钢管混凝土结构抗连续性倒塌性能研究
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摘要
基于工程设计的需要,分别从计算模型以及计算方法的角度着手,提出简化分析结构抗连续性能的计算流程。通过简化力学分析及有限元模拟的方式,验证对"非侧移"框架采用单层代替整体结构分析抗倒塌性能的有效性。并基于能量守恒原理,验证采用拟静力分析方法获得考虑楼板效应的结构最大动力响应的有效性。在此基础上,针对采用新型施工现场无焊接节点的钢管混凝土(CFST)结构进行了抗连续性倒塌分析,研究了混凝土强度、配筋率以及节点牛腿长度对该种结构类型抗倒塌性能的影响。
Considering the need of practical project design,a framework of simplified assessing method is proposed based on the calculation model and simulation techniques.The potential of structural collapse of single level frame is utilized to represent the potential of whole non-sway structural model and this simplification assumption is verified with simplified mechanical and finite element methods.Based on the principle of energy conservation,pseudo-static analysis method is also verified in evaluating the peak structural dynamic response when considering the slab membrane action.Finally the potential of the structural progressive collapse of CFST structure with joint is analyzed,in which no welding is necessary in construction field.The influence of concrete strength,reinforcement ratio of beam and the bracket length are also investigated.
Considering the need of practical project design,a framework of simplified assessing method is proposed based on the calculation model and simulation techniques.The potential of structural collapse of single level frame is utilized to represent the potential of whole non-sway structural model and this simplification assumption is verified with simplified mechanical and finite element methods.Based on the principle of energy conservation,pseudo-static analysis method is also verified in evaluating the peak structural dynamic response when considering the slab membrane action.Finally the potential of the structural progressive collapse of CFST structure with joint is analyzed,in which no welding is necessary in construction field.The influence of concrete strength,reinforcement ratio of beam and the bracket length are also investigated.
引文
[1]叶列平,陆新征,李易,等.混凝土框架结构的抗连续性倒塌设计方法[J].建筑结构,2010(2):1-7.
[2]梁益,陆新征,李易,等.国外RC框架抗连续倒塌设计方法的检验与分析[J].建筑结构,2010(2):8-12.
[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的研究[J].工程力学,2008(2):150-157.
[4]钱稼茹,胡晓斌.多层钢框架连续倒塌动力效应分析[J].地震工程与工程振动,2008(2):8-14.
[5]胡晓斌,钱稼茹.单层平面钢框架连续倒塌动力效应分析[J].工程力学,2008(6):38-43.
[6]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(4):8-13.
[7]舒赣平,凤俊敏,陈绍礼.对英国防结构倒塌设计规范中拉结力法的研究[J].钢结构,2009(6):51-56.
[8]易伟建,何庆锋,肖岩.钢筋混凝土框架结构抗倒塌性能的试验研究[J].建筑结构学报,2007(5):104-109.
[9]Marjanishvili S M,Agnew E.Comparison of Various Proceduresfor Progressive Collapse Analysis[J].Journal of Performance ofConstructed Facilities,2006,20(4):365-374.
[10]Marjanishvili S M.Progressive Analysis Procedure for Progressive Collapse[J].Journal of Performance of Constructed Facilities,2004,18(2):79-85.
[11]Ruth P,Marchand K A,Williamson E B.Static Equivalency in Progressive Collapse Alternate Path Analysis:ReducingConservatism While Retaining Structural Integrity[J].Journal ofPerformance of Constructed Facilities,2006,20(4):349-364.
[12]Izzuddin B A,Vlassis A G,Elghazouli A Y,et al.Progressive Collapse of Multi-Storey Buildings Due to Sudden Column Loss.Part I:Simplified Assessment Framework[J].EngineeringStructures,2008,30(5):1308-1318.
[13]Vlassis A G,Izzuddin B A,Elghazouli A Y,et al.Progressive Collapse of Multi-Storey Buildings Due to Sudden Column Loss.Part II:Application[J].Engineering Structures,2008,30(5):1424-1438.
[14]Yu Hang,Izzuddin B A,Zha Xiaoxiong.Progressive Collapse of Steel-Framed Building:Influence of Modeling Approach[J].Advanced Steel Construction,,2010,6(4):932-948.
[15]BS 4-1∶2005 Structural Steel Section:Specification for Hot-Rolled Sections[S].British Standards Institution,2005.
[16]于航,查晓雄.现场施工完全无焊接钢管混凝土节点抗震性能研究——试验与有限元分析[J].工业建筑,2011,41(6):15-19.
[2]梁益,陆新征,李易,等.国外RC框架抗连续倒塌设计方法的检验与分析[J].建筑结构,2010(2):8-12.
[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的研究[J].工程力学,2008(2):150-157.
[4]钱稼茹,胡晓斌.多层钢框架连续倒塌动力效应分析[J].地震工程与工程振动,2008(2):8-14.
[5]胡晓斌,钱稼茹.单层平面钢框架连续倒塌动力效应分析[J].工程力学,2008(6):38-43.
[6]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(4):8-13.
[7]舒赣平,凤俊敏,陈绍礼.对英国防结构倒塌设计规范中拉结力法的研究[J].钢结构,2009(6):51-56.
[8]易伟建,何庆锋,肖岩.钢筋混凝土框架结构抗倒塌性能的试验研究[J].建筑结构学报,2007(5):104-109.
[9]Marjanishvili S M,Agnew E.Comparison of Various Proceduresfor Progressive Collapse Analysis[J].Journal of Performance ofConstructed Facilities,2006,20(4):365-374.
[10]Marjanishvili S M.Progressive Analysis Procedure for Progressive Collapse[J].Journal of Performance of Constructed Facilities,2004,18(2):79-85.
[11]Ruth P,Marchand K A,Williamson E B.Static Equivalency in Progressive Collapse Alternate Path Analysis:ReducingConservatism While Retaining Structural Integrity[J].Journal ofPerformance of Constructed Facilities,2006,20(4):349-364.
[12]Izzuddin B A,Vlassis A G,Elghazouli A Y,et al.Progressive Collapse of Multi-Storey Buildings Due to Sudden Column Loss.Part I:Simplified Assessment Framework[J].EngineeringStructures,2008,30(5):1308-1318.
[13]Vlassis A G,Izzuddin B A,Elghazouli A Y,et al.Progressive Collapse of Multi-Storey Buildings Due to Sudden Column Loss.Part II:Application[J].Engineering Structures,2008,30(5):1424-1438.
[14]Yu Hang,Izzuddin B A,Zha Xiaoxiong.Progressive Collapse of Steel-Framed Building:Influence of Modeling Approach[J].Advanced Steel Construction,,2010,6(4):932-948.
[15]BS 4-1∶2005 Structural Steel Section:Specification for Hot-Rolled Sections[S].British Standards Institution,2005.
[16]于航,查晓雄.现场施工完全无焊接钢管混凝土节点抗震性能研究——试验与有限元分析[J].工业建筑,2011,41(6):15-19.
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