钢筋混凝土拱的水下抗爆性能

杨广栋; 田许杰; 范勇; 田斌; 卢晓春

doi:10.11883/bzycj-2023-0235

钢筋混凝土拱的水下抗爆性能

doi: 10.11883/bzycj-2023-0235

杨广栋^{1, 2,},
田许杰^{1, 2},
范勇^{1, 2, ,},
田斌^{1, 2},
卢晓春^{1, 2}

1.
三峡大学湖北省水电工程施工与管理重点实验室，湖北宜昌 443002
2.
三峡大学水利与环境学院，湖北宜昌 443002

基金项目: 国家自然科学基金（52209162，52379128）；湖北省自然科学基金（2023AFA048，2023AFB657）；湖北省水电工程施工与管理重点实验室（三峡大学）开放基金（2023KSD04）；湖北省青年拔尖人才培养计划项目

详细信息

作者简介:
杨广栋（1991－　）男，博士，副教授，ygd@ctgu.edu.cn

通讯作者:
范　勇（1988－　）男，博士，教授，yfan@ctgu.edu.cn

中图分类号: O383.1
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- 文章访问数: 298
- HTML全文浏览量: 81
- PDF下载量: 227
- 被引次数: 0
出版历程
- 收稿日期: 2023-07-04
- 修回日期: 2023-11-06
- 网络出版日期: 2023-11-30
- 刊出日期: 2024-02-06

Blast resistance of reinforced concrete arches subjected to underwater explosions

YANG Guangdong^{1, 2
,},
TIAN Xujie^{1, 2},
FAN Yong^{1, 2
, ,},
TIAN Bin^{1, 2},
LU Xiaochun^{1, 2}

1.
Hubei Key Laboratory of Construction and Management in Hydropower Engineering, China Three Gorges University, Yichang 443002, Hubei, China
2.
College of Hydraulic & Environmental Engineering, China Three Gorges University, Yichang 443002, Hubei, China

摘要

摘要: 为探究水下爆炸荷载作用下钢筋混凝土拱的动力响应特性和破坏特征，制作了两个钢筋混凝土拱试件，并开展了水下爆炸试验。试验分为拱外爆炸和拱内爆炸两组，采用10 g乳化炸药，试验时爆源距结构面最小距离为10 cm（起爆点位于拱结构正上方和正下方），通过传感器记录爆炸试验中钢筋混凝土拱典型断面处的水压力及加速度时程曲线。基于Arbitrary Lagrange-Euler (ALE)算法，建立了空气-水-炸药-钢筋混凝土拱等多介质动态耦合作用模型，将数值模拟结果与试验结果对比，验证了数值方法的可靠性。采用验证后的数值模型进一步研究了拱外及拱内爆炸荷载作用下钢筋混凝土拱的动力响应差异。结果表明：相同炸药当量下，内部爆炸有更多的能量作用于混凝土拱，使结构的动力响应更强烈；外部爆炸下，拱顶、拱腰处产生较大裂缝；内部爆炸时，迎爆面裂缝数量明显增多，拱肩位置出现裂缝。钢筋混凝土拱形结构抵抗外部爆炸荷载的能力明显强于内部爆炸荷载。
- 钢筋混凝土拱 /
- 拱外爆炸 /
- 拱内爆炸 /
- 水下爆炸 /
- 抗爆性能
Abstract: As common structures in hydraulic engineering, the arch structures may suffer from explosion load during their operation life. In order to explore the dynamic response characteristics and failure features of reinforced concrete arches subjected to underwater explosions, two reinforced concrete arch specimens were fabricated and underwater explosion tests were carried out. The tests consisted of two groups: external explosion and internal explosion. 10 g emulsion explosives were used, and the minimum distance between the explosion source and the structure was 10 cm (the explosives were placed directly above or below the arch). The time history curves of water pressure and structural acceleration at typical sections of the arches during the explosion tests were recorded. Based on the Arbitrary Lagrange-Euler (ALE) algorithm, a multi-material dynamic coupling model, including air, water, explosive, and reinforced concrete arch was established. The initiation of explosive, the propagation of shock wave, the interaction between fluid and solid, and the dynamic response of the structure were considered in the numerical model. The reliability of the numerical model was verified by comparing the numerical results and the experimental results. With the calibrated numerical model, the difference of dynamic response of reinforced concrete arches under external explosion and internal explosion was further studied. The results show that more energy acts on the concrete arch, and the structural response is stronger when subjected to internal explosion. Large cracks occur at the vault and waist induced by external explosion. Compared with the external explosion, the number of cracks significantly increases under internal explosion, and cracks also appear at the spandrel. The ability of reinforced concrete arch to resist external explosive loads is significantly stronger than that of internal explosive loads although the explosive weight is the same. For concrete arches that are vulnerable to external explosions, high strength concrete or reinforced reinforcement can be appropriately used in the arch vault and waist. For concrete arches that may be subjected to internal explosions, protective nets can be set to make the explosion occur at a longer distance away from the structures, or high strength materials can be used to resist the overall deformation.
- reinforced concrete arch /
- external explosion /
- internal explosion /
- underwater explosion /
- blast resistance.

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图 1 水利工程中常见的拱形结构

Figure 1. Arch structures in hydraulic engineering

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图 2 试件尺寸和配筋 (单位：mm)

Figure 2. Specimen size and reinforcement (unit: mm)

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图 3 试验现场布置

Figure 3. Layout of blast test

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图 4 典型断面划分

Figure 4. Section division of arch specimen

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图 5 炸药和测点布置 (单位：mm)

Figure 5. Explosive and measurement point arrangement (unit: mm)

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图 6 钢筋混凝土拱水下爆炸数值模型 (单位：mm)

Figure 6. Numerical model of reinforced concrete arch subjected to underwater explosion (unit: mm)

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图 7 RHT模型失效面^[29]

Figure 7. Failure surface of RHT model^[29]

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图 8 试验与数值水压力结果对比

Figure 8. Comparison of water pressure between experimental and numerical results

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图 9 试验与数值加速度响应结果对比

Figure 9. Comparison of acceleration between experimental and numerical results

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图 10 爆炸冲击波传播过程

Figure 10. Propagation process of explosion shock wave

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图 11 中心纵剖面最大主应力变化过程

Figure 11. Change process of maximum principal stress of central longitudinal cross section

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图 12 钢筋轴向应变时程曲线

Figure 12. Axial strain time histories of steel bars

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图 13 爆炸冲击下混凝土的能量变化

Figure 13. Energy time histories of concrete during the explosion

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图 14 试件变形分布特征

Figure 14. Deformation distribution of the specimens

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图 15 试件损伤过程

Figure 15. Specimen damage process

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图 16 钢筋混凝土拱爆炸试验损伤分布

Figure 16. Damage distribution of reinforced concrete arches subjected underwater explosions

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图 17 试验与数值模拟的损伤结果对比

Figure 17. Comparison of damage results between experiments and numerical simulations

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表 1 每立方米混凝土配料

Table 1. Concrete ingredients per cubic meter

材料	用量/kg	配合比例	规格
水泥	428	1	P.O 42.5
天然河砂	728	1.7	0～3 mm粒径
碎石	1047	2.45	5～15 mm粒径
水	167	0.39	普通自来水
减水剂	5.56	0.013	聚羧酸型

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表 2 炸药参数

Table 2. Explosive parameters

ρ₀/(kg·m⁻³)	D/(m·s⁻¹)	p_CJ/ GPa	m/GPa	n/GPa	R₁	R₂	ω	E_e/MPa
1630	6930	21	373.77	3.75	4.15	0.9	0.35	6000

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表 3 RHT混凝土参数

Table 3. Concrete parameters of RHT model

参数	取值	参数	取值	参数	取值
抗压强度f_c/MPa	45	失效压缩应变率ε_T/s⁻¹	3×10²⁵	罗德角相关系数B	0.0105
密度ρ₀/(kg·m⁻³)	2314	侵蚀体积应变ε_ero	2.0	压缩应变率指数β_C	0.026
初始孔隙度α₀	1.1884	多项式参数A₁/GPa	35.27	拉伸应变率指数β_T	0.031
孔隙度指数α_P	3	多项式参数A₂/GPa	39.58	压缩屈服面参数G_C^*	0.53
拉压强度比f_t^*	0.102	多项式参数A₃/GPa	9.04	拉伸屈服面参数G_T^*	0.7
剪压强度比f_s^*	0.18	状态方程参数B₀	1.22	剪切模量缩减系数X	0.5
剪切模量G_el/GPa	17.21	状态方程参数B₁	1.22	损伤参数D₁	0.04
破碎压力p_cr/MPa	30	状态方程参数T₁/GPa	35.27	损伤指数D₂	1
压实压力p_co/GPa	6	状态方程参数T₂/GPa	0	最小失效应变ε_min	0.01
参考拉伸应变率ε_0C/s⁻¹	3×10⁻⁵	失效面参数A	1.6	残余面参数A_f	1.6
参考压缩应变率ε_0T/s⁻¹	3×10⁻⁶	失效面指数N	0.61	残余面指数N_f	0.61
失效拉伸应变率ε_C/s⁻¹	3×10²⁵	拉压子午比参数Q₀	0.6805

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