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<br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br /> <br />SUBAF:EA <br />NU~IBER <br /> <br />IIREA <br />ACRES <br /> <br />100 <br />101 <br />102 <br />103 <br />104 <br />105 <br /> <br />120.66 <br />46.Q <br />51.05 <br />74.25 <br />74.25 <br />.33.65 <br />82.37 <br />12<1.14 <br />29.70 <br />11, bO <br />17 . 4~:! <br />26.68 <br />25.52 <br />27.84 <br />48.73 <br />27.38 <br />12.76 <br />13,78 <br />16.47 <br />25,9" <br />10,71 <br />1-1.39 <br />16.24 <br /> <br />106 <br />107 <br />108 <br />109 <br />110 <br />111 <br /> <br />112 <br />113 <br />111 <br />115 <br />116 <br />117 <br />118 <br />119 <br />120 <br />121 <br /> <br />''","''I <br />.Li- <br /> <br />p" <br /> <br />11',36 <br /> <br />124 <br /> <br />34.81 <br /> <br />1,0 <br />_L~' <br /> <br />66,13 <br />1,.,'19 <br />11.6(: <br />18.56 <br />.3i}, 4(J <br />9.25 <br />!1)i),Ol <br /> <br />1,. <br />cO <br /> <br />127 <br />128 <br />129 <br />130 <br />131 <br />132 <br /> <br />6B.45 <br /> <br />TABLE 2 <br /> <br />CUHP INPUT PARAMETERS <br />FOR <br />SPRING GULCH SUBAREAS <br /> <br />03106187 <br /> <br />As previously mentioned, Exhibit 3 of the Master Plan of Drainage Detention <br /> <br />for Spring Guclh shows the 33 sub-basins used for the developed SHMM <br /> <br /> <br />hydro graphs , Each sub-basin within a Planning Area is served by a pipe, <br /> <br />while those, along the main channel are served by a channel condition, The <br /> <br /> <br />location of these storm pipe/channels and the slope of the corresponding <br /> <br />sub - basin area is based primarily on the existing or planned topography <br /> <br />shown on Exhibit 3 of the Master Plan of Drainage Detention, a copy of <br /> <br />which is enclosed for convenience (Sheet 7 of 7), <br /> <br />FILE NAME - SPRGUL],DAT <br />FROM 'SYM' FILE - SPRBULl.WRl <br /> <br />mA LENGTH LENGTH LlCA! <br />SQ, M1. FT. M1. FT. <br /> <br />0.189 <br /> <br />0,073 <br /> <br />O,fJ80 <br />0,116 <br />0.116 <br /> <br />0,053 <br /> <br />0,129 <br />0,194 <br />O,rJ46 <br />0.013 <br /> <br />0,027 <br /> <br />(j,042 <br /> <br />0.040 <br /> <br />0.044 <br /> <br />0.076 <br />O,OrJ <br />0.020 <br />fl. 025 <br />0,0"26 <br /> <br />0,041 <br />0,02& <br />0,022 <br /> <br />il,025 <br /> <br />0,029 <br />0.054 <br />0.103 <br />0, no <br />O.OIB <br /> <br />o.ns' <br />0.047 <br />OJQ5 <br />0,156 <br />(\ 107 <br /> <br />UCAI <br />MI. <br /> <br />DEVELOPED CONDITION <br /> <br />I. <br />IMP <br /> <br />WGTD SL, TICI' <br />FTIFT MIN, <br /> <br />BNIA <br />20.3 <br /> <br />The shape J size I slope, length Bud Manning IS "n" value were specified for <br /> <br />each pipe or channel in each sub-basin. In most cases, the size of the <br /> <br />pipe in a majority of the developed sub-basins was made just large enough <br /> <br /> <br />to carry the lOa-year developed flow without surcharging, This required <br /> <br /> <br />several trials, Again, the slope of the channels, and the length of the <br /> <br />pipes and channels were measured directly from Exhibit 3, The assumed <br /> <br />Manning's nn" values were 0.03 for in-tract pipes and 0.035 for the <br /> <br /> <br />existing stream channels. <br /> <br />ISEE MASTER PLAN- EXHIBIT 31 <br /> <br />2850 0.540 <br />IB50 0,350 <br />2500 0,473 <br />3000 O.56B <br />2500 0.473 <br />210(1 O. ,398 <br />2550 (1,483 <br />3400 0.644 <br />1350 0.256 <br />1100 0,208 <br />1500 0.284 <br />2100 0,.398 <br />1.300 0.246 <br />1900 0.360 <br />2200 0.417 <br />1000 0,IB9 <br />1500 O,2B4 <br />1100 0,208 <br />600 0,114 <br />14CO 1),265 <br />12uO 0,227 <br />1350 0.256 <br />1500 0.284 <br />1600 0.303 <br />1400 0.265 <br />3000 0.568 <br />1400 0.265 <br />~50 /).180 <br />1400 (,,263 <br />1430 fI ?7~ <br />750 0,142 <br />25(10 ~j. 473 <br />2400 (1.455 <br /> <br />1200 0.227 <br />950 0.180 <br />1300 0.246 <br />1.300 0.246 <br />1000 0.189 <br />1200 0.227 <br />100') 0.189 <br />1600 0.303 <br />600 0,114 <br />500 0.095 <br />700 0.133 <br />1100 0.20B <br />900 0.170 <br />800 0,152 <br />1500 0.284 <br />500 0.095 <br />750 0.142 <br />650 0,123 <br />300 0.057 <br />850 0,161 <br />650 0.123 <br />75(1 0.142 <br />BOO 0.152 <br />800 0,152 <br />900 0.170 <br />900 0,170 <br />800 0.152 <br />430 O,OB5 <br />750 0,142 <br />900 1),170 <br />150 0. (,'66 <br />1100 0.20B <br />600 1),114 <br /> <br />10, DO <br />25.00 <br />25.00 <br /> <br />10,00 <br />10.50 <br />25.00 <br />25.00 <br />15.00 <br />25.00 <br /> <br />46.00 <br />46.00 <br /> <br />5.00 <br /> <br />41.00 <br /> <br />5,00 <br />46.00 <br />46,00 <br />41,(1) <br />5.00 <br />41.00 <br />41.00 <br />41.(H) <br /> <br />5,00 <br /> <br />46.00 <br />46.00 <br />53.00 <br />50,00 <br />5.DO <br />5.00 <br />46,00 <br />50,00 <br />5.00 <br />14.00 <br />2.00 <br /> <br />1),0596 <br />0,0270 <br />0.0240 <br />0,0433 <br />(1,0400 <br />1),0333 <br />0.0333 <br />0.0353 <br />(',0148 <br />(I, (J.)IB <br />0.0167 <br />O.O1l9 <br />0.0385 <br />0.0211 <br />O.O.JIB <br />0.0300 <br />0.0200 <br />0,0164 <br />0.0200 <br /> <br />0.0350 <br />0.0333 <br />Q. 016~, <br />0.0307 <br />0.0269 <br />0,0179 <br />0.0167 <br />0.0143 <br />0.0211 <br /> <br />0.0500 <br /> <br />0.0193 <br /> <br />O.n67 <br /> <br />0.0.352 <br />(1,0050 <br /> <br />"'0 <br />LJ., <br /> <br />';/, 7 <br />i-W. , <br /> <br />2J.9 <br />21. 7 <br />24.2 <br />HNIA <br />17.5 <br />16.1 <br />18.3 <br />21.7 <br />17,2 <br />20,6 <br />22.2 <br />15.6 <br /> <br />After completing the pipe/channel connecting system, the CUHP hydrographs <br /> <br />were routed to obtain a lOa-year developed discharge for the total basin, <br /> <br /> <br />As previously mentioned. the lOa-year developed discharge (with no <br /> <br />Highlands Ranch on-property stor~ge) was routed through the detention basin <br /> <br /> <br />developed on the Army Corps of Eogineers property, <br /> <br />STOTAl 1317.26 2.058 <br />'PASSD O~ FO,MULA T[Ci~iLIIEO)+10 "NIA AREA IS GREATER THAN 90 ACRES, CUHP IS USED PER USDCM, <br /> <br />18,] <br />16,1 <br /> <br />1.3.3 <br /> <br />Table 2A shows the peak flow rates used in determining the flood plain <br />along Spring Gulch, <br /> <br />17 ,8 <br />16.7 <br />17,5 <br /> <br />TABLE 2A <br />PEAK FLOH RATES <br />FULLY DEVELOPED CONDITIONS <br /> <br />18.3 <br /> <br />18,9 <br />17.8 <br /> <br />26.7 <br /> <br />CUMUL <br />DRAINAGE AREA <br />Lt&..l <br />1149 <br />1072 <br />1026 <br />941 <br />851 <br />746 <br />495 <br />401 <br /> <br />CAL8ULATED <br />100 <br />(cfs) <br />2465 <br />2326 <br />2229 <br />2036 <br />1889 <br />1648 <br />1122 <br />1009 <br /> <br />17,B <br />15.3 <br />17.8 <br />18,1 <br />14.2 <br />H <br /> <br />S\o1MM <br />SEGMENT NO, <br />216 <br />214 <br />213 <br />212 <br />210 <br />208 <br />207 <br />204 <br /> <br />f.....\.,j <br /> <br />5 <br /> <br />,..,..,,~'" 'T"' '-".". <br />