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桥墩温度梯度对桥上CRTS Ⅱ型板式无砟轨道纵向力的影响

张鹏飞 连西妮 桂昊 雷晓燕

张鹏飞, 连西妮, 桂昊, 雷晓燕. 桥墩温度梯度对桥上CRTS Ⅱ型板式无砟轨道纵向力的影响[J]. 交通运输工程学报, 2020, 20(4): 80-90. doi: 10.19818/j.cnki.1671-1637.2020.04.006
引用本文: 张鹏飞, 连西妮, 桂昊, 雷晓燕. 桥墩温度梯度对桥上CRTS Ⅱ型板式无砟轨道纵向力的影响[J]. 交通运输工程学报, 2020, 20(4): 80-90. doi: 10.19818/j.cnki.1671-1637.2020.04.006
ZHANG Peng-fei, LIAN Xi-ni, GUI Hao, LEI Xiao-yan. Effect of pier temperature gradient on longitudinal force of CRTSⅡslab ballastless track on bridge[J]. Journal of Traffic and Transportation Engineering, 2020, 20(4): 80-90. doi: 10.19818/j.cnki.1671-1637.2020.04.006
Citation: ZHANG Peng-fei, LIAN Xi-ni, GUI Hao, LEI Xiao-yan. Effect of pier temperature gradient on longitudinal force of CRTSⅡslab ballastless track on bridge[J]. Journal of Traffic and Transportation Engineering, 2020, 20(4): 80-90. doi: 10.19818/j.cnki.1671-1637.2020.04.006

桥墩温度梯度对桥上CRTS Ⅱ型板式无砟轨道纵向力的影响

doi: 10.19818/j.cnki.1671-1637.2020.04.006
基金项目: 

国家自然科学基金项目 51768023

江西省教育厅科学技术研究项目 GJJ180290

详细信息
    作者简介:

    张鹏飞(1975-), 男, 内蒙古赤峰人, 华东交通大学副教授, 工学博士, 从事桥上无缝线路设计理论与关键技术研究

    通讯作者:

    雷晓燕(1956-), 男, 江西丰城人, 华东交通大学教授, 工学博士

  • 中图分类号: U213.213

Effect of pier temperature gradient on longitudinal force of CRTSⅡslab ballastless track on bridge

Funds: 

National Natural Science Foundation of China 51768023

Science and Technology Research Project of Jiangxi Provincial Education Department GJJ180290

More Information
  • 摘要: 针对桥墩温度梯度引起的桥上CRTSⅡ型板式无砟轨道纵向附加力与变形, 以梁-板-轨相互作用原理和有限元法为基础, 建立了多跨简支梁桥和大跨连续梁桥上CRTSⅡ型板式无砟轨道无缝线路空间耦合模型, 详细考虑了钢轨、轨道板、CA砂浆、底座板及桥梁等主要结构和细部结构的空间尺寸与力学属性; 采用单位荷载法计算了桥墩纵向温差作用引起的墩顶纵向位移, 分析了墩顶位移影响下桥上无砟轨道无缝线路纵向力与位移的分布规律。分析结果表明: 当各墩顶发生均匀位移时, 多跨简支梁桥和大跨连续梁桥上无砟轨道无缝线路纵向力分布规律及其最大值一致, 且随着墩顶均匀位移的增加而线性增大, 轨板相对位移峰值均出现在两侧桥台、台后锚固结构末端以及第2跨和最后一跨固定支座墩顶处; 当墩顶均匀位移为5 mm时, 多跨简支梁桥和大跨连续梁桥上钢轨最大纵向力分别为79.62和79.54 kN, 最大纵向位移分别为4.94和4.91 mm, 轨板最大相对位移均为0.23 mm; 当各墩顶发生不均匀位移时, 钢轨纵向力及轨板相对位移均在邻墩位移存在差异处发生突变, 多跨简支梁桥上固结机构纵向受力大于大跨连续梁桥; 对于高墩桥梁, 需重点关注相邻墩身高差最大处的轨板相对位移、底座板与桥梁相对位移及固结机构的纵向受力。

     

  • 图  1  桥上CRTS Ⅱ型板式无砟轨道无缝线路梁-板-轨相互作用力学模型

    Figure  1.  Beam-slab-rail interaction mechanics model of CRTS Ⅱ slab ballastless track CWR on bridge

    图  2  桥上CRTS Ⅱ型板式无砟轨道无缝线路精细化有限元模型

    Figure  2.  Refined finite element models of CRTS Ⅱ slab ballastless track CWR on bridge

    图  3  桥墩内部受力

    Figure  3.  Internal forces of pier

    图  4  墩顶纵向位移

    Figure  4.  Longitudinal displacements of pier top

    图  5  墩顶均匀位移条件下钢轨纵向力

    Figure  5.  Longitudinal forces of rail under uniform displacement of pier top

    图  6  墩顶均匀位移条件下钢轨纵向位移

    Figure  6.  Longitudinal displacements of rail under uniform displacement of pier top

    图  7  墩顶均匀位移条件下轨板相对位移

    Figure  7.  Relative displacements between rail and track slab under uniform displacement of pier top

    图  8  墩顶均匀位移条件下底座板与桥梁相对位移

    Figure  8.  Relative displacements between base plate and bridge under uniform displacement of pier top

    图  9  墩顶均匀位移条件下结构最大纵向力

    Figure  9.  Maximum longitudinal forces of structures under uniform displacement of pier top

    图  10  墩顶均匀位移条件下结构最大纵向应力

    Figure  10.  Maximum longitudinal stresses of structures under uniform displacement of pier top

    图  11  墩顶均匀位移条件下结构最大纵向位移

    Figure  11.  Maximum longitudinal displacements of structures under uniform displacement of pier top

    图  12  墩顶不均匀位移条件下钢轨纵向力

    Figure  12.  Longitudinal forces of rail under uneven displacement of pier top

    图  13  墩顶不均匀位移条件下钢轨纵向位移

    Figure  13.  Longitudinal displacements of rail under uneven displacement of pier top

    图  14  墩顶不均匀位移条件下轨板相对位移

    Figure  14.  Relative displacements between rail and track slab under uneven displacement of pier top

    图  15  墩顶不均匀位移条件下底座板与桥梁相对位移

    Figure  15.  Relative displacements between base plate and bridge under uneven displacement of pier top

    图  16  墩顶不均匀位移条件下结构最大纵向力

    Figure  16.  Maximum longitudinal forces of structures under uneven displacement of pier top

    图  17  墩顶不均匀位移条件下结构最大纵向应力

    Figure  17.  Maximum longitudinal stresses of structures under uneven displacement of pier top

    图  18  墩顶不均匀位移条件下结构最大纵向位移

    Figure  18.  Maximum longitudinal displacements of structures under uneven displacement of pier top

    表  1  墩顶不均匀位移工况

    Table  1.   Conditions of uneven displacement of pier top

    工况 桥墩顶纵向位移(右移)
    简支梁桥 工况1 5号墩11.25 mm, 其他墩1.25 mm
    工况2 5号墩右移11.25 mm, 其他墩5.00 mm
    工况3 4~6号墩右移11.25 mm, 其他墩5.00 mm
    工况4 5号墩11.25 mm, 4、6号墩5.00 mm, 其他墩1.25 mm
    连续梁桥 工况5 4号墩11.25 mm, 其他墩1.25 mm
    工况6 4号墩11.25 mm, 其他墩5.00 mm
    工况7 3~6号墩11.25 mm, 其他墩5.00 mm
    工况8 4、5号墩11.25 mm, 3、6号墩5.00 mm, 其他墩1.25 mm
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