【作者】 王军；

【导师】 宋玉普；

【作者基本信息】 大连理工大学 ， 结构工程， 2014， 硕士

【摘要】 相比钢筋混凝土结构,钢骨混凝土结构因承载力较高和延性较好等诸多优点而应用广泛。以往的研究多数集中于整体式钢骨混凝土框架节点的研究,有关采用钢板对焊拼接形式的预制装配式钢骨混凝土框架节点的研究相对较少。基于以上考虑,本文设计了2个预制装配式钢骨混凝土框架中节点组合体、2个钢筋混凝土框架中节点组合体、2个预制装配式钢骨混凝土框架边节点组合体和2个钢筋混凝土框架边节点组合体,进行了柱向轴力恒定的拟静力加载试验。着重对比分析了节点组合体的破坏形态、延性、承载力退化、刚度退化和耗能能力等力学性能,并就梁、柱连接区的应变变化来评价其连接方式是否可行。同时探讨了采用钢板对焊拼接的预制装配式钢骨混凝土框架节点的抗剪承载力和抗裂承载力计算方法。本文进行的研究工作和得到的主要结论如下：(1)轴压比对预制装配式钢骨混凝土框架中节点的破坏形态无本质影响；相比钢筋混凝土框架中节点,预制装配式钢骨混凝土框架中节点,具有较高的承载力和较好的延性；预制装配式钢骨混凝土框架中节点的塑形变形能力强,具有较好的耗能能力；随轴压比的增大,采用钢板对焊拼接的预制装配式钢骨混凝土框架中节点的延性系数和耗能能力减小,强度退化和刚度退化速度提高；梁连接区和节点核心区的应变随轴压比的增大而减小,柱连接区的应变随轴压比的增大而增大；梁、柱连接区和节点核心区的钢骨和钢筋均未屈服,采用钢板对焊拼接的连接方式可行。(2)预制装配式钢骨混凝土框架边节点核心区的受弯剪破坏作用随轴压比的增大而减小；预制装配式钢骨混凝土框架边节点较钢筋混凝土框架边节点具有较高的承载力和较好的延性；预制装配式钢骨混凝土框架边节点的塑形变形能力强,具有较好的耗能能力；随轴压比的增大,预制装配式钢骨混凝土框架边节点的延性系数和耗能能力减小,强度退化和刚度退化速度提高；随轴压比的增大,梁、柱连接区和节点核心区的应变增弋；粱、柱连接区和节点核心区的钢骨和钢筋均未屈服,采用钢板对焊拼接的连接方式行。(3)在一定范围内,节点水平极限抗剪承载力随轴压比的增大而增大,轴压比对节点的抗剪承载力有明显影响。(4)提出了采用钢板对焊拼接的预制装配式钢骨混凝土框架节点的抗剪承载力和抗裂承载力计算方法。抗剪承载力计算方法计算的理论值与试验值之比在0.93-1.04范围内；抗裂承载力计算方法计算的理论值与试验值之比在0.95～1.05范围内。更多还原

【Abstract】 Compared with reinforced concrete structure, steel reinforced concrete structure has been widely used due to its higher carrying capacity, better ductility and many other advantages. The majority of previous studies were focused more on the mechanical properties of monolithic steel reinforced concrete frame joint, but less on that of prefabricated steel reinforced concrete frame joint with steel welded connection. Based on the former considerations, two prefabricated steel reinforced concrete frame interior joint combinations, two reinforced concrete frame interior joint combinations, two prefabricated steel reinforced concrete frame exterior joint combinations and two reinforced concrete frame exterior joint combinations were designed. Quasi-static loading tests were conducted while the column axial loads were constant. The failure pattern, ductility, carrying capacity degradation, stiffness degradation and energy dissipation of joint combinations are discussed in detail, and the feasibility of steel welded connection by variation of strains in beam connection area and column connection area are evaluate. Also an equation calculating ultimate shear-resistant capacity of joints and an equation calculating crack-resistant capacity of joints are presented. The main content is described as follows:(1)The axial compression ratio has no effect on the failure pattern of prefabricated steel reinforced concrete frame interior joint. The prefabricated steel reinforced concrete frame interior joint performs higher carrying capacity and better ductility compared with the reinforced concrete frame interior joint. The energy dissipation capacity of the prefabricated steel reinforced concrete frame interior joint is better due to its better plastic deformation capability. The carrying capacity and stiffness of the prefabricated steel reinforced concrete frame interior joint decline sharply under higher axial compression ratio, and the ductility factor and energy dissipation of the joint combination decrease as the axial compression ratio increases. The higher the axial compression ratio is, the smaller the strain of the beam connection area or the joint core area is, but the higher the strain of the column connection area. The strain values of the beam connection area and the joint core area are less than the yield strain value, indicating that the steel welded connection is feasible.(2) Under cyclic loading, the joint core area of prefabricated steel reinforced concrete frame exterior joint fails in shear or flexural-shear modes diminishingly as the axial compression ratio increases. The prefabricated steel reinforced concrete frame exterior joint performs higher carrying capacity and better ductility compared with the reinforced concrete frame exterior joint. The energy dissipation capacity of the prefabricated steel reinforced concrete frame exterior joint is better due to its better plastic deformation capability. The carrying capacity and stiffness of the prefabricated steel reinforced concrete frame exterior joint decline sharply under higher axial compression ratio, and the ductility factor and energy dissipation of the joint combination decrease as the axial compression ratio increases. The higher the axial compression ratio is, the smaller the strain of the beam and the column connection area or the joint core area is. The strain values of the beam connection area and the joint core area are less than the yield strain value, indicating that the steel welded connection is feasible.(3) In a certain range, the shear-resistance capacity of beam-column joint increases as the axial compression ratio increases, and the axial compression ratio has significant effect on the shear-resistance capacity of beam-column joint.(4) Based on Quasi-static loading tests of prefabricated steel reinforced concrete frame joint combinations, mechanical behavior is analyzed overall. Calculation method of shear resistance and crack resistance are presented. The ratio of calculated values to experimental values ranges from0.93tol.04for shear capacity, and the ratio of calculated values to experimental values ranges from0.95to1.05for crack capacity.更多还原