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EGG Cone Penetration Test Data & Interpretation <br /> Soil behavior type and stratigraphic Interpretation is based on relationships between cone <br /> bearing (q,), sleeve friction (fs), and pore water pressure (u2) The friction ratio (Rf) is a <br /> calculated parameter defined by 100E lq, and is used to Infer soil behavior type Generally <br />' Cohesive soils (clays) <br /> High friction ratio (Rf) due to small cone bearing (qJ <br /> • Generate large excess pore water pressures (u2) <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 your site Is presented in graphical form in <br />' Appendix CPT The data includes CPT logs of measured soil parameters, computer <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 protect 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,, f, 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 />' i000 <br /> 12 ZONE Qt/N SBT <br /> 11 1 2 Sensitive, fine greamed <br />' g 2 1 Or anic materials <br /> .: 8 3 1 Clay <br /> 100 <br /> , 4 1 5 Siltyclayto clay <br /> G 5 2 Clayey silt to silty clay <br /> 6 25 Sandy silt to clayey silt <br /> 7 3 Silty sand to sandy silt <br />' 10 8 4 Sand to silty sand <br /> 9 5 Sand <br /> 10 6 Gravely sand to sand <br />' 11 1 Very stiff fine grained* <br /> 12 2 Sand to clayey sand* <br /> *over consolidated or cemented <br /> 10 1 2 3 N 4 5 B 7 8 <br />' Mcdrm Redo (%). Rf <br /> Figure SBT <br /> 1 <br />