二次爆炸作用下钢筋混凝土梁动力响应的数值模拟

张海鹏 潘钻峰 司豆豆

张海鹏, 潘钻峰, 司豆豆. 二次爆炸作用下钢筋混凝土梁动力响应的数值模拟[J]. 爆炸与冲击, 2024, 44(10): 101404. doi: 10.11883/bzycj-2024-0021
引用本文: 张海鹏, 潘钻峰, 司豆豆. 二次爆炸作用下钢筋混凝土梁动力响应的数值模拟[J]. 爆炸与冲击, 2024, 44(10): 101404. doi: 10.11883/bzycj-2024-0021
ZHANG Haipeng, PAN Zuanfeng, SI Doudou. Numerical simulation on dynamic response of reinforced concrete beams to secondary explosion[J]. Explosion And Shock Waves, 2024, 44(10): 101404. doi: 10.11883/bzycj-2024-0021
Citation: ZHANG Haipeng, PAN Zuanfeng, SI Doudou. Numerical simulation on dynamic response of reinforced concrete beams to secondary explosion[J]. Explosion And Shock Waves, 2024, 44(10): 101404. doi: 10.11883/bzycj-2024-0021

二次爆炸作用下钢筋混凝土梁动力响应的数值模拟

doi: 10.11883/bzycj-2024-0021
基金项目: 国家自然科学基金(52078368)
详细信息
    作者简介:

    张海鹏(1992- ),男,博士研究生,zhpeng@tongji.edu.cn

    通讯作者:

    潘钻峰(1981- ),男,博士,教授,zfpan@tongji.edu.cn

  • 中图分类号: O383

Numerical simulation on dynamic response of reinforced concrete beams to secondary explosion

  • 摘要: 为了探究钢筋混凝土梁在二次爆炸作用下的毁伤效应,开展了相关数值分析研究:利用LS-DYNA中的流固耦合算法和完全重启动技术,对钢筋混凝土梁二次爆炸试验进行了数值模拟,分析结果与试验结果基本一致,验证了模拟方法和材料模型参数的正确性;在此基础上,对二次爆炸场景进行扩展,对典型足尺钢筋混凝土梁进行建模分析,探究了爆炸场景、混凝土强度、纵筋配筋率和箍筋配筋率对二次爆炸作用下钢筋混凝土梁损伤破坏模式和动力响应的影响。结果表明:由于压力膜效应的存在,在保持爆炸总当量不变的前提下,单次爆炸对钢筋混凝土梁构件造成的损伤比连续两次爆炸造成的累积损伤更严重;提高混凝土强度可以显著提高二次爆炸作用下钢筋混凝土梁的抗爆性能;提高纵筋配筋率对梁抗爆性能的提升效果不明显;而对混凝土梁支座部位采用箍筋加密措施可以降低钢筋混凝土梁在爆炸作用下的剪切破坏程度,提高钢筋混凝土梁在二次爆炸作用下的抗爆性能。进一步计算得到了所涉及二次爆炸场景下两种不同设计参数钢筋混凝土梁的等损伤曲线,建立了相应的损伤程度分区图。
  • 图  1  K&C默认损伤曲线与修正后损伤曲线对比

    Figure  1.  Comparison of damage function between the K&C model default and modified parameters

    图  2  文献[23]中二次爆炸试验场地布置

    Figure  2.  Sketch of the field test in Ref. [23]

    图  3  有限元模型

    Figure  3.  The FE model

    图  4  爆炸波等压面

    Figure  4.  The isobaric surfaces of the explosion wave

    图  5  损伤云图

    Figure  5.  The damage contours

    图  6  试验和有限元计算的得到梁跨中挠度时程曲线对比

    Figure  6.  Comparisons of deflection time history at mid-span between experiment and numerical simulation

    图  7  足尺梁有限元分析模型

    Figure  7.  The FE model of full-size RC beam

    图  8  不同网格尺寸混凝土的损伤

    Figure  8.  Damage calculated with different mesh size

    图  9  不同网格尺寸梁各位置处最大挠度

    Figure  9.  The deflection of beam with different mesh size

    图  10  FEMA 426中不同类型的爆炸场景[24]

    Figure  10.  Different types of explosion scenarios in FEMA 426[24]

    图  11  不同RC梁配筋构造

    Figure  11.  Reinforcement detailing of RC beam

    图  12  梁跨中位移时程曲线

    Figure  12.  Deflection time history at mid-span

    图  13  爆炸荷载作用下典型钢筋混凝土构件压力膜效应

    Figure  13.  Compression membrane action in a typical reinforced concrete member under blast loading

    图  14  总当量相同时单次爆炸作用和二次爆炸作用损伤云图对比

    Figure  14.  The damage contours of single explosion and secondary explosion under the same total TNT equivalent

    图  15  梁跨中位移时程曲线:Beam4~Beam7

    Figure  15.  Deflection time history at mid-span: Beam4−Beam7

    图  16  Beam4~Beam7支座反力时程曲线

    Figure  16.  Reaction force time history of Beam4−Beam7

    图  17  RC梁Beam4~Beam7在二次爆炸作用下的损伤云图

    Figure  17.  The damage contours of Beam4−Beam7 under secondary explosion

    图  18  比例距离为0.141 m/kg1/3时RC梁Beam8~Beam11损伤云图

    Figure  18.  Damage contours of Beam8−Bema11 with the scaled distance of 0.141 m/kg1/3

    图  19  梁跨中位移时程曲线:Beam8~Beam11

    Figure  19.  Deflection time history at mid-span: Beam8−Beam11

    图  20  Beam8~Beam11支座反力时程时程曲线

    Figure  20.  Reaction force time history of Beam8−Beam11

    图  21  梁跨中位移时程曲线:Beam4、Beam12、Beam13

    Figure  21.  Deflection time history at mid-span: Beam4, Beam12 and Beam13

    图  22  梁跨中位移时程曲线:Beam4、Beam14~Beam16

    Figure  22.  Deflection time history at mid-span: Beam4, Beam14−16

    图  23  Beam4,Beam14~Beam16损伤云图

    Figure  23.  The damage contours of Beam4, Beam14−Beam16

    图  24  Beam4,Beam14~Beam16支座反力时程曲线

    Figure  24.  Reaction force time history of Beam4, Beam14−Beam16 under secondary explosion

    图  25  梁跨中位移时程曲线:Beam8、Beam17、Beam18

    Figure  25.  Deflection time history at mid-span: Beam8, Beam17 and Beam18

    图  26  比例距离为0.141m/kg1/3时RC梁Beam8、Beam17、Beam18损伤云图

    Figure  26.  The damage contours of Beam8, Bema17 and Beam18 with scaled distance 0.141m/kg1/

    图  27  不同损伤程度阈值下钢筋混凝土梁二次爆炸等损伤曲线

    Figure  27.  The iso-damage curves of RC beams under secondary explosion with different damage levels

    图  28  二次爆炸作用下钢筋混凝土梁损伤程度分区图

    Figure  28.  Zoning map of the damage degree of the RC beams under secondary explosion

    表  1  参数(η, λ)具体取值

    Table  1.   Damage parameters (η, λ) of K&C model

    上升段 下降段
    λ η λ η
    0 0 1.70×10−4 0.73617
    8.00×10−6 0.37026 3.00×10−4 0.54456
    2.40×10−5 0.81341 5.50×10−4 0.37119
    4.00×10−5 0.97668 1.00×10−3 0.24346
    5.60×10−5 1.00000 1.65×10−3 0.16694
    2.50×10−3 0.12059
    3.50×10−3 0.09209
    1.00×10−2 0.03876
    下载: 导出CSV

    表  2  MAT_HIGH_EXPLOSIVE_BURN材料模型及EOS_JWL状态方程输入参数

    Table  2.   Input parameters for MAT_HIGH_EXPLOSIVE_BURN and EOS_JWL

    密度/(kg·m−3) 爆速/(m·s-1) 爆压/Pa A/Pa B/Pa R1 R2 ω E0/Pa 初始相对体积
    1630 6930 2.1×1010 3.712×1011 3.23×109 4.15 0.95 0.32 7×109 1
    下载: 导出CSV

    表  3  MAT_NULL材料模型及EOS_LINEAR_POLYNOMIAL状态方程输入参数

    Table  3.   Input parameters for MAT_NULL and EOS_LINEAR_POLYNOMIAL

    密度/(kg·m−3)粘滞系数/(Pa·s)C0, C1, C2, C3, C6C4, C5E0/Pa初始相对体积
    1.292×10−500.42.5×1051
    下载: 导出CSV

    表  4  足尺钢筋混凝土梁设计参数及爆炸工况

    Table  4.   The details of the full-size RC beams and the explosive scenarios

    编号 (装药量/kg, 爆距/m) 混凝土强度等级 纵筋 箍筋
    第1次 第2次
    Beam1 (45, 2) (45, 2) C30 314 8@200mm
    Beam2 (90, 2) (45, 2) C30 314 8@200mm
    Beam3 (135, 2) (45, 2) C30 314 8@200mm
    Beam4 (45, 1) (45, 1) C30 314 8@200mm
    Beam5 (45, 1) (45, 1) C40 314 8@200mm
    Beam6 (45, 1) (45, 1) C50 314 8@200mm
    Beam7 (45, 1) (45, 1) C60 314 8@200mm
    Beam8 (45, 0.5) C30 314 8@200mm
    Beam9 (45, 0.5) C40 314 8@200mm
    Beam10 (45, 0.5) C50 314 8@200mm
    Beam11 (45, 0.5) C60 314 8@200mm
    Beam12 (45, 1) (45, 1) C30 310 8@200mm
    Beam13 (45, 1) (45, 1) C30 318 8@200mm
    Beam14 (45, 1) (45, 1) C30 314 梁端箍筋加密8@100mm
    Beam15 (45, 1) (45, 1) C30 314 梁端箍筋加密10@80mm
    Beam16 (45, 1) (45, 1) C30 314 8@100mm
    Beam17 (45, 0.5) C30 314 梁端箍筋加密8@100mm
    Beam18 (45, 0.5) C30 314 梁端箍筋加密10@80mm
    下载: 导出CSV

    表  5  RC梁损伤的计算结果

    Table  5.   Numerical results of RC-beams damage

    编号 爆次 Xm/mm θmax/(°) 损伤程度 编号 爆次 Xm/mm θmax/(°) 损伤程度
    Beam1 二次 7.562 0.271 轻度损伤 Beam10 单次 182.493 6.507 完全破坏
    Beam2 二次 8.214 0.294 轻度损伤 Beam11 单次 143.675 5.131 完全破坏
    Beam3 二次 15.188 0.544 轻度损伤 Beam12 二次 44.363 1.588 中度损伤
    Beam4 二次 43.522 1.558 中度损伤 Beam13 二次 38.934 1.394 中度损伤
    Beam5 二次 35.765 1.281 中度损伤 Beam14 二次 42.670 1.528 中度损伤
    Beam6 二次 32.488 1.163 中度损伤 Beam15 二次 37.709 1.350 中度损伤
    Beam7 二次 27.713 0.992 轻度损伤 Beam16 二次 35.057 1.255 中度损伤
    Beam8 单次 254.972 9.054 完全破坏 Beam17 单次 235.966 8.389 完全破坏
    Beam9 单次 215.498 7.671 完全破坏 Beam18 单次 201.104 7.164 完全破坏
    下载: 导出CSV

    表  6  两种方法得到二次爆炸作用下梁的跨中最大位移和支座最大转角计算结果

    Table  6.   Numerical results of maximum midspan displacement and maximum bearing rotation angle by ALE and CONWEP

    梁编号 跨中最大位移/mm 支座最大转角/(°) 梁编号 跨中最大位移/mm 支座最大转角/(°)
    ALE CONWEP ALE CONWEP ALE CONWEP ALE CONWEP
    Beam4 43.522 46.933 1.558 1.680 Beam7 27.713 29.761 0.992 1.066
    Beam5 35.765 38.608 1.281 1.382 Beam14 42.670 43.524 1.528 1.558
    Beam6 32.488 33.628 1.163 1.204 Beam15 37.709 40.237 1.350 1.441
    下载: 导出CSV

    表  7  不同损伤阈值下等损伤曲线计算参数

    Table  7.   Calculation parameters of iso-damage curves under different damage levels

    BeamA BeamB
    θmax/
    (°)
    a1/
    (m·kg−1)
    a2/
    (m·kg−2)
    b/m θmax/
    (°)
    a1/
    (m·kg−1)
    a2/
    (m·kg−2)
    b/m
    1 0.01766 −8.81×10−6 1.4724 1 0.01194 −5.28×10−6 1.1229
    2 0.01105 −4.77×10−6 0.8542 2 0.00898 −4.05×10−6 0.5772
    4 0.00926 −4.26×10−6 0.4573 4 0.00808 −4.47×10−6 0.4493
    下载: 导出CSV
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  • 收稿日期:  2024-01-08
  • 修回日期:  2024-05-25
  • 网络出版日期:  2024-05-28
  • 刊出日期:  2024-10-30

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