Affordable Housing and Smart Value Homes LLP at

Ahmedabad

Submitted for
T.Engg. Civil part II (ICE)

Submitted To:- Submitted By:-

Prof. N.G.RAVAL Saiyed Sahil Shabbir
Civil Engineering dept. Membership No: 70713
L D College of Engineering, Course: T.Engg. Civil Part II (ICE)
Ahmedabad - 380015
Gujarat

_____________________________________________________________

The Institute of Civil Engineers (India)

(2013)

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 ACKNOWLEDGEMENT

I would like to thank the Institution of Civil Engineers (I.C.E) for giving me an opportunity to
work on a project and gain knowledge of civil engineering and a chance to encounter real life
site issues by adding site project case study in our curriculum. I would like to pay my gratitude to
N.G.Raval Sir for giving me an opportunity to work and guide me for learning the principles of
civil engineering and how to deal with real life situations. He also shared an immense knowledge
with me on issues related to civil engineering. It helped me to bring out the task in proper shape.
And at the last but not the least, I am also very thankful to my parents and friends who have
given me moral support and encouragement.

Date: SAIYED SAHIL SHABBIR

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 LIST OF FIGURES

Sr no. Description page no.

1 concrete blocks used for masonary work. 40

2 shuttering required for raft foundation 47

3 Masonary up to FPL and soil filling 47

4 Grade slab after soil compaction at FPL 48

LIST OF TABLES

Sr no. Description page no.

1 42
Shuttering Material required for bed room

2 Shuttering Material required for utility 42

3 Shuttering Material required for kitchen 42

4 Shuttering Material required for drawing room 43

5 Shuttering Material required for toilet 43

6 Shuttering Material required for bath 43

7 Shuttering Material required for area near the bath 44

8 Shuttering Material required for passage 44

9 Shuttering Material required for total flat 44

10 Concreting required for raft foundation 45

11 Calculation of total length of reinforcement rings 48

12 Calculation of total length of reinforcement horizontal bars 51

13 Formwork release time as per IS 456 54

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 INDEX

Sr no Description Page no.

List of figures 3

List of tables 3

CHAPTER 1: INTRODUCTION

1.1 Introduction 7

1.2 Is affordable housing and low cost housing same? 8

1.3 Affordable housing in India 8

1.4 Preliminary site information 9

1.5 Project organization chart 11

CHAPTER 2: METHOD STATEMENTS

2.1 Work procedure for excavation 13

2.2 Work procedure for Reinforced & Plain Cement Concrete Works 15

2.3 Work procedure for reinforced concrete blocks 21

2.4 Work procedure for form work 24

2.5 Work procedure for inside cement sand plastering work 32

2.6 Work procedure for outside cement sand plastering work 34

CHAPTER 3: PRODUCTIVITY

3.1 Masonry work 39

3.2 Formwork for slab 41

3.3 Foundation 46

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3.4 Concreting 49

3.5 Reinforcement 50

3.6 Internal plaster 52

3.7 External plaster 53

3.8 RMC 54

CHAPTER: 4 CONCLUSION AND KEY LEARNINGS

4.1 Conclusion 57

4.2 Key learnings 57

References 59

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 CHAPTER 1

INTRODUCTION

CHAPTER 1

57
1.1 Introduction

Home buyers face challenges while deciding “when” to purchase houses. While favorable
economic conditions lead to higher incomes for home buyers, it also leads to spiraling real estate
prices making it difficult for a buyer to purchase homes even given their higher incomes. On the
other hand, during economic downturns while real estate prices decline, people become skeptical
about their incomes and adopt a more cautious approach to purchases.

Affordable housing may be a good strategy to this home-buyers dilemma and can help ensure
housing across different sections of society. Affordable housing can be defined using three key
parameters viz.

• income level,
• size of dwelling unit
• Affordability

“Affordability” as a concept is very generic and could have different meanings for different
people based on differences in income levels.

Affordable housing refers to any housing that meets some form of affordability

1 Criterion .
Different countries have defined affordable housing to present the economic potential of an
individual buying a house. In the United States and Canada, a commonly accepted guideline for
affordable housing is that the cost of housing should not be more than 30 percent of a
household's gross income. Housing costs here include taxes and insurance for owners, and utility
costs. If the monthly carrying costs of a home exceed 30–35 percent of household income, the
housing is considered

2 Unaffordable for that household.

Defining affordable housing in India is a difficult task given that at every square kilometer of the
country, the dynamics of the market are different. At KPMG and CREDAI, we have therefore

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broadly defined affordable housing in India for Tier I, II and III cities based on three key
parameters:
Defining Affordable Housing
Type Income level Size of dwelling unit Affordability
EWS <INR 1.5 lacs per Upto 300 sq.ft. EMI to monthly
annum income
LIG INR 1.5-3 lacs per 300-600 sq.ft. 30-40 percent
annum House price to Annual
MIG INR 3-10 lacs per 600-1200 sq.ft. income ratio
annum Less than 5.1

1.2 is Affordable Housing and Low Cost housing the same?

Affordable and low-cost housing are often interchangeably used, but are quite different from
each other. Low-cost housing is generally meant for EWS category and comprises bare minimum
housing facilities while affordable housing is mostly meant for LIG and MIG and includes basic
amenities like schools, hospitals and other community facilities and services

1.3 Affordable Housing in India

• As per 2011 census, the country had a population of 1,210.98 million, out of which,
377.10 million (31.16%) lived in urban areas.
• During 2001-2011, the urban population of India grew at a CAGR of 2.8%, resulting in
the increase in level of urbanization from 27.81% to 31.16%.
• This growing concentration of people in urban areas has led to problems of land shortage,
housing shortfall and congested transit and has also severely stressed the existing basic
amenities such as water, power and open spaces of the towns and cities.
• According to the 2011 census, the housing stock in urban India stood at 78.48 million for
78.86 million urban households.

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 • Urbanisation has resulted in people increasingly living in slums and squatter settlements
and has deteriorated the housing conditions of the economically weaker sections of the
society.
• According to estimates of the Technical Group constituted by the Ministry of Housing
and Urban Poverty Alleviation (MHUPA), the urban housing shortage in the country at
the end of the 10th Five-Year Plan was estimated to be 24.71 million for 66.30 million
households.
• The group further estimated that 88% of this shortage pertains to houses for
Economically Weaker Sections (EWS) and another 11% for Lower-Income Groups
(LIG).For Middle- and High-Income Groups (MIG and HIG), the estimated shortage is
only 0.04 million

1.4 Preliminary site information

Name of the Project : New Heaven, Arvind and Smart Value Homes

Location of the Project : Vadsar, Kalol Road, Ahmedabad, Gujarat.

Client : TATA AND ARVIND MILLS – A JOINT VENTURE.

Contractor : There are four main contractor

1. Swastik Arcade
2. B.G. Mistry
3. Balar Buildcone
4. Priyanka construction

Approximate Cost : 68 Crores

Date of Start : MARCH - 2012

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Date of Completion : JAN 2015

AREA : 135 acre

1st phase part 1 : SUBH GRIHA (30 buildings, G+4)

1st phase part 2 : NEW HEAVEN COMPACT (21 buildings, G+4)

ARCHITECT : 99 studio

STRUCTURAL CONSULTANT-Base 4, IB4 CONSULTANTS PVT. LTD, NAGPUR

RCC CONSULTANT : SETU INFRA.

LANDSCAPE ARCHITECT- SHOBHA POPAT

THIRD PARTY QUALITY AUDITORS- BVQL, LISCENSING CONSULTANT

STAFF STRENGTH : 29

LABOUR STRENGTH : 900

Main Features of the Project-

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Conventional method is not used. RCB( Reinforced Concrete Blocks) technology is used and its
load bearing structure with raft foundation

REVIEW MEETING : Once in a week with main contractor, Internal staff meeting twice
a week

Connectivity Of Site :
The site is well connected with access to highway. State transport (GSRTC) and city buses has
regular bus services to vadsar. The site is located adjacent to the ahmedabad which is the main
advantage because material and man power is easily available.
The nearest International airport is Ahmedabad with frequent domestic and international
flights.

Plant facilities available at site

A plant of manufacturing concrete blocks is available near site.The project site has a well
equipped material testing lab at site. All necessary equipments in well maintained conditions are
available in the lab.

Equipments employed at Construction site-

The construction activities at the project site requires multitude of equipments to be used at
the project site. Many construction equipment can be seen working at the site this requires
effective planning, coordination, and management of resources.

1.5 Project Organization Chart

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57
 CHAPTER 2

METHOD STATEMENTS

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 CHAPTER 2
METHOD STATEMENTS

2.1 WORK PROCEDURE FOR EXCAVATION

 Objective

Objective of this procedure is to provide a guideline for sequence of operations pertaining to

earthwork in excavation in all kinds of soil, so as to ensure that the works are carried out in a
systematic manner and to ensure that the works conform to the drawings and technical
specification

This Procedure is based on the requirements of the Approved Drawings and Technical
Specification

IS 1200 - Method of Measurement of building and civil engineering works. (Part – 1 Earth
Work, Part – 27 Earthwork done by mechanical appliances)

IS 3764-1992 – Excavation work - code of Safety.

 Resource Deployment
The Contractor shall deploy any or all of the following resources as dictated by the volume
and nature of excavation.

a) Tools & tackles for manual Excavation

 Spade.
 Crow-bar
 Shovel
 Basket
b) Plant & Machinery for Mechanized Excavation
 Excavators
 Dumpers or Tractors

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 Procedure
 Prior to commencement of any excavation, an excavation plan shall be developed based
on the drawing and carry out the survey of the site before excavation and set properly
lines and establish levels at an intervals of 10 mtr for earth work. The excavation outline
shall be chalk-marked on ground.

 Slopes and berms as required for each type of soil shall be provided to ensure safety
against collapse. Where necessary, protective shoring shall be adopted to prevent side
collapse.
 In case of any slip occurring, the debris shall be cleared forthwith and specific protection
shall be arranged to prevent recurrence.
 Barricading and providing safety warning tape around the excavation area shall be done
to warn unsuspecting passers.
 Mode of excavation (manual or mechanical) shall be decided considering site condition,
feasibility and quantity of work involved and exigency of the job.
 Excavated earth shall be deposited in stacks at locations indicated by the Engineer-in-
charge.
 Disposal

All surplus materials shall be carried away from the site and disposed at a dumping site
selected by the Engineer in charge.

 Safety precautions:
 Area should be barricaded so no one can enter the on going excavated area.

 There should be person restricting other people to enter the swing area of the poclain.

 Proper lighting arrangement should be there.

 All the workers working in the excavation pit should be with the PPES.

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2.2 Work procedure for Reinforced & Plain Cement Concrete Works
 Objective

Objective of this procedure is to provide a guideline for sequence of operations pertaining

to Reinforced Concrete work for all types of structure, so as to ensure that the works are
carried out in a systematic manner and to ensure that the works conform to the IS – 456,
specified drawings and technical specification

 Reference

This Procedure is based on the requirements of the Client / Owner’s Drawings Civil /
Structural works and technical specification.

 Resource Deployment

The Contractor shall deploy any or all of the following resources as dictated by the
volume and nature of concrete work.

a) Tools & tackles

 Spade.
 Shovel.
 Basket.
 Chute.
 Wheel barrow
b) Plant & Machineries
 Batching Plant (Calibrated).
 Transit mixer.
 Concrete Pump.
 Concrete pipeline
 Immersion type Vibrator (Electrical, Diesel & Petrol).
 Immersion type vibrating needle, having frequency of 7000 rpm (25mm, 40 mm & 60
mm).
 10 / 7 mixer machine (Electrical / Diesel)
 Weigh batcher (Calibrated).

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  Measuring Jar.
 Bucket (Calibrated)
c) Material
 Cement to be used shall be as specified.
 Coarse aggregate & Fine aggregate shall be as per IS 383 : 1972
 Water should be as per IS 456: 2000.
 Admixture (Plasticizer) as required as per IS - 9103.
 All materials to be used for construction shall be subject to acceptance by the
Engineer in charge.
d) Manpower

Adequate skilled, semi-skilled and unskilled manpower shall be arranged for every
activity described hereafter.

 Procedure
1. Pre-pour Activities
 Level, layout, formwork and formwork support system of the pouring area shall be
checked with respect to relevant construction drawings before starting RCC.
 Reinforcement bar size and placement shall be checked with respect to relevant
construction drawings and bar bending schedules duly approved by engineer. Where
applicable, provision of chairs shall be checked for adequacy.
 Location, size details, level etc. of all embedment parts shall be checked.
 Any accumulated water shall be drained out / pumped out.
 Any accumulated dust, wooden pieces, other foreign materials etc within the
formwork shall be removed by compressor/ manually as per requirement.
 All cover blocks having proper thickness shall be placed in proper location as per
drawing.
 Cover block shall be made of same grade of concrete in which it is to be embedded.
 Tarpaulins shall be kept in readiness if there is possibility of rain.
 Proper lighting arrangement shall be made from unloading area to the placing area if
the pouring continues through night.
 The aforesaid checks shall be jointly made with the Owner’s Engineer and pour
clearance shall be obtained on Pre-pour Card Inspection format.

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2. Production and Delivery of Concrete using Batching Plant
 Batching Plant(s) shall be pre-qualified in order to ascertain its rated capacity,
accuracy of weighing, consistency of product etc. prior to commencement of first
concreting. Thereafter, plant calibration shall be checked every three months.
 Batch correction for moisture content in aggregate shall be carried out daily.
 Grading of aggregates used by the plant shall be checked daily for conformity with
design mix grading range.
 Suitable design mix shall be developed and approved by the Owner well in advance
for each grade of concrete and for each variation of cement and admixture. Separate
design mix shall be developed for pumpable and non-pumpable concrete of a given
grade, depending on mode of placement.
 Only concrete of approved design mix shall be issued from the Batching Plant for
works at site.
 Concrete from Batching Plant shall be transported by transit mixer only.
 Rate of production of Batching Plant and number of transit mixers required should be
decided based on rate of concrete placement.
 Concrete shall be unloaded from the transit mixer on a leveled plat form / concrete
Pump / Bucket as per the requirement and availability.
 Concrete shall be conveyed to the actual pouring area by manual mode / through
concrete Pump / Bucket as per the requirement & availability.
 Suitable chute shall be used, wherever required, to convey the concrete by gravity, in
order to avoid segregation of the mix.

3. Production & Delivery of Concrete using 10/7 Weigh-batching Mixer

 The weigh-batcher shall be a calibrated one. Calibration shall be carried out once in
every month.
 Approved cement, coarse aggregate & fine aggregate shall be stored near the 10/7
mixer.
 Water connection shall be provided.
 All the ingredient of concrete shall be mixed as per the approved mix design of
concrete.

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  Concrete from the mixture shall be discharged on a platform.
 Concrete shall be transported manually to the actual pouring point.

4. Laying of Concrete
 Concrete shall be placed in its final position within 90 minutes of its production or
well before initial setting time, so as to leave sufficient time for proper compaction.
 Concrete shall be placed in layers having a thickness of maximum of 300 mm.
Generally the pour height of columns and wall shall be restricted to 2.4 m. With
special formwork and support arrangement to prevent segregation and keeping access
for vibration, casting of columns and walls for greater heights (even full height) can
also be planned.
 Before laying any subsequent layer of concrete, the previous layer shall be fully
compacted and there shall not be any initial setting in the previous layer.
 Bedding planes shall be kept horizontal & care shall be taken so that cold joints are
not formed.
 When manual pour of PCC is contemplated, any visible segregation of concrete
unloaded from transit mixer on to the receiving platform, shall be remixed manually
by spade & shovel before placement by head load.
 Concrete shall be well-compacted using immersion vibrator.
 Concrete shall be leveled & finished in proper level as per the requirement of the
drawing.
 Slumps shall be checked & cubes shall be taken as per Quality Assurance Plan.
 Concrete shall be cured for at least 10 days by water spraying / ponding. Jute cloth
shall be provided over the vertical surface to facilitate for keeping the surface wet.
 In case of pre-cast concrete, the pre-cast block shall be removed as per the
instructions given in the drawing.

5. Vibration and Compaction of Concrete

 Each layer of concrete shall be worked with suitable types of equipment till the
concrete has been consolidated to the maximum practicable density, and is free of

57
 pockets of coarse aggregate or of entrapped air and the concrete fits tightly against all
form surfaces and embedded materials.

 The concrete shall be compacted by mechanical vibrating equipment where thickness

of pour allows the process. For lower thickness, compaction shall be achieved by
manual tamping with heavy timber planks.
 The vibrators shall be internal-immersion type high frequency vibrators with speed of
not less than 7000 rpm when immersed in the concrete. Vibrators shall be used in
sufficient number of units and power of each unit to properly consolidate all concrete
in each layer immediately after it has been placed in the forms.
 Vibrators shall be manipulated so as to thoroughly work the concrete around the
reinforcement and embedded fixtures, and into corners and angles of the forms. Care
shall be taken to ensure that the vibrator does not come in contact with the
reinforcement steel. Sufficient numbers of vibrators with standby arrangement should
be kept ready at site of work depending upon size and duration of pour before start of
work.
 Internal vibrators shall be inserted in a vertical position only, at intervals of about 450
to 700 mm depending upon the mix, the equipment used, the type of structure and
continued experience on job. The vibrators shall be withdrawn slowly, approximately
at the rate of 75 mm/sec. The spacing shall provide some overlapping of the area
vibrated at each insertion. In no case shall vibrators be used to move concrete
laterally inside the forms. Vibration needle shall be kept clear of forms at least by
100 mm. Over-vibration shall not be permitted. Hand tamping in some cases may be
allowed subject to the approval of the Owner’s Engineer.
 Vibrators shall not be applied directly or through the reinforcement to sections or
layers of concrete, which have hardened to the extent, the concrete ceases to be
plastic state.
 In placing concrete in layers, which are advancing horizontally as the work
progresses, great care shall be exercised to ensure adequate vibration and thereby
blending of the concrete between the succeeding batches.

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  The vibrator shall penetrate full in the layer being placed and also penetrate the layer
below by about 50 mm while it is still plastic, to ensure good bond and homogeneity
between the two layers and prevent the formation of cold joints.
 Care shall be taken to prevent contact of vibrators against reinforcement steel.
Vibrators shall not be brought in contact with reinforcement steel after start of initial
set. Vibrators shall not be allowed to come in contact with forms or finished surfaces
and embedments.
 Form-attached vibrators shall be used wherever feasible.
 The use of surface vibrators shall not be permitted for compaction of concrete under
ordinary conditions. However, for thin slabs, surface vibration by specially designed
vibrators may be permitted upon approval of the Owner’s Engineer.
 The formation of stone pockets or mortar pondage in corners and against face of
forms shall not be permitted. Should these occur, they should be dug out, reformed
and refilled to sufficient depth and shape for thorough bonding.
6. Construction Joints and Keys
 When concrete placement is to be interrupted, horizontal and vertical construction
joints and bonding keys shall be located and shall conform in detail to the
requirements of the plans. In case of water retaining structures, containment
structures and other structures water stops of approved material shall be provided as
mentioned in the drawing. Construction joints shall be provided in positions as shown
or described in the drawings.
 In a column, the joint shall be formed below the lowest soffit of the beams framing in
to it, joint location being determined by the relevant drawings. Concrete in a beam
shall be placed throughout, without a joint but if the provision of a joint is
unavoidable, joint location shall be determined by the relevant drawings. Before
fresh concrete is placed, the cement skin or any loose or porous material of partially
hardened concrete shall be thoroughly removed and cut back until the solid face is
exposed and surface made rough by hacking using manual chisel / pneumatic tool.
The rough surface shall be thoroughly wetted for about two hours and shall be dried
and coated with 1:1 freshly mixed cement sand slurry, immediately before placing the

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 new concrete. Special care shall be taken to see that the first layer of concrete is
placed after a construction joint is thoroughly rammed against the existing layer.

2.3 WORK PROCEDURE FOR REINFORCED CONCRETE BLOCKS

 Objective

Objective of this procedure is to provide a guideline for sequence of operations pertaining to

construction of solid block work, so as to ensure that the works are carried out in a
systematic manner and to ensure that the works conform to the drawings and technical
specification.

 Resource Deployment
The Contractor shall deploy any or all of the following resources as dictated by the
volume and nature of work.

a) Tools & tackles

 Iron Pans.

 Spade.

 Trowel.

 Measuring Tape.

 Line Thread.

 Horizontal & Vertical bubble Sprit Level.

 Level Ruler / Phanti.
 Measuring Box.
 Chisel.
 Plumb bob.
 Required staging arrangement.
 P.P.E. As required.

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 Procedure Details
Prior to commencement of the work the surface shall be clean from dust, oil and loose
particles.

 The height of masonry units shall not exceed either its length or 1 m with adjacent or
diagonally.

 Concrete blocks shall be sound, free of cracks, chipping or other defects which impair the
strength or performance of the construction.

 For preparing mortar, the ingredients shall first be mixed thoroughly in dry condition.
Water shall then be added and mixing continued to give a uniform mix of required
consistency. The mortar thus mixed shall be used as soon as possible preferably with in
30 minutes from the time water is added to cement.

 Any mortar partially set shall be rejected and shall be removed forthwith from the site.
Droppings of mortar shall not be re-used.

 The thickness of cement mortar shall not be less than 10 mm and not more than 12 mm in
both the vertical & horizontal joints.

 The first layer shall be laid carefully, ensuring that it is properly aligned, leveled and
plumb since this will facilitate in laying succeeding courses to obtain a straight and truly
vertical wall.

 For horizontal / bedding joint, mortar shall be spread over the entire top surface except
hollow part of the block including front and rear shells as well as the webs to a uniform
thickness of 10 mm.

 For vertical joints, the mortar shall be applied on the vertical edges of the front and rear
shells of the block.

 The mortar may be applied either to the unit already placed on the wall or an edge of the
succeeding unit when it is standing vertically and then placing it horizontally, well
pressed against the previously laid unit to produce a compacted vertical joint.

 The mortar shall be racked to a depth of 10 mm as each course as laid to ensure good
bond for the plaster.

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  The blocks should be wetted before laying in walls. Blocks should be laid dry except
slightly moistening their surface on which mortar is to be applied to avoid absorption of
water from the mortar.

 As per design requirements and to effectively control cracks in the masonry, RCC bond
beams / studs, joint reinforcement shall be provided at locations as per details indicated in
the construction drawings.

 At every 1.2 m a vertical 16mm# bar is provide and at every 2 layer 18 gauge G.I wire is
laid horizontally.

Mode of measurement

Mode of measurement shall be in cubic meter or sqm. A joint protocol shall be

maintained by the engineer concerned at execution.

Safety Measures

Proper precautions should be taken during masonry work i.e. workmen should wear PPE
like safety belt, safety shoe, helmet, goggles while working on scaffolding at high altitude.

2.4 WORK PROCEDURE FOR FORM WORK

 Objective

Objective of this procedure is to provide a guideline for sequence of operations pertaining to

Formwork for all types of concrete structures, so as to ensure that the works are carried out in
a systematic manner and to ensure that the works conform to the drawings.

 Resource Deployment

The Contractor shall deploy any or all of the following resources as dictated by the type of
formwork.

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 Tools & tackles
 Carpenter’s Kit
 Masking tape / putty
 Plant & Machineries
 Tractor / Trailer
 Builder’s hoist
 Material
 Timber, Plywood, Steel, Plastic or Concrete formwork depending upon the type
of finish specified in shapes and sizes as required.
 Sliding forms & Slip form shall be used with the approval of Engineer.
 Fabricated steel formwork in shapes and sizes as required
 Scaffolding pipes with clamps
 H-frame
 MS pipe with adjustable props
 MS section soldiers / runners
 Hardwood battens
 Steel trestles
 Stirrups, turnbuckles.

 Consumables
 Wire nails
 Form Oil except for surfaces to be painted later.

 Manpower

Adequate skilled, semi-skilled and unskilled manpower shall be arranged for every
activity described hereafter.

 Procedure

The form work shall consist of but not limited to shores, bracings, sides of beams,
columns, walls, rafts and bottom of slabs including ties, anchors, inserts, hangers, false

57
 work, wedges etc. complete, which shall be properly planned for the work. For the
floors, supports can be taken from the floors down below with prior permission of the
Owner’s Engineer. Wherever required provision shall be made to support the floor
shuttering by means of trusses, which shall be spanned from the near by walls/ columns.

 Formwork
Formwork shall be designed to fulfill the following requirements:

a) Sufficiently rigid and tight to prevent loss of grout or mortar from the concrete at
all stages and appropriate to the methods of placing and compacting.
b) Made of suitable materials.
c) Capable of providing concrete of the correct shape and surface finish within the
specified tolerance limits.
d) Capable of withstanding without deflection the worst combination of self-weight,
reinforcement and wet concrete weight, all loads and dynamic effects arising from
construction and compacting activities, wind and weather forces.
e) Capable of easily striking without shock, disturbance or damage to the concrete.
f) Soffit forms capable of imparting a camber if required.
g) Soffit forms and supports capable of being left in position if required.
h) Capable of being cleaned and or coated if necessary immediately prior to casting
the concrete; design temporary openings where necessary for these purposes and to
facilitate the preparation of construction joints.
i) All horizontal forms shall be constructed for pressures from the dead load of the
concrete and embedments and a minimum live load of 200 kg/m 2. For any additional
loads, the formwork shall be suitably designed.

 Support Structure
The following loading shall be considered for design of the supporting structure.

Dead Load
 Concrete load -- 2500 kg/cum. (set concrete)
 Self weight -- as per design.

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  Top formwork -- as per design
 Reinforcement in Un-concreted area -- 200 Kg/sqm on plan area
Live Load

 General area -- 75 Kg/sq.m on plan area

 Local area where concreting is in progress -- 125 Kg/sq.m on plan area.
 Incidental load -- 170 Kg/sq.m on plan area.
Wind load -- As per IS: 875 (part 3) –
1987

Green concrete load -- as per ACI provisions

 Centering of Formwork

Centering using steel, H frames, built-up sections, with provisions to adjust the heights of
the props shall be used and they shall be to true levels and rigid. They shall be adequately
braced horizontally and vertically. For shuttering supported on floors below, vertical
props shall be so supported on wedges or other measures shall be taken whereby the
props can be gently lowered vertically while striking the shuttering. Bamboos and
wooden poles shall not be used as props or cross bearers.

 Tie Rods

As far as possible MS / Reinforcement tie rods left in type shall be used for supporting all
forms. Retrievable type can also be used with the prior approval of the Engineer. Tie
rods shall have provision for removal of a section of each rod at surface of the concrete to
a depth of approximately 50mm. All holes left by the removal of conical nuts / PVC
Conduit or other removable fixtures embedded in the face of the concrete shall be filled
and finished with cement-sand mortar in a manner specified in the finishing specification.
Threaded inserts embedded on each face of the wall shall be cut for attaching the forms to
previously placed concrete.

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 Through Tie rods shall be permitted only upon approval of the Engineer and when
permitted shall be cut off flush with the face of the concrete, or the countersunk, filled
and finished, as required by the Engineer, in the manner specified under the finishing
specification. Measures shall be taken to prevent rust stains on concrete.

 Form Oil

Only non-staining mineral oil or other approved oil shall be applied before placing
reinforcing steel and embedded parts. Form oil shall not be used on the surfaces requiring
painting. Form oil shall be insoluble in water and not injurious to concrete and shall not
become flaky or be removed by rain or wash water. Form oils that retard the setting of
concrete shall not be used.

All excess oil on the form surface and any oil on metal or other parts to be embedded in
the concrete shall be carefully removed. Before treatment with oil, forms shall be
thoroughly cleaned of dried splatter of concrete from placement of previous lift.

 Self Supporting Shutter

Metal decking / conventional form ply supported on structural steel on removable

structural steel framework shall be used as self supporting shuttering as an alternative to
the conventional shuttering in places where the area below has to be kept free of
scaffolding and centering works. The fixing of metal sheets to structural steel members
shall be by bolting or welding as advised.

 Joints

Joints in forms shall be truly horizontal or vertical unless otherwise specified and shall be
sufficiently tight to prevent any leakage of cement slurry to avoid formation of fine or
blemish. Faulty joints shall be sealed as directed by the Engineer. Suitable devices shall
be used to hold adjacent edges together in accurate alignment. Sealing tapes / cotton
waste packing shall be used to avoid leakage of slurry through the formwork joints. On

57
 the removal of forms, marks left by sealing tapes / cotton waste shall be finished so as to
merge with other concrete surface. Care shall be taken to maintain symmetry in
formwork in slabs, walls, columns etc. so as to give a pleasant appearance to finish
concrete surface. All forms shall be so made that they can be removed without
hammering or prying against the concrete.

 Reuse of Forms

Before reuse, all forms shall be thoroughly scrapped, cleaned, examined and when
necessary, repaired and re-oiled before resetting. Formwork shall not be used / reused, if
declared unfit or unserviceable by the Engineer.

 Working Platform
Safe working platform shall be provided for workmen, when working above ground
level. Safe method of approach shall be provided to reach locations above ground level.
Hanging platforms shall have safety net provisions. All ladders shall have handrails and
shall not be kept vertical. All platforms, ladders handrails etc. shall be firmly secured to
ground or on supports. No loosely supported ladders, platforms shall be used in the
works.

 Removal of Forms
In the determination of time for removal of forms, consideration shall be given to the
location and character of the structure, the weather and other conditions including the
setting and curing of the concrete and materials used in the mix.

Forms and their supports shall not be removed without the approval of the Engineer.
Improper methods of removal of formwork likely to cause overstressing or damage to the
concrete shall not be used. Supports shall be removed in such a manner as to permit the
concrete to uniformly and gradually take the stresses due to its own weight.

The supports can be reinstated in anticipation of abnormal conditions. Re-propping of

beams shall not be done except with the approval of the Engineer.

57
The minimum period for removal of forms shall be as mentioned in the table given
hereafter. However, seven day test results shall be as per IS: 456 (latest revision). If the
strength requirements are not met with, the formwork shall be removed as per the
instruction of the Engineer.

Table Showing Formwork Release Time as per IS 456

Sl. Minimum Period before

Type of Form Work
No. Striking Form Work

Vertical Form Work to Walls, columns and vertical

1.0 16 to 24 hrs.
sides of beams.

2.0 Soffit Form Work to Slabs (props left under) 3 days

3.0 Soffit Form Work to Beams (props left under) 7 days

4.0 Removal of props to slab

i) Spanning upto 4.5m 7 days

ii) Spanning over 4.5m 14 days

5.0 Removal of props to beams and arches

a) Spanning upto 6m 14 days

b) Spanning over 6m 21 days

Not until adequate fixity is

6.0 Cantilever construction developed subject to
minimum of 10 days

Striking shall be done slowly with utmost care to avoid any damage to concrete surfaces
or any projections on it and without shock or vibrations, by gently easing the wedge. If
after removing the formwork, it is found that timber has been embedded in the concrete,
it shall be removed and made good as approved.

57
 Tie rods, clamps form bolts etc., which must be entirely removed from the walls or
similar structure shall be loosened not sooner than 24 hours after the concrete was
deposited.

 Safety Procedures:

All the workers should wear the PPES.Proper handling of the materials while working on
height.

Proper barricading of the working area.

While deshuttering there sould be a person guiding all the persons not to pass through
that area with the proper barrication of that area.

2.5 WORK PROCEDURE FOR INSIDE CEMENT SAND PLASTERING WORK

 Objective

Objective of this procedure is to provide a guideline for sequence of operations pertaining to

cement sand plastering work, so as to ensure that the works are carried out in a systematic
manner and to ensure that the works conform to the drawings and technical specification.

 Resource Deployment
The Contractor shall deploy any or all of the following resources as dictated by the volume
and nature of work.

 Tools & tackles

 Iron Pans.

 Spade.

 Trowel.

 Measuring Tape.

57
  Line Thread.

 Horizontal & Vertical bubble Sprit Level.

 Level Ruler / Phanti.
 Measuring Box.
 Chisel.
 Plumb bob.
 Required staging arrangement.
 P.P.E. As required.

 Procedure

 The masonry surface is rendered first and washed with clean water to remove all
dirt, loose materials etc. Concrete surface is being hacked for proper adhesion of
plaster and the surface shall be evenly wetted to provide the correct suction. The
masonry surfaces should not be too wet but only damp at the time of plastering. The
dampness shall be uniform to get uniform bond between the plaster and the
masonry surface.

 The proportion of cement mortar for interior plain faced surface shall be 1:4 (one
part of cement to four parts of sand).The average thickness of plaster is 13mm.

 The proportion of cement mortar for soffit of concrete slab shall be 1:3 (one part of
cement to three parts of sand). The average thickness of plaster is 6mm.

 Cement and sand shall be mixed thoroughly with water (in the mixer machine or on

the nonabsorbent platform as per engineer’s instruction) in the required ratio

mentioned above until the uniform mix of required consistency is achieved.

 The mortar shall be dashed against the prepared surface with a trowel. The dashing
of the coat shall be done using a strong whipping motion at right angles to the face
of the wall. The coat shall be trowelled hard and tight forcing it to surface
depressions to obtain a permanent bond and finished to smooth surface. Interior
plaster shall be carried out on jambs, lintel and sill faces etc. as shown in the
drawing.

57
  Mortar once prepared, should not be used after 30 minutes.

 Dropping of mortar will not be used.

 Steel wire fabric will be used at the junction of brick masonry and concrete.

 Now the finishing is made with the help of trowel, line thread, level ruler and plumb
bob to maintain proper line, level and thickness as per drawing and technical
specification.
 Curing of plaster shall be started as soon as the applied plaster has hardened
sufficiently so as not to be damaged when watered. Curing shall be done by
continuously applying water in a fine spray and shall be carried out for atleast 7
days.

 Mode of measurement

Mode of measurement shall be in square meter. A joint protocol shall be maintained by the
engineer concerned at execution.

 Safety Measures

Proper precautions should be taken during plastering work i.e. workmen should wear PPE
like safety belt, safety shoe, helmet, while working on scaffolding at high altitude.

2.6 WORK PROCEDURE FOR OUTSIDE CEMENT SAND PLASTERING WORK

 Objective

Objective of this procedure is to provide a guideline for sequence of operations pertaining to

cement sand plastering work, so as to ensure that the works are carried out in a systematic
manner and to ensure that the works conform to the drawings and technical specification.

57
 SCOPE

This procedure is applicable for cement plastering work as per approved drawings, technical
specification and is-1661,is-2402 and is-1542

 RESOURCE DEPLOYMENT
The Contractor shall deploy any or all of the following resources as dictated by the volume
and nature of work.

 Tools & tackles

 Iron Pans.

 Spade.

 Trowel.

 Measuring Tape.

 Line Thread.

 Horizontal & Vertical bubble Sprit Level.

 Level Ruler / Phanti.
 Measuring Box.
 Chisel.
 Plumb bob.
 Required staging arrangement.
 P.P.E. As required.

 Procedure

 The masonry surface is rendered first and washed with clean water to remove all dirt,
loose materials etc. Concrete surface is being hacked for proper adhesion of plaster
and the surface shall be evenly wetted to provide the correct suction. The masonry

57
 surfaces should not be too wet but only damp at the time of plastering. The dampness
shall be uniform to get uniform bond between the plaster and the masonry surface.

 The plaster shall be applied in 2 coats.The first coat shall be 14 mm thick with the
mix proportion of 1:4 and the second coat shall be 6 mm thick with the mix
proportion of 1:3 with addition of approved water curing compound.These coats shall
be applied as stipulated in clause .However,only approved white quality sand shall be
used for second coat and for the finishing work.Sand sor the finishing work shall be
coarse and of even size and shall be dashed against the surface and sponged.The
mortar proportion for the first and second coats shall be as specified in the respective
items of work.

 Wherever more than 20mm thick plaster has been specified, which is intended for the
purpose of providing beading ,bands,etc.this work shall be carried out in two or three
coats as directed by the ENGINEERS duly satisfying the requirement of curing each
coat (rendering/floating)for a minimum period of 2 days and curing the finished work
for atleast 7 days.

 Cement and sand shall be mixed thoroughly with water (in the mixer machine or on
the nonabsorbent platform as per engineer’s instruction) in the required ratio
mentioned above until the uniform mix of required consistency is achieved.

 The mortar shall be dashed against the prepared surface with a trowel. The dashing
of the coat shall be done using a strong whipping motion at right angles to the face
of the wall. The coat shall be trowelled hard and tight forcing it to surface
depressions to obtain a permanent bond and finished to smooth surface. Interior
plaster shall be carried out on jambs, lintel and sill faces etc. as shown in the
drawing.

 Mortar once prepared, should not be used after 30 minutes.

 Dropping of mortar will not be used.

 Steel wire fabric will be used at the junction of brick masonry and concrete.

57
  Now the finishing is made with the help of trowel, line thread, level ruler and plumb
bob to maintain proper line, level and thickness as per drawing and technical
specification.
 Curing of plaster shall be started as soon as the applied plaster has hardened
sufficiently so as not to be damaged when watered. Curing shall be done by
continuously applying water in a fine spray and shall be carried out for atleast 7
days.

 Mode of measurement

Mode of measurement shall be in square meter. A joint protocol shall be maintained by the
engineer concerned at execution.

 Safety Measures

Proper precautions should be taken during plastering work i.e. workmen should wear PPE
like safety belt, safety shoe, helmet, while working on scaffolding at high altitude.

57
 CHAPTER 3

PRODUCTIVITY

57
 CHAPTER 3

The productivity of workers is worked out based on the actual output at the site.

3.1 MASONRY WORK:

RCB ( Reinforced Concrete Block):

Following Size are available for masonary work

- 390*190*190 (8 inch for main wall)
- 390*190*140 (6 inch for partition wall)
- 390*190*90 (4 inch for toilet , bathroom and kitchen wall)
- 190*190*190 (8 inch half)
- 190*190*140 (6 inch half)

 Masonry work of building 5 (S.G.MISTRY) on 1st floor was going on and person
available were:
- 2 masons
- 2 helpers
- 1 person for cutting blocks
- 1 helper to cutter person
- Shifting of blocks were done through crane
- 1 person to keep blocks from crane
- Masonry work of 292 blocks were done in 1 day
- So total work done = (292*0.390*0.190 )*0.2
= 4.32 cu.m
- This work was done by 2 pair, so total work done by 1 pair ( 1mason+2 helper) in 1
day
= 4.32/2 = 2.16cu.m

57
 Similarly total work done in building 19 of BALAR BUILDCON by 2 pair was 248
blocks = (248*0.390*0.190)*0.2 = 3.67 cu.m
 So work done by 1 pair = 1.83 cu.m
 Similarly total work done in building 35 of PRIYANKA CONSTRUCTION by 5 pair
was 350 blocks = (350*0.390*0.190)*0.2 = 5.187cu.m
 So work done by 1 pair = 1.0374 cu.m
 Similarly total work done in building 31 of PRIYANKA CONSTRUCTION by 3 pair
was 325 blocks = (325*0.390*0.190)*0.2 = 4.8164 cu.m
 So work done by 1 pair = 1.6054 cu.m
 The variation in output per pair was observed due to skill of labour, use to with this
technology and level of working i.e ground floor, 1st floor etc..
 The thumb rule for masonry work is that 1 pair should do the 2.5cu.m for main wall and 5
cu.m for partition wall in 1 day.

Fig 1 concrete blocks used for masonary work.

57
3.2 FORMWORK FOR SLAB

 Normally 3 types of formwork are followed in India, they are:

- L&T doka
- Titanium formwork
- Conventional formwork

 Here conventional formwork is followed by all the contractors

 There are 2 types of buildings for which material for shuttering is estimated 8 core and 6
core (all the flats are symmetrical in both) and slab for half floor is done first i.e for 4 flat
+ passage between them.
 So we will calculate material required for 1 flat and then multiply it with 4 and add the
passage area.
- The spacing between wall plate should be 600mm in case of wooden plate and up to 1
m will work in case of acrow span according to IS code.
- The spacing between props should be 600mm in case of wooden plate and in case of
acrow span at end points and 1 at mid point according to IS code.
- The spacing between battens should be 300mm according to IS code
- The standard size of ply sheet is 1.210*2.240
- There are 3 types of pin (khila)
1 making khila (1.5 inch used for ply sheet)
2/3 inch khila (used for thickness up to 50mm)
3/4 inch khila (used for thickness up to 100mm)
- It is fitted in staggered manner because by that there will be good bonding.

57
- Bedroom area (2.830*2.711=7.672 sqm)

Description Estimated Actual in Actual in

building 5 building 6
Wall plate (chavi) 2.711/0.6 = 4.51 3 4 (acro span)
Props/wall plate 2.830/0.6 = 4.71 3 2 (acro span)
Battern 2.830/0.3 = 9.43 8 8
Plysheet 7.672 sqm ( 3 plysheets of size 1.210*2.240 are required)
Khila 100 (1.5 inch) 3 inch 5 per every 2.24m for beam

- Utility 1*1.94 = 1.94 sqm

Description Estimated Actual in Actual in

building 5 building 6
Wall plate (chavi) 1/0.6 = 3.23 2 3
Props/wall plate 1/0.6 = 1.66 3 2
Battern 1/0.3 = 3.33 2 2
Plysheet 1.94 sqm ( 1 plysheets of size 1.210*2.240 are required)
Khila 60 (1.5 inch) 3 inch 5 per every 2.24m for beam

- Kitchen 2.13*2.06 = 4.2 sqm

Description Estimated Actual in Actual in

building 5 building 6
Wall plate (chavi) 2.130/0.6 = 3.55 2 2
Props/wall plate 2.06/0.6 = 3.43 2 2
Battern 2.06/0.3 = 6.86 4 5
Plysheet 4.2 sqm ( 1.5 plysheets of size 1.210*2.240 are required)
Khila 80 (1.5 inch) 3 inch 5 per every 2.24m for beam

57
- Drawing room = 2.100*2.160 + 2.600*4.310 = 15.73 sqm

Description Estimated Actual in Actual in

building 5 building 6
Wall plate (chavi) 2.1/0.6 = 3.5 3 3
2.6/0.6 = 4.33 3(acro span) 3(acro span)
Props/wall plate 2.16/0.6 = 3.6 3 2 (acro span)
4.3/1 = 4.3 3 2 (acro span)
Battern 2.16/0.3 = 7.2 7 7
4.3/0.3 = 14.33 10 13
Plysheet 15.73 sqm ( 5.5 plysheets of size 1.210*2.240 are
required)
Khila 180 (1.5 inch) 3 inch 5 per every 2.24m for beam

- Toilet 1.1*1.016 = 1.16sqm

Description Estimated Actual in Actual in

building 5 building 6
Wall plate (chavi) 1.1/0.6 = 1.83 2 2
Props/wall plate 1.016/0.6 = 1.693 2 2
Battern 1.016/0.3 = 3.386 4 5

- Bath 1.50*1.009 = 1.513 sqm

Description Estimated Actual in Actual in

building 5 building 6
Wall plate (chavi) 1.09/0.6 = 1.816 2 2

57
 Props/wall plate 1.50/0.6 = 2.5 2 2
Batten 1.50/0.3 = 5 4 6

- Area near bath = 1.5*1.01= 1.515 sqm

Description Estimated Actual in Actual in

building 5 building 6
Wall plate (chavi) 1.01/0.6 = 1.68 2 2
Props/wall plate 1.50/0.6 = 2.5 2 2
Battern 1.50/0.3 = 5 5 6

- Total plysheet required for toilet, bath and area near bath = 2.5 plysheet of
standard size mentioned above.
- Total khila of 1.5 inch required are = 50 to 60
- 3 inch 5 per every 2.24m for beam.
- For beams support plysheet required are = 17.854/2.71 = 6.58 = 7 plysheet

 Material required for 1 flat

Description Estimated Actual in Actual in

building 5 building 6
Wall plate (chavi) 24.44 19 21
Props/wall plate 82.15 47 42
(some acro span) (some acro span)
Battern 54.53 44 52
Plysheet - 20.5 20.5
Khila - 470-500

 Material required for passage area = 9.752*1.2= 11.70 sqm.

57
 Description Estimated Actual in Actual in
building 5 building 6
Wall plate (chavi) 1.2/1 = 1.2 2(acro span) 2 (acro span)
Props/wall plate 9.752/1 = 9.752 3(acro span) 3(acro span)
Battern 9.752/0.3 = 32.50 23 26
Plysheet 11.70 sqm ( 4.3 plysheets of size 1.210*2.240 are
required)
Khila 220 (1.5 inch) 3 inch 5 per every 2.24m for beam

 So total material required for casting the slab of half floor of 8-core of area:
- Area = 15.71*11.9 = 186.949 sqm.
- 186.949 - 2*5.3*1 - 2*.91*.90 - 5.958*1.2
= 186.949 - 10.6 - 1.638 - 7.149
=167.553 sqm.
 Following material is required:

Description Estimated Actual in Actual in

building 5 building 6
Wall plate (chavi) 98.96 78 86
Props/wall plate 338.35 191(some acro 171(some acro
span) span)
Battern 250.62 199 231
Plysheet - 86.3 86.3
Khila - 2100

 For 170 sqm area 4 pair of carpenter i.e. 1 carpenter and 1 helper worked and
completed in 7 days in building-6
- Work done by 1 pair = 170/4 = 42.49 sqm
- Work done by 1 pair/day = 42.49/7 = 6.071 sqm
- The output was comparatively low because new material was brought
and cutting and all done at the site.

57
  For 170 sqm area 3 pair of carpenter i.e. 1 carpenter and 1 helper worked and
completed in 5 days in building-5
- Work done by 1 pair = 170/3 = 56.67 sqm
- Work done by 1 pair/day = 56.67/5 = 11.33 sqm
-
3.3 Foundation
 Excavation
- L= 34.832 + 0.5(raft face) + 0.1(pcc face) + 0.3(working area) = 35.732
- B= 12.404 + 0.5(raft face) + 0.1(pcc face) + 0.3(working area) = 13.304
- Total area= 35.732*13.304 = 475.37 sqm.

 Therefore volume of soil to be excavated = 475.37*1.5 = 713.06 cubic meter.

 Flowchart of basic process followed from excavation to slab level

57
57
Fig 2 shuttering for raft foundation.

Fig 3 masonry up to FPL and soil filling.

57
 Fig 4 grade slab after soil compaction at FPL.

 Concreting required for raft (51 building 8-core)

Description No. Length Width Height Unit Quantity

Grid 1& 23/A-D & J-N 4 5.543 1.2 0.5 cum 13.3032
Grid 3,6,9,11,13,15,18,21,23/A- 16 5.552 1.2 0.5 Cum
F&H-N 53.2992
Grid 4,5,7,8,16,17,19,20/A- 8 4.177 1.2 0.5 Cum
C&L-N 20.0496
Grid A,N/1-3,9-11,13-15,21-23 8 1.210 1.2 0.5 Cum 5.808
Grid J/1-2,10-11,13-14,22-23& 8 1.511 1.2 0.5 Cum
D//1-2,10-11,13-14,22-23 7.2528
Grid M/3-4,8-9,15-16,20-21 & 8 0.908 1.2 0.5 Cum
B/3-4,8-9,15-16,20-21 4.3584
Grid M/5-6,6-7,17-18,18-19 & 8 1.589 1.2 0.5 Cum
B/5-6,6-7,17-18,18-19 7.6272
Grid F/2-22 & G/2-22 1 33.412 2.3 0.5 Cum 38.4238
Grid 11-13/H-J 1 1.954 2.2 0.5 Cum 2.1494
152.2716

57
 In architectural drawings dotted line known as grid is shown on each raft wall so similar
walls are picked and quantity is calculated.

 6.9 ton steel was used for 8 core foundation 152.2716 cum concrete
 So steel required for 1 cum = 6.9/ 152.2716 = 0.045314 = 45.31kg

3.4 CONCRETING

 Concreting of 174.58 area slab was done.

 Manpower available were
- Crane operator 1
- For filling sand 4
- For filling aggregate 7
- Concrete mix operator 1 and 2 helper
- Person for concreting 1 and 3 helper
- Supervisor 1
- Site engineer 1
- Carpenter 1 to check that there is no sunking or leakage while concreting
and vibrating.
 M25 (1:1.5:3) concrete was used.
 Mixing was done in concrete mixer (0.235 m3 capacity). In 1 batch (350 kg, 30 min)
- Cement 50 kg
- Sand 96 kg
- 20 mm aggregate 120 kg
- 10 mm aggregate 65 kg
- Water 26 litre
- Admixture 200 ml

 Levelling procedure:
- At 1 m from the previous slab or floor level marking is done on the wall

57
 - Then from that level shuttering bottom is kept.
- From the marking another marking at 2m+slab thickness+300mm is done on the
vertical bar
- A rope is tied at that marking and shuttering top level is checked whether it is on
level or not.
- If it is in level then only concreting is started.
 To complete the slab of 28 m3 22 person took 12.30 hours
 So productivity of concreting per hour = 2.27 m3
 To complete it in 1 working day i.e 8 hours we can either increase 1 concrete mixer or
persons to 34 from 22.

3.5 REINFORCEMENT

 On 1st day reinforcement of beam was done in building 5

 8 mm dia steel was used. Weight of 8 mm dia per m = .395 kg/m or we can calculate it by
d2/162.
 Ring spacing 200 mm C/C
 No. of rings in 5.9 m length beam = 5.9/0.2 = 29.5
 Length of 1 ring of size 200 * 325 = 150 + 150 + 275 + 275 + 80 + 80 – 80(for 1 bend
deduct 2d, here 5 bend = 80) = 930mm = 0.930 m
 Therefore total length in m of rings of whole beam of 5.9*0.2*0.325 = 29.5*0.930 =
27.435 m
 Total 3 beams = 3*27.435 = 82.305
 For horizontal bars 4 8mm dia bars, so 5.9*4 = 23.6 m
 Total 3 beams = 23.6*3 = 70.8 m

57
 Beam size No. of Ring No. of Total Total
rings length beam length of length of
rings horizontal
bars
5.9*0.2*0.325 29.5 27.435 3 82.305 70.8
9.9*0.2*0.325 49.5 46.03 1 46.03 39.6
3.5*0.2*0.325 17.5 16.27 1 16.27 14
4.8*0.2*0.325 24 22.32 2 44.64 38.4
1.6*0.2*0.325 8 7.44 2 14.88 12.8
2.6*0.2*0.325 13 10.79 1 10.79 10.4
2.5*0.2*0.325 12.5 10.37 1 10.37 10
Total 225.29 196

 so total work done = (225.29 + 196) * 0.395 = 166.4 kg

 4 persons were working , 2 bar bender + 2 helper
 So 2 pair (1 bar bender + 1 helper = 1 pair)
 Productivity of 1 pair = 166.4 / 2 = 83.2 kg
 Next day reinforcement of slab other than beam was done.
 8 mm dia at 180 mm C/C.

Length in meter No. of bars Total length (m)

9.9 12 118.8
12 12 144
4.2 12 50.4
4.6 30 138
3.5 12 42
3.3 32 105.6
Total 598.8

57
  So total work done by 2 pair = 598.8 * 0.395 = 236.52 kg
 Work done by 1 pair = 118.26 kg
 At every two layers 18 mm gauge G.I wire is used as a reinforcement.
 1 person can fix up to 42.12 m per day.
 Both cutting and fixing done by the same person.

3.6 INTERNAL PLASTER (BUILDING 3)

 Two pairs (1 pair = 1 mason + 1 helper {semi mason} were working and mortar of 1:4
was used.
 Worked done by 1st pair = two long wall and 1 short wall of bedroom ( 2.830 * 2.711)
- Hence work done = (2 * 2.830 * 3) + (1 * 2.711 * 3 – 2.85 {W}) = 13.698 +
8.133 – 2.85 = 18.981 sqm.
 Work done by another pair = 1 long wall and 2 short wall of living room
- Hence work done = 4.700 * 3 – 2.52 {D} + 4.310 * 3 + 2.170 * 3 – 6.51 – 2.52
{D} = 14.1 – 2.52 + 12.930 + 6.51 – 2.52 = 28.5 sqm.
 Total 5 cement bags were used.
 Theoretically cement consumption should be as below
- Ratio of mortar = 1:4 , so 1+4 = 5
- Dry volume = 28.5 * 0.12 + 35% of its vol. + 18.981 * 0.12 + 35% of its vol. =
0.342 + 0.1197 + 0.228 + 0.0797 = 0.7694
- 0.7694/ 5 = 0.15388
- 0.15388/0.035 = 4.39 bags
 Next day 1 pair was working
- Work done = 1.940 * 3 – 0.85 * 2.1 + 1.940 * 3 – 0.640 * 1.1 – 0.720 * 2.1 + 2.06
* 3 + 2.06 * 3 + 0.5 * 2.06 * 2 = 4.035 + 3.604 + 6.18 + 8.24 = 22.059 sqm.
- Total 2.75 bags were used.
 Theoretically cement consumption should be as below
- Ratio of mortar = 1:4 , so 1+4 = 5
- Dry volume = 22.05 * 0.12 + 35% of its vol.
= 0.2647 + 0.09264= 0.3573
- 0.3573/ 5 = 0.071469

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 - 0.071469/0.035 = 2.04 bags

3.7 EXTERNAL PLASTER (BUILDING 11)

 For shifting material 5 persons are required

 1 day before material is shifted to the required floor.
 Total two pair was working.
 Total area of plastering done ( coat 1) = 87.98 – 15.75 (5 W) – 13.40 (5 W1) + 0.54 (W
plate elevation) + 0.03375 (W plate elevation)
= 59.40375 sqm
 Hence work done by 1 pair = 29.7018 sqm.
 Total 8.5 to 9 cement bags were used.
 Theoretically cement consumption should be as below
- Ratio of mortar = 1:4 , so 1+4 = 5
- Dry volume = 59.403 * 0.15 + 35% of its vol.
= 0.8910 + 0.31186= 1.2028
- 1.2028/ 5 = 0.24057
- 0.24057/0.035 = 6.87 bags

 Total 10 pairs were working and 15 helpers

 Total area of plastering done ( coat 2)
= 150 sqm
 Hence work done by 1 pair = 15 sqm.
 Total 18.5 cement bags were used.
 Theoretically cement consumption should be as below
- Ratio of mortar = 1:3 , so 1+3 = 4
- Dry volume = 150 * 0.12 + 35% of its vol.
= 1.8 + 0.63= 2.43
- 2.43/ 4 = 0.6075
- 0.6075/0.035 = 17.35 bag

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 3.8 RMC PLANT

 There was half cu.m. plant

 1 batch capacity was 0.35 cu.m in 1 min
 Equipments available were as follows:
- 2 transit mixer of 4 cu.m capacity
- 1 loader for loading sand and aggregates
- 2 concrete pumps

 Manpower available were:

- 1 operator and 2 helper
- 1 operator for loader

 Mix design without fly ash

Cement Water Sand 10mm 20mm Admixture

Grade Description
(kg) (kg) (kg) (kg) (kg) (kg)
M20 Material required for 1 m3 321 176 703 456 859 2.57
Material required for 1 bag
50 29 110 72 132 0.40
cement
M25 Material required for 1 m3 353 176 675 458 860 2.82
Material required for 1 bag
50 26 96 65 120 0.40
cement
M30 Material required for 1 m3 392 176 644 456 857 3.14
Material required for 1 bag
50 24 82 58 108 0.40
cement
M20 Material required for 1 m3 321 192 801 712 503 2.57

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 for grouting
Material required for 1 bag
50 30 125 110 78 0.40
cement

CHAPTER 4

CONCLUSION

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 CHAPTER 4
CONCLUSION

4.1 General

It was a wonderful learning experience at ARVIND AND SMART VALUE HOMES a joint
venture with TATA HOUSING DEVELOPMENT at projects SUBHGRIHA AND NEW
HEAVEN COMPACT. It was a great opportunity to observe and learn quality work culture and
the functionalities in almost all the departments at the site.
Things that I learn under the shade roof of our college gave us the knowledge about the things
can be done. This project taught us that how carefully the things taught in college can be
practically applied on the site.
As a student, I learned the different concepts that attributes to the theoretical side of construction
and management. During this project, I was encouraged to think lifelike and apply those
theoretical concepts which I had learnt, in practical situations. The staff shared their past
experiences and work which made me learn many technical & managerial aspects. It helped me
to learn various safety and quality aspects and synchronized my theoretical knowledge with the
practical knowledge of the huge scale project of an affordable housing.
Overall the project helped me to strengthen my engineering and management concepts. I hope
this experience will surely help me in my future and also in shaping my career. Above all this
project has improved my thinking power and increased my eye sight, fair observation.

4.2 KEY LEARNINGS

 Proper organization structure is a key to successful completion of project. It reduces

ambiguity of roles & responsibility.

 Head Managements attitude towards various things motivates the employees.

 Proper planning and its tracking is the key to complete project within time with quality.

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 Proper Safety Environment helps employees and works to perform their duties and
responsibilities very well.

 Proper planning of materials is necessary for huge project like this. So, systems like SAP
helps to achieve it.

 Checklist helps engineers to check & approve work done by contractors and minimizes
possibility of errors.

 Safety and Quality should not be compromised with respect to work progress.

 Daily, Weekly, Monthly Meetings are necessary to check status of project and to take in
time remedial actions.

 Maintaining Materials & Equipments at site is necessary to reduce hindrance in work

progress.

 Latest technology and software should be used; it minimizes efforts and reduces errors in
work.

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REFERENCES

agnew, Spencer. "The impact of affodable housing oncommunities and household." Minnesota
housing finance agency (2010): 1-26.

Berry, Prof. Mike. "Affordable Housing Project back ground paper." Brotherhood of st.
Laurence (2002): 1-17.

Deven Carlson, Robert Haveman. "Long-Term Effects of Public Low-Income Housing Vouchers
on Labor Market Outcomes." Institute for Research on Poverty (2009): 1-46.

ENGELS, FRIEDRICH. "How Affordable is housing?" ZELL/LURIE REAL ESTATE

CENTER (2001): 38-42.

RICSRESEARCH. "Making affordable housing work in india." RICSRESEARCH (2011): 1-70.

http://www.worksafety.act.gov.au/publication/view/1140
http://accessengineeringlibrary.com/browse/building-design-and-construction-handbook-sixth-
edition
http://wbpwd.gov.in/pdfs/IndianStandardsforBuildingWorks-74to83.pdf
http://www.ctbuh.org/download/Tall_Buildings_Planning_and_Construction_Guide_India.pdf

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