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0 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 54.9 <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 0.9 FEET <br />WIDTH W 10 FEET <br />• <br />Slope S 0.02 EXPRESS AS DECIMAL <br />Mannings "N" N 0.03 EXPRESS AS DECIMAL <br />SIDE SLOPE X 2 SLOPE = XA <br />AREA=(W-D)+(X*D2)= <br />WETTED PERIMETER=(W)+2'`[((X*D)2+D2)1/21 <br />R=AREA/WETTED PERIMETER <br />V=(1.49/N)*(R213),k(S1i2)= <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 = 0.15 feet <br />9.95 Feet2 <br />13.80 Feet <br />0.72 <br />5.65 Ft/Sec <br />56.1 CFS <br />54.9 CFS <br />1.76 inches Use Pit Run Material <br />TR-61 App-B5 04/09 <br />,OPPRovC, b <br />'61/9109