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Non-Water Release Corrective Action Plan <br /> North County Recycling Center and Sanitary Landfill <br /> TABLE 3- MAXIMUM CREDIBLE EARTHQUAKE - DESIGN CHARACTERISTICS <br /> Earthquake Magnitude M=6.8 on the Great Valley 6-7 Fault at a distance of 47km <br /> Maximum Site Acceleration 0.158(for the MCE) <br /> Duration of Significant Shaking, Ds_95 16 sec.(Bray et.al., 1998) <br /> Mean Period of Shaking,TR, 0.55 sec.for Magnitude 6.8 earthquake(Bray et.al.,1998) <br /> The refuse cross-sections were analyzed to determine the yield acceleration (ky) to achieve a <br /> pseudo-static factor of safety equal to 1.0. The results of the pseudo-static slope stability <br /> analysis are presented on Figures B-1 and B-2 (Appendix B) and are summarized in Table 4. <br /> TABLE 4- PSEUDO-STATIC SLOPE STABILITY ANALYSIS <br /> FIGURE NO. DESCRIPTION OF ANALYSIS YIELD ACCELERATION,K, <br /> B-1 Section A-A' 0.1g <br /> B-2 Section B-B' 0.097g <br /> Based on the yield acceleration values provided above, permanent seismic displacement <br /> calculations were performed for the refuse prism in accordance with the procedures described <br /> above. The results are presented in Table B-1, Appendix B. <br /> ® The results of the calculations indicate negligible permanent dynamic displacement of the <br /> refuse prism from a PGA greater than on the MCE design event for the cross sections analyzed <br /> indicating that the landfill is stable under dynamic conditions. Therefore, this is not a <br /> reasonably foreseeable impact at this site. <br /> 4.1.5.4 Dynamic Landfill Final Cover System Analysis <br /> Review of Detail 2, Sheet 5 of 5, Liner System Details, Preliminary Closure and Post-closure <br /> Maintenance Plan, (Shaw, 2010) indicates that the final cover slopes for the landfill will be at an <br /> inclination no steeper than 3:1 (horizontal to vertical) and consist of the following (from top to <br /> bottom): <br /> 2-foot thick operations layer <br /> Geocomposite drain <br /> 60 mil HDPE geomembrane, double-sided textured <br /> • Geosynthetic clay liner (GCL) <br /> • 6-inch thick subgrade preparation layer <br /> Review of the boring logs for the site indicates the predominant soil on the site ranged from a <br /> silty sand to a sandy silt with some clay. The soil parameters used for the cover soil and <br /> ® geosynthetic interfaces are presented in Table 2. <br /> 2013.A135 I N:\San Joaquin\North County\Non-Water Release CAP\Final Report\North County_NWCAP_Report_Final.docx <br /> July 2014,Rev.0 9 <br />