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geotechnical report. The proposed mining setback was set 50 feet from the <br /> ROW. <br /> Case West — South Property Line (WEST). The mining operation is adjacent to <br /> private property with several permanent structures near west property line of the <br /> site. The mining depth was assumed to be 52.5 feet in this area based on bore <br /> log information in the geotechnical reports. The proposed mining setback was set <br /> 50 feet from the property line <br /> The cross-sections located in Appendix B show the estimated phreatic surface <br /> associated with each case as well as the geometry used in the mining. <br /> METHODOLOGY <br /> The mining embankment configuration shown in the computer analysis represents the <br /> estimated conditions for this site. If mining conditions differ from the estimated <br /> conditions, the slope stability will need to be re-evaluated on a case by case basis. The <br /> Bishop Method was used in the computer analysis for determining safety factors. The <br /> procedure searches for circular shear failures and automatically searches for the lowest <br /> safety factor. 2,000 separate failure surfaces were analyzed for each case. The required <br /> minimum safety factors are based on the current standards used by the Colorado State <br /> Engineer's Office (SEO) in evaluating embankment dams, and industry accepted <br /> standards for the evaluation of temporary structures during construction. <br /> SLOPE STABILITY RESULTS <br /> The SEO requires minimum safety factors of 1.3 for static condition analyses and 1.0 for <br /> pseudo-static (earthquake loading) condition analyses for Class I (high hazard) <br /> embankment dams. This design criteria was used to establish the desired minimum <br /> safety factors for this project and should be considered as highly conservative for <br /> evaluating alluvial mining slopes. The calculated factors of safety are within the design <br /> criteria specified for this project and can be considered indicators of the mining slope <br /> performance under the various conditions. The slopes were analyzed using full and <br /> empty reservoir conditions. The results of the static condition and pseudo-static <br /> condition slope stability analyses in Table 2 and Table 3. <br /> 111 Loloff Construction, Inc.-Loloff Pit <br /> J&T Consulting, Inc. Slope Stability AFage'3 <br />