长持时爆炸冲击波荷载作用下梁板组合结构的动力响应

李圣童; 汪维; 梁仕发; 桑琴扬; 郑荣跃

doi:10.11883/bzycj-2021-0495

长持时爆炸冲击波荷载作用下梁板组合结构的动力响应

doi: 10.11883/bzycj-2021-0495

1.
宁波大学土木与环境工程学院，浙江宁波 315211
2.
宁波大学冲击与安全工程教育部重点实验室，浙江宁波 315211
3.
军事科学院国防工程研究院，河南洛阳 471023

基金项目: 国家自然科学基金（11302261，11972201）

详细信息

作者简介:
李圣童（1996－　），女，硕士研究生， lst9606@outlook.com

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

中图分类号: O383
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- 文章访问数: 658
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- 被引次数: 0
出版历程
- 收稿日期: 2021-11-29
- 修回日期: 2022-04-30
- 网络出版日期: 2022-05-23
- 刊出日期: 2022-07-25

Dynamic response of beam-slab composite structures under long-lasting explosion shock wave load

1.
School of Civil and Environmental Engineering, Ningbo University, Ningbo 315211, Zhejiang, China
2.
Key Laboratory of Impact and Safety Engineering, Ministry of Education, Ningbo University, Ningbo 315211, Zhejiang, China
3.
Institute of Defense Engineering, Academy of Militory Science, Luoyang 471023, Henan, China

摘要

摘要: 为研究钢筋混凝土梁板组合结构在长持时远爆冲击波荷载作用下的动力响应及毁伤形态，通过实验获得了梁板组合结构的破坏形态和背爆面中心点位移变化。利用有限元软件对钢筋混凝土梁板组合结构的动态响应过程进行数值模拟研究，模拟得到的结构破坏现象与实验吻合较好。在此基础上，分析了梁板组合结构在相同冲量、不同峰值爆炸荷载作用下组合结构的动态响应和破坏过程，并结合挠跨比与破坏形态划分破坏模式。研究结果表明，相同冲量作用下，随着爆炸荷载峰值强度增加，梁板组合构件的破坏程度逐渐增加，破坏模式从弯曲破坏向弯剪联合破坏转换，最后呈现冲切破坏模式；组合构件中板部分发生破坏的时间早于交叉梁部分、破坏程度大于交叉梁。
- 梁板组合结构 /
- 抗爆性能 /
- 动态响应 /
- 破坏模式 /
- 钢筋混凝土
Abstract: To identify the anti-explosion performance, dynamic response and typical failure mode of a reinforced concrete beam-slab composite structure, the explosion experiment was conducted by the shock tube, which was used to simulate the long-lasting long-distance explosion shock wave. The failure form of the reinforced concrete beam-slab composite structure, the shock wave variation curve and the displacement change at the center point of the backside surface were obtained through the experiment. The dynamic response process of the reinforced concrete beam-slab composite structure is numerically simulated by finite element software. Compared with the experimental results, it is found that the simulated failure phenomenon is similar to the experimentally observed one, and the peak displacement at the center point of the backside surface is also close to the experimental one. Both of these have verified the accuracy and applicability of the numerical model adopted. On this basis, the dynamic response and failure process of the beam-slab composite structure under the simplified triangular explosion shock wave load are analyzed. The simplified triangular explosion shock wave used in numerical simulation has the same impulse as that in experiment but different peak values and durations. According to the deflection-span ratio a and the failure form, the failure patterns are classified into four modes as light failure, moderate failure, severe failure and complete failure. The results show that the cracks are firstly distributed along the diagonal of the backside surface of the reinforced concrete beam-slab composite structure. Under the same impulse, with the increase of the peak value of the explosion load, the damage degree of the beam-slab composite members gradually deepens. Meanwhile, the failure mode changes from a bending failure to a combined bending-shear failure, and finally appears as a punching failure. The failure of the plate part of composite members occurs earlier than the cross-beam part, while the former’s damage degree is greater than the latter’s.
- beam-slab composite structure /
- anti-explosion performance /
- dynamic response /
- failure mode /
- reinforced concrete

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图 1 实验装置示意图

Figure 1. Schematic diagram of the experimental device

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图 2 构件安装

Figure 2. Widget installation

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图 3 梁板组合构件尺寸及配筋示意图

Figure 3. Dimensions and reinforcement of a beam-slab composite structure

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图 4 边框上冲击波超压测试波形

Figure 4. Shock wave overpressure waveforms measured on the frame

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图 5 组合结构背爆面中心点位移时程曲线

Figure 5. Displacement-time curve at the center point of the backside of the beam-slab composite structure

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图 6 实验后裂纹

Figure 6. Cracks after experiment

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图 7 数值计算模型

Figure 7. Numerical calculation models

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图 8 简化加载曲线

Figure 8. Simplified loading curves

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图 9 背爆面中心点位移时程曲线

Figure 9. Displacement-time curves at the center point of the backside

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图 10 实验和数值模拟得到的裂缝

Figure 10. Experimental and simulated cracks

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图 11 简化爆炸冲击波载荷下结构的破坏过程

Figure 11. Failure process of the structure under simplified explosion shock wave loading

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图 12 简化三角形加载曲线

Figure 12. Simplified triangle load curves

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图 13 不同工况下构件背爆面、迎爆面以及半剖面的破坏

Figure 13. Failure in the backsides, frontsides and half sections of the structures under different load conditions

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图 14 不同工况下背爆面中心点的位移峰值

Figure 14. Displacement peaks of the central point of the backside under different load conditions

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图 15 不同工况下背爆面中心点的位移时程曲线

Figure 15. Displacement-time curves of the central point of the backside under different load conditions

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表 1 混凝土材料模型参数^[25-26]

Table 1. Parameters of the concrete material model^[25-26]

混凝土型号	$ \rho $_c/(kg·m⁻³)	E_c/GPa	µ	θ	e	f_b0/f_c0	K	η
C35	2 390	31.5	0.2	38	0.1	1.16	0.666 67	0.000 01

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表 2 钢筋材料模型参数^[27]

Table 2. Parameters of the steel material model^[27]

钢筋型号	$ \rho $_s/(kg·m⁻³)	E_s/GPa	$ {\sigma }_{\mathrm{s}\mathrm{y}} $/MPa	d_s/mm	µ_s
HRB335	7 853.2	221.4	335	8	0.3
HPB300	7 853.2	224.6	300	6	0.3
HPB300	7 853.2	221.4	300	8	0.3

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表 3 相同冲量作用下梁板组合构件的破坏等级划分

Table 3. Failure grade classification of beam-slab composite structures under the same impulse

构件	方法	加载峰值/kPa	爆炸持续时间/ms	背爆面中心点最大位移/mm	挠跨比/%	破坏等级
1	实验	202.4	1000	5.90	0.30	轻度破坏
2	模拟	202.4	1000	5.85	0.29	轻度破坏
3		100.0	1000	3.14	0.16	轻度破坏
4		111.1	900	3.69	0.18	轻度破坏
5		125.0	800	4.51	0.23	轻度破坏
6		142.9	700	5.80	0.29	轻度破坏
7		166.7	600	6.70	0.34	轻度破坏
8		200.0	500	13.62	0.68	中度破坏
9		204.1	490	14.75	0.74	中度破坏
10		208.3	480	16.09	0.80	中度破坏
11		217.4	460	21.18	1.05	重度破坏
12		222.2	450	310.01	15.50	完全破坏

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