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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 48.6 <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 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 = X:1 <br />AREA=(W*D)+(X*DZ)= <br />WETTED PERIMETER=(W)+2*[((X*D)2+D2)i/2] <br />R=AREAM/ETTED PERIMETER <br />V=(1.49/N)'(Ry3)*(S'M)= <br />Q=AXV= <br />Q REQUIRED -Peak Discharge <br />Riprap Sizing -Across top of Embankment <br />I• <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 />9.28 Feet2 <br />13.58 .Feet <br />0.68 <br />5.45 FUSec <br />50.6 CFS <br />48.6 CFS <br />1.64 inches Use Pit Run Material <br />APP-8 - 5 - <br />11 /03 <br />