2.42. A portion of a municipal water-distribution network is shown in Figure 2.32, where all pipes are made of duc- tile iron and have diameters of 300 mm. Use the Hardy Cross method to find the flow rate in each pipe. If the pressure at point P is 500 kPa and the distribution net- work is on flat terrain, determine the water pressures at each pipe intersection. 0.05 m/s 150 m 150 m 0.1 m3/s 100 m 0.07 m3/s 100 m P 150 m 150 m 100 m 100 m 0.06 m3/s 150 m 150 m 0.06 m3/s FIGURE 2.32: Four-loop pipe network

2.42. A portion of a municipal water-distribution network is shown in Figure 2.32, where all pipes are made of duc- tile iron and have diameters of 300 mm. Use the Hardy Cross method to find the flow rate in each pipe. If the pressure at point P is 500 kPa and the distribution net- work is on flat terrain, determine the water pressures at each pipe intersection. 0.05 m/s 150 m 150 m 0.1 m3/s 100 m 0.07 m3/s 100 m P 150 m 150 m 100 m 100 m 0.06 m3/s 150 m 150 m 0.06 m3/s FIGURE 2.32: Four-loop pipe network

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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Question 2 For the square loop shown below, find the discharges in each pipe, AB, BC, CD and AD, using Hardy Cross analysis. All the pipes are at the same elevation, are 1 km long with a 300 mm diameter. Friction factor is 0.019. Begin the analysis at Point A, assuming that 60 liters/second (L/S) flows into AB and 40 L/S flows into AD. NOTES: Use AQ as: AQ EHL 2E(HL/Q) 1 L/S - 1,000 m³/s 100 L/S A D 40 L/S B 20 L/S +→
(a) Using the Pipe flow graph (Appendix 2), obtain the discharge through the pipeline joining the two reservoirs as shown below. Pipe diameter (D) = 450 mm Pipe length (from A to B) L = 4600 m In addition, also calculate the pressure in the pipeline at Point C, which is 2600 m from reservoir A. A 7.25m C B ALI 3.55m
4) For the system given in the figure, find the elevation of Reservoir D and the flow direction in pipe 6. Neglect minor losses. El 80 m V A Pipe 1 2 3 4 ||| 5 6 L (m) 600 600 600 700 300 300 P D(mm) 600 600 450 450 450 600 El 90 m B 2 f 0.025 0.025 0.03 0.03 0.03 0.03 3 El 60 m V с 5 6 E1 = ? D
8. Water is flowing in a 100 mm diameter Mild Steel (MS) pipe of length 180 m as shown in the figure. The reservoir water level remains constant. Determine the flow rate. Use the following methods: (a) Darcy Weisbach formula with loss coefficient method, (b) Darcy Weisbach formula with effective pipe length method, (c) Hazen William's formula with loss coefficient method, and (d) Hazen William's formula with effective pipe length method. (Ans.: 28.27 liter/s, 28.33 liter/s, 32.04 liter/s, 32.67 liter/s) EL85 m EL = Elevation Gaie valve Butterfly valvé opened EL50 m
5 (c)
Consider the pipe network shown. Water enters at 440li/sec at node A and goes out at a rate of 110li/sec at node D and at 330li/sec at E. Use a friction factor of 0.02 using Darcy Weishback formula for head loss. Determine the correction factor for the two loops, the corrected flow for the pipelines and show the corrected flow in the diagram. Check the flows at each node. 440li's L=700m A D=100mm E L=900m D=150mm 330li/s D L=900m D=100mm L=1800m D=150mm В For CE: L=600m D=200mm L=400 D=180mm 110li's ANSWER: a) ¤1 = 0.0129, x2 = 0.0763 b) AB = 0.2329, BE = 0.1863, CE = 0.1437 m³/s, %3D DC = 0.0971, BC = 0.0466, AD = 0.2071
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Question 4 Pipe network is given bellow (Figure 2). All pipes are 1 km long, 500 mm in diameter and Hazen-Williams Coefficient of 100.
o T ☺ ť Water is flowing in a compound open channel as shown in Figure. Given the channel bed slope as 0.0016 and Manning's n = 0.03, nz = 0.025 and ns = 0.03. calculate the flow rate using equivalent Manning's n method. Determine the equivalent n: i. ii. Determine the flow rate. 0.8 m 1.8 m 1.4 m 1.2 0.6 m مرّ للأعلى لاستعراض الفلاتر إضافة شرح. .. mum <
Please solve it using the equation given
Two pipes 1 and 2 are connected in series. Pipe 1 is 200 mm in diameter and 300 m long while pipe 2 is 250 mm in diameter and 200 m long. Determine the total head loss of the pipes in series neglecting minor losses if the discharge is 128 liters per second. Use f=0.02 for all pipes.
Three pipes are in parallel. The total volumetric flowrate through the network is 2.15 cumecs. If the Darcy- Weisbach Friction Factor is 0.015 for both Pipe 1 and Pipe 3, and 0.02 for Pipe 2, determine the volumetric flowrate in Pipe 1. Pipe 1: D₁ = 450mm, L₁ = 800m 1 Pipe 2: D₂ = 400mm, L₂ = 700m L2 Pipe 3: D3 = 500mm, L₁ = 600m O 0.69m^3/s O 0.78m^3/s O 0.46m^3/s O 0.63m^3/s