Instructions: Open book, open notes. Use engineering paper. When you are finished, staple your work in sequence (1 to 5), and return this sheet with your work.

1. (20%) Calculate the initial and sequent depths y₁ and y₂ of a hydraulic jump, given unit-width discharge q = 0.12 m²/s, and energy loss ΔE = 0.6 m. Procedure: Assume a suitably low F₁; calculate y₂/y₁, y₁, v₁, and a new F₁. Compare new value with assumed value; if different, increment F₁ a suitable amount and iterate, until a match is obtained. Show results in tabular form. Confirm with onlinechannel16.php

2. (20%) You are observing the rising flood stage of a major river in a study reach AB of length L = 10 km. At your observation point at the downstream point B, the discharge is Q_B = 300 m³/s and the stage is rising at the rate of r_B = 3.2 mm/hr. The average surface width of the river in the study reach is W = 180 m. Estimate the present discharge at point A. How could this estimate be improved?

3. (20%) A hydraulically wide channel is operating at Froude number F = 0.18. The unit-width discharge is q = 2.25 m²/s. What are two Langrange absolute celerities?

4. (20%) Teton Dam failed on June 5, 1975, in Idaho, releasing 2,000,000 cfs. At a distance of 100 miles downstream, the flow was estimated to be 50,000 cfs. What type of wave was most likely acting? Kinematic, diffusion, or dynamic? Why?

5. (20%) An irrigation canal has a mean velocity u = 0.7 m/s, mean flow depth d = 1 m, and slope S = 0.005 m/m. Estimate the minimum time of gate opening T_o to minimize the possibility of a surge.