装配整体式双钢板组合剪力墙抗震性能试验研究  

Experimental study on seismic behavior of monolithic precast double-skin composite shear wall

作　　者：朱峰岐 郁银泉 王喆 施刚[2] 刘焕芹 ZHU Fengqi;YU Yinquan;WANG Zhe;SHI Gang;LIU Huanqin(China Institute of Building Standard Design&Research Co.,Ltd.,Beijing 100048,China;Department of Civil Engineering,Tsinghua University,Beijing 100084,China;Department of Civil Engineering,North China Institute of Aerospace Engineering,Langfang 065000,China)

机构地区：[1]中国建筑标准设计研究院有限公司,北京100048 [2]清华大学土木工程系,北京100084 [3]北华航天工业学院土木工程系,河北廊坊065000

出　　处：《建筑结构学报》2023年第5期146-156,共11页Journal of Building Structures

基　　金：国家重点研发计划项目(2017YFC0703805,2018YFC0705501)。

摘　　要：双钢板组合(DSC)剪力墙应用于装配式钢结构建筑时,需要在施工现场浇筑混凝土,施工效率低,施工工艺复杂,湿作业量大,人工成本高,不满足建筑工业化的要求。为此,研发了装配整体式钢板组合(MPDSC)剪力墙,即在工厂预制标准化剪力墙构件,在施工现场采用少量焊接和后灌浆工艺直接装配,有效提高了施工效率。为研究MPDSC剪力墙的抗震性能,以水平接缝端柱连接方式、轴压比为主要参数,设计了1个DSC剪力墙对比试件和4个MPDSC剪力墙试件,对其进行拟静力试验。结果表明:MPDSC剪力墙破坏模式为典型压弯破坏,端柱、墙体底部钢板屈曲,屈曲波分布在基础梁上部加劲板顶端至距其100~200 mm高度范围内,内填混凝土压溃;MPDSC剪力墙滞回曲线呈梭形,峰值荷载较DSC剪力墙的约提高5%,位移延性系数大于3,当轴压比为0.2和0.4时,平均屈服位移角分别为1/186、1/157,平均破坏位移角分别为1/53、1/35,满足JGJ/T 380—2015《钢板剪力墙技术规程》中弹性及弹塑性移角限值要求;水平接缝位于剪力墙中部时,端柱连接方式对MPDSC剪力墙的整体抗震性能指标影响较小,因此,可以采用施工方法更为简便的端柱三边连接方式进行现场装配。When double-skin composite(DSC)shear wall is applied to prefabricated steel structure buildings,concrete needs to be cast on the construction site.The onsite casting of concrete suffers from many deficiencies including low construction efficiency,complex construction process,a large amount of wet work and high labor cost,and thus does not meet the requirements of building industrialization.Therefore,the monolithic precast double-skin composite(MPDSC)shear wall is developed,that is,the standardized shear wall components are prefabricated in the factory while only a small amount of welding and post grouting technology are used for direct assembly on site so that the construction efficiency is effectively improved.In order to study the seismic performance of MPDSC shear wall,taking the connection mode of horizontal joint boundary elements and axial compression ratio as the main parameters,one traditional DSC shear wall and four MPDSC shear wall specimens were designed,and their quasi-static tests were carried out.The test results indicate that the failure mode of the MPDSC shear wall is typical compression bending failure:the boundary elements and the steel plate at the bottom of the wall buckle,the bending wave is distributed from the top of the stiffened plate on the upper part of the foundation beam to the height of 100-200 mm away from it,and the filled concrete is crushed.The hysteretic loop of the MPDSC shear wall is shuttle shaped,the peak load is about 5%higher than that of the DSC shear wall,the ductility coefficient is more than 3,and when the axial compression ratio is 0.2 and 0.4,the average yield displacement angles are 1/186 and 1/157 respectively,and the average failure displacement angles are 1/53 and 1/35 respectively,which meet the limit value of elastic and elastic-plastic displacement angle in JGJ/T 380—2015‘Technical specification for steel plate shear walls'.The connection mode of horizontal joint boundary element has little effect on the seismic performance of the MPDSC shear wall,when the

关 键 词：装配式钢结构 装配整体式 双钢板组合剪力墙 后灌浆 拟静力试验 抗震性能 

分 类 号：TU398.2[建筑科学—结构工程] TU317.1