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<br />( <br />Ii( <br />J; <br /> <br />Stage C <br />Volume Elevation <br />(ac.-ft.) (ft., msl) <br /> <br />St3.ge <br />Volume <br />(ac.-ft.) <br /> <br />A <br />Elevation <br />(ft., msl) <br /> <br />Designation <br /> <br />Station <br /> <br />Outlet Size <br /> <br />Southliles t <br /> <br />107+50 41.5 <br /> <br />3,937.7 <br /> <br />l-4'x3' CBC <br /> <br />3,939.0 <br /> <br />12.0 <br /> <br />South <br /> <br />290+00 57.9 <br /> <br />l-4'x3' CBC <br /> <br />3,902.4 <br /> <br />57.9 <br /> <br />3,902.4 <br /> <br />Southeas t <br /> <br />473+00 121. 0 <br /> <br />3,875.0 <br /> <br />3-5'x3' CBC <br /> <br />3,878.0 <br /> <br />25.1 <br /> <br />North <br /> <br />352+00N 40.0 <br /> <br />3,892.6 <br /> <br />l-5'x3' CEC <br /> <br />3,893.1 <br /> <br />27.4 <br /> <br />( <br /> <br />7-19. The interior drainage collection systems consisting of excavated <br />drains adjacent to the levees would deliver flows to gravity outlets passing <br />through the levees. The drains ,cere sized to carry the 25-year frequency <br />stoms runoff. The outlets are designed to discharge the 25-year runoff with <br />some or all of the volume ponded during the occurrence of a 5-year frequency <br />discl1arse of 13,000 c.f.s. in the Arkansas River. The outlet structures "ere <br />designed in accordance with criteria outlined in Appendix I of TM 5-820-4. <br />The discharge rating curves for the structures <s;.;ith inlet control \vere obtained <br />from the nomographs in Appendix I of the TH. For the outlet structures that <br />would operate under outlet control, equation (1) in Appendix I of T::.! 5-820-4 <br />"las used to c.letermine the head losses. Loss coefficients for the gate Hells <br />anc.l flap gates Here included in the head loss determinations. The rating <br />curves 'were used in routing the design hydrographs through the gravi ty outlets ~ <br />Since the Arkansas River is considered to be a "rapidly rising" river, each <br />outlet structure would contain two sets of gates; one set of flap gates on <br />the river enc of the structure, and a set of manually operated slide gates to <br />insure positive closure in the event of incomplete operation of the flap gates. <br />Protection against scour and undermining of the riverside ends of the outlet <br />structures "lQuld be by the placement of riprap dmms tream of the structures. <br />Silting at the riverside end of the gravity outlet structures would not be a <br />problem. <br /> <br />7-20. A concrete box culvert '<auld be provided for the Las Animas <br />Consolidated Canal to provide for passage of irrigation water through the <br />levee. The culvert opening would be equal to that provided in the existing <br />structure at the point of diversion. Slide gates >lith manual lifts Hould be <br />used to insure positive closure at the levee. The hydraulic elements of the <br />interior drainage channels and structures are tabulated in tables 3 and 4, <br />respectively, Details of the structures are shown on plates 19 through 25. <br /> <br />13 <br /> <br />"- <br /> <br />" <br />,'. <br /> <br />