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TABLE B-1- ESTIMATED SEISMICALLY -INDUCED REFUSE DISPLACEMENT <br />NORTH COUNTY RECYCLING CENTER AND SANITARY LANDFILL <br />LODI, CALIFORNIA <br />C[Teincr ACf'F./CC"FC'_ 2002 as adonted from Brav and Rathie, 1998 and Bray et.al., 1998 Procedure) <br />Cross <br />Section <br />Critical Slope <br />Failure Wedge <br />ct1 <br />Height (ft) <br />Static <br />F.S. <br />1z1 <br />�" <br />(g) <br />Average <br />Shear Wave <br />Velocity 131 <br />(fps) <br />T, <br />(sec) <br />T.Tm 151, <br />(sec) <br />Tg/T,n <br />MHEA <br />/MHA * <br />NRF 161 <br />D5_959 <br />sec 171 <br />sl <br />NRF"' <br />MHEA base+ <br />'r <br />or kmax <br />�kmax <br />Calculated <br />(9) <br />Displacement , <br />inches <br />Assumptions: Design horizontal site acceleration in rock = 0.15g for M=6.8 MCE event on the Great Valle 6-7 Fault at a distance of 47km from the site. <br />MHA rock- 0.15 g <br />A -A' <br />Failure of MSW <br />180 <br />N/A <br />0.10 <br />755 <br />0.95 <br />0.55 <br />1.734 <br />0.35 <br />16 <br />1.27 <br />0.07 <br />1.50 <br />0.0 <br />B -B' <br />Failure of MSW <br />170 <br />N/A <br />0.097 <br />745 <br />0.91 <br />0.55 <br />1.660 <br />0.38 <br />16 <br />1.27 <br />0.07 <br />1.34 <br />0.0 <br />NOTES: <br />(1) From slope stability analysis (Appendix B). <br />(2) k, = yield acceleration obtained from pseudo -static slope stability analysis (Appendix B). <br />(3) Estimated from Bray et.al., 1998, Figure 3. <br />(4) T, = 4HN, <br />where: H = Height of the failure surface in pseudo -static analysis <br />V,= Average shear wave velocity of the failure wedge <br />(5) Ta, = Mean Period of the MCE as determined from data in Bray, et. al., (1998), Figure 2b. <br />(6) MHEA is the Maximum Horizontal Equivalent Acceleration of the potential failure mass in the slope. This is the same as k mar. <br />MHA is the Maximum Horizontal Acceleration for the MCE at the site. For this evaluation a value of 0.15 g is calculated. <br />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. <br />(7) D5-95 from Bray et. al., (1998), Figure 2c. <br />(8) NRF, Non-linear response factor from Bray and Rathje (1998). Figure 6b. <br />(9) From Bray and Rathje (1998), Figure 11, and ASCE/SCEC, 2002. <br />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," <br />Geosynthetics International, Vol. 5, Nos. 1-2. <br />Bray, J.D., and E.M. Rathje, 1998, "Earthquake Induced Displacements of Solid Waste Landfills," ASCE Journal of Geotechnical and Geoenvironmental Engineering, <br />Vol. 124, No. 3, March. <br />ASCE/SCEC, 2002, Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Landslide Hazards in CA. <br />