For this assignmet i dont have a word limit. And due date is 10th May 2016.Can you please send me a price quote for this assignment.
SCHOOL OF CIVIL ENVIRONEMENTAL & CHEMICAL ENGINEERING
Water Engineering (CIVE1181)
Semester-long Assignment (SLA)
The Hydraulic Analysis and Design of a Bulk Water Transfer Pipeline
Submission Date: 6 May 2016
Students are expected to do the assignment in Groups of 2 (Group submission electronically in Grade Centre)
This assignment focuses on the understanding of the hydraulics of water transfer systems.
Melbourne undergoes frequent drought with below annual average rainfall. Record low inflows to water storages and a growing urban population means new sources of water need to be found for Melbourne. The Victorian Government’s ‘Our Water Our Future’ outlines major infrastructure projects to secure Victoria’s water supplies in the face of drought and the challenge of climate change. One of these projects has built a pipeline connecting the Goulburn River near Yea, to Sugarloaf Reservoir at north east of Melbourne (Figure 1). The Sugarloaf Pipeline will transfer up to 75 giga liters (GL) of water annually to Melbourne. More information on the Sugarloaf pipeline project could be obtained from www.sugarloafpipeline.com.au .
As shown in Figure 1, water will be pumped with two parallel pumps from the Goulburn River at Point A near Killingworth (assume river water level elevation is 180m AHD) to two parallel storage tanks at a distance of 6.5 km away at Point B. Each tank would have 4 hours flow holding capacity at a maximum water level height of (180+N)m AHD (N has been defined later). From these tanks water will again be pumped to an elevation of (180+6N)m AHD at Point C by two parallel pipe and pump systems, where each parallel system will have few pumps in series connection (number of pumps need to be found out) to take water over the Great Dividing Range along the Melba Highway. The distance from Point B to Point C is L km. When selecting the pumps, you need to ensure that the pressure at Point C is not cavitational (i.e. it’s a phenomenon where negative pressure develops below the vapor pressure to create noise, vibration and thus disrupts the flow). From Point C to Point D at Kinglake, water is transferred through a single pipe (called penstock) to an elevation of (180+3N)m AHD at a distance of 500m away. This flow will rotate a hydraulic turbine, which in turn will drive a generator to produce and supply electrical power to the area. The water from the turbine will move to a downstream manmade reservoir of size enough to hold 3 days flow. Area available for the reservoir construction is a maximum of 1 ha.
From point D downward water will be flowing under gravity through an existing L1 (= 1.1×L) km long and 380 mm diameter pipeline up to Sugarloaf reservoir at point E. There is a possibility that the existing 380 mm diameter pipeline is not enough to carry the required design flow. So to increase the flow capacity of the system, it may require joining a parallel pipeline to the existing pipeline between points D and E. As such a new pipeline may be joined between the distances 0.1× L1 km and 0.9× L1 km to form a looped parallel pipeline system. It means the existing pipeline will remain as single pipeline for lengths of 0.1× L1 km at the beginning (at point D) and then 0.1× L1 km at the end (at point E). You need to find the diameter for the new parallel pipeline in order to see that the increased capacity of flow together with the existing pipeline flow is equal or marginally more than the design flow. Note that between points D and E, there is an elevation difference of about (N×2)m as shown in the figure.
The aim of the assignment is to design the water pipeline for the above water transfer-system from
Goulburn River to the Sugarloaf reservoir so that it will carry approximately 3 GL of water annually to Melbourne. (Note that I have reduced the discharge due to high head required in the pump to discharge 75 GL of water).
NOTES
L is the Group average of the summation of all the numbers in your group members’ student IDs. E.g. student numbers are as follows: 3645243 and 3630687.
The Group average of the summation of all the numbers = (3+6+4+5+2+4+3 + 3+6+3+0+6+8+7) / 2 = 30 km.
N is the Group average of the summation of last three digits of your student IDs. E.g. for the same
Group members given above, the Group average of the summation of last two digits = (2+4+3 + 6+8+7) / 2 = 30/2 = 15 m
Assume that there is sufficient water to pump from Goulburn River after allowing for environmental flows. Determine the pipe sizes, holding tank size at point B, manmade reservoir size at point D and its bottom elevation, energy required to pump water up to Great Dividing Range and the energy generated from the turbine when water is transferred to Kinglake at Point D, and then the size of the new parallel pipeline along the existing pipeline up to Sugarloaf Outlet at Point E.
Step 1 – Sketch the layout of the pipeline connecting the Goulburn River to the power station in Kinglake and then up to Sugarloaf Outlet. Assume that the water is flowing at steady state condition.
Step 2 – Assume a diameter for each of the parallel pipeline between A and B and also the material of the pipe. Use Moody diagram to determine frictional loss in pipes considered and include all minor losses (e.g. entrance, valve, exit, etc). Write the energy eq in order to obtain the System eq in terms of head lost corresponding to a discharge. Superimpose the System eq curve on to the Pump characteristic curves to select an Operating point where discharge is equal or slightly higher than the required discharge. Read the corresponding size of the pump, its head and power required with pump efficiency. If the obtained discharge is deemed unsatisfactory, another size of the pipe can be assumed until a sufficient pumping head is achieved to deliver the required flow to the holding tank at B. Estimate the size of the holding tank for the flow rate and the given 4 hours of operation.
Pump characteristic curves can be obtained at the last page of this problem statement.
Step 3 – Similarly assume a diameter for each of the parallel pipeline between B and C and follow the same procedure as stated in Step 2. It is important that we have to avoid the occurrence of cavitational pressure at Point C, the peak height of the pipeline system. If we set the maximum pressure at Point C to a value equal to the vapor pressure (for a given temperature) into the System eq, it would produce the total head dissipated and thus the number of pumps required for the specified flow capacity. Any fractional value has to be converted into the next higher integer of pumps. All these pumps need to be connected in series in order to overcome the total head required. It is to note that pumps in series will add heads from each pump algebraically keeping the discharge same. Calculate the total power required in the system. Estimate the size of the manmade reservoir for the flow rate and the stated 3 days of operation. Make an estimation of the reservoir bottom elevation also.
Step 4 – Assume a diameter for the united single pipe (Penstock) between Points C and D. Use the energy eq again to obtain the head to be dissipated at the turbine. Calculate the power generated by the turbine due to the drop in head through the single pipeline.
Step 5 – Calculate the flow rate of the existing pipeline between D and E. It will show that there will be a requirement to carry an additional flow between D and E. Assume a diameter for the new parallel pipeline (looped) to check whether it is adequate to carry the additional flow. If inadequate take other diameters to give trials until the entire additional flow rate is carried.
Step 6 – Take the possible maximum discharge of the designed water transfer system to repeat the application of the energy eq for the same pumps and pipe diameters designed above to see the head dissipated changed and any formation of cavitation. Also calculate the maximum power requirement for the corresponding maximum discharge.
Step 7 – Draw the variation of the Energy Grade Line (EGL) and the Hydraulic Grade Line (HGL) along the pipelines from points A to E.
As part of the report it is expected that you would include the following:
• Introduction and objective of the study
• All calculations
• Justification of all the assumptions used
• Selection of pipes (eg: size, type, etc)
• Procedure in selecting the pump and configuration (e.g. type of pump, number of pumps, pumps in series or parallel, etc)
• Rational behind selecting the maximum discharge
• References used