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EGG Done 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 (Rj,) Is a <br /> calculated parameter defined by 100f)q� and is used to Infer soil behavior type Generally <br />' Cohesive soils (clays) <br /> • <br /> High fiction ratio (M due to small cone bearing (q,) <br />' • Generate large excess pore water pressures (u2) <br /> Cohesioniess soils (sands) <br /> Low friction ratio (Rh 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 /> t 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 /> ZONE Qt/N SBT <br />' 1 ZFenve,fine greained <br /> �} 2 1c materials <br /> 3 11� 4 1 5a to claF 5 2silt to silty clay <br /> e Y <br /> / 6 2.5 Sandy silt to clayey silt <br /> 7 3 Silty sand to sandy silt <br /> i0 8 4 Sand to sflnLsand . <br /> 9 5 r Sand <br /> 6 Gravely sand to sand <br /> �11 1 i;,A1verystiff fine grained* <br /> 12 2 M Sand to clayey sand* <br /> *over consolidated or cemented <br /> 1q 1 2 3 4 5 8 T S <br /> Fiftion Retro (% W <br /> Figure SBT <br />