含型钢边缘构件高层混合连肢墙结构的抗震性能及设计方法研究

发布时间：2018-11-19 13:12

【摘要】：混合连肢墙结构是采用钢连梁代替混凝土连梁的一种新型结构体系，，它结合了钢梁塑性变形能力强、混凝土剪力墙抗侧刚度大的优点，相比于传统的钢筋混凝土连肢墙具有更优良的耗能能力，更加适用于高抗震设防烈度地区，美国已制定相关规范并应用于实际工程。但国内对这种体系的研究目前尚停留在节点承载力及破坏形式的研究方面，针对混合连肢墙体系在地震作用下的整体性能研究资料很少。本课题组采用在剪力墙边缘设置型钢暗柱的方法将钢连梁与剪力墙连接，在上述研究基础上提出了含型钢边缘构件混合连肢墙体系的概念，通过试验和理论两方面研究该新型体系在循环荷载作用下的破坏机理，提出抗震设计对策和方法。已有研究表明，耦连比是反映连肢剪力墙整体工作性能的一个重要参数，为研究耦连比对含型钢边缘构件混合连肢墙结构滞回性能的影响，进行了两个耦连比分别为30%和45%的5层含型钢边缘构件混合连肢墙结构1/3缩尺模型拟静力试验。基于试验结果，从结构的承载能力、刚度退化、位移延性、耗能能力及破坏模式等方面评价了结构抗震性能。研究表明：该结构体系通过钢连梁的剪切变形和墙肢底部的塑性铰变形来耗散能量，能够明显改善钢筋混凝土双肢剪力墙的抗震性能。耦连比为30%时，墙肢混凝土裂缝较为集中，破坏主要出现在底部两层；耦连比为45%的混合连肢墙体系在一定程度上降低了墙肢底部弯矩，钢梁的变形能力较强，各层连梁成为沿墙体全高设置的一种耗能构件，扩大了能量耗散的范围，是一种典型的多重抗震设防体系，满足抗震设计中对于延性的要求，得到的滞回曲线为稳定的梭形。基于含型钢边缘构件混合连肢墙结构试验结果，采用大型有限元程序ABAQUS对该结构体系进行了循环加载分析，引入Python源程序编制了给定荷载模式下基于位移控制的加载程序。在对有限元分析结果和试验结果进行对比验证后，本文对5个系列14个结构模型进行了参数分析，主要研究了耦连比、墙肢宽厚比、楼层总高度、钢连梁的破坏形式和型钢暗柱的设置等参数对结构体系滞回性能、破坏形式和内力分布规律的影响。根据试验和有限元结果详细分析了新型混合连肢墙体系的受力机理，建立了混合连肢墙体系的极限承载力力学模型，将混合连肢墙的破坏过程分为墙肢初裂、钢连梁屈服、剪力墙破坏三个阶段。在普通剪力墙破坏形式基础上考虑了型钢暗柱的影响，分别给出了连梁两种破坏形式和剪力墙五种破坏形式下结构的极限承载力计算公式。有限元分析结果与公式计算结果对比表明两者吻合较好，可以用来计算结构的极限承载力。最后依据理论分析结果，结合我国规范提出了含型钢边缘构件混合连肢墙结构的设计承载力计算方法和抗震设计建议。
[Abstract]:Hybrid multi-leg wall structure is a new type of structure system which uses steel beam instead of concrete connecting beam. It combines the advantages of steel beam with strong plastic deformation ability and high lateral stiffness of concrete shear wall. Compared with the traditional reinforced concrete multi-leg wall, it has better energy dissipation capacity and is more suitable for high seismic fortification areas. The United States has formulated relevant codes and applied them to practical projects. However, the domestic research on this kind of system is still focused on the joint bearing capacity and failure form, and there is little research data on the overall performance of the hybrid multi-leg wall system under seismic action. Based on the above research, a new concept of composite wall system with steel edge members is put forward by the method of setting steel shape-hidden columns on the edge of shear wall to connect the steel-connected beam to the shear-wall. The failure mechanism of the new system under cyclic load is studied in both experimental and theoretical aspects, and the countermeasures and methods of seismic design are put forward. It has been shown that the coupling ratio is an important parameter to reflect the overall performance of the coupled shear wall. In order to study the effect of coupling ratio on the hysteretic performance of the composite wall with steel edge members, Two quasi-static tests of a one-third scale model of a five-story composite wall with steel edge members with 30% and 45% coupling ratios were carried out. Based on the experimental results, the seismic performance of the structure is evaluated in terms of its bearing capacity, stiffness degradation, displacement ductility, energy dissipation capacity and failure mode. The results show that the structure dissipates energy through shear deformation of steel beam and plastic hinge deformation at the bottom of the wall limb, which can obviously improve the seismic behavior of reinforced concrete shear wall with two legs. When the coupling ratio is 30, the cracks of the wall limb concrete are concentrated, and the damage mainly occurs in the bottom two layers. The composite wall system with 45% coupling ratio reduces the bending moment at the bottom of the wall to a certain extent, and the deformation ability of the steel beam is strong. Each layer of connecting beam becomes a kind of energy dissipation member set up along the wall height, and the energy dissipation range is enlarged. It is a typical multi-layer seismic fortification system and meets the requirements of ductility in seismic design. The hysteretic curve obtained is a stable fusiform. Based on the experimental results of composite wall structures with steel edge members, a large finite element program (ABAQUS) is used to analyze the cyclic loading of the structure system. A displacement controlled loading program is developed by introducing Python source code. After comparing and verifying the results of finite element analysis and test, this paper analyzes the parameters of 5 series of 14 structural models. The coupling ratio, the ratio of width to thickness of wall limb, the total height of floor are studied. The influence of failure form of steel-connected beam and the setting of steel-shaped hidden column on hysteretic performance, failure form and internal force distribution of structural system. Based on the experimental and finite element results, the mechanical model of the ultimate bearing capacity of the hybrid wall system is established. The failure process of the composite wall is divided into the initial crack of the wall limb and the yield of the steel beam. There are three stages of shear wall failure. On the basis of the failure form of common shear wall, the influence of steel column is considered, and the calculation formulas of ultimate bearing capacity of structure under two failure modes of connecting beam and five kinds of failure form of shear wall are given respectively. The comparison of the finite element analysis results with the formula results shows that they are in good agreement with each other and can be used to calculate the ultimate bearing capacity of the structure. Finally, according to the theoretical analysis results, combined with the code of our country, the design bearing capacity calculation method and seismic design suggestion of composite multi-leg wall structure with steel edge member are put forward.
【学位授予单位】：西安建筑科技大学
【学位级别】：博士
【学位授予年份】：2013
【分类号】：TU973.31

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