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GREGG Cone Penetration Test Data & interpretation <br /> Soil behavior type and stratigraphic interpretation is based on relationships between cone <br /> beanng (q,), sleeve friction (f), and pore water pressure (u2) The friction ratio (Rf) is a <br /> calculated parameter defined by 100f�q, and is used to infer soil behavior type Generally <br /> Cohesive soils (clays) <br /> • High friction ratio (Rh due to small cone bearing (q,) <br /> I o Generate large excess pore water pressures (u2) <br /> Cohesionless soils (sands) <br /> Low friction ratio (R� 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 /> rA 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 /> I 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 />' 1000 <br /> 10 ZONE Qt/N SBT <br />' 11 1 2 sensitive, fine greamed <br /> 2 <br /> Clay <br /> 1 Organic materials <br /> ��` ,� f` 3 1 Clay <br /> CID4 1 5 Silt clayto clay <br /> C f ,m F _ 5 2 ey slit to maty cla <br /> - , fi 2 5 Sand silt to cla a sift <br /> 7 3 Sd sand to sand silt <br />' 10 - 8 4 Sand to slity sand <br /> 9 5 Sand <br />' 10 6 Grav ly sand to sand <br /> 11 1 OVA very stiff fine grained* <br /> 12 2 Sand to clayey sand* <br />' 14 *over consolidated or cemented <br /> 1 0 1 2 3 4 5 8 T 8 <br /> FdWm Reda (%), Fd <br /> Figure SBT <br /> I <br />