· MODELING OF BAU-LUNDU TRUNK WATER MAIN BY USING EPANET SOFTWARE
8elIgalmano Low
Master of Engineering (Civil) 2012
1
I Pusat Khidmat Maklumat Akademik UNlVERSm MALAYSIA SARAWAK
Modeling Of Bau-Lundu Trunk Water Main By Using EPANET Software P.KHIOMAT MAKLUMAT AKAOEMIK
11I111111 flI~illllllllll 1000246355
By
Bellgalmano Low
A dissertation submitted in partial fulfillment of the requirements for
Master of Engineering in Civil Engineering
Faculty of Engineering
U niversiti Malaysia Sar~wak
May 2012
I
I
Dedicated to my beloved:
Wife, Sylvia Christopher Sipen
Daughter, EI\!ieka Chrissy Low
Son, Cruz Artra Low
Parents and Family.
ACKNOWLEDGEMENTS
First, I wish to express my heartfelt gratitude and thanks to my supervisor, Dr. Darrien
Mah Yau Seng for his guidance, helps, advices and suggestions throughout the project. His
tireless effort in directing this dissertation study is invaluable and greatly appreciated.
Special thanks and appreciation to Professor Salim Said, Professor Frederik Josep
Putuhena and Puan Rosmina Ahmad Bustami who had willingly rendered their support,
encouragement, and contributed ideas in achieving the goal of this project. I am also very
thankful to Dr. Onni Suhaiza Selaman and Dr. Delsye Teo Ching Lee for their guidance,
advices and motivation.
I also wish to extend my appreciation to KT A (Sarawak) Sdn. Bhd., and the staff of
JKR Water Supply Branch and Water Works Section, JKR Divisional Kuching who had
kindly helped to provide relevant information and materials for this project in various
occasions. Without their support and assistance, this project would have never been possible.
Most of all thank you to my wife, who had pati'ently supported me in completing this
project, and to my two children who always give me a reason to smile. Their support has
meant the most.
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ABSTRACT
(The increase in nwnber of populations with an improved standard of living in
communities and the effects of extensive land use particularly in gravity feed water system
catchment areas have caused a tremendous increase in level of demand for treated water in
rural areas. Thus, a precise decision to embark for the upgrading of the existing or
construction of new water supply infrastructures to meet the growing need and future demand
has become an essential requirement for water supply agencies. Further augmentation of
treated water from source of sufficient supply can be achieved through expansion of existing
distribution network by upgrading or installation of new water main.
The objective of this study is to dev<:lop a hydraulic model that can be used as a
management tool for water distribution system and check the supplying capacity of the
proposed Bau-Lundu trunk water main. The analysis of the hydraulic modeling for the
proposed trunk main is conducted using EPANET software. The projected peak water demand
up to year 2022 is used in the model application. Hydraulic simulations are performed to the
trunk main in six scenarios using steady state analysis. After examined the performance and
advantages of each scenario based on residual pressures, construction feasibilities and
economical aspects, the most acceptable scenario is selected. By virtue of the trunk water
main has been successfully analyzed in different scenarios and computational results are
produced, therefore a hydraulic model as water management tool has been fruitful as
demonstrated.
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ABSTRAK
Pertambahan bilangan penduduk dengan peningkatan tara! hidup masyarakat dan
kesan penggunaan tanah secara meluas terutamanya di kawasan sistem tadahan air graviti
telah menyebabkan kenaikan mendadak tahap permintaan air terawat di kawasan luar
bandar. Oleh itu, keputusan tepat yang menjurus kepada penambahbaikan infrastruktur
infrastruktur bekalan air yang sedia ada atau pembinaan yang baru untuk manampung
pertambahan keperluan serta permintaan masa hadapan telah menjadi agenda penting
agensi-agensi bekalan air. Pengambilan tambahan seterusnya isipadu air terawat yang lebih
besar dari punca bekalan yang mencukupi boleh dijayakan menerusi pembesaran jaringan
pengagihan yang sedia ada dengan penambahbaikan atau penyambungan baru saluran air.
Kajian ini bertujuan untuk membentuk satu model hidrolik yang dapat digunakan
sebagai alat pengurusan system pengagihan air dan memeriksa kemampuan bekalan untuk
projek cadangan saluran air utama Bau-Lundu. Analisa model hidrolik untuk cadangan
saluran utama dibuat dengan menggunakan perisian EPANET Unjuran puncak permintaan
air sehingga tahun 2022 telah digunakan dalam aplikasi model. Simulasi hidrolik telah
dijalankan ke atas enam situasi saluran utama menggunakan analisa berkeadaan tetap.
Setelah prestasi dan kelebihan setiap situasi dikaji berdasarkan tekanan sisa, keboleh-binaan
dan aspek-aspek ekonomi, situasi yang paling sesuai telah diplih. Memandangkan saluran air
utama telah berjaya dianalisa dalam situasi yang bebeza dan keputusan-keputusan komputasi
telah dapat diwujudkan, maka satu model hidrolik sabagai alat pengurusan air telah dapat
dijayakan seperti yang ditunjuk
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I Pusat Khidmat Maklumat Akademik UNJVERSm MALAYSIA SARAWAK
TABLE OF CONTENTS
ACKNOWLEDGEMENTS
ABSTRACT
A BSTRAK
TABLE OF CONTENTS
LIST OF TABLES
LIST OF FIGURES
CHAPTER 1 INTRODUCTION
1.1 Introduction to Water Distribution System
1.2 Problem Statement
1.3 Objectives
1.4 Scope and Limitation
CHAPTER 2 LITERATURE REVIEW
2.1 Water Supply System
2.2 History of Water Supply in Sarawak
2.3 Water Demand
2.4 Water Distribution System
2.5 Pipe Materials
2.6 Design of Distribution Network
2.7 Pipe Network
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111
IV
V
vii
IX
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4
4
5
6
7
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16
20
26
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2.8 Pipe Network Analysis 27
2.9 Modeling Software Applications 33
2.10 Water Distribution System Modeling Case Study 47
CHAPTER 3 METHODOLOGY
3.1 Introduction 51
3.2 Project Background 52
3.3 Water Supply Networks Modeling 54
CHAPTER 4 RESULTS AND DISCUSSION
4.1 Introduction 60
4.2 Trial Simulation 60
4.3 . Model Application 63
4.4 Discussion 70
CHAPTER 5 CONCLUSION AND RECOMMENDATIONS
5.1 Conclusion 73
5.2 Recommendations 74
REFERENCES 75
VI
LIST OF TABLES
Page
Table 2.1 Per Capita Consumptions 9
Table 2.2 Service Factor 10
Table 2.3 Demand Fluctuation Factors 11
Table 2.4 Advantages and Disadvantages of the Three Types of Distribution 14
Systems
Table 2.5 Roughness Values and Coefficients 17
Table 2.6 Pipes and Their Recommendation Use 19
Table 2.7 Typical Fitting K Coefficients 25
Table 3.1 Data Input 57
Table 3.2 Project Demand for Year 2022 58
Table 4.1 Trial Simulation Results 61
Table 4.2 Trial Simulation Results using 65% Base Demand 62
Table 4.3 Simulation Results for Scenario 1 65
Table 4.4 Simulation Results for Scenario 2 65
Table 4.5 Simulation Results for Scenario 3 66
Vll
r
Table 4.6 Simulation Results for Scenario 4 66
Table 4.7 Simulation Results for Scenario 5 67
Table 4.8 Simulation Results for Scenario 6 67
Table 4.9 Residual Pressures Comparisons Table 68
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LIST OF FIGURES
Page
Figure 2.1 Diagrammatic Representation of the Typical Types of Distribution
Systems
Area Map
Figure 2.2 Flow Line for Pipe Entrance 24
Figure 2.3 Flow in Pipe Loop 30
Figure 2.4 Flow in a Branched Network 31
Figure 2.5 Conservation ofEnergy 32
Figure 2.6 Modeling Result of Scenario 2 49
Figure 3.1 Proposed Bau-Lundu-Sematan Regional Water Supply Scheme 52
Figure 3.2 Modeling Framework 54
Figure 3.3 Network Skeletonization 55
Figure 3.4 Constructed Network Model 56
Figure 4.1 Residual Pressures Bar Chart in Different Scenarios 69
Figure 4.2 Comparison of Scenario 4 with the Proposed Trunk Main Model 72
• I
IX
CHAPTER 1
INTRODUCTION
1.1 Introduction to Water Distribution System
A water distribution system is an important element in water engineering that conveys
potable water to a community and distributes water to individual user. The systems are
usually designed to satisfy the water requirements of domestic, commercial, industrial, and
firefighting purposes. It should be capable of meetin~ the demands placed on it at all times,
and at satisfactory pressures and quantity. Pipe systems, pumping stations, storage facilities,
fire hydrants, house services connections, meters, and other appurtenances are the main
elements of the system (Viessman et ai., 2005).
The capacity of the distribution system to cater for future demand is essential to
ensure sufficient water can be supplied with minimum interruption. The supply of water from
1
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source to customer relies on a pipe network system graduated from large pipes at sources,
down to small pipes servicing houses. The larger pipes in this system are termed trunk mains,
represent the prime asset of water systems. Failure of trunk mains can cause loss of service to
large populations for extensive periods and significant damage to property and social fabric
(Walkley, 2010).
In many cases, pipeline pressure is not sufficient for supplying the desired demand
especially for rural area due to the increase of water demand and failure of the aged water
system. Water supply agencies are required to constantly evaluate the level of their existing
water supply systems to meet a certain level of the services so that large group of users should
receive their original demand. Thus, water distribution system has to be properly designed
with accuracy and at economic cost where possible (Davis-Sorensen, 1969).
Analysis and design of complex piping networks can be tedious, especially if the .
networks consist of large number of pipes and system appurtenances (HDR Engineering,
2001). Manual calculations may not be practical to obtain results simultaneous and
repetitively. In considering these reasons, the use of computer software for designing and
analyzing the system is appropriate. Hydraulic modeling technology involving pipeline
system has rapidly evolved into an essential tool to facilitate design and optimized
management of reliable ~ater distribution systems.
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1.2 Problem Statement
Since the beginning, Jabatan Kerja Raya (JKR) has maintained the water distribution
systems for Bau, Lundu and Sematan as 'stand alone' system by on-site operators or
supervisor. However, with the growing population and development over the regions, JKR is
now required to augment the existing water supply by connecting to Kuching Water Board
through its Batu Kitang water treatment plant. Therefore, the management of the distribution
system requires a more holistic and integrated approach to both day to day operation and
maintenance planning. With linked systems, a failure with a key component in one system can
impact on other systems.
The need for system planning of operators and for a solid understanding of the
dynamics of the overall linked system by managers is high. This understanding can be
achieved with the aid of computer analysis using hydraulic modeling (Cardno, 2006).
With the development of present computer technology, one way to ensure the meeting of
requirements mentioned above is to simulate the pipeline network using hydraulic software. Thus,
a network model must first be developed to ease the intending tasks. This appropriate model then
is utilized to optimize the management of water distribution system including monitoring the
existing and predicting the future water demand that can subsequently result in reliable water
supply infrastructures for water agencies.
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1.3 Objectives
The objectives of the project are:
i) To develop a water supply management tool by creating a hydraulic model
selected main pipe for a water distribution system; and
on a
ii) To check the water supplying capacities using the developed model, for water supply
planning purposes.
1.4 Scope and Limitation
i)
ii)
iii)
iv)
The study focuses on the water distribution system for rural water supply project
named "The Proposed Bau-Lundu-Sematan Regional Water Supply Scheme".
A hydraulic model is developed for the pew proposed trunk water main from Bau to
Lundu of the proposed project.
The modeling effort involves EP ANET as the modeling software.
Data for model application is obtained from the preliminary design report (KT A,
2002).
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Pusat Khidmat Maklumat Akademik UNIVERSm MALAYSIA SARAWAK
!
CHAPTER 2
LITERITURE REVIEW
2.1 Water Supply System
The human search for pure water supply must have begun in prehistoric times. Much
of that earliest activity is subjected to speculation. Some civilizations may have led water
where they wanted it through trenches dug in the earth. Later, a hollow log was perhaps used
as the first water pipe. Earliest archeological records of centralized water supply and waste
water disposal were dated back about 5000 years, to Nippur of Sumeria. In the ruins of
Nippur, there was an arched drain, each stone being a wedge tapering downward in place.
Water was drawn from wells and cisterns. An extensive system of drainage conveyed the
wastes from the palaces and residential district of the cities (Viessman, 2005).
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Provision of an adequate quantity of water had been a matter of concern since the
beginning of civilization. Even in ancient cities, local supplies were often inadequate and
aqueducts were built to convey water from distant sources. Such supply systems did not
distribute water to individual residences, but rather brought it to a few central locations from
which the citizens could carry it to their homes.
Until the middle of the seventeenth century, pipes which could withstand significant
pressures were not available. Pipe made of wood, clay, or lead was used, but generally was
laid at the hydraulic grade line. The development of cast iron pipe and the gradual reduction
in its cost, together with the development of improved pumps driven by steam, made it
possible for small communities to gain public supplies, where water was delivered to
individual reside~ces (McGhee, 1991).
2.2 History of Water Supply in Sarawak
The first agency to carry out water works in Sarawak was probably the Public Works
Department (Jabatan Kerja Raya or J.K.R.) during the late 19th century. Two other agencies,
the Kuching Water Board (KWB) and the Sibu Water Board (SWB) were fonned in 1959 to
supply treated water to the Kuching and Sibu town areas. A fourth agency, the Medical
Department became involved in the supply of untreated 'water to remote communities in the
rural areas from 1967.
The earliest recorded water supply system is the one for Kuching, the capital of
Sarawak. In 1887, Kuching obtained its water supply from a nearby stream, which provided
100,000 gallons per day for only 8,000 people out of the town's total population of 25,000.
This supply was soon found to be inadequate and an alternative source at the Matang Hills
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was developed in 1902. The Matang Dam and the laying of 12 miles long pipelines were
completed in 1907. The dam, situated at 425 feet above sea level, had a storage capacity of
3.5 million gallons.
In 1914, the flow from the Matang source was ~ million gallons per day. The thriving
town of Kuching soon experienced water shortage due to inadequate storage capacity and low
stream flow during the dry season. In 1952, it was decided to abstract water from Sungai
Sarawak at Batu Kitang (16 km southeast of Kuching). It was in March 1957 that a fully
treated water supply scheme with a capacity of 4MOD (million gallons per day) at Batu
Kitang was commissioned. Since then, the treatment facilities at Batu Kitang had been
expanded to its present 21 MOD capacity.
Sibu, the second major town in Sarawak, received untreated pipe water in the early
1900's and by the early part of 1929, a simple water purification plant, abstracting water from
the Batang Rajang, was in operation. In 1931, construction works started for a new water
treatment works in Bukit Lima. This scheme only came into operation in 1947 in view of the
interruption of the Second World War.
Amongst the earliest town with piped water supply are Simanggang (now Sri Aman),
Mukah, Miri and Bintulu(Water Supply and Sewerage Branch, 1987).
2.3 Water Demand
Water is a vital and precious resource for the fate of nations as being the most basic
need of human life and playing crucial role in socio-economic development. Water has
always played a key role in economic development, and economic development has always
been accompanied by water development (WWDR-3, 2009). The future economic, social and
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environmental costs of meeting the water needs of human populations and supporting
economic development will depend on our ability to understand and manage water demands.
Water demand is based on population served, per capita consumption, and service
factor, industrial and other special demands. In estimating water demand, various other factors
should be taken into account directly or indirectly. These other factors include unaccounted
for-water, unsatisfied demand, increase in per capita consumption over time due to
improvement in living standard, increase in service factor over time and maximum day
demand (MWA, 1994).
Just as storm sewer analysis is driven by the watershed runoff flow rate, water
distribution system analysis is driven by customer demand. Water usage rates and patterns
vary greatly from system to system and are highly dependent on climate, culture, and local
industry. Every system is different and if it possible, the best source of information for
estimating demands is directly recorded system data (Haestad Press, 2002).
Buic Formula for Water Demand Estimation
The basic formula for water demand estimation is as follow (MW A, 1994):-
Wdn = (PnX C x F) + Dn (1)
where, Wdn= water demand at the end of year "n"
Pn = projected population at the end of year "n"
C = per capita consumption at the end of the year "n"
F = service factor at the end of the year "n"
Dn= additional demand at the end of year "n"
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For population projection, P n, the following formula should be used for water supply
planning purposes (MWA, 1994):
(2)
where, projected population at the end of the year "n"
Po= population at the beginning of the year zero
r = assumed population growth rate
n = number of year.
Per Capita Consumption
Per capita consumptions should be classified under three categories. The table 2.1
below gives a range ofper capita consumption for each of the three categories:
Table 2.1 Per Capita Consumptions (MWA, 1994)
Area Per <:';apita Consumption (Iitreslhead'day)
I I
Urban I 230-320
Semi-urban 180-230
Rural 135-180
As for Sarawak State, J.K.R. is adopting 150 litres/capita/day for rural area (Water Supply
Branch, 2003).
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Service Factor
The service factor reflects the potential percentage of population served.
Table 2.2 Service Factor (MWA, 1994)
A service factor of 0.9 means that the distribution system covers adequately 90% of
the area and the population located in that area can get easy access to public water supply. A
0.9 service factor does not necessarily mean that 90% of the population has service
connections. Table 2.2 below gives an indication of average service factors State by State for
the whole country.
Additional Water Demand
The term "Dn" for additional water demands is to cater for new developments such as
an industrial estate to be set up in the district, army camp, institution of higher learning and
resettlement scheme or a new town expected to be populated by migrants into the district. It is
also to cater for extension of supply outside the original study area.
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Demand Fluctuation Factors
Demand fluctuation factors in Table 2.3 are used to detennine projected water demand
in service areas.
Table 2.3 Demand Fluctuation Factors (JKR Water Supply, 2002)
Consmnption Factor
Maximmn hourly or peak consmnption 2.20
Maximmn daily consmnption 1.15
Average daily consmnption 1.00
For design with existing supply, it is required to study the actual demand pattern and
subsequently de~ve the appropriate factors.
2.4 Water Distribution System
The water distribution system consists of transmission, distribution and reticulation
pipelines, balancing and service reservoirs and where required, booster pumping station.
Transmission pipelines carry treated water from a treatment plant or a pumping station to a
reservoir as well as treated water from a reservoir to another reservoir. Reticulation pipelines
are the pipelines that distribute treated water from within the water demand areas. Distribution
pipelines are pipelines that distribute water to reticulation pipeline from service reservoir, a
treatment plant or booster station.
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(MWA,1994).
~-------------~. -. "'
Types of Distribution Systems
The main purpose of a water distribution system is to meet demands for portable
water. People use water for drinking, cleaning, gardening, and any number of other uses, and
this water needs to be delivered in some fashion. A secondary purpose of many distribution
systems is to provide water for fire protection. If designed correctly, the network of
interconnected pipes, storage tanks, pumps, and regulating valves provides adequate pressure,
adequate supply and good water quality throughout the system. If incorrectly designed, some
areas may have low pressures, poor fire protection, and even present health risks (Haestad
Press, 2002).
A water distribution system may be classified into three types, namely a gravity
system, a direct pumped system and gravity and pumped combination system. Figure 2.1
gives a diagrammatic representation of three typical systems. The choice of type of
distribution system depends on the topography, location and extent of the distribution area,
"","vation and site condition. Where adequate elevation of the supply is available and other site
ns pennit, the gravity system shall be the most preferred type of distribution. Where
of system is not feasible, the gravity and pumped combination shall then be
considered. The gravity and pumped combination system is the most commonly used system.
'The direct pumped system is least preferred and may only be used in certain circumstances
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--. -.--------
Service
__----pumped ~~
Service Reservoir
Gravity Flow
Service Area
Supply Source
a. GRAVITY SYSTEM
Treatment: Plant: Pump
I2l .~ Supply Source 1t-c.... I ~
~ b. DIRECT PUMPED SYSTEM
Treatment: Plant: Pump
Supply t8Jr----r~~~T Source PUIIIp t ........L..r--:---1~~C~::<s:----' .---- PUlIIPed f1 ow
'vr~ c. GRAVITY AND PP4PED COMBINATION
Figure 2.1 Diagrammatic Representations of the Typical Types of Distribution Systems
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