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ENEC2005 Advanced Water Engineering

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ENEC2005 Advanced Water Engineering

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Course Code: ENEC2005
University: Central Queensland University

MyAssignmentHelp.com is not sponsored or endorsed by this college or university

Country: Australia

Questions:
1. State the methods that were used to achieve the objectives?2. Mention all the data and resources that were used.3. What were the results and how the author(s) interpreted them?
Answer:
Introduction
The piping system for the friction intensity constraint for every pipe should always be known, and it should be free of the flow situations for the scope of flow states of intrigue. In the event that the distribution water condition is utilized to relate head loss hL to velocity V or flow rate Q (Spiliotis and Tsakiris, 2010), the representation of friction intensity factor is denoted by f, this has a steady value on a specific pipe for completely turbulent flow, however it does not imply on the transitional or laminar flow. In the event that the Hazen Williams equation (Kumar, Narasimhan and Bhallamudi, 2010) is utilized, the friction intensity factor is CHW, which is thought to be identified for a specific pipe.
The Hardy cross method used in analyzing the pipe network system illuminate the nonlinear conditions associated with network investigation by making certain assumptions. The higher power rectification terms can be dismissed and the loop number is little for a solitary loop despite the fact that the underlying guess is weak. However, dismissing contiguous loops and considering just a single amendment condition at once can influence the arrangement and furthermore number of iteration required for joining increments as the measure of the system increments.
Altered Hardy Cross strategy can be connected to enhance merging and lessen the quantity of loops. In any case, this number can be very substantial for genuine systems. Consequently, rather than considering just a single amendment condition at once, all the adjustment conditions can be illuminated by thinking about the impact of every single contiguous circle. So joining can be accomplished in fewer loops. Additionally, a portion of the conditions engaged with pipe network investigation is nonlinear.
Problem statement
Design and analysis of pipe systems are imperative to undeveloped town or cities, not just in light of the fact that water is an essential monetary improvement parameter, yet in addition since water is a central factor later on of peace. 
Project objectives 

To determine pipe discharges, Q
To determine nodal heads, H
To determine pipe resistance constants, R
To determine nodal inflows or outflows, q  

Considering a network that has different loops, at normal circumstances there will be channels regular to bordering loops with a clockwise stream in one loop showing up as unfriendly to clockwise in the other. Each loop must be distinguished and the rectifications made efficiently to each loop thus. The remedy to the streams must be made each time before proceeding onward to the following loop. For in excess of two loop in a system, the procedure turns out to be extremely intricate and computer strategies should be utilized. 
Methodology
In consideration of analyzing pipe  network system, the conventionally approach is known as the Hardy Cross procedure (Huang, Vairavamoorthy and Tsegaye, 2010). This strategy is appropriate if the entire pipe sizes (lengths and breadths) are settled, and either the head losses between the outlets and inlets are known yet the flow are not, or the flow at each inflow and overflowing point are known, yet the head losses are definitely not. This last case is investigated straightaway.
The system incorporates making a guess with respect to the flow to rate in each pipe, taking consideration of making a guess to such an extent that the total flow into any crossing point approaches the total flow out of that convergence. By then the head loss in each pipe is found out, in perspective of the normal flow and the picked flow versus head loss relationship. Next, the system is checked whether the head loss around each loop is zero. Since the fundamental flow were speculated, this will undoubtedly not be the circumstance. The flow rates are then adjusted with the end goal that continuity will in any case be fulfilled at each crossing point, aside from the head loss around each loop is more similar to be zero. This strategy is repeated until the point that the progressions are attractively little. The definite procedure is according to the following
Procedure approach to loop
Divided the network into loops
  For each loops done the fallowing steps

Assumptions on the flow, , flow course in the pipes, direction of flow in the loop where positive will be taken to be clockwise or negative will be taken to be counterclockwise, with an application of  equation of continuity condition at every node. Evaluated pipe flows are associated with iteration until head loss in the clockwise direction is equivalent to the counterclockwise bearing in each loop.
The equivalent resistance K for each pipe will be required to be calculated based on the given parameters on the demand for each node, similarly pipe length and diameter, together with temperature and finally pipe material are expected to be unique if not it is assumed to be equal.
Calculation for each pipe. The sign from procedure 1 is retained  and computation is done for the  sum of the loops hf
Computation of  hf⁄Q for each and every pipe and the summation  for each and every loop
Calculation of the  correction by the fallowing formula.
Application of correction to Qnew= Q+ΔQ
Repeat procedure (3) to (6) until Δh become very small.
Finally solving of the total pressure at each and every node using energy method

Formulas used in calculations
Continuity Formula
The sum of pipe amount of flows into and out of the respective nods equals to the amount of flow that is entering or leaving the system through each node (Cunha and Sousa, 2010).
Hence, from the statement it means that the following equation will be resulted: QTotal = Q1 + Q2
Where,
Q = Total inflow, Q1 + Q2= Total outflow
Energy conservation formula
The total algebraic Summation of head loss hf  around any closed loop is zero (Giustolisi, 2010).
Therefore, f(loop) = 0
 Where,
Q= Actual inflow,
ΔQ= Correction
 K= Head loss coefficient,
n= Flow exponent.
Always the following formula should be used for general relationship between discharges and head-losses for each pipe in loops:
hf = k*Qn
3.0 Hazen-William equation
K =
 n = 1.87 
Assume the C for all pipes = 100
(1/K)1.85 =  
Where,  and flow rate is in l/s and diameter is in meters 
Qiteration 2loop 1=  
Qiteration 2loop 2=   
The last condition gives a way to deal with determining an estimation of ?Q which will influence the estimation of the head loss wherever the loop to be zero. For the underlying couple of loops, that iteration is likely not to be correct, so the registered estimation of ?Q won’t influence the value of head loss around the loop to be definitely zero, anyway it will influence the head loss to be closer to zero when contrasted with the past loop. The estimation of ?Q would then have the capacity to be added to the main estimations of Q for each one of the pipe distribution network of loops, and iteration can be finished. This same strategy can be used for each one of the circles in the system. In case a pipe is a bit of no less than two particular loops, the change factors for each one of the loop that contain it are associated with it. 
As represented already, the figure gauge of the flow rates is totally optional, as long as movement is satisfied at each convergence. On the off chance that one makes great conjectures for these flow rates, the issue will consolidate quickly, and in case one influences poor guess, it will take more loops for the last course of action is found. Regardless, any assessments which meet the mass change model will finally provoke the same, and amendment will be done on the  last result.  
First iteration 

Loop

Pipe

Diameter

Length

(1/K)^1.85

Assumed Q

Q^1.85

H

H/Q

Correction

New Q

(m)

(m)

(L/s)

 

(m)

(m/L/s)

L/s

A

ab

0.2

300

0.00453

30

540.35

2.4499469

0.081664897

-0.536235

29.4638

 

bc

0.2

300

0.00453

13.5

123.34

0.55922356

0.041423967

-0.27507998

13.2249

 

cda

0.25

600

0.00306

-40

-920.05

-2.8171931

0.070429828

-0.24

-40.24

Total

 

 

 

 

 

 

0.19197736

0.193518692

 

 

 

 

 

 

 

 

 

 

 

 

 

B

bc

0.2

300

0.00453

-13.5

-123.34

-0.5587302

0.041387422

0.27507998

-13.225

 

bef

0.2

500

0.00756

15.6

161.17

1.21796169

0.078074467

-0.26115502

15.3388

 

cf

0.25

160

0.00082

-35.2

-726.28

-0.59337076

0.016857124

-0.26115502

-35.461

Total

 

 

 

 

 

 

0.06586073

0.136319013

 

 

Second iteration

Loop

Pipe

Diameter

Length

(1/K)^1.85

Q

Q^1.85

H

H/Q

Correction

New Q

(m)

(m)

(L/s)

 

(m)

(m/L/s)

L/s

A

ab

0.2

300

0.00453

29.463765

522.62

2.36955908

0.080422821

-3.13432

26.32944

 

bc

0.2

300

0.00453

13.22492

118.73

0.53832182

0.04070511

-2.001841

11.22308

 

cda

0.25

600

0.00306

-40.53624

-930.29

-2.84854798

0.070271646

-3.13432

-43.67056

Total

 

 

 

 

 

 

0.05933292

0.191399577

 

 

 

 

 

 

 

 

 

 

 

 

 

B

bc

0.2

300

0.00453

-13.22492

-118.73

-0.5378469

0.040669214

2.001841

-11.22307

 

bef

0.2

500

0.00756

15.338845

156.21

1.18047897

0.076960095

-1.132479

14.20637

 

cf

0.25

160

0.00082

-35.46116

-736.28

-0.60154076

0.016963372

-1.132479

-36.59363

Total

 

 

 

 

 

 

0.04109131

0.134592681

 

 

Third iteration

Loop

Pipe

Diameter

Length

(1/K)^1.85

Q

Q^1.85

H

H/Q

Correction

New Q

(m)

(m)

(L/s)

 

(m)

(m/L/s)

L/s

A

ab

0.2

300

0.00453

26.329445

424.44

1.92441096

0.07308969

-3.13432

23.19512

 

bc

0.2

300

0.00453

11.223079

87.64

0.39735976

0.035405592

-2.001841

9.221238

 

cda

0.25

600

0.00306

-43.67056

-1068.76

-3.27254312

0.074937062

-3.13432

-46.80488

Total

 

 

 

 

 

 

-0.9507724

0.183432345

 

 

 

 

 

 

 

 

 

 

 

 

 

B

bc

0.2

300

0.00453

-11.22307

-87.64

-0.3970092

0.035374372

2.001841

-9.221233

 

bef

0.2

500

0.00756

14.206366

135.55

1.02435135

0.072105094

-1.132479

13.07389

 

cf

0.25

160

0.00082

-36.59363

-780.37

-0.63756229

0.017422765

-1.132479

-37.72611

Total

 

 

 

 

 

 

-0.01022014

0.124902231

 

 

DESIGN OF SEWER LINE
Sewerage systems are designed and built to give the services of collection, diverting, treatment and transfer of sewage and reuse of treated waste water. The design  of sewerage includes design of sewer lines that limit blockage and negligible disintegration of sewer channels sub-current of gravity. Pumped sewerage is debilitated as the cost of pumping sewer is high. The sewer ought to be outlined in such a way they can accomplish self-purging speed once a day with a most extreme of 3.0m/s to maintain a strategic distance from the disintegration of sewer dividers and channel.it ought to likewise approach openings (sewer vents) at the particular separations for adjusting of the sewer lines on the off chance that there are blockages
A sewer system is a system of pipes used to pass on storm spillover and additionally sanitary sewer in a city.
The design of sewer framework includes the determination of, diameter, incline slope, and invert rises for each pipe in the framework.
Free surface flow exits for the design discharge; o that is, where the flow is by the gravitational force; pumping stations and pressurized sewers ought not to be considered.
The sewers are of commercially accessible sizes.  The design distance across should be less economically accessible pipe having flow limit equivalent to or more noteworthy than the plan release and fulfilling all the suitable limitations.
Sewers must be set at a profundity with the end goal that they o won’t be vulnerable to ice, o will have the capacity to deplete storm cellars, and o will have adequate padding to forestall breakage because of ground surface stacking. o To these closures, least cover profundities must be determined.
The sewers are joined at intersections with the end goal that the crown rise of the upstream sewer is no lower that of the downstream sewer.
To avoid or lessen exorbitant affidavit of strong material in the sewers, a base passable stream speed at configuration release or at scarcely full-pipe gravity stream is determined.
To anticipate scour and other unwanted impacts of high-speed stream, a greatest passable stream speed is additionally indicated.
At any intersection or sewer vent, the downstream sewer can’t be littler than any of the upstream sewers at that intersection.
The sewer framework is a dendritic, or spreading, network converging the downstream way without shut loop  
Criteria of design of sewer line
Average sewer flow is calculated based on consumption and population
Average sewage flow Q =  0.8 * consumption
Qdesign = 2*peak factor * Q + infiltration (10%) + storm water (100% of peak flow)
Design equation using Manning`s formula (Vongvisessomjai, Tingsanchali and Babel, 2010) for sewage flowing under gravity
V =  R2/3 * S1/2
Where,
V = velocity of flow in m/sec
R = hydraulic mean depth
S = slope of the sewer
n = coefficient of roughness for pipes (n = 0.013 for RCC pipes)
Cleansing velocity => for partially combined sewer = 0.7 m/sec
Maximum velocity used should not be greater than 2.4 m/sec, to avoid abrasion
Minimum sewer size to be used 225 mm to avoid chocking of sewer with bigger size objects through the man hole
Minimum cover to be used = 1 m to avoid damage by live loads on sewer
Design procedure

Determination of present population of projected area
Drawing of the system layout while considering the streets and road layout.
Identification of the sewer line and numbering of  the manhole.
Allocate plots to each sewer line
Measurement of the sewer line length as per scale of the map provided
Adopt the per capita sewage flow as 70% of water consumption and calculate the average sewage flow and infiltration for all the sewer line., at this point take infiltration as 10% of the average sewage flow
Calculation of peak sewage flow and design flow for the sewer lines (Hvitved-Jacobsen, Vollertsen, and Nielsen, 2010)
By the usage of back calculation determine the appropriate diagram and sewer in assumption that the sewer is fully flowing
In the end find the invert levels for all the sewer
Draw the  profile for all  sewer line

Data for design

 

Present  year 2018

Design period 2038

Plots

7

10

Apartments

400

600

Flats

200

400

Assume the number of plots in the area = 280
Assume the number of apartment  in the area = 3
Number of flats in the area = 3
Take the design period to be = 20 years
Present population (Pd) = 7 * 280 + 400 * 3 + 200 *3 = 3767
Annual population growth rate for Australia = 2.1%
Population density  in 2038  Pd = 3767(1 + 2.1%)20  = 5709
Pd = 10*281 + 600 * 3 + 400 * 3 = 5810 
Per capita water consumption = 300 lpc + 103 plc = 403 plc
Average sewer flow = pd * pcwc * 0.8/1000
                             = 5810 * 403 * 0.8/1000 = 1873 m3/day
= 0.0217 m3/s
Peak factor = 4
A = (D/4)2
V = 1/N * r2/3 * S1/2
r = a/p = d/4
q = a*v
 
Q = 0.0217 m3/s
s =0.001
n = 0.015 
d8/5 = 0.033022
d = 0.004267 M
d = 0.4 (take)
v = q/a
v = 0.0217/a
v = 1517 m/s which is greater than 0.6 m/s 
Determination of manhole distance and pipe slope
Procedure

Demonstrate the inverted height on profile for each pipe entering and leaving the sewer manhole at within sewer manhole wall.
Since the design sewer pipe has a diameter of 0.004m and is less than 1.2 m then the following will be considered, the distance between center to center is 100 m
a) The pipe distance will be determined by subtracting one half inside the dimension of on which the sewer manhole, for both manhole from the total distance between the centerline of both manholes.

In the event that we take the two sewer manhole are having a most extreme of 2.0 m measurement, at that point the aggregate separation distance between the two sewer manhole with respect to centerline to centerline is 100m, and the separation distance between the centerline of the sewer manhole to the inside wall of the sewer manhole is 1.0 m. 
Since the two sewer manhole are a similar width, subtract 2.0 m from the aggregate separation distance  100 – 2= 98 m, the pipe remove between sewer manhole will be 98 m however a separation distance of  100 m ought to be appeared on the profile.

b) To decide the pipe slope, subtract the two sewer manhole inverts and divide the difference by the pipe distance and multiply by one hundred (100) to acquire the percent review of the pipe.

If the manhole invert elevations are 52.5 m as per the contours for one manhole and 50 for the other, then the difference between the two manhole inverts will be 2.5.00 m
Take the invert difference 5 .00 m and divide it by the pipe distance (98 m). The pipe slope will be 0.025 m per hundred meters or 2.5%. Show the pipe slope on the profile. 
Table having assumption of values  

From
manhole

To
manhole

Length

Area increment

Coefficient C

Reduction in Area

Cumulative reduction in area

Rainfall intensity

Q

Ground surface upper end

Lower end

invert   upper end

lower end

 

slope of sewer (%)

1

2

100

1.5

0.7

1.05

1.05

<10 2275.5 10 9.8 8.6 8.3   2.5 2 3 100 1 0.7 0.7 1.75 <10 1517 9.8 9 8.4 7.5   8.5 3 4 100 0.9 0.7 0.63 2.38 10 1365.3 9 9 7.4 7.2   1.7 Total   300                         4 5 100 0.6 0.9 0.54 0.54 12 910.2 9 9.2 7 6.9   2.5 5 6 100 0.8 0.9 0.72 1.26 12 1213.6 9.2 9 6.8 6.7   3.2 6 13 50 0.4 0.4 0.16 1.42 13 606.8 9 9 6.2 6.1   1.3 Total   250                         7 8 100 1.5 0.4 0.6 0.6 <10 2275.5 9.3 9.1 7.9 7.7   3.3 8 4 100 0.8 0.7 0.56 1.16 <10 1213.6 9.1 9 7.7 7.3   2 9 10 100 1.5 0.4 0.6 1.76 <10 2275.5 9.2 8.8 7.9 7.6   1.1 Total   300                         10 5 100 0.9 0.9 0.81 0.81 <10 1365.3 8.8 9.2 7.4 7.2   4 11 12 100 1.5 0.1 0.15 0.96 <10 2275.5 9.8 8.7 7.6 7.2   3.3 12 6 100 0.8 0.4 0.32 1.28 <10 1213.6 8.7 9 7.1 6.8   1.4 Total   300                         sketch of a portion of sanitary sewer line profile 1st manhole 2nd manhole pipe size = 0.004 m 2.5 slope = 2.5% size of the man hole extreems = 2.0 98 m 100 m elevation difference = 60 = 55 = 5 Conclusion The  pipe discharges, Q was determined from the use of Hardy cross method when the value of head loss tend to be zero, as 23.19512 l/s, 9.221238 l/s and -46.80488 l.s for loop A and for loop B, the flow rate is -9.221233 l/s, 13.07389 l/s and -37.72611 l/s. The head loss at every nodal was determine from the first iteration and second iteration and the summation of head loss was  both 0.05933292 for loop A and 0.04109131 for loop B.  References Cunha, M.D.C. and Sousa, J.J.D.O., 2010. Robust design of water distribution networks for a proactive risk management. Journal of Water Resources Planning and Management, 136(2), pp.227-236. Giustolisi, O., 2010. Considering actual pipe connections in water distribution network analysis. Journal of Hydraulic Engineering, 136(11), pp.889-900. Huang, D., Vairavamoorthy, K. and Tsegaye, S., 2010. Flexible design of urban water distribution networks. In World Environmental and Water Resources Congress 2010: Challenges of Change (pp. 4225-4236). Hvitved-Jacobsen, T., Vollertsen, J. and Nielsen, A.H., 2010. Urban and highway stormwater pollution: Concepts and engineering. CRC press.. Kumar, S.M., Narasimhan, S. and Bhallamudi, S.M., 2010. Parameter estimation in water distribution networks. Water resources management, 24(6), pp.1251-1272. Spiliotis, M. and Tsakiris, G., 2010. Water distribution system analysis: Newton-Raphson method revisited. Journal of Hydraulic Engineering, 137(8), pp.852-855. Vongvisessomjai, N., Tingsanchali, T. and Babel, M.S., 2010. Non-deposition design criteria for sewers with part-full flow. Urban Water Journal, 7(1), pp.61-77. Free Membership to World's Largest Sample Bank To View this & another 50000+ free samples. Please put your valid email id. E-mail Yes, alert me for offers and important updates Submit  Download Sample Now Earn back the money you have spent on the downloaded sample by uploading a unique assignment/study material/research material you have. After we assess the authenticity of the uploaded content, you will get 100% money back in your wallet within 7 days. UploadUnique Document DocumentUnder Evaluation Get Moneyinto Your Wallet Total 13 pages PAY 8 USD TO DOWNLOAD *The content must not be available online or in our existing Database to qualify as unique. Cite This Work To export a reference to this article please select a referencing stye below: APA MLA Harvard OSCOLA Vancouver My Assignment Help. (2021). Advanced Water Engineering. Retrieved from https://myassignmenthelp.com/free-samples/enec2005-advanced-water-engineering/elevation-difference.html. "Advanced Water Engineering." My Assignment Help, 2021, https://myassignmenthelp.com/free-samples/enec2005-advanced-water-engineering/elevation-difference.html. My Assignment Help (2021) Advanced Water Engineering [Online]. Available from: https://myassignmenthelp.com/free-samples/enec2005-advanced-water-engineering/elevation-difference.html[Accessed 18 December 2021]. My Assignment Help. 'Advanced Water Engineering' (My Assignment Help, 2021) accessed 18 December 2021.

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