PLAN, DESIGN AND ESTIMATION OF G+1

RESIDENTIAL BUILDING, RAYADURGAM,

ANANTAPURAM (DISTRICT)

A Major Project Phase-II Report Submitted in

Partial Fulfilment of the Requirement for the
Award of Degree of
BACHELOR OF TECHNOLOGY
IN
CIVIL ENGINEERING
S.MOHAMMAD THANSEEF (20095A0143)

Under the Esteemed Guidance of

Ms.M.VARUNASHREE M.Tech
Assistant Professor of Civil Engineering

Department of Civil Engineering

R. G. M College of Engineering and Technology
(Autonomous),
Nandyal 518501, A.P, INDIA
(Affiliated to J.N.T.U.A, Anantapur, A.P, INDIA)
(Approved by AICTE, Accredited by N.B.A, NewDelhi, NAAC-A+ Grade)

2019 - 2023
 R. G. M College of Engineering and Technology
(Autonomous)
Nandyal 518 501, A.P, INDIA
(Affiliated to J.N.T.U.A, Anantapur, A.P., INDIA)
(Approved by AICTE, Accredited by N.B.A, NewDelhi, NAAC-A+ Grade)

CERTIFICATE
This is to certify that the Project Report entitled “PLAN, DESIGN AND ESTIMATION OF
G+1 RESIDENTIAL BUILDING, RAYADURGAM, ANANTAPURAM (DISTRICT)”.

S. MOHAMMAD THANSEEF (20095A0143)

In partial fulfillment of the requirement for the award of B.Tech in Civil Engineering to the
RAJEEV GANDHI MEMORIAL COLLEGE OF ENGINEERING AND TECH-
NOLOGY (AUTONOMOUS), Nandyal (Affiliated to J.N.T.U.A, Anantapur) is a bonafide
record of confide work carried out by them under our guidance and supervision. The results
embodied in this technical report have not been submitted to any other university or institute
for the award of any Degree.

Signature of the Guide Signature of Head of the Department

Ms.M.VARUNASHREE M.Tech Dr. G. Sreenivasulu Ph.D (IISC)
Assistant Professor Professor and HOD
Examiner:
Date:

i
Dedicated to my beloved parents, and teachers who have worked hard throughout my education.

ii
 ACKNOWLEDGEMENT
We dream it a great pleasure and privilege to express our profound deep sense of gratitude to our
project guide Ms.M.VARUNASHREE, Assistant Professor of C.E, R.G.M College of Engineering
and Technology, Nandyal, Kurnool district, A.P for for giving valuable suggestions and moral support
towards completion of major project work.

We express our deep gratitude to Dr. G. SREENIVASULU, M.Tech (IITK), PhD (IISC)
Professor and HOD of C.E, R.G.M College of Engineering and Technology, Nandyal, Kurnool
district, A.P for his able guidance and inspiration for his Encouragement in carrying out this major
project work .

We will highly grateful to Dr. T. JAYACHANDRAPRASAD, Principal, R.G.M. College of

Engineering and Technology, for his encouragement and inspiration at various points of time for the
major project work.

We will remain grateful to Dr. M. SHANTHIRAMUDU, Chairman, and Sri M. SIVARAM,

M.D, R.G.M. College of Engineering and technology who have been a constant source of inspiration
throughout the major project work and we also seek their blessings for a bright future.

We would like to express our sincere thanks to Dr. C. RAJARAM, Project Coordinator, of
R.G.M College of Engineering for providing an opportunity for doing this major project work.

We extend our heartfelt thanks to all the Teaching and Non-Teaching staff members of R.G.M
College of Engineering for their valuable help for the major project .

At the end, we proudly acknowledge our father and mother for their constant motivation which
have been valuable assets of our life.

Project Associate
S. MOHAMMAD THANSEEF

iii
 ABSTRACT
Generally, Building is a structure that provides basic shelter for the humans to conduct general ac-
tivities. In common purpose of buildings is to provide humans a comfortable working and living space
and protected from the extremes of climate. However, a building usage is depends on the lifespan and
the change of rate effected on their impact on efficiency of use. On other side estimation is the most
important preliminary process in any construction project. The forecast basic in structural engineer-
ing is the design of simple basic components and members of a building viz. Footing, Column, Beam
and slab. For their design, an architectural design is prepared using the Auto cad. In this project all
the structural elements are manually designed as per Indian standards.

KEYWORDS: Plan, Residential Building, Estimation, Specifications

iv
Contents

ACKNOWLEDGEMENT iii

ABSTRACT iv

GLOSSARY 1

1 INTRODUCTION 1
1.1 Introduction of Auto CAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
1.2 Estimation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1

2 LITERATURE REVIEW 3

3 OBJECTIVES OF STUDY 5
3.1 Objectives of study . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

4 METHODOLOGY 6
4.0.1 Study Area . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
4.0.2 Selection of plot and study . . . . . . . . . . . . . . . . . . . . . . . . . . 6
4.0.3 Building Bye Laws and Regulations . . . . . . . . . . . . . . . . . . . . . 7
4.0.4 Details of the project . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
4.0.5 Material Properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
4.1 Plan View of G+1 Residential Building . . . . . . . . . . . . . . . . . . . . . . . 8
4.1.1 Materials used for construction . . . . . . . . . . . . . . . . . . . . . . . 11
4.1.2 Equipment used for construction . . . . . . . . . . . . . . . . . . . . . . 12

5 COMPONENTS OF BUILDING CONSTRUCTION 13

5.1 Foundation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
5.2 Plinth Beam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
5.3 Columns . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15
5.4 Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
5.5 Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18
5.6 Lintel Beam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18
5.7 Slab . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19
5.8 Windows . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20
5.9 Doors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21
5.10 Ventilation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21
5.11 Flooring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21

v
 5.12 Staircase . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22
5.13 Plastering . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22

6 Design of RCC Elements 23

6.1 Design Methodology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23
6.2 Limit State Method (LSM) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23
6.3 Limit State Collapse . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24
6.4 Limit state serviceability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24
6.4.1 Deflection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24
6.4.2 Cracking . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24
6.4.3 Other Limit states . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24
6.5 Partial Safety Factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24
6.6 Design of Footing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25
6.6.1 Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25
6.6.2 Size of footing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25
6.6.3 Upward soil pressure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25
6.6.4 Bending moment calculation . . . . . . . . . . . . . . . . . . . . . . . . . 25
6.6.5 Depth of footing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26
6.6.6 Reinforcement in longitudinal direction . . . . . . . . . . . . . . . . . . . 26
6.6.7 Check for One way shear . . . . . . . . . . . . . . . . . . . . . . . . . . . 26
6.6.8 By interpolation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27
6.6.9 Check for two way shear . . . . . . . . . . . . . . . . . . . . . . . . . . . 27
6.6.10 Check for Developed length . . . . . . . . . . . . . . . . . . . . . . . . . 27
6.6.11 Footing Reinforcement Details . . . . . . . . . . . . . . . . . . . . . . . . 28
6.7 Design of Column . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28
6.7.1 Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28
6.7.2 Main steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28
6.7.3 Lateral ties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29
6.7.4 Pitch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29
6.7.5 Column Reinforcement Details . . . . . . . . . . . . . . . . . . . . . . . . 30
6.8 Design of Beam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30
6.8.1 Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30
6.8.2 Effective depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30
6.8.3 Effective span . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31
6.8.4 Self weight of beam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31
6.8.5 Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31
6.8.6 Area of steel in Reinforcement . . . . . . . . . . . . . . . . . . . . . . . . 32
6.8.7 Check for deflection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32
6.8.8 Check for shear Reinforcement . . . . . . . . . . . . . . . . . . . . . . . . 32
6.8.9 Given data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32
6.8.10 By interpolation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33
6.8.11 Beam Reinforcement Details . . . . . . . . . . . . . . . . . . . . . . . . . 34
6.9 Design of slab . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35
6.9.1 Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35

vi
 6.9.2 Thickness of slab . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35
6.9.3 Effective span . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35
6.9.4 Self weight of slab . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36
6.9.5 Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36
6.9.6 By interpolation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36
6.9.7 Area of steel in reinforcement . . . . . . . . . . . . . . . . . . . . . . . . 37
6.9.8 Area of steel in reinforcement . . . . . . . . . . . . . . . . . . . . . . . . 37
6.9.9 Reinforcement edge strip . . . . . . . . . . . . . . . . . . . . . . . . . . . 37
6.9.10 Check for deflection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38
6.9.11 Slab Reinforcement Details . . . . . . . . . . . . . . . . . . . . . . . . . . 38

7 ESTIMATION 39
7.1 Estimation in Microsoft Excel . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39

8 CONCLUSIONS 45

9 REFERENCES 46

vii
List of Figures

1 Internship certificate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . v

4.1 Ground Floor Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8

4.2 First floor Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
4.3 Section . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
4.4 Elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
4.5 Cement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
4.6 Fine Aggregate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
4.7 Coarse Aggregate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
4.8 R.C.C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

5.1 Isolated Foundation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14

5.2 Plinth Beam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15
5.3 Columns . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
5.4 Brick Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17
5.5 R.C.C Beam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18
5.6 Lintel Beam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19
5.7 Two way slab . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20

6.1 Footing Reinforcement Detail . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28

6.2 Column Reinforcement Detail . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30
6.3 Beam Reinforcement detail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34
6.4 Slab Reinforcement detail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38

7.1 Quantity of Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39

7.2 1.1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40
7.3 1.2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41
7.4 1.3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42
7.5 1.4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43
7.6 Quantity of Steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44

viii
List of Tables

4.1 Plan Dimensions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10

4.2 Ground Floor Plan Details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
4.3 First Floor Plan Details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
4.4 Opening Details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10

ix
Chapter 1

INTRODUCTION

1.1 Introduction of Auto CAD

Auto CAD can be defined as the use of computer systems to assist in the creation, mod-
ification, optimization of a design. In this, we can create both 2D and 3D drawings used in
construction and manufacturing. It was developed by John Walker in 1982 with the help of
AUTODESK and maintained it successfully. It is most commonly used for creating and mod-
ifying 2D and 10 designs for professional drafting with detail measurement information about
the conceptual sign and layout of the product, Users can customize the CAD software with
available add-on pps as per project requirements. User specialized tool setting can be done to
view and design product in wireframe and surface modeling. Widely preferred in the industries
of mechanical. telecom, civil, architectural engineering. It stands on demand to students and
industries because of its requirements.

1. To improve the quality of design.

2. To create a database for manufacturing.

3. To improve communication through documentation.

1.2 Estimation
The growth of building construction is increased day by day. So there is a growth need for
project control on todays construction projects. Nowadays many construction projects
on- counter events and that affect the original plan of executing a project. This delay in
project completion happens due to various reasons such as shortage of labour, materials
and also hikes in prices of the equipments.
To overcome these type of errors we need to focus on project planning estimation and con-
trol ling techniques. Estimating is the technique of calculating or computing the various
quantities and the expected Expenditure to be incurred on a particular work or project.
In case the funds available are less than the estimated cost the work is done in part or
by reducing it specifications are altered.The benefits of effective planning, estimation and

1
scheduling of construction projects are reduced cost overruns, reduced construction time.
Planning is the process of discovering all the activities necessary to successfully finish the
project and it also aims upon the future course of action. Estimation is a computation of
the quantities required and expenditure likely to be incurred the construction of a work.
Detailed specifications gives the nature, quality and class of work, materials to be used
in the various parts of work, quality of the material, their proportions, method of prepa-
ration, work- manship and description of execution of work are required.

2
Chapter 2

LITERATURE REVIEW

1. Varalakshmi .V (2014)
This project designed a G+5 storey residential building’s various components such as
foundation, column, beam and slab. The loads, namely dead load and live load, were
calculated in accordance with IS 875(Part I II) and HYSD bars, namely Fe415, were
used in accordance with IS-1986 and IS- 1985. They came to the conclusion that the
safety of a RCC is determined by the initial architectural and structural configuration of
the entire structure, the quality of the structural , design, and reinforcement detailing of
the building frame to achieve element stability and ductile performance.

2. S. Harish and L. Ramaprasad Reddy (2017)

This paper was discussed briefly entire structure from top to bottom required parame-
ters of foundations, different types of columns different shapes of beams. The design
of storage building are taken as different methods limit state and working stress method
based upon on the experimental results. Planning and designing are also used in various
software like Auto Cad. In this case learned about particular thing is design in right track
for calculation.

3. R.D. Deshpande (2017)

This project makes an attempt to view the construction working of varied elements in the
multi-storied building. Designing and scheming and evaluation of multi-storied building
has been done for G+2 building. According to material properties the loads are calcu-
lated is taken from code IS 875 part-II and piles are schemed based on protected bearing
capacity of soil.

4. S. Mahesh and Dr.Panduranga Rao (2014)

This project gives the manual design has been done for one of the different dimensions of
the footing, column, beam and slab of Residential Building as per IS:456-2000 and SP-16.

3
5. Atika Pathan, Nidhi Sonavane and Praduman singh (2021)
In this project on ”Design of a 6-storeyed building”. An Residential building design was
performed as Auto cad and Staad-pro software. The building comprises structures for
the superstructure and concrete for substructure. This design was safe and can be imple-
mented. Also, a market survey was undertaken for the market rates of various materials
and activities on different construction sites.

4
Chapter 3

OBJECTIVES OF STUDY

3.1 Objectives of study

1. To design the critical structural members of footing, column, beams and slab using IS:456-
2000.

2. To produce a structure capable of resisting all applied loads without failure during its
intended life.

3. The benefits of effective planning, estimation of a construction projects are reduced cost
overruns, reduced construction time.

5
Chapter 4

METHODOLOGY

1. Plotting the drawings of G+1 Residential Building.

2. To draw the structure in Auto CAD.

3. Structural elements are designed manually as per IS:456-2000.

4.0.1 Study Area

1. Project location: Rayadurgam, Anantapuram (Dist) near site at Mecca Masjid.

2. Type of building: G+1 Residential Building.

3. Total area: 1200 sq m.

4. Type of soil:Red soil.

5. Safe Bearing Capacity of soil(SBC): 200 Kn/m2 .

4.0.2 Selection of plot and study

Selection of plot is very important for buildings a house. Site should be in good place where there
community but service is convenient but not so closed that becomes a source of inconvenience
or noisy. The conventional transportation is important not only because of present need but for
retention of property value in future closely related to are transportation, shopping, facilities
also necessary.
The factor to be considered while selecting the building site are as follows:-
1. Availability of public utility services, especially water, electricity sewage disposal.

2. Location with respect to school, collage public buildings.

3. Nature of use of adjacent area.

4. Agriculture polytonality of the land.

5. Ease of drainage.

6. Transport facilities.

6
4.0.3 Building Bye Laws and Regulations
1. Line of building frontage and minimum plot sizes.

2. Open spaces around residential building.

3. Minimum standard dimensions of building elements.

4. Provisions for lighting and ventilation.

5. Provisions for drinage and sanitation.

6. Requirements for off-street parking spaces.

7. Requirements of landscaping.

8. Size of structural elements.

4.0.4 Details of the project

1. Type of Building: G+1 residential building.

2. Number of storey: 1 storey.

3. Type of foundation: Isolated foundation.

4. Height of Building: 7.5 m from G.L

5. Total gross area of building: 1200 sq.m

6. Column size: 300X300 mm

7. Beam size: 230X300 mm

8. External wall thickness:230 mm

9. Internal wall thickness:115 mm

4.0.5 Material Properties

As per IS:456-2000

1. Grade of steel = Mild steel or higher grade as required and applicable.

2. Grade of concrete = M25

3. Density of R.C.C = 25 kN/m³

7
4.1 Plan View of G+1 Residential Building

Figure 4.1: Ground Floor Plan

Figure 4.2: First floor Plan

8
 Figure 4.3: Section

Figure 4.4: Elevation

9
 Table 4.1: Plan Dimensions
Square
Description Feets Meters
Feets
Plan Dimensions 30’X40’ 1200 12 X 9.6

Table 4.2: Ground Floor Plan Details

DESCRIPTION LENGTH(m) WIDTH (m) AREA (m2 )

Living Room 4.0 3.5 14.0
Dining Room 4.0 3.5 14.0
Kitchen Room 4.0 3.5 14.0
Bed Room 2.7 2.6 7.02
Bath Room 2.7 1.4 3.78

Table 4.3: First Floor Plan Details

DESCRIPTION LENGTH(m) WIDTH (m) AREA (m2 )

Family Hall 6.2 4.3 26.66
Bed Room-1 4.0 3.5 14.0
Bed Room-2 4.0 3.5 14.0
Bed Room-3 4.2 4.0 16.8
Bath Room-1 2.75 1.5 4.125
Bath Room-2 2.6 1.6 4.16

Table 4.4: Opening Details

Openings Size
Main Door(D) 1.20 X 2.10m
Bedroom Door(D1) 1.07 X 2.10m
Bathroom Door(D2) 0.81 X 2.10m
Window(W) 1.20 X 1.37m
Window(W1) 1.07 X 1.37m
Ventilator(V) 0.60 X 0.45 m

10
4.1.1 Materials used for construction
1. Cement: A cement is a binder, a chemical substance used for construction that sets,
hardens, and adheres to other materials to bind them together.

Figure 4.5: Cement

2. Fine Aggregate: Fine aggregates generally consist of natural sand or crushed stone with
most particles passing through a 3/8-inch sieve.

Figure 4.6: Fine Aggregate

3. Coarse Aggregate: Coarse aggregates are any particles greater than 0.19 inch, but
generally range between 3/8 and 1.5 inches in diameter.

Figure 4.7: Coarse Aggregate

4. Reinforced Cement Concrete (R.C.C):A R.C.C and ferro concrete, is a composite

material in which concrete’s relatively low tensile strength and ductility are compensated
for by the inclusion of reinforcement having higher tensile strength or ductility.

11
 Figure 4.8: R.C.C

5. Water: It is an important ingredient of concrete because it combines with cement and

forms a binding paste. The paste thus formed fills up the voids of fine and course aggregate
bringing them into close adhesion.

4.1.2 Equipment used for construction

(a) Bulldozer: A bulldozer is a crawle with a substantial metal plate used fitted to
push large amounts of soil, sand, dirt or other materials.
(b) Concrete Mixer: Concrete mixer is machine which mixes the ingredients water,
fine and coarse aggregate and cement to deliver the perfectly mixed concrete mixer.
(c) Plumb Bob: It is used to check the vertically of structures it contains a solid metal
bob connected to the end of a thread.
(d) Batching Machine: A batching machine is the process in which the quantity or
proportion of materials like cement, Aggregates and water etc..
(e) Trowel: It is used to lift and apply the cement mortar in small quantities
(f) Wheel Barrow: It is used to transport bulk weights of materials like cement, sand,
concrete mix etc..
(g) Hammer: A hammer is a tool consisting of a weighted head fixed to a long handle
that is used to drive nails into shuttering boards, walls etc..
(h) Measuring Tape: It is used to measures the most common construction tool made
of tapes like cloth, fiber glass, and metal etc..

12
Chapter 5

COMPONENTS OF BUILDING
CONSTRUCTION

5.1 Foundation
Foundation is the lowest part of the building or the civil structure that is in direct contact
with the soil which transfers loads from the structure to the soil safely. Generally, the
foundation can be classified into two, namely.

(a) shallow foundation.

(b) Deep foundation.

A shallow foundation transfers the load to a stratum present in a shallow depth. The
deep foundation transfers the load to a deeper depth below the ground surface. A tall
building like a skyscraper or a building constructed on very weak soil requires deep foun-
dation. If the constructed building has the plan to extend vertically in future, then a
deep foundation must be suggested.To construct a foundation, trenches are dig deeper
into the soil till a hard stratum is reached. To get stronger base foundation concrete is
poured into this trench.

A Deep foundation is a type of foundation which is placed at a greater depth below the
ground surface and transfers structure loads to the earth at depth. The depth to width
ratio of such a foundation is usually greater than 4 to 5. The construction process of a
deep foundation is more complex and more expensive than shallow foundations. How-
ever, when dealing with poor soil conditions at shallow depth, large design loads, and
site constraints, a deep foundation is likely to be the optimum solution The material and
the type of foundation selected for the desired structure depends on the design loads and
the type of underlying soil. Based on the purposes of foundation in construction as given
below:

(a) Provide overall lateral stability for the structure.

13
(b) Foundation serve the function of providing a level surface for the construction of
substructure.

Figure 5.1: Isolated Foundation

(c) Load Distribution is carried out evenly.

(d) The load intensity is reduced to be within the safe bearing capacity of the soil.
(e) The soil movement effect is resisted and prevented.

5.2 Plinth Beam

A reinforced concrete plinth beam is built between the wall and its foundation during
construction. A plinth beam is a rectangular stone block that supports the pillars and
sub-columns of a building. It serves as a wall dividing the ground floor from the ground
level. The primary purpose of a plinth is to distribute the weight of the columns across
the foundation uniformly. plinth beam is installed to stop cracks from the foundation
from spreading through the wall above to keep it intact and erect. The plinth beam binds
each column of the structure together to minimise the slenderness ratio of the columns in
a frame structure.

14
A superstructure stands above ground level and consists of masonry walls, slabs, columns
and beams. The plinth beam separates the superstructure and substructure in a particular
building structure. It functions as a tie beam to keep walls and columns together. The
primary purpose of the plinth height is to shield the superstructure from moisture that
can leak in due to direct ground contact. The damp proof course, which offers additional
moisture protection, is installed on the top level of the plinth. The height of plinth level
is normally maintained between 300 mm to 450 mm. As the standard wall width in India
is 9 inches, the width of the beam is usually the same, which is 225 mm.

Figure 5.2: Plinth Beam

According to the byelaws, the plinth cannot be any shorter than 45 cm. The prerequisites
for a plinth area are as follows.

(a) To prevent dampness, moulds and moisture from entering the building.
(b) To transfer a load of a superstructure to the foundation of the building.
(c) To serve as a retaining wall to prevent the filling part from rising over the higher
floor or building.
(d) To improve the architectural appearance of a building.
(e) To provide stability to the building from all sides.

5.3 Columns
A column or pillar in architecture and structural engineering is a structural element that
transmits, through compression, the weight of the structure above to other structural
elements below. In other words, a column is a compression member.The term column
applies especially to a large round support (the shaft of the column) with a capital and
a base or pedestal, which is made of stone, or appearing to be so. A small wooden or
metal support is typically called a post. Supports with a rectangular or other non-round

15
section are usually called piers.

For the purpose of wind or earthquake engineering, columns may be designed to resist
lateral forces. Other compression members are often termed ”columns” because of the
similar stress conditions. Columns are frequently used to support beams or arches on
which the upper parts of walls or ceilings rest.In architecture,”column” refers to such a
structural element that also has certain proportional and decorative features.

Figure 5.3: Columns

The distance between two reinforced columns ranges between 3-4 m for small buildings
and 6-9 m for sizeable facilities where large columns and free spaces are required. For
ordinary structures, a distance of 5 m is appropriate, and the maximum span is 7.5, while
the minimum is 2.5 m.The dimensions or cross section of column is important assert in
building design. As per the Indian code provisions the minimum size of a column is taken
as 12”X12” which is approximately equal to 300mmX300mm.

5.4 Walls
wall is a structural element used to divide or enclose, and in building construction to form
the periphery of a room a building. In traditional masonry construction walls supported
the weight of floors and roofs, but modern steel and reinforced concrete frames as well as

16
heavy timber and other structures, require exterior walls only for shelter and sometimes
dispense with them on the ground floor to permit easier access.The traditional load-
bearing wall of masonry is of a thickness proportional to the forces it has to resist: its
own weight, the dead load of floors and roofs, and the live load of people, as well as the
lateral forces of arches, vaults, and wind. Such walls are often thicker toward the base,
where maximum loading accumulates.
Doors and windows weaken a wall and divert the forces above them to the parts on either
side, which must be thickened in proportion to the width of the opening. The number
of openings that can be used depends on the strength of the masonry and the stresses in
the wall. Usually windows must be placed one above the other in multistory buildings to
leave uninterrupted vertical wall masses to transfer loads directly to the ground.

Figure 5.4: Brick Walls

Positioning of walls depends on the type of support given floors and roofs.Nonbearing
walls, used where loads are carried by girders, beams, or other members, are called cur-
tain walls; they are attached to the frame members. Any durable, weather-resisting
material—glass, plastic, metal alloy, or wood—may be used, since nonbearing walls are
freed from the limitations of structural requirements.
In India, for house construction of residential and commercial buildings, a standard thick-
ness of brick wall should be kept around 9 (230 mm) thick for the outer wall, 4.5” (115
mm) thick for the internal partition wall, and 3 (80 mm) thick for cupboard and railing
use.

17
5.5 Beams
A Beam is a structural element that is used to support load or weight, such as the weight
of a floor or roof. Beams are typically horizontal and are designed to resist bending and
other types of structural stress.Beams can be made of a variety of materials, including
steel, wood, concrete, and composite materials. The type of material used to make a
beam will depend on a variety of factors, including the load it needs to support, the size
and shape of the structure it will be a part of, and aesthetic considerations. Beams are
an essential component of many types of construction projects, from residential buildings
to large industrial structures. They are designed to transfer the weight of the structure
and its contents to the foundation and are an important part of ensuring the structural
integrity and safety of a building.

A Beam is a horizontal structural element that runs horizontally to withstand vertical

load coming off the building frame. The beam takes the load distributes it to ends and
transfers it to columns, walls, and posts on both sides of the beam. it only withstands
laterally applied loads on the axis of the beam.

Figure 5.5: R.C.C Beam

In a residential building it is 9”X12” or 230 mmX300 mm standard size according to (IS

codes). The minimum RCC beam size should not be less than 9”X9” or 230 mmX230
mm with the addition of a 125 mm slab thickness.

5.6 Lintel Beam

A lintel is a type of beam (a horizontal structural element) that spans openings such
as portals, doors, windows and fireplaces. It can be a decorative architectural element,
or a combined ornamented structural item. In the case of windows, the bottom span
is referred to as a sill, but, unlike a lintel, does not serve to bear a load to ensure the
integrity of the wall. Modern-day lintels may be made using pre-stressed concrete and

18
are also referred to as beams in beam-and-block slabs or as ribs in rib-and-block slabs.

A bearing of 150mm to 200mm should be provided, and it should be placed on the mortar.
The width of the lintel could be equal to the thickness of opening depth in the range
between l/12 to l/8 of the span. Minimum width of 80mm should be provided.The mini-
mum bearing width of a lintel beam is taken to be 150mm. It is bedded over a PCC of
50mm thick.Until masonry or concrete above lintel has matured, lintel must be propped
at no more than 1.2m intervals. Lintels must be propped at 1.2m centres (maximum)
until composite masonry or concrete has matured.Lintel beams are made from 3 main
materials, steel, stone, and reinforced concrete.

Figure 5.6: Lintel Beam

5.7 Slab
A reinforced concrete slab is a crucial structural element and is used to provide flat sur-
faces(floors and ceilings) in buildings.These are plain structural members whose thickness
is small compared to with length and width, These are mostly used for covering from

19
of floors. In various shapes like Rectangular, Square and Triangle etc.. On the basis
of reinforcement provided, beam support, and the ratio of the spans,slabs are generally
classified into two types.

(a) One way slab.

(b) Two way slab.

One way slab : When the slab is supported on two opposite edges it is called as one
way slab. If a slab is supported on four edges and the ratio of longer span to shorter span
Ly
is > 2.
Lx
The one way slab in bends only one direction so main reinforcement is provided along
shorter span.In addition two main bars minimum reinforcement bars provided along
span(Top of main bars). The main function of distribution bars is to resist, cracks,
shrinkage and temperature.

Ly
Two way slab : When the slab is supported on all four edges and the ratio < 2.
Lx
Slab bends in two direction and so main bars Reinforcement is provided into direction

Figure 5.7: Two way slab

5.8 Windows
Window is defined as an opening in a wall of a building one or more of the functions like
natural light, natural ventilation and vision. The main function of a door in a building
is to serve as a connecting link between the internal parts and to allow free movement to
the outside of the building.Windows are can include a number of different components:

20
 (a) Frame - This holds the light in place and supports the window system.
(b) Lintel - A beam over the top of a window.
(c) Sill - The bottom piece in a window frame, often projecting beyond the line of the
wall.

5.9 Doors
A door is a hinged or otherwise movable barrier that allows ingress (entry) into and egress
(exit) from an enclosure. The created opening in the wall is a doorway or portal. A door’s
essential and primary purpose is to provide security by controlling access to the doorway
(portal). It is provided to give access to the inside of a room of a house. It serves as
a connecting link between the various internal portion of a house. It provides lighting
and ventilation to rooms.The standard size for an exterior door is 80 inches by 36 inches
which is 6 ft, 8 inches by 3 ft. 96 inches or 8 ft.

5.10 Ventilation
Ventilation, or breathing, is the movement of air through the conducting passages between
the atmosphere and the lungs. The air moves through the passages because of pressure
gradients that are produced by contraction of the diaphragm and thoracic muscles.Proper
ventilation keeps the air fresh and healthy indoors. Like the lungs, homes need to be able
to breathe to make sure that fresh air comes in and dirty air goes out. Air indoors can
build up high levels of moisture, odors, gases, dust, and other air pollutants.

5.11 Flooring
Flooring is the general term for a permanent covering of a floor, or for the work of in-
stalling such a floor covering.Floor covering material made from textiles,felts,resins,rubber
and other natural or man-made substances applied or fastened to, or laid upon, the level
base surface of a room to provide comfort, durability, safety, and decoration.These floors
consists of 2.5 cm to 5cm thick concrete layer laid over 10 cm thick base concrete and
10 cm thick clean sand over ground whose compaction and consolidation is done.Ceramic
and porcelain are the most common types of floor tiles, and both have different advan-
tages and uses.

21
5.12 Staircase
A staircase is a structural element that is used for travelling to a higher height or it is used
to travel from one storey of a building to another. It is designed to cover a large vertical
distance by cleaving up into smaller vertical distances which are called steps.Staircase
is an important component of a building providing us the access to different floors and
roof of the building. It consists of a flight of steps (stairs) and one or more intermediate
landing slabs between the floor levels.An “ideal” ratio is 7 in rise and 10 in thread.

5.13 Plastering
Plastering is the process of covering rough walls and uneven surfaces in the construction
of houses and other structures with a called plaster, which is a mixture of lime or ce-
ment concrete and sand along with the required quantity of water.During your home’s
construction plastering makes the rough surfaces of the walls smooth. Plastering covers
rough edges and uneven surfaces thus increasing durability and strengthening walls. Plas-
tering also gives a good finish to the walls of your house and this will make your home
look appealing.It should remain adhered during all variations in seasons and other atmo-
spheric conditions. It should be hard and durable. It should possess good workability. It
should be possible to apply it during all weather conditions.

22
Chapter 6

Design of RCC Elements

6.1 Design Methodology

A reinforced concrete structure should be so designed that it fulfils its intended purpose
during its life time with:

(a) Adequate safety, in terms of strength and stability.

(b) Adequate serviceability in terms of stiffness and durability.
(c) Reasonable economy.

The following are used for the design of reinforced concrete structures/ elements:

(a) Working Stress Method (WSM)

(b) Limit State Method (LSM)

In this project, we are used limit state method of design. So, let us discuss the concept
of limit state method.

6.2 Limit State Method (LSM)

In this method of design based on limit state concept, the structure shall be designed to
withstand safely all loads liable to act on it throughout its life; it shall also satisfy the
serviceability requirements, such as limitations on deflection and cracking.The acceptable
limit for the safety and serviceability requirements before failure occurs is called a Limit
State. The aim of design is the achieves acceptable probabilities that the structure will
not the structure will not become unfit for which it is intended, that is, that it will not
reach a limit state.

All relevant limit states shall be considered in design to ensure an adequate degree of
safety and serviceability. In general, the structure shall be designed on the basis of the
most critical limit state and shall be checked for other limit states.

23
6.3 Limit State Collapse
The limit state of collapse of the structure or part of a structure could be assessed from
rupture of one or more critical sections and buckling due to elastic or plastic instability
(including the effects of sway where appropriate) or overturning. The resistance to bend-
ing, shear, torsion and axial loads at every section shall not be less than the appropriate
value at that section produced by the probable most unfavourable combination of loads
and the structure using the appropriate partial safety factor.

6.4 Limit state serviceability

6.4.1 Deflection

Limiting values of deflections are given in IS:456-2000 clause 23.2

6.4.2 Cracking

Cracking of concrete should not adversely affect the appearance or durability of the struc-
ture; the acceptable limits of cracking would vary with the type of structure and environ-
ment. Where specific attention is required limit the designed crack width to a particular
value, crack width calculation may be done using formula given in (IS:456-2000).
The surface width of the crack should not, in general, exceed 0.3 mm in members where
cracking is not harmful and does not have any serious adverse effect upon the preservation
of reinforcing steel or upon the durability of the structures. For particularly aggressive
environment, such as the severe category in Table No 3 (IS:456-2000) the assessed surface
width of cracks should not exceed 0.1 mm.

6.4.3 Other Limit states

Structures designed for unusual or special functions shall comply with any relevant addi-
tional limit state considered appropriate to the structure.

6.5 Partial Safety Factor

When assessing the strength of a structure or a structural member for the state of collapse,
the values of partial safety factor should be taken as 1.5 for concrete and 1.15 for steel.

24
 6.6 Design of Footing

6.6.1 Data

Size of footing = 300X300mm

Axial Load (P) = 750 KN
Self wt. of footing = 10%
Safe Bearing capacity of soil = 200 Kn/m2
M 25 = f ck = 25N/mm2
F e415 = f y = 415N/mm2

6.6.2 Size of footing

Self wt. of footing = 10% on column load

750/10 =75 KN
Total load on soil = 750+75= 825 KN
Area of footing =Total load/SBC=825/200 5.5 m2
Sizeof squaref ooting = B 2 = 4.12m
√
F ootingsize = 4.12
F ootingsize(B) = 2.1m
Assumeprovidedonsizeof squaref ooting = BXB = 2.1X2.1m

6.6.3 Upward soil pressure

Pu
qu =
Areaof f ooting
where, qu = upwardsoilpressure
1.5X750
qu =
2.1X2.1

qu = 255 Kn/m2

6.6.4 Bending moment calculation

quXB(B − b)2
Mu =
8
W here,
M u = BendingM oment
255X2100(2100 − 300)2
Mu =
8
M u = 216KN − m

25
6.6.5 Depth of footing

Mu = Mu limit
216X106 = 0.138Xf ckXbXd2
216X106 = 0.138X25X2100Xd2
Ef f ectivedepth(d) = 193mmistaken = 200mm
Depthshouldbetwiced, hence(d) = 386mm
dX2 = 200X2 = (d) = 400mm
Assumecover = 50m
Overalldepth(D) = 450mm(400 + 50)

6.6.6 Reinforcement in longitudinal direction

f yXAst
Mu = 0.87XfyXAstXd (1- )
f ckbXd
415XAst
216X106 = 0.87X415XAstX400(1 − )
25X2100X400
Ast = 1556mm2
astXB
Assume12mmbar(S) =
Ast
π/4X122 X2100
spacing =
1562
Spacing = 150mmP rovide12mmbarsat150mmc/c

6.6.7 Check for One way shear

quXB(B − b)
Vu = − d)
2
0.255X2100(2100 − 300
Vu= − 400
2
V u = 267750N
W here,
V u = shearf orce
T v = N ominalshearstress

Vu
Tv =
bd
267750
Tv =
2100X400

Tv = 0.318 N/mm2
π/4X122 X100
P ercentageof steel(pt) =
150X400

Percentage of steel(pt)=0.18%

26
6.6.8 By interpolation

(IS:456-2000, Page no-73, table no-19)

0.15 = 0.29
0.25 = 0.36
0.18 = ?
Tc = 0.021+0.29 =0.32
Tv ≤ T c(0.318 < 0.32)
Hence, itissaf eagainstonewayshear

6.6.9 Check for two way shear

Vu2 = qu(2100X2100 − 700X700)(Rough = 400 + 300 = 700)

V u2 = 999600KN
A = perimeterXd
4 = (bo + d)Xd
4(300 + 400)X400
A = 2800X400

V u2
Tv2 =
A
999600
Tv2 =
2800X400
T v2 = 0.89N/mm2
P erimeteratcriticalsection = 4(bo + d) = 4(300 + 400)
P erimeteratcriticalsection = 2800mm
√
P unchingshear(Zp) = 0.25 25 = 1.25
Zp < T v2 (1.25 < 0.89)
Hence, itissaf eagainsttwowayshear

6.6.10 Check for Developed length

From (IS: 456-2000)

0.87Xf yX∅
Ld =
4T bd
0.87X415X12
Ld =
4X1.92
Ld = 565mm
2100 − 300
Availablelengthf romf aceof column = = 900mm
2
(900 ≥ 565)
Hence, itissaf eaganistdevelopedlength

27
6.6.11 Footing Reinforcement Details

Figure 6.1: Footing Reinforcement Detail

6.7 Design of Column

6.7.1 Data

Axial Load (P) = 750 KN

Factored Load (Pu)=1.5X750=1125 KN
M25 = fck = 25 N/mm2
F e415 = f y = 415N/mm2

6.7.2 Main steel

Pu= 0.4XfckXAc+0.67XfyXAsc
Assume, Asc as 1% on Ag
Area of steel in concrete (Asc)
Gross area of column (Ag)

28
1125X103 = 0.4X25(0.99Ag) + 0.67X415X0.01Ag
1125X103 = 12.68Ag

1125X103
Ag=
12.68

Ag=88722 mm2
Ag = B 2
√
B = Ag
√
B = 88722
B = 300X300mm
Asc = 0.01Ag
Asc = 0.01X88722
Asc = 887mm2
Assume16mmdiabar6N o′ s
π/4X162 X6
1206mm2
Hence, provide6N o′ sdiameter@16mm

6.7.3 Lateral ties

∅ 16
= =4
4 4

Minimum should be 6 mm

6.7.4 Pitch

1.Least Lateral dimension =300mm

2.16X∅ = 16X16 = 256mm
3.M inimum = 300mm
Hence, providepitchas300mm

29
6.7.5 Column Reinforcement Details

Figure 6.2: Column Reinforcement Detail

6.8 Design of Beam

6.8.1 Data

Support width =230mm

Effective span =9.6 m=9600 mm
Live load = 20 Kn/m
M25 = fck = 25 N/ mm2
F e415 = f y = 415N/mm2

6.8.2 Effective depth

Eff depth (d)= L/12 to L/15

d= 9600/12 =800mm

30
effective cover=50mm
Overall depth=800+50=850mm

6.8.3 Effective span

Effective span=230/2+9600+230/2
Effective span =9830mm =9.83m
=Clear span + eff. depth
=9600+800 =10400 mm

6.8.4 Self weight of beam

Dead Load=Area X unit weight of concrete

Dead Load=0.85X0.3X1X25=6.375 Kn/m
Assume live load(L.L)=20Kn/m
Total load=Dead load +Live load
Total load=6.375+20 =26.375 KN

6.8.5 Loads

Factored load (Wu)=26.375X1.5=39.56 kn /m2

W uXl2
Load=
8
39.56X9.832
Load =
8

(W)=488x106 N − mm

Mu = Mu limit
Where,
Mu=Bending Moment
488X106 = 0.138Xf ckXbXd2
488X106 = 0.138X25X300Xd2
Ef f ectivedepth(d) = 686 < 800mm
Hence, itissaf e

31
6.8.6 Area of steel in Reinforcement
f yXAst
Mu = 0.87XfyXAstXd (1- )
f ckbXd
415XAst
488X106 = 0.87X415XAstX800(1 − )
25X300X800
Ast = 1953mm2
Assume, 22mmdiaand6bars
π/4X222 X6 = 2280mm2
Hence, provide22mmdia@6no′ sbars

6.8.7 Check for deflection

(IS:456-2000 Page no 37)

For simply supported beam=L/d=20
Percentage of steel=100Ast/bd
pt=100X2280/300X800
pt=0.95%

Astrequired
f.s =0.58XfyX
Astprovided
1953
f.s=0.58X415X
2280

f.s=207 N/mm2
M odif icationf actor(IS : 456 − 2000)pageno : 38, f igno4
M odif icationf actor = 1.1
L/d = 20X1.1
9830/800 = 22
12.3 = 22(12.3 < 22)
Hence, itissaf eagainstdef lection

6.8.8 Check for shear Reinforcement

6.8.9 Given data

b=300mm, d=800mm, D=850mm

No of bars=6, Dia=22
M25 = fck = 25N/ mm2
F e415 = f y = 415N/mm2

W uXl
Vu =
2

32
where,
Vu= shear force

39.56X9.83
Vu =
2
W here,
T v = N ominalshearstress

Vu
Tv =
bd
194X103
Tv =
300X800

Tv=0.80N/mm2

100XAst 100X2280
Pt= = = 0.95%
bXd 300X800

6.8.10 By interpolation

(IS:456-2000, Page no-73, table no-19)

0.75 = 0.57
1.00 = 0.64
0.95 = ?
Tc = 0.056+0.57 =0.63
Tv ≤ Zc(0.80 ≥ 0.63)(0.80 ≤ 2.8)Zc = 2.8N/mm2
Hence, maximumdesignf orshearreinf orcement

0.87Xf yXAsvXd
Vus =
Sv

Vus = V u − ZcXbd
Vus = 194X103 − 0.68X300X800
Vus = 42800
Asv = 6mm, 2legged
π/4X62 X6
Asv = 56.54mm2

0.87X415X56.54X800
42800 =
Sv
0.87X415X56.54X800
Sv =
42800

33
SV =381 mm
Asv 0.4
Minimum shear stress =
bsv 0.87f y
56.54 0.4
=
300XSv 0.87X415
56.54X0.87X415
Sv=
0.4X300

Sv=170 mm

Maximum spacing =0.75d =0.75X800 =600

Hence, the provided 2 legged 6mm dia @ vertical stirrups 170mm c/c

6.8.11 Beam Reinforcement Details

Figure 6.3: Beam Reinforcement detail

34
6.9 Design of slab

6.9.1 Data

Ly=12, Lx=9.6
Live load= 20 Kn/m
Floor finish Load=1 Kn/m
Support width=230mm
M25 = fck = 25N/ mm2
F e415 = f y = 415N/mm2

Ly 12
= = 1.25
Lx 9.6
Ly
≤2
Lx

Hence, it is two way slab

6.9.2 Thickness of slab

span
Effective depth(d)=
28
9600
d=
28

d=342=340mm
Assume effective cover=25mm
Overall depth(D)=340+25=365mm

6.9.3 Effective span

Lx=clear span+ eff.depth

Lx=9600+365
Lx=9965mm = 9.965m
Ly= clear span+ eff.depth
Ly=12000+365
Ly=12365mm =12.365m
Ly 12.365
= = 1.25m
Lx 9.965

35
6.9.4 Self weight of slab

Load per unit area 1m2

BXDXunitweightof concrete
DeadLoad = 1X0.365X25 = 9.125Kn/m
Assumeliveload(L.L) = 20Kn/m2
F loorf inishLoad = 1Kn/m2
T otalload = Deadload + Liveload + F loorf inish
T otalload = 9.125 + 20 + 1 = 30.125KN

6.9.5 Loads

Factored load (Wu)=30.125X1.5=45kn/m

(IS:456-2000) From table no-27 design moment on sear force calculated

6.9.6 By interpolation

Mx= ∝ Xwlx2
1.2 = 0.084
1.3 = 0.093
1.25 =?
X = 0.05X0.009/0.1 = 0.0045
∝= 0.0045 + 0.084 = 0.088
∝= 0.088
M y =∝ y
1.2 = 0.059
1.3 = 0.055
1.25 =?
X = 0.004X0.05/0.1
X = 0.002 + 0.059 = y0.061
M x =∝ Xwlx2
M x = 0.088X45X9.9652 = 393.5KN − m
M y =∝ yXwlx2
M y = 0.061X45X9.9652 = 272KN − m

W uXl
Vu =
2
393.5X9.965
Vu= = 1960KN
2
Mu = Mu limit
393.5X106 = 0.138Xf ckXbXd2
393.5X106 = 0.138X25X1000Xd2
d = 337mm < 340mm

36
Hence, itissaf eagainst

6.9.7 Area of steel in reinforcement

Along X- direction
f yXAst
Mu = 0.87XfyXAstXd (1- )
f ckbXd
415XAst
393.5X106 = 0.87X415XAstX340(1 − )
25X1000X340
Ast = 3978mm2
Assume, 12mmdia
π/4X122 X3978
spacing = = 297mm
1000
M aximumspacing : 1)3d = 3X340 = 1020mm2)300mm
Hence, provide12mmdiabars@300mmc/c

6.9.8 Area of steel in reinforcement

Along Y- direction (d=340-12=328)
f yXAst
Mu = 0.87XfyXAstXd (1- )
f ckbXd
415XAst
272X106 = 0.87X415XAstX328(1 − )
25X1000X328
Ast = 2563mm2
Assume, 12mmdia
π/4X122
spacing = 2653 = 426mm
X
M aximumspacing : 1)3d = 3X328 = 984mm2)300mm
Hence, provide12mmdiabars@300mmc/c

6.9.9 Reinforcement edge strip

Ast= 0.12% on gross area
Ast= 0.12XBXD
Ast=0.12/100X1000X365
Ast=438 mm2
Assume12mmdiabar

π/4X122 X438
spacing = = 260mm
1000

Maximum spacing: 1)5d =5X340=1700mm 2)450mm

Hence, provide 12 mm dia bar @260 mm c/c

37
6.9.10 Check for deflection
For SSB L/d=20X Modification factor

AstX100 π/4X82
Pt= = X100 = 0.50%
sd 340X100

f.S =0.58X fy =0.58X415

f.s=240.7 N/mm2
M odif icationf actor = 1.6

L
= 20X1.6
d
9965
= 32
340

29 ≤ 31
Hence, itissaf eagainstdef lection

6.9.11 Slab Reinforcement Details

Figure 6.4: Slab Reinforcement detail

38
Chapter 7

ESTIMATION

7.1 Estimation in Microsoft Excel

Excel is a typical spreadsheet which is nowadays widely used in cost estimation and also some-
times for planning purposes. Excel has various inbuilt calculation tools which can be used for
complex calculation. Apart from that one can also input ones own formula for special calcula-
tions. The user interface is very friendly and easy to use.

Figure 7.1: Quantity of Concrete

39
Figure 7.2: 1.1

40
Figure 7.3: 1.2

41
Figure 7.4: 1.3

42
Figure 7.5: 1.4

43
Figure 7.6: Quantity of Steel

44
Chapter 8

CONCLUSIONS

1. This Project shows the main aspects of Plan and Design of G+1 Residential Building using
Auto cad software. In this project all the structural elements are manually designed as
per Indian standards. The building industry not only the cooperation between designers
but also contractors, engineers, and owners etc.
2. The Limit State method is used, the factor of safety for concrete is 1.5 and steel is 1.1 it
means 50% more concrete and 10% more steel is consider.
3. The quantity analysis provides more scope for the construction and planning and helps to
find the quantity of concrete and steel required for the building.
4. In this major project, creation of a 2D model and calculation of quantities for different
items of work has helped to enhance practical knowledge about construction field.

45
Chapter 9

REFERENCES

1. V. Varalakshmi (2014) Design of G+5 Residential Building abstract, int Res J. Engineering
Technology. Volume no 4 and Volume no 6, pp.73-77, 2017.
2. S. Harish and L. Ramaprasad Reddy (An Iso 3297:2007 certified organization). “ Design
of Residential Building by using Auto cad Software 2D and 3D ”.
3. Anoop. A, Fousiya Hussain and Rahul Chandra “ Plan and Design of multi storied
Building by Auto cad and staad pro ”. International journal of Scientific and Engineering
Research, Volume 7, Issue 4, ISSN 2229-5518, April-2016.
4. E. Rakesh Reddy and S. Kailash Kumar (2019), Design of G+5 commercial Building By
Autodesk software ISSN:2249-8958, Volume No 9 Issue-2.
5. Design of footing, Column, Beams and Slab of Reinforced concrete structures by B.C.
Pumnia.
6. IS 456-2000: Plain and reinforced concrete-code of practice.

46