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高速铁路拱塔斜拉桥拱塔轴线优化求解

施洲 胡豪 蒲黔辉 刘振标 印涛

施洲, 胡豪, 蒲黔辉, 刘振标, 印涛. 高速铁路拱塔斜拉桥拱塔轴线优化求解[J]. 西南交通大学学报, 2021, 56(3): 469-476. doi: 10.3969/j.issn.0258-2724.20190892
引用本文: 施洲, 胡豪, 蒲黔辉, 刘振标, 印涛. 高速铁路拱塔斜拉桥拱塔轴线优化求解[J]. 西南交通大学学报, 2021, 56(3): 469-476. doi: 10.3969/j.issn.0258-2724.20190892
SHI Zhou, HU Hao, PU Qianhui, LIU Zhenbiao, YIN Tao. Optimization on Axis of Arch-Shaped Pylon for High-Speed Railway Cable-Stayed Bridge[J]. Journal of Southwest Jiaotong University, 2021, 56(3): 469-476. doi: 10.3969/j.issn.0258-2724.20190892
Citation: SHI Zhou, HU Hao, PU Qianhui, LIU Zhenbiao, YIN Tao. Optimization on Axis of Arch-Shaped Pylon for High-Speed Railway Cable-Stayed Bridge[J]. Journal of Southwest Jiaotong University, 2021, 56(3): 469-476. doi: 10.3969/j.issn.0258-2724.20190892

高速铁路拱塔斜拉桥拱塔轴线优化求解

doi: 10.3969/j.issn.0258-2724.20190892
详细信息
    作者简介:

    施洲(1979—),男,副教授,博士,研究方向为桥梁结构试验与性能评定,E-mail:zshi1979@swjtu.edu.cn

  • 中图分类号: U448.29;U24

Optimization on Axis of Arch-Shaped Pylon for High-Speed Railway Cable-Stayed Bridge

  • 摘要: 为解决高速铁路斜拉桥以小角度跨越既有交通线路、河流等时塔墩布置难题,引入拱塔结构,并基于不动点迭代方法及有限元计算对拱塔轴线线形的优化求解问题进行了分析. 在确定拱塔高度和跨度并拟定初始拱塔轴线的基础上,首先对拱塔结构进行受力平衡分析,建立拱塔线形优化非线性方程组;然后应用不动点迭代方法求解该非线性方程组,得到合理拱塔轴线的近似解,求解过程中通过有限元方法计算斜拉索的索力;最后以广汕铁路跨深汕高速拱塔斜拉桥为工程背景,分别优化得到恒载、恒载 + 单线列车竖向静活载、恒载 + 双线列车竖向静活载3种工况下合理拱塔轴线的近似解. 结果表明:3种不同的荷载工况下,线形优化后的拱塔弯矩最不利值相对优化前弯矩降低89.8%~94.8%;主力、主力 + 附加力荷载组合下,拱塔弯矩降低幅度介于64.6%~92.2%,拱塔应力由−172.6~−179.5 MPa降低至−74.0~−6.2 MPa,拟合轴线下拱塔正负挠度分别降低51.0%、33.8%.

     

  • 图 1  拱塔受力分析

    Figure 1.  Force analysis sketch of arch-shaped pylon

    图 2  拱塔斜拉桥布置(单位:cm)

    Figure 2.  Overview of arch-shaped pylon cable-stayed bridge (unit:cm)

    图 3  有限元模型

    Figure 3.  Finite element model

    图 4  优化前后拱塔轴线

    Figure 4.  Axes before and after being optimized

    图 5  相邻两次迭代各节点坐标差值

    Figure 5.  Difference of each node in two adjacent iterations

    图 6  不同荷载工况下拱塔弯矩

    Figure 6.  Bending moment of arch-shaped pylon under different load conditions

    图 7  主力组合下拱塔弯矩包络图

    Figure 7.  Bending moment envelope diagram of arch-shaped pylon under the combination of main forces

    图 8  主力 + 附加力组合下拱塔弯矩包络图

    Figure 8.  Bending moment envelope diagram of arch-shaped pylon under the combination of main forces and additional forces

    图 9  拱塔各截面正应力

    Figure 9.  Normal stress of each section of arch-shaped pylon

    图 10  拱塔竖向位移

    Figure 10.  Vertical displacement of arch-shaped pylon

    表  1  不同荷载工况下拱塔弯矩最大值及其变化率

    Table  1.   Maximum bending moment of arch-shaped pylon and its change rate under different load conditions

    工况轴线正弯矩负弯矩
    最大值/
    (kN•m)
    减小率/%最大值/
    (kN•m)
    减小率/%
    a O 52 642 94.4 −28 324 91.5
    A 2 945 −2 409
    b O 64 552 94.7 −32 608 89.8
    B 3 448 −3 325
    c O 76 514 94.8 −44 835 90.7
    C 3 987 −4 168
    下载: 导出CSV

    表  2  荷载组合下拱塔弯矩最大值及其变化率

    Table  2.   Maximum bending moment of arch-shaped pylon and its change rate under the combination of design loads

    荷载组合轴线正弯矩负弯矩
    最大值/
    (kN•m)
    减小率/
    %
    最大值/
    (kN•m)
    减小率/
    %
    主力 O 81333 −48709
    A 13393 83.5 −15989 67.2
    B 9815 87.9 −11028 77.4
    C 6309 92.2 −7377 84.9
    拟合 9649 88.1 −12257 74.8
    主力 + 附加力 O 83191 −50417
    A 19080 77.1 −17853 64.6
    B 15528 81.3 −12916 74.4
    C 12046 85.5 −9003 84.9
    拟合 15355 81.5 −14103 72.0
    下载: 导出CSV

    表  3  荷载组合下拱塔正应力极值及其变化率

    Table  3.   The maximum normal stress of arch-shaped pylon and its change rate under the combination of design loads

    荷载
    组合
    拱塔
    轴线
    正弯矩负弯矩
    最大值/
    (kN•m)
    减小率/
    %
    最大值/
    (kN•m)
    减小率/
    %
    主力O169.7−169.5
    A15.091.2−80.052.8
    B−3.2101.9−65.261.4
    C−11.2106.6−52.069.3
    拟合−14.3108.4−70.258.6
    主力 +
    附加力
    O179.5−172.6
    A19.489.2−84.651.0
    B5.197.2−69.060.0
    C10.694.1−56.667.2
    拟合−6.2103.5−74.057.1
    下载: 导出CSV

    表  4  位移极值绝对值及其变化量

    Table  4.   Absolute values of extreme displacements and its change

    构件拱塔轴线负挠度正挠度
    |γ1|/
    mm
    减小量/
    mm
    减小率/
    %
    |γ2|/
    mm
    减小量/
    mm
    减小率/
    %
    拱塔O6.810.2
    A5.41.420.65.84.443.1
    B5.01.826.55.25.049.0
    C4.62.232.44.85.452.9
    拟合4.52.333.85.05.251.0
    主梁O10.477.6
    A12.31.918.371.46.28.0
    B12.52.120.270.86.88.8
    C12.62.221.270.47.29.3
    拟合12.62.221.270.57.19.1
    下载: 导出CSV
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出版历程
  • 收稿日期:  2019-09-18
  • 修回日期:  2019-11-22
  • 网络出版日期:  2019-12-06
  • 刊出日期:  2021-06-15

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