THE COUNCIL OF REGISTERED
PROFESSIONAL ENGINEERS OF MAURITIUS
Cover
1
CONTENTS
LIST OF APPENDICES ................................................................................................ 5
LIST OF TABLES ......................................................................................................... 6
LIST OF ILLUSTRATION.............................................................................................. 7
ACKNOWLEDGEMENTS ............................................................................................. 8
APPLICANT’S DECLARATION .................................................................................... 9
SUPERVISOR’S DECLARATION ............................................................................... 10
SUPERVISOR’S DECLARATION ............................................................................... 11
LIST OF SYMBOLS AND ABBREVIATIONS .............................................................. 12
PREFACE................................................................................................................... 13
1
2
INTRODUCTION ................................................................................................. 14
1.1
AIM OF REPORT ......................................................................................... 14
1.2
SUMMARY OF ENGINEERING EMPLOYMENT .......................................... 14
1.3
STRUCTURE OF REPORT .......................................................................... 16
TRAINING ENVIRONMENT ................................................................................ 17
2.1
2.1.1
AREAS OF WORK ................................................................................ 17
2.1.2
SERVICES PROVIDED VYYAASS CONSULTING ENGINEERS LTD . 18
2.1.3
ORGANISATION STRUCTURE ............................................................ 19
2.2
4
GIBB (MAURITIUS) LTD .............................................................................. 20
2.2.1
AREAS OF WORK ................................................................................ 20
2.2.2
SERVICES PROVIDED BY GIBB .......................................................... 21
2.2.3
GIBB QUALITY MANAGEMENT ........................................................... 21
2.2.4
ORGANISATION STRUCTURE ............................................................ 21
2.3
3
VYYAASS CONSULTING ENGINEERS LTD ............................................... 17
TRAINING SUPERVISION ........................................................................... 24
NATURE OF TRAINING RECEIVED ................................................................... 25
3.1
MAIN ACTIVITIES ........................................................................................ 25
3.2
LIST OF PROJECTS AT VYYAASS CONSULTING ENGINEERS ............... 26
3.3
LIST OF PROJECTS AT GIBB (MAURITIUS) LTD ....................................... 27
INVOLVEMENT ON PROJECTS ......................................................................... 28
4.1
MULTIPURPOSE HALL AT CHITRAKOOT .................................................. 28
4.1.1
PROJECT DESCRIPTION .................................................................... 28
4.1.2
INVOLVEMENT ON PROJECT – STRUCTURAL DESIGN ................... 28
4.1.3
STRUCTURAL DETAILING ................................................................... 29
2
4.1.4
4.2
PROBLEMS ENCOUNTERED ON THIS PROJECT.............................. 29
PROPOSED APPARTMENTS AT FLOREAL ............................................... 30
4.2.1
PROJECT DESCRIPTION .................................................................... 30
4.2.2
INVOLVEMENT ON PROJECT ............................................................. 30
4.2.3
MAIN PROBLEMS ENCOUNTERED .................................................... 31
4.3
INFRASTRUCTURAL WORKS AT GROS CAILLOUX ................................. 32
4.3.1
PROJECT DESCRIPTION .................................................................... 32
4.3.2
INVOLVEMENT ON PROJECT ............................................................. 32
4.4
INFRASTRUCTURAL WORKS AT CLUNY .................................................. 40
4.4.1
PROJECT DESCRIPTION .................................................................... 40
4.4.2
INVOLVEMENT ON PROJECT ............................................................. 40
4.4.3
MAIN PROBLEMS ENCOUNTERED .................................................... 42
4.4.4
SAFETY MEASURES ON SITE ............................................................ 43
4.5
MAURITIUS TELECOM NETWORK EXPANSION PROJECT ...................... 44
4.5.1
PROJECT DESCRIPTION .................................................................... 44
4.5.2
INVOLVEMENT ON PROJECT ............................................................. 44
4.6
EMTEL NETWORK EXPANSION PROJECT ............................................... 48
4.6.1
PROJECT DESCRIPTION .................................................................... 48
4.6.2
INVOLVEMENT ON PROJECT ............................................................. 48
4.6.3
DESIGN METHODOLOGY .................................................................... 50
4.6.4
DESIGN CODES USED ........................................................................ 50
4.6.5
COLUMN DESIGN ................................................................................ 52
4.6.6
SOFTWARE DESIGN............................................................................ 54
4.6.7
PREPARATION OF TENDER DOCUMENT .......................................... 54
4.6.8
AUDITING DESIGN FROM CONTRACTORS ....................................... 54
4.6.9
SITE SUPERVISION ............................................................................. 54
4.6.10
HEALTH AND SAFETY MEASURES .................................................... 61
4.6.11
PROJECT MANAGEMENT OF EMTEL SITES...................................... 63
4.6.12
PROBLEMS ENCOUNTERED ON SITE ............................................... 64
4.7
INDIAN OIL FILING STATIONS ................................................................... 67
4.7.1
PROJECT DESCRIPTION .................................................................... 67
4.7.2
INVOLVEMENT ON PROJECT ............................................................. 67
4.7.3
PREPARATION OF TENDER DOCUMENT .......................................... 69
4.8
INVOLVEMENT ON OTHER PROJECTS .................................................... 73
4.8.1
VYYASS CONSULTING ENGINEERS .................................................. 73
4.8.2
GIBB (MAURITIUS) LTD ....................................................................... 73
3
5
ANALYTICAL TOOLS .......................................................................................... 74
5.1
INTRODUCTION .......................................................................................... 74
5.2
MICROSOFT OFFICE PRODUCTS ............................................................. 74
5.3
AUTOCAD .................................................................................................... 74
5.4
USE OF STRUCTURAL SOFTWARE, STAAD PRO AND PROKON ........... 75
5.5
CONTINUING PROFESSIONAL DEVELOPMENT (CPD) ............................ 76
5.5.1
INTRODUCTION ................................................................................... 76
5.5.2
WORKSHOP AT GIBB .......................................................................... 76
5.5.3
QUALITY MANAGEMENT SYSTEMS (QMS) ....................................... 77
5.5.4
NEW PRODUCTS FROM MANUFACTURERS/SUPPLIERS ................ 78
5.6
FURTHER STUDIES AND CAREER DEVELOPMENT ................................ 79
6
CONCLUSION..................................................................................................... 80
7
SUMMARY OF COMPETENCES ........................................................................ 81
8
REFERENCES .................................................................................................... 82
8.1
BOOKS......................................................................................................... 82
8.2
DESIGN CODES .......................................................................................... 82
4
LIST OF APPENDICES
Appendix
A
Project
Multipurpose Hall at
Chitrakoot
Description
1. Structural Analysis and design of beam
1. Percolation Test Report
B
Proposed Apartments
at Floreal
2. Sizing of Septic Tank and Leaching field
3. CAD Drawings
1. Bid Evaluation Report
C
Infrastructural works at
Gros Cailloux
D
Infrastructural works at
Cluny
1. Request For Inspection Sheet
E
Rose Belle Shopping
Complex
1. Retaining Wall Design
2. Notes Of Meeting
2. CAD Drawings
F
1. Structural design of Equipment Room
SIT Property
Development Cote D’Or 2. CAD Drawings
G
Mauritius Telecom
Network Expansion
Project
1. Drawings for BLUP Applications
1. Design Calculations for columns and
H
Emtel Network
Expansion Project
slabs
2. Steel Compliance Certificate
3. Snag List and Taking Over certificate
4. Performance Certificate
I
Indian Oil Filling
Stations
J
Proposal for
Consultancy services
for Self Supporting
Tower
1. Tender Document for construction of
filling station at Verdun
1. Technical Proposal
5
LIST OF TABLES
Table 1: Nature and breakdown of activity during training period
15
Table 2: Supervising engineer and their professional qualifications
24
Table 3: Involvement of Projects at VYYAASS consulting engineers
26
Table 4: Involvement of Projects at GIBB (Mauritius) Ltd
27
Table 5: Return Period for different land uses and drainage structure
34
Table 6: Surface Slope, Permeability and vegetation factors
37
Table 7: Return period and Ft factors
37
Table 8: Manning’s Coefficient for different materials
38
Table 9: Design parameters for retaining wall
46
Table 10: Retaining wall design
47
Table 11: Slab design to BS8110 Part 1: 1997
52
Table 12: Beam design to BS8110 Part 1: 1997
53
Table 13: Column design to BS8110 Part 1: 1997
54
Table 14: Summary of column Design Clauses
55
Table 15: Pad foundation design to BS8110 Part 1: 1997
56
Table 16: Activities prior to construction of tower
60
Table 17: Minimum period for formwork removal
66
6
LIST OF ILLUSTRATION
Illustration 1 : Time Utilisation during training period
15
Illustration 2 : VYYAASS Consulting Engineers Ltd
19
Illustration 3 : GIBB (Mauritius) Ltd Organigram
23
Illustration 4 : Excavated Materials from Trial pit
31
Illustration 5 : Laying of Precast Unit Drains
40
Illustration 6 : Safety Control on Site
49
Illustration 7 : Rebound Hammer Test
62
Illustration 8 : Ferro Scan Test
62
Illustration 9 : Checking of column reinforcement and formwork
64
Illustration 10 : Checking of slab reinforcement
64
Illustration 11 : Checking of formwork
65
Illustration 12 : Removal of formwork
66
Illustration 13 : Delivery receipt
67
Illustration 14 : Slump Test on concrete
68
Illustration 15 : Cubes to determine compressive strength of concrete
69
Illustration 16 : Monitoring quality control of concrete at 7 and 28 days
69
Illustration 17 : Honeycombing on wall
73
Illustration 18 : High Concentration of PVC sleeves
73
Illustration 19 : Cleaning prior to casting of boundary wall
74
Illustration 20 : Bill of Quantities
76
7
ACKNOWLEDGEMENTS
I am grateful to Messrs. C Chutoori and D N Padaruth, Managing Director of
VYYAASS Consulting Engineers Ltd and GIBB (Mauritius) Ltd respectively, for
giving me the opportunity to undergo my pre-registration training in fulfilment
with the requirements of the Council of Registered Professional Engineers.
I am deeply indebted to my Supervising Engineers, Messrs. C Chutoori and C
Dookhit for sharing their precious help and guidance during the training period
and in the completion of this Report.
I would also like to thank all those who, in one way or another, have helped me
during the course of my pre-registration training in gaining both office and site
experience.
Finally, last but not the least I want to express my gratitude to my family for their
continuous support, understanding, care and encouragement.
8
APPLICANT’S DECLARATION
I, Jugmohun Toolsideo, hereby declare that the contents of the training report
submitted herewith represent the depth of my knowledge acquired during my
engineering training. This report represents work undertaken by myself and is
free from plagiarism.
I also declare having read the Council’s Code of Ethics and I understand that
the CRPE is committed to competence and professional behaviour. As an
applicant seeking admission into the professional world, I declare on my honour
to abide by the CRPE Code of Ethics and will not seek to know the identity of
my assessors, or attempt to influence the panel members likely to assess me,
either directly or indirectly, either before or during my interview.
I agree that any attempt to influence the Council or panel members will lead to
the automatic cancellation of my interview, and postponement of the same for a
later date and hereby consent that Council may seek independent information
about my conduct, depth of knowledge and professionalism during my training.
I also agree that any decision which Council may take as a result of this
application shall be final and shall be fully binding upon me.
Jugmohun Toolsideo (Name)
Date: 30 June 2015
_______________________________________________________________
My contact details are:
Name: Jugmohun Toolsideo
Postal address: Maurice Martin Road, L’esperance Piton
Phone number (Residential): 264-1093
Mobile: 57069015
Email: vjugmohun@gibb.intnet.mu
9
SUPERVISOR’S DECLARATION
I Mr. Chandansigh Chutoori, registered with the Council of Registered
Professional Engineer as Civil Engineer with Registration Number 679 hereby
declare that I was on the CRPE Roll during the applicant’s period of training and
was entitled to practice engineering for the period wherein I have supervised the
applicant.
I further declare that I have read the training report of Jugmohun Toolsideo in
full and that it is a true and accurate report of the depth of the engineering
training received while under my supervision.
I further declare having and acted as Supervisor in accordance to the
Guidelines issued by CRPE to that effect. I am satisfied with the ethics and
professional conduct of the applicant in view of an eventual registration as a
Professional Engineer.
I am aware that Council may contact me independently to enquire about the
applicant and I will be bound by the CRPE Code of Ethics to provide fair and
unbiased information in such circumstances.
Chandansigh Chutoori (Name)
………………………. (Signature)
_______________________________________________________________
Supervisor’s Contact details:
Name: Chandansigh Chutoori
Phone number (Res): 212 1757
Mobile: 52597756
Email: dagonig@intnet.mu
10
SUPERVISOR’S DECLARATION
I Mr. Chetanand Dookhit, registered with the Council of Registered
Professional Engineer as Civil Engineer with Registration Number 1114 hereby
declare that I was on the CRPE Roll during the applicant’s period of training and
was entitled to practice engineering for the period wherein I have supervised the
applicant.
I further declare that I have read the training report of Jugmohun Toolsideo in
full and that it is a true and accurate report of the depth of the engineering
training received while under my supervision.
I further declare having and acted as Supervisor in accordance to the
Guidelines issued by CRPE to that effect. I am satisfied with the ethics and
professional conduct of the applicant in view of an eventual registration as a
Professional Engineer.
I am aware that Council may contact me independently to enquire about the
applicant and I will be bound by the CRPE Code of Ethics to provide fair and
unbiased information in such circumstances.
Chetanand Dookhit (Name)
………………………. (Signature)
_______________________________________________________________
Supervisor’s Contact details:
Name: Chetanand Dookhit
Phone number (Res): 402-1900
Mobile: 59414640
Email: kdookhit@gibb.intnet.mu
11
LIST OF SYMBOLS AND ABBREVIATIONS
IT
Information Technology
BS
British Standards
EN
European Norms
ISO
International Organisation for Standardisation
CAD
Computer Aided Design
Z
Lever arm
Ly
Longer Span of a Slab
Lx
Shorter Span of a Slab
fy
Charecteristic Strength of Reinforcement
fcu
Characteristic Compressive Strength of Concrete at 28 days
Asc
Area of Steel in Compression
Acc
Area of Concrete in Compression
M1
Smaller Initial End Moment due to Design Ultimate Loads
M2
Larger Initial End Moment due to Design Ultimate Loads
Mi
Initial Design Ultimate Moment in a column before allowance
for additional design moments arising out of slenderness
Madd
Additional design ultimate moment induced by deflection of column
emin
Minimum eccentricity of Column
d
Effective depth of structural element considered
WAPCOS
Water and Power Consultancy Services Ltd
DWAF
South African Department of Water Affairs and Forestry
ARF
Area Reduction Factor
QT
Discharge (m3/s) for return period of T years
CT
Runoff for return period of T years
IT
Intensity (mm/hr) for return period of T years
yr
Year
hr
Hour
So
Slope (m/m)
tc
Time of concentration (hours)
V
Velocity of flow
R
Hydraulic radius
12
PREFACE
To be registered as a Professional Engineer of Mauritius, graduate engineers are
required to undergo a two-year pre-registration training as per the requirements of
the Council of Registered Professional Engineers of Mauritius (CRPE).
After obtaining my BEng (Hons) Degree in Civil Engineering from the University of
Mauritius in July 2012, I was thereafter given the opportunity to join VYYAASS
Consulting Engineers as Trainee Engineer on November 2012. During my
traineeship there, I worked under the guidance of Mr Chandansingh Chutoori.
Afterwards, I joined GIBB (Mauritius) Limited in August 2013 as a Graduate
Engineer. During my training period I worked under the direct supervision of Mr
Chentanand Dookhit, Senior Project Engineer at GIBB (Mauritius) Ltd
During these 2 1/2 years of training, I have had the opportunity to work on a number
of projects, involving the design and supervision of civil and structural works as well
as general contract administration. I have also assisted my seniors in preparation of
tender documents and bid evaluation reports and contract administration and site
supervision of works.
13
1
INTRODUCTION
1.1
AIM OF REPORT
Graduate Engineers are required to submit to the Council of Registered
Professional Engineers a professional report after completion of at least two
years of satisfactory training under the supervision of a duly registered engineer
and undergo an interview with the panel of the Council in order to become a
Registered Professional Engineer. This report has been prepared in fulfilment of
the above requirement and details my civil engineering experience during the
past two and half years.
1.2
SUMMARY OF ENGINEERING EMPLOYMENT
After obtaining my BEng (Honours) degree in Civil Engineering from the
University of Mauritius in July 2012, I joined VYYAASS Consulting Engineers as
a trainee engineer. During my training period at VYYAASS Consulting
Engineers, I have had the opportunity to work on a number of projects, involving
the design and supervision of civil and structural works as well as general
contract administration.
Afterwards, I was the opportunity to join GIBB (Mauritius) Ltd as from August
2013 and I was given the opportunity to work in the design and supervision of
structural works. I also assisted the senior engineers in preparation of BLUP for
various telecommunication sites as well as preparation of Condition of Contract
and drafting of specifications.
The experience I have gained during this training period helped me enhance my
skills and at the same time to learn and put into practice new ones. Illustration 1
hereunder provides an overview of my time utilisation during my training period.
14
TIME UTILISATION DURING TRAINING PERIOD
4%
Engineering Solutions, Design and
Research
5%
6%
Project Management and
leadership
48%
Enviromental, Health and Safety
Interpersonal and Communication
Skills
37%
Broadening Education
Illustration 1: Time Utilisation during Training period
The activities performed during my training period is shown in Table 1 below
Table 1: Nature & Breakdown of Activity during Training Period
Field Activity
Engineering Design
Project Management &
Leadership
Involvement in Allied
Disciplines
Administrative and
other Functions
Broadening Education







Activity
Reinforced Concrete Design
Application of Building Permits
Project monitoring
Liaison with local authorities
Resource monitoring-Preparation of progress
reports
Contract Administration
Preparation of tender documents
 Structural drafting, preparation of drawings and
review of drawings
 Coordination of activities and site supervision
 In house training
15
1.3
STRUCTURE OF REPORT
This report includes the following sections:

Section 1 describes the aim of this report, includes my employment details
and my time utilisation during my training at VYYAASS Consulting
Engineers and GIBB (Mauritius) Ltd

Section 2 gives information on my training environment

Section 3 deals with my engineering employment and the nature of the
training received

Section 4 provides a description of my own contribution to my training
environment

Section 5 describes the analytical tools used during the training sessions
attended

Section 6 presents the conclusion of this report

Section 7 is the summary of competences claimed required in the “CRPE
Standard for Professional Engineering Competence”.

Appendices: provide additional information that includes drawings and
calculations
16
2
TRAINING ENVIRONMENT
2.1
VYYAASS CONSULTING ENGINEERS LTD
VYYAASS Consulting Engineer Ltd. (formerly known as Dagon Ingenieur
Conseil Ltée) is a wholly owned Mauritian company established by Mr.
Chandansingh Chutoori, a Registered Professional engineer who has gained
over 22 years of experience in the domain of civil and environmental
engineering both locally and in the sub-Saharan region. The company has
resource persons who provide their specific expertise in the wide spectrum of
building, infrastructural and environmental engineering. The company is fully
equipped and has the logistics to deliver its services.
2.1.1 AREAS OF WORK
The areas of competence cover the feasibility study, design and supervision of
projects related to:












Building structures
Infrastructure works including roads, drains, culverts and bridges
Traffic and transportation
Land use planning and urbanization
Property and Real Estate Development
Environmental management and environmental monitoring
Environmental Impact Assessments
Water treatment, supply, storage and distribution
Sewerage network and network operation
Sewage treatment and disposal
Solid waste management
Irrigation
Safety and risk management
Since 2007, VYYAASS Consulting Engineer Ltd has provided its services to
private promoters and public bodies alike. Our associations with firms of
international reputation have enhanced our skills and capability in the daily
performance of our duty.
17
2.1.2 SERVICES PROVIDED BY VYYAASS CONSULTING ENGINEERS LTD
Highways
We have gained extensive knowledge in highway planning, design and
supervision as follows:Feasibility Studies
Preliminary and Detailed design
Project management services
Building structures
We have developed confidence and competence in the study, design and
supervision of high rise buildings. We carry out design in reinforced concrete,
steel/glass, wood and masonry materials.
Feasibility Studies
Preliminary & Detailed designs
Project Management
Infrastructural works
Feasibility Studies
Preliminary and Detailed design
Project Management services
We do have resources and competence to carry out environmental auditing and
reporting. We prepare EIA reports/PER reports in line with the local
Environment Protection Act. We have carried out EIA’s on almost all the range
of activities listed in the schedule of undertaking.
Environmental
Environmental Audits
Environment Impact assessment/Preliminary Environment Report
LEED project
Sustainable Energy projects
18
2.1.3 ORGANISATION STRUCTURE
The current staff number for VYYASS Consulting Engineer Ltd stands at 22
consisting of:
 11 Engineers
 1 Soil Specialist
 1 Engineering Topographic Surveyor
 2 Technical Officers
 3 CAD Operators
 4 Administrative Staffs
The current organisation chart of VYYASS Consulting Engineer Ltd is shown
under Illustration 2 overleaf. My position as a Trainee Engineer is grouped
under the “INSTRUCTURAL ENGINEERING” section.
Illustration 2: VYYASS Consulting Engineer Ltd
19
2.2
GIBB (MAURITIUS) LTD
GIBB (Mauritius) Ltd is a multidisciplinary organisation that provides
consultancy services and employs civil, structural and environmental engineers.
GIBB has been present in Mauritius since 1958. In 1972, Sir Alexander Gibb &
Partners (Mauritius) was set up as a local partnership under the laws of
Mauritius.
In 1991, GIBB (Mauritius) Ltd was incorporated as a private
Mauritian company with a Mauritian Managing Director.
2.2.1 AREAS OF WORK
GIBB covers a wide range of activities providing building, engineering and
environmental services, among others in Mauritius and within the Indian Ocean
region. The fields of work include:

Water Resources, Treatment and Supply

Surface Water Drainage and Hydrological Studies

River Engineering

Irrigation Engineering

Sewerage, Sewage Treatment and Disposal

Solid Waste Management

Harbour Development, Dredging and Reclamation

Infrastructure Development

Airport Infrastructure Development

Highway Engineering

Construction of Buildings and Industrial Estates

Project Management

Town Planning and Land Use

Environmental Assessments
20
2.2.2 SERVICES PROVIDED BY GIBB
Services provided by GIBB include:

Feasibility Studies and Preliminary Designs

Master Planning

Economic Evaluation

Project and Construction Management

Site Investigations

Detailed Engineering Designs and Reports

Tender Documentation and Evaluation

Contract Administration and Construction Supervision

Environmental Impact Assessments
2.2.3 GIBB QUALITY MANAGEMENT
GIBB has a Quality Management System in place in accordance with BS EN
ISO 9001. All staff is required to take cognisance of the Quality Manual and
abide by the procedures. GIBB lays emphasis not only on technical quality but
also on service quality.
2.2.4 ORGANISATION STRUCTURE
The current staff number for GIBB stands at 113 consisting of:
 45 Engineers
 5 Technical Officers
 22 Engineering Technicians
 16 CAD Operators
 2 Accounting Officers
 23 Administrative Staffs
21
The current organisation chart of GIBB (Mauritius) Ltd is shown under
Illustration 2 overleaf. My position as a Trainee Engineer is grouped under the
“PROJECT ENGINEERS” section.
22
Illustration 3: GIBB (Mauritius) Ltd Organigram
23
2.3
TRAINING SUPERVISION
During my engineering training, I have been under the guidance of two
supervising engineers. Table 2 below provides an overview of their engineering
qualifications, registration number and the nature of training received under
their supervision.
Table 2: Supervising engineers and their professional qualifications
Supervising
Engineer
C Chutoori
C Dookhit
Engineering
Qualifications
B Eng Civil, Msc
Environmental
Enginnering
University of
Mauritius
B Eng(Hons) Civil
Engineering , Msc
Structural Engineering,
Msc Project
Management
24
Registration
Number
679
1114
Task Supervised
Structural Design,
Detailing and
Supervision of
Construction Works
Structural Design,
Site Supervision,
Project
Management
3
NATURE OF TRAINING RECEIVED
At both VYYAASS Consulting Engineers and GIBB (Mauritius) Ltd, I was given
the opportunity to work on numerous projects. The subsequent sections provide
an overview of the main activities and projects under which training was
obtained at both companies.
3.1
MAIN ACTIVITIES
The main activities which I covered during my training are summarised in
hereunder.

Preliminary Design

Detailed Design

Structural Detailing and Preparation of Drawings

Tender documentation and Tender Appraisal

Site Supervision

Other Administrative Works related to engineering.
25
3.2
LIST OF PROJECTS AT VYYAASS CONSULTING ENGINEERS
Table 3 below shows the major projects and job description on which training
was obtained in chronological orders, together with the project cost estimates
and duration.
Table 3: Involvement on Projects at VYYAASS Consulting Engineers
PROJECT
Multipurpose
Hall at
Chitrakoot
Proposed
Apartments at
Floreal
Infrastructural
works at Gros
Cailloux
Infrastructural
works at Cluny
JOB DESCRIPTION
COST
ESTIMATE
(MUR)
DURATION
 Structural Design of
Building
MUR 15
Nov 12 –
 Preparation of Tender
Million
Jan 13
Drawings
 Coordination with Architect
for finalizing of layout
 Conducting Percolation
test on site
Nov 12 –
MUR 8 Million
Jan 13
 Sizing of Septic Tank and
Leaching Field
 Drain Design
 Preparation of Tender
Documents
 Bidders Assessment
 Attending coordination
MUR 10
Nov 12 – Jul
meetings
Million
13
 Preparation of progress
reports
 Preparation of minutes of
meetings
 Attending request for
inspection (RFI)
 Bidders Assessment
MUR 12
Nov 12 – Jul
 Liason with local
Million
13
authorities
 Site Supervision
26
3.3
LIST OF PROJECTS AT GIBB (MAURITIUS) LTD
Table 4: Involvement on Projects at GIBB (MAURITIUS) LTD
PROJECT
Mauritius
Telecom
Network
Expansion
Project
Emtel Network
Expansion
Project
JOB DESCRIPTION
 Site visit/hunting with client
and appointed contractor
 Liasing with local
authorities to obtain
necessary
clearances/permits for
potential sites for
construction of towers
around the island
 Assisting hearings at
BLUP stage
 Structural validation of
proposed sites
 Drafting of technical
specifications for
telecommunication
projects
 Preparation of tender
documents and conditions
of contracts
 Bidders Assessment
 Vetting designs submitted
by contractors
 Site Supervision and
project management

Indian Oil
Filling Stations



COST
ESTIMATE
(MUR)
DURATION
MUR 100
Million
Aug 13 to
Oct 14
MUR 60
Milion
Aug 13 to
Oct 14
Structural Design of
elements for sales building
Quantities take off and
preparation of bill of
MUR 9 Million
quantities
Preparation of tender
documents
Assisting Tenderers in
Pre- Bid meeting
27
Feb14 to
Apr 14
4
INVOLVEMENT ON PROJECTS
4.1
MULTIPURPOSE HALL AT CHITRAKOOT
4.1.1 PROJECT DESCRIPTION
The multipurpose hall is a 3 storey building storey high building situated at
Chitrakoot. The ground floor includes a dining hall and the 2 floors are used for
residential purposes.
The Project Team members were as follows:
Client: Chitrakoot Temple Association
Contractor: Jogoo Contracting Company Ltd
Civil/Structural Engineer: VYYAASS Consulting Engineers Ltd
Contract Value: Rs 15 M
Proposed Project Duration: 12 months
4.1.2 INVOLVEMENT ON PROJECT – STRUCTURAL DESIGN
Based on the architect concept, I assisted the engineer in preparing to
formulate a preliminary general arrangement drawing which showed the
position of structural elements such as columns and beams.
Structural analyses based on thumb rule were carried out to obtain preliminary
sizes for the structural members.
Once completed, general layout drawings were prepared and sent to the
architect for approval
Upon receipt of approval and comments, the detailed design was then carried
out. It starts with the structural analysis and the determination of the required
longitudinal and transverse sections taking into consideration deflections
requirements.
28
Once reinforcement for the structural members has been calculated, the
structural detailing of the members was carried out taking into account required
lap distances and anchorage.
4.1.3 STRUCTURAL DETAILING
Detailing was carried out as per Clause 3.12 of BS 8110 and the Standard
Method of Detailing Structural Concrete published by the Institution of Structural
Engineers. These guidelines were used to create hand sketch drawings of
reinforcement detailing of structural elements and thereafter these were used by
CAD operators.
4.1.4 PROBLEMS ENCOUNTERED ON THIS PROJECT
The main problem encountered in this project was that the architect did not wish
to include interior columns in the building at ground floor level since the ground
floor served as a dining hall. Our preliminary design showed that it was not
feasible to satisfy this requirement of the architect would be required as it
included spans of the order of 10 m. Also, the beams had to cater for the load of
2 upper floors. This was not accepted by the client and therefore the latter
requested to include an additional row of column in the building. The loadings
calculations, structural analysis and beam design was carried manually and
verified using Prokon Software. The calculations are enclosed in Appendix A of
the Report,
29
4.2
PROPOSED APPARTMENTS AT FLOREAL
4.2.1 PROJECT DESCRIPTION
VYYAAS Consulting Engineers was appointed by RED FIRM Ltd to carry out
percolation test on a plot of land situated at Floreal. The developer was
planning to set up a building consisting of a total of 10 apartments.
4.2.2 INVOLVEMENT ON PROJECT
In this project, I assisted my senior engineer in carrying out a percolation test on
the plot of land. I became familiar with the procedure for carrying out percolation
tests. I consulted the BS 6297:2007 to understand how the percolation test is
carried out. The tests were carried out at locations where it was planned to
place the septic tank and leaching field.
Based on BS 6297:2007, the percolation test was carried out as follows.

Excavate at least two holes 300 mm square to a depth at least 300 mm
below the proposed invert level (bottom of pipe) of the infiltration pipe,
spacing them along the proposed line of the subsurface irrigation system.
While digging the hole, note and record changes in soil characteristics at
measured depths and the position of the water table if reached.

Saturate the local soil by filling each hole with water to a depth of at least
300 mm and allow this to seep away completely.

Determine the percolation rate by refilling each hole with water to a depth
of at least 300 mm and observe the time in seconds for the water to seep
away from 75% full to 25% full (i.e. a depth of 150 mm).

Divide this time in seconds by 150. This gives the average time in
seconds required for the water to drop 1 mm.

Repeat the test at least three times in each hole in the location of the
proposed trench (es).

Take the average figure from the tests to produce the percolation value
Vp (in seconds).
30

Obtain the average figure for the percolation value (Vp) by summing all
the values and dividing by the number of values used.
Percolation tests have been shown in the illustrations 4:
Illustration 4: Trial Pit for Percolation Tests
After determining the permeability of the soil, I was given the opportunity to size
the septic tank and the leaching field. I used the Planning Policy Guidelines set
up by the Ministry of Housing and Lands (2004) to carry out the design. I
assisted the senior engineer in preparing a percolation test report.
The percolation test report including the design of septic tank and leaching field
is included as Appendix B of the report.
4.2.3 MAIN PROBLEMS ENCOUNTERED
The main problems encountered were due to the high permeability of the soil of
Floreal and it was difficult to take the readings. It was difficult to drill a square
hole (300 x 300mm) because of the nature of the soil and hence a circular hole
of 300 mm diameter was used for the percolation test.
BS 6297:2007 recommends 3 percolation tests on a site and the average
percolation rate is used in the design. However, in this case, we limited
ourselves on 1 percolation tests since the value obtained was found to be
satisfactory for the region.
31
4.3
INFRASTRUCTURAL WORKS AT GROS CAILLOUX
4.3.1 PROJECT DESCRIPTION
VYYAASS Consulting Engineers was appointed by National Empowerment
Foundation (NEF) to provide consultancy services for project management and
civil engineering works at Gros Cailloux. The project included the construction
of roads and drains and provision of services for existing household units.
The Project Team members were as follows:
Client: National Empowerment Foundation (NEF)
Contractor: Transinvest (Mauritius) Ltd
Project Manager/Engineer: VYYAASS Consulting Engineers Ltd
Contract Value: Rs 10 M
Proposed Project Duration: 6 months
4.3.2 INVOLVEMENT ON PROJECT
In this project, I assisted my senior engineer in carrying out the hydraulic design
for stormwater drainages. I also helped my senior engineer in taking off of
quantities and the preparation of tender documents. Since VYYAASS
Consulting Engineers was providing project management services on this
project, I assisted the engineer in the preparation of a detailed cost estimate for
the project. After approval of the funds by the NEF, floating of tenders was
done. After the submission of bids at NEF, I helped my senior engineer to carry
out tender evaluation. I was assigned mostly to carry out arithmetic checks on
the bill of quantities submitted and verify whether the contractor had submitted
all documents as stated in the Instruction to Bidders. All these information were
presented in a bid evaluation report as shown in Appendix C.
32
4.3.2.1 DRAIN DESIGN
4.3.2.1.1 HYDROLOGIC DESIGN CRITERIA & RETURN PERIOD
Recommendations for the return period have been abstracted from the Land
drainage report and are summarised in Table 5 below.
Table 5: Return Period for different land uses and drainage structure
(GIBB, 2003).
LAND USE
Type
Return Period/ Years
Residential, small commercial
and industrial area
10
High Value Commercial area
25
Culvert & Road Bridges
Road Classification
Return Period/ Years
Highways& Classified Roads
100
Class A Road
Class B Road
25
10
Using the above data, a return period of 10 years was selected based on the
proposed land use at Gros Cailloux.
4.3.2.1.2 RATIONAL METHOD
The Rational Method, a deterministic approach, was used to compute the peak
runoff generated from a storm. Once the catchment area size was measured
using Autocad Package, the return period selected, the design flow was
calculated using a modified version of the Rational Method. The basic equation
of the rational method is shown hereunder together with its assumption for use.
Assumptions:

The rainfall had a uniform area of distribution across total contributing
catchment

The rainfall had a uniform time distribution for at least a duration equal to
the time of concentration (Tc)

The peak discharge occurs when the total catchment contributed to the
flow, occurring at the end of the critical flow duration or time of
concentration (Tc)
33
The run-off coefficient, C remained constant throughout duration of the storm
Peak Dischage = Runoff Coefficient x Intensity of Rainfall x Catchment
Area
The modification was as per the recommendation set in the Land Drainage
Study report. It was based on the South African Department of Water Affairs
and Forestry (DWAF). The study area located in Northern Natal, where this
method was developed has similar characteristics to that of Mauritius (land use,
soil conditions, slope and vegetation). Hence, it was most adapted to be used in
the locally. Moreover, the DWAF rational method assumed that above a
threshold of approximately 900mm of Mean Annual Rainfall, any increase in
Mean Annual Rainfall had negligible effect on the runoff coefficients.
Using the modified Rational Formula, the peak flow at a given outlet is as per
the formula below:
QT = 0.278 x CT x IT x (ARF x A)
Where
QT: Discharge (m3/s) for return period of T years
CT: Runoff coefficient for return period of T years
IT: Intensity (mm/hr) for return period of T years
ARF: Area Reduction Factor
A: Catchment Area in km2
IT, the rainfall intensity is calculated using the following equations:
For duration,
tc < 1 hr, I = R x t-0.29
tc > 1hr, I = R x t-0.49
34
The equations for calculating IT have been derived from IDF (Intensity-DurationFrequency) curves developed by the Mauritius Meteorological Office.
The Area Reduction Factor (ARF) was used to convert point rainfall into areal
rainfall. This is necessary for a large catchment as the assumption of uniform
rainfall over the entire catchment is invalid.
CT = Ft (C1) + C2
Where
CT: runoff coefficient for return period T years
α: % of catchment that is rural
β: % of catchment that is urban
C1
:Cy + Cp + Cv
where
Cy relates to topography
Cp relates to permeability
Cv relates to vegetation
Cy, Cp and Cv are estimated from the Table 6
C2 = % residential  Cresidential
Where Cresidential = 0.50
The Kirpitch Formulae was used to calculate the time of concentration, tc. The
Rational Method calculates the time taken for runoff to travel along the longest
flow path and is as follows:
tc = [(0.87 x L2)/(1000 x S)]0.385
Where
L is the longest flow path (km) and
S is the slope (m/m)
Table 6 below shows the relationship between topography (Cy), permeability
(Cp) and vegetation and Table 7 shows the factor Ft to be use for different
return periods.
35
Table 6: Surface Slope, Permeability and Vegetation Factors
Component
Surface Slope
(Cy)
Classification
Marsh/Wetland (<3%)
Flat (3 to 10%)
Hilly (10-30%)
Steep (30%)
Very permeable
Permeable
Permeability (Cp)
Semi permeable
Impermeable
Vegetation (Cv)
Thick Bush and Plantation
Light Bush and Farmland
Sugarcane
No Vegetation
Mean Annual Rainfall
<600 600-900 >900
0.01
0.03
0.05
0.06
0.08
0.11
0.12
0.16
0.2
0.22
0.26
0.3
0.03
0.06
0.12
0.21
0.04
0.08
0.16
0.26
0.05
0.1
0.2
0.3
0.03
0.07
0.17
0.26
0.04
0.1
0.2
0.28
0.05
0.15
0.25
0.3
Table 7: Return Period and Ft Factor Used
Return Period ( Years)
2
5
10
25
50
100
FT
0.50
0.55
0.60
0.70
0.83
1.00
4.3.2.1.3 SIZING OF DRAINS
Once the design flow has been computed using the modified Rational Method,
the sizing of the drain was carried out using the Manning’s Formula.
The Manning’s Equation is shown hereunder with description of each variable.
Moreover, Manning’s coefficient for different materials and permissible
velocities are summarized in Table 8:
V = (1/n)R0.67So0.5
36
Where
V : Velocity of flow
n : Manning’s coefficient
R : Hydraulic Radius
So: Bed slope of channel
Table 8: Manning’s Coefficient for different materials
Material
Concrete
Stone pitched drain
Gabions
Earth Drain
Natural Stream
(Grassy)
Manning’s
Coefficient
0.013
0.025
0.03
0.035
0.05
There are several considerations which need to be taken into account during
the sizing of the drain. The drains were designed with a minimum slope of 0.5%.
to achieve a self-cleansing velocity of 0.75 m/s.
4.3.2.2 BID EVALUATION REPORT
The purpose of a Bid Evaulation Report is to recommend to the Client a
contractor for a particular project.
The Tender Documents stipulate Tender
requirements that the Tenderers have to abide to. The best Contractor is thus
selected after assessing the contractual, technical and financial merits of all the
tenderers.
Based on our recommendations given in the bid evaluation report, the board
members of NEF found out awarded the contract to the most substantially
responsive bidder.
37
4.3.2.3 PERFORMANCE SECURITIY AND INSURANCES
After the contractor mobilised on site, I assisted my senior engineer in verifying
that the performance security and all the insurances submitted by the contractor
as stipulated in the contract document.
4.3.2.4 SITE MEETINGS
Monthly site meetings were carried out in the presence of the Client and the
Contractor’s representative whereby progress and related issues on site was
discussed. An agenda was prepared with assistance from the Resident
Engineer prior to the meeting. After the meeting, I had to prepare draft notes of
meeting which was then reviewed by the Resident Engineer. The final notes of
meeting would then be sent to the relevant parties. A copy of notes of meetings
is enclosed in Appendix D.
Technical issues were taken up in separate meetings or after the site meeting.
4.3.2.5 SITE SUPERVISION
Before the casting the blinding layer at the bottom of the trench, it was ensured
that the soil beneath had achieved a compaction ratio of 95 % Maximum Dry
Density. 25 mm thick layer of concrete was used to level the trench and the
formation level was checked using a levelling instrument. Laying the precast
drains was performed taking into account health and safety issues on site.
38
Illustration 5: Laying of Precast Concrete Drains
39
4.4
INFRASTRUCTURAL WORKS AT CLUNY
4.4.1 PROJECT DESCRIPTION
VYYAASS Consulting Engineers was appointed by National Empowerment
Foundation (NEF) to provide consultancy services for project management and
civil engineering works at Cluny. The project included the construction of roads
and drains for existing household units.
The Project Team members were as follows:
Client: National Empowerment Foundation (NEF)
Contractor: Square Deal Multipurpose Cooperative Society
Project Manager/Engineer: VYYAASS Consulting Engineers Ltd
Contract Value: Rs 10 M
Proposed Project Duration: 6 months
4.4.2 INVOLVEMENT ON PROJECT
4.4.2.1 TENDER EVAULATION
In this project, I assisted my senior engineer to carry out arithmetic checks on
the bill of quantities submitted and verify whether the contractor had submitted
all documents as stated in the Instruction to Bidders. All these information were
presented in a bid evaluation report.
The Adjudication of the Tenders was carried out as follows:

Arithmetic Checks of all the Tenders
The Tenders were checked against any addition or multiplication errors that
could have been done by the Tenderers.

Compliance with the requirements
The Instructions to Tenderers (ITT) clearly specify the minimum requirements
and eligibility criteria for the Tenderer to qualify for the award of the Contract.
The ITT also detailed the information that had to be submitted with the Tender
40
Documents. All the Tenders were checked as regards to the information
required, such as Tender Bond, CVs of technical staff, Programme of Works,
method statement, etc for their compliance with the tendering requirements.

Technical analysis
The tenders were examined to determine their compliance with the specification
and the technical ability of the Tenderers to carry out the works. The Tenderers
have been assessed on the following:

Method Statement

Programme of works

Details of Experience as Prime Contractor for Civil Works

Resources to be deployed on site: and proposed Sub Contractors

Financial Analysis
The financial analysis was carried out to assess the financial standing of the
Tenderers and their financial capacity to undertake the works, to compare the
prices in the Bill of Quantities and whether the Tenderers were involved current
litigation, which may affect the ability of the Tenderers to undertake the works.
4.4.2.2 LIASON WITH AUTHORITIES
I liaised with various local authorities especially the Ministry of Housing and
Lands. This has made me become familiar with the different organizations with
which I will have to deal with during my entire career and has also helped me to
improve my communication skills.
4.4.2.3 PROGRESS REPORT
At the start of the Contract, the Contractor was required to submit a programme
of works against which the progress of works could be assessed. I also helped
my senior engineer in the preparation of progress reports.
41
4.4.3 MAIN PROBLEMS ENCOUNTERED
4.4.3.1 NEW ROAD ALIGNMENT
The main problems encountered were that the plot of lands was occupied by
squatters and we had to work in conjunction with the Ministry of Housing to
survey the plot. The proposed layout for infrastructure works could not
implemented on site at construction stage, since it was noticed that additional
informal dwelling have been built on the proposed alignment. In addition, due to
the presence of a nearby river, marshy lands were present all over the site and
therefore soil stabilisation had to be done before construction. Also, the river
location was not as per the tender drawings and it was noticed that the river bed
had extended partly on the site area. Hence, the general layout had to be
modified and a new road alignment was then proposed. This led to an increase
in the project cost and time which was agreed by the client.
4.4.3.2 QUALITY OF BLINDING LAYER
During a site visit at the beginning of the project, it was observed that the
contractor has placed the blinding layer without obtaining approval for the
formation level and the blinding layer was not of acceptable quality. The fines
within the blinding layer were not adhering to the concrete which we believed
was caused by too little cement used while preparing the concrete. The
Contractor was instructed to replace the blinding layer by a fresh one and to
obtain approval for the formation level prior to placing the blinding layer.
42
4.4.4 SAFETY MEASURES ON SITE
Some of the safety measures that were taken on site are listed below:





Ensure that precautions were taken while excavating trenches and
appropriate traffic signs were used to inform drivers of works being
carried out.
Ensure that trenches were adequately barricaded and fenced when no
works were being carried out in any particular trench.
Ensure that beacon lights were used to along barricades by trenches at
night.
Ensure safety of workers on site – use of gloves, boots and helmets.
Ensure that a fully equipped medical kit is available on site.
43
4.5
MAURITIUS TELECOM NETWORK EXPANSION PROJECT
4.5.1 PROJECT DESCRIPTION
In view of expanding its telecommunication network and upgrading network
coverage
around
the
Island,
Mauritius
Telecom
installed
various
telecommunication towers around the island, namely roof tops and green field
towers.
The Project Team members were as follows:
Client: Mauritius Telecom
Contractor: PES Metal Engineering
Engineer: GIBB (Mauritius) Ltd
Contract Value: Rs 100 Million
Proposed Project Duration: Momentum Works
4.5.2 INVOLVEMENT ON PROJECT
4.5.2.1 LIAISON WITH LOCAL AUTHORITIES
The project consisted of assisting the client for liaison with local authorities
namely, obtention of clearance from Central Electricity Board (CEB) and
application for Building and Land use Permit (BLUP).
4.5.2.1.1 PREPARATION OF BLUP DRAWINGS
Drawings for BLUP application were prepared based on the Design Guidance
for Siting and Design of Radio Telecommunications Equipment. The following
table show the minimum setbacks that need to be respected with respect to
height of structure.
44
Height of
Building
in metres
7.5
15
25 metres
30-40
Setback
Height of Building
in number of
Front Rear Sides
floors
in m in m in m
2
3 -20
2
2
4
3 -20
3
3
8
6-20
5
5
10- 13
*
*
*
*For heights beyond 25 metres, the setback should be increased by 0.5 metre
for each additional floor or every 3m.
4.5.2.1.2 CLEARANCE FROM UTILITY AUTHORITIES
For the proposed development, necessary clearances from CEB were required.
For this purpose, two set of plans were submitted to CEB which included a
location, site and an elevation plan. It is to be noted that client provided us with
an Authorisation letter so as to apply for CEB Clearance on his behalf.
Approved stamped drawings were then used in the application for the Building
Permit from the respective Municipal or District Council.
4.5.2.1.3 BUILDING AND LAND USE PERMIT
Before applying for BLUP, Press notice regarding location and nature of the
intended development was published in two daily newspapers in order to make
the neighbouring inhabitants and the general public aware of the proposed
development. Another requirement was to affix on site a notification plate about
the application of the building permit to the concerned Municipal or District
Council.
45
illustration : Notification Plate
It is to be noted that for developments related to telecommunication equipments
and generator, the application for BLUP was made under the section “SUI
GENERIS”.
Any person who felt that the proposed development would have a negative
impact on his daily life in whatever way had the right to lodge a complaint at the
respective Municipal or District Council to which the application had been made.
4.5.2.1.4 ACTIVITIES/EVENTS
PRIOR
TELECOMMUNICATION TOWER
TO
CONSTRUCTION
OF
The different activities and the various clearances that were required in order to
start off with construction of the various Telecommunication towers around the
Island of Mauritius are as shown in Table 16 overleaf:
46
Table 16: Activities Prior to Construction of Tower
Step
Item
1
Approval of Drawings by Client
2
Apply for CEB Clearance
Compile all necessary documents for Building &
3
Land Use Permit
4
Apply for BLUP
5
Obtention of BLUP
6
Construction
47
4.6
EMTEL NETWORK EXPANSION PROJECT
4.6.1 PROJECT DESCRIPTION
To promote network expansion and maintain client satisfaction, EMTEL is
installing various telecommunication towers around the island, namely roof top
poles and green field towers and palm tree towers.
The Project Team members were as follows:
Client: Emtel
Contractor: PES Metal Engineering / Advance Space Structures Ltd
Project Manager/Engineer: GIBB (Mauritius) Ltd
Contract Value: Rs 60 Million
Proposed Project Duration: Momentum Works
4.6.2 INVOLVEMENT ON PROJECT
Under the guidance of my senior engineer, I learned how to conduct structural
validation of buildings. Prior to start with the structural validation of the building,
the structural drawings were requested from the building owner. In cases where
there is no structural drawings, As made drawings had to be made through a
walk through survey of the building.
A visual assessment was then performed on the structural elements to identify
and quantify any defects observed. Non - Destructive tests mainly Rebound
Hammer Test and Ferro Scan tests as shown in Illustration 7 and 8 were carried
out on the structural elements to determine the compressive strength of
concrete and to obtain the diameter of steel bars present in the sections.
48
Illustration 7: Rebound Hammer Test
Illustration 8: Ferro Scan Test
Based on the visual assessment and structural drawings, reverse engineering
calculations were performed on the structural elements to check whether the
building is structurally adequate to safely transmit the load of the proposed
development to the foundations. Reverse engineering calculations carried out
for 1 site is given in Appendix I of the report.
49
4.6.3 DESIGN METHODOLOGY
The typical methodology for design of reinforced concrete members as
prescribed in BS 8110 Part 1 1997 are shown in the subsequent subsections.
These were used in the structural design of buildings during my training period.
The structural design of the reinforced concrete buildings was carried out in
sequence using the basic load transfer pattern, i.e slabs to beams, beams to
columns and columns to foundations.
4.6.4 DESIGN CODES USED
The following design codes and documents were used in the design process:

Code of Practice for dead and imposed load –BS 6399: 1984 (Part 1)

Structural Use of Concrete -BS 8110: 1997 (Parts 1&2)
4.6.4.1 SLAB DESIGN
Slabs are plate elements that form floors and roofs in buildings. They are
usually classified as either one-way spanning or two-way spanning depending
on the method of support or aspect ratio. The aspect ratio is the length of the
longest span Ly divided by Lx, length of shortest span. If Ly/Lx> 2.0, slab is
considered to be a one way spanning, else if aspect ratio is < 2.0 slab is
considered to be two way spanning.
In addition to the above, slabs are also classified according to their edge
conditions i.e. either restrained or free. Two way spanning slabs are designed
using moment and shear coefficients set in Clause 3.5.3 of BS 8110 Part 1,
1997. From the moments obtained, the tension reinforcement is designed using
the formula for rectangular beam.
The main steps in carrying out the design of slab are given in Table 11 below:
50
Table 11: Slab Design to BS 8110: Part 1: 1997
Step
Item
1
Calculated maximum Bending Moment,M
Calculate K=M/fcubd2  0.156
2
Calculate Lever Arm
3
z = (0.5 + (0.25-k/0.9))d  0.95d
4
Calculate As req. = M/0.95fyz
5
Calculate As Min= 0.13%bh
6
Deflection check as per clause 3.5.7
4.6.4.2 BEAM DESIGN
The steps that were used for the design of the beam are shown in Table 12
below:
Table 12: Beam Design to BS 8110: Part 1: 1997
Step
Item
1
Calculate the load distribution on beam based on worst yield-line
failure mechanism
2
3
Calculate the maximum bending moment, M and shear force, V
4
5
6
7
8
Calculate k = M/fcubd2  0.156
Calculate lever arm
z = (0.5 + (0.25-k/0.9))d  0.95d
Calculate As req. = M/0.95fyz
Calculate shear stress v = V/bd, v< vc and compute shear links
Deflection Check as per Clause 3.5.7
51
4.6.5 COLUMN DESIGN
The main steps for column design are shown in Table 13 below:
Table 13: Column Design to BS 8110: Part 1: 1997
Step
Item
Abstract axial load, N and moment transferred, M from analysis
1
Classify if column is braced or unbraced as per BS 8110:1, Clause
2
3.8.1.5
Classify if column is short or slender as per BS 8110:1, Clause
3
4
3.8.1.3
Calculate β from column end conditions (top and bottom) and
calculate effective height of column
5
Calculate additional moment due to deflection, Madd
6
Select maximum design moment, greatest of M2, Mi + Madd, M1 +
Madd or emin.N
7
Calculate N/bh and M/bh2 and calculate reinforcement area based
on column design charts (Based on BS 8110: Part 3: 1985)
8
Calculate link diameter and spacing
52
4.6.5.1 PAD FOUNDATION DESIGN
4.6.5.1.1 DESIGN METHODOLOGY
Isolated pad footings are square or rectangular slabs provided under individual
columns which transfer the concentrated loads from column safely to the
ground.
Pad footings were designed according to the assumptions set in BS 8110
Clause 3.11.2. For axially loaded base, the load is assumed to be uniformly
distributed whereas if the base is loaded eccentrically, the base pressure may
be assumed to vary linearly across the base.
The design of the pad footing was carried out at the ultimate load and the
critical section in the design was taken as that at the face of column as
prescribed in Clause 3.11.2.2 of BS 8110 Part 1, 1997. Thereafter, design
moments and reinforcement were calculated. The last stage of design involved
checking of punching shear as described in Clause 3.7.7.2 of BS 8110 Part
1,1997 .
The steps that were used for the design of the pad foundations is given in Table
15 as follows:
Table 15: Pad Foundation to BS 8110 Part 1:1997
Step
Item
1
Calculate total axial dead and imposed load (unfactored)
2
Calculate area of footing, A, by dividing load over soil bearing capacity
3
4
Calculate ultimate base pressure
5
6
Calculate moment & area of reinforcement
Check for punching shear at 1.5d from face of column
Check for shear at face of column
53
4.6.6 SOFTWARE DESIGN
The design of beams, column and slab was carried out using Prokon Software. I
had to input parameters defining the member geometry, sizes, dimensions,
physical properties, material constants, support conditions and load cases.
All calculations carried out by computer analysis were verified by alternative
manual calculations.
4.6.7 PREPARATION OF TENDER DOCUMENT
I also assisted my senior engineer in the drafting of technical specifications and
preparation of tender documents for the network expansion project.
4.6.8 AUDITING DESIGN FROM CONTRACTORS
Upon the award of the project to the contractor, the latter had to submit his
design for audit purposes. I assisted my senior engineer in conducting audits on
the design submitted by contractors. Upon approval of the design, we had to
issue a letter certifying that the design has been done as per the British
Standards and the materials proposed were as per the specifications. Upon
receipt of this letter, the contractor could mobilise on site.
4.6.9 SITE SUPERVISION
As part of the contract, we also had to provide site supervision and contract
management on the project and hence we carried out various inspections on
the sites when requested by the Request for Inspection (RFI) by the contractor.
A complete copy of the inspections carried out on a specific site is given in
Appendix J.
54
4.6.9.1 COLUMNS
The following were checked before casting of columns:
 Cover to reinforcement
 Reinforcement Type, Diameter, Spacing and Links were as per Construction
Drawings
 Lapping of bars and splice
 Reinforcement free from laitance, rust and mould oil
 Formwork used matched the type of finish specified
Illustration 9 shows an inspection for a column.
Illustration 9: Checking of Column Reinforcement and Formwork
4.6.9.2 SLAB
The following were checked before casting of slab:
 Depth of slab
 Cover to reinforcement(Bottom, top and sides)
 Diameter and spacing of reinforcement
 Adequate provision of chairs
 Adequate provision of props to slab being cast
 Cleanliness of reinforcement and ensure removal of debris inside formwork.
55
Illustration 10 shows an inspection for a slab.
Illustration 10: Checking of Slab Reinforcement
4.6.9.3 FORMWORK
The following items were checked on formworks:
 Verticality and alignment
 Formwork properly braced and propped enough so as to withstand the loads
resulting from placing of reinforcement and pouring and vibration of the
concrete
 Mould oil had been applied to sides of formwork
 Cleanliness of formwork
It was also verified that no debris such as roots and loose soil and binding wires
were present.
Illustration 11: Checking of Formwork
56
Moreover, it was also monitored that the formworks were removed without
undue vibration or shock and without damage to the concrete. The minimum
time periods needed, as stipulated in specifications, were strictly abided to
when the formworks were removed.
Illustration 12: Removal of Formwork
Table 17: Minimum Periods for formwork removal
Position of Formwork
Minimum period
Vertical or near vertical
faces of mass concrete
24 hours
Vertical or near vertical
faces of reinforced walls,
beams and columns
48 hours
Supports to underside of
beams and slabs
14 days
4.6.9.4 CONCRETE CASTING
I assisted my senior engineer in ensuring quality control when there was casting
of concrete.
57
Prior to arrival of concrete on site, the availability of the items listed hereunder
were checked:
 Poker diameter was used for the casting
 Sufficient cube moulds were available for preparation of cube samples for
laboratory testing
 Slump cone used was as per BS 1881:Part 101:1983
On delivery of concrete on site, the delivery receipts were checked to ensure
that correct concrete grade was being used as per specifications.
Illustration 13: Delivery Receipt
4.6.9.4.1 SLUMP TESTS
Slump tests were carried out to determine workability of concrete as per
specifications.
The concrete was compacted in a mould of the shape of the frustrum of a
cone and open at both ends. This mould had the following dimensions 305
mm high, and the base 203mm diameter was placed on smooth surface with
smaller opening of diameter 102 mm at the top. The clean mould was placed
on a smooth horizontal, rigid and non-absorbent base.
58
The mould was held firmly against the base and then filled with layers one
third of the height of the mould and each layer was tamped 25 times with a
standard 16 mm diameter steel rod. The strokes were being distributed in a
uniform manner over each layer and the strokes on the subsequent layers
were ensured to penetrate into the underlying layers. After the top surface
layer had been rodded, the concrete was then struck off level by making use
tamping rod. The mould was then removed from the concrete immediately
by raising slowly and carefully in the vertical direction. The unsupported
concrete then subsided and the slump formed, was measured by
immediately determining the difference between the highest point of the
mould and the highest point of the slumped concrete. Generally one slump
tests were made per concrete batch.
Illustration 14 shows how slump was monitored for each batch of concrete.
Illustration 14: Slump Test on concrete
4.6.9.4.2 CUBE TESTS
 The time that was loaded at the batching plant and the time it reached on
site were recorded in view of checking Initial setting time of Concrete.
 For every 20 m3 of concrete 3 cubes were taken for laboratory assessment
of compressive strength at 7 days (one cube) and 28 days (2 Cubes). It was
ascertained that the date, place of casting, curing and proper indexing of the
cube samples were carried out.
59
 It was also verified that proper curing was done by using curing compound
and moist gunny bags. Illustration 15 shows how 150 mm cube were
prepared and their methodology for preparation were also monitored.
The cubical moulds of size 150 mm, were cleaned, oiled and then filled in 3
layers. Each layer was compacted by 35 stokes distributed in a uniform manner.
A trowel levelled the top concrete layer and a reference code was written on
cubes and covered under wet hessian bags. The concrete cubes were
demoulded after 24 hours and submerged into clean water for curing and then
sent for testing. The average strength of the 1 cube crushed at seven and 2
cubes at twenty-eight days were referred to as the test results.
Illustration 15: Cubes to determine compressive strength of concrete
Cube test results were monitored for Quality Control of Concrete. An Extract of
the recording of test cube results is given in Illustration 16 hereunder:
60
Illustration 16: Monitoring Quality Control of concrete at 7 and 28 days
4.6.9.4.3 REINFORCEMENT
It was ensured that all steel reinforcement complied with the required standards,
that is, MS 10:1999 and that compliance certificate for all steel reinforcement
each time reinforcement was delivered on site.
A Copy of the Compliance Certificate and Test report is given in Appendix I of
this Report.
4.6.10 HEALTH AND SAFETY MEASURES
During my supervision activities, I have also realised that Health and Safety
issues are becoming increasingly important on construction sites. These issues
are of prime importance and must be given due consideration at design stage
itself from the Construction, Operation and Maintenance point of view and to
ensure compliance with the legislative or statutory requirements.
Health and Safety measures were checked while conducting the works and all
recommendation made by the health and safety officer, had to be taken into
consideration.
Health and safety welfare of workers including the public were ensured by:
61

Hoarding the site and controlling access.

Fixing of warning signs

Availability of safety and protective equipments on site

Availability of necessary equipments to render first aid in case of
accidents.

Keeping the site clean.
Illustration 6: Safety control on Site
62
4.6.11 PROJECT MANAGEMENT OF EMTEL SITES
4.6.11.1 JOINT MEASUREMENT AND CONTRACTOR’S INTERIM PAYMENT
I assisted in the preparation of several Interim Payment Certificates under this
Contract. Each item of the works completed on site was measured jointly with
the Contractor prior to the Contractor’s submission of the Interim Payment
Application. This procedure was agreed with the Contractor so that the Interim
Payment Certificate could be processed faster. Retention money in the order of
10% of the total valuation of work was deducted from the total valuation of
works on site as per the Appendix to Tender. Half of the retention money was
released upon substantial completion of the project and the last half was
released upon after the Defects Notification Period.
4.6.11.2 LIST OF OUTSTANDING WORKS
Once the Contractor has requested for substantial taking-over, a final inspection
of the Works was organised and a list of outstanding works was issued to the
Contractor. The Outstanding Works was monitored during the Defects
Notification Period. A copy of the Snag list is given in Appendix J of the report.
4.6.11.3 SUBSTANTIAL TAKING OVER OF SITE
Upon substantial completion of the project, Taking-Over exercise was organized
in the presence of the Client, Contractor and Local Authority. Following which, I
assisted my project manager in preparing the Taking-Over Certificate. A copy of
the Taking Over certificate and snag list is given in Appendix I of the report.
4.6.11.4 FINAL HANDING OVER OF SITE
After the Defects Notification Period, the final Handing-Over of site is organized
in the presence of the client and the contractor. I prepared the Performance
Certificate thereafter.
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4.6.12 PROBLEMS ENCOUNTERED ON SITE
4.6.12.1 SLUMP TEST FAILING
On various castings, the slump test for a lorry of higher than acceptable values.
The lorry was requested to wait for a period of 15 minutes and another slump
test was performed. This time the slump was within acceptable limits and the
contractor was requested to proceed with casting.
4.6.12.2 CUBE TEST RESULTS LOWER THAN THE REQUIRED
CHARACTERISTIC STRENGTH.
Cube test results lower than the specified concrete characteristic strength were
obtained for one batch of concrete. The contractor was requested to submit a
methodology for remedial measures. The contractor suggested carrying out
core tests on elements whereby the concrete was poured. The cores indicated
strength greater than the characteristic strength required and the works were
approved. The contractor then repaired the units whereby cores were taken.
The sides of the opening were cleaned and a bonding agent was applied. Fresh
concrete was then placed within the hole.
4.6.12.3 PRESENCE OF HONEYCOMBING & IMPROPER CLEANING OF
SHUTTERING PRIOR TO CASTING
Contractor was requested to submit reparation methodology. The Contractor
was asked to repair the unsound concrete as follows:





Remove all honeycombed areas until sound concrete was reached, the
minimum depth beneath reinforcement bars being 25 mm
Clean reinforcement bars thoroughly for proper bonding with concrete
Apply bonding agent (Epidermix 344 was used in this case by the
Contractor)
Pour fresh concrete and compact thoroughly
Chip off excess concrete.
64
Illustration 17: Honeycombing on wall
4.6.12.4 HIGH CONCENTRATION OF PVS SLEEVES ON STUB COLUMN
The contractor was requested to re-route the PVC sleeves so as to avoid
honey-combing at sleeves location.
Illustration 18: High Concentration of PVC Sleeves
4.6.12.5 CLEANING NOT DONE PRIOR TO CASTING OF BOUNDARY WALL
Contractor was requested to clean and remove debris and to request for
approval again.
65
Illustration 19: Cleaning before casting of Boundary Wall
66
4.7
INDIAN OIL FILING STATIONS
4.7.1 PROJECT DESCRIPTION
GIBB was appointed by the Indian Oil Mauritius Ltd to provide consultancy
services for the construction of filling station at Verdun. The project included the
construction of access road, sales building canopy, underground tan and other
associated civil works.
The Project Team members were as follows:
Client: Indian Oil Mauritius Ltd (IOML)
Contractor: Arun Fabricators (Mauritius) Ltd
Engineer: GIBB (Mauritius) Ltd
Contract Value: Rs 9 Million
Proposed Project Duration: 6 months
4.7.2 INVOLVEMENT ON PROJECT
As a trainee engineer, I was assigned to do structural design of the beams,
slabs and columns of the sales building. Moreover, I assisted in taking off of
quantities and the preparation of the bill of quantities (BOQ). I also assisted my
senior engineer in the preparation of tender documents.
4.7.2.1 STRUCTURAL DESIGN
As part of my contribution as team member, I was given the opportunity to carry
out the structural design of the sales building under the supervision of my
Senior Engineer, before drawings were issued at Tender Stage or Construction
Stage.
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4.7.2.2 BILL OF QUANTITIES
I assisted my Senior Engineer in Quantity Take Off of all items for inclusion in
Bill of Quantities for the newly proposed filing station. Existing topographical
survey and contour plans were used for the calculation of the excavation works
that were required.
An extract of the Bill of quantities is given in Illustration 20 hereunder.
Illustration 20: Bill of Quantities
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4.7.3 PREPARATION OF TENDER DOCUMENT
I was involved in the Tender Documentation process for the construction of
Filing Station at Verdun. Selected Tenders were invited for Tendering. A copy
of the Tender Document has been given in Appendix J of the report.
4.7.3.1 PREPARATION OF TENDER DOCUMENTS
Tender Documents were prepared to award the contract for the construction of
Filing Station at Verdun. The Conditions of Contract have been adopted from
the 1st Edition of FIDIC Red Book Contract for Construction (1999).
My duties for this project included:

Preparation of Tender Documents

Liaison with the Client, site visit and attending pre bid meeting

Compile and coordinate the Bill of Quantities for inclusion in the Tender
Document

Assist the senior engineer in the preparation of other associated different
sections of the Tender Documents
The documents prepared included:

Instructions to Tenderers

Form of Agreement and Appendix thereto

Forms of Tender Bond and Performance Security

Conditions of Contract Part 1(General Conditions)

Conditions of Contract Part 2 (Conditions of Particular Application)

Specification and Appendix thereto

Preamble to Schedule of Prices

Schedule of Prices

Tender Drawings.
69
4.7.3.2 CONTENTS OF TENDER DOCUMENT
I was given the opportunity to appreciate the importance and use of the different
documents forming part of a Tender Document, which when awarded and
signed will form the Contract Document.
The Tender Document usually comprises the following sections:
4.7.3.2.1 INSTRUCTIONS TO TENDERERS
The purpose of Instructions to Tenderers is to provide Tenderers information
that would help them in the preparation and submission of the Tenders. The
main items include:

Scope of Works

Guidance on how to fill in the different forms of the Tender Document

Place, date and time for the submission of the Tender

Information required about the company such as company profile, past
projects executed by the firm, qualifications and experience of the
personnel, name and address of the proposed surety for the
Performance Security, etc.

Validity of the Tender Bond and its value

Employer’s Representative name and address.
4.7.3.2.2 FORM OF AGREEMENT AND APPENDIX THERETO
hile submitting their tenders, Tenderers are required to complete the OFFER
section of the Agreement in two originals, wherein a sum is quoted for the
execution of the Works. Finally after accepting a Tender, the Employer signs
the ACCEPTANCE section of both originals, and returns one of them to the
successful Tenderer.
The Appendix to Agreement forms part of the Agreement and includes
information such as time for completion, retention money, and amount for
Performance Security.
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4.7.3.2.3 FORMS OF TENDER BOND AND PERFORMANCE SECURITY
The tender bond is a written guaranty from a third party guarantor (a bank) to
the client by a contractor. A tender bond ensures that on acceptance of a
tender, the contractor will proceed with the contract and will replace the bid
bond with a performance bond.
A tender bond is issued by the contractor to the client, to in hopes guarantee
that the winning bidder will undertake the contract under the terms at which they
bid.
A tender bond ensures that on acceptance of a tender, the contractor will
proceed with the contract and will replace the bid bond with a performance
bond.
A performance bond is a surety bond issued by a bank to guarantee satisfactory
completion of a project by a contractor.
4.7.3.2.4 CONDITIONS OF CONTRACT
This section consists of the General Conditions of Contract also referred as
Conditions of Contract Part 1 and the Conditions of Particular Application also
referred to as Conditions of Contract Part 2. The Conditions of Contract define
the legal and binding conditions prevailing during the execution of a particular
Contract.
The roles of the Employer, Employer’s Representative and the
Contractor are defined in them.
4.7.3.2.5 SPECIFICATION AND APPENDIX THERETO
This section describes the Works and the different the requirements like, type
and quality of materials, level of workmanship and tests.
4.7.3.2.6 PREAMBLE TO SCHEDULE OF PRICES
In this section, instructions are given to Tenderers on how to fill in the Schedule
of Prices, and the also the detailed breakdown of the items.
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4.7.3.2.7 SCHEDULE OF PRICES
The Schedule of Prices includes a complete set of items necessary for the
successful completion of the Works. Each item is quantified in appropriate units
as detailed in the Preamble to BOQ.
4.7.3.2.8 TENDER DRAWINGS
The Tender Drawings provide details of the Works that has to be executed.
The importance of Drawings is to make the Tenderers understand what is
required and thus they will be able to quote more easily.
4.7.3.3 PRE BID MEETING
After the Letter of Invitation was sent to Tenderers, a pre-bid meeting was
organised. The purpose of the pre-bid meeting was to call the Tenderers at the
location where the filing station was to be constructed and to make them
familiar with the site conditions and make them aware of any threats that may
occur during the course of the project.
Another purpose of the meeting was to answer all their queries in such a way
that will help them tender properly.
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4.8
INVOLVEMENT ON OTHER PROJECTS
4.8.1
VYYASS CONSULTING ENGINEERS
During my training at VYYASS consulting Engineers, I was also involved in
projects which helped me in getting exposure to other aspects of engineering
consultancy. I had the opportunity to assist in the preparation of EIA and PER of
several projects.
4.8.2 GIBB (MAURITIUS) LTD
At GIBB (Mauritius) Ltd, I had the opportunity work on to prepare scope of
works and taking off quantities on various minor projects. I was also involved in
the survey, preparation of drawings and site supervision on other projects. I
also assisted in the preparation of proposals for new jobs.
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5
ANALYTICAL TOOLS
5.1
INTRODUCTION
At a certain stage in any engineering project, the Engineer has to take some
decisions. The outcome of these decisions will be a function of the tools and
techniques that he has used.
These tools include simple mathematical
formulae, advanced method like computer software.
During my training period, I made intensive use of these analytical tools
especially computer software while working on various projects. Some of these
tools are described in this chapter.
5.2
MICROSOFT OFFICE PRODUCTS

Microsoft Word was used basically for word-processing i.e., drafting
letters reports and minutes of meeting.

Microsoft Excel spreadsheets were used to analyse information,
perform calculations, cost-estimates and taking-off quantities.

Microsoft Power Point was used for making presentations during
meetings with the Client.

5.3
Microsoft Project was used in project scheduling.
AUTOCAD
After having followed 2D AutoCAD course, I got the opportunity to learn and use
the AutoCAD package for the production of sketches and simple drawings. I
also extracted information from architects’ drawings for design purposes. I
learned a lot of tools and techniques from the CAD operators which facilitated
my work.
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5.4
USE OF STRUCTURAL SOFTWARE, STAAD PRO AND PROKON
PROKON Structural Analysis and Design is developed by a team of
professional engineers and aimed for use by structural engineers and
technicians. The software provides quick and reliable answers to everyday
structural and geotechnical engineering problems. I have used the concrete
design modules for the design and detailing of concrete members.
ORION Structural Software is an ideal structural software for those involved
extensively in the design of reinforced Concrete Building Structures. It
has 2D/3D modelling environment from which automatic analysis, design and
drafting is provided for the engineer. I used Orion structural software in projects
where we had equal repetitive spans.
STAAD.Pro is an analysis and design software package for structural
engineering. It is mainly used to generate 3D models of buildings. Its structural
analysis, design of concrete, steel and timber members, post-processing
modules provides a fast and effective way of varying design parameters. I have
used Staad Pro perform frame analysis.
Robot Structural Analysis is structural analysis software for structural modeling
to simulate wind load in the design and engineering workflow. I used ROBOT in
design audits where I had to verify the stress distribution plots in some
members.
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5.5
CONTINUING PROFESSIONAL DEVELOPMENT (CPD)
5.5.1 INTRODUCTION
Continuing Professional development (CPD) is an important means for Engineers
to demonstrate their commitment to keeping themselves up to date and
improving their competitiveness.
This can be achieved through:

Participation in seminars, workshops and conferences

Membership and affiliation with recognised local and international
professional bodies

Undertaking further academic studies

Continually updating one’s knowledge and improving personal
effectiveness

Keeping
up-to-date
with
the
latest
technological
innovations
in
engineering.
5.5.2 WORKSHOP AT GIBB
Every year the management of GIBB set up an appraisal plan for all the
employees. During this appraisal, views from all staffs are analysed by the
management and areas requiring training are pointed out. A training plan is set
up and all engineers are required to attend.
These trainings usually cover a broad range of activities including design,
supervision and contract administration.
The training is usually conducted by the discipline leaders of the company.
Some of the training that I have attended since I joined GIBB are shown below:

Site Supervision: General principles

Health and Safety on Construction sites
76

Workshops on lesson learnt from past experience conducted by Senior
Engineers

Introduction to Autocad Civil 3D

Workshop on Project Management

Quality Management System

Workshop in Non Destructive Testing (NDT)

Conditions of Contract
Recently, management has introduced the concept of focus groups. These
provide a valuable source of knowledge as they enhance the interaction among
the different participants and at the same time promote sharing of past
experience. Moreover, they help to develop communication skills by allowing
everyone to participate.
5.5.3 QUALITY MANAGEMENT SYSTEMS (QMS)
The company has a Quality Management System in place in accordance with
BS EN ISO 9001 and is one of the few Engineering Consultants in Mauritius
currently registered with ISO. All staff are required to take cognisance of the
Quality Manual and abide by the procedures set out for:

Audits

Filing system

Data storage and backup system

Staff Appraisal

Design Control and Document Control

Document Control Sheet
It also includes a Code of Conduct that has to be adhered to by all employees.
77
5.5.4 NEW PRODUCTS FROM MANUFACTURERS/SUPPLIERS
I also attended presentations delivered by representatives of manufacturers and
suppliers about new products that are available on the market. These were
organised by the Local/International promoter of the products, as listed
hereunder.
5.5.4.1 PRESENTATION ON SIKA PRODUCTS
SIKA product range include concrete admixtures, concrete repair and protection
systems, specialty motors, grouting and anchoring systems, sealants and
adhesives, damping and reinforcing materials, structural strengthening systems,
steel corrosion protection systems, flooring and wall coating systems, fire
protection systems as well as roofing and waterproofing systems.
5.5.4.2 PRESENTATION ON PENETRON ADMIX
PENETRON ADMIX is an admixture in powder form that is added to new
concrete during batching. Once inside the concrete, it reduces concrete
permeability by permanently sealing microcracks, pores and capillaries and
effectively protecting the concrete against water penetration and the effects of
deterioration, even under high hydrostatic pressure. PENETRON ADMIX
provides projects with self-healing concrete with the ability to reseal cracks that
develop during the lifetime of the concrete.
PENETRON ADMIX is compatible with all commonly used workability
admixtures (e.g. superplasticizers, retarders) and mix design formulations (trial
mixes recommended prior to casting).
These products have been used for casting of reservoirs, Sewage and Water
treatment tanks, Tunnels and traffic bearing structures, Foundations and
basements, Elevator Shafts and underground vaults, Base Slabs and other
specific applications whereby it is required to increase durability of concrete.
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5.5.4.3 PRESENTATION ON PPB PRECAST UNITS
The PPB precast slab is ac concrete panel, prestressed and reinforced with
indented wires. Its underside soffit is smooth and ready to take fresh paint after
minimum surface preparation. The top surface of the PPB precast slab is rough
in order to give proper bonding between the fresh concrete and the precast
panel, thus ensuring that both concrete are monolithic. Main advantages of PPB
include cost effectiveness, high quality, easy and fast erection, architectural
flexibility and no plastering to soffit.
5.6
FURTHER STUDIES AND CAREER DEVELOPMENT
Learning is a continuous process, and goes on throughout one's life. As a
means to foster future career development and understanding of the
management and business environment, I have completed a Master of Science
in Building Services Engineering. I am planning to enroll for MBA course shortly.
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6
CONCLUSION
During my engineering training, I have progressively acquired the necessary
skills to discharge my duties and responsibilities effectively. I can confidently
claim that I am hence familiar with both technical and contractual aspects of my
work.
In addition, I have been able to share my work experience with fresh graduates,
trainees and junior staff with whom I have had the opportunity to work. I have
also realised that working as a team is essential for the successful completion
of a project.
Moreover, I had the opportunity to attend various seminars and short courses
on technical areas of civil engineering, as well as project management and
communication skills.
These seminars and short courses have been most
rewarding for my career.
During these two and a half years of training at GIBB (Mauritius), I was exposed
to projects of different nature and scope. I am confident therefore that I am
adequately equipped to shoulder the responsibilities and duties of a Registered
Professional Engineer and generally to uphold the Engineering Profession.
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7
SUMMARY OF COMPETENCES
The Council of Registered Professional Engineers now requires that every
applicant who apply for Registration (Stage 2) as Professional Civil Engineer to
submit a Statement of Competences claimed and during their pre-registration
training period. The aim of including this Summary of Competencies is mainly
for assessment purposes. This is done to ascertain that the training has been
carried out to the requirements of the CRPE and that the applicant
demonstrates the necessary aptitudes for eventual registration as Professional
Civil Engineer under the Section 13.2b (ii) of the CRPE Act (1965) and as
subsequently amended.
81
8
REFERENCES
8.1
BOOKS
CHOO, B.S. and MACGINLEY T.J., (1990), Reinforced Concrete – Design
Theory and Examples, 2nd Edition, E & FN Spon, UK
MOSELEY, W.H et al.,(1999), Reinforced Concrete Design, 5th edition,
PALGRAVE, NEW YORK.
8.2
DESIGN CODES
BRITISH STANDARDS INSTITUTIONS (1996), BS 6399: Part 1: 1996, Codes
of practice for dead and imposed loads, BSI, London, UK.
BRITISH STANDARDS INSTITUTIONS (1997), BS 8110: Part 1: 1997, Code of
practice for design and construction, BSI, London, UK.
BRITISH STANDARDS INSTITUTIONS (1997), BS 6397: Part 1: 2007, Code of
design and installation of drainage fields for use in wastewater treatment, BSI,
London, UK.
DESIGN GUIDANCE ON PLOT SEWAGE DISPOSAL (2004), Ministry of
Housing and Lands, November 2004
The Institution of Structural Engineers, (2006), Standard Method of Detailing
Structural Concrete – A manual for best practice, 3rd Edition, The Institution of
Structural Engineers, UK.
The Institution of Civil Engineers (1985), The Institution of Structural
Engineers (1985), Manual for the design of reinforced concrete building
structures, The Institution of Structural Engineers, UK.
82