某框架结构的抗震性能评估
|
摘要
以一个8层钢筋混凝土框架结构为研究对象,首先对其进行结构设计,得出各梁、柱截面尺寸及配筋布置;然后采用OpenSees程序对其中一榀框架建立二维模型,选择20条含明显速度脉冲的近场地震记录对该框架结构进行增量动力分析(IDA),同时选择20条典型远场地震记录以作对比分析。基于IDA分析的结果,从概率的角度对结构进行地震性能评估,得出结构在不同IM(Intensity Measure)参数及近场、远场地震作用下的超越概率、地震危险性曲线及年平均超越概率。通过对比分析发现,IM参数的选择对结构地震性能评估有很大影响。近场地震由于其较高的速度脉冲,使得结构的超越概率、平均超越频率及年平均超越概率均大于远场地震。
An 8-storey reinforced concrete frame structure was taken as an investigated subject.The section sizes and the reinforcement layout of beams and columns were designed.A two-dimensional model of the structure was established using OpenSees program.An incremental dynamic analysis was carried out taking 20 near-field ground motion records,which contain notable obvious speed pulses,as seismic input.Meanwhile,20 typical far-field ground motion records were chosen either to accomplish a comparative analysis.Based on the incremental dynamic analysis,seismic performance assessment on the structure was achieved in the perspective of probability.The exceeding probability,seismic hazard curves and mean annual exceeding probability in the cases of different IM parameters and different(near-field and far-field) ground motions were obtained.Comparisons show that the choosing of IM parameters has great influence on the seismic performance assessment.Due to the existence of high velocity pulse,the near-field ground motions make the exceeding probability,mean exceeding frequency and mean annual exceeding probability of the structure all greater than far-field ground motions.
An 8-storey reinforced concrete frame structure was taken as an investigated subject.The section sizes and the reinforcement layout of beams and columns were designed.A two-dimensional model of the structure was established using OpenSees program.An incremental dynamic analysis was carried out taking 20 near-field ground motion records,which contain notable obvious speed pulses,as seismic input.Meanwhile,20 typical far-field ground motion records were chosen either to accomplish a comparative analysis.Based on the incremental dynamic analysis,seismic performance assessment on the structure was achieved in the perspective of probability.The exceeding probability,seismic hazard curves and mean annual exceeding probability in the cases of different IM parameters and different(near-field and far-field) ground motions were obtained.Comparisons show that the choosing of IM parameters has great influence on the seismic performance assessment.Due to the existence of high velocity pulse,the near-field ground motions make the exceeding probability,mean exceeding frequency and mean annual exceeding probability of the structure all greater than far-field ground motions.
引文
[1]Vamvatsikos D,Cornell C A.Incremental dynamic analysis[J].Earthquake Engineering and Structural Dynamics,2002,31:491-514.
[2]Asgarian B,Sadrinezhad A,Alanjari P.Seismic performance evaluation of steel moment resisting frames through incremental dynamic analysis[J].Journal of Constructional Steel Research,2010,66:178-190.
[3]Vamvatsikos D,Fragiadakis M.Incremental dynamic analysis for estimating seismic performance sensitivity and uncertainty[J].Earthquake Engineering and Structural Dynamics,2009,DOI:10.1002/eqe.935.
[4]Tothong P,Luco N.Probabilistic demand analysis using advanced ground motion intensity measures[J].Earthquake Engineering and Structural Dynamics,2007,36:1837-1860.
[5]Vamvatsikos D,Cornell C A.Applied incremental dynamic analysis[J].Earthquake Spectra,2004,20(2):523-553.
[6]杨成,徐腾飞,李英民,等.应用弹塑性反应谱对IDA方法的改进研究[J].地震工程与工程振动,2008,28(4):64-69.
[7]吕大刚,于晓辉,王光远.基于单地震动记录IDA方法的结构倒塌分析[J].地震工程与工程振动,2009,29(6):33-39.
[8]卜一,吕西林,周颖,等.采用增量动力分析方法确定高层混合结构的性能水准[J].结构工程师,2009,25(2):77-84.
[9]申彦利,杨庆山,田玉基.基于概率的多点激励地震场强度参数研究[J].工程力学,2010,27(1):202-208.
[10]Bertero V V.Strength and deformation capacities of buildings under extreme environments[M].Prentice-Hall:Englewood Cliffs,NJ,Structural Engineering and Structural Mechanics,Pister KS(ed.),1977:211-255.
[11]高层建筑混凝土结构技术规程JGJ3-2002[S].北京:中国建筑工业出版社,2002.
[12]Shome N,Cornell C A.Probabilistic seismic demand analysis of nonlinear structures[C].Report No.RMS-35,RMS Program,Stanford University,Stanford,CA(accessed:February12,2004).http://www.stanford.edu/group/rms/Thesis/NileshShome.pdf.
[13]Vamvatsikos D,Cornell C A.Applied incremental dynamic analysis[J].Earthquake Spectra,2004,20(2):523-553.
[14]Tothong P,Cornell C A.Probabilistic seismic demand analysis using advanced ground motion intensity measures,attenuation relationships,and near-fault effects[R].College of Engineering University of California,Berkeley.PEER Report,2006.
[15]Shome N.Probabilistic seismic demand analysis of nonlinear structures[D].Stanford University:Dept.of Civil and Environment Engineering,1999.
[16]Aslani H,Miranda E.Probabilistic response assessment for building-specific loss estimation[C].PEER2003-03.Pacific Earthquake Engineering Research Center,University of California at Berkeley:Berkeley,California,2003.
[17]Baker J W,Cornell C A.Choice of a vector of ground motion intensity measure for seismic demand hazard analysis[C].13 th World Conference on Earthquake Engineering Vancouver,B.C.,Canada August1-6,2004,Paper No.3384.
[18]刘启方,袁一凡,金星.断层附近地面地震动空间分布[J].地震学报,2004,26(2):183-192.
[19]建筑抗震设计规范GB50011-2001[S].北京:中国建筑工业出版社,2002.
[2]Asgarian B,Sadrinezhad A,Alanjari P.Seismic performance evaluation of steel moment resisting frames through incremental dynamic analysis[J].Journal of Constructional Steel Research,2010,66:178-190.
[3]Vamvatsikos D,Fragiadakis M.Incremental dynamic analysis for estimating seismic performance sensitivity and uncertainty[J].Earthquake Engineering and Structural Dynamics,2009,DOI:10.1002/eqe.935.
[4]Tothong P,Luco N.Probabilistic demand analysis using advanced ground motion intensity measures[J].Earthquake Engineering and Structural Dynamics,2007,36:1837-1860.
[5]Vamvatsikos D,Cornell C A.Applied incremental dynamic analysis[J].Earthquake Spectra,2004,20(2):523-553.
[6]杨成,徐腾飞,李英民,等.应用弹塑性反应谱对IDA方法的改进研究[J].地震工程与工程振动,2008,28(4):64-69.
[7]吕大刚,于晓辉,王光远.基于单地震动记录IDA方法的结构倒塌分析[J].地震工程与工程振动,2009,29(6):33-39.
[8]卜一,吕西林,周颖,等.采用增量动力分析方法确定高层混合结构的性能水准[J].结构工程师,2009,25(2):77-84.
[9]申彦利,杨庆山,田玉基.基于概率的多点激励地震场强度参数研究[J].工程力学,2010,27(1):202-208.
[10]Bertero V V.Strength and deformation capacities of buildings under extreme environments[M].Prentice-Hall:Englewood Cliffs,NJ,Structural Engineering and Structural Mechanics,Pister KS(ed.),1977:211-255.
[11]高层建筑混凝土结构技术规程JGJ3-2002[S].北京:中国建筑工业出版社,2002.
[12]Shome N,Cornell C A.Probabilistic seismic demand analysis of nonlinear structures[C].Report No.RMS-35,RMS Program,Stanford University,Stanford,CA(accessed:February12,2004).http://www.stanford.edu/group/rms/Thesis/NileshShome.pdf.
[13]Vamvatsikos D,Cornell C A.Applied incremental dynamic analysis[J].Earthquake Spectra,2004,20(2):523-553.
[14]Tothong P,Cornell C A.Probabilistic seismic demand analysis using advanced ground motion intensity measures,attenuation relationships,and near-fault effects[R].College of Engineering University of California,Berkeley.PEER Report,2006.
[15]Shome N.Probabilistic seismic demand analysis of nonlinear structures[D].Stanford University:Dept.of Civil and Environment Engineering,1999.
[16]Aslani H,Miranda E.Probabilistic response assessment for building-specific loss estimation[C].PEER2003-03.Pacific Earthquake Engineering Research Center,University of California at Berkeley:Berkeley,California,2003.
[17]Baker J W,Cornell C A.Choice of a vector of ground motion intensity measure for seismic demand hazard analysis[C].13 th World Conference on Earthquake Engineering Vancouver,B.C.,Canada August1-6,2004,Paper No.3384.
[18]刘启方,袁一凡,金星.断层附近地面地震动空间分布[J].地震学报,2004,26(2):183-192.
[19]建筑抗震设计规范GB50011-2001[S].北京:中国建筑工业出版社,2002.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心