WATER RESOURCES ENGINEERING
3rd Edition
ISBN: 9781119490579
Author: Mays
Publisher: WILEY
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Chapter 14, Problem 14.3.2P
To determine
The effective length of the crest and the discharge for the given design head.
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Q. A contracted weir, 5 ft. high is to be installed in a channel 8 ft. wide. The maximum flow over the weir is 54 cfs when the total depth from the channel floor to the water surface is 9 ft. What length of weir should be installed if weir factor is 3.56?
a. 2.02 ft
b. 1.10 ft
c. 0.90 ft
d. 2.09 ft
A trapezoidal flume of most efficient proportion has base width of 1.5 m. Its full discharge is 3 cu.m/s. If the same material were used for the most efficient rectangular section, by how much would the discharge decreased in cu.m/s? a. 0.64b. 0.72c. 0.81d. 0.93
OTO t
H.W.1/ Design the overflow-spillway having a vertical upstream face and a crest length of 260 ft. the design
discharge is 76000 cfs. The upstream water surface at design discharge is at El. 1000 ft and the average channel floor
is at El. 885 ft. the slop of downstream is 0.8H:1V, cd-2.2? Assume pointed pier, around abutment and No. of piers
3. Assume the pier width = 8 ft
2
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Chapter 14 Solutions
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- A spillway model is to be built to a geometrically similar scale of 1:25 across a flume of 1200 mm width. The prototype is 15 m high and the maximum head on it is expected to be 1.5 m. What height of model and what head on model should be used? If the negative pressure in the model is 200 mm, what is the negative pressure of the prototype? Is it practicable?arrow_forward3. Water is flowing uniformly with flow rate 18.6 m3/s and water depth 1.2 m in a rectangular open channel of width 8 m. A temporary short span bridge is proposed to be constructed across the channel in which bridge embankment is needed at both sides of the channel causing the channel to be constricted under the proposed bridge. (i) Calculate the maximum channel width under the proposed bridge thatwill not cause backwater upstream. (ii) If the channel width under the proposed bridge is 4 m due to theunvoidable problem condition, calculate the expected flow depth underthe bridge, at just upstream and at just downstream of the bridge.(iii) If the water depth just upstream of the proposed bridge is limited to be0.2 m higher than the normal depth, calculate the channel width underthe bridge.arrow_forwardA trapezoidal open channel of maximum efficiency is to be designed to carry 120 cfs at avelocity of 3 cfs. What bottom width and detph would you recommend? Answer should be b=1.82, d=3.84ftarrow_forward
- MSKU-LMS Kabul edilen dosya türleri Bütün dosya türleri A gravity dam is constructed with an overflow spillway. The head over the crest is 2 m. The spillway is 5 m high and 25 m long. The upstream face of the spillway is vertical. The water depth at the downstream apron is 1 m. A bridge is to span the crest with three rounded nose bridge piers of 50 cm wide. The abutment walls are square with head wall 90° to the direction of flow. Determine the discharge capacity of this spillway. 1 A▾ 2 m 5m B I Eklemek istediğiniz dosyaları buraya sürükleyip bırakabilirsiniz. = E * 1 m ☺ en LEVET GUMICEarrow_forwardFlow occurs over a spillway of constant section where depth of flow in the upstream is 1021mm, and depth of flow in the downstream is 71 mm. Calculate the resultant horizontal force (in Newton) on the spillway if the width of the spillway is 102 meter. Assume there is no head lossarrow_forwardH.W: Design ogee spillway for a concrete gravity dam and find the maximum flood discharge could be disposed of safely to the downstream. It is having downstream face sloping at (0.85H: IV), the height of spillway crest is kept at (0.85H:1V), the height of spillway crest is kept at level (310 m), the average river bed level at the site is (190 m), the spillway length consist (5) span having clear width (12 m) each with pier thickness=3m, k,-0.01, k.-0.1, C-2.2. If the D/S crest profile is given by: X¹5-25 y. and the U/S by: 0.724 (x+0.27 18 +0.126 H-0.4315 H375 (x+0.27 H₂) 0.625 Neglect the approach velocity headarrow_forward
- 2. Design a pipe culvert to be provided for a highway embankment across a small valley having the following data: Top width of the embankment: 8 m Height of the embankment: 4 m Side slope: 1.5 H: 1 V Maximum discharge: 6 cu-m/s Slope of the valley: 1/100 Loading: IRC Class AA Also, draw a longitudinal section along the pipe.arrow_forwardThe head on the crest of a controlled overflow spillway is 2.1 m. Approach flow velocity is 2 m/s.Total bridge length over the spillway is 50 m There are 4 rounded nosed piers each 1 m wide.Abutments are rounded with head wall 90 to flow direction.Determine:a) The discharges over the spillway crest for the gate openings of 0.6 m, 0.8 m, 1.0 m, 1.2 m, and1.4 m.b) The gate opening to transmit Q=170 m3/s. (Hint: by linear interpolation)arrow_forwardQUESTION 14 Consider a gated-controlled overflow spillway with a length of 30 ft and designed for a head of 8 ft. The gate seats on the crest with 8 = 90°. The upstream face of the crest is vertical with the crest elevation at 1000 ft and the elevation of the streambed is 980 ft. Determine the discharge for net gate opening of 3 ft at the design head. O 1270.5 cfs O 1222.3 cfs O 1375.5 cfs O 1175.6 cfsarrow_forward
- WHAT WILL BE THE ANGLE OF A TRIANGULAR WEIR IF THE HEIGHT IS 5.5m HAVING A DISCHARGE OF 75m3/s? LET COEFFICIENT OF DISCHARGE BE 0.58. * Your answerarrow_forwardA cast iron pipe is required to carry 10 cfs of water at 60°F over a distance of 1200 ft between 2 reservoirs with a water surface elevation difference of 15 ft. The equivalent sand grain roughness of the pipe is 0.00085 ft. a. What is the minimum pipe diameter to carry the flow under the action of gravity? b. Assuming you can get standard cast iron pipes in diameter increments of ½ ft, and you use the next larger pipe diameter, what is the actual flow?arrow_forwardThe discharge of water over a 45 degree triangular weir is 0.728 cfs. What is the head?arrow_forward
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