钢—木组合柱抗侧力性能研究

发布时间：2018-10-22 14:08

【摘要】：现代梁柱式木结构采用符合工业化标准的金属连接件代替榫卯连接,其抗侧力通常由框架梁柱和节点的抗弯能力提供。由于柱脚、梁柱的节点并不能做到完全的刚性连接,导致纯梁柱体系具有有限的抗侧能力。依据一体式的钢-木组合结构形式、同心斜撑构架之型式、常见的缀条式格构柱以及钢筋缀件格构柱的布置形式及其耗能原理,本文提出一种适合于装配式结构的抗侧力钢-木组合柱结构形式,以弯折钢筋为缀件结合木肢柱、横梁抵抗水平侧向力,用于结构抗震耗能。本文主要采用ABAQUS数值模拟分析以及拟静力试验研究相结合并互相验证的方法,研究钢-木组合柱的抗侧力性能。首先,采用软件ABAQUS详细说明了对钢-木组合柱模型的钢筋缀件细部尺寸优选过程,并总结了三组钢筋缀件不同弯折形式的钢-木组合柱模型的类型。第二,完成了三组模型在水平低周反复荷载作用下的ABAQUS数值模拟分析。第三,完成了三组对应模型的足尺试件的拟静力试验研究。第四,通过对三组试件从模拟应力状态与试验破坏形态、荷载-位移滞回曲线、荷载-位移骨架曲线、极限承载力、延性系数、割线刚度退化规律、最大刚度、累积耗能及等效粘滞阻尼系数等方面进行了数值模拟分析结果与试验研究结果的对比。得到的结论主要有以下几点:(1)三组试件的滞回曲线呈较为饱满的弓形,其中ZHZA组的滞回曲线更饱满,滞回环面积更大,有更好的耗能能力。(2)三组足尺试件的滞回曲线因钢筋缀件不同弯折形式而有较大差异,表明钢筋缀件的参数包括弯曲形式、弯曲尺寸与交叉连接等改变对钢-木组合柱的抗侧力性能影响较大。(3)ZHZA组平均延性系数是2.41、在破坏荷载时的等效粘滞阻尼系数是0.175,都是三组试件中最大的,表明试件ZHZA组在水平低周反复荷载作用下表现出良好的塑性变形能力和耗能能力。(4)三组试件在破坏荷载时的等效粘滞阻尼系数为0.152~0.175,比一般木骨架剪力墙(0.113~0.155)较大,并且远大于《建筑抗震设计规范》(GB50011-2010)中规定的结构的一般阻尼比0.05,表明钢-木组合柱的弯折钢筋缀件与木肢柱、横梁具有较好的协同工作性,耗能能力较好,能达到一般建筑结构抗侧力要求,因此抗侧力钢-木组合柱结构形式是一种合理的结构形式。(5)对比有限元分析与试验研究结果,两者大体一致,所建立的有限元模型可以较为准确地模拟钢-木组合柱在试验加载过程中抗侧力性能的变化。通过对三组钢筋缀件不同弯折形式的钢-木组合柱的ABAQUS数值模拟分析和拟静力试验研究,明确了钢-木组合柱的抗震耗能机理,为钢-木组合柱在应用于仿古建筑、度假木屋、木结构别墅、园林小品、户外木结构、木屋会所、木结构住宅、个别地区的竹木结构装配式房屋,以及既有建筑、古建筑的维护和抗震加固工作等实际工程中提供参考。
[Abstract]:Modern Liang Zhu type wooden structure adopts metal connectors conforming to industrialization standard instead of mortise joints, and its lateral force is usually provided by the flexural resistance of frame Liang Zhu and joints. Because of column foot, Liang Zhu's joints can not be connected completely, which leads to the limited anti-lateral ability of pure Liang Zhu system. According to the integrated steel-wood composite structure, the type of concentric diagonal braced frame, the common arrangement form and energy dissipation principle of the lattice column and reinforcing bar lattice column, In this paper, a kind of steel-wood composite column structure, which is suitable for assembly structure, is proposed. The beam is used to resist horizontal lateral force, and the bending steel bar is used to combine the wood limb column with the bending steel bar to resist the horizontal lateral force, which can be used for seismic energy dissipation of the structure. In this paper, the lateral force resistance of steel-wood composite columns is studied by means of ABAQUS numerical simulation and quasi-static test. Firstly, the process of selecting the details of reinforcing steel affixes of steel-wood composite column model is explained in detail by the software ABAQUS, and the types of steel-wood composite column model with different bending forms of three groups of reinforcing bar affixes are summarized. Secondly, the ABAQUS numerical simulation analysis of three groups of models under horizontal low cycle cyclic loading is completed. Thirdly, the pseudostatic test of three groups of full-scale specimens with corresponding models was completed. Fourth, through simulating stress state and test failure form, load-displacement hysteretic curve, load-displacement skeleton curve, ultimate bearing capacity, ductility coefficient, Secant stiffness degradation rule, maximum stiffness, The accumulative energy dissipation and the equivalent viscous damping coefficient are compared with the experimental results. The main conclusions are as follows: (1) the hysteretic curve of the three groups of specimens is more full, and the hysteretic curve of ZHZA group is fuller and the area of hysteresis loop is larger. (2) the hysteretic curves of three groups of full-scale specimens are different from each other because of the different bending forms of reinforcing bars, which indicates that the parameters of reinforcement affixes include bending forms. The change of bending size and cross connection has great influence on the lateral force resistance of steel-wood composite columns. (3) the average ductility coefficient of ZHZA group is 2.41, and the equivalent viscous damping coefficient is 0.175, which is the largest of the three groups of specimens. The results show that the ZHZA group shows good plastic deformation capacity and energy dissipation ability under horizontal low cycle repeated load. (4) the equivalent viscous damping coefficient of the three groups of specimens under failure load is 0.152 ~ 0.175, which is larger than that of the normal wood skeleton shear wall (0.113 ~ 0.155). Moreover, it is much larger than the general damping ratio of the structure specified in the Code for Seismic Design of buildings (GB50011-2010), which indicates that the flexural reinforcement of the steel-wood composite column has a good synergistic working capacity with the wooden limb column and the crossbeam, and the energy dissipation capacity is better. It can meet the requirement of lateral force resistance of general building structure, so the structure form of steel-wood composite column with resisting lateral force is a reasonable structural form. (5) comparing the results of finite element analysis and experimental research, the results are basically the same. The finite element model can accurately simulate the change of lateral force resistance of steel-wood composite columns under experimental loading. The aseismic energy dissipation mechanism of steel-wood composite columns with three groups of steel fasteners with different bending forms is studied by ABAQUS numerical simulation and quasi-static test. The results show that the steel-wood composite columns are used in antique buildings and holiday wooden houses. Wood structure villas, garden sketches, outdoor wooden structures, wooden house clubs, wooden structure houses, bamboo and wood structure prefabricated houses in individual areas, as well as existing buildings, maintenance and seismic reinforcement of ancient buildings, and other practical projects to provide reference.
【学位授予单位】：北京建筑大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：TU398.6

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