Rapid assessment of local damage in reinforced concrete T-beam bridge decks under blast loading
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摘要: 以预应力钢筋混凝土（reinforced concrete, RC） T型梁桥桥面板经爆炸荷载作用后的破口尺寸为损伤指标，结合数值模拟与多元非线性回归分析，开展桥面损伤快速评估研究。结果表明：通过比较爆炸作用下桥面板破口的横向尺寸，发现混凝土强度的影响相对较小，而爆炸位置、桥面厚度、横隔板间距、TNT当量及比例爆距等参数的影响较显著；由于腹板和横隔板对桥面板具有较强的增强和约束作用，在其他条件相同的情况下，腹板与横隔板之间的桥面板上方爆炸产生的破口横向尺寸显著小于腹板正上方爆炸，且桥上爆炸的损伤程度显著小于桥下爆炸。基于上述影响较大的参数，提出以破口横向尺寸为损伤指标构建预测桥梁炸后通行能力的爆炸快速损伤评估公式。Abstract: Prestressed reinforced concrete (RC) T-beam bridges are commonly employed in highway bridges construction. After explosive attacks, the deck damage mostly exists in the form of breaches and affects its traffic capacity. While significant attention has been devoted to evaluating post-blast residual capacity of RC beam bridge piers and girders in existing blast damage assessment studies, there remains a critical gap in methodologies enabling intuitive and rapid damage assessment method for bridge serviceability. Therefore, the rapid assessment of bridge deck damage is investigated in this study by combining numerical simulation with multivariate nonlinear regression analysis, in which the breach size of the prestressed RC T-beam bridge deck subjected to explosive loading is taken as the damage index. Through comparative analysis of the transverse size of the deck breach under blast loading, it was revealed that concrete strength exhibits relatively minor influence, whereas parameters including explosion location, deck thickness, diaphragm spacing, TNT equivalent, and scaled distance demonstrate more pronounced effects. Owing to the pronounced reinforcing and constraining effects of webs and diaphragms on the bridge deck, comparative analyses under identical conditions demonstrate that transverse size of the breach caused by explosion above deck areas between webs and diaphragms is significantly smaller than that by explosion directly above the web, while on-bridge explosion exhibit lower damage compared to under-bridge explosion. Based upon the aforementioned parameters with significant influence, utilizing transverse size of the breach as the damage index, a rapid blast damage assessment formula is proposed for predicting the post-blast traffic capacity of bridges.
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Key words:
- prestressed RC beam bridge /
- blast loading /
- LS-DYNA /
- bridge deck breach /
- rapid damage assessment
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图 1 桥上爆炸工况示意图（单位：mm）
Figure 1. Schematic diagram of explosion cases on the bridge (unit: mm)
图 5 原型梁桥有限元模型及配筋情况（单位：mm）
Figure 5. Finite element model and reinforcement of prototype girder bridge (unit: mm)
图 7 不同位置爆炸损伤云图与破口宽度
Figure 7. Blast damage contours and breach width at different locations
图 8 不同混凝土强度下桥面板的损伤云图与破口宽度
Figure 8. Damage contours and breach width of bridge deck slabs with different concrete strengths
图 9 不同厚度桥面桥上爆炸的桥面板损伤云图与破口横向宽度
Figure 9. Damage contours and the transverse breach width of bridge deck slab on the bridge with varying slab thicknesses
图 10 不同厚度桥面桥下爆炸的桥面板损伤云图与破口横向宽度
Figure 10. Damage contours and the transverse breach width of bridge deck slab under the bridge with varying slab thicknesses
图 11 不同横隔板间距桥上爆炸的桥面板损伤云图与破口横向宽度
Figure 11. Damage contours and the transverse breach width of bridge deck slab on the bridge with different diaphragm spacing
图 12 不同横隔板间距桥下爆炸的桥面板损伤云图与破口横向宽度
Figure 12. Damage contours and the transverse breach width of bridge deck slab under the bridge with different diaphragm spacing
图 13 不同比例爆距桥上爆炸的桥面板损伤云图与破口横向宽度
Figure 13. Damage contours and transverse breach width of bridge deck slab on the bridge under different scaled distances
图 14 不同比例爆距桥下爆炸的桥面板损伤云图与破口横向宽度
Figure 14. Damage contours and transverse breach width of bridge deck slab on the bridge under different scaled distances
图 15 桥上爆炸无量纲破口横向宽度拟合曲面
Figure 15. Fitted surfaces for the transverse width of an exploded dimensionless breach in a bridge
图 16 桥下爆炸无量纲破口横向宽度拟合曲面
Figure 16. Fitted surfaces for the transverse width of dimensionless breaches in under-bridge explosions
表 1 混凝土材料模型参数
Table 1. Parameters of concrete material model
密度/(kg·m−3) 圆柱体单轴抗压强度/MPa 最大失效主应变 2 400 45 0.01 
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表 2 钢筋和预应力筋材料模型参数
Table 2. Parameters of material model for reinforcing steel material and prestressing steel reinforcement
材料 密度/(kg·m−3) C/s−1 P 泊松比 屈服应力/MPa 弹性模量/GPa 失效应变 钢筋 7 800 40 5 0.3 300/465/420 206 0.15 预应力筋 7 800 40 5 0.3 1 860 199 0.05
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表 3 橡胶支座材料模型参数
Table 3. Parameters of material model for rubber bearing
密度/(kg·m−3) 体积模量/GPa 短时剪切模量/MPa 长时剪切模量/MPa 2 300 182 18.35 17.32
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表 4 TNT材料模型参数
Table 4. TNT material parameters
密度/(kg·m−3) 爆速/(m·s−1) C-J压力/GPa A/GPa B/GPa R1 R2 ω E/(J·m−3) 1 630 6 930 21 373.8 3.747 4.15 0.9 0.35 6×109
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表 5 空气材料模型参数
Table 5. Air material parameters
密度/(kg·m−3) 动态黏性系数 截断压力 初始能量/(J·m−3) C0 C1 C2 C3 C4 C5 C6 1.29 0 0 2.5×105 0 0 0 0 0.4 0.4 0
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表 6 T型梁构件尺寸
Table 6. T-beam member dimensions
桥梁跨度
l0/mT型梁
数量T型梁高度
h/m腹板宽度
b/m腹板间净距
sn/mT型梁宽度
$b_{\rm{f}}' $/m40 5 2.5 0.25 2 2.25
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表 7 参数影响分析爆炸工况
Table 7. Explosion cases for parameter influence analysis
爆炸位置 混凝土
强度T型梁翼缘
厚度/mm横隔板
间距/mTNT当量/
kg比例爆距/
(m·kg−1/3)L1-2U/L2-2U C50 300 10.0 100 0.20 C40 300 10.0 0.20 C50 200 10.0 0.20 C50 400 10.0 0.20 C50 300 5.0 0.20 C50 300 7.5 0.20 C50 300 10.0 0.05 C50 300 10.0 0.10 C50 300 10.0 0.30 L1-2D/L2-2D C50 200 10.0 100 0.20 C50 400 10.0 0.20 C50 300 5.0 0.20 C50 300 7.5 0.20 C50 300 10.0 0.05 C50 300 10.0 0.10 C50 300 10.0 0.30
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表 8 预测值与数值模拟结果的对比
Table 8. Comparison of predicted values and numerical simulation results
TNT当量/kg 比例爆距/(m·kg–1/3) 破口宽度/m 预测值/m 相对误差/% 50 0.20 1.973 1.681 –15 0.10 1.973 2.047 3 0.30 1.381 1.519 10 0.05 1.974 2.010 2 10 0.20 0 0.10 0.690 0.598 –13 0.30 0 0.05 0.691 0.563 –19
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