结构非线性时程分析中的地震动参数选择
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摘要
基于性能的抗震设计是当前建筑结构设计的发展方向,其面临的一个重要问题是如何确定结构的需求,特别是非线性变形。在进行结构的非线性动力时程分析时,面临着众多的不确定因素,而地震动输入的不确定性对结构的响应影响最大。本文围绕地震动参数的选择展开研究,建立弹塑性SDOF体系和MDOF体系模型,从PEER强震数据库中选择182条远场水平地震动记录作为地震输入,计算结构的地震响应,分别对32个地震动参数和结构响应值取对数后进行线性回归分析,从有效性、实用性和效益性3个方面对不同地震动参数进行评价。分析结果表明:在进行结构非线性动力时程分析时,应针对结构的基本周期不同,选用不同的地震动强度参数。对于基本周期小于0.6 s的结构,可选用加速度类参数(如PGA或EPA);对于基本周期在0.6 s~3.0 s的结构,可选用速度类的参数(如PGV、EPV或者HI);对于基本周期大于3.0 s的结构,可选用位移类参数(如PGD等)。
Performance Based Seismic Design( PBSD) is the trend of modern structure design,one important issue is how to determine the structural demand,espcialy nonlinear deformation. When performing nonlinear dynamic time history analysis,a lot of uncertainties are faced,among which the input of earthquake affects significantly. Focusing on the selection of intensity measures( IM),both SDOF and MDOF elasticoplasticity structure models were built and 182 ground motions were selected from PEER strong earthquake database as input to compute the seismic response of structures,Moreover,the linear regression analysis of the 32 ground motion parameters and the structural response values after logarithm is carried out,and the efficiency,practicality and proficiency of IMs are discussed and evaluated to give the selection of IMs for different structure situations. The results show that,the selection of different ground motion intensity parameters should be based on the fundamental period of the structure in the structural nonlinear dynamic history analysis. When the period is less than 0. 6 s,acceleration parameters should be selected( such as PGA and EPA); When the period is between 0. 6 s and 3. 0 s,velocity parameters should be selected( such as PGV,EPV and HI); When the period is more than 3. 0 s,displacement parameters should be selected( such as PGD).
Performance Based Seismic Design( PBSD) is the trend of modern structure design,one important issue is how to determine the structural demand,espcialy nonlinear deformation. When performing nonlinear dynamic time history analysis,a lot of uncertainties are faced,among which the input of earthquake affects significantly. Focusing on the selection of intensity measures( IM),both SDOF and MDOF elasticoplasticity structure models were built and 182 ground motions were selected from PEER strong earthquake database as input to compute the seismic response of structures,Moreover,the linear regression analysis of the 32 ground motion parameters and the structural response values after logarithm is carried out,and the efficiency,practicality and proficiency of IMs are discussed and evaluated to give the selection of IMs for different structure situations. The results show that,the selection of different ground motion intensity parameters should be based on the fundamental period of the structure in the structural nonlinear dynamic history analysis. When the period is less than 0. 6 s,acceleration parameters should be selected( such as PGA and EPA); When the period is between 0. 6 s and 3. 0 s,velocity parameters should be selected( such as PGV,EPV and HI); When the period is more than 3. 0 s,displacement parameters should be selected( such as PGD).
引文
[1]翟长海,谢礼立.抗震结构最不利设计地震动研究[J].土木工程学报,2005,38(12):51-58.ZHAI Changhai,XIE Lili.The severest design ground motions for seismic design and analysis of structures[J].Journal of Civil Engineering,2005,38(12):51-58.(in Chinese)
[2]叶献国.地震强度指标定义的客观评价[J].合肥工业大学学报:自然科学版,1998,21(6):11-15.YE Xianguo.Objective evaluation of seismic intensity index[J].Journal of Hefei University of Technology.Natural Science Edition,1998,21(6):11-15.(in Chinese)
[3]叶列平,马千里,缪志伟.结构抗震分析用地震动强度指标的研究[J].地震工程与工程振动,2009,29(4):9-22.YE Lieping,MA Qianli,MIAO Zhiwei.Study on earthquake intensities for seimic analysis of structures[J].Earthquake Engineering and Engineering Dynamics,2009,29(4):9-22.(in Chinese)
[4]吕大刚,于晓辉,储雁涵.地震动强度参数选择的统计方法[C]//第22届全国结构工程会议.乌鲁木齐:2013:206-209.LV Dagang,YU Xiaohui,CHU Yanhan.Statistical method for selecting the parameters of ground motion intensity[C]//The Twenty-Second National Conference on Structural Engineering.Urumqi,2013:206-209.(in Chinese)
[5]何铭基.带转换高层框架结构基于变形和损伤的抗震性能评估方法研究[D].广州:华南理工大学,2013.HE Mingji.Methodology study on seismic performance assessment based on deformation and damage for frame structure with transfer story[D].Guangzhou:South China University of Technology,2013.(in Chinese)
[6]吕红山,赵凤新.适用于中国场地分类的地震动反应谱放大系数[J].地震学报,2007,29(1):67-76.LV Hongshan,ZHAO Fengxin.The amplification coefficient of ground motion response spectrum for chinese field classification[J].Seismological Journal,2007,29(1):67-76.(in Chinese)
[7]Song S.A new ground motion intensity measure,peak filtered acceleration(PFA),to estimate collapse a new ground motion intensity measure,peak filtered acceleration(PFA),to estimate collapse vulnerability of buildings in earthquakes[Z].California Institute of Technology.Civil Engineering,2014:Ph.D..
[8]Chang G A,Mander J B.Seismic energy based damage analysis of bridge columns-part I-evaluation of seismic capacity[R].Technical Report NCEER-94-0006(March 14,1994),1994.
[9]于晓辉.钢筋混凝土框架结构的概率地震易损性与风险分析[D].哈尔滨:哈尔滨工业大学,2012.YU Xiaohui.Probabilistic seimic fragility and risk analysis of reinforced concrete frame structures[D].Harbin:Harbin University of Technology,2012.(in Chinese)
[10]Luco N,Cornell C A.Structure-specific scalar intensity measures for near-source and ordinary earthquake ground motions[J].Earthquake Spectra.2007,23(2):357-392.
[11]Padgett J E,Nielson B G,Desroches R.Selection of optimal intensity measures in probabilistic seismic demand models of highway bridge portfolios[J].Earthquake Engineering&Structural Dynamics,2008,37(5):711-725.
[2]叶献国.地震强度指标定义的客观评价[J].合肥工业大学学报:自然科学版,1998,21(6):11-15.YE Xianguo.Objective evaluation of seismic intensity index[J].Journal of Hefei University of Technology.Natural Science Edition,1998,21(6):11-15.(in Chinese)
[3]叶列平,马千里,缪志伟.结构抗震分析用地震动强度指标的研究[J].地震工程与工程振动,2009,29(4):9-22.YE Lieping,MA Qianli,MIAO Zhiwei.Study on earthquake intensities for seimic analysis of structures[J].Earthquake Engineering and Engineering Dynamics,2009,29(4):9-22.(in Chinese)
[4]吕大刚,于晓辉,储雁涵.地震动强度参数选择的统计方法[C]//第22届全国结构工程会议.乌鲁木齐:2013:206-209.LV Dagang,YU Xiaohui,CHU Yanhan.Statistical method for selecting the parameters of ground motion intensity[C]//The Twenty-Second National Conference on Structural Engineering.Urumqi,2013:206-209.(in Chinese)
[5]何铭基.带转换高层框架结构基于变形和损伤的抗震性能评估方法研究[D].广州:华南理工大学,2013.HE Mingji.Methodology study on seismic performance assessment based on deformation and damage for frame structure with transfer story[D].Guangzhou:South China University of Technology,2013.(in Chinese)
[6]吕红山,赵凤新.适用于中国场地分类的地震动反应谱放大系数[J].地震学报,2007,29(1):67-76.LV Hongshan,ZHAO Fengxin.The amplification coefficient of ground motion response spectrum for chinese field classification[J].Seismological Journal,2007,29(1):67-76.(in Chinese)
[7]Song S.A new ground motion intensity measure,peak filtered acceleration(PFA),to estimate collapse a new ground motion intensity measure,peak filtered acceleration(PFA),to estimate collapse vulnerability of buildings in earthquakes[Z].California Institute of Technology.Civil Engineering,2014:Ph.D..
[8]Chang G A,Mander J B.Seismic energy based damage analysis of bridge columns-part I-evaluation of seismic capacity[R].Technical Report NCEER-94-0006(March 14,1994),1994.
[9]于晓辉.钢筋混凝土框架结构的概率地震易损性与风险分析[D].哈尔滨:哈尔滨工业大学,2012.YU Xiaohui.Probabilistic seimic fragility and risk analysis of reinforced concrete frame structures[D].Harbin:Harbin University of Technology,2012.(in Chinese)
[10]Luco N,Cornell C A.Structure-specific scalar intensity measures for near-source and ordinary earthquake ground motions[J].Earthquake Spectra.2007,23(2):357-392.
[11]Padgett J E,Nielson B G,Desroches R.Selection of optimal intensity measures in probabilistic seismic demand models of highway bridge portfolios[J].Earthquake Engineering&Structural Dynamics,2008,37(5):711-725.
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