Testing and Numerical Analysis of the Anti-Blast Performance of Curved Steel-Concrete-Steel Composite Slab Using Headed Stud Connectors
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摘要: 弧形双钢板混凝土组合结构由钢板、混凝土与连接件协同作用，具有更优异的抗震和抗爆性能，被应用于超高层结构、海洋平台和核电设施中。利用试验和数值分析方法研究了栓钉型弧形双钢板混凝土组合结构的破坏模式和损伤机理，参数化分析了爆炸距离、钢板厚度、拱高和栓钉间距对其抗爆性能的影响。结果表明：在爆炸荷载下，栓钉型弧形双钢板混凝土组合板整体表现良好，仍具有较高的承载能力。增加爆炸距离和钢板厚度能有效减小混凝土的损伤和组合板的跨中挠度；减小拱高，混凝土损伤区域从以压缩破坏为主逐渐转换为以拉伸破坏为主，混凝土损伤更严重，组合板跨中挠度变大；减小栓钉间距会增大混凝土塑性损伤程度，但组合板的跨中挠度减小。研究结果可为弧形双钢板混凝土组合结构的设计提供参考。
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关键词:
- 爆炸荷载 /
- 栓钉型弧形双钢板混凝土组合板 /
- 抗爆性能 /
- 参数分析
Abstract: The curved steel-concrete-steel composite structure is a sandwiched structural member, consisting of two curved steel plates and concrete core. Headed studs are used to connect the steel plates and concrete to achieve the composite effect. This type of structure is promising for improving earthquake resistance and anti-blast performance, and has been applied in super high-rise structures, offshore platforms, and nuclear power facilities. This paper conducts experimental and numerical analysis to investigate the damage mode and mechanism of the curved steel-concrete-steel composite slab. Additionally, a parametrically analysis is conducted to explore the impact of blast distance, steel plate thickness, arch heights, and stud spacing on its anti-blast performance. The results indicate that the curved steel-concrete-steel composite structure performs well globally and retains their structural load-bearing capacity without failure after subjecting to blast loading. Increasing the blast distance and steel plate thickness can effectively reduce the concrete damage and the span deflection of the composite slab. Reducing arch heights causes a switch in concrete damage from compression damage to tensile damage, which is more severe and results in larger span deflection of the slab. Although reducing stud spacing increases the concrete plastic damage, it reduces the span deflection of the composite slab. The research results can contribute to the design and applications of curved steel-concrete-steel composite structures. -
图 8 采用不同网格尺寸得到的位移时程曲线
Figure 8. Time history curves of displacement for models with different mesh sizes
图 13 不同爆炸距离下混凝土的等效塑性应变
Figure 13. Equivalent plastic strain of concrete at different blast distances
图 14 不同爆炸距离下钢板的跨中挠度
Figure 14. Mid-span deflection of steel platesat different blast distances
图 15 不同钢板厚度下混凝土的等效塑性应变
Figure 15. Equivalent plastic strain for concrete with different steel plate thicknesses
图 16 不同钢板厚度下钢板的跨中挠度
Figure 16. Mid-span deflection of steel platesat different plate thicknesses
图 17 不同拱高下混凝土的等效塑性应变
Figure 17. Equivalent plastic strain for concrete with different arch heights
图 18 不同拱高下钢板的跨中挠度
Figure 18. Mid-span deflection of steel plates for modelswith different arch heights
图 19 不同栓钉间距下混凝土的等效塑性应变
Figure 19. Equivalent plastic strain of concrete for models with different stud spacing
图 20 不同栓钉间距下钢板的跨中挠度
Figure 20. Mid-span deflection of steel platewith different stud spacing
表 1 材料属性
Table 1. Material properties
Material Modulus of elasticity/GPa Compressive strength/MPa Yield strength/MPa Tensile strength/MPa C50 concrete 30 52.4 Q345 steel 200 370 462 A2-50 stud 200 210 500 
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表 2 混凝土的CDP模型参数
Table 2. Parameters of CDP model for concrete
Expansion angle/(°) Eccentricity Compressive strength ratio Stress invariant ratio Viscosity coefficient 30 0.1 1.16 0.667 0.005
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表 3 试验结果与数值模拟结果的对比
Table 3. Comparison of experimental results and numerical results
Part Deformation Residual deflection Explosion pressure Test/(mm×mm) Sim./(mm×mm) Error/% Test/mm Sim./mm Error/% Test/MPa Sim./MPa Error/% Top steel plate 330×400 310×470 9.4 38 35 7.9 Bottom plate 640×610 770×560 9.5 100 88 12.0 Measurement points 0.08 0.078 2.5
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表 4 参数模拟工况
Table 4. Parameters for simulation
Simulated
specimenExplosion
distance/mTop steel plate
thickness/mmBottom steel plate
thickness/mmArch heights/
mmStud spacing/
mmCSCS1-1 0.6 3 3 300 110 CSCS1-2 0.7 3 3 300 110 CSCS1-3 0.9 3 3 300 110 CSCS1-4 1.1 3 3 300 110 CSCS2-1 0.5 4 4 300 110 CSCS2-2 0.5 5 5 300 110 CSCS2-3 0.5 5 3 300 110 CSCS2-4 0.5 3 5 300 110 CSCS3-1 0.5 3 3 250 110 CSCS3-2 0.5 3 3 200 110 CSCS3-3 0.5 3 3 100 110 CSCS3-4 0.5 3 3 0 110 CSCS4-1 0.5 3 3 300 70 CSCS4-2 0.5 3 3 300 90 CSCS4-3 0.5 3 3 300 130 CSCS4-4 0.5 3 3 300 150
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