矮塔斜拉桥宽箱梁剪力滞效应分析
发布时间：2019-06-02 21:59
【摘要】：矮塔斜拉桥与常规斜拉桥和连续梁桥有很大差异。宽翼缘薄壁箱梁截面的应力不符合平截面假定，应力沿横截面分布并不均匀，呈现出剪力滞效应。业者已积极投入到剪力滞效应的研究当中，且取得了一定的成果，但很多问题仍没有得到解决。本文以某大桥为实际工程背景，对矮塔斜拉桥箱梁剪力滞效应进行了以下几个方面的研究： 1、讨论了矮塔斜拉桥的发展历史、国内外的发展概况及矮塔斜拉桥的特点。 2、论述了剪力滞效应的研究状况并介绍了剪力滞效应的各种计算方法及试验研究情况。 3、对于工程上计算简单的三杆比拟法，详细的介绍了该方法求解箱梁剪力滞效应的基本思路，根据边界条件和荷载情况，最终得到了三杆比拟法求解薄壁箱梁剪力滞效应的理论公式，并针对实桥应用该方法计算了控制截面的剪力滞系数。 4、采用有限元分析软件，建立矮塔斜拉桥最大悬臂施工阶段的空间有限元法模型，，分析计算了最大悬臂施工阶段主梁的剪力滞效应。最后对可能影响箱梁剪力滞效应的多种因素如预应力的损失、横隔板厚度、横隔板间距等分别建立空间有限元模型，研究这些因素对剪力滞效应的影响，得出一定的规律如下： （1）、预应力损失和横隔板厚度的变化对顶底板的剪力滞效应的影响不显著，可以不考虑预应力损失和横隔板厚度的变化对剪力滞系数的影响 （2）、横隔板间距的变化不仅影响顶底板应力的大小，同时也影响剪力滞系数的大小及其沿横截面的分布规律，因此分析截面的剪力滞效应不能忽略横隔板间距变化的影响。
[Abstract]:There are great differences between low tower cable-stayed bridge and conventional cable-stayed bridge and continuous beam bridge. The stress of thin-wall box girder with wide flange does not conform to the assumption of flat section, and the distribution of stress along the cross section is not uniform, showing shear lag effect. The industry has been actively involved in the study of shear lag effect, and has achieved some results, but many problems have not been solved. In this paper, based on a bridge as a practical engineering background, the shear lag effect of box girder of low tower cable-stayed bridge is studied in the following aspects: 1. The development history of low-tower cable-stayed bridge, the general situation of development at home and abroad and the characteristics of low-tower cable-stayed bridge are discussed. 2. The research status of shear lag effect is discussed, and various calculation methods and experimental research of shear lag effect are introduced. 3. For the simple three-bar comparison method in engineering, the basic idea of solving the shear lag effect of box girder by this method is introduced in detail. According to the boundary conditions and load conditions, Finally, the theoretical formula for solving the shear lag effect of thin-wall box girder by three-bar analogy method is obtained, and the shear lag coefficient of the control section is calculated by using this method for the real bridge. 4. The spatial finite element model of the maximum cantilever construction stage of the low tower cable-stayed bridge is established by using the finite element analysis software, and the shear lag effect of the main beam in the maximum cantilever construction stage is analyzed and calculated. Finally, the spatial finite element models are established for many factors that may affect the shear lag effect of box girder, such as the loss of prestress, the thickness of diaphragm, the spacing of diaphragm, etc., and the effects of these factors on shear lag effect are studied. Some laws are obtained as follows: (1) the influence of prestress loss and diaphragm thickness on the shear lag effect of top and bottom plate is not significant. The influence of prestress loss and the change of diaphragm thickness on shear lag coefficient can not be taken into account (2). The change of diaphragm spacing not only affects the stress of roof and bottom plate, At the same time, the shear lag coefficient and its distribution along the cross section are also affected, so the influence of the variation of the spacing of the transverse partition can not be ignored in the analysis of the shear lag effect of the section.
【学位授予单位】：长安大学
【学位级别】：硕士
【学位授予年份】：2014
【分类号】：U441;U448.27
本文编号：2491446
[Abstract]:There are great differences between low tower cable-stayed bridge and conventional cable-stayed bridge and continuous beam bridge. The stress of thin-wall box girder with wide flange does not conform to the assumption of flat section, and the distribution of stress along the cross section is not uniform, showing shear lag effect. The industry has been actively involved in the study of shear lag effect, and has achieved some results, but many problems have not been solved. In this paper, based on a bridge as a practical engineering background, the shear lag effect of box girder of low tower cable-stayed bridge is studied in the following aspects: 1. The development history of low-tower cable-stayed bridge, the general situation of development at home and abroad and the characteristics of low-tower cable-stayed bridge are discussed. 2. The research status of shear lag effect is discussed, and various calculation methods and experimental research of shear lag effect are introduced. 3. For the simple three-bar comparison method in engineering, the basic idea of solving the shear lag effect of box girder by this method is introduced in detail. According to the boundary conditions and load conditions, Finally, the theoretical formula for solving the shear lag effect of thin-wall box girder by three-bar analogy method is obtained, and the shear lag coefficient of the control section is calculated by using this method for the real bridge. 4. The spatial finite element model of the maximum cantilever construction stage of the low tower cable-stayed bridge is established by using the finite element analysis software, and the shear lag effect of the main beam in the maximum cantilever construction stage is analyzed and calculated. Finally, the spatial finite element models are established for many factors that may affect the shear lag effect of box girder, such as the loss of prestress, the thickness of diaphragm, the spacing of diaphragm, etc., and the effects of these factors on shear lag effect are studied. Some laws are obtained as follows: (1) the influence of prestress loss and diaphragm thickness on the shear lag effect of top and bottom plate is not significant. The influence of prestress loss and the change of diaphragm thickness on shear lag coefficient can not be taken into account (2). The change of diaphragm spacing not only affects the stress of roof and bottom plate, At the same time, the shear lag coefficient and its distribution along the cross section are also affected, so the influence of the variation of the spacing of the transverse partition can not be ignored in the analysis of the shear lag effect of the section.
【学位授予单位】：长安大学
【学位级别】：硕士
【学位授予年份】：2014
【分类号】：U441;U448.27
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