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<p>The rib-to-deck weld root crack is located inside the U-rib and is commonly treated using rewelding from the deck surface. Due to the challenge of real-time crack state detection post-repair, ensuring the repair effectiveness is crucial. By conducting rewelding tests, the local strain, fatigue crack size, fatigue life, and the crack propagation behavior of the specimens were analyzed. The impact of welding parameters such as welding length, number of welding passes, as well as processes like inter-pass grinding and impact treatment after rewelding, on the repair effectiveness was discussed. The results indicate that the untreated crack exceeding 150&#xa0;mm and secondary cracks after rewelding exceeding 50&#xa0;mm require immediate intervention to mitigate further propagation and structural compromise. The local stiffness of the specimen will decrease, and the specimen cannot be restored to its original stress performance after rewelding. The crack growth rate and crack size after secondary cracking are greater than those in the unwelded state. Increasing the welding length will enlarge the length for rapid crack propagation, reducing the fatigue life of the specimen. A combined approach using multi-pass welding, inter-pass grinding, and impact treatment will achieve a better repair outcome, which is recommended in real bridges.</p>

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Study on the Fatigue Performance of Rewelding Rib-to-Deck Weld Root Cracks from the Deck Surface

  • 期刊论文

  • 发表日期：

    2025年9月18日

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  • Yuqiang Gao,
  • Bohai Ji,
  • Yifeng Zhou,
  • Zhongqiu Fu,
  • Qiudong Wang

摘要

The rib-to-deck weld root crack is located inside the U-rib and is commonly treated using rewelding from the deck surface. Due to the challenge of real-time crack state detection post-repair, ensuring the repair effectiveness is crucial. By conducting rewelding tests, the local strain, fatigue crack size, fatigue life, and the crack propagation behavior of the specimens were analyzed. The impact of welding parameters such as welding length, number of welding passes, as well as processes like inter-pass grinding and impact treatment after rewelding, on the repair effectiveness was discussed. The results indicate that the untreated crack exceeding 150 mm and secondary cracks after rewelding exceeding 50 mm require immediate intervention to mitigate further propagation and structural compromise. The local stiffness of the specimen will decrease, and the specimen cannot be restored to its original stress performance after rewelding. The crack growth rate and crack size after secondary cracking are greater than those in the unwelded state. Increasing the welding length will enlarge the length for rapid crack propagation, reducing the fatigue life of the specimen. A combined approach using multi-pass welding, inter-pass grinding, and impact treatment will achieve a better repair outcome, which is recommended in real bridges.