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Home My WebLink AboutSan Sevaine & Etiwanda Creek Vol III FUSCOE WILLIAMS LINDGREN & SHORT SAN SEVAINE CREEK ETIWANDA CREEK HYDROLOGY AND BASIN ROUTING REPORT VOLUME III Developed, One Hundred -Year Hydrology Computations With Ultimate Upstream Detention Within San Sevaine Watershed And No Diversion Of Etiwanda Flows February, 1989 c c SAN SEVAINE CREEK AND ETIWANDA CREEK HYDROLOGY AND BASIN ROUTING REPORT Volume III Developed, 100 Year Hydrology Computations With Ultimate Upstream Detention Within San Sevaine Watershed And No Diversion Of Etiwanda Flows February, 1989 Prepared For: The Caryn Company P. O.Box216 So. Laguna, California 92677 -0216 Prepared By: Fuscoe, Williams, Lindgren & Short, Inc. 2500 Redhill Avenue, Suite 100 Santa Ana, California 92705 R oo ESS /0 .4 t- / 2 No. 36865 * Exp. qT OF CAtO c By: Steve W. May, P.E. E TABLE OF CONTENTS Volume III Developed, 100 Year Hydrology Computations With Upstream Detention Within San Sevaine Watershed And No Diversion Of Etiwanda Flows c APPENDIX I San Sevaine Watershed To Highland Ave. APPENDIX II San Sevaine Watershed To Foothill Blvd. APPENDIX III Etiwanda Watershed To Highland Ave. APPENDIX IV Etiwanda Watershed To Foothill Blvd. APPENDIX V Etiwanda / San Sevaine Watersheds To Downstream Of Foothill Blvd. APPENDIX VI Etiwanda / San Sevaine Watersheds To Jurupa Basin c E c c c w.r .� 401 ' 01. al 41 42 0CIO 0 * . A 43.1 �, 0 B ** .. ® (1--)1 F . 1 C ** 6/41.2 0 4 404 43.2 44 CO I ID 0 D ® HAWKER CRAWFORD 3 9 SPL FLOW O _s . 0 0 4.4 - 0 0 0 o1 6.2 1-1 8 9 10 J a 0 0 0 411) 0 8.1 GAO 0 LEGEND: 4 ADD SUB -AREA SAN SEVAINE BASIN RICH BASIN lilt NM HYDROGRAPH NO. 2 MO. 2O NODE © NAONSEVAINE BASIN JURUPA BASIN me SAN SEVAINE BASIN D SAN SEVAINE BASIN _ A RESERVOIR /BASIN NO. 4 NO 1 (DEBRIS BASIN) E SAN SEVAINE BASIN ** BASINS 2 &3 COMBINED am CONVEX CHANNEL E NO. 5 FOR ULTIMATE HYDROLOGY ,.t ROUTING FU5COE 2$00 'xAvenue, t 5 ETIWANDA & SAN SEVAINE Barite Ana, Suite t e 0 1 05 stir (714) 2501500 V IE 1AX (714) 250 -7420 CREEKS HYDROLOGY SCHEMATIC DIAGRAM '*` Civil Engineers • Lana Surveyors FIGURE 111 N. r C � WILLIAMS u N r C APPENDIX I San Sevaine Watershed To Highland Ave. C C E r C ' -..- -'-------------------------------------------------------------------------- ************************************************************************* FLOOD ROUTING ANALYSIS USING ORANGE/SAN BERNARDINO COUNTY UNIT-HYDROGRAPH (1986 MANUAL) (c) Copyright 1983-88 Advanced Engineering Software (aes) Ver. 3.OA Release Date: 7/21/88 Serial # 2124 Analysis prepared by Fuscoe, Williams, Lindgren & Short '********************** DESCRIPTION OF STUDY ************************** * SAN SEVAINE FULLY DEVELOPED HYDROLOGY TO HIGHLAND. NO DIVERSION * * ULTIMATE DITENTION IN BASINS 2-4, AND RICH BASIN * * ************************************************************************** FILE NAME: C:\ESS\ULT\SSULT4.DAT TIME/DATE OF STUDY: 18:48 '2/ 4/1989 * * * ************************************************************************* FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>UNIT-HYDROGRAPH ANALYSIS<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .456 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 18.290 WATERCOURSE LENGTH = 16200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 8200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 3520.000 FEET BASIN FACTOR = .040 WATERSHED AREA = 1262.000 ACRES BAS = .00O CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 FUOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .850 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .149 VALLEY(UNDEVELOPED/DESERT): " PERCENTA8E(DECIMAL NOTATION) = .00O MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .293 LOW LOSS FRACTION = .126 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAlNFALL(INCH)= 68 ^ SPECI PEAK 30-MINUTES RAINFALL(INCH) = 1.40 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.86 !IPFcIFIFD PFAK 3-HO||R RATNFA| (Twrw) := 4.00 ' ' ' - `-'' . SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 6.50 ~ SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 16.00 °~ �U�ER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: - 5-MINUTE FACT = .642 3O-MINUT FACTOR = . 658 -° 1-HOUR FACTOR = .658 ~� J-HOUR FACT = .933 6-HOUR FACTOR = .969 reo 24-HOUR FACTOR = .982 °O RUNOFF HYDROGRAPH LISTING LIMITS: °s MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 �� UNIT HYDROGRAPH DETERMINATION �� *� -------- ------------------------------------------------ ------------------- IhTERVAL "S" GRAPH UNIT HYDROGRAPH � NUMBER MEAN VALUES ORDINATES(CFS) --------------- ---------------------------------------------- --------------- =� 1 1.307 199.514 2 4.877 544.894 "� 3 1O.431 847.67 Nig 4 18.518 1234.195 29.731 1711.427 ,~ 6 49.104 2956.648 60.090 1676.788 ~~ 8 66.654 1001.738 ~~ 9 71.602 755.203 10 75.648 617.529 �� 11 79.021 514.881 12 81.880 436.329 13 84.347 376.412 =, • 14 86.493 327.658 15 88.320 278.860 ~_ 16 89.928 245.390 17 91.341 215.639 ww 18 92.538 182.693 19 93.529 151.229 -° 20 94.385 130.676 = 21 95.128 113.351 22 95.727 91.408 `� 23 96.133 61.979 24 96.435 46.039 ' or 25 96.733 45.575 26 97.005 41.462 ~• 27 97.270 40.480 *,0 28 97.516 37.596 29 97.747 35.171 .* 30 97.976 34.989 31 98.203 34.616 or 32 98.427 34.137 =° 33 98.650 34.113 34 98.855 31.307 mw 35 9 8 . 926 10. 859 36 98.997 1O.758 °a 37 99.063 10.130 ow 38 99.129 10.019 39 99.192 9.567 ~~ 40 99.247 8.406 41 99.301 8.347 °� 42 99.359 8.761 0 �'7n 44 99.478 9.003 ~~ 45 99.514 5.529 =, 46 99.541 4.167 47 99.5 4.157 48 99.596 4.158 49 99.623 4.157 0 99.650 4.167 51 99.678 4.157 °� 52 99.7O5 4.157 �� 53 99.732 4.158 54 99.759 4.157 °� 55 99.786 4.O51 56 99.802 2.437 57 99.815 1.973 ,� 58 99.828 1.962 59 99.84O 1.953 0 99.854 2.0 30 61 99.867 1.953 62 99 1.952 63 99. 892 1.953 64 99.9O5 1.953 � 65 99.918 1.953 66 99.931 1.952 =m 67 99 1 68 99.956 1.953 69 99.969 1.952 7O 99.982 1.953 71 99.994 1.953 72 1.00 000 .84O �� - • �� TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 204.9827 =ow TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1446.648O ------------- = Av. 41#t AVE = = ~ ~~ ■ =° �� '` = 24 STORM =° R U N O F F H Y D R O O R A P H won =================================== ========================================= = HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) _ .... _ ... .... _ .... .... _ _ _ .... _ _ .... _ .... _ .... .... .... .... .... .... TIME(HRS) VOLUME(AF) Q(CFS) O. 550.0 1100.0 1650.0 2200.0 ~w ---------------------------------------_----------_--- ......... ------------------- tow 14.083 686.6832 981.70 . . QV . . . 14.167 693.5899 1002.85 . . QV. . . =" 14.250 700.6880 1030.65 . . QV. . . 14.333 708.0402 1067.53 . . Q. . . wit 14.417 715.7162 1114.56 . . VQ . . 14.500 723.9119 1190.03 . . VQ . . °to 14.583 732.4071 1233.50 . . V Q . . °Y 14.667 741.0845 1259.96 . . V Q . . 14.750 749.9000 1280.01 . . V Q . . � 14.833 758.8276 1296.28 . . V 0 . . • 14.917 767.8470 1309.62 . . .V 0 . . tot 15.0O0 776.9428 1320.71 . . .V Q . . 15.O83 786.1O35 133O.13 . . _° .V Q . . 15.167 795.3188 1338.07 . . .V 0 . . °• 15.250 804.5794 1344.64 . . . V Q . . 15.333 813.8777 1350.12 . . . V Q . . - 15.417 823.1350 1344.15 . . . V Q . . 15.500 832.2209 1319.27 . . . 0 . . to., 15.583 841.0316 1279.31 . . . Q . . ...• 15.667 849.4433 1221.38 . . . QV . . 15.750 857.3190 1143.55 . . Q V . Se ~� 15.833 864.2643 1008.47 . . 0 . V . . 15.917 870.8661 958.57 . . Q . V . . tot 16.000 877.5626 972.33 . . Q . V . . =, 16.OG3 885.0021 1080.23 . . Q. V . . 16.167 893.6511 1255.83 . . . 0 V . •• ,0 16.250 903.4326 1420.26 . . . VQ . . 16.333 914.5807 1618.71 . . . V Q. . we 16.417 927.1406 1823.69 . . . V . 0 . 16'5OO 942.0372 2163.00 . . . V . Q. =~ 16.583 953.6767 1690.05 . . . V 0 . VW 16.667 963.4944 1425.54 . . . QV . . 16.750 972.7995 1351.09 . . . Q V .. •• moo 16.833 982.4802 1405.63 . . . 0 V . . 16.917 992.2903 1424.43 . . . 0 V . . tot CI 1002.1070 1425.34 . . . Q V . . 17.O83 1O11.8850 1419.82 . . . ~° Q V . . 17.167 1021.5690 1406.06 . . . Q V . . tot 17.250 1031 .093O 1382.88 . . . 0 V . . 17.333 1040.4070 1352.39 . . . 0 V . . "o 17.417 1049.4140 1307.90 . . . 0 V. . too 17.500 1057.8800 1229.24 . . . 0 V. . 17.583 1065.9820 1176.40 . . .0 V. . .-_ 17.667 1073.8380 1140.71 . ' . Q V. . 17.750 1081.4850 1110.27 . . 0 V. . "� 17.833 1088.9230 1O8O.12 . . Q. V . ''- -' " o 18.000 1103.2230 1026.40 . . 0 . V ***��******************�**************************************************** FLOW PROCESS FROM NODE 1.0O TO NODE 401.O0 IS CODE = 5 ---------------------------------------------------------------------------- =OW �>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER 7O ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5-MINUTE INTERVALS(Reference: the National Engineering Handbook, w� Hydrology, Chapter 17, page 17-52, August,1972, °= U.S. Department of Commerce) . ASSUMED REGULAR CHANNEL JNFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1960 .00 DOWNSTREAM ELEVATION = 1510.00 CHANNEL LENGTH(FT = 70O0.00 MANNINGS FACTOR = .014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2163.O0 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1356.88 CH ANNEL HORMAL VELOCITY FOR Q = 1356.88 CFS = 36.30 FPS EST IMATED CHANNEL ROUTING COEFFICIEN MODTFIEr, CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT lNTERVALS IS CSTAR = .988 = CONVEX METHOD CHANNEL ROUTING RESULTS MODEL INFLOW OUTFLOW T IME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 133O.1 1324.2 15.167 1338.1 1333 15.25O 1344.6 134O. 15. 333 1350.1 1346.7 1344.2 l347.8 15.500 1319.3 1334.7 15.583 1279.3 1304.2 = 15.667 1221.4 1257.5 15.750 1143.5 1192.2 15.833 1O08.5 1O92.6 15.917 958.6 990.5 16.000 972.3 964.2 16.083 1080.2 1013.4 16.167 1255.8 1146.4 ,m 16.250 1420.3 1317.2 16.333 1618.7 1494.7 16.417 1823.7 1695.3 16.5O0 2163.O 1951.5 16.583 169O.1 198O.1 16.667 1425.5 1592.8 16.750 1351.1 1399.2 16.833 1405.6 1372.5 16.917 1424.4 1412.4 17.000 1425.3 1424.6 17.O83 1419.8 1423.2 17.167 14O6.1 1414.6 17.250 1382.9 1397.3 4 1 37 .. 4 • ' '--- -- — -- - — 17.417 1307.9 1335.7 ~ 17.5�)O 1229.2 1278.3 ~_ 17.583 1176.4 1209.7 17.667 1140.7 1163.2 ~~ l7.750 111O.3 1129.4 z7.833 108O.1 1099.0 aw 17.917 1O49 1O68.8 18.000 1026.4 1O41.1 ow ,* "O FLOW PROCESS FROM NODE 401.00 TO NODE 401.0O IS CODE = 1 ---------------------------------------------------------------------------- mw >>>>>UiIT ANALYSIS<<<<< ============================================================================ AM AMA (UNIT—HYDROGRAPH ADDED TO STREAM 01) WATERCOURSE "LAG" TIME = .405 HOURS �1.0 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES = UNIT INTERVAL PERCENTAGE OF LAG—TIME = 20.588 "m WATERCOURSE LENGTH = 21200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 10500.000 FEET Pi EVATION VARIATION ALONG WATERCOURSE = 3690.O00 FEET BASIN FACTOR = .028 WATERSHED AREA = 2416.000 ACRES BASEFLOW = .000 CFS/SQUARE—MILE VALLEY(DEVELOPED): "S"—CURVE PERCENTAGE(DECIMAL NOTATION) = .300 FOOTHILL "S"—CURVE PERCENTAGE(DECIMAL NOTATION) = .500 MOUNTAIN "S" CURVE PERCENTAGE(DECIMAL NOTATION) = .190 VALLEY(UNDEVELOPED/DESERT) : "S"—CURVE PERCENTAGE(DECIMAL NOTATION) = .010 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .314 LOW LOSS FRACTION = .188 *HYDROGRAPH MODEL 01 SPECIFIED* SPECIFlED PEAK 5—MINU1ES RAINFALL(INCH)= .65 *= SPEClFIED PEAK 3O—MINUTES RAINFALL(INCH) = 1.36 SPECIFIED PEAK 1—HOUR RAINFALL(INCH) = 1.78 SPECIFIED PEAK 3—HOUR RAINFALL(INCH) = 3.55 SPECIFIED PEAK 6—HOUR RAINFALL(INCH) = 5.68 SPECIFIED PEAK 24—HOUR RAINFALL(INCH)= 12.90 SPECIFIED PRECIPITATION DEPTH—AREA REDUCTION FACTORS: mw 5—MINUTE FACTOR = .642 31—MINU1E FACTOR = .658 1—HOUR FACTOR = .658 low 3—HOUR FACTOR = .933 6 —HOUR FACTOR = .969 mm 24—HOUR FACTOR = .982 mw RUNOFF HYDROGRAPH LISTING LIMITS: = Iftflq TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOUR) FOR END OF RESULTS = 18.00 mw "e ============================================================================ UNIT HYDROGRAPH DETERMINATION mw ~� ------------------------ INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ____________ 1 1.499 437.989 - 2 5.885 1281.630 = 3 14.168 2420.052 4 25.681 3364.019 ~~ 5 41.937 4749.697 6 57.979 4687.292 =~ 7 67.564 2800.442 8 74 .288 1964.859 ~" 9 79.13O 1414.491 =* 1O 82.819 1078.076 11 85.633 822.094 . 12 87.857 649.759 13 89.552 495.372 =. 14 90.980 417.365 =° 15 92.241 368.205 16 93.324 316.546 war ; 7 94.242 268.074 18 94.935 202.701 . 19 95.521 171.233 . 2O 95.991 137.285 21 96.304 91.549 - 22 96.599 85.958 23 96.875 80.681 =~ 24 97.140 77.598 25 97.387 72.063 ~= 26 97.610 65.286 ~_ 27 97.832 64.798 28 98.048 63.017 ~ 29 98.261 62.364 30 98.469 60.601 ~~ 31 98.600 38.340 3 ~ 2 98.704 30.324 33 98.801 28.447 °= 34 98.897 28.030 35 98.985 25.743 ~° 36 99.065 23.469 37 99.147 23.828 =° 38 99.234 25.542 ~~ 39 99.322 25.616 40 99.379 16.659 ". 41 99.418 11.438 42 99.457 11.429 -. 43 99.497 11.438 =^ 44! 99.536 11.418 45 99.575 11.438 . 46 99.614 11.418 47 99.653 11.440 . 48 99.692 11.438 49 99.729 10.849 . 50 99.751 6.362 . 51 99.770 5.392 52 99.788 5.350 . 53 99.806 5.435 54 99.827 6.026 mm 55 99.846 5.435 . 56 99.864 5.435 57 99.883 5.435 . 58 99.901 5.435 59 99.920 5.435 . 60 99.939 5.435 es 61 99.957 5.435 62 99.976 5.437 - 63 99.994 5.435 64 100.000 1.621 � ---------------------------------------------------------------------------- -- TOTAL SOlL-LOSS VOLUME(ACRE-FEET) = 468.7997 .~ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2080.5760 ---------------------------------------------------------------------------- - =* . 4W 24-HOUR STORM ^.0 R U N O F F H Y D R O G R A P H Air ==== ====================== o KYMOGRAPH IN FIVE-MINUTE INTERVALS(CFS) ,ow • ---. ------- TlME(HRS) VOLUME(AF) Q(CFS) O. 900.0 1800.0 2700.0 3600.0 _~ -------------------------------------------------- = 14.083 958.6860 1507.86 . . Q V . . . 14.167 969.3093 1542.51 . . QV . . . - 14.250 980.2957 1595.22 . . QV . . . 14.333 991.7453 1662.48 . . QV. . . =~ 14.417 1003.8020 1750.71 . . Q. . . �4.500 1016.4510 1836.51 . . VQ . . ~ 1*.583 1029.4700 1890.43 . . V.Q . . . 14.667 1042.7630 1930.16 . . VQ . . 14.750 1056.2660 1960.61 . . VQ . . ~ 14.833 1069.940O 1985.45 . . V Q . �4.917 1083.7560 2006.09 . . V 0 . . °^ 15.000 1097.6950 2024.01 . . .VQ . . , 15.083 1111.7420 2039.61 . . .VQ . . 15.167 1125.8900 2054.23 . . .V0 . . ~° 15.250 1140.1350 2068.40 . . .VQ . . 15.333 1154.4740 2082.09 . . . VQ . . ` 15.417 1168.7750 2076.42 . . . VQ . . 15.500 1182.7850 2034.25 . . . 0 . . '` 15.583 1196.1850 1945.71 . . .QV . . ~ 15.667 1208.7360 1822.48 . . 0 V . . 15.750 1220.1180 1652.57 . . 0 . V . . ~~ 15.833 1230.5050 1508.17 . . 0 . V . . 15.917 1240.7280 1484.43 . . Q . V . . - 16.000 1251.4110 1551.11 . . 0 . V . . - . 16.O83 1264.0130 1829.81 . . 0 V . . 16.167 1279.6470 2270.14 . . . VQ . . °~ 16.250 1298.8230 2784.28 . . . V Q . 16.333 1320.7790 3188.12 . . . V . 0 . ~se 16.417 1345.5140 3591.41 . . . v . Q. 16.500 1369.2350 3444.37 . . . V . 0 . °~ 16.583 1388.2060 2754.56 . . . V 0 . vs 16.667 1404.9850 2436.38 . . . 0 . . 16.750 1420.9480 2317.81 . . . 0 V . . °~ 16.833 1436.8220 2304.82 . . . 0 V . . 16.917 1452.4210 2265.01 . . . 0 V . . =ON 17.000 1467.8030 2233.41 . . . 0 V . . 17.083 1482.9040 2192.71 . . . 0 V . . °m 17.167 1497.7530 2156.05 . . . 0 V . . °ow 17.250 1512.2420 2103.78 . . . Q V. . 17.333 1526.2170 2029.22 . . . 0 V. . . 17.417 1539.4820 1926.03 . . .Q V. . u.,. 17.500 1551.9840 1815.35 . . 0 V. . 17.583 1563.9830 1742.27 . . Q. V . ~ 17.667 1575.5610 1681.11 . . Q . V . 17.750 1586.7610 1626.22 . . Q . V . ~- 17.833 1597.7010 1588.53 . . 0 . V . ., ".-) .z^o x, ,ss� p:: p . V . 18.000 1618.9510 1528.63 . . Q . .V . = ,**** ~~ OW PROCESS FROM NODE 401.10 TO NODE 401.00 IS CODE = 1 -------------------------------------------------------------------------- °w >>>>>UHIT ANALYSIS<<<<< ============================================================================ mw (UNIT-HYDROGRAPH ADDED TO STREAM 01 ) 41 * WAT "LAG" TIME = .159 HOURS me UNI7 HYDROGRAPH TIME UNIT = 5.000 MINUTES ee UNIT INTERVAL PERCENTAGE OF LAG-TIME = 52.326 mw WATERCOURSE LENGTH = 7200.000 FEET 1.1:1 FROM CONCENTRATION POINT TO CENTROID = 39O0.000 FEET ~° ELEVATION VARIATlON ALONG WATERCOURSE = 46O.000 FEET em BASIN F:( TOR = .020 WATERSHED AREA = 354.000 ACRES BASEFLOW = .00O CFS/SQUARE-MILE VALLEY(DEVELOPED) 8-GRAPH SELECTED gm MAXIMUM WATER LOSS RATE(INCH/HOUR) = .482 LOW FRACTION = .381 m. O MODEL 01 SPECIFIED* == SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .60 = SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.22 SPEClFIED PEAK 1-HOUR RAINFALL(INCH) = 1.62 w. SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.10 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.75 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.00 = *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .642 30-MINUTE FACTOR = .658 em 1-HOUR FACTOR = .658 3-HOUR FACTOR = .933 6-HOUR FACTOR = .969 *e 24-HOUR FACTOR = .982 =° RUNOFF HYDROGRAPH LISTING LIMITS: =_ MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 = mo ================================== UNIT HYDROGRAPH DETERMINATION mw ---------------------------'------------------------------------------------ INTERVAL "S" GRAPH UNIT HYDROGRAPH °M NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- we 1 4.863 208.184 32.371 1177.663 71.786 1687.434 91.584 847.614 5 97.632 258.923 00 6 98.990 58.126 art 7 99.518 22.615 99.807 12.377 On 99.952 6.189 10 100.000 2.063 ---------------------------------------------------------------------- - --- ~ TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 118.0261 . TOTAL STORM RUNOFF VOLUME( ACRE - FEET) = 20O.5293 ---------------------------------------------------'------------------------ � = . ellw 24-HOUR STORM °� R U N O F F H Y D R O G R A P H = ====================================================================== ~ HYDROGRAPH IN FIVE INTERVALS(CFS) == ---------------------------------------------------------------------------- TlME(HRS) VOLUME(AF) Q(CFS) O. 200 .0 400.0 600.0 800.0 = ---------------------------------------------_------------------------------ = 15.083 111.O365 2O3.46 . 0 . V . . 15.167 112.4474 204.86 . Q . V . . ~~ 15.250 113.8689 206.40 . 0 . V . . 15.333 115.3020 208.O8 . 0 . V . . °- 15.417 116.7O92 204.32 . 0 . V . . �5.5OO 117.9122 174.69 . 0 . . V . . ...... 15.583 118.8273 132.87 . 0 . . V . . ~= 15.667 119.6337 117.O9 . 0 . . V . . 15.750 120.4645 12O.63 . 0 . . V . . ~~ 15.833 121.3863 133.85 . 0 . . V . . 15.917 122.4541 155.04 . Q . . V . . - 1 6.000 123.7921 194.28 . Q. . V . . ,, 16.O83 125.9723 316.56 . . 0 . V . . 16.167 13O.2714 624.22 . . . V .Q . l= 16.25O 135.3395 735.89 . . . V . 0 . 16.333 138.3846 442.15 . . . 0 V . . ~~ 16.417 139.9785 231.43 . .Q . V . . . 16.500 141.1832 174.92 . 0 . . V . . =° 16.583 142.5175 193.76 . Q. . V . . = 16.667 143.9329 2(.)5. 50 . Q . V . . 16.75O 145.3512 2O5.94 . 0 . V . . w= 16.833 146.7486 2O2.90 . 0 . V. . 16.917 148.1276 20O.23 . 0 . V. . ~� 17 .O0O 149. 4934 198.32 . Q. . V. . le. 17.083 15 194.O6 . Q. . V . i7.167 152.O 178 .23 . Q . . V . =• 17.250 153.1304 155.80 . 0 . . V . �r.333 z54.1134 142.73 . 0 . . V . ow 17.41 155.0536 136.52 . 0 .. . V . 17.5OO 155.9686 132.85 . Q . . .V ~ "a 17.583 156.8626 129.82 . 0 . . .V . on 17.667 157.7381 127.12 . 0 . . .V . 17.750 158.5969 124.69 . Q . . .V . °is 17.833 159.4403 122.46 . Q . . .V . 17.917 160.2696 12O.41 . Q . . .V . dot 18.000 161.0857 118.50 . Q . . . V . 100 et ******* ************************ * * **** * *** * ****** ** ********* * ************** * * FLOW PROCESS FROM NODE 401.00 TO NODE .43 IS CODE = 3 "m ---------------------------------------------------------------------------- we >>>>>MODEL FLOW THROUGH DETENTION BASIN ROUTING<<<<< ============================================================ ~~ 4 � 4/, � � � �� ~~ ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 ' ' ' -' '`- -. -' -- ' - -- USING FIVE-MINUTE UNIT INTERVALS: - SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: . DEAD STORAGE(AF) = .00O SpFCTFIED DEAD STORAGE(AF) FILLED = .00O ~� SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .0O Mt BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: ow m= INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) ~� l .00 .00 .00O 2 .1O 10 O0 .O0 .5OO ow 3 3.00 1189.00 15.000 = 4 10 .00 1681.O0 41.300 5 2O.00 2202. 00 256.30O =° 6 30.00 2620.00 471.30 O 7 40 .0 O 2981.O0 686.3O0 �� ~� INFLOW (STREAM 1) ow . . . ~~ . . °� V __effective depth ----------- | (and volume) ~` ` . . . . 4 . ' | |^^^^V^^^^^^^^ °- . ' detention :<--> out flow . _. | basin | | ....^^^^^_______ ----------- . ^ . \ . . =° | | storage | ba i s n outl e t V --------- ^� OUTFLOW = (STREAM 1) - ============================================================== = BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): .. TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE =. (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------- ow 15.O83 .000 3567.3 19.17 2147.O 238.474 15.167 .000 3592.2 19.63 2170.7 248.264 ow 15.250 .000 3615.3 20.08 2194.0 258.053 15.333 .000 363 20.54 2214.9 267.846 we 15.417 .000 3628.5 2O.98 2233.8 277.452 mw 15.5OO .00 0 3543.7 21.40 2251.8 286.349 15.583 .O00 3382.8 21.75 2267.9 294. O28 416 15.667 .000 3197.1 22.05 2281.5 300.333 l5.75O .000 2965.3 22.26 2292 3O4.970 ~low 15.833 .000 2734.7 22.4O 2299. 5 3O7.967 41M 15.917 .O0 O 262 22 .51 23O4.6 310 .207 16.000 .O00 27O9.6 22.64 23O9.5 312.963 mit 16.083 .0O0 3159.7 22.91 2317.8 318.761 16.167 .000 4040 .7 23.45 2334.9 330 .510 me 16.250 .000 4837.4 24.24 2362.8 347.552 *ss 16.333 .000 5124.9 25.12 2397.7 366.335 16.417 .00O 5518.2 26.11 2436.6 387.558 - 16.500 .000 ^ 5570.8 27.10 2477.9 4O8.858 16.583 .000 4928.5 27.87 2514.8 425.482 ~� 16.667 .000 4234.6 28.41 2542.3 437.137 AM4 1;0; 16.833 .000 3880.2 29.26 258O.5 455.456 ~- 16.917 .000 3877.6 29.67 2597.8 464.271 °= 17.000 .000 3856.4 30.07 2614.4 472.824 ��.0 83 .000 381O.0 30.45 2 480.955 ~� 17.l67 .000 3748.9 30.80 2642.6 488.574 17.250 .000 3656.9 31.12 2654.8 495.476 . 17.333 .000 3543.4 31.41 2665.7 501.520 17.417 .000 3398.2 31.64 2674.9 506.502 .1 17.500 .000 3226.5 31.81 2682.3 510.25O �ew 17.583 .000 3O81.8 31.94 2687.7 512.964 17.667 .000 2971.4 32.03 2691.6 514.891 AN 17.750 .000 2880.3 32.09 2694.3 516.172 17.833 .000 2810 .0 32.12 2696.0 516.957 tar 17.917 .000 2746.1 32.14 2696.9 517. ~i. 18.000 .000 2688.3 32.14 2697.2 517. 18.O83 .000 2633.6 32.12 2696.8 516.799 or 18.167 .000 2573.8 32.08 2695.7 515.959 1G.250 .000 2505.2 32.O2 2693.9 514.66O `� 18.333 .000 2430.3 31.93 2691.3 512.862 0. \8.417 .000 2343.2 31.82 2687.8 510.489 18.500 .000 2252.4 31.68 2683.3 507.521 . 18.583 .000 2171.0 31.52 2677.9 504.030 18.667 .000 2110.7 31.34 2671.7 500.166 .. 18.750 .000 2062.9 31.15 2665.O 496.020 18.833 .000 2020.5 30.95 2657.8 491.630 ~~ 18.917 .000 1978.5 30.73 2650.3 487.0O4 ~� 19.000 .000 1939.4 3O.51 2642.3 482.164 19.O8] .000 1908.4 30.27 2634.O 477.166 ~ 19.167 .000 1880.2 30.03 2625.5 472.033 • 19.250 .000 1852.2 29.79 2616.2 466.771 ~= 19.333 .000 1822.2 29.54 26O5.9 461.374 __ 19.417 .000 1795.1 29.28 2595.3 455.862 19.500 .000 1771.9 29.02 2584.5 450.266 -~ 19.583 .000 1750.5 28.76 2573.6 444.597 19.667 .000 1729.7 28.49 2562.5 438.861 ~ 19.750 .000 1709.2 28.22 2551.3 433.061 19.833 .000 1689.1 27.95 2540.0 427.201 *= 19.917 .000 1670.6 27.67 2528.5 421.293 - =~ ,+:***�iz******************** FLOW PROCESS FROM NODE 42.00 TO NODE 41.00 IS CODE = 1 - --_---------------------------------------------------------------------_--- =° ' `^;`>UKIT-HYDROGRAPH ANALYSIS<<<<< ============================================================================ . (UHIT-HYDROGRAPH ADDED TO STREAM #2) . WATERCOURSE "LAG" TIME = .397 HOURS . . UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 20.983 . WATERCOURSE LENGTH = 19400.000 FEET . LENGTH FROM CONCENTRATION POINT TO CENTROID = 11100.000 FEET . ELEVATION VARIATION ALONG WATERCOU = 1240.000 FEET BASIN FACTOR = .023 . WATERSHED AREA = 1110.000 ACRES BASEFLOW = .00O CFS/SQUARE � "0 VALLE Y(DEVELOPED) : "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .400 err "S" "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .590 - MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 VALLEY(UNDEVELOPED/DESERT) ~° "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 uoo . ' ' �^ � . LOW LOSS FRACTION = .276 - *HYDROGRAPH MODEL 41 SPECIFIED* .. SPECIFIED PEAK 5-MINUTES KAINFALL(INCH)= .56 - SPEClFlED PEAK 30-MINUTES RAINFALL(INCH) = 1.15 SPECIFlED PEAK 1-HOUR RAINFALL(INCH) = 1.55 ~~ SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.08 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.78 ~~ SPECIFIED PEAK 24-HOUR RAINFALL(INCH)- 12.50 AW *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: . 5-MINUTE FACTOR = .642 30-MlNUTE FACTOR = .658 . 1-HOUR FACTOR = .658 3-HOUR FACTOR = .933 . 6-HOUR FACTOR = .969 - 24-HOUR FACTOR = .982 -` RUNOFF HYDROGRAPH LISTING LIMITS: ~ MODEL TINE(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 - ~~ �=== ======================================================================= UNIT HYDROGRAPH DETERMINATION - - -------------------------------------------------------------------------- _ INTERVAL "S" GRAPH UNIT HYDROGRAPH -^ HUMBER MEAN VALUES ORDINATES(CFS) ___________________ _________________________________________________________ ~- J. 1.327 178.074 2 5.283 531.115 ` 3 12.845 1015.159 .~ 4 24.117 1513.128 5 42.726 2498.090 -~ 6 60.372 2368.837 7 70.938 1418.316 w° 8 78.188 973.235 . 9 83.265 681.526 10 87.049 508.091 = 11 89.787 367.432 12 91.869 279.586 - 13 93.369 201.350 = 14 94'654 172.443 15 95.770 149.824 . 16 96.717 127.098 17 97.465 100.513 °= 18 97.994 70.906 19 98.408 55.578 . 20 98.677 36.211 . 21 98.835 21.178 22 98.989 20.607 . 23 99.123 18.082 24 99.255 17.637 = 25 99.353 13.231 26 99.451 13.155 ^~ 138 99 549 13 27 , , -~ 28 99.647 13.099 29 99.744 13.089 ~° 30 99.841 13.005 31 99.930 11.984 °= 7O4 99 936 32 ^ ^ _ 33 99.941 .676 34 99.946 .652 '' 35 99.950 .571 "" tn=" sAu . . 37 99.958 .6O4 ~~ 38 99.963 .62O = 39 99.967 .492 0 99.969 .284 - 41 99.971 .282 42 99.973 .282 � 43 99.975 .282 44 99.977 . ~� 45 99. 979 .282 amo 46 99.98 .283 47 99.984 .281 Awo 48 99.986 273 49 99.987 .165 too 0 99.988 .133 "o, 99.989 .132 52 99.99O .133 =° 5J 99 .149 54 9 9 . 992 .133 � 55 99 .993 .134 At& 56 99 .133 �7 99.995 .133 .� 58 99.996 .134 5Y 99 .133 ^� 6O 99.998 .133 61 99 .134 ~~ 62 1 00 .000 .133 =, 63 100.000 .019 -------------- ----------------------------------------------------------- --- T OTAL SOIL-LOSS VOLUME(ACRE-FEET) = 3O7.2855 TOTAL STORM RUNOFF VOLUME(ACRE-F EE: T) = 827.7238 --------- ------------------------------------------------------------------- = = �� =~ 460 TON � = . ` .�' . . . ========================= =========== 24- HOUR STORM RUNOFF HYDROGRAPH ================================= =============== HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ------------------- -----------------------------------------------'-------- TIME(HRS) VOLUME(AF) Q(CFS) O. 375.0 750.O 1125.0 1500.0 ---------------------------------------------------------------------------- 15.083 455.7520 730.87 . . Q. V . . 15.167 460.8226 736.25 . . Q. V . . 15.250 465.9290 741.46 . . Q. V . . 15.333 471.0701 746.48 . . Q. V . . 15.417 476.2065 745.82 . . Q. V . . 15.500 481.2631 734.21 . . Q. V . . 15.583 486.1438 708.67 . . 0 . V . . 15.667 490.7563 669.74 . . 0 . V . . 15.750 494.9167 604.08 . . 0 . V . . ` 15.833 498.6972 548.93 . . 0 . V . . 15.917 502.3787 534.56 . . 0 . V . . 1 16.000 506.1653 549.80 . . 0 . V . . 16.083 510.5511 636.82 . . 0 . V . . 16.167 515.9584 785.14 . . 0 V . . 16.250 522.6804 976.04 . . . VQ . . 16.333 530.6794 1161.45 . . . V 0 . 16.417 540.4461 1418.13 . . . V . 0 . 16.50O 549.6749 1340.02 . . . V . 0 . 16.583 556.8900 1047.64 . 0 . VO . . 16.667 563.1299 906.03 . . . 0 V . . 16.750 568.9891 850.76 . . . 0 V . 16.833 574.7578 837.61 . . . 0 V . . 16.917 580.3705 814.97 . . .Q V . . 17.00O 585.8784 799.73 . . .Q V . . 17.083 591.2601 781.44 . . 0 V . . 17.167 596.5538 768.64 . . 0 V . . 17.250 601.7029 747.65 . . Q. V. . 17.333 606.6396 716.80 . . Q. V. . 17.417 611.2391 667.85 . . 0 . V. . 17.5O0 615.4993 618.58 . . Q . V. . 17'583 619.5343 585.88 . . 0 . V. . 17.667 623.3814 558.60 . . 0 . V . 17.750 627.0795 536.97 . . 0 . V . 17.833 630.6714 521.55 . . 0 . V . 17.917 634.1696 507.93 . . 0 . V . 18.000 637.5880 496.36 . . Q . V . ********************************************* ***************** | . FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 1 ---------------------------------- --- ----- ---- -------------------- -- >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< ' � (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE "|-AG" TIME = .304 HOURS - , - . - - UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES - UNIT INTERVAL PERCENTAGE OF LAG-TIME = 27.372 ~~ WATERCOURSE LENGTH = 14400.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 7000.000 FEET =m ELEVATION VARIATION ALONG WATERCOURSE = 1900.000 FEET BASIN FACTUR = .027 °= WATERSHED AREA = 899.000 ACRES . BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): . "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .200 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .790 . MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .00O °3. VALLEY(UNDEVELOPED/DESERT) "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 =w MA}MUM WATERSHED LOSS RATE(INCH/HOUR) = .276 LOW LOSS FRACTION = .163 . *HYDROGRAPH MODEL 01 SPECIFIED* . SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .61 .0 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.25 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.66 . SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.34 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 5.20 ^- SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 13.14 == *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS ~° 5-MINUTE FACTOR = .642 30-MINUTE FACTOR = .658 ~^ 1-HOUR FACTOR = .658 _~ 3-HOUR FACTOR = .933 6-HOUR FACTOR = .969 ~ 24-HOUR FACTOR = .982 . RUNOFF HYDROGRAPH LISTING LIMITS MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 - MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ~~ ~~ == UNIT HYDROGRAPH DETERMINATION . °= - ---------------------------------------------------------------- - -- - ------- INTERVAL "S" GRAPH UNIT HYDROGRAPH ~ NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------------------- .... --- . 1 1.872 203.485 2 8.108 678.043 =~ 3 19.891 1281.051 4 43.414 2557.525 5 63.665 2201.724 41m 0 73.973 1120.721 7 80.708 732.230 . 8 85.519 523.097 =m 9 89.006 379.160 10 91.604 282.407 . 11 93.652 222.635 12 95.301 179.357 . 13 96.551 135.912 . 14 97.505 103.723 15 98.172 72.444 - 16 98.506 36.314 17 98.767 28.419 ~~ 18 98.996 24.861 -' --` -- '' 2O 99.395 21.6 ^� 21 99 21.578 = 22 99. 792 21.5O8 23 99.98O 20. 498 ~� 2� 99 .413 99. 987 .331 99. 990 .298 27 99 .993 .29 99. .298 m� 9 99.998 .298 3O 1 O0.00 0 .216 ---------------------------------------------------------------------------- °� TOTAL SOI L - LOSS VOLUME( ACRE-FEET) = 154.51O TOTAL STURM RUNOFF VOLUME(ACRE-FEET) = 811.7556 = --'------------------------------------------------------------'------------ AWN = �N = �� N �� = ~° = mum =~ =m = °= ~° � - . � = . ��==================---: -,.--,--. �� -= 24-HOUR STORM . R U N O F F H Y D R O G R A P H AM ======================================================================= _, HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . 7}M[(HRS) VOLUME(AF) Q(CFS) O. 400.0 800.0 1200.0 1600.0 "� ---------------------------------------------------------------------------- wag 15.083 452.0501 757.56 . . Q . V . . 15.167 457.2978 761.97 . . Q. V . °mi :!5.25O 462. 5724 765.87 . . Q. V . . 15.333 467.8706 769.30 . . Q. V . . ^it 15. 4!7 473 .1352 764.43 . . Q. V . . 15.500 478.2366 74O.72 . . Q . V . . -" 15. 583 483.0165 694.05 . . Q . V . . °_ 15.667 487.1411 598.89 . . Q . V . . 15.750 490.7616 525.70 . . Q . V . . `� 15.833 494.2611 508.13 . . Q . V . . 15.917 497.8382 519.38 . . Q . V . . °- 16.000 501 .7234 564.13 . . Q . V . . _~ 16.083 506.5099 695.00 . . Q . V . . 16.167 512.8776 924.58 . . . 0 V . .. =" 16.25O 521.0197 1182.23 . . . V Q. . 16.333 531.6O78 1537.39 . . . V . 0 . ~~ 16.417 54O.9856 1361 .66 . . . V . 0 . �16.5O0 547.7467 981,71 . . _ . 0 V . 16.583 553.5079 836.53 . . 0 V . . . 16.667 559.1572 820.29 . . Q V . . 16.750 564.8618 828.30 . . Q V . .. miii z6. 57O.4981 818,39 . . Q V . ,. 14.917 576.0761 809.93 . . 0 V . . `ni 17.000 581 .5958 8O1 .46 . . 0 V . . MIN 17.(A83 587.0087 785.95 . . Q. V . . 17.167 592.2584 762.25 . . Q. V. . `° 17.250 597.2592 726.12 . . Q . V. . 17.333 601.8374 664.76 . . 0 .. V. MN 17.417 606.0811 616.18 . . 0 . V. . 17.500 610.1296 587.84 . . Q . V . "~ 17.5S3 614.0286 566.13 . . 0 . V . ~� 17.667 617.8025 547.97 . . Q . V . 17.750 621.4697 532.48 . . Q . V ., ~NV 17.833 625.0409 518.54 . . Q . V . 17.917 628.5201 5O5.17 . . Q . V . „mil 18.000 631.8815 488.08 . . Q . .V . . mo **::::::**********.,;;******************************* FLOW PROCE FROM NODE 41.00 TO NODE 41.10 IS CODE = 5 . - .... .... ... ------------------------------------------------------------------------ . >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< __ ~° THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER ` - - ^ - ' ..... l` - ".~-' . - . - . '^.. - ' . .-- - 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 = 2.00 ~„„ UPSTREAM ELEVATION = 1710.00 DOWNSTREAM ELEVATION = 1600.00 WI CHANNEL LENGTH(FT) = 3700.00 MANNINGS FACTOR = .014 „It "no CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2779.79 «I„ AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1694.12 . CHANNEL NORMAL VELOCITY FOR Q = 1694.12 CFS = 28.42 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .944 == MODIFIED CHANNEL ROU COEFFICIENT FOR 5-MINUTE ~~ UNIT INTERVALS IS CSTAR = .996 == =„„ (:ONVEX METHOD CHANNEL ROUTING RESULTS: mU MODEL INFLOW OUTFLOW TIME (STREAM 2) (STREAM 2) ^„„ (HRS) (CFS) (CFS) =" 15.083 1488.4 1484.0 15.167 1498.2 1494.2 ~~ 15.250 1507.3 15O3.6 15.333 1515.8 1512.3 . 15.417 151O.2 1512. 5 15.5OO 1474.9 1489.5 ~� 1 5. 583 1402.7 1432.5 __ 15.667 1268.6 1323.9 15.750 1129.8 1187.1 °"' 15.833 1057.1 1087.2 15.917 1053.9 1O55.3 == 16.000 1113. 1089.2 . 16.O83 1331.8 1242.1 16.167 1709.7 1553.9 • 16.25O 2158.3 1973.1 16'333 2698.8 2475.7 °- 16.417 2779.8 2745.7 =„„ 16'500 2321.7 2510.2 16.583 1884.2 2064.9 w� 16.667 1726.3 1791 .9 16.75O 1679.1 1698.7 me 16.833 1656.0 1665.6 16.917 1624.9 1637.7 ~oli 17.O0O 1601 .2 1611.0 Ai 17.O83 1567.4 1581.3 17.167 153O.9 1546.0 ~ 17.25O 1473.8 1497.3 17.333 1381.6 1419.6 oat 17.417 1284.0 1324.3 17.500 1206.4 1238.5 op 17.583 1152.0 1174.5 Jai 17.667 1106.6 1125.4 17.750 1069.4 1084.8 ~„„ 17.833 1040. 1 _1052.2 17.917 1013.1 1024.3 ms 18.000 984.4 996.3 °„„ 18.O83 963.2 972.0 18.167 945.1 952.6 °� 18.250 928.6 935.4 ._ --- ... 4 010 0 '-'- 18.417 897.6 903.6 ~� 18.500 884.8 890.1 = 18.583 872.1 877.4 18.667 857.8 863.7 18.750 847.2 851.5 18.873 837.2 841.3 =m 18.917 827.6 831.6 19.000 818.6 822.3 19.003 810.0 813.5 19.167 801.7 805.1 19.250 793.8 797. 19.333 786.1 789.3 19.417 778.8 781.8 w� 19.500 771.8 774.7 19.583 765.0 767.8 19.667 758.6 761.2 19.750 752.4 755.0 19.833 746.4 748.9 19.917 740.6 743.0 20.000 735.0 737.4 ),Av FLOW PROCESS FROM NODE 43.10 TO NODE 41.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>UNIT ANALYSIS<<<<< ~~ (UNIT-HYDROGRAPH ADDED TO STREAM #2) = WATERCOURSE "LAG" TIME = .226 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 36.905 ° - WATERCOURSE LENGTH = 15500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 7200.000 FEET �= ELEVATION VARIATION ALONG WATERCOURSE = 2490.000 FEET BASIN FACTOR = .020 WATERSHED AREA = 1111.000 ACRES BASEFLOW = .00O CFS/SQUARE-MILE VALLEY( "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .300 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .600 MUUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .090 VALLEY(UNDEVELOPED/DESERT) "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 Alt MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .308 LOW LOSS FRACTION = .189 HYDRUGRAPH MODEL 01 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .79 "ign SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.35 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.66 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.40 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 5.34 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.95 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS °ow 5-MINUTE FACTOR = .642 30-M}NUTE FACTOR = .658 1-HOUR FACTOR = .652 3-HOUR FACTOR = .933 6-HOUR FACTOR = .969 24-HOUR FACTOR = .982 5—MINUTE FACTOR = .753 30—MINUTE FACTOR = .753 1—HOUR FACTOR = .753 3—HOUR FACTOR = .961 6—HOUR FACTOR = .979 24—HOUR FACTOR = .989 RUNOFF HYDKOGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 ============================================================================ UNIT HYDROGRAPH DETERMINATION ---------------------------------------------- NTF14.YAL. "S" GRAPH UNIT HYDROGRAPH HU�BEK MEAN VALUES ORDINATES(CFS) __________ �� 1 2.382 147.512 == 2 15.406 806.441 ,= 3 39 .77O 15O8.628 68.124 1755.654 sow 5 85.719 1089.503 6 93.893 506.132 7 97.495 223.023 8 98. 579 67.097 99.239 40.895 — 10 99.696 28.269 11 99.924 14.135 - • 100.000 4.7:1.1 =~ ---------------------------------------------------------------------------- TOTAL SOIL—LOSS VOLUME(ACRE—FEET) = 69.7862 TOTAL STORM RUNOFF VOLUME(ACRE—FEET) = 301.3945 -------------------- = MON �N = *111 mio ~s AIM an• = RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 _° MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION =° '--------------------------------------------------------------------------- T| "S" GRAPH UNIT HYDROGR AF' H KUMBER MEAN VALUES ORDINA TIES (CF S) ~in ---------------------------------------------------------------------------- 2.932 393.908 = 15.173 1644.725 ~� 3 40 .880 3454.O66 66.145 3394.679 +or 5 78.206 1620.547 6 85.159 934.145 "� 8 583.096 8 92.322 379.426 94.453 286.312 = 10 95.944 200.313 96.999 141.6 97 .575 77.42O 97.975 53.773 - 14 98.329 47.602 98.594 35.623 16 98.850 34.385 ~~ 17 99.099 33.396 18 99.337 31.942 ~� 19 99.456 16.041 20 99.532 1O.254 - 2z 9 9.6O4 9.628 22 99.678 9.988 23 99.721 5.782 ~ 24 99.755 4.459 99.788 4.466 26 99.821 4.460 _, ?7 99.854 4.464 28 99.88O 3.500 ~= �9 99.896 2.112 30 99.912 2.161 ~� 31 99.928 2.112 32 99.943 2.112 99.959 2.112 ~� ]4 99.975 2.112 J5 99.991 2.112 mW 3 6 100.000 1.262 --_'----------------------- .............. i OTAL SOIL-LOSS VOLUME(ACRE-F EL. T) = 198.8417 moo TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 887. 1558 ------------------- Ale =O SAW = � °~ � = �� '=========================================================================== = 2 4 - HO UR STORM ~mi R U N O F F H Y D R O G R A P H =" ================ . HYDROGRAPH IN FIVE-MINUTE INTERVALS(CF S) ^= ------------------------_-------------- --- ----------------------------------- TlME(HRS) VOLUME((IF) Q((:::FS) O. 61)1) .0 1200 .0 1800 .0 2400 .0 •� ------------------------- --- -----------------___• ------ '------ ---- -------- ---- - --- 150083 488.8511 938.78 . . Q . V . . ~� 15.167 495.3368 941.73 . . 0 . V . . ~� 15.250 5O1.8421 944.57 . . Q . V . . l5.333 5O8.3681 947.57 . . Q . V . . = 15.417 514.7828 931.41 . . 0 . V . . 15.500 52O. 6688 854.65 . . Q . V . . °� 15.583 525. 4357 692.14 . .Q . V . . "� 15.667 529. 1576 54O.42 . Q. . V . . 15.75O 532.5226 488.6O . 0 . . V . . ~- • 15.833 535.8682 485.77 . 0 . . V . . 15.917 539.4851 525.18 . 0 . . V . . ~� 1 6.000 543.7402 617.85 . 0 . V . . 16.083 55O.1133 925.37 . . 0 . V . . - 1 6.167 561.0070 1581.75 . . . VO . . - 16.25O 577.1119 2338.44 . . . V . 0 . 16.333 592.2581 2199.22 . . . V . 0 . - 16.417 601.5405 1347.81 . . . Q V . . 16.500 608.5551 1O18.52 . . 0 . V . . = 16.5O3 615.1536 958.1O . . 0 . V . . ~~ 16.667 621 .9588 988.12 . . 0 . V . . 16.750 628.8153 995.57 . . Q . V . . ~= 16.833 635.5784 982.00 .. . 0 . V . . 16.917 642.2485 968.50 . . 0 . V . . -° 17.00O 648.7789 948.23 . . 0 . V. . °° 17.083 655.2264 936.17 .. . 0 . V. . 17.167 661.4604 9O5.18 . . 0 . V. . ~� 1 7.25O 667.2087 83/l.65 . .. Q . V . 17.333 672.4709 764.O7 . . 0 . V . wm 17.417 677.4541 723.55 . . 0 . V . 17.5O0 682.2371 694.50 . .Q . V . ~m 17. 583 686.8235 665.94 . .Q . V . °* 17.667 691.2735 646.14 . 0 . .V . 17'750 695.6196 631.O6 .. Q . .V . ^wl 17.833 699.8793 618.51 . 0 . .V . 17.917 7O4.04 61) 5.1)8 ., Q . .V . At 18.O00 70801401 594.39 . Q. . .V . � m* ^� . FLOW PROCESS FROM NODE 41.10 TO NODE 41.20 IS CODE = 3 _ ..................................... ------------------------------------------------------------------ =° >>>>>MODEL FLOW-THROUGH DETENTION BASIN ROUTING<<<<< ================================================ _ � � � & �KCw4 �» -~ ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 . USING FIVE-MINUTE UNIT INTERVALS: - SnECIFIED BASI CONDITIONS ARE AS FOLLOWS: =~ nEA0 STURAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .00O = BA�.;IN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION °0 INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) ~� 1 .00 .00 .00O 1.66 91.32 1.120 2.66 185.25 5.000 4.66 429.54 18.000 � 5 6.66 733.90 42.250 m� 6 7.66 905.25 55.000 9.66 1282.02 90.000 - 8 11.66 1700.00 122.250 9 13.66 2155.78 156.000 as 1O 15.66 2646.16 190.000 11 17.66 3168.94 230.000 12 19.66 3722.23 270.000 13 21.66 4304.43 309.500 = INFLOW (STREAM 2) • V __effective depth °~ ----------- | (and volume) . . . . . . . . . . ..... . | detention |<-->| outflow | basin | ----------- . ^ . \ : storage | basin outlet �� V --------- OUTFLOW (STREAM 2) = - ============================= BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): MO TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) _ __________________ 14 .O83 .000 168O. 1O. 1509.4 1O8.131 ~uo 14.167 .000 1744.3 10.88 1526.7 109.630 14.250 .000 1858.1 11.O1 155O.2 111. 4/10 14 . 333 .000 1995.1 11.19 1582.3 114.593 14.417 .000 2113.4 11.39 1622.7 117.973 ~� 14.500 .000 2206.7 11.62 1668.6 121.678 14.583 .000 2269.9 11.85 1718.1 125.479 14.667 .000 2313.4 12.07 1768.9 129.229 14.750 .000 2346.1 12.29 1818.8 132.860 14.833 .000 2371.4 12.49 1866.8 136.336 woe 14. 917 .000 2391.8 12.69 1912.5 139.637 15.000 .000 2408.5 12.88 1955.8 142.754 15.083 .000 2422.8 13.O5 1996.7 145.689 15.167 .O00 2435.9 13.21 2035.2 148.448 »»» _ __ ��_ _ �_ . 15.333 .000 2459.9 13.51 2105.3 153.485 -^ 15.417 .000 2443.9 13.64 2136.1 155.605 ^= 15.500 .000 2344.1 13.71 2159.4 156.877 15.583 .000 2124.6 13.69 2166.4 156.590 ~~ 15.667 .000 1864.3 13.58 2150.7 154.617 :!.5.750 .000 1675.7 13.40 2116.6 151.581 =.. 15.833 .000 1573.0 13.19 2072.9 148.138 15.917 .000 1580.5 13.01 2028.8 145.051 "� 16.000 .000 1707.1 12.89 1994.6 143.071 ..= 16.083 .000 2167.4 12.97 1989.5 144.297 16.167 .000 3135.6 13.41 2048.3 151.785 ~.. 16.250 .000 4311.5 14.27 2201.7 166.316 16.333 .000 4674.9 15.18 2416.7 181.868 °.. 16.417 .000 4093.5 15.77 2601.5 192.143 ,� 16.500 .000 3528.7 16.05 2711.0 197.775 16.583 .000 3023.0 16.14 2759.6 199.589 *.. 16.667 .000 2780.0 16.14 2771.9 199.645 l6.750 .000 2694.3 16.12 2768.9 199.132 ~~ 16.833 .000 2647.6 16.08 2760.4 198.355 16.917 .000 2606.2 16.03 2748.9 197.372 two 17.000 .000 2559.2 15.97 2734.6 196.164 °. 17.083 .000 2517.5 15.90 2717.7 194.785 17.167 .000 2451.1 15.81 2697.6 193.088 == 17.250 .000 2332.0 15.70 2671.2 190.751 17.333 .000 2183.7 15.52 2634.1 187.649 == 17.417 .000 2047.9 15.30 2585.5 183.946 .. 17.500 .000 1933.0 15.06 2529.2 179.840 17.583 .000 1840.5 14.81 2468.4 175.515 -" 17.667 .000 1771.5 14.55 2405.7 171.147 17.750 .000 1715.9 14.30 2343.1 166.827 ~~ 17.833 .000 1670.7 14.05 2281.6 162.620 17.917 .000 1629.3 13.81 2221.8 158.539 - 18.000 .000 1590.7 13.58 2164.6 154.587 . 18.083 .000 1554.6 13.35 2110.8 150.756 18.167 .000 1515.5 13.13 2059.7 147.008 ~= 18.250 .000 1466.8 12.91 2009.1 143.273 18.333 .000 1418.9 12.69 1958.8 139.555 ~= 18.417 .000 1384.3 12.47 1909.3 135.939 _~ 18.500 .000 1356.9 12.27 1861.4 132.465 18.583 .000 1333.2 12.07 1815.5 129.143 - 18.667 .000 1310.4 11.88 1771.6 125.966 18.750 .000 1289.9 11.70 1729.7 122.937 -. 18.833 .000 1272.1 11.52 1690.4 120.056 _ 18.917 .000 1255.6 11.35 1653.8 117.313 19.000 .000 1239.8 11.19 1619.1 114.701 °� 19.083 .000 1224.8 11.04 1586.0 112.214 19.167 .000 1211.0 10.89 1554.6 109.847 ... 19.250 .000 1197.8 10.75 1524.7 107.596 19.333 .000 1185.2 10.62 1496.2 105.454 ".. 19.417 .000 1173.0 10.49 1469.1 103.415 "ild 19.500 .00O 1161.3 10.37 1443.3 101.472 19.583 .000 1150.1 10.26 1418.7 99.622 .= 19.667 .000 1139.4 10.15 1395.3 97.860 19.750 .000 1129.1 10.04 1373.0 96.180 *W 19.833 .000 1119.2 9.94 1351.7 94.579 19.917 .000 1109.7 9.85 1331.5 93.051 Am! = ************************************************************************** =° FLOW PROCESS FROM NODE 41.20 TO NODE 43.00 IS CODE = 5 - ---------------------------------------------------------------------- - °0 • >)>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< °� ========================== .... === = -.., -"",,,," , ""..r`"c rnccc`p`rur TC! rQrTmAmn ru nnnFp . , TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5-MINUTE ~~ INTERVALS(Reference: the National Engineering Handbook, . Hydrolo Chapter 17, page 17-52, August,1972, U.S. Department of Commerce). . ASSUMED REGULAR CHANNEL INFORMATION: NW BASEWIDTH( = 15.0O CHANNEL Z = 1.50 UPSTREAM ELEVATION = 1590 .0 O °= DOWNSTREAM ELE = 1530.00 = CHANNEL LENGTH(FT) = 3000.00 MANNINGS FACTOR = .014 . CHANNEL ROUTING COEFFICIENT ESTIMATED: • = MAXIMUM INFLOW(CFS) = 2771.85 _ AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1984.57 CHANNEL NORMAL VELOCITY FOR Q = 1984.57 CFS = 28.14 FPS '= ESTIMATED CHANNEL ROUTING COEFFICIENT = .943 . MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE ,. UNIT INTERVALS IS CSTAR = .999 m. CONVEX METHOD CHANNEL ROUTING RESULTS: . M0DEL INFLOW OUTFLOW ~00 TlME: (STREAM 2) (STREAM 2) war (HRS) (CFS) (CFS) 14.083 1509.4 15O4.4 ~= 14. 167 1526.7 152O.9 14.25O 155O.2 1542.3 ^is 14.333 1582.3 1571.5 14.417 1622.7 1609.1 4- 14.500 1668.6 1653.1 == 14.583 1718.1 1701.4 14.667 1768.9 1751.8 -~ 14.750 1818.8 1802.0 ~° ' 14.833 1866.8 185O.6 14.917 1912.5 1897.1 ~~ 15.000 1955.8 1941.3 15.083 1996.7 1983.0 == 15.167 2035.2 2022.2 15.250 2071.3 2059.2 . 15.333 2105.3 2O93.9 =.i. 15.417 2136.1 2125.8 15.500 2159.4 2151.6 ... 15. 583 2166.4 2164.O . 1. . 5667 215O.7 2156.O si 15.75O 2116.6 2128.1 15.833 2O72.9 2O87.6 All 15.917 2028.8 2043.6 ao 16.000 1994.6 2006.1 16.083 1989.5 1991.2 4- 16.167 2048.3 2028.5 16.250 2201.7 2150.1 mo 16.333 2416.7 • 2344.4 16.417 2601.5 2539.3 .0 16. 1.50 (...:4 2711 .O 2674. :1. 4- 16.583 2759.6 2743.2 16.667 2771.9 2767.7 4- 16.750 2768.9 2769.9 m= 16.833 2760.4 2763.3 16.917 2748.9 2752.8 _~ 17.000 2734.6 2739.4 17.083 2717.7 2723.4 4- 17. 167 2697.6 2704.4 �_� 17.333 2634.1 2646.6 17.417 2585.5 2601.9 _~ 17.500 2529.2 2548.2 17.583 2468.4 2488.9 '� 17. 667 24O5.7 2426.8 17'750 2343.1 2364.2 mse 17.O33 2281.6 2302.3 17.917 2221.8 2241 ~in 18.000 2164.6 2183.8 MIN 18. 083 2110.8 2128.9 18.167 2O59.7 2076 18 .250 20O9.1 2026 1 18.333 1958.8 1975.7 wVE 1 8.417 1909.3 1925. 18 .5OO 1861.4 1877. 18.583 1815.5 1831.O =at 18.667 1771.6 1786.4 18.750 1729.7 1743.8 18.833 169O.4 17O3.6 18.917 1653.8 1666.1 19.000 1619.1 1630.8 19.083 1586.0 1597.2 19.167 1554.6 1565.2 19.250 1524.7 1534.7 19.333 1496.2 1505.8 19.417 1469.1 1478.2 19.500 1443.3 1452.0 19.583 1418.7 1427.O 19. 667 1395.3 1403.2 19.750 1373.O 138O.5 ^� 19.833 1351.7 1358. 19 1331.5 1338.3 20.000 131 1318.6 ****�*********************************************************************** FLDW PROCESS FROM NODE 43.20 TO NODE 43.00 IS CODE = 1 == ------------ ------------------------------------ _° >>>>>UNlT ANALYSIS<<<<< ============================= ============================================== = (UNIT-HYDROGRAPH ADDED TO STREAM 02) WATERCOURSE "LAG" TIME = .228 HOURS "� UNIT HYDRUGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 36.491 mw WATERCOURSE LENGTH = 6200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 4000.000 FEET ww ELEVATION VARIATION ALONG WATERCOURSE = 150.000 FEET BASIN FACTOR = .025 WATERSHED AREA = 119.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE w� ALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .492 LOW LOSS FRACTION = .379 *HYDROGRAPH MODEL 01 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .76 SPECIFIED PEAK 3O-MINUTES RAINFALL(INCH) = 1.30 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.60 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.13 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.75 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.00 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .642 °= 3O -MlNUTE FACTOR = .658 1 FACTOR = .658 _ 3 FACTOR = .933 6-HOUR FACTOR = .969 =w 24 FACTOR = .982 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION ,� _--------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH = NUMB[R MEAN VALUES ORDINATES(CFS) --------------------------------------------------------------- 1 2.494 35.897 16.310 198.832 41.937 368.805 ~� 4 70.481 410.805 5 87.177 240.276 =° 6 94.712 108.436 p� 7 97.830 44.879 98.725 12.881 99.365 9.207 10 99.746 5.483 °� 11 99.937 2.742 12 100.000 .914 ---------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 39.1326 TOT�i S TORM RUNO VOLUME(ACRE-FEET) = 67.9521 =° ---- ------------------------------------------------------------------------ AW = = = = � =~ � - . . = . = ============= ======= ============================================= ==== ====== WOO 24 STORM . R U N O F F H Y D R O G R A P H art ===================================================,======================= ,m HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) =w ----------------------------------------------- --- --------- --- ------------- TlME(HRS) VOLUME(AF) Q(CFS) O. 75.0 15O.0 225.0 3O0 .0 . --- ---------------------------------------__'--------------------_-_-- ------ �� 15.O83 37.O427 69.73 . Q. .V . . 15.167 37.5254 70.09 . Q. . V . . _. 15.250 38.0107 70.47 . Q . . V . . :15.333 38.4990 70.89 . Q. . V . . =~ 15.417 38.9820 70.13 .. Q. . V . . 15.5O0 39. 4223 63.93 . 0 . . V . . - 15.583 39.7819 52.21 . Q . . V . . = 15.667 40.O552 39.69 . 0 . . V . . 15.750 4O. 28 85 33.87 . Q . . V . . - 15.833 4O. 5 222 33.93 . 0 . . V . . 15.917 40.7841 38.03 . Q .. . v . . - 16.00O 4101090 47.18 . 0 . . V . . 1 _~ 6.083 41.6289 75.49 . 0 . V . . 160167 42.6817 152.88 .. . 0 V . . =~ 16.250 44.22O8 223047 . . . V Q. . 1�.333 45.8O87 230.56 . . . V 0 . . 16.417 46.8447 150.42 . .. 0 V . . 16.5OO 4704786 92.O5 . . 0 . V . . °= 16. 583 47. 9632 7O.35 . Q. . V . . _~ 16. 48 .4216 6 56 . 0 . . V . ., 16.75O 48.9067 7O.44 . Q. . V . . -° 16.833 49.3957 71 .O0 . Q. . V. . it6'917 49.8797 70.29 . Q. . V. . . 17.000 5003559 69. 14 . Q. . V. . *At 17.O83 50.8236 67.91 . Q. 0 V. ,. 17.167 51.2697 64.77 . Q . . v . . z7.25O 5106771 59.15 . Q . . V . 17.333 52.04O2 52.73 . Q . . V . ear :L7. 4�7 52.3739 48.45 . 0 . . V . 17.500 52.6902 45.93 . Q . . .V . . 17.583 52.9954 44.32 ., Q 0 0 .V . *M 1 7, 667 53. 2929 43.2O . Q . . .V . 17.750 53.5836 42.2O . Q . . .V . ~~ 17.8 5308682 4:1 .32 . Q . . . . 17.917 54.1473 4O.53 . Q . . .V . wit 18.000 54.4215 39081 . Q . . . V . -10 410 • **:'^�� FLOW PROCESS FROM NODE 44.00 TO NODE 43.O0 IS CODE = 1 4. .... -------------------------------------------------------------------------- . w� >>>>>UNlT-HYDROGR ANA LYSIS<<<<< ======================================= �� (UNIT-HYDROGRAPH ADDED TO STREAM 442) = w� rrnrm/nnF "/� T TwF = 7 77 1-1 0 ||1:...":::: ' ` '^ ''^ - UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES = UNIT INTERVAL PERCENTAGE OF LAG-TIME = 24.760 . WATERCOURSE LENGTH = 18900.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 8000.000 FEET ow ELEVATION VARIATION ALONG WATERCOURSE = 290.000 FEET BASIN FACTOR = .017 . WATER AREA = 1251.000 ACRES lot BASEFLUW = .000 CFS/SQUARE-MILE VALLE S-GRAPH SELECTED ~U MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .444 LOW LOSS FRACTION = .370 mws *HYDROGRAPH MODEL 01 SPECIFIED* . SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .57 = SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.18 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.55 . SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.95 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.53 ow SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.45 . *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: = 5-MINUTE FACTOR = .642 30-MINUTE FACTOR = .658 -~ l-HOUR FACTOR = .658 °w 3-HOUR FACTOR = .933 6-HOUR FACTOR = .969 ~. 24-HOUR FACTOR = .982 =° RUNOFF HYDROGRAPH LISTING LIMITS MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 ~ MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 = - ============================================================================ UNIT HYDROGRAPH DETERMINATION WW1 --------------------------------------------'------------------------------- ~= INTERVAL "S" GRAPH UNIT HYDROGRAPH *w NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- ,� 1 1.478 223.665 OW 2 7 .257 874.230 3 20.430 1992.946 °o 4 37.860 2637.057 5 59.088 3211.631 ow 6 75.831 2533.111 7 86.417 1601.575 "w 8 92.403 905.729 mw 9 95.948 536.274 10 97.826 284.162 . 11 98.468 97.185 12 98.933 70.244 NO 13 99.380 67.618 �4 99.752 56.312 '� 156 99 938 28 15 , , oo 16 100.000 9.385 ' °~ ---------------------------------------------------------------------------- ~- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 384.6550 -- TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 684.7939 ---------------------------------------------------------------------------- . _ � -~ . 400 �ie ======================== NW 24 STORM "° 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) O. 425.0 850.0 1275.O 1700.0 = --'-------------------- ------------------------- .... - .... -....... ---....... --- .... ...... --- 4„,„ 15.O83 368.3799 68 3.83 . . Q .V . . 15.167 373.1235 688.76 . . Q .V . . -� 15.250 377.9017 693 . . Q . V . . 15.333 382.7151 698.91 . . Q . V . . . 15.417 387 5255 698.47 . . Q . V . . 15 392 681.11 . . Q . V . . ,- z5.583 396. 635.40 . . Q . V . ■ = . 667 40O.5569 575.65 . . Q . V . . 404.0484 506.97 . .Q . V . . ~~ '15.833 407.2600 466.32 . Q . V . . 15.917 410.4785 467.32 . Q . V . . ~~ 16.000 414.0029 511.75 . . Q . V . . - 16.083 418.5481 659.96 . . Q . V . . 16.167 425.0601 945.54 . . . Q V . . - 16.25O 434.2546 1335.05 . . . V .Q . 16.333 444.9146 1547.83 . . .. V . Q . - 16.417 456.3361 1658.40 . it . V . Q. �6.5OO 465.9599 1397.37 . . . V . Q . - 16.583 473.4384 1085.88 . . . Q V . . _ !6.667 479.457 873.9O . . Q V . . 16.750 484.8925 789.23 . . Q . V . . ^~ 16.833 489.9901 740.18 . . Q . V . . 16,917 494.8291 702.61 . . 0 . V . . . �7.00O 499.6519 700.27 . . Q . V. . _" 17'O83 504.4564 697.62 . . Q . V. . i7.167 5O9.1438 68O.61 . . Q . V . -� 17.250 513. 57O5 642.75 . . Q , V. , 17.333 �17.7O38 600.15 . . Q . V . . 17.417 521.5196 554.O6 ., „ 8 . V . 17.5OO 525.0841 517.57 . . 8 . V . =~ 17.583 528.4632 490.64 . .Q . V . 17.667 531.7081 471.15 . .Q . .V . 17.75O 534.8481 455.93 . Q . .V . =• 17.833 537.9O6 444.O2 . 8 . .V . 17.917 540.9001 434.73 . Q . .V . . 18.000 543.8360 426.30 . Q . .V . AM Alaf Y(.*************************************************************************** . FLOW PROCESS FROM NODE 43.00 TO NODE 404.00 IS CODE = 5 . ---- ----------------------------------------------------------------------- OW >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< ========================================================================== . *. THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER . INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17-52, August,1972, V.S. Dmp cif Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1530.00 DOWNSTREAM ELEVATION = 1450.00 CHANNEL LENGTH(FT) = 3650.00 MANNINGS FACTOR = .014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 4348.15 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2939.42 CHANNEL NORMAL VELOCITY FOR o = 2939.42 CFS = 33.16 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .951 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .999 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 2) (STREAM 2) (HRS) (CFS) (CFS) 15.083 2736.5 2720.1 15.167 2781.1 2765.5 15.250 2823.4 2808.6 15.333 2863.7 2849.6 15.417 2894.4 ` 2883.6 15.500 2896.6 2895.8 15.583 2851.6 2867.4 15.667 2771.3 2799.4 15.750 2668.9 2704.8 15.833 2587.8 2616.2 . 15.917 2548.9 2562.6 16.000 2565.0 2559.4 16.083 2726.6 2670.1 16.167 3127.0 2986.9 16.250 3708.7 3505.0 16.333 4122.8 3977.7 16.417 4348.1 4269.2 16.500 4163.5 4228.0 16.583 . 3899.5 3991.9 16.667 3708.2 3775.2 16.750 3629.5 3657.1 16.833 3574.4 3593.7 16.917 3525.7 3542.8 17.000 3508.8 3514.7 17.083 3488.9 3495.9 17.167 3449.8 3463.5 17.250 3382.0 3405.7 17.333 3299.5 3328.4 17.417 3204.4 3237.7 17.500 3111.7 3144.1 17.583 3023.8 3054.6 ' 17.667 2941 2 297O 1 ^ ^ ^ 1 17.750 2862.3 2889.9 17.833 2787.6 2813.8 17.917 2717.2 2741.9 18.000 2649.9 2673.5 18.083 2585.9 2608.3 18.167 2523.5 2545.3 18.250 2460.2 2482.4 18.333 27;96.:ye, 2418.7 ' _ 18.417 2332.3 2354.7 18.500 2271.8 2293.0 18.583 2215.6 2235.3 18.667 2163.4 2181.7 ~° 18,750 2114.4 2131.5 18.833 2068.5 2084.6 18.917 2025.9 2040.8 1 1985.9 1999.9 19.083 1947.7 1961.1 °M 19.).67 1911.4 1924.2 19.250 1876.9 1889.0 19.333 1844.1 1855.6 19.417 1812.9 1823.8 19.500 1783.1 1793.5 ~ 19.583 1754.7 1764.6 :19.667 1727.6 1737.1 19.750 1701.7 1710.8 19.833 1677.0 1685.7 19.917 1653.5 1661.7 20.000 1630.9 1638.8 z************************************************************************* °= FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 1 ---------------------------------------- - >>>>>UNIT-HYDRO3RAPH ANALYSIS<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE "LAG" TIME = .118 HOURS UNIT HYDRUGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 70.386 WATERCOURSE LENGTH = 4000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 1800.00O FEET ELEVATION VARIATION ALONG WATERCOURSE = 80.000 FEET BASIN FACTOR = .020 WATERSHED AREA = 102.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .411 LOW LOSS FRACTION = .350 *HYDROGRAPH MODEL #1 SPECIFIED* ~� SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .67 =m SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.18 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.57 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.50 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.00 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: *10 5-MINUTE FACTOR = .642 30-MINUTE FACTOR = .658 1-HOUR FACTOR = .658 3-HOUR FACTOR = .933 HOUR 1" in = .969 24-HOUR FACTOR = .982 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ====================================== So■Be U NIT HYDROGRAP D ETERMINAT ION --------------- ------------------------------------------------------------ INTERV "S" GRAPH UNIT HYDROGRAPH KUMBE MEAN VALUES ORDINATES atil■ ----------- ................ -------- ------- 1 8. 771 108.192 °� ? 53. 386 55O.356 89.505 445.558 4 97.972 104.439 ww 5 99.358 17.O99 99.743 4.752 w� 7 99^936 2.376 8 100.000 .792 a4IN --------------------- ------------------------------------------------------ -= T OTAL SOIL-LOSS VOLUME(ACRE-FEET) = 28.1884 TOTA STORM RUNOFF VI = 55.2531 UMW ---------------------------------------------------- -- ............ ------------------- *MI ~ = eV. =~ . +01.111 = Melt = AIM iwa waw GOO wOV Mx. 0. � - '' _ . . .. .. . ========== 24-HOUR STORM RUNOFF HYDROGRAPH =========================================================================== HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ---------------------------------------------------------------------------- T1 VOLUME(AF) Q(CFS) O. 75.0 150.0 225.0 300.0 ---- ----------- ___ --------------------- .......... -- ..... -.... ---- ___ ---....... ------- 15.O3 30.4673 56.80 . Q . . V . . 1 5'167 3O.8623 57.37 . 0 . . V . . 15.250 31.2615 57.96 . Q . . V . . 15.333 31.6654 58.64 . 0 . . V . . 15.417 32.0551 56.59 . 0 . . V . . 15.500 32.3542 43.42 . 0 . . V . . 15.53 32.5854 33.56 . 0 . . V . . 15'667 32.8170 33.63 . Q . . V . . 15.75h 33.0643 35.91 . Q . . V . . 15.833 33.3194 37.05 . Q . . V . . 15.917 33.6016 40.97 . 0 . . V . . 1h.O00 33.9784 54.7 . Q . . V . . 16.083 34.7457 111.42 . . 0 . V . . 16.167 36.5517 262.22 . . . V . 0 . 16.250 38.0050 211.02 . . . VQ . . l6.333 38.5687 81.85 . 0 . V . 16.417 38.8856 46.02 . 0 . . V . . i6.500 39.2301 50.02 . 0 . . V . . 16.583 39'6257 57.44 . 0 . . V . . 16.667 40.0238 57.81 . 0 . . V . . 16.750 40.4144 56.72 . 0 . . V. . 16.833 40.7989 55.82 . 0 . . V. . 16.917 41.1778 55.02 . Q . . V. . 17.O00 41.5517 54.29 . 0 . . V ^ 17.083 41.9141 52.63 . Q . . V . ' 17.167 42.2371 46.89 . Q . . V . 17.250 42.5262 41.97 . 0 . . V . 17.333 42.8024 40.11 . 0 . . V . 17.417 43.0716 39.09 . 0 . . .V . 17.500 43.3350 38.25 . 0 . . .V . 17.583 43.5932 37.49 . 0 . . .V . 17.667 43.8467 36.81 . 0 . . .V . 17.750 44.0959 36.18 . 0 . . .V . 17.833 44.3410 35.60 . 0 . If . V . 17.917 44.5824 35.05 . 0 . . . V . • 18.00 44.8202 34.53 . 0 . . . V . ) *****A4********************************************************************* FLUW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 7 / -------------------------------------------__'----------------------__'----- >•>A.-..-STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< ============================================================================ | *************************************************************************** , :l ow nROCESS FROM NODF .43 TO NODF '4u IS CODE = 3 . . ' . ---------------------------------------------------------------------------- .:/>/> MOD EL FLOW DETENTION BASIN ROUTING<<<<< �'��. �� = . a A fAi 4 ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 . THROUGH A FLOW-THROUGH DETENTION BASIN USlNG FIVE-MINUTE UNIT INTERVALS: . SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: MOO DEAD ST ORAGE(AF) = .00O SPECIFIED DEAD STORAGE(AF) FILLED = .00O ~" SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .00O = . BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: = INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) ~° 1 .00 .O0 . 000 2 .1O 3000 .00 .3O ON 3 3.O0 3178.00 9.300 . 4 10.O0 4352.O0 95.. 700 5 20.00 5618.00 225.700 wr 6 22.O0 5838.00 251.700 7 25.00 6154.00 290.700 - _ ~~ INFLOW (STREAM 1) ~~ . . . ` . . ^- V __effective depth ----------- | (and volume) ~~ . . . . . . . . . .....V........ . . =~ ' detention |<-->| ou . _~ � basin : ----------- . .. . \ . . ~° | | storage | basin outlet V --------- ,. OUTFLOW °� (STREAM 1 ) •111 ========= 4$11* BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): .. TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE Ali (HR S> FILLED(AF) (CFS) DEPTH(FT) (CFS) V OLUME(AF ) ---------------------------------------------------------------------------- °41111 15.O83 .0 0 O 4923.9 9.6O 4252.9 9O.719 15.167 .000 4993.5 9.97 4316.O 95.385 . 15.250 .00O 5060.5 1O.34 4371.4 100 .130 15.333 .000 5123.2 10.71 4418.8 1O4.982 *M 15.417 .000 5174.0 11.09 4466.1 109.857 41fil 15.50 0 .000 5191.0 11.45 4512.6 114.529 15.583 .000 5168.8 11.77 4555.9 118.750 . 15.667 .000 5114.5 12.05 4593.9 122.335 15.750 .000 5O32.8 12.26 4625.1 125.143 . 15~833 .000 4952.8 12.43 4648.9 127.236 . 15.917 .000 4908.2 ' 12.55 4667.2 128.896 16.00O .00O 4923.6 12.68 4683.3 130.551 ~ 16.O83 .000 5099.3 12.89 47O4.6 133. ~' .,� 000 ssn� � 1� 33 4746.0 139 16.25O .00O 6078.9 14.0O 4816.4 147.735 -0 16.33J .000 6457.2 14.82 4910.6 158.386 ,= 16.417 .O0O 6751.7 15.74 502O.5 17O.309 16.500 .000 6755.9 . 16.6O 5133.O 181.487 w. 16.583 .000 6564.1 17.30 5232.1 190.660 16.667 .00O 6375.3 17.87 5312.4 197.98O www 16.75� .000 6276.5 18.34 5378.2 204.167 16.833 .00 0 62 3O.1 1 8.76 5435.O 2O9.643 =o• 16.917 .00O 6195.6 19.14 5485.4 214.534 ow 17.0O0 .0 0 0 61 83.5 19.49 5531.1 219.026 17.O83 .000 6177.9 19.81 5573.3 223.19O ~� 17.167 .000 6153.0 20.09 5611.0 226.923 17.25O .000 6102.5 2O.34 5641.8 230 .096 =- 17.333 .0 OO 6O34 20.53 5665.9 232.632 ,.. :I.7.417 .O0 1 5951.7 20.67 5684.4 234.473 17.500 .000 5864.6 20 5697.1 235 .627 °ww 17.583 .000 5779.8 20.8O 57O4.2 236.147 17.667 .000 5698.5 2O.80 57O6.2 236.O94 .0 17.75O .0O0 562O.4 2O.76 57O3.5 235.522 z7. 833 .000 5545.4 2O 5696.7 234.480 414110 17.917 .000 5473.9 20.56 5686.1 233.018 "� 18.00O .0 O0 54O5.2 2O.42 5672.1 231.179 18.O83 .0O 5338.7 2O.25 5655.1 229.00 0 ON 18.167 .000 5271.9 20.06 5635.3 226.497 18.250 .0 0O 5204.9 19.85 5611.6 223.696 ~~ 18.333 .0 O1') 5137.8 19.61 5583.5 220.626 00~ 18.417 .000 5069.8 19.35 5552.4 217.3O3 18.50O .000 5003.1 19.O8 5518.9 213.751 - 18.583 .00O 4939.6 18.79 5483.4 210.006 18.667 .000 4879.5 18.49 5446.2 206.1O3 - 18.75O .00O 4822 1 8.18 5407.5 2O2.072 ~~ 18.833 .00O 4767.7 17.86 5367.8 197.939 18.917 .000 4716.1 17.54 5327.2 193.731 ~~ 19.000 .00 O 4666.9 17.21 5285.9 189.468 19.083 .000 4619.6 16.88 5244.2 185.166 ~~ 19.167 .000 4573.8 16.55 5202.2 180.839 19.250 .000 4529.1 16.21 5160.0 176.494 -^ 19.333 .000 4485.2 15.88 5117.6 172.138 ~0 19.417 .000 4442.5 15.54 5075.2 167.781 19.500 .000 4401.2 15.21 5O32.8 163.431 4*. 19.583 ,. 000 4361.1 14.88 499O.5 159.O96 19.667 .000 4322.2 14.54 4948.4 154.784 ~= 19 .75O .00O 4284.5 14.22 4906.5 150 .500 =~ 19.833 .000 4247.8 13.89 4865.0 146.249 19.917 .000 4212.2 13.56 4823.8 142.O38 °. 20.000 .000 4177.6 13.24 4783.O 137.869 20.083 .000 4143.9 12.93 4742.6 133 . 7 46 MN 2O.167 .000 4111.6 12.61 4702.7 129.675 20.250 .000 4081.3 12.31 4663.3 125.666 0. 20.333 .000 4052.4 12.00 4624.6 121.726 moo 20.417 .000 4O24.3 11.7O 4586.6 117.853 2O.5O0 .000 3996 11. 4549.2 114.O47 ^ 2O.583 .000 3969.4 11.12 4512.5 11O.308 2O.667 .000 3942.7 10.84 4476.4 106.632 41M 2O. 75O .. 000 39 16.3 10.56 4440.9 1O3.020 20.833 .0 0O 3890.4 1O.29 4406.0 99.469 0. 20.917 .000 3864.9 1O.02 4371.7 95.978 AN 4111 **************.**** ~i. FLOW PROCESS FROM NODE 4.00 TO NODE 4.10 IS CODE = 1 ------------------------------------ ............................................ ------------------------------ 0.0 >>>>>UHIT-HYDROGRAPH ANALYSIS<<<<< ============================================================================ �� (//urT-uYnpnCRAPH AnDFn TO STREAM #1) WATERCOUR "LAG" TIME = .126 HOURS -° UNIT HYDROGRAPH TIME UNIT = 5.0O0 MINUTES UNPT INTERVAL PERCENTAGE OF LAG-TIME = 66.144 m= W�TERCOURSE LENGTH = 122OO.0OO FEET LENGTH FROM CON POINT TO CENTROID - 2400.000 FEET E LEVATION VARIATION ALONG WATERCOURSE = 640.000 FEET AS BASIN FACTOR = .015 WATERSHED AREA = 585.000 ACRES ~� BASEFLOW = .000 CF:;/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED == MAXlMUM WATERSHED LOSS RATE(INCH/HOUR) = .291 LOW LOSS FRACTION = .246 *HYDROGRAPH MODEL #1 SPECIFIED* ~= ‘;PI CIFJED PEAK 5-MINUTES RAINFALL .58 ~� SPEClF PEAK 3O-MINUTES RAINFALL(INCH) = 1.18 ,_ SPECIFl�D P 1-HOUR RAINFALL(INCH) = 1.58 SPECIFIED PEAK 3 RAINFALL(INCH) = 3.07 ~~ SPE CIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.65 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.6O *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .642 ^ - 3O FACTOR = .658 1-HOUR FACTOR = .658 - 3 FACTOR = .933 6-HOUR FACTOR = .969 24-HOUR FACTOR = .982 RUNOFF HYDROGRAPH LISTING LIMITS: ~~ MODEL TIME(HOUR) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOUR FOR END OF RESULTS = 18.O0 *'; RATIO OF (LENGTH TO CENTROID) / (LENGTH OF WATERCOURSE) IS NOT BETWEEN [.25] AND [.75] UNIT HYDROGRAPH DETERMINATION -----------------------------------------------------'---------------------- HMI RVAL "S" GRAPH UNIT HYDROGRAPH KUMBER MEAN VALUES ORDINATES(CFS) `� ---------------------------------------------------------------------------- 7.759 548.912 48.578 2887.896 ~� 3 86.696 2696.776 4 97.286 749.255 5 99.141 131.231 99.656 36.464 *ms 7 99.914 18.232 m~ 8 100.000 6.077 ---------------------------------------------------------------------------- ~M TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 121.2618 TOTAL STORM RUNOFF VOLUME(ACRE- = 385.9872 ---------------------------------------------------------------------------- -~ = � °w WM =============================================================== ... ============ MI 24 STORM . R U N O F F H Y D R O G R A P H ati ========================= ================================================= ' HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS .., mo ---------------------------------------------------------------------------- TA.ME(HRS) VOLUME(AF) Q(CFS) 0. 350.0 700.0 1050.0 1400.0 . ----------- --------------------------------------------_- ---- ----------- ..... - =, 15.O83 215.8310 409.59 . .Q . V . . 15.l67 218.6692 412.11 . .Q . V . . ~m, 15.25O 221.5257 414.76 . .Q . V . . 15.333 224.4030 417.79 . .Q . V . . AN 15.417 227.1807 403.32 . .Q . V . . 15.500 229.3469 314.54 . Q . . V . . . 1�.583 23O.9757 236.5O . Q . . V . . = :;.5.667 232.5574 229.66 . Q . . V . . 15.750 234.2639 247.79 . Q . . V . . . 1�.833 236.1713 276.95 . 0 . . V . . 15.917 238.3852 321.46 . Q. . V . . = 16.000 241.2446 415.19 . .Q . V . . 16.O83 246.O660 700 .06 .. . 0 V . . ~~ 16.1 25 5.43O9 1359.78 . . . V . 0 . ^~ 16.25O 263.7282 12O4.77 .. . . V . 0 . 1�.333 267.5619 556.65 . . Q . V . . ~� 1�.41 269.7787 321 . 88 . Q. . V . . 16.500 272.1368 342.38 . Q. . V . . = |6.583 274.9O74 402.3O . .Q . V . . - 16.667 277.7512 412.91 . .Q . V . . :i6.750 280.5689 409.13 . .Q . V. . = z6,p37 283.3611 405.42 . .Q . V. . �6.917 286.1294 401.97 . .Q . V. . . 17.0O0 288.8751 398.67 . .Q . V. . _= � 7'O83 291 .538O 386.65 . .Q . V ., �7'167 293.8557 33�.52 . Q. . V . ~� )7.2�O 295.8372 287.72 . Q . . V . �7'333 297.69O7 269.12 . 0 . . V . mii 1 7.4�7 299.4857 26O.63 . Q . . .V . 17.5OO 301... 2360 254.15 . 0 . . .V . ~el ) 7. 1.583 3O2.9469 248.43 . 0 . . .V . °M 17.667 304.6227 243.32 . Q . . .V . �7.750 306.2665 238.68 . 0 . . .V . ~Il 17.933 307.8806 234 . Q . . .V . 17. 917 3O9.4669 23O.34 . Q . . . V . *r )8.000 311.0273 226.57 . 0 . . . V . in ad ��*&**�*******W********************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.00 IS CODE = 3 . � - -- • • - • • ••- - •• - - -- • - - �� />>>>MUDEL FLUW-TH DETENTION BASIN ROUTING<<<<< m ============================================================================ °� �� A JIw� �� - ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 ruom,ou ^ o m./-runm/nw nrrrurTnw nwpTw . , ` . ` . - . ' - . . . USING FIVE-MINUTE UNIT INTERVALS: • SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .00O SPECTFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = . OOO BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .00O 2 2.00 32.00 6.200 3 6.00 254.00 61.400 4 10.00 576.00 182.000 5 14.00 743.00 379.100 6 18.00 1275.00 604.500 7 22.00 1556.00 883.900 8 26.00 2120.00 1163.100 9 30.00 2444.00 1457 9OO . ^ ^ ' 10 34.00 2726.00 1768.400 11 38.00 2978.0O 2078.900 12 42.00 3210.00 2421.300 13 46.00 3425.00 2763.700 14 48.00 3528.00 2934.500 15 50.00 5624.00 3119.300 16 52.00 8429.00 3304.100 INFLOW • . (STREAM 1) � | . . . . V __effective depth ----------- | (and volume) . . . . . 1 . ' ' ' V ...... . . '.... .. | detention |<-->| outflow | basin | | ^^^^^^^^^----_-- ----------- ' ^ . | \ | | storage | basin outlet V --------- JOUTFLOW (STREAM 1) BASIN ROUTING MODEL RESULTS (5-MI INTERVALS): TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) Fill FD(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 15.083 .000 4662.5 32.67 2625.7 1664.941 15.167 .000 4728.1 32.85 2638.6 1679.332 15.250 .000 4786.2 33.04 2651.8 1694.031 15.333 .000 4836.6 33.23 2665.2 1708.985 1 15.417 .000 4869.4 33.43 2678.9 1724.072 • 15.500 .000 4827.2 33.62 2692.4 1738.774 15.583 .000 4792.4 33.80 2705.6 1753.146 15.667 .000 4823.6 33.99 2718.7 1767.642 15.750 .000 4872.9 34.18 2731.3 1782.391 15.833 .000 4925.9 34.37 2743.5 1797.421 15.917 .000 4988.7 34.57 2755.8 1812.799 16.000 .000 5098.5 34.79 2768,5 1S28'n4* ' '~,----__ 16.08J .000 5404"7 35.01 2782.4 1846"905 16.167 .000 . 6105.7 . 35.30 2799.0 1869.679 16.250 .000 6021.2 35.59 2817.2 1891.746 1 16.333 .000 5467.3 35.82 2833.5 1909.885 | 16.4 .000 5342.4 36.04 2847.8 1927.065 16.500 .( 5475.4 36.28 2862.1 1945.063 | 16.583 -000 5634.4 36.52 2877.1 1964.053 16.667 .000 5725.3 36.77 2892.7 1983.561 i 16.750 .000 5787..3 37.03 2908.7 2003.386 ! 16.833 .000 5840.4 37.29 2924.9 2023.466 16.917 .000 5887.4 37.55 2941.2 2043.756 17.000 .000 5929.8 37.81 2957.8 2064.224 17.083 .000 5959.9 38.07 2974.0 2084.788 17.167 .000 5947.5 38.31 2988.9 2105.164 17.250 .000 5929.5 38.54 3002.6 2125.322 17.333 .000 5935.1 38.78 3016.3 2145.423 17.417 .000 5945.1 39.01 3029.9 2165.500 17.500 .000 5951.3 39.25 3043.5 2185.526 17.583 .000 5952.6 39.48 3057.0 2205.469 17.667 .000 5949.5 39.71 3070.5 2225.297 17.750 .000 5942.2 39.94 3083.9 2244.982 17.833 .000 5931.1 40.17 3097.1 2264.499 17.917 .000 5916.4 40.39 3110.3 2283.825 18.000 .000 5898.7 40.62 3123.3 2302.939 18.083 .000 5876.9 40.84 3136.2 2321.815 18.167 .000 5847.0 41.05 3148.9 2340.396 18.250 .000 5813.7 41.27 3161.4 2358.663 18.333 .000 578O.7 41.48 3173..6 2376.618 18.417 .000 5746..3 41.68 3185.7 2394.253 18.500 .000 5709.9 41.89 3197.5 2411.556 18.583 .000 ` 5671.7 42.08 3209.0 2428.517 18.667 .000 5631.9 42.28 3219.7 2445.130 18.750 .000 5590.8 42.47 3230.1 2461.388 18.833 .000 5548.7 42.65 3240.2 2477..288 18.917 .000 5505.9 42.84 3250.0 2492.824 19.00O .000 5462.5 ' 43.01 3259.7 2507.995 | 19.083 .000 5418.8 43.19 3269.1 2522.800 19.167 .000 5374.8 43.35 3278.3 2537.239 19.250 .000 5330.7 43.52 3287.2 2551.312 19.333 .000 5286.5 43.68 3295.9 2565.021 19.417 .000 5242.3 43.83 3304.4 2578.368 19.500 .000 5198.2 43.99 3312.7 2591.354 19.583 .000 5154.3 44.13 3320.7 2603.981 19.667 .000 5110.6 44.28 3328.6 2616.255 19.750 .000 5067.3 44.42 3336.2 2628.177 19.833 .000 5024.2 44.55 3343.5 2639.751 19.917 .000 4981.6 44.68 3350.7 2650.983 20.000 .000 4939.4 44.81 3357.6 2661.877 20 „083 .000 4897.7 44.93 3364.4 2672.437 20.167 .000 4856.5 45.05 3370.9 2682.668 20.250 .000 4815.9 45.17 3377.2 2692.576 20.333 .000 4776.0 45.28 3383.4 2702.167 20.417 .000 4736.7 45.39 3389.3 271:1.447 20.500 .000 4698.2 45.49 3395.0 2720.422 ! 20.583 .000 4660.3 45.60 3400.5 2729.098 ! 20.667 .000 4623.1 45.69 3405.9 2737.481 20.750 .000 4586.5 45.79 3411.1 2745.576 20.833 .000 4550.6 45.88 3416.1 2753.390 20.917 .000 4515.3 45.97 3420.9 2760.927 21.000 .000 4474.8 46.05 3425.5 2768.154 21.083 .000 4429.2 46.13 3429.8 2775.037 21.167 .000 4384.9 46.21 3433.8 2781.588 21.250 .000 4342.4 46.28 3437.7 2787.818 21.333 .000 4301.4 46.35 3441.3 2793.742 21 417 OOO 4262 O 46 42 3444 8 2799 37O ^ ^ ^ ^ ^ ^ '.' ~ ... '~ '' .~ -''~' '-.' ' ,- ' 21.583 .000 4:187.2 46.54 3451"3 2809"782 21 ' 667 . 000 4151 . 7 46.60 3454.2 2814.585 21. . O00 4117.3 46.65 3457.1 2819.133 21.833 .000 4084.0 46.70 3459.7 2823.432 21.917 .000 4O51.7 46.75 3462.2 2827.491 22.000 '000 4020'3 46.79 3464'6 2831.318 22 .O83 .000 3989.7 46.83 3466.9 2834.919 22.167 .000 3960.1 46.87 3469.0 2838.301 22.250 .0O0 3931.1 46.91 3470.9 2841.470 22.333 .000 39O2.7 46.95 3472.8 2844.431 22.417 .000 3874.8 46.98 3474.5 2847.188 22.500 .000 3847.4 47.O1 3476.1 2849.745 22.583 .000 3820.3 47.04 3477.6 2852.105 22.667 .000 3793.7 47.06 3479.0 2854.273 22.75O .000 3767.6 47.08 3480.2 2856.252 22.833 .000 3741.8 47.1O 3481.4 2858.O45 22.917 .000 3716.4 47.12 3482.4 2859.657 23.000 .000 3691.4 47.14 3483.3 2861.090 23.O83 .000 3666.8 47.16 3484.1 2862.348 23 .. 167 ^ OOO 3642.5 47.17 3484.8 2863.434 23.25O .000 3618.6 47.18 3485.4 2864.351 23.333 .000 3595.1 47.19 3485..9 2865.1O3 23.417 .000 3571.9 47.19 3486.3 2865.692 23.500 .000 3549.0 47.20 3486.6 2866.121 23.583 .000 3526.4 47.20 3486.8 2866.394 23.667 .. 000 3504.2 47.20 3487.0 2866.512 23.75O . 000 3482.3 47.20 3487.0 2866.48(5 23.833 .000 3460.7 47.20 3486.9 2866.299 ! 23.917 .000 3439.3 47.20 3486.8 2865..973 24.000 .000 3418.3 47.19 3486.5 2865.503 24.O83 .000 ` 3388.3 47.18 3486.2 2864.829 24.167 .000 33:19.1 47.17 3485.6 2863.682 ^ 24 ^ 25O OOO 3250.8 47.15 3484.8 2862.070 24.333 .000 3210.9 47.13 3483..8 2860.191 24.417 .000 3171.8 47.10 3482.5 2858.051 24.5O0 .000 3120.4 47.08 3481.1 2855.567 ' 24.583 .000 3060.4 47.O4 3479.5 2852.680 24.667 .000 274O.9 46.98 3477.1 2847.609 24.75O .000 2438.5 46.90 3473.5 2840.481 24.833 .000 2364.3 46..81 3469.0 2832.873 24.917 .. 000 2291.6 46.72 3464.3 2824.797 25.000 .000 22O9.1 46.61 3459.2 2816.187 25.083 .000 2050.2 46.50 3453.7 2806.521 25.167 .000 184O.5 46.37 3447.5 2795.453 25.250 .000 1648.8 46.23 3440.4 2783. :1.1.4 25.333 '000 1492.0 46.07 3432.7 2769.749 25.417 .000 1273..7 45.90 3424..1 2754..939 25.5O0 .000 7O6.8 45068 :3413.6 2736.297 25.583 .000 310.3 45.43 34O1.1 2715.010 25.667 .000 291.O 45.18 338'7..7 2693.683 25.750 .O00 243.9 44.93 3374.3 2672.124 25.833 .000 222.3 44.68 3360.7 2650.510 25.917 .000 185.8 44.42 3347.1 2628.739 26.000 .000 165.5 44.17 3333.4 2606.921 26.O83 .000 138.1 43.91. 3319.7 2585.009 26.167 .000 113.8 43.66 3305.9 2563.026 26.250 .000 82.6 43.4O 3292.1 2540.922 26.333 .000 59.4 43.14 3278..2 2518.754 | 26. 417 .000 42.4 42.88 3264.2 2496.564 26.500 .O00 32.5 42.62 3250.3 2474.4O4 26.583 .000 25.7 42.36 3236.4 2452.291 26.667 .000 21.3 42.1O 3222.5 2430.244 ( 26.750 .000 18.0 41.85 3208.4 2408.272 26.833 .000 15.3 41.59 3193.8 2386.381. 26.917 .000 13.5 41.34 3179.0 2364.581 27 .00O '000, 12'0 41 '08 31 64.? 2342 27.083 .000 11.2 40,83 3149.5 2321°257 27.167 .000 9.9 40.58 3134.9 2299.735 27.250 .000 9.1 40.33 3120.4 2278.307 27.333 .000 8.1 40.08 3105.9 2256.973 - 27.417 .000 7.8 39.83 3091.5 2235.735 27.500 .000 7.0 39.59 3077.1 2214.591 27.583 .000 6.7 39.34 3062.8 2193.543 27.667 .000 5.9 39.09 3048.6 2172.588 27.750 .000 5.6 38.85 3034.4 2151.728 27.833 .000 4.9 38.61 3020.3 2130.960 27.917 .000 4.7 38.37 3006.3 2110.289 28.000 .00O 4.1 38.13 2992.3 2089.709 28.083 .000 3.9 37.88 2977.7 2069.228 28.167 .000 3.4 37.61 2961.9 2048.853 | 28.250 .000 3.3 37.35 2945.4 2028.590 | 28.333 .000 2.9 37.09 2929.0 2008.438 28.417 .000 2.8 36.83 2912.7 1988.397 28.500 .000 2.4 36.58 2896.5 1968.466 28.583 .000 2.3 36.32 2880.3 1948.645 28 ^ 667 .000 1.9 36.07 2864.3 1928.931 / 28.750 .000 1.9 35.82 2848.3 1909.327 28.833 .000 1.5 35.56 2832.5 1889.830 28.917 .000 1.5 35.31 2816.7 1870.442 29.000 .00O 1.1 35.07 2801.0 1851.159 29.083 .000 1.1 34.82 2785.4 ' 1831.984 29.167 .000 .8 34.57 2769.9 1812.913 29.250 .000 .8 34.33 2754.4 1793.948 29.333 .000 .5 34.09 2739.1 1775.088 29.417 .000 .5 33.84 2723.2 1756.336 29.500 .000 .4 33.60 2706.6 1737.698 29.583 .000 ' .4 33.37 2689.7 1719.177 ` 29.667 .000 .2 33.13 2672.9 1700.770 29.750 .000 .2 32.89 2656.3 1682.477 29.833 .000 .1 32.66 2639.7 1664.298 29.917 .000 .1 32.43 2623.3 1646.233 * FLOW PROCESS FROM NODE 5.20 TO NODE 4.00 IS CODE = 1 ------------------------------------------------- -------------------- >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .494 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 16.884 WATERCOU LENGTH = 26600 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 14000.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 330.000 FEET BASIN FACTOR = .017 WATERSHED AREA = 1870.000 ACRES | BASEFLOW = .00O CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .320 LOW LOSS FRACTION = .282 *HYDROGRAPH MODEL 01 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .57 / SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.18 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.55 ` SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.84 SPECIFIED PEAK 6-HOUR RATNFAi'i(INCH) = 4.25 .' � ' . . SP ECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.8O � *USE :r ED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUl� FA � 3O-nINUTE FAC 1-HOUR F ACTOR * w -HOUK FACTOR � FACl:OR = .969 24 - HOU R FACTOR do RUHOFF HYDROGRAPH LISTING LIMI MU DEL TIME (HOURS) FOR BEGINNING OF RESULTS = 15. MODEL TlME(HOURS) FOR END OF RESULTS = 1 8.00 mW *� . =================================================================== UNIT HYDRO OR: APH DETE RMINAT ION ------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH sow NUMBEK MEAN VALUE ORDINATES(CFS) -------------------- .9 2 18.188 =IN 2 3. 46O 564.292 9.267 1313.276 = 4 18.654 2122.795 = 5 29.627 2481.700 43.O27 3030 .550 ._ 7 57 .795 3339.754 8 70 260 2818.897 w� 9 79.7O8 2136.732 0 86.377 15O8.242 - 11 9O.722 982.534 = 12 93.931 725.855 13 96.O53 479.846 =° 4 97.442 314.175 15 98.184 167.774 == 16 98.5O1 71.6O5 1 7 98.817 71.605 18 99.134 71.6O5 °= !9 99.45O 7:1 .6O5 O 99.767 71.6O5 ° - 21 100.000 52.68O ---------------------------------------------------------------------------- goo [OT OIL-LOSS VOLUME( ACRE-FEET) = 4O9.7O31 TOTAL ST ORM RUNOFF VOLUME(ACRE-FEET) = 1O89.412O WW Mgt � OW' W. =========================================================================== ~_ = 24 STORM R U N O F F H Y D R O G R A P H ~re HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . ------------------------- --------------------------------------------------- m� l'lME(HRS) VOLUME((I F) Q(CFS) O. 550 .0 110O.0 1 65O.0 22OO.O - ... ... ....... --------------------------------------------- w~ 15.O83 56 8.3364 1068.33 . . QV . . 15.167 575.7794 1080.72 . . Q.V . 0 wa. 15.250 583.2991 1091.87 . . Q.V . . . 15.333 590.8920 1102.49 . . QV . 15.417 598.5207 1107.68 . . QV . . *- �5.500 606.1243 1104.05 . . Q V . . 15.583 613.5680 1080.82 . . Q. V . . =° 15.667 62O.7123 1O37.36 . . Q . V . . ~_ 15.750 627.5261 989.35 . . Q . V . 15.833 633.9542 933.37 . . Q . V . 15.917 64O.0403 883.71 . . Q . V . \6.00O 646.0652 874.81 . . Q . V . 0 I. 16.O83 652.7502 97O.67 . . Q . V . . 16.167 660.6600 1148.50 . . Q V . . ~� 16.250 67O.6628 1452.40 . . . V Q . 0 = 16.333 682.7227 1751.09 . . . V .Q 16.417 695.8885 1911.68 . . . V . Q . ,_ 16.50O 710.2355 2083.18 . . . V . Q . 16.583 724.9941 2142.95 . . . V . Q . = 16.667 738.4688 1956.51 . . . V . Q 16.750 750.2854 1715.78 . . . V .Q 16.833 760.6934 1511.24 . . . Q . . ^° 16.917 77000933 1364.86 . . . 0 V . . 17.000 779.0079 1294.41 . . . Q V . . . 17.083 787.4262 1222.34 . . . Q V . . 17.167 795.4369 1163.15 . . .Q V. 0 = 17.250 802.9891 1096.58 . . Q. V. . =~ 17.333 81O.1305 1036.93 . . Q . V. . 17.417 817.0024 997.80 . . 0 . V. . = 17.500 823.5453 950.04 . . 0 . V . 17.583 829.7075 894.75 . . 0 . V . . 17.667 835.. 5049 841.77 . . Q . V . _, 17.750 840.9537 791.17 . . Q . V . 17.833 846.0598 741.40 . . Q . .V . °W 17.917 85O.9782 714.15 . . Q . .V 18.000 855.7436 691.93 . , Q , ,y , w= NW ��******* XS' ****** * **** ******************** wu FLOW PROCESS FROM NODE 5.20 TO NODE 4.00 IS CODE = 11 � ----------------------------- - ---- -- - - ------------------ • - -----. >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< =============== ============================================================= ~~ =" STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) � ------------ � �� ' ' '' ' . �.�� --. TIME(HRS) VOLUME(AF) Q([;S) O" 1275,0 2550 "0 3825.0 510O.0 ---------------------------------------------------------------------------- 15'0U3 2464 . 568O 3694.0o ' .V . Q . . 15.167 2490 .1.830 37 . .V . Q. . l5.250 2515.965O 3743.65 . .V . Q. If 15' 333 2541.9140 3767'74 . .V . Q. . 15. 417 2567.992O 3786.57 . .. V . Q. . 15.500 2594 .139O 3796 . . V . Q. . 15. 583 262O.2160 3786. . . V . Q. . z5.667 2646.0850 3756.O9 . . V . Q. .. 15.75O 2671.7O90 372O . . V . Q. . 15. 833 2697.0320 3676.82 . . V . 0 . . 15.917 2722.097O 3639.5O .. . V . 0 . . 16.00O 2747.189O 3643. . . V . Q .. . 16.O83 2773.O370 3753.O6 . . V . Q. it 16.167 2800 .2230 3947.46 . . V . 0 . 16.25O 2829.627O 4269.55 . . V . . 0 . 16.333 2861.2020 4584.56 . . V . . 0 .. 16.417 2893.980O 4759.48 . . V . . Q . 1 6.5OO 2928.0390 4945.25 . . V . . 0 . 16.583 2962.612O 5020.03 , . V . . Q. 16.667 2996.0090 4849.22 . . V . . 0 . 16.75O 3027.8580 4624.45 . . V . . 0 . 16.833 3058.4090 4436.11 . . V . .. 0 . 16. 3088.0660 4306.10 . . V . . 0 . 17.000 3117.351O 4252.19 . . V . . 0 . 17.O83 3146.251O 4196.38 . . V . . 0 . 17.167 3174.8470 4152.O4 . . V . . 0 . 17.25O 3203.0780 4099.20 . . V . . 0 . 17.333 3230.9930 4053.20 . . V . . . 17.417 3258.731O 4027.67 . . V . .Q . • 17.500 3286.235O 3993.5O . . V . .Q . 17.583 3313.451O 3951.75 . . V . 0 • . 17. 667 3340 .3950 3912.25 . . V . 0 . 17.75O 3367.0820 3875.03 . . V . Q . 17.833 3393.5180 3838.55 . . V . 0 . 17.9 3419.857O 3824.46 . . V . Q. . 18.000 3446.1330 3815.26 . . V . Q. . 18.O83 3472.369O 38O9.38 . . V . Q. . 1 8.167 3498.5700 38O4.49 . . V . Q. . 18.250 3524.7500 3801.30 . . V . Q. . 18.333 3550.914O 3799.O6 . . V . Q. . 18.417 3577.0640 3796.98 . . V . Q. . 18.500 3603 .1990 3794.77 . . V . Q. . 1. . 8.583 3629.317O 379241 . . V . Q. . 18.667 3655.422O 379O.41 . . V . Q. . 18.75O 3681.519O 3789.3O . . V . Q. . 18 .833 3707.6190 3789.67 . . V . Q. . 18.917 3733.726O 379O.75 . . V . Q. . 19.000 3759.843O 3792.23 . . V . Q. . 19.O83 3785.9730 3794.O8 . . V . Q. . 19 .167 3812.118O 3796.2O . . V . Q. . 19.25O 3838.2790 3798.53 . . V .. Q. .• 19.333 3864.456O 3801.01 . . V . Q. . 19.417 3890.65 38O3.52 . . V . Q. . 19.500 39 3806.04 . . V . Q. . 19.583 3943.O940 38O8.57 . . V . Q. . 19.667 3969.341O 3811.O9 . . V . Q. . 19.750 3995.6050 3813.59 . . V . Q. . 19.833 4021.887O 3816.12 . . V . Q. . . 19.917 4048.1860 3818.6O . . V . Q. . 20.0OO 4074.5010 3821.O3 . . V. Q. . 20 .083 4 100 . 8330 3823.41 . . V. Q. .. 2O.167 4127.181O 3825.72 . .. V. 0 . 2O.250 4153.544O 3827.96 . . V. 0 . 20.333 4179.923« 383O.13 . - ,. V' _ Q - ' '. 20.417 4206.3150 3832.23 . . V. Q . 20.500 4232.7220 3834.24 . . V. Q . w 20.583 4259.1420 3836.18 . . V. Q . 20.667 4285.5750 3838.03 . . V Q . wm 20.750 4312.0200 3839.81 . . V Q . WI 20.833 4338.4760 3841.49 . . V Q 20.917 4364.9440 3843.10 . . V Q . w� 21.000 4391.4210 3844.54 . . V Q 2'1'O83 4417.9080 3845.78 . . V Q . °w 21.167 4444.4010 3846.86 . . V Q . M. 21.250 4470.9010 3847.82 . . Q 21.333 4497.4070 3848.66 . . .V 0 . wo 21.417 4523.9180 3849.39 . . .V Q . 21.500 4550.4330 3850.00 . . .V Q . �� 21.583 4576.9520 3850.52 . . .V Q . 21.667 4603.4730 3850.93 . . .V Q . am 21.750 4629.9970 3851.24 . . .V Q . um 21.833 4656.5220 3851.45 . . .V Q . 21.917 4683.0480 3851.57 . . .V 0 . so 22.000 4709.5740 3851.60 . . . V Q . 22.083 4736.10OO 3851.55 . . . V Q . go. 22.167 4762.6250 3851.40 . . . V Q . wem 22.250 4789.14S0 3851.18 . . . V 0 22.333 4815.6690 3850.87 . . . V 0 . 61160 22.417 4842.1880 3850.48 . . . V Q . 22.500 4868.7030 3850.01 . . . V 0 . P4,4 22.583 4895.2140 3849.46 . . . V Q . m 22.667 4921.7220 3848.83 . . . V 0 . 22.750 4948.2240 3848.12 . . . V 0 0 °~ 22.833 4974.7210 3847.34 . . . V 0 . 22.917 5001.2120 3846.49 . . . V 0 . w� 23.000 5027.6970 3845.56 . . . V Q . 23.083 5054.1740 3844.56 . . . Q . m. 23.166 5080.6450 3843.48 . . . V Q . = 23.250 5107.1070 3842.33 . . . V Q 23.333 5133.5610 3841.11 . . . V 0 . m. 23.416 5160.0O6O 3839.83 . . . V 0 . 23.06 5186.4420 3838.47 . . . V 0 . = 23.583 5212.8680 3837.05 . . . V 0 . 23.666 5239.2830 3835.56 . . . V Q . °� 23.750 5265.6880 3834.00 . . . V Q . •° 23.833 5292.0820 3832.38 . . . V 0 . 23.916 5318.4640 3830.70 . . . V 0 . =m 24.000 5344.8340 3828.95 . . . V 0 m. CND OF FLOOD ROUTING ANALYSIS = m mc m m = • = ~~ bau �" _ u WILLIAMS s�NORr E APPENDIX II San Sevaine Watershed To Foothill Blvd. L E C C C C 1 C **************************************************************************** FLOOD ROUTING ANALYSIS USING ORANGE/SAN BERNARDINO COUNTY UNIT-HYDROGRAPH (1986 MANUAL) (c) Copyright 1983-88 Advanced Engineering Software (aes) Ver. 3.0A Release Date: 7/21/88 Serial # 2124 Analysis prepared by: m. 4011 Fuscoe, Williams, Lindgren & Short ************************** DESCRIPTION OF STUDY ************************** * SAN SEVAINE HYDROLOGY TO FOOTHILL WITH ULTIMATE BASINS 2-5, RICH BASIN. * + NO DIVERSION. ULTIMATE DEVELOPMENT * * * ************************************************************************** FILE NAME: C:\ESS\ULT2\SSULTB.DAT TIME/DATE OF STUDY: 23: 6 2/ 4/1989 = °*************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 1 = >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .456 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 18.290 WATERCOURSE LENGTH = 16200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 8200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 3520.000 FEET = BASIN FACTOR = .040 WATERSHED AREA = 1262.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .850 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .149 VALLEY(UNDEVELOPED/DESERT) : "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .293 LOW LOSS FRACTION = .126 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH) = .68 SPECIFIED PEAK 30-MINUTES RAINFALL( INCH) = 1.40 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.86 ~m SPECIFIED PEAK 3-HOUR RAINFALL( INCH) = 4.00 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 6.50 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 16.00 41111 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .585 30-MINUTE FACTOR = .606 1-HOUR FACTOR = .618 3-HOUR FACTOR = .912 6-HOUR FACTOR = .958 24-HOUR FACTOR = .977 RUNOFF HYDROGRAPH LISTING LIMITS: °= MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 . MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 . . UNIT HYDROGRAPH DETERMINATION . . INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) =w 1 1.307 199.514 ~~ 2 4.877 544.894 =w 3 10.431 847.671 4 18.518 1234.195 ~~ 5 29.731 1711.427 6 49.104 2956.648 ~= 7 60.090 1676.788 8 66.654 1001.738 - 9 71.602 755.203 ~~ 10 75.648 617.529 11 79.021 514.881 ~ 12 81.880 436.329 13 84.347 376.412 -~ 14 86.493 327.658 15 88.320 278.860 16 89.928 245.390 - 17 91.341 215.639 18 92.538 182.693 - 19 93.529 151.229 - 20 94.385 130.676 21 95.128 113.351 ~ 22 95.727 91.408 23 96.133 61.979 = 24 96.435 46.039 25 96.733 45.575 26 97.005 41.462 27 97.270 40.480 28 97.516 37.596 - 29 97.747 35.171 30 97.976 34.989 = 31 98.203 34.616 32 98.427 34.137 . 33 98.650 34.113 °mo 34 98.855 31.307 35 98.926 10.859 me 36 98.997 10.758 37 99.063 10.130 =w 38 99.129 10.019 = 39 99.192 9.567 40 99.247 8.406 41 41 99.301 8.347 42 99.359 8.761 °m 43 99.419 9.178 ww 44 99.478 9.003 45 99.514 5.529 `W 46 99.541 4.167 47 99.569 4.157 . 48 99.596 4.158 49 99.623 4. 157 _~ 50 99.650 4.167 -~ 51 99.678 4.157 ml 99.705 4.157 53 99.732 4.158 54 99.759 4.157 55 99.786 4.051 56 99.802 2.437 ~° 57 99.815 1.973 58 99.828 1.962 59 99.840 1.953 60 99.854 2.030 61 99.867 1.953 62 99.879 1.952 63 99.892 1.953 = 64 99.905 1.953 65 99.918 1.953 66 99.931 1.952 67 99.943 1.953 68 99.956 1.953 = 69 99.969 1.952 70 99.982 1.953 ~� 71 99.994 1.953 72 100.000 .840 ------------ - -- ------ TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 204.4363 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1438.7850 = MO AM AAA AM 4M AM MA = 24-HOUR STORM = RUNOFF HYDROGRAPH .. =========_____========= mil HYDROSRAPH IN FIVE-MINUTE INTERVALS(CFS) •.. MP TIME(HRS) VOLUME(AF) Q(CFS) 0. 525.0 1050.0 1575.0 2100.0 °� 14.083 686.8794 984.25 . . QV. . . 14.167 693.8046 1005.55 . . Q. . . =m 14.250 700.9245 1033.81 . . Q. . . 14.333 708.3038 1071.48 . . VO . . .. 14.417 716.0156 1119.75 . . V.Q . . 40 14.500 724.2644 1197.74 . . V 0 . . 14.583 732.8174 1241.90 . . V Q . • ~0' 14.667 741.5496 1267.91 . . V 0 . . 14.750 750.4140 1287.12 . • V Q . ~ • ~ 14.833 759.3817 1302.11 . • .V 0 • • ~_ 14.917 768.4311 1313.97 . . .V 0 . • 15.000 777.5443 1323.23 . . .V 0 . . ~~ 15.083 786.7086 1330.67 . . .V 0 . . 15.167 795.9116 1336.27 . . . V 0 . . -~ 15.250 8n5.1429 1340.38 . . . V 0 . . 15.333 814.3922 1342.99 . . . V Q . . - 15.417 823.5833 1334.56 . . . V 0 . . ~ 15.500 832.5896 1307.71 . . . VO , . 15.583 841.3124 1266.54 . . . VO . . ~ 15.667 849.6326 1208.10 . . . 0 . • 15.750 857.4183 1130.47 . . .0 V . . ~ 15.833 864.2885 997.56 . . Q. V . . = 15.917 870.7996 945.40 . . 0 . V . . 16.000 877.3596 952.52 . . 0 . V . . - 16.083 884.5514 1044.25 . . Q. V . . 16.167 892.7762 1194.24 . . . 0 V . . ~~ 16.250 901.9937 1338.37 . . . 0 . . 16.333 912.4349 1516.07 . . . V 0 . . -~ 16.417 924. 1493 1700.92 . . . V . 0 . - 16.500 937.9686 2006.56 . . . V . 0 , 16.583 948.8783 1584.09 . . . V 0 . ~- 16.667 958.2033 1353.99 . . . QV . . 16.750 967.1149 1293.96 . . . 0 V . . ~.. 16.933 976. 4375 1353.64 . . . 0 V . . ~~ 16.917 985.9379 1379.46 . . . QV . . 17.000 995.4966 1387.93 . . . QV . . 4.0 17.083 1005.0640 1389.24 . . . gV . . 17.167 1014.5780 1381.39 . . . 0 V . . °� 17. 1023.9680 1363.47 . . . 0 V . . 40 17.333 1033. 1760 1336.94 . . . 0 V , , 17.417 1042.0970 1295.34 . . . 0 V , . Me 17.500 1050. 4830 1217.66 . . . 0 V. . 17.583 1058.5190 1166.77 . . . 0 V. , °• 17.667 1066.3230 1133.10 . . .0 V. , 17.750 1073.9300 1104.60 . . .0 V. , .. 17.833 1081. 3440 1076.53 . . 0 V , AN 17.917 1088.5650 1048.46 . . Q. V . 18.000 1095.6350 1026.58 . . Q. V , �14 410 ,*****************,********** ~� FLOW PROCESS FROM NODE 1.00 TO NODE 401.00 IS CODE = 5 ,*" > > > > >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: EASEWIDTH (FT) = 20.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1960.00 DOWNSTREAM ELEVATION = 1510.00 CHANNEL LENGTH (FT) = 7000.00 MANN I NGS FACTOR = .014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2006.56 AVERAGE FLOWRATE IN EXCESS OF 50'!. MAXIMUM INFLOW = 1277.00 CHANNEL NORMAL VELOCITY FOR 0 = 1277.00 CFS = 35.61 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .954 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .987 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 15.083 1330.7 • 1325.9 15.167 1336.3 1332.7 15.250 1340.4 1337.7 15.333 1343.0 1341.3 15.417 1334.6 1339.9 15.500 1307.7 1324.7 15.583 1266.5 1292.7 15.667 1.208.1 1245.3 15.750 1130.5 1 179. 9 15.833 997.6 1082.0 15.917 945.4 979.4 16.000 952.5 948.5 16.083 1044.2 986.4 16.167 1194.2 1098.9 16.250 1338.4 1246.3 16.333 1516.1 1402.8 16.417 1700.9 1582.9 16.500 2006.6 1812.3 16.583 1584.1 1847.8 16.667 1354.0 1502.5 16.750 1294.0 1333.8 16.833 1353.6 1316.6 16.917 1379.5 1362.7 17 . 000 1387.9 1382.4 17.083 1389.2 1388.3 17.167 1381.4 1386.3 17.250 1363.5 1374.8 17.333 1336.9 1353.8 17.417 1295.3 1321.8 • 17.500 1217.7 1267.0 17.583 1166.8 1199.5 17.667 1133.1 1154.8 17.750 1104.6 1122.9 17.833 1076.5 1094.5 17.917 1048.5 1066.4 18.000 1026.6 1040.6 • ` • ' . . .. ~ **********************************************w****m************a********** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = >>>>>UNIT-HYDROGRAPH ANALYS%S<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .405 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 20.588 WATERCOURSE LENGTH = 21200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 10500.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 3690.000 FEET BASIN FACTOR = .028 WATERSHED AREA = 2416.000 ACRES BASEFLOW = .000 CFS/SQUARE-MIL-E VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .300 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .500 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .190 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .314 LOW LOSS FRACTION = .188 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .65 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.36 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.78 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.55 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 5.68 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 12.90 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .585 30-MINUTE FACTOR = .606 1-HOUR FACTOR = .618 3-HOUR FACTOR = .912 6-HOUR FACTOR = .958 24-HOUR FACTOR = .977 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 _ UNIT HYDROGRAPH DETERMINATION INTERVAL "G" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.499 437.989 2 5.885 1281.630 3 14.168 2420.052 4 25.681 3364.019 5 41.937 4749.697 6 57.979 4687.292 7 67.564 2800.442 8 74.288 1964.859 _ 19.063 1929.3 1942.8 19.167 1893.8 1906.7 19.250 1860.1 1872.4 19.333 1828.1 1839.7 19.417 1797.5 1808.6 19.500 1768.4 1779.0 19.583 1740.6 1750.7 19.667 1714.1 1723.7 19.750 1688.8 1697.9 19.833 1664.6 1673.4 19.917 1641.5 1649.9 20.000 1619.5 1627.5 * *************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<‹ (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE "LAG" TIME = .118 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 70.386 WATERCOURSE LENGTH = 4000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 1800.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 80.000 FEET BASIN FACTOR = .020 • WATERSHED AREA = 102.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .411 LOW LOSS FRACTION = .350 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .67 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.18 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.57 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.50 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.00 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .520 30-MINUTE FACTOR = .548 1-HOUR FACTOR = .564 3-HOUR FACTOR = .883 6-HOUR FACTOR = .947 24-HOUR FACTOR = .971 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 • UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 8.771 108.192 2 53.386 550.356 3 89.505 445.558 4 97.972 104.439 -= 5 99.358 17.099 6 99.743 4.752 7 99.936 2.376 8 100.000 .792 = _ 4111/ TOTAL SOIL—LOSS VGLUME(ACRE—FEET) = 28.1419 TOTAL STORM RUNOFF VOLUME(ACRE—FEET) = 54.3650 = ~~ . as as ■ ~_ ~ 2 4-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 15.083 30.6770 56.22 . Q . . V . . 15.167 31.0652 56.37 . Q . . V . . 15.250 31.4545 56.53 . Q . . V . . 15.333 31.8451 56.71 . Q . . V . . 15.417 32.2190 54.28 . 0 . . V . . 15.500 32.5035 41.32 . 0 . . V . . 15.583 32.7213 31.62 . 0 . . V . . 15.667 32.9377 31.42 . 0 . . V . . 15.750 33.1661 33.17 . 0 . . V . . 15.833 33.3949 33.21 . 0 . . V . . _ 15.917 33.6413 35.79 . 0 . . V . . 16.000 33.9636 46.79 . 0 . . V . . 16.083 34.5879 90.65 . . Q . V . . 16.167 36.0283 209.14 . . . VQ . . - 16.250 37.1965 169.62 . . . 0 V . . 16.333 37.6713 68.95 . Q. . V . . 16.417 37.9576 41.56 . 0 . . V . . - 16.500 38.2806 46.91 . 0 . . V . . 16.583 38.6589 54.93 . 0 . . V . . 16.667 39.0465 56.28 . 0 . . V . . 16.750 39.4328 56.09 . 0 . . V. . 16.833 39.8179 55.91 . 0 . . V. . 16.917 40.2017 55.73 . 0 . . V. . 17.000 40'5842 55.54 . 0 . . V. . 17.083 40.9574 54.18 . 0 . . V . 17.167 41.2879 48.00 . 0 . . V . 17.250 41.5817 42.65 . 0 . . V . 17.333 41.8625 40.78 . 0 . . V . 17.417 42.1369 39.85 . 0 . . .V . 17.500 42.4063 39.11 . 0 . . .V . 17.583 42.6711 38.45 . 0 . . .V . 17.667 42.9318 37.85 . Q . . .V . 17.750 43.1886 37.30 . 0 . . .V . 17.833 43.4420 36.78 . 0 . . .V . 17.917 43.6920 36.30 . 0 . . . V . 19.000 43.9388 35.85 . 0 . . . V . **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 7 }>>>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<(<< = __ �4 4- 4 .r**********4 n.********************************************************** FLOW PROCESS FROM NODE .43 TO NODE .44 IS CODE = 3 >>>>>MODEL FLOW-THROUGH DETENTION BASIN ROUTING<M( ______ _____=_ ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: ' . SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .10 3000.00 .300 3 3.00 3178.00 9.300 4 10.00 4352.00 95.700 5 20.00 5618.00 225.700 - 6 22.00 5838.00 251.700 7 25.00 6154.00 290.700 -- INFLOW __ (STREAM 1) | | -- V effective depth | (and volume) � | | | __ � | | V | detention |<-->| outflow | basin - 1 | | A | \ - � | storage | basin outlet V OUTFLOW - (STREAM 1) _____ BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 15.083 .000 4980.3 9.94 4310.7 94.965 15.167 .000 5041.9 10.30 4366.1 99.620 15.250 .000 5097.4 10.66 4413.1 104.332 15. 333 . 000 5146. 9 11.03 4459. 1 109. 069 15.417 .000 5185.6 11.39 4505.0 113.756 15.500 .000 5191.0 11.73 4549.4 118.175 15.583 .000 5158.7 12.03 4589.9 122.092 15.667 .000 5095.5 12.28 4624.8 125.334 15.750 .000 5005.8 12.47 4652.4 127.767 15.833 .000 4914.9 12.60 4672.4 129.437 15.917 .000 4852.9 12.68 4686.1 130.586 16.000 .000 4839.8 12.76 4696.5 131.573 16.083 .000 4950.4 12.89 4709.4 133.232 16.167 .000 5302.4 13.19 4736.5 137.130 16.250 .000 5664.2 13.65 4784.9 143.185 16.333 .000 5939.6 14.23 4850.9 150.683 16.417 .000 6157.0 14.88 4928.6 159.143 16.500 .000 6162.6 15.49 5008.5 167.091 16.583 .000 6022.2 15.99 5078.9 173.588 16.667 .000 5887.6 16.39 5135.7 178.766 16.750 .000 5827.4 16.73 5182.6 183.207 16.833 .000 5812.1 17.04 5223.9 187.257 i _. - , . -. - .. 16.917 .000 5807.3 17.33 5261.9 191.014 17.000 .000 5820.3 17.61 5297.7 194.613 17.083 .000 5838.9 17.88 5332.3 198.102 17.167 .000 5839.0 18.13 5365.1 201.366 17.250 .000 5813.2 18.35 5395.0 204.246 17.333 .000 5767.7 18.53 5420.7 206.636 17.417 .000 5705.9 18.67 5441.2 208.459 17.500 .000 5638.0 18.77 5456.2 209.711 17.583 .000 5571.4 18.83 5465.8 210.438 17.667 .000 5507.5 18.85 5470.6 21().692 17.750 .000 5445.9 18.83 5471.0 210.519 17.833 .000 5386.8 18.79 5467.5 209.964 17.917 .000 5331.0 18.72 5460.4 209.072 18.000 .000 5278.2 18.63 5450.3 207.887 _ 18.083 .000 5226.0 18.52 5437.4 206.431 18.167 .000 5170.1 18.38 5421.9 204.696 18.250 .000 5110.6 18.23 5403.6 202.678 18.333 .000 5048.5 18.05 5382.6 200.377 - 18.417 .000 4983.4 17.85 5358.8 197.792 18.500 .000 4918.4 17.63 5332.3 194.941 18.583 .000 4856.4 17.40 5303.5 191.862 _ 18.667 .000 4797.4 17.15 5272.5 188.590 18.750 .000 4741.2 16.88 5239.9 185.156 18.833 .000 4687.7 16.61 5205.8 181.588 18.917 .000 4637.1 16.32 5170.5 177.914 - 19.000 .000 4588.5 16.03 5134.3 174.155 19.083 .000 4541.5 15.74 5097.4 170.326 19.167 .000 4495.9 15.44 5059.8 166.443 _ 19.250 .000 4451.9 15.14 5021.8 162.517 19.333 .000 4409.2 14.84 4983.4 158.563 19.417 .000. 4368.0 14.53 4944.8 154.590 19.500 .000 4327.9 14.22 4906.1 150.608 '- 19.583 .000 4289.1 13.92 4867"3 146.626 19.667 .000 4251.4 13.61 4828.6 142.651 19.750 .000 4214.9 13.31 4789.9 138.690 19.833 .000 4179.4 13.00 4751.5 134.750 19.917 .000 4144.9 12.70 4713.2 130.836 20.000 .000 4111.4 12.40 4675.3 126.953 20.083 .000 4079.0 12.11 4637.6 123.105 20.167 .000 4048.3 11.82 4600.4 119.303 20.250 .000 4019.4 11.53 4563.6 115.555 20.333 .000 3991.6 11.24 4527.4 111.865 20.417 .000 3964.3 10.96 4491.7 108.233 20.500 .000 3937.5 10.69 4456.6 104.658 20.583 .000 3911.2 10.42 4422.1 101.139 20.667 .000 3885.3 10.15 4388.1 97.676 20.750 .000 3859.7 9.89 4352.0 94.285 20.833 .000 3834.6 9.62 4310.5 91.008 20.917 .000 3809.9 9.36 4266.9 87.861 ************************ **************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.10 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<{< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .126 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 66.144 WATERCOURSE LENGTH = 12200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 2400.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 640.000 FEET BASIN FACTOR = .015 WATERSHED AREA = 585.000 ACRES = BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELORED) S-GRAPH SELECTED MAkIMUM W0TERSHED LOSS RATE(INCH/HOUR) = .291 LOW LOSS FRACTION = .246 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL (INCH) = .58 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.18 SPECIFIED PEAK 1-HOUR RAINFALL( INCH) = 1.58 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.07 410 SPECIFIED PEAK 6-HOUR RAINFALL( INCH) = 4.65 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.60 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .520 ~� 30-MINUTE FACTOR = .548 1-HOUR FACTOR = .564 3-HOUR FACTOR = .883 6-HOUR FACTOR = .947 24-HOUR FACTOR = .971 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 NOTE: RATIO OF (LENGTH TO CENTROID) / (LENGTH OF WATERCOURSE) IS NOT BETWEEN [.25] AND [.75] UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) . 1 7.759 548.912 2 48.578 2887.896 3 86.696 2696.776 4 97.286 749.255 5 99.141 131.231 99.656 36.464 7 99.914 18.232 8 100.000 6. 077 °m --------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 120.9392 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 380.6285 _ _______________ 4. 24-HOUR STORM . RUNOFF HYDROGRAPH . ================================================== _= __ au HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . . TIME(HRS) VOLUME Q(CFS) 0. 275.0 550.0 825.0 1100.0 ~. 15.083 217.1832 403.79 . . 0 . V . . 15.167 219.9613 403.38 . . Q . V . . . 15.250 222.7366 402.96 . . 0 . V . . 15.333 225.5085 402.48 . . 0 . V . . o 15.417 228.1628 385.41 . . 0 . V . . ~° 15.500 230.2185 298.48 . Q . V . . 15.583 231.7510 222.51 . Q . . V . . ~ 15.667 233.2267 214.28 . 0 . . V . . 15.750 234.7991 2 28.32 . Q . . V . . ^= 15.833 236.5002 246.99 . 0 . . V . . � 15.917 238.4201 278.77 . Q . V . • 16.000 240.8537 353.36 . . 0 . V . . °- 16.083 244.8055 573.80 . . 0 V . . 16.167 252.3222 1091.42 . . . V . Q. ~ 16.250 259.0271 973.56 . . . V . 0 • 16.333 262.2564 468.90 . . Q . V . • ~~ 16.417 264.2476 289.12 . 0 . V . . _ 16.500 266.4471 319.37 . .Q . . V . ~ 16.583 269.0818 382.56 . . 0 . V . . ~- 16.667 271.8340 399.63 . . Q . V . . 16.750 274.6040 402.20 . . 0 . V . . 16.833 277.3846 403.73 . . 0 . V. . .° 16.917 280.1727 404.83 . . Q . V. . 17.000 282.9659 405.57 . . Q . V. . ~ 17.083 285.6949 396.25 . . Q . V . 17.167 288.0668 344.40 . . Q . V . -~ 17.250 290.0857 293.15 . Q . V . 17.333 291.9757 274.43 . Q. . V . - 17.417 293.8114 266.53 . 0. . V . =° 17.500 295.6067 260.68 . Q. . .V . 17.583 297.3666 255.54 . 0. . .V . ~ 17.667 299.0950 250.96 . Q. . .V . 17.750 300.7948 246.81 . 0 . . .V . ~ 17.833 302.4679 242.94 . 0 . • .V . 17.917 304.1161 239.32 . Q . . �~ .V . 18.000 305.7409 235.92 . 0 . . . V . "= ~" **************************************************************************** °uf FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 ______�� w. >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< =======================_____ ___ ____=_______ _ . ( UNIT-HYDROGRAPH ADDED TO STREAM #3) . . WATERCOURSE "LAG" TIME = .636 HOURS °~ UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 13.099 = " WATERCOURSE LENGTH = 19400.000 FEET - LENGTH FROM CONCENTRATION POINT TO CENTROID = 11600.000 FEET ^- ELEVATION VARIATION ALONG WATERCOURSE = 3980.000 FEET nuqrm F4rTOR = .045 WATERSHED AREA = 1960.000 ACRES BASEFLOW = CFS/SQUARE-MILE VALLEY(DEVELOPED): ^S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .650 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .350 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIKUM WATERSHED LOSS RATE(INCH/HOUR) = .308 LOW LOSS FRACTION = .132 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .76 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.55 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 2.08 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 4.13 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 6.94 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 16.80 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .520 30-MINUTE FACTOR = .548 - 1-HOUR FACTOR = .564 ~~ 3-HOUR FACTOR = .883 6-HOUR FACTOR = .947 24-HOUR FACTOR = .971 RUNOFF HYDROG LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) - ------------------------------------------- ~~ 1 1.044 247.359 ~� 2 3.531 589.553 3 7,053 834.867 - 4 12.182 1215.882 5 18.808 1570.458 ~ 6 26.263 1767.202 ~° 7 34.726 2005.931 8 47.713 3078.425 0 9 55.839 1926.252 10 60.977 1217.831 11 65.022 958.946 12 68.433 808.451 13 71.241 665.700 Mk 14 73.871 623.334 15 76.097 527.631 16 78.176 492.897 17 79.967 424.545 18 81.650 398.755 19 83.152 356.225 20 84.535 327.713 21 85. 757 289.598 22 86.890 268.642 23 2 248.179 24 88. 872 221.534 25 89.725 202.335 26 90.466 175.556 91.146 161.115 28 91.752 143.669 . 29 92.324 135.571 30 92.821 117.803 = 31 93.278 108.390 ~_ 32 93.599 76.083 33 93.893 69.824 . 34 94.188 69.884 35 94.478 68.575 . 36 94.748 64.064 . 37 95.016 63.629 38 95.285 63.641 =° 39 95.529 57.912 40 95.750 52.324 WI 41 95.970 52.174 42 96.190 52.174 . 43 96.405 51.085 . 44 96.617 50.022 45 96.828 50.022 -~ 46 97.038 49.926 47 97.237 47.076 =" 48 97.402 39.160 49 97.521 28.279 °° 50 97.640 28.055 °~ 51 97.752 26.523 52 97.862 26.101 . 53 97.972 26.053 54 98.079 25.407 ~~ 55 98.172 22.168 -- 56 98.264 21.723 57 98.356 21.721 ~~ 58 98.450 22.342 59 98.550 23.850 ~ 60 98.651 23.899 = 61 98.752 23.901 62 98.829 18.307 ~~ 63 98.875 10.936 64 98.921 10.836 ~� 65 98.967 10.887 66 99.013 10.862 - 67 99.059 10.885 = 68 99.105 10.836 69 99.150 10.887 ~~ 70 99.196 10.885 71 99.242 10.836 . 72 99.288 10.885 73 99.334 10.836 . 74 99.380 10.887 *= 75 99.426 10.885 76 99.471 10.836 . 77 99.512 9.650 78 99.535 5.442 *W 79 99.557 5.147 . 80 99.578 5.047 81 99.600 5.147 °. 82 99.621 5.145 83 99.643 5.096 °° 84 99.667 5.642 °� 85 99.688 5.096 ' 86 99.710 5.096 ~~ 87 99.731 5.096 88 99.753 5.096 =w 89 99.774 5.098 90 99.796 5.096 ~� 5.096 99 817 5 91 ^ ^ "= 92 99.839 5.096 9l 99.860 5.096 94 99.882 5.098 95 99.903 5.096 96 99.925 5.096 = 97 99.946 5.096 98 99.968 5.096 99 99.989 5.098 LOU 100.000 2.555 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 347.3756 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2315.8510 = = == . au, _� 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 675.0 1350.0 2025.0 2700.0 15.083 1224.9960 1979.17 . . .V Q. . 15.167 1238.6980 1989.55 . . .V Q. . 15.250 1252.4580 1997.92 . . .V Q. . ._ 15.333 1266.2670 200�.10 . . .V Q. . 15.417 1280.0350 1999.17 . . . V Q. . 15.500 1293.6490 1976.73 . . . V Q. . 15.583 1307.0360 1943.82 . . . V 0 . . 15.667 1320.0890 1895.24 . . . V 0 . . 15.750 1332.7170 1833.66 . • . V 0 . • 15.833 1344.9010 1769.04 . . . V Q . • __ 15.917 1356.6520 1706.23 . . . V 0 . . 16.000 1367.7730 1614.78 . . . 0 . • 16.083 1379.2400 1665.08 . . . VO . . 16.167 1391.5360 1785.33 . . . V 0 . . - 16.250 1404.5720 1892.77. . . . V 0 . . 16.333 1418.5930 2035.86 . . . V 0 . 16.417 1433.5700 2174.76 . . . V . 0 . '� 16.500 1449.3200 2286.77 . . . V . 0 . 16.583 1465.8680 2402.82 . . . V . 0 . 16.667 1484.2660 2671.38~ . . . V . Q. 16.750 1500.1960 2313.07 . . V . V . 0 . ' 16.833 1514.6340 2096.41 . . . V .0 . 16.917 1528.6690 2037.80 . . . V 0 . 17.000 1543.0170 2083.41 . . . V 0 . ' 17.083 1557.4420 2094.55 . . . V .0 . 17.167 1571.9260 2103.05 . . ~ V .0 . 17.250 1586.2900 2085.61 . . . V 0 . 17.333 1600.5750 2074.22 . . . V 0 . 17.417 1614.6470 2043.27 . . . V 0 . 17.500 1628.5570 2019.69 . . . VQ. . 17.583 1642.2150 1983.20 . . . V0. . 17.667 1655.5150 1931.09 . . . Q . . 17.750 1668.5350 1890.43 . . . 0 . . 17.833 1681.3770 1864.78 . . . 0 V. . 17.917 1694.0610 1841.60 . . . 0 V. . 18.000 1706.5900 1819.24 . . . 0 V. . ~*************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.10 IS CODE = 5 >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<(< THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 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) = 25.00 CHANNEL Z = 2.50 UPSTREAM ELEVATION = 2160.00 DOWNSTREAM ELEVATION = 1950.00 CHANNELLEN3TH(FT) = 2400.00 MANNINGS FACTOR = .030 = CHANNEL ROUTIriG COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2671.38 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1797.63 CHANNEL NORMAL VELOCITY FOR Q = 1797.63 CFS = 23.41 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .932 = MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .999 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 18.083 1979.2 1975.5 15.167 1989.6 1986.2 15.250 1997.9 1995.2 15.333 2005.1 2002.8 15.417 1999.2 2001.1 15.500 1976.7 1983.9 15.583 1943.8 1954.4 15.667 1895.2 1910.8 15.750 1833.7 1853.4 15.833 1769.0 1789.7 15.917 1706.2 1726.3 16.000 1614.8 1644.0 16.083 1665.1 1649.0 16.167 1785.3 1746.9 16.250 1892.8 1858.4 16.333 2035.9 1990.1 16.417 2174.8 2130.3 16.500 2286.8 2250.9 16.583 2402.8 2365.7 16.667 2671.4 2585.5 16.750 2313.1 2427.5 16.833 2096.4 2165.8 ~ 16.917 2037.8 2056.6 17.0)0 2083.4 2068.9 17.083 2094.5 2091.0 17.167 2103.1 2100.3 17.250 2085.6 2091.2 17.333 2074.2 2077.9 17.417 2043.3 2053.2 17.500 2019.7 2027.2 17.583 1983.2 1994.9 17.667 1931.1 1947.8 17.750 1890.4 1903.4 17.833 1864.8 1873.0 17.917 1841.6 1849.0 18.000 1819.2 1826.4 °*************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 3.00 IS CODE = 5 ~� > CHANNEL ROUTING BY THE CONVEX METHOD<<<<< THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5-MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17-52, Augu ,1972, -° U.S. Department of Commerce). . ASSUrIB] REGULAR CHANNEL INFORMATION: -. BASEWIDTH(FT) = 15.00 CHANNEL z = .00 UPSTREAM ELEVATION = 1950.00 1. DOWNSTREAM ELEVATION = 1570.00 CHANNEL LENGTH(FT) = 6700.00 MANNINGS FACTOR = .014 = w. CHANNEL ROUTING COEFFICIENT ESTIMATED: .mm MAXIMUM INFLOW(CFS) = 2585.49 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1773.66 our CHANNEL NORMAL VELOCITY FOR 0 = 1773.66 CFS = 41.11 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .960 mm imp MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .994 mm ww CONVEX METHOD CHANNEL ROUTING RESULTS: .. MODEL INFLOW OUTFLOW MN TIME <STREAM 3> (STREAM 3) (HRS) (CFS) (CFS) °pm 15.083 1975.5 1968.9 15.167 1986.2 1980.5 ^m 15.250 1995.2 1990.5 15.333 2002.8 1998.8 4. 15.417 2001.1 2002.0 4. 15.500 1983.9 1992.9 15.583 1954.4 1969.9 = 15.667 1910.8 1933.7 15.750 1853.4 1883.6 . 15.833 1789.7 1823.3 ~ 15.917 1726.3 1759.8 16.000 1644.0 1687.4 =~ 16.083 1649.0 1646.7 16.167 1746.9 1695.6 . 16.250 1858.4 1799.6 lot 16.333 1990.1 1920.7 16.417 2130.3 2056.4 "m 16.500 2250.9 2187.3 16.583 2365.7 2305.2 = 16.667 2585.5 2469.9 16.750 2427.5 2509.7 . 16.833 2165.8 2303.5 .1 16.917 2056.6 2114.6 17.000 2068.9 2062.8 . 17.083 2091.0 2079.3 17.167 2100.3 2095.4 *. 17.250 2091.2 2096.0 . 17.333 2077.9 2084.9 17.417 2053.2 2066.2 *e 17.500 2027.2 2040.9 17.583 1994.9 2011.9 °M 17.667 1947.8 1972.6 me 17.750 1903.4 1926.8 17.833 1873.0 1889.1 . 17.917 1849.0 1861.7 18.030 1826.4 1838.3 .. .. *************************** *A FLOW PROCESS FROM NODE 3.00 TO NODE 3. 00 IS CODE = 1 >}>>>UNIT-HYDROGRAPH ANALYSIS((((( = = (UNIT-HYDROGRAPH ADDED TO STREAM #3) . WATERCOURSE "LAG" TIME = .261 HOURS 000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES °= UNIT INTERVAL PERCENTAGE OF LAG-TIME = 31.976 . WATERCOURSE LENGTH = 17800.000 FEET ~° LENGTH FROM CONCENTRATION POINT TO CENTROID = 8200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 2300.000 FEET . BASIN FACTOR = .020 WATERSHED AREA = 1947.000 ACRES . BASEFLOW = .000 CFS/SQUARE-MILE +0 VALLEY(DEVELOPED) : "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .350 °- FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .650 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 �� VALLEY(UNDEVELOPED/DESERT) : "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 -~ MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .475 = LOW LOSS FRACTION = .349 *HYDROGRAPH MODEL #1 SPECIFIED* - SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .60 ~- SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.26 ~_ SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.69 SPECIFIED PEAk 3-HOUR RAINFALL(INCH) = 3.30 - SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 5.10 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.50 `~~ . *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .520 _ 30-MINUTE FACTOR = .548 1-HOUR FACTOR = .564 ~~ 3-HOUR FACTOR = .883 6-HOUR FACTOR = .947 ~~ 24-HOUR FACTOR = .971 - RUNOFF HYDROGRAPH LISTING LIMITS: - MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 - ==================___-_============== _ _ 00, UNIT HYDROGRAPH DETERMINATION .0 ___________ __ __________________ INTERVAL `'S" GRAPH UNIT HYDROGRAPH w� NUMBER MEAN VALUES ORDINATES(CFS) __- _________________- . 1 2.232 525.475 . 2 10.878 2035.799 3 28.831 4227.423 °* 4 57.739 6806.794 as 5 73.302 3664.560 6 82.163 2086.481 .0 7 87.737 1312.598 8 91.338 847.810 ail 9 93. 725 562.004 10 95.592 439.556 _~ 11 96.980 326.957 ^~ 12 97.956 229.866 17; 98.589 149.075 14 98.882 68.891 15 99.114 54.530 16 99.316 47.660 = 17 99.458 33.357 18 99.59? 33.357 19 99.741 33.355 = 20 99.883 33.357 21 100.000 27.628 = ------------ - --------- TOTAL SOIL-LOSS VOLUME (ACRE-FEET) = 621. 0613 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1190.0880 � kat 1m =w � ~ ~ �ti MI 4M0 � MIA �� = =______________�______�________= . 24-HOUR STORM . RUNOFF HYDROGRAPH . =~ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . TIME(HRS) VOLUME(AF) Q(CFS) 0. 875.0 1350.0 2025.0 2700.0 . . 15.083 659.0178 1247.07 . . Q . V . . 15.167 667.6044 1246.77 . . 0 . V . . MO 15. 676. 1869 1246.18 . . 0 . V . . 15.333 684.7631 1245.27 . . Q . V . . . 15.417 693.2299 1229.38 . . Q . V • . . . 15.500 701. 2994 1171.69 . . Q . V • . . 15.583 702.5745 1056.34 . . Q . V . . °~ 15. 714.6177 877.47 . . Q . V . . 15.750 720.1425 802.21 . .0 . V . . . 5.833 725. 5665 787.56 . .Q . V . . 15.917 731.1543 811.35 . . Q . V • "� . 16.000 737.2718 888.24 . . Q . V . . 408, 16.083 745.068A 1132.06 . . Q . V . . 1.167 756.2166 1618.72 . . . 0 V . . . 16. 250 771.2611 2184.47 . . . V . 0 . 16.333 789.5706 2658.54 . • . V . Q. . 16.417 802.3493 1855.47 . . . VO . • 16.500 812.1714 1426.17 . . .Q V . . ^� 16.583 820.8756 1263.85 . . Q . V . • ~~ 16.667 829. 6936 1280.37 . . Q . V . . 16.750 838.5167 1281.11 . . Q . V . . ~ 16.833 847.3910 1288.55 . . Q. V . . 16.917 856.2369 1284.43 . . _ Q. V . . 17.000 865.0178 1274.98 . . 0 . V. , - 17.083 873.6710 1256.46 . . Q . V. . 17.167 882.0427 1215.57 . . Q . V. . ~- 17.250 8B9. 9822 1152.81 . . 0 . V. . 17.333 897.1949 1047.29 . . Q . y . . 7.417 903.9551 981.58 . . Q . V . ~.. 1 7.500 910.4216 938.94 . . Q . V . 17.583 916.6680 906.98 . . Q . V . ^.‘ 17.667 9 881.40 . . Q . .V . 17.750 928.6503 858.43 . . Q . .V . . 17.833 934.3911 833.56 . . Q " .V . 17.917 940.0195 817.24 . . Q . .V . . 18.000 945. 5517 803. 27 . .Q . .V . . °� -******************* FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5 411 --- -------- ---- ______________________ m e ; ; M O D E L CHANNEL ROUTING BY THE CONVEX METHOD< < < < < ____=_ _ . . THE MODIFIED C-ROUTING COEFFICIENT 18 ESTIMATED IN ORDER . TO ROUTE THE STREAM 3 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 INFORMATIONL BASEWIDTH(FT) = 22.00 CHANNEL Z := .00 ~ UPSTREAM ELEVATION = 1570.00 DOWNSTREAM ELEVATION = 1380.00 CHANNEL LENGTH(FT) = 5500.00 MAN.INGS FACTOR = .014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 4579.25 AVERAGE FLO IN EXCESS OF 50% MAXIMUM INFLOW = 2956.87 CHANNEL NORMAL VELOCITY FOR Q = 2956.87 CFS = 38.05 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .957 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .996 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) ■CFS) (CFS) 15.093 3216.0 3208.9 15.167 3227.3 3222.0 15.250 3236.7 3232.3 15.333 3244.1 3240.6 15.417 3231.3 3237.2 15.500 3164.6 3195.5 15.593 3026.2 3090.4 15.667 2811.2 2911.0 15.750 2685.8 2744.2 15.833 2610.8 2645.8 15.917 2571.1 2589.6 16.000 2575.6 2573.6 16.093 2778.7 2684.6 16.167 3314.3 3065.9 16.250 3984.1 3672.9 16.333 4579.2 4302.4 16.417 3911.9 4220.0 16.500 3613.4 3752.8 16.583 3569.0 3590.1 16.667 3750.3 3666.4 16.750 3790.9 3771.7 16.833 3592.0 3684.0 16.917 3399.1 3488.8 17.030 3337.7 3366.5 17.083 3335.8 3336.8 17.167 3310.9 3322.5 17.250 3:48.8 3277.6 17.333 3132.2 3186.3 17.417 3047.7 3087.0 17.500 2P79.8 3011.4 17.593 2918.9 2947.2 17.667 2854.0 2884.1 17.750 2785.3 2817.2 17.833 2722. 2751.8 17.917 2678.9 2699.3 18.000 2641.6 2659.0 .,* FLOW PROCESS FROM NODE 6.1n TO NODE 4.00 15 CODE = 1 ________________________________ � > > > >UNIT ANALYSIS< < ( ( ( = (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERCOURSE "LAG" TIME = .300 HOURS UNIT HyDF0GRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 27.808 WATERCOURSE LENGTH = 12600.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 7300.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 310.000 FEET BASIN FACTOR = .020 WATERSHED AREA = 924.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .504 LOW LOSS FRACTION = .428 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .56 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.16 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.91 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.40 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.80 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .520 30-MINUTE FACTOR = .548 1-HOUR FACTOR = .564 3-HOUR FACTOR = .883 6-HOUR FACTOR = .947 24-HOUR FACTOR = .971 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 ~ - UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.703 190.295 2 9.305 849.455 3 25.340 1791.952 4 47.046 2425.486 ~~ 5 69.072 2461.345 6 83.532 1615.823 7 91.405 879.762 8 95.734 483.759 ~m 9 97.857 237.254 10 98.547 77.126 11 99.068 58.265 � 12 99.590 58.265 13 100.000 45.836 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 307.0879 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 425.4089 .. 24-HOUR STORM = RUNOFF HYDROGRAPH . ==,==______========__-__ _ ______________ *s HhDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) mi TlME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 Am _° 16.083 263.5644 405.43 . . Q . V . . 16.167 267.6986 600.29 . . . QV . . my 16.250 273. 4539 835.67 . . . V . Q . 16.333 280.1207 968.02 . . . V . Q . ~* 16.417 286.5800 937.98 . . . V . 0 . °. 16.500 291.5721 724.85 . . . VO . . z6.583 295.4106 557.36 . . . 0 V . . ~~ 16.667 298.7527 485.27 . . Q. V . . 16.750 301.9167 459.42 . . Q . V . . = 16.833 304.9904 446.30 . . Q . V . . 16.917 308.1138 453.52 . . 0 . V . . ~ 17.000 311.2758 459.12 . . Q . V. . = _~ ************************************* �LOW PROCESS FROM NODE 4.10 TO NODE 4.00 IS CODE = 3 ~~ __- ------- _____ _______ ~~ > > > >MODEL FLOW-THROUGH DETENTION BASIN ROUT ING< << < < =�,== __= =° ~~ ROUTE RUN HYDROGRAPH FROM STREAM NUMBER 1 ~~ THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: _ SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 ~" SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 ~ - ~~ BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: - INTERVAL DEPTH OUTFLOW STORAGE °~ NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 . 2 2.00 32.00 6.200 .• 3 6.00 254.00 61.400 4 10.00 576.00 182.000 . 5 14.00 743.00 379. 100 6 18.00 1275.00 604.500 MI 7 22. 00 1556.00 883.900 8 26.00 2120.00 1163.100 m 9 30.00 2444. 00 1457.900 ^. 10 34.0o 2726. 00 1768.400 11 38.00 2978.00 2078.900 . 12 42.00 3210.00 2421.300 .i 13 46.00 3425.00 2763.700 14 48.00 3528.00 2934.500 m 15 50.00 5624.00 31 19.300 16 52.00 8429.00 3304.100 we `~ = INFLOW 'oroc^m ,` | _ | | - V effective depth ----------- 1 (and volume) | | | | . � � | . . . .V. . . . ~ . . . | detention |<-->| outflow . | basin | | �� | ^ | \ | : storage | basin outlet - V OUTFLOW . (STREAM 1) �� ~ ======= _ ===== == _ ^ BASIN ROU MODEL RESULTS(5-MINUTE INTERVALS): � TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE =w (HRS> FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ~~ _'' -__-______ _______ _________________ 15.083 .000 4714.5 32.72 2629.3 1669. 126 . 15.167 .000 4769.5 32.91 2642.5 1683.775 15.250 .000 4816.1 33.10 2655.9 1698.652 -- 15.333 .000 4861.6 33.30 2669.5 1713.749 15.417 .000 4890.4 33.49 2683.3 1728.950 ~~ 15.500 .n00 4847.8 33.68 2696.9 1743.763 _. 15.583 .000 4812.5 33.87 2710.2 1758.242 15.667 .000 4839.1 34.06 2723.2 1772.814 - 15.750 .000 4880.8 34.25 2735.6 1787.588 15.833 .000 4919.4 34.44 2747.6 1802.545 - 15.917 .000 4964.9 34.64 2759.9 1817.731 ,~ 16.000 .000 5049.9 34.84 2772.4 1833.416 16.093 .000 5283.2 35.06 2785.7 1850.617 ~- 16.167 .000 5827.9 35.33 2801.2 1871.462 16.250 .000 5758.5 35.59 2817.9 1891.714 ~~ 16.333 .000 5319.8 35.81 2833.0 1908.641 16.417 .000 5217.8 36.02 2846.6 1925.171 - 16.500 '000 5327.9 36.24 2860.1 1942. 167 ~- 16.583 .000 5461.4 36.47 2874.3 1959.985 16.667 .000 5535.3 36.70 2888.9 1978.211 ~~ 16.750 .000 5584.8 36.94 2903.8 1996.675 16.833 .000 5627.6 37.18 2918.8 2015.331 ~- 16.917 .000 5666.8 37.42 2934.0 2034. 151 . 17.000 .000 5703.3 37.67 2949.4 2053. 117 17. .000 5728.5 37.91 2964.8 2072.151 = 17.167 .000 5709.5 38.14 2979.3 2090.954 17.250 .000 5688.2 38.36 2992.5 2109.520 . 17.333 .000 5695.1 38.57 3005.0 2128.046 = 17.417 .000 5707.8 38.79 3017.6 2146.574 17.500 .000 5716.9 39.01 3030.1 2165.077 . 17.593 .000 5721.4 39.22 3042.6 2183.526 17.667 .000 5721.6 39.44 3055.1 2201.890 . 17.750 .000 5717.8 39.65 3067.5 2220. 143 17.833 .000 5710.4 39.86 3079.8 2238.259 . 17.917 .n00 5699.7 40.07 3092.1 2256.218 . 18.000 .000 5686.2 40.28 3104.2 2274.001 18.083 .000 5667.9 40.48 3116.1 2291.576 . 18.167 .000 5637.7 40.69 3128.0 2308.860 18.250 .000 5605.5 40.88 3139.6 2325.843 = 18.333 .000 5578.4 41.08 3151.0 2342.561 . 18.417 .000 5551.2 41.27 3162.2 2359.014 18.500 .000 5521.9 41.46 3173.3 2375.189 - 19.583 .0n0 5490.3 41.65 3184.1 2391.072 18.667 .000 5456.9 41.83 3194.8 2406.652 18.750 .000 5421.9 42.01 3205.2 2421.918 18.833 .000 5385.5 42.18 3215.1 2436.868 18.917 .000 5348.1 42.35 3224.4 2451.492 19.000 .000 5309.8 42.52 3233.4 2465.792 19.083 .000 5270.9 42.68 3242.3 2479.763 19.167 .000 5231.4 42.84 3251.0 2493.403 19.250 .000 5191.6 43.00 3259.5 2506.709 19.333 .000 5151.4 43.15 3267.7 2519.683 19.417 .000 5111.1 43.30 3275.7 2532.323 19.500 .000 5070.8 43.44 3283.6 2544.632 19.583 .000 5030.4 43.58 3291.2 2556.610 19.667 .000 4990.1 43.72 3298.6 2568.259 19.750 .000 4950.0 43.85 33()5.8 2579.583 19.833 .000 4910.1 43.98 3312.8 2590.583 19.917 .000 4870.5 44.10 3319.6 2601.263 20.000 .000 4831.1 44.22 3326.3 2611.627 20.083 .000 4792.2 44.34 3332.7 2621.679 20.167 .000 4753.7 44.45 3338.9 2631.423 20.250 .000 4715.7 44.56 3344.9 2640.863 20.333 .000 4678.3 44.67 3350.7 2650.006 20.417 .000 4641.4 44.78 3356.4 2658.856 20.500 .000 4605.2 44.88 3361.9 2667.419 20.583 .000 4569.6 44.97 3367.1 2675.700 20.667 .000 4534.5 45.07 3372.3 2683.705 20.750 .000 4497.4 45.16 3377.2 2691.419 - 20.833 .000 4454.8 45.24 3381.9 2698.809 20.917 .000 4410.2 45.32 3386.5 2705.859 21.000 .000 4367.3 45.40 3390.8 2712.584 ' 21.083 .000 4326.0 45.48 3394.9 2718.997 21.167 .000 4286.2 45.55 3398.8 2725.108 21.250 .000- 4247.8 45.62 3402.6 2730.929 21.333 .000 4210.8 45.68 3406.2 2736.470 ' 21.417 .000 4174.9 45.74 3409.6 2741.741 21.500 .000 4140.2 45.80 3412.8 2746.751 21.583 .000 4106.6 45.86 3415.9 2751.508 21.667 .000 4074.0 45.91 3418.8 2756.020 21.750 .000 4042.3 45.96 3421.5 2760.295 21.833 .000 4011.5 46.01 3424.1 2764.340 21.917 .000 3981.5 46.05 3426.5 2768.163 22.000 .000 3952.3 46.09 3428.8 2771.768 22.083 .000 3923.5 46.13 3430.9 2775.161 22.167 .000 3895.3 46.17 3432.9 2778.345 22.250 .000 3867.5 46.21 3434.7 2781.326 22.333 .000 3840.3 46.24 3436.5 2784.107 22.417 .000 3813.4 46.27 3438.1 2786.692 22.500 .000 3787.0 46.30 3439.6 2789.085 22.583 .000 3761.1 46.32 3441.0 2791.289 22.667 .000 3735.5 46.35 3442.2 2793.309 22.750 .000 3710.4 46.37 3443.4 2795.147 22.833 .000 3685.6 46.39 3444.5 2796.808 22.917 .000 3661.2 46.41 3445.4 2798.294 23.000 .000 3637.2 46.42 3446.3 2799.610 23.083 .000 3613.6 46.43 3447.0 2800.757 23.167 .000 3590.3 46.45 3447.6 2801.740 23.250 .000 3567.4 46.46 3448.2 2802.561 23.333 .000 3544.8 46.46 3448.6 2803.223 23.417 .000 3522.5 46.47 3449.0 2803.729 23.500 .000 3500.6 46.47 3449.2 2804.083 23.583 .000 3479.0 46.48 3449.4 2804.286 23.667 .000 3457.6 46.48 3449.5 2804.342 23.750 .000 3436.6 46.47 3449.5 2804.253 23.833 .000 3415.9 46.47 3449.4 2804.023 23.917 .000 3395.4 46.47 3449.2 2803.652 24.000 .000 3375.3 46.46 3448.9 2803.145 24.083 .000 3346.1 46.45 3448.6 2802.439 24.167 .000 3277.6 46.44 3448.0 2801.265 ''~' . ...' `.. � �� 0 �10.0 46.� ��.2 2799.632 � . ' ` -- 24.333 .000 3165.7 46.40 3446.1 2797.701 24.417 .000 3119.9 46.37 3444.8 2795.463 24.500 .000 3068.2 46.34 3443.4 2792.879 - 24.583 .000 2878.9 46.30 3441.4 2789.004 24.667 .000 2496.6 46.22 3438.3 2782.518 24.750 .000 2406.7 46.14 3434.2 2775.441 24.833 .000 2341.1 46.05 3429.8 2767.943 24.917 .000 2237.4 45.95 3425.0 2759.763 25.000 .000 2079.8 45.85 3419.6 2750.536 25.083 .000 1864.9 45.72 3413.4 2739.871 25.167 .000 1688.9 45.58 3406.3 2728.043 25.250 .000 1529.4 45.43 3398.6 2715.170 25.333 .000 1305.0 45.27 3390.0 2700.810 25.417 .000 727.3 45.05 3379.8 2682.542 25.500 .000 356.6 44.81 3367.5 2681.805 25.583 .000 328.0 44.57 3354.5 2640.962 25.667 .000 280.7 44.32 3341.3 2619.883 -- 25.750 .000 252.8 44.07 3328.0 2598.704 25.833 .000 218.2 43.82 3314.7 2577.378 25.917 .000 189.8 43.57 3301.3 2555.949 26.000 .000 164.6 43.32 3287.8 2534.440 26.083 .000 139.5 43.07 3274.3 2512.850 26.167 .000 114.9 42.82 3260.7 2491.185 26.250 .000 82.9 42.56 3247.0 2469.394 - 26.333 .000 70.7 42.31 3233.4 2447.612 26.417 .000 42.1 42.05 3219.7 2425.728 26.500 .000 42.1 41.80 3205.5 2403.941 '- 26.583 .000 25.4 41.54 319().9 2382.140 26.667 .000 25.4 41.29 3176.1 2360.441 26.750 .000~ 17.6 41.04 3161.4 2338.790 26.833 .000 17.6 40.78 3146.8 2317.239 26.917 .000 13.1 40.53 3132.2 2295.757 27.000 .000 13.1 40.28 3117.7 2274.376 27.083 .000 10.8 40.03 3103.2 2253.078 27.167 .000 10.8 39.79 3088.8 2231.879 27.250 .000 8.8 39.54 3074.5 2210.765 27.333 .000 8.8 39.29 3060.2 2189.750 27.417 .000 7.5 39.05 3046.0 2168.823 27.500 .000 7.5 38.81 3031.9 2147.994 27.583 .000 6.4 38.56 3017.8 2127.255 27.667 .000 6.4 38.32 3003.8 2106.611 27.750 .000 5.3 38.08 2989.8 2086.057 27.833 .000 5.3 37.83 2975.0 2065.604 27.917 .000 4.5 37.57 2959.0 2045.256 28.000 .000 4.5 37.31 2942.5 2025.022 28.083 .000 3.7 37.05 2926.1 2004.895 28.167 .000 3.7 36.79 2909.8 1984.881 28.250 .000 3.2 36.53 2893.6 1964.974 28.733 .000 3.2 36.28 2877.5 1945.178 28.417 .000 2.6 36.02 2861.5 1925.489 28.500 .000 2.6 35.77 2845.5 1905.910 28.583 .000 2.1 35.52 2829.7 1886.436 28.667 .000 2.1 35.27 2813.9 1867.()71 28.750 .000 1.7 35.02 2798.3 1847.811 28.833 .000 1.7 34.78 2782.7 1828.658 28.917 .000 1.3 34.53 2767.2 1809.609 29.000 .000 1.3 34.29 2751.8 1790.667 29.083 .000 1.0 34.04 2736.4 1771.828 29.167 .000 1.0 33.80 2720.4 1753.099 29.250 .000 .6 33.56 2703.6 1734.482 29.333 .000 .6 33.32 2686.8 1715.982 29.417 .000 .4 33.09 2670.0 1697.597 29.500 .000 .4 32.85 2653.4 1679.326 29.583 .000 .3 32.62 2636.9 1661.167 29.667 .000 .3 32.39 2620.4 1643.123 29.750 .0D0 .2 32.16 2604.1 1625.190 29.833 . 000 .2 31.93 2587.8 1607.368 29.917 000 .0 31.70 2571.7 1589.657 F************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 4.00 IS CODE = 1 , /))UNIT-HYDROGRAPH ANALYSIS<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .494 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 16.884 WATERCOURSE LENGTH = 26600.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 14000.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 330.000 FEET BASIN FACTOR = .017 WATERSHED AREA = 1870.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .320 LOW LOSS FRACTION = .282 *HYDROGRAPH MODEL *1 SPECIFIED* • SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .57 . SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.18 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.84 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.25 SPECIFIED PEAK 24-HOUR RA%NFALL(INCH)= 9.80 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .520 30-MINUTE FACTOR = .548 1-HOUR FACTOR = .564 3-HOUR FACTOR = .883 6-HOUR FACTOR = .947 24-HOUR FACTOR = .971 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 _ _______ UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .965 218.188 2 3.460 564.292 3 9.267 1313.276 4 18.654 2122.795 5 29.627 2481.700 6 43.027 3030.550 7 57.795 3339.754 8 70.260 2818.897 9 79.708 2136.732 10 86.377 1508.242 11 90.7 982.534 12 93'931 725.855 13 96.053 479.846 = 14 97.442 314.175 ~� 15 98.184 167.774 16 98.501 71.605 wit 17 98.817 71.605 18 99.134 71.605 19 99.450 71.605 = 20 99.767 71.605 21 100.000 52.680 TOTAL SOIL—LOSS VOLUME(ACRE—FEET) = 408.8659 TOTAL STORM RUNOFF VOLUME(ACRE—FEET) = 1073.4580 = = sur AW = AWA AM � . '-' 24-HOUR STORM RUNOFF HYDROGRAPH ==,_____ _ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) O. 450.0 900.0 1350.0 1800.0 15.093 572.3188 1084.93 . . .V Q . . 15.167 579.8406 1092.17 . . .V Q . . 15.250 587.3990 1097.48 . . .V Q . . 15.333 594.9858 1101.60 . . . V Q . ~ -- 15.417 602.5621 1100.07 . . . V 0 . . 15.500 610.0667 1089.67 . . . V Q . . 15.583 617.3694 1060.36 . . . Q . • 15.667 624.3370 1011.69 . . . QV . • 15.750 630.9360 958.17 . . .0 V . . 15.833 637.1081 896.20 . . Q. V . . _ 15.917 642.8802 8�8.11 . . Q . V . . 16.000 648.4891 814.41 . . 0 . V . . 16.083 654.5283 876.90 . . Q. V . . 16.167 661.4551 1005.77 . . . 0 V . . -- 16.250 669.9648 1235.61 . . . V 0 . . 16.333 680.0526 1464.74 . . . V . 0 . 16.417 690.9934 1588.61 . . . V . Q . .- 16.500 702.8690 1724.33 . . . V . 0 . 16.583 715.1188 1778.68 . . . V . Q. 16.667 726.4522 1645.62, . . . V . Q . 16.750 736.5953 1472.79 . . . V . Q . - 16.833 745.7641 1331.30 . . . V Q. . 16.917 754.2858 1237.36 . . . QV . . 17.000 762.5632 1201.88 . . . 0 V . . 17.083 770.5641 1161.72 . . . Q V . . 17.167 778.3316 1127.85 . . . 0 V. . 17.250 785.7846 1082.17 . . . 0 V. . 17.333 792.9215 1036.28 . . . 0 V. . 17.417 799.8273 1002.72 . . . 0 V. . 17.500 806.4263 958.18 . ~ .0 V . 17.583 812.6554 904.47 . . Q V . 17.667 818.5301 853.01 . . Q . V . 17.750 824.0762 805.30 . . Q . V . 17.833 829.3107 760.05 . . 0 . V . 17.917 834.3671 734.18 . . Q . .V . 18.000 839.2777 713.03 . . 0 . ~V ~ p*-1-********************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5 >>>>>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) = 25.00 CHANNEL z = 1.50 UPSTREAM ELEVATION = 1380.00 DOWNSTREAM ELEVATION = 1330.00 CHANNEL LENGTH(FT) = 2400.00 MANNINGS FACTOR = .014 = CHANNEL ROUTING COEFFICIENT ESTIMATED: ,� MAXIMUM INFLOW(CFS) = 4652.94 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3326.71 . CHANNEL NORMAL VELOCITY FOR Q = 3326.71 CFS = 30.77 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .948 ... ~ff MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = 1.000 - - CONVEX METHOD CHANNEL ROUTING RESULTS: ~~ MODEL INFLOW OUTFLOW ,.. TIME (STREAM 1) (STREAM 1) (HRS.?) :CFS) (CFS) -~ 15.083 3714.2 3708.7 15.167 3734.7 3729.6 ` =~ 15.250 3753.4 3748.8 ~ 15.333 3771.1 3766.7 15.417 3783.3 3780.3 .= 15.500 3786.6 3785.8 15.583 3770.6 3774.5 - 15.667 3734.9 3743.7 15.7 3693.7 3703.9 ~~ 15.833 3643.8 3656.1 _ 15.917 3598.0 3609.3 16.000 3586.8 3589.6 16.083 3662.6 3644.0 16.167 3807.0 3771.4 16.250 4053.5 3992.7 “ 16.333 4297.8 4237.5 16.417 4435.2 4401.3 -~ 16.500 4584.5 4547.7 16.583 4652.9 4636.1 . 16.667 4534.5 4563.7 ' 16.750 4376.6 4415.5 ~ 16.833 4250.1 4281.3 16.917 4171.4 4190.8 17.000 4151.3 4156.2 ~ 17.083 4126.5 4132.6 17.167 4107.2 4112.0 17.250 4074.6 4082.7 m 17.333 4041.3 4049.5 17.417 4020.3 4025.5 = 17.500 3988.3 3996.2 17.583 3947.1 3957.3 -= 17.667 3908.1 3917.7 4iat 17.750 3872.8 3881.5 17.833 3839.9 3848.0 . 17.917 3826.2 3829.6 18. 3817.2 3819.4 . 18.083 3811.: 3812.7 18.167 3805.8 3807.1 ~~ 18.250 3800.8 3802.1 40 18.333 3795.7 3796.9 18.417 3790.0 3791.4 . 18.500 3783.2 3794.8 18.583 3775.8 3777.6 . 18.667 3770.0 3771.4 _. 18.750 3766.1 3767.1 18.833 3764.4 3764.8 -- 18.917 3763.7 3763.9 lq'000 3763.8 3763.8 - ' ' � . 19.083 3764.7 3764.5 19.167 3766.0 3765.7 19.250 3767.8 3767.4 19.333 3769.9 3769.4 19.417 3772.0 3771.5 19.500 3774.2 3773.6 19.583 3776.3 3775.8 19.667 3778.5 3777.9 19.750 3780.7 3780.1 19.833 3783.0 3782.4 19.917 3785.2 3784.6 n0.000 3787.4 3786.9 **************************************************************************** FLOW PROCESS FROM NODE 4.40 TO NODE 5.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< =_____ _ (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .112 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 74.719 WATERCOURSE LENGTH = 6200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 1900.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 100.000 FEET BASIN FACTOR = .015 ~ WATERSHED AREA = 117.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .155 LOW LOSS FRACTION = .127 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.13 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.52 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.80 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.15 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.55 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .520 30-MINUTE FACTOR = .548 1-HOUR FACTOR = .564 3-HOUR FACTOR = .883 6-HOUR FACTOR = .947 24-HOUR FACTOR = .971 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 9.830 139.087 2 58.053 6b2.339 3 91.796 477.456 4 98.450 94.158 = 5 99.484 14.629 6 99.794 4.380 7 99.948 2.190 8 100.000 .730 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 11.2542 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 79.1172 = MA ~ = � =w 4111 411i =° . 24-HOUR STORM "= RUNOFF HYDROGRAPH . ==========-_____=======________=========== +A HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) AM tali TIME(HRS) VOLUME(AF) 0(CFS) 0. 75.0 150.0 225.0 300.0 =° 15.083 45.0888 83.55 . .0 . V . . 15.167 45.6459 83.80 . .Q . V . . wtit 15.250 46.2448 84.05 . .0 . V . . 35.333 46.8256 84.34 . .0 . V . . . 15.417 47.3795 80.43 . 0 . V . . . 15.500 47.7949 60.31 . Q . . V . . 15.583 48.1226 47.58 . 0 . . V . . ~° 15.667 48.4557 48.36 . 0 . . V . . 15.750 48.8135 51.96 . 0 . . V ~ . ~~ 15.833 49.2012 56.29 . 0 . . V . . ~~ 15.917 49.6422 64.03 . Q . . V . . 16.000 50.2103 82.49 . 0 . V . . . 16.083 51.1279 133.23 . . 0 . V . . 14.167 52.7963 242.26 . . . V . 0 . 16.250 54.0469 181.58 . . . 0 V . . ,~ 16.333 54.6318 84.93 . .0 . V . . 16.417 55.0440 59.85 . 0 . . V . . _ 16.500 55.5 71.10 . Q. . V . . 16.583 56.0995 82.16 . 0 . V . . ^ 16.667 56.6757 83.66 . .0 . V . . 16.750 57.2498 83.36 . .0 . V . . ^ 14.833 57.8216 83.03 . .0 . V. . _ 14.917 58.3913 82.72 . .0 . V. . 17.000 58.9589 82.42 . 0 . V. . ~~ ^° ^ , * *+*+************ *ti ******************************************************* FLOW PROCESS FROM NODE 5.00 TO NODE 7.00 IS CODE = 5 ~° __ - __ ____________________________ - > > > > >MODEL CHANNEL ROUTING BY THE CONVEX METHOD( < < < < ========================== - °= THE 11ODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER . TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5-MINUTE INTERVALS(Reference: the National Engineering Handbook, °may Hydrolog), Chapter 17, page 17-52, August, 1972, U.S. Department of Commerce). . 4er ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 24.00 CHANNEL Z = .00 . UPSTREAM ELEVATION = 1330.00 DOWNSTREAM ELEVATION = 1280.00 . CHANNEL LENGTH(FT) = 3200.00 MANNINGS FACTOR = .014 . . CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 4718.21 'm AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3362.57 CHANNEL NORMAL VELOCITY FOR 0 = 3362.57 CFS = 29.86 FPS Al. ESTIMATED CHANNEL ROUTING COEFFICIENT = .946 . MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE -^ UNIT INTERVALS IS CSTAR = .999 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 15.083 3792.3 3784.3 15.167 3813.4 3806.3 15.230 3832.8 3826.2 15.333 3851.1 3844.9 15.417 3860.8 3857.5 - 15.500 3846.1 3851.0 15.583 3822.1 3830.2 15.667 3792.0 3802.2 __ 15.750 3755.8 3768.1 15.833 3712.4 3727.2 15.917 3673.3 3686.6 16.000 3672.1 3672.5 16.083 3777.2 3741.6 16.167 4013.6 3933.5 16.250 4174.3 4119.8 16.333 4322.5 4272.2 16.417 4461.2 4414.1 16.500 4618.8 4565.3 16.583 4718.2 4684.5 - 16.667 4647.4 4671.3 16.750 4498.8 4549.2 16.833 4364.3 4410.0 '- 16.917 4273.5 4304.4 17.000 4238.6 4250.5 17.083 4212.3 ` 4221.2 17.167 4179.0 4190.3 -' 17.250 4140.2 4153.4 17.333 4104.2 4116.4 17.417 4078.6 4087.3 17.500 4048.1 4058.5 17.583 4008.1 4021.7 17.667 3967.6 3981.3 17.750 3930.5 3943.1 17.833 3896.1 3907.8 17.917 3876.9 3883.5 19.000 3866.0 3869.7 18.083 3858.3 3860.9 18.167 3850.4 3853.1 18.250 3843.6 3845.9 18.333 3837.7 3839.7 18.417 3831.5 3833.6 18.500 3824.4 3826.8 18.583 3816.6 3819.3 18.667 3809.9 3812.2 18.750 3805.1 3806.7 18.833 3802.3 3803.3 18.917 3801.0 3801.4 19.000 3800.5 3800.6 19.083 3800.7 3800.6 19.167 3801.6 3801.3 19.250 3802.9 3802.4 19.333 3804.5 3804.0 19.417 3806.3 3805.7 19.500 3808.1 3807.5 19.583 3809.9 3809.3 19.667 3811.8 3811.1 19.750 3813.6 3813.0 19.833 3815.6 3814.9 19.917 3817.6 3816.9 20.030 3819.5 3818.9 *** ************************************************************************* FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSISM<< === - (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .483 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 17.264 WATERCOURSE LENGTH = 26900.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 11300.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 250.000 FEET BASIN FACTOR = .017 WATERSHED AREA = 2302.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .358 LOW LOSS FRACTION = .320 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.17 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.52 ' SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6-HOUR-RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.30 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORSX 5-MINUTE FACTOR = .520 30-MINUTE FACTOR = .548 1-HOUR FACTOR = .564 3-HOUR FACTOR = .883 6-HOUR FACTOR = .947 24-HOUR FACTOR = .971 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .9B7 274.643 2 3.590 724.682 3 9.722 1707.199 4 19.502 2722.854 5 30.838 3155.835 6 44.916 3919.212 7 59.769 4135.256 8 72.103 3433.701 9 81.111 2507.828 10 ' 87.479 1772.823 11 91.557 1135.243 12 94.580 841.753 13 96.486 530.631 14 97.771 357.511 15 98.287 143.825 16 98.611 90.143 = 17 98.935 90.126 18 99.259 90.141 19 99.582 90.126 20 99.906 90.126 21 100.000 26.155 = TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 541.7889 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1189.9090 ~~ ` = =* = = = ` � - --�- ''- ' ' .` - �-�- 24-HOUR STORM RUNOFF HYDROGRAPH _______ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 525.0 1050.0 1575.0 2100.0 15.083 630.7078 1214.87 . . .V Q . . 15.167 639.1375 1223.99 . . .V Q . . 15.250 647.6102 1230.24 . . .V Q . . 15.333 656.1227 1236.02 . . . VQ . 15.417 664.6293 1235.15 . . . VQ . . 15.500 673.0560 1223.57 . . . VQ . . 15.583 681.2424 1188.66 . . . Q • • 15.667 689.0321 1131.07 . . .Q V . . 15.750 696.3888 1068.19 . . Q V . . 15.833 703.2415 995.01 . . Q . V . . ' 15.917 709.6671 933.01 . . Q . V . . 16.000 715.9716 915.41 . . Q . V . . 16.083 722.8801 1003.11 . . Q. V . . 16.167 730.9615 1173.43 . . . 0 V . • - 16.250 741.0596 1466.23 . . . V 0 . • 16.333 753.0783 1745.12 . . . V . 0 . 16.417 766.0947 1889.98 . . . V . 0 . - 16.500 780.2626 2057.18 . . . V . Q. 16.583 794.5735 2077.95 . . . V . Q. 16.667 807.6461 1898.13~ . . . V . Q . 16.750 819.1497 1670.31 . . . V .0 . 16.833 829.5468 1509.66 . . . VQ . . 16.917 839.1706 1397.38 . . . 0 V . . 17.000 848.5074 1355.70 . . . 0 V . . ' 17.083 857.4781 1302.54 . . . 0 V . . 17.167 866.1819 1263.79 . . . 0 V. . 17.250 874.4420 1199.37 . . . 0 V. . 17.333 882.3831 1153.04 . . .0 V. . 17.417 890.0099 1107.42 . . .0 V. . 17.500 897.2236 1047.43 . . Q. V . 17.583 903.9537 977.21 . . 0 . V , 17.667 910.2377 912.42 . . 0 . V . 17.750 916.0754 847.64 . . 0 . V ~ 17.833 921.5974 801.78 . . 0 . V . 17.917 926.9113 771.58 . . 0 . •V . 18.000 932.0543 746.77 . . 0 . ,V , �*4,4,4(4**4 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 5 >>>}>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) = 25.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1280.00 DOWNSTREAM ELEVATION = 1190.00 CHANNEL LENGTH(FT) = 6000.00 MANNINGS FACTOR = .014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 6762.41 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 4378.67 CHANNEL NORMAL VELOCITY FOR 0 = 4378.67 CFS = 31.75 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .949 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .987 CONVEX METHOD CHANNEL ROUTING RESULTS: - MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 15.083 4999.2 4977.1 15.167 5030.2 5011.2 15.250 5056.5 5040.4 _ 15.333 5080.9 5066.0 15.417 5092.6 5085.4 15.500 5074.6 5085.4 15.583 5018.9 5052.6 - 15.667 4933.3 4985.4 15.750 4836.3 4895.5 15.833 4722.2 4791.8 - 15.917 4619.6 4682.4 16.000 4587.9 4607.9 16.083 4744.7 - 4650.4 16.167 5106.9 4887.1 ' 16.250 5586.0 5294.1 16.333 6017.3 5753.2 16.417 6304.1 6127.6 ' 16.500 6622.5 6428.1 16.583 6762.4 6675.4 16.667 6569.5 6684.7 ' 16.750 6219.5 6432.1 16.833 5919.6 6103.4 16.917 5701.7 5835.6 17.000 5606.2 5665.6 17.083 5523.8 5574.3 17.167 5454.1 5496.8 17.250 5352.8 5414.5 17.333 5269.4 5320.5 17.417 5194.7 5240.5 17.500 5105.9 516().1 17.593 4998.9 5064.2 17.667 4893.8 4958.0 17.750 4790.7 4853.7 17.833 4709.6 4759.4 17.917 4655.0 4688.6 18.000 4616.5 4640.2 18.083 4586.4 4604.9 18.167 4559.6 4576.0 18.250 4536.8 4550.8 18.333 4515.9 4528.7 18.417 4495.5 4508.0 18.500 4474.7 4487.4 18.583 4453.7 4466.5 18.667 4433.9 4446.0 18.750 4417.6 4427.6 18.833 4404.6 4412.6 18.917 4393.9 440().4 19.000 4384.8 4390.4 19.083 4377.1 4381.8 19.167 4370.4 4374.5 19.50 4364.7 436E3.2 19.333 4359.6 4362.7 19.417 4355.1 4357.9 19.500 4350.8 4353.4 19.583 4346.9 4349.3 19.667 4343.1 4345.4 19.750 4339.7 4341.8 19.833 4336.5 4338.4 19.917 4333.5 4335.3 20.000 4330.7 4332.4 i:******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 %))) )UNIT- HYDROGRAPH ANALYSIS <(<<< (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .276 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 30.209 WATERCOURSE LENGTH = 15800.000 FEET • LENGTH FROM CONCENTRATION POINT TO CENTROID = 6200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 150.000 FEET BASIN FACTOR = .015 • WATERSHED AREA = 1496.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .333 LOW LOSS FRACTION = .310 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .52 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.08 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.63 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.88 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.85 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .520 30- MINUTE FACTOR = .548 1 -HOUR FACTOR = .564 3 -HOUR FACTOR = .883 6 -HOUR FACTOR = .947 24-HOUR FACTOR = .971 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME-(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 - -_ UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.889 341.789 2 11.106 1667.571 3 29.451 3318.951 4 54.292 4494.285 = 5 75.560 3847.986 ~~ 6 87.872 2227.521 7 94.162 1137.999 ~� 8 97.294 566.658 9 98.408 201.511 =mu 10 98.975 102.470 *et 11 99.452 86.349 12 99.781 59.495 13 99.945 29.747 14 100.000 9.916 vow am TOTAL SOIL—LOSS VOLUME(ACRE—FEET) = 324.8717 TOTAL STORM RU VOLUME(ACRE—FEET) = 746.0472 ~^ --'---------------------- — --- — = INO Orni 401 � vas • . . . _�- 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 450.0 900.0 1350.0 1800.0 15.083 409.3340 782.47 . . Q .V . . 15.167 414.7424 785.29 . . Q . V . . 15.250 420.1705 788.17 . . Q . V . . 15.333 425.6204 791.32 . . Q . V . . 15.417 431.0412 787.10 . . Q . V . . 15.500 436.2339 753.98 . . Q . V . . 15.583 440.9613 686.42 . . Q . V . . 15.667 445.0821 598.34 . . 0 . V . . 15.750 448.7541 533.17 . .0 . V . . 15.833 452.2949 514.12 . .0 . V . . 15.917 455.9596 532.12 . .0 . V . . 16.000 460.0256 590.38 . . 0 . V . . 16.083 465.2620 760.32 . . 0 . V . . 16.167 473.0527 1131.22 . . . 0 . . ' 16.250 483.5282 1521.04 . . . V . 0 . 16.333 495.4145 1725.88 . . . V . 0 . 16.417 505.8422 1514.11 . . . V . Q . 16.500 513.5903 1125.03 . . . � V . . 16.583 519.7116 888.81 . . Q. V . . 16.667 525.2632 806.10- . . 0 . V . . 16.750 530.6230 778.23 . . 0 • V . . - 16.833 536.0273 784.71 . . 0 . V . . 16.917 541.4852 792.48 . . Q . V. . 17.000 546.9255 789.94 . . Q . V. . 17.083 552.2744 776.65 . . 0 . V. . 17.167 557.4207 747.25 . . 0 . V. . 17.250 562.2302 698.34 . . 0 . V . 17.333 566.6003 634.53 . . 0 . V . 17.417 570.5712 576.57 . . 0 . V . 17.500 574.2743 537.70 . .0 . V . 17.583 577.8024 512.28 . .0 . V . 17.667 581.2080 494.49 . 0 . .V . 17.750 584.5271 481.94 . 0 . .V . 17.833 587.7731 471.32 . 0 . .\/ . 17.917 590.9518 461.55 . 0 . .V . 18.000 594.0695 452.67 . 0 . .V . ~*************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 7.00 IS CODE = 5 ______________ >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD({<<< THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 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) = 18.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1380.00 DOWNSTREAM ELEVATION = 1280.00 � CHANNEL LENGTH(FT) = 5450.00 %NGS ' FACTOR =.014' CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 5270.44 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3406.04 CHANNEL NORMAL VELOCITY FOR 0 = 3406.04 CFS = 33.11 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .951 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .992 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 15.083 3660.3 3650.6 15.167 3674.0 3666.7 15.250 3684.9 3679.1 15.333 3693.8 3689.1 15.417 3687.1 3690.6 15.500 3628.2 3659.2 15.583 3487.0 3561.5 15.667 3260.8 3380.3 15.750 3050.9 3162.1 15.833 2932.9 2995.8 15.917 2880.5 2908.5 16.000 2890.4 2885.4 16.083 3090.1^ 2985.1 16.167 3666.2 3362.6 16.250 4508.6 4063.5 16.333 5270.4 4866.6 16.417 5157.9 5213.9 16.500 4477.7 4835.6 16.583 4147.5 4323.7 16.667 4151.7 4150.8 16.750 4231.1 4189.4 16.833 4130.3 4183.0 16.917 3942.3 4041.5 17.000 3825.6 3887.7 17.083 3792.5 3810.4 17.167 3758.0 3776.3 17.250 3691.1 3726.4 17.333 3569.8 3633.8 17.417 3439.0 3508.2 17.500 3339.6 3392.3 17.583 3259.6 3302.1 17.667 3185.4 3224.7 17.750 3110.3 3150.0 17.833 3038.9 3076.7 17.917 2980.9 3011.7 18.000 2935.5 2959.6 18.083 2892.4 2915.2 18.167 2842.3 2868.8 18.250 2776.7 2811.4 18.333 2693.0 2737.3 18.417 2608.6 2653.3 18.500 2535.2 2574.1 18.583 2466.2 2502.8 18.667 2395.3 2432.9 18.750 2321.8 2360.7 18.833 2256.3 2291.0 18.917 2204.6 2232.0 19.000 2161.8 2184.5 19.083 2123.2 2 . 19.167 2087.7 2106.5 19.250 2054.4 2072.1 19.333 2022.6 2039.5 19.417 1992.6 2008.5 19.500 1965.1 1979.6 19.583 1939.6 1953.1 19.667 1915.4 1928.2 19.750 1892.3 1904.6 19.833 1870.4 1882.0 19.917 1849.3 1860.5 20.000 1828.1 1839.3 **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 7.00 IS CODE = 1 >>}>>UNIT-HYDROGRAPH ANALYSIS<<(<< (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERCOURSE "LAG" TIME = .282 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 29.588 WATERCOURSE LENGTH = 10600.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = • 5400.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 140.000 FEET BASIN FACTOR = .020 • WATERSHED AREA = 799.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .389 LOW LOSS FRACTION = .347 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.13 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.78 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.10 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.30 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .520 30-MINUTE FACTOR = .548 1-HOUR FACTOR = .564 3-HOUR FACTOR = .883 6-HOUR FACTOR = .947 24-HOUR FACTOR = .971 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION • INTERVAL ' ''S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.839 177.682 2 10.633 849.814 3 28.365 1713.402 4 52.419 2324.260 5 74.011 2086.471 86.880 1243.498 7 93.525 642.086 96.965 332.469 9 98.309 129.850 10 98.864 53.606 11 99.385 50.382 12 99.754 35.632 ~ 13 99.939 17.816 14 100.000 5.938 - --- -------- ------- ------ - - = TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 204.0456 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 397.0168 ~~ --------------------------- - = = = 2 15.406 806.441 ~~ 3 39.770 1508.628 4 68.124 1755.654 = 5 85.719 1089.503 6 93.893 506.132 7 97.495 223.023 8 98.579 67.097 9 99.239 40.895 ^� 10 99.696 28.269 a� 11 99.924 14.135 12 100.000 4.711 TOTAL SOIL—LOSS VOLUME(ACRE—FEET) = 69.8070 TOTAL STORM RUNOFF VOLUME(ACRE—FEET) = 294.6189 = �� = == "~ = =a *ma � = �� = ' ------------------------ 24-HOUR STORM RUNOFF HYDROGRAPH ===_ ________ _ __________ _ _ HYDROGRAPH IN FIVE-MINUTE INTERVALG(CFG) TIME(HRS) VOLUME(AF) 0(CFS) 0. 250.0 500.0 750.0 1000.0 15.083 217.3817 422.84 . . Q .V . . 15.167 220.3005 423.80 . . 0 . V . . 15.250 223.2256 424.74 . . 0 . V . . . 15.333 226.1579 425.76 . . Q . V . . 15.417 229.0690 422.70 . . 0 . V . . 15.500 231.8523 404.14 . . 0 . V . ~ 15.583 234.3767 366.53 . . 0 . V . . 15.667 236.5636 317.54 . . 0 . V . . 15.750 238.4834 278.75 . .0 . V . . 15.833 240.3122 265.54 . 0 . V . . _ 15.917 242.1987 273.92 . 0 . V . . 16.000 244.2938 304.21 . . 0 . V . . 16.083 247.0141 394.99 . . 0 . V . . 16.167 251.1021 593.58 . . . 0 V . . - 16.250 256.6758 809.30 . . . V . 0 . 16.333 263.0544 926.17 . . . V . 0 . 16.417 268.7902 832.83 . . . V . 0 • _ 16.500 273.0573 619.60 . . . 0 V . . 16.583 276.3824 482.80 . • Q. V . . 16.667 279.3749 434.51` . . 0 . V . , 16.750 282.2570 418.48 . . 0 . V . . ~ 16.833 295.1473 419.67 . . 0 . V . . 16.917 288.0885 427.07 . . 0 . V. . 17.000 291.0317 427.36 . . 0 . V. . - 17.083 293.9314 421.03 . . 0 . V. . 17.167 296.7241 405.50 . . 0 . V. . 17.250 299.3359 379.23 . . 0 . V . 17.333 301.7100 344.72 . . 0 . V . 17.417 303.8585 311.97 . . 0 . V , 17.500 305.8533 289.65 . .Q . V . 17.583 307.7484 275.16 . .0 . .V . 17.667 309.5736 265.02 . 0 . .V . 17.750 311.3499 257.91 . 0 . .V . 17.833 313.0868 252.19 . 0 . .V . 17.917 314.7869 246.85 . Q. . .V . 18.000 316.4536 242.01 . Q. . .V . +*********'****************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 5 })MODEL CHANNEL ROUTING BY THE CONVEX METHOD((((( = = THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 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) = 25.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1280.00 DOWNSTREAM ELEVATION = 1190.00 CHANNEL LENGTH(FT) = 6000.00 MANNINGS FACTOR = .014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 6046.75 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3891.55 CHANNEL NORMAL VELOCITY FOR 0 = 3891.55 CFS = 30.59 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .947 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .984 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 15.083 4073.4 4058.9 15.167 4090.5 4079.6 15.250 4103.8 4095.3 15.333 4114.8 4107.8 15.417 4113.3 4114.1 15.500 4063.3 4094.6 15.583 3928.0 4013.1 15.667 3697.8 3843.1 15.750 3440.9 3603.8 15.833 3261.3 3376.2 15.917 3182.5 3233.6 16.000 3189.6 3186.0 16.083 3380.1 • 3260.9 16.167 3956.2 3594.() 16.250 4872.8 4293.8 16.333 5792.8 5208.3 16.417 6046.7 5878.7 16.500 5455.2 5822.5 16.583 4806.5 5218.0 16.667 4585.3 4730.2 16.750 4607.8 4596.0 16.833 46{)2.6 4605.7 16.917 4468.6 4552.5 17.000 4315.0 4412.4 17.083 4231.4 4285.2 17.167 4181.8 4213.7 17.250 4105.6 4153.7 17.333 3978.6 4058.8 17.417 3820.2 3920.5 17.500 3682.0 3770.0 17.583 3577.2 3644.1 17.667 3489.8 3545.5 17.750 3408.0 3460.0 17.833 3328.9 3379.2 17.917 3258.5 3303.3 18.000 3201.6 3237.9 18.083 3152.6 3183.8 18.167 3100.7 3133.6 18.250 3036.5 3077.2 18.333 2954.6 3006.4 18.417 2863.5 2921.3 18.500 2778.8 2832.7 19.583 2703.3 2751.4 18.667 2629.9 2676.5 18.750 2554.8 2602.5 18.833 2482.3 2528.4 18.917 2420.8 2460.0 19.000 2370.9 2402.7 • 19.083 2327.7 2355.2 19.167 2288.3 2313.4 19.250 2251.8 2275.0 19.333 2217.2 2239.2 19.417 2184.3 19.500 2153.6 2173.1 19.583 2125.3 2143.3 19.667 2098.7 2115.6 19.750 2073.4 2089.5 19.833 2049.2 2064.6 19.917 2026.1 2040.8 20.000 2003. 5 2017.9 $ ************************:******************** * * * * ** * * * * * * * * * * * * * * * * * * * ** * * ** FLOW PROCESS FROM NODE 8.10 TO NODE 8.00 IS CODE = 1 >i)i)UNIT- HYDROGRAPH ANALYSIS< << << (UNIT- HYDROGRAP'H ADDED TO STREAM #3) WATERCOURSE "LAG" TIME = .235 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 35.448 WATERCOURSE LENGTH = 8600.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 6100.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 105.000 FEET BASIN FACTOR = .017 • WATERSHED AREA = 512.000 ACRES BASEFLOW = .000 CFS /S!UARE -MILE VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .197 LOW LOSS FRACTION = .196 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .52 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.07 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.44 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.65 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.92 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .520 30- MINUTE FACTOR = .548 1 -HOUR FACTOR = .564 3 -HOUR FACTOR = .883 6 -HOUR FACTOR = .947 24 -HOUR FACTOR = .971 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME< HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.382 147.512 ___ _ - 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALG(CFG) TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 15.083 163.2326 317.31 . . Q . V . . 15.167 165.4237 318.15 . . Q . V . . 15.250 167.6209 319.03 . . Q . V . . _ 15.333 169.8248 320.01 . . Q . V . . 15.417 172.0092 317.18 . . Q . V . . 15.500 174.0566 297.29 . . Q . V . . 15.583 175.8486 260.19 . . Q . V . • 15.667 177.3618 219.72 . . Q . V . . 15.750 178.7451 200.85 . .Q . V . . 15.833 180.1296 201.02 . .Q . V . . 15.917 181.5991 213.37 . . Q . V . . 16.000 183.2772 243.66 . . Q . V . . 16.083 185.5026 323.12 . . Q . V . . 16.167 188.9588 501.84 . . . V Q . . -' 16.250 193.4830 656.91 . . . V . Q . 16.333 198.1382 675.94 . . . V . Q . 16.417 201.5817 499.99 . . . VQ . . - 16.500 204.0543 359.02 . . Q V . • 16.583 206.1700 307.19 . . Q . \/ . . 16.667 208.2477 301.70" . . Q . V . . 16.750 210.4111 314.12 . . Q . V . . '- 16.833 212.6078 318.95 . . Q . V . . 16.917 214.8003 318.36 . . Q . V. . 17.000 216.9748 315.74 . . Q . V. . - 17.083 219.1217 311.72 . . 0 . V. . 17.167 221.1759 298.27 . . 0 . V . 17.250 223.0568 273.11 . . Q . V . 17.333 224.7297 242.91 . . Q . V . 17.417 226.2584 221.97 . . Q . V . 17.500 227.7027 209.71 . .0 . V . 17.583 229.0932 201.89 . .0 . .V . 17.667 230.4479 196.70 . .0 . .V . 17.750 231.7717 192.21 . Q . .V . 17.833 233.0676 188.18 . Q . .V . 17.917 234.3390 184.60 . Q . .V . 18.000 235.5883 181.39 . Q . .V . **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 7 >>>>>STREAM NUMBER 3 ADDED TO STREAM NUMBER 1<<<(( = _ _ _ **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 11 _________ >>>}>VIEW STREAM NUMBER 1 HYDROGRAPH<<<(< ======================__ STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CF8) 0. 3525.0 7050.0 10575.0 14100.0 14.083 5197.23.0 7770.69 . . V . 0 . 14.167 551.6030 7894.65 . . V . Q . . 14.250 5307.4060 8102.72 . V . 0 . . 14.333 5365.2400 8397.45 . . V . 0 . 14.417 5425.3410 8726.73 . V . 0 . . 14.500 5487.5720 9035.94 . V . 00 . . 14.583 5551.6310 9301.28 . . V . 0 . . 14.667 5617. 2050 9521.41 . V . Q . . 14.750 5684.0270 9702.52 . . V Q . 14.833 5751.8740 9851.32 . . V . Q . . 14.917 5820.5420 9970.74 . . V . Q . . 15.000 5889. 8490 10063.35 . . V . Q . . 15.083 5959. 6550 10135.85 . . V . Q . . 15.167 6029. 8630 10194.22 . . V . Q . . 15.250 6100.4070 10242.92 . . V . 0. . 15.333 6171.2410 10285.09 . V . Q. . 15.417 6242.2030 10303.77 . V Q. . _ 15.500 6312.6660 10231.23 . . V . Q. . 15.583 6381.6220 10012.38 . V . Q . . 15.667 6448.0580 9646.56 . V Q . . 15.750 6511.6490 9233.39 . . V . 0 . 15.833 6572.8280 8883.14 . . V . Q . 15.917 6632.4790 8661.48 . . V Q . 16.000 6691.9000 8627.86 . V . Q . 16.083 6753.8470 8994.75 . V . 0 . . 16.167 6823. 5040 101 14.22 . . V . Q . . 16.250 6904. 5370 11765.86 . . V . . Q . r 16.333 6996. 5710 13 363.38 . . V . . Q . 16.417 7093.1300 14020.40 . . V . . Q. 16.500 7187.7210 13734.63• . . V. . Q . 16.583 7277. 8690 13089.39 . . V. Q . 16.667 7364.1130 1 2522.64 . V. . Q . 16.750 7447.5870 12120.54 . . V. . Q . 16.833 7528.9420 11812.73 . . V. . 00 . 16.917 7608.1360 11498.94 . . V . Q . 17.000 7685. 1590 11 183.69 . . V .Q . 17.083 7760. 5580 10947.90 . . V .Q . 17.167 7834.6340 10755.96 . . V Q . 17.250 7907.2210 10539.65 . . V Q. . 17.333 7977. 8600 10256.75 . . .V Q. . 17.417 8046. 4520 9959.52 . .V 0 . . 17.500 8113. 1010 9677.50 . .V 0 . 17.583 81 9940 9422.46 . . .V 0 . 17.667 8241. 3190 9194.75 . . .V 0 . 17.751 0 8303. 2'200 8987.87 . . . V Q . 17.833 8363.8130 8798.02 . . . V 0 . 17.917 8423. 3040 8638.06 . . . V Q . 18.000 8481. 9280 8512.17 . . . V Q . 18.083 8539. 8540 8410.86 . . . VQ . 18.167 8597.1320 8316.78 . . . VQ . . 18.250 8653.7150 8215.92 . . . VQ . 18.333 8709.5120 8101.67 . . QV . 18.417 8764. 454 0 7977.67 . . QV . 19.500 8818.5530 7855.15 . . . QV . . 18.583 8871.8760 7742.58 . . .0 V . 18.667 8924.4830 7638.61 . . .0 V . 18.750 8976. 4020 7538.61 . . .0 V . 18.833 9027. 6590 7442.47 . . .0 V . 18.917 9078.3150 7355.33 . . 0 V . 19.000 9128. 4650 7281.70 . 0 V . 19.083 9178.1880 7219.69 . . 0 V . 19.167 9227.5320 7164.89 . 0 V . 19.250 9276.5320 7114.82 0 V . . 19.333 9325.2120 7068.33 . 0 V 19.417 9373.5900 7024.51 0. V . 19.500 9421.6840 6983.15 . . Q. V . . 19.583 9469.5110 6944.54 . . Q. V . . 19.667 9517.0900 6908.49 . . Q. V . . 19.750 9564.4350 6874.40 . . Q. V . . 19.833 9611.5560 6841.95 . . Q. V . . 19.917 9658.4640 6811.04 . . Q. 20.000 9705.1670 6781.25 . . Q. V . . END OF FLOOD ROUTING ANALYSIS . . = E C uN� � �r C APPENDIX III Etiwanda Watershed To Highland Ave. E C C C C C C C C = ^� ----_-'-_'------------------------------------------ �********************************************************************* , FLOOD ROUTING ANALYSIS USING ORANGE/SAN BERNARDINO COUNTY UNIT -HYDROGRAPH (1986 MANUAL) (c) Copyright 1983-88 Advanced Engineering Software (aes) ~M Ver. 3.0A Release Date: 7/21/88 Serial # 2124 AM Analysis prepared by: Fuscoe, Willi Lin dgren & Short °= � ************************** DESCRIPTION OF STUDY ************************** ~ * ETIWANDA FULLY DEVELOPED HYDROLOGY TO HIGHLAND. NO DIVERSION * * * � * * ************************************************************************** • FILE NAME: C:\ESS\ULT\EULT4.DAT T}ME/DATE OF STUDY: 18:43 2/ 4/1989 - *************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>UNlT-HYDROGRAPH ANALYSIS<<<<< �,=======================.------------ • . (UHIT-HYDROGRAPH ADDED TO STREAM 03) WATERCOURSE "LAG" TIME = .636 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 13.099 WATERCOURSE LENGTH = 19400.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 11600.000 FEET °elPi ELEVATION VARIATION ALONG WATERCOURSE = 3880.000 FEET BASIN FACTOR = .045 WATERSHED AREA = 1960.0O0 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .00O FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .650 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .350 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .308 LOW LOSS FRACTION = .132 *HYDROGRAPH MODEL 01 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(lNCH)= .76 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.55 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 2.08 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 4.13 !---;Pc-[T1-:TI-1) PEAK 6-wOi|R eATNFA|i (TNCP) = A.94 ° ' - ~ ''. • ' ''-`_.` . '_~-_• -- - - ..... _ SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 16.80 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .810 30-MINUTE FACTOR = .810 1-HOUR FACTOR = .810 3-HOUR FACTOR = .973 6-HOUR FACTOR = .985 24-HOUR FACTOR = .991 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ============================================================================ UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.044 247.359 2 3.531 589.553 3 7.053 834.867 ' 4 12.182 1215.882 5 18.808 1570.458 6 26.263 1767.202 ' 7 34.726 2005.931 8 47.713 3078.425 9 55.839 1926.252 10 60.977 1217.831 • 11 65.022 958.946 12 68.433 808.451 13 71.241 665.700 14 73.871 623.334 15 76.097 527.631 16 78.176 492.897 17 79.967 424.545 18 81.650 398.755 19 83.152 356.225 20 84.535 327.713 21 85.757 289.598 22 86.890 268.642 23 87.937 248.179 24 88.872 221.534 25 89.725 202.335 26 90.466 175.556 27 91.146 161.115 28 91.752 143.669 29 92.324 135.571 30 92.821 117.803 31 93.278 108.390 32 93.599 76.083 33 93.893 69.824 34 94.188 69.884 35 94.478 68.575 36 94.748 64.064 37 95.016 63.629 38 95.285 63.641 39 95.529 57.912 40 95.750 52.324 41 95.970 52.174 42 96.190 52.174 43 96.405 51.085 44 9 50-:022- - ' ' ' -- 45 96.828 50.022 . 4 97.038 49.926 = 47 97.237 47.076 48 97.402 39.160 . 49 97.521 28.279 50 97.640 28.055 ime 51 97.752 26.523 52 97.862 26.101 . 53 97.972 26.053 . 54 98.079 25.407 55 98.172 22.168 '= 56 98.264 21.723 98.356 21.72 Igail 58 98.450 22.342 59 98.550 23.850 . 6O 98.651 23.899 . 61 98.752 23.901 62 98.829 18.307 -~ 63 98.875 10.936 ~ 64 98.921 10.836 65 98.967 10.887 .~ 66 99.013 10.862 67 99.059 10.885 ' •8 99.105 10.836 69 99.150 10.887 7O 99.196 10.885 ^ 71 99.242 10.836 72 99.288 10.885 - 73 99.334 10.836 74 99.380 10.887 °' 75 99.426 10.885 76 � 99.471 10.836 -~ 77 99.512 9.650 ~. 78 99.535 5.442 79 99.557 5.147 ~~ 80 99.578 5.047 81 99.600 5.147 ~ 82 99.621 5.145 83 99.643 5.096 84 99.667 5.642 ^ 85 99.688 5.096 86 99.710 5.096 - 87 99.731 5.096 88 99.753 5.096 '~ 89 99.774 5.098 .� 90 99.796 5.096 91 99.617 5.096 °. 92 99.839 5.096 93 99.860 5.096 "� 94 99.882 5.098 .. 95 99.903 5.096 96 99.925 5.096 = 97 99.946 5.096 98 99.968 5.096 °fie 99 99.989 5.098 100 100.000 2.555 .11 ,A. ----------- --------------------------------- ...... - ...... --- ......... ....... ------------- ~� TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 349.8437 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2368.2380 °i. ------- ------------------------------------------- .... -..... ....... -.............................. -.... -- ~~ ~ _ Ammwmmmilmimmm ------------------------------------------------------------------- ------ - .>>J-MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< =================== ======================================================= THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 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) = 15.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1950.00 DOWNSTREAM ELEVATION = 1570.00 CHANNEL LENGTH(FT) = 6700.00 MANNINGS FACTOR = .014 - CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3551.82 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2182.93 CHANNEL NORMAL VELOCITY FOR Q = 2182.93 CFS = 44.05 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .963 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .996 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOO OUTFLOW . TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 15.083 1819.9 1809.6 15.167 1842.1 1831.2 15.250 1865.2 1853.9 . 15.333 1890.0 1877.8 15.417 1908.5 1899.4 15.500 1915.6 1912.1 15.583 1913.6 1914.6 15.667 1901.5 1907.4 15.750 1878.8 1889.9 15.833 1854.0 1866.2 15.917 1834.0 1843.8 16.000 1805.1 1819.3 16.083 1902.0 1854.6 16.167 2115.1 2010.5 ' 16 2331.6 2225.1 16.333 2578.0 2456.9 16.417 2825.9 2704.0 16.500 3024.4 2926.7 16.583 3201.2 3114.2 16.667 3551.8 3379.7 16.750 3238.8 3391.6 16.833 276364 2996.9 16.917 2523.9 2642.1 17.000 2444.4 2483.8 17.083 2383.7 2413.6 17.167 2332.2 2357.6 17.250 2268.5 2299.8 17.333 2214.7 2241.1 17.417 2157.0 2185.4 17.500 2109.4 2132.8 17.583 2061.9 2085.2 17.667 2015.3 2038.2 17.750_ 1969.1 1991.8 ' _ . - . 17'833 1930.3 1949.4 11 '917 1895'4 1912'6 18.000 1860.3 1877.6 ************************************************************************** FLOW PR F ROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- HYDROGRAPH ANALYSIS << ===================================== (UNIT ADDED TO STREAM #3) WATERCOURSE "LAG" TIME = .261 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 31.976 WATERCOURSE LENGTH = 17800.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 8200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 2300.000 FELT ROSIN FACTOR = .020 WATERSHED AREA = 1947.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .350 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .650 MOUNTAIN "S°-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOnS RATE(INCH/HOUR) = .475 LOW LOSS FRACTION = .349 *HYDROGRAPH MODEL #1 SPECIFIED* ' ciFirp PEAK 5-MINUTES RAINFALL(INCH)= .60 SPECIFIED PEAK 3O-MINUTES RAINFALL(INCH) = 1.26 SPECIFIE PEAK 1-HOUR RAINFALL(INCH) = 1,69 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.30 SPE CIF IED PEAK 6-HOUR RAINFALL(INCH) = 5.10 S PE CIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.50 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = .810 3O -MINUTE FACTOR • .810 1-HOUR FACTOR = .81() 3-11OUR F ACTOR = .973 6-HOUR FACTOR = .985 24-HOUR FACTOR = .991 RUNOFF HYDROGRAPH L ISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ============================================================ ====== UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ------------------------------------------- 1 2.232 525.475 2 10.878 2035.799 3 28.831 4227.423 4 57.739 6806.794 '- - `-- --' 6 82.163 2086.481 °� 7 87 .737 1312. = 8 91 .338 847.81O 93.725 562.0O4 1O 95.592 439.556 11 9 326.957 12 97.956 229 13 98 .589 149.O75 98 .882 68.891 15 99.114 54 .53O 16 99.316 47.66O ~� 17 99.458 33.357 18 99. 33.357 9 99. 33.355 ?0 99.883 33.357 - 21 10O.00O 27.628 ~ -------------------------------__'------------------------------------------ TOTAL SOIL-LOSS VOLUME (ACRE-FEET) = 621.2215 TOTAL STO R UNOFF VOLUME(ACRE-FEET) = 1227.226O _ ------------------------------------------------------------------------__'- = = � Sta MIR - - -- -'-' - --- ' -- ---- ^ ------------------ --------------------------------------------------------- >>>>> UNJT-HYDROGRApH ANALYSIS<<< ~= (UN{T ADDED TO STREAM #3) WATERCOURSE "LAG" TIME = .3OO HOURS � UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES ^~ UNIT INTERVAL PERCENTAGE OF LAG-TIME = 27.8O8 WATERCqUKSE LENGTH = 12600.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 7300.000 FEET *� ELEVATlON VARIATION ALONG WATERCOURSE = 310.000 FEET ~� BASIN FACTOR = .020 WATERSHED AREA = 924.000 ACRES gm. BASEFLOW = .0O0 CTS/SQUARE-MILE VALL S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .504 LOW LOSS FRACTION = .428 *HYDROGRAPH MODEL 01 •PECIFIED* SPCIFIEl. PEAK 5-MINU1ES RAINFALL(INCH)= .56 SPEC lED PEAK 30-MINUTES RAINFALL(INCH) = 1.16 SPEC IFIED PEAK 1-HOUR RAINFALL(INCH) = 1.55 - SPEC IFIED PEAK 3-HOUR RAINFALL(INCH) = 2.91 °~ SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.40 SPEC IFIED PEAK 24-HOUR RAINFALL(INCH)= 9.80 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTlON FACTORS: 5-MINUTE FACTOR = .81O ~ 3O FACTOR = .810 1-HOUR FACTOR = .810 3-HOUR FACTOR 6 FACTOR = .985 ~~ 24 FACTOR = .991 RUNOFF HYDROGRAPH LISTING LIMITS: ~ MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL l/ME(HOURS) FOR END OF RESULTS = 17.00 UNIT HYDROGRAPH DETERMINATION _° ---------------------------------------------------------------------------- lNlERVAL "S" GRAPH UNIT HYDROGRAPH HUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 190.295 9.305 849.455 25.340 1791.952 ~� 4 47.046 2425.486 69.072 2461.345 411 6 83. 532 1615.823 91.405 879.762 °° 95 734 ^ 483 759 8 ^ 9 97.857 237.254 1O 98.547 77.126 99.O68 58.265 12 99.590 58.265 1.0(..000 45 836 13 °~ ---------------------------------------------------------------------------- -- . ----. -'-_`- - ..... .' - - - - TOTAL STORM RUNOFF VOLUME(AC RE. -FEET) = 441.18O8 ~. --------------_------------------------------------------------------------- = . . ,. Ass 24-HOUR STORM °° R U N O F F H Y D R O G R A P H . ================= °� HYDRUGR IN FIVE INTERVALS((:`,FS) .. ...................................................... ....... -.... --------------------------------------------------------- 131'1E(HRS) VOLUME(( Q(CFS) O. 400. 800 .0 1200 .0 1600 .0 _ ............................................. ...... - .... -----------------------------.... ---------- ..... -- -----__'------ ~~ ��.O83 261.7816 594.51 . . Q . V . . 16.167 268.2238 935.41 . . . QV .. ~- 16.?�O 277.4523 133 9.97 . . . V . Q . 288.2124 1562.38 . . . V . Q. -' 16.417 298.5258 1497.49 . . . V . Q . _ \�.�OO 3O6.2O47 1114.99 . . . Q . Ss �6.5 311. 797.82 . . Q. V . . ~.. ) 6.667 316.0355 629.6O . . Q . V . . z6.750 319.7184 534.76 . . Q . V . -~ }�.8J3 322.9784 473.35 . .Q . V. . 16.917 326.13O1 457.64 . .Q . V. ~ 17.000 329.2O14 445.94 . .Q . V. . _ = �** .;,...** 'if ********************************************************************* Fi PRUCESS F M NODE 6.1O TO NODE 4.00 IS CODE = 11 - .................. --------------------------- >>>>>VIEW STREAM NUMBER 3 HYDROGRAPH<<<<< = = =======================,=============== -° STREAM HYDROGR PIE' H IN FIVE-MINUTE INTERVALS(CFS) _ ------------------------------------------------ ~ia rIME(HRS VOLUME(AF) Q(CFS) 0. 1975.O 395O.0 5925.0 79O0 .0 °= ---------------------------------------------------- �5.»83 2067.488 33 78.91 ., . Q V . ., ~. 1.5.1 67 2091.082O 3425.73 . . Q V ' . �5.250 2115.O160 3475.31 . . Q V . . =° 15.333 2139.319O 3528.81 . . Q .V . . 15.417 2163.923O 3572.52 . . Q .V . ., ~" 15.5OO 2188.529O 3572.79 . . Q .V . .. = 15.583 2212.6460 35O1.72 . . 0 .V ., ., 15,667 2235.761O 3356.39 . . Q .. V . .. . 15.75O 2258.06OO 3237. . . Q . V . ' :15.83J 2280 .1510 32 07.6O . . Q . V . . . 15.917 2302. 32 52.61 . . 0 . V . ., ~� 16.»O0 2325 .954O 3398.O3 . . Q .. V . ., l6.O83 2352.725O 3887.11 . . Q. V . _ ., wm 16.167 2387.24OO 5O11.57 . ., . V Q . . 16.250 2432.248O 6535.18 . . . V ., Q . -. 16.333 2486.2300 7838.26 „, . . V . Q. y Q =m z6.4z7 2537.927O 75O6.41 . . . . . 1+.5OO 2581. 6347. . . . V . Q . - 16.583 262O.953O 57O7.58 . . . V Q ., ., 16.667 2659.158O 5547.33 . . . V Q . . ~~ 16.75O 2696.675O 5447.46 . . . VQ . . -- -'- ._ n u 16 .917 2763.349O 4611.43 . . . Q V . � 17'O0O 2792.901O 429O.94 . . . Q 2821.12O(/ 4O97.46 . . Q V . 17.1�7 2848.2O5O 3932.69 . . Q V ^ ~� 17 .25O 2874.305O 3789.71 . . Q 17.333 2899.363O 3638.37 . . Q . V ^ ^ z7 .417 2923.435O 3495.36 . . Q . V . 17 .5OO 2946.7060 3378.91 . . Q . V. . = 17.583 2969.314O 3282.73 . . Q . V. . = 17.667 2991.333O 3197.11 . . Q . V. . �7.75O J(�12.792O 3115.89 . . Q . V. . �7 .833 3O33.7 3O36.12 . 7.917 3054.1 2967.6O . . - 18 .00O 3O74.1770 29O9.35 . EN)) OF FLOOD ROUTING ANALYS • � = � � ~~ "ft 4111 '4* � 4ei �i u FUSCOE & SHORT APPENDIX IV Etiwanda Watershed To Foothill Blvd. Y E C C C C G **************************************************************************** FLOOD ROUTING ANALYSIS USING ORANGE/SAN BERNARDINO COUNTY UNIT~HYDROGRAPH (1986 MANUAL) (c) Copyright 1983-88 Advanced Engineering Software (aes) Ver' 3.0A Release Date: 7/21/88 Serial # 2124 Analysis prepared by Fuscoe, Williams, Lindgren & Short **=**** DESCRIPTION OF STUDY ************************** ETIWANDA FULLY DEVELOPED HYDROLOGY TO NO DIVERSION FooT1014. * ~ * * ************************************************************************ FILE NAME: C:\ESS\ULT\EULT8.DAT TIME/DATE OF STUDY: 19:15 2/ 4/1989 • ********* ******** ** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 ------------------------------- -------------- ----- >> >> > UNIT-HYDROGRAPH ANALYSIS<<<<< ========== ===============--==============================================_-- (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERCOURSE "LAG" TIME = .636 HOURS - U HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 13.099 WATERCOURSE LENGTH = 19400.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 11600.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 3880.000 FEET BASIN FACTOR = .045 WATERSHED AREA = 1960.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .650 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .350 vALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .00O MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .308 LOW LOSS FRACTION = .132 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .76 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.55 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 2.08 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 4.13 SPECTFIFD PFAK 6 RAINFALL(INCH)= 6.94 SPECIFIED PEAK 24-HOUR RAINFALL(%NCH)= 16.80 -- *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .753 - 30-MINUTE FACTOR = .753 1-HOUR FACTOR = .753 3-HOUR FACTOR = .961 _ 6-HOUR FACTOR = .979 24-HOUR FACTOR = .989 RUNOFF HYDROGRAPH LISTING LIMITS: - MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 _ ===================================================================== UNIT HYDROGRAPH DETERMINATION ' - ------------------------------------------------------------------- -- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) '_ ----------------------------_ - ---_------ 1 1.044 247.359 2 3.531 589.553 3 7.053 834.867 '- 4 12.182 1215.882 5 18.808 1570.458 6 26.263 1767.2(}2 -- 7 34.726 2005.931 8 47.713 3078.425 9 55.839 1926.252 _ 10 60.977 1217.831 11 65.022 958.946 12 68.433 808.451 13 71.241 665.700 -- 14 73.871 623.334 15 76.097 527.631 16 78.176 492.897 _ 17 79.967 424.545 18 81.650 398.755 19 83.152 356.225 20 84.535 327.713 ' 21 85.757 289.598 22 86.890 268.642 23 87.937 240.179 ' 24 88.872 221.534 25 89.725 202.335 26 90.466 175.556 27 91'146 161.115 28 91.752 143.669 29 92.324 135.571 30 92.821 117.803 31 93.278 108.390 • 32 93.599 76.083 33 93.893 69.824 34 94.188 69.884 35 94.478 68.575 36 94.748 64.064 37 95.016 63.629 38 95.285 63.641 39 95.529 57.912 40 95.750 52.324 41 95.970 52.174 42 96.190 52.174 43 96.405 51.085 44 96'617� _ � _ 5o'0??_ _ � . ... '��. 45 96.828 50.022 ~� 46 97.O38 49.926 ,� 47 97.237 47.076 48 97.402 39.16O = 49 97.521 28.279 50 97.640 28.055 *MN 51 97. 752 26.523 52 97.862 26.1O ~� 53 97.972 26.053 .4* 54 98.079 25.407 55 98.172 22.168 - 56 98.264 21.723 57 98.356 21.721 ^- 58 98.450 22.342 ~ 59 98.55O 23.850 60 98.651 23.899 = 61 98.752 23.9O1 62 98.829 18.307 ~ 63 98.875 10.936 64 98.921 10.836 '- 65 98.967 1O.887 - 66 99.O13 10.862 67 99.059 10.885 = 68 99.1O5 10.836 69 99.150 10.887 � 70 99.196 10.885 _ 7:1. 99..242 1O.836 72 99.288 10.885 - 73 99.334 10.836 74 99.380 10.887 • 75 99.426 10.885 76 99.471 10.836 - 77 99.512 9.650 -. 78 99.535 5.442 79 99.557 5.147 ~~ 8O 99.578 5.047 81 99.600 5.147 ~~ 82 99.621 5.145 _~ 83 99.643 5.096 84 99.667 5.642 ~ 85 99.688 5.096 86 99.71O 5.096 -' 87 99.731 5.096 . 88 99.753 5.096 S9 99.774 5.098 _° 90 99.796 5.096 91 99.817 5.. 096 °� 92 99.839 5.096 93 99.860 5.O96 "� 94 99.882 5.O98 MP 9 5 99. 9O3 5.096 96 99.925 5.096 =° 97 99.946 5.. 096 98 99.968 5.O96 ,tor 99 99.989 5.098 ' 100 100.000 2.555 MR All ----- ... --- MIS TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 350 .0776 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2362.5200 ON --------- ----------------------------------------------- .... ------- ..... ..... ... -... --- . ~ ~ y '' . ' . ' . . _ ======== 24-HOUR STORM - RUNOFF HYDROGRAPH ============================================================================ _ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) --------------------------------------------------------- -------------- TIME(HRS) VOLUME(AF) Q(CFS) O. 875.0 1750.O 2625.0 3500.0 _ -------------------------- --------------------------- -----_------ 15.083 1218.2670 1881.22 . . VQ . . 15.167 1231.3700 1902.47 . . VQ . . - 15.250 1244.6180 1923.58 . . .Q . . 15.333 1258.0200 1945.96 . . .VQ . . 15.417 1271.4980 1957.09 . . .VQ . . 15.500 1284.9570 1954.28 . . .VQ . . - 15.583 1298.3340 1942.30 . . .VQ . . 15.667 1311.5380 1917.16 . . .11V . . 15.750 1324.4870 1880.31 . . .QV . . -- 15.833 1337.1830 1843.38 . . .QV . . 15.917 1349.6560 1811.03 . . 0 V . . 16.000 1361.7630 1758.08 . . 0 V . . 16.083 1374.7500 1885.66 . . .Q V . . ,- 16.167 1389.2010 2098.26 . . . 0 . . 16.250 1404.9250 2283.09 . . . V 0 . . :1.6.333 1422.2870 2521.07 . . . V Q . . - 16,417 1441.1690 2741.55 . . . V .Q . 16.500 1461.1960 2907.93 . . . V . 0 . 16.583 1482.3560 3072.53 . . . V . 0 . ' _ :1.6..667 1506.2640 3471.34 . . . V . Q. 16.750 1526.2250 2898.33 . . . V . 0 . 16.833 1543.6420 2528.95 . . . V 0 . . 16.917 1560.0920 2388.63 . . . VQ . . 17.000 1576.4230 2371.26 . . . VO . ^ 17.083 1592.4210 2322.95 . . . 0 . . 17.167 1608.2010 2291.27 . . . QV . . 17.250 1623.5660 2230.97 . . . 0 V . . 17.333 163 .66OO 2191.59 . . . 0 V . . 17.417 1653.3570 2134.01 . . . 0 V . . 17.500 1667.7820 2094.51 . . . 0 V . . 17'583 1681.8630 2044.59 . . . 0 V . . 17.667 1695.5940 1993.75 . . . 0 V . . 17.750 1708.9930 1945.58 . . . 0 V . . 17.833 1722.1510 1910.43 . . .0 V. . 17.917 1735.0770 1876.87 . If .Q V. . 18.000 1747.7700 1843.03 . . .Q V. . ****************************************** ******* FLOW PROCESS FROM NODE 2.00 TO NODE 2.10 IS CODE = 5 -------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< ===================== ======================================================= THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5-MINUTE ��' %NTERVALS(Referenoe: the National Engineering Handbook -- Hydrology, Chapter 17, page 17-52, Augumt,1972, • U.S. Department of Commerce). - ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 25.00 CHANNEL Z = 2.50 UPSTREAM ELEVATION = 2160.00 _ DOWNSTREAM ELEVATION = 1950.0O CHANNEL LENGTH(FT) = 2400.00 MANNINGS FACTOR = .030 - CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3471.34 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2117.46 __ CHANNEL NORMAL VELOCITY FOR 0 = 2117.46 CFS = 24.81 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .935 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE ^- UNIT INTERVALS IS CSTAR = .999 -' CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) - (HRS) (CFS) (CFS) 15.083 1881.2 1875.0 15.167 1902.5 1896.0 `- 15.250 1923.6 1917.1 15.333 1946.0 1939.1 15.417 1957.1 1953.7 ' 15.500 1954.3 1955.1 15.583 1942.3 1945.9 • 15.667 1917.2 1924.8 15.750 1880.3 1891.6 -, 15.833 1843.4 1854.6 15.917 1811.0 1820.9 16.000 1758.1 1774.2 -' 16.083 1885.7 1846.8 16.167 2098.3 2033.4 16.250 2283.1 2226.7 16.333 2521.1 2448.5 . 16.417 2741.6 2674.3 . 16.500 2907.9 2857.2 16.583 3072.5 3022.3 ' 16.667 3471.3 3349.7 16.750 2898.3 3072.9 16.833 2528.9 2641.7 16.917 2388.6 2431.5 - 17.000 2371.3 2376.6 17.083 2323.0 2337.7 17.167 2291.3 2300.9 17.250 2231.0 2249.4 17.333 2191.6 2203.8 17.417 2134.0 2151.6 17.500 2094.5 2106.6 17.583 2044.6 2059.8 17.667 1993.8 2009.3 17.750 1945.6 1960.3 17.833 1910.4 1921.2 17.917 1876.9 1887.1 18.000 1843.0 1853.4 18.083 1810.2 1820.2 18.167 1771.3 1783.2 18.250 1736.1 1746.9 ■ ' ' ' - ^ � 18.417 1656.5 166(3.6 18.500 1609.9 1624.1 18.583 1564.2 1578.2 18.667 1499.1 1518.9 18.750 1458.8 1471.1 18.833 1429.4 1438.4 18.917 1402.8 1410.9 19.000 1376.0 1384.2 19.083 1352.7 1359.8 19.167 1330.5 1337.3 19.250 1307.4 1314.4 - 19.333 1285.8 1292.4 19.417 1268.4 1273.7 19.500 1251.9 1257.0 19.583 1235.7 1240.6 19.667 1220.0 1224.8 19.750 1205.4 1209.9 19.833 1190.9 1195.4 - 19.917 1175.3 1180.1 20.000 1158.0 1163.3 . �************* ************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 3.00 IS CODE = 5 -------------------------------------------------- -------------------- '' >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< • ============================================= --------=============== '_ • THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 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) = 15.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1950.00 DOWNSTREAM ELEVATION = 1570.00 CHANNEL LENGTH(FT) = 6700.00 MANNINGS FACTOR = .014 .- CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3349.74 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2091.53 CHANNEL NORMAL VELOCITY FOR Q = 2091.53 CFS = 43.41 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .962 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .996 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 15.083 1875.0 1864.8 15.167 1896.0 . 1885.5 15.250 1917.1 1906.6 15.333 1939.1 1928.2 15.417 1953.7 1946.4 15.500 1955.1 1954.4 15.583 1945.9 1950.5 15.667 1924.8 1935.3 15.750 1891.6 1908.1 _ - 15.833 1854.6 1873.1 ^� 15.917 182O.9 1837.8 Nit 16.000 1774.2 1797.5 16.O83 1846.8 181O.8 "IM 1 6.167 2O33.4 194O.5 16.25O 2226.7 2130.2 400 16.333 2448.5 2337.8 16.417 2674.3 2561.6 ~� 16.5OO 2857.2 2765.8 °410 16 .583 3O22.3 2939.8 16.667 3349.7 3186.6 °� 16.75O 3O72.9 32O9.8 16.833 2641.7 2856.6 "os 1 6.917 2431.5 2536 �� 17.000 23 2404.3 17.O83 2337.7 2357.1 "� :t.7.167 2300 .9 2319.3 17.250 2249.4 2275.1 ~~ 17.333 2203.6 2226.5 17.417 21 51.6 2177.5 '� 17.50O 2106.6 2129.O - 17.583 2O59.8 2O83.1 17. 2O09 2O34.5 - 17.75O 196O.3 1984.7 17.833 1921.2 194O.7 - 17.917 1887.1 19O4.1 .^- 18.000 1853.4 1870.2 18.O83 182O.2 1836.8 - 18.167 1783.2 18O1.6 18.25O 1746.9 1765.O ~- 18.333 1708.3 1727.6 18.417 1668.6 1688.4 . 18.50 O 1624.1 1646.3 _ 18.583 1578.2 16O1.1 18.667 1518.9 1548.5 o 18.75O 1471.1 1495.O 18.833 1438.4 1454.7 =° 18.917 141O.9 1424.6 _~ 19.0OO 1384.2 1397.5 19.O83 1359.8 1372.0 vAit 19. 167 1337.3 1348.5 19.250 1314.4 1325.8 ~= 19.333 1292.4 13O3.4 19.417 1273.7 1283.O �s* 19.500 1257.O 1265.3 40■ 19.583 124O.6 1248.8 19.667 1224.8 1232.7 WA 19. 75O 12O9. 1217.3 19.833 1195.4 12O2.6 =011 19.917 118O.1 1187.7 wie 20 .000 1163.3 1171.6 �� *.*******�********* Xi: ********************************************************* MI FLOW PROCESS FROM NODE 3 .0O TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- °ea >>>>>UNJT-HYDROGRAPH ANALYSIS<<<<< iss �� .... . . �� ,* (UNlT-H)/ DROGRAPH ADDED TO STREAM #3) =* WATERCOUKSE "LAG" TIME = .261 HOURS ~~ UNIT HYDROGRAPH TIME UNIT = 5.0OO MINUTES ~' UNIT I NTERVAL PERCENTAGE OF LAG-TIME = 31.976 WATERCOURSE LENGTH = 178O0.000 FEET . LEHG7H FROM CONCENTRATION POINT TO CENTROID = 8200.000 FEET =~ ELEVATION VARIATION ALONG WATERCOURSE = 2300.000 FEET BASIN FACTOR = .020 .= WATERSHED AREA = 1947.000 ACRES BASEFLOW = .00O CFS/SQUARE-MILE A. VALLEY(DEVFLOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .350 . FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .650 . MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .00O VALLEY(UNDEVELOPED/DESERT): . "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .475 . LOW LOSS FRACTION = .349 *HYDROGRAPH MODEL #1 SPECIFIED* . °� SPECIFIED PEAK 5-MINUTES RAINFALL( INCH)= .60 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.26 - SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.69 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.30 ~~ SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 5.10 _ SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.50 ~~ *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .753 -- 30-MINUTE FACTOR = .753 ~~ 1-HOUR FACTOR = .753 3-HOUR FACTOR = .961 . 6-HOUR FACTOR = .979 24-HOUR FACTOR = .989 ~~ RUNOFF HYDROGRAPH LISTING LIMITS: - MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ~~ ================ ========================================================== ~~ UNIT HYDROGRAPH DETERMINATION ~~ ________________________ ---------------------------------------------------- ~~ INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ~~ --_------------------------------------ _____________________ -- --------------- ~_ 2.232 525.475 2 10.878 2035.799 . 3 28.831 4227.423 4 57.739 6806.794 . 5 73.302 3664. 56O 6 82.163 2086.481 °N4 7 87.737 1312.598 . 8 91.338 847.810 9 93.725 562.004 . 10 95.592 439.556 11 96.980 326.957 . 12 97.956 229.866 13 98.589 149.075 . 14 98.882 68.891 . 15 ' 99.114 54.530 16 99.316 47.660 AIN 17 99.458 33.357 18 99.599 33.357 . 19 99.741 33. ~~ 20 99.883 33.357 21 100.000 27.628 . N _ - _ ----------------- ----------------- ---- --------- ._ TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 622'7773 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1221.9420 -------------------------------------------------------~--~~---------------- _ =========================================================== ======== 24-HOUR STORM . RUNOFF HYDROGRAPH - HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) -------------- ----------------- ----- - ----------- TIME(HRS) VOLUME(AF) Q(CFS) O. 975.0 1950.0 2925.0 3900.0 _ ------------ -------'-------------------- -- --------- -- ---------- 14.083 559.4451 848.24 . Q . V . . . 14.167 565.5041 879.77 . Q. V . . . �� - 14'250 571.9293 932.94 . Q. V . . . 14.333 578.9016 1012.38 . Q V . . . 14.417 586.1940 1858.85 . 0 V. . . 14.500 593.6977 1089.54 . .Q V. . . '. 14.583 601.3567 1112.08 . .Q V. . . 14.667 609.1436 1130.65 . .0 V. . . 14.750 617.0380 1146.27 . .Q V . . ' 14.833 625.0385 1161.68 . .0 V . . 14.917 633.1379 1176.03 . . Q V . . 15.000 641.3385 1190.72 . . Q V . . __ 15'083 649.6363 1204.84 . . 0 .V . . 15.167 658.0374 1219.84 . . 0 .V . . 15.250 666.5440 1235.17 . . Q .V . . 15.333 675.1710 1252.64 . . 0 . V . . - 15.417 683.8224 1256.19 . . Q . V . . 15.500 692.2325 1221.14 . . Q . V . . 15.583 700.0065 1128.78 . ' .Q . V . ' . .- 15.667 706.7178 974.48 . Q. . V . . 15.750 713.0579 920.59 . Q. . V . . 15.833 719.4651 930.32 . Q. . V . . 15.917 726.2482 984.91 . 0 . V . . . 16.000 733.9368 1116.37 . .0 . V . . 16.083 744.2985 1504.52 . . 0 . V . . 16.167 759.9498 2272.57 . . . QV . . 16.250 781.8461 3179.34 . . . V . Q . 16.333 808.6796 3896.23 . . . V . Q. 16.417 826.8276 2635.08 . . . Q . . 16.500 840.1940 1940.80 . . Q. V . . 16.583 851.3851 1624.95 . . Q . V . . 16.667 861.9415 1532.78 . . Q . V . . 16.750 871.9370 1451.35 . . 0 . V . . 16.833 881.5836 1400.67 . . 0 . V . . 16.917 890.8403 1344.07 . . 0 . V. . 17.000 899.7107 1287.99 . . 0 . V. . . 17.083 908.1899 1231.19 . . 0 . V. . 17.167 916.2118 1164.78 . .0 . V. . 17.250 923.7871 1099.93 . .0 . V . 17.333 930.7498 1010.97 . 0 . V . 17.417 937.2936 950.17 . Q. . V . 17.500 943.5547 909.11 . Q. . V . 17.583 949.5926 876.70 . Q . . .V . 17.667 955.4421 849.35 . 0 . . .V . 17.750 961.1098 822.94 . Q . . .V . 17.833 966.5685 792.61 . 0 . . .V . 17.917 971.9012 774.30 , Q , . .V , Il . . '. ` .. ' , _ .�` �� - ' . � ' ^' ' - -' `` �� ' 18.000 977.1246 758.43 . Q . . .V ° '_ **************************************************************************** - FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5 ----------------------------------------------------- ---------- >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< ============================================================================ THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER .- TO ROUTE THE STREAM 3 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) = 22.00 CHANNEL Z = .00 '- UPSTREAM ELEVATION = 1570.00 DOWNSTREAM ELEVATION = 1380.00 CHANNEL LENGTH[FT) = 5500.00 MANNINGS FACTOR = .014 _ CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 6234.07 - AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 4012.59 CHANNEL NORMAL VELOCITY FOR Q = 4012.59 CFS = 42.01 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .961 - MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSfAR = .998 . CONVEX METHOD CHANNEL ROUTING RESULTS: - MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) . 15.083 3069.6 3055.0 15.167 3105.4 3090.3 15.250 3141.7 3126.4 15.333 3180.8 3164.3 . 15.417 3202.6 3193.4 15.500 3175.5 3186.9 15.583 3079.3 3119.8 ' • 15.667 2909.8 2981.2 15.750 2828.7 2863.0 15.833 2803.4 2814.1 15.917 2822.7 2814.6 16.000 2913.9 2875.5 16.083 3315.3 3146.4 16.167 4213.1 3835.2 16.250 5309.6 4847.7 • 16.333 6234.1 5844.4 16.417 5196.7 5632.2 16.500 4706.6 4913.5 16.583 4564.8 4624.8 16.667 4719.4 4654.5 16.750 4661.2 4685.6 16.833 4257.3 4427.2 16.917 3880.9 4039.5 17.000 3692.3 3771.9 17.083 3588.3 3632.2 17.167 3484.1 3528.0 17.250 3375.0 3421.0 17.333 3237.4 ' 3?95.4 ' -. ' -- . ' ■ . _' . .... ^. ' . , '' .. 17.417 3127.7 3174.0 17.500 3038.2 3075.9 17.583 2959.8 2992.8 17.667 2883.8 2915.9 17.750 2807.7 2839.8 17.833 2733.3 2764.6 17.917 2678.4 2701.6 18.000 2628.6 2649.6 18.083 2579.6 2600.3 18.167 2525.7 2548.4 18.250 2465.1 2490.6 18.333 2397.3 2425.9 18.417 2337.0 2362.4 18.500 2278.6 2303.2 18.583 2219.8 2244.6 18.667 2155.2 2182.4 18.750 2091.2 2118.2 18.833 2041.3 2062.3 '- 18.917 2002.3 2018.7 19.000 1966.9 1981.8 19.083 1933.7 1947.7 - 19.167 1903.1 1916.0 19.250 1873.5 1886.0 19.333 1844.6 1856.8 19.417 1818.0 1829.2 ' 19.500 1794.2 1804.2 19.583 1771.9 1781.3 19.667 1750.3 1759.4 - 19.750 1729.5 1738.3 19.833 1709.7 1718.0 19.917 1689.8' 1698.2 _ 20.000 1669.0 1677.8 *************************** ** . FLOW PROCESS FROM NODE 6.10 TO NODE 4.00 IS CODE = 1 -------------------------------------------- - --- --- >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< . (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERCOURSE "LAG" TIME = .300 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 27.808 WATERCOURSE LENGTH = 12600.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 7300.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 310.000 FEET BASIN FACTOR = .020 WATERSHED AREA = 924.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .504 LOW LOSS FRACTION = .428 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .56 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.16 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.91 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.40 ' SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.80 *USER SPECIFIED PRECIPITATION DEPTH-AREA REnUCTIBN FACTORS: • 5—MINUTE FACTOR = .753 ~° 30—MINUTE FACTOR = .753 OUR FACTOR = .753 3—HOUR FACTOR = .961 6 FACTOR = .979 24 —HOUR FACTOR = .989 44 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 44 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 44 ============================================================================ UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- 44 lNTERVAL "S" GRAPH UNIT HYDROGRAPH HUMBEK MEAN VALUES ORDINATES(CFS) � ---------------------------------------------------------------------------- 1.703 190.295 40 455 9 305 849 2 ^ ^ _~ 3 25.340 1791.952 47.046 2425.486 = � 69.072 2461.345 83.532 1615.823 - 7 91.405 879.762 ^_ 8 95.734 483.759 97.857 237.254 ~~ 10 98.547 77.126 11 99.068 58.265 ~~ 12 99.590 58.265 13 100.000 45.836 ~~ ----------------------------------------------------'----------------------- TOTAL SOIL—LOSS VOLUME(ACRE—FEET) = 307.3979 TOTAL STORM RUNOFF VOLUME(ACRE—FEET) = 438.6747 =. '---- ~° 40 44 04 =° 00 404 las 40 AN 40 N � -. � ' ` - ' '__�, 24-HOUR STORM RUNOFF HYDRO(3 RAPH ============ - HYDROGRAPH IN FIVE-MINUTE INTERVALS ( CFS ) ---------- ---------------------------------------------------- ------- TIME(HRS) VOLUME(AF) o ( CFS ) O. 375.O 750 .0 1125.O 1500 .0 . ------------------------------------- ------ 14.O83 196.1971 295.22 . 0 . V . . . 14.167 198.303O 3O5.77 . 0 . V . . . - 14.25O 200 .5320 323.65 . 0 . V . . .. 14.333 2O2.9171 346.31 . Q. V . . . 14.417 205.4597 369.19 . Q. V . . . 14.500 2O8.1144 385.47 . 0 V . . . - 14.583 21O.8429 396.17 . 0 V. . . 14.667 213.6248 4O3.93 . 0 V. . . 14.750 216.4486 410 .02 . 0 V. . . - 14.833 219.3O74 415.1O . .Q V. . . 1 4.917 222.2025 42O.37 . .Q V . . 15.000 225.136O 425.94 . .Q V . . _ 15.O83 228.11O2 431.85 . .Q V . . 15.167 231.1254 437.81 . .Q .V . . 15.25O 234.1858 444.37 . . .V . . 15. 333 237.2952 451.49 . . 0 .V . . • 15.417 24O.4321 455.47 . . 0 .V . . 15.5OO 243.5O84 446.69 . .Q . V . . 15. 583 246.4016 420 .08 . .Q . V . . 15.667 249.0403 383.14 . 0 . V . . 15.75O 251.45O5 349.96 . Q. . V . . 15.833 253.7943 34O.32 . Q. . V . . :1.5 .917 256.2448 355.81 . Q. . V . . 16.00 0 259.O084 4O1.28 . 0 . V . . 16.O 262.7627 545.12 . . 0 . V . . 16.167 268.652 855.16 . . . 0 V . . 16.25O 277.O976 1226.28 . . . V . 0 . l6.333 286.9693 1433.36 . . . V . 0 .. 16.417 296.46O1 1378.O6 . . . V . 0 . 16.500 303.5609 1031.04 . . . 0 . . 16.583 308.7000 746.2O . . Q. V . . 16.667 312.8364 600 .60 . . 0 . V . . 16.75O 316.437O 522.8O . . 0 . V . . 16'833 319.6956 473.15 . . 0 . V. . 16.917 322.8866 463.33 . . 0 . V. . 17.000 326.O266 455.93 . . 0 . V. . 17.083 329.O559 439.85 . .Q . V . 17.167 331.8676 4O8.27 . Q . V . 17.25O 334.5225 385.48 . Q . V . 17.333 336.9952 359.O4 . Q. . V . 17.417 339.2861 332.64 . 0 . . V .. 1 7.50O 341.4357 3 . 0 . . .V . 17.583 343.4858 297.67 . 0 . . .V . 17.667 345.4608 286.77 . 0 . . .V . 17.750 347.3773 278.27 . 0 . . .V . 17 .833 349 .2472 271.51 . 0 . . .V . i7'917 � 51'O747 ?65.35 ' p ' , .. V ,. !Tr" ' '._. ____,. - ~_,,_, , ,. _ 18.000 352.8626 259.60 . Q . . . V . __ �*************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 7.00 1S CODE = 5 ------------------------------------------------------------ ----- >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< ==================== --- ==========------========----========================== . THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER ' TO ROUTE THE STREAM 3 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) = 18.00 CHANNEL Z = .00 ' UPSTREAM ELEVATION = 1380.00 DOWNSTREAM ELEVATION = 1280.00 CHANNEL LENGTH(FT) = 5450.00 MANNINGS FACTOR = .014 '. CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 7277.77 ' AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 4898.36 CHANNEL NORMAL VELOCITY FOR 0 = 4898.36 CFS = 36.66 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .956 ' MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .996 . CONVEX METHOD CHANNEL ROUTING RESULTS: ' MODEL INFLOW OUTFLOW • TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 15.083 3486.8 3467.1 15.167 3528.1 3508.4 15.250 3570.8 3550.4 15.333 3615.8 3594.3 15.417 3648.9 3633.1 15.500 3633.6 3640.8 15.583 3539.9 3584.5 15.667 3364.3 3448.1 . 15.750 3212.9 3285.3 15.833 3154.4 3182.6 15.917 3170.4 3162.9 16.000 3276.8 3226.1 16.083 3691.6 3493.9 16.167 4690.4 4214.1 16.250 6074.0 5413.4 16.333 7277.8 6702.0 16.417 7010.2 7135.0 16.500 5944.6 6452.3 16.583 5371.0 5646.2 16.667 5255.1 5311.5 16.750 5208.4 . 5230.9 16.833 4900.3 5047.0 16.917 4502.9 4692.7 17.000 4227.9 4359.6 17.083 4072.1 4146.8 17.167 3936.3 4001.2 17.250 3806.4 3868.5 17.333 3654'4 7;727'0. ' - _ ^ - �- • . ~~... . +.~. '. ' ' ' • -_`_ ,-._ 17.417 3506.6 3577.3 17.500 3388.0 3444.8 17.583 3290.5 3337.2 17.667 3202.6 3244.7 17.750 3118.0 3158.5 17.833 3036.2 3075.3 17.917 2966.9 3000.0 18.000 2909.2 2936.8 18.083 2854.3 2880.6 18.167 2796.7 2824.3 18.250 2732.3 2763.1 18.333 2660.2 2694.6 18.417 2589.7 2623.4 18.500 2524.7 2555.8 18.583 2461.4 2491.6 18.667 2395.3 2426.9 18.750 2327.5 2359.9 18.833 2268.6 2296.8 . 18.917 2222.1 2244.3 19.000 2182.4 2201.4 19.083 2145.6 2163.2 . 19.167 2111.3 2127.7 19.250 2079.0 2094.4 19.333 2047.4 2062.5 19.417 2017.6 2031.9 ' 19.500 1990.6 2003.5 19.583 1965.6 1977.6 19.667 1941.7 1953.1 ' 19.750 1918.7 1929.7 19.833 1896.7 1907.2 19.917 1875.0` 1885.4 20.000 1852.9 1863.5 ** ' FLOW PROCESS FROM NODE 6.20 TO NODE 7.00 IS CODE = 1 --- ------------------------------------------------------- - >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< ====================================== (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERCOURSE "LAG" TIME = .282 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 29.588 WATERCOURSE LENGTH = 10600.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 5400.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 140.000 FEET BASIN FACTOR = .020 WATERSHED AREA = 799.000 ACRES BASEFLOW = .00O CFS/SQUARE-MILE VALLEY(DEVELOPED) S.'-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .389 LOW LOSS FRACTION = .347 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30-MINUJES RAINFALL(INCH) = 1.13 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.78 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.10 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.30 *USER SPECIFT PRECIPITATION DEPTH-AREA REDUCTION FACTORS: ' ' 5-MINUTE FAClOR -- 30-nJNUTE FACTOR = .753 1- HOUR FACTOR = .753 HOUR FACTUR = .961 6 -HOUR FACTOR = .979 24 -HOUR FACTOR who RUHOFF HYDROGRAPH LISTING LIMITS: = MUDE TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 M TIME(HOURS) FOR END OF RESULTS = 18.00 . �� UNIT HYDROGRAPH DETERMINATION ---- INT "S" GRAPH UNIT HYDROGRAPH HUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------------------------------------- 1.839 177.682 - 2 10.633 849.814 - 3 28.365 1713.402 4 52.419 2324.260 ~ 5 74.011 2O86.471 86.88O 1243.498 93.525 642.086 _ 8 96.965 332.469 98.309 129.850 10 98.864 53.606 11 99.385 50.382 12 99.754 35.632 13 99.939 17.816 - 14 100.000 5.938 ..----------------- _ - - - - _ - - - - _ _ - - - _ _ - - - _ - - - - _ _ lUlAL SOlL VOLUME(ACRE-FEET) = 204.1021 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 408.1006 �� • �� "- , =�� ' ` ============================ ========= 24-HOUR STORM RUNOFF HYDROGRAPH ____________________________________________________ ______ _____________________ HYDROGRAPH IN FIVE-MINUTE INTERVALS (CFS ) ---------------------------- ------------------------------------------ ------ lIME(HRS) VOLUME (AF) Q(CFS) O. 350.O 700.0 1050.0 1400.0 . ------------------------ ------------------------- ------------- 14.083 183.9871 262.31 . Q . V . . . 14.167 185.8768 274.39 . Q . V . . . ' 14.250 187.9O68 294.75 . 0 . V . . . 14 .333 190.1167 320.88 . Q. V . . . 14. 417 192.4903 344.65 . Q. V . . . _ 14.500 194.9718 360.32 . 0 V. . . 14.583 197.5222 370.31 . 0 V. . . 14.667 200.1221 377.51 . 0 V. . . 14.750 202.7597 382.97 . 0 V~ . . - 14.833 205.4317 387.98 . .0 V . . 14.917 208.1401 393.25 . .Q V . . 15.000 210.8863 398.75 . . Q V . . _ 15.083 213.6719 404.46 . .Q V . . 15.167 216.4993 410.55 . .0 .V . . 15.250 219.3719 417.10 . .0 .V . . 15.333 222.2944 424.33 . . 0 .V . OP 15.417 225.2438 428.26 . . 0 . V . . 15.500 228.1218 417.89 . .Q . V . . 15.583 230.8042 389.49 . ' .Q . V . . 15.667 233.2157 350.15 . 0 . V . . 15.750 235.4245 320.71 . Q. . V . . 15.833 237.6075 316.97 . Q. . V . . 15.917 239.9283 336.99 . Q. . V . . 16.000 242..5922 386.80 . .Q . V . . 16.083 246.2390 529.51 . . 0 . V . . 16.167 252.0139 838.51 . . . QV . . 16.250 260.0957 1173.48 . . . V . 0 . 16.333 269.4O94 1352.35 . . . V . 0 . 16.417 277.6911 1202.50 . . . V . 0 . 16.500 283.6244 861.51 . . . Q V . . 16.583 287.9491 627.95 . . 0 . V . . 16.667 291.5294 519.87 . . 0 . V . . 16.750 294.7041 460.96 . . 0 . V . . 16.833 297.7167 437.43 . . Q . V. . 16.917 300.6829 430.70 . . 0 . V. . � 17.000 303.5583 417.51 . .0 . V. . 17.083 306.3120 399.83 . .Q . V . 17.167 308.9156 378.04 . 0 . V . 17.250 311.3360 351.45 . 0 . V . 17.333 313.5500 321.46 . Q. . V . 17.417 315.5733 293.79 . 0 . . V . 17.500 317.4619 274.23 . Q . . .V . 17.583 319.2576 260.73 . 0 . . .V . 17.667 320.9842 250.70 . Q . . .V . 17.750 322.6587 243.14 . Q . . .V . 17.833 324.2895 236.80 . 0 . . . .V . 17.917 325.8800 230 ' 93 . Q . . . ~ ' - ' 18.000 327.4337 225.60 . Q . . . V . ******************************** ********************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 5 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< ============================================================================ THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDRO8RAPH 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) = 25.00 CHANNEL Z = .00 . UPSTREAM ELEVATION = 1280.00 DOWNSTREAM ELEVATION = 1190.00 CHANNEL LENGTH(FT) = 6000.00 MANNINGS FACTOR = .014 . CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 8337.51 - AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 5833.80 CHANNEL NORMAL VELOCITY FOR Q = 5833.80 CFS = 34.72 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .953 _ MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .991 CONVEX METHOD CHANNEL ROUTING RESULTS: ' MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) . 15.083 3871.6 3845.2 15.167 3918.9 3892.5 15.250 3967.5 3940.4 15.333 4018.6 3990.1 15.417 4061.3 4037.5 15.500 4058.7 4059.9 15.583 3974.0 4020.8 ' 15.667 3798.2 3895.8 15.750 3606.1 3713.2 15.833 3499.6 3559.4 15.917 3499.9 3500.2 16.000 3612.9 3550.4 16.083 4023.4 3795.8 16.167 5052.7 4481.4 16.250 6586.9 5733.3 • 16.333 8054.3 7235.2 16.417 8337.5 8173.7 . 16.500 7313.8 7878.6 16.583 6274.2 6854.1 16.667 5831.4 6081.3 16.750 5691.8 5771.2 16.833 5484.4 5599.8 16.917 5123.4 5324.1 17.000 4777.1 4970.4 17.083 4546.6 4675.8 17.167 4379.3 4473.0 17.250 4220.0 4308.9 17.333 4048.5 4144'1 �� ' .^~ ^ ` - �- '` _ � . 17.417 3871.1 3970.0 17.500 3719.0 3804.0 17.583 3597.9 3665.6 17.667 3495.4 3552.7 17.750 3401.6 3454.0 17.833 3312.1 3362.1 17.917 3231.0 3276.3 18.000 3162.4 3200.7 18.083 3101.4 3135.5 18.167 3041.1 3074.7 18.250 2976.5 3012.5 18.333 2905.2 2944.9 18.417 2831.2 2872.5 18.500 2760.7 2800.1 18.583 2693.6 2731.1 18.667 2626.0 2663.7 18.750 2556.3 2595.2 18.833 2490.4 2527.2 . 18.917 2435.4 2466.2 19.000 2390.0 2415.4 19.083 2349.4 2372.1 - 19.167 2311.7 2332.8 19.250 2276.3 2296.1 19.333 2242.3 2261.3 19.417 2209.7 2227.9 - 19.500 2179.4 2196.3 19.583 2151.5 2167.1 19.667 2125.4 2140.0 - 19.750 2100.2 2114.2 19.833 2076.0 2089.5 19.917 2052.6 2065.7 _ 20.000 2029.1 2042.2 ************************************* ******* * ' FLOW PROCESS FROM NODE 8.10 TO NODE 8.00 IS CODE = 1 --------------------------------------------------------------- ---------- >>>>>UNIT ANALYSIS<<<<< ============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERCOURSE "LAG" TIME = .235 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 35.448 WATERCOURSE LENGTH = 8600.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 6100.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 105.000 FEET BASIN FACTOR = .017 WATERSHED AREA = 512.000 ACRES BASEFLOW = .00O CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .197 LOW LOSS FRACTION = .196 *HYDROGRAPH MODEL 01 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .52 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.07 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.44 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.65 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.92 ' SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 8.80 *USER SPECIFlED PRECIPITATION DEPTH-AREA REDUCTION FACTORS _ ' ^ � . � � ' � - - ' - ================================ ====== 24-HOUR STORM RUNOFF HYDROGRAPH ============== _ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) -------------------- --- ---------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) O. 250.O 500.0 750.0 1000.0 - ------------ -------------------------------------- --- ----------------------- 15.083 160.3365 305.13 . . 0 .V . . 15.167 162.4716 310.02 . . 0 .V . . -- 15.250 164.6431 315.29 . . Q .V . . 15.333 166.8552 321.20 . . 0 . V . . 15.417 169.0864 323.97 . . 0 . V . . 15.500 171.2298 311.22 . . Q . V . . - 15.583 173.1741 282.32 . .Q . V . . 15.667 174.8977 250.27 . 0 . V . . 15.750 176.5408 238.57 . Q. . V . . ~- 15.833 178.2346 245.94 . Q. . V . . 15.917 180.0763 267.41 . Q . V . . 16.000 182.2357 313.54 . . 0 . V . . _ 16.O83 185.2216 433.55 . . Q . V . . 16.167 190.0688 703.81 . . . V Q . . 16.250 196.5298 938.14 . . . V . 0 . 16.333 203.1825 965.98 . . . V . Q . ' 16.417 207.9865 697.53 . . . Q . . 16.500 211.2468 473.40 . . 0 . V . . 16.583 213.8121 372.48 . . Q . V . . 16.667 216.1168 334.65 . . 0 . V . . 16.750 218.3943 330.70 . . 0 . V . . 16.833 220.6181 322.88 . . 0 . V. . 16.917 222.7625 311.38 . . 0 . V. . 17.000 224.8281 299.92 . .Q . V. . 17.083 226.8223 289.54 . .Q . V . 17.167 228.7130 274.54 . 0 . V . 17.250 230.4518 252.47 . Q . V . 17.333 232.029 227.84 . Q. . V . 17.417 233.4692 210.29 . 0 . . V . 17.500 234.8412 199.21 . 0 . . .V . 17.583 236.1602 191.52 . Q . . .V . 17.667 237.4405 185.90 . 0 . . .V . 17.750 238.6868 180.96 . Q . . . . 17.833 239.9023 176.50 . 0 . . .V . 17.917 241.0903 172.49 . Q . . .V . 18.000 242.2533 168.87 . Q . . . V . 18.083 243.3933 165.52 . Q . . . V . 18.167 244.5116 162.37 . 0 . . . V . 18.250 245.6093 159.39 . 0 . . . V . 18.333 246.6876 156.57 . 0 . . . V . 18.417 247.7477 153.93 . 0 . . . V . 18.500 248.7908 151.46 . 0 . . . V . � 18.583 249.8179 149.13 . 0 . . V . . 18.667 250.8298 146.93 . Q . . . V . 18.750 251.8273 144.83 . 0 . . . V . 18.833 252.8111 142.84 . Q . . . V . 18.917 253.7817 140-94 . g . . .. V .. ■ � . ` - � ' , ` , � ` . 19.000 354.739O 139.12 . U . . . V . 19.083 255.6860 137.38 . Q . . . V . 19.167 256.6207 135.72 . Q . . . V . 19.250 257.5443 134.12 . 0 . . V . 19.333 258.4575 132.58 . 0 . . . V . 19.417 259.3604 131.11 . 0 . . . V . 19.500 260.2536 129.69 . 0 . . . V . 19.583 261.1373 128.32 . Q . . . V . 19.667 262.0119 127.00 . 0 . . . V . 19.750 262.8778 125.72 . Q . . . V . 19.833 263.7352 124.49 . 0 . . . V . 19.917 264.5844 123.30 . Q . . . V . 20.000 265.4256 122.15 . 0 . . . V . - **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 11 --------------------------------- - ---- ---- - >>>>>VIEW STREAM NUMBER 3 HYDROGRAPH<<<<< ============================================================================ ._ STREAM HYDROGRAPH IN FIVE INTERVALS(CFS) --------------------------- --------- ---- - ----- TIME(HRS) VOLUME(AF) Q(CFS) O. 2225.0 4450.0 6675.0 8900.0 _ ---------- ------------------- ---------- ------ -- -- 14.083 2114.7050 3147.00 . . 0 V . . . 14.167 2136.7550 3201.72 . . Q V . . . '- 14.250 2159.4010 3288.29 . . Q V . . . 14.333 2182.8930 3410.96 . . Q V . . . 14.417 2207.3460 3550.54 . . 0 V . . . 14.500 2232.6790 3678.36 . . Q V . . . ' 14.583 2258.6970 3777.82 . . 0 V. . . 14.667 2285.2490 3855.36 . . 0 V. . . 14.750 2312.2650 3922.76 . . Q V. . . ' 14.833 2339.7100 3985.05 . . 0 V. . . 14.917 2367.5560 4043.19 . . Q V . . 15.000 2395.7780 4097.83 . . Q V . . . 15.083 2424.3610 4150.30 . . 0 V . . 15.167 2453.3040 4202.52 . . Q V . . 15.250 2482.6130 4255.69 . . QV . . 15.333 2512.3050 4311.32 . . Q.V . . 15.417 2542.3430 4361.43 . . 0.V . . 15.500 2572.4470 4371.14 . . Q.V . . 15.583 2602.0830 4303.16 . . Q.V . . 15.667 2630.6370 4146.11 . . Q . V . . 15.750 2657.8540 3951.77 . . 0 . V . . 15.833 2684.0610 3805.34 . . 0 . V . . 15.917 2710.0090 3767.65 . . 0 . V . . 16.000 2736.6200 3863.95 . . 0 . V . . 16.083 2765.7480 4229.37 . . Q. V . . 16.167 2801.4590 5185.19 . . . Q . . 16.250 2847.4050 6671.43 . . . V Q. . 16.333 2903.8870 8201.19 . . . V . Q . 16.417 2964.9840 8871.26 , . . V . Q. 16.500 3022.5050 8352.00 . . . V . Q . ' 16.583 3072.2750 7226.61 . . . V . 0 . 16.667 3116.4620 6416.00 . . . V Q . . 16.750 3158.4860 6101.88 . . . VQ . . 16.833 3199.2760 5922.72 . . . QV . . 16.917 3238.0880 5635.47 . . . Q V . . 17.000 3274.3850 5270.30 . . . Q V . . 17.083 3308.5810 4965.33 . . . 0 V . . 17.167 3341.2780 4747.50 . . .Q V . . 17.250 3372.6920 4561.35 . . 0 V . . 17'333 3402'8020 4371'95 ' ' Q' U ' . — 17.417 3431.592O 418O.33 . . Q . V. � 17.50O 3459.1620 40O3.17 . . Q . V. °o 17.583 3485.726O 3857.14 . . Q . V. . 17.667 3511. 4740 3738.58 . . 0 . V. 17 5080 3634.94 . . Q . V 17.833 3560 ..1:3780 3538.57 . l7.917 3584 .63OO 3448.78 . . Q . V 18.00O 36O7. 837O 3369.60 ~es ============================================================================ 1 OF FLOOD RUUTING ANALYSIS = �re �00 = = �� 410 /AM = c FUSCOE WILLIAMS LINDGREN & SHORT c APPENDIX V Etiwanda / San Sevaine Watersheds To Downstream Of Foothill Blvd. c c c **************************************************************************** FLOOD ROUTING ANALYSIS = USINGORANGE/SAN BERNARDINO COUNTY UNIT-HYDROGRAPH (1986 MANUAL) (c) Copyright 1983-88 Advanced Engineering Software (aes) Ver. 3.0A Release Date: 7/21/88 Serial # 2124 Analysis prepared by: Fuscoe, Williams, Lindgren & Short = ************************** DESCRIPTION OF STUDY ************************** * ETIWANDA / SAN SEVAINE HYDROLOGY TO FOOTHILL WITH ULTIMATE BASINS 2/5 * AND RICH BASIN, AND NO DIVERSION. ULTIMATE DEVELOPMENT * * * ************************************************************************** -~ FILE NAME: C:\ESS\ULT2\SSEULT8.DAT TIME/DATE OF STUDY: 22:48 2/ 4/1989 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 1 > > >> >UNIT-HYDROGRAPH ANALYSIS< <<<< ''- (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .456 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 18.290 WATERCOURSE LENGTH = 16200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 8200.000 FEET ~~ ELEVATION VARIATION ALONG WATERCOURSE = 3520.000 FEET BASIN FACTOR = .040 WATERSHED AREA = 1262.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .850 = MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .149 VALLEY(UNDEVELOPED/DESERT) : "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 ~ MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .293 LOW LOSS FRACTION = .126 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .68 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.40 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.86 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 6.50 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 16.00 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .520 30-MINUTE FACTOR = .548 ~~ 1-HOUR FACTOR = .564 ~~ 3-HOUR FACTOR = .883 6-HOUR FACTOR = .947 24-HOUR FACTOR = .971 - RUNOFF HYDROGRAPH LISTING LIMITS: - MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 . MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 == °= UNIT HYDROGRAPH DETERMINATION . INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) . 1 1.307 199.514 . 2 4.877 544.894 = 3 10.431 847.671 4 18.518 - 1234.195 ~- 5 29.731 1711.427 6 49.104 2956.648 , ~ 7 60.090 1676.788 8 66.654 1001.738 - 9 71.602 755.203 10 75.648 617.529 11 79.021 514.881 -' 12 81.880 436.329 13 84.347 376.412 14 86.493 327.658 15 88.320 278.860 16 89.928 245.390 . 17 91.341 215.639 18 92.538 182.693 ~- 19 93.529 151.229 20 94.385 130.676 ~~ 21 95.128 113.351 ~ 22 95.727 91.408 23 96.133 61.979 - 24 96.435 46.039 25 96.733 45.575 ~~ 26 97.005 41.462 .4 27 97.270 40.480 28 97.516 37.596 _ 29 97.747 35.171 30 97.976 34.989 ~~ 31 98.203 34.616 32 98.427 34.137 . 33 98.650 34.113 40 34 98.855 31.307 35 98.926 10.859 . 36 98.997 10.758 37 99.063 10.130 Al 38 99.129 10.019 . 39 99.192 9.567 40 99.247 8.406 . 41 99.301 8.347 42 99.359 8.761 °� 43 99.419 9.178 . 44 99.478 9.003 45 99.514 5.529 . 46 99.541 4.167 47 99.569 4.157 . 48 99.596 4.158 49 99.623 4.157 ~~ 50 99.650 4.167 ~~ 51 99.678 4.157 ,7 99.705 4.157 53 99.732 4.158 54 99.759 4.157 55 99.786 4.051 56 99.802 2.437 57 99.815 1.973 58 99.828 1.962 59 99.840 1.953 60 99.854 2.030 61 99.867 1.953 62 99.879 1.952 63 99.892 1.953 64 99.905 1.953 65 99.918 1.953 =° 66 99.931 1.952 67 99.943 1.953 68 99.956 1.953 69 99.969 1.952 70 99.982 1.953 71 99.994 1.953 72 100.000 .840 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 203.7497 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1429.3810 • = a a 4* 440 24-HOUR STORM ter RUNOFF HYDROGRAPH °= _ = HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) -- _~ TIME(HRS) VOLUME(AF) Q(CFS) 0. 475.0 950.0 1425.0 1900.0 ~~ 14.083 687.6325 996.67 . . VO . . 14.167 694.6420 1017.77 . . V.Q . . . 14.250 701.8466 1046.12 . . V. Q . . 14.333 709.3131 1084.13 . . V. Q . . . 14.417 717.1172 1133.15 . . V Q . . ~. 14.500 725.4716 1213.06 . . V Q . . 14.583 734.1300 1257.20 . . V 0 . . ~~ 14.667 742.9584 1281.88 . . V 0 . . 14.750 751.9070 1299.35 . . .V 0 . . ~~ 14.833 760.9432 1312.05 . . .V 0 . . _ 14.917 770.0437 1321.38 . . .V 0 . • 15.000 779.1871 1327.63 . . .V 0 . . 15.083 788.3601 1331.91 . . . V 0 . . 15.167 797.5466 1333.88 . . . V 0 . . - 15.250 806.7354 1334.21 . . . V 0 . . 15.333 815.9125 1332.52 . . . V 0 . . ~~ 15.417 825.0028 1319.92 . • . V 0 . • ~ 15.500 833.8792 1288.85 . • . V Q . • 15.583 842.4456 1243.86 . . . V 0 . • 1r5.667 850.5838 1181.67 . . . VQ . . 15.750 858.1664 1101.00 . . . QV ~ , - 15.833 864.8214 966.29 . . 0 V . . ~~ 15.917 871.0908 910.32 . . Q. V . . 16.000 877.3641 910.89 . . Q. V . . ~~ 16.083 884.1625 987.12 . . 0 V . . 14.167 891.8409 1114.91 . . . QV . . ~~ 16.250 900.3733 1238.90 . . . VO . . 16.333 909.9683 1393.19 . . . V Q. . 16.417 920.6721 1554.20 . . . V . 0 . ~ 16.500 933.2026 1819.43 . . . V . 0 . 16.583 943.2056 1452.43 . . . V 0 . ~ 16.667 951.8580 1256.33 . . . 0 . . 16.750 960.2078 1212.39 . . . QV . . -~ 16.833 969.0352 1281.73 . . . QV . . =~ 16.917 978.1129 1318.09 . . . Q . . 17.000 987.3212 1337.05 . . . VO . . ..0 17.083 996.6046 1347.94 . . . VO . . 17.167 1005.8930 1348.61 . . . 0 , . <on 17.250 1015.1100 1338.44 . . ~ g • , .011 17.333 1024.1890 1318.17 . . . QV . . 17.417 1033.0150 1281.58 . . . Q V . . ms 17.500 1041.3260 1206.76 . . . 0 V. . 17.583 1049.3110 1159.38 . . . Q V. , *0 17.667 1057.0870 1129.11 . . . 0 V. . 17.750 1064.6890 1103.82 . . ~ 0 V. . .. 17.833 1072.1200 1079.02 . . . 0 V , mw 17.917 1079.3810 1054.27 . . . 0 V . 18.000 1086.5090 1034.96 . . ,0 V , � Mt **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 401.00 IS CODE = 5 ~ ~~ >>}>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD(<<(< __ ===== ====__ _ _ _ _ __== � THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER akw TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5-MINUTE oft INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17-52, August,1972, 406 U.S. Department of Commerce). ~.. ASSUMED REGULAR CHANNEL INFORMATION: .= BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1960.00 = DOWNSTREAM ELEVATION = 1510.00 CHANNEL LENGTH(FT) = 7000.00 MANNINGS FACTOR = .014 �� ^.. CHANNEL ROUTING COEFFICIENT ESTIMATED: °= MAXIMUM INFLOW(CFS) = 1819.43 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1160.13 ~~ CHANNEL NORMAL VELOCITY FOR Q = 1160. 13 CFS = 34.40 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .953 . = MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .985 _ - CONVEX METHOD CHANNEL ROUTING RESULTS: ~~ MODEL INFLOW OUTFLOW _ TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) - 15.083 1331.9 1329.1 15.167 1333.9 1332.6 - 15.250 1334.2 1334.0 __ 15.333 1332.5 1333.6 15.417 1319.9 1328.1 _ 15.500 1288.8 1309.2 15.583 1243.9 1273.5 -' 15.667 1181.7 1222.7 15.750 1101.0 1154.2 15.833 966.3 1054.9 „ ' 15.917 910.3 948.2 16.000 910.9 911.1 ~- 16.083 987.1 937.4 16.167 1114.9 1030.9 * 16.250 1238.9 1156.8 16.333 1393.2 1291.4 .s• 16.417 1554.2 1447.7 =o 16.500 1819.4 1644.9 16.583 1452.4 1688.9 401 16.667 1256.3 1387.8 16.750 1212.4 1243.1 AN 16.833 1281.7 1237.0 ~� 16.917 1318.1 1293.7 17.000 1337.0 1324.3 *w 17.083 1347.9 1340.6 17.167 1348.6 1348.1 401 17.250 1338.4 1345.1 .0 17.333 1318.2 1331.5 17.417 1281.6 1305.6 ~� 17.500 1206.8 1255.9 17.583 1159.4 1191.0 "*, 17.667 1129.1 1 149. 3 ~~ 17.750 1103.8 1120.6 17.833 1079.0 1095.4 -' 17.917 1054.3 1070.7 1n 000 107.0 1047.8 **************************************************************************** = FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< =____________________ _ (UNIT-HYDROGRAPH ADDED TO STREAM #1) Kt WATERCOURSE "LAG" TIME = .405 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 20.588 WATERCOURSE LENGTH = 21200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 10500.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 3690.000 FEET ~~ BASIN FACTOR = .028 WATERSHED AREA = 2416.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .300 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .500 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .190 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .314 LOW LOSS FRACTION = .188 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .65 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.36 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.78 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.55 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 5.68 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 12.90 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .520 30-MINUTE FACTOR = .548 1-HOUR FACTOR = .564 3-HOUR FACTOR = .883 6-HOUR FACTOR = .947 24-HOUR FACTOR = .971 = RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION °O INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.499 437.989 ~� 2 5.825 1281.630 3 14.168 2420.052 *go 4 25.681 3364.019 5 41.937 4749.697 4687.292 57 979 4687 6 ^ ^ ~� 7 67.564 2800.442 P 74'222 1964.859 9 79.130 1414.491 . 10 82.819 1078.076 11 85.633 822.094 - 12 87.857 649.759 . 13 89.552 495.372 14 90.980 417.365 . 15 92.241 368.205 16 93.324 316.546 . 17 94.242 268.074 . 18 94.935 202.701 19 95.521 171.233 . 20 95.991 137.285 21 96.304 91.549 -° 22 96.599 85.958 23 96.875 80.681 ~~ 24 97.140 77.598 = 25 97.387 72.063 26 97.610 65.286 °= 27 97.832 64.798 28 98.048 63.017 . 29 98.261 62.364 ,_ 30 98.469 60.601 31 98.600 38.340 ~~ 32 98.704 30.324 33 98.801 28.447 34 98.897 28.030 35 98.985 25.743 36 99.065 23.469 37 99.147 23.828 38 99.234 25.542 39 99.322 25.616 40 99.379 16.659 41 99.418 11.438 ~ 42 99.457 11.429 43 99.497 11.438 ~~ 44 99.536 11.418 45 99.575 11.438 ~~ 46 99.614 11.418 47 99.653 11.440 48 99.692 11.438 -~ 49 99.729 10.849 50 99.751 6.362 - 51 99.770 5.392 52 99.788 5.350 =~ J,_, 99.806 5.435 . 54 99.827 6.026 55 99.846 5.435 . 56 99.864 5.435 57 99.883 5.435 9. 58 99.901 5.435 59 99.920 5.435 "� 60 99.939 5.435 . 61 99.957 5.435 62 99.976 5.437 . 63 99.994 5.435 64 100.000 1.621 = MN = TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 466.5886 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2054.2310 _ . _____======________==______=____ _ _ ___ 24-HOUR STORM °= 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) 0(CFS) 0. 775.0 1550.0 2325.0 3100.0 . 14.083 961.8555 1531.90 . . VQ. . . 14.167 972.6489 1567.20 . . V Q . . =" 14.250 983. 8247 1622.74 . . VQ . . 14.333 995.4938 1694.36 . . V.0 . . . 14.417 1007. 8160 1789.25 . . V. 0 . . ~= 14.500 1020. 7680 1880.62 . . V. 0 . . 14.583 1034.0940 1934.80 . . V Q . . - 14.667 1047.6760 1972.13 . . V Q . . 14.750 1061.4380 1998.25 . . V 0 . . 14.833 1075.3320 2017.38 . . V 0 . . 14.917 1089.3200 2031.10 . . .V 0 . . 15.000 1103.3770 2041.05 . . .V 0 . . 15.083 1117.4790 2047.64 . . .V 0 . , 15.167 1131.6130 2052.33 . . . V 0 . . 15.250 1145.7710 2055.63 . . . V 0 . . 15.333 1159.9400 2057.39 . . . V 0 . . 15.417 1173.9890 2039.97 . . . V 0 . . 15.500 1187.6770 1987.52 . . . V 0 . . 15.583 12()0.7040 1891.43 . . . VQ . • 15.667 1212. 8470 1763.13 . . . QV . . 15.750 1223.8010 1590.65 . . 0 V . . 15.833 1233.7210 1440.29 . . 0 . V . . 15.917 1243.3540 1398.83 . . 0 . V . . 16.000 1253.2380 1435.05 . . 0 . V . . 16.083 1264. 5340 1640.26 . . .0 V . . 16.167 1278.1390 1975.38 . . . VQ . . 16.250 1294.4930 2374.67 . . . V 0 . 16.333 1313.0170 2689.64 . . . V . 0 . 16.417 1333.7150 3005.38 . . . V . 0 . 16.500 1353.6500 2894.49 . . . V . 0 . 16.583 1369.9680 2369.43 . . . V 0 . 16.667 1384.7350 2144.21 . . . VQ . . 16.750 1399.1030 2086.17 . . . QV . . 16.833 1413.6770 2116.19 . . . 0 . . 16.917 1428.2600 2117.36 . . . 0 . . -" 17.000 1442. 8670 2121.02 . . . QV . ~ . 17.083 1457.4120 2111.97 . . . QV . . 17.167 1471.8650 2098.50 . . . QV . , `° 17.250 1486. 0750 2063.25 . . . 0 V . . 17.333 1499.8630 2002.03 . . . 0 V. . =° 17.417 1512. 9970 1907.08 . . . 0 V. . _ 17.500 1525.4160 1803.22 . . . 0 V. . 17.583 1537.3760 1736.68 . . . 0 V. . = 17.667 1548.9630 1682.40 . . .0 V . 17.750 1560.2230 1634.93 . . .0 V . . 17.833 1571 . 2540 1601.76 . . 0 V . . 17.917 1582. 0950 1574.11 . . 0 V , 18.000 1592.7680 1549.64 . . Q. .V . . °0 **************************************************************************** FLOW PROCESS FROM NODE 401.10 10 TO NODE 401.00 IS CODE = 1 ~~ . -- >>>>>UNIT ANALYSIS<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM 41) AwN WATERCOURSE "LAG" TIME = .159 HOURS - ~ UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES = UNIT INTERVAL PERCENTAGE OF LAG-TIME = 52.326 WATERCOURSE LENGTH = 7200.000 FEET *m LENGTH FROM CONCENTRATION POINT TO CENTROID = 3900.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 460.000 FEET BASIN FACTOR = .020 WATERSHED AREA = 354.000 ACRES = BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .482 = LOW LOSS FRACTION = .381 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .60 = SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.22 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.62 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.10 = SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.75 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.00 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .520 ~~ 30-MINUTE FACTOR = .548 1-HOUR FACTOR = .564 ~~ 3-HOUR FACTOR = .883 6-HOUR FACTOR = .947 24-HOUR FACTOR = .971 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 .~ UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) °m 1 4.863 208.184 =w 2 32.371 1177.663 3 71.786 1687.434 4 91.584 847.614 =m 5 97.632 258.923 6 98.990 58.126 ~m 7 99.518 22.615 8 99.807 12.377 9 99.952 6.189 10 100.000 2.063 Am TOTAL SOIL-LOSS VOLUME (ACRE-FEET) = 117.7089 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 197.2787 ___==== _ _ ----- _____ ___ ___ _____ °° 24-HOUR STORM °� R U N O F F H Y D R O G R A P H . ===________============__ _____====== 44L HYDROSRAPH IN FIVE-MINUTE INTERVALS (CFS) . me TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 -° 15.()83 111. 7009 201.39 . . 0 . V . ~ 15.167 113.0880 201.41 . . 0 . V . ~ . 15.250 114. 4752 201.43 . . Q . V . . 15.333 115.8626 201.45 . . Q . V . . -° 15.417 117. 2139 196.20 . . Q . V . . = 15.500 118.3614 166.62 . .0 . V . . 15.583 119.2279 125.82 . 0 . . V . . ~~ 15.667 119. 9852 109.96 . 0 . . V . . 15.750 120.7563 111.96 . 0 . . V . • - 15.833 121.5898 121.02 . 0 . . V . . _, 15.917 122. 5256 135.88 . Q. . V . . 16.000 123.6680 165.88 . .Q . V . . - 16.083 125. 4434 257.79 . . 0 . V ~ • 16.167 128.8499 494.61 . . . V . 0 . - 16.250 132.8768 584.71 . . . V , 0 . 16.333 135.3539 359.68 . . . 0 V . . ~- 16.417 136.7209 198.49 . . 0 . V . • ~~ 16.500 137.8213 159.78 . 0 • V . • 16.583 139.0781 182.49 . . 0 ~ V . . ~~ 16.667 140. 4367 197.27 . . Q . V . . 16.750 141.8213 201.04 . . Q . V . . ~ - 16.833 143. 2060 201.07 . . 0 . V. . ~~ 16.917 144.5900 200.94 . . Q . V. . 17.000 145.9752 201.14 . . 0 . V. . ~ 17.083 147.3420 198.45 . . 0 . V. . 17.167 148.5991 182.53 . . Q . V . ~� 17.250 149. 6933 158.87 . 0 . V . 17.333 150.6941 145.32 . Q. . V . -~ 17.417 151. 6530 139.23 . Q. . V . °. 17.500 152.5888 135.88 . Q. . V . 17.583 153.5059 133.16 . 0 . . .V . ~~ 17.667 154. 4064 130.75 . 0 . . .V . 17.7■0 155.2919 128.58 . 0 . . .V . ~~ 17.833 156. 1638 126.60 . 0 . . .V . .. 17.917 157.0232 124.78 . 0 . . ~V . 18.000 157.8707 123.07 . Q . . . V . w= mi. *********************************** di FLOW PROCESS FROM NODE 401 .00 TO NODE .43 IS CODE = 3 _____ _ "� > > > >MODEL FLOW-THROUGH DETENTION BASIN ROUTING< < < < ( ======___ . . ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 . THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: . SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 =^ SPECIFIED DEAD STORAGE(AF) FILLED = . 000 _~ SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 ~` nclrm nm oppgl /q m /TF} nw ANTI qTORAGE INFORMATION: -, INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) == 1 .00 .00 .000 ,. 2 .10 1000.00 .500 3 3.00 1189.00 15.000 ^� 4 10.00 1681.00 41.300 5 20.00 2202.00 256.300 ~~ 6 30.00 2620.00 471.300 - 7 40.00 2981.00 686.300 - m INFLOW (STREAM 1) - | ~_ ' | ~~ V __effective depth | (and volume) ~- | | | � � � |....V........ : detention |<-->| outflow ~_ | basin | | ___ | A | \ - | | storage | basin outlet V -~ OUTFLOW , (STREAM 1) ' _ ===__ __=_________________=_____ - BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): - TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE _ (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) _____ ______ ____ = 15.083 .000 3578.1 19.55 2167.0 246.718 15.167 .000 3586.3 20.00 2190.4 256.331 -~ 15.250 .000 3591.0 20.44 2211.3 265.834 = 15.333 .000 3592.5 20.88 2229.7 275.219 15.417 .000 3564.3 21.30 2247.6 284.288 °� 15.500 .000 3463.4 21.69 2264.4 292.545 15.583 .000 3290.7 22.01 2279.2 299.511 m 15.667 .000 3095.7 22.27 2291.4 305.051 15.750 .000 2856.8 22.45 2300.5 308.882 -� 15.833 .000 2616.2 22.54 2306.3 311.017 m 15.917 .000 2482.9 22.60 2309.5 312.210 16.000 .000 2512.0 22.66 2312.0 313.588 m 16.083 .000 2835.5 22.83 2316.8 317,159 16.167 .000 3500.8 23.21 2328.2 325.236 1= 16.250 .000 4116.2 23.77 2347.9 337.414 m 16.333 .000 4340.7 24.40 2372.9 350.966 16.417 .000 4651.5 25.12 2401.1 366.465 ^ef 16.500 .000 4699.2 25.85 2431.4 382.084 16.583 .000 4240.9 26.42 2458.5 394.359 `= 16.667 .000 3729.3 26.82 2478.8 402.971 °= 16.750 .000 3530.3 27.15 2494.1 410.108 16.833 .000 3554.3 27.49 2508.0 417.313 m 16.917 .000 ' 3612.0 27.84 2522.3 424.818 17.000 .000 3646.5 28.19 2537.1 432.458 m 17.083 .000 3651.1 28.55 2551.8 440.029 17.167 .000 3629.1 28.89 2566.3 447.348 - 17.250 .000 3567.2 29.20 2580.0 454.147 ~~ 17.333 .000 3478.8 29.49 2592.6 460.250 17'417 .000 3351.9 29.73 2603.5 465.405 17.500 .000 3195.0 29.91 2612.4 469.417 - 17.583 .000 3060.9 30.05 2619.1 472.459 17.667 .000 2962.5 30.16 2623.9 474.791 . 17.750 .000 2884.1 30.24 2627.3 476.559 . 17.833 .000 2823.8 30.31 2630.0 477.894 17.917 .000 2769.5 30.35 2631.9 478.843 *MN 18.000 .000 2720.5 30.38 2633.2 479.444 18.083 .000 2671.9 30.39 2633.9 479.706 . 18.167 .000 2613.4 30.38 2634.0 479.563 = 18.250 .000 2541.1 30.35 2633.3 478.928 18.333 .000 2460.3 30.30 2631.8 477.747 . 18.417 .000 2363.6 30.21 2629.3 475.917 18.500 .000 2261.4 30.10 2625.6 473.408 =w 18.583 .000 2171.8 29.95 2620.8 470.315 18.667 .000 2106.5 29.79 2614.7 466.815 . 18.750 .000 2055.7 29.61 2607.6 463.014 = 18.833 .000 2011.3 29.43 2599.9 458.960 18.917 .000 1968.9 29.23 2591.8 454.670 . 19.000 .000 1929.8 29.02 2583.3 450.170 19.083 .000 1898.2 28.80 2574.4 445.512 . 19.167 .000 1869.3 28.58 2565.2 440.720 ~� 19.250 .000 1841.2 28.35 2555.8 435.798 19.333 .000 1811.7 28.11 2546.1 430.741 ^- 19.417 .000 1784.9 27.87 2536.1 425.567 19.500 .000 1761.5 27.63 2526.0 420.302 -~ 19.583 .000 1740.1 27.38 2515.7 414.961 19.667 .000 1719.4 27.13 2505.2 409.549 . 19.750 .000 1699.3 26.87 2494.6 404.072 ~ 19.833 .000 1679.6 26.62 2483.9 398.532 19.917 .000 1661.4 26.36 2473.1 392.942 °- _ *********************************************************************** _ FLOW PROCESS FROM NODE 42.00 TO NODE 41.00 IS CODE = 1 ~- > > >> >UNIT-HYDROGRAPH ANALYSIS< < < ( < = (UNIT-HYDROGRAPH ADDED TO STREAM #2) _ = WATERCOURSE "LAG" TIME = .397 HOURS .= UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTEKVAL PERCENTAGE OF LAG-TIME = 20.983 . WATERCOURSE LENGTH = 19400.000 FEET . LENGTH FROM CONCENTRATION POINT TO CENTROID = 11100.000 FEET = ELEVATION VARIATION ALONG WATERCOURSE = 1240.000 FEET BASIN FACTOR = .023 °= WATERSHED AREA = 1110.000 ACRES =m BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .400 °- FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .590 . MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 VALLEY(UNDEVELOPED/DESERT): . "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 . MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .400 LOW LOSS FRACTION = .276 "� *HYDROGRAPH MODEL #1 SPECIFIED* *al SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .56 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.15 . SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.55 . SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.08 qpFrTFIEn PEAK 6-HOUR RAINFALL(INCH) = 4.78 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 12.50 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: = 5-MINUTE FACTOR = .520 ~° 30-MINUTE FACTOR = .548 1-HOUR FACTOR = .564 ~. 3-HOUR FACTOR = .883 6-HOUR FACTOR = .947 -~ 24-HOUR FACTOR = .971 - RUNOFF HYDROGRAPH LISTING LIMITS: ~~ MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 -= °. =° UNIT HYDROGRAPH DETERMINATION ~ -- ------- ----- INTERVAL "S" GRAPH UNIT HYDROGRAPH ~~ NUMBER MEAN VALUES ORDINATES(CFS) ~~ 1 1.327 178.074 ^~ 2 5.283 531.115 3 12.845 1015.159 -~ 4 24.117 1513. 128 5 42.726 2498.090 ~~ 6 60.372 2368.937 7 70.938 1418.316 8 78.188 973.235 - 9 83.265 681.526 10 87.049 508.091 11 89.787 367.432 12 91.869 279.586 13 93.369 201.350 - 14 94.654 172.443 15 95.770 149.824 ~~ 16 96.717 127.098 17 97.465 100.513 18 97.994 70.906 _ 19 98.408 55.578 20 98.677 36.211 - 21 98.835 21.178 22 98.989 20.607 - 23 99.123 18.082 _~ 24 99.255 17.637 25 99.353 13.231 =° 26 99.451 13.155 27 99.549 13.138 -� 28 99.647 13.099 =m 29 99. 744 13.089 30 99.841 13.005 . 31 99.930 11.984 32 99.936 .704 ~. 33 99.941 .676 34 99.946 .652 ~° 35 99.950 .571 Ay 36 ' 99.954 .564 37 99.958 .604 _w 38 99.963 .620 39 99.967 .492 °. 40 99.969 .284 41 99.971 .282 ~~ .282 99 973 42 ^ ^ = 43 99.975 .282 44 99.977 .282 45 99.979 .282 46 99.981 .283 47 99.984 .281 48 99.986 .273 49 99.987 .165 = 50 99.988 .133 =m 51 99.989 .132 52 99.990 .133 53 99.991 .149 54 99.992 .133 °= 55 99.993 .134 56 99.994 .133 57 99.995 .133 = 58 99.996 .134 59 99.997 .133 60 99.998 .133 61 99.999 .134 62 100.000 .133 63 100.000 .019 = TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 305.5193 ~~ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 816.7773 • = = =w = , �� . ^` 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALG(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 300.0 600.0 900.0 1200.0 15.083 457.2238 733.97 . . . V Q . . 15.167 462.2903 735.66 . . . V Q . . 15.250 467.3647 736.80 . . . V Q . . __ 15.333 472.4432 737.41 . . . \�Q . . 15.417 477.4861 732.23 . . . VQ . . 15.500 482.4201 716.42 . . . Q . . 15.583 487.1534 687.26 . . . QV . . - 15.667 491.5990 645.50 . . .Q V . . 15.750 495.5827 578.44 . . Q. V . . 15.833 499.1706 520.95 . . Q . V . . '- 15.917 502.6198 500.84 . . 0 . V . . 16.000 506.1080 506.48 . . 0 . V . . 16.083 510.0237 568.57 . . 0 . V . . 16.167 514.7073 680.06 . . . Q V . . '- 16.250 520.4083 827.78 . . . V Q . . 16.333 527.1058 972.48 . . . V . 0 . 16.417 535.1757 1171.74 . . . V . Q. ' - 16.500 542.8324 1111.76 . . . V . 0 . 16.583 548.9609 889.85 . . . V Q. . 16.667 554.3898 788.28 . . . QV . . 16.750 559.6195 759.35 . . . Q V . . ' - 16.833 564.8865 764.77 . . . 0 V . . 16.917 570.1190 759.75 . . . 0 V . . 17.000 575.3452 758.85 . . . Q V . . - 17.083 580.5338 753.39 . . . 0 V . . 17.167 585.6946 749.35 . . . 0 V . . 17.250 590.7587 735.32 . . . Q V . . 17.333 595.6486 710.01 . . . 0 V. . 17.417 600.2250 664.48 . . . Q V. . 17.500 604.4806 617.91 . . Q V. . 17.583 608.5279 587.67 . . Q. V. . 17.667 612.4059 563.08 . . 0 . V. . 17.750 616.1511 543.81 . . Q . V . 17.833 619.7998 529.78 . . Q . V ' . 17.917 623.3643 517.57 . . Q . V . 18.000 626.8574 507.20 . . Q . V . **************************************************************************+* FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 1 )))))UNIT-HYDROGRAPH ANALYSIS<<<<( = (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE "LAG" TIME = .304 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 27.372 WATERCOURSE LENGTH = 14400.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 7000.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 1900.000 FEET BASIN FACTOR = .027 WATERSHED AREA = 899.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): =° ^S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .200 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .790 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .276 LOW LOSS FRACTION = .163 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAX 5-MINUTES RAINFALL(INCH)= .61 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.25 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.66 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.34 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 5.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 13.14 = *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: = 5-MINUTE FACTOR = .520 30-MINUTE FACTOR = .548 1-HOUR FACTOR = .564 3-HOUR FACTOR = .883 6-HOUR FACTOR = .947 ~ 24-HOUR FACTOR = .971 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION �� =M INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ~° 1 1.872 203.485 = 2 8.108 678.043 3 19.891 1281.051 4 43.414 2557.525 5 63.665 2201.724 6 73.973 1120.721 7 80.708 732.230 ~~ 8 85.519 523.097 = 9 89.006 379.160 10 91.604 282.407 11 93.652 222.635 12 95.301 179.357 13 96.551 135.912 14 97.505 103.723 15 98.172 72.444 16 98.506 36.314 17 98.767 28.419 °~ 18 98.996 24.861 19 99.196 21.801 20 99.395 21.636 21 99.594 21.578 22 99.792 21.508 = 23 99.980 20.498 24 99.984 .413 25 99.987 .331 26 99.990 .298 27 99.993 .297 28 99.995 .298 ~~ 2 9 99'998 .298 30 100.000 .216 40W � = TOTAL SOIL—LOSS VOLUME(ACRE—FEET) = 153.6544 TOTAL STORM RUNOFF VOLUME(ACRE—FEET) = 801.7888 .me �� =w 46, � ON =w NW � 4111 ~� �Nf = = 4140 � � � 401 'me ^ m 24-HOUR STORM RUNOFF HYDROGRAPH = HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 325.0 650.0 975.0 1300.0 - 15.083 453.7338 756.56 . . . VQ . . 15.167 458.9454 756.72 . . . VQ . . 15.250 464.1525 756.07 . . . Q . . '_ 15.333 469.3482 754.41 . . . Q . . 15.417 474.4769 744.69 . . . QV . . 15.500 479.4146 716.96 . . . QV . • 15.583 484.0141 667.84 . . Q V . . - 15.667 487.9651 573.70 . . Q . V . . 15.750 491.4112 500.37 . . Q . v . . 15.833 494.7049 478.24 . . Q . V . . _ 15.917 498.0170 480.92 . . Q . V . . 16.000 501.5255 509.42 . . Q . V . . 16.083 505.7144 608.24 . . Q . V . . 16.167 511.1441 788.39 . . . QV . . - 16.250 517.9734 991.62 . . . V Q . 16.333 526.7100 1268.55 . . . V . Q. 16.417 534.4899 1129.65 . . . V . 0 . _- 16.500 540.2506 836.45 . . . QV . . 16.583 545.2869 731.26 . . . 0 V . . 16.667 550.3525 735.53 . . . 0 V . . 16.750 555.5854 759.82 . . . 0 V . . ~ 16.833 560.8575 765.51 . . . Q V . . 16.917 566.1628 770.33 . . . Q V . . 17.000 571.4919 773.79 . . . 0 V . . - 17.083 576.7902 769.32 . . . 0 V . . 17.167 581.9861 754.44 . . . 0 V. . 17.250 586.9792 725.00 . . . 0 V. . _ 17.333 591.5717 666.82 . . 0 V. . 17.417 595.8344 618.95 . . Q. V. . 17.500 599.9119 592.06 . . Q . V. . 17.583 603.8506 571.91 . . Q . V . 17.667 607.6744 555.21 . . Q . V . 17.750 611.4010 541.10 . . Q . V . 17.833 615.0411 528.54 . . Q . V . 17.917 618.5989 516.60 . . Q . V . 18.000 622.0557 501.92 . . Q . .V . *************************************************************************w** FLOW PROCESS FROM NODE 41.00 TO NODE 41.10 IS CODE = 5 >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHODM<< = THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 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 = 2.00 UPSTREAM ELEVATION = 1710.00 DOWNSTREAM ELEVATION = 1600.00 CHANNEL LENGTH (FT) = 3700.00 MANN I NGS FACTOR = .014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW (CFS) = 2301.39 AVERAGE FLOWRATE IN EXCESS OF 50X MAXIMUM INFLOW = 1495.48 CHANNEL NORMAL VELOCITY FOR 4 = 1495.48 CFS = 27.34 FPS ESTIMATED CHANNEL ROUTINGG COEFFICIENT = .941 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .995 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 2) (STREAM 2) (HRS) (CFS) (CFS) 15.083 1490.5 1489. 1 15.167 1492.4 1491.6 15.250 1492.9 1492.7 15.333 1491.8 1492.3 15.417 1476.9 1483.3 15.500 1433.4 1452.0 15.583 1355.1 1388.6 15.667 1219.2 1277.4 15.750 1078.8 1139.1 15.833 999.2 1033.5 • 15.917 981.8 • 989.4 16.000 1015.9 1001.3 16.083 1176.8- 1108.0 16.167 1468.4 1343.5 16.250 1819.4 1668.9 16.333 2241.0 2060.2 16.417 2301.4 2274.8 16.500 1948.2 2099.0 16.583 1621.1 1761.6 16.667 1523.8 1566.0 16.750 1519.2 1521.3 16.833 1530.3 1525.5 16.917 1530.1 1530.1 17.000 1532.6 1531.5 17.083 1522.7 1526.9 17.167 1503.8 1511.9 17.250 1460.3 1478.9 17.333 1376.8 1412.6 17.417 1283.4 1323.5 17.500 1210.0 1241.5 17.583 1159.6 1181.3 17.667 1118.3 1136.0 17.750 1084.9 1099.3 17.833 1058.3 1069.7 17.917 1034.2 1044.5 18.000 1009.1 1019.9 18.083 989.5 997.9 18.167 970.9 978.9 18.250 951.4 959.8 18.333 928.4 938.3 18.417 906.1 915.7 18.500 887.8 895.7 18.583 872.1 878.9 18.667 856.3 863.1 18.750 844.4 849.5 18.833 833.4 838.1 18.917 823.2 827.6 19.000 813.7 817.8 19.083 804.9 808.7 -11 19.167 796.5 800.1 19.250 788.5 791.9 19.333 780.8 784.1 19.417 773.6 776.7 19.500 766.6 769.6 19.583 759.9 762.8 19.667 753.6 756.3 19.750 747.6 750.2 19.833 741.7 744.2 19.917 736.1 738.5 20.000 730.6 733.0 t*)L**********************m FLOW PROCESS FROM NODE 43.10 TO NODE 41.10 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #2> WATERCOURSE "LAG" TIME = .226 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 36.905 WATERCOURSE LENGTH = 15500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 7200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 2490.000 FEET BASIN FACTOR = .020 WATERSHED AREA = 1111.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .300 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .600 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .090 VALLEY(UNUEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .308 = LOW LOSS FRACTION = .189 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .79 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.35 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.66 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.40 ~al SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 5.34 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.95 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: = 5-MINUTE FACTOR = .520 30-MINUTE FACTOR = .548 1-HOUR FACTOR = .564 3-HOUR FACTOR = .883 6-HOUR FACTOR = .947 24-HOUR FACTOR = .971 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 = _____ _===___ ~- UNIT HYDROGRAPH DETERMINATION -^ INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) = __- 1 2.932 393.908 . 2 15.173 1644.725 = 3 40.880 3454.066 4 66.145 3394.679 *. 5 78.206 1620.547 6 85.159 934.145 °W 7 89.499 583.096 -~ 8 92.322 379.426 9 94.453 286.312 °" 10 95.944 200.313 11 96.999 141.663 -' 12 97.575 77.420 ~~ 13 97.975 53.773 14 98.329 47.602 ~ 15 98.594 35.623 16 98.850 34.385 - 17 99.099 33.396 18 99.337 31.942 ~ 19 99.456 16.041 `- 20 99.532 10.254 21 99.604 9.628 - 2 99.678 9.988 23 99.721 5.782 ~- 24 99.755 4.459 25 � 99.788 4.466 26 99.821 4.460 ~^ 27 99.854 4.464 28 99.880 3.500 ~ 29 99.896 2.112 30 99.912 2.161 - 31 99.928 2.112 ~ 32 99.943 2.112 33 99.959 2.112 - 34 99.975 2.112 35 99.991 2.112 - 36 100.000 1.262 °~ . TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 198.2281 ^� TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 875.6055 . . . . . . . ' = w= _ - - 24-HOUR STORM . RUNOFF HYDROGRAPH .. ------------------ my HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) _ we TIME(HRS) VOLUME(AF) 0(CFS) O. 500.0 1000.0 1500.0 2000.0 .4 15.083 491. 6041 930.9n . . Q . V . . 15.167 497.9962 928.13 . . Q . V . . ~AW 15.250 504. 3654 924.81 . . Q . V . . 15.333 510.7091 921.11 . . Q . V . . °- 15.417 516.9o30 299.34 . . Q . V . . .. 15.500 522.5619 821.68 . . 0 . V . . 15.583 527.1481 665.92 . . 0 . V . ~ -^ 15.667 530.7414 521.74 . 0 . V . . 15.750 533.9793 470.14 . Q. . V . . ~ 15.833 537.1511 460.55 . Q. . V . . _~ 15.917 540.4825 483.72 . Q. . V . . 16.000 544.2888 552.66 . .0 . V . . ~• 16.083 549.7879 798.47 . . 0 . V . . 16.167 558.8870 1321.19 . . . VQ . • • 16.250 572.0977 1918.19 . . . V ~ Q . 16.333 584.5281 1804.89 . . . V . 0 . ~~ 16.417 592.3412 1134.47 . . . 0 V . . • 16.500 598.4329 884.52 . . 0 . V . . 16.583 604.3457 858.54 . . Q . V . . =~ 16.667 610.6034 908.61 . . 0 . V . ~ 16.750 617.0317 933.39 . . 0 . V . . - 16.833 623.4916 937.98 . . 0 . V . . = 16.917 629.9685 940.44 . . 0 . V . . 17.000 636.4139 935.88 . . 0 . V. . -^ 17.083 642.8485 934.30 . . 0 . V. . 17.167 649.1082 908.90 . . 0 . V. , = 17.250 654.8911 839.68 . ' . 0 . V. . 17.333 660.1810 768.10 . . 0 . V . ^~ 17.417 665. 1990 728.61 . . 0 . V . m. 17.500 670.0283 701.22 . . 0 . V . 17.583 674.6819 675.71 . . 0 . V . � 17.667 679. 2137 659.01 . . Q . .V . 17.750 683.6516 644.38 . . 0 . .V . = 17.833 688.0118 633.11 . . 0 . .V . 17.917 692.2911 621.34 . . 0 . .V . . 19.000 696.5061 612.02 . . 0 . .V . = =* **** ************************************************************************ FLOW PROCESS FROM NODE 41.10 TO NODE 41.20 IS CODE = 3 . ------ ___ ~° > > > > >MODEL FLOW-THROUGH DETENTION BASIN ROUTING< < < < ( ========______========___ _ _ .0 .9 ROUTE RUNOFF HYDROGRAFH FROM STREAM NUMBER 2 m THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: . SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 A* SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 _ RABIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: - ~~ INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) =" 1 .00 .00 .000 2 1.66 91.32 1.120 . 3 2.66 185.25 5.000 - 4 4.66 429.54 18.000 5 6.66 733.90 42.250 ~ 6 7.66 905.25 55.000 7 9.66 1282.02 90.000 - - 8 11.66 1700.00 122.250 - 9 13.66 2155.78 156.000 10 15.66 2646.16 190.000 °= 11 17.66 3168.94 230.000 12 19.66 3722.23 270.000 . 13 21.66 4304.43 309.500 °~ . INFLOW . (STREAM 2) , | ~- : V effective depth ' ------ | (and volume) | � | | | | | V , | detention :<-->| outflow | basin | | ^- ___________ | A | \ � 1 storage | basin outlet ~~ V OUTFLOW - (STREAM 2) - BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): , TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE ~ (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) _ 14.083 .000 1710.1 10.94 1541.3 110.583 ~^ 14.167 .000 1775.5 11.03 1558.5 112.078 14.250 .000 1895.7 11.16 1582.2 114.237 . 14.333 .000 2040.4 11.34 1615.1 117.166 ~= 14.417 .000 2164.0 11.56 1656.8 120.660 14.500 .000 2259.4 11.79 1704.8 124.480 . 14.583 .000 2320.8 12.02 1756.4 128.367 14.667 .000 2359.2 12.25 1808.2 132.162 w~ 14.750 .000 2384.9 12.46 1858.3 135.788 . 14.833 .000 2401.7 12.66 1905.9 139.203 14.917 .000 2412.2 12.85 1950.4 142.383 =» 15.000 .000 2417.8 13.03 1991.7 145.318 15.083 .000 2420.0 13.19 2029.7 148.006 . 15.167 .000 2419.7 13.33 2064.3 150.453 . 15.250 .000 2417.5 13.46 2095.8 152.668 15.333 .000 2413.4 13.58 2124.2 154.660 =~ 15.417 .000 2382.6 13.68 2148.7 156.271 15.500 .0()0 2273.7 13.72 2165.1 157.019 = 15.583 .000 2054.6 13.68 2165.0 156.258 15.667 .000 1799.2 13.53 2143.4 153.888 ~~ 15.750 .000 1609.2 13.33 2104.2 150.478 ~~ 15.833 .000 1494.0 13.10 2055.1 146.614 15.917 .000 1473.1 12.89 2004.3 142.955 � . . U . ` . . ` . . . . ^ . . ^. ~. .. . ..� .. . _.��~ .� . .~ ~~ ■ 16.000 . 000 1554.0 1��.7� % �&0.7 24�. 1�4 16.083 .000 1906.5 12.71 1940.2 139.922 16.167 .000 2664.7 12.99 197{}.9 144.700 16.250 .000 3587.1 13.61 2()73.6 155.124 16.333 .000 3865.1 14.27 2225.0 166.419 16.417 .000 3409.2 14.70 2358.2 173.657 16.500 .000 2983.5 14.92 2437.6 177.417 16.583 .000 2620.1 14.98 2472.0 178.437 16.667 .000 2474.6 14.98 2479.2 178.406 16.750 .000 2454.7 14.97 2477.8 178.247 16.833 .000 2463.5 14.96 2476.0 178.161 16.917 .000 2470.6 14.96 2475.2 178.129 17.000 .000 2467.4 14.96 2474.6 178.080 17.083 .000 2461.2 14.95 2473.6 177.995 17.167 .000 2420.8 14.93 2470.5 177.652 17.250 .000 2318.6 14.88 2461.0 176.671 17.333 .000 2180.7 14.77 2441.0 174.879 17.417 .000 2052.1 14.63 2410.3 172.412 - 17.500 .000 1942.8 14.45 2371.2 169.461 17.583 .000 1857.0 14.26 2326.6 166.227 17.667 .000 1794.0 14.07 2279.2 162.886 17.750 .000 1743.6 13.87 2230.9 159.530 17.833 .000 1702.9 13.67 2182.9 156.224 17.917 .000 1665.9 13.48 2137.0 152.979 18.000 .000 1631.9 13.29 2093.5 149.800 ' 18.083 .000 1598.5 13.11 2051.0 146.684 18.167 .000 1557.6 12.92 2009.0 143.575 18.250 .000 1500.9 12.73 1966.3 140.370 - 18.333 .000 1442.0 12.54 1922.4 137.061 18.417 .000 1397.3 12.34 1877.7 133.753 18.500 .000~ 1361.9 12.15 1833.4 130.506 18.583 .000 1333.3 11.96 1790.2 127.359 ' 18.667 .000 1307.9 11.78 1748.5 124.325 18.750 .000 1285.7 11.61 1708.6 121.412 18.833 .000 1266.6 11.44 1671.1 118.626 ' 18.917 .000 1249.2 11.27 1635.8 115.963 19.000 .000 1233.0 11.11 1602.1 113.422 19.083 .000 1217.8 10.96 1569.9 110.997 19.167 .000 1203.9 10.82 1539.2 108.688 ' 19.250 .000 1190.7 10.68 1510.0 106.489 19.333 .000 1178.1 10.55 1482.2 104.395 19.417 .000 1166.0 10.43 1455.7 102.400 19.500 .000 1154.4 10.31 1430.4 100.499 19.583 .000 1143.3 10.20 1406.4 98.687 19.667 .000 1132.8 10.09 1383.4 96.962 19.750 .000 1122.8 9.99 1361.6 95.317 19.833 .000 1113.1 9.89 1340.8 93.749 19.917 .000 1103.7 9.80 1320.9 92.253 ^ **************************************************************************** FLOW PROCESS FROM NODE 41.20 TO NODE 43.00 IS CODE = 5 >)>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<CM = THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 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) = 15.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION = 1590.00 _ DOWNSTREAM ELEVATION m= 1530.00 CHANNEL LENGTH(FT) = 300().00 MANNINGS FACTOR = .014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2479.16 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1812.57 CHANNEL NORMAL VELOCITY FOR 0 = 1812.57 CFS = 27.34 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .941 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .998 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 2) (STREAM 2) (HRS) (CFS) (CFS) 14.083 1541.3 1536.2 14.167 1558.5 1552.5 14.250 1582.2 1574.0 14.333 1615.1 1603.7 14.417 1656.8 1642.4 14.500 1704.8 1688.1 14.583 1756.4 1738.5 14.667 1808.2 179().3 14.750 1858.3 1841.0 14.833 1905.9 1889.4 14.917 1950.4 1935.0 15.000 1991.7^ 1977.4 15.083 2029.7 2016.5 15.167 2064.3 2052.3 15.250 2095.8 2084.9 15.333 2124.2 2114.4 15.417 2148.7 2140.2 15.500 2165.1 2159.4 15.583 2165.0 2165.0 15.667 2143.4 2150.8 15.750 2104.2 2117.8 15.833 2055.1 2072.1 15.917 2004.3 2021.9 16.000 1960.7 1975.8 16.083 1940.2 1947.3 16.167 1970.9 1960.3 16.250 2073.6 2038.1 16.333 2225.0 2172.6 16.417 2358.2 2312.1 16.500 2437.6 2410.1 16.583 2472.0 2460.1 16.667 2479.2 2476.7 16.750 2477.8 2478.3 16.833 2476.0 2476.6 16.917 2475.2 2475.5 17.000 2474.6 2474.8 17.083 2473.6 2474.0 17.167 2470.5 2471.6 17.250 2461.0 2464.3 17.333 2441.0 2447.9 17.417 2410.3 2420.9 17.500 2371.2 2384.7 17.583 2326.6 2342.0 17.667 2279.2 2295.6 17.750 2230.9 2247.6 17.833 2182.9 2199.5 17.917 2137.0 2152.9 18.000 2093.5 2108.6 18.023 2051.0 2065.7 18.167 2009.0 2023.5 °40 18.250 1966.3 1981.1 18.333 1922.4 1937.6 18.417 1877.7 1893.1 = 18.500 1833.4 1848.7 18.583 1790.2 1805.2 18.667 1748.5 1762.9 18.750 1708.6 1722.4 mo 18.833 1671.1 1684.1 18.917 1635.8 1648.0 19.000 1602.1 1613.7 "w 19.083 1569.9 1581.0 19.167 1539.2 1549.8 19.250 1510.0 1520.1 19.333 1482.2 1491.8 19.417 1455.7 1464.8 19.500 1430.4 1439.1 19.583 1406.4 1414.7 19.667 1383.4 1391.4 19.750 1361.6 1369.1 19.833 1340.8 1348.0 19.917 1320.9 1327.8 20. 030 1302.0 1308.5 ,********** FLOW PROCESS FROM NODE 43.20 TO NODE 43.00 IS CODE = 1 >}>>>UNIT-HYDROGRAPH ANALYSIS(<(<< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE "LAG" TIME = .228 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 36.491 WATERCOURSE LENGTH = 6200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 4000.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 150.000 FEET BASIN FACTOR = .025 = WATERSHED AREA = 119.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED 44* MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .492 LOW LOSS FRACTION = .379 *HYDROGRAPH MODEL #1 SPECIFIED* °0 SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .76 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.30 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.60 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.13 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.75 SPECIFIED PEAK 24-HOUR RAINFALL ( INCH) = 11.00 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .520 30-MINUTE FACTOR = .548 °M 1-HOUR FACTOR = .564 3-HOUR FACTOR = .883 6-HOUR FACTOR = .947 24-HOUR FACTOR = .971 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION =° INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.494 35.897 = 2 16.310 198.832 3 41.937 368.805 = 4 70.481 410.805 =w 5 87.177 240.276 6 94.712 108.436 - 7 97.830 44.879 8 98.725 12.881 9 99.365 9.207 10 99.746 5.483 11 99.937 2.742 12 100.000 .914 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 39.0649 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 66.8204 40 40 40 000 40 - ---....- . = 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 15.083 37.2687 69.26 . . Q . V . . 15.167 37.7450 69.17 . . Q . V . . 15.250 38.2207 69.07 . . Q . V . . 15.333 38.6956 68.96 . . Q . V . . 15.417 39.1620 67.72 . . 0 . V . . 15.500 39.5852 61.44 . . 0 . V . . 15.583 39.9304 50.12 . 0 . V . . ' 15.667 40.1934 38.19 . 0 . . V . . 15.750 40.4174 32.52 . 0 . . V . . 15.833 40.6378 32.01 . 0 . . V . . . 15.917 40.8774 34.79 . 0 . . V . . 16.000 41.1646 41.71 . 0 . . V . . 16.083 41.6039 63.79 . . 0 . V . . 16.167 42.4611 124.46 . . . QV . . ' ' 16.250 43.6995 179.82 . . . V . Q . 16.333 44.9785 185.70 . . . V . Q . 16.417 45.8274 123.26 . . . Q V . . ' 16.500 46.3682 78.52 . . 0 . V . . 16.583 46.8042 63.31 . . 0 . V . . 16.667 47.2351 62.56 . . Q . V . . 16.750 47.6989 67.36 . . Q . V . . ' 16.833 48.1744 69.04 . . Q . V . . 16.917 48.6525 69.42 . . 0 . V. . 17.000 49.1294 69.24 . . 0 . V. . ' 17.083 49.6030 68.76 . . Q . V. , 17.167 50.0573 65.98 . . Q . V. . 17.250 50.4731 60.37 . . 0 . V . 17.333 50.8434 53.77 . Q . V . 17.417 51.1837 49.42 . Q. . V . 17.500 51.5070 46.94 . Q. . V . 17.583 51.8197 45.40 . Q. . .V . 17.667 52.1254 44.39 . Q . . .\/ . 17.750 52.4248 43.48 . 0 . . .V . 17.833 52.7188 42.68 . Q . . .V . 17.917 53.0077 41.96 . 0 . . .V . 18.000 53.2923 41.32 . 0 . . .V . **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 43.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS(M< ===_ _ (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE "LAG" TIME = .337 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 24.760 WATERCOURSE LENGTH = 18900.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 8000.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 290.000 FEET BASIN FACTOR = .017 WATERSHED AREA = 1251.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .444 LOW LOSS FRACTION = .370 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.18 = SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.95 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.53 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.45 = *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .520 ~~ 30-MINUTE FACTOR = .548 1-HOUR FACTOR = .564 3-HOUR FACTOR = .883 6-HOUR FACTOR = .947 24-HOUR FACTOR = .971 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.478 223.665 . 2 7.257 874.230 3 20.430 1992.946 4 37.860 2637.057 5 59.088 3211.631 75.831 2533.111 7 86.417 1601.575 8 92.403 905.729 9 95.948 536.274 10 97.826 284.162 11 98.468 97.185 12 98.933 70.244 13 99.380 67.618 4* 14 99.752 56.312 15 99.938 28.156 16 100.000 9.385 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 383.6445 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 673.8268 ' • 24-HOUR STORM = RUNOFF HYDROGRAPH =~ __ =_ = _ Ay HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) "� Mg TIME(HRS) VOLUME(AF) Q(CFS) 0. 350.0 700.0 1050.0 1400.0 °� 15.083 370. 6996 685.91 . . Q. V . . 15.167 375.4304 686.92 . . Q. V • . =° 1.5.250 380. 1659 687.58 . . Q. V . • 15.333 384.9043 688.02 . . Q. V . • -° 15.417 389.6064 682.74 . . Q. V . • = 15.500 394.1611 661.35 . . 0 . V . • 15.583 398.3838 613.13 . . 0 . V . • - 15.667 402.1859 552.07 . . 0 . V • . 15.750 405.5091 482.53 . . 0 • V . . == 15.833 408.5290 438.48 . . 0 . V . . ~~ 15.917 41 1.4968 430.93 . . 0 . V . . 16.000 414.6627 459.68 . . 0 . V . . - 16.083 418.5824 569.14 . . 0 . V . . 16.167 423.9919 785.47 . • . 0 V . . -~ 16.250 431.4726 1086.20 . . . V .0 . 16.333 440.0800 1249.79 . . . V . 0 . ~� 16.417 449.3059 1339.60 . . . V . 0 . _ 16.500 457. 1870 1144.34 . . . V . 0 . 16.583 463.4868 914.73 . . • QV ~ . - 16.667 468.7519 764.48 . . .0 V , . 16.750 473.6854 716.35 . . 0 V . . 16.833 478.4686 694.53 . . Q. V . . ,_ 16.917 483. 1392 678.17 17 . . Q. V . . 17.000 487.8661 686.35 . . Q. V . . -- 17.083 492. 6291 691.58 . . Q. V. . 17.167 497.3237 681.66 . . Q. V. , ~- 17.250 501. 7974 649.57 . ' . Q . V. , 17.333 505.9986 610.02 . . 0 . V . - 17.417 509.8847 564.26 . . 0 . V . ^~ 17.500 513.5167 527.37 . . Q . V . 37.583 516.9642 500.57 . . Q . V . ~ 17.667 520.2814 481.66 . . Q . V . 17.750 523.4989 467.19 . . Q . .V . - 17.833 526.6403 456.13 . . Q . .V . ~� 17.917 529.7241 447.78 . . 0 . ~V . 18.000 532.7559 440.21 . . Q . .V . =w mo ************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 404.00 IS CODE = 5 Am _ ___ �w > > > >MODEL [HANNB- ROUTING BY THE CONVEX METHOD < << (< ,,NN °� THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER ^� TO ROUTE THE STREAM 2 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 ASSU�ED REGULAR CHANNEL INFORMATION: - BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 °� UPSTREAM ELEVATION = 1530.00 DOWNSTREAM ELEVATION = 1450.00 ` . CHANNEL LENGTH(FT) = 3650.00 MANN3NG8 FACTOR = .014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3775.00 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2599.69 CHANNEL NORMAL VELOCITY FOR Q = 2599.69 CFS = 31.96 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .950 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .999 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 2) (STREAM 2) (HRS) (CFS) (CFS) 15.083 2771.7 2757.1 15.167 2808.4 2795.1 15.250 2841.6 2829.6 15.333 2871.4 2860.6 15.417 2890.7 2883.7 15.500 2882.2 2885.3 15.583 2828.3 2847.8 15.667 2741.1 2772.7 15.750 2632.8 2672.1 15.833 2542.6 2575.3 15.917 2487.6 2507.6 16.000 2477.2 2481.0 16.083 2580.3^ 2542.9 16.167 2870.2 2765.1 16.250 3304.1 3146.7 16.333 3608.1 3497.7 16.417 3775.0 3714.4 16.500 3633.0 3684.3 16.583 3438.1 3508.8 16.667 3303.7 3352.5 16.750 3262.0 3277.2 16.833 3240.2 3248.1 16.917 3223.1 3229.3 17.000 3230.4 3227.7 17.083 3234.3 3232.9 17.167 3219.2 3224.7 17.250 3174.2 3190.6 17.333 3111.7 3134.4 17.417 3034.6 3062.6 17.500 2959.0 2986.4 17.583 2888.0 2913.8 17.667 2821.6 2845.7 17.750 2758.3 2781.3 17.833 2698.3 2720.0 17.917 2642.6 2662.8 18.000 2590.1 2609.1 18.083 2538.6 2557.3 18.167 2485.3 2504.6 18.250 2427.8 2448.7 18.333 2367.1 2389.1 18.417 2304.2 2327.1 18.500 2244.4 2266.1 18.583 2189.3 2209.3 18.667 2138.4 2156.9 18.750 2090.8 2108.1 18.833 2046.5 2062.6 18.917 2005.5 2020.4 19.000 1966.5 1980.6 9 79.130 1414.491 ~" 10 82.819 1078.076 11 85.633 822.094 ^= 12 87.857 649.759 13 89.552 495.372 . 14 90.980 417.365 = 15 92.241 368.205 16 93.324 316.546 ~~ 17 94.242 268.074 18 94.935 202.701 ~~ 19 95.521 171.233 ~~ 20 95.991 137.285 21 96.304 91.549 ~~ 22 96.599 85.958 23 96.875 80.681 ~~ 24 97.140 77.598 ~~ 25 97.387 72.063 26 97.610 65.286 ~~ 27 97.832 64.798 28 98.048 63.017 ~~ 29 98.261 62.364 30 98.469 60.601 - 31 98.600 38.340 °= 32 98.704 30.324 33 98.801 28.447 ~ 34 98.897 28.030 35 98.985 25.743 ~~ 36 99.065 23.469 ~~ 37 99.147 23.828 38 99.234 25.542 ~- 39 99.322 25.616 40 99.379 16.659 41 99.418 11.438 42 99.457 11.429 - 43 99.497 11.438 _~ 44 99.536 11.418 45 99.575 11.438 ~~ 46 99.614 11.418 47 99.653 11.440 - 48 99.692 11.438 ~~ 49 99.729 10.849 50 99.751 6.362 - 51 99.770 5.392 52 99.788 5.350 . 53 99.806 5.435 54 99.827 6.026 ~� 55 99.846 5.435 AW 56 99.864 5.435 57 99.883 5.435 . 58 99.901 5.435 59 99.920 5.435 . 60 99.939 5.435 61 99.957 5.435 °~ 62 99.976 5.437 . 6 99.994 5.435 64 100.000 1.621 . . TOTAL SOIL-LOSS VOL.LiME(CRE-FEET) = 467.9187 TOTHL STORM RUNOFF VOL0ME(ACRE-FEET) = 2068.4760 = ~~ - ______===== 24-HOUR STORM = RUNOFF HYDROGRAPH - ======_______====________ . HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . ay TlME(HRS) VOLUME(AF) Q(CFS) 0. 850.0 1700.0 2550.0 3400.0 =° 14.083 959.7037 1512.18 . . QV . . . 14.167 970.3608 1547.41 . . Q . . . . 14.250 981.3925 1601.80 . . Q . . . 14.333 992.9015 1671.54 . . Q. . . . 14.417 1005.0490 1763.45 . . VQ . . ^� 14.500 1017.8080 1852.48 . . V.Q . . 14.583 1030.9420 1907.11 . . V. 0 . . ~= 14.667 1044.3460 1946.31 . . V 0 . . 14.750 1057.9510 1975.34 . . V 0 . • . 14.833 1071. 7120 1998.13 . . V 0 . . 14.917 10B5.5970 2016.17 . . V 0 . . ~� 15.000 1099. 5850 2031.03 . . .V 0 • . = 15.083 1113.6560 2043.11 . . .V 0 . . 15.167 1127.8010 2053.80 . . .V Q . • . 15.250 1142.0130 2063.64 . . . V 0 . . 15.333 1156.2870 2072.54 . • . V 0 . • , ~- 15.417 1170.4910 2062.51 . . . V 0 . . • 15.500 1184.3850 2017.28 . . . VQ . . 1 1197.6610 1927.77 . • . QV . • ~ 15.667 1210.0950 1805.42 . . .0 V . . 15.750 1221.3760 1637.99 . . Q. V . . • 15.833 1231.6610 1493.41 . . 0 . V . • 15.917 1241.7250 1461.23 . . 0 . V . . - 16.000 1252.1350 1511.50 . . / 0 . V . . - 16.083 1264.1960 1751.27 . . 0 V . . 16.167 1278.9160 2137.44 . . . VQ , , -~ 16.250 1296.7920 2595.61 . . . V 0 . 16.333 1317.1590 2957.27 . . . V . 0 . =° 16.417 1340.0330 3321.28 . . . V . Q. _* 16.500 1362.0310 3194.08 . . . V . 0 . 16.583 1379.8300 2584.47 . . . V 0 , ~= 16.667 1395.7530 2312.01 . . . VO . . 16.750 1411.0460 2220.44 . . . QV . . = 16.833 1426.3700 2225.17 . . . QV . . _° 16.917 1441.5400 2202.69 . . . 0 V . . 17.000 1456.5950 2185.94 . . . 0 V . . .. 17.083 1471.4600 2158.45 . . . 0 V . . 17.167 1486.1380 2131.15 . . . 0 V . . . 17.250 1500.5000 2085.40 . . . Q V. . =* 17.333 1514.3820 2015.74 . . . 0 V. . 17.417 1527.57 1915.22 . . . 0 V. . . 17.500 1540.0150 1806.66 . . .0 V. . 17.583 1551.9690 1735.78 . . 0 V . . 17.667 1563.5200 1677.07 . . Q. V , 17.750 1574.7110 1624.96 . . Q. V . . 17.833 1585.6530 1588'78 . . 0 . V . . 17.917 1596.3830 1558.39 . . 0 . V . 18.000 1606.9320 1531.43 . . 0 . .V . . =w **************************************************************************** ~~ FLOW PROCESS FROM NODE 401.10 TO NODE 401.00 IS CODE = 1 _________ - >> > > >UNIT-HYDROGRAPH ANALYSIS< < < < < (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .159 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 52.326 WATERCOURSE LENGTH = 7200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3900.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 460.000 FEET BASIN FACTOR = .020 WATERSHED AREA = 354.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .482 LOW LOSS FRACTION = .381 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .60 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.22 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.62 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.10 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.75 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.00 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .585 30-MINUTE FACTOR = .606 1-HOUR FACTOR = .618 3-HOUR FACTOR = .912 6-HOUR FACTOR = .958 24-HOUR FACTOR = .977 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 = UNIT HYDROGRAPH DETERMINATION INTERVAL ^S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ^° 1 4.863 208.184 = 2 32.371 1177.663 3 71.786 1687.434 4 91.584 847.614 5 97.632 258.923 = 6 98.990 58.126 7 99.518 22.615 8 99.907 12.377 ~� 9 99.952 6.189 10 100.000 2.063 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 117.8970 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 199.0366 � ' � _ 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS(CPS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 15.083 111.2675 202.73 . .Q . V . . 15.167 112.6695 203.57 . .Q . V . . 15.250 114.0778 204.49 . .0 . V . . _ 15.333 115.4930 205.49 . .0 . V . . 15.417 116.8789 201.23 . .0 . V . . 15.500 118.0657 172.31 . Q. . V . . 15.583 118.9741 131.90 . 0 . . V . . - 15.667 119.7772 116.61 . 0 . . V . . 15.750 120.6001 119.49 . 0 . . V . . 15.833 121.4946 129.88 . 0 . . V . • ,- 15.917 122.5051 146.73 . Q . . V . . 16.000 123.7511 180.91 . 0 . V . . 16.083 125.7395 288.72 . . 0 . V . . 16.167 129.6189 563.28 . . . V . 0 • - 16.250 134.1998 665.15 . . . V . 0 . 16.333 136.9855 404.49 . . . Q V . . 16.417 138.4879 218.15 . . 0 . V . . ~- 16.500 139.6582 169.93 . ' Q. . V . • 16.583 140.9652 189.77 . 0 . V . . 16.667 142.3589 202.37 . .0 . V . . 16.750 143.7643 204.06 . .0 . V . . '- 16.833 145. 1574 202.27 . .0 . V. . 16.917 146.5391 200.63 . .0 . V. . 17.000 147.9135 199.56 . .0 . V. . 17.083 149.2626 195.90 . .Q . V. . 17.167 150.5013 179.86 . 0 . V . ' 17.250 151.5806 156.71 . 0 . . V . _ 17.333 152.5676 143.32 . 0 . . V . 17.417 153.5119 137.11 . 0 . . V . 17.500 154.4317 133.55 . 0 . . .\/ . 17.583 155.3313 130.63 . 0 . . .V . 17.667 156.2131 128.04 . 0 . . .V . 17.750 157.0788 125.70 . 0 . . ,\/ , 17.833 157.9298 123.57 . Q . . .V . 17.917 158.7673 121.60 . 0 . . .V . 18.000 159.5921 119.76 . 0 . . . V . **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE .43 IS CODE = 3 >>>>>MODEL FLOW-THROUGH DETENTION BASIN ROUTING<{<{< === _ ____= = ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .0{)0 ' SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 .10 1000.00 .500 3 3.00 1189.00 15.000 4 10.00 1681.00 41.300 5 20.00 2202.00 256.300 6 30.00 2620.00 471.300 7 40. 00 2981.00 686.300 INFLOW (STREAM 1) r- - V effective depth 7 (and volume) 4 1 1 t i 4 V detention 1 < - -)1 outflow basin f A 1 \ ! storage 1 basin outlet v OUTFLOW (STREAM 1) • EBASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD - -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE -- (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 15.083 .000 3571.7 19.27 2152.2 240.629 15.167 .000 3590.0 19.72 2175.8 250.369 15.250 .000 3605.9 20.17 2198.5 260.062 15.333 .000 3619.3 20.62 2218.7 269.708 15.417 .000 3603.6 21.06 2237.2 279.119 15.500 .000 3514.3 21.46 2254.8 287.793 15.583 .000 3352.4 21.81 2270.5 295.244 15.667 .000 3167.3 22.09 2283.6 301.330 15.750 .000 2937.4 22.30 2293.9 305.762 15.833 .000 2705.3 22.43 2300.9 308.547 15.917 .000 2587.4 22.52 2305.5 310.489 16.000 .000 2640.9 22.63 2309.6 312.771 16.083 .000 3026.4 22.85 2316.5 .317.659 16.167 .000 3799.6 23.32 2331.1 327.773 16.250 .000 4507.0 24.01 2355.4 342.592 16.333 .000 4764.6 24.78 2385.7 358.975 16.417 .000 5122.3 25.64 2419.7 377.588 16.500 .000 5176.4 26.51 2456.0 396.323 16.583 .000 4622.0 27.20 2488.5 411.017 16.667 .000 4016.9 27.68 2512.9 421.375 16.750 .000 3758.3 28.07 2531.2 429.827 16.833 .000 3744.0 28.45 2547.4 438.068 16.917 .000 3766.0 28.84 2563.4 446.350 17.000 .000 3767.9 29.22 2579.4 454.535 17.083 .000 3742.7 29.59 2595.1 462.438 17.167 .000 3697.3 29.94 2610.1 469.926 17.250 .000 3616.9 30.25 2623.3 476.770 17.333 .000 3512.9 30.54 2634.3 482.821 17.417 .000 3374.1 30.77 2643.6 487.852 17.500 .000 3207.2 30.95 2651.0 491.683 00 17.583 .000 3065.9 31.08 2656.6 494.502 17.667 .000 2959.9 31.17 2660.7 496.562 = 17.750 .000 2873.5 31.24 2663.6 498.008 . 17.833 .000 2806.8 31.29 2665.7 498.980 17.917 .000 2746.4 31.31 2666.9 499.527 00, 18.000 .000 2691.8 31.32 2667.5 499.694 18.093 .000 2639.3 31.31 2667.5 499.500 ~ 18.167 .000 2580.2 31.28 2666.8 498.903 ~~ 18.250 .000 2510.7 31.23 2665.5 497.838 18.333 .000 2434.3 31.16 2663.2 496.261 -° 18.417 .000 2344.6 31.06 2660.1 494.088 18.500 .000 2250.6 30.93 2655.9 491.297 =" 18.583 .000 2167.3 30.78 2650.8 487.967 18.667 .000 2105.8 30.60 2644.9 484.254 °� 18.750 .000 2057.3 30.42 2638.4 480.252 = 18.833 .000 2014.6 30.22 2631.5 476.004 18.917 .000 1972.8 30.01 2624.1 471.518 -~ 19.000 .000 1934.1 29.79 2615.8 466.823 19'083 .000 1903.1 29.57 2606.6 461.977 °~ 19.167 .000 1874.7 29.34 2597.0 457.003 19.250 .000 1846.9 29.10 2587.2 451.904 ~~ 19'333 .000 1817.3 28.85 2577.2 446.671 = 19.417 .000 1790.5 28.61 2566.9 441.323 19.500 .000 1767.4 28.35 2556.4 435.889 ~- 19.583 .000 1746.0 28.10 2545.8 430.381 19.667 .000 1725.4 27.84 2535.0 424.805 ~~ 19.750 .000 1705.1 27.58 2524.1 419.164 _ 19.833 .000 1685.2 27.31 2513.1 413.463 19.917 .000 1667.0 27.04 2502.0 407.712 �. _ *n*********************************************************************** .~ FLOW PROCESS FROM NODE 42.00 TO NODE 41.00 IS CODE = 1 ------ ______ ^ > > >> >UNIT-HYDROGRAPH ANALYSIS<<<<< ================______== ° (UNIT-HYDROGRAPH ADDED TO STREAM #2) „ _~ WATERCOURSE "LAG" TIME = .397 HOURS ~ UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 20.983 ~ „ WATERCOURSE LENGTH = 19400.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 11100.000 FEET .00 ELEVATION VARIATION ALONG WATERCOURSE = 1240.000 FEET BASIN FACTOR = .023 ~W WATERSHED AREA = 1110.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE 400 VALLEY(DEVELOPED) : "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .400 = FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .590 °� MOUNTAIN ''S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 VALLEY(UNDEVELOPED/DESERT): ^` "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 wit MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .400 LOW LOSS FRACTION = .276 . *HYDROGRAPH MODEL #1 SPECIFIED* =s. SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .56 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.15 ~~ SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.55 ~- SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.08 qpFrrFrFD PEAK 6-HOUR RAINFALL(INCH) = 4.78 SPECIFIED PEAK 24-HOUR RAINFALL(%NCH)= 12.50 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .585 30-MINUTE FACTOR = .606 1-HOUR FACTOR = .618 3-HOUR FACTOR = .912 6-HOUR FACTOR = .958 24-HOUR FACTOR = .977 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL ''S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATEG(CFS) 1 1.327 178.074 2 5.283 531.115 3 12.845 1015.159 4 24.117 1513.128 5 42.726 2498.09(] 6 60.372 2368.837 7 70.938 1418.316 8 78.188 973.235 9 83.285 681.526 10 87.049 508.091 11 89.787 367.432 12 91.869 279.586 13 93.369 201.350 14 94.654 172.443 15 95.770 149.824 16 96.717 ' 127.098 17 97.465 100.513 18 97.994 70.906 19 98.408 55.578 20 98.677 36.211 21 98.835 21.178 22 98.989 20.607 23 99.123 18.082 24 99.255 17.637 25 99.353 13.231 26 99.451 13.155 27 99.549 13.138 28 99.647 13.099 29 99.744 13.089 30 99.841 13.0()5 31 99.930 11.984 32 99.936 .704 33 99.941 .676 34 99.946 .652 35 99.950 .571 36 99.954 .564 37 99.958 .604 38 99.963 .620 39 99.967 .492 40 99.969 .284 41 99.971 .282 42 99.973 .282 43 99.975 .282 44 99.977 .282 45 99.979 .282 46 99.981 .283 47 99.984 .281 = 48 99.986 .273 ~, 49 99.987 .165 50 99.988 .133 ~- 51 99.989 .132 52 99.990 .133 53 99.991 .149 = 54 99.992 .133 55 99.993 .134 56 99.994 .133 57 99.995 .133 58 99.996 .134 59 99.997 .133 60 99.998 .133 61 99.999 .134 62 100.000 .133 63 100.000 .019 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 306.5048 - TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 822.7260 � � - 24-HOUR STORM =� R U N O F F H Y D R O G R A P H ... 04 HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) _ _o TIME(HRS) VOLUME(AF) Q(CFS) O. 350.0 700.0 1050.0 1400.0 ^.. 15.083 456. 1649 732.30 . . 0 V . . 15.167 461.2353 736.22 . . .QV . • Ea 15.250 466. 3304 739.80 . . .QV . • 15.333 471.4478 743.05 . . .QV ~ . ^� 15.417 476.5488 740.67 . . .0 V . • = 15.500 481.5606 727.71 . . 0 V . • 15.583 486.3909 701.36 . . 0 V . . ~~ 15.667 490. 9520 662.27 . . 0 . V . • 15.750 495.0669 597.48 . • 0 . V . . - 15.833 498. 8021 542.35 . • Q . v . . _ 15.917 502.4205 525.40 . . 0 . V . . 16.000 506.1086 535.51 . ~ Q . V . • ~- 16.083 510. 3036 609.10 . . 0 . V . . 16.167 515.3891 738.41 . . .0 V . . - 16.250 521.6445 908.29 . . . Q . . 16.333 529.0447 1074.51 . . . V 0 . ~- 16.417 538. 0311 1304.82 . . . V . 0 . . 16.500 546.5429 1235.91 . . . V . 0 • 16.583 553.2772 977.82 . . . VO . . ~~ 16.667 559. 1715 855.86 . . . 0 V . . 16.750 564.7662 812.34 . . . 0 V . . -~ 16.833 570. 3234 806.91 . . . Q V . . ~~ 16.917 575.7762 791.75 . . . 0 V . . 17.000 581.1657 782.55 . . . 0 V . . - 17.083 586.4662 769.63 . . .0 V . . 17.167 591.7027 760.34 . . .0 V . . °~ 17.250 596. 8132 742.04 . . .0 V. . 17.333 601.7256 713.28 . . 0 V. . ~~ 17.417 606. 3087 665.46 . . Q. V. . .- 17.500 610.5582 617.04 . . 0 . V. . 17.583 614.5883 585.16 . . 0 . V. . ~~ 17.667 618. 4371 559.85 . . Q . V . 17.750 622.1429 538.08 . . 0 . V . ~^ 17.833 625. 7456 523.11 . . 0 . V . ~, 17.917 629.2577 509.95 . . Q . V . 18.000 632.6928 498.78 . . 0 . V . we . ni** **************************** ***** ************************************ *** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 1 =w --- ___ ~~ > > > > >UNIT-HYDROGRAPH ANALYSIG< < < < < =============== ==______ _ 000, (UNIT-HYDROGRAPH ADDED TO STREAM #2) .0 =* WATERCOURSE "LAG" TIME = .304 HOURS ~° UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 27.372 0.0 WATERCOURSE LENGTH = 14400.000 FEET ~~ LENGTH FROM CONCENTRATION POINT TO CENTROID = 7000.000 FEET = ELEVATION VARIATION ALONG WATERCOURSE = 1900.000 FEET BASIN FACTOR = .027 WATERSHED A REA = 899.000 ACRES BASEFLOW = .000 CFS/SOUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .200 FOOTHILL ^S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .790 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .276 LOW LOSS FRACTION = .163 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .61 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.25 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.66 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.34 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 5.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 13.14 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .585 30-MINUTE FACTOR = .606 1-HOUR FACTOR = .618 3-HOUR FACTOR = .912 6-HOUR FACTOR = .958 24-HOUR FACTOR = .977 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 = _____= UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.872 203.485 2 8.108 678.043 3 19.891 1281.051 4 43.414 2557.525 5 63.665 2201.724 6 73.973 1120.721 7 80.708 732.230 ^� 8 85.519 523.097 9 89.006 379.160 10 91.604 282.407 11 93.652 222.635 12 95.301 179.357 13 96.551 135.912 14 97.505 103.723 15 98.172 72.444 16 98.506 36.314 17 98.767 28.419 18 98.996 24.861 0. 19 99.196 21.801 20 99.395 21.636 21 99.594 21.578 22 99.792 21.508 ^� 23 99.980 20.498 24 99.984 .413 - 25 99.987 .331 26 99.990 .298 ?7 99.993 .297 ^ 28 99.995 .298 29 99.998 .298 30 100.000 .216 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 154. 1329 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 807.2137 ~m = 4(0 � AO = � M„ � = � w* tON � � �� *MO ~~ -_ . ^, --- - == 24-HOUR STORM RUNOFF HYDROGRAPH ==_ - HY[ROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ------------- - - TIME(HRS) VOLUME(AF) Q(CFS) 0. 375.0 750.0 1125.0 1500.0 15.083 452.5547 757.39 . . 0 V . . 15.167 457.7895 760.10 . . Q V . . 15.250 463.0386 762.17 . . 0 V . . _ 15.333 468.2971 763.53 . . 0 V . . 15.417 473.5095 756.84 . . 0 V . . 15.500 478.5511 732.04 . . Q. V . . 15.583 483.2717 685.42 . . 0 . V . . - 15.667 487.3542 592.79 . . 0 . V . . 15.750 490.9431 521.10 . . 0 . V . . 15.833 494.3983 501.69 . . 0 . V . . ' 15.917 497.8985 508.23 . . 0 . V . . 16.000 501.6377 542.94 . . 0 . V . . 16.083 506.1600 656.64 . . 0 . V . . 16.167 512.0973 862.10 . . . Q V . . ' 16.250 519.6315 1093.96 . . . V Q. . 16.333 529.3636 1413.10 . . . V . 0 . 16.417 538.0108 1255.58 . . . V . 0 . ' 16.500 544.3350 918.27 . ' . . 0 V . . 16.583 549.7963 792.98 . . .0 V . . 16.667 555.2047 785.30 . . 0 V . . 16.750 560.7119 799.65 . . .0 V . . ~ 16.833 566.1957 796.25 . . .0 V . . 16.917 571.6594 793.33 . . .�� V . . 17.000 577.0991 789.85 . . .Q V . . ' 17.083 582.4639 778.96 . . Q V . . 17.167 587.6902 758.86 . . Q V. . 17.250 592.6855 725.33 . . Q. V. . 17.333 597.2645 664.87 . . Q . V. . 17.417 601.5078 616.13 . . Q . V. . 17.500 605.5580 588.08 . . Q . V . 17.583 609.4615 566.79 . . Q . V . 17.667 613.2430 549.08 . . 0 . V . 17.750 616.9210 534.04 . . 0 . V . 17.833 620.5063 520.59 . . 0 . V . 17.917 624.0032 507.75 . . 0 . V . 18.000 627.3893 491.65 . . 0 . .V . 4i4 ***4********************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.1{) IS CODE = 5 >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<(((< = THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 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 = 2.00 UPSTREAM ELEVATION = 1710.00 DOWNSTREAM ELEVATION = 1600.00 CHANNEL LENGTH(FT) = 3700. MANNINGS FACTOR = .014 - . . CHANNEL ROUTING COEFFICIENT ESTIMATED: . MAXIMUM INFLOW(CFS) = 2560.40 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1594.78 ^. CHANNEL NORMAL VELOCITY FOR 0 = 1594.78 CFS = 27.80 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .942 . MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .996 . =* CONVEX METHOD CHANNEL ROUTING RESULTS: °° MODEL INFLOW OUTFLOW = TIME (STREAM 2) (STREAM 2) (HRS) (CFS) (CFS) 15.C83 1489.7 1486.4 15.167 1496.3 1493.5 15.250 1502.0 1499.6 15.333 1506.6 1504.6 15.417 1497.5 1501.3 15.500 1459.8 1475.6 15.583 1386.8 1417.5 15.667 1255.1 1310.6 15.750 1118.6 1176.2 15.833 1044.0 1075.6 15.917 1033.6 1038.1 16.000 1078.4 1059.6 16.083 1265.7 1186.9 16.167 1600.5 1459.4 16.250 2002.3 1832.8 16.333 2487.6 2282.8 16.417 2560.4 2529.0 16.500 2154.2 2324.9 16.583 1770.8 1932.7 16.667 1641.2 1696.3 16.750 1612.0 1624.5 16.833 1603.2 1606.9 _ 16.917 1585.1 1592.7 17.000 1572.4 1577.8 - 17.083 1548.6 1558.6 17.167 1519.2 1531.6 =~ 17.250 1467.4 1489.2 17.333 1378.1 1415.8 ~° 17.417 1281.6 1322.3 =" 17.500 1205.1 1237.4 17.583 1151.9 1174.4 . 17.667 1107.9 1126.5 17.750 1072.1 1087.3 °= 17.833 1043.7 1055.7 = 17.917 1017.7 1028.7 18.000 990.4 1001.9 =/ 18.083 969.8 978.5 18.167 951.6 959.3 . 18.250 934.2 941.5 = 18.333 915.7 923.5 18.417 898.8 906.0 ~° 18.500 884.4 890.5 18.583 870.8 976.6 = 18.667 856.2 862.4 18.750 845.3 849.9 18.833 835.0 839.3 - 18.917 825.3 929.4 19'000 816.2 820.1 19.083 807.6 811.2 19.167 799.3 802.8 19.250 791.4 794.8 19.333 783.8 787.0 .4 19.417 776.6 779.7 19.500 769.6 772.6 19.583 762.9 765.7 19.667 756.6 759.2 19.750 750.5 753.0 19.833 744.6 747.1 19.917 738.9 741.3 20.000 733.4 735.7 = , 4W4m , *4********4 , ******)t***********)v*******w**+**************************** FLOW PROCESS FROM NODE 43.10 TO NODE 41.10 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< ■UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE "LAG" TIME = .226 HOURS = UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 36.905 WATERCOURSE LENGTH = 15500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 7200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 2490.000 FEET BASIN FACTOR = .020 WATERSHED AREA = 1111.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .300 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .600 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .090 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .308 LOW LOSS FRACTION = .189 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .79 - SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.35 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.66 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.40 =w SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 5.34 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.95 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .585 30-MINUTE FACTOR = .606 1-HOUR FACTOR = .618 .1 3-HOUR FACTOR = .912 6-HOUR FACTOR = .958 24-HOUR FACTOR = .977 RUNOFF HY[ROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION = - = INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) Alm .4 1 2.932 393.908 2 15.173 1644.725 .4 3 40.880 3454.066 4 66.145 3394.679 -� 5 78.206 1620.547 4111 6 85.159 934.145 7 89.499 583.096 ,m. 8 92.322 379.426 9 94.453 286.312 ,All 10 95.944 200.313 11 96.999 141.663 .., 12 97.575 77.420 = 13 97.975 53.773 14 98.329 47.602 ~= 15 98.594 35.623 16 98.850 34.385 - 17 99.099 33.396 _~ 18 99.337 31.942 19 99.456 16.041 ~^ 20 99.532 10.254 21 99.604 9.628 ~~ 22 99.678 9.988 23 99.721 5.782 - 24 99.755 4.459 ~~ 25 99.788 4.466 26 99.821 4.460 ~~ 27 99.854 4.464 28 99.880 3.500 ~ 29 99.896 2.112 ,~ 30 99.912 2.161 31 99.928 2.112 - 32 99.943 2.112 33 99.959 2.112 ~~ 34 99.975 ' 2.112 35 99.991 2.112 `~ 36 100. 000 1.262 = ,_ ______ ____ ______________________ _ _ TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 198.5841 - TOTAL STORM RU VOLUME(ACRE-FEET) = 881.8846 ____ nai MI �� 4mi �0, Alt wii ~= aw �.. 40, ■ � = 24 -HOUR STORM RUNOFF HYDROGRAPH ====_ __ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 550.0 1100.0 1650.0 2200.0 15.083 489.7903 935.90 . . 0 . V . . 15.167 496.2402 936.53 . . 0 . V . . 15.250 502.6925 936.87 . . 0 . V . . 15.333 509.1465 937.13 . . 0 . V . . 15.417 515.4756 918.99 . . 0 . V . . 15.500 521.2828 843.21 . . 0 . V . . 15.583 526.0099 686.37 . . 0 • V . . ' 15.667 529.7340 540.74 . Q. . V . . 15.750 533.1099 490.18 . 0 . . V . . 15.833 536.4396 483.47 . 0 . . V . . _ 15.917 539.9658 512.01 . Q. . V . . 16.000 544.0292 590.01 . 0 . V . . 16.083 550.0005 867.02 . . Q . V . . 16.167 560.0563 1460.11 . . . VQ . . ' 16.250 574.8111 2142.39 . . . V . 0 . 16.333 588.7022 2016.99 . . . V . 0 . 16.417 597.3347 1253.44 . . . 0 V . . .- 16.500 603.9702 963.47 . . 0 . V . . 16.583 610.2921 917.94 . . 0 . V . . 16.667 616.8724 955.45 . . 0 . V . . 16.750 623.5519 969.86 . . 0 . V . . - 16.833 630.1901 963.86 . . 0 . V . . 16.917 636.7814 957.06 . . 0 . V . . 17.000 643.2787 943.42 . . 0 . V. . ' 17.083 649.7219 9�S�.55 . . 0 . V. . 17.167 655.9645 906.43 . . 0 . V. . 17.250 661.7204 835.75 . . 0 . V . 17.333 666.9827 764.09 . . 0 . V . 17.417 671.9664 723.63 . . 0 . V . 17.500 676.7532 695.03 . . 0 . V . 17.583 681.3513 667.65 . . 0 . V . 17.667 685.8184 648.62 . .0 . .V . 17.750 690.1848 634.01 . .Q . .V . 17.833 694.4677 621.87 . .0 . .V . 17.917 698.6623 609.06 . .0 . .V . 18.000 702.7867 598.87 . 0 . .V . **************************************************************************** FLOW PROCESS FROM NODE 41.10 TO NODE 41.20 IS CODE = 3 >>>}>MODEL FLOW-THROUGH DETENTION BASIN ROUTINGM(< ==______ _ ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATIONX 011k - . ,-- INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 -- 2 1.66 91.32 1.120 3 2.66 185.25 5.000 4 4.66 429.54 18.000 5 6.66 733.90 42.250 6 7.66 905.25 55.000 7 9.66 1282.02 90.000 8 11.66 1700.00 122.250 - 9 13.66 2155.78 156.000 10 15.66 2646.16 190.000 11 17.66 3168.94 230.000 12 19.66 3722.23 270.000 r - 13 21.66 4304.43 309.500 r INFLOW (STREAM 2) } | . V effective depth r- --- | (and volume) | | | | < | | V -- | detention | (--) | outflow | basin | | -~- | A | \ | | storage 1 basin outlet V OUTFLOW (STREAM 2) == = _____ = _ BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 14.083 .000 1686.4 10.82 1516.7 108.691 14.167 .000 1751.2 10.91 1534.0 110.187 ' 14.250 .000 1868.6 11.04 1557.5 112.329 14.333 .000 2009.9 11.22 1590.2 115.220 14.417 .000 2131.5 11.44 1631.2 118.666 14.500 .000 2226.5 11.67 1678.1 122.443 14.583 .000 2289.7 11.9{) 1728.7 126.307 14.667 .000 2331.6 12.13 1780.4 130.102 14.750 .000 2361.8 12.34 1830.7 133.760 14.833 .000 2383.9 12.55 1878.9 137.237 14.917 .000 2400.5 12.74 1924.5 140.515 15.000 .000 2412.8 12.92 1967.4 143.583 15.083 .000 2422.3 13.09 2()07.4 146.440 15.167 .000 2430.1 13.25 2044.6 149.095 15.250 .000 2436.5 13.40 2079.1 151.556 15.333 .000 2441.8 13.53 2111.1 153.833 15.417 .000 2420.3 13.65 2139.6 155.766 15.500 .000 2318.9 13.71 2160.4 156.858 15.583 .000 2103.9 13.69 2165.1 156.436 15.667 .000 1851.3 13.56 2148.1 154.392 15.750 .000 1666.4 13.38 2113.3 151.314 15.833 .000 1559.1 13.17 2068.8 147.804 15.917 .000 1550.1 12.98 2023.1 _ 144.547 . , ` _ ' - 16.000 .000 1649.6 12.84 1985.5 142.233 "a 16.083 .000 2053.9 12.88 1973.6 142.787 16.167 .000 2919.5 13.24 2019.2 148.987 . 16.250 .000 3975.1 13.99 2148.6 161.567 16.333 .000 4299.8 14.79 2333.7 175.108 16.417 .000 3782.4 15.31 2495.3 183.972 °~ 16.500 .000 3288.3 15.59 2593.7 188.756 16.583 .000 2850.6 15.67 2638.6 190.216 -~ 16.667 .000 2651.8 15.67 2649.1 190.235 °~ 16.750 .000 2594.3 15.65 2646.8 189.873 16.833 .000 2570.8 15.62 2640.9 189.391 °~ 16.917 .000 2549.8 15.59 2633.2 188.816 17.000 .000 2521.2 15.55 2624.0 188.108 . 17.083 .000 2494.2 15.50 2613.0 187.290 17.167 .000 2438.0 15.44 2599.1 186.181 ~= 17.250 .000 2325.0 15.33 2578.5 184.435 ,= 17.333 .000 2179.8 15.18 2547.6 181.902 17.417 .000 2046.0 15.00 2506.5 178.730 -, 17.500 .000 1932.5 14.78 2457.5 175.114 17.583 .000 1842.1 14.56 2403.6 171.247 °~ 17.667 .000 1775.2 14.33 2347.3 167.307 17.750 .000 1721.3 14.09 2290.6 163.386 ~ 17.833 .000 1677.6 13.87 2234.6 159.549 ~ 17.917 .000 1637.7 13.65 2180.1 155.814 18.000 .000 1600.8 13.43 2128.7 152.178 18.083 .000 1565.8 13.22 2080.2 148.635 18.167 .000 1526.3 13.02 2032.8 145.147 - 18.250 .000 1475.2 12.81 1985.5 141.633 18.333 .000 1424.0 12.60 1937.9 138.094 18.417 .000 1386.4 12.39 1890.5 134.622 18.500 .000 1356.7 12.19 1844.4 131.263 18.583 .000 1331.6 12.00 1799.9 128.037 18.667 .000 1308.1 11.82 1757.3 124.944 . , 18.750 .000 1287.2 11.64 1716.5 121.987 18.833 .000 1269.1 11.47 1678.3 119.169 ^- 18.917 .000 1252.4 11.30 1642.6 116.481 19.000 .000 1236.6 11.14 1608.6 113.919 ~~ 19.083 .000 1221.7 10.99 1576.2 111.477 19.167 .000 1207.9 10.85 1545.3 109.153 - 19.250 .000 1194.8 10.71 1515.9 106.942 19.333 .000 1182.2 10.58 1488.0 104.836 19.417 .000 1170.1 10.46 1461.3 102.831 19.500 .000 1158.5 10.34 1435.9 100.920 19.583 .000 1147.4 10.22 1411.8 99.100 19.667 .000 1136.9 10.12 1388.7 97.365 19.750 .000 1126.7 10.01 1366.8 95.712 . 19.833 .000 1116.9 9.92 1345.8 94.136 =^ 19.917 .000 1107.5 9.82 1325.9 92.632 . ******************************** = FLOW PROCESS FROM NODE 41.20 TO NODE 43.00 IS CODE = 5 _-_ . >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< _______ . . THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 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) = 15.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION = 1590.00 DOWNSTREAM ELEVATION = 1530.00 ~� CHANNEL LENGTH(FT) = 3000.00 MANNINGS FACTOR = .014 °, CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2649.11 . AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1907.77 CHANNEL NORMAL VELOCITY FOR Q = 1907.77 CFS = 27.81 FPS . ESTIMATED CHANNEL ROUTING COEFFICIENT = .942 . MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE = UNIT INTERVALS IS CSTAR = .999 490 CONVEX METHOD CHANNEL ROUTING RESULTS: . °. MODEL INFLOW OUTFLOW TIME (STREAM 2) (STREAM 2) = (HRS) (CFS) (CFS) 14.083 1516.7 1511.7 *NI 14.167 1534.0 1528.1 14.250 1557.5 1549.5 . 14.333 1590.2 1579.1 tilit 14.417 1631.2 1617.2 14.500 1678.1 1662.1 ~ 14.583 1728.7 1711.5 14.667 1780.4 1762.8 ~- 14.750 1830.7 1813.6 14.833 1878.9 1862.5 14.917 1924.5 1909.0 ~~ 15.000 1967.4 1952.8 15.083 2007.4 1993.8 ~- 15.167 2044.6 2031.9 ~, 15.250 2079.1 2067.4 15.333 2111.1 2100.2 -. 15.417 2139.6 2129.9 15.500 2160.4 2153.3 ~ 15.583 2165.1 2163.5 15.667 2148.1 2153.9 - 15.750 2113.3 2125.1 ~~ 15.833 2068'8 2083.9 15.917 2023.1 2038.6 - 16.000 1985.5 1998.3 16.033 1973.6 1977.7 ~~ 16. 167 2019.2 2003.7 16.250 2148.6 2104.6 °° 16.333 2333.7 2270.7 = 16.417 2495.3 2440.3 16.500 2593.7 2560.2 . 16.583 2638.6 2623.3 16.667 2649.1 2645.5 . 16.750 2646.8 2647.6 . 16.833 2640.9 2642.9 16.917 2633.2 2635.8 . 17.000 2624.0 2627.1 17.083 2613.0 2616.7 . 17.167 2599.1 2603.8 . 17.250 2578.5 2585.5 17.333 2547.6 2558.1 41.0 17.417 2506.5 2520.5 17.500 2457.5 2474.2 =m 17.583 2403.6 2421.9 17.667 2347.3 2366.4 -° 17.750 2290.6 2309.9 ~- 17.833 2234.6 2253.7 17'917 2190.1 2198.7 18.000 2128.7 2146.2 18.083 2080.2 2096.7 18.167 2032.8 2048.9 18.250 1985.5 2001.6 18.333 1937.9 1954.1 18.417 1890.5 1906.6 +m 18.500 1844.4 1860.1 18.583 1799.9 1815.1 18.667 1757.3 1771.8 18.750 1716.5 1730.4 18.833 1678.3 1691.3 ~• 18.917 1642.6 1654.8 19.000 1608.6 1620.2 = 19.083 1576.2 1587.2 19.167 1545.3 1555.8 41M 19.250 1515.9 1525.9 19.333 1488.0 1497.5 19.417 1461.3 1470.4 19.500 1435.9 1444.6 19.583 1411.8 1420.0 19.667 1388.7 1396.6 19.750 1366.8 1374.2 19.833 1345.8 1353.0 ~^ 19.917 1325.9 1332.7 20.000 1306.8 1313.3 - ~~ -*+***** FLOW PROCESS FROM NODE 43.20 TO NODE • 43.00 IS CODE = 1 }>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< ==================____ (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE "LAG" TIME = .228 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 36.491 WATERCOURSE LENGTH = 6200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 4000.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 150.000 FEET BASIN FACTOR = .025 WATERSHED AREA = 119.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .492 LOW LOSS FRACTION = .379 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .76 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.30 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.60 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.13 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.75 = SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.00 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .585 30-MINUTE FACTOR = .606 1 FACTOR = .618 3-HOUR FACTOR = .912 6-HOUR FACTOR = .958 ~ - 24-HOUR FACTOR = .977 ^ - RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIM[(HOURS) FOR END OF RESULTS = 18.00 sat UNIT HYDROGRAPH DETERMINATION = INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.494 35.897 = 2 16.310 198.832 3 41.937 368.805 4 70.481 410.805 = 5 87.177 240.276 6 94.712 108.436 ~~ 7 97.830 44.879 8 98.725 12.981 ^. 9 99.365 9.207 10 99.746 5.483 11 99.937 2.742 ~ 12 100.000 .914 TOTAL SOIL—LOSS VOLUME(ACRE—FEET) = 39.1197 TOTAL STORM RUNOFF VOLUME(ACRE—FEET) = 67.4199 ~~ � = �� tow ===================____________=________======_____ _ ______ ___ 24-HOUR STORM ^60 RUNOFF HYDROGRAPH - = HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~~ -------- ________ _________________ . TIME ( HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 ____ __________ - __________ -_ 15.083 37.1211 69.57 . Q. . V . . 15.167 37.6015 69.75 . Q. . V . . ~= 15.250 38.0831 69.93 . Q. . V . . 15.333 38.5662 70.14 . Q. . V . . °~ 15.417 39.0428 69.20 . Q. . V . . °0. 15.500 3 63.09 . Q . . V . . 15.583 39.8338 51.76 . 0 . . V . • - 15.667 40.1u75 39.75 . Q . . V • . . 15.750 40.3426 34.13 . Q . . V • . . ^~ 15.833 40.5757 33.85 . Q . . V . . _ 15.917 40.8310 37.07 . Q . . V . . 16.000 41.1395 44.79 . Q . . V . . -~ 16.083 41.6201 69.78 . Q. . V . . 16.167 42.5777 139.05 . . 0 . V . • - 16.250 43.9723 202.49 . . . 0 . • 16.333 45.4145 209.41 . ~ . VQ . . ~ 16.417 46.3649 137.99 . . Q . V . • 16.500 46.9591 86.28 . .0 . V . • 16.583 47.4248 67.62 . Q. . V . . ~ 16.667 47.8730 65.08 . 0 . . V . . 16.750 48.3499 69.25 . Q. . V . . - 16.833 48.8336 70.23 . Q. . V . . ~~ 16.917 49.3154 69.96 . Q. . V. . 17. 49.7921 69.21 . Q. . V. . - 17.083 50.2624 68.29 . Q. . V. . 17.167 50.7118 65.26 . 0 . . V . - 17.250 51.1222 59.59 . 0 . . V . 17.333 51.4875 53.03 . Q . . V . - 17.417 51.8228 48.69 . 0 . . V ~ _ 17.500 52.1408 46.17 . 0 . . V . 17.583 52.4478 44.58 . 0 . . .V . ~ 17.667 52.7474 43.50 . 0 . . .V . 17.750 53.0404 42.53 . 0 . . .V . ~- 17.833 53.3274 41.68 . 0 . . .V . ~~ 17.917 53.6092 40.92 . 0 . . .V . 18.000 53.8862 40.22 . 0 . . .V . mm °� * ***** *** * **** ********** ****** ****************** , r***** ********************** FLOW PROCESS FROM NODE 44.00 TO NODE 43.00 IS CODE = 1 4.1 . > > > > >UNIT-HYDROGRAPH ANALYSIS< < < < < ==============================_ __==___ ma (UNIT-HYDROGRAPH ADDED TO STREAM #2) . ^te WATERCOURSE "LAG" TIME = .337 HOURS . UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 24.760 ., WATERCOURSE LENGTH = 18900.000 FEET - LENGTH FROM CONCENTRATION POINT TO CENTROID = 8000.000 FEET -~ ELEVATION VARIATION ALONG WATERCOURSE = 290.000 FEET nuqTm F4rTOR = .017 WATERSHED AREA = 1251.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .444 LOW LOSS FRACTION = .370 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.18 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.55 = SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.95 SPECIFIED PEAK 6-HOUR RAINFALL( INCH) = 4.53 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.45 = *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .585 30-MINUTE FACTOR = .606 1-HOUR FACTOR = .618 3-HOUR FACTOR = .912 6-HOUR FACTOR = .958 24-HOUR FACTOR = .977 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ======_______========= - UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.478 223.665 _ 2 7.257 874.230 3 20.430 1992.946 4 37.860 2637.057 5 59.088 3211.631 6 75.831 2533. 111 = 7 86.417 1601.575 8 92.403 905.729 9 95.948 536.274 10 97.826 284.162 31 98.468 97.185 12 98.933 70.244 13 99.380 67.618 = 14 99.752 56.312 15 99.938 28.156 16 100.000 9.385 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 384.2453 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 679.7593 = t �� . ^ . m °" 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) 0(CFS) O. 400.0 800.() 1200.0 1600.0 15.083 369.1843 685.01 . . Q .V . . 15.167 373.9252 688.37 . . Q . V . . 15.250 378.6885 691.64 . . Q . V . . 15.333 383.4741 694.86 . . Q . V . . 15.417 388.2438 692.57 . . Q . V . . 15.500 392.8861 674.06 . . Q . V . . 15.583 397.2144 628.47 . . Q . V . . ' 15.667 401.1382 569.72 . . Q . V . . 15.750 404.5979 502.35 . . Q . V . . 15.833 407.7726 460.96 . .Q . V . . __ 15.917 410.9227 457.40 . .Q . V . . 16.000 414.3179 492.98 . . Q . V . . 16.083 418.5934 620.81 . . Q . V . . 16.167 424.5998 872.12 . . .Q V . . '- 16.250 432.9961 1219.14 . . . V Q . 16.333 442.6999 1409.00 . . . V . Q . 16.417 453.1069 1511.09 . . . V . Q . . 16.500 461.9379 1282.26 . . . V . Q . 16.583 468.8966 1010.40 . . . Q V . . 16.667 474.5963 827.60 . . Q V . . 16.750 479.8249 759.19 . . Q . V . . ~ 16.833 484.7956 721.76 . . Q . V . . 16.917 489.5694 693.15 . . Q . V . . 17.000 494.3556 694.95 . . Q . V. . ' 17.083 499.1439 695.27 . . Q . V. . 17.167 503.8339 680.98 . . Q . V. . 17.250 508.2783 645.32 . . Q . V. . 17.333 512.4359 603.69 . . Q . V . 17.417 516.2742 557.32 . . Q . V . 17.500 519.8575 520.29 . . Q . V . 17.583 523.2538 493.15 . . Q . V . 17.667 526.5165 473.73 . .Q . V . 17.750 529.6757 458.71 . .0 . .V . 17.833 532.7546 447.07 . .0 . .V . 17.917 535.7720 438.11 . Q . .V . 18.000 538.7333 429.99 . Q . .V . **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 404.00 IS CODE = 5 ____ >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD{M( ========= _____ THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 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 = .00 UPSTREAM ELEVATION = 1530.00 DOWNSTREAM ELEVATION = 1450.00 CHANNEL LENGTH(FT) = 3650.00 MANNINGS FACTOR = .014 . CHANNEL ROUTING COEFFICIENT ESTIMATED: . MAXIMUM INFLOW(CFS) = 4089.39 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2815.31 . CHANNEL NORMAL VELOCITY FOR 0 = 2815.31 CFS = 32.77 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .951 `= °o MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .999 = . CONVEX METHOD CHANNEL ROUTING RESULTS: °- MODEL INFLOW OUTFLOW =w TIME (STREAM 2) (STREAM 2) (HRS) (CFS) (CFS) . 15.083 2748.4 2732.6 15.167 2790.1 2775.3 . 15.250 2829.0 2815.2 15.333 2865.2 2852.4 ~~ 15.417 2891.7 2682.3 ^~ 15.500 289u.4 2890.9 15.583 2843.7 2860.3 - 15.667 2763.3 2791.8 15.750 2661.6 2697.6 ~- 15.833 2578.7 2608.1 ~ 15.917 2533.1 2549.3 16.000 2536.1 2535.0 16.083 2668.2 2621.5 16.167 3014.9 2892.2 - 16.250 35 3345.2 ~~ 16.333 3889.2 3760.5 16.417 4089.4 4018.4 . 16.500 3928.7 3985.5 16.583 3701.3 3781.8 -~ 16.667 3538.2 3596.0 16.750 3476.0 3498.1 -` 16.833 3434.9 3449.4 °_ 16.917 3398.9 3411.7 17.000 3391.3 3394.0 . 17.083 3380.3 3384.2 17.167 3350.0 3360.7 -° 17.250 3290.4 3311.5 17.333 3214.8 3241.6 . 17.417 3126.5 3157.8 war 17.500 3040.7 3071.1 17.583 2959.7 2988.4 ~~ 17.667 2883.7 2910.6 17.750 2811.1 2836.8 =° 17.833 2742.4 2766.8 m 17.917 2677.7 2700.6 18.000 2616.4 2638.1 . 18.083 2558.0 - '578.7 18.167 2499.6 2520.3 m 18.250 2439.0 2460.5 . 18.333 2376.9 - ' - z98. 0 18.417 2314.0 2336.3 . 18.500 2254.4 2275.5 18.583 2199.2 2218.7 . 18.667 2148.0 2166.1 18.750 2099.9 2116.9 ~~ 18.833 2055.1 2071.0 ~~ 18.917 2013.6 2028.3 19'0u0 1974.4 1988.3 19.083 1936.9 1950.2 19.167 1901.2 1913.9 19'250 1867.3 1879.3 = 19.333 1835.0 1846.5 19.417 1804.3 1815.2 19.500 1775.0 1785.4 °� 19.583 1747.0 1756.9 19.667 1720.4 1729.8 19.75(_ 1694.9 1703.9 ~~ 19.833 1670.6 1679.2 19.917 1647.4 1655.6 = 20.000 1625.2 1633.0 A*************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 1 )>>UNIT-HYDROGRAPH ANALYSIS<<<(( ------------------ ______ ____=====___ '~ (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE "LAG" TIME = .118 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 70.386 WATERCOURSE LENGTH = 4000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 1800.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 80.000 FEET BASIN FACTOR = .020 WATERSHED AREA = 102.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .411 LOW LOSS FRACTION = .350 *HYDROGRAPH MODEL *1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .67 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.18 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.57 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.50 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.00 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .585 30-MINUTE FACTOR = .606 1-HOUR FACTOR = .618 3-HOUR FACTOR = .912 6-HOUR FACTOR = .958 24-HOUR FACTOR = .977 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ,sow ======= =====____ UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 8.771 108.192 2 53.386 550.356 3 89.505 445.558 4 97.972 104.439 =p 99.358 17.099 6 99.743 4.752 7 99.936 2.376 a= 8 100.000 .792 owl TOTAL SOIL—LOSS VOLUME(ACRE—FEET) = 28.1764 TOTAL STORM RUNOFF VOLUME(ACRE—FEET) = 54.8403 44so � ~~ tarn � 4W �� 4411 =====_ = _____==____ . 2 4-HOUR STORM ^. RUNOFF HYDROGRAPH . ==========================______==========_ = =w HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) = TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 ~~ 15.083 30.5423 56.60 . 0 . . V . . 15.167 30.9349 57.00 . 0 . . V . . ~. :5. 31.3303 57.41 . Q . . V . , 15.333 31.7290 57.89 . 0 . . V . . °° 15.417 32.1129 55.75 . 0 . . V . . =~ 15.500 32.4090 42.99 . 0 . . V . . 15.583 32.6395 33.47 . Q . . V . • ~ 15.667 32.8701 33.49 . 0 . . V . . 15.750 33.1144 35.47 . 0 . . V . . ^- 15.933 33.3598 35.64 . 0 . . V . . 15.917 33.6254 38.56 . Q . . V . • 16.000 33.9756 50.84 . 0 . . V . • ~- 16.083 34.6728 101.24 . . 0 . V . . 16.167 36.3055 237.06 . . . V .0 . 16.250 37.6252 191.63 . . . 0 V . • 16.333 38.1506 76.28 . 0 . V . ~ 16.417 38.4584 44.70 . Q . . V . . 16.500 38.7964 49.08 . 0 . ' . V . • 16.583 39.1856 56.51 . 0 . . V . . 16.667 39.5798 57.23 . 0 . • V . . 16.750 39.9689 56.50 . 0 . . V. . 16.833 40.3538 55.89 . 0 . . V. . _ 16.917 40.7349 55.34 . Q . . V. . 17.000 41.1125 54.82 . 0 . . V. . 17.083 41.4794 53.27 . 0 . . V . 17.167 41.8050 47.28 . 0 . . V . - 17.250 42.0950 42.12 . Q . . V . 17.333 42.3721 40.23 . Q . . V . 17.417 42.6424 39.25 . Q . . .V . 17.500 42.9072 38.44 . Q . . .V . 17.583 43.1670 37.72 . Q . . .V . 17.667 43.4223 37.07 . Q ~ . .V . 17.750 43.6734 36.47 . Q . . .V . 17.833 43.9207 35.91 . Q . . . V . � 17.917 44.1644 35.39 . 0 . . . V . 1.9.000 44.4048 34.89 . Q . . . V . . . **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 7 ___________ .° >>>>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< ===============________ =__ _ _ 0 0, .**************************�********************************************** w* FLOW PROCESS FROM NODE .43 TO NODE .44 IS CODE = 3 °� >>>>}MODEL FLOW-THROUGH DETENTION BASIN ROUTING<<<<< ===__________-_======= 0 . ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN 11qrmM Fr*F-wTmnTF UNIT INTERVALS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .0()() ' 2 .10 3000.00 .300 3 3.00 3178.00 9.300 4 10.00 4352.00 95.700 5 20.00 5618.00 225.700 ' 6 22.00 5838.00 251.700 7 25.00 6154.00 290.700 . INFLOW ' (STREAM 1) | | - V effective depth | (and volume) | | | | . | | 1 \/ | detention |<-->| outflow | basin • | | | ^ | \ ' | | storage | basin outlet OUTFLOW - (STREAM 1) =======___ BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 15.083 .000 4941.4 9.69 4268.9 91°900 15.167 .000 5008.1 10.07 4330.4 96.567 15.250 .000 5071.1 10.43 4383.5 101.302 15.333 .000 5129.0 10.80 4430.0 106.116 15.417 .000 5175.3 11.17 4476.9 110.926 15.500 .000 5188.6 11.52 4522.6 115.513 15.583 .000 5164.2 11.84 4565.0 119.640 15.667 .000 5108.9 12.11 4602.1 123.130 15.750 .000 5026.9 12.32 4632.4 125.847 15.833 .000 4944.6 12.47 4655.3 127.840 15.917 .000 4893.3 12.59 4672.4 129.361 16.000 .000 4895.5 12.70 4686.8 130.798 16.083 .000 5039.3 12.88 4705.0 133.101 16.167 .000 5460.4 13.26 4740.4 138.059 16.250 .000 5892.2 13.84 4801.1 145.574 16.333 .000 6222.5 14.55 4882.6 154.802 16.417 .000 6482.8 15.34 4978.0 165.165 16.500 .000 6490.6 16.09 5075.9 174.908 16.583 .000 6326.9 16.71 5162.4 182.928 16.667 .000 6166.1 17.20 5232.8 189.356 16.750 .000 6085.7 17.63 5290.7 194.831 16.833 .000 6052.7 18.00 5341.2 199.731 ' .-` . _ ~ 16.917 .000 6030.4 18.34 5386.7 204.164 17.000 .000 6028.3 18.66 5428.4 208.296 17.083 .000 6032.5 18.96 5467.5 212.187 17.167 .000 6018.1 19.23 5503.7 215.730 17.250 .000 5976.9 19.47 5535.7 218.769 17.333 .000 5916.1 19.65 5562.4 221.205 17.417 .000 5840.6 19.79 5582.9 222.980 17.500 .000 5760.5 19.88 5597.0 224.106 17.583 .000 5682.7 19.92 5605.1 224.640 17.667 .000 5608.3 19.92 5607.7 224.645 17.750 .000 5536.9 19.88 5605.4 224.173 17.833 .000 5468.3 19.81 5598.8 223.275 17.917 .000 5403.0 19.72 5588.2 221.999 18.000 .000 5340.6 19.59 5574.1 220.391 18.083 .000 5280.2 19.44 5557.0 218.484 18.167 .000 5218.2 19.28 5537.0 216.288 18.250 .000 5154.6 19.09 5514.3 213.811 18.333 .000 5089.8 18.87 5488.8 211.063 18.417 .000 5023.6 18.64 5460.8 208.052 18.500 .000 4958.2 18.39 543().3 204.800 18.583 .000 4895.9 18.13 5397.6 201.344 ' 18.667 .000 4837.0 17.85 5363.2 197.721 18.750 .000 4781.0 17.56 5327.2 193.959 18.833 .000 4727.8 17.26 5290.0 190.086 18.917 .000 4677.4 16.96 5251.9 186.130 ' 19.000 .000 4628.8 16.65 5213.1 182.106 19.083 .000 4581.1 16.33 5173.6 178.025 19.167 .000 4535.0 16.02 5133.6 173.903 ' 19.250 .000 4490.4 15.70 5093.4 169.750 19.333 .000 4447.2 15.38 5052.8 165.579 19.417 .000~ 4405.4 15.05 5012.2 161.400 19.500 .000 4364.9 14.73 4971.5 157.223 ' 19.583 .000 4325.6 14.41 4930.8 153.054 19.667 .000 4287.4 14.09 489().3 148.902 19.750 .000 4250.4 13.77 4850.0 144.773 19.833 .000 4214.5 13.46 4809.9 140.672 19.917 .000 4179.5 13.15 4770.1 136.604 20.000 .000 4145.6 12.84 4730.7 132.574 20.083 .000 4112.6 12.53 4691.7 128.586 20.167 .000 4081.2 12.23 4653.1 124.647 20.250 .000 4051.6 11.93 4615.0 120.767 20.333 .000 4023.4 11.63 4577.5 116.951 20.417 .000 3995.8 11.35 454().7 113.198 20.500 .000 3968.6 11.06 4504.4 109.508 20.583 .000 3941.9 10.78 4468.8 105.879 20.667 .000 3915.6 10.51 4433.8 102.311 20.750 .000 3889.7 10.24 4399.3 98.801 20.833 .000 3864.2 9.97 4364.8 95.354 20.917 .000 3839.2 9.70 4324.6 92.011 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.10 IS CODE = 1 }>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .126 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 66.144 WATERCOURSE LENGTH = 12200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 2400.000 FEET ■L_ INTERVALS(Rmferenom: the National Enginmer1ng Handbook, Hydrology, Chapter 17, page 17-52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 25.00 CHANNEL Z = 2.50 UPSTREAM ELEVATION = 2160.00 DOWNSTREAM ELEVATION = 1950.00 CHANNEL LENGTH(FT) = 2400.00 MANNINGS FACTOR = .030 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3679.10 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2263.34 . CHANNEL NORMAL VELOCITY FOR Q = 2263.34 CFS = 25.09 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .937 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE ' UNIT INTERVALS IS CSTAR = .999 '. CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) _ (HRS) (CFS) (CFS) 15.083 1826.2 1819.9 15.167 1848.9 1842.1 ' 15.250 1872.2 1865.2 15.333 1897.6 1890.0 15.417 1913.2 1908.5 _ 15.500 1916.7 1915.6 15.583 1912.3 1913.6 15.667 1896.8 1901.5 15.750 1871.1 1878.8 ' 15.833 1846.8 1854.0 15.917 1828.5 1834.0 ' 16.000 1795.1 1805.1 . 16.083 1947.7 1902.0 16.167 2186.7 2115.1 16.250 2393.6 2331.6 16.333 2656.8 2578.0 16.417 2898.3 2825.9 16.500 3078.3 3024.4 16.583 3253.8 3201.2 16.667 3679.1 3551.8 16.750 3051.0 3238.8 16.833 2640.4 2763.4 16.917 2474.1 2523.9 17.000 2431.7 2444.4 17.083 2363.2 2383.7 17.167 2318.9 2332.2 17.250 2246.9 2268.5 17.333 2200.8 2214.7 17.417 2138.3 2157.0 • 17.500 2097.0 2109.4 17.583 2046.9 2061.9 17.667 2001.8 2015.3 17.750 1955.1 1969.1 17.833 1919.6 1930.3 17.917 1885.1 1895.4 18.000 1849.7 1860.3 ^************************************************** "W PROCESS FROM NODF 2.10 TO NODE 3.00 TS CODE = 5 _ r _ - ================= 2 4-HOUR STORM ' RUNOFF HYDRO GRAPH ====================== _' HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ----- ------------------ - - - --- TIME(HRS) VOLUME(AF) Q(CFS) O. 925.0 1850.() 2775.0 3700.0 �. ------------------- ------------------ ------- 15.083 1213.9480 1826.24 . . QV . . 15.167 1226.6810 1848.92 . . QV . . .- 15.250 1239.5750 1872.23 . . Q . . 15.333 1252.6440 1897.59 . . QV . . 15.417 1265.8200 1913.16 . . QV . . 15.500 1279.0210 1916.68 . . QV . . - 15.583 1292.1910 1912.32 . . QV . . 15.667 1305.2540 1896.81 . . Q V . . 15.750 1318.1410 1871.11 . . Q V . . '- 15.833 1330.8590 1846.75 . . Q. V . . 15.917 1343.4520 1828.49 . . Q. V . . 16.000 1355.8150 1795.08 . . Q. V . . ' 16.083 1369.2290 1947.68 . . .Q V . . 16.167 1384.2880 2186.66 . . . 0 . . 16.250 1400.7730 2393.58 . . . V Q . . 16.333 1419.0710 2656.79 . . . V Q . . ' 16.417 1439.0310 2898.26 . . . V .0 . 16.500 1460.2320 3078.32 . . . V . Q . 16.583 1482.6410 3253.79 . . . V . Q . . 16.667 15O7.979O 3679.1O . . . V . Q. 16.750 1528.9910 3051.02 . . . V . 0 . 16.833 1547.1760 2640.37 . . . V Q . . 16.917 1564.2150 2474.09 . . . 0 . . . 17.000 1580.9620 2431.71 . . . Q . . 17.083 1597.2380 2363.23 . . . QV . . 17.167 1613.2080 2318.90 . . . Q V . . 17.250 1628.6830 2246.94 . . . 0 V . . 17.333 1643.8410 2200.85 . . . 0 V . . 17.417 1658.5670 2138.30 . . . 0 V . . 17.500 1673.0090 2097.02 . . . 0 V . . 17.583 1687.1060 2046.85 . . . Q V . . 17.667 1700.8930 2001.79 .• . .0 V . . 17.750 1714.3580 1955.15 . . Al V . . 17.833 1727.5780 1919.64 . . Q V. . 17.917 1740.5610 1885.07 . . 0 V. . 18.000 1753.3000 1849.69 . . Q. V. . **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.10 IS CODE = 5 -------------------------------- --- ---------- ------ -------------------- >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< ============================================================================ THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER ~= INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) . 1 .00 .00 .000 2 2.00 32.00 6.200 -° 3 6.00 254.00 61.400 . 4 10.00 576.00 182.000 5 14.00 743.00 379.100 ~~ 6 18.00 1275.00 604.500 = 7 22.00 1556.00 883.900 8 26.00 2120.00 1163.100 . 9 30.00 2444.00 1457.900 10 34.00 2726.00 1768.400 . 11 38.00 2978.00 2078.900 12 42.00 3210.00 2421.300 . 13 46.00 3425.00 2763.700 =, 14 48.00 3528.00 2934.500 15 50.00 5624.00 3119.300 - 16 52.00 8429.00 3304.100 . -~ INFLOW ~ (STREAM 1) � 1 | ~ V effective depth --- � _ (and volume) | | � _ � | � V detention |<-->| outflow - basin | � � A | \ � | storage | basin outlet - v OUTFLOW ~° (STREAM 1) - . BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): ~~ TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE ~~ (HRS) FILLED (AF) (CFS) DEPTH (FT) (CFS) VOLUME (AF) _ '- _______________ . 15.93 .000 4676.3 32.6E1 2626.6 1666. 016 = 15.167 .000 4739.2 32.87 2639.6 1680.476 15.250 .000 4793.7 33.06 2652.8 1695.220 ~- 15.333 .000 4841.7 33.25 2666.3 1710. 202 15.417 .000 4873.4 33.44 2680.0 1725.308 . 15.500 .000 4833.2 33.63 2693.6 1740. 044 ~~ 15.583 .000 4800.3 33.82 2706.8 1754. 462 15.667 .000 4830.5 34.01 2719.9 1768.998 = 15.750 .000 4876.7 34.20 2732.5 1783.765 15.833 .000 4921.1 34.39 2744.6 1798.755 . 15.917 .000 4974.1 34.59 2756.9 1814. 026 . 16. 000 .000 5072.5 34.79 2769.5 1829. 887 16.083 .000 5345.3 35.02 2783.1 1847.533 ~" 16.167 .000 5974.2 35.30 2799.1 1869. 400 16.250 .000 5897.9 35.57 2816.6 1890.621 as 16.333 .000 5401.1 35.80 2832.4 1908.312 16.417 .000 5289.6 36.02 2846.4 1925.139 ~~ 16.500 .000 5411.3 3o.25 2860.3 1942. 707 - 16.583 .000 5557.4 36.48 2875.0 1961.181 16'667 .000 5640.5 36.73 2890.1 1980.123 ELEVATION VARIATION ALONG WATERCOURSE = 640.000 FEET BASIN FACTOR = .015 WATERSHED AREA = 585.000 ACRES BASEFLOW = .0n0 CFS/SOUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE ( INCH/HOUR) = .291 LOW LOSS FRACTION = .246 *HYDROGRAPH MODEL #1 SPECIFIED* =Y• SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .58 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.18 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.58 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.07 SPECIFIED PEAK 6-HOUR RAINFALL( INCH) = 4.65 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.60 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .585 30-MINUTE FACTOR = .606 1-HOUR FACTOR = .618 3-HOUR FACTOR = .912 6-HOUR FACTOR = .958 24-HOUR FACTOR = . 977 = RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TINE(HOURS) FOR END OF RESULTS = 18.00 *** > NOTE: RATIO OF (LENGTH TO CENTROID) / (LENGTH OF WATERCOURSE) IS NOT BETWEEN [.25] AND [.75] _ _____________=___ UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) = 1 7.759 548.912 2 48.578 2887.896 ~~ 3 86.696 2696.776 4 97.286 749.255 ~ - 5 99.141 131.231 6 99.656 36.464 7 99.914 18.232 100.000 6.077 = 4W TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 121.1308 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 383.5357 sAi AO � =° :NOI 1tIW80dN I 39k/801S ►ZNa moidil0 SflS3A Hid: U N I Sk1H 000' = 131110 3A08ti Q3T1 I d (dt;) 3Wf110A 3A 1 103333 Q3 I.JI03dS 000' = Q311 I d (dti) 3JV801S Qd3Q Q3 I d I03dS 000' = (dti) 3Jd801S a' 3Q : SMO"110d St' 38V SNO I1 I QNO3 NI Sd8 Q3 I d I03dS :S1WA831NI lINfl 31f1NIW -3AId JNISf . N I StiS N0I 1N313►Z H91108H1 -M01d V . H9f108Hi T 8 3SWfN Wti381S W08d Hdt8908QAH ddONl8 31l0w >> > > > JNI 1l0)J N ISti>3 NO I 1N313Q HJf108H1 -MO1d 13Q0W < < < C < £ = 3UO3 S I 00"t 300N 01 O T ' 17 B JON W08d SS3008d MOld ********************************************* **** ***** * ******** *** ****** **** A . i_ 0Z '6 Z. £OL.S "8O£ 000 • A . (l • £8 •t£Z. 8166 LT6'LI A' 0 " OL ' 9EZ £8S0 £ £8L1 A' • iJ S8"OtZ T8 SL "£0£ 0SL ' L I . A' 0 • TE "S17Z• 17660 •ZOE L99'L1 • A • iJ EZ. "OSZ. 660t"00£ £8!"L1 A. i i • t'L •SSZ 9989•86? 00S "L_1 • A • • il 66 £!Z696. L T 17 ' L I ' A ' 6Z. "OLZ 60.16. EEE'LT ' A ' [:i 80'68Z 265Z. • £6 Z OS.? " L 1 • A • i` 12•6££ 989Z.. ' 16'. L91 ' L I A • ij ' 09'06£ L1E6 •88? EB0 "LI • •A ► • 179•1C* 91 Z'98Y• 000•LI ' 'A 0 • • ?£ •£Ot SSLb "E8Z LT6 • •A 0 • S6'tOta 8L69 "08 £28'91 ' ' A • 0 • SS'9017 6806 "LLZ 0SL'91 . ' A 1 ' • 8L'L017 6801 'SLZ L99 ' ' A • 0 • t76 •t'6E 500£ . ZLZ. E8S "91 ' ' A 0 £2.E 08S ' 69Z. 002 A 'i SS TTLZ.•L9Z. LT17 ' A 0 • 91r•8TS 1S='T "59? EEE'91 ' (1 A T8'9601 L1SS"19.Z. 0SZ••91 • i`i • A Z8"££ Z1 0T007trSZ L91'91 ' A • 0 • SZ. ' 0179 9E0S ' 517 £80 ' A i_I• TL " 58E ,?;1760 "Tt 0000'91 ' A .ii 17L "102 8!_£17 L16•S1 • A • i_l 178'S9Z. 96S£'9£Z. EE8'ST A ' 0 • trE •t717,? 88 ?S'17E . OSL'S1 A • iil 1178Z.. 09178'ZE? L99'S1 ' • A ' i i 9Z ' SEZ 6ZLZ ' 1 EZ EB_ ' S T ' A • 'i'.i 9G•01£ 9'59'6?' 00S'S1 A i " • 6S"96£ LEIS •LZZ L11'ST . • A ► • SL•TTt7 t,_8L•tZZ E£E•ST ' A " 0 • " 91'01t L9176 . 1''Z 0S7 • S T A • i] • • LL'80t 61`•1 "61Z. L91 'S1 A • o • 1717 'LOt L90£ •91Z £80"2T 0'00£1 O'SL6 0•059 O'SZ•E "0 (SA3)0 (.H)3Wf110A (S8H >3WI1 (Sd3) S1kkA831N I 31f1N I W -3A I d NI Hdb8908QAH H d d 8 ' J 0 8 CI A H d d 0 N f1 8 W 8 0 1 S 8 n 0 H- 1 Z. ' __ _ � 2 4-HOUR STORM =* R U N O F F H Y D F O G R A P H = _____=================================_ ___ . HYDROGRAPH IN FIVE-MINUTE INTERVALS (CFS) ~~ °N TIME(HRS) VOLUME(AF) Q(CFS) 0. 600.0 1200.0 1800.0 2400.0 . 15.083 627. 6528 1203.81 . . Q . . 15.167 636.0309 1216.50 . . QV . . = 15.250 644.4797 1226.77 . . QV . • 15.333 652.9987 1236.96 . . QV . . - 15.417 661.5440 1240.79 . . 0 V . . . 15.500 670. 0439 1234.19 . . 0 V . . 15.583 678.3380 1204.30 . . 0 V . . °= 15.667 686. 2701 1151.74 . . Q. V . . 15.750 693.8056 1094.15 . . 0 . V . . = 15.833 700.8759 1026.60 . . 0 . V . . 15.917 707.5657 971.37 . . 0 . V . . ~ 16.000 714.2031 963.75 . . 0 . V . . = 16.083 721.5915 1072.80 . . 0 . V . . 16.167 730.3684 1274.41 . . .Q V . . - 16.250 741.4888 1614.68 . . . V 0 . • 16.333 754.8290 1937.00 . . . V . 0 • -~ 16.417 769.3234 2104.58 . . • V . 0 . 16.500 785.1376 2296.22 . . ' . V . 0 . 16.583 801.0774 2314.47 . . . V . 0 . ~~ 16.667 815.5261 2097.95 . . . V . 0 . 16.750 828.0920 1824.56 . . . V 0 . - 16.833 839.2814 1624.70 . ~ . 0 . . 16.917 849.4642 1478.54 . . . 0 V . . ~ 17.000 859.2040 1414.23 . . . 0 V . . 17.083 868.4299 1339.59 . . . 0 V . . 17.167 877.2777 1284.71 . . .0 V. . =^ 17.250 885.5807 1205.61 . . 0 V. . 17.333 893.5136 1151.85 . . Q. V. . . 17.417 901. 1033 1102.03 . . 0 . V . . 17.500 908.2616 1039.38 . . 0 . V . 17.583 914.9247 967.49 . . 0 . V . °° 17.667 921. 1307 901.10 . . Q . V . 17.750 926.8680 833.05 . . Q . V . == 17.833 932. 2766 785.34 . . Q . .V . 17.917 937.4708 754.19 . . Q . .V . °� 18.000 942. 4886 728.59 . . 0 . ~V . A& ~. *********** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 5 .100 " =" > > > > >MODEL CHANNEL ROUTING BY THE CONVEX METHOD< < < < < =_=_____________===____ _ ____====== __ AM = 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) = 25.00 CHANNEL Z = .00 ~ UPSTREAM ELEVATION = 1280.00 DOWNSTREAM ELEVATION = 1190.00 CHANNEL LENGTH(FT) = 6000.00 MANNINGS FACTOR = .014 - = CHANNEL ROUTING COEFFICIENT ESTIMATED: ~. MAXIMUM INFLOW(CFS) = 7197.23 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 4525.49 = CHANNEL NORMAL VELOCITY FOR 0 = 4525.49 CFS = 32.11 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .950 _ = MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .987 - °= CONVEX METHOD CHANNEL ROUTING RESULTS: -~ MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) -. 15.083 4975.1 4949.8 15.167 5012.8 4990.0 ~= 15.250 5046.5 5026.1 15.333 5079.3 5059.5 ~~ 15.417 5100.0 5087.4 .~ 15.500 5091.5 5096.5 15.583 5045.5 5073.0 - 15.667 4969.7 5015.3 15.750 4883.2 4935.4 ~~ 15.833 4780.1 4842.3 15.917 4690.5 4744.7 16.000 4677.4 4685.9 16.083 4873.8 4756.7 16.167 5300.8 5044.4 ' 16.250 5857.8 5522.1 16.333 6356.9 6054.8 16.417 6687.1 6486.2 ^ 16.500 7049.0 6830.5 16.583 7197.2 7106.0 ~ 16.667 6955.9 7098.8 16.750 6531.0 6786.4 - 16.833 6158.1 6383.9 - 16.917 5875.2 6046.9 17.000 5732.8 5820.0 ` 17.083 5609.6 5684.2 17.167 5507.8 5569.5 ~- 17.250 5378.6 5456.5 17.333 5277.9 5339.0 - 17.417 5193.1 5244.5 =- 17.500 5098.6 5155.6 17.583 4988.3 5054.8 ~., 17.667 4880.6 4945.7 17.750 4773.2 4838.1 = 17.833 4688.5 4739.9 . 17.917 4631.8 4666.3 18.000 4591.9 4616.1 ag 18.083 4561.1 4579.8 18.167 4535.0 4550.8 ^,. 18.250 4514.3 4526.8 ~iig 18.333 4497.0 4507.5 18.417 4481.3 4490.8 ~� 18.500 4466.4 4475.4 18.583 4452.1 4460.8 ~� 18.667 4438.4 4446.7 18.750 4426.6 4433.8 ~~ 18.833 4416.7 4422.7 = 18.917 4408.2 4413.3 19'000 4400.7 4405.2 19.083 4394.1 4398.1 19.167 4388.3 4391.8 19.250 4383.0 4386.2 .$1 19.333 4378.2 4381.1 19.417 4373.9 4376.5 19.500 4369.8 4372.3 19.583 4366.1 4368.4 19.667 4362.5 4364.7 19.750 4359.2 4361.2 19.833 4356.1 4358.0 19.917 4353.2 4354.9 20.000 4350.4 4352.1 **************************************************************************** = FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< »�� (UNIT-HYDROGRAPH ADDED TO STREAM *1) ~- EST ' ~ �� ' -^ �r��A��/ ��k- WATERCOURSE '`LAG'' TIME = .276 HOURS - ' � UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 30.209 WATERCOURSE LENGTH = 15800.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 6200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 150.000 FEET BASIN FACTOR = .015 WATERSHED AREA = 1496.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .333 LOW LOSS FRACTION = .310 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .52 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.08 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.63 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.88 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 8.85 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .585 = 30-MINUTE FACTOR = .606 1-HOUR FACTOR = .618 3-HOUR FACTOR = .912 6-HOUR FACTOR = .958 = 24-HOUR FACTOR = .977 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ===__________===_______ UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.889 341.789 2 11.106 1667.571 ' 3 29.451 3318.951 4 54.292 4494.285 AWN 5 75.560 3847.986 6 87.872 2227.521 7 94.162 1137.999 97.294 566.658 9 98.408 201.511 10 98.975 102.470 = 11 99.452 86.349 12 99.781 59.495 13 99.945 29.747 14 100.000 9.916 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 325.2604 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 752.2752 4.0 = � . . ■ . . . ■ -. . '. ....� . � . '~. . . =__-_ 24-HOUR STORM RUNOFF HYDROGRAPH ___ ____=______________ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) 0(CFS) 0. 500.0 1000.{) 1500.0 2000.0 15.083 407.2924 781.28 . . 0 .V . . 15.167 412.7125 786.99 . . Q .V . . 15.250 418.1740 793.00 . . Q . V . . 15.333 423.6808 799.60 . . 0 . V . . '' 15.417 429.1844 799.11 . . 0 . V . . 15.500 434.4869 769.93 . . 0 . V . . 15.583 439.3511 706.28 . . 0 . V . . -- 15.667 443.6348 622.00 . . 0 . V . . 15.750 447.4957 560.60 . .0 . V . . 15.833 451.2551 545.86 . 0 . V . . '_ 15.917 455.1770 569.46 . .Q . V . . 16.000 459.5662 637.31 . . 0 . V . . 16.083 465.3056 833.35 . . Q . V . . 16.167 473.9875 1260.61 . • . Q . • -- 16.250 485.7642 1709.98 . . . V . 0 . 16.333 499.1593 1944.97 . . . V . 0 . 16.417 510.8610 1699.09 . . . V . Q . _ 16.500 519.4451 1246.41 . . . (% V . . 16.583 526.0869 964.40 . . Q. V . . 16.667 531.9647 853.45 . . 0 . V . . 16.750 537.5135 805.70 . . 0 . V . . ' 16.833 543.0324 801.34 . . 0 . V . ~ 16.917 548.5529 801.58 . . 0 . V. . 17.000 554.0075 792.01 . . Q . V. . ' 17.083 559.3284 772.59 . . Q . V. . 17.167 564.4182 739.04 . . Q . V . 17.250 569.1580 688.22 . . Q . V . 17.333 573.4584 624.42 . . Q . V . 17.417 577.3625 566.88 . .0 . V . 17.500 580.9986 527.96 . Q . V . 17.583 584.4571 502.18 . Q . .V . 17.667 587.7896 483.88 . Q. . .V . 17.750 591.0314 470.72 . 0. . .V . 17.833 594.1964 459.54 . 0. . .V . 17.917 597.2905 449.26 . 0 . . .V . 18.000 600.3203 439.94 . 0 . . .V . **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 11 >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< === _ STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 2050.0 4100.0 6150.0 8200.0 15.083 3510.5410 5731.12 . . V . 0 . . 15.167 3550.3270 5776.97 . . V . 0 . . 15.250 3590.4030 5819.10 . . V . 0 . . 15.333 3630.7550 5859.09 . . V . 0 . . 15.417 3671.2960 5886.54 . . V . 0 . . 15.500 3711.6980 5866.38 . . V . 0 . . 15.583 3751.5000 5779.30 . . V . Q . . WM 15.667 3790.3250 5637.27 . . V . 0 . . 15.750 3828.1760 5496.00 . . V . 0 . . 41 15.833 3865.2840 5388.12 . . V . 0 . . = 15.917 3901.8830 5314.21 . . V . 0 . . 16.000 3938.5450 5323.22 . . V . Q . . °.. 16.083 3977. 0440 5590.05 . . V . 0 . . 16.167 4020.4670 6305.05 . . V . 0 . ~~ 16.250 4070.2750 7 . . V . . 0 . 16.333 4125.3700 7999.76 . . V . . ~~ Q. 16.417 4181.7420 8185.29 . . V . . Q. . 16.500 4237. 3680 8076.92 . . V . . Q. 16.583 4292.9490 8070.40 . . V . . Q. = 16.667 4347.7170 7952.22 . . V . . 0 . 16.750 4400.0040 7592.09 . . V . . 0 . ~ 16.833 4449. 4890 7185.20 . . V . . 0 . ~ 16.917 4496.6550 6848.47 . . V . . 0 . 17.000 4542.1920 6612.00 . . V . . 0 . ~ 17.083 4586. 6610 6456.84 . . V . .0 . 17.167 4630.1080 6308.55 . . V . 0 . ~� 17.250 4672. 4270 6144.74 . . V . Q. . _ 17.333 4713.4980 5963.44 . . V . Q. . 17.417 4753.5210 5811.37 . . V . 0 . ' . ~~ 17.500 4792.6640 5683.60 . . V . 0 . . 17.583 4830.9360 5557.01 . . V . 0 . . 17.667 4868.3300 5429.60 . . V . 0 . . 17.750 4904.8920 5308.87 . . V . 0 . . ~ 17.833 4940.7010 5199.42 . . V . 0 . . _ 17.917 4975.9320 5115.52 . . V . 0 . . 18.000 5010.7530 5056.05 . . V. 0 . . ~ 18.083 5045.2640 5011.04 . . V. 0 . . 18.167 5079.5140 4973.05 . . V. Q . . 18.250 5113.5310 4939.28 . . V. 0 . . ~ 18.333 5147.3430 4909.56 . . V. 0 . . 18.417 5180.9750 4883.37 . . V. 0 . . 18.500 5214.4470 4860.13 . . V. 0 . . 18.583 5247.7720 4838.85 . . V. 0 . . ^` 18.667 5280.9600 4818.89 . . V 0 . . 18.750 5314.0230 4800.64 . . V 0 . . 18.833 5346.9750 4784.58 . . V 0 . . ~- 18.917 5379. 8290 4770.44 . . V 0 . . 19.000 5412.5970 4757.83 . . V 0 . . ' 19.083 5445.2860 4746.44 . . V 0 . . 19.167 5477.9030 4736.01 . . V 0 . . ~ 19.250 5510. 4540 4726.43 . . V 0 . . - 19.333 5542. 9440 4717.56 . . .V 0 , . 19.417 5575.3780 4709.33 . . .V0 , , *O/ 19.500 5607. 7580 4701.61 . . .VQ . ~ 19.583 5640.0880 4694.32 . . .V0 . . = 19.667 5672.3710 4687.40 . . .VQ , , 19.750 5704.6070 4680.81 . . .V0 . . == 19.833 5736. 8010 4674.53 . . .VQ . . = 19.917 5768.9540 4668.56 . . .V0 . . 20.000 5801.0670 4662.86 . . . 0 . . sal 20.083 5833. 1430 4657.38 . . . 0 . . 20.167 5865.1820 4652.10 . . . 0 . . � 20.250 5897. 1870 4847.01 . . , 0 , , dim 20.333 5929. 1570 4642.07 . . . 0 . . 20.417 5961.0940 4637.29 . . . 0 . , ^� 20.500 5992.9990 4632.63 . . . 0 . . 20.583 6024.8730 4628.09 . . . 0 . . ^� 20.667 6056. 7160 4623.67 . . . QV . . 20.750 6088.5300 4619.33 . . . QV . . ~~ 20.833 6120.3140 4615.09 . . . QV . . - 20.917 6152.0690 4610.92 . . . QV . . 21.000 6183.7960 4606.80 . . . QV . ^ 21.083 6215.4960 4602.70 . . . QV . . - 21.167 6247.1670 4598.63 . . . QV . . 21.250 6278.8100 4594.55 . . . QV . =* . 21.333 6310.4240 4590.48 . . . QV . . 21.417 6342.0110 4586.38 . . . 0 V . . ~~ 21.500 6373.5690 4582.23 . . . 0 V . . =w 21.583 6405.0980 4578.05 . . . 0 V . . 21.667 6436.5990 4573.87 . . . 0 V . . =* 21.750 6468.0700 4569.69 . . . 0 V . . 21.833 6499.5130 4565.52 . . . Q V . . =* 21.917 6530.9270 4561.35 . . . 0 V . . . 22.000 6562.3130 4557.19 . . . 0 V . . 22.083 6593.6700 4553.03 . . . 0 V . . ". 22.167 6624.9980 4548.87 . . . 0 V . . 22.250 6656.2980 4544.71 . . . 0 V . . ~" 22.333 6687.5690 4540.55 . . . 0 V . . ~.. 22.417 6718.8110 4536.38 . . . 0 V . . 22.500 6750.0240 4532.22 . . . Q V . . ~~ 22.583 6781.2090 4528.04 . . . 0 V . . 22.667 6812.3660 4523.86 . . . 0 V . . ~= 22.750 6843.4930 4519.67 . . . 0 V . . 22.833 6874.5910 4515.47 . . . 0 V . . ~ 22.917 6905.6610 4511.26 . . . 0 V . . ^= 23.000 6936.7010 4507.03 . . .0 V . . 23.083 6967.7120 4502.80 . . .0 V . . - 23.166 6998.6940 4498.55 . . .0 V . ~ 23.250 7029.6460 4494.28 . . .0 V . ~ ~^ 23.333 7060.5690 4490.00 . . .0 V . . _ 23.416 7091.4620 4485.70 . . .0 V . . 23.500 7122.3260 4481.39 . . .0 V . . ~~ 23.583 7153.1590 4477.06 . . .0 V , , 23.666 7183.9630 4472.71 . . .0 V . . -~ 23.750 7214.7370 4468.35 . . .0 V . . 23.833 7245.4800 4463.96 . . .0 V . . ~- 23.916 7276.1940 4459.56 . . .0 V , . , 24.000 7306.8760 4455.14 . . .0 V . . ====___ ____=== _____ ~^ END OF FLOOD ROUTING ANALYSIS ~ „ - = =° . . . = . 4ar w, two � � ' • . tL8'608Z 6' TS172 175'917 6'6262 000' L9I "Z BLS "9082 8 "617172 OS "917 8"8S62 000 ' 280'ZZ °-' £L0 ' £082 9 ' Lt17£ 917 ' 917 Z ' 8862 000" 000 " ZZ O5E'66LZ £ "S17172 Z17"917 S'81017 000" Lib "TZ 201 " S6LZ 6 "217172 L2 ' 917 9 " 617017 000' 228" t Z SZZ"16LZ £ "017172 Z2 "917 9 "18017 000" OSL "iZ 808 "98LZ S'L2172 LZ'917 9"171117 000" L99"IZ 9171 "Z8LZ 9 "17212 ZZ "917 9 "817117 000' 28a"1Z 6ZZ'LLLZ 9"12172 91"9t L "£8117 000" 00g"T7 617O'ZLLZ 17'82172 01 "917 I "0ZZt 000' Li17' 1Z 96S '99LZ O'SZ17£ 20'917 L'LSZ17 000' E22"TZ Z98'09LZ £'TZ172 L6'S17 9"96Zt 000' OgZ"TZ 17E8'17SLZ 17 "L1172 06"517 1"L2217 000" L9t"1Z 00S"817LZ 17'21172 Z8'S17 0"6L217 000' 280'12 0S8" I17LZ 1'60172 t,L "Si L "221717 000' 000"T7 698 "172LZ 9'170172 99 "S1 2"891717 000" LT6 "0 Z 171 g'LZLZ 6'6622 8S'S17 17 "6017 000" 2£8 "OZ 206'61LZ 0'!622 617"!11 6 "1717517 000' 0SL'c_)Z 1786 "11LZ 0'0622 017'!17 !'08517 000" L99"OZ S8L'20LZ L'17822 02 "S17 9 "91917 000' £8S "0.Z T02 "S69Z £ "6L22 OZ'S17 2'2!917 000" 0O "0Z 9ZS"989Z 4'2L22 01 "St L"06917 000' L117'0Z 9St ' LL9Z 6"L922 66"1717 8 " 8 zLtr o00 . 2££ ' 0Z i80"899 2 6'1922 88 ' 17tt S ' L9Lt 000' o;z " o Z 1701 " 8! 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' T 9LZ b17 ' 17£ 0"T 000 ' £80 " 6Z 8S9 "TZ8T O 'LLLZ 69'17£ E'T 000' 000 SLL "0178T g'Z6LZ £6'17£ £'T 000" LT6"8Z 866 "6S8T Z "8082 8T "gE L' T 000" £E8 "8Z 9ZE ' 6L8 T 6 "EZ8Z £b ' St L ' T 000' OSL ' 8Z £9L'868T L'6£8Z 89'SE T 'Z 000' L99 '8Z 90£ "8T6T 9 "SS8Z £6'a£ T "Z 000" £BS •BZ 8S6 ' LE6 T 9 " T L8Z 8t9 E 9'Z 0 0 0 ' c x:t " B Z LTL'LS6T L'L88Z bb'9E 9'Z 000" LT17 "8Z L8S'LL6T 6'£06Z 69'9£ Z'E 000' EEE "SZ b9Q " L66 T T ' OZ6Z S6 "9E Z ' E 000' OgZ ' 8z. bS9 "LTOZ S'9£6Z TZ'LE L'E 000' L9T "8Z ZS8 "LEOZ 6'7..S6Z L1'LE L "E 000 ° EBo "B' 1,91"8c:) Z !696Z £L ' LE S ' b 000" 000'87 178S'8LOZ L'1786Z 00'8£ S'17 000' LT 6"L= 601°660Z L'866Z iZ'B£ £'S 000" EEB'LZ SZL'6T iZ L'TTOE 8b'8£ E'S 000' OgL' LZ 2.50 .000 3901.7 46.58 3453.8 2812.955 22.333 .000 3873.8 46.61 3455.6 2815.836 22.417 .000 3846.5 46.64 3457.2 2818.517 22.500 .000 3819.6 46.67 3458.8 2821.001 22.583 .000 3793.1 46.70 3460.2 2823.294 22.667 .000 3767.0 46.72 3461.6 2825.397 22.750 .000 3741.4 46.74 3462.8 2827.316 22.833 .000 3716.1 46.77 3463.9 2829.053 22.917 .000 3691.3 46.78 3464.9 2830.612 23.000 .000 3666.8 46.80 3465.8 2831.996 23.083 .000 3642.6 46.81 3466.6 2833.209 23.167 .000 3618.9 46.83 3467.2 2834.253 23.250 .000 3595.5 46.84 3467.8 2835. 132 23.333 .000 3572.4 46.84 3468.3 2835.849 23.417 .000 3549.7 46.85 3468.7 2836.407 23.500 .000 3527.3 46.86 3469.0 2836.809 23.583 .000 3505.2 46.86 3469.2 2837.057 23.667 .000 3483.4 46.86 3469.3 2837.154 23.750 .000 3461.9 46.86 3469.3 2837.104 23.833 .000 3440.8 46.86 3469.2 2836.908 23.917 .000 3419.9 46.85 3469.0 2836.570 24.000 .000 3399.3 46.85 3468.8 2836.091 24.083 .000 3369.7 46.84 3468.5 2835.411 24.167 .000 3300.8 46.83 3467.9 2834.260 24.250 .000 3232.8 46.81 3467.1 2832.647 r 24.333 .000 3192.8 46.79 3466.0 2830.766 24.417 .000 3150.5 46.76 3464.8 2828.601 24.500 .000 3097.1 46.73 3463.4 2826.079 24.583 .000 3038.5 46.70 3461.7 2823.164 24.667 .000 2577.2 46.63 3459.0 2817.090 24.750 .000. 2418.2 46.54 3455.0 2809.949 24.833 .000 2360.3 46.45 3450.6 2802.440 24.917 .000 2272.5 46.36. 3445.9 2794.359 25.000 .000 2166.0 46.26 3440.8 2785.579 25.083 .000 1958.4 46.14 3435.1 2775.408 25.167 .000 1771.8 46.00 3428.6 2763.997 25.250 .000 1586.3 45.86 3421.2 2751.360 25.333 .000 1456.3 45.70 3413.0 2737.884 25.417 .000 884.7 45.50 3403.3 2720.537 25.500 .000 368.5 45.25 3391.4 2699.719 25.583 .000 318.2 45.01 3378.2 2678.644 25.667 .000 288.0 44.76 3364.9 2657.452 25.750 . 000 246.4 44.51 3351.6 2636.067 25.833 .000 222.9 44.26 3338.1 2614.613 25.917 .000 185.6 44.01 3324.6 2592.994 26.000 .000 167.8 43.75 3311.0 2571.347 26.083 .000 136.5 43.50 3297.4 2549.578 26.167 .000 132.0 43.24 3283.7 2527.872 26.250 .000 81.4 42.99 3270.0 2505.912 26.333 .000 81.4 42.73 3256.3 2484.046 26.417 .000 41.7 42.48 3242.5 2462.002 26.500 .000 41.7 42.22 3228.7 2440.053 26.583 .000 25.1 41.96 3214.8 2418.086 26.667 .000 ....N= . 2 41.71 3200.4 2396.218 26.750 .000 17.5 41.45 3185.6 2374.399 26.833 .000 17.5 41.20 3170.9 2352.682 26.917 .000 13.0 40.95 3156.2 2331.035 27.000 .000 13.0 40.69 3141.5 2309.489 27.083 .000 10.7 40.44 3127.0 2288.027 27.167 .000 10.7 40.19 3112.5 2266.666 27 ..250 .000 8.8 39.94 3098.0 2245.390 27.333 .000 8.8 39.70 3083.6 2224.213 27.417 .000 7.5 39.45 3069.3 2203.126 27.500 .000 7.5 39.21 3055.1 2182.137 27.583 .000 6.4 38.96 3040.9 2161.238 27.667 .000 6.4 38.72 3026.7 2140.437 24-HOUR FACTOR = .977 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 = _====______=___ UNIT HYDROGRAPH DETERMINATION = INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 0.0 1 .965 218.188 2 ' 3.460 564.292 9.267 1313.276 4 18.654 2122.795 5 29.627 2481.700 6 43.027 3030.550 7 57.795 3339.754 8 70.260 2818.897 '~ 9 79.708 2136.732 10 86.377 1508.242 11 90.722 982.534 12 93.931 725.855 13 96.053 479.846 14 97.442 314.175 15 98.184 167.774 16 98.501 71.605 17 98.817 71.605 18 99.134 71.605 19 99.450 71.605 20 99.767 71.605 52.680 100 000 52 21 ^ ^ TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 409.3792 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1082.1040 = 444 24-HOUR STORM =, RUNOFF HYDROGRAPH 0, 00 HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) _ TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 �iN ^� 15.083 569.7357 1075.51 . . .0 . . 15.167 577.2142 1085.89 . • .0 . • ^0 15.250 584.7537 1094.72 . . .0 . • 15.333 592.3483 1102.74 . . .V0 ~ • ~~ 15.417 599.9609 1105.36 . • . Q . • ^= 15.500 607.5323 1099.36 . . .QV . . 15.583 614.9326 1074.53 . . .QV . . ~~ 15.667 622.0297 1030.36 . . Q V . . 15.750 628.7885 981.52 . . Q. V . . = 15.833 635.1554 924.47 . . 0 . V . . � 15.917 641.1612 872.05 . . 0 . V . . ' 16.000 647.0586 856.30 . . 0 . V . . 00 16.083 653.5040 935.87 . . Q . V ~ . 16.167 661.0050 1089.15 . . .Q V . . ~ 16.250 670.3463 1356.35 . . . V 0 . . 16.333 681.5105 1621.05 . . . V . Q . - 16.417 693.6589 1763.95 . . . V . 0 . ~ 16.500 706.8766 1919.21 . . . V . 0 . 16.583 720.4933 1977.14 . . . V . Q. -^ 16.667 733.0029 1816.38 . . . V . Q . 16.750 744.0789 1608.25 . . • V . 0 • 16.833 753.9495 1433.21 . . • VQ . • __ 16.917 762.9754 1310.55 . . . 0 V . . 17.000 771.6215 1255.41 . . • 0 V . . _ 17.083 779.8657 1197.07 . . . Q V . . 17.167 787.7762 1148.61 . . . 0 V. . ~- 17.250 795.2895 1090.78 . . LQ V. . 17.333 802.4274 1036.56 . . Q V. . ' 17.417 809.3083 999.11 . . Q. V. . . 17.500 815.8652 952.06 . . Q. V , 17.583 822.0420 896.87 . . 0 . V . - 17.667 827.9556 344.13 . . Q . V . 17.750 833.3274 794.50 . . 0 . V . ~~ 17.833 838.4689 746.54 . . 0 . V . ~~ 17.917 843.4254 719.68 . . 0 . .V . 19.000 848.2304 697.70 . . 0 . .V . �0 0, **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5 =* ________ ______________ . > > ) > >MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< _ .w 0. 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) = 25.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION = 1380.00 DOWNSTREAM ELEVATION = 1330.00 CHANNEL LENGTH(FT) = 2400.00 MANNINGS FACTOR = .014 ~~ CHANNEL ROUTING COEFFICIENT ESTIMATED: . MAXIMUM INFLOW(CFS) = 4852.10 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3378.98 -~ CHANNEL NORMAL VELOCITY FOR 0 = 3378.98 CFS = 30.94 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .948 - ~~ MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = 1.000 .. . CONVEX METHOD CHANNEL ROUTING RESULTS: -° MODEL INFLOW OUTFLOW ~. TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) ~~ 15.083 3702.1 3696.0 15.167 3725 3719.7 - 15.250 3747.6 3742.1 .00 15.333 3769.1 3763.8 15.417 3785.4 3781.4 - 15.500 3792.9 3791.1 15.583 3781.3 3784.2 - 15.667 3750.3 3757.9 15.750 3714.0 3722.9 15.833 3669.0 3680.0 15.917 3628.9 3638.7 16.000 3625.8 3626.5 16.083 3718.9 3696.1 16.167 3888.3 3846.7 - 16.250 4172.9 4103.1 - , 16.333 4453.4 4384.6 16.417 4610.3 4571.9 . 16.500 4779.5 4738.1 16.583 4852.1 4834.3 ~~ 16.667 4706.5 4742.2 16.750 4513.9 4561.1 - 16.833 4354.5 4393.6 16.917 4247.8 4273.9 17.000 4208.6 4218.2 17.083 4166.4 4176.7 17.167 4132.7 4141.0 17.250 4088.2 4099.1 ~ 17.333 4047.2 4057.2 17.417 4022.9 4028.8 -° 17.500 3989.0 3997.3 17.583 3946.9 3957.2 . 17.667 3907.2 3917.0 17.750 3870.6 3879.6 =" 17.833 3835.5 3844.1 . 17.917 3821.4 3824.8 18.000 3812.0 3814.3 . 18.083 3805.9 3807.4 18.167 3800.8 3802.0 . 18.250 3796.9 3797.9 . 18.333 3793.7 3794.5 18.417 3790.4 3791.2 .. 18.500 3786.7 3787.6 18.583 3782.8 3783.8 = 18.667 3779.8 3780.5 000 18.750 3777.8 3778.3 18.833 3777.3 3777.4 -~ 18.917 3777.8 3777.7 19.000 3778.8 3778.5 19.083 3780.3 3779.9 19.167 3782.1 3781.7 19.250 3784.2 3783.7 19.333 3786.5 3786.0 19.417 3788.9 3788.3 19.500 3791.2 3790.7 19.583 3793.6 3793.0 19.667 3796.0 3795.4 19.750 3798.3 3797.7 = 19.833 3600.7 3800.1 19.917 3803.1 3802.5 20.000 3805.4 3804.9 .,b******************** = FLOW PROCESS FROM NODE 4.40 TO NODE 5.00 IS CODE = 1 >>>>}UNIT-HYDROGRAPH ANALYSIS< ____==____ (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .112 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 74.719 WATERCOURSE LENGTH = 6200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 1900.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 100.000 FEET - BASIN FACTOR = .015 WATERSHED AREA = 117.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .155 LOW LOSS FRACTION = .127 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.13 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.52 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.80 SPECIFIED PEAK 6-HOUR RAINFALL( INCH) = 4.15 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.55 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .585 = 30-MINUTE FACTOR = .606 1-HOUR FACTOR = .618 3-HOUR FACTOR = .912 6-HOUR FACTOR = .958 24-HOUR FACTOR = .977 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 9.830 139.087 2 58.053 682.339 3 91.796 477.456 4 98.450 94.158 99.484 14.629 ~° 6 99.794 4.380 7 99.948 2.190 8 100.000 .730 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 11.2715 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 79.6583 � = __ ======__ _ _ �m, 24 -HOUR STORM mil R U N O F F H Y D R O G R A F H -.a ~� HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~~ ~� TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 _ 15.083 44.8849 84.13 . .Q . V . . 15.167 45.4685 84.75 . .0 . V . . ~° 15.250 46.0565 85.38 . .0 . V . . 15.333 46.6497 96.13 . .Q . V . . - 15.417 47.2189 82.65 . .0 . V . . ~_ 15.500 47.6526 62.90 . Q . . V . . 15.583 47.9997 50.49 . Q . . V . . - 15.667 48.3552 51.63 . 0 . . V . . 15.750 48.7387 55.67 . 0 . . V . . ~- 15.833 49.1565 60.68 . 0 . . V . . 15.917 49.6344 69.39 . Q. . V . -~ . 16.000 50.2541 89.97 . .0 . V . . °- 16.083 51.2718 147.78 . . Q. V . . 16.167 53.1476 272.37 . . . V . 0 . - 16.250 54.5471 203. . . . 0 . . 16.333 55.1877 93.02 . . 0 . V . . ~- 16.417 55.6291 64.09 . Q . . V . . _ 16.500 56.1401 74.20 . Q. . V . . 16.583 56.7 94.37 . .0 . V . . ~ 16.667 57.3063 84.97 . .0 . V . . 16.750 57.8811 83.89 . .0 . V. . ~ 16.833 58.4553 82.94 . .0 . V. . _ 16.917 59.0206 82.08 . 0 . V. . 17.000 59.5805 81.30 . 0 . V. . - "= *�************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 7.00 IS CODE = 5 ____ __________ °~ > > > >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, as Hydrology Chapter 17, page 17-52, August, 1972, U.S. Department of Commerce). � ASSUMED REGULAR CHANNEL INFORMATION: "A BASEWIDTH(FT) = 24.00 CHANNEL Z = .00 04 UPSTREAM ELEVATION = 1330.00 DOWNSTREAM ELEVATION = 1280.00 4. CHANNEL LENGTH(FT) = 3200.00 MANNINGS FACTOR = .014 04 °ilff CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 4918.68 IN AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3415.52 CHANNEL NORMAL VELOCITY FOR 0 = 3415.52 CFS = 30.04 FPS °W ESTIMATED CHANNEL ROUTING COEFFICIENT = .946 .. MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE =° UNIT INTERVALS IS CSTAR = .999 . CONVEX METHOD CHANNEL ROUTING RESULTS: ~~ MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) = (HRS) (CFS) (CFS) � 15.083 3780.1 3771.3 15.167 3804.5 3796.3 ~~ 15.250 3827.5 3819.8 15.333 3849.9 3842.4 ~~ 15.417 3864.0 3859.3 _ 15.500 3854.0 3857.3 15.583 3834.6 3841.2 = 15.667 3809.5 3818.0 15.750 3778.6 3789.0 . 15.833 3740.7 3753.5 = 15.917 3708.1 3719.1 16.000 3716.5 3713.7 - 16.083 3843.9 3801.0 16.167 4119.1 4026.3 -~ 16.250 4306.3 4243.2 16.333 4477.7 4419.9 . 16.417 4635.9 4582.6 . 16.500 4812.3 4752.8 16.583 4918.7 4882.8 - 16.667 4827.2 4858.0 16.750 4645.0 4706.4 16.833 4476.6 4533.4 ~ 16.917 4356.0 4396.7 . 17.000 4299.5 4318.6 '' - 17.083 4255.0 4270.0 17.167 4206.9 4223.1 17.250 4155.8 4173.0 17.333 4110.9 4126.1 - 17.417 4081.0 4091.1 ~_ 17.500 4048.1 4059.2 17.583 4006.9 4020.8 ~ 17.667 3965.6 3979.5 17.750 3927.2 3940.2 17.833 3890.9 3903.1 ., 17.917 3870.8 3877.6 18.000 3859.5 3863.3 -~ 18.083 3851.7 3854.3 18.167 3844.9 3847.2 ~ 18.250 3839.5 3841.3 18.333 3835.4 3836.8 ~° 18.417 3831.5 3832.8 . 18.500 3827.3 3828.7 18.583 3822.9 3824.4 ~~ 18'667 3819.2 3820.5 18.750 3816.4 3817.4 . 18.833 3815.1 3815.6 18.917 3814.9 3815.0 = 19.000 3815.4 3815.2 . 19.083 3816.3 3816.0 19.167 3817.7 3817.2 . 19.250 3819.3 3818.8 . 19. 3821.2 3820.6 19.417 3823.2 3822.5 . 19.500 3825.2 3824.5 19.583 3827.3 3826.6 =° 19.667 3829.3 3828.6 19.750 3831.4 3830.7 . 19.833 3833.5 3832.8 = 19.917 3835.6 3834.9 20.000 3837.6 3836.9 vim w4m***m****m4(m)s4***w*w*ntlt4w***wh FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .483 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 17.264 WATERCOURSE LENGTH = 26900.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 11300.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 250.000 FEET BASIN FACTOR = .017 WATERSHED AREA = 2302.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .358 LOW LOSS FRACTION = .320 *HYDROGRApH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.17 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.52 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.30 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .585 30-MINUTE FACTOR = .606 1-HOUR FACTOR = .618 3-HOUR FACTOR = .912 6-HOUR FACTOR = .958 24-HOUR FACTOR = .977 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 = ===================___ = UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) __-_________________ 1 .987 274.643 3.590 724.682 3 9.722 1707.199 ^= 4 19.502 2722.854 30.838 3155.835 6 44.916 3919.212 ~ma 7 59.769 4135.256 8 72.103 3433.701 9 81.111 2507.828 10 87.479 1772.823 11 91.557 1135.243 12 94.580 841.753 13 96.486 530.631 14 97.771 357.511 15 98.287 143.825 16 98.611 90.143 = 17 98.935 90.126 18 99.259 90.141 19 99.582 90.126 °� 20 99.906 90.126 21 100.000 26.155 .* TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 542.3937 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1200.0030 ~ ~- -„ � 0 � 004 00 40 = 00 WW == %nu s p .mve c E c FUSCOE WILLIAMS LINDGREN & SHORT APPENDIX VI Etiwanda / San Sevaine Watersheds To Jurupa Basin E r c c c c c -- ` *******************+****a****************m*+***********m*m***m*m*m*m*m****ww FLOOD ROUTING ANALYSIS USING ORANGE/SAN BERNARDINO COUNTY UNIT (1986 MANUAL) (c) Copyright 1983-88 Advanced Engineering Software (aes) Ver. 3.0A Release Date: 7/21/88 Serial # 2124 Analysis prepared by Fuscoe, Williams, Lindgren & Short ************************** DESCRIPTION OF STUDY ************************** + ETIWANDA / SAN SEVAINE HYDROLOGY TO JURUPA BASIN, WITH ULTIMATE DEV, * * ULTIMATE BASINS 2-5, AND NO DIVERSION. * = * ************************************************************************** FILE NAME: C:\ESS\ULT2\SSEULT12.DAT TIME/DATE OF STUDY: 22:41 2/ 4/1989 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS((<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .456 HOURS • UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 18.290 WATERCOURSE LENGTH = 16200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 8200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 3520.000 FEET BASIN FACTOR = .040 WATERSHED AREA = 1262.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .850 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .149 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .293 LOW LOSS FRACTION = .126 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .68 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.40 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.86 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 6.50 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 16.00 • *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 6-HOUR.FACTOR = .928 24-HOUR FACTOR = .953 . RUNOFF HYDROGRAPH LISTING LIMITS: . MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 . . =====______====_____==____ ^ UNIT HYDROGRAPH DETERMINATION =~ ------ --------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.307 199.514 2 4.877 544.894 3 10.431 847.671 4 18.518 1234.195 5 29.731 1711.427 6 49.104 2956.648 7 60.090 1676.788 8 66.654 1001.738 9 71.602 755.203 10 75.648 617.529 11 79.021 514.881 12 81.880 436.329 13 84.347 376.412 14 86.493 327.658 15 88.320 278.860 16 89.928 245.390 17 91.341 215.639 18 92.538 182.693 19 93.529 151.229 20 94.385 130.676 95 128 11�5 351 21 , , 22 95.727 91.408 23 96.133 61.979 24 96.435 46.039 25 96.733 45.575 26 97.005 41.462 ~_ 27 97.270 40.480 28 97.516 37.596 ~ 29 97.747 35.171 30 97.976 34.989 ~~ 31 98.203 34.616 ,� 32 98.427 34.137 98 650 34 113 33 , , . 34 98.855 31.307 35 98.926 10.859 . 36 98.997 10.758 37 99.063 10.130 = 38 99.129 10.019 . 39 99.192 9.567 40 99.247 8.406 . 41 99.301 8.347 42 99.359 8.761 ,= 43 99.419 9.178 = 44 99.478 9.003 ..... 99.514 5.529 o 46 99.541 4.167 47 99.569 4.157 = 48 99.596 4.158 49 99.623 4.157 4.167 99 650 4 50 ^ ^ 51 99.678 4.157 99.705 4.157 53 99.732 4.158 54 99.759 4.157 55 99.786 4.051 =m 56 99.802 2.437 57 99.815 1.973 - 58 99.828 1.962 59 99.840 1.953 60 99.854 2.030 61 99.867 1.953 62 99.879 1.952 = 63 99.892 1.953 64 99.905 1.953 65 99.918 1.953 = 66 99.931 1.952 67 99.943 1.953 68 99.956 1.953 69 99.969 1.952 70 99.982 1.953 71 99.994 1.953 72 100.000 .840 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 200.7896 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1402.0670 ^~ ' = �� ** = __ ==_____==============_=====____ _ _ 24-HOUR STORM ~ow RUNOFF HYDROGRAPH = ___ _ _ ~w HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ,IN _ _ °� TIME(HRS) VOLUME(AF) Q(CFS) 0. 400.0 800.0 1200.0 1600.0 .~= 14.083 680.7227 1011.90 . . V. Q . . 14.167 687.8308 1032.10 . . V. 0 . . = 14.250 695.1293 1059.75 . . V. 0 . . 14.333 702.6854 1097.13 . . V Q . . ~~ 14.417 710.5762 1145.75 . . V 0 . . ~ 14.500 719.0198 1226.01 . . V Q • 14.583 727.75/6 1268.73 . . V .0 . ~- 14.667 736.6465 1290.66 . . .V . 0 . 14.750 745.6341 1305.00 . . .V . 0 • = 14.833 754.6832 1313.93 . . .V . Q • _° 14.917 763.7689 1319.24 . . .V . Q . 15.000 772.8659 1320.88 . . . V . Q . ~` 15.083 781.9598 1320.44 . . . V . Q . 15.167 791.0307 1317.09 . . . V . 0 . ~ 15.250 800.0663 1311.97 . . . V . 0 ~ 15.333 809.0485 1304.20 . . . V . Q • -, 15.417 817.9064 1286.17 . . . V . Q • _ 15.500 826.5175 1250.33 . . . V .Q • 15.583 834.7940 1201.75 . . . V 0 . - 15.667 842.6237 1136.87 . . . V 0 . . 15.750 849.8909 1055.19 . . . V 0 . . 15.833 856.2488 923.17 . . . QV . . � 15.917 862.2013 864.31 . . .0 V . . 16.000 868.0995 856.43 . . .0 V . . 16.083 874.3675 910.11 . . . 0 V , , 16.167 881.2829 1004.11 . . . 0 . . °~ 16.250 888.8478 1098.43 . . . V 0 . . 16.333 897.2424 1218.90 . . . V Q . ~~ 16.417 906.5078 1345.34 . . . V . Q . = 16.500 917.1905 1551.12 . . . V . 0 . 16.583 925.9070 1265.63 . . . V ,0 , - 16.667 933.6177 1119.60 . . . VQ . . 16.750 941.1744 1097.23 . . . VO . . ~- 16.833 949.2716 1175.71 . . . V Q. . ~� 16. 957.7034 1224.29 . . ~ V 0 . 17.000 966.3569 1256.50 . . . V .0 . .. 17.083 975.1718 1279.92 . . . V .0 , 17.167 984.0710 1292.16 . . . V . 0 . -~ 17.250 992.9753 1292.91 . . . V . Q . "� 17.333 1001.8040 1281.89 . . . v . Q . 17.417 1010.4350 1253.29 . . . V .0 . ^. 17.500 1018.5930 1184.52 . . . Q. , 17.583 1026.4670 1143.34 . . . gV, , me 17.667 1034.1720 1118.65 . . . 0 V. . 17.750 1041.73/0 1098.55 . . . 0 V. . me 17.833 1049.1680 1078.97 . . . g V. . `W 17.917 1056.4650 1059.53 . . . 0 V . 18.000 1063.6580 1044.39 . . . 0 V . = O~ ^********** ~~ FLOW PROCESS FROM NODE 1.00 TO NODE 401.00 IS CODE = 5 _____ ________ = >>>>>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 = .00 UPSTREAM ELEVATION = 1960.00 DOWNSTREAM ELEVATION = 1510.00 CHANNEL LENGTH(FT) = 7000.00 MANNINGS FACTOR = .014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1551.12 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1080.88 = CHANNEL NORMAL VELOCITY FOR Q = 1080.88 CFS = 33.57 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .952 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .983 ' CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 15.083 1320.4 1320.7 15.167 1317.1 1319.3 15.250 1312.0 1315.4 15.333 1304.2 1309.4 15.417 1286.2 1298.3 15.500 1250.3 1274.5 15.583 1201.7 1234.6 15.667 1136.9 1180.7 15.750 1055.2 1110.5 15.833 923.2 1012.2 15.917 864.3 905.1 16.000 856.4 862.4 16.083 910.1 874.4 16.167 1004.1 940.8 16. 1098.4 1034.4 16.333 1218.9 1137.4 16.417 1345.3 1259.6 mot 16.500 1551.1 1412.3 16.533 1265.6 1453.8 '" 16.667 1119.6 1220.3 16.750 1097.2 1113.9 = 16.833 1175.7 1123.6 16.917 1224.3 1191.0 17.000 1256.5 1234.4 17.083 1279.9 1263.9 17.167 1292.2 1283.7 17.250 1292.9 1292.3 17.333 1281.9 1289.2 17.417 1253.3 1272.5 17.500 1184.5 1230.7 17.583 1143.3 1171.6 = 17.667 1118.6 1135.6 17.750 1098.5 1112.2 17.833 1079.0 1092.3 17.917 1059.5 1072.7 1A'000 1044.4 1054.7 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< _ (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .405 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 20.588 WATERCOURSE LENGTH = 21200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 10500.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 3690.000 FEET BASIN FACTOR = .028 WATERSHED AREA = 2416.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .300 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .500 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .190 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .314 LOW LOSS FRACTION = .188 *HYDROGRAPH MODEL #1 SPECIFIED* • SPECIFIED PEAK 5-MINUTES RAINFALL(%NCH)= .65 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.36 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.78 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.55 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 5.68 SPECIFIED PEAK 24-HOUR RA%NFALL(INCH)= 12.90 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 6-HOUR FACTOR = .928 24-HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.499 437.989 2 5.885 1281.630 3 14.168 2420.052 4 25.681 3364.019 5 41.937 4749.697 6 57.979 4687.292 7 67.564 2800.442 8 74.288 1964.859 9 79.130 1414.491 ~~ 10 82.819 1078.076 11 85.633 822.094 . 12 87.857 649.759 °° 13 89.552 495.372 14 90.980 417.365 . 15 92.241 368.205 16 93.324 316.546 ~` 17 94.242 268.074 . 18 94.935 202.701 19 95.521 171.233 =~ 20 95.991 137.285 21 96.304 91.549 = 22 96.599 85.958 23 96.875 80.681 - 24 97.140 77.598 °w 25 97.387 72.063 26 97.610 65.286 . 27 97.832 64.798 28 98.048 63.017 °~ 29 98.261 62.364 - 30 98.469 60.601 31 98.600 38.340 ~~ 32 98.704 30.324 33 98.801 28.447 - 34 98.897 28.030 35 98.985 25.743 36 99.065 23.469 37 99.147 23.828 38 99.234 25.542 39 99.322 25.616 40 99.379 16.659 41 99.418 11.438 42 99.457 11.429 43 99.497 11.438 44 99.536 11.418 45 99.575 11.438 46 99.614 11.418 47 99.653 11.440 48 99.692 11.438 49 99.729 10.849 50 99.751 6.362 ~ 51 99.770 5.392 52 99.788 5.350 ^~ 53 99.806 5.435 = 54 99.827 6.026 55 99.846 5.435 . 56 99.864 5.435 57 99.883 5.435 . 58 99.901 5.435 ~w 59 99.920 5.435 60 99.939 5.435 . 61 99.957 5.435 62 99.976 5.437 . 63 99.994 5.435 64 100.000 1.621 . ' . TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 460.1369 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2013.9540 =° - - _____________ 24-HOUR STORM =w RUNOFF HYDROGRAPH . ____________=========== _____�__________ __=__ _______= _== °W HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . TIME(HRS) VOLUME(AF) Q(CFS) 0. 650.0 1300.0 1950.0 2600.0 '= 14.083 953.6263 1556.03 . . V . Q . . 14.167 964.5790 1590.34 . . V. 0 . . ~= 14.250 975.9132 1645.72 . . V. Q . . 14.333 987.7429 1717.67 . . V. 0 . . ~~ 14.417 1000.2330 1813.64 . . V. 0 . . 14.500 1013.3550 1905.24 . . V Q. . 14.583 1026.8320 1956.83 . . V 0 . - 14.667 1040.5370 1990.06 . . V Q . 14.750 1054.3870 2010.99 . . V Q . ~ 14.833 1068.3270 2024.08 . . .V .0 . 14.917 1082.3150 2031.01 . . .V .0 . 15.000 1096.3200 2033.51 . . .V .0 . 15.083 1110.3140 2031.99 . . . V .0 . 15.167 1124.2810 2027.95 . . . V .0 . ~ 15.250 1138.2050 2021.88 . . . V .0 . 15.333 1152.0730 2013.54 . . . V 0 . 15.417 1165.7540 1986.55 . • . V Q . 15.500' 1179.0210 1926.33 . . . V Q. . 15.583 1191.5920 1825.35 . . . V 0 . . ~ 15.667 1203.2630 1694.67 . . . V 0 . . 15.750 1213.7530 1523.03 . . . QV . . ~ 15.833 1223.1990 1371.63 . . .0 V . . •_ 15.917 1232.2900 1319.96 . . 0 V . • 16.000 1241.4970 1336.88 . . 0 V . . - 16.083 1251.7620 1490.57 . . . 0 V . . 16.167 1263.8100 1749.33 . . . VO . . °~ 16.250 1278.0110 2061.95 . . . V .0 . 16.333 1293.9130 2309.03 . . . V , Q . - 16.417 1311.5070 2554.57 . . . V . Q. =- 16.500 1328.5020 2467.73 . . . V . 0 . 16.583 1342.7330 2066.26 . . . V .0 . ~~ 16.667 1355.8720 1907.82 . . . V Q. . 16.750 1368.9050 1892,47 . . . V Q. . ~ 16.833 1382.3500 1952.22 . . . V 0 " ,° 16.917 1396.0090 1983.23 . . . V Q . 17.0.0 1409.8740 2013.23 . . . V 0 . . 17.083 1423.8460 2028.76 . . . V .Q . 17.167 1437.8570 2034.37 . . . V .0 . °= 17.250 1451.7320 2014.60 . . . V 0 , . 17.333 1465.2780 1966.89 . . ~ VO , 17.417 1478.2440 1882.60 . . . QV. . . 17.500 1490.5600 1788.35 . . . 0 V. , 17.583 1502.4740 1729.84 . . . 0 V. . ow 17.667 1514.0670 1683.30 . . . Q V . 17.750 1525.3860 1643.63 . . . 0 V . =° 17.833 1536.5140 1615.73 . . . g V , . 17.917 1547.4840 1592.81 . . . 0 V , 18.000 1558.3140 1572.66 . . . 0 V . . w= *=************************* . FLOW PROCESS FROM NODE 401.10 TO NODE 401.00 IS CODE = 1 ____ =° >>>> >UNIT-HYDROGRAPH ANALYSIS< << < < _ - ___==========__ _ (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .159 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 52.326 WATERCOURSE LENGTH = 7200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3900.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 460.000 FEET BASIN FACTOR = .020 WATERSHED AREA = 354.000 ACRES = BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .482 LOW LOSS FRACTION = .381 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .60 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.22 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.62 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.10 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.75 SPECIFIED PEAX 24-HOUR RAINFALL(INCH)= 11.00 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 6-HOUR FACTOR = .928 24-HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ~� 1 4.863 208.184 w° 2 32.371 1177.663 3 71.786 1687.434 4 91.584 847.614 5 97.632 258.923 98.990 58.126 _ 7 99.518 22.615 8 99.807 12.377 9 99.952 6.189 10 100.000 2.063 ~w TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 116.1425 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 193.0063 ` -- 24-HOUR STORM RUNOFF HYDROGRAPH -------- _ HYDROGRAPH IN FIVE-MINUTE INTERVALG(CFS) TIME(HRS) VOLUME(AF) 0(CFS) 0. 125.0 250.0 375.0 500.0 15.083 111.0544 197.10 . . 0 . V . . 15.167 112.4041 195.97 . . 0 . V . . 15.250 113.7454 194.75 . . 0 . V . . 15.333 115.0776 193.45 . . 0 . V . . 15.417 116.3662 187.10 . . 0 . V . . 15.500 117.4546 158.04 . . 0 . V . . 15.583 118.2721 118.70 . Q. . V . . 15.667 118.9818 103.05 . 0 . . V . . 15.750 119.6982 104.03 . 0 . . V . . 15.833 120.4601 110.62 . 0 . . V . . ' 15.917 121.2985 121.73 . Q. . V . . 16.000 122.3058 146.27 . .0 . V . . 16.083 123.8191 219.73 . . 0 . V . . 16.167 126.5994 403.70 . . . V . 0 . ' 16.250 129.8520 472.27 . . . V . 0 . 16.333 131.8985 297.15 . • . 0 V . • 16.417 133.0861 172.45 . . 0 . V . • . 16.500 134.0952 146.51 . .0 . V . . 16.583 135.2758 171.43 . . 0 . V . . 16.667 136.5720 188.21~ . . Q . V . . 16.750 137.9118 194.54 . . Q . V . . ' 16.833 139.2688 197.03 . . Q • . V . . 16.917 140.6395 199.03 . . Q . V. . 17.000 142.0241 201.04 . . Q . V. . ' 17.083 143.4006 199.86 . . Q . V. . 17.167 144.6721 184.62 . . 0 . V. . 17.250 145.7808 160.99 . . 0 . V . 17.333 146.7975 147.63 . .0 . V . 17.417 147.7748 141.89 . .0 . V . 17.500 148.7316 138.92 . .0 . V . 17.583 149.6721 136.57 . 0 . .V . 17.667 150.5983 134.49 . 0 . .V . 17.750 151.5116 132.61 . 0 . .V . 17.833 152.4133 130.91 . Q . .V . 17.917 153.3041 129.35 . Q . .V . 18.000 154.1847 127.87 . Q . .V . ****************************************************************w*********** FLOW PROCESS FROM NODE 401.00 TO NODE .43 IS CODE = 3 >>>>>MODEL FLOW-THROUGH DETENTION BASIN ROUT%NG<<((< ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: ' - - INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .10 1000.00 .500 3 3.00 1189.00 15.000 4 10.00 1681.00 41.300 5 20.00 2202.00 256.300 6 30.00 2620.00 471.300 7 40.00 2981.00 686.300 INFLOW . (STREAM 1) | ' V effective depth | (and volume) � | | | -' | | 1 V | detention |<-->| outflow | basin | | | A i \ | | storage | basin outlet v OUTFLOW - (STREAM 1) • - BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE ' (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 15.083 .000 3549.8 19.78 2179.3 251.663 15.167 .000 3543.3 20.21 2200.9 260.909 15.250 .000 3532.1 20.63 2219.7 269.947 15.333 .000 3516.4 21.04 2237.1 278.757 15.417 .000 3471.9 21.43 2253.B 287.147 15.500 .000 3358.8 21.78 2269.3 294.651 15.583 .000 3178.6 22.07 2282.6 300.822 15.667 .000 2978.4 22.29 2293.1 305.542 15.750 .000 2737.5 22.43 2300.7 308.550 15.833 .000 2494.5 22.49 2304.9 309.856 15.917 .000 2346.8 22.50 2306.4 310.134 16.000 .000 2345.5 22.52 2306.9 310.400 16.083 .000 2584.7 22.60 2309.0 312.299 16.167 .000 3093.8 22.85 2316.1 317.655 16.250 .000 3568.6 23.25 2329.6 326.188 16.333 .000 3743.6 23.70 2347.2 335.805 16.417 .000 3986.6 24.22 2367.4 346.956 16.500 .000 4026.6 24.74 2389.2 358.233 16.583 .000 3691.5 25.15 2408.8 367.067 16.667 .000 3316.3 25.44 2423.3 373.217 16.750 .000 3200.9 25.68 2434.4 378.495 16.833 .000 3272.9 25.95 2445.1 384.196 16.917 .000 3373.2 26.24 2456.8 390.508 17.000 .000 3448.7 26.56 2469.5 397.252 17.083 .000 3492.5 26.88 2482.8 404.206 17.167 .000 3502.7 27.20 2496.3 411.137 17.250 .000 3467.9 27.51 2509.4 417.738 17.333 .000 3403.7 27.79 2521.8 423.812 17.417 .000 329 28.04 2532.8 429.075 17.500 .000 _ 3158.0 28.23 2542.0 433.318 17.583 .000 3038.0 28.39 2549.4 436.683 17.667 .000 2953.4 28.52 2555.4 439.424 17.750 .000 288E3.5 28.62 2560.2 441'685 17.833 .000 2838.9 29.71 2564.3 443.576 17.917 .000 2794.9 28.78 2567.6 445.141 18.000 .000 2755.2 28.84 2570.4 446.415 18.083 .000 2713.1 2E1.89 2572.6 447.383 18.167 .000 2655.5 28.91 2574.0 447.943 18.250 .000 2578.2 28.91 2574.6 447.968 18.333 .000 2489.8 28.89 2574.1 447.388 18.417 .000 2380.8 28.83 2572.2 446.069 18.500 .000 2264.1 28.73 2568.9 443.970 18.583 .000 2163.4 28.60 2564.2 441.210 18.667 .000 2091.3 28.45 2558.4 437.993 18.750 .000 2036.2 28.29 2551.8 434.442 18.833 .000 1988.9 28.11 2544.6 430.614 18.917 .000 1945.0 27.92 2536.9 426.537 19.000 .000 1905.0 27.72 2528.8 422.241 19.083 .000 1872.1 27.51 2520.3 417.777 19.167 .000 1842.2 27.30 2511.5 413.168 19.250 .000 1813.3 27.08 2502.4 408.423 19.333 .000 1783.8 26.85 2493.0 403.538 19.417 .000 1756.8 26.62 2483.4 398.534 19.500 .000 1733.1 26.38 2473.6 393.435 19.583 .000 1711.3 26.14 2463.6 388.254 19.667 .000 1690.6 25.89 2453.4 383.000 19.750 .000 1670.6 25.65 2443.2 377.679 19.833 .000 1651.0 25.40 2432.8 372.295 19.917 .000 1633.1 25.14 2422.2 366.860 • ' **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 41.00 IS CODE = 1 >>>UNIT-HYDROGRAPH ANALYSIS<<<(( (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE "LAG" TIME = .397 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 20.983 WATERCOURSE LENGTH = 19400.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 11100.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 1240.000 FEET BASIN FACTOR = .023 WATERSHED AREA = 1110.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .400 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .590 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .400 LOW LOSS FRACTION = .276 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .56 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.15 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.08 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.78 SPECIFIED PEAK 24-HOUR RAIN . (1NCH)=12. | *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 6-HOUR FACTOR = .928 24-HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.327 178.074 2 5.283 531.115 3 12.845 1015.159 4 24.117 1513.128 5 42.726 2498.090 6 60.372 2368.837 7 70.938 1418.316 8 78.188 973.235 9 83.265 681.526 10 87.049 508.091 11 89.787 367.432 12 91.869 279.586 13 93.369 201.350 14 94.654 172.443 15 95.770 149.824 16 96.717 127.098 17 97.465 100.513 18 97.994 70.906 19 98.408 55.578 20 98.677 36.211 21 98.835 21.178 22 98.989 20.6{)7 23 99.123 18.082 24 99. 17.637 25 99.353 13.231 26 99.451 13.155 27 99.549 13.138 28 99.647 13.099 29 99.744 13.089 30 99.841 13.005 31 99.930 11.984 32 99.936 .704 33 99.941 .676 34 99.946 .652 35 99.950 .571 36 99.954 .564 37 99.958 .604 38 99.963 .620 39 99.967 .492 40 99.969 .284 41 99.971 ' .282 42 99.973 .282 43 99.975 .282 44 99.977 .282 45 99.979 .282 46 99.981 .283 47 99.984 .281 = 48 99.986 .273 49 99.987 .165 50 99.988 .133 51 99.989 .132 52 99.990 .133 53 99.991 .149 = 54 99.992 .133 55 99.993 .134 56 99.994 .133 57 99.995 .133 = 58 99.996 .134 59 99.997 .133 60 99.998 .133 _~ 61 99.999 .134 62 100.000 .133 63 100.000 .019 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 301.1333 ~- TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 800.3597 = = ______ = 2 4-HOUR STORM RUNOFF HYDROGRAPH =__ ____= HYDROGRAPHIN FIVE-MINUTE INTERVAB(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 15.083 453.6768 728.22 . . . V Q. . 15.167 458.6814 726.67 . . . V Q. . 15.250 463.6698 724.31 . . . V 0 . . 15.333 468.6367 721.20 . . . V 0 . . ' 15.417 473.5426 712.34 . . . V Q . . 15.500 478.3176 693.33 . . . V 0 . . 15.583 482.8745 661.67 . . . V 0 . - 15.667 487.1327 618.28 . . . 0 . . 15.750 490.9295 551.30 . . . 0 V . • 15.833 494.3273 493.36 . . Q. V . . _ 15.917 497.5644 470.03 . . 0 . V . . 16.000 500.7989 469.66 . . 0 . V . . 16.083 504.3418 514.42 . . 0 V . . 16.167 508.4680 599.13 . . . 0 V . . - 16.250 513.3865 714.17 . . . V 0 . • 16.333 519.0851 827.43 . . . V . 0 . 16.417 525.8430 981.25 . . . V . Q. _ 16.500 532.2787 934.46 . . . V . 0 . 16.583 537.5527 765.78 . . . V 0 . 16.667 542.3281 693.40~ . . . 0 . . 16.750 547.0335 683.Z2 . . . 0 ~ . ' 16.833 551.8658 701.65 . . . VO . . 16.917 556.7526 709.56 . . . VO . . 17.000 561.7072 719.40 . . . 0 . . ' 17.083 566.6929 723.92 . . . 0 . . 17.167 571.7001 727.05 . . . VO. . 17.250 576.6536 719.24 . . . 0 . . 17.333 581.4705 699.41 . . . Q V. . 17.417 586.0044 658.33 . . . 0 V. . 17.500 590.2439 615.58 . . . 0 V. . 17.583 594.2963 588.41 . . . 0 V. . 17.667 598.2003 566.85 . . . 0 V. . 17.750 601.9892 550.16 . . . 0 V . 17.833 605.6935 537.87 . . .0 V . 17.917 609.3251 527.31 . . .0 V . 18.000 612.8953 518.38 . . 0 V . ~*************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 1 ;,›UNIT-HYDROGRAPH ANALYSIG<<<<< _ (UNIT-HYDRO8RAPH ADDED TO STREAM #2) WATERCOURSE "LAG" TIME = .304 HOURS ' UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 27.372 WATERCOURSE LENGTH = 14400.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 7000.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 1900.000 FEET BASIN FACTOR = .027 WATERSHED AREA = 899.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .200 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .790 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .276 LOW LOSS FRACTION = .163 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .61 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.25 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.66 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.34 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 5.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 13.14 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 6-HOUR FACTOR = .928 r 24-HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: '- MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.()0 • UNIT HYDROGRAPH DETERMINATION ' ------ INTERVAL ''S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.872 203.485 2 8.108 678.043 3 19.891 1281 .()51 4 43.414 2557.525 5 63.665 2201.724 6 73.973 1120.721 7 80.708 732.230 8 85.519 523.097 9 89.006 379.160 10 91.604 282.407 11 93.652 222.635 12 95.301 179.357 13 96.551 135.912 14 97.505 103.723 15 98.172 72.444 16 98.506 36.314 17 98.767 28.419 18 98.996 24.861 19 99.196 21.801 20 99.395 21.636 21 99.594 21.578 22 99.792 21.508 23 99.980 20.498 24 99.984 .413 25 99.987 .331 26 99.990 .298 27 99.993 .297 28 99.995 .298 29 99.998 .298 30 100.000 .216 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 151.4738 TOTAL STORM RUr3OFF VOLUME(ACRE-FEET) = 786.2562 �VO = ° = = = oft �m 4Aw tM = w /m �me 40111 ~' 24-HOUR STORM RUNOFF HYDROGRAPH -_ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) '- TIME(HRS) VOLUME(AF) Q(CFS) 0. 275.0 550.0 825.0 1100.0 - 15.083 450.3804 746.90 . . . V 0 . . 15.167 455.5005 743.44 . . . V 0 . . 15.250 460.5900 738.99 . . . V 0 . . ,_ 15.333 465.6393 733.16 . . . V Q . . 15.417 470.5953 719.62 . . . V Q . . 15.500 475.3408 689.04 . . . \/Q . 15.583 479.7392 638.66 . . . QV . . "- 15.667 483.5043 546.69 . . Q. V . . 15.750 486.7725 474.55 . • 0 . V . . 15.833 489.8713 449.94 . . Q . V . . _ 15.917 492.9526 447.41 . . 0 . V . . 16.000 496.1617 465.96 . . 0 . V . . 16.083 499.8950 542.08 . . Q. V . . 16.167 504.6113 684.80 . . . QV . . - 16.250 510.4378 846.01 . . . V 0 . 16.333 517.7464 1061.21 . . . V . 0 . 16.417 524.2905 950.20 . . . V . 0 . -- 16.500 529.2668 722.56 . . . Q . . 16.583 533.7173 646.21 . . . 0 V . . 16.667 538.2931 664.40~ . . . Q V . . • 16.750 543. 1124 699.77 . . . 0 V . . 16.833 548.0490 716.79 . . . QV . . 16.917 553.0871 731.53 . . . 0 V . . 17.000 558.2120 744.13 . . . QV . . ' 17.083 563.3667 748.47 . . . QV . . 17.167 568.4711 741.16 . . . Q V . . 17.250 573.4173 718.19 . . . Q V. . 17.333 577.9951 664.70 . . . 0 V. . 17.417 582.2607 619.37 . . . 0 V. . 17.500 586.3575 594.84 . . .0 V. . 17.583 590.3303 576.86 . . Q V . - 17.667 594.2014 562.07 . . 0 V . 17.750 597.9871 549.69 . . Q. V . 17.833 601.6976 538.77 . . Q. V . 17.917 605.3370 528.43 . . Q. V . 18.000 608.8913 516.08 . . 0 . V . **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.10 IS CODE = 5 >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD(((({ =____ THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 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 = 2.00 UPSTREAM ELEVATION = 1710.00 DOWNSTREAM ELEVATION = 1600.00 CHANNEL LENGTH(FT) = 3700.00 MANNINGS FACTOR = .014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1931.45 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1261.90 CHANNEL NORMAL VELOCITY FOR Q = 1261.90 CFS = 25.96 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .939 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .994 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 2) (STREAM 2) (HRS) (CFS) (CFS) 15.083 1475.1 1476.4 15.167 1470.1 1472.4 15.250 1463.3 1466.4 15.333 1454.4 1458.4 15.417 1432.0 1442.0 15.500 1382.4 1404.7 15.583 1300.3 1337.3 '- 15.667 1165.0 1226.0 15.750 1025.8 1088.7 15.833 943.3 980.8 15.917 917.4 929.3 16.000 935.6 927.5 16.083 1056.5 ~ 1002.1 16.167 1283.9 1181.4 16.250 1560.2 1435.4 16.333 1888.6 1740.3 16.417 1931.5 1911.3 16.500 1657.0 1780.2 16.583 1412.0 1522.8 16.67 1357.8 1382.8 16.750 1383.0 1371.8 16.833 1418.4 1402.4 16.917 1441.1 1430.8 17.000 1463.5 1453.4 17.083 1472.4 1468.3 17.167 1468.2 1470.1 17.250 1437.4 1451.3 17.333 1364.1 1397.1 17.417 1277.7 1316.7 17.500 1210.4 1240.9 17.583 1165.3 1185.7 17.667 1128.9 1145.4 17.750 1099.9 1113.0 17.833 1076.6 1087.1 17.917 1055.7 1065.2 18.000 1034.5 1044.1 18.083 1016.7 1024.7 18.167 997.4 1006.1 18.250 974.5 984.8 18.333 943.4 957.5 18.417 911.7 926.1 18.500 886.9 898.1 18.583 867.2 876.0 18.667 849.3 857.4 18.750 835.5 841.7 18.833 823.2 828.8 18.917 812.1 817.1 19.000 801.9 806.5 19.083 792.6 796.8 19.167 783.9 787.8 19.250 775.6 779.3 19.333 767.8 771.3 19.417 760.5 763.8 19.500 753.5 756.6 w= 19.583 746.8 749.8 19.667 740.5 743.3 19.750 734.5 737.2 = 19.833 728.7 731.3 19.917 723.1 725.6 20.000 717.7 720.1 �� FLOW PROCESS FROM NODE 43.10 TO NODE 41.10 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< ° (UNIT-HYDROGflAPH ADDED TO STREAM #2) WATERCOURSE "LAG" TIME = .226 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 36.905 WATERCOURSE LENGTH = 15500.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 7200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 2490.000 FEET BASIN FACTOR = .020 WATERSHED AREA = 1111.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .300 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .600 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .090 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .308 LOW LOSS FRACTION = .189 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH) = .79 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.35 SPECIFIED PEAK 1-HOUR RAINFALL( INCH) = 1.66 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.40 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 5.34 SPECIFIED PEAK 24-HOUR RAINFALL 11.95 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 6-HOUR FACTOR = .928 24-HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 --------------------------------------------- UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NuMBER MEAN VALUES ORDINATES(CFS) 1 2.932 393.908 2 15.173 1644.725 3 40.880 3454.066 4 66.145 3394.679 ~= 5 78.206 1620.547 = 6 85.159 934.145 7 89.499 583.096 8 92.322 379.426 9 94.453 286.312 ° 10 95.944 200.313 11 96.999 141.663 12 97.575 77.420 13 97.975 53.773 14 98.329 47.602 15 98.594 35.623 16 98.850 34.385 17 99.099 33.396 18 99.337 31.942 19 99.456 16.041 ~ - 20 99.532 10.254 21 99.604 9.628 22 99.678 9.988 23 99.721 5.782 24 99.755 4.459 - 25 99.788 4.466 26 99.821 4.460 - 27 99.854 4.464 28 99.880 3.500 29 99.896 2.112 30 99.912 2.161 31 99.928 2.112 32 99.943 2.112 33 99.959 2.112 34 99.975 2.112 - 35 99.991 2.112 36 100.000 1.262 -___________ ~~ TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 195.7775 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 858.1501 A. A. A. ______ __ _____________________ . INTERVAL "S" GRAPH UNIT HYDROGRAPH et NUMBER MEAN VALUES ORDINATES(CFS) _______ ______-____ ___ __ ___ ___ __ . 1 2.932 393.908 2 15.173 1644.725 =w 3 40.880 3454.066 4 66.145 3394.679 . 5 78.206 1620.547 =~ 6 85.159 934.145 7 89.499 583.096 ' 0 92.322 379.426 9 94.453 286.312 ~= 10 95.944 200.313 ~ 11 96.999 141.663 12 97.575 77.420 =w 13 97.975 53.773 14 98.329 47.602 ~~ 15 98.594 35.623 16 98.850 34.385 . 17 99.099 33.396 _ 18 99.337 31.942 19 99.456 16.041 ^ 20 99.532 10.254 21 99.604 9.628 22 99.678 9.988 _ 23 99.721 5.782 24 99.755 4.459 - 25 99.788 4.466 26 99.821 4.460 27 99.854 4.464 28 99.880 3.500 29 99.896 2.112 _ 30 99.912 2.161 31 99.928 2.112 32 99.943 2.112 33 99.959 2.112 34 99.975 2.112 . 35 99.991 2.112 36 100.000 1.262 ~^ _~ - TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 195.7775 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 858.1501 ~~ . . . . .0 . . . .0 . - - ' ' _ 2 4-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 400.0 800.0 1200.0 1600.0 '- 15.083 488.6492 913.45 . . . Q . . 15.167 494.8885 905.94 . . . QV . . 15.250 501.0703 897.60 . . . 0V . . _ 15.333 507.1896 888.52 . . . QV . . 15.417 513.1298 862.51 . . .0 V . . 15.500 518.5362 785.00 . . Q. V . . 15.583 522.9188 636.35 . . Q . V . . -- 15.667 526.3602 499.69 . . 0 . V . . 15.750 529.4535 449.15 . .0 . V . . 15.833 532.4562 436.00 . Q . V . . ,- 15.917 535.5560 450.08 . .0 . V . . 16.000 539.0287 504.25 . . 0 . V . . 16.083 543.8768 703.94 . . 0 . V . . 16.167 551.6126 1123.24 . . . V 0 . . -- 16.250 562.5976 1595.02 . . . V . 0. 16.333 572.9306 1500.35 . . . V . 0 . 16.417 579.5990 968.25 . . . 0 V . • - 16.500 584.9469 776.52 . . Q. V . . 16.583 590.2817 774.62 . . Q. V . • 16.667 596.0530 837.98' . . Q V . . 16.750 602.0796 875.07 . . .Q V . . -- 16.833 608.2318 893.30 . . . 0 V . . 16.917 614.4855 908.05 . . . Q V . . 17.000 620.7933 915.89 . . . 0 V . . ' 17.083 627.1508 923.11 . . . 0 V. . 17.167 633.3749 903.74 . . . 0 V. . 17.250 639.1504 838.59 . . 0 V. . . 17.333 644.4482 769.25 . . Q. V . 17.417 649.4916 732.30 . . Q . V . 17.500 654.3635 707.40 . . 0 . V . 17.583 659.0824 685.19 . . Q . V . 17.667 663.6959 669.88 . . 0 . V . 17.750 668.2278 658.03 . . 0 . .V . 17.833 672.6929 648.34 . . 0 . .\/ , 17.917 677.0894 638.36 . . Q . .V . 18.000 681.4320 630.56 . . Q . .V . 4.1w***************************w********************************************* FLOW PROCESS FROM NODE 41.10 TO NODE 41.20 IS CODE = 3 >>>>>MODEL FLOW-THROUGH DETENTION BASIN ROUTING<<{(< __________ _ _ _ === ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .0()0 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 BASIN DEPTH vERSUS OUTFLOW AND STORAGE INFORMATION: ^ INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 1.66 91.32 1.120 3 2.66 185.25 5.000 4 4.66 429.54 18.000 5 6.66 733.90 42.250 6 7.66 905.25 55.000 7 9.66 1282.02 90.000 8 11.66 1700.00 122.250 9 13.66 2155.78 156.000 10 15.66 2646.16 190.000 11 17.66 3168.94 230.000 12 19.66 3722.23 270.000 13 21.66 4304.43 309.500 ' INFLOW (STREAM 2) - , � V effective depth ' | (and volume) | | | | | | | V | detention |<-->| outflow | basin | | • | A | \ | , | storage | basin outlet V OUTFLOW (STREAM 2) BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 14.083 .000 1739.2 11.08 1571.8 112.932 14.167 .000 1803.4 11.17 1588.8 114.410 14.250 .000 1923.9 11.31 1612.3 116.556 14.333 .000 2068.8 11.49 1645.1 119.474 14.417 . 000 2191.4 11.70 1686.7 122.950 14.500 .000 2284.8 11.93 1735.0 126.736 14.583 .000 2341.9 12.15 1786.4 130.561 14.667 .000 2374.2 12.37 1837.2 134.260 14.750 .000 2392.6 12.58 1885.8 137.750 14.833 .000 2401.1 12.77 1931.2 140.987 14.917 .000 2402.6 12.95 1973.0 143.945 15.000 .000 2398.3 13.10 2011.0 146.613 15.083 .000 2389.9 13.24 2045.0 148.988 15.167 .000 2378.3 13.37 2075.2 151.075 15.250 .000 2364.0 13.48 2101.5 152.883 ' 15.333 .000 2346.9 13.57 2124.1 154.418 15.417 .000 2304.6 13.63 2142.0 155.538 15.500 .000 2189.7 13.65 2151.3 155.802 15.583 .000 1973.7 13.58 2145.1 154.621 15.667 .000 1725.7 13.42 2118.9 151.913 15.750 .000 1537.9 13.20 2075.6 148.210 15.833 .000 1416.8 12.95 2022.4 144.039 15.917 .000 1379.4 12.71 1966.9 139.992 . ^ 16.000 .000 1431.8 12.51 1917.0 136.650 16.083 .000 1706.1 12.44 1886.1 135.410 16.167 .000 2304.7 12.61 1896.7 138.220 16.250 .000 3030.5 13.04 1965.2 145.557 16.333 .000 3240.7 13.52 2069.2 153.624 16.417 .000 2879.6 13.81 2158.4 158.591 16.500 .000 2556.7 13.95 2210.3 160.976 16.583 .000 2297.5 13.98 223().9 161.435 16.667 .000 2220.8 13.97 2233.5 161.347 16.750 .000 2246.9 13.98 2233.6 161.439 16.833 .000 2295.7 14.00 2237.1 161.843 16.917 .000 2338.9 14.04 2244.7 162.491 17.000 .000 2369.3 14.09 2255.1 163.277 17.083 .000 2391.5 14.14 2266.9 164.135 17.167 .000 2373.8 14.18 2277.9 164.796 - 17.250 .000 2289.9 14.18 2283.0 164.843 17.333 .000 2166.4 14.14 2277.8 164.076 17.417 .000 2049.0 14.05 2261.7 162.611 - 17.500 .000 1948.3 13.93 2236.8 160.624 17.583 .000 1870.9 13.80 2205.8 158.318 17.667 .000 1815.3 13.65 2171.6 155.864 _ 17.750 .000 1771.0 13.50 2136.9 153.344 17.833 .000 1735.5 13.35 2102.8 150.814 17.917 .000 1703.6 13.20 2068.8 148.299 18.000 .000 1674.6 13.06 2035.0 145.817 ' 18.083 .000 1644.2 12.91 2001.6 143.355 18.167 .000 1600.8 12.76 1967.9 140.827 18.250 .000 1534.6 12.60 1932.4 138.087 - 18.333 .000 1462.3 12.42 1893.8 135.115 18.417 .000 1405.5 12.24 1852.9 132.033 18.500 .000~ 1360.2 12.06 1811.1 128.927 18.583 .000 1325.2 11.87 1769.5 125.868 - 18.667 .000 1296.2 11.70 1728.7 122.889 18.750 .000 1271.5 11.52 1689.8 120.008 18.833 .000 1250.5 11.35 1653.0 117.236 ' 18.917 .000 1231.8 11.18 1617.8 114.577 19.000 .000 1214.8 11.03 1584.1 112.034 19.083 .000 1199.2 10.88 1551.9 109.606 19.167 .000 1184.9 10.73 1521.1 107.290 19.250 .000 1171.4 10.60 1491.8 105.083 19.333 .000 1158.6 10.47 1463.9 102.981 19.417 .000 1146.4 10.34 1437.3 100.978 19.500 .000 1134.8 10.22 1411.9 99.069 19.583 .000 1123.7 10.11 1387.8 97.250 19.667 .000 1113.3 10.00 1364.8 95.519 19.750 .000 1103.4 9.90 1342.9 93.869 19.833 .000 1093.8 9.80 1322.0 92.297 19.917 .000 1084.5 9.71 1302.1 90.799 'k4,************************************************************************** FLOW PROCESS FROM NODE 41.20 TO NODE 43.00 IS CODE = 5 >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<M( THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5-MINUTE ITERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17-52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 15.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION = 1590.00 DOWNSTREAM ELEVATION = 1530.00 CHANNEL LENGTH(FT) = 3000.00 MANNINGS FACTOR = .014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2282.98 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1685.50 CHANNEL NORMAL VELOCITY FOR 0 = 1685.50 CFS = 26.79 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .940 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .998 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 2) (STREAM 2) (HRS) (CFS) (CFS) 14.083 1571.8 1566.7 14.167 1588.8 1582.8 14.250 1612.3 1604.0 14.333 1645.1 1633.5 14.417 1686.7 1672.1 14.500 1735.0 1718.0 14.583 1786.4 1768.3 14.667 1837.2 1819.3 14.750 1885.8 1868.6 14.833 1931.2 1915.2 14.917 1973.0 1958.2 15.000 2011.0~ 1997.6 15.083 2045.0 2033.0 15.167 2075.2 2()64.5 15.250 2101.5 2092.2 15.333 2124.1 2116.1 15.417 2142.0 2135.6 15.500 2151.3 2148.0 15.583 2145.1 2147.3 15.667 2118.9 2128.1 15.750 2075.6 2090.8 15.833 2022.4 2041.2 15.917 1966.9 1986.5 16.000 1917.0 1934.6 16.083 1886.1 1897.0 16.167 1896.7 1893.0 16.250 1965.2 1941.1 16.333 2069.2 2032.5 16.417 2158.4 2126.9 16.500 2210.3 2192.0 16.583 2230.9 2223.6 16.667 2233.5 2232.6 16.750 2233.6 2233.6 16.833 2237.1 2235.9 16.917 2244.7 2242.0 17.000 2255.1 2251.4 17.083 2266.9 2262.7 17.167 2277.9 2274.0 17.250 2283.0 22E31.2 17.333 2277.8 2279.6 17.417 2261.7 2267.4 17.500 2236.8 2245.6 17.583 2205.8 2216.8 17.667 2171.6 2183.7 17.750 2136.9 2149.1 17.833 2102.8 2114.9 17.917 2068.8 2080.8 18.000 2035.0 2046.9 am 18.083 2001.6 2013.4 18.167 1967.9 1979.8 18.250 1932.4 1944.9 18.333 1893.8 1907.4 18.417 1852.9 1867.3 00 18.500 1811.1 1825.9 18.583 1769.5 1784.2 18.667 1728.7 1743.1 = 18.750 1689.8 1703.5 18.833 1653.0 1666.0 18.917 1617.8 1630.2 19.000 1584.1 1596.0 = 19.083 1551.9 1563.2 19.167 1521.1 1532.0 19.250 1491.8 1502.1 19.333 1463.9 1473.7 19.417 1437.3 1446.7 19.500 1411.9 1420.9 19.583 1387.8 1396.3 19.667 1364.8 1372.9 19.750 1342.9 1350.6 19.833 1322.0 1329.3 19.917 1302.1 1309.1 20.000 1283.8 1290.2 * FLOW PROCESS FROM NODE 43.20 TO NODE 43.00 IS CODE = 1 >}>> ANALYSIS<<<(< (UNIT-HYDROGRAPH ADDED TO STREAM #2) ~ W ATERCOURSE "LAG" TIME = .228 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 36.491 WATERCOURSE LENGTH = 6200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 4000.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 150.000 FEET BASIN FACTOR = .025 WATERSHED AREA = 119.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .492 LOW LOSS FRACTION = .379 `0 *HYDROGRAPH MODEL #1 SPECIFIED* 00 SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .76 = SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.30 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.60 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.13 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.75 SPECIFIED PEAK 24-HOUR RAINFALL (INCH)= 11.00 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: ~" 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 = 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 6-HOUR FACTOR = .928 24-HOUR FACTOR = .953 18.000 2035.0 2046.9 18.083 2001.6 2013.4 18.167 1967.9 1979.8 18.250 1932.4 1944.9 18.333 1893.8 1907.4 19.417 1852.9 1867.3 �wo 18.500 1811.1 1825.9 18.583 1769.5 1784.2 18.667 1728.7 1743.1 18.750 1689.8 1703.5 18.833 1653.0 1666.0 = 18.917 1417.8 1630.2 19.000 1584.1 1596.0 =* 19.083 1551.9 1563.2 19.167 1521.1 1532.0 19.250 1491.8 1502.1 4W 19.333 1463.9 1473.7 19.417 1437.3 1446.7 19.500 1411.9 1420.9 19.583 1387.8 1396.3 =" 19.667 1364.8 1372.9 19.750 1342.9 1350.6 19.833 1322.0 1329.3 19.917 1302.1 1309.1 20.000 1283.8 1290.2 _ � FLOW PROCESS FROM NODE 43.20 TO NODE 43.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS((((( (UNIT-HYDROGRAPH ADDED TO STREAM #2> WATERCOURSE "LAG" TIME = .228 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 36.491 WATERCOURSE LENGTH = 6200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 4000.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 150.000 FEET BASIN FACTOR = .025 WATERSHED AREA = 119.000 ACRES = BASEFLOW = '000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .492 LOW LOSS FRACTION = .379 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .76 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.30 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.60 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.13 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.75 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.00 ' *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 = 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 6-HOUR FACTOR = .928 = 24-HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: "" MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 = ===========____�_ UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.494 35.897 = 2 16.310 198.832 3 41.937 368.905 4 70.481 410.805 87. 177 240.276 6 94.712 108.436 7 97.830 44.879 8 98.725 12.881 9 99.365 9.207 10 99.746 5.483 11 99.937 2.742 12 100.000 .914 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 38.5921 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 65.3305 .^ . = = 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 15.083 37.0575 68.00 . . Q . V . . 15.167 37.5226 67.54 . . Q . V . . 15.250 37.9844 67.05 . . Q . V . . 15.333 38.4424 66.51 . . Q . V . . 15.417 38.8895 64.91 . . Q . V . . 15.500 39.2933 58.64 . .Q . V . . 15.583 39.6223 47.78 . Q. . V . . ' 15.667 39.8734 36.45 . Q . . V . . 15.750 40.0868 30.99 . 0 . . V . . 15.833 40.2946 30.17 . 0 . . V . . - 15.917 40.5163 32.20 . 0 . . V . . 16.000 40.7767 37.80 . 0 . . V . . 16.083 41.1605 55.73 . .0 . V . . 16.167 41.8764 103.94 . . 0 V . -- 16.250 42.8923 147.51 . . . V Q. . 16.333 43.9374 151.75 . . . V 0 . 16.417 44.6431 102.46 . . Q V . . ' 16.500 45.1102 67.83 . . 0 . V . • 16.583 45.5048 57.30 . .0 . V . • 16.667 45.9092 58.72^ . .0 . V . . 16.750 46.3508 64.11 . . Q . V . . ' 16.833 46.8097 66.64 . . Q . V . . 16.917 47.2772 67.88 . . 0 . V . . 17.000 47.7490 68.50 . . 0 . V. . ' 17.083 48.2219 68.67 . . 0 . V. . 17.167 48.6786 66.31 . . 0 . V. . 17.250 49.0984 60.96 . . 0 . V . 17.333 49.4736 54.48 . 0 . V . 17.417 49.8197 50.25 . 0 . V . 17.500 50.1495 47.89 . Q. . V . 17.583 50.4696 46.48 . Q. . V . 17.667 50.7836 45.58 . Q. . .V . 17.750 51.0920 44.78 . 0 . . .V . 17.833 51.3956 44.08 . 0 . ' . .V . 17.917 51.6948 43.45 . 0 . . .V . 18.000 51.9902 42.89 . 0 . . .V . -44,****)1,*******4********************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 43.00 IS CODE = 1 )))))UNIT-HYDROGRAPH ANALYSIS<<<(< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE "LAG" TIME = .337 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 24.760 WATERCOURSE LENGTH = 18900.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 80()0.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 290.000 FEET BASIN FACTOR = .017 WATERSHED AREA = 1251.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIVUM WATERSHED LOSS RATE(INCH/HOUR) = .444 LOW LOSS FRACTION = .370 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.18 .n SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.95 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.53 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.45 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 6-HOUR FACTOR = .928 24-HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.478 223.665 - 2 7.257 874.230 3 20.430 1992.946 44W 4 37.860 2637.057 5 59.088 3211.631 6 75.831 2533.111 7 86.417 1601.575 8 92.403 905.729 95.948 536.274 = 10 97.826 284.162 11 98.468 97.185 12 98.933 70.244 13 99.380 67.618 14 99.752 56.312 15 99.938 28.156 16 100.000 9.385 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 378.6508 40 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 659.2186 _ 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 300.0 600.0 900.0 1200.0 15.083 368.6670 679.05 . . . 0 . . 15.167 373.3275 676.71 . . . Q . . 15.250 377.9673 673.70 . . . 0 • • . 15.333 382.5834 67O.26 . . . QV . . 15.417 387.1365 661.11 . . . QV . . 15.500 391.5220 636.77 . . .0 V . . 15.583 395.5666 587.28 . • Q. V . • '- 15.667 399.1899 526.11 . . Q . V . . 15.750 402.3385 457.17 . . 0 . V . . 15.833 405.1752 411.90 . . 0 . V . . _ 15.917 407.9267 399.51 . . Q . V . . 16.000 410.8123 418.98 . . 0 . V . . 16.083 414.2772 503.10 . . 0 . V . . 16.167 418.9017 671.48 . . . Q V . . -- 16.250 425.1426 906.18 . . . V 0 . 16.333 432.2603 1033.50 . . . V . Q . 16.417 439.8579 1103.17 . . . V . Q . - 16.500 446.4270 953.83 . . . V .0 . 16.583 451.8179 782.77 . . . QV . • 16.667 456.4794 676.84^ . . . 0 V . . 16.750 460.9852 654.24 . . .�� \� . . - 16.833 465.4735 651.70 . . . V . . 16.917 469.9583 651.20 . . . � . . 17.000 474.5551 667.45 . . . 0 � . . ' 17.083 479.2321 679.09 . . , Q V. , 17.167 483.8835 675.38 . . . 0 V. . 17.250 488.3542 649.16 . . . V. . 17.333 492.5807 613.69 . . 0 V. . 17.417 496.5078 570.21 . . Q. V . 17.500 500.1902 534.68 . . 0 . V . 17.583 503.6969 509.17 . . Q . V . 17.667 507.0822 491.55 . . 0 . V . 17.750 510.3763 478.30 . . Q . V . 17.833 513.6021 468.39 . . Q . .V . 17.917 516.7780 461.14 . . Q . .V . 18.000 519.9087 454.58 . . Q . .V . ************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 404.00 IS CODE = 5 __ >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 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 = .00 UPSTREAM ELEVATION = 1530.00 DOWNSTREAM ELEVATION = 1450.00 CHANNEL LENGTH(FT) = -'-3650.00 -'-` I ='^`-'^ - CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3332.57 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2389.58 CHANNEL NORMAL VELOCITY FOR Q = 2389.58 CFS = 31.01 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .948 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .998 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 2) (STREAM 2) (HRS) (CFS) (CFS) 15.083 2780.1 2767.8 15.167 2808.8 2798.1 15.250 2832.9 2823.9 15.333 2852.9 2845.4 15.417 2861.7 2858.4 15.500 2843.4 2850.2 15.583 2782.4 2805.2 15.667 2690.7 2724.9 15.750 2579.0 2620.7 15.833 2483.2 2519.1 15.917 2418.2 2442.5 16.000 2391.4 2401.5 16.083 2455.9 • 2431.8 16.167 2668.4 2589.1 16.250 2994.8 2872.8 16.333 3217.8 3134.4 16.417 3332.6 3289.6 16.500 3213.7 3257.9 16.583 3063.7 3119.7 16.667 2968.1 3003.9 16.750 2951.9 2958.0 16.833 2954.2 2953.4 16.917 2961.1 2958.5 17.000 2987.4 2977.6 17.083 3010.5 3001.9 17.167 3015.7 3013.8 17.250 2991.3 3000.4 17.333 2947.8 2964.0 17.417 2887.8 2910.2 17.500 2828.2 2850.5 17.583 2772.4 2793.3 17.667 2720.8 2740.1 17.750 2672.2 2690.4 17.833 2627.3 2644.1 17.917 2585.4 2601.1 18.000 2544.4 2559.7 18.083 2502.8 2518.3 18.167 2457.2 2474.2 18.250 2404.1 2423.9 18.333 2345.0 2367.1 18.417 2281.3 2305.1 18.500 2220.5 2243.2 18.583 2164.7 2185.6 18.667 2113.7 2132.8 18.750 2066.2 2084.0 18.833 2022.4 2038.8 18.917 1981.6 1996.9 19.000 1942.7 1957.2 19.083 1905.4 1919.3 19.167 1869.9 1883.2 19.250 1836.1 1848.7 19.333 1804.0 1816.0 19.417 1773.4 1784.8 19.500 1744.2 1755.1 19.583 1716.4 1726.8 19.667 1689.9 1699.8 19.750 1664.5 1674.0 19.833 1640.4 1649.4 19.917 1617.3 1625.9 20.000 1595.7 1603.8 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 1 > > >> >UNIT- HYDROGGRAFH ANALYSIS< < < << (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERCOURSE "LAG" TIME = .118 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 70.386 WATERCOURSE LENGTH = 4000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 1800.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 80.000 FEET BASIN FACTOR = .020 • WATERSHED AREA = 102.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .411 LOW LOSS FRACTION = .350 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .67 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.18 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.57 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.50 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 10.00 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .425 30- MINUTE FACTOR = .465 1 -HOUR FACTOR = .491 3 -HOUR FACTOR = .837 6 -HOUR FACTOR = .928 24 -HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: MOI=DEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 8.77i. 108.192 2 53.386 550.356 3 89.505 445.558 4 97.972 104.439 5 99.358 17.099 -~ 6 99.743 4.752 7 99.936 2.376 =' 8 100.000 .792 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 27.7957 - TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 53.1818 _ ° f MMM = � = = ta* 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS{CFS} TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 - 15.083 30.5189 55.00 . .Q . V • • 15.167 30.8963 54.81 . Q . V . . 15.250 31.2724 54.61 . Q . V . . _- 15.333 31.6469 54.38 . Q . V . . 15.417 32.0030 51.70 . Q . V . • 15.500 32.2723 39.11 . Q . . V . . 15.583 32.4770 29.72 . Q . . V . . - 15.667 32.6789 29.32 . Q . . V . . 15.750 32.8904 30.71 . Q . . V . . 15.833 33.0989 30.28 . Q . . V . . -- 15.917 33.3201 32.12 . Q . . V . . 16.000 33.6058 41.48 . 0 . . V . . 16.083 34.1353 76.87 . . 0 . V . . 16.167 35.3036 169.65 . . . V . 0 . - 16.250 36.2540 137.99 . . . Q . • 16.333 36.6598 58.93 . .0 . V . . 16.417 36.9198 37.75 . 0 . . V . . - 16.500 37.2220 43.88 . 0 . . V . . 16.583 37.5816 52.20 . Q . V . . 16.667 37.9555 54.30' . 0 . V . . 16.750 38.3332 54.83 . 0 . V . . ,- 16.833 38.7137 55.26 . .Q . V. . 16.917 39.0967 55.61 . .0 . V. . 17.000 39.4817 55.89 . .0 . V. . '- 17.083 39.8597 54.89 . 0 . V. . 17.167 40.1948 48.66 . Q. . V . 17.250 40.4924 43.22 . 0 . . V . 17.333 40.7778 41.43 . 0 . . V . 17.417 41.0575 40.62 . 0 . . V . 17.500 41.3330 40.00 . Q . . .\/ . 17.583 41.6046 39.43 . 0 . . .V . 17.667 41.8727 38.93 . 0 . . .V . 17.750 42.1376 38.46 . 0 . . .V . 17.833 42.3995 38.03 . 0 . . .V . 17.917 42.6586 37.62 . 0 . . . V . 18.000 42.9150 37.23 . 0 . . . V . **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 7 >>>>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<{<<{ _ **************************************************************************** ' FLOW PROCESS FROM NODE .43 TO NODE .44 IS CODE = 3 >}}}>MODEL FLOW-THROUGH DETENTION BASIN ROUTING((((( ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) _ .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTEF:VAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 . 00 .00 .000 .10 3000.00 .300 3 3.00 3178.00 9.300 4 10.00 4352.00 95.700 5 20.00 5618.00 225.700 6 22.00 5838.00 251.700 7 25.00 6154.00 290.700 INFLOW (STREAM 1) V effective depth 1 (and volume) V detention I < - -). outflow basin 'I A 1 \ , storage ; basin outlet V OUTFLOW (STREAM 1) BASIN ROUTING MODEL RESULTS(5- MINUTE INTERVALS): TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FIL.LED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 15.083 .000 5002.1 10.16 4345.5 97.779 15. 167 .000 5053.7 10.51 4394.4 102.320 • 15.250 . 000 5098.3 10.86 4438.6 106.863 15.333 .000 5136.9 11.21 4482.7 111.369 15.417 .000 5163.9 11.54 4526.0 115.762 15.500 .000 5158.6 11.86 4567.2 119.835 15.583 .000 5117.4 12.13 4604.3 123.370 15.667 .000 5047.4 12.35 4635.3 126.208 15.75000 .000 4952.1 12.50 4658.9 128.227 15.833 .000 4854.2 12.60 4674.8 129.463 15.917 .000 4781.1 12.65 4684.0 130.131 16.000 .000 4749.9 12.68 4689.3 130.548 16.083 .000 4817.7 12.75 4695.5 131.390 16.167 .000 5074.8 12.94 4711.7 133.890 16.250 .000 5340.4 13.25 4743.9 137.998 16.333 .000 5540.5 13.65 4789.1 143. 173 16.417 .000 5694.8 14. 10 4842.9 149.040 16.500 .000 5691.0 14.52 4898.0 154.501 16.583 .000 5580.7 14.86 4945.9 158.873 16.667 .000 5481.5 15.12 4983.9 162.300 16.750 .000 5447.3 15.35 5015.1 165.277 16.833 .000 5453.7 15.57 5043.3 168.103 16.917 .000 5470.9 15.78 5070.5 170.861 17.000 .000 5502.9 16.00 5097.5 173.653 17.083 .000 5539.5 16.22 5125.0 176.508 17. 167 .000 5558.7 16.43 5152.6 179.305 17.250 .000 5553.1 16.63 5178.7 181.883 17.333 .000 5527.2 16.80 5202.2 184.122 17.417 .000 5483.6 16.94 5221.9 185.924 17.500 .000 5432.5 17.04 5237.2 187.269 17.583 .000 5382.1 17.11 5248.2 188.191 17.667 .000 5334.4 17.16 5255.4 188.736 17.750 .000 5289.1 17. 17 5259.0 188.943 17.833 .000 5246.4 17.17 5259.6 188.852 17.917 .000 5206.3 17.14 5257.4 188.499 18.000 .000 5167.3 17.09 5252.9 187.910 18.083 .000 5127.0 17.03 5246.0 187.091 18.167 . 000 5080.1 16.95 5236.8 186.012 18.250 .000 5026.8 16.84 5224.9 184.648 18.333 .000 4968.3 16.71 5210.1 182.983 18.417 .000 4903.9 16.56 5192.3 180.997 18.500 .000 4838.3 16.38 5171.5 178.702 18.583 .000 4775.5 16.19 5147.8 176.138 .-., 18.667 .000 4716.6 15.97 5121.8 173.347 18.750 . 000 4660.8 15.74 5093.6 170.366 18.833 .000 4608.2 15.50 5063.9 167.228 18.917 .000 4558.2 15.25 5032.7 163.961 19.000 .000 4510.2 14.99 5000.3 160.585 19.083 .000 4463.5 14.72 4967.0 157.117 19.167 .000 4418.2 14.45 4932.9 153.573 r-- 19.250 .000 4374.4 14. 17 4898.0 149.967 19.333 .000 4332.1 13.89 4862.7 146.312 19.417 .000' 4291.1 13.61 4826.9 142.622 19.500 .000 4251.3 13.32 4790.9 138.906 19.583 .000 4212.8 13.04 4754.6 135.174 19.667 .000 4175.4 12.75 4718.2 131.436 19.750 . 000 4139.1 12.46 4681.8 127.698 19.833 .000 4103.9 12.17 4645.4 123.968 19.917 .000 4069.7 11.89 4609.2 120.252 20.000 .000 4036.7 11.60 4573.1 116.558 20. < >83 .000 4005.6 11.32 4537.3 112.896 20.167 .000 3976.3 11.04 4501.8 109.277 20.250 .000 3948.1 10.77 4466.8 105.704 20.333 .000 3920.6 10.50 4432.3 102. 180 20.417 .000 3893.5 10.23 4398.2 98.705 20.500 .000 3866.9 9.97 4363.8 95.283 20.583 .000 3840.8 9.70 - 4323.7 91.956 20.667 .000 3815.1 9.44 4279.4 88.758 20.750 .000 3789.8 9.19 4236.8 85.680 20.833 .000 3764.9 8.95 4195.7 82.713 20.917 .000 3740.5 8.72 4156.1 79.851 n 4 4‹*: il: W**** N•* 8c**** 4 * * * ** * * *** * * ** * * ** * ** * **- ** ** <*: * * * * * * * * * * * * * * * * * * * * * *** * ** FLOW PROCESS FROM NODE 4.00 TO NODE 4. 10 IS CODE = 1 >> > > >UNIT- HYDROGRAPH ANALYSIS < <<<< (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .126 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 66.144 WATERCOURSE LENGTH = 122200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 2400.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 640.000 FEET BASIN FACTOR = .015 WATERSHED AREA = 585.000 ACRES 4110 WATERSHED = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .291 LOW LOSS FRACTION = .246 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .58 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.18 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.58 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.07 = SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.65 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.60 ~~ *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 6-HOUR FACTOR = .928 24-HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 **> NOTE: RATIO OF (LENGTH TO CENTROID) / (LENGTH OF WATERCOURSE) IS NOT BETWEEN [.25] AND [.75] °~ ====== �_�____ UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) =° 1 7.759 548.912 2 48.578 2887.896 3 86.696 2696.776 4 97.286 749.255 = 99.141 131.231 ~m6 6 99.656 36.464 7 99.914 18.232 8 100.000 6.077 °� TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 119.3719 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 372.8982 = = = = ■ _ _ 24-HOUR STORM RUNOFF HYDROGRAPH = HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 - 15.083 215.9661 393.89 . . 0 . V . . 15.167 218.6596 391.10 . . 0 . V . . 15.250 221.3331 388.19 . . 0 . V . . 15.333 223.9841 384.93 . . Q . V . . 15.417 226.5054 366.08 . . 0 . V . . 15.500 228.4475 282.00 . . Q . V . . 15.583 229.8863 208.91 . Q. . V . . '- 15.667 231.2623 199.80 . 0 . . V . . 15.750 232.7153 210.97 . Q. . V . • 15.833 234.2565 223.79 . Q. . V . . _ 15.917 235.9641 247.94 . .0 . V . . 16.000 238.0971 309.71 . . 0 . V . . 16.083 241.4412 485.57 . . .0 V . . 16.167 247.5774 890.98 . . . V . 0. '- 16.250 253.0658 796.91 . . . V . 0 • 16.333 255.8267 400.89 . . 0 . V . . 16.417 257.6280 261.55 . .0 . V . . ~- 16.500 259.6776 297.59 . . 0 . V . . 16.583 262.1709 362.03 . . 0 . V . . 16.667 264.8142 383.82 . . 0 . V . . ._ 16.750 267.5101 391.44 . . 0 . V . . 16.333 270.2464 397.30 . . 0 . V . . 16.917 273.0167 402.25 . . 0 . V. . 17.000 275.8161 406.48 . . 0 . V. . - 17.083 278.5706 399.95 . . 0 . V. . 17.167 260.9732 348.86 . . 0 . V . 17.250 283.0230 297.63 . . 0 . V . . 17.333 284.9482 279.54 . . 0 . V . 17.417 286.8244 272.42 . . 0 . V . 17.500 288.6653 267.29 . .0 . V . 17.583 290.4753 262.81 . .0 . .V . 17.667 292.2579 258.83 . .0 . .V . 17.750 294.0157 255.23 . .0 . .V . 17.833 295.7503 251.87 . .0 . .V . 17.917 297.4632 248.71 . .0 . .V . 18.000 299.1556 245.74 . 0 . . V . **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERCOURSE "LAG" TIME = .636 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 13.099 WATERCOURSE LENGTH = 19400.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 11600.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 3880.000 FEET BASIN FACTOR = .045 WATERSHED AREA = 1960.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .650 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .350 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .308 LOW LOSS FRACTION = .132 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .76 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.55 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 2.08 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 4.13 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 6.94 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 16.80 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 6-HOUR FACTOR = .928 24-HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: ~ MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 • ======__ UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.044 247.359 2 3.531 589.553 3 7.053 834.867 4 12.182 1215.882 5 18.808 1570.458 6 26.263 1767.202 7 34.726 2005.931 8 47.713 3078.425 9 55.839 1926.252 10 60.977 1217.831 11 65.022 958.946 12 68.433 808.451 13 71.241 665.700 14 73.871 623.334 15 76.097 527.631 16 78.176 492.897 17 79.967 424.545 18 81.650 398.755 19 83.152 356.225 20 84.535 327.713 21 85.757 289.598 22 86.890 268.642 23 87.937 248.179 24 88.872 221.534 25 89.725 202.335 26 90.466 175.556 27 91.146 161.115 28 91.752 143.669 29 92.324 135.571 30 92.821 117.803 31 93 .278 108.390 32 93.599 76.083 33 93.893 69.824 34 94.188 69.884 35 94.478 68.575 36 94.748 64.064 37 95.016 63.629 38 95.285 63.641 39 95.529 57.912 40 95.750 52.324 41 95.970 52.174 42 96.190 52.174 43 96.405 51.085 44 96.617 50.022 45 96.828 50.022 46 97.038 49.926 47 97.237 47.076 48 97.402 39.160 49 97.521 28.279 50 97.640 28.055 51 97.752 26.523 52 97.862 26.101 r_ 53 97.972 26.053 54 98.079 25.407 55 98.172 22.168 56 98.264 21.723 57 98.356 21.721 58 98.450 22.342 59 98.550 23.850 60 98.651 23.899 61 98.752 23.901 62 98.829 18.307 63 98.875 10.936 64 98.921 10.836 65 98.967 10.887 66 99.013 10.862 67 99.059 10.885 68 99.105 10.836 69 99.150 10.887 70 99.196 10.885 71 99.242 10.836 72 99.288 10.885 73 99.334 10.836 74 99.380 10.887 75 99.426 10.885 76 99.471 10.836 77 99.512 9.650 78 99.535 5.442 79 99.557 5.147 80 99.578 5.047 81 99.600 5.147 82 99.621 5.145 83 99.643 5.096 84 99.667 5.642 85 99.688 5.096 86 99. 71 0 5.096 87 99.731 5.096 88 99.753 5.096 89 99.774 5.098 90 99.796 5.096 91 99.817 5.096 92 99.839 5.096 93 99.860 5.096 94 99.882 5.098 = 95 99.903 5.096 AM 96 99.925 5.096 97 99.946 5.096 98 99.968 5.096 99 99.989 5.098 100 100.000 2.555 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 342.4125 ~ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2271.4440 -no iS■ � �e 2 4-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 600.0 1200.0 1800.() 2400.0 15.083 1214.5140 1978.68 . . .V . Q . 15.167 1228.1700 1982.79 . . .V . Q . 15.250 1241.8360 1984.42 . . .V . Q . ' 15.333 1255.5010 1984.04 . . . V . Q . 15.417 1269.0750 1970.93 . . . V . Q . 15.500 1282.4460 1941.59 . . . V . Q . 15.583 1295.5480 1902.30 . . . V .0 . - 15.667 1308.2730 1847.76 . . . V Q . 15.750 1320.5380 1780.83 . . . V Q. . 15.833 1332.3160 171().15 . . . V Q . . ~ 15.917 1343.6150 1640.73 . . . V Q . . 16.000 1354.2400 1542.67 . . . V Q . . 16.083 1365.0260 1566.17 . . . V Q . . 16.167 1376.3960 1650.87 . . . V Q . . - 16.250 1388.2970 1728.01 . . . V Q . . 16.333 1400.9170 1832.54 . . . V Q . 16.417 1414.2660 1938.24 . . . V . Q . ~- 16.500 1428.2320 2027.78 . . . V . Q . 16.583 1442.8530 2123.07 . . . V . Q . 16.667 1458.9460 2336.65~ . . . V . Q . _ 16.750 1473.1550 2063.19 . . . V . Q . 16.833 1486.2830 1906.13 . . . V .0 . 16.917 1499.2050 1876.21 . . . V .0 . 17.000 1512.5550 1938.50 . . . V . Q . ^ 17.083 1526.1150 1968.86 . . . V . Q . 17.167 1539.8330 1991.88 . . . V . Q . 17.250 1553.5490 1991.60 . . . V . Q . 17.333 1567.2740 1992.83 . . . V . Q . 17.417 1580.8780 1975.32 . . . V . Q . 17.500 1594.3870 1961.48 . . . V . Q . 17.583 1607.7110 1934.64 . . . V . Q . 17.667 1620.7190 1888.71 . . . V .0 . 17.750 1633.4980 1855.61 . . . V Q . 17.833 1646.1490 1836.88 . . . v Q . 17.917 1658.6870 1820.54 . . . VO . 18.000 1671.1190 1805.14 . . . VQ . **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.10 IS CODE = 5 >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<(< __ ___ _ _ THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER ' TO ROUTE THE STREAM 3 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) = 25.00 CHANNEL Z = 2.50 UPSTREAM ELEVATION = 2160.00 DOWNSTREAM ELEVATION = 1950.00 • . CHANNEL LENGTH(FT) = 2400.00 ' - MANNINGS FACTOR = .030 ' - - - CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2336.65 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1683.15 CHANNEL NORMAL VELOCITY FOR Q = 1683.15 CFS = 22.93 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .931 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .998 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 15.083 1978.7 1976.7 15.167 1982.8 1981.4 15.250 1984.4 1983.9 15.333 1984.0 1984.2 15.417 1970.9 1975.2 15.500 1941.6 1951.2 15.583 1902.3 1915.1 15.667 1847.8 1865.6 15.750 1780.8 1802.7 15.833 1710.1 1733.2 15.917 1640.7 1663.4 16.000 1542.7 1574.7 16.083 1566.2' 1558.6 16.167 1650.9 1623.3 16.250 1728.0 1702.8 16.333 1832.5 1798.4 16.417 1938.2 1903.7 16.500 2027.8 1998.5 16.583 2123.1 2092.0 16.667 ' 2336.7 2267.0 16.750 2063.2 2152.2 16.833 1906.1 1957.5 16.917 1876.2 1886.0 17.000 1938.5 1918.2 17.083 1968.9 1958.9 17.167 1991.9 1984.4 17.250 1991.6 1991.7 17.333 1992.8 1992.4 17.417 1975.3 1981.0 17.500 1961.5 1966.0 17.583 1934.6 1943.4 17.667 1888.7 1903.7 17.750 1855.6 1866.4 17.833 1836.9 1843.0 17.917 1820.5 1825.9 18.000 1805.1 1810.2 **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 3.00 IS CODE = 5 >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<(<<< THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 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) = 15.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1950.00 DOWNSTREAM ELEVATION = 1570.00 CHANNEL LENGTH(FT) = 6700.00 MANNINGS FACTOR = .014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2266.99 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1660.44 = CHANNEL NORMAL VELOCITY FOR Q = 1660.44 CFS = 40.19 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .959 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .994 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 15.083 1976.7 1972.9 15.167 1981.4 1978.9 15.250 1983.9 1982.6 15.333 1984.2 1984.0 15.417 1975.2 1980.0 15.500 1951.2 1964.1 15.583 1915.1 1934.5 15.667 1865.6 1892.2 15.750 1802.7 1836.5 15.833 1733.2 1770.7 15.917 1663.4 1701.1 16.000 1574.7 1622.5 16.083 1558.6 1567.5 16.167 1623.3 1588.6 16.250 1702.8 1660.0 16.333 1798.4 1746.9 16.417 1903.7 1847.0 16.500 1998.5 1947.4 16.583 2092.0 2041.6 16.667 2267.0 2172.9 16.750 2152.2 2213.1 16.833 1957.5 2062.2 16.917 1886.0 1925.0 17.000 1918.2 1901.2 17.083 1958.9 1937.0 17.167 1984.4 1970.6 17.250 1991.7 1987.7 17.333 1992.4 1992.0 17.417 1981.0 1987.1 *1of 17.500 1966.0 1974.1 17.583 1943.4 1955.6 17.667 1903.7 1925.0 17.750 1866.4 1886.5 17.833 1843.0 1855.7 17.917 1825.9 1835.1 18.000 1810.2 1818.6 =w *********************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 )))))UNIT-HYDROGRAPH ANALYSIS« << (UNIT- HYDROGRAPH ADDED TO STREAM #3) WATERCOURSE "LAG" TIME = .261 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 31.976 WATERCOURSE LENGTH = 17800.0c :00 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 8200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 2300.000 FEET BASIN FACTOR = .020 WATERSHED AREA = 1947.000 ACRES BASEFLOW = .000 CFS /Sc!UARE -MILE VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .350 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .650 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLEY(UNDEVELOPED /DESERT): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .475 LOW LOSS FRACTION = .349 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .60 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.26 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.69 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.30 SPECIFIED PEAK 6- HOUR•RAINFALL(INCH) = 5.10 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 11.50 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .425 30- MINUTE FACTOR = .465 1 -HOUR FACTOR = .491 3 -HOUR FACTOR = .837 6 -HOUR FACTOR = .928 24 -HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIMC(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.232 525.475 2 10.878 2035.799 3 28.831 4227.423 A. 57.739 6806.794 5 73.302 3664.560 6 82.163 2086.481 7 87.737 1312.598 B 91.338 947.810 93.725 562.004 10 95.592 439.556 11 96.980 326.957 12 97.956 229.866 13 98.589 149.075 14 98.882 68.891 15 99.114 54.530 16 99.316 47.660 17 99.458 33.357 = 18 99.599 33.357 19 99.741 33.355 20 99.883 33.357 21 100.000 27.629 = ~~ TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 612.5674 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1165.0090 = ~� Aka = ■� xakg 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. 550.0 1100.0 1650.0 2200.0 15.083 655. 4016 1229.61 . 0 15.167 663.8232 1222.83 . . . 0 . 15.250 672.1956 1215.66 . . . QV . . 15.333 680.5105 1207.33 . .0 V . 15.417 688. 6706 1184.84 .0 V . 15.500 696.4016 11' .54 0 V . 15.583 703. 3366 1006.97 . . 0 . V . . ' 15.667 709.0701 . 832.50 . . 0 V . 15.750 714. 2766 755.98 . . 0 . V . 15.833 719.3365 734.71 . . 0 . V . . 15.917 724.4773 746.44 . . 0 . V . 16.000 730.0001 801.91 . r 0 V 16.083 736.8435 993.67 . . 0 . V . • 16.167 746.3227 1376.38 . . . 0 ` 16.250 758. 8326 1816.45 . . . V . Q • 16.333 773.8200 2176.16 . . . V . 0. 16.417 784.5177 1553.31 . . . V 0 . . 16.500 792.9726 1227.65 . . 0 V . 16.583 800.6775 1118.75 . . 0 V . 16.667 808.7000 1164.87' . . 0 V 16.750 816. 9023 1190.98 . . 0 V . . 16.833 825.2857 1217.26 . . 0 V . 16.917 833.7674 1231.54 . . 0 V . 17.000 842.3033 1239.41 . . 0 V . 17.083 850. 8178 1236.31 . . 0 V. . 17.167 859. 1404 1208.44 . . 0 V. . 17.250 867. 0781 3.152.56 . 0 V. 17.333 874.3105 1050.15 . 0. V 17.417 881. 1167 988.25 5 . . 0 V - 17.500 887.6511 948.79 . 0 . V . 1 7.583 893.9855 919.75 . 0 V 17.667 900.1627 896.94 . . 0 . V . 17.750 906. 20 18 876.87 . 0 .V . 17.833 93.2.0948 855.67 . 0 .V 17.917 917.8895 841.38 . 0 .V . 18.000 923.6002 829.20 . . 0 .V . r> f:******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5 > > >> >MODEL CHANNEL ROUTING BY THE CONVEX METHOD < <((( THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 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) = 22.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1570.00 DOWNSTREAM ELEVATION = 1380.00 CHANNEL LENGTH(FT) = 5500.00 MANNINGS FACTOR = .014 . CHANNEL ROUTING COEFFICIENT ESTIMATED: . MAXIMUM INFLOW(CFS) = 3923.08 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2744.42 = CHANNEL NORMAL VELOCITY FOR Q = 2744.42 CFS = 37.08 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .956 ^_ MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .996 - . CONVEX METHOD CHANNEL ROUTING RESULTS: ~~ MODEL INFLOW OUTFLOW = TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) - 15.083 3202.5 3200.4 15.167 3201.7 3202.1 ~- 15.250 3198.2 3199.9 ~ 15.333 3191.3 3194.6 15.417 3164.9 3177.4 ~~ 15.500 3086.6 3123.6 15.583 2941.5 3010.6 ~- 15.667 2724.7 2828.0 ~ 15.750 2592.5 2655.8 15.833 2505.4 2547.0 ~- 15.917 2447.5 2475.2 16.000 2424.4 2435.5 16.083 2561.2 2496.2 16.167 2965.0 2772.9 16.250 3476.4 3232.6 ~~ 16.333 3923.1 3709.8 16.417 3400.3 3647.7 16.500 3175.0 3283.1 16.583 3160.3 3167.8 16.667 3337. 3253.5 16.750 3404.1 3372.2 16.833 3279.5 3338.6 16.917 3156.5 3215.2 17.000 3140.6 3148.4 17.083 3173.3 3157.8 17.167 3179.0 3176.2 ~ 17.250 3140.2 3158.7 . 17.333 3042.1 3088.8 17.417 2975.4 3007.3 MN 17.500 -, P" , ". .c. 2948.0 17.583 2875.3 2898.0 . 17.667 2822.0 2847.4 m 17.750 2763.4 2791.3 17.833 2711.4 2736.2 °° 17.917 2676.5 2693.2 18.000 2647.8 2661.5 . °~ ***** . FLOW PROCESS FROM NODE 6.10 TO NODE 4.00 IS CODE = 1 . )> > > >UNIT-HYDROGRAPH ANALYSIS< < < < < = - (UNIT-HYDROGRAPH ADDED TO STREAM #3) - WATERCOURSE "LAG" TIME = .700 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 27.808 *411 WATERCOURSE LENGTH = 12600.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 7300.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 310.000 FEET BASIN FACTOR = .020 WATERSHED AREA = 924.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .504 LOW LOSS FRACTION = .428 *HYDROGRAPH MODEL #1 SPECIFIED* = SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .56 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.16 °~ SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.91 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.40 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)== 9.80 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 6-HOUR FACTOR = .928 24-HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.703 190.295 2 9.305 849.455 3 25 1791.952 4 47.046 2425.486 69.072 2461 .345 6 83.532 1615.823 =~ 7 91.405 879.762 8 95.734 483.759 9 97.857 237.254 10 98.547 77.126 11 99.068 58.265 12 99.590 58.265 13 100.000 45.836 ^� TOTAL SOIL-LOSS VOLUME (ACHE-FEET) = 303. 1797 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 415.7392 _____________-__ = , . 24-HOUR STORM RUNOFF HYDROGRAPH __ __=__ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) 0(CFS) 0. 200.0 400.0 600.0 800.0 16.083 260.8537 354.63 . . 0 . V . . 16.167 264.3373 505.82 . . . 0 . . 16.250 269.0761 688.07 . . . V . Q . .- 16.333 274.5169 790.01 . . . V . Q. 16.417 279.7990 766.96 . . . V . 0 . 16.500 283.9670 605.19 . . . V 0 . 16.583 287.2866 481.99 . . . Q V . . '' 16.667 290.2855 435.45 . . .Q V . . 16.750 293.2215 426.30 . . .Q V . . 16.833 296.1515 425.43 . . .� V . . - 16.917 299.1696 438.23 . . .Q V . . 17.000 302.2578 448.41 . . . Q V. . �**.v************************************************************************ FLOW PROCESS FROM NODE 4.10 TO NODE 4.00 IS CODE = 3 - >>>>>MODEL FLOW-THROUGH DETENTION BASIN ROUTIWG<<(<< ===_ . ' ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: ' SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 ' {� SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 2.00 32.00 6.200 3 6.00 254.00 61.400 4 10.00 576.00 182.000 5 14.00 743.00 379.100 6 18.00 1275.00 604.500 7 22.00 1556.0() 883.900 8 26.00 2120.00 1163.100 9 30.00 2444.00 1457.900 10 34.00 2726.00 1768.400 11 38.00 2978.00 2078.900 12 42.00 3210.00 2421.300 13 46.00 3425.00 2763.700 14 48.00 3528.00 2934.500 15 50.00 5624.00 3119.300 16 52.00 8429.00 3304.100 INFLOW (STREAM 1) V effective depth - 1 (and volume) 1 detention 1< - - >1 outflow 1 basin 1 A ' \ 1 storage 1 basin outlet V OUTFLOW (STREAM 1) BASIN ROUTING MODEL RESULTS(5- MINUTE INTERVALS): TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 15.083 .000 4739.4 32.55 2617.0 1655.644 15.167 . 000 4785.5 32.74 2630.3 1670.486 15.250 .000 4826.8 32.93 2643.9 1685.520 15.333 .000 4867.6 33.13 2657.6 1700.740 15.417 .000 4892.1 33.33 2671.5 1716.033 15.500 .000 4849.2 33.52 2685.2 1730.937 15.583 .000 4813.2 33.70 2698.6 1745.500 15.667 .000 4835.1 33.89 2711.8 1760.123 15.750 .000 • 4869.9 34.08 2724.9 1774.895 15.833 .000 4898.6 34.28 2737.3 1789.780 15.917 .000 4932.0 34.47 2749.5 1804.811 16.000 .000 4999.0 34.67 2761.8 1820.219 16.083 .000 5181.0 34.88 2774.8 1836.791 16. 167 .000 5602.7 35. 13 2789.4 1856. 167 16.250 .000 5540.8 35.37 2804.9 1875.009 16.333 .000 5190.0 35.58 2819.1 1891.338 16.417 .000 5104.4 35.79 2832.1 1906.987 16.500 .000 5195.6 35.99 2845.0 1923.175 16.583 .000 5307.9 36.21 2858.5 1940.045 16.667 .000 5367.7 36.43 2872.3 1957.231 16.750 .000 5406.5 36.66 2886.3 1974.588 16.833 .000 5440.6 36.88 2900.4 1992.083 16.917 .000 5472.8 37.11 2914.7 2009.700 17.000 .000 5504.0 37.34 2929.0 2027.434 17.083 .000 5525.0 37.57 2943.4 2045.214 17.167 .000 5501.4 37.79 2957.8 2062.732 17.250 .000 5476.4 38.01 2971.8 2079.981 17.333 .000 5481.7 38.21 2984.6 2097.179 17.417 .000 5494.3 38.41 2996.2 2114.383 17.5 00 .000 5504.5 38.62 3007.9 2131.577 17.583 .000 5511.0 38.82 3019.5 2148.737 17.667 .000 5514.2 39.02 3031.1 2165.838 17.750 .000 5514.3 39.21 3042.7 2182.860 17.833 .000 5511.5 39.41 3054.2 2199.783 17.917 .000 5506.1 39.61 3065.6 2216.592 i8.000 .000 5498.6 39.80 3076.9 2233.270 18.083 .000 5485.6 40.00 3088.2 2249. 781 18.167 .000 5456.1 40.19 3099.3 2266.012 18.250 .000 5425.0 40.37 3110.2 2281.954 18.333 .000 5402.8 40.56 3120.9 2297.669 18.417 .000 5381.4 40.74 3131.5 2313.165 18.500 .000 5357.6 40.92 3141.9 2328.425 18.583 .000 5331.3 41.09 3152.2 2343.433 18.667 .000 5302.8 41.26 3162.2 2358. 175 18.750 .000 5272.4 41.43 3172.1 2372.639 18.833 .000 5240.4 41.60 3181.8 2386.816 18.917 .000 5207.1 41.76 3191.3 2400.699 19.000 .000 5172.7 41.92 3200.6 2414. 280 19.083 .000 5137.4 42.07 3209.6 2427.557 19.167 .000 5101.4 42.22 3218.0 2440.529 19.25 0 .000 5064.8 42.37 3226.0 2453. 192 19.333 .000 5027.7 42.52 3233.9 2465.546 19.417 .000 4990.3 42.66 3241.6 2477.589 19.500 .000 4952.6 42.79 3249.0 2489.322 19.583 .000 4914.8 42.93 3256.3 2500.744 19.667 .000 4876.9 43.06 3263.4 2511.856 19.750 .000 4839.0 43.18 3270.3 2522.660 19.833 .000 4801.3 43.31 3276.9 2533.158 19.917 .000 4763.7 43.43 3283.4 2543.353 20.000 .000 4726.3 43.54 3289.7 2553.246 20.083 .000 4689.2 43.65 3295.9 2562.842 20.167 .000 4652.5 43.76 3301.8 2572. 144 20.250 .000 4616.2 43.87 3307.5 2581. 156 20.333 .000 4580.5 43.97 3313.1 2589.885 20.417 .000 4545.3 44.07 3318.5 2598.334 20.500 .000 4509.8 44.16 3323.7 2606.502 20.583 .000 4468.6 44.26 3328.8 2614.353 20.667 .000 4423.3 44.34 3333.6 2621 .857 20.750 .000 4379.6 44.43 3338.2 2629.030 20.833 .000 4337.5 44.51 3342.6 2635.882 20.917 .000 4296.9 44.58 3346.8 2642.425 21.000 .000 4257.8 44.66 3350.8 2648.671 . 21.083 .000 4219.9 44.73 3354.6 2654.630 21.167 .000 4183.2 44.79 3358.3 2660.312 21.250 .000 • 4147.7 44.86 3361.8 2665.724 21.333 .000 4113.3 44.92 3365.1 2670.877 21.417 .000 4079.9 44.97 3368.3 2675.779 21.500 .000 4047.5 45.03 3371.3 2680.436 21.583 .000 4015.9 45.08 3374.1 2684.856 21.667 .000 3985.1 45.13 3376.8 2689.045 21.750 .000 3954.9 45.17 3379.4 2693.009 21.833 .000 3925.3 45.22 3381.8 2696.752 21.917 .000 3896.2 45.26 3384.1 2700.279 22.000 .000 3867.6 45.30 3386.2 2703.594 22.083 .000 3839.5 45.33 3388.2 2706.702 22.167 .000 3811.9 45.37 3390.1 2709.607 22.250 .000 3784.8 45.40 3391.9 2712.313 22.333 .000 3758.2 45.43 3393.5 2714.824 22.417 .000 3732.0 45.46 3395.0 2717.145 22.500 .000 3706.2 45.48 3396.4 2719.278 22.583 .000 3680.9 45.50 3397.7 2721.228 22.667 .000 3655.9 45.52 3398.9 2722.999 22.750 .000 3631.4 45.54 3399.9 2724.592 22.833 .000 3607.3 45.56 3400.9 2726.013 22.917 .000 3583.5 45.57 3401.7 2727.265 23.000 .000 3560.1 45.59 3402.5 2728.351 23.083 .000 3537.1 45.60 3403.1 2729.273 23.167 .000 3514.4 45.61 3403.6 2730.036 23.250 . 000 3492.0 45.61 3404.1 2730.642 23.333 .000 3470.0 45.62 3404.4 2731.094 23.417 .000 3448.3 45.62 3404.6 2731.394 23.50 0 .000 3426.9 45.62 3404.8 2731 .547 23.583 .000 3405.9 45.62 3404.8 2731.554 23.667 .000 3385.1 45.62 3404.8 2731.418 23.750 .000 3364.6 45.62 3404.6 2731.143 23.833 .000 3344.4 45.61 3404.4 2730.729 23.917 .000 3324.4 45.61 3404.1 2730.180 24.000 .000 3304.6 45.60 3403.7 2729.497 24.083 .000 3272.0 45.59 3403.2 2728.593 24.167 .000 3196.8 45.57 3402.5 2727.176 �� ' ' -� . �� - __ - -- -.- 24.250 .000 3122.3 45.55 3401.5 2725.253 24.333 .000 3075.4 45.52 3400.2 2723.017 24.417 .000 3032.7 45.50 3398.7 2720.497 24.500 .000 2694.9 45.44 3396.4 2715.665 24.583 .000 2518.6 45.37 3392.9 2709.643 24.667 .000 2444.9 45.29 3389.0 2703.141 24.750 .000 2357.2 45.21 3384.8 2696.064 24.833 .000 2227.5 45.12 3380.0 2688.126 24.917 .000 2014.5 45.01 3374.6 2678.759 25.000 .000 1827.9 44.88 3368.3 2668.150 25.083 .000 1656.8 44.75 3361.3 2656.410 25.167 .000 1530.6 44.60 3353.7 2643.854 25.250 .()00 987.7 44.41 3344.7 2627.622 25.333 .000 465.1 44.18 3333.4 2607.868 _ 25.417 .000 402.0 43.94 3320.8 2587.766 25.500 .000 361.4 43.71 3308.2 2567.472 25.583 .000 312.0 43.47 3295.3 2546.926 25.667 .000 281.5 43.23 3282.4 2526.258 - 25.750 .000 242.3 42.98 3269.4 2505.410 25.833 .000 216.7 42.74 3256.2 2484.477 25.917 .000 182.4 42.49 3243.1 2463.397 -- 26.000 .000 162.3 42.24 3229.8 2442.271 26.083 .000 133.6 42.00 3216.5 2421.039 26.167 .000 110.4 41.75 3202.6 2399.742 26.250 .000 77.3 41.50 3188.1 2378.318 - 26.333 .000 66.3 41.25 3173.6 2356.917 26.417 .000 39.8 41.00 3159.1 2335.434 26.500 .000 39.8 40.75 3144.6 2314.052 '- 26.583 .000 24.4 40.50 3130.1 2292.662 26.667 .000 24.4 40.25 3115.6 2271.372 26.750 .000 • 17.1 40.00 3101.2 2250.132 ' 26.833 .000 17.1 39.75 3086.9 2228.991 26.917 .000 12.8 39.51 3072.6 2207.918 27.000 .000 12.8 39.26 3{)5E3.3 2186.943 27.083 .000 10.5 39.02 3044.1 2166.051 ' 27.167 .000 10.5 38.78 3030.0 2145.255 27.250 .000 8.6 38.53 3015.9 2124.544 27.333 .000 8.6 38.29 3001.9 2103.928 27.417 .000 7.3 38.05 2988.0 2083.400 27.500 .000 7.3 37.79 2973.1 2062.975 27.583 .000 6.3 37.53 2956.8 2042.655 27.667 .000 6.3 37.27 2940.4 2022.447 27.750 .000 5.2 37.01 2924.0 2002.345 27.833 .000 5.2 36.76 2907.8 1982.355 27.917 .000 4.4 36.50 2891.6 1962.471 28.000 .000 4.4 36.25 2875.5 1942.697 28.083 .000 3.6 35.99 2859.5 1923.029 28.167 .000 3.6 35.74 2843.6 1903.470 28.250 .000 3.1 35.49 2827.7 1884.017 28.333 .000 3.1 35.24 2812.0 1864.672 28.417 .000 2.6 34.99 2796.3 1845.431 28.500 .000 2.6 34.75 2780.8 1826.298 28.583 .000 2.1 34.50 2765.3 1807.268 28.667 .000 2.1 34.26 2749.9 1788.344 28.750 .000 1.7 34.01 2734.5 1769.522 28.833 .000 1.7 33.77 2718.5 1750.812 28.917 .000 1.3 33.53 2701.6 1732.215 29.000 .000 1.3 33.30 2684.7 1713.734 29.083 .000 .9 33.06 2668.0 1695.365 29.167 .000 .9 32.82 2651.4 1677.112 29.250 .000 .6 32.59 2634.9 1658.970 29.333 .000 .6 32.36 2618.4 1640.941 29.417 .000 .4 32.13 2602.1 1623.023 29.500 .000 .4 31.90 2585.9 1605.217 29.583 .000 .3 31.67 2569.8 1587.521 29.667 .000 .3 31.44 2553.7 1569.935 29.750 .000 .2 31.22 2537.8 1552.458 29.833 .000 .2 30.99 2522.0 1535.090 29.917 .000 .0 30.77 2506.3 1517.830 r ��****************�****************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 4.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS(M< '- (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .494 HOURS ,- UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 16.884 WATERCOURSE LENGTH = 26600.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 14000.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 330.000 FEET BASIN FACTOR = .017 WATERSHED AREA = 1870.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .320 LOW LOSS FRACTION = .282 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.18 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.55 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.84 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.25 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.80 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 6-HOUR FACTOR = .928 24-HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.()0 _ UNIT HYDROGRAPH DETERMINATION INTERVAL ''S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .965 218.188 2 3.460 564.292 3 9.267 1313.276 4 18.654 2122.795 5 29.627 2481.700 6 43.027 3030.550 7 57.795 3339.754 8 70.260 2818.897 9 79.708 2136.732 10 86.377 1508.242 11 90.722 982.534 12 93.931 725.855 13 96.053 479.846 14 97.442 314.175 15 98.184 167.774 16 98.501 71.605 17 98.817 71.605 18 99.134 71.605 19 99.450 71.605 20 99.767 71.605 21 100.000 52.680 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 403.9300 TOTAL STORM RUNOFF VOLUME(ACRE-FEET, = 1050.9170 = 7 ===================== =_ ____====== === ======_=====_____-_____=======__ :: 4-HOUR STORM RUNOFF HYDROGRAPH ================ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME 0(CFS) 0. 375.0 750.0 1125.0 1500.0 15.083 569.4908 1085.45 . . .V Q . . 15.167 576.9839 1088.01 . . .V Q. . 15.250 581.47E2 1088.17 . . . V Q. . 15.333 591.9624 1086.70 . . . V 0 . . 15.417 599.3972 1079.53 . . . V 0 . . 15.500 606.7228 1063.68 . . . V 0 • . 15.5E3 613.8151 1029.80 . . . V 0 . . 15.667 620.5483 977.65 . . . V Q . . 15.750 626.8895 920.75 . . . VO . . 15.833 632.7820 855.59 . . . 0 V . . 15.917 638.2446 793.17 . . .0 V . . 16.0•0 643.4852 760.92 . . 0 V . • 16.083 64 800.50 . . .Q V . . �6.167 65.1626 895.07 . . . QV . . 16.:5fJ 662.5376 1070.85 . . . V 0 . . 16.3J3 671.1328 1248.02 . . . v . Q . 16.417 680.3935 1344.66 . . . V . Q . 16.500 690.3943 1452.12 . . . V . 0 . 16.583 700.7 1499.72 . . . V . Q. 16.667 710.39 1404.84 . . . V . Q . 16.750 719.2214 1281.15 . . . V . Q . 16.G33 727.3850 1185.35 . . . V .Q . 16.017 735.1644 1129.57 . . . V 0 . 17.� 742.8731 1119.30 . . . VO. . 1 750.4697 1103.02 . . . VO. . 17.167 757.9669 1088.60 . . . VO. . 17.250 765.2665 1059.91 . . . QV. . 1 772.3345 1026.26 . . . 0 V. . 7.41 779.2142 998.94 . . . 0 V. . 7.5�0 785.8201 959.18 . . . Q V. . 17.5G3 792.0814 909.15 . . . 0 V . 17.�6 798.0111 860.99 . . . 0 V . ,7.750 803. 817.21 . . .0 V . 17. 803'9895 77 . . 0 V . 17.917 814.1761 753.09 . . 0 V . 18.00» 819.289 733.67 . . Q. .V . ,-,,,,4t,,,44,-1,,tissv+v*-1 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5 ----- --------------------------- ------------- - ------------ r,ODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< THE l': C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO RCJTE THE STREAM 1 INFLOW HYDROGRAPH BY 5-MINUTE IN1E5VALS(Reference: the National Engineering Handbook, Hydrology, Ch 17, page 17-52, August,1972, U.S. Department of Commerce). ASSUL- REGULAR CHANNEL INFORMATION: BA5EWIDTH(F1) = 25.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION = 1380.00 DOWNSTREAM ELEVATION = 1330.00 CHANNEL LENGTH(FT) - T) � 2400.00 MANNINGS FACTOR = .014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 4358.18 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3238.51 CHANNEL NORMAL VELOCITY FOR 0 = 3238.51 CFS = 30.57 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .947 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RBULTS; MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) ' 15.083 3702.4 3697.8 15.167 3718.3 3714.4 15.250 3732.1 3728.7 -- 15.333 3744.3 3741.3 15.417 3751.0 3749.4 15.500 3748.9 3749.4 15.583 3728.4 3733.5 ' 15.667 3689.5 3699.1 15.750 3645.6 3656.5 15.833 3592.9 3606.0 - 15.917 3542.6 3555.1 16.000 3522.7 3527.7 16.083 3575.3 • 3562.2 16.167 3684.4 3657.4 ' 16.250 3875.7 3828.3 16.333 4067.2 4019.7 16.417 4176.8 4149.6 - 16.500 4297.2 4267.3 16.5133 4358.2 4343.0 16.667 4277.1 4297.2 16.750 4167.4 4194.6 16.833 4085.8 4106.0 16.917 4044.3 4054.6 17.000 4048.3 4047.3 17.083 4046.5 4046.9 17.167 4046.4 4046.4 17.250 4031.7 4035.3 17.333 4010.8 4016.0 17.417 3995.2 3999.0 17.500 3967.0 3974.0 17.583 3928.7 3938.2 17.667 3892.1 3901.2 17.750 3859.9 3867.9 17.833 3831.0 3838.2 17.917 3818.7 3821.8 18.000 3810.6 3812.6 18.083 3805.1 3806.5 18.167 3799.4 3800.8 18.250 3792.9 3794.5 18.333 3784.4 3786.5 ' 18.417 3774.7 3777.1 18.500 3762.7 3765.7 18.583 3749.5 3752.7 18.667 3738.5 3741.2 18.750 3730.7 3732.6 18.833 3726.4 3727.5 18.917 3724.5 3725.0 19.000 3723.8 3724.0 19.083 3724.0 3724.0 19.167 3724.7 3724.6 19.250 3726.0 3725.7 19.333 3727.7 3727.2 19.417 3729.4 3729.0 19.500 3731.2 3730.7 19.583 3733.0 3732.5 19.667 3734.8 3734.3 19.750 3736.6 3736.2 19.833 3738.7 3738.2 19.917 3740.7 3740.2 20.000 3742.7 3742.2 ********************************************* * * * * * ** * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.40 TO NODE 5.00 IS CODE = 1 > > >> )UNIT - HYDROGRAPH ANALYSIS <<<(< (UNIT- HYDRDGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .112 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 74.719 WATERCOURSE LENGTH = 6200.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 1900.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = , 100.000 FEET BASIN FACTOR = .015 • WATERSHED AREA = 117.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .155 LOW LOSS FRACTION = .127 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.52 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.80 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.15 SPECIFIED PEAK 24 -HOUR RA I NFALL (INCH) = 9.55 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .425 30- MINUTE FACTOR = .465 1 -HOUR FACTOR = .491 3 -HOUR FACTOR = .837 6 -HOUR FACTOR = .928 24 -HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING, LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 9.830 139.087 2 58.053 662.339 3 91.796 477.456 4 98.450 94.158 AA 5 99.484 14.629 6 99.794 4.380 7 99.948 2.190 ~ 8 100.000 .730 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 11. 1060 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 77.5901 = =" AA __ _ _________ ____ _ . 24-HOUR STORM °w RUNOFF HYDROGFlAPH . ~= HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ^~ = TIME(HRB) VOLUME(AF) 0(CFS) O. 50.0 100.0 150.0 200.0 ~~ 15.083 44.8637 81.72 . . 0 . V . . 15.167 45.4245 81.44 . . Q . V . . . 15.250 45.9835 81.16 . . Q . V . . 15.333 46.5402 80.83 . . Q . V . . ~~ 15.417 47.0674 76.55 . . Q . V . . = 15.500 47.4599 57.00 . .0 . V . . 15.583 47.7670 44.59 . 0 . . V . . . 15.667 48.0769 44.99 . 0 . . V . . 15.750 48.4067 47.89 . Q. . V . . ~° 15.833 48.7562 50.76 . Q . V . . _, 15.917 49.1472 56.77 . .0 . V . . 16.000 49.6449 72.26 . . Q . V . . 16.083 50.4258 113.39 . . . 0 V . . 16.167 51.7975 199.18 . . . V . Q. ~ 16.250 52.8344 150.55 . . . V 0 . ~ 16.333 53.3452 74.16 . . 0 . V . . 16.417 53.7225 54.79 . Q . V . . - 16.500 54.1818 66.69 . . Q . V . . 16.583 54.7207 78.25 . . Q . V . . ~ 16.667 55.2775 80.85 . . 0 . V . . 16.750 55.8394 81.59 . . Q . V . . -^ 16.833 56.4052 82.16 . . Q . V. . 16.917 56.9743 82.63 . . Q . V. . 17.000 57.5460 83.02 . . 0 • V. . k************ FLOW PROCESS FROM NODE 5.00 TO NODE 7.00 IS CODE = 5 °° >}>>>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) = 24.00 CHANNEL Z = .00 ~~ UPSTREAM ELEVATION = 1330.00 DOWNSTREAM ELEVATION = 1280.00 . CHANNEL LENGTH(FT) = 3200.00 MANNINGS FACTOR = .014 = CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 4421.29 °~ AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3277.26 CHANNEL NORMAL VELOCITY FOR 0 = 3277.26 CFS = 29.58 FPS ~ ESTIMATED CHANNEL ROUTING COEFFICIENT = .946 - MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .999 . ' � CONVEX METHOD CHANNEL ROUTING RESULTS: wm MODEL INFLOW OUTFLOW =~ TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) =° 15.083 3779.6 3773.0 15.167 3795.8 3790.3 ~ 15.250 3809.8 3805.0 ~~ 15.333 3822.1 3817.9 15.417 3825.9 3824.6 - 15.500 3806.4 3813.1 15.583 3778.1 3787.8 . 15.667 3744.1 3755.7 15.750 3704.4 3718.0 , 15.833 3656.7 3673.0 = 15.917 3611.9 3627.2 16.000 3599.9 3604.0 . 16.083 3675.6 3649.8 16.167 3856.5 3794.7 ~~ 16.250 3978.8 3937.0 16.333 4093.8 4054.5 16.417 4204.4 4166.5 - 16.500 4334.0 4289.6 16.583 4421.3 4391.4 16.667 4378.1 4392.8 16.750 4276.2 4311.1 16.833 4188.2 4218.3 _ 16.917 4137.2 4154.7 17.000 4130.4 4132.7 ^- 17.083 4127.7 4128.6 17.167 4114.6 4119.1 - 17.250 4094.0 4101.1 ~~ 17.333 4071.9 4079.5 17.417 4053.6 4059.8 - 17.500 4027.5 4036.4 17.583 3990.7 4003.2 ~4, ' 17.667 3952.8 3965.7 17.750 3918.7 3930.4 ~ 17.833 3888.2 3898.7 - 17.917 3871.1 3877.0 18.000 3861.3 3864.7 18.083 3853.9 3856.5 18.167 3844.6 3847.8 18.250 3835.5 3838.6 . 18.333 3826.5 3829.6 19.417 3816.5 3819.9 °° 18.500 3804.5 3808.6 18.583 3791.0 3795.6 . 18.667 3779.0 3783.1 ^= 18.750 3770.0 3773.1 18.833 3764.4 3766.3 _~ 18.917 3761.4 3762.4 19.000 3760.0 3760.5 m 19.083 3759.6 3759.7 19.167 3759.8 3759.7 °= 19.250 3760.5 3760.3 =* 19.333 3761.8 3761.3 19.417 3763.2 3762.7 . 19.500 3764.6 3764.1 19.583 3766.1 3765.6 `m 19.667 3767.5 3767.0 _ 19.750 3769.1 3768.6 19.933 3770.8 3770.2 - 19.917 3772.6 3772.0 nt).nno 3774.3 3773.7 ' *************4,*******h.****************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .483 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 17.264 WATERCOURSE LENGTH = 26900.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 11300.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 250.000 FEET BASIN FACTOR = .017 WATERSHED AREA = 2302.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .358 LOW LOSS FRACTION = .320 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.17 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.52 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6-HOUR° RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.30 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORSX 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 6-HOUR FACTOR = .928 24-HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ___ UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .987 274.643 2 3.590 724.682 3 9.722 1707.199 4 19.502 2722.854 5 30.838 3155.835 6 44.916 3919.212 7 59.769 4135.256 8 72.103 3433.701 9 81.111 2507.828 10 87.479 1772.823 11 91.557 1135.243 12 94.580 841.753 13 96.486 530.631 14 97.771 357.511 "' 15 98.287 143.825 16 98.611 90.143 °0 17 98.935 90.126 18 99.259 90.141 19 99.582 90.126 = 20 99.906 90.126 21 100.000 26.155 = TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 535.4379 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1164.1600 = ~ - ' . ~ _ =m Mit � = ~~ 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 450.0 900.0 1350.0 1800.0 15.083 627.8531 1216.02 . . .� Q . . 15.167 636.2537 1219.78 . . .V Q . . 15.250 644.6571 1220.17 . . . V Q . . 15.333 653.0565 1219.59 . . . V Q . . ' 15.417 661.4060 1212.35 . . . V Q . . 15.500 669.6333 1194.61 . . . V Q . • 15.583 677.5859 1154.72 . . . V Q . . ' 15.667 685.1163 1093.42 . . . VQ . • 15.750 692.1887 1026.90 . . . QV . . 15.833 698.7332 950.27 . . .Q V . . _ 15.917 704.8136 882.87 . . Q. V . . 16.000 710.6956 854.07 . . Q . V . . 16.083 716.9811 912.66 . . 0 V . . 16.167 724.1331 1038.46 . . . QV . . '- 16.250 732.8259 1262.19 . . . V 0 . . 16.333 743.0016 1477.52 . . . V . 0 . 16.417 753.9507 1589.80 . . . V . 0 . -- 16.500 765.8058 1721.36 . . . V . 0 . 16.583 777.8174 1744.10 . . . V . 0 . 16.667 788.9426 1615.37' . . . V . 0 . 16.750 798.9390 1451.47 . . . V . 0 . - 16.833 808.1965 1344.19 . . . V Q. . 16.917 816.9919 1277.10 . . . 0 . . 17.000 825.7008 1264.53 . . . 0 . . - 17.083 834.2396 1239.83 . . . QV . . 17.167 842.6603 1222.68 . . . QV . . 17.250 850.7806 1179.06 . . . 0 V. . 17.333 858.6579 1143.79 . . . Q V. . 17.417 866.2689 1105.12 . . . 0 V. . 17.500 873.5032 1050.42 . . . Q V . 17.583 880.2834 984.49 . . .0 V . ( 17.667 886.6447 923.66 . . 0 V . 17.750 992.6017 864.95 . . Q. V � . 17.833 898.2684 822.81 . . Q . V . 17.917 903.7415 794.69 . . 0 . .V . 18.000 909.0555 771.60 . . 0 . .V . **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 5 ______ >>>>)MODEL CHANNEL ROUTING BY THE CONVEX METHOD<(<<< THE MODIFIED C-ROUTING COEFFICIENT I8 ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5-MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page i7-52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 25.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1280.00 DOWNSTREAM ELEVATION = 1190.00 CHANNEL LENGTH(FT) = 6000.00 MANNINGS FACTOR = .014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 6135.49 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 4126.30 CHANNEL NORMAL VELOCITY FOR Q = 4126.30 CFS = 31.22 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .948 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .986 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 15.083 4989.0 4972.2 15.167 5010.0 4996.9 15.250 5025.2 5015.7 15.333 5037.5 5029.8 15.417 5037.0 5037.2 15.500 5007.7 5025.6 15.583 4942.5 4982.7 15.667 4849.2 4907.0 15.750 4744.9 4809.7 15.833 4623.3 4698.8 15.917 4510.1 4580.6 16.000 4458.1 4491.0 16.083 4562.4 • 4498.9 16.167 4833.1 4666.2 16.250 5199.1 4972.3 16.333 5532.0 5324.6 16.417 5756.4 5615.8 16.500 6011.0 5852.8 16.583 6135.5 6056.9 16.667 6008.2 6085.1 16.750 5762.5 5914.3 16.833 5562.5 5687.4 16.917 5431.8 5513.8 17.000 5397.2 5419.6 17.083 5368.4 5386.4 17.167 5341.8 5358.4 17.250 5280.1 5318.2 17.333 5223.2 5258.7 17.417 5164.9 5201.2 17.500 5086.8 5135.2 17.583 4987.7 5049.2 17.667 4889.4 4950.6 17.750 4795.3 4853.9 17.833 4721.5 4767.6 17.917 4671.7 4702.9 18.000 4636.3 4658.4 18.083 4608.0 4625.6 18.167 4580.7 4597.7 18.250 4554.4 4570.8 18.333 4527.4 4544.2 18.417 4499.4 4516.8 18.500 4468.5 4487.7 18.583 4435.9 4456.1 18.667 4405.6 4424.5 18.750 4381.0 4396.3 18.833 4362.0 4373.9 18.917 4347.8 4356.7 19.000 4336.4 4343.5 19.083 4327.3 4333.0 19.167 4319.5 4324.4 19.250 4313.1 4317.1 19.333 4307.6 4311.1 19.417 4302.7 4305.8 19.500 4298.1 4301.0 = 19.583 4293.7 4296.4 19.667 4289.6 4292.2 ~~ 19.750 4285.8 4288.2 19.833 4282.5 4284.6 19.917 4279.4 4281.3 20. 4276.5 4278.3 = ************ FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< _ ___ (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .276 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES ~ - UNIT INTERVAL PERCENTAGE OF LAG-TIME = 30.209 WATERCOURSE LENGTH = 15800.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 6200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 150.000 FEET BASIN FACTOR = .015 WATERSHED AREA = 1496.000 ACRES BASEFLOW = .000 CFS/SOUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .333 LOW LOSS FRACTION = .310 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .52 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.08 °~ SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.63 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.88 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 8.85 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: NON 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 6-HOUR FACTOR = .928 24-HOUR FACTOR = .953 `� RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 �N 4110 UNIT HYDROGRAPH DETERMINATION = INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1.889 341.789 2 11.106 1667.571 � 3 29.451 3318.951 4 54.292 4494.285 *� 5 75.560 3847.986 6 87.872 2227.521 ~~ 7 94.162 1137.999 ~_ 8 97.294 566.658 9 98.40B 201.511 10 98.975 102.470 11 99.452 86.349 12 99.781 59.495 13 99.945 29.747 14 100.000 9.916 ~~ = TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 320.8665 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 730.2010 �e 9 � = OSM 410 �s NW � - 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 375.0 750.0 1125.0 1500.0 15.083 407.5529 774.47 . . Q V . . 15.167 412.8776 773.15 . . Q V . . 15.250 418.1917 771.60 . . Q V . . ._ 15.333 423.4941 769.91 . . Q V . . 15.417 428.7346 760.93 . . Q V . . 15.500 433.7233 724.35 . . Q. V . . 15.583 438.2365 655.32 . . Q . V . . ' 15.667 442.1437 567.32 . . Q . V . . 15.750 445.5958 501.25 . . Q . V . . 15.833 448.8869 477.86 . . Q . V . . '_ 15.917 452.2438 487.43 . . Q . V . . 16.000 455.9000 530.88 . . Q . V . . 16.083 460.4722 663.88 . . Q . V . . 16.167 467.0478 954.78 . . . Q . . ' 16.250 475.7222 1259.51 . . . V . Q • 16.333 485.4960 1419.17 . . . V . Q . 16.417 494.1392 1254.98 . . . V . Q • '- 16.500 500.7306 957.07 . . . (% V . • 16.583 506.1339 784.57 . . Q V . . 16.667 511.2159 737.90~ . . Q. V . . 16.750 516.2745 734.52 . . Q. V . . - 16.833 521.4673 753.99 . . Q V . . 16.917 526.7778 771.08 . . Q V . . 17.000 532.1353 777.91 . . Q V. . - 17.083 537.4616 773.37 . . Q V. . 17.167 542.6313 750.63 . . Q V. . 17.250 547.4928 705.89 . . Q . V. . 17.333 551.9280 644.00 . . Q . V . 17.417 555.9720 587.19 . . Q . V . 17.500 559.7565 549.50 . . Q . V . 17.583 563.3744 525.33 . . Q . V . 17.667 566.8781 508.74 . . Q . .V . 17.750 570.3034 497.36 . . Q . .V . 17.833 573.6630 487.82 . . Q . .V . 17.917 576.9619 479.00 . . Q . .V . 18.000 580.2057 471.00 . . Q . .V . **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 7.00 IS CODE = 5 >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<(<<< = THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5-MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17-52, AuSust,1972, U.S Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 18.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1380.00 DOWNSTREAM ELEVATION = 1280.00 CHANNEL LENGTH(FT) = 5450.00 MANNINGS FACTOR = .014 . CHANNEL ROUTING COEFFICIENT ESTIMATED: _ MAXIMUM INFLOW(CFS) = 4499.85 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3126.95 ~- CHANNEL NORMAL VELOCITY FOR 0 = 3126.95 CFS = 32.30 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .950 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .991 ~~ ~~ CONVEX METHOD CHANNEL ROUTING RESULTS: - MODEL INFLOW OUTFLOW ~~ TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) ~ 15.083 3646.7 3643.5 15.167 3646.7 3646.7 ~~ 15.250 3642. 6 3644.9 _ 15.333 3635.3 3639.2 15.417 3612.2 3624.7 15.500 3539.5 3578.7 15.583 3389.4 3470.5 -- 15.667 3160.1 3284.2 15.750 2944.8 3061.8 15.833 2814.9 2885.9 15.917 2742.8 2782.3 16.000 2721.9 2733.5 ~~ 16.083 2850.9 2781.5 16.167 3278.7 3047.7 -~ 16.250 3920.7 3573.0 ~ 16.333 4499.9 4185.0 16.417 4414.7 4457.8 -- 16.500 3888.3 4172.1 16.583 3649.8 3780.7 16.667 3688.9 3669.0 16.750 3798.5 3739.3 - 16.833 3764.0 3782.1 16.917 3653.4 3713.1 17.000 3596.8 3627.8 17.083 3607.8 3602.2 17.167 3611.9 3609.6 17.250 3574.8 3594.7 . 17.333 3476.5 3529.6 17.417 3364.2 3425.1 40 17.500 3281.8 3326.7 17.583 3217.0 3252.3 =° 17.667 3156.0 3189.1 17.750 3092.5 3127.0 =. 17.833 3032.1 3064.9 ~° 17.917 2984.2 3010.3 18.000 2948.0 2967.7 "si 18.083 2913.1 2932.1 18.167 2867.5 2892.2 ~° 18.250 2800.1 2836.6 "0 18.333 2707.6 2757. 7 18.417 2612.6 2664.2 == 18.500 2532.5 2576.1 18.583 2458.8 2498.9 = 18.667 2383.5 2424.4 ~_ 18.750 2304.9 2347.6 18.833 2234.4 2272.7 ~~ 18.917 2179.0 2209.2 19.000 2134.0 2158.5 19.083 2094.0 2115.8 19.167 2057.7 2077.4 19.250 2023.8 2042.2 19.333 1991.7 2009.1 19.417 1961.4 1977.8 19.500 1933.5 1948.7 19.583 1907.7 1921.7 19.667 1883.2 1896.5 19.750 1859.9 1872.6 19.833 1837.9 1849.9 19.917 1816.8 1828.3 20.000 1795. 9 1807.2 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.20 TO NODE 7.00 IS CODE = 1 > > >) >UNIT- HYDROGRAPH ANALYSIS < < <(< (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERCOURSE "LAG TIME = .282 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 29.588 WATERCOURSE LENGTH = 10600.000 FEET • LENGTH FROM CONCENTRATION POINT TO CENTROID = 5400.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 140.000 FEET BASIN FACTOR = .020 • WATERSHED AREA = 799.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED) S- GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .389 LOW LOSS FRACTION = .347 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.78 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.10 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.30 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .425 30- MINUTE FACTOR = .465 1 -HOUR FACTOR = .491 3 -HOUR FACTOR = .837 6 -HOUR FACTOR = .928 24 -HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.839 177.682 2 ' 10.633 849.814 3 28.365 1713.402 4 52.419 2324.260 ^� 5 74.011 2086.471 86.880 1243.498 7 93.525 642.086 - 8 96.965 332.469 9 98.309 129.850 10 98.864 53.606 11 99.385 50.382 12 99.754 35.632 13 99.939 17.816 14 100.000 5.938 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 201.5299 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 388.3909 ~ °^ = __ __=__ = ____ - = 2 4-HOUR STORM °. RUNOFF HYDROGRAPH .0 °= HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 ~= .� 15.083 216.4227 418.03 . . Q V . . 15.167 219.2931 416.78 . . Q V . . = 15.250 222.1536 415.35 . . Q V • . . 15.333 225.0035 413.81 . . Q V . • =~ 15.417 227.8151 408.24 . . 0 V . . . 15.500 230.4872 387.99 . . Q. V • ~ 15.583 232.8969 349.89 . . Q . V • • -~ • 234. 9722 301.34 . . 0 . V . • 15.750 236.7806 262.57 . . 0 . V ~ • ~~ 15.833 238.4847 247.43 . . 0 . V . . � 15.917 240.2170 251.53 . . 0 . V . . 16.000 242.1048 274.10 . . Q . V . . ~~ 16.083 244.4806 344.97 . . 0 . V . . 16.167 247.9266 500.36 . . . 0 . . ~- 16.250 252.5315 668.63 . . . V . 0 . 16.333 257.7621 759.48 . . • V . 0 . ~- 16.417 262.4957 687.33 . . . V . 0 ~ . ' 16.500 266. 1057 524.18 . . . QV . . 16.583 269.0247 423.83 . . .Q V . . ~ 16.667 271.7497 395.66 . . Q. V . • 16.750 274.4584 393.30 . . Q. V . • - 16.833 277. 402.36 . . 0 V . , ~~ 16.917 280.0835 414.40 . . Q V . , 17.000 282.9741 419.71 . . 0 V. . - 17.083 285.8546 418.25 . . Q V. ~ 17.167 288.6543 406.51 . . 0 V. . _w Q. V. . 17.250 291.2899 382.70 . . 17.333 293.6965 349.44 . . 0 . V . -~ 17.417 295.8828 317.44 . . Q . V , ~~ 17.500 297.9202 295.84 . . Q . V . 17.583 299.8628 282.06 . . Q . V . - 17.667 301.7400 272.57 . . Q . .V . 17.750 303.5726 266.10 . . Q . ~V . -~ 17.833 305.3699 260.96 . . Q . •V . 17.917 307. 1340 256. 14 . . Q . .V . ~� 18.000 308.8679 251.77 . . 0 . ,y . .0 �s **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 5 ___ . > > > > >MODEL CHANNEL ROUTING BY THE CONVEX METHOD< < < < < =________ w* °= THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER . TO ROUTE THE STREAM 3 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) = 25.00 CHANNEL Z = .00 = UPSTREAM ELEVATION = 1280.00 DOWNSTREAM ELEVATION = 1190.00 CHANNEL LENGTH(FT) = 6000.00 MANNINGS FACTOR = .014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 5145.10 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3497.62 CHANNEL NORMAL VELOCITY FOR Q = 3497.62 CFS = 29.62 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .946 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .982 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 15.083 4061.5 4055.5 15.167 4063.4 4062.1 15.250 4060.1 4062.2 15.333 4053.1 4057.7 15.417 4032.9 4046.0 15.500 3966.7 4009.6 15.583 3820.4 3915.6 15.667 3585.6 3738.8 15.750 3324.4 3495.6 15.833 3133.3 3259.7 15.917 3033.8 3100.3 16.000 3007.6 3025.7 16.083 3126.4 • 3050.1 16.167 35463.1 3274.7 16.250 4241.6 3789.3 16.333 4944.5 4483.0 16.417 5145.1 5007.3 16.500 4696.3 4983.3 16.583 4204.5 4526.9 16.667 4064.7 4160.7 16.750 4132.6 4090.5 16.833 4184.4 4150.3 16.917 4127.5 4163.6 17.000 4047.5 4099.8 17.083 4020.4 4038.9 17.167 4016.2 4019.2 17.250 3977.4 4002.5 17.333 3879.0 3942.9 17.417 3742.5 3831.7 17.500 3622.5 3701.6 17.583 3534.3 3592.7 17.667 3461.7 3509.6 17.750 3393.1 3438.2 17.833 3325.9 3370.0 17.917 3266.4 3305.6 18.000 3219.5 3250.5 18.083 3179.3 3205.8 18.167 3133.1 3163.4 18.250 3068.3 3110.6 18.333 2978.2 3037.1 18.417 2874.4 2942.4 18.500 2779.0 2841.8 18.583 2696.7 2751.0 18.667 2618.3 2669.9 18.750 2538.4 2590.9 18.833 2460.8 2511.8 18.917 2394.6 2438.2 .19.000 2341.6 2376.6 19.083 2296.5 2326.2 19.167 2256.0 2282.7 19.250 2218.8 2243.3 19.333 2183.7 2206.8 19.417 2150.5 2172.4 19.500 2119.6 2139.9 19.583 2090.9 2109.7 19.667 2064.0 2081.7 19.750 2038.4 2055.2 19.833 2014.1 2030.1 19.917 1991.0 2006.2 20.000 1968.5 1983.3 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.10 TO NODE 8.00 IS CODE = 1 )))))UNIT- HYDROGRAPH ANALYSIS < < <<< (UNIT- HYDROGRAPH ADDED TO STREAM #3) WATERCOURSE "LAGG TIME = .235 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 35.448 WATERCOURSE LENGTH = 8600.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 6100.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 105.000 FEET BASIN FACTOR = .017' WATERSHED AREA = 512.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .197 LOW LOSS FRACTION = .196 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .52 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.07 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.44 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.65 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.92 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .425 30- MINUTE FACTOR = .465 1 -HOUR FACTOR = .491 3 -HOUR FACTOR = .837 6 -HOUR FACTOR = .928 24-HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOUFS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.382 147.512 2 15 406 806.441 3 39.770 1508.628 4 68.124 1755.654 140 85.719 1089.503 6 93.893 506.132 7 97.495 223.023 = 8 98.579 67.097 9 99.239 40.895 10 99.696 28.269 11 99.924 14.135 12 100.000 4.711 TOTAL SOIL-LOSS VOLUME(ACRE-BB) = 68.9850 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 288.6856 = ". �w 44N mge wet � . 24-HOUR STORM RUNOFF HYDROGRAPH ______ _ _ _ _ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 15.083 162.5338 312.95 . . Q V . . 15.167 164.6828 312.05 . . Q V . . 15.250 166.8254 311.09 . . Q V . . 15.333 168.9606 310.04 . . Q V . . - 15.417 171.0631 305.28 . . Q V . . 15.500 173.0212 284.31 . . Q . V . . 15.583 174.7240 247.25 . . 0 . V . . ' 15.667 176.1514 207.26 . . 0 . V . . 15.750 177.4447 187.79 . . 0 . V . . 15.833 178.7235 185.68 . . 0 . V . . _ 15.917 180.0598 194.03 . . Q . V . . 16.000 181.5574 217.45 . . 0 . V . . 16.083 183.4889 280.46 . . 0 . V . . 16.167 186.3947 421.93 . . � V 0 . . - 16.250 190.1430 544.24 . . . V . 0 . 16.333 193.9962 559.49 . . . V . 0 . 16.417 196.8990 421.48 . . . VQ . . _ 16.500 199.0583 313.54 . . Q V . . 16.583 200.9797 278.98 . . Q . V . . 16.667 202.9292 283.07~ . . Q . V . . 16.750 204.9942 299.84 . . Q. V . . ' 16.833 207.1207 308.75 . . 0 V . . 16.917 209.2711 312.24 . . 0 V . . 17.000 211.4286 313.28 . . 0 V. . ' 17.083 213.5�89 312.22 . . 0 V. . 17.167 215.6502 300.75 . . 0 V. . 17.250 217.5559 276.70 . . 0 . V . 17.333 219.2567 246.96 . . 0 . V . 17.417 220.8162 226.44 . . Q . V . 17.500 222.2947 214.67 . . Q . V . 17.583 223.7227 207.35 . . 0 . V . 17.667 225.1185 202.67 . . Q . .V . 17.750 226.4864 198.63 . . Q . .V . 17.833 227.8294 195.00 . . Q . .V . 17.917 229.1503 191.79 . . Q . .V . 18.000 230.4514 188.92 . . Q . .V . **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 7 >>>>>STREAM NUMBER 3 ADDED TO STREAM NUMBER 1({((t **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 5 >>>>)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 IWTERVALS(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 = 1190.00 DOWNSTREAM ELEVATION = 1120.00 CHANNEL LENGTH(FT) = 5250.00 MANNINGS FACTOR = .014 _ CHANNEL ROUTING COEFFICIENT ESTIMATED: -^ MAXIMUM INFLOW(CFS) = 12299.59 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 8082.35 ^° CHANNEL NORMAL VELOCITY FOR Q = 8082.35 CFS = 35.36 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .954 = MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .995 - . °- CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW ~° TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) - 15.083 10115.1 10()92.8 15.167 10144.2 10130.3 ~ 15.250 10160.6 10152.2 15.333 10167.4 10164.2 15.417 10149.4 10157.9 15.500 10043.9 10094.0 15.583 9800.8 9916.5 - 15.667 9420.3 9601.5 _~ 15.750 8994.3 9197.4 15.833 8622.0 8799.7 15.917 8362.4 8486.4 16.000 8265.0 8311.8 - 16.083 8493.3 8385.2 16.167 9317.6 8925.9 -~ 16.250 10565.4 9971.4 °_ 16.333 11786.2 11204.1 16.417 12299.6 12053.3 . 16.500 12106.7 12197.1 16.583 11647.3 11865.8 = 16.667 11266.8 11448.4 . 16.750 11039.2 11148.0 16.833 10900.4 10966.7 =m 16.917 10760.7 10827.3 17.000 10610.6 10682.1 ~. 17.083 1010.9 10558.5 . 17.167 10429.0 10468.1 17.250 10303.2 10363.1 . 17.333 10092.6 10192.2 17.417 9846.6 9963.8 . 17.500 9601.0 9718.1 17.583 9374.5 9482.5 . 17.667 9171.6 9268.4 . 17.750 8988.1 9075.6 17.833 8820.4 8900.4 . 17.917 8679.: 8746.6 18.000 8568.8 8621.5 . 18.083 8479.6 8522.3 18.167 8391.2 8433.4 18.250 8285.2 8335.7 - 18.333 8154.0 8216.5 18.417 8006.2 8076.7 18.500 7858.9 7929.2 18.583 7724.2 7788.5 18.667 7602.0 7660.3 18.750 7487.1 7541.9 18.833 7378.5 7430.3 18.917 7281.1 7327.6 19.000 7200.0 7238.7 19.083 7133.2 7165.1 19.167 7075.5 7103.1 19.250 7023.6 7048.4 19.333 6975.9 6998.7 19.417 6931.3 6952.6 19.500 6889.3 6909.4 19.583 6850.1 6868.8 19.667 6813.3 6830.9 19.750 6778.7 6795.2 19.833 6745.9 6761.5 19.917 6714.8 6729.6 ~ 20.000 6685.0 6699.2 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS(<<<< _ (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .511 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 16.297 WATERCOURSE LENGTH = 33800.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 14100.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 295.000 FEET BASIN FACTOR = .015 WATERSHED AREA = 4038.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .295 LOW LOSS FRACTION = .283 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .54 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.10 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.47 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) ,= 2.52 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.81 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 8.60 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 al 6-HOUR FACTOR = .928 24-HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 = UNIT HYDROGRAPH DETERMINATION = INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .931 454.766 2 3.268 1141.318 - 3 8.579 2593.631 4 17.376 4295.996 5 27.753 5067.485 ~~ 6 40.177 6066.894 7 54.712 7098.485 ~ 8 67.254 6124.685 9 77.293 4902.290 10 84.430 3485.696 11 89.345 2400.159 12 92.777 1675.622 13 95.256 1210.991 14 96.824 765.536 15 97.939 544.303 16 98.330 191.121 17 98.636 149.244 18 98.941 149.158 19 99.247 149.303 -- 20 99.552 149.158 21 99.858 149.158 22 100.000 69.560 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 766.8989 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1989.9590 � � � wir � � = ■ 24-HOUR STORM RUNOFF HYDROGRAPH _____ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 775.0 1550.0 2325.0 3100.0 15.083 1067.1140 1991.82 . . .V Q . . 15.167 1080.9060 2002.58 . . .V Q . . 15.250 1094.7580 2011.23 . . . V Q . . - 15.333 1108.6450 2016.50 . . . V Q . . 15.417 1122.5050 2012.38 . . . V Q . . 15.500 1136.2440 1995.00 . . . V Q . . 15.583 1149.6760 1950.26 . . . V Q . . -- 15.667 1162.5900 1875.08 . . . VQ . . 15.750 1174.9270 1791.44 . . . Q . . 15.833 1186.6120 1696.63 . . .Q V . . _ 15.917 1197.6040 1595.97 . . 0 V . . 16.000 1208.2260 1542.35 . . Q. V . . 16.083 1219.3670 1617.72 . . 0 V . . 16.167 1231.6950 1789.99 . . . QV . . - 16.250 1246.2270 2110.04 . . . V Q . . 16.333 1263.1640 2459.27 . . . V .0 . 16.417 1281.4430 2654.10 . . . V . 0 . _ • 16.500 1301.1260 2857.94 . . . V . 0 . 16.583 1321.9220 3019.69 . . . V . Q . 16.667 1341.5440 2849.08~ . . . V . 0 . 16.750 1359.6260 2625.54 . . . V . Q . - 16.833 1376.1010 2392.10 . . . V 0 . 16.917 1391.6090 2251.75 . . . V Q. . 17.000 1406.5770 2173.32 . . . 0 . . ' 17.083 1421.2250 2126.90 . . . QV . . 17.167 1435.4530 2065.97 . . . Q V . . 17.250 1449.3380 2016.12 . . . 0 V. . _ 17.333 1462.6040 1926.24 . . . 0 V. . 17.417 1475.5210 1875.50 . . . 0 V. . 17.500 1488.0250 1815.53 . . . 0 V. . 17.583 1500.0140 1740.85 . . . 0 V . 17.667 1511.4850 1665.55 . . .0 V . 17.750 1522.4860 1597.45 . . Q V . 17.833 1533.0200 1529.44 . . Q. V . 17.917 1543.1780 1474.97 . . Q. .V . 18.000 1553.0960 1440.08 . . 0 . .V . **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 11.00 IS CODE = 5 }>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHODM(< = _ 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) = 28.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION = 1120.00 DOWNSTREAM ELEVATION = 1000.00 CHANNEL LENGTH(FT) = 9000.00 MANNINGS FACTOR = ~014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 15055.05 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 10180.87 CHANNEL NORMAL VELOCITY FOR Q = 10180.87 CFS = 36.58 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .956 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .975 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 15.083 12084.6 12024.7 15.167 12132.9 12093.3 15.250 12164.0 12138.4 15.333 12180.7 12166.9 15.417 12170.3 12178.1 15.500 12089.0 12153.4 15.583 11866.7 12043.8 15.667 11476.5 11788.9 15.750 10988.8 11381.5 15.833 10496.3 10894.8 15.917 10082.4 10419.0 16.000 9854.1 10042.7 16.083 10002.9 • 9890.2 16.167 10715.9 10150.4 16.250 12081.4 10989.7 16.333 13663.3 12387.6 16.417 14707.3 13851.5 16.500 15055.1 14759.2 16.583 14885.4 15011.9 16.667 14297.5 14764.6 16.750 13773.6 14198.7 16.833 13358.8 13696.8 16.917 13079.0 13308.3 17.000 12855.4 13037.6 17.083 12685.4 12824.2 17.167 12534.1 12657.0 17.250 12379.2 12504.5 17.333 12119.1 12327.5 17.417 11839.3 12065.3 17.500 11533.6 11780.5 17.583 11223.4 11474.4 17.667 10934.0 11168.6 17.750 10673.1 10884.8 17.833 10429.8 10627.1 17.917 10221.6 10390.9 18.000 10061.6 10192.1 18.083 9931.2 10037.4 18.167 9811.8 9908.7 18.250 9678.1 9786.1 18.333 9518.7 9647.2 18.417 9336.0 9483.4 18.500 9141.3 9298.6 18.583 8948.7 9104.6 18.667 8773.7 8915.7 18.750 8614.9 8743.8 18.833 8470.9 8587.7 18.917 8342.2 8446.7 19.000 8231.6 8321,5 19.083 8139.0 8214.3 19.167 8060.6 8124.3 19.250 7991.3 8047.6 19.333 7929.1 7979.6 19.417 7871.3 7918.2 19.500 7816.7 7860.9 19.583 7765.2 7807.0 19.667 7716.8 7756.1 19.750 7671.0 7708.1 19.833 7627.8 7662.8 19.917 7587.2 7620.1 20.000 7548.3 7579.8 m a:***:**************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 1 > >> >UNIT- HYDROGRAPH ANALYSIS < << << (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .306 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 27.207 WATERCOURSE LENGTH = 16800.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 8600.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 200.000 FEET BASIN FACTOR = .015 WATERSHED AREA = 867.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED) S- GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .107 LOW LOSS FRACTION = .136 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .50 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.03 SPECIFIED PEAK I -HOUR RAINFALL(INCH) = 1.36 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.42 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.59 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 7.20 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .425 30- MINUTE FACTOR = .465 1 -HOUR FACTOR = .491 3 -HOUR FACTOR = .837 6 -HOUR FACTOR = .928 24 -HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.658 173.839 2 8.868 755.99 °11 3 24.331 1621.386 4 45.253 2193.654 67.219 2303.234 6 82.232 1574.143 7 90.577 874.982 ~� 8 95.236 488.538 9 97.600 247.848 10 98.440 88.090 11 98.950 53.480 12 99.416 48.897 13 99.767 36.719 14 99.942 18.359 15 100.000 6.120 ~ _ _ TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 65.8506 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 429.6779 ~~ ' = ___ _ 24-HOUR STORM RUNOFF HYDROGRAPH _ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 -- 15.083 232.9390 512.27 . . ~VQ . . 15.167 236.4666 512.19 . . . Q . • 15.250 239.9921 511.91 . . . Q • . 15.333 243.5150 511.52 . . . g • . r 15.417 247.0049 506.74 . . . Q . • 15.500 250.3631 487.60 . . .Q V . . 15.583 253.4486 448.01 . . Q. V . . '- 15.667 256.1841 397.19 . . Q . V . . 15.750 258.5845 348.54 . . Q . V . . 15.833 260.8177 324.25 . . Q . V . . _ 15.917 263.0604 325.64 . . 0 . V . . 16.000 265.4760 350.75 . . 0 . V . . 16.083 268.4175 427.10 . . 0 . V . . 16.167 272.3916 577.04 . . . 0 . , '- 16.250 277.5813 753.54 . . . V . Q . 16.333 283.4142 846.94 . . . V . 0 . 16.417 289.1182 828.22 . . . V . 0 . ,- 16.500 293.7786 676.69 . . . V 0 . 16.583 297.5891 553.27 . . . 0 V . . 16.667 301.0609 504.11~ . . . 0 V . . 16.750 304.4736 495.53 . . . 0 V . . - 16.833 307.8846 495.28 . . . 0 V . . 16.917 311.3613 504.81 . . . 0 V . . 17.000 314.8948 513.07 . . . �% V. . '- 17.083 318.4293 513.21 . . . 0 V. . 17.167 321.8772 500.63 . . . 0 V. . 17.250 325.1525 475.57 . . .0 V . . 17.333 328.1989 442.33 . . Q. V . 17.417 331.0008 406.84 . . 0 . V . 17.500 333.6175 379.94 . . 0 . .V . 17.583 336.1104 361.98 . . 0 . .V . - 17.667 338.5153 349.18 . . Q . .V . 17.750 340.8562 339.91 . . Q . .V . 17.833 343.1507 333.16 . . Q . .V . ' 17.917 345.4044 327.23 . . Q . . V . 18.000 347.6198 321.69 . • 0 . . V . **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<M< = = _ ==____==== (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE ''LAG" TIME = .503 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 16.560 WATERCOURSE LENGTH = 33700.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 12500.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 250.000 FEET BASIN FACTOR = .015 WATERSHED AREA = 5403.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .228 LOW LOSS FRACTION = .238 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .52 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.06 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.41 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.57 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.62 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 7.73 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 6-HOUR FACTOR = .928 24-HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH ` ~ NUMBER MEAN VALUES ORDINATES(CFS) 1 .946 618.316 2 3.353 1572.544 3 8.885 3614.972 4 17.939 5915.805 5 28.590 6960.040 6 41.443 8397.950 = 7 56.108 9582.702 8 68.608 8168.165 ~ 9 78.430 6417.499 10 85.339 4514.473 11 89.977 3030.776 12 93.321 2184.971 13 95.633 1510.896 `AN 14 97.102 960.072 15 98.078 637.313 16 98.406 214.754 17 98.717 202.839 18 99.028 202.999 = 19 99.338 202.839 20 99.648 202.839 21 99.959 202.839 22 100.000 26.925 = TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 774. 2150 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2541.3240 == 24-HOUR STORM "m RUNOFF HYDROGRAPH - ~° HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) _ TIME(HRS) VOLUME(AF) Q(CFS) O. 1025.0 2050.0 3075.0 4100.0 ~_ 15.083 1329.3410 2987.55 . . V Q. ~ 15.167 1350.0030 3000.09 . . .V Q. . ^~ 15.250 1370.7060 3006.18 . . .V Q. . 15.333 1391.3960 3004.13 . . .V Q. . ~ 15.417 1411.9670 2986.91 . . . V Q. . - 15.500 1432.2680 2947.63 . . . V 0 . . 15.583 1451.9850 2862.98 . . . V 0 . . -~ 15.667 1470.7890 2730.35 . . . V 0 . • 15.750 1488.5880 2584.37 . • . V 0 . . ~" 15.833 1505.2340 2417.09 . . . 0 . • 15.917 1520.7040 2246.17 . . .Q V . . , 16.000 1535.5110 2150.04 . . Q V . . ~ 16.083 1550.9250 2238.08 . . .Q V . . 16.167 1567.9270 2468.67 . • . 0 . . 16.250 1587.9530 2907.72 . . . V 0 . . 16.333 1611.1650 3370.35 . . . V . 0 • 16.417 1636.1670 3630.37 . . . V . Q • - 16.500 1663.0940 3909.86 . . . V . 0 . 16.583 1691.2780 4092.30 . . . V . Q. ~- 16.667 1717.8750 3861.91 . . . V . 0 . 16.750 1742.4540 3568.77 . . . V . 0 . , 16.833 1765.1400 3294.05 . . . V . 0 . ~_ 16.917 1786.8130 3146.91 . . . V 0 . 17.000 1808.1760 3101.96 . . . V 0 . 17.(383 1829.2670 3062.37 . . . VO. . 17.167 1849.9780 3007.19 . . . Q. . ~^ 17.250 1870.1670 2931.49 . . . QV. . 17.333 1889.4120 2794.32 . . . 0 V. . -^ 17.417 1907.9490 2691.62 . . . 0 V . 17.500 1925.5270 2552.26 . . . 0 V . 17.583 1941.9140 2379.47 . . . 0 V . - 17.667 1957.1570 2213.21 . . .0 V . 17.750 1971.4070 2069.15 . . 0 .V . - 17.833 1984.7010 1930.32 . . 0 . .V . 17.917 1997.3840 1841.48 . . Q . .V . ~� 18.000 2009.5970 1773.44 . . 0 . .V . 440 °~ * ** ** **** w ****************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 5 0. ____ _ =° > } ) > >MODEL CHANNEL ROUTING BY THE CONVEX METHOD< < < < < =====_________ _=__ _ ____====� _____ Apt .. THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER wo 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: - BAGEWIDTH(FT) = 30.00 CHANNEL Z = 1.50 = UPSTREAM ELEVATION = 1000.00 DOumSTREAM ELEVATION = 920.00 CHANNEL LENGTH(FT) = 7000.00 MANNINGi FACTOR = .014 . CHANNEL ROUTING COEFFICIENT ESTIMATED: ' ~, MAXIMUM INFLOW(CFS) = 19657.45 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 13437.41 = CHANNEL NORMAL VELOCITY FOR 0 = 13437.41 CFS = 37.29 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .956 _ MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE - UNIT INTERVALS IS CSTAR = .989 ~ - CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW _ TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) - 15.083 15524.5 15449.6 15.167 15605.6 15555.9 - 15.250 15656.5 15625.3 15.333 15682.5 15666.5 - 15.417 15671.8 15678.1 ~~ 15.500 15588.6 15638.8 15.583 15354.8 15496.3 15.667 14916.4 15182.2 15.750 14314.4 14680.2 15.833 13636.1 14048.9 15.917 12990.8 13384.2 16.000 12543.5 12817.3 16.083 12555.4 12551.2 16.167 13196.1 12809.9 16.250 14650.9 13769.9 16.333 16604.9 15417.6 16.417 18310.1 17269.5 16.500 19345.8 18710.3 16.583 19657.5 19462.8 - 16.667 19130.7 19446.1 16.750 18263.0 18789.4 16.833 17486.1 17960.1 16.917 16960.0 17282.2 17.030 16652.7 16841.4 ~~ 17.083 16399.7 16554.2 17.167 16164.6 16308.1 ~- 17.250 15911.5 16065.7 17.333 15564.1 15775.2 ^= 17.417 15163.7 15407.4 4111 17.500 14712.7 14987.2 17.583 14215.8 14518.3 =• 17.667 13731.0 14026.5 17.750 13293.9 13560.6 == 17.833 12890.6 13136.5 ~° 17.917 12559.6 12761.7 18.000 12287.2 12453.6 . 18.083 12070.0 12202.7 18.167 11879.4 11995.7 =" 18.250 11689.3 11805.2 . 18.333 11481.2 11607.9 ' 18.417 11246.3 11389.3 . 18.500 10993.5 11147.4 18.583 10735.1 10892.5 °. 18.667 10489.8 10639.3 18.750 10269.3 10403.8 ~ 18.933 10075.2 10193.6 ~~ 18.917 9902.2 10007.8 19.000 9748.5 9842.3 19.083 9615.7 9696.8 19.167 9502.8 9571.7 19.250 9405.1 9464.7 = 19.333 9318.1 9371.1 19.417 9238.5 9287.0 19.500 9163.9 9209.4 19.583 9093.2 9136.3 19.667 9026.2 9067.0 19.750 8962.8 9001.4 19.833 8903.0 8939.5 19.917 8846.5 8881.0 20.000 8792.9 8825.6 *w************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< ° (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .303 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 27.486 WATERCOURSE LENGTH = 14400.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 8000.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 115.000 FEET BASIN FACTOR = .015 WATERSHED AREA = 1661.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .191 LOW LOSS FRACTION = .234 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .48 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = .97 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.28 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.28 ~ SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.30 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 6.00 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 1-HOUR FACTOR = .491 3-HOUR FACTOR = . 837 6-HOUR FACTOR = .928 A* 24-HOUR FACTOR = .953 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1.679 337.230 2 9.070 1484.712 3 24.797 3159.264 4 46.086 4276.449 - 5 68.094 4420.948 6 82.843 2962.566 7 90.967 1632.123 8 95.476 905.756 9 97.726 451.940 10 98.490 153.355 11 99.005 103.524 12 99.520 103.524 13 100.000 96.328 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 180.6263 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 610.5245 ' = 24-HOUR STORM RUNOFF HYDROGRAPH _ ___ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 375.0 750.0 1125.0 1500.0 15.083 320.3012 820.73 . . VQ . . 15.167 325.9495 820.13 . . .0 . . 15.250 331.5933 819.48 . • .0 . • . 15.333 337.2323 818.79 . . .QV . . 15.417 342.8175 810.97 . . .QV . . 15.500 348.1856 779.44 . . 0 V . . 15.583 353.1085 714.80 . . Q. V . . ' 15.667 357.4597 631.80 . . 0 . V . . 15.750 361.2722 553.57 . . Q . V . . 15.833 364.8201 515.15 . . Q . V . . '_ 15.917 368.3791 516.76 . . 0 . V . . 16.000 372.2065 555.74 . . Q . V . . 16.083 376.9153 683.72 . . Q . V . 16.167 383.4471 948.43 . . . 0 . . - 16.250 392.1461 1263.09 . . . V . 0 . 16.333 402.0185 1433.47 . . . V . Q . 16.417 411.6346 1396.27 . . . V . 0 . ' 16.500 419.3584 1121.48 . . . V Q. . 16.583 425.5858 904.22 . . . 0 V . . 16.667 431.2180 817.80` . . .0 V . . 16.750 436.7205 798.95 . . .Q V . . - 16.833 442.1937 794.71 . . .0 V . . 16.917 447.7826 811.52 . . .0 V. . 17.000 453.4684 825.57 . . . 0 V. . 17.083 459.1557 825.81 . . . 0 V . 17.167 464.6197 793.37 . . .0 V . 17.250 469.7928 751.14 . . 0 V . 17.333 474.5616 692.43 . . 0 . .V . 17.417 478.8954 629.27 . . 0 . .V . 17.500 482.8987 581.27 . . 0 . .V . 17.583 486.6850 549.77 . . 0 . .V . 17.667 490.3193 527.71 . . Q . . V . 17.750 493.8449 511.91 . . 0 . . V . 17.833 497.2924 500.57 . . Q . . V . 17.917 500.6704 490.49 . . Q . . V . 18.000 503.9827 480.94 . . 0 . . V . **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 2 >>>>>FLOWBY STRUCTURE ROUTING MODEL(<<<< ===_ _ _ _ MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 11600.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 4 INFLOW INFLOW (STREAM 4) (STREAM 1) | | 3 3 ■ i flow excess < - - - -* <= flowby structure ( flowby Q = 11600.0 cfs) V V STREAM 4 STREAM 1 + FLOW EXCESS FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 4) (STREAM 1) (STREAM 4) (STREAM 1) (HRS) (CFS) (CFS) (CFS) (CFS) 13.083 .0 10698.2 .0 10698.2 13. 167 .0 10815.0 .0 10815.0 13.250 .0 10918.6 .0 10918.6 13.333 .0 11012.8 .0 11012.8 13.417 .0 11101.6 .0 11101.6 13.500 .0 11187.8 .0 11187.8 13.583 .0 11273.8 .0 11273.8 13.667 .0 11360.5 .0 11360.5 13.750 .0 11448.6 .0 11448.6 13.833 .0 11538.0 .0 11538.0 n 13.917 .0 11628.8 28.8 11600.0 14.000 .0 11721.1 121.1 11600.0 14.083 .0 • 11825.7 225.7 11600.0 14.167 .0 11973.1 373.1 11600.0 14.250 .0 12207.3 607.3 11600.0 14.333 .0 12567.6 967.6 11600.0 14.417 .0 13054.4 1454.4 11600.0 14.500 .0 13615.6 2015.6 11600.0 14.583 .0 14205.3 2605.3 11600.0 14.667 .0 14767.0 3167.0 11600.0 14.750 .0 15244.0 3644.0 11600.0 14.833 .0 15620.1 4020.1 11600.0 14.917 .0 15904.7 4304.7 11600.0 15.000 .0 16116.0 4516.0 11600.0 15.083 .0 16270.3 4670.3 11600.0 15.167 .0 16376.0 4776.0 11600.0 15.250 .0 16444.8 4844.8 11600.0 15.333 .0 16485.3 4885.3 11600.0 15.417 .0 16489.1 4889.1 11600.0 15.500 .0 16418.3 4818.3 11600.0 15.583 .0 16211.1 4611.1 11600.0 15.667 .0 15814.0 4214.0 11600.0 15.750 .0 15233.7 3633.7 11600.0 15.833 .0 14564.1 2964.1 11600.0 15.917 .0 13901.0 2301.0 11600.0 16.000 .0 13373.1 1773.1 11600.0 16.083 .0 13234.9 1634.9 11600.0 16.167 .0 13758.3 2158.3 11600.0 16.250 .0 15032.9 3432.9 11600.0 16.333 .0 16851.1 5251.1 11600.0 16.417 .0 18665.7 7065.7 11600.0 16.500 .0 19831.8 8231.8 11600.0 16.583 .0 20367.0 8767.0 11600.0 16.667 .0 "0263.9 8663.9 11600.0 16.750 .0 19588.4 7988.4 11600.0 16.833 .0 18754.8 7154.8 11600.0 16.917 .0 18093.8 6493.8 11600.0 17.000 .0 17667.0 6067.0 11600.0 17.083 .0 17380.0 5780.0 11600.0 . 17.167 .0 17101.4 5501.4 11600.0 17.250 .0 16816.9 5216.9 11600.0 = 17.333 .0 16467.6 4867.6 11600.0 17.417 .0 16036.6 4436.6 11600.0 °= 17.500 .0 15568.5 3968.5 11600.0 ~~ 17.583 .0 15068.1 3468.1 11600.0 17.667 .0 14554.2 2954.2 11600.0 ~~ 17.750 .0 14072.5 2472.5 11600.0 17.833 .0 13637.1 2037.1 11600.0 . 17.917 .0 13252.2 1652.2 11600.0 ~" 18.000 .0 12934.5 1334.5 11600.0 18.083 .0 12672.1 1072.1 11600.0 . 18.167 .0 12446.7 846.7 11600.0 18.250 .0 12225.3 625.3 11600.0 - 18.333 .0 11989.1 389.1 11600.0 . 18.417 .0 11730.7 130.7 11600.0 18.500 .0 11460.3 .0 11460.3 - 18.583 .0 11187.1 .0 11187.1 18.667 .0 10921.4 .0 10921.4 - 18.750 .0 10677.0 .0 10677.0 18.833 .0 10460.6 .0 10460.6 18.917 .0 10269.1 .0 10269.1 - 19.000 .0 10098.2 .0 10098.2 19.083 .0 9947.6 .0 9947.6 19.167 .0 9818.4 .0 9818.4 19.250 .0 9707.3 .0 9707.3 19.333 .0 9609.9 .0 9609.9 19.417 .0 9522.2 .0 9522.2 19.500 .0 9441.0 .0 9441.0 19.583 .0 9364.5 .0 9364.5 19.667 .0 9292.1 .0 9292.1 19.750 .0 9223.4 .0 9223.4 ^~ 19.833 .0 9158.4 .0 9158.4 19.917 .0 9097.1 '0 9097.1 _ 20.000 .0 9038.9 .0 9038.9 20.083 .0 8983.4 .0 8983.4 - 20.167 .0 8930.0 .0 8930.0 20.250 .0 8878.2 .0 8878.2 ~ 20.333 .0 8827.8 .0 8827.8 _ 20.417 .0 8779.1 .0 8779.1 20.500 .0 8732.4 .0 8732.4 ~~ 20.583 .0 8687.8 .0 8687.8 20.667 .0 8644.9 .0 8644.9 ~- 20.750 .0 8603.4 .0 8603.4 20.833 .0 8563.1 .0 8563.1 °° 20.917 .0 8523.9 .0 8523.9 40 21.000 .0 8486.1 .0 8486.1 21.083 .0 8449.5 .0 8449.5 . 21.167 .0 8414.1 .0 8414.1 21.250 .0 8379.4 .0 8379.4 °* 21.333 .0 8345.4 .0 8345.4 . 21.417 .0 8311.8 .0 8311.8 21.500 .0 8278.6 .0 8278.6 m0 21.583 .0 8246.0 .0 8246.0 21.667 .0 8214.4 .0 8214.4 °^ 21.750 .0 8183.8 .0 8183.8 40 21.833 .0 8154.1 .0 8154.1 21.917 .0 8124.9 .0 8124.9 � m� ****** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 3 - >>>>>MODEL FLOW-THROUGH DETENTION BASIN ROUTING<<(<< _ __ ZL0 "S6 S'60£ 98'L 0"t179£ 000' 0SL "tit 801 "ZL 0'69Z S8'9 O'L9T£ 000" L99"17T 6171 ' ZS 8 't7EZ 96'G £09 Z 000' E8S ' ti T tZ8'S£ E "E6T 17Z'S 9 "STOZ 000' 00S'iT tiLZ'£Z S'0171 tiZ'17 17 "1S17T 000' LT17'iT SZ Z " 171 Z "96 8Z ' E 9'L96 000 ' £££ " 17 1 l8 9L9 179 ' Z £L09 000' 0SZ " ti T L0S'ti Z'0S SZ'Z T 'ELE 000' L91'171 E8Z'1 T'T£ T0'? L'S''? 000' £80'171 (dti)3W0110A (SdZ) (1d)Hld3'1 (Sd3) (dti)'1311Id (SW) 3n I iJ3dd3 M01din0 3n I iO3dd3 MO1dN I 38tiyOiS- '1ti3'1 3W I 1 : (S1V 31N I 31nN I W -S) SlinS3d 13QOW JN I ln0)d N I Sti}3 (17 Wd3a1S ) MO1d1n0 A 3213no u t seq a8e.ao 3s i v i utseq Hoot f3no ( - -) : not 4ua3ap ; A 1 1 (awnjon pue) 1.13dap 2A131affa (17 Wti3)A1S ) MO1dN I 000'0££1 00'8£6 00'1£ ST 000 " I T Z 1 00 • S0 S 00'6Z 171 000'£601 00'16t 00 ' LZ ET 000"LL6 00'LL17 00'SZ ZT (:no0'Z98 00'E917 00'EZ TT 000 "817L 00"81717 00 OT 000 "S£9 00 "E£17 00'61 6 000 " 1ZS 00 ' L 117 00 ' L T 8 000 "S117 00'1017 00 "S1 L 000'60E 00 ' 178E 00 " £ T 9 00001 Z 00'992 00'11 S OS T ' 86 00 ' LEE 00'8 17 0117 "OE 61'60Z 00"G £ 081"Z 00'£17 00 000' 00" 00" 1 (AV) (Sd3) (ld) 838WfN 39V80JS MO1d ±n0 H1d3R 1'in83JNI . : NO I WWdOdN I 39kiy01S arm MO1din0 SnS Hid3Q N I Sti8 000" = 131in0 360811 '1311 I d (dti) 3Wn10n 3A 1103.1d3 ►13 I d I33dS 000' = '13111d (AV) 3JtjdOiS 'Iti3'1 '13 I d I O3dS 000' = (dti) 3SV801S '1ti3'1 : SM0110d Sti 38ti SNO I l I'1NO3 N I Sti 3 '13 I d I O3dS :S1tiA J31NI IINf 31nNIW -3AId JNISn NISt»3 NOIIN313Q HJfO'dHi -MO1d b HJfO`dH1 e r/ 41 +d n M(' 17 83}3WnN WkI38.S WOdd Hdad9Od'1AH ddONny 31n0w 14.833 .000 4020.1 8.60 337.0 120.438 14.917 .000 4304.7 9.33 346.3 147.700 15.000 .000 4516.0 10.10 353.6 176.367 15.083 . 000 4670.3 10.89 361.1 206.044 15.167 .000 4776.0 11.53 367.9 236.403 15.250 .000 4844.8 12. 16 373.6 267. 197 15.333 .000 4885.3 12.78 379.2 298.230 15.417 .000 4889.1 13.38 384.6 329.252 15.500 .000 4818.3 13.96 389.7 359.752 15.583 .000 4611.1 14.51 394.5 388.792 15.667 .000 4214.0 15.00 398.9 415.067 15.750 .000 3633.7 15.41 402.6 437.319 15.833 .000 2964.1 15.73 405.6 454.940 15.917 .000 2301.0 15.97 407.8 467.978 16.000 .000 1773.1 16.14 409.5 477.370 16.083 .000 1634.9 16.30 410.8 485.800 16.167 .000 2158.3 16.52 412.3 497.825 16.250 .000 3432.9 16.90 414.7 518.612 16.333 .000 5251.1 17.50 418.6 551.893 16.417 .000 7065.7 18.33 424.3 597.633 16.500 .000 8231.8 19.29 431.4 651.355 16.583 .000 8767.0 20.30 439.0 708.710 16.667 .000 8663.9 21.30 446.5 765.304 16.750 .000 7988.4 22.21 453.7 817.195 16.833 .000 7154.8 23.02 460.1 863.302 16.917 .000 6493.8 23.74 465.7 904.817 17.000 .000 6067.0 24.41 470.6 943.360 17.083 .000 5780.0 25.05 475.1 979.895 17.167 .000 5501.4 25.65 479.4 1014.482 17.250 .000 5216.9 26.21 483.5 1047.081 17.333 .000 • 4867.6 26.73 487.3 1077.249 17.417 .000 4436.6 27. 19 490.7 1104.425 17.500 .000 3968.5 27.60 493.8 1128.355 17.583 .000 3468.1 27.95 496.4 1148.821 17.667 .000 2954.2 28.23 498.6 1165.733 17.750 .000 2472.5 28.46 500.4 1179.314 17.833 .000 2037.1 28.64 501.9 1189.888 17.917 .000 1652.2 28.78 503.0 1197.802 18.000 . 000 1334.5 28.87 503.8 1203.524 18.083 .000 1072.1 28.94 504.3 1207.434 18.167 .000 846.7 28.98 504.7 1209.789 18.25 0 .000 625.3 28.99 504.9 1210.618 18.333 .000 389.1 28.98 504.9 1209.821 18.417 .000 130.7 28.94 504.7 1207.245 18.500 .000 .0 28.88 504.3 1203.771 18.583 .000 .0 28.82 503.9 1200.301 18.667 .0000 .0 28.76 503.5 1196.833 18.750 .000 .0 28.70 503.1 1193.368 18.833 .000 .0 28.64 502.7 1189.906 18.917 .000 .0 28.58 502.3 1186.446 19.000 . 000 .0 28.53 501.9 1182.990 19.083 . 000 .0 28.47 501.5 1179.536 19.167 .000 .0 28.41 501.1 1176.085 19.250 .000 .0 28.35 500.7 1172.637 19.333 .000 .0 28.29 500.2 1169.192 19.417 .000 .0 28.23 499.8 1165.749 19.500 .000 .0 28.17 499.4 1162.310 19.583 .000 .0 28.12 499.0 1158.873 19.667 .000 .0 28.06 498.6 1155.439 19.750 .000 .0 28.00 498.2 1152.008 19.833 .000 .0 27.94 497.8 1148.579 19.917 .000 .0 27.88 497.4 1145.154 W*********** w.******************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 7 )))))STREAM NUMBER 4 ADDED TO STREAM NUMBER 1< <(<< 4.******************************************** * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 11 > > >> >VIEW STREAM NUMBER 1 HYDROIRAPH<<(<( STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) 0(CFS) 0. 3050.0 6100.0 9150.0 12200.0 14.083 7510.0880 11631.11 . . V . Q . 14.167 7590.3230 11650.16 . . V . 0 . 14.250 7670.6790 11667.64 . . V . 0 . 14.333 7751.2310 11696.24 . . V . Q . 14.417 7832.0890 11740.54 . . V . Q . ., 14.500 7913.3110 11793 .29 . . V . . 0 . 14.583 7994.8170 11834.81 . . V . 0 . 14.667 8076.5600 11869.04 . . V . 0 . 14.750 8158.5820 11909.53 . . V . • O 14.833 8240.7920 11936.99 . V . 0. 14.917 8323.0660 11946.31 . . V . 0. 15.000 8405.3920 11953.56 . . V . 0. 15.083 8487.7690 11961.13 . . V . 0. 15.167 8570.1920 11967.89 . . V . Q. 15.250 8652.6550 11973.60• . . V . Q. 15.333 8735.1570 11979.22 . . V . 0. 15.417 8817.6960 11984.64 . . V . 0. 15.500 8900.2700 11989.69 . . V . 0. 15.583 8982.8760 11994.47 . . V . a. 15.667 9065. 5130 11998.90 . . V . . Q. 15.750 9148.1760 12002.64 . . V . . 0. 15.833 9230.8580 12005.57 . . V . . 0. 15.917 9313. 5570 12007.82 . . V . Q. 16.000 9396. 2670 12009.47 . V . . 0. 16.083 9478.9850 12010.77 . V . . 0 . 16.167 9561. 7150 12012.28 . . V . . Q. 1.6.250 9644. 4610 12014.68 . . V . . O 16.333 9727.2330 12018.62 . V. . 0. 16.417 9810.0460 12024.32 . V. . 0 . 16.500 9892. 91_)60 11'031, 39 . V. 0. 16.583 9975.8190 12038.98 . V. . 0. 16.667 10058. 7800 12046.53 . V. . a. 16.750 10141.80 >00 120)53. 69 . V. 0. 16.833 1 0224. 8600 12060. 13 . V . Q. 16.917 10307.950)0) 12065.69 . V . 0. 17.0o0 10391. 0800 12070.56 . V . Q. 17.093 10474.2500 12075.13 . V . 0. 17.167 10557.4400 12079.44 . V . 0. 17.250 10640. 6600 12083.49 V . 0. 17.333 107'23. 9000 12087.28 . V . a. 17.417 1081_)7. 1701.) 120)90. 73 . . .V . 0. 17.500 10)890). 461.)0 12093.78 . .V - 0. 17.593 10973. 7700 12096.41 . V . 0. 17.667 11057.1000 12098.63 d .1. .V Q. 17.750 11140.4300 12100.43 . '7I1 .V . 0 . 17.833 1 1223. 7800 12101.87 . . V 0. 17.917 1 1307. 1300 12102.96 . . V . 0. 18.0OO 11390.4900 12103.77 . . V . 0 18.083 11473.8600 12104.34 . . . V 0. 18.167 11557.2200 12104.72 . . . V 0. 18.250 11640.5900 12104.91 . . V . Q. °m. 18.333 11723.9600 12104.91 . . V ~ Q. 18.417 11807.3200 12104.71 -� . . V . Q. me 18.500 11889.7200 11964.63 . . . V . Q. 18.583 11970.2400 11691.03 . . . V . Q . m 18.667 12048.9200 11424.91 . . . V . Q . =w 18.750 12125.9200 11180.16 . . . V . Q . 18.833 12201.4300 10963.30 . . . V . 0 . ^- 18.917 12275.6100 10771.38 . . . V . 0 . 19.000 12348.6100 10600.07 . . . V . Q . = 19.083 12420.5800 10449.02 . . . V • 0 . ~~ 19.167 12491.6500 10319.42 . . . V . Q . 19.250 12561.9500 10208.00 . . . V . 0 . = 19.333 12631.5800 10110.18 . . . V . Q . 19.417 12700.6000 10022.00 . . . V . Q . - 19.500 12769.0600 9940.44 . . . v . Q . - 19.583 12836.9900 9863.56 . . . V . 0 . 19.667 12904.4200 9790.69 . . . V . 0 . ~~ 19.750 12971.3700 9721.60 . . . V .Q . 19.833 13037.8800 9656.22 . . . V .0 . ~~ 19.917 13103.9500 9594.47 . . . V .0 . 20.000 13169.6300 9535.90 . . . V .0 . - 20.083 13234.9200 9479.99 . . . V .0 . = 20.167 13299.8300 9426.16 . . . V 0 . 20.250 13364.3900 9373.95 . . . V 0 . - 20.333 13428.6000 9323.17 . . . V 0 . 20.417 13492.4700 9274.07 . . . V 0 . 20.500 13556.0200 9226.99 . . . V Q . 201583 13619.2600 9181.98 . . . V 0 . 20.667 13682.2000 9138.69 . . . V Q. . - 20.750 13744.8400 9096.76 . . . V Q. . 20.833 13807.2100 9056.01 . . . V Q. . -~ 20.917 13869.3100 9016.48 . . . V Q. . 21.000 13931.1400 8978.24 . . . V Q. . 21.083 13992.7200 8941.27 . . . V Q. . 21.167 14054.0600 8905.39 . . . V Q. . 21.250 14115.1500 8870.35 . . . V 0~ . ~ - 21.333 14176.0000 8835.92 . . . VO . . 21.417 14236.6200 8801.90 . . . Q . . - 21.500 14297.0100 8768.28 . ~ . 0 . . 21.583 14357.1700 8735.30 . . . 0 ~ . 21.667 14417.1100 8703.28 . . . 0 . . 21.750 14476.8300 8672.30 . . . 0 . . 21.833 14536.3500 8642.16 . . . 0 . . ~~ 21.917 14595.6700 8612.62 . . . 0 . . 22.000 14654.7800 8583.57 . . . 0 . . =~ -------------------------------------- _______ _ AMP END OF FLOOD ROUTING ANALYSIS m m m m AP = A* �. T. . . . 31DNIW—ci A8 HcW8UOMCAH MOlJNI 2 WVAdlS ]HI alma at 83a8O NI O]lVWIlS] SI lN]I3IJJ]03 SNIlOO8-3 O]Im(IOW ]Hl — === = ================================z======================================= >>>>>OOHl]W X]ANO3 ]Hl A8 SNI1OOH l]NNVH3 l]OOW<<<<< -------------- ---- -_-------------_-------------------------------- . g = 3O03 SI 00^17 ]OON Ol 0O^2 ]OON WO8:A SS]3O8J MO **************************************************************************** ^ A ^ ^ ^ O ^ 82^2g4 2A7T8^386 000^8T ^ A ^ ^ ^ D ^ T3^694 4q39^446 4T6^4T ^ A ^ ^ ^ 0 ^ tr2^484 T832^346 228^4T ^ A ^ ^ ^ 0 ^ 9T^8T8 9g06^996 0q4'..^4T ^ A ^ ^ ^ O ^ 2h^hV8 604.3^T96 499^4T ^ A ^ ^ ^ 0 ^ T6^048 2gqt7^�g6 28q^4T ^ A ^ ^ 0 ^ 6h^106 24qh^6t76 00q^4T ^ A ^ ^ 0 " 23^626 48b3^2b6 4Ti7^elT ^ A " "0 ^ q0^h66 3084^926 222^4T ^ A " ^O " 42^040T Tb26^636 03^4T ^ A ^ O ^ 98^02TT . t739q^336 49T^4T ^ ^ ^ O ^ ^ T8^TO3T Tt744^1716 28O^1::1T ^ ^ ^ O ^ ^ 04^8931 34617^906 000^4T ^ ^ ^ 0 ^ ^ Oq^822T 96g4^468 �T6^9T ^ ^ A ^ 0 " " Tb^TTVT 2TVq^888 2 ^ ^ A ^ 0 ^ ^ 6g^T0hT 6038^848 0q/..^9T ^ ^ A ^ 0 ^ ^ Og^T6qT T4T9^898 499^9T ^ ^ A ^ 0 " " t'b^t734T 29q9^4q8 28c:,^9T ^ ^ A ^ ^ ^ 90^4803 0084^qty8 00q^9 ^ ^ AD ^ • ^ O3^Og83 290b^T28 4Tt?^9T ^ ^ A ^ ^ ^ 44^233t, 8944^ TT8 222^9T ^ 0 ^ A ^ ^ " T6^ggh2 b489^384 Oc;3^9T ^ ^ A 0 " " ^ 30^04 17988^8q4 49T^9T ^ ^ A ^ 0 ^ ^ 33^939T 3g48^ Tb4 280^9T ^ ^ A ^ O ^ ^ 3T^96TT t,q49^024 000^9l ^ ^ A ^ "0 ^ 8h^9t/OT 442t.7^334 4l6^qT ^ ^ A " ^ ^ 19^086 q023^qT4 228^qT ^ ^ A " ^ 0 ^ 93^096 694V^804 0q4^qT ^ ~ A ^ ^ ^ 8T^TOOT q298^TO4 499^qC ^ ^ A ^ 0 ^ 69^g2TT t.7896^t269 28(.;:^qT ^ ^ A ^ 0" ^ T9^2T3T 8917T^489 OOq^qT ^ ^ A ^ 0" ^ Oq^823T 9884^849 4Tt; ^ ^ A^ 0" ^ 19^8331 06W^049 222^qT ^ ^ A ^ O ^ ^ 6T^903T g464^199 0q3^T ^ ~ A^ 0" ^ 89^981T 1706t7^2q9 49T^qT ^ ^ A^ D ^ 1./!^49TT 4412^qt.79 280^qT ---------------------------------------------------------------------------- 0^002t2 0^g332 0~0gT3 O^Q4OT ^O (SJ3)0 (JV)]WOlOA (S8H)AWI1 --------------------------- -------------------------------------------- (SJ3)S1VAU3lNI ]lONIW—]AIJ NI HJV8SO8OAH === HJV8SO8OAH JJONO8 W8OlS 8OOH-b3 ============================================================================ ' - N- . 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