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首页> 外文期刊>Canadian Geotechnical Journal >Static loading test on a 45 m long pipe pile in Sandpoint, Idaho
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Static loading test on a 45 m long pipe pile in Sandpoint, Idaho

机译：爱达荷州桑德波因特的45 m长管桩的静载荷试验

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摘要

Design of piled foundations for bridge structures for the realignment of US95 in Sandpoint, Idaho, required a predesign static loading test on an instrumented, 406 mm diameter, closed-toe pipe pile driven to 45 m depth in soft, compressible soil. The soil conditions at the site consist of a 9 m thick sand layer on normally consolidated, compressible, postglacial alluvial deposits to depths estimated to exceed 200 m. Field explorations included soil borings and CPTu soundings advanced to a depth of 80 m. The clay at the site is brittle and strain-softening, requiring special attention and consideration in geotechnical design of structures in the area. Effective stress parameters back-calculated from the static loading test performed 48 days after driving correspond to beta coefficients of about 0.8 in the surficial 9 m thick sand layer and 0.15 at the upper boundary of the clay layer below, reducing to 0.07 in the clay layer at the pile toe, and a pile toe bearing coefficient of 6. The beta coefficients are low, which is probably due to pore pressures developing during the small shear movements during the test before the ultimate resistance of the clay was reached. The analyses of the results of the static loading test have included correction for residual load caused by fully mobilized negative skin friction down to 10 m depth and fully mobilized positive shaft resistance below 30 m depth, with approximately no transfer of load between the pile and the clay from 10 m depth through to 30 m depth.
机译：在爱达荷州桑德波因特（Usandpoint）进行US95校对时，桥梁结构的桩基设计需要在装有工具的直径406毫米的封闭趾管桩中进行预先设计的静态载荷测试，该桩在柔软可压缩的土壤中打入45 m深度。该场地的土壤条件是在正常固结，可压缩的冰川后冲积沉积物上的9 m厚的沙层组成，据估计其深度超过200 m。野外勘探包括钻探土壤和CPTu测深，其深度达到80 m。现场的粘土是脆性和应变软化的，在该区域结构的岩土设计中需要特别注意和考虑。从行驶后48天进行的静态载荷测试中反算出的有效应力参数对应于9m厚砂层中β系数约为0.8的beta系数，而下方粘土层上边界处的beta系数则为0.15，而在粘土层中则减小至0.07在桩趾处，桩趾承载系数为6。β系数很低，这可能是由于在达到黏土的极限抗力之前，在试验过程中小剪切运动期间产生了孔隙压力。对静态载荷测试结果的分析包括校正由低至10 m深度的完全动员的负向皮肤摩擦和小于30 m深度的完全动员的正轴阻力所引起的残余载荷，并且桩与桩之间几乎没有载荷传递。从10 m深度到30 m深度的粘土。

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