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• <br />Pond C <br />0.400 <br />Pond C Emergency Spillway <br />WIDTH <br />W <br />Manning's Equation <br />FEET <br />Slope <br />Flow In a Trapezoidal Channel <br />0.330 <br />DEPTH <br />D <br />0.750 FEET <br />N <br />WIDTH <br />W <br />10.000 FEET <br />SIDE SLOPE <br />Slope <br />S <br />0.020 EXPRESS AS DECIMAL <br />Mannings "N" <br />N <br />0.030 EXPRESS AS DECIMAL <br />4.32 <br />SIDE SLOPE <br />X <br />2.000 SLOPE = X:1 <br />AREA= (W*D) +(X *DA2)= 8.63 FEET A2 <br />WETTED PERIMETER= (W) +2 *[((X *D)A2 +DA2)A0.5) 13.35 FEET <br />R= AREAM/ETTED PERIMETER 0.65 <br />V= (1.49 /N) *(RA.667) *(SA.5)= 5.25 FT /SEC <br />Q = A X V = 45.27 CFS <br />Q REQUIRED - Peak Discharge 40.19 CFS <br />Riprap Sizing - Across top of Embankment - Pond C <br />D50 = Size of Riprap <br />050 = ((V X SA. 17)/7.58)) <br />D50 = Diameter in feet <br />V =Velocity <br />S =Slope <br />D50 = 0.13 feel 1.5 inches None Required <br />Determine flow velocity down 31h 1v embankment - Pond C <br />Pond C Emergency Spillway <br />Manning's Equation <br />Flow In a Trapezoidal Channel <br />DEPTH <br />D <br />0.400 <br />FEET <br />WIDTH <br />W <br />10.000 <br />FEET <br />Slope <br />S <br />0.330 <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 *D <br />4.32 <br />FEETA2 <br />WETTED PERIMETER= (W) +2 *[((X <br />*D)A2 +DA2)AQ5] <br />11.79 <br />FEET <br />R= AREA/WETTED PERIMETER <br />0.37 <br />V= (1.49 /N) *(RA.667) *(SA.5)= <br />10.96 <br />FT /SEC <br />0 C=A YL*= <br />4734 <br />CFS <br />Q REQUIRED - Peak Discharge <br />40.19 <br />CFS <br />PR -07 - <br />EXH -8 -9 <br />2/03 <br />