装配式环筋扣合锚接剪力墙平面外抗折试验研究
发布时间：2018-08-26 08:08
【摘要】：对3个环筋扣合剪力墙试件及3个现浇剪力墙试件进行了平面外抗折试验,对比了二者的试验过程及现象,考察了其极限荷载,分析了其荷载-位移关系及应变-位移关系。试验结果表明:二者的破坏模式均为受弯破坏,但破坏位置不同,现浇试件的破坏位置在试件底部,环筋扣合试件的破坏位置在试件中部;环筋扣合试件内部钢筋均能够较好地传递应力,相同荷载下,环筋扣合试件顶部位移低于现浇试件;环筋扣合试件的极限承载力远大于现浇试件,表明环筋扣合试件剪力墙底部具备较高的面外抗弯承载能力,该连接形式的面外抗折能力是可靠的。
[Abstract]:In this paper, the out-of-plane flexural tests are carried out on three specimens of buckled shear wall with ring reinforcement and three specimens of cast-in-situ shear wall. The experimental process and phenomena are compared, the ultimate loads are investigated, and the load-displacement and strain-displacement relationships are analyzed. The results show that the failure modes of both are flexural failure, but the failure position is different. The failure position of cast-in-place specimen is at the bottom of the specimen, and the failure position of the ring-stiffened specimen is in the middle of the specimen. Under the same load, the displacement of the top of the ring reinforcement buckle specimen is lower than that of the cast-in-place specimen, and the ultimate bearing capacity of the ring reinforcement buckling specimen is much larger than that of the cast-in-place specimen. The results show that the bottom of the shear wall has a higher load capacity of out-of-plane bending, and the out-of-plane flexural capacity of the connection is reliable.
【作者单位】： 中国建筑第七工程局有限公司;哈尔滨工业大学土木工程学院;
【基金】：“绿色建筑及建筑工业化”国家重点研发计划(2016YFC0701705)
【分类号】：TU398.2
，
本文编号：2204252
[Abstract]:In this paper, the out-of-plane flexural tests are carried out on three specimens of buckled shear wall with ring reinforcement and three specimens of cast-in-situ shear wall. The experimental process and phenomena are compared, the ultimate loads are investigated, and the load-displacement and strain-displacement relationships are analyzed. The results show that the failure modes of both are flexural failure, but the failure position is different. The failure position of cast-in-place specimen is at the bottom of the specimen, and the failure position of the ring-stiffened specimen is in the middle of the specimen. Under the same load, the displacement of the top of the ring reinforcement buckle specimen is lower than that of the cast-in-place specimen, and the ultimate bearing capacity of the ring reinforcement buckling specimen is much larger than that of the cast-in-place specimen. The results show that the bottom of the shear wall has a higher load capacity of out-of-plane bending, and the out-of-plane flexural capacity of the connection is reliable.
【作者单位】： 中国建筑第七工程局有限公司;哈尔滨工业大学土木工程学院;
【基金】：“绿色建筑及建筑工业化”国家重点研发计划(2016YFC0701705)
【分类号】：TU398.2
，
本文编号：2204252
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