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可折叠防沉板V-M加载模式下不排水承载力研究

孙立强, 刘松, 付登锋, 齐玉萌, 周宸

孙立强, 刘松, 付登锋, 齐玉萌, 周宸. 可折叠防沉板V-M加载模式下不排水承载力研究[J]. 岩土工程学报, 2020, 42(5): 855-863. DOI: 10.11779/CJGE202005007
引用本文: 孙立强, 刘松, 付登锋, 齐玉萌, 周宸. 可折叠防沉板V-M加载模式下不排水承载力研究[J]. 岩土工程学报, 2020, 42(5): 855-863. DOI: 10.11779/CJGE202005007
SUN Li-qiang, LIU Song, FU Deng-feng, QI Yu-meng1, ZHOU Chen. Undrained capacity of foldable mudmats under combined V-M loading[J]. Chinese Journal of Geotechnical Engineering, 2020, 42(5): 855-863. DOI: 10.11779/CJGE202005007
Citation: SUN Li-qiang, LIU Song, FU Deng-feng, QI Yu-meng1, ZHOU Chen. Undrained capacity of foldable mudmats under combined V-M loading[J]. Chinese Journal of Geotechnical Engineering, 2020, 42(5): 855-863. DOI: 10.11779/CJGE202005007

可折叠防沉板V-M加载模式下不排水承载力研究  English Version

基金项目: 

国家自然科学基金重大专项项目 51890912

天津市自然科学基金项目 19JCYBJC22100

详细信息
    作者简介:

    孙立强(1979—),男,副教授,硕士生导师,主要从事真空预压、土工编织物和近海岸工程等方面的工作。E-mail: slq0532@126.com

    通讯作者:

    齐玉萌, E-mail: helloqym@163.com

  • 中图分类号: TU43

Undrained capacity of foldable mudmats under combined V-M loading

  • 摘要: 可折叠防沉板可有效解决单块防沉板因面积过大而导致的巨额安装施工费用问题,是深海油气资源开采生产系统中的新型基础结构。在服役期间承受竖向、水平、弯矩及扭矩等荷载的复合作用,其承载力不仅与防沉板的尺寸和地基土强度及其分布特性有关,而且还与可折叠防沉板两翼间距有关,导致不能直接采用传统的防沉板承载力计算方法进行计算。采用有限元方法对可折叠防沉板的不排水承载力进行三维数值模拟,计算得到竖向V、弯矩M加载条件下及组合V-M加载条件下的极限承载力,系统分析了单向(V,M)及组合(V-M)加载条件下的地基破坏模式,提出了单向承载力计算方法并建立了组合加载条件下的破坏包络线,进而提出了复合加载条件下的承载力计算方法,为可折叠防沉板的承载力设计提供依据。
    Abstract: The foldable mudmat rigidly connected by two adjacent foundations is a new type of infrastructure used in subsea production systems. During service, the stress state is a multi-degree of freedom-combined loading mode, and the bearing characteristics are affected by the foundation spacing and soil strength heterogeneity of the seabed. The undrained capacity of the foldable mudmats is investigated in three-dimensional numerical analysis by means of the finite element software ABAQUS, the results are presented in terms of the ultimate limit states under pure vertical or moment loading, and the failure envelopes under combined V-M loading, and the influence of the foundation spacing and soil strength heterogeneity of the foundation soil are systematically analyzed. Based on the finite element calculated results combined with failure mode analysis, the formulas for the vertical bearing capacity, moment capacity and V-M failure envelope of the foldable mudmats are proposed to provide evidence for stability analysis of the foldable mudmats.
  • 图  1   可折叠防沉板示意图

    Figure  1.   Schematic diagram of foldable mudmats

    图  2   可折叠防沉板一般受力示意图及强度分布图

    Figure  2.   General loading of foldable mudmats and distribution of soil strength

    图  3   有限元网格划分(半剖面)

    Figure  3.   Finite element mesh (half view)

    图  4   竖向承载力有限元计算结果与解析解对比

    Figure  4.   Model validation: finite element analysis results of vertical capacity compared with analytical solutions

    图  5   弯矩承载力有限元计算结果与解析解对比

    Figure  5.   Model validation: finite element analysis results of moment capacity compared with analytical solutions

    图  6   竖向承载力Vult/ Asu0与基础间距s/B的关系

    Figure  6.   Relationship between Vult/ Asu0 and s/B

    图  7   可折叠防沉板竖向加载破坏模式(xoz面)

    Figure  7.   Kinematic failure mechanisms of foldable mudmats under pure vertical load (xoz plane)

    图  8   Nc0,Nc1计算式(5)与有限元结果对比

    Figure  8.   Comparison of Nc0 and Nc1 calculated by formula (5) with finite element results

    图  9   可折叠防沉板Mxult/ ALsu0s/B关系

    Figure  9.   Relationship between Mxult/ ALsu0 and s/B

    图  10   可折叠防沉板Mx加载破坏模式(xoz面)

    Figure  10.   Kinematic failure mechanisms of foldable mudmats under Mx load (xoz plane)

    图  11   Mc0 ,Mc1计算式(7)与有限元结果对比

    Figure  11.   Comparison of Mc0 and Mc1 calculated by Formula (7) with finite element results

    图  12   Myult/ ABsu0s/B的关系

    Figure  12.   Relationship between Myult/ ABsu0 and s/B

    图  13   可折叠防沉板My加载破坏模式(xoz面)

    Figure  13.   Kinematic failure mechanisms of foldable mudmats under Myload (xoz plane)

    图  14   本文式(8),(9)与有限元结果对比

    Figure  14.   Comparison among formulas (8), (9) and finite element results

    图  15   可折叠防沉板V-My破坏包络线

    Figure  15.   V-My failure envelopes of foldable mudmats

    图  16   可折叠防沉板V-My破坏模式(κ = 10, s/B = 0.1)

    Figure  16.   Failure mechanisms of foldable mudmats under combined V-My load (κ = 10, s/B = 1)

    图  17   本文式(11)与有限元结果对比

    Figure  17.   Comparison between Formula (11) and finite element results

    图  18   可折叠防沉板V-My破坏模式(κ= 10, s/B = 0.10)

    Figure  18.   Failure mechanisms of the foldable mudmats under combined V-My load (κ= 10, s/B = 0.10)

    图  19   本文式(11),(14)与有限元结果对比

    Figure  19.   Comparison among Formulas (11), (14) and finite element results

    图  20   可折叠防沉板V-Mx破坏包络线

    Figure  20.   V-Mx failure envelopes of foldable mudmats

    图  21   本文式(16),(17)与有限元结果对比

    Figure  21.   Comparison among Formulas (16), (17) and finite element results

    表  1   参数κ,su0,k取值

    Table  1   Values of parameters κ,su0,k

    κ k/(kPa·m-1)su0/kPa
    11.05.00
    21.02.50
    51.01.00
    101.00.50
    201.00.25
    下载: 导出CSV

    表  2   κ=10,s/B=1可折叠防沉板V-My加载失稳模式

    Table  2   Failure mechanisms of foldable mudmats under combined V-My load

    V/Vult左基础失稳机制右基础失稳机制e
    0-Hill+Hille=0
    0.25Wedge-scoop[10]0<e<(s/2+B/4)
    0.50Wedge-scoop-wedgee=s/2+B/4
    0.75Scoop-wedge[10]e>(s/2+B/4)
    1.00+Hille→∞
    下载: 导出CSV
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出版历程
  • 收稿日期:  2019-06-17
  • 网络出版日期:  2022-12-07
  • 刊出日期:  2020-04-30

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