郑焦城际122m系杆拱桥施工过程有限元仿真分析

发布时间：2018-05-05 01:05

本文选题：钢管混凝土系杆拱 + 静力分析　；参考：《兰州交通大学》2014年硕士论文

【摘要】：近年来钢管混凝土系杆拱桥以其独特的组合结构形式，具有优美的外观美学，很好地发挥了材料的性能，满足了桥梁大跨度的实际需求，拥有合理的工程造价在我国已有快速的发展和广泛的应用。在快速发展和广泛应用的同时，为保证施工过程中的安全和长期运营中的安全，对桥梁结构的静力分析、地震反应分析和复杂关键局部的分析越来越有必要。论文以郑焦城际铁路黄河大桥跨黄河大堤122米钢管混凝土系杆拱桥为工程背景，利用桥梁专业分析软件MIDAS/CIVIL建立桥梁上部结构的平面杆系模型和三维杆系模型，借助桥梁专业软件MIDAS/FEA建立桥梁上部结构的实体单元模型，本桥梁划分为28个施工阶段，选取其中重要施工阶段进行各典型截面的位移和应力结果的分析，理论计算指导施工进行，对比分析施工实测值与理论计算和不同建模方法对结果产生的不同。结果表明，施工阶段杆系模型和实体单元模型的应力值比实测值略大，而成桥后与实测值基本一致。利用已建立的三维杆系单元模型和实体单元模型对桥梁进行动力分析，对比分析两种不同建模对结构自振周期和自振频率产生的不同结果。根据结构动力学原理、抗震原理和《铁路工程抗震设计规范》（GB50111-2006，2009年修正版）分别对两种模型进行地震反应谱分析和地震时程分析。通过分析选取了合适的计算方法。按顺桥向独立输入工况、横桥向独立输入工况、竖向独立输入工况、顺桥向+竖向组合工况和横桥向+竖向组合工况五种工况进行分析，综合本桥梁结构的各典型截面的位移和应力进行分析，尝试得出一些有益性结论，对比分析不同建模方法的地震反应的区别。结果表明在地震反应分析中，地震反应谱分析产生最大的竖向位移比地震时程分析略大，而横向位移和纵向位移，地震时程分析的结果要显著。在钢管混凝土系杆拱的上部结构中拱顶是相对最薄弱的部位，拱脚的应力是结构体系中受力最不利的。用桥梁专业软件MIDAS/FEA建立拱脚局部模型，按照六面体单元进行网格划分，选取两种不同的工况进行分析，对位移和应力结果进行总结。结果显示了拱脚混凝土在没有竖向预应力约束下的位移和应力云图，在系梁与拱脚混凝土的接连部位出现不利情况。
[Abstract]:In recent years, Concrete-filled Steel Tubular tied Arch Bridge (CFST), with its unique composite structure form, has beautiful aesthetic appearance, exerts the performance of material well, and meets the actual demand of long span of bridge. Has the reasonable project cost in our country already has the fast development and the widespread application. With the rapid development and wide application, in order to ensure the safety in the construction process and the long-term operation, it is more and more necessary to analyze the static force, seismic response and complex key parts of the bridge structure. Taking the 122-meter concrete-filled steel tube tied arch bridge across the Yellow River embankment of Zhengjiao Intercity Railway as the engineering background, the plane bar model and three-dimensional bar system model of the superstructure of the bridge are established by using the bridge professional analysis software MIDAS/CIVIL. The solid element model of the superstructure of the bridge is established with the help of the bridge professional software MIDAS/FEA. The bridge is divided into 28 construction stages, and the displacement and stress results of each typical section are analyzed in the important construction stage. The theoretical calculation is used to guide the construction, and the differences between the measured values of construction and the results of theoretical calculation and different modeling methods are analyzed. The results show that the stress values of the bar system model and the solid element model are slightly larger than the measured values in the construction stage, and the results are basically consistent with the measured values after the completion of the bridge. The dynamic analysis of the bridge is carried out by using the established three-dimensional member element model and the solid element model, and the different results of the two different models for the natural vibration period and frequency of the structure are compared and analyzed. According to the structural dynamics principle, aseismic principle and Seismic Design Code for Railway Engineering (GB50111-2006, revised edition 2009), the seismic response spectrum analysis and seismic time history analysis of the two models are carried out respectively. An appropriate calculation method is selected through analysis. According to the independent input condition of the bridge, the independent input condition of the transverse bridge, the independent input condition of the vertical direction, the vertical combination condition of the straight bridge and the vertical combination condition of the transverse bridge, Based on the analysis of the displacement and stress of each typical section of the bridge structure, some useful conclusions are obtained, and the differences of seismic responses of different modeling methods are compared and analyzed. The results show that the maximum vertical displacement produced by seismic response spectrum analysis is slightly larger than that of seismic time history analysis, and the results of lateral displacement and longitudinal displacement are significant. In the superstructure of concrete-filled steel tubular tie arch, the arch roof is the weakest part, and the stress of arch foot is the most unfavorable in the structure system. The local model of arch foot is established by using bridge professional software MIDAS/FEA. The grid is divided according to hexahedron element and two different working conditions are selected to analyze the results of displacement and stress. The results show that the displacement and stress cloud diagram of arch concrete without vertical prestress constraints is disadvantageous in the joint part of tie beam and arch foot concrete.
【学位授予单位】：兰州交通大学
【学位级别】：硕士
【学位授予年份】：2014
【分类号】：U445.4;U448.225

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