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2. Laboratory soil testing: <br /> Appendix E (Kleinfelder 1985) of the 1995 RDSI and RWD contains <br /> information on soil permeability and gradation as well as other <br /> soil characteristics. Additional soil testing information is <br /> contained in the June 1990 SWWQAT. <br /> C. Site Hydrogeologic Conditions: <br /> 1. Soil: <br /> Appendix E (Kleinfelder 1985) of the 1995 RDSI and RWD and the <br /> SWWQAT contain results of field testing and also a description of <br /> soil conditions at the site. <br /> The general findings of the reports estimate that some of the <br /> materials encountered in borings had in-place permeabilities on the <br /> order of 1 X 10-6 to I X 104 cm./sec. These same materials when <br /> remolded had obtained test permeabilities which were even lower. <br /> This indicates that at least some of the on-site soils may meet the <br /> requirements for constructing the clay barrier layer of the final <br /> cover. However, it may be necessary to import some material. <br /> 2. Springs and seeps: <br /> Springs or seeps have not been encountered during explorations at <br /> the site nor are any known to exist at the site. <br /> 3 . Groundwater: <br /> Information on the area's groundwater and groundwater test results <br /> are contained in Appendix E "Solid Waste Water Quality Assessment <br /> Test Report" and Appendix G 111994 Annual Groundwater Monitoring <br /> Report". <br /> Results of this report indicate good water quality for the wells <br /> tested and that the depth to groundwater beneath the surface of the <br /> landfill site generally exceeds 200 feet. <br /> 4. Faulting and seismicity: <br /> An evaluation of the peak ground acceleration resulting from the <br /> "Maximum Probable Earthquake" (MPE) associated with a 100 year <br /> frequency is developed in the 1988 EMCON Associates "Seismicity <br /> Study" which is appendix H of this PSR. This evaluation indicates <br /> a peak bedrock acceleration of 0. 10g associated with an MPE of 5.7 <br /> in magnitude along the Bear Mountains Fault. This bedrock <br /> acceleration will not create slope failure due to conservative 3 : 1 <br /> sideslopes proposed for the site in the 1995 Preliminary Closure <br /> Plan. <br /> 16 <br />