summer training report in L&T construction

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WINTER INTERNSHIP REPORT
(23/09/2016 -31/01/2017)
Submitted by: - Submitted To: -
Manish Meena Mr. Satendra Kumar Saxena
3rd
Year Student Project Manager
Department of Civil Engineering, Pkg-05
Poornima university, Jaipur(Raj.)

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INDEX
__________________________________________________
S no. Contents Page no.
1 Acknowledgement 3
2 Introduction 4
3 Project Details 7
4 QA/QC Department 13
5 Pre-cast Yard 31
6 Major Bridge 42
7 Key Learning 52
8 Conclusion 55

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About Industry/ Organization
Introduction
Larsen & Toubro is a major technology, engineering, construction, manufacturing and
financial services conglomerate, with global operations. L&T addresses critical needs in key
sectors - Hydrocarbon, Infrastructure, Power, Process Industries and Defence - for customers
in over 30 countries around the world.
L&T is engaged in core, high impact sectors of the economy and our integrated capabilities
span the entire spectrum of ‘design to deliver’. With over 7 decades of a strong, customer
focused approach and a continuous quest for world-class quality, we have unmatched
expertise across Technology, Engineering, Construction, Infrastructure Projects and
Manufacturing, and maintain a leadership in all our major lines of business.
Every aspect of L&T's businesses is characterised by professionalism and high standards of
corporate governance. Sustainability is embedded into our long-term strategy for growth.
The Company’s manufacturing footprint extends across eight countries in addition to India.
L&T has several international offices and a supply chain that extends around the globe
Quality Policy
Quality management at L&T begins with a company-wide drive to improve customer
satisfaction by supporting the customers' business goals. Effective processes are developed
for everything from research, development and product implementation, to sales and
customer support. The objective is to create high-quality products and services and
implement on going improvements that will meet or exceed customer needs.
L&T is committed to continuous improvement of its business processes by implementing
globally accepted standards such as ISO 9001:2008, ISO 14000: 2004 and OHSAS
18001:2007. The Company's operating sites implement the appropriate quality policies
dependent upon locations, types of products or services provided and prevailing regulatory
requirements.
L&T and its employees are committed to protecting the environment and the health & safety
of fellow employees, customers, and the public by adhering to stringent regulatory and
industry standards across all facilities, encouraging pollution prevention, and striving towards
continual improvement.
Business area of the company includes:
• Turnkey Projects
• Construction
• Engineered Products & Systems
• Electrical & Electronic Products & Systems
• IT & Engineering Services
• Machinery Valves & Industrial Consumables
• Financial Services

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• Shipbuilding
Divisions:
• Engineering & Construction Projects (E&C)
• Heavy Engineering (HED)
• Engineering Construction & Contracts (ECC)
• Electrical & Electronics (EBG)
• Machinery & Industrial Products (MIPD)
• Information Technology & Engineering Services
WORK CULTURE
Work Culture emphasises:
• Freedom to experiment
• Continuous learning and training
• Transparency
• Quality in all aspects of work
• Rewards based on performance and potential
VISION
L&T shall be professionally managed Indian multinational committed to total
customer satisfaction and enhancing shareholder value. L&T shall be an
innovative
entrepreneurial and empowered team constantly creating value and attaining
global
benchmarks. L&T shall foster a culture of caring trust and continuous learning
while
meeting expectations of employees, stakeholders and society
MISSION
To achieve excellence in the field of Engineering, Procurement and
Construction
through world class practice and standards in quality, Safety and Project
Management.

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PROJECT DETAILS
PROJECT –
Western Dedicated Freight Corridor Project (Civil, Building, & Track Works for 626 km
Double Railway line from Rewari – Iqbalgarh Section
Client
Dedicated Freight Corridor Corporation of India Limited (DFCCIL) SPV set-up under the
administrative control of Ministry of Railways
Contractor
Sojitz - L&T Consortium
Project Duration
208 Weeks
Specialized Agencies
Design - L&T Ramboll
Track work - Harsco Rail USA
Total Cost of project
42000 crore
(Rewari – Iqbalgarh Section cost
6000 crore)
Track Length
1388 TKM
Route Length
626 km
Bridges
1342 Nos.
Junction & Crossing Stations
20 Nos.

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BRIEF INTRODUCTION OF PROJECT
Western Dedicated Freight Corridor Project
Logistic management is going through a sea-change with India’s largest and the first-of-its-
kind project in the rail sector to augment the rail infrastructure to increase share in rail freight
market by offering customers, a guaranteed, faster transit at economic tariff. Dedicated
Freight Corridor Corporation of India Limited (DFCCIL) - a Special Purpose Vehicle set-up
under the administrative control of Ministry of Railways is undertaking planning and
development, mobilization of financial resources and construction, maintenance and
operation of Dedicated Freight Corridors connecting different states of the country. In the
first phase, DFCCIL will be constructing two corridors - the Western Dedicated Freight
Corridor (WDFC) and Eastern Dedicated Freight Corridor (EDFC) - spanning a total length
of about 3322 route km. The DFC project on the Western and Eastern routes is one of the
most ambitious projects that Indian Railways has ever taken up and once completed, would
meet the transport requirements of the two busy trunk routes for the next 15 to 20 years.
The WDFC (1483 km) will be from Jawaharlal Nehru Port (JNPT) in Mumbai to
Tughlakabad and Dadri near New Delhi and would cater largely to the container transport
requirements between the existing and emerging ports in Maharashtra and Gujarat and passes
through the states of Haryana and Rajasthan
Sojitz - L&T Consortium (WDFC: Rewari - Iqbalgarh Section)
A part of the Western Dedicated Freight Corridor has been secured by a consortium of Sojitz
Corp., Japan and Larsen and Toubro Limited, India. Sojitz Corporation, a general trading
company conducts its operations in about 50 countries through 505 consolidated subsidiaries
and affiliated companies all over the world. Sojitz’ business activities are wide-ranging
encompassing machinery, aerospace, energy and mineral resources, chemicals and plastics,
etc.
L&T, India’s largest engineering, technology, construction and manufacturing organization
has established itself as a unique service provider delivering turnkey solutions for all types of
railway projects. The Railway Strategic Business Group of L&T has taken the lead in rail
construction by introducing pioneering techniques, resulting in execution of projects with
innovation, quality and speed. The combination of the distinct strengths of these two
companies will help create one of the fi nest rail infrastructures in the country.
The EPC order involves construction of 626 km of a double track corridor from Rewari in
Haryana to Iqbalgarh in Gujarat, via Rajasthan, spanning three states. This is the country’s
largest project awarded so far in the rail sector and the first-of-its-kind in India.
Comprehensive solutions from industry leaders
The scope of work includes construction of 1388 track km (excluding turnouts) of railway
line, 1342 bridges, and 20 stations along with supply of all associated equipment. This project
will be executed using mechanized means of track linking and employing the latest
technology and advanced construction methodologies in railway construction
Design - The fountainhead of innovation
Dedicated Freight Corridors are proposed to adopt world-class and state-of-the-art
technology. Significant improvements are being incorporated in the existing carrying

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capacity by modifying basic design features. The permanent way will be constructed with
significantly
higher design features that will enable it to withstand heavier loads at higher speeds.
Simultaneously, in order to optimise productive use of the right of way, dimension of the
rolling stock is proposed to be enlarged. Both these improvements will allow longer and
heavier trains to ply on the Dedicated Freight Corridors. The track will be designed for 25 t
axle load to run double stack containers dedicated for freight and 32.5 t axle load for bridges
and embankments.
The Sojitz - L&T consortium will offer its expertise and extend its experience right from
inception reports to technical design, alignment design and track design apart from validation
of survey data, right of way and final location survey. With the geo-technical engineering
expertise gained over the years, the consortium will monitor and control earthworks right
from sub-soil, subgrade to ballast and sleepers and offer strong and supreme quality of rail
infrastructure dedicated for freight. Since the project involves significant major bridges,
various parameters have been taken into consideration for design of special launching and
erection techniques.

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Project Management - Charting the way to quality and speed
The Sojitz - L&T Consortium envisions using the latest technology in rail construction. Key
components sourced through specialist international vendors / subcontractors include:
• Head Hardened Rails from Japan
• Complete Engineering Procurement and Construction by Sojitz - L&T Consortium
• New Track Construction Machine from Harsco Rail, USA
• Locomotives from India
• Permanent way components from approved RDSO (Indian) Agencies
A comprehensive strategy for speedy construction has been evolved considering every facet
of project management. Key establishments envisaged for design, construction and
commissioning include setting-up of design office in New Delhi, Project office in Jaipur,
Strategic section offices in Ajmer, Shri Madhopur and Marwar, Offices at 10 stations,18
Labour camps at Base depots, Casting yard and Stations.
Construction Methodology (Smarter ideas, faster implementation)
The DFC project will introduce numerous world-class technologies right from planning,
design, construction to the operation of the line. The laying of sleepers and tracks will be
done using state-of-the-art mechanised track laying equipment. Specialised group of track
machines will be deployed to carry out ballast tamping, ballast regulating and track
stabilisation. Even the field joints will be brought to bare minimum due to the deployment of
high capacity, robotic mobile flash butt welding machines
Advantages of mechanized track linking
• Well-regulated supply of sleepers and rails directly fed from the depot
• Higher output per hour can be achieved
• Dependency on labour is considerably reduced
• Supreme quality of execution

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Project Infrastructure
project Benefits for the Nation, Trade & Commerce and to the people of
India
• The Dedicated Freight Corridor (DFC) will contribute to India’s economic
development by freight transportation which is expected to undergo rapid growth in
the future.
• This project enables a segregated electrified line for freight, parallel to the existing
railway line. This indirectly allows the passenger trains to move faster in the existing
lines.
• This line will allow double-stack with a height of 7.1 m through wider tracks of 3.6 m
that allow longer train lengths of 1500 m that can travel at a faster rate of 100 kmph.
For the industry this means, reduced unit cost of transportation as DFC provides rail
infrastructure to carry higher throughput per train.
• The route will also have lesser stations that fall only once every 30 - 40 km. The
entire corridor is expected to offer more axle load and an increased overall freight

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train load by 3.5 times the current capacity. Again for the industry, this means a
guaranteed, faster transit at an economic tariff.
• Apart from improving the overall transport efficiency of the national network, DFC
will help accelerate the nation-wide economic development as well as improve the
environment. Transportation of goods through DFC will consume less energy when
compared to truck mode and the gas emission is completely avoided along the DFC
alignment.
• With the increase of trade and industrial development along the DFC, there will be an
increase in employment opportunities of the region.
• DFC will also improve and expand the market for agricultural produce, forestry and
fisheries of the regions as the speedy and improved transportation mode will help
shrink distances connecting the supply and demand points.

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QUALITY ASSURANCE & QUALITY CONTROL
DEPARTMENT
Quality is the key component which propels performance and defines leadership traits. At
L&T Construction, Quality Standards have been internalised and documented in Quality
Assurance manuals. L&T Construction recognizes the crucial significance of the human
element in ensuring quality. Structured training programmes ensure that every L&T
employee is conscious of his/her role and responsibility in extending L&T Construction’s
tradition of leadership through quality. A commitment to safety springs from a concern for
the individual worker – every one of the thousands braving the rigours of construction at
numerous project sites. L&T, Buildings & Factories IC has a well-established and
documented Quality Management System (QMS) and is taking appropriate steps to improve
its effectiveness in accordance with the requirements of ISO 9001:2008. Relevant procedures
established clearly specify the criteria and methods for effective operation, control and
necessary resources and information to support the operation and monitoring of these
processes.
QUALITY IMPLEMENTATION AT SITE
L&T, Buildings & Factories IC has established procedure for monitoring, measuring and
analysing of these processes and to take necessary actions to achieve planned results and
continual improvement of these processes. It has also maintained relevant procedures to
identify and exercise required control over outsourced processes, if any. Systems and
procedures have been established for implementing the requisites at all stages of construction
and they are accredited to the International standards of ISO 9001:2008, ISO 14001:2004 and
OHSAS 18001:2007. L&T continues to maintain the trail blazing tradition of meeting the
stringent quality standards and adherence to time schedules in all the projects.
PROJECT QUALITY PLAN (PQP)
The Project Quality Plan is prepared and formulated as a Management Summary of Quality
related activities required to meet the terms of contract. This Quality plan sets out the
Management practices and describes the Quality Management System based on PDCA (Plan,
Check, Do and Act) Principle.
PURPOSE:
This Project Quality Plan is prepared and formulated as a Management Summary of Quality
related activities required to meet the terms of contract. This Quality plan sets out the
Management practices and describes the Quality Management System.

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TESTS 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
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
VICAT APPARATUS
PROCEDURE
1. 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.
2. Fill the Vicat mould with paste and level it with a trowel.
3. Lower the plunger gently till it touches the cement surface.
4. Release the plunger allowing it to sink into the paste.
5. Note the reading on the gauge.
6. Repeat the above procedure taking fresh samples of cement and different
7. quantities of water until the reading on the gauge is 5 to 7mm.

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REPORTING OF RESULTS
Express the amount of water as a percentage of the weight of dry cement to the first place of
decimal.
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 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.

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SOUNDNESS OF CEMENT BY LE-CHATELIERS METHOD
AIM
To determine the soundness of the cement sample
PRINCIPLE
In the soundness test a specimen of hardened cement paste is boiled for a fixed time so that
any tendency to expand is speeded up and can be detected. Soundness means the ability to
resist volume expansion.
APPARATUS
IS:4031(Part 3):1988-Methods of physical tests for hydraulic cement by le-chateliers
apparatus.
PROCEDURE
1. Before commencing setting time test, do the consistency test to obtain the water required
to give the paste normal consistency (P).
2. Prepare a paste by adding 0.78 times the water required to give a paste of standard
consistency (i.e. 0.78P).
3. Lightly oil the Le-chatelier mould and place it on a lightly oiled glass sheet.
4. Fill the mould with the prepared cement paste. In the process of filling the mould keep
the edge of the mould gently together.
5. Cover the mould with another piece of lightly oiled glass sheet, place a small weight on
this covering glass sheet.
6. Submerge the whole assembly in water at a temperature of 27 ± 20
C and keep there for
24 hours.
7. Remove the whole assembly from water bath and measure the distance separating the
indicator points to the nearest 0.5 mm.
8. Again submerge the whole assembly in water bath and bring the temperature of water
bath to boiling temperature in 25 to 30 minutes. Keep it at boiling temperature for a
period of 3 hours.
9. After completion of 3 hours, allow the temperature of the water bath to cool down to
room temperature and remove the whole assembly from the water bath.
10. Measure the distance between the two indicator points to the nearest 0.5 mm.

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FINENESS OF CEMENT
AIM
To Determine the Fineness of Cement as per IS:4031(Part 1)
PRINCIPLE
Fineness of cement is measured by sieving it on standard sieve. The proportion of cement of
which the grain sizes are larger than the specified mesh size is thus determined
APPARATUS
90-micron mesh, Glass rod, stoppered jar, pan, lid
PROCEDURE
1. Agitate the sample of cement to be tested by shaking for 2 minutes in a stoppered jar to
disperse agglomerates. Stir the resulting powder gently using a clean dry rod in order to
distribute the fines throughout the cement.
2. Attach a pan under the sieve to collect the cement passing the sieve.
3. Weigh approximately 100g of cement to the nearest 01 g and place it on the sieve. Fit
the lid over the sieve.
4. Agitate the sieve by swirling, planetary and linear movement until no more fine material
passes through it.
5. Remove and weigh the residue.
Calculate the residue of cement in %, expressed to the nearest 0.1%.

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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
1. 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
2. Balance or scale with an accuracy to measure 0.1 percent of the weight of the test
sample
PROCEDURE
1. The test sample is dried to a constant weight at a temperature of 110 + 5oC and
weighed.
2. The sample is sieved by using a set of IS Sieves.
3. On completion of sieving, the material on each sieve is weighed.
4. Cumulative weight passing through each sieve is calculated as a percentage of the
total sample weight.

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5. 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:
1. the cumulative percentage by weight of the total sample
2. 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.
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 sample A sample not less than 2000g should be used.
PROCEDURE
1. 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 32oC.
2. 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. afterwards.
3. 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.
4. 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').
5. 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%

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AIV TEST
AIM
For determination of the aggregate impact value of coarse aggregate, which passes 12.5 mm.
IS sieve and retained on 10 mm. IS sieve.
REFERENCE STANDARDS
IS: 2386(Part IV)-1963 Methods of test for aggregate for concrete Part IV Mechanical
Properties.
EQUIPMENT & APPARATUS
 Aggregate Impact Test Machine
 Sieves (12.5mm,10mm)
 Cylindrical metal measure
 Tamping Rod
 Balance (0-10kg)
 Oven(3000
c)
PREPARATION OF TEST SAMPLE
Test sample consist of aggregate passing a 12.5mm IS sieve and retained on a 10mm IS sieve.
The aggregate to be tested is dried in oven for a period of not less than 4hours.
AIV TEST APPARUTUS

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PROCEDURE
1. The cylindrical steel cup is filled with 3 equal layers of aggregate and each layer is
tamped 25 strokes by the rounded end of tamping rod and the surplus aggregate struck
off, using the tamping rod as a straight edge.
2. The net weight of aggregate in the cylindrical steel cup is determined to the nearest gram
(WA) and this weight of aggregate is used for the duplicate test on the same material.
3. The cup is fixed firmly in position on the base of the machine and the whole of the test
sample is placed in it and compacted by a single tamping of 25 strokes of tamping rod.
4. The hammer is raised until its lower face is 380 mm. above the upper surface of the
aggregate in the cup, and allowed to fall freely onto the aggregate 15 times, each being
delivered at an interval of not less than one second.
5. The crushed aggregate is removed from the cup and sieved on 2.36 mm. IS sieve until no
further significant amount passes in one minute.
6. The fraction passing the sieve is weighed to an accuracy of 0.1 g (WB)
CALCULATION
The ratio of the weight of fines formed to the total sample weight in each test is to be
expressed as a percentage, to the first decimal place.
Aggregate impact Value = (WB / WA) × 100
AGGREGATE FLAKINESS INDEX VALUE
OBJECTIVE
For determination of flakiness index of coarse aggregate, where the size of the coarse
aggregate is larger than 6.3mm
REFERENCE STANDARDS
IS: 2386 (Part I) – 1963 – Method of test for aggregates for concrete (Part I) Particle size and
shape.
 Thickness gauge
 Sieves [63, 50, 40, 31.5, 25, 20, 16, 12.5, 10 & 6.3mm]
 Balance [0-10 kg]

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PREPARATION SAMPLE
Surface dry samples is used for the test. A minimum number of 200 pieces of any specified
fraction is required to do the test.
PROCEDURE
1. A minimum of 200 pieces of each fraction is taken and weighed.
2. In order to separate flaky materials, each fraction is then gauged individually for
thickness on a thickness gauge.
The total amount of flaky material passing the thickness gauge is weighed to an accuracy of
0.1% of the weight of sample.
REPORT
Flakiness index is reported in percentage to the nearest whole number
AGGREGATE ABRASION VALUE (Los Angeles machines)
OBJECTIVE
For determination of the aggregate abrasion value of coarse aggregate.
PREPARATION SAMPLE REFERENCE STANDARDS
IS: 2386 (Part IV)-1963 Methods of test for aggregate for concrete Part IV Mechanical
Properties.

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 Los Angeles machines
 Sieves (1.70mm)
 Cylindrical metal measure
 Tamping Rod
 Balance (0-10kg)
 Oven (3000
c)
Test sample is dried in oven for a period of four hours at a temperature of 100 to 110C
PROCEDURE
1. The required weight of test sample is selected conforming to one of the grading
mentioned in Table II of IS: 2386 (Part IV) – 1963.
2. The test sample and the abrasive charge is to be placed in the machine and rotated at a
speed of 20 to 33 rev/min.
3. For grading A, B, C & D [as per Table II of IS: 2386 (Part IV)- 1963] the machine is to
be rotated for 1000 revolutions.
4. At the completion of the test, the material is discharged from the machine and separation
of the sample is made on 1.70 mm. IS sieve.
5. The material coarser than 1.70 mm. IS sieve is washed, dried accurately weighed to the
nearest gram.
REPORT
The mean of the two results is reported to the nearest whole number as the aggregate abrasion
value of the tested material.

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SOIL TEST
LIGHT/STANDARD PROCTOR COMPACTION TEST OF SOIL
OBJECTIVE
For determination of the relation between the water content and the dry density of soils using
light compaction.
REFERENCE STANDARD
IS: 2720(Part 7)-1980- Methods of test for soils: Determination of water content-dry density
relation using light compaction.
EQUIPMENTS & APPARATUS
 Cylindrical mould & accessories [volume = 1000cm3
]
 Rammer [2.6 kg]
 Balance [1g accuracy]
 Sieves [19mm]
 Mixing tray
 Trowel
 Graduated cylinder [500 ml capacity]
 Metal container
PREPARATION SAMPLE
Obtain a sufficient quantity (10 kg) of air-dried soil and pulverize it. Take about 5 kg of soil
passing through 19mm sieve in a mixing tray.
PROCEDURE
1. 5 Kg. of soil is taken and the water is added to it to bring its moisture content to about 4
% in coarse grained soils and 8% in case of fine grained soils with the help of graduated
cylinder
2. Then the moist soil in the mould is compacted in three equal layers, each layer being
given 25 blows from the 4.89Kg rammer dropped from a height of 310 mm. above the
soil.
3. The extension is removed and the compacted soil is levelled off carefully to the top of
the mould by means of a straight edge.
4. Then the mould and soil is weighed to the nearest 1 gm.
5. The soil is removed from the mould and a representative soil sample is obtained water
content determination.
6. Steps 3 to 6 are repeated after adding suitable amount of water to the soil in an
increasing order.

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REPORT
The maximum dry density in g/cm3
is to be reported to the nearest 0.01 and the optimum moisture
content is to be reported to the nearest 0.5
CBR (CALIFORNIA BEARING RATIO) TEST
OBJECTIVE
Determination of CBR of soil either in undisturbed or Remoulded condition
REFERENCE STANDARDS
IS: 2720(Part 16)-1973- Methods of test for soils: Laboratory determination of CBR.
EQUIPMENTS / APPARATUS
 Compression machine
 Proving ring, Dial gauge, Timer
 Sampling tube
 Split mould
 Vernier calliper, Balance
CBR APPARTUS

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PROCEDURE
1. The mould containing the specimen with the base plate in position but the top face
exposed is placed on the lower plate of the testing machine.
2. Surcharge weights, sufficient to produce an intensity of loading equal to the weight of
the base material and pavement is placed on the specimen.
3. To prevent upheaval of soil into the hole of the surcharge weights, 2.5 kg annular weight
is placed on the soil surface prior to seating the penetration plunger after which the
remainder of the surcharge weight is placed.
4. The plunger is to be seated under a load of 4 kg so that full contact is established
between the surface of the specimen and the plunger.
5. The stress and strain gauges are then set to zero. Load is applied to the penetration
plunger so that the penetration is approximately 1.25 mm per minute.
6. Readings of the load are taken at penetrations of 0.0, 0.5, 1.0, 1.5, 2.0, 2.5, 4.0, 5.0, 7.5,
10.0 and 12.5 mm.
7. The plunger is then raised and the mould detached from the loading equipment.
REPORT
The CBR values are usually calculated for penetration of 2.5 mm and 5 mm. The CBR value
is reported correct to the first decimal place
FREE SWELL INDEX TEST OF SOIL
OBJECTIVE
For determination of free swell index of soils
REFERENCE STANDARD
IS: 2720(Part 40)-1985- Methods of test for soils: Determination of free swell index of soil.
EQUIPMENT / APPARATUS
 Oven (1050
C to 1100
C, min)
 Balance (0.01g accuracy)
 Sieve [425 microns]
 Graduated glass cylinder [100ml capacity]
PREPARATION SAMPLE
The soil passing 425-micron sieve is used in this test.
PROCEDURE
1. Two no. of 10 g oven dried soil specimens passing through 425 microns IS sieve is
taken.

27
2. Each soil specimen is poured in each of the two glass graduated cylinders of 100 ml.
capacity.
3. Then one cylinder is filled with kerosene oil and the other with distilled water up to the
100 ml. mark.
4. It is to be stirred with a glass rod to remove entrapped air and allowed to settle for 24
hours.
5. After completion of 24 hours the final volume of soils in each of the cylinder is read out.
REPORT
The free swell index is reported to the nearest whole number.
LIQUID LIMIT TEST OF SOIL USING CONE PENETROMETER
METHOD
OBJECTIVE
For determination of the liquid limit of soil using cone penetrometer.
REFERENCE STANDARD
IS: 2720(Part 5)-1985- Methods of test for soils: Determination of liquid and plastic limit.
 Oven
 Balance (0.01g accuracy)

28
 Sieve [425 microns]
 Cone penetrometer
PREPARATION SAMPLE
After receiving the soil sample, it is dried in air or in oven (maintained at a temperature of
600
C). If clods are there in soil sample, then it is broken with the help of wooden mallet.
SOIL PENTROMETER
PROCEDURE
1. About 150 gm. of air dried soil from thoroughly mixed portion of material passing 425
microns IS sieve is obtained.
2. Distilled water is mixed to the soil thus obtained in a mixing disc to form a uniform
paste.
3. Then the wet soil paste is transferred to the cylindrical cup of cone penetrometer
apparatus, ensuring that no air is trapped in this process.
4. Finally, the wet soil is levelled up to the top of the cup and placed on the base of the
cone penetrometer apparatus.
5. The penetrometer is so adjusted that the cone point just touches the surface of the soil
paste in the cup and the initial ready is to be taken.
6. The vertical clamp is then released allowing the cone to penetrate into soil paste under
its own weight for 5 seconds. After 5 seconds the penetration of the cone is noted to the
nearest millimetre.
7. The test is repeated at least to have four sets of values of penetration in the range of 14 to
28 mm.
8. The exact moisture content of each trial is determined
REPORT
The liquid limit is to be reported to the nearest first decimal place.

29
TESTS ON FRESH CONCRETE
SLUMP
AIM
To determine the workability of fresh concrete by slump test as per IS: 1199 - 1959.
APPARATUS
i) Slump cone
ii) Tamping rod
PROCEDURE
1. The internal surface of the mould is thoroughly cleaned and applied with a light coat
of oil.
2. The mould is placed on a smooth, horizontal, rigid and non- absorbent surface.
3. The mould is then filled in four layers with freshly mixed concrete, each
approximately to one-fourth of the height of the mould.
4. Each layer is tamped 25 times by the rounded end of the tamping rod (strokes are
distributed evenly over the cross- section).
5. After the top layer is rodded, the concrete is struck off the level with a trowel.
6. The mould is removed from the concrete immediately by raising it slowly in the
vertical direction.
7. The difference in level between the height of the mould and that of the highest point
of the subsided concrete is measured.
8. 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 test.
Any slump specimen, which 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.
MIX DESIGN
What is mix design?
Concrete is an extremely versatile building material because, it can be designed for strength
ranging from M10 (10Mpa) to M100 (100 Mpa) and workability ranging from 0 mm slump
to 150 mm slump. In all these cases the basic ingredients of concrete are the same, but it is
their relative proportioning that makes the difference.
Basic Ingredients of Concrete: -
• Cement – It is the basic binding material in concrete.

30
• Water – It hydrates cement and also makes concrete workable.
• Coarse Aggregate – It is the basic building component of concrete.
• Fine Aggregate – Along with cement paste it forms mortar grout and fills the voids
• in the coarse aggregates.
• Admixtures – They enhance certain properties of concrete e.g. gain of strength,
workability, setting properties, imperviousness etc. Concrete needs to be designed for
certain properties in the plastic stage as well as in the hardened stage.
Properties desired from concrete in plastic stage: -
Workability Cohesiveness Initial set retardation
Properties desired from concrete in hardened stage: -
Strength Imperviousness Durability
Concrete mix design is the method of correct proportioning of ingredients of concrete, in
order to optimise the above properties of concrete as per site requirements. In other words,
we determine the relative proportions of ingredients of concrete to achieve desired strength &
workability in a most economical way.

31
Pre Cast Yard
Types of Pre Cast Structures:
1. Post Tension Girder
2. Moulds (Box Culvert Bridge)
3. Retain Wall
4. Toe Wall
5. Curtain Wall
1. Girder (Post Tension I- Girder): A girder is a support beam used in construction. It
is the main horizontal support of a structure which supports smaller beams. Girders often
have an I-beam cross section composed of two load-bearing flanges separated by a stabilizing
web, but may also have a box shape, Z shape and other forms. A girder is commonly used to
build bridges.
 Dimensions of I -Girder:
• Length: 17900 mm
• Breadth: 820 mm
• Height: 2140 mm
Figure 1 Girder

32
Steps Involved in making of Girder:
a) Reinforcement {according to Bar Bending Schedule (BBS)}
b) Placing of Polymer Pipes (4-inch diameter)
c) Profiling
d) Placing of Cover Blocks (35 mm)
e) Shuttering
f) Inserting of Dowels (steel bars of 16,20 mm dia.)
g) Concreting (Boom Pressure Pump & Transit Mixer)
h) De-shuttering
i) Placing of Strand Wire
j) Stressing
k) Grouting
 Reinforcement:
It is done to give strength to any structure.
It is also placed to hold the concrete or to make a strong bond with concrete.
Steel bars used are of different diameters according to BBS.
Manufacturer of steel bars is TATA Steel.
Bars used in Reinforcement of Girder varies in Diameter (8,10,12,16,20 mm respectively)
Spacing in Reinforcement 140 mm
Length of Dowels (2100 mm & 1000 mm)
 Vertical Placing of Steel Bars (according to BBS)
From one end –
12 mm bar up to 1500 mm

33
Figure 2 Reinforcement
Figure 3 Helical Bar of 20 mm dia. / Length 700 mm / Used to support Duct / Total Bars 8 ( 4 on
each end )

34
Figure 4 Profiling of Girder
Figure 5 Shuttering of Girder

35
Concreting:
Grade of concrete mix design M50.
Cement used is Ordinary Portland Cement (OPC), Grade 53.
Cover Block used is of 35 mm.
On site Concreting is done in 4 layers 500 mm each.
Concreting is done up to 2000 mm .
Needle Vibrator is used of 60 mm or 40 mm for compaction of concrete to remove air
voids in concrete.
De-shuttering is done in 24 hrs. So that it can attain its full strength.
Concrete is Pumped from Boom Pressure Pump from not more than 1 metre of height to
prevent Bleeding.
Figure 6 Boom Pressure Pump for Concreting in Girder

36
Figure 7 Concreting in Girder
 Stressing:
First, Strand wires are put in all the four Ducts. (Numbering of Duct is done as shown in
Figure 8)
Manufacturer of Strand Wire is TATA.
Diameter of Strand Wire is 15.2 mm
Length of Strand Wire (800 mm + 17.9 mm + 800 mm)
Number of Strand Wires in Duct 2 & 3 is 14 (Numbering of Duct is done as shown in
Figure 8)
Number of Strand Wires in Duct 1 & 4 is 13 (Numbering of Duct is done as shown in
Figure 8)
Stage 1 -- Stressing is done in Duct 4 & 3 after 5-7 days of Concreting.
Stage 2 – Stressing is done in Duct 1 & 2 after 9 days of Stage 1.
Name of Stressing Machine – Power Pack.
Stressing is done simultaneously on both sides of single Duct. (according to Stages
mentioned above)
In Duct 4, Initially Stressing is done @ 50 kg/cm2,
with a gradual increase of 50 kg/cm2
&
also maximum Stressing limit is of 264.467 kg/cm2
, with 1 free wire.
&
, with 2 wires as free.

37
&
, with 2 wires as free.
&
, with 1 free wire.
Figure 8 Stressing in Girder

38
 Grouting:
Material
Water: Only Clean potable water free from impurities shall be used.
Cement: Ordinary port land cement 53Grade shall be used. It should be as fresh as
possible and free from any lumps.
Admixture: Cebex
Equipment’s
1.Grout Mixer Mechanical type
2.Grout Pump
3.Grout Screen
4.Connection and air vents
5.Generator
6. Thermometer, Stopwatch etc.
Procedure of the Grouting
1) after measuring the slip of 24hrs, the extended cables shall be cut off 50mm away from
bearing plates.
2) Cement mortar of 1:1 ratio is applied over the Bearing Plates on both ends of girders to
prevent the leakage of Grout. Grouting operation shall be commenced after two days of
sealing the ends.
3) Water cement ratio should be as low as possible consistent with workability. This ratio
is 0.42 (not more than 0.45) proportions of material shall be based on field trials made on
the Grout before commencement of grouting. As per specifications, the temperature of the
Grout maintained at 250C by adding ice into water if necessary.
4) Water shall be poured in to the mixer with Port land cement and admixture is added
into it. Mixing shall be continued for duration to obtain uniform and thoroughly blended
Grout. Grout shall be continuously agitated and then pour into another tank after passing
through the screen.
5) Ducts shall be flushed with water for cleaning as well as for wetting the surface of the
duct walls.
6) The water in the duct shall be blown out with compress air.
 Injection of Grout: -
1) After mixing of Grout, all connections from tank to pump and pump to inlet shall
be checked.
2) The grout shall be allowed to flow freely from the other end until the consistency
of the grout at this end is the same as that of the Grout at the injection end.
3) When the Grout flows at the other end, it shall be closed off and grouting is
continued so that pressure commenced, full injection pressure at about 5 kg/cm2
shall

39
be maintained for at least one minute before closing the injection pipes.
4) If there is leakage observed at any of ends the grouting operation shall be
discontinued and the entire duct flushed with high-pressure water. Grout not used
within 30minutes of mixing shall be rejected.
6) Check the Compressive strength of the cubes for the grout in 10 cm cubes for 7
days, which should not be less than 17 Mpa.
7) Grouting record for each cable shall be maintained as per Performa in MOST.
2. Mould (Pre Cast Box Culvert):
Moulds are precast and cast-in-situ segments used for providing under passage for
drainage/ traffic passage which comes under Box Culvert Bridge. Size of moulds varies
as per requirement.
Steps for precast moulds are;
1. Reinforcement
2. Providing cover blocks (35mm)
3. Shuttering
4. Concreting (M35)
5. De-shuttering
6. Curing
7. Bitumen paint
3. Retaining wall
Symbolic represent – RW
Types of RW-
• Precast
• Cast-in-situ
Size – varying size
Example – RW-7
RW-8
RW-9
RW-10
RW-11
RW-12
Use- Retaining wall is used in abutments to retain the soil and bear the lateral load of soil.

40
Steps for casting RW:
1. Reinforcement
2. Providing Cover Blocks ( 35mm )
3. Shuttering
4. Concreting ( M25 )
5. De-shuttering
6. Curing
7. Painting white cement

42
WORK SITE
1.Major Bridge-431 Phase A
Location –BEAWAR RAILWAY STATION
Number of spans- 16
Clear span – 11.2 meters
Effective span- 12.4 meters
Foundation – Open foundation
Numbers of Piers- 15
Number of Abutments – 2
Working on – P6 and P5
About open foundation (Raft Foundation)
Foundations provide support for structures, transferring their load to layers of soil or rock that
have sufficient bearing capacity and suitable settlement characteristics. Very
broadly, foundations can be categorised as shallow foundations or deep foundations.
Shallow foundations are typically used where the loads imposed by a structure are low
relative to the bearing capacity of the surface soils. Deep foundations are necessary where the
bearing capacity of the surface soils is not adequate to support the loads imposed by
a structure and so those loads need to be transferred to deeper layers with higher bearing
capacity.
Type of raft foundation- Flat Raft Foundation
Construction of Pier 5
1. Excavation Dimension for Foundation
• 8m wide
• 14m Length
• 2m depth

43
2. SPT (standard penetration test) of soil
The standard penetration test (SPT) is an in-situ dynamic penetration test designed to provide
information on the geotechnical engineering properties of soil. The test procedure is
described in ISO 22476-3
Purpose
The main purpose of the test is to provide an indication of the relative density
of granular deposits, such as sands and gravels from which it is virtually impossible to obtain
undisturbed samples
PROCEDURE
1. Identify the location of testing in the field
2. Erect the tripod such that the top of the tripod head is centrally located over the testing
spot.
3. Slip the 63.6 kg weight on to the guide pipe assembly and connect the guide pipe
assembly to the other end of the A-drill rod.
4. A person should hold the guide pipe assembly split spoon sampler to be vertical with the
falling weight lowered to the bottom of the guide assembly.
5. Now place a straight edge across the bore touching the A-drill rod. Mark the straight
edge level all-round the A-drill rod with the help of a chalk or any other marker.
6. Count the number of blows required for the first 15 cm, second 15 cm and the third 15
cm mark to cross down the straight edge.
7. The penetration of the first 15 cm is considered as the seating drive and the number of
blows required for this penetration is noted but not accounted in computing penetration
resistance value. The total number of blows required for the penetration of the split
spoon sampler by 2nd
and 3rd
15 cm is recorded as the penetration resistance or N-value.
8. After the completion of the split spoon sampler by 45 cm, pull out the whole assembly.
Detach the split sampler from A-drill rod and open it out.
9. Advance the bore hole by another 1 m or till a change of soil strata whichever is early.
10. The test is repeated with advancement of bore hole till the required depth of exploration
is reached or till a refusal condition is encountered. Refusal condition is said to exist if
the number of blows required for the last 30 cm of penetration is more than 100.
11. The test will be repeated in number of bore holes covering the site depending on the
building area, importance of the structure and the variation of the soil properties across
the site.

44
12. The SPT values are presented either in the form of a table or in the form of bore log data.
3. PCC Dimension
• 8m wide
• 14m Length
• 2m depth
4. PCC mix design grade – M15
5. Placing of bars for Raft Foundation according to BBS (Bar Bending schedule)

45
6. Placing of bars for Raft Beam according to BBS (Bar Bending schedule)
7. Placing of bars for Pier according to BBS (Bar Bending schedule)
8. Shuttering of raft foundation and Raft Beam.

46
9. Concreting of Raft foundation and Raft Beam
• Grade of Concreting M35
• Placing of concrete with Boom Pressure Pump
• Placing Height – Not more than 1.5 meter to prevent segregation
• Placing of concrete in 300-500mm each time after compaction with Niddle
Vibrator

47
10. De-shuttering of Raft Foundation and Raft Beam
11. Shuttering of pier

48
12. Concreating of pier
• Mix design M35
• Placing of concrete with Boom Pressure Pump
• Placing of concrete in 300-500mm each time after compaction with Niddle
Vibrator
13. De-shuttering and curing of pier

49
14.Bitumen paint
Use- Black bitumen paint is used for all metal protection against corrosion. Also as a water
proof coating for concrete, stone and more
Taint free coating for drinking water tanks.
Rate of use guide: approx. 6m² per litre
15. Binding material
MasterEmaco SBR 2 is a milky-white, Styrene-Butadiene co-polymer latex liquid, produced
from styrene and butadiene by high pressure emulsion polymerization with high dispersive
properties. When used with cement, concrete and plaster, it reduces the mixing time through
high dispersion of the polymer and improves waterproofing, new to old concrete/plaster
bonding and strength characteristics and reduces shrinkage and cracking of the mix.

50
Major bridge- 434
LATERAL PILE LOAD TEST
Test Set- up:
1. The lateral load shall be applied to the test pile by using hydraulic jack and a reaction
shall be taken from the adjacent compression pile.

51
2. A 1.2m bore shall be done adjacent to the test pile up to scour level foe allowing pile
to deflect in other direction
3. A blocking beam of sufficient strength shall be used between the reaction system and
the hydraulic jack to transfer the applied lateral reaction without distortion
4. The lateral load applied by hydraulic jack shall be measured by a calibrated pressure
gauge
5. The lateral displacement of the test pile shall be measured by dial gauge or LVDTs
(linear variable differential transducers)
6. After completed or the lateral pile load test 1.2 dia bore shall be back filled by using
crushed sand.
Load testing:
1. The pile shall be tested at the cut off level. The test shall be conduct by applying a
series of loads of the test pile. The load shall be applied by means of a hydraulic jack
2. The loading shall be applied in increment of 20% of the rated capacity of pile
3. The load shall be increase after rate of displacement is nearer to 0.1mm per 30 min
4. Lateral displacement reading shall be observed immediately before and after
application of loads

52
5. If the cut off level is approachable, one dial gauge of 0.01mm sensitively placed
diametrically opposite to the jack shall be used to directly measured the displacement
6. In case of if the cut off level is not approachable, 2 dial gauges spaced at 30cm and
kept horizontly one above the other on the test pile shall be used
7. Following curve shall be drawn and recorded:
• Load vs displacement
• Time vs displacement (for each increment of load)
Interpretation of test data
The safe lateral load on the pile shall be taken as the least of the following
1. 50% of the final load at which the total displacement increases to 12mm.
2. Final load at which je total displacement corresponds to 5mm.

53
KEY LEARNING
My first learning and most important stage for both project and mine was at QA/QC Lab.
At this platform I learned many test, listed below;
• Soil Test
• Cement test
• Aggregate test
Soil Test:
A). GSA Test (Grain Size Analysis)- IS-2720 Part 4
This test is most vital test for analysing grain size in soil. According to analysis we define
the soil comes under SQ1, SQ2 or SQ3 (SQ- Soil Quality). After defining the fineness of soil
we decide whether the soil fit for Embankment, Subgrade or for Blanket according to IS
code.
B). MDD Test (Maximum Dry Density) – IS-2720 Part 8
This test is performed to find the maximum dry density of soil for compaction and finding
the OMC (Optimum Moisture Contain). This test is basically performed to find the OMC
which we further be used for CBR Test. This test also defines the percentage of water should
be poured or mix in soil for best compaction.
C). CBR Test (California Bearing Ratio)- IS-2720 Part 16
After defining the OMC of the soil, the soil is further carried for finding the Load Bearing
Capacity of Soil. After finding the load bearing capacity of soil we define the soil whether to
be used for Embankment or for Subgrade. The load bearing capacity in percentage for;
 Not less than 5% for embankment.
 Not less than 8% for subgrade.
D). FSI Test (Free Swell Index)- IS-2720 Part 40
This test is performed for finding the swelling of soil in water with comparison to kerosene.
Swelling of soil should not be <10% in water with comparison to swelling in kerosene.
Cement Test
A) Consistency Test – IS-4031 Part 4
Performed to find the water quantity required for best compaction. With the help of Vicat
Apparatus.
B) Initial and Final setting of cement – IS-4031 Part 5
Learned how to find the initial and final setting of cement with the help of Vicat Apparatus.
 Initial Setting Time – 30 minutes
 Final Setting Time – 8 to 10 hours

54
C) Soundness of cement- IS-4031 Part 3
 Soundness means the expansion of cement under pressure and temperature.
 Le-Chatlier Apparatus is used for finding the soundness of cement.
 The expansion should not be greater than 10mm
D) Fineness of cement – IS-4031 Part 1
 It is performed to find the fineness of cement which should not be less than 90%.
Aggregate Test
A) AIV Test – IS-2386 Part 4
This test is performed to find the strength of aggregate when there is a sudden impact on
them.
Precast Yard
Pre Cast Yard gave me vast knowledge about different types of Pre Cast Structures, with
different shape & size, which impart in actual construction of different types of structures
such as – Foot Over Bridge, Box Culvert Bridge, and Abutments for Bridges, etc.
 Types of precast structures
 Casting of I-Girder
 Reinforcement of I-Girder
 Profiling in I-Girder
 Shuttering of Girder
 Concreting of Girder
 De-shuttering of Girder
 Curing of Girder
 Stressing in Girder
 Grouting in Girder
On site
A) FDD Test (Field Dry Density)- IS-2720 Part 28
This test is performed to cross check the MDD of soil, which on earthwork named as FDD.
 FDD test with Sand Replacement Method
 Apparatus used Rapid Moisture Meter
 The FDD as compared with MDD in lab should be;
 97% for Embankment soil
 98% for subgrade soil
 100% for Blanket.
Major bridge 431
 We learned about types of foundation and also worked on the raft foundation
 We learned the propose of Standard penetration test, the test is used to determine the
load bearing capacity of the strata.
 We also learned the excavation process for foundation

55
 We also learned the level shifting from the BM to foundation level and PCC level
 We also learned how to place bars of foundation and pier according to BBS
 We learned the method of shuttering, concrete, de-shuttering and curing
Major bridge 434
Learned how to perform Lateral Pile Load Test, for Pile Foundation, to check the Horizontal
displacement.
Other than the above learning
 Waste Utilisation and Cost Minimisation
 Whenever do we do concreting work it is certain some quantity of concrete comes
extra. Which might be waste and tendency to make its alternative arrangement for
utilisation on place of fresh concrete like back filling, some precast, drain work,
sitting places and for some arrangement for public places.
 Drainage Management
 Labour Management
 Land slide prevention during excavation by pouring mortar on soil.
Development of Management Skills:
On Bridge No. 431, it is highly populated area as it is located on Railway Station of Beawar,
so how to manage public with all the vehicles, so safety criteria should be maintained
properly. Site Engineer should know how to manage Supervisors, Labours etc. During
placing of Shutters on Piers it should be done properly and carefully. While excavation be
careful about Pipe lines and underground wires. During Shuttering and De-shuttering of Pier
be careful about Electricity poles and high tension cables around the area.

56
CONCLUSION
It was a wonderful learning experience at Sojitz - L&T Consortium ‟s site of
project for two months in Beawar(Ajmer). I gained a lot of insight regarding
almost every aspect of site. I was given exposure in almost all the
departments at the site. The friendly welcome from all the employees is
appreciating, sharing their experience and giving their peace of wisdom
which they have gained in long journey of work. I am very much thankful
for the wonderful accommodation facility from L&T. I hope this experience
will surely help me in my future and also in shaping my career.

summer training report in L&T construction

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summer training report in L&T construction