SCHOOL OF ENGINEERING AND ENVIRONMENTAL STUDIES (SEES)

ADHI UNIVERSITY

WATER–RESOURCES AND WATER–SUPPLY PROJECT

AT
MOROGORO MUNICIPAL

2 0 2 5©
 WATER–RESOURCES AND WATER–SUPPLY PROJECT
AT
MOROGORO MUNICIPAL

2 0 2 5©
GROUP 8

BSc. In Civil Engineering – Year 3

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 CERTIFICATION
The undersigned certify that they have read and hereby recommend for acceptance the assignment
project titled "Water Resource and Water Supply at Morogoro Municipal

Supervisor name: Dr. N. Chacha

Signature…………………………
Date………………………

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 DECLARATION
We Group 8 project members hereby declare that, the contents of this report are the result of our
own study and findings and to the best of our knowledge, they have not been presented on any
professional award in any institutional of high learning.
S/N NAME REGISTRATION SIGNATURE
NUMBER
01 BONEVENTURE 28218/T.2022
FARAJA
02 LUVANDA 28800/T.2022
OLIVA
03 KASOMWA 29766/T.2022
LEONCIA
04 MADENGE 29510/T.2022
GRACE
05 MUNUO MARY 28997/T.2022
AGGREY
06 MBAPILA 28977/T.2022
JACKLINE
07 MWANKUSYE 29958/T.2022
YUSTA
08 MAKILIKA 29020/T.2022
RAPHAEL
09 KUNAMBI 28813/T.2022
ERICK
10 NTIKHA 28616/T.2022
GODLOVE

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 SUPERVISOR’S DECLARATION
This Project report has been presented as assignment two for Water Resources and Water
Transportation Engineering coarse as a partial fulfillment of the requirements for the award of
BSc. Degree in Civil Engineering of the Ardhi University.
…………………….. ……………………………
Dr. N. Chacha
Project supervisor.
Ardhi University
DAR-ES-SALAAM.

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 Table of Contents
CERTIFICATION ........................................................................................................................................... iii
LIST OF TABLES ........................................................................................................................................ viii
LIST OF FIGURES ......................................................................................................................................... ix
CHAPTER ONE ............................................................................................................................................... 1
1.1 INTRODUCTION ...................................................................................................................................... 1
1.2 Descriptions of the Site ........................................................................................................................... 1
1.3 Historical Background ............................................................................................................................ 2
Problem Statement ........................................................................................................................................ 3
The main objective of the project ................................................................................................................. 3
CHAPTER TWO .............................................................................................................................................. 5
2.0 LITERATURE REVIEW ....................................................................................................................... 5
2.1 Water supply ........................................................................................................................................... 5
2.2. Distribution System................................................................................................................................ 5
PIPES, FITTINGS AND VALVES .............................................................................................................. 6
OTHER PIPES ACCESSORIES .................................................................................................................. 7
1.4 WATER DEMAND AND WATER PRODUCTION .......................................................................... 16
VARIATION IN WATER CONSUMPTION ............................................................................................ 23
VARIATION IN THE RATE OF CONSUMPTION ................................................................................. 24
CHAPTER THREE......................................................................................................................................... 27
3.0 POPULATION FORECAST ................................................................................................................ 27
3.1 Geometrical Method formula for forecasting the present population ................................................... 28
CHAPTER 4 ................................................................................................................................................... 34
DESIGN CONSIDERATIONS .................................................................................................................. 34
Water demand ............................................................................................................................................. 34
Design of water transmission pipe .............................................................................................................. 34
Treatment Plant ........................................................................................................................................... 36
Sizing of Storage Tank. ............................................................................................................................... 36
CHAPTER FIVE............................................................................................................................................. 40
RECOMMENDATION AND CONCLUSION .......................................................................................... 40
5.1 Sustainability of the project .................................................................................................................. 40
5.1 Recommendations ................................................................................................................................. 40

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 5.2 Conclusion ............................................................................................................................................ 41
References ....................................................................................................................................................... 42

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 LIST OF TABLES
Table 1:showing the domestic consumption ................................................................................................... 18
Table 2:showing the Institutional water consumption .................................................................................... 19
Table 3:commercial water consumption ......................................................................................................... 19
Table 4:Water Consumption ........................................................................................................................... 21
Table 5: Showing Peak factors........................................................................................................................ 25
Table 6:showing Peak hours for known population areas .............................................................................. 25
Table 7:Ward population forecasting :............................................................................................................ 30
Table 8:Industries population water consumption .......................................................................................... 30
Table 9:Hospitals population water consumption ........................................................................................... 30
Table 10:Educational institutions population water consumption. ................................................................. 32
Table 11:Church population water consumption/ demand. ............................................................................ 32
Table 12:Mosque population water demand. .................................................................................................. 32

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 LIST OF FIGURES
Figure 1: Dead end system (DCOM, 2020) ...................................................................................................... 9
Figure 2:Grid iron (DCOM 2020) ................................................................................................................... 10
Figure 3:Showing the statistical data of Morogoro Municipal ....................................................................... 28

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 CHAPTER ONE
1.1 INTRODUCTION
Water is a very important compound that living organisms need to survive. It is a substance
composed of the chemical elements, hydrogen and oxygen and existing in gaseous, liquid, and
solid states. It is one of the most plentiful and essential compounds. A tasteless and odorless liquid
at room temperature, it has the important ability to dissolve many other substances. No person in
the world doesn’t know what water is, or didn’t experience the satisfaction our body get from
drinking water. Water is at the center of economic and social development; it is vital to maintain
health, grow food, manage the environment, and create jobs.

Although nearly 70% of the Earth is covered with water, only 2.5% of this is freshwater. Seventy
percent of the freshwater is frozen in ice caps of Antarctica, Arctic and Greenland. The remaining
30% of this freshwater is available as soil moisture, or lies in deep underground aquifers as
groundwater and as surface water. Only one third of this water is the water found in lakes, rivers,
reservoirs and those underground water sources that are shallow enough to be tapped at an
affordable cost. Only this amount is regularly renewed by rain and snowfall, and therefore available
on a sustainable basis when the world's total river flow (42,700 cubic kilometers.) is divided by
the world population.

1.2 Descriptions of the Site

Morogoro Municipality is a municipality in the Morogoro Region of Tanzania. Here are some
descriptions of Morogoro Municipality:

➢ Location: Morogoro Municipality is located on the lower slopes of the Uluguru Mountains,
about 195 kilometers west of Dar es Salaam. It is bordered by the Morogoro Rural District
Council to the east, the Uluguru Mountains to the north, and the Mvomero District Council to
the west and south.
➢ Size: The municipality covers an area of about 531 square kilometers.
➢ Climate: Morogoro has a warm and tropical climate with average highs ranging from 32°C
(90.7°F) to 27.8°C (82.6°F), and lows ranging from 16.7°C (62.1°F) to 12.4°C (54.3°F).
➢ Agriculture: Morogoro is a significant agricultural center in the region and is home to many
Sisal plantations.
➢ Wards: The municipality is divided into 19 wards and 275 sub-wards.
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 1.3 Historical Background
Morogoro municipal is found in the region of Morogoro found in the eastern part of Tanzania. It
is one of the developed and well-built cities in Tanzania. It has a total of 29 wards such as
Chamwino, Kihonda, Boma, Bigwa and many others, resulting to a total of 471409 people in the
municipal.

Plate: Location of Morogoro municipal council

Morogoro is famously known as “Mji kasoro Bahari”, in spite of it being a land locked region
water has always been available and sufficient for the ongoing social and economic activities
through the availability of various water resources such as rivers for example Ngerengere River
and Morogoro River, mountains such as Uluguru mountains facilitate relief rainfalls.

Morogoro has a variety of institutions that provide services to the natives such as health through
clinics, dispensary and hospitals for example SUA hospital and Matimbila hospital. Education
through schools, colleges and universities for example Jordan and Mzumbe universities and also

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industrial activities through industries and well transport systems for example Morogoro Ceramics
Wares.

Plate: Man-made and natural features

Morogoro is considered to be a medium consumption due to the distribution of the people
according to the usage per day and the consumption of the commercial and industrial areas.

Problem Statement
Insufficient water supply to meet desired demand: Morogoro Municipal has been facing shortage
of water supply for certain days, hence failed to meet the demand of people living in the region.
The insufficient supply of water affects the smooth performance of social, economic and domestic
activities conducted in the area.

The main objective of the project

The main objective of this project is to enhance the sustainable management and long-term
availability of water and sanitation services in Morogoro Municipality. By addressing existing
challenges, the project aims to improve infrastructure, ensure equitable access, and promote

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environmental sustainability, contributing to the overall development and well-being of the
community.

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 CHAPTER TWO
2.0 LITERATURE REVIEW
2.1 Water supply
Water supply involves providing convenient and sufficient access to safe and potable/palatable
water in a specific design area and period of time which is actually the design life span of the
project. Also have to fulfil these requirements at minimum cost of construction, operation and
maintenance of the project. Water can be supplied to the consumers through different system by
considering the topography of the area. (Hickey, 2008)

2.2. Distribution System.

The trunk main is defined as the pipeline which feeds the distribution network to the consumers
and the system is supplied from the storage tank (Garg, 2007)

After treatment, water is to be stored temporarily and supplied to the consumers through the
network of pipelines called distribution system. The distribution system also includes pumps,
reservoirs, pipe fittings, instruments for measurement of pressures, flow leak detectors etc. The
cost of distribution is about 40 to 70% of the total cost of the entire scheme. The efficiency of the
system depends upon proper planning, execution and maintenance. Ultimate aim is to supply
potable water to all the consumers whenever required in sufficient quantity with required pressure
with least lost and without leakages. (Venkateshwara, 2005)

Requirements of a good Distribution System.

❖It should be capable of supplying water at all the intended places with a reasonably sufficient pressure
head.
❖It should be capable of supplying the required amount of water for the firefighting during such needs
(Santos, 2012)
❖. It should be cheap with the least capital construction cost. The economy and the cost of installing the
distribution system is a very important factor, because the distribution system is the costliest item in the
entire water supply scheme.
❖It should be simple and easy to operate and repair.
❖It should be safe against any future pollution of water.
❖It should be safe as not to cause the failure of the pipelines by bursting etc.

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 ❖It should be fairly water- tight, as to minimize losses due to leakage.

PIPES, FITTINGS AND VALVES

The following are functional requirements for pipeline:

➢ It must convey the quantity of water required

➢ It must resist all external and internal forces it must be durable.

The pipes are designed to withstand the following:

➢ Internal pressure of water

➢ External pressure when buried underground
➢ Temperature stresses when laid over supports, constructed at intervals on or under bridges
➢ Longitudinal stresses due to flow around bends
➢ Foundation reaction depends upon the nature supports
➢ Handling stresses.

AIR VALVES
Air valves should be fitted at all high points and at significant changes in downward slope and
washouts should be fitted at low points. Even in flat areas an air valve at every 600 m to 1000m is
necessary as air bubbles form as water pressures fall. To help prevent the formation of air pockets,
minimum slopes should be 0.3% for DN ≤ 200 mm and 0.2% for DN > 200 mm. Air valves are
required to vent any air bubbles that are conveyed or formed in the water as the development of
air pockets at high points can greatly reduce or even stop the flow of water.

WASHOUTS
Washouts are required at low points so as to be able to periodically flush out the pipeline to help
remove any matter that tends to accumulate at such points. Periodic flushing is essential because
the matter that accumulates will include organic matter and over time this will turn the
accumulation septic. If then disturbed this causes a ‘plug’ of foul water to be conveyed onwards
that may be beyond the ability of the residual chlorine to disinfect before reaching the next
consumer draw-off point.

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Like air valves, washouts are not the same diameter as the main, and for washout tees the empirical
formula used is ½ diameter of main + 25mm. For large diameter mains the washout tee should be
an invert tee so as to be able to help evacuate the water and any settled deposits.

OTHER PIPES ACCESSORIES

Non-return valves: Are valves which fitted either at suction pipe line to prevent water from going
back into the source of water after been sucked or can be located at distance of 3km to facilitates
maintenance and repair and plays a big role in reducing water hammer.

Gate valves: This is used to reduce water hammer and provided at an interval of 2-3km to the
pipe section to be drained off during maintenance and repair.

Union and flanges: These are pipe fittings used to connect to pipelines and used as checks during
maintenance.

LAYOUTS OF DISTRIBUTION SYSTEM

✓ Gravitational system
This is the ideal set-up when the location of the water source is at a considerably higher elevation
than the area to be served. The operation cost of a gravity system is very low, as it does not require
energy cost.

✓ Pumping system
Water is either (a) pumped to a distribution pipe network, then to consumers, with excess water
going to a storage tank, nor (b) pumped to a storage tank first, then water is distributed by gravity
from the tank to the consumers. The maintenance and operation cost of this system is higher than
a gravity system.

✓ Combined Gravity and Pumping System

In this system, water is pumped directly from the source to the distribution system to the
consumers. Where capital cost for a reservoir is not affordable at the initial stage of the water
system, direct pumping to the distribution is usually resorted to. Variable speed or variable
frequency drive pumps are most ideal for direct pumping operations, but the capital costs for such
equipment are higher than for conventional water pumps

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 DISTRIBUTION MAIN

The distribution or trunk is defined as the pipeline which feeds the distribution network to the
consumers and itself is supplied from the storage tank.

All points raised under gravity mains are equally valid for the distribution main. In distribution it
is a good practice to install gate valves (instead of reflux valves as in the in the rising main) every
three km to facilitate easy maintenance and repairs. It would be preferably to incorporate these
with the washout arrangements.

WATER DISTRIBUTION TYPES

The following are basic patterns of distribution that adopted for layout of the pipelines to distribute
water through main:

✓ Grid iron system.

These are, in general three different types of pipes net-works; any one of which either single or in
combinations, can be used for particular place, depending upon the local conditions.

✓ Dead end system

In the dead-end system, which is sometimes called Tree system, there is one main supply pipe,
from which originates a number of sub-main pipes. Each sub main, then divides into several
branches pipes, called laterals. From the laterals, service connections are given to consumers.

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 Figure 1: Dead end system (DCOM, 2020)

Advantages of dead-end system:

• The discharge and pressure at any point can be easily calculated
• Fewer valves are required for operating the system
• The diameter of the pipes is smaller as they serve only a limited population
• Shorter pipes lengths are needed, and the laying of pipes is easier
• It is cheap and simple, and can be extended or expanded easily.
Disadvantages of dead-end system
• Lack of alternative supply routes in case of bursts or repairs
• Due to dead ends, the stagnant water supports organisms (pathogens)
• The head losses are relatively high.
✓ Grid Iron System (loop network)
In this system, which is also known as interlaced system or Reticulation system, the mains, sub-
mains and branches are all inter-connected with each other. In grid iron system water flows and

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reaches a different point via more than one route and hence, the quantities of flow going via each
route will have to be found out.

The flow taking place via different routes depends upon the sizes of the pipes used and hence they
will have to be first assumed to be taking place via different routes. The loss of head taking towards
a point of the other end of the circuit is the estimated via each route. If the assumed sizes of pipes
and the distribution of flow are correct, these losses of head will be equal.

Figure 2:Grid iron (DCOM 2020)

Advantages of grid iron system:

a) There are no zones of stagnant water

b) There are smaller head losses implying higher residual pressures than in tree system.
c) It is a relatively safe against bursts and interruptions due repairs, as supply can be routed through
alternative lines.

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Disadvantages of grid iron system

a) This system requires more length of pipe lines and the large number of sluice valves
b) It is costlier to construct
c) The design is difficult and costlier, the calculations for determining accurately the sizes of the
pipes and the pressures at the various key points, is real tedious job.

DESIGN REQUIREMENTS OF PIPELINES

The following are the design requirements of the pipelines

✓ It must convey the quantity of water required at the design pressure,

✓ It must be capable of resisting all external and internal forces,
✓ It must be durable and meet the design working life,
✓ It must be properly laid and embedded,
✓ The material from which it is made should not adversely affect the quality of the water being conveyed.

TYPES OF PIPELINES
Broadly, there are two types of pipelines which should be considered for design. They are
transmission and distribution systems. Transmission and distribution systems vary in size and
complexity but they all have the same basic purpose, which is to convey water from the source(s)
to the consumer.

RIGHT OF WAY FOR WATER PIPELINES

When designing a water supply project, the pipeline route should be carefully located. It should be
accomplished by ensuring pipeline way-leaves. For security reasons marker posts should be
provided for the boundaries of the way-leave. For all pipelines it is important to obtain and secure
a way-leave so as to avoid problems later on. Even in road reserves the alignment should be agreed
with the road authority in advance and officially recorded so that even many years later there can
be no argument when it comes to any dispute or compensation claim.

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PIPELINE DESIGN CRITERIA

The pipeline should be designed to withstand the following:

o Internal test pressure of water,

o Water hammer (positive surge),
o Vacuum and negative surge,
o External pressures when laid below ground (overburden and surcharge),
o Conveyance water temperature (thermoplastic pipes),
o Maximum working temperature (ferrous pipe coatings),
o Temperature stresses when laid above ground,
o Flexural stresses when laid over supports, constructed at intervals or on bridges,
o Longitudinal stresses due to flow at tees, tapers and bends,
o Foundation reaction depending upon the nature of support,
o Handling stresses.

For flexible pipes (thermoplastic and steel) the following criteria should be met;

a. The pipe deflection (out-or-roundness) must not exceed the allowable limit;
b. The combined stress or stain in the pipe wall must not exceed the allowable limit, and the factor of
safety against buckling must be adequate;

For semi-rigid pipes (ductile iron) the following criteria should be met:

a. The pipe deflection (out-or-roundness) should not exceed the allowable limit;
b. The pipe wall bending stress should not exceed the allowable limit.

PIPELINE MATERIALS SELECTION

Considerations in Selecting Pipeline Materials

a) Flow Characteristics

The friction head loss is dependent on the flow characteristics of pipes. Friction loss is a power
loss and thus may affect the operating costs of the system if a pump is used

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b) Pipe Strength

Select the pipe with a working pressure and bursting pressure rating adequate to meet the operating
conditions of the system. Standard water pipes are satisfactory usually only in low pressure water
supply systems.

c) Durability

Select the type of pipe with good life expectancy given the operating conditions and the soil
conditions of the system. It should have an expected life of 30 years or more.

d) Type of Soil

Select the type of pipe that is suited to the type of soil in the area under consideration. For instance,
acidic soil can easily corrode G.I. pipes and very rocky soil can damage plastic pipes unless they
are properly bedded in sand or other type of material.

e) Availability

Select locally manufactured and/or fabricated pipes whenever available.

f) Cost of Pipes

Aside from the initial cost of pipes, the cost of installation should be considered. This is affected
by the type of joint (such as screwed, solvent weld, slip joint, fusion welding, etc.), weight of pipe
(for ease of handling), depth of bury required, and width of trench and depth of cover required.

TYPES OF PIPE MATERIALS AVAILABLE

1) GALVANIZED IRON (GI) PIPES

GI pipes are available in sizes of 13, 19, 25, 31, 38, 50, 63 and 75 mm and in lengths of 6 m They
are joined by means of threaded couplings.

The galvanized GI pipes have the wide advantages as outlined here under

✓ Strong against internal and external pressure.

✓ Can be laid below or above ground.
✓ People in rural areas know how to install these kinds of pipes.

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Disadvantages

✓ GI Pipes can easily be corroded, thus the service life is short.

✓ These have rougher internal surface compared to plastic pipes, hence, have higher friction head losses.
a. Plastic Pipes

Polyvinyl Chloride (PVC) and Polyethylene (PE) are commercial plastic pipes. They are available
in different pressure ratings and sizes of 13, 19, 25, 31, 38, 50, 63, 75, 100 up to 200 mm. PVC is
supplied in lengths of 3 m and 6 m while PE is available in rolls and, for diameters greater than
100 mm, in straight lengths. Suppliers have to be consulted with respect to the pressure ratings to
be used. PE pipes are joined by butt-welding. PVC pipes can be joined either through solvent
cement welding or through the use of special sockets with rubber rings.

Advantages
➢ Smooth internal surface
➢ Resistant to corrosion
➢ Extremely light and easy to handle
➢ Do not form encrustation
Disadvantages
➢ Lose strength at high temperatures (500° C+)
➢ Not suitable for laying above the ground
➢ Can deform during storage
➢ Require good and carefully prepared bedding materials
➢ Rubber rings can be eaten by some termites if appropriate pipes lubricant is
not used in jointing. Thus, the use of edible oil should be avoided
➢ When joints of fusion welding are opted for, local expertise is scarce
CRITERIA OF DESIGN

In Morogoro Municipal one of objective is to ensure that, water must reach to every household.

The following are criteria of design

1. Water Demand and Supply

Assessment of Water Demand: Estimate current and future water demand based on population
growth, industrial needs, and agricultural requirements.

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Water Source Evaluation: Identify and evaluate potential water sources (e.g., rivers, lakes,
groundwater) to ensure a reliable supply.
2. System Layout and Components
System Design: Plan the layout of the water supply system, including the location of water intakes,
treatment plants, storage tanks, and distribution networks.
Components: Design components such as pumps, pipes, valves, and meters to ensure efficient
water delivery.
3. Water Quality Standards-
Treatment Requirements: Determine the necessary treatment processes to meet water quality
standards for drinking water.
Monitoring: Implement a monitoring system to regularly check water quality and ensure
compliance with health and safety regulations.
4. Environmental Considerations
Environmental Impact Assessment (EIA): Conduct an EIA to identify potential environmental
impacts and develop mitigation measures.
Sustainability: Design the system to minimize environmental impact and promote sustainable
water use.
5. Economic Feasibility
Cost Estimation: Estimate the capital and operational costs of the project.
Funding and Financing: Identify potential funding sources and develop a financial plan to ensure
the project's economic viability.
6. Community Involvement
Stakeholder Engagement: Engage with local communities and stakeholders to gather input and
ensure the project meets their needs.
Capacity Building: Provide training and support to local communities to manage and maintain the
water supply system.
7. Regulatory Compliance
Legal Requirements: Ensure the project complies with local, regional, and national regulations and
standards.
Permits and Approvals: Obtain all necessary permits and approvals before starting the project.
8. Resilience and Adaptability
Climate Change Considerations: Design the system to be resilient to climate change impacts, such
as droughts and floods.

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Adaptability: Ensure the system can be adapted to future changes in water demand and supply
conditions.
1.4 WATER DEMAND AND WATER PRODUCTION
Water demand
Water demand is the quantity of water that a source must produce to meet all the water requirements of a
project. These include water delivered to the system to meet the needs of consumers, water supply for
firefighting, system flushing water required for the operation of treatment facilities and amount of water lost
due to leakages in the infrastructure.

As a matter of fact, the first duty of the engineer is to determine the water demand of the town and then
to find suitable water sources from where the demand can be met. Water Demand is the amount of water
that a water user actually applies to a beneficial use, within the terms of his or her water right and
applicable law.

Types of water demand of a town or city are

a. Domestic water demand

b. Industrial demand

c. Institution and commercial demand

d. Firefighting demand

e. Water loss
f. Operational use

Also, there are factors which affect water demand of any given community, those factors are;

a. Size of the community to be served

b. Climatic condition
c. Living standard of the people
d. Industrial and commercial activities
e. Quality of water

In planning and designing any water supply project, water demand assessments for current and future
needs are of prime importance. Engineering decisions are required to determine the area and the
population, industries, institutions and other existing and emerging consumers to be served, design

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period, the per capita consumption of various categories of consumers’ pressure zones, amount of water
likely not to be charged (NRW) and other needs of water in the area.

In addition, demand assessment may assist in determining the nature and location of various facilities to be
provided such as the source of water and capacity of water storage facilities.

For effective determination of water demand, designers need to critically assess the components of water
demand for the planned water supply system.

General Factors Affecting Water Demand Assessment

Demand assessment is the most critical element in project planning for short, medium or longterm water
projects. The complexity of water demand assessment to meet various socioeconomic needs in a
community may be brought about by many factors influencing individual water consumption patterns
which include:

a) Religion,
b) Social economic status -cooking and health practices,
c) Climatic conditions,
d) Cultural, habits of the community,
e) Age and education,
f) Availability of alternative water sources,
g) Level of service,
h) technological process,
The combination of these factors may contribute to over or under estimation of the water demand in the given
project area.

Determination of water demand for future use

The foregoing section presented the components of water demand in a project. However, before
establishing the project water demand, there is need to establish the water consumption of each consumer
either individually or as an institution.

✓ Establish Domestic water consumption

Domestic water consumption is water utilized for household chores, such as bathing, cooking, washing,
drinking, laundry, dishwashing, gardening, car washing and other less water intensive or less frequent

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purposes. Individual water use in rural, peri-urban or urban setting tends to differ considerably depending
on levels of service.

Table 1:showing the domestic consumption

✓ Establish Institutional Water Consumption
When designing and planning for a water project, water requirements for present and anticipated
institutions in the project area have to be computed using institutional water requirement data obtained
in community survey. Public and private institutions include: Schools, Hospitals, Administration Offices,
Army, Police, Missions, Churches and Mosques, Prisons, etc.

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 Table 2:showing the Institutional water consumption
✓ Establish Commercial Water consumption

Commercial water consumption is sometime considered under institutional or industrial demands. The
augmentation of such demands can cause technical errors in the process of design and projection of water
demand. Commercial water consumption occurs in hotels, restaurants, bars, shops, small workshops, car
wash, service stations, etc. The present water demand should be known by their metered water
consumption, and at least, the bigger hotels, restaurants and services stations must be checked. Future
water requirements can be based on the estimated development of this sector.

Table 3:commercial water consumption

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✓ Establish Fire Fighting Water consumption
The determination of fire-fighting requirements is an extremely complex issue due to the socio-economic
dynamics, which might be taking place in the areas. Firefighting requirements are necessary in urban
areas and commercial rural centers, which are fast growing including airports and dry ports constructed
in peripheral areas. Under normal design and operation 2% of the water demand should be set for
firefighting. It should be noted that the water supplied here normally forms part of the unbilled authorized
consumption as in the IWA recommended water balance

INDUSTRIAL, COMMERCIAL AND INSTITUTION WATER DEMAND

This includes the quantity of water required to be supplied to hospitals, hotels, governmental and
non-governmental institutions, factories, schools and all other municipal water users. The quantity
varies from one user to the other; however, consideration has to be done. In addition to the current
water demand, future water requirements need to be considered and it is based on the estimated
development plans. In a situation where the future development plans are not well known, a
provision of 20-25% of the total water consumption is generally made in the design of these uses.
(Design manual 2009).
Consumers Units Rural l/d Urban l/d Remarks

Schools

Day school l/std/d 10 25 Pit latrine with

WC

Boarding school l/std/d 70 70

Health care and l/visitor/d 10 10 Outpatient only

Dispensary

Health Centers l/bed/d 50 50 No modern

facilities

l/bed/d 100 100 With modern

facilities

Hospitals

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 District l/bed/d 200 With modern
facilities

Regional l/bed/d 400 With modern

facilities

Office l/worker/d 70 With WC

Table 4:Water Consumption

Establish Operational water consumption
With the exception of water for fire-fighting discussed above, the operational water demands are required
for operation of the water treatment processes such as clarifier de-slugging, rapid sand filter backwashing
and chemical mixing, and operational activities such as the flushing out of reservoirs and the pipe work
system through washouts and when cleaning bulk meter screens. Best practice is to get a good estimation
of the actual amount, however, the estimate of five per cent (5%) is suggested for water treatment where
it takes place and a further 2% for other operational demands be allowed for this water use also forms
part of the unbilled authorized consumption.

Establish System water losses

In any design it is necessary to allow for water losses that are likely to occur. These will tend to increase
over time and they depend on several conditions. Water loss in the system may take different forms
including water determined for operations so care should be taken to avoid double counting for
operational demands discussed in the foregoing sections. Technical water losses occur due to leakages
and overflow from reservoirs, treatment units, brake pressure tanks, valves, mains and distributions
piping. Traditionally, it is suggested that overall, this can be taken at between 20 to 25% of the gross
water demand (gross supply). However, experience shows that in urban areas except under the best
situations, this can grossly underestimate what actually occurs. Other losses result from third party
damage, usually resulting from either successful or unsuccessful attempts at illegally obtaining water for
consumption. Others temper with the bills collection software to block or delay registration of funds
received as experienced by some DAWASA customers.

In the case of pipe work, loss will relate to inadequacy of design, poor pipe selection, poor quality of
manufacture and installation, operating pressure and in urban areas in particular, risk of third-party
damage including vandalism. In a zero-failures cost approach, the loss due to these elements can be

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equated to zero. Losses of water due to negligence of water consumers, unauthorized abstractions from
the network, third-party damage including vandalism etc., have in the past rarely been considered for
design purposes. However, to ignore them, passing them off as an operation and maintenance problem
that should be controlled by those in authority is but to pretend the problem does not exist. Not only in
estimating revenue should this element be considered but also in designing, specifying and implementing
projects. Again, where the zero-failures cost approach has been adopted the losses attributable to
vandalism should be minimal and can also be equated to zero.

Vandalism and illegal connections vary enormously. In small Tanzanian towns with a continuous water
supply, a relatively small proportion of urban poor and with good controls, it can be quite small. In larger
towns, with large populations of urban poor and irregular or rationed supply the same can be very significant.

Establish Non-Revenue Water

Non-Revenue Water (NRW) in the supply system can originate from different causes including expected
and un-expected causes. The designer for a water supply project has the responsibility to determine the
possible amount of unaccounted for water likely to be experienced in the system to be constructed. More
often, during planning and designing stages, non – Revenue Water is neglected or partially computed
through water loss calculated in the treatment units.

Establish Overall Water Demand

Water demand is calculated by summation of all the consumption categories (Net Water Demand)
explained in the preceding sections and making allowance to NRW (normally expressed as a percentage
of whole consumption)

However, in estimating water demands discussed in the above sections, variations in water consumption
must be taken into consideration. The following section discusses the variations in water consumption
that the water supply designers should take into consideration

Once the predicted future population is determined, it can be multiplied by the anticipated population to
be served and individual consumption to determine the maximum future demand (MFD)

2.1.6 Design Water Demand

All three calculated demands will have an impact on the safe water system design. It is recommended
that the system be initially designed to meet the Anticipated Demand after Commissioning. Once that

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design is completed it can be compared to the Maximum Demand after Commissioning and the
Maximum Future Demand. If the design can meet all the three calculated demands, this increases the
confidence level of the design. However, if the design does not meet the other two demands, this does
not necessarily mean that the design should be changed.

WATER DEMAND PROJECTIONS

The population growth rate (r) is among the factors, which are predominantly used to facilitate the
computation of the future demand. The future population in a project area may be computed using the
following formula.

Pn= P (1 + r / l00) n

Where,

Pn = Future population.

P = Present population.

r = Growth rate.

n = Design time. (Design manual, 2009)

VARIATION IN WATER CONSUMPTION

The water demand is normally calculated according to the average requirements. How the actual
consumption varies from day to day and even from hour to hour. Due to this non uniformity of
water demand, provision is therefore made in different units of the water supply to absorb these
variations.

In order to evaluate the importance of variation in water consumption the following definitions are
relevant:

Average Daily Demand, Qd a = the result of adding together domestic, institutional and industrial
water daily requirements.
• Maximum Daily Demand, Qd max = the result of multiplication of the average daily
demand by the peak day factor Kd which represents the consumption of the day in the year
in which the maximum consumption is registered.

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 • Peak Hour Demand, Qh max = the result of multiplication of the maximum daily demand
by the peak hour factor Kh which represents the peak hour flow during the day with
maximum consumption.

Summary

Kd = Qdmax / Qda = peak day factor

Kh = Qhmax / Qdmax = peak hour factor

For design purposes, the peak factor shall be selected under consideration of the size and kind of
the scheme and services required.

VARIATION IN THE RATE OF CONSUMPTION

The average rate of supply per capital is in fact the mathematical average taken over an average
year. Thus, if Q is the total Quantity of water supplied to a population ‘p’ for 365 days, then the
average rate of daily consumption ‘q’ is given by:

q = Q/(P x 365) litres/capita/day

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 Table 5: Showing Peak factors

Table 6:showing Peak hours for known population areas

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1.5 Design period.
Design period is the period the demand at the end of which period is considered for the design of
the system. Design period of

a) Distribution system – 30 years

b) Treatment units, pumps, service reservoirs – 15 - 20years test pressure for the

purpose of checking:

• The mechanical soundness and leak tightness of the pipes and fittings
• The leak tightness of the joints.

• The soundness of any construction work, in particular that of the anchorages.

• The quality of workmanship of the pipe layers and jointers.

The tests applied to pipelines are generally hydraulic but air tests may be applied for certain
specific applications.

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 CHAPTER THREE
3.0 POPULATION FORECAST
Morogoro Municipal, with a population of 471,409 according to the 2022 census, is a rapidly
growing urban center in eastern Tanzania. The city has become a key hub for trade, agriculture,
and services, benefiting from its strategic location along the highway connecting Dar es Salaam to
the interior. The population growth is driven by rural-to-urban migration and improvements in
infrastructure, healthcare, and education. Agriculture, particularly crops like maize, rice, and
tobacco, remains crucial to the local economy. The municipality has seen increased investments
in roads, schools, and hospitals, improving living standards.

the following are the important data, obtained from the data base of the National Bureau of
Statistics Tanzania (from the 2022 Census)

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 The following are the important data, obtained from the data base of the National Bureau
of Statistics Tanzania (from the 2022 Census)

Figure 3:Showing the statistical data of Morogoro Municipal

3.1 Geometrical Method formula for forecasting the present population
Pn= P (1 + r / l00) n

Where,

Pn = Future population.

P = Present population.

r = Growth rate.

n = Design time. (Design manual, 2009)

.
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Wards Population household forecast Demand(m3/s)

Saba saba 1764 492 6420 0.009659244

uwanja wa taifa 7416 2495 26989 0.040608252

kiwa nja cha ndege 12328 4211 44865 0.067505195

mji mpya 7032 2314 25591 0.038505559

kingo 2131 652 7755 0.011668849

mji mkuu 3626 1117 13196 0.019855113

sultan area 2382 732 8669 0.013043265

mafinga 12666 4371 46095 0.069356002

mazimbu 19499 6101 70962 0.106771885

mwembesongo 28328 8757 103093 0.155117388

kichangani 24184 7107 88012 0.13242583

kilakala 21758 6124 79183 0.119141631

boma 8183 2033 29780 0.044808161

mlimani 5761 1642 20966 0.031545865

mbuyuni 4893 1570 17807 0.026792904

kingolwira 15823 4547 57584 0.086642983

bigwa 16623 4345 60496 0.091023593

mzinga 1588 529 5779 0.00869551

kihonda 35579 9412 129482 0.194822139

kauzeni 3225 1005 11737 0.017659333

luhungo 3170 930 11537 0.017358166

magadu 5989 1645 21796 0.032794339

mindu 22447 5792 81691 0.122914431

chamwino 28779 8380 104735 0.157586957

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lukobe 56574 14208 205888 0.309785764

mkundi 37713 9876 137248 0.206507415

kihonda maghorofani 24887 7164 90571 0.136275291

mafisa 25171 7280 91604 0.137830407

tungi 31830 8978 115838 0.174293507

total 471349 1715369 2.58099498

Table 7:Ward population forecasting :
INDUSTRIES

Type of Industr Number of Industries Consumption Area (ha) Demand

(m³/d)
Small 445 83 0.04 1477.4
Medium 13 71 0.09 83.07
Large 10 1 32.864131 328.64131
Total 155 1889.11131

Table 8:Industries population water consumption

HOSPITALS
Hospitals Capacity(bed) Category(L/bed/d Demand(m3/d)
Morogoro 500 400 200
Aga Khan 430 200 86
St Harry 380 200 76
Nanguji 260 200 52
Mazumbi 290 200 58
Mnazi Mmoja 340 200 68
Matimbila 230 200 46
Sharom 270 200 54
Kiegea 210 200 42
Total 2910 682

Table 9:Hospitals population water consumption

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 s/n School Name Population Type consumption Forecast Demand(m3/
(L/d) d)
1 Tungi 920 Day 25 3755.44 93.9

2 Sumaye 724 Day 25 2955.368 73.9

secondary
3 Sega girls 268 Day 25 1093.976 27.3

4 Alfagems Sec 948 Boarding 70 3869.736 270.9

5 St. Peters sec 400 Boarding 70 1632.8 114.3

6 Kilakala girls 428 Boarding 70 1747.096 122.3

7Kigurunyembe 264 Day 25 1077.648 26.9

8 Kitungwa Sec 468 Day 25 1910.376 47.8

9 Morogoro Sec 1240 Day 25 5061.68 126.5

1 Mgulas sec 724 Boarding 70 2955.368 206.9

0
1 Educare Sec 124 Boarding 70 506.168 35.4
1
1 Morogoro 555 Boarding 70 2265.51 158.6
2 international
1 Yespa Sec 160 Boarding 70 653.12 45.7
3
1 St. Anns Sec 280 Boarding 70 1142.96 80.0
4
1 Lamirian 164 Boarding 70 669.448 46.9
5
1 Primary schools 80808 Day 25 329858.25 8246.5
6 6
1Jordan University 1995 80 8143.59 651.5
7
1 Morogoro 1007 70 4110.574 287.7
8 College
1 Muslim 2204 80 8996.728 719.7
9 University
Total 88475 361154.95 9723.77302

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 Table 10:Educational institutions population water consumption.
Church Name Population forecast Consumption(lpcd) Demand(l/d)
Kanisa La Raha 414 856.152 20 17123.04
Kihonda Catholic 1965 4063.62 20 81272.4
Ngurumo ya Upalo 354 732.072 20 14641.44

Kanisa la Kristo 88 953 1970.804 20 39416.08

Efatha Church 3414 7060.152 20 141203.04
Morogoro United 5830 12056.44 20 241128.8
Morogoro Morovian 1165 2409.22 20 48184.4
Anglican Morogoro 1203 2487.804 20 49756.08
Anglican Church 735 1519.98 20 30399.6
Anglican Drosceve of Morogoro 678 1402.104 20 28042.08
St Patrick's Catholic 1201 2483.668 20 49673.36

Total 17912 740840.32

Table 11:Church population water consumption/ demand.

Mosque Name Population Forecast Consumption(l/capita.d)
Demand(l/d)
Masjid Sultan of Boma 642 1327.656 25 33191.4
Masjid al Haqq 1209 2500.212 25 62505.3
Msikiti Mkubwa 233 481.844 25 12046.1
Morogoro Mosque 2139 4423.452 25 110586.3
Bobora Masjid 457 945.076 25 23626.9
KISJ Masjid 368 761.024 25 19025.6
Masjid Masjid Masjid 595 1230.46 25 30761.5
Masjid Magswaa Kilakala 244 504.592 25 12614.8

Total 5887 12174.316 304357.9

Table 12:Mosque population water demand.

Net demand = (222998.4 + 1889.111 + 682 + 9723.773 + 98.05 + 600.768+1708163.25) m³/d.
=17217631.35 m³/d
Net demand = 235,992.102 m³/d
Q-firefighting = 2% × 235992.102 m³/d

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 = 4719.842 m³/d.
Demand = (4719.842 + 235992.102) m³/d.
Demand = 240711.944 m³/d.
Q-operation = 7% X Demand.
= (7% × 240711.944) m³/d.
=16849.836 m³/d.
Q-losses = 20% × Gross demand
= 51512.356 m³/d.
Q-Total = Net demand + Q-firefighting + Q-operation + Q-losses
= 309074.136 m³/d.
Q-total = 309074.136 m³/d.

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 CHAPTER 4
DESIGN CONSIDERATIONS
Water demand
The water demand in Morogoro Municipality is approximately 309,074.136 m³/d, which includes
domestic water supply, industrial use, and water losses due to theft and leaks.

Pipeline System.
The transmission pipe is designed to transmit or channel water from one location to another.
For this assignment the transmission pipe used to transmit water from the source to the water treatment plant
and the other transmit water to storage tank and community supply lines
Pipe material selected;
The material pipe selected is Galvanized steel pipes since;
➢ They are strong against internal and external pressure
✓ Can be laid below or above the ground
✓ People in rural areas know how to install these kinds of pipes.

Design of water transmission pipe

Q=volume x Area
A= (ℼd2/4)
Q=309074.136 m3/d
1day=60 x 60 x24 seconds
Q= (309074.136m3/d)/ ( 24 X 3600)
Q =3.5772m3 /s

A=Q/V

Velocity of the transmission main was assumed to be 2.5m/s according to DCOM2020 as the maximum
velocity is taken as 3m/s

D= (3.5772/3.14 X 2.5)

D=0.455m

Diameter of water transmission pipe =0.455m

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Design of distribution pipe.
This is the pipe from the distribution tank which will be designed by using the tank water capacity.
Tank capacity=30% to 50% maximum quantity
Maximum quantity=peak factor x average quantity
Tank capacity=45% x3.5772m3 /s x1.3

=2.0927 cubic meters per sec

From Q=AV, where V is the velocity
Velocity from transmission pipe=Q/Area
V= 3.5772 =22m/s
(ℼ x 0.455x 0.455) /4
From A=Q/V
A= ℼd2/4 =2.0927/22
A=0.0951m2
D= [(0.0951 x 4)/3.14]0.5
D=distribution pipe=0.348m
Therefore the diameter of the distribution pipe is 0.348m

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 Treatment Plant
✓ This plant system is designed to receive and treat influent water through physical, chemical or biological
means.
✓ The water treatment ensures access to clean water and avoiding contaminations or non desirable
characteristics of water.
✓ The type of water treatment plant used is conventional treatment and advanced treatment facilities to
improve high water quality standards.
Sizing of Storage Tank.
The design aspect of a storage tank is that the capacity of the tank normally lies 30% to 50% of the peak
daily demand for water supply. The recommended tank depth should be between 3m to 6m.
Maximum daily demand=peak factor x total water demand
Where peak factor from the design construction supervision operation and maintenance manual
(DCOM)=1.3 for population ranging between 30000-100000 where Morogoro municipal population is
471409 people
daily demand=309074m3/day x 1.3
Maximum daily demand =401796.4 m3/day
Volume of the tank=45% of maximum daily demand
=45% x 401796.4 cubic meters per day
Volume of the storage tank=180808.38 cubic meters per day
From V= (ℼ D2/4) H

Then D=[(Vx4)/(ℼ xH)]0.5

D=[(180808.38x4)/(ℼ x6)]0.5
Storage tank diameter=196m
Since the tank diameter is very large in such a way it will be difficult to be constructed then the tanks will be
provided in each ward of Morogoro municipal

CALCULATIONS OF EACH TANK DIAMETER.

Total volume of the storage tank=180808.38 cubic meters per day
For volume of each tank per day=180808.38/29
=6234.771m3
From V= (ℼ D2/4) x H

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 Then D= [(Vx4)/(ℼ xH)]0.5
D=[(6234.771x4)/(ℼ x6)]0.5
Storage tank diameter=36.4m
Therefore, volume of each tank will be 36.4m having a depth of 6m.

PUMP POWER.
PUMP STATION;FROM SOURCE TO TREATMENT
Consider total head losses.
HT = hv + hf + hs
Whereby;
hv =velocity head
hf=friction head hs=static head
hs = elevation from intake – elevation of treatment hs = 535-510 =25m
hf= 10.7 L Q1.852
C1.852 x d4.87 , Hazen Williams equation
Length of the pipe (L) = 1.34km C = 140
hf = 10.7 x 1340 x (0.99245)1.852
1401.852 X 0.4554.87
= 69.38m
hv=v2/2g
= (3m/s)2
2 x 9.81
=0.45m
HT = hv + hf + hs
=0.45m + 25m + 69.38m
= 94.83m
Power pump = ῤw g h Q/Efficiency
Where efficiency=mortar efficiency x pump efficiency
Where pump efficiency=85%
Motor efficiency=80%-85%
Whereby; ῤw = density of water

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 = [1000kg/m3 x 9.81m/s2 x 94.83m x 0.99245]/0.85 x0.825
=1316.58KW
The power of the first power station is 1316.58KW

FROM TRETAMENT TO THE DISTRIBUTION TANK.

Consider total head losses.
HT = hv + hf + hs
Whereby; hv=velocity head hf=friction head hs=static head
hs = elevation from intake – elevation of treatment
=779-535
=244m

hf= 10.7 L Q1.852

C1.852 x d4.87, Hazen Williams equation

Length of the pipe (L) = 5.3km

C = 120, since the pipe diameter is more than 300mm

hf = 10.7 x 5300 x (0.99245)1.852

1401.852 X 0.4554.87
= 274.422m
hv = v2 2g
=(3m/s)2
2 x 9.81
=0.45m
HT = hv + hf + hs
=0.45m + 244m + 274.422m
= 518.872m

Power pump = ῤw g h Q/efficiency

Whereby; ῤw = density of water

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 =[1000kg/m3 x 9.81m/s2 x 518.872m x0.99245]/0.85x0.825

7203.86 KW
The pump power for second pump station is 7203.86KW

WATER DISTRIBUTION SYSTEM.

Water distribution system ensures the safety of water throughout its journey from storage up to consumers.
The distribution system includes all the sub pipes from the main pipe distributing water to consumers.

Type of distribution system used;

• Tree or dead-end system (open loop).
Due to fact that the given area is irregular developed ward. In this system water flows in one direction only
into sub mains and branches

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 CHAPTER FIVE
RECOMMENDATION AND CONCLUSION
5.1 Sustainability of the project
With a population of 471,409 Morogoro Municipal faces significant pressure on its water supply,
making the sustainability of the water resource project crucial. Ensuring the long-term availability
of clean water is essential to meet the growing demand from both residents and industries.
Sustainable management practices, such as reducing water losses, conserving resources, and
addressing infrastructure challenges, will help guarantee a reliable water supply. Additionally,
economic sustainability through cost recovery and strategic investments in infrastructure will
support the project’s viability. Engaging the community in water conservation efforts and
promoting equitable access is vital for social sustainability. By prioritizing sustainability, the
project can support the municipality's population growth, boost local development, and safeguard
water resources for future generations.

5.1 Recommendations
It is recommended that the design demand of 309,074.136 m³/d, which encompasses domestic
water supply, industrial water use, and water losses due to theft and leaks, be taken into account
in the planning and management of Morogoro Municipal’s water resources. Given the
considerable volume of water required to meet the needs of both the population and industries, it
is crucial to ensure that the infrastructure is adequately designed to handle such demand.

In light of the inclusion of water losses, it is vital to address issues related to theft and leaks within
the distribution system. Implementing advanced monitoring and detection technologies can help
identify and reduce these losses. Regular maintenance and prompt repairs to the water
infrastructure will be essential in minimizing inefficiencies and ensuring that the water supply
reaches its intended users without significant wastage.

Moreover, as the population and industrial activities in Morogoro continue to grow, future
projections should consider an increase in demand, particularly in high-growth areas. Long-term
planning should also include strategies for sustainable water sourcing, efficient distribution, and
the integration of water-saving technologies to meet the increasing needs while safeguarding the
resource for future generations.

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By addressing these aspects, Morogoro Municipal can secure a reliable and sustainable water
supply system that supports both its residents and industries.

5.2 Conclusion
In conclusion, the design demand of 309,074.136 m³/d for water supply in Morogoro Municipal,
which includes domestic, industrial, and loss factors, highlights the pressing need for efficient
management and infrastructure development. The increasing population and industrial growth,
coupled with water losses due to theft and leaks, necessitate immediate attention to the existing
water distribution system. Addressing these losses through advanced monitoring technologies and
regular maintenance is essential for optimizing the water supply.

Furthermore, proactive long-term planning is crucial to meet the rising demand and ensure the
sustainable use of water resources. This involves improving infrastructure, incorporating water-
saving technologies, and ensuring a steady and reliable water supply for both residents and
industries. By focusing on these areas, Morogoro Municipal can create a resilient water
management system that supports its development while minimizing waste and preserving
resources for future generations.

Overall, effective implementation of these recommendations will not only help meet the current
water demands but also ensure the long-term sustainability of Morogoro Municipal’s water supply
system.

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 References
Garg, S. K. (2007). Water Suppply Engineering .
Hickey. (2008). Water Supply and Evaluation Methods; Volume II: Water Suppy .
Santos, S. (2012). Patterns of distribution of water .
Venkateshwara, A. H. (2005). WATER SUPPLY AND SANITATION.
Design, Construction supervision, Operation and Maintenance (DCOM) - Volume I, May 2020

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