砂土液化大变形本构模型及在ABAQUS软件上的实现
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摘要
基于Yang和E lgam al等人提出的砂土液化大变形本构模型,对该模型的建立过程进行了详细的推导,基于新的嵌套屈服面硬化规则,对原有模型的硬化规则的不连续性做了改进,把该本构模型扩展应用到三维液化大变形的数值分析中,实现了基于ABAQUS大型商用软件计算平台上砂土液化大变形的计算子程序的开发,基于该计算平台和开发的本构模型,对动三轴试验体系中砂土试样的液化过程进行了数值试验分析,给出了试验过程中试样的竖向动位移、整体竖向应力应变关系滞回曲线和动孔压时程曲线的数值计算结果。文中初步验证了该模型在ABAQUS上开发的子程序的可靠性和数值计算模型的可行性,模型的可靠性及其子程序的稳定性还需通过试验结果和数值计算结果的对比分析与进一步验证。
Based on the constitutive equations for large deformation of sand given by Yang and Elgamal,et al,the constitutive equations are drived in details,and the harden rule of model is advanced based on the harden rule of memorial nested yield surface.The model is extended to 3-D equations.This advanced model is implemented by using FORTRAN subroutine program and is implanted into ABAQUS finite-element software.By using ABAQUS software with the advanced model,the dynamic response of sand soil samples was tested by dynamic triaxial machine,which was simulated by 3-D model.The time-histories of vertical displacement,the stress-strain curves and the time-histories of super pore pressure are given by the advanced model.The feasibility of the model is verified firstly.
Based on the constitutive equations for large deformation of sand given by Yang and Elgamal,et al,the constitutive equations are drived in details,and the harden rule of model is advanced based on the harden rule of memorial nested yield surface.The model is extended to 3-D equations.This advanced model is implemented by using FORTRAN subroutine program and is implanted into ABAQUS finite-element software.By using ABAQUS software with the advanced model,the dynamic response of sand soil samples was tested by dynamic triaxial machine,which was simulated by 3-D model.The time-histories of vertical displacement,the stress-strain curves and the time-histories of super pore pressure are given by the advanced model.The feasibility of the model is verified firstly.
引文
[1]刘晶波,刘祥庆,杜修力.地下结构抗震理论分析与试验研究的发展展望[J].地震工程与工程振动,2007,27(6):38-45.LIUJingbo,LIUXiangqing,DUXiuli.Prospects for the development in theoretical analysis and experimental study of seismic response of under-ground structures[J].Journal of Earthquake Engineering and Engineering Vibration,2007,27(6):38-45.
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[7]蔡晓光,袁晓铭,刘汉龙,等.近岸水平场地液化侧向大变形机理及软化模量分析方法[J].地震工程与工程振动,2005,25(3):125-131.CAI Xiaoguang,YUAN Xiaoming,LIU Hanlong,et al.Mechanism and softening modulus approach for liquefaction induce lateral spreading ofground near river bank or seashore[J].Journal of Earthquake Engineering and Engineering Vibration,2005,25(3):125-131.
[8]Yang Zhaohui,Elgamal A.Influence of permeability on liquefaction-induced shear deformation[J].Journal of Engineering Mechanics,2002,128(7):720-729.
[9]Elgamal A,Yang Zhaohui,Ender P.Properties of a phase-conjugate etalon mirror and its application to laser resonator spatial-mode control[J].Soil Dynamics and Earthquake Engineering,2002,22(4):259-271.
[10]Finn W D L,Fuiita N.Piles in liquefiable soils:seismic analysis and design issues[J].Soil Dynamics and Earthquake Engineering,2002,22,(9/12):731-742.
[11]Arulanadan K,Li X,Sivathasan K.Numerical simulation of liquefaction-induced deformations[J].Geotech and Geoenviron Engrg,2000,126(7):657-666.
[12]Prevost J.H.A simple plasticity theory for frictional cohesionless soils[J].Soil Dynamics and Earthquake Engineering,1985,4(1):9-17.
[13]庄海洋,陈国兴.对土体动力粘塑性记忆型嵌套面模型的改进[J].岩土力学,2009,30(1):118-122.ZHUANG Haiyang,CHEN Guoxing.Improvement of dynamic viscoplastic memorial nested yield surface model of soil[J].Rock and Soil Me-chanics,2009,30(1):118-122.
[2]张建民,王刚.砂土液化后大变形的机理[J].岩土工程学报,2006,28(7):835-840.ZHANG Jianmin,WANG Gang.Mechanismof large post-liquefaction deformation in saturated sand[J].Chinese Journal of Geotechnical Engineer-ing,2006,28(7):835-840.
[3]王刚,张建民.砂土液化后大变形的弹塑性循环本构模型[J].岩土工程学报,2007,29(1):51-59.WANG Gang,ZHANG Jianmin.A cyclic elasto-plastic constitutive model for evaluating large liquefaction-induced deformation of sand[J].Chi-nese Journal of Geotechnical Engineering,2007,29(1):51-59.
[4]王刚,张建民.砂土液化变形的数值模拟[J].岩土工程学报,2007,29(3):403-409.WANG Gang,ZHANG Jianmin.Numerical modeling of liquefaction-induced deformation in sand[J].Chinese Journal of Geotechnical Engineer-ing,2007,29(3):403-409.
[5]刘汉龙,周云东,高玉峰.砂土地震液化后大变形特性试验研究[J].岩土工程学报,2002(2):142-146.LIU Hanlong,ZHOUYundong,GAO Yufeng.Study on the behavior of large ground displacement of sand due to seismic liquefaction[J].ChineseJournal of Geotechnical Engineering,2002,24(2):142-146.
[6]陈育民,刘汉龙,周云东.液化及液化后砂土的流动特性分析[J].岩土工程学报,2006,28(9):1139-1143.CHEN Yumin,LIU Hanlong,ZHOU Yundong.Analysis on flow characteristics of liquefied and post-liquefied sand[J].Chinese Journal ofGeotechnical Engineering,2006,28(9):1139-1143.
[7]蔡晓光,袁晓铭,刘汉龙,等.近岸水平场地液化侧向大变形机理及软化模量分析方法[J].地震工程与工程振动,2005,25(3):125-131.CAI Xiaoguang,YUAN Xiaoming,LIU Hanlong,et al.Mechanism and softening modulus approach for liquefaction induce lateral spreading ofground near river bank or seashore[J].Journal of Earthquake Engineering and Engineering Vibration,2005,25(3):125-131.
[8]Yang Zhaohui,Elgamal A.Influence of permeability on liquefaction-induced shear deformation[J].Journal of Engineering Mechanics,2002,128(7):720-729.
[9]Elgamal A,Yang Zhaohui,Ender P.Properties of a phase-conjugate etalon mirror and its application to laser resonator spatial-mode control[J].Soil Dynamics and Earthquake Engineering,2002,22(4):259-271.
[10]Finn W D L,Fuiita N.Piles in liquefiable soils:seismic analysis and design issues[J].Soil Dynamics and Earthquake Engineering,2002,22,(9/12):731-742.
[11]Arulanadan K,Li X,Sivathasan K.Numerical simulation of liquefaction-induced deformations[J].Geotech and Geoenviron Engrg,2000,126(7):657-666.
[12]Prevost J.H.A simple plasticity theory for frictional cohesionless soils[J].Soil Dynamics and Earthquake Engineering,1985,4(1):9-17.
[13]庄海洋,陈国兴.对土体动力粘塑性记忆型嵌套面模型的改进[J].岩土力学,2009,30(1):118-122.ZHUANG Haiyang,CHEN Guoxing.Improvement of dynamic viscoplastic memorial nested yield surface model of soil[J].Rock and Soil Me-chanics,2009,30(1):118-122.
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