report2

VOCATIONAL TRAINING AT
LARSEN & TOUBRO LIMITED
Buildings & Factories, EDRC-KOLKATA
PROJECT REPORT
ON
DESIGNING & ANALYSIS
OF STRUCTURES
SUBMITTED BY SUBMITTED TO
UDAYAN MITRA Mr. DEBASISH SARKAR
&
MANI SHANKAR ROY
(SIGNATURE)

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Submitted by
UDAYAN MITRA & MANI SHANKAR ROY
Under the Supervision of
Mr. DEBASISH SARKAR
7th
May to 6th
June 2015
In partial fulfillment of the requirements for the award of the
degree of
BACHELOR OF ENGINEERING
SCHOOL OF CIVIL ENGINEERING
KIIT UNIVERSITY
BHUBANESWAR
ODISHA-751024

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COMPANY OVERVIEW
Larsen & Toubro Limited, also known asL&T, is an
Indianmultinationalconglomerate, it is India's largest engineering
and construction company.Considered to be the "bellwether of
India's engineering & construction sector"
L&T Construction has played a prominent role in India’s industrial
and infrastructure development by executing several projects
across length and breadth of the country and abroad. For ease of
operations and better project management, in-depth technology
and business development as well as to focus attention on
domestic and international project execution, entire operation of
L&T Construction is structured into different Independent
Companies.
More than seven decades of a strong, customer-focused approach
and the continuous quest for world-class quality have enabled it to
attain and sustain leadership in all its major lines of business.
L&T has an international presence, with a global spread of offices.
A thrust on international business has seen overseas earnings
grow significantly. It continues to grow its global footprint, with
offices and manufacturing facilities in multiple countries.

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1/1
ACKNOWLEDGEMENT
We are indebted to Larsen & Toubro Limited (L&T) for
giving me an opportunity to be a part of its Industrial
Vocational Training programme during my Summer
Vacation of 2015.
We take this opportunity to express my profound
gratitude and deep regards to Mr. CHANDAN BOSE and
Mr. DEBASISH SARKAR , EDRC , B&F, L&T, Kolkata for
their exemplary guidance, monitoring and constant
encouragement throughout the course of this thesis. The
blessing, help and guidance given by him time to time
shall carry me a long way in the journey of life on which
we are about to embark.

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INDEX
1. Introduction …………………………………………………………………. 6
2. About STAAD.Pro V8i………………………………………………………8
3. Loading and Definition…………………………………………………….9
4. Review on Design CheckPrints………………………………………10
5. Scope of Work…………………………………………………………………11
6. Bibliography……………………………………………………………………12
7. Problem 1………………………………………………………………………..13 – 42
a) Description ………………………………………………………...14
b) Quantity Estimation…………………………………………….15 - 16
c) Samples of Manual Estimation……………………………17 – 21
d) Staad Model…………………………………………………………22
e) Member Properties……………………………………………..23
f) Assigning Loads……………………………………………………24 - 27
g) Design Parameters……………………………………………..28 - 29
h) Analysis………………………………………………………………..30 - 32
i) Manual Analysis…………………………………………………….33 – 41
j) Conclusion…………………………………………………………….42
8. Problem 2…………………………………………………………………….43 – 60
a) Description………………………………………………………….44
b) Staad Model………………………………………………………….45
c) Member Properties……………………………………………..46

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d) Assigning Loads………………………………….....47 - 49
e) Design Parameter…………………………………50
f) Analysis…………………………………………………..51 - 53
g) Manual Analysis………………………………………54 - 59
h) Conclusion……………………………………………….60
9. Site Visit…………………………………………………………..61 - 88
a) Project Overview…………………………………….62 - 63
b) Project Design Analysis………….………………64 - 85
c) Batching Plant………………………………………..86 - 88

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INTRODUCTION
While working on this assignment given to us by our mentor,
we had to do some learning and research work for the
execution of this assignment. There were two problems
assigned to us:-
1) Design and analysis of a 6 floor building model with the help
of STAAD PRO V8i.
2)Design and Analysis of a 2*2 model of a Slab supported by
beams and columns on all four sides using STAAD PRO V8i.
The quantity estimation was done of all the floors including the
foundation and plinth level was done for pile caps, concrete,
reinforcement and slabs.

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Site-Visit
We were also given a golden opportunity to visit the WBHIDCO
Convention Centre, which is a current running project. It was an
opportunity to see the practical application of what a designer
does in the designing lab.

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STAAD ProV8i
About the Software:-
STAADor (STAAD.Pro) is astructural analysisand design computer
program originally developed by Research Engineers International
inYorba Linda, CA. In late 2005, Research Engineer International was
bought byBentley Systems.
The commercial version STAAD.Pro is one of the most widely used
structural analysis and designsoftware. It supports several steel,
concrete and timber design codes.
It can make use of various forms of analysis from the traditional 1st
order static analysis, 2nd orderp-deltaanalysis, geometric non-
linear analysis or abucklinganalysis. It can also make use of various
forms of dynamic analysis from modal extraction to time history and
response spectrum analysis.

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Loading and Definition
Loads Considered
Dead Load: All permanent construction of the structure form the dead
load. The dead load comprises of the weight of the walls, partitions
floor finishes, false ceilings, false floors and other permanent
constructions of the building. The dead loads may be calculated from
the dimensions of various members and their unit weights. The unit
weights of plain concrete made with sand and gravel or crushed
natural stone aggregate is taken as 25 KN/m3
.
Live Load: Live Loads are produced by the intended use or occupancy
of a building including the weight of movable partitions, distributed and
concentrated loads. Live Loads do not include loads due to wind,
seismic activity, snow, and loads imposed due to temperature changes
due to which the structure will be subjected to creep and shrinkage of
the structure, the differential settlements to which the structure may
undergo.
The following analysis has been fully completed for Live and Dead
Loads , no Wind or Seismic Loads are taken into account during
this Analysis.

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Design Checkprints
Design Checkprints are actually the overstudy of the building plan.
If there is any fault in the building drawing these are demarcated in
red colur or pink colour may be used. Otherwise those which are alrdy
correct in the drawing nd don’t need any correction are demarcated in
green colour or yellow colour.The SP -34 ,HANDBOOK ON CONCRETE
REIINFORCEMENT AND DETAILING is used while the checkprints are
prepared for a structure.

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SCOPE OF WORK
1) Studied the building plan diagrams and details of the building
assigned.
2) Quantity Estimation for the given 6 floor building model
manually with the help of MS Excel.
3)Finalized the STAAD MODEL for both problems.
4) Assigned Member Properties to each member according to
given Building Drawings and Plan.
5)Assigned Loading cases as DEAD LOAD, LIVE LOAD and
generating Load Combinations as LOAD CASE 1 and LOAD CASE
2 with factor as 1 and 1.5 respectively.
6)Assigned designing parameters of Concrete for both the
problems.
7) Ran Analysis for both the problems successfully.
8)Analyzed and viewed the reactions, deflections, moments and
shear.
9)Checked whether beam failed or not manually with the analyzed
reports of STAAD.
10) Studied various design check prints of the assigned building.
11)Site visit to WBHIDCO Convention Centre, to view the practical
application and working at a site.

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BIBLIOGRAPHY
While doing the work assigned to me, I had to study certain
documents, books and codes to get a better knowledge of my work in
the assignment. I was also greatly helped by my mentors. The books
and codes which I had taken help from are given below.
Books Used:-
 Reinforced Concrete (Limit State Design), Ashok K. Jain.
Codes Used:-
 IS 456:2000 (Fourth Revision) – PLAIN AND REINFORCED
CONCRETE – CODE OF PRACTICE.
 IS : 875 Part 1. 1987 – DEAD LOADS-UNIT WEIGHTS OF BUILDING
MATERIALS & STORED MATERIALS.
 IS : 875 Part 2. 1987. – IMPOSED LOADS
 SP-16 (1980) – DESIGN AIDS FOR REINFORCED CONCRETE.

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Description:-
A 6 floor building with foundation and plinth layout was assigned. The
building is a planned Senior Doctor’s Residential Hostel building. The
whole plan was divided into 3 structures. The following analysis has
been done on one of the structure of the Hostel Building.

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Quantity Estimation
Concrete
The quantity estimation of concrete for the building is estimated as
follows:-
Items Quantity (m3
)
Pile Cap 983
Pile Beams 229
Plinth Beams 59
First Floor (Beams) 83
Second – Sixth Floor (Beams) 74.4
Roof (Beams) 76.9
Columns ( For all levels) 314
Plinth and Foundation Slabs 92
First Floor Slab 55
Second – Sixth Floor Slabs 72

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Roof Slab 74
Staircase 43
Reinforcement
The quantity estimation of reinforcement are done as follows:-
Items Quantity (kg)
Plinth Beams 18296
First Floor (Beams) 72766
Second – Sixth Floor (Beams) 75342
Roof (Beams) 72452
Columns (For all Levels) 1211
First Floor Slab 15025
Second – Sixth Floor Slabs 13048
Roof Slab 14375
Staircase 4587
Manual calculations were done and a few samples are shown in the
following pages.

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Samples of Manual Estimation

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Member Properties
Member Properties were assigned as per the specifications given in
the building plan drawings.
Assigned Material: Concrete
 Self-Weight: 25 KN/m3
 Elastic Modulus: 2.7836 KPa
Beams and Columns sizes were given according to the diagram.

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Assigning Loads
DEAD LOAD
Assigned Dead Load:
 Self-Weight of whole structure acting downward

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 Floor Loads comprising of partitions, false ceiling, floor finish ,
resulting to 5.83 KN/m2

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LIVE LOAD
 Assigned Floor loads resulting to 2 KN/m2
on the floor area
and 4KN/m2
around the staircase area

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LOAD COMBINATION
The structure has been analyzed for load combinations considering
all the previous loads in proper ratio. There are 2 cases:-
1. Combination of Self-Weight, Dead Load and Live Load with a factor
of 1.
2. Combination of Self-Weight, Dead Load and Live Load with a factor
of 1.5.

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Designing Parameters
The structure was designed for concrete in accordance with IS code,
IS 456:2000. The parameters such as clear cover, Fy, Fc, etc., were
specified. The window shown below is the input window for the design
purpose. Then it has to be specified which members are to be
designed as beams and which members are to be designed as
columns.

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Design specification in Staad.Pro

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ANALYSIS
Analysis of the model was done in Staad.Pro, to get the forces,
deflections and moments according to the inputs given to Staad.Pro.
The diagrams of deflection, moments, shear forces and torsion was
obtained for various loading cases as shown below.
Shear Force

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Manual Analysis Of Sample
Beams And Columns

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Conclusion
After the modelling and analysis had been completed successfully,
both manually as well as in STAAD.Pro, it is concluded from the
results, that the beams and columns are designed safely in
accordance to the CONCRETE DESIGN CODE, IS 456:2000.

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Description:-
A 2*2 model of plate element surrounded beams and columns on all
four sides was designed and analyzed in Staad.Pro in accordance to
the Concrete Code IS 456:2000. This model was basically done to
understand the moment, shear and deflection diagrams and these
diagrams in the 6 floor building model were much more complicated.

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Member Properties
Member Properties were assigned as per the specifications given in
the building plan drawings.
Assigned Material: Concrete
 Self-Weight: 25 KN/m3
 Elastic Modulus: 2.17184 KPa
Beams and Columns sizes were given according to the diagram.

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Assigning Loads
DEAD LOAD
Assigned Dead Load:
 Self-Weight of whole structure acting downward

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LIVE LOAD
 Assigned Floor loads resulting to 2 KN/m2

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LOAD COMBINATION
The structure has been analyzed for load combinations considering
all the previous loads in proper ratio.
Combination of Self-Weight, Dead Load and Live Load with a
factor of 1.5.

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Designing Parameters
The structure was designed for concrete in accordance with IS code,
IS 456:2000. The parameters such as clear cover, Fy, Fc, etc., were
specified. The window shown below is the input window for the design
purpose. Then it has to be specified which members are to be
designed as beams and which members are to be designed as
columns.

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ANALYSIS
Analysis of the model was done in Staad.Pro, to get the forces ,
deflections and moments according to the inputs given to Staad.Pro.
The diagrams of deflection, moments, shear forces and torsion was
obtained for various loading cases as shown below.
Shear Force

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Manual Analysis Of Sample
Beams, Columns And Plates

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Conclusion
After the modelling and analysis had been completed successfully,
both manually as well as in STAAD.Pro, it is concluded from the
results, that the beams and columns are designed safely in
accordance to the CONCRETE DESIGN CODE, IS 456:2000.

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PROJECT OVERVIEW
HIDCO CONVENTION CENTRE, a WBHIDCO project that is being
constructed by Larsen & Toubro construction. This construction
includes one main convention centre with the seating capacity of
3000 people, two identical small convention centre i.e. Audi-1 and
Audi-2, with the seating capacity of 434 people, and an annex
building. As per as the report comparing to the other convention
centre with respect to the no of capacity it will be the largest.
Estimated budget of the project is around 300 cores INR. Designing
of the project has been done by DULAL MUKHERJEE & ASSOCIATES,
and planning done by L&T.
Salient Features of the main Convention Block
 A mega convention Hall with seating capacity of 3000 people.
 4 large Exhibition halls including State Banquet with total carpet
area of 17000 sq. ft.
 Spacious pre-function area having a carpet area of 12500 sq. ft.
 Garden food court linked to the exhibition halls.
 2 smaller capacity auditoriums each with a seating capacity of
434 people.

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 Extensive food and beverage facilities during conferences
catered through provision of banquet kitchens and satellite
kitchens at all the levels of conferences.
Facilities of the Residency
 112 twin bedded rooms
 A business centre comprising of 10 meeting rooms with its own
pre function area and satellite kitchen.
 2 numbers of specialty restaurants and 24 hrs. coffee shop
 A business club of area 8000 sq. ft. comprising of a gymnasium,
billiards room, cards room.
 An exclusive gents and ladies spa along with an individual salon
for gents and ladies of area 7000 sq. ft. with a terrace level
swimming pool.
 Campus has a provision of 640 covered parking, 92 open
parking and 15 bus parking.
Total built up area Area (in sq. ft.)
CONVENTION BLOCK 2,81,546
RESIDENCY(BUISNESS HOTEL) 1,75,737
MLCP 2,35,503

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PROJECT DESIGN ANALYSIS
Total project is constructing in four parts.
A) Main Convention Block
B) Residency Block (Annex Building)
C) MLCP
D) Small Auditorium

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A. Main Convention Block
The construction of Main Convention Block consist of different
elevation level i.e. +1.2m level, +5.2m level, +9.2m level, +13.2m level,
+17.2m level, +22.6m level, +32.6m level. As the construction has
been started 10 months before, +1.2 level, +5.2m level of the building
is done. Here we will discuss about +9.2m level of the main
convention block.

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As per the loads on the structure, architectural and designing is
developed. At +9.2m level of the main convention block there have
several columns, slabs, and beams. Details discussions of those are in
the below.
 Pile Foundation : Pile
foundations are the part of a
structure used to carry and
transfer the load of the
structure to the bearing ground
located at some depth below
ground surface. The main
components of the foundation are the pile cap and the piles. Piles
are long and slender members which transfer the load to deeper
soil or rock of high bearing capacity avoiding shallow soil of low
bearing capacity. The main types of materials used for piles are
Wood, steel and concrete. Piles made from these materials are
driven, drilled or jacked into the ground and connected to pile
caps.

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In this particular construction, as per the condition of soil
material, and total assumed loads, two types of pile has been used,
having diameter of 500mm, and 600mm respectively.
Pile details
Diameter (in mm) 500mm 600mm
No of piles 264 402
Capacity (in mt.) 86 107
Total pile cap area (in
sq.m)
105 568.41
Clear cover (in mm) 50

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When two or more piles are to be provided under a column it is
necessary to provide a slab to distribute the load to the individual
piles. That slab is called pile cap, it is consist of a rigid deep slab,
well bonded with longitudinal reinforcement of the piles. Here the
column stands on the pile cap, supported on four piles.
Here 500mm dia, 28500mm deep piles were used, those are
provided helical/circular reinforcement. A depth of 8000 mm from
the ground surface 4bars of 16 mm dia, and 4 bars of 12 mm dia were
provided with 8mm dia ties at 190mm centre to centre distance.
And rest of the portion of the piles i.e. 15210 mm from the bottom of
the pile, 8bars of 12mm dia were provided with 8mm dia ties at a
distance of 190mm centre to centre.
 Clear cover for pile was taken 50mm and for pile cap
75mm for main reinforcement.
 M25 grade of concrete and Fe 500 grade of steel were
used for reinforcement.
 Extra 800mm rod has been provided within pile cap.
 Concrete finish has been used up-to a level of 600mm
above cut-off.

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 Column : (+9.2m to +17.2m level)
A column forms a very important component of a structure. Columns
supports beams which in turn support walls and slabs. It should be
realized that the failure of a column results in the collapse of the
structure. The design of a column should therefore receive great
importance. A column is a compression member, so theoretically
column doesn’t need any external reinforcement along with
concrete. But reinforcement are provided in order to reduce the size
of columns. As a compression member, it is liable to some moment
due to eccentricity of loads or transverse loads or due to its
slenderness. Such moments may occur in any direction and so it is
necessary to provide reinforcement near all faces of the column.
These reinforcements form the longitudinal steel, and in order to
maintain the position of the longitudinal reinforcement and also to
prevent their bulking which may cause splitting of concrete, it is
required to provide transverse reinforcements in the form of lateral
ties or spirals at close pitch.
In main convention block at the level +9.2 level to +17.2m level there
have 139 columns. That will be reinforced with Fe500 grade steel and
M30 grade concrete. As per as the design and requirement few

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columns are circular, few are square, few are rectangular.
According to their structure and design, different reinforcements
has been provided.
Details about square column C8 & C9
As per as the calculated load and
structural requirements, the main
reinforcement has been designed.
Here column size is (400 X 1500).
Providing 28 no, Fe-500 grade bars of
20mm diameter, with a clear cover of
40mm in column C8 & C9 as longitudinal
main reinforcement. But longitudinal
reinforcement should be laterally tied by
transverse links to provide a restraint
against outward bulking of each of the longitudinal bars. Longitudinal
Bars are spaced (130mm) more than 75mm here, so transverse
reinforcement need only to go round the corner and alternate bars
for the purpose of providing effective lateral supports. Providing
diameter of lateral ties of 8mm with the spacing of 300mm centre to
centre.

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Annex Building Construction

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B. Annex Building:
Facilities atthe ResidencyBlock
 112 twin bedded rooms.
 A business centre comprising of 10 meeting rooms with its own
pre function area and satellite kitchen.
 An exclusive gents and ladies spa on the roof top along with a
gents and ladies salon of area 7000 sq .ft with a terrace level
swimming pool.
 A business club of area 8000 sq .ft comprising of a gymnasium,
billiards room, cards room.
 A Multi-Level Car Parking.
 The basement is provided at -2.5m to -5.6m.
 The ground level is at R.L 1.2m
 Rest of the floors have a floor to floor height of 3.8m

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Structural Design Analysis
 Beams: The size of beams used in annex were
(250mmX600mm), (300mmX1200mm), (300mmX600mm), and
(250mmX750mm). The dia. of bars used were 20-25mm. The
10mm dia. stirrups which were used were 100-150mm c/c.
 Column :The size of columns were (400mmX900mm),
(400mmX1200mm), (1200mmX300mm), (1350mmX400mm),
(450mmX600mm), (1200mmX700mm),(500mmX750mm),
(750mmX750mm at spacing ranging from 75mm to 100mm c/c.
Diameter of bars used range from 20mm-32mm. 8mm & 10mm
rods were used for stirrups in columns.

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 Slab: Both the main & secondary reinforcements were made of
bars 12mm@150mm c/c in both directions .The slabs in
different areas were of variable thicknesses - 125mm, 150mm &
200mm.
 Stairs: Dog-legged type staircase was used. The stairs had
rise of 150mm & tread 300mm. The thickness of waist slab was
150mm.The main reinforcement consisted of 10mm bars
@150mm c/c. The secondary reinforcement consisted of 8mm
bars @150mm c/c. Variable widths of flight were used
(5mX2.5m) , (2.25mX2.25m).
 Pile Cap: The pile caps were made of rods ranging from 16mm
to 32mm diameter bars with the spacing between bars ranging
from 150mm to 250mm.
 Retaining Wall: A retaining wall is used when there is a
desired change in ground elevation that exceeds the angle of
repose of soil. Wall is a structure that retains (holds back) any
material (usually earth) and prevents it from sliding or eroding
away. It is designed and constructed to resist the lateral
pressure of soil.
The reinforcement consisted of 12mm bars @160mm c/c

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outside & 12mm bars 160mm in some places & 150mm c/c in
other places. Some used were 10mm@200mm c/c. The
thickness of retaining walls were 350mm at bottom & 250mm
at top. Some places had uniform thickness of retaining wall at
450mm. Lift wall had 250mm thickness with 10mm bars
@150mm c/c. Where the active earth and pore pressure in the
soil is more ,there the thickness of the wall is kept more and
where the earth pressure is less, there the thickness of the
wall is kept less.
Retaining wall after casting Reinforcement
provided in the Retaining Wall

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Multi-Level Car Parking Construction

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C. MLCP (Multi Level Car Parking):
A multi-level car parking lot at a depth of 8.5m level was under
construction. A steel retaining wall is used to hold the sheet piling.
Multiple pile caps with multiple piling systems. Total 807 piles used
appropriately.
Type of Cement PPC
Grade of concrete M25
Grade of steel Fe500
Area 140mX40m

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pile boring sheet piling Excavation Construction
Procedure followed in MLCP is:
 Soil was dug out from the pile cap area to bring the pile caps
according to design plan by means of backhole excavators.
 Dewatering was done from soil by pumping
 Brick lining was done at the sides of the pile cap to prevent soil from
falling into the pile cap area & destroy the size. Thus the brick lining
acted as supports.
 Dressing on the pile caps was then done to control water seepage
from the soil in which the pile cap was coated with PVC Water
Proofing Membrane followed by Geo-textile material in twin layers.
 Dressing on the pile caps was then done to control water seepage
from the soil in which the pile cap was coated with PVC Water
Proofing Membrane followed by Geo-textile material in twin layers.
 Water bar was used around both piles & pile caps to demarcate the
area of 160m2
within which the water proof membrane & the
geotextile (GSM 500 & GSM 300) material must be laid over
 The grouting material which was used to protect the piles from
seepage was known as Micro concrete.

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 The bars which was used in the pile cap - 20 to 32 mm diameter.
 The diameter of main bars and transverse bars in raft foundation
were 20mm and 16mm respectively.
 The diameter of bars used in retaining wall were 10-20 mm. Spacing
of bars were kept as 200mm.
 The ramp slope is 1(H):11(V).
 The MLCP consists of five floors-
The ground is at R.L-7.4m.
First Floor is at -3.9m
Second floor is at -0.4m
Third floor is at +2.1m
Fourth floor is at +5.1m
Top floor is at +6.7m
 The floor area is 4796.4 m2
 Car parking capacity is 136 cars per floor.

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 Sheet Piling :
After pile foundation, sheet piling was done to prevent the entry of
lateral soil in the area which was excavated .Uniform sheets made of
steel were lowered into the soil .After the process of sheet piling was
over, it was observed that the sheets gained variable heights. This was
because of the presence of stiff as well as soft soils .Sheets penetrated
to a greater depth where there was soft soil and to a lesser depth
where there was soft soil. Consecutive sheet piles are attached by
means of grooves. Penetration of the sheet piles was also hindered at
some places due to the presence of rock. The total length of each sheet
pile was 15m.
Sheet Piling in MLCP (construction on progress)

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 Reinforcement :
Two layers of longitudinal & transverse reinforcements one over the
other alternately were laid over the ground. After applying
reinforcement over the ground level, casting was done but in step by
step, not at once. Chairs were applied between two consecutive
reinforcement layers to provide & maintain the gap between two
adjacent reinforcement layers so that due to constant loads the
reinforcement does not get deformed.
REINFORCEMENT APPLIED LONGITUINALLY & TRANSVERSELY WITH
CHAIRS IN BETWEEN THEM

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 Casting:
Casting was done once reinforcement was over on a particular part of
the vast area of Multilevel Car Parking Lot .Depth of the raft foundation
was 650mm.
Basically, the raft foundation was provided to distribute the load
equally through the piles over the entire area. The concrete was
supplied from an on-field batching plant by means of concrete pumping
machine .This system is preferred over the millers as it gives better
productivity & takes less time to transport concrete to site. The rate of
production of concrete from the batching plant is 23m3/hr used by
MLCP for this purpose.
While casting the piles engineers purposely casted up to a height 0.8 m
above the required piling level. This was done so that the fresh
concrete or the concrete up to the required level remains intact &
does not mix with the soil that has a tendency of coming over the layer
of concrete due to its lesser density of 18kN/m3 compared to
concrete's 25kN/m3.
Water as well as dust particles also have the tendency to disturb the
concrete so extra concrete up to 0.8m height above required level is
utilized & is like a-must rule for the site's construction engineers.
Later, this extra concrete is removed by means of hammer & breaker
by labourers. However, due to this breaking the extra rod part in the
pile gets disturbed also which is later removed by cutting.

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 Shuttering in column of MLCP:
Shuttering system used in MLCP was Alufo Column System. Before
casting column is first maintained in its vertical shape by means of
shuttering where 12mm thick wood ply was used for rectangular &
square columns. The setting time is 14 days for columns.
After then de-shuttering was done for final shape of concrete
column.
SHUTTERING OF COLUMNS IN MLCP

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 Seepage Control in MLCP :
Seepage is an important safety factor in the construction, in case of
where foundation is very deep. Due to seepage strength of the
structure may decrease, crack may develops in the structure. So, it is
required to make some protection from seepage.
MLCP is about 8m deep from the base surface, which is below water
table. So, there have a probability of seepage failure in the
construction of MLCP. So several protections were made.
 A PCC layer was added after completing the Piles and Pile Cap,
to make the surface plain.
 A geotextile membrane (500 gm/m2
) was added above the PCC
layer.
 A PVC layer (rubber sheet) was given above the geotextile layer.
 For better safety another geotextile membrane (300gm/m2
)
and another PVC layer was added respectively after that
previous layer PVC layer.
 Above this a slay mixture of cement & sand was added to make
the surface uniform.
 Then the required reinforcement was given as per as the
designing load, and structural requirement

87
BATCHING PLANT
There are two main types of concrete batch plants: truck mix and
central mix. Truck mix batch plants load out the ingredients of the
concrete mixture into a mixer truck, and the truck mixes them to
form the concrete. Central mix facilities mix the ingredients
internally before being loaded into the truck.
Each of these types of facilities can be either portable, or stationary.
A portable facility will generally be built onto truck trailers to
facilitate transportation on public roadways. The structure of a
portable facility is almost always comprised of an open framework,
and so building downwash is generally not applicable. At a stationary
facility, the structure can be either a solid building or an open
framework. In some cases one or more of the emission sources may
be enclosed inside a building.
Regardless of the type of facility, the emission sources are generally
consistent. This document lists the emission sources one would
expect to see at a concrete batch plant, their descriptions, and the
suggested method for modelling each one.
Concrete batching plants are widely used to produce various kinds of
concrete including quaking concrete and hard concrete, suitable for
large or medium scale building works, road and bridge works and

88
precast concrete plants. More recently is the availability of the
mobile concrete batch plant. This innovative device was designed for
the production of all types of concrete, mixed cements, cold
regenerations and inertizations of materials mixed with resin
additives. 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. 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.

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