離岸風力機塔架在颱風風況下之 挫曲與裂縫失效安全評估

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林裕烜(Yu-Hsuan Lin) 查詢紙本館藏

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論文名稱

離岸風力機塔架在颱風風況下之挫曲與裂縫失效安全評估

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至系統瀏覽論文 (2026-7-31以後開放)

摘要(中)

本研究討論不同颱風風況與極限風況對於塔架所造成挫曲的影響，以及不同尺寸的裂縫失效評估。以NREL 5MW OWT風力機為分析模型，風況方面考量IEC61400-3之DLC6.1極限風況、中央氣象局所提供的的颱風資料，以及單一葉片節距角失控之狀況。分析方法整合了GH-Bladed、ANSYS及MATLAB軟體。
塔架的挫曲及裂縫失效之評估主要以Z軸應力大小作判斷。在不同高風速情況下，情況最大Z軸應力皆發生在塔架迎風面處。IEC61400-3規範的DLC6.1極限風況之Z軸應力明顯小於台灣颱風產生的值。規範中提及風況在沒有紊流強度的情況下可將原風速乘以1.4倍做分析設定，但本研究顯示後者的Z軸應力比前者大很多。在相同風速下，紊流度11%風況的Z軸應力大於紊流強度0%者海況方面，由於本研究的風速很大導致??,??對塔架應力的影響幾乎看不出來。
塔架屬於薄管結構，在高風速及機艙與葉片的高軸向負荷下，可能造成挫曲。本研究使用台灣颱風風況進行ANSYS非線性挫曲有限元素分析，模擬得到的挫曲係數遠大於臨界挫曲值1，顯示在正常待機的颱風風況下是不會發生挫曲。
在塔架裂縫方面，以S355鋼銲接結構的Haigh Diagram進行分析，在風速80 m/s時雖然有部分點落在線外，但作用次數需到達106次，故判定風力機使用期間不會因為颱風有疲勞裂縫起始。接著使用BS7910規範中的option 1方法進行裂縫失效評估。在30.2公尺處的塔架迎風面，當輪毂風速70 m/s，裂縫深度20 mm，裂縫短長軸比(a/c)0.2時，會失效；當輪毂風速80 m/s (紊流強度11%)及裂縫深度20 mm時，在所有a/c比值皆造成失效。而塔架外側在80 m/s (紊流強度11%)及裂縫深度20 mm時，在所有a/c比值皆時會發生失效。若有單一葉片節距角失控，則在風速30 m/s時，塔架就會失效。

摘要(英)

This study investigates the effects of different typhoon wind conditions and extreme wind conditions on the buckling of tower structures, as well as the assessment of crack failures of different sizes. The NREL 5MW offshore wind turbine is used as the analysis model. Wind conditions considered include IEC 61400-3 DLC6.1 extreme wind conditions, typhoon data provided by the Central Weather Bureau, and scenarios of individual blade pitch angle loss of control. The analysis integrates GH-Bladed, ANSYS, and MATLAB software.
Evaluation of tower buckling and crack failures primarily focuses on the magnitude of Z-axis stress. Under various high wind speed conditions, maximum Z-axis stress occurs on the windward side of the tower structure. Z-axis stresses under IEC 61400-3 DLC6.1 conditions are significantly lower than those generated by Taiwan′s typhoons. The standard suggests analyzing wind conditions by multiplying the original wind speed by 1.4 in the absence of turbulence intensity, but this study demonstrates that the Z-axis stress in the latter case is much higher than in the former. At the same wind speed, the Z-axis stress under 11% turbulence intensity exceeds that under 0% turbulence intensity. Regarding sea conditions, the effects of significant wave height (??) and peak period (??) on tower stress are negligible due to the high wind speeds analyzed in this study.
Tower structures are characterized as thin-walled tubes, susceptible to buckling under high wind speeds and high axial loads from the nacelle and blades. Nonlinear buckling finite element analysis using Taiwan′s typhoon wind conditions in ANSYS shows buckling coefficients significantly greater than the critical buckling value of 1, indicating no buckling under normal typhoon conditions.
iii
Regarding tower crack assessment, Haigh Diagram analysis for welded S355 steel structures shows that although some points fall outside the line at a wind speed of 80 m/s, the number of cycles required for fatigue crack initiation is on the order of 106 cycles, indicating no fatigue crack initiation during the operational life of the wind turbine under typhoon conditions. Subsequent crack failure assessment using Option 1 of BS7910 standard indicates that at the windward side of the tower at 30.2 meters, a crack depth of 20 mm results in failure when the hub wind speed is 70 m/s. At 80 m/s hub wind speed (with 11% turbulence intensity) and a crack depth of 20 mm, failure occurs for all a/c ratios. Similarly, on the outer side of the tower at 80 m/s hub wind speed (with 11% turbulence intensity) and a crack depth of 20 mm, failure occurs for all a/c ratios. In the event of a single blade pitch angle loss of control, the tower fails at a wind speed of 30 m/s.

關鍵字(中)

★ 離岸風力機
★ 颱風
★ 半橢圓裂縫
★ 塔架失效評估
★ 挫曲

關鍵字(英)

★ offshore wind turbine
★ tower
★ buckling
★ failure assessment

論文目次

摘要 I
ABSTRACT II
目錄 V
符號說明 IX
圖目錄 XV
表目錄 XIX
第一章、緒論 1
1-1研究背景與動機 1
1-2研究目的 4
1-3離岸風力機簡介 5
1-3-1風力機原理 5
1-3-2 離岸風力機機組構造 6
1-4文獻回顧 8
1-4-1 離岸風力機之設計規定 8
1-4-2挫曲係數 8
1-4-3 應力強度因子計算 9
1-4-4 裂縫結構之失效評估分析 9
第二章、理論說明 11
2-1 軟體說明 11
2-1-1 GH-Bladed 11
2-1-2 MATLAB 11
2-1-3 ANSYS 12
2-2 風力機外部條件 12
2-2-1 風況條件 14
2-2-1-1 風速分布 14
2-2-1-2 十分鐘平均風速 14
2-2-1-3 風切係數 15
2-2-1-4 紊流強度 16
2-2-1-5 待機極端風況 16
2-2-2 海況條件 17
2-2-2-1 波浪 17
2-2-2-2 洋流 19
2-2-2-3 潮汐水位 21
2-3 離岸風力機負載 23
2-3-1 慣性與重力負載 23
2-3-2 氣動力負載 24
2-3-2-1 葉片 24
2-3-2-2 塔架 28
2-3-3 水動力負載 28
2-3-4 負載歷程輸出 29
2-4 單位負載法 29
2-5 薄管挫曲 30
2-6 疲勞裂縫成長 30
2-6-1 破壞力學 30
2-6-1-1線彈性破壞力學(Linear Elastic Fracture Mechanics, LEFM) 31
2-6-2 疲勞裂縫成長曲線 34
2-6-3 疲勞裂縫起始 36
第三章、研究方法 39
3-1 離岸風力機型號與規格 40
3-2 建構NREL 5MW OWT模型 44
3-2-1 GH-Bladed建構NREL 5MW OWT模型 44
3-2-2 ANSYS Workbench建構NREL 5MW OWT模型 46
3-2-2-1 塔架模型設定 46
3-2-2-2 塔架法蘭模型 47
3-2-2-3 網格設定 48
3-3 模態分析 50
3-4 NREL 5MW OWT設計工況 50
3-5 GH-BLADED塔架負載轉換 54
3-6 GH-BLADED分析時之資料取樣頻率 56
3-7 塔架裂縫之失效評估方法 58
3-7-1 失效評估曲線 58
3-7-2 待評估點 61
3-7-2-1 裂縫參考應力 62
3-7-2-2 材料性質與破壞韌性 63
3-8 疲勞裂縫成長分析 64
3-8-1 裂縫位置、形狀及尺寸 64
3-8-2 應力強度因子計算 68
3-8-2-1 權重函數法 68
3-8-2-2 單位負載法 70
第四章、結果與討論 72
4-1台灣颱風風況與極限風況比較 72
4-2颱風與極端風況下風力機挫曲 76
4-2-1薄管挫曲驗證 76
4-2-2極限風況與颱風風況挫曲分析 79
4-3疲勞裂縫起始 80
4-4有裂縫塔架之失效分析 83
4-4-1裂縫位置選定 83
4-4-2塔架裂縫失效評估 84
4-4-3颱風與正常發電時的裂縫失效比較 89
第五章、結論與未來研究方向 92
5-1 結論 92
5-2 未來展望 93
參考資料 94

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指導教授

黃俊仁(Jiun-Ren Hwan)

審核日期

2024-7-29

推文