本研究於國立成功大學水利及海洋工程學系波浪動力學研究室斷面水槽中進行，蓄水段固定為8公尺長、水平發展段長度約6公尺，進行以潰壩機制產生非衰減湧波沖刷1/10斜坡之系列實驗。以光滑及中值粒徑分別為1.2及3.31毫米之細砂與礫石動床斜坡進行實驗，對湧波溯升高、溢淹水深、速度場、底床剪力、地下水位進行探討，且全程以非侵入式量測進行。溯升高度與溢淹水深量測延續Huang (2021)之47種湧波實驗條件，與光滑斜坡之量測結果及其所提出之經驗公式進行比較，並計算相應之衰減因子；速度場、底床剪力及地下水位則以完全發展湧波為研究對象，設定水平發展段及蓄水段水深分別為0.1及0.24公尺進行之。速度場、底床剪力以初始岸線位置為量測範圍、地下水位則觀測最大溯升位置鄰近區域。
根據實驗結果計算衰減因子，其中以弱湧波者歧異性較大，係由於弱湧波於光滑斜坡溯升之噴濺現象所致。將平均衰減因子除回動床斜坡之量測數據並與光滑斜坡者相比較，其相關係數皆達0.9830以上，足證其具良好相似性。
湧波沖刷行為依據其水平流速演變可概略分為溯升、第一次溯降、停滯、第二次溯降等四個階段。溯升階段時於垂直流速可見其具有上下震盪行為；第一次溯降時由下方水體先行轉換方向，由於細砂動床者邊界層效應明顯、粗糙度亦不致抑制底床附近之水體流動，因此流場反轉現象較光滑與礫石者顯著；第二次溯降由於方才經歷停滯階段，上下水體一致處於靜止狀態，爾後亦一致進行溯降，因此無流場反轉現象；兩種動床斜坡之垂直速度場中，於停滯與第二次溯降時可見底床附近有水體滲出，此現象與Longuet-Higgins (1983)以染劑進行規則波沖刷透水斜坡之地下水流動可視化研究結果相符，且於初始岸線靠近沖刷帶之位置較為明顯，近碎波帶處則受水深與水壓抑制。
兩種剪力計算公式求得之時序列趨勢相近，均於湧波剛抵達斜坡時到達頂峰，而後便逐漸下降。其中光滑底床者下降較快、動床者則於峰值維持較長時間方才下降，此因其粗糙度使剪力量值較大所；以Swart公式計算之剪力量值普遍偏高，且兩種公式之計算結果差異性隨底床粗糙度上升而變高，與O'Donoghue et al. (2016)所述相符。
地下水位變動可依出現位置與移動機制區分為湧波水體入滲與水位抬升入滲兩種。其中礫石動床以水位抬升入滲為主要地下水來源、細砂動床則以湧波下滲為主。當湧波進入停滯階段，細砂動床者持續有水位抬升入滲地下水進入觀測區域，礫石動床者則否。
本研究透過非侵入式量測進行潰壩式湧波沖刷1/10斜坡之系列實驗，於溯升高度與溢淹水深量測中與光滑斜坡相比較，計算不同類型湧波之溯升高度與溢淹水深於細砂與礫石斜坡之衰減量，提供量化之衰減因子數據；速度場方面發現湧波流速可區分為四個階段，以及底床粗糙度與流場反轉現象之關聯性，提供非衰減完全發展湧波之流速資訊；藉由剪力計算結果發現底床粗糙度與兩種計算公式差異量之關係，提供量化之剪力資訊與不同理論計算結果之差異；地下水位量測則提出其於細砂與礫石動床之流動方式差異，提供預測地下水流動之參考。

This study presents a series of experiments of swash flows generated by non-decaying bores. Sand, gravel and acrylic plates were used to build mobile and smooth slopes. Runup height, inundation depth, flow velocity, bed shear stress, and groundwater level were measured by non-intrusive instruments. Runup height and inundation depth measurements were performed with the same strength and scale of bores as used in Huang (2021), whose empirical formulas were used and methodologies for estimating reduction factors of different slopes were adopted. Flow velocity in the surf- and swash zones was measured using particle image velocimetry (PIV), and the associated bed shear stress were calculated based on PIV measurements. Image analysis techniques were applied for measuring groundwater level fluctuations.
Based on the measured runup heights, the reduction factors show consistent agreements for different types of bores for which discrepancy of reduction factors of weak bores is larger than the other types of bores.
Four stages were observed based on flow field measurements: runup, 1st rundown, stagnant, 2nd rundown. During flow reversal, velocity vectors near bottom will change their direction earlier than those near free surface since the presence of boundary layer. For mobile slopes, exfiltration happens at swash zone during stage 3 and 4.
The trend of bed shear stress obtained from using two different formulas are indeed different but similar. For smooth slope, the values of shear stress rapidly decrease at t√(g/h_0 )=47.42, with a good agreement using these two formulas.
For gravel beach, groundwater motion was driven by raising up elevation of water column outside of the beach; on the other hand, gravity dominates the motion of groundwater for the case of sandy beach.

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