基于多维性能极限状态的结构易损性分析
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摘要
由于基于性能的单指标易损性方法在结构易损性分析中忽略了非承重构件及设备仪器破坏的影响,该文提出了基于多维性能极限状态的易损性分析方法,采用承重构件敏感的最大层间位移参数与非承重构件及设备仪器敏感的最大加速度参数作为性能量化指标,建立了基于多维性能极限状态的广义方程描述结构整体的极限破坏状态。根据超越概率的定义,并考虑量化指标间相关性及其阀值的随机性,推导得到了二维性能极限状态下超越概率的解析解;并利用matlab拟合得到了结构在正常使用、可以使用、生命安全、防止倒塌四个性能水平下的易损性曲线。
A new method for multidimensional performance limit states was developed to analyze the structural fragility.Concerning the randomness and dependency of the limit states,a generalized formulation was proposed with the inter-story drift and acceleration as the quantitative indexes based on the probabilistic description of the limit states.The analytical solutions of the probability of exceedance are given under four performance levels: Normal Operation,Immediate Occupancy,Life Safety,and Collapse Prevention.And the fragility curves used to evaluate the buildings’ performance synthetically are generated through Matlab.
A new method for multidimensional performance limit states was developed to analyze the structural fragility.Concerning the randomness and dependency of the limit states,a generalized formulation was proposed with the inter-story drift and acceleration as the quantitative indexes based on the probabilistic description of the limit states.The analytical solutions of the probability of exceedance are given under four performance levels: Normal Operation,Immediate Occupancy,Life Safety,and Collapse Prevention.And the fragility curves used to evaluate the buildings’ performance synthetically are generated through Matlab.
引文
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[4]Williams R J,Gardoni P,Bracci J M,et al.Decisionanalysis for seismic retrofit of structures[J].StructuralSafety,2009,31(2):188―196.
[5]FEMA445.Next-generation performance-based seismicdesign guidelines[S].Washington D.C.:FEMA,2006.
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[7]GB50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB 50011-2010,Classification of earthquake damage tobuildings and special structures[S].Beijing:ChinaArchitecture Industry Press,2010.(in Chinese)
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[9]GB/T24335-2009,建(构)筑物地震破坏等级划分[S].北京:中国建筑工业出版社,2009.GB/T 24335-2009,Code for seismic design of buildings[S].Beijing:China Architecture Industry Press,2009.(inChinese)
[10]Cimellaro G P,Roh H,Stefanol A D,et al.Spectral andfragility evaluations of retrofitted structures throughstrength reduction and enhanced damping[J].EarthquakeEngineering and Engineering Vibration,2009,8(1):115―125.
[2]Reinhorn A M,Barron-Corverra R,Ayala A G.Spectralevaluation of seismic fragility of structures[C]//Proceedings of ICOSSAR 2001.Newport BeachCalifornia USA:Balkema Publishers,2001:245―253.
[3]Goulet C A,Haselton C B,Mitrani-Reiser J,et al.Evaluation of the seismic performance of acode-conforming reinforced-concrete frame buildingfrom seismic hazard to collapse safety and economiclosses[J].Earthquake Engineering&StructuralDynamics.2007,36(13):1973―1997.
[4]Williams R J,Gardoni P,Bracci J M,et al.Decisionanalysis for seismic retrofit of structures[J].StructuralSafety,2009,31(2):188―196.
[5]FEMA445.Next-generation performance-based seismicdesign guidelines[S].Washington D.C.:FEMA,2006.
[6]Liel A B,Haselton C B,Deierlein G G,et al.Incorporating modeling uncertainties in the assessmentof seismic collapse risk of buildings[J].Structural Safety.2009,31(2):197―211.
[7]GB50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB 50011-2010,Classification of earthquake damage tobuildings and special structures[S].Beijing:ChinaArchitecture Industry Press,2010.(in Chinese)
[8]ATC58-2,Preliminary evaluation of methods fordefining performance[S].Washington D.C:FEMA,2006.
[9]GB/T24335-2009,建(构)筑物地震破坏等级划分[S].北京:中国建筑工业出版社,2009.GB/T 24335-2009,Code for seismic design of buildings[S].Beijing:China Architecture Industry Press,2009.(inChinese)
[10]Cimellaro G P,Roh H,Stefanol A D,et al.Spectral andfragility evaluations of retrofitted structures throughstrength reduction and enhanced damping[J].EarthquakeEngineering and Engineering Vibration,2009,8(1):115―125.
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