Shib

SUMMER TRAINING PROGRAM REPORT
Elevated viaduct including related works for New Garia
Dumdum Airport Metro Project for RVNL
On
Elevated viaduct including related works for New Garia
Dumdum Airport Metro Project for RVNL- ANV1 and ANV3
Name : Shib Sundar Banerjee
Jadavpur University
On
Elevated viaduct including related works for New Garia-
ANV1 and ANV3
hib Sundar Banerjee
Jadavpur University
Date: 12/06/2015

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CONTENTS
Sl.
no
Description Page
no
1 Acknowledgement 3
2 Introduction 4
3 Project Overview 5
4 Before Construction Work 6
5 Surveying 7
6 Planning 8
7 Work Methodology 9
8 Piling 10
9 Pile Driving Equipment 13
10 Lateral Pile Load Test 15
11 Methodology of Piling 17
12 Batching Plant 22
13 Tests on Cement 24
14 Tests on Aggregates 26
15 Tests on Fresh Concrete 28
16 Casting Yard 31
17 Casting 33
18 Pier and Pier Cap 35
19 Segment Launching 39
20 Environment, Health and Safety 47
21 Conclusion 49

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ACKNOWLEDGEMENT
First of all I would like to express my gratitude to all concerned respectable executives of
Afcons Infrastructure limited for giving me this opportunity of Summer training which has
been a pure learning experience and which has helped me enrich my knowledge and skills
about the Metro Project.
I am specially thankful to Mr. Akhilesh Kumar Shukla(Officer- P&A), Mr. Anil Kumar
Srivastava(Sr. Engineer, QA/QC), Mr. R.K.Shukla(Sr. Manager-Planning), Mr. T. Mondal(Sr.
Engineer, Casting Yard), Mr. Amit Kole(Sr. Engineer, Casting Yard), Mr. Rohit Ranjan(Officer-
HSE), Mr. Srimonta Mondal(Sr. Engineer, Launching), Mr. Suman Gupta(Contracts), Mr. Arijit
Das(P&A), Mr. BIkram Ray(Pier Cap, Pedestal and Crash Barrier) for guidance and co-
operation during this training and infact without their navigational assistance life would have
been very difficult as far as structuring the projects are concerned. I would be always
grateful to them for their help and support.
I would also like to thank the workers on site who gave us valuable knowhow about the
various processes and activities going on at site.
Also I would like to thank the HR dept for inducting the module of summer training
programmes at Afcons Infrastructure Limited without which I shouldn’t have ever learnt
what I had during my training at Afcons.
Lastly I would like to thank my family and my team of trainees for supporting me in
completion of my project.

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INTRODUCTION
ABOUT THE ORGANISATION:
The first step forward was in the year 1959, when Rodio Foundation Engineering
Limited, Switzerland, and Hazarat & Co came together to form Rodio Hazarat & Co
for undertaking construction works.
Today, Afcons Infrastructure Limited is part of the Shapoorji Pallonji Group, the
third-largest construction group in India. It stands proudly as one of the top
infrastructure development companies in India with its presence in various parts of
the world.
MARINE & INDUSTRIAL-
o Jetties
o Wet Basins
o Dry Docks
o Breakwater
o Slipways
o Wharves
o Intake/Outfalls
SURFACE TRANSPORT
o Bridges
o Flyovers
o Viaducts
o Elevated Corridors
RAIL & METRO
OIL & GAS
Onshore Oil & Gas
HYDRO & UNDERGROUND
VISION
Fostering an environment that helps in the creation of knowledge and its application
to work, we seek to excel in all our business activities and strive to build a creative
organisation.
MISSION
To be a prominent transnational infrastructure company recognised for business
innovations, focused on total satisfaction and enhanced value creation for all its
stakeholders.

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PROJECT OVERVIEW
PROJECT: Elevated viaduct for RVNL New Garia –Dumdum airport Metro Project
CLIENT: RVNL
CONTRACTOR: AFCONS INFRASTRUCTURE LIMITED
CONSTRUCTION PERIOD: 2.5 Years from the start of project, but however due to
delay due to some unavoidable circumstances, project is still in progress.
SCOPE OF PROJECT
• The project shall be executed on the site.
• The scope of the project shall include the design, engineering, financing,
procurement, construction, operation and maintenance of the Elevated viaduct for
RVNL New Garia –Dumdum airport Metro Project.

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BEFORE CONSTRUCTION WORK
Before construction, few other works are carried out as follows:-
MOBILISATION
GEOTECHNICAL
INVESTIGATION
LAND CLEARANCE
SURVEY (ALIGNMENT)
LOCATION FIXING
TEMPORARY TRAFFIC
CONTROL
CLEARING AND
GRUBBING
INSTALLATION
START OF
CONSTRUCTION WORK

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SURVEYING
Surveying or land surveying is the technique, profession, and science of accurately
determining the terrestrial or three-dimensional position of points and the distances and
angles between them, commonly practiced by surveyors, and members of various
engineering professions. These points are usually on the surface of the Earth, and they are
often used to establish land maps and boundaries for ownership, locations like building
corners or the surface location of subsurface features, or other purposes required by
government or civil law, such as property sales.
Surveyors use elements of mathematics (geometry and trigonometry), physics, engineering
and the law. Surveying equipment includes total stations, robotic total stations, GPS
receivers, prisms, 3D scanners, radios, handheld tablets, digital levels, and surveying
software.
ELEMENTS OF THE CONSTRUCTION SURVEY:
Survey existing conditions of the future work site, including topography, existing buildings
and infrastructure, and underground infrastructure whenever possible (for example,
measuring invert elevations and diameters of sewers at manholes).
Stake out reference points and markers that will guide the construction of new structures.
Verify the location of structures during construction.
Conduct an As-Built survey: a survey conducted at the end of the construction project to
verify that the work authorized was completed to the specifications set on plans.
IMPORTANCE OF SURVEYING TO CIVIL ENGINEERS:
The planning and design of all Civil Engineering projects such as construction of highways,
bridges, tunnels, dams etc are based upon surveying measurements. Moreover, during
execution, project of any magnitude is constructed along the lines and points established by
surveying. Thus, surveying is a basic requirement for all Civil Engineering projects.
Other principal works in which surveying is primarily utilised to prepare topographic map of
land surface of the earth, are:
To fix the national and state boundaries.
To chart coastlines, navigable streams and lakes.
To establish control points.
To execute hydrographical and oceanographic charting and mapping,
TYPES OF SURVEY:
Geodetic Surveys
Cadastral Surveys
Engineering Surveys
Aerial Surveys
Mining Surveys
Hydrographical Surveys
MOST USED SURVEYING INSTRUMENTS IN CONSTRUCTION SITES:
Total Station
Auto level

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PLANNING
Planning procedures are as follows:
BIDDING
SUBMISSION OF DPR
AWARD OF CONTRACT (LOA-LICENSE
OF AGREEMENT)
MOBILISATION
PLANNING, BUDGETING AND COSTING
EXPENSES/COSTING
DIRECT COST
MATERIAL COST LABOUR/PRW/SUBCONTRACTOR
COST
INDIRECT COST
EQUIPMENT COST
RUNNING COST
OTHER COST
INSTALLATION COST ALLOCABLE COST TAXES/VAT/SALES TAX

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WORK METHODOLOGY
LOCATING THE CENTRE OF BORE HOLE
At first, a mark is being given at the place where the piling has to be done according to the given
design by the help of surveying.
Then boring is done with the help of auger attached to the hydraulic rig.
After boring is completed, flushing is being done.
After flushing is completed reinforcement cage is transported from the manufacturing site.
Proper cover and central placement of the reinforcement is ensured by use of suitable concrete
spacers or rollers.
Then concreting of piles are done.
After that shoring is done at the periphery of the excavated area.
After the shoring is done, plane cement concrete is prepared to spread over the bed of the
excavated area with the help of excavator and it is levelled up to the desired depth of pile cap.
The uppermost part of the piles up to the required levels are chopped off (pile chipping).
After the pile chipping is done, reinforcement of pile cap is started followed by concreting and
curing of pile cap.
Then pier and pier cap are constructed above it at the required position
Then segments are launched between two piers using over slung or under slung launching
girder followed by parapet launching.

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PILING
Piles are structural members that are made of steel, concrete, and/or timber. They are used
to build pile foundations, which are deep and which cost more than shallow foundations.
Despite the cost, the use of piles often is necessary to ensure structural safety.
Piles can by classified on the basis of following characteristics:
1. Mechanism of Load Transfer
2. Method of Installation
3. Type of Materials
CLASSIFICATION OF PILES ON THE BASIS OF LOAD TRANSFER
Types of piles based on the mechanism of Load Transfer:
End/Point Bearing Piles:
If a bedrock or rocklike material is present at a site within a reasonable depth, piles can be
extended to the rock surface. In this case, the ultimate bearing capacity of the pile depends
entirely on the underlying material; thus the piles are called end or point bearing piles. In
most of these cases the necessary length of the pile can be fairly well established.
Instead of bedrock, if a fairly compact and hard stratum of soil is encountered at a
reasonable depth, piles can be extended a few meters into the hard stratum.
Friction Piles:
In these types of piles, the load on pile is resisted mainly by skin/friction resistance along the
side of the pile (pile shaft). Pure friction piles tend to be quite long, since the load-carrying.
Capacity is a function of the shaft area in contact with the soil. In cohesion less soils, such as
sands of medium to low density, friction piles are often used to increase the density and
thus the shear strength. When no layer of rock or rocklike material is present at a reasonable
depth at a site, point/end bearing piles become very long and uneconomical. For this type of
subsoil condition, piles ate driven through the softer material to specified depth.
Friction cum end bearing piles
In the majority of cases, however, the load-carrying capacity is dependent on both end-
bearing and shaft friction.
CLASSIFICATION OF PILES ACCORDING TO THE METHOD OF
INSTALLATION OF PILES
Driven or displacement piles
They are usually pre-formed before being driven, jacked, screwed or hammered into ground.
This category consists of driven piles of steel or precast concrete and piles formed by driving
tubes or shells which are fitted with a driving shoe. The tubes or shells which are filled with
concrete after driving. Also included in this category are piles formed by placing concrete as
the driven piles are withdrawn.
Bored or Replacement piles
They require a hole to be first bored into which the pile is then formed usually of reinforced
concrete. The shaft (bore) may be eased or uncased depending upon type of soil.

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TYPES OF PILES BASED ON MATERIALS
Timber piles
• Timber piles are made of-tree trunks driven with small end as a point
• Maximum length: 35 m; optimum length: 9 - 20m
• Max load for usual conditions: 450 kN; optimum load range = 80 - 240 kN
DISADVANTAGES OF USING TIMBER PILES:
Difficult to splice, vulnerable to damage in hard driving, vulnerable to decay unless treated
with preservatives (If timber is below permanent Water table it will apparently last forever),
if subjected to alternate wetting & drying, the useful life will be short, partly embedded piles
or piles above Water table are susceptible to damage from wood borers and other insects
unless treated.
ADVANTAGES:
Comparatively low initial cost, permanently submerged piles are resistant to decay, easy to
handle, best suited for friction piles in granular material.
Steel piles
• Maximum length practically unlimited, optimum length: 12-50m
• Load for usual conditions = maximum allowable stress x cross-sectional area
• The members are usually rolled HP shapes/pipe piles. Wide flange beams & I beams
proportioned to withstand the hard driving stress to which the pile may be subjected. In HP
pile the flange thickness = web thickness, piles are either welded or seamless steel pipes,
which may be driven either open ended or closed end. Closed end piles are usually filled
with concrete after driving.
• Open end piles may be filled but this is not often necessary.
ADVANTAGES OF STEEL PILES:
Easy to splice, high capacity, small displacement, able to penetrate through light
obstructions, best suited for end bearing on rock, reduce allowable capacity for corrosive
locations or provide corrosion protection.
DISADVANTAGES:
• Vulnerable to corrosion.
• HP section may be damaged/deflected by major obstruction
Concrete Piles
• Concrete piles may be precast, prestressed, cast in place, or of composite construction
• Precast concrete piles may be made using ordinary reinforcement or they may be
prestressed.
• Precast piles using ordinary reinforcement are designed to resist bending stresses during
picking up & transport to the site & bending moments from lateral loads and to provide
sufficient resistance to vertical loads and any tension forces developed during driving.

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• Prestressed piles are formed by tensioning high strength steel prestress cables, and casting
the concrete about the cable. When the concrete hardens, the prestress cables are cut, with
the tension force in the cables now producing compressive stress in the concrete pile. It is
common to higher-strength concrete (35 to 55 MPa) in prestressed piles because of the
large initial compressive stresses from prestressing. Prestressing the piles, tend to
counteract any tension stresses during either handling or driving.
• Max length: 10 - 15 m for precast, 20 - 30 m for prestressed
• Optimum length 10 - 12 m for precast. 18 - 25m prestressed
• Loads for usual conditions 900 for precast. 8500 kN for prestressed
• Optimum load range: 350 - 3500 kN
ADVANTAGES:
1. High load capacities, corrosion resistance can be attained, hard driving possible
2. Cylinder piles in particular are suited for bending resistance.
3. Cast in place concrete piles are formed by drilling a hole in the ground & filling it with
concrete. The hole may be drilled or formed by driving a shell or casing into the ground.
DISADVANTAGES:
1. Concrete piles are considered permanent, however certain soils (usually organic) contain
materials that may form acids that can damage the concrete.
2. Salt water may also adversely react with the concrete unless special precautions are taken
when the mix proportions are designed. Additionally, concrete piles used for marine
structures may undergo abrasion from wave action and floating debris in the water.
3. Difficult to handle unless prestressed, high initial cost, considerable displacement,
prestressed piles are difficult to splice.
4. Alternate freezing thawing can cause concrete damage in any exposed situation.
Composite piles
In general, a composite pile is made up of two or more sections of different materials or
different pile types. The upper portion could be eased cast-in-place concrete combined with
a lower portion of timber, steel H or concrete filled steel pipe pile. These piles have limited
application and arc employed under special conditions.

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PILE DRIVING EQUIPMENT
A drilling rig is a machine which creates holes in the earth sub-surface. Drilling rigs can be
massive structures housing equipment used to drill water wells, oil wells, or natural gas
extraction wells, or they can be small enough to be moved manually by one person and are
called augers. Drilling rigs can sample sub-surface mineral deposits, test rock, soil and
groundwater physical properties, and also can be used to install sub-surface fabrications,
such as underground utilities, instrumentation, tunnels or wells. Drilling rigs can be mobile
equipment mounted on trucks, tracks or trailers, or more permanent land or marine-based
structures (such as oil platforms, commonly called 'offshore oil rigs' even if they don't
contain a drilling rig). The term "rig" therefore generally refers to the complex of equipment
that is used to penetrate the surface of the Earth's crust.
Small to medium-sized drilling rigs are mobile, such as those used in mineral exploration
drilling, blast-hole, water wells and environmental investigations. Larger rigs are capable of
drilling through thousands of metres of the Earth's crust, using large "mud pumps" to
circulate drilling mud (slurry) through the drill bit and up the casing annulus, for cooling and
removing the "cuttings" while a well is drilled. Hoists in the rig can lift hundreds
of tons of pipe. Other equipment can force acid or sand into reservoirs to facilitate
extraction of the oil or natural gas; and in remote locations there can be permanent living
accommodation and catering for crews (which may be more than a hundred). Marine rigs
may operate thousands of miles distant from the supply base with infrequent crew rotation
or cycle.
DRILLING RIG

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CLASSIFICATION
By power used
By pipe used
By height
By method of rotation or drilling method
By position of derrick
DRILL TYPES
Auger drilling
Percussion rotary air blast drilling (RAB)
Air core drilling
Cable tool drilling
Reverse circulation (RC) drilling
Diamond core drilling
Direct push rigs
Hydraulic rotary drilling
Sonic (vibratory) drilling

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LATERAL PILE LOAD TEST
OBJECTIVE
It is proposed to conduct initial lateral pile load test to establish deflection of pile. Lateral
pile load test will be conducted on the same pile tested for vertical load. The estimated
horizontal safe load of this pile is 8 ton (the ultimate loading capacity is 20 ton as suggested
by STUP) or load at which the horizontal deflection of the pile tip is 12mm whichever is
lesser. The criterion mentioned is as per the requirements of construction drawing number
00/SE/0023. The reaction of lateral load test will be made available from the same reaction
pile used for vertical pile load test in horizontal direction.
EQUIPMENTS FOR PILE LOAD TEST:
Following equipments will be used for conducting this load test:
1. Reaction girder assembly- Complete set 1 Nos
2. 200 ton capacity hydraulic Jack 1 Nos
3. Hydraulic Pump/Power pack 1 Nos.
4. Calibrated pressure gauge 1 Nos.
5. Dial Gauge 2 Nos.
REFERENCE:
• Construction drawing issued by RVNL (00/SE/0021 and 00/SE/0023).
• Schematic drawing for initial lateral pile load test – 1680/CPLG/TW/D/003.
• Code: IS 2911 Part 4, 1995.
• Technical Specification : Section 5- works requirement technical specifications for civil work
(Chapter 5)
• Approved quality assurance plan will be followed.
SEQUENCE/SETTING OUT:
The location / Area for lateral pile load test will be given by the clients. The survey and
setting work for the test pile will be carried out by AFCONS. It will be jointly checked along
with client’s representative with reference to suitable marking points fixed on location. The
reaction of lateral load test will be made available from the same reaction pile used for the
vertical pile load test in horizontal direction.
TEST ARRANGEMENT:
After freeing the level of pile above cutoff level for testing pile in horizontal direction 2
numbers of steel dolly will be placed with the proper supporting arrangement. 1st
steel dolly
will be placed near to the test pile while another will be placed nearer to the concrete block.
Beam arrangement will be fixed with the wooden dolly near to the concrete block and the
other side of beam will be fixed with steel plate. Position of hydraulic jack will be marked on
the steel plate and hydraulic jack will be placed horizontally with proper supporting
arrangement. This will be connected with suitable manifolds to hydraulic pump or power
pack. Hydraulic pump or power pack will be placed sufficiently away from test pile. Proper
supporting below the jack will be placed as per the details indicated in drawing number
1679/DSM/TW/D/013.
Arrangements will be made available to fix the dial gauges. Dial gauges will be placed near to
the steel dolly to measure the deflection from the test pile. Hydraulic will be connected to

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hydraulic jack and functioning of hydraulic pumps/Jacks and dial gauges will be checked
before commencement of check test.
TEST SEQUENCE:
Test will be conducted by maintained load method. Load increments about 20% of the
estimated safe load (say 4 Ton) will be applied. Each load will be maintained for a minimum
period of 2hrs or till rate of settlement stabilises to 0.1mm in 30 min. Observations of
deflection will be recorded at specified time intervals with the help of dial gauge. After
reaching the design safe load, it will be maintained for 24hr.
RESULT:
From the readings of dial gauge, deflection under each increment f load will be calculated
with reference to the height of the pile. From results of deflection, graph of applied load
versus deflection will be plotted. Total deflection, Net deflection of pile will be worked out.
Allowable for permissible load on pile will be worked out as per recommendations given in
IS-2911-PART 4) on load test on piles.
RISK INVOLVED:
a. Handling and servicing of heavy machines like Crane, Rig and other equipments.
b. Unawareness of working method.
c. Truss- passing of unauthorised person in the working zones.
SAFETY PRECAUTIONS:
a) The crane will be operated within safe working radius and all equipments will be properly
maintained and checked. No personnel will be allowed in the area or working/swing radius
of the crane and other equipments.
b) Highly skilled crane operators, will be engaged for the work. They will be educated and
trained as per the guidelines of safety regulations, about the procedure of the job and high
degree of risk involved in the job.
c) Working area will be barricaded locally to prevent ingress of the unauthorised persons
d) The work methodology of the activity will be explained to all the key personnel and
workmen involved in that activity and standing instructions will be given.
e) The safety manager, through deputing safety personnel at the site, round the clock, will look
after all safety aspects of the job.
f) All the workmen will follow the safety aspects of the job.
g) Availability of site first aid facilities.
h) All the workers/workmen shall be provided with required PPE (Personnel Protective
Equipment) before entering to site.
i) Safety induction shall be provided to the workers, supervisors & engineers.
j) Standard illumination requirements will be followed at work site during night time.

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METHODOLOGY OF PILING:
Piles can either be driven into the ground (driven piles) or be installed in a predrilled hole
(bored piles or drilled shafts). The construction of bore cast in situ concrete pile consists of 4
primary phases:
• Pile boring
• Reinforcement cage lowering
• Flushing.
• Pile concreting.
1. PILE BORING
1. Hydraulic rig/manually operable auger should be mobilized at the required location
2. Four reference points (making two lines perpendicular to each other) should be marked for
checking centre of pile bore during boring of pile.
3. Initial boring of about 2.0 meters is to be done using cutting tool of desired diameter of pile
4. Then boring will be carried out according to the sub-soil investigation report of that location.
It will be done using liner, bentonite or both.
5. The temporary guide casing, approximately 2.0 meter length with outside diameter
equivalent to nominal diameter of the pile, may be then lowered in the bore hole. In such a
case dia of cutting tool will be little less, maximum 75 mm less than outside dia of casing for
free movement in the casing pipe during operation.
6. Position / centerline of the guide casing pipe with reference to pile reference points already
fixed around the pile location shall be checked to shift/adjust the casing pipe to ensure
proceeding of drilling at exact pile location without any deviation.
7. Boring has to be done up to the founding strata as per drawings/ pre decided depth using
intermittently bentonite slurry as per requirement. In case of requirement the bore hole is
then supplied with bentonite slurry, from bentonite installation. Bentonite circulation
channel will be made from bore hole to bentonite tank and fresh bentonite slurry will be
pumped to bore hole through hose pipes. 24 hours prior to start of pile boring, ensure that

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bentonite is completely dispersed I the water and attains required density to stabilize the
sides of bore hole during drilling. Bentonite slurry of specified quality should be circulated
continuously during boring process.
8. Bentonite used to stabilize the sides of bore hole should be conforming to requirements as
listed in inspection and test plan. Density of bentonite solution should be checked during
boring operation to ensure that the density is about 1.05 g/cc to 1.10 g/cc, marsh cone
viscosity 30 to 40 and pH value 9.5 to 12.
9. Bentonite slurry is pumped by high pressure reciprocating pumps/ vertical pump into the
bore hole and the same is allowed to overflow the bore hole. The overflow slurry with bored
mud/soil etc that comes out along with bentonite slurry is passed through channels and is
collected in sediment tanks where sediments settle and bentonite can be re used. If
necessary, the bentonite may be passed through the de sander tank to remove sand
particles before it is re used.
10. Depth of pile shall be checked with sounding chain and exact depth shall be recorded in the
pile report.
11. After boring upto required depth underreaming will be done using underreamer of desirable
diameter. Completion of desired bulb cutting will be ascertained by (i) vertical movement of
the handle and (ii) using L shaped rod of length enough to reach upto bulb location from
approximately 2 feet above ground level and horizontal dimension equal to 0.5 of bulb dia
minus pile dia.
2. REINFORCEMENT CAGE LOWERING
1. Prefabricated reinforcement cage prepared as per the drawings and approved depths, is
brought and kept near pile location while boring is in progress.
2. After getting the permission from the engineer, the reinforcement cage will be gently lifted
and lowered by crane/manually into the bored hole. Necessary concrete cover will be
obtained by using the circular cover blocks already made of the same strength as of pile.
3. If the reinforcement cage is very long i.e. not possible to handle in one lift, the cage will be
lifted one by one and spot welded at the joints and then lowered inside the bored hole.
4. It is to be checked whether the reinforcement cage has reached up to bottom of the pile by
measuring from the top of the cage to the ground level.

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3. FLUSHING
• After cage lowering, 200 mm diameter tremie pipes in suitable lengths are to be lowered in
the hole. The operation is done by lowering one tremie pipe after another and connecting
them threading to maintain water tightness throughout its length till the gap between the
pile base and Tremie is between 75 – 100 mm. the tremie pipe is locked/supported from top
to maintain the level and funnel is attached on top.
• The tremie head to be provided to the tremie pipe for the flushing activity. The bore is
flushed by fresh bentonite slurry through the tremie head. The pumping for flushing is done
by use of mud circulation pump. Flushing will be done to remove all the loose sediments
which might have accumulated on the founding strata. Further, the flushing operation shall
be continued till the consistency of inflowing and out flowing slurry is similar.
4. PILE CONCRETING
• The concrete placing shall not proceed if density of fluid near about the bottom of borehole
exceeds 1250 kg/m3
.
• Determination of the density of the drilling mud from the base of the borehole shall be
carried out by taking samples of fluid by suitable slurry sample approved by the engineer in
charge, in first few piles and at suitable interval of piles thereafter and the results recorded.
• After flushing is completed, tremie head should be removed and funnel should be attached
to the tremie pipe.
• The slump of the concrete will be maintained at 150 mm to 200 mm.
• Concreting operation will be carried out using the 200 mm diameter trmie pipes.
• Initial charge of concrete should be given in the funnel using a plug. Total concrete quantity
in the funnel should be more than the volume of the entire pipe plus free space below the
tremie. This will ensure a water tight concrete pouring through tremie.
• Lifting and lowering is repeated keeping sufficient concrete in funnel all the time. As the
concreting proceeds the tremie pipe are to be removed one by one, taking care that the
tremie pipe has sufficient embedment in the concrete until the whole pipe is concreted.
Sufficient head of green concrete shall be maintained to prevent inflow of soil or water in to
concrete. Placing of concrete shall be a continuous process from the toe level to top of pile.
• The concrete is poured in the funnel. As the concrete reaches the top of the funnel, the plug
is lifted up to allow the concrete to flow corresponding to the placing of each batch of
concrete.
• The concreting of pile is to be done up to minimum of 300 mm above the cut off level to get
good and sound concrete at cut off level.
• After completion of concreting tremie, funnel and other accessories are to be washed
properly and kept greased in proper stacking condition near next pile location.
• While doing under water concreting 10% extra cement over and above the design mix
requirement should be added in each batch.

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PILE CAP
It is a thick concrete mat that rests on concrete or timber piles that have been driven into
soft or unstable ground to provide a suitable stable foundation. It usually forms part of
the foundation of a building, typically a multi-story building, structure or support base for
heavy equipment. The cast concrete pile cap distributes the load of the building into
the piles. A similar structure to a pile cap is a "raft", which is a concrete foundation floor
resting directly onto soft soil which may be liable to subsidence.

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Fig- TYPES OF PILE ARRANGEMENTS FOR THIS PROJECT

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BATCHING PLANT
A concrete plant, also known as a batch plant or batching plant, is a device that combines
various ingredients to form concrete. Some of these inputs
include sand, water, aggregate (rocks, gravel, etc.), fly ash, potash, and cement. There are
two types of concrete plants: ready mix plants and central mix plants. A concrete plant can
have a variety of parts and accessories, including but not limited to: mixers (either tilt-
up or horizontal or in some cases both), cement batchers, aggregate batchers, conveyors,
radial stackers, aggregate bins, cement bins, heaters, chillers, cement silos, batch plant
controls, and dust collectors (to minimize environmental pollution).
WORKING OF BATCHING PLANT:
The design includes multiple containers that separately transport all the elements necessary
for the production of concrete, or any other mixture, at the specific job site. In this way, the
operator can produce exactly what he wants, where he wants and in the quantity he wants
through the use of an on-board computer. Once production is started, the various
components enter the mixer in the required doses and the finished mixed product comes
out continuously ready for final use. It is also suitable for the recovery of materials destined
for landfill disposal, such as cement mixtures regenerated from masonry rubble.

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The mobile batching plant is easy to transport. It can be fixed-mounted on a truck, mounted
on a truck with tipping box or mounted on an interchangeable cradle.
Fig- Batching and pouring into transit mixer

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TESTS ON CEMENT
TEST ON CEMENT CONSISTENCY
AIM
To determine the quantity of water required to produce a cement paste of standard
consistency as per IS: 4031 (Part 4) - 1988.
PRINCIPLE
The standard consistency of a cement paste is defined as that consistency which will permit
the Vicat plunger to penetrate to a point 5 to 7mm from the bottom of the Vicat mould.
APPARATUS
• Vicat apparatus conforming to IS: 5513 - 1976
• Balance, whose permissible variation at a load of 1000g should be +1.0g
• Gauging trowel conforming to IS: 10086 - 1982
PROCEDURE
• Weigh approximately 400g of cement and mix it with a weighed quantity of water. The time
of gauging should be between 3 to 5 minutes.
• Fill the Vicat mould with paste and level it with a trowel.
• Lower the plunger gently till it touches the cement surface.
• Release the plunger allowing it to sink into the paste.
• Note the reading on the gauge.
• Repeat the above procedure taking fresh samples of cement and different quantities of
water until the reading on the gauge is 5 to 7mm.
REPORTING OF RESULTS
Express the amount of water as a percentage of the weight of dry cement to the first place
of decimal.
Fig- Vicat’s Apparatus

25
INITIAL AND FINAL SETTING TIME
AIM
To determine the initial and the final setting time of cement as per IS: 4031 (Part 5) - 1988.
APPARATUS
• Vicat apparatus conforming to IS: 5513 - 1976
• Balance, whose permissible variation at a load of 1000g should be +1.0g
• Gauging trowel conforming to IS: 10086 - 1982
PROCEDURE
• Prepare a cement paste by gauging the cement with 0.85 times the water required to give a
paste of standard consistency 24
• Start a stop-watch, the moment water is added to the cement.
• Fill the Vicat mould completely with the cement paste gauged as above, the mould resting
on a non-porous plate and smooth off the surface of the paste making it level with the top of
the mould. The cement block thus prepared in the mould is the test block.
INITIAL SETTING TIME
Place the test block under the rod bearing the needle. Lower the needle gently in order to
make contact with the surface of the cement paste and release quickly, allowing it to
penetrate the test block. Repeat the procedure till the needle fails to pierce the test block to
a point 5.0±0.5mm measured from the bottom of the mould. The time period elapsing
between the time, water is added to the cement and the time, the needle fails to pierce the
test block by 5.0±0.5mm measured from the bottom of the mould, is the initial setting time.
FINAL SETTING TIME
Replace the above needle by the one with an annular attachment. The cement should be
considered as finally set when, upon applying the needle gently to the surface of the test
block, the needle makes an impression therein, while the attachment fails to do so. The
period elapsing between the time, water is added to the cement and the time, the needle
makes an impression on the surface of the test block, while the attachment fails to do so, is
the final setting time.
The results of the initial and the final setting time should be reported to the nearest five
minutes.

26
TESTS ON AGGREGATES
SIEVE ANALYSIS
AIM
To determine the particle size distribution of fine and coarse aggregates by sieving as per IS:
2386 (Part I) - 1963.
PRINCIPLE
By passing the sample downward through a series of standard sieves, each of decreasing size
openings, the aggregates are separated into several groups, each of which contains
aggregates in a particular size range.
APPARATUS
• A set of IS Sieves of sizes - 80mm, 63mm, 50mm, 40mm, 31.5mm, 25mm, 20mm, 16mm,
12.5mm, 10mm, 6.3mm, 4.75mm, 3.35mm, 2.36mm, 1.18mm, 600µm, 300µm, 150µm and
75µm
• Balance or scale with an accuracy to measure 0.1 percent of the weight of the test sample
PROCEDURE
• The test sample is dried to a constant weight at a temperature of 110 + 5o
C and weighed.
• The sample is sieved by using a set of IS Sieves, on completion of sieving, the material on
each sieve is weighed.
• Cumulative weight passing through each sieve is calculated as a percentage of the total
sample weight.
• Fineness modulus is obtained by adding cumulative percentage of aggregates retained on
each sieve and dividing the sum by 100.
The results should be calculated and reported as:
• the cumulative percentage by weight of the total sample
• The percentage by weight of the total sample passing through one sieve and retained on the
next smaller sieve, to the nearest 0.1 percent.

27
WATER ABSORPTION
AIM
To determine the water absorption of coarse aggregates as per IS: 2386 (Part III) - 1963.
APPARATUS
• Wire basket - perforated, electroplated or plastic coated with wire hangers for suspending it
from the balance
• Water-tight container for suspending the basket
• Dry soft absorbent cloth - 75cm x 45cm (2 nos.)
• Shallow tray of minimum 650 sq.cm area
• Air-tight container of a capacity similar to the basket
• Oven
PROCEDURE
• The sample should be thoroughly washed to remove finer particles and dust, drained and
then placed in the wire basket and immersed in distilled water at a temperature between 22
and 32o
C.
• After immersion, the entrapped air should be removed by lifting the basket and allowing it
to drop 25 times in 25 seconds. The basket and sample should remain immersed for a period
of 24 + 1⁄2 hrs aŌerwards.
• The basket and aggregates should then be removed from the water, allowed to drain for a
few minutes, after which the aggregates should be gently emptied from the basket on to
one of the dry clothes and gently surface-dried with the cloth, transferring it to a second dry
cloth when the first would remove no further moisture. The aggregates should be spread on
the second cloth and exposed to the atmosphere away from direct sunlight till it appears to
be completely surface-dry. The aggregates should be weighed (Weight 'A').
• The aggregates should then be placed in an oven at a temperature of 100 to 110oC for
24hrs. It should then be removed from the oven, cooled and weighed (Weight 'B').
Water absorption = [(A-B)/B] x 100%

TESTS ON FRESH CONCRETE
SLUMP TEST
AIM
To determine the workability of fresh concrete by slump test as per IS: 1199
APPARATUS
• Slump cone
• Tamping rod
PROCEDURE
• The internal surface of the mould is thoroughly cleaned and applied with a light coat of oil.
• The mould is placed on a smooth, horizontal, rigid and non
• The mould is then filled in four layers with freshly mixed concrete, each approximately to
one-fourth of the height of the mould.
• Each layer is tamped 25 times by the rounded e
distributed evenly over the cross
• After the top layer is rodded, the concrete is struck off the level with a trowel.
• The mould is removed from the concrete immediately by raising it slowly in the vertical
direction.
• The difference in level between the height of the mould and that of the highest point of the
subsided concrete is measured.
• This difference in height in mm is the slump of the concrete.
The slump measured should be recorded i
test. Any slump specimen that collapses or shears off laterally gives incorrect result and if
this occurs, the test should be repeated with another sample. If in the repeat test also, the
specimen shears, the slump should be measured and the fact that the specimen sheared,
should be recorded.
TESTS ON FRESH CONCRETE
orkability of fresh concrete by slump test as per IS: 1199
The internal surface of the mould is thoroughly cleaned and applied with a light coat of oil.
The mould is placed on a smooth, horizontal, rigid and non- absorbent surface.
The mould is then filled in four layers with freshly mixed concrete, each approximately to
fourth of the height of the mould.
Each layer is tamped 25 times by the rounded end of the tamping rod (strokes are
distributed evenly over the cross- section).
After the top layer is rodded, the concrete is struck off the level with a trowel.
The mould is removed from the concrete immediately by raising it slowly in the vertical
The difference in level between the height of the mould and that of the highest point of the
subsided concrete is measured.
This difference in height in mm is the slump of the concrete.
The slump measured should be recorded in mm of subsidence of the specimen during the
lump should be measured and the fact that the specimen sheared,
28
orkability of fresh concrete by slump test as per IS: 1199 - 1959.
The internal surface of the mould is thoroughly cleaned and applied with a light coat of oil.
absorbent surface.
The mould is then filled in four layers with freshly mixed concrete, each approximately to
nd of the tamping rod (strokes are
After the top layer is rodded, the concrete is struck off the level with a trowel.
The mould is removed from the concrete immediately by raising it slowly in the vertical
The difference in level between the height of the mould and that of the highest point of the
n mm of subsidence of the specimen during the
lump should be measured and the fact that the specimen sheared,

29
OPTIMUM MOISTURE CONTENT AND MAXIMUM DRY DENSITY TEST
APPARATUS
The apparatus used is:-
• Cylindrical metal mould – it should be either of 100mm dia. and 1000cc volume or 150mm
dia. and 2250cc volume and should conform to IS: 10074 – 1982.
• Balances – one of 10kg capacity, sensitive to 1g and the other of 200g capacity, sensitive to
0.01g
• Oven – thermostatically controlled with an interior of non-corroding material to maintain
temperature between 105 and 110o C
• Steel straightedge – 30cm long
• IS Sieves of sizes – 4.75mm, 19mm and 37.5mm
PREPARATION OF SAMPLE
A representative portion of air-dried soil material, large enough to provide about 6kg of
material passing through a 19mm IS Sieve (for soils not susceptible to crushing during
compaction) or about 15kg of material passing through a 19mm IS Sieve (for soils susceptible
to crushing during compaction), should be taken. This portion should be sieved through a
19mm IS Sieve and the coarse fraction rejected after its proportion of the total sample has
been recorded. Aggregations of particles should be broken down so that if the sample was
sieved through a 4.75mm IS Sieve, only separated individual particles would be retained.
PROCEDURE TO DETERMINE THE MAXIMUM DRY DENSITY AND THE
OPTIMUM MOISTURE CONTENT OF SOIL
1. Soil not susceptible to crushing during compaction - A 5kg sample of air-dried soil passing
through the 19mm IS Sieve should be taken. The sample should be mixed thoroughly with a
suitable amount of water depending on the soil type (for sandy and gravelly soil – 3 to 5%
and for cohesive soil – 12 to 16% below the plastic limit). The soil sample should be stored in
a sealed container for a minimum period of 16hrs.
• The mould of 1000cc capacity with base plate attached, should be weighed to the nearest 1g
(W1). The mould should be placed on a solid base, such as a concrete floor or plinth and the
moist soil should be compacted into the mould, with the extension attached, in five layers of
approximately equal mass, each layer being given 25 blows from the 4.9kg rammer dropped
from a height of 450mm above the soil. The blows should be distributed uniformly over the
surface of each layer. The amount of soil used should be sufficient to fill the mould, leaving
not more than about 6mm to be struck off when the extension is removed. The extension
should be removed and the compacted soil should be levelled off carefully to the top of the
mould by means of the straight edge. The mould and soil should then be weighed to the
nearest gram (W2).
• The compacted soil specimen should be removed from the mould and placed onto the
mixing tray. The water content (w) of a representative sample of the specimen should be
determined.
• The remaining soil specimen should be broken up, rubbed through 19mm IS Sieve and then
mixed with the remaining original sample. Suitable increments of water should be added
successively and mixed into the sample, and the above operations i.e.
• The last few steps should be repeated for each increment of water added. The total number
of determinations made should be at least five and the moisture contents should be such
that the optimum moisture content at which the maximum dry density occurs, lies within
that range.
2. Soil susceptible to crushing during compaction – Five or more 2.5kg samples of air-dried soil
passing through the 19mm IS Sieve, should be taken. The samples should each be mixed

30
thoroughly with different amounts of water and stored in a sealed container as mentioned
in before.
• Compaction in large size mould – For compacting soil containing coarse material upto
37.5mm size, the 2250cc mould should be used. A sample weighing about 30kg and passing
through the 37.5mm IS Sieve is used for the test. Soil is compacted in five layers, each layer
being given 55 blows of the 4.9kg rammer. The rest of the procedure is same as above.
Bulk density γ in g/cc of each compacted specimen should be calculated from the equation,
γ = (W2-W1)/ V where, V = volume in cc of the mould. The dry density γd in g/cc
γd = 100γ/(100+w)
The dry densities, γd obtained in a series of determinations should be plotted against the
corresponding moisture contents, w. A smooth curve should be drawn through the resulting
points and the position of the maximum on the curve should be determined. The dry density
in g/cc corresponding to the maximum point on the moisture content/dry density curve
should be reported as the maximum dry density to the nearest 0.01. The percentage
moisture content corresponding to the maximum dry density on the moisture content/dry
density curve should be reported as the optimum 31 moisture content and quoted to the
nearest 0.2 for values below 5 percent, to the nearest 0.5 for values from 5 to 10 percent
and to the nearest whole number for values exceeding 10 percent.

31
CASTING YARD
Casting yard is a confined place where all the concrete structures like segments, parapets, I-
girders/beams, boundary wall panels, cable troughs etc. Re-casted/manufactured, shifted to
their stack yard, cured for the specific period/days and then shifted to the working
site/viaduct after they gain their required strength.
REQUIREMENTS OF A CASTING YARD
Site for any Casting Yard should be easily accessible from all site locations.
Land should be available from 25 Acres to 40 Acres for establishing a casting yard.
Approach Road leading to Casting Yard should be easily identified.
Good Environmental conditions. • It should not more than 3 to 4 kms from working site.
Proper Drinking Water facilities for Engineers, Supervisors & Labours.
Canteen facilities for the staff & Labours.
Medical treatment Centre in case of emergency.
CASTING METHODS
• Long-Line Method
• Short Line Method
Long Line Method
All segments of a span are manufactured on a fixed bed with the formwork moving along the
bed for successive casting operation.
Shows profile of real structure at one time.
Pier segment is cast first between the fixed bulkhead and the removable formwork, then the
segments.
Short Line Method
It is a match casting process.
Stationary forms are used next to the previously cast segment in order to get a
homogeneous perfect fitting match-cast joint.
BATCHING & RAW MATERIAL: M50 concrete:-
Cement (OPC grade 53)
Fly Ash (Maximum 30% of cement)
Water (between 0.1 & 0.4)
Admixture (SP-430, SP-432)
Fine aggregate
Coarse aggregates of 10mm & 20mm size
BATCHING PROCEDURE
Batching plant may be of manually operated type or may be operated with the help of
computer aided software.
The quantities are filled in the computer and start key is pressed, the sensors provided near
the gates get into action and according to the load scale value, that much quantity of sand,
10mm aggregates, & 20mm aggregates are filled in a bucket.

32
When the required quantity of the aggregates is filled the gates get closed automatically and
the bucket is pulled up.
QUALITY CONTROL SURVEY PROCEDURES
Initial Set Up Survey - required for formwork setting and getting the match cast segment in
“rough” position
Final Set Up Survey - required for final adjustments of the match cast segment and small
adjustments to the formwork once the forms have been closed up to final position
As Cast Survey - required to obtain “as cast” data on the segment used to determine the
positioning of the segment in the “match cast” position
Inputting Data – required for geometry control for the for the next segment to be cast.
TEST OF CONCRETE FOR ORDINARY CONCRETE
Slump test
Setting time test - Initial setting time and Final setting time
Compressive strength test
Flow test
V-funnel test
L box test
PRECAST VS. CAST IN SITU CONCRETE
Precast High Quality Control Cast in place Less Quality Control Casting cannot be delayed
due to weather It may be delayed. conditions Controlled pour conditions, strict quality
control measures and factory strength testing ensure pre-cast concrete strength and
durability specifications. Uncontrolled factors can decrease the strength and durability of
freshly poured concrete. Flexibility to make changes to structure right up until the minute
the concrete is poured in the form Last minute changes are difficult to make and cost money

33
CASTING OF SEGMENT
• Casting bed
Casting of segment is done on casting bed after placing reinforcement cage by gantry crane.
• Mould or shuttering
Steel moulds are used for shaping the reinforcement cage so as to achieve the desired shape
of the segment.

34
• Ducts
They are provided in order to facilitate the passage of tendons for post tensioning of the
segments.

35
PIER AND PIER CAP
PIER:
A pier is an Upright support for the superstructure or the segment. It transfers the load
taken by the segment down to pile cap. It is situated under the pier cap over the pile cap.
The concrete used for the construction of normal pier is of grade M40. The different types of
pier used for various spans are
PIER CAP:
Pier cap can be defined as structural element that transfer the loads from the super-
structural elements, i.e from the segment to the sub-structure elements i.e to the pier
located at the junction of two spans. The concrete used for constructing a pier cap is of
Grade M40.
SHEAR BLOCK:
It is situated on the top of Pier cap. It is mainly used for joining a group of segment of a span
by tendon. Dimension of shear block used in this project is 1000×1150 mm. The concrete
used in shear block is of Grade M40.
PEDESTAL BLOCK:
It is situated over the Pier cap over which Segment is placed. Its top surface is rough for
Bearing. Dimension of pedestal block used in this project is 800mm×800mm. The concrete
used in pedestal is of Grade M60.
PIER FOUNDATION
It is a grid system of girders (beams), piers, and footings used in construction to elevate the
superstructure above the ground plane or grade. The piers serve as columns for the
superstructure.
Pier
Based on shape
Circular pier Double D pier
Based on support system
Centric pier Cantilever pier Portal pier

36
Fig- Fixing of reinforcement cage of Pier

37
Fig- Shuttering (left) and curing (right) of pier

39
SEGMENT LAUNCHING
In the site ANV1, Launching is done by BRIDGECON LAUNCHER. It consists of
EOT Crane
Plate girder
Trusses
Noses
Trolley
For 28 metres span arrangement of segment are as follows:
S1F S2F S3F S4F S5F S5R S4R S3R S2R S1R
For 31 metres span arrangement of segments are as follows:
S1F S2F S3F S4F S5F S6 S5R S4R S3R S2R S1R
The sequence of construction is similar to traditional concrete bridge building, i.e., build the
support towers (columns), build the temporary falsework, build the deck, and perform finish
work.
There are two types of launching girder:-
Over slung launching girder
Under slung launching girder
THE PRINCIPAL STEPS ARE AS FOLLOWS:
The support towers may be built segmentally. Often this is accomplished using "slip-form"
construction, where the falsework moves (slips) upward following sequential concrete
"pours." The falsework uses the newly constructed concrete as the basis for moving upward.
After the towers are built, a superstructure is built atop the towers. This superstructure
serves as the "launching" point for building the deck. (The deck is often built in both
directions away from the tower, simultaneously.)

40
The deck is now constructed sequentially, beginning at the tower, one section at a time.
In pre-cast bridges, the concrete segment is constructed on the ground, and then
transported and hoisted into place. As the new segment is suspended in place by the crane,
workers install steel reinforcing that attaches the new segment to preceding segments. Each
segment of the bridge is designed to accept connections from both preceding and
succeeding segments.

41
The process in step 3 is repeated until the span is completed.
The glue used in fixing the segments together is Sikadur 31 SBA 02.

42
POST TENSIONING OPERATION IN PRE-STRESS CONCRETE:
CASTING OF CONCRETE FOR
SEGMENTS
PLACEMENT OF TENDONS
PLACEMENT OF THE
ANCHORAGE BLOCK AND JACKS
APPLY TENSION TO THE
TENDONS
SEATING OF THE WEDGES
CUTTING OF THE TENDONS

43
ANCHORING DEVICE
In post-tensioned members the anchoring devices transfer the prestress to the concrete.
The devices are based on the following principles of anchoring the tendons.
1) Wedge action
2) Direct bearing
3) Looping the wires
WEDGE ACTION
The anchoring device based on wedge action consists of an anchorage block and wedges.
The strands are held by frictional grip of the wedges in the anchorage block. Some examples
of systems based on the wedge-action are Freyssinet, Gifford-Udall, Anderson and Magnel-
Blaton anchorages. The following figures show some patented anchoring devices.
• Direct bearing
The rivet or bolt heads or button heads formed at the end of the wires directly bear against
a block. The B.B.R.V post-tensioning system and the Prescon system are based on this
principle. The following figure shows the anchoring by direct bearing.

44
SEQUENCE OF ANCHORING
The following figures show the sequence of stressing and anchoring the strands. The photo
of an anchoring device is also provided.
HYDRAULIC JACKS
The working of a jack and measuring the load were discussed in Section 1.3, “Pretensioning
Systems and Devices”. The following figure shows an extruded sketch of the anchoring
devices.

45
• Grouting equipment
Grouting can be defined as the filling of duct, with a material that provides an anti-corrosive
alkaline environment to the pre-stressing steel and also a strong bond between the tendon
and the surrounding grout.
The major part of grout comprises of water and cement, with a water-to-cement ratio of
about 0.5, together with some water-reducing admixtures, expansion agent and pozzolans.
The following figure shows grouting equipment, where the ingredients are mixed and the
grout is pumped.
After tensioning the pre-stressing cables and properly gluing the duct joints, the cable ducts
are pressure grouted by medium power concrete pumps in order to prevent future losses of
tension by bearing as well as protecting the cable from corrosion.

46
PARAPET LAUNCHING:
It is done in the same way as segment but it is launched on both side of each segment
to prevent users from falling off where there is a drop. They may also be meant to restrict
views, to prevent rubbish passing below, and to act as noise barrier.

47
ENVIRONMENT, HEALTH & SAFETY
The provisions of the Occupational Health and Safety Regulation are intended to minimize or
eliminate occupational hazards and provide employees with safe workplaces as much as
possible. Accidents do happen, however, and each workplace must have the necessary
facilities and personnel to deal with them. The facilities and personnel required will depend
on the hazards and number of employees found at a particular site.
HSE RULES & REGULATIONS:
a) Remove/Repair/Report any unsafe act/condition immediately
b) Promptly record/report all injuries/near miss accidents to the HSE department
c) Always use, care and be responsible for your PPE
d) Maintain dress code as per the site requirements. Avoid loose clothes.
e) Never operate/repair any machinery, without proper knowledge of operating procedure and
without proper authorization.
f) Never start any activity without proper work permit.
g) Never use defective tools or equipment. Report/replace immediately.
h) Use all lifting tools and tackles within their safe working load.
i) Practice good housekeeping at your work spot.
j) Reduce waste, minimize pollution, and conserve natural resources.
k) Analyse and mitigate occupational health hazard and provide adequate controls.
l) Smoking is strictly prohibited at the work place.
m) Being under the influence of intoxicating beverage or illegal drugs while on the job is strictly
prohibited.
n) Participate in the promotional activities conducted by the HSE Department.
o) Be a Role Model and encourage your subordinates to follow HSE rules.
SAFETY MEASURES
Use of personal protective equipment (PPE) relevant to site activities:
• Safety helmets
• Shoes
• Light reflecting jackets
Road safety inside project (Safety in road side excavation) to be followed:
Relevant signboards to be displayed at the work area.
Necessary flagmen to be provided to divert the traffic and evacuate the public at blasting
area.
Speed limit of Trucks, Department Vehicles and Trailers is limited to maximum speed of 20
KMPH
The drivers should have valid Driving license from the competent authority and all th
vehicles should have reverse horns.
The vehicles / Earth Moving Equipment should possess the fitness certificates before to be
engaged at site.

48
WORKER WELFARE AND HEALTH NORMS:
Medical check-up of workers to be done along with screening process.
Providing of clean and safe drinking water.
Ensuring availability of medical check-up at regular intervals.
Education and training the workers on various Environment, Health and Safety aspects
related to workers.
Keeping the workers informed and updated with the recent developments in PPE
ABOVE ALL IT IS ALWAYS TO BE REMEMBERED THAT ONE’S SAFETY IS HIS OWN
RESPONSIBILITY.

49
CONCLUSION
The report gives the summarized details of work done by AFCONS INFRASTRUCTURE
LIMITED for the RVNL New Garia- Dumdum Airport Elevated Viaduct METRO Project of ANV3
based on observations of the site within the tenure of my training.
Working with the official members at the site as well as at the office was wonderful
experience that will help me in my future. Not only at the Office, but also at the Site, I gained
valuable practical knowledge. Our team of trainees received a lot of cooperation from
everyone at the office as well as at the site. Safety measures were taken care of properly.
Coordination between members is one of the most important factor by which faults and
accidents were prevented.
Our team of trainees
THANK YOU!

50
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