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研究生:王立傑
研究生(外文):Li-Jie Wang
論文名稱:孤立波作用下掩埋型海底管線之滲流力分析
論文名稱(外文):Seepage Force on a Buried Submarine Pipeline Induced by a Solitary Wave
指導教授:林孟郁林孟郁引用關係
指導教授(外文):Meng-Yu Lin
學位類別:碩士
校院名稱:中原大學
系所名稱:土木工程研究所
學門:工程學門
學類:土木工程學類
論文種類:學術論文
論文出版年:2019
畢業學年度:107
語文別:中文
論文頁數:108
中文關鍵詞:孤立波海底管線有限元素法滲透力Biot equation
外文關鍵詞:Solitary waveSubmarine pipelineFinite element methodSeepage ForceBiot equation
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  經由2004年南亞海嘯和2011年日本東北海嘯等事件發現海嘯通過近岸時可能造成的底床液化、沖刷或結構物的破壞等問題,工程界對於海嘯、海床與結構物間之交互作用的知識仍有限。本研究之目的為建立一數值模式,分析孤立波通過全掩埋之海底管線造成之擾動孔隙水壓與管線受力的變化。
  本研究應用有限元素法建立二維數值模式,來求解描述多孔彈性底床之Biot方程式的問題,該模型提供解決多孔彈性底床位移量以及擾動孔隙水壓之變化的方法。模式建立後透過模擬一維壓密問題來驗證,成果顯示本模式之正確性。藉由數值模擬的方式,討論孤立波振幅、底床之楊氏係數和滲透係數等,對孤立波通過海底全掩埋管線造成之孔隙壓力與滲透力的效應。由此作為往後海洋工程上應用參考。
  結果發現在孤立波通過全掩埋海底管線的模擬中,在密實砂質底床時,滲透係數越小,作用於管線上的垂直作用力有越大的趨勢;在疏鬆砂質底床時,滲透係數越小,作用於管線上的垂直作用力反而有越小的趨勢。在滲透係數大時,楊氏係數越小,垂直作用力對於管線的影響越加明顯;在滲透係數小時,楊氏係數越大,垂直作用力對於管線的影響越加明顯。
  Through the events of the 2004 South Asia tsunami and the 2011 northeastern tsunami in Japan, the problems of the liquefaction, erosion or structural damage caused by the tsunami through the nearshore were discovered. The engineering community''s knowledge of the interaction between tsunami, seabed and structures is still limited. The purpose of this study is to establish a numerical model to analyze the variation of the pore water pressure and the force of the pipeline caused by a solitary wave through the fully buried submarine pipeline.
  In this study, a finite element method was used to establish a two-dimensional numerical model to solve the problem of the Biot equation describing the porous elastic bed. The model provides a solution to the displacement of the porous elastic bed and the variation of the pore water pressure. After the model is established, it is verified by simulating a one-dimensional consolidation problem, and the results show the correctness of this mode. By means of numerical simulation, the effects of solitary wave amplitude, Young''s modulus of the soil and permeability coefficient on the pore water pressure and seepage force are discussed. The numerical results can be used as a reference for future marine engineering applications.
  In the simulation of solitary waves passing through fully buried submarine pipelines, numerical results indicate that the smaller the permeability coefficient in dense sandy bed the greater the vertical force acting on the pipeline, and the smaller the permeability coefficient in loose sand bed the smaller the vertical force acting on the pipeline. When the permeability coefficient is large, the smaller the Young''s modulus the more obvious the influence of the vertical force on the pipeline, and when the permeability coefficient is small, the larger the Young''s modulus the more obvious the influence of the vertical force on the pipeline.
中文摘要.........i
ABSTRACT.........ii
誌謝.........iii
目錄.........iv
圖目錄.........vii
表目錄.........xiii
符號表.........xiv
第 1 章 緒論.........1
1.1 研究動機.........1
1.2 文獻回顧.........2
1.2.1 理論與數值方法回顧.........2
1.2.2 實驗模擬回顧.........4
1.3 研究目的及方法.........5
1.4 論文架構.........6
第 2 章 數學理論之建立.........7
2.1 Biot 壓密方程式.........7
2.2 控制方程式.........12
2.3 邊界條件.........12
2.4 孤立波及底床動壓.........14
2.5 滲流力計算.........14
2.6 楊氏係數、滲透係數與底床土壤之關係.........14
第 3 章 數值方法.........16
3.1 有限元素法.........16
3.2 數值計算流程.........20
第 4 章 模式驗證與測試.........21
4.1 模式驗證.........21
4.2 孤立波問題之收斂性測試.........25
4.3 無管線之底床反應分析.........26
4.3.1 滲透係數之影響.........26
4.3.2 楊氏係數之影響.........29
第 5 章 模式成果分析-管線與孤立波波高之關係.........32
5.1 疏鬆砂質底床.........33
5.1.1 以滲透係數k=0.001 m/s的底床為例.........33
5.1.2 以滲透係數k=0.0001 m/s的底床為例.........39
5.2 密實砂質底床.........45
5.2.1 以滲透係數k=0.001 m/s的底床為例.........45
5.2.2 以滲透係數k=0.0001 m/s的底床為例.........51
第 6 章 模式成果分析-管線受力與底床參數之關係.........56
6.1 滲透係數對管線受力的影響.........58
6.1.1 以楊氏係數E=1000 kPa的底床為例.........58
6.1.2 以楊氏係數E=100000 kPa的底床為例.........61
6.1.3 以楊氏係數E=10000000 kPa的底床為例.........64
6.2 楊氏係數對管線受力的影響.........67
6.2.1 以滲透係數k=0.001 m/s的底床為例.........67
6.2.2 以滲透係數k=0.000001 m/s的底床為例.........70
6.3 楊氏係數和滲透係數與管線最大受力之關係.........73
6.3.1 楊氏係數與管線最大受力之關係.........73
6.3.2 滲透係數與管線最大受力之關係.........81
第 7 章 結論與建議.........87
7.1 結論.........87
7.2 建議.........88
參考文獻.........89
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