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0') "". ,. . ~ ,- ... TABLE 2 GURLEY INTAKE DITCH CALCULATED MAXIMUM FLOW AND GEOMETRY VALUES Max. Top Wetted Max. Depth Area Width Perimeter Slope n Flow Location (feet) (feet 2) (feet) (feet) (-) (-) (cfs) Diversion Structures: East Beaver 1) 3.3 26.7 8.0 14.6 0.003 0.035 100 Main Beaver 5.8 92.0 16.0 27.5 0.018 0.04 1000 Craver Creek 4.5 106.4 39.3 44.1 0.0017 0.019 620 West Beaver 6.0 96.0 16.0 28.0 0.004 0.021 1000 Ditch Sections: Below E. Beaver 3.3 45.5 20.0 21.7 0.0033 0.075 85 E. Beaver Rd Crossing 5.6 103.2 28.4 31.4 0.003 0.045 420 Upstream Craver Creek 4.5 73.7 22.8 25.7 0.0018 0.042 230 Btwn Craver & W Beaver 3.0 55.5 22.0 25.8 0.0067 0.052 220 Below W. Beaver 4.1 86.7 37.3 38.7 0.0053 0.045 360 Gurley Ditch Gage Sect. 4.0 49.4 26.4 34.0 0.0133 0.06 745 1) Because the East Beaver Diversion structure and the Main and West Beaver Highline Diversion Structures are all approximately the same size, the Highline Diversion structures are also considered to have capacities of 100 cfs. Examination of the calculated results presented in Table 2 lead to the following conclusions: o The capacities of the diversion structures on the Gurley Intake Ditch are not constraining factors. Except for the East Beaver diversion, all of the diversion structures have capacities greater than the 400 cfs capacity claimed for the ditch above the chute, or the 600 cfs capacity claimed for the ditch below the chute. The East Beaver diversion is sized in approximate proportion to the ditch capacity in the ditch sections immediately downstream. o The maximum capacity of the Gurley Intake Ditch at the gaging station is estimated to be well in excess of 600 cfs, and no other sections observed below the chute appeared to be any more of a constraint. However, no other sections below the chute were surveyed. Although not strictly conclusive, no evidence was found to warrant revising the 600 cfs capacity value. 4