training report

International Training Institute of Irrigation & Water Management - Kothmale
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Introduction
The main aim of the report is explaining worked carried out during 06th
February 2014 to
12th
March 2015.It was requested by International Training Institute of Irrigation & Water
Management Kothmale
As a trainee Engineer Assistant of International Training Institute of Irrigation &
Water Management Kothmale, firstly appointed to Batticaloa DI office for Rehabilitation
works in existing canals/rivers.Target of Trainees were collecting details & Preparation
Estimates for rehabilitation works in Unnachchai scheme.
Secondary moved to CIE’s Office, Kithulkote for getting construction experiences
from Uma Oya Downstream Project. Working sites were Alikota Ara Reservoir in
Wellawaya, Kuda Oya. Mainly studied about concrete works, soil works related to bund
construction, Rock Blasting. Got LSS & CSS for improvement Debara Ara Feeder canal in
Balaharuwa with learning how handling Total Station for Surveying works.
Kinchigune accommodation was third place for joining Gin-Nilwala Project
relevant to DIE’s office Weeraketiya. Mainly done were pegging proposed canal trace
using GPS from 13+800 km to 31+141 km, Taking LSS & CSS of existing LB main canal
from 0+000 km to 13+800 km using Total Station, Completing traverse between Bench
Marks using Total Station & Staking Out pegs along proposed canal trace using Total
Station
Again to CIE’s Office, Kithulkote was getting experience about construction works
of toe filter Handapanagala and studied office works as Engineer Assistant. In addition
various type of meetings, labor handlings etc were participated.
After completed this training we collected practical exeperience and learnt more about
carrier fields.We had extended out theoritical knowledge in to practice and developed our
job related skilss.The valuble idea of overall training about the quality of future human
resourses

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Declaration
I hereby declare that the project entitled On the Job Training Report submitted for the
International Training Institute of Irrigation & Water Management Kothmale is my
original work and the project has not formed the basis for the award of any degree,
associate ship, fellowship or any other similar titles
Signature of the Student:
Place:
Date:

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Abstract
In period of first appointment, walk through surveying is performed for rehabilitation of
canals. Then LSS & CSS of relevant canals were taken. End of leveling details were
plotted manually & machinery. Estimates were prepared according to plotted drawings. In
addition tank bund surveying is performed
Construction experiences were got during period at Kithulkote CIE’s office.
Alikota Ara was one of site which studied about concrete works, soil works, rock blasting
etc. Kuda Oya was a site for experience of taking LSS, CSS of canal & Tank Bed
surveying using Total Station.
Gin-Nilwala Ganga Diversion Project which related to Weeraketiya DIE’s office
was place to work Total Station for many purposes such as taking LSS, CSS of canal,
completing a traverse, staking out etc. GPS was used for finding points of canal trace.
Again Kithulkote CIE’s office was a place which gets experience of other than.
Studied about office works and project works. In addition various type of meetings, toe
filter construction, labor handlings etc were participated

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Acknowledgment
First of all I would like to thank and give my appreciation to the Irrigation department and
MASL Employees who gave me the fullest co-operation to complete the field training
successfully as an Engineering Assistant. And also I give my sincere thanks to the
Director and academic staff at International Training Institute of Irrigation & Water
Management, Kothmale.
A Gratitude & Sincere thanks mainly goes to
o Eng. Mr. K.R. Neel Bandara (Head of KITI – IWM)
o Eng. Mr. A.M.U.B. Alahakoon (Training Coordinator)
o Eng. Mr. K.M.W. Bandara (Training Coordinator)
o Eng. Mr. A.K. Weerasinghe (Training Coordinator)
o Eng. Mr. S.Mohanarajah (DI Batticaloa)
o Eng. Mr. Thileepan(PM Batticaloa)
o Eng. Mr. P.L.N. Puranegedara (CRE Uma Oya DSD Project)
o Eng. Mr. Buddhika (RE Kuda Oya)
o Eng. Mr.Nadeesh (RE Alikota Ara)
o Eng. Mr. K.H.N.S Kumara (DIE Weeraketiya)
 All Field Trainers (Retired Irrigation Engineers, Divisional Assistants, Engineer
Assistants)
 All Engineering Assistants in Batticaloa, Uma Oya DSDP, Weeraketiya
 All General Office Staff in Batticaloa, Uma Oya DSDP, Weeraketiya
Also my Family members & my friends who encouraged me to complete my Training
Report.

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Contents
CHAPTER 01-TRAINING LOCATION’S DETAILS...................................................................................9
1.1 BATTICALOA..............................................................................................................................9
1.1.3) SCHEMES IN BATTICALOA REGION .................................................................................10
1.2 UMA OYA D/S DEVELOPMENT PROJECT-CRE’S OFFICEKITHULKOTE,THANAMALWILA.........11
1.2.1) About the Project...........................................................................................................11
1.2.2) Objectives of the Project................................................................................................12
1.2.3) Down Stream Development Plan...................................................................................12
1.2.4) Main Components ..........................................................................................................13
1.3 GIN NILWALA PROJECT( MURUTHAWELA)-IE’S OFFICE WEERAKATIYA .................................14
1.3.1) About the Project...........................................................................................................14
1.3.2) PROJECT COST.................................................................................................................14
1.3.3) PROJECT BENEFITS.............................................................Error! Bookmark not defined.
1.4 ORGANIZATION CHARTS ........................................................................................................16
1.4.1) Residential Office............................................................................................................16
1.4.1) DIE’s office ......................................................................................................................17
CHAPTER 02- WORK DONE DURIG THE TRAINING PERIOD............................................................18
2.1 Batticaloa ................................................................................................................................18
2.2 Umaoya...................................................................................................................................18
2.3 Muruthawela-IE’s office Weerakatiya ....................................................................................19
CHAPTER 03 - SURVEING AND LEVELLING.......................................................................................20
3.1) Introduction...........................................................................................................................20
3.1.1) Equipments use for levelling...........................................................................................20
3.2) Work done using Auto Level..................................................................................................22
3.2.1) Canals..............................................................................................................................22
3.2.2) Tank Bund .......................................................................................................................27

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3.2.3) Tank Bed Survey..............................................................................................................28
3.2.3) Other works ....................................................................................................................30
3.3. Total station...........................................................................................................................31
3.3.1 Introduction .........................................................................................................................31
3.3.2) Establishing the total station..........................................................................................32
3.3.3 ) Calibration the Instrument ............................................................................................35
3.3.4) Work done using Total Station .......................................................................................36
3.4) GPS (Global Positioning System)............................................................................................39
3.4.1) What is GPS.....................................................................................................................39
3.4.2) How to draw the Contour/point map using Surfer software .......................................40
CHAPTER 04 -PREPARATION OF DRAWINGS...................................................................................41
4.1) Standard sizes of Papers........................................................................................................41
4.2) Standard Title Panel...............................................................................................................41
4.3) Manual Drawings...................................................................................................................42
4.4) Autocad Drawings..................................................................................................................42
4.4.1) How LSS & CSS are drawn using Programme .................................................................42
CHAPTER 05 - PREPERATION OF ESTIMATES..................................................................................44
5.1) Format of Engineering Estimate ...........................................................................................44
CHAPTER 06 -CONSTRUCTION WORK..............................................................................................47
6.1) CONCRETING..........................................................................................................................47
6.1.1) Fixing Formwork .............................................................................................................47
6.1.2) Reinforcement work.......................................................................................................51
6.1.3) Check Line and Level.......................................................................................................55
6.1.4) Concreting.......................................................................................................................56
6.2 EARTH WORKS ........................................................................................................................66
6.2.1) Excavation works ...........................................................................................................66
6.2.1.1) Machines.....................................................................................................................66
6.2.2) Back Filing works.............................................................................................................68
6.3.TOE FILTER ..............................................................................................................................70
6.4 ROCK BLASTING.......................................................................................................................73

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6.4.1) INTRODUCTION..............................................................................................................73
6.4.2) BLASTING PROCEDURE ..................................................................................................73
CHAPTER 07 - INTERACTION WITH FARMERS AND DUTIES OF ENGINEER ASSISTANT..................75
7.1 Interaction with farmers.........................................................................................................75
7.1.1 Walk Through Survey (WTS) ............................................................................................75
7.1.2 Pre cultivation meeting....................................................................................................76
7.1.3 Ratification meeting.........................................................................................................76
7.2 Duties and responsibilities of an Engineer Assistant ..............................................................77
CHAPTER 08 - SAFETY PROCEDURES................................................................................................78
8.1 SURVEYING WORKS.................................................................................................................78
8.2 CONSTRUCTION WORKS .........................................................................................................78
8.2.1) Personal safety...............................................................................................................78
8.2.2) Tools and Equipment safety ...........................................................................................79
CHAPTER 09 - PROBLEMS ENCOUNTERED......................................................................................80
9.1 PROBLEMS...............................................................................................................................80
9.2 SOLUTIONS..............................................................................................................................81
CONCLUSION.....................................................................................................................................83

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Training Establishment
Training
Period
From To Institution/ Organization etc Location
1 06/02/2014 30/05/2014 DI’s office - Batticaloa Unnachchai Scheme
2 05/06/2014 18/07/2014
Uma oya D/S development
project-CRE’s office
Kithulkote,Thanamalwila
RE’s office- Kuda
oya
3 21/07/2014 02/09/2014 IE’s office - Weerakatiya Muruthawela Scheme
4 10/09/2014 12/03/2015
Uma oya D/S development
project-CRE’s office
Kithulkote,Thanamalwila
RE’s office-
Handapanagala

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CHAPTER 01-TRAINING LOCATION’S DETAILS
1.1 BATTICALOA
1.1.1) Map
Fig 1.1.1 Batticaloa District

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1.1.2) SCHEMES IN BATTICALOA REGION
 Unnachchai
 Rugam
 Vahanery
 Punanai Anicut
 Navakiri
 Weligahakandiya
 Kitulwewa
 Kaddumurivu
UNNACHCHAI TANK
 Coordinate J/10 (2.60*2.50)
 Catchment Area 106 Sq miles
 Main River Mahiavettuwan Aru
 Full Supply Level 98.89 MSL
 Capacity of the tank 58,530 ac.ft
 Type of the Bund Earthern
 Length of the Bund 1 Mile 18 Ch
Fig 1.1.3.1 Unnachchai tank

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 Bund Top Level 107.28 feet above MSL
 Channel system Channel system,River system
 Main channel 124,360 feet
 Branch channel 42,496 feet
 Distributory channel 105,070 feet
 Drainage channel 141,600 feet
 Irrigable area 12,757 Acs
 Channel system River system
 Irrigable area 12,757 Ac
 Number of Families 3,000
In this Scheme, issuing of water from sluice directly through the rivers to paddy lands,
diverting water with large Regulators constructed across the river, is the important factor.
How, the Functioning’s of Regulators, controlling water & issues through diverting canal
were described.
1.2 UMA OYA D/S DEVELOPMENT PROJECT-CRE’S
OFFICEKITHULKOTE,THANAMALWILA
1.2.1) About the Project
This project is being implemented in an area extending from Welimada to Hambanthota, in
the Districts of Badulla, Monaragala and Hambanthota.
Uma River, one of the major tributaries of the Mahaweli River is the major water source of
the Rantambe Reservoir. The key objective of the Uma Oya Multipurpose Developmental
Project is to transfer water from this river to the Lunugamwehera Reservoir and provide for
developmental projects in the Hambantota District.
Fig 1.2.1.1 Uma oya river

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This project was first drafted by the Central Engineering Consultancy Bureau in 1991.
When the project proposal was submitted to the Asian Development Bank for financial
provisions, it was rejected due to violation of water rights of the people by this trans-basin
water diversion and technical inadequacies. With the involvement of the government of
Iran, an agreement was made between the two existing governments of the countries
realizing the project through funds granted by the Export Development Bank of Iran. As a
result, the foundation stone of the Uma Oya Multipurpose Developmental Project was laid
in Wellawaya , Alikota-ara on 29th April 2008.
1.2.2) Objectives of the Project
There are several objectives of this project including generation of hydropower, irrigation,
provision of drinking water and provision of water for industrial activities. Providing water
for the second International Airport in Hambanthota, Industrial Zone of Hambanthota,
Hambanthota Harbour and the Oil Refinery is the major concern of the project.
1.2.3) Down Stream Development Plan
 Estimated Cost Rs.9200 Mn.
 Existing Tanks 120 to be feeded.
 Existing irrigable area 3200 Acs.
.
 New irrigable lands 11,000 Acs.
No Item Amount (Rs./ Mn.)
01 Alikota Ara Reservoir 238
02 Kuda Oya Reservoir 150
03 Improvements to Handapanagala Reservoir 120
04 Main Canal – Alikota Ara to Kuda Oya & LB
Main Canal of Handapanagala
100
05 Land Acquisition and Resettlement 30
06 Social Infrastructure Development 60
07 Purchasing of Machinery and Equipment 200
Total 894
Table 1.2.3.1 - uma oya downstream development project cost

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1.2.4) Main Components
• Construction of Alikota Ara Reservoir ( 6.5 MCM).
• Construction of Kuda Oya Reservoir(33.5 MCM).
• Increasing the Capacity of Handapanagala Tank.(7.1 MCM)
• Construction of Main Canal Alikota Ara to Kuda Oya (36km including Tunnel).
• Construction of Main Canal Kuda Oya to SinhalayagamaTank (30 km).
• Construction of Main Canal Handapanagala LB (New 11km).
• Restoration of Existing Tanks
Fig 1.2.4.1- Schematic Diagram of proposed Reservoirs and canal system

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1.3 GIN NILWALA PROJECT( MURUTHAWELA)-IE’S OFFICE
WEERAKATIYA
1.3.1) About the Project
The project proposed to divert water of Gin Ganga basin at Pitadeniya to Kotapola and
Ampanagala in Nilwala Ganga basin to existing Muruthawela tank and finally to
Chandrikawewa through a series of reservoirs and transfer tunnels located at Pitadeniya,
Kotapola, Ampanagala and Muruthawela tank.
A gated diversion weir with normal water level of 230 m at Pitadeniya across Gin
Ganga, where bulk of water requirement of the project is diverted through a tunnel of
diameter 4.3 meters and length 12.5 km to a surface Power house with 2 Nos. 10 MW
turbines located near 67 km of Morawaka – Deniyaya road. The tail race water of power
house is directed to Kotapola Oya, a major tributary of Nilwala Ganga under the
Morawaka - Deniyaya Road. At Kotapola Oya weir site, the part of annual drinking water
requirement of 35 MCM is also provided covering 8 DS areas of Matara district. The
combined water from Pitadeniya and Kotapola after meeting the drinking water
requirement and environmental flow requirement at Kotapola Oya is diverted with a gated
weir with normal water level of 105 m asl across Kotapola Oya and through a tunnel of
diameter 4.3 meters and length 5.5 km to new Ampanagala weir site. The Ampanagala
weir is situated across Siyambalagamuwa Oya another tributary of Nilwala Ganga. The
part of drinking water requirement of Matara district amounting to 36 MCM is also
provided at Ampanagala through improved water diversions from Pitadeniya and
Kotapola. The combined water from Pitadeiya, Kotapola and Ampanagala after meeting
the environmental flow and drinking water requirements is then diverted through a tunnel
of diameter 4.3 meters and length 12.5 km an a short length (1.5km) of open canal to
Muruthawela tank constructed across Urubokka Oya situated in the Hambantota district.
1.3.2) PROJECT COST
 Total Project Cost = US $ 815 Mn
 Phase 1- Stage 1(Pitadeniya to Muruthawela) and Phase 2 (Mau ara) = US $
690 Mn
 Phase1– Stage2(Muruthawel1.3.3) PROJECT BENEFITS
 Drinking water (124 MCM)

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1.3.3) Project benifits
 For 25 Divisional Secretaries Divisions in Matara and Hambantota Districts
 Industrial water (154 MCM)
 To greater Hambanthota development area
 Agriculture (111 MCM)
 Export Crops 46 MCM in 2500 Hectares
 Traditional Agriculture 65 MCM in 8,100 (New 1300 hec + Existing 6,800 hec in
Muruthwela)
 Hydropower Generation (73 GWh)
 Kotapola 66.1Gwh and Muruthawela 6.4Gwh
1.3.4) Gin-Nilwala Diversion Project Water Distribution Diagrame
`
Chandrika
wewa
Udawalawa RB2
Kirama oya
8 Minor tanks
Hulanda oya
Kirama tank
Ampanagala tank
Muruthawela tank
Siyabalangoda
oya
Urubokka oya
Gin Ganga
Pitadeniya tank
Kotapola tank
Kotapola oya
Power Station
Power Station
Irrigable
Area
Irrigable
Area
Irrigable Area
Irrigable
Area
Fig 1.3.4.1- Gin-Nilwala diversion project water distribution
diagrame

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1.4 ORGANIZATION CHARTS
1.4.1) Residential Office
Fig 1.4.1.1- Organization Chart Of Re Office

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1.4.1) DIE’s office
Fig 1.4.1.2- Organization chart of DIE’s office

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CHAPTER 02- WORK DONE DURIG THE TRAINING PERIOD
2.1 Batticaloa
 Did walk through survey’s along Mahilavdduwan Aru Drainage canal, Periyamadu
Aru and Karaweddiyan Aru Canals.
 Took LS and CS’s of Mahilavdduwan Aru Drainage canal.
 Took Ls and Cs’s of Karaveddian Aru.
 Prepared list of proposals for each canal
 Attended for Field inspections with Engineers.
 Attended to a PMC meeting of Rugam Division.
 Plotted LS and CS’s of Mahilavettuwan Aru Drainage canal and Karaweddiyan
Aru Using AutoCad Programme.
 Plotted LS of Mahilavettuwan Drainage canal and Karaweddian Aru canal
manually.
 Layout the CS’s of Mahilavettuwan drainage canal.
 Prepared cutting sheets for Unnachchai LB main canal and Mahilavettuwan
drainage canal.
 Calculated the earth work quantities of canal using Auto Cad programme.
 Prepared main estimate and sub estimates for Mahilavattuwan drainage canal.
 Studies office works and reffered office documents relevant to Engineering works.
 Attended to soil and material laboratory of DI office Batticaloa.
2.2 Umaoya
 Took LS and CS’s of proposed Kuda oya tank bund.
 Plotted LS and CS’s of proposed Kuda oya tank bund.
 Attended to AlikotaAra construction site. (Sluice Foundation)
 Attended to road site of Kuda oya.
 Attended to Handapanagala Toe filter construction site and studied about toe filter.
 Took LS and CS’s of Debara Ara canal using Total Station.
 Did the tank bed survey in Kuda Oya using Total Station(Covered the all are using
circle method)
 Did the tank bed survey of prposed Kudaoya and Thalpitigala tanks

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2.3 Muruthawela-IE’s office Weerakatiya
 Surveyed the LB main canal of Muruthawela tank
 Tranfered the BM values to new TBMs.Using Total station and Auto level
 Did the traverses along the existing and proposed canals
 Staked out the points of the canal
 Marked the corrected canal path

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CHAPTER 03 - SURVEING AND LEVELLING
3.1) Introduction
Leveling is the art of finding the relative height and depths of the objects on the surface of
the earth. It is part of the surveying which being with measurements in the vertical plane.
The basic equipment’s required in leveling are:
A device which gives a truly horizontal line (The Level)
A suitable graduated staff for reading vertical heights. (The leveling Staff)
3.1.1) Equipments use for levelling
1.The leveling staff
This is made of metal.It may be of lengths 3m,
4m, or 5m, on extension.The closed length depends on the
extended length.The graduation on the 1st
need a length are
coloured black on a white background. With the next meter
length showing red graduations and so on alternatively.
 Reading the staff
The staff starts at zero, on the ground. Every 10 cm
is a number, showing ( in meters to one decimal) the height
of the bottom of what appears to be a stylized E (even
numbers) or 3 (odd numbers), 5 cm high. The stems of the
E or 3 and the gaps between then are each 10mm high.
These 10mm increments continue up to the next 10cm
mark.
The person holding the staff should endeavor to hold it as straight as possible. The
leveler can easily see if it is tilted to the left or right, and should correct the staff-holder.
However, it cannot easily be seen that the staff is tilted towards or away from the leveler.
In order to combat this possible source of error, the staff should be slowly rocked towards
and away from the leveler. When viewing the staff, the reading will thus vary between a
high and low point. The correct reading is the lowest value.

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2.The leveling Instrument
This instrument is designed to give a horizontal line of sight. The two essential
components of level are the Telescope and the Bubble tube. The bubble tube is attached to
the Telescope in such a way that axis of the bubble tube and the line of collimation are
parallel to each other.
Different types of Levels
1. Dumpy level
2. Automatic level
3. Tilting level
4. Cushing level
.In our site most of the time we used Automatic level for get
level readings.When we use the instrument with the maximum
efficiency and obtain optimum performance from it, as well as
extended its service life following instructions are important.
1. Reading will be incorrect, if the eyepiece has not been
properly adjusted for the user’s eyesight and if focusing
is improper, since this will introduce parallax and
therefore, give wrong result.
2. Always rotate the fine horizontal knob in the tightening direction, or in the clock
wise direction and stop, when fixing a sight.
3. For high precision surveying operations, always cover the instrument and tripod
with some type of awning or umbrella to shield them from strong sunlight
4. Protect the instrument from shock and vibrations, when carrying or transporting the
instrument.
5. After using the instrument, brush away dust in all exposed surfaces, then wipe
clean and dry and finally store (in the carrying case) in a well-ventilated location.
Leveling the Instrument
(a) Use the two leveling screws ( which are farthest from the circular level) to move the
bubble of the circular level. In other words, rotate the screws in the arrow indicated
opposite directions which shift the bubble of the circular level so that it is located on a line
perpendicular to a line running through the centers of the two leveling screws being
adjusted, as illustrated in figure.

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(b)Next, revolve the remaining leveling screws and shift the bubble towards the center of
the circular level.If the bubble cannot be centered properly, repeat the operation from the
beginning. Do not touch the telescope during this procedure
Collimation error for level instrument
Firstly collimation error is checked for level instrument before leveling starting.
Because if instrument has a error (+ / -) it continues end of leveling & final level can be
error. So error is checked. According to error, it is added or reduced readings took from
level instrument. Otherwise error can be corrected tuning level instrument
3.2) Work done using Auto Level
3.2.1) Canals
Took LS and CS’s of
 Mahilavdduwan Aru, Karaveddian Aru Drainage canals.
 DebaraAra Feeder kanal- Thanamalwila
 Proposed new canal of Buduruwagala tank to Alugalge tank
 Muruthawela tank LB main canal
 Basawakkulama,Nuwara wewa,Madawachchiya wewa tank’s spill tail canals.
3.2.1.2) Procedure of Take LS and CS’S of Canals.
Step A – Marking of trace
By 50𝑚𝑚2
× 300mm sawn timber pegs at 25m interval located on on of the canal
embankments parallel to the centre line for canal,and along centre line in bed of drainage
canal respectively with 75mm projecting above ground level.
Step B –Longitudinal section
Along mean centre line of drainage canal with zero station at downstream end. At 25m
intervals get spot heights centre of the canal bed and at changes of slope with in interval.
Step C – Cross section
At 25m intervals and along bisectors at angle points including at points of change in slope
of longitudinal section. Cross section length is 30m on each side of centre line.
Spot heights of the cross section at 2.5m intervals, but to include top edges and toes of
bunds/roads of canal ; top and bottam edges of banks of drainage canal. At intermediate
points long bund/road , bank slopes if there is marked change in direction of slope.

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Step D – Structures
To be surveyed to furnish following
a) Description as furnished by Engineer.
b) Station location at beginning of structure.
c) For Turn Out structures – No. of rows, diameter or internal width and height of conduit,
length between head walls, u/s and d/s sill level of outlet of structure.
d) For drops – u/s and d/s sill levels
e) For regulators – No.of bays, width of each bay, height of gate, soffit of breast wall if
any, u/s and d/s sill levels.
g) For bridges – No. of spans, length of each span, width of carriageway, top and bottom
elevation of slab/beam.
h) For culverts – No. of rows/openings, diameter or internal width and height of each
row/opening, length between headwalls, u/s and d/s sill levels.
i) For syphons – u/s and d/s sill levels of inlet and outlet, length between head walls of
inlet and outlet.
Step E – Bench mark
Established bench marks every structures, and at intervals of about 1km with reference
point on embedded bronze bolt.
Step F – Accuracy of survey
Allowable error of closure = 9√𝐿 mm (L is the distance in kilometres)
3.2.1.3) Structures in the canal
3.2.1.3.1)Turnout Structures
Introduction
Turnout structures are used to divert water from one canal to other canal. Farm Turnouts
are used to release water from from field canals to farm lots.

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Main components are inlet, gate, gate lifting arrangement, u/s head wall, hume
pipe(sometimes number of rows may be more than one), d/s head wall , stilling basin
Special features
1. Sufficient head should be maintained.For sometimes canal regulators are necessary
2. Maximum velocity in the pipe is 1𝑚3
/sec.This can be increased upto 1.5𝑚3
/ssec if
energy dissipaters are provided.
3. Main design factor is deciding diameter of pipe .This is done based on peak
discharge requirement through pipe. Equations are Q=AV and V=𝐶𝑑(2gh)0.5
4. Energy losses are taken place in inlet, pipe and outlet
3.2.1.3.2) Drop Structures
Purpose of drop structures
Irrigation canals are designed for a prescribed bed slope so that velocity becomes
nonsilting or non scouring.But if the ground topography is such that as shown in the
figurein order to maintain the canal designed slope drop structures are provided.The main
hydraulics, aspects to be considered in design of drops are energy dissipation and
seepage.The drop dtructures canalso be used as flow measuring structures.
Fig 3.2.1.3.1.1-Turnout Structures
Fig 3.2.1.3.2.1- Existing canal

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Components of a drop structure
 u/s cussion : To avoid u/s erosion and to increase seepge length
 u/shead wall : To maintain the u/s slope
 Stilling basin : for energy dissipation
 d/s head wall : To maintain d/s slope
 d/s cusion : To avoid d/s erosion and to increase seepage length
 cut-off walls : To increase seepage lengths
Types of drop structures
1. Vertical drop structures
2. Rectangular Inclined drop structures
3. Cascade drop structures
1. Vertical drop structures
Mostfrequently used simple structure.Suitable for distibutory and field canals.Only
mass concrete is used for construction.Construction is easy.Energy dissipatonis
medium.
2. Rectangular Inclined drop structures
Efficient than vertical drop. Reinforced concrete is used for
construction,Construction is more difficult than verticaldrop.Can be applied
upto5m drop heights.
3. Cascade drop structures
In this drop steps are provided in the inclined section of rectangular inclined
drop.Therefore, water falls step by step.Due to this reason energy discipation is
more efficient.Constuction is somewhat difficult.
Fig 3.2.1.3.2.2- Cascade drop structures

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3.2.1.3.3) Canal Regulators
Purpose of regulator structures
When the canal flow is partial,the flow depth is not the Full Supply Level. In that case
regulator structures are provided to control the water surface.
Types of regulators
There are two main types of regulators
1.Weir Regulator : Permanent construction across the canal.It does not have gates.Suitable
for small canals.Normally upto 15cusecs.
2.Gated regulators : Can be applied for mediumand large canals.Steel or Wooden gates are
provided with hoisting arrangements. For large canals radial gates are provided.
Velocity through gate openings
Canal capacity in cfs Canal velocity in fps Maximum gate opening
velocity in fps
15-100 1.33-1.92 3.5
101-300 2.04-2.42 4.0
Over 300 2.45-3.50 4.5
Hositing arrangement
U/S
Gate
Fig 3.2.1.3.3.1- Regulator in Batticaloa

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3.2.1.3.4) Trough
Trough is the most effective structure for the cross drainage works. The stream water flows
below the trough. The main components of the structure are pillars, inlet, bed, side wall
and beams. Disadvantage of trough is there is no space to provide facilities for service
road.
3.2.1.3.5) Aqueduct
Aqueduct is almost same to the trough. In addition to it a slab is provided of survice road.
3.2.1.3.6) Inverted siphon
Inverted siphons are economical and easy construct. In a siphon the head loss is relatively
high. Normally not provided for small canals. The passage may be Hume pipes or
rectangular bay.
3.2.2) Tank Bund
 Handapanagala Tank
 Proposed Kuda oya tank
 Buduruwagala Tank
 Kapiriggama Tank
 Mahakanadarawa Tank
 Labunoruwa Tank
 Madawachchiya Tank
Fig 3.2.1.3.4.1- Trough Structure

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3.2.2.1) Procedure of Surveying Tank Bund Axis
Step A – Longitudinal section
At 25m intervals along centre line including at changes of direction within the interval, at
ends of breaches,at locations sluices and at beginning and end of spill.The spot heights
shall be extended to an elevation of about 1.5m above existing bund top level.
Step B – Cross section
Cross section interval is 25m. 25m on U/S and 20m on D/S respectively from centre
line.At 2.5m intervals or closer to define profile including at U/S and D/S toes of bund.
Step C – Details to be Levelled
Rock outcrops, banks and beds of streams, U/Sand D/S sills of spill and Sluices, floor
levels of houses, etc
Step D – Bench Mark
One at each end of centre line of bund made of concrete 225mm×225mm at bottom
150mm×150mm at top and 300mm height and 75mm above ground level.
Step E – Accuracy of Survey
9√𝐿 (L- Kilometres)
Step F – Drawings
1:2000 horizontal for plan and profile.1:100 vertical for section and vertical and horizontal
for cross section
3.2.3) Tank Bed Survey
 Madawachchiya Tank
3.2.3.1) Procedure of Tank bed survey
Step A – Base line
Center line of extisting bund
Step B – Grid line
At 50m intervals along and normal to centre line of bund, along bisector sat obtuse (in
direction of flow) angle points
Step C – Spot levels

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At 25mintervals along grid and at changes of ground slope within interval
Step D - Traverse of Base line
Along centre line of bund extending up to 1.5m above elevation of existing Bund Top
Level
Step E - Details to be levelled
Rock outcrops, streams, roads,foot paths, houses, private lands and etc
Step F - Accuracy of survey
Allowable error of closure = 9√𝐿 mm (L is the distance in kilometres)
Step G – Scale of drawing
1:2000
Fig.3.2.3.1.1-Lay Out Of The
Survey Grid Lines

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3.2.4) Site survey
 Spill of Thisa wewa
 Spill of Nuwara wewa
Site survey is a small grid survey.It is like tank bed survey.Because get all various spot
levels along the grid.Got all structural details in the site.
3.2.3) Other works
 Tranfer the Elevation level value (BM to BM / TBM to TBM / BM to TBM) at all
training locations
 Corrected level gave for the constrution works

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3.3. Total station
3.3.1 Introduction
Total station surveying - defined as the use of electronic survey equipment used to perform
horizontal and vertical measurements in reference to a grid system (e.g. UTM, mine grid).
Fig 3.3.1.2- Target and Poles
Fig 3.3.1.1-Parts of the Total Station

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It’s technology used for,
 Angle Measurement
 Distance Measurement
 Coordinate Measurement
 Data Processing
Brands of Total Stations
 Sokkia
 Trimble
 Nikon
 Topcon
3.3.2) Establishing the total station
Step 1 : Tripod Set up
 Tripod legs should be equally spaced
 Tripod head was approximately leveled.
 Head should be directly over survey point
Step 2 : Mounting Instrument on Tripod
 Placed instrument on Tripod
 Secure with centering screw while bracing the instrument with the other hand
 Inserted battery in instrument before levelling.
Fig 3.3.2.1- Tripod set up

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Step 3 : Focus on Survey point
 Focus the optical plummet on the survey point
Fig 3.3.2.3- focus on survey point
Fig 3.3.2.2- Mounting Instrument on Tripod

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Step 4 : Levelling the instrument
 Adjust the levellig foot screas to center the survey point in the optical plummet
reticle.
 Centered the bubble in the circular level by adjusting the tripod legs
 Loosen the horizontal clamp and turned instrument until plate level is parallel to 2
of the levelling foot screws.
 Centered the bubble using the levelling screws- the bubble moves toward the screw
that turned clockwise
.
Fig 3.3.2.5- centering the bubble
Fig 3.3.2.4- Levelling the instrument

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Step 5 : Electronically verify levelling
 Turn on the instrument by pressing and holding the “on’’ button (heared an audible
deep)
 The opening screen the “MEAS” screen.Selected the [TILT] function.
 Adjusted the foot level screws to exactly center the electronic “bubble’’.
 Rotated the instrument 90 degrees and repeat.
3.3.3 ) Calibration the Instrument
Calibration must be completed before coordinates can be obtained.There are 3 possible
calibrations
1.Backsight by angle: must know instrument coordinates and have a landmark / target at
a known azimuth
2. Backsight by coordinate : must know instrument coordinates and have mirror target set
on a position of known coordinates.
3.Resection (triangulation) : must have 3 or more mirror targets established at known 3D
coordinates.
Commonly Total Station can be changed From Resection method and 3 or more known
target survey points to automatically determine the X,Y,Z coordinates of the instrument.
Fig 3.3.2.6- Electronically verify levelling

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This has the significant advantage of not requiring the instrument to be leveled exactly on a
survey pointany exactly on a survey pointany convenient location where used sight the
targets is OK.
Firstly establish the instrument and select the resection method
 Then entered the first and secondt known point coordinates
 After that measured the first target point,then second point.after calculate these
point’s error and establish the machiene.It should be (-.010mm <N,E<+.010mm
and -.005mm<Z<+.005mm)
 Next measure the third known point and check its coordinates.
3.3.4) Work done using Total Station
Tank bed surveys
 Proposed kudaoya
 Proposed Thalpitigala tank
Canals
 DebaraAra Feeder canal
 LB main canal of Muruthawela Tank
Fig 3.3.3.1-Resection method

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Other
 Staked out new points along proposed new canal trace of Muruthawela Reservoir
 Completed traverse of Along LB main canal of Muruthawela Reservoir & proposed
new canal
3.3.4.1) Traverse survey
Completed traverse along LB main canal of Muruthawela Reservoir & proposed new canal
trace using Total Station
What is a Traverse?
Total station is used for perform a traverse which transfer the coordinates from one
place to another place.Travers can be started from coordinates known TBMs.For that three
tri pods, two targets are needed for efficiency. Bench Marks can be checked during the
travers.It is a method of check whether traverse is correct.Travers should be close starting
point. When changing points are high error can be high & it continues to end.
Error distribution
Difference between coordinates (N/E) = X
Number of Changing points = Y
Error = X/Y
If starting coordinates are higher than ending coordinates, there is a plus (+) error
If starting coordinates are Lower than ending coordinates, there is a minus (-) error
According to nature of error it add/deduct from changing points
3.3.4.2) Stake out Points
At the Muruthawela Staked out new points along proposed new canal trace using Total
Station
Stake out Procedure
 Insert the coordinates of points to Total station using pen drive.
 Set up the Instrument using any method.
 Go to stake out option & select points separately needed to find.
 Turn the Telescope of Total Station according to angle displayed on screen until
seen below symbol.

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 After move the prism with pole according to distance which displayed on screen
until seen below symbol.
 Fix the peg firmly after found correct place.
Important of stake out method is point can be found very correctly easily. Because GPS
show the point during 4-6 m dia. circle
For taking LSS & CSS, completing traverse & stake out procedure using Total Station
3.3.4.3) Safety Methods of Using Total Station
 Instrument is set up under an umbrella in sunny time
 Instrument should be moved inside the box one place to another place
 Instrument should not be set up under coconut/old trees which branches can be
fallen down, Loose soil
 Before rotating Telescope, care about screws whether they are released
3.3.4.4) Advantages of Total Station Surveying
 Relatively quick collection of information
 Multiple surveys can be performed at one set-up location.
 Easy to perform distance and horizontal measurements with simultaneous
calculation of project coordinates (Northings, Eastings, and Elevations)
 Layout of construction site quickly and efficiently
 Digital design data from CAD programs can be uploaded to data collector.
 Daily survey information can also be quickly downloaded into CAD which
eliminates data manipulation time required using conventional survey techniques.

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3.4) GPS (Global Positioning System)
3.4.1) What is GPS
 Satellite-based navigation, positioning and timing system
 The GPS consists of a constellation of satellites orbiting the earth at very high
altitudes (20 000 km)
 Funded by the US Department of Defence - US DoD (designed by the US DoD to
simplify accurate navigation by measuring: position; velocity; and time)
 Will provide the user with the ability to locate their position anywhere on the earth
24 hours a day
 The system uses satellites and computers to triangulate position
It provides location information (N, E) anywhere on or near the earth surface.GPS receiver
connect with a number of satellites in orbit.
Accuracy depend on,
 Quality of GPS receiver.
 Position of the satellites
Fig 3.4.1.1- GPS instrument

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GPS used in Field,
 To find a point which coordinate is known.
 To get coordinate of a point.
 To know elevation of a point approximately
 Get point coordinates for drew point map
3.4.2) How to draw the Contour/point map using Surfer software
OPEN EXEL FILE OPEN SURFER SOFTWARE GRID DATA MAP
CONTOUR MAP
Fig 3.4.2.1- point map of Buduruwagala

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CHAPTER 04 -PREPARATION OF DRAWINGS
After reducing level books plotting was started. Firstly LSS was drawn of using A1 size
tracing sheets with standard title panel. When LSS is drawn, Drawing should display every
details of canal. Then each canals CSS was drawn.( 1:2000 horizontal and 1:100 vertical
for sections)
4.1) Standard sizes of Papers
 A1 - 594 × 841
 A2 - 420 × 594
 A3 - 297 × 420
 A4 - 210 × 297
4.2) Standard Title Panel

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4.3) Manual Drawings
Pencil(or ink) tracing to A1 size suitable for ozalid reproduction conforming to
departmental drawing and drafting standards showing profiles and cross sections in
separate drawings respectively arranged as economically as possible in appropriate
groupings to enable cross reference.
Sufficient space shall be provided in profile drawings to write the descriptions of the
structures.All profiles shall be identified by the respective designations of the
canals,drainage canals and streams.Cross reference shall be made to identify the cross
sections with the respective canals etc.
4.4) Autocad Drawings
Plotting CSS & LS was another experience. Because New programmed excel sheets are
used in training offices.It has the facility for exporting all drawing and data to AutoCAD.
This Program has a customized design chart for canal design and interactive module for the
drawing of Profile/Cross Section. The Program reads the data from the Excel and plots in
AutoCAD. Design Profile and cross-section are generated automatically according to the
input data provided by user. The Profile and cross-section can be viewed instantly in its
own screen. Furthermore Canal parameters for each section can be edited easily in its own
window. It check every Off-Take Canal level regularly and report the error to the user if
exist. The quantities are automatically extracted from the cross-sections for various types
of works e.g. Cut, fill, stripping and lining Quantities can be extracted for any given range
of changes.
4.4.1) How LSS & CSS are drawn using Programme
o Open the programme
o Enter all Back Sight, Intermediate Sight, Fore Sight, Changing points,
Remarks in relevant column of Existing data work sheet
o Select Length column & Filter
o Copy lengths, relevant Reduced levels separately & Paste relevant columns
in Design work sheet
o Fill table correctly of Structural data work sheet
o Open CS/LS excel sheet & close all excel sheets except canal data entered
o Open the level sheet and click on "Existing Data" button
o Open the design sheet and click on "Design Data" button

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o Open template & select “tools” option
o Click “Load Application” ,select file & close
o Click “Load Application” ,select “Macro”
o Then automatically LS/CSS are drawn
Drew LSS & CSS of all canals which was leveled.
Then canals were designed with suitable slope. Important thing is canal should be designed
so that water could be given to paddy field. Drop structures should be used necessary
places with required height.
Drawing4.4.1.1-Lay out of CSs

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CHAPTER 05 - PREPERATION OF ESTIMATES
5.1 Format of Engineering Estimate
Introduction
The format of an Engineer’s Estimate will generally consist of the following
1)Base cost made up of-
a)Cost of civil works as a direct cost item and
b)Overheads as an Indirect cost item providing for the overhead costs of the owner
of the project as distinct from the overhead costs of the construction agency for items such
as camps and facilities, electric power supply for camps and construction, survey
instruments, office equipment, furniture,personnel transport cost for project administration
staff etc.
2) Physical contingency as a direct costitem expressed as a percentage of the Base cost.
3) Price contingency as a direct cost item expresses as a percentage of the base cost.
4) Engineering as an Indirect cost item for-
a) Surveys by Survey Department, Irrigation department etc.
b) Geo-technical Investigations.
c) Land use investigations
d) Hydrology studies
e) Model studies
f) Sociology surveys and etc.
5) Administration as an Indirect cost item for design, quality control and project
management.
6) Consultancy services as an Indirect cost item.
7) Training as an Indirect cost item and etc.

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The total cost of the project for Budget provision will consist of items (1),(2) and (3).The
total cost of the project for purposes of Economic Evaluation and/or determine cost of the
project to the Nation will generally consist of items (1) to (7) above.
5.2) Earth Work Calculation Sheet
5.3 Estimate preparation
Estimation was done to estimate the value of some structure or earth work. For that
drawing of the structure or plotted LS & CSs were needed. To take off the quantities form
the drawing. After that quantity sheets were prepared as “TDS” sheets. Then rate analysis
was prepared for some of the sub items. After that estimates were prepared using rate
book.
Then prepared sub-estimates for structures which used in canal improvement like
Turnouts, Causeways, drainage outlets structure etc. For that draw structures with required
measurements got in field .Finally prepared main quantity sheets & main estimates for
Mahilawadduwan drainage canal in Unnachchai sceme.
Station
Dist.
(m)
Cutting Filling Stripping Turfing
Area
(m
2
)
M/Area
(m
2
)
Volume
(m
3
)
Area
(m
2
)
M/Area
(m
2
)
Volume
(m
3
)
Length
(m)
M/Length
(m)
Area
(m
2
)
Length
(m)
M/Length
(m)
Area
(m
2
)
25 0
3.662 -
- 70.28 -
-
28.16
16.97
-
-
50
25 0.488 2.075 51.87
74.39 72.31 1,808.5 30.56
29.33 734.075 16.38
16.67
416.97
75
25
11.52
6.008
150.1 48.32 61.35 1,533.9 25.19
27.87 696.963 14.29
15.33
383.43

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Sanctioning procedure
 DIE prepares seven fair copies & six copies are sents to DI’s office.
 DI sanctions the estimate under a particular vote.
 Placing the seal of sanctioning mentioning the vote particular, the estimate No. &
the year.
 DI retains one copy of the Sanctioned estimate & other five copies are sent to
following officers
 D.G.I,
 D.I.E,
 Internal audit,
 General audit,
 DI’s office account branch
 DIE decides whether to do the work by Force Accounts or out sourced it
Fig 5.3.1- Rubber stamp
Est no………………………
Vote…………………………
SANCTIONED
Year……………………….
Date……………………….
…………………………….
Director of irrigation

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CHAPTER 06 -CONSTRUCTION WORK
6.1 CONCRETING
 Sluice Foundation at Alikotara-Umaoya D/S Development project
Considered many characteristics of site and applied below solutions.Because high amount
of water bear of this foundation,another case is water flow through this structre very fastly
Foundation concrete used,
 Grade 30 concrete
 460N/𝑚𝑚2
reinforcement
6.1.1) Fixing Formwork
The type of formwork had to be selected to produce a concrete member of required size &
shape and to produce the desired finish to the concrete. The timber flanks was used for
rough finish work and Ply wood sheets was used for smooth finish works. The formwork
was set to the lines & levels shown in the drawings. The steel or timber props were used to
support the formwork to bear the loads on it.
. The formwork must withstand the worst combination of the following loads.
 Total weight of formwork, reinforcement and concrete.
 Construction loads including dynamic effects of placing, compacting.
 Wind loads (mainly for column)
Fig 6.1.1.1 – Formworks in hume pipe culvert

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6.1.1.2) Requirement of Formwork
1. The material of the formwork should be cheap and it should be suitable for reuse
several times.
2. It should be built and erected so that the required shape size position and finish of
concrete.
3. It should be strong enough to take the weight of the wet concrete; there pressure
and other all load which are dead load and live load, during its poring, compaction
and curing.
4. The formwork should be stripping without damage to the concrete or formwork and
it should be smooth.
5. It should be as light as possible.
6. It should be stiff enough so that deflection is minimum
7. It should be design well for quick struck and erected.
8. The member joint should tight enough for prevent leakage of grout.
6.1.1.3) Materials for Formwork
 Timber
This is the most common material used for formwork construction. It is easy to work with
and is also cheap. The moisture content of timber should be between 15%- 20%. So dry
timber will absorb moisture from the wet concrete, that resultant is concrete members
could weaken. We use the 2”x2” and 4”x4” timber.
 Plywood
Plywood is widely used to construct formwork because it is strong; light weighted and
supplied in easy handling sizes. The quality selected should be of a superior grade and the
thickness related to the anticipated pressure so that the minimum number of strengthening
cleat on the back are required.
Also good quality plywood sheets can be reused several times. Therefore it is the most
suitable sheet that can be used for formwork economically
Table 6.1.1.3.1-plywood

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 Steel
Steel also used as a material for formworks but it is not common as plywood or
timber. It is mainly due to its economy & availability. The steel shuttering are very
expensive & they cannot be fabricated at the site. Because use the prefabricated steel
shuttering with limit number of sizes. But it is more suitable when the same sizes of
form works are to be constructed repeatedly. Also in the case of circle section we use
steel shuttering.
6.1.1.4) Form Oil (Mould Oil)
Two main purpose of applying a release agent for formwork, are to make it easy for
removal of formwork from the concrete face and to avoid the absorption of cement grout in
fresh concrete by the dry form work which will affect the strength of concrete. Other
advantage of this form oil applying on the inside of the plywood formwork panel (specially
courted plywood) smooth even finish can get of concrete surface. Form oil is a mixture of
grease and diesel (1Kg: 6 Liters). When applying form oil following factors should be
considered.
 It is not suitable to apply form oil just before concreting process is commenced.
After applying form oil it should be kept at least 24 hours.
 Form oil should be applied only on form work and it should not be touched the
reinforcement. Because the bond between concrete and reinforcement will be
failed.
Applying too much form oil will result weakly concreted members and form oil would be
come to the surface of concrete
6.1.1.5) Erection of Formwork
All though it is a temporary structure, readily dismantled and moved, formwork is
designed to withstand the likely pressures and loads occurring during concreting. It
is the job of the erector to see the tall fixtures, fitting and fastenings are in the right
place and remain secure and rigid during concreting. Each job is different and has
its own particular problems, but the following notes may help to avoids series
trouble.
 Use each panel in its correct position. Number panels clearly to prevent mistakes.
 Make sure screw jacks, shores, bearers, clamps and separators are at the required
spacing(using steel plywood)
 Make sure screw jacks and shores are securely braced and have a firm bearing.

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 Tighten all tie bolds and remove temporary distances pieces. Check that nothing
has fallen into the formwork.
 Holes made in the formwork on site should neat, so that patching or plugging is
easier. Drill timber formwork from the face to the avoid splintering this surface.
 Make sure that inserts and boxes that can be positioned before concerning are
securely fixed.
 Give clear instructions about any items that are to be placed during concerning.
 Removed dirt, shavings, tie wire clippings, nails, etc. from the formwork. Tie wire
clippings and nails will stain both the formwork and the concrete.
 Make sure that adequate access and working platforms are in place for the
concreting gang and that the guard rails and toe boards are provided.
When proprietary systems are being used, the maker’s instructions must be understood and
any special tools needed must be obtained before work starts
6.1.1.6) Checks before Concreting
Provided that a sound formwork method has been devised and that the work has been done
in accordance with the planned intentions of the persons responsible for the work, a
successful casting should result.
In the interest of accuracy any safety, however, a careful and through inspection should
always be made by the supervisor as soon as the work is finished and before concerning
starts. This inspection should include, where applicable.
 Are bolts and wedges secure against loosening due to vibration?
 Has the right number of ties been used and are they in the right places?
 Are all the ties properly tightened?
 Are all inserts, void formers and cast in fixings in the right position and secure?
 Have the stop ends been properly secured?
 Have all the joints been sealed to stop grout loss especially where the formwork is
against a kicker?
 Is the formwork correctly aligned and vertical?
 Can the formwork be struck without damaging the concrete?
 Has the release agent been applied? Is it the right one?
 Is the reinforcement correct?
 Has the reinforcement the right cover? Are there enough spacers?

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 Are the forms clean and free from rubbish or odd bits of timber or metal?
 Is there proper access for concerning and compaction?
 Can any necessary inserts or box outs be done when concerning?
 Is all the ancillary equipment available, such as vibrators, lighting, skips and hand
tools?
 Is the curing equipment and are covers ready?
The above checks, combined with a general check on the security and tightness of the
forms, can save accident and injury or even loss of life.
6.1.2) Reinforcement work
6.1.2.1) Introdution
Reinforcement of specific grades & type were be cut and bent by using bar cutter to the
dimensions given in the bar bending schedules of construction drawings / or calculated
with referring the drawings. The already cut and bent reinforcement were placed in correct
position with the specified spacing & fixed with binding wires at the bar intersections.Bars
were lapped with required lap lengths. Till the concrete is placed, reinforcement was kept
in clean condition under shade.
Fig 6.1.2.1.1- Reinforcement in sluice foundation

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Fig 6.1.2.1.2- Reinforcement details in sluice foundation

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6.1.2.2)Bar Notation
In a construction drawing barcode gives the details of the reinforcement which should be
used for each kind of work.
6Y-10-16 -200-T
Here,
 6 - Number of bars
 Y - Type of steel (Y-tor steel, R-mild steel)
 10 - Diameter of steel in mm
 16 - Bar index
 200- Spacing
 T - Bar location (T-top and B-bottom)
 Abbreviation
T – Top FF – Far Face BF – Both Face
B – Bottom NF – Near Face
6.1.2.3) Bar Scheduling
The bar schedule has bar length and number of bars of each type. This work was carried
out with confirming the barcodes and details provided in the drawings. The bar schedule
has bar length and number of bars of each type.
Bar bending schedules are important in these aspects.
 To order deliveries of bars requires to the site To check the accuracy of dimensions
 It makes easy to work and do checking with other documents such as B.O.Q. s and
drawings
 It make easy to check the accuracy of reinforcement of a structural element, after
reinforcing is done
6.1.2.4) Bar bending and cutting
Bar cutting was done with a steel cutter machine, and bending of steel bars was done using
bar bending machines. Reinforcement are need to be cut to our required length according
to the bar schedule. More than 6mm bars were cut by bar cutting machine which was
operated by electrical. The 6mm bars cut by manually.

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6.1.2.5) Lapping
Lapping is used to connect steel bars when their length is not enough. The factors that the
lap length depends on are,
 Diameter of bar
 Type of force acting (compression or tension)
The recommendations vary according to various designs. At Gate Zero ribbed slab, it had
been given as,
The lap length = 40 x Bar Diameter
Minimum stress points are recognized to do lapping, to prevent a failure. If two different
diameter bars had to be lapped, the lap length was calculated using the smaller diameter.
Fig 6.1.2.4.1) Bar bending machine fig 6.1.2.4.2) Bar cutting
Fig 6.1.2.5.1-Lapping of Bars

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6.1.2.6) Cover Distance
Cover is act major role in reinforced concrete. The cover is provided to prevent the
reinforcement from corrosion. And also at the design stage, to calculate the effective depth
and lever arm for the element covering space used. Cover blocks are made by the same
grade of concrete used for the structure. But in our site cover blocks are prepared them by
using mortar, which is, contain cement and sand in 1:1 proportion. But in the General
Notes for construction and BS code that is clearly stated, cover blocks should be in same
grade of concrete used. At the site we used to 20mm, 40mm, , 50mm thickness of the cover
blocks.
6.1.3) Check Line and Level
The design finish levels of the structural member were marked using level pegs for base
and level line on side shutter boards for walls respectively. The line and level of form work
was checked immediately prior to place concrete.

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6.1.4) Concreting
6.1.4.1) Introduction of concreting
Details of AlikotaAra sluice foundation
 Material Properties
 Concrete - Grade 30
 Reinforcement - 460 N/𝑚𝑚2
Concrete is the most widely used construction material in the world. This material is not
going to be easily replaced by any other material on account of its economical as well as
technical advantages. This material is generally produced at site and therefore needs to be
carefully supervised and controlled in order that it performs the way it is technically
expected to perform.
Concrete is made from raw materials such as cement, natural & manufactured
aggregates, water and at times chemicals. These materials are then batched, mixed with
water, transported, placed, compacted & cured to give concrete of desired shape, which
after it is hardened resembles a solid stone.
The concrete of G30 was mixed in grade shown on the drawings at the site of construction.
The constituent material was batched by volume with nominal mix proportions for G30. A
300mm x 300mm x 375mm measuring box was used for batching of aggregate and sand
for volume batching. For mixing of concrete, one concrete mixer and two concrete drum
mixer (truck) were used.The concrete was uniformly and thoroughly mixed to the required
consistence prior to placing. Before placing the concrete the place of concreting was
cleaned and made free from water.
This treatment consists of the process of;
• Mixing
• Handling
• Placing
• Compacting
• Curing

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6.1.4.2) Material used for manufacture concrete
Materials
 Cement
Cement is finely ground powder used for making concrete and mortars and having
property of provides a very hard and strong, and substances which bind together the
particles of aggregates to from a mass of high compressive strength. The most commonly
used cement is Portland cement.
 Aggregate
The aggregates should be clean when they arrive on the site for concrete
work They must contain neither animal nor vegetable matter nor lumps of clay , and
must be well graded When good quality natural sand can be found , it should be
used as it is cheaper
The essential characteristics for aggregates are;
• Strength
• Density
• Durability
• Cleanliness (Cleanliness includes free from organic impurities)
• Facility for working
There are two forms of aggregate used in concrete.
(1) Fine aggregates
Sand is most common material used for construction. This should be river
sand, pit sand or crushed stone sand. Fine aggregates used for building
construction, should be hard durable cleaned and free from clay, salt and all
other matters.
(2) Coarse aggregates

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It should be hard are considered to be strong and durable. The maximum size of
coarse aggregate is determined by the class of work with reinforced concrete. This type of
aggregate used directly influences the fire protection and thermal insulation qualities of the
concrete.
 Water
Water needs to be added to mix due to two reasons .One of them is
water is required for reacting with cement so that the practical are bound
together . The other reason is for making the concrete sufficiently workable to
be placed and compacted
Measuring box
It is using for measure the materials. Dimensions of the measuring box is 300mm x 300mm
x 375mm.Volume of One bag of cement is Carrie for this box.
Example: Alikota Ara Sluice Foundation’s conctrete details
 Quantity of materials for 1 conc. Mixture.
15 times by box = Metal.
7.5 times by box = Sand
8 bags = Cement
Fig 6.1.4.2.1) Measuring box

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6.1.4.3) Mixing of concrete
There are two types of mixing concrete.
(1) Hand mixing
(2) Machine mixing
For small quantities concrete is mixed by hand and large quantities are mixed by
machine. Material used for concrete can be mixed either by volume proportions or by mass
proportions. Mass proportions are mainly used in concrete batching plants for mixing
concrete to produce ready mixed concrete. But in site, generally adopted method is volume
proportions method.
Different concrete grades and relevant proportions that are mostly used in constructions are
shown bellow
6.1.4.4) Concrete placing
Concrete should be placed in position as soon as possible after mixing before setting action
has commenced. Before placing concrete all formwork should be checked, cleaned and
oiled. Placing & compaction should really be considered together as one operation.
Table 6.1.4.3.1- Grading concrete

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When placing the concrete, following recommendations should be considered.
 Concrete should place in uniform layers, avoiding large heaps or sloping layers
because there is always a danger of segregation.
 Before the concreting Previous layer are cleaned very well
 If it is a wall concreting, pour height should not be exceeded 5 ft to avoid the
formation of air pockets and segregation of materials.
 Each layers of concrete should fully compact, before placing the next one.
 Concrete which dries out too quickly will not develop its full strength, therefore
new concrete should be protected from the drying winds an.
6.1.4.5) Concrete compaction
Compaction
Compaction is the shaking or vibrating of the concrete to liquify it and expel any trapped
air. The porker vibrator was use for that.
Compaction must be done as concrete is placed, while it is still plastic. Never let concrete
dry out and stiffen because it will be too difficult to compact.Properly compacted concrete
is more dense, strong and durable. Off-form finishes will also be better
Fig 6.1.4.4.1)-A chute prepared for concreting Fig 6.1.4.4.2)-.Placing by excavator
bucket

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METHOD
 Put the porker into the concrete quickly.Take the poker out very Slowly
otherwise a hole, or weak spot, may be left in the concrete.
 The size of the porker determines how much concrete is vibreated at one time.
 The area vibrated at one time is called the radius of action. This can be seen
by the radius over which air bubbles rise to the surface.
The radius of action will be greater with a larger porker and more- workable
concrete
 Never touch the reinforcement with the poker as it may reduce the bond to the
concrete
Figure 6.1.4.5.2) – Corrected compaction 1

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.
.
 Never touch the form face with the poker as it can damage the formwork and the
concrete and can affect the off-form finish
 Never spread or move concrete sideways with the porker as it may cause
segregation, always use a shovel.
.

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6.1.4.6) Test cubes
The test cubes were required to cast in six numbers for every 15 m3 of each grade of
concrete per day.
Two cubes were tested on 7 days and other four were tested on 28 days. Slump tests was
carried out in randomly selected batches for each concrete grade per day.
6.1.4.7) Removal of Formwork
Removed form work with out damages in the site for re-usable.
Generally, a formwork made out of ordinary plywood sheets can be use 3-5 times, if
handled with care & protected from weather effects.
The striking or formwork should only take place upon instruction form the Engineer or
Engineer Assistant. The normal removal time in this site was as follows.
Part of structure Period of removing
formwork
Vertical formwork of columns, beams, and
walls.
24 Hours
Soffit formwork of slabs 10 Days
Soffit formwork to beams and props to slabs 10 Days
Fig 6.1.4.6-Fill the test cubes

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Prepared forms for re-use
After forms removed it was stored to reuse. When forms prepared for reused, all
nails were withdrawn and other attachment to boards were removed. Split and played ends
were sawn surface that had been in contact with the contact with the concrete or earth and
hand motor or earth adhering to them was well cleaned. Special care was paid to see that
all edges. Boards of soffits are quite clear in order that it will fit tightly together when
made up again. The wire brush usually removed light coats of mortar. That can be
minimizing by when applying the oil coat before use forms.
The stores of formwork at site are very important. Much care taken to in stacking that.
Formwork was stored horizontally in under a cover.
6.1.4.8) Curing
Fresh concrete must be kept most for several days after placing this process is known as
curing. Curing period of is depend on the type of cement
Ordinary Portland cement - 7 days
Rapid hardening Cement - 3 days
The purpose of curing can be summarized as;
 To prevent rise in temperature on the concrete during hardening of cement.
 To prevent drying of the concrete which might result in contraction cracks
 Curing Methods
• Cover with wet sand
• Cover with Wet gunny bags
•By spraying water to the concrete.
• By concrete covering with the wet coconut materials

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Curing Period Depends On Following Factors
• Types of cement
• Mix proportions
• Required strength
• Size and shape of mass concrete
• Weather or future exposure condition
6.1.4.9) Before the Concreting
Before commencement of any concreting were at the site. The following activities should
be checked carefully and it should be approved by an officer.
1. Has the formwork been checked?
2. Is the formwork strong enough the take to pressure of concrete end the weight of
the working men and equipments on that?
3. Are there sufficient ties struts and props.
4. Is the reinforcement of the concrete size, type, spacing and what about the lap
length and anchorage out?.Has the placement area been cleaned out?
5. Is all the compactive equipment ready to use and of hand
6. Is the cover blocks are in correct sizes & correct locations?
6.1.4.8.1) Curing after the concreting

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6.2 EARTH WORKS
6.2.1) Excavation works
. Excavation can be carried out in two methods.
 Manually
 Machinery
Top soil and trenches or pits which were not deeper were excavated by manually to
minimize the cost of excavation. But deeper trenches or pits in hard soil or loose soil were
excavated by using machinery to minimize the cost.
 Proposed Handapanagala LB main canal was excavate.
 Handapanagala tank bund filling works and Kudaoya road site were construct
with new machine equipments
6.2.1.1) Machines
 Excavator
Basically Excavator is used for digging earth. By Present day it is a very
essential machine for construction field. Main advantage with comparing Backhoe
loader is excavator can be rotated to 360 degree. Komatsu, Kobelco, Hitachi are some
of manufactures of Excavator
Fig 6.2.1.1.1- Excavator

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 Bulldozer with ripper attachment
It is used for pushing large quantity of soil, sand, rubble or other materials in
construction site using front blade. Ripper attachment is helped for loose hard soil
to push easily
 Motor Grader
The grader specifically developed for trimming and leveling the sub grade, sub base, ABC
surface on the horizontal, the slope and vertical face of roads and road cuttings. Most of the
earthmoving projects require the final ground to be accurately finished. So that the surface
is smooth and level without undulations and ridges it is self-transporting and supported on
two or three axles
Fig 6.2.1.1.2- Buldozer
Fig 6.2.1.1.3- Motor Grader

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6.2.2) Back Filing works
The construction of earth fill in confined spaces, such as the refilling operations about
concrete structures and costruction works is described as backfill.
Backfill operation may be divided into three classes, the terms used being;
 Backfill
 Compacted Backfill of clayey and silty soil
 Compacted Backfill of cohesion less as free –draining soils.
Compacted Backfill usually done by using vibrator or rollers.
Normally we are using bellow types of compaction equipment for soil compaction
purpose.
6.2.2.1)Machinery
Smooth wheel roller
These rollers are normally designated by weight. A roller designated by 14 to 20
tonnes. This type of machines can be add the materials to increase the own weights.
Usually this material is either water or sand, or both. It is loaded into the drums or
rollers
Fig 6.2.2.1.1)- Smooth wheel roller

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Sheep foot roller
Sheep foot roller is used to compact soil required level. This type of roller is most
effective for cohesive soil like clay & not suitable for granular soil
Rammers
These equipments are used for soil compacting of small areas only and where the
compacting effort needed is less. Below are light equipments for soil compaction:
Rammers are used for compacting small areas by providing impact load to the soil. This
equipment is light and can be hand or machine operated. The base size of rammers can be
15cm x 15cm or 20cm x 20cm or more
Fig 6.2.2.1.3)- Rammers
Fig 6.2.2.1.2)- Smooth wheel roller

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6.3.TOE FILTER
Toe filters introduce for earth dams to control the seepages through dam & filter the soil
partials of the dam. Before setting out ground was leveled.
COSTRUCTION PROCEDURE
 Firstly removed the topsoil layer of D/S lower part (shown in below image).
 Filled the suitable soil (gravel) to design bed level
 After leveling ground steel frames were made. After that those steel frames were
fixed to the ground.
 Then as first layer sand layer was laid then graded metal mixer after that graded
rubble layer was laid as rubble packing. Following figure shows the picture of the
construction of toe filter. Material of the toe filter is very important.
Materials are,
I. Sand.
II. Graded Metal layer. ( between 6 mm – 38 mm / 85%> 6 mm)
¾” 50%
1” 20%
11/2” 20%
Chips 10%
III. Graded Rubble Layer. ( between 150 – 225 mm / 75%> 150mm)
Fig6.3.1 – Details of Toe Filter

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Fig 6.3.2- construction of toe filter
 After selected the suitable soil with reference of the soil tester and selected
borrow areas for the bund filling work.
 After clearing the borrow areas started the bund filling work
 Then spreaded soil layers by motor grader and dozer.(add water to soil for easy to
compact well)
 Later compacted with sheet foot roller machienes.
Fig 6.3.3-The excavating soils
from borrow areas and loaded
tractors

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 Finished the all bund filling works with corrected slopes and conditions
Fig 6.3.4- spreaded soil layers by motor grader
and compaction works of the tank bund using
sheetfoot roller

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6.4 ROCK BLASTING
6.4.1) INTRODUCTION
Rock blasting site situated at Handapanagala.used chemical for it.It said Chemical blasting
.As shown as in the sketch for the construction of the proposed roadway, and to remove the
disturbances for the flow of the river; removing the rocks indicated there is essential.
But, by observing the environment around there; so many residential, commercial
buildings, a bridge constructing and various machineries were located nearby those rocks
and boulders. Therefore, it is very risky to perform a blasting using explosive. In such
situations “chemical blasting” was suggested by the Mining engineer. “Crack-Stone” were
used for this purpose.
6.4.2) BLASTING PROCEDURE
“Crack-stone” is a chemical powder which is used in construction sites to demolish rocks.
This has been categorized to several temperature ranges. which has been categorized for a
temperature range of 25⁰C-35⁰C.
While drilling the holes; the distances between the holes depend on the size of the hole.
Here we used the 42mm diameter holes. Jack hammers were used to drill them.
Steps followed in pouring of Non-explosive demolition agent
Step-1
Fig 6.4.1.1- Chemical blasting site

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The crack-stone powder was mixed thoroughly with pure clean water. The mixing ratio was,
1.5 Ltr for 5kg of crack-stone.
Step-2
The mortar was poured into the pre-drilled holes within 5 to 10 minutes, after cleaning the
holes well.
It is possible to see the cracks on the rock within one day. And the separation of the
cracked rocks was carried out using a breaker
Fig 6.4.2.1- Crack stone bag and mixed with water
Fig 6.4.2.2-Chemical filling(Plan and Section elevation)

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CHAPTER 07 - INTERACTION WITH FARMERS AND DUTIES OF
ENGINEER ASSISTANT
7.1 Interaction with farmers
7.1.1 Walk Through Survey (WTS)
Before taking LS and CSS Walk Through Survey was carried out to problems of the
canals.Below canals was done WTS
1. Mahilawadduwan Aru drainage canal
2. Periyamadu Aru canal
3. Karaweddiyan Aru Canal.
Following details were taken;
 Took the measurement of damaged canal structures with the chainage and the
new proposed canal structure details and their chainages. (Regulators, Drops,
Retaining walls, Culverts etc.)
 The places which eroded and the silted areas in the canal section
 Details for rehabilitation of canal bund roads and farm access roads, there took
the measurements of bund length, width, condition and pot holes etc.
Walk Through Survey was described and discussed how to do it with participation of
Farmer Organizations. How the impotency of getting information’s & details in site with
farmer participants. Identification of problems to farmers, Observing & Getting actual,
physical and correct details within the field, such as area of paddy lands, difficulties &
problems encountered in canal system and fields in water issues. Hence, damages of
structures .W.T.S. with F.O. participatory is very important for the proper investigations
& proposals proposed for improvements or Rehabilitation works eliminating such
problems.
Fig 7.1.1.1 - Walk through survey with Farmer Organizations

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7.1.2 Pre cultivation meeting
Also stake holder participated to pre-cultivation meeting and cultivation meetings at
Unnachchai scheme. Unnachchaii farmer’s main problem was the lack of water for their
cultivation work. Discussed with the farmer organization about how to continue the proper
water issuing work,availability water in the tank,climate and rotationally water issuing
system inside the scheme for get the maximum efficiency. And also discussed their
agricultural problems
7.1.3 Ratification meeting
There should be more than 75% of participation of farmers to a Ratification meeting.
After a Ratification meeting we decide what are the Rehabilitation works that are essential
Fig 7.1.1.2- Silted areas (near the Regulator)
Fig 7.1.3.1- Participated to
ratificationmeeting meeting

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7.2 Duties and responsibilities of an Engineer Assistant
As an Trainee Engineer Assistant, He should do,
 Inspection of canal system and identification the damages of them.
 Performing the surveying and leveling works in the schemes and taking actions for
maintaining or rehabilitation in correct way.(canal system, etc)
 Preparation of drawings (LSs & CSs) according to the department standards.
 Preparation of survey estimate for rehabilitation work.
 Preparation of material card & labor card
 Supervision of field assistance, work supervisors and maintenance labors
 Labor handling works and machine handling works
 Involve construction works, both direct labor and contract construction
going on under the supervision of senior EAAs.
 Maintaining a labor register.
 Marking check rolls.
 Submit the material return once a month
 Maintain the measurement book properly
 Submit the weekly progress report properly
 Participation the meetings such as, Progress meeting, Pre-cultivation
meetings, farmer organization meetings, cultivation meetings etc. and
discussed their problems with relevant parties and helped to solve those
problems dealing with Irrigation Department.

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CHAPTER 08 - SAFETY PROCEDURES
The Safety procedure was set out for the personal safety, machine safety and safety for
external parties
8.1 SURVEYING WORKS
 Wearing gumboots and long trousers.
 Care about venomous animals (snakes,wasps)
 When walking inside jungle use long stick to clear the path.
 When walking inside jungle use long stick to clear the path.
 Surveying with a person who has good experience about forest
 Eyes protected from thorny jungle.
 Avoid eating unknown things in the jungle.
 Instrument not set up under coconet trees,old trees,on loose soil surface and inside
road(gravel/tar)
 In the survey time total station was set up in an umbrella.
8.2 CONSTRUCTION WORKS
8.2.1) Personal safety
Some of Personal Protective Equipment provided for the Project were follows.

 Head protection - Safety helmet
 Eye protection - Eye goggles 
 Hearing protection - Ear protector
 Respiratory protection - Dust Mask
 Hand Protection - Gloves
 Foot Protection – Safety shoes
 Fall protection –Safety harness
 Drown protection – Life jacket
 High visible clothing / Reflective Vest

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8.2.2) Tools and Equipment safety
Storekeeper was checking each Manual and Electric tools for proper functioning,
insulation, malpractice etc. Personal using the machine was checked for competency by the
respective engineer/supervisor. All vehicles, equipment and machinery used for
construction was regularly serviced and well maintained to ensure that emission levels
comply with the relevant standards. Safety instruction had been displayed inside the
vehicle, machine about the required of the drivers and operators.

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CHAPTER 09 - PROBLEMS ENCOUNTERED
9.1 PROBLEMS
1. Faced language problem in Batticaloa. All the office staff and labors were
Tamil and all the working areas were Tamil areas. It was the serious
problem to us in understanding when continued our field & office works.
2. We had to survey heavy jungle and many snakes, caterpillar, hornerts.etc in
there.
3. Traps are establish for animals in the jungle.
4. Our survey area is near to lagoon.Because we faced heavy sun rays
5. Sufficient quantity of labors did not participate during leveling full with
jungle.
6. Batteries of Total stations, GPSs were dead during surveying
7. In measuring works, Some Labors haven’t knowledge about reading tapes.
8. Some Screws and heel progs of tripod are not functioned well
9. Some tapes not strong.
10. During the bed survey in heavy jungles, proceeded to survey site was very
hard work.walk up to site spent 2 hours.
11. Due to heavy rain, formed runoff U/S slope of tank bund and started the
erosion bund slope.
12. Lack of knowledge of villagers about Uma oya project ,it purposes and about the
legal issues of the project.
13. While continued toe filter construction works, some days we could stopped work
due to heavy rain. Due to this case D/S toe end top surface was mud (road way).
So couldn’t do the construction work.
14. Some public utilities were damaged accidently

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15. In the rainy season faced flood damages, mainly leak water through the D/S of the
bund.
Fig 9.1.1- Leak water of D/S slope
16. In this case cut the coffer dam end and proposed LB sluice part ,so some villegers
complained Rsidential Enginner their cultivation lands and houses were distroy.
17. The placing of concrete for the sluice foundation of Alikota ara reservoir there was
no facilities to place the concrete in to the middle of the foundation.
18. Alikota ara site The excavator also couldn’t reach the middle part of the foundation
due to the reinforcements so excavator operator leaves the concrete over the
reinforcement. Due to that segregation was occurred
9.2 SOLUTIONS
1. We could be able to get some knowledge about their language when
working with them, and used English in many situations. But it could not be
a proper solution.
2. In the jungle we wear the boots or safety shoes.
3. Duties had to do dividing without caring working capacity.

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4. Gum Boots were worn & catty was used to clear leveling area.
5. Sufficient Extra batteries for a day were brought for surveying
6. Taught them about how reading tapes taking few time
7. Used another tripod which screws are functioned well
8. The action was to place turfing U/S slope of the bund, preventing from the
erosion
9. Alikota ara site they used excavators to place the concrete.

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REFERENCES
1. Design of Irrigation HeadWorkd for Small Catchments by A.J.P Ponarajah.
2. Technical Guide Lines For Irrigation Works by A.J.P Ponarajah.
3. http;//en.wikipedia.org/wiki/concrete
4. Google image search
5. Varghor,p.c., (2012,May).Building Construction. Anna University Chennai

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CONCLUSION
After completing the session of academic program at the International Training Institute of
Irrigation & Water Management Kothmale, an industrial training experience was helpful as
Engineer Assistant to familiarize & understand about the industrial environment, where the
theoretical aspects learnt in the session of academic program was being applied in
practically. Rehabilitation programmes at irrigation engineer’s divisions, main construction
programmes like Uma Oya Downstream Project, Gin-Nilwala Ganga Diversion Project
were given a good practice on hard working, human resource management, quality
controlling of a work and many more valued qualities. This training proved how a sound
knowledge on theoretical aspects would be applied and providing the ability to optimize a
work at a site. Finally Industrial Training was really helpful to go ahead with the rest of
academic program at the Institute with a good understanding and a much interest.

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