不同CMR的RC框架结构地震损失分析
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摘要
为研究结构抗倒塌储备能力对减小结构地震损失的作用,提出基于结构抗倒塌能力储备系数(CMR)的钢筋混凝土框架结构地震损失分析方法。利用IDA方法,确定结构在连续地震强度下的易损性,根据结构的破坏概率及易损性曲线计算地震经济损失。将结构抗倒塌能力指标CMR与结构在给定地震强度下的经济损失相结合,建立基于CMR的地震损失模型。对脆性及延性结构的倒塌特性和地震损失进行了系统地对比分析。通过四个RC框架结构分析,结果表明:地震损失评估与结构的CMR具有密切关系。在给定地震强度作用下,结构地震损失随CMR的增大而减小;CMR较小的结构随地震强度的增大损失增加较快,而CMR较大的结构则随地震强度的增大损失增加相对较平缓。所提出基于结构CMR地震损失评估思想可以作为量化地震损失评估较有前景的改进方法。
An earthquake loss analytical methodology based on collapse margin ratio of RC frame structures was investigated to study the relationship between structure collapse resistance capacity and structural earthquake loss in this paper. Incremental dynamic analysis(IDA) was used to determine structural vulnerability under continuous earthquake intensity. Earthquake losses were estimated according to the structural damage probability using fragility curves, which were combined with the collapse margin ratio(CMR) to produce an earthquake loss model based on CMR. The differences in collapse probability curves and the earthquake loss estimates between ductile and brittle structures are identified systematically. The analytical results from four RC frames show that a close relationship between the seismic loss assessment and CMR of the structure appears to exist. The earthquake loss basically decreases with increasing CMR at a given ground motion intensity; The loss of structural integrity in structures with smaller CMR increases quickly with increasing ground motion intensity, while structural loss in structures with greater CMR increases slowly. The idea proposed herein could be regarded as a promising improvement on the quantification of earthquake loss estimates by utilizing structure CMR.
An earthquake loss analytical methodology based on collapse margin ratio of RC frame structures was investigated to study the relationship between structure collapse resistance capacity and structural earthquake loss in this paper. Incremental dynamic analysis(IDA) was used to determine structural vulnerability under continuous earthquake intensity. Earthquake losses were estimated according to the structural damage probability using fragility curves, which were combined with the collapse margin ratio(CMR) to produce an earthquake loss model based on CMR. The differences in collapse probability curves and the earthquake loss estimates between ductile and brittle structures are identified systematically. The analytical results from four RC frames show that a close relationship between the seismic loss assessment and CMR of the structure appears to exist. The earthquake loss basically decreases with increasing CMR at a given ground motion intensity; The loss of structural integrity in structures with smaller CMR increases quickly with increasing ground motion intensity, while structural loss in structures with greater CMR increases slowly. The idea proposed herein could be regarded as a promising improvement on the quantification of earthquake loss estimates by utilizing structure CMR.
引文
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[20]吴巧云,朱宏平,樊剑.基于性能的钢筋混凝土框架地震易损性分析[J].工程力学,2012,29(9):117―124.Wu Qiaoyun,Zhu Hongping,Fan Jian.Performancebased seismic fragility analysis of RC frame structures[J].Engineering Mechanics,2012,29(9):117―124.(in Chinese)
[21]赵国潘,王清湘,宋玉普.高等钢筋混凝土结构学[M].北京:机械工业出版社,2005:308―381.Zhao Guopan,Wang Qingxiang,Song Yupu.Advanced Reinforced Concrete Structures[M].Beijing:China Machine Press,2005:308―381.(in Chinese)
[22]中国建筑科学研究院建筑工程软件研究所.PKPM软件[R].北京:中国建筑科学研究院,2010.China Academy of Building Research,Institute of Architecture and Engineering Software.PKPM Software[R].Beijing:China Academy of Building Research,2010.(in Chinese)
[23]Pacific Earthquake Engineering Research Center,University of California,Berkeley.Open System for Earthquake Engineering Simulation[CP].http://opensees.berkeley.edu,2011.3.2.
[2]Fajfar P,Krawinkler H.Performance-based seismic design concepts and implementation,PEER Report2004/05[R].Berkeley:Pacific Earthquake Engineering Research Center,2004.
[3]Miranda E,Aslani H.Probabilistic response assessment for building-specific loss estimation,PEER Report2003/03[R].Berkeley:Pacific Earthquake EngineeringResearch Center,2003.
[4]Aslani H,Miranda E.Probabilistic earthquake loss estimation and loss disaggregation in buildings[D].California:Stanford University,2005.
[5]Ramirez C M,Miranda E.Building-specific loss estimation methods&tools for simplified performance-based earthquake engineering,Report No.171[R].California:John A.Blume Earthquake Engineering Center,2009.
[6]马宏旺,吕西林,陈晓宝.建筑结构地震直接经济损失估计方法[J].土木工程学报,2005,38(3):38―43.Ma Hongwang,LüXilin,Chen Xiaobao.An estimation method for the direct losses of earthquake-induced building damages[J].China Civil Engineering Journal,2005,38(3):38―43.(in Chinese)
[7]Mander J B,Sircar J,Damnjanovic I.Direct loss model for seismically damaged structures[J].Earthquake Engineering and Structural Dynamic,2012,41(3):571―586.
[8]Zareian F,Krawinker H.Simplified performance based earthquake engineering,Report No.169[R].California:John A.Blume Earthquake Engineering Center,2009.
[9]ATC-63.Quantification of building seismic performance factors[S].Washington D C:Applied Technology Council,2009.
[10]施炜,叶列平,陆新征,唐代远.不同抗震设防RC框架结构抗倒塌能力的研究[J].工程力学,2011,28(3):41―48.Shi Wei,Ye Lieping,Lu Xinzheng,Tang Daiyuan.Study on the collapse-resistant capacity of RC frames with different seismic fortification levels[J].Engineering Mechanics,2011,28(3):41―48.(in Chinese)
[11]陆新征,叶列平.基于IDA分析的结构抗地震倒塌能力研究[J].工程抗震与加固改造,2010,32(1):13―18.Lu Xinzheng,Ye Lieping.Study on the seismic collapse resistance of structural system[J].Earthquake Resistant Engineering and Retrofitting,2010,32(1):13―18.(in Chinese)
[12]Luco N,Cornell C A.Effects of connection fractures on SMRF seismic drift demands[J].Journal of Structural Engineering,2000,126(l):127―136.
[13]GB/T18208.4-2011,地震现场工作第4部分:灾害直接损失评估[S].北京:中国建筑工业出版社,2011.GB/T18208.4-2011,Post-earthquake Field Works—Part 4:Assessment of Direct Loss[S].Beijing:Seismological Press,2011.(in Chinese)
[14]Fragiadakis M,Vamvatsikos D,Panadrakakis M.Evaluation of the influence of vertical irregularities on the seismic performance of a nine-storey steel frame[J].Earthquake Engineering and Structural Dynamics,2006,35(12):1489―1509.
[15]Jalayer F.Direct probabilistic seismic analysis:implementing non-linear dynamic assessments[D].California:Stanford University,2003.
[16]ATC-58,Guidelines for seismic performance assessment of buildings[S].Washington D C:Applied Technology Council,2009.
[17]Haselton C B,Deierlein G G.Assessing seismic collapse safety of modern reinforced concrete moment-frame buildings[D].California:Stanford University,2007.
[18]GB50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB50011-2010,Code for Seismic Design of Buildings[S].Beijing:China Architecture Industry Press,2010.(in Chinese)
[19]Ramirez C M,Liel A B,Mitrani-Reiser J,Haselton C B,et al.Expected earthquake damage and repair costs in reinforced concrete frame buildings[J].Earthquake Engineering and Structural Dynamics,2012,41(11):1455―1475.
[20]吴巧云,朱宏平,樊剑.基于性能的钢筋混凝土框架地震易损性分析[J].工程力学,2012,29(9):117―124.Wu Qiaoyun,Zhu Hongping,Fan Jian.Performancebased seismic fragility analysis of RC frame structures[J].Engineering Mechanics,2012,29(9):117―124.(in Chinese)
[21]赵国潘,王清湘,宋玉普.高等钢筋混凝土结构学[M].北京:机械工业出版社,2005:308―381.Zhao Guopan,Wang Qingxiang,Song Yupu.Advanced Reinforced Concrete Structures[M].Beijing:China Machine Press,2005:308―381.(in Chinese)
[22]中国建筑科学研究院建筑工程软件研究所.PKPM软件[R].北京:中国建筑科学研究院,2010.China Academy of Building Research,Institute of Architecture and Engineering Software.PKPM Software[R].Beijing:China Academy of Building Research,2010.(in Chinese)
[23]Pacific Earthquake Engineering Research Center,University of California,Berkeley.Open System for Earthquake Engineering Simulation[CP].http://opensees.berkeley.edu,2011.3.2.
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