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Peak Flow Calculations <br />The following peak flow calculations were compiled with SEDCAD. <br />Details of the run -off calculations are shown on the following pages. <br />25 -YR <br />24 HR <br />Event <br />Pond F Drainage 52.9 <br />Flow calculations for the site ditches and culverts are <br />presented in following sections of this exhibit. <br />Spillway Pond F <br />Pond F Emergency Spillway <br />Manning's Equation <br />Flow In a Trapezoidal Channel <br />DEPTH D 0.8 <br />• WIDTH W 10 <br />Slope S 0.02 <br />Mannings "N" N 0.03 <br />SIDE SLOPE X 2 <br />AREA= (W *D) +(X *D <br />WETTED PER IMETER= (W) +2 *[((X *D) +D <br />R= AREA/WETTED PERIMETER <br />V= (1.49/N) * (R13) * (S v2 <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 = 0.14 feet <br />FEET <br />FEET <br />EXPRESS AS DECIMAL <br />EXPRESS AS DECIMAL <br />SLOPE = X:1 <br />9.68 Feet <br />13.71 Feet <br />0.71 <br />5.57 Ft/Sec <br />53.9 CFS <br />52.9 CFS <br />1.71 inches Use Pit Run Material <br />TR -64 App. &5 08/09 <br />/)FP�fovE:D J �Z -S�o� <br />