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The pseudo -static analyses that were completed to evaluate the final cover figuration <br />indicate a yield acceleration of 0.15 g for these interface parameters. Using the Bray <br />and Rathje (1998) procedure described above, no significant seismic -induced <br />permanent displacement is anticipated for the proposed cover design during the <br />postulated design earthquakes for these conditions. <br />5.0 LIMITATIONS <br />The slope stability analyses and conclusions described herein include three critical <br />assumptions. First, it is assumed that groundwater is well below the planned liner <br />elevations and that pore -pressures will not develop beneath the liner system. <br />Monitoring well data obtained at the site supports the inference that groundwater will <br />not rise to liner elevations within the planned development areas. <br />Second, it is assumed that refuse fills will not occur eccentrically, and that relatively <br />evenly distributed refuse "lifts" will be placed across the full width of individual_ cells <br />before successive lifts are placed. <br />Finally, it is assumed that final cover slopes will not exceed a gradient of 3:1 (horizontal <br />to vertical) and that drainage media will be sufficient to preclude development. .of.pore <br />pressures on top of cover barrier layer soils or geosynthetic materials. <br />�t References <br />Bray, J. D., and E. M. Rathje, 1998, " Earthquake -Induced Displacements of Solid -Waste <br />Landfills", ASCE Jour. of Geotechnical and Geoenvironmental Engineering, Vol. ]24 <br />NO. 3, March. <br />CH2M HILL, 1992, "Forward Landfill, Geotechnical Exploration for Stability and <br />Settlement Analyses, Preliminary Closure and Post Closure Maintenance.. Plan,:.Stockton, <br />California," Technical Memorandum Prepared for Sangeeta Lewis/SFO, June 3. <br />Geo -Slope, 1995 SLOPE/W, Slope Stability Analysis for Windows, Version 3. <br />L:AIIied\2000.193\Reports\finaljtd:Appendix E GLA:08/16/01 <br />