钢桁梁斜拉桥主梁无应力构形计算及应用

发布时间：2018-01-29 11:37

本文关键词： 钢桁梁斜拉桥施工控制无应力构形计算刚度等效　出处：《长沙理工大学》2015年硕士论文　论文类型：学位论文

【摘要】：近年来,随着我国钢材的冶炼技术和桁梁施工工艺的蓬勃发展,以桁架为主梁的钢桁梁斜拉桥大量涌现,尤其在山区和跨江大河的大跨桥梁的修建与日俱增。钢桁梁能适用特殊地形条件地区桥梁的建造,对山区桥梁构件的运输和安装显示较强的竞争力,具有跨越能力大、结构轻盈美观、经济性高、耐久性好、绿色环保等优点。但是由于桁梁施工操作复杂,结构杆件繁多,构件生产与安装精度要求较高,需要一套系统的施工控制体系来支撑,以保证成桥之后的几何线形与内力状态。本文以钢桁梁斜拉桥施工控制中无应力构形控制法为主线,做了以下研究并得到了相应的结论:(1)从施工控制的角度介绍了在斜拉桥上的研究概况,阐述了无应力构形控制方法的计算理论,对大跨桥梁的几何非线性问题作了具体论述,研究了制造线形、安装线形和无应力构形相互的分别与联系,同时理论上计算模型中的初始计算点位应该是制造线形上的点位坐标。(2)阐述了钢桁梁节点、节段分割点及锚点的无应力位置的确定的计算方法,系统研究了钢桁梁主梁无应力构形计算的原理、方法、步骤和流程,以及节点板规格类型合并考虑因素及原则。对关心的主梁无应力构形计算的问题,系统的分析与研究了相邻梁段之间开口值的计算方法、节点板规格类型统一以及节点板螺孔间距与开口值的关系,形成了主梁无应力构形计算的控制体系。(3)研究了钢桁梁主梁刚度等效分析,得到了空间普拉特式桁架和华伦式桁架模型与平面桁架模型、单梁模型等效时的平联刚度修正系数和剪切刚度修正系数,及其与桁高、节间长的关系曲线图和拟合公式,等效后的平面模型减少了建模的单元数与节点数,能显著提高分析计算的效率。(4)建立了忠建河桥的有限元数值模型,对钢桁梁斜拉桥临时固结、边界条件、荷载施加提供了简便的处理方法。主梁无应力构形计算控制体系在此桥进行了运用,得到了规格较少、类型统一、施工方便、便于管理的节点板构件制造数据。(5)对结构设计参数进行了敏感性分析,得到了敏感程度高低依次为钢桁梁梁段自重、斜拉索自重、施工临时荷载、主梁弹模和斜拉索弹模;同时通过主梁中跨合龙后的实测线形与理论线形吻合良好,证明了无应力构形控制法在钢桁梁斜拉桥上实践的成功。
[Abstract]:In recent years, with the rapid development of steel smelting technology and truss construction technology in China, a large number of steel truss cable-stayed bridges with truss as the main beam have emerged. Especially in the mountainous area and across the river the construction of long-span bridges is increasing. Steel truss beams can be used for the construction of bridges in the area of special terrain conditions and show strong competitiveness for the transport and installation of bridge components in mountainous areas. It has many advantages, such as large span ability, light and beautiful structure, high economy, good durability, green environmental protection and so on. However, because of the complex construction operation of truss beam and numerous structural members, the production and installation accuracy of the members is high. A set of systematic construction control system is needed to ensure the geometric alignment and internal force state after completion of the bridge. The main line of this paper is the non-stress configuration control method in the construction control of steel truss cable-stayed bridge. The following research is done and the corresponding conclusion: 1) from the point of view of construction control, the research situation on cable-stayed bridge is introduced, and the calculation theory of no-stress configuration control method is expounded. The geometric nonlinearity of long-span bridges is discussed in detail, and the relationship between the fabrication of lines, the installation of lines and the non-stress configurations is studied. At the same time, the initial calculated points in the model should be the point coordinates on the manufacturing line.) the calculation method of the unstressed position of the steel truss joints, segmental segmentation points and anchors is expounded in this paper. This paper systematically studies the principle, method, procedure and flow of the calculation of the unstressed configuration of the main beam of steel truss beam, as well as the consideration of the factors and principles of the joint plate specification type and the problems of the calculation of the non-stress configuration of the main beam concerned. The calculation method of the opening value between adjacent beam segments, the uniform specification type of the joint plate and the relationship between the pitch between the screw holes and the opening value of the joint plate are analyzed and studied systematically. The equivalent stiffness analysis of the steel truss girder is studied, and the space Platt truss model, the Warren truss model and the plane truss model are obtained. When the single beam model is equivalent, the plane stiffness correction coefficient and shear stiffness correction coefficient, as well as their relationship with truss height, Internode length, curve diagram and fitting formula, the equivalent plane model reduces the number of elements and nodes in the model. The finite element numerical model of Zhongjian River Bridge is established, and the temporary consolidation and boundary conditions of steel truss cable-stayed bridge are obtained. The calculation and control system of the non-stress configuration of the main beam is applied in this bridge, which has less specification, uniform type and convenient construction. The design parameters of the structure are analyzed in order of the weight of steel truss beam section, the weight of stay cable and the temporary load of construction. Main beam elastic modulus and stay cable elastic modulus; At the same time, it is proved that the non-stress configuration control method is successful in the practice of cable-stayed bridge with steel truss beam, and the measured alignment is in good agreement with the theoretical alignment after the mid-span closure of the main beam.
【学位授予单位】：长沙理工大学
【学位级别】：硕士
【学位授予年份】：2015
【分类号】：U448.27

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