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MHA rock=0.15 gProposed Final CoverCover2 NA 0.15 800 0.01 0.55 0.018 1 16 1.270 0.24 0.63NOTES:(1) From slope stability analysis.(2) ky = yield acceleration obtained from pseudo-static slope stability analysis.(3) Estimated from Bray et.al., 1998, Figure 3.(4) Ts = 4H/Vs where: H = Height of the failure surface in pseudo-static analysis Vs= Average shear wave velocity of the failure wedge(5) Tm = Mean Period of the MCE as determined from data in Bray, et. al., (1998), Figure 2b.(6) MHEA is the Maximum Horizontal Equivalent Acceleration of the potential failure mass in the slope. This is the same as kmax. MHA is the Maximum Horizontal Acceleration for the MCE at the site. For this evaluation a value of 0.15 g is calculated. Ratio MHEA/MHA*NRF obtained from Bray & Rathje, 1998, Figure 7b (rock site) or ASCE/SCEC, Fig. 11.2. This publication recommends this ratio need not be taken to be >1.(7) D5-95 from Bray et. al., (1998), Figure 2c.(8) NRF, Non-linear response factor from Bray and Rathje (1998). Figure 6b.(9) From Bray and Rathje (1998), Figure 13.*Includes a 1.25 magnification factor to account for 2-D effects for the cover per Bray, et.al, 1998, page 225-226.References: Bray, J.D., E.M. Rathje, A.J. Augello and S.M. Merry, 1998, “Simplified Seismic Design Procedure for Geosynthetic-Lined, Solid-Waste Landfills,” Geosynthetics International, Vol. 5, Nos. 1-2.Bray, J.D., and E.M. Rathje, 1998, “Earthquake Induced Displacements of Solid Waste Landfills,” ASCE Journal of Geotechnical and Geoenvironmental Engineering, Vol. 124, No. 3, March.ASCE/SCEC, 2002, Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Landslide Hazards in CA.Assumptions: Design horizontal site acceleration in rock = 0.15g for M=6.8 (MCE) event on the Great Valley 6-7 Fault at a distance of 47km from the site0.7TABLE B-6 - ESTIMATED SEISMICALLY-INDUCED COVER DISPLACEMENTNORTH COUNTY RECYCLING CENTER AND SANITARY LANDFILLLODI, CALIFORNIA(Using ASCE/SCEC, 2002 as adopted from Bray and Rathje, 1998 and Bray et.al., 1998 Procedure)Ts/Tmky(2) (g)Tm (5), (sec)MHEA/MHA*NRF (6)ky/kmaxCalculated Displacement (9), inchesNRF(8)D5-95, sec (7)MHEA cover*, or kmaxStatic F.S.Area Critical SlopeFailure Wedge Height(1) (ft)Average Shear Wave Velocity(3) (fps)Ts(4) (sec)