Numerical study of blast resistance of curved steel-concrete-steel composite slabs
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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。
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关键词:
- 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. -
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)
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
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
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
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
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
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
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
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
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
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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