臺灣博碩士論文加值系統

台灣海岸地理環境較與日本相似，海底地殼屬斷層與地震帶較多地區，且地震伴隨著引起大型岩石崩塌或海底地滑所產生之共同效應的滑坡型海嘯會對台灣產生更大災害。本研究主要是以造波滑體衝擊水面之滑坡型孤立波，於造波水槽放置三組波浪型潛堤，最後放置與水槽相同大小管孔消能結構物，並於各組波浪型潛堤前、後及中間填入0.04 m厚之細白砂層，並調整「管孔消能結構物」與「波浪型潛堤」之間距，以不同組合條件探討滑坡型孤立波通過前、後底床砂層之輸砂率，藉此了解海底附近砂層輸砂移動過程、淘刷特性及岸灘演變，並協助數值模擬的建立，做為未來因地球暖化及極端型氣候所產生海岸地形變遷的防救措施參考。
實驗顯示，以細砂的漂移觀測孤立波通過波浪型潛堤分裂後，不同間距潛堤組b/h與管孔消能結構物w/B的砂面變化整體而言，砂面變化曲線主要發生在距離前堤的x = 0 ~ 25cm範圍內，尤其以前、後方具有潛堤間砂面淘刷最為劇烈，且當堤組間距離 b/h 逐漸增加時，砂面變化曲線將逐漸趨緩；另外，砂面變化量，在Section II及Section III區域，會隨著w/B距離逐漸增加時，而逐漸減少。

The coastal environment of Taiwan is more similar to that of Japan, where the seabed crust is fault and the seismic zone is more, and the earthquake along with the landslide tsunami which causes the common effect of the large rock collapse or the seabed slide will cause more disaster to Taiwan.In this study, the landslide-type solitary waves impacted by the wave-making slide were mainly, three sets undulating breakwater placed in wave flume, finally place the same size as the sink pipe breakwater, At last, the energy dissipation structure of the same size pipe hole is placed in the water tank, and is filled in front, rear and middle of each group 0.04m thick fine white sand layer, adjusts “ undulating breakwater” and “pipe breakwater” the distance, to study the sand transporting rate of the sand in the front and back bed of the landslide by using different combination conditions, and to understand the sand transporting process, brush characteristics and the evolution of the shore beach, and to assist the establishment of numerical simulation, As a reference for the future of the coastal topography changes caused by the warming of the earth and extreme climate.
Experiments show that, with fine sand drift observation after splitting type solitary wave by wave undulating breakwater, different distance between submerged breakwater group b/h and pipe breakwater of w/B sand surface change as a whole, sand surface curve mainly in embankment before x = 0 ~ 25 cm range, especially before, sand surface between the rear with a submerged breakwater scour is most intense, and gradually increased when the distance between the dike group b/h, sand surface curve will gradually slow; In addition, the sand surface variation in Section II and Section III region, will w/B the distance gradually increases, decreases.

中文摘要
英文摘要
誌謝
目錄
表目錄
圖目錄
符號說明
第一章 緒論
1.1 前言
1.2 前人研究
1.3 研究方法及目的
第二章 試驗設備及佈置
2.1 試驗儀器與設備
2.1.1造波滑體設備
2.1.2斷面造波水槽
2.1.3複合式波浪型潛堤
2.1.4屏幕透水式管孔消能結構物
2.1.5細白砂
2.1.6攝影器材
2.1.7量測工具
2.2 實驗儀器配置
第三章 試驗方法與步驟
3.1實驗步驟與條件
3.2 海底輸砂變化量測方法
第四章 實驗結果與分析
4.1堤組間距b/h與管孔距離w/B的臨底砂面變化之影響
4.1.1 w/B=0.5時，不同堤組間距b/h的臨底砂面變化
4.1.2 w/B=1.0時，不同堤組間距b/h的臨底砂面變化
4.1.3 w/B=1.5時，不同堤組間距b/h的臨底砂面變化
4.1.4不同堤組間距（b/h）臨底砂面變化綜合研析
4.2管孔透水堤w/B對臨底砂面變化之影響
4.2.1 Section I臨底砂面變化
4.2.2 Section II臨底砂面變化
4.2.3 Section III臨底砂面變化
4.2.4 Section IV臨底砂面變化
4.2.5不同透水管孔堤間距（w/B）臨底砂面變化綜合研析
4.3不同堤組間距b/h與各區間臨底砂面總變化量之影響
4.3.1 Section I臨底砂面總變化量
4.3.2 Section II臨底砂面總變化量
4.3.3 Section III臨底砂面總變化量
4.3.4 Section IV臨底砂面總變化量
4.3.5不同堤組間距b/h與各區間臨底砂面總變化量綜合研析
4.4不同管孔透水堤w/B與各區間臨底砂面總變化量之影響
4.4.1 Section I臨底砂面總變化量
4.4.2 Section II臨底砂面總變化量
4.4.3 Section III臨底砂面總變化量
4.4.4 Section IV臨底砂面總變化量
4.4.5不同管孔透水堤w/B距離與各區間臨底砂面總變化量綜合研析
4.5不同堤組間距b/h與各區間臨底砂面平均變化量之影響
4.5.1 Section I臨底砂面平均變化量
4.5.2 Section II臨底砂面平均變化量
4.5.3 Section III臨底砂面平均變化量
4.5.4 Section IV臨底砂面平均變化量
4.5.5不同堤組間距b/h與各區間臨底砂面平均變化量綜合研析
4.6不同管孔透水堤w/B與各區間臨底砂面平均變化量之影響
4.6.1 Section I臨底砂面平均變化量
4.6.2 Section II臨底砂面平均變化量
4.6.3 Section III臨底砂面平均變化量
4.6.4 Section IV臨底砂面平均變化量
4.6.5不同管孔透水堤w/B距離與各區間臨底砂面平均變化量綜合研析
第五章 結論與建議
5.1 結論
5.2 建議
參考文獻

1.王玉海，波浪作用下臨底高含沙層輸沙研究，一版，中國水利水電出版社，中國，民國一百零四年九月。
2.石瑞祥、張尚裕，「複合式波浪型潛堤消波特性之研究」，第三十五屆海洋工程研討會，pp.185~190，高雄，國立中山大學，民國一百零二年。
3.石瑞祥、黃偉誌、李杰林，「滑坡型海嘯通過複合潛堤底床輸砂特性研究」，第三十八屆海洋工程研討會暨科技部計畫成果發表會，pp.264~269，臺北，國立臺灣大學，民國一百零五年十二月。
4.張尚裕，「滑坡型孤立波特性與流場可視化試驗研究」，東南科技大學，碩士論文，民國一百零四年七月。
5.Rijn, L. C. van., “Sediment transport, part II: suspended load transport”, Journal of Hydraulic Engineering, Vol. 110, No. 11, pp.1613-1641, 1984.
6.Chen, J., Huang, Z., Jiang, C., Deng, B., and Long, Y., “An experimental study of changes of beach profile and mean grain size cause by tsunami-like waves”, Journal of Coastal Research, Vol. 28, No. 5, pp. 1303-1312, 2012.
7.Chen, J., Huang, Z., Jiang, C., Deng, B., and Long, Y., “Tsunami-induced scour at coastal roadways: a loboratory study”, Net Hazards, Vol. 69, pp. 655-674, 2013.
8.Chen, J., Jiang, C., Yang, W., and Xiao, G., “Laboratory study on protection of tsunami-induced scour by offshore breakwaters”, Net Hazards, Vol. 81, pp. 1229-1247, 2016.
9.Watanabe, A., Isobe, M., “Sand transport rate under wave-current action”, Proc. of the 22nd Interl. Conf. on Coastal Eng., pp. 2495–2507, 1990.
10.Dibajnia, M., Watanabe, A., “Sheet flow under nonlinear waves and currents”, Proceedings of the 23rd International Conference on Coastal Engineering, Venice Italy, pp. 2015-2028, 1992.
11.Janssen, C.M., Riberrink, J.S., “Influence of grain diameter on sand transport in oscillatory sheet flow,” Proc. of the 25rd Intel. Conf. on Coastal Eng., pp. 4779–4792, 1996.
12.Ribberink, J.S., Chen, Z., “Sediment transport of fine sand under asymmetric oscillatory flow”, Delft Hydraulics, 1993.
13.Shih, Ruey-syan, “Experimental study on the Wave Attenuation of Porous Pipe Breakwaters”, 2011 International Conference on Vibration, Structural Engineering and Measuremen（ICVSEM 2011）, Oct. 21-23, Shanghai, China, 2011.