摘要
针对某98.93 m高层结构自身特点设计了三种减振控制方案,即方案一将阻尼器布置在结构顶部的21层～26层;方案二将阻尼器布置在结构中部12层～14层;方案三将阻尼器布置在结构下部3层～4层,并以所模拟的脉动风荷载时程及所选地震波作为动力荷载输入,对结构进行各方案下的风振和地震反应控制对比分析。结果表明,各方案下风振与地震输入能量可得到不同程度的耗散而衰减结构的风振与地震反应。在结构的风振控制方面,方案二对结构顶层加速度和侧移的最大控制效果分别达43%和44%,其总体控制效果稍优于方案一,显著优于方案三;在结构的地震控制方面,方案一与方案二对结构顶层侧移的控制效果相当,均在10%左右,方案三控制效果最小。对同时考虑风振与地震反应的高层结构控制设计,建议尽量将减振装置设置在结构的中上部楼层,以最小的投入达到最大的控制效果。
Vibration control of a 98.93m high-rise building under wind and earthquake was studied here.Three vibration control schemes with nonlinear viscous dampers were proposed to control its structural dynamic responses under wind and earthquake excitations according to natural characteristics of the building.Dampers were installed in stories from 21st to 26th in scheme 1,from 12th to 14th in scheme 2 and from 3rd to 4th in scheme 3.The dynamic responses of the structure with the proposed control schemes under wind and earthquake excitations were investigated and their vibration control effects were analyzed comparatively.The study results showed that dynamic responses induced by wind and earthquake excitations can be controlled effectively with the proposed schemes;control effect of scheme 2 is superior to both scheme 1 and scheme 3 and scheme 3 is the worst under wind and earthquake;the top story acceleration and displacement can be reduced by 43% and 44%,respectively,with scheme 2 for wind-induced vibration;the top story displacement can be reduced by almost 10% with scheme 1 or scheme 2 for earthquake control;dampers are suggested to be installed in middle and upper stories so as to achieve maximum control effect for cases of controlling structural responses under both wind and earthquake excitations.
出处
《振动与冲击》
EI
CSCD
北大核心
2011年第4期223-229,共7页
Journal of Vibration and Shock
基金
广东省自然科学基金研究团队项目(8351009101000001)
高等学校博士学科点专项科研基金(200810780001)
关键词
高层结构
粘滞阻尼器
振动控制
风振反应
地震反应
high-rise structure
viscous damper
vibration control
wind-induced vibration response
seismic response
