预制混凝土空心模剪力墙应用技术研究

发布时间：2019-01-26 14:10

【摘要】：预制装配式结构体系的创新和发展是住宅产业化发展的核心动力。预制混凝土空心模剪力墙是以具有双向孔洞的预制墙板为永久性模板,在现场拼装后向孔内浇筑混凝土形成的一种新型预制装配式剪力墙。本文通过综述分析、试验研究及有限元分析的方法针对预制混凝土空心模剪力墙上下层插筋连接及边缘构件预制装配化这两大应用技术问题展开研究,为预制混凝土空心模剪力墙的工程实践提供依据。主要研究内容及结论、建议如下:(1)综述分析了装配式剪力墙结构水平缝抗剪机理及承载力计算方法。结果表明:对于预制混凝土空心模剪力墙,底部水平缝界面可归于新老混凝土叠合粗糙面,可采用JGJ 1-2014中的公式进行水平缝受剪承载力计算,以验算插筋水平抗剪是否满足要求。(2)对空心模剪力墙采用的插筋间接搭接进行了6个试件的单向拉伸试验和有限元模拟。根据试验结果,建议设计搭接长度取1.5倍设计锚固长度。有限元模拟的加载曲线与试验吻合良好,计算的应力分布与试验基本一致。(3)完成了4个采用插筋连接的空心模剪力墙试件的拟静力试验和2个试件的单调加载试验;采用有限元软件ABAQUS对试验进行了模拟和参数分析。试验结果表明:本文采用的插筋连接及其搭接长度满足抗震要求,采用单排和双排插筋均能满足抗震要求,采用双排插筋时墙体抗震性能略好于采用单排插筋。有限元参数分析结果表明:搭接长度取1.2倍插筋锚固长度可满足要求;插筋总受拉承载力增大时,墙体承载力略有增加,受拉破坏区域上移并向内侧延伸;增大后浇混凝土强度时,墙体承载力略有增加;轴压比较大时,墙体受压损伤区域增多,空心模局部受压破坏,影响墙体的承载力稳定性和变形能力。(4)针对空心模边缘构件,进行了3个空心模剪力墙试件的拟静力试验和有限元模拟。结果表明:采用空心模边缘构件与现浇边缘构件相比,墙体水平力-位移曲线在峰值前基本一致,峰值后略有差异,墙体裂缝分布、耗能能力略有差异。(5)根据研究结果,对空心模剪力墙的上下层插筋连接及空心模边缘构件提出了设计建议。建议对设计轴压比不超过0.3的非底部加强区的墙肢,可采用单排插筋,插筋搭接长度不应小于1.2倍插筋锚固长度,对设计轴压比大于0.3或位于底部加强区的墙肢,建议采用双排插筋,搭接长度不宜小于1.5倍插筋锚固长度。建议针对空心模边缘构件作进一步研究,并根据研究结果确定其适用范围。
[Abstract]:The innovation and development of prefabricated structure system is the core power of housing industrialization development. Prefabricated concrete hollow form shear wall is a new type of prefabricated shear wall formed by placing concrete into the hole after assembling on the spot and taking the precast wall board with two-way holes as the permanent template. In this paper, by means of summarizing and analyzing, experimental research and finite element analysis, the two major technical problems of precast concrete hollow form shear wall are studied, such as the connection of upper and lower layers and the precast assembly of edge member. It provides the basis for the engineering practice of precast concrete hollow form shear wall. The main research contents and conclusions are as follows: (1) the shear mechanism of horizontal joint and the calculation method of bearing capacity of assembled shear wall structure are summarized and analyzed. The results show that for prefabricated concrete hollow shear wall, the interface of horizontal joint at the bottom can be attributed to the new and old concrete superimposed rough surface, and the shear capacity of horizontal joint can be calculated by using the formula of JGJ 1-2014. (2) the uniaxial tensile test and finite element simulation of 6 specimens were carried out for the indirect lap joint of hollow die shear wall. According to the test results, it is suggested that the design lap length should be 1.5 times the designed anchoring length. The loading curve of finite element simulation is in good agreement with the test, and the calculated stress distribution is basically consistent with the test. (3) Quasi-static test and monotone loading test of 4 hollow die shear wall specimens with insert connections and 2 specimens with monotonic loading are completed. The finite element software ABAQUS is used to simulate and analyze the parameters of the test. The experimental results show that the joint and its length can meet the seismic requirements, both single row and double row can meet the seismic requirements, and the seismic performance of the wall is slightly better when the double row is used than the single row. The results of finite element parameter analysis show that the lapping length of 1.2 times the anchoring length can meet the requirements, when the total tensile bearing capacity increases, the bearing capacity of the wall increases slightly, and the tensile failure area moves up and extends to the inner side. When the strength of post-cast concrete is increased, the bearing capacity of the wall increases slightly. When the axial compression is large, the damage area of the wall under compression increases, and the local compression failure of the hollow die affects the stability of the bearing capacity and the deformation ability of the wall. (4) aiming at the edge members of the hollow die, The pseudostatic test and finite element simulation of three hollow die shear wall specimens were carried out. The results show that the horizontal force-displacement curve of the wall is basically the same before the peak value, slightly different after the peak value, and slightly different from that of the cast-in-place edge member. (5) according to the results of the research, the distribution of cracks and the energy dissipation capacity of the wall are slightly different. The design suggestions for the upper and lower layer insertion connections of the hollow die shear wall and the hollow die edge members are presented. It is suggested that for the wall limb with a design axial compression ratio of not more than 0.3 in the non-bottom strengthening area, a single row of reinforcements may be used, and the length of the splice should not be less than 1.2 times the length of the anchoring of the inserted reinforcement, and for the wall limb whose axial compression ratio is greater than 0.3 or is located in the bottom strengthening area, It is suggested that double row insertion should be used, and lapping length should not be less than 1.5 times of anchoring length. It is suggested that further research should be made on the edge components of hollow die, and the scope of application should be determined according to the research results.
【学位授予单位】：清华大学
【学位级别】：硕士
【学位授予年份】：2015
【分类号】：TU398.2

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