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A3e-2 <br />V. REFUSE DISPOSAL <br />Problem: Design <br />in the <br />Area = <br />Average Slope = <br />Hydraulic Length = <br />AREA - <br />a sta <br />lower <br />68.76 <br />56.1 <br />3,900 <br />PERMANENT DIVERSION CHANNEL <br />ale channel to replace the existing channel <br />reaches of Drainage Area "L". <br />acres P100 = 2.4 inches <br />CN = 81 <br />Soil Group = C <br />AMC II <br />A culvert of sufficient capacity must also be placed <br />at the Station 74 + 10 of the Refuse Disposal Haul Road. <br />Peak Flow Calulations: <br />• <br />1.) From Figure S-7 in "Peak Flows in Colorado" P100 = 2.4' <br />2.) For CN = 81 Runoff = 0.67" <br />3.) For A = 68.76 acres and slope = 56.1 <br />Slope Adjustment Factor = 1.29 <br />4.) For Hydraulic Length = 3,900 ft <br />Equivalent Area = 131.3 acres <br />5.) For CN = 81 and Area = 131.3 acres <br />Peak Discharge = 117 cfs/inch of runoff <br />6.) Equivalent Discharge = 117 cfs/inch~x 0.87" x 1.29 = 131.31 cfs <br />7.) Actual Discharge = Equivalent Discharge x Actual Area <br />Equivalent Area <br />4100 = 131.31 x 68.76 <br />131.3 <br />4100 = 68.77 cfs <br />Channel Sizing Calculations: <br />Cross Section <br />Side Slope = 1.5:1 ,,5 ~~ <br />Bottom Width = 6' <br />Large riprap lining use Manning n = 0.05 <br />From Figure 2.2-6.SS Slope Max = -4.948 <br />Slope Min = -3.05 <br />Design Area for Minimum Slope then check to see that velocities are <br />not excessive on the Maximum Slope. <br />Channel in S = 3.05$ <br />Manning Formula: 4 = 1.49 ?~ '~ <br />AR S <br />n <br />4100 = 1.49 (bd + Zd2) <br />n <br />bd + Zd2 i, <br />JAh L 2 ;y~;; <br />