Coren Paper for Registered Engineering Personnel _ Maliki Muhammed

COREN ENGINEERING PERSONNEL: 2011
Maliki Muhammed Page 1 of 41

COUNCIL FOR THE REGULATION
OF ENGINEERING IN NIGERIA
PROFESSIONAL REPORT ON PRACTICAL EXPERIENCE
FOR MEMBERSHIP AS AN ENGINEERING PERSONNEL
POST-GRADUATE TECHNICAL REPORT
MALIKI, MUHAMMED ABDUL
B. ENG (CIVIL ENGINEERING), MNSE
UNIVERSITY OF NIGERIA, NSUKKA
FEBUARY, 2011


ATTESTATION
This is to confirm that Mr. MALIKI, Muhammed Abdul, a Civil/Structural
Engineer with Metti Consultants entered upon the activities of the projects
mentioned in connection with the company in this report.
Thank you.
Name:………………………………………………………………………………………………………………
Position:…..………………………………………………………………………………………………………
Company:…………………………………………………………………………………………………………
Sign:………………………………………………………………………………Date:…………………………


DEDICATION
This report is a dedication to all practitioners especially in the art, science and
engineering families whose professional and distinct contributions have been
insightful and have inspired the coming engineers to a great deal in reasoning out-
of-the-box in their day-to-day engineering decision.


ACKNOWLEDGEMENT
My acknowledgment goes to the Bearer of Wisdom, God Almighty.
I have been indebted to the inspiring and conducive environment made possible by
the Management and Staff of UF-A Consultants as a huge part of this report had
been derived from the activities being performed while I was under the obligation of
the company.
I have also acknowledge with gratitude the advise, encouragement and push of a
respected senior colleague – Joseph Olabode Dayo and more so for the inputs and
assistance of yet another colleague and a friend- Saheed Ogunniyi
To my family: The Malikis -I owe you everything.
My appreciation is incomplete without recognizing the efforts of various engineering
governing/regulatory bodies of one of which constitute the reason for this report is
the Council for the Regulation of Engineering in Nigeria, who through its campaigns
has advanced engineering practice to a greater standard. God Bless COREN. God
bless engineering practitioners in Nigeria.
Thank you.


TABLE OF CONTENTS
Contents Page
Title Page…………………………………………………………………………………………. 1
Attestation……………………………………………………………………………… 2
Dedication…………………………………………………………………….. 3
Acknowledgement………………………………………………… 4
Table of Contents…………………………………………5
Part I
Introduction………………………………………………………………………………………. 6
Self Biography………………………………………………………………………….. 7
Bio-data…………………………………………………………………………. 8
Summary of Recent Jobs Executed…………………………. 9-10
Part II
Post Graduate Training and Experience………………………………………………… 11-36
Reference………………………………………………………………………………… 36-37
Proposal………………………………………………………………………… 37-38
Appendix I Bill of Engineering Measurement and Evaluation for NPA:
Nigerian Ports Authority
Appendix II Calculation Sheets for Twin & Rivers
Appendix III Calculation Sheets for Sancoemex Nigeria Limited


INTRODUCTION
This postgraduate training and experience technical report is written in partial
fulfillment of the requirements for admission as an Engineer of the Council for the
Regulation of Engineering in Nigeria.
This report touches on some of the projects of which I have assumed a core role
and executed either independently or under the supervision of registered Senior
Engineers.
It is a presentation of experience acquired in practice as a Civil/Structural Engineer
through extensive conceptual, theoretical and practical training covered over a
period of five(5) years of post NYSC proven experience which spreads around and
cut across through Civil Works/Structural Engineering , Geotechnical Engineering,
Oil & Gas, Telecommunication, Project Management and other related fields.
The report is the result of deliberate effort to summarize my post-graduate
professional activities, both on-site and on-desk by focusing prominently on the
activities performed by me, the problem(s) encountered in the course of such
activities and solution(s) proffered from an engineering perspective to remedy the
situations.


SELF BIOGRAPHY
My post-graduate experience history as highlighted below has been arranged
in a past to present pecking order.
2005-2006: In line with the compulsory NYSC requirements I served as a
Youth Corp member with Ikono Local Govt. Secretariat in Akwa-Ibom. As a
Quantity Estimator and Pupil Engineer, I was responsible for project cost estimation
and supervision of the secretariat’s community civil works projects.
2006-2007: I functioned as a Site Engineer/Quantity Estimator with Mariad
Morh (Nig.) Ltd, a construction and aluminum company based in Lagos.
In June 2007, I joined Progress Engineers, a geotechnical firm located in
Lagos. The firm is a major player in foundation engineering as well as soil sampling,
identification and laboratory testing for soil classification and sub-soil strength
determination.
In 2008, I joined Encon International Ltd in the capacity of a Project
Engineer. I was involved in a series of duties. Part of such duties include structural
designing, comprehensive report writing, safety management of traffic flow,
economic study and assessment of projects such as the proposed Cable Stayed
Bridge linking Lekki-Epe Expressway and Ikoyi in Lagos.
From 2008-2010, I was part of UF-A Consultant work force. At UF-A
consultant I was able to gain experience that have constituted a huge aspect of my
structural designing and site supervision capabilty given the application of state-of-
the-art computer-aided design tools which include Staad Pro, Orion, Master
Series, Ram Concepts, Scale etc. UF-A consultants is structured to provide design
and plan residential, commercial, and industrial structures in compliance with
relevant governing codes. I was chiefly responsible for structural design, detailing of
reinforced concrete and steel structures for various purposes as for residential,
commercial and mixed uses as well as site visitation/ inspection and attending
various site meetings.
Between 2010 till date, I have been involved in reports writing on the condition
assessment/integrity check of various lattice communication
structures(towers/masts) including supervision, modification works on topsides
structures and Platforms/Decks (Oil and Gas related). I presently owned my
professional obligations to Metti Consultants as a Design/Project Engineer.


BIO-DATA
NAME: Maliki Muhammed abdul
SEX: Male
STATE OF ORIGIN: Edo State
PLACE OF BIRTH: Lagos, Nigeria
LOCAL GOVERNMENT AREA: Etsako East local Government
EDUCATIONAL BACKGROUND
DATE INSTITUTION ATTENDED QUALIFICATION OBTAINED
1985 - 1991 Ifelodun Primary School, Agege,
L
First School Leaving Certificate
1991 - 1997 State High School, Agege, Lagos Senior Secondary School
Certificate
1999 - 2004 University of Nigeria, Nsukka, Enugu
State
B.ENG. (Civil Engineering)
2010 - Date University of Lagos, Akoka MPM (Master of Project
Management)
PROFESSIONAL MEMBERSHIP
Corporate Member: Nigerian Society of Engineers, NSE: 23454.
PROFESSIONAL TRAINING
1 Level 3 & General Hse Training: Nigerian Institute of Safety
Professional(NISP), 2010
2 Essential Software Solution for Structural Engineer: CSC, 2010
3 Oil & Gas Production Facilities Course: EPCM Engineers, 2009
4 Project Management Professional: BI-TRAX Axxent, 2009
PRESENT PLACE OF EMPLOYEMENT
METTI CONSULTANTS
7, BODE THOMAS STREET
SURULERE LAGOS
LAGOS - NIGERIA


STATEMENT OF EXPERIENCE AND RESPONSIBILITY
DATE FROM
DATE TO
POSITION, EMPLOYER AND DESCRIPTION OF PROJECT. Confirmed By
Nov.2010 - Date Project/Structural Engineer, Kunech Properties
Limited, Remodeling/design and supervision from 6 to
8 suspended floors(flat slab) of an on-going Car Show
Room & Office Building with Workshop Being Found on
Pile at Lekki-Lagos
Engr Arowolo Gomina
Dec.2010 Project Supervisor Civil, Inspection during Fabrication,
Supervision of the Construction of 45m Tower Foundation as
well as Erection of a Fixed Wireless Base Station Tower at No.
2 Seriki Aro Street, Ikeja, Lagos.
Maliki Muhammed
Dec.2010 Design Engineer, Weaver Ventures Ltd, Propose Prototype
Housing Units Design to include Blocks, Terraces, Recreational
Buildings for Oceanic Capital at Dideolu Estate, Oniru, Eti-Osa,
Lagos
Engr Arowolo Gomina
Nov.2010 - Date Structural/Project Engineer, Sterling Nig. Plc, Design Review
and Integrity Check for an on-going 7-Storey Office
Development/Plaza at Central Area-Abuja
Engr Arowolo Gomina
Aug. - Oct. 2010 Engineer, Chevron Nigeria Limited, Topside Installation and
Production Platform/Deck Modification on Escravos Gas
Project.
Dr. Moses
Iyengunwena
July – Aug. 2010 Engineer, Chevron Nigeria Limited, Evaluation of Concrete
Berge Tow Resistance and Strength Check on Concrete
around the Bollards on Dibi Development Project, North &
South Water Station
Dr. Moses
Iyengunwena
March – July 2010 Engineer, Shell Petroleum Development Company, Reports on
Structural Assessment/Integrity Check of Various Tower/Mast,
Rivers State
Dr. Moses
Iyengunwena
April 2010 Structural Engineer, Proposed Development for Justice
Ogunwunmi, Lagos
Engr. Olumide Fatoki,
March 2010 Structural Engineer, Formwork Limited, Design of a Proposed
18-Storey Mixed Use Development for Sancoemex Nigeria
Engr. S. Moshood


Limited @ Ahmed Onibudo Street, V.I., Lagos.
Feb 2010 Structural Engineer, Formwork Limited, Design of a Proposed
3-Storey Guest House Development for Joseph Gaba, V.I.,
Lagos.
Engr. S. Moshood
Jan 2010 Structural Engineer, Arctive Consultants Ltd, Design of a
Proposed 4-Storey Development for Twin & Rivers Nig. Ltd @
Ikoyi, Eti Osa L.G.A., Lagos.
Engr. Olumide Fatoki
Jan 2010 Structural Engineer, Integrated Projects, Proposed 3-Storey
Apartment for Ayodele Samuel @ Nicon Town, Lekki, Lagos
Engr. J.O. Olabode
Dec 2009 Structural Engineer, AEK Design Services/Archactive
Architects, Proposed 5-Storey Apartment @ Macdonard Road,
Lagos.
Engr. J.O. Olabode
November 2009 Structural Engineer, Formwork Limited, Design of a 7-Storey
Banking Hall for GTB @ Maitama, Abuja
Engr. S. Moshood
August 2009 Structural Engineer, Atubu & Associates, Design of a 3-Storey
Development @ Lekki Peninsula, Lagos
Engr. J.O. Olabode
July 2009 Structural Engineer, Landscape architect, Design of a Twin
Duplex Residential Estate @ Asaba, Delta State
Engr. J.O. Olabode
June 2009 Project Engineer, Design and Supervision of FTD Flats
Remodelling at bourdillon road, Ikoyi, Lagos.
Engr. J.O. Olabode
May 2009 Structural Engineer, Sanderton Ventures Limited, Design of a
3-Storey development for Lagos State Government Ministry of
Housing @ Lateef Jakande, Agidingbi, Lagos
Engr. J.O. Olabode
Feb 2009 Structural Engineer, Cyberspace, Design of a 3-Storey Office
Renovation for Visafone @ Saka Tinubu, V.I., Lagos
Engr. J.O. Olabode
Nov 2008 Project Engineer, AEK Design Services, Design and
Supervision of Residential development (5-Storey) for
Capanava Investment & Properties Ltd, at 2nd
Avenue Estate,
Ikoyi. 50 million
Engr. J.O. Olabode
Aug 2008 Structural Engineer, Archetype Consults, Design of a
residential development for Treasury Components Limited,
Engr. Rotimi Antonio


Ikoyi, Lagos.
July 2008 Project Engineer, Archetype, Design of a residential
development for Treasury Components Limited, Ikoyi-Lagos
June 2008 Project Engineer, Report on the Structural Assessment/
Integrity of NPA (Nigerian Ports Authority) fire damaged
building/headquarters in Lagos.
April 2008 Project Engineer, Traffic Study, Economic analysis and
evaluation of a proposed Cable Stayed Bridge linking Lekki
Epe Expressway to Ikoyi, Lagos.
Feb, 2007 Geotechnical Engineer, Soil investigation and laboratory
testing for NLNG, Bonny Island for, PH.
Dr. Folayan
2006 Structural Engineer, Design of a Banking Hall for
Intercontinental Bank Plc, Ekpoma, Edo State.
Mattew
2006 Project Engineer, Structural Steel Work and Office BlockS for
Sona Breweries Nig. Plc, Sango, Ogun State
Mattew


POST GRADUATE TRAINING AND EXPERIENCE
1. Structural Steel Work and Office Blocks for Sona Breweries Nig.
Plc, Sango, Ogun State
Sona Breweries Company is a factory that deals with the production and
packaging of soft drinks. The factory comprises the manufacturing workshop,
production workshop, packaging workshop and the block of offices. The workshops
are framed with steel stanchions and beams. The structure is a portal frame
structure of a UC/UB at 6m apart with cladding around it. The office block is a one
storey building in reinforced concrete structure.
The design of the office blocks were done in reinforced concrete structure
using the BS 8110. The first floor slabs were designed as 150mm solid slab with
230mm x 450mm deep down stand beams to stiffen the panels. The beams in turn
transfer the load through the columns to the pad foundation.
The workshop was designed using the BS5950, choosing the appropriate
UB/UC sections. The stanchions transfer the entire load from the roof to the isolated
footings.
Problems and Solutions Proffered
I had challenges using very efficiently the RCD software provided for the
design being my first time, which invariably affected expected time of delivery. But
with the constant intervention and monitoring of a senior colleague the pressure was
lessen, all challenges resolved and work prepared and dispatched for
implementation.


2. Structural Appraisal of Property at 58, Isaac John Street, Ikeja, Lagos.
The Client reportedly observed cracks on some beams (2No) framing the
commercial residence located at No. 58, Isaac John Street, GRA, Ikeja Lagos State.
In consequence, my company was invited to carryout a detailed study of the
affected beams. The objective of the appraisal was to ascertain the structural
integrity and stability assessment of the building and advise accordingly with a view
to prevent damage that may arise, if the observed situation remains unchecked.
Methodology employed
A detailed inspection and assessment was carried out. As-built structural
drawings for the existing building were not available as at the time of inspection. In
general the inspection was limited to visual inspection, physical examination to
ascertain its present and possible foreseeable future state.
Observations
Two categories of distressed / cracked beams where observed with
particular reference to loading arrangement. They are classified as category A and
category B in this report.
Category A
This was a beam on the first floor. It supports its self weight, block wall
above it and weight of adjoining slabs. It appeared to be simply supported and
spans about 5.92m centers. It sustained vertical cracks (tension movement cracks)
around its mid span and at sections close to its two supports.
Category B
The second category was a lintel also on the first floor, which supports its self
weight, weight of block wall above it and a point load from another lintel of about
3.28m long, which frames transversely into it. The lintel sustained vertical cracks at
a portion close to its mid-span where it supports adjourning lintel and at other
portions similar to that of category A.


Report
Information gathered through one-on-one interview revealed that:
 Prior to observed distress, the beam in category A originally served as an
external structural member before an alteration effected through extension of
the building to its south-wing.
 The lintel in category B was introduced to support walls above it following the
demolition of a pre-existing partitioned wall to create an opening for gaining
access into an adjoining cabinet which was formally a toilet enclosure.
 Cracks in each mentioned categories where first observed in 2003/04 about a
year after alteration.
 Cracks started off as small surface cracks, expanded and became more visible
and pronounced with time.
Desk Studies
Design Criteria
The beam described in category A, which at the time of investigation served
as an internal structural element was original envisaged and designed as an external
element. The design criteria employed to the beams profile before alteration was
obviously different from its present loading conditions.
This section present a design philosophy that shows the amount of load that
might have been superimpose on the pre-existing beams, which we believe, at the
time of alteration was not cater for and as a result the optimum performance and
stability of the element have been compromised.
Design Calculation Showing Approximate Load Increment on Beam
Type of support - Simply supported
Width of extension - 4.53m
Floor thickness = 4530/20 = 226.5m: Assume 200m thickness
Loading:
Self weight - 24 x 0.20 = 4.80KN/m2
Partition = 1.50KN/m2


Finishes - 22 x 0.065 = 1.43KN/m2
= 7.73KN/m2
Live load = 3.0KN/m2
Design load = 1.4 x 7.73 + 3.0 x 1.6 = 15.62KN/m per m run
Shear force V = 15.62 x 4.53 / 2 = 35.38KN/m
Approximate maximum load added on beam = 35.38KN/m
Minimum envisaged load added on Beam:
This includes load transfer on beam minus wall load. This situation may be
considered since the beam under consideration does not entirely have block wall
above it.
Height of wall = 2.75m
Load exert by wall = 15 x 2.75 x 0.23 = 13.28KN/m
Minimum load on Beam = 35.38 – 13.28 = 22.10KN/m
The cracks observed on both categories A and B, which very likely, are the
after effects of poor engineering decisions at the time when alteration works was
being done, are suggestive of over-stressed beam elements. Such defects
characterized elements subject to an overall critical (ultimate) loads for which such
elements where not originally designed to cater for or withstand.
Conclusion and Recommendations
Subject to the assessment of the distressed structural elements of the
building, it was safe to conclude that:
We could continue further assessment and monitoring of the cracks by including the
use of:
(i) “Tell-tale” crack monitoring or/ and
(ii) Ultrasonic Pulse Velocity test device(s).
These tests, when employed, will ascertain if cracks still continue or not.
In the event when cracks progress; this may signifies weakening of the beam
concrete profile due to limited load carrying capacity. In such case the following
options below were presented as suggestive measures for correcting defects.


Repair for Category A
Option I:
The floor soffit around affected beam to be propped, beam demolished and
reconstructed with improved design calculation and decision for the situation.
Option II:
Beam continuity is to be enhanced with the introduction of a 230 x 230mm
column at a position coinciding with the mid-span of the beam while cracks are
sealed up to prevent ingression of moisture.
Repair for Category B
Option I:
Both supporting and supported lintel to be demolished along with the block
walls above them, which they provide support to. The demolition must continue to
and stop at the soffit of the roof beam above the demolished block wall on lintels.
Option II:
Supporting lintel (cracked lintel) should be demolished and reconstructed with
an improved design calculation that makes provision for and considered sufficiently
the lintel that framed into it. The lintel needs to be reconstructed as a structural
element by connecting it ends monolithically into receiving columns.

Plate

Vertical Crack on Beam. A Close-up View of Cracked Beam.


Vertical Crack on Lintel Crack at the Soffit Of Lintel
alongside a transverse lintel


3. Structural Assessment/Integrity Check for NPA(Nigerian Ports
Authority) Fire Damaged Building/Headquarters, Marina, Lagos
Fire reportedly gutted the sixth floor Boardroom and ancillary facilities of the
Nigerian Port Authority (NPA) head office in Lagos, on 19 July 2008. The prompt
response of the NPA staff and its fire department assisted by other concerned fire
departments around the vicinity, limited the duration of the fire to less than three
hours.
Our commission was for the assessment of damage and investigations of the
building’s integrity and stability as a whole.
Problem Encountered.
Visual inspections carried out with photographs taken, suggested much of the
furniture, ceiling and other timber related installations; glass fenestration and
supporting metal frames and floor rugs as well as boarded partitions were
extensively damaged and combusted during the fire.
Non-destructive void location/ bond tests and Schmidt-Hammer rebound tests
were carried out on the reinforced concrete elements, which frame the enclosures.
Much of the concrete lintels above doors showed signs of considerable voids/
hollowness, suggesting bond failure between concrete and embedded reinforcement.
Sandcrete block partitions that define and separate enclosures were
extensively distorted by the fire and the “quenching” process of putting out the fire.
Overall rebound hammer tests confirmed the relatively high quality of work at
the time of construction as well as its good upkeep over the years. However, the
observation of a slight deflection to the roof slab resulting in sway to the partition
block wall beneath it led us to discover an extensive 7.5 – 8.0m long crack concealed
beneath the roof felt above the board room. Dye Tracer test confirmed significant
seepage through this crack and hence the need to demolish and reconstruct the roof
slab along with six (6No) failed reinforced concrete columns which support it.
Solution Proffered.
The assessed section of the NPA Head Office Building was obviously been
subjected to extremely high temperature and stresses beyond the normal
environmental expectations. This resulted in extensive deterioration, damage and
failure to the various structural and non-structural elements within and around the
sixth floor wing of the building. It was important to carry out repair works and


reconstruction of damaged structural components and others in order to prevent
further deterioration and damage that may further occur so as to restore the
building performance to meet its original design purpose and satisfactorily serves
long as other parts of the NPA Office Block.
The recommendations for remedial works proffered are summarized as shown
below:
Removals, Demolitions & Disposal
 Disable/disconnect, dismantle and remove for disposal or storage all
electronics, electrical, mechanical and fixed installations within the affected
wing of the building including cabinets, hard and soft furniture amongst
others.
 Remove all metal, ceramic and timber works installations including windows
and frames, doors and frames, ceramic toilet, kitchen cabinets and fixtures for
disposal or storage.
 The entire roof felting of the NPA main block should be removed and the
entire fire affected portion of the roof slab and supporting beams carefully
demolished and carted away from site.
 Demolish and cart away all sandcrete block walls (of 100mm, 150mm and
225mm thickness) including lintel beams above doors and windows within the
six the floor enclosure.
 Demolish all failed reinforced concrete columns from the roof level to the top
of the sixth floor slab. Exposing and retaining all reinforcing steel for
inspection and further action.
 Demolish and cart away or proper disposal of all debris on the floor including
floor finishing and screed above the sixth floor reinforced concrete slab,
within the conference room, ancillary rooms and balconies.
Reconstruction and Finishes
 Reconstruct demolished reinforced concrete columns in Grade 25 concrete
(mix including reinforcements) to receive new floor slab and supporting
beams.
 Reconstruct the entire roof slab and supporting beams (including formwork
and reinforcement. Provide screed to top of slab and three layers of
bituminous felting to top of slab, beams, and parapet walls.


 Reconstruct walls, or enclosures and partitions using 100mm, 150mm, and
225mm thick sandcrete block walls, including lintel beams above doors and
windows.
A chiseled surface at floor soffit
prepared for Schmidt hammer test
Schmidt hammer test
being conducted
An extensive 7.5 – 8.0m long
crack concealed beneath the roof
felt
A cross-section of glass fenestration and
metal frames extensively damaged
during the fire.
Schmidt hammer test conducted on
a fire affected column
NPA building roof top


4. Residential Development for Capanava Investment & Properties Ltd,
Ikoyi, Lagos.
The building is a 4-storey residential development consisting five floors. It is
constructed in reinforced concrete frame with predominantly Hollow “Classic clay”
pot as floor components. The structure is founded on pile.
Problem encountered.
Two column lines 230mmx230mm were cast incorrectly by the contractor as
against 230mmx300mm as specified in the issued structural drawings, thereby
reducing the columns section sizes and making them liable to being overstressed
under working condition. The affected columns were those of 4th
and 5th
floors. A
remodeling and analysis (with Staad Pro) of the structure using 230x230mm in place
of the affected columns showed failure, hence strengthening of the columns was
crucial.
Solution Proffered.
In ensuring that the reduced columns performed the role which they were
being designed for: to providing adequate support for other building components
framing into them and not to jeopardize the integrity of the structure as a whole, the
columns were strengthen by increasing the columns section sizes to 450x450mm
and corresponding area of reinforcement and this was done amidst provision for
adequate propping system.

COREN
Maliki Mu


uhammed
                                                                                     EENGINEERING PERSONN
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5. Remodeling of FTD Staff Quarters at 20 Bourdillon Road, Ikoyi, Lagos
The structure is an existing 3 storey(four floors) building with an additional
development of 3 suspended floors + a pent house(four floors) directly above but in
isolation of the existing storey.
It is constructed in reinforced concrete frame which comprise mainly a
combination of Hollow Classic Pots with some parts in Reinforced Concrete Slabs.
The roof carcass is in steel truss supported on reinforced concrete roof beams and
having its loads transfer down through reinforced concrete supporting columns to
the underlying soil through pile foundation. Total floor area is about 2040 sq.m.
Problem encountered
The 600x600mm external columns framing the structure were restrained but
in one direction up to the starting off level of the new suspended floors which are
about 10.2m from ground floor. While the restrained faces of the columns had their
effective length reduce, there were speculations to reduce the slenderness of the
unrestrained faces, otherwise they could be liable to distress under unforeseen
critical external loading impact due to huge effective length possessed by these
members. Hence the need to break the columns length in the unrestrained direction.
However the option of concrete beams as restrained members wasn’t applicable as
no connection or load transfer/exchange between the new and old structure was to
be allowed.
Solution Proffered
A Slot Channel System mechanism was adopted to achieving the required
restrained. A slot channel system comprises a built-up of steel elements of UB
section, U channel section, end plate and Hilti bolts. Two (2no) vertical slot holes of
100mm each were core-out of the U channels which were attached to the legs of the
column faces as the UB sections which also bear slotted end-plates to the interface
of slot channel system were bolted with 300mm minimum embedment into the old
structure with the use of Hilti bolts. An interface between the slot channel system
and beam was then established by connecting both free ends with 2 nos of black
bolts. With the installation of the system in place, lateral restrained was ensured
about both axes of the columns while slight downward movement of the of the new
structure may take place to cater for relative vertical displacement that could occur
as the soil beneath the new structure settles relatively to the old one.


FTD 20 BOUDILLON FRAME GEOMETRY

PERIPHERAL COLUMNS
RESTRAINED
IN ONE DIRECTION
EXISTING
STRUCTURE
NEW FRME

COREN
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COREN
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6. Design and Supervision of a 7-Storey Banking Hall Headquarter for GTB,
Maitama, Abuja
This is a commercial development for banking activities. GTB Maitama
consists of 2 basement floors and 5 suspended floors (7-storey development)
constructed in reinforced concrete. The basement floors are accessed externally
through a 6.5m width, 71m span reinforced concrete driveway. The roof structure is
partly in reinforced concrete slab and timber roof truss supported on reinforced
concrete roof beams and it has all superstructure loads transfer to a raft base with a
foot print of about 570sq.m.
The terrain slopes gently and has a flowing river to the west wing which
probably accounted for the high water table level that characterized the entire
surroundings
Problem Encountered
The contractor had challenge of ground water ingression into excavated work
site through the adjacent flowing river source. This situation resulted into a water-
logged condition thereby slowing down work considerably and causing safety
problems such as erosion, collapse of the sides of excavation and partial flooding.
The contractor resorted to lowering the water table by pump sumping, a
dewatering system, to no avail as the volume of water pumped out was continually
being replaced by constant movement of uncontained body of water from the river
source. Hence the needs for a rather permanent ground water control scheme.
Solution Provided
To curb the situation a retaining wall barrier media (ranging between 2.5-
3.5m in height) known as water exclusion system was introduced to stop the water
getting into the excavation. This did not only guarantee a cut-off of the river source,
it also ensured the containment of back-fill as well as positioning the site safely for
work progress. In essence the retaining walls which in addition to supporting the soil
also provided barrier against the ingress of water, thereby ensuring safe work site.

COREN
Maliki Mu


uhammed
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COREN
Maliki Mu


uhammed
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7. Design and Supervision of a Residential Development for Twin & Rivers,
Banana Island, Lagos.
Problem Encountered.
Twin & Rivers is a 3-Storey residential apartment located on the Banana
Island of Lagos. This region is known for its poor soil condition and as a result much
of the buildings in the Banana Island region are found on piles.
In order to accomplish a rather cost-effective venture, the client requested for
a design and hence an overall engineering output of the structure that could be
developed without being founded on pile. A preliminary modeling and analysis of the
structure was done with the application of Orion, a reinforced concrete design
computer aided tool. The result of the analysis of the structure modeled on raft
foundation showed an applied soil pressure of about 111KN/m2
as against 62KN/m2
bearing capacity of the soil as advised by the geotechnical expert.
The challenge was achieving a safe and stable structure without reducing the
numbers of proposed suspended floors or advancing beyond the client request for a
cost-effective implementation venture.
Solution Proffered.
Since the scope to keep the expense of the project within cost-effective limit
was made known in good times, it was easy considering measure at achieving this at
the conceptual design phase.
To cater for all loadings that may be bore by the underlying soil through the
foundation without recourse to the use of piles for support, an apron was
incorporated in the raft thereby spreading the raft footprint 1.5m beyond the
building line. This enabled the envisaged building load being transferred over a
wider floor area with a consequent mark reduction of the soil pressure to
61.2KN/m2
. More so in reducing the building overall weight, the use of clay bricks as
partitioning materials were adopted in lieu sancrete blocks. Clay brick is known to
weigh 30% of sandcrete block.

COREN
Maliki Mu

TWIN A
APRON
CONCEN


uhammed
AND RIVERS
EXTENSI
NTRATION

S BASE P
ON AROU

PRESSURE
UND FOUN

(N/mm2
) O
NDATION
                     E
ORION BUI
PERIMETER
ENGINEERIN
LDING DES
R TO RE
G PERSONN
P
SIGN SYSTE
EDUCE PR
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Page 31 of 41
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RESSURE
1


8. New Apartment Building McDonald Road, Lagos, Nigeria: The Axis.
Re: Analysis and Foundation Recommendation Report.
Introduction:
The Axis is proposed twin apartment buildings. Each building is further
separated into 2-Unit by the use of a separation joint.
The buildings which comprise 3 and 4 suspended floors respectively are to be
constructed in reinforced concrete.
For the purpose of this report, I have named each building unit as unit 1
(from -3m) and unit 2 (from -0m) according to their positions.
The aim of this report is to present the output of the foundation design.
Analysis:
The analysis of the buildings have been done in accordance with the provision
of the relevant code, 6399 Part 1, and other associated guidelines and we have
adopted the use of STAAD PRO for this analysis.
Adopted Geotechnical Parameter.
Foundation Type Depth (mm) Allowable Bearing Pressure (KN/m2
)
Raft 2500 79


Table below showing results of the base analysis at serviceability state limits.
Start Off Level Base Pressure (KN/M2
)
Unit 1 -3m 169*
Unit 2 0m 127*
Desk Studies
Consequent upon the results of our analysis which indicated proportionally
high base pressures has summarized below:
Unit 1. 169KN/M2
as against 79KN/M2
: 114% higher.
Unit 2. 127KN/M2
as against 79KN/M2
: 61% higher.
We decided to examine the option of a cellular raft. Result summarized below:
Cellular Raft Analysis Consideration
Proposed Foundation Depth = 2500mm. Ground Water Level = -1700mm
Density of dry soil: Yd = 18.00KN/m3
Density of water: Ywater = 9.81KN/m3
Density of submerged soil :Ysub = 18.00 – 9.81 = 8.19KN/M2
Base pressure of dry soil = 18.0 x 1.7 = 30.60 KN/M2
Base pressure of submerged soil = 8.19 x 0.8 = 6.55 “
Pore water pressure = 9.81 x 0.8 = 7.85 ”
45.0 KN/M2
Therefore the maximum expected allowable soil pressure for cellular raft
=79 + 45 =124KN/m2
Hence, for a cellular raft option, we have a maximum allowable soil pressure
which is less than the obtained respective base pressures of 127 and
169KN/M2.


Recommendation
On the basis of the result of the analysis we had suggested mobilizing the soil
allowable bearing capacity to support the applied load by vibro-flotation, a soil
improvement method.
We have deemed this method a better option as it would ensure retaining the
separation joints in the buildings. The pile option can be considered while the
separation joints may be compromised.
However, a clear definition of the proposed project constraints should provide
the leeway for a better of the two options.


9. Design of a Proposed 18-Storey Mixed Use Development for
Sancoemex Nigeria Limited @ Ahmed Onibudo Street, V.I., Lagos.
The proposed project is an 18-storey building with a centrally positioned
shear wall. All floors are to be constructed in hollow classis clay pots except in shear
wall regions and ramp up that are to be in reinforced concrete. Though the building
is to be found on piles, the ground floor is isolated as it is being supported on
underlying soil grade. The ground floor has its foot print spread over an area of
460sq.m.
Problems and Solutions Proffered
From first floor the building perimeter extended beyond authorized
boundary/property line by 4.676m and 5.145m to the east and south wings
respectively. Sequel to this development, there was the need to embark on the
design of the structure such that it’s fit for purpose without downplaying the
proposed building floor area as required by the client.
Columns were being provided to start-off from authorized boundary lines and
raked to pick extended upper respective floors at edges. The condition was
simulated by the use of a design software application called Orion and was found to
have performed well according to expectations.

COREN
Maliki Mu


uhammed
P
EL: 2011
Page 36 of 411

COREN
Maliki Mu

Orion

uhammed
Model fo

r Sancoem

mex Nige

eria Limite
                     E
ed Propos
ENGINEERIN
sed Devel
SOU
EXT
R
G PERSONN
P
lopment
UTH WING
TENTION
RAKED COL
EL: 2011
Page 37 of 41
LUMN
1


10. Carshowroom, Workshop and Office Development for Kunech
Properties Ltd at Osapa Village, Lekki Pinunsula, Lagos
The development was originally schemed and designed to serve for commercial
purpose. The entire structure is divided into two parts according to its use, namely:
The Main Building and The Workshop Unit. Each part is separated from the other by
50mm separation joint to allow for difference in settlement rate that may arise due
to foundation differences and extent of other loading arrangement.
Main Building
This comprise of ground floor which serves as the car show room to be supported on
well compacted underlying soil grade and six suspended floors being stiffened by
adjoining beams and all loadings considered are transferred through supporting
columns into the bearing soil through pile foundation arrangement.
Workshop Unit
As the name already suggest, the ground floor of the workshop unit is an open
space which serves as a car workshop. It contains a Mezzanine(first) floor whose
floor area make up less than 1/4th
of the workshop (ground)floor. Its roof level is at
the second floor level of the Main Building with self supporting steel lattice roof
trusses spanning about 16.7m. The foundation is a combination of raft, isolated and
combine footings which as a whole covers a footprint of about…….
It is important at this point to mention that the main building aspect has constituted
technical challenges upon which this report is to be based.
The Challenges
At construction stage midway into pile installation, the Client through the Architect
saw and communicated the need to increase the numbers of proposed floors from 6
to 8.
Consequent upon this requirement, the challenges/ problems encountered are
highlighted herein.
 From the soil report, the geotechnical results advice a 600KN SWL of 600mm
diameter pile bored to a depth of 15m due to high water table. This was the
size adopted for construction(see pile layout)
 Following a redevelopment/remodeling of the structure to reflect 8 suspended
floors using Orion, a computer aided design software and subsequently
loading it, the post-processing generated service column loads results at the


ground floor showed that an average of 750KN SWL of pile capacity was what
required to sufficiently sustaining the superstructure. Hence making grossly
inadequate the provided 600kN SWL pile(See reaction load fig…..).
 The architect also informed us of the client desire to maximize each floor
headroom especially in the offices floors.
SOLUTION
WORKING LOAD FOR 600mm DIA. BORE PILE
Working load for 600mm dia. Bored pile installed to 15m depth has been calculated
based on the subsoil investigation repor by Labion Geotechnics Ltd.
Considering borehole log 1 & 2, it is seen that pile depth recommended is 15m and it
is technically viable.
End Bearing Resistance of Pile - Qb
Qb = Area at base (Ab) x Cone resistance at toe(Ckd)
Where Ckd = Cone resistance at toe is given by
= 4 x Nav (where average SPT ‘N’ value at base is taken
from BH 1 & 2)
= 4 x 15
= 60kg/cm2
Qb = Ab x Ckd
= /4(0.6)2
x 5880
= 1662KN
Shaft Resistance, Qf
Negleting top 2m layer, being loose filled up sand layer.
Average ‘N’ SPT value for 3m to 15m depth is 11 and unit skin friction is given by
Meyerhoff’s relationship,
K= 4N/2 for bored piles
K = 4 x 11/2 = 22


Reference
UF-A Consultants Library
Manuals of StaadPro structural software
Manuals of Orion
Manuals of Master Series
Mosley, W.H & Bungey J.H. (1990) Reinforced Concrete Design, Macmillan Press Ltd.
Oyenuga, V.O (2001) Simplified Reinforced Concrete Design, Asros Ltd.
Oyenuga, V.O (2002) Manuals on Reinforced Concrete Design Software, Asros Ltd.
www.uf-a.com
www.progressengineers.com


PROPOSAL
This report is written to testify to my personal involvement and contributions to
various projects in the area of Civil/Structural Engineering practice since graduation
in September 2004.
In my quest to be a seasoned professional in the field, I have been practicing
with a huge drive and positive attitude which I believe are derivable from my
passion for excellence for the practice. One on end of the spectrum, the experience
acquired have been challenging and in order to meet up and surpass expectations I
have challenged myself to keep improving and upgrading my knowledge and skills
while keeping an open minded approach to intelligent contrary engineering views.
On the other end of it, I have been envisioned to take my engineering practice to an
enviable height as it remains one of the professional endeavors that is geared
towards providing one of mans basic needs of life: Housing and Infrastructure.
In view of this, I propose to be admitted as an Engineering Personnel of the
Council for the Regulation of Engineering in Nigeria. If admitted, I would abide by
the code of conduct and uphold the ethic of the society in the practice of the
engineering profession.

Coren Paper for Registered Engineering Personnel _ Maliki Muhammed

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