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. 63 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. 67 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 68 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. 70 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. 71 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. 72 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. 73 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. 74 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. 75 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. 78 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. 79 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. 80 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