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A-3 <br />verse sections less critical. The foundation is assumed to <br />slope at a gradient of 1 (v) 20 (h) away from the pile. <br />This gradient is typical of the steepest gradients that can <br />be expected near the toe of the pile.Stability sections are <br />presented on Plates A-1 thru A-4. <br />The following variations in input parameters have been <br />evaluated in the stability analyses: <br />1. Slope angles of 1.0 2.0 (26.6°), 1.0 2.25 (24.0°), <br />1.0 2.5 (21.3°), and 1.0 3.0 (18.4°). <br />2. Waste pile shear strength parameters corresponding <br />to a pile consisting principally of sandstone <br />(~ = 37°, c = o) of a sandstone/shale mix (~ = 35°, <br />c = o) and principally of shale (~ = 33°, c = o). <br />3. Foundation shear strength parameters corresponding <br />to drained (slow loading) and undrained (rapid load- <br />ing of a saturated, low permeability foundation) con- <br />ditions. <br /> <br />1 <br /> <br /> <br />All analyses have been performed based on the assumption <br />of a dry pile. This is considered realistic in view of the <br />surface drainage measures, and the recommended construction <br />procedures. <br />A uniform slope has been assumed for all sections analyzed. <br />The results of the stability analyses are presented on <br />Plates A - 1 thru A - 4, Waste Rock Pile Stability Section. <br />The minimum safety factors calculated are for the type of <br />shallow failure surfaces typically associated with the failure <br />of cohesionless materials. This type of failure involves sur- <br />ccoHrono coNSU~nNC, iHC. <br />