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14.30m及寬0.755m而渠壁深0.55m之直線渠槽下游端。潰口形狀為梯形。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。並設定殘留壩高0.250m、0.166m、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 trapezoid. 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 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.