【摘要】：對(duì)3個(gè)環(huán)筋扣合剪力墻試件及3個(gè)現(xiàn)澆剪力墻試件進(jìn)行了平面外抗折試驗(yàn),對(duì)比了二者的試驗(yàn)過(guò)程及現(xiàn)象,考察了其極限荷載,分析了其荷載-位移關(guān)系及應(yīng)變-位移關(guān)系。試驗(yàn)結(jié)果表明:二者的破壞模式均為受彎破壞,但破壞位置不同,現(xiàn)澆試件的破壞位置在試件底部,環(huán)筋扣合試件的破壞位置在試件中部;環(huán)筋扣合試件內(nèi)部鋼筋均能夠較好地傳遞應(yīng)力,相同荷載下,環(huán)筋扣合試件頂部位移低于現(xiàn)澆試件;環(huán)筋扣合試件的極限承載力遠(yuǎn)大于現(xiàn)澆試件,表明環(huán)筋扣合試件剪力墻底部具備較高的面外抗彎承載能力,該連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.
【作者單位】： 中國(guó)建筑第七工程局有限公司;哈爾濱工業(yè)大學(xué)土木工程學(xué)院;
【基金】：“綠色建筑及建筑工業(yè)化”國(guó)家重點(diǎn)研發(fā)計(jì)劃(2016YFC0701705)
【分類號(hào)】：TU398.2
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本文編號(hào)：2204252