阻尼比对延性需求谱的影响
|
摘要
阻尼比取值差异必然对结构响应计算结果产生影响。该文在PEER强震记录库中选择了434条水平向地震记录,并将其按我国现行抗震设计规范进行场地类别和设计地震分组的划分,对阻尼比为0.02、0.04、0.06、0.08、0.10的单自由度结构体系,进行弹塑性时程分析,得到了在不同阻尼比取值时,考虑不同场地类别和设计地震分组的阻尼比影响系数曲线。分析结果表明:阻尼比影响系数随结构屈服强度系数的变化不显著,屈服强度系数对阻尼比影响系数的影响可以忽略;阻尼比系数与结构的自振周期近似成直线关系,取值基本在0.75―1.25之间变化;阻尼比影响系数存在不敏感区,不敏感区的自振周期的分布范围受场地类别和设计地震分组的影响。最后,通过非线性回归分析,提出了在不同场地类别和地震动特征周期下的阻尼比影响系数取值的函数表达式。
Different damping ratio values must induce different outcomes of structural responses.In this paper,434 horizontal seismic records are selected from PEER strong ground motion record database,and are divided according to the soil conditions(SC) and the design characteristic periods(DCP) in the Chinese current seismic design code.The elastic-plastic time-history analysis is carried out for a single degree-freedom structural system when the damping ratio values are 0.02,0.04,0.06,0.08,0.10 respectively.The damping ratio influence factor curves are obtained under different damping ratios,different SC and different DCP.The results show that the change of damping ratio influence factors is not remarkable along with the change of yield strength coefficient,it could be ignored in design;an approximate linear relationship is showed between the damping ratio influence factor and natural periods of the structure,damping ratio influence factor values changes between 0.75―1.30;the insensitive regions of damping ratio influence factor are existence,and its distribution is influenced by the SC and DCP.Finally,by a non-linear regression analysis,the expressions of the damping ratio influence factors are presented under different SC and DCP.
Different damping ratio values must induce different outcomes of structural responses.In this paper,434 horizontal seismic records are selected from PEER strong ground motion record database,and are divided according to the soil conditions(SC) and the design characteristic periods(DCP) in the Chinese current seismic design code.The elastic-plastic time-history analysis is carried out for a single degree-freedom structural system when the damping ratio values are 0.02,0.04,0.06,0.08,0.10 respectively.The damping ratio influence factor curves are obtained under different damping ratios,different SC and different DCP.The results show that the change of damping ratio influence factors is not remarkable along with the change of yield strength coefficient,it could be ignored in design;an approximate linear relationship is showed between the damping ratio influence factor and natural periods of the structure,damping ratio influence factor values changes between 0.75―1.30;the insensitive regions of damping ratio influence factor are existence,and its distribution is influenced by the SC and DCP.Finally,by a non-linear regression analysis,the expressions of the damping ratio influence factors are presented under different SC and DCP.
引文
[1]刘艳辉.基于性能抗震设计理论的城市高架桥抗震性能研究[D].成都:西南交通大学土木学院,2008.Liu Yanhui.Research on city viaduct seismic performance in performance-based seismic design theory[D].Chengdu:Southwest Jiaotong University,2008.(in Chinese)
[2]Peter Fajfar.Capacity spectrum method based on inelastic demand spectra[J].Earthquake Engineering and Structural Dynamics,1999,28(9):979―993.
[3]Fajfar P.A nonlinear analysis method for performance-based seismic design[J].Earthquake Spectra,2000,16(3):573―592.
[4]翟长海,公茂盛.工程结构等延性地震抗力谱研究[J].地震工程与工程振动,2004,24(1):22―29.Zhai Changhai,Gong Maosheng.On seismic resistance spectra of constant ductility of structures[J].Earthquake Engineering and Vibration,2004,24(1):22―29.(in Chinese)
[5]吕西林,周定松.考虑场地类别与设计分组的延性需求谱和弹塑性位移反应谱[J].地震工程与工程振动,2004,24(1):39―48.Lu Xilin,Zhou Dingsong.Ductility demand spectra and inelastic displacement spectra considering soil conditions and design characteristic periods[J].Earthquake Engineering and Vibration,2004,24(1):39―48.(in Chinese)
[6]柳春光,包峰.基于公路工程规范地震需求谱研究[J].世界地震工程,2006,22(3):21―26.Liu Chunguang,Bao Feng.Studies on seismic demand spectra based road engineering design code[J].World Earthquake Engineering,2006,22(3):21―26.(in Chinese)
[7]樊海涛,何益斌,肖宏彬.钢筋混凝土建筑非线性阻尼性能及阻尼比表达式研究[J].地震工程与工程振动,2005,25(5):85―90.Fan Haitao,He Yibin,Xiao Hongbin.Study on nonlinear damping performance and damping ratio formula of reinforced concrete buildings[J].Earthquake Engineering and Vibration,2005,25(5):85―90.(in Chinese)
[8]冷巧娟,何益斌,钱江.钢筋混凝土构件阻尼特性[J].湖南大学学报(自然科学版),2009,36(3):6―10.Leng Qiaojuan,He Yibin,Qian Jiang.The damping of reinforced concrete materials and members[J].Journal of Hunan University(Natural Sciences),2009,36(3):6―10.(in Chinese)
[9]GB50011-2001,建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.GB50011-2001,Buildings seismic design code[S].Beijing:China Planning Press,2001.(in Chinese)
[10]杨志勇,李桂青,瞿伟廉.结构阻尼的发展及其研究近况[J].武汉工业大学学报,2000,22(3):38―41.Yang Zhiyong,Li Guiqing,Qu Weilian.The research history and recent development of structural damping[J].Journal of Wuhan University of Technology,2000,22(3):38―41.(in Chinese)
[11]Sivaselvan Mettupalayam V,Reinborn Andrei M.Hysteretic models for deteriorating inelastic[J].Journal of Engineering Mecanics,ASCE,2000,126(6):633―640.
[2]Peter Fajfar.Capacity spectrum method based on inelastic demand spectra[J].Earthquake Engineering and Structural Dynamics,1999,28(9):979―993.
[3]Fajfar P.A nonlinear analysis method for performance-based seismic design[J].Earthquake Spectra,2000,16(3):573―592.
[4]翟长海,公茂盛.工程结构等延性地震抗力谱研究[J].地震工程与工程振动,2004,24(1):22―29.Zhai Changhai,Gong Maosheng.On seismic resistance spectra of constant ductility of structures[J].Earthquake Engineering and Vibration,2004,24(1):22―29.(in Chinese)
[5]吕西林,周定松.考虑场地类别与设计分组的延性需求谱和弹塑性位移反应谱[J].地震工程与工程振动,2004,24(1):39―48.Lu Xilin,Zhou Dingsong.Ductility demand spectra and inelastic displacement spectra considering soil conditions and design characteristic periods[J].Earthquake Engineering and Vibration,2004,24(1):39―48.(in Chinese)
[6]柳春光,包峰.基于公路工程规范地震需求谱研究[J].世界地震工程,2006,22(3):21―26.Liu Chunguang,Bao Feng.Studies on seismic demand spectra based road engineering design code[J].World Earthquake Engineering,2006,22(3):21―26.(in Chinese)
[7]樊海涛,何益斌,肖宏彬.钢筋混凝土建筑非线性阻尼性能及阻尼比表达式研究[J].地震工程与工程振动,2005,25(5):85―90.Fan Haitao,He Yibin,Xiao Hongbin.Study on nonlinear damping performance and damping ratio formula of reinforced concrete buildings[J].Earthquake Engineering and Vibration,2005,25(5):85―90.(in Chinese)
[8]冷巧娟,何益斌,钱江.钢筋混凝土构件阻尼特性[J].湖南大学学报(自然科学版),2009,36(3):6―10.Leng Qiaojuan,He Yibin,Qian Jiang.The damping of reinforced concrete materials and members[J].Journal of Hunan University(Natural Sciences),2009,36(3):6―10.(in Chinese)
[9]GB50011-2001,建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.GB50011-2001,Buildings seismic design code[S].Beijing:China Planning Press,2001.(in Chinese)
[10]杨志勇,李桂青,瞿伟廉.结构阻尼的发展及其研究近况[J].武汉工业大学学报,2000,22(3):38―41.Yang Zhiyong,Li Guiqing,Qu Weilian.The research history and recent development of structural damping[J].Journal of Wuhan University of Technology,2000,22(3):38―41.(in Chinese)
[11]Sivaselvan Mettupalayam V,Reinborn Andrei M.Hysteretic models for deteriorating inelastic[J].Journal of Engineering Mecanics,ASCE,2000,126(6):633―640.
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