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L � <br /> EGG Cone Penetration Test Data & Interpretation <br /> i <br /> Soil behavior type and stratigraphic interpretation is based on relationships between cone <br /> bearing (q,), sleeve friction ), and pore water pressure (u2). The friction ratio (Rf) is a <br /> calculated parameter defined by 100f Iqc and is used to infer soil behavior type, Generally: <br /> Cohesive soils (clays) <br /> • High friction ratio (Rh due to small cone bearing (qF) <br /> • Generate large excess pore water pressures 42} <br /> Cohesionless soils (sands) <br /> • Low friction ratio (Rf) due to large cone bearing (q�) <br /> • Generate very little excess pore water pressures (u2) <br /> A complete set of baseline readings are taken prior to and at the completion of each <br /> sounding to determine temperature shifts and any zero load offsets. Corrections for <br /> temperature shifts and zero load offsets can be extremely important, especially when the <br /> recorded loads are relatively small. In sandy soils, however, these corrections are generally <br /> negligible. <br /> The cone penetration test data collected from s o� measu presented arameters�computer <br /> l form in <br /> Appendix CPT. The data includes CPT log <br /> calculations of interpreted soil behavior types (SBT), and additional geotechnical parameters. <br /> A summary of locations and depths is available in Table 1. Note that all penetration depths <br /> referenced in the data are with respect to the existing ground surface. <br /> Soil interpretation for this project was conducted using recent correlations developed by <br /> Robertson et al, 1990, Figure SBT. Note that it is not always possible to clearly identify a soil <br /> type based solely on q,, fs, and u2. In these situations, experience, judgment, and an <br /> assessment of the pore pressure dissipation data should be used to infer the soil behavior <br /> type. <br /> 1000ZONE Qt/N SBT <br /> i �2 sensitive, fine greamed <br /> 11 - � rials�- <br /> nit mate _ <br /> 1 Or a �_. <br /> 2 9 <br /> 3 1 Cla �_ <br /> 100 8 �4 1.5. Silty c" lay to cta� <br /> 7 5Z. clayey silt to si! ,c� <br /> II <br /> 6 } 2..5 Sand silt to clay silt <br /> m 7 3 $rand to sandy silt <br /> g 4 Sand to silty sand <br /> C� 109 5 ";:xi Sand .�_. <br /> 10 6 Gravely sand to sand., <br /> i1 1 "5; Very stiff fine grained* <br /> 12 2 Sand to clayey sand* <br /> *over consolidated or cemented <br /> 10 1 2 4 5 8 7 8 <br /> Fdcdm Ratio (%I Rf <br /> Figure SBT <br />