新型正交异性钢桥面板选型与分析
吴丽丽1,安丽佩1,2,孙天明3

(1.中国矿业大学(北京)力学与建筑工程学院,北京100083; 2.湖南大学 土木工程学院,湖南 长沙 410082; 3.浙江中隧桥波形钢腹板有限公司,浙江 杭州 311200)

正交异性钢桥面板; 车辆荷载; 横桥向; 竖向位移; 支反力

Selection and analysis of new types of orthotropic steel bridge deck
WU Lili1, AN Lipei1,2, SUN Tianming3

(1.College of Mechanics and Civil Engineering, China University of Mining and Technology, Beijing 100083, China; 2.College of Civil Engineering, Hunan University, Changsha 410082, China; 3.Zhejiang Tunnel Bridge with Corrugated Steel Webs Co.Ltd, Hangzhou 311200, China)

orthotropic steel deck; vehicular loads; cross bridge direction; vertical displacement; reaction force

DOI: 10.15986/j.1006-7930.2020.06.001

备注

针对传统正交异性钢桥面板在运营过程中,顶板-纵肋焊接处及其上一构造细节位置—顶板、纵肋与横隔板三者交接处的疲劳问题和在车轮荷载作用下,桥面板横桥向局部效应显著等问题,从结构构造出发,提出了6种新型正交异性钢桥面板,在用钢量相同的条件下,确定了它们的细部尺寸.并采用有限元软件ABAQUS对传统正交异性钢桥面板和6种新型正交异性钢桥面板的静力承载性能对比分析,得出:因桥面板挠度值超出了规范限值,故折弯型钢桥面板A构造不合理; 以桥面板竖向最大位移为指标,与传统正交异性钢桥面板O相比,双连续波形钢桥面板E和添底部钢板双连续波形钢桥面板F的减小幅度仅为3.22%和4.83%; 而折线型钢桥面板B、三角管型钢桥面板C和正弦波形钢桥面板D则分别减小了58.3%、50.6%和31.7%.最后,经挠度、横向应力及横隔板支反力三方面系统分析确定折线型钢桥面板B为最佳方案.

For the traditional orthotropic bridge deck, the connections between the top plate and the longitudinal stiffener are prone to fatigue damage during the operation phase. This also occurs at the junction of the tabula, the longitudinal stiffener and the top plate. At the same time, the local wheel load can't be effectively transmitted in the transverse bridge, which results in the obvious stress concentration in the transverse direction of the orthotropic steel bridge deck. This paper puts forward six new types of the orthotropic bridge deck, which was based on the structural improvement of the traditional orthotropic bridge deck. On the basis of the same steel consumption as the traditional orthotropic bridge deck, the detailed dimensions of the six new orthotropic steel bridge decks were designed. The static bearing performance of these types of decks were compared herein by the finite element software ABAQUS.Results showed that the steel bridge deck scheme with bending plate “A” was not reasonable because the deflection of bridge deck exceeded the limit value specified in the code. Taking the maximum vertical deflection of bridge deck as an index, compared with the traditional orthotropic steel deck “O”, the reduction range of the steel deck scheme with double continuous wave plate “E” and the steel bridge deck scheme with double continuous wave plate and bottom plate “F” were only 3.22% and 4.83% respectively. However, the steel deck scheme with polygonal plate “B”, the steel bridge deck scheme with triangular tube “C” and the steel bridge deck scheme with sine wave shaped plate “D” decreased significantly, which were 58.3%, 50.6% and 31.7%, respectively. Finally, it was determined that the steel deck scheme with polygonal plate “B” was the best scheme through the analysis of the vertical deflection, the transverse stress and the reaction force on tabula ribs.