Ultra-low-cycle fatigue performance and its analysis method for partially concrete-filled steel tube pier based on ICVGM
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摘要:
为建立部分填充钢管混凝土（PCFST）桥墩超低周疲劳开裂的计算方法并研究其超低周疲劳性能，基于改进后的循环空穴扩张模型（ICVGM），开发了经试验验证的预测超低周疲劳开裂的用户子程序；通过子程序针对9个PCFST桥墩展开了高精度实体单元模拟和计算分析，研究了水平往复荷载作用下钢管混凝土桥墩的关键设计参数如混凝土填充率、长细比、径厚比和轴压比等对超低周疲劳损伤指标的影响，并结合模型的滞回性能研究了PCFST桥墩的超低周疲劳破坏与局部失稳破坏之间的关系。研究结果表明：PCFST桥墩的超低周疲劳破坏普遍出现在局部失稳破坏之后，但由于不同设计参数会显著影响PCFST桥墩的延性，而局部屈曲变形会使变形位置产生更明显的应力集中，从而加快超低周疲劳破坏的出现；随着长细比、径厚比和轴压比的提高，桥墩模型在屈曲极限状态时的疲劳损伤指标降低，超低周疲劳问题不显著；随着混凝土填充率提高，桥墩模型在屈曲极限状态时的疲劳损伤指标升高，超低周疲劳问题更显著；径厚比和轴压比是影响超低周疲劳开裂的2个关键参数，且延性表现良好的PCFST桥墩更容易在局部失稳破坏发生前出现超低周疲劳破坏。所建立的有限元模型及ICVGM模型子程序可为PCFST桥墩提供超低周疲劳性能的定量评价方式。
Abstract:To establish a calculation method for ultra-low-cycle fatigue (ULCF) cracking of partially concrete-filled steel tube (PCFST) piers and study their ultra-low-cycle fatigue performance, an experimentally validated prediction subroutine was developed for ULCF cracking based on an improved cyclic void growth model (ICVGM). Using this subroutine, high-precision solid element simulations and computational analyses were conducted on nine PCFST piers. The influences of key design parameters, such as concrete filling ratio, slenderness ratio, diameter-to-thickness ratio, and axial compression ratio, on ULCF damage indicators under horizontal reciprocating loads were investigated. Additionally, the relationship between ULCF failure and local buckling failure in PCFST piers was examined in conjunction with the hysteretic behavior of the models. The research results indicate that ULCF failure in PCFST piers generally occurs after local buckling failure. However, different design parameters significantly influence the ductility of PCFST piers, and local buckling deformation leads to more pronounced stress concentrations at deformation locations, thereby accelerating the occurrence of ULCF failure. As the slenderness ratio, diameter-to-thickness ratio, and axial compression ratio increase, the fatigue damage indicators of the pier models at the buckling limit state decrease, and the ULCF problem is not significant. As the concrete filling ratio increases, the fatigue damage indicators of the pier models at the buckling limit state increase, which makes the ULCF problem more pronounced. The diameter-to-thickness ratio and axial compression ratio are two key parameters influencing ULCF cracking, and PCFST piers with good ductility are more likely to experience ULCF failure before local buckling failure occurs. The established finite element model and ICVGM-based subroutine provide a quantitative evaluation method for the ULCF performance of PCFST piers.
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图 3 损伤指标ID的有限元模拟结果云图
Figure 3. Contour plot of finite element simulation results for damage indicator ID
图 5 试验与有限元模拟的荷载-位移曲线
Figure 5. Load-displacement curves of test and finite element simulation
图 10 试验与有限元分析的滞回曲线对比
Figure 10. Comparison of hysteretic curves between test and FEM analysis
图 11 PCFST试件底部区域试验现象与有限元分析结果
Figure 11. Test phenomena and finite element analysis results in the bottom area of PCFST specimens
图 12 水平力-水平位移滞回曲线
Figure 12. Horizontal force-horizontal displacement hysteretic curves
图 13 各组模型的水平力-水平位移骨架曲线
Figure 13. Horizontal force-horizontal displacement skeleton curves of model groups
图 16 钢管局部鼓曲截面相对位移的测量点
Figure 16. Measurement points of relative displacement on local buckling section of steel tube
图 17 M1钢管测量点间的相对位移
Figure 17. Relative deformation between measurement points of steel tube in M1
图 18 各组模型的超低周疲劳损伤指标$ {I}_{\mathrm{D}}^{95} $
Figure 18. Ultra-low cycle fatigue indicator index $ {I}_{\mathrm{D}}^{95} $ of model groups
表 1 Q235钢Chaboche模型参数
Table 1. Chaboche model parameters of Q235 steel
参数 Q∞ b C1 y1 C2 y2 C3 y3 数值 21 1.2 6 013 173 5 024 120 3 026 32 
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表 2 PCFST桥墩试件的几何参数
Table 2. Geometric parameters of the PCFST pier specimens
高度/mm 外径/mm 壁厚/mm 混凝土填充率 长细比 径厚比 轴压比 1 150 325 14 0.25 0.290 0.036 0.10
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表 3 PCFST桥墩模型参数
Table 3. Parameters of PCFST pier models
模型编号 h/mm Ds/mm t/mm β λ Rf α M1 1 500 300 8 0.33 0.375 0.051 0.10 M2 1 500 300 8 0.55 0.375 0.051 0.10 M3 1 500 300 8 0.00 0.375 0.051 0.10 M4 1 500 298 6 0.33 0.375 0.067 0.10 M5 2 000 300 8 0.33 0.500 0.051 0.10 M6 1 500 300 8 0.33 0.375 0.051 0.05 M7 1 500 302 10 0.33 0.375 0.041 0.10 M8 1 200 300 8 0.33 0.300 0.051 0.10 M9 1 500 300 8 0.33 0.375 0.051 0.20
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表 4 各组模型的滞回性能对比
Table 4. Comparison of hysteretic behaviors of model groups
组别 编号 参数值 峰值承载力/kN 峰值承载力对应位移/mm 延性系数 第1组 M3 β 0.00 234.1 45.2 3.77 M1 0.33 292.3 55.1 4.58 M2 0.55 309.5 56.0 4.67 第2组 M8 λ 0.300 376.1 52.5 5.47 M1 0.375 292.3 55.1 4.58 M5 0.500 204.6 60.0 3.75 第3组 M7 Rf 0.041 358.7 62.5 5.21 M1 0.051 292.3 55.1 4.83 M4 0.067 226.1 31.9 2.66 第4组 M6 α 0.05 295.9 71.6 5.97 M1 0.10 292.3 55.1 4.83 M9 0.20 290.7 26.8 2.23
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表 5 模型局部失稳发生时间与超低周疲劳开裂时间
Table 5. Time of local buckling and ULCF cracking of the model
模型编号 局部失稳发生时刻 超低周疲劳开裂时刻 承载力下降至峰值的95%的时刻 M1 第3级第1圈 第7级第1圈 第4级第2圈 M2 第3级第2圈 第7级第1圈 第4级第1圈 M3 第2级第1圈 第7级第2圈 第4级第2圈 M4 第2级第1圈 第7级第3圈 第4级第1圈 M5 第3级第1圈 第7级第2圈 第5级第1圈 M6 第3级第1圈 第7级第1圈 第4级第2圈 M7 第3级第1圈 第7级第2圈 第5级第1圈 M8 第2级第1圈 第6级第3圈 第4级第1圈 M9 第3级第1圈 第7级第1圈 第4级第2圈
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