钢板梁桥面外变形疲劳效应的数值模拟

王雨竹; 舒畅; 王鹏; 周星光; 王春生

doi:10.13206/j.gjgS21091001

钢板梁桥面外变形疲劳效应的数值模拟

doi: 10.13206/j.gjgS21091001

长安大学公路学院, 西安 710064

基金项目:

国家“万人计划”科技创新领军人才支持项目（W03020659）；国家自然科学基金项目（51578073）。

详细信息

作者简介:
王雨竹,女,1993年出生,博士研究生。Email:anolan1997@126.com。

中图分类号: U441.4
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出版历程
- 收稿日期: 2021-09-10
- 网络出版日期: 2022-01-11

Numerical Simulation of Distortion-Induced Fatigue Effect in Steel Plate Girder Bridges

College of Highways, Chang' an University, Xi' an 710064, China

摘要

摘要: 针对钢板梁桥两类腹板间隙面外变形疲劳细节（竖向加劲肋腹板间隙细节和水平节点板腹板间隙细节），建立了三跨连续钢板梁直桥、斜桥和弯桥的有限元模型，通过数值模拟对不同跨径、不同斜交角、平曲线半径钢板梁桥腹板间隙疲劳细节的面外变形及疲劳应力进行研究，并针对斜桥和弯桥进行了面外变形疲劳效应参数分析。模拟结果表明：疲劳车辆荷载作用下腹板间隙细节会产生相对面外变形和疲劳应力；直桥中竖向加劲肋腹板间隙细节的面外变形、疲劳应力峰值分别为0.079 mm、105.6 MPa，水平节点板腹板间隙细节的面外变形、疲劳应力峰值为0.006 mm、10.9 MPa；斜桥、弯桥中两类腹板间隙细节的面外变形疲劳效应显著大于直桥，相对面外变形量更大，斜桥、弯桥中竖向加劲肋腹板间隙细节的疲劳应力峰值分别为直桥的2.4倍和1.7倍，水平节点板腹板间隙细节的疲劳应力峰值分别为直桥的2倍和2.9倍；疲劳细节处的相对面外变形与疲劳应力水平具有较强的相关性，且很小的相对面外变形就可以引起较高的拉应力。在斜桥中，水平节点板腹板间隙细节的腹板间隙处仅0.15 mm的相对面外变形就能引起约250 MPa的竖向弯曲拉应力。参数分析结果表明，斜桥中疲劳细节处的应力随斜交角的增大而增大，弯桥中细节处的疲劳应力随平曲线半径的减小而增大。跨径布置为（45+70+45） m的直桥中，竖向加劲肋腹板间隙细节和水平节点板腹板间隙细节处的最大拉应力105.6 MPa和10.9 MPa。相同跨径斜桥、弯桥中对应细节处的最大拉应力分别为250.5 MPa和21.8 MPa、176.5 MPa和31.9 MPa，显著大于相同跨径直桥中对应细节处的最大拉应力。
- 钢板梁桥 /
- 面外变形 /
- 疲劳 /
- 斜交角 /
- 平曲线半径
Abstract: For two type of distortion-induced fatigue details at web gaps(vertical stiffener web gap and horizontal gusset plate web gap) in the steel plate girder bridges, finite element models of the straight, skewed and curved three-span continuous steel plate girder bridges were built. The out-of-plane distortion and fatigue stress of the web gap fatigue details of steel plate girder bridges with different spans, oblique angles and horizontal curve radius are investigated by numerical simulation. Parametric analysis of fatigue effect in skewed and curved bridges is carried out. The simulation results show that when under the vehicle loads, the relative out-of-plane deformation and fatigue stresses will occur at the web gap details. The relative out-of-plane distortion and the peak fatigue stress of the vertical stiffener web gap details in the straight bridge are 0.079 mm and 105.6 MPa; the relative out-of-plane distortion and the peak fatigue stress of the horizontal gusset plate web gap details in the straight bridge are 0.006 mm and 10.9 MPa. The distortion-induced fatigue effects of two types of web gap details in the skewed bridge and the curved bridge are significantly greater than that of the straight bridge, and the out-of-plane distortions are larger than that of the straight bridge. The peak fatigue stress of vertical stiffener web gap in the skewed bridge and the curved bridge are 2.4 times and 1.7 times as much as that in the straight bridge; the peak fatigue stress of horizontal gusset plate web gap in the skewed bridge and the curved bridge are 2 times and 2.9 times as much as that in the straight bridge. The relative out-of-plane deformation of the fatigue details has a strong correlation with the stress level at the fatigue details, and small relative out-of-plane deformation can cause high fatigue stress. In skewed bridges, only 0.15 mm relative out-of-plane distortion at the horizontal gusset plate web gap details can cause 250 MPa vertical bending tensile stress. Parametric analysis results show that the fatigue stress at details in skewed bridge increases with the increase of oblique angle, while the stress at fatigue details in curved bridge increases with the decrease of horizontal curve radius. In the straight bridge with a span arrangement of(45+70+45) m, the maximum tensile stresses at the vertical stiffener web gap details and the horizontal gusset plate web gap details are 105.6 MPa and 10.9 MPa. The maximum tensile stresses at the corresponding details in the skewed bridge and curved bridge with the same span are 250.5 MPa and 21.8 MPa, 176.5 MPa and 31.9 MPa, respectively, which are significantly greater than the maximum tensile stress at the corresponding details in the straight bridge with the same span.
- steel plate girder bridge /
- out-of-plane distortion /
- fatigue /
- oblique angle /
- horizontal curve radius

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参考文献(21)

[1]	Connor R J, Fisher J W. Identifying effective and ineffective retrofits for distortion fatigue cracking in steel bridges using field instrumentation[J]. Journal of Bridge Engineering, 2006, 11(6):745-752.
[2]	AASHTO AASHTO LRFD Bridge Design Specifications[M]. Washington, D. C.:AASHTO, 2012.
[3]	《中国公路学报》编辑部. 中国桥梁工程学术研究综述·2014[J]. 中国公路学报, 2014, 27(5):1-96.
[4]	Fisher J W, Jin J, Wagner D C, et al. Distortion-induced fatigue cracking in steel bridges:NCHRP Rep. 335[R]. Washington, D. C.:Transportation Research Board, National Research Council, 1990.
[5]	Zhao Y, Roddis W M K. Finite element study of distortion-induced fatigue in welded steel bridges[J]. Transportation Research Record, 2003,1854:57-65.
[6]	Roddis W M K, Zhao Y. Finite-element analysis of steel bridge distortion-induced fatigue[J]. Journal of Bridge Engineering, 2003, 6(8):259-266.
[7]	Jajich D, Schultz A E. Measurement and analysis of distortion-induced fatigue in multigirder steel bridges[J]. Journal of Bridge Engineering, 2003, 6(8):84-91.
[8]	黄侨, 李莹, 高秀云. 焊接钢桥疲劳成因及对策研究[J]. 北京交通大学学报, 2006, 30(5):50-54.
[9]	Yuan Z, Roddis W M K. Fatigue behavior and retrofit investigation of distortion-induced web gap cracking[J]. Journal of Bridge Engineering, 2007, 12(6):737-745.
[10]	Wang C S, Wang Y Z, Cui B, et al. Numerical simulation of distortion-induced fatigue crack growth using extended finite element method[J]. Structure and Infrastructure Engineering, 2019(3):1-17.
[11]	Catinlioni C A, Fisher J W, Yen B T. Evaluation of fatigue cracking at cross diaphragms of a multigirder steel bridge[J]. Journal of Constructional Steel Research, 1984, 9(1):95-110.
[12]	Stallings J M, Cousins T E, Stafford T E, et al. Effects of removing diaphragms from steel girder bridge[J]. Transportation Research Board, 1995, 15(2):183-188.
[13]	Hassel H L, Bennett C R, Matamoros A B, et al. Parametric analysis of cross-frame layout on distortion-induced fatigue in skewed steel bridges[J]. Journal of Bridge Engineering, 2013, 18(7):601-611.
[14]	Mahmoud H N, Miller P A. Distortion-induced fatigue crack growth[J]. Journal of Bridge Engineering, 2016, 21(2). DOI:10. 1061/(ASCE) BE. 1943-5592. 0000793.
[15]	Li H, Schultz A E. Analysis of girder differential deflection and web gap stress for rapid assessment of distortional fatigue in multigirder steel bridges:Final Rep. No. MN/RC-2005-38[R]. St. Paul, Minnesota:Minnesota Department of Transportation, 2005.
[16]	Shifferaw Y, Fanous F S. Field testing and finite element analysis of steel bridge retrofits for distortion-induced fatigue[J]. Engineering Structures, 2013, 49:385-395.
[17]	王春生, 成锋. 钢桥腹板间隙面外变形疲劳应力分析[J]. 建筑科学与工程学报, 2010, 27(1):65-72.
[18]	Berglund E M, Schultz A E. Girder differential deflection and distortion-induced fatigue in skewed steel bridges[J]. Journal of Bridge Engineering, 2006, 11(2):169-177.
[19]	王春生, 成锋. 弯桥腹板间隙面外变形疲劳应力分析[C]//中国钢结构稳定与疲劳分会第12届学术交流会暨教学研讨会论文集. 北京:2010:478-483.
[20]	Kyung K S, Jeon J C, Lee H H, et al. Fatigue crack and its retrofitting method in a curved Ⅰ girder bridge[J]. International Journal of Steel Structures, 2012, 12(4):563-578.
[21]	中华人民共和国交通运输部. 公路钢结构桥梁设计规范:JTG D64-2015[S]. 北京:人民交通出版社, 2015.