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海上风电复合基础承载性能对比研究

孙艳国 许成顺 杜修力 王丕光 席仁强 孙毅龙

孙艳国, 许成顺, 杜修力, 王丕光, 席仁强, 孙毅龙. 海上风电复合基础承载性能对比研究[J]. 工程科学学报. doi: 10.13374/j.issn2095-9389.2021.04.07.007
引用本文: 孙艳国, 许成顺, 杜修力, 王丕光, 席仁强, 孙毅龙. 海上风电复合基础承载性能对比研究[J]. 工程科学学报. doi: 10.13374/j.issn2095-9389.2021.04.07.007
SUN Yan-guo, XU Cheng-shun, DU Xiu-li, WANG Pi-guang, Xi Ren-qiang, SUN Yi-long. Comparison of the bearing capacities of composite foundations for offshore wind turbines[J]. Chinese Journal of Engineering. doi: 10.13374/j.issn2095-9389.2021.04.07.007
Citation: SUN Yan-guo, XU Cheng-shun, DU Xiu-li, WANG Pi-guang, Xi Ren-qiang, SUN Yi-long. Comparison of the bearing capacities of composite foundations for offshore wind turbines[J]. Chinese Journal of Engineering. doi: 10.13374/j.issn2095-9389.2021.04.07.007

海上风电复合基础承载性能对比研究

doi: 10.13374/j.issn2095-9389.2021.04.07.007
基金项目: 国家自然科学基金资助项目(51722801)
详细信息
    通讯作者:

    E-mail: xuchengshun@bjut.edu.cn

  • 中图分类号: TU47

Comparison of the bearing capacities of composite foundations for offshore wind turbines

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  • 摘要: 受到上部结构自重以及海洋环境荷载的影响,海上风电基础设计时应考虑竖向荷载、水平荷载以及弯矩荷载作用下基础的承载性能。本文通过有限元软件ABAQUS,对比研究了饱和黏土场地中大直径单桩基础、桩‒平台复合基础以及桩-筒复合基础在竖向荷载V、水平荷载H、弯矩荷载M作用下的承载性能。研究结果表明两种复合基础较单桩基础呈现出显著的承载性能优势。桩‒平台复合基础的竖向承载力、水平承载力以及抗弯承载力随着附加平台直径的增大呈指数型增加;桩-筒复合基础的竖向承载力以及抗弯承载力随着筒结构入土深度的增加先增大然后趋于稳定,桩-筒复合基础的水平承载力与筒直径以及筒入土深度为双参数线性增加关系。VH以及VM复合荷载加载条件下,两种复合基础比单桩基础的破坏包络线空间大,两种复合基础的稳定性相对单桩基础有显著提升。在一定承载范围内,附加平台结构或筒型结构可以减小桩的直径或入土深度。

     

  • 图  1  单桩、桩‒平台复合基础、桩-筒复合基础示意图

    Figure  1.  Monopile, pile–plate composite foundation, and pile–bucket composite foundation

    图  2  有限元模型验证

    Figure  2.  Validation of the model

    图  3  P20B2有限元网格

    Figure  3.  Finite element mesh of P20B2

    图  4  极限承载力确定(P10)

    Figure  4.  Determination of the ultimate bearing capacity

    图  5  桩‒平台复合基础竖向承载特性。(a)vV图;(b)竖向极限承载力与平台直径的关系;(c)桩‒平台复合基础竖向极限承载力提高系数

    Figure  5.  Vertical bearing characteristics of pile–plate composite foundations: (a) vV; (b) relationship between vertical ultimate bearing capacity and diameter of the plate; (c) improvement coefficient of the vertical ultimate bearing capacity of the pile–plate composite foundation

    图  6  桩‒筒复合基础竖向承载性能对比。(a)vV图;(b)桩‒筒复合基础竖向极限承载力与筒直径的关系;(c)桩‒筒复合基础竖向极限承载力提高系数

    Figure  6.  Vertical bearing characteristics of pile–bucket composite foundations: (a) vV; (b) relationship between vertical ultimate bearing capacity and diameter of the bucket; (c) improvement coefficient of the vertical ultimate bearing capacity of the pile–bucket composite foundation

    图  7  桩‒平台复合基础水平承载特性。(a)hH图;(b)水平极限承载力与平台直径的关系;(c)桩‒平台复合基础水平极限承载力提高系数

    Figure  7.  Horizontal bearing characteristics of pile–plate composite foundations: (a) hH; (b) relationship between horizontal ultimate bearing capacity and diameter of the plate; (c) improvement coefficient of the horizontal ultimate bearing capacity of the pile–plate composite foundation

    图  8  桩‒筒复合基础水平承载性能对比。(a)hH图;(b)桩‒筒复合基础水平极限承载力;(c)桩‒筒复合基础水平极限承载力提高系数

    Figure  8.  Horizontal bearing characteristics of pile–bucket composite foundations: (a) hH; (b) relationship between horizontal ultimate bearing capacity and diameter of the plate; (c) improvement coefficient of the horizontal ultimate bearing capacity of the pile–plate composite foundation

    图  9  桩‒平台复合基础抗弯承载性能对比。(a)θM图;(b)桩‒平台复合基础抗弯极限承载力;(c)桩‒平台复合基抗弯极限承载力提高系数

    Figure  9.  Bending bearing characteristics of pile–plate composite foundations: (a) θM; (b) relationship between ultimate bending capacity and diameter of the plate; (c) improvement coefficient of the ultimate bending capacity of the pile–plate composite foundation

    图  10  桩‒筒复合基础抗弯承载性能。(a)θM图;(b)桩‒筒复合基础抗弯极限承载力;(c)桩‒筒复合基础抗弯极限承载力提高系数

    Figure  10.  Bending bearing characteristics of pile–bucket composite foundations: (a) θM; (b) relationship between ultimate bending capacity and diameter of the bucket; (c) improvement coefficient of the ultimate bending capacity of the pile–bucket composite foundation

    图  11  VH加载条件下基础的破坏包络线。(a)桩‒平台复合基础;(b)筒直径为10 m时桩‒筒复合基础;(c)筒直径为15 m时桩‒筒复合基础;(d)筒直径为20 m时桩‒筒复合基础

    Figure  11.  V–H failure envelopes of (a) pile–plate composite foundations; (b) pile–bucket composite foundations (the diameter of the bucket is 10 m); (c) pile–bucket composite foundations (the diameter of the bucket is 15 m); (d) pile–bucket composite foundations (the diameter of the bucket is 20 m)

    图  12  VM加载条件下基础的破坏包络线。(a)桩‒平台复合基础;(b)筒直径为10 m时桩‒筒复合基础;(c)筒直径为15 m时桩‒筒复合基础;(d)筒直径为20 m时桩‒筒复合基础

    Figure  12.  V–M failure envelopes: (a) pile–plate composite foundation; (b) pile–bucket composite foundation (the diameter of the bucket is 10 m); (c) pile–bucket composite foundation (the diameter of the bucket is 15 m); (d) pile–bucket composite foundation (the diameter of the bucket is 20 m)

    图  13  破坏包络线参数敏感性分析。(a)V‒H;(b)V‒M

    Figure  13.  Parameter sensitivity analysis of failure envelopes: (a) V–H; (b) V–M

    表  1  荷载及位移符号规定

    Table  1.   Sign conventions for loads and displacements

    Description of physical symbolsVertical loadingHorizontal loadingBending moment
    LoadingVHM
    Ultimate bearing capacityVultHultMult
    Dimensionless loadingV/(ASu)H/(ASu)M/(ADSu)
    Dimensionless ultimate bearing capacityVult/(ASu)Hult/(ASu)Mult/(ADSu)
    Displacementvhθ
    下载: 导出CSV
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  • 收稿日期:  2021-04-07
  • 网络出版日期:  2021-05-31

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