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The spillway capacity was calculated neglecting flow through the orifices and <br />assuming pipe flow controls, as follows: <br />O=a 2 H'n <br />~~2 A ~, Where: O =Discharge (cfs) ~;~c~ 3U'~ <br />~ ~ v a =cross sectional area of barrel pipe (4.91 ft~ ~ <br />`1 ~?,5~ ~ g =gravitational constant (32.2 ft/sect <br />H =elevation head from water level to barrel outlet (ft) <br />- K =entrance head loss coefficient (1.0) <br />K, =bend head loss coefficient (0.5) <br />~ =friction head loss coefficient (0.0341 for n = 0.025) <br />L =length of barrel (80 ft) <br />If the water elevation in the pond were 1.0 foot above the riser invert, H would <br />be approximately 11 feet <br />Therefore, O = 57.16 cfs <br />Since the peak discharge from the 100-year, 24-hour event is only 19.40 cfs, the <br />outlet structure is more than adequate, providing freeboard in excess of 3 feet. <br />Riprap is provided at the barrel outlet. <br />Detailed drawings of Pond.S/6 are provided in the Operating Plan contained in <br />the Rockcastle Permit document. <br />Culverts <br />Peak flows resulting from the 10-year, 24-hour storm event were used to design <br />all culverts. Culverts remaining as permanent structures were sized according <br />to procedures set forth by the U.S. Bureau of Public Roads. Projecting inlets <br />17 <br />