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| Stress Response Analysis of Orthotropic Steel Bridge Deck under Moving Load |
| TIAN Liang1, XING Shouhang1, FAN Lilong2, ZHAO Xuemin1, ZHANG Chengzhi1, SI Zhiyuan1 |
1. Tianjin Key Laboratory of Civil Structure Protection and Reinforcement, Tianjin Chengjian University, Tianjin 300384, China;
2. CRCC Bridge Engineering Bureau Group Co. Ltd, Tianjin 300300, China |
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Abstract Research purposes: The orthotropic decks are increasingly used in steel bridges, but these structures are prone to fatigue cracking under cyclic vehicle loads. It is necessary to accurately evaluate the stress response of the bridge deck under moving load, which is the basis for the subsequent fatigue analysis. A multi-scale FE model of continuous three span orthotropic bridge deck is established, which combines the solid element with the shell element. Fortran language is used to compile the sub-program Dload to apply moving load, and the dynamic stress response process of bridge deck is comprehensively analyzed under different loading conditions. Therefore, the stress condition of typical structural details is clarified, which provides a scientific basis for the fatigue performance evaluation and improvement of orthotropic bridge decks.
Research conclusions:(1) The most unfavorable loading position of steel bridge deck is when the loading center line is close to the U-rib-to-deck connection weld or just above the U-rib opening. (2) For U-rib-to-deck weld joints, the stress response state can be well reflected by single wheel loading analysis, while for U-rib-floor beam weld joints and arc opening of floor beam, the stress effect caused by double wheel loading cannot be ignored. (3) Under different loading conditions, the arc opening area is always in a high stress state, which is the most unfavorable stress bearing part of the steel bridge deck and easy to cause fatigue damage. (4) The research results can be used to evaluate the stress state of steel bridge deck structures under vehicle moving loads.
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Received: 07 November 2022
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2024, Vol. 41 
