地震作用下可液化土的数值模拟与试验验证
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摘要
将有限差分法程序用于可液化土的地震响应分析,采用动力和流体的流固耦合理论分析了振动过程中土体孔隙水压力的产生、扩散与消散,并对液化场地桩-土-结构相互作用体系振动台试验进行了三维数值模拟;通过与振动台试验数据的对比分析,验证了计算模型的可靠性和合理性。结果表明:采用的方法能较好地模拟可液化土的动力特性,所得结论为液化场地土-结构相互作用体系动力分析提供了参考。
Finite differential program was employed to analyze the seismic response of liquefiable soil.Fluid-mechanical coupling method was employed to calculate the generation,diffusion and dissipation of pore water pressure in the soil during vibration process;furthermore,3-D numerical simulations on shaking table tests of pile-soil-superstructure interaction system in liquefaction field were performed.Through comparing with the data of shaking table tests,the reliability and validation of the calculation model were verified.The results show that the dynamic characteristics of liquefaction soil can be simulated by using this method.The research work can provide references for dynamics analysis of soil-structure interaction system in liquefaction field.
Finite differential program was employed to analyze the seismic response of liquefiable soil.Fluid-mechanical coupling method was employed to calculate the generation,diffusion and dissipation of pore water pressure in the soil during vibration process;furthermore,3-D numerical simulations on shaking table tests of pile-soil-superstructure interaction system in liquefaction field were performed.Through comparing with the data of shaking table tests,the reliability and validation of the calculation model were verified.The results show that the dynamic characteristics of liquefaction soil can be simulated by using this method.The research work can provide references for dynamics analysis of soil-structure interaction system in liquefaction field.
引文
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[2]TERZAGHI K.Theoretical Soil Mechanics[M].NewYork:John Wiley&Sons,1943.
[3]BIOT M A.General Theory of Three-di mensionalConsolidation[J].Journal of Applied Physics,1941,12(2):155-164.
[4]BIOT MA.Theory of Elasticity and Consolidationfora Porous Anisotropic Solid[J].Journal of AppliedPhysics,1955,26(2):182-185.
[5]BIOT M A.General Solution of the Equation of Elas-ticity and Consolidation for a Porous Material[J].Journal of Applied Mechanics,1956,23:91-96.
[6]李廷春,李术才,陈卫忠,等.厦门海底隧道的流固耦合分析[J].岩土工程学报,2004,26(3):397-401.LI Ting-chun,LI Shu-cai,CHEN Wei-zhong,et al.Coupled Fluid-mechanical Analysis of Xiamen SubseaTunnel[J].Chinese Journal of Geotechnical Engineer-ing,2004,26(3):397-401.
[7]童立元,王斌,刘义怀,等.地震液化条件下地面的大变形三维数值分析[J].岩土力学,2008,29(8):2226-2230.TONG Li-yuan,WANG Bin,LI U Yi-huai,et al.3DNumerical Si mulation of Large Ground DisplacementCaused by Seismic Liquefaction[J].Rock and SoilMechanics,2008,29(8):2226-2230.
[8]隋斌,朱维申,李晓静.地震荷载作用下大型地下洞室群的动态响应模拟[J].岩土工程学报,2008,30(12):1877-1882.SUI Bin,ZHU Wei-shen,LI Xiao-jing.Si mulation onDynamic Response of Large Underground OpeningComplex Under Seismic Loads[J].Chinese Journal ofGeotechnical Engineering,2008,30(12):1877-1882.
[9]王怡,王芝银,许杰,等.地下储油岩库稳定性的三维流固耦合分析[J].中国石油大学学报:自然科学版,2009,33(3):132-137.WANG Yi,WANG Zhi-yin,XU Jie,et al.3D Fluid-mechanical Coupling Stability Analysis of Under-ground Petroleum Storage Caverns[J].Journal ofChina University of Petroleum:Edition of NaturalScience,2009,33(3):132-137.
[10]Itasca Consulting Group Inc.Fast Lagrangian Analy-sis of Continua in 3 Di mensions[M].Minneapolis:Itasca Consulting Group Inc,2002.
[11]陈育民,徐鼎平.FLAC/FLAC3D基础与工程实例[M].北京:中国水利水电出版社,2009.CHEN Yu-min,XU Ding-ping.Fundamentals andApplications of FLAC and FLAC3D[M].Beijing:China Water Power Press,2009.
[12]曾奔,周福霖,黄东阳.土-结构相互作用下考虑平摆耦合的基础隔震体系分析[J].西安建筑科技大学学报:自然科学版,2008,40(4):538-543.ZENG Ben,ZHOU Fu-lin,HUANG Dong-yang.Analysis of Coupling Effect of Translation and Rock-ing on Base-isolated System Considering Soil-struc-ture Interaction[J].Journal of Xi an University of Ar-chitecture&Technology:Natural Science Edition,2008,40(4):538-543.
[13]刘金龙,刘洁群,陈陆望,等.土的空间破坏面及其抗剪强度[J].西安建筑科技大学学报:自然科学版,2009,41(1):69-75.LI U Jin-long,LI U Jie-qun,CHEN Lu-wang,et al.The Failure Surface and Relevant Shear Strength ofSoil[J].Journal of Xi an University of Architecture&Technology:Natural Science Edition,2009,41(1):69-75.
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