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Non-Water Release Corrective Action Plan Corral Hollow Sanitary Landfill • Subsurface boring information (HP-1 through HP-5) was provided by EMCON (1988) and Kleinfelder (2007) (see Figure 2). As is typical with landfills, it was assumed that the lower portions of the landfill were excavated approximately 10 feet below the original ground surface to provide initial daily cover materials and to increase the air space of the landfill. Groundwater levels were approximated from SJDPW (2013) and exist 25 feet below grade on the eastern portion of the site and 50 feet below the existing ground surface on the western portion of the site. Three cross sections were prepared to evaluate landfill refuse prism slope stability for the existing landfill configuration (see Figure 2). • Cross section A-A' was generated in the southeastern portion of the site through the highest portion of the landfill slope. • Cross section B-B' was prepared through the northeast portion of the landfill in the area of the shallowest groundwater. • Cross section C-C' was generated through the western portion of the landfill adjacent to the desilting basin. 4.1.5.2 Geotechnical Parameters • The, soil materials at the site include: native alluvium, cover soils (sandy and low permeability), and municipal solid waste (MSW) fill. The landfill is currently unlined. Geotechnical parameters required for analysis include unit weight and shear strength parameters (angle of friction and cohesion). Strength parameters for the MSW are based on published information (Singh and Murphy, 1990). The shear strength of the native alluvium soils was estimated from review of the referenced boring logs from the site; references presented in Section 8.0, and generally accepted soil parameters relationships (Duncan, et.al., 19n). A summary of the geotechnical material parameters used in the slope stability analyses is presented in the Table 2. • 8 Geo-Logic ASSOCIATES