Seismic Performance and Fragility of Reinforced Concrete Gravity Pier Considering Material Deterioration
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摘要: 为系统研究材料性能劣化对钢筋混凝土桥墩抗震性能及地震易损性的影响，确保其合理的抗震设计，首先建立了钢筋混凝土铁路重力式桥墩有限元模型，分析了材料性能劣化对重力式桥墩抗震性能的影响规律；其次在验证了有限元建模方法正确性的基础上，对钢筋混凝土重力式桥墩进行了IDA时程分析，并对96条地震波作用下桥墩地震反应的平均值进行线性回归分析，通过建立易损性曲线得到桥梁在不同服役时间桥墩的地震破坏概率。结果表明，材料性能劣化将显著减小钢筋混凝土重力式桥墩的水平承载力、等效刚度和耗能能力，但是会增大桥墩的位移延性系数；随着桥梁服役时间和地震动强度的增大，桥墩的地震响应及地震破坏概率均呈增加趋势，尤其是严重破坏和完全破坏的概率增幅较大。因此，在对特殊复杂环境中钢筋混凝土桥梁进行抗震设计时，应充分考虑材料性能劣化对其抗震性能产生的不利影响。Abstract: ITo investigate the effects of material degradation on the seismic performance and vulnerability of reinforced concrete (RC) piers—and to support more rational seismic design—a finite element (FE) model of an RC pier was first developed. The impact of degradation in material properties on the seismic behavior of the pier was then analyzed. After verifying the accuracy of the FE modeling approach, an incremental dynamic analysis (IDA) was conducted using 96 ground motion records. A linear regression analysis of the average seismic response was performed, and fragility curves were developed to estimate the seismic failure probability of the pier at various service times. The results indicate that material deterioration significantly reduces the horizontal load-bearing capacity, equivalent stiffness, and energy dissipation capacity of the RC pier, while simultaneously increasing its deformation capacity. As the service life of the bridge and the intensity of ground motion increase, both the seismic response and the probability of seismic failure also increase—particularly the likelihood of severe or complete failure. These findings highlight the necessity of incorporating the adverse effects of material degradation into the seismic design of RC bridges, especially those located in complex or harsh environments.
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图 1 模型桥墩尺寸构造及配筋图（单位：毫米）
Figure 1. Diagram of dimensions and reinforcement of the bridge pier（Unit: mm）
图 5 不同服役时期的桥墩力-位移曲线
Figure 5. Force-displacement curves of bridge piers in different service periods
图 10 初始服役时期桥墩易损性曲线
Figure 10. Vulnerability curve of bridge piers during the initial state
表 1 混凝土本构参数
Table 1. Constitutive parameters of concrete
密度/（kg·m−3） 弹性模量/GPa 泊松比 抗压强度fc/MPa Ecc K fb0/fc0 膨胀角 黏性系数 2500 25.8 0.2 22.8 0.1 0.6667 1.16 30° 0.005 
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表 2 钢筋本构参数
Table 2. Constitutive parameters of reinforcing bars
密度/（kg·m−3） 弹性模/GPa 泊松比 屈服强度/MPa 极限强度/MPa 7800 210 0.3 335 510
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表 3 钢筋力学参数
Table 3. Mechanical parameters of reinforced steel
服役时间/a 钢筋锈蚀率/% 钢筋抗拉强度/MPa 钢筋弹性模量/GPa 0 0 335.0 200.0 25 1.6 319.5 183.0 50 5.1 284.3 168.0 75 8.7 207.1 146.0 100 12.2 132.1 124.0
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表 4 骨架曲线特性
Table 4. Skeleton curve characteristics
服役时间/a 正向加载 负向加载 屈服位移/mm 屈服荷载/kN 极限荷载/kN 位移延性系数 屈服位移/mm 屈服荷载/kN 极限荷载/kN 位移延性系数 0 7.25 39.47 43.41 6.88 7.73 38.52 43.47 6.46 25 7.26 37.78 41.20 6.88 7.61 37.07 41.19 6.56 50 6.81 34.29 37.57 7.33 7.29 33.73 37.56 6.85 75 6.15 27.82 30.26 8.12 6.55 27.16 30.34 7.63 100 5.77 20.75 22.94 8.65 5.99 20.19 22.96 8.33
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表 5 桥墩的各级损伤与延性判别准则
Table 5. Criteria for determining damage and ductility of bridge piers at all levels
损伤状态 描述 判别准则 无损伤 无钢筋屈服，混凝土仅产生细小的裂缝。 $0 < \mu < {\mu _{\text{cy}1}}$ 轻微破坏 第一根钢筋理论屈服,混凝土出现明显裂缝。 ${\mu _{\text{cy}1}} < \mu < {\mu _{\text{cy}}}$ 中等破坏 局部塑性铰开始形成，出现非线性变形，保护层混凝土开始剥落，可见裂缝开展。 ${\mu _{\text{cy}}} < \mu < {\mu _{\text{c}4}}$ 严重破坏 塑性铰完全形成，形成较大宽度的裂缝，整个塑性铰区混凝土剥落。 $ \mu_{\text{c}4} < \mu < \mu_{\text{c},\max} $ 完全破坏 强度退化，主筋屈曲，箍筋断裂，核心混凝土压碎。 $ \mu > \mu_{\text{c},\max} $ 注：${\mu _{\text{cy}1}}$为首次屈服位移延性比；${\mu _{\text{cy}}}$为等效屈服位移延性比；${\mu _{\text{c}4}}$为混凝土应变${\varepsilon _{\mathrm{c}}}$=0.004 时的位移延性比；$ \mu_{\text{c},\max} $为最大位移延性比。
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表 6 各破坏状态的损伤指标
Table 6. Damage indicators for each damage state
破坏状态 初始服役 服役25年 服役50年 服役75年 服役100年 轻微破坏 1<$\mu $<1.36 1<$\mu $<1.36 1<$\mu $<1.36 1<$\mu $<1.33 1<$\mu $<1.39 中等破坏 1.36<$\mu $<4.40 1.36<$\mu $<4.18 1.36<$\mu $<4.12 1.33<$\mu $<4.56 1.39<$\mu $<5.38 严重破坏 4.40<$\mu $<7.40 4.18<$\mu $<7.18 4.12<$\mu $<7.12 4.56<$\mu $<7.56 5.38<$\mu $<8.38 完全破坏 $\mu $>7.40 $\mu $>7.18 $\mu $>7.12 $\mu $>7.56 $\mu $>8.38
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表 7 线性回归参数
Table 7. Linear regression parameters
服役时间 拟合参数 a b 初始服役 1.8336 2.2862 服役25年 1.8362 2.3481 服役50年 1.8471 2.4126 服役75年 1.9021 2.5981 服役100年 1.9502 2.8256
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