2222 LOWER NORTON AVE 2018-01-01 MF Import

3. Engineering analyses and development of recommendations for pile foundation support of the proposed facility. (Recommendations inciuding allowable axial icompression and tension capacities of piles, lateral pile capacities, and piie � installation criteria were developed). r r, r: 4. Documentation of our conclusions and recommendations, along with supporting data, in this formal report. As outlined in our proposal, we originally proposed to drill 3 to 4 borings, depending on the variability of the subsurfacc conditions encountered. Since the first 3 borings indicated a relatively consistent pattern of subsurface conditions across the building area, the fourth boring was not drilled. 4.1 SURFACE CONDITIONS 4.0 SITE CONDITIONS i The site is bounded or_ the east by an existing roadway and railroad alignment. The site area is currently surfaced with asphalt pavements. Driveways and parking areas are located around � the north and west sides of the site. Site grades range from about Elevation 110 to 114, i generally sloping dowr. to the west and north. � I t; t 4.2 SUBSURFACE CONDITIONS Our understanding of sabsurface conditions underlying the site is based on our cusent exploration program as discussed in Appendix A, and the 1952 exploration borings drilled by Raymond Pile Company in the site area. The approximate locations of the borings for the cunent investigation, in relation to proposed and existing site features, are shown on the Site Plan, Figure 2. The logs of the borings drilled for the current investigation, and a description of the exploration equipment and procedures used, are presented in Appendix A. Ths following paragraphs provide a general discussion of site subsurface conditions. The project area is covered by a]ayer of generally Ioose and saturated, hydraulically-placed fine sand fill about 15 feet in thickness. This fill is interlayered with lenses of compressible, organic soils containing fresh to decomposed wood chips. The hydraulic sand fill layer is underlain by alluvial sand deposits to the 88-foot maximum depth of the exploration borings. These alluvial deposits generally consist of interlayered fine sands and silt which become generally dense to very dense below a depth of about 30 to 40 feet. A 4-foot thick layer of stiff ssndy silt was encountered in boring C-2-94 at a depth of about 40 feet. �, The surficial hydruulic sand fill layer can be characterized as having relatively low to moderate strength and moderate compressibility characteristics. As discussed in subsection 4.4 below, this fill layer appeazs to be loose and may be subject to a significant loss eE strength from severe t, ground shaking during an earthquake. 503289-0I.O1 I� r.. January 19, 1995 DAT1E5 6c MOOIiL