Damage Analysis of Long-Span Continuous Beam Bridges Under Strong Earthquakes
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摘要:
连续梁桥结构常因地震发生损伤甚至倒塌而失去交通作用，研究强震下大跨度连续梁桥的损伤破坏机制对提高桥梁抗倒塌性能具有重要意义. 基于有限元软件ANSYS/LS-DYNA，考虑桥墩材料非线性、损伤过程大变形非线性以及梁端非线性碰撞，建立大跨度连续梁桥在强震作用下的损伤三维数值模型，进行非线性分析，直观模拟大跨度连续梁桥在强震作用下的损伤破坏过程，从连续梁桥的应变与位移响应、桥墩损伤和梁-台间碰撞作用等方面分析了大跨度连续梁桥的地震损伤情况. 研究结果表明：单向地震动输入与双向地震动输入作用下破坏模式基本一致，破坏模式由桥梁结构本身决定，地震动输入方式影响较小；大跨度连续梁桥的地震损伤是逐渐发展的过程，桥墩混凝土损伤因子不断累积达到0.99，固定墩底部发生受弯塑性破坏，桥梁发生损伤破坏.
Abstract:The continuous beam bridge is often damaged or even collapses due to the earthquake and thus loses its traffic function. Therefore, it is important to study the damage mechanism of large-span continuous beam bridges under strong earthquakes to improve the bridge collapse resistance. Based on the finite element software ANSYS/LS-DYNA, a three-dimensional numerical model of the damage of a large-span continuous beam bridge under strong earthquakes was established, which considered the material nonlinearity of the bridge pier, the large deformation nonlinearity of the damage process, and the nonlinear collision of the beam end. In addition, nonlinear analysis was performed to visually simulate the damage process of the large-span continuous beam bridge under strong earthquakes. The seismic damage of the large-span continuous beam bridge was analyzed in terms of strain and displacement response, pier damage, and girder-platform collision. The study results show that the damage modes of the one-way ground motion input and two-way ground motion input are basically the same, and the damage mode is determined by the bridge structure, and the ground motion input mode has less influence; the seismic damage of the large-span continuous beam bridge involves a gradual development process; the concrete damage factor of the bridge pier accumulates to 0.99; the bending plastic damage occurs at the bottom of the fixed pier, and the bridge is damaged.
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Key words:
- long-span continuous beam bridges /
- earthquake effect /
- failure mode /
- damage analysis /
- pier damage
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图 5 墩顶与主梁纵向相对位移
Figure 5. Longitudinal relative displacement of pier top and main beam
表 1 混凝土模型部分参数
Table 1. Partial parameters of concrete model
参数 等级 密度/
（kg·m−3）抗压强度/
GPa骨料
直径/m侵蚀破坏
参数取值 C50 2400 50 0.02 1.1 
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表 2 钢筋模型部分参数
Table 2. Partial parameters of steel bar model
参数 泊松比 密度/
（ kg·m−3）屈服应力/
GPa弹性模量/
GPa失效应变 取值 0.3 7800 400 200000 0.12
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表 3 桥梁动力特性
Table 3. Bridge dynamic characteristics
阶数 频率/Hz 振型特点 1 1.55 主梁第 1 阶纵向振动 2 2.82 主梁第 1 阶横向振动 3 3.02 主梁第 2 阶横向振动 4 3.53 主梁跨中横向振动 5 3.61 主梁第 1 阶竖向振动 6 4.80 主梁第 2 阶纵向振动 7 5.84 主梁第 1 阶反对称横向振动 8 7.70 主缆第 1 阶对称横向振动 9 7.74 主梁第 1 阶反对称竖向振动 10 8.38 主梁第 1 阶对称竖向振动
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