基于构件变形的全框支剪力墙结构抗震性能分析  

Analysis on seismic performance of fully frame-supported shear wall structure based on component deformation

作　　者：季静[1,2] 付豪 韩小雷[1,2] 李标 吴梓楠 JI Jing;FU Hao;HAN Xiaolei;LI Biao;WU Zinan(State Key Laboratory of Subtropical Building Science,South China University of Technology,Guangzhou 510640,China;School of Civil Engineering and Transportation,South China University of Technology,Guangzhou 510641,China)

机构地区：[1]华南理工大学亚热带建筑科学国家重点实验室,广州510640 [2]华南理工大学土木与交通学院,广州510641

出　　处：《建筑结构》2023年第6期76-82,共7页Building Structure

基　　金：广东省自然科学基金项目(2020A1515010739);广州市科技计划(201904010221)。

摘　　要：以广州某典型地铁上盖全框支转换项目为基础,参考现行规范中对部分框支剪力墙结构的抗震等级和轴压比限值的要求,设计9个全框支剪力墙结构。通过基于构件变形的抗震性能评估方法,研究该结构体系在大震作用下的性能,并给出全框支剪力墙结构的抗震设计的合理化建议。结果表明:9个全框支剪力墙结构均能满足“小震不坏,大震不倒”的抗震设防要求以及“强转换弱上部”的抗震设计思想;在强震作用下,当转换层上部剪力墙屈服时,转换层及转换层以下部分不屈服,则全框支剪力墙结构的安全性与纯剪力墙结构一样。Based on the conversion project of fully frame-supported upper cover of a typical subway in Guangzhou,9 fully frame-supported shear wall structures were designed by referring to the requirements of seismic grade and axial compression ratio limit of partial frame-supported shear wall structures in current codes.Through the seismic performance evaluation method based on component deformation,the performance of the structural system under the action of large earthquakes was studied,and the reasonable suggestions for seismic design of fully frame-supported shear wall structures were given.The result shows that the 9 fully frame-supported shear wall structures can meet the seismic fortification requirements of“no damege under minor earthquake,no collapse under large earthquake”and the seismic design concept of“strong transfer and weak upper structure”.Under the action of strong earthquake,when the upper shear wall of the transfer layer yields,the transfer layer and the part below the transfer layer will not yield,then the safety of fully frame-supported shear wall structure is the same as that of pure shear wall structure.

关 键 词：全框支剪力墙结构 弹塑性分析 构件变形 性能状态 抗震性能 

分 类 号：TU375[建筑科学—结构工程] TU352.11