Please use this identifier to cite or link to this item: http://hdl.handle.net/11455/15650
標題: 潛堤與海堤間波浪變形特性之數值模擬
Numerical Simulation on Wave Transformation between Submerged Breakwater and Seawall
作者: 陳信佑
Chen, Hsin-yu
關鍵字: Submerged Breakwater
潛堤
pilling-up
Numerical Simulation
水位抬升
數值模擬
出版社: 土木工程學系所
引用: 1. Copeland, G. J. M., (1985) “Mild-Slope wave equation,” Coastal Engineering, Vol. 9, pp.125-149. 2. Chen, H.B., Tsai, C.P. and Chiu, J.R. (2006) “Wave Reflection from Vertical Breakwater with Porous Structure,” Ocean Engineering , Vol. 33, No. 13, pp. 1705-1717. 3. Chen, H.B., Tsai, C.P. and Jeng, C.C., (2007) “Wave Transformation between Submerged Breakwater and Seawall,” Journal of Coastal Research, SCI50(In Press). 4. Dattatri, J., Raman, H. and N. Jothishankar, (1978) “Performance Characteristic of Submerged Breakwaters,” Proceedings, 16th International Conference on Coastal Engineering, ASCE, pp.2153-2171. 5. Dalrymple, R. A., Losada, M. A. and Martin, P. A. (1991) “Reflection and Transmission from Porous Structures under Oblique Wave Attack,” Journal Fluid Mechanics, Vol. 224, pp.625-644. 6. Goda, Y., (1975) “Irregular Wave Deformation in the surf zone,” Coastal Engineering in Japan, VOL 18, pp.13-26. 7. Iwasaki, T. and Numata, A. (1970) “Experimental Studies on Wave Transmission of a Permeable Breakwater Constructed by Artifical Blocks,” Coastal Engineering in Japan, Vol. 13, pp.25-29. 8. Izumiya, T., (1990) “Extention of Mild Slope Equation for Waves Propagating over a Permeable Submerged Breakwater,” Proceedings, International Conference on Coastal Engineering, ASCE, pp.306-315. 9. Johnson, I.G., (1966) “Wave Boundary Layers and Friction Factors,” Proceeding of 10th International Conference on Coastal Engineering, Tokyo, PP.127-148. 10. Lee, C. P., (1987) “Wave Interaction with Permeable Structure,” Ph. D. Dissertation, Ocean Engineering Program, Department of Civil Engineering, Oregon State University, Corvallis, Oregon, U.S.A.. 11. Longuet-Higgins M. S., Stewart, R. W., (1964) “Radiation stresses in water waves; a physical discussion, with applications,” Deep-Sea Res., vol. 11, pp. 529-562. 12. Li-San Hwang, David Divoky, (1970) “Breaking wave setup and decay on gentle slopes,” Proc. 12th. Conf. on Coastal Eng., ASCE, pp. 377-389 13. Losada, I. J., Losada, M. A. and Martin, F. L. (1995) “Experimental Study of Wave-induced Flow in a Porous Structure,” Coastal Engineering, Vol. 26, pp.77-98. 14. Losada, I. J., R. Silva, and Losada, M. A. (1996a) “3-D Non-Breaking Regular Wave Interaction With Submerged Breakwaters,” Coastal Engineering, Vol. 28, pp.229-248. 15. Madsen, O. S., (1974) “Wave Transmission through Porous Structures,” Journal of Waterway, Port, Coastal, Ocean Engineering, ASCE , Vol. 100, pp.169-188. 16. Mendez, J. F., Losada, I. J. and Losada, M. A. (2001) “Wave-Induced Magnitudes in Permeable Submerged Breakwaters,” Journal Waterway, Port, Coastal, Ocean Engineering, ASCE , Vol. 127, pp.7-15. 17. Rivero, F, J., S.-Arcilla, A., Gironella, X., and Corrons, A. (1998) “Large-scale Hydrodynamic experiments in submerged breakwaters.” Proc., Coast. Dyn. ’97, ASCE, Reston, Va., PP.754-762. 18. Rojanakamthorn, S., Isobe, M. and Watanabe, A. (1989) “A Mathematical Model of Wave Transformation over a Submerged Breakwater,” Coastal Engineering in Japan, Vol. 31, No. 2, pp.209-234. 19. Sollitt, C. K. and Cross, R. H. (1972) “Wave Transmission through Permeable Breakwaters,” Proceedings, 13th International Conference on Coastal Engineering, ASCE, Vol. III, pp.1837-1846. 20. Sulisz, W., (1985) “Wave Reflection and Transmission at Permeable Breakwaters of Arbitrary Cross Section,” Coastal Engineering, Vol. 9, pp.371-386. 21. Svendsen I. A., 1984, “Wave attenuation and set-up on a beach,” Proc.19th. Conf. on Coastal Eng., ASCE, pp. 54-69 22. Tsai, C.P., Chen, H.B., Hsu, J. R., (2001) “Calculations of Wave Transformation across the Surf Zone,” Ocean Engineering, Vol 28, pp.169-188. 23. Tsai, C.P., Chen, H.B. and Lee, F.C. (2006) “Wave Transformation over Submerged Permeable Breakwater on Porous Bottom,” Ocean Engineering , Vol. 33, No. 12, pp. 1623-1643. 24. Watanabe, A. and Maruyama, K. (1986) “Numerical Modeling of Nerashore Wave Filed under Combined Refraction Diffraction and Breaking,” Coastal Engineering in Japan, Vol. 29, pp.19-39. 25. 李兆芳、劉正琪 (1995),「波浪透過透水潛堤之新理論解析」,中華民國第十七屆海洋工程研討會論文集,台南,第 593-606 頁。 26. 蘇青和、歐善惠、章梓雄 (1994),「斜向波與不規則透水結構物交互作用之邊界元素解析」,中華民國第十六屆海洋工程研討會論文集,高雄,第 B.310-B.324 頁
摘要: 在海岸工程上,透水潛堤除了有海岸保護及防災之功能外,並兼具可豐富海岸生態資源,在整合性海岸保護系統案例中,透水潛堤常被設置於海堤前方,但透水潛堤與海堤之間波場變化卻未受到重視。在海堤前設置透水潛堤影響作用下,本文以數值模擬潛堤與海堤間特性的變化,所採用模式的控制方程式為單層孔隙介質層參數之雙曲線型緩坡方程式,並導入非線性淺化理論。本文首先經由引用往昔波浪通過潛堤之波浪實驗數據驗證其正確性,再探討入射波浪條件與潛堤中孔隙率及摩擦因子等特性參數,對透水式潛堤與海堤間波浪及水位變化特性的影響。 由本文數值計算的結果得知,入射波高越大,潛堤與海堤間的波高越大、水位抬升越高,但週期越大時,在潛堤於海堤間之波高卻並不與週期增加成正比,而其水位抬升明顯的受到波高的節點或擬似節點是否發生於潛堤附近所影響。當有海堤的情況下,潛堤與海堤間的波高,隨著海堤坡度增加而變大,並且其波高將大於無海堤的情況。而在平均水位方面,發現當波高節點或擬似節點發生於潛堤附近時,則潛堤與海堤間的水位抬升將高於無海堤時潛堤後方的水位抬升,反之,則有海堤情況下水位抬升將低於無海堤時潛堤後方的水位抬升。
In the coastal engineering, the submerged permeable breakwater not only has the function of coastal disaster protection but also enriches the ecology of coastal restoration. Most examples of the Integrated Shore Protection System, the submerged permeable breakwater may located in front of a seawall. However, it is always disregarded that the wave differences between the submerged permeable breakwater and seawall. Under the effect of submerged permeable breakwater located in front of the seawall, this study is aimed to simulate the wave transformation between submerged breakwater and seawall. The model utilized is the controlling formula - parameter of the porous medium and introduced with the theory of nonlinear shoaling correction. First, in this dissertation, accuracy of the formula is examined by wave experiment data. In addition, discuss the effect of wave transformation between submerged breakwater and seawall though the condition of incident wave characteristics and permeable material characteristics. The calculation result of this dissertation shows that the higher incident wave, the larger disparity of the wave height and the higher pilling-up of water between submerged breakwater and seawall. However, the wave between submerged breakwater and seawall does not change by the period of incident wave. The water pilling-up effect depends on that if the wave node or similar node happened near the submerged breakwater. The wave height between submerged breakwater and seawall will becomes larger when the seawall slope is steeper. The wave height between submerged breakwater and seawall will be larger than the wave height without seawall. In the addition of averaged water level, when the wave node or similar node happens near submerged breakwater, the water pilling-up between submerged breakwater and seawall will higher than the water piling-up of submerged breakwater back with no seawall. On the contrary, the water pilling-up will lower than it that behind submerged breakwater with no seawall.
URI: http://hdl.handle.net/11455/15650
其他識別: U0005-2708200722180500
文章連結: http://www.airitilibrary.com/Publication/alDetailedMesh1?DocID=U0005-2708200722180500
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