Fatigue performance of hot-rolled thickened U rib-to-deck double-sided welds based on structural stress method
Article Text (Baidu Translation)
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摘要: 为明确热轧变厚U肋-顶板双面焊缝细节的疲劳性能，探究U肋肢端增厚对焊缝疲劳强度的影响，对采用不同规格U肋的正交异性钢桥面板模型开展了有限元分析；基于结构应力法对比研究了U肋规格对U肋-顶板焊缝疲劳性能的影响，依据主S-N曲线分析了等厚U肋和热轧变厚U肋-顶板焊缝细节的疲劳寿命。研究结果表明：U肋-顶板内侧焊缝等效结构应力水平显著高于外侧焊缝，内侧焊趾更易发生疲劳开裂；采用8~12 mm热轧变厚U肋能有效降低U肋-顶板内侧焊缝等效结构应力，降幅为12.9%；基于95%置信区间主S-N曲线，与8 mm等厚U肋相比，8~12 mm和12~16 mm热轧变厚U肋-顶板内侧焊缝细节的疲劳寿命分别提高54.2%和174.8%；热轧变厚U肋通过肢端局部增厚提升U肋-顶板焊缝细节疲劳性能，肢端变厚构造结合双面焊缝形式可为改善钢桥面板疲劳性能提供可行路径。Abstract: Finite element analysis was conducted on orthotropic steel deck models incorporating U ribs of different dimensions to elucidate the fatigue performance of hot-rolled thickened U rib-to-deck double-sided weld details and investigate the influence of increased thickness at U rib limb ends on weld fatigue strength. Based on the structural stress method, the influence of U rib dimensions on the fatigue performance of U rib-to-deck welds was investigated. Furthermore, the fatigue life of the constant thickness U rib and hot-rolled thickened U rib-to-deck weld details was analyzed according to the master S-N curve. The results indicate that the equivalent structural stress at the inner weld of the U rib-to-deck joint is significantly higher than that at the outer weld, thus making the inner weld toe more prone to fatigue crack initiation. The adoption of 8-12 mm hot-rolled thickened U ribs effectively reduces the equivalent structural stress at the inner weld of the U rib-deck joint by 12.9%. Based on the master S-N curve with a 95% confidence interval, compared to constant thickness 8 mm U ribs, the fatigue life of the inner side weld details by employing 8-12 mm and 12-16 mm hot-rolled thickened U ribs increases by 54.2% and 174.8% respectively. Hot-rolled thickened U ribs improve the fatigue performance of U rib-to-deck weld details by locally increasing the thickness at the limb ends. The combination of thickened limb-end configurations and double-sided welds provides a viable approach for improving the fatigue performance of orthotropic steel decks.
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图 9 2#U肋-顶板位置主应力分布（单位：MPa）
Figure 9. Principal stress distribution at 2# U rib-to-deck (unit: MPa)
图 10 U肋-顶板外侧焊缝等效结构应力
Figure 10. Equivalent structural stress at the outer weld of the U rib-to-deck joint
图 11 U肋-顶板内侧焊缝等效结构应力
Figure 11. Equivalent structural stresses at the inner weld of the U rib-to-deck joint
表 1 有限元模型分组
Table 1. Finite element model group
mm 模型编号 U肋高度 底板宽度 肢端厚度 SP-1 300 180 8 SP-2 300 180 8~12 SP-3 300 180 12~16 
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表 2 钢材材料属性
Table 2. Material properties of steel
钢材 屈服强度/MPa 抗拉强度/MPa 弹性模量/GPa 裂纹扩展系数 Q420qD-钢板 502.6 586.3 209 3.6 Q420qD-U肋 494.4 639.1 212 3.6
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表 3 主S-N曲线参数
Table 3. Parameters of master S-N curve
参数 均值 2σ -2σ 3σ -3σ Cd 19 320.2 28 626.5 13 875.7 34 308.1 11 577.9 h -0.319 5 -0.319 5 -0.319 5 -0.319 5 -0.319 5
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表 4 基于结构应力法的焊缝节点疲劳寿命分析
Table 4. Fatigue life analysis of weld details based on the traction structural stress method
模型 焊缝类型 ΔSeq/MPa 疲劳寿命Nf 均值 -2σ -3σ SP-1 U肋-顶板外侧焊缝 89.5 20 218 762 7 174 833 4 071 213 U肋-顶板内侧焊缝 228.2 1 080 133 383 296 217 494 SP-2 U肋-顶板外侧焊缝 84.9 23 849 379 8 463 194 4 802 267 U肋-顶板内侧焊缝 198.7 1 665 863 591 148 335 435 SP-3 U肋-顶板外侧焊缝 77.3 31 985 407 11 350 346 6 440 523 U肋-顶板内侧焊缝 165.2 2 969 056 1 053 600 597 844
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