装配式混凝土单双连梁的力学性能研究

发布时间：2018-05-07 13:24

本文选题：装配式连梁 + 框架-剪力墙结构　；参考：《沈阳建筑大学》2016年硕士论文

【摘要】：目前,对装配式混凝土结构的研究,主要还是集中于框架结构和剪力墙结构,对框架-剪力墙结构(简称框剪结构)的研究还较少,对框剪结构中剪力墙连梁的装配方法研究更少,为此,本文提出了一种新型装配式混凝土框剪结构剪力墙连梁的拼装连接结构及拼装连接方法,针对该种混凝土装配连梁的力学性能开展了研究。基于有限元软件WCOMD,建立了普通配筋剪力墙连梁有限元模型,对其在低周往复荷载作用下的受力过程进行了有限元模拟分析,并利用已有的试验结果对模拟结果进行了检验,结果表明二者吻合较好,从而旁证了采用该种有限元模拟装配式连梁受力过程的可行性。根据实际工程尺寸设计了一组单连梁和一组双连梁模型,采用上述有限元模拟方法,模拟了其在低周往复荷载作用下的受力过程,提取了每个试件屈服荷载、峰值荷载及破坏荷载对应的应力分布图。详细对比分析了现浇、装配及考虑连梁端部破坏向墙内扩展的单连梁及双连梁的受力破坏过程。结果表明：单连梁和双连梁在达到屈服荷载时,现浇试件较装配试件梁端应力集中现象更明显,不考虑较考虑连梁端部破坏向墙内扩展时钢筋与混凝土的最大应力大；达到峰值荷载和破坏荷载时,装配与现浇单连梁的应力分布相似。同时,也对比了各组连梁的荷载-位移骨架曲线,延性系数和能量耗散系数,结果表明：装配连梁较现浇连梁的承载力略高,耗能能力、延性好,不考虑扩展区域的装配连梁较考虑扩展区域的装配连梁承载力高,耗能性能好。为分析不同参数对装配连梁荷载位移-骨架曲线的影响,设计了各参数不同的11个单连梁以及12个双连梁,并采用上述有限元模拟方法模拟了其受力过程。通过对比分析不同因素对装配式单连梁以及双连梁荷载-位移骨架曲线的影响,可以看出：在单连梁中,试件的荷载、初始刚度随等效钢筋面积比的增加而增加,随灌浆区长度的增加而减小,与灌浆料强度关系不大,装配位置的变化对装配单连梁的承载力影响比较大,不考虑较考虑连梁端部破坏向墙内扩展的试件刚度退化缓慢：在双连梁中,双连梁的荷载、初始刚度随等效钢筋面积比增加而增加,随灌浆区长度、连梁跨高比增加而减小,与灌浆料强度关系不大,不考虑较考虑连梁端部破坏向墙内扩展的试件刚度退化缓慢。
[Abstract]:At present, the research of assembled concrete structure is mainly focused on frame structure and shear wall structure, but the research on frame-shear wall structure (framing shear wall structure for short) is still less. There is less research on the assembly method of shear wall connecting beam in frame-shear structure. Therefore, a new type of assembly concrete frame-shear structure shear wall connecting beam is proposed in this paper. The mechanical properties of this kind of concrete assembled connecting beam are studied. Based on the finite element software WCOMD, the finite element model of common reinforced shear wall connecting beam is established, and the finite element simulation analysis of the finite element analysis is carried out under low cycle reciprocating load, and the simulation results are tested by using the existing test results. The results show that the two methods are in good agreement with each other, which proves the feasibility of using the finite element method to simulate the mechanical process of assembled connecting beams. According to the actual engineering dimensions, a group of single beam and a group of double continuous beam models are designed. The stress process under low cycle reciprocating load is simulated by using the above finite element simulation method, and the yield load of each specimen is extracted. The stress distribution diagram corresponding to peak load and failure load. The mechanical failure process of single and double beams with cast-in-place, assembling and considering the end failure of connecting beam extending into the wall is analyzed in detail. The results show that the stress concentration of cast-in-place specimens is more obvious than that of assembled specimens when the yield load is reached, and the maximum stress of steel bar and concrete is greater when the failure of the end part of the beam is not considered and extends to the wall. When the peak load and failure load are reached, the stress distribution of the assembly is similar to that of the cast-in-place single beam. At the same time, the load-displacement skeleton curve, ductility coefficient and energy dissipation coefficient of each group of connected beams are compared. The results show that the load carrying capacity, energy dissipation capacity and ductility of assembled connecting beams are slightly higher than that of cast-in-situ beams. The load capacity and energy dissipation performance of the assembled connecting beams without considering the expansion area are higher than those with the expansion zone. In order to analyze the influence of different parameters on the load-displacement-skeleton curve of the assembled connecting beam, 11 single and 12 double-connected beams with different parameters were designed, and the stress process was simulated by using the above finite element simulation method. By comparing and analyzing the influence of different factors on the load-displacement skeleton curve of fabricated single beam and double continuous beam, it can be seen that the load and initial stiffness of the specimen increase with the increase of the area ratio of the equivalent steel bar in the single beam. With the increase of grouting area length, it is not related to the strength of grouting material, and the change of assembly position has a great influence on the bearing capacity of single beam assembly. Without considering the stiffness of the specimen extending into the wall, the initial stiffness of the double beam increases with the increase of the area ratio of the equivalent reinforcement, and decreases with the increase of the ratio of span to height of the grouting area, while the stiffness of the specimen extending to the wall is slower than that of the specimen with the consideration of the end damage of the connecting beam. It has little relation to the strength of the grouting material, and the stiffness of the specimen which extends to the wall without considering the damage at the end of the connecting beam is slow to degrade.
【学位授予单位】：沈阳建筑大学
【学位级别】：硕士
【学位授予年份】：2016
【分类号】：TU37

【参考文献】