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<br />0487 <br /> <br />';'. <br /> <br />Q :; dis.charge in' c,~f ,s! . <br />L :; length of. spill-way crest in :feet <br />:il = head on<;:rest ihfeet '.'" <br />C = discli.arge coefficient(c' =3~9b for <br />design head <br />i.fof4;o, ft.) <br />.-'f'" .,-". <br /> <br />where <br /> <br />. <br /> <br />.- .. t.~:) ':'::: . .~: <br /> <br />:." ~ . '.. .. <br /> <br />.__..-....~.--..._. . <br /><~ .',", . ....!J"..".i: ": 'J! <br /> <br />:;) <br /> <br />;. ;"f.L: .1;';' ,~~'~;:,.:.~ " :. , . t' .... ... . . <br />The spillway rat:i.ng curve is shown on plate 2 ?f ;l1~~'Ji~ojecl~rep~J;'t-. <br />Computations for the maximum water surface profile indicated'that" <br />critical depth for a discharge of 2,390 cubic feet per second wotud <br />occur on the ogee curve just below the spillway crest. In order to <br />retain the embankment and to protect the embankment, a concrete re- <br />taining wall would extend from Station 1 f 4B.5B to Station 3 f 25B <br />along the right side of the spillway. The retaining wall downstream <br />from the spillway crest would have a minimum freeboard of 3 feet above <br />the computed maximum ~later surface profile. The outlet channel would <br />be trapezoidal in shape, have a 75-foot bottom width, and side slopes <br />of 20 on 1 in the sandstone formation. The outlet channel would be <br />excavated partly in an erosion-resistant sandstone on a slope of <br />0.01000. The maximum velocity of flow through the outlet channel <br />.;auld be 11 feet per second. The friction slope was determined by <br />Manning's formula utilizing a roughness coefficient of 0.035. <br /> <br />. <br />, <br /> <br />"', l~. ~:' . <br /> <br />-5- <br /> <br />Appendix II <br /> <br />( ~' <br /> <br />