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Expert help when you need it- Q1: Q2 (40 pts): Consider the water distribution network shown in the figure below and the different water demands assigned to each node given in the accompanying table. Assume all nodes have the same elevation. Part A: Use the Darcy-Weisbach method to determine the discharge in each PVC ("smooth") pipe and the pressure head at each node. An example calculation for each step is required, but you can show the convergence of your solutions by presenting only the tables (from Excel) for each iteration. Please ensure your tables are legible, easy to follow, and organized. Submit the Excel file as part of your .zip folder. Part B: Solve the problem using EPANET. How do the results compare to your hand calculations? Please include a screenshot of your final results in the EPANET (i.e., showing flows and pressures) model to accompany your discussion. Submit the EPANET model as part of your .zip folder. Part C: Assume the total demand at node E is now 0.6 cfs and that the required minimum nodal pressure is 75 psi. Use EPANET to redesign the system by changing the diameter of one pipe and provide a brief justification for your choice. Note: only replace one pipe at a time. Do not replace multiple segments. Please include a screenshot of your final results in the EPANET (i.e., showing flows and pressures) model to accompany your discussion. Submit the EPANET model as part of your .zip folder. 1000 ft 12 in Water Users C Industrial Commercial Commercial Residential Residential Residential Commercial Fire flow demand 1250 ft 12 in. 1000 ft 8 in 1050 ft 8 in. 1100 ft 8 in. Figure 2: Diagram of the water distribution network, including the lengths and diameters of the pipes. 12 in. 1250 ft Table 1: Water demands for nodes in the water distribution network. 6.77 acres 2.90 acres 2.90 acres E 12 in. 600 ft 120 persons 502 persons 598 persons 3.30 acres Area or population Max. daily unit served consumption 21,000 gal/acre/day 45,000 gal/acre/day 45,000 gal/acre/day 270 gal/person/day 270 gal/person/day 270 gal/person/day 45,000 gal/acre/day 0.94 cfs Connecting Node B E E D D F DSee Answer
- Q2: Q3 (30 pts): The three-loop water distribution system shown in the figure below is not functioning effectively. The demand for water at junction F is being met, but the required pressure by the industrial customer is 185 kPa. Therefore, the water company has decided to increase the diameter of one pipe in the network by 5 cm. Determine which pipe should be replaced to have the greatest impact on the pressure in the system, specifically the pressure at node F. (Hint: examine the output table for head losses, flow rates, and pipe sizes. One pipe stands out as the best choice, although there is a second pipe that is only slightly worse.) Part A: Create an EPANET model for the (unmodified) pipe network presented in the figure below using the given demands and pipe specifications. Comment on how close your EPANET results for flow rates and pressures at each node to those presented in the table below. Please provide some explanation for the possible sources of differences between the results. Part B: Using EPANET, replace a pipe of your choice (increase the diameter by 5 cm) and determine the pressure change at node F. Provide a brief justification for your final desing. For both parts, please include a screenshot of your final results in the EPANET (i.e., showing flows and pressures) model to accompany your discussion. Submit the EPANET models as part of your .zip folder. Q=300 Pipe AB AD BC 95 BG GH CH DE GE EF HF D 205 Flow (m³/sec) 95 0.20 0.10 0.08 0.12 0.02 0.03 0.10 0.00 0.10 0.05 Length (m) 125 300 250 350 125 350 125 300 125 8 E 350 125 B G Q = 100 80 Q = 150 Figure 3: Diagram of the water distribution network with the flow rates of each pipe and the demands at each node. Diameter (m) 23 Table 2: Properties and flow rates for the pipes in the water distribution system. 0.30 0.25 0.20 0.20 0.20 0.20 0.20 0.15 0.20 0.15 33 3 87 30 elD 63 0.00087 0.00104 0.00130 0.00130 0.00130 0.00130 0.00130 0.00173 0.00130 0.00173 Q = 50 H ƒ 0.019 0.020 0.021 0.021 0.021 0.021 0.021 0.022 0.021 0.022 K (sec²/m³) 194 423 1,900 678 1,900 678 1.630 2,990 1,900 2,990See Answer
- Q3:Instructions: 1) The assignment maximum mark is 20, and it worth 10% of the course overall mark. 2) Assignment shall be submitted through the Assignment Section of the course on the blackboard. Note that there is only ONE attempt available for the assignment submission. Please completely check your work before submission. 3) Assignment is due on Wednesday Oct 18, 2023 at 11:59 PM. 4) Late submission of the assignment has a penalty of two marks per calendar day. Submission Requirements: •The assignment shall be submitted as one pdf file including the cover page, plan of network, all output tables for nodes and links. • The Cover Page shall reflect the course name and code (i.e. CIVL3087), the assignment name, due date, your full name and student number, and your professor's name. .Read the assignment work information carefully (attached pages). • Detailed output, calculations if require, explanations, showing units, neat drawing, are the minimum requirements of the assignment. • Every item of the requirements has a portion of the total mark. Make sure to respond all the requirements and provide a complete package. The original provided drawings for WM assignment Work Information pages must be attached to your submission. . • Professional presentation of your work is very important. Computerised output is preferred. 10% of the total mark is for submission of a clean, legible, and organised assignment. part 1-WM design 1) Draw a WM network plan(choose from proj#1-plans-folder) by software. 2) Review the provided drawings of the project and make yourself familiar with their details. 3) Read/find the information you need for the assignment calculations and design, on the provided drawings; example length(Based on the scale), and demand for each joints based on population.(Recommended: Choose EL=100m for all joints, L=100m and C=100 for all pipes and 2 Lps for random joints) 4) Determine the proper size/diameter of the proposed WM pipes. 5) Print all relevant hydraulic output from software- example: velocity, pressure, Diameter, 6) TIP: Review the examples practiced in the quick start tutorial. 7) Confirm whether the provided diameters of the proposed WM pipe are acceptable (i.e. explain why/how). 8) Confirm whether a smaller size of the WM pipe sections (i.e. one size smaller) are acceptable. For this item, you should redo your RUN based on the new/revised sizes, consider about total head, pressure... 9) The min pressure of network is 1A minutes and C=100(Hazen-Williams). (If someone add a reservoir to the system, without pump, the total head should be 100+ 1A)-Remember the RANGE between min and max of joint's pressure never be more than 30m(200kpa)). 10)Add a pump station, or more reservoir to the system if necessary. "Use the first right side digit of your student number as "A". Example: if your student number is 1234567890, the min pressure of 1A will be 10 m.See Answer
- Q4: ▼ Analyze the water distribution system presented in the figure below. Use the Gradient-Based Method to solve the problem. Compare your flows and pressures with the flows and pressures provided by EPANET for the same system. Use the flow directions that are provided. Your initial guess of flows shall be based on a velocity of 4 ft/sec in each pipe. Your initial guess of heads shall be 1300 ft for each junction node. R-2 R-1 Figure 1 P-16 CEE 333 HW #2 P-15 J-8 P-13 J-5 P-7 J-1 P-14 Path R-1 to R-2 R-2 to R-3 Loop IV P-12 P-8 Water Resources Engineering Due: 2/07/2024 Loop I P-1 J-9 P-6 Į J-6 J-2 Loop VI 1 P-9 Loop II P-2 P-11 P-5 J-3 Pipes P-16, P-7, P-13, P-15 P-15, P-14, P-11, P-10 J-7 Not To Scale P-10 R-3 Loop III P-3 P-4 J-4 Pipe 1 2 3 4 6 7 8 9 10 11 12 13 14 15 16 Begin Node J-1 J-3 J-4 J-4 J-3 J-6 J-1 J-5 J-6 R-3 J-7 J-9 J-8 J-8 J-8 R-1 End Node J-2 J-2 J-3 J-7 J-7 J-2 J-5 J-6 J-7 J-7 J-9 J-6 J-5 J-9 R-2 J-1 Table 1 - Pipe Data Length (Ft) 1200 1500 1550 2750 1250 1325 1020 900 1060 500 3200 1250 1600 650 750 1200 2 Diameter (In) 16 12 6 6 12 8 10 8 8 12 8 8 10 8 10 24 C-Factor 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 Minor Loss (K₁) 0 0 3 0 0 0 0 0 5 0 0 0 0 0 0 10 Node R-1 J-1 J-2 J-3 J-4 J-5 J-6 J-7 J-8 J-9 R-2 R-3 Table 2 - Node Data Elevation (msl) 1380 1300 1325 1350 1330 1320 1350 1360 1340 1385 1430 1425 Pump Data Discharge (Gpm) 0 2,600 4,000 3 Head (Ft) 75 50 35 Demand (Gpm) N/A 0 700 330 150 180 120 0 220 175 N/A N/ASee Answer
- Q5: Node 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Туре House Applied Hydraulics: Project Base demand (cfs) X (ft) 0.01 1000 0.01 1500 0.01 2000 0.01 2500 0.01 1000 0.01 1500 0.01 2000 0.01 2500 0.01 1000 0.01 1500 0.01 2000 0.01 2500 0.01 1000 0.01 1500 0.01 2000 0.01 2500 0.01 1500 0.01 2500 0.01 2500 0.01 1500 500 4500 4700 5700 5700 4700 7000 7500 7000 7700 7000 5500 House House House House House House House House House House House House House House House House House House House House School Public Service Public Service Public Service Public Service Healthcare Facility Healthcare Facility Shop Shop Shop Park 0.01 0.3 0.1 0.1 0.1 0.1 0.3 0.3 0.01 0.01 0.01 0.5 (X₁ − X₂)² + (Y₁ — Y₂)² Distance = Example, Distance between node 1 and 2 is: Pipe1 - 2 = (1000 – 1500)² + (1000 – 1000)² = = y (ft) 1000 1000 1000 1000 1500 1500 1500 1500 2000 2000 2000 2000 2500 2500 2500 2500 5000 5000 6000 6000 6000 5500 1200 1200 1700 1700 4600 4600 1700 1700 1200 2600 500 ft Availability > There should be only one big network. Tank 1: Elevation: 75 ft Initial level: 15 ft Minimum level: 5 ft Maximum level: 20 ft Diameter: 50 ft Tank 2: Elevation: 100 ft Initial level: 15 ft Minimum level: 5 ft Maximum level: 20 ft Diameter: 50 ft Tank 3: Elevation: 75 ft Initial level: 15 ft Minimum level: 5 ft Maximum level: 20 ft Diameter: 50 ft Controls: Pipes 1: Total length: 10,000 ft Diameter: 16 in Roughness: 150 Price: $15/foot Pipes 2: Total length: 9000 ft Diameter: 12 in Roughness: 150 Price: $10 / foot Pipes 3: Total length: 8000 ft Diameter: 10 in Roughness: 150 Price: $8/foot Pipes 4: Total length: 8000 ft Diameter: 8 in Roughness: 150 Price: $6 / foot Node pressure and total head Flow velocity in the pipes and unit headloss Availability of water Requirements -EPANET file, with labels showing the diameter and length of the pipes. Base demand (cfs) Total head 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.3 0.1 0.1 0.1 0.1 0.3 0.3 Node 1 2 3 4 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Туре House House House House House House House House House House House House House House House House House House House House House School Public Service Public Service Public Service Public Service Healthcare Facility Healthcare Facility Shop Shop Shop Park 0.01 0.01 0.01 0.5 Pressure Pipe (node x-y) Length Price Velocity Unit headloss Total length: Total price: (16": 12": , 10": cfs h (calculated) , 8": Average unit headloss: Total Demand: Water availability: Time required to fill up the tanks: > Suggest a pump for each tank to fill them in the required time. Consider today's electricity cost in the US and calculate the monthly cost of running the pumps. EPANET simulation results depicting water level variations in tanks over time. ) h (determined, not calculated)See Answer
- Q6: Please choose one of the questions between 4.4.10 or 4.4.7 4.4.10. Using EPANET, determine the flow rate and head loss in each cast-iron pipe in the network shown in Figure. The demands on the system are at junctions C (0.030 m³/s), D (0.250 m³/s), and H (0.120 m³/s). Water enters at junctions A (0.100 m³/s) and F (0.300 m³/s). The lengths and diameters of the pipes are provided in the table below. As with all computer programs, the results should be checked for accuracy. Spot check a few junctions to see if there is mass balance. Check one or two loops to see if the energy balances. Pipe Length (m) Diameter (m) AB 1,200 0.25 FA 1,800 0.35 BC 1,200 0.20 BD 900 0.35 DE 1,200 0.40 EC 900 0.20 FG 1,200 0.35 GD 900 0.35 GH 1,200 0.20 EH 900 0.25 C B A QD 2 Qc QA E D QH QF 3 H F G 4.4.7. A three-loop water distribution system is depicted in Figure. The demands on the system are currently at junctions C (6.00 cfs), D (10.0 cfs), and E (12.0 cfs). Water enters the system at junction A from a storage tank with a pressure of 40 psi. Using the pipe network data in the table below, calculate the flow rate in each pipe (initial estimated flows are provided). Also determine if the pressure at any junction drops below 30 psi, the pressure required by the customers. Use EPANET for this question. A B D QA 2 QD F G 1 QE 3 Qc C E Pipe Flow (ft³/s) Length (ft) Diameter (ft) CHW Junction Elevation (ft) AB 12.00 600 1.50 120 AC 16.00 600 1.50 120 BD 8.00 800 1.25 120 CE 8.00 800 1.25 120 BF 4.00 400 1.00 120 CF 2.00 400 1.00 120 FG 6.00 800 1.25 120 ABCDE1G 325.0 328.5 325.8 336.2 330.2 F 332.7 333.4 GD 2.00 400 1.00 120 GE 4.00 400 1.00 120 Make sure that all the relevant files are copied, and the project can be run from a single folder. How to know your submitted files will work? Before you submit, make copies of all your final EPANET files in a new folder on your computer and run EPANET from this new folder. Conduct a check to ensure that the program can run without any trouble.See Answer
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