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<br />....---_. <br /> <br />I <br />'I <br />I <br />I <br />I <br />I <br />.1 <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />II <br />I <br />I <br /> <br />From sub-basin 1 <br />Time of arrival of peak is approximately 2 hours. <br /> <br />50 year frequency. .. 4,000 c.f.s. <br /> <br />100 year frequency . .. 5,000 c.f.s. <br />~ Standard Project Flood . 16,800 c.f.s. <br />From sub-basin 2 <br />Time of arrival approximately 50 minutes <br /> <br /> <br />50 year frequency storm. . . . .. 800 c.f.s. <br /> <br /> <br />Note that the peak discharge from sub-basin 2 passes the point of <br /> <br /> <br />interest 70 minutes ahead of the peak discharge from sub-basin 1. <br /> <br /> <br />By the time the peak from sub-basin 1 reaches the point of inte;est. <br /> <br /> <br />the flow from sub-basin 2 is negligible. <br /> <br />lUlOUIREMENTS FOR DRAINAGE FACILITIES AND BRIDGE LOCATION <br /> <br />Peak discharges from the basin enter Cimarrnn Hills under a CR~&P <br /> <br />RR bridge. The channel width at the bridge is 240 feet. Past t~e <br /> <br /> <br />RR bridge, the flood waters spread out and meande;. Channel improve- <br /> <br />ment is required to insure control of peak d~scharges. The channel <br /> <br />will cross four street&: Waynoka Road, Powers Boulevard, Palmer Pa;k <br /> <br />Boulevard, and Galley Road. <br /> <br />- <br />Hydrological, hydraulic, and cost considerations indicate that the ~St <br /> <br />efficient channel arrangement will be a wide 8 foot deep channel in the <br />upper reach and a narrower 8 foot deep channel in the lower reach. <br />Side walls of this chsnnel will be lined. CrosB se~ions of the two <br />channels are attached. A 350 foot transition will provide fo; SlllPO~tl <br />flows between the two sections. The 8 foot depth will allow 2.3 to 3.6 <br />feet of freeboard for Standard Project Flood discharges, <br /> <br />, <br />,. <br /> <br />'" <br />~. <br /> <br />4 <br /> <br />. <br />, <br />