本研究應用模型試驗分析梯形潰口潰壩時殘留壩體、初始水位、梯形斜率與流量之關係，試驗之潰壩模型置於底床坡降0.01、長14.40m、寬0.755m、渠壁深0.55m之直線矩形渠槽下游端。潰口形狀為梯形斜率為0.2及0.3之梯形。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。並設定垂向殘留壩高0.250m、0.166m、0.125m、0.100m、0.000m以及兩側側向殘留壩單寬0.105m、0.068m、0.030m、0.000m，用以模擬非完全潰壩之現象。 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 14.40 m and width of 0.755 m. The shape of the breach is Trapezoid with side-slope of 0.2 and 0.3. 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, 0.166, 0.125, 0.100, and 0.000 m tall and by modifying the side-residual dam body to make the breach width equal to 0.105, 0.068, 0.030 and 0.000 of the channel width.
