Consider the two reservoirs shown in the figure, connected by a single pipe that changes diameter over its length. The surfaces of the two reservoirs have a difference in level of 9m. The pipe has a diameter of 200 mm for the first 15m (from Reservoir A to C) then a diameter of 250 mm for the remaining 45m (from C to Reservoir B). For the entrance loss use k 0.5, 12. and for exit loss use k = 1.0. The expansion at C is sudden. For both pipes, f= 0.01. Find the %3D steady-state flow rate, Q, through the pipes. HINT: Consider series pipe head loss concept with Darcy-Weisbach friction loss formula. pipe 1 W diameter d, =,2m length L, = 15m 9m pipe 2 diameter d,-.25m length L, -45m B

Consider the two reservoirs shown in the figure, connected by a single pipe that changes diameter over its length. The surfaces of the two reservoirs have a difference in level of 9m. The pipe has a diameter of 200 mm for the first 15m (from Reservoir A to C) then a diameter of 250 mm for the remaining 45m (from C to Reservoir B). For the entrance loss use k 0.5, 12. and for exit loss use k = 1.0. The expansion at C is sudden. For both pipes, f= 0.01. Find the %3D steady-state flow rate, Q, through the pipes. HINT: Consider series pipe head loss concept with Darcy-Weisbach friction loss formula. pipe 1 W diameter d, =,2m length L, = 15m 9m pipe 2 diameter d,-.25m length L, -45m B

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

Consider the figure shown. The discharge of reservoir a is 400 li/sec. Solve for the length of pipe 2 if the flow rate of pipe 1 is 240 li/sec and the elevation of point D. El. 50m A El. 40m B L1=1200m D1=650mm fi =0.02 L3=4700m D3 =350mm f3 =0.022 Node L2= ? D2=600mm f2 =0.02 L4=4600m D4=500mm f4 =0.019 El. C Answer: Length of pipe 2 = 1809.262m, Elevation of D = 15.46m
QUESTION 4 Two tanks with a difference in water levels of 180 m are shown in Figure Q4. The tanks are connected by a 64 km long pipe of 600 mm diameter with friction factor f= 0.01i5. () Determine the discharge through the pipe (ii) In order to increase the discharge by 50%, another pipe of the same diameter is to be laid from the lower tank for part of the length and connected to the first pipe. Determine the length of the additional pipe required. H-180m 2 Figure Q4
1. Compute the head loss in a pipe with diameter 300 mm for a length of 15,000 meters and carrying a flow of 0.097, if f=0.02. (Hint: Use h=(0.0826fL(Q^2))/(D^5)
4.(b) A pipe ABC connecting two reservoirs is 80 mm in diameter. From A to B the pipe is horizontal as shown in the following figure, and from B to C it falls by 3.5 metres. The length AB and BC are 25 and 15 m respectively. If the water surface in the reservoir at A is 4 m above the centre line of the pipe and at C 1 m above the centre line of the pipe, calculate the quantity of flow and also the pressure head in the pipe at B. Neglect the loss at the bend but consider all other losses. Take Darcy f= 0.024. Draw the energy and hydraulic grade lines. 4 m A 3.5 m ↓ -Ba C t Ilm
Water at 20°C is pumped at a rate of 15 L/s into a reservoir as shown in the Figure below. Between the pump and the reservoir is 150 m of 100 mm diameter PVC pipe, and the water surface elevation in the reservoir is 8 m above the centerline of the inflow pipe. The roughness height of the PVC pipe can be assumed to be negligibly small. Estimate the gauge pressure (kPa) on the downstream side of the pump. 15 L/s 133 120 111.7 131.5 Pump P - 150 m. 100 mm Reservoir 8m
Show the necessary figures (if applicable) 2.3) A pipe discharges 142 lps of water into a reservoir at a point 1.85 m below the water surface. At point A the diameter is 25.4 cm and the center of the pipe is 1.25 m above the water surface. At the discharge end the pipe is 30.5 cm.If the head loss from A to the reservoir is 0.7 m, determine the pressure in A.
Two reservoirs are connected as shown in the figure. The difference in Elevation of the two reservoirs is 6.88m. Darcy-Weisbach friction factor for all pipes, f=0.0238. Pipe 1: Length=3500m Diameter=70cm Pipe 2 and 3: Length=1750m Diameter=35cm Compute the discharge in the pipe one in L/s. Compute the discharge in the pipe three in L/s.
Problem: Three pipes of different length and diameters connected in series as shown discharges 160 liters per second. If the roughness coefficient n = 0.012 and disregarding minor losses. Determine the head loss in pipe 2. A (1) B (2) (3) D 450 тто, 180 m 300 тто, 1500 т 250 тто, 800 т
The figure shown below is a siphon discharging oil (s=0.9). The siphon is composed of 8 cm pipe from A to B followed by 10 cm pipe from B to C. The head losses are: 1 to 2 = 0.3 m 2 to 3 = 0.2 m 3 to 4 = 1 m Compute the discharge in Lit/s and determine the pressures at points 2 to 3 in kPa. 8 cm 10 cm Elev. 5 m в Elev. 3 m A Elev. o DATUM
Q2] Water flows in a rectangular channel at a depth of 1.5 m. A 30 cm in height smooth hump produses a drop of 15 cm in the water surface elevation. Neglect losses and calculate the discharge per unit width of the channel. Energy line E₁ Y₁ 0.15 m V V₂ 1₂ Hump AZ=0.30 m 2
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
Consider the two reservoirs shown in figure, connected by a single pipe that changes diameter over its length. The surface of the two reservoirs have a difference in level of 9m. The pipe has a diameter of 200mm for the first 15m (trom A to C) then a diameter of 250mm for the remaining 45m (from C to B). For the entrance use KL=0.5 and the exit KL=1.0. The join at Cis sudden K-1.0. For both pipes use f=0.01. find Q. Enterence. pipe2. Dizmelor = Dz=250mm -Pipe1 Diameloe i Length=L2=D45m. D=20am leryth =4,=15m. 8 Exit- Iution