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i <br /> EGG Cone Penetration Test Data & interpretation <br /> Soil behavior type and stratigraphic Interpretation is based on relationships between cone <br /> bearing (qJ, sleeve friction (f), and pore water pressure (u2) The friction ratio (Rh is a <br /> calculated parameter defined by 100fjq,:: 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 /> Cohesioniess soils (sands) <br /> • Low friction ratio (Rf) 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 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 /> ZONE Qt/N SBT <br />' 1 2 Sensitive, fine greamed <br /> � 11 <br /> 2 1 Or anic materials <br /> .: 3 1 Cla <br />' 100 y 4 15 S11tv Hav to cia <br /> 5 2 cia a silt to sil cia <br /> } 6 25 Sand silt to cia a silt <br /> 7 3 Stlty_sand to sandy silt <br /> z « 8 4 Sand to silty sand <br /> 10 <br /> 9 5 Sand <br /> 10 6 Gravely sand to sand <br /> 11 1 very stiff fine grained* <br /> 122 Sand to clayey sand* <br /> *over consolidated or cemented <br />' 10 1 2 3 4 5 8 7 <br /> RkdM Pima M R! <br /> Figure SBT <br />