DEVELOPMENT OF CLEAN WATER DISTRIBUTION NETWORK CAPACITY BY USING WATERCAD

http://www.iaeme.com/IJCIET/index.asp 961 editor@iaeme.com
International Journal of Civil Engineering and Technology (IJCIET)
Volume 9, Issue 11, November 2018, pp. 466–473, Article ID: IJCIET_09_11_046
Available online at http://www.iaeme.com/ijciet/issues.asp?JType=IJCIET&VType=9&IType=10
ISSN Print: 0976-6308 and ISSN Online: 0976-6316
© IAEME Publication Scopus Indexed
DEVELOPMENT OF CLEAN WATER
DISTRIBUTION NETWORK CAPACITY BY
USING WATERCAD
Mohammad Bisri, Dian Sisinggih and Wahyu Dwi Putra
Department of Water Resources, Faculty of Engineering, University of Brawijaya, Malang,
Indonesia
ABSTRACT
In this study a network model was constructed for the hydraulic analysis and
design of a small community (Kedungkandang District) water distribution network in
East Java Province of Indonesia by using Water cad simulator. The analysis included
a review of pressures, velocities and head loss gradients under steady state average
day need. The clean water availability in the location study is 560 l/s, however the
local society that is 23,213 consumers can only use in amount of 116 l/s. The
assessment of existing condition due to the pipe hydraulic condition and the
development of capacity network increasing are carried out by using the program of
Water cad vs. XM Edition. The development condition consists of 27,284 populations.
Result indicates that the average discharge need is 41.763 l/s, however in the peak
hour need there is needed 65.150 l/s on 2031. The water pressure in the development
area is 2.3 atm on 06.00 am.
Keywords: pipe network, clean water, Water-CAD v.8 XM Edition.
Cite this Article: Mohammad Bisri, Dian Sisinggih and Wahyu Dwi Putra, Development of
Clean Water Distribution Network Capacity by using Watercad, International Journal of
Civil Engineering and Technology, 9(11), 2018, pp. 466–473.
http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=9&IType=10
1. INTRODUCTION
Water distribution network is the means of obtaining water from any sources to the
consumers. The sources serve to convey the water from water sources and treatment works
which is needed to the point where it is delivered to the consumer (Hofkes, 1986). Water
distribution networks is an urgent component of some water supply system budgeting for up
to 80% of the total cost of the system (Kleiner and Rajani, 2000) and the operation and
maintenance cost may be higher if it is poorly designed (Izinyon and Anyata, 2011), therefore
the need to have a good and accurate planned, designed and constructed water distribution

Development of Clean Water Distribution Network Capacity by using Watercad
network cannot be over emphasized mainly regarding to the industrial growth and water’s
crucial role in society (Taigbenu and Ilemobade, 2006).
Water is very essential for all life forms on the earth. Human can survive for many weeks
without food but only a few days without water (Hamdy et.al, 2014). Water is important for
growth and preserves our bodies. If the water is polluted that is a case setback in human
health and cause many diseases that are known today (Mangkoedihardjo, 2007; 2010). A
typical water distribution system consists of network of pipes, nodes linking the pipes,
storage tanks, reservoirs, pumps, additional appurtenances like valves (Mohapatra et al.,
2013). For many water supply projects, water distribution network generally analyze for 40%
to 70% of the capital cost. The geometrical configuration of pipes, reservoirs and boosters,
etc. is important for the functioning of the system (Roy et.al, 2015). Softwares like the LOOP
and EPANET have been already used for hydraulic simulation of the water distribution
network system though the latest software Watercad is the most advanced and used in the
present.
The municipals of waterworks in Malang city-Indonesia continuously carry out the
capacity increasing as well as the network development in the scheme of increasing the
service to the society mainly in the Kedungkandang District. The water availability in this
area is 560 l/s. However, there is only 116 l/s that is used. This study intends to plan the
development of clean water distribution network for fulfilling the clean water need in
Kedungkandang District.
2. MATERIALS AND METHODS
2.1. Study Location
Kedungkandang District is located in Malang city, East Java Province of Indonesia. This
district is in the eastern of Malang city and has area of 39.89 km2
and it is on the 435-490 m
dpl district. Map of location is presented in the Figure 1. The amount of population is 18,494
persons on 2011 with the density of 4,364 persons/km2
. There are two water sources that are
Sumber Wendit II and Sumber Wendit III which the capacity total is 560 l/s for supplying the
clean water need in Kedungkandang district.
Figure 1 Map of study location

2.2. Data and analysis of data
The data that are used in this study consist of data of population and the amount of
consumers, study area, data of water availability, scheme and technical data of pipe network,
and unit price list of wage and material. However, the steps of study are as follow: 1) To
collect the secondary data that are technical data and the other supporting data that is used in
the network analysis; 2) To calculate the amount of population and consumers; 3) To
calculate the clean water need; 4) To plan the system of clean water distribution network; 5)
To simulate the clean water distribution network; and 6) To analyze the cost due to the cost
incurred.
2.3. Population growth
Population growth is the important factor in planning the development of clean water
distribution network. In this study, the projection of population is used as the base for
analyzing the water need of society. To predict the projection of population, is used the
methods of geometry, arithmetic, and exponential. The selection of result is regarding to the
existing condition all this time.
2.4. Clean water need
Clean water need is defined as the amount of water that fulfill the human need of domestic
and non-domestic water. The level of clean water usage by society of a region is not constant,
however, there is happened the fluctuation on the certain hours (time) regarding to the society
activity in this region. The usage of clean water in a region is also different regarding to the
type of usage, the criteria of clean water usage is presented as in the Table 1.
Table 1 Criteria of clean water usage
No Category Number of population Level of water usage
1 Metropolitan city > 1.000.000 120 l/person/day
2 Big city 1.000.000 100 l/person/day
3 Medium city 500.000 90 l/person/day
4 Small city 100.000 60 l/person/day
5 District city 3.000 - 20.000 l/person/day
2.5. Hydraulics on the pipe network
Major losses: the fluid that flows into a pipe will experience the shear stress and velocity
gradient on the cross section due to the kinematic viscosity. This stress will cause the losses
of flow energy (Triatmodjo, 2003). The shear stress that is happened on the pipe wall is as the
main cause to the decreasing of energy line on a flow (major losses), besides it is also
depended on the type of pipe. According to Hazen-Williams, the formula of major losses is as
follow (Webber, 1971)
k 87,485,1
.
7,10
DC
L
hw
 (1)
Where: D = diameter of pipe (m), L = length of pipe (m), Chw = roughness coefficient of
Hazen-Williams. Table 2 presents the roughness coefficient of pipe according to Hazen-
Williams

Table 2 Roughness coefficient of pipe according to Hazen-Williams
Type of pipe
Coefficient value
Hazen-Williams (Chw)
PVC 140 – 150
Asbestos pipe 120 -150
Cement coated pipe 100 – 140
Iron pipe digalvani 100 – 120
Cast iron 90 – 125
Source: Ditjen Cipta Karya, 2007
Minor losses: minor losses are due to the sudden change on the size of pipe cross section
that causes the turbulence, turn, and many types of conjunction. The minor losses may be
more than major losses. Therefore, the minor loss has to be attended and the formula can be
written as follow (Triatmodjo, 2003):
gA
Q
khf 2
2

(2)
Where: hf = minor losses (m), Q = discharge (m3
/s). k = coefficient of minor energy
losses, g = gravitation (m/s2
), A = cross section (m2
). The coefficient of k is highly varied
depended on the physical shape of pipe due to the turn, downsizing, valve (Triatmodjo, 2003)
3. RESULTS AND DISCUSSION
3.1. Projection of population growth
Projection of population growth in this study uses the three methods that are arithmetic,
geometry, and exponential. Table 3 presents the countdown analysis of population.
Table 3 Countdown analysis of population
Year
Population number Population number according to
Existing Arithmetic geometric Exponential
2006 16,445 16,530 16,445 16,036
2007 16,813 16,889 16,836 16,422
2008 17,255 17,263 17,236 17,221
2009 17,624 17,655 17,645 17,636
2010 18,065 18,065 18,065 18,060
2011 18,494 18,494 18,494 18,494
Total 86,202 10,4895 10,4720 69,339
Based on the conformity test of population projection, the arithmetic method is nearest
the reality because it has the standard deviation of 734.856 and has the correlation coefficient
of 0.9997 and close to 1 (Muliakusumah, 2000). The analysis of population growth projection
based on the arithmetic method:
P0 = 18,494 (2011)
r = 0.02376

n = 5 (year projection)
Number of population on 2031 is as follow:
Pn = Po (1+rn)
P2031 = P2011 (1 + 0.02376 x 5)
= 18,494 x 1.1188
= 16,530
Table 5 presents the projection of population based on the arithmetic method.
Table 5 Projection of population based on the arithmetic method
No Year
Population number
(person)
No Year
Population number
(person)
1 2011 18,494 12 2022 23,328
2 2012 18,933 13 2023 23,768
3 2013 19,373 14 2024 24,207
4 2014 19,812 15 2025 24,647
5 2015 20,252 16 2026 25,086
6 2016 20,691 17 2027 25,526
7 2017 21,131 18 2028 25,965
8 2018 21,570 19 2029 26,405
9 2019 22,010 20 2030 26,844
10 2020 22,449 21 2031 27,284
11 2021 22,889
The projection of population during 20 years is 27,284 persons and it is used as the base
on the analysis of clean water need.
3.2. Analysis of clean water need
Analysis of clean water need is carried out based on the service level of 100%, the domestic
need in the service area is 100 l/person/day, losses of 15%, and the non-domestic need is 15%
of the domestic need. Based on the analysis, it can be concluded that the availability
discharge on 2031 is still 443.935 l/s and it is still enough for supplying the population need
in the study location that is 41.763 l/s. Therefore, the alternatives for adding the availability
discharge have not been needed.
3.3. Water need in the service area
Service area is used in order to be able to make easy the analysis of water need distribution in
each service. There are 9 zones in existing condition and 10 zones in development condition
and it presents in the Figure 2.

Figure 2 Existing and development zone service area
3.4. Simulation results
By using the program of WaterCAD ver, 8 XM editions, the simulation is regarded with the
need in the service area. The condition has to fulfill the criteria as follow:
 The pressure on the node: 0.5 – 8 atm.
 Velocity in pipe: 0.3 – 4.5 m/s.
 Slope of hydraulic gradient: 0–15 m/km.
Figure 3 presents the typical velocity in pipe 20 and Figure 4 presents the typical head
loss gradient in pipe 20.
Figure 3 Typical velocity in pipe 20

Figure 4 Typical head loss gradient in pipe 20
Explanation for Figure 3 and 4: the slope of hydraulic gradient on the minimum hour and
peak hour is remained fulfilling the criteria that is determined such as 0.212 m/km (0.00 am)
until 4.542 m/km (06.00 am). However, the velocity on the pipe network is between 0.15 m/s
until 0.78 m/s. The highest velocity is on 06,00 am and the lowest one on 00.00 am. The
simulation result in J-34 is as follow (Figure 5):
Figure 5 Typical pressure in junction-34
Based on the simulation result as above, it can be concluded as follow: Node J-34 (the
farest node on the development network scheme) prodeces the rest pressure regarding to the
criteria. The maximum pressure is happened on the maximum water need; however, the
minimum pressure is happened on the peak hour. Therefore, all of the nodes have fulfilled the
design criteria,
4. CONCLUSION
Based on the evaluation result by using the program of WaterCAD v.8 XM Edition, it
indicates that there is no significant changes on the existing network, so there are carried out
the development design. There is diameter pipe change of 15 and 16 when the development
designs due to the slope of hydraulic gradient problem.

The clean water need based on the population projection on 2031 with 100% of service
level and the need of 100 l/person/day is as follow: the average need is 41.763 l/s, the
maximum daily need is 48.027 l/s, the peak hour need is 65.150 l/s. However, the analysis
result of pipe network by using WaterCAD v.8 XM Edition is as follow: the pressure head on
06,00 am is between 1.6-2.3 atm, the velocity on 06.00 am is between 0.47-1.85 m/s. and the
slope of hydraulic gradient on 06.00 am is between 1.191-9.442 m/km.
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