复杂高层钢结构抗连续倒塌能力分析关键技术研究
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摘要
基于拆除构件法,通过显式动力有限元分析,对复杂高层钢结构待拆构件的选择、构件失效的模拟方法以及构件损伤评价标准的制定等关键技术进行了研究。结果表明:对于高层钢结构,竖向构件的敏感性可基本反映待拆构件的重要性,水平构件的敏感性可反映剩余结构发挥抗倒塌机制的储备大小。此外,还建立了基于美国性能化设计评估方法 FEMA 356纤维模型的构件失效模拟方法,可使构件在动力响应过程中的失效破坏既满足FEMA 356构件变形极限又满足材料应变极限,同时还可依据FEMA 356中的构件性能水准与微观应变的对应关系评价剩余结构构件的损伤程度。运用该方法对案例工程钢结构的抗连续倒塌能力进行分析,结果表明:关键构件拆除后,结构未发生连续性倒塌,剩余结构能够形成有效的承载替代路径;大部分构件的塑性转角未达到IO水准,发生较大塑性变形的构件主要集中在替代路径的承载构件上。
Based on the alternate path method and explicit dynamic finite element method,the key issues as the selection method of removal component,the failure simulation method of components and the setting of damage evaluation criteria of progressive collapse resistance capacity analysis for complex high-rise steel structure were studied in this research. The analysis results show that the importance of removal components can be evaluated by the sensitivity index of vertical components of the high-rise steel structure,and the progressive collapse resistance capacity of remained structure can be evaluated by the sensitivity index of horizontal components. In addition,a new simulating method of component failure using fiber model was proposed based on the generalized force-deformation relation for steel components of FEMA 356. This method can not only match the component deformation limit of FEMA 356 but also meet the maximum strain limit of material; damage of the remaining components can also be evaluated by the relation between the FEMA 356 performance level and microscopic material strain according to this method. Using this method,the progressive collapse resistance capacity of the steel structure of the case project was analyzed,and the results show that: progressive collapse does not appear after the key component is removed,and the remaining structure can form an effective alternative path; plastic hinge of most components do not reach the immediate occupancy performance level,and the components with large plastic deformation are mainly concentrated on the components in alternative paths.
Based on the alternate path method and explicit dynamic finite element method,the key issues as the selection method of removal component,the failure simulation method of components and the setting of damage evaluation criteria of progressive collapse resistance capacity analysis for complex high-rise steel structure were studied in this research. The analysis results show that the importance of removal components can be evaluated by the sensitivity index of vertical components of the high-rise steel structure,and the progressive collapse resistance capacity of remained structure can be evaluated by the sensitivity index of horizontal components. In addition,a new simulating method of component failure using fiber model was proposed based on the generalized force-deformation relation for steel components of FEMA 356. This method can not only match the component deformation limit of FEMA 356 but also meet the maximum strain limit of material; damage of the remaining components can also be evaluated by the relation between the FEMA 356 performance level and microscopic material strain according to this method. Using this method,the progressive collapse resistance capacity of the steel structure of the case project was analyzed,and the results show that: progressive collapse does not appear after the key component is removed,and the remaining structure can form an effective alternative path; plastic hinge of most components do not reach the immediate occupancy performance level,and the components with large plastic deformation are mainly concentrated on the components in alternative paths.
引文
[1]陆新征,李易,叶列平.混凝土结构防连续倒塌理论与设计方法研究[M].北京:中国建筑工业出版社,2011.(LU Xinzheng,LI Yi,YE Lieping.Theory and design method for progressive collapse prevention of concrete structure[M].Beijing:China Architecture&Building Press,2011.(in Chinese))
[2]胡晓斌,钱稼茹.结构连续倒塌分析改变路径法研究[J].四川建筑科学研究,2008,34(4):8-13.(HU Xiaobin,QIAN Jiaru.Study on alternate path method of structural progressive collapse analysis[J].Sichuan Building Science,2008,34(4):8-13.(in Chinese))
[3]陆新征,李易,叶列平,等.钢筋混凝土框架结构抗连续倒塌设计方法研究[J].工程力学,2008,25(增刊II):150-157.(LU Xinzheng,LI Yi,YELieping,et al.Study on design method to resist progressive collapse for reinforced concrete frames[J].Engineering Mechanics,2008,25(Suppl:II):150-157.(in Chinese))
[4]闫伸,赵宪忠,陈以一.结构连续倒塌研究的备用荷载路径方法[M]//陈肇元,钱稼茹.建筑与工程结构抗倒塌分析与设计.北京:中国建筑工业出版社,2010:51-58.(YAN Shen,ZHAO Xianzhong,CHENYiyi.Alternate load path method of structural progressive collapse analysis[M]//CHEN Zhaoyuan,QIAN Jiaru.Anti-collapse analysis and design of constructions and engineering structures.Beijing:China Architecture&Building Press,2010:51-58.(in Chinese))
[5]吕大刚,李雁军,陈志恒.钢筋混凝土框架结构连续倒塌的竖向非线性动力分析[J].土木建筑与环境工程,2012,34(增刊1):49-53.(LDagang,LIYanjun,CHEN Zhiheng.Progressive collapse analysis of RC frame using vertical nonlinear dynamic analysis[J].Journal of Civil,Architectural&Environmental Engineering,2012,34(Suppl.1):49-53.(in Chinese))
[6]朱奕锋,冯建,蔡建国,等.梅江会展中心张弦桁架抗连续倒塌分析[J].建筑结构学报,2013,34(3):45-53.(ZHU Yifeng,FENG Jian,CAI Jianguo,et al.Analysis on progressive collapse resistance of truss string structure of Meijiang Exhibition Center[J].Journal of Building Structures,2013,34(3):45-53.(in Chinese))
[7]蔡建国,王峰岚,冯建,等.新广州站索拱结构屋盖体系连续倒塌分析[J].建筑结构学报,2012,31(7):103-109.(CAI Jianguo,WANG Fenglan,FENGJian,et al.Progressive collapse analysis of cable-arch structures of the New Guangzhou Railway Station[J].Journal of Building Structures,2012,31(7):103-109.(in Chinese))
[8]王元清,石永久,高阳,等.新加坡植物园展览温室结构设计与相关技术研究[C]//第九届全国现代结构工程学术研讨会论文集.北京:《工业建筑》杂志社,2009:91-102.
[9]建筑结构可靠度设计统一标准:GB 50068-2001[S].北京:中国建筑工业出版社,2001.(Unified standard for reliability design of building structures:GB50068-2001[S].Beijing:China Architecture&Building Press,2001.(in Chinese))
[10]建筑结构抗倒塌设计规范:CECS 392:2014[S].北京:中国计划出版社,2014.(Code for anti-collapse design of building structures:CECS 392:2014[S].Beijing:China Planning Press,2014.(in Chinese))
[11]日本钢结构协会.高冗余度钢结构倒塌控制设计指南[M].陈以一,赵宪忠,译.上海:同济大学出版社,2007:77-79.(Japanese Society of Steel Construction.Guidelines for collapse control design construction of steel buildings with high redundancy[M].Translated by CHEN Yiyi,ZHAO Xianzhong.Shanghai:Tongji University Press,2007:77-79.(in Chinese))
[12]张雷明,刘西拉.框架结构能量流网格及其初步应用[J].土木工程学报,2007,40(3):45-49.(ZHANG Leiming,LIU Xila.Network of energy transfer in frame structures and its preliminary application[J].China Civil Engineering Journal,2007,40(3):45-49.(in Chinese))
[13]张微敬,张鹏,牛功科.弦支穹顶结构抗连续倒塌性能研究[C]//第十四届空间结构学术会议.北京:空间结构委员会,2012:246-251.
[14]田承昊,董城,刘明,等.大型站房连续倒塌仿真分析[J].铁道工程学报,2015,32(12):76-79.(TIANChenghao,DONG Cheng,LIU Ming,et al.Simulation analysis of progressive collapse for a station[J].Journal of Railway Engineering Society,2015,32(12):76-79.(in Chinese))
[15]刘成清,陈林雅,苏启旺.彭山体育馆抗连续倒塌性能研究[J].钢结构,2015,30(11):1-5.(LIUChengqing,CHEN Linya,SU Qiwang.Research on the progressive collapse resistance performance of Pengshan Gymnasium[J].Steel Construction,2015,30(11):1-5.(in Chinese))
[16]陆金钰,武啸龙,许庆.一种改进张弦桁架抗倒塌性能的方法研究[C]//第24届全国结构工程学术会议.北京:《工程力学》杂志社,2015:330-335.
[17]高层建筑混凝土结构技术规程:JGJ 3-2010[S].北京:中国建筑工业出版社,2010.(Technical specification for concrete structure of tall building:JGJ3-2010[S].Beijing:China Architecture&Building Press,2010.(in Chinese))
[18]FEMA.Prestandard and commentary for the seismic rehabilitation of buildings:FEMA 356[S].Washington DC:Federal Emergency Management Agency,2000.
[19]庞岩峰,周思红,束伟农,等.北京新机场综合服务中心项目酒店工程结构设计及动力弹塑性分析[J].建筑结构,2017,47(18):15-20.(PANG Yanfeng,ZHOU Sihong,SHU Weinong,et al.Structural design and dynamic elastic-plastic analysis of hotel project of integrated service center of Beijing New Airport[J].Building Structure,2017,47(18):15-20.(in Chinese))
[20]王杨,陈波华,赵华,等.天津现代城A区塔楼结构弹塑性分析[J].建筑结构,2015,45(23):40-45.(WANG Yang,CHEN Bohua,ZHAO Hua,et al.Elasto-plastic analysis of the tower structure in A district of Tianjin Modern City[J].Building Structure,2015,45(23):40-45.(in Chinese))
[21]宋莉,邱韶光,关立军.星海金融商务区超高层结构动力弹塑性分析[J].建筑结构,2017,47(增刊1):455-461.(SONG Li,QIU Shaoguang,GUANLijun.Dynamic elastic-plastic analysis of ultra high-rise building of Xinghai Financial Business District[J].Building Structure,2017,47(Suppl.1):455-461.(in Chinese))
[22]郑元,聂仁杰.某超高层部分框支剪力墙结构大震弹塑性分析[J].建筑结构,2015,45(23):34-39.(ZHENG Yuan,NIE Renjie.Elasto-plastic analysis of a super high-rise partial frame-supported shear wall structure under rare earthquake[J].Building Structure,2015,45(23):34-39.(in Chinese))
[23]李鹏,刘征,文善平.海口某超限高层住宅结构设计[J].建筑结构,2016,46(增刊1):96-100.(LIPeng,LIU Zheng,WEN Shanping.Structural design of a high-rise risidential building in Haikou[J].Building Structure,2016,46(Suppl.1):96-100.(in Chinese))
[24]肖刚,李四平.直杆动力屈曲的计算机模拟[J].上海交通大学学报,2008,42(6):1005-1008.(XIAOGang,LI Siping.Computer simulation of dynamical buckling for rod[J].Journal of Shanghai Jiaotong University,2008,42(6):1005-1008.(in Chinese))
[2]胡晓斌,钱稼茹.结构连续倒塌分析改变路径法研究[J].四川建筑科学研究,2008,34(4):8-13.(HU Xiaobin,QIAN Jiaru.Study on alternate path method of structural progressive collapse analysis[J].Sichuan Building Science,2008,34(4):8-13.(in Chinese))
[3]陆新征,李易,叶列平,等.钢筋混凝土框架结构抗连续倒塌设计方法研究[J].工程力学,2008,25(增刊II):150-157.(LU Xinzheng,LI Yi,YELieping,et al.Study on design method to resist progressive collapse for reinforced concrete frames[J].Engineering Mechanics,2008,25(Suppl:II):150-157.(in Chinese))
[4]闫伸,赵宪忠,陈以一.结构连续倒塌研究的备用荷载路径方法[M]//陈肇元,钱稼茹.建筑与工程结构抗倒塌分析与设计.北京:中国建筑工业出版社,2010:51-58.(YAN Shen,ZHAO Xianzhong,CHENYiyi.Alternate load path method of structural progressive collapse analysis[M]//CHEN Zhaoyuan,QIAN Jiaru.Anti-collapse analysis and design of constructions and engineering structures.Beijing:China Architecture&Building Press,2010:51-58.(in Chinese))
[5]吕大刚,李雁军,陈志恒.钢筋混凝土框架结构连续倒塌的竖向非线性动力分析[J].土木建筑与环境工程,2012,34(增刊1):49-53.(LDagang,LIYanjun,CHEN Zhiheng.Progressive collapse analysis of RC frame using vertical nonlinear dynamic analysis[J].Journal of Civil,Architectural&Environmental Engineering,2012,34(Suppl.1):49-53.(in Chinese))
[6]朱奕锋,冯建,蔡建国,等.梅江会展中心张弦桁架抗连续倒塌分析[J].建筑结构学报,2013,34(3):45-53.(ZHU Yifeng,FENG Jian,CAI Jianguo,et al.Analysis on progressive collapse resistance of truss string structure of Meijiang Exhibition Center[J].Journal of Building Structures,2013,34(3):45-53.(in Chinese))
[7]蔡建国,王峰岚,冯建,等.新广州站索拱结构屋盖体系连续倒塌分析[J].建筑结构学报,2012,31(7):103-109.(CAI Jianguo,WANG Fenglan,FENGJian,et al.Progressive collapse analysis of cable-arch structures of the New Guangzhou Railway Station[J].Journal of Building Structures,2012,31(7):103-109.(in Chinese))
[8]王元清,石永久,高阳,等.新加坡植物园展览温室结构设计与相关技术研究[C]//第九届全国现代结构工程学术研讨会论文集.北京:《工业建筑》杂志社,2009:91-102.
[9]建筑结构可靠度设计统一标准:GB 50068-2001[S].北京:中国建筑工业出版社,2001.(Unified standard for reliability design of building structures:GB50068-2001[S].Beijing:China Architecture&Building Press,2001.(in Chinese))
[10]建筑结构抗倒塌设计规范:CECS 392:2014[S].北京:中国计划出版社,2014.(Code for anti-collapse design of building structures:CECS 392:2014[S].Beijing:China Planning Press,2014.(in Chinese))
[11]日本钢结构协会.高冗余度钢结构倒塌控制设计指南[M].陈以一,赵宪忠,译.上海:同济大学出版社,2007:77-79.(Japanese Society of Steel Construction.Guidelines for collapse control design construction of steel buildings with high redundancy[M].Translated by CHEN Yiyi,ZHAO Xianzhong.Shanghai:Tongji University Press,2007:77-79.(in Chinese))
[12]张雷明,刘西拉.框架结构能量流网格及其初步应用[J].土木工程学报,2007,40(3):45-49.(ZHANG Leiming,LIU Xila.Network of energy transfer in frame structures and its preliminary application[J].China Civil Engineering Journal,2007,40(3):45-49.(in Chinese))
[13]张微敬,张鹏,牛功科.弦支穹顶结构抗连续倒塌性能研究[C]//第十四届空间结构学术会议.北京:空间结构委员会,2012:246-251.
[14]田承昊,董城,刘明,等.大型站房连续倒塌仿真分析[J].铁道工程学报,2015,32(12):76-79.(TIANChenghao,DONG Cheng,LIU Ming,et al.Simulation analysis of progressive collapse for a station[J].Journal of Railway Engineering Society,2015,32(12):76-79.(in Chinese))
[15]刘成清,陈林雅,苏启旺.彭山体育馆抗连续倒塌性能研究[J].钢结构,2015,30(11):1-5.(LIUChengqing,CHEN Linya,SU Qiwang.Research on the progressive collapse resistance performance of Pengshan Gymnasium[J].Steel Construction,2015,30(11):1-5.(in Chinese))
[16]陆金钰,武啸龙,许庆.一种改进张弦桁架抗倒塌性能的方法研究[C]//第24届全国结构工程学术会议.北京:《工程力学》杂志社,2015:330-335.
[17]高层建筑混凝土结构技术规程:JGJ 3-2010[S].北京:中国建筑工业出版社,2010.(Technical specification for concrete structure of tall building:JGJ3-2010[S].Beijing:China Architecture&Building Press,2010.(in Chinese))
[18]FEMA.Prestandard and commentary for the seismic rehabilitation of buildings:FEMA 356[S].Washington DC:Federal Emergency Management Agency,2000.
[19]庞岩峰,周思红,束伟农,等.北京新机场综合服务中心项目酒店工程结构设计及动力弹塑性分析[J].建筑结构,2017,47(18):15-20.(PANG Yanfeng,ZHOU Sihong,SHU Weinong,et al.Structural design and dynamic elastic-plastic analysis of hotel project of integrated service center of Beijing New Airport[J].Building Structure,2017,47(18):15-20.(in Chinese))
[20]王杨,陈波华,赵华,等.天津现代城A区塔楼结构弹塑性分析[J].建筑结构,2015,45(23):40-45.(WANG Yang,CHEN Bohua,ZHAO Hua,et al.Elasto-plastic analysis of the tower structure in A district of Tianjin Modern City[J].Building Structure,2015,45(23):40-45.(in Chinese))
[21]宋莉,邱韶光,关立军.星海金融商务区超高层结构动力弹塑性分析[J].建筑结构,2017,47(增刊1):455-461.(SONG Li,QIU Shaoguang,GUANLijun.Dynamic elastic-plastic analysis of ultra high-rise building of Xinghai Financial Business District[J].Building Structure,2017,47(Suppl.1):455-461.(in Chinese))
[22]郑元,聂仁杰.某超高层部分框支剪力墙结构大震弹塑性分析[J].建筑结构,2015,45(23):34-39.(ZHENG Yuan,NIE Renjie.Elasto-plastic analysis of a super high-rise partial frame-supported shear wall structure under rare earthquake[J].Building Structure,2015,45(23):34-39.(in Chinese))
[23]李鹏,刘征,文善平.海口某超限高层住宅结构设计[J].建筑结构,2016,46(增刊1):96-100.(LIPeng,LIU Zheng,WEN Shanping.Structural design of a high-rise risidential building in Haikou[J].Building Structure,2016,46(Suppl.1):96-100.(in Chinese))
[24]肖刚,李四平.直杆动力屈曲的计算机模拟[J].上海交通大学学报,2008,42(6):1005-1008.(XIAOGang,LI Siping.Computer simulation of dynamical buckling for rod[J].Journal of Shanghai Jiaotong University,2008,42(6):1005-1008.(in Chinese))