大跨桁架体系的连续性倒塌分析与机理研究
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摘要
在突发事件的直接影响下,结构的局部构件可能首先发生初始破坏并进一步导致结构的连续性倒塌。与框架结构或承重墙体系相比,大型公共建筑中普遍采用的桁架体系具有冗余度较低的特点,为提高其结构鲁棒性,必须在详细分析基础上采用不同的设计策略。该文以钢屋架体系为例,通过连续性倒塌过程的数值分析,研究了内力重分布过程、动力效应和主要破坏模式等问题;根据局部杆件失效后的结构特性,归纳出转动铰机制、滑移面机制和长压杆机制等三种基本的局部内力重分布机制;结合简化数学模型的理论分析,阐述了敏感构件和关键构件的概念,为该类结构的安全性评价提供了一种简便的尺度。
Initial failure of local elements caused by accidental events may become a starting point of progressive collapse.Diferring from moment frames or bearing wall systems,the truss system widely used in public architectures with large-span is of low redundancy in nature.In order to raise its structural robustness,precise analysis and therefore valid design trategy shall be expected.As a case study,a steel truss roof is deeply investigated in this paper by numerical method,and the internal force redistribution after intial failure,dynamic effect and primay failure modes are studied.By post-intinial failure analysis,it is found there are three kinds of redistributary mechanisms for truss structure:rotation pin mechanism,sliding surface mechanism and long column mechanism.The concept of sensitive element and key element is conceived according to simplified mathematic models,which provides a simple measure to evulate the safety performance for such structural system.
Initial failure of local elements caused by accidental events may become a starting point of progressive collapse.Diferring from moment frames or bearing wall systems,the truss system widely used in public architectures with large-span is of low redundancy in nature.In order to raise its structural robustness,precise analysis and therefore valid design trategy shall be expected.As a case study,a steel truss roof is deeply investigated in this paper by numerical method,and the internal force redistribution after intial failure,dynamic effect and primay failure modes are studied.By post-intinial failure analysis,it is found there are three kinds of redistributary mechanisms for truss structure:rotation pin mechanism,sliding surface mechanism and long column mechanism.The concept of sensitive element and key element is conceived according to simplified mathematic models,which provides a simple measure to evulate the safety performance for such structural system.
引文
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[19]徐建设.厂房钢桁架节点性能及结构极限承载状态研究[D].上海:同济大学,2003.Xu Jianshe.Research on mechanical behavior of joint and ultimate bearing state of structure of steel plant truss[D].Shanghai:Tongji University,2003.(in Chinese)
[20]HMSO.The building regulations2000:Approved document A-structure[S].Norwich:Her Majesty’s Stationery Office,2004.
[2]Leyendechker E V,Ellingwood B R.Design methods for reducing the risk of progressive collapse in buildings[R].Washington:National Bureau of Standards,1977.
[3]江晓峰,陈以一.建筑结构连续性倒塌及其控制设计的研究现状[J].土木工程学报,2008,41(6):1―8.Jiang Xiaofeng,Chen Yiyi.Review of study on progressive collapse and its control design for building structures[J].China Civil Engineering Journal,2008,41(6):1―8.(in Chinese)
[4]Dusenberry D O.Review of existing guidelines and provisions related to progressive collapse[EB/OL].Washington D.C.:NIBS,2002.http://www.nibs.org.
[5]U.S.General services administration.Progressive collapse analysis and design guidelines for new federal office buildings and major modernization projects[S].Washington D C:GSA,2003.
[6]U.S.Department of defense.UFC4-023-03Design of buildings to resist progressive collapse[S].2005.
[7]Multihazard Mitigation Council.Prevention of progressive collapse:Report on the July2002national workshop and recommendations for future efforts[R].Washington D C:National Institute of Building Sciences,2003.
[8]Japanese society of steel construction&council on tall buildings and Urban Habitat.Guidelines for collapse control design-construction of steel buildings with high redundancy[M].Tokyo:JSSC,2004.
[9]陆新征,江见鲸.世界贸易中心飞机撞击后倒塌过程的仿真分析[J].土木工程学报,2001,34(6):8―10.Lu Xinzheng,Jiang Jianjing.Dynamic finite element simulation for the collapse of World Trade Center[J].China Civil Engineering Journal,2001,34(6):8―10.(in Chinese)
[10]陈建兵,顾祥林,李承.砌体结构倒塌反应的计算机仿真及存在的问题[J].工程力学,1999,II(增刊):355―360.Chen Jianbing,Gu Xianglin,Li Cheng.Computional simulation and its problems of collapse analysis of masonry structures[J].Engineering Mechanics,1999,II(Supplement):355―360.(in Chinese)
[11]马人乐,陈俊岭,何敏娟.建筑结构二次防御能力分析方法[J].同济大学学报(自然科学版),2006,34(5):569―573.Ma Renle,Chen Junling,He Minjuan.Analytical method of alternative defensive ability for building structures[J].Journal of Tongji University(Natural Science),2006,34(5):569―573.(in Chinese)
[12]胡庆昌,孙金犀,郑琪.建筑结构抗震减震与连续倒塌控制[M].北京:中国建筑工业出版社,2007.Hu Qingchang,Sun Jinxi,Zheng Qi.Seismic provection and progressive collapse control for building structures.[M].Beijing:China Architecture&Building Press,2007.(in Chinese)
[13]刘西拉,徐俊祥.突发事件中结构易损性的研究现状与展望[J].工业建筑,2007(增刊):18―24.Liu Xila,Xu Junxiang.Review and prospect of structural vulnerability in accident events[J].Supplement of Industrial Construction,2007(Supplement):18―24.(in Chinese)
[14]江晓峰.大跨桁梁结构体系的连续性倒塌机理与抗倒塌设计研究[D].上海:同济大学,2008.Jiang Xiaofeng.Study on mechanism analysis and resistant design of progressvie collapse for truss/beam-type structural systems in large-span[D].Shanghai:Tongji University,2008.(in Chinese)
[15]张雷明,刘西拉.钢筋混凝土结构倒塌分析的前沿研究[J].地震工程与工程振动,2003,23(3):47―52.Zhang Leiming,Liu Xila.Forward research of collapse analysis of reinforced concrete structures[J].Earthquake Engineering and Engineering Vibration,2003,23(3):47―52.(in Chinese)
[16]Hallquist J O.LS-DYNA theory manual[M].Livermore:Livermore Software Technology Corporation,2006.
[17]Livermore Software Technology Corporation.LS-DYNA keyword user’s manual[M].Livermore:Livermore Software Technology Corporation,Version970,2003.
[18]赵海鸥.LS-DYNA动力分析指南[M].北京:兵器工业出版社,2003.Zhao Haiou.Guideliane of LS-DYNA dynamic analysis[M].Beijing:China Weapon Industry Press,2003.(in Chinese)
[19]徐建设.厂房钢桁架节点性能及结构极限承载状态研究[D].上海:同济大学,2003.Xu Jianshe.Research on mechanical behavior of joint and ultimate bearing state of structure of steel plant truss[D].Shanghai:Tongji University,2003.(in Chinese)
[20]HMSO.The building regulations2000:Approved document A-structure[S].Norwich:Her Majesty’s Stationery Office,2004.
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