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Non-Water Release Corrective Action Plan <br />North County Recycling Center and Sanitary Landfill <br />AU24.1294.00 | Non-Water Release Corrective Action Plan Update 8 <br />October 2024 <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 <br />GEOTECHNICAL MATERIALS PARAMETER STRENGTH SUMMARY <br />MATERIAL <br />UNIT <br />WEIGHT <br />(PCF) <br />FRICTION ANGLE <br />(DEGREES) <br />COHESION <br />(PSF) <br />Refuse Fill (MSW) 90 500 psf for normal stress < 770 psf,  = 33° for <br />normal stress > 770 psf* <br />Slope Liner (Modules 5-11), Shaw (2009) 100 φ = 16.5° for normal stress < 5,000psf, φ =13° 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 />15,000psf, and a uniform shear stress of 2,000psf for <br />all normal loads greater than 15,000 psf** <br />Base Liner (Modules 5-11) Shaw (2009) 100 <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. <br />As discussed previously, the MCE design earthquake for this project is a moment magnitude <br />Mw=6.8 event on the Great Valley 6-7 (Midland) Fault producing a PGA of 0.10g at the site and a <br />corresponding site response spectra for the MCE event presented in Appendix A, Figure A-1. <br />Because the design PGA for the site was upgraded to 0.15g, the site response spectra shown in <br />Figure A-1 was scaled up to a PGA of 0.15g when used for the displacement analysis. The <br />procedure developed by Bray and Travasarou (2007) was used to estimate the magnitude of <br />potential seismically-induced permanent displacement during the MCE. This procedure is an <br />extension of the commonly-used Bray and Rathje (1998) procedure. For this newer procedure, <br />a nonlinear sliding block model and a much larger database of ground motions were used to <br />capture the dynamic performance of dams, natural slopes, and soil and waste fills. The <br />procedure was further validated through a re-examination of 16 dam and waste fill case <br />histories. Significantly, the procedure captures the dynamic response of the fill materials <br />through their fundamental period of vibration. The seismic input parameter is not the peak <br />ground acceleration, but rather the value of spectral acceleration at a multiple of the <br />fundamental period of the sliding mass. In this way, the procedure provides better predictive