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硬壳层对管桩复合地基桩-土应力比的影响

陈永辉 韩丹丹 孔纲强 陈龙 陈庚

陈永辉, 韩丹丹, 孔纲强, 陈龙, 陈庚. 硬壳层对管桩复合地基桩-土应力比的影响[J]. 西南交通大学学报, 2023, 58(5): 985-992. doi: 10.3969/j.issn.0258-2724.20210612
引用本文: 陈永辉, 韩丹丹, 孔纲强, 陈龙, 陈庚. 硬壳层对管桩复合地基桩-土应力比的影响[J]. 西南交通大学学报, 2023, 58(5): 985-992. doi: 10.3969/j.issn.0258-2724.20210612
CHEN Yonghui, HAN Dandan, KONG Gangqiang, CHEN Long, CHEN Geng. Effect of Artificial Crust Layer on Pile-Soil Stress Ratio of Pipe Pile Composite Foundation[J]. Journal of Southwest Jiaotong University, 2023, 58(5): 985-992. doi: 10.3969/j.issn.0258-2724.20210612
Citation: CHEN Yonghui, HAN Dandan, KONG Gangqiang, CHEN Long, CHEN Geng. Effect of Artificial Crust Layer on Pile-Soil Stress Ratio of Pipe Pile Composite Foundation[J]. Journal of Southwest Jiaotong University, 2023, 58(5): 985-992. doi: 10.3969/j.issn.0258-2724.20210612

硬壳层对管桩复合地基桩-土应力比的影响

doi: 10.3969/j.issn.0258-2724.20210612
基金项目: 浙江省交通运输厅科技计划项目(2020029);中央高校基本科研业务费项目(B200201049)
详细信息
    作者简介:

    陈永辉(1972—),男,教授,长江学者,博士,研究方向为软土工程安全及资源化利用,E-mail:yonghuich@163.com

    通讯作者:

    孔纲强(1982—),男,教授,博士,研究方向为能源岩土工程,E-mail:gqkong1@163.com

  • 中图分类号: TU447

Effect of Artificial Crust Layer on Pile-Soil Stress Ratio of Pipe Pile Composite Foundation

  • 摘要:

    为研究就地固化硬壳层对预应力管桩复合地基桩-土应力比的影响,以绍兴钱滨线泥浆池路段为背景,开展现场试验和数值模拟分析,研究路堤荷载作用下预应力管桩复合地基的受力和变形;从桩-土应力比的角度,着重探讨硬壳层对桩基复合地基承载性能的影响规律;分析路堤高度与桩帽净间距之比、桩帽宽度与桩帽净间距之比等设计参数对桩-土应力比发展的影响机制. 研究结果表明:硬壳层的存在能够有效提高桩基复合地基的承载特性;在本文试验条件下,就地固化硬壳层的预应力管桩复合地基最大水平位移发生在地表以下5~6 m处,区别于传统桩基复合地基的土体水平位移沿深度逐渐降低的规律;桩-土应力比在23~37,高于传统桩基复合地基.

     

  • 图 1  就地固化结合预应力管桩的复合地基示意(单位:m)

    Figure 1.  Schematic of composite foundation of in-situ solidification combined with prestressed pipe pile (unit: m)

    图 2  有限元网格和边界条件(单位:m)

    Figure 2.  Finite element mesh and boundary conditions (unit: m)

    图 3  孔隙水压力的数值模拟结果

    Figure 3.  Numerical simulation results of pore water pressure

    图 4  路堤竖向沉降的数值模拟结果

    Figure 4.  Numerical simulation results of vertical settlement

    图 5  地基沉降随深度变化规律曲线

    Figure 5.  Curves of settlement of layer soil along depth

    图 6  水平位移随深度变化规律曲线

    Figure 6.  Curves of horizontal displacement along depth

    图 7  应力时程曲线图

    Figure 7.  Time-history curves of stress

    图 8  桩-土应力比变化规律对比曲线

    Figure 8.  Comparison of variation law of pile-soil stress ratio

    图 9  h/s与桩-土应力比变化规律

    Figure 9.  Variation of h/s versus pile-soil stress ratio

    图 10  b/s与桩-土应力比变化规律

    Figure 10.  Variation of b/s versus pile-soil stress ratio

    表  1  试验段土层的基本物理力学指标

    Table  1.   Basic physical and mechanical indexes of soil layer

    土层厚度/m天然湿密度/
    (g•cm−3
    天然
    孔隙比
    黏聚力/kPa内摩擦
    角/(°)
    弹性模量/
    MPa
    泊松比渗透率/
    (×10−4 m•d−1
    路堤4.52.038.035.000.301000.0
    土工格栅3500.000.30
    80000.000.15
    硬壳层3.01.850.380300.016.0300.000.301.0
    泥浆9.01.692.06010.010.12.500.351.7
    粉土1.01.790.9028.229.24.460.354.3
    粉砂7.01.790.7356.430.96.320.3543.2
    淤泥质黏土19.01.781.21215.03.72.730.354.3
    下载: 导出CSV

    表  2  施工参数对比表

    Table  2.   Comparison of construction parameters

    工况来源桩长/m桩径/m桩间距/m桩间土
    应力/kPa
    桩顶土
    应力/kPa
    桩-土
    应力比
    褥垫层/硬壳层
    1本文16.00.402.588.32785.831.63.0 m 硬壳层
    2文献[6]16.00.402.590.82851.131.43.0 m 硬壳层
    3文献[7]16.00.403.097.03073.831.73.0 m 硬壳层
    4文献[12]20.00.402.018.2375.020.6加筋垫层(土工格栅抗拉
    模量1000 kN/m,垫层和整平层
    压缩模量 25 MPa)
    52.546.6289.96.2
    63.024.3381.115.7
    7文献[12]14.00.402.024.1281.011.7加筋垫层(土工格栅抗
    拉模量 600 kN/m,垫层和整
    平层压缩模量 25 MPa)
    80.302.540.1292.27.3
    9文献[12]13.50.482.730.4350.811.5
    102.220.9269.312.9
    11文献[13]7.0~8.00.501.23.80.5 m 砂性土
    125.00.5 m 碎石垫层
    13文献[14]16.01.003.058.9624.98.90.5 m 碎石垫层+土工格栅
    (抗拉模量 1180 kN/m)
    14文献[20]3.0~6.00.501.6115.1177.31.50.5 m 碎石垫层+土工格栅
    (抗拉模量 300 kN/m)
    下载: 导出CSV

    表  3  参数影响程度

    Table  3.   Influence degree of parameters

    影响因素 影响程度/% 结论
    h/s 108.6 高(+)
    b/s 63.0 高(+)
    注:表中“ + ”表示积极影响.
    下载: 导出CSV
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出版历程
  • 收稿日期:  2021-07-26
  • 修回日期:  2022-03-01
  • 网络出版日期:  2023-06-28
  • 刊出日期:  2022-04-11

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