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<br />The data required for the flow routing computations are as follows: <br /> <br />VOL s 8750 ac-ft <br />r <br />Hd = 50 ft <br /> <br />Qb s 95800 cfs <br />max <br />h = 26.49 ft <br />'"11Iax <br />hv = 30 ft <br /> <br />m = 0.82 <br />- <br />K s 81.75 <br />S sO.0008 <br />n = 0.045 <br />hf = 10 ft <br />Qo - 5000 cfs <br /> <br />(reservoir volume) <br />(height of dam) <br />(max breach outflow) <br />(recomputed max stage at dam) <br />(height of valley wall) <br />(fitting coefficient for average cross ~ection) <br />(fitting coefficient for average cross section) <br />(channel bottom slope from mile 0.0 to mile 12.3) <br />(Manning roughness coefficient) <br />(flood stage at mile 12.3) <br />(initial flow) <br /> <br />. <br /> <br />Because (Hd > hv)' Eq. (19) is used to compute Xc' <br /> <br />x (ft) - <br />c <br /> <br />6 VOL <br />r <br />K hv m (3Hd - <br /> <br />mh ) <br />5 mtr <br /> <br />6 (8750) x 43560 (ft3/ac-ft) <br />= 20600 ft (3.9 mi) <br />81.75(30)0.82 (3(50) _ 5 '~~gO)) <br /> <br />The first estimate for e is 0.95. <br /> <br />. i:.e.: <br /> <br />Because (Qb < Q ) the hydraulic depth (0 ) is given by Eq. (21), <br />Max v c <br /> <br />D = <br />c <br /> <br />e h <br />max <br />m + 1 <br /> <br />= <br /> <br />~ <br /> <br />0.95 (26.49) <br /> <br />1.82 <br /> <br />= 13.83 <br /> <br />1-26 <br />