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I• <br />J <br />u <br />Trapezoidal Channel in C -Gulch <br />Riprap Sizing - Trapezoidal Channel C2 & C4 <br />D50 = Size of Riprap <br />D50 = ((V X S-. 17)/7.58))-2 <br />D50 = Diameter in feet <br />V = Velocity <br />S = Slope <br />D60 = <br />2.1 feet 25 inches <br />Drainage channels C2, & C4 will be constructed at least 3 -feet wide at the bottom with 2H:1 V side slopes, <br />2 -feet deep including freeboard with D50 nprap of 24- inches. <br />Drainage Ditches C6, C9, & C14 <br />Manning's Equation <br />Flow In a Trapezoidal Channel - Minimum Slope <br />DEPTH <br />D <br />0.800 <br />FEET <br />WIDTH <br />W <br />6.000 <br />FEET <br />Slope <br />S <br />0.050 <br />EXPRESS AS DECIMAL <br />Mannings "N" <br />N <br />0.040 <br />EXPRESS AS DECIMAL <br />SIDE SLOPE <br />X <br />2.000 <br />SLOPE = X:1 <br />AREA= (W"D) +(X'DA2)= <br />WETTED PER] METER= (W )+2'[((X "D)A2 +DA2)A0.5] <br />R= AREANVETTED PERIMETER <br />V= (1.49 /N p(RA.667) "(SA.S)= <br />Vie_ v <br />Q REQUIRED -Peak Discharge - C14 <br />Drainage Ditches C6, C9, & C14 <br />Manning's Equation <br />Flow In a Trapezoidal Channel - Maximum Slope <br />6.08 FEETA2 <br />9.58 FEET <br />0.63 <br />6.15 FT /SEC <br />37.41 CFS <br />37.37 CFS <br />DEPTH D <br />0.430 <br />FEET <br />WIDTH W <br />6.000 <br />FEET <br />Slope S <br />0.500 <br />EXPRESS AS DECIMAL <br />Mannings "N" N <br />0.040 <br />EXPRESS AS DECIMAL <br />SIDE SLOPE X <br />2.000 <br />SLOPE = X:1 <br />AREA =(W D)+(X "DA2)= <br />2.95 <br />FEET A2 <br />WETTED PERIMETER= (W)+2`[((X "Dr2 +DA2)A0.5] <br />7.92 <br />FEET <br />R= AREANVETTED PERIMETER <br />0.37 <br />V= (1.49 /N) "(RA.667)- (SA.5)= <br />13.63 <br />FT /SEC <br />Q =AXV= <br />40.21 <br />CFS <br />Q REQUIRED - Peak Discharge - C14 <br />37.37 <br />CFS <br />TR -027 EXH -8 -15 6103 <br />APPR0t1co <br />