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Section 6 <br />Sunday Mine <br />Tahle 6.1 100-vearPeak Discharges for the Sundav Mine Basins <br /> 100- ear ak discharge <br />Basin Area Calculated Increased b SE <br /> ac s -MI cfs cfs <br />1 23.11 0.03611 11.02 19.61 <br />2 6.68 0.01044 4.54 8.07 <br />3 1.08 0.00169 1.23 2.20 <br />4 2.20 0.00345 2.05 3.65 <br />5 1.34 0.00209 1.44 2.56 <br />6 2.56 0.00400 2.28. 4.07 <br />7 9.04 0.01413 5.63 10.03 <br />6.4 Surface Water Control Structure Design <br />CDM designed one diversion channel to route offsite surface water runoff from Basin <br />1 around the surface mine facilities to the ephemeral drainages. All storm water <br />runoff from Basins 2, 3, 4, and 5 will be captured and detained by a berm along the <br />crest of the WRA. Storm water runoff from Basins 6 and 7, for storm events less than <br />the 100-year storm event, will be captured in a berm and routed to existing ponds or <br />proposed catchment basin. <br />6.4.1 Channel Design <br />Channel 1 was designed to convey the 100-year peak discharge from Basin 1 to the <br />ephemeral drainages. CDM used Manning's equation to calculate the flow velocity <br />and depth in Channel 1. Flow depth and velocity were calculated using the following <br />equations for the 100-year peak discharges, cross section geometry (triangular), and <br />Manning's n values listed in Table 6-2. <br />Q=VA <br />A = (b + zh)h <br />2/3 <br />V _ 1.49 (b+zh)h Svz <br />n b+2h 1+z2 <br />where: <br />Q = discharge in cfs <br />V = velocity in ft/sec <br />z: 1. = side slope <br />A = flow area in ft2 <br />b = bottom width of the cross section in ft <br />h = flow depth in ft <br />S = channel slope in ft/ ft <br />n = Manning's roughness coefficient <br />0 <br />=6 <br />6-2 <br />0:\64986 - Denison\Teak Order 1 -Sunday Mines Drainage StudyRepodVinel RepoMFinal Sunday Mines Drainage Repar_052208.doc