This report describes my training experiences as a civil engineering trainee for 12 weeks of industrial training in an irrigation development project. Also this report explains the important civil engineering practices at the irrigation project as well.

1. i
PREFACE
Civil and environmental engineering is the rapid fast growing engineering sector in the
world. When we consider the engineering industries in Srilanka, civil engineering industry
is the most common and popular industry among the people. So familiarity with the industry
is most important thing for a civil engineer for his successful career.
Faculty of engineering, University of Ruhuna is one of the leading state engineering faculty
in Srilanka and the faculty enhance the students in to the industry by offering 12 weeks of
industrial training with the collaboration National Apprentice Industrial Training authority
(NAITA).This training gives the confidence and variety of experiences to the students to
become a good engineer in future.
This report describes my training experiences as a civil engineering trainee for 12 weeks of
industrial training in an irrigation development project. Also this report explains the
important civil engineering practices at the irrigation project as well.

2. ii
ACKNOWLEDGEMENT
As a BSc Engineering undergraduate, undergo for an industrial training is very useful for his
engineering career I future. To be a Professional Engineer, training experience as well as
theoretical knowledge is very important things. First of all I would like to thank the
coordinator of Engineering education centre, Dr.J.M.R.S Appuhamy and the staffs of,
Engineering Education Centre, Faculty of Engineering, University of Ruhuna for organizing
our training program for our better engineering career. Also, I would like to thank all the
officers in National Apprentice and Industrial Training Authority (NAITA) who gave the
opportunity to practice the civil engineering concepts as a trainee at leading companies in
Srilanka. As well as I would like to thank Head-Department of Civil and Environmental
Engineering Dr.N Priyankara and all lecturers of the department for giving the guidance and
support to complete the training in successful manner.
Furthermore irrigation department gave me a great opportunity to practice the civil
engineering applications in UmaOya downstream development project. I would like to thank
the Deputy Project director, Eng P.L.N Puranegedara, Resident engineers and irrigation
engineers for giving the opportunity to learn and apply the civil engineering techniques. Also
I would like to express my thanks to all staffs of project for their support to complete the
industrial training successfully.
Juzaafi AAM
EG/2014/2436
Department of Civil and Environmental Engineering,
Faculty of Engineering,
University of Ruhuna.

3. iii
Table of Contents
1 INTRODUCTION TO THE TRAINING ESTABLISHMENT ....................................1
1.1 Vision, Mission and Objectives ..............................................................................1
1.1.1 Vision...............................................................................................................1
1.1.2 Mission ............................................................................................................1
1.1.3 Objectives ........................................................................................................1
1.2 Main functions ........................................................................................................2
1.3 Strengths and Weaknesses......................................................................................3
1.3.1 Strengths ..........................................................................................................3
1.3.2 Weaknesses......................................................................................................3
1.4 Organizational structure of the irrigation department.............................................4
1.5 Introduction to the project.......................................................................................4
1.5.1 Main components of the project ......................................................................6
1.5.2 Expected benefits of the project ......................................................................7
1.5.3 Organizational structure of the project ............................................................8
2 TRAINING EXPERIENCES (TECHNICAL)...............................................................9
2.1 Introduction.............................................................................................................9
2.2 Reinforcement.........................................................................................................9
2.2.1 Introduction .....................................................................................................9
2.2.2 Lapping of the reinforcement bars.................................................................10
2.2.3 Anchorage of reinforcement..........................................................................10
2.2.4 Bar Notation ..................................................................................................11
2.2.5 Calculation of bar weight ..............................................................................11
2.2.6 Bar schedule ..................................................................................................11
2.2.7 Cover for reinforcement ................................................................................12
2.3 Formwork..............................................................................................................12
2.3.1 Properties of the good form work..................................................................13

4. iv
2.3.2 Advantages and disadvantages of the Plywood formwork............................14
2.3.3 Verticality check for formwork .....................................................................14
2.3.4 Removal of formwork ...................................................................................15
2.4 Concreting works..................................................................................................15
2.4.1 Compaction of concrete.................................................................................16
2.4.2 Cube test ........................................................................................................17
2.4.3 Slump test ......................................................................................................17
2.4.4 Curing............................................................................................................18
2.4.5 Different concrete grades and applications ...................................................19
2.5 Rock Blasting........................................................................................................20
2.5.1 Introduction ...................................................................................................20
2.5.2 Drilling...........................................................................................................21
2.5.3 Explosives......................................................................................................22
2.5.4 Blasting..........................................................................................................24
2.6 Survey works ........................................................................................................25
2.6.1 Levelling........................................................................................................26
2.6.2 Survey by using total station .........................................................................26
2.7 Excavation.............................................................................................................27
2.8 Estimation of efficiency of the work ....................................................................28
2.9 Machinery and tools usage....................................................................................29
2.9.1 Excavator.......................................................................................................29
2.9.2 Bulldozer .......................................................................................................30
2.9.3 Concrete pump car.........................................................................................30
2.9.4 Backhoe loader ..............................................................................................31
2.9.5 Sump Pump....................................................................................................32
2.9.6 Rammers........................................................................................................32
2.9.7 Grinder...........................................................................................................33

5. v
2.9.8 Power saw......................................................................................................33
2.10 Alikota Ara reservoir ............................................................................................34
2.11 Introduction...........................................................................................................34
2.11.1 Embankment dam..........................................................................................34
2.11.2 Spill way........................................................................................................34
2.11.3 Sluice .............................................................................................................35
3 TRAINING EXPERIENCES (MANAGEMENT) ......................................................36
3.1 Introduction...........................................................................................................36
3.2 Roles and responsibilities of a civil engineer at the site.......................................36
3.3 Safety ....................................................................................................................36
3.3.1 Safety considerations at the site.....................................................................37
3.3.2 Roles and responsibilities of the safety officers ............................................37
3.3.3 Personal protective equipment (PPE)............................................................37
3.3.4 Safety on rock blasting ..................................................................................38
3.3.5 Electrical safety .............................................................................................39
3.4 Labour handling and management........................................................................39
3.5 Store management.................................................................................................39
3.6 Documentation......................................................................................................41
3.7 Financial management ..........................................................................................41
3.8 Work plan..............................................................................................................42
3.9 Progress of work ...................................................................................................42
3.10 Skills Improved throughout the training...............................................................42
4 SUMMARY AND CONCLUSIONS...........................................................................44
4.1 Summary...............................................................................................................44
4.2 Conclusions...........................................................................................................44

6. vi
List of figures
Figure 1.1 Logo of the Irrigation Department ......................................................................2
Figure 1.2 Organizational structure of irrigation department...............................................4
Figure 1.3 Overall plan of Uma Oya downstream development project..............................5
Figure 1.4 Schematic diagram of UmaOya downstream project..........................................6
Figure 1.5 Organizational structure of the project................................................................8
Figure 2.1 Reinforcement for canal and cobel ....................................................................10
Figure 2.2 Lapping of reinforcement..................................................................................10
Figure 2.3 Different shape of anchorages............................................................................11
Figure 2.4 Lateral supports for wall formwork ...................................................................13
Figure 2.5 Vertcality check for formwork...........................................................................14
Figure 2.6 Concreting..........................................................................................................15
Figure 2.7 Inserting method of poker vibrator ....................................................................16
Figure 2.8 Preparation of cubes...........................................................................................17
Figure 2.9 Slump test...........................................................................................................18
Figure 2.10 Steps of tunnel construction by drill and blast method....................................20
Figure 2.11 Drilling pattern and drilling process ................................................................21
Figure 2.12 Ammonium Nitrate ..........................................................................................22
Figure 2.13 Water gel tubes.................................................................................................23
Figure 2.14 Short delay detonators......................................................................................23
Figure 2.15 Charging pattern for cut holes..........................................................................24
Figure 2.16 Survey works....................................................................................................25
Figure 2.17 Levelling procedure .........................................................................................26
Figure 2.18 Main canal excavation......................................................................................27
Figure 2.19 Excavator..........................................................................................................29
Figure 2.20 Bulldozer..........................................................................................................30
Figure 2.21 Concrete pump car ...........................................................................................30
Figure 2.22 Backhoe loader.................................................................................................31
Figure 2.23 Sump pump ......................................................................................................32
Figure 2.24 Rammer............................................................................................................32
Figure 2.25 Grinder .............................................................................................................33
Figure 2.26 Power saw ........................................................................................................33
Figure 2.27 Front view of Alikot Ara reservoir...................................................................34
Figure 2.28 Water flow from sluice.....................................................................................35

7. vii
Figure 3.1 Safety warnings at site .......................................................................................37
Figure 3.2 safety alarm operation for tunnel blast...............................................................38
Figure 3.3 Tools storage at site stores .................................................................................40

8. viii
List of tables
Table 1.1 Project profile .......................................................................................................5
Table 1.2 Details of reservoirs..............................................................................................7
Table 2.1 Engaged works at UmaOya downstream development project............................9
Table 2.2 Sample bar schedule for pier ...............................................................................12
Table 2.3 Advantages and disadvantages of plywood formwork........................................14
Table 2.4 Different grades of concrete and their applications.............................................19
Table 2.5 Material requirement for one cubic meter of ready mix concrete.......................20
Table 2.6 Amount of drilled holes per blast ........................................................................22
Table 2.7 Material requirement per blast.............................................................................25
Table 2.8 Labour requirement for Structural works............................................................28
Table 2.9 Sample efiiciency of work calculation ................................................................29
Table 3.1 Personal prtective equipment ..............................................................................38
Table 3.2 Progress of work..................................................................................................42
Table 4.1 Comparison of training experiences between first and second industrial training
.............................................................................................................................................45

9. 1
CHAPTER 1
1 INTRODUCTION TO THE TRAINING ESTABLISHMENT
In 1887 the central irrigation board was established due to the request of the irrigation
community of the country. After that the separate department called Irrigation Department
was established on 15th
May 1900 to handle the problems on irrigation works and to develop
the agricultural activities around the island. At the moment irrigation department involves
in lot of projects related to the irrigation such as Construction of dams, construction of
irrigation canals and monitoring the flood levels in the reservoirs as well. Currently they
offer the services like reservoir operation, cultivation, river gauging, hydraulic modeling,
geotechnical investigation, soil investigation, training, project and land use mapping.
1.1 Vision, Mission and Objectives
1.1.1 Vision
Enhance the development and management of land and water resources towards the socio-
economic development of Sri Lanka. Irrigation Department will plan out. Design, control
and manage land and water resources to derive optimum benefits for Irrigated agriculture,
Hydro power and Flood control by harmonizing the modern technologies and human
resources.
1.1.2 Mission
Irrigation department will facilitate sustainable management and improve the land and water
resources for food, livelihoods and environment under the frame work of government
policies.
1.1.3 Objectives
 Development of land and water resources for Irrigated agriculture, Hydro power,
Flood control, Domestic use, Industrial use and Agriculture development.
 Provision of Irrigation and drainage facilities for cultivable lands in Irrigation and
drainage projects.
 Alleviation of poverty of the rural farming community by increasing their farm
income and raising their standard of living.
 Management of Water for sustainable Agriculture.

10. 2
 Productivity enhancement of Land and Water in Major/ Medium Irrigation Schemes.
 Integrated Water Resources Management and Participatory Management in Major
/Medium Irrigation system.
The logo of the irrigation department is shown in figure 1.1
Figure 1.1 Logo of the Irrigation Department
1.2 Main functions
At the moment the irrigation department involves in lot of projects related to the
development of irrigation in Srilanka. They work to enhance the quality of the irrigation
system in Srilanka. The important main functions of the irrigation department are listed
below.
 Preparation of Master plan for development of the different river basins for the
optimum utilization of land and water resources.
 Project formulation and detail designs of Irrigation, Hydro-power, Flood control and
Reclamation Projects.
 Construction of Irrigation and Settlement Projects for the conservation, diversion and
distribution of water under gravity and lift Irrigation to new and existing lands for
cultivation by farmers for food crop production.
 Construction of Drainage, flood protection and salt water exclusion projects for the
protection of cultivable land to enable the cultivation of such lands with rainfall for
food crop production with minimized risk.
 Operation, Maintenance, Improvements, Rehabilitation and Water Management for
Medium and Major Gravity, Drainage and Lift Irrigation Projects.

11. 3
 Research in Hydraulics, Hydrology, Soil Mechanics, Engineering Geology,
Geographic Information System (GIS), Engineering Materials and Land Use as
applied to Water Resources Development Projects.
 Human Resources Development for optimum utilization of Human Resources.
 Operation and Maintenance of Financial Management System, Accounting,
Reporting, Auditing Systems of Irrigation Department in accordance with the
Financial Regulation of the Government of Sri Lanka.
 Providing Consultancy Services to Government Departments, Statutory
Boards/Corporation, public and private institutions and individuals; in the fields of
Water Resources Development, Foundation Engineering, Quality Control of Earth
work and Concrete, Hydraulic Model Testing and Land Use Planning
1.3 Strengths and Weaknesses
Strength and weaknesses of the establishment are the most important factors that affect the
efficiency of the works. Irrigation department also have some considerable strengths and
weaknesses and they are listed below
1.3.1 Strengths
 Well talented and adequate technical staffs
 The department is directly dominated by the Srilankan government and the annual
fund allocation is higher for the department
 Demand for the irrigation works are very high around the island
 Adequate amount of vehicles and machineries
1.3.2 Weaknesses
 Decision making takes lot of time due to the restrictions of the government
procedures
 Progress rate of the projects are very slow due to technical and weather issues
 Public oppositions and protest against the department in some projects

12. 4
1.4 Organizational structure of the irrigation department
Organizational structure of the irrigation department is shown below in the figure 1.2
Figure 1.2 Organizational structure of irrigation department
1.5 Introduction to the project
Uma Oya Downstream Development project is one of the most important project which is
carried out by the irrigation department in Uva province. The Scope of the project is
Diversion of water (145 MCM annually) from Uma Oya basin to Kirindi Oya basin. The
total estimated cost for the downstream development work is RS 9352 million. Water supply
to the irrigated area in Monaragala District is the most important purpose of this project
because there is a water scarcity for cultivation for long time. The project profile is
mentioned below in table 1.1.
DirectorGenralof
Iriigation
Director
PLANNING &
DESIGNING
Deputy Director
PLANNING AND
DESIGNING
Director
REGIONAL
DEVELOPMENT &
CONSTRUCTION
Deputy Director
REGIONAL
DEVELOPMENT &
CONSTRUCTION
REGIONAL
DIRECTORS
IRRIGATION
ENGINEER
ENGINEERING
ASSISTANT
CHIERF CLERK
Director
ASSET
MANAGEMENT
Deputy Director
ASSET
MANAGEMENT
Director
IRRIGATION &
WATER
MANAGEMENT
Deputy Director
IRRIGATION &
WATER
MANAGEMENT
Director
SPECILIZED
SERVICES &
TRAINING
Deputy Director
SPECILIZED
SERVICES &
TRAINING
Head
IRRIAGTION
TRAINING
INSTITUTE
Head
LAND USEDirector
PLAN
IMPLEMENTATIO
N
Deputy Director
PLAN
IMPLEMENTATIO
N
Director
FINANCE
Deputy Director
FINANCE
Director
HUMAN
RESOURCES
Deputy Director
HUMAN
RESOURCES
Director
GEOLOGY
Deputy Director
GEOLOGY
Director
ENVIROMEN-TAL
DRAINAGE &
FLOOD
PROTECTION
Deputy Director
ENVIROMEN-TAL
DRAINAGE &
FLOOD
PROTECTION

13. 5
Table 1.1 Project profile
The figure 1.3 illustrate the overall project plan and location of the Uma Oya downstream
development project.
Figure 1.3 Overall plan of Uma Oya downstream development project
Project Name Uma Oya downstream development project
Location Thanamalvila,Wellawaya (Uva province)
Client Ministry of Irrigation and Water Recourses Management
Contractor Irrigation Department
Estimated cost RS 9352 million
Irrigable area 15000 acres
Main reservoirs KudaOya , AlikotaAra , Handapangala
Project completion End of 2018

14. 6
1.5.1 Main components of the project
The Uma Oya downstream development project consists three major dam construction and
rehabilitation of small reservoirs in the Monaragala district. The important components of
the project is listed below
 Construction of 6.5 MCM capacity Alikota Ara reservoir
 Improvements to Handapanagala Tank ( Capacity increase 6.5 MCM to 14 MCM)
 Construction of 29 MCM capacity Kuda Oya reservoir
 Transfer Canal Alikota Ara Reservoir to Kuda Oya Reservior – 18.0 km long
including 2.5 km, 0.4 km and 0.6 km tunnels)
 Construction of 30 km long Kuda Oya Sinhalayagama Main Canal
 Construction of 11.3 km Handapanagala Main Canal
 Rehabilitation of 96 small tanks
Figure 1.4 and table 1.2 Illustrate the schematic view of the reservoirs and details of the
reservoirs respectively.
Figure 1.4 Schematic diagram of UmaOya downstream project

15. 7
Table 1.2 Details of reservoirs
ALIKOTA -ARA HADHAPANAGALA KUDA-OYA
RESEVIOR STORAGE
Fully supply level 215 m MSL 146.4 m MSL 172 m MSL
Dead storage 0.36 MCM 0.44 MCM 2.5 MCM
High flood level 216 MSL 147.2 m MSL 172.6 m MSL
EMBARKMENT DAM
Type Earth fill dam Earth fill dam Earth fill dam
Length 416m+179m 325m + 900m + 125m 1220m
Top width 6m 6m 6m
Top- level 218m MSL 149.26 m MSL 174 m MSL
River bed level 194 MSL Cannot be found 143.59m MSL
SPILL WAY
Type Radial gates Natural spill Radial gates
Crest elevation 21m MSL 147.2m MSL 166.305 m MSL
Return period 1000 years 1000 years 1000 years
Peak inflow 355 m3
/s 385 m3
/s
Peak discharge 291 m3
/s 216 m3
/s
SLUICE
Type Tower type Tower type Tower type
No barrels 4 1 1
Maximum Discharge 20 m3/
s 4.25 m3
/s 2.7 m3
/s
Sill level 200m MSL 138.415m MSL 154 m MSL
IRRIGABLE AREA
New lands 623.5 ha 810 ha 3750 Ac
Existing land 637.8 ha 1710 ha 2250 Ac
1.5.2 Expected benefits of the project
The following benefits are expected from this project after the completion of this
downstream development project
 Generation of electricity.
 Water for agricultural development
 Water for domestic and industrial uses
 Aquaculture development
 Employment opportunities
 Development of infrastructure facilities

16. 8
1.5.3 Organizational structure of the project
In this project deputy project director is the governing person of all activities carry out in 3
sites. Also there were 1 resident engineer each for civil and mechanical engineering sectors
and there were separate site engineers for all sites as well. Also the site engineers were
assisted with the Engineering assistant at the site. The figure 1.5 illustrate the organizational
structure of the project clearly.
Figure 1.5 Organizational structure of the project
Deputy
project
director
Resident
Engineer(Civil)
Irrigation
Engineer
Engineering
Assistant
Facility
Assistant
QS Division
Account
Division
Chief Clerk
Resident
Engineer
(Mechnical)
Site Engineer
(Mechanical)
Engineering
Assistant

17. 9
CHAPTER 2
2 TRAINING EXPERIENCES (TECHNICAL)
2.1 Introduction
During this 12 weeks of internship training at UmaOya downstream development project I
have engaged with the following works mentioned below in table 2.1
Table 2.1 Engaged works at UmaOya downstream development project
Work title Location Details of work
Survey works Handapanagala LBMC
Alikota Ara
 Levelling for D canals ( 5.025 km)
 Canal tracing (5.025 km)
 Traverse survey (4.5km)
 Setting out for tunnels
 TBM establishment
Excavation
works
Handapanagala LBMC  Main canal excavation works
(2km)
Structural works Alikota Ara  Construction of piers and trough
(36 piers)
 Construction of canals (
Tunnel
construction
Alikota Ara  Construction of Yalabowa tunnel
 Construction of Koonwelana
tunnel
Estimation
works
Alikota Ara  Estimation of work done
 Progress of works
2.2 Reinforcement
2.2.1 Introduction
Reinforcement is an important component of reinforced concrete. It is usually formed from
ridged carbon steel, the ridges give frictional adhesion to the concrete. Reinforcement is
used because concrete is very strong in compression but it is very much of week in tension.
To compensate for this, reinforcement is cast into it to carry the tensile loads on a structure.
In our site 500 N/mm2
High yield bars (Tor steel) were used for the construction of the piers
and canals. Tor steel bars available in 8mm, 10mm, 16mm, 20mm, 25mm, 32mm and 45mm
diameters. The reinforcement arrangements for pier corbel and canal sections are shown in
figure 2.1

18. 10
Figure 2.1 Reinforcement for canal and cobel
2.2.2 Lapping of the reinforcement bars
Lapping is the process of connecting the reinforcement bars together to transfer the load
from one bar to another bar. Usually the reinforcement bars are available 6m in length. So
if we need more than 6m length reinforcement then we should lap them together.
Determination lap length requirement is depends on the following factors
 Grade of the concrete
 Amount of covering
 Diameter of the bar
In our site lap length was used as 50 times of the bar diameter for all occasions. The lapping
pattern and lap length is shown in figure 2.2
Figure 2.2 Lapping of reinforcement
2.2.3 Anchorage of reinforcement
Anchorage length is the length of the bent reinforcement bar which is placed inside the
concrete to transfer the bond stress from reinforcement to concrete. In our site there were
different anchorage shapes were used for different purposes. Figure 2.3 illustrates the
different shapes of anchorage bars.

19. 11
Figure 2.3 Different shape of anchorages
2.2.4 Bar Notation
In the structural drawings bar notations were used to identify the reinforcement bars easily.
Sample bar notation is given below.
6Y25– 126 – 200 T
2.2.5 Calculation of bar weight
Usually quantity of the reinforcement is calculated by its weight. For this purpose following
formula was used at the site. This equation gives the bar weight in values of Kg. This
calculation is very useful to prepare the bar schedule
𝐷2×𝐿
162.162
D – Bar diameter (mm)
L – Bar length (m)
2.2.6 Bar schedule
Bar schedule is one of the most important reference at the site for reinforcement
arrangements. Bar schedules were prepared according to the structural drawings of the
particular structural element. From the bar schedule we can get the shapes of the bending
for the particular structural element and we can calculate the total cost for reinforcement as
well. Sample bar schedule for a pier is given below in table 2.2
Bar size
Location of the bar
(Top/bottom)
Bar markType of steel Bar Spacing
No of Bars

20. 12
Table 2.2 Sample bar schedule for pier
Member Bar
mark
Type
&
size
No
of
units
No
in
each
Total
no of
bars
Length
of each
bar(mm)
Total
length
(m)
Shape
of bending
P1 001 Y16 1 6 6 2230 13.38 1050
130
P1 002 Y16 1 6 6 4000 24.0 4000
P1 003 Y20 1 12 12 3200 38.4
3200
P1 004 Y25 1 8 8 3400 27.2 120
3280
Advantages of preparing a bar schedule:
 Bar waste can be controlled.
 Easy to cut and bend the bars in the shapes what we need.
 Easy referring document for the workers who are in the field of reinforcement
binding
2.2.7 Cover for reinforcement
Usually cover blocks are provided to increase the fire resistance of the structures and avoid
the reinforcement corrosion. Also they maintain the effective depth of the element as well.
In our site 50mm thickness coverings were used for the canal walls because the minimum
requirement of cover for water retaining structures is 40 mm according to the BS 8007 code.
These covering blocks were made by 1:1 cement sand mortar mixture and maintained the
compressive strength of the block approximately same as Grade 30 concrete. All the casted
cover blocks were allowed for 3 days of curing to avoid the cracks.
2.3 Formwork
Form works are used to cast the concrete in required shape. Form works should be prepared
with the durability and correct dimensions for the successful concreting. Form works can be
prepared in timber, plywood, aluminium, steel or fiber glasses and it depends on our

21. 13
economic and technical concerns. In this project 12mm thick coated plywood boards were
used for form work construction.
Procedure
 All the form work panels were cleaned and coated with the approved releasing agent
(mould Oil)
 Formwork panels were aligned with the offset lines and fixed by using form ties
 Verticality of the formwork was checked by using pulmbob and the panels were
adjusted to maintain the verticality
 Lateral supports were provided where necessary
Provision of lateral supports to the side wall of the canal section is shown in figure 2.4
Figure 2.4 Lateral supports for wall formwork
2.3.1 Properties of the good form work
A good formwork consists the properties mentioned below
 It should be strong enough to withstand all types of dead and live loads.
 It should be rigidly constructed and efficiently propped and braced both horizontally
and vertically, so as to retain its shape.
 The joints in the formwork should be tight against leakage of cement grout.
 Construction of formwork should permit removal of various parts in desired
sequences without damage to the concrete.
 The material of the formwork should be cheap, easily available and should be
suitable for reuse.

22. 14
 The formwork should be set accurately to the desired line and levels should have
plane surface.
 It should be as light as possible.
 The material of the formwork should not warp or get distorted when exposed to the
elements.
 It should rest on firm base.
2.3.2 Advantages and disadvantages of the Plywood formwork
The plywood formwork has both advantages and disadvantages in the construction pace.
Some of them are mentioned below in table 2.3
Table 2.3 Advantages and disadvantages of plywood formwork
Advantages Disadvantages
Light weight can be damaged by water
Economically cheaper than other
formwork systems
It can be bent when the panel size is large
Can be cut in to desired shape Available in limited size and thicknesses
Easy to assemble and remove Can be damaged during nailing
Can be reusable up to 20-25 times
Smooth finishing
2.3.3 Verticality check for formwork
Figure 2.5 Verticality check for formwork
To check the verticality of the from work arrangements plumb was hanged towards the slab
surface with respect to the offset line (as shown in figure 2.5) and distance between the
needle and form work plates were measured at 3 or 4 places. If there were vertical errors,
x
x
Plumb

23. 15
then lateral jacks and cables were provided to align the form work with verticality.
Allowable error was ± 5mm for verticality of the formwork.
2.3.4 Removal of formwork
Usually formwork removal is one of the critical work after the concreting process. This work
should be done with high safety considerations otherwise it will be crucial for the labours
and other staff as well. Also the strength of the structure is also depend on the form work
removal time period as well. Quick removal of form works may lead to the failure of the
structure. In this project the vertical faces of the piers and canals were removed after 3 days
from concreting day.
Procedure:
 First remove the lateral supports carefully
 Then the vertical members of the supports (stud) are removed
 Then the horizontal members of the supports (wales) are removed
 After the removal of all supports, the form ties are removed carefully
 Then the formwork panels are removed carefully without damaging them
2.4 Concreting works
In the UmaOya downstream project Grade 30 concrete was preferred to use for the structural
constructions like canal and piers. To increase the setting time of the concrete mixture,
Betoblast 600 or Adcrete (retarder) was used as an admixture. The average slump
requirement of the concrete is 80-120 mm. Poker vibrator was used to compact the concrete
during the pouring of the concrete. The figure 2.6 shows the concreting process of a pier at
Alikota Ara project site.
Figure 2.6 Concreting

24. 16
2.4.1 Compaction of concrete
Compaction is an important factor in concreting works to maintain the durability, strength
and appearance of the concrete structure. When the placement of the concrete, the air voids
can be created. To avoid this air voids, compaction is done during the concerting process. In
this project poker vibrator was used for this purpose. The poker vibrator has 4m length cable
and 35mm diameter shaft as well. Following things should be considered when we using the
poker vibrator as a compactor
 Concrete surface to be compacted should be visible clearly.
 The poker vibrator should be inserted quickly and allow to penetrate by its own
weight to the layer of concrete as fast as possible.
 The poker should be left in to the concrete about 10 -15 seconds.
 The poker must be inserted quickly, but the withdrawal should be slow
 Locations of the poker should be staggered to ensure the full compaction of concrete.
 It should be avoided from touching the formwork and reinforcement.
 Poker should be inserted vertically.
 Poker should be inserted completely throughout the concrete.
 If concrete is casted by layers, then each layer should be compacted
Correct method of inserting the poker vibrator is shown in figure 2.7
Figure 2.7 Inserting method of poker vibrator
Correct way
Incorrect way

25. 17
2.4.2 Cube test
This test was conducted to determine the compressive strength of the concrete used at the
site. For this purpose 150mm×150mm×150mm sample concrete cubes were casted.
Preparation of concrete cube samples are shown in figure 2.8
Figure 2.8 Preparation of cubes
Procedure:
 The surface of the internal wall of mould was well cleaned.
 Cube was filled by concrete in three layers and hand compacted.
 Each layer was compacted with 35 blows by standard tamping rod.
 The top surface of concrete was levelled by rod.
 After24 hours the mould was removed and concrete cubes were put in to the water
tank for curing.
 Cubes were taken to the test after fourteen days and twenty eight days
2.4.3 Slump test
This test was conducted to determine the workability of the concrete used at the site. Usually
this test was conducted for every truck load of concrete in the laboratory. For this purpose
standard slump test apparatus was used at the site. Figure 2.9 shows the process of slump
test during the concreting works.
Procedure
 Apparatus was cleaned from the concrete and other impurities
 Slump cone was placed on the base plate
 Concrete was filled by 3 layers and each layer was compacted by tamping rod with
25 blows

26. 18
 Then the slump cone was removed carefully
 Then the elevation differences between the top of the concrete and top of the slump
cone was measured by steel ruler
 That reading was taken as the slump value of the concrete mixture
Figure 2.9 Slump test
According to the slump test results sometimes the following decisions were taken at the site
before use the concrete mixture.
 If the slump was in allowable range, then the concrete mix was used directly
 If the slump was slightly higher than the maximum slump, then the truck was allowed
for the rotation for few more minutes and slump was measured again. If it also failed
then additional cement was added to the truck load at the site. Here the amount of
the cement was decided by the consultant from the soil testing laboratory
 If the slump was little lower than the expected value than water was added according
to the consultant’s requirement
2.4.4 Curing
Curing is the most important process after the concreting to avoid the thermal cracks on the
concrete surfaces. In our site casted concrete structures allowed for 7 days of curing by
spraying the continuous sprinkling water and placing the wet cony bags on the concrete
surface. Effects of in sufficient curing is mentioned below

27. 19
 Cracks can be formed due to drying shrinkage and thermal effects.
 Compressive strength of the concrete will be reduced.
 Frost and weather resistance can be decreased.
 Durability can be decreased due to the high permeability.
 Rate of carbonation can be increased.
Most common curing methods are listed below
 Ponding of water
 Spraying of water
 Covering with wet jute bags
 Covering with water proof sheets or polythene
 Application of chemical compounds
2.4.5 Different concrete grades and applications
In the industry different grade concrete mixtures are used for different purposes. Because
we need higher compressive strength for the heavy loaded structures while normal concrete
structures want to have the lower grades of concrete. Grade 30 concrete is the most
commonly used concrete for reinforced concrete buildings in Srilanka. Various concrete
grades and their application are given below in table 2.4
Table 2.4 Different grades of concrete and their applications
Grade Mix Proportion Application
30 1:1:2 Heavy loaded structures and Piles
25 1:1.5:3 Water tanks, pre-cast R/C
20 1:2:4 Ordinary concrete structures
15 1:3:6 Screeds at plinth level
10 1:4:8 Underground Screeds
If the concrete grade is more than 30 then we can’t directly find the mix proportions as a
ratio. Here we have to do the mix design calculations to find the mix proportion. In our site
there were 3 grade of Ready mixed concrete were used. Material requirement for the 1m3
of
different grades concrete are mentioned in table 2.5

28. 20
Table 2.5 Material requirement for one cubic meter of ready mix concrete
Grade Cement (kg) Sand (kg) Aggregate (kg) Water (kg) Betoblast-600
Admixture (ml)
30 400 866 1020 190 600
25 360 860 1080 180 600
15 280 880 1075 180 600
2.5 Rock Blasting
2.5.1 Introduction
In this UmaOya downstream development project drill and blast method was used for the
tunnel construction and rock blasting in canal construction as well. Conventional drill and
blast method is the most popular and easiest method for tunnel construction. This method
involves the use of explosives. Drilling rigs are used to drill blast holes on the proposed
tunnel surface to a designated depth for blasting. Explosives and timed detonators (Delay
detonators) are then placed in the blast holes. Once blasting is carried out, waste rocks and
soils are transported out of the tunnel before further blasting. Most tunneling construction in
rock involves ground that is somewhere between two extreme conditions of hard rock and
soft ground. In this project water gel, Ammonium nitrate and short delay detonators were
used for blasting. Schematic diagram of the drill and blast method tunnel construction is
shown in figure 2.10
Figure 2.10 Steps of tunnel construction by drill and blast method

29. 21
The tunnel construction procedure by using drill and blast method is given below
 A number of holes are drilled into the rock
 They are then filled with explosives
 Detonating the explosive causes the rock to collapse
 Rubble is removed and the new tunnel surface is reinforced
 Repeating these steps will eventually create a tunnel
Advantages of drill and blast method are listed blow
 Economical way of tunnel boring
 Less noise pollution with comparing the tunnel boring machines
 Can be used for all kind of rocks
 Easiest method for blasting the rock obstacles in canal construction
Disadvantages of drill and blast method are listed blow
 High risk of safety due to the usage of explosives
 Efficiency is lesser than the tunnel boring method
 Air pollution is higher due to the fumes
 Technically skilled labours are required
2.5.2 Drilling
Figure 2.11 Drilling pattern and drilling process

30. 22
Blast holes were created by drilling the rock surface by using jack hammers.The button bit
was used as drill bit for convenience and cost effective. There were specific drilling pattern
for the tunnel construction as shown in figure 2.11. General drilling depth is around 8ft and
for the cut holes it is taken as 10ft.In the site there were two rock drills used and it was taken
that 6-8 hours for drilling for one blast. Number of holes requirement for one blast is shown
in table 2.6.
Table 2.6 Amount of drilled holes per blast
Type of holes Number of holes
Cut holes 51
Round holes 32
Total 83
2.5.3 Explosives
Explosives are selected by considering the economic factors, required amount of blasting,
type of rock and available technologies at the site as well. In this project water gel,
Ammonium nitrate and short delay detonators were used for blasting.
Ammonium Nitrate:
Figure 2.12 Ammonium Nitrate
Ammonium Nitrate (Fuel Oil) is a widely used bulk industrial explosive mixture in mines
and quarry operation. It consists of 94 % porous Ammonium Nitrate (NH4NO3), that acts
as the oxidizing agent and absorbent for the fuel – 6 % number 2 fuel oil ,popularly known
as High Speed Diesel (HSD). This forms a reasonably powerful commercial explosive.
ANFO is non cap-sensitive explosives and requires a large shockwave to set it off. This
product is used primarily in mining and quarrying operations. The components are generally
mixed at or near the point of use for safety reasons. The mixed product is relatively safe and
easily handled and can be poured into drill holes in the mass or object to be blasted.

31. 23
Water gel:
Figure 2.13 Water gel tubes
Water-gel explosive is a fuel sensitized explosive mixture consisting of an aqueous
ammonium nitrate solution that acts as the oxidizer. Water gels that are cap-insensitive are
referred to under United States safety regulations as blasting agents. Water gel explosives
have a jelly-like consistency and come in sausage-like packing stapled shut on both sides.
They contain a gelatinizing agent, also known as a thickener that modifies their consistency
ranging from easily pourable gels to hard solids. Polyvinyl alcohol, guar gum, dextran gums,
and urea-formaldehyde resins are the typical gelling agents. Guar, specifically, is a gelling
agent used for the aqueous portion of the water gel explosives. The primary component of
water gels is monomethylamine nitrate. Monomethylamine nitrate is made from
monomethylamine (MMA) and nitric acid. Water gel explosives are also made of
ammonium nitrate, calcium nitrate, aluminum, ethylene glycol and TNT. The proportions of
these components vary depending on the desired explosiveness of the water gel.
Short delay detonators:
Figure 2.14 Short delay detonators

32. 24
Electric detonator constitutes of an aluminium shell filled with a primary and a base
explosive charge. The required electrical energy for the initiation of the detonator is supplied
by two plastic-insulated metal wires called “leg wires” which is soldered to a fuse head
inside the detonator. In Delay electric detonators, a pyrotechnic delay element is inserted on
top of the explosive charge, which provides a predetermined time delay. The delay period
number of each detonator is marked on a tag attached to the leg wire. The time delay between
successive blasts improves the results of the operation greatly. Judicious usage of delay
detonators achieves good fragmentation with controlled throw, enabling easy mechanical
handling and providing control of ground vibration, noise and fly rock. In this project various
detonators were used and the have delay time 0-9m/s
2.5.4 Blasting
Blasting was done by charging the detonators according to the pattern given in the figure
2.15. At the blasting stage the blaster should check the resistance of the detonators and wires.
Also the wires should be extended up to the safe distance and the connectivity of the circuit
should be checked again by using Ohm meters. Material requirement for typical blast is
shown below in table2.7
Figure 2.15 Charging pattern for cut holes

33. 25
Table 2.7 Material requirement per blast
Delay
time
(m/s)
No of
Detonat
ors
Emulsion
cartridge/hole
Total
Emulsion
cartridge
ANFO
Cartridge
/hole
Total
ANFO
Cartridge
CutHoles
01 04 06 24 04 16
02 04 06 24 04 16
03 08 06 48 04 32
04 04 06 24 04 16
05 04 06 24 04 16
07 04 06 24 04 16
09 12 06 72 04 48
Sub total 40 240 160
Round
holes
01 11 05 55 05 55
05 13 05 65 05 65
07 11 04 44 05 55
09 15 04 60 05 75
Sub total 50 224 250
Total 90 464 (58kg) 410 (53kg)
2.6 Survey works
Survey works were carried out tat Handapanagala LBMC project and Alikota Ara transfer
canal project as well. Figure 2.16 shows the surveying works at Handapangala and Alikota
Ara site
Figure 2.16 Survey works
There were different types of survey works were carried out in at both sites listed below
 Canal tracing by using GPS receivers
 Levelling to produce the longitudinal and cross sections of the Canals
 Traverse surveying
 Levelling to establish the TBM points
 Setting out of Yalabowa and Konwelana tunnels

34. 26
2.6.1 Levelling
Levelling was done to produce the longitudinal and cross sections of the canals and to
establish the TBM points at Alikota Ara site. For these purposes Rise and fall method was
used. The typical levelling procedure is shown below in figure 2.17.
Figure 2.17 Levelling procedure
Procedure:
 Set up the leveling instrument at Level position 1 and make sure that the bubbles are
centered.
 Hold the staff on the Datum and take a reading. This will be a back sight.
 Move the staff to A, B and C and take a readings. These are called intermediate
sights.
 Move the staff to D and take a reading. This will be a foresight
 Set up the level at Level position 2 and leave the staff at D and take a reading. This
will be a back sight.
 Move the staff to E and take a reading. This will be an intermediate sight.
 Move the staff to F and take a reading. This will be a foresight
 Repeat the steps until reach the fixed datum (known reduced level)
2.6.2 Survey by using total station
Traverse survey and setting out works were done by using total stations. The typical
instrument setup procedure for total station is given below
 Setting up the tripod and Make sure the legs are spaced at equal intervals and the
head is approximately level.
 Place the instrument on the tripod head. Supporting it with one hand, tighten the
centering screw on the bottom of the unit to make sure it is secured to the tripod.

35. 27
 Focusing on the surveying point by Looking through the optical plummet eyepiece.
 Center the bubble in the circular level by either shorting the tripod leg closest to the
off-center direction of the bubble or by lengthening the tripod leg farthest from the
off-center direction of the bubble.
 Center the bubble in the plate level by Loosen the horizontal clamp to turn the upper
part of the instrument until the plate level is parallel to a line between levelling foot
screws
 Turn the upper part of the instrument though 90°. Center the air bubble using
levelling foot screw
 Turn the instrument and check whether the air bubble is in the same position in all
directions.
2.7 Excavation
The mechanical excavation for main canal was done for the main canal up to chainage
10+800 in the Handapanagala LBMC project. For this exaction purpose Backhoe loader,
dozers and loading shovels were used at the site. Excavation works at Hndapanagala LBMC
at Chainage 8+400 is shown in figure2.18. In the excavation process, the side slope of the
excavated canal was maintained as 1 vertical to 2 horizontal to avoid the trench collapse.
The factors affecting the selection excavation equipment are listed below
 Type of the soil
 Required depth
 Economic factors
 Project duration
 Availability of labours
Figure 2.18 Main canal excavation

36. 28
Procedure of the canal excavation is mentioned below
 Check for the utility connections or services along the proposed path
 Check whether that the proposed path has minimum obstacles
 Set the setting out lines for excavation
 Select the excavation machinery according to the soil type and required depth
 Excavate the soil according to the depth requirement
 Maintain the side slope to avoid the trench collapse
 Excavated soil should be kept in a appropriate distance from the trench for safe
excavation
During the excavation process following problems were encountered at the site.
 Large amount of rock obstacles
 Due to the rainy weather, there were high potential to trench collapse
 Damages and defects to the machineries due to the obstacles
 It was very difficult to maintain the correct location of the canal during excavation
2.8 Estimation of efficiency of the work
The efficiency of the work was calculated by considering the labour rates for the specific
works. From this estimation it can be found that whether the concluded work was profitable
or not. The amount of used resources were calculated as “number of labour days”. Usually
this estimation was done for the works mentioned below.
 Reinforcement binding
 Formwork construction
 Concreting works
For the excavation works the volume of soil excavated and usage of machineries were
considered to estimate the efficiency of the works. Labour requirement for the structural
works are given in table 2.8.
Table 2.8 Labour requirement for Structural works
Work Quantity Skilled labour days Unskilled labour days
Reinforcement Per kg 0.01 0.03
Concrete Per m3
0.1 0.71
Formwork Per m2
0.2152 0.538

37. 29
Sample calculation of the efficiency of the work for pier base construction is given in table 2.9.
Table 2.9 Sample efiiciency of work calculation
Structure : Pier Base-30 (2018/01/24 – 2018/01/26)
Work Quantity
Required labour days Used labour days
Skilled Unskilled
Skilled Unskilled
Days OT(h) Days OT(h)
Reinforcement 1095.9 kg 10.96 32.88 11.5 12 34 14
Formwork 12.3 m2
1.23 8.73 2 5 8 4.5
Concrete 12.54 m3
2.70 6.75 2.5 5 6 6
Total 14.89 48.36 16 22 48 24.5
Actual requirement
Skilled 14.89×1500 Rs 22335
Unskilled 48.36×1100 Rs 53196
Total Rs 75532
Used resources
Skilled 16×1500 + 22×93 Rs 26046
Unskilled 48×1100 + 24.5×73 Rs 54588.5
Total Rs 80634.5
Profit Rs ( -5102.5 )
2.9 Machinery and tools usage
2.9.1 Excavator
Figure 2.19 Excavator
In our site Excavators are used for excavation purposes for construction of canal, piers and
tunnels. Usually excavators are used in large and small scale constructions. They are used
for small housing projects to do a cut and fill, used in road construction, used in marine
structures to place armors and large rocks, and also been used in larger sites to excavate,
move construction material, remove construction waste etc. There are many uses of an
Excavator
 Digging of trenches, holes, foundations

38. 30
 Demolition
 Material handling
 General grading/landscaping
 Brush cutting with hydraulic attachments
 Forestry work
 Lifting and placing of pipes
 Mining, especially, but not only open-pit mining
 River dredging
2.9.2 Bulldozer
Figure 2.20 Bulldozer
In our site bulldozers were used to remove the soil, rock and large debris form the site during
the excavation. The major components of a bulldozer are the blade and the ripper. The ripper
can be identified as the extended device at the bulldozer rear. Rippers contain only one
shank, or can be in groupings of two or more that are called as multiple shank rippers.
Generally, single shank rippers are chosen for deep ripping. Bulldozers have a torque divider
that is designed to transform the engine power into enhanced dragging capability. The
bulldozers can tow heavy tanks with ease. Due to these characteristics, bulldozers are
employed to remove debris, obstacles, clear roads, bushes, and trees. Bulldozers can also be
used to dig trenches, farming works, and even military operations.
2.9.3 Concrete pump car
Figure 2.21 Concrete pump car

39. 31
Pump car was used to pump the flow able concrete up to 33 meters elevation. In our site
pump car was used to pump the concrete for pier construction because most of the piers has
approximately 20m in height. Main advantage of the pump car is it can be movable where
necessary. So we can easily pour the concrete for very long portions within less time.
2.9.4 Backhoe loader
Figure 2.22 Backhoe loader
In our site backhoe loader was used to remove the rock debris coming from blasted rocks.
A backhoe loader contains 3 major components mentioned below
 A tractor
 A loader
 A backhoe
Each piece of equipment is suited to a particular sort of work. On a typical construction site,
the backhoe operator usually uses all three components to get the job done.
 The Tractor
The core structure of a backhoe loader is the tractor. Just like the tractors that
farmers use in their fields, the backhoe tractor is designed to move easily over all kinds of
rough terrain. It has a powerful, turbocharged diesel engine, large, rugged tires and a cab
with basic steering controls.
 The Loader
The loader is attached in the front and the backhoe is attached in the back. It
is used to lift the large amount of debris at a time.

40. 32
 The Backhoe
The backhoe is the main tool of the backhoe loader. It's used to dig up hard,
compact material, usually earth, or to lift heavy loads, such as a sewer box. It can lift this
material and drop it in a pile to the side of the hole.
2.9.5 Sump Pump
Figure 2.23 Sump pump
A sump pump is a pump used to remove water that has accumulated in a water-collecting
sump basin. In our site it was used to remove the water form excavated trenches for the pier
bases. These pumps can be submerged to the water without any damages. This is the main
reason for using these pumps for dewatering at the site.
2.9.6 Rammers
Figure 2.24 Rammer
Rammers were used to compact the soil where the small amount of area to be compacted.
Rammers work great when compacting cohesive soils because of the size of the plate. The
smaller plate size allows for more focused and direct compaction, which comes in handy on
soils that require more force to properly compact. Rammers have the ability to compact a

41. 33
deeper amount of soil than a plate compactor, because the force from the plate is more direct.
Therefore, more soil can be added to each layer which can make the process of filling and
compacting a hole or trench, much faster
2.9.7 Grinder
Figure 2.25 Grinder
Grinders were used for cutting and grinding the concrete surfaces. Also they were used cut
the steel bars. There were 3 types of wheels were used at the site for different purposes
 Cup wheel: to grind the concrete surfaces
 Diamond wheel: to cut the concrete surfaces
 Cutting wheel: to cut the steel bars
2.9.8 Power saw
Figure 2.26 Power saw
Power saw was used to cut the plywood boards for the form work arrangements for piers
and canals. The main advantage of this machinery is, it saves lot of time when we compare
the manual cutting. Also it gives more accuracy during the cutting.

42. 34
2.10 Alikota Ara reservoir
2.11 Introduction
Alikota Ara reservoir is located at Wellawaya, Monaragala with the catchment area of 24.34
km2
.From this reservoir it is expected to supply the water for 1261.3 hectares of land
surrounded in Wellawaya. The fully supply level of this reservoir is 215m MSL and the high
flood level of the dam is 216m MSL. The front view of Alikota Ara reservoir is shown in
figure ….
Figure 2.27 Front view of Alikota Ara reservoir
2.11.1 Embankment dam
Embankment dam was constructed as an earth fill dam with 416m length of main dam and
179m of saddle dam. This earth fill dam consists clay core, cohesive fill rock fill and ripraps
as filling materials. The top width of the dam is 6m and the side slopes are maintained 1:3
for upstream and 1:2.5 for downstream. The crest level of the dam is 218m MSL.
2.11.2 Spill way
Spill way was constructed with three radial gates has dimensions of 4.57m × 3.66m.the crest
elevation of the spill way is 216m MSL and peak discharge from the spill way is estimated
as 291m3
/the designed return period of the spill way is 1000 years. This spill way has a
stilling basin with the baffle blocks to dissipate the energy of the water coming from the spill
gates.

43. 35
2.11.3 Sluice
Sluice was constructed as a tower type sluice with 4 numbers of barrels has dimension of
1.2m × 2m. The discharge of the water from the sluice is 20m3
/s. The water flow from the
sluice to lad is shown in figure …….
Figure 2.28 Water flow from sluice

44. 36
CHAPTER 3
3 TRAINING EXPERIENCES (MANAGEMENT)
3.1 Introduction
Management is the most important skill that an engineer wants to have in his career. As a
civil and environmental engineering trainee I have learnt some management skills that
necessary to run a construction site in a successful manner. This chapter explains the
management experiences what I have got and practiced throughout my industrial training.
3.2 Roles and responsibilities of a civil engineer at the site
As a trainee I have learnt some roles and responsibilities of a civil engineer in a construction
site. Some of the important roles and responsibilities are listed below.
 Coordinate the daily works with the junior officers.
 Supervise the ongoing works regularly.
 Take necessary actions to control the construction wastes.
 Handle the human resource and machinery sources in a highly effective way.
 Give the guidance and advices to the junior officers where necessary..
 Prepare the project progress reports.
 Prepare the planning schedules for the upcoming works.
 Ensure that the payments are correct.
3.3 Safety
Health and safety environment is the most important consideration in a site to run the site
successfully because construction sites are more favour to have the accidents. A small
accident is enough to cause a death or major injuries to the human. So that every site has
their own safety management team to ensure that the site has adequate safety to work. Safety
officers are the responsible persons to ensure the adequate safety at the site. Every country
has their own safety measures and labour laws. All the safety considerations should be under
those laws to minimize the accidents in the construction site. When we consider the
construction site every person should have their own responsibilities to ensure the safety
inside the site. The safety signs hanged at the site is shown in figure 3.1.

45. 37
Figure 3.1 Safety warnings at site
3.3.1 Safety considerations at the site
 All staffs and workers should wear the personal protective equipment inside the
site
 Electrical safety considerations should be followed while using the machineries
 Safety belts, goggles and ear protector should be worn where necessary
 Smoking and consumption of alcohol is prohibited inside the site
 Vehicles can’t move more than at 20km/h speed inside the site
 All staffs and workers should aware about the rock blasting
3.3.2 Roles and responsibilities of the safety officers
 Conduct the safety meeting regularly
 Implement the rules and regulations related to the safety considerations at the site
 Make sure that entire site has a health and safety environment
 Make sure that all the labours are in the site has the ages within the legal age interval
 Follow the legal procedures during the accident situations
 Make sure that there are no alcohol or drug consumptions inside the site
 Have a vast knowledge in labour laws of the country.
 Monitoring the conditions of the scaffoldings and hand rails
 Ensure that all the machineries are safe to use.
3.3.3 Personal protective equipment (PPE)
Personal protective equipment are more important to ensure the individual safety at the
construction site. In every construction site safety helmets, safety jackets and safety shoes

46. 38
are the most common and basic PPE for every individuals. Protective equipment and their
safety considerations are given below in table 3.1.
Table 3.1 Personal prtective equipment
Equipment Safety consideration
Safety Helmets Protect the head form sudden hits and identification of the working
category of the person
Safety shoes Protect the feet from the injuries
Safety jackets Identification when working at the high elevation or long distance
Goggles To protect the eyes from the dust and fire works
Ear protector To protect the ear during the high sound production
Gloves To protect the hands from the injuries
Safety belts To avoid the fallings from the high elevation
3.3.4 Safety on rock blasting
Figure 3.2 safety alarm operation for tunnel blast
 Prevent unauthorized persons from entering the blast site.
 Properly handle explosives according to current procedures.
 Blast explosives should be stored with the adequate safety
 Verify that the established standards and procedures as well as the existing legal
regulations are fulfilled.
 Handle and use explosives according to the safety standards and regulations

47. 39
 Ensure that the blast crew has adequate handheld radios to conduct pre and post blast
examinations
 Ensure proper clearing procedures are followed at the blasting site
 Hanging the warning boards and signs in appropriate locations
The figure 3.2 illustrates the process of safety alarm operation before the tunnel blast.
3.3.5 Electrical safety
 All the electrical cables should be properly covered to avoid the contact of the human
beings.
 All the electrical equipment should be check before the usage
 Temporary panel boards should be fixed in the correct elevation from the floor level.
 Switches should be turned off when connecting the devices with the panel boards.
 Equipment and circuits that are de-energized must be locked out and tagged
3.4 Labour handling and management
Labour handling is the most critical skill that an engineer wants in his career. In our site also
it was a very difficult challenge for me as a trainee to handle the labours. Every day I wanted
to deal with 4-5 labours throughout my training. Every day I had to give the brief
introduction of the works in an understandable way to them. Other than that I have
supervised their works regularly and gave them the advices where necessary. Also I had to
coordinate the night time works with the labours in most of the time, in those situations I
was the responsible person to arrange the food and refreshments for them. I had to consider
the safety of the labours and I had to make sure that they are working in a correct path during
the working time. These experiences gave me a good confidence on a labour handling
3.5 Store management
We are able to utilize the working hours of labors and material wastage from proper store
management. Appropriate store management is necessary because
1. During shortage of resource are available, arrange to enhance supply of resource.
2. If resource utilization is excessive, eliminate the cause for it or provide
additional resources and notify estimating division

48. 40
3. During the construction works, if labor lost some resource, storage management
is necessary to take an action for requirement of source. Otherwise our resource
will decrease.
The Storekeeper is responsible for the all the storage of the material at the site. He is
responsible for keeping the required materials and equipment at the site to carry out the
construction. The figure 3.3 shows the tool storage at the Alikot Ara site stores. If any lack
of material he should inform it to the site manager before commencement of construction
work.
Figure 3.3 Tools storage at site stores
In our site following documents were maintained by store keeper.
 Site Material Requisition Note :
This is used to get the material from stores by workers. Office in charge or
technical officer for a particular task filled this form and signed there. Then material
is given by store keeper
 Good Reserved Note to Project Site :
When the requested materials are supplied to the store prepares GRN by
checking the quantity received. Technical officers should check the quality of the
goods received.
 Stores Requisition Note :
While observing insufficient quantities of materials in the site, storekeeper
should inform the resident agent about the stock level. Then make a store requisition
note and forward to the agent to approval.
 Resource Transfer Note :
Maintained to record the materials which is transferred form the site to
another the site.

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3.6 Documentation
Documentation is very important in a construction project because it provides a “memory”
of the project. It is the only concurrent record of what was actually happening at any given
time during the course of the project. Documentation is the framework on which a claim is
built; without it, there is no concurrent evidence to prove a claim and, thus, little chance of
a fair outcome.
Most common construction documents are listed below
 Pre-Construction Agreements
 Other Pre-Construction Documentation
 Contractual Agreements
 Inspection Sheets
 Bills and Vouchers
 Staff and labour details
 Contract Change Orders/Amendments
 Contract Drawings and Revisions
 Information received from design professionals
 Correspondence (external)
 Memoranda (internal)
 Daily progress Reports
 E-mails
 Electrical and Mechanical related documents
3.7 Financial management
All construction projects should have an independent, unbiased, professional Cost Manager
or Quantity Surveyor onboard through the duration of the contract to police and overview
the procedures in order to protect the financial interests of the Owner. A Cost Manager or
Quantity Surveyor uses their engineering judgment and experience in the application of
scientific principles and techniques to analyze and develop the best course of action in regard
to cost estimation, cost control and profitability of the project. Using cost management
principles, the Cost Manager or Quantity Surveyor ensures a project is designed within
budget objectives and meets performance and quality goals. In our site also financial
statements were prepared by QS division and accounts divisions. Then it was verified by the

50. 42
resident engineers and deputy project director. This process was continued regularly and
financial progress of the works were checked for every week as well.
3.8 Work plan
Work plan is one of the most important thing in engineering career. Pre planning of the
works is necessary to run a construction project successfully. If we want to plan a work in a
construction site, the following things to be considered
 Availability of labours
 Availability of machineries and their rents
 Availability of construction materials
 Weather
 Condition of the site
 Critical works (works to be completed immediately)
 Duration of the work
 Cost of the work
3.9 Progress of work
Monitoring the progress of work is very much of important in a project to plan the works
and to take decisions as well. In Alikota Ara site the progress of works are measured by
“labour days” as shown in table 3.2.
Table 3.2 Progress of work
PROGRESS REPORT : Construction of piers
Month : SEPTEMBER
FA
Material Actual Used Balance
Rf
(Kg)
FW
(m2)
Con
(m3)
SK U/SK SK U/SK SK U/SK
Rajitha 9117 145 113 133.67 431.75 91.5 118 42.17 313.75
Asela 2300 179.2 15 63.063 176.05 27 72 36.06 104.05
Sanju 3696 53 33 51.665 162.82 11 119 40.66 43.824
Pradeep 4527 72 37.5 64.514 201.17 52 92 12.51 109.17
3.10 Skills Improved throughout the training
I got a wonderful opportunity to improve my soft skills in a great way throughout my
training. Because Soft skills are the most important skills that an engineer wants for his

51. 43
successful career. I have improved some soft skills throughout the training and important
skills are listed below
 Time management
 Team working
 Conflict management
 Decision making
 Communication skills

52. 44
CHAPTER 4
4 SUMMARY AND CONCLUSIONS
4.1 Summary
Throughout this 12 weeks of industrial training at UmaOya downstream development
project, I have improved my knowledge in both technical and management sectors. I have
practiced lot of civil engineering theories and concepts in structural works, Survey works
and earth works and these experiences gave me lot of confidence to work as a civil engineer
in future. Also I have experienced with some important management practices that necessary
in civil engineering career.
Other than that I have improved some necessary skills like critical thinking, time
management, team working and communication skills throughout this training as well. Also
I have learnt about the construction safety, Documentation process in a construction site,
financial management and billing procedures and machinery handling through this training.
In this 12 weeks of training period I have experienced with different labours and people and
handling of those people are the most challengeable one for me as well. Another important
thing is I have got some new relationships with the engineers and I hope it will help me in
future as well.
4.2 Conclusions
This industrial training program gave lot of experiences to me within 12 weeks. I have got
some opportunities to learn new things and I have got enough opportunities to practice as a
civil engineering trainee as well. However I have some disappointments in this training as
well. According to my self-evaluation advantages and drawbacks of my second industrial
training are given below.
Advantages:
 I have experienced in both substructure and super structure constructions
 I got a chance to improve my management skills
 I have got the chance to work in multiple sites
 I have got a chance to have an experience in tunnel construction

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Drawbacks:
 Most of the time of my training I had to experience with the same works again and
again.
 No large amount of structural works.
The comparison of experiences in my first training at Henamulla housing project and my
second training at UmaOya downstream development project is shown in below table 4.1
Table 4.1 Comparison of training experiences between first and second industrial training
First Industrial training
Henamulla housing project
(CML MTD construction Ltd)
Second industrial training
UmaOya downstream development
project
(Irrigation department)
Experienced only in Super structures Experienced in both sub and super
structures
Large amount of structural works Small amount of structural works
Experienced in a same site for entire
training
Experienced in multiple sites
Heavy work loads No heavy work loads
No experiences in earth works Experienced in earth works
No experiences in heavy machineries Experienced in heavy machineries
Experienced in multiple works Repeated works
However in my point of view this training was very useful and unforgettable experience for
me and I hope the experiences I have got there will be very useful in my engineering career
as a civil engineer.

54. 46
REFERENCES
1. Anon., 2015. “Standard concreting practices in water retaining structures”. (Online)
Available at: https://www.dot.ny.gov/divisions/engineering/technical-
services/.../GTM-9b.pdf
2. Gary L. Buffington, “The Art of Blasting on Construction and Surface Mining Sites”,
American Society of Safety Engineers (2000). p 81-92
3. “Irrigation department/Services” (Online)
Available at: http://www.irrigation.gov.lk/index.php?option=com_content&view
4. Olsson M, Fjellborg S, 1996. Long drift rounds with large cut holes at LKAB...
SveBeFo Report 27, Swedish Rock Engineering Research, Stockhol
5. ”CDC - Construction Safety and Health - NIOSH Workplace Safety and Health
Topic". (Online)
Available at: www.cdc.gov. Retrieved 2016-03-29
6. Merritt, Frederic S., M. Kent Loftin and Jonathan T. Ricketts, Standard Handbook
for Civil Engineers, Fourth Edition, McGraw-Hill Book Company, 1995, p. 8.17