PINNICATT NIGERIA LIMITED - ReliefWeb

United Nations Development Programme

Nigeria

Report On

Water Resource Management and Geo-Physical Survey in Selected

Communities of Borno State

By

PINNICATT NIGERIA LIMITED Block B3 AMAC Plaza,

Nanka Close, Wuse Zone 3, Abuja, Nigeria

+2348067811585

JULY 2018

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------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Water Resource Management and Geo-Physical Survey in Selected Communities of Borno State

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TABLE OF CONTENTS

Page

1.0 EXECUTIVE SUMMARY 1

2.0 BACKGROUND 3

2.1 Background 3

2.2 Project Objectives 3

2.3 Scope of Services 3

3.0 METHODOLOGY 5

3.1 Water Needs Assessment 5

3.2 Geophysical Survey 7

3.3 Capacity Analysis 7

4.0 FINDINGS AND ACCOMPLISHMENTS 11

4.1 MAIDUGURI 11

4.1.1 Existing Situation 11

4.1.2 Treatment Plant 11

4.1.3 Motorized Borehole 12

4.1.4 The Water Supply Gap 17

4.1.5 Bridging the Gap 17

4.1.6 Immediate Intervention 17

4.1.7 Long Term Intervention 18

4.1.8 Costs of Intervention 18

4.1.9 Conclusions concerning Maiduguri 19

4.2 BIU 21

4.2.1 Presentation of investigations 21

4.2.2 Water works 22

4.2.3 Mandara Abdu Waterworks 22

4.2.4 Jigwal Waterworks 23

4.2.5 Galdimare Waterworks 24

4.2.6 Gamaje Waterworks 25

4.2.7 Surface Water Resources 26




4.2.11 Medium to Long Term intervention 30

4.2.12 Preliminary cost estimates 30

4.2.13 Conclusions concerning Biu 32

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4.3 BAMA 33



4.3.3 Present Supply Capacity 35






4.3.9 Conclusions concerning Bama 39

4.4 ASKIRA 40









4.4.9 Conclusions concerning Askira 45

4.5 GWOZA 47









4.5.9 Conclusions concerning Gwoza 53

4.6 DAMBOA 55









4.6.9 Conclusions concerning Damboa 60

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4.7 GEOPHYSICAL SURVEY 61

4.7.1 Geophysical Survey of Pulka 61

4.7.2 Method of Study and Data Acquisition 63

4.7.3 Data Analysis and Interpretation 66

4.7.4 Conclusion 67

4.7.5 Recommendation and Observation 67

4.7.6 Geophysical Survey of Damboa Town 68

4.7.7 Geologic Settings 69

4.7.8 Method of Study and Data Acquisition 70

4.7.9 Data Analysis and Interpretation 72

4.7.10 Discussion and Conclusion 73

4.7.11 Recommendation and Observation 74

4.8 CAPACITY TRAINING 75

4.8.1 Training 75

4.8.2 Evaluation of Training Programme 75

4.8.3 Conclusion 87

4.8.4 Action Plan Formulation 89

4.8.5 Recommendation 90

5.0 CHALLENGES 92

6.0 RECOMMENDATION 94

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Water Resource Management and Geo-Physical Survey in Selected Communities of Borno State

1.0 EXECUTIVE SUMMARY

The existing water supply schemes at Maiduguri, Biu, Bama, Gwoza, Damboa

and Askira have been studied to evaluate the water need of the present and

future population. Detailed information on water production, population

and water demand were collected and analysed. Problems that hamper the

systems from operating at design capacities have been identified and

rehabilitation measures recommended for restoring the systems to original

design capacities. Where the installed capacities of the water schemes are

inadequate to meet the present water demand even after full restoration of

installed capacities, alternative water supply scheme were recommended as

either short or long term interventions.

The installed production capacity, existing production and water demands

for the present year as well as the existing gap and cost of bridging the gap

of the six towns are given in table 1

Table 1: Summary of Findings

TOWN

INSTALLED PRODUCTION

CAPACITY (m3/day)

EXISTING PRODUCTION

(SUPPLY) (m3/day)

DEMAND (m3/day)

GAP IN SUPPLY (m3/day)

INSTALLED CAPACITY

GAP (m3/day)

COST OF BRIDGING THE GAP (N)

SHORT TERM

LONG TERM

Maiduguri 74,207 47,407 178,102 130,695 103,895 2Billion 35Billion

Biu 2,520 1,309 19,095 17,785 16,575 410Mil 13Billion

Bama 4,752 3,744 16,291 12,547 11,539 184Mil 402Million

Gwoza 1,886 1,321 28,576 27,255 26,690 225Mil 1.02Billion

Damboa 2,390 1,670 28,464 26,794 26,074 225Mil 1.02Billion

Askira 475 129 9,844 9,715 9,369 152Mil 920Million

Water Production was computed based on the "officially" documented

sources of water supply in the towns. This includes all documented

boreholes sunk either by Government (Federal, State or LGAs) or

development partners. Also the capacities of treatment plants, where there

is any, were included.

Privately owned water schemes like private boreholes and open wells, which

in most cases are what majority of the populace depend on, are not

included as many of them are considered unsafe and there are also no data

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to confirm their yields and production capacities. This explains the huge gap

in water demand and supply in most of the towns studied.

The baseline for water demand computation is usually the population of an

area, but due to insurgency, there is a large scale displacement of people

all across the state. These have impacted on the population and the normal

population projections will not represent the true situation in these towns.

Based on our consultations with the officials of Borno State Ministry of

Water Resources (BSMWR) and Rural Water Supply and Sanitation Agency

(RUWASA), visits to these towns and the analysis of International

Organization for Migration (IOM) Nigeria Displacement Tracking Matrix (DTM)

Rounds, an empirical formula was arrived at which uses a percentage of the

2006 Census figures and the IOM DTM IDPs figures for these areas.

The main constraints to meeting installed capacities of the water schemes

have been identified to be due to lack of maintenance, breakdown of

electro-mechanical equipment as a result of voltage fluctuation, erratic

power supply, low borehole yield, and age of the equipment. The treatment

plant in the past relied on power supply from Power Holding Company of

Nigeria (PHCN) through Yola Electricity Distribution Company (YEDC). Due to

instability in the power supply and frequent power surges and fluctuation in

voltage which damaged some of their equipment, the system was

disconnected from PHCN and is now been powered entirely by generators.

The capacity building training is aimed at enabling Borno state water and

sanitation institutions (Borno State Ministry of Water Resources (BSMWR) and

Rural Water Supply and Sanitation Agency (RUWASSA)) and their respective

water professionals to improve their ability to perform their tasks and

produce outputs in a sustainable way, accord the staff the ability to define,

solve problems and make informed decisions.

The specific objectives of the training is to expose the participants to new

productive thinking and global best practices, techniques and processes in

the water sector; foster attitudinal change whilst building upon existing

knowledge and experiences; encourage the practical application of learning

in the work environment; as well as evaluate and document the learning

experience.

Based on the outcome of this training it can be suggested that subsequent

capacity building programmes has to be all inclusive of politicians, decision

makers and top management of both organisations. The training should also

be extensive, accommodate more practical session technical visits to learn

from existing best practices.

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2.0 BACKGROUND AND OBJECTIVES

2.1 Background

The United Nations Development Programme (UNDP) in a bid to addressing

critical information and coordination gaps for recovery in Borno State,

carried out Supported Assessment intervention on Water Resource

Management and Geo-physical Survey in selected communities of Borno

State. This assessment was designed to improve the effectiveness of the

international crisis response by establishing and availing systematic and

critical information on key aspects related to coordinated early recovery

interventions for Northeast Nigeria in general and Borno State in particular

to humanitarian & early recovery actors.

United Nations Development Programme (UNDP) has therefore

commissioned Messrs. Pinnicatt Nigeria Limited to carry out this

consultancy services and the contract was duly signed by both parties on 5th

December 2017.

2.2 Project Objectives

The main aim of the Water Resource Management and Geo-physical Survey

in selected communities of Borno State Project as contained in the Terms of

Reference (TOR) are;

Improving the effectiveness and sustainability of water resources

management in areas of IDP concentration and prospective return in

Borno State in light of anticipated needs with a particular focus on

women and youth.

Enhancing the social protection of the conflict-affected population in

northeast Nigeria through an assessment and piloting of linkages

between humanitarian cash-based interventions, community-based social

safety nets as well as formal social security systems.

Strengthening the coherence of humanitarian interventions and recovery

planning through the establishment of a single recovery database

informing recovery planning and monitoring in North East Nigeria.

2.3 Scope of Services

The contract services on water need assessment included the following:

Conduct water needs assessment in Maiduguri, Biu, Bama, Gwoza,

Damboa and Askira.

Collate and document water resource needs assessment report in Borno

State.

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Conduct geo-physical survey in Damboa and Pulka axes.

Produce and submit geo-physical survey maps and reports.

Conduct capacity analysis of Borno State MWR and RUWASA.

Conduct 4 focused training sessions each for MWR and RUWASA officials.

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3.0 METHODOLOGY

The project consists of different activities and different methodologies were

employed in tackling them.

3.1 Water Needs Assessment

Demographic Survey

Population data and analysis are essential for the assessment of locality

water needs and is based on:

Settlement locations

Settlement population

Settlement growth rate

In the computation of the water needs for the assessment the following

water demand components will be considered:

Domestic demand

Industrial/commercial demand

Un-accounted for water

Agricultural demand

In order to obtain the values applicable, previous reports and publications

have been reviewed.

Population

2006 Population Census

The 2006 census report is the Nigerian official base for generating

population figures in Nigeria. And this is what was used in computing the

population values for the different towns using the official growth rate fo

Borno State for the projections.

IOM DTM Report

The Displacement Tracking Matrix (DTM) Assessment Report by the

International Organization for Migration (IOM) is aimed at creating a better

understanding of the scope of displacement and assesses the needs of

affected populations in conflict-affected states of northeast Nigeria.

Population figures obtained from these reports are critical in the analyses of

the likely scenarios that would play out based on the dynamics and

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complexities of the various humanitarian challenges such as the insurgency

that are being addressed.

Because of the massive displacement of people in the North-Eastern region

of the Country due to insurgency, the figures from the DTM Nigeria Round

XXII (April, 2018) Dataset of Baseline Assessments were obtained and

factored into the population projections for the different towns.

Adopted Values

Population

For the purposes of this Project, statistical approach method is adopted

using the population figures provided in the 2006 Census figures as the

baseline for the population projections and adding the IOM DTM Round XXII

report IDPs population. Also, the Inter-census growth rates of 3.22% for

Borno state was used for our projections on the census figures.

Water Demand

National Water Supply and Sanitation Policy (2000)

The policy aims at providing sufficient portable water and sanitation to all

Nigerians in an affordable and sustainable way.

Consumption standards have been set for the three socio-economic profiles

of the population as follows:

1. Rural Water Supply

Communities with population of between 150 to 5,000 people – 30

litres per capita per day.

2. Semi – urban (small towns) Water Supply

Settlements with population of between 5000 to 20,000 with a fair

measure of social infrastructure and some level of economic activity

with reticulation and limited or full house connections – 60 litres per

day per capita.

3. Urban Water Supply

Urban areas with population greater than 20,000 inhabitants to be

served by full reticulation and consumer premises connections – 120

litres per day per capita.

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Adopted Values

The water demands as specified in the National Water Supply and Sanitation

Policy publication (2000) was used in computing the water demands of the

respective towns. However, the consultants have adopted the policy

demand rates, but lower rates were used for Damboa and Gwoza

considering the level of commercial and industrial activities in these areas.

3.2 Geophysical Survey

The combined EM/VES geophysical investigation method was adopted for

this project. This method involve carrying out Electromagnetic traversing of

the area using GEONICS EM-34 CONDUCTIVITY METER. The 20m coil

separation was be used to delineate conductive zones, which invariably will

indicate thick overburden and or fractured zones.

These conductive zones were then subjected to Vertical Electrical Sounding

(VES) to arrive at the layered parameters (resistivity’s and thickness). ABEM

AC TERRAMETER was be used with AB/2 ranging from 0-200m.

VES data was then interpreted by empirical techniques and Zohdy computer

modelling techniques

Techniques Applied

Surface reconnaissance geologic study

Planetary studies

Geo-electrical resistivity depth soundings for vertical probes, the

Schlumberger configuration was specifically utilized to attain desired

results.

Resonoid reflection sensors will be used for most likely prolific

zones/spots in the first phase approach

3.3 Capacity Analysis

The methodology involved both the Institutional capacity and individual

skills assessments of BSMWR and RUWASA. The capacity and skills gaps was

determined by subtracting the supply from the demand as follows:

1. Capacity Gap = Capacity Demand – Capacity Supply

2. Skills Gap = Skills Demand – Skills Supply

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Capacity Gap Assessment

Capacity in this study refers to the staff requirement of the whole

institution (BSMWR and RUWASA). It is described by the job title with

predetermined minimum qualification and years of experience

requirements, whereas capacity gap refers to the difference between the

demand for capacity and the supply of capacity in an organization. The

capacity gap assessment was carried out as follows:

Level 1: Determine the Demand for capacity:

a) The mandate of the institution (BSMWR and RUWASA) was selected (as

stated in legislation)

b) The mandates was be mapped onto an organogram, and further onto

individual job titles.

c) The unit that primarily controls each mandate/responsibility was

identified for each function

d) The amount of schedule that one job title or a team of job titles can

handle over period of time was determined.

e) The staff requirement per job title was calculated based on the total

time in days per annum to deliver mandates (the number of tasks

multiplied by the time needed to perform a task) divided by 220 working

days per annum. See Table A1 and Table A2

𝑁𝑜. 𝑜𝑓 𝑠𝑡𝑎𝑓𝑓 𝑟𝑒𝑞𝑢𝑖𝑟𝑒𝑑 𝑝𝑒𝑟 𝑗𝑜𝑏 𝑡𝑖𝑡𝑙𝑒 =No. of tasks across all mandates x Time to perform each task

220 working days per annum

Level 2: Determine the Supply of capacity:

a) The institutional organograms was analyzed alongside the staff

information provided by the Human Resources Department. Information

includes: the department, job title, whether the position is filled or

vacant, the incumbent’s name or rank, gender, highest qualification and

years of experience. See Table B1

b) The itemized staff lists was aggregated to determine the current

number of staff per job title. If staff in a particular job position did not

meet minimum qualifications and years of experience as per job

profiles, they were not regarded as supply of capacity.

Level 3: Determine the capacity Gap:

The capacity gap in FMWR was determined by subtracting the supply per job

title from the demand per job title.

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Skills Gap Assessment

The skills gap is the difference between the demand for skills (i.e. the skills

requirements of the job) and the supply of skills (i.e. the actual skills held

by staff). The demand for skills was established using a ‘Skills Matrix’, while

the supply was measured through a self-administered survey.

Level 1: Determine the Demand for skills

The demand for skills refers to the skills required by job titles both

institutions (BSMWR and RUWASA). Hence, four basic components were used

in order to determine the demand for technical and non-technical skills,

they are:

Understanding of different types of skills;

Understanding of a competency framework;

Understanding of a skills matrix;

The use of a rating scale.

Level 2: Determination of the Supply of Skills

The supply of skills will be the sum total of skills held by incumbents and

these was measured through the skills audit survey. A skills audit is a

procedure of measuring and recording the skills of an individual or group of

individuals leading to the identification of skills and knowledge that

individuals currently possesses.

The supply of skills was determined in such a way as to enable comparison

with the demand for skills. Therefore the list of skills that will be provided

to individuals against which to rate themselves is the same list that will be

used when determining the demand for skills.

Level 3: Determination of the Skills Gap

The skills gap is the difference between the demand for skills and the supply

of skills.

Training Need Development

Training Matrix for Competency Development

The training matrix refers to the predefined training that is necessary for a

given job title. For every job title there were required and exclusive set of

trainings. Similarly, there were also some generic training needs also as

determined by the capacity analysis.

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The job titles and competencies (vertical axis) were mapped against the

required training (horizontal axis) and a training matrix for all job titles in

BSMWR and RUWASA was established.

Conduct Trainings

The various scheduled trainings for the staff of Borno State Ministry of Water

Resources and Rural Water and Sanitation Agency in Borno State were

conducted in 4 phases.

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4.0 FINDINGS AND ACCOMPLISHMENTS

4.1 MAIDUGURI

4.1.1 Background/Existing Situation

Maiduguri is presently been served by the Water Treatment Plant located on

Bama Road, opposite University of Maiduguri in Maiduguri town and some

motorized boreholes spread over the metropolis.

4.1.2 Treatment Plant

The plant was built about 25yrs ago with a capacity of 67ML/Day. The Plant

gets its raw water from Alau dam which is about 13.5km away from the

plant. The Alau Dam has a storage capacity of about 114MCM. The raw water

is fed to the plant by a 800mm diameter pipe using 3Nos Low-head pumps of

337KVA each. Two of the low head pumps are used concurrently while one is

usually on standby. For security reasons, the supply from Alau Dam is shut

down in the night and now runs for about 15 -17 hours every day.

The Treatment Plant has 2 Reservoirs for treated water storage before been

lifted to the consumers and each one has 4 compartments and each

compartment has a capacity to store 16 Million Litres of water. This gives a

total storage capacity of 128Million Litres of treated water.

The Treated Water from the plant is fed into the town through 2 systems.

The systems are concrete towers with storage capacity of about 1Million

Gallons each. System 1 supplies treated water to the tower in Wulari within

the town. While system 2 feeds the Storage Tower within the Plant. System

1 is powered by 2 lift pumps of 185KVA with discharge of about 756m3/hr

while System 2 is powered by 3 Nos of 132KVA pumps.

The Transmission line into the town is 700mm diameter pipe. For now,

water supply is for about 10hrs daily except during routine maintenance

when it can be between 6-8hrs.

Power Supply for the operations of both the Treatment Plant and the Alau

Dam is presently entirely by generators. They have to be taken off the Yola

Electricity Distribution Company Grid due to the frequent surges in the

voltage which always lead to the breakdown of their systems. There are six

generators in all for the various operations of the entire water supply

systems. There are two 1275KVA Cat Generators at the Alau Dam for the

operations at the dam site. The Treatment Plant has 2 Nos 1275KVA CAT

Generators for the lift pumps for the treated water, 1 No 250KVA for filters

operations and 1 No 40KVA for the chemical building.

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The daily diesel consumption for the entire system is estimated at about

3,800 litres per day. The Alau Dam and the Treatment Plant operations

require 1,800 litres and 2,000 litres respectively per day which amounts to

about 950,000 naira (2,750 dollars) per day. This is about N28,500,000

($81,000) per month.

Even though the Plant has a capacity of 67ML/Day, the present utilization

stands at about 34ML/Day which is barely 54% of the installed capacity. The

reason for this is that many of the equipment are obsolete and now function

below installed capacity. Also, the plant was designed as semi-automatic

but is now manually run due to the breakdown of many of its components

(see Section 3.5.1 for details) which are not replaced or adequately

repaired.

4.1.3 Motorized Borehole

Our investigations and findings show that there are about fifty one (51)

documented boreholes in Maiduguri metropolis. The actual numbers of

boreholes are more than this, but relevant information and data concerning

others are not available as they were neither forwarded nor submitted to

the Ministry of Water Resources or RUWASSA, especially the ones dug by

private individuals. Without these data and information, their contributions

to the overall water supply cannot be estimated correctly. Therefore, we

are constrained to use the fifty one documented boreholes for our analysis

and calculations.

The Tables below, Table 3.1, indicates the location, depth, yield and some

other details about the boreholes.

Total yield of all the boreholes = 250.26L/sec

For 8 hrs of pumping daily = 7.2ML/day

This brings the total contribution of borehole schemes to Maiduguri daily

production to 7,207.48m3/day

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Table 4.1: Motorized Borehole within Maiduguri

Location TDD TDC Aquifer

Position Screen Position

SWL DWL Draw Down

Yield L/sec

Pumping Level

Deribe mosque 84m 78.52m 55-67 70-77

60-67 70-77

27 29.9 2.9 4.30 29.9

Bulumkutu kagalleri 102m 70.94m 50-67 56-67 27.7 33.8 6.1 3.25 33.8

Tobacco house 78m 74.98m 54-58 63-65 68-72

32.23 42.08 9.85 2.30 42.08

Abujan talakawa 2 89m 72m 50-58 60-70

52-56 62-70

16.8 22.5 57 4.10 22.5

Government H. M/guri

89m 88.85m 72-80.85 34.76 41.46 6.7 1.25 41.46

Femari kululuri 95m 86.0m 60-70 80-83

64-70 80-83

15.2 22.8 4.37 4.37 22.8

Trailer park 83m 79m 51-57 61-68 71-77

51-55 61-67 71-77

27.35 43.20 15.85 3.2 54

GGC M/guri 90m 82m 54-60 54-66 63-69 78-81

3.8

Custom house

Abujan talakawa mosque

89m 72m 50-58 60-72

52-56 62-70

16.8 22.5 5.7 4.1 22.5

Sheraton hotel 95m 78m 63-76 64.5-76 19 23.6 4.6 4.4 23.6

Femari 119m 86.9m 79-84 81-84 10.7 15.92 5.2 3.8 -

Kululuri 95m 93.7m 63-76 84-91

82-90 12.9 15.55 2.65 4.3 -

Modu sulumri 95m 79m 48-59 69-77

533-57 70-77

9.7 12.5 2.8 4.5

Dala alemdari water works

83m 74m 55-73 55.48-73 23.1 32.5 9.4 4.5 48

202 housing estate 671m 602.29m

576-624 633.09-600.51

34.2

Presidential lodge

Makera 619m 573m 502-588 510-522 540-552 558-570

24.6 84 59 12 120

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Location TDD TDC Aquifer Position

Screen Position

SWL DWL Draw Down

Yield L/sec

Pumping Level

Farin masallaci 90m 83m 59-79 64-79 29.0 31.19 2.19 3.75 31.19

Borno holiday inn 90m 69.94m 50-66 54-66 27.4 29.8 2.4 3.75 29.8

Gomari 1 pri. school 108m 95m 47-92 62-71 88-92

27.6 38 10.4 3.75 38

Gomari 2 pri. School 84m 66.94m 36-63 53-63 26.6 29.4 2.8 4.1

Abatchari village 84m 64.95m 42-60 51-61 22.3 32.9 10.6 4.1 32.9

Dala umarari village 90m 74.94m 59-73 62-72 24 40 16 3.75 40

Ajilari 108m 99.96m 59-86 88-97

70-85 90-97

28 29.8 1.8 4.28 29.8

Blind craft workshop 78m 74.9m 51-58 63-65 68-72

32.23 42.08 9.85 2.4 42.08

Alau 1 83m 78m 57-76 58-76 10.12 8.20

Alau 2 77m 68m 58-68 58-66 9.36 8.46

Operation flush

Gomari 1 pri. 102m 99.94m 88-96

Fori village 275m 266.67m 239-268 246-263.67 27.30 2.52

Millionaire quarters 89m 80m 60-80 67.9-77 25 45 20 2.0 45

Gamboru ward 83m 76.4m 53-77 62-73.8 30 58.5 28.5 3.8 58.5

Neitel shoe 299m 269.8m 237-246 260-266

238.6-255 261-267

23 45.2 22.2 9.8 45.2

212 layout 125m 99.9m 69-73 92-98

69-73 92-96

23.6 43.1 19.4 3.5 43.2

Mafoni galtimari 95m 80m 72-78 73-77 17.5 24.20 6.7 4.0 24.2

Government house 95m 86m 47-62 72-89

52-60 98-84

25.6 35.6 10 3.7 35.6

777 Housing estate 468m 447.5m 287-450 410-445 39 74.3 35.3 33.0 74.3

505 Housing estate 624m 592.5m 504-600 546.2-592 20.1 54 33.9 5.5 54

Neitel shoe factory 1 101m 88.5m 60-86 62-85.57 22.9 51.6 28.7 4.13 51.60

Neitel shoe factory 2 89m 81.42m 60-79 61-78.42 23.6 46.4 22.8 2.5 46.4

505 Housing estate 629m 601m 516-629 557-598 17 110 93 4 120

505 Housing estate 336m 302m 245-326 269-299 19.0 79.5 60.5 2.1 79.5

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Location TDD TDC Aquifer Position

Screen Position

SWL DWL Draw Down

Yield L/sec

Commissioner’s farm muna 1

89m 77m 48-51 66-74

48-51 67-73

42.50 56.68 22.18m 1.6

Commissioner’s farm muna 2

77m 72m 39-43 55-59 66-70

39-42 56-58 60-70

42.15 49.95 7.8m 1.7

707 near main road

281m 253m 222-256 229-250 37.70 62.50 24.80m 5

Kawuri 102m 90m 36-39 42-57 81-87

36-39 42-57 84-87

4.1

Jewu

State University

245m 241.22m 219-239 220-238 0.5

Kawuri 179m 169.56m 141-168 143-166.50 16.5 - - -

707 near 1 Bedroom

4.6

707 lower 468m 447.5m 382-442 39.0 74.3 35m 33

707 near primary

77m 75m 54-63 65-73

56.61 68.72

20 40 20m 3.5

State University

399m 396m 360-396 368-393 30

777 sh. Comp

468m 446m 402-443 408-443 34.4 87.4 5

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The water demands as specified in the National Water Supply and Sanitation

Policy publication (2000) will be used in computing the water demands of

Maiduguri.

Projected Water Demand for Maiduguri in year 2030 is given as:

Table 4.4: Maiduguri Water Demand Projections

Year 2006 2010 2018+IDPs 2020 2030

Baseline Population 644,570.00 731,687.28 1,462,836.41 1,558,559.80 2,139,744.99

Per Capita (m3/day) 0.08 0.09 0.10 0.11 0.13

Demand (m3/day) 51,565.60 63,360.15 148,418.42 164,518.92 275,331.64

Production Demand (m3/day) 61,878.72 76,032.18 178,102.11 197,422.71 330,397.97

Seasonal Peak Demand (m3/day) 56,722.16 69,696.16 163,260.26 180,970.82 302,864.81

Seasonal Peak Production Demand (m3/day)

68,066.59 83,635.40 195,912.32 217,164.98 363,437.77

Hourly Peak Demand (m3/hour) 5,156.56 6,336.01 14,841.84 16,451.89 27,533.16

Required Production Capacity (m3/hour)

2,363.42 2,904.01 6,802.51 7,540.45 12,619.37

Key Parameters

Population (NPC 2006): 644,570

IOM DTM Round 22 IDPs: Maiduguri & Jere

520,000

Population Growth Rate (%): 3.22

Current Per-capita (lcd): 80

Per-capita increase rate (%): 2

Production and Distribution Losses (%):

35

Target Production and Distribution Losses (%):

20

Target Production Time Per Day (Hours)

22

Seasonal Peak Factor: 1.1

Hourly Peak Factor (%): 20

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4.1.4 The Water Supply Gap

The Table below illustrated what is the Water Supply Gap in Maiduguri

Metropolis, comparing both the present daily production and the installed

production capacity with the projected demand.

Table 3.5: Maiduguri Water Demand Gaps

Year

Population Per Capita (m3/day)

Demand (m3/day)

Production Demand (m3/day)

Existing Production (Treatment Plant + Boreholes)

(m3/day)

Installed Capacity Production (m3/day)

Production Gap (m3/day)

Installed Capacity Gap (m3/day)

2006 644,570 0.08 51,565.60 61,878.72

2010 731,687.28 0.09 63,360.15 76,032.18

2018 942,836.41 0.10 95,659.56 114,791.48 47,407.00 74,207.00 67,384.48 40,584.48

2018+IDPs 1,462,836.41 0.10 148,418.42 178,102.11 47,407.00 74,207.00 130,695.11 103,895.11

4.1.5 Bridging the Gap

The first and the quickest way to bridge the Water Supply gap in Maiduguri

is to bring the Treatment Plant back to operating at its full installed

capacity of 67,000m3/day. This will presently reduce the gap by more than

half.

4.1.6 Immediate Intervention

The areas of immediate interventions that can lead to the optimization of

the Plant capacity are:

Clarifiers - replacing the trident pipes

Filter - replacement of the sand media (have not been changed in the

last five years and it is meant to be replaced every two years), Valve

air compressor is out of order

Chemical House - out of 12 chemical dosing pumps, only 1 is

functional therefore the entire chemical operation is now manually

done, the entire building housing the chemical chamber is dilapidated

as the roof is blown off.

Control Panels - the plant was designed to run as semi-automatic but

all the control panels are broken down and they run the plant now

manually, including the washing of the filter, chemical dosing etc

Storage - the storage reservoirs have not been washed since the

inception of the plant 25 years ago, slouching is now a challenge.

Staffing - the plant is short staffed, having 53 people doing the work

meant for 85 people.

Others - both the residential and administrative buildings are in need

of serious rehabilitation, provision of operation vehicles will also

boost productivity

.

18


4.1.7 Medium to Long Term Intervention

The long term solution includes:

To bring the second phase of the Treatment Plant on board. From the

conception of the Treatment Plant, it was designed to be in 2 phases.

The present arrangement was meant to be the first phase while the

second phase was meant to come on board 10 years after the

completion of the first phase. The raw water supply pipe is already in

place (see Pic. 1 below) for the commencement of the construction

of the second phase. With another 67,000m3/day, the projected

demand can be adequately met.

Also, with a daily diesel consumption for the entire system estimated

at about 3,800 litres per day equivalent to N 950,000 or $2,650 (i.e.

N250 per Liter of diesel), it will be difficult for the system to sustain

itself. It was revealed during the assessment that each house hold, no

matter the size and water facilities in it pays a flat rate of N300 per

month as water tariff, this is grossly inadequate. In view of the

foregoing, a solar based technology to cater for the power need of

the plant is now proposed as a long term solution to effectively power

the plant with less running/maintenance cost.

A computerized billing and collection system that charges customers

based on consumption should be adopted to cater for an adequate

rate of return on investment.

If possible, the distribution Network and billing/collection section be

privatized with government and stakeholders agreeing on tariff rate

4.1.8 Costs of Intervention

The costs provided below are estimates for sole purpose of planning and not

for tendering. The tender costs can only be determined after detailed study

and evaluations.

.

19


Table 4.6: Maiduguri: Preliminary cost estimate for Immediate Intervention

S/No

Item Description Unit Qty Rate (N) Amount (N)

1 Rehabilitation of Treatment Plant to install capacity

1,250,000,000.00

2 Rehabilitation of residential and administrative buildings

200,000,000.00

3

Construction of 200mm dia. boreholes complete with installation of pumps, accessories and power supply

No. 20 10,000,000.00

200,000,000.00

4 Leak detection studies, mapping and repairs on distribution Network

Lump sum 50,000,000.00

Sub Total 1,700,000,000.00

5 Preliminaries and Contingencies 15% 255,000,000.00

Total 1,955,000,000.00

Table 4.7: Maiduguri: Preliminary cost estimate for Medium to Long Term Intervention

S/No


1 Construction Water Treatment Plant Phase II

26,000,000,000.00

2 Construction of Solar based power plant

5,000,000,000.00

3 Rehabilitation of residential and administrative buildings

200,000,000.00

4 Improvement on Transmission Mains and distribution networks

5,000,000,000.00


Lump sum 100,000,000.00

Sub Total 36,300,000,000.00

3,630,000,000.00 6 Preliminaries and Contingencies 10%

Total 39,930,000,000.00

4.1.9 Conclusions concerning Maiduguri

As the result of insurgency in the North-eastern part of Nigeria, Maiduguri

town has become the town with the largest IDPs concentration in the

country with IDP population hitting 1.3million in February 2016 (DTM Nigeria

Round VIII). As of May 2018 when this report was conducted, Maiduguri still

.

20


had over half a million people as IDP which is more than half of the

projected population of Maiduguri for 2018. This situation have led to all the

infrastructure in the town been stretched beyond their designed and

envisaged capacities with the water resources been the worst hit.

The water need assessment carried out revealed that the Treatment Plant is

the primary source of water to Maiduguri and environ, contributing about

80% of total water supply to the town. Therefore, if water supply to the

town will be improved quickly, the treatment plant have to be speedily

rehabilitated so that it can operate at its installed capacity of 67ML/D. The

treatment plant have been assessed for rehabilitation for optimum

performance aimed at meeting installed capacities and the areas of

intervention needed to achieve this have been identified and listed in

Section 3.5.1 of this report.

It is also clear from the state of water supply infrastructure in Maiduguri

that water supply can no longer be rendered as social services. Reasonable

tariff must be levied on consumers to at least take off the cost of daily

operation and routine maintenance of the facility from government

expenses. Only the daily diesel consumption, apart from other consumables,

for the treatment plant operations is estimated at about $80,000 per Month.

Apart from being a major weight on the government's purse, this has also

unnecessarily prolonged the response time to routine maintenance of the

facility. This is because every request for money for quick and urgent

maintenance like pipe burst have to go all the way to commissioner for

approval. This is something that could have been tackled at the level of

Area office if there were adequate resources from revenue generated from

water tariff as is the practice in some states.

Table 4.8: Maiduguri Summary

Demand (m3/day) Existing

Production (m3/day)

Immediate Intervention Production (m3/day)

Long Term Intervention Production (m3/day)

178,102.11 47,407.00 74,207.00 148,000

.

21


4.2 BIU

4.2.1 Presentation of investigations

Field investigations were carried out during the month of February 2018 to

ascertain the situation on ground. These involved visits to the 4 water

schemes serving Biu town and environs namely: Mandara Abdu, Jigwal,

Galdimare, Gamaje Borehole and The Biu Dam/Water Treatment Plant

Regional Scheme.

Concurrently, population data was obtained from the local National

Population Commission (NPC) office at Biu, as well as other relevant

information from the Borno State Water Board (BSWB), especially pertaining

to the distribution network and planned rehabilitation and upgrading works.

At the time of the visit physical, chemical and biological tests, are not

currently being carried out for all the schemes in their day to day

operations.

Discussions were held with the staff of the Water Board and other technical

staff directly involved in the operations of the respective schemes. Useful

information was obtained regarding the operational status of the schemes

and requirements for improvement.

Projected Water Demand for Biu in year 2030 is given as:

Table 4.9: Biu Water Demand Projections

Year 65% 2006 2010 2018+IDPs 2020 2030

Population 114,244 129,685 209,109 222,792 305,871

Per Capita (m3/day) 0.06 0.06 0.08 0.08 0.10

Demand (m3/day) 6,854.64 8,422.49 15,912.04 17,638.19 29,518.49




9,048.12 11,117.69 21,003.89 23,282.41 38,964.41

Hourly Peak Demand (m3/hour) 685.46 842.25 1,591.20 1,763.82 2,951.85


314.17 386.03 729.30 808.42 1,352.93

Key Parameters

Population (NPC 2006): 175,760

IOM DTM IDPs: Biu 42,000




Production and Distribution Losses (%): 35


20


22



.

22


4.2.2 Water works

Biu is presently supplied through 4 complementary schemes, all of which are

borehole based. These schemes are not all integrated but rather targeted to

supply specific areas of the town. Thus, not all the schemes are connected

to the main reticulation system.

These schemes are described individually hereunder.

A. Mandara Abdu Waterworks

B. Jigwal Waterworks

C. Galdimare Waterworks

D. Gamaje Waterworks

4.2.3 Mandara Abdu Waterworks

This is the largest scheme serving mainly the South Eastern part of town

(Zara mabbu,Tashan Danfulani and part of Emir Palace area).

I. Capacity

The scheme has an installed capacity of 36m3/hr (720 m3/day).

Based on our assessment, current production is estimated at only

28.8m3/hr (432m3/day) over an average 15 hours of operation.

II. Source/Intake

Raw water source is from 4 nos. 200mm dia. boreholes. All of these

boreholes are functional. Water is pumped directly into the

distribution networks.

III. Treatment Process

The raw water is considered of sufficient physical and chemical

quality by BSWB not to warrant any form of treatment. There is no

chlorination against potential contamination downstream along the

distribution network.

IV. Transmission

Water is pumped to town through a 200mm dia. AC riser main. This is

facilitated using 4nos. submersible pumps installs in the boreholes

each with H=100m Minimum. Only 2 out of the 4 are functional at

present. There is no surge protection along the transmission line.

Flow meters are not in place.

.

23


V. Storage and Distribution

The distribution network comprises of a range of pipe sizes of 200mm,

150mm, 100mm, 75mm and 50mm dia. in combination of AC and uPvc

pipes. There are no storage reservoirs on the network.

VI. Water Quality

Raw water quality is satisfactory, considering that all the schemes are

borehole based, with no discernible source of contamination..

VII. System Efficiency:

System efficiency appears to be very low with an apparent wide gap

between production and effective supply to consumers. Discussions

with consumers indicate no supply at all to many areas meant to be

served by the network. Intermittent supply of water is reportedly

available only to consumers located very close to the main.

4.2.4 Jigwal Waterworks

This waterworks serves the southern and central section of the town (Jigwal

and part of Galdimare areas).

I. Capacity

The scheme has an installed capacity of 54m3/hr (1,080 m3/day at

20hour production). However, the survey has estimated current

production at only 38.0m3/hr (570 m3/day) over an average 15 hours

of operation.

II. Source/Intake

Raw water source is from 3nos. 200mm dia. boreholes. Of which all

are functional. Water is pumped directly into the distribution with no

balancing tank or reservoir.






IV. Transmission

Water is pumped to town through a 200mm dia. AC riser main. This is

facilitated using 3nos. submersible pumps installs in the boreholes

each with Minimum H=94m. These pumps are all functional at

.

24


present. There is no surge protection along the transmission line.

Flow meters are not in place.



150mm, 100mm, 75mm and 50mm dia. in combination of AC and uPvc

pipes. There are no storage reservoirs on the network.

VI. Water Quality

Raw water quality, both physical and chemical, is satisfactory,

considering that all the schemes are borehole based, with no

discernible source of contamination.

VII. System Efficiency


between production and effective supply to consumers. Discussions

with consumers within the main part of the town in particular

indicate that households within that area have not received water

from the network in a long time and have had to resort to other

alternative means. Leakages along the distribution networks are

believed to further compound the system inefficiency.

4.2.5 Galdimare Waterworks

This waterworks serves the Eastern part of the town (Emir's Palace and Zara

wuyakwu areas).

I. Capacity

The scheme has an installed capacity of 14.40m3/hr. (288 m3/day at

20hour production) However, the survey has estimated current

production at only at 10.0m3/hr. Based on average 15 hours of

operation, the total production is 150m3/day.

II. Source/Intake

Raw water source is from 1no. 200mm dia. borehole. Water is

pumped directly into the distribution with no balancing tank or

reservoir.






.

25


IV. Transmission

Water is pumped to the town through a 200mm dia. AC riser main.

This is facilitated using 1no. Submersible pump install in the borehole

with Minimum H=94m. There is no surge protection along the

transmission line. Flow meter is not installed.


The distribution network comprises of a range of pipe sizes of 150mm

100mm, 75mm and 50mm dia. in combination of AC and uPvc pipes.

There are no storage facilities on the network.

VI. Water Quality


borehole based, with no discernible source of contamination.


Due to lack of consistent power supply, pumping is intermittent,

depending on the cycle of blackouts and availability of diesel to run

the standby generator. Most often, these generators serve as the

main source of power at considerable costs to the BSWB. It has not

been possible therefore, to achieve the desirable 22 hour continuous

pumping, the ideal situation for an urban settlement.

4.2.6 Gamaje Waterworks

This waterworks serves the Eastern part of the town (Zara Mirnga,Tashan

Gandu and Mbulamel).

I. Capacity

The scheme has an installed capacity of 21.6m3/hr. (432m3/day at

20hour production) However, at present it has estimated current

production of 17.5m3/hr. Based on a 9 hour operation per day, the

total production is 157.5m3/day.

II. Source/Intake

Raw water source is from 1no 200mm dia. Boreholes that is

functional. Water is pumped directly into the distribution with no

balancing tank or reservoir.




.

26




IV. Transmission

Water is pumped to the town through a 200mm dia. AC riser main.

This is facilitated using 1no. Submersible pump install in the borehole

with Minimum H=94m. There is no surge protection along the

transmission line. Flow meter is not installed.


The distribution network comprises of a range of pipe sizes of 150mm

100mm, 75mm and 50mm dia. in combination of AC and uPvc pipes.

There are no storage facilities on the network.

VI. Water Quality

Raw water quality, both physical and chemical, is satisfactory,

considering that all the schemes are borehole based, with no

discernible source of contamination.


Due to lack of consistent power supply, pumping is intermittent,

depending on the cycle of blackouts and availability of diesel to run

the standby generators. Most often, these generators serve as the

main source of power at considerable costs to the BSWB. It has not

been possible therefore, to achieve the desirable 22 hour continuous

pumping, the ideal situation for an urban settlement.

4.2.7 Surface Water Resources

Surface water is available in significant quantities in rivers and tributaries

during the rainy season. As most of the rivers are thus seasonal,

rainfall/runoff can be harvested by the use of a dam as in the case of the

Biu Dam. The Biu dam as built has the following characteristics:

Type of Dam Earth-fill Dam

Dam Crest Length 300m

Dam Height 18.00m

Reservoir Capacity 11.1MCM

River Ndivana

Owner BSMWR/BSWB

.

27


The Dam was designed and constructed to serve as the raw water supply to

the proposed Biu water treatment plant. At the time of writing this report

we could not establish contact with any of the FMWR staff on the project to

get the design capacity and level of completion of the WTP, but from our

visit to site (Pictures attached), works on the WTP will not be more than

25% completed.


The Table below illustrated what is the Water Supply Gap in Biu town,

comparing both the present daily production and the installed production

capacity with the projected demand.

Table 4.4: Biu Water Demand Gaps

Year

Baseline Population

Per Capita (m3/day)

Demand (m3/day)


Existing Production (Treatment Plant + Boreholes) (m3/day)




2006 114,244 0.06 6,854.64 8,225.57

2010 129,684.72 0.06 8,422.49 10,106.99

2018 167,108.93 0.08 12,716.07 15,259.29 1,309.50 2,520.00 13,949.79 12,739.29

2018+IDPs 209,108.93 0.08 15,912.04 19,094.45 1,309.50 2,520.00 17,784.95 16,574.45


From the survey of the existing situation, a catalogue of short to medium

term measures has been identified with a view to improving the water

supply situation for Biu town for each of the individual schemes. The most

critical operational factor inhibiting efficient production is the lack of

adequate power supply. The recommended improvement options below

serve as the major objective to restore all systems to installed capacity and

improve production.



all the schemes include:

a. Mandara Abdu Waterworks

i. Provide 2nos. additional boreholes

.

28


ii. Provide submersible pumps as spares

iii. Provide flow meters and surge vessel

iv. Provide chlorine dosing system

v. Provide biological testing equipment

vi. Provide 1no 22kva standby power generating Set

b. Jigwal Waterworks

i. Provide 3 nos. boreholes


iii. Provide flow meters and surge vessel




` c. Galdimare Waterworks



iii. Provide flow meters

iv. Provide chlorine dosing system.



d. Gamaje Waterworks



iii. Provide 2 nos. flow meters




These measures for the improvement of intakes and treatment are summarized in

Table 4.10

.

29


Table 4.10: Biu: Proposed measures for Immediate Intervention

S/No Intervention Measures

Advantages Limitations Remarks

1 Provide 9 nos. additional boreholes

Restore schemes to installed capacity thereby boosting current production

Provide relief to existing boreholes by alternating pumping

Provide back-up in the event of any borehole failure

Low yield in some existing fields

Additional power supply may be required

2 Provide 25 nos. submersible pumps

Improve inventory of spares

Achieve continuous and efficient production

Pilferage of spares without adequate inventory management and security

Range of pump sizes determined based on current usage types only due to lack of adequate data on specific borehole yields

3 Provide 4 nos. Storage Reservoir

Achieve continuous and efficient supply

Additional cost

4 Provide 16 nos. flow meters

Provide specific data on rates of production by measuring inflows and outflows


2 nos. to be provided for each scheme; 2 nos. as spares

5 Provide 2 nos. surge vessels

Protect transmission lines

To be installed at Mandara Abdu and Jigwal waterworks

6 Provide 6 nos. chlorine dosing system

Improve water quality against downstream contamination

Regularity of supply of consumables

Health and safety of operators due to continuous exposure to chemicals

Adequate training of operators on health and safety issues is imperative

Provide requisite protection gear

7 Provide 6 nos. biological testing equipment

Facilitate monitoring of water quality against contamination

Regularity of supply of consumables

Availability of appropriate storage facilities for requisite consumables

Adequate training of laboratory technologists/technicians is essential

Suitable laboratory

.

30


Availability of relevant skills and know-how

buildings and storage facilities are required

8 Leak detection, repairs and mapping of distribution network

More efficient distribution, especially with increased production at source. Will also increase output to consumers by reducing leakages and waste.

Protection of pipelines against potential contaminants

Mapping will facilitate adequate information and therefore better planning and management of the network

Requires special expertise and equipment

An essential component of any water supply intervention measure for Biu

9 Provide assorted circuit breakers, contactors and overload relays

Improve inventory of spares

Achieve continuous and efficient production


4.2.11 Medium to Long Term intervention

With the Biu Dam in place with a capacity of about 11.1MCM which is a

sufficient source of raw water to the treatment plant. The long term

solution will be to complete the construction of the Biu Water Treatment

Plant (20,000m3/day) which is on-going.

4.2.12 Preliminary cost estimates

Preliminary cost estimates are given for each of the recommended

interventions in a tabulated form. A lump sum is given for some aspects

because they will require detailed field measurements and the scope of

some may be expanded or narrowed.

.

31


Table 4.11: Biu: Preliminary cost estimate for Immediate Intervention

S/No


1 Construction of 200mm dia. boreholes complete with installation of pumps, accessories and power supply

No. 9

3,500,000.00

31,500,000.00

2 Supply of assorted sizes of submersible pumps

No. 25

500,000.00

12,500,000.00

3 Construct 500m3 Overhead Tanks No. 4 60,000,000.00

240,000,000.00

4 Supply and installation of surge tanks No. 2

3,000,000.00

6,000,000.00

5 Supply of chlorine dosing equipment No. 6

2,500,000.00

15,000,000.00

6 Supply of biological testing kit and consumables

No. 6 2,500,000.00 15,000,000.00

7 Supply of flow meters No. 16 300,000.00 4,800,000.00

8 Supply of assorted contactors, circuit breakers and overload relays

Lot 1 600,000.00


Lump sum

30,000,000.00

Sub Total 355,400,000.00

53,310,000.00

10 Preliminaries and Contingencies 15%

Total 408,710,000.00

Table 4.12: Biu: Preliminary cost estimate for proposed measures for Surface water resources

S/ No

Item Description Unit Quantity Rate (N) Amount (N)

1 Completion of Biu Water Treatment Plant

Lump sum

7,500,000,000.00

2 Completion of Transmission Mains to Biu Town ( m)

m

13,000

170,000 2,210,000,000.00

3 Construction of Elevated and Surface Reservoirs

Lump sum

1,000,000,000.00

4

Sub Total 10,710,000,000.00

5 Preliminaries and contingencies 15% 1,606,500,000.00

Total 12,316,500,000.00

.

32


4.2.13 Conclusions concerning Biu

Investigations conducted on Biu water supply system revealed that the total

water supply to the town presently (1,309.50) is a far cry from the total

demand (23,789). Restoring the schemes to their installed capacities

(2,520m3/day), will almost double water supply to the town. Even though

this does not solve all the problem, but it is a good place to start and the

immediate term proposals have been offered towards restoring the various

schemes to increased production and improving water quality and overall

system efficiency by the additional works proposed which will bring total

supply to 5,400m3/day.

However, the sustainability of groundwater exploitation over a long time

cannot be guaranteed, especially as even existing borehole fields are not

being monitored to establish the effect of their long term exploitation over

the past 10-20 years. It is already evident that some boreholes are producing

at very low yields in the order of 4.0m3/hr.

It is important therefore that a long term option of surface water

abstraction be considered. The completion of the Biu Water Treatment

Plant is key in this regards. The treatment plant will b, although it is at

considerable distance from Biu, and would therefore attract high capital and

operational costs. This can be accommodated if a computerized billing and

collection system is adopted to cater for an adequate rate of return on

investment.

Table 4.13: Biu Summary


Production (m3/day)



19,094.45 1,309.50 5,400 25,000

.

33


4.3 BAMA


Field assessments were carried out during the month of March 2018 to

ascertain the water supply situation on ground in Bama town. Bama is been

served presently by a number of boreholes in various part of the town.

There is no centralized system that caters for the town as there is no

reticulation or pipelines. The individual boreholes are fixed with taps from

which people fetch water for their use


Population Commission (NPC) office at Bama as well as other relevant







Projected Water Demand for Bama in year 2030 is given as:

Table 4.14: Bama Water Demand Projections Year 2006 2010 2018+ IDPs 2020 2030

Population (From 2018 P=50%Prj+IDPs)

175,577.35 199,307.62 178,411.75 190,086.45 260,969.47

Per Capita (m3/day) 0.06 0.06 0.08 0.08 0.10

Demand (m3/day) 10,534.64 12,944.22 13,576.15 15,048.90 25,185.18




13,905.73 17,086.37 17,920.52 19,864.55 33,244.44

Hourly Peak Demand (m3/hour) 1,053.46 1,294.42 1,357.62 1,504.89 2,518.52


482.84 593.28 622.24 689.74 1,154.32

Key Parameters

Base Population (NPC 2006): 270,119

IOM DTM IDPs: Bama 50,000





35


20


22



.

34


4.3.2 Water works

Bama is presently supplied through arrays of motorized boreholes as shown below. These schemes are not all integrated but rather targeted to supply specific areas of the town, thus, not all the schemes are connected to the main reticulation system

At the time of the visit physical, chemical and biological tests, are not currently being carried out for all the schemes in their day to day operations. There are twenty six (26) motorized/solar functional boreholes. Seven (7) of the motorized/solar boreholes are out of use.

Table 4.15: Borehole Scheme within Bama Town

S/N Ward Location Hand Pump

Motorized /Solar

NF F

1. Shehuri Goniri Road 1 1

Goniri Road II 1 1

Blind Street 1 1

Fato Sandi 1 1

Old Bama 1 1

Abuja I 1 1

Abuja II 1 1

GRA I 1 1

GRA II 1 1

Gwange I 1 1

Gwange II 1 1

Custom 1 1

New York 1 1

New York II 1 1

Kaigamari 1 1

2. Kusugula Bololo Village I 1 1

Bololo Village II 1 1

Kasugula I 1 1

Kasugula II 1 1

Kasugula Fulatari 1 1

Malarima 1 1

Malarima II 1 1

Gulumba Road 1 1

Shuwari 1 1

Bukar Tela 1 1

Bukar Tela II 1 1

Bukar Tela III 1 1

SDWA – A 1 1

Bulama Bashir 1 1

New Yobe I 1 1

New Yobe II 1 1

Molai I 1 1

Molai II 1 1

TOTAL 33 7 26

.

35


4.3.3 Present Supply Capacity

Capacity

The water supply system presently have 26 functional motorized boreholes.

The observed yield of the boreholes in Bama is given as:

Motorized = 5l/s

For Motorized boreholes, the total yield is

5 x 26 = 130

Assuming 8hrs of pumping

130 x 60 x 60 x 8

= 3,744,000L per day

= 3,744m3/day

The total capacity of water supply scheme to Bama presently by these

boreholes is 3,744m3/Day

Storage and Distribution

There are two significant storage reservoirs on the system, one at Mbusube

ward around sport center having a capacity of about 60m3 and the other at

GRA having a capacity of 460m3. Of importance to the system is the GRA

Scheme which has GRA I and GRA II Boreholes with a 460m3 braithwaite

elevated steel tank but out of use for the past 12years. The sport center

tank is currently underutilized due to leakage


100mm and 75mm dia. in combination of DI, AC and uPvc pipes.

Water Quality



System Efficiency:


between production and effective supply to consumers. . Discussions with a

staff of BSWB indicate that households within the town have not received

water from the network in a long time and have had to resort to other

alternative means. Leakages along the distribution networks are believed to

.

36


further compound the system inefficiency. Areas where is no storage and

distribution, people have to come and queue up at the borehole location to

get water.


The Table below illustrated what is the Water Supply Gap in Bama town,



Table 4.15: Bama Water Demand Gaps

Year


Demand (m3/day)


Existing Production (m3/day)




2006 175,577 0.06 10,534.64 12,641.57

2010 199,307.62 0.06 12,944.22 15,533.06

2018 128,411.75 0.08 9,771.43 11,725.71 3,744.00 4,752.00 7,981.71 6,973.71

2018+IDPs 178,411.75 0.08 13,576.15 16,291.38 3,744.00 4,752.00 12,547.38 11,539.38




supply situation for Bama town. The recommended improvement options

below have as the major objective to restore all systems to installed

capacity and improve production.



the all schemes include:

a. Repair of Existing Borehole Schemes

More than 20% of the total motorized/solar boreholes in Bama are out of

order, some of them due to minor repair, of importance is the GRA I and

GRA II boreholes which are design to fill the 460m3 storage tanks. There is a

need to urgently bring all of them back on board as their contributions to

the water supply scheme are tangible.

.

37


b. Drilling of more Boreholes

Even though the sustainability of groundwater exploitation over a long time

cannot be guaranteed, it still remains the most feasible option to improving

water supply within the shortest time possible.

Therefore an interconnected and reticulated deep boreholes spread over the

town will bring an improvement into the water supply of the town within a

short time and provide relief to existing boreholes by alternating pumping.

With the yield for deep boreholes in Bama, twelve (12) additional deep

boreholes (final depth depend on geophysical survey) in Bama will go a long

way in bridging the gap in water supply to Bama.

There is also a need to put up a deliberate programme to monitor

groundwater exploitation so as to increase the effectiveness of these

projects and increase their life span.

c. Repair of Existing Storage Facilities

This option goes hand in hand with the drilling of additional boreholes. The

idea is to rehabilitate or reactivate storage reservoirs within the system,

this will sustain supply throughout the night and/or time when pumping is

limited.


In an event that about 80% of Bama initial inhabitant returns, there might

be a need to look at the possibility of harnessing surface water to augment

water supply to Bama.

The major river close enough to Bama for harnessing is the Yadsaram River.

Yadsaram is one of the major tributary that feeds Lake Chad in the North-

eastern part of Nigeria.

A floating intake on the River will be fed into Package Treatment Plants and

from there serve the future need of Bama town.






.

38


Table 4.16: Bama: Preliminary Cost Estimate for Short & Long Term Interventions

S/No Item Description Unit Quantity Rate (N) Amount (N)

1 Repair of all the non-functional boreholes

No 7 1,500,000 15,000,000.00

2 Construction of 200mm dia. boreholes complete with installation of pumps, accessories and power supply

No. 12

4,000,000.00

60,000,000.00

3 Construct 324m3 Overhead Tanks

No. 2 35,000,000.00

70,000,000.00


Lump sum

15,000,000.00

Sub Total 160,000,000

24,000,000.00 10

Preliminaries and Contingencies

15%

Total 184,000,000.00

Table 4.17: Bama: Preliminary Cost Estimate for Proposed Measures for Surface Water Resources

S/ No Item Description Unit Quantity Rate (N) Amount (N)

1 Floating Intake on Yadsaram River with piping and pumps systems

Lump Sum

50,000,000.00

2 Construction of Package Treatment Plant (10,000m3/day)

Lump Sum

100,000,000.00


Lump sum

100,000,000.00

4 Pipelines and Transmission

Lump sum

100,000,000.00

Sub Total 350,000,000.00

5 Preliminaries and contingencies

15% 52,500,000.00

Total 402,500,000.00

.

39


4.3.9 Conclusions concerning Bama

Bama is presently supplied through complementary schemes, all of which

are borehole based. These schemes are not all integrated but rather

targeted to supply specific areas of the town. Thus, not all the schemes are

connected to the main reticulation system

The water need assessment carried out in Bama revealed that the presently

installed capacities of the schemes would not cater for the present demand.

This is due to the system being constrained by low borehole yields, leaking

storage reservoir, low and irregular energy supply, broken down equipment,

lack of spares and an inefficient distribution network

In the immediate term, proposals have been offered to drill additional

borehole and rehabilitate or reactivate storage reservoirs towards restoring

the various schemes to increased production, enhance distribution,

improving water quality and overall system efficiency

It is also important that a long term option of surface water abstraction be

considered for future water need of Bama town.

Table 4.18: Bama Summary


Production (m3/day)



16,291.38 3,744 6,480 16,500

.

40


4.4 ASKIRA



ascertain the water supply situation on ground in Askira town. Askira is been


There is no centralized system that cater for the town even though some of

the boreholes are reticulated. There are also some individual boreholes with

battery of taps near them for people to fetch water for their use.


Population Commission (NPC) office at Askira as well as other relevant







Projected Water Demand for Askira in year 2030 is given as:

Table 4.19: Askira Water Demand Projections Year 2006 2010 2018+IDPs 2020 2030

Population (50% of LGA Population) 71,656.50 81,341.28 107,814.62 114,869.66 157,704.43

Per Capita (m3/day) 0.06 0.06 0.08 0.08 0.10

Demand (m3/day) 4,299.39 5,282.79 8,204.10 9,094.08 15,219.46




5,675.19 6,973.28 10,829.41 12,004.19 20,089.69

Hourly Peak Demand (m3/hour) 429.94 528.28 820.41 909.41 1,521.95


197.06 242.13 376.02 416.81 697.56

Key Parameters


IOM DTM IDPs: Damboa 3,000





35


20


22



.

41


4.4.2 Water works

Askira is presently supplied through arrays of motorized and solar powered

boreholes as shown below. As of the time of visit, there are eleven (11)

motorized/solar boreholes. Eight (8) of the motorized/solar boreholes are

out of use.

These schemes are not all integrated but rather targeted to supply specific

areas of the town.

Table 4.20: Borehole in Askira Town

LOCATION OF THE BOREHOE FUNCTIONAL NONE FUNCTIONAL SYSTEM

Low-cost Functional Motorized

Anguwar gabar Non Functional Motorized

Federal Lowcost Non Functional Motorized

General Hospital Non Functional Motorized

Zadawa Pry school Non Functional Motorized

Bolori behind secretariat Non Functional Motorized

Zadawa New borehole Non Functional Motorized

Zadawa Behind cattle market Functional Solar

Bilawafi Market Functional Solar

GSS Askira Non Functional Motorized

Police Barracks Non Functional Motorized

TOTAL 3 8


Capacity

The water supply system presently have 3 functional motorized boreholes

out of 11 borehole meant to be serving the town.

The observed yield of the boreholes are given as:

Motorized = 1.5l/s


1.5 x 3 = 4.5


4.5 x 60 x 60 x 8

= 129,600L

= 129m3

.

42


The total capacity of water supply scheme to Askira presently by these

boreholes is 129m3


There are no storage reservoirs on the network.

Water Quality



System Efficiency:


between production and effective supply to consumers. Since there is no

storage and distribution, people have to come and queue up at the borehole

location to get water.


The Table below illustrated what is the Water Supply Gap in Askira town,



Table 4.21: Askira Water Demand Gaps

Year


Demand (m3/day)






2006 71,657 0.06 4,299.39 5,159.27

2010 81,341.28 0.06 5,282.79 6,339.34

2018 104,814.62 0.08 7,975.82 9,570.98 129.00 475.00 9,441.98 9,095.98

2018+IDPs 107,814.62 0.08 8,204.10 9,844.92 129.00 475.00 9,715.92 9,369.92




supply situation for Askira town. The recommended improvement options



.

43





a. Repair of Existing Boreholes

Less than 30% of the total motorized/solar boreholes in Askira are functional

leaving the bulk of them (70%) out of order, some of them due to minor

repair. There is a need to urgently bring all of them back on board as their

contributions to the water supply scheme is tangible.


This option is the next most feasible to improve water supply in the town.

Interconnected and reticulated 10 deep (final depth depend on geophysical

survey) boreholes spread over the town will bring an improvement into the

water supply of the town within a short time.


With a production gap of almost 10,000m3 per day in Askira as of 2018,

there is a need to look towards the possibility of harnessing surface water

for water supply to Askira.

River Gatamarua provides a very good source of surface water that can be

harnessed for water supply after thorough study and evaluation. River

Gatamarua is one of the tributary that supplies River Tum, a tributary of

River Hawul which empties into Benue River

A dam of about 10m high on the river can serve as raw water source to a

package treatment plant to serve Askira.






.

44


Table 4.22: Askira: Preliminary Cost Estimate for Immediate Term Interventions



No 8 1,500,000 12,000,000.00

2


No. 10

4,000,000.00

40,000,000.00


No. 2 35,000,000.00

70,000,000.00


Lump sum

10,000,000.00

Sub Total 132,000,000

19,800,000.00 5

Preliminaries and Contingencies

15%

Total 151,800,000.00

.

45


Table 6.7: Askira: Preliminary Cost Estimate for Proposed Measures for Surface Water Resources

S/ No Item

Description Unit Quantity Rate (N) Amount (N)

1

Construction of a dam on River Gatamarua with all the appurtenant structures

Lump Sum

500,000,000.00

2

Construction of Package Treatment Plant (10,000m3/day)

Lump Sum

100,000,000.00

3

Construction of Elevated and Surface Reservoirs

Lump sum

100,000,000.00


Lump sum

100,000,000.00

Sub Total 800,000,000.00


15% 120,00,000.00

Total 920,000,000.00

4.4.9 Conclusions concerning Askira

The water need assessment carried out in Askira revealed that the presently

installed capacities of the schemes are a far cry from what is needed to

meet the present demand. This is due to, the system being constrained by

low borehole yields, low and irregular energy supply, broken down

equipment, lack of spares and an inefficient distribution network. In the

immediate term proposals have been offered towards restoring the various

schemes to increased production, improving water quality and overall

system efficiency.

There is a need to put up a deliberate programme to monitor groundwater

exploitation so as to increase the effectiveness of these projects and

increase their life span. The existing borehole fields are not being monitored

to establish the effect of their long term exploitation over the past 10-15

years. It is already evident that some boreholes are producing low yields

(about 1.5 l/s).

.

46


It is important therefore that a long term option of surface water

abstraction be considered.

Table 4.22: Askira Summary


Production (m3/day)



9,844.92 129 1,051 11,100

.

47


4.5 GWOZA



ascertain the water supply situation on ground in Gwoza. Gwoza is been


There is no centralized system that caters for the town as there is no

reticulation or pipelines. The individual boreholes are fixed with taps from

which people fetch water for their use


Population Commission (NPC) office at Gwoza as well as other relevant







Projected Water Demand for Gwoza in year 2030 is given as:

Table 4.23: Gwoza Water Demand Projections

Year 65% 2006 2010 2018+IDPs 2020 2030

Population 179,769.20 204,066.02 312,955.07 333,433.86 457,770.97

Per Capita (m3/day) 0.06 0.06 0.08 0.08 0.10 Demand (m3/day) 10,786.15 13,253.26 23,814.16 26,397.53 44,177.75 Production Demand (m3/day) 12,943.38 15,903.91 28,576.99 31,677.04 53,013.30

Seasonal Peak Demand (m3/day) 11,864.77 14,578.58 26,195.58 29,037.29 48,595.53 Seasonal Peak Production Demand (m3/day)

14,237.72 17,494.30 31,434.69 34,844.74 58,314.63

Hourly Peak Demand (m3/hour) 1,078.62 1,325.33 2,381.42 2,639.75 4,417.78 Required Production Capacity (m3/hour)

494.37 607.44 1,091.48 1,209.89 2,024.81

Key Parameters


IOM DTM IDPs: Gwoza 50,000





35


20


22



.

48


4.5.2 Water works

Gwoza is presently supplied through arrays of both hand-pump and

motorized boreholes as shown below. As of the time of visit, there are ten

(10) hand-pump and nineteen (19) motorized/solar functional boreholes.

Four (4) of the motorized/solar boreholes are out of use. About four

boreholes used to be reticulated. All others have battery of taps at the

borehole sites. The four boreholes that used to be reticulated within the

wards have average discharge of 2-4 l/sec.


areas of the town.

.

49


Table 4.24: Borehole within Gwoza Town


Capacity

The water supply system presently have 10 functional hand pump and 15

motorized boreholes.


Hand pump = 0.85l/s

Motorized = 3.0l/s

Therefore, total yield for hand pump is

0.85 x 10 = 8.5l/s


8.5 x 60 x 60 x 8

= 244,800L

= 244.8m3


3.0 x 15 = 45

Ward Location Hand Pump

Motorized/ Solar

Functional/ Non Functional

BULABULIN/WAKANE D. HEAD HOUSE “ NON FUNCTIONAL

C. MOSQUE “ “

M. HUDU “ “

NEAR PRI. SCH. “ “

BUBA JIGE “ “

GUDUF A-B LAWAN B/H Motorized NON FUNCTIONAL

BULAMA B/H “ “

DUMMA “ “

KUSARHA “ “

B. YAGWA “ “

K. BASSA/N. SAMA LAWAN Motorized NON FUNCTIONAL

IB. GWARA “ “

B. HAMMAN “ “

ALH. NDURWA “

ALH. YAKUBU Solar NON FUNCTIONAL

KWATARA “ “

KWATARA “ “

KWATARA “ “

TAKASKALA “ “

TOTAL 10 19

.

50



45 x 60 x 60 x 8

= 1,296,000L

= 1,320.8m3

The total capacity of water supply scheme to Gwoza presently by these

boreholes is 1,320.8m3



Water Quality



System Efficiency:






The Table below illustrated what is the Water Supply Gap in Gwoza town,



Table 4.25: Gwoza Water Demand Gaps

Year


Demand (m3/day)






2006 179,769 0.06

10,786.15

12,943.38

2010

204,066.02 0.06 13,253.26

15,903.91

2018

262,955.07 0.08 20,009.44

24,011.32

1,321.00 1,886.00 22,690.32

22,125.32

2018+IDPs 312,955.07 0.08

23,814.16

28,576.99

1,321.00 1,886.00 27,255.99

26,690.99

.

51





supply situation for Gwoza town. The recommended improvement options







More than 20% of the total motorized/solar boreholes in Gwoza are out of

order, some of them due to minor repair. There is a need to urgently bring

all of them back on board as their contributions to the water supply scheme

are tangible.


This option is the next most feasible to improve water supply in the town.

Additional fifteen (15) numbers of interconnected and reticulated deep

(determined by Geophysical survey) boreholes spread over the town will

bring an improvement into the water supply of the town within a short time.


With a production gap of almost 29,000m3 per day in Gwoza as of 2018,


for water supply to the town. River Baladawa provides a very good source of

surface water that can be harnessed for water supply after thorough study

and evaluation. River Baladawa is one of the tributary that supplies River

Gmola, which empties into Cameroon. A dam of about 10m to 12m high on

the river can serve as raw water source to a package treatment plant to

serve Gwoza.

.

52







Table 4.26: Gwoza: Preliminary Cost Estimate for Immediate Interventions



No 10 1,500,000 15,000,000.00

2


No. 15 4,000,000.00 60,000,000.00


No. 3 35,000,000.00 105,000,000.00


Lump sum

15,000,000.00

Sub Total 195,000,000

10 Preliminaries and

Contingencies 15% 29,250,000.00

Total 224,250,000.00

Table 4.27: Gwoza: Preliminary Cost Estimate for Proposed Measures for Surface Water Resources

S/ No Item Description Unit Quantity Rate (N) Amount (N)

1 Construction of a dam on River

Lump Sum 500,000,000.00

.

53


Baladawa with all the appurtenant structures

2

Construction of Package Treatment Plant (20,000m3/day)

Lump Sum

200,000,000.00


Lump sum 100,000,000.00


Lump sum 100,000,000.00

Sub Total 800,000,000.00


15% 120,00,000.00

Total 1,020,000,000.00

4.5.9 Conclusions concerning Gwoza

The water need assessment carried out in Gwoza revealed that the

presently installed capacities of the schemes would not cater for the

present demand. This is due to, the system being constrained by low

borehole yields, low and irregular energy supply, broken down equipment,

lack of spares and an inefficient distribution network. In the immediate

term proposals have been offered towards restoring the various schemes to

increased production, improving water quality and overall system efficiency.

There is a need to put up a deliberate programme to monitor groundwater

exploitation so as to increase the effectiveness of these projects and

increase their life span. The existing borehole fields are not being monitored

to establish the effect of their long term exploitation over the past 10-15

years. It is already evident that some boreholes are producing low yields

(about 1.3 l/s). It is important therefore that a long term option of surface

water abstraction be considered.

Table 4.28: Gwoza Summary


Production (m3/day)



28,576.99 1,321 3,400 25,000

.

54


.

55


4.6 DAMBOA


Field investigations were carried out during the month of March 2018 to

ascertain the water supply situation on ground in Damboa. Damboa is been

served presently by a number of boreholes in various part of the town. The

three boreholes at Gumsuri that are being pumped to Damboa ( about 13 Km

away along Damboa- Chibok Road) discharge about 2-3 l/sec. All other have

battery of taps at the boreholes sites.


Population Commission (NPC) office at Damboa as well as other relevant



At the time of the visit physical, chemical and biological tests, are not

currently being carried out for all the schemes in their day to day

operations.





Projected Water Demand for Damboa in year 2030 is given as:

Table 4.29: Damboa Water Demand Projections Year 65% 2006 2010 2018+IDPs 2020 2030

Population 151,580.00 172,066.89 311,721.68 332,119.76 455,966.84

Per Capita (m3/day) 0.06 0.06 0.08 0.08 0.10

Demand (m3/day) 9,094.80 11,175.04 23,720.31 26,293.50 44,003.64




12,005.14 14,751.06 31,310.81 34,707.42 58,084.81

Hourly Peak Demand (m3/hour) 909.48 1,117.50 2,372.03 2,629.35 4,400.36


416.85 512.19 1,087.18 1,205.12 2,016.83

Key Parameters


IOM DTM IDPs: Damboa 90,000





35


20


22

.

56




4.6.2 Water works

Damboa is presently supplied through arrays of both hand-pump and

motorized boreholes as shown below. As of the time of visit, there are

fourteen (14) hand-pump and nineteen (19) motorized/solar functional

boreholes. Ten (10) of the motorized/solar boreholes are out of use.


areas of the town.

Table 4.30: Borehole within Damboa Town

Ward Location Hand Pump Motorized/Solar Borehole

F N F N

Damboa Central

Damboa 8 14 4

Nzuda-wiyakam

Mairi 1 1

S/Gari 1 1

Malaharam 1 1

Sumsumma 1 1

K/Buriri 1 1

Hausari 1 1

Gumsuri- Gumsuri 2 3

Total 14 19 10


Capacity

The water supply system presently have 14 functional hand pump and 19

motorized boreholes.


Hand pump = 0.75l/s

Motorized = 2.5l/s

Therefore, total yield for hand pump is

0.75 x 14 = 10.5l/s


10.5 x 60 x 60 x 8

.

57


= 302,400L

= 302m3


2.5 x 19 = 47.5


47.5 x 60 x 60 x 8

= 1,368,000L

= 1,368m3

The total capacity of water supply scheme to Damboa presently by these

boreholes is 1,670m3



Water Quality



System Efficiency:






The Table below illustrated what is the Water Supply Gap in Damboa town,



.

58


Table 4.31: Damboa Water Demand Gaps

Year


Demand (m3/day)






2006 151,580 0.06

9,094.80

10,913.76

2010

172,066.89 0.06 11,175.04

13,410.05

2018

221,721.68 0.08 16,871.80

20,246.16

1,670.00

2,390.00

18,576.16

17,856.16

2018+IDPs 311,721.68 0.08

23,720.31

28,464.37

1,670.00

2,390.00

26,794.37

26,074.37




supply situation for Damboa town. The recommended improvement options







More than 30% of the total motorized/solar boreholes in Damboa are out of

order, some of them due to minor repair. There is a need to urgently bring

all of them back on board as their contributions to the water supply scheme

are tangible.


The geophysical investigation carried out by us for water prospecting in

Damboa town revealed that fifteen additional deep boreholes (30 - 45mbgl)

around the town with high yield are possible. This option is the next most

feasible to improve water supply in the town.

.

59



With a production gap of almost 30,000m3 per day in Damboa as of 2018,


for water supply to Damboa.

There are many small rivers around Damboa town but River Goya Koyaro

holds a promise of providing adequate raw water to bridge the supply gap in

Damboa. With a 12m high dam on River Koyaro, Package Treatment Plants,

the projected Water Supply Gap will be effectively met.






Table 4.32: Damboa: Preliminary Cost Estimate for Immediate Interventions



No 10 1,500,000 15,000,000.00

2


No. 15 4,000,000.00 60,000,000.00


No. 3 35,000,000.00 105,000,000.00


Lump sum 15,000,000.00

Sub Total 195,000,000

29,250,000.00

10 Preliminaries and Contingencies 15%

Total 224,250,000.00

.

60


Table 4.33: Damboa: Preliminary Cost Estimate for Proposed Measures for Surface Water Resources

S/ No

Item Description Unit Qty Rate (N)

Amount (N)

1 Construction of a 12m high dam on River Goya Koyaro with all the appurtenant structures

Lump Sum

500,000,000.00

2 Construction of Package Treatment Plant (20m3/day)

Lump Sum

200,000,000.00


Lump sum

100,000,000.00

4 Pipelines and Transmission Lump sum

100,000,000.00

Sub

Total 800,000,000.00

5 Preliminaries and contingencies 15% 120,00,000.00

Total 1,020,000,000.00

4.6.9 Conclusions concerning Damboa

The water need assessment carried out in Damboa revealed that the

presently installed capacities of the schemes would not cater for the

present demand. This is due to, the system being constrained by low

borehole yields, low and irregular energy supply, broken down equipment,

lack of spares and an inefficient distribution network. In the immediate

term proposals have been offered towards restoring the various schemes to

increased production, improving water quality and overall system efficiency.

However, the sustainability of groundwater exploitation cannot be

guaranteed, especially as even existing borehole fields are not being

monitored to establish the effect of their long term exploitation over the

past 10-15 years. It is already evident that some boreholes are producing at

very low yields in the order of 1.3 l/s. It is important therefore that a long

term option of surface water abstraction be considered.

Table 4.34: Damboa Summary


Production (m3/day)



28,464.37 1,670 2,500 25,000

.

61


4.7 GEOPHYSICAL SURVEY

4.7.1 GEOPHYSICAL SURVEY OF PULKA TOWN

Location: PULKA TOWN GWOZA LGA OF BORNO STATE

Grid References

i. VES 01 N11.23293º E013.78245º ELEV. 367M

ii. VES 02 N 11.23227º E 013.70656º ELEV. 364M

iii. VES 03 N 11.23263° E 013.78797° ELEV. 366M

iv. VES 04 N11.23138° E 013.78973° ELEV. 368M

v. VES 05 N 11.23706° E 013,78289° ELEV. 361M

vi. VES 06 N 11.23775° E 013.79957° ELEV. 364M

vii. VES 07 N 11.23607° E 013.78009° ELEV. 361M

viii. VES 08 N 11.23385° E 013.78031° ELEV. 365M

ix. VES 09 N 11.23095° E 013.77629° ELEV. 363M

x. VES 10 N 11.23036° E 013.77347° ELEV. 366M

xi. VES 11 N 11.23679° E 013.76327° ELEV. 362M

xii. VES 12 N 11.23034° E 013.77224° ELEV. 370M

xiii. VES 13 N11.23687° E013.79443°

Elev. 368 M

xiv. VES 14 N11.21653° E013.76494° Elev. 375M

xv. VES15 N11.24522° E013.78823° ELEV. 357M

xvi. VES16 N11.24237° E013.78906° ELEV.360M

xvii. VES17 N11.23737° E013.79006° ELEV.362M

xviii. VES 18 N11.23440° E013.78839° ELEV.369 M

xix. VES 19 N11.21849° E013.77735° ELEV. 38M

xx. VES 20 N11.21696° E013.77676° ELEV. 383M

Client:

United Nations Development Programme (UNDP) Consultant:

PINNICATT NIGERIA LIMITED Period Surveyed: FEBRUARY 2018

.

62


GEOLOGIC SETTINGS

Geology

The geology of Pulka in Gwoza LGA is made up of two main units, namely,

the crystalline rocks of the basement complex and the superficial alluvial

deposits mainly within the intermontane valleys and plains. The basement

complex is exposed mostly towards the East of the area surveyed. The

geology of the area is made up of granites and undifferentiated

metamorphic rocks. These rocks constitute the principal and oldest

stratigraphic unit in Nigeria and consist mainly of granites, gneiss,

migmatites and subordinates schistose rocks.

Basement complex granites are 5-6000 million Years old while the

migmatitic inclusions are over 2000 million Years old. The basement region,

in which the study area lies, is exposed over much of the southern part of

Borno State and is defined tectonically by fault-bounded basins containing

sediment, which vary in age from Cretaceous to Quaternary.

The geological map of the study Area shows Basement complex granites

overlain by extensive alluvium and young alluvium with more restricted

deposits of colluvium.

The four principal units in the study area are described below.

Basement complex include all the pre-Mesozoic rocks in Nigeria. It consists

mainly of granites, gneisses, and migmatites, with subordinate base rocks.

In order of age form the oldest to the most resent, it is possible to

distinguish the following litho types: -

- Gabbros and diorites.

- Undifferentiated migmatitic rocks.

- Granite-gneiss.

- Granites

- Dykes

Alluvial deposit:- This geological unit includes most soils and comprises

those deposits formed in situ by the chemical and physical decomposition of

the bedrock. It occurs wherever weathering exceeds the rate of the erosion

and is therefore best developed in topographically subdued area.

Alluvium covers about 40% of the study area and occupies the slightly

elevated ground between the two main drainage systems on which study

area as situated. This alluvium deposit which is mostly due to seasonal

flooding in the study area, is consists of fine to silty sand has been

deposited over a wide area. We also find along the narrow river channels,

in few meters deposits of medium sand.

Colluvium: This unit is not widespread in the study area. The term

.

63


colluviums is intended here as colluvial deposits i.e. deposits composed of

debris accumulated by gravity and/or deposited by unconcentrated surface

runoff or sheet erosion. It is distinguished from alluvium by the fact that it

is not concentrated along the watercourses and generally has much coarser

grain with little or no classification and rounding of the constituent

particles.

Hydrogeology

The most important hydrogeologic units are the alluvium and or weathered

part of the basement complex and the fractured zone of the basement

rocks. Evidence from the depth of hand-dug wells and from the previously

drilled boreholes suggest that thickness of the alluvium/weathered zone

vary considerably with location, but may be about five to fifteen meters on

the average in places within the intermontane areas and where available.

Hydrology, Climate and Vegetation

The area of Pulka has a thick vegetation cover in some parts while some

parts are very scanty covered by shrubs, which are mostly found in the

valley and between jointed outcrops of the granitic rocks.

The area has a wide seasonal range of temperature ranging from as low as

24oc to as high as 42oc. This falls under semi-arid climate. Another

characteristic of this climate is that it has a short wet season of five months

and long dry season of about seven months. Rainfalls within the area, for a

greater part of the year, begin around May and ends up in September

although sometimes it extends to early October. Maximum rainfall is

recorded between the month of July and August. This is best described as

the savannah climate.

Temperature during March to May exceed 42oc. This high temperature may

drop to 29oc on cloudless nights. The dusty Harmattan blows off the desert

winds during the months of November to February.

4.7.2 METHOD OF STUDY AND DATA ACQUISITION.

Methods Applied

Equipment/Instrumentation:

The equipment used for the survey is Syscal Junior resistivity meter. The

Syscal Junior resistivity meter is an ideal instrument for applications with

depths of investigation in the range of 100- 120 meters or less. The 100W

transmitting power is quite adequate at these depths and the light weight of

the junior resistivity meters, only 7 kg with internal battery, makes easy

work of moving along your profile. The combined transmitter/receiver unit

is micro processor based and features a large, easy to read LCD display.

.

64


Measurement is fully automatic. Pressing the Start/Stop key to initiate a

measurement will first cause the SP value to be measured and then stored.

The Junior will then display the average values of voltage and current, with

standard deviation, until the stop key is pressed. If the operator has

selected the appropriate electrode array and spacing parameters the

apparent resistivity value is calculated. Memory storage for 1000 sets of

readings with all related parameters is provided.

The SP value is displayed so that noisy conditions may be observed. SP

compensation is recalculated during stacking with every third stack,

providing excellent linear drift correction. Automatic ranging during digital

stacking improves noise reduction. A 20 bit A/D converter is used to provide

the best resolution and highest quality data.

Power is supplied from internal rechargeable battery, or external 12V. The

battery charger is external and may be switched between 110 or 220V.

Typical operation time on the fully charged internal battery is greater than

3,000 cycles. Data transfer is provided by standard RS232 port.

The unique two channel design of the Syscal resistivity meters, allows for

measurement of both voltage and current during stacking. This provides the

most optimized design to ensure the best data quality and noise rejection.

Noise rejection is greater than 120 dB at power line frequencies. Voltage

resolution after stacking is 1 microvolt, with accuracy of better than 0.5%.

Techniques Applied

Principles of Resistivity Method

The principle of resistivity surveys is based on introducing a direct current

(DC) or very low frequency current in to the ground via two electrodes. If

the four electrodes are arranged in any several possible patterns, the

current and the potential measurements may be used to calculate the

resistivity.

The Schlumberger Array

This array is the most widely used in electrical prospecting. Four electrodes

are placed in a straight line on the earth's surface in the same order, AMNB,

with AB 5MN. For any linear, symmetric array AMNB of electrodes, the

equation of a can be written in the form of the equation below

.

65


+ - A M N B

Fig: Field Measurement using Schlumberger array

a = ( 2 ) 1/AM - 1/BM - 1/AN + 1/BN χ ∆V

I

It can be seen from the equation that the apparent resistivity Pa, is a

function of a single distance - variable (AB/2). In practice it is possible to

measure Pa according to the above equation, but only in approximate

manner. The apparent resistivity Pa usually is calculated by using the

equation above provided that AB≥5MN.

Data Acquisition

Ground water in hard rock areas is found to exist in the overburden part of

the rock, fractured part where water can move with ease along the

fractured zones and accumulate in the weathered parts of the rocks. What

this means therefore is that the most important hydrogeologic units are the

alluvium and/or the weathered and the fractured zones of the Basement

Complex. These are the possible water accumulating zones of the Basement

Complex and are believed to therefore contain water.

The two potential electrodes M and N are connected to the potential

terminals P1 and P2 on the Terrameter and the two current electrodes A

and B are also connected to the current terminals C1 and C2 respectively.

The electrodes are fitted firmly into the ground in order to ensure accuracy.

Having done that, the Abem Terrameter is then switched on and the current

is sent into the ground via the electrodes while readings are taken on the

liquid crystal display (LCD).

Some precautions have to be taken into consideration before and while

taking the readings if good and accurate data is to be collected.

Initially the survey is started at a short distance of AB/2, which is then

increased progressively as the survey continued. At a certain period the

potential distance MN has to be increased especially when it becomes too

.

66


small to give reliable reading of resistance. However the condition of AB/2

≥ 5 MN has to be fulfilled. Measurement of resistance is taken directly from

the Terrameter, which is then multiplied by K factor to calculate the

apparent resistivity. This is then plotted on a bi-logarithmic paper, the

resistivity values plotted against the distance AB/2.

The obtained data is plotted on a graph sheet called log-log graph with a

values plotted on the ordinate against distance AB/2 on the abscissa of the

graph. The plotting is done only on the log-log graph because the field curve

can be compared with calculated theoretical curve and the form of

electrical sounding does not depend on the resistivity or thickness of the

first layer provided 2/1, 3/1…. n/1 and the ratio h2/h1, h3/h1… hn/h1

remains constant. High values cannot be plotted on an ordinary graph sheet,

hence the choice of bi-logarithmic paper.

.

67


4.7.3 DATA ANALYSIS AND INTERPRETATION.

Introduction

A total of twenty (20) vertical electrical soundings (VES) were carried out at

different locations covering all parts of Pulka town using Schlumberger

Configuration. A total maximum AB separation distance of 260m of the

electrical electrodes was achieved.

To interpret properly, the understanding of the geology of Pulka is

necessary. Based on this therefore Vertical Electrical Soundings were carried

out at different locations including where boreholes were already drilled.

These include both productive and abortive ones, even the ones wild

cutting. The team also carried out hydrogeological, geological and

topographical investigations.

It is worth noting that after obtaining the data from the field, the data is

then processed and interpreted and the results discussed. Normally, the

data can be interpreted either qualitatively or quantitatively which could

either be manual or through the use of computer programme. Quantitative

interpretation can be analytical or empirical, both of these leads to getting

the layer parameters, which includes thickness, depth and resistivities of

the successive layers.

Apart from the data gathered in the field, to get an accurate and reliable

interpretation, one has to interpret the data in the light of

The existing geological maps of the locality

Hydrogeology of the wells and streams in the locality

Rock type in the area and

Enquiring the community members living there all possible questions that

might help you in your final interpretation

Analyses and Interpretation

To interpret the data, IPI2Win software was used. The data is first entered

into the computer (AB/2 vs. a). Layered model consisting of depth (m) or

thickness (m) and resistivity (m) is input into the computer for each set of

field data. It is expected that the number of layers for the model should

agree with the field curves. After inputting the data into the computer, it

then generates a VES curve from the model entered into. At this point both

the field curve and model curve can be viewed on the screen. If the model

curve doesn’t match with the field curve accurately, another model is tried

so as to obtain a better match. During the modeling, iteration of the curve

is repeated several times until the best match between the field curve and

the computer generated curve is obtained. The iteration adjusts the field

.

68


curve to match with the computer curve. As iteration is done, the root mean

square (RMS) error is reduced to minimum.

As mentioned earlier above, computer software programme IPI2Win was

used to interpret the data collected. It is a user friendly interactive

interpreting.

It also smoothens the field curve through the process of filtering technique

that involves single point correction, eccentricity correction and vertical

curve segment shift. Interpretation of the layer parameters was also carried

out by comparing various concepts of geological structure along the

surveyed observation line rather than independent informal sounding curve

inversion in the approach implemented in IPI2Win. This approach provides

the opportunity to use the priory geological data and extract information to

the greatest possible extent in the complicated geological situations.

4.7.4 CONCLUSION

Both qualitative and quantitative interpretations were carried out. 90% of

the curves indicate H-type of curve with very little differing features,

especially the depth to the basement. A lot ambiguity in the apparent

resistivity values were seen before the modelling.

From the interpreted results, the hydrogeological, geological and the

topographical studies carried out, it reveals that tectonic activities have

positively affected the area with respect to groundwater accumulation.

Pulka groundwater fall into a specific zone that is not guided by the over

burden but by the concentration of fractures. From the results so far, the

eastern, western and the northern flanks of the town are prosperous zones

for groundwater exploitation. Hence from the above analysis, a reasonable

number of productive boreholes could be drilled, and can be located at

appropriate distances from each other minding and allowing for possible

interference when sitting the boreholes. For now we have tentatively sited

Eight locations for borehole drilling

.

69


4.7.5 RECOMMENDATION AND OBSERVATION

Recommendation

Based on the interpreted results from the 20 soundings carried out, eight

sites are being recommended for exploitation. These are,

S/No VES POINT RECOMMENDED DRILL DEPTH

1 VES 3 33mbgl±8m

2 VES 4 28mbgl±12m

3 VES 7 34mbgl±5m

4 VES 11 28mbgl±9m

5 VES 12 30mbgl±6m

6 VES 13 45mbgl±6m

7 VES 14 32mbgl±8m

8 VES 17 34mbgl±7m

This does not in any way mean suggest that the remaining twelve (12) sites

are completely useless, but based on the probable yields, the sites listed

above should be given priority. Their Geographic coordinate and interpreted

model curves are detailed in appendix II.

Additional recommendations include:

1. Borehole should be logged before constructions

2. Gravel pack/cement grout borehole annulus to a depth greater than

60% of the overburden

3. Conduct DTH geo-electric logging to ascertain best screen positions

4. Pumping test should be conducted to ascertain aquiferous strength

for the installation of appropriate capacity pumps

5. Water quality analysis should be conducted to ascertain that the

water is potable for human consumption

Observation

This exercise is a scientific tool of guide for groundwater prospecting. The

results obtained therefrom may not be the exact representation of the

substrata. This is acceptable provided the predictions/findings do not fall

below 50% of the true subsurface situation. The hydro-geophysicist

surveyor/investigator is not liable for any geologic variance/deviation or

construction failure thereat.

.

70


4.7.6 GEOPHYSICAL SURVEY OF DAMBOA TOWN Location:

DAMBOA TOWN, DAMBOA LGA OF BORNO STATE Grid References

VES 1 GPS N11.20975º

E012.80873º

ELEV. 378M

VES 2 GPS N11.17750º E012.77825º ELEV. 397M

VES 3 GPS

N11.17484 º

E012.76788 º

ELEV.396M

VES 4 GPS

N11.17034 º

E012.76427 º

ELEV. 401

VES 5 GPS

N11.16731º

E012.76344º

ELEV.76344 M

VES 6 GPS

N11.161119 º

E012.75900 º

ELEV. 402M

VES 7 GPS

N11.15797 º

E012.75776 º

ELEV.401

VES 8 GPS

N11.15801 º

E012.75445 º

ELEV. 398M

VES 9 GPS

N11.15098 º

E012.75617 º

ELEV. 400M

VES 10 GPS

N11.17937 º

E012.77440 º

ELEV. 395M

VES 11 GPS

N11.05501 º

E012.81302 º

ELEV. 417M

VES 12 GPS

N11.04762 º

E012.80619 º

ELEV.421M

VES 13 GPS

N11.15508 º

E012.76904 º

ELEV. 400M

VES 14 GPS

N11.13314 º

E012.75551 º

ELEV. 398M

VES 15 GPS

N11.11257’’

E012.76258’’

ELEV. 436M

Client:

United Nations Development Programme (UNDP)

Client Partners:

1. European Union Civil Protection and Humanitarian Aid (ECHO)

2. Borno State Government

Consultant:

Pinnicatt Nigeria Limited

Period Surveyed: February, 2018

4.7.7 GEOLOGIC SETTINGS

Geology

The geology of Damboa Town falls under the Chad Formation in the Chad

.

71


Basin. It is worth noting that the geological history of the Chad Basin started

during the upper Cretaceous (upper most Albian) when over 1000m of

continental sediments constituting the Bima Sandstone was deposited

uncomformably on the Precambrian basement (Baker 1965) following the

regression of the sea during Albian- Cenomanian time. These beds are

distributed mainly to the Southwestern margin of the basin. In the Nigerian

Chad basin, the oldest rock is the basement complex rocks, which are

Precambrian in age. These are uncomformably overlain by a sedimentary

cover about 3500m thick.

In Damboa Town however, is more or less a transition zone between Chad

Formation in the Chad Basin and Basement Complex rocks of southern part

of Borno state as it is located at the tip ends of the Chad Basin.

In the Pleistocene and probably during the Pliocene, the Chad Formation

was deposited uncomformably on the Keri-Keri Formation. The sediments of

lacustrine origin vary both laterally and vertically in lithology. The

formation is mainly an argillaceous sequence of impersistant arenaceous

horizon. Towards the center of the basin, lacustrine clays are prominent in

the sequence but near the margin fluviatile sand, grits and gravels became

more important.

Hydrogeology

Hydrogeologically, the Chad Formation aquifers are well demarcated and

describe as Upper, Middle and Lower aquifers around Maiduguri. Elsewhere

however, these horizons do not exist. In the northern part, there exist at

depths about two horizons, with the upper one absent, but replaced with

water table aquifer and in the southern parts of the Basin, only the one

horizon is found which is replaced with water table aquifer in some parts,

especially in Damboa Town and its immediate environs.

4.7.8 METHOD OF STUDY AND DATA ACQUISITION.

Methods Applied

Equipment/Instrumentation:

The equipment used for the survey is Syscal Junior resistivity meter. The

Syscal Junior resistivity meter is an ideal instrument for applications with

depths of investigation in the range of 100- 120 meters or less. The 100W

transmitting power is quite adequate at these depths and the light weight of

the junior resistivity meters, only 7 kg with internal battery, makes easy

work of moving along your profile. The combined transmitter/receiver unit

is micro processor based and features a large, easy to read LCD display.

.

72


Measurement is fully automatic. Pressing the Start/Stop key to initiate a

measurement will first cause the SP value to be measured and then stored.

The Junior will then display the average values of voltage and current, with

standard deviation, until the stop key is pressed. If the operator has

selected the appropriate electrode array and spacing parameters the

apparent resistivity value is calculated. Memory storage for 1000 sets of

readings with all related parameters is provided.

The SP value is displayed so that noisy conditions may be observed. SP

compensation is recalculated during stacking with every third stack,

providing excellent linear drift correction. Automatic ranging during digital

stacking improves noise reduction. A 20 bit A/D converter is used to provide

the best resolution and highest quality data.

Power is supplied from internal rechargeable battery, or external 12V. The

battery charger is external and may be switched between 110 or 220V.

Typical operation time on the fully charged internal battery is greater than

3,000 cycles. Data transfer is provided by standard RS232 port.

The unique two channel design of the Syscal resistivity meters, allows for

measurement of both voltage and current during stacking. This provides the

most optimized design to ensure the best data quality and noise rejection.

Noise rejection is greater than 120 dB at power line frequencies. Voltage

resolution after stacking is 1 microvolt, with accuracy of better than 0.5%.

Techniques Applied

Principles of Resistivity Method

The principle of resistivity surveys is based on introducing a direct current

(DC) or very low frequency current in to the ground via two electrodes. If

the four electrodes are arranged in any several possible patterns, the

current and the potential measurements may be used to calculate the

resistivity.

The Schlumberger Array

This array is the most widely used in electrical prospecting. Four electrodes

are placed in a straight line on the earth's surface in the same order, AMNB,

with AB 5MN. For any linear, symmetric array AMNB of electrodes, the

equation of a can be written in the form of the equation below

.

73


+ - A M N B

Fig: Field Measurement using Schlumberger array

a = ( 2 ) 1/AM - 1/BM - 1/AN + 1/BN χ ∆V

I

It can be seen from the equation that the apparent resistivity Pa, is a

function of a single distance - variable (AB/2). In practice it is possible to

measure Pa according to the above equation, but only in approximate

manner. The apparent resistivity Pa usually is calculated by using the

equation above provided that AB≥5MN.

Data Acquisition

Ground water in hard rock areas is found to exist in the overburden part of

the rock, fractured part where water can move with ease along the

fractured zones and accumulate in the weathered parts of the rocks. What

this means therefore is that the most important hydrogeologic units are the

alluvium and/or the weathered and the fractured zones of the Basement

Complex. These are the possible water accumulating zones of the Basement

Complex and are believed to therefore contain water.

The two potential electrodes M and N are connected to the potential

terminals P1 and P2 on the Terrameter and the two current electrodes A

and B are also connected to the current terminals C1 and C2 respectively.

The electrodes are fitted firmly into the ground in order to ensure accuracy.

Having done that, the Abem Terrameter is then switched on and the current

is sent into the ground via the electrodes while readings are taken on the

liquid crystal display (LCD). Some precautions have to be taken into

consideration before and while taking the readings if good and accurate

data is to be collected.

Initially the survey is started at a short distance of AB/2, which is then

increased progressively as the survey continued. At a certain period the

potential distance MN has to be increased especially when it becomes too

.

74


small to give reliable reading of resistance. However the condition of AB/2

≥ 5 MN has to be fulfilled. Measurement of resistance is taken directly from

the Terrameter, which is then multiplied by K factor to calculate the

apparent resistivity. This is then plotted on a bi-logarithmic paper, the

resistivity values plotted against the distance AB/2.

The obtained data is plotted on a graph sheet called log-log graph with a

values plotted on the ordinate against distance AB/2 on the abscissa of the

graph. The plotting is done only on the log-log graph because the field curve

can be compared with calculated theoretical curve and the form of

electrical sounding does not depend on the resistivity or thickness of the

first layer provided 2/1, 3/1…. n/1 and the ratio h2/h1, h3/h1… hn/h1

remains constant. High values cannot be plotted on an ordinary graph sheet,

hence the choice of bi-logarithmic paper.

4.7.9 DATA ANALYSIS AND INTERPRETATION.

Introduction

A total of twenty (15) vertical electrical soundings (VES) were carried out at

different locations covering all parts of Damboa town using Schlumberger

Configuration. A total maximum AB separation distance of 260m of the

electrical electrodes was achieved.

To interpret properly, the understanding of the geology of Damboa is

necessary. Based on this therefore Vertical Electrical Soundings were carried

out at different locations including where boreholes were already drilled.

These include both productive and abortive ones, even the ones wild

cutting. The team also carried out hydrogeological, geological and

topographical investigations.

It is worth noting that after obtaining the data from the field, the data is

then processed and interpreted and the results discussed. Normally, the

data can be interpreted either qualitatively or quantitatively which could

either be manual or through the use of computer programme. Quantitative

interpretation can be analytical or empirical, both of these leads to getting

the layer parameters, which includes thickness, depth and resistivities of

the successive layers.

Apart from the data gathered in the field, to get an accurate and reliable

interpretation, one has to interpret the data in the light of

The existing geological maps of the locality

Hydrogeology of the wells and streams in the locality

Rock type in the area and

.

75


Enquiring the community members living there all possible questions that

might help you in your final interpretation

Analyses and Interpretation

To interpret the data, IPI2Win software was used. The data is first entered

into the computer (AB/2 vs. a). Layered model consisting of depth (m) or

thickness (m) and resistivity (m) is input into the computer for each set of

field data. It is expected that the number of layers for the model should

agree with the field curves. After inputting the data into the computer, it

then generates a VES curve from the model entered into. At this point both

the field curve and model curve can be viewed on the screen. If the model

curve doesn’t match with the field curve accurately, another model is tried

so as to obtain a better match. During the modeling, iteration of the curve

is repeated several times until the best match between the field curve and

the computer generated curve is obtained. The iteration adjusts the field

curve to match with the computer curve. As iteration is done, the root mean

square (RMS) error is reduced to minimum.

As mentioned earlier above, computer software programme IPI2Win was

used to interpret the data collected. It is a user friendly interactive

interpreting.

It also smoothens the field curve through the process of filtering technique

that involves single point correction, eccentricity correction and vertical

curve segment shift. Interpretation of the layer parameters was also carried

out by comparing various concepts of geological structure along the

surveyed observation line rather than independent informal sounding curve

inversion in the approach implemented in IPI2Win. This approach provides

the opportunity to use the priory geological data and extract information to

the greatest possible extent in the complicated geological situations.

4.7.10 DISCUSSION AND CONCLUSION

Discussion

The true resistivity values of the curves were computed and the low values

between 1 to 30 ohm.m consist of clays, while the medium consist of the

silt and clayey silt between 30 to 80 ohm –m and the 100 to 180 ohm.m. or

there about consist of the sands of various grades. During drilling however,

their intercalations are common. These grades of sand constitute the

aquifereous zone which is common in all the fifteen soundings conducted.

.

76


Conclusion

Based on the interpretation of the fifteen soundings conducted, three of the

fifteen soundings were carried outside Damboa town, but few kilometres

away to compare and contrast the results. It is found out contrary to the

earlier opinion that there is no groundwater in Damboa, groundwater do

exists.

4.7.11 RECOMMENDATION AND OBSERVATION

Recommendation

Based on the interpreted results from the 15 soundings carried out, all the

soundings could be drilled for groundwater exploitation. However, the

discharge inside Damboa town might be low. Towards the Northern flack of

the town is also low. It however has reasonable discharge towards the

eastern part of the town and further away may increase. Drilling depth is

relatively shallow between 30 to 45 mbgl

Additional recommendations include:

6. Borehole should be logged before constructions

7. Gravel pack/cement grout borehole annulus to a depth greater than

60% of the overburden

8. Conduct DTH geo-electric logging to ascertain best screen positions

9. Pumping test should be conducted to ascertain aquiferous strength

for the installation of appropriate capacity pumps

10. Water quality analysis should be conducted to ascertain that the

water is potable for human consumption

Observation

This exercise is a scientific tool of guide for groundwater prospecting. The

results obtained therefrom may not be the exact representation of the

substrata. This is acceptable provided the predictions/findings do not fall

below 50% of the true subsurface situation. The hydro-geophysicist

surveyor/investigator is not liable for any geologic variance/deviation or

construction failure thereat.

.

77


4.8 CAPACITY TRAINING

4.8.1 Training

Training is vital when there is a gap between the desired performance, and

the current performance in an organization. The skill Gap assessment earlier

conducted had established the Gap in both capacity of the institution as

well the desired skills required to achieve the mandate and based on the

study the training that required by water professional and personnel’s in

Borno state includes:

Non-Technical Modules

Effective communication for organisational performance;

Work ethics & attitudinal change for enhanced performance;

Time management for organisational efficiency;

Human Resources management;

Basic computing for water resource management;

Improving information management for water quality & quantity;

Technical Modules

Critical and analytical thinking for enhanced productivity

Project planning and management

Engineering skills and design for water resource management

Operation and maintenance of plants and equipment

Ground water investigations Borehole structure design, Installation and

rehabilitation;

Management and adaptation for climate change impacts;

GIS as a tool for storing, analysing and managing water quantity data

4.8.2 Evaluation of the Training Programme

Training assessments was conducted immediately after the training event to

evaluate the effectiveness of the training by the participants. A Standard

Training evaluation Form (with scoring/rating of training under key

categories) as shown in the appendix was administered to the participants.

The Training evaluation Report include the opinion of the various

participants with regards to the overall training, the training objectives, the

presentations made, the materials distributed, the trainers, the duration of

training, the venue, recommendations future improvement of training

programs, the lessons learnt and areas of application in workplace. A total

of 25 participants attended the management training session and a total of

25 participants also attended the Technical training session and all the

participants were administered the training evaluation form and the rate of

return of the training assessment form was 100%.

.

78


Gender Distribution

The training for the management staff was attended by 23 male which

constitute 92% of the total participants and 2 females constituting about 8%

of the total population as shown in chart 1 below whereas the training for

the technical staff was attended by 21 males which constitute 84% of the

total participants and 4 females, constituting 16% of the total participants

as shown in chart 2 below. This distribution showed the gender disparity in

the water sector in Borno state which needs to be addressed by involving

and encouraging more female participation and gender mainstreaming in the

water sector.

Chart 1: Gender Distribution Management Chart 2: Gender Distribution Technical

Age Distribution

The age Distribution of the participants indicated that about 80% are

between the age of 51-60 while 20% are between the age of 41-50 years for

the management training as shown in chart 3 below whereas that of the

technical training majority of the participants were between the ages of 41-

50 years (52%) and 51-60 years (40%) and the younger age groups 31-40 years

constitute only about 8% of the participants as shown in chart 4 below. This

indicates that with about 80% of these participants are likely to be out of

the job due to retirement in the next 10 year based on age or years of

service. There is a clear indication of the need for young and vibrant

workforce in the water. Hence the need to recruit and maintain younger

workforce, train more middle and lower cadre officers as the retirement of

key personnel’s has the ability of creating a mass capacity gap in both

organisations.

.

79


Chart 3: Age Distribution Management Chart 4: Age Distribution Technical

The analysis of the evaluation forms submitted by the participants indicated

that majority of the Management staff of BSMWR and RUWASSA found the

training timely and useful. It is evident that about 68% of the participant

strongly agreed while about 32% agreed that the objective of the training

was met as shown in chart 5 below. The participant (about 60%) also

strongly agreed and thirty five percent (35%) agreed that their personal

objective for the training which was written down at the beginning of the

training were also met as shown in chart 6 below.

Majority of the participants strongly agreed (72%) and agreed (28%) that the

presentation materials (in terms of power point slides, group works and

other materials projected were adequate, sharp, audible, visible and

readable as shown in chart 7 below and the topics covered by the various

presenters were also relevant to them, their work and the contemporary

(Strongly Agree = 80%, Agree = 20) as shown in chart 8 below.

Chart 5: Training Objectives (Mgt) Chart 6: Training Expectations (Mgt)

.

80


Chart 7: Adequacy of Materials (Mgt) Chart 8: Relevancy of Topic (Mgt)

Similarly, during the training for the technical staff, about 64% of the

participant strongly agreed while about 36% agreed that the objective of the

training was met as shown in chart 9 below. They also strongly agreed

(about 76%) and the remaining twenty percent (20%) agreed that their

personal expectation for the training which was written down at the

beginning of the training was also met. However, 4% of the participant were

neutral on the subject matter as shown in chart 10 below.

Majority of the participants also strongly agreed (64%) and agreed (32%) that

the presentation materials used during the training were adequate.

However, 4% of the participants were neutral as shown in chart 11 below. In

the same vein, the topics covered by the various presenters were also

relevant for the proper execution of their work (Strongly Agree = 76%, Agree

=24 %) as shown in chart 12 below.

Chart 9: Training Objectives (Tech) Chart 10: Training Expectation (Tech)

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Chart 11: Adequacy of presentation Materials (Tech) Chart 12: Relevancy of Topics (Tech)

The analysis also showed that during the management training all of the

participants are in agreement that the content of the training modules was

organised and easy to understand (strongly agree =80%, agree = 20%) as

shown in chart 13 below and the materials distributed were quite helpful to

the participants (strongly agree =88%, agree = 12%) as shown in chart 14

below.

The presenters engaged the participants in various ways such as quizzes,

questions and answers, and activities hence most of the participants

strongly agreed (84%) and others agreed (16%) that the presenters were

engaging all throughout the training period as shown in chart 15 below. In

the same way significant number of participants strongly agreed (60%), and

agreed (36%) that the trainers were knowledgeable in the training topics,

however about 4% of the participant were neutral regarding the subject

matter as shown in table 16 below. The expertise of the resource persons

was visible in the preparedness of the trainers, smooth delivery of lectures

and their ability to answer questions. Chart 13: Organised Training Content (Mgt) Chart 14: Helpful Materials (Mgt)

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Chart 15: Presenters Engagement Rate (Mgt) Chart 16: Trainers Knowledge (Mgt)

Similarly during the technical training that the participants were in

agreement that the content of the training modules was organised and easy

to understand (strongly agree =84%, agree = 16%) and the materials used for

the training were helpful and relevant to the participants for effective

water resource management (strongly agree =80%, agree = 20%) as shown in

the chart17 and 18 below.

The presenters were also able to efficiently engage the participants during

the training session in various ways such as quizzes, questions and answers,

and activities hence most of the participants strongly agreed (88%) and

others agreed (8%) that the presenters were engaging all throughout the

training period. However, about 4% of the participants were indifferent as

shown in chart 19 below. In the same way significant number of

participants strongly agreed (88%), and agreed (12%) that the trainers were

knowledgeable in the training topics as shown in chart 20 below.

Chart 17: Organised Training Content (Tech) Chart 18 Helpful Materials (Tech)

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Chart 19: Presenters Engagement Rate (Tech) Chart 20: Trainers Knowledge (Tech)

According to the participants of the management training, the length of the

course was appropriate (24% strongly agreed and 76% Agreed) as shown in

chart 21. This indicates that the pace of the course was appropriate to the

content, the attendees and the allotted time for each topic was sufficient.

They also strongly agreed (82%) and agreed (18%) that the training

experience will be useful to them in their various place of work as shown in

chart 22 below. This shows that the training was necessary and timely and

the content of the training is applicable to water sector productivity

improvement. Similarly, the participant indicated (strongly agree = 86% and

agree = 14%) that the exercises and group work were relevant and helpful in

facilitating the understanding of the various concept taught. furthermore,

the participants strongly agreed (60%) and agreed (30%) that the training

venue and facilities were also appropriate and comfortable as shown in

chart 24 below.

Chart 21: Course Duration (Mgt) Chart 22: Usefulness of Training (Mgt)

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Chart 23: Exercises and Group work (Mgt) Chart 24: Training Facility (Mgt)

The participants of the Technical training indicated that the length of the

course was appropriate (40% strongly agreed and 60% Agreed) as shown in

chart 25 below. They also strongly agreed (62%) and agreed (48%) that the

training experience will be useful to them in their various place of work as

shown in chart 26 below. Given the right tools to work, the participants will

be able to translate what they have learnt from the training into practice.

Similarly, the participant indicated (strongly agree = 80% and agree = 16%)

that the exercises and group work were relevant and helpful in facilitating

the understanding of the various concept taught. However, 4% of the

participants were neutral as shown in chart 27 below. Furthermore, the

participants strongly agreed (72%) and agreed (20%) that the training venue

and facilities were appropriate and comfortable. However, about 8% of the

participant were indifferent as shown in chart 28 below.

Chart 25: Course Duration (Tech) Chart 26: Usefulness of the Training (Tech)

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Chart 27: Exercise /Group work (Tech) Chart 28: Training Facility (Tech)

The Highlight of the Training

The participant for the management training indicated that what they liked

the most about the training are as follows:

The training facilitate the application of technical and managerial

knowledge to real life experience in the workplace.

The topics were beneficial, well discussed and the presentations was

good

The group work and group presentation facilitated learning, exchange

of ideas and bonding with colleagues and has the ability to increase

organisational performance

The friendliness and punctuality of the resource persons was

exceptional

The interaction of the trainers with the participants created a

conducive atmosphere for learning.

Similarly, the participants for the Technical training also stated what they

liked the most about the training in addition to that by the management

staff as follows:

The modern way of undertaking engineering design

Action plan formulation and the technical sessions,

Project management and Scheduling as well as use of visual aids

Favourable learning environment, group work and exercises

Geophysical investigation for ground water resources management

Cordial interactions between facilitators and participant as well as

with co-participants.

Basic computing and management

The Training Aspect to be improved

Majority of the participants for both management and technical training

stated the training was exceptional and there is little or nothing to be

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improved upon, however, some of the participants were of the opinion that

the areas of safety and security of workers and asset, climate change

management and adaptation as well as water resources management should

be made a tailor-made training to enable proper understanding of the

subject matters. Some participants also suggested that the training be

conducted on a quarterly basis so the water professionals will continually be

abreast on water resources issues. In addition, the participant also indicated

that the practical sessions and some technical sessions such as solar

installation, ground water investigation as well as basic computing should be

improved by allotting more time. They also suggested that the duration of

future trainings should be extended to enhance proper coverage of modules.

However, effective time management during the training programme is also

essential.

Lessons Learnt during the Training Session

The participants for the management training indicated that they have

learnt the following during the training session:

Effective and efficient water resource management for productivity

enhancement

Proper human resources management and keeping financial record is

vital for organisational performance.

Staff motivation to ensure organisational excellence

The relevance of effective communication and information

management in an organisation

The essentials of time management , punctuality, honesty, trust,

mentorship and disciple

The importance of security and safety of workers and assets

Development of new initiation and creativity in discharging of duties

Similarly, the participants for the Technical training also indicated the

lessons learnt during the training in addition to those stated by the

management staff are:

Geophysical survey method, interpretation of field data and computer

modelling techniques

Techniques for the application of solar power for efficient utilisation of

water resources

Critical and analytical thinking for organisational performance

Revenue generation and financial management

Surface and ground water management after insurgency

Design and mapping of water distribution network

Interaction with a broad spectrum of water professionals

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Changes to be effected by the participant

The participants for both management and technical training stated that

they intend to make changes in their professional practice. The changes

outlined below are as a result of the training obtained.

Enhance the productivity of the water sector in Borno state by

motivating the staff and involving them in decision making and through

exemplary leadership

Effective way of disseminating information in the workplace

Improve the safety of staff, asset and the environment

Exhibiting attitudinal change and dedication to duty

Implementing lessons learnt regarding project, facility as well as

human resources planning and management.

Any other Comment

The participants for the management training made the following comments

and suggestion:

The training was very helpful and beneficial and suggested the training

to be undertaken by more intermediate and technical staff to achieve

organisational excellence.

There is also need for continuous training and re-training of water

professionals and personnel’s in Borno state to enhance the

productivity of water resources in the state.

Other specific water related professional courses should be undertaken

by the staff such as water distribution networks design, Bills of

Quantities, procurements, construction and management).

There is a dire need for training of staff at the lower cadre since they

execute most of the jobs in the water sector.

The duration of the training could be extended to enable adequate

training on topical subject matter.

Training of area mangers in the water sector is essential to enhance

the efficiency of water distributions.

Brainstorming session / workshop should be organised for political

leaders and the top management

Maximum commitment and co-operation of the political leaders is vital

for water governance

4.8.3 Conclusion

Lack of capacity as well as inadequate capacity of water professionals is a

constraint to sustainable water development in Borno state. This training is

designed to improve water Resource Management in Borno State so that

water professionals’ and personnel’s in the communities can effectively

manage water for peoples' health, economic development, and

environmental sustainability.

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Training water professionals and personnel is a capacity building technique

that has the ability to assist in the task of achieving the water and

sanitation-related targets of the organisations, the SDGs, as well as that of

the development partners. The training involves the essentials of basic

management of human and water resources as well as designing,

constructing, managing and operating all of the surface and Ground Water

Systems that will be required to meet these global challenges.

The specific objectives of the training is to expose the participants to new

productive thinking and global best practices, techniques and processes in

the water sector; foster attitudinal change whilst building upon existing

knowledge and experiences; encourage the practical application of learning

in the work environment; as well as evaluate and document the learning

experience. The course structure and delivery was divided into two distinct

phases: class based learning; application of learnt principles and practicals.

The workshop gave the participants the opportunity to present their

knowledge and experiences through group works and syndicate group

discussion. The trainers facilitated the sharing of profound knowledge, ideas

and best management practices and stimulated collaboration among

colleagues and between organisations. The participants were also

enthusiastically engaged in the training program which stimulated critical

debate that led to the formulation of action plans, generation of

recommendation and the realisation of the need for knowledge and peer

support after the training.

It is important to note that capacity building is more than just training. It

also includes education, research, organizational development, and

awareness raising among individuals as well as organizations, policymakers,

and bureaucrats. Hence an integrated approach to water resources

management should be wholly adopted.

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4.8.4 Action Plan Formulation

The following action plans for enhancing the productivity of water resources

in Borno state were formulated by the participants

Table 1: Action Plans Formulated

ACTION PLAN FROM CAPACITY DEVELOPMENT ON WATER RESOURCE MANAGEMENT FOR BORNO STATE GOVERNMENT OFFICIALS

Issues (What)

Objectives (Why)

Strategy (How) Person/Dept. (By Whom)

Timeline (When)

Location (Where)

1

Difficulty in understanding the message of superiors

Enhanced communication between superior and subordinate.

1. Use of local language in our communication, especially to officers that do not understand English language. 2. Use of feedback. 3. Use of documentation.

All Management/Senior staff of the ministry.

Jul-18

2

Lack of record keeping and documentation

For effective planning and future reference.

1. Every Director should have a register for tracking instructions and file movements. 2. Every project should have as-built drawings after the project have been completed. 3. Digitization (soft copies) of records and documents. 4. A copy of every project report should be forwarded to planning department. 5. Resuscitate the Library to salvage the relevant documents in it. 6. Digitization of relevant existing documents in the Library.

Jul-18

3

Lack of proper channel of communication from the top management

Have a clear definition of duties.

1. Re-direct the memo back to the top officer then to the right office. 2. Proper orientation of the Staff on the procedures in the ministry. 3. Enforcement of compliance with departmental organogram.

All Management/Senior staff of the ministry.

Jul-18 Offices

4 Over lapping of functions

Have a clear definition of duties

1. Dig out all existing documents that contains the schedule of duties. 2. Remodel the schedule of duties. 3. Hold a meeting with all the directors to review the schedule of duties. 4. Disseminate the remodelled schedule of duties.

The directors of Admin and planning.

August 2018 to September 2018

5 Proper planning of project

Effective delivery of projects within time frame and budget allocated.

1.Insist on adherence to design specifications 2.Insist on professional compliance in execution . 3. Active involvement of the stakeholders and end users. 4. Effective supervision by the ministry or agency staff.

1. All Directorates 2. Director of Planning.

Jul-18

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6

On the job Training and re-training for staff

Enhanced efficiency and productivity in water resource management.

1.Staff orientation In-house 2. Workshops and Seminar. 3.Short term and specialized training programs (Local and international) 4. Training initiatives through corporate social responsibilities of contractors/ consultants and other corporate bodies. 5.Resusitation of the training unit under the directorate of administration

All Management/ Senior staff of the ministry and RUWASSA.

Aug-18

7 Safety and security

1. To have a safe and secure working environment 2. Safety of assets

1. Adherence to visitors register and tags. 2. Checkmate the activities of the security apparatus. 3. Proper signage of exits and muster points. 4. Switching off of all electrical appliances

1. Director of Administration 2. Every Staff

4.8.5 Recommendations

The recommendations below are the outfall of the Capacity Development on

Water Resource Management Training for the Management and Technical

Staff of Borno State Ministry of Water Resources (BSMWR) and Rural Water

Supply and sanitation Agency (RUWASSA).

The Training further necessitated the need for further intervention in the

areas identified below for the objectives of the training to be achieved and

sustained.

1. Acquisition of and training on Software for enhanced productivity of

water resource management in Borno State, including Geological

interpretation and Modelling software, Water distribution modelling

software, Geographic information System (GIS) Software, Geophysical

investigation software, Pipe flow expert.

2. Mapping and digitization of water distribution network in Maiduguri and

its environs to detect leakages, regulation of supply and appropriate

customer enumeration. This is critical now as it was discovered in the

course of the training that there is no up to date map of the Maiduguri

Water distribution network which contributes about 80% of the total

water supply to Internally Displaced Persons (IDPs) and host

communities in Maiduguri and its environ.

3. Provision of modern Electromagnetic and Geophysical Equipment for

conducting surveys to enhance groundwater exploration.

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4. Brainstorming session between the political and administrative heads

for effective and productive water resource management in Borno

state.

5. Provision of piezo-metric boreholes across the state for monitoring and

generation of data on groundwater resource.

6. Acquisition and training on Borehole CCTV and logger for design,

investigation, inspection and maintenance of boreholes.

7. Acquisition of basic maintenance tools and PPE (Personal Protective

Equipment) for routine maintenance and safety to improve water

resource management.

8. Continuous capacity development on water resource management to

all categories of staff of the Ministry/RUWASSA to enhance

productivity.

9. Provision of chemical dosing and treated water pumps for effective

water treatment and enhanced productivity in water distribution.

10. Provision of modern security gadgets and firefighting equipment on

critical water installations in Borno State to safeguard the water

facilities.

11. Digitization of the relevant existing document in the Ministry to

safeguard data and enhance easy access.

12. Setting up of a Geographical Information System (GIS) Centre to

enhance easy access to real-time information on water facilities in

Borno State.

13. Provision of leak detection equipment to reduce wastage of water and

to prevent pollution.

14. Acquisition of solar based technology for powering Maiduguri water

treatment plant system to reduce the huge operational and

maintenance cost in power generation.

15. Utilization of solar based technology in rural water supply systems due

to lack of access to power supply.

16. Implementation of National Water Policy by establishing all the

agencies provided in the policy to improve Water Resource and

Sanitation Management in Borno state.

17. Enlightenment on hazardous use of chemical for fishing in the Alau

Dam reservoir, and enforcement of the law on use of hazardous

chemicals by various regulatory agencies.

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5.0 CHALLENGES

There were several challenges and constraints experienced by the

Consultant in the process of carrying out this assignment and they can be

summarized broadly under two headings: access to sites and data collection

at the establishments that were visited.

Due to the insurgency and the security problem in the entire North-East

region of the country, gaining access to some of the towns and the water

works locations within the towns was very difficult. There were times that

field agents will have to wait for weeks before they could secure the

approval of the security agents to travel to some arrears. When we decided

to organize our own security apparatus to work with us, the bureaucratic

bottlenecks were so many that it took intervention of some senior military

officers to get the approval and have a team of soldiers to work with us.

The second major challenge was access to data and records from the two

major government agencies we worked with : Borno State Ministry of Water

Resources (BSMWR) and Rural Water and Sanitation Agency (RUWWASA). In

some cases, the Consultant visited between 3 and 5 times and in the end

was told that data are not available. Where data were available, they were

scattered and scanty, this made it difficult to harmonize, collate and

analysed as is necessary for. In some cases, the available data are old and

have not been frequently updated which render most of them irrelevant to

the study.

We discovered that relevant documents were not usually stored in the

establishments’ libraries, but in individual staff data base. Documents kept

in individual staff’s custody are usually taken away on their retirement or

when transferred and therefore not available.

Documents stored in hard copies are usually torn and destroyed by insects,

age, fire and weathering. Where available, the documents are often

scattered and not well arranged, therefore difficult to retrieve.

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Despite the letter of introduction from the consultant to the

establishments, some officers still withheld relevant data. This may be due

to lack of trust, which may be associated with poor quality and authenticity

of their data. Such establishment applied bureaucratic process to delay and

eventually state one reason or the other why it was not feasible to supply

the required data.

Most of these constraints associated with data collection and collation could

have been overcome if the system of storing data and information in

electronic forms (websites) has been in use in these establishments.

And lastly, the mode of payment by the client became a major challenge to

the consultant. Only 10% of the contract sum was paid on commission and

the next payment is not due until the submission of Water Need Assessment,

Capacity Gap Evaluation and the Geophysical Survey Reports which

constitute about 80% of the scope of work. The consultant was put under

serious pressure in sourcing for fund to carry out the project.

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7.0 RECOMMENDATION

There is an urgent need to bring the Maiduguri treatment plant back to its

installed capacity as the system is under serious stress. The large population

of displaced people in Maiduguri which at a time was almost getting to a

million people has placed so much pressure on the Water Supply System in

the Metropolis that it is beginning to break down. There is also a need to

start plan to immediately bring the second phase of the project on board as

the present first even if returned to the installed capacity cannot meet the

projected water demand.

Relative peace seems to be returning to the North-Eastern part of the

country as the insurgents are been pushed out of more and more towns and

villages. There is now a concerted effort on the side of both the Federal and

State Government and their development partners to resettle the displaced

people back to their communities. This has brought up the need for safe

water and sanitation for these returnees.

From the conclusions drawn for all the studied towns, reliance on borehole

based water supply system as the only source of water supply cannot meet

the water demand. There is a need for serious attention to be given to

surface water exploration as a long term solution to the perennial water

supply shortage in these towns and communities. The findings show that

even if all the dilapidated boreholes were to be refurbished, there will still

be a big gap in supply and demand of water.

It is also important to strongly recommend that water supply can no longer

be provided and effectively maintained as a social service. A situation

where three hundred naira is been charged per household in Maiduguri

metropolis is no longer sustainable. There is a need to have an effective

metering system that will help in revenue generation which will go a long

way to ease the pressure on Borno State Government meager resources to

cater for maintenance of the facilities for water supply.

The training of the staff who provide the manpower requirement for the

water supply management is very critical and should no longer be

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overlooked. Some of the participants at the training sessions have never

been to any training since they came into service and some of them have

over fifteen years in the service.

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