The water distribution system used to supply a small area in Boushararea is shown in Figure Q 2. For this system, the inflow and outflowvalues are equal to 0.9 m/sec and the Darcy-Weisbach equation isused to determine the head loss. Evaluate the flow in each branch ofthe water distribution system (limit the iteration to two attempts) andshow the final flow distribution using a neat sketch.0.50 m/sec0.5 m/secK=10K=20A0.2 m /sFK=20K=100.40 m/sec0.4 m/secFigure Q 2 -Layout of water distribution system

Answered: Image /qna-images/answer/3c160ca1-3de4-4596-b399-d6987e114f1e.jpg

The water distribution system used to supply a small area in Bousha area is shown in Figure Q 2. For this system, the inflow and outflov values are equal to 0.9 m/sec and the Darcy-Weisbach equation is used to determine the head loss. Evaluate the flow in each branch o the water distribution system (limit the iteration to two attempts) and show the final flow distribution using a neat sketch.

The water distribution system used to supply a small area in Bousha area is shown in Figure Q 2. For this system, the inflow and outflov values are equal to 0.9 m/sec and the Darcy-Weisbach equation is used to determine the head loss. Evaluate the flow in each branch o the water distribution system (limit the iteration to two attempts) and show the final flow distribution using a neat sketch.

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

Question 2 Route the inflow hydrograph through a reservoir as indicated in Table 2. The crest height of the spillway is 50 ft and storage capacity at this level is 116 ft3/s-day. The reservoir routing curves graph is given in Figure 1. Perform calculation until the outflow value is equal to zero. Based on the obtained result, plot the inflow and outflow hydrographs. Table 2 0.4 1.6 2 2.4 2.8 Time (day) 0 Flow (ft³/s) 0 0.8 120 1.2 229 56 380 268 155 50 Figure 1 25/atO (ft/s.day)-primary x-axis 700 800 900 1000 54.0 53.5 53.0 52.5 52.0 51.5 Elevation vs Storage (curve a) Elevation vs 25/De-O (curve b) Elevation vs Outflow (curve c) 51.0 50.5 50.08 49.5 110 230 0 Water Surface Elevation (tt) 400 W 500 130 100 600 150 200 190 170 210 Storage (ft³/s.day) - secondary x-axis 300 400 500 Outflow (ft³/s.day) - tertiary x-axis 600 250 1100 700
2.In a water treatment unit, the flow through a trapezoidal cross-sectional tapping channel, is connected by a pipe-carrying channel to a flocculation pond with the dimensions shown in Figure 1. If it is known that the bottom slope of the channel is 0.0013 and the n-Manning coefficient is 0.045, what is the diameter pipe in the conveyance to meet the speed requirement of 1 m/s ? 70 cm 1 50 cm
A water distribution network with single loop is shown in Figure 1. All the pipes have pipe diameters of 300 mm, a length of 1200 m and a friction coefficient, A of 0.013. Assume the initial flow through pipe AB to be 0.12 m³/s. Note: Only 2 iterations are required. Show all your initial assumed flows. 0.08 m³/s B 0.15 m³/s Figure 1: Water distribution system C Using the Hardy Cross method and neglecting all minor losses; (1) Determine the value of X. (11) Balance the network with initial flows. (11) Conduct two iterations to correct the initial flows. (iv) Draw the network with the corrected flows. Discuss your observations. X m³/s I
QUESTION 3: The following water network supplies the water demand of a town with a population of 5abo. Design the network by using Hardy-Cross Balancing Method based on Darcy-Weisbach relation. Pipe lengths and population density coefficients are given on the figure. (maxqday= 200 1/day/capita, 2=0.02, Standard Pipe Diameters are; 80mm, 100mm, 125mm, 175mm, 200mm, 250mm, 300mm, .). Reservoir 300 m 1 k-1.5 500 m k=1.12 800 m Qö-4 l/s 500 m k-1.0 J = assume b,a (3,8)
Two reservoirs, A and B feed a third reservoir C as shown. Calculate the flow (Q) in each pipe assuming constant reservoir water levels as indicated. Use the data below:
Determine the head discharge of a canal from the following data the value of time factor may be assumed as 0.75
Please provide complete solution. 1. Neglecting the losses, find the discharge through the venture meter. a. 0.0314 m^3/s b. 0.0404 m^3/s c. 0.0507 m^3/s d. 0.0870 m^3/s 2. Considering head loss between point 1 and 2 equal to 20% of point 1 velocity head, Calculate the rate of flow. a. 0.0210 m^3/s b. 0.0576 m^3/s c. 0.0401 m^3/s d. 0.0311 m^3/s
Example: The channel geometry used for the example calculations is shown in Figure. The bed slope for the channel reach of interest is 0.001, the main channel is a clean, straight natural stream with no rifts or deep pools (n-0.03), and the floodplains are covered with heavy weeds (n-0.05). Calculate the discharge in the channel using Horton and Pavlovskii Methods 25 15 15 in a main channel with a wetted perimeter of 45.59 ft two floodplains each with a wetted perimeter of 27 ft. The overall compound channel wetted perimeter is 99.59 ft The overall compound channel area 280 f
The ordinates of a six-hour unit hydrograph for a catchment area of 1000 km2 are given below. Time (Days) Discharge (m^3/sec) 6 80 12 200 18 146 24 80 30 50 Separate the base flow using two methods: (Tabulate and Graph) a. Straight Line Method b. Fixed Base Method 36 15 42 0
Problem 1 x=8 A scaled model of a proposed dam is used to predict the flow conditions in the prototype. If the design flood discharge over the spilway is (15000+X00) m/sec, calculate the flowrate that should be established in the model to simulate the flow. Also determine the velocity at the specific point in the prototype, if a velocity of 1.2 m/sec is measured at a corresponding point in the model. Assume the scale ratio as 1:50.
Analyse the given water distribution network using Hardy Cross method. Data: Inflow = 500 m³/sec %3D Outflows (Q1,Q2,Q3)= 166.666 m³/sec K=4 K=2 K=3 K-1 K=3 K=1 K-3 K=2 K=3 K=2 K-1 K=3 K=1 Inflow
on The stage-discharge data of a river are given below. Establish the stage-discharge rela- tionship to predict the discharge for a given stage. Assume the value of stage for zero discharge as 35.00 m. (2) What is the correlation coefficient of the relationship estab- lished above? (3) Estimate the discharge corresponding to stage values of 42.50 m and 48.50 m respectively. Stage (m) Discharge (m³/s) Stage (m) Discharge (m³/s) 35.91 89 39.07 469 36.90 230 41.00 798 37.92 360 43.53 2800 44.40 3800 48.02 5900 45.40 4560 49.05 6800 46.43 5305 49.55 6900 49.68 6950