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Non-Water Release Corrective Action Plan <br /> Corral Hollow Sanitary Landfill <br /> iTABLE 2 <br /> GEOTECHNICAL MATERIALS PARAMETER STRENGTH SUMMARY <br /> UNIT WEIGHT FRICTION ANGLE COHESION <br /> MATERIAL (PCF) (DEGREES) (PSF) <br /> Refuse Fill (MSW) 80 30 200 <br /> Native alluvium,foundation layer 120 32 200 <br /> Existing cover soil layer(sandy) 110 32 0 <br /> Existing cover soil layer(low permeability) 110 24 300 <br /> 4.1.5.3 Dynamic Refuse Prism Stability Analysis <br /> Conventional dynamic (pseudo-static) stability analyses for the refuse fill slopes were <br /> performed on the constructed cross sections using the SLOPE/W (Geo-Slope, 2007) computer <br /> program (see Figure 2). Seismic-induced permanent displacements due to the MCE were <br /> estimated using procedures described by Bray et. al., (1998), and Bray and Rathje (1998). The <br /> procedure is based on the methods described by Newmark (1965) for determining <br /> displacement of a rigid block resting on a sliding plane subjected to earthquake-type motions. <br /> It is also based on the premise that the sliding block will undergo displacement only during the <br /> • periods when the maximum ground acceleration (kmax) exceeds the yield acceleration (ky) for <br /> the sliding block, (i.e., displacements occur when kmax is greater than ky). Bray and Rathje <br /> (1998) refined the procedure for waste fills to incorporate the dynamic response characteristics <br /> of the sliding block, and intensity and duration of ground motions at the site. These design <br /> parameters are summarized Table 3. <br /> TABLE 3 <br /> MAXIMUM CREDIBLE EARTHQUAKE - DESIGN CHARACTERISTICS <br /> Earthquake Magnitude M=6.9 on the Great Valley 7 Fault at a distance of 1.2km <br /> Maximum Site Acceleration 0.56g(for the MCE) <br /> Duration of Significant Shaking, D5_95 12 sec. (Bray et.al., 1998) <br /> Mean Period of Shaking,Tm 0.5 sec.for Magnitude 6.9 earthquake(Bray et.al., 1998) <br /> ------------ <br /> The three refuse cross-sections were analyzed to determine the yield acceleration (k,,) to <br /> achieve a pseudo-static factor of safety equal to 1.0. The results of the pseudo-static slope <br /> stability analysis are presented in Figures B-1 through B-3 (Appendix B) and are summarized in <br /> Table 4. <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 /> 9Geo-Lo is <br /> AS SOC I A T E S� <br />