摘要
为研究多高层带屈曲约束支撑的胶合木框架‒正交胶合木(CLT)核心筒结构的抗震性能,对5层带钢‒木屈曲约束支撑的胶合木框架‒CLT核心筒结构1∶2缩尺模型进行振动台试验和有限元分析。试验采用单向地震加载,得到7度多遇至9度罕遇各地震烈度下模型的加速度响应、位移响应、层间位移角、屈曲约束支撑工作情况等数据。结果表明,试验模型的破坏主要集中在CLT核心筒,屈曲约束支撑有部分自攻螺钉拔出,但整体保持完好,胶合木框架无明显破坏;模型耗能能力较好,阻尼比最高可达12.5%;模型各层加速度放大系数为1.0~5.0,底层加速度放大系数明显高于其他层;在9度罕遇地震作用下模型层间位移角未超过规范要求,未发生结构整体倒塌现象;有限元整体分析结果与振动台试验结果较吻合。
In order to study the seismic performance of the multi-story glulam frame-CLT core tube structure with buckling-restrained brace,a 1∶2 scaled model of a 5-story glulam frame-CLT core tube structure with steel-wood buckling-restrained braces was designed and manufactured,then a shaking table test study and finite element analysis simulation were carried out.In the test,the unidirectional seismic action was used to observe the damage of the structure under the earthquake intensity ranging from 7 degree frequently to 9 degree rarely,and the acceleration response,displacement response,inter-story drift angle,working performance of buckling-restrained braces were obtained at each seismic intensity.The results show that the damage of the model is mainly concentrated in the CLT core,some self-tapping screws are pulled out in the buckling-restrained brace,and there is no obvious damage to the glulam frame.The model exhibites good energy dissipation capacity and the damping ratio rises to 12.5%.The acceleration amplification factor of each story is between 1.0 and 5.0,and the acceleration amplification factor of the first story of the model is notably higher than that of other stories.The maximum inter-story displacement angle of the model does not exceed the specification requirements under the 9 degrees rarely,and the overall collapse does not occur.The overall finite element analysis results are in better agreement with the shaking table test results.
作者
罗烈
张景翔
宋晓滨
陈雨
LUO Lie;ZHANG Jingxiang;SONG Xiaobin;CHEN Yu(College of Civil Engineering,Tongji University,Shanghai 200092,China)
出处
《同济大学学报(自然科学版)》
北大核心
2025年第9期1328-1342,1414,共16页
Journal of Tongji University:Natural Science
基金
国家自然科学基金(52178243)。
