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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。
The three out of plane buckling shear wall specimens and three cast-in-situ shear wall specimens were subjected to out-of-plane bending test. The experimental process and the phenomena of the two specimens were compared. The ultimate load was investigated. Displacement and strain - displacement relationship. The results show that both of the failure modes are subject to bending failure, but the damage locations are different. The failure location of the cast-in-place test specimen is at the bottom of the test specimen and the destruction location of the test specimen is in the middle of the test specimen. Under the same load, the displacement of the top of the ring-stiffened buckling specimen is lower than that of the cast-in-situ specimen; the ultimate bearing capacity of the ring-stiffened buckling specimen is much larger than that of the cast-in-place specimen, indicating that the ring The bottom of the shear wall of the tendon buckling test piece has a high flexural carrying capacity in the out-of-plane. The out-of-plane bending resistance of the connecting form is reliable.