强震作用下构件损伤对钢框架结构受力性能的影响
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摘要
为研究强震作用下结构发生局部屈曲造成损伤对钢框架结构抗震性能的影响,采用通用有限元软件ABAQUS,分别建立杆系模型以及三维精细钢框架模型,比较了是否考虑累积损伤抗震指标的差异。应用国内外典型试验结果,验证了三维精细模型对模拟局部屈曲累积损伤现象的准确性及适用性。在此基础上,建立杆系和三维精细壳单元有限元模型,分别进行拟静力加载以及罕遇地震作用下的弹塑性时程分析,对比了结构变形、滞回耗能、破坏形态等方面的特征。研究结果表明:加载初期,杆系模型和三维精细壳单元模型计算结果基本一致;随着结构损伤累积,两者出现明显的差别,杆系模型会低估结构的变形大小以及塑性发展程度。
In order to study the effect of damage caused by local buckling on the seismic behavior of steel frames under severe earthquakes,beam element model and fine shell element model were respectively established by ABAQUS.The differences caused by damage of two models were compared.Shell element model was proved correct and applicable comparing with typical quasi-static tests,which was considered to accurately describe the degraded behavior.Base on this confirmation,beam element model and shell element model were performed for quasi-static and nonlinear time history analysis.The characteristics of structural deformation,hysteresis energy and failure modes were compared.The results show that:before the occurrence of damage and degradation,seismic indices calculated by the two models are in accordance.However,once local buckling causes damage,the results of the two models are remarkably different.Beam element model underestimated the structural deformation and plasticity development level.
In order to study the effect of damage caused by local buckling on the seismic behavior of steel frames under severe earthquakes,beam element model and fine shell element model were respectively established by ABAQUS.The differences caused by damage of two models were compared.Shell element model was proved correct and applicable comparing with typical quasi-static tests,which was considered to accurately describe the degraded behavior.Base on this confirmation,beam element model and shell element model were performed for quasi-static and nonlinear time history analysis.The characteristics of structural deformation,hysteresis energy and failure modes were compared.The results show that:before the occurrence of damage and degradation,seismic indices calculated by the two models are in accordance.However,once local buckling causes damage,the results of the two models are remarkably different.Beam element model underestimated the structural deformation and plasticity development level.
引文
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[21]JGJ 101—1996建筑抗震试验方法规程[S].北京:中国建筑工业出版社,1997.(JGJ 101—1996Specificating of testing methods for earthquake resistantbuilding[S].Beijing:China Architecture&BuildingPress,1997.(in Chinese))
[2]王萌,石永久,施刚,等.高层钢框架构件与节点滞回模型及损伤退化分析[J].工业建筑,2009,39(增刊):973-981.(Wang Meng,Shi Yongjiu,Shi Gang,et al.Analysis on degraded and damage hystereticmodel of high-rise steel frame structures andconnections[J].Industrial Construction,2009,39(suppl.):973-981.(in Chinese))
[3]Saatcioglu Murat,Humar JagMohan.Dynamic analysisof buildings for earthquake resistant design[J].Canadian Journal of Civil Engineering,2003,30(2):338-359.
[4]李国强,冯健.罕遇地震下多高层建筑钢结构弹塑性位移的实用计算[J].建筑结构学报,2000,21(1):77-83.(LI Guoqiang,FENG Jian.A practicalapproach for estimating elastoplastic displacements ofmultistory and tall steel buildings under severeearthquakes[J].Journal of Building Structures,2000,21(1):77-83.(in Chinese))
[5]刘永华,张耀春.空间钢框架精细塑性铰法高等分析[J].工程力学,2006,23(增刊1):108-116.(LIU Yong-hua,ZHANG Yao-chun.Refined plastichinge analysis of spatial steel frames[J].EngineeringMechanics,2006,23(suppl.1):108-116.(inChinese))
[6]Motohide Tada,Makoto Ohsaki,Satoshi Yamada,Shojiro Motoyui,Kazuhiko Kasai.E-defense tests onfull-scale steel buildings:part 3:analytical simulationof collapse[C]//Eorensic Engineering Conference atStructures Congress.Long Beach,CA:AmericanSociety of Civil Engineers,2007:16-19.
[7]李兆霞,孙正华,郭力,等.结构损伤一致多尺度模拟和分析方法[J].东南大学学报,2007,37(2):251-260.(Li Zhaoxia,Sun Zhenghua,Guo Li,et al.Concurrent multi-scale modeling of structures anddamage analysis[J].Journal of Southeast University,2007,37(2):251-260.(in Chinese))
[8]赵岩,林家浩,唐光武.复杂结构局部非线性地震反应精细时程分析[J].大连理工大学学报,2004,44(2):190-194.(ZHAO Yan,LIN Jia-hao,TANGGuang-wu.Precise integration of seismic responses ofcomplex structures with local non-linearity[J].Journalof Dalian University of Technology,2007,37(2):251-260.(in Chinese))
[9]陆新征,林旭川,叶列平.多尺度有限元建模方法及其应用[J].华中科技大学学报,2008,25(4):76-80.(LU Xinzheng,LIN Xuchuan,YE Lieping.Multiscale finite element modeling and its application instructural analysis[J].Journal of Huazhong Universityof Science and Technology,2008,25(4):76-80.(inChinese))
[10]Fernandez-Davila V I,Cruz E F.Parametric study ofthe non-linear seismic response of three-dimensionalbuilding models[J].Engineering Structures,2006,28(5):756-770.
[11]Liao Kuo-Wei,Wen Yi-Kwei,Foutch D A.Evaluationof 3D steel moment frames under earthquakeexcitations:I:modeling[J].Journal of StructuralEngineering,2007,133(3):462-470.
[12]Castiglioni C A,Paima D N.Experimental behavior ofsteel member under cyclic bending[J].CostruzioniMetalliche,1989,2(3):97-114.
[13]郝际平.钢结构在循环荷载作用下的局部屈曲、低周疲劳的试验与理论研究[D].西安:西安建筑科技大学,1995:30-42.(Hao Jiping.Experimental andtheoretical study of local buckling and low cyclic fatigueof steel structure under cyclic load[D].Xi’an:Xi’anUniversity of Architecture and Technology,1995:30-42.(in Chinese))
[14]Castiglioni C A,Pucinotti R.Failure criteria andcumulative damage models for steel components undercyclic loading[J].Journal of Constructional SteelResearch,2009,65(4):751-765.
[15]郭兵,郭彦林,柳锋,等.焊接及螺栓连接钢框架的循环加载试验研究[J].建筑结构学报,2006,27(2):47-56.(GUO Bing,GUO Yanlin,LIU Feng,et al.Research on cyclic behavior of welded and boltedsteel frames[J].Journal of Building Structures,2006,27(2):47-56.(in Chinese))
[16]Shi Y J,Wang M,Wang Y Q.Extremely low cyclefatigue experimental and constitutive model study ofstructural steel under cyclic loading[J].Journal ofConstructional Steel Research,2011,67(8):1185-1197.
[17]Shi G,Wang M,Bai Y,et al.Experimental andmodeling study of high-strength structural steel undercyclic loading[J].Engineering Structures,2012,37:1-13.
[18]Krawinkler H,Zohrei M.Cumulative damage in steelstructures subjected to earthquake ground motion[J].Computers&Structures,1983,16(1/2/3/4):531-541.
[19]Krawinkler H,Zohrei M,Bahman L I,et al.Recommendations for experimental studies on theseismic behavior of steel components and materials[R].Stanford,CA:Earthquake Engineering Center.Department of Civil and Environmental Engineering.Stanford University,1983:61.
[20]GB 50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.(GB 50011—2001 Codefor seismic design of buildings[S].Beijing:ChinaArchitecture&Building Press,2001.(in Chinese))
[21]JGJ 101—1996建筑抗震试验方法规程[S].北京:中国建筑工业出版社,1997.(JGJ 101—1996Specificating of testing methods for earthquake resistantbuilding[S].Beijing:China Architecture&BuildingPress,1997.(in Chinese))
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