Problem 4 Water flows in a rectangular channel with channel width B = 4.0 (m). The specific energy diagram (SED) of this flow is given in the figure below. (y =0.2 m) (1) Estimate the channel discharge Q from the given SED. (2) If the water depth in the channel at a cross section is y₁ = 0.45 (m). The channel bottom is raised smoothly by Az = 0.2 (m). Determine if the flow will be "choked" by the raised step. If yes, estimate the "backed up” depth upstream, y₁. If not, what is the water depth y₂ above the step? y (m) 0.55 0.5 0.45 0.4 0.35 > 0.3 0.25 0.2 0.15 0.1 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 E (m)

Problem 1. Consider a drainage system that consists of horizontal drains located at an elevation ho above the base of an unconfined aquifer of thickness b 10 m (see Figure 1). The recharge rate is r = 100 mm/yr, and the hydraulic conductivity of the aquifer is K = 1 m/d. The design condition of the drainage system is to avoid ponding at the ground surface. You can ignore the vadose zone for this problem. 1. Obtain the relation between the half-distance between drains, L, and the elevation of the drains, ho. Plot this function over the range of feasible lengths. 2. The cost of each individual drain can be split as the cost of the material (fixed) and the cost of installation (which is assumed to be proportional to the depth b – ho). If the fixed cost is $500 and the installation cost is $100 per meter of aquifer length per meter of depth, can you build a drainage system for less than $1 per meter of aquifer length? If so, what depth ho and spacing 2L would you choose? K= 1 m/day 2L = r…

Solve this question, please and find the permeability of the dam 

Water flows in a rectangular channel at a depth of 1.5 m. A 30 cm high smooth hump produces a drop of 15 cm in the water surface elevation. Neglecting losses, estimate the discharge per unit width of the channel. Solution: Refer to Figure 2.18. Let suffixes 1 and 2 refer to sections upstream of the hump and on the hump respectively as indicated in the figure. Energy Line V Е, У, 1 0.15 m √₂ Hump AZ = 0.30 m 2