本研究利用二維數值模式CCHE-2D模擬知本溪上游處可調式防砂壩壩體建立前後之水理、輸砂模擬試驗，經重現期距50、100年之含砂流量模擬後，探討可調式防砂壩之效果，並利用鋼管可拆除的特性，拆除後壩體的土砂流出情形，以瞭解「調節式防砂壩」之功效，探討調節後的河床變化。並輔以空中攝影測量觀察建壩後之河道變化。
二維數值模擬結果顯示，可調式防砂壩加入後，土砂被攔蓄於壩體的上游，因此壩體上游的河床糙度及水位會因此升高；而空拍之主要目的為透過攝影測量於相同區域前後期不同時間之拍攝獲得的點雲資料產製不規則三角網地形(TIN)，再利用DTM法，針對特定區段計算土砂變化，最後探討土砂變化及產製之正射影像成果比較。

In this study, the two-dimensional numerical model CCHE-2D is used to simulate the water management before and after the establishment of the adjustable sand dam body in the upper reaches of Zhibenxi. The sand transport simulation test is carried out after the simulation of the sand loading flow with a recurrence period of 50 and 100 years. The effect of the adjustable sand control dam, and the use of the removable characteristics of the steel pipe, remove the soil sand outflow situation of the rear dam body, to understand the effect of the "adjustable sand control dam", and to explore the adjustment of the riverbed after adjustment. It is supplemented by aerial photogrammetry to observe the changes in the river channel after the dam is built.
The results of two-dimensional numerical simulation show that after the adjustable sand control dam is added, the soil sand is stored in the upstream of the dam, so the riverbed roughness and water level in the upstream of the dam will increase. The main purpose of the aerial photography is to measure the same through the photogrammetry. The point cloud data obtained from different regions in the early and late stages of the region produced irregular
triangulated terrain (TIN), and then used the DTM method to calculate soil sand changes for specific sections. Finally, the orthophoto results of soil sand change and production were compared.

1. 內政部國土測繪中心，2011，發展無人飛行載具技術作業—工作總報告，國土測繪中心，臺中，第4頁。
2. 王圍穩，2009，壩體移除對河床變化之試驗研究與鋼管壩之鋼構安定分析，碩士論文，國立中興大學，水土保持學系，台中。
3. 王傳益，葉昭憲，鄭人豪，段紀湘，呂其倫，2010，防砂壩壩體移除之模型試驗-以七家灣溪一號壩為例，水土保持學報第42卷，第4期，第423-437頁。
4. 王天佑、蕭震洋，2013，「應用無人載具航拍及非常規攝影量測進行土石流三維地形重構」，中興工程，第120卷，第3-12頁。
5. 行政院農業委員會水土保持局，2006，水土保持手冊，行政院農委會水土保持局。
6. 行政院農業委員會水土保持局，2012，水土保持技術規範，行政院農委會水土保持局。
7. 李岱玲，2011，CCHE2D模式應用於蜿蜒複式河槽變遷之研究，碩士論文，國立交通大學，土木工程學系，新竹。
8. 何幸娟、林伯勳、張玉粦、冀樹勇，2014年，「應用監測與遙測影像探討河道沖淤變化影響」，中興工程，第122期，第22-33頁。
9. 林欣怡，2008，防砂壩移除對河床變遷影響之研究─以巴陵壩為例，碩士論文，國立台灣大學，土木工程學系，臺北。
10. 柯如榕，2014，多時期航空影像於河床變遷分析之應用研究，碩士論文，國立中興大學，土木工程學系研究所，臺中。
11. 段錦浩、連惠邦、葉昭憲，2008，七家灣溪一號防砂壩壩體改善之試驗研究，內政部營建署雪霸國家公園管理處。
12. 許少華，林仁奎，洪碧芳，2014，「以CCHE-2D模擬筏子溪之交互砂洲演變過程」，臺灣水利，第62卷，第3期，第75-84頁。
13. 陳樹群、安軒霈，2006，透水攔淤防砂壩對細顆粒泥砂之囚砂特性研究，行政院農委會水土保持局。
14. 陳世鎮，2011，頭前溪河口沖淤問題分析及對策研究，碩士論文，國立中興大學，水土保持學系，台中。
15. 葉克家，2009，美國國家計算水科學及工程中心河道變遷模式之引進及應用研究，第十三屆海峽兩岸水利科技交流研討會。
16. 潘建中、黃宏斌，1995，連續防砂壩之水理特性研究，農業工程學報，第41卷，第3期，第38-46頁。
17. 錢寧、萬兆惠，1991，泥砂運動力學，科學出版社。
18. 闕帝旺，2013，野溪淤積土砂清疏之數值模擬-以來社溪為例，碩士論文，逢甲大學，水利工程與資源保育學系，臺中。
19. Bui Minh Duc, Wenka T.,and Rodi W. 2004, “Numerical modeling of bed deformation in laboratory channels.” J. Hydr. Engrg., ASCE,Vol.130, No.9. pp.894- 904.
20. Cantelli, A., Wong, M., Parker, G., and Paola, C., 2007, “Numerical model linking bed and bank evolution of incisional channel created by dam removal,” Water Resour. Res., 43: W07436.
21. Doyle, M. W., Stanley, E. H., Harbor, J. M.,2003,”Channel Adjustments Following Two Dam Removals in Wisconsin,” WaterResources Research, 39:1011.
22. Gilbert, G. K., 1914, “The Transportation of Debris by RunningWater,” U. S. Geol. Survey, Prof. 86: 259.
23. Jennifer G.Duan, S.S.Y. Wang and Yafei Jia,2001,” The Applications of the Enhanced CCHE2D Model to Study the Alluvial Channel Migration Processes”, Journal of Hydraulic Research,Vol 39, Issue5, pp.469-480.
24. Jia, Y., Wang, S.,2001, “CCHE2D verification and validation tests documentation.” National Center for Computational Hydroscience and Engineering. Technical Report No. NCCHE-TR-2001-2, August.
25. Jia, Y., Wang, S.Y.Y., and Xu, Y.,2002, "Validation and application of a 2D model to channels with complex geometry", International Journal of Computational Engineering Science,Vol.3, No.1, pp.57-71.
26. Kondolf, G. M.,1997, “Hungry water: effects of dams and gravel mining on river channels.” Environmental management,Vol.21, No.4, pp.533-551.
27. Lane, E. W.,1955, “The importance of fluvial morphology in hydraulic engineering.” Proc., ASCE,Vol.745, No.81, pp.1-17.
28. Nagata, N., Hosoda, T., and Muramoto, Y.,2000, “Numerical analysis of river channel processes with bank erosion.” J. Hydr. Engrg., ASCE,Vol.126, No.4, pp.243–252.
29. Nakano, H., Kasai, S., Moriyama, H., and Mizuno, M.,2003, “Safer and more economical steel sabo dam designs.” Kobe Steel Engineering Reposts,Vol.53, No.1, pp.86-90.
30. Ono, G. I., Mizuyama, T., and Matsumura, K.,2004, “Current practices in the design and evaluation of steel sabo facilities in Japan.” Internationales Symposion INTERPRAEVENT 2004 – RIVA/TRIENT, pp.253-264.
31. Proffit, G.T. and Sutherland., A.J. 1983. ”Transport of nonuniform sediment.” J. of Hydraulic Research,Vol.21, No.1, pp.33-43.
32. Toffaleti, F.B.,1968, “A procedure for computation of the total river sand discharge and detailed distribution, bed to surface.”” Technical Report No.5, US Army Corps of Engineers, Vicksburg, Miss.
33. Wu, W., Rodi, W., and Wenka, T.,2000, “3D Numerical modeling of flow and sediment transport in open channels.” J. Hydraul. Eng., Vol.126, No.1, pp.4–15.
34. Wu, W., Wang, S.S.Y., and Jia, Y.,2000, “Nonuniform sediment transport in alluvial rivers.” J. Hydr. Res., IAHR,Vol.38, No.6, pp.427-434.
35. Wu, W.M.,2001, “CCHE2D sediment transport model”, Technical Report No. NCCHE-TR-2001-3, National Center for Computational Hydroscience and Engineering, The University of Mississippi.