基于广义塑性理论的土体液化分析方法
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摘要
土体本构模型和液化分析是进行土体动力反应分析的主要研究内容。将土体作为液固两相孔隙介质,考虑土体骨架与孔隙流体之间的动力相互作用,采用基于广义塑性理论的PZ模型来模拟土体,分析土体在地震动荷载作用下的响应。通过研究土体内孔隙水压力产生、消散过程及土体有效应力的变化过程来进行土体液化的判定,利用这种方法可以得到土体在地震荷载作用下的液化深度。
Constitutive model and analysis of soil liquefaction are two major issues in the area of soil dynamic response analysis.In this work,soil response under seismic load was analyzed with a PZ model of the general plasticity theory.Soil is treated as solid-liquid two-phase porous media,and dynamic interaction between soil skeleton and pore fluid is considered.A criterion of soil liquefaction is established through a study of the generation and dissipation process of soil pore water pressure and the variations of effective soil stress.By this method,soil liquefaction depth under earthquake load can be obtained.
Constitutive model and analysis of soil liquefaction are two major issues in the area of soil dynamic response analysis.In this work,soil response under seismic load was analyzed with a PZ model of the general plasticity theory.Soil is treated as solid-liquid two-phase porous media,and dynamic interaction between soil skeleton and pore fluid is considered.A criterion of soil liquefaction is established through a study of the generation and dissipation process of soil pore water pressure and the variations of effective soil stress.By this method,soil liquefaction depth under earthquake load can be obtained.
引文
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[3]罗刚,张建民.邓肯-张模型和沈珠江双屈服面模型的改进[J].岩土力学,2004,25(6):887～890.LUO Gang,ZHANG Jianmin.Improvement of Duncan-Chang nonlinear model and Shen Zhujiang's elastoplastic model for granularsoils[J].Rock and Soil Mechanics,2004,25(6):887～890.(in Chinese)
[4]Zienkiewicz O C,Mroz Z.Generalized plasticity formulation and applications to geomechanics[J].Mechanics of EngineeringMaterials,Wiley,1984,44:655～679.
[5]Pastor M,Zienkiewicz O C,Leung K H.Simple model for transient soil loading in earthquake analysis.II.Non-associative models forsands[J].Int.J.Numer.Anal.methods Geomech,1985,9:477～498.
[6]Pastor M.A generalized plasticity model for anisotropic behavior of sand[J].Computer Methods and Advances in Geomechanics,1991,1:661～668.
[7]NIU Zhiwei,LI Tongchun,LI wei.Dynamic Analysis for Earth Rock-fill Dam Including Dam-reservoir-foundation Interaction.Earth&Space,ASCE,Hawaii,USA,March 14～16,2010:2714～2726.
[8]LI Hong-en,Manuel Pastor,LI Tongchun.Application of a generalized plasticity model to ultra-high rockfill dam.Earth&Space,ASCE,Hawaii,USA,March14～16,2010:385～398.
[9]LI Tongchun,ZHANG Hongyang.Dynamic Parameter Verification of P-Z Model and Its Application of Dynamic Analysis on Rockfill Dam.Earth&Space,ASCE,Hawaii,USA,March14～16,2010:2706～2713.
[2]沈珠江.土的三重屈服面应力应变模式[J].固体力学学报,1984,(2):51～57.SHEN Zhujiang.A STRESS-STRAIN MODEL FOR SOILS WITH THREE YIELD SURFACES[J].Journal of Solid Mechanics,1984,(2):51～57.(in Chinese)
[3]罗刚,张建民.邓肯-张模型和沈珠江双屈服面模型的改进[J].岩土力学,2004,25(6):887～890.LUO Gang,ZHANG Jianmin.Improvement of Duncan-Chang nonlinear model and Shen Zhujiang's elastoplastic model for granularsoils[J].Rock and Soil Mechanics,2004,25(6):887～890.(in Chinese)
[4]Zienkiewicz O C,Mroz Z.Generalized plasticity formulation and applications to geomechanics[J].Mechanics of EngineeringMaterials,Wiley,1984,44:655～679.
[5]Pastor M,Zienkiewicz O C,Leung K H.Simple model for transient soil loading in earthquake analysis.II.Non-associative models forsands[J].Int.J.Numer.Anal.methods Geomech,1985,9:477～498.
[6]Pastor M.A generalized plasticity model for anisotropic behavior of sand[J].Computer Methods and Advances in Geomechanics,1991,1:661～668.
[7]NIU Zhiwei,LI Tongchun,LI wei.Dynamic Analysis for Earth Rock-fill Dam Including Dam-reservoir-foundation Interaction.Earth&Space,ASCE,Hawaii,USA,March 14～16,2010:2714～2726.
[8]LI Hong-en,Manuel Pastor,LI Tongchun.Application of a generalized plasticity model to ultra-high rockfill dam.Earth&Space,ASCE,Hawaii,USA,March14～16,2010:385～398.
[9]LI Tongchun,ZHANG Hongyang.Dynamic Parameter Verification of P-Z Model and Its Application of Dynamic Analysis on Rockfill Dam.Earth&Space,ASCE,Hawaii,USA,March14～16,2010:2706～2713.
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