THE UNIVERSITY OF BAMENDA

NATIONAL HIGHER DEPARTMENT OF CIVIL

POLYTECHNIC INSTITUTE ENGINEERING AND
(NAHPI) ARCHITECTURE

COURSE TITLE: WATER RESOURCE AND ENVIRONMENTAL ENGINEERING I

COURSE CODE: CVLE5102

A PROPOSED DESIGN OF A BOREHOLE WATER

SYSTEM POWERED BY AN AUTOMATIC (AC)
ELECTRIC PUMPING SYSTEM AT MILE 10

Presented by:

Name Matricule
MUMEH HEZEKIAH FEHNYUI UBa21E0198
NAHDALA COMFORT TEKWE UBa21E0199
NANGWAT BLAISE UBa21E0200
NAOMI PIFOR UBa23E3024
NDIZE SEDI KELAN UBa21E0201

SUPERVISED BY: Dr. MOFOR NELSON A. & Dr. NSAHLAI LEONARD N.

JANUARY, 2025
 CERTIFICATION
We the members of group 12 listed on the cover page certify that this project titled “A
PROPOSED DESIGN OF A BOREHOLE WATER SYSTEM POWERED BY AN
AUTOMATIC (AC) ELECTRIC PUMPING SYSTEM AT MILE 10” is our work and
all the sources and other documents we have used have been cited and acknowledged by
use of referencing.

1
 DEDICATION
We would like to dedicate this piece of work to all the students of the civil engineering
department in NAHPI

2
 ACKNOWLEDGEMENT
We extend our deepest gratitude to the following individuals and institutions for their
unwavering support and guidance throughout the completion of this project.

First and foremost, we express our heartfelt gratitude to the authorities of NAHPI, led by
Director Prof. Fidelis Cho-Ngwa, for fostering an environment that encourages academic
excellence and innovation.

We also extend our sincere appreciation to our Head of Department, Engineer Penka Jules
Bertrand, and his team for their tireless efforts in providing us with a comprehensive education
and hands-on experience.

We are particularly grateful to Dr. Mofor Nelson Alakeh and Dr. Nsahlai Leonard Nyuykongi
for their exceptional guidance and mentorship throughout this project. Their expertise and
feedback were invaluable in shaping our work.

We also thank our peers, lecturers, and engineers who contributed to this project through their
insights, expertise, and encouragement.

Finally, we give thanks to the Almighty God for His divine guidance and provision throughout
this project.

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 ABSTRACT
Access to clean water is a fundamental human need, yet over 60% of the global population
faces water scarcity. In Cameroon, the situation is dire, with many communities struggling to
access potable water. The locality of Bambili, Tubah Sub-Division of Mezam Division, is no
exception. Despite being a critical necessity, the indigenes, particularly those residing at mile
10, face significant challenges in accessing clean water. This project aims to design a
sustainable water supply system for the locality of Bambili, specifically targeting mile 10. The
proposed system involves drilling a borehole powered by an automatic electric pumping
system, and constructing storage tanks with a standby generator for emergencies. The design
features a borehole with a depth of 80 meters and a diameter of 150 mm, equipped with a 1 HP
submersible pump powered by an automatic (AC) electric supply. The system also includes a
treatment plant, comprising a sedimentation tank, filtration unit, and disinfection system, to
ensure the water meets World Health Organization (WHO) standards for drinking water
quality. The detailed topographical survey will be conducted along the proposed pipeline route,
water treatment site, storage tank sites, and pumping stations. Soil investigations will be
performed on the sites for storage tanks and water treatment facilities. The data will be
analyzed, and the results applied to the design using software packages.

Our goal is to provide a reliable and efficient water supply system, ensuring that the population
has access to clean water within a 100-meter radius. The system will be designed to provide
15 liters of water per person per day, meeting the WHO's recommended standard. This project
will contribute significantly to improving the lives of the indigenes and those visiting the area,
while also serving as a model for sustainable water supply systems in similar communities.
This project demonstrates the application of engineering principles and design techniques to
address a real-world problem, providing a valuable learning experience for students in the field
of water resources engineering.

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 Table of contents

CERTIFICATION ................................................................................................................... 1

DEDICATION.......................................................................................................................... 2

ACKNOWLEDGEMENT ....................................................................................................... 3

ABSTRACT .............................................................................................................................. 4

ACRONYMS AND ABBREVIATIONS USED .................................................................... 9

GENERAL INTRODUCTION ............................................................................................. 11

BACKGROUND OF STUDY ............................................................................................. 11

PROBLEM STATEMENT .................................................................................................. 11

SIGNIFICANCE OF THE PROJECT ................................................................................. 12

CHAPTER I: GENERAL PRESENTATION OF THE PROJECT ................................. 13

GENERAL PRESENTATION OF THE AREA .................................................................. 13

LOCALIZATION ............................................................................................................. 13

CLIMATE ........................................................................................................................ 13

TOPOGRAPHY AND SOILS.......................................................................................... 13

AGRICULTURE .............................................................................................................. 13

HYDROLOGY ................................................................................................................. 13

SCOPE OF THE PROJECT ............................................................................................. 14

CHAPTER II: PROJECT CONCEPTION AND DESIGN METHODOLOGY ............. 15

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PRELIMINARY STUDIES ................................................................................................. 15

PREPARATION OF PROPOSED SYSTEM CONFIGURATION/SIZE AND CAPACITY

OF MAJOR FACILITIES .................................................................................................... 15

Water Tank and Pump Rooms .......................................................................................... 15

Electrical Energy and Economic Considerations ................................................................ 15

Water Consumption Rate.................................................................................................. 15

Water Network Design ..................................................................................................... 16

Water Network Design Criteria and Parameters ............................................................. 17

Water Network Modelling and Design – EPAnet............................................................. 19

RESULTS OF SURVEYS DONE TO BE USED FOR WATER NETWORK DESIGN

.......................................................................................................................................... 19

Water Pipework Installation ................................................................................................. 20

Water Distribution Pipework ........................................................................................... 20

Water Pipe Embedment .................................................................................................... 20

Well Siting, testing and sampling ..................................................................................... 20

Well Site Selection Criteria .............................................................................................. 21

Test Borehole and Well Drilling. ..................................................................................... 21

Well-Casing Selection and Installation ............................................................................ 21

Borehole Parameters and Hydraulics ............................................................................... 22

Pump and Power ............................................................................................................... 23

Water Samples and Analysis ................................................................................................ 23

Background and Practice in Sampling and Analysis for Wells ........................................ 23

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 Sampling Considerations for Chemical Analyses ............................................................ 23

Sample Collection for Analyses ....................................................................................... 24

WELL OPERATION AND MAINTENANCE ................................................................... 24

Indicators of water well problems .................................................................................... 25

Causes of water well drilling problems ............................................................................ 25

Water Well Maintenance .................................................................................................. 25

MATERIALS AND METHODOLOGY ............................................................................. 25

GEOPHYSICAL SURVEY REPORTS AND INTERPRETATION .................................. 28

RESULTS ......................................................................................................................... 28

INTERPRETATION ........................................................................................................ 34

CONCLUSION ................................................................................................................ 37

CHAPTER III: PREPARATION OF DESIGNS AND ANALYSIS FOR SPECIFIC

FACILITIES .......................................................................................................................... 38

BOREHOLE SOURCE ANALYSIS ................................................................................... 38

Population Studies ................................................................................................................ 38

WATER DEMAND ............................................................................................................. 38

WATER STORAGE TOWER /DISTRIBUTION TANKS................................................. 38

DESIGN CONSIDERATIONS ........................................................................................ 38

THE PUMP .......................................................................................................................... 50

POWER SOURCE ............................................................................................................... 51

PIPELINE ANALYSIS ........................................................................................................ 51

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 WATER DISTRIBUTION ............................................................................................... 51

CHAPTER IV: PROJECT IMPLEMENTATION ............................................................ 55

Project Planning and Scheduling.......................................................................................... 55

Descriptive Estimates / Technical Specifications ................................................................ 55

Preliminary Works ............................................................................................................... 55

Site clearance .................................................................................................................... 55

Site installation ................................................................................................................. 55

Setting Out Of The Building ................................................................................................ 55

Excavation ............................................................................................................................ 56

Foundation ............................................................................................................................ 56

Constituent Materials Of Concrete ....................................................................................... 56

Reinforcements..................................................................................................................... 57

Backfilling ............................................................................................................................ 57

COST ESTIMATE ............................................................................................................... 57

CONCLUSION ...................................................................................................................... 61

REFERENCES ....................................................................................................................... 62

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 ACRONYMS AND ABBREVIATIONS USED
UBa: University of Bamenda

NAHPI: National Higher Polytechnic Institute

D: Diameter of pipes.

PVC: Polyvinyl chloride.

Po: Initial population.

Pn: Population at the nth year.

Q: Flow rate

Qav: Average flow rate

GI: Galvanized iron.

PE: Polyethylene

H: Height difference between the nods.

Re: Reynold’s number

V: Kinematic Viscosity

J: The Hydraulic Gradient

ESA: Environmental Site Assessment
ENEO: Energy of Cameroon S.A.
EPA: Environmental Protection Agency

EPANET: Environmental Protection Agency Water Network Design

NRV: Non-Return Valve

HITL: Higher Institute of Transport and Logistics

BH: Borehole

HDPE: High Density Polyethylene

NPR: Nominal Pressure Rating

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WHO: World Health Organization.

UTM: Universal Transverse Mercator

GIS: Geographic Information System

GPS: Global Positioning System

TDH: Total Dynamic Head

DWL: Dynamic Water Level

WT: Water Tank

LPM: Liters Per Minute

PPE: Personal Protective Equipment

TDS: Total Dissolved Solids

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GENERAL INTRODUCTION
BACKGROUND OF STUDY
Access to a reliable and clean water supply is essential for the smooth functioning and well-
being of any community, including university areas. In Bambili where water scarcity and
inadequate infrastructure pose challenges, providing sustainable water solutions becomes
crucial, especially in the university area. Traditional water sources may be insufficient or
unreliable, leading to water shortages and inconvenience for students, faculty, and staff.

Borehole supply using electrical pumps offers a promising alternative to address these water
challenges in the university area of Bambili. Boreholes involve drilling deep wells into the
ground to access underground water sources, while electrical pumps utilize electricity and cost-
effective power source for extracting water. Bambili, known for its power supply, presents an
ideal setting for implementing electrical powered boreholes to enhance water availability and
promote sustainability within the university area.

Water covers 70.9% of the earth’s surface, and is vital for all forms of life. For a body to
function properly, it requires at least 5 litres of water daily to avoid dehydration. Due to the
expansion in the population, the water demand has drastically increased. So, it is needed to
conserve water for the increasing demand of the population by minimising the water loses as
much as possible to meet the population and crop water requirement in the area. The area is
characterised by a damp climate predominantly. Mostly in dry season the water crises increase
and plants are in dormant conditions. It is painful to observe that despite the acute abundance
of these natural resources, it is being squandered at field level.

This study aims to investigate the feasibility and effectiveness of utilizing electrical pump
systems for borehole water supply in the university area of Bambili. The project will focus on
evaluating the technical aspects, economic viability, and social benefits associated with
electrical-powered boreholes in this specific context. The findings will provide valuable
insights for the water management authorities, and stakeholders involved in improving water
infrastructure on campuses.

PROBLEM STATEMENT
Waterborne diseases are the second and third leading reported weekly epidemiological disease
under surveillance in Mezam Division, Northwest Region of Cameroon. By this, the population
of Bambili is not excluded and with the recent shortages felt by its inhabitants, there is dire

11
 need for a solution to this crisis and so, much research has to be done to and methods submitted
to mitigate this problem and also bring concrete and lasting solutions to such drastic needs.

It is in this perspective that we have tasked ourselves with the process of carrying out a proper
survey, studies, present proposed designs and make possible calculations to counter the
devastating effects of the identified problems and challenges.

SIGNIFICANCE OF THE PROJECT

- This project will go a long way to improve on the water quality and quantity of the area, which
will go a long way to improve on the socio-economic and socio-cultural welfare of the area.
- It will also help diminish the quantity of diseases caused by dirty water in the area and increase
their living standard. It will also minimise time and long-distance travel for fetch of water.
- This work will also serve as literature for further study.

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CHAPTER I: GENERAL PRESENTATION OF THE PROJECT
GENERAL PRESENTATION OF THE AREA
LOCALIZATION
Bambili is located in Tubah Subdivision in the Mezam Division, where the site is located. The
site is situated some 50m away from the boy’s hostel and about 46m away from the closest
girls hostel.

CLIMATE
Bamenda GMT time is +1 hour and is mostly cloudy. Average sunrise is at 06:16 and sunset at
18:10. In effect it has an equatorial climate with 2 major seasons. Rainy season which runs
from March to October and Dry season, from November to May). Temperature ranges between
20°C to 28°C, meanwhile annual rainfall ranges between 3000mm to 5000mm.

TOPOGRAPHY AND SOILS

The area is composed of undulating high and lowlands with many rocks of gravel size as a
result of lava flows from volcanic eruptions. The soil type consists of basalts and is as a result
of the first volcanic activity in the hilly areas, which occurred in the cretaceous system. These
soils have been weathered and partly covered by more recent deposits; thus, the soils are black
and in these areas are well drained due to the generally hilly nature of the terrain and the fact
that they are free draining.

AGRICULTURE
The soil and climate are very supportive for vegetation and agriculture though in some areas
digging is difficult due to their rocky nature. Though the rich soil in this area, the population
still uses fertilizers which pose a threat to the quality of groundwater (since nitrate content of
ground water may increase).

HYDROLOGY
Bamenda area has several water sources currently more or less exploited and losing its value if
not protected. No sources around the study area due to human and natural activities such as;
climate change effects and the resulting longer dry season, unprotected nature of the water
catchment areas, advancing poor vegetation due to urbanization and human activities.

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SCOPE OF THE PROJECT
In this project, we are going to design a borehole that uses electrical energy to pump water into
a storage tank which will be sufficient to the area for the inhabitants of mile 10. A survey has
been carried out on the quantity of water that will be sufficient, the wall and base
reinforcements. We have also carried out survey of the area, soil test to determine bearing
capacity of the area. This study will contain discussions on water supply source, water storage,
water treatment, tank designing, water pumping and water distribution network

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 CHAPTER II: PROJECT CONCEPTION AND DESIGN METHODOLOGY
PRELIMINARY STUDIES
Our project consists of a groundwater borehole, wh i c h is envisaged to serve as the source
of drinking water and water for other uses like washing, cooking for the population mile 10.
Water from the borehole is pumped by a submersible water pump directly into an
appropriately and well-designed water tank (reservoir), located on above the source and above
the existing infrastructures in the locality, to ease flow. The tank or reservoir will be constructed
suspended, because of the altitudes of the various points on site and it will be constructed using
reinforced concrete. The borehole will be powered by an automatic electric pumping system
which may be installed in a framework above the upper level of the water tank or water tank
tower..

Water tank tower pump room pipework is installed in accordance with standard pump room
Pipework schematic layout, which incorporates three zones - Raw Water, Water Treatment and
Water Storage.

PREPARATION OF PROPOSED SYSTEM CONFIGURATION/SIZE AND CAPACITY OF MAJOR

FACILITIES
Water Tank and Pump Rooms
There are several combinations of water tanks, pump rooms and boreholes:

- Water Tank with Pump Room and with Borehole inside

- Water Tank with Pump room and with Borehole outside

However, in this study, we will consider the water tank type with pump room and with
borehole outside.

Electrical Energy and Economic Considerations

The armored electrical cable connecting the borehole pump will experience energy losses,
which increase with the length of the cable. Beyond a certain distance, the cost of the cable will
outweigh any other benefit and it may well be more economical to build an additional water
tank, though in our case, we are considering ENEO and so, we hope to have enough electrical
energy to power the pump.

Water Consumption Rate

It is very difficult to precisely asses the quantity of water demanded by the public; the various
types of water demand needed by a city may be classified as follows;

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 Description Types of Normal range Average %
consumption (lit/capita/day)

1 For drinking 10 to 15 13 50

2 Toilet uses 15 to 20 18 10

3 Domestic use 15 to 20 18 25
for inhabitants
living in the
area

4 Loses and 5 to 10 8 25
waste

Table 1: Types of water demand for various purposes

Water Network Design

Water Network Design Overview
Optimal design and performance are the fundamental basis for our water project with the prime
objective of meeting the areas drinking water needs through the creation of a safe, reliable and
sustainable water supply system, through the balancing of natural parameters such as borehole
yield and electrical energy constraints.

The pipes and water network components to be used will be made of modern and high-quality
materials that meet drinking water standards and are suitable for the intended duty in the
prevailing environmental conditions with an operational life expectancy of 30 years or more.

The pipes used should be made of HDPE (high density polyethylene) material, with a minimum
NPR (nominal pressure rating) of 10 bar and in diameters usually ranging from 25 mm to 75
mm, as required to meet the performance demands determined by the Archi cad Software.
The pipes are designed to provide adequate flow and pressure to meet the demand.

Protection of water distribution pipework and network will be achieved by laying the pipe in an
underground trench at a depth of at least one point two (1.2) meters which will be backfilled with
embedment to support the varying loads on the pipe in the trench.

Minimum disruption to other parts of the water network during maintenance i s achieved
through installation of various valves separating the main supply line from the branches leading
to the taps. The drinking water supplied, is intended to comply with either World Health

16
 Organization (WHO)Water Guidelines and the relevant National Drinking Water Standards, as
applicable.

Water Network Design Criteria and Parameters

The design parameters are based on the points where we agreed to either have a proposed stand
tap, cattle trough or tank(reservoir)

Borehole Location, Hydrogeology and Pumping Test Data

The various information was gotten from the topographic survey that was done and the
assumed geophysical tests as seen above.

- Borehole location (x, y coordinates in UTM),

- Borehole ground level elevation (z)
- Borehole static water level in meters
- Borehole dynamic water level in meters
- Borehole yield (m3/h), as per Pumping Test
Borehole Pump Selection
The submersible borehole pump will be selected to perform according to the calculated. Total
Dynamic Head (TDH) required and the measured borehole yield.

Based on research, we also recommend that pumps manufactured by Grundfos (or equivalent)
should be considered in the installation process. Technical specifications and performance graphs
are shown in Figure 15 below.

Figure 1 : Pump Curve of a typical Grundfos Pump

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 Total Dynamic Head: The Total Dynamic Head (TDH) is the head that must be provided by the
pump so the water can properly flow from the aquifer Dynamic Water Level (DWL) up to the inlet
of the Water Tank (WT).

TDH = H + hf + hLocal

Where:

- hf is the friction losses in the pipe from the pump outlet up to the WT inlet.
- hLocal is local head losses in the pump inlet and in the pump room manifold
- H is elevation head from the lowest point of the BH’s DWL to the highest point of the inlet to the
tank
H = DWL + dif. in GL height (BH to WT) + WT bottom level height + WT inlet height

Where:

- DWL - Dynamic Water Level in the borehole as per Pumping Test.

- Dif. in GL height (BH to WT) - the difference in meters between the BH ground level, and the WT
ground level.

Figure 2: TDH Calculation

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 Water Network Modelling and Design – EPAnet
EPAnet is a public domain software application, published by the Environmental Protection
Agency (EPA) of the United States, used to model water distribution systems. It is an essential
tool for understanding the water flow within pipework distribution systems by analyzing and
solving pressure, flow velocity and head losses of the entire system. A screenshot of an example
project designed in EPAnet is shown in Figure 7. The network will be designed using the EPAnet

We used the following parameters should were selected for the modelling design:

- Hazen-Williams’s formula
- Metric system
- LPM units (litres per minute) for the Distribution Taps demand
The design complied with the following criteria:

- Maximum allowed flow velocity in the pipes, not higher than 1.7 m/sec
- Minimum pressure to be provided to each tap, not lower than 3 m
Valves
Gate Valves shall be installed to facilitate maintenance and regulate flow.

Air Valves and Drain Valves shall be installed at high and low points of the pipework respectively,
such that they can be maintained without affecting the supply. An example for an air valve is
shown.

Valve Boxes will be fitted over valves and other fittings which will allow access for operation and
maintenance and should be constructed so that no load can be transferred to any pipe or fitting.

RESULTS OF SURVEYS DONE TO BE USED FOR WATER NETWORK DESIGN

Point Description Northern Eastern Elevation
P1 Existing reservoir and stand tap 0639539 0664618 1426
P2 Proposed reservoir and stand tap 0639520 0664600 1426
P3 Proposed borehole 0639504 0664574 1427
P4 Proposed reservoir and stand tap 0639488 0664545 1429
P5 Existing reservoir and stand tap 0639457 0664553 1422
P6 Proposed reservoir and stand tap 0639394 0664491 1423
P7 Existing reservoir and stand tap 0639379 0664459 1420
P8 Proposed reservoir and stand tap 0639450 0664673 1418

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P9 Proposed reservoir and stand tap 0639389 0664694 1414
P10 Proposed stand tap 0639391 0664503 1407

Water Pipework Installation

Water Distribution Pipework
Water pipes should have their open ends taped over with duct tape, before being uncoiled
from the reel they are supplied on, to prevent any foreign matter, such as soil, stones and debris
from entering the internal pipe section. This will prevent damage being caused to equipment
connected to the water pipes such as flow meters, taps and valves, when the water system is
connected and pressurized.

Water Pipe Embedment

Embedment refers to the material placed around the pipe to support the load on the pipe in
the trench. For rigid pipe, embedment helps distribute the load over the foundation. For flexible
pipe, embedment resists the deflection of the pipe generally due to a load from above. Poorly
placed embedment that allows large unsupported areas and voids below and around the pipe
can result in excessive deformation due to stresses. Embedment that is simply ‘dumped’ into the
trench may provide insufficient support and may lead to premature pipe failure.. The trench
width should be equal to the pipe outer diameter plus 30 cm, with a minimum width of 40
cm. The trench depth should be 100 cm Underground pipework must be protected from
accidental physical damage. Accidental damage, by digging, can be prevented by laying
underground coloured plastic tape, approximately 5 cm wide, at a depth of approximately 50
cm below ground level between the initial and final backfill layers, along the path/direction
and entire length of the underground pipework

Well Siting, testing and sampling

Site Selection. Locating test bores and wells (and eventually water wells), if based
on technical criteria rather than convenience alone, begins with a site selection process
before drilling or testing is planned. The goal should be the pre-selection of the best possible
sites, and anticipation of both technical and other practical problems (e.g., neighboring
wells). This decision-making process involves a combination of hydrogeological
advisors, regulatory personnel, well drilling contractors, engineers, and the property
owners involved. Tools include maps, aerial photographs, well logs, and other relevant
file information from the area, and site inspection.

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Well Site Selection Criteria
The six potential well site selection criteria are as follows:

1. Groundwater production potential or yield

2. Groundwater quality, water quality;
3. Vulnerability to known or suspected contamination or natural risks
4. The regulated distance from potential contaminant sources (e.g., septic tanks; oil)
5. Potential for interference with other existing production wells, surface water flows

Test Borehole and Well Drilling.

The purpose of drilling a test hole is to obtain information on groundwater quality and
formation materials, and to help establish essential "ground truth" at a specified location,
including formations;
1. The depth and extent of the water-bearing formations, or zones within
2. Thickness, nature, and areal extent of confining layers;
3. Existence of specific features of note (oily or sand seams)
4. Water quality and actual yield and drawdown information.
Well-Casing Selection and Installation
The casing is installed to prevent the collapse of the walls of the borehole, to exclude pollutants
from entering the water source at the well, and to provide a channel for conveying the water to
the surface (or in the reverse direction, for injection). The casing also provides housing for the
pump mechanism. But not exclusively, PVC) and stainless steel. Access to the water source
from the surface through unstable formations, and through zones of actual or potential
contamination. The casing should extend above-known levels of flooding, or be positively
sealed against flooding flows.
For wells screened in sand and gravel, the casing should extend to at least five feet below the
lowest estimated pumping level of a well to avoid excessive oxidation, clogging, and corrosion
at the screen. In consolidated formations, the casing should be sealed securely into firm
bedrock. An exception may be the case where water immediately on top of the rock is the target.
In this case, the well design should be such that the casing is solidly installed and sediment and
unsanitary water excluded. Forces are known or expected to occur, a self-sealing slip joint may
be installed in the casing to allow for vertical movement and prevent collapse. Both carbon
alloy steel and plastic well casing are now commonly used successfully around the world. The
plastic casing is increasingly used due to its lightweight, ease of installation, durability, and
corrosion resistance. Concrete, fiberglass, and asbestos cement casing have also been used with

21
varying degrees of success. The most common materials for well casing are carbon steel, and
plastic (most commonly, Casing must be of the proper length to accomplish its purpose of
providing secure Care must be exercised when placing casing. In areas where subsidence or
shifting
Borehole Parameters and Hydraulics
The determination of the following parameters below indicates the viability of the aquifer and
their pumping.
T= transmissivity (the ability of the aquifer to permit groundwater)
𝑆𝑐= storage coefficient (storage capacity of the aquifer)
E = well efficiency 𝑆𝑝= specific capacity of borehole or well.
II Method of Analysis
Almost all the aquifers investigated in the study area behave as a confined aquifer in which
water is present in weathered portions of the basement crystalline complex and the flows fit the
non-steady state conditions. The possible methods of analysis are
1. Theis recovery method
2. Jacob‘s approximate method
3. Brereton step drawdown pumping test method
4. Eden and hazel method Equation of drawdown
𝑆= 𝑄4𝜋𝑇. (𝑢)
Brereton‘s method, based on equal time duration in the steps in pumping, is similar to Lewis
Clark‘s explanation for computing the total drawdown in step drawdown step tests.
𝑆𝑚=𝑎 𝑄𝑚𝑙𝑜𝑔𝑏𝑡+𝐷𝑚 +𝐶𝑄2...................... (i) Brereton‘s equation
𝑆𝑤𝑡= (𝑎+𝑏𝑙𝑜𝑔𝑡) 𝑄𝐿𝐶𝑄2........................... (ii) Lewis Clark‘s equation
Where 𝑊(𝑢)= well function with
𝑢= 𝑟2𝑠4𝑇𝑡
𝑎= Aquifer coefficient = 2.304𝜋𝑇
𝑏= Aquifer coefficient = 2.25𝑇𝑡𝑟𝑤2𝑆𝑐
𝑒= Well loss coefficient
𝑄𝑚= Pumping rate at the 𝑛𝑡step
𝑆𝑤𝑡= Drawdown at start time 𝑡
𝑆𝑚= Drawdown at the end of the 𝑛𝑡ℎ step
𝐷𝑚=(𝑄𝑚-1𝑙𝑜𝑔2+𝑄𝑚-2𝑙𝑜𝑔32+𝑄1𝑙𝑜𝑔𝑚𝑚-1)

22
The two equations are best suited for short-duration step pumping say 90mins each
(Brereton1979) and show no immediate movement towards a steady state or equilibrium. In
any case, they require more than three steps for their effective use. The recommended and
modified Theis recovery method is suitable for the state‘s aquifer analysis. Transmissivity is
calculated as
𝑇=2.3𝑄𝑎𝑣4𝜋Δ........................... (iii)
The maximum storage coefficient of the aquifer is calculated from Eden and hazel‘s
expression for the drawdown in a confined aquifer using the step method.
𝑠𝑡=2.3𝑄𝑎𝑣4𝜋𝑇. 𝑙𝑜𝑔102.25𝑇𝑡𝑟𝑤2𝑆𝑐.................. (v)
Pump and Power
The pump and power unit should be capable of operating continuously at a constant discharge
for a period of at least a few days.
There are several factors to be considered when determining the type of pump to be used and
the depth at which it should be set, including:
a) well diameter
b) desired pumping rate
c) total dynamic head including the pumping water level, the above-ground head (if
applicable) and all friction losses in the casing, pipes, fittings, etc.;
d) reliability of power source; and
e) horsepower requirements
Water Samples and Analysis
Background and Practice in Sampling and Analysis for Wells
The presence of disease-causing microorganisms and toxic chemicals are the main concern for
potable water supply. Damage to crops and industrial equipment from chemicals in the water
is the main concern for agricultural and industrial water supplies. While planning and
construction should minimize exposure to undesirable (and especially unnatural) components,
testing verifies the absence of undesirable microorganisms and chemicals. Thus, all wells
should be sampled during and or immediately following construction and development (this
may be required by law, e.g., in public water supplies). Appropriate field and laboratory
analyses are then made based on intended uses.
Sampling Considerations for Chemical Analyses
The method used to collect samples for chemical analyses depends in part on the drilling
method, the intended purpose and yield of the well, and the information desired. The simplest
procedure consists of lowering a container into the well, allowing it to fill, and raising it to the
23
surface. The bailer is such a device. More sophisticated devices for collecting samples at
preselected depths have been developed. The so-called "thief" sampler is tripped closed by a
weight sent down the line, and the ball-type sampler, are the most used of these devices. By
collecting samples at selected depths, it is possible to obtain a quality "profile" of the well or
borehole. Sampling with a bailer is common to the cable tool method of drilling, particularly
where well yields are small, or where an operating pump is not yet available.
Sample Collection for Analyses
groundwater quality in the aquifer to the extent possible. Groundwater samples are collected
during well construction to decide the as-built design of and materials used in the well, and to
determine the portability and water treatment needs of the produced water. Quite often
determination of quality must be made during 'the initial stages of construction to help decide
whether or how to proceed with the work. Determinations may also be made to find out if water
of undesirable quality has been encountered to exclude it or to adjust or finalize the design of
the well. These determinations are best made during the drilling and sampling phases of the
construction

WELL OPERATION AND MAINTENANCE

When a well is in service, it is important to maintain and monitor records for any performance
changes that might indicate future problems. Data from the following tests should be recorded
regularly for each well:
- Static water level after the pump has been idle for a while
- Pumping water level
- Drawdown
- Well production
- Well yield
- Time required for recovery after pumping
- Specific capacity
Conditions for these tests should be the same each month so that direct comparisons
can be made.
The design and construction details of the well should always be available to the well owner or
the organization responsible for its maintenance. They will include the year of construction,
method of drilling, well log, depth of bore, aquifer materials (grain-size distribution curve, if
possible), location, diameter and type of strainer and casing pipe, gravel pack material (design

24
curve showing the grading of gravel pack used), method of well development, pump
specifications, initial discharge, drawdown, and sand content.
Indicators of water well problems
There are four common symptoms associated with most water well problems:
- Reduced well yield
- Sediment in the water
- Change in water quality
- Dissolved gas in the water.
Causes of water well drilling problems
Reduction in well yields, as a result of blockage of the screen slot openings, followed by
structural rupture or collapse of the screen, is a result of electro-chemical corrosion. Pitting, due
to corrosion, is indicated by air bubbles and fine sand pumping with water. There is also a
reduction in well yield.
Water Well Maintenance
Water wells require regular maintenance to ensure adequate water flow and continued drinking
water safety. To ensure water quality, well water should be tested annually for total coliform
bacteria and E. coli bacteria by a state-accredited testing laboratory. Every three years,
additional testing is recommended for pH and total dissolved solids as well as tests related to
land uses occurring or expected to occur within sight of the well. Additionally, if there are
obvious stains, tastes, or odors in water, seek testing that will help identify the source of these
symptoms.

Water wells should also be inspected annually for obvious signs of damage or contamination.
Be sure the area within 30 meters of the well is clear of debris or items that might pollute the
water supply.

MATERIALS AND METHODOLOGY

PQWT-S100 Series geophysical prospecting instrument This instrument also known as a
water detector or logging tool uses natural electric field source as a working farm, with
resistivity contrasts underground rocks and minerals or groundwater, based on measuring the
natural electric field on the surface of the N different frequency electric field component.
Because this method measures the electrical component of the electromagnetic field of the earth
(natural electric field method) and we chose the corresponding frequency as measured meters
(frequency selection method), it is always referred to as natural potential frequency method.

25
 The instrument makes use of natural earth field source without going through artificial field
that is omitted clumsy power supply system in order to achieve better results.

in order to achieve better results.

Figure 3: PQWT water detector

 Decametre (100m)
It is used to follow the measurement path (line) with steps of 1m and the distance between the
two electrodes which is 10m. Figure 2 below illustrates the decameter used in the case of this
study.

Figure 4: Decametre

 GPS 72H
The GPS is used for geo-referencing of the study area. The figure below shows the GPS that
was used.

Figure 5: GPS 72H

 Microcomputer

26
 For analysis and interpretation of data with the aid of sophisticated software like ArcGIS, Excel,
etc.

Figure 6: PC

 TECNO CAMON 17: Used in taking pictures and videos of the site for better analysis.

Figure 7: Tecno Camon 17

PRINCIPLE OF THE METHOD

It consists in measuring the resistivity of the layers of the subsoil using a resistivity meter
connected to its accessories. This is done by injecting a current into the ground and subsoil,
which creates an electrical potential difference between two copper electrodes M and N,
measured by the resistivity meter. The current generated by the converter is injected into the
ground using cables connected to two stainless steel electrodes A and B. These electrodes are
arranged along a line symmetrically about the centre of the sounding. For our studies, we chose
the layout according to the Schlumberger model. Measurements of the apparent resistivity were
made by moving the current electrodes relative to the fixed geometric centre, in successive
steps, along a straight line.

27
Figure 8: positioning of electrode along the tape

GEOPHYSICAL SURVEY REPORTS AND INTERPRETATION

RESULTS
The results obtained are represented in a spreadsheet that comprises of resistivity of the various
layers. The spreadsheet is then used to develop a frequency curve from which the profile map
is developed. The hydro-geological profile map is then processed to obtain the final geophysical
profile map of the site. The frequency curves which provide information on the evolution of the
subsurface layers and the possibility of fractures accurately determines the point to be drilled
and allows for better in-depth observation of the nature of the different layers of aquifer.

28
N 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
freq01 0 0 0.183 0.183 0.184 0 0 0.172 0.217 0.219 0.209 0.172 0.165 0.073 0.171 0.179
freq02 0 0 0.177 0.183 0.19 0 0 0 0.191 0.215 0.2 0.165 0.172 0.069 0.16 0.167
freq03 0 0 0 0 0.157 0 0 0 0.174 0.179 0.164 0.16 0.16 0.05 0.058 0.042
freq04 0 0 0 0 0 0 0 0 0 0.164 0.025 0.041 0.16 0.055 0.05 0.043
freq05 0 0 0 0 0 0 0 0 0 0 0.026 0.047 0.05 0.062 0.047 0.044
freq06 0 0.004 0 0.004 0.004 0 0.005 0.004 0.164 0.171 0.169 0.055 0.047 0.066 0.049 0.03
freq07 0 0.157 0.003 0.009 0.157 0.004 0.009 0.162 0.196 0.183 0.198 0.177 0.162 0.065 0.062 0.038
freq08 0 0.162 0.005 0.16 0.176 0.008 0.169 0.167 0.207 0.186 0.205 0.195 0.184 0.174 0.167 0.157
freq09 0 0.174 0.16 0.179 0.176 0.162 0.184 0.186 0.202 0.221 0.241 0.203 0.202 0.196 0.176 0.167
freq10 0 0.193 0.158 0.207 0.215 0.196 0.207 0.219 0.252 0.241 0.276 0.236 0.245 0.217 0.212 0.203
freq11 0.006 0.21 0.171 0.234 0.272 0.224 0.238 0.262 0.279 0.284 0.3 0.264 0.281 0.25 0.233 0.238
freq12 0.013 0.229 0.188 0.252 0.295 0.262 0.264 0.297 0.322 0.322 0.326 0.31 0.305 0.29 0.283 0.281
freq13 0.01 0.25 0.234 0.286 0.293 0.283 0.298 0.334 0.398 0.348 0.4 0.348 0.348 0.345 0.336 0.34
freq14 0.018 0.324 0.333 0.343 0.331 0.353 0.359 0.398 0.517 0.504 0.554 0.514 0.517 0.517 0.464 0.876
freq15 0.025 0.369 0.309 0.36 0.348 0.34 0.39 0.428 0.486 0.569 0.605 0.628 0.567 0.576 0.54 0.457
freq16 0.032 0.4 0.336 0.372 0.353 0.345 0.424 0.486 0.488 0.583 0.65 1.746 0.557 0.583 0.55 0.483
freq17 0.041 0.398 0.369 0.428 0.366 0.374 0.445 0.521 0.523 0.59 0.638 0.637 0.619 0.58 0.561 0.536
freq18 0.061 0.436 0.433 0.486 0.469 0.452 0.517 0.536 0.618 0.657 0.702 0.707 0.725 0.647 0.649 0.63
freq19 0.093 0.517 0.528 0.569 0.562 0.567 0.619 0.643 0.723 0.749 0.775 0.787 0.79 0.693 0.728 0.685
freq20 0.114 0.607 0.631 0.671 0.678 0.683 0.723 0.75 0.847 0.864 0.852 0.8 0.826 0.733 0.749 0.7
freq21 0.138 0.697 0.768 0.737 0.766 0.783 0.809 0.823 0.937 0.983 0.968 0.844 0.878 0.769 0.776 0.776
freq22 0.158 0.787 0.835 0.849 0.889 0.901 0.949 0.93 1.061 1.141 1.115 1.068 0.978 0.832 0.854 0.845
freq23 0.177 0.904 0.963 0.977 1.004 1.009 1.087 1.089 1.175 1.287 1.265 1.196 1.092 0.963 0.994 0.939
freq24 0.195 0.956 0.99 1.049 1.056 1.073 1.154 1.153 1.26 1.325 1.382 1.229 1.111 0.983 1.039 0.98
freq25 0.241 1.016 1.054 1.141 1.18 1.199 1.256 1.28 1.322 1.379 1.367 1.229 1.128 0.952 1.108 0.968
freq26 0.26 1.096 1.123 1.206 1.273 1.256 1.313 1.322 1.318 1.418 1.356 1.182 1.087 0.913 1.015 0.925
freq27 0.307 1.194 1.197 1.28 1.355 1.374 1.398 1.437 1.374 1.384 1.356 1.096 1.004 0.833 0.978 0.842
freq28 0.398 1.401 1.411 1.536 1.746 1.582 1.563 1.833 1.567 1.456 1.315 1.153 0.945 0.718 0.821 0.811
freq29 0.471 1.518 1.468 1.867 1.953 1.884 1.867 2.057 1.781 1.781 1.299 1.187 0.889 0.706 0.804 0.785
freq30 0.68 2.178 2.212 2.713 2.091 2.747 2.713 2.903 2.678 2.488 1.764 1.537 1.032 0.616 0.725 0.901
freq31 0.882 2.885 2.851 3.541 3.766 3.645 3.524 3.731 3.507 3.3 2.281 1.988 1.26 0.794 0.916 1.025
freq32 1.151 4.111 3.748 4.68 4.991 4.784 4.801 5.026 4.611 4.491 2.954 2.471 1.798 1.023 1.272 1.377
freq33 1.203 4.525 4.025 4.957 5.44 5.233 5.112 5.457 4.887 4.577 3.317 2.713 2.178 1.144 1.434 1.475
freq34 1.486 5.578 4.473 6.251 6.562 6.631 6.406 6.717 6.044 5.837 4.163 2.627 2.609 1.411 1.85 1.936
freq35 1.322 4.749 3.99 5.474 5.871 5.906 5.681 5.889 5.319 5.146 3.731 2.402 2.264 1.056 1.695 1.548
freq36 0.512 1.936 1.518 2.091 2.212 2.299 2.333 2.368 2.143 2.057 1.456 0.864 0.664 0.445 0.621 0.75
freq37 0.309 1.097 0.908 1.329 1.358 1.372 1.351 1.405 1.177 1.17 0.952 0.567 0.414 0.221 0.372 0.462
freq38 0.215 0.787 0.621 0.923 0.947 0.966 0.933 0.961 0.868 0.868 0.633 0.362 0.262 0.059 0.231 0.319
freq39 0.069 0.502 0.421 0.59 0.595 0.64 0.599 0.593 0.576 0.559 0.445 0.234 0.158 0.044 0.158 0.177
freq40 0.048 0.36 0.305 0.466 0.438 0.45 0.435 0.445 0.407 0.404 0.328 0.262 0.038 0.054 0.039 0.169

Table 2: Datasheet for site 1

29
Figure 9: Site 1 Frequency Curve (original)

Figure 10: Site 1 Frequency Curve (processed)

30
Figure 11: Site 1Profile Map (Processed)

Figure 12: Site 2 Frequency Curve (original)

31
N 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
freq01 0.054 0.193 0.207 0.198 0.209 0.16 0.191 0 0 0 0 0 0 0.188 0 0.16
freq02 0.165 0.164 0.172 0.193 0.193 0.176 0.174 0 0 0 0 0 0 0.186 0 0.063
freq03 0.056 0.045 0.046 0.038 0.051 0.186 0.008 0 0 0 0 0 0 0.037 0 0.055
freq04 0.05 0.044 0.038 0.047 0.045 0.167 0.006 0 0 0 0 0 0 0.034 0 0.04
freq05 0.054 0.041 0.037 0.037 0.044 0.037 0.005 0 0 0 0 0 0 0.03 0 0.043
freq06 0.06 0.054 0.051 0.056 0.158 0.031 0.006 0 0 0 0 0 0 0.027 0.009 0.056
freq07 0.183 0.158 0.164 0.167 0.184 0.157 0.16 0 0 0 0 0 0.004 0.032 0.016 0.066
freq08 0.207 0.181 0.176 0.186 0.202 0.174 0.181 0 0 0 0 0 0.005 0.157 0.027 0.162
freq09 0.224 0.209 0.205 0.222 0.234 0.221 0.191 0 0 0 0 0 0.007 0.179 0.028 0.181
freq10 0.274 0.271 0.24 0.236 0.214 0.221 0.2 0 0.005 0 0 0 0.011 0.217 0.033 0.2
freq11 0.319 0.319 0.283 0.281 0.222 0.236 0.226 0.003 0.007 0 0.003 0.005 0.016 0.229 0.043 0.219
freq12 0.426 0.4 0.338 0.336 0.271 0.283 0.281 0.006 0.01 0.006 0.008 0.009 0.164 0.278 0.05 0.274
freq13 0.526 0.497 0.397 0.423 0.324 0.321 0.324 0.01 0.018 0.008 0.012 0.014 0.205 0.307 0.064 0.319
freq14 0.061 0.656 0.566 0.616 0.436 0.44 0.414 0.022 0.028 0.022 0.031 0.032 0.307 0.41 0.186 0.479
freq15 0.013 0.716 0.633 0.654 0.469 0.512 0.454 0.028 0.027 0.031 0.03 0.026 0.359 0.445 0.221 0.498
freq16 0.769 0.683 0.668 0.652 0.492 0.555 0.466 0.038 0.039 0.054 0.042 0.04 0.362 0.502 0.236 0.516
freq17 0.711 0.719 0.661 0.654 0.523 0.562 0.514 0.049 0.048 0.059 0.043 0.041 0.381 0.505 0.284 0.538
freq18 0.707 0.725 0.675 0.671 0.668 0.652 0.654 0.065 0.059 0.076 0.056 0.056 0.464 0.562 0.34 0.593
freq19 0.764 0.776 0.728 0.744 0.733 0.738 0.756 0.081 0.076 0.128 0.073 0.077 0.524 0.645 0.417 0.649
freq20 0.776 0.809 0.766 0.783 0.782 0.849 0.857 0.096 0.095 0.267 0.086 0.101 0.623 0.723 0.476 0.718
freq21 0.87 0.821 0.811 0.873 0.88 0.942 0.956 0.11 0.107 0.421 0.102 0.111 0.706 0.825 0.545 0.819
freq22 0.996 0.939 0.944 0.999 1.068 1.137 1.096 0.115 0.158 0.353 0.118 0.128 0.864 0.949 0.618 0.92
freq23 1.109 1.092 1.052 1.082 1.22 1.277 1.227 0.164 0.176 0.486 0.124 0.158 0.949 1.052 0.695 1.058
freq24 1.146 1.146 1.12 1.156 1.173 1.298 1.308 0.176 0.19 0.44 0.174 0.191 1.015 1.046 0.712 1.039
freq25 1.118 1.158 1.099 1.144 1.234 1.289 1.332 0.181 0.193 0.571 0.186 0.212 1.015 1.058 0.764 1.013
freq26 1.097 1.135 1.028 1.127 1.172 1.248 1.303 0.179 0.193 0.63 0.188 0.231 0.987 1.042 0.723 0.999
freq27 1.025 1.02 0.99 1.063 1.077 1.104 1.225 0.184 0.193 0.787 0.219 0.246 0.959 0.921 0.673 0.851
freq28 0.875 0.899 0.876 0.971 1.008 1.087 1.168 0.214 0.236 0.861 0.257 0.314 0.928 0.868 0.612 0.823
freq29 0.807 0.914 0.83 0.908 0.97 1.082 1.142 0.233 0.262 0.961 0.286 0.352 0.994 0.807 0.669 0.752
freq30 0.894 0.978 0.939 1.016 0.939 1.318 1.556 0.331 0.414 1.417 0.402 0.505 1.348 0.825 0.53 0.654
freq31 0.935 1.172 1.111 1.31 1.223 1.815 2.161 0.457 0.536 1.867 0.554 0.671 1.85 1.132 0.545 0.738
freq32 1.363 1.368 1.232 1.953 1.867 2.385 2.834 0.647 0.716 2.419 0.787 0.866 2.402 1.746 0.759 0.964
freq33 1.581 1.691 1.26 2.161 1.988 2.402 3.213 0.637 0.785 2.799 0.787 0.911 2.627 1.46 0.616 1.147
freq34 2.04 2.368 1.703 2.713 2.35 3.006 3.99 0.785 0.959 3.351 1.044 1.163 4.076 1.85 1.013 1.342
freq35 2.04 2.074 1.484 2.299 2.212 2.609 3.541 0.676 0.833 3.093 0.935 1.033 3.11 1.531 0.945 1.263
freq36 0.611 0.806 0.562 0.928 0.87 0.971 1.291 0.3 0.321 1.154 0.364 0.402 1.187 0.618 0.36 0.353
freq37 0.428 0.523 0.333 0.543 0.505 0.642 0.806 0.188 0.198 0.664 0.203 0.24 0.73 0.366 0.205 0.29
freq38 0.288 0.348 0.259 0.383 0.388 0.479 0.597 0.103 0.11 0.492 0.116 0.167 0.497 0.238 0.075 0.195
freq39 0.19 0.203 0.041 0.233 0.229 0.284 0.39 0.064 0.064 0.338 0.074 0.066 0.321 0.164 0.046 0.059
freq40 0.064 0.038 0.038 0.16 0.038 0.174 0.269 0.042 0.045 0.245 0.049 0.046 0.21 0.059 0.032 0.052

Table 3: Datasheet for site 2

32
Figure 13: Site 2 Frequency Curve (processed)

Figure 14: Site 2 Profile Map (Original)

33
Figure 15: Site 2 First survey image no drilling point

- Vertical Axis: Depth from Surface to Subsurface in meters.

- Horizontal Axis: Number of measured points in meters.
- Contour: Values as per local geological conditions.
- Color Chart: Red (very high resistivity), Yellow (moderate resistivity), Blue (low
resistivity).
- Values range/legend: Values as per the rock characteristics.
- Grid Lines:

o Vertical 4.5m/7.5/8.9 meters as per model

o Horizontal 1 meter

INTERPRETATION
From the geophysical point of view, the lithology of the study area could be presented as
shown below:

- The first layer of about 4.5m is composed of hard rocks and weathered basalts.
- From 7.5m to 15m → vesicular basalt.
- From 22.5m to 27.5m → scoria with iron oxide being the accessory mineral.
34
 - From 28m to 30.2m → massive basaltic block with high silicate content (high
resistivity).
- From 30.8m to 56.5m → lapilli.
- > 60m → massive basaltic block.

- The table below is a summary of the survey results.

Site Favorable Aquifer Alteration (m) Minimum Maximum

point depth (m) depth (m)

1 9 50-100m 9 – 12.4, 30 - 75 50 100

2 15-37.5

Table 4: Survey Results

For site 1, drilling is feasible with the highest probability for a success at point 10; where water
encroaches from 50-100m forming a semi-confined aquifer with maximum volume of water
present between 60-100m. The driller can decide to end within this range depending on the
production rate observed. The point is marked by an iron rod with a white strip band as shown
in the image below

POINT 2

For site 2, drilling is feasible with the highest probability for a success at point 9; where water
encroaches from 50 - 100m forming a semi-confined aquifer with maximum volume of water
present between 70-100m. The driller can decide to end within this range depending on the
production rate observed.

35
Figure 16: Drilling site 2, point 8

36
CONCLUSION
The results obtained following the geophysical survey made it possible to identify the water
encroachment angles, the resistance of the various layers as well as the depth of the underground
aquifers.

Site Drilling Aquifer Alteration (m) Minimum Maximum

point depth (m) depth (m)

1 9 50-100m 9 – 12.4, 30 - 75 50 100

2 15-37.5

Table 5: Survey results with drilling points

All two (2) sites contain semi-confined aquifers with similar facies.

37
 CHAPTER III: PREPARATION OF DESIGNS AND ANALYSIS FOR SPECIFIC
FACILITIES
BOREHOLE SOURCE ANALYSIS
Population Studies
Design life span = 10years

Population growth rate = 7 %

Estimated population at mile 10 =1000 inhabitants.

Future population in 10years = 𝑃𝑛 = 𝑃0(1 + 𝑖)𝑛

Where;

𝑃𝑛= Future population

𝑃0= Present population = 1000inhabitants

𝑖= Population growth rate = 7%

𝑛= Design time interval =10 yrs

7 10
𝑃𝑛 = 1000 (1 + ) = 1968 inhabitants
100

WATER DEMAND
Daily consumption (demand in 10 years period) (Q)

1968 X 25 X1.3
𝑄= = 0.8l/s = 69.12 m3/day
86400

WATER STORAGE TOWER /DISTRIBUTION TANKS

DESIGN CONSIDERATIONS
𝐶𝑜𝑛𝑐𝑟𝑒𝑡𝑒 𝑔𝑟𝑎𝑑𝑒 = 𝑀25
𝑆𝑡𝑒𝑒𝑙 𝑔𝑟𝑎𝑑𝑒 = 𝑓𝑒 400
𝐶𝑜𝑚𝑝𝑟𝑒𝑠𝑠𝑖𝑣𝑒 𝑠𝑡𝑟𝑒𝑛𝑔𝑡ℎ 𝑖𝑛 𝑐𝑜𝑛𝑐𝑟𝑒𝑡𝑒 (𝜎𝑐𝑐) = 6𝑁/𝑚𝑚2
38
𝑃𝑒𝑟𝑚𝑖𝑠𝑠𝑖𝑏𝑙𝑒 𝑡𝑒𝑛𝑠𝑖𝑙𝑒 𝑠𝑡𝑟𝑒𝑠𝑠 𝑜𝑓 𝑠𝑡𝑒𝑒𝑙 (𝜎𝑠𝑡) = 270𝑁/𝑚𝑚2
𝑃𝑒𝑟𝑚𝑖𝑠𝑠𝑖𝑏𝑙𝑒 𝐶𝑜𝑚𝑝𝑟𝑒𝑠𝑠𝑖𝑣𝑒 𝑠𝑡𝑟𝑒𝑛𝑔𝑡ℎ 𝑖𝑛 𝑐𝑜𝑛𝑐𝑟𝑒𝑡𝑒 (𝜎𝑐𝑡) = 1.3𝑁/𝑚𝑚2
𝐷𝑒𝑛𝑠𝑖𝑡𝑦 𝑜𝑓 𝑐𝑜𝑛𝑐𝑟𝑒𝑡𝑒 = 25𝑘𝑁/𝑚3
Water from the source will be stored in the storage tanks for 12hours before being
pumped into the water distribution tank, since the pumping is intermittent to reduce
running cost. The pumping of the 10 hours stored water will be for two hours.

Water demand = 0.8 l/s

Demand in 12 hours = 0.8 𝑋 60 𝑋 60 𝑋 12 = 34560𝐿𝑖𝑡𝑒𝑟𝑠 = 34.56 𝑚3

Provide a storage tank with capacity 40 𝒎𝟑

We decided to share this volume as 5m3 around the area at 8 strategic points

DISTRIBUTION TANK
Since water produced in 12 hours will be transported to the distribution tanks in 2
hours of pumping, the storage tank capacity will be equal to distribution tank
capacity. Thus, the pumping will be done twice a day for a total of 4 hours.

PREDESIGN OF TOWER FOR WATER TANKS

SLAB:
Slab with greatest area is as shown;

1.5m

1.5m
Longest side = l = 1.5

𝑙 𝑙
≤𝑑 ≤
42 35
1.5 1.5
 ≤𝑑 ≤
42 35
39
  3.5𝑐𝑚 ≤ 𝑑 ≤ 4.5𝑐𝑚

:. d=4cm

Ø
D=d+CC+2

 D=4cm+5cm+0.5cm
 D=9.5cm

:. D=10cm, Ø=10mm

BEAM:
Most loaded beam = Beam BB
Longest span = lmax = 1.5m
 h≥ (lmax /18)
 h ≥ 8.4cm 0.25 0.25

:. h=25cm

b ≥ h/3 <=> b ≥ 8.4cm Cross section of Cross section of

Form-work beam Foundation beam

:. b=15cm for form-work

b=20cm for foundation

COLUMN:

Free length of column = l = 3.5m-0.1m = 3.40m

Chosen cross section = 25cm X 25cm
 a=25cm
 b=25cm
 Imin. = (a3b/12) = 33.255x10-4m4
 Radius of gyration = i = [I/(axb)]1/2 = 0.231m
 λ = L/i = 14.740
λ ≤ 70 VERIFIED

40
Cross Section:

0.25

0.25

FOOTING:

Tributary area of the most loaded column is as shown below;

0.75m

1.5m

Data;

 Live load of floor = 1.5kN/m2

 Dead load of wall = 3kN/m2
41
  Unit weight of concrete = 25kN/m3
 Bearing capacity of soil; υ = 200kPa

Calculations:

1)Dead loads;
 Slab; G1 = 1.5m x 0.75m x 0.1m x 25kN/m3 :. G1= 2.81kN
 Beam; G2= [0.15m x 0.25m x (1.5m+0.75m-0.15m) x 25kN/m3]x2 :. G2= 3.94kN
 Ground beam; G3= 0.2m x 0.25m x (1.5m+0.75m-0.2m) x 25kN/m3 :. G3= 2.57kN
 Upper floor column; G4= 0.25m x 0.25m x 3.4m x 25kN/m3 :. G4= 2.93kN
 Ground floor column; G5= = 0.25m x 0.25m x 3.4m x 25kN/m3 :. G5= 2.93kN
Total Dead Load; G= G1+G2+G3+G4+G5 :. G = 15.18kN

2)Live Load:
 Floor; Q1= [(1.5m x 0.75m) - (0.15m x 3.15m)] x 3kN/m2 :. Q2 = 3.38kN

Total Live Load; Q= Q1 :. Q = 3.38kN

F = Pser = G + 0.3Q
:. F = 18.56kN

F/υ ≤ AxB, => (18.56kN/200kPa) ≤ AB

 AB ≥ 0.1m2…………... (1)

Also, footing is homothetic, => A/B = a/b

 A/B = 25/25
 B = A ………………. (2)
Substituting (2) in (1) gives;
A2 ≥ 0.1m2
 A ≥ 0.32m
:. A = 0.5m
42
From (2), we have; B=A
:. B = 0.5m
H=d+5cm, where d ≥ (B-b)/4
=>H ≥ [(1.2-0.3)/4] +0.05m
=> H ≥ 0.275m
:. H = 0.3m

0.5m

0.25m 0.5m

0.25

Top view of an Isolated footing,

with column cross section at the
center of gravity

43
 REINFORCEMENT
TANK FLOOR SLAB
Provide nominal thickness of 100mm for the base slab.

𝐿𝑥 1.5
𝑟𝑎𝑡𝑖𝑜 𝑜𝑓 𝑠𝑖𝑑𝑒𝑠: = = 1.00
𝐿𝑦 1.5

From the table; U x= 0.056,

U y = 0.595

Determination of the isostatic moment:

𝑀𝑜𝑥 = 𝑈𝑥𝑃𝑢𝑙𝑥2 = 0.056 x 13.89(3.28)2 = 8.37𝐾𝑁𝑚

𝑀𝑜𝑦 = 𝑀𝑜𝑥 x 𝑈𝑦 = 0.595 x 6.123 = 4.98𝐾𝐾𝑁𝑚

Determination of the moments at the supports:

X Direction:

M w x = 0.5 M ox =0.5 x8.37 = 4.185

𝑀𝑒𝑥 = 0.3𝑀𝑜𝑥 = 0.3 x 8.37 =

2.51𝐾𝑁𝑚 Y Direction:
𝑀𝑤𝑦 = 0.3 𝑀𝑜𝑥 = 0.3 x 8.37 = 2.511

𝑀𝑒𝑦 = 03 𝑀𝑜𝑥 = 8.37 x 0.3 = 2.511

Determination of the moment along the span:

𝑀𝑡𝑥 = 0.85 x 8.37 = 7.12𝐾𝑁𝑚

𝑀𝑡𝑦 = 0.95 x 𝑀𝑜𝑦 = 0.95 ∗ 4.95
= 4.7025

44
VERIFICATION:

Mwx+Mex
𝑀𝑡𝑥 + ≥ 1.25𝑀𝑜𝑥
2

1149≥10.4625 → 𝐶𝑂𝑁𝐷𝐼𝑇𝐼𝑂𝑁 𝑉𝐸𝑅𝐼𝐹𝐼𝐸𝐷.

Determination of section of reinforcement

X-axis

𝑤𝑒𝑠𝑡 𝑠𝑢𝑝𝑝𝑜𝑟𝑡: 𝑀𝑤𝑥 = 4.1185

D= 0.85 h =0.85 *20 = 12.75 = 0.175

𝑓𝑏𝑢 = 12.593 MPa =12.593*103

𝑀𝑢
𝑈𝑏𝑢 = 𝑑 𝑑2𝐹𝑏𝑢 = 0.0204

Ubu ≤ 0.186 implies Pivot A

F s u =347.826 x103 Kpa

→𝒁 = 𝒅(𝟏 − 𝟎. 𝟒 ∝) = 𝟎. 𝟏𝟐𝟕𝟓(𝟏 − 𝟎. 𝟒(𝟎. 𝟎𝟓𝟏)) = 𝟎. 𝟏𝟐𝟓𝒎.

→𝑨𝒔𝒕= 𝒁𝝈𝒔𝒕 = 𝟎.𝟏𝟓×𝟑𝟒𝟕.𝟖𝟐𝟔𝟎𝟖𝟕 = 𝟏. 𝟏𝟖𝟎𝟐 x 𝟏𝟎

→From the table of reinforced concrete design, we choose

5 HA 8 (2.01𝒄𝒎𝟐)

Condition of non-fragility

45
 𝑓𝑡28 x 𝑏 x 𝑑
𝐴𝑠𝑚𝑖𝑛 ≥ 0.23
𝑓𝑒

→ 2.01 ≥ 1.3196𝑐𝑚2

→ 𝑣𝑒𝑟𝑖𝑓𝑖𝑐𝑎𝑡𝑖𝑜𝑛 𝑒𝑎𝑠𝑡 𝑠𝑢𝑝𝑝𝑜𝑟𝑡: 𝑀𝑒𝑥 = 2.511

D= 0.85 h =0.85 *20 = 12.75 = 0.175

𝑓𝑏𝑢 = 12.593 MPa =12.593*103

𝑈𝑏𝑢 = 0.0123

Ubu ≤ 0.186 implies Pivot A

Fsu =347.826 x103 K p a

=0.0155

→𝒁 = 𝒅(𝟏 − 𝟎. 𝟒 ∝) = 𝟎. 𝟏𝟐𝟕𝟓(𝟏 − 𝟎. 𝟒(𝟎. 𝟎𝟏𝟓𝟓)) = 𝟎. 𝟏𝟐𝟕𝒎.

𝑨=𝒁𝝈𝒔𝒕 = 𝟎.𝟏𝟓×𝟑𝟒𝟕.𝟖𝟐𝟔𝟎𝟖𝟕 = 𝟓𝟕𝒎𝒎

→From the table of reinforced concrete design we choose

5 HA 10 (2.01𝒄𝒎𝟐)

Table 5: Design of solid floor slab

direction section Mu (K N m) B (cm) Ubu βu A s t (c m 2) Amin

46
 X Support W 4.185 0.0204 0.963 1.3196

direction Span 7.1145 100 0.035 1.6334 1.3196

Support E 2.511 0.035 0.57 1.3196

Y Support (W 2.511 0.014 0.6059 1.242

direction or E) 100
Span
4.7025 1.149 1.149 1.242

COLUMN
Radius of gyration:

𝒊 =0.0578

Degree of slenderness:

𝒍𝒇 𝟐.𝟏

λ= = = 𝟑𝟔. 𝟑𝟓
𝒊 𝟎.𝟎𝟓𝟕𝟖

Verification:

. 𝟔𝟗𝟗𝟐
𝛌

Reduced section:

Br = (a-0.02) (b-0.02) =0.0684

Theoretical section:

Calculation of the new self-weight of the section:

𝑃𝑃 = (0.2 ∗ .4 ∗ 3 ∗ 25) ∗ 3 = 18𝐾𝑁

47
Dead load: 21.36+ (129.6*2) +18 = 298.565

→ 𝑁𝑢 = (1.35 ∗ 298.565) + (1.5 ∗ 81.4) = 525.16

Load increment = Nu * 1.15 =603.94 = 605 K N

Ath 4.2 cm 2
.

Perimeter of section:

U = (2 *a) (2*b) = 1.2 m Hence A (4 u) = 4*u = 4.8 cm 2

Nominal steel section (Amin)

Amin = max (𝑨(𝟒𝒖) ; 𝑨(𝟎. 𝟐%𝑩))

A (4 u) = 4.8 cm 2 and A (0.2 % B) =1.75 cm 2

So, Amin = 4.8 cm 2

Asc = max (Ath, Amin)

So, Asc = 4.8 cm 2

Verification:
Asc ≤ Amax

Where Amax = 5% B = 40 cm 2 → 4.8 > 𝟒𝟎 𝒄𝒎𝟐 → verified.

Number of rods:

Asc = 4.03 cm 2

48
So, we can choose:

4 HA10 and 2HA8 =4.15 cm2

Transversal steel

𝟏
∅𝒕 ≥ ∅𝒍𝒎𝒂𝒙 𝒘𝒊𝒕𝒉 ∅𝒍𝒎𝒂𝒙 = 𝟏𝟒𝒎𝒎
𝟑

→∅𝒕 = ∗ 𝟏𝟒 = 𝟒. 𝟔𝟔𝟕𝒎𝒎 → I will choose ∅𝒕 = 𝟔𝒎𝒎

𝟑

Stirrup spacing (𝑺𝒕)

St = min (15 ∅𝒍 ; 𝟒𝟎𝒄𝒎 ; 𝒂 + 𝟏𝟎𝒄𝒎) with: (∅𝒍𝒎𝒊𝒏 = 𝟏𝒄𝒎, 𝒂 𝟐𝟎𝒄𝒎)

So, St = 15 cm

49
THE PUMP
Total volume of water to be pumped =40 𝑚3

Required time = 12 hours

Required discharge = 3.333 𝑚3/hr

∴ 𝑅𝑒𝑞𝑖𝑟𝑒𝑑 𝑝𝑢𝑚𝑝 𝑑𝑖𝑠𝑐ℎ𝑎𝑟𝑔𝑒 = 0.926 𝑙/𝑠

POWER REQUIRED
𝑊𝑎𝑡𝑒𝑟 𝐻𝑜𝑟𝑠𝑒 𝑝𝑜𝑤𝑒𝑟 𝑜𝑓 𝑝𝑢𝑚𝑝 (𝐻𝑝) = 𝑄 𝛾𝑤𝐻
Where;
𝛾𝑤= unit weight of water, 9.81 KN/m3
Q = Flow rate in
m3/s
H = Total Pumping head loss
𝜈2 𝜆𝑙 𝑣 2 𝑣2
𝐻 = 𝐻𝑇 − 𝐻𝑠 + 𝐾𝑖𝑛 2𝑔 + + 𝑛𝐾𝑐 2𝑔
𝑑 2𝑔

Where;
𝐻𝑇 = ℎ𝑒𝑖𝑔ℎ𝑡 𝑜𝑓 𝑡𝑎𝑛𝑘s
𝐻𝑠 = ℎ𝑒𝑖𝑔ℎ𝑡 𝑜𝑓 𝑠𝑜𝑢𝑟𝑐𝑒
Kin = 0.5 λ = 0.0248
v = flow velocity = Q/A
l = length of pipe transporting water from
source to tank
g = 9.81 m/s2

n = number of bends = 1

Hp = 0.548 Kw

But 1hp (Horse-power) = 746watts

50
 0.548𝑥1000
:. Water horse power of pump = = 𝟎. 𝟕𝟑𝟓𝒉𝒑 𝒑𝒖𝒎𝒑
746

𝑃𝑟𝑜𝑣𝑖𝑑𝑒 𝑎𝑛 𝑒𝑙𝑒𝑐𝑡𝑟𝑖𝑐 𝑠𝑢𝑏𝑚𝑒𝑟𝑠𝑖𝑏𝑙𝑒 𝑝𝑢𝑚𝑝 𝑜𝑓 1 𝐻𝑜𝑟𝑠𝑒 𝑝𝑜𝑤𝑒𝑟

 1HP = 746 W

POWER SOURCE
The source of energy to run the electric pump of the system is solar system consisting of;

 Electricity (ENEO)

 Generator

 Connected together with a network of 2.5mm cables.

PIPELINE ANALYSIS
WATER DISTRIBUTION
Total present population = 1000 inhabitants

Population in 10 years = 1968 inhabitants

Maximum number of persons per stand post in 10 years = 250 persons

Daily water demand = 0.8 l/s

0.8
𝐷𝑎𝑖𝑙𝑦 𝑑𝑒𝑚𝑎𝑛𝑑 𝑝𝑒𝑟 𝑠𝑡𝑎𝑛𝑑 𝑝𝑜𝑠𝑡𝑠, 𝑞 = = 𝟎. 𝟏𝒍/𝒔
8

Considering a peak factor of 2.1 for rush hours

𝐷𝑒𝑠𝑖𝑔𝑛 𝑓𝑙𝑜𝑤 = 𝑞 𝑋 2.1 = 0.1 𝑋 2.1 = 0.21 𝑙⁄𝑠 per stand post

HYDRAULIC ANALYSIS
The system is analyzed with the following considerations.

- The flow velocity ∈ ⦃0.5,2⦄ 𝑚⁄𝑠

- The residual pressure head at any point in the system is not less than 5𝑚𝑜𝑊

- The Hazen William equation is used

51
 - The flow in the system is laminar at any sub section

GEOMETRY OF THE PIPE LINE ANALYSIS

Length, l = Length of sub section

Water demand = Quantity of water needed to flow through the end of the sub section (l/s)

Design flow = Maximum flow at the end of the sub section during rush hours

Velocity (assumed) = assumed best velocity to estimate a suitable pipe diameter for that
can give the required design flow (m/s).

Nom. Diameter = the diameter that can give the required flow with the assumed velocity

Internal Diameter = Pipe diameter that is available in the market and will give the flow with an
adequate (the least) head lost due to friction.

Actual velocity = The actual velocity that the designed flow will flow at with the internal
diameter.

HWC = Hazen William coefficient of friction. This is taken as 150 for this design.

Dynamic pressure head=Pressure above-head lost (hf

) Residual head=dynamic head-Topography

52
Length of hole= 100m
Diameter of pipe = 25cm
Height of each reservoir = 7m
Total length = 34+64+89+100+(7x3) = 308

Quantity of pipes =308/5.9 = 53 pipes

53
Figure 17: 5000Litres rubber water

Tank to be used on all the towers

54
 CHAPTER IV: PROJECT IMPLEMENTATION
Project Planning and Scheduling

Generally, in order a project well done within a given time and resources, planning must be
properly done. For this reason, I thought it wise to make a planning scheduling chart to manage,
preview and coordinate the resources at my disposal.

Descriptive Estimates / Technical Specifications

The project in question is that of the design and technical studies of a water tank. These
technical specifications embody the nature, procedure and consistency of work to be realised in
accordance with the standard related as well as the respect of construction norms and with
regard to the general provision, nature and quality of materials to be used necessary for the
completion of the building. The technical specifications describe the constituent elements of
this project that cannot be seen on plan.

Preliminary Works
Site clearance
It is the process of demolishing existing buildings, the cutting down of bushes and trees and
the removal of top or vegetable soil on a building site. This work has to be done on the whole
surface area of the site and done manually or mechanically depending on the nature of the soil
on site. It is done manually using hand tools like spade, pit axe, wheelbarrows etc.

Site installation
The installation elements of the site were comprised of the following:

 The construction of a temporary fence on the construction site.

 The erection of temporary hurts (stores, storage areas, site offices, toilets, dinning sheds, etc)
 The connection of water and electricity networks.
 The preparation of a 2cm thick slab for the mixing platform.
 Installation of Equipment.

Setting Out Of The Building

After the site is cleared of obstructions, the outline of the building is carried out on the ground
with fixed lines. The setting out will be made with a surveyor’s level.

55
 Excavation
This process is done when setting out of the structure is completed, the excavation is done
taking into consideration the depth of the foundation and the calculated size of footing. The
excavation will be done manually.

Foundation
After excavation of trench has been carried out, the foundation work can now proceed by laying
of lean concrete of dosage at 150kg/m3, which is then followed by the concreting of the footings,
the footings will be done with reinforced concrete of dosage 350kg/m3. The following elements
shall be carried out according to the code of practice.

Constituent Materials Of Concrete

Gravel (coarse aggregate)
All crushed aggregates on the building site should be stored in the compartments intended for
this purpose. The only aggregates authorized on the building site are as follows:

 Crushed 5/15 fine gravel

 Crushed 15/25 coarse gravel
 Natural or crushed sand 0/5.

Crushed aggregate to the site shall be subject to prior approval of the supervisor. The latter must
approve the origin of the aggregate. The aggregate should come from rivers, quarries or crushed
stable rocks, free of foreign bodies, organic materials, dust, mud and whether it sticks to grit or
not.

SAND (fine Aggregate)

Sand shall have the characteristics specified in the tables of approved test. Sand must be fine,
clean, hard and sharp and must not stick to the hand. It must be free of any soil or limestone,
waste, debris and wood.

 For mortar 0/2mm.

 For reinforced concrete 0/5mm
 For non-reinforced concrete 0/5mm.

Cleanliness: The sand must have sand equivalent (S E) higher than 75%

56
Cement
Cement shall be Portland of standard brand and manufacture, i.e., CPA 45 CPJ type or an
equivalent used should be artificial Portland cement 215.325P. 15.302 standards. It should be
supplied to the building site in six ply paper bags. Any humid cement shall be rejected and
immediately removed from the building site.

Batching shall be done on a well-prepared mixing platform that is, a concrete slab to avoid any
contact of the concrete element with soil.

Water
Water shall be brought to the site using loft water tanks, the project manager shall be responsible
for a constant supply of water.

Reinforcements
All reinforcements or meshes must comply with BAEL 91 mod 99. Iron must have standard
characteristics or similar. All reinforcement used in the construction project must be of HA
grade 400 for bars.

Backfilling
Backfilling shall be done using part of the good earth from the excavated soil. In this case
backfilling earth shall be free from any destructive or harmful matters examples vegetable
matter, roots and other sediments.

COST ESTIMATE
Our estimates were done by simple calculations and based on some assumed values,
with the help of other supporting material from reliable sources. They have been
structured in several factors ranging from the preliminary works, drilling process, pump,
tap stands, drinking troughs, tanks, installation, and other, electrical works and so on.
What was left out was the cost of the distribution, since the old documents on the
distribution network have to be visited first. We also haven’t included or considered
taxes as yet.

BOREHOLE AND INSTALLATION OF PUMP

Item Designation Unit QT UP TP

100 PRELIMINARY WORKS

57
101 Field study and investigation Ls 1 500,000 500,000

Recruitment of a firm for counter feasibility

102 Ls 1 200,000 200,000
studies for the bore hole

103 Site Clearing M2 100 1000 100,000

Sub-Total 100 800,000

200 EARTH WORKS

Excavation of trenches for tanks and
201 M³ 33 3,000 99,000
chambers
202 Pipeline excavation Ml 200 1,500 300,000
Backfilling of Pipeline with clean sharp
203 M³ 50 20,000 1,000,000
sand

204 Backfilling of trenches in laterite M³ 50 5,000 250,000

Sub-Total 200 1,649,000

A- CONSTRUCTION OF TWO REINFORCED
CONCRETE WATER TANK STAND &
INSTALLATION OF BOREHOLE SYSTEM

A-1- CONSTRUCTION OF TWO REINFORCED

300
CONCRETE WATER TANK STANDS

EARTH AND FOUNDATION WORKS

Excavation of the trenches and footings for

301 M3 4,5 50,000 225,000
the foundation
302 Backfilling with laterite. M3 5 5,000 25,000

Execution of lean concrete on the

303 M3 0.64 180,000 115,200
foundation footings

304 SUB TOTAL 300 365,200

400 SUPER STRUCTURE
Execution of columns for the slab on the
401 M3 9 250,000 2,250,000
tanks

58
402 Volume of concrete for the slab M3 1.35 250,000 337,500

403 Volume of borehole M3 7.07 1500 10,603

SUB TOTAL 400 2,598,103

500 A- 2- DISTRIBUTION NETWORK

BOREHOLE

501 Execution of the entire pipe line network ML 500 700 350,000

502 Length of PVC 25 Ml 500 1,500 750,000

Layer of 5cm thick of sand bed to receive

503 M3 25 6,000 150,000
the pipes
Provide elbows of 90֯ where there are hands
504 ml 5 50,000 250,000
of 100

Provide elbows of 45֯ where are no bends of

505 U 8 50,000 400,000
100

Drilling and installing the borehole pump

506 Ls 1 2,500,000 2,500,000
and electrical installation
Installation of stand pipe and complete
507 U 7 200,000 1,400,000
accessories
Volume of borehole on the entire pipeline
508 U 700 1,000 700,000
system including compaction
Installation of a blue tap over the entire
509 Ls 30 15,000 450,000
pipeline
Installation of PH sensor at the top of the
510 U 1 800,000 800,000
tank
512 Installation of a sensor at the tank U 1 350,000 350,000

59
 513 Installation of 5000litre water tanks U 8 300,000 2,400,000
SUB TOTAL 500 10,500,000
A- TOTAL (Tax exclusive) 26,412,303

THEREFORE, WE HAVE A GRAND TOTAL WITHOUT TAXES OF 26,412,303 FCFA

ESTIMATES STOPPED AT TWENTY-SIX MILLION, FOUR HUNDRED AND

TWELVE THOUSAND, THREE HUNDRED- AND THREE-FRANCS CFA

60
 CONCLUSION
In conclusion, the borehole project in Bambili designed to supply water to 1968 people holds
great promise for enhancing the community's access to clean and reliable water resources. By
adhering to a comprehensive approach that includes rigorous site assessment, community
engagement, regulatory compliance, and meticulous project management, the likelihood of
successful completion is significantly increased. The project's success will not only depend on
the quality of drilling equipment and personnel but also on the effective implementation of
community training initiatives, post-completion monitoring, and documentation practices.
Ultimately, the positive impact of this borehole project will extend beyond the immediate goal
of water provision, fostering improved health, sanitation, and overall well-being for the
residents of Bambili mile 10.

61
 REFERENCES
Mofor Nelson Alakeh, Ph.D, Nsahlai Leonard Nyuykongi, Ph.D.(2022/2023 ): Water
Resource and Environmental Engineering I.

UNESCO (2013) Scientific Programme in Hydrology and Water Resources: The impact of
global change on water resources: The response of UNESCO’S International Hydrology
Programming

Innovation:Africa (2021) Water Manual

Borehole Drilling, Usage, Maintenance, and Sustainability in Ado- Ekiti,

Nigeria, American Journal of Engineering Research (AJER) e-ISSN: 2320-
0847 p-ISSN: 2320-0936 Volume-4, Issue-9, pp-01-12

Swistock, B, Rizzo, D (2014) Water Well Maintenance and Rehabilitation

Mbipeh Godlove Nwipond Ndi (2021): Design of s Water Supply Scheme for the University
of Bamenda

62