基于IDA法的生态复合墙结构抗震性能评估
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摘要
在基于性能的抗震设计中,增量动力分析法(IDA)常被用于计算结构的动力反应、损伤性能及可能的经济损失。这种设计方法弥补了传统单一的、基于生命安全的抗震设计方法的缺陷,能够可靠地保证建筑结构的功能在地震的作用下不致丧失乃至不受影响。采用IDA法对生态复合墙结构进行了抗震性能分析,提出了生态复合墙结构抗震性态目标量化的确定方法,并通过IDA曲线分析,得到了结构的倒塌储备系数(CMR),评价了生态复合墙结构的抗震性能。通过工程实例分析表明:在8度大震作用下,生态复合墙结构倒塌的概率较小,约为7.5%,具有较好的抗震性能。
This design method makes up the defects of traditional single seismic design method based on the life safety,and can reliably assure the functions of structure not lose and not affected in the earthquake.It is adopted IDA to analyze the anti-earthquake performance of ecological composite wall structure,and put forward the determination method of quantitative seimic performance objective of ecological composite wall structure,and then gets the the collapsed reservation coefficient of structure through the analysis of IDA curve,and finally evaluates seismic performance of ecological composite wall structure.The analysis of engineering example shows that under 8 degree earthquake(fortification intensity of this region),the collapse probability of ecological composite wall structure is low,about 7.5 per cent,so its seismic performance is good.
This design method makes up the defects of traditional single seismic design method based on the life safety,and can reliably assure the functions of structure not lose and not affected in the earthquake.It is adopted IDA to analyze the anti-earthquake performance of ecological composite wall structure,and put forward the determination method of quantitative seimic performance objective of ecological composite wall structure,and then gets the the collapsed reservation coefficient of structure through the analysis of IDA curve,and finally evaluates seismic performance of ecological composite wall structure.The analysis of engineering example shows that under 8 degree earthquake(fortification intensity of this region),the collapse probability of ecological composite wall structure is low,about 7.5 per cent,so its seismic performance is good.
引文
[1]黄炜,陈国新,姚谦峰,等.密肋复合墙体在拟动力试验下的抗震性能研究[J].振动与冲击,2007,26(3):49-65.
[2]Bertero V V.Strength and Deformation Capacities of BuildingsUnder Extreme Environments[C]∥Structural Engineering andStructural Mechanics,Pister K S(ed.).Englewood:Prentice2Hall,1977:211-215.
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[6]马千里,叶列平,陆新征,等.采用逐步增量弹塑性时程方法对RC框架结构推覆分析侧力模式的研究[J].建筑结构学报,2008,29(2):132-137.
[7]GB50011—2001建筑抗震设计规范[S].
[8]JGJ3—2002高层建筑混凝土结构技术规程[S].
[9]FEMA.NEHRP Guidelines for the Seismic Rehabilitation ofBuildings[R].Washington DC:SAC Joint Venture,FederalEmergency Management Agency,1997.
[10]Vamvat Sikos D,Cornell C A.Incremental Dynamic Analysis[J].Eart Hquake Engineering and St Ructural Dynamics,2002,31(3):491-502.
[11]周颖,吕西林,卢文胜,等.双塔连体高层混合结构抗震性能研究[J].地震工程与工程振动,2008,28(5):71-75.
[12]姚谦峰,张旭峰,黄炜.密肋复合墙体受力性能的宏模型静力弹塑性分析[J].世界地震工程,2008(4):111-116.
[13]王爱民.中高层密肋壁板结构密肋复合墙体受力性能及设计方法研究[D].西安:西安建筑科技大学,2006.
[14]Vamvatskos D.Seismic Performance,Capacity and Reliability ofStructures as Seen Through Incremental Dynamic Analysis[D]Stanford CA:Stanford University,2002.
[15]Chopra A K.Dynamics of Structures:Theory and Applications toEarthquake Engineering[M].2nd ed.Englewood:Prentice2Hall,2005:101-103.
[2]Bertero V V.Strength and Deformation Capacities of BuildingsUnder Extreme Environments[C]∥Structural Engineering andStructural Mechanics,Pister K S(ed.).Englewood:Prentice2Hall,1977:211-215.
[3]Nassar A A,Krawinkler H.Seismic Hazard for SDOF and MDOFSystems[R].Stanford:Stanford University.Blume EarthquakeEngineering Center,1991.
[4]FEMA.Recommended Seismic Evaluation and Upgrade Criteriafor Existing Welded Steel Moment2 f Rame Buildings[R].Washington D C:SAC Joint Venture,Federal EmergencyManagement Agency,2000.
[5]曹炳政,罗奇峰,陈玉成,等.需求能力系数法及其在性能评估中的应用[J].华东交通大学学报,2004,21(1):12-18.
[6]马千里,叶列平,陆新征,等.采用逐步增量弹塑性时程方法对RC框架结构推覆分析侧力模式的研究[J].建筑结构学报,2008,29(2):132-137.
[7]GB50011—2001建筑抗震设计规范[S].
[8]JGJ3—2002高层建筑混凝土结构技术规程[S].
[9]FEMA.NEHRP Guidelines for the Seismic Rehabilitation ofBuildings[R].Washington DC:SAC Joint Venture,FederalEmergency Management Agency,1997.
[10]Vamvat Sikos D,Cornell C A.Incremental Dynamic Analysis[J].Eart Hquake Engineering and St Ructural Dynamics,2002,31(3):491-502.
[11]周颖,吕西林,卢文胜,等.双塔连体高层混合结构抗震性能研究[J].地震工程与工程振动,2008,28(5):71-75.
[12]姚谦峰,张旭峰,黄炜.密肋复合墙体受力性能的宏模型静力弹塑性分析[J].世界地震工程,2008(4):111-116.
[13]王爱民.中高层密肋壁板结构密肋复合墙体受力性能及设计方法研究[D].西安:西安建筑科技大学,2006.
[14]Vamvatskos D.Seismic Performance,Capacity and Reliability ofStructures as Seen Through Incremental Dynamic Analysis[D]Stanford CA:Stanford University,2002.
[15]Chopra A K.Dynamics of Structures:Theory and Applications toEarthquake Engineering[M].2nd ed.Englewood:Prentice2Hall,2005:101-103.
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