本研究應用既有之淡大二維性深度平均數值模式TKUFM2並修改該模式之缺點，修改部份包括(1)可變底床坡降及(2)資料輸出之方便性。本研究更將模式改為無因次化以加強模式之收斂性。修改後之模式訂名為TKUFM2-II在數值演算方面，應用邊界轉換法於物理平面與計算平面之轉換，於流況模擬時，利用分割操作趨進法將動量方程式分割為對流項、擴散項及表面力項，配合連續方程式求解速度場及水深值。對流項以特性法求解，以符合其物理意義，擴散項以 A.D.I.數值隱性法配合湯馬斯演算法求解，表面力項則以顯性法求解，再以消散界面有限差分運算子及隱性法解連續項。
本研究首先應用TKUFM2-II模擬具60o交匯角之明渠匯流並與吳氏[2]、謝氏[3]及吳氏[4]之試驗值與許氏[5]之解析解比較。更應用TKUFM2-II模擬明渠分流流況、具有非均勻底床坡降之直線渠流、下游斷面部份出口之流況及具有內部抽水井之流況。 In this study use the average depth of two-dimensional numerical model of TKUFM2,and modify the shortcomings of the model including(1)variable bed gradient and (2) ease of data output and mode to non-dimensionless to help the model convergence. The modified model set called TKUFM2-II.
In terms of numerical calculation, the physical domain of the channel was firstly transformed to the computational domain. Thereby, the flow patterns were solved by using the split operator with various numerical schemes on the computational.
The first application of TKUFM2-II to simulation 60o open-channel junction flow ,with the experimental values and the analytical solution for comparison. The study also applied TKUFM2-II to simulation dividing open-channel flow、non-uniform bed slope of the straight channel flow and with the pumping flow conditions.
