装配式混凝土框架剪力墙结构整体抗震性能研究

发布时间：2018-02-10 06:24

本文关键词： 装配式结构框架-剪力墙低周往复加载动力时程加载抗震性能　出处：《沈阳建筑大学》2015年硕士论文　论文类型：学位论文

【摘要】：目前,建筑业是推动我国经济发展的重要产业,但传统粗放型的建造方式会引起环境、质量、浪费等诸多问题,不符合我国十二五可持续发展战略要求。预制装配式结构由于节能、环保、施工效率高等特点,成为国家大力支持推行的新型绿色建筑结构。然而要将预制装配式结构推向市场,应用于实际工程中还要解决很多具体问题,例如结构拆分形式、配筋构造、保温、防水、抗震等问题,尤其是要将装配式结构应用于地震区,对其抗震性的研究是十分必要的,否则在应用中会遇到很多不必要的麻烦,甚至导致严重后果。本文针对预制装配式结构中的一种结构——装配式框架—剪力墙结构,对其进行整体抗震性能研究和分析,主要有以下内容：第一部分,以一榀三层三跨框架—剪力墙结构为计算模型,利用通用有限元软件ABAQUS分别建立装配式结构模型和现浇结构模型,对其进行低周往复加载有限元计算分析,研究加载过程中它们各自的破坏机理、滞回性能、延性、耗能性能,并进行对比研究,分析它们之间的异同点。结果表明：考虑接合面摩擦接触的装配式结构的承载力、初始刚度、每个滞回环的滞回耗能都要低于现浇结构,位移延性要大于现浇结构。第二部分,同样以一榀三层三跨框架—剪力墙结构为计算模型,利用有限元软件ABAQUS对装配式结构和现浇结构进行动力时程加载有限元分析,研究装配式结构在不同地震波作用下的应力与损伤、位移反应、基底剪力反应、加速度反应,并与现浇结构进行对比分析。结果表明：同一地震波作用下,装配式结构的基底剪力、动力放大系数小于现浇结构,位移反应大于现浇结构。最后,综合分析装配式框架—剪力墙结构的拟静力分析与动力时程的结果,得出以下结论：装配式框架—剪力墙结构承担地震剪力最大而且最容易发生破坏的部位是一层剪力墙,结构设计时应该采取相应的措施予以加强,保证结构在大震作用下“坏而不倒”的抗震原则。
[Abstract]:At present, the construction industry is an important industry to promote the economic development of our country, but the traditional extensive construction mode will cause many problems such as environment, quality, waste and so on. It does not meet the requirements of China's 12th Five-Year Plan Sustainable Development Strategy. Prefabricated assembly structures are characterized by energy conservation, environmental protection, high construction efficiency, etc. It has become a new type of green building structure strongly supported by the state. However, in order to bring the prefabricated structure to market, there are many specific problems to be solved in practical engineering, such as the form of structure split, reinforcement structure, insulation, waterproof, etc. It is necessary to study the aseismic properties of prefabricated structures, especially in seismic areas, otherwise they will encounter many unnecessary troubles in application. In this paper, a kind of prefabricated frame-shear wall structure is studied and analyzed. The main contents are as follows: the first part, Taking a three-story three-span frame-shear wall structure as a computational model, an assembly structure model and a cast-in-place structure model are established by using the general finite element software ABAQUS, and the low-cycle reciprocating loading finite element analysis is carried out. The failure mechanism, hysteretic performance, ductility and energy dissipation of each of them during loading are studied, and the similarities and differences between them are analyzed. The results show that the bearing capacity of fabricated structures considering frictional contact of jointed surfaces is calculated. The initial stiffness, the hysteretic energy consumption of each hysteretic loop is lower than that of the cast-in-place structure, and the displacement ductility is greater than that of the cast-in-place structure. In the second part, a three-story three-span frame-shear wall structure is also used as the computational model. The dynamic time-history finite element analysis of prefabricated structure and cast-in-place structure is carried out by using finite element software ABAQUS. The stress and damage, displacement response, base shear response and acceleration response of fabricated structure under different seismic waves are studied. The results show that, under the same seismic wave, the dynamic magnification factor of the prefabricated structure is smaller than that of the cast-in-situ structure, and the displacement response is greater than that of the cast-in-place structure. By synthetically analyzing the pseudo-static analysis and the dynamic time history of the fabricated frame-shear wall structure, the following conclusions are drawn: the site of the prefabricated frame-shear wall structure bearing the largest earthquake shear force and the most prone to failure is the first story shear wall. The corresponding measures should be taken to strengthen the structure design to ensure the aseismic principle that the structure is "bad but not collapsed" under the action of great earthquake.
【学位授予单位】：沈阳建筑大学
【学位级别】：硕士
【学位授予年份】：2015
【分类号】：TU375.4;TU352.11

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