饱和砂土振动液化过程中桩的响应数值模拟
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摘要
首先通过桩土相互作用的振动台模型试验模拟饱和砂土的振动液化过程,并实测桩身应变等数据,为数值计算提供可供比较的试验数据;其次依据饱和弱化土层p-y关系,利用拟静力计算方法,应用温克尔地基梁模型数值模拟饱和砂土振动液化过程中桩身弯矩。通过拟静力计算结果和试验结果的对比分析,认为当桩顶惯性力的折减系数为0.6时,数值模拟结果成立。
First,through a pile-soil interaction shaking table model,this paper simulates the liquefaction process of saturated sands and measures the strain of a pile,which provides test data for numerical calculation;Second,based on the p-y relationship of degraded soil,pseudo static method and Winkler foundation beam model are used to simulate the pile bending moment during the liquefaction of saturated sands,through the pseudo static calculation results and the experimental results contrast analysis,it is considered that the numerical simulation result is established when the reduction coefficient of inertial force at the pile top is 0.6.
First,through a pile-soil interaction shaking table model,this paper simulates the liquefaction process of saturated sands and measures the strain of a pile,which provides test data for numerical calculation;Second,based on the p-y relationship of degraded soil,pseudo static method and Winkler foundation beam model are used to simulate the pile bending moment during the liquefaction of saturated sands,through the pseudo static calculation results and the experimental results contrast analysis,it is considered that the numerical simulation result is established when the reduction coefficient of inertial force at the pile top is 0.6.
引文
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[4]Wilson D W.Soil-Pile-Superstructure Interaction at Soft andLiquefying Soil Sites[D].Davis California:University of California,1998.
[5]戚春香,王建华.弱化饱和土层中桩的双曲型p-y曲线[J].天津大学学报,2010,43(3):215-221.
[6]景立平,崔杰.粉土液化的小型振动台试验研究[J].地震工程与工程振动,2004,24(3):145-150.
[7]李雨润,袁晓铭.桩-液化土相互作用的p-y关系研究[J].地震工程与工程振动,2008,28(3):165-171.
[8]李雨润,袁晓铭.液化土中桩基础动力反应试验研究[J].地震工程与工程振动,2006,26(3):257-260.
[9]王建华,冯士伦.桩土相互作用的振动台试验研究[J].岩土工程学报,2004,26(5):616-618.
[10]D S Liyanapathirana,H G Poulos.Pseudostatic Approach for Seis-mic Analysis of Piles in Liquefying Soil[J].Journal of Geotechnicaland Geoenvironmental Engineering,2005,131(12):1 480-1 487.
[2]Liu L,Dobry R.Effect of Liquefaction on Lateral Response of Pilesby Centrifuge Model Tests[J].National Center for Earthquake En-gineering Research Bulletin,1995,9(1):7-11.
[3]Abdoun T.Modeling of Seismically Induced Lateral Spreading ofMulti-layered Soils and Its Effects on Pile Foundations[D].NewYork:Rensselaer Polytechnic Institute,1997.
[4]Wilson D W.Soil-Pile-Superstructure Interaction at Soft andLiquefying Soil Sites[D].Davis California:University of California,1998.
[5]戚春香,王建华.弱化饱和土层中桩的双曲型p-y曲线[J].天津大学学报,2010,43(3):215-221.
[6]景立平,崔杰.粉土液化的小型振动台试验研究[J].地震工程与工程振动,2004,24(3):145-150.
[7]李雨润,袁晓铭.桩-液化土相互作用的p-y关系研究[J].地震工程与工程振动,2008,28(3):165-171.
[8]李雨润,袁晓铭.液化土中桩基础动力反应试验研究[J].地震工程与工程振动,2006,26(3):257-260.
[9]王建华,冯士伦.桩土相互作用的振动台试验研究[J].岩土工程学报,2004,26(5):616-618.
[10]D S Liyanapathirana,H G Poulos.Pseudostatic Approach for Seis-mic Analysis of Piles in Liquefying Soil[J].Journal of Geotechnicaland Geoenvironmental Engineering,2005,131(12):1 480-1 487.
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