强震作用下竖向不规则RC框架结构抗震易损性分析
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摘要
研究速度脉冲强震作用下竖向不规则钢筋混凝土框架结构的抗震易损性。以5层和10层底层竖向不规则框架结构为分析对象,考虑地震动输入的不确定性,通过非线性动力时程分析获得结构底层最大层间位移响应,并通过曲线拟合建立最大层间位移与基本自振周期对应的谱加速度函数关系;假定最大层间位移和极限性能目标位移取对数正态分布的平均值,建立能有效评估结构竖向不规则极限控制参数的易损性曲线。分析结果表明:速度脉冲强震作用下,楼层承载力和刚度突变对结构层间位移有较大影响,底层竖向不规则程度越大最大层间位移亦随之增大,而中间层最大层间位移则减小;地震动强度越大,最大层间位移离散性越大;楼层承载力和刚度突变对抗震易损性曲线的影响较大,楼层数不同结构易损性曲线趋势不同。
This paper addressed the seismic vulnerability of vertically irregular reinforced concrete structure subjected to velocity pulse-like ground motions.Employing a 5-story and a 10-story frame structure with vertical irregularities at the first story and considering the randomness of input ground motions,the maximum inter-story displacement demands of the first story were obtained by nonlinear dynamic time history analysis and were related to spectrum acceleration of the fundamental vibration period by curve fitting method.Logarithm normal distribution was assumed for the maximum inter-story displacement demands and limit performance target displacement,the seismic fragility curves for evaluating the irregular limit parameters were produced.The results show that strength and stiffness irregularities have important influence on the structural inter-story drift under different strong velocity pulse-like ground motions.The maximum inter-story drift at the first story increases with the increase of the degree of irregularity,whereas the maximum inter-story drift at the middle story decreases.The dispersion of the maximum inter-story drift increases with the increase of ground motion intensity.In addition,strength and stiffness irregularities also have significant influence on the seismic fragility curve.The shape of the fragility curve varies due to the different number of story.
This paper addressed the seismic vulnerability of vertically irregular reinforced concrete structure subjected to velocity pulse-like ground motions.Employing a 5-story and a 10-story frame structure with vertical irregularities at the first story and considering the randomness of input ground motions,the maximum inter-story displacement demands of the first story were obtained by nonlinear dynamic time history analysis and were related to spectrum acceleration of the fundamental vibration period by curve fitting method.Logarithm normal distribution was assumed for the maximum inter-story displacement demands and limit performance target displacement,the seismic fragility curves for evaluating the irregular limit parameters were produced.The results show that strength and stiffness irregularities have important influence on the structural inter-story drift under different strong velocity pulse-like ground motions.The maximum inter-story drift at the first story increases with the increase of the degree of irregularity,whereas the maximum inter-story drift at the middle story decreases.The dispersion of the maximum inter-story drift increases with the increase of ground motion intensity.In addition,strength and stiffness irregularities also have significant influence on the seismic fragility curve.The shape of the fragility curve varies due to the different number of story.
引文
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[2]杨迪雄,潘建伟,李刚.近断层脉冲型地震动作用下建筑结构的层间变形分布特征和机理分析[J].建筑结构学报,2009,30(4):108-118.(YANGDixiong,PAN Jianwei,LI Gang.Deformationaldistribution feature and mechanism analysis of buildingstructures subjected to near-fault pulse-type groundmotions[J].Journal of Building Structures,2009,30(4):108-118.(in Chinese))
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[10]Baker J W.Quantitative classification of near-faultground motions using wavelet analysis[J].Bulletin ofthe Seismological Society of America,2007,97(5):1486-1501.
[11]Seismosoft.software for adjusting earthquakeaccelerograms to match a specific target responsespectrum[CP].http://www.seismosoft.com/.2011-04-09.
[12]Elnashai A S,Papanikolaou V K,Lee D H.A systemfor inelastic analysis of structures-user manual[CP].Mid-America Earthquake Center.http://mae.cee.uiuc.edu//software_and_tools.2011-05-11.
[13]Jalayer F.Direct probabilistic seismic analysis:implementing non-linear dynamic assessments directs[D].California:Stanford University,2003:48-52.
[14]BS EN 1998-1 Eurocode 8:design of structures forearthquake resistance:part 1:general rules,seismicactions and rules for buildings[S].London:BSI,2005.
[2]杨迪雄,潘建伟,李刚.近断层脉冲型地震动作用下建筑结构的层间变形分布特征和机理分析[J].建筑结构学报,2009,30(4):108-118.(YANGDixiong,PAN Jianwei,LI Gang.Deformationaldistribution feature and mechanism analysis of buildingstructures subjected to near-fault pulse-type groundmotions[J].Journal of Building Structures,2009,30(4):108-118.(in Chinese))
[3]Mazza F,Vulcano A.Nonlinear dynamic response ofRC framed structures subjected to near-fault groundmotions[J].Bulletin of Earthquake Engineering,2010,8(6):1331-1350.
[4]GB 50011—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 Codefor seismic design of buildings[S].Beijing:ChinaArchitecture&Building Press,2010.(in Chinese))
[5]ASCE 7-05 Minimum design loads for buildings andother structures[S].Virginia:American Society ofCivil Engineers,2006.
[6]Nakamura T,Yashinsky M.Earthquake response ofconcrete buildings suffering intermediate-story collapseduring Hyogoken-Nanbu earthquake[J].Journal ofStructural and Construction Engineering,2002(556):123-130.
[7]周靖,赵卫锋,刘智林.竖向不规则结构抗震性能研究现状及其在设计规范中的应用[J].力学进展,2009,39(1):51-60.(ZHOU Jing,ZHAO Weifeng,LIU Zhilin.Recent advances in research on seismicperformance of vertical irregular structures andapplications in seismic codes[J].Advance inMechanics,2009,39(1):51-60.(in Chinese))
[8]吕西林.复杂高层建筑结构抗震理论与应用[M].北京:科学出版社,2007:580-719.
[9]周靖,罗高杰,赵炼恒.速度脉冲地震作用下竖向不规则RC结构抗震位移需求分析[J].湘潭大学学报:自然科学版,2010,32(3):55-61.(ZHOU Jing,LUO Gaojie,ZHAO Lianheng.Seismic displacementdemand of RC structures with vertical irregularitiessubjected to pulse-like ground motions[J].Journal ofXiangtan University:Natural Science,2010,32(3):55-61.(in Chinese))
[10]Baker J W.Quantitative classification of near-faultground motions using wavelet analysis[J].Bulletin ofthe Seismological Society of America,2007,97(5):1486-1501.
[11]Seismosoft.software for adjusting earthquakeaccelerograms to match a specific target responsespectrum[CP].http://www.seismosoft.com/.2011-04-09.
[12]Elnashai A S,Papanikolaou V K,Lee D H.A systemfor inelastic analysis of structures-user manual[CP].Mid-America Earthquake Center.http://mae.cee.uiuc.edu//software_and_tools.2011-05-11.
[13]Jalayer F.Direct probabilistic seismic analysis:implementing non-linear dynamic assessments directs[D].California:Stanford University,2003:48-52.
[14]BS EN 1998-1 Eurocode 8:design of structures forearthquake resistance:part 1:general rules,seismicactions and rules for buildings[S].London:BSI,2005.
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