臺灣博碩士論文加值系統

本研究利用彰化濱海風場實際量測資料，並藉由三維有限元素數值分析，來探討離岸風機單樁基礎之動態反應特性及其力學變形行為。首先，依據離岸風場之海床鑽探資料(土壤統一分類法及標準貫入試驗SPT-N值)，來推估數值模型所需之土壤材料參數。參考國際離岸風機支撐結構樁基礎之設計案例及載重規範，可決定風場場址之組合載重，並初步設計適合場址之樁基幾何尺寸。其次，各進行一組單樁模型靜態及動態載重試驗數值模擬，並比對模擬結果及量測成果之吻合度。由比對結果得知，靜態載重方面:單樁之水平載重~水平位移關係曲線(H~h曲線)、樁身水平位移、彎矩分布及動態載重方面:樁頭加速度之模擬值與量測值相當吻合。另外，採用莫爾-庫倫土壤模式(MC-Model)、小應變硬化土壤模式(HSS-Model)及埋置樁(Embedded Beam)結構元素，來模擬土層與樁基承受水平載重及加速度載重之樁/土互制行為非常適宜並可獲得滿意之結果。
隨之，建立離岸風機單樁基礎之三維數值模型，並模擬其在承受風力及波浪力反覆載重，以及地震載重作用下，土壤與樁基之互制力學行為。在數值模型中，改變不同樁長(L=30、40、50 m)、不同風力及波浪力載重，作為數值變數，以測試其單樁基礎之動態反應特性及其力學變形行為之影響。對於不同樁長之單樁，在各種組合載重作用下可求得其樁身之側向位移曲線、樁身彎矩曲線、樁頭加速度歷時曲線及樁頭水平位移歷時曲線。此外，再探討單樁基礎承受地震載重之動態反應。
由分析結果可知：(1)單樁承受垂直載重及側向反覆載重作用之模擬過程中，土體位移之影響範圍會隨著載重之增加而逐漸擴大，且大變形侷限發生於靠近海床面樁/土界面周圍之土層。(2)單樁在承受風力及波浪力反覆載重時，改變樁長對樁的水平位移影響不大。(3)隨著風力載重之不斷提高，樁頂相對於樁底之相對位移差以及樁身彎矩，越趨於增大。此結果造成樁體極易發生斷裂破壞，且最大彎矩集中在樁長深度約L/5 ~ L/3的位置。(4)波浪力反覆載重作用不斷增強，樁身之水平位移也隨之增加。在彎矩方面，也會隨著載重增強而增大，其最大彎矩發生位置在樁長深度約2 L/5 ~2 L/3的位置。(5)在地震模擬當中，樁身彎矩分布將會發生在樁長深度約2 L/5 ~3 L/5處。

This study use the actual measurement data of the wind farm at Chang-Hua coast of western Taiwan, then under the simulation by three-dimensional (3-D) finite element program Plaxis 3-D. This study investigates the dynamics reactions and mechanical behaviors of pile foundation installed on the seabed of wind farm near Chan-Hua coast of western Taiwan for the supporting structure of offshore wind turbine.
Firstly, using the boring logs, SPT-N values, and laboratory tests of undisturbed samples from the wind farm, one can estimate the required material model paramters of soil strata for numerical model. In addition, consulting the commonly used interanational design criteria and recent case histories, one can preliminarily determine the combined design loading and pile geometries which are appropriate for the environments of wind farm selected for the installation of offshore turbine. Secondly, numerical analyses were performed on lateral loading tests of monopile in laboratory and the shaking table of monopile, then compare the results between the simulation and measurement of the tests were made to calibrate the required soil/pile material model parameters. The comparisons show that the simulations of H~h curves, lateral displacement, bending moment distribution of pile shaft, and the acceleration of the pile head are in excellent agreement with the measurements. In addition, the numerical results indicate the utilizatons of Mohr-Coulumn soil model, Hardening soil model with small strain and embedded pile structural element enable a satisfactory simulation of the soil/pile interaction behaviors when subjected to the lateral loading and the acceleration loading.
Subsequently, 3-D numerical models of monopile for offshore turbine were constructed to simulate the soil/pile interaction behaviors subjected to various combined loadings. In numerical model, various pile length L, wind loading Fwind and wave loading Fwave were selected as design parameters to inspect their effects on the dynamic reactions and deformation behaviors of pile foundation. For different design parameters, which includes three pile lengths (L=30, 40, and 50 m) various depth~displacement curves, the various bending moment of pile curve, the acceleration curve and the displacement duration curve of pile head. In addition, a dynamic simulation was carried out on a monopile whne subjected to earthquake loading to inspect the soil/pile interaction responses.
Based on the numerical results, several conclusions can be made:(1) In the process of the simulation on a monopile with vertical static loading and lateral cyclic loading, the influence area of the strata will be larger along with the larger loading. And the mega deformations will appear at the upper strata area.(2) There is nearly no impact on the pile displacement by changing the pile length.(3) As the wind loading constantly getting larger, the displacement and bending moment of pile will become larger. The pile will be easily to meet the tensile failure, and the position of the maximum bending moment will be at the depth L /5 ~ L /3.(4) when the wave loading getting bigger, the displacement and bending moment of pile will become larger. The position of the maximum bending moment will be at the depth 2 L/5 ~2 L/3.(5) During the earthquake simulations, the position range of pile bending moment is between the depth 2 L/5 ~3 L/5.

摘要 i
Abstract ii
目錄 iv
表目錄 vi
圖目錄 viii
第一章 前言 1
1.1研究動機 1
1.2研究目的 1
第二章 文獻回顧 2
2.1現有離岸風場支撐結構之基礎概況 2
2.1.1離岸風機支撐結構之基礎類型 2
2.2設計規範 6
2.2.1環境條件 6
2.2.2載重條件 7
2.2.3基礎設計 11
2.3共振效應 20
2.3.1基本介紹 20
2.3.2離岸風機基本頻率 21
2.3.3自然振動頻率分析模型 23
2.4離岸風機基礎之實作及模型試驗案例 27
2.4.1實作案例 27
2.4.2模型試驗案例 29
2.5離岸風機基礎之靜態分析案例 44
2.6離岸風機基礎之動態分析案例 53
2.6.1數值模擬案例 53
2.7有限元素程式 Plaxis 3-D (2015) 69
2.7.1理論背景 69
2.7.2元素類型 69
2.7.3土壤材料模型 71
第三章 研究方法 75
3.1研究流程 75
3.2國內離岸風場場址基本資料蒐集 77
3.2.1地質鑽探及地球物理探測資料 77
3.2.2現地及室內土壤材料試驗資料 78
3.2.3海象環境資料 78
3.2.4離岸風場場址土層剖面 81
3.3程式有效性驗證 86
3.3.1朱斌等人(2013) 86
3.3.2翁作新等人(2009) 88
3.4建立場址載重效應組合 90
3.4.1靜載重 90
3.4.2風力反覆載重 91
3.4.3波浪反覆載重 92
3.4.4地震載重 94
3.5建立支撐結構樁基礎之3-D數值模型 95
3.5.1單樁之3-D數值模型 95
3.6執行數值分析 101
3.6.1靜態分析 101
3.6.2動態分析 102
3.6.3地震分析 103
第四章 結果與討論 105
4.1數值分析有效性驗證 105
4.1.1朱斌等人(2013) 105
4.1.2翁作新等人(2009) 109
4.2單樁之力學與變形行為 111
4.2.1單樁施加垂直靜載重Fstatic之力學與變形行為 111
4.2.2單樁施加風力反覆載重Fwind之力學與變形行為 112
4.2.3單樁施加波浪力反覆載重Fwave之力學與變形行為 124
4.3單樁之地震模擬 132
4.4動態分析與靜態分析之比較 134
4.4.1樁身水平位移之差異性 134
4.4.2樁身彎矩之差異性 137
第五章 結論與建議 140
5.1結論 140
5.1.1數值分析有效性驗證 140
5.1.2單樁之力學與變形行為 140
5.1.3動態分析與靜態分析之差異性 140
5.2建議 141
參考文獻 142
附錄 A 鑽孔數據資料 148
附錄 B 鑽孔室內試驗資料 152
附錄 C 場址土層剖面資料 156
附錄 D 數值模擬之分析結果 164

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