两侧部分连接高强混凝土钢板组合剪力墙抗震性能研究

发布时间：2018-07-27 17:22

【摘要】：随着社会经济的不断发展,高层、超高层建筑不断涌现。近年来钢-混凝土组合结构正逐步取代钢筋混凝土结构成为高层、超高层结构的主要形式。同时伴随着建筑高度的攀升,结构的竖向荷载越来越大,底部构件的尺寸也越来越大。对试件强度和刚度要求的进一步提高使得高强混凝土组合剪力墙的研究应用成为了关注的焦点。混凝土钢板组合剪力墙在工程应用中,型钢边缘构件的封闭箍筋施工和钢板长焊缝施工复杂费时,质量不易保证。基于这一问题,本文提出一种钢板与边缘构件型钢开孔分段焊接的部分连接高强混凝土钢板组合剪力墙。完成了6片剪跨比1.0,试验轴压比(包含型钢和钢板贡献项)0.25和0.3的高强混凝土组合剪力墙抗震性能试验,其中2片为型钢组合试件,4片为连接系数0.3和0.6的部分连接钢板组合试件。通过试验研究了不同轴压比、不同连接系数下剪力墙的破坏形态、极限承载力、抗侧刚度、变形及延性性能、滞回耗能等抗震性能。试验结果表明,与型钢组合试件相比,部分连接钢板组合试件的抗侧刚度、极限承载力和滞回耗能性能明显提高；试件变形能力也有所提高,轴压比较大时尤为显著。低矮剪力墙试件在加载中均以斜裂缝发展为主,其中型钢组合试件最终发生剪切破坏,具有一定的脆性特征；部分连接钢板组合试件最终发生弯曲屈服后的剪压破坏,试件部分连接区没有形成破坏薄弱区,极限位移角基本大于1/100。在试验参数范围内,轴压比和连接系数对试件破坏形态、承载力及变形性能影响不明显。但部分连接开孔对墙体内部受力状态有一定影响,连接系数越小,部分连接段钢板剪应力越大,部分连接区域混凝土受力越复杂,且加载后期钢板与混凝土之间的滑移越明显。采用有限元软件Abaqus对部分连接钢板组合试件进行建模分析,与试验结果对比吻合较好；有限元分析结果表明,连接系数越小,试件对型钢、钢板和钢筋混凝土的共同工作性能要求越高。综合分析说明在连接系数不小于0.3时,通过有效的布置栓钉和拉筋可以保证钢板和钢筋混凝土的共同工作性能,部分连接开孔对墙体轴压性能、抗弯承载力等影响不明显,且可以有效实现低矮剪力墙的强剪弱弯设计。根据试验及分析结果,给出了部分连接钢板组合剪力墙的承载力及设计构造措施建议。
[Abstract]:With the development of social economy, high-rise buildings and super-high-rise buildings are constantly emerging. In recent years, steel-concrete composite structures are gradually replacing reinforced concrete structures as the main form of high-rise and super-high-rise structures. At the same time, with the rise of building height, the vertical load of the structure is increasing, and the size of the bottom member is becoming larger and larger. The research and application of high strength concrete composite shear wall become the focus of attention due to the further improvement of the strength and stiffness of the specimen. In the engineering application of concrete steel plate composite shear wall, the construction of closed stirrups and long weld of steel plate is complicated and time-consuming, and the quality is not easy to guarantee. Based on this problem, a partially connected high strength concrete steel plate composite shear wall is proposed in this paper. The seismic behavior tests of six shear walls with shear span ratio 1.0, axial compression ratio (including steel section and steel plate contribution) 0.25 and 0.3 are completed. Two of them are composite steel plate specimens with a connection coefficient of 0.3 and 0.6. The failure mode, ultimate bearing capacity, lateral stiffness, deformation and ductility, hysteretic energy dissipation of shear wall under different axial compression ratio and different connection coefficient were studied. The experimental results show that the lateral stiffness, ultimate bearing capacity and hysteretic energy dissipation performance of the partially connected steel plate composite specimens are obviously improved compared with the section steel composite specimens, and the deformation capacity of the specimens is also improved, especially when the axial compression ratio is large. In the loading of low-rise shear wall specimens, the development of oblique cracks is the main factor, in which the shear failure of the steel composite specimens is finally occurred, which has a certain brittleness, and the shear compression failure after bending and yielding occurs in some steel plate composite specimens. There is no weak zone in the connection area of the specimen, and the limit displacement angle is more than 1 / 100. In the range of test parameters, the influence of axial compression ratio and connection coefficient on the failure mode, bearing capacity and deformation performance of the specimen is not obvious. The smaller the connection coefficient, the greater the shear stress of steel plate, and the more complex the concrete force is in part connection area, and the more obvious the slip between steel plate and concrete is in the later stage of loading. The finite element software Abaqus is used to model and analyze the composite specimens of partially connected steel plates, which is in good agreement with the test results, and the finite element analysis results show that the smaller the connecting coefficient, the better the specimen pair of sections. The higher the joint performance of steel plate and reinforced concrete is. The comprehensive analysis shows that when the connection coefficient is not less than 0.3, the joint performance of steel plate and reinforced concrete can be guaranteed by the effective arrangement of bolt and tension bar, and the influence of partial connection opening on the axial compression performance and flexural bearing capacity of the wall is not obvious. And the design of strong shear and weak bending of low shear wall can be realized effectively. According to the test and analysis results, the bearing capacity and design and construction measures of partially connected steel plate composite shear wall are given.
【学位授予单位】：中国建筑科学研究院
【学位级别】：硕士
【学位授予年份】：2013
【分类号】：TU973.31

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