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K L E I I F E L I E R Lateral resistance parameters provided above are ultimate values Therefore a suitable factor of safety should be applied for design purposes For static and seismic loaaing conditions, minimum factors of safety of at least 15 and 1 15, respectively, should be used for desiari The appropriate factor of safety will depend on the design condition and should be determined by the project Civil Engmeer 5 7 Corrosion Potential Chemical tests performed on a selected subgrade sample indicated a pH of 7 6 and a chloride concentration of 36 milligrams per kilogram (ppm) Water soluble sulfates were not detected The ACI Manual of Concrete Practice, Section 201 2R-92, recommends using a Type I or II cement for concrete structures placed in these soils In accordance with California Test 532, "if the chloride concentration is determined to be less than 500 ppm," "the influence of the chloride-ion at this level is considered to be non-corrosive " Minimum resistivity test results indicated that the soil is corrosive to buried metal objects as indicated by a resistivity of 1516 ohm-centimeters A commonly accepted correlation between soil resistivity and corrosivity towards ferrous metals is provided below Soil Resistivity Corrosivi ty 0 to 1,000 ohm-cm severely corrosive • 1,000 to 2,000 ohm-cm corrosive 2,000 to 10,000 ohm-em Moderately corrosive Over 10,000 ohm-cm mildly corrosive Kleinfelder has performed these tests to evaluate the corrosivlty of the soils that may be encountered along the proposed sanitary sewer collection system These tests are only an indicator of soil corrosivity A competent corrosion engineer should be retained to design corrosion protection systems appropriate for the project 58 Asphalt Concrete Pavements Pavement Sections Both the City of Stockton and the San Joaquin County Departments of Public Works have pavement design standards for typical streets and should be consulted prior to construction However, based on the results of our laboratory tests, the subgrade soils are potentially expansive and exhibit poor support characteristics for pavements as represented by an R-value of 5 Pavement sections are presented below based on an R-value of 5, current Caltrans design pioccdures, and traffic indices ranging from 4 to 9 Cain ins design p ocedut es rot asphalt concrete pal entents pt m ide sections tri un its of Latches ioundea uo to ill aeatest t/ -uteri Sections provided above include no Gravel Equivalent Saten, Facroi (aei Cowin, Fligzneets Issoctatton jird he League of Caltr"ot nta Ctttes curet ta) Sorr:e ctttes aild cote nes nzai a eautt e a Gi avel 1a629 G01l2002R369 Klemielde; Inc �pnl 19 ?D02 "age I-' or 16