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OPERATIONS CONFIGURATION <br />PEAK FLOW CALCULATIONS <br />The following peak flow calculations were compiled with the computer program SEDCAI <br />version 4 0 Details of the run-off calculations are shown on the following pages <br />10 -YR 25 -YR <br />24 HR 24 HR <br />Event Event <br />Pond J Drainage 2259 3181 <br />Flow calculations for "J" ditches and culverts are presented in following sections of this exhibi <br />Spillway Pond J <br />Manning's Equation <br />Flow In a Trapezoidal Channe <br />DEPTH <br />D <br />0930 <br />FEET <br />WIDTH <br />W <br />5 000 <br />FEET <br />Slope <br />S <br />0 020 <br />EXPRESS AS DECIMAL <br />Mannings "N" <br />N <br />0 030 <br />EXPRESS AS DECIMAL <br />SIDE SLOPE <br />X <br />2000 <br />SLOPE = X 1 <br />AREA=(W*D)+(X'D2)= <br />WETTED PERIMETER=(W)+2*[((X*D)2+D2)11] <br />R=AREANVETTED PERIMETER <br />V=(1 49/N)*(R")*(Sv2)= <br />Q=AXV= <br />Q REQUIRED - Peak Discharge <br />Spillway Pond J <br />Riprap Sizing - Across top of Embankmen <br />D50 = Size of Riprap <br />D50 = ((V X SA 17)/7 58))A2 <br />D50 = Diameter in feet <br />V = Velocity <br />S = Slope <br />D50 = 0 14 feet <br />17 inches <br />6 38 Feet <br />916 Feet <br />070 <br />5 52 Ft/Sec <br />3521 CFS <br />31 81 CFS <br />None Required <br />TR -105 Volume XI, App. B-5 09/15 <br />