土-桩-框架结构动力相互作用非线性有限元模拟
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摘要
目的用有限元方法研究土-桩-框架结构动力相互作用动力反应效应.方法以AN-SYS程序为工具和平台,选用符合实际工作机理的Davidenkov地基模型并定义其参数,利用ANSYS的重启动分析方法、采用APDL参数设计语言编制程序来实现对土体材料的非线性及动力本构模型的模拟;同时利用ANSYS中Combin14单元模拟黏弹性边界,以此建立人工边界来模拟辐射阻尼效应;并提出集成阻尼矩阵的方法,解决结构和地基土阻尼不同而导致的阻尼耦合的问题.结果通过算例对土-桩-框架结构进行ANSYS分析,考虑土的非线性、接触边界非线性以及阻尼的耦合问题,研究了不同性质地基土的非线性以及不同上部结构对整个体系动力特性的影响,并与已有实验研究结果进行对比分析.结论结果表明提出的有限元方法能很好的模拟整个相互作用体系的非线性效应,为工程实践与设计提供重要的理论依据.
The paper adopts finite element method based on the ANSYS procedure,and realizes the simulation of soil constitutional relationship through choosing Davidenkov soil model with proper parameters and using restartup method in ANSYS.Then,the precedure makes the soil nonlinearity simulation come true by using parameter design language of APDL.Element Combin14 is used to simulate viscoelastic boundary and radiation damping effection.At the same time,it presents integrated damping matrix for considering the coupling of different damping of soil and structure.Finally,studying the dynamic property of soil-pile-frame structure-interaction system with different soil basement and different structure property,it fully considers soil nonliearity and contacts boundary nonlinearity through the ANSYS procedure,and come to a conclusion that this finite element method has good practicability compared with results of experimental research.All of the results and conclusions will provide theory for the engineering practice and designs.
The paper adopts finite element method based on the ANSYS procedure,and realizes the simulation of soil constitutional relationship through choosing Davidenkov soil model with proper parameters and using restartup method in ANSYS.Then,the precedure makes the soil nonlinearity simulation come true by using parameter design language of APDL.Element Combin14 is used to simulate viscoelastic boundary and radiation damping effection.At the same time,it presents integrated damping matrix for considering the coupling of different damping of soil and structure.Finally,studying the dynamic property of soil-pile-frame structure-interaction system with different soil basement and different structure property,it fully considers soil nonliearity and contacts boundary nonlinearity through the ANSYS procedure,and come to a conclusion that this finite element method has good practicability compared with results of experimental research.All of the results and conclusions will provide theory for the engineering practice and designs.
引文
[1]Xiong Jianguo,Wang Danmin.A modified lumpedparametric model for nonlinear soil structure interac-tion analysis[J].Soil Dynamics and Earthquake En-gineering,1993,12(5):273-282.
[2]Kennedy R P.Effect of nonlinear SSI to base slab up-lift on the seismic response of a high-temperaturegascooled reactor[J].Nuclear Engineering and De-sign(NED),1976,38:323-355.
[3]Toki K,Miura F.Nonlinear seismic response analysisof SSI system[J].Earthquake Engineering and stuc-ture Dynamics,1983,11:77-89.
[4]Oliveto G,Santini A.Time domain response of a one-dimensional soil-structure interacting model viacomplex analysis[J].Engineering Structures,1996,18:425-436.
[5]Humar J L,Bagchi A,Xia H.Frequency domainanalysis of soil-structure interaction[J].Computerand Structure,1998,66(2/3):337-351.
[6]Aviles J,Suarez M.Effective periods and dampings ofbuilding-foundation systems including seismic waveeffects[J].Engineering Structures,2002,24:553-562.
[7]赵明华,刘江波,杨宇.嵌岩桩桩-土-岩共同作用的非线性计算方法研究[J].中南公路工程,2004,29(3):1-4.
[8]赵明华,邹新军,邹银生,等.倾斜荷载下基桩的改进有限元—有限层分析方法[J].工程力学,2004,21(3):129-133.
[9]Martin P P.Nonlinear method for dynamic analysis ofgroud response[D].Berkeley:University of Califor-nia,1975.
[10]Hardin B O,Drnevich V P.Shear modulus and damp-ing in soil measurement and parameter effects[J].Journal of the Soil Mechanics and Foundation Engi-neering Division,1972,98(6):603-624.
[11]Hardin B O,Drnevich V P.Shear modulus and damp-ing in soil design equations and curves[J].Journal ofthe Soil Mechanics and Foundation Engineering Di-vision,ASCE,1972,98(7):667-692.
[12]袁晓铭,孙锐,孙静,等.常规土类动剪切模量比和阻尼比试验研究[J].地震工程与工程振动,2000,20(4):133-139.
[13]陈波,吕西林,李培振,等.均匀土-桩基-结构相互作用体系的计算分析[J].地震工程与工程振动,2002,22(3):91-99.
[2]Kennedy R P.Effect of nonlinear SSI to base slab up-lift on the seismic response of a high-temperaturegascooled reactor[J].Nuclear Engineering and De-sign(NED),1976,38:323-355.
[3]Toki K,Miura F.Nonlinear seismic response analysisof SSI system[J].Earthquake Engineering and stuc-ture Dynamics,1983,11:77-89.
[4]Oliveto G,Santini A.Time domain response of a one-dimensional soil-structure interacting model viacomplex analysis[J].Engineering Structures,1996,18:425-436.
[5]Humar J L,Bagchi A,Xia H.Frequency domainanalysis of soil-structure interaction[J].Computerand Structure,1998,66(2/3):337-351.
[6]Aviles J,Suarez M.Effective periods and dampings ofbuilding-foundation systems including seismic waveeffects[J].Engineering Structures,2002,24:553-562.
[7]赵明华,刘江波,杨宇.嵌岩桩桩-土-岩共同作用的非线性计算方法研究[J].中南公路工程,2004,29(3):1-4.
[8]赵明华,邹新军,邹银生,等.倾斜荷载下基桩的改进有限元—有限层分析方法[J].工程力学,2004,21(3):129-133.
[9]Martin P P.Nonlinear method for dynamic analysis ofgroud response[D].Berkeley:University of Califor-nia,1975.
[10]Hardin B O,Drnevich V P.Shear modulus and damp-ing in soil measurement and parameter effects[J].Journal of the Soil Mechanics and Foundation Engi-neering Division,1972,98(6):603-624.
[11]Hardin B O,Drnevich V P.Shear modulus and damp-ing in soil design equations and curves[J].Journal ofthe Soil Mechanics and Foundation Engineering Di-vision,ASCE,1972,98(7):667-692.
[12]袁晓铭,孙锐,孙静,等.常规土类动剪切模量比和阻尼比试验研究[J].地震工程与工程振动,2000,20(4):133-139.
[13]陈波,吕西林,李培振,等.均匀土-桩基-结构相互作用体系的计算分析[J].地震工程与工程振动,2002,22(3):91-99.
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