The design of a city water supply is shownbelow. Pipe 1 is 300 mm diameter and900 m long, Pipe 2 is 200 mm diameterand 387 mm long and pipe 3 is 200 mmdiameter and 700 m long. The roughnesscoefficient for all pipes is 0.011.Determine the headloss in pipe 1 in m.EL 160 MAEL 150 MВEL 140 MC3/

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Answered: The design of a city water supply is…

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Water of temperature 30o is flowing with flow rate 0.055 liters/s in a straight 50mm diameter uPVC pipe of length 450. Determine the head loss for this length by using Darcy Weisbach formula, and Hazen-William's formula.
A parallel pipe system is shown in the figure. The total flow on the system is 0.86 m³/s. Determine (a) the flow in pipe 1 in m³/s, (b) the flow in pipe 2 in m³/s, and (c) the flow in pipe 3 in m3/s.
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Determine the division of flow and head loss from A to B, if the given f=0.010 for all pipes. Note that the total flow is 10 cfs. L=4000ft D=16 inch B L=2000ft D=12 inch
01(a) There are two reservoirs, A and B, with the water surface elevation in A 10 m higher than that in B. These are connected through two pipes in series with pipe 1 starting from A and pipe 2 ending in B. Lengths of both the pipes are 100 m, diameter of pipe 1 is 30 cm and diameter of pipe 2 is 25 cm. At the junction of these pipes, water is being withdrawn at the L v² D 2g rate of 0.02 m³/s. Friction loss in the pipes is given by h = f and the Darcy friction, f, entrance and at the junction, for both pipes is 0.02. Neglecting the head losses at the estimate the total water withdrawal from reservoir A.
The total discharge in the system below is 15.5 cfs and the head loss from B to C is 24 ft. Using n = 0.011 for all pipes, determine the following: a. head loss hl1 (ft) in pipe 1, and b. head loss his (ft) in pipe 5. 2000 ft 12 in 3000 ft 1500 ft 4000 ft 30 in 10 in 24 in А В D 2500 ft 4 15 in
Reservoirs A, B, and C are connected by pipelines 1, 2, and 3 respectively which meets at the junction D. Reservoir A is at elevation 80 m, reservoir B is at elevation 50 m, and reservoir C is at elevation 10 m. Diameter Length Friction Factor 400 mm 500 mm Pipe 1800 m 2000 m 1 0.02 2 0.025 3 800 mm 4000 m 0.03 a. Compute the discharge flowing out of reservoir A. b. Determine the discharge flowing in or out at reservoir B. c. Find the discharge flowing towards reservoir C.
4. Two reservoir A and B, feed a third reservoir C as shown in figure. Assuming constant water level in the figure and making use of the data given in the table below. Compute the discharge in each pipe. Use conventional solution. EL 205 m EL 130 m 2 EL 192 m Q₁ = 0.3963 m³/s, Q₂ = 0.4550 m³/s, Q3 = 0.8513 m³/s Pipe 1 2 3 n 0.011 0.014 0.017 Diameter Length (mm) in (m) 400 500 800 1800 2000 4000
For the pipe networks shown, the flow of water from reservoir A to the junction is 0.035 cu.m.per second. a) Determine Q2, Q3 b) Determine the head loss from A to B
2. Determine the flow in each pipe in the three reservoirs shown. EL. 60 m A 1800 m 500 mm f = 0.03 1800 m 400 mm f = 0.025 P 3000 m 500 mm f = 0.025 EL. 40 m B EL. 30 m C
Three pipes 1, 2, 3 are connected in parallel. The properties of each pipe are given in the table. The combined discharge of the three pipes is 0.61 m3/s. Use Hazen-Williams coefficient of 100 for all pipes. Use table below for the properties of the pipes. a.) calculate the total head loss (A. 181 m B. 461 m. C . 411 m. D. 731 m) b) Solve for the rate of flow in pipe 1 ( A. 0.1249 m3/s. B. 0.1645 m3/s. C. 0.1145 m3/s. D. 0.1225 m3/s). C.) c) Calculate the rate of flow in pipe 2. ( A. 0.1032 m3 /s. ,B. 0.1255 m3 /s. C. 0.7865 m3/s. D. 0.3955 m3/s)

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