 56 96.459 12.802 57 96.645 12.774 58 96.830 12.746 59 97.017 12.802 60 97.203 12.775 61 97.388 12.774 62 97.574 12.775 63 97.760 12.774 64 97.944 12.606 65 98.049 7.228 66 98.118 4.706 67 98.187 4.734 68 98.255 4.707 69 98.324 4.734 70 98.393 4.735 71 98.461 4.706 72 98.530 4.734 73 98.599 4.706 74 98.667 4.706 75 98.737 4.762 76 98.805 4.706 77 98.874 4.735 78 98.943 4.706 79 99.011 4.706 80 99.080 4.706 81 99.148 4.706 82 99.217 4.706 83 99.285 4.706 84 99.354 4.706 85 99.422 4.706 86 99.491 4.706 87 99.559 4.706 88 99.628 4.706 89 99.696 4.706 90 99.765 4.706 91 99.833 4.706 92 99.902 4.706 93 99.970 4.706 94 100.000 2.038 TOTAL STORM RAINFALL(INCHES) = 7.84 TOTAL SOIL - LOSS(INCHES) = 2.57 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.27 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 121.6164 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 249.4499 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) " TIME(HRS) VOLUME(AF) Q(CFS) 0. 125.0 250.0 375.0 500.0 14.083 95.6433 140.72 . .Q V . . - 14.167 96.6252 142.57 . .Q V . . 14.250 97.6204 144.51 .Q V . . 14.333 98.6297 146.55 . .Q V . 14.417 99.6537 148.69 . .Q V . . 14.500 100.6933 150.94 Q V . - 14.583 101.7493 153.33 Q V . 14.667 102.8226 155.85 . . Q V . . - 14.750 103.9144 158.52 . . Q V . . 14.833 105.0256 161.35 . . Q V . . - 14.917 106.1576 164.37 . . Q V . . 15.000 107.3117 167.58 Q V . 15.083 108.4896 171.03 . . Q V . . - 15.167 109.6929 174.73 . . Q V . . 15.250 110.9240 178.75 . . Q V . . 15.333 112.1850 183.10 . . Q V . . 15.417 113.4793 187.93 . Q V . . 15.500 114.8105 193.28 . . Q V . . - 15.583 116.1831 199.30 . . Q V . . 15.667 117.6023 206.08 . Q V . - 15.750 119.0744 213.74 . Q V. . 15.833 120.6081 222.69 . Q V. 15.917 122.2232 234.52 . . QV. . - 16.000 123.9524 251.08 . . VQ . 16.083 125.9019 283.07 . V Q . - 16.167 128.0884 317.48 . V Q . 16.250 130.4761 346.70 . V Q . - 16.333 133.0958 380.38 . .V Q _ 16.417 135.9223 410.40 . .V . Q . 16.500 139.0132 448.80 . . V Q . - 16.583 142.2905 475.87 . . V . Q 16.667 145.6620 489.55 . . V Q. • 16.750 149.0957 498.57 . V . Q. 16.833 152.4444 486.24 . V . Q 16.917 155.6558 466.29 . V . Q 17.000 158.5565 421.18 . . V . Q 17.083 161.2144 385.93 . . V Q - 17.167 163.6507 353.75 . V Q . 17.250 165.9520 334.15 . Q 17.333 168.0994 311.80 . . Q V . --• 17.417 170.1023 290.81 . . Q V . 17.500 172.0437 281.90 . . Q V . • 17.583 173.8703 265.21 . .Q V . 17.667 175.6164 253.54 . Q V . 17.750 177.2976 244.12 . . Q. V . . • 17.833 178.9226 235.94 . Q . V . . 17.917 180.4919 227.87 . Q . V . `" 18.000 181.9974 218.59 . Q . V. . • 18.083 183.4700 213.83 . 4 V. . 18.167 184.8839 205.28 . 4 V. . 18.250 186.2716 201.50 . Q . V. . . 18.333 187.6155 195.14 . Q V . 18.417 188.9229 189.83 . Q V - 18.500 190.1964 184.91 . Q . V . 18.583 191.4388 180.40 . Q V 18.667 192.6514 176.06 . Q V .. 18.750 193.8304 171.20 . Q . .V . 18.833 194.9903 168.41 . Q . .V . ` 18.917 196.1300 165.49 . Q . .V . 19.000 197.2483 162.37 . . Q .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ~.° FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 2 » » > FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 483.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW ...w (STREAM 2) <-- <= flowby structure basin (maximum flowby Q = 483.0 cfs) storage - V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: . MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 140.7 140.7 .000 14.166 142.6 142.6 .000 . 14.249 144.5 144.5 .000 14.333 146.5 146.5 .000 14.416 148.7 148.7 .000 14.499 150.9 150.9 .000 14.583 153.3 153.3 .000 "' 14.666 155.8 155.8 .000 14.749 158.5 158.5 .000 14.833 161.3 161.3 .000 14.916 164.4 164.4 .000 14.999 167.6 167.6 .000 15.083 171.0 171.0 .000 15.166 174.7 174.7 .000 15.249 178.7 178.7 .000 - 15.333 183.1 183.1 .000 15.416 187.9 187.9 .000 15.499 193.3 193.3 .000 * 15.583 199.3 199.3 .000 15.666 206.1 206.1 .000 - 15.749 213.7 213.7 .000 15.833 222.7 222.7 .000 " 15.916 234.5 234.5 .000 - 15.999 251.1 251.1 .000 16.083 283.1 283.1 .000 16.166 317.5 317.5 .000 16.249 346.7 346.7 .000 . 16.333 380.4 380.4 .000 16.416 410.4 410.4 .000 16.499 448.8 448.8 .000 16.583 475.9 475.9 .000 16.666 489.6 483.0 .045 16.749 498.6 483.0 .152 16.833 486.2 483.0 .175 16.916 466.3 466.3 .175 ., 16.999 421.2 421.2 .175 17.083 385.9 385.9 .175 17.166 353.8 353.8 .175 17.249 334.2 334.2 .175 17.333 311.8 311.8 .175 17.416 290.8 290.8 .175 17.499 281.9 281.9 .175 - 17.583 265.2 265.2 .175 17.666 253.5 253.5 .175 17.749 244.1 244.1 .175 17.833 235.9 235.9 .175 17.916 227.9 227.9 .175 . 17.999 218.6 218.6 .175 18.083 213.8 213.8 .175 * 18.166 205.3 205.3 .175 18.249 201.5 201.5 .175 18.333 195.1 195.1 .175 ..., 18.416 189.8 189.8 .175 18.499 184.9 184.9 .175 18.583 180.4 180.4 .175 18.666 176.1 176.1 .175 18.749 171.2 171.2 .175 - 18.833 168.4 168.4 .175 18.916 165.5 165.5 .175 18.999 162.4 162.4 .175 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 7 '" » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** " FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) - TIME(HRS) VOLUME(AF) Q(CFS) 0. 625.0 1250.0 1875.0 2500.0 - 14.083 740.0583 931.44 . . Q V . . 14.167 746.5382 940.88 . Q V . . 14.250 753.0887 951.14 . . Q V . . _. 14.333 759.7164 962.33 . . Q V . . 14.417 766.4286 974.61 . . Q V . • - 14.500 773.2341 988.17 . Q V . . 14.583 780.1431 1003.18 . . QV . . 14.667 787.1654 1019.64 . Q V . . _ 14.750 794.3100 1037.39 . . Q V . . 14.833 801.5840 1056.18 . . Q V . . - 14.917 808.9933 1075.83 . . QV . • 15.000 816.5428 1096.19 . . QV . • -* 15.083 824.2373 1117.24 . . Q V. . • 15.167 832.0823 1139.09 . QV. . 15.250 840.0856 1162.08 . . QV. . - 15.333 848.2572 1186.51 . . QV. . 15.417 856.6099 1212.81 . . Q. . "' 15.500 865.1586 1241.29 . . Q. . 15.583 873.9221 1272.45 . . Q . 15.667 882.9225 1306.86 . . Q . ,. 15.750 892.1866 1345.15 . . VQ . 15.833 901.7496 1388.55 . . V Q . - 15.917 911.6480 1437.25 . .VQ . 16.000 921.9196 1491.43 . . .V Q . "" 16.083 932.7431 1571.58 . . .V Q . 16.167 944.2742 1674.32 . . .V Q . 16.250 956.5989 1789.55 . . . V Q . • ''- 16.333 969.8832 1928.88 . . . V Q . 16.417 984.1901 2077.35 . . . V • Q 16.500 999.5370 2228.38 . . . V Q . • 16.583 1015.7580 2355.21 . . . V . Q . 16.667 1032.5580 2439.43 . . . V . Q. • 16.750 1049.6080 2475.70 . . . V . Q. 16.833 1066.5930 2466.21 . . . V . Q. "" 16.917 1083.1680 2406.73 . . . V . Q . 17.000 1099.0010 2298.82 . . . V . Q • 17.083 1114.0130 2179.80 . . . V • Q - 17.167 1128.1640 2054.78 . . . V . Q . 17.250 1141.6070 1951.94 . V .Q 17.333 1154.3640 1852.26 . V Q. - 17.417 1166.5130 1764.09 . V Q . . 17.500 1178.2090 1698.21 . Q . 17.583 1189.4350 1629.98 . QV . - 17.667 1200.2730 1573.74 . Q V . 17.750 1210.7790 1525.50 . Q V . 17.833 1220.9920 1482.92 . Q V . ,,,, 17.917 1230.9310 1443.07 . . Q V . 18.000 1240.5850 1401.82 . . Q V . 18.083 1249.9660 1362.05 . .Q V . 18.167 1259.0540 1319.55 . . .Q V. . 18.250 1267.9040 1285.04 . Q V. . . 18.333 1276.5160 1250.52 . . Q V. . 18.417 1284.9200 1220.25 . Q. V. -«- 18.500 1293.1340 1192.66 . Q. V. 18.583 1301.1830 1168.69 . 4 . V . t. 18.667 1309.0900 1148.06 . . Q . V . 18.750 1316.8730 1130.10 . 4 . V . 18.833 1324.5570 1115.79 . Q . V . 18.917 1332.1480 1102.20 . Q V . 19.000 1339.6450 1088.51 . . Q . V . "********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 5.2 » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< . THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 30.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1009.51 DOWNSTREAM ELEVATION(FT) = 1002.90 CHANNEL LENGTH(FT) = 2710.00 MANNING'S FACTOR = .015 . CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2475.70 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1742.01 CHANNEL NORMAL VELOCITY FOR Q = 1742.01 CFS = 11.13 FPS - ESTIMATED CHANNEL ROUTING COEFFICIENT = .867 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .925 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS . MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.083 931.4 924.6 924.6 14.167 940.9 933.5 933.5 14.250 951.1 943.1 943.1 14.333 962.3 953.6 953.6 14.417 974.6 965.0 965.0 14.500 988.2 977.6 977.6 14.583 1003.2 991.5 991.5 14.667 1019.6 1006.8 1006.8 - 14.750 1037.4 1023.5 1023.5 14.833 1056.2 1041.5 1041.5 14.917 1075.8 1060.5 1060.5 15.000 1096.2 1080.2 1080.2 15.083 1117.2 1100.7 1100.7 15.167 1139.1 1122.0 1122.0 15.250 1162.1 1144.1 1144.1 15.333 1186.5 1167.4 1167.4 15.417 . 1212.8 1192.3 1192.3 + 15.500 1241.3 1219.1 1219.1 15.583 1272.5 1248.1 1248.1 15.667 1306.9 1280.0 1280.0 15.750 1345.1 1315.3 1315.3 15.833 1388.6 1354.8 1354.8 15.917 1437.2 1399.3 1399.3 16.000 1491.4 1449.2 1449.2 16.083 1571.6 1510.2 1510.2 16.167 1674.3 1595.1 1595.1 16.250 1789.6 1699.9 1699.9 16.333 1928.9 1820.9 1820.9 16.417 2077.4 1961.4 1961.4 16.500 2228.4 2109.9 2109.9 16.583 2355.2 2254.2 2254.2 16.667 2439.4 2370.6 2370.6 16.750 2475.7 2444.2 2444.2 16.833 2466.2 2470.7 2470.7 16.917 2406.7 2450.3 2450.3 „. 17.000 2298.8 2380.5 2380.5 17.083 2179.8 2272.4 2272.4 17.167 2054.8 2152.6 2152.6 17.250 1951.9 2034.0 2034.0 17.333 1852.3 1930.8 1930.8 17.417 1764.1 1834.0 1834.0 17.500 1698.2 1751.3 1751.3 17.583 1630.0 1683.5 1683.5 17.667 1573.7 1618.6 1618.6 17.750 1525.5 1563.9 1563.9 17.833 1482.9 1516.7 1516.7 17.917 1443.1 1474.6 1474.6 18.000 1401.8 1434.2 1434.2 18.083 1362.1 1393.4 1393.4 18.167 1319.6 1352.8 1352.8 18.250 1285.0 1312.6 1312.6 18.333 1250.5 1277.7 1277.7 18.417 1220.2 1244.3 1244.3 18.500 1192.7 1214.5 1214.5 18.583 1168.7 1187.7 1187.7 18.667 1148.1 1164.5 1164.5 18.750 1130.1 1144.4 1144.4 18.833 1115.8 1127.3 1127.3 18.917 1102.2 1112.9 1112.9 19.000 1088.5 1099.3 1099.3 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 1734.475 AF OUTFLOW VOLUME = 1734.475 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 708.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .780 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .108 LOW LOSS FRACTION = .128 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .37 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .95 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.65 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.85 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .972 30- MINUTE FACTOR = .972 1 -HOUR FACTOR = .972 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.684 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .890 76.232 2 2.871 169.610 3 5.621 235.472 4 9.416 324.912 5 14.253 414.148 6 20.527 537.206 "' 7 27.726 616.428 8 35.635 677.161 9 43.405 665.311 10 50.882 640.252 11 56.560 486.146 12 61.012 381.157 13 64.535 301.729 14 67.739 274.309 ..„, 15 70.250 214.960 16 72.487 191.610 17 74.449 167.977 18 76.128 143.703 A 19 77.660 131.235 20 79.111 124.239 21 80.399 110.260 22 81.581 101.205 23 82.652 91.680 24 83.653 85.724 25 84.627 83.446 26 85.490 73.875 27 86.294 68.827 28 87.057 65.360 29 87.749 59.199 30 88.363 52.579 31 88.991 53.815 32 89.620 53.815 33 90.196 49.307 34 90.693 42.592 35 91.190 42.560 36 91.687 42.530 ... 37 92.146 39.290 38 92.542 33.935 39 92.938 33.889 40 93.333 33.873 41 93.729 33.889 42 94.098 31.557 43 94.413 27.017 -i 44 94.728 26.908 45 95.042 26.923 46 95.356 26.923 47 95.670 26.861 48 95.974 26.016 49 96.197 19.128 50 96.405 17.750 51 96.613 17.813 52 96.820 17.751 53 97.027 17.719 54 97.235 17.782 55 97.442 17.750 56 97.650 17.782 57 97.857 17.750 58 98.022 14.119 .. 59 98.100 6.731 60 98.177 6.574 61 98.254 6.574 62 98.331 6.574 63 98.407 6.542 64 98.484 6.574 65 98.561 6.574 66 98.637 6.543 67 98.714 6.574 68 98.791 6.574 69 98.868 6.574 70 98.944 6.543 71 99.021 6.574 72 99.097 6.543 73 99.174 6.543 74 99.250 6.543 75 99.326 6.543 76 99.403 6.543 77 99.479 6.543 78 99.556 6.543 79 99.632 6.543 80 99.709 6.543 81 99.785 6.543 82 99.861 6.543 83 99.938 6.543 84 100.000 5.330 TOTAL STORM RAINFALL(INCHES) = 7.84 TOTAL SOIL - LOSS(INCHES) = .94 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.90 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 55.2346 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 407.0902 2 - H O U R R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 - 14.083 161.2800 237.43 . .Q V . . . 14.167 162.9374 240.65 . . Q V . . 14.250 164.6179 244.01 . . Q V . . - 14.333 166.3228 247.56 . . Q V . . 14.417 168.0533 251.27 . . Q V . . • 14.500 169.8109 255.20 . . Q V . . - 14.583 171.5969 259.33 . . Q V . . 14.667 173.4132 263.73 . . Q V . . -° 14.750 175.2615 268.36 . . Q V . . 14.833 177.1439 273.32 . . Q V . . - 14.917 179.0624 278.58 . . Q V . . . 15.000 181.0200 284.24 . . Q V . . 15.083 183.0192 290.28 . . Q V . . - 15.167 185.0636 296.85 . . Q V . . 15.250 187.1567 303.92 . Q V . - 15.333 189.3034 311.70 . Q V . 15.417 191.5091 320.27 . Q V . . 15.500 193.7811 329.90 . Q V. . 15.583 196.1276 340.71 . Q V. 15.667 198.5599 353.17 . Q V. • 15.750 201.0897 367.33 . QV. . 15.833 203.7342 383.98 . QV . - 15.917 206.5232 404.97 . Q 16.000 209.5079 433.38 . VQ 16.083 212.8397 483.77 . V Q . • 16.167 216.5567 539.71 . .V Q 16.250 220.6167 589.51 . .V Q. °" 16.333 225.0511 643.87 . . V . Q 16.417 229.8392 695.24 . . V Q . 16.500 234.9847 747.13 . V Q • 16.583 240.3449 778.30 . V . Q 16.667 245.7991 791.94 . . V Q. • 16.750 251.1353 774.82 . V . Q 16.833 256.2375 740.85 . . V . Q 16.917 260.8672 672.22 . . V Q . 17.000 265.1061 615.50 . V Q 17.083 269.0189 568.13 . V Q . - 17.167 272.7047 535.17 . Q . 17.250 276.1376 498.46 . . Q V . 17.333 279.3918 472.52 . . Q V . . 17.417 282.4826 448.78 . . Q V . 17.500 285.4245 427.17 . .Q V . • 17.583 288.2485 410.05 . Q V . 17.667 290.9709 395.28 . Q. V . • 17.750 293.5879 379.99 . Q . V . . • 17.833 296.1138 366.76 . Q . V. . 17.917 298.5549 354.45 . Q V. . - 18.000 300.9221 343.71 . Q V. . 18.083 303.2241 334.25 . Q V. . 18.167 305.4536 323.73 . Q V . 18.250 307.6215 314.78 . Q . V • 18.333 309.7327 306.55 . Q V 18.417 311.7867 298.24 Q . V '' 18.500 313.7879 290.58 Q . V . 18.583 315.7515 285.11 . . Q . .V . 18.667 317.6757 279.40 Q . V . - 18.750 319.5545 272.80 . . Q . .V . 18.833 321.3876 266.16 . . Q .V ' ' 18.917 323.1873 261.31 . . Q .V 19.000 324.9539 256.52 . . Q . .V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: '" FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 349.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. M9 INFLOW - (STREAM 2) < - -* <= flowby structure basin (maximum flowby Q = 349.0 cfs) storage - V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME "" (HRS) (CFS) (CFS) (AF) 14.083 237.4 237.4 .000 14.166 240.7 240.7 .000 14.249 244.0 244.0 .000 14.333 247.6 247.6 .000 -. 14.416 251.3 251.3 .000 14.499 255.2 255.2 .000 14.583 259.3 259.3 .000 14.666 263.7 263.7 .000 a 14.749 268.4 268.4 .000 14.833 273.3 273.3 .000 14.916 278.6 278.6 .000 a 14.999 284.2 284.2 .000 15.083 290.3 290.3 .000 a 15.166 296.8 296.8 .000 15.249 303.9 303.9 .000 15.333 311.7 311.7 .000 15.416 320.3 320.3 .000 - 15.499 329.9 329.9 .000 15.583 340.7 340.7 .000 15.666 353.2 349.0 .029 15.749 367.3 349.0 .155 a 15.833 3.84.0 349.0 .396 15.916 405.0 349.0 .781 a 15.999 433.4 349.0 1.362 16.083 483.8 349.0 2.291 16.166 539.7 349.0 3.604 16.249 589.5 349.0 5.260 16.333 643.9 349.0 7.291 16.416 695.2 349.0 9.676 16.499 747.1 349.0 12.418 16.583 778.3 349.0 15.374 16.666 791.9 349.0 18.425 16.749 774.8 349.0 21.358 16.833 740.8 349.0 24.056 16.916 672.2 349.0 26.282 . 16.999 615.5 349.0 28.118 17.083 568.1 349.0 29.627 a 17.166 535.2 349.0 30.909 17.249 498.5 349.0 31.938 a 17.333 472.5 349.0 32.789 a 17.416 448.8 349.0 33.476 17.499 427.2 349.0 34.015 17.583 410.0 349.0 34.435 17.666 395.3 349.0 34.754 17.749 380.0 349.0 34.967 17.833 366.8 349.0 35.089 17.916 354.4 349.0 35.127 - 17.999 343.7 343.7 35.127 18.083 334.3 334.3 35.127 18.166 323.7 323.7 35.127 18.249 314.8 314.8 35.127 18.333 306.5 306.5 35.127 a 18.416 298.2 298.2 35.127 18.499 290.6 290.6 35.127 18.583 285.1 285.1 35.127 18.666 279.4 279.4 35.127 18.749 272.8 272.8 35.127 a 18.833 266.2 266.2 35.127 18.916 261.3 261.3 35.127 18.999 256.5 256.5 35.127 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 7 • » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< - FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 725.0 1450.0 2175.0 2900.0 - 14.083 896.3032 1162.02 . . QV 14.167 904.3897 1174.16 . . QV 14.250 912.5656 1187.14 . . QV - 14.333 920.8380 1201.16 . . QV 14.417 929.2147 1216.30 . . QV • 14.500 937.7051 1232.80 . . Q 14.583 946.3195 1250.81 . . Q 14.667 955.0697 1270.53 . . QV - -, 14.750 963.9670 1291.89 . . QV . . 14.833 973.0222 1314.81 . . Q . - 14.917 982.2441 1339.03 . . Q 15.000 991.6414 1364.48 . . Q 15.083 1001.2210 1391.03 . . Q. - 15.167 1010.9930 1418.83 . . Q. . 15.250 1020.9660 1448.02 . . Q. a 15.333 1031.1520 1479.11 . . VQ 15.417 1041.5690 1512.54 . . VQ - 15.500 1052.2370 1548.95 . . V.Q 15.583 1063.1790 1588.85 . . VQ 15.667 1074.3990 1629.04 . . V Q 15.750 1085.8610 1664.32 . . V Q 15.833 1097.5950 1703.78 . V Q • 15.917 1109.6360 1748.33 . . .V Q 16.000 1122.0200 1798.22 . .V Q 16.083 1134.8250 1859.18 . . .V Q • 16.167 1148.2140 1944.07 . .V Q . 16.250 1162.3240 2048.88 . . • V Q • 16.333 1177.2690 2169.92 . . V Q. 16.417 1193.1800 2310.38 . . • V •Q 16.500 1210.1150 2458.95 . . . V . Q • 16.583 1228.0430 2603.17 . . . V Q 16.667 1246.7740 2719.65 . . V Q 16.750 1266.0100 2793.18 . . . V Q 16.833 1285.4300 2819.73 . . . V Q • 16.917 1304.7090 2799.28 . . . V Q • 17.000 1323.5070 2729.49 . . V Q . 17.083 1341.5610 2621.40 . . V Q • 17.167 1358.7890 2501.56 . V Q ' 17.250 1375.2010 2383.00 . V • Q 17.333 1390.9020 2279.84 . V .Q ' 17.417 1405.9370 2183.05 . . V Q • 17.500 1420.4020 2100.33 . V Q • 17.583 1434.4000 2032.54 . VQ • • 17.667 1447.9520 1967.63 . Q 17.750 1461.1260 1912.92 . QV . 17.833 1473.9750 1865.74 . Q V . - 17.917 1486.5340 1823.56 . Q V . 18.000 1498.7790 1777.87 . . Q V . • 18.083 1510.6770 1727.62 . . Q V . 18.167 1522.2230 1676.51 . . Q V . ' 18.250 1533.4310 1627.39 . . Q V. • • 18.333 1544.3420 1584.22 . .Q V. 18.417 1554.9650 1542.52 . .Q V. - 18.500 1565.3310 1505.09 . Q V. 18.583 1575.4740 1472.85 . Q V. 18.667 1585.4180 1443.88 . Q. V - 18.750 1595.1780 1417.18 . Q. V 18.833 1604.7750 1393.42 . Q. V 18.917 1614.2400 1374.25 . Q - V 19.000 1623.5770 1355.78 . Q • V END OF FLOOD ROUTING ANALYSIS VW ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L O O D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986), SAN BERNARDINO(1986),KERN(1992), SAN JOAQUIN(1995), and COALINGA(1995) (c) Copyright 1989 -95 Advanced Engineering Software (aes) Ver. 5.1 Release Date: 01/01/95 License ID 1206 Analysis prepared by: ASL Consulting Engineers One Jenner, Suite 200 Irvine, CA 92718 (714) 727 -7099 - * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** FLOOD ROUTING FOR I -10 CHANNEL FONTANA * WATERSHEDS 1, 2, 3, 4, 5, 6, 7, 8, 9 & 10 REVISED SCENARIO IV WITH STREET CAPACITY LIMITS # 1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: N:I10RB410.UH1 TIME /DATE OF STUDY: 18:31 7/11/1995 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 241.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .390 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .174 LOW LOSS FRACTION = .176 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .975 30- MINUTE FACTOR = .975 1 -HOUR FACTOR = .975 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.368 . RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.881 54.816 2 7.519 164.320 3 17.390 287.705 - 4 31.680 416.512 5 47.144 450.690 6 58.786 339.323 7 66.137 214.267 8 71.368 152.469 9 75.288 114.248 10 78.386 90.276 . 11 80.990 75.902 12 83.152 63.022 - 13 85.059 55.572 14 86.676 47.126 15 88.056 40.226 16 89.306 36.426 17 90.444 33.190 18 91.439 28.978 19 92.344 26.385 20 93.136 23.079 21 93.914 22.672 22 94.571 19.147 "` 23 95.199 18.318 , 24 95.822 18.151 25 96.301 13.960 26 96.716 12.090 27 97.131 12.100 28 97.546 12.090 29 97.939 11.472 30 98.139 5.813 31 98.292 4.465 32 98.446 4.481 "" 33 98.599 4.460 34 98.752 4.476 35 98.905 4.465 . 36 99.059 4.470 37 99.212 4.465 38 99.365 4.465 39 99.518 4.465 40 99.672 4.465 .. 41 99.825 4.465 42 99.978 4.465 - 43 100.000 .642 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 1.46 TOTAL EFFECTIVE RAINFALL(INCHES) = 7.33 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 29.3694 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 147.1113 - 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) -° TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 14.083 64.9090 79.84 Q V . 14.167 65.4703 81.51 . Q . V . . 14.250 66.0456 83.53 . Q . V . . • 14.333 66.6375 85.94 . Q . V . . 14.417 67.2470 88.51 . Q . V . . 14.500 67.8734 90.94 . Q. V . . ,, 14.583 68.5153 93.20 . Q. V . . 14.667 69.1725 95.44 . Q. V . . - 14.750 69.8455 97.72 . Q. V . . 14.833 70.5348 100.09 . Q V. . `"` 14.917 71.2414 102.60 . Q V. . 15.000 71.9665 105.27 Q V. . 15.083 72.7113 108.16 . Q V. . • 15.167 73.4778 111.28 . .Q V. . 15.250 74.2677 114.71 . .Q V . `""' 15.333 75.0837 118.48 . .Q V . 15.417 75.9283 122.63 . . Q V . 15.500 76.8040 127.16 Q V . 15.583 77.7147 132.24 . Q .V . 15.667 78.6654 138.04 Q V . - 15.750 79.6646 145.08 . Q .V . 15.833 80.7261 154.13 . Q .V . 15.917 81.8757 166.91 . Q . V . 16.000 83.1595 186.42 . Q . V . 16.083 84.7132 225.59 . . QV . 16.167 86.6425 280.14 . V Q 16.250 88.9360 333.01 . V Q . - 16.333 91.4985 372.08 . . V Q 16.417 94.0433 369.50 . V Q 16.500 96.2528 320.82 . V . Q - 16.583 98.0966 267.71 . Q 16.667 99.7032 233.28 . . Q V . - 16.750 101.1399 208.61 . 4 V . 16.833 102.4503 190.27 . Q. V . 16.917 103.6641 176.25 . Q V . . • 17.000 104.7947 164.16 . Q V 17.083 105.8576 154.33 . Q V . - 17.167 106.8559 144.96 . Q V. . 17.250 107.7963 136.54 . Q V. 17.333 108.6863 129.22 Q . V. . 17.417 109.5298 122.47 Q . V. 17.500 110.3298 116.17 Q . V. . - 17.583 111.0938 110.93 Q . V 17.667 111.8242 106.05 Q . V . - 17.750 112.5278 102.17 . Q V - 17.833 113.2021 97.92 Q. . V 17.917 113.8531 94.52 Q. . V . • 18.000 114.4823 91.36 Q. . .V . • 18.083 115.0864 87.72 . Q . •V 18.167 115.6750 85.45 . Q • •V 18.250 116.2566 84.45 . Q • •V 18.333 116.8356 84.07 . Q . .V 18.417 117.4114 83.61 . Q . .V - 18.500 117.9738 81.65 . Q • • V 18.583 118.5277 80.44 . Q . . V 18.667 119.0755 79.53 . Q . . V �, 18.750 119.6168 78.60 . 4 - • V 18.833 120.1517 77.67 . Q . . V 18.917 120.6803 76.74 . 4 - . V 19.000 121.2025 75.82 . 4 - . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: - FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 569.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW w (STREAM 1) < - -* <= flowby structure basin (maximum flowby Q = 569.0 cfs) storage - V STREAM 1 `. FLOWBY FLOWBY BASIN MODELING RESULTS: . MODEL STREAM 1 STREAM 1 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 79.8 79.8 .000 14.166 81.5 81.5 .000 _w 14.249 83.5 83.5 .000 14.333 85.9 85.9 .000 - 14.416 88.5 88.5 .000 14.499 90.9 90.9 .000 14.583 93.2 93.2 .000 14.666 95.4 95.4 .000 14.749 97.7 97.7 .000 14.833 100.1 100.1 .000 14.916 102.6 102.6 .000 14.999 105.3 105.3 .000 15.083 108.2 108.2 .000 15.166 111.3 111.3 .000 15.249 114.7 114.7 .000 V � 15.333 118.5 118.5 .000 15.416 122.6 122.6 .000 15.499 127.2 127.2 .000 15.583 132.2 132.2 .000 15.666 138.0 138.0 .000 15.749 145.1 145.1 .000 15.833 154.1 154.1 .000 15.916 166.9 166.9 .000 15.999 186.4 186.4 .000 16.083 225.6 225.6 .000 16.166 280.1 280.1 .000 16.249 333.0 333.0 .000 16.333 372.1 372.1 .000 16.416 369.5 369.5 .000 16.499 320.8 320.8 .000 16.583 267.7 267.7 .000 16.666 233.3 233.3 .000 ," 16.749 208.6 208.6 .000 16.833 190.3 190.3 .000 16.916 176.3 176.3 .000 <.. 16.999 164.2 164.2 .000 17.083 154.3 154.3 .000 - 17.166 145.0 145.0 .000 17.249 136.5 136.5 .000 17.333 129.2 129.2 .000 17.416 122.5 122.5 .000 17.499 116.2 116.2 .000 - 17.583 110.9 110.9 .000 17.666 106.0 106.0 .000 17.749 102.2 102.2 .000 A 17.833 97.9 97.9 .000 17.916 94.5 94.5 .000 17.999 91.4 91.4 .000 18.083 87.7 87.7 .000 18.166 85.5 85.5 .000 18.249 84.5 84.5 .000 18.333 84.1 84.1 .000 18.416 83.6 83.6 .000 18.499 81.6 81.6 .000 18.583 80.4 80.4 .000 18.666 79.5 79.5 .000 18.749 78.6 78.6 .000 18.833 77.7 77.7 .000 18.916 76.7 76.7 .000 "° 18.999 75.8 75.8 .000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 ' » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME (AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 - 14.083 64.9090 79.84 . Q V . . 14.167 65.4703 81.51 . Q . V . . - 14.250 66.0456 83.53 . Q . V . . 14.333 66.6375 85.94 . Q . V . . " 14.417 67.2470 88.51 . Q . V . . .., 14.500 67.8734 90.94 . Q. V . . 14.583 68.5153 93.20 . Q. V . . - 14.667 69.1725 95.44 . Q. V . . 14.750 69.8455 97.72 . Q. V . 14.833 70.5348 100.09 . Q V. . - 14.917 71.2414 102.60 . Q V. . 15.000 71.9665 105.27 . Q V. . • 15.083 72.7113 108.16 . Q V. . 15.167 73.4778 111.28 . .Q V. . "' 15.250 74.2677 114.71 . .Q V . 15.333 75.0837 118.48 . .Q V . 15.417 75.9283 122.63 . . Q V . - 15.500 76.8040 127.16 . . Q V . 15.583 77.7147 132.24 . Q .V . • 15.667 78.6654 138.04 . Q .V . ra 15.750 79.6646 145.08 . Q .V . 15.833 80.7261 154.13 . Q .V 15.917 81.8757 166.91 . Q . V 16.000 83.1595 186.42 . Q . V 16.083 84.7132 225.59 . . QV . 16.167 86.6425 280.14 . . V Q . 16.250 88.9360 333.01 . . . V Q . 16.333 91.4985 372.08 . . V Q . 16.417 94.0433 369.50 . V Q . - 16.500 96.2528 320.82 . V . Q 16.583 98.0966 267.71 . Q , - 16.667 99.7032 233.28 . . Q V . 16.750 101.1399 208.61 . Q V . 16.833 102.4503 190.27 . Q. V . - 16.917 103.6641 176.25 . Q V . 17.000 104.7947 164.16 . Q V . - 17.083 105.8576 154.33 . . Q V . - 17.167 106.8559 144.96 . Q V. 17.250 107.7963 136.54 . Q V. --, 17.333 108.6863 129.22 . . Q V. 17.417 109.5298 122.47 . . Q V. °°' 17.500 110.3298 116.17 . .Q V. 17.583 111.0938 110.93 . .4 V 17.667 111.8242 106.05 . Q V • 17.750 112.5278 102.17 . Q V . 17.833 113.2021 97.92 Q. V . '" 17.917 113.8531 94.52 . Q. V 18.000 114.4823 91.36 . Q. .V . 18.083 115.0864 87.72 . Q . .V 18.167 115.6750 85.45 . Q . .V . 18.250 116.2566 84.45 . Q . .V . 18.333 116.8356 84.07 Q - .V • 18.417 117.4114 83.61 . Q . .V 18.500 117.9738 81.65 . Q . . V 18.583 118.5277 80.44 . Q . . V • 18.667 119.0755 79.53 . Q - . V 18.750 119.6168 78.60 . Q . . V ' 18.833 120.1517 77.67 . Q . . V 18.917 120.6803 76.74 . Q . . V 19.000 121.2025 75.82 . Q . . V • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 5.2 - » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 - UPSTREAM ELEVATION(FT) = 1097.39 DOWNSTREAM ELEVATION(FT) = 1090.42 CHANNEL LENGTH(FT) = 2650.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: - MAXIMUM INFLOW(CFS) = 372.08 AVERAGE FLOWRATE IN EXCESS OF 50 MAXIMUM INFLOW = 271.58 CHANNEL NORMAL VELOCITY FOR Q = 271.58 CFS = 7.47 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .815 - MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .823 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS Y TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.083 79.8 78.3 78.3 14.167 81.5 79.6 79.6 14.250 83.5 81.2 81.2 14.333 85.9 83.2 83.2 14.417 88.5 85.5 85.5 14.500 90.9 88.1 88.1 14.583 93.2 90.5 90.5 14.667 95.4 92.8 92.8 14.750 97.7 95.0 95.0 14.833 100.1 97.3 97.3 14.917 102.6 99.7 99.7 15.000 105.3 102.2 102.2 15.083 108.2 104.8 104.8 15.167 111.3 107.7 107.7 ® 15.250 114.7 110.7 110.7 15.333 118.5 114.1 114.1 15.417 122.6 117.8 117.8 15.500 127.2 121.9 121.9 15.583 132.2 126.4 126.4 15.667 138.0 131.4 131.4 15.750 145.1 137.1 137.1 15.833 154.1 143.9 143.9 „ 15.917 166.9 152.7 152.7 16.000 186.4 165.0 165.0 •} 16.083 225.6 183.8 183.8 16.167 280.1 219.8 219.8 16.250 333.0 271.1 271.1 „. 16.333 372.1 323.2 323.2 16.417 369.5 363.3 363.3 16.500 320.8 366.9 366.9 16.583 267.7 327.4 327.4 16.667 233.3 277.2 277.2 16.750 208.6 240.3 240.3 16.833 190.3 213.7 213.7 AA, 16.917 176.3 194.0 194.0 17.000 164.2 179.0 179.0 - 17.083 154.3 166.5 166.5 17.167 145.0 156.2 156.2 17.250 136.5 146.7 146.7 17.333 129.2 138.1 138.1 17.417 122.5 130.6 130.6 17.500 116.2 123.7 123.7 17.583 110.9 117.3 117.3 17.667 106.0 111.9 111.9 17.750 102.2 107.0 107.0 17.833 97.9 102.9 102.9 17.917 94.5 98.7 98.7 18.000 91.4 95.2 95.2 18.083 87.7 91.9 91.9 18.167 85.5 88.4 88.4 18.250 84.5 85.9 85.9 18.333 84.1 84.7 84.7 18.417 83.6 84.2 84.2 " 18.500 81.6 83.6 83.6 18.583 80.4 82.0 82.0 18.667 79.5 80.7 80.7 18.750 78.6 79.7 79.7 18.833 77.7 78.8 78.8 '" 18.917 76.7 77.8 77.8 19.000 75.8 76.9 76.9 . PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 147.111 AF °`" OUTFLOW VOLUME = 147.111 AF mi LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "°h FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM *2) WATERSHED AREA = 370.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .760 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .290 LOW LOSS FRACTION = .275 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .975 30- MINUTE FACTOR = .975 1 -HOUR FACTOR = .975 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.965 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .914 40.887 2 2.965 91.776 3 5.840 128.654 4 9.800 177.210 5 14.937 229.845 6 21.573 296.939 7 29.027 333.536 8 37.172 364.496 9 45.147 356.833 10 52.442 326.428 11 57.921 245.198 12 62.123 187.991 13 65.691 159.675 14 68.715 135.303 15 71.003 102.394 16 73.378 106.255 17 75.215 82.210 18 76.841 72.755 19 78.377 68.742 20 79.814 64.295 ., 21 81.010 53.506 22 82.230 54.590 23 83.218 44.217 24 84.291 48.018 25 85.185 40.012 26 86.039 38.215 27 86.826 35.230 28 87.574 33.448 29 88.206 28.303 30 88.851 28.829 31 89.496 28.869 32 90.106 27.299 33 90.621 23.059 34 91.131 22.828 35 91.641 22.811 36 92.118 21.353 37 92.526 18.261 38 92.933 18.173 39 93.339 18.181 40 93.745 18.173 ti 41 94.119 16.746 42 94.442 14.458 " 43 94.765 14.435 44 95.087 14.427 45 95.410 14.427 46 95.732 14.427 47 96.031 13.359 ' 48 96.249 9.772 49 96.462 9.517 50 96.675 9.548 51 96.888 9.517 52 97.101 9.517 ,. 53 97.314 9.533 54 97.527 9.533 55 97.740 9.533 56 97.947 9.278 57 98.061 5.101 58 98.140 3.523 59 98.219 3.539 60 98.297 3.491 61 98.376 3.539 62 98.455 3.523 63 98.533 3.507 64 98.612 3.523 - 65 98.691 3.539 66 98.769 3.507 67 98.848 3.523 68 98.927 3.523 69 99.005 3.523 . 70 99.084 3.523 71 99.163 3.523 72 99.242 3.523 . 73 99.320 3.523 74 99.399 3.523 ' 75 99.478 3.523 76 99.557 3.523 77 99.635 3.523 78 99.714 3.523 79 99.793 3.523 80 99.871 3.523 81 99.950 3.523 82 100.000 2.230 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.29 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.50 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 70.7457 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 200.2130 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 14.083 83.0794 101.88 . Q V . . ,„ 14.167 83.7914 103.38 . Q V . . 14.250 84.5146 105.02 . Q V . . - 14.333 85.2505 106.86 . Q V . . 14.417 86.0005 108.89 . Q V . . 14.500 86.7661 111.17 . .Q V . . _ 14.583 87.5486 113.61 . .Q V . . 14.667 88.3491 116.24 . .Q V . . • 14.750 89.1686 118.98 . .Q V . . 14.833 90.0075 121.82 . . Q V . . - 14.917 90.8658 124.62 . • Q V . . 15.000 91.7439 127.50 . • Q V . . 15.083 92.6427 130.51 . • Q V . . - 15.167 93.5636 133.71 . • Q V . . 15.250 94.5077 137.09 . • Q V . • 15.333 95.4774 140.79 . • Q V. . 15.417 96.4742 144.73 . • Q V. . 15.500 97.5007 149.05 . • Q V. . .. 15.583 98.5601 153.83 . Q V. . 15.667 99.6566 159.21 . Q V. . • 15.750 100.7953 165.33 . Q V 15.833 101.9842 172.64 . . Q V . 15.917 103.2393 182.23 . Q V 16.000 104.5888 195.95 . QV . 16.083 106.1194 222.24 . . .VQ . • 16.167 107.8553 252.06 . .V Q 16.250 109.7757 278.84 . .V Q . • 16.333 111.8993 308.34 . . V Q . • 16.417 114.2222 337.29 . . V Q . 16.500 116.7401 365.59 . . V Q . 16.583 119.3618 380.67 . . V Q . 16.667 122.0256 386.78 . . V Q . ' 16.750 124.6130 375.69 . . . V Q . 16.833 127.0412 352.57 . . V . Q 16.917 129.2142 315.53 . . V .Q 17.000 131.1827 285.83 . V Q . . 17.083 133.0065 264.81 . Q . ' 17.167 134.7039 246.45 . . Q V . 17.250 136.2741 228.00 . • Q V 17.333 137.7822 218.97 . . .Q V . - 17.417 139.1897 204.37 . . Q V . 17.500 140.5274 194.23 . Q. V . . *° 17.583 141.8087 186.05 . Q . V . 17.667 143.0360 178.21 . 4 V . . 17.750 144.2029 169.44 . Q V . - 17.833 145.3319 163.93 . Q V. . 17.917 146.4094 156.45 . 4 . V. . • 18.000 147.4602 152.57 . 4 V. • 18.083 148.4686 146.43 . 4 V. . x 18.167 149.4485 142.28 . Q . V. . 18.250 150.4010 138.30 . . Q . V . . 18.333 151.3308 135.01 . . Q . V . 18.417 152.2370 131.58 . Q V - 18.500 153.1328 130.07 . Q V 18.583 154.0187 128.64 . . Q . V 18.667 154.8932 126.97 . . Q . V . - 18.750 155.7533 124.88 . . Q . .V . 18.833 156.6059 123.80 . . Q .V ' 18.917 157.4497 122.52 . . Q .V 19.000 158.2807 120.66 . . Q . .V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 2 » » > FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 326.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) < - -* <= flowby structure .. basin (maximum flowby Q = 326.0 cfs) storage ,', V STREAM 2 . FLOWBY FLOWBY BASIN MODELING RESULTS: - MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 101.9 101.9 .000 14.166 103.4 103.4 .000 • F= 14.249 105.0 105.0 .000 14.333 106.9 106.9 .000 14.416 108.9 108.9 .000 14.499 111.2 111.2 .000 14.583 113.6 113.6 .000 14.666 116.2 116.2 .000 - 14.749 119.0 119.0 .000 14.833 121.8 121.8 .000 -° 14.916 124.6 124.6 .000 14.999 127.5 127.5 .000 15.083 130.5 130.5 .000 �. 15.166 133.7 133.7 .000 15.249 137.1 137.1 .000 r. 15.333 140.8 140.8 .000 15.416 144.7 144.7 .000 15.499 149.1 149.1 .000 15.583 153.8 153.8 .000 15.666 159.2 159.2 .000 - 15.749 165.3 165.3 .000 15.833 172.6 172.6 .000 15.916 182.2 182.2 .000 15.999 196.0 196.0 .000 16.083 222.2 222.2 .000 - 16.166 252.1 252.1 .000 16.249 278.8 278.8 .000 16.333 308.3 308.3 .000 16.416 337.3 326.0 .078 16.499 365.6 326.0 .350 16.583 380.7 326.0 .727 16.666 386.8 326.0 1.146 16.749 375.7 326.0 1.488 16.833 352.6 326.0 1.671 16.916 315.5 315.5 1.671 - 16.999 285.8 285.8 1.671 17.083 264.8 264.8 1.671 17.166 246.5 246.5 1.671 17.249 228.0 228.0 1.671 17.333 219.0 219.0 1.671 17.416 204.4 204.4 1.671 17.499 194.2 194.2 1.671 - 17.583 186.0 186.0 1.671 17.666 178.2 178.2 1.671 17.749 169.4 169.4 1.671 17.833 163.9 163.9 1.671 17.916 156.5 156.5 1.671 - 17.999 152.6 152.6 1.671 18.083 146.4 146.4 1.671 "" 18.166 142.3 142.3 1.671 18.249 138.3 138.3 1.671 18.333 135.0 135.0 1.671 18.416 131.6 131.6 1.671 18.499 130.1 130.1 1.671 18.583 128.6 128.6 1.671 18.666 127.0 127.0 1.671 18.749 124.9 124.9 1.671 18.833 123.8 123.8 1.671 18.916 122.5 122.5 1.671 18.999 120.7 120.7 1.671 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 7 "� » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME (AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 a 14.083 147.3426 180.19 . Q V . . 14.167 148.6029 183.00 . Q V . • 14.250 149.8856 186.25 . Q V . . 14.333 151.1945 190.06 . Q V . . 14.417 152.5336 194.42 . .Q V . . 14.500 153.9056 199.23 . .Q V . . 14.583 155.3114 204.11 . .Q V . . 14.667 156.7510 209.03 Q V . 14.750 158.2250 214.02 . . Q V . . 14.833 159.7341 219.13 . . Q V . . 14.917 161.2788 224.29 . . Q V . . 15.000 162.8605 229.66 . . Q V . . 15.083 164.4811 235.32 . . Q V. . 15.167 166.1435 241.37 . . Q V. . 15.250 167.8503 247.83 . . Q V. . - 15.333 169.6059 254.91 . . Q V. . 15.417 171.4142 262.57 . Q V. 15.500 173.2804 270.97 . Q V . - 15.583 175.2102 280.21 . Q V . 15.667 177.2115 290.59 . Q V . 15.750 179.2942 302.41 . Q V . 15.833 181.4745 316.57 . Q .V 15.917 183.7813 334.95 . Q.V . 16.000 186.2671 360.94 . QV . 16.083 189.0636 406.06 . .V Q . 16.167 192.3137 471.90 . . V Q . 16.250 196.1008 549.90 . . V .Q - 16.333 200.4504 631.55 . . V Q . 16.417 205.1978 689.33 . . V Q. 16.500 209.9700 692.92 . . V Q. . 16.583 214.4698 653.38 . . V Q . 16.667 218.6244 603.25 . V . Q "' 16.750 222.5247 566.33 . V . Q 16.833 226.2415 539.67 . V Q 16.917 229.7506 509.52 . . V Q. . 17.000 232.9521 464.86 . . Q • 17.083 235.9226 431.31 . Q V . 17.167 238.6957 402.66 . Q V . 17.250 241.2763 374.70 . .Q V . 17.333 243.7356 357.09 . Q V . 17.417 246.0425 334.97 . Q. V . • 17.500 248.2323 317.95 . Q . V 17.583 250.3218 303.40 . Q V - 17.667 252.3199 290.13 . Q . V. 17.750 254.2236 276.41 . Q V. . 17.833 256.0612 266.82 . Q V. . • 17.917 257.8184 255.15 . Q V. 18.000 259.5246 247.73 . Q V . 18.083 261.1661 238.35 . Q V . 18.167 262.7548 230.68 . Q V . 18.250 264.2992 224.25 Q . V 18.333 265.8123 219.72 Q . V 18.417 267.2982 215.75 Q . V 18.500 268.7701 213.72 . . Q .V . 18.583 270.2206 210.61 . . Q .V 18.667 271.6507 207.66 . .Q .V 18.750 273.0597 204.59 Q . .V . 18.833 274.4548 202.57 Q . V . -° 18.917 275.8347 200.35 . .Q .V 19.000 277.1953 197.57 . .Q . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 5.2 » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< r.. THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1090.42 DOWNSTREAM ELEVATION(FT) = 1084.02 CHANNEL LENGTH(FT) = 1455.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 692.92 AVERAGE FLOWRATE IN EXCESS OF 50o MAXIMUM INFLOW = 512.08 CHANNEL NORMAL VELOCITY FOR Q = 512.08 CFS = 10.84 FPS - ESTIMATED CHANNEL ROUTING COEFFICIENT = .864 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .984 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.083 180.2 179.2 179.2 14.167 183.0 181.9 181.9 14.250 186.3 184.9 184.9 14.333 190.1 188.5 188.5 14.417 194.4 192.7 192.7 - 14.500 199.2 197.3 197.3 14.583 204.1 202.1 . 202.1 14.667 209.0 207.0 207.0 14.750 214.0 212.0 212.0 14.833 219.1 217.1 217.1 - 14.917 224.3 222.2 222.2 15.000 229.7 227.5 227.5 15.083 235.3 233.0 233.0 15.167 241.4 238.9 238.9 15.250 247.8 245.2 245.2 15.333 254.9 252.1 252.1 15.417 262.6 259.5 259.5 15.500 271.0 267.6 267.6 15.583 280.2 276.5 276.5 15.667 290.6 286.4 286.4 - 15.750 302.4 297.6 297.6 15.833 316.6 310.9 310.9 "' 15.917 334.9 327.6 327.6 16.000 360.9 350.5 350.5 16.083 406.1 388.0 388.0 16.167 471.9 445.5 445.5 16.250 549.9 518.5 518.5 16.333 631.6 598.6 598.6 16.417 689.3 665.9 665.9 16.500 692.9 691.1 691.1 _ 16.583 653.4 669.0 669.0 16.667 603.2 623.4 623.4 16.750 566.3 581.3 581.3 16.833 539.7 550.5 550.5 16.917 509.5 521.7 521.7 17.000 464.9 482.8 482.8 17.083 431.3 444.9 444.9 17.167 402.7 414.3 414.3 17.250 374.7 386.0 386.0 17.333 357.1 364.3 364.3 17.417 335.0 343.9 343.9 17.500 318.0 324.9 324.9 a 17.583 303.4 309.3 309.3 17.667 290.1 295.5 295.5 17.750 276.4 281.9 281.9 17.833 266.8 270.7 270.7 17.917 255.1 259.8 259.8 -- 18.000 247.7 250.8 250.8 18.083 238.3 242.1 242.1 18.167 230.7 233.8 233.8 18.250 224.2 226.9 226.9 18.333 219.7 221.6 221.6 - 18.417 215.7 217.4 217.4 18.500 213.7 214.5 214.5 18.583 210.6 211.9 211.9 18.667 207.7 208.8 208.8 �, 18.750 204.6 205.8 205.8 h 18.833 202.6 203.4 203.4 18.917 200.4 201.2 201.2 - 19.000 197.6 198.7 198.7 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 345.653 AF ya OUTFLOW VOLUME = 345.653 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 » »>UNIT— HYDROGRAPH ANALYSIS« «< a (UNIT — HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 705.000 ACRES BASEFLOW = .000 CFS /SQUARE —MILE *USER ENTERED "LAG" TIME = .760 HOURS VALLEY(UNDEVELOPED) /DESERT S —GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .323 LOW LOSS FRACTION = .303 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5— MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30— MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 —HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 —HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 —HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 —HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH —AREA REDUCTION FACTORS: 5— MINUTE FACTOR = .975 30— MINUTE FACTOR = .975 1 —HOUR FACTOR = .975 �� 3 —HOUR FACTOR = .996 6 —HOUR FACTOR = .998 24 —HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG —TIME = 10.965 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH a NUMBER MEAN VALUES ORDINATES(CFS) 1 .914 77.907 2 2.965 174.871 3 5.840 245.139 4 9.800 337.657 5 14.937 437.947 6 21.573 565.789 7 29.027 635.522 8 37.172 694.513 9 45.147 679.911 10 52.442 621.978 11 57.921 467.202 12 62.123 358.199 13 65.691 304.246 14 68.715 257.806 15 71.003 195.101 16 73.378 202.459 17 75.215 156.644 18 76.841 138.628 19 78.377 130.981 20 79.814 122.507 21 81.010 101.951 22 82.230 104.017 23 83.218 84.251 24 84.291 91.495 25 85.185 76.239 26 86.039 72.814 27 86.826 67.127 28 87.574 63.732 w 29 88.206 53.929 30 88.851 54.932 31 89.496 55.008 - 32 90.106 52.016 33 90.621 43.936 34 91.131 43.496 35 91.641 43.465 36 92.118 40.686 37 92.526 34.794 38 92.933 34.626 39 93.339 34.642 40 93.745 34.627 41 94.119 31.908 42 94.442 27.549 43 94.765 27.504 44 95.087 27.489 45 95.410 27.488 46 95.732 27.488 47 96.031 25.454 48 96.249 18.620 49 96.462 18.134 50 96.675 18.194 51 96.888 18.134 52 97.101 18.134 53 97.314 18.164 54 97.527 18.164 55 97.740 18.164 56 97.947 17.678 57 98.061 9.720 58 98.140 6.712 Po 59 98.219 6.743 60 98.297 6.652 61 98.376 6.744 62 98.455 6.712 63 98.533 6.682 64 98.612 6.712 65 98.691 6.743 -' 66 98.769 6.682 67 98.848 6.713 68 98.927 6.712 69 99.005 6.713 70 99.084 6.712 71 99.163 6.712 72 99.242 6.712 73 99.320 6.712 74 99.399 6.712 75 99.478 6.712 76 99.557 6.712 77 99.635 6.712 78 99.714 6.712 79 99.793 6.712 80 99.871 6.712 81 99.950 6.712 82 100.000 4.248 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.53 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.26 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 148.6262 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 367.6667 - 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) ' TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 14.083 152.1863 186.63 Q. V . • 14.167 153.4905 189.37 Q. V . 14.250 154.8154 192.37 . Q. V . . - 14.333 156.1634 195.74 . Q. v . . 14.417 157.5372 199.47 . Q. V . . 14.500 158.9397 203.65 . Q V . . 14.583 160.3730 208.11 Q V . 14.667 161.8395 212.94 . Q V . . 14.750 163.3406 217.96 . Q V . . 14.833 164.8774 223.15 . .Q V . . - 14.917 166.4496 228.28 . .Q V . . ,, 15.000 168.0580 233.55 . .Q V . . 15.083 169.7045 239.07 Q V . 15.167 171.3914 244.94 . . Q V . . 15.250 173.1209 251.12 . . Q V . . - 15.333 174.8971 257.91 . . Q V. . 15.417 176.7231 265.13 . Q V. . 15.500 178.6035 273.04 Q V. . 15.583 180.5442 281.78 Q V. . 15.667 182.5528 291.65 . Q V. . - 15.750 184.6385 302.84 . Q V . 15.833 186.8161 316.20 . Q V 15.917 189.1156 333.88 . Q V . _ 16.000 191.5904 359.34 . Q V . 16.083 194.4052 408.71 . QV «4' 16.167 197.6058 464.73 . .V Q . 16.250 201.1527 515.01 . .V Q . - 16.333 205.0821 570.55 . . V Q . 16.417 209.3879 625.20 . . V Q 16.500 214.0628 678.79 . V Q - 16.583 218.9349 707.43 . V . Q 16.667 223.8880 719.20 . V . Q 16.750 228.6979 698.40 . . V Q . 16.833 233.2077 654.83 . V - Q 16.917 237.2358 584.87 . . V Q. • 17.000 240.8788 528.96 . Q 17.083 244.2507 489.61 . Q V • 17.167 247.3861 455.26 . . Q V . 17.250 250.2835 420.70 . .Q V . 17.333 253.0663 404.06 . Q V • 17.417 255.6611 376.76 . Q . V 17.500 258.1261 357.93 . Q V . - 17.583 260.4870 342.79 . 4 V . . 17.667 262.7478 328.28 . Q V . - 17.750 264.8963 311.96 . Q V . . 17.833 266.9751 301.84 . 4 V. . 17.917 268.9581 287.93 . Q V. . 18.000 270.8922 280.83 . Q V. . "°` 18.083 272.7476 269.40 . Q V. 18.167 274.5502 261.74 . Q V. 18.250 276.3020 254.37 . . Q V 18.333 278.0119 248.27 . . Q V 18.417 279.6777 241.88 . . Q V "" 18.500 281.3245 239.11 . .4 V 18.583 282.9532 236.48 . .4 V 18.667 284.5604 233.37 . .4 V , 18.750 286.1406 229.44 . .Q .V 18.833 287.7071 227.46 . .Q .V ' 18.917 289.2573 225.09 . .4 .V . 19.000 290.7837 221.64 . .4 .V . en.. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 167.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) <-- <= flowby structure basin (maximum flowby Q = 167.0 cfs) storage - V STREAM 2 FLOWBY 4- FLOWBY BASIN MODELING RESULTS: v. MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME "" (HRS) (CFS) (CFS) (AF) 14.083 186.6 167.0 1.432 14.166 189.4 167.0 1.586 - 14.249 192.4 167.0 1.761 14.333 195.7 167.0 1.959 14.416 199.5 167.0 2.183 ' 14.499 203.6 167.0 2.435 14.583 208.1 167.0 2.718 14.666 212.9 167.0 3.035 14.749 218.0 167.0 3.386 14.833 223.1 167.0 3.772 - 14.916 228.3 167.0 4.194 14.999 233.6 167.0 4.653 15.083 239.1 167.0 5.149 _ 15.166 244.9 167.0 5.686 15.249 251.1 167.0 6.265 - 15.333 257.9 167.0 6.891 15.416 265.1 167.0 7.567 15.499 273.0 167.0 8.297 15.583 281.8 167.0 9.088 15.666 291.7 167.0 9.946 15.749 302.8 167.0 10.882 15.833 316.2 167.0 11.909 15.916 333.9 167.0 13.059 15.999 359.3 167.0 14.383 16.083 408.7 167.0 16.048 ,°. 16.166 464.7 167.0 18.098 16.249 515.0 167.0 20.495 16.333 570.5 167.0 23.274 16.416 625.2 167.0 26.430 16.499 678.8 167.0 29.955 - 16.583 707.4 167.0 33.677 16.666 719.2 167.0 37.480 16.749 698.4 167.0 41.140 16.833 654.8 167.0 44.499 16.916 584.9 167.0 47.377 - 16.999 529.0 167.0 49.870 17.083 489.6 167.0 52.092 - 17.166 455.3 167.0 54.077 17.249 420.7 167.0 55.824 17.333 404.1 167.0 57.457 - 17.416 376.8 167.0 58.902 17.499 357.9 167.0 60.217 °- 17.583 342.8 167.0 61.427 17.666 328.3 167.0 62.538 17.749 312.0 167.0 63.536 „, 17.833 301.8 167.0 64.465 17.916 287.9 167.0 65.298 -m 17.999 280.8 167.0 66.082 18.083 269.4 167.0 66.787 ,." 18.166 261.7 167.0 67.440 18.249 254.4 167.0 68.041 18.333 248.3 167.0 68.601 18.416 241.9 167.0 69.117 18.499 239.1 167.0 69.613 18.583 236.5 167.0 70.092 18.666 233.4 167.0 70.549 18.749 229.4 167.0 70.979 - 18.833 227.5 167.0 71.395 18.916 225.1 167.0 71.795 18.999 221.6 167.0 72.172 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 7 -* » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "' FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) - TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 14.083 297.5960 346.21 . Q V . . 14.167 299.9987 348.87 . Q V . • aatl 14.250 302.4225 351.94 . Q V . 14.333 304.8710 355.52 . Q V. 14.417 307.3481 359.66 . Q V. 14.500 309.8569 364.29 . Q V. . 14.583 312.3992 369.14 . Q V. 14.667 314.9753 374.05 . Q V. • 14.750 317.5856 379.01 . Q V. . 14.833 320.2307 384.07 . . Q V . "v 14.917 322.9112 389.21 . . Q V . 15.000 325.6281 394.49 . . Q V . 15.083 328.3831 400.04 . Q V „ 15.167 331.1788 405.93 . Q V 15.250 334.0179 412.23 . . Q V . iv 15.333 336.9039 419.06 . Q .V 15.417 339.8412 426.48 . Q .V ". 15.500 342.8342 434.59 . Q.V - 15.583 345.8885 443.49 . . Q.V . 15.667 349.0111 453.41 . QV 15.750 352.2112 464.65 . Q V 15.833 355.5023 477.87 . .QV 15.917 358.9084 494.56 . .QV 16.000 362.4725 517.50 . . VQ 16.083 366.2947 554.98 . . V Q 16.167 370.5129 612.48 . . V Q . 16.250 375.2340 685.51 . . V Q "" 16.333 380.5070 765.64 . . V . Q 16.417 386.2430 832.86 . . V Q . 16.500 392.1529 858.11 . . V Q . . 16.583 397.9107 836.04 . . . V Q . 16.667 403.3542 790.40 . . . V Q • 16.750 408.5079 748.31 . . V . Q . 16.833 413.4493 717.50 . V .Q 16.917 418.1922 688.66 . V Q - 17.000 422.6672 649.78 . V Q . 17.083 426.8816 611.92 . . VQ . . • 17.167 430.8847 581.25 . Q V . -' 17.250 434.6931 552.98 . . Q V . 17.333 438.3519 531.26 . . Q V . 17.417 441.8703 510.86 . . . Q V . - - 17.500 445.2577 491.85 . .Q V . 17.583 448.5379 476.29 . .Q V . - 17.667 451.7231 462.49 . Q V . 17.750 454.8150 448.94 . Q. V 17.833 457.8296 437.71 . Q. V . - 17.917 460.7693 426.84 . . Q . V . . 18.000 463.6463 417.75 . Q . V. " 18.083 466.4640 409.12 . Q . V. 18.167 469.2242 400.78 . Q V. - 18.250 471.9366 393.85 . Q . V. �. 18.333 474.6127 388.56 . Q V. . 18.417 477.2597 384.35 . . Q . V. . - 18.500 479.8875 381.55 . Q V . 18.583 482.4967 . 378.86 . Q . V 18.667 485.0852 375.85 . Q . V _ 18.750 487.6528 372.82 . 4 . V 18.833 490.2037 370.39 . Q . V . - I 18.917 492.7399 368.25 . . Q V . 19.000 495.2584 365.69 . . Q . .V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 5.2 » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< --- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ~° ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1084.02 DOWNSTREAM ELEVATION(FT) = 1070.82 CHANNEL LENGTH(FT) = 1460.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: w MAXIMUM INFLOW(CFS) = 858.11 AVERAGE FLOWRATE IN EXCESS OF 505 MAXIMUM INFLOW = 590.76 CHANNEL NORMAL VELOCITY FOR Q = 590.76 CFS = 14.49 FPS " ESTIMATED CHANNEL ROUTING COEFFICIENT = .895 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .997 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) " (HRS) (CFS) (CFS) (CFS) 14.083 346.2 345.5 345.5 14.167 348.9 348.1 348.1 14.250 351.9 351.0 351.0 14.333 355.5 354.4 354.4 14.417 359.7 358.4 358.4 . 14.500 364.3 362.9 362.9 14.583 369.1 367.7 367.7 14.667 374.0 372.6 372.6 14.750 379.0 377.5 377.5 14.833 384.1 382.5 382.5 - 14.917 389.2 387.6 387.6 15.000 394.5 392.9 392.9 15.083 400.0 398.4 398.4 15.167 405.9 404.1 404.1 15.250 412.2 410.3 410.3 - 15.333 419.1 417.0 417.0 15.417 426.5 424.2 424.2 15.500 434.6 432.1 432.1 - 15.583 443.5 440.8 440.8 15.667 453.4 450.4 450.4 15.750 464.6 461.2 461.2 15.833 477.9 473.9 473.9 15.917 494.6 489.5 489.5 04 16.000 517.5 510.5 510.5 16.083 555.0 543.6 543.6 - 16.167 612.5 595.0 595.0 16.250 685.5 663.3 663.3 16.333 765.6 741.3 741.3 16.417 832.9 812.4 812.4 16.500 858.1 850.4 850.4 16.583 836.0 842.7 842.7 16.667 790.4 804.2 804.2 - 16.750 748.3 761.1 761.1 16.833 717.5 726.9 726.9 16.917 688.7 697.4 697.4 17.000 649.8 661.6 661.6 17.083 611.9 623.4 623.4 . 17.167 581.3 590.6 590.6 17.250 553.0 561.6 561.6 17.333 531.3 537.9 537.9 ,„„ 17.417 510.9 517.1 517.1 17.500 491.9 497.6 497.6 - 17.583 476.3 481.0 481.0 17.667 462.5 466.7 466.7 17.750 448.9 453.1 453.1 17.833 437.7 441.1 441.1 17.917 426.8 430.1 430.1 18.000 417.8 420.5 420.5 18.083 409.1 411.7 411.7 m 18.167 400.8 403.3 403.3 18.250 393.9 396.0 396.0 18.333 388.6 390.2 390.2 . 18.417 384.4 385.6 385.6 18.500 381.5 382.4 382.4 18.583 378.9 379.7 379.7 18.667 375.8 376.8 376.8 18.750 372.8 373.7 373.7 18.833 370.4 371.1 371.1 18.917 368.2 368.9 368.9 19.000 365.7 366.5 366.5 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 637.670 AF OUTFLOW VOLUME = 637.670 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** . FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 135.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .450 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .303 LOW LOSS FRACTION = .286 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .975 30- MINUTE FACTOR = .975 1 -HOUR FACTOR = .975 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.519 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.593 26.002 2 6.062 72.964 3 13.463 120.833 4 24.581 181.518 5 37.932 217.988 6 50.921 212.055 = 7 59.991 148.079 8 66.149 100.545 9 70.771 75.466 10 74.380 58.922 11 77.203 46.081 12 79.681 40.472 13 81.756 33.869 14 83.552 29.325 15 85.174 26.482 16 86.574 22.854 . 17 87.806 20.112 18 88.887 17.648 °° 19 89.950 17.359 20 90.842 14.571 21 91.702 14.027 22 92.450 12.219 23 93.136 11.196 24 93.818 11.132 25 94.403 9.557 26 94.948 8.892 . 27 95.492 8.896 28 96.007 8.403 29 96.384 6.151 30 96.743 5.868 .." 31 97.103 5.875 32 97.463 5.868 33 97.822 5.868 34 98.067 4.002 35 98.200 2.166 36 98.333 2.177 37 98.466 2.163 38 98.599 2.177 „, 39 98.732 2.166 40 98.865 2.170 41 98.997 2.170 42 99.131 2.173 43 99.263 2.170 44 99.396 2.170 45 99.529 2.170 - 46 99.662 2.170 47 99.795 2.170 "` 48 99.928 2.170 49 100.000 1.178 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.39 - TOTAL EFFECTIVE RAINFALL(INCHES) = 6.40 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 26.8530 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 72.0108 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 14.083 31.2310 38.34 . Q . V . . 14.167 31.5001 39.08 . Q . V . . 14.250 31.7752 39.94 . Q . V . . - 14.333 32.0574 40.97 . Q . V . . 14.417 32.3475 42.12 . Q . V . . n 14.500 32.6457 43.30 . Q . V . . 14.583 32.9515 44.40 . Q . V . . 14.667 33.2646 45.46 . Q. V . . • 14.750 33.5850 46.53 . Q. V . . 14.833 33.9131 47.64 . Q. V . . - 14.917 34.2493 48.81 . Q. V. . 15.000 34.5940 50.06 . Q V. . 15.083 34.9479 51.39 . Q V. . • 15.167 35.3118 52.83 . Q V. . 15.250 35.6864 54.40 . Q V. . -v 15.333 36.0730 56.13 . .Q V . 15.417 36.4725 58.01 . .Q V . 15.500 36.8863 60.08 . . Q V . - 15.583 37.3160 62.39 . . Q V . 15.667 37.7638 65.02 . . Q V . - 15.750 38.2329 68.11 . . Q .V . 15.833 38.7288 72.01 . . Q .V . 15.917 39.2629 77.55 . Q .V . m 16.000 39.8564 86.18 . Q . V 16.083 40.5718 103.88 . Q V . ,, 16.167 41.4533 127.99 . . V Q 16.250 42.4964 151.46 . . V Q 16.333 43.6912 173.49 . V Q . 16.417 44.9452 182.07 . . V Q . 16.500 46.1355 172.84 . . V Q . - 16.583 47.1455 146.65 . V Q. 16.667 48.0062 124.99 . . Q V . "' 16.750 48.7676 110.54 . . Q V . 16.833 49.4547 99.78 . . Q. V . 16.917 50.0825 91.15 . Q . V . 17.000 50.6684 85.08 . Q . V . 17.083 51.2153 79.41 . Q V . - 17.167 51.7294 74.64 . . Q V . 17.250 52.2153 70.56 . . Q V. 17.333 52.6733 66.49 Q . V. . - 17.417 53.1063 62.88 . . Q V. . 17.500 53.5170 59.63 . .Q V. . - 17.583 53.9108 57.18 Q . V. . 17.667 54.2855 54.42 Q . V . - 17.750 54.6462 52.36 . Q V . 17.833 54.9919 50.20 . Q V 17.917 55.3251 48.38 Q. . V 18.000 55.6480 46.88 . Q. V • 18.083 55.9595 45.23 . Q. .V 18.167 56.2632 44.11 . Q . .V 18.250 56.5620 43.37 . Q . .V 18.333 56.8566 42.78 . Q . .V 18.417 57.1460 42.02 . Q . .V . - 18.500 57.4342 41.84 . Q . .V 18.583 57.7203 41.55 . Q . . V 18.667 58.0030 41.05 . Q . . V .,, 18.750 58.2810 40.36 . Q . . V 18.833 58.5508 39.18 . Q . . V 18.917 58.8132 38.10 . Q . . V . 19.000 59.0718 37.56 . Q . . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN _ 149.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) < - -* <= flowby structure basin (maximum flowby Q = 149.0 cfs) storage - V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: - MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME �' (HRS) (CFS) (CFS) (AF) 14.083 38.3 38.3 .000 14.166 39.1 39.1 .000 • 14.249 39.9 39.9 .000 14.333 41.0 41.0 .000 14.416 42.1 42.1 .000 14.499 43.3 43.3 .000 14.583 44.4 44.4 .000 14.666 45.5 45.5 .000 14.749 46.5 46.5 .000 14.833 47.6 47.6 .000 14.916 48.8 48.8 .000 14.999 50.1 50.1 .000 15.083 51.4 51.4 .000 - 15.166 52.8 52.8 .000 15.249 54.4 54.4 .000 15.333 56.1 56.1 .000 15.416 58.0 58.0 .000 15.499 60.1 60.1 .000 15.583 62.4 62.4 .000 15.666 65.0 65.0 .000 15.749 68.1 68.1 .000 15.833 .72.0 72.0 .000 15.916 77.5 77.5 .000 15.999 86.2 86.2 .000 16.083 103.9 103.9 .000 16.166 128.0 128.0 .000 16.249 151.5 149.0 .017 16.333 173.5 149.0 .186 16.416 182.1 149.0 .413 16.499 172.8 149.0 .578 16.583 146.6 146.6 .578 16.666 125.0 125.0 .578 16.749 110.5 110.5 .578 16.833 99.8 99.8 .578 16.916 91.1 91.1 .578 16.999 85.1 85.1 .578 17.083 79.4 79.4 .578 - 17.166 74.6 74.6 .578 17.249 70.6 70.6 .578 17.333 66.5 66.5 .578 R 17.416 62.9 62.9 .578 17.499 59.6 59.6 .578 17.583 57.2 57.2 .578 17.666 54.4 54.4 .578 17.749 52.4 52.4 .578 17.833 50.2 50.2 .578 17.916 48.4 48.4 .578 17.999 46.9 46.9 .578 18.083 45.2 45.2 .578 18.166 44.1 44.1 .578 18.249 43.4 43.4 .578 18.333 42.8 42.8 .578 18.416 42.0 42.0 .578 18.499 41.8 41.8 .578 18.583 41.5 41.5 .578 18.666 41.0 41.0 .578 18.749 40.4 40.4 .578 18.833 39.2 39.2 .578 18.916 38.1 38.1 .578 "� 18.999 37.6 37.6 .578 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 7 . » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "' FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) °' TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 14.083 328.1028 383.84 . . Q V . . • 14.167 330.7690 387.14 . . Q V . . 14.250 333.4615 390.95 . . Q V . . • 14.333 336.1848 395.41 . . Q V . . 14.417 338.9432 400.53 . . Q V. . 14.500 341.7406 406.19 . . Q V. . 14.583 344.5786 412.07 . . Q V. p 14.667 347.4575 418.02 . . Q V. . - 14.750 350.3778 424.03 . . Q V. . 14.833 353.3404 430.17 . . Q V. . - 14.917 356.3463 436.45 . . Q V . 15.000 359.3969 442.95 . . Q V . 15.083 362.4943 449.74 . . Q V . • - 15.167 365.6414 456.97 . . Q V . 15.250 368.8420 464.72 . . Q V . - 15.333 372.1003 473.11 . . Q V . 15.417 375.4215 482.24 . . Q.V . - 15.500 378.8114 492.21 . . Q.V . .. 15.583 382.2768 503.17 . . QV . 15.667 385.8264 515.42 . . QV . - 15.750 389.4721 529.35 . . .Q . 15.833 393.2315 545.87 . . .QV . - 15.917 397.1368 567.04 . . . Q . 16.000 401.2464 596.72 . . . VQ . �, 16.083 405.7057 647.50 . . . V Q . d 16.167 410.6852 723.02 . . . V Q . • 16.250 416.2798 812.34 . . . V . Q • `" 16.333 422.4114 890.30 . . . V . Q • 16.417 429.0328 961.43 . . . V . Q • 16.500 435.9157 999.40 . . . V . Q. . 16.583 442.7294 989.35 . . . V . Q. 16.667 449.1290 929.22 . . . V . Q . - 16.750 455.1320 871.64 . . . V . Q . 16.833 460.8252 826.65 . . . V . Q . - 16.917 466.2561 788.57 . . . V .Q . 17.000 471.3984 746.66 . . . V Q. . 17.083 476.2389 702.83 . . . V Q . . - 17.167 480.8203 665.22 . . . QV . . 17.250 485.1738 632.14 . . Q V . 17.333 489.3361 604.36 . . Q V . 17.417 493.3301 579.94 . . . Q V . - 17.500 497.1680 557.26 . . . Q V . . 17.583 500.8746 538.20 . .Q V . - 17.667 504.4635 521.10 . Q V . 17.750 507.9443 505.42 . Q V . 17.833 511.3281 491.33 . Q. V . 17.917 514.6238 478.53 . Q. V. 18.000 517.8427 467.39 . Q . V. 18.083 520.9899 456.98 . Q . V. 18.167 524.0714 447.42 . . Q V. . 18.250 527.0970 439.33 . . Q . V. . 18.333 530.0787 432.94 . . Q V. . 18.417 533.0240 427.66 . Q . v - 18.500 535.9459 424.25 . Q . V 18.583 538.8469 421.22 . Q V 18.667 541.7244 417.81 . Q V . _ 18.750 544.5763 414.10 . Q V 18.833 547.4022 410.31 . Q . V .,« 18.917 550.2051 406.99 . Q . .v 19.000 552.9877 404.02 . Q . .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 5.2 » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE - INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 40.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1070.82 DOWNSTREAM ELEVATION(FT) = 1064.03 CHANNEL LENGTH(FT) = 2735.00 MANNING'S FACTOR = .015 - CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 999.40 AVERAGE FLOWRATE IN EXCESS OF 50, MAXIMUM INFLOW = 694.45 CHANNEL NORMAL VELOCITY FOR Q = 694.45 CFS = 7.61 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .817 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE .. UNIT INTERVALS IS CSTAR = .822 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS w MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) m 14.083 383.8 380.4 380.4 14.167 387.1 383.3 383.3 14.250 391.0 386.5 386.5 14.333 395.4 390.2 390.2 14.417 400.5 394.6 394.6 14.500 406.2 399.6 399.6 14.583 412.1 405.1 405.1 14.667 418.0 410.9 410.9 14.750 424.0 416.9 416.9 14.833 430.2 422.9 422.9 " 14.917 436.5 429.0 429.0 15.000 442.9 435.2 435.2 15.083 449.7 441.7 441.7 15.167 457.0 448.4 448.4 15.250 464.7 455.6 455.6 15.333 473.1 463.2 463.2 15.417 482.2 471.5 471.5 15.500 492.2 480.5 480.5 15.583 503.2 490.3 490.3 15.667 515.4 501.1 501.1 15.750 529.3 513.1 513.1 15.833 545.9 526.7 526.7 15.917 567.0 542.8 542.8 16.000 596.7 563.2 563.2 16.083 647.5 591.6 591.6 - 16.167 723.0 638.8 638.8 16.250 812.3 709.6 709.6 16.333 890.3 795.4 795.4 16.417 961.4 874.6 874.6 16.500 999.4 946.6 946.6 16.583 989.3 989.8 989.8 16.667 929.2 988.4 988.4 - 16.750 871.6 938.8 938.8 16.833 826.6 882.8 882.8 16.917 788.6 836.0 836.0 17.000 746.7 796.3 796.3 17.083 702.8 754.8 754.8 17.167 665.2 711.4 711.4 17.250 632.1 672.9 672.9 "" 17.333 604.4 638.9 638.9 17.417 579.9 610.1 610.1 17.500 557.3 584.9 584.9 17.583 538.2 561.9 561.9 17.667 521.1 542.1 542.1 - 17.750 505.4 524.6 524.6 17.833 491.3 508.6 508.6 17.917 478.5 494.2 494.2 18.000 467.4 481.1 481.1 18.083 457.0 469.7 469.7 " 18.167 447.4 459.1 459.1 18.250 439.3 449.4 449.4 18.333 432.9 441.0 441.0 18.417 427.7 434.3 434.3 18.500 424.2 428.8 428.8 - 18.583 421.2 425.0 425.0 18.667 417.8 421.8 421.8 18.750 414.1 418.5 418.5 18.833 410.3 414.8 414.8 18.917 407.0 411.1 411.1 19.000 404.0 407.7 407.7 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 709.103 AF OUTFLOW VOLUME = 709.103 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 370.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .810 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .314 LOW LOSS FRACTION = .295 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .975 30- MINUTE FACTOR = .975 1 -HOUR FACTOR = .975 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 await UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.288 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .857 38.363 2 2.742 84.312 3 5.319 115.354 4 8.884 159.491 5 13.306 197.889 6 19.159 261.891 7 25.964 304.488 8 33.339 330.044 9 40.964 341.159 10 48.459 335.397 11 54.512 270.864 12 59.288 213.686 13 62.947 163.724 14 66.256 148.094 - 15 68.998 122.681 16 71.100 94.077 17 73.342 100.299 18 75.079 77.739 19 76.618 68.873 .. 20 78.073 65.092 21 79.452 61.724 22 80.622 52.320 23 81.787 52.142 24 82.774 44.165 . 25 83.752 43.787 26 84.676 41.311 w 27 85.506 37.170 28 86.280 34.612 29 87.015 32.901 30 87.692 30.297 31 88.282 26.377 32 88.887 27.073 33 89.492 27.082 34 90.069 25.850 35 90.555 21.730 36 91.034 21.415 37 91.512 21.416 38 91.979 20.906 39 92.374 17.636 40 92.755 17.049 41 93.136 17.049 42 93.517 17.058 43 93.896 16.956 44 94.222 14.586 45 94.524 13.524 46 94.827 13.541 47 95.129 13.541 48 95.432 13.541 49 95.734 13.541 50 96.017 12.640 51 96.224 9.277 52 96.424 8.954 53 96.624 8.937 54 96.824 8.937 55 97.023 8.937 56 97.223 8.937 57 97.423 8.954 58 97.623 8.920 w 59 97.823 8.954 60 97.999 7.883 61 98.082 3.738 62 98.156 3.279 63 98.230 3.330 64 98.303 3.279 65 98.378 3.330 66 98.451 3.296 67 98.525 3.296 68 98.599 3.313 69 98.673 3.296 70 98.747 3.313 71 98.821 3.296 72 98.895 3.313 73 98.968 3.296 74 99.042 3.313 75 99.116 3.296 76 99.190 3.296 77 99.263 3.296 78 99.337 3.296 79 99.411 3.296 80 99.484 3.296 81 99.558 3.296 82 99.631 3.296 83 99.705 3.296 84 99.779 3.296 85 99.852 3.296 86 99.926 3.296 87 100.000 3.296 88 100.000 .011 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.46 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.33 i TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 75.9357 ° TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 195.0255 2 - H O U R R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 14.083 80.2029 98.45 . Q. V . . 14.167 80.8905 99.84 . Q. V . . 14.250 81.5886 101.36 . Q V . . - 14.333 82.2984 103.07 . Q V . . 14.417 83.0210 104.93 . Q V . . • 14.500 83.7580 107.01 . Q V . . 14.583 84.5107 109.29 . Q V . . 14.667 85.2802 111.72 . .Q V . . - 14.750 86.0672 114.28 . .Q V . . 14.833 86.8728 116.97 . .Q V . . - 14.917 87.6971 119.68 . .Q V . . 15.000 88.5404 122.45 . . Q V . . 15.083 89.4032 125.28 . . Q V . . • 15.167 90.2868 128.31 . . Q V . . 15.250 91.1926 131.52 . Q V . . 15.333 92.1221 134.96 . Q V . . 15.417 93.0773 138.69 . Q V. . 15.500 94.0602 142.72 . Q V. . 15.583 95.0737 147.16 . Q V. . 15.667 96.1217 152.17 . Q V. 15.750 97.2090 157.87 . Q V. 15.833 98.3426 164.60 . . Q V . 15.917 99.5373 173.47 . Q V 16.000 100.8186 186.05 . Q V 16.083 102.2666 210.25 . VQ 16.167 103.8997 237.12 . .V Q . 16.250 105.6950 260.68 . .V Q . • 16.333 107.6736 287.29 . . . V Q . . 16.417 109.8232 312.13 . . V .Q 16.500 112.1656 340.11 . . V Q • 16.583 114.6326 358.22 . . V Q 16.667 117.1568 366.51 . . . V Q "" 16.750 119.6669 364.47 . . V Q . 16.833 122.0856 351.20 . V Q 16.917 124.2900 320.08 . V . Q 17.000 126.2901 290.41 . V Q. 17.083 128.1125 264.62 . . Q , - 17.167 129.8223 248.26 . . Q V , 17.250 131.4134 231.02 . . Q V . 17.333 132.8923 214.75 . .Q V , _ 17.417 134.3198 207.26 . . Q V , 17.500 135.6544 193.79 . Q. V . - 17.583 136.9248 184.46 . Q . V . 17.667 138.1439 177.01 . Q V . 17.750 139.3149 170.04 . Q V , 17.833 140.4315 162.12 . Q V . 17.917 141.5115 156.82 . 4 V. 18.000 142.5466 150.30 . Q V. 18.083 143.5528 146.09 Q . V. 18.167 144.5293 141.79 . Q V. . 18.250 145.4761 137.48 . 4 V. . 18.333 146.3992 134.02 . Q . V . 18.417 147.3018 131.06 . Q V . 18.500 148.1861 128.40 . . Q V 18.583 149.0535 125.96 . . Q V . 18.667 149.9141 124.96 . . Q . V . „ 18.750 150.7671 123.85 . . Q V . 18.833 151.6101 122.41 . . Q .V - 18.917 152.4381 120.22 . . 4 .V . 19.000 153.2570 118.90 . .4 .V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 2 a » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: `" FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 347.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) < - -* <= flowby structure basin (maximum flowby Q = 347.0 cfs) storage V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 98.4 98.4 .000 14.166 99.8 99.8 .000 14.249 101.4 101.4 .000 14.333 103.1 103.1 .000 14.416 104.9 104.9 .000 14.499 107.0 107.0 .000 14.583 109.3 109.3 .000 rt 14.666 111.7 111.7 .000 14.749 114.3 114.3 .000 14.833 117.0 117.0 .000 14.916 119.7 119.7 .000 14.999 122.4 122.4 .000 15.083 125.3 125.3 .000 15.166 128.3 128.3 .000 15.249 131.5 131.5 .000 15.333 135.0 135.0 .000 15.416 138.7 138.7 .000 15.499 142.7 142.7 .000 15.583 147.2 147.2 .000 15.666 152.2 152.2 .000 15.749 157.9 157.9 .000 15.833 164.6 164.6 .000 15.916 173.5 173.5 .000 15.999 186.0 186.0 .000 16.083 210.3 210.3 .000 16.166 237.1 237.1 .000 16.249 260.7 260.7 .000 16.333 287.3 287.3 .000 16.416 312.1 312.1 .000 16.499 340.1 340.1 .000 16.583 358.2 347.0 .077 16.666 366.5 347.0 .212 16.749 364.5 347.0 .332 16.833 351.2 347.0 .361 16.916 320.1 320.1 .361 16.999 290.4 290.4 .361 17.083 264.6 264.6 .361 17.166 248.3 248.3 .361 17.249 231.0 231.0 .361 17.333 214.7 214.7 .361 17.416 207.3 207.3 .361 17.499 193.8 193.8 .361 17.583 184.5 184.5 .361 17.666 177.0 177.0 .361 17.749 170.0 170.0 .361 17.833 162.1 162.1 .361 17.916 156.8 156.8 .361 -_ 17.999 150.3 150.3 .361 18.083 146.1 146.1 .361 18.166 141.8 141.8 .361 18.249 137.5 137.5 .361 18.333 134.0 134.0 .361 18.416 131.1 131.1 .361 18.499 128.4 128.4 .361 18.583 126.0 126.0 .361 18.666 125.0 125.0 .361 18.749 123.8 123.8 .361 - 18.833 122.4 122.4 .361 18.916 120.2 120.2 .361 18.999 118.9 118.9 .361 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 7 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 6 N » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 350.0 700.0 1050.0 1400.0 `" 14.083 405.1493 478.90 . . Q V . . 14.167 408.4767 483.13 . Q V . . 14.250 411.8367 487.88 . Q V . . .. 14.333 415.2341 493.30 . . Q V . . 14.417 418.6742 499.50 . . Q V . . 14.500 422.1630 506.58 . . Q V . . 14.583 425.7057 514.40 . . Q V . . 14.667 429.3052 522.65 . Q V. . 14.750 432.9633 531.14 . . Q V. . 14.833 436.6811 539.83 . Q V. . 14.917 440.4597 548.66 . Q V. 15.000 444.3005 557.68 . . Q V. . + 15.083 448.2053 566.97 . Q V. . 15.167 452.1773 576.74 . Q V . 15.250 456.2207 587.10 . Q V . . • 15.333 460.3405 598.20 . Q V . 15.417 464.5430 610.20 . Q V . - 15.500 468.8351 623.22 . Q V . 15.583 473.2254 637.47 . Q V . 15.667 477.7245 653.26 . Q .V 15.750 482.3455 670.97 . Q.V . 15.833 487.1068 691.34 . Q.V • 15.917 492.0399 716.29 . QV . 16.000 497.2003 749.29 . .QV . 16.083 502.7229 801.88 . . Q . 16.167 508.7557 875.96 . . V Q 16.250 515.4378 970.24 . . V Q . "` 16.333 522.8942 1082.66 . . V Q 16.417 531.0673 1186.74 . . V Q 16.500 539.9290 1286.72 . V Q 16.583 549.1357 1336.82 . V . Q 16.667 558.3326 1335.40 . V . Q • 16.750 567.1879 1285.78 . V . Q 16.833 575.6578 1229.83 . V Q 16.917 583.6198 1156.08 . . V Q . 17.000 591.1041 1086.71 . V .Q 17.083 598.1245 1019.37 . V Q. 17.167 604.7339 959.69 . VQ . 17.250 610.9592 903.90 . Q V . 17.333 616.8384 853.66 . Q V . 17.417 622.4676 817.36 . Q V . • 17.500 627.8306 778.71 . . Q V . 17.583 632.9706 746.32 . .Q V . 17.667 637.9233 719.13 . Q V . 17.750 642.7072 694.62 . Q. V . "' 17.833 647.3264 670.71 . Q. V . • 17.917 651.8099 651.00 . Q . V . 18.000 656.1585 631.43 . Q . V. . - 18.083 660.3992 615.75 . Q V. 18.167 664.5374 600.86 . Q V. . • 18.250 668.5790 586.84 . Q V. . - 18.333 672.5393 575.03 . Q V. . 18.417 676.4329 565.35 . . Q . V. . • 18.500 680.2702 557.17 . . Q V 18.583 684.0647 550.96 . Q . V 18.667 687.8305 546.79 . Q V . 18.750 691.5654 542.31 . Q V 18.833 695.2653 537.23 . Q V 18.917 698.9243 531.27 . Q . V 19.000 702.5508 526.57 . . Q .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 150.00 TO NODE 160.00 IS CODE = 5.2 '" » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< - THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). -, ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1064.03 DOWNSTREAM ELEVATION(FT) = 1043.53 CHANNEL LENGTH(FT) = 2750.00 MANNING'S FACTOR = .015 = CONSTANT LOSS RATE (CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1336.82 . AVERAGE FLOWRATE IN EXCESS OF 50 MAXIMUM INFLOW = 947.16 CHANNEL NORMAL VELOCITY FOR Q = 947.16 CFS = 14.44 FPS "" ESTIMATED CHANNEL ROUTING COEFFICIENT = .895 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .966 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) . 14.083 478.9 476.6 476.6 14.167 483.1 480.6 480.6 14.250 487.9 485.0 485.0 .. 14.333 493.3 490.0 490.0 14.417 499.5 495.8 495.8 14.500 506.6 502.3 502.3 14.583 514.4 509.7 509.7 14.667 522.7 517.7 517.7 14.750 531.1 526.0 526.0 14.833 539.8 534.6 534.6 14.917 548.7 543.3 543.3 15.000 557.7 552.2 552.2 15.083 567.0 561.4 561.4 15.167 576.7 570.9 570.9 15.250 587.1 580.9 580.9 -° 15.333 598.2 591.5 591.5 15.417 . 610.2 603.0 603.0 15.500 623.2 615.4 615.4 15.583 637.5 628.9 628.9 15.667 653.3 643.8 643.8 15.750 671.0 660.3 660.3 15.833 691.3 679.1 679.1 15.917 716.3 701.3 701.3 16.000 749.3 729.6 729.6 16.083 801.9 770.6 770.6 16.167 876.0 831.8 831.8 16.250 970.2 913.8 913.8 16.333 1082.7 1015.3 1015.3 16.417 1186.7 1123.8 1123.8 16.500 1286.7 1226.4 1226.4 16.583 1336.8 1305.6 1305.6 16.667 1335.4 1335.2 1335.2 • 16.750 1285.8 1314.7 1314.7 16.833 1229.8 1263.4 1263.4 16.917 1156.1 1200.2 1200.2 17.000 1086.7 1128.6 1128.6 17.083 1019.4 1060.0 1060.0 17.167 959.7 995.8 995.8 17.250 903.9 937.6 937.6 17.333 853.7 884.1 884.1 u 17.417 817.4 839.5 839.5 17.500 778.7 802.0 802.0 17.583 746.3 766.0 766.0 17.667 719.1 735.6 735.6 17.750 694.6 709.5 709.5 17.833 670.7 685.1 685.1 p 17.917 651.0 663.0 663.0 18.000 631.4 643.2 643.2 18.083 615.8 625.3 625.3 18.167 600.9 609.9 609.9 18.250 586.8 595.3 595.3 18.333 575.0 582.2 582.2 18.417 565.4 571.2 571.2 18.500 557.2 562.1 562.1 18.583 551.0 554.7 554.7 18.667 546.8 549.3 549.3 18.750 542.3 545.0 545.0 18.833 537.2 540.3 540.3 18.917 531.3 534.8 534.8 19.000 526.6 529.4 529.4 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 903.768 AF OUTFLOW VOLUME = 903.768 AF LOSS VOLUME = .000 AF "********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 808.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .870 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .319 LOW LOSS FRACTION = .300 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.00 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .975 30- MINUTE FACTOR = .975 1 -HOUR FACTOR = .975 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 9.579 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .798 77.999 2 2.514 167.646 3 4.800 223.423 4 7.957 308.507 5 11.722 367.841 6 16.836 499.788 7 22.893 591.798 8 29.409 636.770 9 36.571 699.875 10 43.525 679.471 11 50.335 665.445 12 55.577 512.246 13 59.854 417.964 14 63.176 324.579 . 15 66.267 302.106 16 68.836 251.028 17 70.811 193.016 18 72.928 206.824 19 74.609 164.238 20 76.102 145.912 21 77.479 134.600 22 78.792 128.253 23 80.020 120.009 24 81.041 99.756 25 82.129 106.351 26 82.993 84.403 - 27 83.932 91.745 28 84.762 81.116 '" 29 85.535 75.546 30 86.255 70.336 31 86.939 66.879 . 32 87.588 63.402 33 88.137 53.618 w' 34 88.699 54.954 35 89.262 55.053 36 89.824 54.834 M 37 90.308 47.342 38 90.753 43.516 39 91.199 43.536 40 91.644 43.537 41 92.068 41.345 42 92.426 35.068 43 92.781 34.651 - 44 93.136 34.689 45 93.491 34.650 46 93.845 34.670 47 94.159 30.646 48 94.441 27.517 <. 49 94.722 27.537 50 95.004 27.556 "" 51 95.286 27.497 52 95.568 27.537 53 95.849 27.496 . 54 96.087 23.233 55 96.272 18.132 56 96.459 18.212 57 96.645 18.171 58 96.830 18.132 59 97.017 18.212 60 97.203 18.172 "" 61 97.388 18.171 62 97.574 18.172 63 97.760 18.171 64 97.944 17.933 65 98.049 10.282 66 98.118 6.695 67 98.187 6.734 68 98.255 6.696 69 98.324 6.734 70 98.393 6.735 71 98.461 6.695 72 98.530 6.734 73 98.599 6.695 74 98.667 6.695 75 98.737 6.775 76 98.805 6.695 77 98.874 6.735 78 98.943 6.695 79 99.011 6.695 80 99.080 6.695 81 99.148 6.695 rn 82 99.217 6.695 83 99.285 6.695 84 99.354 6.695 85 99.422 6.695 86 99.491 6.695 87 99.559 6.695 88 99.628 6.695 89 99.696 6.695 90 99.765 6.695 91 99.833 6.695 92 99.902 6.695 93 99.970 6.695 94 100.000 2.899 TOTAL STORM RAINFALL(INCHES) = 8.79 TOTAL SOIL - LOSS(INCHES) = 2.50 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.29 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 168.6270 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 423.0953 ,. 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) • TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 ' 14.083 172.3945 211.90 . Q V . . . 14.167 173.8738 214.80 . Q V . . 14.250 175.3747 217.93 . Q V . . - 14.333 176.8996 221.41 . .Q V . . 14.417 178.4506 225.20 . .Q V . . - 14.500 180.0308 229.44 . .Q V . . _ 14.583 181.6429 234.08 . .Q V . . 14.667 183.2891 239.02 . .Q V . . • 14.750 184.9721 244.38 . . Q V . . 14.833 186.6934 249.93 . . Q V . . `'" 14.917 188.4548 255.76 . . Q V . 15.000 190.2564 261.59 . . Q V . . 15.083 192.0998 267.66 . Q V . . - 15.167 193.9866 273.96 . Q V . . 15.250 195.9199 280.72 . . Q V . . • 15.333 197.9028 287.91 . . Q V . . 15.417 199.9386 295.60 . . Q V . • 15.500 202.0321 303.98 . Q V. 15.583 204.1894 313.23 . . Q V. . 15.667 206.4174 323.50 . Q V. 15.750 208.7262 335.25 . Q V. 15.833 211.1299 349.00 . Q V. 15.917 213.6581 367.10 . Q V 16.000 216.3614 392.51 . QV 16.083 219.4004 441.26 . V Q 16.167 222.8029 494.05 . .V Q 16.250 226.5157 539.10 . .V Q • - 16.333 230.5856 590.95 . .V Q. 16.417 234.9762 637.50 . . V .Q • 16.500 239.7733 696.55 . . V Q • - 16.583 244.8582 738.33 . . V Q 16.667 250.0869 759.21 . . V Q - 16.750 255.4075 772.55 . V . Q 16.833 260.5962 753.39 . . . V Q - 16.917 265.5731 722.64 . V Q .0 17.000 270.0764 653.88 . V . Q 17.083 274.2066 599.72 . V Q. • 17.167 277.9970 550.36 . VQ . 17.250 281.5783 520.00 . Q 17.333 284.9208 485.33 . Q V . - 17.417 288.0374 452.53 . . Q V . 17.500 291.0518 437.69 . .Q V . • 17.583 293.8829 411.09 . Q V . 17.667 296.5815 391.83 . Q. V . 17.750 299.1705 375.92 . Q . V . • 17.833 301.6634 361.98 . Q . V . . 17.917 304.0617 348.23 . Q V . g 18.000 306.3547 332.95 . . Q V . . - 18.083 308.5929 324.98 . . Q • V. 18.167 310.7409 311.89 . Q V. 18.250 312.8499 306.23 . Q V. - 18.333 314.8965 297.16 . • Q . V. 18.417 316.8940 290.03 . • Q V. - 18.500 318.8497 283.98 Q . V . .M 18.583 320.7716 279.06 . • Q V 18.667 322.6628 274.61 . • Q V 18.750 324.5199 269.64 • . Q V 18.833 326.3640 267.77 . • Q V • 18.917 328.1938 265.69 . • Q ,V 19.000 330.0034 262.76 . • Q . .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: - FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 349.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW ,g (STREAM 2) < - -* <= flowby structure basin (maximum flowby Q = 349.0 cfs) storage - V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: - MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME '" (HRS) (CFS) (CFS) (AF) 14.083 211.9 211.9 .000 q 14.166 214.8 214.8 .000 14.249 217.9 217.9 .000 14.333 221.4 221.4 .000 14.416 225.2 225.2 .000 14.499 229.4 229.4 .000 14.583 234.1 234.1 .000 14.666 239.0 239.0 .000 4 14.749 244.4 244.4 .000 14.833 249.9 249.9 .000 14.916 255.8 255.8 .000 14.999 261.6 261.6 .000 15.083 267.7 267.7 .000 15.166 274.0 274.0 .000 15.249 280.7 280.7 .000 15.333 287.9 287.9 .000 15.416 295.6 295.6 .000 15.499 304.0 304.0 .000 15.583 313.2 313.2 .000 15.666 323.5 323.5 .000 . 15.749 335.3 335.3 .000 15.833 349.0 349.0 .000 15.916 '367.1 349.0 .125 15.999 392.5 349.0 .424 16.083 441.3 349.0 1.060 16.166 494.0 349.0 2.059 16.249 539.1 349.0 3.368 16.333 591.0 349.0 5.034 16.416 637.5 349.0 7.021 16.499 696.6 349.0 9.415 - 16.583 738.3 349.0 12.096 16.666 759.2 349.0 14.921 16.749 772.6 349.0 17.838 16.833 753.4 349.0 20.623 16.916 722.6 349.0 23.197 -S 16.999 653.9 349.0 25.296 17.083 599.7 349.0 27.023 . 17.166 550.4 349.0 28.410 17.249 520.0 349.0 29.588 17.333 485.3 349.0 30.526 17.416 452.5 349.0 31.240 17.499 437.7 349.0 31.850 17.583 411.1 349.0 32.278 17.666 391.8 349.0 32.573 17.749 375.9 349.0 32.758 „ 17.833 362.0 349.0 32.848 17.916 348.2 348.2 32.848 17.999 332.9 332.9 32.848 18.083 325.0 325.0 32.848 18.166 311.9 311.9 32.848 18.249 306.2 306.2 32.848 18.333 297.2 297.2 32.848 18.416 290.0 290.0 32.848 18.499 284.0 284.0 32.848 18.583 279.1 279.1 32.848 18.666 274.6 274.6 32.848 18.749 269.6 269.6 32.848 18.833 267.8 267.8 32.848 18.916 265.7 265.7 32.848 18.999 262.8 262.8 32.848 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 7 `"" » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** °" FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) • TIME(HRS) VOLUME(AF) Q(CFS) 0. 425.0 850.0 1275.0 1700.0 ' 14.083 575.5558 688.50 . QV . 14.167 580.3450 695.39 . QV . 14.250 585.1863 702.96 . Q V . - 14.333 590.0861 711.46 . Q V . . 14.417 595.0516 720.98 . Q V . • 14.500 600.0913 731.77 . QV . 14.583 605.2137 743.78 . QV . . 14.667 610.4252 756.71 . QV . . 14.750 615.7311 770.41 . QV. . 14.833 621.1342 784.52 . QV. . - 14.917 626.6376 799.10 . QV. 15.000 632.2425 813.84 . Q. . 15.083 637.9521 829.04 . Q. • 15.167 643.7704 844.82 . Q. . 15.250 649.7042 861.59 . Q • 15.333 655.7610 879.44 . Q . 15.417 661.9496 898.58 . VQ • 15.500 668.2814 919.38 . VQ . 15.583 674.7699 942.14 . V Q . 15.667 681.4316 967.28 . .VQ . .". 15.750 688.2882 995.58 . .V Q . 15.833 695.3689 1028.12 . .V Q . " 15.917 702.6027 1050.35 . .V Q 16.000 710.0308 1078.56 . .V Q . 16.083 717.7413 1119.58 . . V Q . . 16.167 725.8732 1180.75 . . V Q . 16.250 734.5704 1262.83 . . V Q. - 16.333 743.9662 1364.27 . . V . Q 16.417 754.1097 1472.84 . V Q • 16.500 764.9592 1575.36 . V . Q • 16.583 776.3546 1654.60 . V . Q 16.667 787.9536 1684.17 . V . Q. `' 16.750 799.4114 1663.67 . . V Q. 16.833 810.5160 1612.39 . V Q . - 16.917 821.1852 1549.17 . . V . Q .. 17.000 831.3616 1477.61 . V . Q 17.083 841.0656 1409.01 . V . Q - 17.167 850.3275 1344.83 . V .Q �" 17.250 859.1885 1286.62 . . V Q 17.333 867.6807 1233.07 . . V Q. 17.417 875.8661 1188.53 . Q . 17.500 883.7930 1150.97 . Q . 17.583 891.4719 1114.97 . . QV . - 17.667 898.9418 1084.63 . Q V 17.750 906.2314 1058.45 . . Q V . 17.833 913.3535 1034.14 . Q V . . 17.917 920.3177 1011.20 . . Q V . 18.000 927.0407 976.18 . . . Q V . . H , 18.083 933.5852 950.26 . . . Q V . . 18.167 939.9333 921.75 . .Q V. - 18.250 946.1423 901.54 . .Q V. . • 18.333 952.1985 879.36 . Q V. 18.417 958.1301 861.26 . Q V. - 18.500 963.9573 846.11 . Q. V. . 18.583 969.6997 833.80 . Q. V. 18.667 975.3743 823.96 . Q. V . 18.750 980.9849 814.65 . Q. V 18.833 986.5499 808.05 . Q. V • 18.917 992.0632 800.53 . Q . V 19.000 997.5190 792.19 . Q . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 5.2 - » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< - THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE ,. INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = 1.50 °' UPSTREAM ELEVATION(FT) = 1043.53 DOWNSTREAM ELEVATION(FT) = 1024.82 CHANNEL LENGTH(FT) = 2667.00 MANNING'S FACTOR = .015 - CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: - MAXIMUM INFLOW(CFS) = 1684.17 - AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1154.54 CHANNEL NORMAL VELOCITY FOR Q = 1154.54 CFS = 15.08 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .899 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE - UNIT INTERVALS IS CSTAR = .974 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS xy MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) - (HRS) (CFS) (CFS) (CFS) 14.083 688.5 685.1 685.1 14.167 695.4 691.6 691.6 14.250 703.0 698.8 698.8 - 14.333 711.5 706.7 706.7 14.417 721.0 715.7 715.7 - 14.500 731.8 725.8 725.8 14.583 743.8 737.1 737.1 14.667 756.7 749.5 749.5 _ 14.750 770.4 762.8 762.8 14.833 784.5 776.7 776.7 14.917 799.1 791.0 791.0 15.000 813.8 805.6 805.6 - 15.083 829.0 820.6 820.6 . 15.167 844.8 836.0 836.0 15.250 861.6 852.3 852.3 15.333 879.4 869.5 869.5 15.417 898.6 887.9 887.9 15.500 919.4 907.8 907.8 15.583 942.1 929.5 929.5 15.667 967.3 953.3 953.3 15.750 995.6 979.9 979.9 15.833 1028.1 1010.1 1010.1 15.917 1050.3 1037.8 1037.8 16.000 1078.6 1062.9 1062.9 16.083 1119.6 1096.9 1096.9 16.167 1180.8 1147.0 1147.0 16.250 1262.8 1217.4 1217.4 - 16.333 1364.3 1308.1 1308.1 16.417 1472.8 1412.5 1412.5 16.500 1575.4 1518.2 1518.2 .. 16.583 1654.6 1610.1 1610.1 16.667 1684.2 1667.0 1667.0 16.750 1663.7 1674.3 1674.3 16.833 1612.4 1640.5 1640.5 16.917 1549.2 1584.2 1584.2 17.000 1477.6 1517.3 1517.3 17.083 1409.0 1447.2 1447.2 17.167 1344.8 1380.6 1380.6 17.250 1286.6 1319.1 1319.1 17.333 1233.1 1262.9 1262.9 17.417 1188.5 1213.5 1213.5 17.500 1151.0 1172.0 1172.0 - 17.583 1115.0 1135.0 1135.0 17.667 1084.6 1101.6 1101.6 "` 17.750 1058.5 1073.1 1073.1 17.833 1034.1 1047.7 1047.7 17.917 1011.2 1024.0 1024.0 18.000 976.2 995.5 995.5 18.083 950.3 964.8 964.8 18.167 921.7 937.6 937.6 18.250 901.5 912.9 912.9 18.333 879.4 891.7 891.7 18.417 861.3 871.4 871.4 18.500 846.1 854.6 854.6 - 18.583 833.8 840.7 840.7 18.667 824.0 829.5 829.5 18.750 814.7 819.8 819.8 18.833 808.0 811.8 811.8 18.917 800.5 804.7 804.7 19.000 792.2 796.8 796.8 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 1294.015 AF OUTFLOW VOLUME = 1294.015 AF LOSS VOLUME = .000 AF «»"********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 453.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .820 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .371 LOW LOSS FRACTION = .365 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .37 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .95 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.65 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.85 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .975 30- MINUTE FACTOR = .975 1 -HOUR FACTOR = .975 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.163 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .847 46.396 2 2.701 101.568 3 5.225 138.312 4 8.717 191.299 5 13.010 235.188 6 18.740 313.900 7 25.420 365.990 8 32.627 394.793 9 40.207 415.302 10 47.596 404.765 11 53.838 341.993 12 58.690 265.828 13 62.437 205.251 14 65.741 180.995 15 68.555 154.200 16 70.713 118.211 17 72.930 121.457 18 74.715 97.780 19 76.281 85.821 20 77.734 79.565 21 79.111 75.463 22 80.345 67.622 23 81.459 60.994 24 82.514 57.788 25 83.440 50.760 26 84.417 53.492 27 85.239 45.069 28 86.030 43.310 `" 29 86.760 39.984 30 87.467 38.746 31 88.059 32.450 32 88.654 32.598 33 89.252 32.755 34 89.846 32.534 35 90.354 27.828 36 90.826 25.891 >.R 37 91.299 25.901 38 91.772 25.901 39 92.195 23.164 40 92.571 20.626 41 92.947 20.605 42 93.324 20.626 43 93.700 20.626 44 94.058 19.563 45 94.360 16.562 46 94.659 16.372 47 94.958 16.373 48 95.256 16.362 49 95.556 16.404 50 95.854 16.362 51 96.101 13.540 52 96.299 10.803 53 96.496 10.803 54 96.693 10.823 55 96.891 10.803 . 56 97.088 10.803 57 97.285 10.803 58 97.482 10.824 59 97.680 10.824 60 97.877 10.782 61 98.027 8.234 62 98.101 4.022 63 98.173 3.980 64 98.246 4.001 65 98.319 4.001 66 98.392 4.001 67 98.465 3.980 68 98.538 4.001 69 98.611 4.001 70 98.684 4.001 71 98.757 3.980 72 98.830 4.001 73 98.903 4.001 74 98.976 4.001 75 99.049 4.001 76 99.122 4.001 77 99.195 4.001 78 99.268 4.001 79 99.341 4.001 80 99.414 4.001 81 99.487 4.001 82 99.560 4.001 83 99.633 4.001 84 99.706 4.001 85 99.779 4.001 86 99.852 4.001 87 99.925 4.001 88 99.998 4.001 89 100.000 .099 TOTAL STORM RAINFALL(INCHES) = 7.84 TOTAL SOIL - LOSS(INCHES) = 2.71 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.13 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 102.2952 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 193.6461 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) - TIME(HRS) VOLUME (AF) Q(CFS) 0. 125.0 250.0 375.0 500.0 9 14.083 74.6755 109.86 . Q . V . . 14.167 75.4422 111.32 . Q . V . . 14.250 76.2193 112.84 . Q. V . . - 14.333 77.0075 114.44 . Q. V . . 14.417 77.8072 116.11 . Q. V . . 14.500 78.6190 117.88 . Q. V . „.. 14.583 79.4436 119.73 . Q. V . . 14.667 80.2816 121.69 . Q. V . . 14.750 81.1340 123.77 . Q. V . . 14.833 82.0016 125.98 . Q V . . - 14.917 82.8856 128.34 . Q V . . a 15.000 83.7870 130.89 . Q V . . 15.083 84.7072 133.62 . Q V . . 15.167 85.6478 136.57 . Q V . 15.250 86.6104 139.78 . .Q V . . - 15.333 87.5972 143.28 . .Q V . . 15.417 88.6107 147.16 . .Q V . . 15.500 89.6541 151.50 . . Q V . . 15.583 90.7311 156.39 . . Q V . . 15.667 91.8464 161.95 . . Q V . . - 15.750 93.0050 168.22 . . Q V. . 15.833 94.2146 175.63 . . Q V. . 15.917 95.4918 185.45 . . Q V. . . 16.000 96.8651 199.40 . . Q V . 16.083 98.4252 226.53 . . Q V . ' 16.167 100.1907 256.34 . . Q . 16.250 102.1336 282.11 . . .VQ . `.- 16.333 104.2788 311.48 . . .V Q . • 16.417 106.6102 338.52 . . . V Q . 16.500 109.1603 370.27 . . . V Q. . - 16.583 111.8537 391.08 . . . V .Q . 16.667 114.6132 400.68 . . . V . Q . - 16.750 117.3752 401.04 . . . V . Q . 16.833 120.0368 386.47 . . . V Q . 16.917 122.4827 355.14 . . . V Q . . 17.000 124.6877 320.16 . . . Q . 17.083 126.6908 290.85 . . . Q V . - 17.167 128.5601 271.43 . . ,Q V . 17.250 130.3026 253.02 . . Q V 17.333 131.9185 234.62 . . Q . V , - 17.417 133.4741 225.88 . . Q . V . 17.500 134.9351 212.14 . . Q V . . - 17.583 136.3271 202.11 . . Q V . 17.667 137.6652 194.30 . . Q . V . . 17.750 138.9558 187.39 . . Q . V . . - 17.833 140.1961 180.09 . . Q . V . 17.917 141.3909 173.50 . . Q . V. . - 18.000 142.5489 168.13 . . Q . V. . ' 18.083 143.6671 162.36 . . Q V. . 18.167 144.7612 158.87 . . Q V. . 18.250 145.8158 153.13 . . Q . V . - 18.333 146.8429 149.14 . .Q . V . 18.417 147.8416 145.00 . .4 V . - 18.500 148.8158 141.46 . .4 V . 18.583 149.7605 137.17 . Q V . 18.667 150.6877 134.63 . Q .V . - 18.750 151.5980 132.17 . Q .V . 18.833 152.4901 129.53 . Q .V . `` 18.917 153.3579 126.01 . Q .V . 19.000 154.2074 123.35 . Q. . .V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 2 » » > FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 325.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) <-- <= flowby structure - , basin (maximum flowby Q = 325.0 cfs) storage V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: - . MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 109.9 109.9 .000 14.166 111.3 111.3 .000 14.249 112.8 112.8 .000 14.333 114.4 114.4 .000 14.416 116.1 116.1 .000 14.499 117.9 117.9 .000 14.583 119.7 119.7 .000 14.666 121.7 121.7 .000 14.749 123.8 123.8 .000 14.833 126.0 126.0 .000 - 14.916 128.3 128.3 .000 14.999 130.9 130.9 .000 15.083 133.6 133.6 .000 15.166 136.6 136.6 .000 15.249 139.8 139.8 .000 °-° 15.333 143.3 143.3 .000 15.416 147.2 147.2 .000 15.499 151.5 151.5 .000 15.583 156.4 156.4 .000 15.666 161.9 161.9 .000 15.749 168.2 168.2 .000 15.833 175.6 175.6 .000 15.916 185.5 185.5 .000 15.999 199.4 199.4 .000 16.083 226.5 226.5 .000 16.166 256.3 256.3 .000 16.249 282.1 282.1 .000 16.333 311.5 311.5 .000 16.416 338.5 325.0 .093 16.499 370.3 325.0 .405 - 16.583 391.1 325.0 .860 16.666 400.7 325.0 1.381 16.749 401.0 325.0 1.905 16.833 386.5 325.0 2.328 16.916 355.1 325.0 2.536 16.999 320.2 320.2 2.536 17.083 290.9 290.9 2.536 17.166 271.4 271.4 2.536 17.249 253.0 253.0 2.536 17.333 234.6 234.6 2.536 17.416 225.9 225.9 2.536 17.499 212.1 212.1 2.536 17.583 202.1 202.1 2.536 17.666 194.3 194.3 2.536 17.749 187.4 187.4 2.536 17.833 180.1 180.1 2.536 17.916 173.5 173.5 2.536 - 17.999 168.1 168.1 2.536 18.083 162.4 162.4 2.536 18.166 158.9 158.9 2.536 18.249 153.1 153.1 2.536 18.333 149.1 149.1 2.536 - 18.416 145.0 145.0 2.536 18.499 141.5 141.5 2.536 - 18.583 137.2 137.2 2.536 18.666 134.6 134.6 2.536 18.749 132.2 132.2 2.536 18.833 129.5 129.5 2.536 18.916 126.0 126.0 2.536 18.999 123.4 123.4 2.536 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 7 `"° » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) .. TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 " 14.083 647.5924 794.93 . Q V . 14.167 653.1219 802.89 . QV . 14.250 658.7115 811.60 . QV . 14.333 664.3670 821.18 . QV . 14.417 670.0958 831.81 . Q V . . 14.500 675.9061 843.66 . Q V . . 14.583 681.8072 856.84 . QV . . 14.667 687.8073 871.21 . QV . . .* 14.750 693.9131 886.56 . . QV . . 14.833 700.1297 902.65 . Q . . 14.917 706.4612 919.34 . QV. 15.000 712.9111 936.52 . . QV. • 15.083 719.4827 954.20 . Q. . 15.167 726.1812 972.61 . Q. . 15.250 733.0134 992.04 . Q. . 15.333 739.9885 1012.79 . VQ 15.417 747.1173 1035.10 . Q • - 15.500 754.4130 1059.33 . VQ 15.583 761.8915 1085.88 . VQ . 15.667 769.5723 1115.26 . V Q . - 15.750 777.4793 1148.09 . . V Q . 15.833 785.6453 1185.70 . .V Q . ""' 15.917 794.0701 1223.28 . .V Q 16.000 802.7639 1262.34 . .V Q . - 16.083 811.8786 1323.47 . .V Q - 16.167 821.5435 1403.34 . . V Q 16.250 831.8710 1499.56 . . V Q. - 16.333 843.0251 1619.57 . . V . Q m 16.417 854.9914 1737.51 . . V . Q 16.500 867.6856 1843.20 . . . V Q . . 16.583 881.0131 1935.15 . . . V . Q . 16.667 894.7319 1991.98 . . V Q. '" 16.750 908.5015 1999.34 . . V Q. 16.833 922.0378 1965.47 . V . Q. 16.917 935.1864 1909.18 . V Q . 17.000 947.8412 1837.49 . . V . Q 17.083 959.8116 1738.09 . V . Q 17.167 971.1893 1652.05 . V . Q - 17.250 982.0167 1572.13 . V .Q . 17.333 992.3305 1497.57 . V Q. . - 17.417 1002.2430 1439.34 . V Q . . 17.500 1011.7760 1384.12 . Q . 17.583 1020.9850 1337.15 . QV . 17.667 1029.9100 1295.91 . Q V . 17.750 1038.5910 1260.48 . Q V . 17.833 1047.0470 1227.79 . . Q V . - 17.917 1055.2940 1197.49 . Q V . . 18.000 1063.3080 1163.63 . Q V . . - 18.083 1071.0710 1127.18 . . Q V . . 18.167 1078.6220 1096.45 . .4 V. . 18.250 1085.9640 1066.04 . .Q V. 18.333 1093.1320 1040.82 . Q V. . 18.417 1100.1320 1016.40 . Q V. 18.500 1106.9920 996.05 . Q. V. 18.583 1113.7270 977.86 . Q. V. • 18.667 1120.3670 964.11 . Q. V 18.750 1126.9230 952.01 . Q. V 18.833 1133.4060 941.29 . Q . V - 18.917 1139.8160 930.72 . Q . V 19.000 1146.1530 920.17 . Q . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 5.2 - » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce) . - ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1024.82 DOWNSTREAM ELEVATION(FT) = 1009.51 CHANNEL LENGTH(FT) = 2724.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1999.34 AVERAGE FLOWRATE IN EXCESS OF 50o MAXIMUM INFLOW = 1402.78 CHANNEL NORMAL VELOCITY FOR Q = 1402.78 CFS = 14.84 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .897 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .970 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.083 794.9 790.7 790.7 14.167 802.9 798.3 798.3 A 14.250 811.6 806.6 806.6 14.333 821.2 815.6 815.6 14.417 831.8 825.7 825.7 14.500 843.7 836.8 836.8 14.583 856.8 849.2 849.2 14.667 871.2 862.9 862.9 14.750 886.6 877.7 877.7 14.833 902.7 893.3 893.3 - 14.917 919.3 909.7 909.7 15.000 936.5 926.6 926.6 15.083 954.2 944.0 944.0 - 15.167 972.6 962.0 962.0 15.250 992.0 980.8 980.8 15.333 1012.8 1000.8 1000.8 15.417 . 1035.1 1022.2 1022.2 15.500 1059.3 1045.3 1045.3 15.583 1085.9 1070.5 1070.5 15.667 1115.3 1098.3 1098.3 - 15.750 1148.1 1129.1 1129.1 15.833 1185.7 1164.0 1164.0 15.917 1223.3 1201.5 1201.5 16.000 1262.3 1239.7 1239.7 16.083 1323.5 1288.4 1288.4 - 16.167 1403.3 1357.4 1357.4 16.250 1499.6 1444.1 1444.1 16.333 1619.6 1550.4 1550.4 16.417 1737.5 1669.1 1669.1 16.500 1843.2 1781.7 1781.7 ,, 16.583 1935.1 1881.6 1881.6 16.667 1992.0 1958.4 1958.4 16.750 1999.3 1994.2 1994.2 16.833 1965.5 1984.4 1984.4 16.917 1909.2 1941.4 1941.4 17.000 1837.5 1878.8 1878.8 17.083 1738.1 1795.2 1795.2 17.167 1652.0 1702.1 1702.1 17.250 1572.1 1618.6 1618.6 - 17.333 1497.6 1540.9 1540.9 17.417 1439.3 1473.4 1473.4 17.500 1384.1 1416.2 1416.2 17.583 1337.1 1364.5 1364.5 17.667 1295.9 1319.9 1319.9 17.750 1260.5 1281.1 1281.1 17.833 1227.8 1246.8 1246.8 17.917 1197.5 1215.1 1215.1 18.000 1163.6 1183.2 1183.2 18.083 1127.2 1148.3 1148.3 18.167 1096.5 1114.4 1114.4 18.250 1066.0 1083.7 1083.7 18.333 1040.8 1055.5 1055.5 18.417 1016.4 1030.6 1030.6 18.500 996.0 1007.9 1007.9 18.583 977.9 988.4 988.4 18.667 964.1 972.2 972.2 18.750 952.0 959.1 959.1 18.833 941.3 947.5 947.5 18.917 930.7 936.8 936.8 19.000 920.2 926.3 926.3 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 1485.124 AF OUTFLOW VOLUME = 1485.125 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 "" » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 568.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .870 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .351 LOW LOSS FRACTION = .346 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .37 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .95 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.65 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.85 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .975 30- MINUTE FACTOR = .975 1 -HOUR FACTOR = .975 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 9.579 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .798 54.831 2 2.514 117.850 3 4.800 157.059 4 7.957 216.871 5 11.722 258.581 6 16.836 351.336 7 22.893 416.017 8 29.409 447.630 9 36.571 491.992 10 43.525 477.648 11 50.335 467.788 12 55.577 360.094 13 59.854 293.816 14 63.176 228.169 - 15 66.267 212.371 16 68.836 176.465 17 70.811 135.684 18 72.928 145.391 " 19 74.609 115.455 20 76.102 102.572 21 77.479 94.620 - 22 78.792 90.158 23 80.020 84.363 24 81.041 70.125 25 82.129 74.761 26 82.993 59.333 27 83.932 64.494 28 84.762 57.022 29 85.535 53.107 30 86.255 49.444 31 86.939 47.014 32 87.588 44.570 33 88.137 37.692 34 88.699 38.631 35 89.262 38.701 36 89.824 38.547 ..._ 37 90.308 33.280 38 90.753 30.591 39 91.199 30.605 40 91.644 30.605 41 92.068 29.064 42 92.426 24.652 43 92.781 24.358 44 93.136 24.386 45 93.491 24.358 " 46 93.845 24.372 47 94.159 21.543 48 94.441 19.343 49 94.722 19.357 50 95.004 19.371 ° 51 95.286 19.330 52 95.568 19.357 53 95.849 19.329 54 96.087 16.332 55 96.272 12.746 " 56 96.459 12.802 M 57 96.645 12.774 58 96.830 12.746 4. 59 97.017 12.802 60 97.203 12.775 .. 61 97.388 12.774 62 97.574 12.775 63 97.760 12.774 64 97.944 12.606 65 98.049 7.228 °° 66 98.118 4.706 67 98.187 4.734 68 98.255 4.707 69 98.324 4.734 70 98.393 4.735 71 98.461 4.706 72 98.530 4.734 73 98.599 4.706 74 98.667 4.706 75 98.737 4.762 76 98.805 4.706 77 98.874 4.735 78 98.943 4.706 79 99.011 4.706 80 99.080 4.706 81 99.148 4.706 82 99.217 4.706 83 99.285 4.706 84 99.354 4.706 85 99.422 4.706 86 99.491 4.706 87 99.559 4.706 88 99.628 4.706 89 99.696 4.706 90 99.765 4.706 91 99.833 4.706 92 99.902 4.706 93 99.970 4.706 94 100.000 2.038 TOTAL STORM RAINFALL(INCHES) = 7.84 TOTAL SOIL - LOSS(INCHES) = 2.57 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.27 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 121.5710 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 249.4952 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) ' TIME(HRS) VOLUME(AF) Q(CFS) 0. 125.0 250.0 375.0 500.0 • 14.083 95.6432 140.71 . .Q V . . 14.167 96.6250 142.55 . .Q V . . 14.250 97.6199 144.47 . .Q V . . - 14.333 98.6287 146.48 . .Q V . . 14.417 99.6521 148.59 . .Q V . . , 14.500 100.6906 150.80 . . Q V . . 14.583 101.7453 153.14 . . Q V . . 14.667 102.8169 155.59 . . Q V . . «, 14.750 103.9064 158.21 . . Q V . . 14.833 105.0151 160.98 . . Q V . . - 14.917 106.1442 163.94 . . Q V . . • 15.000 107.2950 167.11 . . Q V . . 15.083 108.4695 170.53 . . Q V . . _ 15.167 109.6692 174.20 . . Q V . 15.250 110.8965 178.20 . . Q V . . ' 15.333 112.1537 182.54 . . Q V . . 15.417 113.4442 187.38 . . Q V . . 15.500 114.7717 192.75 . . Q V . . - 15.583 116.1408 198.80 . . Q V . . 15.667 117.5570 205.63 . . Q V . . • 15.750 119.0263 213.35 . . Q V. . 15.833 120.5581 222.41 . . Q V. . 15.917 122.1721 234.35 . . QV. . 16.000 123.9012 251.07 . . VQ . 16.083 125.8521 283.27 . . V Q . - 16.167 128.0416 317.91 . . V Q . 16.250 130.4337 347.34 . . V Q . 16.333 133.0592 381.22 . . .V Q . 16.417 135.8926 411.41 . . .V . Q • 16.500 138.9915 449.96 . . . V . Q . - 16.583 142.2776 477.14 . . . V . Q 16.667 145.6582 490.85 . . . V . Q- - 16.750 149.1008 499.86 . . . V Q- 16.833 152.4576 487.42 . . . V . Q - 16.917 155.6761 467.32 . . . V . Q . 17.000 158.5822 421.97 . . . V . Q . 17.083 161.2440 386.50 . . . V Q . • 17.167 163.6829 354.13 . . . V Q . . 17.250 165.9859 334.39 . . . Q 17.333 168.1341 311.92 . . . Q V . • 17.417 170.1372 290.85 . . . Q V . 17.500 172.0788 281.91 . . . Q V . . - 17.583 173.9052 265.19 . . .Q V . . 17.667 175.6511 253.51 . . Q V . . - 17.750 177.3322 244.11 . . Q. V . . - 17.833 178.9572 235.94 . . Q . V . . 17.917 180.5267 227.90 . . Q . V . . - 18.000 182.0324 218.63 . . Q V. . • 18.083 183.5055 213.88 . 4 . V. 18.167 184.9196 205.33 . Q . V. 18.250 186.3076 201.55 . Q V. .s. 18.333 187.6520 195.20 . Q V 18.417 188.9597 189.88 . Q V - 18.500 190.2335 184.96 . Q V 18.583 191.4763 180.45 . Q V . 18.667 192.6891 176.11 . Q V - 18.750 193.8685 171.24 . Q .V 18.833 195.0286 168.46 . Q .V - 18.917 196.1687 165.53 . 4 .V • 19.000 197.2872 162.41 . . 4 .V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 2 w » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 483.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) < - -* <= flowby structure basin (maximum flowby Q = 483.0 cfs) storage V STREAM 2 "" FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME '" (HRS) (CFS) (CFS) (AF) 14.083 140.7 140.7 .000 ,. 14.166 142.5 142.5 .000 14.249 144.5 144.5 .000 14.333 146.5 146.5 .000 14.416 148.6 148.6 .000 14.499 150.8 150.8 .000 14.583 153.1 153.1 .000 14.666 155.6 155.6 .000 14.749 158.2 158.2 .000 14.833 161.0 161.0 .000 14.916 163.9 163.9 .000 14.999 167.1 167.1 .000 15.083 170.5 170.5 .000 15.166 174.2 174.2 .000 15.249 178.2 178.2 .000 "" 15.333 182.5 182.5 .000 15.416 187.4 187.4 .000 15.499 192.7 192.7 .000 ... 15.583 198.8 198.8 .000 15.666 205.6 205.6 .000 15.749 213.4 213.4 .000 15.833 222.4 222.4 .000 15.916 234.4 234.4 .000 m 15.999 251.1 251.1 .000 16.083 283.3 283.3 .000 •, 16.166 317.9 317.9 .000 16.249 347.3 347.3 .000 16.333 381.2 381.2 .000 16.416 411.4 411.4 .000 16.499 450.0 450.0 .000 - 16.583 477.1 477.1 .000 16.666 490.9 483.0 .054 -, 16.749 499.9 483.0 .170 16.833 487.4 483.0 .201 16.916 467.3 467.3 .201 . . 16.999 422.0 422.0 .201 17.083 386.5 386.5 .201 - 17.166 354.1 354.1 .201 17.249 334.4 334.4 .201 f 411 17.333 311.9 311.9 .201 17.416 290.9 290.9 .201 17.499 281.9 281.9 .201 17.583 265.2 265.2 .201 17.666 253.5 253.5 .201 17.749 244.1 244.1 .201 17.833 235.9 235.9 .201 17.916 227.9 227.9 .201 - 17.999 218.6 218.6 .201 18.083 213.9 213.9 .201 18.166 205.3 205.3 .201 - , 18.249 201.5 201.5 .201 18.333 195.2 195.2 .201 18.416 189.9 189.9 .201 18.499 185.0 185.0 .201 " 18.583 180.5 180.5 .201 18.666 176.1 176.1 .201 18.749 171.2 171.2 .201 18.833 168.5 168.5 .201 18.916 165.5 165.5 .201 18.999 162.4 162.4 .201 ..,********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 7 » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< - STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) • TIME(HRS) VOLUME(AF) Q(CFS) 0. 625.0 1250.0 1875.0 2500.0 - 14.083 740.0638 931.44 . . Q V . . 14.167 746.5434 940.83 . Q V . . 14.250 753.0932 951.03 . . Q V . . -, 14.333 759.7194 962.12 . . Q V . 14.417 766.4291 974.26 . . Q V . . -1 14.500 773.2309 987.61 . . Q V . . • 14.583 780.1342 1002.36 . . QV . . 14.667 787.1487 1018.50 . . Q V . . .. 14.750 794.2829 1035.89 . . Q V . . 14.833 801.5440 1054.31 . . Q V . . - 14.917 808.9380 1073.62 . . QV . . 15.000 816.4703 1093.68 . . QV . . 15.083 824.1458 1114.49 . . Q V. 15.167 831.9706 1136.16 . . QV. . 15.250 839.9527 1159.00 . . QV. . 15.333 848.1024 1183.33 . . QV. . 15.417 856.4328 1209.58 . . Q. , • `" 15.500 864.9595 1238.07 . . Q. , • _ 15.583 873.7014 1269.33 . . Q . 15.667 882.6815 1303.91 Q , - 15.750 891.9272 1342.48 . . VQ . 15.833 901.4755 1386.40 . . V Q . 1 *" 15.917 911.3643 1435.86 . . .VQ . 16.000 921.6314 1490.79 . . .V Q . 16.083 932.4557 1571.69 . .V Q . 16.167 943.9936 1675.29 . .V Q . 16.250 956.3312 1791.43 . . . V Q . "' 16.333 969.6347 1931.66 . . . V Q . 16.417 983.9636 2080.55 . . . V • Q . 16.500 999.3334 2231.70 . . . V Q . • 16.583 1015.5780 2358.76 . . . V . Q . 16.667 1032.3930 2441.43 . V . Q. • 16.750 1049.4530 2477.21 . V Q. 16.833 1066.4460 2467.37 . . . V Q. 16.917 1083.0350 2408.72 . V Q • 17.000 1098.8800 2300.73 . . V Q 17.083 1113.9060 2181.71 . . . V • Q - 17.167 1128.0670 2056.26 . . . V . Q . 'w` 17.250 1141.5170 1952.95 . V .Q . 17.333 1154.2780 1852.80 . V Q. . - 17.417 1166.4280 1764.22 . V Q . . • 17.500 1178.1230 1698.10 . Q . 17.583 1189.3470 1629.71 . QV . - 17.667 1200.1830 1573.42 . Q V . 17.750 1210.6870 1525.22 . . Q V . . ' 17.833 1220.8990 1482.73 . . Q V . 17.917 1230.8370 1442.98 . Q V . 18.000 1240.4910 1401.82 . . Q V . . • 18.083 1249.8720 1362.14 . .Q V . 18.167 1258.9610 1319.69 . .Q V. . • 18.250 1267.8120 1285.22 . Q V. . 18.333 1276.4260 1250.72 . Q V. 18.417 1284.8310 1220.45 . . Q. V. . - 18.500 1293.0470 1192.87 . . Q. V. 18.583 1301.0970 1168.89 . Q . V - 18.667 1309.0050 1148.27 . Q . V 18.750 1316.7900 1130.29 . . Q . V . 18.833 1324.4750 1115.98 . Q V - 18.917 1332.0680 1102.38 . Q . V 19.000 1339.5650 1088.70 . Q . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** _ FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 5.2 • » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 30.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION(FT) = 1009.51 DOWNSTREAM ELEVATION(FT) = 1002.90 CHANNEL LENGTH(FT) = 2710.00 MANNING'S FACTOR = .015 .. CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2477.21 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1757.21 CHANNEL NORMAL VELOCITY FOR Q = 1757.21 CFS = 11.18 FPS - ESTIMATED CHANNEL ROUTING COEFFICIENT = .868 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .926 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.083 931.4 924.6 924.6 14.167 940.8 933.5 933.5 14.250 951.0 943.1 943.1 14.333 962.1 953.5 953.5 14.417 974.3 964.8 964.8 14.500 987.6 977.3 977.3 14.583 1002.4 990.9 990.9 14.667 1018.5 1006.0 1006.0 14.750 1035.9 1022.4 1022.4 14.833 1054.3 1040.0 1040.0 14.917 1073.6 1058.6 1058.6 15.000 1093.7 1078.0 1078.0 "" 15.083 1114.5 1098.3 1098.3 15.167 1136.2 1119.3 1119.3 15.250 1159.0 1141.2 1141.2 -w 15.333 1183.3 1164.4 1164.4 15.417 1209.6 1189.2 1189.2 15.500 1238.1 1215.9 1215.9 15.583 1269.3 1245.1 1245.1 15.667 1303.9 1277.1 1277.1 15.750 1342.5 1312.6 1312.6 15.833 1386.4 1352.4 1352.4 - 15.917 1435.9 1397.5 1397.5 16.000 1490.8 1448.2 1448.2 16.083 1571.7 1510.0 1510.0 16.167 1675.3 1595.7 1595.7 16.250 1791.4 1701.5 1701.5 16.333 1931.7 1823.5 1823.5 16.417 2080.5 1964.8 1964.8 16.500 2231.7 2113.7 2113.7 16.583 2358.8 2258.1 2258.1 16.667 2441.4 2374.1 2374.1 - 16.750 2477.2 2446.3 2446.3 16.833 2467.4 2472.2 2472.2 - 16.917 2408.7 2451.5 2451.5 17.000 2300.7 2382.1 2382.1 17.083 2181.7 2273.9 2273.9 17.167 2056.3 2153.9 2153.9 17.250 1952.9 2035.0 2035.0 17.333 1852.8 1931.4 1931.4 17.417 1764.2 1834.2 1834.2 17.500 1698.1 1751.1 1751.1 17.583 1629.7 1683.1 1683.1 17.667 1573.4 1618.1 1618.1 ° 17.750 1525.2 1563.4 1563.4 17.833 1482.7 1516.3 1516.3 17.917 1443.0 1474.2 1474.2 . 18.000 1401.8 1433.9 1433.9 18.083 1362.1 1393.2 1393.2 18.167 1319.7 1352.7 1352.7 18.250 1285.2 1312.6 1312.6 18.333 1250.7 1277.7 1277.7 . 18.417 1220.5 1244.4 1244.4 18.500 1192.9 1214.6 1214.6 18.583 1168.9 1187.9 1187.9 18.667 1148.3 1164.6 1164.6 18.750 1130.3 1144.5 1144.5 18.833 1116.0 1127.4 1127.4 18.917 1102.4 1113.1 1113.1 . 19.000 1088.7 1099.4 1099.4 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 1734.419 AF OUTFLOW VOLUME = 1734.419 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** , FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 708.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .780 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .108 LOW LOSS FRACTION = .128 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .37 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .95 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.65 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.85 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .975 30- MINUTE FACTOR = .975 1 -HOUR FACTOR = .975 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.684 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .890 76.232 2 2.871 169.610 3 5.621 235.472 4 9.416 324.912 5 14.253 414.148 6 20.527 537.206 7 27.726 616.428 8 35.635 677.161 9 43.405 665.311 .� 10 50.882 640.252 11 56.560 486.146 12 61.012 381.157 13 64.535 301.729 14 67.739 274.309 15 70.250 214.960 16 72.487 191.610 17 74.449 167.977 18 76.128 143.703 19 77.660 131.235 20 79.111 124.239 21 80.399 110.260 22 81.581 101.205 23 82.652 91.680 24 83.653 85.724 25 84.627 83.446 26 85.490 73.875 27 86.294 68.827 28 87.057 65.360 29 87.749 59.199 .. 30 88.363 52.579 31 88.991 53.815 32 89.620 53.815 33 90.196 49.307 "' 34 90.693 42.592 35 91.190 42.560 36 91.687 42.530 37 92.146 39.290 38 92.542 33.935 39 92.938 33.889 40 93.333 33.873 41 93.729 33.889 42 94.098 31.557 43 94.413 27.017 _ 44 94.728 26.908 45 95.042 26.923 46 95.356 26.923 47 95.670 26.861 48 95.974 26.016 49 96.197 19.128 50 96.405 17.750 51 96.613 17.813 52 96.820 17.751 53 97.027 17.719 ,. 54 97.235 17.782 55 97.442 17.750 56 97.650 17.782 57 97.857 17.750 58 98.022 14.119 59 98.100 6.731 60 98.177 6.574 61 98.254 6.574 62 98.331 6.574 63 98.407 6.542 64 98.484 6.574 65 98.561 6.574 66 98.637 6.543 67 98.714 6.574 68 98.791 6.574 69 98.868 6.574 70 98.944 6.543 71 99.021 6.574 72 99.097 6.543 73 99.174 6.543 74 99.250 6.543 75 99.326 6.543 76 99.403 6.543 77 99.479 6.543 78 99.556 6.543 79 99.632 6.543 80 99.709 6.543 81 99.785 6.543 82 99.861 6.543 83 99.938 6.543 84 100.000 5.330 TOTAL STORM RAINFALL(INCHES) = 7.84 TOTAL SOIL - LOSS(INCHES) = .94 TOTAL EFFECTIVE RAINFALL(INCHES) = 6.91 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 55.2252 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 407.2512 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 14.083 161.3343 237.38 . .Q V . . . „ 14.167 162.9913 240.59 . . Q V . . 14.250 164.6711 243.91 . . Q V . . • 14.333 166.3751 247.42 . . Q V . . 14.417 168.1042 251.07 . . Q V . . 14.500 169.8601 254.95 . . Q V . . ,, 14.583 171.6438 259.00 . . Q V . . 14.667 173.4572 263.31 . . Q V . . • 14.750 175.3020 267.86 . . Q V . . 14.833 177.1805 272.75 . . Q V . . • 14.917 179.0947 277.95 . . Q V . . , 15.000 181.0476 283.57 . . Q V . . 15.083 183.0420 289.58 . . Q V . . - 15.167 185.0814 296.12 . . Q V . . 15.250 187.1694 303.18 . . Q V . . - 15.333 189.3110 310.95 . . Q V . . 15.417 191.5116 319.54 . . Q V . . 15.500 193.7790 329.22 . . Q V. . 15.583 196.1213 340.10 . . Q V. . 15.667 198.5501 352.66 . . Q V. . 15.750 201.0773 366.95 . . QV. . 15.833 203.7204 383.78 . . QV . • �` 15.917 206.5096 404.98 . . Q • • 16.000 209.4961 433.65 . . VQ . 16.083 212.8320 484.37 . . V Q . • 16.167 216.5555 540.65 . . .V Q . 16.250 220.6238 590.72 . . .V Q. . - 16.333 225.0684 645.36 . . . V . Q . 16.417 229.8683 696.95 . . . V . Q • 16.500 235.0268 749.02 . . . V . Q . - 16.583 240.4006 780.27 . . . V . Q. 16.667 245.8683 793.92 . . . V . Q- '" 16.750 251.2173 776.66 . . . V . Q . 16.833 256.3307 742.47 . . . V . Q . 16.917 260.9691 673.49 . . . V . Q . 17.000 265.2146 616.44 . . . V Q . 17.083 269.1318 568.78 . . . V Q . . • 17.167 272.8205 535.59 . . . Q . 17.250 276.2549 498.68 . . . Q V . 17.333 279.5099 472.63 . . . Q V . • 17.417 282.6009 448.81 . . . Q V . 17.500 285.5427 427.15 . . .Q V . . "" 17.583 288.3665 410.02 . . Q V . . 17.667 291.0888 395.27 . . Q. V . . • 17.750 293.7059 380.00 . . Q. V . . • 17.833 296.2320 366.79 . . Q . V. . 17.917 298.6734 354.49 . . Q V. . - 18.000 301.0409 343.76 . . 4 V. . • 18.083 303.3433 334.30 . Q V. . 18.167 305.5732 323.78 . Q . V . - 18.250 307.7414 314.83 . Q V . , 18.333 309.8530 306.60 . Q V . 18.417 311.9074 298.29 . Q V . - 18.500 313.9090 290.64 . Q V . 18.583 315.8730 285.17 . Q .V .` 18.667 317.7978 279.47 . Q .V „, 18.750 319.6771 272.88 . Q .V 18.833 321.5107 266.25 . Q .V • 18.917 323.3111 261.41 . Q . .V . 19.000 325.0784 256.62 . . Q . .V . .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 2 » » > FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 349.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW (STREAM 2) < - -* <= flowby structure basin (maximum flowby Q = 349.0 cfs) storage - V STREAM 2 . FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME (HRS) (CFS) (CFS) (AF) 14.083 237.4 237.4 .000 14.166 240.6 240.6 .000 _ 14.249 243.9 243.9 .000 14.333 247.4 247.4 .000 14.416 251.1 251.1 .000 14.499 254.9 254.9 .000 14.583 259.0 259.0 .000 14.666 263.3 263.3 .000 - 14.749 267.9 267.9 .000 14.833 272.7 272.7 .000 14.916 277.9 277.9 .000 14.999 283.6 283.6 .000 15.083 289.6 289.6 .000 15.166 296.1 296.1 .000 15.249 303.2 303.2 .000 15.333 311.0 311.0 .000 15.416 319.5 319.5 .000 15.499 329.2 329.2 .000 _ 15.583 340.1 340.1 .000 15.666 352.7 349.0 .025 - 15.749 367.0 349.0 .149 15.833 383.8 349.0 .388 15.916 405.0 349.0 .774 15.999 433.6 349.0 1.357 16.083 484.4 349.0 2.289 - 16.166 540.6 349.0 3.609 16.249 590.7 349.0 5.274 16.333 645.4 349.0 7.315 16.416 696.9 349.0 9.711 16.499 749.0 349.0 12.466 -n 16.583 780.3 349.0 15.436 16.666 793.9 349.0 18.500 16.749 776.7 349.0 21.446 16.833 742.5 349.0 24.156 16.916 673.5 349.0 26.390 16.999 616.4 349.0 28.232 17.083 568.8 349.0 29.746 17.166 535.6 349.0 31.031 17.249 498.7 349.0 32.062 17.333 472.6 349.0 32.913 17.416 448.8 349.0 33.601 17.499 427.2 349.0 34.139 17.583 410.0 349.0 34.559 17.666 395.3 349.0 34.878 17.749 380.0 349.0 35.091 17.833 366.8 349.0 35.214 17.916 354.5 349.0 35.252 17.999 343.8 343.8 35.252 18.083 334.3 334.3 35.252 18.166 323.8 323.8 35.252 18.249 314.8 314.8 35.252 18.333 306.6 306.6 35.252 18.416 298.3 298.3 35.252 18.499 290.6 290.6 35.252 18.583 285.2 285.2 35.252 18.666 279.5 279.5 35.252 18.749 272.9 272.9 35.252 18.833 266.2 266.2 35.252 18.916 261.4 261.4 35.252 18.999 256.6 256.6 35.252 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 7 *" » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "" FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 725.0 1450.0 2175.0 2900.0 - 14.083 896.3876 1162.01 . QV . 14.167 904.4738 1174.11 . QV . 14.250 912.6489 1187.02 . QV . - 14.333 920.9197 1200.93 . QV . . 14.417 929.2938 1215.91 . QV . -." 14.500 937.7800 1232.20 . QV . • 14.583 946.3882 1249.92 . . Q . - 14.667 955.1298 1269.28 . . QV . . r 14.750 964.0157 1290.24 . . QV . . 14.833 973.0566 1312.73 . Q . . 14.917 982.2614 1336.53 . Q . 15.000 991.6389 1361.61 . Q . 15.083 1001.1970 1387.85 . Q. 15.167 1010.9450 1415.40 . Q. . 15.250 1020.8930 1444.40 . Q. . - 15.333 1031.0530 1475.36 . . VQ . 15.417 1041.4440 1508.72 . . VQ . • 15.500 1052.0860 1545.16 . V.Q . 15.583 1063.0030 1585.17 . VQ . 15.667 1074.2020 1626.09 . V Q . .. 15.750 1085.6450 1661.58 . V Q . 15.833 1097.3630 1701.40 . V Q 15.917 1109.3910 1746.54 . .V Q 16.000 1121.7690 1797.19 . .V Q • 16.083 1134.5720 1858.99 . .V Q . rte, 16.167 1147.9650 1944.74 . .V Q . 16.250 1162.0870 2050.48 . . V Q . °° 16.333 1177.0490 2172.51 . . V Q. • 16.417 1192.9840 2313.78 . . V .Q 16.500 1209.9450 2462.72 . . V . Q .., 16.583 1227.9000 2607.05 . . V Q 16.667 1246.6540 2723.13 . . V . Q . - 16.750 1265.9060 2795.32 . V Q 16.833 1285.3360 2821.19 . . V Q . 16.917 1304.6230 2800.52 . . V Q . _ 17.000 1323.4320 2731.05 . V . Q . 17.083 1341.4960 2622.87 . V Q . 17.167 1358.7330 2502.88 . V . Q 17.250 1375.1510 2383.96 . . . V . Q . 17.333 1390.8560 2280.36 . . V .Q • 17.417 1405.8920 2183.15 . V Q 17.500 1420.3560 2100.14 . . V Q . . 17.583 1434.3510 2032.13 . . . VQ . . - 17.667 1447.8990 1967.12 . Q 17.750 1461.0700 1912.42 . QV . .. 17.833 1473.9160 1865.31 . Q V . „, 17.917 1486.4730 1823.24 . Q V . 18.000 1498.7160 1777.69 . . . Q V . . - 18.083 1510.6140 1727.54 . . . Q V . . 18.167 1522.1600 1676.50 . . . Q V . . - 18.250 1533.3680 1627.45 . . Q V. 4-, 18.333 1544.2790 1584.33 . .Q V. 18.417 1554.9040 1542.66 . .Q V. - 18.500 1565.2710 1505.24 . . Q V. . 18.583 1575.4150 1473.03 . . Q V. . • 18.667 1585.3610 1444.07 . Q. V 18.750 1595.1220 1417.39 . Q. V 18.833 1604.7200 1393.64 . . Q. V . • 18.917 1614.1860 1374.48 . Q . V . 19.000 1623.5250 1356.01 . Q . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .., FLOW PROCESS FROM NODE 190.00 TO NODE 200.00 IS CODE = 5.2 - » »> MODEL CHANNEL ROUTING BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE - INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 30.00 CHANNEL Z = 1.50 - UPSTREAM ELEVATION(FT) = 1002.90 DOWNSTREAM ELEVATION(FT) = 995.15 CHANNEL LENGTH(FT) = 3875.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2821.19 ... AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1959.95 CHANNEL NORMAL VELOCITY FOR Q = 1959.95 CFS = 10.81 FPS -, ESTIMATED CHANNEL ROUTING COEFFICIENT = .864 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE - UNIT INTERVALS IS CSTAR = .858 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 4 14.083 1162.0 1148.5 1148.5 14.167 1174.1 1159.8 1159.8 14.250 1187.0 1171.8 1171.8 .. 14.333 1200.9 1184.5 1184.5 14.417 1215.9 1198.2 1198.2 14.500 1232.2 1213.0 1213.0 14.583 1249.9 1229.0 1229.0 14.667 1269.3 1246.5 1246.5 14.750 1290.2 1265.5 1265.5 14.833 1312.7 1286.2 1286.2 - 14.917 1336.5 1308.3 1308.3 15.000 1361.6 1331.9 1331.9 - 15.083 1387.8 1356.7 1356.7 15.167 1415.4 1382.7 1382.7 15.250 1444.4 1410.0 1410.0 15.333 1475.4 1438.7 1438.7 15.417 . 1508.7 1469.3 1469.3 15.500 1545.2 1502.2 1502.2 15.583 1585.2 1538.1 1538.1 15.667 1626.1 1577.4 1577.4 - 15.750 1661.6 1618.1 1618.1 15.833 1701.4 1654.4 1654.4 15.917 1746.5 1693.7 1693.7 16.000 1797.2 1737.8 1737.8 16.083 . 1859.0 1787.4 1787.4 16.167 1944.7 1847.1 1847.1 16.250 2050.5 1928.6 1928.6 "" 16.333 2172.5 2030.3 2030.3 16.417 2313.8 2149.0 2149.0 16.500 2462.7 2286.6 2286.6 16.583 2607.1 2433.7 2433.7 16.667 2723.1 2578.5 2578.5 16.750 2795.3 2699.5 2699.5 16.833 2821.2 2779.8 2779.8 16.917 2800.5 2814.6 2814.6 17.000 2731.1 2803.1 2803.1 17.083 2622.9 2743.2 2743.2 17.167 2502.9 2642.9 2642.9 17.250 2384.0 2526.0 2526.0 17.333 2280.4 2407.3 2407.3 17.417 2183.2 2301.2 2301.2 17.500 2100.1 2202.5 2202.5 17.583 2032.1 2116.9 2116.9 17.667 1967.1 2046.0 2046.0 17.750 1912.4 1980.1 1980.1 17.833 1865.3 1923.5 1923.5 17.917 1823.2 1874.8 1874.8 18.000 1777.7 1831.7 1831.7 18.083 1727.5 1786.6 1786.6 18.167 1676.5 1737.3 1737.3 18.250 1627.4 1686.5 1686.5 18.333 1584.3 1637.2 1637.2 18.417 1542.7 1593.0 1593.0 18.500 1505.2 1550.9 1550.9 ". 18.583 1473.0 1512.7 1512.7 18.667 1444.1 1479.5 1479.5 18.750 1417.4 1449.9 1449.9 18.833 1393.6 1422.7 1422.7 18.917 1374.5 1398.4 1398.4 19.000 1356.0 1378.4 1378.4 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 2106.418 AF OUTFLOW VOLUME = 2106.417 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 1 - » »>UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 620.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .600 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .074 LOW LOSS FRACTION = .097 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .37 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .95 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.65 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.85 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .975 30- MINUTE FACTOR = .975 1 -HOUR FACTOR = .975 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 13.889 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 19.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.162 87.105 2 4.013 213.818 3 8.418 330.255 4 14.563 460.775 5 23.036 635.316 6 32.771 729.961 7 43.055 771.052 8 52.383 699.463 9 59.135 506.274 zw 10 64.028 366.888 11 68.178 311.144 12 71.206 227.096 13 74.001 209.567 14 76.202 164.991 15 78.175 147.923 16 79.974 134.956 - 17 81.515 115.512 18 82.887 102.896 19 84.213 99.411 20 85.361 86.072 21 86.408 78.539 22 87.383 73.088 23 88.207 61.784 24 89.023 61.167 25 89.832 60.661 26 90.519 51.540 27 91.165 48.440 28 91.808 48.219 29 92.364 41.671 30 92.879 38.571 31 93.393 38.571 32 93.902 38.159 33 94.335 32.477 34 94.744 30.631 35 95.152 30.620 36 95.561 30.642 37 95.956 29.671 38 96.249 21.975 39 96.519 20.224 40 96.789 20.224 41 97.059 20.224 42 97.328 20.203 43 97.598 20.245 44 97.867 20.203 45 98.051 13.749 46 98.151 7.487 47 98.250 7.444 48 98.350 7.508 49 98.450 7.465 50 98.549 7.465 51 98.649 7.486 52 98.749 7.465 53 98.848 7.487 54 98.948 7.465 55 99.048 7.465 56 99.147 7.465 57 99.247 7.465 58 99.346 7.465 u 59 99.446 7.465 60 99.545 7.465 61 99.645 7.465 62 99.744 7.465 63 99.844 7.465 64 99.944 7.465 65 100.000 4.228 TOTAL STORM RAINFALL(INCHES) = 7.84 TOTAL SOIL - LOSS(INCHES) = .70 TOTAL EFFECTIVE RAINFALL(INCHES) = 7.14 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 36.2751 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 368.6462 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) • TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 • 14.083 150.7213 222.34 . .Q V . . 14.167 152.2743 225.50 . .Q V . . 14.250 153.8503 228.84 . .Q V . 14.333 155.4503 232.31 . .Q V . . 14.417 157.0755 235.98 . .Q V . . "'§ 14.500 158.7271 239.82 . .Q V . 14.583 160.4070 243.92 . . Q V . . 14.667 162.1167 248.25 . . Q V . . 14.750 163.8587 252.93 . . Q V . 14.833 165.6349 257.91 . . Q V . . - 14.917 167.4483 263.30 . Q V . . 15.000 169.3014 269.06 . Q V . . 15.083 171.1977 275.34 . Q V . . • 15.167 173.1407 282.12 . . Q V . • 15.250 175.1350 289.58 . Q V. • - 15.333 177.1855 297.73 . . Q V. . 15.417 179.2994 306.94 . . Q V. . 15.500 181.4851 317.36 . . Q V. . • - 15.583 183.7540 329.45 . Q V. 15.667 186.1193 343.44 . Q V w 15.750 188.5979 359.88 . Q V 15.833 191.2088 379.11 . Q V - 15.917 193.9893 403.72 . . QV . 16.000 196.9986 436.95 . ,Q 16.083 200.4194 496.71 . .V Q • - 16.167 204.3297 567.76 . . V Q - . 16.250 208.7122 636.34 . . V .Q "" 16.333 213.5600 703.90 . . V Q 16.417 218.8599 769.54 . . V Q . 16.500 224.3639 799.18 . . V Q. .. 16.583 229.8362 794.58 . . V Q. 16.667 234.9701 745.44 . V Q • 16.750 239.5302 662.14 . V Q 16.833 243.6119 592.66 . V Q. . M 16.917 247.3702 545.70 . VQ . _ 17.000 250.7974 497.63 . . Q V . 17.083 254.0236 468.45 . . Q V . 17.167 257.0331 436.97 . ,Q V . 17.250 259.8877 414.49 . Q V . 17.333 262.6076 394.92 . Q. V , 17.417 265.1954 375.76 . Q • V , 17.500 267.6733 359.79 . Q . V. 17.583 270.0622 346.86 . Q V. 17.667 272.3536 332.71 . Q V. • 17.750 274.5622 320.68 . Q V. ., 17.833 276.6962 309.87 . Q V 17.917 278.7538 298.76 . Q V 18.000 280.7560 290.72 . Q V • • 18.083 282.7049 282.99 . Q . V . 18.167 284.5911 273.87 . Q V - 18.250 286.4273 266.62 . Q . .V . • 18.333 288.2198 260.26 . Q .V 18.417 289.9618 252.94 . . Q .V - 18.500 291.6622 246.90 . . Q .V 18.583 293.3277 241.83 . . Q .V 18.667 294.9579 236.70 . .Q . V 18.750 296.5463 230.64 . .Q . V 18.833 298.1012 225.77 . .4 . V . • 18.917 299.6270 221.55 . .Q . V 19.000 301.1234 217.28 . Q . V ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** °- FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 2 » »> FLOWBY STRUCTURE ROUTING MODEL« «< MODEL STREAM NUMBER 2 FLOWING PAST A FLOWBY STRUCTURE: "` FLOWRATES IN STREAM # 2 WHICH ARE GREATER THAN 459.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE PERMANENTLY STORED. INFLOW - (STREAM 2) < - -* <= flowby structure .. basin (maximum flowby Q = 459.0 cfs) storage - V STREAM 2 FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL STREAM 2 STREAM 2 BASIN TIME INFLOW FLOWBY VOLUME '° (HRS) (CFS) (CFS) (AF) 14.083 222.3 222.3 .000 14.166 225.5 225.5 .000 14.249 228.8 228.8 .000 14.333 232.3 232.3 .000 14.416 236.0 236.0 .000 ` 14.499 239.8 239.8 .000 14.583 243.9 243.9 .000 14.666 248.3 248.3 .000 14.749 252.9 252.9 .000 14.833 257.9 257.9 .000 14.916 263.3 263.3 .000 14.999 269.1 269.1 .000 15.083 275.3 275.3 .000 d 15.166 282.1 282.1 .000 15.249 289.6 289.6 .000 15.333 297.7 297.7 .000 15.416 306.9 306.9 .000 15.499 317.4 317.4 .000 15.583 329.4 329.4 .000 15.666 343.4 343.4 .000 15.749 359.9 359.9 .000 15.833 3.79.1 379.1 .000 15.916 403.7 403.7 .000 15.999 436.9 436.9 .000 16.083 496.7 459.0 .260 16.166 567.8 459.0 1.009 16.249 636.3 459.0 2.230 if 16.333 703.9 459.0 3.917 16.416 769.5 459.0 6.055 16.499 799.2 459.0 8.398 16.583 794.6 459.0 10.709 16.666 745.4 459.0 12.682 16.749 662.1 459.0 14.081 16.833 592.7 459.0 15.002 16.916 545.7 459.0 15.599 16.999 497.6 459.0 15.865 17.083 468.4 459.0 15.930 17.166 437.0 437.0 15.930 17.249 414.5 414.5 15.930 17.333 394.9 394.9 15.930 17.416 375.8 375.8 15.930 17.499 359.8 359.8 15.930 17.583 346.9 346.9 15.930 17.666 332.7 332.7 15.930 17.749 320.7 320.7 15.930 17.833 309.9 309.9 15.930 17.916 298.8 298.8 15.930 - 17.999 290.7 290.7 15.930 18.083 283.0 283.0 15.930 18.166 273.9 273.9 15.930 18.249 266.6 266.6 15.930 18.333 260.3 260.3 15.930 r- 18.416 252.9 252.9 15.930 18.499 246.9 246.9 15.930 18.583 241.8 241.8 15.930 18.666 236.7 236.7 15.930 18.749 230.6 230.6 15.930 18.833 225.8 225.8 15.930 18.916 221.5 221.5 15.930 18.999 217.3 217.3 15.930 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 7 • » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 6 » » > STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** . FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) • TIME(HRS) VOLUME(AF) Q(CFS) 0. 825.0 1650.0 2475.0 3300.0 ' 14.083 1037.5470 1370.88 . . Q . . 14.167 1047.0880 1385.30 . . QV . . 14.250 1056.7340 1400.59 . . QV . . n- 14.333 1066.4910 1416.81 . . Q . 14.417 1076.3690 1434.20 . . Q . 14.500 1086.3740 1452.81 . Q . . 14.583 1096.5190 1472.95 . . Q . . - 14.667 1106.8130 1494.72 . . Q . . • 14.750 1117.2700 1518.45 . . Q . . 14.833 1127.9050 1544.07 . . Q . . - 14.917 1138.7290 1571.64 . . VQ. . 15.000 1149.7540 1600.95 . . VQ. . 15.083 1160.9940 1632.05 . . VQ. . • 15.167 1172.4600 1664.84 . . VQ . 15.250 1184.1650 1699.59 . . VQ . • 15.333 1196.1240 1736.46 . . V.Q . 15.417 1208.3580 1776.26 . . V.Q . " 15.500 1220.8890 1819.58 . . V. Q . �, 15.583 1233.7510 1867.52 . . V Q . 15.667 1246.9800 1920.84 . . V Q . • 15.750 1260.6020 1977.95 . . V Q 15.833 1274.6070 2033.55 . . V Q . ' 15.917 1289.0520 2097.37 . . V Q . 16.000 1304.0300 2174.76 . . .V Q . 16.083 1319.5010 2246.39 . . .V Q . 16.167 1335.3830 2306.15 . . .V Q . 16.250 1351.8260 2387.56 . . .V Q . . ' 16.333 1368.9700 2489.31 . . . V Q . 16.417 1386.9320 2608.01 . . . V . . 16.500 1405.8410 2745.56 . . . V . Q . , 16.583 1425.7630 2892.68 . . . V Q . 16.667 1446.6820 3037.53 . . . V . Q . ' 16.750 1468.4350 3158.46 . . . V . Q . 16.833 1490.7400 3238.76 . . . V . Q- - 16.917 1513.2860 3273.61 . . . V . Q. µ 17.000 1535.7520 3262.08 . . . V . Q- 17.083 1557.8060 3202.16 . . . V . Q . - 17.167 1579.0170 3079.85 . . . V . 4 . - 17.250 1599.2680 2940.50 . . . V . Q . 17.333 1618.5680 2802.27 . . . V . Q . 17.417 1637.0040 2676.95 . . . V . Q . , 17.500 1654.6510 2562.33 . . . V .Q . 17.583 1671.6190 2463.79 . . . V Q. . - 17.667 1688.0010 2378.72 . . . VQ . 17.750 1703.8470 2300.76 . . . Q . • 17.833 1719.2280 2233.37 . . . Q . 17.917 1734.1980 2173.61 . . . Q V . . 0. 18.000 1748.8150 2122.42 . . . Q V . . 18.083 1763.0680 2069.58 . . . Q V . . 18.167 1776.9190 2011.15 . . . Q V . . • 18.250 1790.3710 1953.13 . . Q V. . 18.333 1803.4380 1897.43 . . . Q V. 18.417 1816.1510 1845.94 . . . Q V. . .. 18.500 1828.5330 1797.84 . . .Q V. . 18.583 1840.6170 1754.57 . . .Q V. . • 18.667 1852.4370 1716.24 . . Q V . 18.750 1864.0110 1680.53 . . Q V . 18.833 1875.3640 1648.50 . . Q. V . • 18.917 1886.5210 1619.96 . . Q. V . 19.000 1897.5100 1595.68 . . Q. V . • END OF FLOOD ROUTING ANALYSIS .4, W 4 dA