International Journal of Research Studies in Science, Engineering and Technology

Volume 7, Issue 6, 2020, PP 18-28

ISSN 2349-476X

Evaluation of Water Supply Distribution System and Hydraulic

Performance of Hosanna Town
Amanuel Adane Anore
Hydraulic Engineering (Thesis: Water Supply Distribution System) Hawassa University, Institute Of
Technology, Hydraulic And Water Resource Engineering Department, Ethiopia
*Corresponding Author: Amanuel Adane Anore, Hydraulic Engineering (Thesis: Water Supply
Distribution System) Hawassa University, Institute Of Technology, Hydraulic And Water Resource
Engineering Department, Ethiopia

ABSTRACT
This study is conducted to evaluate existing water supply distribution system of the town. The town gets
water by classifying supply system into three pressure zones. About 66% of the town is categorized under
pressure zone two and pressure zone one and three have no major problem hence, this study emphasizes on
pressure zone two. Data for distribution system was evaluated by using WaterCADv6.5 software. The per
capita domestic water consumption of Hosanna Town was found to be 42.9 l/c/d in the year 2020. The
average water loss in Hosanna Town was 40%, which shows as it needs a matter of concern. During steady
state analysis, 24% of the higher pressures in pressure zone two were observed due to low elevation and
3.96% of the lowest pressure recorded was due to high elevation. 72% of pressure zone two has pressure
within the optimum range during steady state analysis. After hydraulic analysis, 15.53% of the identified
nodes have pressure below 15m and 7.77% of nodes have pressure above 70m. Only 76.7% of the areas
have pressure within the recommended limit during peak hour consumption. During minimum hour
consumption, 1.98% of residents get water at low pressure due to high elevation of the area. 38% of the
nodes have pressure above 70 m and only 59.41% of the area has pressure within the recommended limit.
For the parts of the system that are located far away from the sources, and areas with high elevation are
facing lack of water due to low pressure. The current water demand is found to be 2470 m3/day and at the
end of design period of 2040 years, it would be 17352m3/day. In order to achieve a 15m minimum and 70m
maximum pressure, it is necessary to provide pressure controlling valve and establishing boosting station.
Finding for additional water source is also a fundamental issue to meet the current and future water
demand.
Keywords: Hydraulic performance, Simulation, Water distribution system, Water losses.

INTRODUCTION looped system, breaking of pipe can be isolated

and repaired with little impact on consumers
The distribution network is responsible for
outside the immediate area. On the other hand,
delivering water from the source or treatment in the branched system, all the consumers
facilities to its consumers at serviceable
downstream from the break will have their water
pressures and mainly consists of pipes, pumps, supply interrupted until the repairs are finished
junctions (nodes), valves, fittings, and storage (Atiquzzaman, 2004).
tanks. Water distribution networks play an
important role in modern societies being its Water supply and distribution systems serve
proper operation directly related to the many critical functions and play a large part in
population’s well-being. achieving human and economic health. Despite
this, the performance of these systems often
A completely satisfactory water distribution goes unnoticed until there is a major disruption
system should fulfill its basic requirements such or operational failure. While failure events are
as providing the expected quality and quantity
likely inevitable, often dramatic and costly, day-
of water during its entire lifetime for the to-day, inefficient performance of WDS also
expected loading conditions with the desired entails great economic, social and
residual pressures (Misirdali, 2003). environmental burdens.
Water distribution systems can be either looped Performance measurement is a key issue in
or branched. Looped systems are generally more engineering behavior and control of any WDS.
desirable than branched system because, in the

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Evaluation of Water Supply Distribution System and Hydraulic Performance of Hosanna Town

The most common challenges in water system pressures are often introduced.
distribution networks include water quality (Petingeduld and Zdeneksvitak, 2006).
degradation, capacity shortages, infrastructure
aging and deterioration, and increasing demand MATERIALS AND METHODOLOGY
(Jalal, 2008). Description of Study Area
In water utility systems, significant amount of Hosanna Town is capital of Hadiya Zone which
water is lost as leakage while it transport from is found in Southern Nations and Nationalities
source up to consumers. Water loss represents Regional Government Administration Region of
inefficiency in water delivery and measurement Ethiopia. Hosanna town is located between
operations in rising main and distribution 833000N and 835000N latitudes and 373000E
networks. When the productivity increased, and 374000E longitudes in UTM coordinates.
investments in new infrastructure will lead to The town is located in between 2140m and
more effective and efficient water services 2380m elevated lands above mean sea level &
(Dighade et al., 2014). 230 km away from the Country's Capital city
Because of rapid population growth and high Addis Ababa to the southern direction via
water losses from the distribution network, the Alemgena&Butajira Road.
total water demand of the system in many Population
developing countries exceeds available
Based on CSA 2007 the population census
production capacity. To limit total demand and
result, the current population of the town is
provide an equitable distribution of available
projected to 116468 at the end of 2020.
water, intermittent water supplies with reduced

Fig1. Location Map of the study area

Material distribution network was evaluated by following
standard guidelines. Lastly, estimating the
This research was mainly conducted to evaluate
current and future water demand of the town
existing water supply distribution system in
was conducted by considering per mode of
Hosanna town. To achieve the goal of the
service.
research, the materials used are digital camera,
computer, and WaterCADV6.5. Data Collection
Research Design Primary data were collected though face-to-face
interview with Hosanna Town Water Supply
The water per capita consumption of the town
and Sewerage Enterprise office staffs, field
was first evaluated with annual consumption
observations and measurement, photographs of
with in specific year. After evaluating the water
relevant sites and infrastructures were taken.
per capita consumption, the percentage of the
water loss was estimated. The total water Secondary data were collected from reviewing
produced and actual water consumption as of documents from Hosanna Town Water
aggregated from the individual contracts Supply and Sewerage Enterprise office,
(customer meters) was used as an input for journals, and related reports.
water losses analysis.
Population Data
After evaluating the total water losses, the
Based on CSA 2007 the population census
possible causes of water losses were tried to be
result, the population of Hosanna Town was
identified. Then the performance of water

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Evaluation of Water Supply Distribution System and Hydraulic Performance of Hosanna Town

73790 in 2009. After one year the population Steady-State Simulation

was 77184 at 2010. According to CSA (1998)
It is the simplest simulation type and solves the
the growth rate of southern region was given
system of equations as if the system Junction,
from (2006-2030). Based on this growth rate,
demands and tank elevations kept constant that
the growth rate of the population in town was
means the demand at every node not changing
extrapolated from year 2031 to 2040. Then
throughout 24hours of a day.
population number for twenty years period;
from 2020 to 2040 was forecasted for the study. Extended-Period Simulations
Data Analysis Demand patterns: - the amount of water that
consumed in the morning when everyone is
To analyze the data which is collected from
getting ready for work is different at midnight.
different sources, both qualitative and
The extended-period simulation was chose for
quantitative methods was used. From the
this analysis because of its capability to model
quantitative methods, the descriptive statistical
varying demands. The total simulation time was
methods like percentage, graphs and cross
24 hours with a three-hour time-step. Analysis
tabulation was used in order to come up with the
at peak and minimum time consumption was
appropriate result.
simulated to identify the current problems of the
In addition to this, qualitative methods like system.
narration were employed in the study. Excel was
Pressure
used to analyze the data obtained from office
and the field survey data for distribution system The pressure at nodes depends on the adopted
was evaluated by using Water CADV6.5 minimum and maximum pressures within the
engineering software. Analysis of the model for network, topographic circumstances, and the
existing system has been made by running the size of the network. The minimum pressure
model at current year daily average, at peaking should maintain to ensure that consumers’
and temporal variations of demand with demand provided at all times. The maximum
different scenarios. This research was used pressure also contains limitation of leakage and
hydraulic network analysis software Bentley leads to water losses in distribution system. The
WaterCADV6.5. The performance Evaluation operating pressure in the distribution network is
of the system was observed under steady state, given in Table 1.
peak hour consumption, minimum time
consumption and its performance was evaluated
based on hydraulic conditions.
Table1. The operating pressures in the distribution network (MOWR, 2006b)
Pressure Normal condition Exceptional conditions
Minimum 15 m 10 m
Maximum 60 m 70

Water CADV6.5 patterns, solving different frictional head losses

using Hazen-William, DarcyWeisbach,
Water CAD is a powerful tool for design,
determining fire flow capacities for hydrants,
analysis and improves the existing urban water
model tanks, including those, which are not
distribution system. A model was developed
circular and model various valve operations
utilizing Water CAD software (Water CADV6.5
(Bhadbhade, 2004).
for Auto CAD 2007 software).
Hosanna Town Population Projection
Water CAD is selected for this study because of
it is aided with good quality of manual, Several models are used to forecast the
integration with other external software, like population number. In projecting the future
Auto CAD, GIS background support and population, geometric increase method and
Microsoft excel, it requires less effort and regional population growth rate was used to all
shorter time to build a model than others, rule towns in Ethiopia for every five years interval
based controls and ground elevation extraction (Amdework, 2012). Therefore, the geometric
from shape files and CAD drawings. The other increase method was adopted for this study for
capabilities of the Water CAD software are the purpose of future population forecasting
evaluating the hydraulic parameters for different since it is mostly applicable method for growing
demands at a single node with varying time towns having vast scope of expansion pattern

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Evaluation of Water Supply Distribution System and Hydraulic Performance of Hosanna Town

like Hosanna town. The urban population Table 2

growth rate of Southern Region is given in
Year Urban Growth Rate Rural Growth Rate
2006-2010 4.6% 2.5%
2011-2015 4.3% 2.3%
2016-2020 4.1% 2.1%
2021-2025 3.9% 1.8%
2025-2030 3.7% 1.5%
Source: Volume I Statistical Report of CSA (1998).
Population for the next twenty years (until 2040) As shown in Table 4.1, the per capita domestic
is projected using geometric increase method as water consumption of Hosanna Town was found
r
follows. Pn = Po (1+100 ) n to be 42.9 l/c/d in the year 2020. According to
MOWIE, 2015, the quantity of domestic water
Where, Po= initial known population requirement in urban areas of Ethiopia can be
Pn= population after n years; taken up to 50 l/c/day. Accordingly, the
domestic water demand of Hosanna Town is
r = growth rate and within the standard limit. As it is indicated in
n= number of years of the concerned Table 3, the per capita water demand of the
period town is in increasing trend as time goes. The
main reasons for these are; the increase in the
RESULT AND DISCUSSION population number, pump failure and seasonal
Potable Water Supply Coverage fluctuation of the water sources.
Table3. Annual water consumption of Hosanna Town
Year 2015 2020 2025 2030 2035 2040
Population 95269 116468 141022 167492 195114 231738
Demand (l/c/d) 41.8 42.9 44.9 46.8 47.9 49.4

Water Losses Analysis functioning for 18 hours per day, which is 41.86
% of its capacity (3715.2m3/d) if pumps work
The total designed water production capacity of
for 24 hours. Additionally, the actual average
the system is 9417.6m3/day. However, the
production of the spring is 100% (7862.4m3/d).
actual production of water has been lower than
The volume of the water supplied and billed
the expected capacity. Production data
water (consumption) for seven consecutive
computed for five boreholes shows that actual
years was shown in Figure 2.
average production of water at present from the
system is 1555.2m3/day assuming pump

Figure 2: Water production, consumption and town were only five boreholes. In year 2011 the
Loss for Hosanna Town water supply service water production was about 800,000m3 and
Total water loss or unaccounted for water from this quantity only half of it was billed
(UFW) is the difference between the volume of appropriately. In year 2012 the water production
water produced, and the volume that is billed or was reduced to 49029m3 due to pump failure,
consumed. As it is shown in figure 2, for years power shortage, and decrease yield of
2011 and 2012, source of water supply for the borehole3. The springs were added to the water

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Evaluation of Water Supply Distribution System and Hydraulic Performance of Hosanna Town

supply system in year 2013 to fill the gap percentage of water loss in the town water
between increasing water consumption and distribution system is given in Figure 3. The
water production. In year 2014, bore borehole 6 average amount of water loss was 40% and only
was added to the system and once again water 60% water was actually reached the consumers.
production was increased. After bore hole 6 According to Mckenzie et al (2006), the system
there was no additional source to the system, but efficiency is good (acceptable) if above 75% of
the pumps have been kept maintained to water produced reaches the consumer. Thus,
increase water production for the town. The Hosanna Town water supply system is not good.

Figure3. Water lost in percentage

Total Water Loss or Unaccounted for Water greater than 25%. Accordingly, the average
(UFW) water loss of Hosanna Town was 40%, showing
that it is under a matter of concern.
The total annual water produced and consumed
within the specified year (2011 to 2017) were Pipe Type and Length of the System
9232023 m3 and 5540769 m3 respectively and
Input parameters for pipes which are; diameter,
the total annual water loss was 3691254 m3 that
length, roughness coefficient and status obtained
accounts to 40% of the produced water. Saroj
from AutoCAD drawing design report As shown
(2008) classified and described UFW as
in Table 4., major part of the distribution system
acceptable, which could be monitored and
is covered by pipe of 50 mm diameter and Pipe
controlled, when the loss is less than 10%,
of 350 mm diameter is the lowest which are
intermediate, which could be control when the
45.45% and 0.61% respectively.
loss is 10-25% and a matter of concern which
reduces the water supply when the loss is
Table4. Pipe size distribution in diameter
Diameter (mm) Length(m) %
50 25,605.03 45.45
63 3,643.27 6.47
80 5,099.30 9.05
100 12,436.45 22.07
150 4,682.95 8.31
200 3,181.50 5.65
250 1,350.87 2.40
350 342.60 0.61
Total 56,341.97 100.00

In terms of material type, UPVC is the major table 4.3, 48.93% is UPVC and GI pipe is used
pipe type in distribution system. As shown in in smaller percentage 45.45%.
Table5. Distribution of pipe material types at Hosanna Town
Pipe Type Length %
HDPE 21450 45.45
UPVC 71955 48.93
DCI 32000 0.61
Water Distribution Network Simulation namely; Pressure Zone One, Pressure Zone Two
and Pressure Zone Three due to the elevation
In this study, the distribution network of the
differences in each Pressure Zones. From these
town is put in three different pressure zones,
Pressure zones, pressure Zone Two covers the

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Evaluation of Water Supply Distribution System and Hydraulic Performance of Hosanna Town

largest area of the Town’s distribution networks reservoir volume of 2000m3 from which
where it accounts about 66% of the area. In this distribution work starts.
zone water from two springs is collected to the

Figure4. Water distribution network map of Hosanna Town for pressure zone.
Pressure Distribution During Steady State low elevation and 3.96% of the lowest pressure
Simulation recorded was junction (23, 24, 27, and 87) due
to high elevation. Majority of this zone has
During steady state analysis 24% of the higher
pressure within the optimum range during
pressures in pressure zone two of town >70
steady state analysis which is 72%.
were observed at the different junctions due to
Table6. Distribution of pressure at steady state analysis
Pressure(m) Nodes %
>70 25 24
60-70 17 16.83
50-60 8 7.92
40-50 8 7.92
30-40 21 20.79
20-30 15 14.85
15-20 3 2.97
<15 4 3.96
Total 101 100
Pressure Distribution During Peak Hour consumption. The ranges of lowest pressures
Consumption recorded were from -16.937m to 13.93m during
peak hour consumption. 7.77% of nodes have
After hydraulic analysis, 15.53% of the
pressure above 70mand only 76.7% of the areas
identified nodes have pressure below 15m.
have pressure within the recommended limit (15
Particularly junctions 106, 121,104, 128, 110,
to70 m) during peak hour consumption. The
100, 44 and 103 were having negative pressures
above discussions are also summarized in table
of -28.6m, -25.3m,-21.5m, 19.7m, 12.8m, 8.7m,
7 below.
7.92m and-3.99m respectively at peak time
Table7. Distribution of pressure at peak hour consumption.
Pressure (m) Nodes %
>70 8 7.77
60-70 10 9.71
50-60 15 14.56
40-50 11 10.68
30-40 17 16.50
20-30 17 16.50
15-20 9 8.74
<15 16 15.53
Total 103 100

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Evaluation of Water Supply Distribution System and Hydraulic Performance of Hosanna Town

The pressure distribution of nodes with negative pressure at peak hour consumption is given in Figure
5 below.
Pressure Junction: J128
Pressure versus Time
70.0 J 1 04 \ P H D
65.0 J 1 06 \ P H D
J 1 21 \ P H D
60.0 J 1 28 \ P H D
55.0
50.0
45.0
40.0
35.0
Pr e s s u r e
(m H 2O )

30.0
25.0
20.0
15.0
10.0
5.0
0.0
-5.0
-10.0
-15.0
0.0 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0
Ti me
(hr)

Figure 5:- Pressure distribution of selected their water taps. Most of residents far away from
nodes with negative pressure at peak hour reservoir site in pressure zone two cannot get
consumption. water with the required pressure head even
Households located on higher elevations site during night where maximum pressure is
gets water at low water pressure. Variations of expected in the network. The total area of low-
pressure during day and night create operational pressure head is 15.53% during peak hour
problems, resulting in increased leakage and consumption and 1.98% during minimum time
malfunctioning of water usages. The water users consumption two. Effects of distance and
located in higher elevation relative to supply elevation in pressure distribution of selected
points get less water and they fetch after users nodes are shown in Figure 6.
located in lower elevation are satisfied or close

Figure6. The effects of elevation difference and distance on pressure.

Figure7:- Pressure map of water distribution Figure 8, shows velocity in distribution
during peak time consumption for pressure zone network in peak hour consumption for selected
two. As shown in the figure7 above, junctions pipes.
colored with magenta are junctions with
Pressure Distribution during Minimum Hour
shortage of pressure which accounts for 15.53%
Consumption
of the area.
During minimum hour consumption, 1.98% of
Velocity Distribution During Peak Hour
residents get water at low pressure. This is due
Consumption
to high elevation of the area which creates a low
During peak hour consumption, 78.15% of level of reliability of water users on the supply
velocity in water distribution network is within system. As shown in Table 8, two of the
given limit and 21.85% of the velocity during identified nodes have pressure below 15m and
peak hour consumption is less than 0.6m/s and 38% of the nodes have pressure above 70 m.
there is no velocity greater than two. Thus, only 59.41% of the areas have pressure

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Evaluation of Water Supply Distribution System and Hydraulic Performance of Hosanna Town

within the recommended limit (15m to70 m) summarized in Table 4.7 and its detail self-
during minimum consumption. The results for explanatory table is put in appendix A4 andA5
pressure during minimum hour consumption is

Pressure Pi pe: P-77

Ve lo city ve rsu s Time
1 .2 P - 68 \P H D
P - 70 \P H D
P - 76 \P H D
1 .0 P - 77 \P H D

0 .8
V e lo city
(m /s)

0 .6

0 .4

0 .2

0 .0
0 .0 3 .0 6 .0 9 .0 1 2 .0 1 5 .0 1 8 .0 2 1 .0 2 4 .0
Time
(h r)

Figure8. Velocity distributions for selected pipe

Table8. Distribution of pressure at minimum hour consumption
Pressure (m) Nodes %
>70 9 38.61
60-70 12 11.88
50-60 6 5.94
40-50 21 20.79
30-40 11 10.89
20-30 9 8.91
15-20 1 0.99
<15 2 1.98
Total 101 100.00
Population and Water Demand Projection population projection of SNNPRS is shown in
Table 1. This was considered for population
Population Projection
projection. The population of Hosanna Town
In the 2007 census analytical report, CSA has was estimated to reasonably quantify the
established growth rates for all regions in the inhabitants of the area until the end of the design
country. The rate that CSA has set for urban period (2040). Using geometric mean formula,

25 International Journal of Research Studies in Science, Engineering and Technology V7 ● I6 ● 2020

Evaluation of Water Supply Distribution System and Hydraulic Performance of Hosanna Town

the population of Hosanna Town was forecasted follows.

and the detail is presented in the table 9 as
Table9. Forecasted Population
Year 2010 2015 2020 2025 2030 2035 2040
Population number 77,184 95,269 116468 141022 167492 195114 231738

Water Demand Projection Per Capita Demand Establishment

Water managers forecast future water demand Based on working standard of the town the per
for a variety of purposes. These analyses can capita demand of water per mode of service is
help managers understand spatial and temporal 70, 40, 30 and 25 for Private house connections,
patterns of future water use to optimize system Private yard connection, Private yard shared and
operations, plan for future system expansion, or Public taps urban respectively (MoWR, 2006).
for future service and expenditures. There are Based on the town master plan and the past
several mathematical methods in use for trends, the change in water demand annually for
estimating future water demand. For this Private yard connection and Private house
particular study, per capita use approach was connections are in increasing order. For public
adopted due to the availability of data and the tap users it is in decreasing order for the year
simplicity of the method. Thus, population was 2020 to 2025 and then it keeps constant for the
projected from 2020 to 2040 by geometric rest of design period. The Private yard shared is
increasing method using regional growth rate decreasing throughout the design period. Based
and then the corresponding water demand per on these standards as a base line value, per
mode of service was estimated until 2040. capita water demand throughout the year was
projected up to 2040 and put in Table 10 below.
Table10. Per capita water demand
Year 2020 2025 2030 2035 2040
Population 116468 141022 167492 195114 231738
Demand (l/c/d) 42.9 44.9 46.8 47.9 49.4
Projection of Domestic Water Demand The total water demand of the town was
determined by summing up the adjusted
Estimation of water demand per mode of service
domestic water demand and Non-domestic
and estimation of population by mode of service
water demands. In estimating the overall water
was used to calculate the average per capita
demand for Hosanna town, 20% of total water
water demand. The average per capita domestic
demand was allocated for losses. The current
water demand for each year was computed by
maximum daily demand is 12405.42m3/day and
combining water demand by mode of service
at the end of the design period (2040) it is
and population percentage distribution by mode
27287.84m3/day. The design maximum water
of service for the year 2020 to 2040. After the
production capacity of the source is 11577.6
per capita water demand for each mode of
m3/day but the current average daily production
service has been determined, the adjustments for
is 9936 (m3/day) which is very low due to less
climate and socio-economic factors were
working hour, reduction of boreholes yield,
assumed to be unit according to the Town’s
pump failure and lack of maintenance.
design criteria. Once the total domestic water
Currently, the gap between existing supply and
demand is projected, the other demand
demand is 2470m3/day. The gap will be
categories were projected as per the standard.
17352m3/day in the year 2040. This indicate that
The detail of adjustment and domestic water
need for the development of additional water
demand for each mode of service is presented in
sources to satisfy the 17352 m3/day water
Table 12.
demand of Hosanna Town for year 2040.
Table11. Water demand projection of Hosanna Town for the year 2020-2040
Year 2020 2025 2030 2035 2040
Growth rate 4.10% 3.90% 3.70% 3.10% 3.30%
Population number 116468 141022 167492 195114 231738
Domestic demand, m3/day 4996.477 6331.888 7838.626 9345.961 11447.86
Domestic animals m3/day 194.1 214.3 234.5 261.3 278.1
Institutional + commercial (20% of 999.2954 1266.378 1567.725 1869.192 2289.571

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Evaluation of Water Supply Distribution System and Hydraulic Performance of Hosanna Town

domestic demand), m3/day

Industry m3/day 1465 1899.566 2351.588 2803.788 3434.357
University Community in No. 16000 18000 20000 22000 25000
University community demand 960 1080 1200 1320 1500
(60l/c/day) (m3/day)
Total daily demand m3/day 8614.873 10792.13 13192.44 15600.24 18949.89
UFW % 20 20 20 20 20
UFW m3/day 1722.975 2158.426 2638.488 3120.048 3789.977
Average daily demand m3/day 10337.85 12950.56 15830.93 18720.29 22739.86
maximum daily demand, 12405.42 15540.67 18997.11 22464.35 27287.84
m3/day(1.2 x average demand)
Maximum daily demand l/s 143.5812 179.8689 219.874 260.004 315.8314
Existing system capacity boreholes 30 30 30 30 30
working for 18 hours, in l/s
Existing system capacity by 115 115 115 115 115
considering efficiency of 80% for
boreholes and two springs l/s
Additional demand, l/s 28.58121 64.86886 104.874 145.004 200.8314
Deficit, % 19.90595 36.06453 47.69731 55.76991 63.58817
CONCLUSION [8] DOH (2009) Water system design manual.
Washington State departments of health, division
The findings of this study shows that water loss of environmental health of drinking water.
in the study area is as high as 40% of the [9] Ermias (2014) Assessment of urban water supply
produced water due to billing error, illegal and sanitation: the case of Bedesa Town, Damot
connection, water theft, leakage during Woydeworeda, SNNP. MSc Thesis. Hawassa
installation and pipe bursting. The population University.
number of the town is increasing from time to [10] Geldreich (1991) Investigating the outbreak in
time with increasing demand on the existing Cabool, Missouri for a water supply connection.
water supply system of the town. As a result, per Proceedings of the AWWARF/EPA Conference on
capita water supply of the town gets lower and Water Quality Modeling in Distribution Systems,
lower. The main cause of water supply Cincinnati, Ohio., 55-56.
interruption is shortage of water from the [11] Gottipati & Nanduri (2014) Equity in water supply
source, lack of maintenance, improper function in intermittent water distribution networks. Water
of pump and interruption of electric power in and environment journal promoting sustainable
pumped pressure system. solutions.
[12] Hopkins (2012) Critical node analysis for water
REFERENCES distribution system using flow distribution.
[1] Abdo (2009) Evaluation of urban water supply [13] Hossana Town WSSS study and Design by hywas
options using Weap: The case of Nablus city. engineering consultants in association with AG and
[2] Alaci & Alehegn (2009) Infrastructure Provision EDM consultants, (2005)
and the Attainment of Millennium Development [14] Hossana Town Water supply and sewerage
Goals (MDG) in Decentralized Systems of Africa; enterprise design report, (2005)
Experiences from Ethiopia and Nigeria. Abuja, [15] Hutton, Haller & Bartram (2007) Global cost
Nigeria. benefit analysis of water supply and sanitation,
[3] Amedework (2012) Hydraulic network modeling journal of water and health. 5, 481-502.
and upgrading of legedadi subsystem water supply:
A case study of Addis Ababa city. MSc Thesis. [16] Ilesenim (2006) Pre-feasibility assessment of onsite
and decentralized sanitation systems for new
Addis Ababa University, Addis Ababa, Ethiopia.
satellite settlements in Abuja, Nigeria. PhD Thesis.
[4] Andey & Kelkar (2007) Performance of water
Hamburg University of Technology.
distribution system during intermittent versus
continuous water supply. [17] Jalal (2008) Performance measurment of water
[5] Atiquzzaman (2004) water distribution network distribution systems. Civil Engineering. Toronto.
modeling: hydro informatics approach: national [18] Karamouz, Szidarovszky & Zahraie (2003) Water
university of singapore. resources system analysis lewis publisher. Boca
[6] AWUP (2003) Better water and sanitation for the Raton London, Nework Washington,DC.
urban poor; Good Practice from Sub-Saharan [19] Khatri & Vairavamoorthy (2007) Challenges for
Africa, Kenya. urban water supply and sanitation in the developing
[7] Berhe (2005) Water supply coverage and losses in countries, discussion draft paper for the session on
distribution system: The case of Addis Ababa, urbanization delft, The Netherlands.
Addis Ababa University.

27 International Journal of Research Studies in Science, Engineering and Technology V7 ● I6 ● 2020

Evaluation of Water Supply Distribution System and Hydraulic Performance of Hosanna Town

[20] Korkeakoski (2006) A guide to sanitation and [32] Rossman, Boulos & Altman (2003) The discrete
hygiene for those working in developing countries volume element method for modeling water quality
global dry toilet club. in pipe networks, journal of water resources
[21] Maher Abu-Madi &Trifunovic (2012) Impacts of planning and management. 119, 56-67.
supply duration on the design and performance of [33] Sharma, (2008) Performance indicators of water
intermittent distribution systems in West Bank. losses in distribution: Delft, the Netherlands.
journal of water international, 38, 263-282. [34] Tabesh & Dolatkhahi (2006) Effect of pressure
[22] Mckenzi, Hamilton & Seago (2006) A review of dependent analysis on water quality performance
performance indicators for real losses from water assessment of distribution network. Iranian Journal
supply systems. of Science & Technology.
[23] Misirdali (2003) A methodology for calculating [35] 30, 119-127.
hydraulic system reliability of water distribution [36] Tabesh, Jamasb & Moeini (2011) Calibration of
networks wtaer distribution hydraulic model. A comparation
[24] Motiee, Emcbean & Amotiei (2007) Estimating between pressure dependent and demand driven
physical unaccounted for water (UFW) in analaysis. Urban water journal, 8, 93-102.
distribution networks using simulation models and [37] Tamminen, Ramos & Covas (2008) water supply
GIS. Urban Water Journal, 4, 43-42. system performance for different pipe materials
[25] MOWE (2011) Urban Water Supply Universal part i. water quality analysis, 8.
Access Plan PART III (2011-2015), Addis Ababa, [38] Totsuka, Trifunovic & Vairavamoorthy (2004)
Ethiopia. intermittent urban water supply under water
[26] MOWIE (2015) Second Growth and starving situations.
Transformation National Plan for the Water [39] Utkarshnigam, kaoustubhtiwari & darshanmehta
Supply and Sanitation Sub-sector. (2015) water distribution network re-design for
[27] MOWR (2006a) Universal Access Program for Svnit Surat campus. International Journal of
Water Supply and Sanitation Services 2006 to Advance Research in Engineering, Science &
2012, International Calendar (1999 to 2005 Technolo2, 3.
Ethiopian Calendar). [40] Wallingford (2003) Hand book for assessment of
[28] MOWR (2006b) Urban Water Supply Design cachment water demand and use.
Criteria. Water Resources Administration Urban [41] Volume I statistical report of CSA, (1998)
Water Supply and Sanitation Department.
[42] (WHO (2002) Health systems: improving
[29] Muranho, Ferreira, Gomes & Marques (2013) performance. Geneva, Switzerland
Technical performance evaluation of water
[43] Wonduante (2013) Assessing the challenges of
distribution networks based on EPANET. 12th
sustainable water supply in Gonder Town. MSc
International Conference on Computing and
thesis, Addis Ababa University.
Control for the Water Industry.
[44] Zyoud (2003) Hydraulic performance of
[30] Petingeduld & Zdeneksvitak (2006) Modellng
Palestinian water distribution system. Nablus,
intermittent water supply systems with EPANET.
AnNajah National University.
[31] Rao (2002) A guide to sanitation and hygiene for
those working in developing countries global dry
toilet club.

Citation: Amanuel Adane Anore. “Evaluation of Water Supply Distribution System and Hydraulic
Performance of Hosanna Town” International Journal of Research Studies in Science, Engineering and
Technology, 7(6), 2020, pp. 18-28.
Copyright: © 2020 Amanuel Adane Anore. This is an open-access article distributed under the terms of the
Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in
any medium, provided the original author and source are credited.

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