Final Report BE

ABSTRACT
The present-day world is witnessing the construction of very challenging and difficult
structural engineering works. The concept and approach towards the analysis of design of
structures is totally redefined with the application of new structural aid software’s such as
Etabs and STAAD.
The time affective and economic advantages of this software’s are distinct from conventional
and manual methods of analysis and design. In the current project titled “Analysis and Design
of Multi-story residential building using Etabs”. A sincere attempt is made to design a multi-
story residential building using Etabs and by doing so an attempt is made to understand the
behavior of the building as a whole rather than the behavior of the individual structural
member.
The main objective of this project is to design multi-storey building (G+3) under earthquake
loads by using software. Software used in this project are AutoCAD for planning and
drafting, ETABS for analysing, designing and check, Excel for result which will be produced
in excel sheet.
In the developing county, this project has higher market value as to carry out manually
calculation of each component slab, beam and columns is difficult and time consuming & by
using high efficient software we can reduce design time and complete project in early time. In
construction and real state, time is money which results in saving large amount of money.
CONTENTS
1. INTRODUCTION 1-8
1.1. HISTORY 2
1.2. Methods of structural analysis 2-5
1.3. INTRODUCTION 6-8
2. MANUAL DESIGN 9-24

2.1. INPUT DATA 10
2.2. DESIGN OF SLAB 11
2.3. DESIGN OF PORTALFRAME 12-20
2.4. DESIGN OF STAIRSCASE 21-24
3. SOFTWARE PACKAGE USED 25-26

3.1. ETABS 26
3.2. AUTOCAD 26
4. SOFTWARE PACKAGES 40-50

4.1. ETABS 40
4.2. MODELING STRUCTURE IN ETABS 43-46
4.3. ANALYSIS OF MODEL 47-49
LIST OF FIGURES
1. Fig 2.3.1: TYPICAL FLOOR PLAN AND SELECTED FRAME
2. Fig 2.3.2: PORTAL FRAME WITH FACTOR LOAD
3. Fig 2.3.4.1: PLAN OF STAIRSCASE
4. Fig 2.3.4.2: AB SPAN OF BEAM
5. Fig 2.3.4.3: AD SPAN OF BEAM
6. Fig 4.2.1: MODELING IN STAAD PRO
7. Fig 4.2.2: MEMBERS AND SUPPORT
8. Fig 4.2.3: STRUCTURE MODEL
9. Fig 4.2.1.1: MEMBER PROPERTICES
10. Fig 4.3.1: LOAD DEFINING
11. Fig 4.3.2: FLOOR LOAD
12. Fig 4.3.3: WALL LOAD
13. Fig 4.3.4: EARTH QUAKELOAD
14. Fig 4.4.2: SHEAR FORCE DIAGRAM.
15. Fig 4.4.2: BENDING MOMENT DIAGRAM
16. Fig 5.1.1: ETABS UNITS & FLOOR HEIGHT SETUP
17. Fig 5.1.2: STORY DATA&FRAME SECTION PROPERTY DATA
18. Fig 5.1.3: FRAME MODEL&MEMBER ASSIGN MODEL.
19. Fig 5.1.4 :UDL FOR BEAM

20. Fig 5.1.5 FLOOR LOAD
21. Fig 5.1.2.1: MODEL AFTER ANALYSIS
22. Fig 5.1.2.2: SHEAR FORCE DIAGRAME FOR COLUMNS
23. Fig 5.1.2.3: BENDING MOMENT DIAGRAME FOR COLUMNS
24. Fig 5.1.3.1: DESIGN VALUES FROM ETABS.

DESIGN AND ANALYSIS OF MULTI-STOREY BUILDING 2017-2018
CHAPTER 1
STRUCTURAL ENGINEERING DEPARTMENT
1.1 Introduction
Structural engineering is a field of engineering dealing with the analysis and design of
structures that support or resist loads. Structural engineering theory is based upon physical
laws and empirical knowledge of the structural performance of different materials and
geometries. Structural Engineering design utilizes a number of simple structural elements to
build complex structural systems. Structural Engineers are responsible for making creative
and efficient use of funds, structural elements and materials to achieve these goals.
1.2 Structural Engineering Department

The department includes a structural design engineer, draftsman and a senior
structural consultant.
The Senior Structural Consultant manages the design, analysis and construction of
structures that can withstand various loads and pressures; ensures compliance with relevant
building codes and safety regulations. All the designs developed in the department is checked
and approved by him.
Structural Design Engineer analyze, design, plan and research structural components
and structural systems to achieve design goals and ensure the safety and comfort of users or
occupants. Their work takes account mainly of safety, technical, economic and environmental
concerns, but they may also consider aesthetic and social factors.
A draftsman's main job duty is to create technical drawings based on given
specifications and calculations. Draftsmen typically work with professionals in their field,
such as scientists, architects and engineers, who provide the product or structure's details. The
draftsman incorporates these specifications into drawings and plans that may be used in the
manufacture, maintenance or repair of the product or structure.
Tasks may vary depending on the structure being worked on and size of the team, but
can include:
1.2.1 Analyzing configurations of the basic structural components of a building or other

structure.
DEPT OF CIVIL ENGINEERING SEACET Page 2

1.2.2 Calculating the pressures, stresses and strains that each component, such as a beam or
lintel, will experience from other parts of the structure due to human use or
environmental pressures such as weather or earthquakes.
1.2.3 Considering the strength of various materials, e.g. timber, concrete, steel and brick, to
see how their inclusion may necessitate a change of structural design.
1.2.4 Liaising with other designers, including architects, to agree on safe designs and their
fit with the aesthetic concept of the construction.
1.2.5 Examining structures at risk of collapse and advising how to improve their structural
integrity, such as recommending removal or repair of defective parts or rebuilding
the entire structure.
1.2.6 Making drawings, specifications and computer models using STAAD Pro of
structures for building contractors.
1.2.7 Working with geotechnical engineers to investigate ground conditions and analyses
results of soil sample and in situ tests.
1.2.8 Liaising with construction contractors to ensure that newly erected.
1.3 Methods of structural analysis
When the number of unknown reactions or the number of internal forces exceeds the
number of equilibrium equations available for the purpose of analysis, the structure is called
as a statically indeterminate structure. Most of the structures designed today are statically
indeterminate. This indeterminacy may develop as a result of added supports or extra
members, or by the general form of the structure.
While analyzing any indeterminate structure, it is essential to satisfy equilibrium,
compatibility, and force-displacement requisites for the structure. When the reactive forces
hold the structure at rest, equilibrium is satisfied and Compatibility is said to be satisfied
when various segments of a structure fit together without intentional breaks or overlaps.
1.3.1 Kani’s method
This method was first developed by Prof. Gasper Kani of Germany in the year 1947. The
method is named after him. This is an indirect extension of slope deflection method. This is
an efficient method due to simplicity of moment distribution. The method offers an iterative
scheme for applying slope deflection method of structural analysis. Whereas the moment
distribution method reduces the number of linear simultaneous equations and such equations
needed are equal to the number of translator displacements, the number of equations needed
is


zero in case of the Kani’s method. This method may be considered as a further simplification
of moment distribution method wherein the problems involving sway were attempted in a
tabular form thrice (for double story frames) and two shear coefficients had to be determined
which when inserted in end moments gave us the final end moments. All this effort can be cut
short very considerably by using this method.
1.3.1.1Advantages of Kani’s method: -
All the computations are carried out in a single line diagram of the structure
1.3.1.1.1 The effects of joint rotations and sway are considered in each cycle of
iteration. Hence, no need to derive and solve the simultaneous
equations. This method thus becomes very effective and easy to use
especially in case of multistory building frames.
1.3.1.1.2 The method is self-correcting, that is, the error, if any, in a cycle is
corrected automatically in the subsequent cycles. The checking is easier as
only the last cycle is required to be checked
1.3.1.1.3 The convergence is generally fast. It leads to the solutions in just a few
cycles of iteration.

Chapter 2
TASK PERFORMED
2.1 REGENT HERALD Apartments, Bangalore
Fig Architectural Drawing
Fig GA@ Typical Floor Level

Fig GA@ Terrace Level
2.1.1 ABOUT THE PROJECT

A design of R.C building of G+3 storey frame work is taken up. The site is located in
Bangalore under Earthquake Zone II as per IS 1893:2002 (Part 1). The total area of the land
is 3200 sq. ft. and built up area is 2635 sq. ft. The size of the building is 24x12m (80’x40’).
The number of columns is 16. The floor height of rooms is 3.2m. Access is given to floors by
staircase and lift. The fig. above shows a typical floor plan of two houses in a single floor.
Facilities:
Basement Floor : Parking area, Staircase, Lift.
Ground Floor : Entrance Lobby, Waiting Area, Reception, Back Office,
Housekeeping/Laundry Room, Store, Kitchen, Service Room,
Wash Room, Staircase, Lift.
Typical Floor : Lounge, Rooms, Toilets, Living/Dining Room, Bedroom
Passage, Staircase, Lift.
Terrace : Water Tank, Lift machine room, Staircase Head Room.
 Material Specifications
Concrete:
 M20 grade concrete is used for footing.
 M25 grade concrete is used for beams.
 M30 grade concrete is used for columns and slabs.
Reinforcement Steel:
 Fe500

Symbols:
 The following symbols has been used in our project and its meaning is clearly
mentioned
 respective to it:
 A -Area
 Ast - Area of steel
 b - Breadth of beam or shorter dimension of rectangular column
 D -Overall depth of beam or slab
 DL -Dead load
 d1 -effective depth of slab or beam
 D - overall depth of beam or slab
 Mu,max -moment of resistance factor
 Fck -characters tic compressive strength
 Fy -characteristic strength of of steel
 Ld -development length
 LL -live load
 Lx -length of shorter side of slab
 Ly - length of longer side of slab
 B.M. -bending moment
 Mu -factored bending moment
 Md -design moment
 Mf -modification factor
 Mx -mid span bending moment along short span
 My - mid span bending moment along longer span
 M’x -support bending moment along short span
 M’y - support bending moment along longer span
 pt -percentage of steel
 W -total design load
 Tc max -maximum shear stress in concrete with shear
 Tv -shear stress in concrete
 Tv -nominal shear stress
 ɸ --diameter of bar
Pu -factored axial load
Mu,lim -limiting moment of resistance of a section without compression reinforcement
Mux, Muy -moment about X and Y axis due to design loads
Mux1, Muy1 maximum uniaxial moment capacity for an axial load of Pu,bending
Moment x and Y axis respectively
Ac - area of concrete & Asc -area of longitudinal reinforcement for column

2.2 Loads and Combinations

Any structure is made up of structural elements (load carrying, such as beam
columns) and non-structural elements (such as partitions, false ceilings, doors). The structural
elements put together are known as structural system. This refers to a load resisting system of
a structure. The load is transferred from slabs to beams, then to columns and then to
foundation.
2.2.2.1 Seismic Loads
Seismic design shall be done in accordance with IS: 1893:2002. The building is
situated in earthquake zone II. The parameters to be used for analysis and design are given
below (As per IS: 1893:2002 (Part I).
 Zone II
 Zone factor : 0.10 (Refer Table 2)
 Importance factor : 1.0 (Refer Table 6)
 Response reduction Factor : 3.0(Refer Table 7) Ordinary RC Moment
Resisting frame(OMRF)
 Soil Type : Medium
 Structure Type : RC Frame Structure
2.2.2.2 Dead Loads

The dead loads are taken from IS 875 Part 1(Dead Loads). The dead loads comprise
the weights of walls, partitions, floor finishes, false ceilings, false floors and other permanent
constructions in the buildings. The dead loads may be calculated from the dimensions of
various members and their unit weights. The unit weight of reinforced concrete may be taken
as 25 KN/m3 (As per IS: 875 part-1). The unit weight of brick masonry is taken as 20 KN/m 3.
The weight of filling for sunken portion is taken as 8 KN/m3 (Wherever filling is required).
Wall load, 200mm thick (under 450mm beam) = 12.6 kN/m

Wall load, balcony = 5.7 kN/m
Slab load = 3.125 kN/m2
Sunken Slab = 0.8 kN/m2
Staircase load = 11.21 kN/m
LMR load = 10 kN/m2
Water Tank load = 7 kN/m2


2.2.2.3 Imposed Loads
Typical Floor load = 2 kN/m2

Terrace Floor load = 1.5 kN/m2
Balcony = 3 kN/m2
Staircase load = 5.175 kN/m2
LMR load
2.2.2.4 Load Combinations

 1.5 DL + 1.5 LL
 1.5 DL + 1.5 EQX
 1.5 DL - 1.5 EQX
 1.5 DL + 1.5 EQZ
 1.5 DL - 1.5 EQZ
 1.2 DL + 1.2 LL + 1.2 EQX
 1.2 DL + 1.2 LL - 1.2 EQX
 1.2 DL + 1.2 LL + 1.2 EQZ
 1.2 DL + 1.2 LL - 1.2 EQZ
2.2.2.5 Standard Design Codes
The design of the RC framed structure is based on the following design codes.
2.2.2.6 IS: 875 Part 1 - Unit weight of materials

2.2.2.7 IS: 875 Part 2 - Live loads
2.2.2.8 IS: 875 Part 3 - Wind Loads
2.2.2.9 IS: 1893 - Seismic loads
2.2.2.10 IS 13920: 1993 - Ductile detailing of RCC Structures
2.2.2.11 IS: 456 - Code of practice for plain & reinforced concrete.
2.2.2.12 IS: 1080 - Code of practice for Design and construction of
shallow foundations.

2.2.2.13 IS: 1904 - Code of practice for structural safety of

2.2.2.14 building foundations.
2.2.2.15 SP: 16 - Design aid for reinforced concrete to IS 456.
2.2.2.16 SP :23 - Hand book on concrete mixes
2.2.2.17 IS: 226 - Structural steel (standard Quality)
2.2.2.18 IS: 2062 - Structural steel (fusion welding quality)
2.2.2.19 IS: 3370-1 - Code of practice for Concrete structures for the
Storage of liquids -General requirements.
Storage of liquids -RC Structures.
Storage of liquids -Design Tables.

CHAPTER 3
MANUAL DESIGN
3.1 Design and detailing of Structural Elements
3.1.1 Slabs
A slab is a flat, two-dimensional planer structure element having thickness
small compared to its other two dimensions. It provides a working flat surface. A concrete
slab is a common structural element of building. relatively sizable in length and width, but
shallow in depth; used for floors, roofs, and bridge decks. Slabs are divided into two types.
One way slab is supported on four sides and has a much larger span in one direction
compared to the other (l/d ratio > 2). Two-way slab is supported on four sides and reinforcing
steel perpendicular to all sides (l/d < 2).
In this project, as per IS 456-2000 slabs are considered as one way if ‘l y / lx’ ratio is
greater than two, and two-way slab if ‘ly / lx’ is less than or equal to two. And we have
designed the slabs as OS1, OS2 etc and TS1, TS2 etc comprising both one and two-way slabs
respectively. For two way slabs bending moment coefficients are obtained based on the edge
conditions as per IS 456-2000 annex D. Manual design of slab is shown below.
Fig: -Floor level slab layout

3.2 INPUT DATA

2
Live load for floor=2 KN/m
2
Live lad for terrace=1.5 KN/m
2
Live load for staircase=3 KN/m
Live lad for water tank=50 KN (capacity of 5000lt)
Dead load floor finished=1.5 KN/m2
Dead load for wall=0.23x19x3.5=15.29 KN/m
Staircase ceiling finish=0.3 KN/m2
3.2.1 Dead load for slab (Using M20 great of concrete and steel of Fe500)
2
SUNK10’’SLAB=4” THK Slab =25x1x0.1016=2.5KN/m
2
S1=4.5” THK Slab =25x1x0.1127=2.8KN/m
2
S2=5” THK Slab =25x1x0.127=3.2KN/m
2
S3=6” THK Slab =25x1x0.1525=3.8KN/m
2
Safe bearing capacity of soil =300KN/m
Typical Floor height =3.5m
Foundation depth =1.5m

3.2.2 Beam size (Using M20 great of concrete and steel of Fe500)
B1=450mmx200mm
B2=750mmx200mm
B3=600mmx200mm
3.2.3 Columns size (Using M25 great of concrete and steel of Fe500)
C1=900mmx200mm
C2=750mmx200mm
C3=600mmx200mm
C4=1000mmx200mm
3.2.4 Cover provided
Slab cover =20mm
Beam cover=30mm Columns cover=40mm


Design of typical two-way slab 3.65mX3.6m (slab no = S2)
a) Design Data
Length of short span Lx = 3.6m

Length of long span Ly =3.65m
Clear cover to main reinforcement =20mm
Assume dia. Of reinforcement steel = 8mm
fck = 20 N/mm2
fy = 500 N/mm2
Here, (Ly/Lx) is less than 2
Hence design the slab as two-way slab
Load calculation (per unit width)
Dead load of slab = 1X1X0.125X25 = 3.125 kN/m
Floor Finishes load on slab = 1.5 kN/m
Live load on slab = 2 kN/m
Design Load (w) = 6.625 kN/m
Factored Design Load (wu) = 9.94 kN/m
c) Calculation of effective span
1) Clear span + bearing =3.4+0.2=3.6 m
2) Clear span + Effective depth
=3.4+0.126=3.526m Lx = 3.6 m
d) Support condition
(Type of panel according to support condition)

Four edges discontinuous
For (Ly/Lx) = 1.01
e) Co-efficient, (from IS-456)
For positive moment, αx = 0.056, αy = 0.056
f) Shorter span
At mid span (+ve) Mux = 4.8 kN-m
g) Longer span
At mid span (+ve) Mux = 4.8 kN-m

h) Check for Depth

MUlim = 0.133 fckbd 2
d provided = 100mm > d required = 42.48mm
Hence the effective depth selected is sufficient to resist the design ultimate
moment
fyAst
Mux = 0.87fyAstd( 1 − )
bdfck
Ast = 117.17 mm2

... As per codes minimum Ast to be provided 150mm2, hence providing 150mm2
Provide 8ɸ bars @ 200mm c/c for both negative and positive reinforcements in both
directions.
Spacing
Considering 8ɸ bars, Provide 8ɸ bars @ 200mm c/c for both negative and positive
reinforcement in both directions
i) Check for deflection control

L/d (required) = L/d x K1 x K2 x K3
... L/d (required) = L/d req x K1 x K2 x K3
= 32 x 1.2 x 1 x 1 = 38.4
... L/d (required) > L/d (provided)
Hence, safe in deflection
3.3 BEAMS
A beam may be defined as an element in which one dimension is greater than the
other two. And the applied loads are usually normal to the main axis of the element. Beams
and columns are called the line elements and are often represented by simple lines in
structural modelling.
 Cantilevered (supported by one end only with a fixed connection)
 Simply supported (supported vertically at each end, horizontally on only one end to
withstand friction, and able to rotate at the supports)
 Continuous (supported by three or more supports)
 Combination of the above (eg: - Supported at one end and at the middle)

Specimen design of beam

 fck = 20 N/mm2
 fy = 500 N/mm2
 Section provided (200 X 450) mm
 b = 200 mm
 D = 450 mm
 Cover = 30 mm
 d = 410 mm
Beam 28
Support Moment left (TOP): 51.569 kN-m
Mid span Moment (BOTTOM) : 63.289 kN-m
Support Moment right (TOP):111.135 kN-m
Beam 29
Support Moment left (TOP): 111.135 kN-m
Mid span Moment ((BOTTOM) : 55.387
Support Moment right (TOP): 93.90 kN-m
Shear force left: 95.09 kN
Shear force right: 114.71 kN
Mid span shear force: 121.88 kN
a) Design of support section (left-top):
Mu = 51.569 kN-m
Ast = (0.382 X 200 X 410) / 100 = 313.24 mm2 (from SP-16)
.. . Provide 2 bars of 16mm

Design of shear
Vu=95.09kN
τv =1.16N/mm2
τc =0.56(from table 19 IS-456)
τv> τc
.. . provide 2l-8y@300mmc/c

b) Design of mid span section (BOTTOM):

Mu = 63.87 kN-m
Ast = (0.458 X 200 X 410) / 100 = 375.56 mm2
.. . Provide 2-#16 mm (bottom)
Provide shear reinforcement-2L-8Y @225C/C
Beam 29
Support Moment right (TOP):
Mu = 93.90 kN-m
Ast = 766.7 mm2
Provide 4 bars of 16mm @ support top end B
Design of shear
Vu=121.8x103kN
τv=1.48N/mm2
τc=0.672(from table 19 IS-456)
τv> τc
.. . Provide shear reinforcement
.. . Provide 2L-8y@250mm c/c

Design of mid span section (bottom):
Mu = 53.387 kN-m
Ast = (0.413 X 200 X 410) / 100 = 338.66 mm2
.. . Provide 2-#16 mm
End moment @ C
Mu=93.9kN-m
Ast = 619.92 mm2
.. . Provide 2 bars of 20mm @ top end
Design of shear
Vu=114.71x103kN
τv=1.40N/mm2
τc=0.57(from table 19 IS-456)
.. . provide 2l-8y@200mmc/c

3.4 COLUMNS
Columns are skeletal structural elements whose cross-section shapes may be
rectangular, square, circular, L shaped, etc. Often are specified by architects. The size of the
column is dictated, from a structural view point, by its height and the loads acting on it.
Which in turn depend on the type of floor system, spacing of columns, number of storey, etc.
the column is generally designed to resist axial compression combined with (bi axial) bending
moments that are induced by 'frame action' under gravity and lateral loads. These load effects
are more pronounced in the lower storey of tall buildings. Hence high strength concrete (up to
50 MPa) with high reinforcement area (up to 6 % of concrete area) is frequently adopted in
such cases to minimize column size. Columns are divided as per slenderness ratio (l eff/d). If
slenderness ratio is less than 12, it is short column. If it greater than 12, it is long column.
Ast required for column was obtained from STAAD and column detailing was done
accordingly.
Design of typical column (no. C1): considering 1.5DL+1.5LL
Column C1
Total load on column from all floor (PU)= 1480 kN
Moment, Mu= 82 KN-m
Let the column size be (200mmx900mm)
Columns are design by using sp16 chats
B=900mm and D=200mm
Let us consider the arrangement of reinforcement is in two sides
Assuming d’=35mm
d’/D= (35/200) =0.175
Pu (1480𝑋1000)
= = 0.274
Fck bD (30𝑋900𝑋200)
Mu
82x1000000 = 0.076
Fck bDD = 30x900x200x200
Referring chart 38, SP-16, (reinforcement distributed equally on two sides)
For d’/D=0.2
p
= 0.06
Fck
p=0.06x30=1.8%
pt b D
Asc= = 3240 mm2
100


Provide 4-#25mm + 4-#20mm bars for the 200mmx900mm column section.

Pitch of lateral ties should not be more than the least of following
1. The least lateral dimension of the compression members = 200mm
2. Sixteen times the smallest diameter of the longitudinal reinforcement bar to be tied
= 16 x 20 = 320mm
3. 300 mm.
Let us provide #8mm lateral ties at a pitch of 200mm c/c.
According to code book minimum reinforcement provided is 0.8% gross area. i.e. 8#16mm
dia.
3.5 Design of Footings

General:
The foundation of a structure transfers the load to the soil on which it rests. It forms a
very important part of the structure.
Foundation should be designed:
3.5.1 To transmit the load of the structure safely onto a sufficient area of the soil so that
stresses induced in the soil are within safe limits (SBC of soil).
3.5.2 To ensure uniform settlements i.e., the intensity of soil reaction should be the same
under all the footings of a structure.
3.5.3 The foundation area should be designed such that the center of gravity (C.G)
Of loads in plan coincides with the C.G. of the foundation area.
3.5.4 In this project report, footings are designed as isolated footings. The SBC of the soil
in the present project work is taken as 180 KN/m2 as per Geotechnical report.
3.5.5 One typical design of isolated footing is presented for a critical column.
3.5.6 Select the load combination as FOOTING
COMBO Design of isolated footings (footing no.
F1) DATA
Pu = 174.61 MTon
Mx = 38.65 KN-m
Colum size = 200x900mm
SBC of soil = 20 KN/mm2
Fck = 20N/mm2
Fy = 500N/mm2
Load acting on the footing = 174.61MTon
Factored load = 1746.1 KN
Self-weight of the footing = 10% of the column load


Self-weight of the footing =0.1x174.61= 174.61 KN

Hence, total load = 1746.1+174.61=1920.71KN
Total unfactored load =1280 KN
Area of the footing = (Total unfactored load/safe bearing capacity)
... Area of the footing = (1280/180) =7.11 m2
Area of the footing = (length x breadth)

7.11 =(2x+0.9) x (2x+0.2)
hence,
L =3.1m
B =2.32m
X = 1.07 m
Fig-Footing F1
DEPTH CALCULATION: -
Depth is calculated based on shear consideration,
Load = (total load/area provided) = (1280/2.4x3.1) =174<180
Hence our design is safe for safe bearing capacity=180N/mm2
Shear force =172x (1.1-d)
Vu =258(1.1-d) KN
Now design stress = (Vu/bxdx1000)
So, deign stress = (258(1.1-d) x1000/1000x (dx1000)
Now, assume nominal design stress =0.3 N/mm2
Equating deign stress and nominal design stress
Depth of footing =0.55m =600mm
Hence, size of the footing= (LXBXD) = (3.1X2.4X0.6) m


Calculation of the Ast
MU = 0.87fyAstd (1- (Ast fy / bD fck))
309.86 X 106 = 0.87x500XAstx642 (1-(Astx500/1000x642x20))

Required Ast = 1162.12 mm2
Astmin = 0.12% of bd = 840mm2

Take 16mm dia. bars
Spacing = (ast/Ast) x b = 173.01mm
As per IS, Maximum permissible spacing

1.30mm
2.3d = 1926mm
Therefore, provide #16@ 150mm c/c both ways.
NAME LENGTH(m) BREADTH(m) DEPTH(m) REINFORCEMENT IN

BOTH DIRECTION
F1 3.1 2.4 0.6 16@150mm c/c
F2 3.2 2.5 0.6 12@125mm c/c
F3 2.6 2.2 0.7 10@100mm c/c
F4 3.5 2.7 0.7 16@150mmc/c
F5 4.7 4.2 0.6 16@150mmc/c
Table-1
Fig: - Footing Detailing of Footing no. F1

3.6 KANI’S METHOD OF ANALYSIS OF FRAMES WITH SWAY
3.6.1 Analysis of frame with Sway when all columns have same height: -
Step (1): -Fixed End Moment
MFBC = -(WxL2)/12
MFBC =-(32.75X4.22)/12
= -48 KN-m
MFCB = +48 KN-m
ROTATION FACTOR: -
RF=-(1/2) (K/∑K)
Joint Members k ∑k RF
B BA 10EI -0.456
10.95 EI
BC 0.95EI -0.044
C CB 0.95EI -0.044
10.95 EI
CD 10EI -0.456
Table: -Rotation factor

DISPLACEMENT FACTOR: -
DF=-(3/2) (K/∑K)
Story Members k ∑k DF
AB 10 EI -0.75
1st 20 EI
DC 10 EI -0.75
Table: - Distribution factor
Taking the section through columns of first storey and considering the horizontal
equilibrium of the upper portion, we get.
Storey moment = 75 KN
Therefore, storey moment = (SH/3) =(75x3.2)/3 = 80 kN-m
DISTRIBUTION PROCEDURE
Displacement contribution = DF(Storey moment+∑Rotation contribution at top &

bottom end of the columns)
Fig :-Rotation and displacement contributions

Final Moments
MAB = MFAB+2M’AB+M’BA+Sway Moment
MAB =0+2(0) +78.36-142.8=-64.44 kN-m
MBA =0+2(78.36) +0-142.8=13.92 kN-m
MBC =-48+2(7.36) +3.09+0 =-29.79 kN-m
MCB =48+2(3.09) +7.56-0 =61.74 kN--m
MCD =0+2(32.09) +0-142.8 =-78.72 kN-m
MDC=0+2(0) +32.04-142.8= -110.76 kN-m
Fig: -Bending moment diagram
Fig: -Bending moment diagram from STAAD pro

Chapter 4
SOFTWARE PACKAGES
4.1 ETABS
4.1.1 Modelling of the Structure in ETABS

ETABS [EXTENDED 3D ANALYSIS OF BUILDING SYSTEM] is a stand-alone
structural analysis program with a special purpose features for structural design and analysis
of building systems. ETABS is simple to use and user-friendly and it is unique in its ability to
address the full spectrum of tasks involved in the process of structure analysis and design.
ETABS is a very suitable package for, Multi-storied building analysis. The entire input data
may be generated either graphically or by typing simple English language based commands.
It is equipped with the sophisticated algorithms and state of the art graphics, residing in an
extremely user-friendly environment.
4.1.1.1 Features and Benefits of ETABS
 The input, output and numerical solutions technique of ETABS are specifically
designed to take advantage of the unique physical and numerical characteristics
associated with building type structures.
 The need for the special purpose program has never been more evident as
structural engineers put nonlinear dynamic analysis into practice and use the
greater computer power available today to create a larger analytical model.
 Over the past decades, ETABS as numerous mega projects to its credit and as
established itself as the standard of the industry. ETABS software is clearly
recognized as the most practical efficient tool for the static and dynamic analysis
of multi-storey frame and shear wall buildings.

4.1.1.2 Highlights of the ETABS Program

The ETABS programs were the first to take into account the unique properties
inherent in a mathematical model of a building, allowing a computer representation to be
constructed in the same fashion as a real building: floor by floor, story by story. The
terminology use in this program is column, beam, brace, and wall, rather than nodes and
finite elements.
For buildings, ETABS provides automation and specialized options to make the
process of model creation, analysis, and design fast and convenient. ETABS provides tools
for laying
out floor framing, columns, frames and walls, in concrete or steel, as well as techniques for
quickly generating gravity and lateral loads. Seismic and wind loads are generated
automatically according to the requirements of the selected building code. All of these
modeling and analysis options are completely integrated with a wide range of steel and
concrete design features. While easy to use, ETABS offers sophisticated analytical and
design capabilities. Full dynamic analysis is provided, including nonlinear time-history
capabilities for seismic base isolation and viscous dampers, along with static nonlinear
pushover features.
You can use powerful features to select and optimize vertical framing members as
well as identify key elements for lateral drift control during the design cycle. In addition, the
transfer of data between analysis and design programs is eliminated because ETABS
accomplishes both tasks. This design integration, combined with the ETABS capability to
generate CAD output files, means that production drawings can be generated faster and with
greater accuracy.


4.1.2 Brief History

ETABS is a special purpose computer program developed specifically for building
systems. The concept of special purpose programs for building type structures was introduced
more than 35 years ago [R. W. Clough, et al., 1963]. However, the need for special purpose
programs, such as ETABS, has never been more evident as Structural Engineers put
nonlinear static and dynamic analysis into practice and use the greater computer power
available today to create larger, more complex analytical models.
With ETABS, creating and modifying a model, executing the analysis, design, and
optimizing the design are all done through a single interface that is completely integrated
within Microsoft Windows. Graphical displays of the results, including real-time display of
time- history displacements, are easily produced. Printed output, to a printer or to a file, for
selected elements or for all elements, is also easily produced. This program provides a
quantum leap forward in the way models are created, modified, analyzed and designed. The
analytical capabilities of ETABS are just as powerful, representing the latest research in
numerical techniques and solution algorithms.
ETABS is available in two versions, ETABS Plus and ETABS Nonlinear. Both versions
are comprised of the following modules integrated into and controlled by a single Windows-
based graphical user interface:
4.1.1.2 Drafting module for model generation.
4.1.1.3 Seismic and wind load generation module.
4.1.1.2 Gravity load distribution module for the distribution of vertical loads to columns
4.1.1.3 Output display and report generation module.
4.1.1.4 Steel frame design module (column, beam and brace).
4.1.1.5 Concrete frame design module (column and beam).
4.1.1.6 Composite beam design module.

ETABS Plus also includes the finite-element-based linear static and dynamic analysis
module, while ETABS Nonlinear includes the finite-element-based nonlinear static and
dynamic analysis module.
4.1.3 Facilities in ETABS

ETABS is one of the most powerful and popular structural engineering software. It is
well known for its user-friendly interface, powerful tools for modeling and loading, design
facilities. Let us have a look at the various facilities available in ETABS from the viewpoint
of a structural designer
4.1.3.1 Model Generating Facilities

a) Inter-active menu driven on-screen model generation with simultaneously 3-D display.
b) Library of commonly used structures.
c) CAD facilities like mirroring copying, moving etc.
d) Facility to read DXF (AutoCAD) files and generate corresponding ETABS- input.
e) Menu driven facilities to specify member properties and material properties, loading,
supports etc.
4.1.3.2 Model Verification Facilities

4.1.3.2.1 Basic 2-d and 3-d drawings.
4.1.3.2.2 Capabilities of cutting section for sectional views.
4.1.3.2.3 Numbering of members and joints.
4.1.3.2.4 Isometric full 3-D view.
4.1.3.2.5 Display of load and supports.

4.1.3.3 Load Generation Capabilities

Specification of joints loads.
4.1.3.3.1 Specification of member loads as uniform or concentrated load/moment or
linearly varying loads, temperature, supports displacement, pre-stressing loads
etc. to model all loading conditions.
4.1.3.3.2 Automatic wind load generation from user specified wind intensity and exposure
factors.
4.1.3.3.3 Seismic load generation based on UBC and IS.1893 codes of calculating and
automatically distributing base shear according to code specifications.
4.1.3.3.4 Automatic moving loads generation for user specified wheel loads.
4.1.3.4 Finite Elements Capabilities

4.1.3.4.1 Plate and shell elements incorporating out of plane shear and enplane rotation.
4.1.3.4.2 Automatic mesh element generation facility.
4.1.3.4.3 Stress output at user specified points.
4.1.3.4.4 Uniform as well as linearly varying pressure loading on user specified portions.
4.1.3.5 Dynamic/Seismic Capabilities

4.1.3.5.1 Comprehensive dynamic analysis featuring discrete mass modeling,
frequency/mode shape extraction, participation factors, time history and response
spectrum analysis.
4.1.3.5.2 Provision to combine dynamic force with static loading for use in design.
4.1.3.6 Analytical Capabilities

4.1.3.6.1 Two or three-dimensional analysis using stiffness method for solution.
4.1.3.6.2 Beam, truss, thin shell/plate bending/plane stress element with fixed or pinned
ends.
4.1.3.6.3 Fixed, pinned and spring supports with release specifications, partial moment
release facility for partial fixity.
4.1.3.6.4 User provided member offset specification and automatic calculation of
secondary forces at eccentric points ensures accurate load transfer.
4.1.3.6.5 Facility of P-Delta (second order) or standard linear and non-linear analysis
including user defined iteration facilities.

4.1.3.7 Concrete Design Capabilities

4.1.3.7.1 Design of concrete beams and columns in accordance with codes of different
4.1.3.7.2 Countries- Indian, American (ACI 318-89), British (BS 8110), French, German
4.1.3.7.3 Beam design includes area of steel and no. of reinforcement bars.
4.1.3.7.4 Column design includes complete interaction analysis.
4.1.3.8 Steel Design Capabilities

4.1.3.8.1 Built in steel tables facilitating input of member properties including l- section
channels, double channels, angle, double angles, beam with cover plates, pipe and
tubes- Indian, American, British, French, German, Spanish, Canadian,
Scandinavian, Japanese, Australian steel table are available.
4.1.3.8.2 Provision of code checking as per the above codes.
4.1.3.8.3 Member selection with user controlled design parameters.
4.1.3.8.4 Optimized member selection.
4.1.3.8.5 Weld design for shapes.
4.1.3.9 Post Analysis Capabilities

4.1.3.9.1 Plotting of bending moment and shear force diagrams for various load cases.
4.1.3.9.2 Animated behavior of the structure for different types of loading.
4.1.3.9.3 Sectional displacements.
4.1.3.9.4 Deflected shapes.
4.1.3.9.5 Stress contours.
All the above stated are some of the facilities available in ETABS.

4.2 Modelling of the building in ETABS
4.2.1 E-tabs Screen
Fig :-Etabs screen

4.2.1.1 File  Import DXF File of Architectural Grid

Display units: KN-m
Steel section database: Indian
Steel design code: IS 800:2007
Concrete design code: IS 456:2000
AutoCAD drawing of the architectural plan is imported as shown below.
Fig 3.13 Import of Architectural Plan
Fig 3.14 Model Initialization

4.2.1.2 The Gird system is displayed as shown below
Fig 3.15 Grid line of the Architectural Plan
4.2.1.3 Define Material Property

Define  Material Properties  Add New Material
For Concrete
4.2.1.3.1 Material type: Concrete
4.2.1.3.2 Standard: Indian
4.2.1.3.3 Grade: M25 for Columns and
M20 for Beams and Slabs
4.2.1.3.4 Density: 25KN/m3
4.2.1.3.5 Poisson’s ratio: 0.2 Changes made are shown below
Fig 3.16 Concrete Material Property Data

4.2.1.4 Define Frame Sections

Define  Frame Sections  Add Rectangular Section
a) Column Details:
i. Section shape: Concrete rectangular
ii. Material: M25 Grade Concrete
iii. Section Name: Column 200mmx750mm
iv. Reinforcement Modify
v. Cover to rebar: 40mm
vi. Column sections: 200mmx750mm,
200mmx450mm
200mmx600mm.
Changes made are shown below
b) Beam Details:
i. Section shape: Concrete Rectangular
iii. Section name: Beam 200mmx450mm
iv. Reinforcement  Modify
v. Cover to rebar-Top: 30mm
Bottom: 30mm
vi. Beam sections: 200mmx750mm,

Fig 3.18 Beam Section Property Reinforcement Data
c) Slab Details
Define  Wall/Slab Section  Add New Slab
i. Section name: Slab

iii. Thickness: 125mm for normal slab.
100mm for sunken slab.
iv. Density: 25KN/m3 for normal slab.
08KN/m3 for sunken slab.
v. Type: Membrane
vi. Slab sections: Normal slab, Sunk slab
vii. Type of Slabs: One way slab, Two-way slab

Fig 3.19 Slab Property Data
4.2.1.5 Loading
i. Define  Static Load Cases Add New Load
ii. Type of loading
a) Dead Load
b) Live Load
c) Wall Load
d) Sunk Load
e) Floor Finish
f) Water Tank
g) Lift Machine Room Load
Fig 3.20 Static Load Cases

All the Gravity loads are defined as Super Dead with self-weight multiplier as 0
A. Horizontal Loads
i. Define  Static Load Cases Add New Load
ii. Type of Loading
a. Earthquake in X-Direction as EQX
b. Earthquake in Y-Direction as EQY
The horizontal loads are conforming to Indian Code IS: 1893 2002
Horizontal load Details
i. Seismic Zone Factor, Z: 0.10

ii. Soil Type: II
iii. Response Reduction, R: 3
Fig 3.21 Seismic Loading
After Defining the material, frame sections, slab sections and loads, allotment of theses in the
structure has to be done.
4.2.1.6 To draw columns and beams:

After defining the columns and beams, the columns and beams are placed on the grid lines,
using various “line object” options under the command “Draw”.

To quick draw of column click on and to draw beam click on used.
Fig 3.22 Beams and Columns with Supports
4.2.1.7 To draw slabs:

Slabs and walls are drawn using “area object” options under the command “Draw”. To quick
draw of slab click on . Care has to be taken while selecting the points to draw slab and all
the points on the grid line should be selected.
Fig 3.23 Plan View of the Structure
4.2.1.8 Assignment of restraints

Select Plan Level  Base  Select all the columns
Assign  Joint Points  Restraints  Fixed Support

Fig 3.24 Joint Restraints Assignment

4.2.1.9 Assign Loads
Select slabs  Assign  Shell area loads  Uniform
Fig 3.25 Model after Assigning Loads
WALL LOADS
Select beams  Assign  Frame Line Loads  Distributed

Fig 3.26 Wall Loads on Floor Beams
4.2.1.10 Define Mass Source
Define  Mass Source  From Loads
Mass source is defined by taking multiplier as 1 for all Dead Loads and 0.25 for Live
Load.
Fig 3.27 Defining Mass Source

Rendered Model Ready for Analysis
Fig: -Rendered model of the structure

4.3 Analysis Checking of Model

4.3.1.1 Analyze Check model Tick all the check boxes OK
4.3.1.2 Analyze Run Analysis.
4.3.1.2.1 Model is checked for errors and warnings. If any errors and warnings it should
be corrected and checked for errors and warnings until the model is free from
errors and warnings.
4.3.1.2.2 These errors may due to intersection of lines, overlapping of lines, points, etc.
4.3.1.2.3 All the errors must be corrected before analysing model as shown below.
Fig 3.28 No Error Message

Run Model
After the errors have been rectified and no error message is displayed the model can be
analyzed
Analyze  Run Analysis
Before analysis is carried out ,model checking has to done then only analysis will carried out
it will take some time based on number of member present then shear fore and bending
moment diagram will be obtained.

Fig 3.29 Analysis in Progress
FIG 5.3.1 MODEL AFTER ANALYSIS

Fig 3.32 Bending Moment Diagram for First Floor
Fig 3.33 Shear Force Diagram for First Floor

FIG5.3.2 SHEAR FORCE DIAGRAME FOR COLUMNS

Chapter 5
STRUCTURAL DESIGN WITH SOFTWARES
5.1 DESIGN BY USING ETABS
5.1.1 Design of Footings

General:
The foundation of a structure transfers the load to the soil on which it rests. It forms a
very important part of the structure.
Foundation should be designed.
5.1.1.1 In this project report, footings are designed as isolated footings. The
SBC of the soil in the present project work is taken as 180 KN/m2 as per
Geotechnical report.
5.1.1.2 One typical design of isolated footing is presented for a critical column.
5.1.1.3 Select the load combination as FOOTING COMBO
Fig 3.34 Load Combination for Footing Design

Fig 3.37Fig 3.35 Obtained Design Reaction Values from ETABS
Fig 3.36 Design of Footing Using Excel


5.2 Design of Columns

Columns are the primary vertical load carrying members of a typical multi-story
building.
Fig :- Percentage of steel in column

5.3 Design of Beams

Design in etabs software should follow following steps
5.3.1.1 Go to design command
5.3.1.2 Concrete frame design
5.3.1.3 Start design, which will design and gives area of steel of member as shown in
figure below.
FIG 5.4.1 DESIGN VALUES FROM ETABS
Fig 3.45 Reinforcement Details for Beam

Chapter 6
CONCLUSION
 The concept and approach towards this topic was due to the main objective of this
project that is to design a multi-storey residential building G+3 under Earthquake
Load by using Software.
 The loads are taken as per IS 875 and Earthquake load as per IS 1893-2002 which are
generated through STAAD as well as ETABS.
 The load combinations are applied and the rendered model is generated.
 The design of structural elements such as footing, column, beam & slab is done
manually,ETABS through EXCEL.
 Hence, we can conclude that the manual values are slightly less than the values
obtained from ETABS.
 Further, the use of ETABS is more convenient and time efficient than manual method.

Chapter 7
REFERENCES
1. Aman, Manjunath Nalwadgi, Vishal T & Gajendra (2016), ‘Analysis and design of
multi-storey building’ International Research Journal of Engineering and Technology,
Vol: 3 pp 167-172.
2. V.Varalakshmi, G. Shiva Kumar, R. Sunil Sharma (2012), ‘Analysis and Design of G+5
Residential Building’ IOSR Journal of Mechanical and Civil Engineering, pp 6-15.
3. K.Aparna, Prasad V Potluri Siddharth, Kanuru (2016), ‘Seismic Analysis of Residential

building’ International Journals of latest trends in Engineering and Technology, Vol-6 pp
102-112.
4. Dr.H.J.Shah,Dr.Sudhir K.Jain (2011), ‘Design of a six storey building under seismic

load’International Journal of Innovative Research and Development,Vol-1 pp 3-7.
5. Prentice-Hall, Englewood Cliffs, Dynamics of structure Theory and Applications to

Earthquake Engineering, Universities Press
6. Bhavikatti, (1999), Structure Analysis, Vikas Publications.
7. C S Reddy, (2010), Basic Structure Analysis (Third edition) , Tata McGraw Hill Publication.
8. B.C Punmia, G.S. Pandit , Rajesh Gupta(2012) Theory of Structure(vol. I), Tata
McGraw Hill Education Prvt. Ltd.
9. S.P .Gupta , G.S.Pandit, (2015), Theory of Structures, VOL II, Tata McGraw Hill
Education Prvt. Ltd.
10. IS 456-2000, Code of practice for plain & reinforced concrete

11. IS: 875 Part 1, Unit weight of materials
12. IS: 875 Part 2 , for Live loads.
13. IS: 1893, for Seismic loads
14. IS 13920: 1993, Ductile detailing of RCC Structures Subjected to

i. Seismic Forces Code of Practice.

15. IS: 1080, Code of practice for Design and construction

of
ii. shallow foundations
16. SP: 16, Design aid for reinforced concrete to IS 456.



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ABSTRACT

2. MANUAL DESIGN 9-24

3. SOFTWARE PACKAGE USED 25-26

4. SOFTWARE PACKAGES 40-50

1. Fig 2.3.1: TYPICAL FLOOR PLAN AND SELECTED FRAME

2. Fig 2.3.2: PORTAL FRAME WITH FACTOR LOAD

3. Fig 2.3.4.1: PLAN OF STAIRSCASE

4. Fig 2.3.4.2: AB SPAN OF BEAM

5. Fig 2.3.4.3: AD SPAN OF BEAM

6. Fig 4.2.1: MODELING IN STAAD PRO

7. Fig 4.2.2: MEMBERS AND SUPPORT

8. Fig 4.2.3: STRUCTURE MODEL

9. Fig 4.2.1.1: MEMBER PROPERTICES

10. Fig 4.3.1: LOAD DEFINING

11. Fig 4.3.2: FLOOR LOAD

12. Fig 4.3.3: WALL LOAD

13. Fig 4.3.4: EARTH QUAKELOAD

14. Fig 4.4.2: SHEAR FORCE DIAGRAM.

15. Fig 4.4.2: BENDING MOMENT DIAGRAM

16. Fig 5.1.1: ETABS UNITS & FLOOR HEIGHT SETUP

17. Fig 5.1.2: STORY DATA&FRAME SECTION PROPERTY DATA

18. Fig 5.1.3: FRAME MODEL&MEMBER ASSIGN MODEL.

19. Fig 5.1.4 :UDL FOR BEAM

21. Fig 5.1.2.1: MODEL AFTER ANALYSIS

22. Fig 5.1.2.2: SHEAR FORCE DIAGRAME FOR COLUMNS

23. Fig 5.1.2.3: BENDING MOMENT DIAGRAME FOR COLUMNS

24. Fig 5.1.3.1: DESIGN VALUES FROM ETABS.

1.2 Structural Engineering Department

1.2.1 Analyzing configurations of the basic structural components of a building or other

DEPT OF CIVIL ENGINEERING SEACET Page 2

1.3 Methods of structural analysis

DEPT OF CIVIL ENGINEERING SEACET Page 1

DEPT OF CIVIL ENGINEERING SEACET Page 1

DEPT OF CIVIL ENGINEERING SEACET Page 2

2.1 REGENT HERALD Apartments, Bangalore

Fig Architectural Drawing

Fig GA@ Typical Floor Level

DEPT OF CIVIL ENGINEERING SEACET Page 3

Fig GA@ Terrace Level

2.1.1 ABOUT THE PROJECT

DEPT OF CIVIL ENGINEERING SEACET Page 4

DEPT OF CIVIL ENGINEERING SEACET Page 5

2.2 Loads and Combinations

2.2.2.2 Dead Loads

Wall load, 200mm thick (under 450mm beam) = 12.6 kN/m

DEPT OF CIVIL ENGINEERING SEACET Page 6

DEPT OF CIVIL ENGINEERING SEACET Page 7

2.2.2.3 Imposed Loads

Typical Floor load = 2 kN/m2

2.2.2.4 Load Combinations

2.2.2.6 IS: 875 Part 1 - Unit weight of materials

DEPT OF CIVIL ENGINEERING SEACET Page 8

2.2.2.13 IS: 1904 - Code of practice for structural safety of

DEPT OF CIVIL ENGINEERING SEACET Page 9

Fig: -Floor level slab layout

DEPT OF CIVIL ENGINEERING SEACET Page 10

3.2 INPUT DATA

Live lad for water tank=50 KN (capacity of 5000lt)

Dead load floor finished=1.5 KN/m2