灌芯装配式混凝土大板剪力墙抗震性能试验研究与有限元模拟
发布时间：2018-12-18 01:34
【摘要】：住宅产业化是解决人口、资源和环境之间矛盾的重要措施,住宅产业化的核心部分即为装配式混凝土结构。当前,装配式混凝土构件钢筋的连接技术已经成为影响装配式混凝土结构应用的关键技术瓶颈。为此,项目组研究开发了灌芯装配式混凝土大板剪力墙结构。该种剪力墙结构是一种新型的装配式混凝土结构,具有制造成本低、运输吊装方便、结构整体性好等特点,对其进行研究具有重要的理论意义和广阔的市场前景。为了研究该种形式的灌芯装配式混凝土大板剪力墙的抗震性能,项目组按照1:1比例足尺寸制作了两组不同配筋形式的剪力墙,每一组分别为一片全现浇剪力墙和一片与全现浇剪力墙配筋形式相同的灌芯装配式混凝土大板剪力墙。其中第一组中的装配式剪力墙为设置有剪力键槽后浇边缘构件的灌芯装配式混凝土大板剪力墙,第二组中的装配式剪力墙为边缘孔洞带有竖向插筋的全灌孔灌芯装配式混凝土大板剪力墙。对此四片剪力墙进行了拟静力试验,对比研究了两种不同装配形式的灌芯装配式混凝土大板剪力墙抗震性能的异同以及灌芯装配式混凝土大板剪力墙与相同配筋形式的全现浇剪力墙抗震性能的异同。试验结果表表明,两种不同形式的灌芯装配式混凝土大板剪力墙的破坏形态分别与相应的全现浇剪力墙的破坏形态基本相同,同为弯剪破坏;灌芯装配式混凝土大板剪力墙灌孔处新旧混凝土结合较好,没有出现明显的滑移,说明二者可以共同工作;灌芯装配式混凝土大板剪力墙层间位移角满足《建筑抗震设计规范》的要求,具有较好的耗能能力;对于设置有剪力键槽的后浇边缘构件剪力墙,其受力性能类似于框架结构加内部填充墙的受力模式,再加上由于键槽的存在影响混凝土的流动性,导致边缘构件混凝土承载力有所降低,影响墙体的初始刚度,但是正由于剪力键槽的存在,使得墙体在承受水平推力时能够产生沿键槽开展的裂缝,提高墙体的抗剪能力,增加墙体的耗能能力;对于全灌孔的灌芯装配式混凝土大板剪力墙,墙体最终破坏时墙面的裂缝数量比其他形式的剪力墙的裂缝数量要少一些,这是由于墙体边缘构件仅有一根直径为25mm的HRB400级钢筋与地梁和加载梁相连,墙体所受的拉力主要由该边缘构件插筋承担,使得墙体与地梁之间的裂缝较大,能够耗散大量的能量,也使得墙体水平承载力略低于相同条件的现浇剪力墙,但是墙体位移延性比增加。本文基于大型通用有限元软件ABAQUS建立合理的数值分析模型,完成了对四片剪力墙的非线性有限元数值分析,分析结果与试验结果吻合良好,验证了模型的合理性。同时系统分析了轴压比、边缘构件配筋率、墙身钢筋配筋率以及墙身底部水平钢筋的间距对灌芯装配式混凝土大板剪力墙受力性能的影响,为灌芯装配式混凝土大板剪力墙的实际应用提供参考。
[Abstract]:Housing industrialization is an important measure to solve the contradiction between population, resources and environment. The core part of housing industrialization is prefabricated concrete structure. At present, the connection technology of the steel bar of prefabricated concrete member has become the key technical bottleneck which affects the application of the assembled concrete structure. For this reason, the project team has researched and developed the large concrete slab shear wall structure with pouring-core assembly. This kind of shear wall structure is a new type of prefabricated concrete structure, which has the characteristics of low manufacturing cost, convenient transportation and hoisting, good integrity of structure, etc. It is of great theoretical significance and broad market prospect to study this kind of shear wall structure. In order to study the seismic behavior of this type of concrete large slab shear wall, two groups of shear walls with different reinforcement types were made according to the 1:1 proportional size. Each group consists of a fully cast-in-situ shear wall and a large concrete slab shear wall with the same reinforced form as the fully cast-in-situ shear wall. The prefabricated shear wall in the first group is a reinforced concrete large slab shear wall with post-cast edge members with shear keyways. In the second group, the prefabricated shear wall is a full-irrigated hole filled with vertical reinforcement in the edge of a large concrete slab shear wall. The pseudostatic test of the four shear walls was carried out. The differences and similarities of seismic behavior of two kinds of cast-in-place reinforced concrete large slab shear walls with different assembly forms are compared and studied, as well as the similarities and differences of seismic behaviors between the cast-in-place shear walls with the same reinforcement and the cast-in-place shear walls with the same reinforcement. The test results show that the failure patterns of two different types of cast-in-place concrete large-slab shear walls are basically the same as those of the corresponding full-cast shear walls, which are the same as the bending shear failure. The combination of new and old concrete at the filling hole of large slab shear wall is better, and there is no obvious slip, which shows that the two can work together. The interstory displacement angle of large concrete slab shear wall with cast-in-place core meets the requirements of the Code for Seismic Design of buildings and has a better energy dissipation capacity. For the shear wall with post-pouring edge member with shear keyway, its mechanical behavior is similar to that of frame structure with internal infill wall, and the fluidity of concrete is affected by the existence of keyway. The concrete bearing capacity of the edge member is reduced, and the initial stiffness of the wall is affected. However, because of the existence of the shear keyway, the wall can produce cracks along the keyway when bearing the horizontal thrust, so as to improve the shear resistance of the wall. Increase the energy dissipation capacity of the wall; When the wall is finally destroyed, the number of cracks in the wall surface is less than that of other types of shear wall. This is due to the fact that only one HRB400 grade steel bar with diameter of 25mm is connected to the ground beam and the loading beam, and the tension of the wall is mainly carried by the edge member, which makes the cracks between the wall and the ground beam larger. It can dissipate a lot of energy and make the horizontal bearing capacity of the wall slightly lower than the cast-in-place shear wall under the same conditions, but the displacement and ductility ratio of the wall increases. In this paper, a reasonable numerical analysis model is established based on the large-scale universal finite element software ABAQUS, and the nonlinear finite element numerical analysis of four shear walls is completed. The results are in good agreement with the experimental results, and the rationality of the model is verified. At the same time, the effects of axial compression ratio, reinforcement ratio of edge members, reinforcement ratio of wall body and the spacing of horizontal reinforcement on the mechanical performance of large slab shear wall with pouring core are analyzed systematically. It provides a reference for the practical application of large concrete slab shear wall.
【学位授予单位】：吉林建筑大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：TU375.2;TU352.11
[Abstract]:Housing industrialization is an important measure to solve the contradiction between population, resources and environment. The core part of housing industrialization is prefabricated concrete structure. At present, the connection technology of the steel bar of prefabricated concrete member has become the key technical bottleneck which affects the application of the assembled concrete structure. For this reason, the project team has researched and developed the large concrete slab shear wall structure with pouring-core assembly. This kind of shear wall structure is a new type of prefabricated concrete structure, which has the characteristics of low manufacturing cost, convenient transportation and hoisting, good integrity of structure, etc. It is of great theoretical significance and broad market prospect to study this kind of shear wall structure. In order to study the seismic behavior of this type of concrete large slab shear wall, two groups of shear walls with different reinforcement types were made according to the 1:1 proportional size. Each group consists of a fully cast-in-situ shear wall and a large concrete slab shear wall with the same reinforced form as the fully cast-in-situ shear wall. The prefabricated shear wall in the first group is a reinforced concrete large slab shear wall with post-cast edge members with shear keyways. In the second group, the prefabricated shear wall is a full-irrigated hole filled with vertical reinforcement in the edge of a large concrete slab shear wall. The pseudostatic test of the four shear walls was carried out. The differences and similarities of seismic behavior of two kinds of cast-in-place reinforced concrete large slab shear walls with different assembly forms are compared and studied, as well as the similarities and differences of seismic behaviors between the cast-in-place shear walls with the same reinforcement and the cast-in-place shear walls with the same reinforcement. The test results show that the failure patterns of two different types of cast-in-place concrete large-slab shear walls are basically the same as those of the corresponding full-cast shear walls, which are the same as the bending shear failure. The combination of new and old concrete at the filling hole of large slab shear wall is better, and there is no obvious slip, which shows that the two can work together. The interstory displacement angle of large concrete slab shear wall with cast-in-place core meets the requirements of the Code for Seismic Design of buildings and has a better energy dissipation capacity. For the shear wall with post-pouring edge member with shear keyway, its mechanical behavior is similar to that of frame structure with internal infill wall, and the fluidity of concrete is affected by the existence of keyway. The concrete bearing capacity of the edge member is reduced, and the initial stiffness of the wall is affected. However, because of the existence of the shear keyway, the wall can produce cracks along the keyway when bearing the horizontal thrust, so as to improve the shear resistance of the wall. Increase the energy dissipation capacity of the wall; When the wall is finally destroyed, the number of cracks in the wall surface is less than that of other types of shear wall. This is due to the fact that only one HRB400 grade steel bar with diameter of 25mm is connected to the ground beam and the loading beam, and the tension of the wall is mainly carried by the edge member, which makes the cracks between the wall and the ground beam larger. It can dissipate a lot of energy and make the horizontal bearing capacity of the wall slightly lower than the cast-in-place shear wall under the same conditions, but the displacement and ductility ratio of the wall increases. In this paper, a reasonable numerical analysis model is established based on the large-scale universal finite element software ABAQUS, and the nonlinear finite element numerical analysis of four shear walls is completed. The results are in good agreement with the experimental results, and the rationality of the model is verified. At the same time, the effects of axial compression ratio, reinforcement ratio of edge members, reinforcement ratio of wall body and the spacing of horizontal reinforcement on the mechanical performance of large slab shear wall with pouring core are analyzed systematically. It provides a reference for the practical application of large concrete slab shear wall.
【学位授予单位】：吉林建筑大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：TU375.2;TU352.11
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