海上風電復合基礎承載性能對比研究

孫艷國; 許成順; 杜修力; 王丕光; 席仁強; 孫毅龍

doi:10.13374/j.issn2095-9389.2021.04.07.007

海上風電復合基礎承載性能對比研究

doi: 10.13374/j.issn2095-9389.2021.04.07.007

北京工業大學城市與工程安全減災教育部重點實驗室，北京 100124

基金項目: 國家自然科學基金資助項目（51722801）

詳細信息

通訊作者:
E-mail: xuchengshun@bjut.edu.cn

中圖分類號: TU47
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出版歷程
- 收稿日期: 2021-04-07
- 網絡出版日期: 2021-05-31
- 刊出日期: 2022-06-25

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

Key Laboratory of Urban Security and Disaster Engineering, Beijing University of Technology, Beijing 100124, China

More Information

Corresponding author: E-mail: xuchengshun@bjut.edu.cn

摘要

摘要: 受到上部結構自重以及海洋環境荷載的影響，海上風電基礎設計時應考慮豎向荷載、水平荷載以及彎矩荷載作用下基礎的承載性能。本文通過有限元軟件ABAQUS，對比研究了飽和黏土場地中大直徑單樁基礎、樁?平臺復合基礎以及樁?筒復合基礎在豎向荷載V、水平荷載H、彎矩荷載M作用下的承載性能。研究結果表明兩種復合基礎較單樁基礎呈現出顯著的承載性能優勢。樁?平臺復合基礎的豎向承載力、水平承載力以及抗彎承載力隨著附加平臺直徑的增大呈指數型增加；樁?筒復合基礎的豎向承載力以及抗彎承載力隨著筒結構入土深度的增加先增大然后趨于穩定，樁?筒復合基礎的水平承載力與筒直徑以及筒入土深度為雙參數線性增加關系。V?H以及V?M復合荷載加載條件下，兩種復合基礎比單樁基礎的破壞包絡線空間大，兩種復合基礎的穩定性相對單樁基礎有顯著提升。在一定承載范圍內，附加平臺結構或筒型結構可以減小樁的直徑或入土深度。
- 海上風電 /
- 復合基礎 /
- 飽和黏土 /
- 極限承載力 /
- 破壞包絡線
Abstract: With the aggravation of energy shortage and environmental pollution, the development and utilization of renewable energy have become the focus of research in countries around the world. As a green renewable energy source, offshore wind energy is one of the effective ways to solve these problems. The foundation form of built offshore wind farms is mainly large-diameter monopile. With the development of offshore wind farms expanding toward the deep sea, the applicability of the large-diameter monopile is confronted with some significant challenges. The exploration and research of a new type of foundation are important and meaningful. Affected by the weight of the superstructure and the load of the marine environment, the design of offshore wind turbine foundations should consider the bearing performance of the foundation under vertical load, horizontal load, and bending moment. The ABAQUS software was used to compare the bearing capacities of large-diameter monopile, pile–plate composite foundation, and pile–bucket foundation in saturated clay under vertical load V, horizontal load H, and bending moment M. Results show that the bearing capacities of the two composite foundations are better than the bearing capacities of the monopile foundation. The vertical, horizontal, and bending bearing capacities of pile–plate composite foundations increase exponentially with the increase in the diameter of the plate. The vertical and bending bearing capacities of the pile–bucket foundation increase with the increase in the buried depth of the bucket structure increasing, and the increasing trend gradually weakens parallel to the line. The horizontal bearing capacity of the pile–bucket foundation has a linear relationship with the diameter and buried depth of the bucket structure in the soil. Under the composited loading conditions of V–H and V–M, the failure envelope spaces of the two composite foundations are larger than those of the monopile, and the bearing performance of the two composite foundations is significantly better than that of the monopile.
- offshore wind turbine /
- composite foundations /
- saturated clay /
- ultimate bearing capacity /
- failure envelope spaces

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圖 1 單樁、樁? 平臺復合基礎、樁? 筒復合基礎示意圖

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

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圖 2 有限元模型驗證

Figure 2. Validation of the model

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圖 3 P20B2有限元網格

Figure 3. Finite element mesh of P20B2

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圖 4 極限承載力確定(P10)

Figure 4. Determination of the ultimate bearing capacity

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圖 5 樁?平臺復合基礎豎向承載特性。（a）v?V圖；（b）豎向極限承載力與平臺直徑的關系；（c）樁?平臺復合基礎豎向極限承載力提高系數

Figure 5. Vertical bearing characteristics of pile–plate composite foundations: (a) v–V; (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

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圖 6 樁?筒復合基礎豎向承載性能對比。（a）v?V圖；（b）樁?筒復合基礎豎向極限承載力與筒直徑的關系；（c）樁?筒復合基礎豎向極限承載力提高系數　　　　　　　　　　　　　

Figure 6. Vertical bearing characteristics of pile–bucket composite foundations: (a) v–V; (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

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圖 7 樁?平臺復合基礎水平承載特性。（a）h?H圖；（b）水平極限承載力與平臺直徑的關系；（c）樁?平臺復合基礎水平極限承載力提高系數

Figure 7. Horizontal bearing characteristics of pile–plate composite foundations: (a) h–H; (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

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圖 8 樁?筒復合基礎水平承載性能對比。（a）h?H圖；（b）樁?筒復合基礎水平極限承載力；（c）樁?筒復合基礎水平極限承載力提高系數

Figure 8. Horizontal bearing characteristics of pile–bucket composite foundations: (a) h–H; (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

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圖 9 樁?平臺復合基礎抗彎承載性能對比。（a）θ?M圖；（b）樁?平臺復合基礎抗彎極限承載力；（c）樁?平臺復合基抗彎極限承載力提高系數

Figure 9. Bending bearing characteristics of pile–plate composite foundations: (a) θ–M; (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

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圖 10 樁?筒復合基礎抗彎承載性能。（a）θ?M圖；（b）樁?筒復合基礎抗彎極限承載力；（c）樁?筒復合基礎抗彎極限承載力提高系數

Figure 10. Bending bearing characteristics of pile–bucket composite foundations: (a) θ–M; (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

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圖 11 V?H加載條件下基礎的破壞包絡線。（a）樁?平臺復合基礎；（b）筒直徑為10 m時樁?筒復合基礎；（c）筒直徑為15 m時樁?筒復合基礎；（d）筒直徑為20 m時樁?筒復合基礎

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)

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圖 12 V?M加載條件下基礎的破壞包絡線。（a）樁?平臺復合基礎；（b）筒直徑為10 m時樁?筒復合基礎；（c）筒直徑為15 m時樁?筒復合基礎；（d）筒直徑為20 m時樁?筒復合基礎

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)

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圖 13 破壞包絡線參數敏感性分析。（a）V?H；（b）V?M

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

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表 1 荷載及位移符號規定

Table 1. Sign conventions for loads and displacements

Description of physical symbols	Vertical loading	Horizontal loading	Bending moment
Loading	V	H	M
Ultimate bearing capacity	V_ult	H_ult	M_ult
Dimensionless loading	V/(AS_u)	H/(AS_u)	M/(ADS_u)
Dimensionless ultimate bearing capacity	V_ult/(AS_u)	H_ult/(AS_u)	M_ult/(ADS_u)
Displacement	v	h	θ

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參考文獻(23)

[1]	Díaz H, Soares C G. Review of the current status, technology and future trends of offshore wind farms. Ocean Eng, 2020, 209: 107381 doi: 10.1016/j.oceaneng.2020.107381
[2]	Wang X F, Zeng X W, Li J L, et al. A review on recent advancements of substructures for offshore wind turbines. Energy Convers Manag, 2018, 158: 103 doi: 10.1016/j.enconman.2017.12.061
[3]	Oh K Y, Nam W, Ryu M S, et al. A review of foundations of offshore wind energy convertors: Current status and future perspectives. Renew Sustain Energy Rev, 2018, 88: 16 doi: 10.1016/j.rser.2018.02.005
[4]	Song B, Zhao W N, Shuang M. Analysis of the influence of scour depth on the dynamic response of offshore wind turbine towers under earthquake action. Chin J Eng, 2019, 41(10): 1351 宋波, 趙偉娜, 雙妙. 沖刷深度對海上風電塔地震動力響應的影響分析. 工程科學學報, 2019, 41(10):1351
[5]	Damiani R, Dykes K, Scott G. A comparison study of offshore wind support structures with monopiles and jackets for US waters. J Phys:Conf Ser, 2016, 753: 092003 doi: 10.1088/1742-6596/753/9/092003
[6]	Veers P, Dykes K, Lantz E, et al. Grand challenges in the science of wind energy. Science, 2019, 366(6464): 2027 doi: 10.1126/science.aau2027
[7]	Dnv G L. DNVGL-ST-0126: Support Structures for Wind Turbines. Oslo: DNV GL, 2016
[8]	International Electrotechnical Commission. IEC 61400-3 Wind turbines – Part 3: Design Requirements for Offshore Wind Turbines. Geneva: International Electrotechnical Commission, 2009
[9]	Yang Q, Yu P, Liu Y F, et al. Scour characteristics of an offshore umbrella suction anchor foundation under the combined actions of waves and currents. Ocean Eng, 2020, 202: 106701 doi: 10.1016/j.oceaneng.2019.106701
[10]	Li H J, Liu H J, Liu S Y. Dynamic analysis of umbrella suction anchor foundation embedded in seabed for offshore wind turbines. Geomech Energy Environ, 2017, 10: 12 doi: 10.1016/j.gete.2017.05.002
[11]	Wang X F, Zeng X W, Yang X, et al. Feasibility study of offshore wind turbines with hybrid monopile foundation based on centrifuge modeling. Appl Energy, 2018, 209: 127 doi: 10.1016/j.apenergy.2017.10.107
[12]	Anastasopoulos I, Theofilou M. Hybrid foundation for offshore wind turbines: Environmental and seismic loading. Soil Dyn Earthq Eng, 2016, 80: 192 doi: 10.1016/j.soildyn.2015.10.015
[13]	Lehane B M, Pedram B, Doherty J A, et al. Improved performance of monopiles when combined with footings for tower foundations in sand. J Geotech Geoenviron Eng, 2014, 140(7): 04014027 doi: 10.1061/(ASCE)GT.1943-5606.0001109
[14]	Stone K J L, Arshi H S, Zdravkovic L. Use of a bearing plate to enhance the lateral capacity of monopiles in sand. J Geotech Geoenviron Eng, 2018, 144(8): 04018051 doi: 10.1061/(ASCE)GT.1943-5606.0001913
[15]	Zhu D J. Research of a New Type of Foundation for Offshore Wind Turbines with the Combining of Monoplie Foundation and Bucket Foundation [Dissertation]. Tianjin: Tianjin University, 2012 朱東劍. 筒型基礎與單樁相結合的新型復合風電基礎研究[學位論文]. 天津: 天津大學, 2012
[16]	Liu R, Li B R, Lian J J, et al. Bearing characteristics of pile-bucket composite foundation for offshore wind turbine. J Tianjin Univ (Sci Technol), 2015, 48(5): 429 劉潤, 李寶仁, 練繼建, 等. 海上風電單樁復合筒型基礎樁筒共同承載機制研究. 天津大學學報(自然科學與工程技術版), 2015, 48(5):429
[17]	Chen D, Gao P, Huang S S, et al. Static and dynamic loading behavior of a hybrid foundation for offshore wind turbines. Mar Struct, 2020, 71: 102727 doi: 10.1016/j.marstruc.2020.102727
[18]	Hung L C, Kim S R. Evaluation of undrained bearing capacities of bucket foundations under combined loads. Mar Georesources Geotechnol, 2014, 32(1): 76 doi: 10.1080/1064119X.2012.735346
[19]	Mehravar M, Harireche O, Faramarzi A. Evaluation of undrained failure envelopes of caisson foundations under combined loading. Appl Ocean Res, 2016, 59: 129 doi: 10.1016/j.apor.2016.05.001
[20]	Hung L C, Kim S R. Evaluation of vertical and horizontal bearing capacities of bucket foundations in clay. Ocean Eng, 2012, 52: 75 doi: 10.1016/j.oceaneng.2012.06.001
[21]	Fan Q L, Luan M T. Failure envelopes of bucket foundation for offshore wind turbines in V?H?T loading space. China Civ Eng J, 2010, 43(4): 113 范慶來, 欒茂田. V?H?T荷載空間內海上風機桶形基礎破壞包絡面特性分析. 土木工程學報, 2010, 43(4):113
[22]	Feng X, Randolph M F, Gourvenec S, et al. Design approach for rectangular mudmats under fully three-dimensional loading. Géotechnique, 2014, 64(1): 51
[23]	Tan F S. Centrifuge and theoretical modelling of conical footings on sand [Dissertation]. UK: University of Cambridge, 1990