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5.1.3 Stability Results <br /> The maximum side slope of 1.6H:1 V was calculated as part of an infinite slope analysis, which <br /> represents the steepest side slope that will still provide a pseudo-static FOS of 1.0 or greater for <br /> surface raveling of ore material during a 0.14g seismic event. Calculations are presented in <br /> Appendix E. Based on this analysis, a side slope of 1.6H:IV was selected as the maximum ore <br /> side slope for the VLF that would provide an FOS of 1.0 or greater. <br /> Stability analyses were performed on the configuration of the ore shown on Drawing A200 and <br /> with the piezometric;surface conditions presented above. A total of eight critical stability <br /> sections were selected for the stability analyses,which included the Phase I through IV VLF and <br /> Phase 5 VLF. The locations of the stability analyses are shown on Drawings A700 through <br /> A720. <br /> Stability analysis results for each of the critical stability sections are summarized in Table 4. The <br /> output from the stability analyses are presented in Appendix E. <br /> As presented in Table 4, the stability sections indicate that the static FOS values are 1.5 or <br /> greater, and pseudo-static FOS values are 1.0 or greater for design acceleration of 0.14g. It is <br /> important to note that the FOS values reported represent the operational ore side slopes of <br /> between 1.6H:1 V and 2.5H:1 V. At reclamation, the ore side slopes will be regraded to 2.5H:1 V, <br /> which will increase the overall long-term stability of the facility. <br /> Smith Williams analyzed Cross Sections A through I to evaluate slope stability of the VLF, using <br /> the parameters described above. The two critical cross sections which could affect Highway 67 <br /> and any other structures beyond the road are Cross Sections G and H. This analysis is shown on <br /> SWC Map titled "Phase 5 VLF Critical Stability Plan and Cross Section - Sheet 3 of 3". <br /> Extracted information from that Sheet is shown below: <br /> 39 <br />