我国7度设防等跨RC框架抗地震倒塌能力研究
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摘要
我国建筑结构抗震设计主要采用基于小震下的构件承载力计算保证结构的抗震承载能力,配合抗震构造措施保证结构的变形能力,缺乏大震抗倒塌定量计算。而实际地震震害表明,即使是同类结构,其结构体系参数对其抗地震倒塌能力也有很大影响。为此,本文依据《建筑抗震设计规范》GB50011-2001,按照7度抗震设防设计了24个不同跨度、层数和层高的RC框架结构,采用多个地震输入下的逐步增量弹塑性动力时程分析方法(IDA方法),对其抗地震倒塌能力进行了分析研究。结果表明,结构体系参数对其抗地震倒塌能力有重要影响,其中跨度和层数的影响最为显著。
The seismic design of Chinese building structures is mostly depended on the structural elemental loading capacity design under minor earthquake and the detailed design to ensure the deformation capacity.However,it is lack of quantitative analysis of seismic collapse resistance under severe earthquake.And the actual seismic damage shows that even for the same structural types,the global structural parameters will greatly influence the seismic collapse resistances.Therefore,this paper designs 24 RC frame structures in zones with seismic intensity Ⅶ according to the Chinese Seismic Design Code,which have different spans,storey heights and storey number.Incremental dynamic analysis is performed for the structures to assess their seismic collapse resistance.The result shows that global structural parameters,especially the span and the storey number,have a great influence on the seismic collapse resistance.
The seismic design of Chinese building structures is mostly depended on the structural elemental loading capacity design under minor earthquake and the detailed design to ensure the deformation capacity.However,it is lack of quantitative analysis of seismic collapse resistance under severe earthquake.And the actual seismic damage shows that even for the same structural types,the global structural parameters will greatly influence the seismic collapse resistances.Therefore,this paper designs 24 RC frame structures in zones with seismic intensity Ⅶ according to the Chinese Seismic Design Code,which have different spans,storey heights and storey number.Incremental dynamic analysis is performed for the structures to assess their seismic collapse resistance.The result shows that global structural parameters,especially the span and the storey number,have a great influence on the seismic collapse resistance.
引文
[1]清华大学土木工程结构专家组,西南交通大学土木工程结构专家组,北京交通大学土木工程结构专家组,叶列平,陆新征.汶川地震建筑震害分析[J].建筑结构学报,2008,29(4):1-9.
[2]叶列平,曲哲,陆新征,等.提高建筑结构抗地震倒塌能力的设计思想与方法[J].建筑结构学报,2008,29(4):42-50.
[3]中华人民共和国建设部.GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[4]叶列平,陆新征,赵世春,等.框架结构抗地震倒塌能力的研究———汶川地震极震区几个框架结构震害案例的分析[J].建筑结构学报,2009,30(6):67-76.
[5]Applied Technology Council,Seismic evaluation and retrofit of concrete buildings[S].ATC-40,1996.
[6]Bertero V V.Strength and deformation capacities of buildings under extreme environments[M].Structural Engineering and Structural Mechanics,NJ:Prentice-Hall1,977:211-215.
[7]FEMA273,FEMA274,FEMA356,NEHRP Guidelines for the Seismic Rehabilitation of Buildings[S].Washington D C:Federal EmergencyManagement Agency,1996.
[8]Quantification of building seismic performance factors[S].ATC-63 Project Report(90%Draft),FEMA P695/April 2008.
[9]Bazzurro P,Cornell C A,Shome Ne,t al.Three proposals for characterizing MDOF non-linear seismic response[J].Journal of Structural Engi-neering,ASCE,1998,124(11):1281-1289.
[10]Vamvatsikos D,Cornell C A.Incremental dynamic analysis[J].Earthquake Engineering and Structure Dynamics,2002,31(3):491-514.
[11]Shome N,Cornell C A.Probabilistic seismic demand analysis of nonlinear structures[R].Report No.RMS-35,Reliability of Marine Struc-tures Program,Department of Civil Engineering,Stanford University,Stanford,CA,1999.
[12]叶列平,马千里,缪志伟.抗震分析用地震动强度指标的研究[J].地震工程与工程振动,2009,29(4):150-163.
[13]汪训流,陆新征,叶列平.往复荷载下钢筋混凝土柱受力性能的数值模拟[J].工程力学,2007,24(12):76-81.
[14]叶列平,陆新征,马千里,等.混凝土结构抗震非线性分析模型、方法及算例[J].工程力学,2006,23(S2):131-140.
[15]Lu XZ,Lin XC,Ma YH,et al.Numerical simulation for the progressive collapse of concrete building due to earthquake[C]//Proc the 14th WorldConference on Earthquake Engineering,October 12-17,2008,Beijing,China,CDROM.
[2]叶列平,曲哲,陆新征,等.提高建筑结构抗地震倒塌能力的设计思想与方法[J].建筑结构学报,2008,29(4):42-50.
[3]中华人民共和国建设部.GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[4]叶列平,陆新征,赵世春,等.框架结构抗地震倒塌能力的研究———汶川地震极震区几个框架结构震害案例的分析[J].建筑结构学报,2009,30(6):67-76.
[5]Applied Technology Council,Seismic evaluation and retrofit of concrete buildings[S].ATC-40,1996.
[6]Bertero V V.Strength and deformation capacities of buildings under extreme environments[M].Structural Engineering and Structural Mechanics,NJ:Prentice-Hall1,977:211-215.
[7]FEMA273,FEMA274,FEMA356,NEHRP Guidelines for the Seismic Rehabilitation of Buildings[S].Washington D C:Federal EmergencyManagement Agency,1996.
[8]Quantification of building seismic performance factors[S].ATC-63 Project Report(90%Draft),FEMA P695/April 2008.
[9]Bazzurro P,Cornell C A,Shome Ne,t al.Three proposals for characterizing MDOF non-linear seismic response[J].Journal of Structural Engi-neering,ASCE,1998,124(11):1281-1289.
[10]Vamvatsikos D,Cornell C A.Incremental dynamic analysis[J].Earthquake Engineering and Structure Dynamics,2002,31(3):491-514.
[11]Shome N,Cornell C A.Probabilistic seismic demand analysis of nonlinear structures[R].Report No.RMS-35,Reliability of Marine Struc-tures Program,Department of Civil Engineering,Stanford University,Stanford,CA,1999.
[12]叶列平,马千里,缪志伟.抗震分析用地震动强度指标的研究[J].地震工程与工程振动,2009,29(4):150-163.
[13]汪训流,陆新征,叶列平.往复荷载下钢筋混凝土柱受力性能的数值模拟[J].工程力学,2007,24(12):76-81.
[14]叶列平,陆新征,马千里,等.混凝土结构抗震非线性分析模型、方法及算例[J].工程力学,2006,23(S2):131-140.
[15]Lu XZ,Lin XC,Ma YH,et al.Numerical simulation for the progressive collapse of concrete building due to earthquake[C]//Proc the 14th WorldConference on Earthquake Engineering,October 12-17,2008,Beijing,China,CDROM.
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