Design for Shear in Curved Composite Multiple Steel Box Girder Bridges
Design for Shear in Curved Composite Multiple Steel Box Girder Bridges
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DOI：
10.1061/(asce)1084-0702(2003)8:3(144
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发表时间：
2003-04
影响因子：
3.6
通讯作者：
K. Sennah;J. Kennedy;Said I. Nour
中科院分区：
文献类型：
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作者：
K. Sennah;J. Kennedy;Said I. Nour
现代公路桥梁往往受到严格的几何限制，在许多情况下，必须以曲线线形建造。这些桥梁的横截面可能是多个钢箱梁与混凝土桥面板的组合。这种类型的横截面是最适合抵抗由桥梁曲率引起的扭转、畸变和翘曲效应的横截面之一。目前北美的设计实践并没有专门处理水平弯曲组合多钢箱梁桥中的剪力分布。在本文中，广泛的参数研究，使用实验校准的有限元模型，在简支直和曲线原型桥梁进行了分析，以确定其剪切分布特性下的恒载和美国国家公路和运输官员协会（AASHTO）活载。在这项研究中考虑的参数是跨度长度，钢箱的数量，交通车道的数量，桥梁的长宽比，曲率，交叉支撑和上弦杆系统的数量和刚度。五座箱梁桥模型的试验结果验证了有限元模型的正确性。根据参数研究的结果，开发了适用于设计办公室的最大剪力（反力）的简单经验公式。与AASHTO和加拿大公路桥梁设计规范的直线桥公式进行了比较。设计的一个说明性的例子。
Modern highway bridges are often subject to tight geometric restrictions and, in many cases, must be built in curved alignment. These bridges may have a cross section in the form of a multiple steel box girder composite with a concrete deck slab. This type of cross section is one of the most suitable for resisting the torsional, distortional, and warping effects induced by the bridge's curvature. Current design practice in North America does not specifically deal with shear distribution in horizontally curved composite multiple steel box girder bridges. In this paper an extensive parametric study, using an experimentally calibrated finite-element model, is presented, in which simply supported straight and curved prototype bridges are analyzed to determine their shear distribution characteristics under dead load and under American Association of State Highway and Transportation Officials (AASHTO) live loadings. The parameters considered in this study are span length, number of steel boxes, number of traffic lanes, bridge aspect ratio, degree of curvature, and number and stiffness of cross bracings and of top-chord systems. Results from tests on five box girder bridge models verify the finite-element model. Based on the results from the parametric study, simple empirical formulas for maximum shears (reactions) are developed that are suitable for the design office. A comparison is made with AASHTO and Canadian Highway Bridge Design Code formulas for straight bridges. An illustrative example of the design is presented.