新型梁柱装配式刚性节点的抗震性能研究

发布时间：2018-03-26 08:04

本文选题：新型梁柱装配式节点　切入点：有限元分析　出处：《青岛理工大学》2013年硕士论文

【摘要】：随着经济水平的提高，工程领域的交流扩展，，钢结构逐渐发展成为主流结构形式。而传统的钢结构建筑的连接节点广泛采用焊接形式，这种节点使构件运输成本提高，且施工不便。而“装配式钢结构建筑”为国家实现建筑节能提供了一个平台。其先进性表现在：构配件生产工厂化、现场施工机械化、组织管理科学化，可以减少建筑垃圾，减少建筑施工对环境的不良影响，提闻建筑质量，提闻节能产品在建筑中的集成程度，节约劳动力、缩短建造周期。本文研究的一种新型梁柱装配式节点，是符合预制装配建造的结构形式。该节点是通过在悬臂梁与框架梁的上下翼缘交互布置拼接板，并且预先在钢结构加工厂里通过焊缝完成两侧拼接板与梁的连接。在节点的现场安装过程中，两侧已经焊牢的拼接板充当耳朵板作用，使安装梁段快速就位。就位后，再用螺栓完成拼接板与另一侧梁上下翼缘的连接，以及腹板的拼接，完成了梁柱刚性节点的安装。该新型装配式梁柱刚性节点结构合理、传力明确、现场安装过程快速就位、无焊接、施工效率高，安全性好，既可提高安装效率，又避免了现场焊接引起火灾的风险。同时，该种节点在施工现场全部采用螺栓拼装，这给施工现场条件恶劣不方便施焊的工地，带来极大的方便。本文在参考国内外文献的基础上，设计了新型梁柱装配式节点基本试件，通过改变盖板的螺栓数目、盖板长度、宽度及厚度、盖板横截面面积、悬臂梁段长度、高强螺栓预拉力和摩擦系数8个参数分别设计了DM、GBL、GBW、GBT、GA、XBL、BP和FC八组试件，利用有限元软件ABAQUS，考虑材料、几何和接触状态三种非线性对八组试件进行低周循环加载下的数值模拟。研究了节点的破坏形态、滞回性能、承载力等。有限元分析结果表明：由等强设计法设计的基本试件的延性和耗能能力较好，在此基础上改变螺栓数目、盖板长度、宽度及厚度、盖板横截面面积、悬臂梁段长度对节点的极限承载力和延性有一定的影响。减少螺栓数目后的节点极限承载力下降不大，而且还可以利用拼接区的螺栓滑移、拼接连接板的塑性变形来耗散能量；而增加螺栓数目会使节点的延性和极限承载力提高，但提高的幅度不大。盖板宽度及厚度对节点的滞回性能有一定影响，建议设计中应使盖板的横截面积大于梁翼缘横截面积，其比值宜控制在1.25?1.50之间，且盖板厚度不应小于梁翼缘厚度。悬臂梁段长度是影响节点滞回性能的重要因素，经过以上对比分析知悬臂梁段长度宜取1.1?1.5倍梁高范围。改变高强螺栓预拉力和摩擦系数对节点在弹塑性阶段的受力基本无影响。本文还研究了钢框架新型梁柱装配式节点在弹性和塑性状态下的应力分布规律，亦将其受力性能和变形能力与普通无拼接节点进行对比。结果表明：在弹性阶段，由于高强螺栓预紧力的作用，连接板件与梁翼缘整体共同受力，相当增大截面的惯性矩，其弹性极限承载力略高于无拼接节点；在塑性阶段，高强螺栓摩擦型连接转化为承压型连接，连接板件间发生相对滑移，消耗了部分能量，其转动能力高于无拼接节点。
[Abstract]:With the improvement of economic level, engineering extension, steel structure gradually become the mainstream form. And the connection of steel structure building is widely used in traditional welding form, the node of high intransportation costs, and construction inconvenience. "Prefabricated steel buildings" provides a platform for countries to achieve building energy-saving. Its advanced features: fittings factory production, site construction mechanization, scientific management, can reduce construction waste, reduce the adverse impact of construction on the environment, provided it construction quality, provided the degree of integration, the smell of energy-saving products in the construction of saving labor, shorten the construction period.
This paper studies a new type of beam column assembly node, is in line with the prefabricated structure construction. The node is through the bottom flange of the cantilever beam and frame beam on the interactive layout of splice plate, and advance in the steel structure processing factory to complete the connection through the weld on both sides of the splice plates and beams. Installed in the node the scene in the process of welding splice plate has been on both sides of the act the role of ear plates make the quick installation of beam segment in place. In place, complete with the bolt splicing plate and the other side of the beam flange connection, and web splicing, completed the beam column node installation. The new assembly type beam column node structure reasonable force, fast installation process in place, no welding, high construction efficiency, good safety, can improve the installation efficiency, and avoid the risk of fire caused by spot welding. At the same time, the nodes are collected in the construction site Bolt assembly, which brings great convenience to the construction site with bad conditions and inconvenient welding.
Based on the reference of domestic and foreign literature, design a new type of beam column assembly type joint basic specimen, by the number of bolts change cover plate length, width and thickness of the cover plate, the cross-sectional area, cantilever length, high strength bolts pretension and friction coefficient of 8 parameters were designed for DM, GBL. GBW, GBT, GA, XBL, BP and FC eight groups of specimens, using the finite element software ABAQUS, considering the material, geometry and contact conditions of three kinds of nonlinear of eight groups of specimens to simulate the cyclic loading. The failure pattern of the joint research, hysteretic behavior, bearing capacity is limited. Element analysis results show that the ductility and energy dissipation strength design method of the basic specimen is better, the bolt number based on the cover, change the length, width and thickness of the cover plate, the cross-sectional area, have a certain impact load capacity and ductility of cantilever beam length limit of joint bearing. Reduce the node number of bolts after the limit bearing capacity drops slightly, but also can use the bolt slip splice region, plastic deformation energy dissipation splicing connection plate increases; the bolt number will make the node ductility and ultimate bearing capacity is increased but increased slightly. The cover plate width and thickness on the hysteretic the performance has a certain influence, should make the cross-sectional area of the cover plate is larger than the cross-sectional area of the beam flange design, the ratio should be controlled at 1.25? 1.50, and the cover plate thickness should not be less than the beam flange thickness. The cantilever length is an important factor affecting the hysteretic behavior of the connection, after the above contrast analysis of cantilever beam the length should be 1.1? 1.5 times of the beam height. Influence of high-strength bolts pretension and friction coefficient on the nodes in the elastic-plastic stress free.
This paper also studies the stress distribution of the steel frame beam column assembly type joint in elastic and plastic state, also the mechanical properties and deformation ability and common joint were compared. The results showed that: in the elastic stage, because of high strength bolt pre tightening force, connecting plate and beam the flange of the overall joint force, moment of inertia is increasing section, slightly higher than the non joint bearing capacity of the elastic limit; in the plastic stage, the connection of friction type high strength bolt connection into the bearing type, slip plates connected, a part of the energy consumption, the rotation capacity higher than that without joint.

【学位授予单位】：青岛理工大学
【学位级别】：硕士
【学位授予年份】：2013
【分类号】：TU352.11;TU391

【参考文献】