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Non-Water Release Corrective Action Plan <br /> North County Recycling Center and Sanitary Landfill <br /> liners was obtained from Shaw (2009). The native alluvium/formational soils were set as <br /> impenetrable bedrock to force the failure surface through the overlying weaker geosynthetic <br /> interfaces. The strength of the proposed cover soils and geosynthetics was estimated from <br /> review of the referenced boring logs from the site; references presented in Section 8.0, Koerner <br /> (2005), and generally accepted soil parameters relationships (Duncan, et.al., 1989). <br /> A summary of the geotechnical material parameters used in the slope stability analyses is <br /> presented in the Table 2. <br /> TABLE 2-GEOTECHNICAL MATERIALS PARAMETER STRENGTH SUMMARY <br /> UNIT FRICTION ANGLE COHESION <br /> MATERIAL WEIGHT (DEGREES) (PSF) <br /> (PCF) <br /> 500 psf for normal stress<770 psf,�=330 for <br /> Refuse Fill(MSW) 9® normal stress>770 psf* <br /> Slope Liner(Modules 5-11),Shaw(2009) 100 =16.50 for normal stress<5,000psf,�=130 from a <br /> normal stress of 5,000 to 10,000psf,linearly reducing <br /> to a shear stress of 2,000psf at a normal load of <br /> Base Liner(Modules 5-11)Shaw(2009) 100 15,000psf,and a uniform shear stress of 2,000psf for <br /> all normal loads greater than 15,000 psf** <br /> Cover-Proposed Operations Layer 110 28 150 <br /> Cover-Geocomposite vs.60 mil Textured HDPE 10 26 0 <br /> Cover-60 mil Textured HDPE vs.GCL 10 23 167 <br /> Notes: * Kavazanjian et.al.,(1995). <br /> **Shaw(2009), Figure A. <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 (see Figure 2) using the SLOPE/W (Geo-Slope, <br /> 2007) computer program. Seismic-induced permanent displacements due to a PGA of 0.15g <br /> were estimated using procedures described by Bray et. al., (1998), and Bray and Rathje (1998). <br /> The 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. <br /> The design earthquake parameters are summarized Table 3. <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 8 <br />