基于能量分析的抗震设计与工程应用研究
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摘要
基于工程实例进行了结构大震弹塑性时程分析,并对地震输入结构的总能量、结构构件滞回耗能、阻尼器耗能以及系统阻尼耗能进行分析。三个工程实例为无减震设计的某超高层建筑、采用防屈曲支撑设计的某大跨钢结构和采用粘滞阻尼器减震设计的某复杂连体结构。该研究方法不同于以往研究仅针对单自由度或简单多自由度系统的理论分析。分析结果表明,地震输入结构的总能量受地震波特性影响非常显著,要合理估计总输入能量是困难的,但各部分耗散能量占总输入能量的比值具有稳定性。
Nonlinear time-history analyses were carried out for three engineering applications,and energy analyses were presented for total input energy due to earthquake,energy dissipation by structural components,damper devices and system damping.The engineering applications include one ultra-high-rise building without energy dissipation design,one large-span steel structure using buckling-resistant braces,and one complicated connected structure using viscous dampers.This research is different from previous theoretical analysis based on single or multiple degree of freedom system.The analysis results show that total input energy due to earthquake is sensitive to the characteristics of ground motion and it is difficult to accurately evaluate the total input energy,however,the ratio of energy dissipation by components or devices to total energy is stable.
Nonlinear time-history analyses were carried out for three engineering applications,and energy analyses were presented for total input energy due to earthquake,energy dissipation by structural components,damper devices and system damping.The engineering applications include one ultra-high-rise building without energy dissipation design,one large-span steel structure using buckling-resistant braces,and one complicated connected structure using viscous dampers.This research is different from previous theoretical analysis based on single or multiple degree of freedom system.The analysis results show that total input energy due to earthquake is sensitive to the characteristics of ground motion and it is difficult to accurately evaluate the total input energy,however,the ratio of energy dissipation by components or devices to total energy is stable.
引文
[1]HOUSNER G W.Behavior of structures duringearthquake[J].Journal of the Engineering MechanicsDivision,1959,85(4):109-129.
[2]AKIYAMA H.Earthquake resistant limit state design forbuildings[M].Tokyo:University of Tokyo Press,1985.
[3]马千里.钢筋混凝土框架结构基于能量抗震设计方法研究[D].北京:清华大学,2009.
[4]FAJFAR P.Equivalent ductility factors taking intoaccount low-cycle fatigue[J].Earthquake Engineering&Structural Dynamics,1992,21(9):837-848.
[5]欧进萍,何政,吴斌,等.钢筋混凝土结构基于地震损伤性能的设计[J].地震工程与工程振动,1999,19(1):21-30.
[6]RIDDELL R,GARCIA J E.Hysteretic energy spectrumand damage control[J].Earthquake Engineering&Structural Dynamics,2001,30(12):1791-1816.
[7]陈永祁,龚思礼.结构在地震动时延性和累积塑性耗能的双重破坏准则[J].建筑结构学报,1986(1):35-48.
[8]肖明葵,刘波,白绍良.抗震结构总输入能量及其影响因素分析[J].重庆建筑大学学报,1996,18(2):21-33.
[9]YE L P,OTANI S.Maximum seismic displacement ofinelastic systems based on energy concept[J].Earthquake Engineering&Structural Dynamics,1999,28(12):1483-1499.
[10]程光煜.基于能量抗震设计方法及其在钢支撑框架结构中的应用[D].北京:清华大学,2007.
[11]江晓峰,周健,苏骏,等.弱连体结构抗震设计方法在虹桥综合交通枢纽工程中的应用[J].建筑结构学报,2010,31(5):167-172.
[2]AKIYAMA H.Earthquake resistant limit state design forbuildings[M].Tokyo:University of Tokyo Press,1985.
[3]马千里.钢筋混凝土框架结构基于能量抗震设计方法研究[D].北京:清华大学,2009.
[4]FAJFAR P.Equivalent ductility factors taking intoaccount low-cycle fatigue[J].Earthquake Engineering&Structural Dynamics,1992,21(9):837-848.
[5]欧进萍,何政,吴斌,等.钢筋混凝土结构基于地震损伤性能的设计[J].地震工程与工程振动,1999,19(1):21-30.
[6]RIDDELL R,GARCIA J E.Hysteretic energy spectrumand damage control[J].Earthquake Engineering&Structural Dynamics,2001,30(12):1791-1816.
[7]陈永祁,龚思礼.结构在地震动时延性和累积塑性耗能的双重破坏准则[J].建筑结构学报,1986(1):35-48.
[8]肖明葵,刘波,白绍良.抗震结构总输入能量及其影响因素分析[J].重庆建筑大学学报,1996,18(2):21-33.
[9]YE L P,OTANI S.Maximum seismic displacement ofinelastic systems based on energy concept[J].Earthquake Engineering&Structural Dynamics,1999,28(12):1483-1499.
[10]程光煜.基于能量抗震设计方法及其在钢支撑框架结构中的应用[D].北京:清华大学,2007.
[11]江晓峰,周健,苏骏,等.弱连体结构抗震设计方法在虹桥综合交通枢纽工程中的应用[J].建筑结构学报,2010,31(5):167-172.
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