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现代有轨电车小半径曲线桥桥墩横向刚度研究

谢铠泽 赵佳 赵维刚 王新敏

谢铠泽, 赵佳, 赵维刚, 王新敏. 现代有轨电车小半径曲线桥桥墩横向刚度研究[J]. 工程力学, 2023, 40(2): 168-178. doi: 10.6052/j.issn.1000-4750.2021.08.0649
引用本文: 谢铠泽, 赵佳, 赵维刚, 王新敏. 现代有轨电车小半径曲线桥桥墩横向刚度研究[J]. 工程力学, 2023, 40(2): 168-178. doi: 10.6052/j.issn.1000-4750.2021.08.0649
XIE Kai-ze, ZHAO Jia, ZHAO Wei-gang, WANG Xin-min. RESEARCH ON LATERAL RIGIDITY OF SHARPLY CURVED BRIDGE PIER IN MODERN TRAM LINE[J]. Engineering Mechanics, 2023, 40(2): 168-178. doi: 10.6052/j.issn.1000-4750.2021.08.0649
Citation: XIE Kai-ze, ZHAO Jia, ZHAO Wei-gang, WANG Xin-min. RESEARCH ON LATERAL RIGIDITY OF SHARPLY CURVED BRIDGE PIER IN MODERN TRAM LINE[J]. Engineering Mechanics, 2023, 40(2): 168-178. doi: 10.6052/j.issn.1000-4750.2021.08.0649

现代有轨电车小半径曲线桥桥墩横向刚度研究

doi: 10.6052/j.issn.1000-4750.2021.08.0649
基金项目: 国家自然科学基金项目(52008272);河北省省级科技计划项目(21317601D);河北省自然科学基金项目(E2021210099)
详细信息
    作者简介:

    谢铠泽(1988−),男,河南人,副教授,博士,硕导,主要从事特殊桥上无缝线路梁轨相互作用研究(E-mail: kzxie1988@stdu.edu.cn)

    赵 佳(1989−),男,河北人,博士生,主要从事轨道结构设计理论研究(E-mail: 18132622627@163.com)

    王新敏(1963−),男,河北人,教授,硕士,硕导,主要从事桥梁结构设计理论与施工控制研究(E-mail: wangxm@stdu.edu.cn)

    通讯作者:

    赵维刚(1973−),男,陕西人,教授,博士,博导,院长,主要从事桥梁结构性能健康监测研究(E-mail: zhaoweig2002@163.com)

  • 中图分类号: U239.5;U213.9

RESEARCH ON LATERAL RIGIDITY OF SHARPLY CURVED BRIDGE PIER IN MODERN TRAM LINE

  • 摘要: 现代有轨电车小半径曲线桥梁桥墩横向刚度对线路的平顺性有重要影响。基于有限元法,建立曲线桥梁-无缝线路空间耦合作用计算模型,以某35 m+40 m+40 m+35 m曲线钢-混组合桥为例,分析了多种因素对轨向不平顺的影响。结果表明:曲线桥上无缝线路会因纵、横向梁轨耦合作用引起中长波的轨向不平顺;轨向不平顺幅值与桥墩纵向刚度、轨温变化幅度、扣件纵向阻力极限荷载正相关,与桥墩横向刚度、曲线半径、扣件纵向阻力弹塑性临界位移负相关,其中曲线半径影响最为显著;曲线半径从150 m增加至600 m,中点弦测法、矢距差法所确定的轨向不平顺幅值降幅均超过60%;确定了有轨电车常用跨度连续梁桥在不同曲线半径条件下对应的桥墩横向刚度限值,其中钢-混组合桥对应桥墩横向刚度限值是同等条件钢筋混凝土桥的1.2倍~2.0倍。建议曲线桥上无缝线路设计中优化锁定轨温,或采用小阻力扣件,可有效降低因梁轨相互作用引起的轨向不平顺幅值和桥墩横向刚度限值。
  • 图  1  曲线桥上空间梁轨相互作用力学模型

    Figure  1.  Mechanical model of spatial bridge-track interaction on curved bridge

    图  2  桥梁与支座布置

    Figure  2.  Layout of bridges and bearing arrangement

    图  3  有限元模型

    Figure  3.  Finite element model

    图  4  结果对比

    Figure  4.  Comparison of results

    图  5  轨向不平顺测量原理

    Figure  5.  Measurement principle of TAI

    图  6  结果对比

    Figure  6.  Comparison of results

    图  7  轨向不平顺

    Figure  7.  Track alignment irregularity (TAI)

    图  8  桥墩纵向水平刚度的影响

    Figure  8.  Influence of longitudinal rigidity of pier

    图  9  桥墩横向水平刚度的影响

    Figure  9.  Influence of lateral rigidity of piers

    图  10  轨温的影响

    Figure  10.  Influence of rail temperature

    图  11  曲线半径的影响

    Figure  11.  Influence of curve radius

    图  12  钢轨横向位移

    Figure  12.  Lateral displacement of rail

    图  13  钢轨伸缩力幅值

    Figure  13.  Amplitude of rail expansion force

    图  14  轨向不平顺(扣件纵向阻力)

    Figure  14.  TAI (fastener longitudinal resistance)

    图  15  轨向不平顺(扣件横向刚度)

    Figure  15.  TAI (lateral rigidity of fastener)

    表  1  轨向不平顺容许偏差

    Table  1.   Allowable deviation of TAI

    测试方法容许偏差/mm备注
    中点弦测法22Lb=10 m
    矢距差法2L=30 m、l=5 m
    10L=300 m、l=150 m
    下载: 导出CSV

    表  2  桥墩横向刚度限值

    Table  2.   lateral rigidity thresholds of piers

    曲线

    半径/
    m
    横向刚度/(kN/cm)

    35 m+40 m+40 m+35 m

    30 m+30 m+30 m+30 m

    30 m+30 m+30 m
    混凝土混凝土
    15021501280197010201740
    250111022308001000510780
    350730920460610340500
    450550660360460270410
    注:“−”表示刚度超过3000 kN/cm。
    下载: 导出CSV
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  • 收稿日期:  2021-08-20
  • 录用日期:  2021-12-14
  • 修回日期:  2021-12-04
  • 网络出版日期:  2021-12-14
  • 刊出日期:  2023-02-01

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