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竖向荷载作用下加筋埋地管道力学与变形行为细观分析

王志杰 成彪 杨广庆 高古顺 王贺

王志杰, 成彪, 杨广庆, 高古顺, 王贺. 竖向荷载作用下加筋埋地管道力学与变形行为细观分析[J]. 西南交通大学学报. doi: 10.3969/j.issn.0258-2724.20230046
引用本文: 王志杰, 成彪, 杨广庆, 高古顺, 王贺. 竖向荷载作用下加筋埋地管道力学与变形行为细观分析[J]. 西南交通大学学报. doi: 10.3969/j.issn.0258-2724.20230046
WANG Zhijie, CHENG Biao, YANG Guangqing, GAO Gushun, WANG He. Mesoscopic Study on Mechanical and Deformation Behaviors of Reinforced Buried Pipelines Under Vertical Loads[J]. Journal of Southwest Jiaotong University. doi: 10.3969/j.issn.0258-2724.20230046
Citation: WANG Zhijie, CHENG Biao, YANG Guangqing, GAO Gushun, WANG He. Mesoscopic Study on Mechanical and Deformation Behaviors of Reinforced Buried Pipelines Under Vertical Loads[J]. Journal of Southwest Jiaotong University. doi: 10.3969/j.issn.0258-2724.20230046

竖向荷载作用下加筋埋地管道力学与变形行为细观分析

doi: 10.3969/j.issn.0258-2724.20230046
基金项目: 国家自然科学基金项目(51709175);河北省高等学校科学技术研究项目(BJ2020045)
详细信息
    作者简介:

    王志杰(1985—),男,副教授,博士,研究方向为土工合成材料加筋土技术,E-mail:zwang@stdu.edu.cn

    通讯作者:

    杨广庆(1971—),男,教授,博士,研究方向为土工合成材料加筋土技术,E-mail:yanggq@stdu.edu.cn

  • 中图分类号: TU990.3

Mesoscopic Study on Mechanical and Deformation Behaviors of Reinforced Buried Pipelines Under Vertical Loads

  • 摘要:

    为深入研究竖向荷载作用下土工格栅加筋埋地管道的防护效果,基于室内模型试验,建立离散元仿真分析模型,从细观层面探究竖向荷载作用下土工格栅加筋埋地管道与周围土体系统的力学响应与变形行为,揭示不同管道埋深与不同筋材埋深条件下,加载板荷载-沉降关系曲线、模型内部颗粒间接触力、颗粒位移与管道垂直径向变形等发展演化规律. 研究结果表明:当管道埋深H较浅时(H=1.5DD为管道模型外径),其极限承载力小于管道埋深较大的工况,虽然相同荷载作用下加载板沉降较小,但管道垂直径向变形较大;对管道上方进行土工格栅加筋后,模型系统承载力显著提高,管道垂直径向变形减小;土工格栅埋深越浅,加筋效果越显著,当土工格栅埋深从0.75B减小至0.25B时,极限承载力提高约57.2%,管道径向变形减小约27.9%. 本研究从细观层面揭示了管道、土体与土工格栅之间的相互作用机理,实现土工格栅加筋防护埋地管道力学与变形行为的可视化.

     

  • 图 1  模型试验示意

    Figure 1.  Model test

    图 2  砂土颗粒粒径级配曲线

    Figure 2.  Particle size distribution curves of sands

    图 3  砂土直剪试验结果

    Figure 3.  Direct shear test results of sands

    图 4  管道压缩荷载-位移关系曲线

    Figure 4.  Compression load-displacement curves of pipelines

    图 5  土工格栅数值模拟与试验结果对比

    Figure 5.  Comparison between numerical simulation and test results of geogrid

    图 6  加筋埋地管道离散元数值模型示意

    Figure 6.  Numerical discrete element model of reinforced buried pipelines

    图 7  不同管道埋深时加载板荷载-沉降关系曲线

    Figure 7.  Load-settlement curves of loading plate under different buried depths of pipelines

    图 8  不同管道埋深时模型系统极限承载力结果对比

    Figure 8.  Comparison of ultimate bearing capacity results of model system under different buried depths of pipelines

    图 9  不同管道埋深时模型内部接触力链分布

    Figure 9.  Distribution of contact force chain in model under different buried depths of pipelines

    图 10  不同管道埋深时模型内部颗粒位移云图

    Figure 10.  Particle displacement cloud diagram in model under different buried depths of pipelines

    图 11  不同管道埋深时管道垂直径向变形量随荷载变化

    Figure 11.  Variation of vertical radial deformation of pipelines with load under different buried depths of pipelines

    图 12  不同土工格栅埋深时加载板荷载-沉降关系曲线

    Figure 12.  Load-settlement curves of loading plate under different buried depths of geogrid

    图 13  不同土工格栅埋深时管道垂直径向变形随荷载变化

    Figure 13.  Variation of vertical radial deformation of pipelines with load under different buried depths of geogrid

    图 14  不同土工格栅埋深时模型内部颗粒位移云图

    Figure 14.  Particle displacement cloud diagram in model under different buried depths of geogrid

    图 15  不同土工格栅埋深时模型内部接触力链分布

    Figure 15.  Distribution of contact force chain in model under different buried depths of geogrid

    图 16  管道上方土工格栅拉力定量分布对比

    Figure 16.  Quantitative distribution comparison of geogrid tension above pipelines

    表  1  离散元模型参数取值

    Table  1.   Parameter used in discrete element model

    名称 接触模型 孔隙率 ρ1/
    (kg·m−3
    颗粒
    直径/mm
    摩擦系数 有效模量/MPa 刚度比 E1/MPa 平行黏结刚度比 黏结激活间隙 S1/
    (MPa·m−1
    S2/
    (MPa·m−1
    砂土 线性 0.151 2650 1.5~6.0 4.00 20 1
    管道 平行黏结 1500 3.2 0.25 8 2 1900.0 2 10−5 400.0 400.0
    土工格栅 平行黏结 905 3 0.30 8 1 64.5 1 10−5 24.5 24.5
    下载: 导出CSV

    表  2  离散元数值模拟方案

    Table  2.   Numerical simulation scheme of discrete element

    名称 H l u
    未加筋 1.5D/2.0D/2.5D
    土工格栅加筋 1.5D 5.0D 0.25B/0.50B/0.75B
    下载: 导出CSV
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  • 收稿日期:  2023-02-10
  • 修回日期:  2023-04-30
  • 网络出版日期:  2024-07-09

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