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V= (1.49 /N) *(R'J3) *(S")_ <br />Q =AXV= <br />Q REQUIRED - Peak Discharge <br />Riprap Sizing - Across top of Embankment <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 />D50 = 0.01 feet <br />1.58 Ft/Sec <br />1.8 CFS <br />1.7 CFS <br />0.14 inches None required <br />Pond D Emergency Spillway <br />Manning's Equation <br />Flow In a Trapezoidal Channel <br />DEPTH D 0.2 <br />FEET <br />WIDTH W 5 <br />FEET <br />Slope S 0.02 <br />EXPRESS AS DECIMAL <br />Mannings "N" N 0.03 <br />EXPRESS AS DECIMAL <br />SIDE SLOPE X 2 <br />SLOPE = X:1 <br />AREA= (W *D) +(X *D2)= <br />0.85 Feet2 <br />WETTED PERIMETER= (W) +2 *[((X *D)2 +D2)112] <br />5.72 Feet <br />R= AREA/WETTED PERIMETER <br />0.15 <br />V= (1.49 /N) *(R2/3) *(S1/2)= <br />1.97 Ft/Sec <br />Q =AXV= <br />1.7 CFS <br />Q REQUIRED - Peak Discharge <br />1.7 CFS <br />Riprap Sizing - Across top of Embankment <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 />D50 = 0.02 feet 0.22 <br />inches None Required <br />TR -76 Exh. 8 -19 12/12 <br />