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<br />The Grand Valley Canal I,as investigated in the same <br />manner as the Highline Canal. However, it was concluded <br />that during flooding situations the canal would be <br />flowing full and unable to intercept and divert flow. <br /> <br />Precipitation Analysis <br /> <br />For the precipitation analysis rainfall data from the <br />Preci itation Fre uenc Atlas of the United States <br />Re erence 6 was use to evelop a ept - uratlon- <br />frequency curve for the Grand Junction area. The results <br />of this analysis are shown in Figure 8. <br /> <br /> <br />. <br /> <br />. <br /> <br />3.3 <br /> <br />. <br /> <br />The hypothetical storms for the 10-, 50-, 100-, and 500- <br />year recurrence interval floods were developed using the <br />critical order pattern from the U.S. Army Corps of <br />Engineers Lewis Wash Study (Reference 7). The <br />hypothetical hyetographs for the 10-, 50-, 100-and 500- <br />year storms are shown in Figure 9. <br /> <br />3.4 Unit Hydrograph Coefficients <br /> <br />Unit hydrograph coefficients were d~~~l~p~~ for 'the <br />basins using the Snyder unit hydrograph technique. The <br />coefficients which are based on the physical <br />characteristics of the basins were compared with and <br />agree reasonably well wi th standard recommended values <br />for rural and urban areas and with other studies in the <br />area (References 7-13). The unit hydrograph coefficients <br />for each of the sub-basins are shown in Table 2. <br /> <br />. <br /> <br />. <br /> <br />. <br /> <br />. <br /> <br /> Area <br />. Sub-basin (Sq.mi.) <br /> Indian Wash <br /> 1 3.77 <br /> 2 2.39 <br /> 3 0.93 <br /> 4 3.42 <br />. 5 0.90 <br /> 6 0.22 <br /> 7 0.041 <br /> 8 0.29 <br /> 9 0.24 <br />. 10 0.29 <br />11 0.91 <br /> 29~ Road Channel <br /> 12 1. 90 <br />. <br /> <br />~ '~.,.....~~~~A"'''~ ~~__ ,... -" '\:", <br /> <br /> Table 2 <br /> Unit Ilydrograph Coefficients <br /> Initial Constant <br /> Precip- Precip- <br /> i tation itation <br />L La t Loss Loss <br />(mU mt. ~ C (hPs) (in) (in/hr) <br /> f <br />5.52 2.64 0.6 0.70 1. 34 0.5 0.4 <br />4.30 2.21 0.6 0.70 1.18 0.5 0.4 <br />2.33 1. SO 0.6 0.70 0.87 0.5 0.4 <br />5.44 3.08 0.6 0.70 1. 40 0.5 0.4 <br />1. 23 0.63 0.65 0.70 0.60 0.4 0.4 <br />0.47 0.28 0.57 0.70 0.31 0.4 0.4 <br />0.21 0.12 0.72 0.77 0.24 0.4 0.4 <br />0.78 0.36 0.57 0.70 0.39 0.4 0.4 <br />1.27 0.46 0.55 0.70 0.47 0.4 0.4 <br />0.78 0.36 0.57 0.70 0.39 0.4 0.4 <br />1. 94 . 0.95 0.57 0.70 0.68 0.4 0.4 <br />3.95 2.87 0.6 0.70 1. 24 0.4 0.4 <br /> 14 <br /> <br />_,..~....."'~,:;~< ,----"""'.' <br /> <br />~.,,'<I!'..~ <br />