弧形双钢板混凝土组合板抗爆性能数值研究

赵春风; 何凯城; 卢欣; 潘蓉; 王静峰; 李晓杰

doi:10.11883/bzycj-2021-0205

弧形双钢板混凝土组合板抗爆性能数值研究

doi: 10.11883/bzycj-2021-0205

赵春风^{1, 2, 3,},
何凯城¹,
卢欣¹,
潘蓉⁴,
王静峰^{1, 3},
李晓杰²

1.
合肥工业大学土木与水利工程学院，安徽合肥 230009
2.
大连理工大学工业装备与分析国家重点实验室，辽宁大连 116024
3.
合肥工业大学安徽先进钢结构技术与产业化协同创新中心，安徽合肥 230009
4.
生态环保部核与辐射安全中心，北京 100082

基金项目: 安徽省自然科学基金能源互联网联合基金（2008085UD12）；合肥市自然科学基金（2021028）；大连理工大学工业装备与分析国家重点实验室基金（GZ21112，GZ19106）

详细信息

作者简介:
赵春风（1983－　），男，博士，副教授，zhaowindy@hfut.edu.cn

中图分类号: O383
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- HTML全文浏览量: 444
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- 被引次数: 0
出版历程
- 收稿日期: 2021-05-25
- 录用日期: 2021-11-17
- 修回日期: 2021-08-02
- 网络出版日期: 2021-11-29
- 刊出日期: 2022-02-28

Numerical study of blast resistance of curved steel-concrete-steel composite slabs

ZHAO Chunfeng^{1, 2, 3
,},
HE Kaicheng¹,
LU Xin¹,
PAN Rong⁴,
WANG Jingfeng^{1, 3},
LI Xiaojie²

1.
School of Civil Engineering, Hefei University of Technology, Hefei 230009, Anhui, China
2.
State Key Laboratory of Structural Analysis for Industrial Equipment, Dalian University of Technology, Dalian 116024, Liaoning, China
3.
Anhui Collaborative Innovation Center for Advanced Steel Structure Technology and Industrialization, Hefei University of Technology, Hefei 230009, Anhui, China
4.
Nuclear and Radiation Safety Center, Ministry of Ecology and Environmental Protection, Beijing 100082, China

摘要

摘要: 依据规范设计了3种不同连接件的弧形双钢板混凝土组合板，基于ANSYS/LS-DYNA非线性有限元程序研究了弧形双钢板混凝土组合板在近场爆炸作用下的损伤模式、跨中位移变化以及能量消耗状况等，对比研究了3种不同板的耗能状况及损伤机理。以背爆面钢板跨中位移为指标，分析了用药量、混凝土强度和钢板厚度等参数对弧形双钢板混凝土板抗爆性能的影响规律。结果表明：在近场爆炸作用下，弧形板均保持良好的整体性，没有出现混凝土飞散现象，仍具有持续承载能力，比传统平面双钢板混凝土组合板具有更加优异的抗爆性能；重叠栓钉的连接性能强于栓钉，稍弱于对拉螺栓；提高混凝土强度不能改善混凝土的损伤状况，但能减小跨中位移；增加钢板厚度能显著减小钢板跨中位移，提高弧形双钢板混凝土组合板的抗爆能力。
- 爆炸荷载 /
- 弧形双钢板混凝土组合板 /
- 抗爆性能 /
- 动态响应
Abstract: Curved steel-concrete-steel (CSCS) composite slabs can increase the compression range of concrete so as to give full play to the compressive strength of the concrete and the tensile strength of the steel plate. It has been used in high-rise buildings, nuclear reactor containment, Arctic caisson and oil storage tanks and other important building structures. According to the specifications, three CSCS composite slabs with different fittings were designed. Based on the nonlinear finite element program ANSYS/LS-DYNA, the damage modes, midpoint displacement, energy consumption, etc. of the composite slabs under the action of near field explosion were studied, and the energy consumption and damage mechanism of the three different slabswere compared. The midpoint displacement and pressure of the CSCS composite slab were extracted from the finite element simulations. The results of the midpoint displacement were compared with the existing field explosion test results, and the results of pressure were compared with the empirical formula, which verified the rationality and effectiveness of the finite element model. Taking the midpoint displacement of the backsteel plate as the index, the effects of the explosive quantity, concrete strength and steel plate thickness on the anti-explosion performance of the CSCScomposite slabswere analyzed. The results show that the curved slabs maintain good integrity under the action of near-field explosion, there is no concrete fragments dispersion phenomenon, and they still have a continuous bearing capacity. Meanwhile, they have a better anti-explosion performance than traditional planar steel-concrete-steel composite slabs. The connection performance of the overlapping studs is stronger than that of the discrete studs, but slightly weaker than that of the pair studs. Increasing the concrete strength can reduce the midpoint displacement but cannot improve the damage condition of the concrete. Increasing the thickness of the steel plate can significantly reduce the midpoint displacement of the steel plate and improve the anti-explosion ability of CSCS composite slabs.
- explosion load /
- curved steel-concrete-steel composite slab /
- anti-explosion performance /
- dynamic response

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图 1 对拉螺栓弧形双钢板混凝土组合板(CSCS-BO)结构形式和几何尺寸(单位：mm)

Figure 1. Structure and dimensions of CSCS-BO (unit: mm)

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图 2 重叠栓钉弧形双钢板混凝土组合板(CSCS-OS)结构形式 (单位：mm)

Figure 2. Structure of CSCS-OS (unit: mm)

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图 3 栓钉弧形双钢板混凝土组合板(CSCS-ST)结构形式 (单位：mm)

Figure 3. Structure of CSCS-ST (unit: mm)

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图 4 四分之一数值分析模型

Figure 4. Quarter numerical model

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图 5 LBE算法示意图

Figure 5. Diagram of LBE algorithm

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图 6 试件形式与尺寸

Figure 6. Configuration and size of the specimen

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图 7 有限元结果验证对比

Figure 7. Verification and comparison of the FE results

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图 8 混凝土的有效塑性应变云图

Figure 8. Effective plastic strains of the concrete(CSCS-BO)

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图 9 钢板的压力云图

Figure 9. Pressures of the steel plates (CSCS-BO)

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图 10 钢板中心位移时程曲线

Figure 10. Midpoint displacement time history curves (CSCS-BO)

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图 11 CSCD-BO板能量时程曲线

Figure 11. Energy time history curves (CSCS-BO)

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图 12 混凝土的有效塑性应变云图

Figure 12. Effective plastic strains of the concrete (CSCS-OS)

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图 13 钢板的压力云图

Figure 13. Pressure of the steel plates (CSCS-OS)

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图 14 钢板中心位移时程曲线

Figure 14. Midpoint displacement time history curves (CSCS-OS)

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图 15 CSCD-OS板能量时程曲线

Figure 15. Energy time history curves (CSCS-OS)

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图 16 混凝土的有效塑性应变云图

Figure 16. Effective plastic strains of the concrete (CSCS-ST)

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图 17 钢板压力云图

Figure 17. Pressures of the steel plates (CSCS-ST)

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图 18 钢板中心位移时程曲线

Figure 18. Midpoint displacement time history curves (CSCS-ST)

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图 19 CSCS-ST板能量时程曲线

Figure 19. Energy time history curves (CSCS-ST)

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图 20 混凝土损伤情况

Figure 20. Damages of concrete

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图 21 背爆面钢板中心位移曲线

Figure 21. Mid-point displacement curves of the back steel plates

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图 22 不同药量下混凝土的有效塑性应变

Figure 22. Effective plastic strain of the concrete underdifferent explosive quantities

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图 23 不同药量下跨中位移时程曲线

Figure 23. Midpoint displacement time history curvesunder different explosive quantities

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图 24 不同药量下跨中最大位移及残余位移

Figure 24. Maximum and residual midpoint displacement sunder different explosive quantities

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图 25 不同强度混凝土的有效塑性应变

Figure 25. Effective plastic strain of concretes with different concrete strengths

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图 26 不同强度混凝土跨中位移时程曲线

Figure 26. Midpoint displacement time history curves for different concrete strengths

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图 27 不同强度混凝土跨中最大位移及残余位移

Figure 27. Maximum and residual midpoint displacements for different concrete strengths

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图 28 不同钢板厚度下混凝土有效塑性应变

Figure 28. Effective plastic strain of concretes with different thicknesses of the steel plates

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图 29 不同钢板厚度跨中位移时程曲线

Figure 29. Midpoint displacement time history curves for different thicknesses of the steel plates

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图 30 不同钢板厚度最大位移及残余位移

Figure 30. Maximum and residual midpoint displacements for different thicknesses of the steel plates

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表 1 连接件参数

Table 1. Material parameters of the connectors

ρ/(g·cm⁻³)	E/GPa	泊松比	屈服强度/MPa	有效塑性应变
7.80	200	0.3	400	0.12

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表 2 钢板参数

Table 2. Material parameters of the steel plates

ρ/(g·cm⁻³)	E/GPa	μ	A/MPa	B/MPa	n	m	C
7.83	200	0.28	235	275	0.94	1.03	0.036

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表 3 钢板中心迎爆面和背爆面的位移对比

Table 3. Comparison of the midpoint displacement of the steel plates

组合板类型	迎爆面钢板最大位移/cm	背爆面钢板最大位移/cm	迎爆面钢板残余位移/cm	背爆面钢板残余位移/cm	背、迎爆面残余位移差/cm
CSCS-BO	3.42	5.41	1.70	3.89	2.19
CSCS-OS	2.83	5.91	1.22	4.45	3.23
CSCS-ST	3.39	6.35	0.96	4.68	3.72
SCS-BO	—	—	8.73	12.44	3.71

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