近年來隨著海岸管理觀念的改變，以人工養灘配合人工岬頭，創造遊憩灣岸，已成為國外海岸先進國家逐漸採用的防治侵蝕及海岸保全工法之一。規劃設計安定灣岸時，可採用水工模型試驗及數值模擬；前者費時費力，後者包括波浪、地形變化、流場及漂砂傳輸四大部分的計算。本研究引用日本Serizawa et al. (1996)及Kumada et al. (2002)針對Hsu and Evans (1989)的靜態平衡灘線模式所發展的Hsu3D模式，使用時不需波流場與灘線位置的重複計算及總輸沙量連續性條件，即可計算人工岬灣內等深線與灘線的變化，模擬區域內侵淤情況，可應用於人工養灘工法前之評估。
本研究進行現場模擬前，先針對陸域限制坡度iR、水域限制坡度ic、濱台高度hR、岬灣下游灘線角度及入射波向角的設定進行測試，再與Serizawa et al. (2000)的模擬結果進行驗證，並探討各參數對模擬結果的影響，以提昇各項參數設定之正確性及模式的可信度；再以Hsu3D模式模擬西子灣受夏季季風浪正向入射的灘線與等深線變化。
本研究同時利用Hus3D模式探討斜向入射時，下游控制點Q的偏移量，以協助預測未來人工養灘下游灘線控制點之定點。模擬結果顯示下游控制點Q在不同碎波波高Hb正向入射影響下皆未偏移；但由在水深20 m處邊界輸入不同的斜向入射 (0°≤θ≤35°)波浪作用於d50=0.2~0.5 mm之海灘，可得到入射波波向角θ角與Q點偏移的X與Y座標數據，再由其建立迴歸式，可預估下游控制點移動量，提供MEPBAY (Klein et al., 2003)在電腦螢幕上直接評估達到靜態岬灣時的未來灣線。

With the changing perceptions in coastal engineering in recent time, creation of bay beach for recreation by combining artificial headlands with nourishment has become one of the favorable options for mitigating erosion and shore protection in several foreign countries advanced in coastal engineering. To achieve this goal, hydraulic model tests and numerical simulations have been applied for the planning and design of stable bay beaches. While using the latter approach, numerical computation includes four major components, these being the waves, topography changes, flow field and sediment transport. This study utilizes the so-called Modified Hsu3D model developed by Serizawa et al. (1996) and Kumada et al. (2002) in Japan for the bathymetry within a static equilibrium bay beach defined by Hsu and Evans (1989). This model enables the direct calculation of bottom bathymetry within a static bay without using not only iterative numerical steps for wave transformation and current distribution, but also the continuity equation for total sediment transport. The results of this simplified approach can be used to estimate the distribution of erosion and accretion within a static bay, hence, suitable for pre-assessment of an artificial beach nourishment project.

Prior to applying the Modified Hsu3D model to a bay beach undertaken in this study, sensitivity tests are performed on the setting of several key parameters associated with this model, such as limiting slope on land , limiting slope in the water , height of the berm , alignment angle at downdrift of the bay beach, and wave incident angle . The verification results are then adopted to compare with that reported in Serizawa et al. (2000), as well as to investigate the effects of each parameters on the accuracy of the modeling, in order to enhance the reliability of this model and the setting of the parameters. Finally, the Modified Hsu3D model is applied to simulate the changes in the shoreline and bathymetry for the Sizihwan Bay in Kaohsiung, under the action of normal incident waves during summer monsoon.

This study also takes the advantage of the Modified Hsu3D model to explore the effect of oblique wave incidence on the deviation of downdrift control point of a static bay, in order to assist the prediction of downdrift control point for beach changes on an artificially nourished bay beach. The results reveal that the downdrift control point does not shift, under normal incident waves with different for the breaker. On the other hand, under oblique wave action within from the external boundary line of 20 m depth offshore of a bay beach comprising sediment 0.2~0.5 mm, the offset of point (i.e., and coordinates from the original origin) versus wave incident angle can be established. By establishing a regression equation between and versus , the result can be used to assist the determination, more precisely without guess work, on locating the downdrift control point of a bay beach, while working on the MEPBAY (Klein, et al., 2003) on computer screen to assess its stability.

致謝 I
摘要 II
ABSTRACT III
目錄 V
圖目錄 VII
表目錄 X
第一章 緒論 1
1.1 前言 1
1.2 研究動機與目的 2
1.3 研究方法與步驟 3
1.4 文獻回顧 3
1.5 本文研究架構 5
第二章 HSU3D FORTRAN程式系統說明 6
2.1 海岸變遷模式基礎理論 6
2.2 平衡灘線計算 6
2.3 三維海灘預測模式 10
2.3.1 等深線變化與濱線及漂砂的關係 10
2.3.2 漂砂平衡守恆方程式 12
2.3.3 海灘剖面坡度修正法 12
2.4 計算順序 13
2.5 HSU3D的FORTRAN程式簡介 15
2.5.1 Hsu3D程式輸入參數說明 17
第三章 HSU3D模式參數驗證 22
3.1 HSU3D模式基本設置說明 22
3.2 陸域及水域限制坡度的設定 26
3.3 濱台高度H_R設定 33
3.4 岬灣下游灘線角度的設定 35
3.5 入射波向角的設定 39
第四章 HSU3D模式之應用 45
4.1 下游控制點Q之探討 45
4.1.1 不同碎波波高之下游控制點探討 45
4.1.2 不同入射波向角之下游控制點偏移 48
4.2 HSU3D模式模擬西子灣海灘 62
第五章 討論與建議 65
5.1 結論 65
5.2 建議 66
參考文獻 67
附錄1 69

1. Gonzalez, M., Medina, R., 2001. On the application of static equilibrium bay formulations to natural and man-made beaches. Coastal Engineering 43 (3–4), 209–225. Hsu, J.R.C., Evans, C., 1989. Parabolic bay shapes and applications. Proc. Institution of Civil Engineers, London, Part 2, 87, pp. 557–570.

2. Kumada, T., Kobayashi, A., Uda, T., San-nami, T., 2002. Field observation of threedimensional changes of artificial beach and application of expanded Hsu model the example of Kemigawa beach in Chiba Prefecture, Japan. Proc. 28th Inter. Conf. Coastal Eng: ASCE, vol. 4, pp. 3711–3723.

3. Mimura, N., Kato, H., Sumita, Y., Miyamoto, H., Isaji, S., 1991. Response of seashore landform to construction of harbor structure on Oarai beach in Ibaraki Prefecture, Japan. Proc. Coastal Eng: JSCE, vol. 38, pp. 401–405. In Japanese.

4. Penney, W. G. and A. T. Price, “The diffraction theory of sea waves and shelter afforded by breakwater,” Phil. Trans. Roy. Soc. Ser. A, vol. 224, pp. 236-253

5. Sakai, K., Kobayashi, A., Kumada, T., Uda, T., Serizawa, M., 2003. Predictive model of three-dimensional beach changes on a coast with a seawall by expanding Hsu model. Proc. Coastal Sediments '03. ASCE, pp. 1–15.

6. Serizawa, M., Abdelaziz, Rabil, San-nami, T., Gomi, H., 1993. Simple calculation methodof irregular wave field in wave diffraction zone. Annual Journal of Coastal Eng: JSCE, vol. 40, pp. 76–80. In Japanese.

7. Serizawa, M., Uda, T., San-nami, T., Furuike, K., Kanda, Y., 1996. A method for predicting optimum stable shoreline around a headland by applying modified Hsu model. Annual Journal of Coastal Eng: JSCE, vol. 43, pp. 646–650. In Japanese.

8. Serizawa, M., Uda, T., San-nami, T., Furuike, K., Kanda, Y., 2000. Expansion of Hsumethod to a model for predicting three-dimensional beach changes. Annual Journal of Coastal Eng: JSCE, vol. 47, pp. 601–605. In Japanese.

9. Serizawa, M., Uda, T., Kumada, T., San-nami, T., Furuike, K., 2005. Beach erosion caused by dredging of navigation channels at ports and river mouth. Proc. 14th Biennial Coastal Zone Conf., New Orleans, Louisiana, pp. 1–5.
10. Shepard, F.P., 1963. Shepard Submarine Geology(2nd ed.)Harper and Row, NewYork, N.Y (1963),pp. 557.

11. Silvester, R., Hsu, J.R.C., 1993. Coastal stabilization: innovative concepts. Prentice Hall,

12. Englewood Cliff, New Jersey. 578 pp. Silvester, R., Hsu, J.R.C., 1997. Coastal Stabilization. World Scientific Publishing Company, Singapore, 578 pp. (Reprint of Silvester and Hsu, 1993).

13. Tan, S.K., Chiew, Y.M., 1994. Analysis of bayed beaches in static equilibrium. Journal of Waterway, Port, Coastal, and Ocean Engineering, ASCE 120 (2), 145–153.

14. Uda, T., 1997. Beach Erosion in Japan. Sankaido Shuppan, Tokyo. 442 pp. In Japanese.

15. Uda, T., Kawano, S., 1996. Development of contour line change model for predicting　beach changes. Proc. Japan Society of Civil Engineers, No. 539/II-35, pp. 121–139. In Japanese.

16. Uda, T., Yamagata, H., Katoh, K., Akamatsu, N., 1998. Predictive model of threedimensional development and deformation of river mouth delta by applying
contour line change model. Proc. 26th Inter. Conf. Coastal Eng. ASCE, pp. 3138-
3150.

17. Uda, T., Serizawa, M., San-nami, T., Furuike, K., 2002. Shoreline changes of a pocket beach caused by elongation of harbor breakwater and their prediction. Transactions Japanese geomorphological union 23–3, 395–413.

18. Uda, T., 2010. Japan’s Beach Erosion:Reality and Future Measures. Advanced Series on Ocean Engineering– vol. 31. World Scientific Publishing Co. Pte. Ltd.

19. 郭金棟 (2004)。「海岸保護」，科技圖書，第89-94頁。

20. 經濟部水利署第六河川局 (2010)。動態人工岬灣應用於台南高雄海岸之研究，期末報告。成大水利發展基金會執行。