装配式剪力墙浆锚连接的受力性能试验研究
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摘要
为研究装配式剪力墙竖向浆锚连接的钢筋锚固性能及结合面受剪性能,以插筋配筋率为参数进行了3组搭接试验和2组抗剪试验,确定了其竖向插筋的搭接长度,得到了抗剪试件结合面的承载力、破坏模式和荷载-滑移关系曲线。试验结果表明:选取的钢筋搭接长度能够满足承载力要求;同一试件中,结合面1(后浇混凝土与抗剪键相连的界面)先于结合面2(后浇混凝土与凹槽连接的界面)破坏;插筋配筋率对结合面开裂荷载影响较小,但对受剪承载力影响较大;抗剪试件破坏时凹槽附近易发生混凝土脱落,建议剪力墙受拉钢筋直径尽量大于8 mm。采用ABAQUS软件对抗剪试验进行了有限元模拟,并分析了后浇混凝土强度、后浇带宽度和凹槽长度等参数对结合面受剪承载力的影响。分析结果表明:提高后浇混凝土强度可使结合面受剪承载力提高;在满足锚固需求条件下,增加后浇带宽度可提高墙体的受剪承载力,减少凹槽长度对墙体受剪承载力影响较小。
To investigate the behavior of reinforced steel anchorage and shear of bonding interface of vertical anchorage connection of prefabricated shear wall, three groups of lap-joint tests and two groups of shear tests based on reinforcement ratio of rebar were conducted to determine the lap length of the vertical bar and to obtain the shear bearing capacity of bonding interface of specimens, the failure mode and the load-displacement curves. The test results show that the selected reinforcement lap length can meet the requirements of bearing capacity. For the same specimen, joint surface 1(interface between post-cast concrete and shear key) is destroyed before joint surface 2(interface between post-cast concrete and grooves). The reinforcement ratio has little influence on the cracking load at the joint surface, but it has a great influence on the shear bearing capacity. When the shear test specimen is damaged, the concrete near the groove is easy to fall off. It was recommended that the tensile reinforcement of shear wall should be made of steel with a diameter greater than 8 mm. The ABAQUS software was used to simulate the shear tests and analyzed the impact of the strength of the post-cast concrete, the width of the post-cast band, the length of the groove and other parameters on the shear capacity of the joint surface. The analysis results show that the shear capacity of joint surface can be improved by increasing the post-cast concrete strength. In the condition of satisfying anchorage requirements, increasing the width of the post-cast band can improve the shear capacity of the wall, while reducing the length of the groove has less influence on the shear capacity of the wall.
To investigate the behavior of reinforced steel anchorage and shear of bonding interface of vertical anchorage connection of prefabricated shear wall, three groups of lap-joint tests and two groups of shear tests based on reinforcement ratio of rebar were conducted to determine the lap length of the vertical bar and to obtain the shear bearing capacity of bonding interface of specimens, the failure mode and the load-displacement curves. The test results show that the selected reinforcement lap length can meet the requirements of bearing capacity. For the same specimen, joint surface 1(interface between post-cast concrete and shear key) is destroyed before joint surface 2(interface between post-cast concrete and grooves). The reinforcement ratio has little influence on the cracking load at the joint surface, but it has a great influence on the shear bearing capacity. When the shear test specimen is damaged, the concrete near the groove is easy to fall off. It was recommended that the tensile reinforcement of shear wall should be made of steel with a diameter greater than 8 mm. The ABAQUS software was used to simulate the shear tests and analyzed the impact of the strength of the post-cast concrete, the width of the post-cast band, the length of the groove and other parameters on the shear capacity of the joint surface. The analysis results show that the shear capacity of joint surface can be improved by increasing the post-cast concrete strength. In the condition of satisfying anchorage requirements, increasing the width of the post-cast band can improve the shear capacity of the wall, while reducing the length of the groove has less influence on the shear capacity of the wall.
引文
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[7] 张锡治,韩鹏,李义龙,等. 带现浇暗柱齿槽式预制钢筋混凝土剪力墙抗震性能试验[J].建筑结构学报,2014,35(8):88-94.(ZHANG Xizhi,HAN Peng,LI Yilong,et al. Seismic behavior of prefabricated alveolar type RC shear walls with cast-place embedded columns[J]. Journal of Building Structures,2014,35(8):88-94. (in Chinese))
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[9] 张劲, 王庆扬, 胡守营,等. ABAQUS混凝土损伤塑性模型参数验证[J]. 建筑结构, 2009, 39(8): 127-130. (ZHANG Jin, WANG Qingyang, HU Shouying, et al. Parameters verification of concrete damaged plastic model of ABAQUS[J]. Building Structure, 2009, 39(8): 127-130. (in Chinese))
[2] RAHMAN M A, SRITHARAN S. Seismic response of precast, posttensioned concrete jointed wall systems designed for low-to midrise buildings using the direct displacement-based approach[J]. PCI Journal, 2015, 60(2): 38-56.
[3] 钱稼茹,杨新科,秦珩,等.竖向钢筋采用不同连接方法的预制钢筋混凝土剪力墙抗震性能试验[J].建筑结构学报,2011,32(6) : 51-59. (QIAN Jiaru,YANG Xinke,QIN Heng,et al.Tests on seismic behavior of pre-cast shear walls with various methods of vertical reinforcement splicing[J].Journal of Building Structures,2011,32(6) : 51-59.(in Chinese))
[4] 周剑,赵作周,侯建群,等.预制混凝土空心模剪力墙上下层插筋连接抗震性能试验研究[J].建筑结构学报,2015, 36(6): 44-52. (ZHOU Jian, ZHAO Zuozhou, HOU Jianqun, et al. Experimental study on seismic behavior of splice rebar connection between upper and lower floors of shear walls with precast concrete hollow moulds[J]. Journal of Building Structures, 2015, 36(6): 44-52.(in Chinese))
[5] 赵作周,周剑,侯建群,等.上下层插筋连接预制混凝土空心模剪力墙有限元分析[J]. 工程力学,2017,34(1):117-129.(ZHAO Zuozhou,ZHOU Jian,HOU Jianqun,et al. Finite element analysis of shear walls with precast concrete hollow moulds and splice rebar connection between the upper and lower floors[J]. Engineering Mechanics, 2017,34(1):117-129.(in Chinese))
[6] 周剑,赵作周,侯建群,等.装配式混凝土剪力墙上下层钢筋间接搭接单向拉伸试验及有限元模拟[J].混凝土,2015(11):12-20.(ZHOU Jian,ZHAO Zuozhou,HOU Jianqun,et al. Uniaxial tension test and finite element simulation of indirect lap splice between the upper and lower floors of fabricated concrete shear walls[J]. Concrete, 2015(11): 12-20.(in Chinese))
[7] 张锡治,韩鹏,李义龙,等. 带现浇暗柱齿槽式预制钢筋混凝土剪力墙抗震性能试验[J].建筑结构学报,2014,35(8):88-94.(ZHANG Xizhi,HAN Peng,LI Yilong,et al. Seismic behavior of prefabricated alveolar type RC shear walls with cast-place embedded columns[J]. Journal of Building Structures,2014,35(8):88-94. (in Chinese))
[8] 混凝土结构设计规范: GB 50010—2010[S].北京: 中国建筑工业出版社, 2010. (Code for design of concrete structures: GB 50010—2010[S]. Beijing: China Architecture & Building Press,2010.(in Chinese))
[9] 张劲, 王庆扬, 胡守营,等. ABAQUS混凝土损伤塑性模型参数验证[J]. 建筑结构, 2009, 39(8): 127-130. (ZHANG Jin, WANG Qingyang, HU Shouying, et al. Parameters verification of concrete damaged plastic model of ABAQUS[J]. Building Structure, 2009, 39(8): 127-130. (in Chinese))