常规武器二次爆炸作用下浅埋钢筋混凝土拱结构破坏规律

陈昊; 卢浩; 孙善政; 熊自明; 岳松林; 王德荣

doi:10.11883/bzycj-2022-0260

常规武器二次爆炸作用下浅埋钢筋混凝土拱结构破坏规律

doi: 10.11883/bzycj-2022-0260

陆军工程大学爆炸冲击防灾减灾国家重点实验室，江苏南京 210007

基金项目: 国家自然科学基金（51808552）

详细信息

作者简介:
陈　昊（1998－　），男，博士研究生，1084456589@qq.com

通讯作者:
卢　浩（1987－　），男，博士，副教授，lh829829@163.com

中图分类号: O383
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- 被引次数: 0
出版历程
- 收稿日期: 2022-06-15
- 修回日期: 2022-09-14
- 网络出版日期: 2022-10-13
- 刊出日期: 2023-08-31

Failure law of shallow buried reinforced concrete arch structure under secondary explosion of conventional weapons

State Key Laboratory of Disaster Prevention and Mitigation of Explosion and Impact, Army Engineering University of PLA, Nanjing 210007, Jiangsu, China

摘要

摘要: 为研究常规武器二次爆炸作用下土中浅埋拱结构的破坏规律，对土中浅埋钢筋混凝土直墙拱结构进行爆炸试验和数值模拟。试验对结构模型设置多个缩比工况，同时，利用LS-DYNA对3组工况进行数值模拟。通过对比土中测点压力、结构测点速度和结构挠度等数据，发现模拟结果与试验结果基本一致并拓展了二次爆炸的数值模拟工况。结果表明：比例爆距设置在0.4~0.6 m/kg^1/3，以保证结构以整体破坏为主。综合结构毁伤宏观描述和结构最大挠跨比，对整体作用下结构的毁伤等级进行划分。通过讨论结构的初始毁伤及不同爆炸顺序时钢筋混凝土直墙拱结构的破坏规律，结构受爆炸作用发生开裂、弯曲等破坏时，部分混凝土因开裂或进入塑性而退出工作，从而导致结构的刚度发生改变；结构最终毁伤程度受打击顺序影响，初次爆炸对结构最终损伤影响比重较大。
- 浅埋坑道 /
- 钢筋混凝土结构 /
- 二次爆炸 /
- 破坏规律
Abstract: The failure law of shallow buried reinforced concrete straight wall arch structure in soil under secondary explosion of conventional weapons was studied by explosion test and numerical simulation. Test structure adopts scale model based on similarity principle. Three groups of six shots were set up in the test. LS-DYNA is used to simulate the three groups of working conditions. By comparing the pressure of the measuring point in the soil, the speed of the structural measuring point, the structural deflection and other data, it is found that the simulation results are basically consistent with the experimental results. After comparing the numerical simulation results with the test, the numerical simulation conditions of the secondary explosion are expanded. When the comparison verifies that the numerical simulation is consistent with the experimental results, the secondary explosion conditions under the action of conventional weapons are simulated to study the dynamic response of structures under repeated impacts. Through calculation, it is found that when the proportional distance is set between 0.4-0.6 m/kg^1/3, the damage of the structure is mainly caused by the overall damage. Combined with the macroscopic description of structural damage and the maximum deflection span ratio, the damage grade of the structure under the overall effect is divided. By discussing the initial damage of the structure and the failure law of reinforced concrete straight wall arch structure under different explosion sequences, the following conclusions are obtained: when the structure is damaged by explosion, such as cracking and bending, some concrete is out of work due to cracking or entering plasticity, resulting in the change of stiffness of the structure. The final damage degree of the structure is affected by the strike sequence, and the effect of initial explosion on the final damage of structure is greater than that of secondary explosion.
- shallow buried tunnel /
- reinforced concrete structure /
- secondary explosion /
- failure law

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图 1 直墙拱模型尺寸及钢筋布置(单位: mm)

Figure 1. Size of structure and layout of steel bars (unit: mm)

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图 2 直墙拱模型现场

Figure 2. Straight wall arch model site

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图 3 装药及采集手段布置

Figure 3. Layout of charge and acquisition means

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图 4 试验开展流程

Figure 4. Test development process

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图 5 模型结构特征毁伤形态

Figure 5. Damage forms of model structural characteristics

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图 6 几种典型混凝土拱结构破坏模式

Figure 6. Several typical failure modes of concrete arch structure

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图 7 有限元模型及材料示意图

Figure 7. Finite element model and material description

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图 8 数值模拟与试验的结构破坏形态对比

Figure 8. Comparison of structural failure modes in numerical simulation and test

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图 9 测量点布置示意图（单位：mm）

Figure 9. Mapping of measuring points (unit: mm)

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图 10 数值模拟与试验的测点压力、速度时程曲线对比

Figure 10. Comparison of pressure and velocity time-history curves at measuring points between simulation and test

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图 11 数值模拟毁伤等级划分示意

Figure 11. Numerical simulation of damage grade division

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图 12 二次打击工况结构的初始损伤特征

Figure 12. Initial damage characteristics of structures under secondary explosion

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表 1 试验工况设置

Table 1. Setting of test conditions

工况	爆炸距离/m	装药当量/kg	比例爆距/（m∙kg^−1/3）
T1-0	1.0	5.0	0.585
T1-1	0.8	5.0	0.468
T2-0	0.8	5.0	0.468
T2-1	0.8	7.5	0.409
T3-0	0.8	7.5	0.409
T3-1	0.8	7.5	0.409

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表 2 混凝土RHT材料关键参数^[18]

Table 2. Key parameters of concrete RHT material^[18]

密度/ （kg∙m⁻³）	杨氏模量/ GPa	剪切模量/ GPa	抗压强度/ MPa	最小残余损伤应变
2440	32.5	16.7	40	0.01

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表 3 TNT材料关键参数

Table 3. Key parameters of TNT material

密度/( kg∙m⁻³)	爆速/(m∙s⁻¹)	p_CJ/GPa	E₀/GPa	R₁	R₂	ω	A/GPa	B/GPa
1600	6300	28.5	7	4.15	0.95	0.3	3730	3.75

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表 4 数值模拟初次打击局部震塌计算

Table 4. Numerical simulation of local collapse in initial shock

试验	工况 (距离-当量)	震塌系数K_Z	毁伤描述
S1-0	1.0 m-5.0 kg	0.371	无明显震塌现象
S2-0	0.8 m-5.0 kg	0.319	小范围内混凝土脱落
S3-0	1.0 m-7.5 kg	0.330	小范围内混凝土脱落
S4-0	0.8 m-7.5 kg	0.284	较大范围的混凝土层裂

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表 5 初次打击数值模拟计算结果

Table 5. Numerical simulation results of initial explosion

试验	工况 (距离-当量)	自振周期/ms	刚度比	挠跨比/%	毁伤程度
S1-0	1.0 m-5.0 kg	6.03	0.990	0.395	轻度毁伤
S2-0	0.8 m-5.0 kg	7.00	0.735	0.772	中度毁伤
S3-0	1.0 m-7.5 kg	6.95	0.745	0.797	中度毁伤
S4-0	0.8 m-7.5 kg	7.24	0.687	1.729	中度毁伤

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表 6 二次打击数值模拟计算

Table 6. Numerical simulation of secondary explosion

试验	工况(距离-当量)	拱顶挠度/mm	挠跨比/%	累积挠度/mm	累积挠跨比/%	毁伤等级
S1-1	1.0 m-7.5 kg	7.94	0.827	11.735	1.222	中度毁伤
S1-2	0.8 m-5.0 kg	7.90	0.823	11.695	1.218	中度毁伤
S1-3	1.0 m-5.0 kg	4.70	0.490	8.495	0.885	中度毁伤
S2-1	1.0 m-5.0 kg	5.06	0.527	12.470	1.299	中度毁伤
S2-2	0.8 m-7.5 kg	17.20	1.792	24.610	2.564	重度毁伤
S2-3	0.8 m-5.0 kg	8.53	0.870	15.760	1.642	中度毁伤
S3-1	1.0 m-5.0 kg	4.97	0.518	12.620	1.315	中度毁伤
S3-2	0.8 m-7.5 kg	17.20	1.792	24.850	2.589	重度毁伤
S3-3	1.0 m-7.5 kg	8.09	0.843	15.740	1.640	中度毁伤
S4-1	0.8 m-5.0 kg	22.50	2.344	39.100	4.073	重度毁伤
S4-2	1.0 m-7.5 kg	14.30	1.490	30.900	3.219	重度毁伤
S4-3	0.8 m-7.5 kg	—	—	—	—	重度毁伤

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表 7 相同工况下不同初始毁伤结构响应对比

Table 7. Responses of different initial damaged structures under the same conditions

试验	工况 (距离-当量)	初始刚度比	初始毁伤程度	挠跨比/%
S2-0	0.8 m-5.0 kg	1.000	无毁伤	0.772
S1-2	0.8 m-5.0 kg	0.990	轻度毁伤	0.823
S2-3	0.8 m-5.0 kg	0.735	中度毁伤	0.870
S4-1	0.8 m-5.0 kg	0.687	中度毁伤	2.344

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表 8 不同起爆次序下结构响应对比

Table 8. Structural response under different initiation sequence

试验	工况顺序(距离-当量)	累积挠跨比/%
S2-2	先0.8 m-5.0 kg，后0.8 m-7.5 kg	2.564
S4-1	先0.8 m-7.5 kg，后0.8 m-5.0 kg	4.073

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