框架非线性分析中梁柱刚度的取值探讨
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摘要
设计了分属于8度区(0.2g)和9度区(0.4g)的两榀典型框架结构。用拟三维非线性动力反应分析程序TS-EPA,对其三折线恢复力模型的第一、二刚度取值采用四种刚度取值方案进行了罕遇地震EI Centro波输入下的非线性动力反应分析。结果表明,建议第一刚度取用弹性刚度的0.9倍;当按Panagiotakos和Fardis根据1 136个试件回归出的屈服转角公式作为一、二刚度取值的基本依据时,第二刚度则按上述回归公式所给出的屈服转角的0.7倍和已知的屈服弯矩来确定。
Two plane frames in region of Intensity 8(0.2g) and 9(0.4g) respectively,are designed in this thesis.Based on the nonlinear dynamic response analysis quasi-tridimensional program TS-EPA,nonlinear dynamic response analyses of them under the rare motion input,EI Centro,are carried out according to four combinations of the values of the first and second stiffness in the adopted three line hysteresis model.From the analytic results in this thesis,it is suggested that the value of the first stiffness should be 0.9-time elastic stiffness,and the value of the second stiffness can be defined according to 0.7-time yield rotation and the yield moment.Here,the yield rotation is determined by the statistic formula,which were proposed by Panagiotakos and Fardis based on 1136 tests.
Two plane frames in region of Intensity 8(0.2g) and 9(0.4g) respectively,are designed in this thesis.Based on the nonlinear dynamic response analysis quasi-tridimensional program TS-EPA,nonlinear dynamic response analyses of them under the rare motion input,EI Centro,are carried out according to four combinations of the values of the first and second stiffness in the adopted three line hysteresis model.From the analytic results in this thesis,it is suggested that the value of the first stiffness should be 0.9-time elastic stiffness,and the value of the second stiffness can be defined according to 0.7-time yield rotation and the yield moment.Here,the yield rotation is determined by the statistic formula,which were proposed by Panagiotakos and Fardis based on 1136 tests.
引文
[1]韦锋.钢筋混凝土框架和框架—剪力墙结构非弹性地震反应性态的识别[D].重庆:重庆大学,2005.
[2]杨红.基于细化杆模型的钢筋混凝土抗震框架非线性动力反应规律研究[D].重庆:重庆大学,2000.
[3]Displacement-based Seismic Design of Reinforced Concrete Buildings[G].Stat-of-art Report Prepared by Task Group 7.2may 2003.
[4]陈小英.基于非线性动力分析的框—剪结构抗震规定的验证[D].重庆:重庆大学,2005.
[5]GB50010-2002.混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.
[2]杨红.基于细化杆模型的钢筋混凝土抗震框架非线性动力反应规律研究[D].重庆:重庆大学,2000.
[3]Displacement-based Seismic Design of Reinforced Concrete Buildings[G].Stat-of-art Report Prepared by Task Group 7.2may 2003.
[4]陈小英.基于非线性动力分析的框—剪结构抗震规定的验证[D].重庆:重庆大学,2005.
[5]GB50010-2002.混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.
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