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<br />HYDRAULIC ANALYSIS <br /> <br />100-year discharge <br />June 27. 1983 peak discharge <br />May 26. 1984 peak discharge <br />February 28. 1985 peak discharge <br />10-year discharge <br /> <br />82.000 cfs <br />62.200 cfs <br />69.800 cfs <br />6.500 cfs <br />55,000 cfs <br /> <br />Design channel width for study reach is 500 feet. <br /> <br />Critical design location at 383.60. <br /> <br />Hydraulic design assumptions: <br /> <br />500 foot channel width <br />Relocating right bank at station 383.60 <br />Protecting left bank at station 383.28 to 383.80 <br />Constructing service road dike leFt over bank <br /> <br />Hydraulic Design Assumptions: <br /> <br />Using Q=AV <br /> <br />where V is 7.5 fps as determined from previous <br />HEC-2 computations <br /> <br />Q = 5000 X 7.5 = 37,500 cfs <br /> <br />Q - base flow 2-28-85 value received from Danny Collins, USGS. <br />Grand Junction oFFice, was 6,500 cfs. <br /> <br />Channel capacity = 37,500 + 6,500 = 44,000 cfs <br /> <br />ProJect Design: <br /> <br />Right bank <br />Left bank <br /> <br />100-year <br />10-year <br /> <br />Right bank protection by existing and proposed dike in <br />conJunction with new channel design. <br /> <br />Left bank protection by construction of service road acting as <br />dike 1.3 Feet in height. <br /> <br />Computation for left bank overflow: <br /> <br />Weir formula <br /> <br />Q= CLH <br />0= 2.6 X <br />Capacity <br /> <br />where c= 2.6 <br />2800 X 1.3 = 10.790 say 10,800 <br />= 44,000 + 10,800 = 54,800 cFs <br /> <br />cfs <br />