考虑桩-土相对刚度的大直径单桩<i>p-y</i>曲线模型

王洋; 竺明星; 戴国亮; 高鲁超; 梁晓飞; 龚维明

doi:10.6052/j.issn.1000-4750.2023.11.0877

考虑桩-土相对刚度的大直径单桩p-y曲线模型

王洋^{1, 2,},
竺明星^3,,
戴国亮^2,,
高鲁超^4,,
梁晓飞^1, ,,
龚维明^2,

1.
山东理工大学建筑工程与空间信息学院，山东，淄博 255000
2.
东南大学土木工程学院，江苏，南京 211189
3.
江苏科技大学土木工程与建筑学院，江苏，镇江 212003
4.
华能国际电力江苏能源开发有限公司清洁能源分公司，江苏，南京 210003

基金项目: 国家自然科学基金项目(52078128)；山东省自然科学基金青年基金项目(ZR2023QE172; ZR2022QD026)

详细信息

作者简介:
王　洋(1992−)，男，山东人，讲师，博士，硕导，主要从事桥梁深水基础及海上风电基础的研究(E-mail: wangyang@sdut.edu.cn)

竺明星(1985−)，男，江苏人，副教授，博士，硕导，主要从事桩基工程理论的研究(E-mail: mxingzhu@just.edu.cn)

戴国亮(1977−)，男，湖南人，教授，博士，博导，主要从事桩基工程理论的研究(E-mail: daigl@seu.edu.cn)

高鲁超(1989−)，男，山东人，工程师，博士，主要从事风电基础的研究(E-mail: gaolc1202@126.com)

龚维明(1963−)，男，江苏人，教授，博士，博导，主要从事桩基工程理论的研究(E-mail: wmgong@seu.edu.cn)

通讯作者:
梁晓飞(1978−)，女，吉林人，副教授，博士，主要从事桥梁基础等方面研究(E-mail: liangxiaofei@sdut.edu.cn)

中图分类号: TU473.1
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出版历程
- 收稿日期: 2023-11-18
- 修回日期: 2024-04-08
- 网络出版日期: 2024-06-25

P-Y CURVE MODELOF LARGE-DIAMETER MONOPILE CONSIDERING PILE-SOIL RELATIVE STIFFNESS

1.
School of Civil Engineering and Geomatics, Shandong University of Technology, Zibo, Shandong 255000, China
2.
School of Civil Engineering, Southeast University, Nanjing, Jiangsu 211189, China
3.
School of Civil Engineering and Architecture, Jiangsu University of Science and Technology, Zhenjiang, Jiangsu 212003, China
4.
Huaneng International Power Jiangsu Energy Development Co., Ltd. Clean Energy Branch, Nanjing, Jiangsu 210003, China

摘要

摘要:
相比于传统桩基础，海上风机单桩具有桩径大(D＞3)和长细比小(L_m/D＜10)的特点，在水平荷载作用下通常表现出半刚性变形特性。桩-土相对刚度的不同导致传统设计方法，如API p-y曲线法，不再适用于海上单桩基础。为研究桩-土相对刚度对p-y曲线的影响，利用有限元软件ABAQUS开展了大直径单桩在水平荷载作用下的三维数值分析。明确了桩周土抗力沿环向和竖向的分布特性；对比分析了桩径D、长细比L_m/D和土体弹性模量E_s及其沿埋深分布特性对p-y曲线初始刚度的影响，继而基于等效桩头刚度法获取了考虑桩-土相对刚度的p-y初始刚度模型；对桩周水平土反力分布曲线进行函数拟合，得到了极限土抗力计算模型；采用双曲函数作为骨干曲线，建立了p-y曲线新模型。结果表明：p-y曲线初始刚度与D无关，随着桩-土相对刚度的增大而增大；桩-土相对刚度受土体E_s沿埋深不同增长模式影响，分析中需给予考虑；所建立的p-y模型对于不同桩-土体系均具有较好的适用性，可为砂土中海上风机大直径单桩设计提供参考。
- 单桩 /
- 数值模拟 /
- p-y曲线 /
- 桩-土相对刚度 /
- 砂土
Abstract:
Compared with traditional pile foundations, offshore monopile foundations are featured by their large pile diameters (D>3) and low aspect ratios (L_m/D<10), and usually exhibit semi-rigid deformation characteristics under lateral loads. The difference in pile-soil relative stiffness leads to the fact that the traditional design methods, such as the p-y curve method of API specification, are not suitable for the current offshore monopile. To investigate the effect of pile-soil relative stiffness on the p-y curve, a three-dimensional numerical analysis of large-diameter monopiles under lateral loads is carried out using the finite element software ABAQUS. The distribution characteristics of the soil reactions around the pile along the circular and vertical directions are clarified. The effects of the pile diameter D, of the pile aspect ratio L_m/D, and of the soil elastic modulus E_s on the initial stiffness of the p-y curve are analyzed, and the initial stiffness model of the p-y curve considering the pile-soil relative stiffness is obtained by the equivalent pile head stiffness method. A function is fitted to the distribution of lateral soil reactions around the pile to obtain the calculation model of the ultimate soil resistance. One new p-y curve model for the large-diameter monopile is established by adopting hyperbolic function as the backbone curve. The results show that the initial stiffness of the p-y curve is independent of the pile diameter and increases with the increment of the pile-soil relative stiffness. The relative pile-soil stiffness is affected by different growth patterns of soil E_s along the burial depth, which need to be taken into account in the analysis. The p-y model established has good applicability and can provide an important reference for the design of large-diameter monopiles in sand.
- monopile /
- numerical simulation /
- p-y curve /
- pile-soil relative stiffness /
- sand

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图 1 三维数值模型及网格划分

Figure 1. 3D numerical model and meshing

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图 2 案例1结果对比

Figure 2. Comparison of Case 1 results

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图 3 案例2结果对比

Figure 3. Comparison of Case 2 results

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图 4 桩周正向力和切向力分布

Figure 4. Distribution of normal force and tangential force around the pile

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图 5 不同深度处σ_r分布

Figure 5. Distribution of σ_r around the pile at different depths

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图 6 不同深度处τ_r分布

Figure 6. Distribution of τ_r around the pile at different depths

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图 7 桩身左、右幅的规定

Figure 7. Specification of the left and right widths of the pile

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图 8 p(z)的分布形式

Figure 8. Distribution form of p(z)

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图 9 k_ini随z的分布形式

Figure 9. Distribution form of k_ini along the depth z

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图 10 K_R与f(K_R)的关系

Figure 10. Relationship between K_R and f(K_R)

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图 11 E_s沿z的不同分布形式

Figure 11. Different forms of distribution of E_s along the z

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图 12 不同α下k_ini沿z的分布形式

Figure 12. Forms of k_ini along z for different α

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图 13 α与f(α)的关系

Figure 13. Relationship between α and f(α)

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图 14 桩周水平土反力数据拟合

Figure 14. Data fitting of horizontal soil reaction around piles

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图 15 有限元与本文方法对比

Figure 15. Comparison of finite element and methods in this paper

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图 16 Bhushan试验与本文方法对比

Figure 16. Comparison of Bhushan test and methods in this paper

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图 17 PISA试验与本文方法对比

Figure 17. Comparison of the PISA test and the method in this paper

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表 1 不同类型土体的参数值^[18]

Table 1 Parameter values for different soil types

系数松砂中密砂密砂

κ 0.65 0.60 0.55

λ 300 400 600

φ/(°) 32 35 38

ψ/(°) 2 5 8

γ'/(kN·m⁻³) 9.0 9.7 12.0

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表 2 弹性模型中桩-土参数配置

Table 2 Configuration of pile-soil parameters in the elastic model

影响参数参数值

桩径D/ m 1, 3, 5, 7, 9
长细比L_m/D 4, 6, 8
土体弹性模量E_s/ MPa 50, 90, 130

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表 3 有限元验证算例

Table 3 Finite element validation examples

编号桩径D/m 长细比L_m/D 加载点高度L_e/m 土体
密实度 α

3-6-d 3 6 18 密砂 0.55
5-6- md 5 6 30 中密砂 0.60
5-6-l 5 6 30 松砂 0.65
7-6-d 7 6 42 密砂 0.55

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系数	松砂	中密砂	密砂
κ	0.65	0.60	0.55
λ	300	400	600
φ/(°)	32	35	38
ψ/(°)	2	5	8
γ'/(kN·m⁻³)	9.0	9.7	12.0

影响参数	参数值
桩径D/ m	1, 3, 5, 7, 9
长细比L_m/D	4, 6, 8
土体弹性模量E_s/ MPa	50, 90, 130

编号	桩径D/m	长细比L_m/D	加载点高度L_e/m	土体密实度	α
3-6-d	3	6	18	密砂	0.55
5-6- md	5	6	30	中密砂	0.60
5-6-l	5	6	30	松砂	0.65
7-6-d	7	6	42	密砂	0.55

考虑桩-土相对刚度的大直径单桩p-y曲线模型

通讯作者: 梁晓飞(1978−)，女，吉林人，副教授，博士，主要从事桥梁基础等方面研究(E-mail: liangxiaofei@sdut.edu.cn)

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出版历程

P-Y CURVE MODELOF LARGE-DIAMETER MONOPILE CONSIDERING PILE-SOIL RELATIVE STIFFNESS

期刊类型引用(3)

其他类型引用(5)

计量

出版历程

目录

通讯作者:
梁晓飞(1978−)，女，吉林人，副教授，博士，主要从事桥梁基础等方面研究(E-mail: liangxiaofei@sdut.edu.cn)