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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 />26-YR <br />24 HR <br />Event <br />Pond F Drainage 54.5 <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 />Raw In a Trapezoidal Channel <br />DEPTH <br />D <br />0.8 <br />FEET <br />WIDTH <br />W <br />10 <br />FEET <br />Slope <br />S <br />0.02 <br />EXPRESS AS DECIMAL <br />Mannings "N" <br />N <br />0.03 <br />EXPRESS AS DECIMAL <br />SIDE SLOPE <br />X <br />2 <br />SLOPE =X1 <br />AREA= (W*D) +(X *D 2)= <br />WETTED PERIMETER= (W)+2'[((X -D) 2 +D2)112) <br />R= AREAAVNETTED PERIMETER <br />V= (1.49 /N) *(RWr(S "2)= <br />Q =AXV= <br />Q REQUIRED - Peak Discharge <br />Rlprap Stang - Across top of Embankment <br />D50 = Size of Rlprap <br />D50 = ((V X S".17)t7.58))A2 <br />D50 = Diameter in feet <br />V = Velocity <br />S = Slope <br />D50 = 0.14 feet <br />9.81 Feet2 <br />13.76 Feet <br />0.71 <br />5.61 Ft/Sec, <br />55.0 CFS <br />54.5 CFS <br />1.74 Inches Use Pit Run Material <br />TR -72 App. B -5 02/12 <br />