摘 要
　　水庫蓄水區為涵蓋集水區內主支流及大小野溪水源的匯集處，瀕臨蓄水區週遭之自然邊坡的穩定性不僅是集水區水土保持工程 重要之一環，也是水庫蓄水區直接產生淤積量之最大影響區面。
　　對水庫淤積最具影響者為集水區內大面積的邊坡崩坍破壞與地滑地受外在因素擾動下的遽然滑落，而尤以邊坡地盤滑動破壞所產生之大量土石為甚，當崩坍地或地滑地發生地點距水庫蓄水區或主支流越近者，其造成水庫淤積量之影響越大，而距離較遠者，則由於具有某一程度之土石搬移距離與滯留空間地帶，因此對水庫淤積造成衝擊則較為輕緩。
　　濱水區邊坡發生崩坍或地滑破壞，其所產生土石都將直接滑入水庫，直接造成淤積量增加，長期累積將致水庫使用壽命減少，為謀求水庫永續經營與利用，濱水區邊坡破壞之整治為水庫集水區治理當務之急。本文擇一瀕臨曾文水庫蓄水區之地滑地-「掬月半島地滑地」，以採用擋土排樁作為邊坡滑動治理之方案為研究案例，就設置擋土排樁後對邊坡穩定之影響，採極限平衡法應用PC STABLE 6程式分析軟體作為安全係數分析，並對照施工後之工程成效，在以有效治理地滑地為基本思維，並兼顧景觀生態層面下，進行分析擋土排樁作為濱水區滑動邊坡治理策略可行性之探討，以期建立日後水庫濱水區滑動邊坡治理之一可循之模式。

Abstract
　Reservoir’s storage area is the junction that is covered with water sources of the main、 branch and wild creeks in the basin. The stability of the natural slope around it is not only an important part of water and soil conservation in the watershed, but also the maximum influence zone of its deposit produced directly.
　Huge areas of collapse and landslide with respect to the slope failure in the basin are those factors affecting reservoir’s deposit most utterly, specially for large amount of mudstone debris resulted from the landslide of the slope failure. Where the collapse or landslide closer to reservoir’s storage area or main and branch happens results in the more effect on its deposit. But the more remote gives rise to the less impact on reservoir’s deposit, owing to a certain degree of mudstone shift distance and stagnant zone.
　The collapse or landslide of the slope failure occurs in the wetted zone and that results in mudstone debris directly sliding into the reservoir. Thus, the deposit increases as the reservoir usage span decreases. To seek for the everlasting management and utilization, the control of slope failure in the wetted zone is the emergency on controlling the reservoir’s basin in present. This study makes a choice for a landslide near the storage area of Tsen Wen reservoir-「Gee Ue peninsula landslide」 and makes use of retailing pile in row as the case on the control of the slope landslide.For the influence on the slope stability after its installation. The program PC STABLE 6 uses ultimate balance method as the analysis software for safety factor. According to the engineering effect after construction, the effective control on landslide is used to be the basic concept, also taking consideration for landscape and ecology. Via analysis,the retailing pile is taken as the feasibility study of the control strategy of landslide in the wetted zone in order to establish a model, available to be followed up in the future,for landslide control in the slope.

1. 何春蓀，1997，”台灣地質概論：台灣地質圖說明”，經濟部中央地調所，164頁。
2. 李德河教授（2003），”邊坡穩定”授課講義，國立成功大學土木工程研究所。
3. 財團法人成大研究發展基金會，2001，”曾文水庫水質調查及改善計畫”，經濟部水利署南區水資源局。
4. 財團法人成大研究發展基金會（2004），”曾文水庫環湖道路、南寮野溪及石壁頭地滑地處理調查規劃畫”，經濟部水利署南區水資源局。
5. 徐鐵良(1986)：”地質與工程”，科技圖書股份有限公司，台北，第163-213頁。
6. 黃添坤(2000)，”有限元素法於邊坡穩定分析之應用”，中國土木水利工程期刊，第十二卷，第四期，第695-702頁。
7. 楊凱勝（2003），”FLAC與STABL程式於邊坡穩定分析之比較”，碩士論文，中原大學土木工程研究所。
8. 葉生祥（2004），”擋土排樁群於邊坡穩定之力學行為探討”，碩士論文，國立中興大學土木工程研究所。
9. 傳祖敏、謝雙喜、齊麟，1964，”曾文水庫附近地質報告”，曾文水庫計劃地質報告彙編，pp.138-142。
10. 經濟部水資源局”蓄水庫安全評估規範”（1998）。
11. 經濟部水資源局”曾文水庫安全綜合研究報告”（2005）。
12. 經濟部水利署南區水資源局” 曾文水庫大壩安全評估計劃” （1998）。
13. ，經濟部水利署南區水資源局” 曾文水庫大埔鄉掬月半島及馬頭山地滑地觀測調查計畫” （2000）。
14. 廖洪鈞教授（1999），”山坡地開發安全監測工程技術”，都市防災及山坡地災害防治研討會論文集。
15. 廖瑞堂，2003，”山坡地護坡工程設計”，科技圖書股份有限公司。
16. 廖偉志（2004），”排樁邊坡擬靜態力學行為之探討”，碩士論文，國立中興大學土木工程研究所。。
17. 顏啟照、何智武（1977），”曾文水庫集水區輸砂量之估算”，土木水利，Vol.9，No.2，pp.1-28。
18. American Society for Testing and Materials, 1983, “Annual Book of ASTM Standards, Soil and Rocks, Building Stones, Section 4”. American Society for Testing and Materials (ASTM), Philadelphia, PA, 734 pp.。
19. Bishop, A.W. : ”The use of the slip circle in the stability analysis of earth Slope”, Geotechnique, Vol. 5, pp. 7-17 (1955)。
20. Brinch Hansen, J. : ”The ultimate resistance of rigid piles against transversal forces”, Bulletin of The Danish Geotechnical Institute, Copenhagen (1961)。
21. .Cai, F. and Ugai, K., ”Numerical analysis of the stability of a slope reinforced with piles”, Soils and Foundations,Vol. 40, No. 1, pp. 73-84 (2000)。
22. De Beer, E.E. and Wallays, M. : ”Forces induced in piles by unsymmetrical surcharges on the soil around the pile”, Proc. 5th European Conf. on Soil Mechanics and Foundation Engineering, Vol. 1, The Spanish Society for soil Mechanics and Foundation, Madrid (1972)。
23. De Beer, E.E. and Carpentier, R. : discussion of “Methods to estimate lateral force acting on stabilizing piles”by Ito, T. and Matsui, T., Soils and Foundations, Vol. 17, No. 1, pp. 68-82 (1977)。
24. Highway Research Board Special Report, 1958 “Landslides and Engineering Practice”, Dept. of Soils, Geology, and Foundations Committee on Landslide Investigations。
25. Hoek, E., 1981, “Rock Slope Engineering. Revised 3rd ed.”, Institution of Mining and Metallurgy, London, 358 pp.
26. Ito , T. and Matsui, T., : ”Methods to estimate lateral force acting on stabilizing piles”,Soils and Foundations, Vol. 15, No. 4, pp. 43-59(1975)。
27. Ito , T. and Matsui, T. and Hong, W.P., “Design method for the stability analysis of the slope with landing pier”, Soils and Foundations, Vol, 19, No. 4, pp. 43-57 (1979)。
28. Ito , T. and Matsui, T. and Hong,W.P., “Design method for stabilizing piles against landslide-one row of piles”, Soils and Foundations, Vol. 21, No. 1, pp. 21-37 (1981)。
29. Ito , T. and Matsui, T. and Hong, W.P., “Extended design method for multi-row stabilizing piles against landslide”, Soils and Foundations, Vol. 22, No. 1, pp. 1-13 (1982)。
30. Quido Zaruba and Vojtech Mencl. 1982 “Landslides and Their Control” Developments in Geotechnical Engineering 31. Rainbow-Brings Book Co, Ltd。