19TH

JUNE
2017

DESIGN REPORT

Water Distribution System (Design Report)

SUBMITTED BY: ALI HABIB

L1F14BSCE0048
SUBMITTED TO: DR. JAVED ANWER AZIZ
 LETTER OF TRANSMITTAL

Date: 19-June-2017

Dr. Javed Anwar Aziz

Department of Civil Engineering

University of Central Punjab, Lahore

Subject: Repot of “Water Distribution System”.

Respected Sir,

This is the final design report of “Water Distribution System” for Future
Vision Housing Society. This report consists of complete information including each step of
designing, final results (length, Size, type of pipes) and final drawings (Plans). I used EPANET
software to design water distribution system.

I am confident and fully assured that this design will not only fulfill all the basic
requirements of society but also fulfill the water requirement in emergency.

Your sincerely,

Ali Habib

L1F14BSCE0048

i
 Table of Contents
LETTER OF TRANSMITTAL ................................................................................................... I

CHAPTER 1...............................................................................................................................1

INTRODUCTION ......................................................................................................................1

1.1 BRIEF DESCRIPTION OF HOUSING SCHEME...................................................................... 2

 NAME OF THE SOCIETY .................................................................................................. 2
 LOCATION OF SOCIETY ................................................................................................... 2
 IMPORTANT SALIENT FEATURES .................................................................................... 2
 LOCTION OF TUBEWELLS ............................................................................................... 2
 LOCTION OF OVER-HEAD-RESRVIOR (OHR) ................................................................... 2
 NUMBER AND TYPE OF FACILITIES................................................................................. 4

1.2 TOPOGRAPHY OF THE AREA ............................................................................................. 4

CHAPTER 2...............................................................................................................................5

ASSUMPTIONS .........................................................................................................................5

2.1 DESIGN PERIOD ................................................................................................................. 6

2.2 PER CAPITA PER DAY WATER CONSUMPTION ................................................................. 6

2.3 POPULATION FOR DESIGN PURPOSE................................................................................ 6

2.4 POPULATION AND WATER CONSUMPTION CRITERION .................................................. 7

 FOR SCHOOL, DISPENSORY ETC. .................................................................................... 7

2.5 CALCULATIONS OF WATER CONSUMPTION FOR: ............................................................ 7

 PLOTS: ............................................................................................................................ 7
 APARTMENTS: ................................................................................................................ 7
 FLATS: ............................................................................................................................. 7
 SCHOOL .......................................................................................................................... 7
 DISPENSARY: .................................................................................................................. 7
 COMMERCIAL AREA ....................................................................................................... 8
 OPEN SPACES ................................................................................................................. 8
 For Parks......................................................................................................................... 8
 For Grave Yard ............................................................................................................... 8

1
  For Water Treatment plant and Disposal Station .......................................................... 8

2.6 TOTAL WATER CONSUMPTION ......................................................................................... 9

2.7 AVERAGE DAY W.C: MAXIMUM DAY W.C: PEAK HOURS W.C ........................................ 9

2.8 AVERAGE DAY WATER CONSUMPTION............................................................................ 9

2.9 MAXIMUM DAY WATER CONSUMPTION ......................................................................... 9

2.10 PEAK HOUR WATER CONSUMPTION ............................................................................ 9

CHAPTER-3 ........................................................................................................................... 10

DESIGN CIRTERIA ................................................................................................................ 10

3.1 DESIGN FLOWS FOR WATER DISTRIBUTION SYSTEM .................................................... 11

3.2 DESIGN EQUATION USED: ............................................................................................... 13

3.3 HEIGHT OF OHR AND CAPACITY OF OHR........................................................................ 13

 Height of OHR .............................................................................................................. 13
 Capacity of OHR ........................................................................................................... 13

3.4 NUMBER OF TUBE WELLS INSTALLED............................................................................. 14

3.5 TYPES OF PIPE USED IN THE SCHEME ............................................................................. 14

 Cast Iron Pipes.............................................................................................................. 14
 Polyethylene (PE) Pipes................................................................................................ 15

3.6 DIAMETER OF PIPES ........................................................................................................ 15

3.7 INCREMENT IN PIPE DIAMETER ...................................................................................... 16

3.8 MAXIMUM AND MINIMUM VELOCITY IN W/ S PIPES ................................................... 16

3.9 PRESSURE IN THE PIPES................................................................................................... 16

3.10 COVER ON PIPES .......................................................................................................... 16

3.11 PLACEMENT OF VALVES .............................................................................................. 16

 FUNCTION .................................................................................................................... 16

3.11 LOCATION OF VALVES ................................................................................................. 17

3.12 PLACING OF FIRE HYDRANT ........................................................................................ 17

2
  PURPOSE ...................................................................................................................... 17
 LOCATION..................................................................................................................... 17

CHAPTER - 4 ......................................................................................................................... 18

DESIGN OF WATER DISTRIBUTION SYSTEM .................................................................. 18

4.1 EPANET SOFTWARE......................................................................................................... 19

 BRIEF INTRODUCTIONOF SOFTWARE .......................................................................... 19
 SALIENT FEATURES ....................................................................................................... 19
 LIMITATIONS ................................................................................................................ 20

4.2 PROCEDURE ..................................................................................................................... 20

4.3 DESIGN INPUT DATA ....................................................................................................... 22

 Input data for Nodes .................................................................................................... 22
 Input data for Pipes...................................................................................................... 23

4.4 OUTPUT DESIGN DATA .................................................................................................... 24

 FOR NODES................................................................................................................... 24

For Pipes .................................................................................................................................. 25

CHAPTER – 5......................................................................................................................... 26

CONCLUSIONS....................................................................................................................... 26

5.1 YOUR VIEWS ON THE DRAWING..................................................................................... 27

5.2 SUMMARY ....................................................................................................................... 27

5.3 FINAL RESULTS ................................................................................................................. 28

REFERENCES ......................................................................................................................... 29

ANNEXURES .......................................................................................................................... 31

3
 CHAPTER 1
INTRODUCTION

1
 INTRODUCTION
1.1 BRIEF DESCRIPTION OF HOUSING SCHEME

 NAME OF THE SOCIETY

The name of the housing scheme is Future Vision Housing Society.

 LOCATION OF SOCIETY
Society is located on the left side of Jehlum road and Upper Chenab Canal.

 IMPORTANT SALIENT FEATURES

Important salient features of this housing scheme are as follows.

 Water Treatment Plant

 Waste water Disposal System
 Parks
 School
 Commercial Areas
 Apartments
 Flats
 Dispensary
 Grave yard
 Plots

 LOCTION OF TUBEWELLS
In this Housing Society, I provided two tube wells keeping the condition of load
shedding in mind, one of the tube well is working on Electricity and other one is working on
Diesel -engine. The tube wells are located in a park as shown in Fig-1.

 LOCTION OF OVER-HEAD-RESRVIOR (OHR)

In this society, there is an overhead reservoir with height of 19.75 meters from
ground surface level. The basic purpose of this OHR is to provide uniform flow with constant
pressure. OHR is located in the park along with tube wells as shown in Fig-1.

2
 3
FIG-1
  NUMBER AND TYPE OF FACILITIES
The facilities provided are as follows.

TYPE NUMBER
Plots 282

Water Treatment Plant 1

Waste water Disposal System 1

Parks 3

School 1

Commercial Areas 4

Apartments 3

Flats 3

Dispensary 1

Grave yard 1

1.2 TOPOGRAPHY OF THE AREA

The topography of Future Vision Housing Society is almost flat. The maximum
reduce level is 100.8 m and minimum reduce level is 98.0 m. As you can see there is very
small difference in level.

West side of the society has more reduce level then the Eastern side of the
society in other words society is slightly sloping towards Upper Chenab Canal and Jehlum
road.

4
 CHAPTER 2
ASSUMPTIONS

5
 ASSUMPTIONS
2.1 DESIGN PERIOD

The design period of Water Distribution System of “Future Vision Housing Society” is
not fixed. Design Period is related to the population, I am taking for design purpose.

2.2 PER CAPITA PER DAY WATER CONSUMPTION

Per capita per day water consumption can be defined as the quantity of water
consumed by one person in one day.

Per Capita Water Consumption = 300+20Y

Y = Sum of last two digits of roll number

So,

Per Capita Water Consumption = 300+20(4+8)

= 300+20(12) = 540 lpcd

2.3 POPULATION FOR DESIGN PURPOSE

The maximum population gives to me according to my roll number is as follows.

Present Maximum
-
Population Population

Persons/Plot 7 12

Persons/Apartment 400 500

Persons/Flat 200 400

6
2.4 POPULATION AND WATER CONSUMPTION CRITERION

 FOR SCHOOL, DISPENSORY ETC.

WATER CONSUMPTION FOR W.C Persons

School 50 (lpcd) 200

Dispensary 60 (lpcd) 50

Commercial area 3 (liter/m2/day) -

Open spaces 8 (liter/m2/day) -

2.5 CALCULATIONS OF WATER CONSUMPTION FOR:

 PLOTS:
Water consumption for plots = 540 lpcd × 12 persons × 282 plots

= 1827360 L/day

 APARTMENTS:
Water consumption for apartments = 540 lpcd × 500 persons × 3 apartments

= 810000 L/day

 FLATS:
Water consumption for flats = 540 lpcd × 400 persons × 3 flats

= 648000 L/day

 SCHOOL
Water consumption for school = 50 lpcd × 200 students

= 10000 L/day

 DISPENSARY:
Water consumption for dispensary = 60 lpcd × 50 patients

= 3000 L/day

7
  COMMERCIAL AREA
Commercial area - 1 on plan = 2.3 cm × 0.6 cm = 23 m × 6 m = 138 m2

Commercial area - 2 on plan = 2.3 cm × 0.6 cm = 23 m × 6 m = 138 m2

Commercial area - 3 on plan = 1.7 cm × 0.8 cm = 17 m × 8 m = 136 m2

1.7+1.8
Commercial area - 4 on plan = cm × 0.6 cm = 17.5 m × 6 m = 140 m2
2

Total Commercial area = 138 m2 + 138 m2 + 136 m2 + 140 m2 = 552 m2

Water consumption for commercial area = 3 (liter/m2/day) × 552 m2

= 1656 L/day

 OPEN SPACES
Open spaces include Parks, Grave yard, treatment plant and disposal system. There
is small quantity of water required for these places, (watering the plants in parks).

 For Parks
Area of Park-1 = 5.1 cm × 1.3 cm = 51m × 13m = 663 m2

Area of Park-2 = 5.3 cm × 3.1 cm = 53m × 31m = 1643 m2

2.3+1.8
Area of Park-3 = 3.4 cm × cm = 34m × 20.5m = 697 m2
2

Total area of parks = 663 m2 + 1643 m2 + 697 m2 = 3003 m2

 For Grave Yard

Area of Grave Yard = 2.4 cm × 1.3 cm = 24m × 13m = 312 m2

 For Water Treatment plant and Disposal Station

3.1+2.1
Area = 6.1 cm × cm = 61m × 26m = 1586 m2
2

Total Area of open spaces = Area of Park + Area of Grave Yard + Area of W.T and D.S

= 3003 m2 + 312 m2 + 1586 m2

= 4901 m2

Water consumption for Open Spaces = 8 (liter/m2/day) × 4901 m2

= 39208 L/day

8
2.6 TOTAL WATER CONSUMPTION

Total W. C = W.C for plots + W.C for apartments + W.C for flats + W.C for s chool +
W.C for dispensary + W.C for commercial area + W.C for open Spaces

= 1827360 + 810000 + 648000 + 10000 + 3000 + 1656 + 39208 L/day

= 3339224 L/day
3339224
= L/sec
24 ×60 ×60

= 38.648 L/sec

2.7 AVERAGE DAY W.C: MAXIMUM DAY W.C: PEAK HOURS W.C

We are using the criterion given by water and sanitation agency (WASA) which is
given below.

Average day W.C : Max day W.C = 1 : 1.5

Average day W.C : Peak hour W.C = 1 : 2.25

2.8 AVERAGE DAY WATER CONSUMPTION

Average day water consumption = 3339224 L/day = 38.648 L/sec

2.9 MAXIMUM DAY WATER CONSUMPTION

Max. day water consumption = 1.5 × avg. day water consumption

= 1.5 × 3339224 L/day

= 5008836 L/day = 57.972 L/sec

2.10 PEAK HOUR WATER CONSUMPTION

Peak hour water consumption = 2.25 × avg. day water consumption

= 2.25 × 3339224 L/day

= 7513254 L/day = 86.958 L/sec

*NOTE: All the flows are in L/ sec because input data of EPANET software should be in L/ sec
or in L/min.

9
 CHAPTER-3

DESIGN CIRTERIA

10
 DESIGN CIRTERIA
3.1 DESIGN FLOWS FOR WATER DISTRIBUTION SYSTEM

Number of
Node
no Grave Open
Houses Parks Flats Apartments Dispensary Commercial School
yard area
1
2 13 1
3 17
4 24
5 6 1 1
6 10 1
7 3 1
8 16
9 12
10 17
11 13
12 16
13 16
14 17 1
15 15
16 12 1
17 17 1
18 12 1
19 6 1 1
20 11 1 2
21 2 1
22 1 1
23 11 1
24 15

Sum 282 3 3 3 1 4 1 1 1

11
 Water Consumption in (liters/day)
Node no Grave Open Sum(liters/sec)
Houses Parks Flats Apartments Dispensary Commercial School Sum(liters/day)
yard area
1 0 0 0 0 0 0 0 0 0 0 0.000
2 84240 0 0 0 3000 0 0 0 0 87240 1.010
3 110160 0 0 0 0 0 0 0 0 110160 1.275
4 155520 0 0 0 0 0 0 0 0 155520 1.800
5 38880 5304 0 0 0 0 2496 0 0 46680 0.540
6 64800 0 0 270000 0 0 0 0 0 334800 3.875
7 19440 0 0 0 0 0 0 0 10000 29440 0.341
8 103680 0 0 0 0 0 0 0 0 103680 1.200
9 77760 0 0 0 0 0 0 0 0 77760 0.900
10 110160 0 0 0 0 0 0 0 0 110160 1.275
11 84240 0 0 0 0 0 0 0 0 84240 0.975
12 103680 0 0 0 0 0 0 0 0 103680 1.200
13 103680 0 0 0 0 0 0 0 0 103680 1.200
14 110160 0 216000 0 0 0 0 0 0 326160 3.775
15 97200 0 0 0 0 0 0 0 0 97200 1.125
16 77760 13144 0 0 0 0 0 0 0 90904 1.052
17 110160 0 0 0 0 414 0 0 0 110574 1.280
18 77760 0 216000 0 0 0 0 0 0 293760 3.400
19 38880 5576 216000 0 0 0 0 0 0 260456 3.015
20 71280 0 0 270000 0 822 0 0 0 342102 3.960
21 12960 0 0 0 0 420 0 0 0 13380 0.155
22 6480 0 0 0 0 0 0 12688 0 19168 0.222
23 71280 0 0 270000 0 0 0 0 0 341280 3.950
24 97200 0 0 0 0 0 0 0 0 97200 1.125
Sum 1827360 24024 648000 810000 3000 1656 2496 12688 10000 3339224 38.648

12
3.2 DESIGN EQUATION USED:

In EPANET software I used “Hazen William” Equation to find out Head losses.

𝐐 𝟏.𝟖𝟓 × 𝐋
HL = 𝟏𝟎. 𝟔𝟓 ×
𝐂 𝟏.𝟖𝟓 × 𝐃𝟒.𝟖𝟕

Where,

H = Head loss (m/km)

Q = Discharge (m/sec)

C = Roughness Coefficient

L = Length of pipe (m)

D = Diameter of pipe (m)

3.3 HEIGHT OF OHR AND CAPACITY OF OHR

 Height of OHR

Height of overhead reservoir is 19.75 m from the ground surface and

0.25 m depth is kept in the OHR is kept for settlement of sediments (Silt & clay
etc.)

 Capacity of OHR
We know that.

For electric pump

Capacity of overhead reservoir = 1/6 of the daily avg. W.C.

1
Capacity of overhead reservoir = × 3339224 L/day
6

= 556537.333 liters

≈ 557 m3

13
For diesel pump

Capacity of overhead reservoir = 1/4 of the daily avg. W.C.

1
Capacity of overhead reservoir = × 3339224 L/day
4

= 834806 liters

≈ 835 m3

3.4 NUMBER OF TUBE WELLS INSTALLED

In this Housing Society, I provided two tube wells keeping the condition of
load shedding in mind, one of the tube well is working on Electricity and other one is
working on Diesel -engine. The tube wells are located in the central Park of the society.

3.5 TYPES OF PIPE USED IN THE SCHEME

In the Design of Water Distribution System, we Used Two types of pipes

 Cast Iron Pipes

Cast iron pipes used only some specific places, one of the pipe is used to transport
water from Tube well to Over Head Reservoir and second pipe is used to transport water
from Over Head Reservoir to node number 1.

The Hazen Williams coefficient for cast iron pipe is 100.

14
  Polyethylene (PE) Pipes
Except upper mentioned two places all other pipes are Polyethylene (PE) pipes.

Polyethylene pipes have following characteristics

 Easy to install, easy to handle.

 Cheaper in material cost.
 Chemical resistance.
 Corrosion free.
 Smooth inner wall surface.
 Durable, long lasting.
 Expected life is 40 years

The Hazen Williams coefficient for cast iron pipe is 140.

3.6 DIAMETER OF PIPES

In the design of water distribution system, I used pipes of various diameter.

In design, I preferred pipe diameters which are easily available in Pakistan.

The pipe diameters I used in deign are as follows.

 80 mm
 100 mm
15
  150 mm
 200 mm
 250 mm
 300 mm
 350 mm

3.7 INCREMENT IN PIPE DIAMETER

Increment in pipe diameter is generally in multiple of 50 mm.

3.8 MAXIMUM AND MINIMUM VELOCITY IN W/ S PIPES

Generally, in water supply system the velocities should not exceed 1m/sec but the
maximum limit is 2m/sec and velocities should not less, that it causes difficulties to the
residents.

3.9 PRESSURE IN THE PIPES

The pressure in the water distribution system varies with water consumption.

During peak hours, there is minimum pressure in the pipes.

Maximum pressure occurs during low W.C. hours.

In design, maximum pressure in pipes is 20 m at the bottom of over head reservoir

and minimum pressure should be 15m at the farthest points of scheme during peak hours.

3.10 COVER ON PIPES

The term “cover on pipes” can be defined as the clear distance between ground
surface to the pipe.

In design, 1 m or (3 feet – 4 feet) cover on pipes is provided.

The basic purpose of this cover is the safety of the pipes.

3.11 PLACEMENT OF VALVES

 FUNCTION
The functions of different types of vales are as follows

 To regulate the flow

 To regulate the pressure
 To cutting the supply for repairing purposes

16
  To permits the water flow only in one direction
 To drain the sediments from pipes
 To break vacuum and to release entrapped air

3.11 LOCATION OF VALVES

 In design two gate valves are provided at the junction of 4 or 3 pipes and one gate
vale is provided at the junction of 2 pipes.
 One vales provided for each fire hydrant.
 One “Check valve” is provided between OHR and Tube Wells to prevent back flow.

3.12 PLACING OF FIRE HYDRANT

 PURPOSE
 The basic purpose of fire hydrant is to supply
water for firefighting.
 Fire hydrants should have at least 2 hose
outlets and a larger pump outlet.
 Fire hydrant is provided at 1m-2m from the
edge of the road and at least 0.5m high.

 LOCATION
In this design, I provided one fire hydrant near the
school.

17
 CHAPTER - 4

DESIGN OF WATER DISTRIBUTION

SYSTEM

18
 DESIGN OF WATER DISTRIBUTION
SYSTEM
4.1 EPANET SOFTWARE

 BRIEF INTRODUCTIONOF SOFTWARE

EPANET is a computer program that performs extended period simulation of
hydraulic and water quality behavior within pressurized pipe networks. A network consists
of pipes, nodes (pipe junctions), pumps, valves and storage tanks or reservoirs. EPANET
tracks the flow of water in each pipe, the pressure at each node, the height of water in each
tank.

EPANET is designed to be a research tool for improving our understanding of the movement
and fate of drinking water constituents within distribution systems. It can be used for many
different kinds of applications in distribution systems analysis. Sampling program design,
hydraulic model calibration. EPANET can help assess alternative management strategies for
improving water quality throughout a system. These can include:

 Altering source utilization within multiple source systems,

 Altering pumping and tank filling/emptying schedules,

Running under Windows, EPANET provides an integrated environment for editing network
input data, running hydraulic and water quality simulations, and viewing the results in a
variety of formats. These include color-coded network maps, data tables, time series graphs,
and contour plots.

 SALIENT FEATURES
Full-featured and accurate hydraulic modeling is a prerequisite for doing effective water
quality modeling. EPANET contains a state-of-the-art hydraulic analysis engine that includes
the following capabilities:

 Color-coded network maps.

 Places no limit on the size of the network that can be analyzed
 Computes friction head loss using the Hazen-Williams, Darcy Weisbach, or Chezy-
Manning formulas
 Includes minor head losses for bends, fittings, etc.
 Models constant or variable speed pumps
 Computes pumping energy and cost
 Models various types of valves including shutoff, check, pressure regulating, and
flow control valves

19
  Allows storage tanks to have any shape (i.e., diameter can vary with height)
 Considers multiple demand categories at nodes, each with its own pattern of time
variation
 Models pressure-dependent flow issuing from emitters (sprinkler heads)
 Can base system operation on both simple tank level or timer controls and on
complex rule-based controls.

 LIMITATIONS
EPANET is a good software for the design of water supply but it has some limitations.

 This software is not able to calculate water hammer.

 Can’t simulate pipe bursting.
 This software cannot evaluate the consequences of the presence of air inside
the network.
 Need to be careful with units.
 There is no undo button.
 Dose not include material list.
 This software can’t show Nodes and pipes on scale.

4.2 PROCEDURE

Following are the steps to design water distribution system

1. Get the hard copy of plan (map) of housing society.

2. Draw the pipes on the either one side of the streets such that all the area (plots) are
covered and gave number to each pipe.
3. At the junction point of two or more pipes make a node and named them with
numbering.
4. Now take color pencils and allocate the plots or area to each node by shading the
region.

*note: allocate the full area to one node means that full park area, or full apartment should
be allocated to one node.

5. Now find the discharge at nodes by using water consumption per person, persons
per plot, and number of plots (same for all other allocated types of facilities) and
sum them.
6. Now Launch EPANET.exe.
7. Start New Project.
8. Click View>Options to enter Map Options dialogue box and select the notation tab,
there check all the boxes except the ‘Use transparent text’.
9. Click Project>Analysis Options to open Hydraulic Options dialogue box. Set Units of
Flow to ‘LPS’ (Liters per second).

20
10. In the same box enter the ‘Demand Multiplier value’ 2.25 for peak hourly demand.
11. Back drop the plan (map) of the society, by clicking View>Back drop>load select file.
12. Draw the Nodes at their location as you drawn on hard copy map and label them by
double-clicking on each node and editing its ‘Junction ID’.
13. Now draw the Network links/pipes. The initial point asked by program is the starting
junction of Link.
14. The next step is to introduce a tank (Over Head Reservoir).
15. Connect the tank to (junction-1) with a (link - 31)
16. Now we have to provide information to the software about each node, pipe and tank
by double clicking the element and provide information in properties table.
17. Up till now we provided all the basic data to the software.
18. Save the project.
19. Now click on Project>Run Analysis to start Analysis. A ‘Run Status’ message box will
appear. If Run is unsuccessful then check whether you have not missed any step or
provided wrong data.
20. When Run is successful then click ‘OK’.
21. Make sure at the farthest ends, the pressure in 15 m, if not change the diameter of
pipes and again run analysis if you got pressure near 15 m good enough then
proceed to next step.
22. The next step is to view the results.
23. Report>Full (To generate a report of all results, in Word Format.)
24. Use ‘Map’ tab on ‘Browser’ window for viewing results in color coded form with the
help of ‘Legend’.
25. Use table format by Report>Table. Select whether you want to view results for
‘Network Nodes’ or ‘Network Links’.

21
4.3 DESIGN INPUT DATA

 Input data for Nodes

Node ID ELEVATION BASE DEMAND

- m LPS

Junction-1 100.2 -38.65

Junction-2 100.2 1.01

Junction-3 99.5 1.275

Junction-4 100.2 1.8

Junction-5 100.8 0.54

Junction-6 100.5 3.875

Junction-7 100.3 0.341

Junction-8 100 1.2

Junction-9 100.8 0.9

Junction-10 100.2 1.275

Junction-11 100.5 0.975

Junction-12 100.5 1.2

Junction-13 100.8 1.2

Junction-14 100.45 3.775

Junction-15 100.4 1.125

Junction-16 100 1.052

Junction-17 99.7 1.28

Junction-18 100.2 3.4

Junction-19 99.5 3.015

Junction-20 99.5 3.96

Junction-21 99.4 0.155

Junction-22 98.5 0.222

Junction-23 98.9 3.95

Junction-24 99.5 1.125

OHR 119.75 -

22
 Input data for Pipes
DIAMETER
PIPE ID LENGTH HWC
(Hit and Trial)
- m mm -
1 167 80 140
2 59 80 140
3 48 80 140
4 49 80 140
5 90 80 140
6 15 80 140
7 166 80 140
8 41 80 140
9 40 80 140
10 43 80 140
11 55 80 140
12 48 150 140
13 17 200 140
14 16 200 140
15 39 150 140
16 23 80 140
17 114 80 140
18 114 80 140
19 114 80 140
20 114 80 140
21 38 100 140
22 108 80 140
23 40 100 140
24 107 80 140
25 36 100 140
26 55 80 140
27 48 80 140
28 34 80 140
29 40 80 140
30 108 80 140
31 20 350 100

23
4.4 OUTPUT DESIGN DATA

 FOR NODES
DEMAND
Node ID ELEVATION BASE DEMAND HEAD PRESSURE
(Peak hr.)
m LPS LPS m m

Junction-1 100.200 -38.650 -86.963 120.000 19.800

Junction-2 100.200 1.010 2.273 119.800 19.600

Junction-3 99.500 1.275 2.869 116.640 17.140

Junction-4 100.200 1.800 4.050 115.970 15.770

Junction-5 100.800 0.540 1.215 116.310 15.510

Junction-6 100.500 3.875 8.719 117.250 16.750

Junction-7 100.300 0.341 0.767 119.110 18.810

Junction-8 100.000 1.200 2.700 117.570 17.570

Junction-9 100.800 0.900 2.025 117.290 16.490

Junction-10 100.200 1.275 2.869 116.710 16.510

Junction-11 100.500 0.975 2.194 116.390 15.890

Junction-12 100.500 1.200 2.700 116.440 15.940

Junction-13 100.800 1.200 2.700 115.970 15.170

Junction-14 100.450 3.775 8.494 116.410 15.960

Junction-15 100.400 1.125 2.531 116.410 16.010

Junction-16 100.000 1.052 2.367 119.910 19.910

Junction-17 99.700 1.280 2.880 119.350 19.650

Junction-18 100.200 3.400 7.650 115.670 15.470

Junction-19 99.500 3.015 6.784 114.730 15.230

Junction-20 99.500 3.960 8.910 114.830 15.330

Junction-21 99.400 0.155 0.349 114.580 15.180

Junction-22 98.500 0.222 0.500 114.390 15.890

Junction-23 98.900 3.950 8.888 114.340 15.440

Junction-24 99.500 1.125 2.531 114.410 14.910

OHR 119.750 0.000 0.000 120.000 0.250

24
For Pipes

UNIT
PIPE ID LENGTH DIAMETER HWC FLOW VELOCITY
HEADLOSS
m mm LPS m/s m/ km
1 167 80 140 -4.07 0.81 9.34
2 59 80 140 -3.13 0.62 5.72
3 48 80 140 1.54 0.31 1.55
4 49 80 140 -5 0.99 13.63
5 90 80 140 -4.34 0.86 10.51
6 15 80 140 2.3 0.46 3.24
7 166 80 140 -5.04 1 13.87
8 41 80 140 -2.8 0.56 4.66
9 40 80 140 -12.91 2.57 79.06
10 43 80 140 -3.15 0.63 5.79
11 55 80 140 -13.18 2.62 82.18
12 48 150 140 -24.02 1.36 11.68
13 17 200 140 -34.12 1.09 5.51
14 16 200 140 52.84 1.68 12.39
15 39 150 140 30.04 1.7 17.68
16 23 80 140 13.06 2.6 80.77
17 114 80 140 1.13 0.22 0.86
18 114 80 140 7.95 1.58 32.24
19 114 80 140 7.74 1.54 30.64
20 114 80 140 7.61 1.51 29.71
21 38 100 140 16.22 2.06 40.66
22 108 80 140 2.03 0.4 2.56
23 40 100 140 11.49 1.46 21.49
24 107 80 140 2.19 0.44 2.97
25 36 100 140 6.43 0.82 7.33
26 55 80 140 -5.66 1.13 17.15
27 48 80 140 -5.35 1.07 15.48
28 34 80 140 -0.15 0.03 0.02
29 40 80 140 -1.03 0.02 0.73
30 108 80 140 2.7 0.54 4.36
31 20 350 100 -86.96 0.9 3.81

25
CHAPTER – 5

CONCLUSIONS

26
 CONCLUSIONS
5.1 YOUR VIEWS ON THE DRAWING

This design work of water distribution system is done with great care and I am
confident that this design will fulfill all the requirements of society without causing any
trouble.

If someone want to improve this work I would like him to work on new software
called WATER-CAD.

In this design, we did not do water quality analysis (chlorination demand) on EPANET
software for society, water distribution system.

5.2 SUMMARY

Number of Junctions 24
Number of OHR 1
Number of Pipes 32
Number of Valves 25
Number of Fire 1
Hydrants
Flow Unit LPS

27
5.3 FINAL RESULTS

PIPE ID LENGTH DIAMETER

m mm
1 167 80
2 59 80
3 48 80
4 49 80
5 90 80
6 15 80
7 166 80
8 41 80
9 40 80
10 43 80
11 55 80
12 48 150
13 17 200
14 16 200
15 39 150
16 23 80
17 114 80
18 114 80
19 114 80
20 114 80
21 38 100
22 108 80
23 40 100
24 107 80
25 36 100
26 55 80
27 48 80
28 34 80
29 40 80
30 108 80
31 20 350

28
REFERENCES

29
 REFERENCES
 Analysis and Design of Water Distribution System via EPANET 2.00.12
 http://civilengineerspk.com/water-supply-design
 https://en.wikipedia.org/wiki/EPANET
 https://nepis.epa.gov/Adobe/PDF/P1007WWU.pdf

30
ANNEXURES

31