Preface
Civil Engineering is a significant field of Engineering. It is designing, constructing and
maintaining the product world request. It makes the life of human beings more comfortable.
Therefore, industrial training is very important to comprehend work environment and future
engineering profession. As a part of the graduate diploma course, in order to gain practical
knowledge and to understand the application of theoretical studies in industries, we are required
to make a report on our industrial training. So this report is prepared for the completion of three
months industrial training at Urban Regeneration Project-Phase 11, Colombo 10. The
construction is conducted by Mäga Engineering (Pvt.) Ltd.
In this report I have included mainly three chapters as description about the training
establishment. This includes the organizational chart, type of business, project details and etc.
The next chapter includes my training experiences at the establishment. In this chapter
I have clearly explained formwork, concrete, survey, reinforcement structure and problems
encountered during the training period in each section. And also the information about office
practices, quality controlling methods, safety of the site, and stores management has been
described.
The last chapter is the conclusion of the report. It includes what I gained during the
training period, weaknesses identified, the suggestions for improvement and etc.
Thank You,
Kusal Thennakoon.
ii
Acknowledgement
I take this opportunity to thank everyone who has helped me in every way during my
industrial training period.
I specially thank to the management of the IESL College of Engineering particularly to
all the staff of the industrial training division who arranged me to obtain this remarkable
opportunity. And I would like to thank Mr. D.Weerathunge, the training coordinator of IESLCE
for organizing me the training program and appointing me as an apprentice in the Mäga
Engineering (Pvt.)Ltd.
I would like to convey my gratitude for Mr. T. Dineesha Wickramasekara, the project
manager of the Urban Regeneration Project, Colombo 10 for the staff of the project, where I
gained a lot of knowledge and experience in structural civil engineering and constructions. And
I wish to thank them for making this great opportunity available for me which made my training
a great success.
The theoretical knowledge I have gained from my college were very helpful in my inplant training in decision making. So I would like to thank for the lecturers of the IESL College
of Engineering.
I dedicate my heartiest gratitude to my parents, who gave me courage and provided me
everything possible to make my training a success. Also I would thank to all of my friends who
helped me to make this success and finally I wish to thank everybody.
Kusal Thennakoon.
150941
Department of Civil Engineering
IESL College of Engineering
iii
Contents
Preface .......................................................................................................................................ii
Acknowledgement .................................................................................................................. iii
Contents ................................................................................................................................... iv
List of figures ..........................................................................................................................vii
List of tables............................................................................................................................. ix
List of Abbreviations ............................................................................................................... x
1.
2
Chapter 1: Introduction ................................................................................................... 1
1.1.
Nature of the establishment:..................................................................................... 1
1.2.
Vision and value: ....................................................................................................... 2
1.3.
Mission: ...................................................................................................................... 3
1.4.
Training and development strategies: ..................................................................... 3
1.5.
Details of the project ................................................................................................. 4
1.6.
Objectives of the project ........................................................................................... 7
1.7.
Benefits of the project ............................................................................................... 7
1.8.
Management style and administrative strategies ................................................... 7
1.9.
Health and safety ....................................................................................................... 8
Chapter 2: Training Experience ................................................................................... 10
2.1
Block work masonry ............................................................................................... 10
2.1.1
Introduction ........................................................................................................ 10
2.1.2
Block work masonry process at the site:............................................................ 10
2.2.3
Setting out for block wall ................................................................................... 12
2.1.4
Lintels ................................................................................................................ 12
2.1.5
Equipment used in block work masonry:........................................................... 14
2.1.6
Quality control and quality assurance: ............................................................... 15
2.2
Plastering.................................................................................................................. 16
2.2.1
Introduction ........................................................................................................ 16
iv
2.2.2
Fixing level pegs for plastering.......................................................................... 17
2.2.3
Plastering process at the site: ............................................................................. 18
2.2.4
Equipment used for plastering process .............................................................. 19
2.2.5
Quality control and quality assurance ................................................................ 20
2.3
Floor Rendering....................................................................................................... 21
2.3.1
Floor rendering process at the site: .................................................................... 21
2.3.2
Fixing level pegs for floor rendering ................................................................. 21
2.3.3
Quality control and quality assurance ................................................................ 22
2.4
Painting .................................................................................................................... 23
2.4.1
Process of painting at the site: ........................................................................... 23
2.4.2
Equipment used for painting .............................................................................. 24
2.4.3
Quality control and quality assurance ................................................................ 25
2.5
Tiling......................................................................................................................... 27
2.5.1
Tiling process in the site: ................................................................................... 27
2.5.2
Quality control and quality assurance ................................................................ 28
2.6.
Reinforcement works .............................................................................................. 29
2.6.1.
Bar schedule and bar notation ............................................................................ 29
2.6.2.
Fixing of rebar.................................................................................................... 30
2.6.3.
Quality control and quality assurance ................................................................ 32
2.7.
Formwork ................................................................................................................ 33
2.7.1.
Placing of formwork .......................................................................................... 33
2.7.2.
Removal of formwork ........................................................................................ 33
2.7.3.
Quality control and quality assurance ................................................................ 35
2.8.
Concrete Works ....................................................................................................... 36
2.8.1.
Concrete materials. ............................................................................................ 36
2.8.2.
Strength of concrete ........................................................................................... 39
2.8.3.
Field tests ........................................................................................................... 39
v
2.8.4.
Concreting process ............................................................................................. 42
2.8.5.
Defects of concrete ............................................................................................ 46
2.8.6.
Concrete joints ................................................................................................... 48
2.9.
Setting out Survey ................................................................................................... 49
2.9.1
Plan location of the building .............................................................................. 49
2.9.2
Setting out the building elements ....................................................................... 49
2.9.3
Control of levels. ................................................................................................ 51
2.9.4
Control of verticality .......................................................................................... 52
2.9.5
Levelling instruments used at the site: ............................................................... 53
2.9.6
Quality control and quality assurance ................................................................ 58
2.10.
Stores Management ............................................................................................. 59
2.10.1. Material requisition and issue note (MR note) .................................................. 59
2.10.2. Purchase requisition note ................................................................................... 59
2.10.3. Good receive note .............................................................................................. 60
2.10.4. Bin cards ............................................................................................................ 61
2.10.5. Inventory books ................................................................................................. 62
2.10.6. Stores requisition ............................................................................................... 62
3.
Chapter 3 ......................................................................................................................... 64
3.1
Problems encountered at and solutions................................................................. 64
3.2
Suggestions ............................................................................................................... 66
3.3
Conclusion ................................................................................................................ 67
References ............................................................................................................................... 68
vi
List of figures
Figure 1 - MAGA logo ........................................................................................................................... 1
Figure 2 – Site Outlook ........................................................................................................................... 5
Figure 3 – Safety sign board ................................................................................................................... 9
Figure 4 - Safety sign board .................................................................................................................... 9
Figure 5 - Safety precautions .................................................................................................................. 9
Figure 6 - Masonry rebar ...................................................................................................................... 11
Figure 7 - Masonry rebar ...................................................................................................................... 11
Figure 8 - Cast in-situ lintels ................................................................................................................. 12
Figure 9 - Typical lintel detail .............................................................................................................. 13
Figure 10 - Gauge box .......................................................................................................................... 14
Figure 11 - Masonry trowel .................................................................................................................. 14
Figure 12 - Construction of block wall ................................................................................................. 15
Figure 13 - Chicken mesh ..................................................................................................................... 16
Figure 14 - V groove ............................................................................................................................. 17
Figure 15 - Level peg ............................................................................................................................ 18
Figure 16 - Plastering ............................................................................................................................ 18
Figure 17 - Plastering at site ................................................................................................................. 19
Figure 18 - Plastered wall ..................................................................................................................... 19
Figure 19 - Square float ........................................................................................................................ 19
Figure 20 - Tri square ............................................................................................................................ 19
Figure 21 - Roller brush ........................................................................................................................ 25
Figure 22 - Paint brush .......................................................................................................................... 25
Figure 23 - Mechanical Mixture ........................................................................................................... 25
Figure 24 - Applying skim coat ............................................................................................................ 26
Figure 25 - Smoothening by sand papers .............................................................................................. 26
Figure 26 - Applying skim coat on soffit .............................................................................................. 26
Figure 27 - Tiling on bathroom wall ..................................................................................................... 28
Figure 28 - Tiling on work top .............................................................................................................. 28
Figure 29 - Bar notation ........................................................................................................................ 29
Figure 30 – Slab reinforcement ............................................................................................................. 30
Figure 31 - Beam reinforcement ........................................................................................................... 30
Figure 32 - Lift wall reinforcement........................................................................................................ 31
Figure 33 - Conduit works in slab......................................................................................................... 31
vii
Figure 34 - Lap length and crank length ............................................................................................... 31
Figure 35 - Beam formwork (beam bottoms) ....................................................................................... 34
Figure 36 - Beam reinforcement (Side boards) ..................................................................................... 34
Figure 37 - Column reinforcement........................................................................................................ 34
Figure 38 - Steel jacks........................................................................................................................... 34
Figure 39 - Cement type ....................................................................................................................... 37
Figure 40 - Delivery sheet for concrete ................................................................................................ 37
Figure 41 - Fine aggregates................................................................................................................... 38
Figure 42 - Coarse aggregates ............................................................................................................... 38
Figure 43 - Admixture .......................................................................................................................... 38
Figure 44 - Admixture .......................................................................................................................... 38
Figure 45 - Concrete strength curve ...................................................................................................... 39
Figure 46 - Slump test at site ................................................................................................................ 40
Figure 47 - Slump test at site ................................................................................................................ 40
Figure 48 - Dimensions of the equipment used .................................................................................... 41
Figure 49 - Casting cubes ..................................................................................................................... 41
Figure 50 - Maga batching plant ........................................................................................................... 42
Figure 51 - Mage batching plant (ingredient cylinders)........................................................................ 42
Figure 52 - Placing of concrete ............................................................................................................. 43
Figure 53 - Poker vibrator ..................................................................................................................... 44
Figure 54 - Finished concrete surface ................................................................................................... 44
Figure 55 - Curing using wet gunny bags ............................................................................................. 45
Figure 56 - Honey comb ....................................................................................................................... 46
Figure 57 - Bleeding effect ................................................................................................................... 47
Figure 58 - Spalling effect .................................................................................................................... 48
Figure 59 - Straight edge or aluminum levelling bar ............................................................................ 51
Figure 60 - Spirit level .......................................................................................................................... 52
Figure 61 - Plumb bob .......................................................................................................................... 52
Figure 62 - Total station instrument ...................................................................................................... 54
Figure 63 - Levelling using dumpy level .............................................................................................. 55
Figure 64 - Laser levelling instrument .................................................................................................. 56
Figure 65 - Accuracy of instrument (sketch 1) ..................................................................................... 57
Figure 66 - Accuracy of instrument (sketch 2) ..................................................................................... 57
Figure 67 - Purchase requisition note ................................................................................................... 59
viii
Figure 68 - Gate pass ............................................................................................................................ 60
Figure 69 - Good receive note............................................................................................................... 60
Figure 70 - Bin card .............................................................................................................................. 61
Figure 71 - Stores requisition note ....................................................................................................... 62
Figure 72 - Transfer voucher ................................................................................................................ 62
Figure 73 - Cranking tool ...................................................................................................................... 64
Figure 74 - Chemical anchoring gun..................................................................................................... 65
List of tables
Table 1 - Scope of work……………………………………………………………………….5
ix
List of Abbreviations
BOQ
-
Bill of Quantities
BSR
-
Building Schedule of Rates
EPF
-
Employer Provident Fund
ETF
-
Employer Trust Fund
ft2
-
Square feet (area measurement)
GI
-
Galvanized Iron
L
-
Liters
Ltd.
-
Limited
m
-
Meters (length measurement)
m2
-
Square meters (area measurement)
MEP
-
Mechanical Electrical Plumbing
mm
-
Millimeters
MPa
-
Mega Pascal (strength measurement)
NAITA
-
National Apprentice and Industrial Training Authority
OHSAS
-
Occupational Health and Safety Standards
OPC
-
Ordinary Portland Cement
PPC
-
Pozzolana Portland Cement
PVT
-
Private
SEC
-
State Engineering Cooperation
UDA
-
Urban Development Authority
URP
-
Urban Regeneration Project
x
1. Chapter 1: Introduction
MAGA ENGINEERING (PVT) LTD.
Figure 1 - MAGA logo
1.1.Nature of the establishment:
A synonym for quality, speed and care, Mäga Engineering is one of the most trusted
construction companies in South Asia, delivering high-quality buildings and infrastructure for
over three decades. From concept to conclusion, Mäga continues to work with an array of
stakeholders from investors and developers to public agencies and regional communities. As
the largest construction company in Sri Lanka, its work has enriched all sectors of the
economy, from healthcare and hospitality to transport and water supply.
The company continued to play a leading role in the infrastructure development in Sri
Lanka in 2013/14, executing work on 12 building projects with a total floor area of over
2,900,000sqft, five (5) water supply schemes serving over 310,000 residents; road networks
spanning over 643 km; several bridges, and a flyover. During last few years’ company has
completed several landmark infrastructure projects, including the A-9 road, Jaffna Teaching
Hospital, Kalladi Bridge, A-35 road, Northern Road Connectivity Project, Point Pedro Water
Supply Project, Greater Kandy Water Supply Project, Hambantota Port Administrative
Complex & Sethsiripaya Stage II.
Mäga has a workforce, consisting of over 70 senior project managers and over 300
graduate engineers in the fields of civil, mechanical, electrical, materials, mining and earth
resources engineering; together with designers, planners, quantity surveyors, technicians, and
over 8000 craftsmen.
1
Head Office
200, Nawala Road, Narahenpita, Colombo 5, Sri Lanka
Year Established
1984
Ownership
Private Limited Liability Company
Founder/Chairman
M.G. Kularatne
National Grading
CS2 in Buildings, Roads & Water Supply & Drainage
CS1 in Bridges
Workforce
10,350
Accreditations
ISO 9001, ISO 14001, OHSAS 18001, Super brands
No of projects
425
1.2.Vision and value:
They passionately believe in what they do, and they do it with the utmost care, speed
and accuracy to the best of their ability. The standards and values are of supreme priority and
are not to be compromised. They ensure that their clients, members of the team and society at
large are well cared for. They believe in being ethical in everything they do and consider it
the primary road to their personal and organizational success.
2
1.3.Mission:
Mäga is driven by excellence and is committed to ensure the satisfaction of customer
needs with utmost care by constantly providing quality products and services at affordable
prices. This creates a fair and growing return to our organization, an inspiring workplace and
a continued sense of security to our employees, thereby enabling us to contribute to society
by elevating the quality of life.
1.4.Training and development strategies:
Mäga Engineering (PVT) Ltd. provides opportunities for continuous learning, career
progression and personal growth for all our employees. The company’s training needs are
determined through an annual assessment, based on which the training and development
initiatives for the following year are planned.
The formal training and development needs of individual employees are determined
through periodic performance and development reviews (i.e. during performance appraisals).
Numerous formal and informal learning opportunities including both on-the job and off-site
training are made available, while excellent career progression opportunities are available to
employees who are good performers.
At Mäga, a wealth of support and guidance is made available to employees by
experienced engineers and managers. And also they continuously monitor employee progress
to identify areas in which they need assistance.
Mäga provides training assistance for:

Supervisory Skills Development

Building & Roads Craftsmanship

Apprenticeship

Industrial Training for Undergraduates

Induction of new employees

Management Training Programs

Continuous Professional Development (CPD) Programs

Health & Safety Training
3
1.5.Details of the project
An initiative of the Urban Development Authority of Sri Lanka, this 15 story housing complex
situated in Applewatta consists of the Low Income Category Housing for 480 families. The
total floor area of the building is 387,000 ft2.
Project:
Urban Regeneration Project – City of Colombo, Phase 11
Construction of 479 housing units at Applewatta.
Location:
Applewatta, Maligawatta, Colombo 10.
Project cost:
Rs.1652.5 Million
No. of housing units: 479
No. of floors:
Ground+14
Client:
Urban Development Authority (UDA)
Consultant:
State Engineering Cooperation (SEC)
Urban Development Authority (UDA)
Contractor:
Mäga Engineering (PVT) Ltd.
Identification no of the contract:
URP.CC/02/CON/2014/06
Total floor area of the building:
387000 ft2
Area of a typical housing unit:
500 ft2
Date of Commencement:
14/08/2014
Date of Completion:
13/02/2017
4
Figure 2 – Site Outlook
Scope of work:
Table 1 – Scope of work
No.
1
Description
Requirement
Typical housing unit
Utility spaces
Living, Two bedrooms, Kitchen and
bathroom
Total carpet area
500 ft2
Floor
Cement rendered
Windows and toilet door
Aluminum
Main door
Hard timber (Tulang + Mahogony)
Bedroom doors
Plywood
Bathroom
Tiled floor and wall
Skirting
Timber (Mahogony)
Walls
Cement block walls finished with skim
coat, acrylic filler and emulsion paint.
2
Infrastructure services and facilities

Water supply
Ground water sump and overhead
tanks

Line laid up to bulk meter point of
municipal water main
5

Complete water supply system
inclusive of water.
Sanitary facilities
Commode with cistern (closed couple) +
angle valve wash basin with bottle trap +
angle valve kitchen sink with bottle trap
and swan neck tap + angle valve shower
head with concealed valve bidet spray with
angle valve tap.
Waste water and sewerage
Complete sewer and waste water system
system
completed up to collection chamber
located at the site boundary.
Electrical system – per housing

7 Lighting points excluding fittings
unit

5A socket outlets – 04 Nos

13A socket outlets – 01 Nos

Ceiling fan points – 03 Nos

Electrical door bell and push
buttons – 01 Nos
Electrical system – Common area All wiring with necessary fittings
and street
Electrical system – Main supply
All wiring from each housing unit shall be
and wiring
terminated by meter room provided in
ground floor.
Electrical system – Generator
Generator power to be provided to
supply
common area lighting, pumps and
elevators.
3
Elevators
At least 3 Nos of passenger/fire lift in a
block with sufficient capacities and speed.
4
Fire protection
To be provided as per British Standards
5
Lightening protection system
To be provided as per British Standards
6
System earthling
To be provided as per British Standards
7
Storm water
Roof drain outlets to be connected to
vertical rain water down pipes and system
to be terminated at boundary
6
8
Roof
Waterproofed concrete slab
9
Road
Internal road system with drainage
1.6.Objectives of the project
The main objective of the regeneration project is to revitalization of the
Colombo city and settlements for the achievement of better living standards of
inhabitants.
1.7.Benefits of the project

This improves the physical and social environment of the country.

Sustainable development and human development of the country.

Economic revitalization of cities and settlements.

Achievement of better living standard of inhabitants.

Strengthening of cultural and spatial identity.
1.8.Management style and administrative strategies
In Mäga Engineering (PVT) Ltd., effective management and administrative strategies
were used to make the best out of every worker. The recruitment of workers was done in a
well-defined and in a legal system. The recruitment of any employ was done through an
interview at the head office.
The basic and main facilities were supplied by the company for each and every
employee who works under the rules of the company. Accommodation, meals, transport and
insurance was given for permanent employees under the company.
Leaves:
Staff members have 21 leaves per year which was divided as 14 annual and 7
casual leaves. Operators and drivers have 14 leaves per annum. Leaves were
included in the basic and the workers who work under daily basis has 4 no pay
leaves per month.
EPF/ETF:
EPF is the employee provident fund, for this company contributes 12% of the
employee’s salary basic and 8% was deducted from his/her salary basic. For
EPF, an employee gets 20% of his/her salary basic per annum.
ETF is employee trusted fund which is totally contributed by the company and
it is 3% of the salary basic.
7
1.9.Health and safety
The foremost priority is given to the health and safety of the employees, clients,
contractors, suppliers and general public who are the end-users of the buildings and
infrastructure. The health and safety procedures of Mäga Engineering are followed by the
international practices and are governed by OHSAS 18001:2007 Occupational Health and
Safety standards. All the employees have been given training in health and safety, and the
subcontractors and suppliers are made to abide by the safety standards and procedures of the
company.
In site health and safety hazards and risks are constantly identified and incorporated in
to standard operating procedure. Employees are made aware of unsafe acts and the
corresponding precautions to be taken. The relevant equipment needed for emergency
situations are provided at required places of the site. (Ex: Fire extinguishers)
Health and Safety Policy of the company is centered on the following:

Protecting the health & safety of all people, including the general public, impacted by
the operations of the project or are end-users of the facilities that construct

Operating in a manner of deep concern for health & safety of all stakeholders

Ensuring that all construction-planning takes in to account the associated health &
safety of all stakeholders

Providing and maintaining a safe work environment, comprising of plants, machinery
and locations, without risks to health

Complying with all relevant legal, statutory and contractual health & safety
requirements

Providing all personnel with adequate information, instruction and training with the
view of creating a trained, experience and competent management and supervision team

Effectively controlling, co-coordinating and monitoring the activities of direct &
indirect employees and sub-contractors with respect to health & safety

Establishing effective communication and joint consultation on health & safety matters
with all relevant parties involved in the project work
8
Personnel health & safety concern
In concern to the personnel health and safety, all employees are provided with personal
protective equipment according to the work they do. Helmet is compulsory for every worker
in the site. To ensure better safety, a safety officer is regularly inspecting the site work. Safety
sigh boards are displayed at the site to make the awareness of the employees.
Figure 4 - Safety sign board
Figure 3 – Safety sign board
Fig
Figure 5 - Safety precautions
9
2 Chapter 2: Training Experience
2.1 Block work masonry
2.1.1 Introduction
Walls were built for internal partitioning and for the perimeter walls of the building to
bear the lateral loads. The walls can be made using bricks, blocks, pre cast concrete panels and
concrete. The type of material used is decided according to the use of the wall structure.
There are two basic types and five different sizes of cement-sand blocks are used in the site.
Cement-sand blocks are used:

It makes stronger walls than brick walls

The walls made using block last long

Can easily estimate the number of blocks needed

Covers a larger area than bricks

Consumes less mortar than for brick masonry (since bricks lose moisture upon setting).
The hollow blocks are used for the ease of construction and application of mechanical
electrical and plumbing items and for a better thermal ventilation of the housing unit. Solid
blocks are used where the walls need more strength, where the fittings are fixed (bathroom)
and for soundproof for some extent.
2.1.2 Block work masonry process at the site:
 Survey should be done initially and setting out should be done according to the survey
plan.

Concrete joints should be chipped and should apply cement slurry and masonry rebar
should be fixed where necessary (perimeter wall).

The surface was cleaned before the block work is started.

Initially block work should be finished to a height of 1.5m and proceed after curing.

Window sill and door lintels should be placed.
In the site, for a single housing unit, all five sizes of blocks are used. The size is categorized
according to the breadth of the block. 150mm solid blocks are used in walls that separates two
housing units, 150mm hollow block are used in external walls of a housing unit, 100m solid
and hollow blocks are used to partition rooms, kitchen and bathroom of the housing unit and
200mm solid block is used for the bathroom wall since fittings are fixing. The length and height
of a block is 290mm and 190mm respectively.
10
The process of chipping, is roughening the concrete surface that is in contact with the block
wall by removing the concrete grout in that surface. This is done by using the chipping hammer,
and is done in order to increase the bond strength between concrete structural element (column,
beam and etc.) and the block wall.
In order to maintain good quality, initially the block wall is constructed to a height of 1.5m
and cured. This is to maintain the verticality and the alignment of the block wall. To avoid
crack formation along the mortar joints, stretcher bond was used as the bonding method.
Fixing masonry rebar (dowel bars) may increase the strength and is important for the
perimeter walls at upper floors to bear the wind load to some extent. Steel bars with 10mm
with approximately 1-2 feet in length is used for this process, initially holes were drilled using
the drilling machine with regular intervals along the concrete column and fixed the
reinforcement to the column using cement grout.
Figure 7 - Masonry rebar
Figure 6 - Masonry rebar
Cement sand mortar is used to bond blocks; the approximate mortar thickness is 10mm
per side of a block. The cement sand ratio is 1:5 as per specifications. Cement and sand volume
is measured using the gauge box. The volume of the gauge box is 450mm×350mm×250mm
(approximately 0.035m3) which is equal to the volume of a cement bag (50kg).
The blocks are bonded using stretcher bond to economize the process. For mortar, sieved sand
(one time) is used, washed sea sand can be used if there are no unsuitable materials.
11
2.2.3 Setting out for block wall

The setting out for block work masonry was done according to the survey plan.

For each wall setting out lines were marked on the floor according to the thickness of the
wall. These lines were marked with reference to the center line of the column that the wall
was connected.

For each setting out line, a 200mm offset line was provided to maintain the verticality of
walls.

Openings for doors were marked on the floor in cross lines according to the drawings.

For window openings a center line was marked on the wall according to the grid lines. The
distance from the nearest grid line was calculated and was measured and marked using the
total station.

After the block work is finished 1000 mm finishing floor level was marked on the walls.
(relative finishing floor)
2.1.4 Lintels
A lintel is a horizontal member which is placed across the openings, doors and
windows. It supports the load coming from the structure above it, so its acting like a beam with
lesser span. The width of the lintel is equals to the width of the wall. Window sills and door
lintels are placed with reference to the 1000 mm finishing floor level. Lintels and window sills
are in-situ concrete structures. The bearing provided to the lintel should be equals to the height
of the lintel beam or should equals to the 1/10th of span of the lintel beam.
Figure 8 - Cast in-situ lintels
12
Figure 9 - Typical lintel detail
13
2.1.5 Equipment used in block work masonry:

Masonry trowel

Hand float (manis board)

Block brush

measuring tape

Gauge box

wheel barrow

shovel

masonry levelling instruments:
masonry plumb bob
straight edge (aluminum hollow bar)
spirit level
Figure 10 - Gauge box
Figure 11 - Masonry trowel
14
2.1.6 Quality control and quality assurance:

Setting out should be checked according to the survey plan.

Concrete joints should be checked. Chipping and masonry rebar should be fixed
accordingly and also the surface should be cleaned.

The cement sand ratio of the mortar should be checked regularly.

Curing of block walls should be checked.

Dimensions of the block wall should be checked according to the drawing.

Level should be checked regularly, Sill beam height, wall height and etc. Otherwise it
will be difficult when fixing doors and windows.

Plumb should be checked regularly (vertical level of the wall). And also the horizontal
level of the wall should be checked using the straight edge (aluminum hollow bar).

The bonding of blocks should be checked and should avoid coinciding two vertical
mortar layers. If two vertical mortar layers coincides, the block wall may appear cracks
due to the failure in bearing the lateral loads.

Opening location and sizes should be checked and dimensions of lintels should be
checked according to the lintel plan/detail.

Approved materials should be used for the process and should be checked accordingly.

Check lists should be maintained. The check lists should be checked by technical officer
or assistant engineer, certified by an engineer and the consultant should approve it.

Safety of scaffoldings and PPE should be provided where necessary and safety
requirements should be checked.
Figure 12 - Construction of block wall
15
2.2 Plastering
2.2.1 Introduction
Plaster is a building material used for strength, protective and decorative coating of walls
and ceilings. This will give an acceptable finishing, rough, semi rough or smooth finishing, to
the surface. Plaster has a property of expanding while hardening and then contracts slightly just
before hardening completed. This happens due to the material properties of plaster. Plastering
can be done using different materials such as clay, mortar, lime cement and etc.

Chicken mesh fixing
Chicken mesh is used in concrete joints of block wall/structure and concrete structure
(column, beam and etc.), This process is done in order to avoid crack formation after plastering.
Since the thermal expansion coefficients of concrete and blocks are different the cracks will
form in the plastering surface. Chicken mesh will absorb heat from both materials (concrete
and block) and emits at a constant rate so the cracks won’t form.
A chicken mesh with 200mm wide is used at the site and fixed to the wall using concrete nails.
The was centered top the concrete joint.
Figure 13 - Chicken mesh

V Groove
When the plastering is extended beyond the structural beam bottom level in top most floor,
a ‘V’ shaped groove was maintained at the joint between the concrete beam and wall to conceal
the possible thermal cracks.
16
Figure 14 - V groove
In the site cement sand mortar (solid plastering) is used for both internal and external
plastering process. Before plastering, level pegs should be fixed to the wall in order to have the
level.
2.2.2 Fixing level pegs for plastering
There are two methods that can be used to fix level pegs for plastering.
1.
Using center plumb bob and nylon thread

At first the center plumb was fixed to the nylon thread.

Then the center plumb was hanged such that its point coincides on to the 180mm mark
of the measuring tape from the offset line.

2.
Then the level pegs were fixed accordingly.
Using levelling instrument (laser levelling instrument)

Initially the laser level should be levelled on the offset line to the wall.

Then the vertical laser beam was switched on and the peg should be fixed to the wall
such that the laser cuts 180mm of the measuring tape.

The plaster thickness should be 15-25mm.

Fixing level pegs using the levelling instrument is much accurate and quick than fixing
pegs using nylon thread and center plumb bob.

Cement sand mortar is used to make pegs and fixed using masonry trowel.
17
2.2.3 Plastering process at the site:
2.2.3.1 Internal plastering

Initially the surface where plastering is done should cleaned well.

Level pegs on walls should be fixed with reference to the offset lines to block works.
(Levelling can be done using laser level and center plumb bob and nylon thread)

Plastering is done with cement sand mortar in order to achieve the semi rough finished
surface. The cement sand ratio used in the site was 1:5.

Vertical joints connecting structural columns and beams with the block wall was fixed
with a chicken mesh before plastering.

Before plastering all the embedded service lines and provisions (mechanical, electrical
and plumbing) should be completed.

Plastering is done after getting the approval by the engineer.
2.2.3.2 External plastering

Fixing of level pegs was done using levelling instrument/center plumb bob and nylon
thread.

The minimum thickness for mortar is 15mm and for mortar thickness more than 15mm
two coats of mortar filling is used. Initially 15mm and then fill up to 25mm.The
concrete surface should be applied with cement paste in order to increase the bonding
between mortar and concrete surface.

External plaster is finished with a rough surface.
Figure 16 - Plastering
Figure 15 - Level peg
18
Figure 18 - Plastered wall
Figure 17 - Plastering at site
2.2.4 Equipment used for plastering process

Masonry trowel (figure 11)

Square trowel (a piece of 1” thick regiform can be used)

Block or coir brush

Hawk (a piece of sponge can be used)

Plumb bob

Framing square
Figure 20 - Tri square
Figure 19 - Square float
19
2.2.5 Quality control and quality assurance

Experienced supervisory staff should be employed for carry out the work.

Selected masons should be engage for plastering.

Vertical and alignment of the wall should be checked while plastering.

Sieved sand should be used for the process.

Check lists should be maintained.

Working platform with hand rails and cat walk ladders should be fixed to access and
work at higher levels and at building perimeter.

Personal protective equipment should be provided for the workers.
20
2.3 Floor Rendering
2.3.1 Floor rendering process at the site:

Initially the rendering surface was cleaned and chipped well. This is done in order to
increase the bonding between the concrete slab and the rendered floor. Otherwise the
rendered floor will fail.

Then a bonding agent (e.g. barra emulsion, cement slurry) was applied on the chipped and
cleaned floor. And kept for approximately 30 minutes. The bonding agent was mixed
with water to the ratio 1:1 as per specifications.

Then the level pegs were fixed according to the details of drawing for slope in floor
rendering.

Then the surface was rendered with cement sand mortar in 1:3 ratios with adequate
amount of water. When fixing level pegs, there are four level pegs were fixed to the
corners of a single room. So when rendering, at first the lengths between two level pegs
were filled with mortar, then compacted and levelled. Then the middle part was filled and
levelled to that lengths (levelled previously). Levelling is done using the straight edge
(aluminum hollow bar).

Then the finishing was done with cement water grout. Cement grout is used to obtain a
better finishing condition to the floor.

Finally, the rendered floor was cured for 3 days by ponding with water.
2.3.2 Fixing level pegs for floor rendering

Fixing of level pegs for floor rendering is done relative with reference to the 1000 mm
finishing floor level.

Initially the lowest point on the floor was identified and fixed with a level peg according to
the drawing.

Then the slope was maintained and other level pegs were fixed.

For this process laser levelling instrument and staff was used.
21
2.3.3 Quality control and quality assurance

Cement sand ratio should be checked properly.

Floor levelling should be done properly.

Curing should be done with proper inspection.

Proper application of a bonding agent should be maintained.
A rendered floor will fail due to many reasons, due to high vibration in the site the rendered
floor may fail.

Due insufficient curing the floor may fail, to hydration in cement water will evaporate and
due to having less amount of water for chemical reactions takes place in hardening process
the surface will form cracks and will not achieve the required strength so it is very important
to cure the rendered surface.

Cement sand ratio should be maintained properly and also the amount of water added to
the mortar should be adequate. Otherwise the rendered floor may fail.

The rendered floor should compact well before applying the cement grout, otherwise when
curing water will penetrate through the layers and the surface may fail after days.
22
2.4 Painting
Painting in construction work is application of coatings of fluid materials in order to have
the final finish to surfaces such as walls, soffit, wood, and metal works. The purpose of painting
is to protect the surface from weathering and to obtain the required appearance to the surface.
And also painting is done to obtain a clean, hygienic and healthy living atmosphere.
In the site there were two specifications used for painting. At first five coat system is used
as the specification for internal surface painting and three coat system is used for external walls.
2.4.1 Process of painting at the site:
2.4.1.1 Five coat system

After plastering the new masonry surfaces should be cured and cleaned completely before
painting. Cleaned: the internal wall surfaces have to be cleaned well prior to application of
skim coat. The surface to be painted should be free from any loose paint, dust or grease.
And if there is any previous growth of fungus, algae or moss needs to be removed by wire
brushing and water.

If there are minor surface imperfections, e.g.: holes, dents, cracks, it should be filled with
cement and fine sand mortar with the ratio 1:3 and construction grout.

Two coats of skim coats should be applied; application of the second coat is done after
drying the first coat properly for a night.

One bag of skim coat (20kg) is mixed with 5-8kg of water and mixing is done by the
mechanical mixture.

Then after curing about for minimum of three hours, one coat of acrylic filler is applied,
for this a good quality roller brush should be used. Dilution of acrylic filler is done using
clean water for a maximum percentage of 20%.

Then after curing about for minimum of 2 hours, two coats of emulsion paint were applied
one after another with time lag for drying the first coat. This should be done using a good
quality brush. Approved colors are used for this process.

Dilution of emulsion paint is done using clean water for a maximum percentage of 20%
and the second coat is applied after 2 hours in normal conditions.

At the end of the work, the whole surface should present a uniform appearance and color
should be of even tint without having any patches, streaks or hair cracks.
23

When applying skim coat at the corners of walls, cement mixed skim coat was used in order
to increase the strength.
2.4.1.2 Three coat system
Three coat system is done by applying one coat of crack bridging wall primer and two coats
of weather proof according to the above procedure.
Primer:
Primer is the preliminary layer applied before painting. This ensures the durability
(crack, shrink and sag resistant) of the paint, enhances the adhesion of the paint to the surface,
and imparts extra safety to the surface being painted. The elongation property in primers will
prevent the formation of hair line cracks. In the site for internal specifications skim coat and
acrylic wall filler is used as the primer and for external specifications a crack bridging wall
primer was used. The use of a primer will give a high quality finish to the surface.
Weatherproof:
Weather proof is especially used for exterior wall finish. The weatherproof paint can
prevent mosses, algae and other microbial growth, it can resist spray and has a capacity to
withstand harsh tropical conditions. The weather proof paint is tough and flexible in physically
and contains biocides in order to obtain above properties.
Emulsion paint:
Emulsion paint is applied to get the appearance for the surface, and to obtain smooth,
durable and good quality finishing. It has physical properties, rich mellow sheet type, washable
and good covering. And also it can resist alkali and fungus attacks.
2.4.2 Equipment used for painting

Paint brush

Roller

Mechanical mixer

Square trowel

Sand papers
24
Figure 22 - Paint brush
Figure 21 - Roller brush
Figure 23 - Mechanical
Mixture
2.4.3 Quality control and quality assurance

The plastered surface should be cleaned properly.

Painting surface should be fully sheltered and no water flashings takes place.

Painting materials should not flash on floor, door, windows and other surfaces.

Check lists should be maintained.

Proper safety platforms should be arranged when the work is in higher levels.

Personnel protective equipment were provided for the workers. It is compulsory to wear
dust masks specially when sanding of skim coat.

Each painting material should be handled as per manufacturer’s instructions and relevant
safety precautions.
25
Figure 24 - Applying skim coat
Figure 25 - Smoothening by sand
papers
Figure 26 - Applying skim coat on
soffit
26
2.5 Tiling
Tiles play an important role in interior design. It will last long than a normal rendered
surface, since it comes with a variety of options it can used for interior designing, it needs less
maintenance and also it is healthy. These benefits are because of the material of tiles. Usually
the tiles are made of ceramics.
In the site, for a typical housing unit, only the bathroom walls and floor and kitchen work
top was tiled. There were only two sizes used at the site, 200×300mm tiles as wall tiles and
300×300mm tiles as floor tiles.
2.5.1 Tiling process in the site:

Initially the floor was chipped and cleaned well in order to have a better bond between tile
bed and the concrete slab (the surface to be tiled).

Then a cement sand screed was laid as the tile bed on the surface with 1:3 cement sand
ratio. And the tile bed surface was roughened. This is done to increase the bond between
tiles and the tile bed.

After that the tile bed (rendered surface) was cured well and allowed to dry.

Then the reference lines for tiling was marked on the rendered surface. Reference line is
the base line used for positioning of tiles.

Then the ceramic tiles were soaked in water for about half an hour, then stacked and allow
to drain excess water.

To commence the installation of wall tiles, cement grout was applied over the wall tile and
placed on the wall, the level was adjusted using the rubber mallet with reference to the base
line (reference line provided).

Then the tile was move slightly in all directions to ensure the bond. After it satisfied with
the bond the tile was moved to the final position. The procedure was repeated for each tile.

To commence the installation of floor tiles, initially cement paste was applied on the tile
bed using the grout trowel and the tile was placed then the above procedure was repeated.

A groove width of 3mm for floor tiles and 2mm for wall tiles was maintained all over the
tiling area.

Then the squeezed cement grout inside the tile grooves were entirely removed and cleaned.
Then the grooves were finished with a tile grout and the surface was cleaned well to remove
the tile grout before hardening.
27
The tile grout should properly mix with water as per specifications. The tile grout was
spread over the surface with a grout float. During the application of grout, the grout float should
be held at a 45-degree angle to the floor or wall, pushing the grout securely into the gaps.
Scrape the flat edge of the grout across the tile surface to remove residual grout and entire
surface should be cleaned off with a damped cloth before hardening any excess tile grout over
the tiled surface.
During the fixing of tiles, a straight edge (aluminum hollow bar 100mm×25mm) was used
to check the evenness of the tiled surface and plumb bob was used to check the verticality. If
unevenness is found, the correction should be done within 10 minutes of tiling.
Figure 28 - Tiling on work top
Figure 27 - Tiling on bathroom wall
2.5.2 Quality control and quality assurance
 Experienced supervisory staff should be employed for inspecting the work and selected
skilled workers should be engaged for tiling work.

Vertical and horizontal base lines or reference lines should be marked on the tile bed.

Area of working should be barricaded and avoid entering outsiders.

Verticality and evenness should be checked.

Check lists should be maintained.

Workers must wear helmet and hand gloves.
28
2.6.Reinforcement works
Steel found in concrete structures were known as reinforcement bars. Concrete has higher
compressive strength but have low in tensile and shear strength. So the reinforcement bars help
to resist tensile and shear forces, and helps to control the formation of cracks.
As the force is applied to concrete there will be compressive, tensile and shear forces acting
on the concrete. Concrete naturally resists compression, since it is weak in tension and shear
horizontal and vertical reinforcement is used bear those loadings respectively.
In the site RE500 steel bars were used. At the site, shear cutting machine and bar bending
machine were used to cut and bend rebar. Cutting and bending was done according to the bar
schedule prepared for the drawing of the structural element.
2.6.1. Bar schedule and bar notation
Before fixing rebar, cutting and bending of rebar was done according to the bar
schedule. The advantage of a bar schedule is, when used along with the reinforcement detailed
drawing, it improves the quality of construction, and also it minimizes the wastage, cost and
time saving.
The bar schedule is consisting of the location of the rebar. Type and size of the rebar,
number of members, number of bars in each member, shape and dimensions, cut length of the
bar and the total cut length of the bar. These were decided according to the reinforcement
structural drawing of the relevant structural element.
When there is a rebar to be bended, according to the rebar bending machine at the site,
the rebar will be stretched in length and it is to be determined according to standard charts. So
the cut length of the rebar was decided including that length.
Figure 29 - Bar notation
29
2.6.2. Fixing of rebar

Initially the setting out should be done.

Before fixing rebar, required surface roughness and necessary construction joint
preparation was done.

Rebar were tied using binding wires and bent in back way.
For slabs: (procedure followed at the site)
o Beams were initially fixed. They were fixed at above the structural level and finally
position according to the drawing. This was done for the easiness of the process.
Then the tension bars were added to the beams according to the drawings.
o Then shear links were fixed to the beams.
o Then the main bars and distribution bars were fixed after positioning beams.
o Finally, steel chairs and coverings were fixed.

Starters were fixed according to the drawing for further construction.

All MEP (Mechanical, Electrical and Plumbing) items should be fixed before installing
formwork and after installation of reinforcement.
Figure 30 – Slab reinforcement
Figure 31 - Beam reinforcement
30
Figure 32 - Lift wall reinforcement
Figure 33 - Conduit works in slab
Main bars –
Main bars are the bars which carry the load applied to the structure.
Distribution bars –
The purpose of distribution bar is to distribute the load to the main bars
and it helps to tie the main bars together.
Tension bar – Tension bars were added to where there is more tension to be carried. Tension
bars were added to the beam part between two columns, where sagging effect
occurs and it is also added to the beam portion above a column where hogging
effect occurs (it is to be determined according to the bending moment diagram).
It is important to maintain a gap of 15-25mm (minimum spacing) between the
main bar and the tension rebar of the beam.
Shear links – Shear links are the rebar that resist the shear loading of the structural element.
They should be fixed alternatively according to the specifications.
Lap length – Lap length is the length that should be over lapped when two rebar were
connected with each other at the site the lap length used was 52*d where d is
the minimum diameter of the rebar used. This over lapping length was
maintained in order to transfer load when connecting two bars.
Figure 34 - Lap length and crank length
31
Steel chairs - Steel chairs were used in order to maintain the gap between top net and the
bottom net.
Covering –
Coverings were made to cement sand mortar and used to avoid corrosion of
rebar, this gives sufficient embedding to enable them to be stressed without
slipping, and covering provides thermal insulation. The size of the covering was
decided according to standards and the size used at the site was 25mm.
2.6.3. Quality control and quality assurance

Reinforcement bars should be placed on timber or stones and kept off ground.

Reinforcement bars should be handled carefully in order to avoid deformations.

Reinforcement bars should be covered with polythene, to protect from moisture.

Inspections should be done before and after fixing rebar. In inspecting; the condition of
rebar, accuracy with the drawing, spacing, covering, cleanliness, levels, corrosion of rebars,
lap lengths and treatment for construction joints were checked.

Check lists should be maintained.
32
2.7.Formwork
Formworks are shapes or molds that concrete is placed. So the formwork gives the shape
of the structural element. Formwork must be accurate, strong and well made. There are
different types of formworks used in civil engineering field, mivan or aluminum formwork,
conventional formwork, forming waffle slabs and etc.
At the site the conventional form work was used and steel molds also used for structural
elements like columns. This is quick than conventional method. In conventional formwork
system plywood sheets were used to make the mold of the structure and galvanized iron pipes
were used for the support.
2.7.1. Placing of formwork
All the formworks begin with corners and proceeds from there. Then the plywood
boards were positioned according to the setting out lines. Two sides of the plywood boards
were attached using thread bar, plastic cones, form ties galvanized pipes. Formwork panels
should be applied with oil so it is easy to remove, it gives a good finish to the structure, it helps
to release air bubbles in concrete and panels can be use again.
When placing formworks of walls, the corners should be checked for its
perpendicularity. At the site tri square was used for this purpose and also can be inspected by
measuring the diagonals along the corners (if it is practical, e.g. lift walls). If it is not accurate
the formwork should be rearranged.
2.7.2. Removal of formwork
Removal of form work is dependent on the type of the structural element;
o Sides of columns, beams and walls
–
24 hours
o Under sides of a slab up to 4.5m span –
7 days
o Under sides of slabs above 4.5m span –
14 days
o Under sides of beams up to 6m span –
14 days
o Under sides of beams above 6m span –
21 days
33
Figure 36 - Beam reinforcement (Side
boards)
Figure 35 - Beam formwork (beam bottoms)
Figure 37 - Column reinforcement
Figure 38 - Steel jacks
34
2.7.3. Quality control and quality assurance

All the construction joints should be chipped and cleaned well before the formwork was
installed.

Reinforced bars should be checked and free from rust, if its rusted it should be wire brushed.

Covering of reinforcement should be checked for the structural element.

Plywood panels should be applied with oil, to avoid sticking concrete to the formwork and
make the plywood reusable.

Panels should be checked for irregularities before installing them.

The dimensions of the structural element should be checked according to the detailed
drawing after formwork was installed.

Wall ties and steel support jacks should be checked for safety and should check whether
there are enough steel jacks per unit area. (one steel jack can bear a maximum load of 3.5
kN).

Formwork of the structural element should be levelled for its verticality and horizontal
level. This should be done before and after concreting process.

If there are openings, which cement grout can leak, it should be fixed. At the site for this
purpose wet cement bags and pieces of sponge were used.

Working platforms and scaffoldings were installed under the inspections of the safety
officer.

Wall ties, pins, wedges, and supporting should be checked.

Personnel protective equipment should be used by workers.
35
2.8.Concrete Works
Concrete is a composite material made by combining cement, supplementary cementing
material, aggregates (fine and coarse), water and chemical admixtures in suitable proportions
and allowing the resulting mixture to set and harden over time.
One of the major property of concrete is that, fresh concrete can be cast into molds of any
shape called forms and set on standing into hard solid mass. Since the harden concrete may
brittle due to having low tensile strength, steel reinforcement bars or discontinuous fibers are
used in structural concrete to gain tensile strength. This also increase the toughness of the
concrete. Concrete have a higher compressive strength, so reinforced concrete will form a
stronger combination.
In the site reinforced concrete was used to construct structural elements such as, columns,
beams, slabs, stair cases, walls and etc.
2.8.1. Concrete materials.
The main constituents in concrete were cement, sand-fine aggregates, coarse aggregates and
water.
2.8.1.1.Cement
Cement was produced by heating limestone with 1450 C in a kiln to form calcium oxide or
quick lime. Then quick lime was mixed with some other materials and then mixed with gypsum
to form ordinary Portland cement.
There are many cement types that can be used for concrete. The type of cement is depending
on the work to be processed.

Ordinary Portland cement: a basic cement used for concrete.

Rapid hardening Portland cement: this is a finer cement used to give high early strength.

Low heat Portland cement: used for massive concrete pours such as dams, to reduce the
heat generation in hydration.

Sulphate resistant Portland cement, masonry cement, colored cement and etc.
36
Figure 39 - Cement type
Figure 40 - Delivery sheet for concrete
At the site, ordinary Portland cement was used for concreting and other purposes, and
for concrete fly ash also used a cementing material in order to economize the cost.
Storage of cement
Cement should be stored away from the ground on a dry and clean surface

Half used cement bags should wrap with plastic bags for protection

Cement was stored in stacks which the maximum of 10 bags per stack and the bottom bags
were rolled well before use.
The same procedure was followed at the site in storing cement bags.
2.8.1.2.Aggregates
There are two types of aggregates were used, fine and coarse aggregates. Sand was used
as fine aggregates and was obtained by naturally occurring deposits and gravel (coarse
aggregate) can be obtained by crushed quarried rocks. Aggregates occupy 75% of the volume
of concrete. Fine aggregates are with aggregate size less than 4.75mm and coarse aggregates
are with aggregate size more than 4.75mm. At the site the maximum aggregate size used was
25mm.
Aggregates were used in concrete since it is stronger and hard, durable and stands up
to wear and tear due to weather and chemically inactive with other components. Aggregates
should be cleaned and free from dirt to use in concrete, otherwise it won’t make a stronger
bond with concrete.
Storage of aggregates should be done in a clean and dry environment and should
separate from other materials. And also using irregular shaped aggregates instead of round
shape ones may increase the strength of the concrete.
37
Figure 42 - Coarse aggregates
Figure 41 - Fine aggregates
2.8.1.3.Water
Water was used in concrete to make paste with cement holds aggregates together. The
used water must be clean and free from dirt. In plants, cooled water (up to 10 C) was used to
make concrete in order to increase the strength.
2.8.1.4.Admixtures
Admixtures were mixed into the to change or alter its properties, that is the time to
harden concrete and its workability. The admixtures used in the site were:
Retarder –
This admixture was used to delay the hardening process by increasing
the setting time.
Super plastizer –
Super plastizer was used to increase the workability of concrete. If it is
in excess it will decrease the strength, so super plastizer should add in
accordance with the required slump range.
Figure 44 - Admixture
Figure 43 - Admixture
38
2.8.2. Strength of concrete
Concrete has a higher compressive strength and low tensile strength; this can be tested
by cube test. The strength of concrete is depending on water cement ratio and the degree of
compaction. When aging concrete, the strength of concrete increases gradually.
Figure 45 - Concrete strength curve
In civil engineering field there are strength classes for concrete. The strength class is
depended on the mix design of the concrete. For example: if the specified mix is 1:1:2
(cement:sand:metal) its grade 30 concrete.
At the site grade 30 (compressive strength at 28 days = 30 N/mm2) was used. When concrete
was mixed at the site 1:1:2 ratios was used.
2.8.3. Field tests
2.8.3.1.Slump test
Slump test was carried in the site in order to determine the workability of fresh concrete.
At the site. The slump range is 160 + or – 25mm, for walls a concrete with higher slump was
used to increase the workability throughout the range.
Increase of slump or the workability may decrease the strength of the concrete. At the
site, if the slump is higher than required, still can be used by keeping within the initial setting
time and if the slump is low, it may reject within the time frame or can be used with admixtures.
39
Procedure for slump test:

Initially the equipment (tamping rod and slump cone) used were washed well in water.

Then the slump cone was kept on the tray and filled with three layers of concrete, and each
layer was compacted by giving 25 blows using the tamping rod.

Excess concrete was removed and the surface was levelled.

The slump cone was raised up vertically.

The slump height was measured in relation to the height of the slump cone.
Figure 46 - Slump test at site
Figure 47 - Slump test at site
40
2.8.3.2.Casting cubes for compressive strength test

Initially the molds were cleaned well and applied with oil to make easy to remove cubes.

Then molds were filled with concrete in three layers and compacted by giving 35 blows
using the rod.

Excess concrete was removed and leveled the surface after keeping for few minutes.

Cubes were removed from the molds after 24 hours.

Cubes were cured for 28 days, and according to the importance of the work cubes were
checked. From 28 days it should achieve 100% of the strength.

At the site samples were taken in order of; 1-25 m3 -1 sample, 25-50m3-2 samples, 50100m3-3 samples and 100-150m3-4 samples. One sample contains 8 casted cubes.
Figure 48 - Dimensions of the equipment used
Figure 49 - Casting cubes
41
2.8.4. Concreting process
Initially the volume of concrete should be calculated, then after inspecting the structural
element to be concreted, the required concrete amount was mixed or ordered from the batching
plant and transported by the truck mixer. When calculating the volume, the volume occupied
by the reinforcement was neglected and a 5% wastage was added to the total volume. In the
site concrete was ordered from the batching plant if the volume is greater than 1m 3 and if it is
less, the concrete was mixed at the site.
Figure 50 - Maga batching plant
Figure 51 - Mage batching
plant (ingredient cylinders)
Procedure:
i.
Placing of concrete
ii.
Compaction
iii.
Finishing
iv.
Curing
2.8.4.1.Placing of concrete
Placing of concrete can be done manually, by using tower crane, pump car and etc. At
the site all methods were used according to the complexity of the work. For structural elements
in roof slab concrete was poured using the tower crane and the concrete bucket (volume of the
bucket used was 1m3). Pump cars were ordered according to the height required to pump.
Before concrete placing, surfaces of formworks and reinforcement should be wetted. Method
of pouring concrete should be planned prior to order the concrete. All the equipment and tools
42
should be ready before placing of concrete starts. An experienced concrete gang should be
there for the placing and pouring of concrete.
Concrete should not be poured at one place intensively, and when pouring concrete for vertical
elements like columns, it should be done layer by layer and each layer should compact well.
When placing concrete for beams and columns, it is important to level the surface while pouring
concrete.
When pouring concrete workers should be given with required safety equipment, helmet,
rubber boots, gloves and etc.
Figure 52 - Placing of concrete
2.8.4.2.Compaction
Compaction is very important for concrete and should be done with placing of concrete.
The strength of concrete depends on the degree of compaction. And the purpose of compaction
is to achieve the highest possible density of concrete. As the method of compaction usually,
vibration was used. When placing concrete air bubbles may occupy a certain volume in
concrete, therefore by vibration the volume of air bubbles may decreased. The compaction
should not be lesser or excess than the required amount. If the concrete was compacted
excessively bleeding will occur and if the concrete was compacted lesser, segregation will
occur. Both bleeding and segregation are defects of concrete which can directly effect to the
strength of concrete.
As compacting equipment, poker vibrator, shutter vibrator, vibration table can be used.
At the site poker vibrator with the help of the rubber mallet was used to compact concrete.
43
Poker vibrator:

When using poker vibrator, it should be placed into the fresh concrete for 5-6 seconds, with
an approximate interval of 60cm in longitudinal and transverse directions.

The poker should not be used to move concrete throughout the volume.

Poker should insert vertically and quickly to a certain place and take out after 5-6 seconds,
vertically and slowly.

Poker should not make contact with the reinforced bars and the formwork.
Figure 53 - Poker vibrator
2.8.4.3.Finishing of the concrete surface
Initially the surface water was removed and levelled using the float or trowel, then after
the excess bleed water was dried up again the surface was levelled using the hand float. This
may close minor cracks and compact the concrete. After that the surface was chipped and
roughened according to the need of the structural element.
All the edges of the structure (slab) was finished with an edging tool. This gives a neater
and stronger edge. Once the surface was finished, curing should start.
Figure 54 - Finished concrete surface
44
2.8.4.4.Curing of concrete
Water should not be allowed to escape from concrete by any means. Since the hydration of
cement takes place, the presence of moisture is very important. Concrete should be cured in
order to retain moisture. Curing can be done in,
o Continuously sprinkling with water
o Ponding with water
o Covering the concrete with wet gunny bags of plastic films.
o Sprinkling sand over the area
o Steam curing- This method is done for pre stressed concrete.
At the site, for curing, ponding method and covering with gunny bags were used.
Depending on the structural element the method used was decided. For example; in the site,
for slabs ponding of water method was used while the columns and walls were cured using wet
gunny bags. Curing should be done for minimum 3-7 days.
Figure 55 - Curing using wet gunny bags
Hydration:
Hydration is basically the use of water for cement, in hardening process the
components in cement will react with each other and release heat. To absorb
this heat water was used as a coolant for concrete. So when the concrete is with
less water it starts to form shrinkage cracks due to heat. So in order to avoid
formation of cracks it is important to treat the concrete with water.
In case if there were cracks formed, the area should cut with a grinder and should be filled with
construction grout (method followed at the site).
45
2.8.5. Defects of concrete
2.8.5.1.Honey comb

Honeycombs are the appearance of too much coarse aggregate on the surface.

Honey combs were occurred due to poor compaction, segregation, cement grout leakage
through formwork and poor mix designed proportions.

So the honeycombs can be avoided by giving enough compaction, by using proper mix
design and by using good formwork system.

Honey combs were repaired using construction grout with a specified ratio. (the method
used at the site)
Figure 56 - Honey comb
2.8.5.2.Segregation
Segregation is the separation of the constituents of the concrete mixture. This may be
the separation of coarse particles or the separation of the grout from the mix. This will effect
to the strength of the concrete directly.
To avoid segregation:
o Over vibration and lesser vibration should be avoided.
o By transferring concrete directly from the skip to the final position.
o By not allowing to drop from heights greater than 1.5m directly at once.
Segregation may be caused due to
o Bad mixing of proportions
o Insufficiently mixed concrete with excess water
o Dropping concrete from heights (columns)and etc.
46
2.8.5.3.Bleeding
Bleeding is the development of a layer of water at the top a freshly placed concrete.
This is caused by the settlement of solid particles of cement and aggregates, and this allows
water to move upwards. As the water moves upwards the water cement ratio at the lower part
was decreased. And this results a higher water cement ratio at the top surface so the strength
will lose. The main reason for bleeding is over compaction.
Figure 57 - Bleeding effect
2.8.5.4.Rain damage
The fresh concrete may form small dents due to heavy rains. This allows rain water to run
across the surface. To prevent this situation, the fresh concrete should cover with sheets before
rain comes. To repair these dents hand floating or troweling was done.
2.8.5.5.Spalling
This occurs when the slab edges and joints chip or break leaving an elongated cavity. This may
cause due to expansion and contraction of concrete in weak edges, damage cause by hard
materials such as stones and etc. and poor compaction. To prevent these condition, joints must
have checked and free from dust and rubbish before placing of concrete and compaction at
joints should be done properly. To repair, the area should cut using the grinder and fill with a
suitable construction grout.
47
Figure 58 - Spalling effect
2.8.6. Concrete joints
2.8.6.1.Expansion joint
Expansion joint is also known as isolation joint, is very important in designing purposes. If the
span is too long the structure was separated with an expansion joint in the middle of the
structure. A regiform sheet was used as the separator of the structure. At the site, there was an
expansion joint at 8-8a grid. This was because, the length of the building was greater than 50m
so the building was designed as two structures which is connected by an expansion joint.
2.8.6.2.Construction joint
Construction concrete joints are joints that connects two structural elements. For have a higher
bonding between two elements, dowels (e.g. dowel in perimeter wall of the block wall) can be
used, otherwise the surface connecting was chipped and applied with a bonding agent.
2.8.6.3.Contraction joints
Contraction joints are necessary to control natural cracking from stresses caused by concrete
shrinkage, thermal contractions and etc. Contraction joints can be predetermined and by cutting
using a cutting tool, the area of crack can be treated by dowelling or applying construction
grout.
48
2.9.Setting out Survey
Surveying is, making measurements of relative positions of the points on the surface, so
that on drawing them to scale, these features may be shown in their correct horizontal or vertical
positions. And setting out is the reversed process of surveying, that is to positioning data on
drawings on the site. The set out survey is used to set out the exact position of the proposed
structure according to the approved drawings within the legal boundary of the land.
Setting out of a building can be divided into four separate operations:
i.
Plan location of the building on site.
ii.
Setting out the building elements
iii.
Control of levels.
iv.
Control of verticality.
2.9.1 Plan location of the building
There are three common methods for planning the location of a building. The method of setting
out the building is depending upon the information provided.
i.
Baseline: is a straight line whose terminals are fixed in relation to some other detail.
ii.
Site grid: Site grid is a system of lines set out parallel and square to each other
and a set distance apart. The site grids were set depending on the nature of the site.
iii.
Rectangular co-ordinate: The location of building corners by rectangular corners has
been dealt with in setting out using radials.
At the site for planning the location of the building grid lines were used. And every
structural element was located according to the grid lines. In site grids it is important to check
each grid for its length, diagonals should be checked with the calculated value and pegs along
a particular grid line should fall on same line. This can check by using the theodolite.
2.9.2 Setting out the building elements
For every setting out line a 200mm offset was marked at the site. This was done in order
to ensure the accuracy of the structural element and as a check mark. Columns and walls were
set out with reference to the grid lines, according to the dimensions of the building element.
The grid point was identified by the predetermined coordinate of the point using the total
station. Initially the total station was leveled on the tripod in suitable place. Then the coordinate
was given as data to the instrument and the exact position was found with the use of the prism.
49
2.9.2.1 1000 mm Finishing floor level
Most of the building elements and supply lines were set out with reference to the 1000
mm finishing floor level. Slabs, beams, staircases, window openings and all provisions
(mechanical, electrical and plumbing) were set out with reference to the 1000 mm finishing
floor level.
Initially the structural floor level was marked which is located at a height of 1025mm
from the structural slab level. And this is 1000 mm from finishing floor level. After that the
1000 mm FFL. for other floors were marked with reference to that structural floor level. At the
site the distance between 1000 mm FFL. lines of two consecutive floors is 3000mm. The
distance of 3000mm was measured using the linen tape and marked on the wall. Then the laser
levelling instrument was levelled as its horizontal collimation coincides that point. Then the
1000 mm FFL. was extended throughout the floor.
At the site, setting out for stair case and windows were done according to the drawings,
where the distances with reference to the 1000 mm FFL. were given.
2.9.2.2 Levelling of slabs and beams
Slabs and beams were levelled at the site using the dumpy levelling instrument after the
formwork was done.

Initially the levelling instrument was fixed to the tripod and levelled for a suitable height.

Then the collimation height of the instrument was measured with reference to the 1000 mm
finishing floor level.

Then the staff readings were calculated for the slabs and beams separately and levelled the
structure.
Calculations:
Let the length from 1000 mm FFL. to the collimation level is x.
Distance from 1000 mm FFL. to the upper floor slab
=
2000mm
Slab thickness
=
150mm
Plywood thickness used for the formwork
=
15mm
Collimation reading
=
x
50
There for the staff reading for the slab
=
2000-(150+15+x)
Likewise, it can be calculated for beams by replacing slab thickness value with the beam
thickness value. Finally, according to the reading steel jacks were hammered and adjusted.
For levelling of slabs it is appropriate to use the dumpy levelling instrument than using other
levelling instruments like total station or laser level.
Errors should eliminate in order to have an accurate levelling. The wind may change the level
of the instrument so it is compulsory to check the bubble of the instrument regularly.
For slabs and beams it has a tolerance of ±3mm.
2.9.3 Control of levels.
This is referred to the horizontal level of a structural element. At the site to maintain the
horizontal level different equipment were used, aluminum hollow bar, spirit level and nylon
thread. Horizontal levels were checked in walls, plaster, tiling, and floor rendering at the site.
A tolerance of + or - 2mm was allowed at the site.

Use of aluminum hollow bar:
To check the level using aluminum hollow bar, the bar should be in contact with the surface
horizontally. If the wall is with good quality, there won’t be any spacing between the surface
and the hollow bar.
Figure 59 - Straight edge or aluminum levelling bar
51

Use of spirit level:
When the instrument was in contact with the surface horizontally, the bubble will give the
level of the wall. The accuracy of the spirit level should be checked before levelling.
Figure 60 - Spirit level

Use of nylon thread:
This method was used for long wall; a nylon thread was stretched along the wall with a
particular gap. If the wall is in level, the distance between the wall and the nylon thread should
be same throughout the length of the wall.
2.9.4 Control of verticality
This is referred to the vertical level of a building element. At the site equipment such as
plumb bob, spirit level and nylon threads were used. For better accuracy the theodolite can be
used for this process. A tolerance of + or - 2mm was allowed at the site.

Use of plumb bob:
Let the upper part of the plumb bob in contact with the wall, the release the lower part
gradually. If the surface is in level, the gap between the surface and the lower part of the plumb
bob should be negligible.
Figure 61 - Plumb bob
52

Use of spirit level:
When the instrument was in contact with the surface vertically, the bubble will give the
level of the wall. The accuracy of the spirit level should be checked before levelling. (Figure
60)

Use of nylon thread:
This method was used for structural elements like columns and walls. A mass was hang to
the nylon thread and was fixed to the structural element. So the distance between the surface
and thread should be constant throughout the vertical length. This method was mainly used for
levelling of formworks.

Use of theodolite
Initially the theodolite was levelled on the tripod and data were entered (as 90-degrees).
Then the verticality can be checked using the telescope of the instrument.
2.9.5 Levelling instruments used at the site:
2.9.5.1 Total station and prism
Total station is an electronic survey instrument which is a combination of
electromagnetic distance measuring instrument and electronic theodolite. This instrument can
be used to measure horizontal and vertical angles, sloping distances, horizontal distances and
all three coordinates of an observed point can be measured. And also with the use of the prism
the observed coordinate can be found on the ground (setting out purpose).
Electronic distance measurement is the major part of the total station, and its range
varies from 2.8-4.2 km. And the accuracy of the measurement varies 5-10mm per kilometer
and the accuracy of the angle measurement varies 2-6 seconds. At the site, since the
measurements were within a smaller area compared to the range of the instrument the level of
accuracy was higher.
At the site this instrument was used for setting out purposes with reference to the grid
line. For example, to set out columns, mark window center lines and etc.
53
Figure 62 - Total station instrument
Levelling the instrument
i.
Initially the instrument was mounted on the tripod and was levelled using operating
screws. The movement of the bubble was mentioned on the instrument screen.
ii.
Then the vertical and horizontal levels were indexed using the onboard keys.
iii.
When the target was sighted the data was obtained by pressing relevant keys. And these
data can be saved.
Advantages
i.
It is fast and easy to handle the instrument.
ii.
Manual errors were eliminated since the readings were calculated in a computerized
method.
iii.
The data obtained can be easily plotted using computer software.
54
2.9.5.2 Dumpy level and staff
Dumpy levelling instrument is an optical survey with a telescope tube. The telescope can rotate
in horizontal plane. So the position of different point can be determined according to that
horizontal level.
At the site dumpy level instrument was used to level slabs and to mark 100 finishing floor level.
For 1000 mm finishing floor level it is not suitable to use dumpy level instrument, it should
have levelled at different positions for a small area, so this may increase the error percentage.
Figure 63 - Levelling using dumpy level
Advantages
i.
Dumpy level has higher optical power, so it can be used easily for setting out purposes
of a building.
ii.
Fewer adjustments to be made, so it can be easily levelled on the ground.
Disadvantages
i.
It is less accurate and the error margin is higher, so errors should be eliminated while
taking the measurements.
Levelling of dumpy level instrument
i.
At first the instrument was set on the tripod.
ii.
Using foot screws and tripod legs the dumpy level was set to a levelled condition. The
level of the instrument was given by the bubble in it.
iii.
Then using staff and instrument the level at different points were determined.
55
2.9.5.3 Laser levelling instrument.
Laser levelling instrument was used at the site for purposes like fixing level pegs and marking
1000 mm finishing floor level. Laser machine is more accurate for those works than using
dumpy levelling instrument.
This machine can’t use for wide and open area levelling since the intensity of the laser beam
may change in accordance with the distance and light conditions.
There were two laser beams given by this instrument, vertical and horizontal. Vertical laser
beam has a tolerance of + or - 3mm and the horizontal laser beam has an error margin of + or
– 2mm.
Laser levelling instrument was levelled using the foot screws and bubble on the instrument.
Figure 64 - Laser levelling instrument
Checking the accuracy of the instrument


Initially the instrument was levelled in the middle of a room, walls must approximately
10m apart.
Then switch on the horizontal laser beam and mark the points on both sides of the wall as
A and B.
56
Figure 65 - Accuracy of instrument (sketch 1)
Figure 66 - Accuracy of instrument (sketch 2)

Then move the instrument toward wall A or wall B on the level floor and mark the laser
beam on walls as A’ and B’.

The difference between AA’ and BB’ should not exceed 2mm.
57
2.9.6 Quality control and quality assurance

Every instrument should be checked for its accuracy before using it.
o Plumb bob checked, weather the both upper and lower part are at same level and the
wire should be straight without deformations.
o Aluminum bar should be checked by keeping it on a predetermined levelled surface.
o To check the accuracy of the spirit level, it should keep on an approximately leveled
surface and observe the bubble position, the turn it 180-degrees and keep on the same
place. If the bubble position is same as previous the spirit level is accurate.

Take three or more measurements and take an average.

Instrumental and manual errors should be eliminated be checking the results.

Markings should be marked with a single line.

Openings should mark with cross lines.
58
2.10. Stores Management
Store is one of the major important part in a site. All the goods and machineries are
transferred through the stores. So it is very important to keep records on each and every
transaction within the site and outside of the site. When starting a new site under Mäga
engineering (PVT)Ltd., all the goods, machineries and tools were purchasing newly if not
available at the main stores.
If there is any repair to be done in any tool or machinery at the site, the warranty should be
checked, and if the warranty period is over the tool or the machinery should repair in the site if
not use the site petty cash according to the project manager’s approval. In sites under Mäga
Engineering (PVT)Ltd., for every transaction of material should be maintain a document,
voucher, notes, cards and etc.
2.10.1. Material requisition and issue note (MR note)
This form was used to take materials from the stores. This form should be certified by
a supervisor, foreman, technical officer, or an engineer with responsibility.
2.10.2. Purchase requisition note
This form was used to request purchase materials from head office stores. This note
should be approved by the store keeper, project manager, and the assistant general manager.
After taking the approval this note was sent to the purchase manager at the head office. The
purchase manager will purchase the requested material by a purchase order and will sent to the
site with the purchase invoice and a gate pass. The gate pass is a note that gives permission to
carry any material out of the site.
Figure 67 - Purchase requisition note
59
Figure 68 - Gate pass
2.10.3. Good receive note
This note was written by the store keeper after receiving the purchased goods. There are three
copies of this note. The original copy was sent back to the head office store as a confirmation
of the received good, the second copy was pinned with the purchase invoice and kept with the
store keeper and the final copy was in the book for in case of emergency.
Figure 69 - Good receive note
60
2.10.4. Bin cards
Bin cards were used to record the received and issued amount of materials. Always the
balance in the bin card should tally with the remaining amount of that material at the site. Each
and every material has a separate bin card which is issued by the project manager. Voucher
number must be inserted in the bin card.
When the audits are checking the stores, they will check the balance amount in the bin
card. The balance amount in the bin card should tally with the balance amount at the site.
Figure 70 - Bin card
61
2.10.5. Inventory books
These books were maintained in the site to record the details of machinery, survey
instruments, vehicles, tools and scaffoldings. The transfer voucher number, received and issued
amount was noted in this book.
2.10.6. Stores requisition
This requisition note was used when materials were requested from another site. A gate passes
also issued with this note.
Figure 71 - Stores requisition note
2.10.7. Transfer voucher:
This voucher was maintained for items requested from another site (expected to return to sender
again) by a stores requisition note. A gate pass will issue with this voucher. This voucher should
receive back to the issued site of the voucher with the received seal. Materials like scaffoldings
cannot transfer by this voucher from a site to site, those materials were transferred through the
head office stores.
Figure 72 - Transfer voucher
62
When the store keeper is requesting for materials, it is important to maintain a buffer
limit. Buffer limit is the amount of a requested material that should remain at the site until that
material was received. There are buffer limits for each and every material, so the responsibility
of the store keeper is to request materials once it reaches the buffer limit of that material.
For materials like sand, chipped metal and etc. (which the quantity is not numbers), the
amount of materials used per day was calculated according to the purpose they used. For
example; sand is used in the site for plastering, floor rendering, mortar and etc.
Calculations for plastering: This depends on the amount of cement bags issued for the purpose.
The cement sand ratio for plastering is 1:5, and a cement bag contains a volume of 1.25ft 2,
therefore the amount of sand used for plastering is 5×1.25×number of cement bags used for
plastering. A 5% wastage was added to the final result. Accordingly, the amount used for other
works were calculated and finally the total amount issued was calculated.
63
3. Chapter 3
3.1 Problems encountered at and solutions
The reinforcement net of the lift wall (G-F/1a-2) was slanted and have been moved away
from the setting out lines, due to this the formwork arrangement was delayed. This problem
was solved by rearranging the reinforcement net, initially all the shear links were removed and
adjusted the main reinforcement net, them the shear links were fixed in the correct order.
The formwork arrangement of the staircase was failed while pouring concrete, this was
caused due to having insufficient support for the formwork and the higher slump of the
concrete. To overcome this problem, the ready mix truck was kept for few minutes, and during
that time period sufficient supports were given at required places. After reaching the required
slump concrete pouring was started.
The reinforcement bars in the concrete guard wall (G-F/1a-2) was dislocated and have been
located away from the setting out lines. This problem was caused due to not fixing starters at
correct positions.
To solve this problem cranking method was used. Cranking method: Initially the concrete
was break below the rebar down towards the reinforcement net of the slab. Then the rebar was
cranked from the starting point, according to a specified method using rebar bending tools.
Rebar was bent with 1:10 ratio sloping in order to distribute the load accurately. For this
chemical anchoring can also be used.
Figure 73 - Cranking tool
64
In stair cases, the starters were not there for the main beam that carries the load of the
stair case. So to insert new rebar chemical anchoring process was used.
Chemical anchoring process:
o Initially the holes were grilled at required place according to the drawing and
instructions in the hand book.
o Then the holes were cleaned using the blow pump and a brush.
o Then the gun was fixed to an extension tube with correct length and diameter as to reach
the bottom of the grilled hole.
o After that the chemical was gently injected to the bottom of the grilled hole and the gun
was taking out slowly.
o Finally, the rebar was inserted, until it reached the bottom of the hole. Then kept for
certain time as per specifications in the hand book.
It is important to wear personnel protective equipment during this process. The chemicals used
as the adhesive agent were anime hardener and epoxy resin.
Figure 74 - Chemical anchoring gun
65
3.2 Suggestions
At the site there is a decrease of motivation in supplied workers. There should be motivation
programs to encourage workers to, so they will give their best to finish the work. For example,
best worker should be identified and give some reward.
New rules and regulations should be implemented in order to achieve the quality of the site.
At the site workers will not follow safety rules, for those who break rules should be given with
some punishment.
Implement rules for subcontractors, to reduce wastage of materials. Subcontractors were
supplied with materials at the site and they don’t care about the remaining materials at the end
of the day. So as a rule the cost for wasted amount of materials should be deducted from their
payment. And also the wastage in the site should be reduced by inspecting regularly the quality
of work.
Common works at the site (for example sand sieving) should be done at one place. At the
site sand sieving was done at many floor per a particular day, this may not a profitable way to
do that work. So by sieving sand at a particular position and supply to floors may complete that
work more efficiently and profitably.
When storing materials, the environmental conditions and the properties of the material
should be recognized. E.g. reinforcement bars.
When assigning laborers work it should be done in a way with minimum labor idling.
Initially the capabilities of workers should be identified and worker should be assigned to a
particular task according to his capabilities and capacity. Since the motivation to work of
individuals may vary from person to person, the labors should be assigned according to the
need of the work.
The onsite staff (foremen, technical officer, supervisors, training engineers, assistant
engineers and engineers) should have an idea about the allocated cost for a particular work, so
the labors should be assigned and materials should be handled in a profitable way.
Workers should give an idea about the work to be done in the next day, so it will be more
efficient.
66
3.3 Conclusion
The three months in industry for training was very important for me to gain a lot of practical
knowledge in the civil engineering field. It was a good experience and I had the chance to apply
what I learned from theory in the practical field.
Since there was a great staff with different fields like structural, quantity surveying,
surveying and finishing, I had the chance to gain lot of knowledge in each field.
The most significant thing I learned from the site was, how to deal with laborers,
subcontractors, engineers and other in site and offsite staff. The way of behaving at the site was
very important, and I learned how to build the character using that experience. The way of
communicating with labors, engineers and the other staff was a good experience for me. And
most importantly, whenever I get a field problem, I can discuss with engineers and technical
officers to get the best solution for the problem.
Finally, I am very glad to finish my first training period and the report of the that in a
successful manner. Again I would like to thankful to everybody who supported me to complete
this task.
67
References
A.M.Neville. (2010). Concrete Technology. Essex, England: Piersen Education Limited.
Greeno, R. C. (2006). Building Construction Handbook. Oxford: Elsevier’s Science &
Technology Rights Department.
Kosmatka, Steven H.; Kerkhoff, Beatrix; and Panarese, William C.; Design and Control of
Concrete Mixtures, EB001, 14th edition, Portland Cement Association, Skokie, Illinois,
USA, 2003.
LinkedIn Corporation. (2017). Retrieved from Slide Share: https://www.slideshare.net
Ltd., M. E. (2015). Maga Engineering . Retrieved from Maga Engineering official website:
www.maga.lk
Lecture notes
Method statements
68