PLANNING, ANALYSIS AND DESIGN OF

AN APARTMENT BUILDING
A PROJECT REPORT

Submitted By
JOEL JOSEPATH J
DANIESH FRADY J A
PREMNATH C G
JERIN FELIX A

In partial fulfilment for the award of the degree

Of
BACHELOR OF ENGINEERING
In
CIVIL ENGINEERING

ST. XAVIER’S CATHOLIC COLLEGE OF ENGINEERING

(An Autonomous Institution)
Chunkankadai, Nagercoil – 629003.

NOVEMBER 2023
 ST. XAVIER’S CATHOLIC COLLEGE OF ENGINEERING
(An Autonomous Institution)
Chunkankadai, Nagercoil – 629003.

BONAFIDE CERTIFICATE

Certified that this mini-project report “Planning, analysis and design of an

Apartment building “is the bonafide work of “JOEL JOSEPATH J
(962220103015), DANIESH FRADY (96220103007), PREMNATH C G
(962220103313), JERIN FELIX A (962220103309) who carried out the mini-
project under my supervision.

SIGNATURE SIGNATURE
Dr. I Jessy Mol, Dr. P.Antony Vimal
HEAD OF THE DEPARTMENT SUPERVISOR
Asst. Professor,
Department of Civil Engineering, Department of Civil Engineering,
St Xavier’s Catholic College of Engineering, St. Xavier’s Catholic College of Engineering,
Chunkankadai, Nagercoil -629 003. Chunkankadai, Nagercoil -629 003.

Submitted for the B.E. Degree Mini-Project (CE8711) Viva Voice held at St.
Xavier’s Catholic College of Engineering on ………………………

INTERNAL EXAMINER EXTERNAL EXAMINER

i
 ACKNOWLEDGEMENT

First and foremost, we thank GOD ALMIGHTY whole heartly for his
grace and blessings which enabled us complete this project intime.

We pay our sincere thanks to Rev.Fr.Dr.M.Maria William,

Correspondent, St. Xavier’s Catholic College of Engineering for his support
extended towards us.

We express our profound gratitude to Dr.J.Maheswaran, M.E, Ph.D.,

Principal of our college for granting us permission and for providing a good
environment to complete this project.

We express our sincere gratitude to Dr. I Jessy Mol, M.E, Ph.D., Head
of the department for her support and kind guidance.

We express our profound gratitude to Dr.P. Antony Vimal, M.Tech,

Ph.D., Supervisor and department of Civil Engineering for his immense help
and motivation that enabled us to finish this project successfully.

We also thank all faculty members, teaching & non-teaching staff of the
department of Civil Engineering for their constant support.

We express our heartful thanks to our parents for their moral support and
constant encouragement. We also thank each and every one who had helped us
directly or indirectly.at this juncture, we gratefully thank our friends and
classmates for their valuable suggestions in bringing out this project.

ii
 ABSTRACT
Design and construction is the primary aspect of civil engineering. This
project deals with the plan, analysis and design of an Apartment building. The
number of storey’s is (G+2). The purpose of this proposed building is to
provide permanent or temporary accommodation facility for people. Each
floor of this building contains 4 houses with the exception of ground floor and
terrace. Each home is of the 3BHK type where it has it has 3 bedrooms all with
attached balconies and toilets along with a hall and a kitchen. Ground floor
contain the infrastructural facilities like lobby, parking, etc. Two sets of stairs
and two elevators run through the entire building to make the navigation within
this building easy and effortless. Each house has a floor area of 190.90m2.
Concrete mix design in the grade of M20 and Fe415 steel have been planned
for the use. The design of structural elements such as Beams, Columns, Slabs,
Footings, Stairs will be done manually as per IS456:2000 (limit state method).
The loads will be obtained from IS1875:1987 (dead load from part 1, live load
from part 2). Wind loads will be calculated based on IS875 (Part 3)2015 and
seismic loads will be calculated using IS1893 – 2002. AUTOCAD 2023 &
REVIT 2023 has planned for drawing, elevation and section purpose.
STAAD.PRO is used for analyzing. Design of structural members are done in
manual method.

iii
 TABLE OF CONTENTS

CHAPTER NO. TITLE PAGE NO.

ACKNOWLEDGEMENT ⅱ

ABSTRACT ⅲ

TABLE OF CONTENT ⅳ

LIST OF FIGURES ⅶ

LIST OF SYMBOLS ⅷ

1 INTRODUCTION 1

1.1 GENERAL 1

1.1.1 Planning 1

1.1.2 Work flow 2

1.1.3 Specifications of the structure 2

1.2 AIM OF PROJECT 2

1.3 OBJECTIVE OF PROJECT 2

1.4 NEED OF PROJECT 3

1.5 SCOPE OF PROJECT 3

1.5.1 Design of reinforced concrete structures 4

1.6 PARTS OF STRUCTURE 5

1.6.1 Slabs 5

1.6.2 Beam 5

iv
 1.6.3 Column 6

1.6.4 Footing 7

1.6.5 Staircase 7

2. METHODOLOGY 8

2.1 GENERAL 7

2.2 PLANNING 9

2.3 ANALYSIS 15

2.3.1 Need for analysis 15

2.3.2 Load analysis 16

2.3.3 Loadings and load combinations 17

2.3.4 STADD pro results 18

2.4 DESIGN 34

2.4.1 Design of slab 34

2.4.2 Slab design 35

2.5 DESIGN OF BEAMS 40

2.5.1 Design of T-Beam 40

2.5.2 Design of L-Beam 44

v
 2.6 DESIGN OF COLUMN 47

2.6.1 Design of axial Column 47

2.7 DESIGN OF STAIRCASE 51

2.8 DESIGN OF FOOTING 54

2.8.1 Design of isolated footing 54

3 CONCLUSION 59

4 REFERENCE 60

vi
 LIST OF FIGURES

FIGURE NO. TITLE PAGE NO.

2.1 Site layout 9

2.2 Ground floor 10

2.3 Floor 1-7 11

2.4 Open Terrace 12

2.5 Section 13

2.6 Elevation 14

2.7 Slab reinforcement detailing 39

2.8 T-beam reinforcement detailing 43

2.9 L-beam reinforcement detailing 46

2.10 Axial Column reinforcement detailing 50

2.11 Staircase reinforcement detailing 53

2.12 Footing reinforcement detailing 58

vii
 LIST OF SYMBOLS

Asc - Area of steel in compression

Ast - Area of steel in tension

D - Effective depth of a beam or slab

ex - Eccentricity in XX direction

ey - Eccentricity in YY direction

fck - Characteristic compressive strength of

concrete fy - Characteristic yield strength of steel

I - Moment of inertia

LL - Live load

L - Unsupported length of column or span of

beam Iex - Effective length of a column bending about

xx lex - Effective length of a column bending about

yy Mux,Muy - Moments about x and y axis due to design

loads

Mux1, Muy1 - Maximum uniaxial moment capacity for an axial

load Pu, - bending about x and y axis

Mulimit - limiting Moment of resistance

Pu - Percentage of tension reinforcement

viii
Vus - Strength of shear reinforcement

αx - Bending moment coefficient for shorter side

FEM - Fixed End Moment

K - Stiffness of member

αy - Bending moment coefficient for longer side

βc - Ratio of short to long side column

τc - Permissible shear stress in concrete

τv - Nominal shear stress in concrete

F - Partial safety factor for load

∅ - Diameter of bar

ix
 CHAPTER 1

INTRODUCTION

1.1 GENERAL

Apartment buildings are the type of buildings that are used to or used by
individuals for accommodation for a temporary or permanent living. These
buildings are designed based on either the requirements of the owner or the
customer in case of a residential complex like apartments or flats.
Consolidated residential structures like apartments and flats are
common in cities due to their efficiency in accommodating maximum number of
residents per unit ground area. The number of floors in such a building is
governed by residential requirements and budget constraints. However, recent
innovations in building design is leading designers and builders to make new
buildings that will offer spaces for communal gatherings and additional amenities
like restaurants and basic medical services.
It is proposed to construct an Apartment building with a G+2 layout
with 4 individual homes on each floor. The building is proposed to be made with
RCC framework layout with all necessary amenities like parking, elevators and
backup electricity.

1.1.1 Planning:
When we first start to plan a new building construction work to
begin us definitely, we need to remember some basic principles of building
planning. Some of the basic principles of planning of a building construction are
given below:
 An engineer or architect should prepare the building plan according to the
demand, economic status.

1
 The building should be compatible with surrounding structures and

weather conditions.
 Sufficient air and light are allowed to the building for healthy
environment in the building.
 Privacy must be maintained mainly in commercial building plan.

 Fire safety materials are provided in range of site location.

1.1.2 Work flow

1. Planning
2. Analysis
3. Design
4. Conclusion

1.1.3 Specification of the structure

1. Location of plot – Melpuram
2. Overall floor area – 763.623 m2
3. Overall size – 34.4m x 27m
4. Size of plot – 50m x 50m
5. Number of storeys – (G+2)
6. Live load – 4KN/m2
7. Grade of concrete – M20
8. Grade of steel – Fe415
9. Safe bearing capacity of soil – 200 KN/m2

1.2 Aim of project

The Aim of the project is to plan, analyze and design of an Apartment
building with all necessary amenities.

2
1.3 Project objectives

1. To develop a modern Apartment building in Revit architecture and

AutoCAD.

2. To analyse the design using STAAD Pro.

3. To design the structural elements of the building using IS codal

provisions

1.4 Need of project

The following are the needs in the design of an Apartment building:

1. Residential buildings provide permanent and temporary accommodation

facilities for people.

2. A large-scale residential building will have amenities like restaurants,

elevators and medical facilities.

3. It will provide social interaction facilities for all residents to keep healthy
social life.

1.5 Scope of project

The following are the scope in design of an Apartment residential building:

1. Specification – The houses should be able to accommodate specified

number of people and provide necessary facilities.

2. Indoor traversing – The residents should be able to move effortlessly along

different floors of the building.

3. Resident comfort – Providing people who stay with amenities and making
their stay comfortable.

3
1.5.1 Design of reinforced concrete structures
Reinforced cement concrete members can be designed by the following
methods.
1. Working stress method
2. Limit state method

Limit State Design

Limit state method of design is based on elastic theory. Partial safety factors
are used in this method to determine the design loads and design strength of
materials from their characteristic values. The design aids to IS:456, published
by the bureau of Indian standards. The design of limit state method is very simple
and hence widely used in practice. This method gives economical results
when compared with the conventional working stress method.

The philosophy of the limit states method of design (LSM) represents a

definite advancement over the traditional design philosophies. Unlike WSM,
which based calculations on service load conditions alone, and unlike ULM,
which based calculations on ultimate load conditions alone, LSM aims for a
comprehensive and rational solution to the design problem, by considering safety
at ultimate loads and serviceability at working loads.

The LSM philosophy uses a multiple safety factor format which attempts
to provide adequate safety at ultimate loads as well as adequate serviceability at
service loads, by considering all possible ‘limit states’ (defined in the next
section). The selection of the various multiple safety factors is supposed to have
a sound probabilistic basis, involving the separate consideration of different
kinds of failure, types of materials and types of loads. In this sense, LSM is more
than a mere extension of WSM and ULM. It represents a new ‘paradigm’ — a
modern philosophy

4
Working Stress Method
Working stress method of design was the theoretical method accepted by
national codes of practice of design of reinforced concrete sections. It assumes
that both steel and concrete act together and perfectly elastic at all stages so that
the modular ratio can be used to determine the stress in the steel and concrete.
This method adopts permissible stress, which are obtained by applying specific
factor of safety material strength of design.

This was the traditional method of design not only for reinforced concrete, but
also for structural steel and timber design. The conceptual basis of WSM is
simple. The method basically assumes that the structural material behaves in a
linear elastic manner, and that adequate safety can be ensured by suitably
restricting the stresses in the material induced by the expected ‘working loads’
(service loads) on the structure. As the specified permissible (‘allowable’)
stresses are kept well below the material strength (i.e., in the initial phase of the
stress-strain curve), the assumption of linear elastic behaviour is considered
justifiable. The ratio of the strength of the material to the permissible stress is
often referred to as the factor of safety.

The stresses under the applied loads are analysed by applying the methods of
‘strength of materials’ such as the simple bending theory. In order to apply such
methods to a composite material like reinforced concrete, strain compatibility
(due to bond) is assumed, whereby the strain in the reinforcing steel is assumed
to be equal to that in the adjoining concrete to which it is bonded. Furthermore,
as the stresses in concrete and steel are assumed to be linearly related to their
respective strains, it follows that the stress in steel is linearly related to that in the
adjoining concrete by a constant factor (called the modular ratio), defined as the
ratio of the modulus of elasticity of steel to that of concrete.

5
1.6 PARTS OF STRUCTURE
1.6.1 Slabs
Slabs are primary members of a structure, which support the imposed Load
directly on them and transfer the same safety to the supporting elements such as
beams, walls, columns etc. A slab is a thin flexural member used in floor and roof
of a structure to support the imposed loads. The slabs are classified as Solid Slab,
Hollow slab and Ribbed slab based on their construction.

1.6.2 Beam
A beam has to be generally designed for the actions such as bending
moments, shear forces and twisting moments developed by the lateral loads. The
size of the beam is designed considering the maximum moment in it and generally
kept uniform throughout its length IS: 456:2000 recommended that the minimum
grade of concrete should not less than M25 in RC works. When there is a
reinforced concrete slab over a concrete beam, then the beam and the slab can be
constructed in such a way they act together.

The combined beam and the slab are called as flanged beam, it may be ‘L’
or ‘T’ beams. Here both T-beams L-beams are designed.

1.6.3 Column
Vertical members in compression are called as columns and struts. The
term column is reserved for members which transfer load to the ground.
Classification of columns depending upon slenderness ratio, short column and
slender column. Columns are classified as axially loaded column, uniaxially
loaded column and biaxially loaded column.

6
1.6.4 Footing
Foundation is the most important component of the structure. It should be
well planned and carefully designed to ensure the safe and stability of structure.
Foundation provided for RCC columns are called as column base.

Types of Column Base:

1. Isolated Footing
2. Combined Footing
3. Strap Footing
4. Solid Raft Foundation
5. Annular Raft Foundation

1.6.5 Staircase
A staircase is a flight of steps leading from one floor to another. It is
provided to afford the means of ascent and descent between various floor of
building. It should be suitably located in a building. In a domestic building the
stair should be centrally located to provide easy access to all rooms. In public
building stair should be located near the entrance. In big building there can be
more than one stair. Fire protection to stairs is important too. Stairs are
constructed using timber, bricks, steel or reinforced cement concrete.

Classification of Stairs:
1. Single flight stairs
2. Quarter turn stairs
3. Dog legged stairs
4. Open well type stairs
5. Bifurcated stairs

7
 CHAPTER 2
METHODOLOGY
2.1 GENERAL
Provide direction to assessors and clear explanations to municipalities, tax
payers and Assessment Review Board members. Explain the thought process /
decision-making process that an assessor should undertake to apply the valuation
methodology.

SELECTION OF SITE

SURVEYING

AUTOCAD DRAWING

ANALYSIS OF
STRUCTURE

DESIGN OF STRUCTURE

8
2.2.1 PLANNING

Fig. 2.1 Site Layout

9
Fig 2.2 Ground Floor Plan
10
Fig 2.3 Floor 1 – 2
11
Fig 2.4 Open Terrace

12
Fig 2.5 Section
13
Fig 2.6 Elevation
14
 2.3 ANALYSIS
Analysis is used to find the moment of the frame of the support, center
span, and column of positive and negative bending moment. The actual analysis
of such a frame therefore is a long and difficult process and moreover a detailed
analysis of the frame can be taken up which is necessary to know the elastic
properties of the components of the frame.
A structure is analyzed to know how the material will behave under
given loading conditions. It is tedious to analyze each and every frame of the
structure. Analysis is done with the help of STAAD Pro software. STAAD Pro
is 3D Structural Analysis & Design Engineering Software.
The commercial version STAAD Pro is one of the most widely used
structural analysis and design software. It supports several steel, concrete and
timber design codes.
It can make use of various forms of analysis from the traditional 1st order
static analysis, 2nd order p-delta analysis, geometric nonlinear analysis or a
buckling analysis. It can also make use of various forms of dynamic analysis
from model extraction to time history and response spectrum analysis.

2.3.1 Need for analysis

The prime motive of analysis of a structure is to find out, what

magnitude of force acts on the structure, what forces will tend to act on the
structure, how will the structure react when the load being to act, will the
structure safety withstand the load etc. The solution for all these can be obtained
from the load etc. The analysis of a structure can be performed
from load analysis and frame analysis.

15
2.3.2 Load analysis
Each and every structure has to carry dead load and live load.
Further it may also be subjected to wind load, seismic load etc. The maximum
working load to which the structure can withstand then it is called as characteristic
load. In the limit state made of design we are using factor load.
Factor load = Characteristic load × Partial factor of safety

In IS code of partial factor of safety of 1.5 is adopted for both the dead
load and live load, but theoretically the partial factors of safeties are different.

2.3.3 Loadings and load combinations

For our structure the followings loads are considered for analysis.

Dead loadings
Dead loadings of this structure are calculated as per IS 875 part 1.

Dead load:
Slab = 100 mm

Beam = 230 mm X 230 mm

Column = 300 mm X 250 mm

Wall = 230 mm

Slab load:
Overall Depth of slab =100 mm
Self-weight of the slab = 0.1x25 = 3.5 KN/m2
Floor finishes = 1 KN/m2
Wall load = wall thickness x wall height x unit weight of brick
= 20 X 0.23 X (3-0.3) = 12.42 KN/m
16
Live loadings
Live loadings of this structure are calculated as per IS 875 Part 2.
Live load on floors = 4 NN/m2

Load combinations
As per IS875 part 5& IS 456 -2000, the following load combinations are
taken for software analysis.

1. 1.5 x (Dead load + Live load)

2. 1.2 x (Dead load + Live load + Wind load)
3. 1.2 x (Dead load + Live load + Seismic load)

17
2.3.1 STAAD Pro results

FRAMED STRUCTURE

18
SECTION WITH PROPERTY

19
SECTION
20
SELF WEIGHT
21
WIND LOAD X DIRECTION

22
WIND LOAD Z DIRECTION

23
MAXIMUM B.M AND S.F DIAGRAM OF COLUMN

24
25
26
27
28
Analysis of beam
29
Analysis of Axial Column

30
Reaction summary
31
MAXIMUM B.M DIAGRAM OF BEAM

32
MAXIMUM S.F DIAGRAM OF BEAM

33
2.4 Design
2.4.1 Design of Slab
A slab is a thin flexural member used in floors and roofs of structure to support
the imposed loads and transfer the same safely to the supporting elements such
as beams, walls, columns, etc.,
In building frame, beam sizes are usually governed by negative moment
and shear at the supports, where their effective section is rectangular. The shear
at the preliminary design can usually to be taken as simple beam reaction and the
moments as the fixed end moments of particular span.
Types of slabs

According to solidness of the cross section

1. Solid slab
2. Hollow slab
3. Ribbed slab

According to number of supports

1. Cantilever slab
2. Simply supported slab
3. Continuous slab

According to direction of span

1. One way slab

2. Two-way slab

34
 One way slab

When a slab is supported along two opposite edges only, it is termed as one way
slab. The direction in which the load is carried in one way slab is called span.
One-way slabs are usually made to span in shorter direction, since the
corresponding bending moment and shear forces are the least. In this slab the
main reinforcement is provided in the shorter direction and it carries the load
to the beams or wall.

Two-way slab
When a slab is supported on all four edges and when the ratio of long span (L y)
to the short span (Lx) is small (say less than 2), bending take place along both
spans such a slab is known as two-way slab. We classify the two-way
slabs in the following heads:

1. Slabs simply supported on four edges, with corners not held down, and
carrying uniform distributed load.
2. Slabs simply supported on four edges, with corners held down, and
carrying uniform distributed load.
3. Slab with edges fixed or continuous and carrying uniform distributed
load.
2.4.1 Slab Design:
Size of slab = 2.25X2.325 m
Use M30 grade concrete, Fe 500 steel.
𝐿𝑦 2.25
Side ratio= = = 0.95<2
𝐿𝑥 2.325
Hence the slab is to be designed as two-way slab.

TWO WAY SLAB:

As per clause 23.2.1 of IS 456 -2000.
For continuous slabs,
(𝑆𝑝𝑎𝑛 )/𝐷𝑒𝑝𝑡ℎ=26
35
Assuming Pt = 0.4
fs= 0.58 × fy = 240N/mm2 (From figure 4 of IS 456-2000)
Modification factor for tension reinforcement = 1.3
l/d=Kc ×Ke×Kf×(span/depth)
d=88.75mm≈100
Effective depth, D = 100 + 20 +10/2
D =125mm
Therefore, provide 125mm depth slab.
DESIGN LOAD
Self-weight of slab = 0.15× 25 = 3.75kN/m2
Live load = 4kN/m2
Assume floor finish = 1kN/m2
Total load = 8.75kN/m2
Factored load = 1.5× 8.75 = 13.125kN/m2
ULTIMATE DESIGN MOMENT AND SHEAR FORCE
From table 26 of IS 456-2000, bending moment coefficient for ly/lx =1.5 are
obtained.
Condition:
two adjacent edges discontinuous (from table:21,IS 456-2000, pg:91)
αx:
Negative moment = 0.060
Positive moment =0.045
αy:
Negative moment = 0.047
Positive moment = 0.035

Moment along shorter span,

Mx=α x 𝑤𝑙2 (Negative)
= 18.90kNm
Mx= α x 𝑤𝑙2 (Positive)
= 14.18kNm
Moment along longer span,
My= αy x 𝑤𝑢 𝑙𝑥 2 (Negative)
= 22.20KNm

36
My= αy x 𝑤𝑢 𝑙𝑥 2 (positive)
= 16.53 kNm
Therefore, Mu limit = 22.20 kNm.

CHECK FOR DEPTH

Mu limit = 0.138 × fck × b × d2
22.20 × 106 = 0.138 × 20 × 1000 × d2
22.20𝑥106
d=√
0.138𝑥20𝑥1000
d= 89.72mm<100mm
So, it is safe.
REINFORCEMENT ALONG SHORTER SPAN (NEGATIVE)
Mu = 0.87fy Ast d(1 − (𝐴𝑠𝑡 𝑥 𝑓𝑦)/(𝑓𝑐𝑘 𝑥 𝑏𝑑))
91−(A𝑠𝑡 x415)
18.90×106 = 0.87xAst x100( )
20𝑥1000𝑥100

Ast= 597.56mm2
Providing 16mm # bar,
ast= π/4 (16)2 =201.06mm2
Spacing = ast/Ast ×1000
= 201.06/3158.51×1000
Spacing = 67.97 ≈50mm
Provide 16mm dia bars at 50mm spacing.

REINFORCEMENT ALONG SHORTER SPAN (POSITIVE)

Mu=0.87fy Ast d(1 − (𝐴𝑠𝑡 𝑥 𝑓𝑦)/(𝑓𝑐𝑘 𝑥 𝑏𝑑))
91−(A𝑠𝑡 x415)
14.18×106 = 0.87xAst x100( )
20𝑥1000𝑥100
Ast=431.35mm2
Providing 12mm dia bar,
𝜋
ast= x122=113.09mm2
4
Spacing = ast/Ast ×1000
= 262mm≈ 200mm
Providing 12mm dia bar at 200mm spacing

REINFORCEMENT ALONG LONGER SPAN (NEGATIVE)

Mu = 0.87fy Ast d(1 − (𝐴𝑠𝑡 𝑥 𝑓𝑦)/(𝑓𝑐𝑘 𝑥 𝑏𝑑))

37
 91−(A𝑠𝑡 x415)
22.20×106 = 0.87xAst x100( )
20𝑥1000𝑥100
Ast=723.48mm2
Providing 12mm dia bar,
𝜋
ast= x122=113.097mm2
4
Spacing= ast/Ast ×1000
= 156mm≈ 200mm
Providing 12mm dia bar at 200mm Spacing.

REINFORCEMENT ALONG LONGER SPAN (POSITIVE)

Mu=0.87fy Ast d(1 − (𝐴𝑠𝑡 𝑥 𝑓𝑦)/(𝑓𝑐𝑘 𝑥 𝑏𝑑))
91−(A𝑠𝑡 x415)
16.53×106 = 0.87xAst x100( )
20𝑥1000𝑥100
Ast=512.28mm2
Providing 10mm dia bar,
𝜋
ast= x102=78.539 mm2
4

Spacing = ast/Ast ×1000

=153mm≈ 150mm
providing 10mm dia bar at 150mm spacing

CHECK FOR SHEAR (IS456 pg no: 72(40.1))

Ʈv= Vu/bd
51.08𝑥103
Ʈv=
1000𝑥100
= 0.5 N/mm2
𝐴𝑠𝑡
Pt= x 100
𝑏𝑑
723.48
= ×100
100𝑥1000
= 0.7
Ʈc=0.49N/mm2
Ʈcmaxfor M20=2.8N/mm2 (table 20, IS456-2000)
Ʈc>Ʈv >Ʈcmax
Hence ok.
CHECK FOR DEFLECTION
Min Ast = 0.12% of bd
=120mm2
Spacing of main steel < 3d = 3×100 =300mm

38
Dia of reinforcement = D/8 =125/8 = 15.6mm
(L/d)max= (L/d)basic×Kt ×Ke×Kf
= 22.5x2x1x1
=45mm
𝑒𝑓𝑓𝑒𝑐𝑡𝑖𝑣𝑒 𝑠𝑝𝑎𝑛
(L/d)actual=
𝑒𝑓𝑓𝑒𝑐𝑡𝑖𝑣𝑒 𝑑𝑒𝑎𝑝𝑡ℎ
=18mm
(L/d)actual <(L/d)max
Hence deflection control is satisfied

Fig 2.7 Slab reinforcement detailing

39
2.5 Design of beams
A beam is a horizontal structural element that is capable of withstanding load
primarily by resisting bending. The load from the slab is transferred to the beam.
The bending force induced into the material of the beam as a result of the external
loads, own weight, span and external reactions to these loads is called as bending
moment. Therefore, beam is a structural member which is subjected to bending
moments and shear force due to transverse load. The beam transfers its load to
the column.

Types of beams

Based on support conditions,

1. Simply supported beams

2. Cantilever beam
3. Fixed beam
4. Over hanging beam

Based on shape,
1. Tee beam
2. L beam
3. Rectangular beam

2.5.1 Design of T-beam

Mu = 158.01KNm
Vu = 51.08KN
Size = 0.23 X 0.3
L = 2.12m
Df = 150mm

40
bw = 230mm
fy = 415 N/mm2
fck = 20N/mm2
Effective width of the flange
L0 = 0.7x effective span
= 0.7x 2.12
L0 = 1.48 m
𝑙𝑜
bf = ( ) 𝑏𝑤 + 6𝐷 f
6
1.48
=( ) + 230 + 6 𝑋 150
6

= 1130.24mm
CHECK FOR DEPTH
Mulim= 0.138 x fck x bd2
158.012 x 106 = 0.138x 20 x 1130.24 x d2
d = 225.06 < 300mm
Hence it is safe
𝑋𝑢𝑚𝑎𝑥
= 0.48
𝑑

Xumax = 0.48 X d
= 0.48 X 225 = 108 mm
Assuming neural axis lies on bottom flange
Mu = 0.362 X fck X Df ( d- 0.42 Df)
= 0.362 X 20X 150 X (225– 0.42 X 150)
= 2810.02
Since Mu at Df is greater than Mu
Xu < D f
∴ Neural axis lies within flange
Determination of area of tension steel
𝑃𝑡 𝐴𝑠𝑡 𝑓𝑐𝑘 4.598𝑅
( )=( )=( ) (1 − √(1 − ( )])
100 𝑏𝑑 2𝑓𝑦 𝑓𝑐𝑘

41
 𝑀𝑢 158.012 𝑋 106
R= 2
= = 2.76
𝑏𝑑 1130.24 𝑋 2252
𝐴𝑠𝑡 20 4.598 𝑋 0.2789
= (1 − √(1 − ( ))
𝑏𝑑2 2 𝑋 415 20

= 0.0095
Ast = (0.0095) X 1130.24 X 225
= 2415.88 mm2
Provide 20mm diameter rods
𝐴𝑠𝑡 2415.88
= 202
= 7.6 ≈ 7 rods
𝑎𝑠𝑡 𝜋𝑋
4

Shear Reinforcement
𝑉𝑢 51.08 𝑋 104
τv = = =2 N/mm2
𝑏𝑑 1130.24𝑋 225

Design shear strength of concrete τc for M20

𝜋
Ast = 2 X X 202 = 628.318 mm2
4
100𝐴𝑠𝑡 100 𝑋 628.318
= = 0.24
𝑏𝑑 1130.24𝑥225

From IS456 table 20

For M20; τc = 0.34, τcmax= 2.8
Hence τc < τv < τcmax
∴ Shear reinforcement is needed
Vus = Vu – τcbd
= 51.08 X 103 – 0.34 X 230 X 225
= 33485 KN
Providing 8mm 2 legged vertical stirrups
𝜋
Ast = 2 X X 8 = 100.53mm2
4
0.87 𝑓𝑦𝐴𝑠𝑡𝑑 0.87 𝑋 415 𝑋100.53 𝑋225
Spacing = =
𝑉𝑢𝑠 33485

= 243 ≈ 200mm
∴ Providing 8mm 2 legged vertical stirrups at 200mm spacing

42
Fig 2.8 T-Beam reinforcement detailing

43
 2.5.2 Design of L beam

L = 4.76m
b = 230mm
d = 300mm
Df = 150mm
D = 150 + 300 = 450mm
d = 450 – 30 = 420mm
bw = 230mm
Mu = 158.012mm
Vu = 51.08mm
fck = 20 N/mm2
fy = 415 N/mm2

Effective Span
1. Centre to center distance and support = 4.5+ 0.3 = 4.8
2. Clear span and effective depth = 4.5+ 0.3 = 4.8
∴ lo = 4.8
𝑙𝑜
Effective flange width hf = + bw + 3Df
2
4.8
= + 0.3 + (3 X 0.15) = 1.15
12

= 1150 mm
Mulim = 0.138fckbd2
= 0.138 X 20 X 230 X 4202
=111.97KNm
Mu < Mulim
Hence the section is under reinforced.
Calculation of area of steel

44
 𝐴𝑠𝑡 𝑓𝑦
Mu = 0.87fyAstd [1 − ( )]
𝑏𝑑𝑓𝑐𝑘

415 𝑋 𝐴𝑠𝑡
158.012 X 106 = 0.87 X 415 Ast X 420 X [1 − ( )]
230 𝑋 420 𝑋 20

Ast = 3080 mm2

Assuming 20mm ϕ bars
𝐴𝑠𝑡 3080
Number of bars = = 2 = 5.8=> 5bars
𝑎𝑠𝑡 𝜋 𝑋 20 ⁄4

Provide 3 X 20mm ϕ bars on the tension side

0.85 𝑏𝑑
Mu <
𝑓𝑐𝑘

Provide 2 X 20 mm ϕ bars
Shear reinforcement
𝑉𝑢 51.08 𝑋103
τv = = = 0.53
𝑏𝑤𝑑 230 𝑋 420
𝑑2
Ast provided = 6 X π = 678.58 mm2
4
100𝐴𝑠𝑡
Pst = = 0.35
𝑏𝑤𝑑

From table 19 IS 456:2000

τc = 4
τc < τv
Hence Shear reinforcement is required
Vw = Vu - τc bd
= 51.08 X 103 – (4 X 230 X 300)
= 26.56KN
Provide 8mm 2 - legged stirrup
42
Ast = 2 X π = 100.53 mm2
4
0.87 𝑓𝑦 𝐴𝑠𝑡 𝑑 0.87 𝑋 415 𝑋 100.53 𝑋 420
Spacing = = = 373.96 ≈ 300mm
𝑉𝑢 26.56 𝑋 104

∴ Provide 8mm 2 legged stirrups at 300mm space ng.

45
Fig 2.9 L-Beam reinforcement detailing

46
2.6 Design of columns
Column in architecture and structural engineering is a structural element that
transmits, through compression, the weight of the structure above to the structural
elements below, in other words column is a compression member. For the
purpose of wind or earthquake engineering, columns may be designed to resist
lateral forces. Columns are frequently used to support beams or arches on which
the upper part of the walls or ceilings rest. In architecture, column refers to such
a structural element that also has certain proportional and decorative features. A
column might also be a decorative element not needed for structural purposes.

Types of columns
Based on slenderness ratio,

1. Short column
2. Long column

Based on loading,

1. Axial loaded column

2. Axial load with uniaxial loading
3. Axial load with biaxial loading
4. Eccentrically loaded column

2.6.1 Design of Axial column

Pu = 1500KN
Grade of concrete = M20
Grade of Steel = Fe415
B = 250mm
D = 300mm

47
 L = 3000mm
Check for slenderness of column
𝐸𝑓𝑓𝑒𝑐𝑡𝑖𝑣𝑒 𝑙𝑒𝑛𝑔𝑡ℎ 𝑋 𝐶𝑜𝑙𝑢𝑚𝑛
Slenderness ratio =
𝐿𝑎𝑡𝑒𝑟𝑎𝑙 𝑑𝑖𝑚𝑒𝑛𝑠𝑖𝑜𝑛

Leff = 0.65L = 0.65 X 3000

= 1950
Slenderness ratio
1950
Long Span = = 6.5 < 12
300
1950
Short span = = 7.8 < 12
250

∴ design a short column

Check for minimum eccentricity
From IS456:2000 Clause 25.4,Pg.42
For lx
3000 250
emin = + =14.33< 20
500 30

for ly
3000 300
emin = + =16< 20
500 30

also from cls:39.3

emin<0.05xlateral dimension
for lx=0.05x250=12.5<emin
for ly=0.05x300=15<emin
hence the codal formula for short column is applied
Axially loaded member (IS 456:2000 page 71 cls:39.3)
Pu = 0.4 fck Ac + 0.67 fy Asc
Ac = 250x300
=75000mm2
1500 X103 = 0.4 X 20 (19000 – Asc) + 0.67 X 415 Asc
Asc = 3236.82mm2
48
Provide 20 mm dia bars
ASC provided = 8× π/4×202
=2513.27mm2
Minimum reinforcement
(ASC )min =0.8% of AC
=8/100 x75000
=6000mm2

Design of lateral ties

0.25 times the diameter of main bar = 0.25× 20= 5mm
Diameter of this should not less than 6mm (IS456:2000 pg.no:49)
Therefore, provide 8mm dia rods of ties
Pitch:
1. The least lateral dimension of compression member =250mm
2. 16 mm × dia of longitudinal bar
= 16 × 16
= 256 mm
3. 300mm
Choose the least value
Pitch = 250mm
Provide 8mm ties@250mm spacing.

49
Fig 2.11 Axial Column reinforcement detailing

50
2.5 Design of staircase

Type of stair case: dog-legged with waist slab, threads and risers.
Tread = 300mm
Rise = 150mm
width of landing of beams=300mm
M20 grade concrete
Fe415 steel HYSD bars
Effective span = (6x300)+300
=2100mm
=2.1m
Span/D =20
D =(2100 )/20 = 105m
Effective depth d =105-25
=80mm
Load calculation
Dead load of slab w=ws √ R2+T2 /T
Ws=0.825x1x25
=20.625KN/m
√(𝑅 2 + 𝑇 2 )
DL of waist slab = 2.625X
𝑇

√(1502 + 3002 )
= 2.625 X
300

= 2.93 KN/m
Dead Load on one step = (0.5x0.15x0.3x25)
= 0.56KN/m
Load of steps per metre length=(0.56x1000)/300
=1.86KN/m
Floor Finish = 0.53 KN/m2
Total Dead Load = 2.93+0.56+0.53 = 4.02 KN/m
Service live load =4KN/m
Total load = 4.02 +4 = 8.02 KN/m
Factored load = 1.5 X 8.02 = 12 KN/m
Maximum bending moment = 0.125 X Wu X Leff2
51
 = 0.125 x 12 X 2.12
= 6.615 KNm

Check for depth

D= √Mu/(0.138xfckxb)
=48.95
=48.95mm < 80mm
Hence OK
Main reinforcement

0.87𝑥𝑓𝑦 𝑥𝐴𝑠𝑡 𝑥𝑑(1−(𝐴𝑠𝑡 𝑥𝑓𝑦 ))

Mu=
𝑏𝑥𝑑𝑥𝑓𝑐𝑘
0.87𝑥415𝑥𝐴 𝑠𝑡 𝑥80(1−(𝐴𝑠𝑡 𝑥415))
6.615x106=
1000𝑥80𝑥20

Ast=244.52 mm2

provide 12 mm dia bars

1000𝑥πx102
Spacing=
244.52𝑥4

=258.64mm
=200mm
Therefore provide 12 mm bars @200mm spacing

Distribution reinforcement

Dist rf=0.12%bd
=0.12/100 x1000x105
=126 mm2
Assume 10mm bars

1000𝑥πx102
Spacing=
126𝑥4

=223mm
=200 mm

Therefore provide 8 mm bars @200 mm spacing

52
Fig 2.13 Staircase reinforcement detailing

53
 1.8.1 Design of footing
Footing is the bottom most important component of the structure. The
footing generally lies well below the ground level. The footing provided for the
column is called column footing. The main function of the footing is to transfer
the load from the column to the ground so that the intensity of pressure on the
soil does not exceed the safe bearing capacity of the soil.
Types of foundation
The types of foundation are
1. Shallow foundation
2. Deep foundation
Types of footings

1. Isolated footing
2. Combined footing
3. Spread footing
4. Strap footing
5. Mat footing

2.8.1 Design of isolated footing

Load on footing = 1500KN
Size of footing = 250mm X 300mm
Safe bearing capacity = 200KN/m2
M20
Fe415
Depth of footing = 1.5m
Size of footing
Load = 1500 KN

54
 Additional 10% axial load = 1.10 X 1500
= 1650 KN
𝐿𝑜𝑎𝑑 1500
Area of footing = = = 7.5 m2
𝑆𝑜𝑖𝑙 𝑏𝑒𝑎𝑟𝑖𝑛𝑔 𝑐𝑎𝑝𝑎𝑐𝑖𝑡𝑦 200

Design of square footing

√7.5 = 2.73 ≈3
Size of footing = 3 X 3
𝐹𝑜𝑟𝑐𝑒 1500
Net upward pressure, σ = = = 200KN
𝐴𝑟𝑒𝑎 7.5

Bending moment calculation

BM at critical section
3000 300
Critical section at face & column for the edge of footing = −
2 2

= 1350mm
Load on critical section, σcbc = 200 X 3= 600KN/m
𝑊𝑙2 600𝑥1.32
BM = = = 507 KN/m
2 2

Depth of footing
Mu = 0.138 fckbd2
507 X 106 = 0.138 X 20 X 3000 X d2

393.12𝑋 106
d = √ = 247.45mm
0.138 𝑥 20 𝑥 3000

Considering 2 to 2.5 times depth

d = 2 X 247.45= 495mm
Effective depth, d = 495mm
𝜙
D = d + effective level + ϕ +
2

= 495 + 50 + 20 +10
= 575mm

Reinforcement

55
 Bending moment = 507x106 N/mm
0.5 𝑓𝑐𝑘 4.6 𝑀𝑢
Pt = [1 − √ ] 𝑏𝑑
𝑓𝑦 𝑓𝑐𝑘 𝑏 𝑑2

50 𝑋 20 4.6𝑥507𝑋 106
= [1 − √ ]
415 20𝑥 3000 𝑥 5752

= 1.8
𝑏𝑑
Ast = Pt X
100

= 3105 mm2
Provide 16mm ϕ bars
𝜋
ast = 𝑋 162 = 201.06mm2
4
3105
Number of bars = = 15.4≈ 15bars
201.06

From IS 456 table 15

Clear spacing between bars = 180 mm
3000−50−50−10−10
Spacing provided = = 186mm
15

Clear spacing =186-10/2-10/2 =176 mm<180mm

Hence OK
Check for one way shear
Vu = upward pressure x area of shear
= 200 x (3 X 0.65) = 390 KN
𝑉𝑢 390𝑋 103
τv = = = 0.52N/mm2
𝑏𝑑 3000 𝑋 247.45
𝐴𝑠𝑡 𝑋 100 3105𝑋 100
Pt provided = = = 0.4
𝑏𝑑 3000 𝑋 247.45

From IS 456 table 19

τc = 0.45 N/mm2
τc < τv
Hence safe

56
Check for two-way shear
1
At periphery of distance from face of column
2

300+(495/2)+(495/2)=795mm2
32-0.792=8.37m2
Area of shear = 8.37m2
Vu = 200X 8.37 = 1674 KN
𝑉𝑢
τv =
𝑏𝑑

b = 795X 4 = 3180mm
1674𝑋 103
τu = = 1.06 N/mm2
3180 𝑋 495

From IS 456:2000 page 58,59

τ'c = Ks τc
ks = 1 (Square column)
τc = 0.25 √𝑓𝑐𝑘
= 0.25 X √20 = 1.11 N/mm2
τc < τ’c
Hence safe.

57
Fig 2.14 Footing reinforcement detailing

58
 CHAPTER 3

CONCLUSION

Our project deals with planning, design and analysis of multistoried (G+2)
Apartment building. The proposed "Apartment building" serves to cater to the
basic need of human life namely housing problems. It consists of (G+2)
symmetrical stories. Necessary facilities like Hall, Bedroom, Kitchen, Bathroom
and Water closet are provided. The slabs, Beams, Columns, Footings and Lintel
beams were designed manually by limit state method as per IS456-2000.

We can conclude that there is difference between the theoretical and practical
work done. As the scope of understanding will be much more when practical
work is done. As we got more knowledge in such a situation where we greater
experience doing the practical work.

Knowledge the loads we have designed the slabs depending the slabs depending
upon the relation of longer to shorter span of panel. In this project we have
designed slabs as two-way slabs depending upon the conditions, corresponding
bending moment. The coefficient has been calculated as per IS code columns and
designed beam analysis by moment distribution method. As per the safe bearing
capacity of soil isolated footing is done.

59
 CHAPTER 4

REFERENCE

1. P.C.Varhese, Limit state design of reinforced concrete

2. P.C.Varghese, Advanced reinforced concrete design

3. Code book IS:456:2000 plain and reinforced concrete – code of practice

(fourth revision)

4. Code book SP:16, design aids for reinforced concrete

5. B.C.Punima, Construction of buildings, 1st edition

6. Code book IS:875:1987, Part 1, design loads (other than earthquake load)
for buildings and structures

7. Code book IS:875:1987, Part 2, design loads (other than

earthquake load) for buildings and structures

60