鹿儿岛机场候机楼抗震补强——增设粘滞阻尼墙的结构三维弹塑性分析
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摘要
通过对日本鹿儿岛机场不规则平面的3层框架结构候机楼每一榀框架的静力弹塑性分析,建立起X,Y方向每榀框架的三折线型弹塑性层抗剪恢复力特性模型.每榀框架的三折线层刚度模型用楼盖相连,组成一个三维的弹塑性结构模型,根据每一榀框架刚度退化型三折线滞回特性模型来完成非线性时程地震反应分析.最后,决定在候机楼适当部位增设速度型粘滞阻尼墙,并进行完整的三维结构体系的非线性地震时程分析.速度型阻尼墙的使用减小了结构加速度谱值和位移谱值,增大了地震时结构的有效刚度,减小了有效周期及位移反应谱值(S_d=S_aT~2/4π~2),将结构的变形控制在弹性区域即屈服点之内,几乎所有的结构构件都保持弹性功能状态.
The story shear capacity of the Kagoshima Airport terminal building, a 3-story R. C. moment frame structure, is far less than the demand of the level II earthquake loading of current seismic code in Japan. A 3D inelastic structural model composed by connecting the trilinear stiffness stick model of each frame to the floor diaphragm is developed. The nonlinear time-history earthquake load analysis is then performed based on degrading trilinear hysteresis models of each frame stiffness. Finally, the velocity-dependent dampers are added to the building frame location and connected to the floor diaphragm for a complete 3D system nonlinear earthquake time-history analysis. Four earthquake time-history used in this study are developed for matching Japanese current code required base shear of level II earthquake capacity. In addition, the dampers increase the effective stiffness of the structure during seismic excitation and reduce the effective period and the spectral displacement(Sd = SaT2/4π2). The plastic deformations are then controlled within the yield point of the elasto-plastic range. Almost all of the existing structural elements remain in elastic capacity and minimal retrofit of existing frames or foundation work is required.
The story shear capacity of the Kagoshima Airport terminal building, a 3-story R. C. moment frame structure, is far less than the demand of the level II earthquake loading of current seismic code in Japan. A 3D inelastic structural model composed by connecting the trilinear stiffness stick model of each frame to the floor diaphragm is developed. The nonlinear time-history earthquake load analysis is then performed based on degrading trilinear hysteresis models of each frame stiffness. Finally, the velocity-dependent dampers are added to the building frame location and connected to the floor diaphragm for a complete 3D system nonlinear earthquake time-history analysis. Four earthquake time-history used in this study are developed for matching Japanese current code required base shear of level II earthquake capacity. In addition, the dampers increase the effective stiffness of the structure during seismic excitation and reduce the effective period and the spectral displacement(Sd = SaT2/4π2). The plastic deformations are then controlled within the yield point of the elasto-plastic range. Almost all of the existing structural elements remain in elastic capacity and minimal retrofit of existing frames or foundation work is required.
引文
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