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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 (Rf) 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 (Rf) due to small cone beanng (q,) <br />' • Generate large excess pore water pressures (u2)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 /> Isounding 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 /> lie 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 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 /> VZ� ;r � 11 1 2lClayeyst <br /> Sensitive, fine greained <br />� ^k d „. <br /> 2 1 Organic materials <br /> �3 r 3 1 Clay <br /> I � , ' 4 1 5Siltyda to clay <br /> c x k 5 2lt tosilty clay <br /> 6 25 Sand silt to cla a silt <br /> ¢Ml � 7 3 Silty sand to sandy silt <br /> 10 <br /> 8 4 Sand to siltysand <br /> ��� <br /> 9 S Sand <br /> I 10 6 Gravely sand to sand <br /> 11 1 Very stiff fine grained* <br /> i 12 2 Sand to clayey sand* <br /> 1 O 2 9 4 g 7 $ *over consolidated or cemented <br /> Figure SBT <br />