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JD -6 Mine — Drainage Design Plan 31 <br />N -H <br />Road CL to culvert v NJR <br />NJR <br />[Inl Stor ater Retenl <br />N -I <br />SWRP -In1 <br />In2 <br />Road CL to NJ� <br />SW - Inlet2 <br />N -J <br />Road /slope u/s SWRP <br />LDS -N <br />S -N <br />N -F <br />to LDS -N <br />Mine Facilities Area (Yard) <br />Figure 15. Schematic of Stormwater Routing to the Planned SWRP <br />5. PEAK FLOW MODEL RESULTS <br />Peak flow rates were calculated for five design storms, including the 10 -year 24 -hour storm, 25 -year 24- <br />hour storm, 50 -year 24 -hour storm, and 100 -year 24 -hour storm. As discussed previously, the design <br />criteria for stormwater conveyance structures at the JD -6 Mine is the ability to pass the 100 -year 24 -hour <br />storm. The design criteria for retention structures is the ability to retain the 10 -year 24 -hour storm and to <br />pass the 100 -year 24 -hour storm. The flow rates and channel depths associated with these storm events <br />were determined using the WinTR -55 model and the results are described below. <br />5.1 Peak Flow Rates <br />The UDS conveys the highest flows at the site. Peak flow through the UDS ranges from 20.15 cfs for the <br />10 -year 24 -hour storm to 62.40 cfs for the 100 -year 24 -hour storm (Table 17). Most of the runoff to the <br />UDS is provided by Sub -Basin N -A, with additional contributions to peak runoff derived from Sub - basins <br />N -B and N -C and the small triangular parcel in the adjacent eastern sub -basin (Table 17). <br />4148A.131028 WhetstoneAssociatesiiii <br />