The purpose of this experimental study was to investigate the effects of a rectangular canal on the hydrodynamics of turbulent surges before and after the canal by implementing a series of physical experiments. A dam-break wave model was used to simulate the tsunami-like turbulent waves passing over a smooth and horizontal surface, in the presence and absence of a canal. Three canal depths of [Formula: see text], 0.10 and 0.15[Formula: see text]m were used to model shallow, moderate and deep conditions and three canal widths of [Formula: see text], 1.60 and 3.0[Formula: see text]m were selected to model narrow to wide canals. The front velocity of the dam-break induced surges were controlled by rapidly releasing upstream impounded set volumes of water with depths of [Formula: see text], 0.30 and 0.40[Formula: see text]m. The dam-break wave propagation over a horizontal, dry and smooth bed revealed four regimes describing the variations of surge height with time. The arrival time to reach the maximum surge height and the quasi steady-state regime was correlated with each impoundment depth and an empirical formulation was proposed to estimate the onset of the quasi steady-state flow. The maximum surge heights measured before and after the mitigation canal location were compared with those recorded in the corresponding tests without the presence of the canal. It was found that the peak surge height upstream of the canal could increase up to 40% compared to the test without the presence of the canal in relatively small impoundment depth and in presence of a narrow canal due to momentum dissipation. The wave height downstream of the canal increased between 10% and 50% of the wave height without the presence of the canal and the minimum change in the wave height occurred for the canal width to depth ratio of 20. The time-history of surge velocity after the mitigation canal indicated a significant decay of between 40% and 60% in the presence of a canal due to the bed friction changes and momentum dissipation.

中文翻译：

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通过矩形运河的水力浪涌的实验研究

本实验研究的目的是通过实施一系列物理实验，研究矩形运河对运河前后湍流水动力的影响。在存在和不存在运河的情况下，使用溃坝波模型来模拟海啸般的湍流穿过光滑和水平的表面。[公式：见文]、0.10 和 0.15[公式：见文]m 三种运河深度用于模拟浅、中、深条件和[公式：见文]、1.60 和 3.0[公式：见文]三种运河宽度选择 text]m 来模拟从窄到宽的运河。溃坝诱发涌流的前沿速度是通过快速释放上游蓄积的水量来控制的，深度分别为[公式：见文]、0.30和0.40[公式：见文]m。破坝波在水平、干燥和光滑的河床上传播揭示了四种描述浪涌高度随时间变化的状态。达到最大浪涌高度和准稳态状态的到达时间与每个蓄水深度相关，并提出了一个经验公式来估计准稳态流动的开始。将缓解运河位置前后测量的最大浪涌高度与没有运河的相应测试中记录的最大浪涌高度进行比较。结果发现，与在相对较小的蓄水深度中不存在运河以及由于动量耗散而存在狭窄运河的情况下的测试相比，运河上游的峰值浪涌高度可增加多达 40%。