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t <br /> i <br /> r <br /> December 8, 2000 Cambria <br /> Shell Site <br /> Manteca, CA <br /> 3.0 CONE PENETRATION TEST DATA &INTERPRETATION <br /> ' ' I <br /> The cone penetration test data is presented in graphical form in the attached Appendix <br /> Penetration depths are referenced to existing ground surface This data includes,CPT <br /> logs of measured soil parameters and a compdter tabulation of interpreted soil types along <br /> with additional geotechnical parameters and pore presiure�dissipation data <br /> I <br /> , <br /> The stratigraphic interpretation is based on relationships between cone bearing (Qc), <br /> sleeve friction (Fs), and penetration pore pressure (Ut) The friction ratio (Rf), which is <br /> sleeve friction divided by cone bearing, is a calculated parameter that is"used to infer soil <br /> behavior type Generally, cohesive soils (clays) have high friction ratios, low cone bearing " <br /> and generate large excess pore water pressures Cohesionless soils-(sands) have lower'- <br /> friction ratios, high cone bearing and generate little in the way of excess pore water <br /> pressures <br /> i r <br /> The interpretation -of soils encountered on this project was carried out using recent <br /> correlations developed by Robertson et al, 1990 ,It should be noted that it is not always <br /> possible to clearly, identify a' soil, type based on Qc, Fs and, Ut In these situations, <br /> experience and judgment and an assessment of the pore pressure dissipation data should <br /> be-used_to_mfer_the_soii_behavior type The soil classification chart used to interpret soil <br /> types based on Qc and Rf i is provided in the Appendix <br /> We hope the information presented is sufficient for your purposes If you have any <br /> questions, please do not hesitate to'contact our office at (925) 313-5800 <br /> Sincerely, <br /> i <br /> Tim,J' Boyd <br /> Operations Manager— CPT Division <br /> h <br />