8.5.2. A 13.1-ft-wide rectangular channel conveys 72.7 cfs. Determine the depth of water that would be produced upstream of a 3.28-ft-high weir that is built across the floor of the channel. Also determine the velocity of flow over the weir. Assume the weir friction loss and the velocity head upstream are negligible. 8.5.4. The river depth just upstream of a power company's dam and diversion weir is 6.20 ft. The 10-ftwide frictionless weir rises 3.60 ft above the river bed. Determine the diversion flow rate by two different equations and the velocity of the water going over the weir. Assume the upstream velocity head is negligible 8.5.6. The energy grade line upstream of a weir is 2.60 m above the channel bottom. The 1.40-m-high, 5-m-wide weir resides in a rectangular channel carrying a flow of 10.0 m3/s. Determine the actual coefficient of discharge in the weir equation (Equation 8.8c, Cd # 1.70) considering the energy losses. Also determine the amount of the energy loss in meters. 8.6.4. A spillway must carry a peak flow of 61.5 m3/s when the reservoir elevation is 1.25 m above the crest of the spillway. The approach channel to the spillway is 15 m deep. If a spillway is used with a discharge coefficient of 2.05, determine the length of the crest required to handle the discharge. Also determine the discharge coefficient in British units. Assume the approach velocity is negligible. 8.6.6. An overflow spillway is designed to discharge 214 m3/s under a maximum head of 1.86 m. Determine the width and the profile of the spillway crest if the upstream and downstream slopes are 1:1. Assume C = 2.22. 8.9.3. Determine the flow rate in a 6.5 ft X 6.5 ft concrete culvert if the headwater is limited to a depth of 13.3 ft above the invert (culvert bottom). The culvert has a square-edged entrance and is 50 ft long with a slope of 1.0%. Assume that the outlet is not submerged (i.e., hydraulic operation category (c)), but once the flow rate is found, verify that it is not category (b) by checking normal depth. 8.9.7. Determine the size of a circular, corrugated metal culvert that will fulfill these design conditions: a 200 ft length, a 0.10 ft/ft slope, and a flow of 88.2 cfs. The outlet will be unsubmerged, but the inlet (square-edged) will be submerged with a head water depth of 6.6 ft above the culvert invert (bottom). 8.10.1. A horizontal rectangular stilling basin (U.S.B.R. Type III) is used at the outlet of a spillway to dissipate energy. The spillway discharges 800 ft³/s and has a uniform width of 80 ft. At the point where the water enters the basin, the velocity is 20 ft/s. Compute • (a) the sequent depth of the hydraulic jump, . (b) the length of the jump, ⚫ (c) the energy loss in the jump, . (d) the efficiency of the jump defined as the ratio of specific energy after to the specific energy before the hydraulic jump. 8.10.3. An increase in discharge through the spillway in Problem 8.10.2 to 45 m³/s will increase the spillway outlet depth to 0.25 m. Select an adequate U.S.B.R. stilling basin and determine the sequent depth, the length, the energy loss, and the efficiency of the hydraulic jump (defined as the ratio of specific energy after to the specific energy before the hydraulic jump).