Example 3.3. A single looped network as shown in Fig. 3.10 has to be analyzed by the Hardy Cross method for given inflow and outflow discharges. The pipe diameters D and lengths L are shown in the figure. Use Darcy-Weisbach head loss-discharge relation- ship assuming a constant friction factor f= 0.02.

Example 3.3. A single looped network as shown in Fig. 3.10 has to be analyzed by the Hardy Cross method for given inflow and outflow discharges. The pipe diameters D and lengths L are shown in the figure. Use Darcy-Weisbach head loss-discharge relation- ship assuming a constant friction factor f= 0.02.

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: In the water network shown in figure,the Hazen-Williams coefficient C for all pipes is 100. a) Using the Hardy Cross method, determine the flow in each pipe to the nearest 20 gprn. b) Find the residual pressures at points B and C, given that the pressure at point Aee is 50 psi. C) If the flow input A is doubled,what would be the residual pressure at C? Elevation 1,600 gpm A A 100 ft B 150 ft C 140 ft 1,500 ft 8 in 500 ft 10 in B 1,000 ft 10 in 1,000 gpm 600 gpm
A pipeline (diameter 0.3 m, length 3 km) carries water from point P to point R (see figure). The piezometric heads at P and R are to be maintained at 100 m and 80 m, respectively. To increase the discharge, a second pipe is added in parallel to the existing pipe from Q to R. The length of the additional pipe is also 2 km. Assume the friction factor f = 0.04 for all pipes and ignore minor losses. K .P 1km Q 2 km R 2km What is the increase in discharge, if the additional pipe has same diameter (0.3 m)?
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
In the model test of a spillway the discharge and velocity of flow over the model were 2 m/s and 1.5 m/s, respectively. Calculate the velocity and discharge over the prototype which is 36 times the model size. Note:Use Froud Model Law to solve the question. Velocity Ratio: V = -= JT, %3D V. L T, LN, - = JL, T LV L, Time Ratio: Tr=P3= V,/T, Vr a V IT Tr Acceleration Ratio: a, Discharge Ratio: Q, AV Force Ratio: Fr=m,a, = p_Q}, = pFT =pEF =p1L = pL, Power Ratio: Pr=Fr. Vr=p LV V = p_LV? =pI(L) =p,L
4. Piezometric tubes are tapped into a pipe section as shown in the figure below. The liquid is incompressible and flowing at a volumetric flowrate of 0.35 m³ s-¹. The piezometric head is 1 m at the upstream location (1) and 0.5 m at the throat (2). The pipe diameter at the upstream location (1) is 0.5 m. Answer the following: 1 m Flow Streamline- 0.5 m Datum Hint: the piezometric head is the sum of the elevation and pressure heads. (a) Find the velocity in the upstream section. (b) Find the velocity in the throat section. (c) Find the diameter in the throat section. (d) Based on your findings in (a) and (b), qualitatively describe how pressure and velocity are related along the streamline.
1. A 1 meter diameter pipe 1400 m long has a discharge of 600 liters/ sec a. Compute the head loss using f = 0.018 b. Compute the head loss using n = 0.015 c. Compute the head loss using C = 100 %3D %3D %3D
3.3. Analyze a single looped pipe network as shown in Fig. 3.18 for pipe discharges using Hardy Cross, Newton-Raphson, and linear theory methods. Assume a constant friction factor f= 0.02 for all pipes in the network. L, = 300 m D, = 150 mm 0.4 m/s 0.2 m/s L4 = 200 m D4 = 150 mm L2 = 200 m D2 = 150 mm [1] 0.2 m3/s L3 = 300 m D3 = 150 mm %3D Figure 3.18. Single looped network.
Water flows at a rate of 0.8 cumecs in a 900 m-long pipe with a total head loss of 4m.Solve for the pipe diameter in mm by, a.Manning's formula with n = 0.014; and (b) Hazen-Williams formula with C1 = 130.
For a flow in a rectangular channel of width 5 m and depth of flow of 2.3 m the Darcy Weisbach friction factor f is estimated to be 0.02. Estimate the values of Chezy's C and Manning's n.
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Part 1 Water flows in a 5-ft-wide rectangular channel with a flowrate of Q = 30 ft/s and an upstream depth of y1 = 2.5 ft as shown in the figure below. Determine (a) the flow depth and (b) the surface elevation at section (2). Assume h2 = 0.2 ft. h, (2) (1) Concepts Bernoulli's equation applies along a streamline to frictionless flow Volume flowrate is constant for steady, incompressible flow There are two possible depths when the flow area changes in an open channel The Froude number indicates whether the flow is subcritical, critical, or supercritical (a) What is the velocity at section 1? i ft/s (b) What is the total energy of the flow at section 1, with the elevation of the bottom of the channel at section 1 as reference? ft (c) What is the Froude number of the flow at section 1? i (d) Is the flow at section 1 subcritical, critical, or supercritical?
QUESTION 6 Using Fig.Q6. determine the distribution of flow in the pipe network shown. The head loss may be assumed as rQ" Hardy-Cross Method. (Show all working) kQ" where n= 2. The flow is turbulent and the pipes are rough. Use the 50 k : 4 C 75 50 k=1 A k=2 k= 3 D 25 Fig.Q6 k: 2