C153629 Feasibility Study - Laserfiche WebLink

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I I I I I I I I I I I I I I , I I I I I Both exposed faces of the dam will be armoured with zones of conven- tional air-entrained concrete to provide protection from the severe environment. The downstream face will be formed in 1-foot high steps corresponding to the 1-foot thick RCC lift placements. These steps in the spillway section will provide for partial energy dissipation as the spillway discharge cascades down the chute formed by the sloping down- stream face. The spillway discharge in the chute will be contained by reinforced concrete training walls either precast or cast-in-p1ace and anchored into the body of the dam. A concrete apron will be provided at the bottom of the chute to protect the toe of the dam and to guide the spillway discharge into the streambed downstream of the dam. The downstream face will slope at 0.75 horizontal to 1.0 vertical and the maximum structural height will be about 195 feet. Preliminary stability analyses indicate that the dam cross section thus formed will meet or exceed standard stability criteria under normal, unusual (PMF), and seismic loading conditions (see Section D below). The dam will contain a gross volume of about 180,000 cubic yards. D. Dam Analysis Stability analyses were performed on the proposed basic dam overflow and non-overflow cross sections to determine if stability requirements are met. Maximum height sections of both the overflow section and the non-overflow section were analyzed by the gravity method of stress and stability analysis as outlined in USBR "Design of Gravity Dams," 1976, Sections 4-5 through 4-10. MKE has developed microcomputer programs to perform this type of analysis. The dam loading criteria is as follows: o Reservoir water load resulting from: normal maximum operating water surface - El. 8681.0. probable maximum flood water surface - E1. 8689.8. 3 - 18 6819W/502OW