摘要
摇摆墙体与主体框架之间存在较大的竖向变形,可于此变形集中部位增设耗能构件,实现保护主体结构的基本损伤机制。提出附加阻尼的框架-摇摆墙结构,并基于等效线性化理论初步计算结构仅附加单一类型阻尼器的阻尼置放量,而后通过定义目标函数,确定可使目标函数最小的同时附加粘滞阻尼与金属阻尼的阻尼器布置方式,得到结论如下:1于弯剪型结构,当仅考虑结构加速度控制时,可沿结构总高布置粘滞阻尼器,而需综合考虑结构楼层位移、加速度时及层间位移角时,可于结构2/3处下部安装金属阻尼器,与其上部1/3处安装粘滞阻尼器;2于剪切型结构,当仅考虑结构层间位移角时,可于结构楼层1/2处下部安装金属阻尼器,与其上部1/2处安装粘滞阻尼器,而需综合考虑结构楼层位移、加速度及层间位移角时,则可于结构1/3处下部安装金属阻尼器,与其上部2/3处安装粘滞阻尼器。
For a large vertical displacement between a frame and a rocking wall,energy consumption components should be added to protect the main structure.Based on this,a frame-rocking wall structure with additional damping was proposed and single type of damper amount also could be calculated with the equivalent linearization theory,by defining the objective function,the best dampers layout of structure with viscous dampers and metal damper making the minimum value of the objective function could be determined.The conclusions were as follows：（1 ）for a shear-bending structure, the viscous dampers can be arranged along the total height of the structure when only acceleration is considered;the metal dampers can be arranged at the lower 1 /3 part of the structure while the viscous dampers can be arranged at the upper 1 /3 part of the structure when displacement,acceleration and storey drift are considered;（2）for a shear structure,the metal dampers can be arranged at the lower half part while the viscous damper can be arranged at the upper half part when only storey drift is considered;in addition,the metal dampers can be arranged at the lower 2/3 part while the viscous dampers can be arranged at the upper 1 /3 part when displacement,acceleration and storey drift are all considered.
出处
《振动与冲击》
EI
CSCD
北大核心
2014年第24期112-122,共11页
Journal of Vibration and Shock
