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SHANNON & WILSON, INC. <br /> Table 2 <br /> RECOMMENDED PARAMETERS FOR ESTIMATING AXIAL CAPACITY OF VIEWING PLATFORM PIPE <br /> PILES AND DEVELOPMENT OF P-Y CURVES USING LPILE PLUS <br /> Modulus of <br /> Ultimate Ultimate Horizontal <br /> Unit Skin I Unit End Friction Subgrade <br /> Elevation Friction Bearing Effective Angle Reaction <br /> (feet) (psf) (pso Unit (degrees) (pci) <br /> Nearbv Boring Geologic LPILEAve. Blow Weight <br /> Nos. Unit Upper Lower Static Static Soil T e Count c Static Static <br /> Hf/Ha Mudline -10 20 - SAND 5 46 28 25 <br /> B-4(Shannon& <br /> Wilson) and Ha -10 -20 120 - SAND 5 56 32 50 <br /> Boring 4(Dames Hb -20 -25 250 - SAND 35 61 36 80 <br /> &Moore) <br /> Qpnf Below-25 1800 40000 SAND 101 66 40 125 <br /> NOTES: <br /> 1. Parameters shown above are generalized based on the soil conditions encountered in the explorations and the results of laboratory testing. <br /> 2. Seismic parameters are not provided because the soils are assumed not to liquefy for the design earthquake(200-year return period). <br /> 3. Parameters above do not reflect the effect of deep foundation group action. <br /> 4. For cohesion (c),assume 0 psf for all layers. <br /> 5. Assume open ended pipe piles plug during driving. The ultimate unit end bearing should by multiplied by the full end area of the pile. The ultimate unit <br /> skin friction should be multiplied by the pile circumference.Both skin friction and end bearing should be divided by a factor-of-safety of 2.0 to obtain <br /> allowable values. <br /> 6. psf= pounds per square foot;pcf=pounds per cubic foot;pci=pounds per cubic inch. <br /> 213/2014-Pile Parameters-Mewing Platform.xisx 21-1-21761-003 <br />