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1 <br /> *EGG Cone Penetration Test Data & Interpretation <br />' Soil b interpretation !s based on relationships behavior type and stratlgraphic interp s between cone p <br /> bearing (q,,), sleeve friction (f), and pore water pressure (U2) The friction ratio (Rf) is a <br /> calculated parameter defined by 'i 00f)q, and is used to infer soil behavior type Generally <br />' Cohesive soils (clays) <br /> • High friction ratio (Rf) due to small cone bearing (q,,) <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,, 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 /> �000 k <br /> ro <br /> 10 V ZONE Qt/N SST <br /> I f j 11 1 12Sensitive, fine greamed <br /> 13 2 Or anic materials <br /> 3 Cla1� 4 SiI cla to cla5 C avey silt to Silty ql <br /> 6 2 5 Sandy silt to clayey si It <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 Very stiff fine grained* <br /> 12 2 ;� Sand to clayey sand* <br /> 1 *over consolidated or cemented <br /> 0 4 2 3 4 5 8 7 B <br /> Fridm ftdo (96j, Rf <br /> Figure SBT <br />