A river diverts a steady flow into a 6-km trapezoidal earthen canal with bottom width of 3.75 m, side slopes of 1.5:1, and bottom slope of 0.0005 m/m. The Manning hydraulic roughness varies along the canal. Over a distance extending 2000 m upstream from the downstream control feature, n = 0.06 due to dense vegetative growth in the canal. From that location all the way upstream to the inlet from the river, the canal is much cleaner and n = 0.02. Water seeps to the ground water at a rate of 0.01 m2/s per km along the upstream 1500 m of the canal and at 0.015 m/s per km along the remainder of the canal. For the weed-infested portion of the canal, assume that the value of the kinetic energy correction coefficient is about 1.1 and for the clean reach that it is 1.0 Write and execute a program in Excel to calculate gradually-varied flow profiles along this canal for a steady flow rate of 14.5 m /s at the downstream control. Calculate the profile that would occur for each of the following three downstream hydraulic control conditions that are under consideration for this canal A free overfall into a drain at the downstream end of the canal reach, Free flow over a rectangular sharp-crested weir at the downstream end of the canal reach, having a crest length of 7 m and a crest elevation at 1.5 m above the canal bed, and Free flow under a 3.5-m-wide vertical sluice gate with the gate set at 0.95 m above the canal bed at the downstream end of the canal reach. In your computations, use 20-m spacing between cross sections for the first 500 m upstream from the downstream control, 50-m spacing for the next 1000 m upstream, and 100-m spacing for the last 4500 m upstream. Bends exist in the canal between cross sections 15 and 16 (assuming that the cross sections are numbered from upstream to downstream), between cross sections 33 and 34, and between cross sections 62 and 63. The bend loss coefficients are 0.55, 0.45, and 0.60 respectively A river diverts a steady flow into a 6-km trapezoidal earthen canal with bottom width of 3.75 m, side slopes of 1.5:1, and bottom slope of 0.0005 m/m. The Manning hydraulic roughness varies along the canal. Over a distance extending 2000 m upstream from the downstream control feature, n = 0.06 due to dense vegetative growth in the canal. From that location all the way upstream to the inlet from the river, the canal is much cleaner and n = 0.02. Water seeps to the ground water at a rate of 0.01 m2/s per km along the upstream 1500 m of the canal and at 0.015 m/s per km along the remainder of the canal. For the weed-infested portion of the canal, assume that the value of the kinetic energy correction coefficient is about 1.1 and for the clean reach that it is 1.0 Write and execute a program in Excel to calculate gradually-varied flow profiles along this canal for a steady flow rate of 14.5 m /s at the downstream control. Calculate the profile that would occur for each of the following three downstream hydraulic control conditions that are under consideration for this canal A free overfall into a drain at the downstream end of the canal reach, Free flow over a rectangular sharp-crested weir at the downstream end of the canal reach, having a crest length of 7 m and a crest elevation at 1.5 m above the canal bed, and Free flow under a 3.5-m-wide vertical sluice gate with the gate set at 0.95 m above the canal bed at the downstream end of the canal reach. In your computations, use 20-m spacing between cross sections for the first 500 m upstream from the downstream control, 50-m spacing for the next 1000 m upstream, and 100-m spacing for the last 4500 m upstream. Bends exist in the canal between cross sections 15 and 16 (assuming that the cross sections are numbered from upstream to downstream), between cross sections 33 and 34, and between cross sections 62 and 63. The bend loss coefficients are 0.55, 0.45, and 0.60 respectively