Fatigue performance analysis and life prediction of steel-UHPC stud weld based on fracture mechanics
Article Text (Baidu Translation)
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摘要: 为探究焊缝尺寸对钢-UHPC组合结构栓钉连接件疲劳寿命及破坏模式的影响, 基于ABAQUS软件建立了推出试件的1/4对称有限元模型；针对13、16、19 mm三种栓钉直径的推出试件, 系统分析了焊缝参数(焊缝直径、焊缝高度)与初始疲劳裂纹深度对疲劳性能的影响机理；通过试验数据验证了有限元模型可靠性, 提出了一种融合焊缝尺寸的疲劳寿命预测方法。分析结果表明：路径1上的SWT参数与焊缝直径负相关, 临界平面集中于栓钉焊缝中部；裂纹萌生寿命在路径1和路径3随焊缝直径的增大而延长, 在路径2上则呈相反趋势, 且路径1的裂纹萌生寿命显著低于路径2和路径3, 表明裂纹优先萌生于路径1；栓钉总疲劳寿命随焊缝直径的减小呈先增后减趋势, 当13、16、19 mm栓钉的焊缝直径与栓钉直径的比值分别降为1.15、1.19、1.16时, 破坏模式由路径2向路径1转变, 此时栓钉总疲劳寿命达到峰值, 对应栓钉的最优焊缝直径/栓钉直径组合；路径1的SWT参数与焊缝高度正相关, 而裂纹萌生寿命在路径1随焊缝高度增加而缩短, 在路径2和路径3则延长；当焊缝高度降低时, 裂纹萌生位置由路径1迁移至路径2, 且在低荷载幅值下栓钉的破坏模式同步转变；栓钉总疲劳寿命随焊缝高度增加呈单调递增趋势；初始疲劳裂纹深度的增大导致栓钉总疲劳寿命显著减少。提出的疲劳寿命预测模型量化了焊缝尺寸对疲劳性能的耦合影响, 可为钢-UHPC组合结构中栓钉连接件的优化设计与寿命评估提供理论依据。Abstract: To investigate the influence of weld dimensions on the fatigue life and failure modes of stud connectors in steel-UHPC composite structures, a 1/4 symmetric finite element model of pushing specimens was established based on ABAQUS software. For pushing specimens with three stud diameters of 13, 16, and 19 mm, the influence mechanisms of weld parameters (weld diameter and weld height) and initial fatigue crack depth on fatigue performance were systematically investigated. Analysis reliability of the finite element model was verified using experimental data, and a fatigue life prediction method incorporating weld dimensions was proposed. Analysis results indicate that the SWT parameter on path 1 is negatively correlated with weld diameter, and the critical plane is concentrated in the middle of the stud weld. The crack initiation life on path 1 and path 3 increases with the increase of weld diameter, while it shows the opposite trend on path 2. Additionally, the crack initiation life on path 1 is significantly lower than that on path2 and path3, which indicates that cracks preferentially initiate on path 1. The total fatigue life of the stud initially increases and then decreases as weld diameter decreases. When the ratios of the weld diameters to the diameters of the 13, 16 and 19 mm studs drops to 1.15, 1.19 and 1.16 respectively, the failure mode transitions from path 2 to path 1. At this point, the total fatigue life of the stud reaches its peak, corresponding to the optimal weld diameter to stud diameter combination for the stud. The SWT parameter on path 1 is positively correlated with weld height, while the crack initiation life on path 1 decreases with increasing weld height but increases on path 2 and path 3. When weld height decreases, the crack initiation location shifts from path 1 to path 2, and the failure mode of the stud under low load amplitudes undergoes a corresponding transition. The total fatigue life of the stud exhibits a monotonically increasing trend with the increase of weld height. The increase of initial fatigue crack depth leads to a marked decrease in the total fatigue life of the stud. A fatigue life prediction model that quantifies the coupled effect of weld dimensions on fatigue performance is proposed in this study, which provides a theoretical foundation for the optimization design and life evaluation of stud connectors in steel-UHPC composite structures.
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图 5 栓钉荷载-滑移曲线有限元与试验对比
Figure 5. Comparison of FE and experimental results for load-slip curve of studs
图 8 栓钉在最大疲劳荷载作用下的最大主应力
Figure 8. Maximum principle stress of stud at the maximum fatigue load
图 10 不同θ和$\phi$下的SWT参数
Figure 10. SWT parameters at different θ and$\phi$SWT parameters at different θ and $\phi$
图 12 疲劳寿命计算值与试验结果的比较
Figure 12. Comparison between calculated fatigue lives and experimental results
图 14 不同d1条件下13 mm栓钉的Ninit
Figure 14. Ninit of 13 mm studs under different d1 conditions
图 16 不同h条件下13 mm栓钉的SWT参数
Figure 16. SWT parameters of 13 mm studs under different h conditions
图 18 不同h条件下13、16、19 mm栓钉的Nf
Figure 18. Nf of 13、16、19 mm studs under different h conditions
表 1 考虑钢材累计损伤的疲劳寿命计算结果
Table 1. Calculation results of fatigue life considering cumulative damage in steel materials
试件编号 ΔF/kN Ninit/次 Nprop/次 Nf1/次 Nf2/次 lg(Nf1)/lg(Nf2) cd-1 310 2 693 44 211 46 904 46 903 1 cd-2 253 23 600 118 454 142 054 142 115 1 cd-3 279 8 259 77 667 85 926 85 924 1 
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表 2 栓钉抗剪承载力试验与有限元计算结果对比
Table 2. Comparison between experimental and finite element analysis results for shear capacity of studs
试件编号 QE1 /kN QE2 /kN QF/kN QF/QE2 PS-S13-1 673 84 81 0.96 PS-S13-2 656 82 0.99 均值 665 83 0.98 PS-S19-1 1 235 154 152 0.99 PS-S19-1 1 189 149 1.02 均值 1 212 152 1.01 STA-1 488 61 58 0.95 STA-2 457 57 1.01 STA-3 498 62 0.94 均值 481 60 0.97
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表 3 疲劳寿命计算结果
Table 3. Calculated results of fatigue lives
编号 Fmax/kN Fmin/kN ΔF/kN Δτ/MPa Ne/次 Ninit/次 Nprop/次 Nf/次 lg(Ne)/lg(Nf) PF-S13-2 345 35 310 137 200 000 84 955 205 955 289 0.89 PF-S13-3 281 28 253 112 1 650 000 323 1 807 160 1 807 483 0.99 PF-S13-4 310 31 279 123 550 000 175 1 331 279 1 331 454 0.94 PF-S19-2 674 67 607 143 55 000 29 910 181 910 210 0.80 PF-S19-3 530 53 477 113 680 000 233 1 926 802 1 927 035 0.93 PF-S19-4 501 50 451 106 2 570 000 345 2 290 712 2 291 057 1.01
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表 4 不同因素和水平组合下栓钉疲劳寿命正交试验结果
Table 4. Orthogonal test results of stud fatigue life under different combinations of factors and levels
序号 栓钉抗拉强度/MPa UHPC抗压强度/MPa UHPC弹性模量/GPa Nf/次 1 412.1 134.9 45.9 25 688 2 412.1 149.8 50.9 26 628 3 412.1 164.7 55.9 28 233 4 457.8 134.9 50.9 46 699 5 457.8 149.8 55.9 48 214 6 457.8 164.7 45.9 46 023 7 503.5 134.9 55.9 59 100 8 503.5 149.8 45.9 57 291 9 503.5 164.7 50.9 58 368
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表 5 Nf正交试验结果极差分析
Table 5. Range analysis of Nf of orthogonal test results
参数 K1j/次 K2j/次 K3j/次 Wj/次 栓钉抗拉强度 26 850 46 979 58 253 31 403 UHPC抗压强度 43 829 44 045 44 208 379 UHPC弹性模量 43 001 43 899 45 183 2 182
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