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砂土中超大直径钢管桩内侧摩阻力研究

刘润, 韩德卿, 梁超, 郝心童

刘润, 韩德卿, 梁超, 郝心童. 砂土中超大直径钢管桩内侧摩阻力研究[J]. 岩土工程学报, 2020, 42(6): 1067-1075. DOI: 10.11779/CJGE202006010
引用本文: 刘润, 韩德卿, 梁超, 郝心童. 砂土中超大直径钢管桩内侧摩阻力研究[J]. 岩土工程学报, 2020, 42(6): 1067-1075. DOI: 10.11779/CJGE202006010
LIU Run, HAN De-qing, LIANG Chao, HAO Xin-tong. Inner frictional resistance of super-large-diameter steel pipe piles in sand[J]. Chinese Journal of Geotechnical Engineering, 2020, 42(6): 1067-1075. DOI: 10.11779/CJGE202006010
Citation: LIU Run, HAN De-qing, LIANG Chao, HAO Xin-tong. Inner frictional resistance of super-large-diameter steel pipe piles in sand[J]. Chinese Journal of Geotechnical Engineering, 2020, 42(6): 1067-1075. DOI: 10.11779/CJGE202006010

砂土中超大直径钢管桩内侧摩阻力研究  English Version

基金项目: 

国家杰出青年科学基金项目 51825904

详细信息
    作者简介:

    刘润(1974—),女,博士,教授,主要从事海洋结构与地基耦合作用领域的教学和科研工作。E-mail: liurun@tju.edu.cn

  • 中图分类号: TU43

Inner frictional resistance of super-large-diameter steel pipe piles in sand

  • 摘要: 近年来随着海上风电装机容量的不断增加,超大直径钢管桩基础的应用越来越广泛。桩径增加导致了在小直径钢管桩中出现的土塞闭塞效应减弱或完全消失,准确计算管桩的内侧摩阻力变得尤为重要。开展了砂土中超大直径钢管桩竖向承载特性的离心机模型试验,采用了双壁桩形式重点研究钢管桩内侧摩阻力的发挥规律,与数值模拟方法相结合系统研究了直径大于4 m,不同径长比钢管桩内侧摩阻力的发挥规律,将计算结果与现行的API规范方法进行了对比,并提出了内侧摩阻力的计算方法。研究揭示,超大直径钢管桩内侧摩阻力的发挥呈现桩端大并沿桩身迅速减小的三角形模式,当径长比小于0.2时,API规范方法计算得到的钢管桩内侧摩阻力偏大。
    Abstract: In recent years, with the increasing installed capacity of offshore wind power, the super-large-diameter steel pipe pile foundation has been widely applied. As the effect of soil plug weakens or disappears with the increase of the pile diameter, accurately calculating the inner frictional resistance of super-large-diameter steel pipe piles is especially important. In this study, the centrifugal model tests on the vertical bearing capacity of super-large-diameter steel pipe piles in sand are carried out using the double-wall pile form to study the inner frictional resistance. Then the action laws of the inner frictional resistance under different diameter-to-length ratios of steel pipe piles with diameter larger than 4 m are studied using the numerical simulation method. The calculated results are compared with API standard, and a new formula for calculating the inner frictional resistance is proposed. The research reveals that the inner frictional resistance of the super-large-diameter steel pipe pile shows a triangular pattern with the pile end greatly decreasing along the pile body. When the diameter-to-length ratio is less than 0.2, the inner frictional resistance of the steel pipe pile calculated by API standard is too large.
  • 图  1   模型桩应变片布置图

    Figure  1.   Instrumented model piles

    图  2   相对密实度标定曲线

    Figure  2.   Calibration curve of relative density

    图  3   模型箱及模型桩布置图

    Figure  3.   Model box and pile arrangement

    图  4   竖向加载示意图

    Figure  4.   Schematic of vertical loading

    图  5   竖向承载力试验荷载位移曲线

    Figure  5.   Load-displacement curves of bearing capacity tests

    图  6   不同荷载等级下内外管的轴力分布

    Figure  6.   Axial load distributions of inner and outer piles under different load levels

    图  7   不同荷载等级下桩身内外侧摩阻力分布

    Figure  7.   Frictions of inner and outer shafts of piles under different load levels

    图  8   有限元模型示意图

    Figure  8.   Schematic diagram of finite element model

    图  9   有限元计算结果与离心机V-1试验结果对比

    Figure  9.   Comparison between finite element and centrifuge test results

    图  10   不同尺寸桩的竖向承载力对比

    Figure  10.   Comparison of vertical bearing capacities of piles with different sizes

    图  11   桩基各部分承担荷载比例随径长比的变化

    Figure  11.   Variation of loading ratio of parts in different pile foundations with D/L

    图  12   不同尺寸桩的内侧摩阻力对比

    Figure  12.   Comparisons of inner frictional resistances of piles with different sizes

    图  13   β简化分布示意图

    Figure  13.   Simplified distribution ofβ

    图  14   参数a随径长比的变化

    Figure  14.   Variation of a with D/L

    图  15   SPI随径长比的变化

    Figure  15.   Variation of SPI with D/L

    图  16   本文方法与API规范法对比

    Figure  16.   Comparison between proposed method and API specification

    表  1   模型桩和原型桩的参数

    Table  1   Parameters of model and prototype piles

    桩型直径D/m入土桩长L/m径长比D/L壁厚t/mm抗压刚度/(103 MN)
    原型桩P14.0050.00.0884217.0
    原型桩P28.0050.00.1694490.0
    模型桩M10.040.50.08721.7
    模型桩M20.080.50.16748.8
    下载: 导出CSV

    表  2   试验安排

    Table  2   Test programmes

    试验组次模型桩每级加载/N
    V-1M1300
    V-2M2750
    下载: 导出CSV

    表  3   计算组次安排

    Table  3   Arrangement of finite element calculation

    编号桩长D/m桩长L/m径长比D/L壁厚t/mm
    P4-50-904500.0890
    P5-50-905500.1090
    P6-50-906500.1290
    P7-50-907500.1490
    P8-50-908500.1690
    P6-25-906250.2490
    P6-30-906300.2090
    P6-40-906400.1590
    P6-35-906350.2490
    P6-60-906600.1090
    P6-70-906700.0990
    P6-50-706500.1270
    P6-50-806500.1280
    P6-50-1006500.12100
    P6-50-1106500.12110
    下载: 导出CSV

    表  4   有限元计算结果与API计算结果对比

    Table  4   Comparison between finite element and API results

    编号径长比D/L有限元计算API计算
    承载力Qc/MN内侧摩阻力Qfi,c/MN外侧摩阻Qfe,c力/MN端阻Qp/MN承载力Qc/MN内侧摩阻力Qfi,c/MN外侧摩阻Qfe,c力/MN端部阻力Qp/MN
    P4-50-900.0878.1115.8153.089.2281.6137.1738.925.53
    P5-50-900.10105.1724.5966.9713.61102.4946.9048.656.94
    P6-50-900.12137.0936.4381.1119.55123.3656.6358.388.36
    P7-50-900.14171.7350.1595.4426.14144.2366.3668.119.77
    P8-50-900.16207.6464.89110.6832.06165.1076.0877.8411.18
    P6-25-900.2472.5031.3420.6820.4847.5819.6020.217.77
    P6-30-900.2081.2631.0029.7220.5463.2027.0127.848.36
    P6-35-900.1794.0032.5640.1321.3178.2434.4135.488.36
    P6-40-900.15107.1233.8052.0621.2693.2841.8243.118.36
    P6-60-900.10172.8238.94116.5317.34153.4471.4473.658.36
    P6-70-900.09211.2437.58157.9015.76183.5286.2588.918.36
    下载: 导出CSV
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出版历程
  • 收稿日期:  2019-10-07
  • 网络出版日期:  2022-12-07
  • 刊出日期:  2020-05-31

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