钢柱考虑损伤累积效应的强震下损伤演化规律
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摘要
为精确描述钢材在地震作用下强度和刚度退化规律,在考虑Bauschinger效应的K&K模型基础上,引入一种基于连续损伤力学原理的损伤模型,并定义相应的失效准则。通过与已有试验结果对比,验证了引入损伤模型和失效准则后的修正K&K模型能有效提高钢柱在地震作用下动力响应的模拟精度。考虑材料损伤累积效应,钢柱竖向承载力显著降低,柱顶处产生较大的峰值位移和残余位移。运用修正K&K模型,对空心带肋钢柱在强震作用下的损伤演化规律进行分析,结果表明,钢柱损伤在峰值加速度出现时段内发展迅速,并且随地震强度的增大而增大,钢柱的破坏模式为弯曲破坏。
In order to precisely simulate the degradation of strength and stiffness of steel under earthquake action,a damage model developed using the continuum damage mechanics was introduced and the corresponding failure index was defined,based on the Krieg & Key model considering the Bauschinger effect of steel material.It was verified by comparing with previous test results that using the proposed modified K&K model the accuracy of the simulated dynamic responses of steel columns under earthquakes could be improved.With the consideration of damage accumulation,the vertical load carrying capacity of steel columns decreased drastically and the peak displacement and residual displacement at column top ends increased.Analysis on the damage evolution of a hollow stiffened steel column under severe earthquake was also conducted using the modified K&K model.The results show that the damage of the steel column develops rapidly and immediately before and after the peak acceleration is reached.And the higher the seismic intensity is,the larger the damage is.The column finally fails due to flexure.
In order to precisely simulate the degradation of strength and stiffness of steel under earthquake action,a damage model developed using the continuum damage mechanics was introduced and the corresponding failure index was defined,based on the Krieg & Key model considering the Bauschinger effect of steel material.It was verified by comparing with previous test results that using the proposed modified K&K model the accuracy of the simulated dynamic responses of steel columns under earthquakes could be improved.With the consideration of damage accumulation,the vertical load carrying capacity of steel columns decreased drastically and the peak displacement and residual displacement at column top ends increased.Analysis on the damage evolution of a hollow stiffened steel column under severe earthquake was also conducted using the modified K&K model.The results show that the damage of the steel column develops rapidly and immediately before and after the peak acceleration is reached.And the higher the seismic intensity is,the larger the damage is.The column finally fails due to flexure.
引文
[1]Krawinkler H,Zohrei M.Cumulative damage in steelstructures subjected to earthquake ground motions[J].Computers and Structures,1983,16(1-4):531-541.
[2]董宝.高层钢框架结构在多维地震作用下考虑损伤累积效应弹塑性反应分析[D].上海:同济大学,1997.(Dong Bao.Elasto-plastic analysis of steel framefor high-rise building under multi-dimension seismicconsidering damage accumulation effect[D].Shanghai:Tongji University,1997.(in Chinese))
[3]陈荣毅.高层钢结构巨型结构体系的地震反应损伤累积研究[D].上海:同济大学,2001.(ChenRongyi.Damage accumulation analysis of steel mega-structure for high-rise building under earthquake[D].Shanghai:Tongji University,2001.(in Chinese))
[4]支旭东,吴金妹,范峰,等.考虑材料损伤累积单层柱面网壳在强震下的失效研究[J].计算力学学报,2008,25(6):770-775.(Zhi Xu-dong,Wu Jin-mei,Fan Feng,et al.Failure of single-layer reticulatedcylindrical shells subjected to earthquakes[J].ChineseJournal of Computational Mechanics,2008,25(6):770-775.(in Chinese))
[5]支旭东,范峰,沈世钊.强震下单层柱面网壳损伤及失效机理研究[J].土木工程学报,2007,40(8):29-34.(Zhi Xudong,Fan Feng,Shen Shizhao.Failureand damage of single-layer reticulated cylindrical shellsunder earthquakes[J].China Civil EngineeringJournal,2007,40(8):29-34.(in Chinese))
[6]Krieg R D,Key S W.Implementation of a timedependent plasticity theory into structural computerprograms[C]//Stricklin J A,Saczlski K J.Constitutive Equations in Viscoplasticity,Computationaland Engineering Aspects.New York:ASME,1976:125-137.
[7]李永池,潭福利,郭扬,等.金属损伤演化方程和层裂准则的确定[J].宁波大学学报,2003,16(4):442-446.(Li Yongchi,Tan Fuli,Guo Yang,et al.Determination of the damage evolution equation andspallation criterion of metals[J].Journal of NingboUniversity,2003,16(4):442-446.(in Chinese))
[8]李忠献,刘志侠,丁阳.爆炸荷载作用下钢结构的动力响应与破坏模式[J].建筑结构学报,2008,29(8):106-111.(LI Zhongxian,LIU Zhixia,DING Yang.Dynamic responses and failure modes of steel structuresunder blast loading[J].Journal of Building Structures,2008,29(8):106-111.(in Chinese))
[9]Bonora N,Gentile D,Pirondi A,et al.Ductile damageevolution under triaxial state of stress:theory andexperiments[J].International Journal of Plasticity,2005,21(5):981-1007.
[10]Macrae G A,Kawashima K.Seismic behavior of hollowstiffened steel bridge columns[J].Journal of BridgeEngineering,2001,6(2):110-119.
[11]Bonora N.A nonlinear CDM model for ductile failure[J].Engineering Fracture Mechanics,1997,58(1/2):11-28.
[12]Bonora N,Ruggiero A,Gentile D,et al.Practicalapplicability and limitations of the elastic modulusdegradation technique for damage measurements inductile metals[J].International Journal ofExperimental Mechanics,2010,10(1):1-14.
[13]师燕超.爆炸荷载作用下钢筋混凝土结构的动态响应行为与损伤破坏机理[D].天津:天津大学,2009.(Shi Yanchao.Dynamic response and damagemechanism of reinforced concrete structures under blastloading[D].Tianjin:Tianjin University,2009.(inChinese))
[2]董宝.高层钢框架结构在多维地震作用下考虑损伤累积效应弹塑性反应分析[D].上海:同济大学,1997.(Dong Bao.Elasto-plastic analysis of steel framefor high-rise building under multi-dimension seismicconsidering damage accumulation effect[D].Shanghai:Tongji University,1997.(in Chinese))
[3]陈荣毅.高层钢结构巨型结构体系的地震反应损伤累积研究[D].上海:同济大学,2001.(ChenRongyi.Damage accumulation analysis of steel mega-structure for high-rise building under earthquake[D].Shanghai:Tongji University,2001.(in Chinese))
[4]支旭东,吴金妹,范峰,等.考虑材料损伤累积单层柱面网壳在强震下的失效研究[J].计算力学学报,2008,25(6):770-775.(Zhi Xu-dong,Wu Jin-mei,Fan Feng,et al.Failure of single-layer reticulatedcylindrical shells subjected to earthquakes[J].ChineseJournal of Computational Mechanics,2008,25(6):770-775.(in Chinese))
[5]支旭东,范峰,沈世钊.强震下单层柱面网壳损伤及失效机理研究[J].土木工程学报,2007,40(8):29-34.(Zhi Xudong,Fan Feng,Shen Shizhao.Failureand damage of single-layer reticulated cylindrical shellsunder earthquakes[J].China Civil EngineeringJournal,2007,40(8):29-34.(in Chinese))
[6]Krieg R D,Key S W.Implementation of a timedependent plasticity theory into structural computerprograms[C]//Stricklin J A,Saczlski K J.Constitutive Equations in Viscoplasticity,Computationaland Engineering Aspects.New York:ASME,1976:125-137.
[7]李永池,潭福利,郭扬,等.金属损伤演化方程和层裂准则的确定[J].宁波大学学报,2003,16(4):442-446.(Li Yongchi,Tan Fuli,Guo Yang,et al.Determination of the damage evolution equation andspallation criterion of metals[J].Journal of NingboUniversity,2003,16(4):442-446.(in Chinese))
[8]李忠献,刘志侠,丁阳.爆炸荷载作用下钢结构的动力响应与破坏模式[J].建筑结构学报,2008,29(8):106-111.(LI Zhongxian,LIU Zhixia,DING Yang.Dynamic responses and failure modes of steel structuresunder blast loading[J].Journal of Building Structures,2008,29(8):106-111.(in Chinese))
[9]Bonora N,Gentile D,Pirondi A,et al.Ductile damageevolution under triaxial state of stress:theory andexperiments[J].International Journal of Plasticity,2005,21(5):981-1007.
[10]Macrae G A,Kawashima K.Seismic behavior of hollowstiffened steel bridge columns[J].Journal of BridgeEngineering,2001,6(2):110-119.
[11]Bonora N.A nonlinear CDM model for ductile failure[J].Engineering Fracture Mechanics,1997,58(1/2):11-28.
[12]Bonora N,Ruggiero A,Gentile D,et al.Practicalapplicability and limitations of the elastic modulusdegradation technique for damage measurements inductile metals[J].International Journal ofExperimental Mechanics,2010,10(1):1-14.
[13]师燕超.爆炸荷载作用下钢筋混凝土结构的动态响应行为与损伤破坏机理[D].天津:天津大学,2009.(Shi Yanchao.Dynamic response and damagemechanism of reinforced concrete structures under blastloading[D].Tianjin:Tianjin University,2009.(inChinese))
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