钢-混凝土混合结构振动台试验的弹塑性损伤分析
|
摘要
通过LS-DYNA程序,二次开发了钢材和混凝土单轴弹塑性损伤本构模型,其中钢材损伤模型采用混合强化准则,可考虑材料的Bauschinger效应;混凝土损伤模型定义了拉、压两个损伤指数,能较为准确地模拟混凝土单边效应、箍筋约束效应等。结合程序中基于显示算法的纤维单元,建立了结构整体数值分析模型,并通过一个缩尺比例为1∶4的3层钢-混凝土混合结构模型振动台试验,验证了数值分析模型的分析精度,数值模拟得到了模型结构的损伤发展过程。此外提出一种通过实测应变反演应变测试部位材料的应力和损伤发展的方法,研究表明,应变反演能充分利用应变测试数据,获得材料应力和损伤发展过程,并对结构的性能退化进行评估。
Through the secondary development of LS-DYNA program,the uniaxial elasto-plastic damage constitutive models of steel and concrete were developed respectively.The mixed-hardening criterion was used and the Bauschinger effect was considered in the steel damage model.Two damage indices were defined in the concrete damage model so that both the unilateral effect and the confinement effect of concrete can be accurately simulated.Combined with the explicit algorithm based fiber element model,the method of building integral structure model for numerical analysis was proposed.The precision of this method was validated by the shaking table test of a 1/4-scaled model of a 3-story steel-concrete composite structure.Then,the damage evolution process of the test structure model was reproduced using the proposed numerical analysis model.Furthermore,an inverse calculation method for obtaining the stress and damage evolution process at a local area of the structure from the strain data measured at the same location was developed.The results show that this inversion method fully uses the measured strain data to get the structural stress and damage evolution process,and can make more accurate estimate for the performance degeneration process of structures.
Through the secondary development of LS-DYNA program,the uniaxial elasto-plastic damage constitutive models of steel and concrete were developed respectively.The mixed-hardening criterion was used and the Bauschinger effect was considered in the steel damage model.Two damage indices were defined in the concrete damage model so that both the unilateral effect and the confinement effect of concrete can be accurately simulated.Combined with the explicit algorithm based fiber element model,the method of building integral structure model for numerical analysis was proposed.The precision of this method was validated by the shaking table test of a 1/4-scaled model of a 3-story steel-concrete composite structure.Then,the damage evolution process of the test structure model was reproduced using the proposed numerical analysis model.Furthermore,an inverse calculation method for obtaining the stress and damage evolution process at a local area of the structure from the strain data measured at the same location was developed.The results show that this inversion method fully uses the measured strain data to get the structural stress and damage evolution process,and can make more accurate estimate for the performance degeneration process of structures.
引文
[1]李国强,周向明,丁翔.高层建筑钢-混凝土混合结构模型模拟地震振动台试验研究[J].建筑结构学报,2001,22(2):2-7.(LI Guoqiang,ZHOUXiangming,DING Xiang.Shaking table study on amodel of steel-concrete hybrid structure tall buildings[J].Journal of Building Structures,2001,22(2):2-7.(in Chinese))
[2]徐磊,施卫星,张钧.超高层结构整体模型振动台试验研究[J].建筑结构学报,2001,22(5):15-19.(XU Lei,SHI Weixing,ZHANG Jun.Simulatedearthquake experiment study of a highrise buildingstructure model[J].Journal of Building Structures,2001,22(5):15-19.(in Chinese))
[3]朱杰江,吕西林,邹昀.上海环球金融中心模型结构振动台试验与理论分析的对比研究[J].土木工程学报,2005,38(10):18-26.(Zhu Jiejiang,LuXilin,Zou Yun.Shake-table test and theoreticalanalysis for Shanghai World Financial Center scalemodel[J].China Civil Engineering Journal,2005,38(10):18-26.(in Chinese))
[4]Martinelli Paolo,Filippou Flip C.Simulation of theshaking table test of a seven-story shear wall building[J].Earthquake Engineering and Structural Dynamics,2009,38(5):587-607.
[5]Nakashima N,Kawashima K,Ukon H,Kajiwara K.Shake table experimental project on the seismicperformance of bridges using E-Defense[C]//The 14thWorld Conference on Earthquake Engineering.Beijing,China:China Earthquake Administration,2008.
[6]Christoph Adam.Dynamics of elastic-plastic shearframes with secondary structures:shake table andnumerical studies[J].Earthquake Engineering andStructural Dynamics,2001,30(2):257-277.
[7]Hashemi Alidad,Mosalam Khalid M.Shake-tableexperiment on reinforced concrete structure containingmasonry infill wall[J].Earthquake Engineering andStructural Dynamics,2006,35(14):1827-1852.
[8]Chung Yu-lin,Nagae Takuya,Hitaka Toko,Nakashima Masayoshi.Seismic resistance capacity ofhigh-rise buildings subjected to long-period groundmotions:E-defense shaking table test[J].Journal ofStructural Engineering,2010,136(6):637-644.
[9]Bonora N.A nonlinear CDM model for ductile failure[J].Engineering Fracture Mechanics,1997,58(1/2):11-28.
[10]Pirondi A,Bonora N.Modeling ductile damage underfully reversed cycling[J].Computational MaterialScience,2003,26:129-141.
[11]Faria R,Oliver J.A rate dependent plastic-damageconstitutive model for large scale computations inconcrete structures[M].Spain:CIMNE,1993:18-19.
[12]李正,李忠献.基于梁柱单元的钢筋混凝土桥墩地震损伤分析[J].天津大学学报:自然科学版,2011,44(3):189-195.(LI Zheng,LI Zhong-xian.Seismicdamage analysis of reinforced concrete bridge piersbased on beam-column elements[J].Journal of TianjinUniversity:Natural Science Edition,2011,44(3):189-195.(in Chinese))
[13]Susantha K A S,Ge Hanbin,Usami Tsutomu.Cyclicanalysis and capacity prediction of concrete-filled steelbox columns[J].Earthquake Engineering andStructural Dynamics,2002,31(2):195-216.
[2]徐磊,施卫星,张钧.超高层结构整体模型振动台试验研究[J].建筑结构学报,2001,22(5):15-19.(XU Lei,SHI Weixing,ZHANG Jun.Simulatedearthquake experiment study of a highrise buildingstructure model[J].Journal of Building Structures,2001,22(5):15-19.(in Chinese))
[3]朱杰江,吕西林,邹昀.上海环球金融中心模型结构振动台试验与理论分析的对比研究[J].土木工程学报,2005,38(10):18-26.(Zhu Jiejiang,LuXilin,Zou Yun.Shake-table test and theoreticalanalysis for Shanghai World Financial Center scalemodel[J].China Civil Engineering Journal,2005,38(10):18-26.(in Chinese))
[4]Martinelli Paolo,Filippou Flip C.Simulation of theshaking table test of a seven-story shear wall building[J].Earthquake Engineering and Structural Dynamics,2009,38(5):587-607.
[5]Nakashima N,Kawashima K,Ukon H,Kajiwara K.Shake table experimental project on the seismicperformance of bridges using E-Defense[C]//The 14thWorld Conference on Earthquake Engineering.Beijing,China:China Earthquake Administration,2008.
[6]Christoph Adam.Dynamics of elastic-plastic shearframes with secondary structures:shake table andnumerical studies[J].Earthquake Engineering andStructural Dynamics,2001,30(2):257-277.
[7]Hashemi Alidad,Mosalam Khalid M.Shake-tableexperiment on reinforced concrete structure containingmasonry infill wall[J].Earthquake Engineering andStructural Dynamics,2006,35(14):1827-1852.
[8]Chung Yu-lin,Nagae Takuya,Hitaka Toko,Nakashima Masayoshi.Seismic resistance capacity ofhigh-rise buildings subjected to long-period groundmotions:E-defense shaking table test[J].Journal ofStructural Engineering,2010,136(6):637-644.
[9]Bonora N.A nonlinear CDM model for ductile failure[J].Engineering Fracture Mechanics,1997,58(1/2):11-28.
[10]Pirondi A,Bonora N.Modeling ductile damage underfully reversed cycling[J].Computational MaterialScience,2003,26:129-141.
[11]Faria R,Oliver J.A rate dependent plastic-damageconstitutive model for large scale computations inconcrete structures[M].Spain:CIMNE,1993:18-19.
[12]李正,李忠献.基于梁柱单元的钢筋混凝土桥墩地震损伤分析[J].天津大学学报:自然科学版,2011,44(3):189-195.(LI Zheng,LI Zhong-xian.Seismicdamage analysis of reinforced concrete bridge piersbased on beam-column elements[J].Journal of TianjinUniversity:Natural Science Edition,2011,44(3):189-195.(in Chinese))
[13]Susantha K A S,Ge Hanbin,Usami Tsutomu.Cyclicanalysis and capacity prediction of concrete-filled steelbox columns[J].Earthquake Engineering andStructural Dynamics,2002,31(2):195-216.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心