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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 (f% and pore water pressure (u2) The friction ratio (R� is a <br /> calculated parameter defined by 100f,1gt and is used to Infer soil behavior type. Generally <br /> Cohesive soils (clays) <br /> • High friction ratio (R� due to small cone bearing (q�) <br /> • Generate large excess pore water pressures (u2) <br /> Cohesionless soils (sands) <br /> • Low friction ratio (R� due to large cone bearing (qJ <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 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,, f, and uz 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 /> ZONE Qt(N S81 <br /> 11 1 2 Sensitive, fine greained <br /> 2 1 Organic materials <br /> y 1� 3 1 Clay <br /> $� 4 Is Slity clay to clayj <br /> u, 5 2 Clayey slit to silty clay <br /> 6 25 Sandy silt to clayty slit <br /> 7 3 Silty sand to sandy silt <br /> 10 8 4 Sand to silty sand <br /> 9 5 Sand <br /> 10 6 Gravelyand to sand <br /> it 1 � Ve stiff flne grained* <br /> 12 2 Sand to clayey sand* <br /> • 1 *over consolidated or cemented <br /> i iib Rollo (%I FU <br /> Figure SBT <br />