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Load-Bearing Characteristics of Offshore Wind Power Single Column Composite Bucket Foundation Under Composite Loading Conditions
ZHANG Puyang, GUO Wenjun
Advances in New and Renewable Energy ›› 2024, Vol. 12 ›› Issue (2) : 124-132.
PDF(2358 KB)
PDF(2358 KB)
Load-Bearing Characteristics of Offshore Wind Power Single Column Composite Bucket Foundation Under Composite Loading Conditions
({{custom_author.role_en}}), {{javascript:window.custom_author_en_index++;}}To study the bearing characteristics of a new type of offshore wind power single column composite bucket foundation under two-dimensional composite loading conditions, a finite element model is used to calculate the ultimate bearing capacity of the model in one-dimensional load space. By applying different vertical loads, the two-dimensional bearing capacity envelope diagrams in V-H, V-M and V-H-M load spaces are obtained, and the distribution of soil pressure at various positions of the single column composite bucket foundation under different two-dimensional working conditions are analyzed, as well as the changes in the equivalent plastic strain zone at the bottom of the bucket. The results indicate that for single column composite bucket foundations, within a certain range, the presence of vertical loads (0-0.15 vertical ultimate bearing capacity) can increase the horizontal and moment bearing capacity of the structure. In the V-H and V-M load spaces, the changes in soil pressure and equivalent plastic strain of the soil at various positions of the foundation have certain similarities and can be referenced to each other. The position of the maximum earth pressure borne by the foundation is consistent with the direction of the foundation's force dumping. As the vertical load increases, the range and depth of the equivalent plastic strain zone of the soil at the bottom of the foundation correspondingly expand when the structure reaches its ultimate bearing capacity.
single column composite bucket foundation / two dimensional composite loading conditions / carrying capacity envelope diagram / soil pressure distribution / equivalent plastic strain zone of soil {{custom_keyword}} /
Table 1 Soil parameters表1 土质参数 |
| 参数 | 数值 |
|---|---|
| 饱和容重/(kN·m3) | 20 |
| 弹性模量/MPa | 45 |
| 黏聚力c/kPa | 36 |
| 内摩擦角φ/(°) | 19.8 |
Table 2 Grid convergence calculation results表2 网格收敛性计算结果 |
| 名称 | 网格数 | 水平极限承载力/MN | 误差/% |
|---|---|---|---|
| 模型1 | 77 207 | 23.7 | 0.42 |
| 模型2 | 180 983 | 23.4 | -0.85 |
| 原模型 | 112 695 | 23.6 | — |
Table 3 V-H and V-M combined load case and vertical load表3 V-H和V-M组合荷载工况名称及竖向荷载大小 |
| 工况名称 | 竖线荷载/MN | 工况名称 | 竖线荷载/MN |
|---|---|---|---|
| HV0\MV0 | 0.0（0.00 Vult） | HV11\MV11 | 107.8（0.55 Vult） |
| HV1\MV1 | 9.8（0.05 Vult） | HV12\MV12 | 117.6（0.60 Vult） |
| HV2\MV2 | 19.6（0.10 Vult） | HV13\MV13 | 127.4（0.65 Vult） |
| HV3\MV3 | 29.4（0.15 Vult） | HV14\MV14 | 137.2（0.70 Vult） |
| HV4\MV4 | 39.2（0.20 Vult） | HV15\MV15 | 147.0（0.75 Vult） |
| HV5\MV5 | 49.0（0.25 Vult） | HV16\MV16 | 156.8（0.80 Vult） |
| HV6\MV6 | 58.8（0.30 Vult） | HV17\MV17 | 166.6（0.85 Vult） |
| HV7\MV7 | 68.6（0.35 Vult） | HV18\MV18 | 176.4（0.90 Vult） |
| HV8\MV8 | 78.4（0.40 Vult） | HV19\MV19 | 186.2（0.95 Vult） |
| HV9\MV9 | 88.2（0.45 Vult） | HV20\MV20 | 196.0（1.00 Vult） |
| HV10\MV10 | 98.0（0.50 Vult） |
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PDF(2358 KB)
Fig. 1 Finite element model
Table 1 Soil parametersFig. 2 Determination method of ultimate bearing capacityFig. 3 Path numberFig. 4 Model horizontal displacement-load curveFig. 5 Model vertical displacement-load curveFig. 6 Model horizontal displacement-moment load curveTable 2 Grid convergence calculation resultsTable 3 V-H and V-M combined load case and vertical loadFig. 7 The carrying capacity envelopes under V-H loadFig. 8 Every path soil pressure under V-H loadFig. 9 Equivalent plastic strain cloud map of soil under certain V-H load working conditionsFig. 10 The carrying capacity envelopes under V-M loadFig. 11 Every path soil pressure under V-M loadFig. 12 Equivalent plastic strain cloud map of soil under certain V-M load working conditionsFig. 13 One-dimensional soil pressure along various pathsFig. 14 Envelope surface of foundation failure under V-H-M load: (a) 3D envelope surface diagram; (b) contour map/
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