爆炸作用下RC T型梁桥桥面局部损伤快速评估

王子国; 孔祥佳; 彭永; 马亮亮; 孙宇雁; 尚洪坤

doi:10.11883/bzycj-2024-0273

爆炸作用下RC T型梁桥桥面局部损伤快速评估

doi: 10.11883/bzycj-2024-0273

1.
青岛理工大学土木工程学院，山东青岛 266520
2.
国防科技大学理学院，湖南长沙 410073
3.
同济大学土木工程学院，上海 200092

基金项目: 国家自然科学基金（51808309），山东省自然科学基金（ZR2024ME146）

详细信息

作者简介:
王子国（1982－　），男，博士，副教授，wangziguo@qut.edu.cn

通讯作者:
彭　永（1989－　），男，博士，副教授，pengy116@163.com

中图分类号: O389
计量
- 文章访问数: 203
- HTML全文浏览量: 41
- PDF下载量: 53
- 被引次数: 0
出版历程
- 收稿日期: 2024-08-12
- 修回日期: 2025-03-28
- 网络出版日期: 2025-04-08

Rapid assessment of local damage in reinforced concrete T-beam bridge decks under blast loading

1.
School of Civil Engineering, Qingdao University of Technology, Qingdao 266520, Shandong, China
2.
College of Arts and Science, National University of Defense Technology, Changsha 410073, Hunan, China
3.
College of Civil Engineering, Tongji University, Shanghai 200092, China

摘要

摘要: 预应力钢筋混凝土（reinforced concrete, RC）T型梁桥常见于公路桥梁中，其受爆炸袭击后的桥面损伤多以破口形式存在，影响其通行能力，但已有桥梁爆炸损伤评估研究主要聚焦于RC梁桥墩柱与主梁的炸后残余承载力，缺乏更直观且可快速判断桥梁通行能力的损伤评估方法。为此，以预应力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；由于腹板与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。
- 预应力RC梁桥 /
- 爆炸荷载 /
- LS-DYNA /
- 桥面破口 /
- 快速损伤评估
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.
- prestressed RC beam bridge /
- blast loading /
- LS-DYNA /
- bridge deck breach /
- rapid damage assessment

HTML全文

图 1 桥上爆炸工况示意图(单位：mm)

Figure 1. Schematic diagram of explosion conditions on the bridge (unit: mm)

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图 2 桥上爆炸试验的有限元模型

Figure 2. Finite element model of the explosion test on the bridge

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图 3 超压与正相冲量结果分析

Figure 3. Analysis of overpressure and positive phase impulse results

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图 4 破坏模式比较(单位：mm)

Figure 4. Comparison of damage patterns (unit: mm)

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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)

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图 6 典型爆炸位置示意图

Figure 6. Schematic diagram of a typical explosion location

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图 7 不同位置爆炸损伤云图与破口宽度D

Figure 7. Blast damage cloud at different locations with breach width D

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图 8 不同混凝土强度桥面板损伤云图与破口宽度D

Figure 8. Damage contours of bridge deck slabs with different concrete strengths and breach width D

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图 9 桥上爆炸桥面板损伤云图与破口横向宽度D

Figure 9. Damage contours of the exploded deck slab on the bridge with the transverse width of the breach D

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图 10 桥下爆炸桥面板损伤云图与破口横向宽度D

Figure 10. Damage contours of the exploded bridge deck slab under the bridge with the transverse width of the breach D

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图 11 桥面板损伤云图与破口横向宽度D

Figure 11. Damage contours of bridge deck slab with transverse width of breach D

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图 12 桥面板损伤云图与破口横向宽度D

Figure 12. Damage contours of bridge deck slab with transverse width of breach D

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图 13 桥面板损伤云图与破口横向宽度D

Figure 13. Damage contours of bridge deck slab with transverse width of breach D

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图 14 桥面板损伤云图与破口横向宽度D

Figure 14. Damage contours of bridge deck slab with transverse width of breach D

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图 15 桥上爆炸无量纲破口横向宽度拟合曲面

Figure 15. Fitted surface for the transverse width of an exploded dimensionless breach in a bridge

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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

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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	C₆	C₄	C₅
1.29	0	0	2.5×10⁵	0	0	0	0	0	0.4	0.4

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表 6 T梁构件尺寸

Table 6. T-beam member dimensions

桥梁跨度 l₀/m	T梁数量	T梁高度 h/m	腹板宽度 b/m	腹板间净距 s_n/m	T梁宽度 b_f^’/m
40	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 conditions for parameter influence analysis

爆炸位置	混凝土强度	T梁翼缘厚度/mm	横隔板间距/m	TNT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/m	相对误差/%
50	0.20	1.973	1.681	–15
50	0.10	1.973	2.047	3
50	0.30	1.381	1.519	10
50	0.05	1.974	2.010	2
10	0.20	0	–	–
10	0.10	0.690	0.598	–13
10	0.30	0	–	–
10	0.05	0.691	0.563	–19

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