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San Sevaine Basin #3 Watershed
HYDROLOGIC MODELING OF SAN SEVAINE BASIN No.3 WATERSHED AND HYDRAULIC DESIGN OF RICH BASIN & HAWKER CRAWFORD CHANNEL / „/ // /0 / i / / 60 70 ` b i MODEL FLOW CHART to 40 F°5��� 60 70 A m m CO 60 111 m M 70.6 \ RICH BASIN 0 0 O \ rWT KER © . NE ORD 0 a) 0 m"j © \\ CD 1:1: ' go 0 0 SAN SEVAINE BASIN No. 3 I O A. m0 m teal e PREPARED FOR J.P.KAPP & ASSOCIATES R1VERTECH ~---Y INC APPENDICES SUPPORTING CALCULATIONS C AND INPUT /OUTPUT DATA FOR THE MODELS C E C C LIST OF APPENDICES SUPPORTING C ALCULATIC S AND INPUT/OUTPUT DATA FOR IHE W rET APPENDIX A . . DEVELOPMENT OF RAINFALL DATA Al A42 APPENDIX B . . DEVELOPMENT OF LAG PARAMETERS Bl -B207 APPENDIX C . . DEVELOPMENT OF LASS RATE PARAMETERS. Cl --C72 APPENDIX D . . DEVELOPMENT OF DATA FOR BASIN ROUTING Dl -D16 APPENDIX E . . INPUT DATA FOR HYDI2OGRAPHS El INPUT DATA FOR HYDROGRAPHS (EXISTING CONDITION) E2 -E10 (INTERIM CONDITION) E11 - -E19 (ULTIMATE CONDITIONS) E20 -E30 milER) E31 -E37 APPENDIX F . . MODEL OUTPUT DATA F1 -F183 SAN SEVAINg BASIN NO. 3 MODEL (EXISTING CONDITION) Fl -F49 (ULTIMATE CONDITION) DITION) F50 -F107 (INTERIM CONDITION) F108 -F158 RICH BASIN MODEL (ULTIMATE CONDITION) F159 -F163 (INTERIM CONDITION) F164 -F171 (EXISTING CONDITION) F171.1- F171.6 SAN SEVAINE BASIN NO. 3 MODEL - SINGLE AREA ANALYSIS (ULTIMATE CONDITION) F172 -F175 (EXISTING CONDITION) F176 -F179 (INTERIM CONDITION) F180 -G183 APPENDIX G . . I WKER-CRAWFORD CANNEL HYLffiAULICS Gl iv { I ,/ c � APPENDIX D DEVELOPMENT OF DATA FOR BASIN ROUTING �i E C C C E C D1 DEVELOPMENT OF DATA FOR BASIN ROUTING 4 The four basins analyzed in this study were San Sevaine Basins number 1, 2, and 3 and the Rich Basin. The following describe details of these basins. 1. Rich basin has been analyzed under three different conditions of existing, interim and ultimate. Their elevation- storage and elevation - outflow relationships are shown on pages Di through D5. 2. To develop rating curves for San Sevaine Basins No. 1, 2 and 3, a water surface profile analysis was performed using the HEC -2 Camputer model. The input /output data are attached. Resulting elevation - outflow and elevation- storage relationships are shown on pages D-6, D-7, and D-8. EXISTING RICH BASIN Depth Q Storage (y) ft3 /sec ac. ft. 1 372 1.6 2 1053 3.95 3 1934 6.95 4 2977 5 4160 10.65 15.2 6 5469 20.35 7 6891 26.6 8 8420 33.15 Q = (3.05) (L) (y) 3 / 2 AO w pi A �Fr FcTIVr- STC�2A F // _ � , S Ac - F-,- la X\ STIN GZ.pul / . 1 7 3 -7 EL 15 'pEF knt \- e N - r o Q pct s -r ∎ K1 � t21 C 1a t'. A '. \ ►� 5„ D3 SPILLWAY SECTION LOOKING UPSTREAM RATING CURVE FOR RICH BASIN INTERIM CONDITION Depth Q Storage (Y) ft3 /sec ac. ft. 0 0 0 0.66 16.4 0.02 1.66 65.2 0.27 2.66 132.3 1.19 3.66 213.60 2.68 4.66 306.80 4.30 6.66 524.4 7.85 11.66 1214.4 18.58 16.66 2074.0 37.16 21.66 3074. 69.810 t7 4 EL. 16a1.6 - Cop or LEJEq I NV -- - - - - , - 1- C o • 01-405 1= L. 1 S SZ. 3� U E 3/z t-k A w k F 2 G2AV�� .o S CL� Wo 2� E 1 0 , f'47 1Pj kA 1-1121 \MeTS vei orp EL. X583.3 DE k ►s 1 Z I a N - 1 <E T c Q_ 1 N - t 21 1-1 r■ t> U L \ M l��T c o r■°p 1 o 1t1 s 1 ?- 1 CAA 1 3 A 5 NI D5 RICH BASIN "" DEVELOPED CONDITION (RATING CURVE) (Y) Q Storage 0.00 0.0 0.0 1.66 91.32 1.12 2.66 185.25 5.00 4.66 429.54 18.00 6.66 733.90 42.25 7.66 905.25 55.00 9.66 1282.02 90.00 11.66 1700.00 122.25 13.66 2155.78 156.00 15.66 2646.16 190.00 17.66 3168.94 230.00 19.66 3722.23 270.00 21.66 4304.43 309.50 23.66 4914.17 354.00 25.66 5550.25 395.00 27.66 6211.64 440.00 U6 . o , - - - - — t. d v L. y -c,7 kil' . 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[ ' r 4 ti ‘..- • • + ' °3 II . t't , NOMEMENIIIMEMEN , i , 1 .1 - IA Pi. 1 ri o 1 viv\--41 ---A _ • q3 A, 0 0 0 0 0 0 a 0 ■ 0 0 0 V1 0a 0 0 c CO a c 0 V `J Ul ,,, LJ M t N c9 1 — Cp G' O 0 ko r o - N ,v.1 to CI r N CO c , W r a � , � r0 _ csc -06 CU 41 n 1 � .v �� c- v ro r ` ° - °- . . . . r _ v' 3 d) 1 v " N 0 n1 Q' to _ V ,J u _ C ti I' W 4 V �` d P o v .N. 1- r d ru, —u). ,,,,,,_, . 1.:0_ ` 4 h -�, 1 w 1, .... ..; F40 r r . 7 to 1.....,V1 d — - , ` � a ,o? •� Z - . e. e` o- N ` ( L a.) rv0 \14n .3."1.. ww t e)A`'H L ■1 N }'7 N 4 1 iN CAc -FT.) ,b.'- - FT lggGi t20 Sdec - 1709 Q 9901 84 a, 220 f 1'81204 NoT Arm CT04 A E is o 1 r-4 g 1 l • 13, MM. . l&I'l ■\11A:1IN 1 7 7/ 4 /7r - hl = 2- . ... sib FAS... IN C._ - r •) Ill. 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F c-1- 4-1 r3AS�ry — c rI ( Z l= c 1 v ^O 0 oart V' J THIS RUN EXECUTED 09 -06 -87 ffffffffffff ffffff f fffffffffffffffffffffffffffffff HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR - 01,02,03,04,05,06 MODIFICATION - 50,51,52,53,54,55,56 IBM -PC -XT VERSION AUGUST 1985 +ffffff fffffffff * *+ttfffM.Mffftt *f * *** ****ftt *t v- T1 DEVELOPMENT OF RATING CURVES FOR SAN SEVAINE BASINS NO. 1, 2 AND 3. T2 PREPARED FOR J. P. KAPP & ASSOCIATES. A = 100 CFS A. 13 SAN SEVAINE BASINS 1,2,3 PREPARED BY RIVERTECH INC. ON SEPTEMBER 1,1988. J1 ICHECK INA NINV IDIR STRT METRIC HVINS A WSEL FA A. 0. 2. 0. 0. - 1.000000 .00 .0 0. 1441.200 .000 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE A , .000 .000 -1.000 .000 .000 .000 -1.000 .000 .000 .000 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 38.000 43.000 1.000 2.000 26.000 8.000 12.000 42.000 39.000 67.000 NC .030 .030 .030 .040 .300 .000 .000 .000 .000 .000 A" 01 14.000 100.000 500.000 1000.000 2000.000 3000.000 4000.000 5000.000 6000.000 7000.000 AT 8000.000 9000.000 10000.000 11000.000 12000.000 .000 .000 .000 .000 .000 XX 11 .000 8.000 28.000 600.000 .000 .000 .000 .000 .000 .000 2 A. GR 1450.000 .000 1450.000 28.000 1441.000 68.000 1441.000 335.000 1442.000 508.000 ° a GR 1445.000 533.000 1450.000 580.000 1455.000 ' 600.000 .000 .000 .000 .000 b� 11 1.000 18.000 100.000 980.000 330.000 330.000 330.000 .000 .000 .000 GR 1475.000 100.000 1470.000 157.000 1464.000 172.000 1468.000 187.000 1467.000 227.000 GR 1466.500 380.000 1466.000 412.000 1462.000 438.000 1461.600 452.000 1462.000 515.000 A. SR 1463.000 590.000 1466.000 605.000 1466.000 660.000 1467.000 700.000 1468.000 860.000 GR 1469.000 880.000 1470.000 902.000 1475.000 980.000 .000 .000 .000 .000 M 11 2.000 25.000 90.000 1065.000 200.000 200.000 200.000 .000 .000 .000 41 GR 1482.000 90.000 1480.000 108.000 1475.000 118.000 1465.000 140.000 1460.000 153.000 z GR 1455.000 182.000 1454.000 209.000 1453.000 283.000 1452.000 332.000 1451.000 360.000 - SR 1450.000 380.000 1451.000 480.000 1452.000 550.000 1453.000 590.000 1454.000 629.000 11 A. 6R 1455.000 675.000 1456.000 825.000 1457.000 935.000 1458.000 990.000 1459.000 1015.000 6R 1460.000 1018.000 1465.000 1035.000 1470.000 1045.000 1475.000 1055.000 1480.000 1065.000 AA ;0 X1 3.000 31.000 121.000 1270.000 460.000 460.000 460.000 .000 .000 .000 GR 1490.000 121.000 1485.000 186.000 1484.000 205.000 1483.000 225.000 1482.600 240.000 6R 1482.200 292.000 1482.000 295.000 1481.000 300.000 1480.000 305.000 1478.000 310.000 GR 1477.000 350.000 1477.000 355.000 1478.000 390.000 1480.000 400.000 1482.000 410.000 6R 1483.000 460.000 1484.000 570.000 1484.000 830.000 1483.000 880.000 1481.000 1030.000 GR 1480.000 1035.000 1478.000 1050.000 1477.300 1070.000 1478.000 1128.000 1480.000 1133.000 AO SR 1481.000 1140.000 1482.000 1143.000 1483.000 1162.000 1484.000 1183.000 1485.000 1202.000 GR 1490.000 1270.000 .000 .000 .000 .000 .000 .000 .000 ,000 1 A, 09 -06-87 22:25:53 PAGE 2 XI 4.000 11.000 100.000 1375.000 220.000 220.000 220.000 .000 .000 .000 < GR 1495.000 100.000 1475.000 138.000 1470.000 150.000 1470.000 180.000 1469.600 500.000 -) (..; .. GR 1469.000 580.000 1469.000 1140.000 1470.300 1200.000 1475.000 1338.000 1480.000 1348.000 Q GR 1495.000 1375.000 .000 .000 .000 .000 .000 .000 .000 .000 0) 11 X1 5.000 22.000 60.000 1570.000 440.000 440.000 440.000 .000 .000 .000 GR 1510.000 60.000 1509.000 90.000 1508.000 130.000 1507.000 170.000 1506.000 220.000 <__, GR 1505.000 300.000 1504.000 365.000 1503.000 637.000 1502.000 700.000 1501.000 715.000 GR 1500.000 760.000 1495.000 772.000 1494.700 775.000 1493.700 790.000 1494.000 820.000 - GR 1494.000 930.000 1495.000 935.000 1500.000 955.000 1503.000 968.000 1504.000 1012.000 GR 1505.000 1120.000 1510.000 1570.000 .000 .000 .000 .000 .000 .000 XI 6.000 12.000 90.000 1710.000 210.000 210.000 210.000 .000 .000 .000 f -rd .. GR 1515.000 90.000 1510.000 98.000 1505.000 108.000 1500.000 120.000 1495.000 132.000 Q GR 1493.000 138.000 1493.000 1663.000 1495.000 1665.000 1500.000 1680.000 1505.000 1695.000 ° 8R 1510.000 1700.000 1515.000 1710.000 .000 .000 .000 .000 .000 .000 Ll Z A. EJ .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 1 09 -06 -87 22:25:53 PAGE 3 ,.., SAN SEVAINE BASINS 1,2,3 SUMMARY PRINTOUT SECNO Q CWSEL CRIWS VCH DEPTH GLOSS ELMIN XLCH XECH1 ,.. * .000 100.00 1441.16 1441.16 2.24 .16 .00 1441.00 .00 .00 4 .000 500.00 1441.45 1441.45 3.60 .45 .00 1441.00 .00 .00 - * .000 1000.00 1441.70 1441.70 4.36 .70 .00 1441.00 .00 .00 t .000 2000.00 1442.05 1442.05 5.27 1.05 .00 1441.00 .00 .00 * .000 3000,00 1442.32 1442.32 6.01 1.32 .00 1441.00 .00 .00 * .000 4000.00 1442.56 1442.56 6.58 1.56 .00 1441.00 .00 .00 * .000 5000.00 1442.77 1442.77 7.11 1.77 .00 1441.00 .00 .00 * .000 6000.00 1442.97 1442.97 7.56 1.97 .00 1441.00 .00 .00 * .000 7000.00 1443.16 1443.16 7.95 2.16 .00 1441.00 .00 .00 * .000 8000.00 1443.36 1443.36 8.25 2.36 .00 1441.00 .00 .00 .» * .000 9000.00 1443.53 1443.53 8.55 2:53 .00 1441.00 .00 .00 "e * .000 10000.00 1443.69 1443.69 8.87 2.69 .00 1441.00 .00 .00 * .000 11000.00 1443.87 1443.87 9.11 2.87 .00 1441.00 .00 .00 .. * .000 12000.00 1444.01 1444.01 9.40 3.01 .00 1441.00 .00 .00 * 1.000 100.00 1462.18 1462.18 3.31 .58 .03 1461.60 330.00 .00 .„ } 1.000 500.00 1462.80 1462.80 4.87 1.20 .05 1461.60 330.00 .00 * 1.000 1000.00 1463.23 1463.23 5.89 1.63 .07 1461.60 330.00 .00 * 1.000 2000.00 1463.87 1463.87 7.28 2.27 .12 1461.60 330.00 .00 * 1.000 3000.00 1464.38 1464.38 8.25 2.78 .15 1461.60 330.00 .00 *1' * 1.000 4000.00 1464.84 1464.84 9.00 3.24 .18 1461.60 330.00 .00 * 1.000 5000.00 1465.26 1465.26 9.61 3.66 .19 1461.60 330.00 .00 AW * 1.000 6000.00 1465.62 1465.62 10.22 4.02 .22 1461.60 330.00 .00 * 1.000 7000.00 1466.36 1466.36 9.27 4.76 .11 1461.60 330.00 .00 * 1.000 8000.00 1466.95 1466.95 8.28 5.35 .00 1461.60 330.00 .00 4. * 1.000 9000.00 1467.16 1467.16 8.44 5.56 .00 1461.60 330.00 .00 * 1.000 10000.00 1467.37 1467.37 8.47 5.77 .00 1461.60 330.00 .00 * 1.000 11000.00 1467.59 1467.59 8.45 5.99 .01 1461.60 330.00 .00 * 1.000 12000.00 1467.74 1467.74 8.60 6.14 .01 1461.60 330.00 .00 1 09 -06 -87 22:25:53 PAGE 45 -- SECNO Q CWSEL CRIHS VCH DEPTH GLOSS ELMIN XLCH XECH1 1 2.000 100.' 1462.25 14`.1. . 12.35 .01 14510.00 200.00 .00 "" 2.000 500.00 1463.13 1451.33 :Jo 13.1d .01 1450.00 2.10.o) .vii 1 2.000 1000.00 1463.79 1451.77 .12 13.79 .02 1450.00 200.00 .00 I D 1 5 2.000 2000.00 1464.72 1452.35 .22 14.72 .03 1450.00 200.00 .00 -, 2.000 3000.00 1465.48 1452.79 .30 15.48 .04 1450.00 200.00 .00 2.000 4000.00 1466.15 1453.17 .38 16.15 .05 1450.00 200.00 .00 41 2.000 5000.00 1466.75 1453.47 .45 16.75 .06 1450.00 200.00 .00 z 2.000 6000.00 1467.30 1453.75 .52 17.30 .06 1450.00 200.00 .00 2.000 7000.00 1467.74 1453.99 .59 17.74 .05 1450.00 200.00 .00 0 2.000 8000.00 1468.05 1454.20 .65 18.05 .04 1450.00 200.00 .00 2.000 9000.00 1468.30 1454.40 .72 18.30 .04 1450.00 200.00 .00 0 .,,, 2.000 10000.00 1468.53 1454.59 .79 18.53 .04 1450.00 200.00 .00 2.000 11000.00 1468.73 1454.76 .86 18.73 .04 1450.00 200.00 .00 2.000 12000.00 1468.93 1454.95 .92 18.93 .05 1450.00 200.00 .00 / °. * 3.000 100.00 1477.71 1477.71 3.14 .71 .05 1477.00 460.00 .00 * 3.000 500.00 1478.23 1478.23 4.69 1.23 .10 1477.00 460.00 .00 * 3.000 1000.00 1478.63 1478.63 5.81 1.63 .16 1477.00 460.00 .00 * 3.000 2000.00 1479.24 1479.24 7.15 2.24 .24 1477.00 460.00 .00 * 3.000 3000.00 1479.75 1479.75 8.05 2.75 .30 1477.00 460.00 .00 ,. * 3.000 4000.00 1480.19 1480.19 8.72 3.19 .35 1477.00 460.00 .00 * 3.000 5000.00 1480.61 1480.61 9.21 3.61 .39 1477.00 460.00 .00 - * 3.000 6000.00 1480.99 1480.99 9.63 3.99 .43 1477.00 460.00 .00 * 3.000 7000.00 1481.43 1481.43 9.64 4.43 .43 1477.00 460.00 .00 .. * 3.000 8000.00 1481.77 1481.77 9.81 4.77 .45 1477.00 460.00 .00 * 3.000 9000.00 1482.20 1482.20 9.51 5.20 .42 1477.00 460.00 .00 * 3.000 10000.00 1482.62 1482.62 9.00 5.62 .37 1477.00 460.00 .00 ,.. * 3.000 11000.00 1482.84 1482.84 9.06 5.84 .38 1477.00 460.00 .00 * 3.000 12000.00 1483.05 1483.05 9.09 6.05 .38 1477.00 460.00 .00 4.000 100.00 1477.87 1469.10 .01 8.87 .01 1469.00 220.00 .00`\ ... 4.000 500.00 1478.59 1469.29 .05 9.59 .01 1469.00 220.00 .00 4.000 1000.00 1479.17 1469.45 .09 10.17 .02 1469.00 220.00 .00 4.000 2000.00 1480.07 1469.72 .16 11.07 .03 1469.00 220.00 .00 (\J 4.000 3000.00 1480.79 1469.93 .22 11.79 .04 1469.00 220.00 .00 4.000 4000.00 1481.42 1470.09 .28 12.42 .05 1469.00 220,00 .00 4 4.000 5000.00 1481.98 1470.21 .34 12.98 .05 1469.00 220.00 .00 4.000 6000.00 1482.49 1470.33 .39 13.49 .06 1469.00 220.00 .00 z 4.000 7000.00 1482.93 1470.43 .44 13.93 .06 1469.00 220.00 .00 4.000 8000.00 1483.32 1470.54 .49 14.32 .06 1469.00 220.00 .00 0 4.000 9000.00 1483.66 1470.64 .53 14.66 .06 1469.00 220.00 .00 4 4.000 10000.00 1483.92 1470.73 .58 14.92 .05 1469.00 220.00 .00 4.000 11000.00 1484.16 1470.82 .63 15.16 .05 1469.00 220.00 .00 4.000 12000.00 1484.38 1470.91 .68 15.38 .05 1469.00 220.00 .00, 09 -06 -87 22:25:53 PAGE 46 As SECNO A CWSEL CRIWS VCH DEPTH GLOSS ELMIN XLCH XECH1 * 5.000 100.00 1494.19 1494.19 2.80 .49 .04 1493.70 440.00 .00 As * 5.000 500.00 1494.63 1494.63 4.69 .93 .10 1493.70 440.00 .00 * 5.000 1000.00 1495.03 1495.03 5.85 1.33 .16 1493.70 440.00 .00 * 5.000 2000.00 1495.65 1495.65 7.32 1.95 .25 1493.70 440.00 .00 it 5.000 3000.00 1496.17 1496.17 8.32 2.47 .32 1493.70 440.00 .00 * 5.000 4000.00 1496.63 1496.63 9.09 2.93 .38 1493.70 440.00 .00 * 5.000 5000.00 1497.05 1497.05 9.75 3.35 .44 1493.70 440.00 .00 ... * 5.000 6000.00 1497.44 1497.44 10.29 3.74 .49 1493.70 440.00 .00 AW * 5.000 7000.00 1497.82 1497.82 10.75 4.12 .54 1493.70 440.00 .00 * 5.000 8000.00 1498.15 1498.15 11.25 4.45 .59 1493.70 440.00 .00 * 5.000 9000.00 1498.48 1498.48 11.65 4.78 .63 1493.70 440.00 .00 * 5.000 10000.00 1498.81 1498.81 12.01 5.11 .67 1493.70 440.00 .00 * 5.000 11000.00 1499.11 1499.11 12.37 5.41 .71 1493.70 440.00 .00 * 5.000 12000.00 1499.42 1499.42 12.65 5.72 .74 1493.70 440.00 .00 6.)00 1r70.0!0 104.21 14G3.05 .05 1.31 .00 1493.00 210.00 .00-) •_ 6.000 500.00 1494.99 1493.15 .i6 1.'3 .!1 1413..E �t "0 .J•? 6,000 1000.00 1495.59 1493.24 .25 2.59 .02 1493.00 210.00 .00 6.000 2000.00 1496.52 1493.37 .37 3.52 .03 1493.00 210.00 .00 j .4 6.000 3000.00 1497.29 1493.49 .46 4.29 .04 1493.00 210.00 .00 6.000 4000.00 1497.97 1493.60 .52 4.97 .05 1493.00 210.00 .00 _ 6.000 5000.00 1498.59 1493.69 .58 5.59 .06 1493.00 210.00 .00 2 6.000 6000.00 1499.16 1493.78 .63 6.16 .07 1493.00 210.00 .00 Li 0 ' 6.000 7000.00 1499.69 1493.97 .68 6.67 .07 1493.00 210.00 .00 4 6.000 8000.00 1500.20 1493.95 .72 7.20 .08 1493.00 210.00 .00 6.000 9000.00 1500.68 1494.02 .76 7.68 .08 1493.00 210.00 .00 6.000 10000.00 1501.I4 1494.10 .80 8.14 .09 1493.00 210.00 .00 6.000 11000.00 1501.58 1494.17 .83 3.58 .09 1493.00 210.30 .00 6.000 12000.00 1502.00 1494.24 .86 7.00 .10 1493.00 210.00 .00 .. 00 00 AM AA AM AW AO w. 1 1 APPENDIX E INPUT DATA FOR HYDROGRAPHS 1 1 1 1 El INPUT DATA FOR HYDROGRAPHS In this section the input data for developing 100 -YR hydrographs at each watershed is summarized. The hydrographs were developed using the FLOOD program by AES. The following notes provide explanation for developing data for this program. 1. Lag parameters were obtained from Appendix B. 2. Area of each watershed has been measured and was verified with the results of the Rational Method. 3. A baseflvw of zero was considered for all watersheds. 4. S graph proportions were estimated based on topography and conditions of land use. .5. Loss rate and low loss fraction values were obtained from Appendix C. 6. Rainfall data were obtained from Appendix A. 7. Unit interval for each storm was selected based on recommended values by the FLOOD program. 8. In the following sheets for each watershed data is provided for the following: o Length of longest watercourse, L. o Length to the centroid of the watershed, Imo. o Difference of elevation in the watershed. With this data in the FLOOD program, by trial and error several basin factors were tested such that the resulting peak discharges by the basin factor method and by the Rational Method were close. This procedure was followed to provide the staff of the County of San Bernardino with information on equivalent basin factors when using Rational Method to compute the lag in the study watersheds. The equivalent basin factors are also shown in summary input data sheets. At the end of this Appendix comparisons of discharges computed by basin factor and Rational Method are provided. 1 1 1 INPUT DATA FOR HYDROGRAPHS (EXISTING CONDITION 1 1 1 E - PROJECT : ,Ai S . 1i1 / /f - r sA /D PROJECT NO.: (77/ „ i7 ^ /02-;1/ DATE: DATE : , i'/2 rn / Aft ENGINEER: ,/I/ mit /7'2 2 ,'2S ,ye - v) •^ 1. Enter the design storm return frequency (years) /oO 2. Enter the catchment lag (hours) 3. Enter the catchment area (acres) 72.1? 4. Enter baseflow (cfs /square mile) ;o .p 5. Enter the S -Graph proportions (decimal) Valley: Developed Foothill /,. Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) 7. Enter low loss fraction, Y (decimal) 4.130 8. Enter watershed area - averaged 5- minute point soh rainfall (inches)* Enter watershed area - averaged 30- minute point . /P rainfall (inches)* Enter watershed area - averaged 1 -hour point /.9s -6 rainfall (inches)* Enter watershed area - averaged 3 -hour point �•�� rainfall (inches)* ,* Enter watershed area- averaged 6 -hour point 1.rt rainfall (inches)* Enter watershed area - averaged 24 -hour point Cl•8 rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) S` 10. Length of longest watercourse (ft) 9 /cOO .4s" 11. Lca /,ZcO r) ' 12. Difference in Elevation (ft) 36.50 13. Basin factor n . ,, 3,) E -3 PROJECT: FfilST/Af CI /714eYs 4.,/,4o20 PROJECT NO.: / Q _ / DATE: , 7 . / 9i /9ra ENGINEER: J(1 L 1. Enter the design storm return frequency (years) /0 2. Enter the catchment lag (hours) 0.39 3. Enter the catchment area (acres) /eR8 4. Enter baseflow (cfs /square mile) a• `" 5. Enter the S -Graph proportions (decimal) Valley: Developed 0.0 Foothill Mountain n.R Valley: Undeveloped Desert -. 6. Enter maximum loss rate, F (inch /hour) o � ,c,f? 7. Enter low loss fraction, Y (decimal) 0,27? 9? 8. Enter watershed area - averaged 5- minute point ,2/ rainfall (inches)* Enter watershed area - averaged 30- minute point /,ZZ rainfall (inches)* Enter watershed area - averaged 1 -hour point /,S"o rainfall (inches)* Enter watershed area - averaged 3 - hour point :3• ,20 rainfall (inches) * Enter watershed area - averaged 6 - hour point 5.0 rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) 10. Length of longest watercourse (ft) 11. Lca / /onO 12. Difference in Elevation (ft) jrQG 13. Basin factor �� o -3c) am PROJECT: L e i " i S Tl ni /7) /if SL ,,✓, PROJECT NO.: /6,r —/ DATE: ne / ENGINEER: k)/ ; L �Y/ C !L� aS" yr• vo„ 1. Enter the design storm return frequency (years) /oO 2. Enter the catchment lag (hours) o,_39 3. Enter the catchment area (acres) 4. Enter baseflow (cfs /square mile) 5. Enter the S -Graph proportions (decimal) Valley: Developed o.o Foothill 0.0 .,. Mountain 0,0 Valley: Undeveloped A.0 Desert 6. Enter maximum loss rate, F (inch /hour) (3.7710 7. Enter low loss fraction, Y (decimal) 0,5, , 8. Enter watershed area - averaged 5- minute point 0.6 rainfall (inches)* Enter watershed area - averaged 30- minute point /.oz rainfall (inches)* Enter watershed area - averaged 1 -hour point 1'- 24 rainfall (inches)* Enter watershed area - averaged 3 -hour point �. rainfall (inches)* Enter watershed area - averaged 6 -hour point 3. ra """ rainfall (inches) * Enter watershed area - averaged 24 -hour point R. rainfall (inches)* 9. Enter 24 - hour storm unit interval (minutes) 10. Length of longest watercourse (ft) 6oan 11. Lca ¢a3v 12. Difference in Elevation (ft) �.. 13. Basin factor E PROJECT: . 77 Af kt/u,.,sle/ti- PROJECT NO.: m,Q -/ DATE: /it, /% £ ENGINEER: pt/u/�,AL 1. Enter the design storm return frequency (years) Al() win 2. Enter the catchment lag (hours) 7 % 4 / 3. Enter the catchment area (acres) 1/1/ 4. Enter baseflow (cfs /square mile) ,o, 5. Enter the S -Graph proportions (decimal) Valley: Developed ,,,o Foothill O , / Mountain 0.4 Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) 7. Enter low loss fraction, Y (decimal) (7,0'z/ 8. Enter watershed area - averaged 5- minute point 0.6 rainfall (inches)* Enter watershed area - averaged 30- minute point /,07 rainfall (inches)* Enter watershed area - averaged 1 -hour point /3S rainfall (inches)* Enter watershed area - averaged 3 -hour point ?,Gr9 rainfall (inches)* Enter watershed area - averaged 6 -hour point 25 "' rainfall (inches)* Enter watershed area - averaged 24 -hour point 9.�0 �,► rainfall (inches) * . 9. Enter 24 -hour storm unit interval (minutes) ,S 10. Length of longest watercourse (ft) /s • 11. Lca RIO 0 AM 12 . Difference in Elevation (ft) 2-2(86 13. Basin factor r n�.< win PROJECT: E A - 1.: r(&I - t //1/ - 4 , 0%4 PROJECT NO.: /0 DATE: (Amp/9) / ( ig5 ENGINEER: har„4 K. 1. Enter the design storm return frequency (years) /gO 2. Enter the catchment lag (hours) n,3/ 3. Enter the catchment area (acres) 43� 4. Enter baseflow (cfs /square mile) 0 ,, ) 5. Enter the S-Graph proportions (decimal) Valley: Developed o.O Foothill 4, Mountain ,, , F1 Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) 4-‘1 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5- minute point 67.6 rainfall (inches)* Enter watershed area - averaged 30- minute point rainfall (inches)* Enter watershed area - averaged 1 -hour point rainfall (inches)* Enter watershed area - averaged 3 -hour point rainfall (inches)* Enter watershed area - averaged 6 -hour point rainfall (inches)* Enter watershed area - averaged 24 -hour point /O.a rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) 10. Length of longest watercourse (ft) .;),';00 11. Lca 4 200 12. Difference in Elevation (ft) 13. Basin factor o.Odc. PROJECT: / S 77 Irk f s / „ / ' z � 6 .., PROJECT NO.: /O,. DATE: � / h() / ) ENGINEER: k)A./4 ) /2/»C -1,;; yr• 1. Enter the design storm return frequency (years) /00 2. Enter the catchment lag (hours) 3. Enter the catchment area (acres) 4. Enter baseflow (cfs /square mile) 5. Enter the S -Graph proportions (decimal) Valley: Developed 0.6 Foothill ()./ Mountain (1.4 Valley: • Undeveloped Desert -- 6. Enter maximum loss rate, F (inch /hour) ,r.ra 7. Enter low loss fraction, Y (decimal) o,qo 2 8. Enter watershed area - averaged 5- minute point rainfall (inches)* Enter watershed area - averaged 30- minute point /.flotS rainfall (inches)* Enter watershed area - averaged 1 -hour point AS/ rainfall (inches)* Enter watershed area - averaged 3 -hour point g.60 rainfall (inches)* Enter watershed area - averaged 6 -hour point 40 rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (inches) * 9. Enter 24 -hour storm unit interval (minutes) 10. Length of longest watercourse (ft) 9(' 11. Lca 4 12. Difference in Elevation (ft) /15S. 13. Basin factor o.n 6 PROJECT $Y /S T /�l CI 1/i�i �s /c✓�f '�o PROJECT NO.: "?-/ DATE: ,- /2 /9W ENGINEER: l/I /�r,✓. /L err W, 1rnc -i1' .2 J'9 v. j .- 1. , Enter the design storm return frequency (years) /dP) 2. Enter the catchment lag (hours) ,.,, 5 -- "v. 3. Enter the catchment area (acres) /A/O 4. Enter baseflow (cfs /square mile) 0.0 5. Enter the S -Graph proportions (decimal) Valley: Developed .o Foothill r ,, • Mountain 11.2 Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) oPG4 7. Enter low loss fraction, Y (decimal) 0.47q 8. Enter watershed area - averaged 5- minute point 6/ rainfall (inches)* Enter watershed area - averaged 30- minute point /.o5' rainfall (inches)* Enter watershed area - averaged 1 -hour point / go rainfall (inches) * Enter watershed area - averaged 3 -hour point sS rainfall (inches)* Enter watershed area - averaged 6 -hour point 3.J) rainfall (inches)* Enter watershed area - averaged 24 -hour point I.2 rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) 2i 10. Length of longest watercourse (ft) o. 11. Lca x .�, 12. Difference in Elevation (ft) •• 13. Basin factor U,0_; E - 9 sa. PROJECT: r X 1 WaA,..s /e 1 #86 PROJECT NO.: bv ? -/ DATE: ' .J,(° / 2 1 / 11 ENGINEER: 14i,1 1. Enter the design storm return frequency (years) /�r7 2. Enter the catchment lag (hours) ,1, 38 3. Enter the catchment area (acres) 246 4. Enter baseflow (cfs /square mile) o o 5. Enter the S -Graph proportions (decimal) Valley: Developed o,o Foothill 0'O Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) 79,7is 7. Enter low loss fraction, Y (decimal) r)..0 8. Enter watershed area - averaged 5- minute point o.(0 rainfall (inches)* Enter watershed area - averaged 30- minute point /,o2 rainfall (inches)* Enter watershed area - averaged 1 -hour point /. .28 rainfall (inches)* Enter watershed area - averaged 3 -hour point ASv rainfall (inches)* Enter watershed area - averaged 6 -hour point 3.�7 rainfall (inches) * Enter watershed area - averaged 24 -hour point 7.S rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) 10. Length of longest watercourse (ft) goo() 11. Lca 6 12. Difference in Elevation (ft) 67O �,. 13. Basin factor ��,n3 PROJECT: j S Tin/ 4/g PROJECT NO.: /0e6-/ orm DATE: \ /y e / ( 7 �., ENGINEER: kVe r.✓/c • Arc - ,. -; 1. Enter the design storm return frequency (years) �� o 2. Enter the catchment lag (hours) x,36 3. Enter the catchment area (acres) 7f fee 4. Enter baseflow (cfs /square mile) o � MO 5. Enter the S -Graph proportions (decimal) Valley: Developed o00 Foothill Mountain o , Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) G 26.4 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5- minute point o.5/ rainfall (inches)* Enter watershed area - averaged 30- minute point /.o/ rainfall (inches)* Enter watershed area - averaged 1 -hour po 4025 "- rainfall (inches)* Enter watershed area - averaged 3 -hour point 2 4S rainfall (inches)* Enter watershed area - averaged 6 -hour point rainfall (inches)* Enter watershed area - averaged 24 -hour point 7 rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) S 10. Length of longest watercourse (ft) Zdo 0 11. Lca /oo-v 12. Difference in Elevation (ft) SZ 13. Basin factor o.oS ilk INPUT DATA FOR HYDROGRAPHS (INTERIM CONDITION }. LF- 71 PROJECT: IN Te / /0 PROJECT NO.: /og -/ DATE: A . iS s !y4Q d ENGINEER: fi/c /2, 1. Enter the design storm return frequency (years) A/1 ✓ 2. Enter the catchment lag (hours) 0.9/ 3. Enter the catchment area (acres) Z29 4. Enter baseflow (cfs /square mile) O•o 5. Enter the S -Graph proportions (decimal) Valley: Developed o•o Foothill n, z Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) 7. Enter low loss fraction, Y (decimal) 0.132 8. Enter watershed area - averaged 5- minute point 7.69 rainfall (inches)* Enter watershed area - averaged 30- minute point /.i' rainfall (inches)* Enter watershed area - averaged 1 -hour point 1.sC! rainfall (inches)* Enter watershed area - averaged 3 -hour point z•kY rainfall (inches)* Enter watershed area - averaged 6 -hour point se. rainfall (inches)* Enter watershed area - averaged 24 -hour point 9.�0 rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) 10, Length of longest watercourse (ft) o7,/0o- 40 a 11. Lca /0/00 12. Difference in Elevation (ft) 365o 13. Basin factor 4'43 F PROJECT: 1 1/1/v7 A,.✓ #ao PROJECT NO.: /o,P_/ DATE: /�y , /S, /y.��' cJ ENGINEER: 1. Enter the design storm return frequency (years) ���' 2. Enter the catchment lag (hours) t),37 3. Enter the catchment area (acres) 4. Enter baseflow (cfs /square mile) l �•o 5. Enter the S -Graph proportions (decimal) Valley: Developed o,o Foothill r).2. Mountain 4• r Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) 04 987 7. Enter low loss fraction, Y (decimal) 0. ;954 8. Enter watershed area - averaged 5- minute point rainfall (inches)* Enter watershed area - averaged 30- minute point /LZ rainfall (inches)* Enter watershed area - averaged 1 -hour point /.s0 rainfall (inches)* Enter watershed area - averaged 3 -hour point -42 rainfall (inches)* Enter watershed area - averaged 6 -hour point rainfall (inches)* Enter watershed area - averaged 24 -hour point / �,¢ rainfall (inches)* 9. Enter 24 - hour storm unit interval (minutes) c 10. Length of longest watercourse (ft) it 11. Lca QS 12. Difference in Elevation (ft) es90 . 13, Basin factor o3c PROJECT: l x TF 2 (A1 1 f f -44„.4 ,30 PROJECT NO.: /.-/ DATE: /,&. /S, /off) ENGINEER: 1. Enter the design storm return frequency (years) zoo /o�yr.r�� 2. Enter the catchment lag (hours) 3. Enter the catchment area (acres) d - 4. Enter baseflow (cfs /square mile) �.o 5. Enter the S -Graph proportions (decimal) Valley: Developed / Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) o,gSz 7. Enter low loss fraction, Y (decimal) 0.27/ 8. Enter watershed area - averaged 5- minute point o ,�S rainfall (inches)* Enter watershed area - averaged 30- minute point /.29 rainfall (inches)* Enter watershed area - averaged 1 -hour point /.s9 rainfall (inches)* Enter watershed area - averaged 3 -hour point rainfall (inches)* Enter watershed area - averaged 6 -hour point q, rainfall (inches)* Enter watershed area - averaged 24 -hour point /,- S 0 rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes), S . 10, Length of longest watercourse (ft), /Moo 11. Lca Fc' 12. Difference in Elevation (ft) /� 5 13. Basin factor • 6 14 PROJECT: ((/.7.----12 (Al ±.n /0 PROJECT NO.: / ,,7_/ DATE: /.jo, , /S., /Ggg u ENGINEER: 1. Enter the design storm return frequency (years) /Y ' ) Z sy, rcwf 2. Enter the catchment lag (hours) 0,11/ 3. Enter the catchment area (acres) 1/4/ 4. Enter baseflow (cfs /square mile) ■.1,0 5. Enter the S -Graph proportions (decimal) Valley: Developed Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) 7. Enter low loss fraction, Y (decimal) o.¢;./ 8. Enter watershed area - averaged 5- minute point rainfall (inches)* Enter watershed area - averaged 30- minute point /09 rainfall (inches)* Enter watershed area - averaged 1 -hour point /3S rainfall (inches)* Enter watershed area - averaged 3 -hour point 2 o rainfall (inches)* Enter watershed area - averaged 6 -hour point ¢.2s rainfall (inches)* Enter watershed area - averaged 24 -hour point �¢ rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) 5 .10, Length of longest watercourse (ft) / rwn 11. Lca r 0o 0 12. Difference in Elevation (ft) z o 13. Basin factor 0.02,c E - PROJECT: / N 0 F2 r Al 41/744, /,y am PROJECT NO.: /ot -/ DATE: , /, , /oq ENGINEER: 1. Enter the design storm return frequency x � enc Y (Years) /00 /a�� 2. Enter the catchment lag (hours) /-e3/ 3. Enter the catchment area (acres) ¢3 Z 4. Enter baseflow (cfs /square mile) 0 5. Enter the S -Graph proportions (decimal) Valley: Developed Foothill 0,7 Mountain g Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) 0,5z2 7. Enter low loss fraction, Y (decimal) d- 3 So 8. Enter watershed area - averaged 5- minute point 0- 6 rainfall (inches)* Enter watershed area - averaged 30- minute point /, /g rainfall (inches)* Enter watershed area - averaged 1 -hour point /,¢ rainfall (inches)* Enter watershed area - averaged 3 -hour point Z,9 rainfall (inches)* Enter watershed area - averaged 6 -hour point d. 3 2- rainfall (inches)* Enter watershed area - averaged 24 -hour point /0.Z a rainfall (inches)* 9. Enter 24 - hour storm unit interval (minutes) S" 10. Length of longest watercourse (ft) 11. Lca 12. Difference in Elevation (ft) /.9.co 13. Basin factor ^ PROJECT: W ZF /Z / f1 4 ,4. 0 PROJECT NO.: / —/ DATE: , 1 � /Q 4's? ENGINEER: 1. Enter the design storm return frequency (years) AP, �'�S�nra�a 2. Enter the catchment lag (hours) 3. Enter the catchment area (acres) ¢ -Y 4. Enter baseflow (cfs /square mile) a , n 5. Enter the S -Graph proportions (decimal) Valley: Developed o• v Foothill 0./ Mountain „,6 Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) o.Sz 7. Enter low loss fraction, Y (decimal) 4.1 2 8. Enter watershed area - averaged 5- minute point a. 6,,2 rainfall (inches)* Enter watershed area - averaged 30- minute point /,o4 rainfall (inches) * Enter watershed area - averaged 1 -hour point 4,3/ rainfall (inches)* Enter watershed area - averaged 3 -hour point e.‘o rainfall (inches)* Enter watershed area - averaged 6 -hour point 4t,0 rainfall (inches)* Enter watershed area - averaged 24 -hour point 9 - rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) S 10. Length of longest watercourse (ft) 9'000 11. Lca ¢21-4 12. Difference in Elevation (ft) /�- 40 13. Basin factor 4 .03 PROJECT: / T k " p474,-A,/ -`y PROJECT NO.: /05 -/ DATE: %. /5 ENGINEER: 1. Enter the design storm return frequency (years) a rr/ir7 2. Enter the catchment lag (hours) 3. Enter the catchment area (acres) 4. Enter baseflow (cfs /square mile) 0.0 5. Enter the S -Graph proportions (decimal) Valley: Developed o•o Foothill o ./ Mountain 0.2 Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) 7. Enter low loss fraction, Y (decimal) 0. 19° 8. Enter watershed area - averaged 5- minute point 047 rainfall (inches)* Enter watershed area - averaged 30- minute point /,os rainfall (inches)* Enter watershed area - averaged 1 -hour point / rainfall (inches)* Enter watershed area - averaged 3 -hour point Z SS rainfall (inches)* Enter watershed area - averaged 6 -hour point 2,S0 rainfall (inches)* Enter watershed area - averaged 24 -hour point 9.2 rainfall (inches)* 9. Enter 24 - hour storm unit interval (minutes) 6T 10, Length of longest watercourse (ft) 23oo-) 11. Lca /Gboo 12. Difference in Elevation (ft) /¢c) 13. Basin factor r1. /I3 E PROJECT : 1 AI T /Tl1 / /✓� � f r/a �C' PROJECT NO.: DATE: A) , / f7, /9 ,W ENGINEER: 1. Enter the design storm return frequency (years) /0O 2. Enter the catchment lag (hours) o.q2. 3. Enter the catchment area (acres) / / `l 4. Enter baseflow (cfs /square mile) tY.o 5. Enter the S -Graph proportions (decimal) Valley: Developed Foothill 0.0 Mountain 4.0 Valley: Undeveloped /,p Desert 6. Enter maximum loss rate, F (inch /hour) 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5- minute point 040 rainfall (inches) * Enter watershed area - averaged 30- minute point /., rainfall (inches)* Enter watershed area - averaged 1 -hour point rainfall (inches)* Enter watershed area - averaged 3 -hour point rainfall (inches)* Enter watershed area - averaged 6 -hour point 3.9f rainfall (inches)* Enter watershed area - averaged 24 -hour point ¢ rainfall (inches) * 9. Enter 24 -hour storm unit interval (minutes) s 10, Length of longest watercourse (ft) 11. Lca 41i) o 12. Difference in Elevation (ft) 450 13. Basin factor n.O4 PROJECT: / &( T,6 2 (dti PROJECT NO.: // -/ DATE: /,,,/,_(") , / ENGINEER: 1. Enter the design storm return frequency (years) /np 2. Enter the catchment lag (hours) o,39 3. Enter the catchment area (acres) 4 4. Enter baseflow (cfs /square mile) d•o 5. Enter the S -Graph proportions (decimal) Valley: Developed 0'0 Foothill 0.0 Mountain d,C) Valley: Undeveloped /•o Desert 6. Enter maximum loss rate, F (inch /hour) /1, 2°4 7. Enter low loss fraction, Y (decimal) x ,60 8. Enter watershed area - averaged 5- minute point 6%5 rainfall (inches)* Enter watershed area - averaged 30- minute point / rainfall (inches)* Enter watershed area - averaged 1 -hour point rainfall (inches)* Enter watershed area - averaged 3 -hour point 2,¢$ rainfall (inches)* Enter watershed area - averaged 6 -hour point �,y rainfall (inches)* Enter watershed area - averaged 24 -hour point ;?. rainfall (inches) * 9. Enter 24 -hour storm unit interval (minutes) $" 10, Length of longest watercourse (ft) ";0-0(9 11. Lca /40-0 12. Difference in Elevation (ft) 13. Basin factor O•nSn INPUT DATA FOR HYDROGRAPHS (ULTIMATE CONDITIONS C C E • : ? ',5 6/ C-'h , c /z , / y&,- / n . P' i� /00N0,.19.2" a / PROJECT: �U/7f, ; ,ei 6% e l4 /4- ;4 / /p PROJECT NO. : /07--/ DATE: 4,-.. // i 7,f2 ENGINEER: /077c - /1L /ov y pay_ C 1. Enter the design storm return frequency (years) /2n 2. Enter the catchment lag (hours) o,..,; 3. Enter the catchment area (acres• 22 ?9 4. Enter baseflow (cfs /square mile) o.O 5. Enter the S -Graph proportions (decimal) Valley: Developed o,? Foothill ,.. , Mountain '2,5 Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) 0. 3,r¢ 7. Enter low loss fraction, Y (decimal) 0 ./51 8. Enter watershed area - averaged 5- minute point o. %o rainfall (inches)* Enter watershed area - averaged 30- minute point /.2R rainfall (inches)* Enter watershed area - averaged 1 -hour point 49-0 rainfall (inches)* I Enter watershed area - averaged 3 -hour point 3.S rainfall (inches)* Enter watershed area - averaged 6 -hour point s•63 rainfall (inches) * Enter watershed area - averaged 24 -hour point /z. 0-- rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) .s AO, Length of longest watercourse (ft) 62iaa9 1 11. Lca /dw 12, Difference in Elevation (ft) 361SO 13. Basin factor 4,ev,6 I E- 21 PROJECT:/-7 M► • l A./ ,kys n/#..?Q PROJECT NO.: /4) DATE: /3 . U, /yg.P ENGINEER: 1. Enter the design storm return frequency (years) n 4 U /ou 2. Enter the catchment lag (hours) 3. Enter the catchment area (acres) /. t' 4. Enter baseflow (cfs /square mile) c.n 5. Enter the S -Graph proportions (decimal) Valley: Developed Foothill r•. z Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) cr.teR 7. Enter low loss fraction, Y (decimal) 67.642. 8. Enter watershed area - averaged 5- minute point rainfall (inches)* Enter watershed area - averaged 30- minute point / -9', rainfall (inches)* Enter watershed area - averaged 1 -hour point / -P3 rainfall (inches)* Enter watershed area - averaged 3 -hour point ¢•0 rainfall (inches)* Enter watershed area - averaged 6 -hour point 6. rainfall (inches)* Enter watershed area - averaged 24 -hour point /4¢. rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) 5 10, Length of longest watercourse (ft) /6000 11. ' Lca 9,S— 12. Difference in Elevation (ft) 3S4'0 13. Basin factor e.,,,gs- E- 2Z PROJECT : / �✓ Ll ��, vh • J/,,fs , - PROJECT NO.: /01_/ DATE: /1). /1, /W ENGINEER: 1. Enter the design storm return frequency (years) /2i�c -"i7' M ✓ " r "' 2. Enter the catchment lag (hours) a.20 3. Enter the catchment area (acres) '" 4. Enter baseflow (cfs /square mile) 5. Enter the S -Graph proportions (decimal) Valley: Developed Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) 7. Enter low loss fraction, Y (decimal) 0.3f3/ 8. Enter watershed area - averaged 5- minute point rainfall (inches) * o• �S� Enter watershed area - averaged 30- minute point /„z j. rainfall (inches)* Enter watershed area - averaged 1 -hour point /„5") rainfall (inches)* Enter watershed area - averaged 3 -hour point 3. rainfall (inches)* Enter watershed area - averaged 6 -hour point 4.4 rainfall (inches)* Enter watershed area - averaged 24 -hour point to-A7 rainfall (inches)* 9. Enter 24 - hour storm unit interval (minutes) s - 10, Length of longest watercourse (ft) i/ 6vo 11. Lca .7sO 12. Difference in Elevation (ft) 13. Basin factor O ,O.Q4 2 P R O J E C T : �,,,f s /, p LI �fi rn • 1r+/ ro PROJECT NO.: /03_/ DATE: / . // J iqsU AW ENGINEER: 1. Enter the design storm return frequency 4/77 - � ' >re:J.? 'ow); qu y (years ) 2. Enter the catchment lag (hours) 3. Enter the catchment area (acres) /iii *"" 4. Enter baseflow (cfs /square mile) 5. Enter the S -Graph proportions (decimal) Valley: Developed Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) 0.3/IF� 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5- minute point o rainfall (inches)* � Enter watershed area - averaged 30- minute point / 3 rainfall (inches)* Enter watershed area - averaged 1 -hour point /.E6 rainfall (inches)* Enter watershed area - averaged 3 -hour point 3.1 rainfall (inches)* Enter watershed area - averaged 6 -hour point ,s`¢ rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (inches) * ��95 9. Enter 24 -hour storm unit interval (minutes) 10, Length of longest watercourse (ft) M" /sooa .ft 111 Lca foot) 12. Difference in Elevation (ft) z4S0 13. Basin factor 0./+,20 E PROJECT: rrl 4 I WI 7.:r� PROJECT NO.: /fig DATE: 4, //./0, ENGINEER: 1. Enter the design storm return frequency y' qu y (years) 2. Enter the catchment lag (hours) 3. Enter the catchment area (acres) 4, 4. Enter baseflow (cfs /square mile) d -O 5. Enter the S -Graph proportions (decimal) Valley: Developed Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) 4./Cz 7. Enter low loss fraction, Y (decimal) O.oti/ 8. Enter watershed area - averaged 5- minute point o,9;2 rainfall (inches)* Enter watershed area - averaged 30- minute point /. rainfall (inches)* Enter watershed area - averaged 1 -hour point /,62 rainfall (inches)* Enter watershed area - averaged 3 -hour point 2.5L rainfall (inches)* Enter watershed area - averaged 6 -hour point rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) 10, Length of longest watercourse (ft) gSo0 11. Lca 4ZOo Alo 12. Difference in Elevation (ft) /A5-60 13. Basin factor O•ct.?S PROJECT: j„7 /I ✓,a J / //h+ • 1'�/.,;' �ri•/�' 6 ••., PROJECT NO. /OR —/ DATE: / , : � . . / 9 - - 6 ENGINEER: 1. Enter the design storm return frequency (years) 2. Enter the catchment lag (hours) 3. Enter the catchment area (acres) st Ask 4. Enter baseflow (cfs /square mile) noo 5. Enter the S -Graph proportions (decimal) Valley: Developed J , � Foothill d Mountain 0 Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5- minute point e ,76 rainfall (inches)* Enter watershed area - averaged 30- minute point /, rainfall (inches)* Enter watershed area - averaged 1 -hour point /,6/ rainfall (inches)* Enter watershed area - averaged 3 -hour point 3_ ,2g rainfall (inches)* Enter watershed area - averaged 6 -hour point rainfall (inches) * Sod Enter watershed area - averaged 24 -hour point // f rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) 10, Length of longest watercourse (ft) �• 9ooO 11. Lca gzso 12. Difference in Elevation (ft) 13. Basin factor 0 .0,20 PROJECT: /70,44-r r 4- , CI 11 • /77>- 4 PROJECT NO.: AV-/ -/ DATE: A. 1/, /i'%4 ENGINEER: /2/77c - 1 , /o ff • iWfr2 1. Enter the design storm return frequency (years) 2. Enter the catchment lag (hours) 3. Enter the catchment area (acres) 4. Enter baseflow (cfs /square mile) 0 . 0 5. Enter the S -Graph proportions (decimal) Valley: Developed ,,•zn Foothill Awft Mountain „,6'6 Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) 0, 198 Aao 7. Enter low loss fraction, Y (decimal) 'I.A:R 8. Enter watershed area - averaged 5- minute point rainfall (inches)* Enter watershed area - averaged 30- minute point .!z? rainfall (inches)* Enter watershed area - averaged 1 -hour point /.s? rainfall (inches)* Enter watershed area - averaged 3 -hour point 3.20 rainfall (inches)* Enter watershed area - averaged 6 -hour point ¢q,? rainfall (inches)* Enter watershed area - averaged 24 -hour point // rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) 10, Length of longest watercourse (ft) q50 p its 11. Lca rw 4 12. Difference in Elevation (ft) //36 13. Basin factor �,o�S C 27 PROJECT: / //,, ` v ? � itiM • ,1"//7<71,5-A. ./ 7v - /3) PROJECT NO.: /,';-/ DATE: /7a, //,/12';' ENGINEER: 1 • Enter the design storm return frequency /7/77c -ii/ O0 / "" y (years) /90 2. Enter the catchment lag (hours) 3. Enter the catchment area (acres) S7 4. Enter baseflow (cfs /square mile) 5. Enter the S -Graph proportions (decimal) Valley: Developed Foothill Mountain Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5- minute point rainfall (inches) * �•-s� Enter watershed area - averaged 30- minute point A/6 rainfall (inches)* Enter watershed area - averaged 1 -hour point /,; rainfall (inches)* 7.% Enter watershed area - averaged 3 -hour point 3, rainfall (inches)* Enter watershed area - averaged 6 -hour point rainfall (inches) * - Enter watershed area - averaged 24 -hour point / / rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) S . 10, Length of longest watercourse (ft) 11, Lca /do 12. Difference in Elevation (ft) 13. Basin factor t - Ze , �w PROJECT: u /1,. m A f /r�4fr: lir -e PROJECT NO.: A95---/ DATE: /, //, /Q/^' ENGINEER: 1. Enter the design storm return frequency //2-c-/27,.M:),90. �► qu y (years) /00 0. 2. Enter the catchment lag (hours) (2 ,, 2 9 "s' 3. Enter the catchment area (acres) /2,2g 4. Enter baseflow (cfs /square mile) O 5. Enter the S -Graph proportions (decimal) wit Valley: Developed Foothill 6 , Mountain O, o Valley: Undeveloped 0. Desert 6. Enter maximum loss rate, F (inch /hour) o.¢v<g 7. Enter low loss fraction, Y (decimal) 1.2;70 8. Enter watershed area - averaged 5- minute point o.s6 rainfall (inches)* Enter watershed area - averaged 30- minute point rainfall (inches)* Enter watershed area - averaged 1 -hour point /„3 rainfall (inches)* Enter watershed area - averaged 3 -hour point /o rainfall (inches)* Enter watershed area - averaged 6 -hour point ¢,9d rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) s - 10, Length of longest watercourse (ft) 11. Lca 12. Difference in Elevation (ft) .Z ?? 13. Basin factor d o/.5- PROJECT: / ...� !? /, mrk PROJECT NO.: /ox-/ DATE: , // ENGINEER: .�w 1. Enter the design storm return frequency ` Qu y (years) in,., 2. Enter the catchment lag (hours) - "� 3. Enter the catchment area (acres) 4. Enter baseflow (cfs /square mile) 5. Enter the S -Graph proportions (decimal) Valley: Developed /,, Foothill /7,2 Mountain 0,o to Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5- minute point 5 .76 rainfall (inches)* Enter watershed area - averaged 30- minute point /.9p rainfall (inches)* Enter watershed area - averaged 1 -hour point 46c rainfall (inches)* Enter watershed area - averaged 3 -hour point ,;, rainfall (inches)* Enter watershed area - averaged 6 - hour point ¢, rainfall (inches) * Enter watershed area - averaged 24 - hour point / /,o rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) ,s* 10. Length of longest watercourse (ft) 11. Lca ¢ don 12. Difference in Elevation (ft) /e 13. Basin factor 0.0,12,5" E ww PROJECT : / ier4 q 1 J q-• /j+ / / T r ; -,./44 °^* PROJECT NO.: /Or l-/ DATE: /M . //, / %l/ ENGINEER: 011 /9/ /00 yr. /0, 1. Enter the design storm return frequency (years) / ()n 2. Enter the catchment lag (hours) 3. Enter the catchment area (acres) 4. Enter baseflow (cfs /square mile) 5. Enter the S -Graph proportions (decimal) Valley: Developed Foothill 0.r) Mountain 0,O Valley: Undeveloped Desert 6. Enter maximum loss rate, F (inch /hour) d38 7. Enter low loss fraction, Y (decimal) e,4c,rfi 8. Enter watershed area - averaged 5- minute point . rainfall (inches)* Enter watershed area - averaged 30- minute point rainfall (inches)* Enter watershed area - averaged 1 -hour point /,Sg rainfall (inches)* Enter watershed area - averaged 3 -hour point ,. /o rainfall (inches)* Enter watershed area - averaged 6 -hour point 4 rainfall (inches)* Enter watershed area - averaged 24 -hour point /0.0 rainfall (inches) * 9. Enter 24 -hour storm unit interval (minutes) S' 10, Length of longest watercourse (ft) . .. 11. Lca /00 0 12. Difference in Elevation (ft) $Z 13. Basin factor �, os No �I ma Ca) m. c , �i govt c::: T.� 1 5G1/-\a eS ba us; iio a.0 L ,... s Cn Inn (� l/\ l 4,k_ b 1 (, c ) G Y I 0 In a., 1 e o CA V di ( T3 s , Fa�c ( r 11 r ,r00- . MR " ' X\ r t t\1 c a N if t T to N MI \A(A ma t.ta• 12 A -7 1O►Jj1L P�ETNO7 Cc�2P5 NTETt -1ci p all 1 +2.. S. LAS FACTok .. c..F 5 mg to (:).4k 1 Z�t-`1c. 0 0 30 Z31 .. 2.0 °• 3 `1 1 683 0 ••30 1G 1 I Mill 30 c_.3 2_ 56 0. ZS ... 40 o•4I (11 S 0 .v35 It 83 5o •3 1 5 sa8 c ..0 45 5 `3I c. 0 © c.. 40 a.c735 G. Z ", '7o c_... se. 7371 0.0 3c; 8 g8 q go ao•38 Zz`j cn .04 Z3S c td U. 36 7o d, °s ll S �� v cz Lc.Tr 'I (ULTiMA ) C--Jc:tqt T \o N. 10 o•S 1 3`t Z6 a.dZo 3RTG Zo n..3C. 2.2.i3S' o.e.)zg 240 3c) 0.19 ltZce o.o1Z \to S 40 c.5 •34 174..S czi.p245' \eoZ -M 5- o ° 8S6 ( 9, 3 S 6o C1.16 112.9 <2•,o2.c) 11`3c) 70 0•3� tot 3 c:•.OZ$ Ito .. "to A 0.28 1 73 cn•o 7 gsc, are T o t3 0. 2.`I 2v . 33 an. c1 14 1902 T3 c.) o•Zc. 24. 0 0 .02.S 24`t 't o•3I 140 C•o5 2.to ow am dill ?• G C. i.. 12__ sp c N. D 1 ry c3 'co p.f' A- D F� P T 4. t= A T- 2- S A1 ,.. s A. ti S'E. \.14t 131�"3 t►■. #' 3 10 oso a. 2EE A - D � , aft •. e L o ca&TtON e Sa vAt K1E T?, NI # ° Ga N D i \C) ^L O r= (� E V LO P t� ' N T C X 1 5 T i rG • t v NI ---Ng- 5 t•'(( ^ 30 - tit i N \ -- H 2. - 3 - N 2 ` d o. 7 a• 0. ` 4 8 o. 1 *Ai 1P>24.tNp,c� � ` 7- Ca 4 IBC. Lcrs 1 0 : SAS 5 r- v A t ►s � � ( t -~? m c o N T") CT l c) o � 't] � v Lo P {� C' �t ' k 1?- S c.ti, _ _ ove . ,mow �• oL c3 7' C0.1 ∎cA t►■4. 31�I • cort i7t o 1_0 P MEN - - U (...."1 r^ A 1 lak 5 Mini ,o c o .�o M i N - l _ N >Z N Q. � - 1 -4 �.. 2. - ;y � 2 — � o a.6 16 o.T31 o. a,13 o L._bCA�TtON � CONTI T►O N 't3A5 - 1NTR1^-1 uQhTtO t■i Std 1N 3o 411■L 2 --,� � . I 0.910 10 0.1 86 0. `�2At 9`I3 b 0.��6 = 2a 21 Ac, ca, i oC AZ�oN cot.k DlZioty D2At�tJ1�,� Ar2�A. = 3 V : kk Ac. Q& t C11 ---> S M ► n( t -NiZ 3 -N2. _ 2. z4 - He. � Ac - c),g58 0 o.gsg ©.17 o. o, a* 1 3 UA 0 2 (-.= A oGQ 14 AKA 5F \ /N. c?.�A =. NI No . ? . a ; c� 1v) fi `� v` "\ 1S = V (C' 1 � Y, 4c G\ -NC) k o -' => r� � e � ) l —� X 5 1 N \ l O • = (oo 41) 4-O,0 3(l�88) + 0.o 45(z 4--0.035 (.1■1■) +" o.G 45 (432) -F- o, 035 (413) -4-o , G 3 ( 110 } +• x . 0 4 ("2-4-C.) 4-.0 5 ( 4)) /7Z 6 `-1 �-- — Z� coo T. \-- 000 •F T �.° 5m0h = • 6 . 1'(zz 17) f • 7 /( /zj'J f • 6o(z76 69 f X6(9 J 7.Gz(7-7g) •6/(// /) f '4 • s7(20_ .6 7 z ,.. .3Q67#-; _ / (2z,)f /zr('z2)t /- o2(e7C) /.a9( /// /fit // ( biz) /. c 7v-7. ')7/.os /1J7L / 03( 2 %0 t/- o /(77)_ /./3 6° /Ay- _ /,15( /9J /, SCizick;f / a 6 (Z?G1- / ,3s( / /zz)f /,,¢ (X32)f /.3/(79 J f- / j e///o z (z¢6)tizs(79' /.3 QIN It ,z z < /za''), ,2,$.f(776Jf,2/(7/7/),' 2 X(9 . 3z) 7 Z.6(¢7f)7L.2S.S(///0)025(4 ')f ?. A3(' ) = z.ez 7z6� ". %Ah_ 9. 4SC ? zr9)7 1 SZC /ze') - j -t¢• ( / /// X37(53z) 747.'0 7 ) t � £ ( / / //)t3. 39'j,4. ,6.n ?0 53 mi 7z6"?' 00 2514 99(22 a9)74/ /5'( /zik) #f(z76) / f(////),‘" z( a.) /- z( 7 ( / / /o)ff.S <z¢6 7• - (75) = 9.10 7e6 st rr Mal mom �.` Tom, 2 51602 /9/174.. 9' ?r' /: 5 � ( f • •77 ' ( )7 zt( 5 s Sz¢7��• (/ / /n- ,1/4;7 • 20 7(2 7) / _ • �3o(2z�7J f„ �9?(ie�rJf �79(r�6)f. ga/(// // �, 3s(��2) �;j!�a�> • 99�( / /roJf s��(z�s� r(7 T - ,zzE¢ ( 1 : \ " o. V Z: S`3 IN /NQ-. o o s � E -x C� ( Q' ) 3 Ex1 S — 6 7 5 ci s ( = Ex( i 5c \c" e G awv�S \ (�a� 4F e Vcl i cs t' O to =kV V \ 111S ` ` cC\ c vae�� d 1 V v tovv5 v- �. kAr e -S ;v, rc1' \;v, --� 1 ; v `e are kJ-3 v‘' av,_ V t•O to = r o v y�s or v, ro., v� S - T (2-k N-1 CcD t∎t t l T l O ri �ovs d • c 32 L = 2600© A H _ 4C) wog ( ) �v — , s "Pid( ?) .98/(,/a/9) , 98z(1 9J s grir,/ /�sz a) . 5sz (f ges -f •C¢9l / / /o)f • 7 o?(// 9,) 74 • 7 o 7 ( 79 ) . /7z69 e. 66 (y4v =i ifiz(ZZ1 1 7)f . • /(4;tJ7L •5tF /( / / / /) •a6-(q.9z) . sszf sz78J e /7901/0 e • 57/ // 917 • 309') g = Q • .wd ( ire / )a.t) — O •S6 7 / = /;v IiZ' „ CaLv /a . • 6 9 (zz ) - .7/( / I '7 . 7S(4s 9/ � G0 (// / /)f • G6 (A•z,/�- • 4"G/17g),4 a -6 7(///41,4 - Go ( / /9) f •S9cAr) 4_ 42 mil” =f /• /6( 2249) t /.zz(/l✓ 7)7'7,1661)/./o /( //J,h/./d(9.3r � oG(9)J�s(/iic)i' /o.3(//p) • /( /je i= /•/&* ihr = f /,9s(re¢9J, /s(/z /7J/ - X. 59' 1s '), /ter /iir]7i Slsir]7 3 //1.. '' J �/,3(//ia j z�al'�..)7 PP(' z J�,3•e(/Zii)fj /( /-s8 i(/ / //),.,x /¢, 2 s-r"l / /�oj� �� lily.), As(7f)) /7rer9'= 8 r_ /4 ¢s(zz¢�Jf.5Z(izi?),4 7(4x8)7`- ?- es( ////2� 91.3 ?Co.32J, 4 6 , 7g)t3. j( / //o) f a 7 ?( / /v) 6 7 ( 7 0.1/7zG9'= / A P'hr_ , elzz19)t -a /9)7 - 1. A( / / /rp ./o•2( 472(( 76j7` Aa ( a/a/f-fs( / //) 2 ?(7f)7 /2rl= 9:7c � (-23) = 6080 ono / J (Q3) (S/r/ / Ore(/' y ) 7 %, Cow 0.2 pent IC a = /6 OLIO d/./ Tr. /SZ8 .� llv�.�e✓ .!/04c s_ f' �.h, 9 , fn / y are sl0!</97 *77 e E 3� / f 0 (rGf9) t iel8 / ei 7 )7 4 - o / ; 7 - O /i • o a8(A.?ei> 4 -oa <l8a')7 -��d (s9 ') .. f - / ;(S 7Z) Cie z8)7 e /9 - o..C7 n/B i7av = 0-02Z. (�J 411111 411111 — f.3 /{( •/ 3 a(/ Z(7lf• tfz(Q�SJf- / / /) »- /62(pe3z)rz • 3 �(�89),i - .2p7(S88) X71 / / �LII. W/-e22 )f- 07e( - z.s sa (/mlcr) = 0.3 /y' AAA (y4 . /88(eef?)f - C /2(/r /9),-O. a & (pfs8),- .<oryy - 06i(or.32),c - zs f ,/.1S-65 -f - 3 G (- S2d), -9 1 / 3 07 4 - 3 79(///),. ✓7 ( 3 ,5 fl Sp,,o = [8a(zr9 - e6(/z /7) t- .7S (vs B) t• •x(9opJr•2s(sFs)) .ss(? ,x.56 ( . 7( (9/7) - .7s(7¢) 1638 = o- 2 " Ay" = P3rCzzi9) AWC /z /9),s- /. .29(01%),LJ 35(i / //),< /.3z(dre),- /a /(11P).' /' ?(See) //.3(s ) f /•/5(/3 f X 30 (//7) f 22 ( 7 ¢ ) Pk 67 = 3 2 / /Din. ` / (2Z99) 7 4- /k3( 1z/) f/. s9( (51) f/( 6 (// //) / /6 f /E/(A767 /�9( - ) /S(s ?2) �. 74" ( /328) ( / 79l)17k6 =1.65 3` fritY /v, 4-3.5(gz97) f 1VZ /9)f (sKre)7 /) f 3 zk(sal ) 3.0 s (S �L� .r 4.3•/0 ( /3 ,2Y) 7 (// 1) 3./O(7¢)1/763S' = 3.10 rr J r raw -1:5: d3(rzsgi -, 6 &/iJt (As�J A s � 3�'( /iii), s• 9pCQ.32 ,5:0 1C���)t 92<.rJI 7rls9 J in LL . f f (an) ty 7s(//9Jt 161 VM3e = 5.3 . in . 2 ¢ %v ram F /f / /9.!'( ///) - (Qsz)v'7 2( '(r), tsys /4 (s ?z) f (0•-C ( / Ld - / /'( //7) ,- /0.0 (70.1 A6 = / 2 . /O ad err vai ( 0.3 ) O //II'? <1 = /O SI 7 � ,12a Y) � ) uifMCIf = jig jU C "/••• aA ANL wags • iin tin APPENDIX F MODEL OUTPUT DATA C 1 SAN SEVAINE BASIN N0.3 MODEL (EXISTING CONDITION) c c c c c c c c = Uft ~~ . L = ~~ *************** FLOOD ROUTING ANALYSIS USING ORANGE/SAN BERNARDINO COUNTY UNIT-HYDROGRAPH ( 1986 MANUAL) Copyright 1983,1986 Advanced Engineering Software (aes) Ver. 2.7C Release Date: 6/07/87 Serial # 100E195 Especially prepared for: RIVERTECH, INC. ***** DESCRIPTION OF STUDY ************************** 441 * HYDROLOGICAL MODELING OF THE WATERSHEDS DRAINING TO SAN SEVAINE BASIN 3 * * * ~° * EXISTING CONDITION *********** = FILE NAME: 100HE24.IN TIME/DATE OF STUDY: 15:19 9/ 5/1987 **************** FLOW PROCESS FROM NODE 5.00 TO NODE 50.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS ========_ (UNIT-HYDROGRAPH ADDED TO STREAM #1) *USER ENTERED "LAG" TIME .310 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 26.882 WATERSHED AREA = 432.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .200 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .800 VALLEY(UNDEVELOPED/DESERT) : "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE( INCH/HOUR) = .522 LOW LOSS FRACTION = .350 *HYDROGRAPH MODEL #1 SPECIFIED* =* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .66 Air SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.14 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3-HOUR RAINFALL( INCH) = 2.80 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.37 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.20 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .728 FACTO .729 . 1-HOUR F�CTOR = .728 °. 3-HOUR FACTOR = .948 6-HOUR FACTOR = .976 °° 24-HOUR FACTOR = .985 . � � RUNOFF HYDROGRAPH LISTING LIMITS: , . MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 40 -° ========_===_=_===_=== `w UNIT HYDROGRAPH DETERMINATION ~~ INTERVAL "S" GRAPH UNIT HYDROGRAPH . NUMBER MEAN VALUES ORDINATES(CFS) . 1 2.994 156.446 2 13.129 529.495 ~= 3 30.700 917.991 _ 4 46.234 811.545 5 56.818 552.981 ~ 6 63.240 335.516 7 68.057 251.683 - 8 71.987 205.311 9 75.302 173.198 ^~ 10 78.100 146.190 _. 11 80.454 122.954 12 82.490 106.368 ~= 13 84.194 89.026 14 85.640 75.551 - 15 86.936 67.699 16 88.020 56.651 = 17 88.986 50.462 _ 18 89.915 48.521 19 90.813 46.938 20 91.569 39.472 21 92.286 37.504 22 92.972 35.834 23 93.634 ` 34.558 ~^ 24 94.233 31.333 25 94.804 29.831 -^ 26 95.321 27.003 ~ 27 95.798 24.895 28 96.228 22.484 =~ 29 96.684 23.908 30 97'150 24'330 40 31 97.439 15.129 32 97.654 11.236 =' 33 97.869 11.230 =w 34 98.084 11.248 35 98.299 11.224 mom 36 98.514 11.236 37 98.729 11.236 . 38 98.908 9.341 39 99.012 5.405 "" 40 99.113 5.284 41 99.217 5.454 .1 42 99.318 5.284 mom 43 99.419 5.284 44 99.521 5.284 °V. 45 99.622 5.284 46 99.723 5.284 °"A 47 99.824 5.284 48 99.925 5.284 °~ �p 1oo'«o') 2,_7''.71 . . �� .� . TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 122.1042 = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 239.4640 . .0 = = 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. . 15.083 125. 1342 218.44 . . 0 V ----- . ------ °w 15.167 126.6567 221.07 . . 0 .V . . 15.250 128.1979 223.77 . . 0 .V . . 15.333 129.7579 226.52 . . 0 .V . ' 15.417 131.3041 224.51 . . Q V �� 15.500 132.7575 211.03 . . 0 ^ V ^ ^ .. 15.583 134.0392 186.09 . . Q . V ' ^ 15.667 135.1807 165.75 . .0 . V . ~~ 15.750 136.2533 155.74 . 0 . V . . 15.833 137.3237 155.42 . 0 . V . . - 15.917 138.4474 163.16 . 0 . V . . 16.000 139.7007 181.98 . . 0 . V . . ` 16.083 141 .5663 270.90 . . 0 . V . . 16.167 144.5842 438.18 . . . V Q. . 16.250 148.6359 588.31 . . . V . Q. 16'333 152.2795 529.06 . . . V . 0 . 16.417 155.0905 408.16 . . . V 0 . . 16.500 157.2795 317.84 . . .Q V . . 16.583 159.3212 296'45 . ` . Q. V . . ~ 16.667 161 .3251 290.96 . . Q. V . . 16.750 163.2917 285.55 . . Q. V . ' 16.833 165.1980 276.79 . . 0 . V ' . 16.917 167.0430 267.89 . . 0 . V . . 17.000 148.8406 261.02 . . 0 . V . . . 17.083 170.5776 252.21 ' . 0 . V . . 17.167 172.2393 241.27 . . 0 . V . . = 17'250 173.8132 228.53 ' . 0 . V. . 17.333 175.2960 215.31 . . 0 . V. ' ~~ 17.417 176.7151 206.04 . . 0 . V. . "+ 17.500 178.0937 200.18 . . Q . V. . 17.583 179.4373 195.09 . . 0 . V. . ~" 17.667 180.7330 188.14 . . 0 . V . 17.750 181.9970 183.54 . . Q . V . w° 17.833 183.2324 179.38 . .0 . V . 17.917 184.4440 175.91 . .0 . V . °~ 18.000 185.6275 171.85 . .0 . .V . AM ~~ ***************************************************************************+ FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 5 ^0 >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD < <<< ~~ ==== - = THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDr.: =* TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5-MINUTE INTERVALS(Reference: the National Engineering Handbook, . Hydrology, Chapter 17, page 17-52, August,1972, F4 ,� U.S. Department of Commerce). ' ` . "~ ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 25.00 CHANNEL Z = 5.00 . UPSTREAM ELEVATION = 1940.00 DOWNSTREAM ELEVATION = 1705.00 ~~ CHANNEL LENGTH(FT) = 5600.00 MANNINGS FACTOR = .035 . ~" CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 588.31 . AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 429.67 CHANNEL NORMAL VELOCITY FOR 0 = 429.67 CFS = 9.50 FPS -~ ESTIMATED CHANNEL ROUTING COEFFICIENT = .848 ~ MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE . UNIT INTERVALS IS CSTAR = .749 CONVEX METHOD CHANNEL ROUTING RESULTS: _ MODEL INFLOW OUTFLOW '~ TIME (STREAM 1) (STREAM 1) __ (HRS) (CFS) (CFS) 15.083 218.4 213.0 - 15.167 221.1 215.8 15.250 223.8 218.4 - 15.333 226.5 221.1 15.417 224.5 223.8 ~~ 15.500 211.0 225.3 _~ 15.583 186.1 221.4 15.667 165.7 207.4 ~~ 15.750 155.7 186.4 15.833 155.4 168.4 15.917 163.2 158.8 16.000 182.0 ` 158.2 1b.083 270.9 166.6 16.167 438.2 200.3 16.250 588.3 294.9 __ 16.333 529.1 439.6 16.417 408.2 536.2 ~ 16.500 317.8 500.7 16'583 296.5 408'9 . 16.667 291.0 335.4 16.750 285.6 304.9 ■ 16.833 276.8 293.1 . 16.917 267.9 285.3 17.000 261.0 276.7 . 17.083 252.2 268.4 17.167 241.3 260.7 46 17.250 228.5 251.6 17.333 215.3 240.7 . 17.417 206.0 228.3 "t& 17.500 200.2 216.3 17.583 195.1 207.1 . 17.667 188.1 200.7 17.750 183.5 194.8 . 17.833 179.4 188'7 17.917 175.9 183.8 . 18.000 171.9 179.6 4W FLOW PROCESS FROM . M NODE � O0 TO NODE 60.00 IS CODE = 1 UNIT-HYDROGRAPH ANALYSIG<<<<< = ======= (UNIT-HYDROGRAPH ADDED TO STREAM #2) *USER ENTERED "LAG" TIME = .270 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 30.864 WATERSHED AREA = 478.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .100 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .600 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .300 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .552 LOW LOSS FRACTION = .407 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .62 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.06 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.31 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.20 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .728 30-MINUTE FACTOR = .728 1-HOUR FACTOR = .728 3-HOUR FACTOR = .948 6-HOUR FACTOR = .976 24-HOUR FACTOR = .985 ( 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 3.474 200.845 2 16.363 745.077 3 36.396 1158.036 4 52.879 952.880 5 62.438 552.583 6 68.591 355.669 7 73.157 263.999 8 76.873 214.813 9 79.922 176.268 10 82.448 145.998 11 84.538 120.807 12 86.310 102.471 13 87.809 86.639 ° 15 90.1.0 63.92� = 16 91.245 61.260 17 92 220 56.327 . . 18 93.046 47.772 � w °° 19 93.8 44.752 20 94.552 42.294 . 21 95.1B8 36.758 22 95.766 33.433 . 23 96.300 30.840 24 96.780 27.746 . 25 97.252 27.285 ~* 26 97.749 28.760 27 98.067 18.403 .= 28 98.253 10.702 29 98.438 10.702 . 30 98.623 10.711 31 98.808 10.703 ~ 32 98.993 10.711 . 33 99.161 9.684 34 99.256 5.496 -. 35 99.343 5.022 36 99.435 5.338 ~~ 37 99.522 5.022 38 99.609 5.022 39 99.696 5.022 40 99.783 5.022 ~ 5.022 99 870 5 41 ^ ^ . 42 99.956 5.022 43 100.000 2.517 . ~ TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 141.4294 ~~ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 219.4268 . . . ` . - *OP � = .0 � .0 0 0 0o � 0 � ~ 4. = ~= �� ^� . .. . . . 24-HOUR STORM ~ RUNOFF HYDROGRAPH . HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . °° TIME(HRS) VOLUME(AF) 0(CPS) 0. 175.0 350.0 525.0 700'0 . 15.083 114.4622 206.58 . .0 V . • . 15.167 115.9026 209.15 . .0 .V . . 15.250 117.3612 211.79 . . 0 .V . . 15.333 118.8391 214.59 . . 0 •V . . , 15.417 120.3013 212.31 . . 0 .V . . 15.500 121.6518 196.09 . .0 . V . . ,~ 15.583 122.8219 169.91 . Q. . V . . 15.667 123.8589 150.56 . 0 . . V . . = 15.750 124.8483 143.67 . 0 . . V . . 15.833 125.8432 144.46 . 0 . . V . . ^� 15.917 126.8942 152.61 . 0 . . V . . 16.000 128.0859 173.03 . Q. . V . . = 16.083 129.9918 276.74 . . 0 . V . . 16.167 133.4064 495.81 . . . V 0 . . 16.250 137.8245 641.50 . . . V . 0 . . 16.333 141.5777 544.97 . . . V .0 . 16.417 144.1894 379.22 . . .0 V . . 16.500 146.2897 304.96 . . 0 . V . . 16.583 148.2550 285.36 . ` . 0 . V . . 16.667 150.1825 279.88 . . 0 . V . . 16.750 152.0444 270.34 . . 0 . V . . 16.833 153.8367 260.25 . . 0 . V . . _~ 16.917 155.5634 250.72 . . 0 . V . . 17.000 157.2387 243.25 . . 0 . V . . . 17.083 158.8562 234.86 . . 0 . V . . 17.167 160.3909 222.84 . ' 0 . V. . . 17.250 161.8268 208.49 . .0 . V. . 17.333 163.1894 197.86 . .0 . V. . . 17.417 164.4926 189.23 . 0 . V. . ~° 17.500 165.7373 180.73 . 0 . V . 17.583 166.9436 175.14 . 0 . V . ~. 17.667 168.1171 170.40 . Q. . V . 17.750 169.2528 164.91 . 0. . V . ^w 17.833 170.3575 160.40 . Q. . .V . 17.917 171.4350 156.45 . 0 . . .V . `� 18.000 172.4859 152.59 . 0 . . .V . . ************************************** MVO " FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 7 . >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<< _ ___ _____=========================�========��=�====���====��=== °= ~ **** ******************************* , +k * .*~****°*****+**�*.^+� + ++� ++° � .,.*.° _ . "w FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 11 ____ = P �*� VIEW STREAM NUMBER 1 HYDROGRAH<<<<< .~~ __- __ _ =_____________=_ __=====______======================== . ~ STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) = TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 .. . 15.083 236.6084 419.62 . . 0 V . 15.167 239.5347 424.91 . . 0 V . . . 15.250 242.4976 430.21 . . Q .V . . 15.333 245.4981 435.66 . . 0 .V . . . 15.417 248.5015 436.09 . . 0 .V . . 15.500 251.4039 421.43 . . 0 .V . . ~ 15.583 254.0985 391.27 . . 0 . V . . 15.667 256.5639 357.97 . . 0 . V . . ~° 15.750 258.8369 330.04 . . 0 . V . . . 15.833 260.9918 312.89 . . 0 . V . ~ 15.917 263.1368 311.45 . . 0 . V . . ~ 16.000 265.4181 331.24 . . 0 . V . . 16.083 268.4714 443.34 . . 0 . V . . � 16.167 273.2654 696.09 . . . V 0 . . 16.250 279.7141 936.36 . . . V . 0 . ^~ 16.333 286.4950 984.58 . . . V . Q. 16.417 292.7996 915.43 . . . V . 0 . ~= 16.500 298.3483 805.68 . . . V . 0 . ~ 16.583 303.1297 694.25 . . . VO . . 16.667 307.3670 615.26 . . . 0 V . . ~ 16.750 311.3284 575.19 . . . 0 V . . 16.833 315.1393 553.35 . . . 0 V . . ~ 16.917 318.8307 535.98 . . .0 V ' . 17.000 322.4116 519.95 . . 0 V . . 17.083 325.8775 503.25 . . 0 V . . 17.167 329.2075 483.51 . . Q. V . . 17.250 332.3762 460.10 . . 0 . V . . - 17.333 335.3965 438.55 . . 0 . V. . 17.417 338.2720 417.52 . ` . 0 . V. . - 17.500 341.0061 396.99 . . 0 . V. . 17.583 343.6390 382.29 . . 0 . V. . - 17.667 346.1945 371.06 . . 0 . V ' = 17.750 348.6715 359.66 . . 0 . V . 17'833 351.0755 349.05 . . 0 . V . . 17.917 353.4187 340.23 . . 0 . V . 18.000 355.7067 332.22 . . 0 . .V . . = *************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 40.00 IS CODE = 5 .0 >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD < ===== ____====__________ _ -____ ___ ______===== _ . ~° THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 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 = 5.00 UPSTREAM ELEVATION = 1705.00 - nu,fcT�r.. I F} FV�TTrim = 1-«»'»') 4we CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 984.58 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 694.61 CHANNEL NORMAL VELOCITY FOR 0 = 694.61 CFS = 8.99 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .841 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .774 ~~ CONVEX METHOD CHANNEL ROUTING RESULTS: ^rt MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 16.083 443.3 321.5 16.167 696.1 380.8 16.250 936.4 545.8 16.333 984.4 773.0 16.417 915.4 921.6 16.500 805.7 938.4 16.583 694.3 870.0 16.667 615.3 768.8 16.750 575.2 674.7 16.833 553.3 610.2 16.917 536.0 573.0 17.000 520.0 549.8 ****************** FLOW PROCESS FROM NODE 4.00 TO NODE 40.00 IS CODE = 1 >>>>> UNIT-HYDROGRAPH ANALYSIS< (UNIT-HYDROGRAPH ADDED TO STREAM #3) *USER ENTERED "LAG" TIME = .410 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 20.325 WATERSHED AREA = 1111.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .100 ,� MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .600 VALLEY(UNDEVELOPED/DESERT "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .300 MAXIMUM WATERSHED LOSS RATE( INCH/HOUR) = .574 LOW LOSS FRACTION = .421 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL( INCH)= .64 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.09 SPECIFIED PEAK 1-HOUR RAINFALL( INCH) = 1.35 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.80 mat SPECIFIED PEAK 6-HOUR RAINFALL( INCH) = 4.25 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.40 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: . 30-MlNUTE F�CTOR = .728 = 1-HOUR FACTOR = .728 3-HOUR FACTOR = .948 . 6-HOUR FACTOR = .976 ��V 441, 2 FACTOR = .985 ' ' ~� 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 2.067 277.758 ^^ 2 8.045 803.156 ~^ 3 19.036 1476.858 4 32.780 1846.556 ' 5 44.932 1632.757 6 54.513 1287.326 ~~ 7 60.794 843.942 8 65.492 631.238 ~~ 9 69.126 488.353 10 72.156 407.098 � ^ 355.459 74 802 355 11 , , ~ 12 77.132 313.011 13 79.177 274.790 - 14 80.971 241.049 15 82.573 215.236 16 83.971 187.839 17 85.229 169.144 18 86.360 151.935 - 19 87.345 132.366 20 88.296 127.675 21 89.080 105.383 22 89.812 ` 98.313 23 90.528 96.282 24 91.220 92.911 25 91.898 91.179 26 92.463 75.856 27 93.001 72.285 � 28 93.517 69.396 29 94.007 65.747 0.4 30 94.488 64.615 31 94.914 57.234 � 32 95.330 55.908 =^ 33 95.714 51.611 34 96.067 47.510 . 35 96.414 46.505 36 96.723 41.592 m* 37 97.028 40.973 38 97.347 42.910 . 39 97.677 44.242 40 97.968 39.099 . 41 98.099 17.647 ,.. 42 98.221 16.362 43 98.343 16.423 ~° 44 98.465 16.361 45 98.587 16.393 ~� 46 98.709 16.361 47 98.831 16.423 ~~ ,q qq �' ) /L ID+p A - - �9 9p' l�.392 50 99.176 13.63v 51 99.235 7.871 52 99.292 7.716 F/| 53 99.349 7'685 � 54 99.409 7.964 55 99.466 7.685 56 99.523 7.685 , 57 99.580 7.685 68� 58 99.637 7.683 59 99.695 7'685 � 60 99.752 7.685 61 99.809 7.685 62 99.966 7.685 63 99.923 7.685 64 99.981 7.685 65 100.000 2.617 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 347.1616 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 509.8041 _ _-_. �� ^ "~~ 24-HOUR STORM RUNOFF HYDROGRAPH ===____ ____- _ _= HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS} VOLUME(AF) Q(CFS) 0. 300.0 600.0 900.0 1200.0 15.083 254.1979 493.13 ' . 0 V. . . 15.167 257.6366 499.29 ' . 0 V . . 15.250 261.1169 505.34 . . 0 V . . 15.333 264.6392 511.30 . . 0 V . ' 15 417 268 1471 509 49 0 V . . . . . . . . 15.500 271.5444 493.29 . . 0 .V . . 15.583 274.7070 459.21 . . 0 .V . . 15.667 277.5779 416.85 . . 0 .V ' . 15.750 280'2197 38,3.59 . . Q .V . . 15.833 282.7284 364.26 . . 0 . V . ' 15.917 285.2431 365.14 . . Q . V . . 16.000 287.9075 386.86 . . 0 . V . . 16.083 291.5565 529.84 . . 0 . V ' . 16.167 296.8599 769.90 . . . V 0 , . 16.250 304.0648 1046.31 . . . V . 0 . 16.333 312.1707 1176.98 . . . V . Q. 16.417 319.5561 1072.36 . . . V . 0 . 16.500 325.8967 920.65 . . ' V 0 ' 16.583 331.0928 754.48 . ` . . 0 . . 16.667 335.8622 692.52 . . . 0 V . . 16.750 340.4012 659.07 . . .0 V . . 16.833 344.8432 644.97 . . .0 V . . 16.917 349.2055 633.41 . . .Q V . . 17.000 353.4842 621.27 . . 0 V . . 17.083 357.6542 605.49 . . 0 V . . 17.167 361.6782 584'28 . . Q. V . . 17'250 365.5176 557.49 ' . 0 . V . ^ 17.333 369.1334 525.00 . . 0 . V ' . 17.417 372.5543 496.72 . . 0 . V. . 17.500 375.8073 472.34 . . 0 . V. . 17.583 378.9179 451.67 . . 0 . V. . 17.667 381.9366 438.32 . . Q . V. . 17.750 384.8308 420.23 . . 0 . V . 17.833 387.6466 408.85 . . Q . V . 17.917 390.4015 400.01 . . 0 . V . 18.000 393.0959 391.23 . . 0 . V . *************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 7 >>>>> STREAM NUMBER 3 ADDED TO STREAM NUMBER 1<<< =====___________- . ^p 4-*go++*******p,--*�-+~^++*+-*+.+,++*-+°+.*°-�*,_,*4�~_°-`'.,-4---` _-, -- FLOW PROCESS FROM HODE 40.00 TO 4ODE 40.00 IS CODE = ll ____________________________________________________________________________ � �� >>�>> VIEW STREAM NUMBER 1 HYDROGR0PH<<�<< / ^ \ ' °= ========================================================== ~� STREAM HYDROGRAPH IN FI E-MINUTE I . _______ . TIME(HRS) VOLUME Q(CFS) 0. 5 0.0 10 00.0 1500.0 2000.- . 15.083 485.9387 903.50 . . 0 V . ' 15.167 492.2414 915.15 . . Q V . . °= 15.250 498.6226 926.55 . . 0 V ' ' 15.333 505.0814 937.82 . . 0 V . . =^ 15.417 511.5647 941.38 . . 0 .V . . 15.500 517.9579 928.30 . . 0 .V . . °. 15.583 524.0756 888.29 . . 0 .V . . - 15.667 529.7650 826.09 . . Q .V . . 15.750 535.0236 763.56 . . 0 . V . , - 15.833 539.9432 714.32 ' . 0 . V . . 15.917 544.7076 691.79 . . 0 . V . . ~ 16.000 549.5437 702.21 . . 0 . V . . 16.083 555.4067 851.31 . . 0 . V . . . 16.167 563.3314 1150.66 . . . 0 . . 16.250 574.2965 1592.14 . . . V .0 . 16.333 587.7260 1949.96 . . . V . 0 . ~~ 16.417 601.4588 1994.01 . . . V . Q. 16.500 614.2623 1359.07 . . . V . Q . -~ 16.583 625.4500 1624.45 . . . V . 0 . 16.667 635.5142 1461.32 . . . V Q. . ~ 16.750 644.6997 1333.73 . . . 0 . . 16.833 653.3442 1255.17 . . . QV . . 16.917 661.6530 1206.44 . . . 0 V . . 17.000 669.7182 1171.06 . . . 0 V . . 17.083 677.5501 1137.19 . . . Q V . . ~ 17.167 685.1202 1099.18 . . .0 V . . 17.250 692.3810 1054.27 . . .0 V . . 17.333 699.2730 1000.71 . . 0 V . . ,_ 17.417 705.8185 950.40 . ` . Q. V. . 17.500 712.0486 904.61 . . 0 . V. . - 17.583 717.9924 863.05 . . 0 . V. . 17.667 723.7209 831.78 . . 0 . V. . 17.750 729.2297 799.87 . . 0 . V . 17.833 734.5781 776.59 . . 0 . V . ~° 17.917 739.7889 756.61 . . 0 . V . 18.000 744.8710 737.92 . . 0 . V . . . **************************************** ". FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 3 ~w >>>>> 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) = 1.650 . SPECIFIED DEAD STORAGE(AF) FILLED = 1.650 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 ONI . . INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF . 1 .00 .00 .000 ��\/i ,= 2 1.00 372.00 1.600 ` /` 3 2.00 1053.00 3.950 °° 4 3.00 1934.00 6.950 5 4.00 2977.00 10.650 . 6 5.00 4160.00 15.200 7 6. 5469.00 20.350 ~~ 8 7.00 6891.00 26.550 9 8.00 8420.00 33.150 - - °w INFLOW (STREAM 1) ~� | � . | ~~ v __effective depth | (and volume) ~ | 1 | | � | } v _, | detention | <--> | outflow 1 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 1.650 93.5 1.78 897.4 3.434 °* 15.167 1.650 915.1 1.80 909.3 3.474 15.250 1.650 926.5 1.81 920.8 3.514 ~° 15.333 1.650 937.8 1.83 932'2 3.552 ~* 15.417 1.650 941.4 1.84 939.6 3.565 15.500 1.650 928.3 1.82 934.8 3.520 � 15.583 1.65u 888.3 1.76 908.3 3.382 15.667 1.650 826.1 1.67 857.2 3.167 *w 15.750 1.650 763.6 1.58 794.9 2.951 15.833 1.650 714.3 1.50 739.0 2.781 ^° 15.917 1.650 691.8 1.47 703.1 2.704 ^m 16.000 1.050 702.2 1.48 697.0 2.739 16.083 1.650 851.3 1.70 776.7 3.253 . 16.167 1.650 1150.7 2.11 1001.1 4.284 16.250 1.650 1592.1 2.61 1372.8 5.794 . 16.333 1.650 1950.0 3.02 1773.1 7.012 16.417 1.650 1994.0 3.06 1972.5 7.161 . 16.500 1.650 1859.1 2.92 1926.5 6.696 . 16.583 1.650 1624.5 2.65 1741.3 5.891 16.667 1.650 1461.3 2.46 1541.8 5.337 . 16.750 1.650 1333.7 2.32 1396.7 4.904 16.833 1.650 1255.2 2.23 1293.9 4.637 ~= 16.917 1.650 1206.4 2.17 1230.5 4.472 17.000 1.650 1171.1 2.13 1188.5 4.351 . 17.083 1.650 1137.2 2.10 1153.9 4.236 17.167 1.650 1099.2 2.05 1118.0 4.107 "= t7'P-10 1 �'1: }�- , ' p'oo Io '� -‘.��, ~° i 7.3�3 1.650 i). o.7 1.92 10 27.4 3.7?0 .w 17.417 1.650 950.4 1.85 975.6 3.596 17.500 1.650 904.6 1.78 927.6 8.438 * 17.583 1.650 863.1 1.72 883.9 3.295 17.667 1.650 1.650 831.8 1.68 847.5 3.187 * 17.750 1.650 799.9 1.63 815.9 3.077 17.833 1.650 776.6 1.59 788.3 2.996 * 17.917 1.650 756.6 1.56 766.6 2.927 wm 18.000 1.650 737.9 1.54 747.3 2.863 _ ************************ * FLOW PROCESS FROM NODE 40.00 TO NODE 80.0■ 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) = 15.00 CHANNEL Z = 3.00 ~" UPSTREAM ELEVATION = 1600.00 DOWNSTREAM ELEVATION = 1526.00 ~ CHANNEL LENGTH(FT) = 3000.00 MANNINGS FACTOR = .035 - _ CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1972.48 ~ AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1387.63 CHANNEL NORMAL VELOCITY FOR 0 = 1387.63 CFS = 12.89 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .884 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .940 ` CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) ~~ 15.083 897.4 888.0 ~w 15.167 909.3 900.4 15.250 920.8 912.2 , 15.333 932.2 923.7 15.417 939.6 933.9 ,* 15.500 934.8 937.8 15.583 908.3 927.2 =^ 15.667 857.2 894.3 * 15.750 794.9 841.0 15.833 739.0 781.1 ° 15.917 703.1 730.9 16.000 697.0 703.0 w 16.083 776.7 720.9 16.167 1001.1 839.7 * 16.250 1372.8 1101.3 16.333 1773.1 1474.8 * 16.417 1972.5 1814.1 ~ 16.500 1926.5 1949.3 16.583 1741.3 1873.1 ~ 16'6 ,- 1-41'8 i�,,,o., w� 16.833 1293.9 1373.0 16.917 1230.5 1279. 17.0 ��|� 0 0 1188.5 1221.0 � .v 17.083 1153.9 1180.2 17.167 1118.0 1144.9 17.250 1076.5 1107.3 °= 17.333 1027.4 1063.8 410 17.417 975.6 1■14.3 17.500 927.6 963.7 17.583 883.9 916.8 17.667 847.5 875.1 ~00 17.750 815.9 839.8 17.833 788.3 809.1 400 17.917 766.6 783.1 18.000 747.3 761.9 **************************************************************** mar FLOW PROCESS FROM NODE 7.00 TO NODE 70.00 IS CODE = 1 ~" >>>>>UNIT-HYDROGRAPH ANALYSIS (UNIT-HYDROGRAPH ADDED TO STREAM #4) *USER ENTERED "LAG" TIME = .560 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 14.881 WATERSHED AREA = 1110.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) : "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .100 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .200 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .700 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .649 LOW LOSS FRACTION = .499 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .61 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.05 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.30 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.55 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.80 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.20 ~ *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .728 30-MINUTE FACTOR = .728 `0n 1-HOUR FACTOR = .728 3-HOUR FACTOR = .948 6-HOUR FACTOR = .976 24-HOUR FACTOR = .985 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 40 UNIT HYDROGRAPH DETERMINATION = INTERVAL "S" GRAPH UNIT HYDROGRAPH rn NUMBER MEAN VALUES ORDINATES(CFS) 1 1.324 177.789 2 4.611 441.182 3 9.890 708.664 4 17.547 1027.855 5 27.080 1279.796 6 37.038 1336.685 7 47.490 1403.120 8 55.619 1091.175 9 61.468 785.190 10 65.921 597.846 11 69.449 473.567 12 72.262 377.637 13 74.593 312.904 14 76.751 289.647 15 78.611 249.696 - 16 80.319 229.351 17 81.847 205.073 18 83.235 186.357 19 84.527 173.485 20 85.659 151.940 21 86.701 139.879 b 22 87.626 124.088 23 88.518 119.721 24 89.369 114.334 25 90.069 93.969 26 90.736 89.516 27 91.390 87.769 28 91.935 73.211 29 92.411 63.920 30 92.888 63.938 31 93.355 62.748 32 93.803 60.075 33 94.249 59.896 34 94.686 58.721 35 95.040 47.497 36 95.375 • 44.911 37 95.709 44.887 38 96.018 41.446 39 96.304 38.484 40 96.591 38.498 41 96.866 36.827 42 97.102 31.696 43 97.335 31.293 44 97.566 30.985 45 97.754 25.323 46 97.930 23.570 47 98.105 23.553 48 98.275 22.838 49 98.439 21.953 50 98.602 21.953 51 98.767 22.095 52 98.936 22.686 53 99.106 22.757 54 99.274 22.608 55 99.342 9.137 56 99.372 3.996 57 99.402 3.996 58 99.431 3.995 59 99.461 3.996 60 99.491 3.989 61 99.521 4.002 42 99.550 3.980 , 40 6+ 99.610 3.989 65 99.640 4.002 66 99.669 3.999 1 (6 67 99.699 3.987 ` '° 68 99.724 3.327 °= 69 99.738 1.916 70 99.752 1.875 deg 71 99.766 1.889 72 99.780 1.889 73 99.794 1.875 74 99.810 2.04 75 99.823 1.875 76 99.837 1.874 77 99.851 1.874 *o 78 99.865 1.875 79 99.879 1.874 80 99.893 1.875 81 99.907 1.874 82 99.921 1.874 83 99.935 1.875 84 99.949 1.874 = 85 99.963 1.875 86 99.977 1.874 87 99.991 1.874 88 100.000 1.201 � TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 402.7843 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 435.2256 = � we ,� = ,m = / tc \'� / '\ _=__ ____======__-___=====________===______. 24-HOUR STORM RUNOFF HYDROGRAPH . _ _ ____=______ _ _ _ _ _ _ ______ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 15.083 214.4687 363.62 . . 0 V. . . 15.167 217.0120 369.29 . . 0 V. . . 15.250 219.5938 374.87 . . 0 V . . 15.333 222.2142 380.49 . . 0 V . . 15.417 224.8479 382.42 . . 0 V . . 15.500 227.4577 378.94 . . 0 V . . 15 583 230 0085 370 37 0 .V . . . . . . . . 15.667 232.4586 355.76 . . 0 'V ' ' 15.750 234.7820 337.35 . . 0 .V . , 15.833 236.9853 31 9'93 . ' 0 .V . . 15'917 239'0898 305'57 . . 0 .V . . 16.000 241 1962 305 85 0 V ' . . . . . . . 16.083 243 8234 381 48 0 V . . . . . . . . 16.167 247.2244 493.83 . . .QV . . 16.250 251.4214 609.39 . . . V 0 . ' 16.333 256.4999 737.40 ' . . V . 0 . 16.417 262'2503 834.97 . . . V . 0 . 16.500 268.1516 856.87 . . . V . 0 . 16.583 274.1584 872.19 . • . . V . 0 . 16.667 279.3522 754.14 . . . V . 0 . 16.750 283.7865 643.85 . . . V 0 . . 16.833 287.7846 580.53 . . . QV . ' 16.917 291.5392 545.16 . . . 0 V . . 17.000 295.1028 517.42 . . . 0 V . . 17.083 298.5185 495.96 . . . 0 V . . 17.167 301.8578 484.88 . . .0 V . . 17.250 305.0565 464.45 . . 0 V . . 17.333 308.1349 446.99 . . Q. V . . 1 17.417 311.0664 425.65 . . 0 . V . ' 17.500 313.8597 405.59 . . 0 . V . . 17.583 316.5200 386.28 . . 0 . V. . 17.667 319.0439 366.47 . . 0 . V. . 17.750 321.4702 352.29 . . 0 . V. . i 17.833 323.8006 338.37 . . 0 . V. . 17.917 326.0691 329.39 . . 0 . V. . 000 328 2762 320 �8 0 V 1 18 ^ ^ ^ ^ ^ ^ ^ ************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 2 > >>>>FLOWBY STRUCTURE ROUTING MODEL<<<<< _ = 1uuEL 31�E,`H i/LU�L : + rL.Q^/i/'6 PAI � r'Lu. S'IRuCiLRE: +Mia FLOWRATES IN STREAM # 4 WHICH ARE GREATER THAN 540.0 CFS ARE ASSUMED TO EE EXCESS FLOWS. °w FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 5 �7n . `�� ~° INFLOW INFLOW (STREAM 5) (STREAM 4) . , | ` | °~ | flow excess | = |<---------- * <=flowby structure | | (fluwby 0 = 540.0 cfs) ~= 1 � | | °� | � V V ~~ STREAM 5 STREAM 4 + FLOW EXCESS FLOWBY = = = FLOWBY BASIN MODELING RESULTS: . MODEL INFLOW INFLOW OUTFLOW FLOWBY = TIME (STREAM 5) (STREAM 4) (STREAM 5) (STREAM 4) - (HRS) (CFS) (CFS) (CFS) (CFS) 15.083 .0 363.6 .0 363.6 . 15.167 .0 369.3 .0 369.3 15.250 .0 374.9 .0 374.9 ~° 15.333 .0 380.5 .0 380.5 15.417 .0 382.4 .0 382.4 ~= 15.500 .0 378.9 .0 378.9 15.583 .0 370.4 .0 370.4 - 15.667 .0 355.8 .0 355.8 _~ 15.750 .0 337.3 .0 337.3 15.833 .0 319.9 .0 319.9 _ 15.917 .0 305.6 .0 305.6 16.000 .0 805.8 .0 305.8 "~ 16.083 .0 381.5 .0 381.5 16.167 .0 493.8 .0 493.8 - 16.250 .0 609.4 69.4 540.0 _. 16.333 .0 737.4 197.4 540.0 16.417 .0 835.0 295.0 540.0 °� 16.500 .0 856.9 316.9 540.0 16.583 .0 872.2 332.2 540.0 me 16.667 .0 /..J4.1 214.1 540.0 16.750 .0 643.9 103.9 540.0 . 16.833 .0 580.5 40.5 540.0 . 16.917 .0 545.2 5.2 540.0 17.000 .0 517.4 .0 517.4 ,11W 17.083 .0 496.0 .0 496.0 17.167 .0 484.9 .0 484.9 me 17.250 .0 464.4 .0 464.4 17.333 .0 447.0 .0 447.0 ,ei 17.417 .0 425.6 .0 425.6 17.500 .0 405.6 .0 405.6 °a 17.583 .0 386.3 .0 386.3 m= 17.667 .0 366.5 .0 366.5 17.750 .0 352.3 .0 352.3 mm 17.833 .0 338.4 .0 338.4 17.917 .0 329.4 .0 329.4 °e 18.000 .0 320.5 .0 320.5 -= FLOW PROCESS FROM NODE 70-00 TO NODE 80.00 18 CODE = 5 / >>>>> MODEL CHANNEL ROUTING BY THE CONVEX M E T H O D - T H E MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 4 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) = 3.00 CHANNEL 2 = .50 UPSTREAM ELEVATION = 1570.00 { DOWNSTREAM ELEVATION = 1526.00 CHANNEL LENGTH(FT) = 2400.00 MANNINGS FACTOR = .015 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 540.00 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 388.96 CHANNEL NORMAL VELOCITY FOR Q = 388.96 CFS = 19 00 FPS . . ESTIMATED CHANNEL ROUTING COEFFICIENT = | . . 918 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .994 / . � . CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 4) (STREAM 4) (HRS) (CFS) (CFS) 16.083 381.5 352.0 8 16 167 493 8 449 ^ ^ 449.8 16.250 540.0 521.7 539.9 16.333 540.0 16.417 540.0 ' 540.0 16.500 540 0 540 0 ( ^ ^ ^ 16.583 54O 0 540 0 ^ ^ ^ 16.667 540.0 540.0 16.750 540.0 540.0 16.833 540.0 540.0 16.917 540.0 540.0 . 17.000 517.4 526 2 17.083 496.0 504.4 17.167 484.9 489.3 17.250 464.4 472.4 17.333 447.0 453.8 17.417 425.6 434.0 17.500 405.6 413.5 17.583 386.3 393.9 17.667 366.5 374.2 17.750 352.3 357.9 17.833 338.4 343.8 17.917 329.4 332.9 . 18.000 320.5 324 0 * ***************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 7 STREAM NUMBER 4 ADDED TO STREAM NUMBER 1 FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 6 /._ >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZER0< ****** von FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 6 w� STREAM NUMBER 3 CLEARED AND SET TO 2ER0 ==== __===______===== *** ******************* *** ********************************************** *** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 6 += >>>>> STREAM NUMBER 4 CLEARED AND SET TO ZERO **************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 6 > >>>>STREAM NUMBER 5 CLEARED AND SET TO ZER0<< ************* AN FLOW PROCESS FROM NODE 8.00 TO NODE 80.00 IS CODE = 1 r� UNIT-HYDROGRAPH ANALYSIS (UNIT-HYDROGRAPH ADDED TO STREAM #2) *USER ENTERED "LAG" TIME = .380 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 21.930 WATERSHED AREA = 246.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) : "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 01111 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLEY(UNDEVELOPED/DESERT) : "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = 1.000 MAXIMUM WATERSHED LOSS RATE( INCH/HOUR) = .715 LOW LOSS FRACTION = .588 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .60 SPECIFIED PEAK 30-MINUTES RAINFALL( INCH) = 1.03 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.28 SPECIFIED PEAK 3-HOUR RAINFALL( INCH) = 2.50 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.79 SPECIFIED PEAK 24-HOUR RAINFALL( INCH)= 8.50 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: wm 5-MINUTE FACTOR = .728 30-MINUTE FACTOR = .728 ION 1 1 = .7�9 6-HOLR FACTOR = .976 24-HOUR FACTOR = .985 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 1.974 58.715 2 8.047 180.684 3 18.706 317.102 4 33.302 434.250 5 48.642 456.386 6 60.037 338.995 7 67.388 218.710 8 72.400 149.105 9 75.988 106.737 ~~ 10 78.996 89.484 11 81.512 74.852 12 83.672 64'274 13 85.586 56.932 14 87.202 48.097 15 88.579 40.956 16 89.894 39.138 17 91.021 33.516 18 91.986 28.707 19 92.875 26.446 ~ 20 93.584 21.102 21 94.281 20.728 22 94.945 19.751 23 95.599 19.465 24 96.138 • 16.025 25 96.620 14.356 26 97.065 13.248 27 97.460 11.749 28 97.837 11.213 29 98.150 9.300 30 98.451 8.966 = 31 98.689 7.059 4 32 98.908 6.523 33 99.127 6.524 34 99.346 6.523 35 99.566 6.523 36 99.785 6.523 37 100.000 6.399 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 96.8748 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 74.7228 . . . �J� = ,=` . . _ "m 24-HOUR STORM . RUNOFF HYDROGRAPH . ==______======______ __ _______ _________ ______ __________ . HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . - TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 3O0.0 ~° 15.083 36.8703 69.04 . Q. V. • • = 15.167 37.3524 70.00 . Q. V. • • 15.250 37.8412 70.97 . Q. V . • � 15.333 38.3370 71.99 . Q. V • . 15.417 38.8331 72.04 . Q. V ' . ~° 15.500 39.3150 70.09 . Q. .V . . 15.583 39.7703 6 . 0 . .V . . . 15.667 40.1847 60.17 . 0 . .V . . . 15.750 40.5597 54.45 . 0 . .V . . 15.833 40.9136 51.38 . 0 . .V . . - 15.917 41.2686 51.56 . Q . . V . . 16.000 41.6486 55.17 . 0 . . V . . ~° 16.083 42.2136 82.04 . 0 . V . . . 16.167 43.1202 131.63 . . 0 . V . . 16.250 44.3906 184.47 . . . VO . . 16.333 45.9458 22 . . . V 0 . 16.417 47.5266 229.53 . . . V 0 . 16.500 48.7951 184.18 . . . 0 V . . 16.583 49.7603 140.14 . ` . 0 . V . . - 16.667 50.5657 116.95 . . 0 . V . . 16.750 51.2904 105.23 . . Q . V . . ~~ 16.833 51.9884 101.35 . . 0 . V . . °w 16.917 52.6568 97.05 . . Q . V . . 17.000 53.3004 93.45 . . 0 . V . . ~= 17'083 53.9214 90.17 . . Q . V . . 17.167 54.5106 85'56 ' 'Q ' V. ' . 17.250 55.0665 80.71 . Q . V. . 17.333 55.5964 76.95 . 0 . V. . -" 17.417 56.0901 71.68 . Q. . V ^ ~w 17.500 56.5533 67.25 . 0 . . V . 17.583 56.9964 64.33 . 0 . . V . ~~ 17.667 57.4154 60.85 . 0 . . V . 17.750 57.8242 59.35 . 0 . . V . *° 17.833 58.2218 57.73 . 0 . . .V . 17.917 58.6105 56.43 . 0 . . .V . = 18.000 58.9829 54.07 . 0 . . .V . . . ******************************************* FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 7 . >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 <<<<< - ________ ========_____========== - ,. �+..**+,*r-+*+ . FLOW PROCESS FROM NODE 80.00 TO NODE 80.■0 IS CODE =11 ____________ ------- ----------------------- - �� '� >>/>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< === ========== . F =�^=== = -=-==-=======-===-=====_ __==__===_________========= . STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . °° --- ME(HRS) VOLUME(AF) Q(CFS) 0. 675.0 1350.02025.02 ^ Q . . 15.093 728.2338 1318.45 . . 15.167 737.4449 1337.44 . . QV . , 15.250 746.7826 1355.83 . . 0 ^ 0 . 15.333 756.2449 1373.94 . . ^ 0 ^ 15.417 765.8010 1387.54 . . . ^= 15.500 775.3618 1388.22 . . QV . ^ _ 15.583 784.7756 1366.89 . . QV . ^ 15.667 793.8389 1316.00 . . 0.V . ^ °~ 15. 802.3792 1240.05 . . 0 .V . . 15.833 810.3633 1159.28 . . 0 . V ' ' . 15 817.8955 1093.68 . 0 . V . . . 16.000 825.2228 1063.92 . . 0 . V . ' � 16.083 833.1770 1154.95 . . 0 . V . . QV ^ 16 167 842.9647 1421.16 . . . . ~° ^ 16.250 V 0 250 855 4130 1807.51 . . ' . ^ ^ � 16.333 y 0 ^ ° 333 870 B438 2240.55 . ' . . ^ ^ 16.417 V Q. 417 888 6373 2583.62 . . . . ~ 888.6373 V Q. ~° 16 5O0 907 0499 2673.50 . . . . ^ ^ V 0 . 16.583 924 6341 2553.23 . . ' . ,^ ^ ^ . 16 y 0 ^ 667 940.7994 2347.21 . . . ^ . V .0 ^ 16 750 955.6276 2153.05 . . . � ^ . 16.833 V Q ^ 833 969.5004 2014.34 . . O. ^ VQ ^ -~ 16 917 982.7025 1916.94 . . . . ^ . 17.000 0 ' 000 995.3795 1840.71 . . . ~ - 17 QV ^ 083 1007.6030 1774.80 . . . . ^ . 17.167 0 ^ 167 1019.4460 1719.70 . . . ^ Q V ^ ~^ 17 250 1030.8820 1660.49 . . . . ^ 0 V ^ 17 333 1041.8640 1594.62 . . . . � ^ ` 0 V ^ 17 417 1052.3320 1519.96 . . . . ^ � .0 V ^ 1 500 1062.2800 1444.44 . . . . ^ 17 0 V ^ 583 1071.7500 1375.00 . . V. ^ 17.667 Q V. ^ 667 1080.7730 1310.18 . . O. . ^ ^ 17. 1089.4300 1256.99 . . 0 . V ^ 17^ ^ Q33 1097.7680 1210.70 . . 0 . V. . 17.917 1105.8430 1172.47 . . 0 . V ^ =p 18.000 1113.6940 1139.95 . . 0 . V ' . . **************************************44*************************4.*********- FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 2 . >>>>> FLOWBY STRUCTURE ROUTING MODEL _= = °� ======= ______ _______ ____==_ . . MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN . 580.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 3 .. . INFLOW INFLOW (STREAM 3) (STREAM 1) | | ~ | _ 11ow - ,.ass / "= |<------------------* <=flowbv scructure | | (flowbv 0 = 580.0 cfs) ^6 | | �� ��_ } | � ~- °� | } ~" v v STREAM 3 STREAM 1 .6 + 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) 15.083 .0 1318.5 738.5 58■.■ = 15.167 .0 1337.4 757.4 580.0 15.250 .0 1355.8 775.8 580.0 ~° 15.333 .0 1373.9 793.9 580.0 - 15.417 .0 1387.5 807.5 580.0 15.500 .0 1383.2 808.2 580.0 `- 15.583 .0 1366.9 786.9 580.0 15.667 .0 1316.0 736.0 580.0 -, 15.750 .0 1240.0 660.0 580.0 15.833 .0 1159.3 579.3 580.0 ~= 15.917 .0 1093.7 513.7 580.0 . 16.000 .0 1063.9 483.9 580.0 16.083 .0 1155.0 575.0 580.0 - 16.167 .0 1421.2 841.2 580.0 16.250 .0 1807.5 1227.5 580.0 . 16.333 .0 2240.5 1660.5 580.0 16.417 .0 2583.6 2003.6 580.0 ~~ 16.500 .0 2673.5 2093.5 580.0 . 16.583 .0 2553.2 1973.2 580.0 16.667 .0 2347.2 1767.2 580.0 ~ 16.750 .0 2153.0 1573.0 580.0 16.833 .0 2014.3 1434.3 580.0 . 16.917 .0 1916.9 1336.9 580.0 17.000 .0 1840.7 1260.7 590.0 . 17.083 .0 1774.8 1194.8 580.0 .. 17.167 .0 1719.7 1139.7 580.0 17.250 .0 1660.5 1080.5 580.0 =° 17'333 .0 1594.6 1014.6 580.0 17.417 .0 1520.0 940.0 580.0 x~ 17.500 .0 1444.4 864.4 580.0 17.583 .0 1375.0 795.0 580.0 = 17.667 .0 1310.2 730.2 580.0 17.750 .0 1257.0 677.0 580.0 °� 17.833 .0 1210.7 630.7 580.0 . 17.917 .0 1172.5 592.5 580.0 18.000 .0 1139.9 559.9 580.0 . °° *************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 100.00 IS CODE = 5 ^w =° >>>>> 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 - � r1rFp , /41 - F ,, ', - , -- th~ uatlm` 1 Fnoineerino Handbock. 1 Hydrology, Chapter 17, page 17 -52, August, 197E, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: F 1,1 II BASEWIDTH(FT) = 15.00 CHANNEL = 1.50 UPSTREAM ELEVATION = 1526.00 DOWNSTREAM ELEVATION = 1472.00 I CHANNEL LENGTH(FT) = 2800.00 MANNINGS FACTOR = .015 CHANNEL ROUTING COEFFICIENT ESTIMATED: I MAXIMUM INFLOW(CFS) = 2093.50 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1518.89 CHANNEL NORMAL VELOCITY FOR Q = 1518.89 CFS = 24.44 FPS I ESTIMATED CHANNEL ROUTING COEFFICIENT = .935 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .998 II CONVEX METHOD CHANNEL ROUTING RESULTS: 1 MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) I 15.083 738.5 731.3 15.167 757.4 750.6 15.250 775.8 769.2 I 15.333 793.9 787.4 15.417 807.5 802.6 15.500 808.2 808.0 15.583 786.9 794.5 I 15.667 736.0 754.3 15.750 660.0 687.3 15.833 579.3 608.3 I 15.917 513.7 537.3 16.000 483.9 494.6 16.083 575.0 542.3 16.167 841.2 745.6 I 16.250 1227.5 •1088.7 16.333 1660.5 1504.9 16.417 2003.6 1880.2 II 16.500 2093.5 2061.0 16.583 1973.2 2016.3 16.667 1767.2 1841.2 16.750 1573.0 1642.9 II 16.833 1434.3 1484.3 16.917 1336.9 1372.0 17.000 1260.7 1288.1 I 17.083 1194.8 1218.5 17.167 1139.7 1159.5 17.250 1080.5 1101.8 17.333 1014.6 1038.3 II 17.417 940.0 966.8 17.500 864.4 891.6 17.583 795.0 820.0 17.667 730.2 753.5 I 17.750 677.0 696.1 17.833 630.7 647.3 17.917 592.5 606.2 II 18.000 559.9 571.6 II FLOW PROCESS FROM NODE 9.00 TO NODE 100.00 IS CODE = 1 Ammmommimmilm II _,:-' , UNIT _ HYDROGRAPH ANALYSIS : ; <:•.; <:: _ = (UNIT - HYDROGRAPH ADDED TO STREAM #4) *USER ENTERED "LAG" TIME = .360 HOURS FZ a 1 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 23.148 1 WATERSHED AREA = 74.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE VALLEY( DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) .000 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLEY( UNDEVELOPED /DESERT): II "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = 1.000 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .704 LOW LOSS FRACTION = .605 * HYDROGRAPH MODEL #1 SPECIFIED* I SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .59 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.01 II SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.25 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.45 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.67 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 7.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .728 I 30- MINUTE FACTOR = .728 1 -HOUR FACTOR = .728 3 -HOUR FACTOR = .948 6 -HOUR FACTOR = .976 I/ 24 -HOUR FACTOR = .985 RUNOFF HYDROGRAPH LISTING LIMITS: II MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 II __ _ =a =s ==a= ==a= =a ==== aaaa- :===zaaaxosxamso UNIT HYDROGRAPH DETERMINATION 11 INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.102 18.810 2 8.785 59.806 3 20.564 105.422 I 4 36.347 141.242 5 51.964 139.765 6 62.574 94.954 7 69.425 61.316 II 8 74.008 41.008 9 77.478 31.061 10 80.371 25.885 I 11 82.800 21.741 12 84.923 19.002 13 86.733 16.197 14 88.250 13.575 15 89.639 12.430 16 90.884 11.146 17 91.90 9.1719 I 1 18 92.852 8.471 19 93.604 6.726 II 20 94.337 6.565 21 95.036 6.254 �Z.1 22 95.716 6.082 23 96.258 4.855 II 24 96.765 4.535 25 97.208 3.966 26 97.625 3.729 27 97.988 3.250 II 28 98.312 2.900 29 98.597 2.551 30 98.829 2.073 I 31 99.060 99.292 2.072 32 2.072 33 99.523 2.072 34 99.755 2.072 II 35 99.986 2.072 36 100.000 .123 II TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 27.4144 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 19.9538 1 1 1 1 1 1 I/ II II II 1 1 - ~ - .. F5° . ~ . . ========_=====================___=====_===_=_=========_==_=________=_===== = 2 4 - H O U R S T O R M RUNOFF HYDROGRAPH . . HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~ • TIME(HRS) VOLUME(AF) Q(CFS) 0. 17.5 35.0 52 70.0 . 15.083 9.6227 19.62 . .0 V. . . 15.167 9.7596 19.89 . .0 V. . . . 15.250 9.8985 20.17 . .0 V. . . _ 15.333 10.0394 20.46 . .Q V . . 15.417 10.1803 20.45 . .0 V . . 15.500 10.3167 19.80 . .0 V . . 15.583 10.4438 18.46 . 0 V . . - 15.667 10.5584 16.63 . Q. .V . . 15.750 10.6614 14.97 . 0 . .V . . 15.833 10.7595 14.24 . 0 . .V . . ._ 15.917 10.8587 14.40 . 0 . .V . . 16.000 10.9663 15.62 . 0 . .V . . ~~ 16.083 11.1325 24.14 . . 0 . V . . 16.167 11.4111 40.45 . . . VO . . 16.250 11.8081 57.64 . . . V . 0 . 16.333 12.2889 69.81 . . . V . Q. 16.417 12.7559 67.81 . . . V . 0 . 16.500 13.1075 51.05 . . . V Q. . 16.583 13.3759 38.97 . • . . 0 V . . _~ 16.667 13.6000 32.54 . . 0 . V . . 16.750 13.8073 30.10 . . 0 . V . . ~ 16.833 14.0060 28.86 . . 0 . V . . 16.917 14.1964 27.64 . . 0 . V . . 17.000 14.3800 26.66 . . 0 . V . . 17.083 14.5553 25.45 . . 0 . V. . . 17.167 14.7210 24.06 . . 0 . V. . . 17.250 14.8787 22.89 . . 0 . V. . 17.333 15.0263 21.43 . . 0 . V . . 17.417 15.1620 19.71 . .0 . V . 17.500 15.2906 18.67 . 0 . V . mm 17.583 15.4110 17.49 . Q. . V . 17.667 15.5279 16.97 . Q. . .V . . 17.750 15.6412 16.45 . Q. . .V . mw 17.833 15.7515 16.01 . Q. . .V . 17.917 15.8564 15.23 . 0 . . .V . ,° 18.000 15.9582 14.78 . 0 . . .V . .1, ************************************************************************* =^ FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 7 . >>>>> STREAM NUMBER 4 ADDED TO STREAM NUMBER 3<<<< ~ __ _==___ ~ ******************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 > >>>>VIEW STREAM NUMBER 3 HYDROGRAPH<<<<< r^st = = = ======== STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 550.0 1100.0 1650.0 2200.0 15.083 108.0889 750.88 . V 0 . . , 15.167 113.3954 770.50 . V Q . . , ' 15.250 118.8320 789.39 . .V 0 . , , 15.333 124.3959 807.88 . .V Q . , , 15.417 130.0647 823.10 . . V 0 . , , 15.500 135.7656 827.77 . . V Q . , , 15.583 141.3647 813.00 . . VQ . , , 15.667 146.6740 770.90 . . Q . , , 15.750 151.5108 702.30 . . 0 V . . , __ 15.833 155.7983 622.55 . .0 V . . V . 15.917 159.5978 551.69 . 0 V . . , 16.000 163.1121 510.27 . Q. V . . V . 16.083 167.0134 566.47 . 0 V . . . - 16.167 172.4270 786.05 . . 0 V . . . 16.250 180.3219 1146.34 . . V 0 . . 16.333 191.1669 1574.70 . . V . 0 . . ' 16.41� 204.5829 194�.00 . . V. . 0 . 16.500 219.1284 2112.01 . . .V . 0 . 16.583 233.2831 2055.26 . . . V . Q . 16.667 246.1877 1873.74 . . . V . 0 . '- 16.750 257.7095 1672.96 . . . V Q . 16.833 268.1305 1513.13 . . . V 0 . . 16.917 277.7698 1399.64 . . . QV . . ' 17.000 286.8249 1314.�9 . . . Q V . . 17.083 295.3921 1243.96 . . . 0 V . . 17.167 303.5435 1183.58 . . .0 V. . 17.250 311.2891 1124.66 . . 0 V. . 17.333 318.5875 1059.73 . . Q. V ^ 17.417 325.3817 986.51 . ` . 0 . .V . 17.500 331.6507 910.26 . . 0 . .V . 17.583 337.4183 837.46 . . 0 . . V . 17.667 342.7245 770.46 . . 0 . . V . 17.750 347.6321 712.58 . . Q . . V . 17.833 352.2007 663.36 . . 0 . . V . 17.917 356.4807 621.45 . .0 . . V . 18.000 360.5194 586.42 . 0 . . V . ***************************************************************************- FLOW PROCESS FROM NODE 2.00 TO NODE 20.00 IS CODE = 1 ' ANALYSIS<<< (UNIT-HYDROGRAPH ADDED TO STREAM #5) *USER ENTERED "LAG" TIME = .390 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 21.368 WATERSHED AREA = 1288.000 ACRES BASEFLOW = .000 CFS/SOUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 F JOTHILL "3' CLRV.'E PEF;CEN1HbEiDECIMi L NOTATION) - c:> MOUNTAIN "S" -CURVE PERCENTAGE( DECIMAL NOTATION) = .80o VALL /DESERT): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .488 LOW LOSS FRACTION = .299 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .71 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.22 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.20 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 5.20 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 11.40 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .728 30- MINUTE FACTOR = .728 1 -HOUR FACTOR = .728 3 -HOUR FACTOR = .948 6 -HOUR FACTOR = .976 24 -HOUR FACTOR = .985 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 2.254 351.115 2 8.882 1032.340 3 21.372 1945.673 4 35.424 2188.796 5 47.444 • 1872.237 6 55.874 1313.233 7 61.344 851.934 8 65.617 665.627 9 69.153 550.840 10 72.185 472.214 11 74.838 413.389 12 77.165 362.392 13 79.170 312.307 14 80.957 278.361 15 82.540 246.633 16 83.912 213.745 17 85.115 187.294 18 86.182 166.202 19 87.189 156.834 20 88.020 129.495 21 88.789 119.819 22 89.540 116.876 23 90.266 113.178 24 90.965 108.819 25 91.562 93.101 26 92.148 91.220 27 92.710 87.508 28 93.262 86.049 29 93.786 81.562 30 94.231 69.349 ■ 32 95.083 04.380 33 95.491 63.581 34 95.953 56.338 . ����� 35 96.195 53.261 ' �� 36 96.550 55.404 37 96.926 58.570 38 97.270 53.559 39 97.461 29.706 40 97.632 26.631 41 97.803 26.631 42 97.974 26.654 43 98.145 26.609 44 98.316 26.607 45 98.487 26.654 ' 46 98.658 26.609 47 98.827 26.335 48 98.936 17.086 49 99.017 12.529 50 99.097 12.529 51 99.178 12.621 52 99.268 13.896 -- 53 99.349 12.621 54 99.430 12.621 55 99.511 12.621 r- 56 99.592 12.621 57 99.673 12.621 58 99.754 12.621 59 99.835 12.621 60 99.916 12.621 61 99.997 12.621 62 160.000 .511 '_ TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 348.1454 ' TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 856.6581 • ' . * * � ��^� ` ~-r * � . 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ___ TIME(HRS) VOLUME(AF) Q(CFS} 0. 425.0 850.0 1275.0 1700.0 . 15.083 440.0148 821.78 . . QV . . 15.167 445.7277 829.51 . . QV . ~ . 15.250 451.4916 836.92 . . 0.V . . 15.333 457.3053 844.16 . • 0.k) . . 15.417 463.0728 837.43 . • 0.V ~ . 15.500 468.6096 803.95 . . 0 .V . . 15.583 473.6781 735.95 . . 0 . V . ~ ~= 15.667 478.2347 661.61 . . Q . V . . 15.750 482.4100 606.26 . . 0 . V . • , 15.833 486.4136 581.32 . . 0 . V • • _ 15.917 490.4742 589.60 . . 0 . V . • 16.000 494.8177 630.67 . . 0 . V . . 16.083 500.6399 845.38 . . Q. V . . 16.167 508.9065 1200.32 . . . V 0 . . 16.250 519.9907 1609.42 . . . V . 0 . 16.333 531.5973 1685.29 . . . V . Q. 16.417 541.9378 1501.44 . . . V . 0 . 16.500 550.4302 1233.10 . . . V Q. • 16.583 557.6877 1053.79 . • . . 0 V . . 16.667 564.6752 1014.59 . . . Q V . . 16.750 571.6028 1005.89 . . . 0 V . . 16.833 578.4760 qq pp . . . 0 V . . 16.917 585.2537 984.13 . . . 0 V . . 17.000 591.9304 969.45 . . . 0 V . . 17.083 598.4662 949.01 . . . 0 V . . -" 17.167 604.8408 925.59 . . .0 V . . � 17.250 610.9769 890.95 . . 0 V ~ . 17.333 616.8395 851.26 . . 0 V . . ** 17.417 622.4631 816.54 . . Q. V. . 17.500 627.8985 789.23 . . 0 . V. . °w 17.593 633.2073 770.84 . . 0 . V. . 17.667 638.3510 746.85 . . 0 . V. . `` 17.750 643.3884 731.44 . . 0 . V . 0 17.833 648.3472 720.01 . . Q . V . 17.917 653.2288 708.80 . . Q . V . * 18.000 658.0283 696.87 . . 0 . V . * ****o*o - FLOW PROCESS FROM NODE 20.00 TO NODE 10.00 IS CODE = 5 „ >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD _____======= __ ===== � ,,c .._L`,^�� 1_, uu1114= L"C LJZi./ 1z coI^.`�.Lu 1 // th-I,:: � FO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5-MINUTE INTERVALS the National Engineering Handboo _ Hydrology, Chapter 17, page 17-52, August.1972, �c�<� U.S. Department of Commerce). ' - , ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL 2 = 6.00 UPSTREAM ELEVATION = 1960.00 ' DOWNSTREAM ELEVATION = 1510.00 CHANNEL LENGTH(FT) = 8000.00 MANNINGS FACTOR = .035 CHANNEL ROUTING COEFFICIENT ESTIMATED: - MAXIMUM INFLOW(CFS) = 1685.29 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1091.87 = CHANNEL NORMAL VELOCITY FOR 0 = 1091.87 CFS = 14.40 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .894 . ~^ MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .809 . . CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW ' TIME (STREAM 5) (STREAM 5) (HRS) (CFS) (CFS) _ 15.083 821.8 8O6.2 15.167 829.5 814.5 - 15.250 836.9 822.5 15.333 844.2 830.2 15.417 837.4 837.7 15.500 804.0 841.0 15.583 735.9 828.8 15.667 661.6 789.8 15.750 606.3 725.6 15.833 581.3 658.5 15.917 589.6 609.3 - 16.000 630.7 • 589.0 16.083 845.4 600.9 16.167 1200.3 684.6 16.250 1609.4 913.2 16.333 1685.3 1259.0 ~ 16'417 1501.4 1563.5 16.500 1233.1 1610.9 . 16.583 1053.8 1447.9 16.667 1014.6 1224.4 .. 16.750 1005.9 1075.5 16.833 998.0 1023.8 ^° 16.917 984.1 1007.1 _ 17.000 969.4 995.9 17.083 949.0 982.3 . 17.167 925.6 966.2 17.250 891.0 945.8 = 17.333 851.3 919.8 17.417 816.5 885.5 . 17.500 789.2 848.2 = 17.583 770.8 815.0 17.667 746.8 789.1 ~° 17.750 731.4 767.7 17.833 720.0 746.6 ~~ 17.917 708.8 731.2 18.000 696.9 719.0 „.. r - ,: r. r n y ! ,� .t� y' •,F y• . .� •i. 1.** • rt • 'f4 • 'if • #'ii • *yf• • r••i * i'• •. ik i4 f i i i E P (-LOW r r 0CESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 6 ..:;•:•STREAM NUMBER 2 CLEARED AND SET TO ZERO ::; <; ;;•;; r3‘ -. **••**•*•*•*•*•*'•****•*•*•****•*•*•**•*'•***•*'*•*•*•*'*•*•**•*• •**• **• ******* *********** *** ** •*******•x FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 6 »::' STREAM NUMBER 4 CLEARED AND SET TO ZER0• ; < •: <:: ********•*•******* * *•* *•* * **** ** * * * * *•* *** **• * *** FLOW PROCESS FROM NODE 3.00 TO NODE 10.00 I S CODE = 1 ,, UNIT-HYDROGRAPH ANALYSIS“ <; •:: <, <:: (UNIT - HYDROGRAPH ADDED TO STREAM #2) *USER ENTERED "LAG” TIME = .390 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.368 WATERSHED AREA = 276.000 ACRES BASEFLOW = .000 CFS/SOUARE-MILE VALLEY(DEVELOPED): "S" -CUP. 1E PERCENTAGE(DECIMAL NOTATION) _ .000 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .000 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLEY(UNDEVELOPED /DESERT): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = 1.000 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .700 LOW LOSS FRACTION = .577 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= . 60 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.02 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.26 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.55 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.80 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 8.40 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .728 30- MINUTE FACTOR = .728 1 -HOUR FACTOR = .728 3 -HOUR FACTOR = .948 6 -HOUR FACTOR = .976 24 -HOUR FACTOR = .985 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) ^ I./It., ca3.924 2 7.716 193.611 3 17.879 339.255 ^ t�� 4 31.903 468.093 ' � ' 5 47.019 504.562 6 58.730 390.897 7 66.337 253.913 8 71.589 175.301 9 75.272 122.925 10 78.320 101.750 11 80.876 85.305 12 83.061 72.938 13 85.001 64.767 14 86.669 55.671 15 88.089 47.405 '- 16 89.372 42.803 17 90.588 40.600 18 91.553 32.203 '- 19 92.483 31.047 20 93.233 25.040 21 93.917 22.825 22 94.582 22.196 -- 23 95.223 21.397 24 95.833 20.366 25 96.317 16.146 . 26 96 784 15.597 27 97.192 13.614 28 97.577 12.845 29 97.925 11.624 ~~ 30 98.225 9.995 31 98.509 9.507 32 98.731 7.384 33 98.944 7.133 ' ' 34 99.158 7.127 35 99.371 7.127 36 99.585 7.127 ' 37 99.798 7.127 38 100.000 6.728 ' TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 105.3492 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 84.9090 r3$ 2 4 - H O U R S T O R M - R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 15.083 41.6510 82.33 . 0 V. . 15.167 42.2255 83.42 . .0 V. . 15.250 42.8074 84.48 .0 V . 15.333 43.3967 85.56 .0 V . 15.417 43.9855 85.50 . .0 V . 15.500 44.5577 83.08 .0 V 15.583 45.0959 78.14 . 0 .V . 15.667 45.5857 71.12 . Q. .V 15.750 46.0261 63.95 . 0 . .V . 15.833 46.4370 59.66 . 0 . .V 15.917 46.8451 59.26 . Q . V . ,_ 16.000 47.2779 62.84 . 0 . . V . . 16.083 47.9112 91.96 . . 0 . V . 16.167 48.9096 144.96 . . Q. V . 16.250 50.2992 201.77 . . . V 0 16.333 52.0056 247.78 . . . V 0 . 16.417 53.7727 256.58 . V . 0 16.500 55.2337 212.14 . . V 0 . 16.583 56.3500 162.08 . . .0 V 16.667 57.2870 136.06 . . 0 . V . 16.750 58.1250 121.68 . 0 . V . 16.833 58.9342 117.48 . 0 . V . 16.917 59.7141 113.24 . 0 V . . 17.000 60.4686 109.56 . . 0 . V . . 17.083 61.1999 106.18 . . 0 V . . 17.167 61.8976 101.31 . . 0 V. . 17.250 62.5551 95.46 . . 0 V. . 17.333 63.1732 89.76 . .0 V. . 17.417 63.7551 84.49 . .0 V . 17.500 64.2908 77.79 . 0 . V . 17.583 64.8040 74.51 . 0. V . 17.667 65.2874 70.19 . 0. V . 17.750 65.7534 67.67 . 0. V . 17.833 66.2068 65.83 . 0 . .V . 17.917 66.6481 64.07 . 0 . .V . 18.000 67.0769 62.27 . 0 . .V . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ************** * * * * ** * * ** * * * * * * * * * * * * * * * * * * *.* FLOW PROCESS FROM NODE 80.00 TO NODE 10.00 IS CODE = 5 - : .MODEL CHANNEL ROUTING BY THE CONVEX METHOD <; <; <; c . ,, ..� ^.'Lc� � nL.u.^..� -"E/^. 1:6 ::".. L,|H/t. ii` :JR1::ER TO ROUTE THE STREAM 1 NFLOW HYDROGRAPH BY 5-MINUTE ,. INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17-52, August,1972. F . ~\ -" U.S. Department of Commerce). °= ASSUMED REGULAR CHANNEL INFORMATION: - BASEWIDTH(FT) = 3.00 CHANNEL 2 = .50 UPSTREAM ELEVATION = 1526.00 ^v DOWNSTREAM ELEVATION = 1510.00 CHANNEL LENGTH(FT) = 1800.00 MANNINGS FACTOR = .015 - - CHANNEL ROUTING COEFFICIENT ESTIMATED: - MAXIMUM INFLOW(CFS) = 580.00 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 534.50 ~ CHANNEL NORMAL VELOCITY FOR Q = 534.50 CFS = 15.53 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .901 . 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) 15.083 580.0 580.0 ' 15.167 580.0 580.0 ~ 15.250 580.0 580.0 15.333 580.0 580.0 ,~ 15.417 580.0 580.0 15.500 580.0 580.0 ~~ 15.583 580.0 580.0 15.667 580.0 580.0 - 15.750 580.0 580.0 . 15.833 580.0 580.0 15.917 580.0 580.0 16.000 580.0 , 580.0 16.083 580.0 580.0 16.167 580.0 580.0 16.250 580.0 580.0 -- 16.333 580.0 580.0 -- 16.417 580.0 580'0 16.500 590.0 580.0 .~~ 16 580.0 580.0 . 16.667 580.0 580.0 ^~ 16.750 580.0 580.0 16.833 580.0 580.0 ~ 16.917 580.0 580.0 °� 17.000 580.0 580.0 17.083 580.0 580.0 ~, 17. 167 580.0 580.0 17.250 580.0 580.0 °= 17.333 580.0 580.0 17.417 580.0 580.0 °~ 17.500 580.0 580.0 17.583 580.0 580.0 A 17.667 580.0 580.0 17.750 580.0 580.0 ~~ 17.833 580.0 580.0 = 17.917 580.0 580.0 18.000 580.0 580.0 ~ ' � FLLW PROCESS FROM NODE ___________�_ ______z.00 TO NODE i0.00 IS CODE = 1 _~ ________________ />/'/UNIT ANALYSIS< ------ /w _ ` ~" (UNIT ADDED TO STREAM #4) ~ *USER ENTERED "LAG" TIME = .410 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES _ UNIT INTERVAL PERCENTAGE OF LAG-TIME = 20.325 ' WATERSHED AREA = 2249.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE ~ VALLEY(DEVELOPED): ..., "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .200 � MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .500 VALLEY(UNDEVELOPED/DESERT): ~ "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .300 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .596 - LOW LOSS FRACTION = .430 � *HYDROGRAPH MODEL #1 SPECIFIED* ~ SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .69 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.18 .- SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.45 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.88 ^- SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.45 ` SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.80 , *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .728 _. 30-MINUTE FACTOR = .728 1-HOUR FACTOR = .728 - 3-HOUR FACTOR = .948 6-HOUR FACTOR = .976 ~ 24-HOUR FACTOR = .985 ` RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 1E3.00 ______ _ _______________ _ _ _ _______________ ____=---=-~ ~ UNIT HYDROGRAPH DETERMINATION = INTERVAL "S" GRAPH UNIT HYDROGRAPH ~~ NUMBER MEAN VALUES ORDINATES(CFS) . 1 1'968 535.393 = 2 7.652 1545.896 3 17.941 2798.505 4 31.109 3581.388 5 44.052 3520.447 ,. 6 54.919 2955.644 7 61.601 1817.535 °6 8 66.518 1337.416 �.~ 9 70.305 1029.971 10 73.443 853.334 . 11 76.154 737.505 12 78.525 644.995 13 80.599 564.029 14 RP'40A 49P ~, ~ +�z', o+ 16 85.405 378.670 -~ 17 86 337.931 18 87.753 300.926 F4 ~° 19 88.711 260.314 ow 20 89.614 245.682 21 90.340 197.513 ~, 22 91.011 182.427 23 91.666 178.324 ". 24 92.297 171.493 25 92.915 168.169 26 93.425 138.78 27 93.912 132.352 28 94.379 126.992 29 94.821 120.228 30 95.255 118.184 31 95.641 104.901 32 96.018 102.523 33 96.359 92.589 � 34 96.663 82.909 35 96.962 81.218 36 97.230 72.922 37 97.494 71.880 38 97.771 75.148 39 98.055 77.395 40 98.306 68.340 41 98.416 29.769 =~ 42 98.517 27.599 43 98.619 27.705 -- 44 98.721 27.601 ° 45 98.822 27.653 46 98.924 27.599 ~, 47 99.026 27.705 48 99.127 27.601 49 99.229 27.651 50 99.313 23.000 51 99.362 13.277 52 99.410 13.017 53 99.458 12.963 54 99.507 . 13.434 55 99.555 12.963 56 99.602 12.965 57 99.650 12'965 58 99.698 12.963 59 99.745 12.963 60 99.792 12.965 ~~ 61 99'841 12.965 62 99.888 12.963 o 63 99.936 12.963 64 99.984 12.965 = 65 100.000 4.416 o _ TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 746.7167 =w TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1061.8670 _ 40 � = ~ .... ��) _ ========== ================================================================ _ .. 2 4 - HOUR STORM RUNOFF HYDROGRAPH ~ =________====_____==__________ ~~ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) - TIME(HRS) VOLUME(AF) Q(CFS) 0. -,F5.0 , , 1250 0 1875 0 ---- �5v0.i 15.083 529.6687 997.50 . . Q V. ----- 15.167 536.6304 1010.85 . . 0 V ^ ^ _ 15.250 543.6847 1024.28 . . Q V ^ ^ 15.333 550.8329 1037.92 . . 0 V ^ ^ 15.417 557.9731 1036.76 . . 0 .V . ^ 15.500 564.9155 1008.03 . . 0 .V ^ ^ 15.583 571 .4307 946.00 . . 0 .V ^ • 15.667 577.3937 865.83 . . 0 .V ^ ^ - 15.750 582.8611 793.87 . . 0 .V ^ ^ 15.833 588.0096 747.57 . .0 . V ^ ^ 15.917 593.1823 751.07 . . 0 . V ^ ^ 16.000 598.6934 800.22 . . 0 . V ^ ^ 16.083 606.2896 1102.96 . . 0 . V ^ ^ _ 16.167 617.3680 1608.59 . . V 0 ^ ~ . 16.250 632.3691 2178.10 . ^ ^ ^ V ^ ^ . V Q 16.333 649.5610 2496.26 . ^ . ^ 16.417 666,2617 2424 94 . Q ^ 16.500 680.9804 2137.15 ^ . . V ^ 0 ^ ^ 15 ^ . . V . 16.583 692.3898 1656.64 ~` ^ ^ . . 0 16.667 702.5869 1480.62 ^ ^ . . . 0 V 16.750 712.1802 1392,94 ^ ^ ^ ^ ^ .Q V 16.833 721.5208 1356.25 ^ ^ ^ ' . .0 V 16.917 730.6199 1321.20 . . .0 V ^ ^ 17.000 739.4832 1286.95 . . 0 V ' ' 17.083 748.0825 1248.62 . . Q. V ^ ^ � 17.167 756.3685 1203.12 . . Q. V ^ ^ 17.250 764.3005 1151.74 . . 0 . V ^ ^ .# 17.333 771.8186 1091.63 . . 0 . V . ^ 17.417 778.9585 1036.72 . . 0 . V. ^ _~ 17.500 785.7589 987.42 . . Q . V ^ ^ -4 17.583 792.2721 945.72 . . 0 . V. ^ 17.667 798.5916 917.58 . . Q . ^ ~ 17.750 804.6472 879.28 . . Q . V ^ 17.833 810.5446 856.30 . . 0 . ` ^ V ^ = 17.917 816.3236 839.11 . . 0 . 18.000 821.9832 821.77 . . 0 . V ' V . . Ade *************************************************************************** _ FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 7 . >>>>>STREAM NUMBER 5 ADDED TO STREAM NUMBER 1<<<<< ========= . ^^.-+�+-*�++-,+--++-*.°+*,-+*+---.4.*+0,-+*-++*^+~,*.*****+�-+* FLOW PROCESS FROM NODE 10 TO NODE 10.0u IS CODE = 7 _ >>>>> STREAM NUMBER 4 ADDED TO STREAM NUMBER 1< <\<� r =====_____===============______=======��===��= _____== ==�==_==_~ . *********.*************************************************** FLOW PROCESS FROM NODE 10.0O TO NODE 10.00 IS CODE = 7 ~ >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 ***************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 11 ~ >>>>> VIEW STREAM NUMBER 1 HYDROGRAPH = _____ ° STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~ ~^ TIME(HRS) VOLUME(AF) Q(CFS) 0. 1225.0 2450.0 3675.0 4900.0 15.083 1627.2090 2465.98 . . QV . . 15.167 1644.3490 2488.80 . . QV . . 15.250 1661.6450 2511.31 . . DV . . ~_ 15.333 1679.0950 2533.72 . . QV . . 15.417 1696.5870 2539.92 . . 0 V . . 15.500 1713.8880 2512.15 . . 0 V . . 15.583 1730.6440 2432.97 . . Q. V . . 15.667 1746.5310 2306.77 . . 0 . V . . 15.750 1761.4310 2163.43 . . 0 . V . . 15.833 1775.5200 2045.70 . . Q . V ' ' 15.917 1789.2920 1999.65 . . 0 . V . . 16.000 1803.2860 2032.03 . . 0 . V . . 16.083 1819.6490 2375.81 . . Q. V . . 16.167 1840.4350 3018.15 . . . VD . . 16.250 1867.1090 3873.14 . ` . . V .0 . 16.333 1898.6730 4583.06 . . . V . 0 . 16.417 1931.9030 4824.99 . . . V . Q. 16.500 1963.1720 4540.21 . . . V . 0 . 16.583 1989.6630 3846.58 . . . V .0 . 16.667 2013.22+O 3421.06 . . . VO . . 16.750 2035.0570 3170.16 . . . QV . . - 16.833 2056.2530 3077.57 . . . QV . . =, 16.917 2077.0630 3021.57 .57 . . . 0 V . . 17.000 2097.5330 2972.39 . . . 0 V . . "~ 17.083 2117.6240 2917.10 . . . 0 V . . 17'167 2137.2560 2850.66 . . . 0 V ' . . 17.250 2156.3540 2773.00 . . . 0 V . . 17.333 2174.8200 2681.22 . . .0 V . . - 17.417 2192.6350 2586.66 . . .0 V . . 17.500 2209.8060 2493.36 . . 0 V . . " 17.583 2226.4400 2415.23 . . Q. V . . 17.667 2242.6720 2356.82 . . Q. V' . ~" 17.750 2258.4750 2294.61 . . 0 . V. . *w . 2273.9620 2248.68 . . 0 . V. . 17.917 2289.2120 2214.34 . . 0 . V. . -� 18.000 23O4.2470 2183.07 . . 0 . V. . . ************************** FLOW PROCESS FROM NODE 10.00 TO NODE 90.00 IS CODE = 3 ------- --------------------- '-------- ---- - - w - >>>>>MODEL FLOW-THROUGH DETENTION BASIN ROUTlNG<<< =========== 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 = .0()0 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .61 100.00 3.000 3 . 1.29 500.00 8.000 4 1.89 1000.00 15.000 2.82 2000.00 27.000 6 3.59 3000.00 39.000 7 4.27 4000.00 50.000 8 4.89 5000.00 60.000 r 9 5.46 6000.00 70.000 ■ 10 5.99 7000.00 78.000 11 6.50 8000.00 87.000 12 6.98 9000.00 96.000 13 7.44 10000.00 104.000 ~ ~ ,_ INFLOW (STREAM 1) ~ } V __ effective depth | (and volume) | | | | | | | V | detention |<-->| outflow | basin | | ^ 1 \ | 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 2466.0 3.15 2420.7 32.204 15.167 .000 2488.8 3.17 2446.0 32.499 15.250 .000 2511.3 3.19 2470.1 32.783 15.333 .000 2533.7 3.21 2493.5 33.060 15.417 .000 2539.9 3.22 2512.8 33.247 15.500 .000 2512.2 3.22 2518.7 33.202 15.583 .000 2433.0 3.19 2498.1 32.753 15.667 .000 2306.8 3.13 2440.9 31.829 1F,'77,o -000 P162'4 2'05 P249.1 3«.550 , II 15.833 .000 21)4 .7 2.96 2240.1 29.212 15.917 .000 1999.7 2.90 2143.1 28.223 16.000 .000 2032.0 2.87 2086.4 27.849 FTl II 16.083 .000 2375.8 2.98 2138.8 29.482 16.167 .000 3018.1 3.26 2387.7 33.823 16.250 .000 3873.1 3.70 2864.7 40.769 16.333 .000 4583.1 4.16 3499.9 48.229 It 16.417 .000 4825.0 4.48 4085.5 53.321 16.500 .000 4540.2 4.54 4385.4 54.387 16.583 .000 3846.6 4.35 4287.0 51.354 II 16.667 .000 3421.1 4.12 3960.4 47.639 16.750 .000 3170.2 3.92 3638.7 44.412 16.833 .000 3077.6 3.79 3393.2 42.238 16.917 .000 3021.6 3.70 3229.4 40.807 17.000 .000 2972.4 3.64 3118.6 39.801 17.083 .000 2917.1 3.59 3035.7 38.984 17.167 .000 2850.7 3.54 2965.7 38.192 17.250 .000 2773.0 3.48 2897.1 37.337 I 17.333 .000 2681.2 3.42 2821.3 36.3 73 17.417 .000 2586.7 3.35 2737.7 35.333 17.500 .000 2493.4 3.29 2649.6 34.257 11 17.583 .000 2415.2 3.22 2562.5 33.243 17.667 .000 2356.8 3.16 2483.8 32.368 17.750 .000 2294.6 3.11 2413.3 31.551 17.833 .000 2248.7 3.07 2350.1 30.852 II II 17.917 .000 2214.3 3.03 2297.2 30.281 18.000 .000 2183.1 3.00 2253.3 29.798 11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 3 II >>>>>MODEL - FLOW - THROUGH DETENTION BASIN ROUTING < < <:« = == = == =_ = =_ =___= = _ =_ = = == = = = = =___= I ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW- THROUGH DETENTION BASIN USING FIVE - MINUTE UNIT INTERVALS: I/ SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 62.000 SPECIFIED DEAD STORAGE(AF) FILLED = 62.000 I SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: 1 INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 1.17 100.00 18.000 3 1.89 500.00 27.000 4 2.47 1000.00 35.000 I 5 6 3.37 2000.00 49.000 4.09 3000.00 60.000 7 4.72 4000.00 70.000 8 5.28 5000.00 80.000 II 9 5.79 6000.00 86.000 10 6.23 7000.00 92.000 11 6.62 8000.00 98.000 12 6.96 9000.00 104.000 13 7.22 10000.00 110.000 T NFLOW 11 1 k..,.,„ 1, F46 I V __effective depth (and volume) 1 1 i 1 It i i i V detention ; <� - -> i outflow f basin 1 I/ I , 1 •^ \ 1 storage ; basin outlet V OUTFLOW 1 (STREAM 1) ________ == ________ ______________ -_ II BASIN ROUTING MODEL RESULTS(5- MINUTE INTERVALS): I TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE II (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 1 5.083 62.000 2420.7 3.65 2371.3 53.255 15.167 62.000 2446.0 3.67 2400.9 53.565 II 15.250 62.000 2470.1 3.69 2428.1 3.71 2453.7 53.854 15.333 62.000 2493.5 54.128 15.417 62.000 2512.8 3.72 2477.3 54.372 I 15.500 62.000 2518.7 3.73 2495.6 54.531 15.583 62.000 2498.1 3.73 2501.7 54.507 15.667 62.000 2440.9 3.71 2486.4 54.194 15.750 62.000 2349.1 3.67 2442.8 53.548 15.833 62.000 2240.1 3.61 2372.1 52.639 15.917 62.000 2143.1 3.54 2286.1 51.654 16.000 62.000 2086.4 3.49 2204.4 50.842 16.083 62.000 2138.8 3.48 2160.6 50.692 16.167 62.000 2387.7 3.56 2209.5 51.919 16.250 62.000 2864.7 3.77 2408.2 55.062 16.333 62.000 3499.9 4.09 2777.4 60.038 II 16.417 62.000 4085.5 4.44 3280.9 65.580 16.500 62.000 4385.4 4.71 3769.9 69.819 16.583 62.000 4287.0 4.80 4060.0 71.382 II 16.667 62.000 3960.4 4.75 4092.7 70.471 16.750 62.000 3638.7 4.62 3942.5 68.379 16.833 62.000 3393.2 4.47 3724.0 66.101 16.917 62.000 3229.4 4.35 3512.6 64.150 17.000 62.000 3118.6 4.26 3339.1 62.632 17.083 62.000 3035.7 4.18 3204.9 61.466 17.167 62.000 2965.7 4.12 3100.3 60.539 I 17.250 62.000 2897.1 4.07 3014.7 59.729 17.333 62.000 2821.3 4.02 2938.6 58.921 17.417 62.000 2737.7 3.96 2862.8 58.060 17.500 62.000 2649.6 3.90 2782.1 57.147 17.583 62.000 2562.5 3.84 2698.2 56.212 17.667 62.000 2483.8 3.78 2614.7 55.311 17.750 62.000 2413.3 3.73 2535.5 54.469 It 17.833 62.000 2350.1 3.68 2462.2 53.698 17.917 62.000 2297.2 3.63 2396.1 53.017 18.000 62.000 2253.3 3.59 2338.5 52.430 II 1 ............................................................................ FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 7 I 11 > >> »STREAM NUMBER 3 ADDED TO STREAM NUMBER 1« ___ =__ = == _____- � F -° *************** _~ FLOW PROCESS FROM NODE 100.00 TO NUDE 100.00 IS CODE = 11 _^ >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<< ---------------------------------------------------------------------------- STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) . TIME(HRS) VOLUME(AF) Q(CFS) 0. 1550.0 3100.0 4650.0 6200.0 15.083 1649.8390 3122.22 . . V 0 . . 15.167 1671.6810 3171.39 . . VQ . . 15.250 1693.8400 3217.52 . . VO . . 15.333 1716.3030 3261.60 . . V.Q . . 15.417 1739.0320 3300.38 . . V.Q . . - ` 15.50u 1761.9210 3323.39 . . VO . . 15.583 1784.7500 3314.72 . . VO . . 15.667 1607.1820 3257.27 . . VQ . . � 15.750 1828.8430 3145.12 . . 0 . . 15.833 1849.4680 2994.70 . . 0.V . . * 15.917 1869.0110 2837.75 . . 0 .V . . 16.000 1887.7070 2714.64 . . 0 .V . . , 16.083 1906.4890 2727.07 . . 0 .V . . 16.167 1927.1200 2995.60 . . Q. V ' ' 16.250 1951.6000 3554.57 . . . 0 . . ~ 16.333 1981.5740 4352.15 . . . V 0 . . 16.417 2017.5850 5228.87 . . . V . 0 . 16.500 2058.0940 5881.92 . . . V . 0 . 16.583 2100.2110 6115.30 . . . V . Q. - 16.667 2141.3020 5966.40 . . . V . 0 . .0. 16.750 2179.9760 5615.46 . . . V . 0 . 16.833 2216.0440 5237.12 . . . V . 0 . 16.917 2249.8750 4912.20 . . . V .0 . 17.000 2281.9260 4653.89 . . . V 0 . . 17.083 2312.5650 4448.86 . . . V 0 . . 17.167 2342.0690 4283.87 . . . VQ . . ~~ 17.250 2370.5760 4139.32 . . . . QV . . ~ 17.333 239B. 1 140 3998.37 . . . 0 V . . 17.417 2424.6240 3849.27 . . . 0 V . . ,_ 17.500 2450.0530 3692.39 . . . 0 V . . 17.583 2474.4030 3535.61 . . . 0 V . . 17.667 2497.7170 3385.16 . . .0 V . ' 17.750 2520.0860 3248.05 . . 0 V . , `� 17.833 2541.6120 3125.52 . ' 0 V. . 17.917 2562.3940 3017.58 . . Q. V. . ° 18.000 2582.5380 2924.92 . . 0 . V. . ,� =* **************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 200.00 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: war DEAD STORAGE(AF) = 38.300 SPECIFIED DEAD STORAGE(AF) FILLED = 38.300 ~ SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 p4 s BASlH DEPTH VERSUS OUTFLOW AND STORA6E INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .75 100.00 3.700 3 1.59 500.00 11.700 4 2.19 1000.00 17.700 5 3.12 2000.00 25.700 6 3.88 3000.00 33.700 7 4.55 4000.00 39.700 8 5.15 5000.00 45.700 9 5.70 6000.00 50.700 10 6.14 7000.00 54.700 11 6.45 8000.00 58.700 12 6.70 9000.00 61.700 13 6.93 10000.00 63.700 INFLOW (STREAM 1) | � \ V __effective depth | (and volume) | � | � | | |....V \ detefltion \<-->| outflow | basin 1 | | ^ 1 \ � | storage 1 basin outlet V OUTFLOW (STREAM 1) ______ _ ______ , _ ____________ __=________~ BASIN ROUTING MODEL RESULTS<5-MINUTE INTERVALS): TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 15.083 38.300 3122.2 3.95 3064.2 34.285 15.167 38.300 3171.4 3.98 3124.5 34.608 15.250 38.300 3217.5 4.01 3175.5 34.898 15.333 38.300 3261.6 4.04 3222.2 35.169 15.417 38.300 3300.4 4.07 3265.1 35.412 15.500 38.300 3323.4 4.09 3299.2 35.579 15.583 38.300 3314.7 4.09 3313.7 35.586 15.667 38.300 3257.3 4.06 3293.5 35.336 15.750 38.300 3145.1 4.00 3226.2 34.778 15.833 38.300 2994.7 3.91 3112.2 33.969 15.917 38.300 2837.7 3.81 2978.6 32.999 16.000 38.300 2714.6 3.72 2852.9 32.047 16.083 38.300 2727.1 3.69 2773.4 31.728 16.167 38.300 2995.6 3.80 2826.3 32.893 16.250 38.300 3554.6 4.12 3127.5 35.835 16.333 38.300 4352.1 4.60 3719.1 40.195 16.417 38.300 5228.9 5.10 4500.5 45.211 16.500 38.300 5881.9 5.53 5306.6 49.173 16.583 38.300 6115.3 5.72 5868.8 50.871 16.667 38.300 5966.4 5.69 6009.1 50.577 1h. - -1R' �A15'5 ■' 828'e; 4p'1o .J.�_1 5500.5 47.2;5 16.917 38.300 4912.2 5.14 5153.8 45.631 17.000 38 300 4653 9 5.00 4866.5 44.167 ' ^ ^ t 17.083 38.300 4448.9 4.87 4636.7 42.873 � -,\ 17.167 38.300 4283.9 4.76 4439.5 41.801 17.250 38.300 4139.3 4.67 4273.3 40'878 17.333 38.300 3998.4 4.58 4124.2 40.012 17.417 38.300 3849.3 4.49 3978.1 39.125 17.500 38'300 3692.4 4.38 3826.9 38.198 17.583 38.300 3535.6 4.28 3671.6 37.261 17.667 38.300 3385.2 4.18 3517.6 36.349 17.750 38.300 3248.1 4'08 3371.0 35.503 17.833 38.300 3125.5 4.00 3236.7 34.737 17.917 38.300 3017.6 3.92 3116.2 34.058 18.000 38.300 2924.9 3.86 3013.9 33.445 ====_____ _ _ _ _== _ END OF FLOOD ROUTING ANALYSIS ~ , 1 SAN SEVAINE BASIN N0.3 MODEL (ULTIMATE CONDITION 1 1 � = ��� � �-�m � ***** ********* FLOOD ROUTING ANALYSIS USING ORANGE/SAN BERNARDINO COUNTY UNIT (1986 MANUAL) Copyright 1983,1986 Advanced Engineering Software (aes) Ver. 2.7C Release Date: 6/07/87 Serial # I00895 Especially prepared for: ~° RIVERTECH, INC. ************************** DESCRIPTION OF STUDY ************ * HYDROLOGIC MODELING OF WATERSHEDS DRAINING TO SAN SEVAINE BASIN # 3 � * . * ULTIMATE CONDI 0,4 ����**4-0..***4.4...******h.***************,,********i, � ��������������������*****- FILE NAME: 100H024. IN TIME/DATE OF STUDY: 23:18 9/ 6/1987 ~° ******************************* FLOW PROCESS FROM NODE 5.00 TO NODE 50.00 IS CODE = =^ >>>>> UNIT-HYDROGRAPH ANALYSlS<<<< (UNIT ADDED TO STREAM #1) *USER ENTERED "LAG" TIME = .260 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 32.051 WATERSHED AREA = 432.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED) : "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 Ake FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .200 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .800 VALLEY(UNDEVELOPED/DESERT) : ,mo "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .162 LOW LOSS FRACTION = .061 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 RAINFALL(INCH)= .77 _ SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.32 SPECIFIED PEAK 1-HOUR RAINFALL( INCH) = 1.63 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.40 sap, SPECIFIED PEAK 6-HOUR RAINFALL( INCH) = 5.47 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 13.05 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5 FACTOR = .696 Purrnp = �p� L f1ULJr i I Uh •• 3-HOUR FACTOR = .939 6 -HOUR FACTOR = .972 24 -HOUR FACTOR = .983 F �' 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 3.755 196.183 2 17.917 739.891 3 38.445 1072.463 4 54.050 815.309 5 62.456 439.164 6 68.286 304.609 7 72.861 238.995 8 76.598 195.241 9 79.623 158.054 10 82.155 132.274 11 84.221 107.932 12 85.919 88.698 13 87.402 77.491 14 88.597 62.438 15 89.721 58.742 16 90.793 55. 17 91.693 47.044 18 92.539 44.179 19 93.347 42.259 20 94.084 38.474 21 94.773 36.020 22 95.389 32.188 23 95.938 • 28.684 24 96.460 27.273 25 97.020 29.244 26 97.418 20.804 27 97.675 13.396 28 97.931 13.402 29 98.188 13.387 30 98.444 13.397 31 98.700 13.397 32 98.914 11.135 33 99.037 6.439 34 99.158 6.316 35 99.291 6.938 36 99.411 6.316 37 99.532 6.317 38 99.653 6.316 39 99.774 6.317 40 99.895 6.316 41 100.000 5.486 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 27.4797 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 434.1091 FEZ 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 - -- HYDROGRF,PH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 15.083 237.9832 404.95 . 0 .V 15.167 240.7922 407.86 . , 0 . V . 15.250 243.6215 410.81 . . 0 . V . 15.333 246.4716 413.84 . , 0 . V . 15.417 249.2669 405.88 . , 0 . V . 15.500 251.8004 367.86 . 0 . V . . 15.583 253.9554 312.90 . . 0 V . 15.667 255.8530 275.54 0 V . 15.750 257.6657 263.20 . .0 V . 15.833 259.4788 263.26 . .0 V . 15.917 261.3793 275.96 . . 0 V . 16.000 263.5224 311.17 . 0 . V 16.083 266.6289 451.06 . 0 V . . 16.167 271.6114 723.47 . , V . 0 . 16.250 277.5104 856.54 . . , V , 0 . 16.333 282.3408 701.37 . . . V .0 . 16.417 285.8005 502.35 . . 0 V . 16.500 288.8879 448.29 . 0. V . 16.583 292.0117 453.57 .. 0 V . 16.667 295.1877 461.17 . 0 V . 16.750 298.3217 455.05 . 0 V 16.833 301.4112 448.60 . 0. V . 16.917 304.4478 440.92 . . 0. V . . 17.000 307.4411 434.63 . 0. V . . 17.083 310.3855 427.53 . . 0. V . . 17.167 313.2036 409.18 . . 0 . V . . 17.250 315.8819 388.89 . 0 V. . 17.333 318.4430 371.87 . 0 . V. . 17.417 320.9072 357.80 . 0 V. . 17.500 323.3064 348.36 , 0 V. . 17.583 325.6534 340.78 . 0 V . 17.667 327.9475 333.11 . , 0 V . 17.750 330.1944 326.24 . 0 . V . 17.833 332.3927 319.20 . 0 V . 17.917 334.5478 312.92 . . 0 V . 18.000 336.6687 307.96 . . 0 .V . ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *41 FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 5 :? : :> »MODEL CHANNEL ROUTING BY THE CONVEX METHOD : <; <; <, <; I;-t= ,''it_:i r .t i :J t,- -RUU i I NG COEFF I C I Er. T 18 ESTIMATED I N 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: RASEWIDTH(FT) = 20.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION = 1940.00 DOWNSTREAM ELEVATION = 1705.00 CHANNEL LENGTH (FT) = 5600.00 MANN I NGS FACTOR = .015 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 856.54 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 531.42 CHANNEL NORMAL VELOCITY FOR Q = 531.42 CFS = 20.93 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .925 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .948 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 15.083 404.9 402.2 15.167 407.9 405.3 15.250 440.8 408.2 15.333 413.8 411.2 15.417 405.9 412.4 15.500 367.9 399.9 15.583 312.9 360.4 15.667 275.5 309.2 • 15.750 263.2 275.2 15.833 263.3 263.8 15.917 276.0 265.4 16.000 311.2 • 281.3 16.083 451.1 332.8 16.167 723.5 490.1 16.250 856.5 733.4 16.333 701.4 824.4 16.417 502.3 674.7 16.500 448.3 502.4 16.583 453.6 452.0 16.667 461.2 454.8 16.750 455.0 459.8 16.833 448.6 454.2 16.917 440.9 447.6 17.000 434.6 440.2 17.083 427.5 433.7 17.167 409.2 424.8 17.250 388.9 406.6 17.333 371.9 387.0 17.417 357.8 370.3 17.500 348.4 356.9 17.583 340.8 347.5 17.667 333.1 339.9 17.750 326.2 332.3 17.833 319.2 325.4 17.917 312.9 318.5 18.000 308.0 312.4 . ` - , � _ � - � - _�� -,-- _ - _ -,- ***It* ^�+ *-,*-°+*+�*+* *° � � * FLOW PROCESS FROM NODE 6.00 TO NODE 60.00 IS CODE = 1 � ~id ---------------------------------- _ __ _______ _ _ >/>>/UNlT ANALYSIS<<<<< ����^4 ~� ' =^ ` =~ = (UNIT ADDED TO STREAM #2) ~~ *USER ENTERED "LAG" TIME = .160 HOURS = UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES . UNIT INTERVAL PERCENTAGE OF LAG-TIME = 52.083 ~ WATERSHED AREA = 488.000 ACRES _° BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): ,~ "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .300 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .100 .~ MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .590 VALLEY(UNDEVELOPED/DESERT): �W. "8"-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 ~~ MAXIMUM WATERSHED LOSS RATE( INCH/HOUR) = .378 LOW LOSS FRACTION = .253 _ *HYDROGRAPH MODEL #1 SPECIFIED* ,_ SPECIFIED PEAK 5 RAINFALL( INCH)= .76 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.31 °- SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.61 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.28 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 5.04 =° SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.70 _ *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .696 =° 30-MINUTE FACTOR = .696 1-HOUR FACTOR = .696 -~ 3-HOUR FACTOR = .939 . 6-HOUR FACTOR = .972 24-HOUR FACTOR = .983 � ` 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 6.934 409.252 . 2 35.979 1714.154 3 62.491 1564.636 =p 4 75.424 763.279 5 81.935 384.255 .0 6 85.731 224.039 °w 7 88.389 156.898 8 90.351 115.799 . 9 91.853 88.622 10 93.158 76.995 . 11 94.227 63.128 12 95.190 56.826 ~~ 13 96.040 50.130 14 p,z,'77o 4MP-7 � 98.013 35.399 17 98.344 1^ 9 547 18 98.652 18.134 19 98.959 18.140 ~~ 20 99.214 15.063 21 99.362 8.749 22 99.522 9.422 23 99.670 8.749 24 99.819 8.749 25 99.967 8.748 26 100.000 1.962 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 114.1697 -- TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 353.3592 -~ ~ ~° ` � Wft � � � � . = � � o = . . _ ~~ 24 -HOUR STORM RUNOFF HYDROGRAPH - =====________=====_____========= = ~~ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~~ ~~ TIME(HRS) VOLUME(AF) 0(CFS) O. 300.0 600.0 900.0 1200.0 ,~ 15.083 194.2722 356.94 . .0 .V • 15.167 196.7503 359.83 . .0 . V • ^ = 15.250 199.2484 362.71 . . 0 . V . ^ 15.333 201.7680 365.85 . . 0 . V ~ ' ~ 15.417 204.1873 351.28 . .Q . V . ^ ' ~ 15.5O0 206.1249 281.34 . Q. . V . 15.583 207.6429 220.42 . 0 . . V . ' ' ~~ 15.667 209.0099 198.48 . 0 . . V . 15.750 210.3667 197.00 . 0 . . V . ' ~~ 15.833 211.8186 210.82 . 0 . . V . ' 15.917 213.4629 238.76 . Q . . V . ' ' ._ 16.000 215.5274 299.76 . Q. . V . ' 16.083 219.3411 553.75 . . 0 . V . ~~ 16.167 227.1091 1127.92 . . . V . Q ` - 16.250 234.1218 1018.24 . . . V . 0 ' 16.333 238.3160 608.99 . . 0 V . ' 16.417 241.1220 407.43 . . 0 . V . ' 16.500 243.7023 374.66 . . 0 . V . ~ 16.583 246.3872 389.84 . ` . 0 . V . 16.667 249.0739 3 . . 0 . V . ' 16.750 251.7248 384.90 . . 0 . V . ' 16.833 254.3530 381.61 . . Q . V . ' 16.917 256.9415 375.85 . . 0 . V. ' ~ 17'000 259.5067 372.48 . . 0 . V. ' 17.083 261.9992 361.91 . . 0 . V. , ~° 17.167 264.2701 329.74 . 0 , V. , 17.250 266.3306 299.17 . 0. . V . = 17.333 268.2687 281.42 . 0. . V . 17.417 270.0877 264.12 . 0 . . V . . 17.500 271.8510 256.04 . 0 . . V . . 17.583 273.5717 249.83 . Q . . V . 17.667 275.2460 243.12 . 0 . . .V . `, 17.750 276.8662 235.25 . 0 . . V . 17.833 278.4559 230.82 . Q . . .V . Am 17.917 280.0146 226.33 . 0 . . .V . 18.000 281.5449 222.20 . 0 . . .V . Awe == **************************************************************************** . FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 7 . >>>>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1„ =====__ ====== - ~~ .. K. A- t x x•K mx,e x e. n•rr,i•if :t•iF ##•,ryt,r*#yi••ietit• #•r ir 4*•iFa•,r•3 .** ** * * * * * ** ** * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 11 ' ::• : %VIEW STREAM NUMBER 1 HYDROGRAPH<: <:: <, .., �ij' as ==x =csx== = aaax s=x saaxx =axaxarsc^an STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME (AF) Q(CFS) 0. 450.0 900.0 1350.0 1800.0 15.083 429.8028 759.17 . 0 .V . 15.167 435.0722 765.12 . . 0 . V . 15.250 440.3816 770.93 . . 0 . V . 15.333 445.7331 777.03 . . 0 . V . 15.417 450.9925 763.66 , . 0 . V . 15.500 455.6843 681.25 . 0 . V . 15.583 459.6844 580.82 . . 0 . V . 15.667 463.1807 507.66 . .0 . V . . 15.750 466.4330 472.25 0 . V . 15.833 469.7020 ' 474.66 . 0 V 15.917 473.1742 504.16 .0 . V . r~ 16.000 477.1757 581.02 . 0 V 16.083 483.2817 886.59 . Q. V . 16.167 494.4253 1618.05 . V . 0 . 16.250 506.4890 1751.65 . . . V 0 . 16.333 516.3606 1433.35 . . V .0 . -' 16.417 523.8135 1082.16 . . . Q V . 16.500 529.8535 877.01 . Q. V 16.583 535.6512 841.83 . 0 . V . . 16.667 541.4699 844.87 . 0 . V . 16.750 547.2875 844.72 . 0 . V 16.833 553.0440 835,84 . 0 . V . 16.917 558.7153 823.47 . 0 . V . 17.000 564.3124 812.70 . Q . V . 17.083 569. 7921 795.65 . 0 V . 17.167 574.9886 754.54 . 0 V. . 17.250 579.8495 705.80 . 0 V. . 17.333 584.4529 668.41 . . Q V. . 17.417 588.8223 634.44 . . . Q V. . 17.500 593.0435 612.92 . 0 V . 17.583 597.1577 597.38 . . 0 V . 17.667 601.1727 582.98 . . 0 . V . 17.750 605.0816 567.57 . . 0 V . 17.833 608.9122 556.21 . . Q V . 17.917 612.6644 544.81 , Q . .V 18.000 616.3461 534.58 .0 . .V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *f FLOW PROCESS FROM NODE 7.00 TO NODE 70.00 IS CODE = 1 `» »:::> .UNIT- HYDROGRAPH ANALYSIS; <, <,<, : (UNIT- HYDROGRAPH ADDED TO STREAM #3) *USER ENTERED "LAG" TIME = .300 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 27.778 WATERSHED AREA = 588.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE(DECIMat._ NOTATION) = .30( ivuir,4L.t_ r L.r:Lc.N1.41:7i1.EI.;11'till. NOTATION) .100 MOUNTAIN "SS "- CURVE PERCENTAGE(DECIMAL NOTATION) = .590 VALLEY(UNDEVELOPED /DESERT): r. "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .010 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .248 LOW LOSS FRACTION = .138 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .75 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.29 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.59 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.20 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.92 SPECIFIED PEAK. 24 -HOUR RAINFALL(INCH)= 11.85 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .696 30- MINUTE FACTOR = .696 r- 1 -HOUR FACTOR = .696 3 -HOUR FACTOR = .939 6 -HOUR FACTOR = .972 24 -HOUR FACTOR = .983 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 2.746 195.293 2 12.783 713.742 3 30.627 1268.878 4 47.722 1215.648 5 61.011 . 945.034 6 69.655 614.658 7 75.286 400.436 8 79.273 283.547 9 82.186 207.124 10 84.295 149.980 11 86.073 126.407 12 87.608 109.188 13 88.897 91.644 14 89.897 71.096 15 90.805 64.589 16 91.553 53.156 17 92.271 51.067 18 92.963 49.239 19 93.583 44.056 20 94.135 39.255 21 94.664 37.669 22 95.178 36.527 23 95.642 33.006 24 96.069 30.340 25 96.468 28.359 26 96.843 26.676 27 97.175 23.603 28 97.522 24.671 29 97.881 25.556 30 98. 109 16.190 q1 9R _ P7:4 11 . ,5: 33 98.600 11.659 34 98.764 11.659 35 98.928 11.646 36 99.092 11.659 37 99.213 8.567 38 99.290 5.487 39 99.367 5.499 40 99.449 5.864 41 99.527 5.499 42 99.604 5.499 43 99.681 5.499 44 99.759 5.499 45 99.836 5.499 46 99.913 5.499 47 99.991 5.499 48 100.000 .654 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 76.2504 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 494.2731 r r _ \ ~ ) . m PCtA . . ,‘ . ==========___________========================= _____========________=====_ . m 2+ STORM RUNOFF HYDROGRAPH . == ______ °= HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~ ~ TIME(HRS) VOLUME(AF) Q(CFS) 0. 275.0 550.0 825.0 1100.0 15.083 267.1194 464.48 . . 0 .V . 15.167 270.3473 468.69 , . 0 .V . ^ ~, 15.250 273.6051 473.04 . . 0 . V . ^ 15.333 276.8929 477.39 . . Q . V . ^ . 15.417 280.1484 472.69 . . 0 . V . ^ 15.500 283.2040 443.67 . . 0 . V ^ m 15.583 235.8871 389.58 . . 0 . V ^ ^ ' ^ _� 15.667 288.2345 340.85 . . Q . V 1 290.3664 309.55 . .0 . V ' ^ _° -''' 292.4307 299.75 . Q . V ' ^ 15.917 294.5692 310.50 . .0 . V ' ^ ' ^ � 16.000 296.9536 346.22 . . 0 . V 16.083 300.3199 488.78 . . 0 . V ' ^ ~^ 16.167 305.5800 763.77 . . . V 0 ' ^ 16.250 312.5529 1012.46 . ^ ^ ^ 0 V ' ^ ~ 16.333 319.1799 962.25 . . . ` . 0 ^ _' 16.417 324.7199 804.41 . . . V Q. ^ 16.500 329.1579 644.40 . . . 0 V . ~ 16.583 333.0793 569.38 . ` . 0 V . ^ 16.667 336.8294 544.52 . . Q. V . ^ . 16.750 340.4983 532.72 . . Q. V . ^ _ 16.833 344.0785 519.85 . . Q . V . ^ 16.917 347.6259 515.08 . . 0 . V . ^ . 17.000 351.1367 509.77 ' . Q . V . ^ 17.083 354.5711 498.68 . . 0 . V . ^ . 17. 167 357.8483 475.85 . . Q . V . ^ 17.250 360.9393 449.81 . . 0 . V. ^ =^ 17.333 363.8328 420.13 . . 0 . V ^ 17.417 366.5821 399.20 . . 0 . V. ^ . 17.500 369.2200 383.02 . . 0 . V. ^ m 17.583 371 .7617 369.05 . . Q . V ^ 17.667 374.2204 357.00 . . 0 . V ^ `° 17.750 376.6156 347.79 . . 0 . V ^ 17.833 378.9595 340.34 . . 0 . V ^ ' ww 17.917 381.2496 332.53 . . 0 . V ^ 18.000 383.4902 325.33 . .0 . .V = m ********************************************************* ~w FLOW PROCESS FROM NODE 70.00 TO NODE 75.00 IS CODE = 5 m >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<< ==========_______=======================================================_==_ . rig i iliac iCit t: -kUU f Ni:i try' Fr IL,ttNT 18 EbilMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDROt3RAPH BY 5-MINUTE INTERVALS (Reference : the National Engineering Handbook, F 6 Hydrology, Chapter 17, page 17 -52, August.1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: PASEWIDTH(FT) = 6.00 CHANNEL 2 = 1.50 UPSTREAM ELEVATION = 1860.00 DOWNSTREAM ELEVATION = 1735.00 CHANNEL LENGTH(FT) = 3900.00 MANNINGS FACTOR = .015 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1012.46 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 670.78 CHANNEL NORMAL VELOCITY FOR 0 = 670.78 CFS = 25.21 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .937 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .991 CONVEX METHOD CHANNEL ROUTING RESULTS: r- MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 15.083 464.5 462.3 15.167 468.7 466.6 15.250 443.0 470.9 15.333 477.4 475.2 15.417 472.7 475.0 15.500 443.7 457.8 15.583 389.6 416.1 15.667 340.8 364.8 15.750 309.5 325.0 15.833 299.7 304.7 15.917 310.5 305.3 16.000 346.2 . 328.8 16.083 488.8 419.1 16.167 763.8 629.0 16.250 1012.5 890.0 16.333 962.2 985.7 16.417 804.4 881.6 16.500 644.4 723.1 16.583 569.4 606.7 16.667 544.5 557.0 16.750 532.7 538.6 16.833 519.9 526.2 16.917 515.1 517.5 17.000 509.8 512.4 17.083 498.7 504.1 17.167 475.8 487.0 17.250 448.8 462.1 17.333 420.1 434.2 17.417 399.2 409.5 17.500 383.0 391.0 17.583 369.1 375.9 17.667 357.0 362.9 17.750 347.8 352.3 17.833 340.3 344.0 17.917 332.5 336.4 18.000 325.3 328.9 , - ,.. v r', : :.a- y .,. T' = -1-* .• ;• - ,t- t. •+• r •h• ••ii• *-/- i#•;e••iE •k••#••ii•i4• if f.••fs• 0-* * 3E• 34 •J4• # •3F •f4 iFiF« II FLOW PROCESS FROM NODE 71.00 TO NODE 75.00 I S CODE = 1 _ ..:•:: HYDROGRAPH ANALYSIS: <;.;<; r 6Z (UNIT- HYDROGRAPH ADDED TO STREAM #4) I *USER ENTERED "LAG" TIME _ .280 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES II UNIT INTERVAL PERCENTAGE OF LAG -TIME = 29.762 WATERSHED AREA = 572.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE II - VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE( DECIMAL NOTATION) = 1.000 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .000 II MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLEY(UNDEVELOPED /DESERT): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .444 II LOW LOSS FRACTION = .360 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 11 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.05 I SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.75 SPECIFIED PEAK 24 -HOUR RAINFALL( INCH)= 11.00 II *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .696 30- MINUTE FACTOR = .696 1 -HOUR FACTOR = .696 II 3 -HOUR FACTOR = .939 6 -HOUR FACTOR = .972 24 -HOUR FACTOR = .983 RUNOFF HYDROGRAPH LISTING LIMITS: I MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 II ___ == = == = =_ _ ________ = == = = = ==== = ==_ UNIT HYDROGRAPH DETERMINATION 1 INTERVAL "S" GRAPH UNIT HYDROGRAPH I NUMBER MEAN VALUES ORDINATES(CFS) 1 1.853 128.164 2 10.766 616.565 I 3 28.665 52.948 1238.233 4 1679.755 5 74.455 1487.829 II 6 87.166 879.268 7 93.709 452.628 8 97.065 232.140 9 98.337 88.009 1 10 98.895 38.601 11 99.407 35.391 12 99.763 24.625 II 13 99.941 12.312 14 100_000 4.1()4 wwww II TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 180.3979 r63 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 334.8485 1 II II 2 4 - H O U R S T O R M R U N O F F H Y D R O B R A P H II = _ = == m =s == = = = = == HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) II TIME (HRS) VOLUME (AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 M' 15.083 182.7066 335.58 . . 0 •V - ' 15.167 185.0310 337.50 Q . V . 15.250 187.3693 339.52 0 . V 15.333 189.7227 341.72 . . 0 • V • 15.417 192.0680 340.53 . . Q . V II 15.500 194.3136 326.06 Q V 15.583 196.3469 295.24 • 0 ▪ V 15.667 198.0991 254.42 . .0 V - II 15. ?5G 199.6327 222.67 Q. V 15.833 201.0999 213.05 Q. • V 15.917 202.6308 222.28 . O. . V 16.000 204.3650 251.81 . .0 . V . II 16.083 206.7150 341.21 Q V • 16.167 210.4332 539.90 • 0 V • 16.250 215.6367 755.54 . . V Q II 16.333 221.6488 872.95 V 0 16.417 226.9745 773.30 V Q 16.500 230.8170 557.93 . . Q V 16.583 233.7058 419.45 . . . 0 . V II 16.667 236.2261 365.94 . Q V 16.750 238.5906 343.32 ▪ 0 V . 16.833 240.9358 340.53 . . 0 V • - ' 16.917 243.3035 343.78 0 V. 17.000 245.6521 341.02 ▪ 0 V. 17.083 247.9493 333.55 . • 0 V. 17.167 250.1599 320.98 . . 0 . V. - II 17.250 252.2439 302.60 Q V 17.333 254.1708 279.79 . Q V 17.417 255.9507 258.43 . .Q V 17.500 257.6285 243.63 Q V 17.583 259.2378 233.67 0 V 17.667 260.7974 226.46 0 .V 17.750 262.3207 221.19 Q. .V . II 17.833 263.8137 216.77 Q. .V 17.917 265.2783 212.67 Q. .V 18.000 266.7171 208.92 Q. . .V . FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 7 t >>. > >:.` STREAM NUMBER 4 ADDED TO STREAM NUMBER 3< << <: <: - , e.:••x.h.x:e•-K-it •x t•,<x- ..,rx•;r•rr,r,t-n•. fir- ,r•n•,rx.A *.ii- ** * #*ptiF•if••sf ** tibiT• iF•• k# tir •iE•ir** *•3i * ***** * * * * ** *t1F** I I FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 11 >: > »VIEW STREAM NUMBER 3 HYDROGRAPH<; <, <, <; <; F (m 4 STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 475.0 950.0 1425.0 1900.0 II 15.083 448.2522 797.87 0 ,V 15.167 453.7902 804.12 0 .V 15.250 459.3716 810.42 . . Q . V 15.333 464.9981 816.97 . Q . V . . II 15.417 470.6145 815.50 0 . V 0 ; 15.500 476.0133 783.90 . V 15.583 480.9122 711.33 . 0 . V . II 15.667 485.1771 619.26 . Q V 15.750 488.9491 547.69 .0 V 15.833 492.5146 517.7E 0 . V . 15.917 496.1481 527.58 . .0 . V . I 16.000 500.1465 580.57 . 0 V 0 16.083 505.3828 760.31 V 16.167 513.4333 1168.94 . . 0 . 16.250 524.7662 1645.53 V . 0 . 16.333 537.5665 1858.61 V . Q. 16.417 548.9639 1654.89 . V 0 16.500 557.7865 1281.05 . . 0 • II 16.583 564.8533 1026.11 . .0 V , 16.667 571.2095 922.91 Q. V 16.750 577.2832 881.91 . . 0 . V . • 16.833 583.2523 866.71 Q . V . II 16.917 589.1837 861.25 0 V . • 17.000 595.0612 853.40 . . Q V . 17.083 600.8302 837.66 . 0 . V . . II 1 7.167 606.3950 808.01 0 V. 17.250 611.6614 764.70 Q V. 17.333 616.5790 714.02 . . 0 . V. . 17.417 621.1793 667.96 . . . 0 V. . I 17.500 625.5500 634.63 . Q . V 17.583 629.7484 609.61 , 0 V 17.667 633.8076 589.40 . . 0 . V . II 17.750 637.7574 573.52 . 0 V 17.833 641.6195 560.78 .0 V . 17.917 645.4007 549.03 . .0 . .V . 18.000 649.1046 537.80 .Q . .V . II ******* * * * ****** ** * * * ******* * * *• ******** ** * * * * * * ** * * * * * * * * * * * ** * * * * * * ** ** ** II FLOW PROCESS FROM NODE 75.00 TO NODE 60.00 IS CODE = 5 > » > >MODEL CHANNEL ROUTING BY THE CONVEX METHOD: <; C <; « = === __ =__= =_= = =_ = =___ = == == = == = = = = = == == II THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER II 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). II ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 8.00 CHANNEL 2 = 1.50 II UPSTREAM ELEVATION = 1735.00 DOWNSTREAM ELEVATION = 1705.00 " -t h�� 1._,=14la t rl r 1 , = 1[_.W...,' MHNN1NGS FACTOR -- .015 1 P 4 c CHANNEL ROUTING COEFFICIENT ESTIMATED: I MAXIMUM INFLOW(CFS) = 1858.61 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1439.19 CHANNEL NORMAL VELOCITY FOR Q = 1439.19 CFS = 27.89 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .943 11 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 II CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 15.083 797.9 797.0 II 15.167 804.1 803.3 15.250 810.4 809.6 15.333 817.0 816.1 II 15.417 815.5 815.7 15.500 783.9 788.2 15.583 711.3 721.1 15.667 619.3 631.7 I 15.750 547.7 557.4 15.833 517.7 521.8 15.917 527.6 526.2 II 16.000 580.6 573.4 16.083 760.3 736.0 16.167 1168.9 1113.7 16.250 1645.5 1581.1 II 16.333 1858.6 1829.8 16.417 1654.9 1682.4 16.500 1281.0 1331.6 16.583 1026.1 1060.6 I 16.667 922.9 936.9 16.750 881.9 887.5 16.833 866.7 . 868.8 II 16.917 861.2 862.0 1 7.000 853.4 854.5 17.083 837.7 839.8 II 17.167 808.0 812.0 17.250 764.7 770.6 17.333 714.0 720.9 17.417 668.0 674.2 II 17.500 634.6 639.1 17.583 609.6 613.0 17.667 589.4 592.1 II 17.750 573.5 575.7 17.833 560.8 562.5 17.917 549.0 550.6 18.000 537.8 539.3 II ** ** * * ****** * *•>E *•>E•>F ••rE •• rE•> f•> F• rF**• rE******•> E* *******•rE*** * * ****•>4 *•>F**• ** * **** * * * * * *• *** II FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 7 > » >> STREAM NUMBER 3 ADDED TO STREAM NUMBER 10:<<< =========== = = = == = = = ===== =-==_=_= =_= __ =___= = = = == = = = = ==== = = =a= = == II *******) F***************•) E•** * * * ** * * * * * * * * * * ** * * * * * * * * * *iF°1 * * * * * * * *•1 * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 11 . ======== ========================================================= === __-=== � r 4� STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~,, TIMEkHRS) VOLUME(AF) Q(CFS) 0. 850 0 ------------ , , 1706.6 2550.0 3400.0 ~~ 15.083 877.3123 1556.17 . . 0 .V . ~� 15.167 888.1138 1568.39 . . Q .V . ^ 15.250 898.9988 1580.50 . . 0 . V . ^ � 15.333 909.9707 1593.12 . . Q . V . ^ = 15.417 920.8478 1579.36 . . Q . V . ^ 15.500 930.9678 1469.42 . . Q . V . ^ - 15.583 939.9345 1301.96 . . Q . V . ^ 15.667 947.7814 1139.37 . . 0 . V . ^ - 15.750 954.8724 1029.62 . . 0 . V . ^ 15.833 961.7347 996.42 . .0 . V . ^ 15.917 968.8312 1030.40 . . 0 . V ~ ^ 16.000 976.7817 1154.42 . . 0 . V ' ^ 16.083 987.9567 1622.61 . . Q. V . ' _` 16. 167 1006.7700 2731.75 . . . V . 0 ^ 16.250 1029.7230 3332.75 . . . V . 0^ ~ 16.333 1052.1970 3263.16 . . . V ~ 0 ^ 16.417 1071.2370 2764.60 . . . V . Q ^ 16.500 1086.4470 2208.60 . . . QV . 16.583 1099.5490 1902.40 . . . Q V . ^ ~ 16.667 1111.8200 1781.73 . . 0 V . ' ~_ 16.750 1123.7500 1732.17 . . Q V . ^ 16.833 1135.4890 1704.60 . . 0 V . ^ . 16.917 1147.0970 1685.45 . . Q. V . ' 17.000 1158.5790 1667.16 . Q. V . ^ 17.083 1169.8420 1635.44 . . Q. V . ^ 17.167 1180.6310 1566.56 . . Q . V. ` . 17.250 1190.7990 1476.35 . . 0 . V. ^ 17.333 1200.3670 1389.28 . . 0 . V. ^ 17.417 1209.3800 1308.63 . . 0 . V. ^ ^ 17.500 1218.0030 1252.06 . . 0 . V 17.583 1226.3380 1210.37 . . 0 . V ^ 17.667 1234.4310 1175.11 . , . 0 . V ^ ' 17.750 1242.3050 1143.23 . . 0 . V - 17.833 1250.0100 1118.71 . . 0 . V ^ 17.917 1257.5540 1095.44 . . 0 . .V ^ 18.000 1264.9500 1073.90 . . 0 . .V ' ~~ ********************** FLOW PROCESS FROM NODE 60.00 TO NODE 40.00 IS CODE = 5 . >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD << ~° ____ _======~ .0A � 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). mm ASSUMED REGULAR CHANNEL INFORMATION: ~° BASEWIDTH(FT) = 20.00 CHANNEL Z = 1.5) UPSTREAM ELEVATION = 1705.00 . DOWNSTREAM ELEVATION = 1583.00 CHANNEL LENGTH(FT) = 4500.00 MANNINGS FACTOR = .615 ~° M� M ��UM IHFLOW,CFS) 3;02.75 Fe...7 ~~ AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2252 2 F 2 CHANNEL NORMAL VELOCITY FOR 0 = 2252.22 CFS = 2 29 59 FP� ~� ESTIMATED CHANNEL ROUTING COEFFICIENT = .94 ^ o ~ MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE - UNIT INTERVALS IS CSTAR = .993 . CONVEX METHOD CHANNEL ROUTING RESULTS: � � MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) ," (HRS) (CFS) (CFS) 15.083 1556.2 1550.1 =m 15. 167 1568.4 1562.4 15.250 1580.5 1574.6 . 15.333 15 1587.0 15.417 1579.4 1586.0 =° 15.500 1469.4 1522.5 ~° 15.583 1302.0 1383.2 15.667 1139.4 1218.4 ma 15.750 1029.6 1083.1 15.833 996.4 1012.8 . 15.917 1030.4 1014.1 16.000 1154.4 1094.4 ~" 16.083 1622.6 1396.1 16.167 2731.7 2194.7 - 16.250 3332.7 3039.0 16.333 3263.2 3294.8 16.417 2764.6 3005.5 16.500 2208.6 2478.7 16.583 1902.4 2052.0 16.667 1781.7 1841.0 16.750 1732.2 1756.5 16.833 1704.6 1718.1 16.917 1685.5 1694.8 17.000 1667.2 1676.1 17.083 1635.4 ,1650.8 17.167 1566.6 1599.9 17.250 1476.4 1520.1 17.333 1389.3 1431.6 17.417 1308.6 1347.9 17.500 1252.1 1279.4 17.583 1210.4 1230.7 ,= 17.667 1175.1 1192.3 17.750 1143.2 1158.7 °= 17.833 1118.7 1130.7 17.917 1095.4 1106.8 ,~ 18.000 1073.9 1084.4 . ~° *************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 40.00 IS CODE = 1 * . >>>>> UNIT - HYDROGRAPH ANALYSIS --------- --- °~ ___ _______ ========== ~m (UNIT ADDED TO STREAM #5) ~" *USER ENTERED "LAG" TIME = .340 HOURS . UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES - UNIT INTERVAL PERCENTAGE OF LAG-TIME = 24.510 rori 1 Grp:. ;l 1J - 11^,i.r1 = i 1 1 1 . t i!. ) HLr•:E II BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) - - .300 P I FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .100 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .590 VALLEY(UNDEVELOPED /DESERT): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .010 I MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .308 LOW LOSS FRACTION = .189 *HYDROGRAPH MODEL #1 SPECIFIED* II SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .79 = SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) 1.35 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.66 II I SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.40 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 5.34 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 11.95 II *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .696 30- MINUTE FACTOR = .696 II 1 -HOUR FACTOR = .696 3 -HOUR FACTOR = .939 6 -HOUR FACTOR = .972 24 -HOUR FACTOR = .983 I RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 II MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 = = =o= _____ == ======================================== 11 li UNIT HYDROGRAPH DETERMINATION II INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.349 315.587 I 2 10.151 1048.327 3 25.305 2036.155 4 40.768 2077.620 II 5 54.819 1887.935 6 64.526 1304.252 7 71.227 900.351 8 75.837 619.335 II 9 79.283 462.985 10 81.898 351.454 11 83.846 261.633 I 12 85.471 218.318 13 86.919 194.626 14 88.158 166.432 II 15 89.187 138.279 16 90.066 118.115 17 90.855 106.075 18 91.510 87.899 II I 19 92.147 85.665 20 92.760 82.299 21 93.347 78.919 22 93.847 67.234 11 1 23 94.334 65.327 24 94.798 62.324 25 95.251 60.878 26 95.645 52.998 II P7 9A.021 50.=;01 1 MMEMMMOINIk � ~ �~ 7 o., f ,5 47.524 29 96.718 46.191 I 30 97.019 40 405 40.405 U�«�� 31 97.313 39.521 ^ « 32 97.629 4�.363 I 33 97.938 41.580 34 98.118 24.240 35 98.263 19 418 ^ ^ 36 98.408 19.457 II 37 98.552 19.405 38 98.697 19.432 � 39 98.841 19.432 I 40 98.986 19.431 41 99.129 19.230 42 99.222 12.407 � 43 99.290 9.147 I | 44 99.358 9.148 � 45 99.429 9.525 i 46 99.497 9.147 I 47 99.565 9.147 � 48 99.633 9.147 49 99.701 9.148 50 99.769 9 147 II . � 51 99.837 9.147 52 99.905 9.147 53 99.973 9.147 54 100.000 3.601 �� TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 19G.3044 v� � TOTAL STORM RUNOFF VOLUME(ACRE-FEET} = - - 388. ' 988 II II II � II II II II �� U� �� II | 1 MOIMMEMMIN II II = = = 2 4 - H O U R S T O R M RUNOFF H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 450.0 900.0 1350.0 1800.0 15.083 469.2636 880.42 . Q.V . II 15.167 475.3787 887.90 0.V 15.250 481 .5447 895.31 0.V 15.333 487.7611 902.62 . . QV . 15.417 493.9248 894.97 . . Q. V . . 1 15.500 499.7938 852.18 . 0 . V 15.583 505.0552 763.95 0 . V . 15.667 509.7259 678.18 . . 0 . V . . 15.750 513.9215 609.20 . . 0 V . 15.833 517.8998 577.64 . 0 . V . 15.917 521.9171 583.31 . . 0 V 16.000 526.2746 632.71 . . Q . V . I 16.083 532.2296 864.66 . 0. V 16.167 541.0926 1286.91 . V 0 . 16.250 553.2712 1768.33 . . . V . Q. I 16.333 565.4146 1763.22 V 0 Q. 16.417 576.5439 1615.97 V 16.500 585.5930 1313.93 . . V Q. . 16.583 593.5012 1148.27 . . . . QV . II 16.667 600.7911 1058.50 . . 0 V ` 16.750 60 7.8936 1031.28 . 0 V 16.833 614.8361 1008.05 . . . 0 V . . 16.917 621.6111 983.74 .0 V 17.000 628.3088 972.51 .0 V . 17.083 634.9254 960.73 .0 V , 17.167 641.3433 931.88 . . 0 V . I 17.250 647.4294 883.69 . Q. V. 1 7.333 653.1899 836.43 0 V. 17.417 658.6628 794.65 . . 0 . V. . 17.500 663.8892 758.88 . . 0 . V. . I 17.583 668.9572 735.88 Q V 17.667 673.8907 716.34 . . Q V . 17.750 678.7048 698.99 . 0 . V . II 17.833 683.3863 679.75 . Q V 17.917 687.9788 666.83 . . Q V 18.000 692.4848 654.28 . 0 .V . II ************** * * ***************************** * * * * * * * ** * * ** * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 7 II ci L4 > % NUMBER 5 ADDED TO STREAM NUMBER 1<<<<< II ` 1 - ,- t o -� x-r. r /.-. •• •m * lt-wlt r*I* * - #;i•;c** w ,e•,E - F•iEii *14 •3e•ie•**ie•ie••i4•# #•ie •ie #3e ** i if••ii•9t * # ** # # #•lEtiE *** #*** *1 I FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 11 » >> ?VIEW STREAM NUMBER 1 HYDROGRAPH «< < Fit STREAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) II TIMEtHRS? VOLUME(AF) QtCFS) 0. 1275.0 2550.0 3825.0 5100.0 II 15.083 1341.3670 2430.54 . Q.V 15.167 1358.2420 2450.35 Q.V . 15.250 1375.2530 2469.92 . 0.V 15.333 1392.3990 2489.61 . . Q. V . . 1/ 15.417 1409.4850 2480.93 . Q. V Q 15.500 1425.8400 2374.73 . V 15.583 1440.6270 2147.12 . . 0 V . . I 15.667 1453.6890 1896.59 Q V 15.750 1465.3440 1692.34 ▪ 0 • V 15.833 1476.2980 1590.44 • 0 • V . 15.917 1487.2990 1597.42 . . Q . V . . II 16.000 1499.1940 1727.14 Q V = 16.083 1514.7650 2260.81 0 V 16.167 1538.7430 3481.61 . . . V 0 . 16.250 1571.8510 4807.34 . V, Q 16.333 1606.6860 5058.04 ▪ V Q. 16.417 1638.5150 4621.51 V Q . 16.500 1664.6340 3792.58 . . . V Q. . 1 16.583 1686.6750 3200.30 QV 16.667 1706.6440 2899.48 . Q V 16.750 1725.8430 2787.78 . . .0 V . II 16.833 1744.6180 2726.13 .Q V . 16.917 1763.0660 2678.53 .0 V . 17.000 1781.3060 2648.56 . . 0 V . 17.083 1799.2920 2611.54 . . 0 V . . 11 17.167 1816.7290 2531.80 0. V. 17.250 1833.2840 2403.82 Q . V. 17.333 1848.9040 2268.05 . . 0 . V. . 17.417 1863.6600 2142.51 .• . • 0 V. II 17.500 1877.6990 2038.52 0 V. 17.583 1891.2430 1966.56 . . 0 V 17.667 1904.3880 1908.61 . . 0 . V . I 17.750 1917.1820 1857.73 . 0 V 17.833 1929.6510 1810.41 • Q V 17.917 1941.8650 1773.58 . . 0 . .V . 18.000 1953.8390 1738.65 . . 0 .V . I ** ***• *•x•• •x•• ***** * *** * ***•x• **** # #• * *** ** •x* ******* **•tr•x• * *** ** **#• ** ** * *aa• *• *** II FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 6 >.. :» STREAM NUMBER 2 CLEARED AND SET TO ZERO « <;« ___ =x =x s===a=x x= =sa. ==a =. == ==== == = === ======= 1 I FLOW PROCESS FROM NODE 40.00 TO NODE 44.44 IS CODE = 6 »> »STREAM NUMBER 3 CLEARED AND SET TO ZERO « <« 1 FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 6 ~~ = fq7_ . ********************************************** w FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 6 ** ., STREAM NUMBER 5 CLEARED AND SET TO 2ER0 ---------- � *** ° FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 18 CODE = 3 **** - >>>> MODEL FLOW 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 1.66 91.30 1.120 3 2.66 195.25 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 3168.90 230.000 12 19.66 3722.20 270.000 13 21.66 4304.40 309.500 -- — INFLOW � (STREAM 1) , ~= | ,.»0 ( V __effective depth ,� --- � (Find volume) | � � � �� | | | V | detention }<-->: outflow ~� ■ basin � � ^. ( ^ : \ � | storage : basin outlet ,vg. V OUTFLOW 40 (STREAM 1) � _____====== ~~ to-61II muUTiN6 MODEL REc,uLTS(s lNTERVALS): ���� TIME DEAD-STORAGE INFLOW BB�I�O�FL� EFFECTIVE � «� (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 10.083 .000 1091.5 8.34 1031.5 66.938 10.167 .000 1097.0 8.37 1036.0 67.358 10.250 .000 1102.6 8.39 1040.6 67.785 10.333 .000 1108.3 8.42 1045.2 68.219 10.417 .000 1114.1 8.44 1049.9 68.661 10.500 .000 1120.0 8.47 1054.7 69.111 10.583 .000 1126.0 8.49 1059.6 69.568 10.667 .000 1132.2 8.52 1064.6 70.034 10.750 .000 1138.4 8.55 1069.6 70.508 '- 10.833 .000 1144.8 8.57 1074.8 70.990 10.917 .000 1151.4 8.60 1080.0 71.481 11.000 .000 1158.0 8.63 1085.4 71.981 11.083 .000 1164.8 8.66 1090.8 72.491 '- 11.167 .000 1171.7 8.69 1096.3 73.011 11.250 .000 1178.9 8.72 1102.0 73.540 11.333 .000 1186.1 8.75 1107.7 74.080 11.417 .000 1193.6 8.78 1113.6 74.631 ~- 11.500 .000 1201.1 8.81 1119.6 75.192 _ 11.583 .000 1208.9 8.85 1125.7 75.765 11.667 .000 1216.9 8.88 1131.9 76.350 ' 11.750 .000 1225.0 8.91 1138.3 76.947 11.833 .000 1233.4 8.95 1144.8 77.557 11.917 .000 1242.0 8.98 1151.4 78.181 12.000 .000 1250.7 9.02 1158.2 78.818 r- 12.083 .000 1262.8 9.06 1165.3 79.489 12.167 :000 1284.3 9.10 1173.0 80.256 12.250 .000 1319.0 9.16 1182.2 81.198 - 12.333 .000 1357.4 9.22 1193.4 82.328 12.417 .000 1393.8 9.30 1206.4 83.619 12.500 .000 1422.2 9.37 1220.8 85.006 12.583 .000 1444.4 9.46 1236.0 86.441 '- 12.667 .000 1462.5 9.54 1251.5 87.894 12.750 .000 1478.7 9.62 1267.2 89.351 12.833 .000 1493.5 9.71 1283.7 90.796 12.917 .000 1507.6 9.80 1301.5 92.215 13.000 .000 1521.4 9.88 1319.7 93.604 13.083 .000 1535.2 9.97 1337.5 94.965 13.167 .000 1549.0 10.05 1355.0 96.301 13.250 .000 1562.9 10.13 1372.2 97.614 13.333 .000 1576.8 10.21 1389.1 98.907 13.417 .000 1591.2 10.29 1405.7 100.184 � - 13.500 .000 1605.7 10.37 1422.2 101.448 13.583 .000 1620.8 10.45 1438.5 102.703 13.667 .000 1636.3 10.53 1454.8 103.954 13.750 .000 1652.4 10.60 1471.0 105.203 13.833 .000 1668.9 10.68 1487.2 106.454 13.917 .000 1686.1 10.76 1503.4 107.712 14.000 .000 1703.9 10.84 1519.8 108.980 ' 14.083 .000 1732.6 10.92 1536.8 110.329 14.167 .000 1796.7 11.02 1556.2 111.985 14.250 .000 1904.8 11.16 1581.4 114.212 14.333 .000 2023.4 11.34 1614.1 117.031 14.417 .000 2131.1 11.54 1653.7 120.320 14.500 .000 2211.2 11.75 1698.3 123.852 14.583 .000 2267.4 11.97 1745.9 127.444 14.667 .000 2308.1 12.18 1794.0 130.984 14.750 .000 2339.9 12.38 1841.1 134.419 14.833 .000 2366.0 12.58 1886.6 137.720 14.917 .000 2388.8 12.76 1930.2 140.878 15.000 .000 2410.0 12.94 1971.9 143.895 15.093 .000 2430.5 13.11 2011.8 146'779 1J-0/ . ,.' AQ i 4 rt) . 4 13.28 2049.9 149.537 15.250 .000 2469.9 13.43 2086.3 152.179 15.333 .000 2489.6 13.58 2121.3 154.716 F- l 4 , 15.417 .000 2480.9 13.72 2154.1 156.967 15.500 .000 2374.7 13.80 2179.4 158.312 15.583 .000 2147.1 13.78 2187.1 158.036 15.667 .000 1896.6 13.67 2171.5 156.143 15.750 .000 1692.3 13.49 2137.1 153.080 15.833 .000 1590.4 13.28 2093.0 149.619 15.917 .000 1597.4 13.10 2048.6 146.511 16.000 .000 1727.1 12.98 2014.3 144.534 16.083 .000 2260.8 13.08 2012.5 146.244 16.167 .000 3481.6 13.65 2088.8 155.836 16.250 .000 4807.3 14.67 2279.1 173.249 16.333 .000 5058.0 15.69 2529.7 190.662 16.417 .000 4621.5 16.34 2739.5 203.623 16.500 .000 3792.6 16.66 2865.9 210.005 16.583 .000 3200.3 16.76 2920.2 211.934 16.667 .000 2899.5 16.75 2931.4 211.715 16.750 .000 2787.8 16.70 2923.8 210.778 16.833 .000 2726.1 16.64 2909.4 209.515 16.917 .000 2678.5 16.56 2891.6 208.048 17.000 .000 2648.6 16.49 2872.0 206.509 17.083 .000 2611.5 16.40 2851.1 204.859 17.167 .000 2531.8 16.30 2827.1 202.826 17.250 .000 2403.8 16.17 2796.1 200.124 17.333 .000 2268.0 16.00 2756.5 196.760 17.417 .000 2142.5 15.80 2709.0 192.859 17.500 .000 2038.5 15.58 2654.8 188.614 17.583 .000 1966.6 15.32 2595.0 184.286 17.667 :000 1908.6 15.07 2532.8 179.988 17.750 .000 1857.7 14.82 2471.3 175.762 r 17.833 .000 1810.4 14.58 2411.0 171.626 17.917 .000 1773.6 14.34 2352.4 167.639 18.000 .000 1738.7 14.12 2296.0 163.801 18.083 .000 1703.8 13.90 2241.6 160.098 18.167 .000 1658.4 13.69 2188.6 156.447 18.250 .000 1602.8 13.47 2137.2 152.767 18.333 .000 1545.0 13.25 2086.9 149.035 18.417 .000 1494.0 13.03 2036.5 145.299 18.500 .000 1450.5 12.81 1986.3 141.608 18.583 .000 1414.8 12.59 1937.1 138.011 18.667 .000 1385.0 12.39 1889.4 134.538 18.750 .000 1356.9 12.19 1843.3 131.188 18.833 .000 1324.2 12.00 1798.6 127.920 18.917 .000 1300.3 11.81 1755.4 124.785 19.000 .000 1281.2 11.63 1714.2 121.803 19.083 .000 1262.8 11.46 1675.8 118.959 19.167 .000 1243.9 11.29 1639.7 116.233 19.250 .000 1225.8 11.12 1605.1 113.621 19.333 .000 1209.2 10.97 1572.0 111.123 19.417 .000 1193.2 10.82 1540.3 108.732 19.500 .000 1174.7 10.68 1509.8 106.424 19.583 .000 1157.6 10.54 1480.5 104.200 19.667 .000 1143.1 10.41 1452.3 102.071 19.750 .000 1130.4 10.28 1425.3 100.040 19.833 .000 1118.2 10.16 1399.6 98.102 19.917 .000 1106.4 10.05 1375.0 96.252 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 80.00 IS CODE = 5 ... ,, MODEL CHANNEL ROUTING BY THE CONVEX METHOD •:: r; F 7� �OD[F C-RUUTlNG COEFICIENT I6 ESTIMATED IN ORDER / �a F 10 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) = 14.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1583.00 DOWNSTREAM ELEVATION = 1526.00 CHANNEL LENGTH(FT) = 3000.00 MANNINGS FACTOR = .015 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS} = 2931.37 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2111.29 CHANNEL NORMAL VELOCITY FOR Q = 2111.29 CFS = 28.52 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .944 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .999 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 15.083 2011.8 1998.6 15.167 2049.9 2037.2 15.250 2086.3 2074.2 15.333 2121.3 2109.7 15.417 2154.1 2143.2 15.500 2179.4 2171.0 15.583 2187.1 2184.6 15.667 2171.5 2176.7 15.750 2137.1 2148.5 15.833 2093.0 2107.6 15.917 2048.6 `2063.3 16.000 2014.3 2025.7 16.083 2012.5 2013.1 16.167 2088.8 2063.5 16.250 2279.1 2215.9 16.333 2529.7 2446.5 16.417 2739.5 2669'8 16.500 2865.9 2823.9 16.563 2920.2 2902.1 16.667 2931.4 2927.6 16.750 2923.8 2926.3 16.833 2909.4 2914.2 16.917 2891.6 2897.5 17.000 2872.0 2878.5 17.083 2851.1 2858.0 17.167 2827.1 2835.1 17.250 2796.1 2806.4 17.333 2756.5 2769.6 17.417 2709.0 2724.8 17.500 2654.8 2672.8 17.583 2595.0 2614.8 17.667 2532.8 2553.4 17.750 2471.3 2491.7 17.833 2411.0 2431.0 17.917 2352.4 2371.9 18.000 2296.0 2314.7 �� �L ` «`~ FLOW PROCESS FROM NODE 8.00 TO NODE 80.00 IS CODE = 1 >>>>> UNIT - HYDROGRAPH ANALYSIS<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #2) *USER ENTERED "LAG" TIME = .260 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 32.051 WATERSHED AREA = 119.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = 1.000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLEY(UNDEYELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .492 LOW LOSS FRACTION = .379 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .76 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.30 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.60 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.13 SPECIFIED PEAK 6-'HOUR RAINFALL(INCH) = 4.75 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.00 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .696 30-MINUTE FACTOR = .696 1-HOUR FACTOR = .696 3-HOUR FACTOR = .939 6-HOUR FACTOR = .972 24-HOUR FACTOR = .983 ^ 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 2.050 29.498 2 12.541 150.985 3 32.899 292.980 4 59.530 383.272 5 79.750 290.987 6 90.409 153.404 7 95.683 75.897 8 97.996 33.287 9 98.702 10.165 10 99.294 8.527 11 99.718 6.093 12 99.929 3.047 1q 10o'00o 1,»16 ��� � ^"p __ TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 39.0057 ^ ' " TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 68.1880 = 24-HOUR STORM - RUNOFF HYDRO8RAPH _ = HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) '- TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 15.083 36.6691 68.06 . Q. .V . . 15.167 37.1417 68.62 . Q. .V . . '- 15.250 37.6184 69.21 . Q. . V . . 15.333 38.0996 69.87 . Q. . V . . 15.417 38.5790 69.60 . Q. . v , ' 15.500 39.0293 65^39 . Q . . V ~ , 15.583 39.4195 56.65 . 0 . . V . . _ 15.667 39.7320 45.38 . 0 . . V . . 15.750 39.9930 37.90 . Q . . V . . _ 15.833 40.2417 36.11 . 0 . . V . . 15.917 40.5065 38.44 . Q . . V . . - 16.000 40.8208 45.63 . 0 . . V . . 16.083 41.3092 70.92 . Q. . V . . 16.167 42.2504 136.67 . . Q . V . . 16.250 43.6642 205.28 . . . V 0 . . ~ - 16.333 45.3140 239.55 . . . V .0 . 16.417 46.6112 188.35 . . . 0 V . . 16.500 47.4430 120.78 . . Q . v . . ' 16.583 48.0379 86.39 . • ^ .0 . V . . 16.667 48.5445 73.55 . Q. . V . . 16.750 49.0199 69.03 . Q. . V . . 16.833 49.5073 70.77 . Q. . V. . 16.917 49.9919 70.36 . Q. . V. . 17.000 50.4648 68.67 . Q. . V. . 17.083 50.9235 66.60 . 0 . . V. . 17.167 51.3620 63.68 . 0 . . V . 17.250 51.7719 59.52 . Q . . V . 17.333 52.1450 54.16 . 0 . . V . 17.417 52.4876 49.75 . 0 . . V . 17.500 52.8104 46.88 . 0 . . V . 17.583 53.1201 44.96 . 0 . . .V . 17.667 53.4202 43.59 . 0 . . .V . 17.750 53.7133 42.56 . Q . . .V . 17.833 53.9999 41.61 . Q . . .V . 17.917 54.2806 40.75 . Q . . .V . 18.000 54.5559 39.98 . Q . . . V . ***************************************************************************+ FLOW PROCESS FROM NODE 72.00 TO NODE 80.00 IS CODE = 1 >>>>UNIT-HYDROGRAPH ANALYSIS = (1|mTT-HYDROGRAPH AnnFD Tn qTRFAM WI) *USER ENTERED "LAG" TIME = .290 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 28.736 WATERSHED AREA = 1328.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): � "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = 1.000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .444 LOW LOSS FRACTION = .370 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .56 1 4 SFECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.15 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.10 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.70 SFECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.50 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .707 30-MINUTE FACTOR = .707 1-HOUR FACTOR = .707 3-HOUR FACTOR = .942 6-HOUR FACTOR = .974 24-HOUR FACTOR = .984 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 "8" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) -- --- - ---- --- - 1 1.773 284.755 2 9.991 1319.912 3 26.923 2719.374 = 4 49.824 3677.914 71.736 3519.211 6 85.379 2191.145 7 92.570 1154.966 8 96.413 617.132 9 98.146 278.378 10 98.712 90.893 � 11 99.251 86.488 12 99.700 72.201 13 99.925 36.100 14 100.000 12.033 4144 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 409.8311 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 733.1975 -~ t� � � , � 40 . = . . _ � 24 -HOUR STORM RUNOFF HYDROGRAPH .., === =========== -w HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) _, ~~ TIME(HRS> VOLUME(AF) Q(CFS} 0. 525.0 1050.0 1575.0 2100.0 -~ 15.083 392.2415 774.04 . . 0 .V . . 15.167 397.6082 779.24 . . 0 .V . . . 15.250 403.0125 784.71 . . 0 .V . . 15.333 408.4577 790.64 . . Q . V . . -^ 15.417 413.8937 789.31 . . 0 . V . . ^ 15.500 419.1305 760.37 . . 0 . V . . 15.583 423.9190 695.30 . . 0 . V . . ." 15.667 428.1124 608.88 . .0 . V . . 15.750 431.7968 534.98 . 0 . V . . =° 15.833 435.2996 508.60 . Q. . V . . 15.917 438.9254 526.46 . 0 . V . . `~ 16.000 442.9956 591.00 . .0 . V . . ~~ 16.083 448.4707 794.97 . . 0 . V . . 16.167 457.0281 1242.53 . . . QV . . - 16.250 469.1047 1753.53 . . . V . 0 . 16.333 483.1065 2033.06 . . . V . Q . ~ 16.417 496.1068 1887.64 . . . V . Q . 16.500 505.6960 1392.35 . . . QV . . 16.583 512.8367 1036.84 . • . Q. V . . 16.667 518.9346 885.42 . . 0 . V . . ~~ 16.750 524.5852 820.46 . . 0 . V . . ~~ 16.833 530.0238 789.68 . . 0 . V . . 16.917 535.5150 797.31 . . 0 . V. ' � 17.000 540.9768 793.06 . . 0 . V. . 17.083 546.2983 772.68 . . 0 . V. . ~- 17.167 551.3912 739.49 . . 0 . V . 17.250 556.1627 692.82 . . 0 . V . � 17.333 560.5483 636.79 . . 0 . V . 17.417 564.5503 581.09 . .0 . V . `° 17.500 568.2785 541.34 . 0 . .V . m 17.583 571.8234 514.72 . Q. . .V . 17.667 575.2363 495.56 . Q. . .V . m 17.750 578.5520 481.43 . Q. . .V . 17.833 581.7921 470.46 . 0 . . .V . °= 17.917 584.9617 460.24 . 0 . . .V . 18.000 588.0665 450.81 . 0 . . . V . m mi ************************************************************************** =~ FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 7 m* >>>>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< ` - . . FLOWPROCES�_ FROM _NODE____ NODE 80.0C ISCODE =7_________ STREAM NUMBER 3 ADDED TO STREAM NUMBER 1<<�<( �� z�` ~° / === = ~� ************* FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 11 ° VIEW STREAM NUMBER 1 HYDROGRAFH ^_ . STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~~ _ _ . TIME(HRS) VOLUME(AF) Q(CFS) 0. 1200.0 2400.0 3600.0 4800.0 , 15.083 1618.8980 2840.66 . . V. 0 . ,_ 15.167 1638.7670 2885.09 . . V. 0 . , 15.250 1658.9340 2928.16 . . V 0 . . _. 15.333 1679.3900 2970.21 . . V Q . . 15.417 1700.0660 3002.11 . . V 0 . . = 15.500 1720.7040 2996.76 . . V 0 . . 15.583 1740.9280 2936.51 . . .V Q . . - , 15.667 1760.4250 2830.94 . . .V 0 . . 15.750 1779. 1670 2 . . .VQ . . 15.833 1797.4340 2652.33 . . .VQ . . ~~ 15.917 1815.5350 2628.25 . . .0 . . 16.000 1833.8710 2662.32 . . . 0 . . 16.083 1853.6980 2878.98 . . . VD . . 16.167 1877.4080 3442.70 . . . V 0 . . . 16.250 1906. 1600 4174.75 . . . V . 0 . .~ 16.333 1938.6610 4719.09 . . ~ V . Q. 16.417 1971.3450 4745.80 . . . V . Q. _, 16.500 2001 .2150 4337.03 . . . V . 0 . 16.583 2028.9380 4025.37 . . . V . 0 . 16.667 2055.7050 3886.63 . . . V . 0 . 16.750 2081.9850 3815.82 . . . V .0 . - 16.833 2107.9810 3774.66 . ` . . V .0 . 16.917 2133.9120 3765.20 . . . V .0 . ~, 17.000 2159.6710 3740.22 . . . V .0 . ~ 17.083 2185.1350 3697.32 . . . V 0 . 17.167 2210.1920 3638.22 . . . V 0 . .~ 17.250 2234.7010 3558.72 . . . V Q. . 17.333 2258.5340 3460.60 . . . VO . . � 17.417 2281 .6440 3355.61 . . . 0 . . 17.500 2304.1030 3261.04 . . . 0 = . 2325.9660 3174.52 . . . 0 V ^ ^ _.. 17.667 2347.2650 3092.55 . . . 0 V . . 17.750 2368.0340 3015.68 . . . 0 V . . 41a 17.833 2388.3030 2943.07 . . . 0 V . . 17.917 2408.0880 2872.84 . . . 0 V. . . 18.000 2427.4100 2805.50 . . . 0 V. . . ****************** ~� FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 2 AM >>>>>FLOWBY STRUCTURE ROUTING MODEL --------------------------- ..44 � MODEL STREAM NUM8ER 1 FLOWING PAST A FLOWBY STRUCTURE: -- FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN ~ =Ro'» CF cr-F ,14=1r1z71 in =T: FYrF c! II'- ^= h,..., � L�=- i� /`��Ur'E...' ti ^E �1.0,_: [, STT'E�i/ /.Li `uL• F f3/ aii ~^ INFLOW INFLOW (STREAM 4) (STREAM 1) . | | | | -° | flow e:cess | | ------------------* <=flowby structure ^- | | (flowby 0 = 580.0 cfs) | | � | � � } � V v . STREAM 4 STREAM 1 + FLOW EXCESS FLOWBY � _ �,. FLOWBY BASIN MODELING RESULTS: - MODEL INFLOW INFLOW OUTFLOW FLOWBY ~ TIME (STREAM 4) (STREAM 1) (STREAM 4) (STREAM 1) (HRS) (CFS) (CFS) (CFS) (CFS) ~~ 15.083 .0 2840.7 2260.7 580.0 °w 15.167 .0 2885.1 2305.1 580.0 15.250 .0 2928.2 2348.2 580.0 ., 15.333 .0 2970.2 2390.2 580.0 15.417 .0 3002.1 2422.1 580.0 15.500 . 2996.8 2416.8 580.0 15.583 .0 2936.5 2356.5 580.0 � 15.667 .0 2830.9 2250.9 580.0 _~ 15.750 .0 2721.4 2141.4 580.0 15.833 .0 2652.3 2072.3 580.0 15.917 .0 2628.3 2048 580.0 16.000 .0 2662.3 2082.3 580.0 16.083 .0 2879.0 2299.0 580.0 16.167 .0 3442.7 2862.7 580.0 16.250 .0 4'174.7 3594.7 580.0 16.333 . 4719.1 4139.1 580.0 16.417 .0 4745.8 4165.8 580. ~ 16.500 .0 4337.0 3757.0 580.0 16.583 .0 4025.4 3445.4 580.0 ~° 16.667 . 3886.6 3306.6 580.0 16.750 . 3815.8 3235.8 580.0 ~ 16.833 .0 3774.7 3194.7 580.0 16.917 .0 3765.2 3185.2 580.0 . 17.000 .0 3740.2 3160.2 580.0 _~ 17.083 .0 3697.3 3117.3 580.0 17.167 .0 3638.2 3058.2 580.0 . 17.250 .0 3558.7 2978.7 580.0 17.333 .0 3460.6 2880.6 580.0 " 17.417 .0 3355.6 2775.6 580.0 17.500 .0 3261.0 2681.0 580.0 . 17.583 .0 3174.5 2594.5 580.0 17.667 .0 3092.5 2512.5 580.0 ~- 17.750 .0 3015.7 2435.7 580.0 °~ 17.833 .0 2943.1 2363.1 580.0 17.917 .0 2872.8 2292.8 580.0 -~ 18.000 .0 2805.5 2225.5 580.0 . ****************** ~- FLOW PROCESS FROM NODE 80.09 TO NODE 100.00 IS CODE = 5 --------------------------------------------------------------------------- , mODEL CHANNl`-:i., RUU r I NC 1: Y THE CONVEX METHOD . ;; SZ THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 4 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION = 1526.00 DOWNSTREAM ELEVATION = 1472.00 CHANNEL LENGTH(FT) = 2800.00 MANNINGS FACTOR = .015 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 4165.80 AVERAGE FLOWRATE IN EXCESS OF 507. MAXIMUM INFLOW = 2734.39 CHANNEL NORMAL 4ELOCI 7 Y FOR R Q = 2734.39 CFS = 27.94 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .943 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .999 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 4) (STREAM 4) (HRS) (CFS) (CFS) 15.083 2260.7 2246.1 15.167 2305.1 2291.1 15.250 2348.2 2334.6 15.333 2390.2 2376.9 15.417 2422.1 2412.0 15.500 2416.8 2418.4 15.583 2356.5 2375.5 15.667 2250.9 '2284.3 15.750 2141.4 2176.0 15.833 2072.3 2094.2 15.917 2048.3 2055.9 16.000 2082.3 2071.6 16.083 2299.0 2230.6 16.167 2862.7 2684.7 16.250 3594.7 3363.6 16.333 4139.1 3967.1 16.417 4165.8 4157.2 16.500 3757.0 3886.0 16.583 3445.4 3543.8 16.667 3306.6 3350.5 16.750 3235.8 3258.2 16.833 3194.7 3207.7 16.917 3185.2 3188.2 17.000 3160.2 3168.1 17.083 3117.3 3130.9 17.167 3058.2 3076.9 17.250 2978.7 3003.8 17.333 2880.6 2911.6 17.417 2775.6 2808.8 17.500 2681.0 2710.9 17.583 2594.5 2621.9 17.667 2512.5 2538.4 17.750 2435.7 2460.0 17.917 2292.8 2315.0 18.000 2225.5 2246.8 F **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 100.00 IS CODE = 1 >>>>> UNIT-HYDROGRAPH ANALYSIS<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #5) *USER ENTERED "LAG" TIME = .310 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 26.882 WATERSHED AREA = 74.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = 1.000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .238 LOW LOSS FRACTION = .128 *HYDROGRAPH MODEL #1 SPECIFIED* ' SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .75 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.28 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.58 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.10 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.60 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.00 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .696 30-MINUTE FACTOR = .696 1-HOUR FACTOR = .696 ^ 3-HOUR FACTOR = .939 6-HOUR FACTOR = .972 24-HOUR FACTOR = .983 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 1.634 14.621 2 8.636 62.663 3 23.798 135.695 4 44.276 183.262 5 66.169 195.928 6 81.506 137.258 7 90.105 76.956 8 94.934 43.216 9 97.436 22.395 �o 9R'qRP R'4 12 99.371 4.338 13 9 14 99.937 1.89 (6.4 .1m 15 100.000 .563 TOTAL SOIL—LOSS VOLUME (ACRE—FEET) = 7.4694 TOTAL STORM RUNOFF VOLUME (ACRE—FEET) = 53.1215 md mem mm - F� �� u = ~ .. ~ -~ =-===- -' 2 4-HOUR STORM RUNOFF HYDROGRAPH 4. ~~ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) - ~" TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 - 15.083 28.3134 58.66 . .0 .V . . 15.167 28.7207 59.14 . .0 .V . . . 15.250 29.1314 59.64 . .Q .V . . 15.333 29.5458 60.16 . . 0 . V . . -° 15.417 29.9595 60.07 . . Q . V . . . 15.500 30.3577 57.83 . .0 . V . . 15.583 30.7184 52.37 . 0 . V . . - 15.667 31.0285 45.03 . Q. . V . . 15.750 31.2875 37.60 . 0 . . V . . . 15.833 31.5189 33.60 . 0 . . V . . 15.917 31.7498 33.53 . 0 . . V . . ~ ~ 16.000 32.0054 37.11 . 0 . . V . . = 16.083 32.3546 50.70 . 0 . V . . 16.167 32.9079 80.34 . . 0 . V . . ~~ 16.250 33.7230 118.35 . . . 0 V . . 16.333 34.6864 139.89 . . . VQ . . 16.417 35.6526 140.28 . . . V 0 . . 16.500 36.4044 109.16 . . .0 V . . 16.583 36.9610 80.83 . ` . Q . V . . 16.667 37.4275 67.73 . . 0 . V . . 16.750 37.8598 62.77 . . Q . V . . 16.833 38.2722 59.88 . .Q . V . . 16.917 38.6830 59.65 . .Q . V. . 17.000 39.0967 60.08 . . 8 . V. . 17.083 39.5046 59.22 . .Q . V. . - 17.167 39.8949 56.67 . .Q . V . ..do 17.250 40.2593 52.92 . 0 . V . 17.333 40.5937 48.55 . Q. . V . ~ 17.417 40.8976 44.13 . 0 . . V . 17.500 41.1779 40.70 . 0 . . .V . -w 17.583 41.4421 38.35 . 0 . . .V . 17.667 41.6945 36.65 . Q . . .V . ~° 17.750 41.9382 35.39 . 0 . . .V . 17.833 42.1754 34.44 . 0 . . .V . . 17.917 42.4070 33.63 . 0 . . .V . 18.000 42.6334 32.87 . 0 . . . V . . 40 *************************************************************************** Ise FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 7 MC >>>>> STREAM NUMBER 5 ADDED TO STREAM NUMBER 4<<< =========== == ~ - °` ~, --4,4,--^°-+` °-+°--+,+.^+++-*-+^+^~~+.+,=+-+--_-------*,^+,,+- � FLOW PROCESS FROM NODE zoo.t0 TO NODE 100.o0 lS CODE = 11 --------------------- _° >>>>/ VIEW STREAM 4 M NUMBER HYDROGRAPH SG . STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~ - TIME(-IRS) VOLUME(AF) Q(CFS) 0. 1075.0 2150.0 3225.0 4300.0 __- -~ 15.083 937.7576 2304.74 . . V .0 . , =^ 15.167 953.9435 2350.20 . . V .0 . , 15.250 970.4325 2394.20 . . V . 0 . . `_ 15.333 987.2169 2437.09 . . V . 0 . . 15.417 1004.2420 2472.10 . . V . 0 . . = 15.500 1021.2970 2476.27 . . V . 0 . . 15.583 1038.0180 2427.90 . . V. 0 . . ~~ 15.667 1054.0600 2329.30 . . V.0 . . 15.750 1069.3050 2213.59 . . VQ . . 15.833 1083.9590 2127.75 . . QV . . . 15.917 1098.3490 2089.41 . . QV . . 16.000 1112.8710 2108.69 . . QV . . .. 16.083 1128.5830 2281.30 . . VQ . . 16.167 1147.6260 2765.09 . . .V 0 . . ~~ 16.250 1171.6060 3481.93 . . .V . 0 . . 16.333 1199.8910 4107.00 . . . V . 0 . 16.417 1229.4890 4297.50 . . . V . Q. - 16.500 1257.0040 3995.17 . . . V . 0 . 16.583 1281.9670 3624.66 . . . V . 0 . "~ 16.667 1305.5080 3418.23 . . . V .0 . 16.750 1328.3800 3320.97 . . . V 0 . - 16.833 1350.884O 3267.55 . . . V Q . ~~ 16.917 1373.2520 3247.85 . . . V 0 . 17.000 1395.4840 3228.18 . . . V 0 . -_ 1 1417.4550 3190.08 . . . V Q. . 17.167 1439.0360 3133.55 . . . V Q. . °� 17.250 1460.0880 3056.74 . . . VQ . . 17.333 1480.4740 2960.14 . . . 0 . . '� 17.417 1500.1220 2852.90 .• . . QV . . 17.500 1519.0730 2751.41 . . . 0 V . . °� 17.583 1537.3940 2660.21 . . . 0 V . . _~ 17.667 1555.1290 2575.09 . . . 0 V . . 17.750 1572.3140 2495.35 . . . 0 V. . ~~ 17.833 1588.9840 2420.45 . . . 0 V. . 17.917 1605.1590 2348.65 . . .0 V. . . 18.000 1620.8590 2279.64 . . .0 V . = *************************************************************************** � FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 6 m >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZER0<<<< _~ _____=___________============___________ ___=== = ****************************************************************** °= FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 8 m >>>>> STREAM NUMBER 3 CLEARED AND SET TO ZERO <<<<< ._ = * ~ FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 6 --------------------------------------------------------------------------- ~ STREAM NUMBER 5 CLEARED AND SET TO 2EF0; ********************** * * * * * * * * * * * * * * * * * * .w * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 >UNIT•- HYDROGRAPH ANALYSIS (UNIT- HYDROGRAPH ADDED TO STREAM #2) *USER ENTERED "LAG" TIME = .310 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 26.882 WATERSHED AREA = 2249.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .300 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .200 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .500 VALLEY( UNDEVELOPED /DESERT): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .314 LOW LOSS FRACTION = .188 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL( INCH)= .80 SPECIFIED PEAK 30 RAINFALL(INCH) = 1.38 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.70 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 5.62 SPECIFIED PEAK 24 -HOUR RAINFALL( INCH)= 12.40 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .696 30- MINUTE FACTOR = .696 1 -HOUR FACTOR = .696 3 -HOUR FACTOR = .939 6 -HOUR FACTOR = .972 24 -HOUR FACTOR = .983 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 2.502 680.506 2 11.369 2411.661 3 27.672 4434.256 4 45.248 4780.641 5 59.992 4010.013 6 69.310 2534.549 7 75.385 1652.215 8 79.662 1163.228 9 82.773 846.210 1 i 1 95.039 r, i. .q? 1. mit 1 I 6c.::+r +- i.6i -*��� -~�� mi 12 88.416 426.654 13 89.710 352.052 , A. 14 90.760 285.470 15 91.656 243.676 m 16 92.370 194.305 17 92.998 170.732 . 18 93.599 163.660 19 94.180 158.032 20 94.666 132.118 ~ 21 95.128 125.718 22 95.571 120.282 ~ 23 95.998 116.129 24 96.386 1O5.637 - 25 96.753 99.755 26 97.076 87.860 = 27 97.374 81.004 _ 28 97.643 73.156 29 97.927 77.468 30 98.218 79.165 31 98.399 49.226 -~ 32 98.534 36.559 33 98.648 36.538 ~ 34 98.803 36.599 35 98.937 36.520 ~~ 36 99.071 36.559 ,� 37 99.206 36.559 38 99.318 30.392 - 39 99.382 17.589 40 99.445 17.192 - 41 99.511 17.746 42 99.574 17.192 ' 43 99.637 17.192 -' 44 99.700 17.192 45 99.764 17.192 - 46 99.827 17.192 47 99.890 17.192 ~ 48 99.953 17.192 49 100.000 12.729 • - TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 414.7639 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1868.7280 . ~~ . ° 4 4 4 4 4 4 _ = . . . . -~ =========================_______====__________================________==== . 24-HOUR STORM RUNOFF HYDROGRAPH . . HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) _ = TIME■HRS) VOLUME(AF) Q(CFS) 0. 1000.0 2000.0 3000.0 4000.0 ~ 15.083 997.8331 1870.83 . . 0 .V . . 15.167 1010.8120 1884.57 . . 0 .V . . 15.250 1023.8860 1898.26 . . Q .V . . . 15.333 1037.0520 1911 .82 . . Q. V . . 15.417 1050.0830 1892.09 . . Q . V . . 15.500 1062.3950 1787.66 . . 0 . V . ' 15.583 1073.3310 1587.90 . . Q . V . . 15.667 1082.8430 1381.16 . . 0 . V . . 15.750 1091.3150 1230.20 . . 0 . V . . ~ 15.833 1099.4110 1175.52 . .0 . V . . 15.917 1107.7030 1203.89 . . 0 . V . . - 16.000 1116.8420 1327.00 . . 0 . V . . ~ 16.083 1129.5700 1848.16 . . Q . V . . 16.167 1149.1680 2845.59 . . . V 0 . . - 16.250 1175.6600 3846.69 . . . V . 0 . 16.333 1202.6950 3925.55 . . . V . Q. 16.417 1226.2060 3413.78 . . . V . 0 . 16.500 1244.4670 2651.44 . . . 0 . . 16.583 1260.2380 2289.99 . ` . . 0 V . . .. 16.667 1275.1910 2171.17 . . .0 V . . 16.750 1289.8590 2129.72 . . .0 V . . 16.833 1304.1930 2081.35 . . 0 V . . 16.917 1318.3380 2053.79 . . 0 V ' . -~ 17.000 1332.3810 2039.16 . . 0 V . . 17.083 1346.1610 2000.78 . . 0 V . . °~ 17.167 1359.4750 1933.27 . . Q. V. . ..Ni 17.250 1372.1670 1842.75 . . 0 . V. . 17.333 1384.1630 1741.85 . . 0 . V. . . 17.417 1395.6010 1660.89 . . 0 . V. . 17.500 1406.6630 1606.11 . . 0 . V . 4 17.583 1417.4280 1563.08 . . 0 . V . 17.667 1427.8760 1517.13 . . 0 . V . . 17.750 1438.0990 1484.38 . . Q . V . 17.833 1448.1270 1456.07 . . Q . V . . 17.917 1457.9900 1432.12 . . Q . .V . . 18.000 1467.6770 1406.40 . . 0 . .V . . ***************** - FLOW PROCESS FROM NODE 2.00 TO NODE 20.00 IS CODE = 1 mo >>>>> UNlT-HYDROGRAPH ANALYSIS< , @T T-HYnpOGPAp� ���ED 1( c-- w� ) *USER ENTERED "LAG" TIME = .360 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 23.148 WATERSHED AREA = 1219.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .200 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .800 VALLEY( UNDEVELOPED /DESERT): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .138 LOW LOSS FRACTION = .042 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL( INCH)= .86 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.48 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.83 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 6.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 14.65 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .696 30- MINUTE FACTOR = .696 1 -HOUR FACTOR = .696 3 -HOUR FACTOR = .939 6 -HOUR FACTOR A .972 24 -HOUR FACTOR = .983 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 2.486 366.505 2 10.133 1127.350 3 24.491 2116.687 4 38.936 2129.515 5 51.224 1811.511 6 58.557 1081.076 7 63.787 770.945 8 67.890 604.997 9 71.337 508.105 10 74.308 438.075 11 76.887 380.190 12 79.090 324.749 13 81.028 285.649 14 82.720 249.455 15 84.173 214.224 16 85.435 186.022 17 86.567 166.839 18 87.593 151.328 19 88.437 124.351 20 89.263 121.776 21 90.054 ft �� 4 '�2i LJ-1. „:,., M! ~w 2.3 91.478 95.898 24 92.101 91.798 ~° 25 92.698 88.056 26 93.285 86.465 = 27 93.829 80.175 28 94.341 75.577 ~^ 29 94.826 71.527 30 95.271 65.557 ~ 31 95.694 62.354 32 96.067 54.909 33 9o.444 55.587 ~ 34 96.848 59.646 35 97.234 56.880 - 36 97.454 32.421 37 97.639 27.307 . 38 97.824 27.285 39 98.010 27.346 . 40 98.195 27.265 w= 41 98.380 27.305 42 98.565 27.307 ~~ 43 98.750 27.304 44 98.904 22.649 ~ 45 98.993 13.175 46 99.081 12.857 - 47 99.168 12.856 ~° 48 99.264 14.131 49 99.351 12,856 50 99.438 12.856 51 99.525 12.857 - 52 99,612 12.856 53 99.700 12.857 54 99.787 12.856 55 99.874 12.856 56 99.961 12.857 57 100.000 5.707 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 60.0561 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1402.1150 , . m m . m . m . . . rT7 . . . . = _______________________________________________________________________ . . 24-HOUR STORM RUNOFF HYDROGRAPH - . HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~ . TIME(HRS> VOLUME(AF) Q(CFS) O. 575.0 1150.0 1725.0 2300.0 ~° 15.083 744.5436 1376.02 . . .V 0 . 15.167 754.0778 1384.36 . . .V 0 . . - 15.250 763.6643 1391.96 . . .V Q . . 15.333 773.2989 1398.94 . . . V Q . . - 15.417 782.8074 1380.63 . . . V 0 . . ~, 15.500 791 .8361 1310.97 . . . 0 . . 15.583 799.9413 1176.88 . . 0 V . . _ 15.667 807.1658 1048.99 . . 0 . V . . 15.750 813.7349 953.84 . . Q . V . . 15.833 820.0807 921.41 . . Q . V . . 15.917 826.5105 933.60 . . n U 16.000 833.3861 998.34 . . 0 . V . . 16.083 842.2739 1290.51 . . . Q V . . 16.167 854.4858 1773.17 . . . V 0 . 16.250 870.2405 2287.58 . . . V . Q. 16.333 885'6561 2238.33 . . . V . 0 . ~ 16.417 899.3459 1987.77 . . . V . 0 . 16.500 910.2883 1588.82 . . . V 0 . . 16.583 920.5220 1485.94 . • . . OV . . 16.667 930.7388 1483.48 . . . OV . . ~ 16.750 941.1580 1512.87 . . . 0 . . 16.833 951.6068 1517.16 . . . OV . . 16.917 962.0277 1513.12 . . . QV . . - 17.000 972.3730 1502.14 . . . QV . . 17.083 982.6157 1487.23 . . . 0 V . . , 17.167 992.6317 1454.32 . . . 0 V . ' 17.250 1002.2630 1398.50 . . . 0 V . . °* 17.333 1011.5040 1341.82 . . . 0 V . . 17.417 1020.4090 1292.91 . . . 0 V. . = 17.500 1029.0750 1258.37 . . .0 V. . . 17.583 1037.5050 1224.09 . . .0 V. . 17.667 1045.8000 1204.38 . . 0 V. . . 17.750 1053.9590 1184.66 . . Q V . 17.833 1061.9940 1166.74 . . 0 V . . 17.917 1069.8560 1141.61 . . Q. V . 18.000 1077.6080 1125.46 . . Q. V . . . **************************************************************************** °~ FLOW PROCESS FROM NODE 20.00 TO NODE 10.00 IS CODE = 5 40 >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD ~ � THE .:ST.11111, TO ROUTE THE STREAM 3 INFL3W HYDROGRAPH BY 5-1 INTERVALS the National Engineering Handbook. Hydrology, Chapter 17, page 17-52, August,19724 U.S. Department of Commerce}. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION = 1960.00 DOWNSTREAM ELEVATION = 1510.00 CHANNEL LENGTH(FT) = 8000.00 MANNINGS FACTOR = .015 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2287.58 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1423.45 CHANNEL NORMAL VELOCITY FOR 0 = 1423.45 CFS = 35. FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .955 � MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .981 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) 15.083 1376.0 1369.3 15.167 1384.4 1378.3 15.250 1392.0 1386.4 15.333 1398.9 1393.9 15.417 1380.6 1393.6 15.500 1311.0 1360.9 15.583 1176.9 1273.5 15.667 1049.0 1142.1 15.750 953.8 1023.5 15.833 921.4 945.9 15.917 933.6 925.4 16.000 998.3 ' 952.0 16.083 1290.5 1081.2 16.167 1773.2 1424.8 16.250 2287.6 1913.8 16.333 2238.3 2266.3 16.417 1987.8 2167.1 16.500 1588.8 1876.9 16.583 1485.9 1564.9 16.667 1483.5 1486.8 16.750 1512.9 1492.0 16.833 1517.2 1513.7 16.917 1513.1 1515.9 17.000 1502.1 1510.0 17.083 1487.2 1498.0 17.167 1454.3 1478.0 17.250 1398.5 1438.8 17.333 1341.8 1383.0 17.417 1292.9 1328.6 17.500 1258.4 1283.7 17.583 1224.1 1249.0 17.667 1204.4 1218.9 17.750 1184.7 1199.0 17.833 1166.7 1179.8 17.917 1141.6 1159.8 18.000 1125.5 1137.3 ■ I -************* * ** ** ************************ *** *********************.»**** **** * * *.A-* ** * * ** et. a. FLOW PROCESS FROM NODE 3.00 TO NODE 10.00 IS CODE = 1 II » > > >UNIT- HYDROGRAPH ANALYSIS-,c<<< Pli = =__ == _ =____= == = = -- __ -__ (UNIT- HYDROGRAPH ADDED TO STREAM #5) 1 *USER ENTERED "LAG" TIME = .187 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES !! UNIT INTERVAL PERCENTAGE OF LAG -TIME = 44.563 WATERSHED AREA = 455.800 ACRES !I. BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = 1.000 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 !! MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLEY( UNDEVELOPED /DESERT); "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 PI MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .482 LOW LOSS FRACTION = .381 * HYDROGRAPH MODEL #1 SPECIFIED* ii SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .75 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.29 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.59 I SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.10 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.70 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 10.75 G, *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .696 30- MINUTE FACTOR = .696 I 1 -HOUR FACTOR = .696 3 -HOUR FACTOR = .939 w" 6 -HOUR FACTOR = .972 24 -HOUR FACTOR = .983 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 ii MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 _ _ ______ _____ _____ = ___ ii R GRAPH DETERMINATION UNIT HYD ON 0 E I L.- i INTERVAL "S" GRAPH UNIT HYDROGRAPH i NUMBER MEAN VALUES ORDINATES(CFS) 1 3.558 196.119 4 2 23.874 1119.885 3 58.528 1910.266 4 84.263 1418.604 5 94.588 569.143 ii 6 98.090 193.025 L_ 7 99.025 51.535 8 99.610 32.253 G 9 99.902 16.126 L 10 100.000 5.376 5 L., TflTc,I t, fl T I -I (lqr k'fl! I iMF % At T ) -= 14h .. c;a1R 0 .J`�L o1b601 rUHOFF AOLUME`ACRE-FEET> = 254.5897 NI �e�� " ^� 1 1 = ====-- ====== I 2 4 - H O U R S T O R M RUNOFF HYDROGRAPH I ===== ' = = = = HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) I TIME(HRS) VOLUME(AF) Q(CFS) 0. 300.0 600.0 900.0 1200.0 15.083 138.0323 258.72 . Q . .V . . 15~167 139.8299 261.02 . 0 . .V . ~ I 15.250 141.6447 263.51 . 0 . . V . . 15.333 143.4784 266.25 . 0 . . V . . 15.417 145.2887 262.86 . Q . . V . . I 15.500 146.87O6� 229.69 . Q . . V 15.583 148.0551 171.99 . 0 . . V . . 15.667 148.9732 133.30 . Q . . V . . 15.750 149.8421 126.16 . 0 . . V . . 11 15.833 150.7811 136.36 . 0 . . V . . 15.917 151.8784 159.33 . 0 . . V . . 16.000 153.2744 202.70 . 0 . . V . . 0� 16.083 155.7403 358.05 . .Q . V . . �� 16.167 161.2863 805.27 . . . VO . . 16.250 169.0445 1126.50 . . . V . 0 . 16.333 174.9343 855.20 . . . VO . . I 16.417 177.9340 435.56 . . 0 . V . . 16.500 179.7573 264.74 . 0 . . V . . 16.583 181.4080 239.68 . • 0 . . V . . I 16.667 183.2163 262.57 . Q . . V 16.750 185.C;420 265.09 . 0 . . V. . 16.833 186.8351 260.35 . 0 . . V. . 16.917 188.5901 254.84 . Q . . V. . 17.000 190.3250 251.91 . Q . . V. . -- 17.083 192.0246 246.79 . 0 , . V , 17.167 193.6150 230.92 . 0 . . V . II 17.250 195.0303 205.51 . Q . . V . 17.333 196.3060 185.22 . 0 . . V . 17.417 197.5076 174.48 . 0 . . .V . I 17.500 17.583 3 198.6662 199.7947 16B.22 . 163.B6 . Q . . . Q . 17.667 200.8967 160.01 . 0 . . .V . 17.750 201.9753 156.61 . 0 . . .\/ . 17.833 203.0328 153.56 . 0 . . ~� . I 17.917 204.0713 150.78 . 0 . . . V . 18.000 205.0918 148.19 . 0 . . , V . ~~ **************************************************e************************* FLOW PROCESS FROM NODE 80.00 TO NODE 10.00 IS CODE = 5 II >>>>>MQDEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< == = ===== = ,r1= u1) i r u ii) L -t -:ULU i i L C UEF F I f I EN i I S EST 1 'iiZ*TED I N ORDER FI 6 II TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, I U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 3.00 CHANNEL Z = .50 II UPSTREAM ELEVATION = 1526.00 DOWNSTREAM ELEVATION = 1510.00 CHANNEL LENGTH(FT) = 1800.00 MANNINGS FACTOR = .015 II CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 580.00 11 AVERAGE FLOWRATE IN EXCESS OF 50Y. MAXIMUM INFLOW = 574.09 CHANNEL NORMAL VELOCITY FOR 0 = 574.09 CFS = 15.81 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .903 II MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .995 1 CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 15.083 580.0 580.0 II 15.167 580.0 580.0 15.250 580.0 580.0 15.333 580.0 580.0 15.417 580.0 580.0 15.500 580.0 580.0 15.583 580.0 580.0 15.667 580.0 580.0 II 15.750 580.0 580.0 15.833 580.0 580.0 15.917 580.0 580.0 16.000 580.0 • 580.0 16.083 580.0 580.0 16.167 580.0 580.0 16.250 580.0 580.0 II 16.333 580.0 580.0 16.417 580.0 580.0 16.500 580.0 580.0 16.583 580.0 580.0 II 16.667 580.0 580.0 16.750 580.0 580.0 16.833 580.0 580.0 II 16.917 580.0 580.0 17.000 580.0 580.0 17.083 380.0 580.0 17.167 580.0 580.0 II 17.250 580.0 580.0 17.333 580.0 580.0 17.417 580.0 580.0 I/ 17.500 580.0 580.0 17.583 580.0 580.0 17.667 580.0 580.0 17.750 580.0 580.0 II 17.833 580.0 590.0 17.917 580.0 580.0 18.000 580.0 580.0 II *x-- c.:•ft.• * rr 0:. y. ri•. 4*.** A.-- t.;**.f.»tiA-1.** r:• iE*: 4* 3f• tiki- ** it34 ifK•*:■*.#•• ib *4- 0- * * ** ** ** * * *•i* * ** •i4 * *** I I FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 I S CODE •= 7 ...:> :STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 <; ;,;.:; <; F91 ********************** * * * * * * * * * * * * * * * * * * * * * * * * * ****** ** gat•* **** ***** *• 34 .. 11 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 7 » > STREAM NUMBER 3 ADDED TO STREAM NUMBER 1 11 = === ==== _=______ = * *** * * ** •• * • ** * * ** **• *** ** ** ** *• * * * *at•aE• ••tE* ** • *• *• * * ** * *** *** ** * *** *** * **4 11 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 7 > : > > »STREAM NUMBER 5 ADDED TO STREAM NUMBER 1<<<<, __ = = = == = === == ________ = = == I • • * * * * * * * * * * * * * * * * ** * * * ** • * * * ** • * * * * * * * * * * *• * * *• * • * * * * ** * * * * *** • * *• * • * * * *4= 1 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 11 » :r »VIEW STREAM NUMBER 1 HYDROGRAPH< <, < “ II STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 1925.0 3850.0 5775.0 7700.0 15.083 2576.6630 4078.88 .0 II 15.167 2604.9270 4103.87 .0V 15.250 2633.3580 4128.19 . . .QV 15.333 2661.9520 4151.93 . . .QV . I 15.417 2690.3860 4128.55 .QV 15.500 2717.6470 3958.28 Q V 15.583 2742.5320 3613.40 . 0 . V . 15.667 2764.8230 3236.56 . • 0 . V . . II 15.750 2785.2080 2959.88 0 V 15.833 2804.7510 2837.76 L•! • V 15.917 2824.5070 2868.59 . . 0 . V . 16.000 2845.5930 3061.69 0 V 16.083 2872.2280 3867.36 . Q V 16.167 2911.1780 5655.62 . . . V Q. . 16.250 2962.6040 7467.03 . . V Q . II 16.333 3015.1320 7627.02 V 0. 16.417 3060.5620 6596.42 V 0 16.500 3097.5670 5373.10 . . VO . II 16.583 3124.7610 4674.56 0 V 16.667 3160.7560 4500.49 • 0 V 16.750 3191.5190 4466.78 . . . 0 V . . 16.833 3222.0660 4435.40 . . . 0 V . . II 16.917 3252.4000 4404.56 . . . Q V 17.000 3282.5730 4381.09 . . . Q V 17.083 3312.3640 4325.59 . . . Q V . I 17.167 3341.4420 4222.20 . .0 V 17.250 3369.4520 4067.04 .0 V . 17.333 3396.2430 3890.10 . 0 V . 17.417 3422.0280 3743.97 . . Q. V . I 17.500 3447.0830 3638.02 0 • V. 17.583 3471.5740 3555.97 0 . V. 17.667 3495.5130 3476.06 . . 0 . V. . I 17.750 3519.0670 3420.00 . 0 V. 17.833 3542.2720 3369.43 0 V. II 18.000 3587.6900 3271.92 . Q . V . F `1 8 FLOW PROCESS FROM NODE 10.00 TO NODE 90.00 IS CODE = 3 ,-'w -.0 .:^.•.`•••:•:•MODEL FLOW - THROUGH DETENTION BASIN ROUTING < <_ < < <; I ___ _________= = === s= == = =saessssa aes I ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW - THROUGH DETENTION BASIN USING FIVE - MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: I DEAD STORAGE(AF) _ .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 il BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .61 100.00 3.000 3 1.29 500.00 • 8.000 4 1.89 1000.00 15.000 5 2.82 2000.00 27.000 6 3.59 3000.00 39.000 7 4.27 4000.00 50.000 8 4.89 5000.00 60.000 9 5.46 6000.00 70.000 I 10 11 5.99 7000.00 78.000 6.50 8000.00 87.000 12 6.98 9000.00 96.000 II 13 7.44 10000.00 104.000 , 11 INFLOW (STREAM 1) I V effective depth (and volume) 1 t i f f V detention le,-->1 cautflow 1 I basin i 0 storage ; basin outlet V I OUTFLOW (STREAM 1) 1 _ = = = ====== ________ == ==== = == ==_____= === =========== BASIN ROUTING MODEL RESULTS(5- MINUTE INTERVALS): II TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 10.083 .000 2076.9 2.87 2063.3 27.806 1 0 . 1 , 4 , 7 t`If 0 PflR. . f1 ? . £aR ?1171 a"' . CIOP MENIMENW I . 2 .i . QtY Y x:091.2 2 . os 2079.2 27.999 10.333 .0 �0 21 Cr 1.7 2.89 2087.3 28.097 10.417 .000 2110.2 2.90 2095.6 28.198 10.500 .000 2119.0 2.90 2104.1 28.300 F `TI II 10.583 .000 2127.9 2.91 2112.7 28.405 10.667 .000 2137.0 2.92 2121.5 28.511 10.750 .000 2146.3 2.92 2130.5 28.620 10.833 .000 2155.7 2.93 2139.6 28.731 I 10.917 .000 2165.4 2.94 2149.0 28.844 11.000 .000 2175.3 2.95 2158.5 28.960 11.083 .000 2185.4 2.95 2168.2 29.078 II 11.167 .000 2195.7 2.96 2178.2 29.199 11.250 .000 2206.2 2.97 2188.3 29.322 11.333 .000 2217.0 2.98 2198.7 29.448 11.417 .000 2228.1 2.99 2209.3 29.577 11.500 .000 2239.3 2.99 2220.2 29.708 11.583 .000 2250.9 3.01 2231.3 29.843 11.667 .000 2262.7 3.01 2242.7 29.981 11 11.750 .000 2274.9 3.02 2254.3 30.123 11.833 .000 2287.3 3.03 2266.3 30.268 11.917 .000 2300.1 3.04 227E1.5 30.416 12.000 .000 2313.1 3.05 2291.0 30.569 1 12.083 .000 2335.1 3.06 2305.8 30.770 12.167 .000 2383.0 3.09 2329.5 31.138 12.250 .000 2464.9 3.13 2371.6 31.781 12.333 .000 2560.5 3.18 2434.5 32.648 li 12.417 .000 2646.0 3.24 2549.7 33.586 12.500 .000 2709.7 3.30 2584.7 34.447 12.583 .000 2755.1 3.34 2650.6 35.167 12.667 .000 2791.6 3.38 2705.3 35.761 12.750 .000 2822.9 3.41 2750.8 36.258 12.833 .000 2850.7 3.44 2789.1 36.682 12.917 .000 2876.7 3.47 2822.4 37.056 11 13.000 .000 2901.4 3.49 2852.1 3.51 2879.4 37.395 13.083 .000 2925.1 37.710 13.167 .000 2947.9 3.53 2904.8 38.006 II 13.250 .000 2970.1 3.54 2929.0 38.290 13.333 .000 2991.9 3.56 2952.2 38.563 13.417 .000 3013.6 3.58 2974.7 38.830 13.500 .000 3085.4 3.60 2997.2 39.093 I/ 13.583 .000 3057.5 3.61 3020.2 39.351 13.667 .000 3079.7 3.63 3043.3 39.601 13.750 .000 3102.5 3.64 3066.1 39.852 I 13.833 13.917 .000 3125.9 3.66 3089.0 40.106 .000 3150.0 3.67 3112.3 40.365 14.000 .000 3174.6 3.69 3136.1 40.630 14.083 .000 3214.4 3.71 3164.0 40.977 II 14.167 14.250 .000 3300.2 3.75 3208.5 41.609 . 000 3441.2 3.82 3285.8 42.679 14.333 .000 3594.1 3.90 3396.3 44.041 II 14.417 .000 3721.8 3.99 3521.1 45.423 14.500 .000 3812.3 4.06 3638.4 46.621 14.583 .000 3873.7 4.12 3735.9 47.569 14.667 .000 3921.0 4.17 3812.9 48.314 11 14.750 .000 3960.0 4.20 3873.7 48.48 14.833 000 3993.6 4.23 3922.9 49.395 14.917 . 000 4024.1 4.26 3963.9 49.810 11 15.000 .000 4052.5 4.28 3999.9 54.1 ?2 15.083 .000 4078.9 4.30 4033.0 50.488 15.167 .000 4103.9 4.32 4062.9 50.770 15.250 .000 4128.2 4.33 4090.1 51.032 15.333 .000 4151.9 4.35 4115.7 51.282 15.417 .000 4128.5 4.35 4128.3 51.284 15.500 .000 3958.3 4.30 4084.8 50.412 15.583 .000 3613.4 4.16 3937.8 48.178 1 15.667 .000 3236.6 3.96 3691.8 49.041 -4 1 . t A.A. ,..:959.-3 3.77 3408.8 41.951 II 15.833 . C ►C ► ;:► 2837.8 3.63 3165.6 39.693 15.917 .000 2868.6 3.57 3017.6 38.667 16.000 .000 3061.7 3.60 2992.6 39.143 F l Ob II 16.083 .000 3867.4 3.88 3216.7 43.624 16.167 .000 5655.6 4.59 3971.4 55.224 16.250 .000 7467.0 5.48 5279.3 70.290 16.333 .000 7627.0 5.99 6515.0 77.949 I 16.417 ,000 6596.4 5.86 6874.1 76.037 16.500 .000 5373.1 5.42 6344.6 69.346 16.583 .000 4674.6 5.05 5611.8 62.891 ' 16.667 .000 4500.5 4.82 5087.1 58.851 16.750 .001 4466.8 4.69 4777.9 56.708 16.833 .000 4435.4 4.61 4610.5 55.502 16.917 .000 4404.6 4.56 4512.9 54.756 I 17.000 .000 4381.1 4.53 4451.4 54.272 17.083 .000 4325.6 4.50 4401.2 53.751 17.167 .000 4222.2 4.45 4336.0 52.968 II 17.250 .000 4067.0 4.38 4237.9 51.791 17.333 .000 3890.1 4.29 4105.1 50.310 17.417 .000 3744.0 4.20 3961.5 48.812 17.500 .000 3638.0 4.11 3831.5 47.480 II 17.583 .000 3556.0 4.04 3719.7 46.353 17.667 .000 3476.1 3.98 3622.6 45.344 17.750 .000 3420.0 3.93 3539.3 44.522 17.833 .000 3369.4 3.89 3470.4 43.827 I/ 17.917 .000 3322.7 3.85 3411.1 43.218 18.000 .000 3271.9 3.81 3356.8 42.633 18.083 .000 3222.7 3.78 3304.6 42.069 • 18.167 18.251 .000 3147.8 3.74 3247.7 41.381 .000 3042.8 3.68 3175.0 40.470 18.333 .000 2923.5 3.61 3083.5 39.368 18.417 .000 2821.4 3.54 2985.1 38.240 II 18.501 .000 2739.E 3.47 2892.6 37.183 18.583 .000 2662.0 3.41 2806.9 36.184 18.667 .000 2603.9 3.35 2729.3 35.320 II 18.750 .000 2558.7 3.31 2663.3 34.600 18.833 .000 2521.3 3.27 2608.3 34.000 18.917 .000 2484.5 3.24 2561.3 33.471 19.000 .000 2443.7 3.20 2518.0 32.960 I/ 19.083 .00 19.167 3.17 2475.2 32.446 19.167 .000 2365.4 3.14 2434.1 31.973 19.250 .000 2332.1 3.11 2396.1 31.533 II 19.333 .000 2306.5 3.09 2361.8 31.151 19.417 .000 2281.7 3.06 2331.6 30.808 19.500 .000 2257.7 3.04 2304.0 30.489 19.583 .000 2234.5 3.02 2278.2 30.188 II 19.667 19.750 .000 2211.5 3.01 2253.6 29.898 .000 2187.0 2.99 2229.4 29.606 19.833 .000 2163.0 2.97 2205.1 29.316 I 19.917 .000 2142.9 2.95 2181.8 29.048 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 3 » »>MODEL FLOW- THROUGH DETENTION BASIN ROUTING; «“t II snsmx = == = =-- _= =__- _=as=== =s === === ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 II THROUGH A FLOW - THROUGH DETENTION BASIN USING FIVE - MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: II DEAD STORAGE(AF) = 62.000 SPECIFIED DEAD STORAGE(AF) FILLED = 62.000 . ^= F 101 BASIN DEPTH VE OUTFLOW AND STORAGE INFORMATlON „. _ INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) ~ 1 .00 .00 .000 2 1.17 100.00 18.000 � 3 1.89 500.00 27.000 4 2.47 1000.00 35.000 - 5 3.37 2000 49.000 ~ 4 4.09 3000.00 60.000 7 4.72 4000.00 70.000 ~. 8 5.28 5000.00 80.000 9 5.79 6000.00 86.000 . 10 6.23 7000.00 92.000 11 6.62 8000 98.000 . 12 6.96 9000.00 104.000 13 7.22 10000.00 110.000 - .~ INFLOW (STREAM 1) *oft | � ~ | _ V __effective depth - ---- | (and volume) �� � | | | | | |,,,,y,,,,,,,, ~~ | detention ! <--> | outflow | basin | |.... ..... _______ ~° ------ | | \ | 1 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) ~ 10.083 62.000 2063.3 3.41 2051.2 49.605 =m 10.167 62.000 2071.2 3.42 2058.8 49.690 10.250 62.000 2079.2 3.42 2066.6 49.776 = 10.333 62.000 2087.3 3.43 2074.5 49.864 ~m 10.417 62.000 2095.6 3.43 2082.6 49.954 10.500 62.000 2104.1 3.44 2090.8 50.045 . 10.583 62.000 2112.7 3.44 2099.2 50.138 10.667 62.000 2121.5 3.45 2107.8 50.233 *m 10.750 62.000 2130.5 3.46 2114.5 50.329 10.833 62.000 2139.6 3.46 2125.3 50.428 . 10.917 62.000 2149.0 3.47 2134.4 50.528 11.000 62.000 2158.5 3.48 2143.6 50.631 . 11.083 62.000 2168.2 3.48 2153.0 50.736 .. 11.167 62.000 2178.2 3.49 2162.7 50.843 11.250 62.000 2188.3 3.50 2172.5 50.952 ^m 11.333 62.000 2198.7 3.51 2182.5 51.064 11.417 62.000 2209.3 3.51 2192.8 51.178 -^ 11.500 62.000 2220.2 3.52 2203.3 51 .294 1'' �P'oocl �2 q'�- pPI . 'o , / -` . ~ W. 1 1 . ocl oG . t_)L)') i2 + .. 7 3.54 2225.0 51.536 f:(01_ II 11.750 62.000 2254.3 3.54 2236.2 51.661 11.833 62.000 2266.3 3.55 2247.7 51.789 11.917 62.000 2278.5 3.56 2259.5 51.920 I 12.000 62.000 2291.0 3.57 2271.5 52.054 12.083 62.000 2305.8 3.58 2284.3 52.202 12.167 62.000 2329.5 3.59 2300.2 52.403 12.250 62.000 2371.6 3.61 2324.2 52.730 II 12.333 62.000 2434.5 3.65 2361.8 53.230 12.417 62.000 2509.7 3.69 2414.4 53.887 12.500 62.000 2584.7 3.74 2477.7 54.624 II 12.583 62.000 2650.6 3.79 2544.5 55.354 12.667 62.000 2705.3 3,83 26[18,1 56.024 12.750 62.000 2750.8 3.87 2665.3 56.613 12.833 62.000 2789.1 3.90 2715.2 57.122 12.917 62.000 2822.4 3.93 2758.4 5 7.563 13.000 62.000 2852.1 3.96 2796.0 57.949 13.083 62.000 2879.4 3.98 2829.3 58.295 13.167 62.000 2904.8 4.00 2859.2 58.609 I 13.250 62.000 2929.0 4.02 2886,7 58.900 13.333 62.000 2952.2 4.04 2912.4 59.174 13.417 62.000 2974.7 4.05 2936,8 59.435 13.503 62.000 2997.2 4.07 2960.2 59.690 13.583 62.000 3020.2 4.09 2983.3 59.943 13.667 62.000 3043.3 4.10 3007.1 60.193 13.750 62.000 3066.1 4.12 3031.3 60.432 I 13.833 62.000 3089.0 4.13 3055.0 4.15 3078.4 60.667 13.917 62.000 3112.3 60.901 14.000 62.000 3136.1 4.16 3101.9 61.137 I 14.083 62.000 3164.E 4.18 3126.6 61.394 14.167 62.000 3208.5 4.20 3157.1 61.748 14.250 62.000 3285.8 4.24 3203.2 62.317 14.333 62.000 3396.3 4.29 3273.8 63.160 II II 14.417 62.00E 3521.1 4.36 3368.6 64.211 14.500 62.000 3638.4 4.43 3476.7 65.324 14.583 62.000 3735.9 4.49 3584.5 66.367 I 14.667 62.000 3812.9 4.55 3681.8 67.269 14.750 62.000 3873,7 4.60 3 ?64.5 68.021 14.833 62.000 3922.9 4.63 3833.1 68.640 14.917 62.000 3963.9 4.67 3889.6 69.152 I 15.000 15.083 62.000 3999.9 4.69 3936.9 69.586 62.000 4033.0 4.72 3977.6 69.967 15.167 62.000 4062.9 4.74 4013.6 70.306 II 15.250 62.000 4090.1 4.75 4045.8 70.611 15.333 62.000 4115.7 4.77 4075.1 70.891 15.417 62.000 4128.3 4.78 4099.1 71.092 15.500 62.000 4084.8 4.77 4102.9 70.967 II 15.583 62.000 3937.8 4.73 40=.,6,0 70.153 15.667 62.000 3691.8 4.63 3932.4 68.496 15.750 62.000 3408.8 4.48 3736.7 66.238 15.833 62.000 3165.6 4.34 3506.4 63.891 15.917 62.000 3017.6 4.22 3293.9 61.988 16.000 62.000 2992.6 4.15 3146.0 60.931 16.083 62.000 3216.7 4.19 3124.8 61.564 I 16.167 16.250 62.000 3971.4 4.45 3365.2 65.739 62.000 5279.3 4.97 4010.7 74.476 16.333 62.000 6515.0 5.65 5084.5 84.328 I 16.417 62.000 6874.1 6.04 6141.7 89.372 16.500 62.000 6344.6 5.97 6482.7 88.421 16.583 62.000 5611.8 5.70 6114.8 84.957 16.667 62.000 5087.1 5.43 5556.6 81.723 I 16.750 62.000 4777.9 5.25 5114.0 79.408 16.833 62.000 4610.5 5.15 4856.2 77.716 16.917 62.000 4512.9 5.08 4705.3 76.391 17.000 62.000 4451.4 5.02 4591.0 75.429 II 17.083 h2. 4401.2 4.913 4&/. 11 74.703 . n 4335. +.i 4.94 4435.9 74.015 II 17.250 62.000 4237.9 4.90 4359.6 73.277 17.333 62.000 4105.1 4.84 4263.2 72.088 n 17.417 62.000 3961.5 4.77 4145.4 70.821 I 17.500 62.000 3831.5 4.69 4017.9 69.537 17.583 62.000 3719.7 4.62 3893.8 68.338 17.667 62.000 3622.6 4.55 37 79.7 67.256 17.750 62.000 3539.3 4.49 3677.9 66.302 II 17.833 62.000 3470.4 4.44 3589.2 65.483 17.917 62.000 3411.1 4.39 3513.2 64.780 18.000 62.000 3356.8 4.35 3447.0 64.159 18.083 62.000 3304.6 4.32 3387.4 63.589 18.167 62.000 3247.7 4.28 3330.4 63.019 18.250 62.000 31 75.0 4.24 3269.4 62.369 18.333 62.000 3083.5 4.19 3197.6 61.583 II 18.417 62.000 2985.1 4.13 3113.9 60.696 18.50E 62.000 2892.6 4.08 3025.0 59.784 18.583 62.000 2806.9 4.02 2939.0 58.874 18.667 62.000 2729.3 3.96 2857.5 57.992 I 18.750 62.000 2663.3 3.91 2780.7 57.183 18.833 62.000 2608.3 3.86 2711.6 56.472 18.917 62.000 2561.3 3.82 2651.1 55.853 II 19.000 19.083 62.000 2518.0 3.78 2598.0 55.302 62.000 2475.2 3.75 2549.6 54.790 19.167 62.000 2434.1 3.72 2504.4 54.306 19.250 62.000 2396.1 3.69 2461.8 53.854 I/ 19.333 62.000 2361.8 3.66 2422.3 53,437 19.417 62.000 2331.6 3.64 2386.3 53.061 19.500 r, 62.000 2304.0 3.61 2353.6 52.719 19.583 62.000 2278.2 3.59 2323.8 52.405 19.667 62.000 2253.6 3.57 2296.2 52.111 19.750 62.000 2229.4 3.56 2270.1 51.831 19.833 62.000 2205.1 3.54 2244.9 51.557 11 19.917 62.000 2181.8 3.52 2220.4 51.291 II ********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *_. PLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 7 >>> »:STREAM NUMBER 4 ADDED TO STREAM NUMBER 1 « < <:< I == = = = = =___ __ =_= == =____=__=============== li ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *? FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 ` k >>VIEW STREAM NUMBER 1 HYDROGRAPH« < < <: I = = == === = = =_ = == =. - = = = == = = ===== ==== STREAM HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 2625.0 5250.0 7875.0 10500.0 11 15.083 3393.9660 6282.38 V. Q 15.167 3437.7940 6363.85 V. Q . 15.250 3482.1470 6440.04 . . V Q . II 15.333 3526.9970 6512.17 V Q 15.417 3572.2530 6571.21 V Q 15.500 3617.5640 6579.18 . . .V Q 15.583 3662.2190 6483.88 . .V Q . II 15.667 3705.3440 6261.74 . .V 0 15.750 3746.3240 5950.28 .V0 15.833 3785.1270 5634.17 . . .0 15.917 3822.2020 5383.32 . 0 V . II 16.000 3858.3910 5254.65 . 0 V . 1 J . . ,) : '. . Gi:.Zt_ ,J`.r .. C� . _ o . 0 V . . II 16.167 3937.8420 6130.25 . . VO 16.250 3989.4450 7492.67 . . • V Q "P1(13 16.333 4052.7470 9191.45 . V Q II 16.417 4124.6420 10439.18 V Q, 16.500 4196.8040 10477.92 ▪ V Q. 16.583 4263.8800 9739.46 . . ▪ V . Q , 16.667 4325.6910 8974.88 . . . V . 0 . II 16.750 4383.7830 8434.97 V . Q 0 16.833 4439.7320 8123.78 V 16.917 4494.5060 7953.19 . . . V 0 . II 17.000 4548.3570 7819.18 V Q. 17.083 4601.3640 7696.69 V Q. 17.167 4653.4960 7569.44 . . VQ . 17.250 4704.5720 7416.33 . . . VQ . . II 17.333 4754.3200 7223,37 0 17.417 4802.5180 6998.33 QV 17.500 4849.1400 6769.52 . . . 0 V . . 17.583 4894.2770 6553.96 . . . 0 V . II 17.667 4938.0420 6354.78 . . 0 V . 17.750 4980.5580 6173.22 . . . Q V , 17.833 5021.9470 6009.69 . . . 0 V. . II 17.917 5062.3170 5861.82 . 0 V. 18.000 5101.7570 5726.62 ,0 V. II * 9hl f' iW16.1 E'I FiE• 14.l 4 1EiF' It'#• 1F• 1F96• !F')F'l4iE'lE'!E'•1F'iF'!E'1F* !F')( IfIFdF•i@d6 1F'k 1E 1WlF'1W1F'!F•iEif'*i4'•1F•if 1f 1FI F' IE'#• lE' iE*' 1E#' 1F' IF' 1HF-!t1i'jf'.g'•lHE']F'IF•1E•) * # FLOW PROCESS FROM NODE 100.00 TO NODE 200.00 IS CODE = 3 II > `t : > »MODEL FLOW- THROUGH DETENTION BASIN ROUTING <; < <<; <; = = = 11 ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW- THROUGH DETENTION BASIN USING FIVE - MINUTE UNIT INTERVALS: II SPECIFIED. BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 38.300 SPECIFIED DEAD STORAGE(AF) FILLED = 38.300 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 II BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: II INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 I 2 .75 100.00 3.700 3 1.58 500.00 11.700 4 2.19 1000.00 17.700 II 5 3.12 2000.00 25.700 6 3.88 3000.00 33.700 7 4.55 4000.00 39.700 8 5.15 5000.00 45.700 I 9 5.70 6000.00 50.700 i0 6.14 7000.00 54.700 11 6.45 8000.00 58.700 I 12 6.70 9000.00 61.700 13 6.93 10000.00 63.700 14 7.13 11000.00 95.700 15 7.33 12000.00 97.700 II INFLOW II (STREAM 1) II V effective depth �� ;- (and volume) V detention 14--* f outflow II 1 basin 1 S \ , ; storage 1 basin cutlet II V OUTFLOW (STREAM 1) II ___ = == == = == =_= == =_ == - BASIN ROUTING MODEL RESULTS(5- MINUTE INTERVALS): II TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) II 10.083 38.300 2864.8 3. 77 2848.8 32.546 10.167 38.300 2878.9 3. 78 2862.7 32.657 10.250 38.300 2893.3 3.79 2876.8 32.771 li 10.333 38.300 2907.9 3.80 2891.1 32.886 10.417 38.300 2922.7 3.81 2905.7 33.404 10.500 38.300 2937.9 3.83 2920.5 33.124 10.583 38.300 2953.3 3.84 2935.6 33.245 I 10.667 38.300 2969.0 3.85 2950.9 33.370 10.750 38.300 2985.0 3.86 2966.6 33.496 10.833 38.300 3001.3 3.87 2982.6 33.625 10.917 38.300 3017.9 3.89 2999.6 33.751 11.000 38.300 3034.9 3.90 3018.1 33.866 11.083 38.300 3052.2 3.91 3036.6 33.973 11.167 38.300 3069.8 3.92 3054.4 34.079 I 11.250 38.300 3087.8 3.93 3072.2 34.187 11.333 38.300 3106.2 3.95 3090.3 34.297 11.417 38.300 3125.0 3.96 3108.8 34.409 11.500 38.300 3144.2 3.97 3127.6 34.523 II 11.583 38.300 3163.9 3.98 3146.9 34.6401 11.667 38.300 3183.9 4.00 3166.6 34.759 11.750 38.300 3204.5 4.01 3186.7 34.881 II 11.833 38.300 3225.5 4.03 3207.3 35x.406 11.917 38.300 3247.0 4.04 3228.4 35.134 12.000 38.300 3269.0 4.05 3250.0 35.265 12.083 38.300 3292.6 4.07 3272.5 35.404 I 12.167 38.300 3322.1 4.09 3297.9 35.571 12.250 38.300 3364.3 4.11 3330.9 35.800 12.333 38.300 3424.7 4.15 3377.3 36.127 12.417 38.300 3502.6 4.20 3440.3 36.556 12.500 38.300 3590.2 4.25 3517.7 37.056 12.583 38.300 3679.3 4.31 3603.0 37.581 12.667 38.300 3764.2 4.37 3689.6 38.095 I 12.750 38.300 3842.0 4.42 3772.4 38.574 12.833 38.300 3912.5 4.47 3848.9 39.012 12.917 38.300 3977.2 4.52 3918.8 39.414 13.000 38.300 4037.2 4.56 3983.3 39.785 13.083 38.300 4093.1 4.59 4043.0 40.131 13.167 38.300 4145.5 4.63 4098.7 40.453 13.250 38.300 4195.3 4.66 4151.0 40.759 I 13.333 13.417 38.300 4243.1 4.69 4200.7 41.050 38.300 4289.4 4.71 4248.5 41.332 13.500 38.300 4334.9 4.74 4294.9 41.607 13.583 38.300 4380.1 4.77 4340.6 41.880 11 13.667 38.300 4426.0 4.26 4386.1 42.154 1 . ! 00....A. 44 + ?3.6 4.432 4432.2 42.432 I/ 13.833 38.300 4518.9 4.85 4478.5 42.71 C> 13.917 38.300 4565.2 4.88 4524.8 42.988 14.000 38.300 4612.0 4.91 4571.3 43.268 rlob II 14.083 38.300 4663.7 4.94 4619.8 43.570 14.167 38.300 4735.3 4.98 4677.9 43.965 14.25E 38.300 4845.9 5.04 4760.1 44.556 14.333 38.300 5003.2 5.12 4880.0 45.404 II 14.417 38.300 5193.2 5.23 5046.7 46.413 14.500 38.300 5386.8 5.34 5242.2 47.409 14.583 38.300 5566.8 5.44 5433.6 48.327 II 14.667 38.300 5727.8 5.53 5607.9 49.152 14.750 38.300 5868.3 5.61 5763.0 49.878 14.833 38.300 5990.2 5.68 5898.6 50.509 14.917 38.300 6097.8 5.74 6022.1 51.030 I/ 15.000 38.300 6194.3 5.78 6134.2 51.444 15.083 38.300 6282.4 5.82 6230.6 51.801 15.167 38.300 6363.8 5.86 6316.2 52.129 II 15.250 38.300 6440.0 5.89 6395.5 52.435 15.333 38.300 6512.2 5.92 6670.1 52.725 15.417 38.300 6571.2 5.95 6536.3 52.965 15.500 38.300 6579.2 5.95 6572.3 53.013 II 15.583 38.300 6483.9 5.92 6534.6 5.82 6384.9 52.664 15.667 38.300 6261.7 51.815 15.750 38.300 5950.3 5.69 6128.3 50.589 15.833 38.300 5634.2 5.53 5837.7 49.188 II 15.917 38.300 5383.3 5.39 5569.4 47.906 16.000 38.300 5254.6 5.31 5365.1 47.145 16.083 38.300 5406.1 5.36 5336.8 47.623 16.167 38.300 6130.3 5.70 5688.6 50.664 16.250 38.300 7492.7 6.26 6686.2 56.218 16.333 38.300 9191.5 6.76 8319.9 62.221 I 16.417 38.300 10439.2 6.95 9687.9 67.395 16.500 16.583 38.300 10477.9 6.97 10150.7 69.649 38.300 9739.5 6.9., 10142.., 66.873 16.667 38.300 8974.9 6.75 9661.1 62.146 16.750 38.300 8435.0 6.54 8784.6 59.738 16.833 38.300 8123.8 6.48 8227.3 59.025 16.917 38.300 7953.2 6.43 8029.4 58.501 17.000 38.300 7819.2 6.40 7889.6 58.016 II 17.083 38.300 7696.7 6.36 7767.8 57.526 17.167 38.300 7569.4 6.32 7643.1 57.019 17.250 38.300 7416.3 6.27 7504.1 56.414 11 17.333 38.300 7223.4 6.21 7333.6 55.655 17.417 38.300 6998.3 6.15 7127.5 54.765 17.500 6769.5 6.05 6902.1 53.852 17.583 38.300 6554.0 5.95 6679.7 52.986 II 17.667 38.300 6354.8 5.86 64 71.2 52.184 17.750 38.300 6173.2 5.78 6279.5 51.452 17.833 38.300 6009.7 5.71 6105.5 50.792 11 17.917 38.300 5861.8 5.64 5955.9 50.144 18.000 38.300 5726.6 5.57 5822.7 49.483 18.083 38.300 5600.6 5.50 5692.9 48.847 18.167 38.300 5477.7 5.43 5567.5 48.228 II 18.250 38.300 5349.6 5.36 5442.0 47.592 18.333 38.300 5209.5 5.28 5309.5 46.903 18.417 38.300 5058.0 5.20 5166.1 46.158 II 18.500 38.300 4904.5 5.12 5018.6 45.373 18.583 38.300 4757.9 5.04 4877.1 44.552 18.667 38.300 4619.2 4.95 4739.6 43.723 18.750 38.300 4487.9 4.87 4603.9 42.924 II 18.833 38.300 4366.9 4.80 4475.2 4.73 4355.9 42.178 18.917 38.300 4256.4 41.493 19.000 38.300 4155.2 4.67 4246.4 40.864 19.083 38.300 4061.4 4.61 4145.7 40.284 19.167 38.300 3973.5 4.55 4052.2 39.742 mm 1-.�v „I6.„. ,38f0.o +.5o 3964. 39.233 I 19.333 38.300 3812.5 4.44 3882.1 38.753 19.417 38.300 3739.5 4.39 3B04.7 38.304 ,..., n 19.500 38.300 3671.4 4.35 3732.3 37.884 r^01 19.583 38.300 3607.5 4.30 3664.6 37.491 N� 19.667 38.300 3547.1 4.26 3600.9 37.120 19.750 38.300 3489.5 4.22 3540.6 36.768 19.833 38.300 3434.1 4.18 3483.2 36.430 19.917 38.300 3380.8 4.15 3428.0 36.106 I ---- ----- = == II END OF FLOOD ROUTING ANALYSIS II II II II II 11 II II II II II II II ~ - SAN SEVAINE BASINE N0.3 MODEL ' (INTERIM CONDITION 1 r(0$ 1 1 * ** ** *? ***** x*********************** 4•******* * * * ** * * * * *-* * * ** * * * * * * * * * * * * * ** F L O O D R O U T I N G A N A L Y S I S USING ORANGE /SAN BERNARDINO COUNTY UNIT - HYDROGRAPH (1986 MANUAL) Copyright 1983,1986 Advanced Engineering Software (aes) Ver. 2.7C Release Date: 6/07/87 Serial # I00895 _ Especially prepared for: RIVERTECH, INC. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * HYDROLOGIC MODELING OF WATERSHEDS DRAINING TO SAN SEVAINE BASIN NO. 3 * 10 - FOOT NOTCH AT RICH BASIN OUTLET I N T E R I M C O N D I T I O N S ' ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 100IN5.IN TIME /DATE OF STUDY: 23:59 9/ 6/1987 1 ** * * * * * * * * *. * * * * ** * * * * * * * * * * ** . * ** . *. * * * * * * * * * * * * * * * * *. * *. *. * * * * * * * * *. *. * *. FLOW PROCESS FROM NODE 5.00 TO NODE 50.00 IS CODE = 1 >: >:: >UN I T- HYDROGRAPH ANALYSIS <; .:, <; <:: 1 (UNIT - HYDROGRAPH ADDED TO STREAM #1) *USER ENTERED "LAG" TIME r .310 HOURS 1 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 26.882 ' WATERSHED AREA = 432.000 ACRES PASEFLOW .000 CFS /SQUARE -MILE VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .000 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .200 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .800 VALLEY( UNDEVELOPED /DESERT): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .522 LOW LOSS FRACTION = .350 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .66 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.14 1 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.80 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.37 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 10.20 ' *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .728 30- MINUTE FACTOR = .722 I 1 -HOUR FACTOR - .723 II 3 -HOUR FACTOR = .948 6 --HOUR FACTOR = .976 24 -HOUR FACTOR = .985 F1 II RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 II I UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH II NUMBER MEAN VALUES ORDINATES(CFS) 1 2.994 156.446 2 13.129 529.495 II. 3 30.700 917.991 4 46.234 811.545 5 56.818 552.981 II 6 63.240 335.516 7 68.057 251.683 8 71.987 205.311 9 75.302 173.198 II 10 78.100 80.454 146.190 11 122.954 12 82.490 106.368 13 84.194 89.026 14 85.640 75.551 15 86.936 67.699 16 88.020 56.651 1 17 88.986 50.462 18 89.915 48.521 19 90.813 46.938 20 91.569 39.472 21 92.286 37.504 22 92.972 35.834 23 93.634 . 34.558 I 24 94.233 31.333 25 94.804 29.831 26 95.321 27.003 27 95.798 24.895 II 28 96.228 22.484 29 96.684 23.808 30 97.150 24.330 II 31 97.439 15.129 32 97.654 11.236 33 97.869 11.230 34 98.084 11.248 II 35 98.299 11.224 36 98.514 11.236 37 98.729 11.236 II 38 98.908 9.341 39 99.012 5.405 40 99.113 5.284 41 99.217 5.454 II 42 99.318 5.284 43 99.419 5.284 44 99.521 5.284 45 99.622 5.284 46 99.723 5.284 47 99.824 5.284 48 99.925 5.284 II 49 100.0n0 3.912 1 - TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 122.1042 ����n II TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 239.4640 '' II - _____ ______-= II 2 4 - H O U R S T O R M RUNOFF HYDROGRAPH I HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~~ II TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 45O.O 600.0 15.083 125.1342 218.44 . . 0 V . . 15.167 126.6567 221.07 . . 0 .V . . II 15.250 128.1979 223.77 . . 0 .V . . 15.333 129.7579 226.52 . . 0 .V ~ . 15.417 131.3041 224.51 . . 0 .V . . I 15.500 132.7575 211.03 . . 0 . V 15.583 134.0392 186.09 . . 0 • V ^ ^ ^ 15.667 135.1807 165.75 . .0 . V ' ' ^ II 15.750 136.2533 155.74 . 0 . V �I 15.833 137.3237 155.42 . 0 . V ' ^ - 15.917 138.4474 163.16 . 0 . V . . 16.000 139.7007 181.98 . . 0 . V . . I 16.083 141.5663 270.9O . . Q . V 16.167 144.5842 438.18 . . . V Q. . 16.250 148.6359 588.31 . . . V . Q. 16.333 152.2795 529.06 . . . V . 0 . ^ II 16.417 155.0905 408.16 . . V Q 16.500 157 2795 817 84 ^ ^ ^ ^ . . .0 V , , 16.583 159.3212 296.45 . . . Q. V . . 16.667 161.3251 290.96 . . Q. V . . II 16.750 163.2917 285.55 . . Q. V . . 16.833 165.1980 276.79 . . 0 . V . . 16.917 167.0430 267.89 . . 0 . V . . I 17.000 168.8406 261.02 . ' Q V 17.083 170.5776 252.21 . . Q ^ V ^ ^ 17.167 172.2393 241.27 . . 0 ' V . ' 17.250 173.8132 228.53 . . 0 . V. . II 17.333 175.2960 215.31 . . Q . V. . 17.417 176.7151 206.04 . . 0 . V. . 17.500 178.0937 200.18 . . 0 . V. . I 17.583 179.4373 195.09 . . 0 V 17.667 180.733O 188.14 . . 0 ^ V. ^ 17.750 181.9970 183.54 . . 0 . V 17.833 183.2324 179.38 . .0 . V . I 17.917 184.4440 175.91 . .Q V 18.000 185.6275 171.85 . .0 ^ .V ^ I ******* ********************************************************************* FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 5 >> CHANNEL ROUTING BY THE CONVEX METHOD-,c-.<4. �� _-___ II II THE N5D I : E D 0 -- ROUTING COEF 1 .[ L .[ENT I S EST I MA'JED I M ORDER TO ROUTE THE STREAM I INFLOW HYDROGRAPH BY 5-MINUTE INTERVALS(Re 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 2 = 5.0r1 II UPSTREAM ELEVATION = 1940).00 DOWNSTREAM ELEVATION = 1705.00 CHANNEL LENGTH(FT) = 5600.00 MANNINGS FACTOR = .035 II CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 588.31 II AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 429.67 CHANNEL NORMAL VELOCITY FOR O = 429.67 CFS = 9.50 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .848 II MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .749 II CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW I TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 15.083 218.4 213.0 II 15.167 221.1 215.8 15.250 223.8 218.4 15.333 226.5 221.1 15.417 224.5 223.8 ' 15.500 211.0 225.3 15.583 186.1 221.4 15.667 165.7 207.4 li II 15.750 155.7 186.4 15.833 155.4 168.4 15.917 163.2 158.8 16.000 182.0 . 158.2 1 16.083 270.9 166.6 16.167 438.2 200.3 16.250 588.3 294.9 16.333 529.1 439.6 II 16.417 408.2 536.2 16.500 317.8 500.7 16.583 296.5 408.9 II 16.667 291.0 335.4 16.750 285.6 304.9 16.833 276.8 293.1 16.917 267.9 285.3 I 17.000 261.0 276.7 17.083 252.2 268.4 17.167 241.3 260.7 II 17.250 228.5 251.6 17.333 215.3 240.7 17.417 206.0 228.3 17.500 200.2 216.3 II 17.583 195.1 207.1 17.667 188.1 200.7 17.750 183.5 194.8 17.833 179.4 188.7 II 17.917 175.9 183.8 18.000 171.9 179.6 II 4 IMMIIIIMIIIM ���4�*�*�.��������****� �����***�*****��******��*** ��*** � II FLOW PROCESS FROM NODE 6.00 TO NODE 60.00 IS CODE = 1 117 >>>>> UNIT-HYDROGRAPH ANALYSIS<<<<< I _______ (UNIT-HYDROGRAPH ADDED TO STREAM #2) . *USER ENTERED "LAG" TIME = .270 HOURS V� UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES II UNIT INTERVAL PERCENTAGE OF LAG-TIME = 30.864 WATERSHED AREA = 478.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE I VALLEY(DEVELOPED): " "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 ~- FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .100 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .600 VALLEY(UNDEVELOPED/DESERT): -- "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .300 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .552 LOW LOSS FRACTION = .407 I *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .60 I SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.06 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.31 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.60 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.20 = *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: I 5-MINUTE FACTOR = .728 30-MINUTE FACTOR = .728 1-HOUR FACTOR = .728 3-HOUR FACTOR = .948 I 6-HOUR FACTOR = .976 24-HOUR FACTOR = .985 , RUNOFF HYDROGRAPH LISTING LIMITS: I MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 II UNIT HYDROGRAPH DETERMINATION I/ _ INTERVAL ''S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDlNATES(CFS) II 1 3.474 200.845 2 16.363 745.077 3 36.396 1158.036 I 4 52.879 952.880 5 62.438 552.583 6 68.591 355.669 7 73.157 263.999 I 8 76.873 214.813 9 79.922 176.268 10 82.448 145.998 I 11 84.538 120.807 12 86.310 102.471 13 87.809 86.639 14 89'080 73.462 - l ■ .!_ 90'L86 63.920 �� z6 91.245 61.260 V� 17 9 2.220 56.327 18 93.046 47.772 rt13 19 93.820 44.752 �� 20 94.552 42.294 21 95.188 36.758 22 95.766 33.433 I 23 96'300 30.840 24 96.780 27.746 25 97.252 27.285 26 97.749 28.760 I 27 98.067 18.403 28 98.253 10.702 29 98.438 10.702 30 98.623 10.711 II 31 98.808 10.703 ~~ 32 98.993 10.711 . 33 99.161 9.684 I 34 99.256 99 5.496 35 99.343 5 O22 . . 36 99.435 5.338 37 99.522 5.022 38 99.609 5.022 �� 39 99.696 5.022 40 99.783 5.022 I 41 99.870 5.022 42 99.956 5.022 43 100.000 2.517 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 141.6655 I TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 219.1908 II II • II II II II ow 1 |\44 i II 2 4 - H O U R S T O R M ,� RUNOFF HYDROGRAPH I ____ = _ _ _ _____ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~- TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 �� _L 15.083 114.4622 206.58 . .0 V . 15.167 115.9026 209.15 . .0 .V . . II 15.250 117.3612 211.79 . ' Q .V . . 15.333 118.8391 214.59 . . 0 .V . . 15.417 120.3013 212.31 . . 0 .V . . I 15.5OO 121.6518 196.09 . .Q . V 15.583 122.8219 169.91 . Q . . V . . 15.667 123.8589 150.56 . 0 . . V . . 15.750 124.8503 143.96 . 0 . . V . . . �� 15.833 125.8548 145.85 . 0 . . V . �� 15.917 126.9278 155.81 . 0 . . V . . 16.000 128.1538 178.01 . 0 . V . . 16.083 130.0808 279.80 . . 0 . V . . II 16.167 133.4614 490.86 . . . V 0 . . 16.250 137.7992 629.85 . . . V . Q . 16.333 141.4878 535.59 . . . V 0 . �� 16.417 144.0677 374.60 . . .Q V . . �� 16.500 146.1486 302.15 . . 0 . V . . 16.588 148.0996 283.29 . , . 0 . V . . 16.667 150.0155 278.18 . . 0 . V . . II 16~750 151.8677 268.95 . . Q . V . . 16.833 153.6522 259.10 . . 0 . V . . 16.917 155.3725 249.79 . . 0 . V . . I 17.000 157.O423 242.47 . . Q . V 17.083 158.6554 234.22 . ' 0 . V . . 17.167 160.1865 222.32 . . 0 . V. . 17.250 161.6194 208.05 . .0 . V. . . II 17.333 162.9790 197.41 . .Q . V. 17.417 164.2794 188.82 . 0 . V. . 17.500 165.5218 180.41 . 0 . V . 17.583 166.7259 174.82 . Q. ., V . II 17.667 167.8972 170.08 . Q. . V . 17.750 169.0312 164.65 . Q. . V . 17.833 170.1344 160.18 . Q. . .V . I 17.917 171.2104 156.23 . 0 . . .V . �� 18.000 172.2599 152.40 . 0 . . .V . **************************************************************************** 1 FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 7 11 >>>>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< II ^ *+***** I FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 11 > >>>>VIEW STREAM NUMBER 1 HYDROGRAPH <<<<< ������ � ___ . .~, I STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 15.083 236.6084 419.62 . . 0 V . , II 15.167 239.5347 424.91 . . Q V . . 15.250 242.4976 430.21 . . 0 .V . . 15.333 245.4981 435.66 . . 0 .V . . 15.417 248.5015 436.09 . . 0 .V . II 15.500 251.4039 421.43 . . Q .V . ,~ 15.583 254.0985 391.27 . . Q . V . ' 15.667 256.5639 357.97 . . 0 . V . , 15.750 258.8389 330.33 . . 0 . V . , m� 15.833 261.0034 314.28 . Q V l . ~ . f 15.917 263.1704 314.66 . . 0 . V . 16.000 265.4860 336.22 . . 0 . V . . 11 16.083 268.5605 446.41 . . 0 . V . . 16.167 273.3204 691.14 . . . V 0 . . 16.250 279.6888 924.70 . . . V . 0 . II 16.333 286.4051 975.20 . . . V Q . . 1 292.6779 910.81 . . . V . Q . 16.500 298.2073 802.87 . . . V . 0 . 16.583 302.9744 692.18 . . . VQ . . . I 16.667 30720O0 613.55 . . . Q V 16.750 311.1518 573.80 . . . 0 V . . 16.833 314.9548 552.20 . . . 0 V . . II 16.917 17.000 318.6397 322.2153 535.05 . . . .0 Q V . . 519.17 . V . . 17.083 325.6768 502.61 . . 0 V . . 17.167 329.0032 482.99 . . Q. V . . I 17.250 332.1689 459.67 . . Q . V 17.333 335.1862 438.10 . . 0 . V ^ ^ 17.417 338.0588 417.11 . , . Q . V. . 11 17.500 17.583 340.7906 343.4213 396.67 . . . Q . V. . 381.97 . 0 . V. . - 17.667 345.9747 370.74 . . Q . V . 17.750 348.4500 359.41 . . 0 . V . I 17.833 350.B524 348.83 . . Q . V 17.917 353.1941 340.02 . . 0 . V . 18.000 355.4807 332.02 . . 0 . .V ' . -- **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 40.00 IS CODE = 5 II >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOW<<<<< = = ==== === II 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, I Hydrology, Chapter 17, page 17-52, August,1972, U.S. Department of Commerce). �� ASSUMED REGULAR CHANNEL INFORMATION: U� m� BASEWlDTH(FT) = 25.00 CHANNEL Z = 5.00 UPSTREAM ELEVATION = 1705.00 II DOWNSTREAM ELEVATION = 1583.00 1 ' �H��nEL LE.1GT� r ' = MAH NlNG� F�CT�R = .035 II Ill z ROUTING COEFFICIENT ESTIMATED: I ^ MAXIMUM INFLOW(CFS) = 975 20 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 691.11 CHANNEL NORMAL VELOCITY FOR Q = 691.11 CFS = 9 . FPS CHANNEL ROUTING COEFFICIENT' .8z..8 ^ � T II MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5 UNIT INTERVALS IS CSTAR = .790 CONVEX METHOD CHANNEL ROUTING RESULTS: I MODEL INFLOW OUTFLOW TIME (STREAM 1) (STREAM 1) ~~ (HRS) (CFS) (CFS) 15.083 419.6 410.9 I 15.167 424.9 416.3 15.250 430.2 421.7 / 15.333 435.7 427.0 / 15.417 436.1 432.4 I 15.500 421.4 435.2 15.583 391.3 428.3 15.667 358.0 407.2 I 15.750 330.3 ^ 377 4 15.833 314.3 347.7 15.917 314.7 325.7 16.000 336.2 316.9 �� 16.083 446.4 326.3 16.167 691.1 391.2 16.250 924.7 561.6 16.333 975.2 ^ 784 9 �� 16.417 910.8 921.5 16.500 802.9 930'6 16.583 692.2 859.0 II 16.667 613.6 757 3 . 16.750 573.8 665.1 16.833 552.2 , 603.8 16.917 535.1 568.9 II 17.000 519.2 546'8 17.083 502.6 529.3 17.167 483.0 512.7 17.250 459.7 ^ 494 6 �� 17.333 �38.1 473.3 17. 417.1 451.4 17. 5V0 396.7 430.0 � � 17.583 382.0 409.2 - 17.667 370.7 391.7 17.750 359.4 378.2 I 17.833 348.8 ^ 366 4 17.917 340.0 3554 18.000 332.0 345.6 I ********************************* ******'******************************* ***** FLOW PROCESS FROM NODE 4.00 TO NODE 40.00 IS CODE = 1 II >>>>> UNIT-HYDROGRAPH ANALYSIS<<<< -- == ____ __=- ____ II (UNIT ADDED TO STREAM #3) *USER ENTERED "LAG" TIME = .410 HOURS II � - U R R H �IT HY �OGAP 7IME UNIT = 5.V � o0 DNU7ES I UNIT INTERV PERCENTAGE OF LAG-TIME = 20.325 � WATERSHED AREA = 1111.0O0 ACRES � / >-1 BASEFLOW = .0 CFS/SQUARE-MILE �� VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 I V O FOOTHILL ^S"-CURE PERCENTAGE�DECIMAL NOTATICN) = .10 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = 600 �m ^ VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .3 MAXIMUM WATEPSHED LOSS RATE(INCH/HOUR> = .574 II LOW LOSS FRACTION = .421 *HYDROGRAPH MODEL 41 SPECIFIED* I SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .64 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.09 ~- SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.35 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.80 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.25 -- SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.4(1 ^ > *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: I 5-MINUTE FACTOR = .728 30-MINUTE FACTOR = . 1-HOUR FACTOR = .728 I 3-HOUR FACTOR = .948 6-HOUR FACTOR = .976 24-HOUR FACTOR = .985 II RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 II MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ===____ ==____ _ _____=____________=======_ ________~ II UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH , UNIT HYDROGRAPH II NUMBER MEAN VALUES ORDINATES(CFS) 1 2.067 277.758 2 8.045 803.156 3 19.036 1476.858 �� 4 32.780 1846.556 5 44.932 1632.757 6 54.513 1287.326 II 7 60.794 843.942 8 65.492 631.238 9 69.126 488.353 I 10 72.156 407.098 11 74.802 355.459 12 77.132 313.011 13 79.177 274.790 I 14 80.971 241.049 15 82.573 215.236 16 83.971 187.839 17 85.229 169.144 I 18 86.360 151.935 19 87.345 132.366 20 88.296 127.675 I 21 89.020 105.383 22 89.812 98.313 23 90.528 96.282 II 1 71 4 91.PRO QP,q11 25 91'896 91'179 26 92.463 75.856 27 93.001 72.285 28 93.517 69.396 [=// 29 94.007 65.747 30 94.488 64.615 31 94.914 57.234 32 95.330 55.908 33 95.714 51.611 34 96.067 47.510 35 96.414 46.505 36 96.723 41.592 37 97.028 40.973 38 97.347 42.910 39 97.677 44.242 40 97.968 39.099 41 98.099 17.647 ~- 42 98.221 16.362 43 98.343 16.423 44 98.465 16.361 45 98.587 16.393 46 98.709 16.361 47 98.831 16.423 48 98.953 16.362 49 99.075 16.392 50 99.176 13.634 51 99.235 7.871 52 99.292 7.716 53 99.349 7.685 54 99.409 7.964 55 -99'466 7.685 56 99.523 7.685 . 57 99.580 7.685 58 99.637 7.685 59 99.695 7.685 60 99.752 7.685 61 99.809 7.685 62 99.866 7.685 63 99.923 7.685 64 99.981 , 7.685 65 100.000 2.617 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 347.1616 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 509.8041 ____ _ Fill *Y i ` ' / II ======________==========_____==============_____===_=============________= II 2 4 - H O U R S T O R M RUNOFF HYDRO GRAPH ==== �� HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ~- II TIME(HRS) VOLUME(AF) Q(CFS) 0. 3C0.0 600.0 900.0 1200'0 ----- - ---- 15.083 254.1979 493.13 . . 0 V. ' . ' I 15.167 257.6366 499.29 . . Q V 15.250 261.1169 505.34 . . 0 V . . 15.333 264.6382 511.30 . . 0 V . . 15.417 268.1471 509.49 . . 0 .V . . . I 15.500 271.5444 493.29 ' . Q .V . 15.583 274.7070 459.21 . . 0 .V . . 15.667 277.5779 416.85 . . 0 .V . . 15.750 280.2197 383.59 . . Q .V . . II 15.833 282.7284 364.26 . . 0 . V ' . 15.917 285.2431 365.14 . . 0 . v ' ' 16.000 287.9075 386.86 . . 0 . V . . I 16.083 291.5565 529.84 . . Q . V 16.167 296.8588 769.90 . . . V 0 . ^ 16.250 304.0648 1046.31 . . . V . 0 . 16.333 312.1707 1176.98 . . . V . Q. 16.417 319.5561 1072.36 . . . V . 0 �� . 16.500 325.8967 920.65 . . . V 0 . 16.583 331.0928 754.48 . , . . 0 . . II 16.667 16.750 335.8622 340.4012 692.52 . . . . 0 V . . 659.07 . .0 V . . 16.833 344.8432 644.97 . . .0 V . . 16.917 349.2055 633.41 . . .0 v ' ' . I 17.000 353.4842 621.27 . . Q V . 17.083 357.6542 605.48 . . 0 V . . 17.167 361.6782 584.28 . . Q. V ' . 17.250 365.5176 557.49 . . 0 . V . . II 17.333 369.1334 525.00 . . Q . V . . 17.417 372.5543 496.72 . . 0 . V. . 17.500 375.8073 472.34 . . 0 . V. . I 17.583 3789179 451.67 . . Q . V. 17.667 381.9366 438.32 . . 0 . V. . 17.750 384.8308 420.23 . . 0 . V . 17.833 387.6466 403.85 . . 0 . V . . I 17.917 390.4015 40001 . . Q . V 18.000 393.0959 391.23 . . 0 . V . I **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 7 _ _ �� >>> >>STREAM NUMBER 3 ADDED TO STREAM NUMBER 1<<<<< �� _ ____==_ _ _ _ _ _ ___________=============== II .+.*°***+*+-°**,*.*°*+*�++°+,**-*�*--***+* I FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS LODE = 11 _____ />>> -VIEW STREAM NUMBER 1 HYDROGRAPH <<<<< ��\2b �=�=_____===__________=========_=_=_ 4� STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) I TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 __________ ____ 15.083 486.1819 903.98 . . 0 V . . II 15.167 492.4879 915.62 . . 0 V . . 15.250 498.8722 927.01 . . 0 V . . 15.333 505.3341 938.27 . . 0 V . ~ �� 15.417 511.8206 941.85 . . Q V �� 15.500 518.2151 928.48 . . 0 ^ ' ^ 15.583 524.3275 887.51 . ' 0 .V . ' II 15.667 15.750 530.0031 535.2440 824.10 . . . 0 0 .V . 760.97 . . V . ^ 15.833 540.1475 711.99 . . 0 . V . . 15.917 544.9051 690.81 . . 0 . V . , II 16.000 549.7517 703'73 . . Q �V 16.083 555.6479 856.13 . . Q ^ V ' ^ . 16.167 563.6446 1161.11 . . . 0 ' . 16.250 574.7183 1607.90 . . . V . Q . I 16.333 588.2300 1961.90 ' . . V ' Q. 16.417 601.9619 1993.86 . . . V . Q. 16.500 614.7112 1851.21 . . . V . 0 . 16.583 625.8236 1613.52 . . . V . 0 . �� 16.667 635.8088 1449.85 . . . V 0 . . 16.750 644.9286 1324.20 . . . 0 . ' 16.833 653.5289 1248.76 . . . 0 V . . I 16.917 661.8094 1202.32 . . . 0 V 17.000 669.8542 1188.10 . . ' Q V ^ ^ 17.083 677.6695 1134.78 . . . 0 V . . 17.167 685.2246 1097.00 . . .Q V . . 17.250 692.4702 1052.06 . . .Q V . . -- 17.333 699.3458 998.34 . . Q. V . . 17.417 705.8753 948.08 . , . 0 . V. . 17.500 712.0398 902.35 . . 0 . V. . II 17.583 718.0189 860.90 . . 0 . V. . 17.667 723.7352 830.01 . . 0 . V. . 17.750 729.2340 798.43 . . 0 . V . I 17.833 734.5735 775.29 . . Q V ' l7.917 739.7761 755.42 . . 0 . V ' 18.000 744.8510 736.88 . . 0 . V . II **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 3 �� �� >>>> FLOW-THROUGH DETENTION BASIN ROUTING<<<< __________ -" ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: I SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 I . SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 II BASIN DEPTH VERSUS OUTFLOW AND gTDRAGF INFORMATTON � ` __ I/ iNTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) :AF) 1 .00 .00 _000 f 2 '66 16.40 .020 �� 3 1.66 65.20 .270 4 2.66 13P'n0 1.1q() I 6 5 3.66 213'60 2.680 4.66 306'80 4.300 7 6.66 524.20 7.850 8 11.66 1214.40 18.580 9 16.66 2074.00 37.160 II 10 21.66 3074.60 69.810 II INFLOW (STREAM 1) | | V __effective depth �� | (and volume) � � � � | � � | | v } detention 1<-->| outflow | basin : } u� ----- } ^ | \ � | storage | basin outlet V I/ OUTFLOW (STREAM 1) II BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE -- (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 10.083 .000 4 5.52 399.1 5.823 -- II 10.167 .000 405.8 5.54 401.1 5.856 10.250 .000 407.9 5.56 403.1 5.889 10.333 .000 410.1 5.57 405.1 5.923 10.417 .000 412.2 5.59 407.2 5.957 I 10.500 .000 414.5 5.61 409.4 5.992 10.583 .000 416.7 5.63 411.5 6.028 10.667 .000 419.1 5 413.8 6.065 II 10.750 .000 421.4 5.68 416.0 6.1O2 10.833 .000 423.8 5.70 418.3 6.140 10.917 .000 426.3 5.72 420.7 6.179 11.000 .000 428.8 5.74 423.1 6.219 �� 11.083 .000 431.3 5.76 425.5 6.258 11.167 .000 434.0 5.79 428.0 6.299 11.250 .000 436.6 5.81 430.5 6.341 �� 11.333 .000 439.3 5.83 433.1 6.384 �� 11.417 .000 442.1 5.86 435.8 6 11.500 .000 445.0 5.88 438.5 6.473 11.583 .000 447.9 5.91 441.3 6.518 I 11.667 .000 450.9 5.94 444.1 6.565 11.750 .000 453.9 5.96 447.0 6.613 11.833 .000 457.1 5.99 450.0 6.662 I 11.917 .0O0 460.3 6.02 453 0 6 712 . ~ 12.000 .000 463.6 6.05 456.1 6.764 12.083 .000 467.5 6.08 459.4 6.820 II 12'167 '000 472'p 6'12 463'2 6.887 /__________ 12.2!: .000 +60'5 :: 407'4 0.47/1 �� �2.333 .000 49.).1 6.23 4�3.9 7'085 12.417 .000 500.0 6.30 481.3 7.214 12.500 .000 509.5 6.38 489.5 7.352 ,...,,n �� 12.583 .000 518'0 6.46 497.9 7 490 �� 12'667 .000 525.5 6.53 506.2 7 12.750 .000 532.2 6.60 514.1 7.747 12.833 .000 538.4 6.67 521.5 7.864 I 12.917 .0O0 544.3 6.72 528.6 7.972 13.000 .000 550.1 6.76 535.3 8.074 13.083 .000 555.8 6.81 541.7 8.171 13.167 .000 561.5 6.85 547.9 8.265 II 13.250 .000 567.1 6.90 553.8 8.356 13.333 .000 572'2 6.94 559.7 8.447 13,417 .000 578.6 6.98 565.5 8.537 13.500 .000 584.5 7.02 571.3 ^ 8 628 �� 13.583 .000 590.5 7.07 577.2 8.719 13.667 .000 596.6 7.11 583.1 8.812 13.750 .000 602.9 7.15 589.2 8.907 I 13.833 .000 609.4 7.20 595.3 9.004 13.917 .000 616.2 7.24 601.7 9.104 14.000 .000 623.2 7.29 608.2 9.207 14.083 .000 633.5 7.35 615.5 9.331 �� 14.167 .000 650.7 7.43 625.1 9.507 14.250 .000 678.5 7.56 639.5 9.776 14.333 .000 714.8 7.73 660.2 10.152 10.598 II 14 . 4 17 .0O0 751.4 7.94 686.6 14.500 .000 784.2 8.16 716.1 11.067 14.583 .000 810.5 8.37 745.5 11.515 14.667 .000 832.1 8.56 773.0 11.922 I 14.750 .000 850.0 8.73 797.7 12.282 14.833 .000 865.3 8.87 819.4 12.598 14.917 .000 879.1 9.00 838.6 12.877 15.000 .000 891.9 9.12 855.6 13.127 �� 15.083 .000 904.0 9.22 871.0 13.354 15.167 .000 915.6 9.32 885.0 13.565 15.250 .000 927.0 9.42 898.2 13.763 I 15.333 .000 938.3 9.50 910.7 13.953 15'417 .000 941.8 9.57 921.3 14.095 15.500 .000 928'5 9.58 926.4 14.109 15.583 .000 887.5 9.47 919.7 13.888 0� 15.667 .000 824.1 9.24 896.5 13.389 15.750 .000 761.0 8.93 858.8 12.715 15.833 .000 712.0 8.60 814.4 12.009 11.440 I 15.917 .0O0 690.8 8.33 773.4 16.000 .000 703.7 8.20 745.8 11.150 16.083 .000 856.1 8.51 758.2 11.825 16.167 .000 1161.1 9.51 849.0 13.974 I 16.250 .000 1607.9 11.33 1043.2 17.863 16.323 .000 1961.9 12.73 1282.9 22.539 16.417 .000 1993.9 13.68 1479.5 26.082 16.500 '000 1851.2 14.14 1601.3 27.803 I 16.583 .000 1613.5 14.10 1637.3 27.639 16.667 .000 1449.8 13.80 1608.3 26.548 16.750 .000 1324.2 13.39 1547.5 25.010 23.447 I 16.833 .000 124B.8 12.97 1475.7 16.917 .000 1202.3 12.59 1407.0 22.038 17.000 .000 1168.1 12.26 1346.0 20.812 17.083 .000 1134.8 11.97 1292.5 19.726 I 17.167 .000 1097.0 11.70 1244.0 18.713 17.250 .000 1052.1 11.28 1191.0 17.757 17.333 .000 998.3 10.85 1131.9 16.837 17.417 .000 948.1 10.44 1074.3 15.968 �� 17.500 .000 902.3 10.06 1020.2 15.156 17.583 .000 960.9 9.71 970.0 14.404 II 17.667 '000 830'0 9'41 p24'R 13.752 / -- 1-.-50 .00. 7-; 3,' , - 9 884 13.157 I 1 .000 775.3 8'9O 849'2 12'��8 17.917 .00O 755.4 8.69 818.8 12.212 18.000 .000 736.9 8.51 792.5 11.829 12S II 1883 ' 000 719 8.35 769.1 11 18.167 .000 697.3 8.19 747.1 11.144 18.250 .000 673.9 8.04 725.7 10.821 18.333 .000 657.9 7.89 704.9 10.498 I 1B.417 .000 636.0 7.74 683'9 10.168 18.500 .000 617.1 7.59 663.1 9.851 18.583 .000 599.0 7.45 643.1 9.547 18.667 .000 585.2 7.32 624.6 9.275 II 18.750 .000 571.8 7.21 607.9 9.O27 18.833 .000 558.1 7.10 592.3 8.791 18.917 .000 545.3 7.00 577.6 8.569 I 19.O00 .000 533.0 6 90 563 7 8 358 19.083 .000 524.0 6 55O 8.173 19.167 .000 516.7 6.74 539.8 8.013 19.250 .000 509.0 6.67 530.1 7.869 I 19.333 .000 498.6 6.58 520.7 7.716 19.417 .000 482.4 6.48 510.2 7.525 19.500 .000 474.1 6.38 499'0 7.353 II 19.583 .000 467'3 6 30 489 2 7 203 19.667 .000 460.7 6.22 480 7.067 19.750 .000 453.8 6.15 472.3 6.939 19.833 .000 447.5 6.08 464.8 6.820 II 19.917 .000 441.9 6.02 457.8 6.711 **************************** II FLOW PROCESS FROM NODE 40.00 TO NODE 80.00 IS CODE = 5 _ - >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< II . THE MODIFIED C 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) = 14.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1584.00 ;� DOWNSTREAM ELEVATION = 1526.00 CHANNEL LENGTH(FT) = 3000.00 MANNINGS FACTOR = .015 II CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1637.31 ^ AVERAGE FLOWRATE IN EXCESS OF 5O% MAXIMUM INFLOW = 1O96 48 �� CHANNEL NORMAL VELOCITY FOR Q = 1096.48 CFS = 23.60 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .933 I MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .996 II CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW I TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS> 15.083 871.0 844.8 II 15.187 885'0 87q'4 l'5.2;, 87G'2 3��'� II 15'333 910.7 905'7 15.417 921.3 917.1 15.500 926'4 924.3 F1��.� II 15.3 919.7 922.3 ' 15.667 896'5 905.8 15.750 858.8 873.9 15.833 814.4 832.2 I 15'917 773'4 7898 16.000 745.8 756.9 16.083 758.2 753.3 16.167 849.0 812.9 I 16.250 1043.2 965.8 16.333 1282.9 1187.2 16.417 1479.5 1400.9 I 16.500 1601.3 1552.5 16'583 1637.3 1622.8 16.667 1608.3 1619.8 16.750 1547.5 1571.7 16.833 1475.7 1504.4 �� 16.917 1407.0 1434.5 17.000 1346.0 1370.4 17.083 1292.5 1213.9 �� 17.167 1244.0 1263.4 17.250 1191.0 1212.2 17.333 1131.9 1155.5 1097.3 I 17.417 1O74.3 17.500 1020.2 1041.9 17.583 970.0 990.1 17.667 924.8 942.9 I 17.750 884'7 900.7 17.833 849.2 863.4 17.917 818.8 831.0 I 18.000 792.5 803.0 ********************************************************************** I FLOW PROCESS FROM NODE 7.00 TO NODE 70.00 IS CODE = 1 >>>> , UNIT-HYDROGRAPH ANALYSIS <<< II ~ (UNIT-HYDROGRAPH ADDED TO STREAM #4) *USER ENTERED "LAG" TIME = .560 HOURS U� UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES II UNIT INTERVAL PERCENTAGE OF LAG-TIME = 14.881 WATERSHED AREA = 1110.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE I VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .100 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .200 I VALLEY(UNDEVELOPED/DESERT)" " "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .700 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .649 LOW LOSS FRACTION = .499 *HYDROGRAPH MODEL #1 SPECIFIED* I _- SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .61 II SPECIFIED PEAK . 30-MINUTES RAINFALL(INCH) = 1 05 � �� SPECIFIED PEAK 1-HOUR RAINFALL( INCH) = 1.30 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.55 II SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.80 II E3FEC I F I ED FEAF 24 -HOUR RAINFALL (I NCH i = 9.20 II *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: riz S 5- MINUTE FACTOR = .728 30- MINUTE FACTOR = .728 1 -HOUR FACTOR = .728 I 3 -HOUR FACTOR = .948 6 -HOUR FACTOR = .976 24 -HOUR FACTOR = .985 II RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME (HOURS) FOR BEGINNING OF RESULTS = 15.0O MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION II INTERVAL "S" GRAPH UNIT HYDROGRAPH II NUMBER MEAN VALUES ORDINATES(CFS) 1 1.324 177.789 2 4.611 441.182 I 3 4 9.890 708.664 17.547 1027.855 5 27.080 1279.796 6 37.038 1336.685 II 7 47.490 1403.120 8 55.619 1091.175 9 61.468 785.190 1/ 10 65.921 597.846 11 69.449 473.567 12 72.262 377.637 13 74.593 312.904 II 14 76.751 289.647 15 78.611 249.696 16 80.319 229.351 II 17 81.847 205.073 18 83.235 186.357 19 84.527 173.485 20 85.659 151.940 1 21 22 86.701 139.879 87.626 124.088 23 88.518 119.721 II 24 89,369 114.334 25 90.069 93.969 26 90.736 89.516 27 91.390 87.769 I 28 91.935 73.211 29 92.411 63.920 30 92.888 63.938 31 93.355 62.748 I/ 32 93.803 60.075 33 94.249 59.896 34 94.686 58.721 35 95.040 47.497 36 95.375 44.911 37 95.709 44.887 38 96.018 41.446 II 39 96.304 38.484 40 96.591 38.498 41 96.866 36.827 1/ 42 97.102 31 .696 43 97.335 31.293 44 97 ., AA 30.985 - ' II 45 97 754 25 323 . . 46 97.930 23.570 47 98.105 23.553 F\���� 48 98.275 22.838 ^ ~~ 11 49 98.439 21.953 9 8 602 21 50 21.953 , , 51 98.767 22.095 52 98.936 22.686 �� 53 99.106 22.757 54 99.274 22.608 55 99.342 9.137 I 56 99.372 3.996 57 99.402 3.996 II 58 99.431 3.995 59 99.461 3.996 60 99.491 3.989 61 99.521 4.002 62 99.550 3.989 63 99.580 4.003 �� 64 99.610 3.989 65 99.640 4.002 66 99.669 3.989 I/ 67 99.699 3.989 68 99.724 3.327 69 99.738 1.916 70 99.752 1.875 �� 71 99.766 1.889 72 99.780 1.889 73 99.794 1.875 I 74 99.810 2.043 75 99.823 1.875 76 99.837 1.874 I 77 99.851 1.874 78 99.865 1.875 79 99.879 1.874 80 99.893 1.875 I 8 99.907 1.874 1.874 99 921 1 82 ^ ^ 83 99.935 1.875 84 99.949 ^ 1.874 11 85 99.963 1.875 86 99.977 1.874 87 99.991 1.874 I 88 100.000 1.201 NI TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 402.7843 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 435.2256 II II II I/ A II II Fail II 2 4 - H O U R S T O R M 11 _ R U N O F F H Y D R O G R A P H = -__ HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) II r 0. 2` t> 450.0 675.0 900.0 TIME(HRS) VOLUME(AF) Q(CFS) 0. 2 5. 10.083 214.4687 363.62 0 V. 15.167 217.0120 369.29 Q V. 15.250 219.5938 374.87 . . 0 V • - li 15.333 222.2142 380.49 0 V w . 15.417 224.8479 382.42 0 V 1 227.4577 378.94 . . 0 V . 15.583 230.0085 370.37 . . 0 .V . II 15.667 232.4586 355.76 Q .V 10. 700 234.7820 337.35 • Q .V 15.833 236.9853 319.93 . . 0 .V - I/ 15.917 239.0898 305.57 0 .V + 16.000 241.1962 305.80 ▪ 0 • V 16.083 243.8234 381.48 . . 0 . V . 16.167 247.2244 493.83 . . .QV - II 16.250 251.4214 609.39 V 0 - 16.333 256.4999 737.40 • V • 0 • 16.417 262.2503 834.97 . . . V . 0 • 16.500 268.1516 856.87 . . V 0 16.083 274.1584 8 72.19 • V 0 16.667 279.3522 754.14 V 0 16.750 283.7865 643.85 . . . V 0 . - 16.833 287.7846 080.03 . QV 16.917 291.5392 545.16 • 0 V 17.000 295.1028 517.42 . . . 0 V - 17.083 298.5185 495.96 . . 0 V • II 17.167 301.8578 484.88 .0 V 17.250 305.0565 464.45 0 V 17.333 308.1349 446.99 . . Q. V - . I/ 17.417 311.0664 425.65 0 . V 17.500 313.8597 405.59 0 - V - 17.583 316.5200 386.28 . 0 . V. - 17.667 319.0439 366.47 . . 0 V. • 17.750 321.4702 352.29 0 V. II 17.833 323.8006 338.37 0 V. 17.917 326.0691 329.39 . 0 V. • I/ 18.000 328.2762 320.48 . 0 . V . *******•**************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * ** * ** II FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 2 : >: '.• - FLOWBY STRUCTURE ROUTING MODEL, <,<, 1/ _____ - _ ___ v II MODEL STREAM NUMBER + FLOWING PAST A FLOWBY STRUCTURE: FLOWRATES IN STREAM # 4 WHICH ARE GREATER THAN 540.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. II FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 5 tc >28 INFLOW INFLOW I (STREAM 5) (STREAM 4) � � | � / flow excess | II 1, �� }< * <=flowby structure , 1 (flowby 0 = 540.0 cfs) | | �� | � �� | | V V STREAM 5 STREAM 4 I + FLOW EXCESS FLOWBY FLOWBY BASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY �� TIME (STREAM 5) (STREAM 4) (STREAM 5) (STREAM 4) (HRS) (CFS) (CFS) (CFS) (CFS) 15.083 .0 363.6 . 363.6 111 15.167 .0 369.3 '0 369.3 15.250 .0 374.9 .0 374.9 15.333 .0 380.5 .0 380.5 382.4 11115.417 .0 382.4 .0 � 15.500 . 378.9 .0 378.9 15.583 .0 370.4 .0 370.4 15.667 .0 355.8 .0 355.8 0� 15.750 .0 337.3 .0 337.3 ~� 15.833 .0 319.9 .0 319.9 15.917 .0 305.6 .0 305.6 II 16.00O .0 805.8 .0 305.8 16.O83 .0 381.5 .0 381.5 16.167 . 493.8 .0 493.8 16.250 .0 609.4 69.4 540.0 I 16.333 .0 737.4 197.4 540.0 16.417 .0 835.0 295.0 540.0 16.500 .0 856.9 316.9 540.0 I 16.583 .0 872.2 332.2 540.0 16.667 .0 754.1 214.1 540.0 16.750 . 643.9 103.9 540.0 16.833 .0 580.5 40.5 540.0 16.917 . 545.2 5.2 540.0 o� 17.000 .0 517.4 .0 517.4 17.083 .0 496.0 .0 496.0 17.167 .0 484.9 .0 484.9 17.250 .0 464.4 .0 464.4 -° 17.333 .0 447.0 .0 447.0 17.417 .0 425.6 .0 425.6 405.6 ii 17.500 .0 4O5.6 .0 17.583 .0 386.3 .0 386.3 17.667 .0 366.5 .0 366.5 17.750 .0 352.3 .0 352.3 II 17.833 .0 338.4 .0 338.4 17.917 .0 329.4 .0 329.4 18.000 .0 320.5 .0 320.5 II / *********************** -- FLOW PROCESS FROM NODE 70.O0 TO NODE 80.00 IS CODE = 5 II _ >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD:,-..,' �c\�1 _ _______=_________ ______ ___== _____==_________= il THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 4 INFLOW HYDROGRAPH BY 5-MINUTE INTERVALS(Reference: the Na Handbook , Hydrology, Engineering Handboo, Hydrology, Chapter 17, page 17-52, August,1972, I U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: I BASEWIDTH(FT) = 3.00 CHANNEL 2 = .50 UPSTREAM ELEVATION = 1570.00 DOWNSTREAM ELEVATION = 1526.00 II CHANNEL LENGTH(FT) = 2400.00 MANNINGS FACTOR = .015 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 540.00 �� AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 388.96 CHANNEL NORMAL VELOCITY FOR Q = 388.96 CFS = 19.00 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .918 li MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .994 II CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW =~ TIME (STREAM 4) (STREAM 4) (HRS) (CFS) (CFS) 16.083 381.5 352.0 I 16.167 493.8 449.8 16.250 540.0 521.7 16.333 540.0 539.9 I ~ 16 417 540.0 ^ 540.0 16.500 540.0 540.0 16.583 540.0 540.0 16.667 540.0 540.0 I 16.750 540.0 540.0 16.833 540.0 540.0 16.917 540.0 540.0 I 17.000 517.4 526.2 17.083 496.0 504.4 17.167 484.9 489.3 17.250 464.4 472.4 0� 17.333 447.0 453.8 u� 17.417 425.6 434.0 17.500 405.6 413.5 17.583 386.3 393.9 I 17.667 366.5 374.2 17.750 352.3 357.9 17.833 338.4 343.8 I 17.917 329.4 332.9 18.000 320.5 324.0 I ********************************************************** ***************** - FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 7 0� >>>>> STREAM NUMBER 4 ADDED TO STREAM NUMBER 1 �� = ======________===_ ___= ' - __ ___ II **************************************************************************** II FLOW PROCESS FROM NODE 80.00 TO NODE 8O.00 IS CODE = 6 P _ > >>>>STREAM NUMBER 2 CLEARED AND SET TO ZERO,, 1/ **************************************************************************** II FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 6 --- >>>>>STREAM NUMBER 3 CLEARED AND SET TO ZER0<<<<< _ I � *****************************************4********************************** I FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 6 >>>>>STREAM NUMBER 4 CLEARED AND SET TO ZERO- <-,, - **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 6 -- >> NUMBER 5 CLEARED AND SET TO ZER0<<<0< II **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 80.00 IS CODE = 1 I >>> >>UNIT-HYDROGRAPH ANALYSIS II (UNIT-HYDROGRAPH ADDED TO STREAM #2) *USER ENTERED "LAG" TIME = .490 HOURS . I UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 17.007 WATERSHED AREA = 119.000 ACRES °� BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): I "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 VALLEY(UNDEVELOPED/DESERT): I "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = 1.0O0 MAXIMUM WATERSHED LOSS RATE( INCH/HOUR) = .704 LOW LOSS FRACTION = .591 1 *HYDROGRAPH MODEL #1 SPECIFIED* ^ SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .60 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.03 SPECIFIED PEAK 1-HOUR RAINFALL( INCH) = 1.28 �� SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.79 II SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 8.50 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .728 I 30-MINUTE FACTOR = .728 � -1-1n/ /R F4rTOR = -7PP II 3 -HOUR FACTOR = .948 6 -HOUR FACTOR = .976 24 -HOUR FACTOR = .985 II � 13( RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 11 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 _____ II UNIT HYDROGRAPH DETERMINATION II INTERVAL NUMBER '8" GRAPH UNIT HYDROGRAPH MEAN VALUES ORDINATES(CFS) 1 1.482 21.326 II 2 5.409 56.519 3 12.066 95.803 4 21.550 136.486 II 5 33.131 166.668 6 45.323 175.471 7 55.497 146.417 8 62.723 103.986 li 9 67.990 75.811 10 71.862 55.725 11 74.813 42.462 12 77.332 36.253 13 79.510 31.350 14 81.450 27.919 15 83.151 24.474 I/ 16 84.697 22.256 17 86.100 20.190 18 87.315 17.489 19 88.378 15.287 II 20 89.398 14.687 21 90.394 14.338 22 91.188 11.429 II 23 91.937 10.770 24 92.662 10.431 25 93.233 8.229 26 93.778 7.833 II 27 94.317 7.758 28 94.831 7.396 29 95.341 7.345 30 95.827 6.988 I 31 96.212 5.540 32 96.585 5.381 33 96.945 5.173 II 34 97.255 4.462 35 97.561 4.406 36 97.850 4.152 37 98.090 3.461 38 98.328 3.428 39 98.546 3.130 40 98.717 2.469 41 98.888 2.449 r 42 99.058 2.446 43 99.228 2.446 44 99.397 2.446 ii 45 99.567 2,446 46 99.737 2.446 47 99.907 2.446 II 48 100.000 1 .333 P TOTAL SOIL -LOSS VOLUME (ACRE -FEET) = 47.t)771 TOTAL STORM RUNOFF VOLUME■ACRE -FEET) = 35.9317 r I13Z II 2 4 - H O U R S T O R M -- - R U N O F F H Y D R O G R A P H -� -_ -- HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) 0(CFS) 0. 25.0 50.0 75.0 110.0 II 15.083 17.3141 32.11 0 V. 15.167 17.5385 32.58 • 0 V• 15.250 17.7661 33.05 . . 0 V. li 15.333 17.9970 33.53 0 V 15.417 18.2289 33.66 • 0 V 15.500 18.4577 33.23 . . 0 V - 15.583 18.6794 32.19 . . 0 V . II 15.667 18.8898 30.56 28.57 . 0 -V 15.750 19.0866 .0 .V 15.833 19.2702 26.66 . 0 .V . I/ 15.917 19.44 70 25.67 0 .V 16,000 19.6275 26.22 0 .V 16.083 19.8709 35.34 . 0 . V 16.167 20.2146 49.91 . . O. V - . II 16.250 20.6684 65.90 V 0 16.333 21.2302 81.56 • V . 0 16.417 21.8670 92.48 . . . V . 0 . 16.500 22.5196 94.75 . V 0 - I 16.583 23.0940 83.40 • V 0 16.667 23.5616 67.90 VO 16.750 23.9622 58.17 . . 0 V . II 16.833 24.3198 51.92 0 V 16.917 24.6507 48.06 0. V 17.000 24.9694 46.26 . . 0 . V . 17.083 25.2761 44.54 . 0 . V . . 17.167 25,5720 42.96 0 V . 17.250 25.8545 41.03 0 V 17.333 26.1247 39.23 . . 0 . V. . II 17.417 26.3816 37.29 0 V. ; 17.500 26.6230 35.06 0 V. 17.583 26.8513 33.15 . . 0 . V. . 17.667 27.0718 32.02 . . 0 V II 17.750 27.2859 31.08 0 V 17.833 27.4882 29.38 .0 V 17.917 27.6849 28.55 . .0 - V II 18.000 27.8768 27.87 . .0 .V . * *. ** * * * * * *. * ** ************* * * * *. * *. *. * * * * * * * * * * * * * * * * * * * ** * * *. * * * * * * * * *. *. I FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 7 :- )•> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<.<<< ' __ ******************************* -- FLOW PROCESS FROM NODE 80'00 TO NODE 80.00 IS CODE = 11 _ __ >>>>> VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< 1=/ ���� II = _ ---------=----- - - -----= -- STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) _ I TIME(HRS) VOLUME(AF) Q(CFS) 0. 15.083 701.2314 1258.30 . 575.0 . 1150.0 V.Q 1725.0 2 . 15.167 710.0403 1279.06 . . V. 0 . . 15.250 718.9843 1298.67 . . V 0 . . I 15 333 728 O580 1317.51 . . V Q ~ ^ 15.417 737.2343 1332.40 . . V Q . . 15.500 746.4482 1337.86 . . V 0 . 15.583 755.5959 1328.24 . . .V 0 ~ , II 15.667 764.5338 1297.79 . . .VQ . . 15.750 773.1219 1246.99 . . .0 . . 15.833 781.2870 1185.58 . . QV . . 15.917 789.0468 1126.71 . . Q. V . . I 16.000 796.5458 1088.87 . . 0 . V . . 16.083 804.4014 1140.63 . . Q. V . . 16.167 813.4415 1312.61 . . . 0 . . I 16.250 824.1401 1553.44 . . . V Q 16.333 836.5966 1808.69 . . . V .0 . 16.417 850.6006 2033.38 . . . V . 0 . 16.500 865.6643 2187.25 . . . V . 0 . I 16.583 881.1338 2246.17 . . . V . Q. 16.667 896.4758 2227.67 . . . V . 0 . 16.750 911.4199 2169.88 . . . V . 0 . I y Q 16.833 925.B572 2096.30 . . . 16.917 939.7863 2022.51 . . . V . 0 . 17.000 953.1671 1942.88 . . . V . 0 . 17.083 965.9966 1862.85 . . . V . 0 . I 17.167 978.3630 1795.61 . . . V .0 . 17.250 990.2476 1725.64 . . . V 0 . Q 17.333 1001.6010 1648.56 . . . . . I 17.417 1012.4040 1568.62 . ^ . . QV . . 17.500 1022.6690 1490.38 . . . 0 V . . 17.583 1032.4280 1417.07 . . . 0 V . ~ 17.667 1041.7200 1349.12 . . . 0 V. . �� 17.750 1050.6020 1289.69 . . . 0 V. . -- 17.833 1059.1190 1236.62 . . .0 V. . II 17.917 1067.3310 1192.44 . . 0 V. . 18.000 1075.2840 1154.83 . . 0 V . *************************************************************************** I FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 2 >> STRUCTURE ROUTING MODEL < <<<< _ I MODEL STREAM NUMBER 1 FLOWING PAST A FLOWBY STRUCTURE: N� FLOWRATES IN STREAM # 1 WHICH ARE GREATER THAN �� 580.0 CFS ARE ASSUMED TO BE EXCESS FLOWS. FLOW EXCESS IS ASSUMED TO BE ADDED TO STREAM NUMBER 3 II INFLOW INFLOW (STREAM 3) (STREAM 1) I | | II I flaw e'tcc:ss , •:; • - -* flawb•v structure II I (flawby 0 = 580.00 cfs) r l34 , il v STREAM 3 STREAM 1 + FLOW EXCESS FLOWBY II FLOWBY E(ASIN MODELING RESULTS: MODEL INFLOW INFLOW OUTFLOW FLOWBY TIME (STREAM 3) (STREAM 1) (STREAM 3) (STREAM 1) II (HF;S) (CFS) (CFS) (CFS) (CFS) 15.083 .0 1258.3 678.3 580.0 15.167 .0 1279.1 699.1 580.0 15.250 .0 1298.7 718.7 580.0 1 15.333 .0 1317.5 737.5 580.0 15.417 .0 1332.4 752.4 580.0 15.500 . 0 1337.9 757.9 580.0 I 15.583 .0 1328.2 748.2 580. 0 15.667 .0 1297.8 717.8 580.0 15.750 .0 1247.0 667.0 580.0 II 15.833 .0 1185.6 605.6 580.0 15.917 .0 1126.7 546.7 580.0 16.000 .0 1088.9 508.9 580.0 16.083 .0 1140.6 560.6 580.0 I 16.167 .0 1312.6 732.6 580.0 16.250 .0 1553.4 973.4 580.0 16.333 .0 1808.7 1228.7 580.0 16.417 .0 2033.4 1453.4 580.0 I 16.500 .0 2187.3 160 7.3 580.0 16.583 .0 2246.2 1666.2 580.0 16.667 .0 2227.7 1647.7 580.0 II 16.750 .0 2169.9 1589.9 580.0 16.833 .0 2096.3 1516.3 580.0 16.917 .0 2022.5 1442.5 580.0 17.000 .0 1942.9 1362.9 580.0 II 17.083 .0 1862.8 1282.8 580.0 17.167 .0 1795.6 1215.6 580.0 17.250 .0 1725.6 1145.6 580.0 II 17.333 .0 1648.6 1068.6 580.0 17.417 .0 1568.6 988.6 580.0 17.500 .0 1490.4 910.4 580.0 17.583 .0 1417.1 837.1 580.0 1 7.667 .0 1349.1 769.1 580.0 17.750 .0 1289.7 709.7 580.0 17.833 .0 1236.6 656.6 580.0 I 17.917 .0 1192.4 612.4 580.0 18.000 1154.8 574.8 580.C1 II * * ** * ** * * ** ** *** * ** * ** * ** * ** * * * ** * * * * * * ** * ** * * ** * ** * * ** * * * * * * * ** * ** * * ** * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 100.00 IS CODE = 5 ... : ::•) MODEL CHANNEL ROUTING BY THE CONVEX METHOD <: <: < I li THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5- MINUTE TN1ERVA1._.S(Ppferc -nce: thP NatinnA1 Ennineerinn Handh,oc'k. / II Hydrology, Chapter 17, page 17-52, August,1972, U.S. Department of Commerce). F1-55 ASSUMED REGULAR CHANNEL INFORMATION: II BASEWIDTH(FT) = 15.00 CHANNEL Z = 1.50 UPSTREAM ELEVATION = 1526.00 I DOWNSTREAM ELEVATION = 1472.00 CHANNEL LENGTH(FT) = 2800.00 MANNINGS FACTOR = .015 CHANNEL ROUTING COEFFICIENT ESTIMATED: I MAXIMUM INFLOW(CFS) = 1666.17 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1290.40 CHANNEL NORMAL VELOCITY FOR Q = 1290.40 CFS = 23.23 FPS I ESTIMATED CHANNEL ROUTING COEFFICIENT = .932 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE II UNIT INTERVALS IS CSTAR = .997 CONVEX METHOD CHANNEL ROUTING RESULTS: I MODEL INFLOW OUTFLOW TIME (STREAM 3) (STREAM 3) (HRS) (CFS) (CFS) I 15.083 678.3 669.9 15.167 699.1 691.2 15.250 718.7 711.3 15.333 737.5 730.4 I 15.417 752.4 746.8 15.500 757.9 755.8 15.583 748.2 751.9 15.667 717.8 729.3 N� 15.750 667.0 686.2 15.833 605.6 628.8 15.917 546.7 569.0 N� 16.000 508.9 523.2 - 16.083 560.6 541.2 16.167 732.6 667.8 16.250 973.4 ^ 882.5 I 16.333 1228.7 1132.3 16.417 1453.4 1368.4 16.500 1607.3 1549.0 I 16.583 1666'2 1643.8 16.667 1647.7 1654.6 16.750 1589.9 1611.7 16.833 1516.3 1544.1 I 16.917 1442.5 1470.4 17.000 1362.9 1393.0 I 17.083 1282.8 1313.1 17.167 1215.6 1241.0 17.250 1145.6 1172.1 17.333 1068.6 1097.7 17.417 988.6 1018.8 I 17.500 910.4 939.9 17.583 837.1 864.8 I 17.667 769.1 794.8 17.750 709.� 732.2 17.833 656.6 676.7 17.917 612.4 629.1 18.000 574.8 589.0 II **************************************************************************+ FLOW PROCESS FROM NODE 9.00 TO NODE 100.00 IS CODE = 1 II UNIT- HYDROCRAF'H - ANi �Lf S I S_ .___ - - - __.__._- •_ -____ __________- -__ _- __ _-__ II (UNIT - HYDROGRAPH ADDED TO STREAM #4) *USER ENTERED "LAG" TIME = .360 HOURS 11 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 23.148 11 WATERSHED AREA = 74.1100 ACRES BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 II FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .000 VALLEY(UNDEVELOPED /DESERT): I "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = 1.000 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .704 LOW LOSS FRACTION = .605 *HYDROGRAPH MODEL #1 SPECIFIED* I II SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .59 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.01 II SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.25 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.45 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.67 II SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 7.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .728 II 30- MINUTE FACTOR = .728 1 -HOUR FACTOR = .728 3 -HOUR FACTOR = .948 6 -HOUR FACTOR = .976 II 24 -HOUR FACTOR = .985 RUNOFF HYDROGRAPH LISTING LIMITS: II MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END' OF RESULTS = 18.00 II UNIT HYDROGRAPH DETERMINATION II INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) I/ 1 2.102 18.810 2 8.785 59.806 3 20.564 105.422 4 36.347 141.242 5 51.964 139.765 6 62.574 94.954 7 69.425 61.316 8 74.008 41.008 I 9 77.478 31.061 10 80.371 25.885 11 82.800 21.741 12 84.923 19.002 13 86.733 16.197 14 88.250 13.575 1/ 15 89.639 12.430 16 90.884 11.146 81.90 9.139 N� 18 92.852 8.471 �� 19 93.604 6'726 20 94.337 6.565 , �� \n�-Y 21 95.036 6.254 ' ` '° � I 22 95.716 6.082 23 96.258 4.855 24 96.765 4.535 N� 25 97.208 3.966 N� 26 97.625 3.729 27 97.988 3.250 28 98.312 2.900 29 98.597 2.551 �� 30 98.829 2.073 31 99.060 2.072 I 32 99.292 2.072 33 99.523 2.072 34 99.755 2.072 35 99.986 2.072 I 36 100.000 .123 II TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 27.4144 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 19.9538 II li II II II II II ___ �)��� II � ��^� �� |� I/ = �� = �� 24-HOUR STORM II RUNOFF HYDROGRAPH - - - HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 17.5 35.0 52.5 70.0 15.083 9.6227 19.62 . .0 V. . . I 15.167 9.7596 19.89 . .0 V. , , 15.250 9.8985 20.17 . .0 V. . . 15.333 10.0394 20.46 . .0 V . . . I 15.417 10.1803 20.45 . .Q V 15.500 10.3167 19.80 . .0 V . . 15.583 10.4438 18.46 . 0 V . . . 15.667 10.5584 16.63 . Q. .V . I 15.750 10.6614 14.97 . Q . .V . . 15.833 10.7595 14.24 . 0 . .V . . 15.917 10.8587 14.40 . 0 . .V . . . II 16 000 10 9663 15.62 . Q . .V . ^ ^ 16.083 11.1325 24.14 . . 0 . V . ^ 16 VQ ^ 16.167 11.4111 40.45 . . . ' ^ y 0 ^ . 16.250 11 8O81 57.64 . . . I ^ V Q 16 333 12.2889 69.81 . . . . ^ 16.417 V Q. 417 12.7559 67.81 . . . . ^ V Q ^ 16. 500 16 13.1075 51.05 . . . . ^ 0 V ^ 16 .583 13.3759 38.97 . . . . N� 16 13.6000 32.54 . . 0 . V . . 16.750 13.8073 30.10 . . 0 . V . . 16^833 14.006O 28.86 . . Q . V . . I 16917 14.1964 27.64 . . Q . V 17.000 14.3800 26.66 . . 0 . V . ^ 17^O83 14.�5�3 �5.45 . . 0 . V. . 17.167 14.7210 24.06 . . 0 . V. . I 17 14.8787 22.89 . . 0 . V. . 17.333 15.0263 21.43 . . 0 . V . 17 15.1620 19.71 . .0 . V . I ^ 18 67 Q V 17 500 15.2906 ^ ^ ^ 17.583 15.4110 17.49 . Q. . V . 17 15.5279 16.97 . Q. . .V . . V 17.750 15.6412 16.45 . Q. . . . ^ I 15 7515 16 01 Q ^ 17 833 ^ ^ . ^ . -- '--- �� V 15 8564 15 23 0 . . . II 17 917 . . . . . -- --_ 18.000 15.9582 14.78 . 0 . . . V . *************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 7 ~- >>>>>STREAM NUMBER 4 ADDED TO STREAM NUMBER 3<<<<< _ _ _ I iF #iFifie•ieir *** * * *tiE**.k ieie ie•it•*ietie k ieif irieit ie••k k k iFii *,..•if•ie * ktie•itt# k••iftie•k ##it•tit• o• *it t• ietie••k•4.**ti *4- k•it• *l4 3#•ti: FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 I S CODE = 11 r q II - - - ... • :.VIEW STREAM NUMBER 3 HYDROGRAPH<; y ; ` 3 II STREAM HYDROGRAPH I N FIVE-MINUTE INTERVALS (CFS) TIME(HRS) VOLUME(AF) 0(CFS) 0. 425.0 850.0 1275.0 1700.0 II 15.083 93.1601 689.47 . V. 0 . 15.167 98.0575 711.10 . V0 . I 15.250 103.0948 731.43 J 0 - 15.333 108.2660 750.85 .V 0 15.417 113.5498 767.22 .V 0 . 15.500 118.8913 775.59 . . V 0 . . . II 15.583 124.1965 7 70.32 V 0 15.667 129.3336 745.90 ▪ V 0 15.750 134.1623 701.13 . . V 0 . 15.833 138.5907 643.00 . . VO . - II 15.917 142.6083 583.36 G�V 16.000 146.3192 538.81 • 0 V 16.083 150.2126 565.33 . . 0 V . II 16.167 155.0902 708.23 VO . 16.250 161.5653 940.17 V . 0 16.333 169.8440 1202.08 . V 0 16.417 179.7356 1436.25 . . V . . 0 . II 16.500 190.7553 1600.07 . V. . 0 16.583 202.3446 1682.76 V 0. 16.667 213.9637 1687.09 . • V 0. 16.750 225.2705 1641.76 . V . 0 . II 16.833 236.1035 1572.94 . . V 0 16.917 246.4205 1498.03 V 0 17.000 256.1975 1419.62 . . . V . 0 . I 17.083 17.167 265.4161 1338.54 V .0 274.1289 1265.09 V0. 17.250 282.3586 1194.96 . . . OV. I 17.333 290.0660 1119.10 . 0 V. 17.417 297.2184 1038.53 0 V 17.500 303.8204 958.62 • 0 •V 17.583 309.8966 882.26 0 .V . II 17.667 315.4874 811.77 0. . V = 17.750 320.6431 748.61 0 V 17.833 325.4137 692.69 . 0 • V 17.917 329.8515 644.37 . . 0 V . II 18.000 334.0101 603.83 . 0 V I ** * *•* * * * *•* * * * * ** * * * * * * * * * * * * * ** •***********•****•* * * *•* * *•* * * * * * * * * * *•* * * * * * * * *** FLOW PROCESS FROM NODE 2.00 TO NODE 20.00 IS CODE = 1 ..: ?• ;• ?UNIT- HYDROGRAFH ANALYSIS <; •:; <.: II (UNIT- HYDROGRAFH ADDED TO STREAM #5) 11 *USER ENTERED "LAG" TIME = .390 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES II UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.368 WATERSHED AREA = 1219.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE II VALLEY(DEVELOPED): "G "-CURVE FEF:CENTAGE ( DEC I P1AL NOTATION) = .070 II FOOTHILL "S" -CURVE F'ERCENTAGE(DECIMAL NOTATION) = .200 MOUNTAIN "S" -CURVE PERCENTAGE(DEC:(MAL NOTATION) = .800 II VALLEY(IJNDEVELOPED /DESERT): Hit "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .481 LOW LOSS FRACTION = .294 II * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .71 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.22 II SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.20 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 5.20 I SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 11.40 I *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .728 I 30-MINUTE FACTOR = .728 1 -HOUR FACTOR = .728 3 -HOUR FACTOR = .948 6 -HOUR FACTOR = .976 II 24 -HOUR FACTOR = .985 RUNOFF HYDROGRAPH LISTING LIMITS: II MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 II UNIT HYDROGRAPH DETERMINATION II INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.254 332.305 2 8.882 977.036 3 21.372 1841.441 II 6 35.424 2071.539 5 47.444 1771.938 6 55.874 1242.881 7 61.344 806.294 8 65.617 629.968 9 69.153 521.330 10 72.185 446.917 II 11 74.838 391.243 12 77.165 342.978 33 79.170 295.577 14 80.957 263.448 I 15 16 82.540 233.421 83.912 202.295 17 85.115 177.260 18 86.182 157.298 I 19 87.189 88.020 148.432 20 122.558 21 88.789 113.400 II 22 89.540 110.614 23 90.266 107.115 24 90.965 102.990 25 91.562 88.114 II 26 92.148 86.333 27 92.710 82.820 28 93.262 81.440 29 93.786 77.192 I 30 94.231 65.633 ) --- ' - II 32 .083 60.931 33 95.491 60.175 34 95.853 53.320 35 . 96.195 50.408 \ .\4 � I ` ` 36 96.550 52.436 37 96.926 55.432 38 97.270 50.690 39 97.461 28.114 I 40 97.632 25.204 41 97.803 25.204 42 97.974 25.226 I 43 98.145 25.183 44 98.316 25.182 45 98.487 25.226 46 98.658 25.183 II 47 98.827 24.924 48 98.936 16.170 ~� 49 99.017 11.858 I 50 99.097 11.858 51 99.178 11.945 52 99.268 13.152 53 99.349 11.945 II 54 99.430 11.945 55 99.511 11.945 56 99.592 11.945 57 99.673 11.945 N� 58 99.754 11.945 59 99.835 11.945 60 99.916 11.945 N� 61 99.997 11.945 �� 62 100.000 .484 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 323.9945 II TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 816.2627 II II II I II 1 II II � II ���� II ' '� II = °I 24-HOUR STORM RUNOFF HYDROGRAPH I - HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) -- II TIME(HRS) VOLUME(AF) Q(CFS) 0. 425.0 850.0 1275.0 1700.0 15.083 419.4129 783.31 . . 0 V . . I 15.167 424.8583 790.67 . . Q V 15.250 430.3523 797.74 . . 0 .V . . 15.333 435.8939 804.63 . . 0 .V . . 15.417 441.3913 798.22 . . 0 .V . . I 15.500 446.6689 766.31 . . 0 .V . . 15.583 451.5001 701.49 . . 0 . V . 15.667 455.8433 630.63 . . 0 . V . . II 15.750 459.8232 577.B7 . . Q . V . . 15.833 463.6393 554.10 . . 0 . V . . 15.917 467.5098 562.00 . . 0 . V . . 16.000 471.6499 601.14 . . 0 . V . . I 16.083 477.1931 804.86 . . 0 . V ~ . 16.167 485.0537 1141.37 . . . V 0 . . ^ y 0 250 495.5833 1528.88 . . . . . II 16 ^ y Q . 16 333 506.6063 160O.55 . . . . ^ 16.417 516.4283 1426.16 . . . V . 0 . V 16.500 524.4991 1171.87 . ^ . . . 0 V 16.583 531.4012 1002.18 . . . . . . 16.667 538.0493 965.31 . . . 0 V . . -- 16.750 544.6425 957.33 . . . 0 V . . 16.833 551.1852 950.00 . . . 0 V . . II 16.917 557.6380 936.95 . . . Q V . ~ 17.000 563.9954 923.w9 . ' .Q V , ' 17.083 570.2195 903.75 . . .0 V , . 17.167 576.2906 881.51 . . 0 V ' . I 17.250 582.1348 848.58 . . Q. V 17.333 587.7191 810.83 . . Q. V . . 17 417 593.0759 777.81 . . 0 . V. . 17.500 598.2538 751.83 . . 0 . V. . I 17.583 603.3112 734.33 . . 0 . V. . ' 17.667 608.2116 711.54 . . 0 . V. ^ 17~750 613.0110 696.87 . . 0 . V . II 17833 617.7354 5.99 . . Q . y , 17.917 622.3864 675.32 . . 0 . V . 18.000 626.9590 663.96 . . 0 . V . -_ *************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 10.00 IS CODE = 5 II ',,)'-MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< --- --=-- II THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER �� TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5-MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17. page 17-52, August,1972, �� 1'� � II U.S. Department of Commerce). ` ' ` - ^ I ASSUMED REGULAR CHANNEL INFORMATION: I BASEWIDTH(FT) = 12.00 C HANNEL Z = 6 0O UPSTREAM ELEVATION = 1960 ^ DOWNSTREAM ELEVATION = 1510.00 II CHANNEL LENGTH(FT) = 8000.00 MANNINGS FACTOR = .035 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1600.55 I AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1038.70 CHANNEL NORMAL VELOCITY FOR 0 = 1038.70 CFS = 14.20 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .893 I MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .805 I CONVEX METHOD CHANNEL ROUTING RESULTS: I MODEL INFLOW OUTFLOW TIME (STREAM 5) (STREAM 5) (HRS) (CFS) (CFS) 15.083 783.3 768.2 I 15.167 790.7 776.2 15.250 797.7 783.8 15.333 804.6 791.2 15.417 798.2 798.2 I 15.5OO 766.3 801.7 15.583 701.5 790.6 15.667 630.6 754.2 I 15.750 577.9 693.4 15.833 554.1 629.2 15.917 562.0 581.7 16.000 601.1 • 561.5 I 16.083 804.9 5�2.1 16.167 1141.4 648.4 16.250 1528.9 861.7 I 16.333 1600.6 1187.4 16.417 1426.2 1480.8 16.500 1171.9 1531.9 16.583 1002.2 1380.8 I 16.667 965.3 1168.6 16.750 957.3 1025.1 16.833 950.0 974.9 I 16.917 936.9 958.9 17.000 923.1 948.3 17.083 903.7 935.6 1 17.167 881.5 920.5 II 17 848.6 901.2 17.333 810.8 876.8 17.417 777.8 844.3 17.500 751.8 808.8 II 17.583 734.3 777.1 17.667 711.5 752.2 I 17.750 696.9 731.9 17.833 686.0 711.7 I 17.917 675.3 696.9 18.000 664.0 685.4 II I ****.************ ******** ****************** ***�* ******* **** **** ** **** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 6 ***- II >STREAM NUMBER 2 CLEARED AND SET TO ZER0<<<<< F)� . ^ ______= ******************** I FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 6 >>>>>STREAM NUMBER 4 CLEARED AND SET TO 2ER0<<< - II = *************************************************************************** I FLOW PROCESS FROM NODE 3.00 TO NODE 10.00 IS CODE = 1 >>>>>UNIT-HYDROGRAPH ANALYSIS <<<<< I (UNIT-HYDROGRAPH ADDED TO STREAM #2) Ill N� *USER ENTERED "LAG" TIME = .187 HOURS �� UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES I UNIT INTERVAL PERCENTAGE OF LAG-TIME = 44.563 WATERSHED AREA = 455.800 ACRES BASEFLOW = .000 CFS/SQUARE-MILE I VALLEY(DEVELOPED} "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = 1.000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 I VALLEY(UNDEVELOPED/DESERT): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .482 U LOW LOSS FRACTION = .381 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .75 I SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.29 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.59 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.10 I ^ SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4 70 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 10.75 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: I 5-MINUTE FACTOR = .72B � 30-MINUTE FACTOR = .728 1-HOUR FACTOR = .728 I 3-HOUR FACTOR = .948 6-HOUR FACTOR = .976 24-HOUR FACTOR = .985 I RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 II II UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH II NUMBER MEAN VALUES ORDINATES(CFS) 3.558 196'119 2 23.874 1119.885 3 58.528 1910.266 . ��� � 4 84.263 1418.604 x �^° 5 94.588 569.143 6 98.090 193.025 7 99.025 51.535 8 99.610 32.253 9 99.902 16.126 10 100.000 5.376 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 146.5407 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 255.5232 / II II �\�/ � ��«� II _ _ - ~~ 24-HOUR STORM RUNOFF HYDROGRAPH II ----- -- ---~ HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) O. 300.0 600.0 900.0 1200.0 15.083 137.5759 255.96 . Q . .V . , ^ N� 15.167 139.3586 258.85 . 0 . .V w� 15.250 141.1629 261.99 . 0 . . V ^ . . 15.333 142.9911 265.46 . 0 . . V . . I 15.417 144.8021 262.95 . Q . . V 15.500 146.3936 231.09 . 0 . . V . . 15.583 147.5987 174.97 . 0 . . V . . 15.667 148.5461 137.57 . 0 . . V . . II 15.750 149.4505 131.32 . Q . . y . . 15.833 150.4312 142.40 . 0 . . V . . 15.917 151.5782 166.54 . 0 . . V . . 16.000 153.0406 212.34 . 0 . . V . . II 16.083 155.6365 376.93 . . 0 . V . . 16.167 161.4760 847.89 . . . V 0 . . 16.250 169.6332 1184.44 . . . V . Q. 0� 16.333 175.8191 898.19 . . . V Q. . �� 16.417 178.9638 456.61 . . 0 . V . . 16.500 180.8556 274.70 . Q. . V . . II 16.583 16.667 182.5364 184.3564 244.04 . • 264.27 . 0 . . . V . . 0 . V . . 16.750 186.1791 264.66 . 0 . . V. . 16.833 187.9578 258.27 . 0 . . V. . I 16.917 189.6899 251.50 . Q . . V. 17.000 191.3952 247.61 . 0 . . V. . 17.083 193.0611 241.89 . 0 . . V . 17.167 194.6217 226.60 . 0 . . V . I 17.250 196.01B5 202.83 . Q . . V 17.333 197.2846 183.83 . 0 . . V . 17.417 198.4800 173.57 . 0 . . .V . II 17.500 199.6330 167.42 . Q . . .V . 17.583 200.7559 163.04 . 0 . . .V . 17.667 201.8521 159.17 . 0 . . .V . �� 17.750 202.9246 155.72 . Q . . .V . . N� 17.833 203.9757 152.63 . 0 . . ,y 17.917 205.0075 149.81 . Q . . . V . 18.000 206.0211 147.17 '. 0 . . . V . II ***************************************************************************^ FLOW PROCESS FROM NODE 80.00 TO NODE 10.00 IS CODE = 5 �� - w� >>>>>MODEL CHANNEL ROUTING BY THE CONVEX METHOD-,<-R\ = - -- _ - - II I MODIFIED ODIFIED C 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, ��� I U.S. Department of Commerce). ' ` ' ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 3 .00 C Z = .50 II UPSTREAM ELEVATION = 1526. DOWNSTREAM ELEVATION = 1510.00 II CHANNEL LENGTH(FT) = 1800.00 MANNINGS FACTOR = .015 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 580.00 II AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 528.76 CHANNEL NORMAL VELOCITY FOR 0 = 528.76 CFS = 15.49 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .901 II MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = .994 -- CONVEX METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW OUTFLOW I TIME (STREAM 1) (STREAM 1) (HRS) (CFS) (CFS) 15.083 580.0 580.0 I 15.167 580.0 580.0 15.250 580.0 580.0 15.333 580.0 580.0 15.417 580.0 580.0 II 15.500 580.0 580.0 15.583 580.0 580.0 15.667 580.0 580.0 N� 15.750 580.0 580.0 �� 15.833 580.0 580.0 15.917 580.0 580.0 16.000 580.0 ` 580.0 I 16.083 580.0 580.0 16.167 580.0 580.0 16.250 580.0 580.0 I 16.333 580.0 580.0 16.417 580.0 ��0.O 16.500 580.0 580.0 16.583 580.0 580.0 I 16.667 5BO.0 580.0 16.750 580.0 580.0 16.833 580.0 580.0 16.917 580.0 580.0 I 17.000 580.0 5B0.0 17.083 580.0 580.0 17.167 580.0 580.0 I 17.250 580.0 580.0 17.333 580.0 580.0 17.417 580.0 580.0 17.500 580.0 580.0 II 17.583 580.0 580.0 17.667 580.0 580.0 17.750 580.0 580.0 II 17 580.0 5B0.0 17.917 17.833 580.0 18.000 580.0 580.0 II I *- **,.. *.x- 4.•** * - 4 , 4 ..- .. *7^;;. -,.. ir- Yrf.•r.•iE•3c-. *-*** ft.*** o.•! 4.-• fv•? E•yc,it;t-o,.! ).ips.}.y4.i * .. s . . *.,.= -- FLOW PROCESS FROM NODE 1.00 CO NODE 10.00 I S CODE = 1 II . :UNIT HYDROGRAPH ANALYSIS ( <•( :: __ - - -- _________ 19t _ (UNIT- HYDROGRAPH ADDED TO STREAM #4) II *USER ENTERED "LAG" TIME = .410 HOURS II UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 20.325 WATERSHED AREA = 2249.000 ACRES II BASEFLOW = .[ >00 CFS /SQUARE -MILE VALLEY(DEVELOP'ED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 II FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .200 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .500 VALLEY(UNDEVELOPED /DESERT): "S "- CURVE PERCENTAGE(DECIMAL NOTATION) = .300 II MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .598 LOW LOSS FRACTION = .432 * HYDROGRAPH MODEL #1 SPECIFIED *• II SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .69 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.18 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.45 I SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.88 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.45 SPECIFIED PEAK 24 -HOUR RAINFALL( INCH)= 9.80 I *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .728 30- MINUTE FACTOR = .728 II 1 -HOUR FACTOR = .728 3 -HOUR FACTOR = .948 6 -HOUR FACTOR = .976 24 -HOUR FACTOR = .985 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 II MODEL TIME(HOURS) FOR END OF RESULTS = i 8.00 I/ UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH II NUMBER MEAN VALUES ORDINATES(CFS) 1 1.968 535.393 2 7.652 1545.896 3 17.941 2798.505 4 31.109 3581.388 5 44.052 3520.447 II 6 54.919 2955.644 7 61.601 1817.535 8 66.518 1337.416 II 9 70.305 1029.971 10 73.443 853.334 11 76.154 737.505 12 78.525 644.985 II 13 80.599 564.029 14 82.408 492.087 ` 15 84.012 436.264 n� 16 85.405 378.670 17 86.647 337.931 18 87.753 300,q26 F�7*$� I ` ` ` � 19 88.711 260.314 20 89.614 245.682 21 90.340 197.513 t 22 91.011 182.427 23 91.666 178.324 24 92.297 171.493 25 92.915 168.169 I I 26 93.425 138.783 27 93.912 132.352 28 94.379 126.992 I 29 94.821 120.228 30 95.255 118.184 31 95.641 104.901 32 96.018 102.523 II 33 96 359 92 589 � . . 34 96.663 82.909 35 96.962 81.218 36 97.230 72.923 II 37 97.494 71.880 38 97.771 75.148 39 98.055 77.395 40 98.306 68.340 �� 41 98.416 29.769 42 98.517 27.599 43 98.619 27.705 I 44 98.721 27.601 45 98.822 27.653 46 98.924 27.599 I 47 99.026 27.705 48 99.127 27.601 49 99.229 27.651 50 99.313 23.000 51 99.362 13.277 `� 52 99.410 13.017 53 99.458 12.963 54 99.507 ^ 13.434 �� 55 99.555 12.963 56 99.602 12.965 57 99.650 12.965 58 99.698 12.963 «� 59 99.745 12.963 60 99.793 12.965 61 99.841 12.965 I 62 99.888 12.963 63 99.936 12.963 64 99.984 12.965 I 65 100.000 4.416 II TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 750.1660 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1058.4200 II II II I I ��\ � �� / ` � II II __==== 2 4 - H O U R S T O R M RUNOFF HYDROGRAPH I � = HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) I TIME(HRS) VOLUME(AF) Q(CFS) 0. 625.0 1250.0 1875.0 2500.0 15.083 527.8103 994.00 . . 0 V. . I- � 15.167 534.7476 1007.30 . . Q V . ^ 1 15.250 541.7772 1020.69 . . 0 V . ^ 15.333 548.9003 1034.28 . . 0 V . ^ I . 15.417 556.0154 1033.12 Q V ^ . . 15.500 562.9335 1004.50 . . 0 . . . . ^ 15.583 569.4258 942.68 . . 0 .V . ^ 15.667 575.3679 862.79 . . 0 V ^ II 15.750 580.8161 791.09 . . Q ^V ^ ^ 15.833 585.9465 744.94 . .0 . V ' ^ 15.917 591.1011 748.44 . .0 . V ' ^ 16.000 596.5931 797.45 . . Q . V ' ^ 11 16.083 604.1686 1099.95 . . 0 . V ' ' 16.167 615.2245 1605.32 . . . V 0 ' ^ 16.250 630 2021 2174 74 V ' ^ ^ 2174.74 . . . . 0 . 16.333 647.3703 2492.82 . . . V . Q. �= 16.417 664.0482 2421.63 . . . V . 0 . 16.500 678.7451 2133.98 . . . V . 0 . 16.583 690.1328 1653.50 . • . . 0 . • I 16.667 700.3077 1477.40 . . . 0 V . . 16.750 709.8777 1389.57 . . . 0 V . . 16.833 719.1943 1352.76 . . .0 V . . II 16.917 728.2690 1317.66 . Q V 17.000 7o7 t078 1�8� 89 . ^ ^ ^ ~ ^ . . 0 V , , 17.083 745.6827 1245.07 . . Q. V . . I 17.167 753.9446 1199.63 . . Q. V . . 17.250 761.8533 1148.34 . . 0 . V . . 17.333 769.3488 1088.36 . . 0 . V. . 17.417 776.4671 1033.58 . . 0 . V. . I 17.500 783.2467 984.40 . Q V . . . 17.583 789.7397 942.78 . . 0 . V. . 17.667 796.0394 914.72 . . 0 . V . 17.750 802.0759 876.49 . . 0 . V . . II 1 807.9544 853.57 . . Q . V 17.917 813.7150 836.43 . . 0 . V . II 18.000 819.3564 819.14 . . 0 . V . **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 7 I >>>> NUMBER 5 ADDED TO STREAM NUMBER 1<<<<< II ) I *******+***** ***************+*************** **** ****** **** ****** ***** **** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 7 II STREAM NUMBER 4 ADDED TO STREAM NUMBER 1<<<< F�l- ` I ************************** ************************************************* FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 7 II >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< *************************************************************************** I FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 11 >>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<•< I = STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) II TIME(HRS> VOLUME(AF) Q(CFS) 0. 1300.0 2600.0 3900.0 5200.0 I 15.083 1689.0150 2598.14 . Q V . . ~ . 15.167 1707.0750 2622.33 . . QV . . 15.250 1725.3020 2646.51 . . QV . . 15.333 1743.6970 2670.91 . . QV . . 15.417 1762.1150 2674.32 . . 0 V . . -- 15.500 1780.1400 2617.31 . . 0 V . . 15.583 1797.2770 2488.27 . . Q. V . . 15.667 1813.3560 2334.58 . . 0 . V . . II 15.750 1828.4780 2195.79 . . 0 . V . . 15.833 1842.9170 2096.52 . . 0 . V . . 15.917 1857.2190 2076.69 . . 0 . V . . 16.000 1872.0360 2151.32 . ^ ^ ^ . . 0 V �� 16.083 1890 1410 2628.96 ^ ^ ^ . 0 V , , 16.167 1915.4970 3681.59 . . . V 0 . . 16.250 1948.5610 4800.89 . • . . V . 0 . II 16.333 1984.0870 5158.44 . . . V . Q. 16.417 2018.1030 4939.09 . . . V . 0 . 16.500 2049.2360 4520.56 . . . V . 0 . I 16.583 2O75.B080 3858.29 . V Q 16.667 2O99 8460 3490 23 . ^ ^ ^ ^ ^ . . . 0 . , 16.750 2122.2930 3259.32 . . . QV . . I li 16 2144.0970 3165.93 . . . Q V . . 16.917 2165.5020 3108.01 . . Q V . . . 17.000 2186.5720 3059.34 . . . 0 V . . 17.083 2207.2500 3002.53 . . Q V II 7 17.167 2227 4070 2926 72 ^ ^ ^ . ^ ^ ^ ~ . Q V . . 17.250 2246.9140 2832.41 . . .0 V . . 17.333 2265.7080 2729.00 . . 0 V . . 17.417 2283.8310 2631.44 . ~ 0 V . . . 17.500 2301.3280 2540.61 . . Q V �� . . 17.583 2318.2910 2462.94 . . Q . V. . 17.667 2334.8620 2406.11 . . 0 . V. . 17.750 2351.0060 2344.12 . . 0 . V. . I 17.833 2366.8320 2297.90 . . Q . V. . 17.917 2382.4180 2263.18 . . 0 . V. ^ II 18.000 2397.7880 2231.67 . . 0 . V . **************************************************************************** II FLOW PROCESS FROM NODE 10.00 TO NODE 90.00 IS CODE = 3 _ _____ / / //>/ nODEL FLOW-THROUGH DETENTION BASIN ROUTING<<<< �� _____=______________ =____ __ __== tc)�� \ � � ^~ II ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: I 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: II INTERVAL DEPTH OUTFLOW STORAGE 1 NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 I 2 .61 100.0O 3.0OO 3 1.29 500.00 8.000 4 1.89 1{}0.00 15.000 5 2.82 2000.00 27.000 I 6 3.59 3000.00 39.000 7 4.27 4000.00 50.000 8 4.89 5000.00 60.000 I 9 5.46 6000.00 70.000 10 5.99 7000.00 78.000 11 6.50 8000.00 87.000 12 6.98 9000.00 96.000 I 13 7.44 10000.00 104.000 II INFLOW (STREAM 1) | II � | V __effective depth II ^ | (and volume) | | | | ) � | y 1 detention |<-->| outflow | basin } | U� | ^ | \ | | storage | basin outlet V I OUTFLOW (STREAM 1) II 1 BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): 1 I TIME INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 15.083 .000 2598.1 3.25 2551.4 33.778 II 15.167 .000 2622.3 3.27 2577.7 34.0B6 15.250 .000 2646.5 3.29 2603.0 34.386 15.333 .000 2670.9 3.31 2627.8 34.682 15.417 .000 2674.3 3.32 2647.8 34.865 I 15.500 .000 2617.3 3.31 2646.9 34.661 15.583 .000 2488.3 3.26 2604.9 33.858 15.667 .000 2334.6 3.18 2518.6 32.590 �� 15'750 .000 2195.8 3.09 2405.6 31'145 « _ I 15.833 .000 2096'5 3 V0 2289 9 29.813 15.917 .000 2076.7 2 21 28.969 16.000 .000 2151.3 2.94 2161.2 28.901 16.083 .000 2629.0 3.10 2263.3 31.419 ����] - �I 16.167 .000 3681.6 3.55 2661.1 38.447 - 16.250 .000 4800.9 4.16 3392.7 48.146 16.333 .000 5158.4 4.58 4165.1 54.987 II 16'417 .000 4939.1 4.72 4 611.57' ' 243 16.500 .000 4520.6 4.65 4672.1 56.199 16.583 .000 3858.3 4.41 4424.8 52.297 16.667 .000 3490.2 4.18 4045.5 48.473 �� 16.750 .000 3259.3 3.98 3717.7 4 5.316 ~~ 16.833 .000 3165.9 3.85 3476.9 43.175 16.917 .000 3108.0 3.76 3314.8 41.751 17.000 .000 3059.3 3.70 3204.6 40.750 II 17.083 .000 3002.5 3.65 3121.8 39.929 17.167 .000 2926.7 3.60 3046.9 39.102 17.250 .000 2832.4 3.54 2969.5 38.157 I 17.333 .000 2729.0 3 47 2885 0 37^ 17.417 .000 2631.4 3.40 2793.7 35.966 17.500 .000 2540.6 3.32 2701.1 34.860 17.583 .000 2462.9 3.26 2612.2 33832 IP 17.667 .000 2406.1 3.20 2533.0 32.959 17.750 .000 2344.1 3.15 2462.6 32.143 17.833 .000 2297.9 3.11 2399.4 31.444 I 17.917 .000 2263.2 3.07 2346.4 30.870 18.000 .000 2231.7 3.04 2302.3 30.384 *************************************************************************** -- FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 3 II >>>>>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 CONDITIONG ARE AS FOLLOWS: I DEAD STORAGE(AF) = 62.000 SPECIFIED DEAD STORAGE(AF) FILLED = 62.000 I SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: II INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 I 2 1.17 100.00 18.000 3 1.89 500.00 27.00O 4 2.47 1000.00 35.000 5 3.37 2000.00 49.000 . I 6 4.09 300O.00 60 000 7 4.72 4000.00 70.000 B 5.28 5000.00 80.000 9 5.79 6000.00 86.000 I 10 6.23 7000.00 92.000 11 6.62 8000.00 98.000 12 6.96 9000.00 104.000 II 13 7.22 10000.00 110.000 �� �/ INFLOW II ::=S TREA 1 1 r , Fisi V __effective depth (and volume) , , 11 _- detention .. outflow , basin ; II 1 storage ; basin cutlet v OUTFLOW II (STREAM 1) 1 - BASIN ROUTING MODEL RESULTS(5- MINUTE INTERVALS): TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE I (HRS) FILLED(AF) (CRS) DEPTH(FT) (CRS) VOLUME(AF) 15.083 62.000 2551.4 3.74 2501.1 54.685 15.167 62.000 2577.7 3.76 2531.3 55.004 15.250 62.000 2603.0 3.78 2559.5 55.304 15.333 62.000 2627.8 3.80 2586.1 55.591 15.417 62.000 2647.8 3.82 2610.8 55.846 15.500 62.000 2646.9 3.83 2628.2 55.975 15.583 62.000 2604.9 3.82 2627.1 55.822 15.667 62.000 2518.6 3.78 2596.0 55.289 II 15.750 62.000 2405.6 3.72 2532.2 54.418 15.833 62.000 2289.9 3.66 2444.2 53.355 15.917 62.000 2199.2 3.59 2349.0 52.324 16.000 62.000 2161.2 3.54 2268.5 51.584 II 16.083 62.000 2263.3 3.55 2241.7 51.733 16.167 62.000 2661.1 3.69 2346.8 53.897 16.250 62.000 3392.7 4.02 2671.1 58.867 16.333 62.000 4165.1 4.43 3218.0 65,390 II 16.417 62.000 4611.5 4.77 3813.7 70.884 16.500 62.000 4672.1 4.94 4237.9 73.874 16.583 62.000 4424.8 4.95 4397.0 74.066 16.667 62.000 4045.5 4.84 4314.1 72.216 16.750 62.000 3717.7 4.70 4092,5 69.635 16.833 62.000 3476.9 4.54 3838.8 67.142 16.917 62.000 3314.8 4.41 3611.9 65.096 11 17.000 62.000 3204.6 4.31 3431.5 63.533 17.083 62.000 3121.8 4.24 3294.0 62.347 17.167 62.000 3046.9 4.18 3186.6 61.385 II 17.250 62.000 2969.5 4.12 3095.2 60.519 17.333 62.000 2885.0 4.07 3010.3 54.656 17.417 62.000 2793.7 4.01 2927.0 58.738 17.500 62.000 2701.1 3.94 2841.4 57.772 II 17.583 62.000 2612.2 3.88 2753.3 56.800 17.667 62.000 2533.0 3,82 2667.1 55.876 17.750 62.000 2462.6 3.76 2586.4 55.024 17.833 62.000 2399.4 3.71 2512.3 54.247 II 17.917 62.000 2346.4 3.67 2445.8 53.562 18.000 62.000 2302.3 3.63 2387.9 52.972 FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 7 1/ ..... : , STREAM NUMBER 3 ADDED TO STREAM NUMBER 1,<<, 1 II *************************************************************** *****+ FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 1 FLOW I >> >>>VIEW STREAM NUMBER 1 HYDROGRAPH <<< = II STREAM HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) 11 TIME(HRS) VOLUME(AF) Q(CFS) 0. 1525.0 3050.0 4575.0 6100.0 15.083 1693.7130 3190.57 . . V 0 15.167 1716.0440 3242.45 . . V.0 ^ ^ I 15.250 1738.7090 3290.89 . . V.Q ^ ^ 15.333 1761.6910 3336.98 . . V.0 ^ ^ 15.417 1784.9550 3377.99 . . V. 0 ^ ^ I 15.500 1808.3970 3403.81 . . V 0 ' ^ 15.583 1831.7960 3397.44 . . V Q ^ • 15.667 1854.8110 3341.87 . . VQ ' ^ 15.750 1877.0790 3233.28 . . VO ' • �� 15.833 1898.3410 3087.23 . . QV ^ ^ '- 15.917 1918.5360 2932.39 . . Q.V ^ ^ 16.000 1937.8710 2807.36 . . 0 .V ' ^ 16.083 1957.2030 2807.04 . . 0 .V ' ^ I 16.167 1978.2440 3055.08 . . Q V ' ^ 16.250 2003.1150 3611.28 . . . VQ ' ^ 16.333 2033.5560 4420.05 . . . V 0 ' ^ I ^ ^ 16.417 2069.7120 5249 94 V ' ^ �� ^ . 16.50O 2109.9190 5838.00 �. . . V . 0 ^ 2151.7910 6079 78 ^ 16.583 2151 ^ ^ . . ^ V . Q 16.667 2193.1210 6001.20 . . . V . O. I 16.750 2232.6140 5734.29 . . . V . 0 ^ 16.833 2269.8850 5411.77 . . . V . 0 ^ 16.917 2305.0770 5109.92 . . . V . 0 ^ I 17.000 233B.487O 4851.08 . ^ ^ ^ V Q 17.083 2370.. 4632 57 ^ . ^ ^ . . V 0 17.167 2401.0510 4451.69 . . . V Q. ^ 17.250 2430.5970 4290.16 . . . . VO . ^ I 17.333 2459.0370 4129.43 . . . Q . ^ 17.417 2486.3480 3965.53 . . . QV . ^ 17~500 2512.5190 3799.97 . . . 0 V . ^ �� 17.583 2537.5570 3635.54 Q V ^ �� 17.667 2561 516O 3478 89 . . ^ ^ ^ -- ^ ^ . ^ . 0 V , , 17.750 2584.4840 3334.98 . . .0 V . . I 17.833 2606.5570 3204.98 . . .Q V. 17.917 2627.8390 3090.21 . . 0 V. . 18.000 2648.4440 2991.73 . . Q. V. . I *************************************************************************** * FLOW PROCESS FROM NODE 100.00 TO NODE 200.00 IS CODE = 3 II >> >>>MODEL FLOW-THROUGH DETENTION BASIN ROUTING<<<<< ___ = II ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: I SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 38.300 SPECIFIED DEAD STORAGE(AF) FILLED = 38.300 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 6 II BASIN DEPTH VERSUS OUTFLOW AND STORAGE t•• E INFOF:MA7ICtJ. II INTERVAL DEPTH OUTFLOW STORAGE 15 6 NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 II 2 .75 100.00 3.700 3 1.58 500.01 ; 11.700 4 2.19 1000.00 17.700 5 3.12 2000.00 25.700 6 3.88 3000.00 33.700 7 4.55 4000.00 39.700 8 5.15 5000.00 45.700 II 9 5.70 6000.00 50.700 10 6.14 7000.00 54.700 11 6.45 8000.00 58.700 12 6.70 9000.00 61 .700 II 13 6.93 10000.00 63.700 INFLOW (STREAM 1) V effective depth (and volume) I , . V detention 1<--> outflow f basin 1 . f \ storage 1 basin cutlet v 11 OUTFLOW (STREAM 1) I/ - - BASIN ROUTING MODEL RESULTS(5- MINUTE INTERVALS): 11 TIME DEAD- STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 10.083 38.300 1464.4 2.62 1455.3 21.373 II 10.167 38.300 1472.0 2.62 1463.0 21.435 10.250 38.300 1479.7 2.63 1470.7 21.497 10.333 38.300 1487.4 2.64 1478.4 21.558 II 10.417 38.300 1495.2 2.65 1486.2 21.620 10.500 38.300 1503.1 2.65 1494.0 21.683 1 C! .583 38.300 1511.1 2.66 1501.9 21 .747 10.667 38.300 1519.3 2.67 1509.9 21.812 10.750 38.300 1527.6 2.68 1518.1 21.877 10.833 38.300 1536.1 2.68 1526.3 21.944 10.917 38.300 1544.7 2.69 1534.8 22.012 11.000 38.300 1553.5 2.70 1543.4 22.082 I 11.083 38.300 1562.4 2.71 1552.2 22.153 11.167 38.300 1571.6 2.72 1561.1 22.225 11.250 38.300 1580.9 2.72 1570.2 22.299 II 11.333 38.300 1590.5 2.73 1579.5 22.374 11.417 38.300 1600.2 2.74 1589.0 22.451 11.500 38.300 1610.1 2.75 1598.7 22.529 11.583 38.300 1620.3 2.76 1608.7 22.609 I/ 11.667 38.300 1630.7 2.77 1618.8 22.69'1 11.750 . 38.300 1641.3 2.78 162 ,. r_' 22.7'^5 S 11.833 38'300 1652.2 2.79 J639.7 22.861 11.917 36.300 1663.3 2.80 1650.6 22.949 12.000 38.300 1674.7 2.81 1661.7 23.038 12.083 38.300 1686.5 2.82 1673.1 23.131 t:,,,) �� 12.167 38.300 1699.3 2.83 1685.0 23.229 12.250 38.300 1714.3 2.85 1698.1 23.341 12.333 38.300 1733.4 2.86 1713.6 23.477 I 12.417 38.300 1757.7 2.88 1732.8 23.648 12.500 38.300 1787.4 2.91 1756.7 23.860 12.583 38.300 1821.4 2.93 1785.4 24.107 12.667 38.300 1857.5 2.97 1818.0 24.380 �� 12.750 38.300 1893.7 3.00 1852.7 24.663 -- 12.833 38.300 1928.4 3.03 1887.8 24.942 12.917 38.300 1961.1 3.06 1922.1 25.211 13.000 38.300 1991.6 3.09 1954.7 25.465 I 13.083 38.300 2020.1 3.12 1985.5 25.703 13.167 38.300 2046.9 3.14 2014.4 25.927 13.250 38.300 2072.3 3.16 2041.6 26.138 I 13.333 38.300 2096.7 3.18 2067.4 26.340 13.417 38.300 2120.4 3.20 2092.1 26.534 13.500 38.300 2143.6 3.22 2116.1 26.724 13.583 38.300 2166.6 3.23 2139.6 26.909 I 13.667 38.300 2189.5 3.25 2162.7 27.094 13.750 38.300 2212.4 3.27 2185.7 27.278 13.833 38.300 2235.6 3.29 2208.8 27.463 I 13.917 38.300 2259.2 3.31 2232 0 27 650 . . 14.000 38.3O0 2283.1 3.32 2255.6 27.839 14.083 38.300 2309.4 3.34 2280.1 28.041 14.167 38.300 2342.7 3.37 2307.7 28.282 I 14.250 38.300 2388.0 3.40 2342.4 28.596 14.333 38.300 2449.8 3.44 2388.4 29.019 14.417 38.300 2530.1 3.49 2449.5 29.574 14.500 38.300 2624.7 3.55 2526.5 30.250 I 14.583 38.300 2726.1 3.62 2616.1 31.007 14.667 38.300 2825.8 3.70 2712.3 31.789 14.750 38.300 2917.6 3.77 2808.2 32.542 �� 14.833 38.300 2999.0 3.84 2898.5 33 234 �� . 14.917 38.300 3070.6 3.90 2982.6 33.840 15.000 38.300 3133.8 3.95 3063.7 34.324 15.083 38.300 3190.6 3.99 3135.5 34.703 II 15.167 38.300 3242.5 4.03 3194.6 35.O32 15.250 38.300 3290.9 4.06 3247.2 35.334 15.333 38.300 3337.0 4.09 3295.9 35.617 15.417 38.300 3378.0 4.12 3340.8 35.873 �� 15.500 38.300 3403.8 4.14 3377.3 36.055 15.583 38.300 3397.4 4.15 3394.3 36.077 15.667 38.300 3341.9 4.12 3376.3 35.839 I 15.750 38.300 3233.3 4.06 3311.6 35.3O0 15.833 38.300 3087.2 3.97 3201.2 34.515 15.917 38.300 2932.4 3.87 3062.7 33.617 I 16.000 38.30O 2807.4 3.79 2934 8 32 740 . . 16.083 38.300 2807.0 3.76 2858.0 32.389 16.167 38.300 3055.1 3.86 2902.0 33.443 16.250 38.300 3611.3 4.17 3199.1 36.282 I 16.333 38.300 4420.0 4.64 3791.2 40.613 16.417 38.300 5249.9 5.12 4552.4 45.416 16.500 38.300 5838.0 5.52 5311.0 49.046 16.583 38.300 ' 5.70 5836.9 50.719 N1 16.667 38.300 6001.2 5.70 6003.1 50.706 16.750 38.300 5734.3 5.58 5892.4 49.617 16.833 38.300 5411.8 5.41 5631.8 48.101 I 16.917 38.300 5109.9 5.25 5329.2 46.591 17.000 38.300 4851.1 5.10 5049.5 45.225 17.083 38.300 4632.6 4.98 4815.7 43.964 17.167 38.300 4451.7 4.86 4616.2 42.831 1 7 5 I ' » 3R '3oo 4290'2 4'76 4437.3 41.817 / I 17.333 38.30(1 4129'4 4'66 4271.4 40.840 17.417 38.300 3965.5 4.57 4108.1 3 17.500 38.300 3800.0 4.46 3943.8 38.867 17.583 38.300 3635.5 4.35 3778.9 37.880 ,� \u��� II 17.667 38.300 3478.9 4.24 3617.2 36.927 ` '~° 17.750 38.300 3335.0 4.14 3463.9 36.039 17.833 38.300 3205.0 4.05 3322.5 35.230 I 17.917 38.300 3090.2 3.97 3194.9 34.509 18.000 38.300 2991.7 3.90 3082.6 33.883 18.083 38.300 2903.7 3.84 2989.7 33.291 18.167 38.300 2823.9 3.78 2911.2 32.689 �� 18.250 38.300 2750.3 3.73 2836.5 32.095 - 18.333 38.300 2677.2 3.67 2762.6 31.507 18.417 38.300 2602.5 3.62 2688.7 30.913 18.500 38.300 2528.2 3.56 2614.5 30.319 II 18.583 38.300 2455.1 3.50 2540.5 29.730 18.667 38.300 2383.5 3.45 2467.6 29.151 18.750 38.300 2318.8 3.40 2397.5 28.609 II 18.833 38.300 2260.7 3.35 2332.7 28.114 18.917 38.300 2203.4 3.30 2272.1 27.641 19.000 38.300 2148.1 3.26 2214.1 27.186 19.083 38.300 2098.1 3.22 2159.4 26.764 I 19.167 38.300 2052.8 3.18 2108.9 26.378 19.250 38.300 2011.5 3.15 2062.7 26.025 19.333 38.300 1973.4 3.12 2020.4 25.701 I 19.417 38.3O0 1935.7 3.08 1980 8 25 391 . . 19.500 38.300 1895.8 3.05 1941.6 25.075 19.583 38.300 1855.9 3.01 1902.0 24.758 19.667 38.300 1819.6 2.98 1863.4 24.456 I 19.750 38.300 1786.2 2.94 1827.0 24.175 19.833 38.300 1755.4 2.91 1793.2 23.915 19.917 38.300 1727.6 2.88 1762.1 23.678 II ~ END OF FLOOD ROUTING ANALYSIS II II II . 1° II II II HP I/ RICH. BASIN MODEL 1 ( ULTIMATE CONDITION ) 1 • �\ �� ` ' ~\ ********************************************************* FLOOD ROUTING ANALYSES USING ORANGE/SAN BERNARDINO COUNTY UNIT-HYDROGRAPH (1986 MANUAL) Copyright 1983,1986 Advanced Engineering Software (aes) Ver. 2.7C Release Date: 6/07/87 Serial # 100895 Especially prepared for: RIVERTECH. INC. ******************** DESCRIPTION OF STUDY ********************** * HYDROLOGIC MODELING OF THE WATERSHEDS DRAINING TO THE RICH BASIN. * ' * ULTIMATE CNDITIONS *************** FILE NAME: 100RDEV.IN TIME/DATE OF STUDY: 23:40 9/ 6/1987 **************************************************************************** THE REMAINDER OF THIS FILE IS THE SAME AS THE MODEL FOR ULTIMATE CONDITIONS EXCEPT FOR AREA DEPTH FACTORS.ACCORDINGLY REDDUNDENT SECTIONS ARE DELETED. I ******************** 11 **************************************************************************** FLOW PROCESS FROM NODE 4'00 TO NODE 40.00 IS CODE = 1 >>>>> UNIT-HYDROGRAPH ANALYSIS I (UNIT-HYDROGRAPH ADDED TO STREAM #5) *USER ENTERED "LAG" TIME = .340 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 24.510 WATERSHED AREA = 1111.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .300 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .100 MOUNTAIN "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .590 VALLEY(UNDEVELOPED/DESERT): "S"-CURVE S`-CURVE PERCENTAGE(DECIMAL NOTATION) = .010 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .308 LOW LOSS FRACTION = .189 *HYDROGRAPH MODEL #1 SPECIFIED* /r SPECIFIED PEAK 5-MINUTES RAIWFALL(INCH)= .79 � � qPECTF K A F IED PFA 3o-nJNL�TES RINALi<IHCH = 1.35 q� I/ SPECIFIED PEAk l-HULJR RAINFALL(INCH) = 1.a6 SPECIFIED PEAK 3-HOUR RAINFALLt[NCH) = 3.4o /[t) SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 5.34 ' -- II SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 11.95 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-nIMUTE FACTOR = .858 30-MINUTE FACTOR = .858 x� 1-HOUR FACTOR = .858 3-HOUR FACTOR = .979 6-HOUR FACTOR = '989 I 24-HOUR FACTOR = .994 RUNOFF HYDROGRAPH LISTING LIMITS: I MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18'00 **.-16.**1.-*****0.**0-r.**-.*) FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 3 II >>>>>MODEL FLOW-THROUGH DETENTION BASIN ROUTING ----- ----------------- ___-------____----_-___-_-------_______ II ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: I SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 SPECIFIED DEAD STORAGE(AF) FILLED = .000 II 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 I 2 1.66 91.32 1.120 3 2.66 185.25 5.000 4 4.66 429.54 18.O00 N� 5 6.66 733.90 42.250 �� b 7.�� 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 1) II | | V __effective depth I (and volume) | � � | | | | V / detention |<-->| outflow �� / ha=�n | |''''''''' ,� ^ II __ ---------- ` � \ , | storage | basin r sin outlet ��\/ o\ ________ '* OUTFLOW N� (STREAM 1) II _���===_- �= =�=��=�====�=�_____======= ======== === == = BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): ==== TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE I (HRS) FILLED<AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 10.083 .000 1100.5 8.38 1039.2 67.659 -- 10.167 .000 1106.1 8.41 1043.8 68.088 �� 10.250 .000 1111.8 8.43 1048.5 68.524 10.333 .000 1117.6 8.46 1053.2 68.967 10.417 .000 1123.6 8.48 1058.0 69.419 II 10 .500 .00O 1129.6 8 51 1062 9 69 877 10.583 .000 1135.7 8.54 1067.9 70.345 10.667 .000 1142.0 8.56 1073.0 70'820 10.750 .000 1148.4 8.59 1078.2 71.304 I 10.833 .000 1154.9 8.62 1083.4 71.796 10.917 .000 1161.6 8.65 1088.8 72.298 11.000 .000 1168.4 8.68 1094.2 72.809 11.083 .000 1175.4 8.71 1099.8 73.329 �� 11.167 .000 1182.4 8.74 1105.4 73.860 11'250 .000 1189.7 8.77 1111.2 74.400 11.333 .000 1197.1 8.80 1117.1 74.952 �� 11.417 .000 1204.7 8.83 1123.1 75.514 -" 11.500 .000 1212.5 8.87 1129.2 76.088 11.583 .000 1220.4 8.90 1135.4 76.673 11.667 .000 1228.5 8.93 1141.8 77.271 I 11.750 .000 1236.9 8.97 1148.3 77.881 11.833 .000 1245.4 9.00 1154.9 78.504 11.917 .000 1254.2 9.04 1161.7 79.142 12.000 .000 1263.2 9.08 1168.6 79.793 �� 12.083 .000 1274.5 9.12 1175.8 80.472 12.167 .000 1292.0 9.16 1183.5 81.219 12.250 .000 1318.0 9.21 1192.2 82.086 II 12.333 .000 1346.2 9.26 1202.2 83.078 12.417 .000 1372.9 9.33 1213.4 84'176 12.500 .000 1394.5 9.39 1225.6 85.339 0� 12.583 .000 1412.4 9.46 1238.3 86.538 �� 12.667 '000 1+28.1 9.53 1251.3 87.756 12.750 .000 1442.8 9.60 1264.5 88.984 12.833 .000 1456.8 9.67 1277.9 90.216 12.917 .000 1470.5 9.75 1292.7 91.440 -~ 13.000 .000 1484.2 9.82 1308.5 92.650 13.083 .000 1498.1 9.90 1324.1 93.848 13.167 .000 1512.1 9.97 1339.6 95.036 II 13.250 .000 1526.4 10.05 1354.9 96'217 13.333 .000 1541.0 10.12 1370.2 97.393 13.417 .000 1556.0 10.19 1385.5 98.568 II 3.500 .000 1571.4 ^ ^ 10 26 1400 7 99^ 13.583 .000 1587.4 10.34 1416.0 100'924 13.667 .000 1603.8 10.41 1431.3 102'113 13.750 .000 1621.0 10.49 1446.8 103.313 �� 13.833 .000 1638.7 10.56 1462.4 104 ~- 13.917 .000 1657.3 10.64 1478.3 105 14.000 .000 1676.5 10.72 1494.4 107013 14.083 .000 1702.3 10.80 1511.1 108.331 �� 14.167 .000 1748.1 10.89 1529.4 109.838 14.250 .000 1816.9 11.00 1551.0 111'669 14.333 .000 1890.4 11.14 1576.9 113.828 II 14.417 .000 1958.3 11.29 1606 5 11;3.251 14.50� .o0 ) 2�13.� 11.45 1z38.9 116.87 14.583 .0k/t) .0k/t) 2)57.3 11.61 1672.8 121.475 \ l 14.667 .000 2095.0 11.77 1707.8 124.143 14. .000 2129.8 11.93 1743.5 126.803 14.833 .000 2162.9 12.09 1779.3 129.444 14.917 .000 2196.0 12.24 1814.9 132.069 15.000 .000 2229.9 12.40 1850.3 134.684 15.083 .000 2265.5 12.55 1885.6 137.300 15.167 .000 2302.7 12.71 1921.0 139.929 15.250 .000 2342.6 12.87 1956.7 142.587 15.333 .000 2395.3 13.03 1992.9 145.290 15.417 .000 2403.0 13.18 2028.6 147.868 15.500 .000 2327.6 13.29 2058.5 149.721 15.583 .000 2143.1 13.32 2074.2 150.196 15.667 .000 1944.2 13.26 2071.5 149.319 15.750 .000 1795.6 13.16 2053.6 147.542 15.833 .000 1747.1 13.04 2028.5 145.605 15.917 .000 1808.7 12.96 2006.2 144.244 16.000 .000 2012.6 12.97 1997.7 144.347 16.083 .000 2744.5 13.26 2031.6 149.257 16.167 .000 4358.9 14.15 2170.3 164.330 16.250 .000 5996.2 15.59 2452.0 188.739 ~ 16.333 .000 6235.2 16.79 2784.1 212.507 16.417 .000 5618.5 17.67 3055.7 230.157 ' 16.500 .000 4533.1 18.12 3233.0 239.111 16.583 .000 3733.0 18.26 3314.9 241.990 16.667 .000 3269.3 18.24 3331.8 241.559 16.750 .000 3027.7 18.14 3315.1 239.580 ' 16.833 .000 2861.8 17.99 3281.5 236.690 16.917 ~ .000 2732.2 17.82 3237.4 233.210 17.000 .000 2638.6 17.63 3187.4 229.430 - 17.083 .000 2552.8 17.43 3135.3 225.419 17.167 .000 2446.0 17.21 3080.5 221.049 17.250 .000 2320.6 16.97 3020.5 216.229 17.333 .000 2204.0 16.71 2955.2 211.056 17.417 .000 2100.2 16.44 2886.0 205.644 17.500 .000 2010.8 16.17 2814.4 200.109 - 17.583 .000 1947.9 15.89 2742.5 194.636 17.667 .000 1893.2 15.62 2671.2 189.278 17.750 .000 1842.2 15.31 2598.2 184.072 17.833 .000 1793.1 15.02 2524.3 179.036 17.917 .000 1754.6 14.73 2453.3 174.223 18.000 .000 1717.4 14.46 2385.4 169.623 18.083 .000 1681.6 14.20 2320.5 165.223 18.167 .000 1636.9 13.95 2258.0 160.945 18.250 .000 1586.6 13.70 2196.8 156.743 18.333 .000 1536'8 13.46 2138.2 152.601 18.417 .000 1494,4 13.22 2082.5 148.551 - 18.500 .000 1456.0 12.98 2028.6 144.608 18.583 .000 1423.2 12.76 1976.2 140.799 18.667 .00■ 1395.5 12.54 1925.8 137.147 18'750 .000 1368.0 12.33 1877.5 133.638 18.833 .000 1333.8 12.13 1830.7 130.216 18.917 .000 1309.9 11.94 1785.5 126.941 19.000 .000 1291.3 11.75 1742.4 123.834 19.083 .000 1273.0 11.58 1701.8 120'881 19.167 .000 1254.1 11.40 1664.0 118.058 19.250 .000 1236.0 11.23 1628.2 115.357 19.333 .000 1219.4 11.07 1594.0 112.778 19.417 .000 1203.4 10.92 1561.3 110.313 19.500 .000 1183.6 10.77 1529.8 107.928 19.583 .000 1165.7 10.63 1499.5 105.629 19.667 .000 1151.2 10.49 1470.3 103.432 19.750 .000 1138.7 10.36 1442.5 101.339 19.833 .000 1126.3 10.24 1416.1 99.344 • 63 END OF FLOOD ROUTING ANALYSIS • RICH BASIN MODEL ( INTERIM CONDITION 1 1 1 1 /L� �_ ************************************************************************��;- FLOOD ROUTING ANALYSIS USING ORANGE/SAN BERNARDINO COUNTY UNIT-HYDROGRAPH (1986 MANUAL) Copyright 1983,1986 Advanced Engineering Software (aes) Ver. 2.7C Release Date: 6/07/87 Serial # 100995 Especially prepared for: RIVERTECH, INC. ************************** DESCRIPTION OF STUDY *************************^ - * HYDROLOGIC MODELING OF WATERSHEDS DRAINING TO RICH BASIN * 10 -FOOT NOTCH AT RICH BASIN OUTLET I * INTERIM CONDITIONS. ************************************************************************* FILE NAME: 100RINT.IN NI TIME/DATE OF STUDY: 10:53 9/ 7/1987 *************************************************************************** * THE REMAINDER OF THIS FILE IS THE SAME AS THE FILE FOR INTERIM CONDITIONS * EXCEPT FOR AREA DEPTH FACTORS .ACCORDINGLY REDDUNDENT SECTIONS ARE DELETE[ **************************************************************************** * FLOW PROCESS FROM NODE 4.00 TO NODE 40.00 IS CODE = 1 ~~ >>>>>UNIT-HYDROGRAPH ANALYSIS<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #3) *USER ENTERED "LAG" TIME ; 7-.. .410 HOURS ~� UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 20.325 WATERSHED AREA = 1111.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE VALLEY(DEVELOPED): N� "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = ^000 FOOTHILL "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .100 MOUNTAIN "S''-CURVE PERCENTAGE(DECIMAL NOTATION) = .600 VALLEY(UNDEVELOPED/DESERT): I "S"-CURVE PERCENTAGE(DECIMAL NOTATION) = .300 MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .574 ^ LOW LOSS FRACTION = .421 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .64 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.09 N� SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.35 N� SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.80 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.25 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 9.40 — *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .910 U� �� 30-MINUTE FACTOR = .910 �� II 1 -HaiR FAL rrR _ .itt, 'l - Hnl iR FACTOR • .986 ,^ti -Hlli IP A Tnm ._ --- l 65 I 24 -HOUR FACTOR = .996 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME (HOURS) FOR BEGINNING OF RESULTS = 15,0o I/ MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 I - - - -- - UNIT HYDROGRAPH DETERMINATION II INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.067 277.758 II 2 8.045 803.156 3 19.036 1476.858 4 32.780 1846.556 5 44.932 1632.757 6 54.513 128 ?.326 26 7 bi r , ?94 843.942 8 65.492 631.238 I 9 69.126 488.353 10 72.156 , 156 407.098 11 74.802 355.459 12 77.132 313.011 13 79.177 274.790 14 80.971 241.049 15 82.573 215.236 II 16 83.971 187.839 17 85.229 169.144 18 86.360 151.935 19 87.345 132.366 II 20 88.296 89.080 127.675 21 105.383 22 89.812 98.313 23 90.528 96.282 24 91.220 92.911 25 91.898 91.179 26 92.463 75.856 II 27 93.001 72.285 28 93.517 69.396 29 94.007 65.747 II 30 94.488 64.615 31 94.914 32 57.234 95.330 r 55.908 33 95.714 51.611 34 96.067 47.510 35 96.414 46.505 36 96.723 41.592 37 97.028 40.973 II 38 97.347 42.910 39 97.677 44.242 40 97.968 39.099 41 98.099 17.647 I 42 98.221 16.362 43 98.343 16.423 44 98.465 16.361 II 45 46 98.587 98.709 16.393 16.361 47 98.831 16.423 48 98.953 16.362 II 49 99.075 16.392 . - I 5 '/ 99'176 ' i3 34 51 99.235 7. [ '� 871 hc \/ q L 52 99.292 7.716 "p 53 99.349 7.685 V 54 99.409 7 K�4 55 99.466 7^��� 56 99.523 7.685 57 99.580 7.685 I58 99.637 7.685 59 99.695 7.685 60 99.752 7.685 II ^ 61 99.809 7 685 62 99.866 7.685 63 99.923 7.685 64 99.981 7.685 II 65 100.00O 2.617 II TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 345.8842 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 520.6490 II II II II II _ - II If II � � �� �� II II � I 1�� ��\ ___ _ = = 24-HOUR STORM RUNOFF HYDROGRAPH _ _ = HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) O. 375.0 750.0 1125.0 1500.0 15.083 251.2534 451.72 . . 0 V. • • 15.167 254.4253 460.56 . . 0 V. . , 15.250 257.6614 469.88 . . 0 V. . , '' 15.333 260.9658 479.79 . . 0 V . . 15.417 264.2950 483.41 . . 0 V . , ' 15.500 267.5647 �74.�6 . . 0 V . . 15.583 270.6675 450.52 . . 0 V . , '- 15.667 273.5544 419.17 . .0 .V . , 15.750 276.2842 396.38 . Q .V . . 15.833 278.9485 386.85 . 0 .V . . . 15.917 281.6865 397.56 . 0 .V . . 16.000 284.6768 434.19 . .0 .V . , 16.083 288.9886 626.08 . . Q . V . . 16.167 295.4808 942.66 . . . V 0 . . '- 16.250 304.4568 1303.31 . . . V . 0 . 16.333 314.6000 1472.80 . . . V . Q. 16.417 323.8068 1336.83 . . . V . 0 . 16.500 331.6131 1133.47 . . . V 0 . r- 16.583 337.8438 904.71 . . . QV . . 16.667 343.3800 803.86 . . . V . . 16.750 348.4781 740.24 . . Q. V . . . 16.833 353.3268 704.02 . . 0 . V . . 16.917 357.9771 675.23 . . 0 . V . . 17.000 362.4407 648.12 . . 0 . V . . 17.083 366.7133 620.38 . . . 0 . V . . 17.167 370.7879 591.63 . . 0 . V . . 17.250 374.6642 562.83 . . 0 . V . . 17.333 378.3241 531.43 . . 0 . V. . 17.417 381.8029 505.13 . . 0 . V. . 17.500 385.1212 481.81 . . 0 . V. . 17.583 388.2912 460.29 . . 0 . V. . 17.667 391.3681 446.76 . .Q . V . 17.750 394.3050 426.43 . .Q . V . 17.833 397.1585 414.34 . .0 . V . 17.917 399.9498 405.29 . Q . V . 18.000 402.6777 396.09 . 0 . V . *************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 7 >>>>>STREAM NUMBER 3 ADDED TO STREAM NUMBER 1<<<<< = = *************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 11 >>>VIEW STREAM NUMBER 1 <<<<< - -----------= II STH��n HYD6OGR�FH lg FIVE-MlNUTE INTERVALS<CFS) t|/�. `�^-� TIME(HRS) VOLUME(AF) Q■CFS) 0. 650.0 130O.0 1950.0 2600 I 15.083 481.7525 822.41 . . 0 V. . - 15.167 487.5256 838.25 . . 0 V. . ^ 15.250 493.4138 854.98 . . 0 V. . ^ I 15.333 499.4250 872.82 . . 0 V . ' 15.417 505.5203 885.03 . . 0 V . ^ 15.500 511.6008 882.89 . . 0 V . ^ I 15.583 517.4957 855.94 Q V 15.667 523 0669 8O8 94 . . ~ ^ ^ . . 0 ,y , ^ 15.750 528.3260 763.62 . .0 .V . • ^ 15.833 533.3813 734.03 . .0 .V . • N� 15.917 538.4383 734.28 . .Q .V . • -- 16.000 543.7786 775.42 . .0 . V . ' 16.083 550.6228 993.78 . . 0 . V . • 16.167 560.3B49 1417.46 . . .QV . ~ II 16.250 574.3940 2034.13 . . . V .0 • 16.333 591.7000 2512.82 . . . V . 0 ' 16.417 609.1801 2538.11 . . . . V . Q^ I 16.5OO 625.0765 2308.16 . . V . Q ^ 16.583 638.5013 1949.29 . . . V Q. ^ 16.667 650.1565 1692.33 . . . 0 . ^ 16.750 660.4871 1499.99 . . . 0 V . ^ N� 16.833 669.9870 1379.39 . . .Q V . ^ - 16.917 678.9204 1297.13 . . Q V . ' 17.000 687.3965 1230.73 . . 0 . V . ' 17.083 695.4550 1170.10 . . 0 . V . ^ I 17.167 703.1137 1112.04 . . 0 . V . ^ 17.250 710.3873 1056.12 . . 0 . V . ^ 17.333 717.2688 999.20 . . 0 . V. ^ I 17.417 723.8187 951.05 . . Q . V. 17.500 730.0721 907.99 . . 0 . V. ' 17.583 736.0455 867.34 . . 0 . V. ' 17.667 741.8191 838.32 . . 0 . V ' 11 17.750 747.3694 805.90 . . 0 . V ' 17.833 752.7551 782.01 . . 0 . V ' 17.917 758.0001 761.56 .. .Q . V ' 0� 18.000 763.1131 742.41 . .0 . V ^ __ *************************************************************************** I FLOW PROCESS FROM NODE 40.00 TO NODE 40'00 IS CODE = 3 >>>>>MODEL FLOW-THROUGH DETENTION BASIN ROUTINg<<<<< NI ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 I THROUGH A FLOW-THROUGH DETENTION BASIN USING FIVE-MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = .000 I SPECIFIED DEAD STORAGE(AF) FILLED = .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 II BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE I NUMBER (FT) (CFS) (AF) 1 .00 .00 .000 2 .66 16.40 .020 3 1.66 65.20 .270 4 2.66 132'3o 1.190 II 5 3.66 2�3.70 2.680 // � 6 4.66 306.80 4.300 `~^ � 7 6.66 524.20 7.850 I 8 11.66 1214.40 18.580 9 16.66 2074.00 37160 10 21.66 3074.60 69.810 II INFLOW II (STREAM 1) | | NI V __effective depth ----- | (and volume) | | | } ; | y R | detention |<--> outflow | basin | | | ^ | \ II � y | storage | basin outlet OUTFLOW (STREAM 1) II II BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): ---' TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) II 10.083 .000 407.0 5 .55 402.2 5.875 10.167 .000 409.1 5.57 404.3 5.908 10.250 .000 411.3 5.59 406.3 5.942 II 10.333 .000 413.5 5.60 408.4 5.9�7 10.417 .000 415.7 5.62 410.6 6.012 10.500 .000 418.0 5.64 412.7 6.048 J 10.583 .000 420.3 5.67 415.0 6.085 10.667 .000 422.6 5.69 417.2 6.122 10.750 .000 425.0 5.71 419.5 6.160 10.833 .000 427.5 5.73 421.9 6.199 N� 10.917 .000 430.0 5.75 424.3 6.238 -- 11.000 .000 432.6 5.77 426.7 �.278 11.083 .000 435.2 5.80 429.2 6.319 11.167 .000 437.9 5.82 431.8 6.361 II 11.250 .000 440.6 5.85 434.4 6.4O4 11.333 .000 443.4 5.87 437.0 6.448 11.417 .000 446.2 5.90 439.7 6.493 NI 11.500 .000 449.1 5.92 442.5 6.539 v 11.583 .000 452.1 5.95 445.3 6.585 11.667 .000 455.2 5.97 448.2 6.633 11.750 .000 458.3 6.00 451.2 6.682 I 11.833 .000 461.5 6.03 454.2 6.732 11.917 .000 464.8 6.06 457.3 6.783 12.000 .000 468.1 6.09 460.5 6.836 12.083 .000 471.9 6.12 463.8 6.892 II 12.167 .0O0 476.6 6.16 467.5 6.955 12.250 .000 482.6 6.20 471.7 7.030 12.333 .000 489.9 6.25 476.8 7.121 I 12.417 .0O0 497.4 6.31 482.6 7.222 12.500 .000 504.7 6.37 489.1 7.330 12.583 .000 511.3 6.43 495.6 7.438 12.667 .000 517.4 6.49 502.2 7.543 II z2.,5 . 523.z 0 5+ 508 5 7 643 12'833 -000 528.6 6 514 7'740 rt 12.917 .000 534.0 o.65 520.3 7.834 ', 13.000 .000 539.4 6.70 526.1 7 I 13.083 .00O 544.8 6.74 531.9 8'014 13.167 .000 550.3 6.78 537.6 8.102 13.250 .000 555.8 6.82 543.2 8.189 13.333 .000 561.5 6'86 548.8 8.276 I 13.417 .000 567.3 6.90 554.5 B'365 13.500 .000 573.3 6.94 560.2 8.455 13.583 .000 579.4 6.98 566.1 8.547 N� 13.667 .000 585.7 7.03 572.1 8 �� 13.750 .000 592.3 7.07 578.2 8.738 13.833 .000 599.1 7.12 584.5 8.838 13.917 .000 606.1 7.17 591.1 8.942 NI 14.000 .000 613.4 7.22 597.9 9.049 14.083 .000 622.6 7.27 605.2 9.169 14.167 .000 635.4 7.34 613.8 9.317 N� 14.250 .000 653.3 7.43 624.9 9.513 N� 14.333 .000 675.1 7.55 639.1 9.761 14.417 .000 696.8 7.68 656.1 10.041 14.500 .000 716.7 7.82 674.5 10.332 II 14.583 . 000 733 7.95 692.9 10 14.667 .000 749.4 8.07 710.5 10.881 14.750 .000 764.0 8.19 727.3 11.133 14.833 .000 778.3 8.30 743.2 11.375 I 14.917 .000 792.6 8.41 758.5 11.610 15.000 .000 807.3 8.52 773.5 11.842 15.083 .000 822.4 8.63 788.5 12.076 I 15.167 .000 838.2 8.85 803.7 12.314 15.250 .000 855.0 8 819.2 12 15.333 .000 872'8 8.97 835.4 12.817 15.417 .000 885.0 9.08 851.2 13.050 NI 15.500 .000 882.9 9.15 863.1 13.187 15.583 .000 855.9 9.12 865.4 13.122 15.667 .000 808.9 8.97 853.4 12.815 N� 15.750 .000 763.6 8 76 829 1 12 364 N� ^ ^ ^ "� 15.833 .000 734.0 B.55 800.0 11.910 15.917 .000 734.3 8.42 776.1 11.622 16.000 .000 735.4 8.44 768.4 11.670 II 16.0B3 .000 993.8 9 03 810 5 12 5�2 16.167 .000 1417.5 10 953 16.126 16.250 .000 2034.1 12.53 1210.0 21.802 16.333 .000 2512.8 14.36 1521.4 ^ 1797.4 28.630 I 1.417 .V00 2�38 1 15 74 1797 4 38�7�1 16.500 .000 2308.2 1637 1969.3 36.065 16.583 .000 1949.3 16.25 2013.1 35.625 II 16.667 .000 1692.3 15 75 3 33 779 16.750 .000 1500.0 15.08 1960.3 31 16.833 .000 1379.4 14.41 1744.6 28.783 16.917 .000 1297.1 13.78 1632.9 26.47� II 17.000 .000 1230.7 13.23 1531.5 24.399 17.083 .000 1170.1 12.72 1440.5 22.536 17.167 .000 1112.0 12.27 1358.2 20.841 17.250 .000 1056.1 11.85 1282.9 19.279 N� 17.333 .000 999.2 11.32 1207.0 17.848 17.417 .000 951.0 10.75 1128.1 16.629 17.500 .000 908.0 10.28 1056.1 15.609 I ^ 1�.583 ^000 867 ^3 9 ^87 995 ^0 14 730 17.667 000 838.3 9.53 943.4 14.006 17.750 .000 805.9 9.23 899.4 13.361 17.833 .000 782.0 8.97 861.2 12'816 II 17.917 .000 761.6 8.76 828.8 12.353 18.000 .000 742.4 8.57 800.9 11.950 18.083 .000 724.5 8.40 776.4 11.592 NI 18.167 .000 701.1 8.24 753.4 11.233 18..7.5 .000 6 83.5 8.08 731'2 ^ 1O 904 I 18.333 .000 662.9 7.93 710.2 10.573 18.417 .000 641.6 7.78 689.2 10.251 i|� 18.500 .000 624.3 7.64 668.8 9.945 ' `` II 18.583 .000 607 7 649.5 9 18.667 .000 594.4 7.38 631.8 9.394 18.750 .000 580.7 7.27 615.7 9.152 18.833 .000 566.1 7.16 600.4 8 I 18.917 .000 552.9 7.05 585.5 8.691 19.000 .000 540.4 6.95 571.4 8.477 19.033 .000 531.8 6.87 558.6 8 II 19.167 .000 524.8 6.79 547.6 8 19.250 .000 517.2 6.73 538.0 7.993 19.333 '.000 505.9 6.65 528.4 7.837 19.417 .000 487.0 6.54 517.1 7.630 I� 19.5O0 .000 478.3 6.43 505.1 7 � 19.583 .000 471.5 6.34 494.6 7.287 19.667 .000 464.7 6.26 485.4 7.145 19.750 .000 457.6 6.19 477.0 7.012 I 19.833 .000 451.5 6.12 469.2 6.890 19.917 .000 446.0 6.06 462.0 6.779 _ - II = END OF FLOOD ROUTING ANALYSIS II II II ` II II II II II II II II RtCH BASIN Mt�DEL ' (EX13TtNC, �ONDlTION ) i . i ...., i . . _._._ ___ ... .. „ „ . .. . _ .. _. U . . . . -. .. .„. . .. . .. . 1 - ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L O O D R O U T I N G A N A L Y S I S ' USING ORANGE /SAN BERNARDINO COUNTY UNIT - HYDROGRAPH (1986 MANUAL) Copyright 1983,1986 Advanced Engineering Software (aes) Ver. 2.7C Release Date: 6/07/87 Serial # I00895 Especially prepared far: RIVERTECH, INC. ' * *** * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * HYDRLOGIC MODELING OF WATERSHEDS DRAINING TO RICH BASIN 100 YR FREQ. * * EXISTING CONDITION . * ' * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FILE NAME: 100RE24.IN TIME /DATE OF STUDY: 15:59 9/14/1987 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' THE REMAINDER OF THIS FILE IS THE SAME THE FILE FOR EXISTING CONDITIONS EXCEPT FOR AREA DEPTH FACTOR .ACCORDINGLY REDDUNDENT SECTIONS ARE DELETED. ' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 40.00 IS CODE = 1 :> >. (UNIT- HYDROGRAPH ANALYSIS <; <: <“ (UNIT - HYDROGRAPH ADDED TO STREAM #3) *USER ENTERED "LAG" TIME = .410 HOURS ' UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE CF LAG -TIME = 20.325 WATERSHED AREA = 1111.000 ACRES ' BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .100 . ' MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .600 VALLEY(UNDEVELOPED /DESERT): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .300 ' MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .574 LOW LOSS FRACTION = .421 * HYDROGRAPH MODEL #1 SPECIFIED* ' SPECIFIED PEAK 5- MINUTES RAINFALL(INCH) .64 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.09 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.35 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.80 ' SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.25 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.40 ' *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .910 30- MINUTE FACTOR = .910 1 -HOUR FACTOR = .910 ' 3 -HOUR FACTOR = .986 . -Wn iG Pori = 44Q $ II 24 -HOUR FACTOR = .996 II RUNOFF HYDROGRAPH LISTING LIMITS: X11 Z MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 II w DETERMINATION UNIT HYDROGRAPH DETERM II INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) II 1 2.067 277.758 2 8.045 803.156 3 19.036 1476.858 I 4 32.780 44.932 1846.556 5 1632.757 6 54.513 1287.326 7 60.794 843.942 II 8 65.492 631.238 9 69.126 488.353 10 72.156 407.098 II 11 74.802 355.459 12 77.132 313.011 13 79.177 274.790 14 80.971 241.049 II 15 82.573 83.971 215.236 16 187.839 17 85.229 169.144 II 18 86.360 151.935 19 87.345 132.366 20 88.296 127.675 21 89.080 105.383 P22 89.812 90.528 98.313 23 96.282 24 91.220 92.911 25 91.898 91.179 II 26 92.463 ' 93.001 75.856 27 72.285 28 93.517 69.396 II 29 94.007 65.747 30 94.488 64.615 31 94.914 57.234 32 95.330 55.908 II 33 95.714 51.611 34 96.067 47.510 35 96.414 46.505 36 96.723 41.592 II 37 97.028 40.973 38 97.347 42.910 39 97.677 44.242 P40 97.968 98.099 39.099 41 17.647 42 98.221 16.362 43 98.343 16.423 II 44 98.465 98.587 16.361 45 16.393 46 98.709 16.361 47 98.831 16.423 I 48 98.953 16.362 49 99.075 16.392 50 99.176 13.634 I I 51 99.235 qQ �Q� 7.871 � 7 71L I ~- ''.^', ' .' 53 99.349 7.685 54 99.409 7 964 ^ ^ }7/ 3 55 99.466 7.685 I� 56 99.523 7.685 � 57 99.580 7.685 58 99.637 7.685 59 99.695 7.685 60 99.752 7.685 � 61 99.809 7.685 62 99.866 7.685 I 63 99.923 7.685 64 99.981 7.685 65 100.000 2.617 II TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 345.8842 II TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 520.6490 II II II II II II . II II II II II II II II I 7 I . q 2 4 - H O U R S T O R M II R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 375.0 750.0 1125.0 1500.0 II 15.083 251.2534 451.72 0 V. 15.167 254.4253 460.56 0 V. . 15.250 257.6614 469.88 . . 0 V. . II 15.333 260.9658 479.79 Q V 15.417 264.2950 483.41 . 0 V 15.500 267.5647 474.76 . 0 V , 15.583 270.6675 450.52 . . 0 V . II 15.667 273.5544 419.17 .Q . 15.750 276.2842 396.38 Q .V . 15.833 278.9485 386.85 Q .V . II 15.917 281.6865 397.56 Q .V 16.000 284.6768 434.19 .0 .V 16.083 288.9886 626.08 Q V . 16.167 295.4808 942.66 . . V Q . II 16.250 304.4568 1303.31 V 0 . 16.333 314.6000 1472.80 V Q, 16.417 323.8068 1336.83 . . V 0 . I 16.500 331.6131 1133.47 V 0 16.583 337.8438 904.71 QV 16.667 343.3800 803.86 . . .0 V . 16.750 348.4781 740.24 , Q. V . I 16.833 353.3268 704.02 0 . V 16.917 357.9771 675.23 0 . V 17.000 362.4407 648.12 . . Q V . 17.083 366.7133 620.38 . . 0 V . . I 17.167 370.7879 591.63 . ' Q V 17.250 374.6642 562.83 Q V 17.333 378.3241 531.43 . . 0 V. . I 17.417 381.8029 505.13 Q V. 17.500 385.1212 481.81 . Q V. 1 7.583 388.2912 460.29 . Q V, . 17.667 391.3681 446.76 .0 . V . I 17.750 394.3050 426.43 .0 V ; 17.833 397.1585 414.34 .Q V 17.917 399.9498 405.29 0 V . 18.000 402.6777 396.09 . Q . V . II ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 7 > > > >; STREAM NUMBER 3 ADDED TO STREAM NUMBER 1(<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 11 `>: »VIEW STREAM NUMBER 1 HYDROGRAPHN<: << II CTGC ;M UVncInmGj p.4 TM Tl1G -MTMI ITG TMTGGUal G rrP'cl i ' 1 ,Il % L_,.11 /1141•4,4 -0 0 II a.• . + •� ..411,e9, 111 s.,/ 17/, r- I TIME(HRS) VOLUME(AF) 0(CFS) 0. 650.0 1300.0 1950.0 2600.0 15.083 481.5488 821.88 . . 0 V. 15.167 487.3180 837.69 . . 0 V. . II 15.250 493.2021 854.38 0 V. 15.333 499.2090 872.19 • 0 V 15.417 505.2995 884.34 . . 0 V . 15.500 511.3766 882.40 . 0 V II 15.583 517.2736 856.25 0 V 15.667 522.8541 81(1.28 • 0 .V 15.750 528.1255 765.42 . .0 .V II 15.833 15.917 533.1901 735.37 .0 .V 538.2446 733.92 .0 .V 16.000 543.5616 772.04 .0 .V . 16.083 554 .3540 986.25 . 0 . V . I 16.167 560.0137 1402.59 : OV 16.250 573.8740 2012.51 V 0 16.333 591.0686 2496.66 . . . V . 0 . II 16.417 608.5472 2537.89 . . . V 0. 16.500 624.5189 2319.09 V 0 16.583 638.0474 1964.33 . . V 0 16.667 649.8066 1707.44 . . . 0 . . I ' 16.750 660.2195 1511.95 0 V 16.833 669.7750 1387.46 .0 V 16.917 678.7463 1302.63 . . 0 V . 17.000 687.2515 1234.95 . . 0 . V . II 17.083 695.3343 1173.63 0 : V 17.167 703.0142 1115.12 0 V . 17.250 710.3068 1058.89 . . 0 . V . II 17.333 717.2057 1001.72 0 V. 17.417 723.7705 953.22 0 V. 17.500 730,03 78 910.01 • 0 V. . 17.583 736.0243 869.24 . 0 . V. . II 17.667 741.8083 839.85 0 V 17. 750 747.3674 807.17 ▪ 0 V 17.833 752.7617 783.25 . . 0 V . 17.917 758.0145 762.71 .0 V 18.000 763.1345 743.42 .0 V II ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4 FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 3 >» > >MODEL FLOW- THROUGH DETENTION BASIN ROUTING< <<“ II ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 II THROUGH A FLOW - THROUGH DETENTION BASIN USING FIVE - MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: I DEAD STORAGE(AF) = 1.650 SPECIFIED DEAD STORAGE(AF) FILLED = 1.650 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = .000 II BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE II NUMBER (FT) (CFS) (AF) 1 .0(1 .00 .000 2 1.00 372.00 1.600 1 3 2.00 1053.00 3.950 L. nn iQ,4 nn 3.950 c7 I ' 5 4.00 2977.00 10.650 6 5.00 4160.00 15.200 /7/' /� 7 6.00 5469.00 20.350 I 8 7.00 6891.00 26.550 9 8.00 8420.00 33.150 II INFLOW (STREAM 1) | II . | V __effective depth I | (nd volume) | | | | | | | y | detention |<--> outflow | basin | | �� | ^ 1 \ | | storage | basin outlet 1 I V OUTFLOW (STREAM 1) ` III II _ ^ BASIN ROUTING MODEL RESULTS(5-MINUTE INTERVALS): NI TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) N� 15.083 1.650 821.9 1.66 814.3 3.152 m� 15.167 1.650 837.7 1.68 829.8 3.2O7 15.250 1.650 854.4 1.71 846.0 3.265 15.333 1.650 872.2 1.73 863.3 3.326 I 15.417 1.650 884.3 1.75 878.3 3.368 15.500 1.650 882.4 1.75 883.4 3.361 15.583 1.650 856.2 1.71 869.3 3.271 15.667 1.650 810.3 1.64 833.3 3.113 II 15.750 1.650 765.4 1.58 787.9 2.958 15.833 1.650 735.4 1.53 750.4 2.854 15.917 1.650 733.9 1.53 734.7 2.849 � I 16.000 1.650 772.0 1.59 753.0 2.980 16.083 1.650 986.3 1.90 879.0 3.719 16.167 1.650 1402.6 2.40 1195.3 5.147 16.250 1.650 2012.5 3.08 1709.4 7.235 I 16.333 1.650 2496.7 3.53 2251.9 8.921 | 16.417 1.650 2537.9 3.58 2513.3 9.090 16.500 1.650 2319.1 3.37 2429.8 8.328 N� 16.583 1.650 1964.3 3.03 2146.0 7.076 �� 16.667 1.650 1707.4 2.74 1838.2 6.176 16.750 1.650 1511.9 2.52 1608.8 5.509 I 16.833 1.650 1387.5 2.38 1448.8 5.087 16.917 1.650 1302.6 2.28 1344.5 4.798 17.000 1.650 1235.0 2.21 1268.4 4.568 17.083 1.650 1173.6 2.14 1203.9 4.360 17.167 1.650 1115.1 2.07 1144.0 4.160 II 17.250 1.650 1058.9 2.01 1086.7 3.969 17.333 1.650 1001.7 1.92 1030.2 3.773 17.417 1.650 953.2 1.85 977.5 3.606 ! 17.500 1.650 910,0 1.79 931.7 3.457 �� 17.583 1.650 869.2 1.73 889.7 3.316 17.667 1.650 839.8 1.69 854.6 3,215 17.750 1.650 807.2 1.64 823.5 3'102 II 1-7 000 1 4�o -700 o , 4o 770 17.750 p q : ,p 1 1 1 SAN SEVAINE BASINE NO.3 MODEL 1 SINGLE AREA ANALYSIS 1 1 (ULTIMATE CONDITION) 1 IH ,1 11 I 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' F L O O D R O U T I N G A N A L Y S I S USING ORANGE /SAN BERNARDINO COUNTY UNIT - HYDROGRAPH (1986 MANUAL) Copyright 1983,1986 Advanced Engineering Software (aes) Ver. 2.7C Release Date: 6/07/87 Serial # I00895 Especially prepared for: ' RIVERTECH, INC. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SINGLE AREA ANALYSIS HYDROGRAPH DEVELOPED CONDITION 100 YR FREQUENCY. * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 100DT24.IN TIME /DATE OF STUDY: 13:37 9/13/1987 ' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 >» »UNIT- HYDROGRAPH ANALYSIS < < <<< < < < << ' (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .517 HOURS ' UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.115 WATERCOURSE LENGTH = 28000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 16000.000 FEET = ELEVATION VARIATION ALONG WATERCOURSE 1528.000 FEET BASIN FACTOR = .022 II WATERSHED AREA = 8638.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE VALLEY( DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .500 ' FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .100 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .400 VALLEY( UNDEVELOPED /DESERT): ' "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .319 LOW LOSS FRACTION = .213 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .74 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.32 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.65 ' SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.40 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 5.37 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 12.10 ' *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .695 30- MINUTE FACTOR = .695 1 -HOUR FACTOR = .696 II .. - r1UUrt r- r u .. t urt = .'/.. 6 -HOUR FACTOR = .972 �}2 24 -HOUR FACTOR = .983 F t7 II RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 1 1 _ - - -•- -- = - - - --- -- UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH I NUMBER MEAN VALUES ORDINATES(CFS) 1 1.274 1330.507 2 4.575 3448.379 II 3 10.552 20.225 6243.875 4 10105.480 5 30.686 10928.500 II 6 41.266 11052.220 7 52.684 11927.310 8 61.588 9302.384 9 68.695 7423.770 I 10 74.050 78.032 5594.857 11 4159.185 12 81.037 3139.784 13 83.483 2555.129 II 14 85.331 1929.986 15 86.850 1587.399 16 87.930 1128.049 I 17 88.822 931.522 18 89.661 876.712 19 90.449 823.472 20 91.161 743.914 I 21 91.827 92.396 695.527 22 593.996 23 92.812 434.953 II 24 93.207 412.110 25 93.586 396.569 26 93.907 334.776 27 94.197 303.063 I 28 94.487 94.768 302.984 29 293.324 30 95.042 286.302 31 95.316 286.095 II 32 95.562 257.530 33 95.781 229.125 34 96.001 229.069 35 96.215 224.104 II 36 96.422 215.695 37 96.628 215.599 38 96.827 207.701 39 97.008 189.465 40 97.180 179.375 41 97.345 172.186 42 97.500 162.375 II 43 97.655 161.554 44 97.806 157.410 45 97.937 137.245 I 46 98.066 134.719 47 98.196 136.034 48 98.336 146.164 49 98.478 148.188 I 50 98.615 143.119 C4 n n / nC n n nnn II 5 70.07) 98.760 0,7.7/0 .7 /J 52 67.355 f 1�4 53 98.824 67.156 111 1 I 54 98.889 67.666 55 98.953 67.053 56 99.018 67.459 57 99.082 67.459 II 58 99.146 99.211 67.053 59 67.666 60 99.275 67.053 II 61 99.340 67.459 62 99.404 67.260 63 99.454 51.654 64 99.484 31.402 II 65 99.514 99.544 31.809 66 31.601 67 99.575 31.601 68 99.606 32.821 II 69 99.636 99.667 31.601 70 31.601 71 99.697 31.601 72 99.727 31.601 II 73 99.757 31.609 74 99.788 31.601 75 99.818 31.601 II 76 99.848 99.878 31.601 77 31.601 78 99.909 31.609 79 99.939 31.601 I 80 99.969 31.601 81 99.999 31.601 82 100.000 .677 II TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1763.3040 II TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 6795.1000 II 1 II II II II , / il - |� � ` � I ___ II 24-HOUR STORM R U N O F F H Y D R O G R A P H • � _ ~ 1 HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) _____ TIME(HRS) VOLUME(AF) 0(CFS) 0. 2725.0 5450.0 8175.0 10900.0 I 15.083 3500.7810 6534.30 . . V 0 . . 15.167 3546.2110 6596.56 . . V 0 . . 15.250 3592.0430 6654.81 . . .V 0 . . II 15.333 3638.2370 6707.35 . . .V 0 . . 15.417 3684.3730 6698.96 . . .V 0 . . 15.500 3729.8140 6597.94 . . .V Q . . 15.583 3773.7510 6379.72 . . . VO . , I 15.667 3815.0880 6002.05 . . . 0 . . 15.750 3853.7750 5617.�3 ' . 0 V . . I 15.833 3890.0730 . 52 7 n.44 . . Q. V . . II 15.917 3924.2150 4957.43 . . Q . V . _ 16.000 3957.9610 4899.89 . . 0 ' V . ' 16.083 3996.5110 5597.42 . . 0 V . . I 16.167 4043.2640 67B8.51 . . . VQ 16.250 4100.4930 8309.67 . . . V 0 . 16.333 4170.0730 10103.04 . . . V . Q . 16.417 4242.6410 10536.85 . . . V . 0 . I 16.500 4315.7140 10610.26 . . . V . Q 16.583 4390.7150 10890.18 . . . V . Q. 16.667 4458.3580 9821.86 . . . V . 0 . 16.750 4520.8370 9071.93 . . . V . 0 . I 16.833 4578.6170 8389.56 . . . V 0 . 16.917 4633.5620 7978.06 . . . V Q. . 17.000 4686.5400 7692.36 .. . . VO . . N� 17.083 4738.4110 7531.71 . . . 0 . , �� 17.167 4788.5740 7283.67 . . . 0 V . . 17.250 4837.2940 7074.21 . . . 0 V . . 17.333 4883.7040 6738.62 . . . Q V . . I 17.417 4928.4080 6491.08 . . . Q V. . 17.500 4971.6840 6283.59 . . . 0 V. . 17.583 5013.3540 6050.44 . . . 0 V. ' 17.667 5053.4660 5824.29 . . .0 V. . II 17.750 5092.2200 5627.15 . . 0 V. . 17.833 5129.6420 5433.63 . . Q. V . 17.917 5165.7540 5243.50 . . Q. V . N� 18.000 5201.0790 5129.07 . 0 V . . . -_ = , II END OF FLOOD ROUTING ANALYSIS II II II o. 1._ SAN SEVAINE BASIN N0.3 MODEL SINGLE AREA ANALYSIS. 1...--.1:: (EXISTING CONDITION • ..:::::::... , , • A ..„....„: ........, . ... „ ..„...„.......„... .... . . . . ....... .„ .. . .... ... . .. ... . . . .. . , .. . . . . ... . . . . . 1 . ,-: ,_,. . . . . . . , . . . . . . ..._......., r n 11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L O O D R O U T I N G A N A L Y S I S USING ORANGE /SAN BERNARDINO COUNTY UNIT - HYDROGRAPH (1986 MANUAL) Copyright 1983,1986 Advanced Engineering Software (aes) ' Ver. 2.7C Release Date: 6/07/87 Serial # I00895 Especially prepared for: i RIVERTECH, INC. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SINGLE AREA ANALYSIS HYDROGRAPH EXISTING CONDITION 100 YR FREQUENCY. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 100ET24.IN TIME /DATE OF STUDY: 12:24 9/13/1987 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ' >> > >:>UNIT- HYDROGRAPH ANALYSIS'. «< < (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .619 HOURS II UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 13.473 ' WATERCOURSE LENGTH = 26900.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 16000.000 FEET, ELEVATION VARIATION ALONG WATERCOURSE = 4028.000 FEET BASIN FACTOR = .033 WATERSHED AREA = 7264.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000. FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .100 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .500 VALLEY( UNDEVELOPED /DESERT): ' "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .400 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .580 LOW LOSS FRACTION = .440 ' * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .64 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.39 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.82 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.36 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .728 30- MINUTE FACTOR = .728 1 -HOUR FACTOR = .728 i II .z r - L 1 ur' _ . `Y-►r3 6 -HOUR FACTOR = .976 24 -HOUR FACTOR = .985 f (le) 1 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 1 II UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH 1 NUMBER MEAN VALUES ORDINATES(CFS) 1 1.293 1136.241 2 4.383 2714.540 II 3 9.008 4063.062 4 16.099 6228.906 5 25.084 7893.094 1 6 33.973 7809.352 7 42.213 7238.850 8 50.214 7028.034 9 55.896 4991.837 I 10 60.290 3860.471 11 63.838 3116.263 12 - 66.804 2605.896 13 69.263 2160.709 14 71.402 1879.083 15 ?3.360 1719.970 16 75.121 1546.680 II 17 76.759 1438.853 18 78.221 1284.357 19 79.602 1213.172 20 80.830 1078.803 11 21 81.998 1026.304 22 83.046 921.023 23 84.036 869.562 II 24 84.910 l 76 7.372 25 85.749 736.782 26 86.541 696.421 27 87.255 626.730 I 28 87.896 563.205 29 88.527 554.157 30 89.144 542.595 II 31 89.652 446.356 32 90.124 414.285 33 90.595 414.172 34 91.062 410.009 I 35 36 91.509 392.422 91.954 390.693 37 92.398 390.445 38 92.802 355.258 1 39 93.149 304.079 40 93.494 303.556 41 93.839 302.892 II 42 94.161 283.154 43 94.472 272.759 44 94.782 272.658 45 95.087 268.174 1 46 95.356 236.110 47 95.613 225.628 48 95.864 220.165 49 96.104 211.359 I S0 96.321 190.132 I Di 'YO . JJO 107.0 tIJ 52 96.752 189.395 F CAS 53 96.953 176.386 54 97.141 165.709 55 97.330 165.581 56 97.519 166.346 57 97.718 174.750 II 58 97.920 177.431 59 98.122 177.552 60 98.303 158.551 I 61 62 98.376 64.061 98.443 59.215 63 98.510 59.222 64 98.578 58.961 II 65 66 98.645 59.477 98.713 59.088 67 98.780 59.095 II 68 98.847 59.343 69 98.914 58.840 70 98.982 59.597 71 99.049 58.840 I 72 99.117 59.343 73 99.184 59.095 74 99.252 59.343 75 99.308 49.664 I 76 99.341 28.532 77 99.372 28.016 78 99.404 27.506 I ?9 80 99.435 27.761 99.467 28.023 81 99.499 28.270 82 99.535 31.581 I 83 84 99.568 28.270 99.600 28.270 85 99.632 28.270 II 86 99.664 28.270 • 87 99.696 28.270 88 99.728 28.270 89 99.761 28.270 II 90 99.793 28.270 91 99.825 28.270 92 99.857 28.270 93 99.889 28.270 I 94 99.922 28.270 95 99.954 28.270 96 99.986 28.270 97 100.000 12.406 II II II II TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2474.9150 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 3366.6270 1 II II F - 1'k I 24 - H O U R S T O R M N O F F H Y D R O G R A P H II HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 1500.0 3000.0 4500.0 6000.0 15.083 1618.1350 2955.24 . . Q. . II 15.167 1638.7650 2995.45 Q. 15.25E 1659.6680 3035.14 VO 15.333 1680.8440 3074.66 VO . 15.417 1702.0800 3083.57 . . 0 . . II II 15.500 1723.0880 3050.35 0 15.583 1743.6410 2984.22 QV 15.667 1763.3700 2864.63 . . QV . 15.750 1782.0520 2712.63 0 .V II 15.833 1799.8390 2582.80 0 .V 15.917 1817.0840 2503.95 0 .V 16.000 1834.2760 2496.19 . . Q .V . I 16.083 1855.0130 3011.15 0 V 16.167 1880.7610 3738.50 • V 0 16.250 1911.0670 4400.43 . . . V Q. . 16.333 1947.6850 5317.04 . . . V . 0 . II 16.417 1988.8370 5975.25 V Q. 16.500 2029.7680 5943.19 ▪ V Q. 16.583 2069.0040 5696.99 . . . V . Q . 16.667 2107.3870 5573.18 V 0 II 16.750 2140.5850 4820.47 V . 0 16.833 2171.0410 4422.20 V 0. 16.917 2199.8680 4185.60 . . . VO . I 17.000 2227.8160 4058.11 . , VO f 17.083 2254.7570 3911.74 Q 17.167 2280.9150 3798.24 . . 0 V . 17.250 2306.4500 3707.69 . . . 0 V . I 17.333 2331.1530 3586.88 0 V i 17.417 2355.0 23Cr 3465.89 ▪ 0 V 17.500 2377.9110 3323.36 . . 0 V . . II 17.583 2400.0470 3214.16 .0 V . 17.667 2421.2750 3082.22 . 0 V . 17.750 2441.9090 2996.02 Q. V. . 17.833 2461.8690 2898.19 . Q. V. . II 17.917 2481.3480 2828.44 0 V. 18.000 2500.2520 2744.87 Q . V. == _ = = - ' END OF FLOOD ROUTING ANALYSIS II 1 I SAN SaVAIN'f3A$IN-NQ.;,31': MODEL SINGLE AREA ANALYSIS ( INTERIM CONDITION 1_ 1. 1,--. I 1 • 1 • 1 F1�,a **** *****************..*. * ***** **. * *** *.x.*.**.**. * *** *. ......x. ** .* ....... *-x..* . µ F L O O D R O U T I N G A N A L Y S I S USING ORANGE /SAN BERNARDINO COUNTY UNIT HYDROGRAPH (1986 MANUAL) Copyright 1983,1986 Advanced Engineering Software (aes) Ver. 2.7C Release Date: 6/07/87 Serial # I00895 Especially prepared far: I RIVERTECH, INC. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SINGLE AREA ANALYSIS HYDROGRAPH INTERIM CONDITION 100 YR FREQUENCY. FILE NAME: 100TIN24.IN TIME /DATE OF STUDY: 13:31 9/13/1987 * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 >> >, , I T HYDROGRAPH ANALYSIS, « { < _ (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE "LAG" TIME = .600 HOURS ' UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 13.894 WATERCOURSE LENGTH = 26000.000 FEET LENGTH FROM CONCENTRATION' POINT TO CENTROID = 16000.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 4028.000 FEET BASIN FACTOR = .032 WATERSHED AREA = 7264.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION/ = .100 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .100 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .400 VALLEY(UNDEVELQPED /DESERT): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .400 I MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .569 LOW LOSS FRACTION = .411 * HYDROGRAPH MODEL #1 SPECIFIED* ' SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .67 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.12 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.41 ' SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.85 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.40 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 9.90 ' *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .728 30- MINUTE FACTOR = .728 ' 1 -HOUR FACTOR = .728 II o riuur, r riL l wr - . 7-ru 6 -HOUR FACTOR = .976 r 24 -HOUR FACTOR = .985 I I(3 I RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 1 -_ == = UNIT HYDROGRAPH DETERMINATION II INTERVAL "S" GRAPH UNIT HYDROGRAPH II NUMBER MEAN VALUES ORDINATES(CFS) 1 1.260 1107.233 2 4.300 2670.625 I 3 8.988 4117.578 4 16.284 6409.841 5 25.366 7978.589 6 34.412 7946.410 I 7 43.375 51.928 7874.232 8 7514.125 9 58.123 5441.548 II 10 62.945 4236.218 11 66.879 3456.031 12 69.996 2738.029 13 72.581 2271.137 I 14 74.761 1914.907 15 76.756 1752.885 16 78.461 1497.887 17 80.028 1376.535 18 81.394 1199.626 19 82.624 1081.270 20 83.759 996.485 II 21 84.790 905.588 22 85.759 851.258 23 86.612 749.905 24 87.426 715.087 I 25 88.191 ' 88.880 671.823 26 604.987 27 89.471 519.861 28 90.052 510.022 29 90.621 500.069 30 91.094 415.505 31 91.522 375.941 I 32 91.950 92.373 375.982 33 371.712 34 92.778 355.700 35 93.181 353.931 II 36 93.584 353.958 37 93.938 311.177 38 94.250 273.590 II 39 94.560 273.141 40 94.869 270.862 41 95.152 249.039 4 2 95.430 243.992 II 43 95.708 243.999 4 4 95.971 230.956 45 96.205 205.668 46 96.435 202.163 47 96.656 194.529 ' 48 96.856 175.065 49 97.045 166.071 I 50 97.233 165.876 C i rf r Ii . . !'f i ! ^1 0 ', i .Y M I "'5i 7/.Y10 lOC.Ci/ 52 97.587 147.901 J 97.753 146.312 f ' ia. 54 97.920 146.419 II J5 98.092 151.352 56 98.270 156.098 57 98.447 156.191 II 58 98.619 150.856 59 98.691 63.277 60 98.747 48.806 61 98.802 48.806 I 62 98.858 98.913 48.800 63 48.806 64 98.969 49.001 65 99.025 II 48.605 66 99.080 49.001 67 99.136 48.806 68 99.191 48.605 II 69 99.247 49.001 70 99.303 48.806 71 99.358 48.806 72 99.414 48.800 II 73 99.454 99.480 35.368 74 22.527 75 99.506 23.317 11 76 99.532 22.721 77 99.558 23.116 78 99.584 22.922 79 99.612 24.497 I 80 99.638 99.664 22.922 81 22.922 82 99.691 22.915 II 83 99.717 22.922 84 99.743 22.915 85 99.769 22.922 86 99.795 22.922 I 87 99.821 22.915 88 99.847 22.922 89 99.873 22.915 90 99.899 22.922 I 91 99.925 22.922 92 99.951 22.915 93 99.978 22.922 II 94 100.000 19.732 I TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2333.4480 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 3567.6170 II II II II II 183 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 _====_____________ = = - - == s = = = =m= =s= cr. = == HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 1575.0 3150.0 4725.0 6300.0 15.083 1735.9290 3184.21 . . VQ . • 15.167 1758.1580 3227.58 . VO . 15.250 1780.6830 3270.64 . . VQ 15.333 1803.4980 3312.80 . VQ . 15.417 1826.3990 3325.19 . VQ . • 15.500 1849.0980 3295.97 . Q , • ' 15.583 1871.3530 3231.40 . Q , 15.667 1892.7810 3111.27 . Q.V . 15.750 1913.1450 2956.84 . . Q .V . 15.833 1932.5480 2817.30 . . Q .V . 15.917 1951.2020 2708.68 . . 0 .V • 16.000 1969.5460 2663.52 . . 0 . V . 16.083 1991.2530 3151.82 . . Q V . • 16.167 2017.9410 3875.07 . . . V 0 . 16.250 2049.4770 478.98 . . V Q. . 16.333 2087.9030 5579.45 . . . V Q . 16.417 2130.9170 6245.77 . . V . Q. 16.500 2174.0240 6259.07 . V Q. 16.583 2216.8680 6221.03 . . V . Q. 16.667 2258.6120 6061.19 . . V • 0 . 16.750 2294.8510 5261.87 . . . V . 0 . 16.833 2328.0540 4821.09 . . V 0 • 16.917 2359.5090 4567.30 . . . V Q , . 17.000 2389.4950 4353.94 . VQ . 17.083 2418.3870 4195.05 . s . . QV . 17.167 2446.2710 4048.88 . . Q V • 17.250 2473.5100 3955.05 . . • 0 V . • 17.333 2499.6200 3791.20 . . . Q V . . 17.417 2524.7980 3655.87 . . Q V . . 17.500 2548.8600 3493.70 . . . 0 V . . 17.583 2571.9690 3355.47 . . .0 V . . 17.667 2594.2030 3228.43 . 0 V. . 17.750 2615.6660 3116.41 . Q. V. . 17.833 2636.5250 3028.72 Q. V. . 17.917 2656.7080 2930.47 . . Q . V. . 18.000 2676.4340 2864.25 . . 0 . V . ______ == = END OF FLOOD ROUTING ANALYSIS APPENDIX G a HAWKER CRAWFORD CHANNEL HYDRAULICS 1 1 1 1 1 I k_kA.W KE2 - cR. A.\MFoR.t, cv, A+a14E,L. Ft 2 E Er3oAJZ.f C A L C..t4 Lita,- %G N 1 _, ,4't - S P ■ LLW /a'l' L E. V E 5 LI F F 1 C_ t t= r t T F= t2 E tf l3 0 A 2 't� I 7 Go t-1 "T tst k1 - 7 \-N E 1 0 0 0- { . i\ S C.1-k p 2 S E OR- 2 FT. \N 1.4 1 C 1.4 F v En_ % s G (LE 4. E lt_ (Fo (7._ c 1•k is,K1 ►.►. t= L. V F Ld C I T r 1 l.s.ss TE -+c....t '3 FT I SEC. FILE E130 = 2 PT•) (1:a E F sit__ - To 1\Ec- 2 our9t_T "sK e. ET.s Fo WIZ,2rau c 1 .l� CpL. 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N TM Vd'd'd'd•el'd'd' en en ") IMNNNNNNHI.4 I 1 III III THIS RUN EXECUTED 09 -07 -87 III ******************* * * * * * * * * * * ** * * *** * * * * * * * * * * * * ** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR - 01,02,03,04,05,06 1 1/ MODIFICATION - 50,51,52,53,54,55,56 IBM -PC -XT VERSION AUGUST 1995 # ****************** * * * * * * * ** * * * * * * * * * * * * * * * * * * * *** 1 T1 HYDRAULIC ANALYSIS OF HAWKER CRAWFORD CHANNEL.FOR ULTIMATE CONDITIONS. T2 SUPERCRITICAL FLOW IN RECTANGULAR SEC. PREPARED FOR 3. P. KAPP & ASSOC. T3 ULT. HAWKER CRAWFORD CH. PREPARED BY RIVERTECH INC. ON AUGUST 23 1988. III 31 ICHECK INA NINV IDIR STRT METRIC HVINS 0 WSEL FO I 0. 2. 0. 1. - 1.000000 .00 .0 0. .000 .000 32 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 111 .000 .000 -1.000 .000 .000 .000 -1.000 .000 .000 .000 33 VARIABLE CODES FOR SUMMARY PRINTOUT III 38.000 43.000 1.000 2.000 26.000 8.000 12.000 42.000 39.000 67.000 III NC .050 .050 .015 .040 .300 .000 .000 .000 .000 .000 01 3.000 2010.000 3320.000 4480.000 .000 .000 .000 .000 .000 .000 X1 430994.000 4.000 .000 157.000 .000 .000 25.000 .000 .000 .000 GR 1605.000 .000 1584.000 71.000 1584.000 85.000 1605.000 157.000 .000 .000 III X1 428494.000 4.000 .000 152.000 .000 .000 25.000 .000 .000 .000 GR 1605.000 .000 1583.880 70.000 1583.880 64.000 1605.000 152.000 .000 .000 III X1 425994.000 4.000 .000 145.000 .00 d .000 15.520 .000 .000 .000 GR 1605.000 .000 1583.760 71.000 1583.760 85.000 1605.000 145.000 .000 .000 I X1 424442.000 8.000 .000 141.000 .000 .000 50.000 .000 .000 .000 GR 1605.000 .000 1600.400 16.000 1600.400 21.000 1583.680 73.000 1583.680 87.000 GR 1600.400 125.000 1600.400 129.000 1605.000 141.000 .000 .000 .000 .000 1 111 X1 419442.000 8.004 .004 124.000 .000 .000 20.000 .000 .000 .000 GR 1605.000 .000 1600.400 16.000 1600.400 31.000 1583.430 72.000 1583.430 86.000 GR 1600.400 100.000 1600.400 115.000 1605.000 124.000 .000 .000 .000 .000 1 X1 417442.000 4.000 .000 14.000 .000 .000 20.000 .000 .000 .000 GR 1601.600 .000 1583.340 .000 1583.340 14.000 1601.600 14.000 .000 .000 X1 415442.000 4.000 .000 14.000 .000 .000 20.000 .000 .000 .000 6R 1601.600 .000 1582.420 .000 1582.920 14.000 1601.600 14.000 .000 .000 1 III 09-07 -87 12:16:14 PAGE 2 III X1 413442.000 4.000 .400 14.000 .000 .000 20.000 .000 .000 .000 6R 1597.600 .000 1582.500 .000 1582.500 14.000 1597.580 14.000 .000 .000 X1 411442.000 4.000 .000 14.000 .000 .000 20.000 .000 .000 .000 III SR 1597.600 .000 1582.080 .000 1582.080 14.000 1597.580 14.000 .000 .000 i III 11 409442.000 4.000 .000 14.000 .000 .000 20.000 .000 .000 .000 GR 1597.600 .000 1581.660 .000 1581.660 14.000 1597.580 14.000 .000 .000 G S III 11 407442.000 4.000 .000 14.000 .000 .000 20.000 .000 .000 .000 GR 1597.600 .000 1581.240 .000 1581.240 14.000 1597.580 14.000 .000 .000 III Xi 405442.400 4.400 .400 14.000 .000 .000 20.000 .000 .000 .000 GR 1597.600 .400 1580.810 .000 1580.810 14.000 1597.580 14.000 .000 .000 11 403442.000 4.000 .000 14.000 .000 .000 20.000 .000 .000 .000 GR 1597.600 .000 1580.390 .000 1580.390 14.000 1597.580 14.000 .000 .000 XI 401442.000 4.000 .000 14.000 .000 .000 20.000 .000 .000 .000 III GR 1597.600 .000 1579.970 .000 1579.970 14.000 1597.5B0 14.000 .000 .000 11 399442.000 4.000 .000 14.000 .000 .000 50.000 .000 .000 .000 6R 1597.600 .000 1579.550 .000 1579.550 14.000 1597.580 14.000 .000 .000 III 11 394442.000 4.000 .000 14.000 .000 .000 50.000 .000 .000 .000 SR 1597.600 .000 1578.500 .000 1578.500 14.000 1597.580 14.000 .000 .000 I XI 389442.900 4.009 .040 14.000 .000 .000 100.000 .000 .000 .000 SR 1597.600 .400 157 ?.450 .000 1577.450 14.000 1597.530 14.000 .000 .000 I 11 379442.400 4.400 .400 14.000 .000 .000 100.000 .000 .000 .000 6R 1597.600 .000 1575.344 .000 1575.340 14.000 1597.580 1 4.400 .000 .000 11 369442.000 4.000 .000 14.000 .000 .000 100.000 .000 .000 .000 III SR 1597.600 .000 1573.240 .000 1573.240 14.000 1597.580 14.000 .000 .000 11 359442.000 4.000 .000 14.000 .000 .000 100.000 .000 .000 .000 III GR 1597.600 .000 1571.130 .000 1571.130 14.000 1597.580 14.000 .000 .000 11 349442.000 4.000 .000 14.000 .000 .000 100.000 .000 .000 .000 BR 1597.600 .000 1569.030 .000 1569.030 14.000 1597.580 14.000 .000 .000 11 339442.000 4.000 .000 14.000 .000 .000 100.000 .000 .000 .000 BR 1597.600 .000 1566.920 .000 1566.920 14.000 1597.580 14.000 .000 .000 III 11 329442.000 4.000 .040 14.000 .0011 .000 300.000 .000 .000 .000 6R 1597.600 .000 1564.820 .000 1564.820 14.000 1597.580 1 4.400 .000 .000 1 III 09 -07 -87 12:16:14 PAGE 3 11 299442.000 4.600 .000 14.000 .000 .000 300.000 .000 .000 .000 GR 1597.600 .000 1558.500 .000 1558.500 14.000 1597.580 14.000 .000 .000 III 11 269442.000 4.000 .040 14.000 .000 .000 394.420 .000 .000 .000 6R 1597.600 .000 1552.194 .000 1552.190 14.000 1597.580 14.000 .000 .000 11 230000.000 4.000 .000 14.000 .000 .000 500.000 .000 .000 .000 I 6R 1597.600 .000 1543.880 .000 1543.880 14.000 1597.580 14.000 .000 .000 11 180000.000 4.000 .000 14.000 .000 .000 500.000 .000 .000 .000 BR 1597.600 .000 1533.360 .000 1533.360 14.000 1597.580 14.000 .000 .000 III 11 130000.000 4.000 .000 14.000 .000 .000 395.000 .000 .000 .000 6R 1597.600 .000 1522.830 .000 1522.830 14.000 1597.580 14.000 .000 .000 III 11 90500.000 4.000 .000 14.000 .000 .000 .000 .000 .000 .000 6R 1597.600 .000 1514.520 .000 1514.520 14.000 1597.580 14.000 .000 .000 EJ .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 III 1 X19 -67 -R7 Pdh:14 PAGE 4 III ULT. HAWKER CRAWFORD CH. (1-; SUMMARY PRINTOUT 1 SECNO 8 CWSEL CRIWS VCH DEPTH OLOSS ELMIN XLCH XECH1 * 430994.000 2010.00 1589.63 1589.63 10.75 5.63 .00 1584.00 .00 .00 III * 430994.000 3320.00 1591.21 1591.21 11.95 7.21 .00 1584.00 .00 .00 * 430994.000 4480.00 1592.30 1592.30 12.78 8.30 .00 1584.00 .00 .00 III * 428494.000 2010.00 1589.57 1589.57 10.83 5.69 .06 1583.88 25.00 .00 * 428494.000 3320.00 1591.17 1591.17 12.04 7.29 .00 1583.88 25.00 .00 f 428494.000 4480.00 1592.31 1592.31 12.79 8.43 .08 1583.88 25.00 .00 III f 425994.000 2010.00 1589.54 1589.54 10.94 5.78 .06 1583.76 25.00 .00 + 425994.000 3320.00 1591.17 1591.17 12.15 7.41 .01 1583.76 25.00 .00 # 425994.000 4480.00 1592.33 1592.33 12.93 8.57 .09 1583.76 25.00 .00 1 111 * 424442.000 2010.00 1589.62 1589.62 11.27 5.94 .08 1583.68 15.52 .00 * 424442.000 3320.00 1591.33 1591.33 12.55 7.65 .10 1583.68 15.52 .00 * 424442.000 4480.00 1592.54 1592.54 13.36 8.86 .11 1583.68 15.52 .00 11/ * 419442.000 2010.00 1590.06 1590.06 12.25 6.63 .14 1583.43 50.00 .00 + 419442.000 3320.00 1592.09 1592.09 13.67 8.66 .17 1583.43 50.00 .00 * 419442.000 4480.00 1593.54 1593.54 14.58 10.11 .19 1583.43 50.00 .00 III 417442.000 2010.00 1591.93 1591.93 16.72 8.59 .17 1583.34 20.00 .00 * 417442.000 3320.00 1595.35 1595.35 19.74 12.01 .24 1583.34 20.00 .00 I * 417442.000 4480.00 1598.03 1598.03 21.78 14.69 .30 1583.34 20.00 .00 415442.000 2010.00 1590.44 1591.52 19.09 7.52 .05 1582.92 20.00 .00 415442.000 3320.00 1593.71 1594.93 22.00 10.79 .06 1582.92 20.00 .00 11/ 415442.000 4480.00 1596.27 1597.58 23.99 13.35 .06 1582.92 20.00 .00 413442.000 2010.00 1589.62 1591.11 20.17 7.12 .03 1582.50 20.00 .00 III 413442.000 3320.00 1592.79 1594.52 23.04 10.29 .03 1582.50 20.00 .00 413442.000 4480.00 1595.32 1597.16 24.98 1f.82 .03 1582.50 20.00 .00 1 III 09 -07 -87 12:16:14 PAGE 25 SECNO A CWSEL CRIWS VCH DEPTH OLOSS ELMIN XLCH XECH1 411442.000 2010.00 1588.92 1590.67 20.98 6.84 .02 1582.08 20.00 .00 * 411442.000 3320.00 1592.03 1594.12 23.83 9.95 .02 1582.08 20.00 .00 III f 411442.000 4480.00 1594.49 1596.77 25.77 12.41 .02 1582.08 20.00 .00 409442.000 2010.00 1588.30 1590.25 21.61 6.64 .02 1581.66 20.00 .00 409442.000 3320.00 1591.34 1593.66 24.49 9.68 .02 1581.66 20.00 .00 III 409442.000 4480.00 1593.78 1596.37 26.39 12.12 .02 1581.66 20.00 .00 407442.000 2010.00 1587.71 1589.83 22.18 6.47 .02 1581.24 20.00 .00 407442.000 3320.00 1590.72 1593.24 25.02 9.48 .02 1581.24 20.00 .00 III 407442.000 4480.00 1593.12 1595.89 26.93 11.88 .02 1581.24 20.00 .00 405442.000 2010.00 1587.14 1589.40 22.69 6.33 .01 1580.81 20.00 .00 405442.000 3320.00 1590.10 1592.81 25.52 9.29 .02 1580.81 20.00 .00 405442.000 4480.00 1592.48 1595.46 27.42 11.67 .02 1580.81 20.00 .00 403442.000 2010.00 1586.61 1588.98 23.10 6.22 .01 1580.39 20.00 .00 III 403442.000 3320.00 1589.53 1592.39 25.95 9.14 .01 1580.39 20.00 .00 403442.000 4480.00 1591.89 1595.04 27.84 11.50 .01 1580.39 20.00 .00 401442.000 2010.00 1586.08 1588.57 23.50 6.11 .01 1579.97 20.00 .00 III 401442.000 3320.00 1588.97 1591.97 26.35 9.00 .01 1579.97 20.00 .00 401442.000 4480.00 1591.31 1594.62 28.23 11.34 .01 1579.97 20.00 .00 399442.000 2010.00 1585.57 1588.15 23.87 6.02 .01 1579.55 20.00 .00 1 399442.000 3320.00 1588.43 1591.55 26.71 8.88 .01 1579.55 20.00 .00 399442.000 4480.00 1590.76 1594.20 28.58 11.21 .01 1579.55 20.00 .00 394442.000 2010.00 1584.32 1587.10 24.65 5.82 .02 1578.50 50.00 .00 394442.000 3320.00 1587.12 1590.51 27.51 8.62 .03 1578.50 50.00 .00 394442.000 4480.00 1589.39 1593.15 29.38 10.89 .03 1578.50 50.00 .00 III 389442.000 2010.00 1583.13 1586.06 25.28 5.68 .02 1577.45 50.00 .00 389442.000 3320.00 1585.86 1589.46 28.18 8.41 .02 1577.45 50.00 .00 389442.000 4480.00 1588.11 1592.11 30.03 10.66 .02 1577.45 50.00 .00 III 379442.000 2010.00 1580.80 1583.96 26.28 5.46 .03 1575.34 100.00 .00 379442.000 3320.00 1583.45 158 7.36 29.25 8.11 .04 1575.34 100.00 .00 379442.000 4480.00 1585.62 1590.01 31.13 10.28 .04 1575.34 100.00 .00 I 369442.000 2010.00 1578.56 1581.83 26.98 5.32 .02 1573.24 100.00 .00 369442.000 3320.00 1581.13 1585.28 30.05 7.89 .03 1573.24 100.00 .00 369442.000 4480.00 1583.26 1587.92 31.95 10.02 .03 1573.24 100.00 .00 I 359442.000 2010.00 1576.34 1579.72 27.52 5.21 .02 1571.13 100.00 .00 359442.000 3320.00 1578.86 1583.18 30.69 7.73 .02 1571.13 100.00 .00 359442.000 4480.00 1580.95 1585.82 32.62 9.82 .03 1571.13 100.00 .00 III 349442.000 2010.00 1574.18 1577.62 27.90 5.15 .01 1569.03 100.00 .00 349442.000 3320.00 1576.63 1581.03 31.19 7.60 .02 1569.03 100.00 .00 III 349442.000 4480.00 1578.69 1583.73 33.14 9.66 .02 1569.03 100.00 .00 1 09 -07 -87 12:16:14 PAGE 26 SECNO Q CYSEL CRIWS VCH DEPTH GLOSS ELNIN XLCH XECH1 III 339442.000 2010.00 1572.01 1575.51 28.21 5:09 .01 1566.42 100.00 .00 339442.000 3320.00 1574.43 1578.92 31.59 7.51 .02 1566.92 1C0.00 .00 339442.000 4480.00 1576.44 1581.63 33.60 9.52 .02 1566.92 100.00 .00 329442.000 2010.00 1569.87 1573.41 28.43 5.05 .01 1564.82 100.00 .00 329442.000 3320.00 1572.26 1576.82 31.90 7.44 .01 1564.82 100.00 .00 329442.000 4480.00 1574.24 1579.47 33.95 9.43 .01 1564.82 100.00 .00 299442.000 2010.00 1563.48 1567.09 28.85 4.98 .02 1558.50 300.00 .00 299442.000 3320.00 1565.78 1570.50 32.57 7.28 .03 1558.50 300.00 .00 III 299442.000 4480.00 1567.71 1573.15 34.72 9.21 .03 1558.50 300.00 .00 269442.000 2010.00 1557.14 1560.78 29.02 4.95 .01 1552.19 300.00 .00 269442.000 3320.00 1559.40 1564.19 32.90 7.21 .01 1552.19 300.00 .00 III 269442.000 4480.00 1561.29 1566.84 35.15 9.10 .02 1552.19 300.00 .00 230000.000 2010.00 1548.81 1552.47 29.13 4.93 .00 1543.88 394.42 .00 230000.000 3320.00 1551.04 1555.88 33.14 7.16 .01 1543.88 394.42 .00 III 230000.000 4480.00 1552.90 1558.53 35.47 9.02 .01 1543.88 394.42 .00 180000.000 2010.00 1538.29 1541.95 29.15 4.93 .00 1533.36 500.00 .00 180000.000 3320.00 1540.49 1545.36 33.25 7.13 .00 1533.36 500.00 .00 180000.000 4480.00 1542.34 1548.01 35.65 8.98 .01 1533.36 500.00 .00 130000.000 2010.00 1527.74 1531.42 29.17 4.91 .00 1522.83 500.00 .00 III 130000.000 3320.00 1529.96 1534.83 33.30 7.13 .00 1522.83 500.00 .00 1111000.000 4400.10 1531.70 1537.48 35.72 P.a6 OA 1522.83 500.00 .00 e 90500.000 2010.00 1519.44 1523.11 29.15 4.92 .01 1514.52 395.00 .00 ,a III 90500.000 3320.00 1521.65 1526.52 33.30 7.13 .00 1514.52 395.00 .00 I THIS RUN EXECUTED 09 -07 -87 f#} tf} tf# t} f}} ft}}t } } }f } }tf # } #tf #tf }f }tt }ff }f } }f }f HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR - 01,02,03,04,05,06 MODIFICATION - 50,51,52,53,54,55,56 IBM -PC -XT VERSION AUGUST 1985 , f} tt}#}t}t} t}}}tt}# }t } }tfff} } } }tftt }ftft #f }tfftftf III F AT 11 DEVELOPMENT OF WATER SURFACE PROFILES A RICH BASIN OUTLET. T2 PREPARED FOR 7. P. KAPP & ASSOCIATES. ULTIMATE CONDITIONS. T3 ULT. RICH BASIN PROFILES PREPARED BY RIVERTECH INC. ON AUGUST 23 1988. 31 ICHECK IN8 NINV IDIR STRT METRIC HVINS D WSEL FO 1 0. 2. 0. 0. - 1.000000 .00 .0 0. .000 .000 32 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 1 .000 .000 -1.000 .000 .000 .000 -1.000 .000 .000 .000 I 13 VARIABLE CODES FOR SUMMARY PRINTOUT 38.000 43.000 1.000 2.000 26.000 8.000 12.000 42.000 39.000 67.000 III NC .050 .050 .015 .040 .300 .000 .000 .000 .000 .000 DT 3.000 2010.000 3320.000 4480.000 .000 .000 .000 .000 .000 .000 X1 417442.000 4.000 .000 14.000 .000 .000 .000 .000 .000 .000 III 6R 1601.600 .000 1583.340 .000 1583.340 14.000 1601.600 14.000 .000 .000 X1 419442.000 8.000 .000 124.000 .000 .000 20.000 .000 .000 .000 III SR 1606.000 .000 1601.600 16.000 1601.600 31.000 1583.430 72.000 1583.430 86.000 GR 1601.600 100.000 1601.600 115.000 1606,000 124.000 .000 .000 .000 .000 NC .050 .050 .025 .040 .300 .000 .000 .000 .000 .000 I X1 424442.000 8.000 .000 141.000 .000 .000 50.000 .000 .000 .000 GR 1606.000 .000 1601.600 16.000 1601.600 21.000 1583.680 73.000 1583.680 87.000 6R 1601.600 125.000 1601.600 129.000 1606.000 141.000 .000 .000 .000 .000 I 11 425994.000 4.000 .000 145.000 .000 .000 15.520 .000 .000 .000 GR 1606.000 .000 1583.760 71.000 1583.760 85.000 1606.000 145.000 .000 .000 I III 11 428494.000 4.000 .000 152.000 .000 .000 25.000 .000 .000 .000 6R 1606.000 .000 1583.880 70.000 1583.880 84.000 1606.000 152.000 .000 .000 X1 430994.000 4.000 .000 157.000 .000 .000 25.000 .000 .000 .000 1 III 6R 1606.000 .000 1584.000 71.000 ; 1584.000 85.000 1606.000 157.000 .000 .000 E3 .000 .000 .000 .000 .000 .000 .000 . .000 .000 .000 1 09 -07 -87 12:18:50 PAGE 2 III ULT. RICH BASIN PROFILES III SUMMARY PRINTOUT III SECNO B CNSEL CRIWS VCH DEPTH OLOSS ELMIN XLCH XECH1 4 417442.000 2010.00 1591.93 1591.93 16.72 8.59 .00 1583.34 .00 .00 * 417442.000 3320.00 1595.34 1595.34 19.76 12.00 .00 1583.34 .00 .00 III 417442.000 4480.00 1598.02 1598.02 21.80 14.68 .00 1583.34 .00 .00 U 1 419442.000 2010.00 1596.08 1590.13 4.79 12.65 .16 1583.43 20.00 .00 419442.000 3320.00 1601.32 1592.19 4.52 17.89 .23 1583.43 20.00 .00 ill 419442.000 4480.00 1605.47 1593.67 3.80 22.04 .29 1583.43 20.00 .00 424442.000 2010.00 1596.26 1589.75 3.50 12.58 .01 1583.68 50.00 .00 424442.000 3320.00 1601.50 1541.47 3.17 17.82 .01 1583.68 50.00 .00 424442.000 4480.00 1605.57 1592.71 2.88 21.89 .00 1583.68 50.00 .00 425994.000 2010.00 1596.31 1589.58 3.14 12.55 .00 1583.76 15.52 .00 425994.000 3320.00 1601.53 1591.23 2.82 17.77 .00 1583.76 15.52 .00 425994.000 4480.00 1605.59 1592.40 2.62 21.93 .00 1583.76 15.52 .00 428494.000 2010.00 1596.32 1589.62 3.06 12.44 .00 1583.88 25.00 .00 III 428494.000 3320.00 1601.54 1591.24 2.72 17.66 .00 1583.88 25.00 .00 428494.000 4480.00 1605.60 1592.39 2.52 21.72 .00 1583.88 25.00 .00 I 430994.000 2010.00 1596.33 1589.68 3.02 12.33 .00 1584.00 25.00 .00 430994.000 3320.00 1601.55 1591.28 2.66 17.55 .00 1584.40 25.00 .00 430994.000 4480.00 1605.61 1592.41 2.46 21.61 .00 1584.00 25.00 .00 1 1 III 09 -07 -87 12:18:50 PAGE 11 III 1 III III III I I III III 1 III ■ X 10 1 1HIS RUN EXECUTED 09-07-87 HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR - 01,02,03,04,05,06 111 MODIFICATION - 50,51,52,53,54,55,56 IBN -PC -XT VERSION AUGUST 1985 ******************* * **** * * * * *1 * **1 **1* * * * * * *** ** III T1 HYDRAULIC ANALYSIS OF HAWKER CRAWFDRD CHANNEL . INTERIM CONDITIONS. T2 PREPARED FOR J. P. KAPP 6 ASSOCIATES. III T3 INT. HAWKER CRAWFORD CH. PREPARED BY RIVERTECH INC. ON AUGUST 23 1988. 11 !CHECK INO NINV IDIR STRT METRIC HVINS Q WSEL FO III 0. 2. 0. 1. - 1.000000 .00 .0 0. .000 .000 J2 NPROF IPLOT PREYS XSECV XSECH FN ALLDC 1811 CHNIM ITRACE ' Ill .000 .000 -1.000 .000 .000 .000 -1.000 .000 .000 .000 J3 VARIABLE CODES FOR SUMMARY PRINTOUT III 38.000 43.000 1.000 2.000 26.000 8.000 12.000 42.000 39.000 67.000 III NC .050 .050 .015 .040 .300 .000 .000 .000 .000 .000 QT 3.000 2010.000 3320.000 4480.000 .000 .000 .000 .000 .000 .000 XI 430994.000 4.000 .000 157.000 .000 .000 25.000 .000 .000 .000 GR 1606.000 .000 1584.000 71.000 1584.000 85.000 1606.000 157.000 .000 .000 Ili X1 428494.000 4.000 .000 152.000 .000 .000 25.000 .000 .000 .000 6R 1606.000 .000 1583.880 70.000 1583.880 84.000 1606.000 152.000 .000 .000 III X1 425994.000 4.000 .000 145.000 .000' .000 15.520 .000 .000 .000 GR 1606.000 .000 1583.760 71.000 1583.760 85.000 1606.000 145.000 .000 .000 I X1 424442.000 8.000 .000 141.000 .000 .000 50.000 .000 .000 .000 GR 1606.000 .000 1601.600 16.000 1601.600 21.000 1583.680 73.000 1583.680 87.000 OR 1601.600 125.000 1601.600 129.000 1606.000 141.000 .000 .000 .000 .000 X1 419442.000 8.000 .000 124.000 .000 .000 20.000 .000 .000 .000 6R 1606.000 .000 1601.600 16.000 1601.600 31.000 1583.430 72.000 1583.430 86.000 6R 1601.600 100.000 1601.600 115.000 1606.000 124.000 .000 .000 .000 .000 X1 417442.000 4.000 2.000 12.000 .000 .000 20.000 .000 .000 .000 6R 1601.600 2.000 1583.340 2.000 1583.340 12.000 1600.400 12.000 .000 .000 III X1 415442.000 4.000 .04 14.000 .000 .000 20.000 .000 .000 .000 6R 1601.600 .000 1582.9 0 20 .000 1582.920 14.000 1601.680 14.000 .000 .000 1 III 09 -07 -87 12:19 :52 PAGE 2 X1 413442.000 4.000 .000 14.000 .000 .000 20.000 .000 .000 .000 GR 1597.600 .000 1582.500 .000 1582.500 14.000 1597.580 14.000 .000 .000 1 11 411442.000 4.000 14.000 .000 .000 20.000 .000 .000 .000 6R 1597.600 .000 1582.080 .000 1582.080 14.000 1597.580 14.000 .000 .000 11 409442.000 4.000 .000 14.000 .000 .000 20.000 .000 .000 .000 GR 1597.600 .000 1581.660 .000 1581.660 14.000 1597.580 14.000 .000 .000 G 1 I I 11 407442.000 4.000 .004 14.000 .000 .000 20.000 .000 .000 ,000 8R 1597.600 .000 1581.240 .000 1581.240 14.000 1597.580 14.000 .000 .000 11 405442.000 4.000 .400 14.000 .000 .000 20.000 .000 .000 .000 GR 1597.600 .000 1580.810 .000 1580.810 14.000 1597.580 14.000 .000 .000 11 403442.000 4.000 .000 14.000 .000 .000 20.000 .000 .000 .000 BR 1597.600 .000 1580.390 .000 1580.390 14.000 1597.580 14.000 .000 .000 11 401442.000 4.000 .000 14.000 .000 .000 20.000 .000 .000 .000 I GR 1597.600 .000 1579.970 .000 1579.970 14.000 1597.580 14.000 .000 .000 11 399442.000 4.000 .000 14.000 .000 .000 50.000 .000 .000 .000 BR 1597.600 .000 1579.550 .000 1579.550 14.000 1597.580 14.000 .000 .000 III 11 394442.000 4.000 .000 14.000 .000 .000 50.000 .000 .000 .000 8R 1597.600 .000 1578.500 .000 1578.500 14.000 1597.580 14.000 .000 .000 III 11 389442.000 4.444 .000 14.000 .000 .000 100.000 .000 .000 .000 GR 1597.600 .900 1577.454 .000 1577.450 14.000 1597.580 14.000 .000 .000 I 11 379442,000 4,000 .000 14.000 .000 .000 100.000 .000 .000 .000 6R 1597.600 .004 1575.344 .000 1575.340 14.000 1597.580 14.000 .000 .000 11 369442.000 4.000 .000 14.000 .000 .000 100.000 .000 .000 .000 III BR 1597.600 .000 1573.240 .000 1573.240 14.000 1597.580 14.000 .000 .000 11 359442.000 4.000 .000 14.000 .000 .000 100.000 .000 .000 .000 III GR 1597.600 .000 1571.130 .000 1571.130 14.000 1597.580 14.000 .000 .000 XI 349442.000 4.000 .000 14.000 .000 .000 100.000 .000 .000 .000 BR 1597.600 .000 1569.030 .000 1569.030 14.000 1597.580 14.000 .000 .000 III 11 339442.000 4.000 .000 14.000 .000 .000 100.000 .000 .000 .000 BR 1597.600 .000 1566.920 .000 1566.920 14.000 1597.580 14.000 .000 .000 III 11 329442.000 4,000 .000 14.000 .000 .000 300.000 .000 .000 .000 6R 1597.600 .000 1564.820 .000 1564.820 14.000 1597.580 14.000 .000 .000 1 09 -07 -87 12:19:52 PAGE 3 III 11 299442.000 4.000 .004 14.000 .000 .000 300.000 .000 .000 .000 8R 1597.600 .000 1558.500 .000 1558.540 14.000 1597.580 14.000 .000 .000 11 269442.000 4.000 .000 14.000 .000 .000 394.420 .000 .000 .000 GR 1597.600 .000 1552.190 .000 1552.190 14.000 1597.580 14.000 .000 .000 11 230000.000 4.000 .000 14.000 .000 .000 500.000 .000 .000 .000 III 6R 1597.600 .000 1543.880 .000 1543.880 14.000 1597.580 14.000 .000 .000 11 180000.000 4.000 .000 14.000 .000 .000 500.000 .000 .000 .000 6R 1597.600 .000 1533.360 .000 1533.360 14.000 1597.580 14.000 .000 .000 11 130000.000 4.000 .000 14.000 .000 .000 395.000 .000 .000 .000 BR 1597.600 .000 1522.830 .000 1522.830 14.000 1597.580 14.000 .000 .000 1 11 90500.000 4.000 .000 14.000 .000 .000 .000 .000 .000 .000 BR 1597.600 .000 1514.520 .000 1514.520 14.000 1597.580 14.000 .000 .000 E3 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 III 1 09 -07 -R7 1? :19 :5? NW' 4 ` r 1 . . _ ._....__ __ (-_-.; t III INT. HAWKER CRAWFORD CH. Z SUMMARY PRINTOUT 1 III SECNO 9 CWSEL CRIWS VCH DEPTH GLOSS ELMIN XLCH XECH1 * 430994.000 2010.00 1589.70 1589.70 10.83 5.70 .00 1584.00 .00 .00 III * 430994.000 3320.00 1591.30 1591.30 12.04 7.30 .00 1584.00 .00 .00 * 430994.000 4480.00 1592.41 1592.41 12.89 8.41 .00 1584.00 .00 .00 I III * 428494.000 2010.00 1589.64 1589.64 10.93 5.76 .06 1583.88 25.00 .00 * 428494.000 3320.00 1591.26 1591.26 12.14 7.38 .00 1583.88 25.00 .00 * 428494.000 4480.00 1592.42 1592.42 12.91 8.54 .08 1583.88 25.00 .00 I * 425994.000 2010.00 1589.60 1589.60 11.03 5.84 .06 1583.76 25.00 .00 * 425994.000 3320.00 1591.26 1591.26 12.26 7.50 .01 1583.76 25.00 .00 * 425994.000 4480.00 1592.44 1592.44 13.05 8.68 .10 1583.76 25.00 .00 III 424442.000 2010.00 1599.72 1589.72 11.41 6.04 .08 1583.68 15.52 .00 * 424442.000 3320.00 1591.47 1591.47 12.71 7.79 .10 1583.68 15.52 .00 + 424442.000 4480.00 1592.71 1592.71 13.53 9.03 .11 1583.63 15.52 .00 III 419442.000 2010.00 1590.14 1590.14 12.39 6.71 .14 1583.43 50.00 .00 + 419442.000 3320.00 1592.22 1592.22 13.84 8.79 .17 1583.43 50.00 .00 + 419442.000 4480.00 1593.70 1593.70 14.76 10.27 .19 1583.43 50.00 .00 III 417442.000 2010.00 1594.09 1594.09 18.70 10.75 .22 1583.34 20.00 .00 * 417442.000 3320.00 1598.36 1598.36 22.11 15.02 .32 1583.34 20.00 .00 III 417442.000 4480.00 1601.69 1601.69 24.42 18.35 .39 1583.34 20.00 .00 415442.000 2010.00 1588.39 1591.51 26.28 5.47 .21 1582.92 20.00 .00 415442.000 3320.00 1590.60 1594.92 30.90 7.68 .29 1582.92 20.00 .00 III 415442.000 4480.00 1592.32 1597.57 34.06 9.40 .35 1582.92 20.00 .00 413442.000 2010.00 1587.93 1591.09 26.44 5.43 .01 1582.50 20.00 .00 413442.000 3320.00 1590.15 1594.50 31.00 7.65 .00 1582.50 20.00 .00 413442.000 4480.00 1591.88 1597.15 34.12 9.38 .00 1582.50 20.00 .00 1 III 09 -07 -87 12:19:52 PARE 25 SECNO 9 CWSEL CRIWS VCH DEPTH GLOSS ELMIN XLCH XECH1 III 411442.000 2010.00 1587.48 1590.67 26.58 5.40 .00 1582.08 20.00 .00 411442.000 3320.00 1589.71 1594.08 31.09 7.63 .00 1582.08 20.00 .00 III 411442.000 4480.00 1591.44 1596.73 34.18 9.36 .00 1582.08 20.00 .00 409442.000 2010.00 1587.03 1590.25 26.72 5.37 .00 1581.66 20.00 .00 409442.000 3320.00 1589.27 1593.66 31.18 7.60 .00 1581.66 20.00 .00 II 409442.000 4480.00 1591.01 1596.31 34.23 9.35 .00 1581.66 20.00 .00 407442.000 2010.00 1586.59 1589.83 26.85 5.35 .00 1581.24 20.00 .00 407442.000 3320.00 1588.82 1593.24 31.27 7.58 .00 1581.24 20.00 .00 III 407442.000 4480.00 1590.57 1595.89 34,29 9.33 .00 1581.24 20.00 .00 405442.000 2010.00 1586.13 1589.40 26.99 5.32 .00 1580.81 20.00 .00 III 405442.000 3320.00 1588.37 1592.81 31.36 7.56 .00 1580.81 20.00 .00 405442.000 4480.00 1590.13 1595.46 34.35 9.32 .00 1580.81 20.00 .00 403442.000 2010.00 1585.69 1588.98 27.11 5.30 .00 1580.39 20.00 .00 403442.000 3320.00 1587.93 1592.39 31.44 7.54 .00 1580.39 20.00 .00 40144? OM 440.00 15119.A9 �545.na 14.19 9.16 nn 1110.19 aO.On .00 401442.000 2010.00 1585.25 1588.56 27.22 5.28 .00 1579.97 20.00 .00 G (7 401442.000 3320.00 1587.49 1591.97 31.51 7.53 .00 1579.97 20.00 .00 401442.000 4480.00 1589.26 1594.62 34.44 9.29 .00 1579.97 20.00 .00 399442.000 2010.00 1584.81 1588.14 27.32 5.26 .00 1579.55 20.00 .00 399442.000 3320.00 1587.06 1591.55 31.59 7.51 .00 1579.55 20.00 .00 399442.000 4480.00 1588.83 1594.20 34.49 9.28 .00 1579.55 20.00 .00 II 394442.000 2010.00 1583.71 1587.09 27.55 5.21 .01 1578.50 50.00 .00 394442.000 3320.00 1585.97 1590.50 31.75 7.47 .01 1578.50 50.00 .00 394442.000 4460.00 1587.75 1593.15 34.59 9.25 .00 1578.50 50.00 .00 III 389442.000 2010.00 1582.62 1586.04 27.76 5.17 .03 1577.45 50.00 .00 389442.000 3320.00 1584.88 1589.45 31.90 7.43 .01 1577.45 50.00 .00 389442.000 4480.00 1586.68 1592.10 34.69 9.23 .00 1577.45 50.00 .00 III 379442.000 2010.00 1580.46 1583.93 28.09 5.12 .01 1575.34 100.00 .00 379442.000 3320.00 1582.71 1587.34 32.17 7.37 .01 1575.34 100.00 .00 379442.000 4480.00 1584.52 1589.99 34.87 9.18 .01 1575.34 100.00 .00 369442.000 2010.00 1578.31 1581.83 28.34 5.07 .01 1573.24 100.00 .00 369442.000 3320.00 1580.57 1585.24 32.37 7.33 .01 1573.24 100.00 .00 369442.000 4480.00 1582.38 1587.89 35.00 9.14 .01 1573.24 100.00 .00 III 359442.000 2010.00 1576.16 1579.72 28.54 5.03 .01 1571.13 100.00 .00 359442.000 3320.00 1578.42 1583.13 32.55 7.29 .01 1571.13 100.00 .00 359442.000 4480.00 1580.24 1585.78 35.13 9.11 .01 1571.13 100.00 .00 349442.000 2010.00 1574.04 1577.62 28.68 5.01 .00 1569.03 100.00 .00 349442.000 3320.00 1576.29 1581.03 32.68 7.26 .01 1569.03 100.00 .00 III 349442.000 4480.00 1578.12 1583.68 35.22 9.09 .00 1569.03 100.00 .00 1 09-07-87 12 :19:52 PAGE 26 III SECNO Q CWSEL CRIWS VCH DEPTH GLOSS ELMIN XLCH XECH1 339442.000 2010.00 1571.91 1575.51 28.80 4.99 .00 1566.92 100.00 .00 339442.000 3320.00 1574.15 1578.92 32.80 7.23 .00 1566.92 100.00 .00 339442.000 4480.00 1575.99 1581.57 35.31 9.07 .00 1566.92 100.00 .00 III 329442.000 2010.00 1569.79 1573.41 28.88 4.97 .00 1564.82 100.00 .00 329442.000 3320.00 1572.03 1576.82 32.89 7.21 .00 1564.82 100.00 .00 329442.000 4480.00 1573.86 1579.47 35.39 9.04 .00 1564.82 100.00 .00 299442.000 2010.00 1563.44 1567.09 29.04 4.94 .01 1558.50 300.00 .00 299442.000 3320.00 1565.67 1570.50 33.09 7.17 .01 1558.50 300.00 .00 1 299442.000 4480.00 1567.51 1573.15 35.54 9.01 .01 1558.50 300.00 .00 269442.000 2010.00 1557.13 1560.78 29.10 4.94 .00 1552.19 300.00 .00 269442.000 3320.00 1559.33 1564.19 33.19 7.15 .00 1552.19 300.00 .00 11 269442.000 4480.00 1561.17 1566.84 35.64 8.98 .00 1552.19 300.00 .00 230000.000 2010.00 1548.81 1552.47 29.15 4.93 .00 1543.88 394.42 .00 III 230000.000 3320.00 1551.02 1555.88 33.26 7.14 .00 1543.88 394.42 .00 230000.000 4480.00 1552.85 1558.53 35.71 8.97 .00 1543.88 394.42 .00 180000.000 2010.00 1538.28 1541.95 29.16 4.92 .00 1533.36 500.00 .00 III 180000.000 3320.00 1540.49 1545.36 33.30 7.13 .00 1533.36 500.00 .00 180000.000 4480.00 1542.32 1548.01 35.75 8.96 .00 1533.36 500.00 .00 130000.000 2010.00 1527.75 1531.42 29.17 4.92 .00 1522.83 500.00 .00 t 130000.000 3320.00 1529.95 1534.83 33.32 7.12 .00 1522.83 500.00 .00 13fi0A0.i1no 4680.00 1531.78 1537,68 15.77 8.95 .00 1522.93 500.00 .00 90500.000 2010.00 1519.44 1523.11 29.16 4.92 .00 1514.52 395.00 .00 I 90500.000 3320.00 1521.63 1526.52 33.32 7.11 .00 1514.52 395.00 .00 90500.000 4480.00 1523.47 1529.17 35.77 8.95 .00 1514.52 395.00 .00 1 III 09 -07 -87 12 :19:52 PAGE 27 1 1 III III III III • ' III III 1 1 1 III III III Gi5 THIS RUN EXECUTED 09 -07 -87 I 111 ******************* * ** * * * * * * * * * * * * * * * * * * * * * * * * * * ** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR - 01,02,03,04,05,06 I MODIFICATION - 50,51,52,53,54,55,56 IBM -PC -XT VERSION AUGUST 1985 ******************* * * * * * * * * * * * * * * * * * ** * * ** * * * * * * ** I 111 T1 WATER SURFACE PROFILES AT OUTLET OF RICH BASIN FOR INTERIM CONDITIONS T2 PREPARED FOR 3. P. KAPP 6 ASSOCIATES. T3 INT. RICH BASIN PROFILES PREPARED BY RIVERTECH INC. ON AUGUST 23 198B. III 31 ICHECK INO NINV IDIR STRT METRIC HVINS 0 WSEL FA 111 0. 2. 0. 0. - 1.000000 .00 .0 0. .000 .000 32 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE III .000 .000 -1.000 .000 .000 .000 -1.000 .000 .000 .000 33 VARIABLE CODES FOR SUMMARY PRINTOUT 38.000 43.000 1.000 2.000 26.000 8.000 12.000 42.000 39.000 67.000 NC .050 .050 .015 .040 .300 .000 .000 .000 .000 .000 9T 3.000 2010.000 3320.000 4480.000 .000 .000 .000 .000 .000 .000 11 417442.000 4.000 2.000 12.000 .000 .000 .000 .000 .000 .000 GR 1601.600 2.000 1583.340 2.000 1583.340 12.000 1601.600 12.000 .000 .000 III 11 419442.000 8.000 .000 124.000 .000 .000 20.000 .000 .000 .000 GR 1606.000 .000 1601.600 16.000 1601.600 • 31.000 1583.430 72.000 1583.430 86.000 6R 1601.600 100.000 1601.600 115.000 1606.000 124.000 .000 .000 .000 .000 NC .050 .050 .025 .040 .300 .000 .000 .000 .000 .000 11 424442.000 8.000 .000 141.000 .000 .000 50.000 .000 .000 .000 I GR 1606.000 .000 1601.600 16.000 1601.600 21.000 1583.680 73.000 1583.680 87.000 GR 1601.600 125.000 1601.600 129.000 1606.000 141.000 .000 .000 .000 .000 11 425994.000 4.000 .000 145.000 .000 .000 15.520 .000 .000 .000 III GR 1606.000 .000 1583.760 71.000 1583.760 85.000 1606.000 145.000 .000 .000 11 428494.000 4.000 .000 152.000 .000 .000 25.000 .000 .000 .000 ill 6R 1606.000 .000 1583.880 70.000 1583.880 84.000 1606.000 152.000 .000 .000 X1 430994.000 4.000 .000 157.000 .000 .000 25.000 .000 .000 .000 GR 1606.000 .000 1584.000 71.000 1584.000 85.000 1606.000 157.000 .000 .000 EJ .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 1 09 -07 -87 12:22:33 PAGE 2 III INT. RICH BASIN PROFILES III SUMMARY PRINTOUT SECNO 0 CWSEL CRIWS VCH DEPTH OLOSS ELMIN XLCH XECH1 III 41740.600 P610.00 1544.11 1544.11 1R.nn 16.77 .66 15143.14 .60 .16 t * 417442.000 3320.0 1598.39 1598.39 22.05 15.05 .00 1583.34 .00 .00 * 417442.000 4480.00 1601.68 1601.68 24.43 18.34 .00 1583.34 .00 .00 G 419442.000 2010.00 1599.57 1590.13 3.24 16.14 .21 1583.43 20.00 .00 419442.000 3320.00 1606.14 1592.23 2.63 22.71 .30 1583.43 20.00 .00 419442.000 4480.00 1611.23 1593.69 2.37 27.80 .37 1583.43 20.00 .00 III 424442.000 2010.00 1599.66 1589.73 2.33 15.98 .00 1583.68 50.00 .00 424442.000 3320.00 1606.19 1591.47 2.02 22.51 .00 1583.68 50.00 .00 I 424442.000 4480.00 1611.26 1592.71 1.90 27.58 .00 1583.68 50.00 .00 425994.000 2010.00 1599.67 1589.58 2.08 15.91 .00 1583.76 15.52 .00 425994.000 3320.00 1606.20 1591.24 1.85 22.44 .00 1583.76 15.52 .00 111 425994.000 4480.00 1611.27 1592.40 1.77 27.51 .00 1583.76 15.52 .00 428494.000 2010.00 1599.68 1589.62 2.01 15.80 .00 1583.88 25.00 .00 III 428494.000 3320.00 1606.20 1591.25 1.78 22.32 .00 1583.88 25.00 .00 428494.000 4480.00 1611.27 1592.39 1.70 27.39 .00 1583.88 25.00 .00 430994.000 2010.00 1599.68 1589.68 1.97 15.68 .00 1584.00 25.00 .00 III 430994.000 3320.00 1606.21 1591.28 1.74 22.21 .00 1584.00 25.00 .00 430994.000 4480.00 1611.28 1592.41 1.65 27.28 .00 1584.00 25.00 .00 1 I 09 -07 -87 12:22:33 PAGE 1I 1 III III 1 1 III III III III III III 1 G ►7 1 �1�'D2 uLt c `AE SIGN ®F 714E cU'LVEtZ.T Uh.10EZ Tkt e.E VV AZT uMmtT AV w Y.1- x t ►o Xs 2 c X TE I∎tTtoKT c.F Rox GULVE /Ly � mv. t��tcF2 _ szet. 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