风暴潮荷载作用下海上风电多桶导管架基础动力响应

卢明皎; 张陈蓉; 田抒平

doi:10.19912/j.0254-0096.tynxb.2025-0166

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风暴潮荷载作用下海上风电多桶导管架基础动力响应

更新时间：2026-07-22

- 风暴潮荷载作用下海上风电多桶导管架基础动力响应
- 风暴潮荷载作用下海上风电多桶导管架基础动力响应
- 太阳能学报 2026年47卷第6期页码：384-393
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- DOI：10.19912/j.0254-0096.tynxb.2025-0166
  中图分类号： TU473
- 网络首发：2026-07-08，
  
  纸质出版：2026
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卢明皎, 张陈蓉, 田抒平. 风暴潮荷载作用下海上风电多桶导管架基础动力响应[J]. 太阳能学报, 2026,47(6):384-393.

卢明皎, 张陈蓉, 田抒平. 风暴潮荷载作用下海上风电多桶导管架基础动力响应[J]. 2026, 47(6): 384-393.
卢明皎, 张陈蓉, 田抒平. 风暴潮荷载作用下海上风电多桶导管架基础动力响应[J]. 太阳能学报, 2026,47(6):384-393. DOI： 10.19912/j.0254-0096.tynxb.2025-0166.

卢明皎, 张陈蓉, 田抒平. 风暴潮荷载作用下海上风电多桶导管架基础动力响应[J]. 2026, 47(6): 384-393. DOI： 10.19912/j.0254-0096.tynxb.2025-0166.

摘要

为研究风暴潮荷载下吸力桶导管架基础风力机结构的动力响应

采用自定义荷载波形加载装置开展室内1 g模型试验

分析不同荷载工况下风力机结构位移响应和频率演化

并通过数值模拟讨论风暴潮荷载下吸力桶不同深径比对土体和结构的影响。结果表明：结构水平位移极值随风暴潮工况风速的增加而增大

水平位移放大系数呈“先增后减”变化趋势;机舱位置加速度Fourier幅值谱峰值随荷载的增加而增大

峰值频率则呈“先减后增”趋势。随着吸力桶深径比的增加

结构水平位移极值和放大系数均依次减小;L/D=0.5为最不利深径比

此深径比不能抵抗风暴潮荷载;深径比1.0与1.5区别并不明显

综合考虑可靠性和经济性

深径比1.0为最优形式;不同深径比对吸力桶导管架基础的旋转中心也有影响。

Abstract

To investigate the dynamic response of the multi-bucket jacket foundation of offshore wind turbines under storm surge load

this paper conducts a series of 1 g model tests using the motor servo random dynamic loading equipment. Then

the influence of different depth-to-diameter ratios of the suction bucket on the soil and structure is further investigated through numerical simulations. The results indicate that the extreme horizontal displacement of the structure rises as wind speed increases under storm surge conditions

and the amplification coefficient of horizontal displacement follows a trend of “increasing initially before decreasing”. The peak value of the Fourier amplitude spectrum for the nacelle position acceleration increases with the load

while the peak frequency exhibits a pattern of “decreasing first and then increasing”. As the depth-to-diameter ratio of the suction bucket increases

both the extreme horizontal displacement and the amplification of the structures coefficient corresponding decrease. A depth-to-diameter ratio of /= 0.5 is the least favorable

as it cannot withstand storm surge loads. The difference between depth-to-diameter ratios of 1.0 and 1.5 is negligible. Taking into account reliability and economy

a depth-to-diameter ratio of 1.0 is the optimal type. Different depth-to-diameter ratios also have the influence onthe rotation center of the SBJ foundation.

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Keywords

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