SUMMER TRAINING

SUMMER TRAINING REPORT
(May-June’2014)
Submitted by:
MUDDASSAR TAHA
Department of Civil Engineering
ZAKIR HUSSAIN COLLEGE OF ENGINEERING AND TECHNOLOGY
AMU, ALIGARH.
Supervised by,
BIPIN CHAND JI
Assistant General Manager

ACKNOWLEDGEMENT
As per our university syllabus we have to take summer training at an industry. We
have taken training at JAYPEE GREENS, Greater Noida. It is my pleasure to be
indebted to various people, who directly or indirectly contributed in the development
of this work and who influenced my thinking, behavior, and acts during the training.
I express my sincere gratitude to Mr. BIPIN CHAND JI (Ass. General Manager
P&A), for providing me an opportunity to undergo summer training
at JAIPRAKASH Associates Limited.
We are thankful to Mr. Abdul Quadir and Mr. Wasim for his support, cooperation,
and Mr. Anil, Mr. Mehmood, Mr. Durgesh, Mr. Rashid for the motivation provided
to me during the training for constant inspiration, presence and blessings. The
supervision and support that he gave truly helped the progression and smoothness of
the trainning program. The co-operation is much indeed appreciated.
I also extend my sincere appreciation to my faculty members (Civil Engineering
Department), who provided their valuable suggestions and precious time in
accomplishing my project report. This training program made me realize the value
of working together as a team and as a new experience in working environment,
which challenges us every minute. Lastly, I would like to thank the Almighty and
my parents for their moral support and my friends with whom I shared my day-to-
day experience and receive lots of suggestions that improved my quality of work.
MUDDASSAR TAHA
3rd
Year Undergraduate Student
AMU, Aligarh.

TABLE OF CONTENTS
1. INTRODUCTION TO JAYPEE AND JAYPEE GREEN.
2. DETAILED BASIC CONSTRUCTION WORKFLOW ANALYSIS.
3. KINGISTON BOULEVARD
a) INTRODUCTION.
b) TYPES OF FOUNDATIONS.
c) SEQUENCE OF CONSTRUCTION IN DETAIL.
d) BAR BENDING SCHEDULE (BBS).
4. ORCHARDS
a) INTRODUCTION
b) BATCHING PLANT
c) TYPES OF BATCHING PLANTS
d) CP 30 PLANT
e) M1 (H1) PLANT
f) CUBE TEST
g) CONCRETE SLUMP TEST
h) BRICK WORK
5. CONCLUSION.

INTRODUCTION TO JAYPEE
The Jaypee Group is a conglomerate based in Noida, India. It was founded
by Jaiprakash Gaur which is involved in well diversified infrastructure conglomerate
with business interests in Engineering & Construction, Power, Cement, Real Estate,
Hospitality, Expressways, IT, Sports & Education (not-for-profit).
The group is the third largest cement producer in the country. The group's cement
facilities are located today all over India in 10 states, with 18 plants having an
aggregate cement production capacity of 24 million tonnes and same is poised to
become 36 million Tonnes before October 2011.
 1982 – Hotel Vasant Continental was set up
 1986 – Commissioning of first unit of 1 MTPA Jaypee Rewa Plant (JRP) in
District Rewa, MP Formation of Jaiprakash Industries Ltd (JIL)
 1987 – JIL listed on Bombay Stock Exchange
 1991 – Commissioning of 2nd unit of 1.5 MTPA Jaypee Rewa Plant
 1992 – Jaiprakash Hydro Power Ltd established to operate 300 MW Baspa II HE
Project, Jaiprakash Power Ventures Ltd established to operate 400 MW
Vishnuprayag HE project
 1993 – JIL signs a memorandum of understanding to develop and operate 1,000
MW Karcham Wangtoo Hydroelectric Plant
 1995 – Bela Cement Ltd incorporated to establish third Cement Plant at Bela,
Hotel Jaypee Residency Manor set up
 1996 – Commissioning of the third cement plant 1.7 MTPA Jaypee Bela Plant in
District Rewa, MP
 1999 – Hotel Jaypee Palace, Agra set up
 2000 – Jaypee Greens Ltd – 458-acre (1.85 km2
) golf-centric real estate company
comes into being

 2001 – Jaypee Institute of Information Technology (deemed University since 1
November 2004) set up at Noida.
 2002 – Jaypee Karcham Hydro Corporation Ltd established to operate 1,000 MW
Karcham Wangtoo HE Project, Jaypee University of Information
Technology at Waknaghat, Himachal Pradesh is founded.
 2003 – Jaypee Hotel Training Centre (JHTC) is set up at Agra to train students
in hotel management. In 2007 the institute changed its program from a diploma
course to a degree course and increased the length of study from two to three
years.
 2003 – Jaypee Institute of Engineering Technology (Constituent Centre of JUIT,
Waknaghat) set up at Raghogarh, Guna. Later this institute was declared first
private state university of Madhya Pradesh as Jaypee University of Engineering
& Technology. Also first Captive Thermal Power Plant of 25 MW commissioned
at JRP. Formation of Jaiprakash Associates Ltd (JAL) by merging JIL with
Jaypee Cement Ltd
 2004 – Commissioning of second Captive Power Plant of 25 MW at Jaypee Bela
Plant
 2005 – Shares of JHPL listed on BSE/NSE. First hydropower company to be
listed in the country
 2006 – Setting up of Madhya Pradesh Jaypee Minerals Corporation Ltd
(MPJMCL) in JV with MP State
 2007 – Signing of a joint venture agreement with Steel Authority of India Ltd for
setting up a 2.0 MTPA slag based cement plant at Bhilai.
 2008 – Jaypee Ganga Infrastructure Corporation Ltd incorporated for
implementation of 1,047 km long, eight-lane, access-controlled expressway
between Greater Noida and Ballia in Uttar Pradesh, Chunar, and Dalla cement
plants (UPPCL) in UP commissioned
 2009 – Amalgamation of four Group Companies, namely, Jaypee Cement
Limited, Gujarat Anjan Cement Limited, Jaypee Hotels Limited and Jaiprakash
Enterprises Limited with flagship company JAL. Acquired Sangam Power
Generation Company Ltd. Signing of MOU for setting up a 2 million tonnes per
annum capacity cement plant in joint venture with Assam Mineral Development
Corporation Limited (AMDC). Group is setting up a Jaypee Hitech Casting
Centre. Amalgamation of Jaiprakash Power Ventures Ltd. with Jaiprakash
Hydro-Power Ltd.; the name of the Company i.e., Jaiprakash Hydro-Power Ltd.
changed to Jaiprakash Power Ventures Ltd.

 2010 – Commissioning of 1.75 MnTPA Jaypee Himachal Cement Grinding and
Blending Plant, Bagheri (H.P.). 2.2 MnTPA Bhilai Jaypee Cement Ltd., Satna
(Madhya Pradesh)., 1.2&nbspmillion tonnes Jaypee Roorkee Cement Grinding
Unit (JRCGU) at Roorkee, Uttarakhand.
 2011 – Buddh International Circuit – Greater Noida.
 2012–Yamuna Expressway-New Delhi NOIDA -Agra Express eight-lane
highway. Project completed on 9 August 2012, and opened to general public.

JAYPEE GREENS is the real estate arm of the Jaypee Group. Jaypee Greens has
been developing some of the finest integrated townships in the country; wherein
everything is at ones disposal & at walking distance; whether it is shopping, office,
hospital, sports or a game of golf. Jaypee Greens offers Residential Projects at
Noida, Greater Noida & Agra.
Jaypee Greens Greater Noida is a premium 182 Ha golf-centric real estate
development with best options of properties in Greater Noida. The project is
developed with the objective of integrating homes with golf course, landscaped
emerald spaces, resort living and commercial developments.
Jaypee Greens Greater Noida project is a complete lifestyle real-estate destination
and offers independent homes and apartments in Greater Noida, amidst 18-hole Greg
Norman designed golf course, member exclusive clubhouse, conference & banquet
facilities, tempting eateries, spa and health club, a golf academy and host of
entertainment and recreation options.
Jaypee Greens Greater Noida wish town presents an option to live a life you've
always cherished for. Where every feature, facility, amenity is at par with
international norms, offering you a place to live, unwind, rejuvenate and spend time
with your family.

AN INTRODUCTION TO THE
CONSTRUCTION WORKFLOW
Finalization of new
project
Formation of
architectural plan
Freezing of the
framing plan
Geotechnical site
investigation
Software
Modelling of
building
Software
Modelling of
foundation
Reinforcement
detailing of
building and
foundation plan
Attainment of final
GFC plan for
construction
Construction on
the site begins

CONSTRUCTION WORKFLOW
ANALYSIS IN DETAIL
When a new construction project is finalized, it starts with the formation of an
architectural plan.
Architectural Plan
It is a plan for architecture, and the documentation of written and graphic
descriptions of the architectural elements of a building project including sketches,
drawings and details. An architectural plan is developed keeping all the design
related requirements of the project in mind.
After it is obtained from the architect, it goes to the structural engineer. He checks
the feasibility of the positioning of structural members in the plan. This feasibility
check is either done by software modeling of the plan or, sometimes if the structural
engineer is experienced enough, he can check the plan by mere seeing it.
Final approval of the framing plan occurs after several discussions between an
architect and a structural engineer.
Attainment of the final framing plan of the project is called Freezing of the Framing
Plan.
Framing Plan
A framing plan is detailed plan of each floor of a building showing the makeup of
beams, girders, columns and slabs on that floor, and their connections, using a
simplified system of symbols and drafting line work. It shows exact location of
framing members on each floor and it may also include wall elevations and details.
Freezing of framing plan is followed by Geotechnical Investigation of the
construction site.

Geotechnical Site Investigation
Geotechnical investigations are performed by geotechnical engineers or engineering
geologists to obtain information on the physical properties of soil and rock around a
site to design earthworks and foundations for proposed structures. This type of
investigation is called site investigation.
Site Investigation is of extreme importance because it helps in knowing the texture,
properties as well as the bearing capacity of the soil. It also, helps to know what kind
of foundation can be used at the site and depth of the foundation too. If sub soil site
investigation is done properly then we could get optimum design with required factor
of safety.
Workflow & Preparation of Site
Investigation Report
Site Investigation is performed by various site investigation companies. Details of
the site and test locations for the proposed project are provided to site investigation
companies by the clients. Various steps adopted by the site investigation companies
for the investigation of site area are as follows –
1. First of all, seismic zone of the site area is determined as per IS : 1893.
2. After that, bore holes of same diameter are made through all kinds of soils
using shell and auger method at the specified locations at the site, up to a
certain depth below the existing G.L. or refusal whichever occurs earlier.
(Refusal is a condition reached when the point of the pile reaches an
impenetrable bottom such as rock. At refusal, a pile being driven by a hammer
has zero penetration per blow)
3. SPT (Standard Penetration Tests) are conducted in the bore holes at regular
intervals in depth or at every change of strata, whichever is earlier as per IS:
2131-1981.
4. Undisturbed soil sample is collected from the bore holes at regular intervals
in depth or change of strata whichever occurs earlier. It is done using straight
open end sampling tubes fitted to an adopter with ball and socket arrangement
and using a SPT set up.

5. Depth of ground Water table in the bore holes is recorded if observed up to
the depth of exploration during boring work.
6. Then, following laboratory tests are conducted on the collected soil samples
from the bore hole locations :
o Liquid and Plastic Limits
o Grain size distribution
o Void Ratio
o Atterberg limits
o Sieve Analysis
o Hydrometer Analysis
o Tri axial Shear Test
o Direct Shear Test
o Consolidation Test
o Bulk & Dry Density
o Natural Moisture Content
o Specific Gravity
o Unconfined Compression Test
o Chemical Analysis on soil samples & water samples to determine pH
value, chloride & sulphate contents
7. Soil report based on the strata conditions including recommendations for type
and depth of foundations for the proposed structure is prepared and submitted.
Allowable bearing capacities of the soil is also suggested along with the
results of field and laboratory tests.
8. Allowable bearing capacity of the sub-soil strata is computed from shear and
settlement failure considerations as per IS : 6403-1981, IS : 8009 (Part-I)-
1976 and IS : 1904-1986
Zone Factors for Important towns, IS 1893(Part 1): 2002

Liquid and Plastic Limits
Liquid limit (LL) test is carried out to find the water content of the soil at which the
behavior of a clayey soil changes from plastic to liquid. It is generally done by
Casagrande test. Materials needed to perform this test are Casagrande cup, Grooving
tool, soil pat before test & soil pat after test.
Plastic Limit (PL) test is carried out to find the moisture content at which the thread
(which is made by rolling out of a fine portion of soil on a flat, non-porous surface)
breaks apart at a diameter of 3.2 mm. A soil is considered non-plastic if a thread
cannot be rolled out down to 3.2 mm at any moisture. Plasticity Index (PI ) is a
measure of the plasticity of a soil.
PI = Difference between LL and PL.
Grain Size Distribution
Grain size distribution of a soil sample refers to the list of values or a mathematical
function that defines the relative amount, typically by mass, of particles present in
the sample according to their size. The data obtained by grain size analysis can be
used to predict soil water movement.
Sieve Analysis
Sieve Analysis is one of the major tests by which grain size distribution is done. A
stack of sieves with different diameter of pores are used and the soil sample is made
to pass from all of them simultaneously by shaking the sieves. Weight of soil passed
and weight of soil retained on each sieve is determined. A graph of log sieve size vs.
% finer is drawn which gives the final result. The final curve which is obtained is
called grading curve.
Hydrometer Analysis
Hydrometer Analysis is the process by which fine-grained soils, silts and clays are
graded. Hydrometer Analysis is performed if the grain sizes are too small for sieve
analysis. The basis for this test is Stokes Law.

Triaxial Shear Test
Triaxial Shear Test is a method to measure the mechanical properties of many
deformable solids, especially soil and rock. The main principle behind the test is that
the stress applied along the axis of the cylindrical sample can be different from the
stresses applied in the direction perpendicular to the sides of cylinder. Test is of three
types, Consolidated Drained (CD), Consolidated Undrained (CU), Unconsolidated
Undrained (UU).
Direct Shear Test
Direct Shear Test is used to measure the shear strength properties of soil or rock
material, or of discontinuities in soil or rock masses. The advantages of the Direct
Shear Test over other shear tests are the simplicity of setup and equipment used.
Consolidation Test
Consolidation Test is conducted to determine the settlement due to primary
consolidation. It also determines rate of consolidation under normal load, degree of
consolidation at any time, pressure-void ratio relationship, coefficient of
consolidation at various pressures and compression index.
Unconfined Compression Test
Unconfined compression test is used to determine the unconfined compressive
strength, which is then used to calculate the unconsolidated undrained shear strength
of the clay under unconfined conditions. It is one of the fastest and cheapest methods
of measuring shear strength.
Specific Gravity Test
Specific Gravity Test is performed to determine the specific gravity of soil by using
a pycnometer. Specific Gravity is the ratio of the mass of unit volume of soil at a
stated temperature to the mass of the same volume of gas-free distilled water at a
stated temperature.

Natural Moisture Content Test
This test is performed to determine the natural moisture content of the soil. The
natural moisture content is the ratio of the weight of water to the weight of the solids
in a given mass of soil. It is usually expressed in %.
Void Ratio
Void Ratio is the ratio of the volume of void space to the volume of solid substance
in a soil sample.
Atterberg Limits
The Atterberg limits are a basic measure of the critical water contents of a fine-
grained soil, such as its shrinkage limit, plastic limit and liquid limit. Atterberg limits
are determined by laboratory tests such Shrinkage limit test (SL), Liquid and Plastic
Limit test (LL & PL).
Our training period covered the construction two construction sites of JAYPEE
WISHTOWN i.e. KINGISTON BOULEVARD and KINGISTON ORCHARDS.
Their descriptions is as follows:

KINGSTON BOULEVARD
The site Kingston Boulevard in the wish town of JP real estate, sector 131, Noida
consists of 21 residential tower given to three different contracting companies.
Tower 1, 2, 3 was under B. L. Goel, Tower 4, 5, 6, 15, 16, 17, 11 under compt and
rest tower were under Ahluwalia contracts. Kensington Boulevard at Noida are
apartments in sizes ranging from approximately 53.42 sq. mt to 209.03 sq.

TYPES OF FOUNDATIONS
In Boulevards, two types of foundation is being adopted namely- RAFT
FOUNDATION and PILE FOUNDATION. The soil at the site is sandy. Hence,
towers with less base area and thus prone to penetration are built on pile foundations
and towers which have sufficient base areas to avoid penetration in soil are built on
raft foundations.
RAFT FOUNDATIONS:-
Mat or raft foundation is a large slab supporting a number of columns and walls
under the entire structure or a large part of the structure to lower the contact pressure
compared to spread footing. Raft or mat foundations consists of thick reinforced
concrete slab covering the entire area of the bottom of the structure like a floor. The
slab is reinforced with bars running at right angles to each other both near bottom
and top face of the slab. Sometimes it is necessary to carry the excessive column
load by an arrangement of inverted main beams and secondary beams, cast
monolithically with the raft slab.
It is recommended for the following purposes. Bearing capacity of soil is low, walls
of the structure are so close that individual footings would overlap, it is used for
large loads, and individual footings would cover more than about half of the
construction area.
Before constructing the raft foundation first the soil should be prepared for its
construction. It means it should be first well compacted and consolidated such that
the soil beneath do not contain any water or air voids. Also, as the site soil is sandy
presence of water can result in in liquefaction and hence uncontrolled settlements.
So, first the dewatering of soil is done and then a layer of PLAIN CEMENT
CONCRETE (PCC) is laid in order to provide a firm base for the foundation. The
PCC layer is cured with controlled amount of water to prevent the development of
cracks.

PILE FOUNDATION:-
There are many reasons a geotechnical engineer would recommend a deep
foundation over a shallow foundation, but some of the common reasons are very
large design loads, a poor soil at shallow depth, or site constraints (like property
lines). There are different terms used to describe different types of deep foundations
including the pile (which is analogous to a pole), the pier (which is analogous to a
column), drilled shafts, and caissons. Piles are generally driven into the ground in
situ; other deep foundations are typically put in place using excavation and drilling.
The naming conventions may vary between engineering disciplines and firms. Deep
foundations can be made out of timber, steel, reinforced concrete and prestressed
concrete. Foundations relying on driven piles often have groups of piles connected
by a pile cap (a large concrete block into which the heads of the piles are embedded)
to distribute loads which are larger than one pile can bear. Pile caps and isolated
piles are typically connected with grade beams to tie the foundation elements
together; lighter structural elements bear on the grade beams, while heavier elements
bear directly on the pile cap.
After the foundation is laid a very important process called as column and shear wall
lay outing is done. In this the surveyor marks the two adjacent perpendicular lines
on the site and as per COLUMN AND SHEAR WALL LAYOUT drawing, the grid
lines are marked. In order to cross check the markings first the alternate grids are
marked and then the skipped grids are checked from the drawing. Once the grids are
marked, the exact column position and orientation is easily interpreted and the
construction proceeds as follows.

SEQUENCE OF CONSTRUCTION
1. After the column and shear wall layout is completed, the reinforcement bars are
erected and the stirrups are tied as per drawing specifications (COLUMN and
SHEAR WALL DETAIL DRAWING). The height of the bars are kept more
than the floor height to provide continuation of column on the next floor.
Column reinforcement
LAPPING OF BARS:
Lapping is provided in column bars when the length of bar is not sufficient to
complete the required span of column. A loaded column and shear wall
consists of basically two zones namely- Ductility zone and Rest zone.
Ductility zone is the buckling prone zone and is usually the 25% of the total
length at both ends of columns and the remaining 50% of the length is the
Rest zone. Lapping is usually provided in the mid 50% or in Rest Zone.
In Boulevards, two alternatives are used for lapping:
1. USING COUPLER-: Coupler with threads on both ends and internal
diameter equal to the bar diameter is used and threads are made on the bar
ends by the foreman on the site itself. This is a fast, easy and reliable
alternative to lapping. Coupler is being used in all the towers under
ALLUWALIA CONTRACTS and COMPT.

2. D.A GAS WELDING-: D.A gas stands for “Dissolved Acetylene gas”.
Acetylene gas is commonly used for gas welding because of its simplicity
in production and transportation and its ability to achieve high temperature
in combustion (e.g. around 5,000 o F). Acetylene along with oxygen
(oxyacetylene flame) results in development of very high temperature. As
a result steel bars at the junction melts and when they are cooled they
merge with one another. The cylinders for gas welding i.e. oxygen
cylinders and acetylene cylinders, when not in use should be stored
separately because any mixture of these gases resulting from accidental
leakage can be highly explosive. When in use, acetylene cylinders should
always be kept in upright position. Otherwise, acetone liquid will be drawn
from the cylinders with the gas if they are kept horizontally, resulting in
significant leakage of acetone liquid will result.
D A GAS WELDING
2. After the completion of all the reinforcement work of the column and stirrups
tied at the specified spacing in the specified way, shuttering is provided. Shutter
consist of ALPHA BOARD which is 12mm thick. It confines the concrete in the
position and also resists the vibratory as well as static pressure of the concrete
after the pouring. In order to support alpha board JACKS are provided. Care

should be taken that the alpha boards should not have any space in between and
that the jacks should be properly placed as it will result in leakage of concrete
and hence the both quality and strength of the column will be affected. Also, the
column cover should be checked very carefully. The face of shutter facing the
concrete is treated with shutter oil so that concrete do not stick to the shutter and
form any irregularities during deshuttering.
Column shuttering
3. Once the shuttering is completed concreting is done. Concrete mix is pumped
from the site-mix trucks to the specified column location. Concreting is followed
by use of vibrators. This is done to remove the air voids from applied concrete
mix so that on setting its constituents binds well and no voids are left.
CONCRETE MIX DESIGN
The proportioning of ingredient of concrete is governed by the required performance
of concrete in 2 states, namely the plastic and the hardened states. If the plastic
concrete is not workable, it cannot be properly placed and compacted. The property
of workability, therefore, becomes of vital importance.

The compressive strength of hardened concrete which is generally considered to be
an index of its other properties, depends upon many factors, e.g. quality and quantity
of cement, water and aggregates; batching and mixing; placing, compaction and
curing. The cost of concrete is made up of the cost of materials, plant and labour.
The variations in the cost of materials arise from the fact that the cement is several
times costly than the aggregate, thus the aim is to produce as lean a mix as possible.
From technical point of view the rich mixes may lead to high shrinkage and cracking
in the structural concrete, and to evolution of high heat of hydration in mass concrete
which may cause cracking.
The actual cost of concrete is related to the cost of materials required for producing
a minimum mean strength called characteristic strength that is specified by the
designer of the structure. This depends on the quality control measures, but there is
no doubt that the quality control adds to the cost of concrete. The extent of quality
control is often an economic compromise, and depends on the size and type of job.
The cost of labour depends on the workability of mix, e.g., a concrete mix of
inadequate workability may result in a high cost of labour to obtain a degree of
compaction with available equipment.
Requirements of concrete mix design
The requirements which form the basis of selection and proportioning of mix
ingredients are:
a) The minimum compressive strength required from structural consideration
b) The adequate workability necessary for full compaction with the compacting
equipment available.
c) Maximum water-cement ratio and/or maximum cement content to give adequate
durability for the particular site conditions
d) Maximum cement content to avoid shrinkage cracking due to temperature cycle
in mass concrete.
Types of Mixes
1. Nominal Mixes
In the past the specifications for concrete prescribed the proportions of cement, fine
and coarse aggregates. These mixes of fixed cement-aggregate ratio which ensures
adequate strength are termed nominal mixes. These offer simplicity and under

normal circumstances, have a margin of strength above that specified. However, due
to the variability of mix ingredients the nominal concrete for a given workability
varies widely in strength.
2. Standard mixes
The nominal mixes of fixed cement-aggregate ratio (by volume) vary widely in
strength and may result in under- or over-rich mixes. For this reason, the minimum
compressive strength has been included in many specifications. These mixes are
termed standard mixes.
IS 456-2000 has designated the concrete mixes into a number of grades as M10,
M15, M20, M25, M30, M35 and M40. In this designation the letter M refers to the
mix and the number to the specified 28 day cube strength of mix in N/mm2. The
mixes of grades M10, M15, M20 and M25 correspond approximately to the mix
proportions (1:3:6), (1:2:4), (1:1.5:3) and (1:1:2) respectively.
3. Designed Mixes
In these mixes the performance of the concrete is specified by the designer but the
mix proportions are determined by the producer of concrete, except that the
minimum cement content can be laid down. This is most rational approach to the
selection of mix proportions with specific materials in mind possessing more or less
unique characteristics. The approach results in the production of concrete with the
appropriate properties most economically. However, the designed mix does not
serve as a guide since this does not guarantee the correct mix proportions for the
prescribed performance.
For the concrete with undemanding performance nominal or standard mixes
(prescribed in the codes by quantities of dry ingredients per cubic meter and by
slump) may be used only for very small jobs, when the 28-day strength of concrete
does not exceed 30 N/mm2. No control testing is necessary reliance being placed on
the masses of the ingredients.
Design mix concrete can be of high strength like M35, M40, M80, etc. So, for the
construction of heavy structures like tall buildings, bridges, dams, etc. design mix
concrete is used. Also, use of design mix concrete comparatively consumes less
cement than nominal mix for the similar grade concrete.

Design mix-truck
4. Deshuttering of column is done after 24 hours of casting and in the same way all
the columns and shear walls are casted.
5. Completion of column and shear wall casting is followed by casting of slabs and
beam. Slabs and beam are casted monolithically, which means their concreting
is done together. Shuttering of slabs and beam are provided and their level is
kept as per drawing specifications.
Thickness of slab is provided by keeping the upper surface of slab as reference.
This means when there are two slabs of varying thickness then their upper
surface are kept at same level(unless sunk is provided) and their lower level vary
according to their thickness.
After shuttering, the reinforcement of slabs and beams are provided as per
BEAM and SLAB DETAILS drawing. The beam reinforcement is provided at
the specified location and then whole of the bar system are hammered at the
exact position. Lapping in the beam bars are usually provided in the mid 50% of
the beam. Also, SPACERS are provided in between the extra reinforcement bar
and the main bar to ease the penetration of concrete. The diameter of spacer is
32mm. Also, the lapping of beam bars with the column should be checked
carefully. It should be equal to development length plus 10 times the diameter
of the bar.

In slab reinforcement system, the tying of the reinforcement is carefully
examined. Also, the areas near the shear wall, linkers are provided because they
are subjected to high forces and linkers binds the upper and lower reinforcement
to provide extra strength.
6. The reinforcement work is followed by concreting. But before concreting some
important checks are performed to maintain the quality of casted slabs and
beams like the loose materials are cleaned by water jet, the shuttering at the
junctions of beam and slab, column and slab should not have any opening, etc.
7. Concrete is pumped from design mix-truck to the location and concreting is
done. Vibrators are used to remove air voids and then it is left to set.
Deshuttering is done in about 12-14 days and then the floor is completed.
8. For block work, concrete bricks were used. They were made hollow which owed
them with some advantages like it provides heat and sound insulation to the room
and also their weight are reduced. As far as strength is concerned a concrete
brick have compressive strength of 3.5 kN/m^2 and dimensions as
40X20X20 cm for outer walls and 40X20X10 cm for partition wall.

Concrete bricks at site
BAR BENDING SCHEDULE (BBS)
Bar bending schedule is used to communicate the design requirement of
reinforcement steel to the fabricator and execution team and to enumerate the
weights of each size of steel. It is a list of reinforcement steel bars, which includes
size and number of bars, cutting length of bars, weight of steel and a sketch
representing the shape of bar to bent.
For making stirrups, for every 90 degree bent of the bar, length equal to two times
the diameter of the bar is utilized. But for bars greater than 12mm diameter the bent
utilizes length equal to the diameter of bar. Also, corner of stirrup where the two
ends of the bars meet are bent at 135 degrees and projection equal to 1.5 times the
diameter of bar is given.
The amount steel bars which are supplied to the site are calculated on the basis of
their weight. Bundles of steel of particular diameter supplied have an average length
of 12m. For calculating the weight of steel a formula is used i.e.
Weight of steel per unit meter = d^2/162.
where d is the diameter of steel.

ORCHARDS
INTRODUCTION
Jaypee Greens Orchards is a new individual project by the name Jaypee Greens. This
new project is situated quickly in sector-131 of Noida, making it readily available
from within the exact property or house as well as from the nearby places. The best
aspect of Jaypee Orchards Noida is that drops en-route future evening opera, System
one, Moto GP and Taj Expressway. Jaypee Organic Orchards Noida has a variety of
high-class individual apartments and penthouses developed and structured to go with
the need and taste of modern family. Jaypee Greens is well known in Delhi and NCR
place for several existing individual tasks with condition of art alternatives.
Jaypee Orchards Noida too provides a variety of way of life requirements and
awesome wonderful splendid luxuries such as, community team, children
playground, party gates, tennis analyze, program tennis ball analyze, jogger’s
observe, enjoyment hut etc. The awesome of growth execute started by this agent is
awesome. The 2, 3 and 4 BHK apartments along with spectacular penthouses come
at an appropriate resources of Rs 5400/- Rs 6400/- per sq. ft.
Coming to the style and framework of the residencies, the whole framework of
Jaypee Greens Orchards Noida is R.C.C. set up. The cooking area, living room place
and living room are furbished with floorings properly secured with top awesome this
particular language rock or presented in rock. The styles tinted with top excellent oil
distemper and the outsides tinted with awesome exterior shade. The exterior
windows and gateways of Jaypee Greens Orchards Noida are set up with wood made
and the places are developed up of steel, whereas the inner gateways are enameled
tinted cleanse ones. The bed place places are finished popular awesome oil shade
over POP punning, whereas the exterior windows and gateways are developed up of
steel increased by wood made can manage. Laminated wood made floorings are used
along with enameled wood made inner gateways.

Located in sector-131 of Noida Jaypee Greens Orchards Noida is near to the southern
aspect of area Delhi hence is appropriate for going to the national economical
commitment. Apart from this the apartments and penthouses are successfully
developed to go with customer's flavour and advantages. Each bed place in Jaypee
Greens Orchards Noida is associated with an individual restroom set with all
features. A cooking area is specific just outside the cooking area for comfort and
advantages. The whole place is developed in such a way that the whole place is
successfully used. The apartments are developed in such a way that appropriate air
movement and natural lighting effects gets to each house.

BATCHING PLANTS
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
water, aggregate (rocks, gravel, etc.), fly ash, potash, sand 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).
The center of the concrete batching plant is the mixer. There are three types of mixer:
Tilt, pan, and twin shaft mixer. The twin shaft mixer can ensure an even mixture of
concrete and large output, while the tilt mixer offers a consistent mix with much less
maintenance labor and cost.
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 precast concrete plants, etc.
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.

TYPES OF BATCHING PLANTS
CP 30
The CP 30 batching plant is currently available in three different executions for the
feeding of the aggregates namely the star batcher, compartment batcher and in-line silo
execution. The four aggregate gates are pneumatically operated and the weighing is
done through electronic load cells. The aggregates are weighed in a skip bucket and
then are moved up to the turbo pan mixer by two units of pole change motors. These
pole change motors operate the skip at two different speeds to reduce the time cycle at
each batch and at the same time protect the important components of the weighing
system. The batching of water and admixture is by weight. The cement from the cement
silos is fed into the combined cement water weigher through screw conveyors. The
water and cement are weighed in a combined weigher and discharged into the pan
mixer. The turbo pan mixer has been designed to handle various slumps of concrete
and to achieve a homogenous mix in the shortest possible time.
This batching plant is fully computerized and offers state of the art features like
material in air compensation. The batching plant can also be fitted with electronic
moisture meter and an interface in the control system provides the Batch reports
through the printer. The interface also facilitates the transfer of all data from the control
system to a computer where the data can be processed as per the customers’
requirements. The CP 30 plant was originally designed at Stetter, Germany and was
displayed in the Bauma fair. This plant has further been modified at Schwing Stetter
India for adaptation to Indian conditions. This plant incorporates some state-of-the-art
features like two skip rails for smoother travel of the skip bucket, four pneumatically
operated batching gates on a batching table hence more live storage and Stetter turbo
pan mixer to handle various grades of concrete.

The concrete output of CP 30 plant is approximately 30m³/h of 3 compacted concrete
for a batch size of 0.5 m³. The plant design fully meets the requirements as a mixing
plant for ready-mix concrete or as a plant at building site. Other areas of use include
the precast factories and concrete product industries. Additionally, it is also used for
mortar manufacturing. The plant is available with a turbo pan mixer or with a planetary
pan mixer for precast concrete production.
The minimum time for which for which the ingredients are allowed inside the plant is
equal to the grade of concrete. For example the minimum time for M40 grade is 40
seconds.
The compressive strength of the cubes formed by the mix obtained is load at failure
divided by 225.
Compressive strength = (1.65*standard deviation) + grade of concrete.
MIX STANDARD DEVIATION
25 3
30 3
35 4
40 4

M1 PLANT
Wherever construction sites have to the supplied for any length of time with larger
quantities of high-quality concrete, mobile mixing plants provides special efficiency.
It does not matter whether they are used for the construction of traffic routes, dams,
landfills or airports, the M series plants have been designed to handle the task. They
can be quickly moved, transported on low-bed semi-trailers and quickly set up again,
thanks to the fully installed, pre-assembled compact units. The current development
status of the M1 plant has benefitted from our experience with more than 500 mobile
plants worldwide. The proven basic concept of mobility has improved.
The concrete output of M1 plant is approximately 60m³ /h of 3 compacted concrete
for a batch size of 1 m³. The density of concrete obtained is 0.8 m³. The admixtures
added while compaction are glenium. The water - cement plays a very important role
in compaction.

TESTS PERFORMED IN LABORATORY
CUBE TEST
Compressive strength of concrete:
Out of many test applied to the concrete, this is the utmost important which gives an
idea about all the characteristics of concrete. By this single test one judge that
whether Concreting has been done properly or not. For cube test two types of
specimens either cubes of 15 cm X 15 cm X 15 cm or 10cm X 10 cm x 10 cm
depending upon the size of aggregate are used. For most of the works cubical moulds
of size 15 cm x 15cm x 15 cm are commonly used.
This concrete is poured in the mould and tempered properly so as not to have any
voids. After 24 hours these moulds are removed and test specimens are put in water
for curing. The top surface of these specimen should be made even and smooth. This
is done by putting cement paste and spreading smoothly on whole area of specimen.
These specimens are tested by compression testing machine after 7 days curing or
28 days curing. Load should be applied gradually at the rate of 140 kg/cm2 per
minute till the Specimens fails. Load at the failure divided by area of specimen gives
the compressive strength of concrete.
Following are the procedure for Compressive strength test of Concrete Cubes:
APPARATUS
Compression testing machine.
PREPARATION OF CUBE SPECIMENS
The proportion and material for making these test specimens are from the same
concrete used in the field.
SPECIMEN
6 cubes of 15 cm size Mix. M15 or above.
MIXING
Mix the concrete either by hand or in a laboratory batch mixer.

HAND MIXING
(i) Mix the cement and fine aggregate on a water tight none-absorbent platform until
the mixture is thoroughly blended and is of uniform colour.
(ii)Add the coarse aggregate and mix with cement and fine aggregate until the coarse
aggregate is uniformly distributed throughout the batch.
(iii)Add water and mix it until the concrete appears to be homogeneous and of the
desired consistency.
CURING
The test specimens are stored in moist air for 24hours and after this period the
specimens are marked and removed from the moulds and kept submerged in clear
fresh water until taken out prior to test.
PROCEDURE
(I) Remove the specimen from water after specified curing time and wipe out excess
water from the surface.

(II) Take the dimension of the specimen to the nearest 0.2m.
(III) Clean the bearing surface of the testing machine.
(IV) Place the specimen in the machine in such a manner that the load shall be
applied to the opposite sides of the cube cast.

(V) Align the specimen centrally on the base plate of the machine.
(VI) Rotate the movable portion gently by hand so that it touches the top surface of
the specimen.

(VII) Apply the load gradually without shock and continuously at the rate of
140kg/cm2/minute till the specimen fails.
(VIII) Record the maximum load and note any unusual features in the type of failure.

Percentage strength of concrete at various ages
Age Strength percent
1 Day 16
3 Days 40
7 Days 65
14 Days 90
28 Days 99
CONCRETE SLUMP TEST
The concrete slump test is an empirical test that measures the workability of
fresh concrete. More specifically, it measures the consistency of the concrete in that
specific batch. Consistency is a term very closely related to workability. It is a term
which describes the state of fresh concrete. It refers to the ease with which the
concrete flows. It is used to indicate the degree of wetness. Workability of concrete
is mainly affected by consistency i.e. wetter mixes will be more workable than drier
mixes, but concrete of the same consistency may vary in workability. It is also used
to determine consistency between individual batches.

Slumped concrete
Principle -The slump test result is a slump of the behavior of a compacted inverted
cone of concrete under the action of gravity. It measures the consistency or the
wetness of concrete.
Apparatus- Metal mould, in the shape of the frustum of a cone, open at both ends,
and provided with the handle, top internal diameter 4 in (102 mm), and bottom
internal diameter 8 in (203 mm) with a height of 1 ft. (305 mm). A 2 ft. (610 mm)
long bullet nosed metal rod, 5/8 in (16 mm) in diameter.
Procedure-The test is carried out using a mould known as a slump cone
or Abrams cone. The cone is placed on a hard non-absorbent surface. This cone is
filled with fresh concrete in three stages, each time it is tamped using a rod of
standard dimensions. At the end of the third stage, concrete is struck off flush to the
top of the mould. The mould is carefully lifted vertically upwards, so as not to disturb
the concrete cone. This subsidence is termed as slump, and is measured in to the
nearest 5 mm if the slump is <100 mm and measured to the nearest 10 mm if the
slump is >100 mm.
Inference-When the cone is removed, the slump may take one of three forms. In
a true slump the concrete simply subsides, keeping more or less to shape. In a shear
slump the top portion of the concrete shears off and slips sideways. In a collapse
slump the concrete collapses completely. Only a true slump is of any use in the test.
If a shear or collapse slump is achieved, a fresh sample should be taken and the test
repeated. A collapse slump will generally mean that the mix is too wet or that it is a
high workability mix, for which the flow test (see separate entry) is more
appropriate.
Limitations of the slump test-The slump test is suitable for slumps of medium to
high workability, slump in the range of 5 – 260 mm, the test fails to determine the

difference in workability in stiff mixes which have zero slump, or for wet mixes that
give a collapse slump. It is limited to concrete formed of aggregates of less than
38 mm (1.5 inch).

BRICK WORK
PRE PLANNING FOR THE BRICK WORK
Proper cleaning and housekeeping of the working floor
There should be grid mark and reference level at working floor given by survey team.
Drawing, floor plan, door window schedule, staircase, architectural plan, internal and
external elevation, RCP(Reflected Ceiling Plan), wall section, toilet internal elevation,
shaft details etc.
Material procurement (cement, bane blocks, coarse sand etc.)
Material shifting arrangements- forklift, pallet, Ms plate, Material passenger hoist.
Other arrangements like water and electricity connection to all floors.
Scaffold- LD Tower (Light duty Tower) scaffold element to be fixed properly.
Tools required for block work:- Plumb bob, water level pipe, sprit level, spade, travel,
right angle, line dori, ghamela, empty drum for water storage, curing pipe, wire bush,
coconut broom stick, layer level machine, measurement box etc.
Measurement box size – 0.300 x 0.300 x 0.380 = 0.0347, which is equal to volume of 1
bag cement.
Other arrangements like water and electricity at all floors.
Scaffold LD Tower (Light duty Tower) elevation to be fixed properly.

CONCLUSION
The main aim of studies within this project was to investigate how a structure is
constructed within its desired properties. We get knowledge about the basic &
advanced techniques of building construction as well as saw the challenges which a
civil engineer have to face during construction i.e. labour problems,
cost management, environmental challenges etc. We cleared our many doubts
regarding building construction. We had seen batching plants, bending of steel bars
by machine, slamp test, shuttering, framing of steel bars for the construction of roof
and columns, so it was a new thing for us. Although all subjects more important
for technicians, in the project we have studied some mechanic or electro-mechanic
machinery such as the batching plant because not only the basic knowledge about
their working is important for an engineer but also the opportunity to see and
understand them. Overall it must be said that the construction methods and quality
control on an Apartment Project needs a very good coordination and large quantities
of man power, equipment and funds. During the period of four weeks all the
company staff helped us a lot to provide all the information and solution of our
query. So we are grateful to all the staff of JAIPRAKASH Associates Limited, as
well as we are so thankful to our Civil Engineering Department for their kind
support.

SUMMER TRAINING

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