EBK WATER RESOURCES ENGINEERING
3rd Edition
ISBN: 9781119493167
Author: Mays
Publisher: VST
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2. You're designing a stilling basin and you need to know the minimum length of that basin and also how much energy loss will be achieved before flow is released into the
downstream channel. Given the basin width is 10-feet, the flow rate is 240 CFS, the upstream froude number is found from hydraulic modeling to be 4.0. Solve the following:
• Minimum length of the stilling basin.
• Energy loss within the stilling basin (Calculate both energy loss in feet and in tons).
• The depth of water being released outside of the stilling basin.
• The Froude Number being released from the Stilling Basin.
• Look at USBR Design of Small Dams and Write a paragraph (4-5 sentences) of the recommended stilling basin you would propose for the hydraulic scenario.
This is for water resources Engineering. Please show steps and formulas so I can understand.
Three reservoirs A,B,C are interconnected as shown in figure. The elevations of free surface in reservoir A and are ZA= 100 m and ZB = 90
m. The pipe details are as followings
Pipe
Discharge Modulus K
1
0,6 m³/s
2
0,5 m³/s
If the flowrate in pipe 1 is Q₁ = 80 liter/s from reservoir A to J. Neglecting the local losses, flowrate in pipe 3 is
ZA
Length
1500 m
2000 m
a. 104,2 liter/s
Ob. 74,5 liter/s
O c. 115,8 liter/s
d. 90,4 liter/s
e. 125,6 liter/s
A
J
ZB
B
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- 3. A spillway, 12.90 m long, releases flood runoff from a reservoir of 5 hectares in area. If the reservoir level drops from elevation 55 m to 54 m in 2,520 seconds, find the elevation of the crest of the spillway. Use Francis formula. Assume constant reservoir surface area.arrow_forwardQuestion 2 Route the inflow hydrograph through a reservoir as indicated in Table 2. The crest height of the spillway is 50 ft and storage capacity at this level is 116 ft3/s-day. The reservoir routing curves graph is given in Figure 1. Perform calculation until the outflow value is equal to zero. Based on the obtained result, plot the inflow and outflow hydrographs. Table 2 0.4 1.6 2 2.4 2.8 Time (day) 0 Flow (ft³/s) 0 0.8 120 1.2 229 56 380 268 155 50 Figure 1 25/atO (ft/s.day)-primary x-axis 700 800 900 1000 54.0 53.5 53.0 52.5 52.0 51.5 Elevation vs Storage (curve a) Elevation vs 25/De-O (curve b) Elevation vs Outflow (curve c) 51.0 50.5 50.08 49.5 110 230 0 Water Surface Elevation (tt) 400 W 500 130 100 600 150 200 190 170 210 Storage (ft³/s.day) - secondary x-axis 300 400 500 Outflow (ft³/s.day) - tertiary x-axis 600 250 1100 700arrow_forwardb) A reservoir has a plan area of 100,000 m². The discharge from the reservoir passes over a long rectangular broad-crested weir similar to that shown in Figure 1 below and having the following dimensions: b = 15 m, Ps =1.1 m, L = 2 m. %3D i) Determine a coefficient of discharge for this weir and use it to estimate the discharge over it if the reservoir level is 1.5 m above the weir crest. ii) If there is no inflow into the reservoir, estimate the time taken for the reservoir level to fall from 1.5 m to 1.0 m above the weir crest. Assume that Cd remains constant. Ps Figure 2 - Question 2 (b)arrow_forward
- 34. A flood control structure having an expected life of n years is designed by considering a flood of return period T years. When T = n, and n→ o, the structure's hydrologic risk of failure in percentage is (round off to one decimal place)arrow_forwardProblem 1 The storage, elevation and outflow data of a reservoir are given below in Table 1. When the spillway crest is at elevation 300.2 m, the following flood given in Table 2 was expected into the reservoir. If the reservoir surface is at elevation 300.00 m at the commencement of the inflow, route the flood to determine the (a) the outflow hydrograph (b) the reservoir elevation vs time curve Table 1 Elevation, m Storage (S) 106 m3 Outflow discharge (Q) m³/s 299.5 4.8 300.2 5.5 300.7 19 301.2 6.6 50 301.7 7.2 94 302.2 7.9 144 302.7 8.8 200 Table 2 Time, h Flood discharge, m3/s 13 3 25 6 65 75 12 66 15 54 18 40 col iarrow_forwardA triangular-shaped inflow hydrograph is routed through a reservoir assuming it is completely full at the beginning of the storm. The spillway crest is 20 m wide and has a coefficient of 2.7. The reservoir area is 0.5 km^2 and has vertical sides. What are the maximum outflow and the maximum height of water in the reservoir during this flow event?arrow_forward
- The average water surface area in a reservoir is 5000ha, calculate the water surface elevation in meters of the reservoir at the end of the month if it is having a water surface elevation of 103.2m above datum at the beginning of a certain month. Consider that, in that month the reservoir received an average inflow of 6.0m /s from surface runoff sources. In the same period the outflow from the reservoir had an average value of 6.5 m3/s. Further, in that month, the reservoir received a rainfall of 145 mm and the evaporation form the reservoir surface was estimated as 6.10 cm.arrow_forwardA pipeline leads from one reservoir to another which has a water surface 10 m lower.For a discharge of 1.0 m^3/s, determine the head loss in meter. a.10 b.8 c.9 d.12arrow_forward2.Water exits a reservoir through a 1-Km long D=?mm diameter horizontal Tunnel as shown below. The entrance is sharp-edged, and the discharge is to the lower reservoir. If the flow rate is 2 CMS, What tunnel diameter is required to achieve the desired flow rate if local losses are neglected? Upper reservoir Tunnel = 1 km 23 m Lower reservoirarrow_forward
- Develop the following triangular inflow hydrograph through a linear reservoir: Peak inflow R = 4737 m3/s, baseflow = O m3/s, time to peak = 6h, time base = 16 h, storage constant K = 2 h, and time interval ◇t = 1hr [NOTE: Regestration No = R = 4747]arrow_forwardthe Question in the attachment picture , Find the following :- 1- Inflow discharge (mm/year) = ? 2- Outflow discharge (mm/year) = ? 3- ΔS (m^3/year)= ? 4- The storage of the reservoir is = ? 5-arrow_forward5) Two reservoirs have a minimum difference in water-surface elevation of 40 m and are connected by a 5000 m long, 0.2 m diameter pipe of roughness 0.03 mm. The entrance and exit loss coefficients are 0.8 and 1.0, respectively. a) Determine the minimum discharge in the pipe for this condition. b) It is desired to increase the discharge to 0.05 m3/s by using an equivalent diameter pipe with a roughness of 0.015 mm placed in parallel to the existing pipe. Determine the length of this second pipe. Ignore minor losses. 40'arrow_forward
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