Numerical Analysis of Seismic Performance of Self-resetting Bridge Piers Based on Angle Steel as Energy Dissipation Component
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摘要: 本文提出以角钢作为节段拼装桥墩耗能构件的新型自复位预制节段桥墩（Self-centering Precast Segmental Bridge Pier，SPSBP），基于ABAQUS有限元软件建立三维仿真数值模型，数值模拟结果与拟静力试验结果基本吻合，SPSBP具有自复位能力较好、残余变形较小、耗能能力强等优点。进一步对初始预应力、耗能角钢厚度、长度及节段高宽比等影响因素进行参数化分析，研究结果表明，增加初始预应力可有效提高结构承载力和刚度，对结构耗能的影响不大；增加角钢厚度可提高SPSBP最大承载力，且有效提高其在地震作用下的耗能能力；角钢长度对承载力提高的影响不大；节段高宽比增大，可在保证刚度的同时提高承载力。Abstract: A new type of self-centering precast segmental bridge pier (SPSBP) is proposed, which incorporates angle steel as an energy-dissipating frame member for segmental assembly of bridge piers. A three-dimensional numerical model was established using ABAQUS finite element software, and the simulation results were found to be in good agreement with the quasi-static test results. The SPSBP exhibits advantages such as excellent self-resetting ability, minimal residual deformation, and strong energy dissipation capacity. Further parametric analysis was conducted on factors including the initial prestress force, the thickness and length of the energy-dissipating angle steel, and the aspect ratio of the segment. The findings indicate that increasing the initial prestress force effectively enhances the load-bearing capacity and stiffness of the structure, with minimal impact on its energy dissipation ability. Increasing the thickness of the angle steel improves both the maximum bearing capacity and the energy dissipation capacity under seismic loading. The length of the angle steel has a negligible effect on bearing capacity enhancement. Additionally, increasing the aspect ratio of the segment boosts the load-bearing capacity while maintaining the rigidity of the structure.
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Key words:
- Precast segmental piers /
- Angle steel /
- Energy dissipation /
- Seismic performance /
- Numerical simulation
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图 9 节段钢筋骨架等效应力云图（单位：兆帕）
Figure 9. Contour of the equivalent stress of segment reinforcement (Unit: MPa)
图 12 角钢测点应变随加载位移变化曲线
Figure 12. Curve of strain variation with loading displacement at the measuring point of the east angle steel
图 14 有无钢板试件滞回曲线
Figure 14. Hysteretic curves of the piers with and without steel plates
图 15 有无钢板试件刚度退化曲线
Figure 15. Stiffness degradation curve of the piers with and without steel plates
图 17 不同初始预应力下试件滞回曲线
Figure 17. Hysteretic curves of the piers with various initial prestressing forces
图 18 不同初始预应力下试件刚度退化曲线
Figure 18. Stiffness degradation curve of the piers with various initial prestressing forces
图 19 不同初始预应力下试件耗散能量
Figure 19. Dissipated energy of the piers with various initial prestressing forces
图 20 不同初始预应力下试件残余位移
Figure 20. Residual drift of the piers with various initial prestressing forces
图 21 不同角钢厚度下试件滞回曲线
Figure 21. Hysteretic curves of the piers with various thicknesses of the steel angle
图 22 不同角钢厚度下试件耗散能量
Figure 22. Dissipated energy of the piers with various thicknesses of the steel angle
Figure 23. Stiffness degradation curve of the piers with various thicknesses of the steel angle
图 24 不同角钢长度下试件滞回曲线
Figure 24. Hysteretic curves of the piers with various lengths of the steel angle
图 25 不同角钢长度下试件耗散能量
Figure 25. Dissipated energy of the piers with various lengths of the steel angle
图 26 不同角钢长度下试件刚度退化曲线
Figure 26. Hysteretic curves of the piers with various lengths of the steel angle
图 27 不同高宽比下试件滞回曲线
Figure 27. Hysteretic curves of the piers with various aspect ratios
图 28 不同高宽比下试件耗散能量
Figure 28. Dissipated energy of the piers with various aspect ratios
图 29 不同高宽比下试件刚度退化曲线
Figure 29. Stiffness degradation curve dissipated energy of the piers with various aspect ratios
表 1 钢材力学性能
Table 1. Steel properties
钢材型号 弹性模量E/MPa 屈服强度fy/MPa 极限强度fu/MPa Q235 2.0×105 281 347 HPB300 2.1×105 397 511 HRP400 2.0×105 467 627 预应力筋 1.95×105 1 720 1 912 
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表 2 对比模型参数
Table 2. Comparison model parameters
试件编号 耗能角钢
厚度ta/mm初始预应力
Pt/kN耗能角钢
长度la/mm节段高宽比l/b 初始刚度
K0/(kN·mm−1)最大残余位移
$ {{U}}_{\text{r}} $/mm总体耗能/
(kN·mm)M-1 10 420 250 1.2 14.1 2.75 5 179.9 M-2 8 420 250 1.2 13.4 3.24 3 245.7 M-3 12 420 250 1.2 14.8 2.16 6 483.2 M-4 10 280 250 1.2 9.2 4.65 4 804.9 M-5 10 520 250 1.2 16.8 0.65 4 914.3 M-6 10 420 180 1.2 13.9 3.10 4 774.3 M-7 10 420 280 1.2 14.1 2.73 5 454.2 M-8 10 420 250 1.4 18.7 0.23 7 490.7 M-9 10 420 250 1.0 10.4 4.02 3 405.3 M-10 10 420 250 1.2 13.8 2.97 2 217.2
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