IRJET - Design of Water Distribution Network using EPANET Software

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 07 Issue: 03 | Mar 2020 www.irjet.net p-ISSN: 2395-0072
© 2020, IRJET | Impact Factor value: 7.34 | ISO 9001:2008 Certified Journal | Page 1774
Design of Water Distribution Network Using EPANET Software
Athulya.T1, Anjali.K.Ullas2
1M.Tech Student,Environmental Engineering in the Department of Civil Engineering,Malabar College of
Engineering and Technology,Kerala,India
2Assistant Professor,Department of Civil Engineering, Malabar College of Engineering and Technology,Kerala,India
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Abstract - This study presents the use of EPANET software
in the design of the water distribution network for the three
wards of AnjarakandyGrama Panchayath,Kannurdistrict.The
major purpose of providing a good distribution network is to
provide sufficient pressure at each point withlessloss.Awater
distribution network consists of pipes,valves,tanks etc.
EPANET is a computer programme that tracks the flow of
water in each pipe, the pressure at each node and height of
water in each tank. Hardy-Cross method is a manual method
that makes corrections to initial assumed value by using
equations. In this paper it was used to carry outthedesignand
hydraulic analysis of water distribution network using
EPANET software and Hardy-Cross method. The method of
distribution used here is combined gravity and pumping
system. The performance of system designed using EPANET
was later compared with manual method. It was obtained
that the pressure at all junctions and flow with their velocities
at all pipes are feasible.
Key Words: EPANET Software, Water Distribution
Networks, Hardy Cross Method, Pipe networks, Pipelayouts
1. INTRODUCTION
Water plays a vital role in the life of all living organism.
Water used for domestic purposes as well as irrigation and
industrial purposes. A water distribution networkshouldbe
designed such a way that it meets the demand of increased
population. An adequate water supply can give better living
standards. The water quality should not get deteriorated in
the distribution pipes. The deficiencies of water supply in
urban regions are becoming a major challenge for
authorities. Because most of the water supply scheme are
intermittent system. When using an intermittent systemthe
water is distributed to residents for few hours in a day,
hence most of the times the pipe lines are empty or partially
full [2]. A good water distribution network is the one which
provide sufficient pressure at each point ofdistributionwith
less loss. A good water distribution network satisfies the
consumer demand at required time. The designandanalysis
of water distribution network is a complex process in
metropolitan areas where there is large numberof pipes[4].
In general, the layout of a water distribution network can be
classified as dead end system, ring system, grid system or
radial system. A dead end system has water mains along the
roads without a particular patternfortownsthatdonothave
road network patterns. A radial system delivers water into
multiple zones. At the center of each zone, the water is
delivered radially toward the customers. A grid system
follows the general layout of the grid road infrastructure
with water mains and branches connected in rectangles.
Drawbacks of this topology include difficulties of sizing the
system. A ring system is a topology with each water main
that go to each road, and there is a sub-mainthatisbranched
off the water main to provide a circulation of two directions.
This system has many advantages over the grid system.
The three methods of water distribution are gravitational
system, pumping systemandcombinedgravityandpumping
system. In gravity system, the water from a high leveled
source is distributed to the consumers at low levels by the
mere action of gravity without pumping. This method is the
most economical and reliable since no pumping involved.
However this method needs lakes or reservoir as a source of
supply. In the pumping system the treated water is directly
pumped into the distribution mains without storing
anywhere. It is also known as pumping without storage
system. In a combined gravity and pumping system, the
treated water is pumped at a constant rate and stored into
an elevated distribution reservoir. This system helps in
operating the pumps at constant speed at their rated
capacities, thus increasing theirefficiencyand reducingtheir
wear and tear. This type of system is invariably and almost
universally adopted.
1.1 EPANET Software
EPANET is a public domain, water distribution system
modeling software package developed by the United States
Environmental Protection Agency’s (EPA) Water Supplyand
Water Resources Division. EPANET is a water distribution
network modeling software that performs extended period
simulation of hydraulic and water quality behavior. EPANET
provides hydraulic analysis that can handle systems of any
size. EPANET tracks the flow of water in each pipe, the
pressure at each node and the height of water in each tank
throughout the network. 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. EPANET models a water distribution
system as a collection of links connected to nodes. The links
represent pipes, pumps, and control valves. The nodes

represent junctions, tanks, and reservoirs. In addition to
hydraulic modeling, EPANET provides many other water
quality modeling capabilities [10].
2. STUDY AREA
Anjarakandi GramapanchayathislocatedinEdakkadblock of
Kannur taluk in Kannur district. Anjarakandi Grama
Panchayath has an area of 15.36 sq km. Anjarakkandi is
located at a distance of 16 km to the south-east of Kannur
town, 20 km to the North-East from Thalasseri and 10 km
north west of Koothuparambu.Panayathamparambaisapart
of Anjarakandy Panchayath. Panayathamparamba occurs in
the North-East part of Anjarakandy.Anjarakandy river flows
nearby the study area. The study area covers ward numbers
2,3 and 6 under water distribution system. The populationof
study area according to 2011 census is 878. The study area
covers residential area about 1.2 sq km.
Fig -1: Study area
3. METHODOLOGY
Initially the map of studyarea was extracted by usingGoogle
Earth software. The obtained map was then converted into
EPANET file. Elevation, pipe diameter and length had given
to each node and pipe for hydraulic analysis by using scale
tool from Google earth software. Total area was divided into
two grids and demand path is estimated by dependingonthe
number of houses living in the area taken in grid.
3.1 Design Considerations
The layout of the distribution network is drawn based on
the existing road pattern .Length of the pipe is taken as the
road length. The diameter of the pipe is considered based on
the purpose served by the pipe, such as main, sub main,
branch pipes. Pipe roughness coefficient is taken 120, since
Galvanized Iron pipes are used. The simulation period was
set for 24 hours.
3.2 Demand Calculation
Geometrical Increase Method is used for population
forecasting. In this method the percentage increase in
population from decade to decade is assumed to remain
constant. Geometric mean increase is used to find out the
future increment in population. Since this method gives
higher values and hence should be applied for a new
industrial town at the beginningofdevelopmentforonlyfew
decades. The population at the end of nth decade ‘Pn’ can be
estimated as:
Pn = P (1+ IG/100)n
Where, IG = geometric mean (%)
P = Present population
N = no. of decades
The design period for the system is taken as thirty years.
After the population forecast the maximum daily demand
was calculated using the general equations. Also the
minimum required diameter is calculated.
3.3 Steps in Using EPANET
Initially draw a network representation of distribution
system from the extracted map . Then edit the properties of
the objects that make up the system. The input parameters
for each nodes and pipes are to be properly assigned.
Describe how the system is operated. Then select a set of
analysis options. Finally run a hydraulic/water quality
analysis. The last step is to view the results of the analysis
3.4 Model Input Parameters
In order to analyze the water distribution network using
EPANET following input data files are needed:
1. Junction Report: Junctions are points in the network
where links join together and where water enters or leaves
the network. The basic input data required for junctions are:
• Elevation above some reference (usually mean sea
level)
• Water demand (rate of withdrawal from the network)
• Initial water quality
The output results computedfor junctionsat all time periods
of a simulation are:
• Hydraulic head (internal energy per unit weight of
fluid)
• Pressure
• Water quality
2. Pipe Report: Pipes are links that convey water from
one point in the networktoanother.EPANETassumesthatall
pipes are full at all times. Flow direction is from the end at
higher hydraulic head (internal energy per weight of water)

to that at lower head. The principal hydraulic input
parameters for pipes are:
• Start and end nodes
• Diameter
• Length
• Roughness coefficient (for determining Head-loss)
• Status (open, closed, or contains a check valve)
The output results for pipes include:
• Flow rate
• Velocity
• Head-loss
• Darcy-Weisbach friction factor
• Average reaction rate (over the pipe length)
• Average water quality
The hydraulic head lost by water flowing in a pipe due to
friction with the pipe walls can be computed using one of
three different formulas:
• Hazen-Williams formula
• Darcy-Weisbach formula
• Chezy-Manning formula
The Hazen-Williams formula is the most commonly used
head loss formula in Kerala by Kerala Water Authority.
3.5 Hardy-Cross Method
The Hardy Cross method assumes that the flow going in
and out of the system is known and that the pipe length,
diameter, roughness and other key characteristics are also
known or can be assumed. Themethodalsoassumesthat the
relation between flow rate and head loss is known, but the
method does not require any particular relation to be used.
In the case of water flow through pipes, a number of
methods have been developed to determinethe relationship
between head loss and flow. The Hardy Crossmethodallows
for any of these relationships to be used.
Hardy Cross method is done for only one loop of the
selected area. K is calculated using the formula :
K= L/(471.11*d0.487 )
Assume flow through the loop both in clock and anti clock
direction in which clockwise direction is taken as positive
and anti clock wise direction is taken as negative. Then the
correction (Δ) is calculated by using the equation:
Δ=-HL/(1.85*(HL/Qa))
Δ was then added to assumed flow to get actual flow. This
iteration is then repeated.
4. RESULTS
The water distribution network of study area consists of 16
pipes, 14 nodes and one main over head tank. The pressure
is computed using Hazen-William Approach. Pressure at all
junctions are found to be adequate. The minimum diameter
of pipe chosen was 150mm. There is fluctuation in the
pressure head. The roughness coefficient of the pipe
throughout the network is 120.
Fig -2: Distribution network diagram of study area
Table -1: Network table- Pipes
Link ID
Flow
LPS
Velocity
m/s
Unit head
loss
m/km
Friction
factor
Pipe P1 12.10 0.39 1.07 0.028
Pipe P2-3 11.76 0.17 0.14 0.030
Pipe P3-4 9.21 0.19 0.22 0.030
Pipe P4-5 6.77 0.38 1.49 0.030
Pipe P5-6 4.46 0.25 0.69 0.032
Pipe P6-7 2.49 0.14 0.23 0.035
Pipe P7-8 3.77 0.21 0.50 0.033
Pipe P8-9 0.97 0.05 0.04 0.040
Pipe P9-10 -1.83 0.10 0.13 0.036
Pipe P10-11 -4.74 0.15 0.19 0.033
PipeP11-12 -7.26 0.23 0.42 0.031
Pipe P12-1 -9.50 0.30 0.69 0.029
Pipe P2 22.48 0.32 0.47 0.027
Pipe P2-13 14.18 0.20 0.20 0.029
Pipe P13-14 5.96 0.34 1.18 0.030
Pipe P14-7 3.95 0.22 0.55 0.032

Table -2: Network table- Junctions/Nodes
Chart -1: Pressure-Velocity distribution
Chart -2: Demand-flow distribution
Chart -3: Contour plot-Pressure
5. CONCLUSION
The water distribution network has been designed and
analyzed successfully using the EPANET software and
Hardy-Cross method. At the end of the analysis it was found
that the resulting pressures at all the junctions andtheflows
with their velocities at all pipes are adequate enough to
provide water to the study area. The method of distribution
used here is combined gravityandpumpingsystem,asfirstly
the water is pumped with the helpofcentrifugalpumpsfrom
underground water source i.e. from aquifers and then they
are lifted up to the overhead water tanks and through there
with the help of gravity system is transferred to the main
Node ID
Demand
LPS
Head
m
Pressure
m
Junction J1 2.60 101.63 10.88
Junction J2 2.42 101.93 34.98
Junction J3 2.55 101.91 39.93
Junction J4 2.44 101.90 41.30
Junction J5 2.31 101.72 68.74
Junction J6 1.97 101.42 55.09
Junction J7 2.67 101.39 57.09
Junction J8 2.80 101.34 48.80
Junction J9 2.80 101.32 63.62
Junction J10 2.91 101.36 9.33
Junction J11 2.52 101.37 10.64
Junction J12 2.24 101.41 10.66
Junction J13 2.34 102.01 31.42
Junction J14 2.01 101.78 32.78

rising pipe. The distribution layout used here is ring system
which is according to the layout of the Panayathamparambu
region. Manual method by using Hardy-Cross equation is a
time consuming process, and it may not provide accurate
result. There may be some limitations while proceeding the
manual method in Excel. But there are no such types of
problems in EPANET software. So, we can design water
distribution system of any sizebyusingEPANET.Nowadays
in Kerala, the Kerala Water Authority are instructed the
employees to follow EPANET instead of the software called
LOOP because of the advantages of EPANET over LOOP.
Conventional methods like Hardy-cross methods are not
recommendable in present days if the network is in high
scale because that high network designing by conventional
method will not give the efficient and economical design as
comparative to EPANET software.
ACKNOWLEDGEMENT
The Authors are thankful to Principal, Mr. Anshad A.S ,
Malabar College of Engineering and Technology and M.Tech
Coordinator, Mrs. Chinnamma M.A ,Malabar College of
Engineering and Technology to permit us to carry out the
work. The authors are also grateful to Kannur Water
Authority for providing usefulinformationforpresentstudy.
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