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<br />. <br /> <br />slopes as the channel would be required to contain the design <br /> <br /> <br />flow. The top width of the levees would be lO feet and their <br /> <br /> <br />average height would be about 3 feet, 1 foot of which would be <br /> <br /> <br />freeboard. An existing 36-inch storm sewer would carry the more <br /> <br /> <br />frequent flows. Flows exceeding the capacity of the storm sewer <br /> <br /> <br />would be carried by the drainage channel. Rock sills with a <br /> <br /> <br />2-foot drop would be placed across the channel at frequent <br /> <br /> <br />intervals to reduce the channel slope and to prevent erosion. <br /> <br /> <br />These sills would be located at existing cart paths or at other <br /> <br /> <br />convenient locations where possible. Pertinent data for the <br /> <br /> <br />channel are presented in table 4. <br /> <br />Table 4 <br />Pertinent Data <br />Golf Course Drainage Channel <br /> <br />Total Length 4,950 feet <br />Bottom Width lO feet <br />Average Channel Depths 3 feet <br />Average Height of Levee 3 feet <br />Average Width <br />(Channel and Levees) 200 feet <br /> <br />The channel from Dayton Street at East Alameda Avenue, the <br /> <br /> <br />south drainage channel, would also carry the lO-year flow. The <br /> <br /> <br />side slopes would be 1 vertical to 3 horizontal and a small <br /> <br /> <br />concrete trickle channel would be included at the bottom to <br /> <br /> <br />reduce maintenance requirements. Pertinent data' are presented in <br /> <br />table 5. <br /> <br />. <br /> <br />34 <br />