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无锡市312高架桥倾覆事故分析

李翠华 杨利斌 傅志华 梁新亚 彭卫兵 贾学军

李翠华, 杨利斌, 傅志华, 梁新亚, 彭卫兵, 贾学军. 无锡市312高架桥倾覆事故分析[J]. 工程力学, 2021, 38(9): 203-211. doi: 10.6052/j.issn.1000-4750.2020.10.0722
引用本文: 李翠华, 杨利斌, 傅志华, 梁新亚, 彭卫兵, 贾学军. 无锡市312高架桥倾覆事故分析[J]. 工程力学, 2021, 38(9): 203-211. doi: 10.6052/j.issn.1000-4750.2020.10.0722
LI Cui-hua, YANG Li-bin, FU Zhi-hua, LIANG Xin-ya, PENG Wei-bing, JIA Xue-jun. FORENSIC ANALYSIS OF THE WUXI 312 VIADUCT OVERTURNING COLLAPSE[J]. Engineering Mechanics, 2021, 38(9): 203-211. doi: 10.6052/j.issn.1000-4750.2020.10.0722
Citation: LI Cui-hua, YANG Li-bin, FU Zhi-hua, LIANG Xin-ya, PENG Wei-bing, JIA Xue-jun. FORENSIC ANALYSIS OF THE WUXI 312 VIADUCT OVERTURNING COLLAPSE[J]. Engineering Mechanics, 2021, 38(9): 203-211. doi: 10.6052/j.issn.1000-4750.2020.10.0722

无锡市312高架桥倾覆事故分析

doi: 10.6052/j.issn.1000-4750.2020.10.0722
基金项目: 国家自然科学基金项目(51778586,51978622);浙江省交通运输厅科技计划项目(2018006)
详细信息
    作者简介:

    李翠华(1990−),女,河北邯郸人,副研究员,博士,硕导,主要从事地震工程和桥梁结构工程研究(E-mail: cuih_li@hotmail.com)

    杨利斌(1996−),男,浙江诸暨人,硕士生,主要从事桥梁结构事故分析研究(E-mail: younglibin@qq.com)

    傅志华(1984−),男,黑龙江哈尔滨人,高工,本科生,主要从事土木工程施工研究(E-mail: 55737077@qq.com)

    粱新亚(1994−),男,江苏连云港人,硕士生,主要从事桥梁结构事故分析研究(E-mail: sparklxy@yeah.net)

    贾学军(1978−),男,河北唐山人,高工,博士生,主要从事土木工程施工研究(E-mail: 1057972267@qq.com)

    通讯作者:

    彭卫兵(1978−),男,江西樟树人,教授,博士,博导,主要从事桥梁结构动力响应研究(E-mail: bridge@zjut.edu.cn)

  • 中图分类号: U441+.5

FORENSIC ANALYSIS OF THE WUXI 312 VIADUCT OVERTURNING COLLAPSE

  • 摘要: 2019年10月10日,无锡市锡山区312国道某3跨混凝土连续箱梁在2辆车辆作用下发生倾覆。首先开展了事故现场调查工作,基于事故现场残骸照片及施工图纸,建立考虑几何非线性的有限元模型,进行倾覆破坏机理研究,提出了基于强度和倾覆稳定效应的超载判定方法。研究结果如下:基于标准车道荷载的倾覆验算结果表明,无锡桥不满足现行2018版《公路钢筋混凝土及预应力混凝土桥涵设计规范》规定的抗倾覆验算要求;上部结构在超载车辆作用下发生先转动、再滑动,最后产生了大幅转动与滑动相结合的倾覆破坏模式;从支座脱空到上部结构发生倾覆,结构仍有一定安全储备;基于强度和倾覆稳定效应的计算结果表明,现场超载车辆产生的倾覆效应大于结构抗倾覆承载力,说明超载是结构发生倾覆的主要原因,但通过进一步计算发现结构抗弯承载力充足,表明结构倾覆破坏早于强度破坏,结构抗倾覆能力与抗弯能力不匹配。
  • 图  1  无锡312高架桥立面图

    注: P1~P4为桥墩

    Figure  1.  Elevation of Wuxi 312 viaduct

    图  2  无锡312高架桥平面图

    注: A1~A6为支座

    Figure  2.  Plan of Wuxi 312 viaduct

    图  3  无锡312高架桥倾覆段典型剖面图

    Figure  3.  Typical section of Wuxi 312 viaduct overturning section

    图  4  现场滞留事故后车

    Figure  4.  Vehicles after accident

    图  5  肇事后车侧翻散落钢卷(部分)

    Figure  5.  Scattered steel coils after vehicle overturning (Part)

    图  6  桥梁滑落底面划痕

    Figure  6.  Scratches on the bottom surface of bridge sliding

    图  7  桥梁滑落底面产生划痕示意图

    Figure  7.  Sketch map of scratches on bottom of bridge sliding

    图  8  边墩抗扭支座

    Figure  8.  Side pier torsional bearing

    图  9  中间独柱墩单支座

    Figure  9.  Single support of middle single column pier

    图  10  独柱墩P4滑移破坏

    Figure  10.  Sliding failure of single column pier P4

    图  11  独柱墩P3顶部箱梁翼缘破坏

    Figure  11.  Flange failure of box girder on top of single pier P3

    图  12  端部盖梁受冲切破坏

    Figure  12.  Shear failure of end bent cap

    图  13  MIDAS全桥模型

    Figure  13.  MIDAS full bridge model

    图  14  车辆载荷分配系数及车轮轴距

    Figure  14.  Vehicle load distribution coefficient and wheel base

    图  15  双车道设计中心线位置

    Figure  15.  Location of two-lane design center line

    图  16  车道荷载加载位置

    Figure  16.  Loading position of lane load

    图  17  标准车道荷载下支座反力随荷载系数k变化

    Figure  17.  Change of reaction force of bearing with load factor k under standard lane load

    图  18  ABAQUS计算方法建模示意图

    Figure  18.  ABAQUS calculation method modeling diagram

    图  19  无锡桥倾覆过程ABAQUS模拟结果

    Figure  19.  ABAQUS simulation results of overturning process of Wuxi bridge

    图  20  特征参考点ab的竖向相对位移变化

    Figure  20.  Vertical relative displacement between a and b

    图  21  箱梁倾覆转角变化

    Figure  21.  Overturning angle of box girder

    图  22  支座应力云图

    Figure  22.  Stress nephogram of bearing

    图  23  不同车辆荷载倾覆转角变化曲线

    Figure  23.  Change curve of overturning angle under different vehicle loads

    图  24  无锡桥事故荷载计算结果

    Figure  24.  Calculation results of accident load of Wuxi bridge

    表  1  事故车辆基本信息

    Table  1.   Basic information of vehicles causing accidents

    牵挂车标识车辆类型整备
    质量/kg
    准牵引
    总质量/kg
    核定
    载质量/kg
    苏BX8061
    (下称“前车”)
    重型半挂牵引车10 30038 570
    苏BQ7191
    (下称“后车”)
    重型半挂牵引车10 30038 570
    苏B2030挂
    (前车挂车)
    重型平板半挂车800032 000
    苏BG976挂
    (后车挂车)
    重型平板半挂车11 00029 000
    下载: 导出CSV

    表  2  支座布置情况

    Table  2.   Arrangement of supports

    支座位置SDxSDySDzSRxSRySRz
    端部支座A11×1071×1070001×107
    A21×1071×1070001×107
    中间支座A31×10700001×107
    中间支座A41×10700001×107
    端部支座A51×1071×1070001×107
    A61×1071×1070001×107
    注:SDxSDySDzSRxSRySRz指相应方向刚度数值,表中有“1×107”指限制该方向的位移自由度或旋转,“0”指释放该方向位移自由度或旋转刚度。
    下载: 导出CSV

    表  3  无锡桥抗倾覆验算

    Table  3.   Anti-overturning checking calculation of Wuxi Bridge

    车道荷载最小支座反力/kN倾覆稳定安全系数
    标准车道荷载−406.81.05
    实际车辆荷载0.36
    下载: 导出CSV
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  • 收稿日期:  2020-10-11
  • 修回日期:  2021-01-06
  • 网络出版日期:  2021-04-26
  • 刊出日期:  2021-09-13

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