钢框架模型地震响应比较研究
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摘要
采用质点系模型,利用时程分析法,分别使用以加速度和速度峰值为标准化的地震波,对两种层间侧移刚度分布不同的钢框架模型做了详细深入的分析和对比。结果表明,以地震波速度峰值作为度量评价地震波强度的方法,比以地震波加速度峰值作为度量评价地震波强度的方法更具有说服力;各层损伤情况与层间刚度相对值有很大关系,即刚度均匀的结构损伤主要集中在下部,而刚度相对不均匀的结构损伤与此不同。通过分析验证了"输入能量只与结构总质量和第一周期有关"的秋山宏见解。
Two steel frames with different interlaminar stiffness are considered as the mass-system model.The peak value of the velocity and acceleration of the seismic wave are investigated separately.The time-history analysis is employed to calculate the seismic response of two models.Particular analysis are carried out by comparison.Results indicate that the evaluation method for the intensity of seismic waves by using the velocity peak value is more convincing than the acceleration peak value.And the damage extent of the floor will greatly connect with the relative interlaminar stiffness.For the structure with well-proportioned stiffness,the damage will mostly converge in the lower floor.For the structure with relative uneven stiffness,the outcome will be different.The Qiu Shanhong viewpoint of which the input energy depends only on the mass of the structure and the elementary cycle is verified.
Two steel frames with different interlaminar stiffness are considered as the mass-system model.The peak value of the velocity and acceleration of the seismic wave are investigated separately.The time-history analysis is employed to calculate the seismic response of two models.Particular analysis are carried out by comparison.Results indicate that the evaluation method for the intensity of seismic waves by using the velocity peak value is more convincing than the acceleration peak value.And the damage extent of the floor will greatly connect with the relative interlaminar stiffness.For the structure with well-proportioned stiffness,the damage will mostly converge in the lower floor.For the structure with relative uneven stiffness,the outcome will be different.The Qiu Shanhong viewpoint of which the input energy depends only on the mass of the structure and the elementary cycle is verified.
引文
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[10]裴星洙,廖红建,张立.基于性能设计的建筑振动解析[M].西安:西安交通大学出版社,2004.
[2]程绍革,王理,张允顺.弹塑性时程分析方法及其应用[J].建筑结构学报,2000,21(1):52-56.
[3]杨溥.基于位移的结构地震反应分析方法研究[D].重庆:重庆建筑大学,1999.
[4]王亚勇,刘小弟,程民宪.建筑结构时程分析法输入地震波的选择[J].建筑结构学报,1991,12(2):51-60.
[5]肖明葵,刘纲,白绍良.基于能量反应的地震动输入选择方法讨论[J].世界地震工程,2006,22(3):89-94.
[6]GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[7]HASAN R,XU L,GR IERSON D E.Push-over analysis for performance-based seism ic design[J].Computers and Struc-tures,2002,80(31):2483-2493.
[8]包世华.新编高层建筑结构[M].北京:中国水利水电出版社,2001.
[9]裴星洙,张立,任正权.高层建筑结构地震响应的时程分析法[M].北京:中国水利水电出版社,知识产权出版社,2006.
[10]裴星洙,廖红建,张立.基于性能设计的建筑振动解析[M].西安:西安交通大学出版社,2004.
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