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<br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />1 <br />I <br />1 <br />I <br />I <br /> <br />TABLE 4.9-2 <br />EXISTING LAND USE FLOW SUMMARY <br /> <br />Design <br />Point <br /> <br />10-Year <br /> <br />100-Year <br /> <br />At Manitou Gage <br />(Upstream Study Limit) <br />Upstream of Confluence <br />Downstream of Confluence <br />At Tejon Gage <br />At Downstream Study Limit <br /> <br />24 <br />27A <br />278 <br />29 <br />31 <br /> <br />3,580 <br />3,820 <br />10,857 <br />11 , 785 <br />12,226 <br /> <br />10,851 <br />11 , 524 <br />30,456 <br />32,844 <br />33,480 <br /> <br />Recommendation - Future Conditions <br /> <br />The design storm hydrologic analysis which was recommended in the previous <br />section as producing the existing conditions design flows can be used to produce <br />future conditions design flows as well. Future land use conditions reflected by <br />modified CN values (Table 4.7-3, Appendix A, Volume III), were input to the <br />previously described model and the peak flow values that were produced are <br />presented in Table 4.7-5. A summary of the peak flow rates from Table 4.7-5 for <br />the hydrologic index locations and study limits is provided in Table 4.9-3. <br /> <br />TABLE 4.9-3 <br />FUTURE LAND USE FLOW SUMMARY <br /> <br />Design <br />Point <br /> <br />10-Year <br /> <br />100-Year <br /> <br />At Manitou Gage <br />(Upstream Study Limit) <br />Upstream of Confluence <br />Downstream of Confluence <br />At Tejon Gage <br />At Downstream Study Limit <br /> <br />24 <br />27A <br />278 <br />29 <br />31 <br /> <br />3,994 <br />4,264 <br />16,473 <br />18,134 <br />19,067 <br /> <br />( 3,3001:)* <br />( 4,400 )* <br />( 9,200 )* <br />(10,000 ) * <br />(10,500 )* <br /> <br />12,274 (16,000)* <br />12,934 (20,500)* <br />35,860 (42,200)* <br />38,426 (45,000)* <br />39,167 (48,000)* <br /> <br />* Currently Adopted Regulatory Values <br /> <br />We recommend the values listed in Table 4.9-3 be utilized as future conditions <br />peak flow rates in thi s study. Furthermore we recommend that the future <br />conditions peak flow rates serve as the hydrology design flow values to be used <br />for the sizing of drainageway conveyance features for Fountain Creek for this <br />study. A diagram of peak flows from this tabulation is presented on Figure 4.9- <br />2. <br /> <br />4.0-29 <br /> <br />. <br />. <br />. <br />. <br />. <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />~ <br />~ <br />J <br />