本研究應用模型試驗及數值模擬分析潰壩時殘留壩體與流量之關係，試驗之潰壩模型置於底床波降S0=0.01、長12.00m及寬0.775m而渠壁深0.55m之直線渠槽下游端。潰口形狀為矩形。壩體設置可分為三層，第一層為潰口形狀，第二層為一較潰口最大寬度寬之左右對稱雙開門板，第三層為一可向上抽離之隔板，由於抽離之隔板與水體隔開，抽離隔板時可減少隔板對水體所造成之向上的剪應力。並設定殘留壩高0.250m、0.175m、0.125m、0.100m、0.000m以及兩側殘留壩體使潰口寬度為1.0、0.9、0.8、0.7倍渠寬，用以模擬非完全潰壩之現象。
    本研究亦應用FLUENT模擬軟體建立非穩態流之模式，並以紊流模式依據三維模型進行潰壩模擬，其模擬條件與實體模型試驗條件相同，並將模擬結果與試驗結果比較分析。
結果顯示殘留壩體會影響流量的大小與延時，另分析發現可以位能轉換動能之方式計算出潰口流量計算公式。

This research applies model tests and numerical simulation to analyze, at dam failure, the relationship between flow rate and the residual dam body. The dam failure test model is located downstream of a linear channel with a bed slope S0 of 0.01, length of 12.00 m and width of 0.775 m. The shape of the breach is rectangular. The dam consists of three tiers, first of which is in the shape of the breach; the second tier is a horizontally symmetric double-door panels wider than the maximum width of the breach. A removable divider that can be pulled up makes the third tier. Removal of the divider separates it from the water body, which reduces the upward shear stress imposed by the divider on the water body. Simulation of a partial dam failure is done by setting the residual dam height to 0.250, 0.175, 0.125, 0.100, and 0.000 m tall and by modifying the residual dam body to make the breach width equal to 1.0, 0.9, 0.8 and 0.7 times of the channel width.
This research also utilizes FLUENT simulation software with a three-dimensional model to generate a dam failure simulation under non-steady flow and turbulent flow modes. The simulation criteria are the same as those of the physical model tests, and the simulation results are compared and analyzed with the physical test results.

中文摘要	I
英文摘要	II
目錄	III
圖目錄	IV
表目錄	V
第一章 前言	1
第二章 文獻回顧	3
第三章 試驗設備及測量方法	4
3-1因次分析	4
3-2模型製作及配置	5
3-3儀器設備介紹	5
3-4水位量測方法	6
3-5流量量測方法	6
第四章 數值方法	8
4-1 FLUENT商業軟體簡介	8
4-2控制方程式	8
4-3 FLUENT模式選定	9
4-4 FLUENT離散方法	10
4-5網格劃分、邊界條件及初始條件	11
4-6 FLUENT模擬流程	12
第五章 結果與討論	13
5-1潰口流量	14
5-2潰口水位變化	14
5-3流況變化	15
5-4流量係數	15
第六章 結論	17
參考文獻	18
附錄	46
圖目錄
圖                                                                 頁
1 試驗渠道配置圖	19
2 壩體設計圖	20
3 自計水位計	21
4 資料擷取系統	22
5 數值模擬網格(1)	23
6 數值模擬網格(2)	24
7 各計算方法之流量歷線，H0=0.50m、B/B0=1.0、W/H0=0.00	25
8 潰口流量歷線，潰口寬度(B/B0=0.7)	26
9 潰口流量歷線，潰口寬度(B/B0=0.8)	27
10 潰口流量歷線，潰口寬度(B/B0=0.9)	28
11 潰口流量歷線，潰口寬度(B/B0=1.0)	29
12潰口水位歷線，潰口寬度(B/B0=0.7)	30
13潰口水位歷線，潰口寬度(B/B0=0.8)	31
14潰口水位歷線，潰口寬度(B/B0=0.9)	32
15潰口水位歷線，潰口寬度(B/B0=1.0)	33
16瞬時水面線，殘留壩高(W=0.000m) 潰口寬度(B/B0=1.0)	34
17瞬時水面線，殘留壩高(W=0.125m) 潰口寬度(B/B0=1.0)	35
18瞬時水面線，殘留壩高(W=0.000m) 潰口寬度(B/B0=0.9)	36
19潰口福祿數-時間	37
20流量計算比較	38
21潰口流量係數迴歸曲線	39
22數值模擬流量與公式計算流量比較圖，潰口寬度(B/B0=1.0)	40
23數值模擬流量與公式計算流量比較圖，潰口寬度(B/B0=0.9)	41
24數值模擬流量與公式計算流量比較圖，潰口寬度(B/B0=0.8)	42
25數值模擬流量與公式計算流量比較圖，潰口寬度(B/B0=0.7)	43
表目錄
表                                                                 頁
1無因次參數	44
2洪峰流量(W/B0=0)	45

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