1.
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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
RE-DEVELOPMENT WORKS AT EAST
KIDWAI NAGAR, NEW DELHI
SIX MONTH INDUSTRIAL & SOFTWARE TRAINING
SUBMITTED IN PARTIAL FULFILLMENT OF THE REQUIREMENT FOR
Six Month Industrial Training
At
NBCC Limited
(National Buildings Construction Corporation Limited)
(From 10th
Jan 2015 to 10th
Apr 2015)
SUBMITTED BY
JASPREET SINGH
Section - D4CE1
Class R.No.110138
Univ. R.No.1283920
Civil Engineering Department
GURU NANAK DEV ENGINEERING COLLEGE
LUDHIANA, INDIA

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
ACKNOWLEDGEMENT
As the professional courses not only require the theoretical knowledge but practical
knowledge too, that is why university started conducting training programs for the
students, so that they can get ample view of practical problems. I find it a matter of
Honour in showing the feeling of indebtedness and thankfulness to the Dr. M.S. Saini,
Director, Guru Nanak Dev Engineering College, Ludhiana for providing this
opportunity to carry out the six months industrial training.
The constant guidance and encouragement received from Er. K.S.Maan, Dean
Training & Placement cell, has been of great help in carrying out the project work and
is acknowledged with reverential thanks.
It is my privilege to express my profound ineptness, my deep sense of gratitude to
NBCC Limited (National Buildings Construction Corporation Limited), New Delhi for
showing trust in me and assigning me such an important and interesting project and also
for sparing time from his schedule to discuss and clarify issues related to this project.
I sincerely thank to my project guide Er. Suman (DGM), and Er. Harsh
Malviya (PE) for guidance and encouragement in carrying out this project work. My
special thanks to Er. Amit Singh, (SPE) and Er. Surinder Sharma (JE) for their kind
co-operation in the completion of my project work.
I wish to express my sincere gratitude to Dr. J.N.Jha, (H.O.D) of CIVIL
ENGINEERING DEPARTMENT OF Guru Nanak Dev Engineering College for
providing me an Opportunity to do my project work on ―RE-DEVELOPMENT
WORKS AT EAST KIDWAI NAGAR, NEW DELHI” in “NBCC Limited (National
Buildings Construction Corporation Limited)”.
This project bears on imprint of many people.
I am also very thankful to my friends and family members who supported me,
encouraged me all the time to go through this whole project.

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
STUDENT DECLARATION
This is to certify that I, Jaspreet Singh student of B.Tech (Civil) - 8th
Semester
University Roll No. 1283920 has undergone industrial training in "NBCC Limited
(National Buildings Construction Corporation Limited) " as required of six months
project semester for the award of degree of B.Tech Civil Engineering, Guru Nanak Dev
Engineering College, Ludhiana and prepared the report entitled ―RE-DEVELOPMENT
WORKS AT EAST KIDWAI NAGAR, NEW DELHI ‖ which is an authentic record
of my work carried out at Kidwai Nagar, New Delhi.
If any discrepancy is found regarding the originality of this project I may be held
responsible. I have not copied from any report submitted earlier this or any other
university. This is purely original and authentic work.
JASPREET SINGH

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
INDEX
Content Page No.
1.0 General Introduction 10
2.0 Information about Company 11
2.1 Areas of operations 12
3.0 History 12
4.0 Landmark projects 13
4.1 National 13
4.2 Overseas 14
4.3 Major projects under execution 15
5.0 Student Profile 17
6.0 Information about Project 18
6.1 Brief on Redevelopment of Kidwai Nagar (East) 18
6.2 Background 19
7.0 Details of Project Cost 21
8.0 Location of Project 22
8.1 Master Plan 23
8.2 Training Site Plan 24
9.0 Details of Accommodation Block No. 5 25
9.1 Specification of Single Dwelling Unit 33
9.2 Detail of Type-VII Dwelling Units 34
9.3 Specification For Residential Building (Type VII) Being Followed 34
9.4 Scale of Sanitary Fittings for Residential Quarters 36

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
10.0 Steps of Construction Work 38
11.0 Methodology of Work 39
11.1 Site Clearance 39
11.2 Layout for Excavation 39
11.3 Excavation 40
11.4 Laying of P.C.C. (Plain Cement Concrete) 41
11.5 Waterproofing 42
11.5.1 APP Membranes 43
11.5.2 Non-woven Fabric 44
11.6 50mm Thick Screed 44
11.7 Layout 44
11.8 Foundation 44
11.8.1 Specifications 45
11.9 Column: 46
11.9.1 Method of construction 46
11.9.2 Specification 49
11.10 Retaining wall 50

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Guru Nanak Dev Engineering College, Ludhiana
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11.11 Laying of Beam and Slab 51
11.11.1 Specification of Beam 53
11.11.2 Specification of Slab 53
11.12 Laying of Stair and Lift 54
11.12.1 Specification of Stair & Lift 54
11.13 Scaffolding 55
11.13.1 Materials 56
11.13.2 Types of Scaffolding 57
11.13.3 Individual Components 58
11.14 Formwork (Shuttering) 58
11.14.1 Requirements 59
11.14.2 Plywood Formwork 60
11.14.3 Steel Formwork 60
11.14.4 Comparison of Steel Formwork and Timber Formwork 61
11.14.5 Construction of formwork 61
11.14.6 Order and method of removing formwork 62
11.14.7 Economy in Formwork 62
11.14.8 Normal sizes of members for timber formwork 63
11.14.9 Difference Between Shuttering and Formwork 63
11.15 How to build a brick wall 64
11.16 Installation of Expansion and Contraction Joints 66
11.16.1 Filler Board 67
11.16.2 Waterbar 68

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
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11.17 Methods of Plastering 68
11.17.1 Internal Plastering on surfaces of Brick and Concrete. 69
11.17.2 External Wall Plastering. 69
11.17.3 Improving Joints of Brick Wall & Concrete 70
12.0 Information about Plant and Equipment 70
12.1 C&D Waste Recycling Plant 70
12.1.1 C&D waste 70
12.1.2 Objectives of C&D Waste‘s Management 71
12.1.3 Recycle Products 71
12.1.4 NBCC Obligations 71
12.1.5 Model of Operation 72
12.1.6 Technology 74
12.1.7 Maintaining the strength of the product 74
12.2 Concrete Mixer Plant: 74
12.3 Transit Mixer: 75
12.4 Immersion or Needle Vibrators: 76
12.4.1 Concrete Vibration Practices 77
12.4.2 Concrete Vibration Benefits 78
12.5 Bar Cutting Machine. 79
12.6 Bar Straightening MachineModel No JMT 3-14 79
12.7 Bar Bending Machine 80
12.8 Roller 80
12.8.1 Features 81

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
12.9 Jack hammer 81
12.9.1 Features 81
12.10 Concrete Trailer Pumps 82
12.10.1 Trailer-mounted boom concrete pump 82
12.10.2 Truck-mounted concrete pump 82
12.10.3 Safety Considerations 83
12.11 Backhoe Loader 87
12.12 Hydra 88
12.13 Tower Crane 89
12.14 Total Station Theodolite 90
13.0 Quality Control and Testing 90
13.1 Slump Test 91
13.2 Test for Compressive Strength of Concrete 92
13.3 Weight of Steel 97
13.4 Silt Content 98
13.5 Grading of Aggregate 98
13.6 Determination of Aggregate Impact Value as per 100
IS: 2386 (Part IV) - 1963
13.7 General Requirements of Bricks 104
13.8 Compressive Strength of brick 104
13.9 Water Absorption of Bricks 107
13.10 Dimensional Tolerance 108
13.11 Determination of moisture content by using calcium carbide 110

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
13.12 Core Cutter Method 112
13.13 Inspection 115
14.0 Safety Measure and Campaign 117
14.1 Personal Safety 118
14.2 Public Safety 119
14.3 Safety Campaign 119
15.0 Overall Benefits of Training 120
15.1 Work ethics and related issues 123
16.0 Contractor bill 124
16.1 Summary 130
24.0 Conclusion 131
25.0 References and Bibliography 131

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
1.0 General Introduction
The practical training conducted by the engineering students at the respective industrial
units related to their subjects is termed as "Industrial Training". For example a civil
engineering student requires practical exposure at the building construction sites, road
construction projects etc. The industry-institute interaction is a need of the hour. The
industrial training is a part of continuous learning process. So this field exposure that
uplifts the knowledge and experience of students needs to be properly documented in the
form of report, which can be termed as “Industrial report". A properly prepared
industrial training report can facilitate the presentation of the field experience is an
orderly, precise and interesting manner, which can off course well serve as a guide to the
new entrant engineers. The purpose of industrial training is:-
1) To provide field exposure to the students.
2) To have better understanding of engineering practices.
3) To make them adapt to industrial conditions.
4) To provide opportunities to the students to handle tasks independently.
5) To help students to understand about the duties of an engineer and other supervisory
staff in an organization.
6) To make them aware with the common industrial problems.
7) To impart intensive training to the students to enable them to learn and use working of
latest field equipments machine.

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
2.0 Information about Company
NBCC Limited (National Buildings Construction Corporation Limited), a Navratna
organization under category I, is a Central Public Sector Undertaking which trades
publicly in the market and is largely owned by Government of India. It primarily
provides construction services in three segments:
 Project Management Consultancy (PMC)
 Real Estate Development & Construction Business
 EPC Contract
Headquartered in New Delhi, NBCC has 10 regional/zonal offices across India. The
projects undertaken by the company are spread across 23 states and 1 Union Territory in
India. In addition, NBCC has also undertaken overseas projects in countries like Iraq,
Libya, Nepal, Mauritius, Turkey, Botswana, Republic of Maldives, Republic of Yemen et
al. As on March 31 2014, NBCC‘s Order book stands at Rs.14265.93 Crore. NBCC is
also designated as the implementing agency for executing projects under Jawaharlal
Nehru National Urban Renewal Mission (JNNURM), Pradhan Mantri Gram SadakYojna
(PMGSY), Solid Waste Management (SWM) and developmental work in North Eastern
Region. A number of Central Government Ministries and various State Governments are
utilizing the services of NBCC as their extended engineering arm.

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
2.1 Areas of operations
NBCC's core competency lies in engineering ventures- Power Sector, Real Estate,
Environment, PMC, EPC, Post Completion Maintenance works, Roads, Bridges,
Hospitals, Mass Housing, Institutions & Office Buildings etc.
Project Management & Consultancy business segment includes providing management
and consultancy services for a range of civil construction projects including residential
and commercial complexes, redevelopment of buildings and colonies, hospitals,
educational institutions; infrastructure works for security personnel, border fencing as
well as infrastructure projects such as roads, water supply systems, storm water systems
and water storage solutions. The company‘s work in power sector segment includes
engineering, designing and construction services for Civil and structural works for power
projects, cooling towers, Chimneys.
NBCC's real estate development segment focuses principally on two types of projects, (i)
residential projects, such as apartments and townships and (ii) commercial projects, such
as corporate office buildings and shopping malls.
3.0 History
NBCC was incorporated in November 1960 as a wholly owned Government of India
enterprise under the erstwhile Ministry of Works, Housing & Supply (MoWHS), which is
now known as the Ministry of Urban Development (MoUD).
In 2007, NBCC paid dividend to the GoI for the first time and since then, it has been
paying dividend to the Government every year. It was declared as a debt free company in
2008. Also, in the year 2008, the Department of Public Enterprises, Ministry of Heavy

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
Industry and Public Enterprises, Government of India, through its office memorandum
No. 9(8)/2008-GM dated October 3, 2008 passed on the approval of the Ministry of
Urban Development to upgrade NBCC from a Schedule "B" public sector enterprise to a
Schedule "A" public sector enterprise. Subsequently, on October 14, 2008, the NBCC
was granted Schedule "A" PSU status.
NBCC launched IPO in April, 2012 and got the company listed in BSE & NSE. The
corporation in September 2012, has been granted Mini Ratna Category I status by the
Government of India.
The Government of India has granted the status of a 'Navratna Company' to NBCC with
effect from June 23, 2014. The coveted status of a 'Navratna PSE' casts additional
responsibility on NBCC to successfully operate in a competitive environment and
become a global player. Keeping this in view, targeted turnover of Rs.10, 000crore by the
financial year 2020 has been set.
4.0 Landmark projects
4.1 National
 NBCC Green View, Sector 37-D, Gurgaon
 235 mts high TV tower in New Delhi
 SCOPE Office complex at New Delhi- houses 25 PSU offices and two central
government banks.
 30 km long 270 Cusec raw water pipeline project from Muradnagar (U.P.) to Sonia
Vihar (Delhi)
 VIBGYOR Towers, Kolkata- Residential Real Estate project

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
 NBCC Tower, BikajiCama Place, New Delhi- Commercial Real Estate project
 NBCC Plaza, Saket, New Delhi- Commercial Real Estate project
 NBCC Place, PragatiVihar, New Delhi- Commercial Real Estate project
 Bhubaneshwar & Mysore Airport
 Bridge over the river Yamuna in New Delhi
 Indo – Bangladesh/Indo-Pak border fencing works
 Government Pool Residential Accommodation at New MotiBagh, New Delhi
 1200 bedded hospital and medical college at Guwahati, Assam
 Vibgyor Towers- An 876 flats/8 towers residential complex at Kolkata
 Solid Waste Management projects in 8 Airfields towns in India
 LEED certified Green Building project named Indian Institute of Corporate Affairs
(IICA) of the Ministry of Corporate Affairs at Manesar, Haryana
 Hospitals for ESIC all across the country
4.2 Overseas
 Hotel Ninevah Oberoi at Mousul Baghdad
 Baghdad University
 Water Treatment Plant at Kirkuk
 Runway and Terminal building at Ghat and Brak Airport, Libya
 1000 Houses at Beniwalid and 432 houses at Ghat, Libya
 Bir Hospital (Nepal)
 48 km Kohalpur Mahakali Highway Project, Nepal
 Construction of 774 housing units of Dawran, Dhamar, Yemen Arab Republic

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
 Museum and Library Building, Hetauda, Nepal
 Construction, furnishing and equipping 200 bedded Indira Gandhi Memorial Medical
Hospital at Male, Maldives
 Project Management Consultancy for 3600 housing units at Meer Project in Turkey
4.3 Major projects under execution
 NBCC is executing various development projects in NER for Ministry of Urban
Development & Ministry of Housing & Urban Poverty Alleviation.
 Indo-Bangladesh Border fencing (IBB) & Indo Pak Border fencing (IPB).
 Roads under PradhanMantri Gram SadakYojana/ Bharat Nirman (PMGSY/Bharat
Nirman) which is a national level initiative to build and strengthen the country‘s rural
road net work in the state of Bihar, Jharkhand & Tripura.
 The Jawaharlal Nehru National Urban Renewal Mission (JNNURM) has been
established to build world class infrastructure in urban conglomeration. NBCC has
been appointed as executing agency by the State Governments of Haryana, Jharkhand
& Tripura.
NBCC, for its performance, has been getting ‗Excellent‘ rating from the Govt. of India
consecutively for the last nine years. Company has a consistent track record of paying
Dividend to the Government of India for the seventh successive year in a row. In
addition, constant excellent performance of NBCC in the recent past has earned laurels
from the Government and also from other important quarters.

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
As a recognition of NBCC‘s remarkable performance and significant contribution in
national development, the Company has been recently conferred with a series of awards
amongst which the much coveted ones are mentioned as under:
 Performance Excellence Award by IIIE
 CIDC Vishwakarma Awards 2014 for Best Professionally Managed Company;
 CIDC Vishwakarma Awards 2014 for Outstanding Public Officer conferred on CMD,
NBCC
 Indian Buildings Congress (IBC) Awards for Excellence in Built Environment 2012-
13; Commendation Certificate awarded for Indian Institute of Corporate Affairs
(IICA), Manesar, Haryana
 NBCC built India‘s first and largest Green Complex awarded Indian Green Building
Council (IGBC) Silver Rating in the year 2014
 Excellence Award 2014: Certificate of Excellence and Gold Medal for NBCC by
Indian Economic Society (IES) for having contributed towards the nation
 Udyog Rattan Award 2014 for Dr. Anoop Kumar Mittal by Indian Economic Society
(IES)
 Golden Peacock Award 2013 in Occupational Health & Safety
 Indian Green Building Council Award 2013
 The Special Jury Governance Now PSU Awards 2013
 Engineering Watch Jury Choice Award for Operation Excellence and Special
Mention Awards 2013
 The Super Boss of the Year Award 2013- Star Group and

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Guru Nanak Dev Engineering College, Ludhiana
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5.0 Student Profile
1. Name of the student: Jaspreet Singh
2. Father's Name: S. Satvir Singh
3. College: Guru Nanak Dev Engineering College
4. Class: B-Tech in Civil Engineering
5. Class Roll No.: 110138
6. University Roll No.: 1283920
7. Date of Birth: 28/08/1989
8. Session/Year: 2012-15
9. Address of Communication: Nakodar, Dist. Jalandhar City
10. Contact no: +91-97809-53097
11. E-mail Id: jaspreetsinghrooprai@gmail.com
12. Name of organization NBCC (National Building Construction
Corporation Limited)
13. Period of Training: 20/01/2015 to10/04/2015
14. Location of the Project: East Kidwai Nagar, New Delhi

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
6.0 Information about Project
A redevelopment and densification project for a low density Government colony is
proposed in Kidwai Nagar East by NBCC on behalf of MOUD, in the heart of Delhi right
opposite DilliHaat & AIIMS.
6.1 Brief on Redevelopment of Kidwai Nagar (East)

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
6.2 Background :
The work was awarded to NBCC on 22.06.2012 by the Ministry of Urban Development
for the Redevelopment of Kidwai Nagar (East). The scope of work include the
demolishing of 244 Nos. existing Type – I, II & V Quarters and construction of 4747
houses of Type – II to VII. The completion period of the project is 5 years. The detail of
buildings are as under :-
Dwelling units :-
S.No. Type of Unit Nos.
1. Type – II 936
2. Type – III 1008
3. Type – IV 1458
4. Type – V 1090
5. Type – VI 195
6. Type – VII 60
Total 4747
Social Infrastructures: - 60162.00 m2
(Schools, Local shopping centre (LSC), Dispensary, Service Markets, Milk Booth &
Banquet Hall)
Commercial / Office Space: - 104408.00 m2
The total approved cost of project is Rs. 4264 Crores which include the 30 years
maintenance work of the project. The Project will be financed by lease sale of
commercial / office space to PSU / Ministry / Govt. Departments.

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
6.3 Methodology for Execution of Work:
The construction of the work has been divided into 5 Nos. packages as given below:-
I Package I
Commercial office space 4 block
II Package II
Primary school-1 no., Sr. Secondary school-2 no‘s, LSC-1, Lal Quarters, Banquet
hall- 1 no., Type VII-61 qtrs., ( 09 Tower ), Type VI-192 qtrs., ( 10 Tower )
III Package III
Type-II (936qtrs.), (11 Tower), Type-III (1008 qtrs.),
(12 Tower)
IV Package IV
Type V-680 qtrs. (12 Tower), Type-IV 606 qtrs., (7 Tower) Dispensary
V Package V
Type-V-398 qtrs. (7 Towers), Type- IV 866 qtrs., (10 Towers)
Fig 6.1 – Methodology for Execution of Work

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
7.0 Details of Project Cost:
S. NO. PARTICULARS
COST
(in crores)
1. Cost of Houses and Commercial Spaces 2724.53
2.
Provision for shifting of existing utilities & create a new
corridor for utility services like water, Power,
Communication & Gas etc. (2.5% S.No. 1)
64.27
3. Sub Total (On S.No. 1+2) 2788.80
4. Escalation 15% (on S.No.3) 418.32
5. Contingency 3%(on S.No.3) 83.66
6. Sub Total (On S.No. 3+4+5) 3290.78
7. Cess 1% (On S.No. 3+4+5) 32.90
8. Agency Charges (105 on S.No. 6) 329.08
9. Service Tax on agency Charges (10.3% On S.No. 8) 33.89
10.
Total as on 01.04.2010 Cost Index
(On S.No. 6+7+8+9)
3686.65
11. Say 3687.00
12. Add 15% IRR 227.00
13. Total Cost Including IRR 3914.00
14. Add for Maintenance 30 Years 350.00
15. Total Cost Including Maintenance 4264.00

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8.0 Location Of Project

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Guru Nanak Dev Engineering College, Ludhiana
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8.1 Master Plan

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
8.2 Training Site Plan
The overall site has been divided into five packages: - I, II, III, IV & V. Further, the
towers are classified into seven types from Type I to VII. The Deputy General Manager
has allotted Package II Block 5 for execution and supervision of work. It is Type VII
block and includes total of 9 towers out of which construction of tower 5 has just started.

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
9.0 Details of Accommodation Block No. 5
Fig 9.1 Columns Layout

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
EAST KIDWAI NAGAR, NEW DELHI
Fig 9.2 Column Schedulte

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
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Fig 9.3 Estimate of Columns for Basement

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Fig 9.4 Reinforcement Detail of Raft

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Fig 9.5 Detail of Retaining Wall

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
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Fig 9.6 Stair case detail

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Guru Nanak Dev Engineering College, Ludhiana
RE-DEVELOPMENT WORKS AT
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Fig 9.7 Staircase detail

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Fig 9.8 Slab details of ground floor

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Guru Nanak Dev Engineering College, Ludhiana
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9.1 Specification of Single Dwelling Unit
Unit size 356.4 m2
Circulation 42.8 m2
Total 487.5 m2
Fig.:-9.9 Plan of Single Dwelling Unit

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9.2 Detail of Type-VII Dwelling Unit:
S.No. Room Type Size (mm)
1 PA Room 5330 x 5190
2 Office 4545 x 6015
3 Living/Dining Room 9070 x 6415
4 Kichen 3570 x 4500
5 Worship Place 3385 x 1405
6 Family Lounge 4665 x 5240
7 Master Bedroom 3450 x 6700
8 Bed Room 3950 x 4560
9 Bed Room 3300 x 4615
9.3 Specification For Residential Building(Type VII) Being Followed:
ITEM
NO.
ITEM TYPE VII
1.0
Foundation,
Basement, Slabs,
super structure
As per Design and drawings.
2.1 Frames
2.1.1 Window Anodised Aluminium frame for all external opening.
2.1.2 Door Hardwood polished frame for internal opening
3.2 Shutters

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3.2.1 Window Anodised Aluminium shutter with 5.5 mm glass panes.
(i) Aluminium grills up to first floor external windows.
(ii) Wire mesh shutters in all external door & windows.
(iii) Provision for A.C opening in Aluminium frame.
3.2.2 Main Door 35 mm thick both side laminated flush shutters
3.2.3 W.C/ Bathroom 35 mm thick both side laminated flush shutters
3.2.4 Kitchen Door 35 mm thick both side laminated flush shutters
3.2.5 Other Doors 35 mm thick both side laminated flush shutters
3.3 Fittings Anodised Aluminium /stainless steel fittings.
3.4
Peep hole and security
chain for external
door only.
Magic eye at the main door.
4 Flooring
4.1
Bedrooms/living
rooms
Vitrified tile 600 x 600 matt finish
4.2
Kitchen, internal
circulation area
Vitrified tile 600 x 600 matt finish
4.3
Common circulation
area, staircase
((i) Kota stone flooring in staircase and common areas.
(ii) Lift Lobby Area in all Floor and dado is Granite up
to ceiling height.
4.4 Kitchen work top Modular kitchen.

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Granite top with pre-polished and pre-moulded nosing
4.5 Toilets
Ceramic floor tiles 450 x 600mm matt finish/ anti-skid
of approved design.
4.6
Skirting/Dado in
toilets
Ceramic glazed tiles 450 x 600 mm up to ceiling
height.
5 Finishing
5.1 External Textured paint.
5.2 Internal
All wall and ceiling to be treated 2 mm thick POP
followed with a coat of acrylic/oil bound distemper
except ceiling which will be done with whitewash.
Melamine polish on all wood work.
9.4 Scale of Sanitary Fittings for Residential Quarters
ITEM
NO.
TYPE VII Specifications
1 One+ One for servant quarter
Wall Hung EWC with dual
flow cistern2
One (siphonic type) with
matching low level cistern
3
Three CP Brass Mixer type for
hot and cold water with single
level
Readymade built in counter
with single lever mixer

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4 12(1 PTMT + 11 C.P. Brass)
All fittings to be C.P. Brass of
approved makes
5 Three C.P. Brass With Diverter
6 Two C.P. Brass
All fittings to be C.P. Brass of
approved makes
7
Mirror/Bevelled edge/P.V.C
frame with PTMT glass shelf
Three
8 Soap rack (Nitch in W.C./Bath) Three
9 Liquid soap container Three
10 Storage tank
1000 Ltr.+500 Ltr. For servant
qtr.
Type VII = 2000 Litre.
12
Plumbing for water purifier and
Geyser
13 RO (Water Purifier) Yes
14 Toughened Glass Partition
Yes in type
V,VI&VII(one in each quarter)
15 Shower Cubical
Yes one in type VII master
bed toilets.

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10.0 Steps of Construction Work
These are the steps which are mainly followed for the begging of construction.
1) Types of building:-First select the type of building whatever we want to construct,
depending on the need like villas, flats, apartments, penthouses, malls, industrial
buildings or group housing.
2) Site Selection: - Site for construction of building can be selected according to the
space required and whatever the area and the people demands, in accordance with the
population and bearing in mind the geographical and industrial point of view for
further development.
3) Survey: - By survey we measure all the dimensions and plot the real position or place
wherever we want to construct our structure. This includes many aspects like
financial survey, economical survey, topographical survey etc. etc.
4%
21%
6%
31%
7%
3%
7%
21%
CIVIL WORKS
EARTH WORK
RCC
SHUTTERING
REINFORCEMENT
BRICK WORK
FLOORING
FINISHING WORKS
MISCELLANEOUS
WORKS

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4) Site Investigation: -By this we investigate about the type of the soil, bearing capacity
of the soil, nature of the bed, the topographical feature of the area, which in turn helps
the structural designer to design the footing for our project.
5) Architectural Drawings: - Architectural drawings are the heart to the project, which
is the master document or the copy with which we have to stick completely and do
accordingly; these drawings have all the plans and construction details about the
particular project.
6) Structure Design: - Structural Designer is that person who gives life to an
Architectural Drawing; it infuses the correct data and interpret the correct meaning
which an Engineer knows. He suggests the type of foundation, columns, beams and
slabs etc. which are needed for the construction and also provides the amount of steel
and its size.
7) Construction: - After all these steps, Construction of the proposed project starts. The
construction is done at the site in which different section is divided like Civil, Electric
and Mechanical work.
11.0 Methodology Of Work
11.1 Site Clearance: - The very first step is site clearance which involves removal of
grass and vegetation along with any other objections which might be there in the site
location.
11.2 Layout for Excavation: - As the metro line tunnel passes below the construction
area so coordinates are referred from INA Metro Station. Two arbitrary station points of
known coordinates with reference to INA Metro Station Benchmark were marked with

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the help of a TOTAL STATION, thread and plumb bob as per the grid drawing near
every block to be constructed. So coordinates of Total Station can be found out from
those two fixed points using resection method whenever required and layout for
excavation is done accordingly.
Fig 11.1 Layout using Total Station
11.3 Excavation: - Excavation was carried out both manually as well as mechanically.
Adequate precautions were taken to see that the excavation operations do not damage the
adjoining structures. Excavation was carried out providing adequate side slopes. Depth of
excavation was 6.0 meter from Ground Level. The backfilling was done in layers not
exceeding 20 cm in thickness and then it was compacted. There are some points which
should be kept in mind at the time of excavation:-
1. In areas where the trench is close to the buildings, depending on the type of
foundation of the building, shoring shall be done by planking, strutting or trench
sheets.
2. In other areas it will be stepped open excavation with battered slopes.

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3. Bottom of the trench shall be cleaned, free of loose material; rock projections and the
surface will be levelled and moistened uniformly before commencing compaction.
4. Levelled bottom surface shall be compacted using smooth wheel rollers as per
specifications.
Fig 11.2 Layouts Marking
Fig 11.3 Excavation Fig 11.4 Compaction
11.4 Laying of P.C.C. (Plain Cement Concrete):- After the process of compaction
and levelling, laying of plain cement concrete that is PCC is done. A layer of 100mm
thick PCC of grade M10 with 100mm projections was made in such a manner that it was
not mixed with the soil. It provides a solid base for the raft foundation and a mix of 1:4:8

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that is, 1 part of cement to 4 parts of fine aggregates and 8 parts of coarse aggregates by
weight were used in it. Plain concrete is vibrated to achieve full compaction. Concrete
placed below ground should be protected from falling earth during and after placing.
When joint in a layer of concrete are unavoidable, end is sloped at an angle of 30° and the
lower surface is made rough and clean watered before upper layer is laid.
Fig 11.5 Laying of P.C.C.
Total quantity of PCC required: 120 m3
11.5 Waterproofing: Water-proof or water-resistant describes objects relatively
unaffected by water or resisting the ingress of water under specified conditions.
Waterproof often refer to penetration of water in its liquid state and possibly under
pressure, whereas damp proof refers to resistance to humidity or dampness.
In building construction, waterproofing is a fundamental aspect of creating a building
envelope, which is a controlled environment. The roof covering materials, siding,
foundations, and all of the various penetrations through these surfaces need to be water-
resistant and sometimes waterproof.

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Fig 11.6 Waterproofing
11.5.1 APP Membranes: APP Waterproofing Membranes are mostly used to prevent
leakage in various areas.
Features:
 Total impermeability for total
waterproofing.
 Excellent resistance to aging and
weathering.
 Outstanding bond ability and
seam integrity.
 Flexibility at low temperature.
 Stability at high temperature.
 Very high resistance to impact &
puncture.
 Application friendly. (Labour
cost saving)
 High tensile strength and tear
resistance.
 Isotropic properties.
Finishes: Torch Tar APP membrane is available in three basic finishes.
 Black smooth finish with PE (Polyethylene) surfaces for covered applications.
 Granule surfacing for exposed application.
 Fine sanded upper surface for coated systems.

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Applications: Torch Tar is installed by torch welding method, fully bonded to substrate.
Packing: Standard Width: 1 Meter
Standard Length: 10 Meter for 3mm & 4mm and 20 Meter for 2mm
11.5.2 Non-woven Fabric
Non-woven fabric is a fabric-like material made from long fibers, bonded together by
chemical, mechanical, heat or solvent treatment. Non-woven materials typically lack
strength unless densified or reinforced
by a backing. In recent years, non-
wovens have become an alternative
to polyurethane foam. This fabric is
used over APP membrane to prevent
its puncturing due to reinforcement and
concrete.
Fig 11.7 Non-woven Fabric
11.6 50mm Thick Screed: It protects the waterproofing membrane from puncture if
any by rebars.
11.7 Layout: After screeding is done, layout of columns is done with the help of Total
station. Two corner points for each column are marked on screed with the help of paint.
Outline for raft as well as lift is also marked simultaneously.
11.8 Foundation: Two types of foundation were provided at site. Raft foundation was
provided in tower area whereas isolated footings were provided in non-tower areas.

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Raft foundations are used to spread the load from a structure over a large area,
normally the entire area of the structure. Normally raft foundation is used when large
load is to be distributed and it is not possible to provide individual footings due to space
constraints i.e. their pressure bulbs would overlap each other. They are often needed on
soft or loose soils with low bearing capacity as they can spread the loads over a larger
area.
Fig 11.8 Isolated Footing Fig 11.9 Raft Foundation
11.8.1 Specifications
 Area of Raft:- 1122.65m2
 Thickness of Raft:- 800mm
 Grade of Concrete:- M25 (1:1:2)
 Grade of Steel:- Fe500
 Bottom Reinforcement:- 16mm ɸ @ 200mm c/c (both ways)
 Top Reinforcement:- 16mm ɸ @ 200mmc/c (both ways)
 Extra top Reinforcement:-
 A, B and K 16mm ɸ @ 200mmc/c
 H 12mm ɸ @ 200mmc/c

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 R 20mm ɸ @ 200mmc/c
 Clear Cover:- 75mm
 Lap Length:- 48.5ɸ
 Steel Quantity:- 850.94 quintal (with Chair 16mm ɸ @ 1m c/c)
 Concrete Quantity:- 898.12 m3
Fig 11.10 Laying of Raft Foundation
11.9 Column: A column is an important component of RCC structure. It is a vertical
member which is used to transfer the load of super structure such as super structure,
floor, balconies, slab etc.
11.9.1 Method of construction: The method of construction of column is given below:-
I. Placing vertical steel of columns: - As according to structural drawing (column
schedule) vertical bars were placed through top reinforcement of raft on the
position marked earlier (6.5) above the bottom reinforcement of raft.

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II. Layout of columns: - After casting of raft again the layout of column was done in
order to check the actual position of vertical bars of columns. The layout was also
helpful to place the shuttering on actual position, so that the column should be in
proper position according to drawing (Column layout drawing).
III. Bar binding and column starter: - Shear reinforcement was tied as according to
structural drawing (column schedule) up
to the height determined from framing
plan. At bottom column starters were
made so that shuttering can be fixed on
desired accurate position.
Fig 11.11 Column Starter
IV. Formwork: - The shuttering either wooden or steel is cleaned and oiled properly
and then it is fixed around column and its plumb is checked out. At bottom
starters keep shuttering in position and at top and middle, cover blocks are fixed
so that proper cover could be provided to reinforcement and its verticality can be
ensured.
V. Propping: - The shuttering plates are kept in position using standards. Standards
are provided with a base plate at the bottom and screw jack at the top.
VI. Concrete Pouring and Compaction: - Concrete is poured in columns with the
help of pump and pipe. The different pieces of pipe are joined with the help of
couplers. At the end of pipe a flexible hose is provided so as to facilitate the
concrete placing process.

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Fig 11.12 Binding Cover Blocks Fig 11.13 Concrete Pouring
VII. Check for Verticality: - After the concrete is placed, the verticality of shuttering
is checked again while concrete is still in fresh state and then required corrections
if any are made.
VIII. Removal of Formwork: - The very next day, shuttering of columns is removed.
IX. Chipping and Finishing: - As the surface should be smooth and plain. So surface
roughness or peculiarities if any are removed and patches are repaired with the
help of cement mortar.
X. Curing: - After the finishing work, the date of column casted is marked on it and
its surface is covered with the help or hazen clothes. The surface of concrete is
kept wet for next seven days by sprinkling water continuously.

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11.9.2 Specifications
Size of Columns :-
colum
nNo.
No.of
Colu
mns
Size
of
Colu
mn
Length width Height
C1 16 300 750 5000
C2 6 300 750 5000
C2 6 0 0 5000
C3 2 300 750 5000
C3 2 0 0 5000
C4 2 300 750 5000
C4A 2 300 900 5000
C5 2 300 750 5000
C6 2 350 750 5000
C7,C8 4 350 800 5000
C9 2 300 1055 5000
C9 2 0 0 5000
C10 2 300 1100 5000
C11 1 300 750 5000
C12 2 300 750 5000
C12 2 0 0 5000
C12A 2 350 850 5000
C12A 2 0 0 5000
C14 1 350 750 5000
C14 1 0 0 5000
C15 1 350 800 5000

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C16 3 300 1060 5000
C16 3 0 0 5000
C17 3 300 1405 5000
C17 3 0 0 5000
C18 3 300 600 5000
C101 29 500 500 5000
C101 29 0 0 5000
C102 20 500 500 5150
 Lap Length:- 48.5 ɸ
 Steel Quantity:- 35.9 quintals
 Concrete Quantity:- 133.745m3
 Grade of Concrete:- M35
 Grade of Steel:- Fe500
 Clear Cover:- 40mm
11.10 Retaining wall
A retaining wall is a structure designed and constructed to resist the lateral pressure of
soil when there is a desired change in ground elevation that exceeds the angle of repose
of the soil.
A basement wall is thus one kind of retaining wall. But the term usually refers to a
cantilever retaining wall, which is a freestanding structure without lateral support at its
top. These are cantilevered from a footing and rise above the grade on one side to retain a

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higher level grade on the opposite side. The walls must resist the lateral pressures
generated by loose soils or, in some cases, water pressures.
Fig 11.14 Retaining Wall Fig 11.15 Propping
Steps involved in construction of retaining wall include:
I. Placing vertical steel of columns
II. Layout of columns
III. Bar binding and column starter: -
IV. Formwork and Propping
V. Concrete Pouring and
Compaction
VI. Check for Verticality
VII. Removal of Formwork
VIII. Chipping and Finishing
IX. Curing
X. Waterproofing
XI. Backfilling
11.11 Laying of Beam and Slab: A structural member which supports lateral load
and resist bending is known as beam. Slabs are plane structural member whose thickness
is quite small as compared to its other dimension. Slab support mainly transverse loads
and transfer them to end supports by bending action in one or more directions. The steps
which are followed for the construction of column are written as below:-

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I. Fixing Beam bottom and slab formwork: - Beam bottoms are fixed along with
the vertical reinforcement of columns using a specially made arrangement called
―BEAM SUPPORTER‖. Then sides of beams are fixed and then main slab‘s
shuttering is laid according to architectural drawing (framing plan). The gaps are
filled and uniform horizontal platform is made to support the slab. Generally
beam bottom and slab‘s shuttering is made of plywood and rests on vertical steel
pipe arrangement called ―probes‖. Note: All the sunken portions and sections
according to co-ordinate framing plan should be taken into consideration while
fixing the beam bottoms and slab‘s shuttering.
II. Laying reinforcement of beams and slab: - First of all reinforcement of primary
beams is laid and then secondary beams on a certain height above the shuttering
according to structural drawing (beam detail). After all beams are tied and are
placed on their respective position slab reinforcement is laid according to
structural drawing (slab reinforcement detail) and bar bending schedule. Cover
blocks are placed in between shuttering and slabs reinforcement. Note: All the
section should read carefully and dowel required for any section or staircase
should be placed before casting.
III. Levelling of slab: - To check exact level of slab (both bottom and top) a certain
level is marked above the finished floor level on columns bars as convenient. A
thread is tied throughout that mark on the column bars at the marked level and
level of slab (bottom and top) is measured by measuring the perpendicular length
graduated bar from thread level to the top level of slab with the help of measuring
tape.

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Fig 11.16 Reinforcement of Beam & Slab
11.11.1 Specification of Beam
 Size of Pedestal:-
Sr No. Name Sizes
1 B1, B2, B3, B4, B5, B6, B7, B8, B9, B10, B11, B12,
B13, B14, B16, B17, B18, B20, B22, B25, B27, B28,
B29, B30, B31, B32, B33, B35
230 X 600
2 NB4, NB5 230 X 700
3 B30A, B34 230 X 475
4 NB1, NB2, NB10, NB11, NB19 500 X 700
 Lap Length:- 40 ɸ
 Grade of Concrete:- M25 (1:1:2)
 Grade of Steel:- Fe500D
 Clear Cover:- 25mm
11.11.2 Specification of Slab
 Thickness of Slab:- Al125mm (Unless otherwise Specified)
 Grade of Concrete:- M25 (1:1:2)

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 Grade of Steel:- Fe500
 Clear Cover:- 20mm
 Lap Length:- 40 ɸ
11.12 Laying of Stair and Lift: - A series of steps or flight of steps that go from one
level to another is called stair. The form work can be made up with plywood or framing
lumber. The first step is to cut the side forms according to the drawing. Add wooden
member as bracing against the outward movement and depending on the width of stair
additional bracing should be provided at centre. Make sure that the forms are plumb and
level before proceeding further. After that concrete is prepared from R.M.C. and poured
into Frame work. Concrete should be poured from the bottom step. Once you pour it, it
should be spread evenly. Use a spade or a rod to remove trapped air bubbles. A screed
board is a piece of lumber somewhat longer than width is used for the finishing purpose.
Last step is curing, it can be done by gunny bags.
Lift is a vertical access that moves up and down inside a building and carries
people from one floor to another floor. The lift frame is made of R.C.C. and construction
method is same as other member. There is one precaution must be considered that it
should be vertical straight and levelled. The formwork should be strong enough to take
the dead load and live load during construction. It should be watertight and easily
removed after placing concrete.
11.12.1 Specification of Stair & Lift
 Dia. Of Stair Slab Bar:- 12mm@200c/c
 Dia. of Lift Bar:- 16mm and 12mm
 Dia. of Stirrups‘ bar:- 8mm@100c/c

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 Grade of Concrete:- M25 (1:1:2)
 Grade of Steel:- Fe500
 Clear Cover:- 25mm
 Lap Length:- 40 ɸ
Fig 11.17 Stair and Reinforcement of Lift
11.13 Scaffolding: Scaffolding, also called staging, is a temporary structure used to
support people and material in the construction or repair of buildings and other structures.
Scaffolding has been used since ancient times. There are many kinds of prefabricated,
modular system of metalpipes or tubes, although it can be custom.
Fig 11.18 A Prototype of Scaffolding

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11.13.1 Materials
The basic components of scaffolding are tubes, couplers and boards. The key elements of
a scaffold are standards, ledgers and transoms. The standards, also called uprights, are
the vertical tubes that transfer the entire mass of the structure to the ground where they
rest on a square base plate to spread the load. The base plate has a shank in its centre to
hold the tube and is sometimes pinned to a sole board. Ledgers are horizontal tubes
which connect between the standards. Transoms rest upon the ledgers at right
angles. Main transoms are placed next to the standards, they hold the standards in place
and provide support for boards; intermediate transoms are those placed between the main
transoms to provide extra support for boards as well as the tubes at right angles.
Fig 11.19 General Terms
The spacings of the basic elements in the scaffold are fairly standard. For a
general purpose scaffold the maximum bay length is 2.1 m, for heavier work the bay size
is reduced to 2 or even 1.8 m while for inspection a bay width of up to 2.7 m is allowed.
The scaffolding width is determined by the width of the boards, the minimum
width allowed is 600 mm but a more typical four-board scaffold would be 870 mm wide

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from standard to standard. The lift height, the spacing between ledgers, is 2 m, although
the base lift can be up to 2.7 m. The diagram above also shows a kicker lift, which is just
150 mm or so above the ground.
Transom spacing is determined by the thickness of the boards supported, 38 mm
boards require a transom spacing of no more than 1.2 m while a 50 mm board can stand a
transom spacing of 2.6 m and 63 mm boards can have a maximum span of 3.25 m. The
minimum overhang for all boards is 50 mm and the maximum overhang is no more than
4x the thickness of the board.
11.13.2 Types of Scaffolding
 Independent Scaffold - The scaffolding supported on two rows of uprights,
independent of the structure under construction.
 Individual Component Type Scaffold - Independent or putlog scaffold
consisting of an assembly of individual tubes and fittings.
 Putlog Scaffold - The scaffolding supported by single row of up rights in
combination with load bearing parts of the
structure. It may be either ‗individual
component type‘ or ‗unit frame type‘.
 Unit Frame Type Scaffold - Independent or
putlog scaffold consisting of an assembly of
prefabricated frames suitably connected or
fitted and used in combination with or without
individual tubes.
Fig 11.20 Independent Scaffold

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11.13.3 Individual Components
 Base Plate: A plate for distributing the load from a standard or raker.
 Brace: A tube incorporated diagonally in a scaffolding for stability.
 Bridle A horizontal tube slung between putlogs for the purpose of supporting
intermediate putlogs where due to window openings and the like, it is impossible
to support a putlog in the wall.
 Coupler A fitting by which a grip is applied to the external surfaces of two tubes
and which thereby holds them together.
0
Fig 11.21 Different Types of Joints
 Joint Pin: An internal fitting for jointing two tubes end-to-end.
 Putlog: A tube or other member spanning from a ledger to the wall of a building
and which may have a specially formed end (which may be detachable ) for the
purpose of fixing into the brickwork.
 Raker: An inclined tube having a bearing on the ground or an adjacent structure.
11.14 Formwork (Shuttering)
Formwork is an ancillary construction, used as a mould for a structure. Into this
mould, fresh concrete is placed only to harden subsequently. The construction of

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formwork takes time and involves expenditure upto 20 to 25% of the cost of the structure
or even more. Designs of these temporary structures are made to economize expenditure.
The operation of removing the formwork is known as stripping. Stripped formwork can
be reused. Reusable forms are known as panel forms and non-usable are called
stationary forms.
Fig 11.22 Formwork for Slab
11.14.1 Requirements:
 It should be strong enough to withstand all types of dead and live loads.
 It should be rigidly constructed and efficiently propped and braced both
horizontally and vertically, so as to retain its shape.
 The joints in the formwork should be tight against leakage of cement grout.
 Construction of formwork should permit removal of various parts in desired
sequences without damage to the concrete.
 The material of the formwork should be cheap, easily available and should be
suitable for reuse.
 The formwork should be set accurately to the desired line and levels should have
plane surface.

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 It should be as light as possible.
11.14.2 Plywood Formwork
Resin bonded plywood sheets are attached to timber frames to make up panels of required
sizes. The cost of plywood formwork compares favourably with that of timber shuttering
and it may even prove cheaper in certain cases in view of the following considerations:
 It is possible to have smooth finish in which case on cost in surface finishing is
there.
 By use of large size panels it is possible to
effect saving in the labour cost of fixing
and dismantling.
 Numbers of reuses are more as compared
with timber shuttering. For estimation
purpose, number of reuses can be taken as
20 to 25.
Fig 11.23Wooden Formwork
11.14.3 Steel Formwork
This consists of panels fabricated out of thin steel plates stiffened along the edges by
small steel angles. The panel units can be held together through the use of suitable clamps
or bolts and nuts. The panels can be fabricated in large number in any desired modular
shape or size. Steel forms are largely used in large projects or in situation where large
number reuses of the shuttering is possible. This type of shuttering is considered most
suitable for circular or curved structures.

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Fig 11.24 Steel Formwork
11.14.4 Comparison of Steel forms with timber formwork:
 Steel forms are stronger, durable and have longer life than timber formwork and
their reuses are more in number.
 Steel forms can be installed and dismantled with greater ease and speed.
 The quality of exposed concrete surface by using steel forms is good and such
surfaces need no further treatment.
 Steel formwork does not absorb moisture from concrete.
 Steel formwork does not shrink or warp.
11.14.5 Construction of formwork: This normally involves the following operations:
 Propping and centring
 Shuttering
 Provision of camber
 Cleaning and surface treatment

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11.14.6 Order and method of removing formwork: The sequence of orders and
method of removal of formwork are as follows:
 Shuttering forming the vertical faces of wall, beam and column sides should be
removed first as they bear no load but only retain the concrete.
 Shuttering forming soffit of slabs should be removed next.
 Shuttering forming soffit of beams, girders or other heavily loaded shuttering
should be removed in the end. Table: Period of removal of formwork
S. No. Description of structural member Period of time
1 Walls, columns and vertical sides of beams 1 to 2 days
2 Slabs (props left under) 3 days
3 Beam soffits (props left under) 7 days
4 Removal of props to slabs
(a) For slabs spanning upto 4.5 m 7 days
(b) For slabs spanning over 4.5 m 14 days
5 Removal of props to beams and arches
(a) Spanning upto 6 m 14 days
(b) spanning over 6 m 21 days
11.14.7 Economy in Formwork
The following points are to be kept in view to effect economy in the cost of formwork:
 The plan of the building should imply minimum number of variations in the size
of rooms, floor area etc. so as to permit reuse of the formwork repeatedly.
 Design should be perfect to use slender sections only in a most economical way.

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 Minimum sawing and cutting of wooden pieces should be made to enable reuse of
the material a number of times. The quantity of surface finish depends on the
quality of the formwork.
 Formwork can be made out of timber, plywood, steel, precast concrete or fibre
glass used separately or in combination. Steel forms are used in situation where
large numbers of re-use of the same forms are necessary. For small works, timber
formwork proves useful. Fibre glass made of pre-cast concrete and aluminium are
used in cast-in-situ construction such as slabs or members involving curved
surfaces.
11.14.8 Normal sizes of members for timber formwork:
Sheeting for slabs, beam,
column side and beam bottom
25 mm to 40mm thick
Joints, ledges 50 x 70 mm to 50 x 150 mm
Posts 75 x 100mm to 100 x 100
mm
11.14.9 What Is the Difference Between Shuttering and Formwork?
Shuttering and formwork are both terms used to describe the process of creating a mould
in which concrete can be poured and contained as it hardens. Shuttering usually refers to
the process of using plywood to form the mould, while formwork is something of a
broader term that is used to denote the forming process using a wide variety of materials.
Shuttering and formwork both accomplish the same essential task, but the materials used
to accomplish this task can vary. Sometimes there is no differentiation made between the

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two terms, and in some cases, shuttering may be considered one specific type of
formwork.
11.15 How to build a brick wall
Follow our step-by-step guide to bricklaying, from mixing mortar to getting a good-
quality finish.
Fig 11.25 Brick Wall
Apparatus: Brick trowel, old board, measuring tape, spirit level, brick/string line,
shovel, hammer, bolster, stiff brush.
Step 1: After any necessary foundations have been prepared, lay out the bricks at both
ends of wall where the pillars will start. Using string line, make a straight guideline at
brick height between the two outside bricks. Now with the help of chipping hammer,
tacking of the surface is done to make it rough and facilitate the bonding of mortar with
already casted concrete surface.

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Fig 11.26 Brick Wall Construction
Step 2: Heap five shovels full of sand and one of cement on an old board. Turn shovel to
mix to a consistent colour. Form a central hollow, pour in water and mix. Repeat for a
smooth, creamy texture that‘s wet but not too loose.
Step 3: Lay a 1-2cm mortar bed along the string line. Starting at one end, lay the first
brick and tap slightly to ‗bed in‘. ‗Butter up‘ one end of the next brick with mortar and
abut it to the first. Repeat using string line as a guide. Bricks should be wet while laying.
Step 4: Vertical mortar joints should be broken and 10mm in thickness. With standard
bricks there should be 75mm from the top of one to the top of that beneath.
Fig 11.27 Laying of Mortar

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Step 5: To finish the beds, use the rounded edge of a brick jointer to scrape mortar into
the joints. Start with the horizontal lines and follow with the vertical – it‘s easier to
remove any excess mortar this way.
Step 6: In case of half brick thick wall, the 6mm dia reinforcement wire which is
provided after every 3rd
course should be centrally located and the end of the bar should
penetrate in the column by 10mm min. The reinforcement wire is needed only if the
height of wall exceeds 1m height.
Step 7: Give the finished wall a gentle brush over and clean up any mortar that has fallen
onto the floor before it dries. You can use water to wash cement away from the floor, but
be sure to keep it away from your newly-built wall.
11.16 Installation of Expansion and Contraction Joints in Roofs, Floors & Columns
The expansion joints used in roofs shall be finished such as to obtain an effective
seal against penetration of water. A waterbar shall be installed in the expansion joint. The
joint and the cover slabs shall be suitably treated for waterproofing.
In the case of expansion joints in floors, provision of waterbar may not be
necessary. Where the lower part of the joint is left open chamfering shall be provided on
either side of the joint to improve appearance. If an open joint is not acceptable, a cover
plate fixed to one side and free to slide over the concrete on the other side may be
provided. In the case of continuous expansion joints between two parts of buildings twin
columns shall be provided and the details of expansion joints between them shall be as
shown in figure given below. In addition to the expansion joints necessary in the
reinforced concrete frame, contraction joints shall be provided in the masonry in the
facade. These joints may be either straight or staggered joints in the masonry and the

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joints should be finished with suitable sealing compound to match the appearance of the
cladding.
Fig 11.28 Typical Details of Expansion Joints at Twin Columns of RCC Frame
11.16.1 Filler Board
This is capable of expansion and contraction which occurs with seasonal variations in
temperature and are generally placed between two slabs or columns. Features of filler
board are affordable, effective, and reliable.
Fig 11.29 Filler Board in between Columns

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11.16.2 Waterbar: The function of waterbar is to seal the joint against water
penetration. Waterbars may be necessary where the joint is subject to groundwater
pressure or where the method of construction makes it difficult to accurately seal
the surface cavity, and where it is very essential that there shall not be any risk of
penetration of water.
Waterbars may be of natural and synthetic rubber, polyvinylchloride (PVC) or
metal. The strips shall be supplied in uniform lengths of 2.5 to 3.5 m at the option of the
manufacturer, unless otherwise ordered.
Fig 11.30 Waterbar
11.17 Methods of Plastering
 Internal wall plastering
 External wall plastering
 Improving brick wall & structural concrete joints.

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11.17.1 Internal Plastering on surfaces of Brick and Concrete.
 Surface where plastering is to be done is cleaned.
 All the brick walls are watered before pasting mortar on walls.
 First coat mortar filling (1:6 Cement and Sand) up to 15 mm is applied on
surfaces where required mortar thickness exceeds 25mm.
 Walls and columns are plastered 1:6 Cement and Sand to achieve semi rough
finished surface.
 Vertical joint of structural columns / walls & brick walls are treated by fixing
200mm width chicken mesh with wire nails / concrete nails by centering the mesh to the
vertical wall joint.
 All the embedded service lines and provisions (Conduits, Boxes and etc.) are
completed on brick walls and checked with the MEP drawings.
11.17.2 External Wall Plastering.
 Alignment and fixing level pegs on external wall surfaces are done using the
surveying instrument / centre plumb bobs.
 Projections on the wall surfaces are chipped off and cleaned after completing the
level pegs on walls.
 First coat mortar filling (1:4 Cement and Sand) up to 15 mm is applied on
surfaces where required mortar thickness exceeds 25mm.
 Cement paste on concrete surfaces is applied to improve the bonding of plaster to
the concrete surfaces.

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 Maximum width of 20mm horizontal grooves between walls and beams is formed
by cutting using grinders with diamond wheels after plastering the wall surface. This
groove is filled with approved weather sealant.
 External wall plaster is finished with rough surface.
 1:10 slope at the external side of the window sill is formed while plastering the
window reveals.
11.17.3 Improving Joints of Brick Wall & Structural Concrete
 200mm wide Chicken Mesh is fixed at the joint.
 Concrete surfaces are washed and cleaned.
 Concrete surface which are to be plastered are roughened and then plastering is
done.
12.0 Information about Plant and Equipment
12.1 An Endeavour to make Environment friendly Zero waste Disposal
Colony: NBCC has been assigned the work for Redevelopment of Kidwai Nagar (East )
GPRA colony where we have to dismantle & demolish the existing quarters of Type I, II,
& V , 2444 Nos and other existing structures as well. The demolition process will
generate a huge quantity of Construction & Demolition Waste which needs to be
disposed of to a designated dumping area to Re-cycle the same as per the norms of
DPCC, Delhi NCR.
12.1.1 C&D waste
While Construction and Demolition Wastes are usually grouped together under the title
―C&D waste‖, these waste streams are produced by two different processes and the

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volume and type of materials produced can differ greatly. Demolition projects often
produce 20-30 times as much waste material per square meter as compare to construction
projects.
12.1.2 Objectives of C&D Waste’s Management
 Maximize recovery of recyclable C&D material(s).
 Maximize reuse of recovered material in construction activity.
 Minimize waste quantity that requires landfill disposal.
 Ensure the proper disposal of C&D materials that cannot be recovered.
 Increase life of sanitary landfill site(s) and
 Reduce in total costs of C&D waste management.
12.1.3 Recycle Products
By Processing C&D Waste we can produce:
 Bricks/Concrete blocks, pavement blocks and Kerb-stones.
 Aggregate which can be used as sub-base in road construction.
 Dirt / loose soil to be used for land filling.
12.1.4 NBCC Obligations
 Area required for setting up plant is provided by NBCC. (1.00 Acre)
 Supply of C & D Waste at Plant Site.
 100% assured buy back of finished products i.e. Bricks from the said plant @ Rs
5.00 each

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12.1.5 Model of Operation
Construction & Demolition Waste
Mixed C&D Waste (Manual segregation)
Big Concrete Pieces
Resizing to 200mm-400mm
size by mechanical & manual
means
Grizzly Screening (60mm) Crusher
+60mm to -200mm
Feed Conveyor of wet process
Prograde Screening &
washing
10 to 20 mm
3 to 10mm
-3 to 75 micron
+20mm
Batching Plant
RMC Processing
Sale Of RMC
Adding
Cement,
Hardener,
Water
Mixed C&D
Resizing to 200mm-400mm
size by mechanical & manual
means
Grizzly Screening (60mm) Crusher
+60mm to -200mm
Feed Conveyor of wet process
Prograde Screening &
washing
-60mm
20mm to 60mm
10 to 20mm
3mm to 10mm
75 micron to 3mm Silt
Coarse sand/Pre-
cast products
VSI Crusher to
crush to sand/Pre-
cast Products
Whole Bricks
Wood, steel,
Plastic & bituminous
Used Internally
or sold for Use
Sent to Plant
or dumpsite

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Fig 11.31 Crushing Fig 11.32 Transportation
Fig 11.33 Mixing Fig 11.34 Cutting
Fig 11.35 Stacking Fig 11.36 Drying

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12.1.6 Technology
 Producing the Bricks by Using Enzymes.
 The EN-2 Enzyme is a synergistic mixture of enzymes, coenzymes, binders,
catalysts, wetting agents, surfactants and water. It is non-toxic and non
combustible. It does not harm humans, animals, fish or vegetation under normal
use and is totally biodegradable process. EN-2 have been tailored to provide the
"lock" for numerous soil and other organic materials and promote the desired
alteration of their properties, causing a rapid cementation process to occur.
12.1.7 The Advantages of Using EN-2 in the Brick Manufacturing
• Reducing the cement quantity up to 50%.
• Reducing the cost of manufacturing the brick.
• Reducing water absorption in the brick.
• Maintaining the strength of the product.
• Reducing water use during the process.
12.2 Concrete Mixer Plant: Mixer plant provides the facility to mix the various
ingredients of concrete in required proportions at the in order to fulfil the quantities of
concrete and without more lead distance. A concrete plant, also known as a batch plant, is
a device that combines various ingredients to form concrete. Some of these inputs include
sand, water, aggregate, fly ash and cement and the centre of the concrete batching plant is
the mixer. These employ computer aided control to assist in fast, accurate measurement
of input constituents or ingredients, as well as tie together the various parts and
accessories for coordinated and safe operation.

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Fig 12.1 Mix Plant
12.3 Transit Mixer: It is used to transport the concrete from the place of production to
the site. Nominal capacity of Transit mixer is 6M3
and Total Geometric volume is 9M3
. It
is a equipment which is used for transpoting the concrete from batching plant directly to
the place where it is to be poured. It has a wide range of application specially for mass
concreting works like high rise building construction and Dam and airports etc.The angle
of drum is 15° and drum speed varies from 0-14 rpm. It optimized the position of spiral
ensures maximum discharge of concrete. Weight of mixer is varies from 2500 kgs-
3760kgs. At our site there are 8 no of transit mixer which are used in different pocket.
Fig 12.2 Transit Mixers

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12.4 Immersion or Needle Vibrators:
Fig 12.3 Needle Vibrator
This is perhaps the most commonly used vibrator. It essentially consists of a steel tube
(with one end closed and rounded) having an eccentric vibrating element inside it. This
steel tube called poker is connected to an electric motor or a diesel engine through a
flexible tube. They are available in size varying from 40 to 100 mm diameter. The
diameter of the poker is decided from the consideration of the spacing between the
reinforcing bars in the form-work.
The frequency of vibration varies upto 15000 rpm. However a range between 3000 to
6000 rpm is suggested as a desirable minimum with an acceleration of 4g to 10g.
The normal radius of action of an immersion vibrator is 0.50 to 1.0m. However, it would
be preferable to immerse the vibrator into concrete at intervals of not more than 600mm
or 8 to 10 times the diameter of the poker.
The period of vibration required may be of the order of 30 seconds to 2 minute. The
concrete should be placed in layers not more than 600mm high.

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12.4.1 Concrete Vibration Practices
 Before starting a job, be sure to have a spare vibrator ready as a backup plan.
 Do not over vibrate concrete. Over-vibration of concrete will lead
to honeycombing instead of reducing it.
 If you are pouring a low slump concrete be sure not to under vibrate it, as honeycomb
will also be a problem.
 Concrete with higher slump will require little vibration.
 When pouring self-consolidating concrete, the vibration shall be discarded.
 Be sure to penetrate previous lift or layers of concrete already placed to reduce cold
joints. The vibrator shall penetrate at least 6 inches into the previous layer
 The vibrator shall be penetrated vertically to maximize its effects.
 Do not over-bend the vibrator, it will fail.
 A common mal practice is to use the vibrator as a concrete placement tool. If you do
this, you could be creating an inconsistent surface and the concrete mix will be
affected in certain areas.
 Concrete vibrator shall be hold at least 10 seconds into the concrete mix
 Vibrator shall be pulled up at an average rate of 3 inches per second
 Remember to use hand spading or puddling.
 Every time the vibrator is inserted, it radius of action shall overlap from the previous
one. Remember that every concrete vibrator has its own field of action. It is estimated
that the field of action is four times the vibrator tip diameter

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 Vibration shall be stopped when air no longer escapes concrete
 The vibrator shall not be turned on outside of the concrete.
 Stop vibration concrete when the concrete surface takes on a sheen
 Do not force the vibrator into the concrete; it might get caught in the reinforcing steel.
 Not all concrete vibrators work for all jobs.
12.4.2 Concrete Vibration Benefits
A good vibrated concrete will offer some benefits such as:
 Have a higher compressive strength.
 A properly vibrated concrete will increase the bonding capacity between concrete and
rebar.
 Provide a better sealed concrete surface reducing its permeability.
 Reduce cold joints, honeycombing and segregation
 When the builder knows how to vibrate concrete, it can order drier mixtures that
require less cement.
 Offers greater durability
 Bonding strength between layers of concrete will increase
 Horizontally spread layers of 20‖ thick, will provide with best results in concrete

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12.5 Bar Cutting Machine: This machine is used for cutting the bar as per
requirement in large quantities. The machine can do the operation of cutting up to 12mm
dia. and for bar having dia. greater than 12mm than Bar Cutter is used.
Fig 12.4 Bar Cutting Machine
12.6 Bar Straightening Machine: Bar Straightening Machine is fully automatic Steel
-Bar straightening & cutting machine. Allowing automatic cutting with adjustable length,
the steel bar straightening machine also features overload value that is designed to
operate in situations of overloading.
Model No JMT 3-14
 Diameter 3-14 mm.
 Straightening Speed 18-45 m/min.
 Cutting Length 300-8000 mm.
 Tolerance 1cm.
 Power 4kw straightening/1.5kw Cutting
 Dimension of Machine 1400 x 1000 x 1000 mm.
 Weight of Machine 450 kgs.

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Fig 12.5 Bar Straightening Machine Fig 12.6 Bar Bending Machine
12.7 Bar Bending Machine: Bar Bending Machine is a semi-automatic, durable fast
and cost effective machine, used for bending reinforcement bars and various forms of
round bars. The automatic angle selection permits precise bend at a preset angle making
it one step bending process for various forms of bends and stirrups. Bar Bending
Machine is easy to use; the machine can be operated by a layman with minimal
experience. Available in different models, for rebars with maximum diameter up to
28mm (Single phase/ 3 phases), 36mm, 42mm, 52mm and 55mm and can be customized
as per requirement.
12.8 Roller: The DDR 625 is a twin drum vibratory roller, ideal for compacting soil and
asphalt. The machine is hydraulic and
hence allows an overhang of only 7 cms,
thus enabling the roller to run close to
obstructions, such as walls. It is equipped
with a large water tank & a push stop
lever.
Fig 12.7 Baby Roller

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12.8.1 Features:
 Drum Width - 625 mm
 Drum Diameter - 406 mm
 Vibration Frequency - 3300 VPM
 Area Coverage - 2500 sq. m/hour
 Operating Weight - 750 Kgs.
 Working Speed - Upto 4 Kms / Hour.
12.9 Jack hammer:
Fig 12.8 Jack Hammer
It is used for;
 Renovating floors of all kinds
 Demolishing concrete and masonry at floor level or below waist level
 Removing tiles, bushing and compacting
 Corrective chiseling such as adjustments to door and window openings.
12.9.1 Features:
 Max. chiselling performance 5250 cm³/min
 Weight 11.8 Kg

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12.10 Concrete Trailer Pumps: A concrete pump is a machine used for transferring
liquid concrete by pumping. There are two types of concrete pumps.
12.10.1 Trailer-mounted boom concrete pump: It is attached to a truck. It uses
a remote-controlled articulating robotic arm (called a boom) to place concrete accurately.
Boom pumps are used on most of the larger construction projects as they are capable of
pumping at very high volumes and because of the labour saving nature of the placing
boom. They are a revolutionary alternative to truck-mounted concrete pumps.
12.10.2 Truck-mounted concrete pump: It is either mounted on a truck and known as a
truck-mounted concrete pump or placed on a trailer, and it is commonly referred to as
a line pump or trailer-mounted concrete pump. This pump
requires steel or flexible concrete placing hoses to be manually attached to the outlet of
the machine. Those hoses are linked together and lead to wherever the concrete needs to
be placed. Line pumps normally pump concrete at lower volumes than boom pumps and
are used for smaller volume concrete placing applications such as swimming
pools, sidewalks, and single family home concrete slabs and most ground slabs.
Fig 12.9 Trailer-mounted concrete pump

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12.10.2.1 Schwing Trailer concrete Pump SP1800: SP1800 provides solutions for high
delivery with low concrete pressure or low delivery with high concrete pressure ensuring
high efficiency in both cases. It is an output governed hydraulic pump that ensures the
prime mover is never overloaded. The automatic governor splits available engine output
into oil flow and oil pressure and allows the pump to run always at the optimum level.
At the same time, the manual de-stroker can be used to vary output independent
of the automatic governor for fine tuning. The open circuit and the 'Hi-Flow' integrated
spool block apply minimum stress on the components and wear parts. The constant
filtering and circulation this set-up offers reduces heat generation and so allows for
prolonged operation.
12.10.2.2 Schwing Trailer Pump SP1800 - Technical Data
Parameter Unit SP1800
Engine Capacity kW 110
Pumping Cylinder mm 200x1600
Max Output cu-m/hr 73
Max Strokes/min 24
Concrete pressure bar 108
12.10.3 Safety Considerations:
 Checking for Wear: Pumping performance as well as safe operation of the
pumping system may be affected by worn couplings or gaskets, which may let air
into the line or allow grout to escape. Couplings typically wear on the surface
that comes into contact with the pipe. The most accurate way to inspect for worn
pipeline is with a gauge specifically designed to measure the thickness of steel

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pipe. In addition, the pipe ends must be inspected for wear, cleanliness and to
make sure they are compatible with other pipe and couplings to be used on the
job.
 Securing the System: Improper tie-down is one of the most common causes of
accidents when pumping concrete. Support brackets, designed to hold pipeline in
either a horizontal or vertical position, should be spaced every 10 to 15 feet in
order to take weight off of the coupling joint, and to transfer the pumping torque
to a building column or beam.
 Cleaning the System: If done improperly, cleaning the system after the daily
pumping job can be very hazardous. Water should be used for cleaning whenever
possible and practical, since it is the best and safest cleaning method available.
If cleaning with compressed air, remember that the pressure builds up, and may
remain in the line even after the supply is shut off, so a bleed-off valve should
always be installed on the system when using compressed air.
Remember that this pressure can be of sufficient force to propel a clean-out ball through
the open end with enough force to penetrate a concrete block wall. Therefore, whether
using water or air pressure, install an end cap and a catcher to prevent injury to workers
or damage to property.
12.10.3.1 Safety "Don'ts" for Pump Operators: Carelessness in the field can cause
accidents, no matter how many safety measures are built in to the equipment and
procedures. Keep these safety "don‘ts" in mind:
DON'T

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 Open a coupling that is under pressure
 Face an open discharge end of the pipeline
 Pick up a clogged hose that is under pressure
 Climb on a hydraulic system to clean a clogged line
12.10.3.2 BLOCKAGES
Causes of Blockages: There are basically three main causes of pump line blockages: a
deficiency in the mix design; problems with the pipeline itself; and the human factor, or
operator error.
 The Wrong Mix: Concrete can bleed due to poorly graded sand that allows water
to bleed through the small channels formed due to voids in the sand, or if the
concrete is too wet.
Insufficient mixing can cause segregation in the mix. For successful pumping,
aggregate must have a full coating of cement grout to lubricate the mix as it is
being pumped.
A delay in placing the concrete due to traffic or job site problems, as well as hot
weather conditions, may cause the concrete to begin to set prematurely. This
creates a mix that may be too stiff to pump, because it won‘t fill the pumping
cylinders, causing excessive pumping pressures.
 Problems with the Pipeline: The entire pumping system must be evaluated for
the job it is to perform. Considerations include a properly sized system including
pump capacity and motor horsepower to move the concrete through the full length
of the pipeline.

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Pipes that have been improperly cleaned may cause blockages where old concrete
has set, and may cause bleeding and segregation. Defective couplings, gaskets, or
weld collars also can result in the loss of grout.
Another thing to look for are bends that are too short, too sharp, or too numerous,
all of which increase concrete pumping pressure. Variations of pipeline diameter,
may cause blockages or rock jams because the concrete can‘t flow as quickly
through the smaller diameter pipeline.
 Operator Error: The most common error from inexperienced operators is setting
up the pumping system improperly. Operators must know to set up each job so
that pipe or hose only needs to be removed, not added on. This is because if the
placing crew has to add hose once the pour is in progress, the dry conditions
inside the added hose is likely to cause a blockage.
12.10.3.3 Locating a Blockage: The first suspect spot for blockage is the reducer, which
connects the concrete pump to the pipeline system. A quick build-up in pressure prior to
the jam indicates the blockage is most likely in the pump area. Slow pressure build-up is
indicative of a jam further down the line, nearer the delivery end.
The operator needs to examine the system, especially at the elbows or discharge hose.
This can be done by tapping the hammer along the pipeline. Where concrete is jammed,
the hammer will produce a dull thud, as opposed to a more ringing sound where the line
is clear.
All pipe joints should also be inspected for grout leakage, as well, as this can be
indicative of grout loss and subsequent blockage.

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By carefully walking over or stepping on the discharge hose to depress it, a blockage may
be located where the soft hose becomes firm, indicating jammed aggregate.
12.10.3.4 Clearing the Blockage: By alternately reversing the pump and resuming
pumping for a few cycles, the pump operator may be able to break loose a minor rock
jam. This should not be tried more than a couple of times, however, as it can jam the
pipeline even tighter. If the reversal method doesn't work, the operator must locate the
blockage, then break back the line and clear it out.
Always make sure the line is no longer under pressure prior to clearing a blockage. Stand
to one side of the line and remove the coupling nearest the jam. Let all the free-flowing
concrete run out of the open end of the line by lifting the line, then bend the hose or tap
on the pipeline in the area of the jam and shake out loose particles.
*Important safety tip: When trying to clear a line blockage, NEVER use compressed
air. If a greatly increased pump pressure won‘t move the blockage, compressed air won‘t
be able to either. While using compressed air utilizing proper safety precautions is OK
for cleaning out unblocked sections of pipe, using it on blockages can cause all kinds of
problems, including the need to relieve the built-up air pressure, residual air pockets, and
additional blockages due to segregation.
12.11 Backhoe Loader: These are heavy construction equipment consisting of a boom,
stick, bucket and cab on a rotating platform (known as the "house"). The house sits atop
an undercarriage with tracks or wheels. A cable-operated excavator uses winches and
steel ropes to accomplish the movements. They are a natural progression from the steam
shovels and often called power shovels.

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Excavator Capacity = 0.26 cu m
Loader Capacity = 1.1 cu m
Fig12.10 Backhoe Loader Fig 12.11 Loader
12.12 Hydra (Cranes): - These are used in taking off heavy objects and also to
transport them from one to other place at the site. A crane is a lifting machine that
principally works with the use of pulleys and cables. For the construction industry, cranes
are valuable assets because they make working with heavy machinery and construction
materials easy. The invention of cranes made things easy for mankind because without
them, loading, unloading, and lifting had to be done by human hands, would consume
more time, and the entire system was not efficient at all.
Fig 12.12 Hydra

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12.13 Tower Crane: Tower cranes are a modern form of balance crane that consist of
the same basic parts. Fixed to the ground on a concrete slab (and sometimes attached to
the sides of structures as well), tower cranes often give the best combination of height
and lifting capacity and are used in the construction of tall buildings. The base is then
attached to the mast which gives the crane its height. Further the mast is attached to the
slewing unit (gear and motor) that allows the crane to rotate. On top of the slewing unit
there are three main parts which are: the long horizontal jib (working arm), shorter
counter-jib, and the operator's cab
The long horizontal jib is the part of the crane that carries the load. The counter-jib
carries a counterweight, usually of concrete blocks, while the jib suspends the load to and
from the center of the crane. The crane operator either sits in a cab at the top of the tower
or controls the crane by radio remote control from the ground. In the first case the
operator's cab is most usually located at the top of the tower attached to the turntable, but
Fig 12.13 Tower Crane
can be mounted on the jib, or partway down the tower. The lifting hook is operated by the
crane operator using electric motors to manipulate wire rope cables through a system of

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sheaves. The hook is located on the long horizontal arm to lift the load which also
contains its motor.
12.14 Total Station Theodolite: A total station or TST (total station theodolite) is an
electronic/optical instrument used in modern surveying and building construction. The
total station is an electronic theodolite (transit) integrated with an
electronic distance meter (EDM) to read slope distances from the instrument to a
particular point. Robotic total stations allow the operator to control the instrument from a
distance via remote control. This eliminates the need for an assistant staff member as the
operator holds the reflector and controls the total station from the observed point
Fig 12.14 Total Station
13.0 Quality Control and Testing
Various tests which are done on different materials are listed below:
 Slump Test
 Compressive Strength of Concrete
 Weight of Steel
 Silt Content
 Grading of Aggregate

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 Impact Value Test
 Compressive Strength of Brick
 Water Absorption Test
 Dimensional Tolerance
 Determination of Moisture Content by Calcium Carbide Method
 Core Cutter Method
13.1 Slump Test: This test is used to check the workability of concrete at site. Steel
mould is used which is in the form of frustum of cone whose dimensions are 300mm at
bottom dia., 200mm at top dia. and height is 100mm.
Standard Value
Sr. No. Slump value Degree of Workability Uses at site
1 Less than 25 Very Low Precast work
2 25-75 Low Road pavement
3 75-100 Medium R.C.C footing
4 Greater than 100 High Column, beam
Observation and calculations:-
S.No.
Mix of
Concrete
Water Cement
Ratio
Slump Value
(mm)
Remarks
1 M35 0.44 110 Columns
2 M25 0.50 115 Raft, Slab
3 M35 0.46 110 Lift

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Result- Our sample is coming in category 4. When concrete is transported through pump
then its value should be taken more than standard value.
Fig 13.1 Slump Test
13.2 Test for Compressive Strength of Concrete
Testing plays an important role in controlling the quality of cement concrete work.
Systematic testing of the raw materials, the fresh concrete and the hardened concrete is an
inseparable part of any quality control programme for concrete which helps to achieve
higher efficiency of the materials used and greater assurance of the performance of the
concrete in regard to both strength and durability.
Size of Test Specimens — Test specimens cubical in shape shall be 15 × 15 × 15 cm. If
the largest nominal size of the aggregate does not exceed 2 cm, 10 cm cubes may be used
as an alternative. Cylindrical test specimens shall have a length equal to twice the
diameter. They shall be 15 cm in diameter and 30 cm long. Smaller test specimens shall
have a ratio of diameter of specimen to maximum size of aggregate of not less than 3 to

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1, except that the diameter of the specimen shall be not less than 7.5 cm for mixtures
containing aggregate more than 5 percent of which is retained on IS Sieve 480.
Curing — The test specimens shall be stored on the site at a place free from vibration,
under damp matting, sacks or other similar material for 24 hours ± ½ hour from the time
of adding the water to the other ingredients. The temperature of the place of storage shall
be within the range of 22° to 32°C. After the period of 24 hours, they shall be marked for
later identification, removed from the moulds and, unless required for testing within 24
hours, stored in clean water at a temperature of 24° to 30°C until they are transported to
the testing laboratory. They shall be sent to the testing laboratory well packed in damp
sand, damp sacks, or other suitable material so as to arrive there in a damp condition not
less than 24 hours before the time of test. On arrival at the testing laboratory, the
specimens shall be stored in water at a temperature of 27° ± 2°C until the time of test.
Records of the daily maximum and minimum temperature shall be kept both during the
period of the specimens remain on the site and in the laboratory.
Procedure —
 Specimens stored in water shall be tested immediately on removal from the water
and while they are still in the wet condition. Surface water and grit shall be wiped
off the specimens and any projecting fins removed. Specimens when received dry
shall be kept in water for 24 hours before they are taken for testing. The
dimensions of the specimens to the nearest 0.2 mm and their weight shall be noted
before testing.

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 The bearing surfaces of the testing machine shall be wiped clean and any loose
sand or other material removed from the surfaces of the specimen which are to be
in contact with the compression platens. The load shall be applied without shock
and increased continuously at a rate of approximately 140 kg/sq cm/min until the
resistance of the specimen to the increasing load breaks down and no greater load
can be sustained. The maximum load applied to the specimen shall then be
recorded and the appearance of the concrete and any unusual features in the type
of failure shall be noted.
Fig 13.2 Compressive Strength Test
Calculation - The measured compressive strength of the specimen shall be calculated by
dividing the maximum load applied to the specimen during the test by the cross-sectional
area, calculated from the mean dimensions of the section and shall be expressed to the
nearest kg per sq cm. Average of three values shall be taken as the representative of the
batch provided the individual variation is not more than ± 15 percent of the average.
Otherwise repeat tests shall be made.

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7 days Strength:
S.No.
D.O.C
Location
Mixof
Concrete
Identification
MarkofCube
D.O.T
Load
(KN)
Compressive
Strength
(N/mm2
)
Avg.Strength
(N/mm2
)
1 27/2/15
Tower 2 –
1st
Floor
Slab
M40 P1/T2 3/3/15
606 26.93
27.75639 28.40
628 27.91
2 27/2/15
Tower 2 –
1st
Floor
Slab
M40 P1/T2 3/3/15
654 29.07
28.84642 28.53
649 28.84

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28 days Strength:
S.No.
D.O.C
Location
Mixof
Concrete
Identificatio
nMarkof
Cube
D.O.T
Load
(KN)
Compressive
Strength
(N/mm2
)
Avg.
Strength
(N/mm2
)
1 27/2/15
Tower
2 – 1st
Floor
Slab
M40 P1/T2 27/3/15
994 44.18
44.331026 45.60
972 43.20
2 27/2/15
Tower
2 – 1st
Floor
Slab
M40 P1/T2 27/3/15
1007 44.76
44.60946 42.04
989 43.96
Report - The following information shall be included in the report on each test specimen:
a) Identification mark
b) Date of test
c) Age of specimen
d) Curing conditions, including date of manufacture of specimen in the field

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e) Weight of specimen
f) Dimensions of specimen
g) Cross-sectional area
h) Maximum
i) load
j) Compressive strength and
k) Appearance of fractured faces of concrete and type of fracture, if these are unusual.
13.3 Weight of Steel: This is a field test which is performed on steel to check wt. per
meter length because there are number of impurities which get added in the materials due
to temperature variations and thus wt. of steel bars varies from its standard value. There
are chances of corrosion and rusting of steel bars as well.
Observation and Calculation:-
Sr. No Dia. of Bar Standard Wt.(D^2/0.162) Actual Weight
1 8mm 390gm 390gm
2 10mm 620gm 620gm
3 12mm 890gm 890gm
4 16mm 1580gm 1550gm
5 20mm 2460gm 2425gm
6 25mm 3850gm 3845gm
7 32mm 6313gm 6308gm
Result: From the result we can check most of the values are matching with each other.

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13.4 Silt Content:
Silt is a material of particle sizes between 0.002mm to 0.075mm. It is usually
found in sands obtained from natural sources
such as river bed. If it is present in excess then it
prevents development of bond between cement
and aggregate. Silt value should not be more than
8% by volume. Measuring cylinder of 250ml
capacity is used to perform this test. Fig. 26
Silt Content
Fig 13.3 Silt Content
Observation and Calculation:-
Height of sample = 150ml
Height of silt after 3 hours = 6ml
Percentage of Silt = 4%
Result:- Its value does not exceed 8% by volume.
13.5 Grading of Aggregate: The art of doing gradation of an aggregate as determined
by sieve analysis is known as grading of aggregate. The principle of grading is that the
small size particles will fill the voids between large size particles. There are four type of
grading which are Continuous grading, Poor grading, Gap Grading, and Well Grading.
Observation and Calculation:-
Date of test: 23/03/2015
Grading Limit for Coarse aggregate (20mm):

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Wt. of agg. taken: 5000gm
IS Sieve Weight Retained % Retained % Passing Grading Zone II
20mm 90 1.8 98.2 85-100
10mm 4720 94.4 5.6 0-20
4.75mm 150 3.0 0.8 0-5
PAN 30
Grading Limit for Coarse aggregate (10mm):
Wt. of agg. taken: 3000gm
IS Sieve Weight Retained % Retained % Passing Grading Zone II
12.5mm 0 0 100 85-100
10mm 411 13.7 86.3 0-20
4.75mm 2458 81.9 4.4 0-5
2.36mm 103 3.4 1
PAN 24
Fig 13.4 Sieve Analysis

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13.6 Determination Of Aggregate Impact Value as per IS: 2386 (Part IV) - 1963
The ‗aggregate impact value‘ gives a relative measure of the resistance of an aggregate to
sudden shock or impact, which in some aggregates differs from its resistance to a slow
compressive load.
Apparatus - The apparatus shall consist of the following:
a) An impact testing machine complying with the following:
1. Total weight not more than 60 kg nor less than 45 kg.
2. The machine shall have a metal base weighing
between 22 and 30 kg with a plane lower surface of
not less than 30 cm diameter, and shall be supported
on a level and plane concrete or stone block or floor
at least 45 cm thick. The machine shall be prevented
from rocking either by fixing it to the block or floor
or by supporting it on a level and plane metal plate
cast into the surface of the block or floor.
Fig 13.5 Impact Testing Machine
3. A cylindrical steel cup of internal dimensions:
Diameter - 102 mm
Depth - 50 mm
and not less than 6.3 mm thick with its inner surface casehardened, that can be rigidly
fastened at the centre of the base and easily removed for emptying.
4. A metal tup or hammer weighing 13.5 to 14.0 kg, the lower end of which shall be
cylindrical in shape, 100.0 mm in diameter and 5 cm long, with a 2-mm chamfer at the