栓钉型弧形双钢板混凝土组合板的抗爆性能试验与数值分析

陈英杰 罗成 赵春风 何凯城

陈英杰, 罗成, 赵春风, 何凯城. 栓钉型弧形双钢板混凝土组合板的抗爆性能试验与数值分析[J]. 高压物理学报, 2024, 38(2): 024202. doi: 10.11858/gywlxb.20230752
引用本文: 陈英杰, 罗成, 赵春风, 何凯城. 栓钉型弧形双钢板混凝土组合板的抗爆性能试验与数值分析[J]. 高压物理学报, 2024, 38(2): 024202. doi: 10.11858/gywlxb.20230752
CHEN Yingjie, LUO Cheng, ZHAO Chunfeng, HE Kaicheng. Testing and Numerical Analysis of the Anti-Blast Performance of Curved Steel-Concrete-Steel Composite Slab Using Headed Stud Connectors[J]. Chinese Journal of High Pressure Physics, 2024, 38(2): 024202. doi: 10.11858/gywlxb.20230752
Citation: CHEN Yingjie, LUO Cheng, ZHAO Chunfeng, HE Kaicheng. Testing and Numerical Analysis of the Anti-Blast Performance of Curved Steel-Concrete-Steel Composite Slab Using Headed Stud Connectors[J]. Chinese Journal of High Pressure Physics, 2024, 38(2): 024202. doi: 10.11858/gywlxb.20230752

栓钉型弧形双钢板混凝土组合板的抗爆性能试验与数值分析

doi: 10.11858/gywlxb.20230752
基金项目: 新疆维吾尔自治区自然科学重点基金(2022D01D33)
详细信息
    作者简介:

    陈英杰(1979-),男,博士,副教授,硕士生导师,主要从事结构抗爆研究.E-mail:chenyj2021@xjau.edu.cn

    通讯作者:

    赵春风(1983-),男,博士,教授,博士生导师,主要从事工程结构抗震与组合结构抗爆研究.E-mail:zhaowindy@hfut.edu.cn

  • 中图分类号: O382; TU389

Testing and Numerical Analysis of the Anti-Blast Performance of Curved Steel-Concrete-Steel Composite Slab Using Headed Stud Connectors

  • 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。

     

  • 图  CSCS试件几何尺寸

    Figure  1.  Dimensions of CSCS

    图  混凝土浇筑过程

    Figure  2.  Concrete pouring process

    图  现场布置

    Figure  3.  Site layout

    图  CSCS试件的破坏形态

    Figure  4.  Failure mode of the CSCS specimen

    图  顶部钢板的破坏形态

    Figure  5.  Failure mode of the top plate

    图  底部钢板的破坏形态

    Figure  6.  Failure mode of the bottom plate

    图  CEL爆炸算法示意图

    Figure  7.  Schematic diagram for CEL explosion algorithm

    图  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  试件整体损伤

    Figure  9.  Global damage of the specimen

    图  10  试件变形

    Figure  10.  Deformation of specimen

    图  11  钢板跨中挠度

    Figure  11.  Mid-span deflection of steel plate

    图  12  混凝土等效塑性应变

    Figure  12.  Equivalent plastic strain of concrete

    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

    图  21  跨中挠度的拟合曲面

    Figure  21.  Fitting surface for mid-span deflection

    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
    下载: 导出CSV

    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
    下载: 导出CSV

    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
    下载: 导出CSV

    表  4  参数模拟工况

    Table  4.   Parameters for simulation

    Simulated
    specimen
    Explosion
    distance/m
    Top steel plate
    thickness/mm
    Bottom steel plate
    thickness/mm
    Arch heights/
    mm
    Stud spacing/
    mm
    CSCS1-1 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
    下载: 导出CSV
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出版历程
  • 收稿日期:  2023-10-17
  • 修回日期:  2023-11-06
  • 录用日期:  2023-12-29
  • 网络出版日期:  2024-01-21
  • 刊出日期:  2024-04-05

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