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Home My WebLink AboutSan Sevaine & Etiwanda Creek Vol V FUSCOE WILLIAMS LINDGREN & SHORT SAN SEVAINE CREEK ETIWANDA CREEK HYDROLOGY AND BASIN ROUTING REPORT VOLUME V Developed, One Hundred -Year Hydrology Computations With Ultimate Upstream Detention Within San Sevaine Watershed And Diversion Of Etiwanda Flows In Excess Of 2500 CFS To San Sevaine Basin 5 February, 1989 c a SAN SEVAINE CREEK AND ETIWANDA CREEK 1 HYDROLOGY AND BASIN ROUTING REPORT I Volume V Developed, 100 Year Hydrology Computations With Ultimate Upstream Detention Within San Sevaine Watershed 1 And Diversion Of Etiwanda Flows In Excess Of 2500 CFS To San Sevaine Basin 5 1 February, 1989 1 Prepared For: The Caryn Company ( P. O. Box 216 So. Laguna, California 92677 -0216 ( Prepared By: ( Fuscoe, Williams, Lindgren & Short, Inc. 2500 Redhill Avenue, Suite 100 Santa Ana, California 92705 ( ofESS /0,p, � No. 36865 * ExP0 ( f OFGA,ti w By: Steve W. May, P.E. TABLE OF CONTENTS Volume V Developed, 100 Year Hydrology Computations With Ultimate Upstream D n i n Within ete t o W t n San Sevaine Watershed And Diversion Of Etiwanda Flows In Excess Of 2500 CFS To San Sevaine Basin 5 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 .. 401 '01. I sir 41 42 .. 0 us in 0 A 43.1 ** me 0 B 3 .. WI 0 .42 F -.. ** C 6/4 0 4 404 43.2 44 ID ? SPL,T e 0 D 0 HAWKER CRAWFORD 0 �. FLOW 0 ' E (1) 0 4.4 .. 0 0 0 3 o1 6.2 8 9 10 J a .. co 0 0 0 ID 0 8.1 G 0 LEGEND: ,� 4 ADD SUB -AREA a SAN SEVAINE BASIN RICH BASIN HYDROGRAPH NO . 2 MI EI 2O NODE SAN 3 EVAINE BASIN El JURUPA BASIN air D SAN SEVAINE BASIN ) A ( SAN SEVAINE BASIN A. A RESERVOIR /BASIN NO. 4 A NO. 1 (DEBRIS BASIN) E SAN SEVAINE BASIN ** BASINS 2&3 COMBINED ill CONVEX CHANNEL NO. 5 FOR ULTIMATE HYDROLOGY ma ROUTING ■r • FU5C0E 2 Sann 5 ETIWANDA & SAN SEVAINE - (714)250-1500 F AX(714)250.7420 CREEKS & HYDROLOGY SCHEMATIC DIAGRAM vat Civil Engineers • land Surveyors FIGURE III 24-HOUR FACTOR = .982 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 =a 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 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 . 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 lei 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 ^� 52 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) = 204.9827 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1446.6480 = �� 4* = = =° .6 = ___ _ ______ , 24-HOUR STORM ^~ RUNOFF HYDROGRAPH ~~ ,. HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . TIME(HRS) VOLUME(AF) Q(CFS) O. 550.0 1100.0 1650.0 2200.0 we 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. . . ~~ 14.417 715.7162 1114.56 . . VO . . 14.500 723.9119 1190.03 . . VQ • . . ^~ 14.583 732.4071 1233.50 . . V 0 • • ~~ 14.667 741.0845 1259.96 . . V 0 . . 14.750 749.9000 1280.01 . . V 0 . . I~= 14.833 758.8276 1296.28 . . V 0 . . 14.917 767.8470 1309.62 . . .V 0 • • - 15.000 776.9428 1320.71 . . .V 0 . . *kW 15.083 786.1035 1330.13 . . .V 0 . • 15.167 795.3188 1338.07 . . .V 0 . . . 15.250 804.5794 1344.64 . . . V 0 . . 15.333 813.8777 1350.12 . . . V 0 . . ON 15.417 823.1350 1344.15 . . . V 0 . . 15.500 832.2209 1319.27 . . . 0 , , ~~ 15.583 841.0316 1279.31 . • . 0 . • = 15.667 849.4433 1221.38 . . . QV . . 15.750 857.3190 1143.55 . . 0 V . . ~~ 15.833 864.2643 1008.47 . . 0 . V . . 15.917 870.8661 958.57 . . 0 . V . . ~~ 16.000 877.5626 972.33 . . Q . V . . 16.083 885.0021 1080.23 . . Q. V . . ~ 16.167 893.6511 1255.83 . . . 0 V . . '-. 16.250 903.4326 1420.26 . . . VO . . 16.333 914.5807 1618.71 . . . V co. . ` 16.417 927.1406 1823.69 . . . V . 0 . 16.500 942.0372 2163.00 . . . V . Q. ~= 16.583 953.6767 1690.05 . . . V 0 . ~~ 16.667 963.4944 1425.54 . . . QV . . 16.7 972.7995 1351.09 . . . 0 V . . - 16.833 962.4802 1405.63 . . . 0 V , _ 16.917 992.2903 1424.43 . . . 0 V . . °, 17.000 1002.1070 1425.34 . . . 0 V . . *w 17.083 1011.8850 1419.82 . . . 0 V . . 17.167 1021.5690 1406.06 . . . 0 V . . . 17.250 1031.0930 1382.88 . . . 0 V . . 17.333 1040.4070 1352.39 . . . 0 V , , . 17.417 1049.4140 1307.90 . . . 0 V. . 17.500 1057.8800 1229.24 . . . Q V. . = 17.583 1065.9820 1176.40 . . .0 V. . m 17.667 1073.8380 1140.71 . . 0 V. . 17.750 1081.4850 1110.27 . . 0 V. . . 17.833 1088.9230 1080.12 . . Q. V . 17.917 1096.1540 1049.86 . . Q. V . . 18.000 1103.2230 1026.40 . . 0 . V . . me **************************************************************************** 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 #00 UPSTREAM ELEVATION = 1960.00 DOWNSTREAM ELEVATION = 1510.00 °., CHANNEL LENGTH(FT) = 7000.00 MANNINGS FACTOR = .014 mi - CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2163.00 w� AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1356.88 = CHANNEL NORMAL VELOCITY FOR 0 = 1356.88 CFS = 36.30 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .955 4W MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE ~~ UNIT INTERVALS IS CSTAR = .988 . - - CONVEX METHOD CHANNEL ROUTING RESULTS: ~ MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) ~~ 15.083 1330. 1 1324.2 15.167 1338.1 1333.1 ~~ 15.250 1344.6 1340.5 15.333 1350.1 1346.7 - 15.417 1344.2 1347.8 15.500 1319.3 1334.7 ~~ 15.583 1279.3 1304.2 m� 15.667 1221.4 1257.5 15.750 1143.5 1192.2 -~ 15.833 1008.5 1092.6 15.917 958.6 990.5 °� 16.000 972.3 964.2 ~ 16.083 1080.2 1013.4 16.167 1255.8 1146.4 °~ 16.250 1420.3 1317.2 16.333 1618.7 1494.7 =" 16.417 1823.7 1695.3 Aw 16.500 2163.0 1951.5 16.583 1690.1 1980.1 °.. 16.667 14 1592.8 16.750 1351.1 1399.2 me 16.833 1405.6 1372.5 16.917 1424.4 1412.4 ^e 17.000 1425.3 1424.6 w 17.083 1419.8 1423.2 17.167 1406.1 1414.6 °s. 17.250 1382.9 1397.3 17.333 1352.4 1371.4 me 17.417 1307.9 1335.7 4.0 17.500 1229.2 1278.3 17.583 1176.4 1209.7 °N 17.667 1140.7 1163. 2 17.750 1110.3 1129.4 - 17.833 1080.1 1099.0 = 17.917 1049.9 1068.8 18.000 1026.4 1041.1 4, *********************************** 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(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 = .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 = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION w� -- ----------------------- 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 r 9 79.1.30 1414.4V1 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 56 99.864 5.435 57 99.883 5.435 58 99.901 5.435 CO 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) = 468.7997 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2080.5760 == ============== === ===__ _===_ _____=______ 24-HOUR STORM ~~ RUNOFF HYDROGRAPH - = = ==_____======__ - ` °~ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) = TIME(HRS) VOLUME(AF) Q(CFS) 0. 900.0 1800.0 2700.0 3600.0 . _____________________ 14.083 958.6860 1507.86 . . 0 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. . . 14.500 1016.4510 1836.51 . . VQ . . ~ 14.583 1029.4700 1890.43 . . V.0 . . � 14.667 1042.7630 1930.16 . . VQ . . 14.750 1056.2660 1960.61 . . VQ • . °~ 14.833 1069.9400 1985.45 . . V 0 • . 14.917 1083.7560 2006.09 . . V 0 • . - 15.000 1097.6950 2024.01 . . .VQ • . 15.683 1111.7420 2039.61 . . .VQ . . ~~ 15.167 1125.8900 2054.23 . . .VQ . . _ 15.250 1140.1350 2068.40 . . .V0 . ~ 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 . . Q V . . 15.750 1220.1180 1652.57 . . Q . V . . - 15.833 1230.5050 1508.17 . . Q . V . . 15.917 1240.7280 1484.43 . . 0 . V . . ~ 16.000 1251.4110 1551.11 . . 0 . V . . 16.083 1264.0130 1829.81 . . Q V . . 16.167 1279.6470 2270.14 . . . VQ . . - 16.250 1298.8230 2784.28 . . . V 0 . 16.333 1320.7790 3188.12 . . . V . 0 . - 16.417 1345.5140 3591.41 . . . V . Q. 16.500 1369.2350 3444.37 . . . V . 0 , ~~ 16.583 1388.2060 2754.56 . . . V 0 . _ 16.667 1404.9850 2436.38 . . . 0 . . 16.750 1420.9480 2317.81 . . . Q V . . °~ 16.833 1436.8220 2304.82 . . . 0 V . , 16.917 1452.4210 2265.01 . . . 0 V . . ^~ 17.000 1467.8030 2233.41 . . . 0 V . . 17.083 1482.9040 2192.71 . . . 0 V ~ . ,� 17.167 1497.75 2156.05 . . . 0 V . . ~° 17.250 1512.2420 2103.78 . . . 0 V. . 17.333 1526.2170 2029.22 . . . 0 V. , °., 17.417 1539.4820 1926.03 . . .0 V. . 17.500 1551.9840 1815.35 . . Q V. . . 17.5S3 1563.9830 1742.27 . . Q. V . . 17.667 1575.5610 1681.11 . . 0 . V . 17.750 1586.7610 1626.22 . . 0 . V . . 17.833 1597.7010 1588.53 . . Q . V . 17.917 1608.4230 1556.82 . . Q . . V . . 18.000 1618.9510 1528.63 . . Q . .V . . AN 4 ********* *** ************ * ******************** **** ************************ 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 = .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 4.863 208.184 2 32.371 1177.663 3 71.786 1687.434 4 91.584 847.614 5 97.632 258.923 .0 6 98.990 58.126 7 99.518 22.615 8 99.807 12.377 9 99.952 6.189 10 100.000 2.063 TOTAL SOIL-LOSS VOLUME (ACRE-FEET) = 118.0261 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 200.5293 law _ ==__ ________ _ ________ -~ 24-HOUR STORM °� RUNOFF HYDROGRAPH ==_ _ _____ = H/DROGRAPH IN FIVE-MINUTE -MINUTE INTERVAB(CB) "� TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 . 15.083 111.0365 203.46 . 0 . V . . . 15.167 112.4474 204.86 . 0 . V . • ,_ 15.250 113.8689 206.40 . Q . V . . 15.333 115.3020 208.08 . 0 . V . . ~= 15.417 116.7092 204.32 . 0 . V • . 15.500 117.9122 174.69 . Q . . V • . ow 15.583 118.8 132.87 . 0 . . V . . 15.667 119.6337 117.09 . 0 • . V . . °� 15.750 120.4645 120.63 . Q . . V . . == 15.833 121.3863 133.85 . 0 . . V . . 15.917 122.4541 155.04 . Q . . V . . -� 16.000 123.7921 194.28 . Q. . V . . 16.083 125.9723 316.56 . . 0 . V . . = 16.167 130.2714 624.22 . . . V .0 . ,� 16.250 135.3395 735.89 . . . V . 0 . 16.333 138.3846 442.15 . . . 0 V . . == 16.417 139.9785 231.43 . .0 • V . . 16.500 141.1832 174.92 . 0 . • V . . . 16.583 142.5175 193.76 . Q. • V . . = 16.667 143.9329 205.50 . 0 . V . . 16.750 145.3512 205.94 . Q . V . . _~ 16.833 146.7486 202.90 . Q • V. . 16.917 148.1276 200.23 . Q . V. . = 17.000 149.4934 198.32 . Q. • V. . 17.083 150.8299 194.06 . Q. . V . - 17.167 152.0574 178.23 . 0 . . V . . 17.250 153.1304 155.80 . 0 . . V . 17.333 154.1134 142.73 . 0 . . V . ~ 17.417 155.0536 136.52 . 0 . . V . 17.500 155.9686 132.85 . Q . . .V . =~ 17.583 156.8626 129.82 . 0 . . .V . 17.667 157.7381 127.12 . 0 . . ~V . ., 17.750 158.5969 124.69 . 0 . . .V . ~ 17.833 159.4403 122.46 . 0 . . .V . 17.917 160.2696 120.41 . 0 . . .v . °~ 18.000 161.0857 118.50 . Q . . . V , . *********************** ~� FLOW PROCESS FROM NODE 401.00 TO NODE .43 IS CODE = 3 °I Kr _______________ >>>>>MODEL FLOW-THROUGH DETENTION BASIN ROUTING<<<<< . ==____________________ _______ __ _ _ ^ . �&�y4l �� x�r, _ ' � . ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN or 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) .- � � | � � { | V - | detention N-->: | outflow � basin ! | ......... ~ � ^ ( \ | | 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 3567.3 19.17 2147.0 238.474 15.167 .000 3592.2 19.63 2170.7 248.264 ~ 15.250 .000 3615.3 20.08 2194.0 258.053 15.333 .000 3636.9 20.54 2214.9 267.846 ~' 15.417 .000 3628.5 20.98 2233.8 277.452 15.500 .000 3543.7 21.40 2251.8 286.349 15.583 .000 3382.8 21.75 2267.9 294.028 ~ 15.667 .000 3197.1 22.05 2281.5 300.333 15.750 .000 2965.3 22.26 2292.1 304.970 - 15.833 .000 2734.7 22.40 2299.5 307.967 w= 15.91 .000 2629.9 22.51 2304.6 310.207 16.000 .000 2709.6 22.64 2309.5 312.963 °� 16.()83 .000 3159.7 22.91 2317.8 318.761 16.167 .000 4040.7 23.45 2334.9 330.510 *1.• 16.250 .000 4837.4 24.24 2362.8 347.552 16.333 .000 5124.9 25.12 2397.7 366.335 "M 16.417 .000 5518.2 26.11 2436.6 387.558 40 16.500 .000 5570.8 27.10 2477.9 408.858 16.583 .000 4928.5 27.87 2514.8 425.482 =" 16.667 .000 4234.6 28.41 2542.3 437.137 16.750 .000 3922.9 28.85 2562.7 446.505 op 16.833 .000 3880.2 29.26 2580.5 455.456 v. 16.917 .000 3877.6 29.67 2597.8 464.271 17.000 .000 3856.4 30.07 2614.4 472.824 *iv 17.083 .000 3810.0 30.45 2629.4 480.955 17.167 .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 17.500 .000 3226.5 31.81 2682.3 510.250 ~~ 17.583 .000 3081.8 31.94 2687.7 512.964 17.667 .000 2971.4 32.03 2691.6 514.891 ~= 17.750 .000 2880.3 32.09 2694.3 516.172 17.833 .000 2810.0 32.12 2696.0 516.957 °° 17.917 .000 2746.1 32.14 2696.9 517.296 = 18.000 .000 2688.3 ~ 32.14 2697.2 517.234 18.083 .000 2633.6 32.12 2696.8 516.799 . 18.167 .000 2573'8 32.08 2695.7 515.959 18.250 .000 2505.2 32.02 2693.9 514.660 UV 18.333 .000 2430.3 31.93 2691.3 512.862 18.417 .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 2665.0 496.020 18.833 .000 2020.5 30.95 2657.8 491.630 ~ 18.917 .000 1978.5 30.73 2650.3 497.004 _ 19.000 .000 1939.4 30.51 2642.3 482.164 19.083 .000 1908.4 30.27 2634.0 477.166 °~ 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 2605.9 461.374 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 t.. 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 - .~ ** 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 ~0, LENGTH FROM CONCENTRATION POINT TO CENTROID = 11100.000 FEET 40W ELEVATION VARIATION ALONG WATERCOURSE = 1240.000 FEET BASIN FACTOR = .023 .m, WATERSHED AREA = 1110. 000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE 40 VALLEY(DEVELOPED> : "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .400 40 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .590 481 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 VALLEY(UNDEVELOPED/DESERT): °~ "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = . 000 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .400 °0 LOW LOSS FRACTION = .276 *HYDROGRAPH MODEL #1 SPECIFIED* .°em 40 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 -4-HUUR 1-6H0N1-HLL!1NUH/= 1 *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 MR INTERVAL "S" GRAPH UNIT HYDROGRAPH A. NUMBER MEAN VALUES ORDINATES(CFS) = 1 1.327 178.074 2 5.283 531.115 *WO 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 20.607 = 23 99.123 18.082 24 99.255 17.637 "- 25 99.353 13.231 A. 26 99.451 13.15,J 27 99.549 13.138 . 28 99.647 13.099 29 99.744 13.089 A. 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 99.95E .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) = 307.2855 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 827.7238 = = � 400 = ====== =========_____= ===_ =====_____ - 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 °it ____________� ______________ 15.083 455.7520 730.87 . . Q. V . . mop 15.167 460.8226 736.25 . . Q. V . . "sio 15.250 465.9290 741.46 . . Q. V . . 15.,I;33 471.0701 746.48 . . Q. V . . ~" 15.417 476.2065 745.82 . . Q. V . . 15.500 481.2631 734.21 . . Q. V . . °w 15.583 486.1438 708.67 . . 0 . V . , ._, 15.66- 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 . . Q . V . • - = 16.000 516.1(753 549.80 . . Q . V . . °= 16.083 510.5:11 636.82 . . 0 . V . . 16.167 515.9584 785.14 . . Q V . . _ 16.2 522.68)4 976.04 . • • VQ . • 1b.333 530.6794 1161.45 . . . V 0 . ' 16.417 • 540.4461 1418.13 . . . V . Q . 16.500 549.6749 1340.02 . . . V . 0 . -^ ' 16.583 556.8900 1047.64 . . . VO . . ~� 16.667 563.1299 906.03 . . . 0 V . . 16.750 568.9891 850.76 . . . g v , . -~ 16.833 574.7578 837.61 . . . 0 V . . 16.917 580.3705 814.97 . . .0 V . . ~� 17.000 585.8784 799.73 . . .0 V . . 17.083 591.2601 781.44 . . 0 V . . `- 17.167 596.558 768.64 . . 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. . 17.500 615.4993 618.58 . . 0 . V. . ~- 17.583 619.5343 585.88 . . Q . V. . 17.667 623.3814 558.60 . . 0 . V . 17.750 627.0795 536.97 . . 0 . V . ~~ 17.833 630.6714 521.55 . . 0 . Y . 17.917 634.1696 507.93 . . 0 . V . -~ 18.000 637.5880 496.36 . . 0 . v . Alm , ***********4t*** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 1 me ----------------- _ _ _ >> ANALYSIS<<<<< = Au (UNIT-HYDROGRAPH ADDED TO STREAM #2) , ..pi WATERCOURSE "LAG" TIME = .304 HOURS aii 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 = .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 ~� 6 73.973 1120.721 7 80.708 732.230 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 21.508 99 792 21 22 ~ ^ 23 99.980 20.498 24 99.984 .413 ~ - 25 99.987 .331 99 990 .298 ~~ 26 ^ ^ 2 7 99.993 .297 --- 28 99.995 .�98 29 99.998 .298 30 100.000 .216 = TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 154.5106 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 811.7556 = = . ~~ ~~ MO = � MN 4411 _ 24-HOUR STORM ~~ RUNOFF HYDROGRAPH ~ • HYDROGRAPH IN FIVE-MINUTE INTERVALS(CB) . TIME(HRS) VOLUME(AF) Q(CFS) 0. 400.0 800.0 1200.0 1600.0 .0 15.083 452.0501 757.56 . . Q . V . . ~° 15.167 457.2978 761.97 . . Q. V . . = 15.250 462.5724 765.87 . . Q. V . ~ 15.333 467.8706 769.30 . . Q. V . . - 15.417 473.1352 764.43 . . Q. V . . 15.500 478.2366 740.72 . . 0 . V . . - 15.583 483.0165 694.05 . . 0 . V . • ~ 15.667 487.1411 598.89 . . 0 . 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 . . 0 . V . . 16.167 512.8776 924.58 . . . 0 V . . ~. 16.250 521.0197 1182.23 . . . V Q. . 16.333 531.6078 1537.39 . . . V . Q . - 16.417 540.9856 1361.66 . . . V . 0 . 16.500 547.7467 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 . . 0 V . . -~ 16.833 570.4981 818.39 . . 0 V . . 16.917 576.0761 809.93 . . 0 V . . . 17.000 581.5958 801.46 . . 0 V . . 17.083 587.0087 785.95 . . Q. V . . ~- 17.167 592.2584 762.25 . . Q. V. . ^., 17.250 597.2592 726.12 . . 0 . V. . 17.333 601.8374 664.76 . . 0 . V. . ~^ 17.417 606.0811 616.18 . . 0 . V. . 17.500 610.1296 587.84 . . 0 . V . '= 17.583 614.0286 566.13 . . 0 . V . . 17.667 617.8025 547.97 . . 0 . V . 17.750 621.4697 532.48 . . 0 . V . =n 17.833 625.0409 518.54 . . 0 . V , 17.917 628.5201 505.17 . . 0 . V . = 18.000 631.8815 488.08 . . 0 . . V . .=m ~° ******************************************************* 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 LHf-INNEL LENu|M(-|} = J/00.00 y1HNN1Nbb hHL|Ut-k: = .014 - = CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2779.79 . 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 ROUTING COEFFICIENT FOR 5-MINUTE . UNIT INTERVALS IS CSTAR = .996 . to CONVEX METHOD CHANNEL ROUTING RESULTS: °m 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 1503.6 15.333 1515.8 1512.3 = 15.417 1510.2 1512.5 15.500 1474.9 1489.5 410 15.583 1402.7 1432.5 ~� 15.667 1268.6 1323.9 15.750 1129.8 1187.1 467 15.833 1057.1 1087.2 15.917 1053.9 1055.3 . 16.000 1113.9 1089.2 °= 16.083 1331.8 1242.1 16.167 1709.7 1553.9 _. 16.250 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 == 16.667 1726.3 1791.9 16.750 1679.1 1698.7 ~� 16.833 1656.0 1665.6 16.917 1624.9 1637.7 . 17.000 1601.2 1611.0 . 17.083 1567.4 1581.3 17.167 1530.9 1546.0 . 17.250 1473.8 1497.3 17.333 1381.6 1419.6 - 17.417 1284.0 1324.3 . 17.500 1206.4 1238.5 17.583 1152.0 1174.5 . 17.667 1106.6 1125.4 17.750 1069.4 1084.8 o 17.833 1040.1 1052.2 17.917 1013.1 1024.3 °= 18.000 984.4 996.3 . 18.083 963.2 972.0 18.167 945.1 952.6 = 18.250 928.6 935.4 18.333 912.1 918.9 mm 18.417 897.6 903~6 18.500 884.8 890.1 . 18.583 872.1 877.4 to 18.667 857.8 863.7 18.750 847.2 851.5 - 18.833 837.2 841.3 18.917 827.6 831.6 ~° 19.000 818.6 822.3 19.083 810.0 813.5 19.167 801.7 805.1 19.250 793.8 797.1 = 19.333 786.1 789.3 19.417 778.8 781.8 19.500 771.8 774.7 4W 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 .4 w4 ,4,4,*,*4***44,4**4,4.4 °= 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 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 5.34 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.95 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: *11 5-MINUTE FACTOR = .642 30-MINUTE FACTOR = .658 1-HOUR FACTOR = .658 .0 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 2.932 393.908 ~~ 2 15.173 1644.725 3 40.880 3454.066 .4. 4 66.145 3394.679 . 5 78.206 1620.547 6 85.159 934.145 AO* 7 89.499 583.096 8 92.322 379.426 "o 9 94.453 286.312 wwo 10 95.944 200.313 11 96.999 141.663 °� 12 97.575 77.420 13 97.975 53.773 a. 14 98.329 47.602 15 98.594 35.623 .1 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 =m 21 99.604 9.628 - 22 99.678 9.988 23 99.721 5.782 ese 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) = 198.8417 w= TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 887.1558 -_ ________ ______ . vat me MN me Me mem MM mg Mk vm � __ _________ ______=________________ ____ ___ _ 24-HOUR STORM ~~ RUNOFF HYDROGRAPH ~~ . HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) °° TIME(HRS) VOLUME(AF) Q(CFS) 0. 600.0 1200.0 1800.0 2400.0 4t0 15.083 488.8511 938.78 . . 0 . V . . -` 15.167 495.3368 941.73 . . 0 . V . . . 15.250 501.8421 944.57 . . 0 . V . . 15.333 508'3681 947.57 . . 0 . V . . . 15.417 514.7828 931.41 . • 0 . V . • 15.500 520.6688 854.65 . . 0 . V . • = 15.583 525.4357 692.14 . .0 . V . . ~~ 15.667 529.1576 540.42 . Q. . V . . 15.750 532.5226 488.60 . Q • . V . • = 15.833 535.8682 485.77 . Q . . V . • 15.917 539.4851 525'18 . Q . . V . . ~~ 16.000 543.7402 617.85 . 0 . V . . 16.083 550.1133 925.37 . . Q . V . • =° 16.167 561.0070 1581.75 . . . VO . • ~~ 16.250 577.1119 2338.44 . . . V . 0 . 16.333 592.2581 2199.22 . . . V . 0 . - 16.417 601.5405 1347.81 . . . 0 V . • 16.500 608.5551 1018.52 . . 0 . V . . .. 16.583 615.1536 958.10 . . 0 . V . . ' ,~ 16.667 621.9588 989.12 . . 0 . V . . 16.750 628.8153 995.57 . . 0 . V . . ~~ 16.833 635.5784 982.00 . . 0 . V . . 16.917 642.2485 968.50 . . 0 . V . . °~ 17.000 648.7789 948.23 . . 0 . V. . 17.083 655.2264 936.17 . . 0 • V. . ~^ 17.167 661.4604 905.18 . . Q . V. . =~ 17.250 667.2087 834.65 . . 0 . V . 17.333 672.4709 764.07 . . 0 . V ~ - 17.417 677.4541 723.55 . . 0 . V . 17.500 682.2371 694.50 . .0 . V . . 17.583 686.8235 665.94 . .0 ~ V . �� 17.667 691.2735 646.14 . 0 . .V ~ 17.750 695.6196 631.06 . 0 . .V . °= 17.833 699.8793 618.51 . 0 . .V . 17.917 704.0466 605.08 . 0 . .V . -~ 18.000 708.1401 594.39 . Q. . •V . = °m ** ************************************************************************** FLOW PROCESS FROM NODE 41.10 TO NODE 41.20 IS CODE = 3 . _____ _ _ _____ >>>>>MODEL FLOW-THROUGH DETENTION BASIN ROUTING<<<<< . ======____ _____== � � �� *� ^� y � � �� 13 A'S "~ . ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW-THROUGH DETENTION BASIN 4. 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) (CPS) (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 .0 . INFLOW =° (STREAM 2) � °~ � | .. V effective depth - ------ | (and volume) 1 � | ~ � � V detention }<-->! outflow ' basin 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 1680.7 10.78 1509.4 108. 131 ^= 14.167 .00u 1744.3 10.88 1526.7 109.630 14.250 .000 1858.1 11.01 1550.2 111.750 - 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 =m 14.750 .000 2346.1 12.29 1818.8 132.860 14.833 .000 2371.4 12.49 1866.8 136.336 . 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 13.05 1996.7 145.689 . 15.167 .000 2435.9 13.21 2035.2 148.448 15.250 .000 2448.1 13.37 2071.3 151.044 =* 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 - 15.750 .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 16.00V .000 170/.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 16.750 .000 2694.3 16.12 2768.9 199.132 mop 16.833 .000 2647.6 16.08 2760.4 198.355 16.917 .000 2606.2 16.03 2748.9 197.372 - 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 44- 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 - 19.500 .000 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 ~° 19.833 .000 1119.2 9.94 1351.7 94.579 =° 19.917 .000 1109.7 9.85 1331.5 93.051 AM *************** =01 FLOW PROCESS FROM NODE 41.20 TO NODE 43.00 IS CODE = 5 ___ ________ . :)'MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<( mo ========-----�---- --- -- - - - - - -° THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER *e TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5-MINUTE INTERVALS(Reference: the National Engineering Handbook, m Hydrology, Chapter 17, page 17-52, August,1972, m U.S. Department of Commerce). ~m, ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 15.00 CHANNEL Z = 1.50 ~~ UPSTREAM ELEVATION = 1590.00 1UWNS1KEAM EL� = 1b30.UV ~~ CHANNEL LENGTH(FT) = 3000.00 MANNINGS FACTOR = .014 = CHANNEL ROUTING COEFFICIENT ESTIMATED: . MAXIMUM INFLOW(CFS) = 2771.85 MOE AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1984.57 CHANNEL NORMAL VELOCITY FOR 0 = 1984.57 CFS = 28.14 FPS . ESTIMATED CHANNEL ROUTING COEFFICIENT = .943 =W MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .999 . = CONVEX METHOD CHANNEL ROUTING RESULTS: . MODEL INFLOW OUTFLOW A. TIME (STREAM 2) (STREAM 2) . (HRS) (CFS) (CFS) 14.083 1509.4 1504.4 =° 14.167 1526.7 1520.9 14.250 1550.2 1542.3 ~~ 14.333 1582.3 1571.5 14.417 1622.7 1609.1 . 14.500 1668.6 1653.1 ~~ 14.583 1718.1 1701.4 14.667 1768.9 1751.8 -- 14.750 1818.8 1902.0 14.833 1866.8 1850.6 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 2093.9 15.417 2136.1 2125.8 - 15.500 2159.4 2151.6 ~- 15.583 2166.4 2164.0 15.667 2150.7 2156.0 ~~ 15.750 2116.6 2128.1 15.833 2072.9 2087.6 ~~ 15.917 2028.8 2043.6 ,~ 16.000 1994.6 2006.1 16.083 1989.5 1991.2 ~- 16.167 2048.3 2028.5 16.250 2201.7 2150.1 ~~ 16.333 2416.7 2344.4 =Y 16.417 2601.5 2539.3 16.500 2711.0 2674.1 . 16.583 2759.6 2743.2 16.667 2771.9 2767.7 41111 16.750 2768.9 2769.9 16.833 2760.4 2763.3 =° 16.917 2748.9 2752.8 *40 17.000 2734.6 2739.4 17.083 2717.7 2723.4 -0 17.167 2697.6 2704.4 17.250 2671.2 2680.1 00 17.333 2634.1 2646.6 17.417 2585.5 2601.9 .0 17.500 2529.2 2548.2 010 17.583 2468.4 2488.9 17.667 2405.7 2426.8 ~~ 17.750 2343.1 2364.2 17.833 2281.6 2302.3 ~- 17.917 2221.8 2241.9 18.000 2164.6 2183.8 18.083 2110.8 2128.9 18.167 2059.7 2076.9 18.250 2009.1 2026.1 18.333 1958.8 1975.7 18.417 1909.3 1925.9 °_ 18.500 1861'4 1877.5 18.583 1815.5 1831.0 18.667 1771.6 1786.4 18.750 1729.7 1743.8 *MIN 18.833 1690.4 1703.6 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 1427.0 = 19.667 1395.3 1403.2 19.750 1373.0 1380.5 19.833 1351.7 1358.9 19.917 1331.5 1338.3 "° 20.030 1312.1 1318.6 -************** 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* 4,21 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 = .642 30-MINU7E FACTOR = .658 1-HOUR FACTOR = .658 3-HOUR FACTOR = .933 6-HOUR FACTOR = .969 = 24-HOUR FACTOR = .982 r\UNU HYUrU611 L1bl1Nb LIMl[S: 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 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) = 39.1326 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 67.9521 == __==_ _ ________________________________ - 24-HOUR STORM = RUNOFF HYDROGRAPH ~~ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) UV .� TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 OW 15.083 37.0427 69.73 . Q. .V . . - 15.147 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 . . 15.500 39.4223 63.93 . Q . . V . . ~~ 15.583 39.7819 52.21 . Q . . V . . 15.6 40.0552 39.69 . Q . . V . . - 15.750 40.2885 33.87 . Q . . V . . .. 15.833 40.5222 33.93 . Q . . V . . 15.917 40.7841 38.03 . 0 . . V . . - 16.000 41.1090 47.18 . Q . . v . . 16.083 41.6289 75.49 . Q . V . . °~ 16.16_7 42.6817 152.88 . . 0 V . . ,, 16.250 44.2208 223.47 . . . V Q. . 16.333 45.8087 230.56 . . . V 0 . == 16.417 46.8447 150.42 . . 0 V . . 16.500 47.4786 92.05 . . 0 . V . . ~ 16.583 47.9632 70.35 . Q. . V . . °= 16.667 48.4216 4216 66.56 . 0 . . V . . 16.750 48.9067 70.44 . Q. . V . . ~ 16.833 49.3957 71.00 . Q. . V. . 16.917 49.8797 70.29 . Q. . V. . ~- 17.000 50.3559 69.14 . Q. . V. . 17.083 50.8236 67.91 . Q. . V. . - 17.167 51.2697 64.77 . 0 . . V . _° 17.250 51.6771 59.15 . Q . . V , 17.333 52.0402 52.73 . 0 . . V . -~ 17.417 52.3739 48.45 . 0 . . V . 17.500 52.6902 45.93 . 0 . . .V . ~= 17.583 52.9954 44.32 . Q . . .V . 17.667 53.2929 43.20 . Q . . .V . - 17.750 53.5836 42.20 . Q . . .V . *me 17.833 53.8682 41.32 . Q . . ,V , 17.917 54.1473 40.53 . Q . . ,V . . 18.000 54.4215 39.81 . Q . . . V . ow w ******** * ************* *** ******************************************* * * ***** we 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 = .642 30-MINUTE FACTOR = .658 1-HOUR FACTOR = .659 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 H 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 92.403 905.729 9 95.948 536.274 10 97.826 284.162 11 98.468 97.185 12 98.933 70.244 win 13 99.380 67.618 14 99.752 56.312 °W 15 99.938 28.156 16 100.000 9.385 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 384.6550 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 684.7939 ______ __________________ On ° ===== ====_____________ _=====__ _ ___ 24-HOUR STORM = RUNOFF HYDROGRAPH ~� _ °= HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . TIME(HRS) VOLUME(AF) 0(CFS) 0. 425.0 850.0 1275.0 1700.0 MI 15.083 368.3799 683.83 . . 0 .V . . . 15.167 373. 12 686.76 . . 0 .V . . ^= 15.250 377.9017 693.79 . . 0 . V . . 15.333 382.7151 698.91 . . 0 . V . °� 15.417 387.5255 698.47 . . Q . V . . 15.500 392.2163 681.11 . . 0 . V . . ON 15.583 396.5924 635.40 . . Q . V . . 15.667 400.5569 575.65 . . Q . V . . °� 15.750 404.0484 506.97 . .0 . V . • =* 15.833 407.2600 466.32 . 0 . V . . 15.917 410.4785 467.32 . 0 . V . . ~~ 16.000 414.0029 511.75 . . Q . V . . 16.083 418.5481 659.96 . . Q . V . . "= 16.167 425.0601 945.54 . . . 0,V . . -- 16.250 434.2546 1335.05 . • . V .0 • 16.333 444.9146 1547.83 . . . V . 0 . 16.417 456.3361 1658.40 . . . V . Q. 16.500 465.9599 1397.37 . . . V . 0 . - 16.583 473. 4384 1085.88 . . . 0 V . • °= 16.667 479. 4570 873.90 . . 0 V . . 16.750 484.8925 789.23 . . Q . V . . ~- 16.833 489.9901 740.18 . . 0 . V . . 16.917 494.8291 702.61 . . 0 • V . . . 17.000 499.6519 700.27 . . 0 . V. . 17.083 504.4564 697.62 . . 0 . V. . - 17.167 509. 1438 680.61 . . 0 . V. . . 17.250 513.5705 642.75 . . 0 . V. . 17.333 517.7038 600.15 . . 0 . V . ~° 17.417 521.5196 554.06 . . 0 . V . 17.500 525.0841 517.57 . . 0 . V , = 17.583 528.4632 490.64 . .0 . V . . 17.667 531.7081 471.15 . .0 . .V . 17.750 534.8481 455.93 . Q . .V . INV 17.833 537. 9061 444.02 . Q . ,y , 17.917 540.9001 434.73 . 0 . ,V , °ai 18.000 543.8360 426.30 . Q . ,V . MN ... **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 404.00 IS CODE = 5 >>}>>MO[EL CHANNEL ROUTING BY THE CONVEX METHOD<<<<( . _ al MI THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5-MINUTE aw INTERVALS(Reference: the National Engineering Handbook, . Hydrology, Chapter 17, page 17-52, August, 1972, . U.S. Department o+ Commerce). . ASSUMED REGULAR CHANNEL INFORMATION: ~- BASEWIDTH(FT) = 20. 00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1530.00 =~ DOWNSTREAM ELEVATION = _ 1450.00 _ __ _ ____ CHANNEL LENGlM(Fi> = 36n0.00 mANN1N6S FHC|UM = .014 . CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 4348.15 . AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2939.42 =* CHANNEL NORMAL VELOCITY FOR 0 = 2939.42 CFS = 33.16 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .951 . MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE ow UNIT INTERVALS IS CSTAR = .999 .0 . 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 00, 16.667 3708.2 3775.2 16.750 3629.5 3657.1 . 16.833 3574.4 3593.7 16.917 3525.7 3542.8 ANA 17. 3503.8 3514.7 =, 17.083 3488.9 3495.9 17.167 3449.8 3463.5 =" 17.250 33811.0 3405.7 17.333 3299.5 3328.4 0. 17.417 3204.4 3237.7 ,.. 17.500 3111.7 3144.1 17.583 3023.8 3054.6 4411 17.667 2941.2 2970.1 17.750 2862.3 2889.9 . 17.833 2787.6 2813.8 17.917 2717.2 2741.9 . 18.000 2649.9 2673.5 00 18.,83 2585.P 2608.3 18.167 2523.5 2545.3 . 18.250 2460.2 2482.4 18.333 2396.3 2418.7 *AW 18.417 2332.3 2354.7 00 18.500 2271.8 2293.0 18.583 2215.6 2235.3 °0. 18.667 2163.4 2181.7 18.750 2114.4 2131.5 . 18.833 2068.5 2084.6 ,~ 18.917 2025. 9 2040.9 19.000 1985.9 1999.9 19.083 1947.7 1961.1 19.167 1911.4 1924.2 19.250 1876.9 1889.0 00 19.333 1844.1 1855.6 19.417 1812.9 1823.8 19.500 1783.1 1793.5 *0 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 4011 ~********* °"' FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 1 = > 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) = 1.57 000 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 = .642 00 30-MINUTE FACTOR = .658 1-HOUR FACTOR = .658 00 3-HOUR FACTOR = .933 6-HOUR FACTOR = .969 x= 24-HOUR FACTOR = .982 RUNOFF HYDROGRAPH LISTING LIMITS: 00 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 0, NUMBER MEAN VALUES ORDINATES(CFS) _ = 192 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 TOTAL SOIL-LOSS VOLUME (ACRE-FEET) = 28.1884 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 55.2531 = 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 H IN FIVE- MINUTE INTERVALS(CFS) TIME■HRS) VOLUME(AF) 0(CFS) 0. 75.0 150.0 25.0 300.0 VW 15.083 30.46 7 3 56. 90 . ice! . • V . . 15.167 30.8623 57.37 . 0 . . V . . ;. 15.250 31.2615 57.96 0 . . V 15.333 31.6654 58.64 . i-! . . V .... 15.417 32.05 56.59 . 0 . . V 15.50..>0 32.3542 43.42 . 0 • eM. . V 15.: 32.5854 33.56 0 . V • - 1.5.667 32.8170 8 8170 33.63 i;0 . . V • • 15.750 33.0643 35.91 . i_! . V • • '-- J S . C >..J.9 .9.5..71 94' 37.05 . 0 . . V . 15.917 33.65.216 40.97 0 . V . 16.0)0 2 33. 9 i�84 54.71 G' V 16.08'3 34.7457 111.42 . . 0 V . 16.167 36.5517 262.22 V 0 A. 16.250 38. 0050 211.02 . . Vf:! . • 16.333 38.5687 81.85 . 0 • V - • *. 16.417 38.8856 46.02 . 0 . . V - - 16.500 39.2301 50.02 0 . V . ' 16.583 39.4257 57.44 n • V . 16.667 40.0239 57.81 . i V . 16.75n 40.4144 56.72 . G! . V. 16.833 40.7989 55.8 . 0 V. 16.917 41.1778 55.02 . 0 . V. . 17.0 i 41.5517 54.29 . 0 . V . 17.083 7 .083 41.9141 52.63 . 0 V . 17.167 42.23 7 1 46.89 . 0 . . V • 17.250 4 .5262 41.97 0 . • V 17.333 42.8024 40.11 0 . . V . - 1 43.0716 39.09 . 0 . . .V . 17.50n 43.3351 38.25 . 0 . . • V • 17.587 43.5932 37.49 . 0 . - 17.667 43.8467 36.81 . 0 . . • V . 17.750 44.0959 36.18 . 0 . . .V . mm 17.837 44.3410 35.60 . 0 . . V . 17.'717 44.5824 35.05 . 0 • . . V . m 18.05 44.8202 34.53 . 2_! . . . V . 49 nye t :14 , 4 * * ** * * rn W *.25:;:444 * * * * *Hc am * , i <** • *t(m8:* ** *sj< * * * ** {m ** (m *K;***$: ** *N;>tm Sim** * *sim8:*$mw* FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 7 ------ '> ;> 't > STRE 7M NUMBER 2 ADDED TO STREAM NUMBER 1 < < < < < "Im :r k% ,,,, * ** * * * * ** * * * * * * *msj < ,,, i *** * * * * * * * ** * * * * * ** * * * * * * * ** *** * ** *rim ** *Nm ** FLOW PROCESS FROM NODE .43 TO NODE .44 I S CODE = 3 mi q , - _ :) > ; ; MODEL. FLOW - THROUGH DETENTION BASIN ROUT I NO < < (< < m '" ROUTE RUNOFF HYDRO6RAF'H FROM STREAM NUMBER 1 /CAV 4 THROUGH A FLOW -- THROUGH DETENTION BASIN - USING FIVE- MINUTE UNIT INTERVALS: SPECIFIED 8ASIN 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) ~- | - | _' � __effective depth ----- � (and volume) \ | | | � � | V ~ | detention N-->: | 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 4923.9 9.60 4252.9 90.719 15.167 .000 4993.5 9.97 4316.0 95.385 . 15.250 .000 5060.5 10.34 4371.4 100. 130 15.333 .000 5123.2 10.71 4418.8 104.982 . 15.417 .000 5174.0 11.09 4466.1 109.857 . 15.500 .000 5191.0 11.45 4512.6 114.529 15.583 .000 5168.8 11.77 4555.9 118.750 al 15.667 .000 5114.5 12.05 4593.9 122.335 15.750 .000 5032.8 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 16.000 .000 4923.6 12.68 4683.3 130.551 . 16.083 .000 5099.3 12.89 4704.6 133.269 16.167 .000 5583.9 13.33 4746.0 139.040 . 16.250 .000 6078.9 14.00 4816.4 147.735 16.333 .000 6457.2 14.82 4910.6 158.386 . 16.417 .000 6751.7 15.74 5020.5 170.309 10 16.500 .000 6755.9 16.60 5133.0 191.487 16.583 .000 6564.1 17.30 5232.1 190.660 .. 16.667 .000 6375.3 17.87 5312.4 197.980 16.750 .000 6276.5 18.34 5378.2 204.167 ~~ 16.833 .000 6230.1 18.76 5435.0 209.643 16.917 .000 6195.6 19.14 5485.4 214.534 ~~ 17.000 .000 6193.5 19.49 5531.1 219.026 17.083 .000 6177.9 19.81 5573.3 223.190 = 17.167 .000 6153.0 20.09 5611.0 226.923 17.250 .000 6102.5 20.34 5641.8 230.096 -° 17.333 .000 6034.2 20.53 5665.9 232.632 . 17.417 .000 5951.7 20.67 5684.4 234.473 17.500 .000 5864.6 20.76 5697.1 235.627 ^= 17.583 .000 5779.8 20.80 5704.2 236.147 17.667 .000 5698.5 20.80 5706.2 236.094 mg 17.750 .000 5620.4 20.76 5703.5 235.522 . 17.833 .000 5545.4 20.68 5696.7 234.480 17.917 .000 5473.9 20.56 5686.1 233.018 ~~ 18.000 .000 5405.2 20.42 5672.1 231.179 18.083 .000 5338.7 20.25 5655.1 229.000 ~~ 18.167 .000 5271.9 20.06 5635.3 226.497 . 18.250 .000 5204.9 19.85 5611.6 223.696 18.333 .000 5137.8 19.61 5583.5 220.626 ~~ 18.417 .000 5069.8 19.35 5552.4 217.303 19.500 .000 5003.1 19.08 5518.9 213.751 ^~ 18.583 .000 4939.6 18.79 5483.4 210.006 18.667 .000 4879.5 19.49 5446.2 206.103 ^~ 18.750 .000 4822.2 18.18 5407.5 202.072 ^. 18.833 .000 4767.7 17.86 5367.8 197.939 18.917 .000 4716.1 17.54 5327.2 193.731 - 19.000 .000 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 - 19.417 .000 4442.5 15.54 5075.2 167.781 19.500 .000 4401.2 15.21 5032.8 163.431 -~ 19.583 .000 4361.1 14.88 4990.5 159.096 19.667 .000 4322.2 14.54 4948.4 154.784 - 19.750 .000 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 4823.8 142.038 ~~ ' 20.000 .000 4177.6 13.24 4783.0 137.869 20.083 .000 4143.9 12.93 4742.6 133.746 ~~ 20.167 .000 4111.6 12.61 4702.7 129.675 ~~ 20.250 .000 4081.3 12.31 4663.3 125.666 20.333 .000 4052.4 12.00 4624.6 121.726 ~~ 20.417 .000 4024.3 11.70 4586.6 117.853 20.500 .000 3996.6 11.41 4549.2 114.047 ^. 20.583 .000 3969.4 11.12 4512.5 110.308 20.667 .000 3942.7 10.84 4476.4 106.632 . 20.750 .000 3916.3 10.56 4440.9 103.020 =m 20'833 .000 3890.4 10.29 4406.0 99.469 20.917 .000 3864.9 10.02 4371.7 95.978 m Ail ************* m 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 ALUNG WATEMCUUM6E = 64V.:200 HEET BASIN FACTOR = .015 WATERSHED AREA = 585.000 ACRES BASEFLOW = .000 CFS/SQUARE—MILE VALLEY(DEVELOPED) S—GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .291 "go LOW LOSS FRACTION = .246 *HYDROGRAPH MODEL 141 SPECIFIED* SPECIFIED PEAK 5—MINUTES RAINFALL(INCH)= .58 AM 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 = .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 1**} NOTE: RATIO OF (LENGTH TO CENTROID) / (LENGTH OF WATERCOURSE) IS NOT BETWEEN E.253 AND L.753 = 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 ~� 8 100. 000 6.077 TOTAL SOIL—LOSS VOLUME(ACRE—FEET) = 121.2618 TOTAL STORM RUNOFF VOLUME(ACRE—FEET) = 385.9872 ===____________== _=_ - 24-HOUR STORM = RUNOFF HYDROGRAPH = HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . TIME(HRS) VOLUME(AF) Q(CFS) 0. 350.0 700.0 1050.0 1400.0 °= 15.083 215.8310 409.59 . .Q . V . . - 15.167 218.6692 412.11 . .Q . V . . . 15.250 221.5257 414.76 . .0 . V . . 15.333 224.4030 417.79 . .0 . V . . ~~ 15.417 227.1807 403.32 . .0 . V . . 15.500 229.3469 314.54 ' 0 . . V . . - 15.583 230.97 236.50 . Q . . V . ~ _ 15.667 232.5574 229.66 . 0 . . V . • 15.750 234.2639 247.79 . 0 . . V . . = 15.833 236.1713 276.95 . 0 . . V . • 15.917 238.3852 321.46 . Q. . V . ~ - 16.000 241.2446 415.19 . .Q . V . . _ 16.083 246.0660 700.06 . . 0 V . . 16.167 255.4309 1359.78 . . . V . 0 . ~~ 16.250 263.7282 1204.77 . . . V , 0 , 16.333 267.5619 556.65 . . Q . V . . ~~ 16.417 269.7787 321.88 . Q. . V . • 16.500 272.1368 342.38 . Q. . V . • ~ 16.583 274.9074 402.30 . .Q . V . . ~ 16.667 277.7512 412.91 . .Q . V . . 16.750 280.5689 409.13 . .Q . V. . ~~ 16.833 283.3611 405.42 . .Q . V. . 16.917 286.1294 401.97 . .0 . V. . - 17.000 288.9751 398.67 . .Q . V. . 17.083 291.5380 386.65 . .0 . V . 17.167 293.8557 336.52 . Q. . V . • 17.250 295.8372 287.72 . 0 . . V . 17.333 297.6907 269.12 . 0 . . V . ~~ 17.417 299.4857 260.63 . 0 . . .V . 17.500 301.2360 254.15 . 0 . . .V . = 17.583 302.9469 248.43 . Q . . .V . ~. 17.667 304.6227 243.32 . 0 . . ~V ~ 17.750 306.2665 238.68 . 0 . . .V . 40, 17.833 307.8806 234.36 . 0 . . .V . 17.917 309.4669 230.34 . 0 . . • V . •• 18.000 311.0273 226.57 . 0 . . . V . w "o ************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 . ------------------- _--- _ >>>>>UNIT ANALYSIS<<<<< . _______________ _ _ wm (UNIT-HYDROGRAPH ADDED TO STREAM #3) � WATERCOURSE "LAG" TIME = .636 HOURS wit 4., UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 13.099 Asi WATERCOURSE LENGTH = 19400.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 11600.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 3880.000 FEET BASIN FACTOR = .045 WA(LHSHEU HHr_A = 1960.0i_ 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 VALLE "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 SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: °so 5-MINUTE FACTOR = .642 30-MINUTE FACTOR = .658 1-HOUR FACTOR = .858 = 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 1.044 247.359 2 3.531 589.553 = 3 7.053 834.867 4 12.18: 1215.882 5 18.808 1570.458 6 26' 263 1767.202 7 34.726 2005.931 8 47. 713 3078.425 MN 9 55.839 1926.252 10 60.977 1217.831 = 11 65.022 958.946 12 68.433 808.451 mie 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 ?7 91.146 161.115 28 �1./b2 143.669 - 29 92.324 135.571 30 92.821 117.803 to 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 to 3 6 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 - 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 = 10.887 99 150 10 69 ^ ~ .. 70 99.196 10.885 71 99.242 10.836 o• 72 99.288 10.885 73 99.334 10.836 .• 74 99.380 10.887 to 75 99.426 10.885 76 99.471 10.836 ` 77 99.512 9.650 78 99.535 5.442 to 79 99.557 5.147 80 99.578 5.047 °. 81 99.600 5.147 ow 82 99.621 5.145 83 99.643 5.096 ,. 84 99.667 5.642 85 99.688 5.096 _ ^s. 86 99.710 5.096 .. 87 99 5.096 BE 99.753 5.096 to 89 99.774 5.098 90 99 5.096 `. 91 99.817 5.096 = 92 9 9.839 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 99 99.989 5.098 100.000 2.555 = TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 349.3609 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2344.0370 4WO � = eso � = = �o = °M WW mop wi � === ________===========_____==================_______________ 24-HOUR STORM °~ RUNOFF HYDROGRAPH . es HYDROGRAPH IN FIVE-MINUTE INTBRVALS(CFS) _~ TIME(HRS) VOLUME(AF) Q(CFS) 0. 775.0 1550.0 2325.0 3100.0 _ 15.083 1221.7900 1958.93 . . V Q . . ~~ 15.167 1235.3980 1975.82 . . .V Q . . °. 15.250 1249. 1130 1991.44 . . .V Q . . 15.333 1262.9350 2007.00 . . .V Q . . == 15.417 1276.7740 2009.37 . . .V Q . . 15.500 1290.5160 1995.25 . . . V Q . . as 15.583 1304.0860 1970.37 . . . V 0 . ~ 15.667 1317.3750 1929.67 . . . V 0 . . - 15.750 1330.2960 1876.03 . . . V 0 . . == 15.833 1342.8370 1821.06 . . . VO . . 15.917 1355.0220 1769.28 . . . 0V . . ~~ 16.000 1366.6660 1690.58 . . .0 V . . 16.083 1378.9160 1778.77 . . . QV . . = 16.167 1392.3300 1947.70 . . . V 0 . . _~ 16.250 1406. 7720 2097.03 . • . V 0 . • 16.333 1422.5690 2293.63 . . . V Q. . ^m- 16.417 1439.6260 2476.74 . . . V .0 • 16.500 1457.6520 2617.31 . . . V . 0 . - 16.583 1476.6490 2758.34 . . . V . 0 . = 16.667 1497.9580 3094.10 . . . V . Q. 16.750 1516.0340 2624.58 . . . V . 0 . ~~ 16.833 1532.0580 2326.75 . . . V Q . 16.917 1547.4030 2228.11 . . . V 0 . . °= 17.000 1562.8930 2249.18 . . . V Q. . 17.083 1578.2800 2234.16 . . . V 0 . . - 17.167 1593.5960 2223.85 . . . VO . . = 17.250 1608.6450 2185.12 . . . VO . . 17.333 1623.5140 2158.95 . . . 0 . . ~~ 17.417 1638.0650 2112.92 . . . 0 . . 17.500 1652.3860 2079.32 . . . 0 V . . = 17.583 1666.3900 2033.41 . . . Q V . . ~~ 17.667 1680.0090 1977.54 . . . 0 V ~ . 17.750 1693.3030 1930.17 . . . Q V ~ . ~~ 17.833 1706.3730 1897.85 ' ' . 0 V. . 17.917 1719.2380 1867.88 . . . 0 V. . MI 18.000 1731.8990 1838.40 . . . 0 V. . mu �� **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.10 IS CODE = 5 40 __________ _ ------------- >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<{< m =========== _========______ _________ m m THE MODIFIED 0-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5-MINUTE m INTERVALS (Reference: the National Engineering Handbook, °M Hydrology, Chapter 17, page 17-52, August, 1972, U.S. Department of Commerce). mit ASSUMED REGULAR CHANNEL INFORMATION: =° BASEWIDTH(FT) = 25.00 CHANNEL Z = 2.50 UPSTREAM ELEVATION = 2160.00 ~ DOWNSTREAM ELEVATION = 1950.00 CHANNEL LENGlH(Fl) = 2400.00 [1ANN1NGS I-ACiUM = .030 =~ CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3094.10 ~- AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1952.73 CHANNEL NORMAL VELOCITY FOR Q = 1952.73 CFS = 23.99 FPS . ESTIMATED CHANNEL ROUTING COEFFICIENT = .934 . MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE m UNIT INTERVALS IS CSTAR = .999 . . CONVEX METHOD CHANNEL ROUTING RESULTS: . MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) =° (HRS) (CFS) (CFS) 15.083 1958.9 1953.6 ~~ 15.167 1975.8 1970.5 =° 15.250 1991.4 1986.6 15.333 2007.0 2002.1 ^~ 15.417 2009. 4 2008.6 15.500 1995.3 1999.7 ~~ 15.583 1970.4 1978.1 . 15.667 1929.7 1942.4 15.750 1876.0 1892.8 ~ 15.833 1821.1 1838.2 15.917 1769.3 1785.5 ~34 16.030 169Q.6 1715.: 16.083 1778.8 1751.3 = 16.167 1947.7 1894.9 , 16. 2097.0 2050.3 16.333 2293.6 2232.2 -= 16.417 2476.7 2419.5 16.500 2617.3 2573.4 °~ 16.583 2758.3 2714.3 ,= 16.667 3094.1 2989.2 16.750 2624.6 2771.0 =° 16.833 2326.8 2419.9 16.917 2228.1 2259.0 . 17.000 2249.2 2242.6 17.083 2234.2 2238.8 ~~ 17. 167 2223.9 2227. 1 . 17.250 2185.1 2197.2 17.333 2159.0 2167.1 4 '" 17.417 2112.9 2127.3 17.500 2079.3 2089.8 . 17.583 '033.4 2047.8 . 17.667 1977.5 1995.0 17.750 1930.2 1945.0 . 17.833 1897.9 1908.0 17.917 1867.9 1877.3 . 18.000 1838.4 1847.6 . . - 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, August,1972, - U.S. Department of Commerce). = ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT> = 15.00 CHANNEL Z = .00 = UPSTREAM ELEVATION = 1950.00 .0 DOWNSTREAM ELEVATION = 1570.00 CHANNEL LENGTH(FT) = 6700.00 MANNINGS FACTOR = .014 . °. CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2989.23 °0 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1919.26 40 CHANNEL NORMAL VELOCITY FOR Q = 1919.26 CFS = 42.24 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .961 . MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE w= UNIT INTERVALS IS CSTAR = .995 - ~~ CONVEX METHOD CHANNEL ROUTING RESULTS: ~ MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 15.083 1953.6 1944.5 15.167 1970.5 1961.8 15.250 1986.6 1978.3 15.333 2002.1 1994.1 15.417 2008.6 2005.3 15.500 1999.7 2004.2 15.583 1978.1 1989.1 15.667 1942.4 1960.7 15.750 1892.8 1918.2 - 15.833 1838.2 1866.2 15.917 1785.5 1812.5 ~ 16.000 1715.2 1751.2 = ' 16.083 1751.3 1733.0 16.167 1894.9 1821.5 ~ 16.250 2050.3 1970.6 16.333 2232'2 2139.0 ~~ 16.417 2419.5 2323.4 . 16.500 2573.4 2494.4 16.583 2714.3 2641.9 ~~ 16.667 2969.2 2848.5 16.750 2771.0 2881.8 ~.. 16.833 2419.9 2599.7 . 16.917 2259.0 2342.0 17.000 2242.6 2251.4 . 17.083 2238.8 2240.8 17.167 2227.1 2233.1 . 17.250 2197.2 2212.5 17.333 2167.1 2182.6 . 17.417 2127.3 2147.7 . 17.500 2089.8 2109.1 17.583 2047.8 2069.3 . 17.667 1995.0 2022.0 17.750 1945.0 1970.6 *y 17.833 1908.0 1927.0 . 17.917 1877.3 1893.0 18.000 1847.6 1862.8 . " ******************************** °, C, PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 }>>>>UNIT-HyDH0 ANALYSlS<<<<< ===== ===____ ___�_-====______===_____ ___ = = (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 = 17800.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 8200.000 FEET . ELEVATION VARIATION ALONG WATERCOURSE = 2300.000 FEET =w BASIN 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 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 = .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> __________________ _ �� .4 1 2.232 525.475 4011 2 10.878 2035.799 3 28.831 4227.423 ~~ 4 57.739 6806.794 5 73.302 3664.560 . 6 62.163 2086.481 7 87.737 1312.598 . 8 91.338 847.810 °41# 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 = 17 99.458 33.357 18 99.599 33.357 19 99.741 33.355 =° 20 99.883 33.357 21 100.000 27.628 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 622.9662 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1208.6990 = = = �l =w me IRV MIN �w = =================_____====================__ 24-HOUR STORM = RUNOFF HYDROGRAPH _° . HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . TIME(HRS) VOLUME(AF) Q(CFS) 0. 850.0 1700.0 2550.0 3400.0 mw 15.083 654.8770 1249.75 . . Q .V . . =° 15.167 663.5349 1257.14 . . Q .V . . m= 15.250 672.2435 1264.49 . . Q . V . . 15.333 681.0084 1272.66 . . 0 . V . . me 15.417 689.7220 1265.21 . . 0 . V . . 15.500 698.0856 1214.39 . . 0 . V . • = 15.583 705.6723 1101.59 . . Q . V . • ~ 15.667 712.0137 920.77 . 0 . V . . 15.750 717.8631 849.33 . Q. . V . . . 15.833 723.6887 845.88 . Q. . V . . 15.917 729.8163 889.73 . Q . V . • - 16.(%00 736.7369 1004.87 . .Q . v . . 16.083 745.8940 1329.61 . . Q . V . . ~~ 16.167 759.4370 1966.45 . . . 0 V . . ._ 16.250 778.1079 2711.02 . • . V .0 • 16.333 800.8886 3307.75 . . . V . Q . ~~ 16.417 816.4550 2260.23 . . . QV . . 16.500 828.0663 1685.97 . . Q. V . • ~ 16.583 838.0323 1447.06 . . 0 . V . . ~_ 16.667 847.8022 1418.59 . . 0 . V . . 16.750 857.3285 1383.21 . . Q . V . . - 16.833 866.7249 1364.36 . . 0 . V . . 16.917 875.9230 1335.55 . . Q . V . . - 17.000 884.9002 1303.49 . . Q . V. . 17.083 893.6162 1265.57 . . 0 . V. . - 17.147 901.9505 1210.14 . . Q . V. . ._ 17.250 909.8185 1142.44 . . 0 . V . 17.333 916.9722 1038.71 . . 0 . V . '~ 17.417 923.6645 971.72 . .0 . V . 17.500 930.0519 927.45 . Q . V . 17.583 936.2059 893.57 . Q . V . ~ 17.667 942.1691 865.86 . 0 . .V . 17.750 947.9553 840.15 . Q. . .V ~ ~- 17.833 953.5452 811.65 . Q. . .V . 17.917 959.0110 793.64 . Q. . ,V , ~= 18.000 964.3705 778.20 . Q. . .V ~ . ,. *************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5 ism _________ _ >)>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< . . . THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW H(DROGRAPH BY 5-MINUTE . INTERVALS(Reference: the National Engineering Handbook, mo Hydr ology, Chapter 17, page 17-52, August, 1972, U.S. Department of Commerce). ma ASSUMED REGULAR CHANNEL INFORMATION: . BASEWIDTH(FT) = 22.00 CHANNEL 2 = .00 ~ UPSTREAM ELEVATION = 1570.00 DOWNSTRFAM ELEVATION = 1380.00 CHANNEL LENGTH(FT) = 5500.00 MANNINGS FACTOR = .014 ~= CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 5446.73 ~° AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3376.02 . CHANNEL NORMAL VELOCITY FOR Q = 3376.02 CFS = 39.67 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .959 . MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE .0 UNIT INTERVALS IS CSTAR = .997 . . CONVEX METHOD CHANNEL ROUTING RESULTS: ~~ MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) = (HRS) (CFS) (CFS) - 15.083 3194.2 3182.4 15.167 3219.0 3207.9 °^ 15.250 3242.8 3232.2 15.333 3266.8 3256.1 ~~ 15.417 3270.5 3268.8 15.500 3218.6 3241.7 . 15.563 3090.7 3147.7 ~~ 15.667 2881.5 2974.7 15.750 2767.5 2818.5 ~~ 15.833 2712.1 2736.9 15.917 2702.3 2706.7 16.000 2756.1 2732.2 _ 16.083 3062.6 2926.2 16.167 3787.9 3465.0 - 16.250 4681.7 4283.3 16.333 5446.7 5105.4 ~ 16.417 4583.7 4966.5 16.500 4180.3 4360.8 ~^ 16.583 4089.0 4130.1 ~_ 16.667 4267.1 4188.0 16.750 4265.0 4265.7 ~~ 16.833 3964.1 4097.9 16.917 3677.6 3805.4 °° 17.000 3554.9 3609.8 ~~ 17.083 3506.4 3528.1 17.167 3443.2 3471.4 = 17.250 3354.9 3394.3 17.333 3221.3 3280.8 °° 17.417 3119.4 3164.9 . 17.500 3036.5 3073.5 17.583 2962.9 2995.7 = 17.667 2887.9 2921.3 17.750 2810.8 2845.2 . 17.833 2738.6 2770.8 17.917 2686.7 2709.9 . 18.000 2641.0 2661.4 . `� ^** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2 _ _ °° > STRUCTURE ROUTING MODEL<<<<< ==__ . ~° MODEL STREAM NUMBER 3 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 3 WHICH ARE GREATER THAN 2500.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FL�W EXCESb lb A59UMtD |U �t_ HUUt_U /L) s:,|�trJHM NUMbEM 1 ^.. 511u4 s Ea MAIE en wAv OA . INFLOW INFLOW (STREAM 1) (STREAM 3) . | | =� | � | flow excess | =~ |< * <=flowby structure | :flow* Q = 2500.0 cfs) =° � | | � . } � . V v STREAM 1 STREAM 3 ~~ + FLOW EXCESS FLOWBY - =~ FLOWBY BASIN MODELING RESULTS: - MODEL INFLOW INFLOW OUTFLOW FLOWBY ~~ TIME (STREAM 1) (STREAM 3) (STREAM 1) (STREAM 3) (HRS) (CFS) (CFS) (CFS) (CFS) ~ 15.083 4662.5 3182.4 5344.9 2500.0 15.167 4728.1 3207.9 5436.1 2500.0 ~~ 15.250 4786.2 3232.2 5518.4 2500.0 ' -- 15.333 4836.6 3256.1 5592.7 2500.0 15.417 4869.4 3268.8 5638.3 2500.0 ~_ 15.500 4827.2 3241.7 5568.8 2500.0 15.583 4792.4 3147.7 5440.1 2500.0 - 15.667 4823.6 2974.7 5298.3 2500.0 15.750 4872.9 2818.5 5191.3 2500.0 ~- 15.833 49 2736.9 5162.8 2500.0 15.917 4988.7 2706.7 5195.4 2500.0 ~� 16.000 5098.5 2732.2 5330.7 2500.0 =~ 16.083 5404.7 2926.2 5830.9 2500.0 16.167 6105.7 3465.0 7070.7 2500.0 ~~ 16.250 6021.2 4283.3 7804.5 2500.0 16.333 5467.3 �105 8072.6 2500.0 �� iv��^�6/ �� 5 16.417 5342.4 4966.5 7808.9 2500.0 �� ^�'�.spw� � . 16.50u 5475.4 4360.8 7336.2 2500.0 '- - 16.583 5634.4 4130.1 7264.5 2500.0 -° 16.667 5725.3 4188.0 7413.3 2500.0 16.750 5767.3 4265.7 7553.0 2500.0 . 16.833 5840.4 4097.9 7438.3 2500.0 . 16.917 5887.4 3805.4 7192.8 2500.0 17.000 5929.8 3609.8 7039.6 2500.0 . 17.083 5959.9 3528.1 6988.1 2500.0 17.167 5947.5 3471.4 6918.9 2500.0 . 17.250 5929.5 3394.3 6823.8 2500.0 17.333 5935.1 3280.8 6715.9 2500.0 . 17.417 5945.1 3164.9 6610.0 2500.0 . 17.500 5951.3 3073.5 6524.8 2500.0 17.583 5952.6 2995.7 6448.4 2500.0 . 17.667 5949.5 2921.3 6370.8 2500.0 17.750 5942.2 2845.2 6287.4 2500.0 . 17.833 5931.1 2770.8 6201.9 2500.0 17.917 5916.4 2709.9 6126.3 2500.0 °� 18.000 5898.7 2661.4 6060.1 2500.0 . 18.083 5876.9 2616.0 5992.9 2500.0 18.167 5847.0 2567.1 5914.1 2500.0 . 18.250 5813.7 2509.6 5823.2 2500.0 ~~ 18.333 5780.7 2441.3 5780.7 2441.3 18.417 5746.3 2373.5 5746.3 2373.5 18.500 5709.9 2311.6 5709.9 2311.6 -~ 18.583 5671.7 2250.8 5671.7 2250.8 18.667 5631.9 2186.7 5631.9 2186.7 . 19.750 5590.8 2119.9 5590.8 2119.8 18.833 5548.7 206(J.8 5548.7 2060.8 ~" 18.917 5505.9 2014.7 5505.9 2014.7 . 19.000 5462.5 1976.2 5462.5 1976.2 - m 8 „ „ ,, , , s. s 4 4 .i 0., , „ , „ 4..4.4„„,,i > ,i. por t.14 ***); * *4-,- 4 ,1-1,8*44.,******4*************** . FLOW PROCESS FROM NODE 4.10 TO NODE 4.00 IS CODE = 3 . /////MODEL FLOW-THROUGH DETENTION BASIN ROUTING<<<<< =m ====-- --------===========--- ----===========------=-------=- . �� ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 �� - ~" ~IN THROUGH A FLOW-THROUGH DETENTION BASIN . USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: =m DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 ~� SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 =w - BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: = Ii4TERVAL 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 36.00 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 5L.0(.1 8429.00 7304. 100 °~ air INFLOW . (STREAM 1) � = | ; . V effective depth "m ----- | (and volume) ■ | | | ~m | | � V | detention |<-->| outflow °iro | basin | | ________ -_ | ^ | \ `M | | storage \ basin outlet MN 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 5344.9 33.09 2653.3 1697.665 15.167 .000 5436.1 33.33 2670.4 1716.712 . 15.250 .000 5519.4 33.59 2687.9 1736.206 15.333 .000 5592.7 33.84 2705.8 1756.088 =~ 15.417 .000 5638.3 34.10 2723.6 1776.162 15.50C .000 5568.8 34.35 2740.2 1795.643 . 15.593 .000 5440.1 34.59 2755.6 1814.131 = 15.667 .000 5298.3 34.81 2770.2 1831.542 15.750 .000 5191.3 35.03 2784.0 1848.121 ~~ 15.833 .000 5162.8 35.24 2797.3 1864.412 15.917 .000 5195.4 35.45 2810.6 1880.836 , 16.000 .000 5330.7 35.67 2824.3 1898.098 . 16.0S3 .000 5830.9 35.94 2839.6 1918.699 16.167 .000 7070.7 36.31 2859.8 1947.700 . 16.250 .000 7804.5 36.75 2885.3 1981.579 16.333 .000 8072.6 37.20 2913.4 2017.111 ~ 16.417 .000 7808.9 37.64 2941.5 2050.633 - 16.500 .000 7336.2 38.02 2967.1 2080.723 16.583 .000 7264.5 38.37 2989.2 2110.167 _ 16.667 .000 7413.3 38.72 3009.5 2140.497 16.750 .000 7553.0 39.08 3030.3 2171.645 ~~ 16.833 .000 7438.3 39.44 3051.1 2201.860 16.917 .000 7192.8 39.77 3070.9 2230.247 - 17. .000 7039.6 40.09 3089.8 2257.450 = 17.033 .000 6988.1 40.40 3108.0 2284.172 17.167 .000 6918.9 40.70 3125.9 2310.294 ~~ 17.250 .000 6823.8 41.00 3143.4 2335.641 17.333 .000 6715.9 41.29 3160.3 2360.129 =° 17.417 .000 6610.0 41.56 3176.6 2383.775 17.500 .000 6524.8 41.83 3192.3 2406.726 ~~ 17.583 .000 6448.4 42.09 3207.5 2429.046 ^~ 17.667 .000 6370.8 42.34 3221.7 2450.734 17.750 .000 6287.4 42.59 3235.1 2471.755 - 17.833 .000 6201.9 42.83 3248.1 2492.098 17.917 .000 6126.3 43.06 3260.7 2511.834 - 18.000 .000 6060.1 43.28 3272.9 2531.030 - 18.083 .000 5992.9 43.50 3284.8 2549.681 18.167 .000 5914.1 43.71 3296.3 2567.709 - 18.250 .000 5823.2 43.91 3307.4 2585.036 18.333 .000 5780.7 44.11 3318.1 2601.996 =~ 18.417 .000 5746.3 44.31 3328.7 2618.647 = 18.500 .000 5709.9 44.50 3339.0 2634.975 18.583 .000 5671.7 44.68 3349.2 2650.970 . 18.667 .000 5631.9 44.87 3359.1 2666.623 18.750 .000 5590.8 45.04 3368.8 2681.926 411 18.833 .000 5548.7 45.22 3378.3 2696.873 18.917 .000 5505.9 45.39 3387.6 2711.462 ~° 19.000 .000 5462.5 45.56 3396.7 2725.689 ~m 19.083 .000 5418.8 45.72 3405.5 2739.555 19.167 .000 5374.8 45.88 3414.1 2753.058 ~° 19.250 .000 5330.7 46.03 3422.4 2766.201 19.333 .000 5286.5 46.18 3430.4 2778.984 , 19.417 .000 5•42.3 46.32 3438.0 2791.410 19.500 .000 5198.2 46.47 3445.4 2803.483 . 19.583 .000 5154.3 46.60 3452.5 2815.203 . 19.667 .000 5110.6 46.74 3459.5 2826.574 19.750 .000 5067.3 46.87 3466.2 2837.601 . 19.833 .000 5024.2 46.99 3472.8 2848.285 19.917 .000 4981.6 47.11 3479.1 2858.633 ~~ 20.000 .000 4939.4 47.23 3485.3 2868.648 20.083 .000 489/.7 4/.34 3491.2 2U/8.334 _ 20.167 .000 4856.5 47.45 3497.0 2887.698 20.250 .000 4815.9 47.56 3502.5 2896.743 °= 20.333 .000 4776.0 47.66 3507.9 2905.477 20.417 .000 4736.7 47.76 3513.0 2913.905 - 20.500 .000 4698.2 47.85 3518.0 2922.032 = 20.593 .000 4660.3 47.95 3522.8 2929.866 20.667 '000 4623.1 48.03 3542.5 2937.308 ~° 20.750 .000 4586.5 48.10 3598.4 2944.113 20.833 .000 4550.6 48.17 3671.4 2950.169 4. 20.917 .000 4515.3 48.23 3736.1 2955.535 21.000 .000 4474.8 48.28 3793.2 2960.229 °= 21.083 .000 4429.2 48.32 3842.7 2964.269 4. 21.167 .000 4384.9 48.36 3885.2 2967.711 21.250 .000 4342.4 48.39 3921.1 2970.612 -~ 21.333 .000 4301.4 48.42 3951.3 2973.024 21.417 .000 4262.0 48.44 3976.1 2974.993 - 21.500 .000 4224.0 48.46 3996.2 2976.562 _ 21.583 .000 4187.2 48.47 4011.9 2977.770 21.667 .000 4151.7 48.49 4023.8 2979.651 ~^ 21.750 .000 4117.3 48.48 4032.1 2979.238 21.833 .000 4084.0 48.49 4037.2 2979.560 - 21.917 .000 4051.7 48.49 4039.5 2979.644 = 22.000 .000 4020.3 48.49 4039.3 2979.513 22.093 .000 3989.7 48.48 4036.7 2979.189 ~ 22.167 .000 3960.1 48.48 4032.1 2978.694 22.250 .000 3931.1 48.47 4025.6 2978.043 ~� 22.333 .000 3902.7 48.46 4017.4 2977.253 22.417 .000 3874.8 48.45 4007.7 2976.338 - 22.500 .000 3847.4 48.44 3996.7 2975.310 ~~ 22.583 .000 3820.3 49.43 3984.5 2974.179 22.667 .000 3793.7 48.42 3971.1 2972.958 ~ 22.750 .000 3767.6 48.40 3956.8 2971.654 22.833 .000 3741.9 48.39 3941.6 2970.278 ~ 22.917 .000 3716.4 48.37 3925.6 2968.837 23.000 .000 3691.4 48.36 3909.0 2967.339 23.083 .000 3666.8 48.34 3891.7 2965.790 ~~ ' 23.167 .000 3642.5 48.32 3873.9 2964.197 23.250 .000 3618.6 48.30 3855.6 2962.565 - 23.333 .000 3595.1 48.29 3836.9 2960.900 23.417 .000 3571.9 48.27 3817.8 2959.206 =* 23.500 .000 3549.0 48.25 3798.5 2957.488 °~ 23.583 .000 3526.4 48.23 3778.9 2955.749 23.667 .000 3504.2 48.21 3759.1 2953.994 ~° 23.750 .000 3482.3 48.19 3739.1 2952.225 23.833 .000 3460.7 48.17 3719.0 2950.447 . 23.917 .000 3439.3 48.15 3698.7 2948.660 . 24.000 .000 3418.3 48.13 3678.4 2946.869 24.083 .000 3388.3 48.11 3657.8 2945.013 ~~ 24.16 .000 3319.1 48.09 3634.9 2942.838 24.250 .000 3250.8 48.06 3608.6 2940.374 . 24.333 .000 3210.9 48.04 3580.2 2937.831 24.417 .000 3171.8 48.01 3551.0 2935.219 . 24.500 .000 3120.4 47.98 3531.4 2932.389 . 24.583 .000 3060.4 47.94 3525.8 2929.184 24.667 .000 2740.9 47.87 3523.2 2923.796 �' 24.750 .000 2438.5 47.79 3519.3 2916.352 24.833 .000 2364.3 47.69 3514.7 2908.430 . 24.917 .000 2291.6 47.60 3509.7 2900.041 . 25.000 .000 2209.1 47.49 3504.5 2891.119 25.083 .000 2050.2 47.38 3498.8 2881.143 " 25.167 .000 1840.5 47.24 3492.4 2869.766 25.250 .000 1648.8 47.09 3485.1 2857.119 ~ 25.333 . 000 1492.0 46.93 3477.2 2843.447 ~ 25.417 .000 1273.7 46.76 3468.5 2828.331 25.500 .000 706.8 46.53 3458.3 2809.382 25.583 .000 310.3 46.28 3446.0 2787.786 - 25.667 .000 291.0 46.03 3433.0 2766.146 25.750 .000 243.9 45.77 3419.6 2744.275 °° 25.833 .000 222.3 45.52 3405.9 2722.349 25.917 .000 185.8 45.26 3392.1 2700.268 - 26.000 .000 165.5 45.00 3378.2 2678.141 . 26,083 .000 138.1 44.74 3364.3 2655.922 26.167 .000 113.8 44.48 3350.3 2633.632 `� 26.250 .000 82.6 44.22 3336.3 2611.224 26.333 .000 59.4 43.96 3322.2 2588.752 ~= 26.417 .000 42.4 43.69 3308.1 2566.261 26.50t; .000 32 43.43 3294.0 2543.799 . 26.583 .000 25.7 43.17 3279.9 2521.387 = 26.667 '000 21.3 42.91 3265.8 2499.042 26.750 .000 18.0 42.65 3251.8 2476.771 `° 26.833 .000 15.3 42.39 3237.9 2454.577 26.917 .000 13.5 42.13 3224.0 2432.466 "aw 27.000 .000 12.0 41.87 3209.8 2410.442 _~ 27.083 .000 11.2 41.62 3195.2 2388.513 27.167 .000 9.9 41.36 3180.4 2366.678 = 27.250 .000 9.1 41.11 3165.6 2344.939 27.333 .000 8.1 40.86 3150.9 2323.294 . 27.417 .000 7.8 40.60 3136.3 2301.748 = 27.500 .000 7.0 40.35 3121.7 2280.297 27.583 .000 6.7 40.10 3107.2 2258.943 -~ 27.667 .000 5.9 39.85 3092.8 2237.684 27.750 .000 5.6 39.61 3078.4 2216.521 � 27.833 .000 4.9 39.36 3064.1 2195.452 27.917 .000 4 . 7 39.12 3049.9 2174.479 28.030 .000 4.1 38.87 3035.7 2153.601 ~. 28.083 .000 3.9 38.63 3021.6 2132.818 28.167 .000 3.4 38.39 3007.5 2112.128 - 28.250 .000 3.3 38.15 2993.5 2091.534 28.333 .000 2.9 37.90 2979.1 2071.037 ~~ 28.41 .000 2.8 37.64 2963.3 2050.648 28.500 .000 2.4 37.37 2946.8 2030.369 28.583 .000 2.3 37.12 2930.4 2010.203 = 28.667 .000 1.9 36.86 2914.1 1990.146 28.750 .000 1.9 36.60 2897.9 1970.201 - 28.833 .000 1.5 36.34 2881.7 1950.365 28.917 '000 1.5 36.09 2865.7 1930.639 29.030 .000 1.1 35.84 2849.7 1911.021 29.033 .000 1.1 35.59 2833.8 1891.512 29.167 .000 .8 35.34 2818.0 1872.109 29.250 .0 .8 35.09 2802.3 1852.815 29.733 .000 .5 34.84 2786.7 1833.626 -~ 29.417 .000 .5 34.59 2771.2 1814.544 . 29.500 .000 .4 34.35 2755.7 1795.567 29.593 .000 .4 34.11 2740.4 1776.697 ,. 29.667 .000 .2 33.87 2724.6 1757.934 29.750 .000 .2 33.62 2708.0 1739.285 . 29.833 .000 .1 33.39 2691.1 1720.752 29.917 .000 .1 33.15 2674.4 1702.334 . ~ ********************************************************************** °° FLOW PROCESS FROM NODE 5.20 TO NODE 4.00 IS CODE = 1 __ - - - _ ^� >}>>>UNIT-HYDROGT:APH ANALYSIS<<<< ==========================_____========_====___ _______________ . . (UNIT-H(DROGRAPH 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* M *M 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 ,tar 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 = .642 , 30-MINUTE FACTOR = .658 ^W 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 .40 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 1313.276 4 18.654 2122.795 =° 5 29.627 2481 .700 6 43.027 3030.550 . / 57.795 3339.754 . 8 70. 2818.897 9 79.708 2136.732 ~~ 10 86.377 1508.242 11 90.722 982.534 =w 12 93.931 725.855 13 96.053 479.846 . 14 97.442 314.175 . 15 9E3.184 167.774 16 98.501 71.605 40 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) = 409.7031 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1089.4120 = ____-`_ _ _ 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 _ _ 15.083 568.3364 1068.33 . . QV . . -~ 15.167 575.7794 1080.72 . . Q.V . . = 15.250 583.2991 1091.87 . . Q.V . . 15.333 590.8920 1102.49 . . QV . . - 15.417 598.5207 1107. . . QV . . 15.500 606.1243 1104.05 . . 0 V . . - 15.583 613.5680 1080.82 . . Q. V . . .„ 15.667 620.7123 1037.36 . . 0 . V . . 15.750 627.5261 989.35 . . 0 . V . . ^• 15.833 633.9542 933. . . 0 . V . . 15.917 640.0403 883.71 . . 0 . V . . ~ 18.000 646.0652 874.81 . . 0 . V . . 16.083 65.75�2 970.67 . . Q . V . . ^= 16.167 660.66O0 1148.50 . . Q V . . - 16.250 670.6628 1452.40 . . . V 0 . . 16.333 682.7227 1751.09 . . . V .0 . 16.417 695.8885 1911.68 . . . V . Q . 16.500 710.2355 2003.18 . . . V . 0 . - 16.583 724.9941 2142.95 . . . V . 0 . 16.667 738.4688 1956.51 . . . V . 0 . 16.750 750.2854 1715.78 . . . V .0 . 16.833 760.6934 1511.24 . . . 0 . . 16.917 770.9933 1364.86 . . . 0 V . . 17.000 779.0079 1294.41 . . . 0 V . , 17.083 787.4262 1222.34 . . . 0 V . , 17.167 795.4369 1163.15 . . .0 V. . 17.250 802.9891 1096.58 . . Q. V. . 17.333 810.1305 1036.93 . . 0 . V. . 17.417 817.0024 997.80 . . Q . V. . 17.500 823.5453 950.04 . . 0 . V . ^ 17.583 829.7075 894.75 . . Q . V , ~ 17.667 835.5049 841.77 . . 0 . V , 17.750 840.9537 791.17 . . 0 . V , - 17.833 846.0598 741.40 . . 0 . .V , 17.917 850.9782 714.15 . . Q . .V . -" 1 8.000 855.7436 691 . . Q . .V . AN _ ^******* FLOW PROCESS FROM NODE 5.20 TO NODE 4.00 IS CODE = 11 ~~ - _ _______ >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH< , ===============================_____=====_ = __ as STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . ------------ -- --- - - - - �� ' °= TIME(HRS) YOLUME(AF) Q(CFS) 0. 1380.0 2600.0 3900.0 5200.0 ___________________ __________________________________ ____ 15.083 2485. 42 3721.67 . .V . 0 . ■ -~ 1 5.167 2491.2610 3751.13 . .V . 0 . . 15.250 2517.2920 3 . .V . O. , 15.333 2543.5200 3808.28 . .V . Q. . ~_ 15.417 256q. 9060 3831.24 . . . Q. . 15.500 2596.3820 3844.25 . .V . Q. . 15.583 202_'.80„30 3836.43 . .V . Q. . _, 15.667 2649.0260 3807.54 . . V . Q. . 15.750 26 5'0130 3773.32 . . V . Q. . ^. 15.833 27C0.7070 3730.68 . . v . 0 . . 15.917 2726.1490 3694.29 . . V . Q . . . 16.000 2751.6250 3699.07 . . V • 0 . . WM 1 6.083 2777'8670 3810. . . V • Q. . 16.167 2805.4720 4008.25 . • V . Q . . 16.250 2835.3450 4337.67 . . V . . Q . 16.333 2867.4700 4664.53 . . V . . 0 . . 16.417 2900.8940 4853.14 . . V . . 0 . 16.500 2935.6760 5050.33 . . V . . 0 . -. 16.583 2971.0210 5132.16 . . V . . Q. _ 16.667 3005.2220 4965.97 ^ . V . . Q . 16.750 3037.9090 4746.07 . . V . . Q . . 16.833 3069.3300 4562.32 . . V . . 0 . 16.917 3099.8790 4435.79 . . V . . 0 . °~ 17.000 3130.0730 4384.17 . . V . . Q . ~~ 17.083 3159.8970 4330.37 . . V . . 0 . 17.167 3189.4360 4289.08 . . V . . 0 . = 17.250 3218.63•0 4239.95 . . V . . 0 . 17.333 3247.5430 4197.19 . . V . . 0 . . 17.417 3276.2920 4174.36 . . V . . 0 . 17.500 3304.82l0 4142.39 . . V . =° .0 . 17.583 3333.0730 4102.25 . . V . .0 . 17.667 3361.0580 4063.45 . . V . .Q . 17.750 3388.7870 4026.25 . . V . Q . ~ 17.833 3416.2630 3989.47 . . V . � . 17.917 3443.6380 3974.80 . . V . 0 . 18.000 3470.9440 3964.80 . . V . 0 . 18.083 3498.2020 3957.94 . . V . Q . 18.167 3525.4190 3951.88 . . V . 0 . 18.250 3552.6040 3947.30 . . V . 0 ~ 18.333 3579.7640 3943.56 . . V . 0 . • 18.417 3606.8980 3939.97 . . V . 0 . 18.500 3634.0080 3936.28 . . V . 0 . 18.583 3661.0920 3932.64 . . V . g , ~- 18.667 36E2.1570 3929.79 . . V . 0 . 18.750 3715.2100 3928.08 . . V . Q . 18.833 3742.2610 3927.85 . . V . 0 . 18. 3769.3160 3928.33 . . V . 0 . 19.000 3796.3760 3929.22 . . V . 0 . 19.083 3823.4460 3930.48 . . V . 0 . 19.167 3850.5260 3932.01 . . V . Q . ~~ 19.250 3877.6170 3933.72 . . V . Q . 19.333 3904.7210 3935.43 . . V . 0 • ~° 19.417 3931.8360 3937.04 . . V . 0 . 19.500 3958.9620 3938.69 . . V . Q . °� 19.583 3986.0990 3940.35 . . V . 0 . _^ 19.667 4013.2480 3942.01 . . v . Q . 19.750 4040.4080 3943.68 . . V . Q . mdil 19.833 4067.5800 3945.37 . . V . Q . 19.917 4094.7640 3947.04 . . V . 0 . °° 20.000 4121.9580 3948.66 . . V . 0 . . 20.083 4149.1640 3950.24 . . V . 0 . 20.167 4176.3800 3951.77 . . V . 0 , °~ 20.250 4203.6060 3953.24 . . V. Q , 20.333 4230.8420 3954.64 . . V. g , . 20.417 4258.0870 3955.99 . . V. Q . 20.5�0 4285.3410 3957.27 . . °� V. 0 . 20.583 4312.6030 3958.47 . . V. 0 . . 20.667 4339.9770 3974.66 . . V. Q . 20.750 4367.7120 4027.17 . . V. Q . 20.833 4395.9270 4096.80 . . V. .0 . 20.917 4424.5650 4158.35 . . V .0 . - 21.000 4453.5760 4212.27 . . V . 0 . 21.083 4482.9060 4258.75 . . V . & . ~~ 21.167 4512.5080 4298.21 . ~ V . Q . 21.250 4542.3370 4331.28 . . V . Q . ~ 21.333 4572.35 4358.59 . . V . Q . 21.417 4602.5250 4380.68 . . V . Q . - 21.500 4632.8150 4398.05 . . .V . Q . 21.583 4663.1950 4411.17 . . .V . Q . =" 21.667 4693. 4420.45 . . . V . Q . . :1.750 4724.1230 4426.27 . . .V . 0 . 21.833 4754.6250 4428.97 . . .V . Q . . 21.917 4785.1270 4428.87 . . .V . Q . 22.000 4815.6110 4426.26 . . .V . Q . . 22.083 4846.0610 4421.38 . . . V . Q . ~* 22.167 4876.4640 4414.49 . . . V . Q . 22.250 49�b.8070 4405.79 . . . V . 0 . `= 22.333 4937.0790 4395.46 . . . V . Q . 22.417 4967.2690 4383.68 . . . V . 0 . . 22.500 4997.3700 4370.58 . . . V . 0 . 22.583 5027.3720 4356.31 . . . V . Q . °= 22.667 5057.2680 4340.98 . . . V . Q . . 22.750 5087.0530 4324.70 . . . V . Q . 22.833 5116.7190 4307.59 . . . V . 0 . - 22.917 5146.2630 4289.73 . . . V . 0 . 23.000 5175.6790 4271.22 . . . V . 0 . . 23.083 5204.9630 4252.12 . . ~ V . 0 . ~= 23.166 5234.1130 4232.52 . . . V . 0 . 23.250 5263.1250 4212.48 . . . V . 0 ~ 0. 23.333 5291.9960 4192.06 . . . V . 0 . 23.416 5320.7240 4171.32 . . . V . 0 . . 23.500 5349.3070 4150.31 . . . V .0 ~ *° 23.583 5377.7440 4129.07 . . . V .0 . 23.666 5406.0340 4107.65 . . . V .0 ~ . 23.750 5434.1750 4086.08 . . . V .0 . 2 3.833 5462.1670 4064.41 . . . V ,0 . 4. 23.916 5490.0080 4042.66 . . . V .0 . 24.000 5517.7000 4020.86 . . . V Q . ~ _____________________________________________ � END OF FLOOD ROUTING ANALYSIS ~ =° - . . = � ■ti � � , VW � al � FUSCOE WILLIAMS LINDGREN &SHORT APPENDIX II San Sevaine Watershed To Foothill Blvd. ************ FLOOD ROUTING ANALYSIS °° USING ORANGE/SAN BERNARDINO COUNTY UNIT-HYDROGRAPH (1986 MANUAL) (c) Copyright 1983-88 Advanced Engineering Software (ales) Ver. 3.0A Release Date: 7/21/88 Serial # 2124 Analysis prepared by = Fuscoe, Williams, Lindgren & Short Ow ****** DESCRIPTION OF STUDY ************* ^ SAN SEVAINE HYDROLOGY TO FOOTHILL SITH DIVERSION OF ETIWANDA FLOWS TO * ~ SAN SEVAINE BASIN 5. MAX ETIWANDA FLOWBY = 2500 cfs. ULTIMATE BASINS 2-5 * * + AND RICH BASIN. ************************************************************************** FILE NAME: C:\ESS\DIV2\SSDIV8.DAT TIME/DATE OF STUDY: 21:21 2/ 4/1989 ~************************************************************************ FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 1 > > > > UNIT-HYDROGRAPH ANALYSIS( M‹ < {< (UNIT-HYDROGRAPH ADDED TO STREAM Ni) WATERCOURSE "LAG" TIME = .458 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 *mo *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .68 mm 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 = .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: E MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIML-(HOURS) FOR END OF RESULTS = 18.00 - 0 = ,qm UNIT HYDROGRAPH DETERMINATION °410 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 4 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 °0 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 °i. 34 98.855 31.307 35 98.926 10.859 .� 36 98.997 10.758 37 99.063 10.130 m= 38 99.129 10.019 39 99.192 9.567 � 40 99.247 8.406 4V Al 99.301 8.347 42 99.359 8.761 40. 43 99.419 9.178 44 99.478 9.003 °ili 45 99.514 5.529 ,.0 46 99.541 4.167 47 99.569 4.157 °as 48 99.596 4.158 49 99.623 4.157 - 50 99.650 4.167 ~� 51 99.678 4.157 52 99.705 4.157 53 99.732 4.158 54 99.759 4.157 55 99.786 4.051 56 99.902 2.437 57 99.815 1.973 58 99.822 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 °~ 43 .4 � ,� 441W =_ _____=========== ===_ _ ____________=======__ _______= 24-HOUR STORM = RUNOFF HYDROGRAPH - _ �____ . HYDROGRAPH IN FIVE INTERVALS(CFS) . _____ ________ - ___ - _________________ - ____________ TIME(HRS> VOLUME(AF) Q(CFS) 0. 525.0 1050.0 1575.0 2100.0 = __________________ 14.083 686.8794 984.25 . . OV. . . - 14.167 693.8016 1005.55 . . Q. . . ~ 14.250 700.9245 1033.81 . . Q. . . 14.333 708.3038 1071.48 . . VO . . - 14.417 716.0156 1119.75 . • V.0 . . 14.500 724.2644 1197.74 . . V 0 . . ~- 14.583 732.8174 1241.90 . . V 0 . • ~ 14.667 741.5496 1267.91 . . V Q ~ . 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 . . ~ 15.250 805.1429 1340.38 . . . V Q . . 15.333 814.3922 1342.99 . . . V Q . . ~~ 15.417 823.5833 1334.56 . . . V 0 . . 15.500 832.5896 1307.71 . . . VQ . • ~^ 15.583 841.3124 1266.54 . . . VQ . • . 15.667 849.6326 1208.10 . . . Q . • 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 . . . Q . . 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 . . - 16.833 976.4375 1353.64 . . . 0 V . . 16.917 985.9379 1379.46 . . . QV . ~ . 17.000 995.4966 1387.93 . . . QV . . . 17.083 1005.0640 1389.24 . . . QV . . 17.167 1014.5780 1381.39 . . . 0 V . . ~= 17.250 1023.9680 1363.47 . . . 0 V , . 17.333 1033.1760 1336.94 . . . 0 V . . *sr 17.417 1042.0970 1295.34 . . . 0 V . . 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 . . Q V . 17.917 1068.5650 1048.46 . . Q. V . ww 18.000 1095.6350 1026.58 . . Q. V , . 4/Ir ***************************************************************** 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) = 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 ` C��X��C��R�TI�RES�TS: ~- 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 1208.1 1245.3 15.750 1130.5 1179.9 ' 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 *w 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"' 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(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 A= 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) 1 1.499 437.989 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 9 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 25 97.387 72.063 MN 26 97.610 65.286 . 27 97.832 64.798 28 98.048 63.017 =w 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 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) = 467. 9187 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2068.4760 . -- ------------- --- -------- = = ____ _____ ____ _ ____ . 24-HOUR STORM to, RUNOFF HYDROGRAPH ~~ ____=====_____= _ _____== =* HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . __ TIME(HRS) VOLUME(AF) Q(CFS) O. 850.0 1700.0 2550.0 3400.0 °m 14.083 959.7037 1512.18 . . QV . . . ". 14.167 970.3608 1547.41 . . Q . . . 4111F 14.250 981.3925 1601.80 . . 0 . . . 14.333 992.9045 1671.54 . . Q. . . . 14.417 1005.0490 1763.45 . . VO . . 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 . . *W 14.833 1071.7120 1998.13 . . V 0 . . 14.917 1085.5970 2016.17 . . V 0 . . . 15.000 1099.5850 2031.03 . . .V 0 . . WOW 15.083 1113.6560 2043.11 . . .V 0 • • 15.167 1127.8010 2053.80 . . .V 0 . . _ 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 . . • 15.583 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 . . Q . 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 . . . VO , , "= 16.250 1296.7920 2595.61 . . . V 0 . 16.333 1317.1590 2957.27 . . . V . Q . . 16.417 1340.0330 3321.28 . . . V . Q. l6.500 1362.0310 3194.08 . . . V . 0 . ** 1 b.583 1379.8300 2584.47 . . . V 0 . °M 16.667 1395.7530 2312.01 . . . VQ . . 16.750 1411.0460 2220.44 . . . QV . . °= 16.833 1426.3700 2225.17 . . . gV , , 16.917 1441.5400 2202. . . . 0 V . . . 17.000 1456.5950 2185.94 . . . 0 V . . .01 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 . . . Q V. . ~. 17.417 1527.5730 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 1596.3850 1558.39 . . 0 . V . 0. 18.■00 1606.9320 1531.43 . . Q . .V . = *Iv *********.v****************************************************************** 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 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 99.807 12.377 99.952 6.189 10 100.000 2.063 = _ _ ________________ TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 117.8970 TOTAL STORM RU VOLUME(ACRE-FEET) = 199.0366 �0 daV ^ _ 24-HOUR STORM ~= RUNOFF HYDROGRAPH - = HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) °° TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 . 15.083 111.2675 202.73 . .0 . V • • ~~ 15.167 112.6695 203.57 . .0 . 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 . 0 . . V . . 16.000 123.7511 180.91 . Q . V . . 16'083 125.7395 288.72 . . 0 . V • . z6'167 129.6189 563.28 . • . V . 0 . - 16.250 134.1998 665.15 . . . V . 0 . 16.333 136.9855 404.49 . . . 0 V . . 16.417 138.4879 218.15 . . Q • 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. . .0 . V. . 16.917 146.5391 200.63 . .0 . V. . 17.000 147.9135 199.56 . .0 . V. . _ 17.083 149.2626 195.90 . .0 . V. . 17.167 150.5013 179.86 . 0 . V ~ ~~ 17.250 151.5806 156.71 . Q'. . V . 17.333 152.5676 143.32 . 0 . . V . - 17.417 153.5119 137.11 . 0 . . V . 17.500 154.4317 133.55 . 0 . . .V . 17.583 155.3313 130.63 . 0 . . .V . 17.667 156.2131 128.04 . 0 . . .V . 17.750 157.0788 125.70 . 0 . . .V . ~~ 17.833 157.9298 123.57 . 0 . . .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: Aqo SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 *m SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 . BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: m INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) m 1 .00 .00 .000 2 .10 1000.00 .500 -- 3 3.00 1189.00 15.000 4W 4 10.00 1681.00 41.300 5 20.00 2202.00 256.300 mm 6 30.00 2620.00 471.300 7 40.00 2981.00 686.300 °= �� ~� INFLOW (STREAM 1) .~ | °_ � V �ffective depth ~, ----------- � (and volume) �� | | | | | 1....V........ ~~ 1 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 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 =m 16.250 .000 4507.0 24.01 2355.4 342.592 16.333 .000 4764.6 24.78 2385.7 358.975 m 16.417 .000 5122.3 25.64 2419.7 377.588 m 16.500 .000 5176.4 26.51 2456.0 396.323 16.583 .000 4622.0 27.20 2488.5 411.017 m 16.667 .000 4016.9 27.68 2512.9 421.375 16.750 .000 3758.3 28.07 2531.2 429.827 m 16.833 .000 3744.0 28.45 2547.4 438.068 16.917 .000 3766.0 28.84 2563.4 446.350 m 17.000 .000 3767.9 29.22 2579.4 454.535 *to 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 1/.500 .000 3...:0/._2 30.9n ..:bbl.0 491.683 _, 17.583 .000 3065.9 31.08 2656.6 494.502 17.667 .000 2959.9 31.17 2660.7 496.562 A ll 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 °* 18.000 .000 2691.8 31.32 2667.5 499.694 18.083 .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 mo 19.333 .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 441V 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 _ ~_ ~*************************************************************************** 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.O00 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 20.983 WATERCOURSE LENGTH = 19400.000 FEET ~~ LENGTH FROM CONCENTRATION POINT TO CENTROID = 11100.000 FEET 41M 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 Ail MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 VALLEY(UNDEVELOPED/DESERT): "im "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .400 as LOW LOSS FRACTION = .276 *HYDROGRAPH MODEL #1 SPECIFIED* MN *tii 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 RAINFALL(INCH}= 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 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 NWt 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 13.005 31 99.930 11.984 . 32 99.936 .704 AN 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.�79 .282 46 99.981 .283 47 99.984 .281 = 48 99.986 .273 49 99.987 .165 50 99.989 .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 41 99.999 .134 62 100.000 .133 63 100.000 .019 �iN TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 306.5048 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 822.7260 ---- --- ---- - ----- *so �� = mei �� = = / .. 24-HOUR STORM RUNOFF HYDROGRAPH _- _ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 350.0 700.0 1050.0 1400.0 15.083 456.1649 732.30 . . Q V . . 15.167 461.2353 736.22 . . .QV . . 15.250 466.3304 739.80 . . .QV . . 15.333 471.4478 743.05 . . .QV . . 15.417 476.5488 740.67 . . .Q V . . 15.500 481.5606 727.71 . . Q V . . 15.583 486.3909 701.36 . . Q V . • 15.667 490.9520 662.27 . . Q . V . . 15.750 495.0669 597.48 . . Q . V . . 15.833 498.8021 542.35 . • Q . V . . 15.917 502.4205 525.40 . . Q . V . . 16.000 506.1086 535.51 . . 0 . V . . 16.083 510.3036 609.10 . . 0 . V . . 16.167 515.3891 738.41 . . .0 V . . 16.250 521.6445 908.29 . . . 0 . • 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 . . . VQ . . 16.667 559.1715 855.86 , . . . Q V . . 16.750 564.7662 812.34 . . . 0 V . . 16.833 570.3234 806.91 . . . 0 V . . 16.917 575.7762 791.75 . . . Q 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 558.85 . . 0 . V . 17.750 622.1429 538.08 . . Q . V . 17.833 625.7456 523.11 . . Q . V . 17.917 629.2577 509.95 . . Q . V . 18.000 632.6928 498.78 . . 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 °a 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 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 89.006 379.160 10 91.604 282.407 11 93.652 222.635 12 95.301 179.357 sat 13 96.551 135.912 14 97.505 103.723 15 98.172 72.444 °or 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 . ~~ °01 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 154.1329 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 807.2137 == MI6 � � �� 40, = ~° �� °� Aem = moo � = wit Aft � WM mit owe = _______====______________==__________ _______ _ 24-HOUR STORM ~= RUNOFF HYDROGRAPH _~ WM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CF8) 606 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 . . 0 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 . . Q . V . . -. 15.750 490.9431 521.10 . . Q . 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 . . . 0 V . . ~~ 16.250 519.6315 1093.96 . . . V Q. . 16.333 529.3636 1413.10 . . . V . 0 . = 16.417 538.0108 1255.58 . . . V . Q . 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 1957 796.25 . . .0 V ~ . 16.917 571.6594 793.33 . . .Q V . • *= 17.000 577.0991 789.85 . . .0 V . • 17.083 582.4639 778.96 . . 0 V ~ . - 17.167 597.6902 758.86 . . 0 V. . = 17.250 592.6855 725.33 . •• Q. V. . 17.333 597.2645 664.87 . . 0 . V. . - 17.417 601.5078 616. 13 . . 0 . V. . 17.500 605.5580 588.08 . . 0 . V . == 17.583 609.4615 566.79 . . 0 . 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 . �� ************************************************************************* _~ FLOW PROCESS FROM NODE 41.00 TO NODE 41.10 IS CODE = 5 or ------------------------- - -�� >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< .. __= .64 ~_ THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5-MINUTE °16f INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17-52, August, 1972, ~" U.S. Department of Commerce). tfile 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 FAC\OR = .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) ~_ 15.083 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 1384.8 1417.5 .~ 15.667 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 Alp 17.833 1043.7 1055.7 17.917 1017.7 1028.7 , 18.000 990.4 1001.9 ,V 18.083 969.8 978.5 18.167 951.6 959.3 = 18.250 934.2 941.5 18.333 915.7 923.5 Alf 18.417 898.8 906.0 _, 18.500 884.4 890.5 18.583 870.8 876.6 411 18.667 856.2 862.4 18.750 845.3 849.9 . 18.833 835.0 839.3 _° 18.917 825.3 829.4 19.000 816.2 820.1 807.6 811.2 19.167 799.3 802.8 19.250 791.4 794.8 19.333 783.8 787.0 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 -„,***A-*******,w*w******4 - 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 °Ae 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 0 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(INCH)= 11.95 *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 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) = 198.5841 = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 881.8846 ~= mitt � � AV _ ______ .. 24-HOUR STORM sem RUNOFF HYDROGRAPH - =====_______=_________=______ `= HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ______ TIME(HRS) VOLUME(AF) Q(CFS) 0. 550.0 1100.0 1650.0 2200.0 ./ ________________________________ 15.083 489.79C3 935.90 . . Q . V . . `� 15.167 496.2402 936.53 . . 0 . V . . as 15.250 502.6925 936.87 . . Q . V . . 15.333 509.1465 937.13 . . 0 . V . . . 15.417 515.4756 918.99 . . 0 . V . • 15.500 521.2828 843.21 . . Q . 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 . • we 15.833 536.4396 483.47 . Q . . V . . 15.917 539.9658 512.01 . Q. . V . • - 16.000 544.0292 590.01 . Q . V ,. . �� 16.�83 550.0005 867.02 . . 0 . 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 . . Q . 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 935.55 . . 0 . V. . ~, 17.167 655.9645 906.43 . . 0 . V. . °= 17.250 661.7204 835.75 . . Q . V . 17.333 666.9827 764.09 . . Q . V . ~~ 17.417 671.9664 723.63 . . Q . V . 17.500 676.7532 695.03 . . Q . V . °.. 17.583 681.3513 667.65 . . Q . V . ~_ 17.6 685.8184 648.62 . .Q . .V . 17.750 690.1848 634.01 . .0 . .V . ~~ 17.833 694.4677 621.87 . . . .V . 17.917 698.6623 609.06 . .0 . .V . .. 18.000 702.7867 598.87 . Q . .V . ^= ~= '*********** ti 'Or *********************************************************** FLOW PROCESS FROM NODE 41.10 TO NODE 41.20 IS CODE = 3 .. ______________ >>>>>MODEL FLOW-THROUGH DETENTION BASIN ROUTING<<<<< =° ===============_____ ____*__ MM . ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW-THROUGH DETENTION BASIN war 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 1.66 91.32 1.120 ~~ 3 2.66 185'25 5.000 =n 4 4.66 429.54 18.000 5 6.66 733.90 42.250 .ss 6 7.66 905.25 55.000 7 9.66 1282.02 90.000 °so 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 1 detention |(-->| . outflow ~ | basin ) | =~ --- --- | A } \ � | storage | basin outlet _ V OUTFLOW ~. (STREAM 2) ~~ wm BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE sow (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 41W 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 11.90 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 tfit 15.000 .000 2412.8 12.92 1967.4 143.583 15.083 .000 2422.3 13.09 2007.4 146.440 "- 15. 167 .000 2430. 1 13.25 2044.6 149.095 15.250 .000 2436.5 13.40 2079.1 151.556 am 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 *ai 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 1b.000 .000 164'1.b 1,2.84 1985.b 142.233 -~ 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 14.78 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 19.083 .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 19.500 .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 1398.7 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 . ^** =w 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 WI TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5-MINUTE INTERVALS(Reference: the National Engineering Handbook, ~� Hydrology, Chapter 17, page 17-52, August,1972, mit 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 0 = 1907.77 CFS = 27.81 FPS - ESTIMATED CHANNEL ROUTING COEFFICIENT = .942 ~~ 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) 14.083 1516.7 1511.7 ~- 14.167 1534.0 1528.1 14.250 1557.5 1549.5 ~ 14.333 1590.2 1579.1 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 1993.9 15.167 2044.6 2031.9 15.250 2079.1 2067.4 ~0 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 4= 15.917 2023.1 2038.6 . 16.000 1985.5 1998.3 16.083 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 vat 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 2-578.5 2585.5 ^. 17.333 2547.6 2558.1 , 17.417 2506.5 2520.5 17.500 2457.5 2474.2 to 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 2180.1 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 18.500 1844.4 1860.1 "oy 18.583 1799.9 1815.1 .0 18.667 1757.3 1771.8 18.750 1716.5 1730.4 19.833 1679.3 1691.3 19.917 1642.6 1654.8 19.000 1608.6 1620.2 19.083 1576.2 1587.2 19.167 1545.3 1555.8 19.250 1515.9 1525.9 19.333 1498.0 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 d , = ************************************************************************** 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* °aw 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 vow *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 LlSlIN6 LlMIl6� 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 ow, 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 12.881 = 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) = 39.1197 TOTAL STORM RUNOFF VOLUME(ACRE—FEET) = 67.4199 = • `= ~= � �it = _ 24-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 wa 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 . . 15.500 39.4773 63.09 . Q . . V . . - 15.583 39.8338 51.76 . 0 . . V . . _~ 15.667 40.1075 39.75 . Q . . V . • 15.750 40.3426 34.13 . 0 . . V . • ~� 15.833 40.5757 33.85 . 0 . . V . • 15.917 40.8310 37.07 . 0 . . V . . °~ 16.000 41.1395 44.79 . 0 . . 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 . . • VO . • ~° 16.417 46.3649 137.99 . . 0 . V . . 16.500 46.9591 86.28 . .0 • V . . - 10.583 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. . °� 17.000 49.7921 69.21 . Q. . V. . _~ 17.083 50.2624 68.29 . Q. . V. . 17.167 50.7118 65.26 . 0 . . V . - 17. 51.1222 59.59 . 0 . . V . 17.333 51.4875 53.03 . 0 . . V , ~ 17.417 51.8228 48.69 . 0 . . V . ^ 17.500 52.1408 46.17 . Q . . V . 17.583 52.4478 44.58 . Q . . .V . 17.667 52.7474 43.50 . Q . . .V . 17.750 53.0404 42.53 . Q . ~ .V . • 17.833 53.3274 41.68 . Q . . .V . 17.917 53.6092 40.92 . Q . . .V . ^� 18.000 53.8862 40.22 . Q . . .V . .. . * FLOW PROCESS FROM NODE 44.00 TO NODE 43.00 IS CODE = 1 °. __ ________ >>}> ANALYSIS<(<(< . ====== - � � � _= .0 (UNIT-HYDROGRAPH ADDED TO STREAM #2) . WATERCOURSE "LAG" TIME = .337 HOURS ger . 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 WA[EHSMEU HREA = 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 SFECIFIED 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 = 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) = 384.2453 °sto TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 679.7593 _ _____ *ON _____== � 24-HOUR STORM ^• R U N O F F H Y D R O G R A P H HYDRO3R IN FIVE-MINUTE INTERVALS(CFS) °� . TIME(HRS) VOLUME(AF) Q(CFS) 0. 400.0 800.0 1200.0 1600.0 _ 15.083 369.1843 685.01 . . 0 .V . . ~° 15.167 373.9252 688.37 . . 0 . V • ,•,•• 15.250 378. 6885 691.64 . . 0 . V • . 15.333 383.4741 694.86 . . 0 . V . • - 15.417 388.2438 692.57 . . Q . V • • 15.500 392.8861 674.06 . . 0 . V • • = 15.583 397.2144 628.47 . . 0 . V ~ . 15.667 401.1382 569.72 . . Q . V . . -, 15.750 404.5979 502.35 . . 0 . V . • = 15.833 407.7726 460.96 . .0 . V . . 15.917 410.9227 457.40 . .Q . V . . ~~ 16.000 414.3179 492.98 . . 0 . V . . 16.083 418.5934 620.81 . . 0 . V . . 16. 167 424.5998 872.12 . . .0 V . . 10.250 432.9961 1219.14 . . . V 0 . 16.333 442.6999 1409.00 . • . V . 0 , 16.417 453.1069 1511.09 . • • V . Q . 16.500 461.9379 1282.26 . • • V . Q . 16.583 468.8966 1010.40 . . • 0 V . . ~ 16.667 474.5963 827.60 . . 0 V . . 16.750 479.8249 759.19 . . 0 . V . . 16.833 484.7956 721.76 . . 0 . V . . 16.917 489.5694 693.15 . . 0 . V . . ~ 17.000 494.3556 694.95 . . 0 . V. . 17.083 499.1439 695.27 . . 0 . V. . - 17.167 503.8339 690.98 . . Q . V. . _ 17.250 508.2783 645.32 . . 0 . V. . 17.333 512.4359 603.69 . . 0 . V . 17.417 516.2742 557.3 • • Q • V • 17.500 519.8575 520.29 . . 0 . V . 17.583 523.2538 493.15 . . 0 . y . . 17.667 526.5165 473.73 . .0 . V . 17.750 529.6757 458.71 . .0 . .V . - 17.833 532.7546 447.07 . .0 . ,y , 17.917 535.7720 438.11 . 0 . .V . = 18.000 538.7333 429.99 . 0 . ~V , A* `., _*************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 404.00 IS CODE = 5 AN >>>>>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 ^00 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 . MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE 00 UNIT INTERVALS IS CSTAR = .999 . .0 CONVEX METHOD CHANNEL ROUTING RESULTS: ~° MODEL INFLOW OUTFLOW 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 2882.3 _ 15.500 2890.4 2890.9 15.593 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 3526.2 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 . 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 17.917 2677.7 2700.6 . 18.000 2616.4 2638.1 . 18.083 2558.0 2578.7 18.167 2499.6 2520.3 . 18.250 2439.0 2460.5 18.333 2376.9 2398.9 . 18.417 2314.0 2336.3 °m 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 19.000 1974.4 1988.3 1v.V83 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 AN 19.583 1747.0 1756.9 19.667 1720.4 1729.8 19.750 1694.9 1703.9 19.833 1670.6 1679.2 = 19.917 1647.4 1655.6 20.000 1625.2 1633.0 ~********************* 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 MAXIhUM 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 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 108.192 8 771 108 1 ^ ^ 2 53.386 550.3b6 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 ma 8 100.000 .792 --------------------------------- — TOTAL SOIL—LOSS VOLUME(ACRE—FEET) = 2E3.1764 TOTAL STORM RUNOFF VOLUME(ACRE—FEET) = 54.8403 _ ~ ~ ~~ *YM IVA °° 4111 *IN ___ _____===========________= . 24-HOUR STORM °" RUNOFF HYDROGRAPH ~° ---------------------- ___ ___ _ `ot 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 . Q . . V . . . 15.250 31.3303 57.41 . 0 . . V . . 15.333 31.7290 57.89 . Q . . V . . =° 15.417 32.1129 55.75 . Q . . V . . 15.500 32.4090 42.99 . 0 . . V . . °� 15.583 32.6395 33.47 . 0 • . V . . . 15.667 32.8701 33.49 . 0 . . V . . 15.750 33.1144 35.47 . 0 . . V . . - 15.833 33.3598 35.64 . Q . . V . . 15.917 33.6254 38.56 . 0 . . V . . -^ 16.000 33.9756 50.84 . Q . . V . . _ 16.083 34.6728 101.24 . . 0 . V . . 16.167 36.3055 237.06 . . . V .Q . ~ 16.250 37.6252 191.63 . . . 0 V . . 16.333 38.1506 76.28 . 0 • V . . ~ 16.417 38.4584 44.70 . 0 . . V . • 16.500 38.7964 49.08 . 0 . . V . . - 16.583 39.1856 56.51 . 0 . . V . • ~. 16.667 39.5798 57.23 . Q . . V . . 16.750 39.9689 56.50 . 0 . . V. • ^~ 16.833 40.3538 55.89 . Q . . 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 . 0 . . .V . 17.500 42.9072 38.44 . Q . . ,V . - 17.583 43.1670 37.72 . Q . . .V ~ �� 17.667 43.4223 37.07 . 0 . . .V . 17.750 43.6734 36.47 . Q . . .V . . 17.833 43.9207 35.91 . Q . . . V . 17.917 44.1644 35.39 . Q . . • V . . 18.000 44.4048 34.89 . Q . . . y , . . ,*************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 7 °m ___________ >>}> )STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<(< . _______ _ _ 8W "I " *************************************************************************** FLOW PROCESS FROM NODE .43 TO NODE .44 IS CODE = 3 ___ . > > > > >MODEL FLOW-THROUGH DETENTION BASIN ROUTING< < < < < ======___ = al ~~ ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 . THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPLClF1EU BASIN COwU1T1ONS 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 MN 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 \ | ___________ � A | \ - | | 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) =~ °. 15.063 .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 �m 15.417 .000 5175.3 11.17 4476.9 110.926 . 15.500 .000 5189.6 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 .000 5460 4 13 26 4740 16.167 . 4740.4 138.059 . . . Ad 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 = 000 6052.7 18.00 5341.2 199.731 16.917 .0V0 6030.4 18.34 b386./ 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 =m 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 5430.3 204.800 46, 18.583 .000 4895.9 18.13 5397.6 201.344 18.667 .000 4837.0 17.85 5363.2 197.721 4M 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 _ 19.593 .000 4325.6 14.41 4930.8 153.054 19.667 .000 4287.4 14.09 4890.3 148.902 ~. 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 = 20.030 .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 4540.7 113.198 . 20.500 .000 3968.6 11.06 4504.4 109.508 481 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 . 41111 + ************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.10 IS CODE = 1 . 40 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< ______===__________ __=__________ . (UNIT-HYDROGRAPH ADDED TO STREAM #1) mm WATERCOURSE "LAG" TIME = .126 HOURS m, ^so 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 ELEVAlION VARIATION ALONG WATERCOURsE = 640.000 FEET BASIN FACTOR = .015 WATERSHED AREA = 585.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .291 wm LOW LOSS FRACTION = .246 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEI:iK 5-MINUTES RAINFALL(INCH)= .58 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.18 SPECIFIED PEAK 1-HOUR RAINFALL = 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 F = .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 ***> NOTE: RATIO OF (LENGTH TO CENTROID) / (LENGTH OF WATERCOURSE) 18 NOT BETWEEN [.25] AND [.75] ==_____===============___ _ ____======____ UNIT HYDROGRAPH DETERMINATION delt 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 m� 8 100.000 6.077 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 121. 1308 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 383.5357 0 _____==================______ _ _====__ __ 24-HOUR STORM = RUNOFF HYDROGRAPH mm HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) °. ____________________________________ ______ _________ TIME(HRS) VOLUME(AF) Q(CFS) 0. 325.0 650.0 975.0 1300.0 m _ ____ 15.083 216.3067 407.44 . . Q . V . , -° 15.167 219.1219 408.77 . . 0 . V . . ^.- 15.250 221.9467 410.16 . . Q . V . . 15.333 224.7824 411.75 . . 0 . V . . -"" 15.417 227.5137 396.59 . . 0 . V . . 15.500 229.6526 310.56 . 0. . V . . =° 15.583 231.2729 235.26 . 0 . . V . . m 15.667 232.8460 228.41 . Q . . V . . 15.750 234.5288 244.34 . Q . . V . . °= 15.833 236.3596 265.84 . Q . . V . . 15.917 238.4378 301.74 . Q. . V . . - l6.000 241.0942 385.71 . .0 . V . . ^_ 16.083 245.5036 640.25 . . Q. V . . 16.167 254.0010 1233.82 . . . V . Q . -~ 16.250 261.5547 1096.81 . • • V . 0 . 16.333 265.1254 518.46 . . 0 • V . . ~- 16.417 267.2711 311.55 . Q. . V . . 16.500 269.5805 335.33 . 0 . V . • ~ 16.583 272.3005 394.94 . . 0 . V . . .° 16.667 275.1089 407.78 . . Q . V . • 16.750 277.9089 406.55 . . 0 . V . • - 16.833 280.6978 404.95 . . 0 . V. • 16.917 283.4755 403.32 . . 0 . V. • � 17.000 286.2416 401.64 . . 0 . V. . - 17.083 288.9317 390.60 . . Q . V . 17.167 291.2686 339.31 . Q . V . ~� 17.250 293.2595 299.08 . Q . . V . 17.333 295.1209 270.29 . 0 . . V • - 17.417 296.9253 261.99 . 0 . . V • 17.500 298.6866 255.74 . Q . . .V . -, 17.583 300.4099 250.23 . 0 . . .V . ~ 17.667 302.0994 245.31 . 0 . . .V . 17.750 303.7581 240.85 . 0 . . .V . ~~ 17.833 305.3883 236.70 . Q . . ,V , 17.917 306.9918 232.83 . 0 . . . V . °. 18.000 308.5703 229.20 . Q . . . V . = - .*************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 .. ______________-________ ));UNIT-HYDROGRAPH ANALYSIS<<<(< _" ===============_________ =_ ___=_____ ____ viof (UNIT-HYDROGRAPH ADDED TO STREAM 143) . WATERCOURSE "LAG" TIME = .636 HOURS .. m UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 13.099 m WATERCOURSE LENGTH = 19400.000 FEET �� LENGTH FROM CONCENTRATION POINT TO CENTROID = 11600.000 FEET = ELEVATION VARIATION ALONG WATERCOURSE = 3880.000 FEET BASIN FACTOR = .045 WA[EHSHEU HREA = 1960.00U ALHES 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 *w VALLEY(UNUEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXINUM 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: =m 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 1.044 247.359 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 00 16 78.176 492.897 17 79.967 424.545 18 81.65u 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 91.752 143.b69 ~ 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 - 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 °W 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 99.817 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 = 99 99.989 5.098 m� 100 100.000 2.555 =W TOTAL SOIL-LOSS VOLUME (ACRE-FEET) = 348.4839 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2331.1990 � =~ ~• -° ~ = �� 417d hAff _____= ===============___ 24-HOUR STORM wt RUNOFF HYDROGRAPH ~. WO HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) = TIME(HRS) VOLUME(AF) Q(CFS) 0. 750.0 1500.0 2250.0 3000.0 . 15.083 1222.6610 1966.27 . . V Q . . . 15.167 1236.3030 1980.71 . . .V Q . . = 15.250 1250.0320 1993.54 . . .V 0 . . 15.333 1263.8460 2005.83 . . .V 0 . . " 15.417 1277.6560 2005.21 . . .V 0 . . 15.500 1291.3510 1988.43 . . . V 0 . . We 15.583 1304.8580 1961.25 . . . V 0 . . 15.667 1318.0720 1918.71 . . . V Q . . ~~ 15.750 1330.9040 1863.12 . . . V 0 . . == 15.833 1343.3350 1805.09 . . . VQ . . 15.917 1355.3840 1749.40 . • . 0 . . ~= 16.000 1366.8600 1666.31 . . . QV . . 16.083 1378.8210 1736.79 . . . 0 . . = 16.167 1391.7830 1882.01 . • . V Q . . ~~ 16.250 1405.6290 2010.49 . . . V 0 . • 16.333 1420.6390 2179.48 . . . V Q. . = 16.417 1436.7610 2340.97 . . . V .Q . 16.500 1453.7610 2468.39 . . . V . 0 . ~= 16.583 1471.6570 2598.47 . . . V . 0 . mo 16.667 1491.6560 2903.76 . . . V . Q . 16.750 1508.7820 2486.81 . . . V . 0 . ~~ 16.833 1524.1330 2228.92 . . . V Q. . 16.917 1538.9330 2148.93 . . . V 0 . . . 17.000 1553.9420 2179.29 . . . V Q. ~ 17.083 1568.9200 2174.89 . . . V 0 . . . 17.167 1583.8800 2172.17 . . . VQ . . == . 1598.6340 2142.21 . . . . VQ . . 17.333 1613.2470 2121.88 . . . VQ . . - 17.417 1627.5850 2081.86 . . . 0 . . 17.500 1641.7170 2051.94 . . . QV . . =W 17.583 1655.5560 2009.46 . . . 0 V , . 17.667 1669.0160 1954.40 . . . 0 V . . ~� 17.750 1682.1660 1909.35 . . . 0 V . . A. 17.833 1695.1100 1879.44 . . . 0 V. . 17.917 1707.8650 1851.97 . . . 0 V. . - 12.000 1720.4350 1825.17 . . . 0 V. . .. °~ **************************************************************************** PLOW PROCESS FROM NODE 2.00 TO NODE 2.10 I8 CODE = 5 "IN >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< . ==________ _ _______ _ _ _ KW ~ THE MODIFIED 0-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 MANWINGS FAC|OR = .030 - = CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2903.76 . AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1874.99 . CHANNEL NORMAL VELOCITY FOR 0 = 1874.99 CFS = 23.71 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .933 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE s. UNIT INTERVALS IS CSTAR = .999 - ^° CONVEX METHOD CHANNEL ROUTING RESULTS: -- MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) . (HRS) (CFS) (CFS) ~~ 15.083 1966.3 1961.5 15.167 1980.7 1976.1 ~- 15.250 1993.5 1989.5 15.333 2005.8 2001.9 - 15.417 2005.2 2005.4 15.500 1988.4 1993.7 ~~ 15.583 1961.3 1969.8 - 15.667 1918.7 1932.2 15.750 1863.1 1880.7 ~~ 15.833 1805.1 1823.4 15.917 1749.4 1767.0 - 16.000 1666.3 1692.6 .. 16.083 1736.8 1714.6 16.167 1882.0 1836.1 - 16.250 2010.5 1969.9 16.333 2179.5 2126.1 - 16.417 2341.0 2289.9 16.500 2468.4 2428.1 16.583 2598.5 2557.3 =~ 16.667 2903.8 2807.3 16.750 2486.8 2618.3 - 16.833 2228.9 2310.5 16.917 2148.9 2174.3 °. 17.000 2179.3 2169.7 =° 17.083 2174.9 2176.3 17.167 2172.2 2173.0 . 17.250 2142.2 2151.7 17.333 2121.9 2128.3 . 17.417 2081.9 2094.5 . 17.5()0 2051.9 2061.4 17.583 2009.5 2022.9 - 17.667 1954.4 1971.8 17.750 1909.4 1923.6 . 17.833 1879.4 1888.9 17.917 1852.0 1860.7 . 18.000 1825.2 1833.6 mt ~° ~************************************************************************* FLOW PROCESS FROM NODE 2.10 TO NODE 3.00 IS CODE = 5 4. ________ ____________________ = >>>>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, Hyc:ro1ogy, Lnapter 17, page 17 August,19727 _~ 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 . m.. CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2807.32 = AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1844.61 miN CHANNEL NORMAL VELOCITY FOR 0 = 1844.61 CFS = 41.65 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .961 . MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE Ai UNIT INTERVALS IS CSTAR = .995 . °~ CONVEX METHOD CHANNEL ROUTING RESULTS: ~` MODEL INFLOW OUTFLOW = TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) -~ 15.083 ` 1961.5 1953.3 15.167 1976.1 1968.5 °~ 15.250 1989.5 1982.5 15.333 2001.9 1995.5 ~- 15.417 2005.4 2003.6 =" 15.500 1993.7 1999.8 15.583 1969.8 1982.2 ~~ 15.667 1932.2 1951.7 15.750 1880.7 1907.4 =° 15.833 1823.4 1853.2 15.917 1767.0 1796.4 - 16.000 1692.6 1731.3 °= 16.083 1714.6 1703.4 16.167 1836.1 1773.1 -, 16.250 1969.9 1900.3 16.333 2126.1 2044.9 ~= 16.417 2289.9 2204.7 ~~ 16.500 2428.1 2356.1 16.583 2557.3 2490.1 . 16.667 2807.3 2677.6 16.750 2618.3 2715.5 ~~ 16.833 2310.5 2470.4 == 16.917 2174.3 2245.6 17.000 2169.7 2172.5 ~° 17.083 2176.3 2172.9 17.167 2173.0 2174.7 == 17.250 2151.7 2162.7 17.333 2128.3 2140.5 ~° 17.417 2094.5 2112.1 =v 17.500 2061.4 2078.6 17.583 2022.9 2042.9 . 17.667 1971.8 1998.3 17.750 1923.6 1948.7 . 17.833 1888.9 1907.0 . 17.917 1860.7 1875.4 18.000 1833.6 1847.7 . . **************************************************************************** °. FLOW PROCESS FROM NODE 3.00 TO NODE 3. 00 IS CODE = 1 _ _ >/>>>UNIT-HYDROGRAPH ANALYSlS(<<<( (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 = 17800.000 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 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 PEAX 6-HOUR RAINFALL(INCH) = 5.10 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.50 *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 ORDINATES(CFS) ___________________ ___ _______ _ _ 1 2.232 525.475 ^� 2 10. 878 2035.799 3 28.831 4227.423 4 57.739 6806.794 5 73.302 3664.560 82.103 2086.481 7 87.737 1312.598 8 91.338 847.810 °° 9 q7.7 562.004 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 27.628 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 622.2056 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1200.1340 = ~ 7 = � =° Wt. � _ = 24-HOUR STORM ~"' RUNOFF HYDROGRAPH - °. HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~° TIME(HRS) VOLUME(AF) 0(CFS) 0. 775.0 1550.0 2325.0 3100.0 ~ 15.083 656.3190 1249.21 . . 0 .V . . � 15.167 664.9518 1253.49 . . 0 . V . . ~~ 15.250 673.6132 1257.63 . . 0 . V . . 15.333 682.3054 1262.10 . . 0 . V . . _~ 15.417 690.9247 1251.53 . . 0 . V . • 15.500 699.1837 1199.20 . . 0 . V . • = 15.583 706.6772 1088.07 . • 0 . V . • _ 15.667 712.9613 912.45 . .0 . V . . 15.750 718.7552 841.27 . 0 . V . . ~~ 15.833 724.4879 832.38 . 0 . V . • 15.917 730.4388 864.08 . .0 . V . . -~ 16.000 737.0204 955.64 . . 0 . V . . 16.083 745.5552 1239.26 . • Q . V . • 16.167 757.9787 1803.89 . • . 0 V . • ~~ 16.250 774.9484 2464.01 . . . V .Q . 16.333 795.6493 3005.76 . • . V . Q . ~~ 16.417 809.9448 2075.71 . . . 0 . . 16.500 820.7839 1573.84 . . . 0 V . • 16.583 830.2258 1370.97 . . Q . V . . 16.667 839.5977 1360.79 . . 0 . V . . 16.750 848.8294 1340.45 . . 0 . V . . 16.833 858.0067 1332.54 . . 0 . V . . 16.917 867.0569 1314.11 . . 0 . V . . = 17.000 875.9525 1291.64 . . 0 . V. . 17.083 884.6432 1261.89 . . 0 . V. . ~ 17.167 892.9925 1212.31 . . 0 . V. . °. 17.250 900.8847 1145.95 . . 0 . V . 17.333 908.0499 1040.39 . . 0 . V . ~~ 17.417 914.7531 973.30 . . Q . v . 17.500 921.1534 929.33 . .0 . V . ~. 17.583 927.3240 895.97 . .Q . V . -~ 17.667 933.3085 868.94 . .0 . .V . 17.750 939.1230 844.27 . Q . .V . ~~ 17.833 944.7513 817.24 . 0 . .V . 17.917 950.2598 799.82 . 0 . .V . - 18.000 955.6651 784.86 . 0 . ,y • .. . ***************** *********************************************************** 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 Of INTERVALS(Reference: the National Engineering Handbook, . Hydrology, Chapter 17, page 17-52, August,1972, U.S. Department of Commerce). 4. ' ASSUMED REGULAR CHANNEL INFORMATION: . BASEWIDTH(FT) = 22.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1570.00 _ DOWNSTREAM ELEVATION = 1380.00 L,HANNEL LEN6IH(F\) = bn00.00 MHNN1NGS FAC|UH = .014 CHA:'4KEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 5050.61 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3191.11 = CHANNEL NORMAL VELOCITY FOR 0 = 3191.11 CFS = 39.04 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .958 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE = UNIT INTERVALS IS CSTAR = .997 � CONVEX MElHOD CHANNEL ROUTING RESULTS: - MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS> (CFS) (CFS) 15.083 3202.5 3192.4 15.167 3222.0 3213.2 15.250 3240.2 3231.9 15.333 3257.6 3249.7 15.417 3255.1 3256.2 15.500 3199.0 3224.3 15.583 3070.3 3128.5 15.667 2864.2 2957.5 15.750 2748.7 2801.2 15.833 2685.6 2714.3 15.917 2660.5 2671.9 16.000 2686.9 2675.0 16.183 2942.6 2827.1 16.167 3577.0 3290.1 16.250 4364.3 4007.8 16.333 5050.6 4739.5 16.417 4280.4 4627.4 16.500 3930.0 4089.3 16.583 3861.0 3892.7 16.667 4038.4 3958.3 16.750 4055.9 4047.7 16.833 3802.9 3917.2 16.917 3559.7 3669.9 17.000 3464.1 3507.7 17.083 3434.8 3448.2 17.167 3387.0 3408.6 17.250 3308.7 3344.1 17.333 3180.9 3238.7 17.417 3085.4 3128.7 = 17.500 3008.0 3043.1 17.583 2938.9 2970.2 � 17.667 2867.3 2899.7 17.750 2793.0 2826.6 17.833 2724.2 2755.4 17.917 2675.2 2697.4 18.000 2632.6 2651.9 �NO ** **** **4****************************************************** ************ * FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2 >>>>FLOWBY STRUCTURE ROUTING MODEL<<<<< MODEL STREAM NUMBER 3 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 3 WHICH ARE GREATER THAN 2500.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE AUDEU TO STREAM NUMBEH 1 = INFLOW INFLOW (STREAM 1) (STREAM 3) - | | ~� | | | flow excess � = :<- * <=flowby structure | 1 (flowby 0 = 2500.0 cfs> ^~ | � � / { � - V V STREAM 1 STREAM 3 -- + FLOW EXCESS FLOWBY ~ ~ ~- FLOWBY BASIN MODELING RESULTS: - MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 1) (STREAM 3) (STREAM 1) (STREAM 3) (HRS) (CFS) (CFS) (CFS) (CFS) 14.033 3968.6 2464.2 3968.6 2464.2 14.167 4048.8 2507.7 4056.5 2500.0 14.250 4127.4 2581.8 4209.2 2500.0 14.333 4176.0 2693.6 4369.6 2500.0 14.417 4218.8 2800.1 4518.9 2500.0 14.500 4265.2 2876.6 4641.7 2500.0 14.583 4316.0 2939.1 4755.1 2500.0 14.667 4370.6 2997.2 4867.8 2500.0 14.750 4428.1 3053.8 4981.8 2500.0 ~~ 14.933 4488.0 3102.6 5090.6 2500.0 14.917 4549.6 3139.8 5189.4 2500.0 . 15.000 4612.5 3168.5 5281.0 2500.0 =° 15.083 4676.3 3192.4 5368.8 2500.0 15.167 4739.2 3213.2 5452.3 2500.0 ~~ 15.250 4793.7 3231.9 5525. 6 2500.0 15.333 4841.7 3249.7 5591.4 2500.0 ~- 15.417 4873.4 3256.2 5629.6 2500.0 ~~ 15. 500 4833.: 3224.3 5557.5 2500.0 15.583 4800.3 3128.5 5428.8 2500.0 ~= 15.667 4.830.5 2957.5 5298.0 2500.0 15.750 4876.7 2801.2 5177.9 2500.0 - 15.833 4921.1 2714.3 5135.4 2500.0 °0 15.917 4974.1 2671.9 5146.0 2500.0 16.000 5072.5 2675.0 5247.5 2500.0 - 16.083 5345.3 2827.1 5672.3 2500.0 16.167 5974.2 3290.1 6764.3 2500.0 ~= 16.250 5897.9 4007.8 7405.7 2500.0 16.333 5401.1 4739.5 7640.5 2500.0 °° 16.417 5289.6 4627.4 7416.9 2500.0 . 16.500 5411.3 40E39.3 7000.6 2500.0 16.583 5557.4 3892.7 6950.0 2500.0 A 16.667 5640.5 3958.3 7098.9 2500.0 16.7 5697.3 ' 4047.7 7245.0 2500.0 . 16.833 5746.2 3917.2 7163.4 2500.0 ~~ 16.917 5790.0 3669.9 6960.0 2500.0 17.000 5830.0 3507.7 6837.7 2500.0 . 17.033 5958.1 3448.2 6606.2 2500.0 17.167 5843.0 3408.6 6751.6 2500.0 . 17.250 5824.8 3344.1 6668.9 2500.0 17.333 5832.6 3238.7 6571.4 2500.0 17.417 5844.9 3128.7 6473.5 2500.0 1/.500 5852.7 3043.1 6395.8 2500.0 , 17.583 5855.3 2970.2 6325.5 2500.0 17.667 5853.0 2899.7 6252.7 2500.0 = 17.750 5846.3 2826.6 6172.9 2500.0 17.833 5835.5 2755.4 6090.8 2500.0 . 17.917 5821.0 2697.4 6018.4 2500.0 ~_ 18.000 5803.3 2651.9 5955 2500.0 18.083 5781.2 2609.4 5890.6 2500.0 ~ 18.167 5749.7 2562.8 5812.5 2500.0 18.250 5716.1 2506.3 5722.4 2500.0 ~~ 18.333 5685.4 2437.5 5685.4 2437.5 18.417 5654.1 2368.7 5654.1 2368.7 - 18.500 5620.7 2306.5 5620.7 2306.5 18.583 5585.3 2245.7 5585.3 2245.7 18.667 5548.3 2181.5 5548.3 2181.5 . 18.750 5510.0 2114.2 5510.0 2114.2 18.833 5470.5 2054.5 5470.5 2054.5 18.917 5430.2 2007.8 5430.2 2007.8 19.000 5389.2 1969.0 5389.2 1969.0 ************************************************************************* FLOW PROCESS FROM NODE 4.10 TO NODE 4.00 IS CODE = 3 }>>>>MODEL FLOW-THROUGH DETENTION BASIN ROUTING(<<(< � ��,A) ^- R OUTE 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 .0, 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 ww 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) ,~ � / � | � | | V =° : detention |<-->| outflow : basin | | ~" | A : \ ^� { | storage 1 basin outlet V - OUTFLOW (STREAM 1) - ~_ =_______-____ _______�__=_ _ ~ BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): ~- TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (FIRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) . 4 15.083 .000 5368.8 33.12 2655.3 1699.917 15.167 .000 5452.3 33.36 2672.5 1719.062 ~~ 15.250 .000 55'5.6 33.62 2690.1 1738. 591 15.333 .000 5591.4 33.87 2707.9 1758.449 ~ 15.417 .000 5629.6 34.13 2725.6 1778.450 15.500 .000 5557.5 34.38 2742.0 1797.840 ' 15.583 .000 5428.8 34.62 2757.4 1816.238 _ 15.667 .000 5288.0 34.84 2771.9 1833.567 15.750 .000 5177.9 35.05 2785.6 1850.043 ~- 15.833 .000 5135.4 35.26 2798.8 1866. 135 15.917 .000 5146.0 35.47 2811.8 1882.211 16.000 .000 5247.5 35.68 2825.1 1898.894 ,~ 16. 083 .000 5672.3 35.93 2839.8 1918. 402 16.167 .000 6764.3 36.28 2858.7 1945.300 - 16.250 .000 7405.7 36.68 2882.2 1976.453 16.333 .000 7640.5 37.10 2908.1 2009.046 ~` 16.417 .000 7416.9 37.50 2933.8 2039. 921 16.500 .000 7000.6 37.86 2957.7 2067.765 ~ 16.583 .000 6950.0 38.19 2979.0 2095.114 44- 16.667 .000 7098.9 38.52 2998.6 2123. 353 16.750 .000 7245.0 38.86 3018.0 2152.465 - 16.833 .000 7163.4 39.19 3037.5 2180.880 16.917 .000 6960.0 39.51 3056.2 2207.765 17.000 .000 6837.7 39.81 3074.1 2233. 685 17.083 .000 6806.2 40.11 3091.5 2259.268 17.167 .000 6751.6 40.40 3108.7 2284.357 17. 250 .000 6668.9 40.69 3125.5 2308.761 17.333 .000 6571.4 40.96 3141.7 2332.381 ~~ 17.417 .000 6473.5 41.23 3157.5 2355. 219 17.500 .000 6395.8 41.49 3172.7 2377.416 40I° 17.583 .000 6325.5 41.74 3187.6 2399.027 _ 17.667 .000 6252.7 41.99 3202.0 2420.037 17.750 .000 6172.9 42.22 3215.6 2440.405 =w 17.833 .000 6090.8 42.45 3228.2 2460.120 17.917 .000 6018.4 42.68 3240.4 2479.253 . 18.000 .000 5955.2 42.89 3252.2 2497. 868 . 18.093 .000 5890.6 43.11 3263.8 2515.960 18.167 .000 5812.5 43.31 3274.9 2533.436 . 10.250 .000 5722.4 43.51 3285.7 2550. 218 18.333 .000 5685.4 43.70 3296.1 2566.673 4. 18.417 .000 5654.1 43.89 3306.4 2582.841 18.500 .000 5620.7 44.07 3316.4 2598.711 . 18.563 .000 5585.3 44.25 3326.3 2614. 269 = 18.667 .000 5548.3 44.43 3336.0 2629.506 18.750 .000 5510.0 44.61 3345.4 2644.413 ~~ 18.833 .000 5470.5 44.78 3354.7 2658.985 18.917 .000 5430.2 44.94 3363.7 2673.218 �' 19.000 .000 5389.2 45.11 3372.5 2687. 106 1-.).CG3 .002 5347.8 45.2 3381.2 -:700.0bo _~ 19.167 .000 5305.9 45.42 3389.6 2713.848 19'250 .000 5263.7 45.57 3397.7 2726.699 ~° 19.333 .000 5221.4 45.71 3405.7 2739.204 19.417 .000 5179.0 45.86 3413.4 2751.364 °~ 19.500 .000 5136.7 45.99 3421.0 2763.180 ~0 19.583 .000 5094.4 46.13 3428.1 2774.656 19.667 .000 5052.4 46.26 3435.0 2785.794 - 19.750 .000 5010.5 46.39 3441.6 2796.600 19.833 .000 4969.0 46.51 3448.0 2807.075 =m 19.917 .000 4927.8 46.63 3454.2 2817.224 20.000 .000 4887.0 46.74 3460.2 2827.050 ~~ 20.083 .000 4846.7 46.85 3466.1 2836.558 ~= 20.167 .000 4806.8 46.96 3471.7 2845.753 20.250 .000 4767.5 47.06 3477.2 2854.639 -~ 20.333 .000 4728.8 47.17 3482.4 2863.223 20.417 .000 4690.7 47.26 3487.5 2871.510 = 20.500 .000 4653.3 47.36 3492.4 2879.505 _ 20'583 .000 4616.6 47.45 3497.2 2887.214 20.667 .000 4580.5 47.53 3501.7 2894.644 ~ 20.750 .000 4544.9 47.62 3506.1 2901.798 20.833 .000 4509.4 47.70 3510.4 2908.679 - 20.917 .000 4468.2 47.77 3514.4 2915.248 21.000 .000 4422.7 47.85 3518.3 2921.477 21.083 .000 4379.0 47.92 3521.9 2927.380 21.167 .000 4337.1 47.98 3525.4 2932.970 21.250 .000 4296.6 48.04 3548.1 2938.125 ~~ 21.333 .000 4257.7 48.09 3595.0 2942.689 21.417 .000 4220.1 48.13 3643.4 2946.661 - 21.500 .000 4183.7 48.17 3685.4 2950.093 21.583 .000 4148.6 48.20 3721.5 2953.034 21.667 .000 4114.6 48.23 3752.4 2955.529 - 21.750 .000 4081.6 48.25 3778.4 2957.617 21.833 .000 4049.6 48.27 3799.9 2959.336 .. 21'917 .000 4018.5 48.28 3817.5 2960.720 _ 22.000 .000 3988.2 48.30 3831.5 2961.799 22.C83 .000 3958.8 48.30 3842.2 2962.602 - 22.167 .000 3929.9 48.31 3849.9 2963.154 22.250 .000 3901.7 48.31 3854.8 2963.476 22.333 .000 3873.8 48.31 3857.3 2963.590 22.417 .000 3846.5 48.31 3857.5 2963.514 22.500 .000 3819.6 48.31 3855.7 2963.266 22.583 .000 3793.1 48.31 3852.0 2962.860 22.667 .000 3767.0 48.30 3846.6 2962.313 22.750 .000 3741.4 48.29 3839.6 2961.636 22.833 .000 3716.1 48.29 3831.3 2960.844 ~~ 22.917 .000 3691.3 48.28 3821.7 2959.945 ,= 23.000 .000 3666.8 48.26 3811.0 2958.952 23.083 .000 3642.6 48.25 3799.2 2957.874 °° 23.167 .000 3618.9 48.24 3786.6 2956.719 23.250 .000 3595.5 48.23 3773.1 2955.496 w* 23.333 .000 3572.4 48.21 3758.9 2954.212 23.417 .000 3549.7 48.20 3744.0 2952.874 ~° 23.500 .000 3527.3 48.18 3728.5 2951.487 mw 23.583 .000 3505.2 48.17 3712.6 2950.059 23.667 .000 3483.4 48.15 3696.2 2948.594 °° 23.750 .000 3461.9 48.14 3679.4 2947.097 23.833 .000 3440.8 48.12 3662.2 2945.572 - 23.917 .000 3419.9 48.10 3644.8 2944.023 . 24.000 .000 3399.3 48.09 3627.1 2942.454 24.083 .000 3369.7 48.07 3608.9 2940.807 OM 24.167 .000 3300.8 48.05 3588.3 2938.827 24.250 .000 3232.8 48.02 3564.1 2936.546 ~~ 24.333 .000 3192.8 48.00 3539.5 2934.158 °_ 24.417 .000 3150.5 47.97 3527.0 2931.565 24.500 .000 3097.1 47.93 3525.3 2928.616 24.583 .000 3038.5 47.89 3523.4 2925.276 ~~ 24.667 .000 2577.2 47.82 3520.5 2918.780 24.750 .000 2418.2 47.73 3516.2 2911.218 °= 24.833 .000 2360.3 47.63 3511.6 2903.289 24.917 .000 2272.5 47.54 3506.6 2894.790 ~ 25.000 .000 2166.0 47.43 3501.3 2885.594 =° 25.083 .000 1958.4 47.30 3495.3 2875.009 25.167 .000 1771.8 47.16 3488.6 2863.185 .. 25.250 .000 1586.3 47.01 3481.1 2850.135 25.333 .000 1456.3 46.85 3472.9 2836.247 = 25.417 .000 884.7 46.64 3463.4 2818.487 25.500 .000 368.5 46.39 3451.6 2797.253 - 25.583 .000 318.2 46.14 3438.8 2775.761 ~ 25.667 .000 288.0 45.89 3425.6 2754.152 25.750 .000 246.4 45.63 3412.2 2732.349 -~ 25.833 .000 222.9 45.38 3398.4 2710.479 25.917 .000 185.6 45.12 3384.7 2688.447 o 26.000 .000 167.8 44.86 3370.8 2666.387 _ 26.083 .000 136.5 44.60 3356.9 2644.208 26.167 .000 132.0 44.35 3343.0 2622.094 -- 26.250 .000 81.4 44.08 3329.1 2599.727 26.333 .000 81.4 43.82 3315.0 2577.457 26.417 .000 41.7 43.56 3301.0 2555.010 26.500 .000 41.7 43.30 3286.9 2532.660 ,~ 26.583 .000 25.2 43.04 3272.9 2510.293 _ 26.667 .000 25.2 42.78 3258.9 2488.022 26.750 .000 17.5 42.52 3244.9 2465.795 26.833 .000 17.5 42.26 3231.0 2443.663 26.917 .000 13.0 42.00 3217.1 2421.596 ' 27.000 .000 13.0 41.75 3202.8 2399.628 27.083 .000 10.7 41.49 3187.9 2377.747 27.167 .000 10.7 41.24 3173.1 2355.968 27.250 .000 8.8 40.98 3158.4 2334.276 27.333 .000 8.8 40.73 3143.7 2312.685 ~~ 27.417 .000 7.5 40.48 3129.1 2291.186 27.500 .000 7.5 40.23 3114.6 2269.787 ~ 27.583 .000 6.4 39.98 3100.1 2248.480 .- 27.667 .000 6.4 39.73 3085.7 2227.273 27.750 .000 5.3 39.49 3071.4 2206.156 -- 27.833 .000 5.3 39.24 3057.1 2185.138 27.917 .000 4.5 39.00 3042.9 2164.213 28.000 .000 4.5 38.75 3028.7 2143.384 28.083 .000 3.7 38.51 3014.7 2122.647 28.167 .000 3.7 38.27 3000.6 2102.007 -- 28.250 .000 3.2 38.03 2986.7 2091.459 28.333 .000 3.2 37.77 2971.6 2061.015 °~ 28.417 .000 2.6 37.51 2955.2 2040.681 = 28.500 .000 2.6 37.25 2938.8 2020.459 28.583 .000 2.1 36.99 2922.4 2000.347 ~° 28.667 .000 2.1 36.73 2906.1 1980.347 28.750 .000 1.7 36.47 2889.9 1960.456 A. 28.833 .000 1.7 36.22 2873.8 1940.675 28.917 .000 1.3 35.97 2857.8 1921.002 . 29.000 .000 1.3 35.71 2841.9 1901.439 =* 29.083 .000 1.0 35.46 2826.1 1881.982 29.167 .000 1.0 35.21 2810.3 1862.634 = 29.250 .000 .6 34.97 2794.7 1843.391 29.333 .000 .6 34.72 2779.1 1824.255 ~. 29.417 .000 .4 34.47 2763.6 1805.225 ° 29.500 .000 .4 34.23 2748.2 1786.301 29.583 .000 .3 33.99 2732.8 1767.482 =w 29.667 .000 .3 33.75 2716.7 1748.774 29.750 .000 .2 33.51 2699.7 1730.182 ~~ 29.833 .000 .2 33.27 2682.9 1711.706 29.917 .000 .0 33.03 2666.2 1693.345 **************************************************************************** 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 RAINFALL(INCH)= 9.80 *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 TIN)-(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 29.627 2481.700 43.027 3030.550 57.795 3339.754 8 70.260 2818.897 9 79.708 2136.732 00 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 oti TOTAL SOIL—LOSS VOLUME(ACRE—FEET) = 409.3792 TOTAL STORM RU VOLUME(ACRE—FEET) = 1082.1040 ~. ^ 40 00 ==================____ _____=========== _____= _ __ - 24-HOUR STORM = RUNOFF HYDROGRAPH . =================================______===_ ___________ =m HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) = __ __ _______ __ __ ________ _____ __ ____ TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 Ai ____ __ _ _ 15.093 569.7357 1075.51 . . .Q . . ~~ 15.167 577.2142 1085.89 . . .Q . . ~M 15.250 584.7537 1094.72 . . .17. . . 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 . . .0V • • - 15.667 622.0287 1030.36 . . Q V . . 15.750 628.7885 981.52 . . Q. V . • ~~ 15.833 635.1554 924.47 . . Q . V • . . 15.917 641.1612 872.05 . . Q . V . . - 16.000 647.0586 856.30 . . Q . v . . ~, 16.083 653.5040 �35.87 . . 0 . V . , 16.167 661.0050 1089.15 . . .Q V . . -~ 16.250 670.3463 1356.35 . . . V Q . . 16.333 681.5105 1621.05 . . . V . g , ~- 16.417 693.6589 1763.95 . . ~ V . 0 . 16.500 706.8766 1919.21 . . . V . 0 . - 16.583 720.4933 1977.14 . . . V . 0. ~~ 16.667 733.0029 1816.38 . . . V . 0 . 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. . ~~ 17.250 795.2885 1090.78 . . .0 V. . 17.333 802.4274 1036.56 . . 0 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 . 17.667 827.8556 844.13 . . 0 . V . 17.750 833.3274 794.50 . . 0 . V . ~ 17.833 838.4689 746.54 . . Q . V , 17.917 843.4254 719.68 . . 0 . .V . . 18.000 848.2304 697.70 . . 0 . .V . . °� *******y*********************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 2 . __ ------ _______________________ _ )>>>>FLOWBY STRUCTURE ROUTING MODEL<<<<< . ========================-_____==___ . . MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN ww 4743.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. =~ FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 3 INFLOW INFLOW - (STREAM 3) (STREAM 1> ~ | | � ! , flow excess | ~~ |<-- - * <=flowby structure | | (flowby 0 = 4743.0 cfs) =m | | | � ... | | ,� v V STREAM 3 STREAM 1 ~° + FLOW EXCESS FLOWBY . - °= FLOWBY BASIN MODELING RESULTS: ~~ MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 3) (STREAM 1) (STREAM 3) (STREAM 1) == (HRS) (CFS) (CFS) (CFS) (CFS) ~~ 14.u93 2464.2 3202.8 2464.2 3202.8 14.167 2500.0 3 2500.0 3228.0 ^- 14.250 2500.0 3263.9 2500.0 3263.9 14.333 2500.0 3311.2 2500.0 3311.2 ~~ 14.417 2500.0 3363.8 2500.0 3363.8 = 14.500 2500.0 3424.0 2500.0 3424.0 14.583 2500.0 3488.4 2500.0 3488.4 .� 14.667 2500.0 3546.0 2500.0 3546.0 14.750 2500.0 3594.8 2500.0 3594.8 -~ 14.833 2500.0 3635.7 2500.0 3635.7 14.917 2500.0 3670.1 2500.0 3670.1 15.000 2500.0 3701.8 2500.0 3701.8 .,- 15.083 2500.0 3730.8 2500.0 3730.8 15.167 2500.0 3758.4 2500.0 3758.4 ~~ 15.250 2500.0 3784.8 2500.0 3784.8 15.333 2500.0 3810.7 2500.0 3810.7 ^- 15.417 2500.0 3830.9 2500.0 3830.9 15.500 2500.0 3841.4 2500.0 3841.4 15.583 2500.0 3831.9 2500.0 3831.9 ^~ 15.667 2500. 0 3802.2 2500.0 3802.2 15.750 2500.0 3767.1 2500.0 3767.1 - 15.833 2500.0 3723.3 2500.0 3723.3 15.917 2500.0 3683.9 2500.0 3683.9 ~� 16.000 2500.0 3681.4 2500.0 3681.4 ~~ 16.083 2500.0 3775.7 2500.0 3775.7 16.167 2500.0 3947.8 2500.0 3947.8 ^= 16.250 2500.0 4238.6 2500.0 4238.6 16.333 2500.0 4529.1 2500.0 4529.1 "� 16.417 2500.0 4697.8 2500.0 4697.8 » c r � =m 16.500 2500. 0 4876. 9 2633. 9 4743. 0 "-'= 16.583 2500.0 4956.1 2713.1 4743.0 W»J)Du 0,- m 16.667 2500.0 4814.9 2571.9 4743.0 Cr 16.750 2500.0 4626.2 2500.0 4626.2 4. 16.833 2500.0 4470.7 2500.0 4470.7 16.917 2500.0 4366.8 2500.0 4366.8 ~- 17.000 2500.0 4329.5 2500.0 4329.5 ^.* 17.083 2500.0 4288.6 2500.0 4288.6 17.167 2500.0 4257.3 2500.0 4257.3 MR 17.250 2500.0 4:16.3 2500.0 4216.3 17.333 2500.0 . 4178.3 2 4178.3 °m 17.417 2500.0 4156.6 2500.0 4156.6 17.500 2500.0 4124.8 2500.0 4124.8 ~p 17.583 2500. 0 4084.5 2500.0 4084.5 ~m 17.667 2500.0 4046.2 2500.0 4046.2 17.750 2500.0 4010.1 2500.0 4010.1 `� 17.833 2500.0 3974.7 2500.0 3974.7 = 17.917 2500.0 3960.1 2500.0 3960.1 18.030 2500.0 3949.9 2500.0 3949.9 18.083 2500.0 3942.9 2500.0 3942.9 - ~~ 18.167 2500.0 3936.6 2500.0 3936.6 ~�' 18.250 2500.0 3931.5 2500.0 3931.5 - 18.3 / 33 2437.5 3926.8 2437.5 3926.8 18.417 2368.7 3922.1 2368.7 3922.1 - 18.500 2306.5 3917.0 2306.5 3917.0 . 18.583 2245.7 3911.7 2245.7 3911.7 18.667 2181.5 3907.4 2181.5 3907.4 ~.. 18.750 2114.2 3904.6 2114.2 3904.6 18.833 2054.5 3903.6 2054.5 3903.6 . 18.917 2007.8 3903.5 2007.8 3903.5 ^ _ 19.t.:00 1969.0 3904.0 1969.0 3904.0 19.083 1933.7 3905.0 1933.7 3905.0 ~ 19.167 1901.1 3906.2 1901.1 3906.2 19.250 1870.4 3907.8 1870.4 3907.8 � 19.333 1841.0 3909.6 1841.0 3909.6 19.417 1813.2 3911.4 1813.2 3911.4 ~~ 19.500 1787.8 3913.2 1787.8 3913.2 ._ 19.583 1764.5 3914.9 1764.5 3914.9 19.667 1742.4 3916.5 1742.4 3916.5 ^~ 19.750 1721.2 3918.1 1721.2 3918.1 19.833 1701.0 3919.7 1701.0 3919.7 ~~ 19.917 1681.5 3921.3 1681.5 3921.3 _ 20.030 1661.8 3922.9 1661.8 3922.9 20.033 1641.5 3924.4 1641.5 3924.4 2 1621.9 3925.9 1621.9 3925.9 20.250 1604.1 3927.3 1604.1 3927.3 -^ 20.333 1588.1 3928.7 1588.1 3928.7 20.417 1572.8 3930.0 1572.8 3930.0 20.500 1557.9 3931.2 1557.9 3931.2 20.583 1543.2 3932.4 1543.2 3932.4 20.667 1529.1 3933.5 1529.1 3933.5 20.750 1515.8 3934.6 1515.8 3934.6 20.833 1503.3 3935.5 1503.3 3935.5 "~ 20.917 1491.5 3936.4 1491.5 3936.4 44NI 21.030 1479.9 3937.2 1479.9 3937.2 21.083 1468.3 3937.8 1468.3 3937.8 = 21.167 1456.4 3938.3 1456.4 3938.3 21.250 1443.7 3958.2 1443.7 3958.2 ' 21.333 1431.1 4002.3 1431.1 4002.3 21.417 1419.8 4048.0 1419.8 4048.0 21.500 1409.6 4087.3 1409.6 4087.3 ~~ 21.583 1399.8 4120.8 1399.8 4120.8 21.667 1390.1 4149.1 1390.1 4149.1 - 21.750 1380.4 4172.6 1380.4 4172.6 21.833 1371.1 4191.8 1371.1 4191.8 . 21.917 1361.9 4207.0 1361.9 4207.0 . 22.000 1353.1 4218.7 1353.1 4218.7 22.083 1344.5 4227.1 1344.5 4227.1 _ 22.167 1336.1 4232.5 1336.1 4232.5 22.250 1328.0 4235.3 1328.0 4235.3 . 22.333 1320.0 4235.7 1320.0 4235.7 22.417 1312.0 4233.8 1312.0 4233.8 . 22.500 1303.8 4229.9 1303.8 4229.9 . 22.583 1295.4 4224.2 1295.4 4224.2 22.667 1287.5 4216.8 1287.5 4216.8 "~ 22.750 1280.2 4207.9 1280.2 4207.9 22.833 1273.2 4197.7 1273.2 4197.7 ** 22.917 1266.2 4186.2 1266.2 4186.2 `� 23.030 1259.3 4173.7 1259.3 4173.7 23.083 1252.5 4160.1 1252.5 4160.1 m 23.167 1245.8 4145.7 1245.8 4145.7 23.250 1239.2 4130.5 1239.2 4130.5 = 23.333 1232.8 4114.6 1232.8 4114.6 ^m 23.417 1226.6 4098.0 1226.6 4098.0 23.500 1220.5 4080.9 1220.5 4080.9 2-t,.58 1214.5 4063.4 1214.5 4063.4 ~~ 23.667 1208.7 4045.4 1208.7 4045.4 23.750 1203.0 4027.0 1203.0 4027.0 00 23.833 1197.5 4008.3 1197.5 4008.3 23.917 1192.2 3989.4 1192.2 3989.4 °0 24.0 1186.9 3970.2 1186.9 3970.2 24.083 1175.8 3947.3 1175.8 3947.3 00 24.167 1143.2 3917.0 1143.2 3917.0 = 24.250 1073.3 3872.1 1073.3 3872.1 24.333 957.3 3814.9 957.3 3814.9 41 24.417 839.2 3764.8 839.2 3764.8 24.500 745.7 3717.6 745.7 3717.6 -= 24.583 661.8 3665.7 661.8 3665.7 .0 24.667 575.5 3620.7 575.5 3620.7 24.750 484.2 3584.6 484.2 3584.6 ~~ 24.833 404.5 3557.5 404.5 3557.5 24.917 347.3 3537.9 347.3 3537.9 ~ 25.000 306.4 3521.7 306.4 3521.7 25.083 274.3 3508.6 274.3 3508.6 -0 25.167 247.9 3497.2 247.9 3497.2 00 25.250 225.3 3487.2 225.3 3487.2 25.333 205.2 3478.0 205.2 3478.0 -~ 25.417 187.4 3467.4 187.4 3467.4 25.500 171.5 3454.5 171.5 3454.5 ~^ 25.583 157.0 3440.6 157.0 3440.6 25.667 143.8 3426.4 143.8 3426.4 25.750 131.8 3412.2 131.8 3412.2 - 25.833 121.1 3398.4 121.1 3398.4 25.917 111.6 3384.7 111.6 3384.7 26.000 102.8 3370.8 102.8 3370.8 26.083 94.8 3356.9 94.8 3356.9 26.167 87.7 3343.0 87.7 3343.0 - 26.250 81.2 3329.1 81.2 3329.1 26.333 75.4 3315.0 75.4 3315.0 ~~ 26.417 70.2 3301.0 70.2 3301.0 26.500 65.4 3286.9 65.4 3286.9 ~~ 26.583 61.1 3272.9 61.1 3272.9 00 26.667 57.3 3258.9 57.3 3258.9 26.750 54.2 3244.9 54.2 3244.9 ~~ 26.833 51.5 3231.0 51.5 3231.0 26.917 49.0 3217.1 49.0 3217.1 27.000 46.6 3202.8 46.6 3202.8 27.083 44.2 3187.9 44.2 3187.9 00 27.167 42.0 3173.1 42.0 3173.1 = 27.250 39.7 3158.4 39.7 3158.4 27.333 37.6 3143.7 37.6 3143.7 ~s0 27.417 35.7 3129.1 35.7 3129.1 27.500 33.8 3114.6 33.8 3114.6 00 27.583 32.0 3100.1 32.0 3100.1 0° 27.667 30.2 3085.7 30.2 3085.7 27.750 28.4 3071.4 28.4 3071.4 = 27.833 26.7 3057.1 26.7 3057.1 27.917 25.0 3042.9 25.0 3042.9 .0 .0 ^ mos FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5 00 >>> CHANNEL ROUTING BY THE CONVEX METHOD<<<<< ========================__ _ ___=============__ _ == 00 00 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, 440 Hydrology, Chapter 17, page 17-52, August, 1972, U.S. Department of Lommerce). - 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) = 4743.00 AVERASE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3431.08 ~^ CHANNEL NORMAL VELOCITY FOR 0 = 3431.08 CFS = 31.11 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 3730.8 3723.7 - 15.167 3758.4 3751.7 15.250 3784.8 3778.3 15.333 3810.7 3804.4 15.417 3830.9 3826.0 - 15.500 3841.4 3838.8 15.583 3831.9 3834.2 15.667 3802.2 3809.5 15.750 3767.1 3775.7 15.833 3723.3 3734.0 15.917 3683.9 3693.5 16.000 3681.4 3682.0 ~~ 16.083 3775.7 3752.7 ~° 16.167 3947.8 3905.8 16.250 4238.6 4167.6 16.333 4529.1 4458.2 16.417 4697.8 4656.6 16.500 4743.0 4732.0 16.583 4743.0 4743.0 16.667 4743.0 4743.0 - 16.750 4626.2 4654.7 16.833 4470.7 4508.6 ~. 16.917 4366.8 4392.1 ~w 17.000 4329.5 4338.6 17.C83 4288.6 4298.6 m 17.167 4257.3 4265.0 17.250 4216.3 4226.3 ~- 17.333 4178.3 4187.6 17.417 4156.6 4161.9 . 17.500 4124.8 4132.6 . 17.583 4084.5 4094.3 17.667 4046.2 4055.5 . 17.750 4010.1 4018.9 17.833 3974.7 3983.4 4W 17.917 3960.1 3963.6 . 18.000 3949.9 3952.4 18.083 3942.9 3944.6 ^w 18.167 3936.6 3938.2 18.250 3931.5 3932.7 . 18.333 3926.8 3927.9 18.417 3922.1 3923.2 18.500 3917.0 3918.2 18.583 3911.7 3913.0 18.667 3907.4 3908.5 18.750 3904.6 3905.3 18.833 3903.6 3903.9 18.917 3903.5 3903.6 19.000 3904.0 3903.9 19.083 3905.0 3904.7 19.167 3906.2 3905.9 19.250 3907.8 3907.4 19.333 3909.6 3909.2 19.417 3911.4 3911.0 19.500 3913.2 3912.8 19.583 3914.9 3914.5 ~ 19.667 3916.5 3916.1 19.750 3918.1 3917.7 19'833 3919.7 3919.3 19.917 3921.3 3920.9 ~~ 20.000 3922.9 3922.5 � *************************************************************************** FLOW PROCESS FROM NODE 4.40 TO NODE 5.00 IS CODE = 1 > > > > >UNIT-HYDROGRAPH ANALYSIS( M( < << (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 *w 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) ----------------------- --------------- - 1 9.830 139.087 ~� 2 59.053 682.339 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) = 11.2715 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 79. ~ ... ~ �w � wm ==______________ ______ _____ 24-HOUR STORM . RUNOFF HYDROGRAPH ~~ . HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 22 5.0 300.0 . 15.083 44.8849 84.13 . .0 . V . . ~~ 15.167 45.4685 84.75 . .Q . V . . °~ 15.250 46.0565 85.38 . .0 . V . . 15.333 46.6497 86.13 . .0 . V . . -^ 15.417 47.2189 82.65 . .0 . V . . 15.500 47.6520 62.90 . 0 . ~ V . . - 15.583 47.9997 50.48 . 0 . . V . . - 15.667 48.3552 51.63 . Q . . 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 203.20 . . . 0 . . 16.333 55.1877 93.02 . . Q . V . . ~ 16.417 55.6291 64.09 . 0 . . V . . 16.500 56.1401 74.20 . Q. . . V . . ~ 16.583 56.7211 84.37 . .Q . V . . - 16.667 57.3063 84.97 . .Q . V . . 16.750 57.8841 93.89 . .Q . V. . -- 16.833 58.4553 82.94 . .Q . V. . 16.917 59.0206 82.08 . Q . V. . °~ 17.000 59.5805 81.30 . Q . 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 RCUTE 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). - ASSU 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 . CHAN�,EL ROUTING COEFFICIENT ESTIMATED: *w MAXIMUM INFLOW(CFS) = 4827.97 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3475.16 •° CHANNEL NORMAL VELOCITY FOR Q = 3475.16 CFS = 30.17 FPS . ESTIMATED CHANNEL ROUTING COEFFICIENT = .947 ~ 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) do 15.0S7 3807.9 3797.7 15.167 3836.4 3826.9 =° 15.250 3863.7 3854.6 15.333 3890.5 3881.5 . 15.417 3908.6 3902.5 15.500 3901.7 3904.0 °= 15.583 3884.7 3890.4 ~= 15.667 3861.1 3869.0 15.750 3831.3 3841.3 -° 15.833 3794.6 3806.9 15.917 3762.9 3773.5 =w 16.000 3772.0 3769.0 16.083 3900.5 3857.4 '= 16.167 4178.2 4085.0 .1 16.250 4370.8 4306.1 16.333 4551.3 4490.7 -^ 16.417 4720.7 4663.8 16.500 4806.2 4777.5 - 16.583 4827.4 4820.2 -~ 16.667 4828.0 4827.8 16.750 4738.6 4768.6 ~~ 16.833 4591.6 4640.9 16.917 4474.2 4513.6 ` 17.000 4419.9 4438.2 = 17.083 4376.8 4391.3 17.167 4330.9 4346.3 _ 17.250 4282.9 4299.0 17.333 4241.3 4255.3 = 17.417 4214.0 4223.2 17.500 4183.4 4193.7 ~- 17.583 4144.0 4157.2 .� 17.667 4104.1 4117.5 17.750 4066.5 4079.2 - 17.833 4030.1 4042.4 17.917 4009.6 4016.5 = 18.000 3997.6 4001.6 ~° 18.083 3988.9 3991.8 18.167 3981.0 3983.6 ^~ 18.250 3974.4 3976.6 18.333 3968.9 3970.7 . 18.417 3963.5 3965.3 . 18.500 3957.9 3959.8 18.583 3952.2 3954.1 ~° 18.667 3947.1 3948.8 18.750 3943.5 3944.7 °d 18.833 3941.6 3942.2 18.917 3940.8 3941.1 . 19.000 3940.7 3940.8 do 19.083 3941.1 3941.0 19.167 3941.9 3941.7 . 19.250 3943.1 3942.7 19.333 3944.4 3944.0 . 19.417 3945.9 3945.4 19.500 3947.4 3946.9 °° 19.583 3948.8 3948.3 °o 19.667 3950.1 3949.6 19.750 3951.3 3950.9 ~ 19.833 3952.6 3952.2 ~ 19.917 3954.0 3953.5 20.000 3955.3 3954.8 ^************************************************************************** °- 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 .0 2 3.590 724.682 3 9.722 1707.199 4 19.502 2722.854 • 5 30.838 3155.835 000 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 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 ° W, 24 -HOUR STORM . RUNOFF HYDROGRAPH _ _ =* HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) _~ TIME(HRS) VOLUME(AF) Q(CFS) 0. 600.0 1200.0 1800.0 2400.0 ~~ 15.083 627.6528 1203.81 . . 0 . . -~ 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 . . _~ • 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 . . .0 V . . . 16.250 741.4888 1614.68 . . . V 0 . . 16.333 754.8290 1937.00 . . . V . 0 . - 16.417 769.3234 2104.58 . . . V . Q . 16.500 785.1376 2296.22 . . . V . 0 . ' 16.583 801.0774 2314.47 . . . V . Q . 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 . . 0 . V . 17.750 926.8680 833.05 . . 0 . V . A., 17.833 932.2766 785.34 . . Q . ,y , 17.917 9 754.19 . . 0 . .V . ~= 18.000 942.4886 728.59 . . 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 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 CHHNNEL LENG[H(FT) = 6000.00 MANNINGS FAC|U# = .014 _ . CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 7134.69 ~~ AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 4625.79 CHANNEL NORMAL VELOCITY FOR Q = 4625.79 CFS = 32.38 FPS = ESTIMATED CHANNEL ROUTING COEFFICIENT = .950 . MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE . UNIT INTERVALS IS CSTAR = .988 _ . CONVEX METHOD CHANNEL ROUTING RESULTS: - MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) . (HRS) (CFS) (CFS) 15.083 5001.5 4974.1 -~ 15.167 5043.3 5018.3 . 15.250 5081.3 5058.5 15.333 5118.5 5096.2 ~° 15.417 5143.3 5128.3 15.500 5138.2 5141.1 ~~ 15.583 5094.7 5120.5 _ 15.667 5020.7 5064.8 15.750 4935.5 4986.5 - 15.833 4833.5 4894.5 15.917 4744.9 4798.1 ' 16.000 4732.7 4740.6 16.083 4930.2 4813.4 16.167 5359.4 5103.9 _ 16.250 5920.8 5585.4 16.333 6427.7 6123.6 =~ 16.417 6768.4 6563.0 16.500 7073.7 6890.5 ~~ 16.583 7134.7 7096.3 ~~ 16.667 6925.7 7048.9 16.750 6593.1 6791.5 ~~ 16.833 6265.6 6461.9 16.917 5992.2 6156.4 *- 17.000 5852.4 5937.1 17.083 5730.9 5803.8 ~~ 17.167 5631.0 5691.0 _ 17.250 5504.6 5580'2 17.333 5407.1 5465.8 . 17.417 5325.2 5374.4 17.500 5233.0 5288.2 =w 17.583 5124.7 5189.5 . 17.667 5018.6 5082.2 17.750 4912.2 4976.0 *at 17.833 4627.7 4878.5 17.917 4770.7 4805.0 . 18.000 4730.2 4754.6 . 18.083 4698.6 4717.6 18.167 4671.4 4687.7 °° 18.250 4649.6 4662.7 18.333 4630.9 4642.1 OR 18.417 4613.7 4624.0 18.500 4597.5 4607.2 . 18.593 4581.8 4591.2 -at 18.667 4566.8 4575.8 18.750 4554.0 4561.7 ' ~^ 19.933 4543.3 4549.7 18.917 4534.2 4539.7 ~~ 19.000 4526.3 4531.0 19.083 4519.1 4523.4 � 19.167 4512.7 4516.6 19.250 4506.9 4510.4 = 19.333 4501.6 4504.8 19.417 4496.7 4499.6 19.500 4492.2 4494.9 19.583 4487.8 4490.4 mr. 19.667 4483.6 4486.1 19.750 4479.4 4481.9 19.833 4475.5 4477.9 = 19.917 4471.8 4474.0 20.000 4468.3 4470.4 Wit *** - 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) 5-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 6-1-OUR FACTOR = .958 mi 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 m� ====_____====_____________=__�� 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 75.560 3847.986 6 87.872 2227.521 7 94.162 1137.999 8 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 ° = = 0,F 4,0 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 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 = = _ 24-HOUR STORM . RUNOFF HYDROGRAPH . = ===____ - ==============_______=____�___===___ =° HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~ TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 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 . . Q . V . . - 15.417 429.1844 799.11 . . Q . V . . 15.500 434.4869 769.93 . . Q . V . . ~~ 15.583 439.3511 706.28 . . Q . 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 . .0 . V . . - 16.000 459.5662 637.31 . . 0 . V . . 16.083 465.3056 833.35 . . Q . V . . 16.167 473.9875 1260.61 . . . 0 . . 16.250 485.7642 1709.98 . . . V . 0 . 16.333 499.1593 1944.97 . . . V . 0 . 16.417 510.8610 1699.09 . . . V . 0 • 16.500 51.9.4451 1246.41 . . . 0 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 . . 0 . V. ~ 17.083 559.3284 772.59 . . 0 . V. . 17.167 564.4182 739.04 . . 0 . V . ~- 17.250 569.1580 688.22 . . 0 . V . 17.333 573.4584 624.42 . . 0 . V . - 17.417 577.3625 566.88 . .0 . V . 17.500 580.9986 527.96 . 0 . V . ~ 17.583 584.4571 502.18 . 0 . .V . 17.667 587.7896 483.88 . Q. . .V . 17.750 591.0314 470.72 . Q. . ,V , 17.833 594.1964 459.54 . Q. . ,V , 17.917 597.2905 449.26 . Q . . .V . - 18.000 600.3203 439.94 . Q . . .V . . °° ************************************ FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 11 _ -------- _______ >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< . __ 4 STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . _ ___ ~0 TIME(HRS) VOLUME(AF) Q(CFS) 0. 2075.0 4150.0 6225.0 8300.0 °° 15.083 3511.4680 5755.37 . . V . 0 . . .. 15.167 3551.4490 5805.25 . . V . 0 . . 15.250 3591.7490 5851.53 . . V . 0 . ~ ~ 15.333 3632.3530 5895.80 . . V . 0 . ~ _ 15.417 3673. 1760 5927. 5927.44 . . V . 0 . . 15.500 3713.8850 5910.98 . . V . 0 . . 15.583 „i754.0140 m826./b . . V . 1. . ^ - 15.667 3793.1800 5686.84 . . V . Q . . 15.750 3831.3830 5547.09 . . V . Q . . 0.0 15.833 3868.8510 5440.37 . . V . Q . . 15.917 3905.8180 5367.58 . . V . Q . . ". 16.000 3942.8560 5377.89 . . V . Q . . 16.083 3981.7450 5646.74 . . V . Q . . WO 16.167 4025.5780 6364.53 . . V . 0 . .. 16.250 4075.8220 7295.37 . . V . . 0 . 16.333 4131.3900 8068.52 . . V . . 0 . °.. 16.417 4188.2910 8262.09 . . V . • Q. 16.500 4244.3300 8136.89 . . V . . Q. °° 16.583 4299.8450 8060.73 . . V . . Q . =W 16.667 4354.2690 7902.39 . . V . . 0 . 16.750 4406.5910 7597.20 . . V . . Q . = 16.833 4456.6140 7263.24 . . V . . 0 . 16.917 4504.5340 6957.99 . . V . . 0 . =m 17.000 4550.8770 6729.13 . . V . . Q . 17.083 4596.1690 6576.42 . . V . .0 . - 17.167 4640.4540 6430.05 . . V . Q . ~~ 17.250 4683.6•50 6268.39 . . V . 0 . 17.333 4725.5680 6090.19 . . V . Q. . ~ 17.417 4766.4860 5941.27 . . V . 0 . . 17.500 4806.5420 5816.15 . . V . 0 . . ^- 17.583 4845.7410 5691.68 . . V . 0 . . - 17.667 4884.0750 5566.06 . . V . 0 . . 17.750 4921.5860 5446.68 . . V . 0 . ~ ~~ 17.833 4959.3500 5339.04 . . V . 0 . . 17.917 4994.5360 5254.31 . . V . 0 . . -- 18.000 5030.3110 5194.51 . . V . 0 . . ~. 18.083 5065.7710 5148.85 . . V . 0 . ~ 18.167 5100.9640 5109.98 . . V . 0 . . ~~ 18.250 5135.9170 5075.15 . . V. 0 . . 18.333 5170.6570 5044.19 . . V. 0 . . - 18.417 5205.2070 5016.62 . . V. 0 . . 18.500 5239.5860 4991.97 . . V. 0 . . -~ 18.583 5273.8100 4969.28 . . V. 0 . . ~_ 18.667 5307.8870 4947.97 . . V. 0 . . 18.750 5341.8300 4928.54 . . V. 0 . . 18.833 5375.6560 4911.59 . . V 0 . . 18.917 5409.3810 4896.81 . . V Q . . ° ^ 19.000 5443.0150 4883.65 . . V 0 . . • 19.083 5476.5660 4871.72 . . V 0 . . 19.167 5510.0420 4860.76 . . V 0 . . ~~ 19.250 5543.4490 4850.64 . . V 0 , , 19.333 5576.7910 4841.24 . . V 0 . , .. 19.417 5610.0730 4832.48 . . V 0 . . 19.500 5643.2970 4824.23 . . .V 0 . . ^. 19.583 5676.4680 4816.38 . . .V 0 . . ^.. 19.667 5709.5870 4808.81 . . .V 0 . . 19.750 5742.6550 4801.48 . . .V Q , , WO 19.833 5775.6740 4794.42 . . .V 0 . . 19.917 5808.6470 4787.67 . . .V 0 . . ~.. 20.000 5841.5760 4781.19 . . .V 0 , , °00 20.083 5874.4610 4774.96 . . .V 0 . . 20.167 5907.3050 4768.93 . . .V0 . . .0 20.250 5940.1080 4763.10 . . . 0 , . 20.333 5972.8730 4757.44 . . . 0 , , .., 20.417 6005.6000 4751.93 . . . 0 . . 20.500 6038.2900 4746.57 . . . 0 . , .. 20.583 6070.9440 4741.34 . . . 0 . . ~.. 20.667 6103.5630 4736.23 . . . 0 . . 20.750 6136.1460 4731.22 . . . 0 . • ~ 20.833 6168.6970 4726.31 . . . 0 ^ • 20.917 6201.2140 4721.48 . . . QV . . ~- 21.000 6233.6980 4716.72 . . . QV . . 21.083 6266.1500 4711.99 . . . HV . . 21.167 6298.5690 4707.29 . . . QV . . 21.250 6330.9840 4706.59 . . . QV . . = 21.333 6363.4900 4719.90 . . . QV . . 21.417 6396.2060 4750.30 . . . QV . . . 21.500 6429.1810 4788.01 . . . Q . . 21.583 6462.4000 4823.41 . . . QV . . . 21.667 6495.8260 4853.47 . . . QV . . ~� 21.750 6529.4230 4878.28 . . . QV . . 21.833 6563.1580 4898.31 . . . QV . . °� 21.917 6597.0010 4914.01 . . . QV . . 22.000 6630.9250 4925.77 . . . QV . . ~= 22.083 6664.9060 4933.98 . . . QV . . 22'167 6698.9200 4938.96 . . . QV . . 22.250 6732.9490 4941.01 . . . 0 V . . . 22.333 6766.9740 4940.41 . . . 0 V . . 22.417 6800.9790 4937.40 . . . 0 V . . mw 22.500 6834.9470 4932.21 . . . 0 V . . 22.583 6868.8660 4925.03 . . . 0 V . . . 22.667 6902.7230 4916.06 . . . 0 V . . ~� 22.750 6936.5070 4905.47 . . . Q V . ~ 22.833 6970.2080 4893.40 . . . Q V . . . 22.917 7003.8170 4880.02 . . . 0 V . . 23.000 7037.3260 4865.45 . . . 0 V . . . 23.083 7070.7270 4849.81 . . . 0 V . . 23.166 7104.0130 4833.22 . . . 0 V . . -� 23.250 7137.1800 4815.78 . . . 0 V . . MI 23.333 7170.2210 4797.59 . . . 0 V . . 23.416 7203.1320 4778.72 . . . 0 V . . =~ 23.500 7235.9090 4759.27 . . . 0 V , . 23.583 7268.5490 4739.31 . . . 0 V . . ~� 23.666 7301.0480 4718.90 . . . 0 V . . . 23.750 7333.4040 4698.10 . . . 0 V . . 23.833 7365.6150 4676.96 . . . 0 V . . ~~ 23.916 7397.6780 4655.55 . . . 0 V . . 24.000 7429.5920 4633.91 . . . 0 V . . ~~ = ==========_ ~~ END OF FLOOD ROUTING ANALYSIS . ~- � MN mg = =° *1119 M qui m �� -~ - _ imaiiimommimr _ c FUSCOE WILLIAMS c LINDGREN &SHORT [ APPENDIX III Etiwanda Watershed To Highland Ave. C C [ E [ c C t 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 goo ************************** DESCRIPTION OF STUDY ************************** ~~ * ETIWANDA HYDROLOGY TO HIGHLAND WITH DIVERSION TO SAN SEVAINE BASIN 5. * * MAX FLOWBY OF ETIWANDA FLOWS = 2500 cfs. * * ~~ ************************************************************************** - FILE NAME: C:\ESS\DIV2\EDIV4.DAT TIME/DATE OF STUDY: 21:34 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 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 =m VALLEY(UNDEVELOPED/DESERT) : "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .308 LOW LOSS FRACTION = .132 =m *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 = .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 ~0, 7 34.726 2005.931 8 47.713 3078.425 ~= 9 55.839 1926.252 =v 10 60.977 1217.831 11 65.022 958.946 - 12 68.433 80E3.451 13 71.241 665.700 ~,00 14 73.871 623.334 15 76.097 527.631 . 16 78.176 492.897 .g 17 79.967 424.545 18 81.650 398.755 ~M 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 93.276 108.390 ,3.... 93.599 76.083 ~� 33 93.893 69.824 m� 34 94.18E 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 Ai 45 96.828 50.022 -. 46 97.038 49.926 47 97.237 47.076 .0 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 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 99.817 5.096 92 99.839 5.096 93 99.860 5.096 098 99 882 5 94 ^ ^ 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 wm 100 100.000 2.555 44 ' = TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 349.8437 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2368.2380 44 4 4 -~ = 41 ______ _ _ __==___ _ _ __====______ _ � 24-HOUR STORM ~= RUNOFF HYDROGRAPH .. . HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) =~ TIME(HRS) VOLUME(AF) 0(CFS) 0. 925.0 1850.0 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 . ~ .0 V . . 16.167 1384.2880 2186.66 . • . Q . • - 16.250 1400.7730 2393.58 . . . V Q . . 16.333 1419.0710 2656.79 . . . V 0 . . =~ 16.417 1439.0310 2898.26 . . . V .0 . 16.500 1460.2320 3078.32 . . . V . 0 . =° 16.583 1482.6410 3253.79 . . . V . 0 . . 16.667 1507.9790 3679.10 . . . V . Q. 16.750 1528.9910 3051.02 . . . V . 0 . =� 16.833 1547.1760 2640.37 . . . V 0 . . 16.917 1564.2150 2474.09 . . . Q . . ww 17.000 1580.9620 2431.71 . . . 0 . . °� 17.083 1597.2380 2363.23 . . . QV . . 17.167 1613.2080 2318.90 . . . 0 V . . . 17.250 1628.6830 2246.94 . . . 0 V . . 17.333 1643.8410 2200.85 . . . 0 V . . Am 17.417 1658.5670 2138.30 . . . . 0 V . . . 17.500 1673.0090 2097.02 . . . 0 V . . 17.583 1687.1060 2046.85 . . . 0 V . . *~ 17.667 1700.8930 2001.79 . . .0 V . . 17.750 1714.3580 1955.15 . . .0 V . . . 17.833 1727.5780 1919.64 . . 0 V. . 17.917 1740.5610 1885.07 . . 0 V. . . 18'000 1753.3000 1849.69 . . Q. V. . 4ii VOX A**********************Ni44*********************n(*****************4{********** 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 LtNGIMWi/ = z4v0.VV MHNNiNb6 h-AC|UM = .0,3Q CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3679.10 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2263.34 CHANNEL NORMAL VELOCITY FOR 0 = 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 4 16 833 2640 4 2763 . . 2763.4 -- --- �� 9 16 917 2474 1 2523 ^ ~ 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 **************************************************************************** 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) = 3551.82 ~~ AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2182. 93 CHANNEL NORMAL VELOCITY FOR 0 = 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 INFLOW 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 ~~ 16.250 2331.6 2225.1 °. 16.333 2579.0 2456.9 16.417 2825.9 2704.0 16.500 3024.4 2926.7 16.583 3201.2 3114.2 *er 16.667 3551.8 3379.7 16.750 3238.8 3391.6 . 16.833 2763.4 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 0. 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.A ,. 17.917 1895.4 1912.6 18.600 1960.3 1877.6 . "° **************************************************************************** = FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 >>>>>UNlT-HYDFO6RAHH HNHLYSIS(((<< (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 = 17800.000 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 VALLEY(DEVELOPED): °0 "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .350 FOOTHILL ^S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .650 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLE;(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 = .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 == .0 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.232 525.475 4110 2 10.878 2035.799 3 28.831 4227.423 4 57.739 6806.794 5 73.302 3664.560 =" 2086.481 82 163 2086 6 ^ ^ ~~ 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 qA' 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 40 20 99.883 33.357 21 100.000 27.628 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 621.2215 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1227.2260 • = = r 1 _ -____ ------ _ 24-HOUR STORM RUNOFF HYDROGRAPH ! HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) i TIME(HRS) VOLUME(AF) Q(CFS) O. 1075.0 2150.0 3225.0 4300.0 15.093 645.3177 1167.77 . 0 .V . . 15.167 653.4904 1186.68 . .Q .V • • 15.250 661.7975 1206.19 . .0 .V . . 15.333 670.2590 1228.61 . .0 .V . . 15.417 678.7886 1238.50 . .0 . V . . 15.500 687.1468 1213.61 . .0 . V . . 15.583 694.9684 1135.69 . 0 . V . . 15.667 701.8635 1001.18 . Q. . V . . 15.750 708.4769 960.26 . 0 . . V . • 15.833 715.2305 980.61 . Q. . V . . 15.917 722.4377 1046.48 . Q. . V . . 16.000 730.6754 1196.12 . .0 . V . . 16.083 741.8752 1626.22 . • 0 . V . • 16.167 758.8864 2470.02 . . . Q V . . 16.250 782.6874 3455.91 . . . V . 0 . 16.333 811.7768 4223.77 . . • V . Q. 16.417 831.4063 2850.20 . . • QV . . 16.500 845.7800 2087.06 . . Q. V . • 16.583 857.6563 1724.44 . . Q . V . • 16.667 868.6171 1591.50. . . Q . V . . 16.750 878.8209 1481.59 . . 0 . V . ~ 16.833 888.5413 1411.41 . . 0 . V . . > 16.917 897.7596 1338.50 . . 0 . V. . 17.000 906.4972 1268.70 . .0 . V. ~ 17.083 914.7741 1201.81 . .0 . V. . 17.167 922.5624 1130.86 . Q . V . 17.250 929.9341 1070.37 . Q. ' . V . 17.333 936.7802 994.05 . Q. . V . 17.417 943.2487 939.23 . 0 . . V . 17.500 949.4573 901.49 . Q . . V . 17.583 955.4553 870.91 . Q . . .V . 17.667 961.2709 844.43 . 0 . . .V . 17.750 966.9056 818.16 . 0 . . .V . 17.833 972.3281 787.34 . 0 . . .V . 17.917 977.6257 769.21 . 0 . . .V . 18.000 982.8143 753.38 . 0 . . . 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 am CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS> = 6680.63 ^� AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 4545.97 40 CHANNEL NORMAL VELOCITY FOR 0 = 4545.97 CFS = 43.75 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .963 _~ 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 2977.4 2962.0 15.167 3017.9 3001.5 ~ 15.250 3060.1 3043.0 15.333 3106.4 3087.7 - 15.417 3137.9 3125.1 ,. 15.500 3125.7 3130.6 15.583 3050.3 3080.8 - 15.667 2908.6 2965.9 15.750 2850.2 2873.9 ~ 15.833 2846.8 2848.2 15.917 2890.3 2872.8 ~° 16.000 3015.4 2964.8 = 16.083 3480.8 3292.6 16.167 4480.5 4076.2 ~ 16.250 5681.1 5195.2 16.333 6680.6 6275.9 ~~ 16.417 5554.2 6008.9 - 16.500 5013. 8 5232. 9 16.583 4838.7 4909.8 = 16.667 4971.2 4917.7 16.750 4873.1 4912.7 ~ 16.833 4408.3 4596.3 16.917 3980.6 4153.8 4- 17.000 3752.5 3845.0 - 17.083 3615.4 3671.0 17.167 3488.4 3539.8 ~4. 17.250 3370.2 3418.0 17.333 3235.2 3289.8 ~~ 17.417 3124.6 3169.4 41110 17.500 3034.3 3070.9 17.583 2956.1 2987.8 ~= 17.667 2882.6 2912.4 17.750 2810.0 2839.4 *0 17.833 2736.7 2766.4 17.917 2681.8 2704.0 44 18.000 2630.9 2651.5 wise ' *** ************************************************************************* FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2 40 ,4 > > > >FLOWBY STRUCTURE ROUTING MODEL< < < ( < 000 ~~ MODEL STREAM NUMBER 3 FLOWING PAST A FLOWBY STRUCTURE: =^ FLOWRATES IN STREAM # 3 WHICH ARE GREATER THAN 2500.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. F EXCESb IS HbSUMED }U HE AULIELI }U b|MEH1 NUMEIEM l ~ 5 Q .., c Eiv*wsimL . INFLOW INFLOW (STREAM 1) (STREAM 3) ~- \ | -4. \ | � flow excess | - | ( * (=flowby structure . < (flowby 0 = 2500.0 cfs) ~- � | ~ | � | � ~~ V V STREAM 1 STREAM 3 + FLOW EXCESS FLOWBY ~ FLOWBY BASIN MODELING RESULTS: ~ MODEL INFLOW INFLOW OUTFLOW FLOWBY ~ TIME (STREAM 1) (STREAM 3) (STREAM 1) (STREAM 3) (HRS) (CFS) (CFS) (CFS) (CFS) 14.083 .0 2417.3 .0 2417.3 14.167 .0 2453.0 .0 2453.0 - 14.250 .0 2504.2 4.2 2500.0 14.333 .0 2575.0 75.0 2500.0 ~~ 14.417 .0 2640.3 140.3 2500.0 ~= 14.500 .0 2690.1 190.1 2500.0 14.583 .0 2732.8 232.8 2500.0 - 14.667 .0 2772.9 272.9 2500.0 14.750 .0 2811.9 311.9 2500.0 ~- 14.833 .0 2849.9 349.9 2500.0 _ 14.917 .0 2887.0 387.0 2500.0 15.000 .0 2924.1 424.1 2500.0 15.083 .0 2962.0 462.0 2500.0 15.167 .0 3001.5 501.5 2500.0 - 15.250 .0 3043.0 543.0 2500.0 15.333 .0 3087.7 587.7 2500.0 ~~ 15.417 .0 3125. 1 625. 1 2500.0 - 15.500 .0 3130.6 630.6 2500.0 15.583 .0 3080.8 580.8 2500. ~~ 15.667 .0 2965.9 465.9 2500.0 15.750 .0 2873.9 373.9 2500.0 0. 15.833 .0 2848.2 348.2 2500.0 =m 15.917 .0 2972.8 372.8 2500.0 16.000 .0 2964.8 464.8 2500.0 ~° 16.083 .0 3292.6 792.6 2500.0 16.167 .0 4076.2 1576.2 2500.0 = 16.250 .0 5195.2 2695.2 2500.0 16.333 .0 6275.9 3775.9 2500.0 ^. 16.417 .0 ' 6o08. 9 JbVG. V 2nVV. o to 16.500 .0 5232.9 2732.9 2500.0 16.583 .0 4909.8 2409.8 2500.0 .0 16.667 .0 4917.7 2417.7 2500.0 16.750 .0 4912.7 2412.7 2500.0 Miff 16.833 .0 4596.3 2096.3 2500.0 ~= 16.917 .0 4153.8 1653.8 2500.0 17.000 .0 3845.0 1345.0 2500.0 *ar 17.083 .0 3671.0 1171.0 2500.0 17.167 .0 3539.8 1039.8 2500. . 17. 250 .0 3416.0 918.0 2500.0 4.44 17.333 .0 3289.8 789.8 2500.0 17.417 .0 3169.4 669.4 2500.0 17.500 .0 3070.9 570.9 2500.0 ~ 17.583 .0 2987.8 487.8 2500.0 17.667 .0 2912.4 412.4 2500.0 == 17.750 .0 2839.4 339.4 2500.0 17.833 .0 2766.4 266.4 2500.0 . 17.917 .0 2704.0 204.0 2500.0 =° 18.000 .0 2651.5 151.5 2500.0 18.083 .0 2601.0 101.0 2500.0 ~ 19.167 .0 2547.9 47.9 2500.0 18.250 .0 2489.4 .0 2489.4 ~~ 18.333 .0 2424.8 .0 2424.8 ~ 18.417 .0 2362.0 .0 2362.0 18.500 .0 2302.9 .0 2302.9 ~^ 18.583 .0 2244.3 .0 2244.3 18.667 .0 2182.0 .0 2182.0 ~ 18.750 .0 2117.8 .0 2117.8 `~ 18.933 .0 2062.6 .0 2062.6 18.917 .0 2019.7 .0 2019.7 .~ 19.000 .0 1983.1 .0 1983.1 **************************************************************************** -~ 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-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 = .810 . 30-MINUTE FACTOR = .810 1-HOUR FACTOR = .810 °- 3-HOUR FACTOR = .973 AV 6-HOUR FACTOR = .985 24-HOUR FACTOR = .991 . RUNOFF HYDROGRAPH LISTING LIMITS: . MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 - ~- __ ___________ _ ____=____ _____ ________ UNIT HYDRUGRAPH 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 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) = 306.3998 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 441.1808 a �a ___ 24-HOUR STORM -. RUNOFF HYDROGRAPH -• =_____========================_____====______=== ___________ •av HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) - TIME(HRS) VOLUME(AF) Q(CFS) 0. 400.0 800.0 1200.0 1600.0 - _ 16.083 261.7816 594.51 . . 0 . V . . 16.167 268.2238 935.41 . . . QV . . `-- 16.250 277.4523 1339.97 . . . V . Q . 16.333 288.2124 1562.38 . . . V . Q. ~~ 16.417 298.5258 1497.49 . . . V . Q . 16.500 306.2047 1114.99 . . . 0 . . "~ 16.583 311.6994 797.82 . . Q. V . • .~ 16.667 316.0355 629.60 . . 0 . V . . 16.750 319.7184 534.76 . . 0 . V . . ~- 16.833 322.9784 473.35 . .0 . V. . 16.917 326.1301 457.64 . .0 . V. . -~ 17.000 329.2014 445.94 . .0 . V. . = -- ********************* FLOW PROCESS FROM NODE 6.10 TO NODE 4.00 IS CODE = 11 = >>>>>VIEW STREAM NUMBER 3 HYDROGRAPH<<<(< . - __ ______ _ _________ ____=___ _ _ ~ STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~ _____ _______ - TIME(HRS) VOLUME(AF) Q(CFS) 0. 1025.0 2050.0 3075.0 4100.0 ~- 15.083 2047.8590 2916.90 . . .V 0 . . °- 15.167 2067.9980 2924.23 . . . V 0 . . 15.250 2088.1930 2932.31 . . . V 0 . . - 15.333 2108.4490 2941.14 . . . V 0 . . 15.417 2128.7480 2947.38 . . . V 0 . . == 15.500 2149.0110 2942.18 . . . V 0 . . ~ 15.583 2169.1280 2920.94 . . . V 0 . . 15.667 2189.0350 2890.48 . . . V 0 . . °W 15.750 2208.7580 2863.86 . . . V 0 , , 15.833 2228.4510 2859.38 . . . V 0 . . . 15.917 2248.2850 2879.86 . . . V 0 . . == 16.000 2268.4860 2933.21 . . . V 0 . 16.083 2289.7980 3094.51 . . . V Q , °in 16.167 2313.4580 3435.41 . . . V . Q . 16.250 2339.9040 3839.97 . . . V . 0 , =. 16.333 2367.8820 4062.38 . . . V . Q. 16.417 2395.4130 3997.49 . . . V . 0 . ~~ 16.500 2420.3090 3614.99 . . . V . 0 . Alt 16.583 2443.0220 3297.82 . . . V . 0 . 16.667 2464.5750 3129.60 . . . V g . . 16.750 2485.4760 3034.76 . . . V 0. . 16.833 2505.9540 2973.35 . . . V Q. . 4., 16.917 2526.3230 2957.64 . . . VO , , . 17.000 2546.6120 2945.94 . . . VQ . . 17.083 2566.7670 2926.47 . . . VO . . .0 17.167 2586.6900 2892.86 . . . VO . . 17.250 2606.4670 2871.67 . . . VO . . -^ 17.333 2626.0850 2848.55 . . . QV . . ~~ 17.417 2645.5480 2825.97 . . . QV . . 17.500 2664.8870 2808.03 . . . QV . . 17.583 26@4.1360 2794.93 . . . UV . 17.667 2703.3140 2784.71 . . . QV . . 17.750 2722.4360 2776.50 . . . 0 V. 17.833 2741.5110 2769.73 . . . 0 V. 17.917 2760.5440 2763.57 . . . 0 V. 2779.5380 2757.83 . . . 0 V. END OF FLOOD ROUTING ANALYSIS �� WS• = = � == =* .eat ~= 41. � *$#/ � Mkt mg r FUSCOE WILLIAMS LINDGREN &SHORT APPENDIX IV Etiwanda Watershed To Foothill Blvd. **************************************************************************** FLOOD ROUTING ANALYSIS AW 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 HYDROLOGY TO FOOTHILL WITH DIVERSION TO SAN SEVAINE BASIN NO 5. * * MAX FLOWBY OF ETIWANDA FLOWS = 2500 cfs . * "= * �************************************************************************* FILE NAME: C:\ESS\DIV2\EDI4.DAT TIME/DATE OF STUDY: 21:30 2/ 4/1989 4 ;*************************************************************************** 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: °0 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: =.0 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 7.053 934.867 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 ~~ 958.946 65 022 958 11 , , 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 86.890 268.642 248.179 87 937 248 23 ^ ^ 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 .0 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 .0, 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 00 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 94 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 99.817 5.096 ~ 92 99.839 5.096 93 99.860 5.096 5.098 99 882 5 94 ^ ^ 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 .0 100 100.000 2.555 . =w TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 350.0776 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2362.5200 . °0 . 0. . 0. - ============================_______==== 24-HOUR STORM -o RUNOFF HYDROGRAPH .================================_______===_�______ . HYDROGRAPH IN FIVE INTERVALS(CFS) ma __ TIME(HRS) VOLUME(AF) Q(CFS) 0. 875.0 1750.0 2625.0 3500.0 ~� _ - _________________________________________ ,~ 15.083 1218.2670 1881.22 . . VQ . . 15.167 1231.3700 1902.47 . . VQ . • -= 15.250 1244.6180 1923.58 . . .0 • . 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 . . .QV . . 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 1758.06 . . 0 V . . _ 1c).083 1374.7500 1885.66 . . .0 V . . 16.167 1389.2010 2098.26 . . . Q . • - 16.250 1404.9250 2283.09 . . . V 0 . . 16.333 1422.2870 2521.07 . . • V 0 . . 16.417 1441.1690 2741.55 . . . V ~0 . 16.500 1461.1960 2907.93 . . . V . 0 . ~ 16.583 1482.3560 3072.53 . . . V . 0 . •~ 16.667 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.c)00 1576.4230 2371.26 . . . VQ . . ~ 17.083 1592.4210 2322.95 . . . 0 . . 17.167 1608.2010 2291.27 . . . QV . . ~ 17.250 1623.5660 2230.97 . . . Q V . . 17.333 1638.6600 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 . . .Q V. . 17.917 1735.0770 1876.87 . . .0 V. . ~° 18.000 1747.7700 1843.03 . . .0 V. . mm ",* ************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.10 IS CODE = 5 sot __________________ >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< _ ======================== Jo '� THE MODIFIED C 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) . w= 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 MA�NlNGS FAC(UR � .030 . CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3471.34 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2117.46 CHANNEL NORMAL VELOCITY FOR Q = 2117.46 CFS = 24.61 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 2203.6 17.417 2134.0 2151.6 17.5(s0 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 �*,b****4=4,*44 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, Hyorology, Lhapter 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 ° ,,, w 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 0 = 2091.53 CFS = 43.41 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .962 � MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS 18 CSTAR = .996 A. � CONVEX METHOD CHANNEL ROUTING RESULTS: ~ MODEL INFLOW OUTFLOW ~. TIN.E (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 1820.9 1837.8 16.000 1774.2 1797.5 _ 16.083 1846.8 1810.8 16.167 2033.4 1940.5 ~ 16.250 2226.7 2130.2 ~ 16.333 2448.5 2337.8 16.417 2674.3 2561.6 -° 16.500 2857.2 2765.8 16.583 3022. 2939.8 ^� 16.667 3349.7 3186.6 16.750 3072.9 3209.8 .~ 16.833 2641.7 2856.6 40 16.917 2431.5 2536.9 17.000 2376.6 2404.3 . 17.083 2337.7 2357.1 17.167 2300.9 2319.3 4. 17.250 2249.4 2 275.1 17.333 2203.6 2226.5 -, 17.417 2151.6 2177.5 . 17.500 2106.6 2129.0 17.583 2059.8 2083.1 Q. 17.667 2009.3 2034.5 Q. 17.750 1960.3 1984.7 17.833 1921.2 1940.7 °° 17.917 1887.1 1904.1 18.000 1853.4 1870.2 �,,, - *****4**** ************************************** ***** **** ****** ************* ~~ 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 = 17800.000 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 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 = .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 2.232 525.475 2 10.878 2035.799 3 28.831 4227.423 4 57.739 6806.794 5 73.302 3664.560 6 82.163 2086.481 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 17 99.458 33.357 18 99.599 33.357 19 99.741 33.355 °Nii 20 99.883 33.357 21 100.000 27.628 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 622. 7773 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1221.9420 = ___ ___ ____==_________ ____ _ ~" 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) Q(CFS) 0. 975.0 1950.0 2925.0 3900.0 . ,� 15.083 649.6363 1204.84 . . Q .V . . 15.167 658.0374 1219.84 . . 0 .V . . = 15.250 666.5440 1235.17 . . 0 .V . . 15.333 675.1710 1252.64 . . Q . V . . = 15.417 683.8224 1256.19 . . Q . V . . 15.500 692.2325 1221.14 . . Q . V . . = 15.583 700.0065 1128.78 . .0 . 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 . . . 16.2 781. 8461 3179.34 . . . V . 0 . 16.333 808.6796 3896.23 . . . V . Q. = 16.417 826.8276 2635.08 . . . 0 . . 16.500 840.1940 1940.80 . . Q. V . . . 16.583 851.38:1 1624.95 . . 0 . V . . . 16.667 861.9415 1532.72 . . 0 . 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 90S. 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 . ~~ 17.667 955.44:1 649.35 . 0 . . .V . 17.750 961.1098 822.94 . 0 . . .V . = 17.833 966.5685 792.61 . 0 . . .V . 17.917 971.9012 774.30 . Q . . ,V . . 18.000 977. 1246 756.43 . 0 . . .V . . . ********* FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5 WIN _________________________ _ ;;;,/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). As ASSUMED REGULAR CHANNEL INFORMATION: As BASEWIDTH(FT) = 22.00 CHANNEL Z = .00 °s UPSTREAM ELEVATION = 1570.00 nnumczrnp4m PIP-VAT-MN = 1380.00 CHANNEL LENGlH\F|> = 5500.00 MANNlN6S FHC|Uk = .014 . CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 6234.07 . AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 4012. ^a 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 CSTAR = .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 3295.4 . 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 . m° +************* FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2 . °„„ > > > >FLOWBY STRUCTURE ROUTING MODEL< < < < ( ----------------------------------------------------------------- . =" MODEL STREAM NUMBER 3 FLOWING PAST A FLOWBY STRUCTURE: . FLOWRATES IN STREAM # 3 WHICH ARE GREATER THAN 2500.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. r FLUW EXCLS5 lS ASSUMED BE ADDED 10 STREAM NUMBER 1 INFLOW INFLOW (STREAM 1) (STREAM 3) | | | | � flow excess � |< * <=flowby structure | | (flowby Q = 2500.0 cfs) | | | | \ | V V STREAM 1 STREAM 3 + FLOW EXCESS FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 1) (STREAM 3) (STREAM 1) (STREAM 3) (HRS) (CFS) (CFS) (CFS) (CFS) 14.083 .0 2423.3 .0 2423.3 14.167 .0 2462.7 .0 2462.7 14.250 .0 2523.4 23.4 2500.0 14.333 .0 2610.6 110.6 2500.0 14.417 .0 2692.1 192.1 2500.0 14.500 .0 ` 2753.0 253.0 2500.0 14.583 .0 2804.5 304.5 2500.0 14.667 .0 2853.0 353.0 2500.0 14.750 .0 2900.3 400.3 2500.0 14.833 .0 2944.1 444.1 2500.0 14.917 .0 2983.3 483.3 2500.0 | ^ | 15.000 .0 3019.7 519.7 2500.0 15.083 .0 3055.0 555.0 2500.0 15.167 .0 3090.3 590.3 2500.0 15.250 .0 3126.4 626.4 2500.0 15.333 .0 3164.3 664.3 2500.0 15.417 .0 3193.4 693.4 2500.0 15.500 .0 3186.9 686.9 2500.0 15.583 .0 3119.8 619.8 2500.0 15.667 .0 2981.2 481.2 2500.0 15.750 .0 2863.0 363.0 2500.0 15.833 .0 2814.1 314.1 2500.0 15.917 .0 2814.6 314.6 2500.0 16.000 .0 2875.5 375.5 2500.0 16.083 .0 3146.4 646.4 2500.0 16.167 .0 3835.2 1335.2 2500.0 16.250 .0 4847.7 2347.7 2500.0 16.333 .0 5844.4 3344.4 2500.0 ^ 16 ^ 417 .0 5632.2 3132.2 2500.0 16.500 .0 4913.5 2413.5 2500.0 16.583 .0 4624.8 2124.8 2500.0 16.667 .0 4654.5 2154.5 2500.0 . 16 . 750 .0 4685.6 2185.6 2500.0 16.833 .0 4427.2 1927.2 2500.0 16.917 .0 4039.5 1539.5 2500.0 17 . 000 .0 3771.9 1271.9 2500.0 17.083 .0 3632.2 1132.2 2500.0 17.167 .0 3528.0 1028.0 2500.0 17.250 .0 3421.0 921.0 2500.0 17.333 .0 3295.4 795.4 2500.0 . 17 417 .0 3174.0 674.0 2500.0 [ 17.500 .0 3075.9 575 2500.0 ~ 17.583 .0 2992.8 492.8 2500.0 17.667 .0 2915.9 415.9 2500.0 ~° 17.750 .0 2839.8 339.8 2500.0 17.833 .0 2764.6 264.6 2500.0 , 17.917 .0 2701.6 201.6 2500.0 . 18.000 .0 2649.6 149.6 2500.0 18.083 .0 2600.3 100.3 2500.0 -~ 18.167 .0 2548.4 48.4 2500.0 18.250 .0 2490.6 .0 2490.6 -~ 18.333 .0 2425.9 .0 2425.9 _ 18.417 .0 2362.4 .0 2362.4 18.500 .0 2303.2 .0 2303.2 - 18.583 .0 2244.6 .0 2244.6 18.667 .0 2182.4 .0 2182.4 ~ 18.750 .0 2118.2 .0 2118.2 _ 19.833 .0 2062.3 .0 2062.3 18.917 .0 2018.7 .0 2018.7 -. 19.000 .0 1981.8 .0 1981.8 - **************************************************************************** ~~ 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 on 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 °w 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 =m *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: ~~ 5-MINUTE FACTOR = .753 =" 30-MINUTE FACTOR = .753 1-HOUR FACTOR = .753 . 3-HOUR FACTOR = .961 .=m 6-HOUR FACTOR = .979 24-HOUR FACTOR = .989 . RUNOFF HYDROGRAPH LISTING LIMITS: "J MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 16.00 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 _ ==_ _ -- __= UNI| HYURU61-(WH DLiERMlNA|lUN = 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 = 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 00 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 - = 0, 00* 0. = = == ____ __== ______ 24-HOUR STORM ^� RUNOFF HYDROGRAPH - ma HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) = TIME(HRS) VOLUME(AF) Q(CFS) 0. 375.0 750.0 1125.0 1500.0 - ,� 16.083 262. 7627 545.12 12 . . 0 . V . . 16.167 268.6522 855.16 . . . 0 V . ~ °� 16.250 277.0976 1226.28 . . . V . 0 . 16.333 286.9693 1433.36 . . . V . Q . °" 16.417 296. 4tp01 1378.06 . . . V . Q . 16.500 303.5609 1031.04 . . . 0 . . 00 16.583 308. 7000 746. 20 . . Q. V . . ~° 16.667 312.8364 600.60 . . 0 . V . . 16.750 316.4370 522.80 . . Q . V . . 1= 16.833 319.6936 473.15 . . 0 . V. . 16.917 322.8866 463.33 . . Q . V. . - 17.000 326.0266 455.93 . . Q . V. . .00 -- ~************************************************************************* 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 MANNINGS FACTOR = .014 ~= CHANNEL ROUTING COEFFICIENT ESTIMATED: 00 MAXIMUM INFLOW(CFS) = 3933.36 ma AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2681.10 CHANNEL NORMAL VELOCITY FOR Q = 2681.10 CFS = 30.84 FPS -° ESTIMATED CHANNEL ROUTING COEFFICIENT = .948 410O MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .989 �� CONVEX METHOD CHANNEL ROUTING RESULTS: �� MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) °0 (HRS) (CFS) (CFS) 15.083 2931.9 2928.5 as 15.167 2937.8 2934.4 15.250 2944.4 2940.6 - 15.333 2951.5 2947.4 _ 15.417 2955.5 2953.2 15.500 2946.7 2951.c 15.583 2920.1 29sn.l - 15.667 2883.1 2904.1 15.750 2850.0 2868.9 = 15.833 2840.3 2846.0 15.917 2855.8 2847.1 - 16.000 2901.3 2875.6 wm 16.083 3045.1 2963.8 16.167 3355. 3179.7 ~ 16.250 3726 3515.4 16.333 3933.4 3814.4 = 16.417 3878.1 3907.9 ,� 16.500 3531.0 3726.8 16.583 3246.2 3408.8 = 16.667 3100.6 3184.4 16.750 302 3067.5 ~. 16.833 2973.2 3001.6 = 16.917 2963.3 2969.2 17.000 2955.9 2960.2 _. 17.083 2939.9 2949.0 17.167 2908.3 2926.2 ~~ 17.250 2885.5 2898.5 17.333 2859.0 2874.1 ~~ 17.417 2832.6 2847.7 .. 17.500 2812.1 2823.8 17.583 2797.7 2805.9 - 17.667 2786.8 2793.0 17.750 2778.3 2783.1 - 17.833 2771.5 2775.4 17.917 2765.3 2768.9 ~~ . 18.000 2759.6 2762.9 = 18.083 2754.1 2757.2 18.167 2748.3 2751.6 ~~ 18.250 2732.3 2741.3 18.333 2660.2 2700.9 ~~ 18.417 2589.7 2629.8 _ 18.500 2524.7 2561.7 18.583 2461.4 2497.4 ~" 18.667 2395.3 2432.9 18.750 2327.5 2366.1 -~ 18.833 2268.6 2302.2 - 18.917 2222.1 2248.6 19.000 2182.4 2205.0 _ 19.083 2145.6 2166.5 19.167 2111.3 2130.8 ~~ 19.250 2079.0 2097.4 19.333 2047.4 2065.4 =° 19.417 2017.6 2034.6 °= 19.500 1990.6 2006.0 19.583 1965.6 1979.8 ~~ 19.667 1941.7 1955.3 19.750 1918.7 1931.8 °= 19.833 1896.7 1909.2 19.917 1875.0 1887.4 . 20.000 1852. 1865 = °° +**************************** .0, FLOW PROCESS FROM NODE 6.20 TO NODE 7.00 IS CODE = 1 __________ ________ _ ~^ > ANALYSIS((<(< = (UNIT-HYDROGRAPH ADDED TO STREAM *3) _ _~ WATERCOURSE "LAG" TIME = .282 HOURS UN1[ HYDHUGR Ur1l = M1x0!Lb ~~ 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 PEAX 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 = .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) = 177.682 1 839 177 1 ^ ^ ~= 2 10.633 849.814 3 28.365 1713.402 4 52.419 2324.260 5 74.011 2086.471 6 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) = 204. 1021 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 408. 1006 � . 24-HOUR STORM ,. RUNOFF HYDROGRAPH . ========================__-__================ °is HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 350.0 700.0 1050.0 1400.0 "� � 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 • • ~ 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 . .0 . V . • ~ 16.083 246.2390 529.51 . . 0 . V . • 16.167 252.0139 838.51 . • . QV . • - 16.250 260.0957 1173.48 . • . V . 0 . 16 269.4094 1352.35 . . . V . 0 . . 16.417 277.6911 1202.50 . . • V . 0 . 16.500 283.6244 861.51 . . • Q V . . _ 16.583 287.94 627.95 . . 0 . V . . ~~ 16.667 291.5294 519.87 . . Q . V . , 16.750 294.7041 460.96 . . Q . V . . ~~ 16.833 297.7167 437.43 . . Q . V. . 16.917 300.6829 430.70 . . Q . V. . ~~ 17.000 303.5583 417.51 . .Q . V. . ~~ 17.083 306.3120 399.83 . .0 . V . 17.167 308.9156 378.04 . 0 . V . 17.250 311.3360 351.45 . Q . V . 17.333 313.5500 321.46 . Q. • V . - 17.417 315.5733 293.79 . 0 . • V . 17.500 317.4619 274.23 . 0 . . .V . - 17.583 319.2576 260.73 . 0 . . .V . ~ 17.667 320.9842 250.70 . 0 . . ,V , 17.750 322.6587 243.14 . 0 • . .V • ~ 17.833 324.2895 236.80 . 0 . • .V . 17.917 325.8800 230.93 . Q . . .V . ~° 18.000 327.4337 225.60 . 0 . • . V • == ~~ *************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 5 _ ------------------- ______ >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< . ==========================____ ========= ______ 00 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). .00 ASSUMED REGULAR CHANNEL INFORMATION; ~- BASEWIDTH(FT) = 25.00 CHANNEL Z = .00 _ UPSTREAM ELEVATION = 1280.00 DOWNSTREAM ELEVATION = 1190.00 LHHNNEL LENG+H(F[) = 6000.00 MANNlNGS FACTOR = .014 °d. CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 5166.78 . AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3226.36 °� CHANNEL NORMAL VELOCITY FOR 0 = 3226.36 CFS = 28.82 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .944 -° MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE - UNIT INTERVALS IS CSTAR = .980 - =_ CONVEX METHOD CHANNEL ROUTING RESULTS: ~~ MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) ~~ (HRS) (CFS) (CFS) _ 15.083 3332.9 3325.2 15.167 3345.0 3336.9 - 15.250 3357.7 3349.1 15.333 3371.8 3362.3 - 15.417 3381.4 3374.8 15.500 3369.5 3377.3 - 15.583 3324.6 3354.5 _ 15.667 3254.3 3301.5 15.750 3189.6 3233.4 ~~ 15.833 3162.9 3181.5 15.917 3184.1 3170.5 - 16.000 3262.4 3210.3 ~= 16.083 3493.3 3339.3 16.167 4018.2 3667.4 ~~ 16.250 4688.8 4237.5 16.333 5166.8 4841.1 ~~ 16.417 5110.4 5141.1 16.500 4588.3 4934.7 ~~ 16.583 4036.7 4409.1 ~~ 16.667 3704.3 3932.0 16.750 3528.5 3649.5 -~ 16.833 3439.0 3500.7 16.917 3399.9 3427.1 =^ 17.000 3377.7 3392.9 ~° 17.083 3348.8 3368.2 17.167 3304.2 3334.1 =° 17.250 3250.0 3286.5 17.333 3195.5 3232.3 =° 17.417 3141.5 3178.0 .6 17.500 3098.1 3127.6 17.583 3066.7 3088.1 . 17.667 3043.7 3059.3 17.750 3026.3 3038.1 00 17.833 3012.2 3021.7 17.917 2999.8 3008.2 = 18.000 2988.5 2996.1 =° 18.083 2978. 1 2985.1 18.167 2968.4 2974.9 =° 18.250 2954.8 2963.9 18.333 2911.4 2940.3 =w 18.417 2837.6 2887.1 18.500 2766.7 2814.7 . 18.583 2699.4 2744.9 KO 18.667 2632.0 2677.6 18.750 2562.4 2609.5 . 18.833 2495.9 2540.9 . 18.917 2439.7 2477.8 19.000 2393.7 2424.9 19.083 2352'8 2380.5 19.167 2314.9 2340.6 19.250 2279.3 2303.4 19.333 2245.2 2268.2 19.417 2212.4 2234.6 19.500 2181.9 2202.5 19.583 2153.8 2172.8 19.667 2127.5 2145.3 19.750 2102.3 2119.4 19.833 2078.0 2094.4 19.917 2054.6 2070.4 20.000 2031.2 2047.0 ************************************************************************** FLOW PROCESS FROM NODE 8.10 TO NODE 8.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH 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 = .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 = .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 2.382 147.512 2 15.406 806.441 3 39.770 1508.628 4 68.124 1755.654 =- 85.719 1089.503 6 93.893 506.132 7 97.495 223.023 *0 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-FEET) = 69.7862 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 301.3945 .0 � 44$0 - -__ 24-HOUR STORM RUNOFF HYDROGRAPH _ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q<CFS> O. 250.0 500.0 750.0 1000.0 15.083 160.3365 305.13 . . Q .V . . 15.167 162.4716 310.02 . . Q .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 . . 0 . 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 . 0 . V . . 16.000 182.2357 313.54 . . 0 . V . . 16.083 185.2216 433.55 . . 0 . V . . 16.167 190.0688 703.81 . . . V 0 . . 16.250 196.5298 938.14 . . . V . Q . 16.333 203.1825 965.98 . . . V . 0 . 16.417 207.9865 697.53 . . . 0 . • 16.500 211.2468 473.40 . . 0 . V . . 16.583 213.8121 372.48 . . 0 . 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. . 16.917 222.76•5 311.38 . . 0 . V. . 17.000 224.8281 299.92 . .0 . V. . 17.083 226.8223 289.54 . .Q . V . I 17.167 228.7130 274.54 . 0 . V . 1 17'250 230.4518 252.47 . 0 . V . ! 17.333 232.0209 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 . 0 . . .V . ^ | 17.667 237 4405 185.90 . 0 . . .V . 17.750 238.6868 180.96 . 0 . . .V . 17.833 239.9023 176.50 . 0 . . .V . 17.917 241.0903 172.49 . Q . . •V . 18.000 242.2533 168.87 . 0 . . �. V . ! +*************************************************************************** FLOW PROCESS FROM NODE 8.10 TO NODE 8.00 IS CODE = 11 >>>>>VIEW STREAM NUMBER 3 HYDROGRAPH<<<<< � ------ - - - - - / STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) _ _ TIME(HRS) VOLUME(AF) Q<CFS> 0. 1475.0 2950.0 4425.0 5900.0 14.083 2110.6000 3140.37 . . V .0 . . 14.167 2132.5840 3192.15 . . V.0 . . 14.250 2155.1030 3269.72 . . V. 0 . ~ 14.333 2178.2550 3361.66 . . V. Q . . 14.417 2201.9210 3436.32 . . V. 0 ~ ~ 14.500 2225.9420 3487.87 . . V 0 . . 14.583 2250.2190 3525.00 . . V � . . ~~ 14.667 2274.6720 3550.54 . . V 0 . . 14.750 2299.2560 3569.64 . . V 0 . . ~. 14.833 2323.9500 3585.50 . . V 0 . . 14.917 2348.7430 3600.06 . . .V 0 . . ~° 15.000 2373.6390 3614.57 . . .V Q . . .W 15.083 2398.6420 3630.36 . . .V 0 . . 15.167 2423.7580 3646.87 . . .V 0 . . . 15.250 2448.9950 3664.40 . . . V 0 . . 15.333 2474.3630 3683.51 . . . V 0 . . 4W 15.417 2499.8370 3698.82 . . . V � . . ~° 15.500 2525.2400 3688.49 . . . V 0 . . 15.583 2550.2870 3636.82 . . . V 0 . . = 15.667 2574.7480 3551.73 . . . VQ . . 15.750 2598.6590 3471.95 . . . 0 . . 15.833 2622.2640 3427.42 . . . 0 . . = 15.917 2645.9410 3437.88 . . . 0 . . 16.000 2670.2100 3523.82 . . . 0 . . .~ 16.083 2696.1940 3772.86 . . . VQ . . 16.167 2726.2990 4371.24 . . . V Q. . ~° 16.250 2761.9440 5175.67 . . ~ v . Q . 16.333 2801.9370 5807.06 . . . V . Q. ~~ 16.417 2842.1480 5q3R.68 . . . V . Q. = 16.500 2879.3940 5408.13 . . . V . 0 . 16.583 2912.3250 4781.54 . . . V . 0 . - 16.667 2941.7090 4266.64 . . . V 0 . . 16.750 2969.1210 3980.22 . . . 0 . . 16.833 2995.4550 3823.62 . . . QV . . 16.917 3021.2020 3738.44 . . . 0 V . . _ 17.000 3046.6350 3692.85 . . . 0 V . . 17.083 3071.8260 3657.77 . . . 0 V . . 17.167 3096.6790 3608.66 . . . 0 V . . 17.250 3121.0520 3538.95 . . . 0 V . . 17.333 3144.8820 3460.16 . . . 0 V . . - 17.417 3168.2180 3388.31 . . . Q V . . , 17.500 3191.1290 3326.76 . . . 0 V . . 17.583 3213.7160 3279.59 . . . 0 V . . ~- 17.667 3236.0660 3245.25 . . . Q V. . 17.750 3259.2360 3219.09 . . .0 V. . 17.833 3280.2620 3198.24 . . .0 V. . 17.917 3302.1680 3180.68 . . .0 V. . 18.000 3323.9660 3165.01 . . .0 V. . 18.083 3345.6640 3150.64 . . .0 V . 18.167 3367.2710 3137.32 . . .0 V . 18.250 3385.7820 3123.31 . . .0 V . 18.333 3410.1100 3096.89 . . Q v , - 18.417 3431.0540 3041.04 . . 0 V . . 18.500 3451.4920 2966.14 . . 0 .V . 18.583 3471.4140 2894.07 . . Q. .V . � 18.667 3490.8660 2824.53 . . Q. .V . 18.750 3509.8350 2754.29 . . Q . .V . . 18.833 3528.3180 2683.75 . . Q . .V . 18.917 3546.3540 2618.76 . . .0 Q . ,V . 19.000 3564.0130 2564.07 . . Q . . V . ======-------- - - - --- . END OF FLOOD ROUTING ANALYSIS 0. = *0 c c FUSCOE WILLIAMS LINDGREN & SHORT APPENDIX V Etiwanda / San Sevaine Watersheds To Downstream Of Foothill Blvd. c c c 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 Fuscoe, Williams, Lindgren & Short ° ************************** DESCRIPTION OF STUDY ************************** ~~ * ETIWANDA / SAN SEVAINE HYDROLOGY TO FOOTHILL WITH DIVERSION OF ETIWANDA * * FLOWS TO SAN SEVAINE BASIN NO 5. MAX FLOWBY OF ETIWANDA FLOW = 2500 cfs. * * ULTIMATE BASINS 2-5 AND RICH BASIN * ************************************************************************** ~ FILE NAME: C:\ESS\DIV2\SSEDIV8.DAT TIME/DATE OF STUDY: 21:12 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 = .126 410 *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 °1111 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 2. rHLlUR = .911 ~~ 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 "8" 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 9 66.654 1001.738 9 71.602 755.203 10 75.648 617.529 11 79.021 514.881 12 81.990 436.329 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 98.2Q3 34.616 32 98.427 34.137 ~~ 33 98.650 34.113 . 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 45 , ~ . 46 99.541 4.167 47 99.569 4.157 4 48 99.596 4.158 49 99.623 4.157 . 50 99.650 4.167 , 51 99.678 4.157 52 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 50 99.828 1.962 59 99.840 1.953 60 99.854 2.030 61 99.867 1.953 62 99.879 1.952 am 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 = = = = MA == ==========___ ____=______=_____ . 24-HOUR STORM = RUNOFF HYDROGRAPH ~= == ____===_____=_____===_____=========______ _ _________ = HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~~ TIME(-IRS) VOLUME(AF) Q(CFS) 0. 475.0 950.0 1425.0 1900.0 vlit ,� 14.083 687.6325 996.67 . . VQ . . 14.167 694.6420 1017.77 . . V.0 ~ . = 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 Q . . . 14.667 742.9584 1281.88 . . V Q ~ . 14.750 751.9070 1299.35 . . .V Q . . ~~ 14.833 760.9432 1312.05 . . .V Q . . 14.917 770.0437 1321.38 . . .V Q . . ^ 15.000 779.1871 1327.63 . . .V Q . . ~^ 15.083 788.3601 1331.91 . . . V Q ~ . 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 0 . • ^� 15.583 842.4456 1243.86 . • . V Q . • ~~ 15.667 850.5838 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 ~ . 16.167 891.8409 1114.91 . . . QV . . - 16.250 900.3733 1238.90 . . . VQ . . 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 . . . 0 • . ~� 17.000 987.3212 1337.05 . . . VQ . . == . 996.6046 1347.94 . . . VQ . . 17.167 1005.8930 1348.61 . . . 0 . . =~ 17.250 1015.1100 1338.44 . . . 0 . . 17.333 1024.1890 1318.17 . . . QV . . = 17.417 1033.0150 1281.58 . . . 0 V . . 17.500 1041.3260 1206.76 . . . 0 V. . . 17.583 1049.3110 1159.38 . . . 0 V. . . 17.667 1057.0870 1129.11 . . . 0 V. . 17.750 1064.6890 1103.82 . . . Q V. . ~- 17.833 1072.1200 1079.02 . . . Q V , 17.917 1079.3810 1054.27 . . . 0 V , . 18.000 1086.5090 1034.96 . . .0 v . °va **************************************************************************** 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) = 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) 4~ 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 ~~ 16.083 997.1 937.4 16.167 1114.9 1030.9 - 16.250 1238.9 1156.8 16.333 1393.2 1291.4 . 16.417 1554.2 1447.7 = 16.500 1819.4 1644.9 16.583 1452.4 1688.9 ~° 16.667 1256.3 1387.8 16.750 1212.4 1243.1 = 16.833 1281.7 1237.0 ,~ 16.917 1318.1 1293.7 17.000 1337.0 1324.3 = 17.083 1347.9 1340.6 17.167 1348.6 1348.1 ~° 17.250 1338.4 1345.1 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 1149.3 17.750 1103.8 1120.6 -~ 17.833 1079.0 1095.4 ~~ 17.917 1054.3 1070.7 1 n uoo 1035'0 1047.8 _~ +************************************** "6 FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 ~� >>>>>UNIT-HYDROGRAPH ANALYSIS(<<<< -0. -- ~~ (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(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 = .571 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) _____ aii 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 2 800.442 - 74.288 1964 859 9 79.130 1414.491 ~" 10 82.819 1078.076 11 85.633 822.094 4= 12 87.857 649.759 13 89.552 495.372 . 14 90.980 417.365 AI 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 ~~ 3' 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 6.362 99 751 6 50 ~ , -- 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 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. 1.621 . = _~ TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 466.5886 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2054.2310 .. MO 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 HYDRO6RAPH IN FIVE - MINUTE INTERVAL.S (CFS) TIME(HRS) VOLUME(AF) 0(CFS) 0. 775.0 1550.0 2325.0 3100.0 , 14.083 961.8555 1531.90 . VG!. . 14.167 972. 6489 1567.20 . . V 0 • - • 14. 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 1020.7 680 1880.62 . V. Q 14.583 1 0034. 0940 1934.80 . . V 0 . - 14.667 1047.6760 1972.13 . . V 0 . - 14.750 1 061. 4380 1998.25 . • V 0 - "'" 14.833 1075.3320 2017.38 . . V 0 - 14.917 1089. 3200 2031.10 . . .V 0 - 15.000 1 103. 3770 2041.05 . . .V 0 . - 15.083 1117.4790 2047.64 . . .V 0 . 15.167 1131.6130 2052.33 . • . V 0 - • 15..25; 1145.7710 710 2055. 63 . . . V 0 - 15.333 1159. 9400 2057.39 . . . V 0 • 15.417 1173.9890 2039.97 . . 0 . 15.500 1187.6770 1987.52 . . . V 0 - 15.583 1'200. 7040 1891.43 . . VO . - 15.667 1212.8470 1763.13 . . . G'V . 15.750 1223.8010 1590.65 . . 0 V • - 15.833 1233.7210 1440.29 . . -! . V - 15.917 1243.3540 1398.83 . 0 . V , 16.000 1253. 2380 1435.05 . . 0 . V 16.083 1'264. 5340 1640.26 . . .0 V - 16.167 1278.1390 1975.38 . . . VO • • 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. 968 0 2369.43 . . . V 0 . 16.667 1384. 7350 2144.21 . . VII! - - 16.750 1399.1030 2086.17 . . QV . ".," 16.833 1413.67/0 2116.19 . . . 0 - 16.917 1428. '2600 2117.36 . 0 - 17.000 1442.8670 2121.02 OV . . 17.c)83 1 7.4120 2111.97 . . . QV - . 17.167 1471.8650 2098.50 . . QV - • 17.250 1486. 0750 2063.25 . . - 0 V - 17.333 1 499. 8630 2002.03 . . . 0 V. . 17.417 1512.9970 1907.08 . . 0 V • 17.500 15'5. 4160 1803.22 . . 0 V . T . . 0 V. AU 1 � ..�83 1537.3760 i 1736.68 . 17.667 1548. 9630 1682.40 . .0 V 17.750 1560.2230 1634.93 - .0 V . 17.833 1571. `510 1601.76 . 0 V 17.917 1582.0950 1574.11 . . 0 V . 18.000 1592. 7680 1549.64 . . O. .V - MA m4,4{4k%kN 4,0*** k*:k****`k *`! ,L** -p* *>k * *w* t****` kyk} k*} k >k****•*** *%k*>km***ik*>N** ** FLOW PROCESS FROM NODE 401.10 TO NODE 401.00 IS CODE = 1 .. > > > > >UNIT- HYDROGRAPH ANALYSIS< <<t< � (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 = .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 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 99.807 12.377 9 99.952 6.189 10 100.000 2.063 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 117.7089 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 197.2787 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 ~= 15.083 111.7009 201.39 . . 0 . V . . ~~ 15.167 113.0880 201.41 . . Q . V . ~ = 15.250 114.4752 201.43 . . 0 . V . . 15.333 115.8626 201.45 . . Q . V . ~ ~~ 15.417 117.2139 196.20 . . 0 . V . . 15.500 118.3614 166.62 . .0 . V . . = 15.583 119.2279 125.82 . 0 . . V . . _, 15.667 119.9852 109.96 . Q . . 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 . • - 16.000 123.6690 165.88 . .0 . V . . 16.083 125.4434 257.79 . . Q . 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 . Q . V . • � 16.593 139.0781 182.49 . . 0 . V . . 16.667 140.4367 197.27 . . 0 . V . . 16.750 141.8213 201.04 . . 0 . V . . ' 16.833 143.2060 201.07 . . 0 • V. . 16.917 144.5900 200.94 . . Q . V. . ~~ 17.000 145.9752 201.14 . . Q . V. . _ 17.083 147.3420 198.45 . . Q . V. ~ 17.167 148.5991 182.53 . . Q . V . - 17.250 149.6933 158.87 . Q . V . 17.333 150.6941 145.32 . 0. . V . - 17.417 151.6530 139.23 . Q. . V . 17.500 152.5898 135.88 . 0. . V . = 17.583 153.5059 133.16 . 0 . . .V . = 17.667 154.4064 130.75 . 0 ~ . .V . 17.750 155.2919 128.58 . 0 . . .V . ~= 17.833 156. 1638 126.60 . 0 . . .V . 17.917 157.0232 124.78 . 0 . . .V . -4 " 18.000 157.8707 123.07 . 0 . . . V . . 001, �8 4 WS *4- **** **************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE .43 IS CODE = 3 . ______ _-______ >>>>>MODEL FLOW-THROUGH DETENTION BASIN ROUTING<<<<< � ===_ Akt - 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 1199.00 15.000 +m 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) °_ ■ | � | � 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 20.89 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 ' 15.667 .000 3095.7 22.27 2291.4 305.051 15.750 .000 2856.8 22.45 2300.5 308.882 ~., 15.933 .000 2616.2 22.54 2306.3 311.017 . 15.917 .000 2482.9 22.60 2309.5 312.210 16.000 .000 2512.0 22.66 2312.0 313.588 . 16.083 .000 2835.5 22.83 2316.8 317.159 16.167 .000 3500.8 23.21 2328.2 325.236 °= 16.250 .000 4116.2 23.77 2347.9 337.414 16.333 .000 4340.7 24.40 2372.9 350.966 ~ 16.417 .000 4651.5 25.12 2401.1 366.465 =w 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 16.917 . 000 3612.0 27.84 2522.3 424.818 _. 17.000 .000 3646.5 28.19 2537.1 432.458 =0 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 1/.500 .VoV �1�n.0 .2-2 261-:.* 46V.41/ = 17.583 .000 3060.9 30.05 2619.1 472.459 17.667 .000 2962.5 30.16 2623.9 474.791 "w 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 wo 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 ww 18.333 .000 2460.3 30.30 2631.8 477.747 18.417 .000 2363.6 30.21 2629.3 475.917 wo 18.500 .000 2261.4 30.10 2625.6 473.408 AW 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 INTERVAL PERCENTAGE OF LAG-TIME = 20.983 ~~ WATERCOURSE LENGTH = 19400.000 FEET wo 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 eW MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 VALLEY(UNDEVELOPED/DESERT): - "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .400 MIN LOW LOSS FRACTION = .276 -o *HYDROGRAPH MODEL #1 SPECIFIED* mor 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 RAINFALL(INCH)= 1.2.50 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: w* 5-MINUTE FACTOR = .520 30-MINUTE FACTOR = .548 . 1-HOUR FACTOR = .564 . 3-HOUR FACTOR = .883 6 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 4110 ~� __ ___ _ _ UNIT HYDROGRAPH DETERMINATION . INTERVAL "8" 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 20.607 =° 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 13.005 31 99.930 11.984 ~ .704 99 936 32 , , = 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 AA 99.977 .282 45 99.`/79 .282 ~ 46 99.981 .283 47 99.984 .281 s. 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) = 305.5193 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 816.7773 = aro _ 24-HOUR STORM . RUNOFF HYDROGRAPH ~~ -------------- +~ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) _, TIME(HRS) VOLUME(AF) Q(CFS) O. 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 . . . VQ . . ~ 15.417 477.4861 732.23 . . . VQ . . ~_ 15.50n 482. 4201 716.42 . . . Q . . 15.583 487.1534 687.26 . . . QV . . - 15.66/ 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 . . . 0 V ~ . - 16.250 520.4083 827.78 . . . V 0 . . 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 . . . uv . . 16.750 559.6195 759.35 . . . 0 V . . -~ 16.833 564.8865 764.77 . . . 0 V . . 16.917 570.1190 759.75 . . . 0 V . . =~ 17.000 575. 3452 758.85 . . . 0 V . . ~~ 17.083 580. 5338 753.39 . . . 0 V . . 17.167 585.6946 749.35 . . . 0 V . . �= 17.250 590.7587 735.32 . ' . . 0 V . . 17.333 595.6486 710.01 . . . 0 V. . ~~ 17.417 600. 2250 664.48 . . . 0 V. . =~ 17.500 604. 4806 617.91 . . 0 V. . 17.583 608.5279 587.67 . . Q. V. . -~ 17.667 612. 4059 563.08 . . 0 . V. . 17.750 616.1511 543.81 . . 0 . V . ~".' 17.833 619.7998 529.78 . . 0 . V . 17.917 623.3643 517.57 . . 0 . V . . 18.000 626.8574 507.20 . . 0 . V . w= ~** **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 1 =0 --------- _ __ ,= / / / / /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 n4qrw FACTOR = .027 WATERSHED AREA = 899.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): °0 ^S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .200 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .790 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 °W 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 = .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 1.872 203.485 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 4~ 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 00 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 99.80 20.498 24 99.984 .413 .331 99 987 25 , , 26 99.990 .298 99.993 .297 28 99.�95 .298 29 99.998 .298 30 100.000 .216 .or TOTAL SOIL—LOSS VOLUME(ACRE—FEET) = 153.6544 TOTAL STORM RUNOFF VOLUME(ACRE—FEET) = 801.7888 .~ _—__ _ �OW � 040 - = *ow = o* __ ========__ __ 24-HOUR STORM A= RUNOFF HYDROGRAPH ~° =, HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) - _ _ TIME(HRS) VOLUME(AF) 0(CFS) O. 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 . Q . 16.500 540.2506 836.45 . . . QV . . - 16.583 545.2869 731.26 . . . Q V . • -- 16.667 550.3525 735.53 . . . Q V . . 16.750 555.5854 759.82 . . . Q V . . ~ 16.833 560.8575 765.51 . . . Q V . . 16.917 566.1628 770.33 . . . Q V . . ~~ 17.000 571.4919 773.79 . . . Q V . . 17.083 576.7902 769.32 . . . Q V . . . 17.167 581.9861 754.44 . . . Q V. • ~� 17.250 586.9792 725.00 . . . Q V. . 17.333 591.5717 666.82 . . Q 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 . . g . V ' 17.917 618.5989 516.60 . . Q . V . . 18.000 622.0557 501.92 . . Q . .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). w ASSUMED REGULAR CHANNEL INFORMATION: - BASEWIDTH(FT) = 20.00 CHANNEL Z = 2.00 _ UPSTREAM ELEVATION = 1710.00 DOWNSTREAM ELEVATION = 1600.00 _ CHANNEL LENGlH(F[) = 3700.00 MANN1NGS FAC}UR = .014 . CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2301.39 ~~ AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1495.48 w CHANNEL NORMAL VELOCITY FOR 0 = 1495.48 CFS = 27.34 FPS ESTIMATED CHANNEL ROUTING 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 w� 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 .ft 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 19.750 844.4 849.5 - 18.833 833.4 838.1 ~_ 18.917 823.2 827.6 19'000 813.7 817.8 19.083 804.9 808.7 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 **************************************************************************** ~~ 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 • 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 ANN _ UNIT HYDROGRAPH DETERMINATION ____ . INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) .0 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 ~- 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) = 198.2281 ~~ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 875.6055 ________ _ WI w 4W we 40 � 4W w w _ __ _ ____________________ _ . 24-HOUR STORM °= RUNOFF HYDROGRAPH =° =_ =� HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 UM . 15.083 491.6041 930.90 . . Q . V . . 15.167 497.9962 928.13 . . Q . V . . ..0 15.250 504.3654 924.81 . . Q . V ~ . 15.333 510.7091 921.11 . . Q . V . . -^ 15.417 516.9030 899.34 . . 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 . .Q . V . . -. 16.083 549.7879 798.47 . . 0 . V ~ . 16.167 558.8870 1321.19 . . . VO . . ~ 16.250 572.0977 1918.19 . . . V . 0 , 16.333 584.5281 1804.89 . . . V . Q . ~~ 16.417 592.3412 1134.47 . . . 0 V . . _~ 16.500 598.4329 884.52 . . 0 . V . . 16.583 604.3457 858.54 . . 0 . V . • - 14.667 610.6034 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 . . Q . V . _ 17.417 665. 1990 728.61 . . Q . V . _~ 17.500 670.0283 701.22 . . 0 . V . 17.583 674.6819 675.71 . . Q . V . ~ 17.667 679.2137 658.01 . . Q . .V . 17.750 683.6516 644.38 . . Q . .V . °~ 17.933 688.0118 633.11 . . Q . ~V . 17.917 692.2911 621.34 . . Q . .V . . 18.000 696.5061 612.02 . . Q . .V . = ~~ **************************************************************************** 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 .ws THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: ~= SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 0,* SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 . PAqiN nPPTH 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 1<-->1 outflow | basin : 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 = 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 .000 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 ~ 16.000 .0.0 1=4.0 1�.:.7:.: 1V(50./ 140.154' 16.083 .000 1906.5 12.71 1940.2 139.922 16.167 .000 2664.7 12.99 1970.9 144.700 16.250 .000 3587.1 13.61 2073.6 155.124 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 19.750 .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<<<<( ( _ _ _ |� 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 1530.00 � CHANNEL LENGTH(FT) = 3000.00 MANNIN8S 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 Q = 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 1790.3 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 1 15.917 2004.3 2021.9 16.000 1960.7 1975.8 1 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 i il 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 _ ' -_ - - 1U.()00 2108.6 ~1690 18.083 2051.0 2065.7 18.167 2009.0 2023.5 18.250 1966.3 1981.1 18.333 1922.4 1937.6 18.417 1877.7 1893.1 =m 18.500 1833.4 1848.7 18.583 1790.2 1805.2 18.667 1748.5 1762.9 18.750 1708.6 1722.4 18.833 1671.1 1684.1 18.917 1635.8 1648.0 19.000 1602.1 1613.7 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 20.000 1302.0 1308.5 q-************************************************************************** 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 HYDROGRAFH 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* AO 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 RAINFALL(INCH)= 11.00 ay *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 RUNUFF HYURUGRAFM Ll�|1N6 LlMl!�: 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 5 87.177 240.276 = 6 94.712 108.436 7 97.83u 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 �� ~~ = � �“ 'a ~- =============== __ _____ ___ _ _ 24-HOUR STORM = RUNOFF HYDROGRAPH ... = HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFG) ~~ --- - - - TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 ,- ~° 15.083 37.2687 69.26 . . 0 . V . ~ 15.167 37.7450 69.17 . . 0 . V . . - 15.250 38.2207 69.07 . • 0 . V . . 15.333 38.6956 68.96 . . 0 . V . . -^ 15.417 39.1620 67.72 . . 0 . V • . 15.500 39.5852 61.44 . . 0 . V • . 15.583 39.9304 50.12 . Q . V . . 15.667 40.1934 38.19 . 0 . . V . . 15.750 40.4174 32.52 . 0 . • V . . - 15.933 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 . 0 . 16.333 44.9785 185.70 . . . V . Q . -- 16.417 45.8274 123.26 . . . 0 V . . 16.500 46.3692 78.52 . . 0 . V . . -- 16.583 46.8042 63.31 . . 0 . V . . ~~ 16.667 47.2351 62.56 . . 0 . V . . 16.750 47.6989 67.36 . . 0 . V . . ~ 16.833 48.1744 69.04 . . 0 . V , , 16.917 48.6525 69.42 . . 0 . V. . - 17.000 49.1294 69.24 . . 0 . V. . _~ 17.083 49.6030 68.76 . . 0 • V. . 17.167 50.0573 65.98 . . 0 . V. . °~ 17.250 50.4731 60.37 . . 0 • V . 17.333 50.9434 53.77 . 0 . 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 . 0 . . ~V . 17.750 52.4248 43.48 . 0 . . .V . =° 17.833 52.7188 42.68 . 0 . . .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<<<<< .it (UNIT-HYDROGRAPH ADDED TO STREAM #2) � A. 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 BASEF0W= .000CFS/SOUARE-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 Vie UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 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 92.4v3 905.729 9 95.948 536.274 10 97.826 284.162 11 98.468 97.165 12 98.933 70.244 13 99.380 67.618 °ms 14 99.752 56.312 15 99.938 28.156 yo 16 100.000 9.385 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 383.6445 *m TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 673.8268 _ ____ �� did 4NO did Add 1W _____=============================_____=======____ _ 24-HOUR STORM . RUNOFF HYDROGRAPH ~. ______ ___======______ _ ________==_______ __ . HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~~______ TIME(HRS) VOLUME(AF) Q(CFS> 0. 350.0 700.0 1050.0 1400.0 ~. 15.093 370.6996 685.91 . . Q. V . . ~� 15'167 375.4304 686.92 . . Q. V . . = 15.250 380.1659 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 . . Q . V . . ~' 15.833 408.5290 438.48 . . 0 . V . . 15.917 411.4968 430.93 . ~ Q . V . . -^ 16.000 414.6627 459.68 . . 0 . V . . ~- 16.083 418.5824 569.14 . . 0 . V . . 16.167 423.9919 785.47 . . . Q V . . - 16.250 431.4726 1086.20 . . . V .Q . 16.333 440.0800 1249.79 . . . V . 0 • ~~ 16.417 449.3059 1339.60 . . . V ~ Q . 16.500 457.1870 1144.34 . . . V . 0 • - 16.583 463.4868 914.73 . . . QV . . . 16.667 468.7519 764.48 . . .Q V . . 16.750 473.6854 716.35 . . 0 V . . - 16.833 478.4686 694.53 . . Q. V . . 16.917 483.1392 678.17 . . 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 . . 0 . V. . 17'333 505.9986 610.02 . . 0 . v . - 17.417 509.8847 564.26 . . 0 . V . 17.500 513.5167 527.37 . . 0 . V ~ ~- 17.583 516.9642 500.57 . . 0 . V . '. 17.667 520.2814 481.66 . . Q . V . 17.750 523.4989 467.19 . . 0 . .V . =° 17.833 526.6403 456.13 . . 0 . .V . 17.917 529.7241 447.78 . . 0 . .V . ~� 18.000 532.7559 440.21 . . 0 . .V . MN °■ **********w***************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 404.00 IS CODE = 5 40 ________ >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< , . _ ___===_ =====_� ___ . ~" THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE 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 nnumqTpFAM ELEVATION = 1450.00 CHANNEL LENGTH(FT) = 3650.00 MANNINGS MANNING 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 2941.6 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 |� _ --- 14.083 1929. 19.167 19'167 1893.8 1906.7 4 19 250 1860 1 1872 . . 1872.4 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 b�V.356 = 3 89.505 445.558 4 97.972 104.439 99.358 17.099 6 99.743 4.752 7 99.936 2.376 8 100.000 .792 Aft TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 28.1419 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 54.3650 = = — v#00 = � = ** ** ft �0' ====______============___ . 24-HOUR STORM . RUNOFF ' HYDROGRAPH 1940 ==_ _======= = _ _ ~= 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 . 0 . . V . . . 15.167 31.0652 56.37 . Q . . V . . ~~ 15.250 31.4545 56.53 . 0 . . V . . 15.333 31.8451 56.71 . 0 . . V . . ~- 15.417 32.2190 54.28 . Q . . V . . 15.500 32.5035 41.32 . 0 . . V . • ~ 15.583 32.7213 31.62 . Q . . V . . -. 15.667 32.9377 31.42 . 0 . . V . . 15.750 33.1661 33.17 . 0 . . V . . -~ 15.833 33.3949 33.21 . Q . . V . • 15.917 33.6413 35.79 . 0 . . V . . ~ 16.000 33.9636 46.79 . 0 . • V . • ~` 16.0R3 34.5879 90.65 . . Q . V . . 16.167 36.0283 209.14 . . . VO . - 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 . w~ 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 . 0 . . `.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 . ^� 18.000 43.9388 35.85 . 0 . . . V . Alt .= .************************************************************************* FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 7 . >>>>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< . _ = ______=____-_= = _ _ =_ _____ .. ,0 -*** ************************************************************************ FLOW PROCESS FROM NODE .43 TO NODE .44 IS CODE = 3 wa __________________ °° > > > > >MODEL FLOW-THROUGH DETENTION BASIN ROUTING< (<<< ___=__ ==_______=__ __==________=_____ � _ 4. ~~ 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 5818.00 225.700 ~' 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 | | ___________ | ^ | \ _ � | 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 =u 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 4INM 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 4se 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 NI 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 ami 16.500 .000 6162.6 15.49 5008.5 167.091 16.583 .000 6022.2 15.99 5078.9 173.588 ~am 16.667 .000 5887.6 16.39 5135.7 178.766 16.750 .000 5827.4 16.73 5182.6 183.207 ~~ ^ L 6-2-: ouo IR1?' 1 17.04 5223.9 187.257 16.917 .000 5UV/.3 1/.33 n.261.`/ l9l.V14 ~° 17.000 .000 5820.3 17.61 5297.7 194.613 17.083 .000 5838.9 17.88 5332.3 199.102 °= 17.167 .000 5839.0 18.13 5365.1 201.366 17.250 .000 5813.2 18.35 5395.0 204.246 4V41 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 5470.6 210.692 = 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 9.89 435 94.285 *. 20.833 .000 3834.6 9.62 4310.5 91.008 20.917 .000 3809.9 9.36 4266.9 87.981 = . **** FLOW PROCESS FROM NODE 4.00 TO NODE 4.10 IS CODE = 1 ~° _________ . >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< ====________== _ __=======___ �=______ mg (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 / FmPIrI-1 FAOM rONCENTRATION POINT TO CENTROID = 2400.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 640.000 PEE] BASIN FACTOR = .015 WATERSHED AREA = 585.000 ACRES BASEFLOW = .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 = .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 6 99.656 36.464 ~° 7 99.914 18.232 8 100. 000 6.077 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 120.9392 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 380.6285 ww 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 . = 15.083 217.1832 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 . . Q . V . . =° 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 228.32 . Q . . V . . 15.833 236.5002 246.99 . 0 . . V . • 15.917 238.4201 278.77 . 0 . V . . 16.000 240.8537 353.36 . . 0 . V . . 16.083 244.8055 573.80 . . Q V . . 16.167 252.3222 1091.42 . . . V . Q. 16.250 259.0271 973.56 . • . V . 0 • 16.333 262.2564 468.90 . . 0 . V . . ^' 16.417 264.2476 289.12 . Q . V . • 16.500 266.4471 319.37 . .Q . V . • 16.583 269.0818 382.56 . . Q . V . ~ -~ 16.667 271.8340 399.63 . . Q . V . . 16.750 274.6040 402.20 . . Q . V . . 16.833 277.3846 403.73 . . Q . V. . 16.917 280.1727 404.83 . . Q . V. ~ - 17.000 282.9659 405.57 . . Q . V. . _ 17.083 285.6949 396.25 . . 0 . V . 17.167 288.0668 344.40 . . Q . V . ~- 17.250 290.0857 293.15 . Q . v . 17.333 291.9757 274.43 . 0. . V . -~ 17.417 293.8114 266.53 . Q. . 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 . ~4 * 17.833 302.4679 242.94 . 0 . . .V . 17.917 304.1161 239.32 . Q . . .V . °= 19.000 305.7409 235.92 . 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 4* -~ 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 nuqrm curTOR = .045 kvA[ERSHEU AREA = 1960.000 ALKES 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 = .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 1.044 247.359 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 A 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 =-7. 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 ~M 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 00 79 99.557 5.147 = 80 99.578 5.047 81 99.600 5.147 Am 82 99.621 5.145 83 99.643 5.096 AO 94 99.667 5.642 °* 85 99.688 5.096 86 99.710 5.096 °� 87 99.731 5.096 88 99.753 5.096 =0 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 96 99.925 5.096 97 99.946 5.096 98 99.968 5.096 99 99.989 5.098 100 100.000 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 347.3756 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2315.8510 ° = � 4sa � 44§ �� =_________ m. 24-HOUR STORM mo RUNOFF HYDROGRAPH = `m 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 2005.10 . . .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 0 . , 15.917 1356.6520 1706.23 . . . V 0 . . ~ 16.000 1367.7730 1614.78 . . . Q . . ~~ 16.083 1379.2400 1 . . . VQ . . 16.167 1391.5360 1785.33 . . . V 0 . . -~ 16.250 1404.5720 1892.77 . . . V 0 . . 16.333 1418.5930 2035.86 . . . V Q . -- 16.417 1433.5700 2174.76 . . . V . 0 . • 16.500 1449.3200 2286.77 . . . V . 0 . 16.583 1465.8680 2402.82 . . . V . Q . ^' . 1484.2660 2671.38 . . . V . Q. 16.750 1500.1960 2313.07 . . . 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 . . . V0. . 17.583 1642.2150 1983.20 . . . VQ. . - 17.667 1655.5150 1931.09 . . . 0 . . 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 mai ______ mn > > > > >MODEL CHANNEL ROUTING BY THE CONVEX METHOD< < < < < ___ __ __===== ______==__ _ at m, THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER mi 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). mm ASSUMED REGULAR CHANNEL INFORMATION: - BASEWIDTH(FT) = 25.00 CHANNEL Z = 2.50 _~ UPSTREAM ELEVATION = 2160.00 nnumqTRFAM ELEVATION = 1950.00 CHANNEL LENGTH(FT) = 2400.00 MANNINGS FAC[UR = .030 . CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2671.38 ~° AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1797.63 . CHANNEL NORMAL VELOCITY FOR 0 = 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) '- 15.083 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 17.000 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 ~w 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 19.000 1819.2 1826.4 . °" �*************************************************************************** u� FLOW PROCESS FROM NODE 2.10 TO NODE 3.00 IS CODE = 5 ____ ^� >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< ____ _____ ______ ________=__ 1. - THE MODIFIED 0-ROUTING COEFFICIENT IS ESTIMATED IN ORDER _' TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5-MINUTE rmr +ha National Engineering Handbook, HyOrology, Lhapter l/, page 17-52, August,1972, WO 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) = 2585.49 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1773.66 °- CHANNEL NORMAL VELOCITY FOR 0 = 1773.66 CFS = 41.11 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .960 = 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 1975.5 1968.9 15.167 1986.2 1980.5 15.250 1995.2 1990.5 15.333 2002.8 1998.8 15.417 2001.1 2002.0 = 15.500 1983.9 1992.9 15.583 1954.4 1969.9 . 15.667 1910.8 1933.7 ma 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 ~. 16.333 1990.1 1920.7 16.417 2130.3 2056.4 . 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 4. 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 wm 17.500 2027.2 2040.9 17.583 1994.9 2011.9 = 17.667 1947.8 1972.6 is 17.750 1903.4 1926.8 17.833 1873.0 1989.1 . 17.917 1849.0 1261.7 18.000 1826.4 1839.3 Wig -_ **************************************** -~ FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 >>>>>UNlT-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 = 17800.000 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 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 _____ _ _ ______________ UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH AW NUMBER MEAN VALUES ORDINATES(CFS) __________ 2 232 525 475 1 ^ ^ ,m 2 10.878 2035.799 3 28.831 4227.423 4 57.739 6806.794 73.302 3664.560 6 82.163 2086.481 °M 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 9R'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 27.628 TOTAL SOIL—LOSS VOLUME(ACRE—FEET) = 621. 0613 TOTAL STORM RUNOFF VOLUME(ACRE—FEET) = 1190.0880 = � ~ � ASV �1W = 401 � ant wtt � � [ ___ _ _____ ____ _ _ . ' 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 15.083 659.0178 1247.07 . . 0 . V . . 15.167 667.6044 1246.77 . . 0 . V . . 15.250 676.1869 1246.18 . . 0 . V . . ! 15.333 684.7631 1245.27 . . 0 . V . . 15.417 693.2299 1229.38 . . 0 . V . . 15.500 701.2994 1171.69 . . 0 . V . . 15.583 708.5745 1056.34 . . 0 . V • • 15.667 714.6177 877.47 . . Q . V . . 15.750 720.1425 802.21 . .Q . V . . 15.833 725.5665 787.56 . .0 . V . . 15.917 731.1543 811.35 . . Q . V . . 16.000 737.2718 888.26 . . 0 . V . • 16.083 745.0684 1132.06 . . 0 . V . . ' 16.167 756.2166 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 VQ . . . . . . . • 16.500 812.1714 1426.17 . . .0 V . • 16.583 820.8756 1263.85 . . 0 . V . . 16.667 829.6936 1280.37 ~. . 0 . V . . 16.750 838.5167 1281.11 . . 0 . 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 . . 0 . V. . 17.167 882.0427 1215.57 . . 0 . V. . 17.250 889.9822 1152.81 . .' Q . V. . 17.333 897.1949 1047.29 . . Q . V . 17.417 903.9551 981.58 . . 0 . V . 17.500 910.4216 938.94 . . 0 . V . 17.583 916.6680 906.98 . . 0 . V . 17.667 922.7383 881.40 . . 0 . .V . 17.750 928.6503 858.43 . . 0 . .V . 17.833 934.3911 833.56 . . 0 . .V . 17.917 940.0195 817.24 . . 0 . .V . 18.000 945.5517 803.27 . .0 . .V ~ e**********•*************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5 >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< = 1 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 MANN1NGSFAC|UH = .014 . . CHNNEL. ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 4579.25 - AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2956.87 - CHANNEL NORMAL VELOCITY FOR 0 = 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) -- 15.083 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 15.583 3026.2 3()90.4 - 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 -- 16.083 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 3790.8 3771.7 - 16.833 3592.0 3684.0 _ 16.917 3399.1 3488.8 17.000 3337.7 3366.5 - 17.083 3335.8 3336.8 17.167 3310.9 3322.5 ~ 17.250 3248.8 3277.6 17.333 3132.2 3186.3 . 17.417 3047.7 3087.0 . 17.500 2979.8 3011.4 17.583 2918.9 2947.2 � 17.667 2854.0 2884.1 17.750 2785.3 2817.2 . 17.833 2722.7 2751.8 . 17.917 2678.9 2699.3 18.000 2641.6 2659.0 . ~" **************************************************************************** . FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2 ______________-___________________ °° >>>>>FLOWBY STRUCTURE ROUTING MODEL<<<{< _==_____________=__ _ __ . - MODEL STREAM NUMBER 3 FLOWING PAST A FLOWBY STRUCTURE: ~~ FLOWRATES IN STREAM # 3 WHICH ARE GREATER THAN .2500.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. _ �____ _ __ | FLOW EXCESS 18 ASSUMED TO BE ADDED |D SrHEAm NUM8EH 1 INFLOW INFLOW (STREAM 1) (STREAM 3) | | | | � flow excess | |< --* <=flowby structure | | (flowby Q = 2500.0 cfs) | | � | ' | | V V STREAM 1 STREAM 3 + FLOW EXCESS FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 1) (STREAM 3) (STREAM 1) (STREAM 3) (HRS) (CFS) (CFS) (CFS) (CFS) 14.083 4002.3 2495.3 4002.3 2495.3 14.167 4085.7 2538.1 4123.8 2500.0 14.250 4167.2 2612.9 4280.1 2500.0 14.333 4216.8 2727.3 4444.1 2500.0 14.417 4259.9 2836.9 4596.9 2500.0 14.500 4306.7 • 2914.2 4720.9 2500.0 14.583 4357.8 2976.3 4834.2 2500.0 14.667 4412.6 3033.5 4946.1 2500.0 14.750 4470.1 3088.7 5058.8 2500.0 14.833 4529.6 3135.3 5164.9 2500.0 14.917 4590.5 3168.5 5259.0 2500.0 15.000 4652.3 3191.6 5343.9 2500.0 15.083 4714.5 3208.9 5423.4 2500.0 15.167 4769.5 3222.0 5491.5 2500.0 15.250 4816.1 3232.3 5548.4 2500.0 15.333 4861.6 3240.6 5602.2 2500.0 15.417 4890.4 3237.2 5627.7 2500.0 15.500 4847.8 3195.5 5543.4 2500.0 15.583 4812.5 3090.4 5402.9 2500.0 15.667 4839.1 2911.0 5250.1 2500.0 15.750 4880.8 2744.2 5125.0 2500.0 15.833 4919.4 2645.8 5065.2 2500.0 1 15.917 4964.9 2589.6 5054.5 2500.0 ] 16.000 5049.9 2573.6 5123.5 2500.0 16.083 5283.2 2684.6 5467.9 2500.0 16.167 5827.9 3065.9 6393.8 2500.0 16.250 5758.5 3672.9 6931.4 2500.0 16.333 5319.8 4302.4 7122.3 2500.0 16.417 5217.8 4220.0 6937.7 2500.0 1 16.500 5327.9 3752.8 6580.7 2500.0 | 16.583 5461.4 3590.1 6551.5 2500.0 16.667 5535.3 3666.4 6701.7 2500.0 16.750 5584.8 3771.7 6856.5 2500.0 16.833 5627.6 3684.0 6811.7 2500.0 16.917 5666.8 3488.8 6655.5 2500.0 17.000 5703.3 3366.5 6569.8 2500.0 17.083 5728.5 3336.8 6565.3 2500.0 17.167 5709.5 3322.5 6532.0 2500.0 . 17.250 5688.2 3277.6 6465.8 2500.0 17.333 5695.1 3186.3 6381.4 2500.0 17.417 5707.8 3087.0 6294.8 2500.0 1>.500 n716.9 3011.4 6228.3 2500.0 ~.. 17.583 5721.4 2947.2 6168.6 2500.0 17.667 5721.6 2884.1 6105.7 2500.0 =* 17.750 5717.8 2817.2 6035.0 2500.0 17.833 5710.4 2751.8 5962.2 2500.0 . 17.917 5699.7 2699.3 5899.0 2500.0 =^ 18.000 5686.2 2659.0 5845.2 2500.0 18.083 5667.9 2621.3 5789.3 2500.0 - 18.167 5637.7 2578.1 5715.8 2500.0 18.250 5605.5 2522.2 5627.7 2500.0 ~ 18.333 5578.4 2450.4 5578.4 2450.4 _ 18.417 5551.2 2377.8 5551.2 2377.8 18.500 5521.9 2313.2 5521.9 2313.2 . 18.583 5490.3 2250.5 5490.3 2250.5 18.667 5456.9 2184.4 5456.9 2184.4 -- 18.750 5421.9 2114.7 5421.9 2114.7 - 18.833 5385.5 2052.3 5385.5 2052.3 18.917 5348.1 2003.6 5348.1 2003.6 . 19.000 5309.8 1963.7 5309.8 1963.7 ~~` **************************************************************************** - 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-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 . _ _____________________ ___ __ _======___ ____-=======___ _ 0N11 HYDRUbMAFM UL|LRMlNA\1UN =w INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 00 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 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 ~~ . HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~� ________________ TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 °= . 16.083 263.5644 405.43 . . 0 . V . . 16.167 267.6986 600.29 . . . QV . . 16 * 16.250 273.4539 835.67 . . ~ V . Q . 16.333 280.1207 968.02 . . • V . Q . =" 16.417 286.5800 937.88 . • • V . Q . °,„ 16.500 291.5721 724.85 . . . VO . . 16.583 295.4106 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. . . - ************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.00 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: . 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 'c�oc^w il � = � � ^= V effective depth --- --- � � (and volume) � | | | ^~ � | | V ; detention |<-->| outflow - 1 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 5423.4 33.19 2660.3 1705.537 ~ 15.167 .000 5491.5 33.44 2677.7 1724.916 15.250 .000 5548.4 33.69 2695.4 1744.564 ' 15.333 .000 5602.2 33.95 2713.4 1764.460 15.417 .000 5627.7 34.21 2730.7 1784.411 - 15.500 .000 5543.4 34.45 2746.8 1803.672 _ 15.583 .000 5402.9 34.69 2762.0 1821 .859 15.667 .000 5250.1 34.91 2776.3 1838.897 -~ 15.750 .000 5125.0 35.12 2789.7 1854.980 15.833 .000 5065.2 35.32 2802.6 1870.562 15.917 .000 5054.5 35.51 2815.2 1885.985 - 16.000 .000 5123.5 35.72 2827.8 1901.795 16.083 .000 5467.9 35.95 2841.6 1919.882 _ 16.167 .000 6393.8 36.27 2858.8 1944.227 16.250 .000 6931.4 36.62 2880.0 1972.130 ~~ 16.333 .000 7122.3 37.00 2903.1 2001. 187 16.417 .000 6937.7 37.35 2926.1 2028.815 - 16.500 .000 6580.7 37.68 2947.5 2053.837 16.583 .000 6551.5 38.00 2967.7 2078.519 16.667 .000 6701.7 38.29 2986.4 2104.107 16.750 .000 6856.5 38.60 3004.1 2130.638 16.833 .000 6811.7 38.91 3021.9 2156.739 ~~ 16.917 .000 6655.5 39.20 3039.2 2181. 644 - 17.000 .000 6569.8 39.48 3055.8 2205.845 17'093 .000 6565.3 39.76 3072.2 2229.903 ,.., 17.167 .000 6532.0 40.04 3088.3 2253.619 17.250 .000 6465.8 40.31 3104.2 2276.770 - 17.333 .000 6381.4 40.57 3119.7 2299.234 = 17.417 .000 6294.8 40.83 3134.7 2320.998 17.500 .000 6228.3 41.08 3149.2 2342.204 � 17.583 .000 6168.6 41.32 3163.4 2362.901 17.667 .000 6105.7 41.55 3177.3 2383.069 = 17.750 .000 6035.0 41.78 3190.7 2402.658 17.833 .000 5962.2 42.00 3203.8 2421.655 . 17.917 .000 5899.0 42.22 3216.0 2440.133 *~ 18.000 .000 5845.2 42.43 3227.5 2458. 161 18.083 .000 5789.3 42.64 3238.7 2475.727 - 18.167 .000 5715.8 42.83 3249.5 2492.712 18.250 .000 5627.7 43.02 3260.0 2509.019 ~ 18.333 .000 5578.4 43.21 3270.1 2524.917 _~ 18.417 .000 5551.2 43.39 3280.0 2540.559 18.500 .000 5521.9 43.57 3289.7 2555.932 ^- 18.583 .000 5490.3 43.75 3299.3 2571.022 18.667 .000 5456.9 43.92 3308.7 2585.817 ___' __-__ ` 18.750 .000 5421.9 44.09 3317.9 2b00.308 18.833 .000 5385.5 44.26 3326.9 2614.486 18.917 .000 5348.1 44.42 3335.7 2628.346 19.000 .000 5309.8 44.58 3344.3 2641.883 19.083 .000 5270.9 44.73 3352.7 2655.094 19.167 .000 5231.4 44.88 3360.8 2667.976 19.250 .000 5191.6 45.03 3368.8 2680.530 19.333 .000 5151.4 45.17 3376.6 2692.753 19.417 .000 5111.1 45.31 3384.2 2704.646 19.500 .000 5070.8 45.45 3391.5 2716.211 19.583 .000 5030.4 45.58 3398.7 2727.448 19.667 .000 4990.1 45.70 3405.7 2738.360 19.750 .000 4950.0 45.83 3412.4 2748.950 19.833 .000 4910.1 45.95 3419.0 2759.219 19.917 .000 4870.5 46.06 3425.2 2769.172 20.000 .000 4831.1 46.18 3431.2 2778.814 20.083 .000 4792.2 46.29 3436.9 2788.147 20.167 .000 4753.7 46.39 3442.5 2797.178 20.250 .000 4715.7 46.49 3447.8 2805.909 20.333 .000 4678.3 46.59 3453.0 2814.348 20.417 .000 4641.4 46.69 3458.0 2822.498 20.500 .000 4605.2 46.78 3462.8 2830.365 20.583 .000 4569.6 46.87 3467.5 2837.956 20.667 .000 4534.5 46.96 3472.0 2845.273 20.750 .000 4497.4 47.04 3476.3 2852.306 20.833 .000 4454.8 47.12 3480.5 2859.016 20.917 .000 4410.2 47.19 3484.4 2865.392 21.000 .000 4367.3 47.26 3488.2 2871.447 21.083 .000 4326.0 47.33 3491.7 2877.193 21.167 .000 4286.2 47.39 3495.1 2882.641 21.250 .000 ^4247.8 47.45 3498.3 2887.804 21.333 .000 4210.8 47.51 3501.3 2892.690 21.417 .000 4174.9 47.56 3504.2 2897.309 671 21 500 .000 4140 2 47 62 3506 9 2901 . . . . . . 21.583 .000 4106.6 47.66 3509.4 2905.783 21.667 .000 4074.0 47.71 3511.9 2909.655 21.750 .000 4042.3 47.75 3514.1 2913.292 21.833 .000 4011.5 47.79 3516.2 2916.703 21.917 .000 3981.5 47.83 3518.2 2919.894 22.000 .000 3952.3 47.86 3520.1 2922.871 22.083 .000 3923.5 47.90 3521.8 2925.637 22.167 .000 3895.3 47.93 3523.4 2928.198 22.250 .000 3867.5 47.95 3524.9 2930.558 22.333 .000 3040.3 47.98 3526.3 2932.721 22.417 .000 3813.4 48.00 3528.5 2934.683 22.500 .000 3787.0 48.02 3539.7 2936.386 22.583 .000 3761.1 48.04 3557.4 2937.789 22.667 .000 3735.5 48.05 3571.7 2938.917 22.750 .000 3710.4 48.06 3583.1 2939.794 22.833 .000 3685.6 48.06 3591.7 2940.441 22.917 .000 3661.2 48.07 3597.9 2940.877 23.000 .000 3637.2 48.07 3601.7 2941.122 23.083 .000 3613.6 48.07 3603.5 2941.192 23.167 .000 3590.3 48.07 3603.4 2941.102 23.250 .000 3567.4 48.07 3601.5 2940.867 23. .000 3544.8 48.06 3598.1 2940.500 23.417 .000 3522.5 48.06 3593.3 2940.012 23.500 ' .000 3500.6 48.05 3587.1 2939.416 23.583 .000 3479.0 48.05 3579.8 2938.722 23.667 .000 3457.6 48.04 3571.4 2937.938 23.750 .000 3436.6 48.03 3562.1 2937.074 23.833 .000 3415.9 48.02 3551.9 2936.137 23.917 .000 3395.4 48.01 3540.9 2935.135 24.000 .000 3375.3 47.99 3531.5 2934.060 24.083 .000 3346.1 47.98 3527.4 2932.812 24.167 .000 3277.6 47.96 3526.5 2931.097 24.250 .000 3210.0 47.93 3525.3 2928.926 ~° 24.333 .000 3165.7 47.91 3523.9 2926.459 24.417 .000 3119.9 47.87 3522.3 2923.687 mg 24.500 .000 3068.2 47.84 3520.5 2920.572 24.583 .000 2878.9 47.79 3518.3 2916.168 °" 24.667 .000 2496.6 47.70 3514.8 2909.156 = 24.750 .000 2406.7 47.61 3510.4 2901.554 24.833 .000 2341.1 47.52 3505.7 2893.533 -~ 24.917 .000 2237.4 47.42 3500.7 2884.833 25.000 .000 2079.8 47.30 3495.1 2875.085 464 25.083 .000 1864.9 47.17 3488.8 2863.901 - 25.167 .000 1688.9 47.03 3481.7 2851.554 25.250 .000 1529.4 46.87 3473.9 2838.162 .., 25.333 .000 1305.0 46.70 3465.4 2823.282 25.417 .000 727.3 46.48 3455.3 2804.495 .. 25.500 .000 356.6 46.23 3443.2 2783.237 = 25.583 .000 328.0 45.98 3430.3 2761.871 25.667 .000 280.7 45.73 3417.1 2740.271 - 25.750 .000 252.8 45.47 3403.5 2718.572 25.833 .000 218.2 45.22 3389.8 2696.729 � 25.917 .000 189.8 44.96 3376.1 2674.785 _ 26.000 .000 164.6 44.70 3362.3 2652.763 26.083 .000 139.5 44.45 3348.4 2630.663 26.167 .000 114.9 44.19 3334.5 2608.489 26.250 .000 82.9 43.93 3320.5 2586.191 - 26.333 .000 70.7 43.67 3306.5 2563.906 26.417 .000 42.1 43.40 3292.5 2541.520 26.500 .000 42.1 43.14 3278.5 2519.230 - 26.583 .000 25.4 42.88 3264.5 2496.922 26.667 .000 25.4 42.62 3250.5 2474.711 ~- 26.750 .000 17.6 42.36 3236.6 2452.542 26.833 .000 17.6 42.11 3222.7 2430.468 26.917 .000 13.1 41.85 3208.5 2408.461 27.000 .000 13.1 41.59 3193.9 2386.555 ~� 27.083 .000 10.8 41.34 3179.1 2364.735 - 27.167 .000 10.8 41.09 3164.3 2343.016 27.250 .000 8.8 40.83 3149.6 2321.385 27.333 .000 8.8 40.58 3135.0 2299.855 27.417 .000 7.5 40.33 3120.4 2278.416 27.500 .000 7.5 40.08 3106.0 2257.076 27.583 .000 6.4 39.83 3091.5 2235.828 27.667 .000 6.4 39.59 3077.2 2214.680 27.750 .000 5.3 39.34 3062.9 2193.622 27.833 .000 5.3 39.10 3048.6 2172.663 - 27.917 .000 4.5 38.85 3034.5 2151.795 28.000 .000 4.5 38.61 3020.4 2131.024 -° 28.083 .000 3.7 38.37 3006.3 2110.345 = 28.167 .000 3.7 38.13 2992.3 2089.763 28.250 .000 3.2 37.88 2977.8 2069.276 = 28.333 .000 3.2 37.61 2961.9 2048.899 28.417 .000 2.6 37.35 2945.4 2028.631 4W" 28.500 .000 2.6 37.09 2929.0 2008.477 . 28.583 .000 2.1 36.83 2912.7 1988.432 28.667 .000 2.1 36.58 2896.5 1968.498 w0 28.750 .000 1.7 36.32 2880.4 1948.673 28.833 .000 1.7 36.07 2864.3 1928.958 -° 28.917 .000 1.3 35.82 2848.4 1909.350 444, 29.000 .000 1.3 35.56 2832.5 1889.852 29.083 .000 1.0 35.31 2816.7 1870.459 ~~ 29.167 .000 1.0 35.07 2801.0 1851.175 29.250 .000 .6 34.82 2785.4 1831.996 =" 29.333 .000 .6 34.57 2769.9 1812.924 29.417 .000 .4 34.33 2754.4 1793.957 ~~ 29.500 .000 .4 34.09 2739.1 1775.096 - 29.583 .000 .3 33.84 2723.2 1756.343 29.667 .000 .3 33.60 2706.6 1737.705 .000 33.37 :4:689.7 1719.162 29.833 .000 .2 33.13 2672.9 1700.775 29.917 .000 .0 32.89 2656.3 1682.481 **************************************************************************** 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 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 = 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 90.722 982.b34 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) = 408.8659 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1073.4580 = Oft =" � � IOW � ait ~ 24-HOUR STORM . R U N O F F H Y D R O G R A P H . =========================================________ _______ _ _____ ~m HYDROGRAFH IN FIVE-MINUTE INTERVALS(CFS) . TIME(HRS) VOLUME(AF) Q(CFS) 0. 450.0 900.0 1350.0 1800.0 m .° . 572.3188 1084.93 . . .V 0 . . 15.167 579.8406 1092.17 . . .V 0 . . ~w 15.250 587.3990 1097.48 . . .V 0 . . 15.333 594.9858 1101.60 . . . V 0 . . . 15.417 602.5621 1100.07 . . . V 0 . . . 15.500 610.0667 1089.67 . . . V 0 . . 15.583 617.3694 1060.36 . . . 0 . . . 15.667 624.3370 1011.69 . . . OV . . 15.750 630.9360 958.17 . . .0 V . . . 15.833 637.1081 896.20 . . Q. V . . 15.917 642.8802 838.11 . . Q . V . . �� 16.000 648.4891 814.41 . . Q . v . . ., 1 654.5283 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 . Q . 16.583 715.1188 1778.68 . . . V . Q. 16.667 726.4522 1645.62 . . . V . 0 . 16.750 736.5953 1472.79 . . . V . 0 . 16.833 745.7641 1331.30 . . . V Q. . 16.917 754.2858 1237.36 . . . OV . . °~ 17.000 762.5632 1201.88 . . . 0 V . . ~ 17.083 770.5641 1161.72 . . . 0 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 605.30 . . 0 . V . . 17.833 829.3107 760.05 . . Q . V . ~~ 17.917 834.3671 734.18 . . Q . .V . 18.0S0 839.2777 713.03 . . 0 . .V . . ~� +*************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 2 . ___ . >>>>>FLOWBY STRUCTURE ROUTING MODEL<<<<< _ _ _______________ = . MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: . FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN 4743.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. - FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 3 . _ INFLOW INFLOW (STREAM 3) (STREAM 1) | | . � � flow excess � me. :( * (=flowby structure | | (flowby Q = 4743.0 cfs) w0, | } � | . | | �� v V STREAM 3 STREAM 1 "m + FLOW EXCESS FLOWBY = � = FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY ~ TIME (STREAM 3) (STREAM 1) (STREAM 3) (STREAM 1) (HRS) (CFS) (CFS) (CFS) (CFS) 14.083 2802.6 3216.4 2802.6 3216.4 14.167 2820,5 3241.7 2820.5 3241.7 `~ 14.250 2844.4 3278.3 2844.4 3278.3 14.333 2875.2 3326.9 2875.2 3326.9 - 14.417 2905.7 3380.9 2905.7 3380.9 ~_ 14.500 2925.8 3442.7 2925.8 3442.7 14.583 2936.9 3508.6 2936.9 3508.6 14.667 2943.2 3567.0 2943.2 3567.0 14.750 2946.5 3615.8 2946.5 3615.8 -' 14.833 2947.9 3655.9 2947.9 3655.9 14.917 2949.1 3688.8 2949.1 3688.8 15.000 2950.3 3718.6 2950.3 3718.6 15.083 2951.4 3745.2 2951.4 3745.2 15.167 2951.9 3769.9 2951.9 3769.9 ~ 15.250 2952.5 3792.9 2952.5 3792.9 15.333 2953.2 3815.0 2953.2 3815.0 ~~ 15.417 2949.9 3830.8 2949.9 3830.8 15.500 2932.7 3836.5 2932.7 3836.5 15.583 2896.6 3822.4 2896.6 3822.4 - 15.667 2849.8 3788.0 2849.8 3788.0 15.750 2806.6 3747.9 2806.6 3747.9 - 15.833 2787.1 3698.8 2787.1 3698.8 ~ 15.917 2790.9 3653.3 2790.9 3653.3 16.000 2816.8 3642.3 2816.8 3642.3 - 16.083 2905.4 3718.5 2905.4 3718.5 16.167 3100.3 3864.6 3100.3 3864.6 - 16.250 3335.7 4115.6 3335.7 4115.6 16.333 3468.0 4367.9 3468.0 4367.9 `.. 16.417 3437.9 4514.7 3437.9 4514.7 ��r0/$0 ��»m ^ ��m � °= 16.500 3224.9 4671.8 3224.9 4671.8 16.583 3057.4 4746.4 3060.7 4743.0�* � 16.667 2985.3 4632.0 2985.3 4632.0 16.750 2959.4 4476.9 2959.4 4476.9 me 16.833 2946.3 4353.2 2946.3 4353.2 ~= 16.917 2953.5 4276.5 2953.5 4276.5 17.000 2959.1 4257.7 2959.1 4257.7 4. 17.083 2955.7 4233.9 2955.7 4233.9 17.167 2935.5 4216.2 2935.5 4216.2 ~. 17.250 2913.5 4186.4 2913.5 4186.4 17.333 2883.6 4156.0 2883.6 4156.0 met 17.417 2851.9 4137.4 2851.9 4137.4 . 17.500 2828.1 4107.4 2828.1 4107.4 17.583 2812.4 4067.9 2812.4 4067.9 = 17.667 2801.2 4030.3 2801.2 4030.3 17.750 2793.1 3996.0 2793.1 3996.0 - 17.833 2787.1 3963.8 2787.1 3963.8 17.917 2781.6 3950.2 2781.6 3950.2 18'( 2776.5 3940.5 2776.5 3940.5 18.083 2771.1 3933.7 2771.1 3933.7 18.167 2764.3 3927.3 2764.3 3927.3 18.250 2754.4 3921.2 2754.4 3921.2 18.333 2693.0 3914.7 2693.0 3914.7 19.417 2608.6 3907.7 2608.6 3907.7 18.500 2535.2 3899.6 2535.2 3899.6 18.583 2466.2 3891.0 2466.2 3891.0 18.667 2395.3 3883.8 2395.3 3883.8 18.750 2321.8 3878.8 2321.8 3878.8 18.833 2256.3 3876.1 2256.3 3876.1 18.917 2204.6 3875.0 2204.6 3875.0 � 19.000 2161.8 3874.6 2161.8 3974.6 . 19.083 2123.2 3875.0 2123.2 3875.0 / 19.167 2087.7 3875.9 2087.7 3875.9 . 19.250 2054.4 3977.2 2054.4 3877.2 19.333 2022.6 3878.8 2022.6 3878.8 19.417 1992.6 3880.5 1992.6 3880.5 19.500 1965.1 3882.1 1965.1 3882.1 19.583 1939.6 3883.8 1939.6 3883.8 19.667 1915.4 3885.5 1915.4 3885.5 19.750 1892.3 3887.2 1892.3 3887.2 19.833 1870.4 3889.1 1870.4 3889.1 19.917 1849.3 3890.8 1849.3 3890.8 20.000 1828.1 3892.4 1828.1 3892.4 . 20.083 1806.7 3893.8 1806.7 3893.8 ! 20.167 1785.9 3895.3 1785.9 3895.3 20.250 1766.9 3896.7 1766.9 3896.7 20.333 1749.6 3898.0 1749.6 3899.0 20.417 1733.1 3899.3 . 1733.1 3899.3 20.500 1716.9 3900.5 1716.9 3900.5 20.583 1701.1 ^ 3901.6 1701.1 3901.6 20.667 1685.8 3902.7 1685.8 3902.7 20.750 1671.4 3903.7 1671.4 3903.7 20.833 1657.8 3904.6 1657.8 3904.6 20.917 1644.9 3905.4 1644.9 3905.4 21.000 1632.2 3906.1 1632.2 3906.1 21'083 1619.6 3906.7 1619.6 3906.7 21.167 1606.8 3907.2 1606.8 3907.2 21.250 1593.4 3907.5 1593.4 3907.5 21.333 1580.1 3907.8 1580.1 3907.8 21.417 1568.0 3908.0 1568.0 3908.0 21.500 1557.0 3908.1 1557.0 3908.1 ^ 21.583 1546.3 3908.1 1546.3 3908.1 21.667 1535.7 3908.0 1535.7 3908.0 21.750 1525.2 3907.8 1525.2 3907.8 21.833 1515.0 3907.5 1515.0 3907.5 21.917 1505.0 3907.2 1505.0 3907.2 � 22.000 1495.3 3906.7 1495.3 3906.7 / 22.083 1485.9 3906.2 1485.9 3906.2 22.167 1476.8 3905.6 1476.8 3905.6 22.250 1467.9 3904.9 1467.9 3904.9 22.333 1459.2 3904.2 1459.2 3904.2 i 22.417 1450.6 3904.4 1450.6 3904.4 | 22.500 1441.7 3913.6 1441.7 3913.6 22.583 1432.7 3929.2 1432.7 3929.2 ` 22'667 1424.2 3941.6 1424.2 3941.6 / 22.750 1416.3 3951.1 1416.3 3951.1 22.833 1408.6 3957.8 1408.6 3957.8 22.917 1401.0 3962.1 1401.0 3962.1 23.000 1393.5 3964.2 1393.5 3964.2 23.083 1386.1 3964.2 1386.1 3964.2 23.167 1378.7 3962.3 1378.7 3962.3 23.250 1371.5 3958.8 1371.5 3958.8 23.333 1364.5 3953.7 1364.5 3953.7 23.417 1357.7 3947.2 1357.7 3947.2 23.5(..)c) 1351.0 3939.4 1351.0 3939.4 23.583 1344.5 3930.5 1344.5 3930.5 23.667 1338.1 3920.5 1338.1 3920.5 23.750 1331.9 3909.6 1331.9 3909.6 23 833 1325 9 3897 9 1325 9 3897 9 ^ ^ ^ ^ ^ 23.917 1320.1 3885.4 1320.1 3885.4 24.000 1314.3 3874.5 1314.3 3874.5 24.L93 1300 7 3865 7 1300 7 3865 7 ~ ^ ^ ^ ^ 24.167 1258.5 3855.1 1258.5 3855.1 24.250 1168.7 3833.2 1168.7 3833.2 24.333 1025.6 3799.3 1025.6 3799.3 24.417 879.4 3760.1 879.4 3760.1 24.500 767.7 3712.8 767.7 3712.8 24.583 674.0 3660.6 674.0 3660.6 24.667 582.4 3615.1 582.4 3615.1 24.750 488.6 3578.8 488.6 3578.8 24.833 407.6 3551.6 407.6 3551.6 24.917 349.3 3531.9 349.3 3531.9 25'000 307.5 3515.6 307.5 3515.6 25.083 274.8 3502.1 274.8 3502.1 25.167 248.3 3490.3 248.3 3490.3 25 225.6 3480.1 225.6 3480.1 25.333 205.5 3470.5 205.5 3470.5 25.417 187.7 3459.2 187.7 3459.2 25'500 171.7 3446.1 171.7 3446.1 25.583 157.2 3432.2 157.2 3432.2 25.667 144.0 3417.8 144.0 3417.8 25.750 131.9 3403.5 131.9 3403.5 25.833 121.3 3389.8 121.3 3389.8 25.917 111.7 3376.1 111.7 3376.1 26.000 102.9 3362.3 102.9 3362.3 26.083 94.9 ` 3348.4 94.9 3348.4 26.167 87.7 3334.5 87.7 3334.5 26.250 81.3 3320.5 81.3 3320.5 26.333 75.5 3306.5 75.5 3306.5 26.417 70.2 3292.5 70.2 3292.5 26.500 65.4 3278.5 65.4 3278.5 26.583 61.1 3264.5 61.1 3264.5 26'667 57.3 3250.5 57.3 3250.5 26.750 54.2 3236.6 54.2 3236.6 26.833 51.5 3222.7 51.5 3222.7 26.917 49.0 3208.5 49.0 3208.5 27.000 46.6 3193.9 46.6 3193.9 27.083 44.2 3179.1 44.2 3179.1 27.167 42.0 3164.3 42.0 3164.3 27.250 39.7 3149.6 39.7 3149.6 27.333 37.6 3135.0 37.6 3135.0 27.417 35.7 3120.4 35.7 3120.4 27'500 33.8 3106.0 33.8 3106.0 i 27.583 32.0 3091.5 32.0 ��091.5 27.667 30.2 3077.2 30.2 3077.2 27.750 28.4 3062.9 28.4 3062.9 27.833 26.7 3048.6 26.7 3048.6 27.917 25.0 3034.5 25.0 3034.5 i ,...-***,,*,1**************************************************************** * * * FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5 ,/,' , MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<{< I 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 August,1972, Np U.6. Department ot Uzmmerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 25.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION = 1390.00 DOWNSTREAM ELEVATION = 1330.00 CHANNEL LENGTH(FT) = 2400.00 MANNINGS FACTOR = .014 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 4743.00 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3395.13 CHANNEL NORMAL VELOCITY FOR 0 = 3395.13 CFS = 31.09 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 3745.2 3738.7 15.167 3769.9 3763.9 15.250 3792.9 3787.3 15.333 3815.0 3809.6 15.417 3930.8 3826.9 15.500 3836.5 3835.1 15.583 3822.4 ~ 3825.8 15.667 3788.0 3796.4 7 15 750 3747 9 3757 . . 3757.7 15.833 3698.8 3710.8 15.917 3653.3 3664.4 16.000 3642.3 3644.9 16.083 3718.5 3699.9 16.167 3864.6 3829.9 16.250 4115.6 4054.4 16.333 4367.9 4306.3 16.417 4514.7 4478.9 16.500 4671.8 4633.5 16 . 583 4743.0 4725.6 16.667 4632.0 4659.1 16.750 4476.9 4514.7 16.833 4353.2 4393.4 16.917 4276 5 4295 3 . . ' 17. 000 4257. 7 4262.3 17.033 4233.9 4239.7 17.167 4216.2 4220.5 17.250 4186.4 4193.7 17.333 4156.0 4163.4 17.417 4137.4 4141.9 � 17.500 4107.4 4114.7 17.563 4067.9 4077.5 17.667 4030.3 4039.5 . 17 70 3996.0 4004.4 17.833 3963.8 3971.7 17.917 3950.2 3953.5 18.030 3940.5 3942.9 18.083 3933.7 3935.4 18.167 3927.3 3928.9 18.250 3921.2 3922.7 18.333 3914.7 3916.3 18.41/ 3907.7 3909.4 18.500 3899.6 3901.6 ^ - - ^ _--_^ 18.593 38v1.0 3893.1 ~~ 18.667 3883.8 3885.6 18.750 3878.8 3880.0 ^* 18.833 3876.1 3876.8 18.917 3875.0 3875.3 19.000 3874.6 3874.7 19.083 3875.0 3874.9 19.167 3875.9 3875.7 19.250 3877.2 3876.9 19.333 3878.8 3878.4 19.417 3880.5 3880.0 19.500 3882.1 3881.7 19.583 3883.8 3883.4 19.667 3885.5 3885.1 19.750 3887.2 3886.8 - 19.833 3889.1 3888.6 19.917 3890.8 3890.4 20.000 3892.4 3892.0 °***** 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 RA INFALL ( INCH) = 9.55 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .520 30-MINUTE FACTOR = .548 1-HOUR FACTOR = .564 3-FOUR 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 58.053 682.339 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 = de wm ___-__ ____-_______============______=___� wm 2 4-HOUR STORM "0 RUNOFF HYDROGRAPH =" m HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) .A TIME(HRS} VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 AA m 15'083 45. 0888 83.55 55 . .0 . V . . 15.167 45.6659 83.80 . .0 . V . . °� 15.25 46.2448 84.05 . .Q . V . . 15.333 46.8256 84.34 . .Q . V . . ^A 15.417 47.3795 80.43 . 0 . V . . m 15.500 47.7949 60.31 . 0 . . V . . 15.583 48.1226 47.58 . 0 . . V . • m. 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 . 0 • . V ~ • ~~ 16.000 50.2103 82.49 . Q • V . • -^ 16.083 51. 1279 133.23 . . 0 . V . . 16.167 52.7963 242.26 . . . V . Q . ~ 16.250 54.0469 181.58 . . . 0 V . . 16.333 54.6318 84.93 . .Q . V . . - 16.417 55.0440 59.85 . Q . . V ~ . 16.500 55.5336 71.10 . Q. . V . . 16.583 56.0995 82.16 . Q . V . ~ "^ 16.667 56.6757 83.66 . .Q . V . . 16.750 57.2498 83.36 . .Q . V • . . -~ 16.833 57.8216 83.03 . .Q . V. . 16.917 58.3913 82.72 . .Q . V. . ~~ 17.000 58.9589 82.42 . Q . V. . - ~= ,* ************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 7.00 IS CODE = 5 .� „ > / > > >MODEL CHANNEL ROUTING BY THE CONVEX METHOD< << << ==============================_____========________ .. ^m THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5-MINUTE m INTERVALS (Reference: the National Engineering Handbook, m Hydrology, Chapter 17, page 17-52, August, 1972, U.S. Department of Commerce). m ASSUMED REGULAR CHANNEL INFORMATION: °to BASEWIDTH(FT) = 24.00 CHANNEL Z = .00 m UPSTREAM ELEVATION = 1330.00 DOWNSTREAM ELEVATION = 1280.00 m CHANNEL LENGTH(FT) = 3200.00 MANNINGS FACTOR = .014 m mg CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 4807.79 m AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3434.68 CHANNEL NORMAL VELOCITY FOR Q = 3434.68 CFS = 30.01 FPS m ESTIMATED CHANNEL ROUTING COEFFICIENT = .946 ~ MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE ~~ UNIT INTERVALS IS CSTAR = .999 vr _ CONVEX METHOD CHANNEL ROUTING RESULTS: | MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) , (HRS) (CFS) (CFS) 15.093 3822.2 3812.9 15.167 3847.7 3839.1 15.250 3871.3 3863.3 � 15.333 3893.9 3886.3 . 15.417 3907.4 3902.8 15.500 3895.4 3899.4 15.583 3873.4 3880.8 15.667 3844.7 3854.4 15.750 3809.7 3821.5 15.833 3767.1 3781.4 15.917 3728.4 3741.5 16.000 3727.4 3727.8 16.083 3833.1 3797.5 16.167 4071.2 3990.9 16.250 4235.9 4180.3 16.333 4391.2 4338.8 16.417 4538.7 4489.0 16.500 4704.6 4648.6 16.583 4807.8 4772.9 16.667 4742.8 4764.6 16.750 4598.1 4646.9 16.833 4466.4 4510.9 16.917 4378.0 4407.8 17.000 4344.7 4356.0 17.083 4319.3 ^ 4327.9 17.167 4287.6 4298.3 17.250 4251.3 4263.5 17.333 4218.0 4229.3 17.417 4195.1 4202.8 17.500 4166.6 4176.2 17.583 4128.4 4141.3 17.667 4089.3 4102.5 � 17.750 4053.3 4065.5 17.833 4019.8 4031.1 17.917 4000.9 4007.3 18.000 3989.5 3993.3 18.083 3981.0 3983.8 18.167 3972.2 3975.1 18.250 3964.3 3966.9 18.333 3957.1 3959.5 18.417 3949.5 3952.1 18.500 3941.1 3944.0 i 18.583 3932.1 3935.1 18.667 3924.1 3926.8 18.750 3918.0 3920.0 18.933 3914.3 3915.6 18.917 3912.4 3913.0 19.000 3911.4 3911.7 19.083 3911.2 3911.3 1 19.167 3911.5 3911.4 i 19.250 3912.4 3912.1 / 19.333 3913.5 3913.2 19.417 3914.8 3914.4 19.500 3916.2 3915.7 19.583 3917.6 3917.1 19.667 3918.9 3918.5 19.750 3920.3 3919.9 19.833 3921.9 3921.3 19'917 3923.3 3922.8 ' 20.000 3924.7 3924.2 min - * * )i , F * A " I * * * * * 4 )1 4 * * )1 * 4 * * * +t * 4c * * FLOW PROCESS FROM NODE 7.00 TO NODE 7.0o 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 .0 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 = .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 VEAN VALUES ORDINATES(CFS) -________ =~ .987 274 1 ^ 643 ^ 2 3.90 724.682 3 9.722 1707.199 4 19.502 2722.854 30.939 3155.835 6 44.916 3919.212 ~~ 7 59.769 41'35.256 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 v/.//l 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 ~~ � ' . � � 4* � = 40 =='_________________=_____ =========_____=_______ _ 24-HOUR STORM N. RUNOFF HYDROGRAPH = ==______======__==================__ _ __ 4441 HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 525.0 1050.0 1575.0 2100.0 N. ~� 15.083 630.7078 1214.87 . . .V 0 . . 15.167 639.1375 1223.99 . . .V 0 . . N. 15.20 647.6102 1230.24 . . .V 0 . . 15.333 656.1227 1236.02 . . . VO . . 44. 15.417 664.6293 1235.15 . . . VO . . 15.500 673.0560 1223.57 . . . VO == ■ . 15.583 681.2424 1188.66 . • . 0 • . .� 15.667 689.0321 1131.07 . . .Q V . . 15.750 696.3888 1068.19 . . 0 V . . = 15.833 703.2415 995.01 . . Q . V . . 15.917 709.6671 933.01 . . 0 . V . . ~~ 16.000 715.9716 915.41 . . 0 . 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 • Q • -° 16.417 766.0947 1689.98 . . . V . Q . 16.500 780.2626 2057.18 . . . V . Q. - 16.583 794.575 2077.95 . . . V . Q. °= 16.667 807.6461 1898.13 . . • V . 0 • 16.750 819'1497 1670.31 . . . V .0 . ~ 16.833 829. 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. . ~ 17.2 874.4420 1199.37 . ~ . 0 V. . 17.333 882.3831 1153.04 . . .0 V. . ~= 17.417 890.0099 1107.42 . . .Q V. . =w 17.500 897.2236 1047.43 . . Q. V . 17.583 903.9537 977.21 . . Q . 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 . MOW MI ~************************************************************************* FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 5 _ > CHANNEL ROUTING BY THE CONVEX METHOD<<<<< ,. N. . THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER AW TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5-MINUTE INTERVALS(Reference: the National Engineering Handbook, .1 Hydrology, Chapter 17, page 17-52, August,1972, U.S. Department of Commerce). me ASSUMED REGULAR CHANNEL INFORMATION; .4 BASEWIDTH(FT) = 25.00 CHANNEL Z = .00 �� UPSTREAM ELEVATION = 1280.00 DOWNSTREAM ELEVATION = 1190.00 CHHNNEL LENGTH(FT) = 6000.00 MANNlNGS FAC|UR = .014 ~1110 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 6850.88 ` AVERASE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 4454.48 00 CHANNEL NORMAL VELOCITY FOR Q = 4454.48 CFS = 31.95 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 5027.8 5003.4 15.167 5063.1 5041.6 ~ 15.250 5093.6 5075.0 15.333 5122.3 5104.9 ~ 15.417 5138.0 5128.4 °~ 15.500 5123.0 5131.9 15.583 5069.5 5101.7 -~ 15.667 4985.5 5036.3 15.750 4889.7 4947.8 . 15.833 4776.4 4845.1 _, 15.917 4674.5 4736.5 16.000 4643.2 4662.8 ~ 16.083 4800.6 4706.5 16.167 5164.3 4945.0 ~- 16.250 5646.5 5354.5 16.333 6083.9 5817.9 -~ 16.417 6378.9 6198.6 ~ 16.500 6705.8 6507.5 16.583 6850.9 6761.3 ~ 16.667 6662.8 6774.4 16.750 6317.2 6525.9 ~~ 16.833 60•0.5 6201.1 ., 16.917 5805.2 5936.7 17.000 5711.7 5769.5 -~ 17.083 5630.4 5679.9 17.167 5562.1 5603.7 - 17.250 5462.9 5522.9 17.333 5382.3 5431.4 = 17.417 5310.2 5354.1 0. 17.500 5223.7 5276.2 17.583 5118.5 5182.2 ~, 17.667 5014.9 5077.9 17.750 4913.1 4975.0 MO 17.833 4832.9 4881.8 _° 17.917 4778.9 4811.9 18.000 4740.1 4763.8 ., 18.083 4709.3 4728.1 18.167 4681.7 4699.5 = 18.250 4657.8 4672.4 05. 19.333 4635:7 4649.1 18.417 4614.0 4627.2 . 18.500 4591.9 4605.3 18.583 4569.5 4583.1 wag 18.667 4548.5 4561.3 18.750 4530.9 4541.6 - 18.833 4516.8 4525.4 .= 18.917 4505.5 4512.4 19'000 4495.9 4501.7 19.083 4487.7 4492.7 19.167 4480.5 4484.9 19.250 4474.3 4478.1 19.333 4468.8 4472.2 19.417 4463.8 4466.9 19.500 4459.1 4462.0 19.583 4454.7 4457.4 19.667 4450.5 4453.0 19.750 4446.5 4448.9 19.833 4442.9 4445.1 19.917 4439.4 4441.5 20.000 4436.0 4438.1 = +*************************************************************************** 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 TES/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 ~W 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 4WP UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) _____ 3 41 789 1 1.889 ^ 2 11.106 166/.b71 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 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) = 324.9717 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 746.0472 ~- � =" � A* � tat mV = ======__ 2 4-HOUR STORM °° RUNOFF HYDROGRAPH . . HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~~ TlME(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 . . 0 . V . . 15.333 425.6204 791.32 . . 0 . V . . - 15.417 431.0412 787.10 . . 0 . V ~ . 15.500 436.2339 753.98 . . 0 . V . . - 15.583 440.9613 686.42 . . Q . V • . . ~ 15.667 445.0821 598.34 . . 0 . V . . 15.750 448.7541 533.17 . .Q . 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 • Q • 16.333 495.4145 1725.88 . • . V . Q . 16.417 505.8422 1514.11 . . . V . 0 . 16.500 513.5903 1125.03 . . . 0 V ~ . - 16.583 519.7116 888.81 . . Q. V . . 16.667 525.2632 806.10 . . Q . V . . 16.750 530.6230 778.23 . . Q . V . . 16.833 536.0273 784.71 . . Q . V . . 16.917 541.4852 792.48 . . Q . V. ~ - 17.000 546.9255 789.94 . . 0 . V. . ~� 17.093 552.2744 776.65 . . 0 . V. . 17.167 557.4207 747.25 . . 0 . V. . ~^ 17.250 562.2302 698.34 . . Q . V . 17.333 566.6003 634.53 . . Q . V . - 17.417 570.5712 576.57 . . Q . V . _ 17.500 574.2743 537.70 . .Q . V . 17.583 577.8024 512.28 . .0 . V . 17.667 581.2080 494.49 . Q . .V , 17.750 584.5271 481.94 . Q . .V . - 17.633 587.7731 471.32 . Q . .V ~ 17.917 590.9518 461.55 . Q . .V . . 18.000 594.0695 452.67 . Q . .V . . ~~ ~ *** ************************************************************************ FLOW PROCESS FROM NODE 4.00 TO NODE 7.00 IS CODE = 5 .. -- --------- __ - _ ___________ _ _ >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< °° _ _ __ ============__________=====___ _______ _ Ate . 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 177 page 17-527 August719727 U.S. Department of Commerce). . ASSUMED REGULAR CHANNEL INFORMATION: - BASEWIDTH(FT) = 18.00 CHANNEL 2 = .00 UPSTREAM ELEVATION = 1380.00 DOWNSTREAM ELEVATION = 1280.00 LMANNB- LENGTH(Fl) = 5450.00 MANNINGS FACTOR = .014 4W CHANNEL ROUTING COEFFICIENT ESTIMATED: - MAXIMUM INFLOW(CFS) = 3468.02 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2468.53 - CHANNEL NORMAL VELOCITY FOR 0 = 2468.53 CFS = 30.11 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .947 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .988 � . CONVEX METHOD CHANNEL ROUTING RESULTS: . MODEL INFLOW OUTFLOW °� TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) - 15.083 2951.4 2950.8 15.167 2951.9 2951.6 ~- 15.250 2952.5 2952.2 15.333 2953.2 2952.8 15.417 2949.9 2951.8 15.500 2932.7 2942.6 15.583 2896.6 2917.5 15.667 2849.8 2877.0 15.750 2806.6 2831.8 15.833 2787.1 2798.7 15.917 2790.9 2788.9 16.000 2816.8 2801.9 - 16.083 2905.4 2854.2 16.167 3100.3 2987.3 - 16.250 3335.7 3198.6 - , 16.333 3468.0 3390.0 16'417 3437.9 3454.3 ~ 16.500 3224.9 3347.8 16.583 3060.7 3156.8 . ~ 16.6 2985.3 3029.9 16.750 2959.4 2974.9 16.833 2946.3 2954.0 16.917 2953.5 2949.5 17.000 2959.1 2955.8 ` 17.083 2955.7 2957.6 17.167 2935.5 2947.2 - 17.250 2913.5 2926.3 17.333 2883.6 2901.0 ~~ 17.417 2851.9 2870.4 -ay 17.500 2828.1 2942.1 17.583 2812.4 2921.6 =" 17.667 2801.2 2807.8 17.750 2793.1 2797.9 4111 17.833 2787.1 2790.6 . 17.917 2781.6 2784.8 18.000 2776.5 2779.5 ~ar 18.083 2771.1 2774.2 18.167 2764.3 2768.2 . 18.250 2754.4 2760.2 ieW 18.333 2693.0 2728.5 18.417 2608.6 2657.7 . 18.500 2535.2 2578.1 18.583 2466.2 2506.5 = 18.667 2395.3 2436.7 18.750 2321.8 2364.7 . 18.833 2256.3 2294.5 ~- 18.917 2204.6 2234.9 19'o00 2161.8 2186.9 19.083 2123.2 2145.8 .0 19.167 2087.7 2108.4 19.250 2054.4 2073.9 19.333 2022.6 2041.2 19.417 1992.6 2010.1 19.500 1965.1 1981.1 °w 19.583 1939.6 1954.5 19.667 1915.4 1929.6 19.750 1892.3 1905.8 19.833 1870.4 1883.2 19.917 1849.3 1861.6 20.000 1828.1 1840.5 = ************************* ~� 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 = .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: 4110 MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 °4 UNIT HYDROGRAPH DETERMINATION INTERVAL ''S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1.839 177.682 2 10.633 849.814 28.365 1713.402 4 52.419 2324.260 ~� 5 74.011 2086.471 6 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) = 204.0456 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 397.0168 � =~ ~° � = � = . 24-HOUR STORM .w RUNOFF HYDROGRAPH . ==== ========== - _______=======__ ~^ HYDROGRAPH IN FIVE INTERVALS(CFS) ~ - -- ----- - - TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 - ~ 15.083 217.3817 422.84 . . 0 .V . . 15.167 220.3005 423.80 . . Q . V . . ~° 15.250 223.2256 424.74 . . 0 . V . . 15.333 226.1579 425.76 . . 0 . V . . - 15.417 229.0690 422.70 . . Q . 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 . Q • 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 . , 16.833 285.1473 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 . . Q . V 17.333 301.7100 344.72 . . Q . V ~ ~ 17.417 303.8585 311.97 . . Q . V . ` 17.500 305.8533 289.65 . .0 . V . 17.583 307.7484 275.16 . .0 . .V . 17.667 309.5736 265.02 . Q . .V . 17.750 311.3499 257.91 . Q . .V . 17.833 313.0868 252.19 . Q . .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 .0 __ _____________ = >>>>>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 .0 INTERVALS(Reference: the National Engineering Handbook, . Hydrology, Chapter 17, page 17-52, August,1972, U.S. Department of Commerce). .0 ASSUMED REGULAR CHANNEL INFORMATION: - BASEWIDTH(FT) = 25.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1280.00 DOWNSTREAM ELEVATION = 1190.00 L111-;NNB- LENGlH(Fi) = 6000.00 ;1ANN1N6S 1-ACIUK = .014 ~~ CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 4316.21 . AVERAGE FLOWRATE IN EXCESS OF 507. MAXIMUM INFLOW = 3022.99 . CHANNEL NORMAL VELOCITY FOR Q = 3022.99 CFS = 28.15 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .943 . MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE . UNIT INTERVALS IS CSTAR = .978 . . CONVEX METHOD CHANNEL ROUTING RESULTS: =~ MODEL INFLOW OUTFLOW = TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 15.083 3373.6 3372.0 15.167 3375.4 3374.1 15.250 3376 3375.9 15.333 3378.6 3377.4 - 15.417 3374.5 3377.2 ~. 15.500 3346.8 3365.6 15.583 3284.1 3326.9 - 15.667 3194.6 3256.1 15.750 3110.6 3168.8 ~- 15.833 3064.2 3096.9 15.917 3062.8 3064.5 16.000 3106.1 3076.8 16.083 3249.2 3151.6 16.167 3580.9 3354.0 16.250 4007.9 3713.7 16.333 4316.2 4100.9 ~ 16.417 4287.1 4302.0 „. 16.500 3967.4 4184.3 16.583 3639.6 3866.5 7- 16.667 3464.5 3588.1 16.750 3393.4 3444.3 -~ 16.833 3373.7 3388.1 ..- 16.917 3376 3374.9 17.000 3383.2 3378.6 ~ 17.083 3378.7 3381.6 17.167 3352.7 3370.3 °. 17.250 3305.6 3337.9 17.333 3245.7 3287.0 = 17.417 3182.3 3226.2 4� 17.500 3131.7 3167.0 17.583 3096.8 3121.2 = 17.667 3072.8 3089.6 17.750 3055.8 3067.7 . 17.833 3042.8 3051.9 17.917 3031.7 3039.4 . 18.000 3021.5 3028.6 . 18.083 3011.6 3018.5 18.167 3000.1 3008.0 . 18.250 2985.2 299 . 18.333 2945.8' 2972.7 18.417 2867.9 2921.3 . 18.500 2782.8 2841.6 18.583 2707.0 2759.6 . 18.667 2633.7 2684.5 18.750 2558.7 2610.6 ~~ 18.833 2485.9 2536.4 - 18.917 2423.6 2466.9 19'000 2373 2408.3 _ ___.--__-_- 19.083 2329.8 2360.0 19.167 2290.3 2317.7 19.250 2253.6 2279.0 19.333 2219.0 2243.0 19.417 2185.9 2208'8 19.500 2155.1 2176.5 19.593 2126.7 2146.4 19.667 2100.0 2118.5 19.750 2074.6 2092.2 19.833 2050.4 2067.2 19.917 2027.3 2043.3 20.000 2004.6 2020.3 **** FLOW PROCESS FROM NODE 8.10 TO NODE 8.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<( _ (UNIT 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/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 = .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 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 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 ... *MO MAI 446 �til ~= __====___ __= ____ MRA 24-HOUR STORM mii RUNOFF HYDROGRAPH .~=====================_________=___-_____ _ = HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) - ~-- ---- -------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 == ______________________ .� 15.083 163.2326 317.31 . . Q . V . . 15.167 165.4 318.15 . • 0 . V • . ^• 15.250 167.6209 319.03 . . 0 . V . . 15.333 169.8248 320.01 . . 0 . V . . - 15.417 172.0092 317.18 . . 0 . V . . 15.500 174.0566 297.29 . . 0 . V ^� . . 15.583 175.8486 260.19 . . 0 . V . . ~~ 15.667 177.3618 219.72 . . Q . V ~ . 15.750 178.7451 200.85 . .0 . V . . ~= 15.833 180.1296 201.02 . .Q . V . . 15.917 181.5991 213.37 . . Q . V . . - 16.000 183.2772 243.66 . . 0 • V . . 16.083 185.5026 323.12 . . 0 . V . • 16.167 188.9588 501.84 . . • v Q . • ~` 16.250 193.4830 656.91 . . . V . 0 . 16.333 198.1382 675.94 . . . V . Q . � 16.417 201.5817 499.99 . . . VO . • ,_ 16.500 204.0543 359.02 . . 0 V . • 16.583 206.1700 307.19 . . 0 . V . • ~- 16.667 208.2477 301.70 . . 0 . V . . 16.750 210.4111 314.12 . . Q . V . . ~- 16.833 212.6078 318.95 . . 0 . V • . 16.917 214.8003 318.36 . . 0 . V. . -~ 17.000 216.9748 315.74 . . 0 . V. . _ 17.083 219.1217 311.72 . . 0 . V. . 17.167 221.1759 298.27 . . 0 . V . ~~ 17.250 223.0568 273.11 . . 0 . V , 17.333 224.72 242.91 . . 0 . V . ~ 17.417 226.2584 221.97 . . 0 . 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 . 0 . .V . - 17.833 233.0676 188.18 . 0 . .V . 17.917 234.3390 184.60 . Q . .V . ~� 18.000 235.5883 181.39 . Q . ~v . Avo 14M *********************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 7 MI ____ _ ___________________ mill > > ) > >STREAM NUMBER 3 ADDED TO STREAM NUMBER 1 < < < < < _ ==_____=========_ _ ____________________ am "" `****************** AN FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 11 ________________________ __________________________ am > > > >VIEW STREAM NUMBER 1 HYDROGRAPH{ < < < < aim STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) WM T7wF(ARq) VOLUME(AF) Q(CFS) 0. 3150.0 6300.0 9450.0 12600.0 14.083 5195.1880 7767.80 . . V . Q • . 14.167 5249.4900 7884.61 . . V . Q . . 14.250 5305.0060 8060.90 . . V . Q • . 14.333 5362.0710 8285.85 . . V . 0 . . 14.417 5420.7200 8515.87 . . V . 0 . . 14 500 5480 7940 8722 67 V 0 { ^ ^ ^ ^ . ^ ^ ^ 14.583 5542.1320 8906.36 . . V . 0 . . 14.667 5604.5540 9063.64 . . V . 0 . . 14.750 5667.8440 9189.71 . . V . Q. . 1 14.833 5731.8090 9287.73 . . V . Q. . 14.917 5796.2970 9363.73 . . V . Q. . 15.000 5861.2030 9424.25 . . V . Q. . 15.083 5926.4590 9475.21 . . V . 0 . 15.167 5992.0180 9519.18 . . V . Q . 15.250 6057.9450 9558.08 . . V . 0 . 15.333 6123.9170 9593.62 . . V . 0 . 15.417 6190.1010 9609.87 . . V . 0 . 15.500 6255.8630 9548.71 . . V . 0 . 15.583 6320.4310 9375.23 . . V . Q. . 15.667 6383.1750 9110.46 . . V . 0 . . } 1 15.750 6444.1300 8850.65 . . V . 0 . . 15.833 6503.7520 8657.18 . . V . 0 . . 15.917 6562.6130 8546.51 . . V . 0 . . 16.000 6621.6600 8573.60 . . V . 0 . . 16.083 6683.2400 8941.50 . . V . 0 . . 16.167 6751.6430 9932.09 . . V . .0 . 16-250 6829.0960 11246.14 . . V . . 0 . 16.333 6913.9480 12320.53 . . V . . Q. 16.417 7000.1370 12514.72 . . V . . Q. I . 16.500 7083.9930 12175.81 ~ . V . . 0 . 16.583 7165.4240 11823.79 . . V. . 0 . 16.667 7244.4210 11470.35 . . V. . 0 . 16.750 7320.6090 11062.49 . . V. . Q . 16.833 7394.2520 10692.94 . . V. . 0 . 16.917 7466.0320 10422.45 . . V. . 0 . 17.000 7536.6500 10253.80 . . V . 0 . 17.083 7606.5530 10149.89 . . V . 0 . 17.167 7675.5590 10019.58 . . V .0 . 17.250 7743.2740 9832.23 . . V .0 . 17.333 7809.3610 9595.81 . . V 0 . 17.417 7873.9530 9378.80 . . V Q. . 17.500 7937.2490 9190.54 . . .V Q. . 17.583 7999.3540 9017.66 . . .V 0 . . 17.667 8060.3640 8858.66 . . .V 0 . . 17.750 8120.3970 8716.82 . . .V 0 . . 17.833 8179.5790 8593.17 . . .V 0 . . 17.917 8238.1020 8497.47 . . .V 0 . . 18.000 8296.1350 8426.40 . . . V 0 . . 18.083 8353.7710 8368.73 . . . V 0 . . 18.167 8411.0270 8313.67 . . . V 0 . . 18.250 8467.8860 8255.82 . . . V 0 . . 18.333 8524.2800 8188.45 . . . V Q . . 18.417 8580.0440 8096.89 . . . V 0 . . 18.500 8635.0170 7981.99 . . . V 0 . . 18.583 8689.2000 7867.45 . . . VQ . . 18.667 8742.6560 7761.88 . . . VQ . . 18.750 8795.4170 7660.79 . . . VQ . . 18.833 8847.5060 7563.34 . . . VQ . . 18.917 8898.9810 7474.23 . . . 0 . . 19.000 8949.9370 7398.67 . . . 0 . . 19.083 9000.4550 7335.34 . . . 0 . . 19.167 9050.5900 7279.61 . . . QV . . 19.250 9100.3750 7228.75 . . . 0 V . . 19.333 9149.8350 7181.56 . . . 0 V . . 19.417 9198.9880 7137.08 . . . 0 V . . 19.500 92A.7.8530 7095.03 . . . Q V . . am 19.583 9296.4450 7055.69 . . . Q V . . 19.667 9344.7850 7018.97 . . . 0 V . . " 19.750 9392.8860 6984.27 . . . 0 V . . 19.833 9440.7590 6951.24 . . . 0 V . . 19.917 9488.4150 6919.73 . . .0 V . . 20.000 9535.8620 6889.36 . . .Q V . . END OF FLOOD ROUTING ANALYSIS = = __ � �e 4§1 Ato oaf ^° c E FUSCOE WILLIAMS LINDGREN & SHORT APPENDIX VI Etiwanda / San Sevaine Watersheds To Jurupa Basin c c c c c c �4*WM44'n441n 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 4.1 Analysis prepared by: Fuscoe, Williams, Lindgren Short DESCRIPTION OF STUDY ************************** =" ~ ETIWANDA / SAN SEVAINE FULLY DEVELOPED HYDROLOGY TO JURUPA BASIN, WITH * * DIVERSION OF ETIWANDA FLOWS TO SAN SEVAINE BASIN NO 5. MAX FLOW BY OF ETIWANDA FLOWS = 2500 cfs. FULLY DEVELOPED BASINS 2-5 AND RICH BASIN. * ** ***** *� ***************************************************************** = �lLE NAME: C:\ESS\DIV2\SSEDIV12.DAT TIME/DATE OF STUDY: 21: 2 2/ 4/1989 `*******4**** 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(UNUEVELOPED/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)= .68 441 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 40 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 16.00 °� *USER SPECIFIED P DEPTH REDUCTION FACTORS: 5-MINUTE FACTOR = .425 30-MINU|E 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 ; 49.104 2956.648 7 60.090 1676.788 g 66.654 1001.738 ' 9 71.602 755.203 10 75.648 617.529 11 79.021 514.881 12 81.980 436.329 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 9 93.529 151.229 20 94.385 130.676 21 95.128 113.351 � � 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 = 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 =* 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 52 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) = 200.7896 TOTAL STORM RUNOFF VOLUME-(ACRE-FEET) = 1402.0670 ~ -___________-_________ _ ~~ OW WO WO WO °° = __= - 24-HOUR STORM ra RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) rai _ ________ . TIME(HRS) VOLUME(AF) Q(CFS) O. 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 0 • . _~ 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 . Q . 15.250 800.0663 1311.97 . . . V . 0 . ~~ 15.333 809.0485 1304.20 . . . V . Q . ~~ 15.417 817.9064 1286.17 . • . V . 0 • 15.500 826.5175 1250.33 . . . V .0 • ~- 15.583 834.7940 1201.75 . • . V Q . 15.667 842.6237 1136.87 . . . V 0 . . . 15.750 849.8909 1055.19 . . . V Q . . ~~ 15.833 856.2488 923.17 . . . QV . . 15.917 862.2013 864.31 . . .Q V . . = 16.000 868.0995 856.43 . . .0 V . . 16.083 874.3675 910.11 . . . 0 V . . °° 16.167 881.2829 1004.11 . . . Q . . °� 16.250 888 1098.43 . . . V 0 . . 16.333 897.2424 1218.90 . . . V 0 . =~ 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 . . . VO . . °e 16.750 941.1744 1097.23 . . . VO . . me 16.833 949'2716 1175.71 . ' . V Q. . 1 957.7034 1224.29 . . . V 0 MN 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 . 0 . . 17.333 1001.8040 1281.89 . . . v . Q . °� 17.417 1010.4350 1253.29 . . . V .Q . 17.500 1018.5930 1184.52 . . . Q. . . 17.583 1026.4670 1143.34 . . . QV. . 17.667 1034.1720 1118.65 . . . 0 V. . ~� 17.750 1041.7370 1098.55 . . . Q V. . ra, 17.8 1049.1680 1078.97 . . . 0 V. . 17.917 1056.4650 1059.53 . . . 0 V . ^0 Q V , 18.000 1063.6580 1044.39 . . . . Ai *** ****** w ********************************************* *** ******* ****** *** ** FLOW PROCESS FROM NODE 1.00 TO NODE 401.00 IS CODE = 5 _ --- ___ --- _ ______ ________ )}})MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< . ------------------ =_______=_________ _ _ - ~u 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 0 = 1080.88 CFS = 33.57 FPS -^ ESTIMATED CHANNEL ROUTING COEFFICIENT = .952 = MODIFIED CHANNEL ROUTING COEFFICrENT 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 1(204.1 940.8 .~ 16.250 1098.4 1034.4 16.333 1218.9 1137.4 ~~ 16.417 1345.3 1259.6 16.500 1551.1 1412.3 = 16.583 1265.6 1453.8 . 16.667 1119.6 1220.3 16.750 1097.2 1113.9 4. 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 . 17.593 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 ^~ 18.000 1044.4 1054.7 *******h °ia FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 I8 CODE = 1 ----------------------------- --------- - - `44 >>>)>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(UNUEVELOPED/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 = .425 30-MINUlE 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 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 /9.13O 1*14.*'71 10 82.819 1078.076 m 11 85.633 822.094 °m 12 87.857 649.759 13 89.552 495.372 m 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 ~ 2: 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 9 9 788 5 52 5.350 ~ , _. 53 99.806 5.435 54 99.827 6.026 AN 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 61 99.957 5.435 m 62 99.976 5.437 °w 63 99.994 5.435 64 100.000 1.621 ma =m TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 460.1369 ~ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2013.9540 ma ~ -~ = ~ 24-HOUR STORM 41, RUNOFF HYDROGRAPH ~� =========== ===========____ _ __ _ __=_______=_______ � = __________ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) =m -- TIME(HRS) VOLUME(AF) Q(CFS) 0. 650.0 1300.0 1950.0 2600.0 ido 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. Q ~ . ~ 14.417 1003.2330 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 0 . ~ 14.750 1054.3870 2010.99 . . V 0 . ~_ 14.833 1068.3270 2024.08 . . .V .Q . 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 .Q . 15.333 1152.0730 2013.54 . . . V Q . _ 15.417 1165.7540 1986.55 . . . V 0 . 15.500 1179.0210 1926.33 . . . V Q. . ~ 15.583 1191.5920 1825.35 .' . . V Q . . 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 . 0 . ~ 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 1993.23 . . . V 0 . =° 17.000 1409.8740 2013.23 . . . !/ 0 . 17.083 1423.8460 2028.76 . . . V .0 . = 17.167 1437.8570 2034.37 . . . V .Q . 17.250 1451.7320 2014.60 . . . V Q . -~ 17.333 1465.2780 1966.89 . . . VQ . aw 17.417 1478.2440 1882.60 . . . QV. . 17.500 1490.5600 1788.35 . . . 0 V. . °., 17.583 1502.4740 1729.84 . . . 0 V. . 17.667 1514.0670 1683.30 . . . 0 V . me 17.750 1525.3860 1643.63 . . . 0 V , �� 17.833 1536.5140 1615.73 . . . 0 V . 17.917 1547.4840 1592.81 . . . 0 V . MS 18.000 1558.3140 1572.66 . . . 0 V . wm ********� FLOW PROCESS FROM NODE 401.10 TO NODE 401.00 IS CODE = 1 _________ >}>>>UNIT ANALYSIS<<<<< = ======________________ _=____ __= ________ - _ ____ (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .159 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTEKVAL 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 = .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 2 32.371 1177.663 =v 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 99.807 12.377 ww 9 99.952 6.189 10 100.000 2.063 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 116.1425 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 193.0063 44 °~ == _ _____=___ _ VINI 24-HOUR STORM ma RUNOFF HYDROGRAPH "a ==================_==== _ ____==========_____=_____ ______ == HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ma `� TIME(HRS) VOLUME(AF) Q(CFS) 0. 125.0 250.0 375.0 500.0 °= 15.083 111.0544 197.10 . . 0 . V . . ~a" 15.167 112.4041 195.97 . . 0 . V . . �� 15.250 113.7454 7454 194.75 75 . . 0 . V . . 15.333 115.0776 193.45 . . Q . 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 . Q . . V . . ,_ 15.833 120. 4601 110.62 . 0 . . V . • 15.917 121.2985 121.73 . Q. . V . • -- 16.000 122.3038 146.27 . .0 . V . • 16.083 123.8191 219.73 . . Q . V • . . "~ 16.167 126.5994 403.70 . . . V . 0 . ~~ 16.250 129. 8520 472.27 . . . V . Q . 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 . . 0 . V . . _ 16.833 139.2688 197.03 . . 0 . V . . 16.917 140.6395 199.03 . . Q . V. . - 17.000 142.0241 201.04 . . 0 . V. . 17.083 143.4006 199.86 . . 0 . V. . 17.167 144.6721 184.62 . . 0 . V. . ~, 17.250 145. 7808 160.99 . . Q . 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 . Q . .V . 17.667 150.5983 134.49 . 0 . .V . ~. 17.7 151.5116 132.61 . 0 . .V . = 17.833 152.4133 130.91 ' 0 . .V . 17.917 153.3041 129.35 . 0 . .V . ~~ 18.000 154. 1847 127.87 . Q . .V . em ********u*w************************************************************* °a FLOW PROCESS FROM NODE 401.00 TO NODE .43 IS CODE = 3 >>>>>MODEL FLOW-THROUGH DETENTION BASIN ROUTING<<<<< _________ we ~= ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH'A FLOW-THROUGH DETENTION BASIN °° USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: m 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) ,, A4 | ~~ { V __effective depth .. � (and volume) _ | | | | | |....V ` | detention | <--> : outflow basin � | ________ ^~ | ^ { \ ; | storage : basin outlet . V _________ .. OUTFLOW (STREAM 1) _ ----- - BASIN ROWING 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 1 5. 333 .000 3516.4 21.04 2237.1 278.757 -~ 15.417 .000 3471.9 21.43 2253.8 287.147 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 40 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 *w 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 3297.0 28.04 2532.8 429.075 17.500 .000 3158.0 28.23 2542.0 433.61U 17.583 .000 3038.0 28.39 2549.4 436.683 .. 17.667 .000 2953.4 28.52 2555.4 439.424 4.1 17.750 .000 2888.5 28.62 2560.2 441.685 17.833 .000 2838.9 28.71 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 ~00 18.083 .000 2713.1 28.89 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 OR 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 0. 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 SPE.CIFlEU HEAK L4-MUUM HAlNI-HLL(1NLM)= 1..:.o0 - *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 411 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 =w 1-HOUR FACTOR = .491 3-HOUR FACTOR = .837 4,0 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 anif .. 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 20.607 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 13.005 31 99.930 11.984 . 32 99.936 .704 33 99.941 .676 u* 34 99.946 .652 wis 35 99.950 .571 36 99.954 .564 414N 37 99.958 .604 38 99.963 .620 °~ 39 99.967 .492 °te/ 40 99.969 .284 41 99.971 .282 - 42 99.973 .282 43 99.975 .282 282 ~ 44 99.977 . 45 99.v/y 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 = ~~ a. = = .ft 410 m =w say *vs 2 4-HOUR STORM . RUNOFF HYDROGRAPH _ ________ . HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . TIME(HRS) VOLUME(AF) Q(CFS) O. 250.0 500.0 750.0 1000.0 ~= -- --------- ---- 15.083 453.6768 728.22 . . . V Q. . "" 15.167 458.6814 726.67 . . . V Q. . 4... 15.250 463. 6698 724.31 . . . V Q • . 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 6 18.28 . . . Q . . °. 15.750 490.9295 551.30 . . . 0 V . . =" 15.833 494.3273 493.36 . . Q. V . . 15.917 497.5644 470.03 . . Q . V ~ . - 16.000 500.7989 469.66 . . O . V . . 16.083 504.3418 514.42 . . 0 V . • ~� 16.167 508.4680 599.13 . . . 0 V • . . _` 16.250 513.3865 714.17 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 . Q . - 16.583 537.5527 765.78 . . . V 0 . 16.667 542.3281 693.40 . . . 0 . . °° 16.750 547.0335 683.22 . . . 0 . . _ 16.833 551.8658 701.65 . . . VQ . . 16.917 556.7526 709.56 . . . VQ . . - 17.000 561.7072 719.40 . . . 0 . . 17.083 566.6929 723.92 . . . 0 . . ~ 17.167 571.7001 727 . . . VO. . 17.250 576.6536 719.24 . . . 0 . . °� 17.333 581.4705 699.41 . . . Q V. . o 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 y , °" 18.000 612.8953 518.38 . . Q V . ..IV ********* .111% ~ 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 AW 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 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 1.872 203.485 2 8.108 678.043 . 3 19.891 1281.051 4 43.414 2557.525 ~~ 5 63.665 2201.724 44~ 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 41N 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 9V.V95 .'Z9B 29 99.998 .298 30 100.000 .216 = TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 151.4738 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 786.2582 =w _ _=_________=====______===== ==== 2 4-HOUR STORM ^� RUNOFF HYDROGRAPH = HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~ TIME(HRS) VOLUME(AF) Q(CFS) O. 275.0 550.0 825.0 1100.0 _= 15.083 450.3804 746.90 . . . V Q . • ~~ 15.167 455.5005 743.44 . . . V 0 . • ~. 15.250 460.5900 738.99 . • . V 0 . • 15.333 465.6393 733.16 . • . V 0 ~ • ~ 15.417 470.5953 719.62 . • . V 0 . . 15.500 475.3408 689.04 . . . VO • • - 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 . . Q . V . . `- 16.000 496.1617 465.96 . . 0 . V . • 16.083 499.8950 542.08 . . Q. V , • = 16.167 504.6113 684.80 . . . QV ,. . ~ 16.250 510.43/8 846.01 . . . V 0 • 16.333 517.7464 1061.21 . . . V . 0 . - 16.417 524.2905 950.20 . . . V . Q . 16.500 529.2668 722.56 . . . 0 . . - 16.583 533.7173 646.21 . . . 0 V . . ~~ 16.667 538.2931 664.40 . . . 0 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 . . . 0 V . . = 17.250 573.4173 718.19 . . . 0 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 . . 0 V . 17.667 594.2014 562.07 . . 0 V . ~� 17.750 597.9871 549.69 . . Q. V . mu. 17.833 601.6976 538.77 . . Q. V . 17.917 605.3370 528.43 . . Q. V ■ MN 18.000 608.8913 516.08 . . 0 . V . ne ************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.10 IS CODE = 5 >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<( WM ____====________ 300 40 THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5-MINUTE ••• INTERVALS the National Engineering Handbook, • H' Chapter 17, page 17-52, August,1972, U.S. Department of Commerce). Awl 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 40S CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1931.45 . AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1261.90 wW 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 = aw 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 ~ 15.933 943.3 980.8 15.917 917.4 929.3 -~ 16.000 935.6 927.5 _ 16.093 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 = 16.667 1357.8 1382:8 16.750 1383.0 1371.8 ~~ 16.833 1418.4 1402.4 16.917 1441.1 1430.8 Or 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 17.593 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 ^O 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 18.500 886.8 898.1 . 18.583 867.2 876.0 wm 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 ~4 19.500 753.5 756.6 19.583 746.8 749.8 19.667 740.5 743.3 19.750 734.5 737.2 19.833 728.7 731.3 -0 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-HYDROGRAPH ADDED TO STREAM 42) WATERCOURSE "LAG" TIME = .226 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTEHVAL 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 44 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 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 40 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 4.0 _ === = UNIT HYDROGRAPH DETERMINATION __ INTERVAL "S" GRAPH UNIT HYDROGRAPH ow NUMBER MEAN VALUES ORDINATES(CFS) m61 -- ------ ------------ 1 2.932 393.908 me 2 15.173 1644.725 3 40.880 3454.066 ow 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 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 L7 99.854 4.464 28 99.880 3.500 ~ 29 99.896 2.112 30 99.912 2.161 ~o 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 __ ____ ________ _________ . . . . = . = ft. ~= . _ =° 24-HOUR STORM m RUNOFF HYDROGRAPH m=======================______ 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 . . . 0 ~ . ~~ 15.167 494.8885 905.94 . . . QV . . = 15.250 501.0703 897.60 . . . QV . . 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 . . Q . V . . ~ 15.750 529.4535 449.15 . .Q . V . . ~. 15.833 532.4562 436.00 . Q . V . . 15.917 535.5560 450.08 . .0 . V . . - 16.000 539.0287 504.25 . . Q . V . . 16.083 543.8768 703.94 . . 0 . V . . AN 16.167 551.6126 1123.24 . . . V 0 . . 16.250 562.5976 1595.02 . . . V . Q. ~~ 16.333 572.9306 1500.35 . . . V . Q . - 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 . . .0 V . . _ 16.833 608.2318 893.30 . . . 0 V . . 16.917 614.4855 908.05 . . . 0 V . . ~~ 17.000 620.7933 915.89 . . . Q 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 . . 0 . V . 17.500 654.3635 707.40 . . Q . V . 41 17.583 659.0824 685.19 . . 0 . V . 17.667 663.6959 669.88 . . 0 . V . . 17.750 668.2278 658.03 . . Q . .V . ~" 17.833 672'6929 648.34 . . 0 . .V . 17.917 677.0894 638.36 . . 0 . .V . ~~ 1 8.000 681.4320 630.56 ' . Q . .V . . *************************************************************************** = 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 = .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 1.66 91.32 1.120 . 3 2.66 185.25 5.000 4 4.66 429.54 18.000 =tre 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 .5 ~~ INFLOW - (STREAM 2) � - . | =~ V _effective depth --- | (and volume) ~_ | � | � ^~ | � � V | detention 1<-->| outflow ~~ . basin 1 | | A I \ ~ | | 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 1696.7 122.950 411 14.500 .000 2284.8 11.93 1735.0 126.736 14.593 .000 2341.9 12.15 1786.4 130.561 . 14.667 .000 2374.2 12.37 1837.2 134.260 00 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 0.5 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 1��.51 l`/l/.0 136.6b0 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 =w 16.583 .000 2297.5 13.98 2230.9 161.435 . 16.667 .000 2220.8 13.97 2233.5 161.347 16.750 .000 2246.9 13.98 2233.6 161.439 = 16.933 .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 11.19 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 MI 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 . . --F****T******************************************************************** *.1 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 UOWNSTREAM ELEVA[ION = 1530.00 CHANNEL LENGTH(FT) = 3000.00 MANNINGS FACTOR = .014 �� ww CHANNEL ROUTING COEFFICIENT ESTIMATED: . MAXIMUM INFLOW(CFS) = 2282.98 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1685.50 =° CHANNEL NORMAL VELOCITY FOR Q = 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 °im 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 2064.5 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 1996.7 1993.0 16.250 1965.2 1941'1 . 16.333 2069.2 2032.5 16.417 2158.4 2126.9 4. 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 00 17.083 2266.9 2262.7 = 17.167 2277.9 2274.0 17.250 2283.0 2281.2 ~0 17.333 2277.8 2279.6 17.417 2261.7 2267.4 "M4 17.500 2236.8 2245.6 00 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 l6.000 18.083 2001.6 2013.4 44 18.167 1967.9 1979.8 .� 18.250 1932.4 1944.9 18.333 1893.8 1907.4 18.417 1852.9 1867.3 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 �..4,+++h.4.4*44<4.4,,,,e4.**4-1.******** 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/8QUARE-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 40 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.75 40 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.00 40 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .425 30-MINUTE FACTOR = .465 =w 1-HOUR FACTOR = .491 3-H]UR FACTOR = .837 6-HOUR FACTOR = .928 24-HOUR FACTOR = .953 RUNOFF HYDROGRAFH Llb|1N6 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 87.177 240.276 ~^ 6 94.712 108.436 7 97.830 44.879 ~~ 8 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) = 38.5921 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 65.3305 = = = - 24-HOUR STORM ^ii 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 . . 0 . V . ~ 15.333 38.4424 66.51 . . 0 . V . . . 15.417 38.8895 64.91 . . Q . V . . 15.500 39.2933 58.64 . .0 . V . . == 1 39.6223 47.78 . Q. . V . . 15.667 39.8734 36.45 . 0 . . 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 . .Q . 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 . . 0 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 . . 0 . 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. . 1 48.6786 66.31 . . Q . V. . ~~ 17.250 49.0984 60.96 . . 0 . V . 17.333 49.4736 54.48 . 0 . V . 17.417 49.8197 50.25 . Q . 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 44.09 . Q . . .V ' 17.917 51.6948 43.45 . 0 . . 'V . -2 18.000 51.9902 42.89 . 0 . . .V . . **************************************************************************** . FLOW PROCESS FROM NODE 44.00 TO NODE 43.00 IS CODE = 1 >>>>>UNIT 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 = 8000.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 290.000 FEET ~ BASIN FACTOR = .017 WATERSHED AREA = 1251.00U ALHEb 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 = .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) - � 1.478 223.665 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 = 11 98.468 97.185 12 98.933 70.244 = 13 99.380 67.618 14 99.752 56.312 to 15 99.938 28.156 16 100.000 9.385 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 378.6508 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 659.2186 am = ==_____=====______________ __ - 24-HOUR STORM ^0 RUNOFF HYDROGRAPH = ______ °m 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 . . . 0 . . = 15.250 377.9673 673.70 . • . 0 . . 15'333 382.5834 670.26 . . . 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 . . Q . V . . 16.083 414.2772 503.10 . . 0 . V . . = 16.167 418.9017 671.48 . . . 0 V . . _, 16.250 425. 1426 906. 18 . . . V Q • 16.333 432.2603 1033.50 . . . V . 0 . ~° . 439.8579 1103.17 . • . V . 0 . 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 . . .0 V . . 16.833 465. 4735 651.70 . . .Q V ~ . 16.917 469.9583 651.20 . . .0 V . . ~ 17.000 474.5551 667.45 . . . 0 V . . 17.083 479.2321 679.09 . . . 0 V. . - 17.167 483.8835 675.38 . . . Q V. . ~_ 17.250 488.3542 649. 16 . . .Q 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 . . 0 . V . 17.667 507.0822 491.55 . . 0 . V . - 17.750 510.3763 478.30 . . 0 . V . ~~ 17.833 513. 468.39 . . 0 . ,V , 17.917 516.7780 461.14 . . 0 . .V . °~ 18.000 519.9087 454.58 . ~ Q . .V . �r r *********w**************************************************** ************* °= FLOW PROCESS FROM NODE 43.00 TO NODE 404.00 IS CODE = 5 >>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< ' ==========___ ______ MI -° THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5-MINUTE mm INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17-52, August,1972, "~ U.S. Department of Commerce). w= ASSUMED REGULAR CHANNEL INFORMATION: -^ BASEWI[TH(FT) = 20. 00 CHANNEL Z = . 00 UPSTREAM ELEVATION = 1530.00 - DOWNSTREAM ELEVATION = 1450.00 CHANNEL LENGTH(FT) = j6b0.00 MHNN1Nd 1-HU|UM = .ol'+ . 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 16.030 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 - 16.593 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 2367.1 410 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 1V.083 zVV:D.+ 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-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 = .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 =m ------------------ - - INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 8.771 108. 192 b3.3U6 ono—sob 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 = °~ °~ °~ = � Mit � Alf = ago 4so _ ~~ 24-HOUR STORM *tio RUNOFF HYDROGRAPH _ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) � -~ TIME(HRS) VOLUME(AF) Q(CF8) O. 50.0 100.0 150.0 200.0 °owe ________________ 15.083 30.5189 55.00 . .0 . V . . ~~ 15.167 30.8963 54.81 . 0 . V . . =~ 15.250 31.2724 54.61 . 0 . V . . 15.333 31.6469 54.38 . 0 . V . . ~~ 15.417 32.0030 51.70 . Q . V • • 15.500 32.2723 39.11 . 0 . . V . . = 15.583 32.4770 29.72 . Q . . V . . 15. 32.6789 29.32 . Q . . V . . - 15.750 32.8904 30.71 . Q . . V . . _~ 15.833 33.0989 30.28 . 0 . . V . . 15.917 33.3201 32.12 . 0 . . V . • -- 16.000 33.6058 41.48 . 0 . • V . • 16.083 34.1353 76.87 . . Q . V ~ . -~ 16.167 35.3036 169.65 . . . V . Q • ~ 16.250 36.2540 137.99 . . . 0 . . 16.333 36.6598 58.93 . .0 . V . • ~^ 16.417 36.9198 37.75 . 0 . • V . • 16.500 37.2220 43.88 . Q . . V ~ ~ - 16.583 37.5816 52.20 . 0 • V . • 16.667 37.9555 54.30 . Q . V . . 16.750 38.3332 54.83 . 0 • V . . 16.833 38.7137 55.26 . .0 . V. . 16.917 39.0967 55.61 . .0 . Y. . - 17.000 39.4817 55.89 . .Q . V. . 17.083 39.8597 54.89 . Q . v. . ~- 17.167 40.1948 48.66 . Q. . V . °~ 17.250 40.4924 43.22 . Q . . V . 1 7.333 40.7778 41.43 . Q . . V . ~~ 17.417 41.0575 40.62 . 0 . . V . 17.500 41.3330 40.00 . Q . . .V . = 17.583 41.6046 39.43 . 0 . . .V . 17.667 41.8727 38.93 . Q . . .V . -~ 17.750 42.1376 38.46 . Q . . .V . "= 17.833 42.3995 38.03 . Q ~ . 'V ~ 17.917 42.6586 37.62 . 0 . ■ . V . �� 18.000 42.9150 37.23 . 0 . . . V . mil -******* . ° FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 7 _ __ .,,; NUMBER 2 ADDED TO STREAM NUMBER 1<<(<< ^� _________-___= =____ MO ,n .********************************************nc************************** FLOW PROCESS FROM NODE .43 TO NODE .44 IS CODE = 3 _ __ >>}>MODEL FLOW-THROUGH DETENTION BASIN ROUTING<<<<< =" = ===== we = ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN = USING FIVE-MINUTE UNIT INTERVALS: SPEL11-1EU bA61N LUNU1\1UN *1-(t Hb t DEAD STORAGE(AF) = .000 = SPECIFIED DEAD STORAGE(AF) FILLED = .000 ..r 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 K-->| outflow 1 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 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 =w 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 =w 15.667 .000 5047.4 12.35 4635.3 126.208 15.750 .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 0^ 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 me 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 1b.917 .000 b4/0.9 1n./13 no,o.n 1,o.u61 17.000 .000 5502.9 16.00 5097.5 173.653 - 17.083 .000 5539.5 16.22 5125.0 176.508 4iii 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 , ww 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 VW 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 16.39 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 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 20.083 .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 3940.8 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 . mw �******, FLOW PROCESS FROM NODE 4.00 TO NODE 4.10 IS CODE = 1 ~~ >>>>>UNIT-HYDROGRAPH ANALYSIS<<<(< 40 ___ _ __________- __=______=_ _ . (UNIT-HYDROGRAPH ADDED TO STREAM #1) 4016 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 A0Nu NA|EH0ul-c6E. = 64().000 1-Lti BASIN FACTOR = .015 WATERSHED AREA = 585.000 ACRES BASEFLOW = .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 2696.776 749.255 9 7 286 749 4 ^ ^ ~_ 5 99.141 131.231 6 99.656 36.464 ~~ 7 99.914 18.232 100.000 6.077 = =" TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 119.3719 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 372.8982 ~~ ==_ �� 24-HOUR STORM A. RUNOFF HYDROGRAPH .� __________ _______ _____ ___ �_=======_ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) Ali ___ - TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 ~~ 15.083 215.9661 393.89 . . Q . V . . -- 15.167 218.6596 391.10 . . Q . V . . °_ 15.250 221.3331 388.19 19 . . 0 . V . . 15.333 223.9841 384.93 . . 0 . V , , °_ 15.417 226.5054 366.08 . . Q . V . . 15.500 228.4475 282.00 . . 0 . V . . - 15.583 229.8863 208.91 . Q. . V . . 15.667 231.2623 199.80 . Q . . 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 . Q. _, 16.250 253.0658 796.91 . . . V . Q . 16.333 255.8267 400.89 . . 0 . V . . °~ 16.417 257. 6280 261.55 . . Q . V . . 16.500 259.6776 297.59 . . 0 . V . . ` 16.583 262. 1709 362.03 . . Q . V ~ . 16.667 264.8142 383.82 . . Q . V . . 16.750 267.5101 391.44 . . 0 . V . . ~~ 16.833 270.2464 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. . ~ 17.167 280.9732 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 . ~ Q . 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 ' .Q . .V . 17.917 297.4632 248.71 . .Q . .V , `� 18.000 299. 1556 245.74 . Q . , V , as �******************************************************* FLOW PROCESS FROM NODE 2.00 TO NODE 2. 00 IS CODE = 1 >>>>}UNIT-HYDROGRAPH ANALYSIS<<(<( °° ====______________ _ _______===___-' _ "so (UNIT-HYDROGRAPH ADDED TO STREAM #3) ~� WATERCOURSE "LAG" TIME = .636 HOURS A. UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES =° UNIT INTEKVAL PERCENTAGE OF LAG-TIME = 13.099 4110 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 = 19b0.0w ALHLb BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): 411i "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 3.531 589.553 ~- 3 7.053 834.867 4 12.182 1215.882 ~ 5 18.808 1570.458 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 ~° 5 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 -u "Ii./o.- i+up.do,' 29 92.324 135.571 `° 30 92.821 117.803 .1, 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 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 10.895 68 99.105 10.836 ~ 69 99.150 10.887 70 99.196 10.885 - 71 99.242 10.836 ~~ 72 99.288 10.895 73 99.334 10.836 �� 74 99.380 10.887 75 99.426 10.895 *� 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 40 83 99.643 5.096 . 84 99.667 5.642 85 99.688 5.096 Ai 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 - 91 99.817 5.096 92 99.839 5.096 ~ 93 99.860 5.096 94 99.882 b.098 95 99.903 5.096 96 99.925 5.096 97 99.946 5.096 98 99.968 5.096 99 99.989 5.098 100 100.000 2.555 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 342.4125 TOTAL STORM RUNOFF VOLUME(ACRE-FEET/ = 2271.4440 = __________________ = 2 4-HOUR STORM 40 RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) 40 - TIME(HRS) VOLUME(AF) Q<CFS> O. 600.0 1200.0 1800.0 2400.0 ,. 15.083 1214.5140 1978.68 . . .V . 0 . -~ 15.167 1228.1700 1982.79 . . .V . Q . 44 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 .Q . 15.667 1308.2730 1847.76 . . . V Q . ~ 15.750 1320.5380 1780.83 . . . V Q. . ~_ 15.833 1332.3160 1710.15 . . . V 0 . • 15.917 1343.6150 1640.73 . . . V Q . . - 16.000 1354.2400 1542.67 . . . V 0 . . 16. 1365.0260 1566.17 . • . V Q . • - 16.167 1376.3960 1650.87 . . . V 0 . . _ 16.250 1388.2970 1728.01 . . . V 0 . • 16.333 1400.9170 1832.54 . . . V 0 . - 16.417 1414.2660 1938.24 . . . V . 0 . 16.500 1428.2320 2027.78 . . . V . 0 . 16.583 1442.8530 2123.07 . . . V . 0 . 16.667 1458.9460 2336.65 . . . V . 0 . 16.750 1473.1550 2063.19 . . . V . Q . 16.833 148 1906.13 . . . V .0 . 16.917 1499.2050 1876.21 . . . V .0 . -- 17.000 1512.5550 1938.50 . . . V . 0 . 17.083 1526.1150 1968.86 . . . V . 0 . -~ 17.167 1539.8330 1991.88 . . . V . Q . ~_ 17.250 1553.5490 1991.60 . . . V . 0 . 17.333 1567.2740 1992.83 . . . V . 0 . - 17.417 1580.8780 1975.32 . . . V . 0 . 17.500 1594.3870 1961.48 . . . V . 0 . ~~ 17.583 1607.7110 1934.64 . . . V . 0 . 17.667 1620.7190 1888.71 . . . V .0 . 17.750 1633.4980 1855.61 . . . V 0 . -- 17.833 1646.1490 1836.88 . . . V 0 . 17.917 1658.6870 1820.54 . . . Vg . ^� 18.000 1671.1190 1805.14 . . . VQ . 00 °~ ********0****************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.10 IS CODE = 5 ___ >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< _ 40 00 THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5-MINUTE 40 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 LHANNEL LENG|M(F|) = 2400.00 MANNINGS FACTOR = .030 . CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2336.65 ~~ AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1682.15 ^~ 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 - 17.030 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 ~M 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 1/, page l/-nz, f=lugust,zv/2, U.S. Department of Commerce). ws 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 0 = 1660.44 CFS = 40.19 FPS . ESTIMATED CHANNEL ROUTING COEFFICIENT = .959 _ MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE ~- UNIT INTERVALS IS CSTAR = .994 _ CONVEX ME 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 1589.6 16.250 1702.8 1660.0 16.333 1798.4 1746.9 16.417 1903.7 1847.0 14.500 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 *111 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 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 �. ~� �*************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 .~ >)>>>UN1T-H(ORO6RAPH 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 = 17800.000 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 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 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 5 73.302 3664.560 =° 6 82.163 2086.481 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 68.8V1 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 27.628 °W TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 612.5674 TOTAL STORM RUNOFF VOLUME(ACRE-FEET> = 1165.0090 OW = VW WO MI 46 = 10 _____=========== . 24-HOUR STORM °m RUNOFF HYDROGRAPH °° ==____ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . ~~ TIME(HRS) VOLUME(AF) Q(CFS) O. 550.0 1100.0 1650.0 2200.0 ~ ____ 15.083 655.4016 1229.61 . . . Q . . - 15.167 663.8232 1222.83 . . . Q . . ~_ 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 1122.54 . . 0 V . • 15.583 703.3366 1006.97 . • 0 . V . • 15.667 709.0701 832.50 . . Q . V . . 15.750 714.2766 755.98 . . 0 . V . . ._ 15.833 719.3365 734.71 . . Q . V . . 15.917 724.4773 746.44 . . Q . V . . ~ 16.000 730.0001 801.91 . . Q . V • . . 16.083 736.8435 993.67 . . Q . V . . ~~ 16.167 746.3227 1376.38 . . . 0 • . . 16.250 758.8326 1816.45 . . . V . Q . 16.333 773.8200 2176.16 . . . V . Q. 16.417 784.5177 1553.31 . . . V 0 . . 16.500 792.9726 1227.65 . . . 0 V . • ' 16.583 800.6775 1118.75 . . Q V . . 16.667 808.7000 1164.87 . . . V . . 16.750 816.9023 1190.98 . . . V . . 16.833 825.2857 1217.26 . . . 0 V . . 1 833.7674 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 1152.56 . . 0 V. . 17.333 874.3105 1050.15 . . Q. V . ~~ 17.417 881.1167 988.25 . . 0 . V . 17.500 887.6511 948.79 . . 0 . V . =° 17.583 893.9855 919.75 . . 0 . V . 17.667 900.1627 896.94 . . 0 . V . ~° 17.750 906.2018 876.87 . . Q . .V . . 17.833 912.0948 855.67 ' . Q ' ,V . 17.917 917.8895 841.38 . . Q . .V . -^ 18.000 923.6002 829.20 . . 0 . .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 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 0 = 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 3123.8 ~~ 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 14.167 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 3337.7 3253.5 16.750 3404.1 3372.2 . 16.833 3279.5 3338.6 16.917 3156.5 3215.2 =m 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 17.500 2922.9 2948.0 ~= 17.583 2875.3 2898.0 ,, 17.667 2822.0 2847.4 17.750 2763.4 2791.3 wm 17.833 2711.4 2736.2 17.917 2676.5 2693.2 . 19.000 2647.8 2661.5 . . **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2 . >>>>FLOWBY STRUCTURE ROUTING MODEL{<<<< °° ====_ . ~~ MODEL STREAM NUMBER 3 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 3 WHICH ARE GREATER THAN ~- 2500.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLUW EXt.:ESb 1b AbbUriEU |U eh HUULU }U bihtAM NUmbtrN i . INFLOW INFLOW (STREAM 1) (STREAM 3) m | � | | = � flow excess | _ |< * {=flowby structure | | (flowby 0 = 2500.0 cfs) m | { | | ~~ | � m V V STREAM 1 STREAM 3 _ + FLOW EXCESS FLOWBY wm - - FLOWBY BASIN MODELING RESULTS: `~ MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 1) (STREAM 3) (STREAM 1) (STREAM 3) ~~ (HRS) (CFS) (CFS) (CFS) (CFS) - 15.083 4739.4 3200.4 5439.8 2500.0 15.167 4785.5 3202.1 5487.5 2500.0 -^ 15.250 4826.8 3199.9 5526.7 2500.0 15.333 4867.6 3194.6 5562.2 2500.0 - 15.417 4892.1 3177.4 5569.5 2500.0 15.500 4849.2 3123.8 5473.0 2500.0 15.583 4813.2 3010.6 5323.8 2500.0 _' 15.667 4835.1 2828.0 5163.1 2500.0 15.750 4869.9 2655.8 S025.7 2500.0 ~- 15.833 4898.6 2547.0 4945.6 2500.0 15.917 4932.0 2475.2 4932.0 2475.2 - 16.000 4999.0 2435.5 4999.0 2435.5 _ 16.033 5181.0 2496.2 5181.0 2496.2 16.167 5602.7 2772.9 5875.6 2500.0 ~~ 16.250 5540.8 3232.6 6273.5 2500.0 16.333 5190.0 3709.8 6399.8 2500.0 ~"' 16.417 5104.4 3647.7 6252.1 2500.0 16.500 5195.6 3283.1 5978.7 2500.0 ~~ 16.583 5307.9 3167.8 5975.7 2500.0 = 16'667 5367.7 3253'5 6121.2 2500.0 16'750 5406.5 3372.2 6278.7 2500.0 - 16.833 5440.6 3338.6 6279.2 2500.0 16.917 5472.8 3215.2 6188.0 2500.0 . 17.000 5504. 0 3148.4 6152.5 2500.0 17.083 5525.0 3157.8 6182.8 2500.0 ~= 17. 167 5501.4 3176.2 6177.7 2500.0 °. 17.250 5476.4 3158.7 6135.0 2500.0 17.333 5481.7 3088.8 6070.6 2500.0 m 17.417 5494.3 3007.3 6001.6 2500.0 17.500 5504.5 2948.0 5952.5 2500.0 . 17.583 5511.0 2898.0 5909.1 2500.0 . 17.667 5514.2 2847.4 5861.6 2500.0 17.750 5514.3 2791.3 5805.6 2500.0 . 17.833 5511.5 2736.2 5747.7 2500.0 17.917 5506.1 2693.2 5699.3 2500.0 . 18.000 5498.6 2661.5 5660.1 2500.0 =w 18.083 5485.6 2631.8 5617.4 2500.0 18.167 5456.1 2593.8 5549.9 2500.0 -~ 18.250 5425'0 2538.4 5463.4 2500.0 18.333 5402.8 2460.8 5402.8 2460.8 - 18.417 5381.4 2381.0 5381.4 2381.0 ____ -- - _-__ -_� - 1U.b00 n3n/.O 18.583 5331.3 2245.6 5331.3 2245.6 18.667 5302.8 2175.7 5302.8 2175.7 18.750 5272.4 2101.2 5272.4 2101.2 18.833 5240.4 2033.8 5240.4 2033.8 18.917 5207.1 1981.5 5207.1 1981.5 19.000 5172.7 1939.3 5172.7 1939.3 "************** - 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/SOUARE-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 = .937 6-HOUR FACTOR = .929 24-HOUR FACTOR = .953 °nt 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 1111 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 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) = 303.1797 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 415.7392 = = �■ _ � ~ = = IN , W1 = 24-HOUR STORM om RUNOFF HYDRO8RAPH ~° ______= _=______ _____==___ = _ ___ __ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) - TIME(HRS) VOLUME(AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 16.083 260.8537 354.63 . . 0 . V . ~ 16.167 264.3373 505.82 . . . u . . .~ 16.250 269.0761 688.07 . . . V . 0 . 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 . . . 0 V . . 16.667 290.2855 435.45 . . .Q V . . 16.750 293.2215 426.30 . . .0 V . . 16.833 296. 1515 425.43 . . .0 V . . 16.917 299.1696 438.23 . . .Q V . . 17.000 302.2578 448.41 . . . 0 V. . � �� - FLOW PROCESS FROM NODE 4.10 TO NODE 4.00 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: 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 °44 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 am 11 38. 00 2978. 00 2078.900 m 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) | | 401 | °� V effective depth ----------- | (and volume) ~� � | | � | � | V °= | detention : <--> | outflow _ ; basin | | � ^ | \ = | | 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 5439.8 33.04 2649.9 1694.178 15.167 .000 5487.5 33.29 2667.4 1713.600 ~.. 15.250 .000 5526.7 33.55 2685.1 1733. 170 _ 15.333 .000 5562.2 33.80 2702.9 1752.861 15.417 .000 5569.5 34.05 2720.6 1772.482 15.500 .000 5473.0 34.30 2737.0 1791.326 15.583 .000 5323.8 34.52 2751.8 1809.039 ' 15.667 .000 5163.1 34.74 2765.7 1825.550 15.750 . 000 5025.7 34.94 2778.7 1841.025 ~~ 15.833 .000 4945.6 35.13 2791.0 1855.864 ~ 15.917 .000 4932.0 35.32 2802.9 1870.527 16.000 .000 4999.0 35.51 2815.0 1885.569 ~.. 16.083 .000 5181.0 35.72 2827.7 1901 .776 16.167 .000 5875.6 35.99 2842.7 1922.664 - 16.250 .000 6273.5 36.29 2860.7 1946. 168 00. 16.333 .000 6399.8 36.60 2880.1 1970.408 16.417 .000 6252.1 36.90 2899.3 1993.499 ~� 16.500 .000 5978.7 37.17 2917.2 2014.584 16.583 .000 5975.7 37.44 2934.3 2035.530 me 16.667 .000 6121.2 37.72 2951.7 2057.359 16.750 .000 6278.7 38.01 2969.7 2080.148 .0 16.833 .000 6279.2 38.28 2986.5 2102.825 °.. 16.917 .000 6189'0 38.54 3001.6 2124.769 17.000 .000 6152.5 38.79 3016.4 2146.367 -~ 17.083 .000 6182.9 39.04 3031.1 2168.073 17.167 .000 6177.7 39.29 3045.7 2189.643 me 17.250 .000 6135.0 39.54 3060.2 2210.820 ~= 17.333 .000 6070.6 39.78 3074.4 2231.454 17.417 .000 6001.6 40.02 3088.2 2251.519 mi 17.500 .000 5952.5 40.25 3101.6 2271. 153 17.583 .000 5909.1 40.47 3114.8 2290.397 °0 17.667 .000 5861.6 40.69 3127.7 2309.226 4m 17.750 .000 5805.6 40.91 3140.3 2327.583 17.833 .000 5747.7 41.11 3152.6 2345.456 ~0 17.917 .000 5699.3 41.32 3164.5 2362.913 18.000 .000 5660.1 41.52 3176.2 2380.020 *N 18.083 .000 5617.4 41.71 3187.7 2396.753 18.167 .000 5549.9 41.90 3198.9 2412.945 .. 18.250 .000 5463.4 42.08 3209.4 2428.468 18.333 .000 5402.8 42.26 3219.2 2443.506 18.417 .000 5381.4 42.43 3228.6 2458.332 ^ 18.500 .000 5357.6 42.60 3237.8 2472.932 18.593 .000 5331.3 42.77 3246.9 2487.287 ~- 18.667 .000 5302.8 42.94 3255.9 2501.384 18.750 .000 5272.4 43.10 3264.6 2nln.23e 18.833 .000 5240.4 43.26 3273.2 2528.759 - 18.917 .000 5207.1 43.41 3281.6 2542.020 . 19.000 .000 5172.7 43.56 3289.9 2554.987 19.083 .000 5137.4 43.71 3297.9 2567.656 ~° 19.167 .0()0 5101.4 43.85 3305.8 2580.022 19.250 .000 5064.8 44.00 3313.5 2592.083 ~~ 19.333 .000 5027.7 44.13 3320.9 2603.838 . 19.417 .000 4990.3 44.27 3328.2 2615.284 19.500 .000 4952.6 44.40 3335.3 2626.423 - 19.593 .000 4914.8 44.52 3342.2 2637.253 19.667 .000 4876.9 44.65 3348.9 2647.776 ~~ 19.750 .000 4839.0 44.77 3355.4 2657.994 . 19.833 .000 4801.3 44.88 3361.7 2667.908 19.917 .000 4763.7 44.99 3367.9 2677.521 . 20.000 .000 4726.3 45.10 3373.8 2686.835 20.033 .000 4689.2 45.21 3379.6 2695.854 . 20.167 .000 4652.5 45.31 3385.1 2704.582 20.250 .000 4616.2 45.41 3390.5 2713.024 ~~ 20.333 .000 4580.5 45.50 3395.7 2721.183 ~~ 20.417 .000 4545.3 45.60 3400.8 2729.065 20.500 .000 4509.8 45.68 3405.6 2736.669 •~ 20.583 .000 4468.6 45.77 3410.3 2743.958 20.667 .000 4423.3 45.85 3414.8 2750.903 . 20.750 .000 4379.6 45.93 3419.0 2757.519 , 20.833 .000 4337.5 46.00 3423.1 2763.816 20.917 .000 4296.9 46.07 3426.9 2769.808 "~ 21.000 .000 4257.8 46.14 3430.4 2775.507 21.083 .000 4219.9 46.20 3433.8 2780.921 - 21.167 .000 4183.2 46.26 3436.9 2786.061 21.250 .000 4147.7 46.32 3440.0 2790.935 21.333 .000 4113.3 46.37 3442.8 2795.552 - 21.417 .000 4079.9 46.42 3445.5 2799.922 21.500 .000 4047.5 46.47 3448.1 2804.050 ~~ 21.583 .000 4015.9 46.52 3450.5 2807.944 21.667 .000 3985.1 46.56 3452.8 2811.610 - 21.750 .000 3954.9 46.60 3454.9 2815.053 =~ 21.833 .000 3925.3 46.64 3456.9 2818.279 21.917 .000 3896.2 46.67 3458.8 2821.291 ~ 22.000 .000 3867.6 46.71 3460.6 2824.094 22.083 .000 3939.5 46.74 3462.2 2826.692 ~~ 22.167 .000 3811.9 46.77 3463.7 2829.091 22.250 .000 3784.8 46.79 3465.1 2831.292 ~~ 22.333 .000 3758.2 46.82 3466.4 2833.302 - 22.417 .000 3732.0 46.84 3467.5 2835.123 22.500 .000 3706.2 46.86 3468.6 2836.760 ~= 22.583 .000 3680.9 46.87 3469.5 2838.216 22.667 .000 3655.9 46.89 3470.3 2839.494 . 22.750 .000 3631.4 46.90 3471.0 2840.599 . 22.833 .000 3607.3 46.91 3471.7 2841.532 22.917 .000 3583.5 46.92 3472.2 2842.299 . 23.000 .000 3560.1 46.93 3472.6 2842.902 23.083 .000 3537.1 46.93 3472.9 2843.344 . 23.167 .000 3514.4 46.94 3473.1 2843.628 . 23.250 .000 3492.0 46.94 3473.2 2843.757 23.333 .000 3470.0 46.94 3473.3 2843.735 °° 23.417 .000 3448.3 46.94 3473.2 2843.563 23.500 .000 3426.9 46.93 3473.1 2843.246 ^m 23.583 .000 3405.9 46.93 3472.8 2842.785 23.667 .000 3385.1 46.92 3472.5 2842.183 . 23.750 .000 3364.6 46.91 3472.1 2841.442 °= 23.833 .000 3344.4 46.90 3471.6 2840.566 23.917 .000 3324.4 46.89 3471.0 2839.556 -~ 24.000 .000 3304.6 46.87 3470.4 2838.414 24.083 .000 3272.0 46.86 3469.6 2837.053 ~- 24.167 .000 3196.8 46.84 3468.7 2835.181 24.-Ito .UVV 31.22.3 /fo.dl 346/.* zuJ�.uw+ 24.333 .000 3075.4 46.78 3465.9 2830.115 =~ 24.417 .000 3032.7 46.74 3464.2 2827.144 = 24.500 .000 2694.9 46.68 3461.7 2821.863 24.583 .000 2518.6 46.61 3458.1 2815.393 - 24.667 .000 2444.9 46.52 3454.1 2808.442 24.750 .000 2357.2 46.44 3449.7 2800.918 =° 24.833 .000 2227.5 46.34 3444.9 2792.534 -~ 24.917 .000 2014.5 46.22 3439.4 2782.720 25.000 .000 1827.9 46.09 3433.1 2771.665 *= 25.083 .000 1656.8 45.95 3426.1 2759.479 25.167 .000 1530.6 45.80 3418.3 2746.479 ~~ 25.250 .000 987.7 45.60 3409.0 2729.803 ~ _ '5.333 .000 465.1 45.37 3397.4 2709.609 25.417 .000 402.0 45.13 3384.6 2689.068 25.500 .000 361.4 44.89 3371.6 2668.336 25.583 .000 312.0 44.64 3358.5 2647.354 25.667 .000 281.5 44.39 3345.3 2626.254 25.750 .000 242.3 44.15 3332.0 2604.975 - 25.833 .000 216.7 43.90 3318.6 2583.611 25.917 .000 182.4 43.64 3305.2 2562.104 26.000 .000 162.3 43.39 3291.6 2540.552 26.083 .000 133.6 43.14 3278.1 2518.896 26.167 .000 110.4 42.89 3264.5 2497.173 - 26.250 .000 77.3 42.63 3250.8 2475.318 26.333 .000 66.3 42.38 3237.1 2453.480 26.417 .000 39.8 42.12 3223.3 2431.555 ~~ 26.500 .000 39.8 41.86 3209.3 2409.727 26.583 .000 24.4 41.61 3194.8 2387.892 26.667 .000 24.4 41.36 3180.0 2366.159 26.750 .000 17.1 41.10 3165.3 2344.477 26.833 .000 17.1 40.85 3150.6 2322.896 ' 26.917 .000 12.8 40.60 3136.0 2301.386 27.000 .000 12.8 40.35 3121.5 2279.976 ~~ 27.083 .000 10.5 40.10 3107.0 2258.651 27.167 .000 10.5 39.85 3092.6 2237.424 ~ 27.250 .000 8.6 39.60 3078.2 2216.283 ~ 27.333 .000 8.6 39.36 3064.0 2195.241 27.417 .000 7.3 39.11 3049.7 2174.288 27.500 .000 7.3 38.87 3035.6 2153.432 27.583 .000 6.3 38.63 3021.5 2132.666 27.667 .000 6.3 38.39 3007.4 2111.997 27.750 .000 5. 38.15 2993.5 2091.417 - 27.833 .000 5 37.90 2979.0 2070.936 ~_ 27.917 .000 4.4 37.63 2963.3 2050.558 28.000 .000 4.4 37.37 2946.8 2030.293 °° 28.093 .000 3.6 37.11 2930.4 2010.137 28.167 .000 3.6 36.86 2914.1 1990.093 . 28.250 .000 3.1 36.60 2897.8 1970.156 = 28.333 .000 3.1 36.34 2881.7 1950.331 28.417 .000 2.6 36.09 2865.7 1930.613 . 28.500 .000 2.6 35.84 2849.7 1911.005 28.583 .000 2.1 35.59 2833.8 1891.503 . 28.667 .000 2.1 35.34 2818.0 1872.109 40 28.750 .000 1.7 35.09 2802.3 1852.821 28.833 .000 1.7 34.84 2786.7 1833.640 . 28.917 .000 1.3 34.59 2771.2 1814.563 29.000 .000 1.3 34.35 2755.8 1795.593 . 29.083 .000 .9 34.11 2740.4 1776.726 29.167 .000 .9 33.87 2724.6 1757.968 = 29.250 .000 .6 33.63 2708.1 1739.322 ON 29.333 .000 .6 33.39 2691.2 1720.792 29.417 .000 .4 33.15 2674.4 1702.376 ~ 29.500 .000 .4 32.91 2657.7 1684.075 29.583 .000 .3 32.68 2641.2 1665.887 °- 29.667 .000 .3 32.45 2624.7 1647.813 29.750 .000 .2 .J608.3 1b2V.db0 29.833 .000 .2 31.99 2592.1 1612.000 4. 29.917 .000 .0 31.76 2575.9 1594.260 *******v******************************************************************* 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 PEAX 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 HYDROGRAF`H LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ______ UNIT HYDROGRAPH DETERMINATION VW ------------------- � INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) _ 1 .965 218.188 2 3.460 564.292 A. 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 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 = ski � = ° m 24-HOUR STORM mo RUNOFF HYDROGRAPH m =___=========__==__=_______ _ HyDROSRAPHIN FIVE-MINUTE INTERVALS(CB) = TIME(HRS> VOLUME(AF) 0(CFS) O. 375.0 750.0 1125.0 1500.0 ~ - --- ------------- - - 15.083 569'4908 1085.45 . . .V Q . . ~ 15.167 576.9839 1088.01 . . .V Q. . 15.250 584.4782 1088.17 . . . V Q. . 15.333 591.9624 1086.70 . . . V Q . . - 15.417 599.3972 1079.53 . . . V Q . . 15.500 606.7228 1063.68 . . . V Q . . *= 15.583 613.8151 1029.80 . . . V Q . . 15.667 620.5483 977.65 . . . V 0 . . - 15.750 626.8895 920.75 . . . VO . . ~~ 15.833 632.7820 855.59 . . . 0 V . . 15.917 638.2446 793.17 . . .Q V . . ,~ 16.000 643.4852 760.92 . . 0 V . . 16.083 648.9982 800.50 . . .0 V . . ~** 16.167 655.1626 895.07 . . . QV . ~ , 16.250 662.5376 1070.85 . . . V Q . . 16.333 671.1328 1248.02 . . . V . 0 • ` 16.417 680.3935 1344.66 . . . V . 0 . 16.500 690.3943 1452.12 . . . V . 0 . 16.583 700.7229 1499.72 . . . V . Q. 1.667 710.3981 1404.84 . . . V . 0 . 16.750 719.2214 1281.15 . . . V . Q . - 16.833 727.3850 1185.35 . . . V .0 . 16.917 735.1644 1129.57 . . . V 0 . 17.000 742.8731 1119.30 . . . VO. . 17.083 750.4697 1103.02 . . . VO. . -~ 17.167 757.9669 1088.60 . . . VO. . ~~ 17.250 765.2665 1059.91 . . . QV. . 17.333 772.3345 1026.26 . . . 0 V. . - 17.417 779.2142 998.94 . . . 0 V. . 17.500 785.8201 959.18 . . . 0 V. . ~ 17.583 792.0814 909.15 . . . Q V . 17.667 798.0111 860.99 . . . 0 V . 17.750 803.6393 817.21 . . .0 V ~ ~- 17.833 808.9895 776.85 . . 0 V . 17.917 814.1761 753.09 . . 0 V . °� 18.000 819.2289 733.67 . . Q. ,y , m "*************************************************************************** ° ° FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 2 >>>>>FLOWBY STRUCTURE ROUTING MODEL(“(( _ __ _=_____ m m MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM'# 1 WHICH ARE GREATER THAN m 4743.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 3 m m INFLOW INFLOW ~~ (STREAM 3) (STREAM 1) | | ~~ | | | +low excess | |< ----* <=flowby structure ~me | | (flowby Q = 4743.0 cfs) m | | | | ~- ( | V V . STREAM 3 STREAM 1 ~ + FLOW EXCESS FLOWBY == = FLOWBY BASIN MODELING RESULTS: ~~ MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 3) (STREAM 1) (STREAM 3) (STREAM 1) ~~ (HRS) (CFS) (CFS) (CFS) (CFS) 18.083 2781.3 3904.6 2781.3 3904.6 ~ 18.167 2773.7 3899.0 2773.7 3899.0 ~~ 18.250 2761.8 3892.1 2761.8 3892.1 18.333 2707.6 3882.7 2707.6 3882.7 - 18.417 2612.6 3871.8 2612.6 3871.8 18.500 2532.5 3858.6 2532.5 3858.6 „ 18.583 2458.8 3844.2 2458.8 3844.2 18.667 2383.5 3832.1 2383.5 3832.1 18.750 2304.9 3823.2 2304.9 3823.2 18.833 2234.4 3817.8 2234.4 3817.8 18.917 2179.0 3814.8 2179.0 3814.8 19.000 2134.0 3813.0 2134.0 3813.0 19.083 2094.0 3812.4 2094.0 3812.4 ~ 19.167 2057.7 3812.5 2057.7 3812.5 19.250 2023.8 3813.4 2023.8 3813.4 19.333 1991.7 3814.7 1991.7 3814.7 ~- 19.417 1961.4 3816.1 1961.4 3816.1 19.500 1933.5 3817.5 1933.5 3817.5 - 19.583 1907.7 3818.9 1907.7 3818.9 19.667 1883.2 3820.3 1883.2. 3820.3 = 19.750 1859.9 3821.8 1859.9 3821.8 °- 19.833 1837.9 3823.5 1837.9 3823.5 19.917 1816.8 3825.2 1816.8 3825.2 °~ 20.000 1795.9 3826.8 1795.9 3826.8 20.033 1775.0 3828.4 1775.0 3828.4 ~~ 20.167 1754.8 3829.9 1754.8 3829.9 =° 20.250 1736.1 3831.4 1736.1 3831.4 20.333 1719.0 3832.9 1719.0 3832.9 . 20.417 1702.7 3834.3 1702.7 3834.3 20.500 1686.7 3835.6 1686.7 3835.6 . 20.583 1671.1 3836.8 1671.1 3836.8 20.667 1656.1 3837.9 1656.1 3837.9 = 20.750 1641.9 3839.0 1641.9 3839.0 ". 20.833 1628.6 3839.8 1628.6 3839.8 20.917 1615.7 3840.6 1615.7 3840.6 . 21.000 1603.2 3841.1 1603.2 3841.1 21.083 1590.8 3841.5 1590.8 3841.5 "ili 21.167 1578.3 3841.9 1578.3 3841.9 _° 21.250 1565.4 3842.1 1565.4 3842.1 21.333 1552.7 3842.3 1552.7 3842.3 .I 21.417 1541.0 3842.3 1541.0 3842.3 21.500 1530.1 3842.3 1530.1 3842.3 ~= 21.583 1519.6 3842.2 1519.6 3842.2 m 21.667 1509.2 3842.1 1509.2 3842.1 21.750 1498.9 3841.8 1498.9 3841.8 - 21.833 1488.8 3841.5 1488.8 3841.5 21.917 1478.9 3841.1 1478.9 3841.1 =~ 22.000 1469.4 3840.6 1469.4 3840.6 22.083 1460.1 3840.0 1460.1 3840.0 22.167 1451.0 3839.3 1451.0 3839.3 =° 22.250 1442.3 3838.6 1442.3 3838.6 *0 22.333 1433.8 3837.8 1433.8 3837.8 22.417 1425.3 3836.9 1425.3 3836.9 ^MB 22.500 1416.7 3836.0 1416.7 3836.0 22.583 1408.1 3835.0 1408.1 3835.0 06, 22.667 1399.8 3833.9 1399.8 3833.9 ^� 22.750 1392.0 3832.7 1392.0 3832.7 22.833 1384.5 3831.5 1384.5 3831.5 ~ 22.917 1377.0 3830.2 1377.0 3830.2 23.000 1369.6 3828.9 1369.6 3828.9 ~~ 23.083 1362.3 3827.4 1362.3 3827.4 . 23.167 1355.0 3826.0 1355.0 3826.0 23.250 1347.9 3824.4 1347.9 3824.4 -~ 23.333 1341.1 3822.8 1341.1 3822.8 23.417 1334.4 3821.1 1334.4 3821.1 4� 23.500 1327.8 3819.4 1327.8 3819.4 23.583 1321.4 3817.5 1321.4 3817.5 �� 23.667 1315.2 3815.7 1315.2 3815.7 '~ 23.750 1309.1 3813.8 1309.1 3813.8 23.833 1303.2 3811.8 1303.2 3811.8 ~~ 23.917 1297.5 3809.7 1297.5 3809.7 24.000 1291.8 3807.6 1291.8 3807.6 . 24.083 1278.7 3802.3 1278.7 3802.3 24.167 1237.7 3791.8 1237.7 3791.8 24.250 1150.1 3770.1 1150.1 3770.1 ~~ 24.333 1010.3 3736.7 1010.3 3736.7 24.417 866.4 3697.9 866.4 3697.9 24.500 756.7 3650.7 756.7 3650.7 24.583 664.7 3598.0 664.7 3598.0 24.667 575.1 3552.6 575.1 3552.6 24.750 483.0 3516.9 483.0 3516.9 24.833 402.9 3490.1 402.9 3490.1 - 24.917 344.9 3470.2 344.9 3470.2 25.000 303.5 3453.2 303.5 3453.2 - 25.083 271.1 3439.2 271.1 3439.2 ~~ 25.167 245.0 3426.8 245.0 3426.8 25.250 222.6 3415.0 222.6 3415.0 ~ 25.333 202.8 3402.3 202.8 3402.3 25.417 185.1 3388.5 185.1 3388.5 ~ 25.500 169.4 3374.5 169.4 3374.5 25.583 155.1 3360.3 155.1 3360.3 25.667 142.0 3346.1 142.0 3346.1 ^- 25.750 130.1 3332.0 130.1 3332.0 25.833 119.6 3318.6 119.6 3318.6 25.917 110.2 3305.2 110.2 3305.2 26.000 101.5 3291.6 101.5 3291.6 =ili 26.083 93.6 3278.1 93.6 3278.1 °° 26.167 86.5 3264.5 86.5 3264.5 26.250 80.1 3250.8 80.1 3250.8 *ro 26.333 74.3 3237.1 74.3 3237.1 26.417 69.2 3223.3 69.2 3223.3 °n 26.500 64.4 3209.3 64.4 3209.3 w 26.583 60.2 3194.8 60.2 3194.8 26.667 56.5 3180.0 56.5 3180.0 = 26.750 53.4 3165.3 53.4 3165.3 26.833 50.7 3150.6 50.7 3150.6 ao 26.917 48.2 3136.0 48.2 3136.0 27.000 45.9 3121.5 45.9 3121.5 °= 27.083 43.5 3107.0 43.5 3107.0 = 27.167 41.3 3092.6 41.3 3092.6 27.250 39.1 3078.2 39.1 3078.2 -~ 27.333 37.1 3064.0 37.1 3064.0 27.417 35.1 3049.7 35.1 3049.7 ~' 27.500 33.3 3035.6 33.3 3035.6 27.583 31.5 3021.5 31.5 3021.5 27.667 29.7 3007.4 29.7 3007.4 mma 27.750 28.0 2993.5 28.0 2993.5 . 27.833 26.3 2979.0 26.3 2979.0 27.917 24.6 2963.3 24.6 2963.3 ~ °~ *******,v******************************************************************** - FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5 == >>>>}MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<(< _ "~ 4= 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) = 4434.02 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3292.31 CHANNEL NORMAL VELOCITY FOR Q = 3292.31 CFS = 30.76 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .948 ` MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE =~ UNIT INTERVALS IS CSTAR = 1.000 - ., CONVEX ME1HOD CHANNEL ROUTING RESULTS: ~~ MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) = (HRS) (CFS) (CFS) 15.083 3735.3 3729.7 -~ 15.167 3755.4 3750.5 = 15.250 3773.3 3768.9 15.333 3789.6 3785.6 . 15.417 3800.1 3797.5 15.500 3800.6 3800.5 . 15.583 3781.6 3786.3 = 15.667 3743.3 3752.8 15.750 3699.4 3710.2 . 15.833 3646.6 3659.6 15.917 3596.1 3608.5 . 16.000 3575.9 3580.9 Of 16.083 3628.2 3615.3 16.167 3737.8 3710.8 _° 16.250 3931.6 3883.8 16.333 4128.1 4079.7 . 16.417 4244.0 4215.4 16.500 4369.4 4338.4 °= 16.583 4434.0 4418.1 . 16.667 4356.5 4375.6 16.750 4250.8 4276.9 -~ 16.833 4171.9 4191.3 16.917 4131.2 4141.2 o 17.000 4135.7 4134.6 17.083 4134.1 4134.5 17.167 4134.3 4134.3 . 17.250 4120.1 4123.6 w. 17.333 4100.6 4105.4 17.417 4087.1 4090.4 '~ 17.500 4060.8 4067.3 17.583 4023.9 4033.0 . 17.667 3988.7 3997.4 ~~ 17.750 3957.5 3965.2 17.833 3929.4 3936.3 =~ 17.917 3917.6 3920.5 18.000 3909.9 3911.8 °~ 18.083 3904.6 3905.9 18.167 3899.0 3900.4 °* 18.250 3892.1 3893.8 . 18.333 3882.7 3885.0 18.417 3871.8 3874.5 -40 18.500 3858.6 3861.9 18.583 3844.2 3847.8 = 18.667 3832.1 3235.1 =~ 18.750 3823.2 3825.4 18.833 3817.8 3819.2 ~^ 18.917 3814.8 3815.6 19.000 3813.0 3813.5 ~- 19.083 3812.4 3812.5 19.167 3812.5 3812.5 19.250 3813.4 3813.1 ~ 19.333 3314.7 3814.4 19.417 3316.1 3815.7 19.500 3817.5 3817.1 19.583 3818.9 3818.5 19.667 3820.3 3819.9 _ 19.750 3821.8 3821.4 19.833 3823.5 3823.1 ^~ 19.917 3825.2 3824.8 20.000 3826.8 3826.4 =° �***** **=******************************************************************* ~= FLOW PROCESS FROM NODE 4.40 TO NODE 5.00 IS CODE = 1 * >>>>>UNIT-HYDROGRAPH ANALYS'IS<<<<< =======================_____ _ ====______ . = (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(DEVELCPED) 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 KAlNFALL(1NuM/ = 4.in SPECIFIED PEAK 24-HOUR RAINFALL(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 °W 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 58.053 682.339 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) = 11.1060 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 77.5901 % ~ � 00 + ===__ Am 24-HOUR STORM ^s RUNOFF HYDROGRAPH ~� =========_____ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) 44/ °m TIME(-IRS) VOLUME(AF) Q(CFS) O. 50.0 100.0 150.0 200.0 Ar 15.083 44.8637 81.72 . . Q . V . . ^= 15.167 45.4245 81.44 . . Q . V . . 40 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 . .Q . V . ~ law 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 . .Q . 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 . . Q . 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 . . 0 . V. . 16.917 56.9743 82.63 . . 0 . V. . ~-' 17.000 57.5460 83.02 . . 0 . V. . _ `***n*****w************************************************************** 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, *e Hydrology, Chapter 17, page 17-52, August, 1972, U.S. Department of Commerce). AA ASSUMED REGULAR CHANNEL INFORMATION: mo BASEWIDTH(FT) = 24.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1330.00 Am DOWNSTREAM ELEVATION = 1280.00 ^s CHANNEL LENGTH(FT) = 3200.00 MANNINGS FACTOR = .014 -~ CHANNEL ROUTING COEFFICIENT ESTIMATED: 's MAXIMUM INFLOW(CFS) = 4496.32 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3330.92 = CHANNEL NORMAL VELOCITY FOR 0 = 3330.92 CFS = 29.77 FPS =° ESTIMATED CHANNEL ROUTING COEFFICIENT = .946 . ~~ MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .999 -,t CONVEX METHOD CHANNEL ROUTING RESULTS: . MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) ^~ (HRS) (CFS) (CFS) 15.083 3811.5 3803.5 ~~ 15.167 3831.9 3824.9 15.250 3850.0 3843.9 15.333 3866.4 3860.9 ~~ 15.417 3874.1 3871.5 15.500 3857.5 3863.1 15.583 3830.9 3839.9 15.667 3797.8 3809.0 15.750 3758.1 3771.6 ~ 15.833 3710.3 3726.6 15.917 3665.3 3680.6 16.000 3653.2 3657.3 16.083 3728.7 3703.0 16.167 3909.9 3848.3 ° 16.250 4034.4 3992.0 16.333 4153.8 4113.2 - 16.417 4270.2 4230.6 16.500 4405.1 4359.2 16.583 4496.3 4465.3 16.667 4456.5 4470.0 16.750 4358.5 4391.8 16.833 4273.5 4302.4 16.917 4223.9 4240.8 17.000 4217.6 4219.8 17.083 4215.3 4216.1 17.167 4202.5 4206.8 17.250 4182.3 4189.2 17.333 4161.3 4168.4 ~- 17.417 4145.0 4150.5 17.500 4120.7 4129.0 - 17.583 4085.5 4097.5 - 17.667 4049.0 4061.4 17.750 4016.0 4027.2 - 17.833 3986.4 3996.5 17.917 3969.9 3975.5 18.000 3960.5 3963.7 18.083 3953.4 3955.8 -- 18.167 3944.2 3947.3 ~ 18.250 3934.8 3938.0 18.333 3925.1 3928.4 - 18.417 3913.9 3917.7 18.500 3900.7 3905.2 =° 18.583 3886.1 3891.1 18.667 3872.9 3877.4 =^ 19.750 3262.7 3866.2 °= 18.833 3856.0 3858.3 18.917 3852.0 3853.4 ~° 19.000 3849.5 3850.3 19.C83 3848.1 3848.6 = 19.167 3847.7 3847.9 . 19.250 3848.0 3847.9 19.333 3848.9 3848.6 = 19.417 3849.9 3849.6 19.500 3851.0 3850.6 ~~ 19.583 3852.1 3851.7 ~. 19.667 3853.2 3852.8 19.750 3854.4 3854.0 ~ 19.833 3855.7 3855.3 19.917 3857.1 3856.6 -. 0.000 3852.5 3858.0 ********4:******************************************************************* 40 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 = .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 =w 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 7 357.511 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) = 535.4379 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1164.1600 ~ . =m Mal fa ======= ====~____-- ~= 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 . . .V 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 0 . . '= 15.583 677.5859 1154.72 . • . V 0 . • 15.667 685.1163 1093.42 . . . VO . . ~ 15.750 692.1887 1026.90 . . . QV . . ,~ 15.833 698.7332 950.27 . . .0 V . . 15.917 704.8136 882.87 . . Q. V ~ . - 16.000 710.6956 854.07 . . 0 . 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 . . . 0 V . - 17.583 680.2834 984.49 . . .0 V . 17.667 886.6447 923.66 . . 0 V . ~ 17.750 892.6017 864.95 . . Q. V . ' 17.833 898'2684 822'81 . . 0 . V ~ 17.917 903.7415 794.69 . . 0 . ,y , ~~ 18.000 909.0555 771.60 . . 0 . ,y , = * � � 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 40 INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17-52, August,1972, `� U.S. Department o+ Commerce). = ASSUMED REGULAR CHANNEL INFORMATION: - BASEWIDTH(FT) = 25.00 CHANNEL 2 = .00 UPSTREAM ELEVATION = 1280.00 DOWNSTREAM ELEVATION = 1190.00 ___ _ _ CHANNEL LENGTH(FT) = 6000.00 MANNINGS FACIUK = .014 . . CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 6209.38 . AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 4175.01 = CHANNEL NORMAL VELOCITY FOR Q = 4175.01 CFS = 31.31 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .949 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 5019.6 5000.2 15.167 5044.7 5029.1 ^- 15.250 5064.0 5052.0 15.333 5080.5 5070.2 ~ 15.417 5083.8 5081.6 15.500 5057.7 5073.7 ~ 15.583 4994.6 5033.5 15.667 4902.4 4959.4 15.750 4798.5 4862.9 ~' 15.833 4676.9 4752.2 15.917 4563.5 4633.9 16.000 4511.4 4544.2 16.083 4615.7 4552.4 16.167 4886.8 4720.1 16.250 5254.2 5027.2 16.333 5590.7 5381.7 . 16.417 5820.4 5677.0 16.500 6080.6 5919.5 ~ 16.583 6209.4 6128.4 . 16.667 6085.3 6160.0 16.750 5843.2 5992.3 _ 16.833 5646.6 5768.9 16.917 5517.9 5598.3 . 17.000 5484. 3 5506.0 . 17.083 5455.9 5473.6 17.167 5429.5 5445.9 = 17.250 5368.2 5405.9 17.333 5312.2 5347.0 = 17.417 5255.6 5290.7 ANI 17.500 5179.4 5226.5 17.593 5082.0 5142.2 ~0 17.667 4985.1 5045.2 17.750 4892.2 4949.8 °4. 17.833 4819.3 4864.7 17.917 4770.2 4800.8 . 18.000 4735.3 4757.L .., 18.083 4707.3 4724.7 18.167 4680.2 4697.0 . 18.250 4653.8 4670.: 18.333 4626.2 4643.3 =* 18.417 4597.1 4615.1 ~~ 18.500 4565.1 4584.9 18.583 4531.3 4552.2 = 18.667 4499.8 4519.4 18.750 4474.1 4490.1 ~~ 18.833 4454.1 4466.6 ~~ 18.917 4438.7 4448.3 19.000 4426.3 4434.0 19.083 4416.1 4422.4 19.167 4407.7 4412.9 19.250 4400.8 4405.1 19.333 4394.9 4398.6 19.417 4389.6 4392.9 19.500 4384.6 4387.7 19.583 4379.8 4382.8 19.667 4375.3 4378.1 19.750 4371.2 4373.8 19.833 4367.5 4369.8 ~- 19.917 4364.0 4366.2 20.000 4360.7 4362.8 +*************************************************************************** . 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 = .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 1.889 341.789 2 11.106 lbb/.:D/l 3 29.451 3318.951 4 54.292 4494.285 75.560 3847.986 6 87.872 2227.521 7 94.162 1137.999 8 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) = 320.8665 = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 730.2010 �� = � = 4110 � = ==_________=======_____======= "° 24-HOUR STORM 40 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 . . 0 . 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 . . . 0 • . . 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 . . . 0 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 . . 1 521.4673 753.99 . . 0 V . . 16.917 526.7778 771.08 . . 0 V . . ~- 17.000 532.1353 777.91 . . 0 V. . 17.083 537.4616 773.37 . . 0 V. . -~ 17.167 542.6313 750.63 . . Q V. . 17.250 547.4928 705.89 . . Q . V. . = 17.333 551.9280 644.00 . . Q . y . ~ 17.417 555.9720 587.19 . . Q . V , 17.500 559.7 549.50 . . Q . V . = 17.583 563.3744 525.33 . . 0 . V . 17.667 566.8781 508.74 . . 0 . .V . ~~ 17.750 570.3034 497.36 . . 0 . .V . °. 17'833 573.6630 487.82 . . 0 . ,V . 17.917 576.9619 479.00 . . Q . .V . -. 18.000 580.2057 471.00 . . 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 400 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 LENG[H(F[> = 5450.00 MANNINGS FACTOR = .014 . CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3290.01 -~ AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2385.80 ~~ CHANNEL NORMAL VELOCITY FOR Q = 2385.80 CFS = 29.80 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .946 ' MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE ~- UNIT INTERVALS 18 CSTAR = .987 ~ - ~- CONVEX METHOD CHANNEL ROUTING RESULTS: - MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) _~ 15.083 2946.3 2947.0 15.167 2944.6 2945.6 ~~ 15.250 2942.7 2943.8 15.333 2940.7 2941.9 - 15.417 2934.7 2938.2 ~ 15.500 2915.6 2926.8 15.583 2878.8 2900.4 - 15.667 2832.1 2859.5 15.750 2789.0 2814.4 15.833 2767.9 2780.5 15.917 2742.8 2757.6 16.000 2721.8 2734.2 16.083 2850.9 2775.9 16.167 3005.8 2914.6 16.250 3188.1 3080.8 16.333 3290.0 3229.3 ~ 16.417 3267.0 3279.6 16.500 3105.2 3199.5 ~ 16.583 2982.0 3054.9 ~~ 16.667 2935.4 2963.5 16.750 2926.3 2932.0 16.833 2925.4 2926.0 16.917 2938.2 2930.8 ^~ 17.000 2948.4 2942.4 . 17. 083 2950.0 2949.0 17.167 2935.6 2944.0 ^- 17.250 2916.1 2927.6 17.333 2887.7 2904.4 - 17.417 2856.9 2875.0 = , 17.5()0 2833.9 2847.5 17.583 2818.9 2827.8 ~° 17.667 2808.5 2814.7 17.750 2801.1 2805.5 -° 17.833 2795.9 2799.0 17.917 2791.0 2793.9 ~~ 18.000 2786.5 -789.2 . 18.083 2781.3 2784.4 18.167 2773.7 2778.2 . 18.250 2761.8 2768.8 18.333 2707.6 2739.2 = 18.417 2612.6 2668.3 . 18.500 2532.5 2579.9 18.583 2458.8 2502.3 -~ 18.667 2383.5 2427.9 18.750 2304.9 2351.2 ~ 18.833 2234.4 2276.0 18.917 2179.0 2211.8 19.000 2134.0 2160.7 1Y.06J ZVV+.o -11/~/ 19.167 2057.7 2079.1 °° 19.250 2023.8 2043.8 19.333 1991.7 2010.7 19.417 1961.4 1979.3 19.500 1933.5 1950.0 19.583 1907.7 1923.0 19.667 1883.2 1897.7 19.750 1859.9 1873.7 19.833 1837.9 1850.9 19.917 1816.8 1829.3 20.000 1795.9 1808.2 ****** FLOW PROCESS FROM NODE 6.20 TO NODE 7.00 IS CODE = 1 A" >>>>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 Age 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 10.633 u 3 28.365 1713.402 4 52.419 2324.260 5 74.011 2086.471 6 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 ~~ ' = = _m - 24-HOUR STORM =* RUNOFF HYDROGRAPH ~= HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) -- -~ TIME(HRS) VOLUME(AF) Q(CFS) O. 200.0 400.0 600.0 800.0 ~~ 15.083 216.4227 418.03 . . 0 V . . ~� 15.167 219.2931 416.78 . • 0 V . . 15.250 222.1536 415.35 . . 0 V . . =m 15.333 225. 0035 413.81 . . Q v . . =~ 15.417 227.8151 408.24 . . 0 V . . 15.500 230.4872 387.99 . . Q. V . . wow 15.583 232.8969 349.89 . . 0 . V . . 15.667 234.9722 301.34 . . 0 . V . . . 15.750 236.7806 262.57 . . 0 . V . ~ ~_ 15.833 236.4847 247.43 . . 0 . V . , 15.917 240.2170 251.53 . . Q . V . . - 16.000 242.1048 274.10 . . 0 . V . . 16.083 244.4806 344.97 . . 0 . V . ~ . ~ 16.167 247.9266 500.36 . . . Q ~ . 16.250 252.5315 668.63 . . • V . 0 . 16.333 257.7621 759.48 . . . V . Q . - 16.417 262.4957 687.33 . . . V . Q . 16.500 266.1057 524.18 . . • QV . . - 16.583 269.0247 423.83 . . .0 V . . 16.667 271.7497 395.66 . . Q. V ~ . - 16.750 274.4584 393.30 . . Q. V . . _ 16.833 277.2295 402.36 . . 0 V . . 16.917 280.0835 414.40 . . 0 V . , - 17.000 282. 9741 419.71 . . 0 V. . 17.083 285.8546 418.25 . . 0 V. . - 17.167 288.6543 406.51 . . 0 V. . 17.250 291.2899 382.70 . . Q. V. . ~ 17.333 293.6965 349.44 . . 0 . V . ' 17.417 295.8828 317.44 . . 0 . V . 17.500 297.9202 295.84 . . 0 . V . ~- 17.583 299.8628 282.06 . . 0 . V . 17.667 301.7400 272.57 . . 0 . .V . - 17.750 303.5726 266.10 . . 0 . .V . - 17.833 305.3699 260.96 . . Q . . . 17.917 307.1340 256.14 . . Q . .V . - 18.000 308.8679 251.77 . . 0 . .V . As* *********************************************** . FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 5 4iir __ ______ _ >}>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<(< ___ ow me THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5-MINUTE ors 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 LMHmNEL LLNb1H:t-l/ = b000.00 rmmmJmIm'n r*L`um - .v1-1. °w CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3988.76 . AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2871.23 CHANNEL NORMAL VELOCITY FOR 0 = 2871.23 CFS = 27.72 FPS °~ ESTIMATED CHANNEL ROUTING COEFFICIENT = .942 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE ~ UNIT INTERVALS IS CSTAR = .976 ~ CONVEX METHOD CHANNEL ROUTING RESULTS: - -~ MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) ~- (HRS) (CFS) (CFS) 15.083 3365.0 3366.3 ~~ 15.167 3362.4 3364.2 15.250 3359.2 3361.4 15.333 -2-2. -5. 3358.1 ~ 15.417 3346.5 3352.9 15.500 3314.8 3336.7 °~ 15.583 3250.3 3295.1 15.667 3160.9 3223.4 15.750 3077.0 3136.1 _ 15.833 3028.0 3063.1 15.917 3009.1 3022.9 16.000 3008.3 3009.2 16.083 3120.8 3043.5 16.167 3415.0 3211.0 _ 16.250 3749.4 3514.7 16.333 3988.8 3818.7 ~- 16.417 3966.9 3977.9 16.500 3723.7 3891.1 ~ 16.583 3478.8 3651.1 16.667 3359.2 3445.4 - 16.750 33 3350.6 '~ 16.833 3328.4 3326.9 16.917 3345.2 3333.6 = 17.000 3362.1 3350.2 17.083 3367.2 3363.4 • ~~ 17.167 3350.5 3361.9 ~. 17.250 3310.3 3338.2 17.333 3253.8 3293.3 = 17.417 3192'4 3235.6 17.500 3143.3 3178.1 = 17.583 3109.9 3133.7 17.667 3087.3 3103.4 °° 17.750 3071.6 3082.6 = 17.933 3060.0 3068.2 17.917 3050.0 3057.0 `° 18.000 3040.9 3047. 4 18.083 3031.6 3038.2 °. 19.167 3019.0 3027.8 m° 18.250 3000.4 3013.4 18.333 2959.7 2988.0 ^0 18.417 2878.5 2935.0 18.500 2782.8 2849.9 . 18.583 2700.2 2758.6 ~ 18.667 2621.8 2677.0 18.750 2542.0 2598.2 18.833 2464.1 2519.0 18.917 2397.2 2444.5 19.000 2343.7 2381.6 1V.uU3 14:ZVu.4 19.167 2257.7 2286.4 • 19.250 2220.4 2246.7 19.333 2185.2 2210.0 19.417 2151.9 2175.4 � 19.500 2120.9 2142.8 19.583 2092.1 2112.4 19.667 2065.1 2084.1 19.750 2039.5 2057.6 19.833 2015.2 2032.3 19.917 1992.0 2008.3 20.000 1969.5 1985.3 .*************************************************************************** ~~ FLOW PROCESS FROM NODE 8.10 TO NODE 8.00 IS CODE = 1 ~ >>>>>UNIT-HYDROGRAPH 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 = .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(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 ln.4Vb uUo.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 11 99.924 14.135 12 100.000 4.711 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 68.9850 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 298.6856 -° �. � .44 �W *PS � 4.■ � = = _________________ ___-_-~- - . 24-HOUR STORM . RUNOFF HYDROGRAPH .~ _____=======================____________=====______ _ _ =_-_______ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~~ -~ TIME(HRS> VOLUME Q(CFS) 0. 150.0 300.0 450.0 600.0 ~~ 15.083 162.5338 312.95 . . 0 V . . . 15.167 164.6828 312.05 . . 0 V . • 15.250 166.8254 311.09 . . 0 V . . =° 15.333 168. 9606 310.04 . . 0 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 . . Q . V . • ~~ 15.750 177.4447 187.79 . . Q . V . . ,~ 15.833 178.7235 185.68 . . Q . V . • 15.917 160.0598 194.03 . . Q . v . • - 16.000 181.5574 217.45 . . 0 . V . . 16.083 183.4889 280.46 . . Q • V . • °~ 16.167 186.3947 421.93 . . . V Q . . 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 . . 0 V . • 16.583 200.9797 278.98 . . 0 . V . . 16.667 202.9292 283.07 . . 0 . V . . 16.750 204.9942 299.84 . . Q. V . . 16.833 207.1207 308.75 . . Q V . . 16.917 209.2711 312.24 . . 0 V . . - 17.000 211.4286 313.28 . . 0 V. . 17.083 213.5789 312.22 . . 0 V. . - 17.167 215.6502 300.75 . . Q 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 . =p ******** *** ****************** . FLOW PROCESS FROM NODE 8.00 TO NODE 8. 00 IS CODE = 7 ______ >>>> NUMBER 3 ADDED TO STREAM NUMBER 1<<<<< . =============__ _=______ __ ______= = __ . ********* AM 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 -~ INTERVALS(Reference: the National Engineering Handbook, -- MyOrology, Lnapter 1/7 page 1/-:)-, *ugusr,i-r/-, . 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 =8* CHANNEL LENGTH(FT) = 5250.00 MANNINGS FACTOR = .014 - ~~ CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 11331.39 . AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 7455.16 ~. CHANNEL NORMAL VELOCITY FOR 0 = 7455.16 CFS = 34.64 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .953 - 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 9454.0 9437.7 -~ 15.167 9478.5 9466.5 ~~ 15.25C 9496.1 9487.5 15.333 9508.3 9502.4 15.417 9500.7 9504.4 15.500 9419.0 9458.6 15.583 9231.1 9322.3 15.667 8957.3 9090.4 15.750 8688.0 8819.1 15.933 8478.8 8580.8 15.917 8338.2 8406.9 16.000 8301.8 8319.8 , 16.083 8540.2 8424.9 16.167 9307.8 8935.5 _ 16.250 10345.7 9841.2 16.333 11179.1 10772.9 ~- 16.417 11331.4 11255.5 16.500 11081.2 11202.0 - 16.583 10843.0 10959.0 ~~ 16.667 10626.4 107 16.750 10377.3 10498'5 °° 16.833 10156.5 10'265.1 16.917 10015.2 10085.2 . 17.000 9947.4 9980.6 . 17.083 9922.6 9934.8 17.167 9859.2 9890.0 . 17.250 9726.7 9791.0 17.333 9531.2 9626.2 . 17.417 9339.9 9433.1 17.500 9168.8 9252.1 . 17.583 9008.6 9086.6 . 17.667 8859.9 8932.3 17.750 8728.6 8792.6 . 17.833 8615.7 8670.7 17.917 8528.7 8571.1 ~" 18.000 8464.3 8495.7 = 18.083 8411.2 8437.1 18.167 8355.0 8382.4 ~~ 18.250 8287.4 9320.3 18.333 8204.1 8244.6 ~= 18.417 8097.1 8149.1 lb.nVV uu-u.t 18.583 7827.9 7894.3 18.667 7704.1 7764.4 18.750 7588.2 7644.6 18.833 7478.4 7531.8 ~~ 18.917 7378.9 7427.4 19.000 7295.6 7336.2 19.083 7226.9 7260.4 19.167 7167.9 7196.6 19.250 7115.0 7140.7 19.333 7066.6 7090.2 19.417 7021.5 7043.5 19.500 6978.9 6999.6 19.583 6939.1 6958.5 19.667 6901.8 6919.9 19.750 6866.6 6883.7 19.833 6833.3 6849.5 19.917 6801.7 6817.1 20.000 6771.5 6786. r ******w*************** ************* *** ** *********************************** -^ 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 PEAX 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 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 ~_ === ======= ==== =______-__ um11 11YuI °= INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .931 454.766 � 2 3.268 1141.318 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 � = = = ., 2 4-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 0 . . - 15.167 1080.9060 2002.58 . . .V Q . . = 15.250 1094.7580 2011.23 . . . V Q ~ . 15.333 1108.6450 2016.50 . . . V 0 . . _ 15.417 1122.5050 2012.38 . . . V 0 . 15.500 1136.2440 1995.00 . . . V 0 . . = 15.583 1149.6760 1950.26 . . . V 0 . . 15.667 1162.5900 1875.08 . . . VO . . - 15.750 1174.9270 1791.44 . . . 0 . . - 15.833 1186. 6120 1696.63 . . .0 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 0 . • 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 . Q . - 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 . . 0 V . - 17.833 1533.0200 1529.44 . . Q. V . 17.917 1543.1780 1474.97 . . Q. ,V . ~" 18.000 1553.0960 1440.08 . . Q . .V . Al *********************************** . FLOW PROCESS FROM NODE 9.00 TO NODE 11.00 IS CODE = 5 ______ >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD(<<<( - I° ============_____=====_ __=========_____=======__ .. . THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5-MINUTE mo 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 LMt=1NNLL LENcJ(M(1-\) = *7oo0.00 nmvmImL= r*L/um - .o14. = CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 14059.92 - AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 9388.09 CHANNEL NORMAL VELOCITY FOR 0 = 9388.09 CFS = 35.75 FPS = ESTIMATED CHANNEL ROUTING COEFFICIENT = .955 - MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE ~- UNIT INTERVALS IS CSTAR = .973 _ ~ CONVEX METHOD CHANNEL ROUTING RESULTS: _ MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) , (HRS) (CFS) (CFS) 15.083 11429.5 11384.1 -~ 15.167 11469.1 11435.9 ~_ 15.250 11498.8 11474.0 15.333 11518.9 11502.0 ~- 15.417 11516.7 11518.0 15.500 11453.6 11504.6 ~- 15.583 11272.6 11420.0 15.667 10965.5 11217.2 - 15.750 10610.6 10903.7 ~ 15.833 10277.4 10554.1 15.917 10002.8 10231.8 - 16.000 9862.1 9981.8 16.083 10042.6 9900.3 ~- 16.167 10725.5 10170.8 16.250 11951.2 10947.6 16.333 13232.2 12171.8 - 16.417 13909.6 13334.4 16.500 14059.9 13923.1 ~ 16.583 13978.7 14040.5 16.667 13581.0 13903.4 = 16.750 13124.0 13501.3 =° 16.833 12657.2 13044.0 16.917 12336.9 12605.8 == 17.000 12153.9 12308.8 17.083 12061.7 12140.3 . 17.167 11955.9 12043.3 = 17.250 11907.1 11929.5 17.333 11552.5 11761.2 "° 17.417 11308.6 11511.0 17.500 11067.7 11267.5 . 17.583 10827.4 11026.6 17.667 10597.9 10788.4 0- 17.750 10390.0 10562.8 = 17.833 10200.1 10358.0 17.917 10046.1 10174.6 . 19.000 9935.8 10028.2 18.083 9846.1 9921.0 =» 18.167 9760.8 9831.6 . 18.250 9662.7 9743.7 18.333 9546.8 9642.5 mil 18.417 9408.4 9522.6 18.500 9241.0 9379.2 MN 18.583 9054.5 9208.7 °� 18.667 8877.8 9024.5 18.750 8717.6 8850.8 18.833 8572.4 8693.1 18.917 8442.1 8550.5 ~- 19.000 9329.1 8423.1 - -- z"7.0J 19.167 8154.2 8220.9 19.250 8083.6 8142.4 °W 19.333 8020.6 8073.0 19.417 7962.1 8010.7 19.500 7907.0 7952.8 19.583 7854.9 7898.2 19.667 7805.9 7846.6 19.750 7759.5 7798.0 19.833 7715.9 7752.1 ~� 19.917 7674.7 7708.9 20.000 7635.4 7668.0 **************************************************************************** . 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 1-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 U.dbb /o o.�r�� 3 24.331 1621.386 4 45.253 2193.654 = 5 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 = _____-_ _ ~~ 2 4-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 . . .V0 . • -~ 15.167 236.4666 512.19 . . . 0 . • °= 15.250 239.9921 511.91 . • . . 0 . . 15.333 243.5150 511.52 . . . Q . • . 15.417 247.0049 506.74 . . . 0 . • 15.500 250.3631 487.60 . . .0 V . • = 15.583 253.4486 448.01 . . Q. V . • 15.667 256.1841 397.19 . . 0 . V . ^� • 15.750 258.5845 348.54 . . 0 . V . . = 15.833 260.8177 324.25 . . 0 . V . • 15.917 263.0604 325.64 . . 0 . V . • ~` 16.000 265.4760 350.75 . . Q . V . • 16.083 268.4175 427.10 . . 0 . V . • "� 16.167 272.3916 577.04 . . . 0 . . _ 16.250 277.5813 753.54 . . . V . 0 . 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 . . • Q 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 . . Q . .V . 17.667 338.5153 349.18 . . Q . .V . ~~ 17.750 340.8562 339.91 . . Q . .V . =^ 17.8 343.1507 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 =w - ----------- - >>>>>UNIT ANALYSIS<<<<< =° ______ ___ ___ _==__________=____ wm (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 WA|Ei-k5MEU = n40 HLmc.b BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) S-GRAPH SELECTED =ai 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 41.443 8397.950 7 56.108 9582.702 411 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 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 . RUNOFF HYDROGRAPH . HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) �te "m TIME(HRS) VOLUME(AF) Q(CFS) 0. 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 Q . . 15.667 1470.7890 2730.35 . . . V 0 . . . 15.750 1488.5880 2584.37 . . . V 0 . ~ 4. 15.833 1505.2340 2417.09 . . . Q . . 15.917 1520.7040 2246.17 . . .0 V . . °� 16.000 1535.5110 2150.04 . . 0 V . . 16.083 1550.9250 2238.08 . . .0 V . . =* 16.167 1567.9270 2468.67 . . . 0 . . .� 16.250 1587.9530 2907.72 . . . V 0 . . 16.333 1611.1650 3370.35 . . . V . Q • =w 16.417 1636. 1670 3630.37 . . . V . 0 . 16.500 1663.0940 3909.86 . . . V . g . . 16.583 1691.2780 4092.30 . . . V . Q. 16.667 1717.8750 3861.91 . . . V . 0 . . 8•10 16.750 1742.4540 3568.77 . . . V . Q . . 16.833 1765. 1400 3294.05 . . . V . Q . 16.917 1796.8130 3146.91 . . . V 0 . =w 17.000 1808. 1760 3101.96 . . . V 0 . 17.083 1929.2670 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 . mu 17.583 1941.9140 2379.47 . . . 0 V . 17.667 1957.1570 2213.21 . . .0 V . ~° 17.750 1971.4070 2069.15 . . Q ~V . °= 17.933 1994.7010 1930.32 . . Q . .V . 17.917 1997.3840 1841.48 . . 0 . .V . - 18.000 2009.5970 1773.44 . ~ 0 . ,V , = v *************************************************************************** °� FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 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 Of INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17-52, August,1972, .4 U.S. Department of Commerce) . ASSUMED REGULAR CHANNEL INFORMATION: ~ BASEWIDTH(FT) = 30.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION = 1000.00 ~~ DOWNSTREAM ELEVATION = 920.00 CMANNI=L LENG}H(Fl> = /000.00 MHNN1Nbb FHU|UN = .014 = CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 18686.05 -° AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 12851.11 CHANNEL NORMAL VELOCITY FOR 0 = 12851.11 CFS = 36.86 FPS . ESTIMATED CHANNEL ROUTING COEFFICIENT = .956 � MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE = UNIT INTERVALS IS CSTAR = .989 �. *SW CONVEX METHOD CHANNEL ROUTING RESULTS� `~ MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) =~ (HRS) (CFS) (CFS) 15.083 14884.0 14825.9 . 15.167 14948.2 14908.4 . 15.250 14992.0 14964.9 15.333 15017.6 15001.7 - 15.417 15011.7 15015.1 15.500 14939.8 14983.6 ^~ 15.583 14731.0 14958.7 _ 15.667 14344.7 14581.6 15.750 13836.6 14149.0 ~ 15.833 13295.4 13628.8 15.917 12803.6 13107.2 - 16.000 12482.6 12681.7 16.083 12565.5 12517.2 16.167 13216.6 12819.2 - 16.250 14608.8 13755.7 16.333 16389.0 15294.3 - 16.417 17793.0 16924.8 16.500 18509.6 18063.0 ~~ 16.583 18686.0 18573.4 ^~ 16.667 18269.4 18522.1 . 16.750 17565.6 17997.5 ~~ 16.833 16833.3 17284.6 16.917 16257.5 16613.6 ~~ 17.000 15923.9 16131.3 17.083 15715.9 15845.0 _ 17.167 15551.2 15653.0 _ 17.250 15336.6 15469.5 17.333 14997.9 15205.9 - 17.417 14609.4 14848.5 17.500 14199.7 14452.1 . 17.583 13769.1 14034.0 . 17.667 13350.8 13608.2 17.750 12971.9 13205.8 =w 17.833 12621.5 12837.7 17.917 12343.3 12515.3 . 18.000 12123.4 12259.4 . 18.083 11953.6 12058.6 18.167 11802.3 11895.7 . 18.250 11646.9 11742.7 18.333 11476.5 11581.5 4te 18.417 11285.5 11403.1 18.500 11074.1 11204.3 . 18.583 10839.2 10983.8 . 18.667 10598.6 10746.9 18.750 10376.3 10513.5 ~~ 18.833 10180.6 10301.4 18.917 10006.0 10113.8 = 19.000 9850.1 9946.3 -- -_ _ _--- lV.VUJ V/z*./ 19.167 9599.4 9670.6 19.250 9499.8 9561.3 = 19.333 9411.5 9466.0 19.417 9331.1 9380.7 19.500 9255.7 9302.2 19.583 9184.4 9228.4 19.667 9116.7 9158.5 19.750 9052.7 9092.2 19.833 8992.3 9029.6 19.917 8935.3 8970.5 20.000 8881.1 8914.5 �*************************************************************************** . 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 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 ~dit UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.679 337.230 V.V/V 3 24.797 3159.264 4 46.086 4276.449 ~. 5 69.094 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 •m RUNOFF HYDROGRAPH ~~ _ _== HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) = ------- - - - ------ - - . TIME(HRS) VOLUME(AF) 0(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 . . Q . V . . ^� 15.750 361.2722 553.57 . . 0 . V . . ~~ 15.833 364.8201 515.15 . . 0 . V . . 15.917 368.3791 516.76 . . 0 . V . . - 16.000 372.2065 555.74 . . 0 . V . . 16.083 376.9153 683.72 . . 0 . V . • ~~ 16.167 383.4471 948.43 . . . 0 . . _ 16.250 392.1461 1263.09 . . . V . 0 . 16.333 402.0185 1433.47 . . . V . 0 . -- 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 . . .Q V . . 16.750 436.7205 798.95 . . .0 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 . . . Q V . 17.167 464.6197 793.37 . . .0 V . ~~ 17.250 469.7928 751.14 . . 0 V . 17.333 474.5616 692.43 . . Q . .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 . ~~ 17.933 497.2924 500.57 . . 0 . . V . 17.917 500.6704 490.49 . . 0 . , V , "~ 18.000 503.9827 480.94 . . 0 . . V . .10 **************************************************************************** ~� FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 2 __ >>>> STRUCTURE ROUTING MODEL<<<<< .0 _ _ ___==_ __________==___ ______________ IN .. 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) � � ~- � / | +low excess � |< - * <=f1owby structure . | | (flowby 0 = 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) �� (MRS) (CFS) (CFS) (CFS) (CFS) 13.083 .0 10689.8 .0 10689.8 - 13.167 .0 10808.0 .0 10808.0 °~ 13.250 .0 1091:.7 .0 10912.7 13 .0 11007.6 .0 11007.6 ~ 13.417 .0 11096.8 .0 11096.8 13.500 .0 11183.2 .0 11183.2 - 13.583 .0 11269.4 . 0 11269.4 13.667 .0 11356.2 .0 11356.2 13.750 .0 11444.3 .0 11444.3 13.833 .0 11533.7 .0 11533.7 13.917 .0 11624.6 24.6 11600.0 14.000 .0 11716.8 116.8 11600.0 14.083 .0 11820.4 220.4 11600.0 - 14.167 .0 11963.3 363.3 11600.0 14.250 .0 12184.2 584.2 11600.0 14.333 .0 12516.4 916.4 11600.0 - 14.417 .0 12955.0 1355.0 11600.0 14.500 .0 13443.7 1843.7 11600.0 ~ 14.583 .0 13942.0 2342.0 11600.0 ~~ 14. 667 .0 14410.8 2810.8 11600.0 14.750 .0 14809.8 3209.8 11600.0 ~ 14.23 .0 15124.9 3524.9 11600.0 14.917 .0 15359.2 3759.2 11600.0 - 15.000 .0 15527.2 3927.2 11600.0 15.083 .0 15646.6 4046.6 11600.0 ~ 15.167 .0 15728.5 4128.5 11600.0 15.250 .0 15784.4 4184.4 11600.0 15.333 .0 15820.5 4220.5 11600.0 . 15.417 .0 15826.1 4226.1 11600.0 15.500 .0 15763.1 4163.1 11600.0 . 15.583 .0 15573.5 3973.5 11600.0 15.667 .0 15213.4 3613.4 11600.0 °° 15.750 .0 14702.6 3102.6 11600.0 . 15.833 .0 14144.0 2544.0 11600.0 15.917 .0 13623.9 2023.9 11600.0 . 16.000 .0 13237.5 1637.5 11600.0 16.083 .0 13200.9 1600.9 11600.0 ^= 16.167 .0 13767.6 2167.6 11600.0 ~= 16. 250 .0 15018.8 3418.8 11600.0 16.333 .0 16727.7 5127.7 11600.0 . 16.417 .0 18321.1 6721.1 11600.0 16.500 .0 19184.4 7584.4 11600.0 WS »0 11',: °� 16. 583 . 0 19477.7 7 7877. 7 _ �1� � ��» ��^� ,- ^�*� . ' � � °� 1, 16.667 .0 19339.9 7739.9 11600.0 , 16.750 .0 18796.4 7196.4 11600.0 ~ 16.833 .0 18079. 6479.3 11600.0 16.917 .0 17425.1 5825.1 11600.0 ~� 17.000 .0 16956.8 5356.8 11600.0 1/.V83 .V zu,o.0 cm/o.0 iltIAoo.o 17.167 .0 16446.4 4846.4 11600.0 ~~ 17.250 .0 16219.7 4619.7 11600.0 . 17.333 .0 15898.2 4298.2 11600.0 17.417 .0 15477.8 3877.8 11600.0 ~ 17.500 .0 15033.4 3433.4 11600.0 17.583 .0 14583.8 2983.8 11600.0 40 17.667 .0 14135.9 2535.9 11600.0 ~ 17.750 .0 13717.7 2117.7 11600.0 17.833 .0 13338.3 1738.3 11600.0 44 17.917 .0 13005.8 1405.8 11600.0 18.000 .0 12740.3 1140.3 11600.0 40 18.083 .0 12528.0 928.0 11600.0 = 18.167 .0 12346.6 746.6 11600.0 18.250 .0 12162.9 562.9 11600.0 - 18.333 .0 11962.7 362.7 11600.0 18.417 .0 11744.5 144.5 11600.0 ~~ 18.500 .0 11517.1 .0 11517.1 18.583 .0 11278.4 .0 11278.4 - 18.667 .0 11028.9 .0 11028.9 ~~ 18.750 .0 10786.7 .0 10786.7 18.833 .0 10568.4 .0 10568.4 - 18.917 .0 10375.1 .0 10375.1 19.000 .0 10202.3 .0 10202.3 - 19.083 .0 10049.1 .0 10049.1 . 19.167 .0 9917.2 .0 9917.2 19.250 .0 9803.9 .0 9803.9 - 19.333 .0 9704.8 .0 9704.8 19.417 .0 9615.9 .0 9615.9 ^ 19.500 .0 9533.8 .0 9t33.8 19.593 .0 9456.6 .0 9456.6 ~- 19.667 .0 9383.5 .0 9383.5 ~ 19.750 .0 9314.1 .0 9314.1 19.833 .0 9248.5 .0 9248.5 19.917 .0 9186.6 .0 9186.6 20.000 .0 9127.8 .0 9127.8 20.083 .0 9071.8 .0 9071.8 ,_ 20.167 .0 9017.9 .0 9017.9 20.250 .0 8965.7 .0 8965.7 20.333 .0 8914.8 .0 8914.8 20.417 .0 8865.6 .0 8865.6 -' 20.500 .0 8818.4 .0 8818.4 20.583 .0 8773.3 .0 8773.3 20.667 .0 8729.9 .0 8729.9 ~~. 20.750 .0 8688.0 .0 8698'0 20.833 .0 9647.2 .0 8647.2 . 20.917 .0 8607.6 .0 8607.6 21.000 .0 8569.3 .0 8569.3 40 21.083 .0 8532.3 .0 8532.3 4° 21.167 .0 8496.3 .0 8496.3 21.250 .0 8461.2 .0 8461.2 40 21.333 .0 8426.7 .0 8426.7 21.417 .0 8392.6 .0 8392.6 40 21.500 .0 8358.9 .0 8358.9 40 21.583 .0 8325.8 .0 8325.8 21.667 .0 8293.7 .0 8293.7 ~111 21.750 .0 8262.6 .0 8262.6 21.833 .0 8232.3 .0 8232.3 40 21.917 .0 8202.7 .0 8202.7 . 04 ************************************************************************* FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 3 44 )>>>>MODEL FLOW-THROUGH DETENTION BASIN ROUTING<<(<< ~ . ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 4 �� .0 THROUGH A FLOW-THROUGH DETENTION BASIN ��^�� wPA Ms / 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 43.00 2.180 4= 3 5.00 209.19 30.410 4 8.00 337.00 98.150 . - 5 11.00 366.00 210.000 ~_ 6 13.00 384.00 309.000 7 15.00 401.00 415.000 ~ 8 17.00 417.00 524.000 9 19.00 433.00 635.000 _ 10 21.00 448.00 748.000 11 23.00 463.00 862.000 - 12 25.00 477.00 977.000 - 13 27.00 491.00 1093.000 14 29.00 505.00 1211.000 15 31.00 938.00 1330.000 . INFLOW ' (STREAM 4) | _ � � ~~ V effective depth ~- ---- { (and volume) | � � � .- � | | . . . .Y { detention 1<-->1 outflow 1 basin | { ___________ | A | \ - , | storage 1 basin outlet ~= V OUTFLOW - (STREAM 4) . ~^ ==______________ ___ _ ____=======________ __= 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 .000 220.4 2.00 30.3 2.200 =0 14.167 .000 363.3 2.23 49.5 4.362 14.250 .0()0 584.2 2.61 66.3 7.928 °° 14.333 .000 916.4 3.21 93.5 13.596 = 14.417 .000 1355.0 4.11 134.9 21.998 14.500 .000 1843.7 5.13 187.3 33.406 - 14.583 .000 2342.0 5.78 228.6 47.962 14.667 .000 2810.8 6.56 258.9 65.537 ~- 14.750 .000 3209.8 7.44 294.4 85.615 14.8,5 .000 3o�4.cy u...=. ��o.4 J.o/.O44 14.917 .000 3759.2 8.89 342.5 131.175 . 15.000 .000 3927.2 9.55 348.8 155.820 ~= 15.083 .000 4046.6 10.23 355.2 181.242 15.167 .000 4128.5 10.92 361.9 207.183 � 15.250 .000 4184.4 11.47 367.8 233.468 15.333 .000 4220.5 12.01 372.7 259.968 . 15.417 .000 4226.1 12.54 377.5 286.474 . 15.500 .000 4163.1 13.07 382.2 312.513 15.583 .000 3973.5 13.53 386.5 337.216 . 15.667 .000 3613.4 13.95 390.3 359.414 15.750 .000 3102.6 14.30 393.6 378.071 . 15.833 .000 2544.0 14.58 396.3 392.862 15.917 .000 2023.9 14.79 398.3 404.058 = 16.000 .000 1637.5 14.95 399.9 412.581 ~~ 16.083 .000 1600.9 15.11 401.2 420.843 16.167 .000 2167.6 15.33 402.7 432.998 = 16.250 .000 3418.8 15.71 405.2 453.753 16.333 .000 5127.7 16.31 409.1 486.250 - 16.417 .000 6721.1 17.10 414.6 529.683 16.500 .000 7584.4 17.99 421.4 579.015 16.583 .000 7877.7 18.92 428.6 630.317 16.667 .000 7739.9 19.81 435.7 680.622 16.750 .000 7196.4 20.63 442.1 727.139 16.833 .000 6479.3 21.36 448.0 768.677 16.917 .000 5825.1 22.01 453.2 805.674 ~ 17.000 .000 5356.8 22.60 457.8 839.414 17.083 .000 5070.8 23.16 462.1 871.154 17.167 .000 4846.4 23.68 466.0 901.322 ' 17.250 .000 4619.7 24.18 469.5 929.905 17.333 .000 4298.2 24.64 472.9 956.250 17.417 .000 3877.8 25.05 475.9 979.679 17.500 .000 3433.4 25.40 478.6 1000.029 17.583 .000 2983.8 25.69 480.8 1017.267 17.667 .000 2535.9 25.94 482.7 1031.408 17.750 .000 2117.7 26.13 484.2 1042.657 17.833 .000 1738.3 26.28 485.4 1051.286 17.917 .000 1405.8 26.39 486.3 1057.618 18.000 .000 1140.3 26.47 487.0 1062.117 - 18.083 .000 928.0 26.52 487.5 1065.152 18.167 .000 746.6 26.55 487.7 1066.935 18.250 .000 562.9 26.56 487.9 1067.451 18.333 .000 362.7 26.54 487.9 1066.589 - 18.417 .000 144.5 26.50 487.7 1064.225 _~ 18'500 .000 .0 26.45 487.3 1060.869 18.583 .000 .0 26.39 486.9 1057.516 . 18.667 .000 .0 26.33 486.5 1054.165 18.750 .000 .0 26.27 486.1 1050.817 . 18.833 .000 .0 26.22 485.7 1047.472 18.917 .000 .0 26.16 485.3 1044.130 . 19.000 .000 .0 26.10 484.9 1040.790 _ 19.083 .000 .0 26.04 484.5 1037.453 19.167 .000 .0 25.98 484.1 1034.119 . 19.250 .000 .0 25.93 483.7 1030.788 19.333 .000 .0 25.87 483.3 1027.460 ** 19.417 .000 .0 25.81 482.9 1024.134 ~, 19.500 .000 .0 25.76 482.5 1020.811 19.583 .000 .Q 25.70 482.1 1017.491 ~* 19.667 .000 .0 25.64 481.7 1014.173 19.750 .000 .0 25.58 481.3 1010.859 °° 19.833 .000 .0 25.53 480.9 1007.547 = 19.917 .000 .0 25.47 480.5 1004.238 ~ *********** -~ FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 7 it ---- - - - - - 1[ >>>>>STREAM NUMBER 4 ADDED TO STREAM NUMBER 1<<<<< =° 1[ ------ = = ------ - - -=-------- -= -- °= 1 1 � "" 1J **************************************************************************** 1 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 11 " 1( -------- - - ... 1[ >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< 1' --------=- ----- ---=========-- --- - ------= == 1c 1c STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ... 1' 1 -= 1c TIME(HRS) VOLUME(AF) 0(CFS) 0. 3025.0 6050.0 9075.0 12100.0 °. 1c 1c 14.083 7506.0640 11630.35 . . V . . 0 . .se 1c 14.167 7586.2940 11649.48 . . V . . 0 . 1c 14.250 7666.6410 11666.34 . . V . . Q . ~� 1c 14.333 7747.1750 11693.52 . . V . . Q ^ �� 1c 14.417 7827.9940 11734.94 . . V . • Q . 2( 14.500 7909.1740 11787.26 . . V . . 0 . NM 2/ 14.583 7990.6380 11828.57 . . V . . Q. 2( 14.667 8072.3110 11858.89 . . V . . Q. ^- 2( 14.750 8154.2280 11894.41 . . V . ~ O. 2/ 14.833 8236.3660 11926.41 . . V . . Q. - 2( 14.917 8318.6150 11942.51 . . V . . Q. =~ 2( 15.000 8400.9070 11948.76 . . V . . Q. 2( 15.083 8483.2430 11955.25 . . V . . Q. - 2( 15.167 8565.6250 11961.91 . . V . . Q. 2( 15.250 8648.0480 11967.77 . . V . . Q. == 2/ 15.333 8730.5040 11972.68 . . V . . Q. ~� 2( 15.417 8812.9930 11977.50 . . V . . Q. 2, 15.500 8895.5160 11982.23 . . V . . Q. ~- 21 15.583 8978.0670 11986.54 . . V . . Q. 21 15.667 9060.6460 11990.31 . . V . . Q. ~� 2� 15.750 9143.2460 11993.58 . . V . . Q. 2] 15.833 9225.8650 11996.26 . . V .. . Q. °= 2] 15.917 9308.4980 11998.35 . . V . . Q. ~� 21 16.000 9391.1430 11999.93 . . V . . Q. 21 16.083 9473.7960 12001.23 . . V . . Q. = 21 16.167 9556.4590 12002.75 . . V . . Q. 21 16.250 9639.1400 12005.17 . . V . . O. m" 2~ 16.333 9721.8470 12009.07 . . V. . Q. =° 21 16.417 9804.5920 12014.64 . . V. . Q. 2: 16.500 9887.3840 12021.38 . . V. . O. °� ==== 16.583 9970.2260 12028.63 . . V. . Q. 16.667 10053.1200 12035.69 . . V. . Q. wato 8 16.750 10136.0500 12042.14 . . V. . Q. 16.833 10219.0300 12047.98 . . V . Q. ft., 16.917 10302.0400 12053.15 . . V . Q. *w 17.000 10385.0800 12057.81 . . V . Q. 17.083 10468.1500 12062.07 . . V . Q. °M 17.167 10551.2500 12065.95 . . V . Q. 17.250 10634.3700 12069.53 . . V . Q. ~ro 17.333 10717.5200 12072.87 . . .V . Q. mp, 17.417 10800.6900 12075.90 . .V . Q. 17.500 10883.8700 12078.55 . .V . Q. ow 17.583 10967.0700 12080.82 . .v . 0, 17.667 11050.2900 12082.71 . .V . Q. ... 17.750 11133.5100 12084.25 . .V . O. ow 17.833 11216.7500 12085.45 »�� . . V . Q. 17.917 11299.9800 12086.35 r� 1 ~" . V . Q. ~~ 18.000 11383.2300 12087.00 °' . . V . Q. 18.083 11466.4800 12087.46 . . V . Q. = 18.167 11549.7200 12087.75 . . V . Q.