钢框架连续倒塌的模拟方法研究
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摘要
对钢框架结构在进行连续倒塌分析时的计算模型进行了研究。以1个两层两跨平面钢框架为例,分别建立了传统的理想刚接杆系模型和实体模型,采用抽柱法对2种模型进行了动力非线性分析,比较分析结果得出传统的理想刚接杆系模型由于没能考虑节点的受力与塑性变形,不能准确地反映结构连续倒塌的动力效应,使得结构抗连续倒塌性能评估结果偏不安全。对引入节点机械模型的平面钢框架进行连续倒塌分析,其计算结果与实体模型的结果接近,可较准确地反映结构抗连续倒塌性能,且耗时远小于实体模型的计算时间。建议对框架结构进行连续倒塌分析时采用引入节点性能的杆系模型。
The simply modeling method of progressive collapse analysis is investigated.The traditional beam element model with absolutely rigid or pinned joints and a solid model are established according to the analysis example which is a 2-storie and 2-bay planer steel frame.The progressive collapse analysis results of the models indicate that the traditional beam element model can not accurately reflect the dynamic effect of the structure because the plastic deformation can not be considered by the idealized joints,and the assessment produced by the traditional beam element model is unconservatice.The analysis results produced by the beam element model introducing a joint mechanical model are very close to that of the solid model of the planner steel frame,while the time consumed by the former is much less than that of the latter.It is recommended to model the structure by a one-dimension element and a mechanical model when carrying on the progressive collapse analysis.
The simply modeling method of progressive collapse analysis is investigated.The traditional beam element model with absolutely rigid or pinned joints and a solid model are established according to the analysis example which is a 2-storie and 2-bay planer steel frame.The progressive collapse analysis results of the models indicate that the traditional beam element model can not accurately reflect the dynamic effect of the structure because the plastic deformation can not be considered by the idealized joints,and the assessment produced by the traditional beam element model is unconservatice.The analysis results produced by the beam element model introducing a joint mechanical model are very close to that of the solid model of the planner steel frame,while the time consumed by the former is much less than that of the latter.It is recommended to model the structure by a one-dimension element and a mechanical model when carrying on the progressive collapse analysis.
引文
[1]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.A review on the progressivecollapse and control design of building structures[J].China Civil Engineering Journal,2008,41(6):1―8.(inChinese)
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[5]Griengsak Kaewkulchai.Dynamic progressive collapseof frame structures[D].The USA:The University ofTexas,2003.
[6]谢甫哲,舒赣平.基于抽柱法的钢框架连续倒塌分析[J].东南大学学报,2010,40(1):1―6.Xie Fuzhe,Shu Ganping.Progressive collapse analysisof steel frame structure using removing column method[J].Journal of southeast university,2010,40(1):1―6.(inChinese)
[7]U.S.General Services Administration(GSA).Progressive collapse analysis and design guidelines fornew federal office buildings and major modernizationprojects[S].Washington DC,2003
[8]刘观云.多层钢结构住宅结构体系及梁柱节点的研究[D].长沙:中南大学,2008.Liu Guanyun.Research on steel structure of multi-storiesresident houses and beam-to-column joints[D].Changsha:Central South University,2008.(in Chinese)
[9]European Committee for Standardization.EN1993-1-8:2003,Eurocode 3:Design of steel structures―Part 1-8:Design of joints[S].Brussels(Belgium),2005.
[10]American Institute of Steel Construction(AISC).Steelconstruction manual[M].13th ed.Chicago:AmericanInstitute of Steel Construction Inc.,2006.
[11]Kapil Khandelwal,Sherif EI-Tawil,Sashi K Kunnath.Macromodel-based simulation of progressive collapse:Steel frame structures[J].Journal of StructuralEngineering,2008,134(7):1070―1078.
[2]Jun Jin,Sherif EI-Tawil.Evaluation of FEMA-350seismic provisions for steel panel zones[J].Journal ofStructural Engineering,2005,131(2):250―258.
[3]Rassati G A,Leon R T,Noe S.Component modeling ofpartially restrained composite joints under cyclic anddynamic loading[J].Journal of Structural Engineering,2004,130(2):343―351.
[4]宋振森.刚性钢框架梁柱连接在地震作用下的累计损伤破坏机理及抗震设计对策[D].西安:西安建筑科技大学,2001.Song Zhensen.Damage cumulation collapse mechanismand design ctriteria of welded steel beam-to-columnconnections under seismic load[D].Xi’an:Xi’anUniversity of Architecture and Technology,2001.(inChinese)
[5]Griengsak Kaewkulchai.Dynamic progressive collapseof frame structures[D].The USA:The University ofTexas,2003.
[6]谢甫哲,舒赣平.基于抽柱法的钢框架连续倒塌分析[J].东南大学学报,2010,40(1):1―6.Xie Fuzhe,Shu Ganping.Progressive collapse analysisof steel frame structure using removing column method[J].Journal of southeast university,2010,40(1):1―6.(inChinese)
[7]U.S.General Services Administration(GSA).Progressive collapse analysis and design guidelines fornew federal office buildings and major modernizationprojects[S].Washington DC,2003
[8]刘观云.多层钢结构住宅结构体系及梁柱节点的研究[D].长沙:中南大学,2008.Liu Guanyun.Research on steel structure of multi-storiesresident houses and beam-to-column joints[D].Changsha:Central South University,2008.(in Chinese)
[9]European Committee for Standardization.EN1993-1-8:2003,Eurocode 3:Design of steel structures―Part 1-8:Design of joints[S].Brussels(Belgium),2005.
[10]American Institute of Steel Construction(AISC).Steelconstruction manual[M].13th ed.Chicago:AmericanInstitute of Steel Construction Inc.,2006.
[11]Kapil Khandelwal,Sherif EI-Tawil,Sashi K Kunnath.Macromodel-based simulation of progressive collapse:Steel frame structures[J].Journal of StructuralEngineering,2008,134(7):1070―1078.
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