内爆炸荷载下钢筋混凝土单房间的抗爆性能

刘洁宁; 汪维; 李奕硕; 徐赵威; 周永旺

doi:10.11883/bzycj-2025-0071

内爆炸荷载下钢筋混凝土单房间的抗爆性能

doi: 10.11883/bzycj-2025-0071

.宁波大学冲击与安全工程教育部重点实验室，浙江宁波 315211

基金项目: 国家自然科学基金（11302261，11972201）

详细信息

作者简介:
刘洁宁（2000－　），男，硕士研究生，18067439227@163.com

通讯作者:
汪　维（1983－　），男，博士，教授，wangwei7@nbu.edu.cn

中图分类号: O383
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出版历程
- 收稿日期: 2025-03-10
- 修回日期: 2025-05-09
- 网络出版日期: 2025-05-13

Blast resistance of reinforced concrete single room under internal explosive load

key Laboratory of impact and Safety Engineering, Ministry of education, Ningbo University, Ningbo 315211, Zhejiang, China

摘要

摘要: 为了研究内部爆炸荷载作用下钢筋混凝土单房间的抗爆性能，设计并建造了全尺寸（4 m×4 m×3 m）钢筋混凝土单房间建筑物被，并在房间内几何中心放置3 kg TNT进行内爆炸试验，分析单房间结构的损伤特征。此外，结合LS-DYNA软件对钢筋混凝土单房间结构进行不同炸药当量的数值仿真，研究了单房间建筑物的损伤过程和冲击波传播规律，并且基于试验和模拟结果，使用无量纲加权参数D_r划分了单房间结构的破坏模式。研究发现：3 kg炸药在房间结构几何中心爆炸时，单房间结构出现顶板鼓包的现象，顶板边缘出现长条形破口，门口处有裂纹，但整体未垮塌；在内爆炸工况下，钢筋混凝土建筑物的局部损伤特征不仅与炸药当量密切相关，还显著受到结构连接节点设计及构造细节的影响；由于钢筋混凝土动态响应的整体时程较长，在建筑物尚未对上一次冲击波做出明显反应时，下一波冲击波已作用于建筑物，使其在极短时间内多次受冲击，这与通常意义的多次累计爆炸有所区别；通过改变装药量，划分出5种损伤逐级加重的破坏模式，以加权参数D_r量化定义划分了5种破坏模式，并且拟合了其与炸药当量的函数曲线。
- 剪力墙 /
- 内部爆炸 /
- 抗爆性能 /
- 破坏模式 /
- 钢筋混凝土建筑物
Abstract: In order to study the anti-explosion performance of a single-room reinforced concrete building under internal explosion loads, a full-scale reinforced concrete single-room building, whose dimensions were 4m×4m×3m, was designed and constructed. For the internal explosion test, 3 kg TNT was placed in the geometric center of the room. Sensors were installed at the center of the shear wall and roof to record data and analyze the damage characteristics of the single-room structure. In addition, an anti-explosion numerical model of the reinforced concrete single-room structure was established and verified using the LS-DYNA software. The weight of the explosives in the numerical model was changed to study the damage process and shock wave propagation law of the single-room building. Based on the experimental and simulation results, the damage modes of the single room structure were categorized by the dimensionless weighted parameter D_r, and relevant empirical formulas were obtained through data fitting. The results show that when 3 kg TNT explodes in the geometric center of the room structure, the single-room structure exhibits roof bulging, with long cracks appearing along the roof edges. However, the whole structure does not collapse; Under the internal explosion condition, the local damage characteristics of reinforced concrete buildings are not only closely related to the explosive yield, but also significantly affected by the design of structural connection nodes and structural details; Due to the delayed dynamic response of reinforced concrete, the next shock wave has acted on the building before the last shock wave has reacted obviously, which subjects it to multiple impacts within a very short time; By varying the charge weight, five damage-aggravating modes (Model I to Model V) were identified. The five damage modes were quantitatively defined using the weighted parameter D_r, and a function curve relating it to the explosive equivalent was fitted.
- shear wall /
- internal explosion /
- anti-blast performance /
- damage mode /
- reinforced concrete building

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图 1 单房间结构

Figure 1. Single-room structure

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图 2 房间结构设计示意图

Figure 2. Schematic of the room structure design

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图 3 炸药装配图

Figure 3. Explosive assembly drawing

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图 4 试验测点示意图

Figure 4. Schematic diagram of test points

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图 5 传感器现场布置图

Figure 5. Field layout of sensors

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图 6 有限元模型视图

Figure 6. View of finite element model

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图 7 内爆炸试验房间整体的破坏状态

Figure 7. Damage of the overall implosion test of the room

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图 8 剪力墙编号

Figure 8. Shear wall number

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图 9 剪力墙内外侧损伤

Figure 9. Damage inside and outside shear wall

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图 10 模拟结果

Figure 10. Simulation results

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图 11 仿真与试验测点的超压比较

Figure 11. Comparison of overpressure between simulation and test points

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图 12 顶板的损伤（上）和位移（下）的发展过程

Figure 12. Development of damage (top) and displacement (bottom) of the roof

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图 13 顶板中心位移时程曲线

Figure 13. Roof center displacement time history curve

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图 14 3 kg室内中心内爆炸工况下冲击波传播

Figure 14. Indoor shock wave propagation of 3 kg TNT blast

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图 15 单房间结构破坏模式

Figure 15. Failure mode of single-room structure

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图 16 θ与毁伤程度的对应关系

Figure 16. θ corresponds to the degree of damage

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图 17 D_r与炸药当量W_TNT的关系

Figure 17. Relation between D_r and W_TNT

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表 1 混凝土参数

Table 1. Concrete parameters

密度/(g·cm⁻³)	抗压强度/MPa	弹性剪切模量/MPa	相对抗剪强度	对抗拉强度	最小损伤残余应变	压缩应变率依赖指数
2.3	40	16700	0.18	0.1	0.015	0.032

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表 2 TNT炸药模型参数

Table 2. Parameters of the TNT explosive mode

密度/(g·cm⁻³)	初始体积内能/GPa	A/GPa	B/GPa	R₁	R₂	ω
1.63	7.0	373.8	3.75	4.15	0.90	0.35

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表 3 HRB400钢筋材料参数

Table 3. HRB400 steel bar material parameters

密度/ (g·cm⁻³)	弹性模量/ GPa	泊松比	屈服应力	切线模量/ MPa	有效塑形应变
7.8	207	0.3	400	1100	0.092

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表 4 空气材料参数^[31]

Table 4. Air material parameter

密度/(g·cm⁻³)	弹性模量/MPa	C₀	C₁	C₂	C₃	C₄	C₅	C₆	γ
1.29	0.101	0	0	0	0	0.4	0.4	0	1.4

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表 5 工况计算结果

Table 5. Calculation results of working conditions

工况	炸药当量/kg	顶板中心最大位移/cm	T-1中心最大位移/cm	T-2中心最大位移/cm	T-3中心最大位移/cm	T-4中心最大位移/cm	D_r	破坏模式
R-1	1	7.12	0.22	0.21	0.20	0.21	0.039	Model Ⅰ
R-2	2	15.50	0.44	0.37	0.34	0.40	0.083	Model Ⅰ
R-3	3	27.70	0.58	0.43	0.41	0.39	0.142	Model Ⅱ
R-4	4	34.32	0.87	0.58	0.64	0.51	0.178	Model Ⅱ
R-5	5	43.10	1.35	0.80	0.87	0.87	0.224	Model Ⅱ
R-6	6	−	2.65	1.04	1.10	1.21	0.237	Model Ⅲ
R-7	7	−	4.29	1.40	1.43	1.65	0.255	Model Ⅲ
R-8	8	−	12.60	2.11	2.25	2.47	0.322	Model Ⅲ
R-9	9	−	22.80	3.26	4.23	4.06	0.416	Model Ⅳ
R-10	10	−	35.10	5.40	7.71	4.76	0.512	Model Ⅳ
R-11	11	−	−	7.65	9.05	8.59	0.559	Model Ⅳ
R-12	12	−	−	9.17	13.10	11.60	0.613	Model Ⅴ
R-13	13	−	−	10.32	14.56	13.27	0.640	Model Ⅴ
R-14	14	−	−	12.06	16.31	14.98	0.672	Model Ⅴ
R-15	15	−	−	13.40	19.20	16.7	0.710	Model Ⅴ

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表 6 现象描述

Table 6. Symptom description

破坏模式	现象描述
Model Ⅰ	顶板轻微鼓包，4面剪力墙无明显位移，整体结构无明显损伤。
Model Ⅱ	顶板鼓包严重，顶板四周边缘出现长条形破口，但顶板未完全脱离整体，且门框上端两角处出现裂缝， 4面剪力墙呈现轻微损伤，位移不明显。
Model Ⅲ	顶板从整体结构脱离，4面剪力墙出现损伤和鼓包，其中带预置泄压孔剪力墙位移明显。
Model Ⅳ	顶板从整体结构脱离，4面剪力墙呈现明显损伤和鼓包，其中带预置泄压孔剪力墙以及连梁向外倒塌。
Model Ⅴ	顶板和连梁飞出，预置泄压孔剪力墙以及对向剪力墙向外倒塌，其余剪力墙出现严重向外倾斜或鼓包损伤。

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