Minor project report on analysis and design using staad.pro for civil engineering pre-final year.

1. ANALYSIS AND DESIGN OF MULTI-STOREY
BUILDING (G+3) USING STAAD PRO
MINOR PROJECT REPORT
SUBMITTED IN PARTIAL FULFILLMENT OF THE REQUIREMENT FOR THE AWARD OF
THE DEGREE OF
BACHELOR OF TECHNOLOGY
(Civil Engineering)
Submitted by
DHRUV DANDAY(150026)
FALESH NAND(150027)
GAURAV SHARDA (150028)
GORISH DHINGRA(150029)
GURDEEP SINGH(150030)
GURU NANAK DEV ENGINEERING COLLEGE
PUNJAB TECHNICAL UNIVERSITY
(JALANDHAR, INDIA)
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2. GURU NANAK DEV ENGINEERING COLLEGE, LUDHIANA
CANDIDATES’ DECLARATION
We hereby certify that the work which is being presented in the project report entitled
“ANALYSIS AND DESIGN OF MULTI-STOREY BUILDING (G+3) USING STAAD PRO” by
“DHRUV DANDAY (150026)”, “FALESH NAND (150027)”, “GAURAV SHARDA (150028)”,
“GORISH DHINGRA (150029)” and “GURDEEP SINGH (150030)” in partial fulfillment of
requirements for the award of degree of B.Tech. (CE) submitted in the Department of Civil
Engineering at “GURU NANAK DEV ENGINEERING COLLEGE” under PUNJAB
TECHNICAL UNIVERSITY, JALANDHAR is an authentic record of our own work carried out
during a period from Jan, 2018 to April, 2018 under the supervision of Prof. B.S. Walia.
Signature of the Students
DHRUV DANDAY(150026)
FALESH NAND(150027)
GAURAV SHARDA (150028)
GORISH DHINGRA(150029)
GURDEEP SINGH(150030)
This is to certify that the above statement made by the candidates is correct to the best of my
knowledge.
Signature of the Supervisor
Dr. B.S. Walia
2

3. ACKNOWLEDGEMENT
We are highly grateful to the Director, Guru Nanak Dev Engineering College (GNDEC),
Ludhiana, for providing this opportunity to carry out the present minor project work. The constant
guidance and encouragement received from Dr. KS Gill, Professor and Head Department of civil
Engineering, GNDEC Ludhiana has been of great help in carrying out the work and is
acknowledge with reverential thanks.
We would like to express a deep sense of gratitude and thanks profusely to Prof. BS Walia,
Department of Civil, GNDEC, who was our minor project guides. Without the wise counsel and
able guidance, it would have been impossible to complete that in this manner.
We express gratitude to other faculty members of Civil Engineering Department, GNDEC and
Head and Staff of Laboratories, GNDEC for their intellectual support throughout the course of this
work.
Finally, we are indebted to all whosoever have contributed in this minor project work.
DHRUV DANDAY(150026)
FALESH NAND(150027)
GAURAV SHARDA (150028)
GORISH DHINGRA(150029)
GURDEEP SINGH(150030)
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4. CONTENTS
Title Page no.
Abstract 6
Assumptions and notations 7
Design constants 8
Chapter 1: Introduction 10
History 11
Introduction to Staad Pro 11
Design of multi-storey building 12
Limit state method 13
Codes 14
Lodes 15
Chapter 2: Literature review 19
Chapter 3: Objectives 21
Chapter 4: Methodology 21
4.1 Different methods used in analysing the structure
4.1.1 Force methods 22
4.1.2 Displacement methods 22
4.1.3 Approximate Methods 24
4.2 Design of RCC elements
4.2.1 Design of slab 25
4.2.2 Design of beam 25
4.2.3 Design of column 26
4.2.4 Design of footing 26
Chapter 5: References 27
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5. List of Tables
Table No. Title Page No.
1 Safety Factors in Design 7
2 Density of Materials 7
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6. ABSTRACT
Structural design is the primary aspect of civil engineering. The foremost basic in structural
engineering is the design of simple basic components and members of a building viz., Slabs,
Beams, Columns and Footings. In order to design them, it is important to first obtain the plan of
the particular building. Thereby depending on the suitability; plan layout of beams and the position
of columns are fixed. Thereafter, the vertical loads are calculated namely the dead load and live
load. Once the loads are obtained, the component takes the load first i.e. the slabs can be designed.
Designing of slabs depends upon whether it is a one-way or a two-way slab, the end conditions
and the loading. From the slabs, the loads are transferred to the beam. The loads coming from the
slabs onto the beam may be trapezoidal or triangular. Depending on this, the beam may be
designed. Thereafter, the loads (mainly shear) from the beams are taken by the columns. For
designing columns, it is necessary to know the moments they are subjected to. For this purpose,
frame analysis is done by Moment Distribution Method. After this, the designing of columns is
taken up depending on end conditions, moments, eccentricity and if it is a short or slender column.
Most of the columns designed in this mini project were considered to be axially loaded with
uniaxial bending. Finally, the footings are designed based on the loading from the column and also
the soil bearing capacity value for that particular area. Most importantly, the sections must be
checked for all the four components with regard to strength and serviceability.
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7. ASSUMPTIONS AND NOTATIONS USED:
The notations adopted throughout the work are same as in IS-456-2000.
SAFETY FACTORS in Design:
1. Using partial safety factor for loads in accordance with clause 36.4 of IS-456-2000 as ϒt =1.5
2. Partial safety factor for material in accordance with clause 36.4.2 is IS-456-2000 is taken as 1.5
for concrete and 1.15 for steel.
3. Using partial safety factors in accordance with clause 36.4 of IS-456-2000 combination of load.
Load Combination Limit State of Collapse
Limit stated of
Serviceability
DL LL WL DL LL
DL+LL 1.5 1.5 1.0 1.0 1.0
DL+WL 1.5 or 0.9 - 1.5 1.0 -
DL+LL+WL 1.2 1.2 1.2 1.0 0.8
NOTES:-
1 While considering earthquake effects, substitute EL for WL.
2 For the limit states of serviceability, the values of ϒt given in this
table are applicable for short tern effects. While assessing the
long term effects due to creep the dead load and that part of the live
load likely to be permanent may only be considered.
3 This value is to be considered when stability against overturning
or stress reversal is critical.
Density of materials used:
MATERIAL: DENSITY
Plain concrete 24.0KN/m3
Reinforced 25.0KN/m3
Flooring material 20.0KN/m3
Brick masonry 19.0KN/m3
Fly ash 5.0KN/m3
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8. DESIGN CONSTANTS:
Using M30 and Fe 415 grade of concrete and steel for beams, slabs, footings, columns.
Therefore:-
fck = Characteristic strength for M30-30N/mm2
fy = Characteristic strength of steel-415N/mm2
Assumptions Regarding Design:
i) Slab is assumed to be continuous over interior support and partially fixed on edges, due to
monolithic construction and due to construction of walls over it.
ii) Beams are assumed to be continuous over interior support and they frame in to the column at
ends.
Assumptions on design:-
1) M20 grade is used in designing unless specified.
2) Tor steel Fe 415 is used for the main reinforcement.
3) Tor steel Fe 415 and steel is used for the distribution reinforcement.
4) Mild steel Fe 250 is used for shear reinforcement.
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
FM Fixed moments
FC Characteristic Compressive strength of concrete
Fy main Yield strength of main reinforcement
Fy sec Yield strength of secondary reinforcement
Max main Maximum diameter of main reinforcement
Max sec Maximum diameter of secondary reinforcement
Min main Minimum diameter of main reinforcement
Min sec Minimum diameter of secondary reinforcement
Ratio Permissible ration of actual load to section capacity
S.F.D Shear force diagram
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9. B.M.D Bending moment diagram
D Depth
B Breadth
L Length
W T ransverse Load
A Area
KN Kilo newton
m Meter
mm Millimeter
L.L Live load
D.L Dead load
Dia Diameter
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10. CHAPTER 1- INTRODUCTION
Building construction in the engineering deals with the construction of building such as residential
houses. A building or edifice is a structure with a roof and walls standing more or less permanently
in one place, such as a house or factory. Buildings come in a variety of sizes, shapes and functions,
and have been adapted throughout history for a wide number of factors, from building materials
available, to weather conditions, to land prices, ground conditions, specific uses and aesthetic
reasons.
In ancient times, the buildings were not properly designed according to their requirements because
of unavailability of good materials and no proper guidelines were there for how to use material for
different purpose and what strength being required to support various loads . In that time no codes
are available to check various conditions that prevail after the construction of building for various
load combinations that’s why these buildings were collapse after some time due seismic or wind
loads. To avoid this we need to design a structure properly which now a days it is possible to
safely design the building as various researches and advancement in construction field taken place.
The aim of design is the achievement of an acceptable probability that structures being designed
will perform satisfactorily during their intended life. With an appropriate degree of safety, they
should sustain all the loads and deformations of normal construction and use and have adequate
durability and adequate resistance to the effects of seismic and wind. Structure and structural
accepted theories, experiment and experience and the need to design for durability.
Structure and structural elements shall normally be designed by Limit State Method. Account
should be taken of accepted theories, experiment and experience and the need to design for
durability. Calculations alone do not produce safe, serviceable and durable structures. Suitable
materials, quality control, adequate detailing and good supervision are equally important.
To perform an accurate analysis a structural engineer must determine such information as
structural loads, geometry, support conditions, and materials properties. The results of such an
analysis typically include support reactions, stresses and displacements. This information is then
compared to criteria that indicate the conditions of failure. Advanced structural analysis may
examine dynamic response, stability and non-linear behaviour.
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11. A building frame consists of number of bays and storey. A multi-storey, multi-panelled frame is a
complicated statically indeterminate structure. A design of R.C.C building of G+3 storey frame
work is taken up. The building in plan consists of columns built monolithically forming a network.
The design is made using software on structural analysis design.
HISTORY
Structure refers to a system of two or more connected parts use to support a load. It is an
assemblage of two or more basic components connected to each other so that they serve the user
and carry the loads developing due to the self and super-imposed loads safely without causing any
serviceability failure.
Once a preliminary design of a structure is fixed, the structure then must be analysed to make sure
that it has its required strength and rigidity. To analyse a structure a structure correctly, certain
idealizations are to be made as to how the members are supported and connected together. The
loadings are supposed to be taken from respective design codes and local specifications, if any.
The forces in the members and the displacements of the joints are found using the theory of
structural analysis. The whole structural system and its loading conditions might be of complex
nature so to make the analysis simpler, we use certain simplifying assumptions related to the
quality of material, member geometry, nature of applied loads, their distribution, the type of
connections at the joints and the support conditions.
This shall help making the process of structural analysis simpler to quite an extent.
Introduction to STAAD. Pro
Staad is powerful design software licensed by Bentley .Staad stands for structural analysis and
design. Any object which is stable under a given loading can be considered as structure. So first
find the outline of the structure, where as analysis is the estimation of what are the type of loads
that acts on the beam and calculation of shear force and bending moment comes under analysis
stage. Design phase is designing the type of materials and its dimensions to resist the load. This we
do after the analysis.
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12. To calculate s.f.d and b.m.d of a complex loading beam it takes about an hour. So when it comes
into the building with several members it will take a week. Staad pro is a very powerful tool which
does this job in just an hour’s staad is a best alternative for high rise buildings.
Now a days most of the high rise buildings are designed by staad which makes a compulsion for a
civil engineer to know about this software.
These software can be used to carry rcc, steel, bridge, truss etc. according to various country
codes.
Design of multi-storey building
A structure can be defined as a body which can resist the applied loads without appreciable
deformations.
Civil engineering structures are created to serve some specific functions like human habitation,
transportation, bridges ,storage etc. in a safe and economical way. A structure is an assemblage of
individual elements like pinned elements (truss elements),beam element ,column, shear wall slab
cable or arch. Structural engineering is concerned with the planning, designing and thee
construction of structures. Structure analysis involves the determination of the forces and
displacements of the structures or components of a structure. Design process involves the selection
and detailing of the components that make up the structural system.
The main object of reinforced concrete design is to achieve a structure that will result in a safe
economical solution.
The objective of the design is
1. Foundation design
2. Column design
3. Beam design
4. Slab design
These all are designed under limit state method.
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13. Limit state method: The objective of design based on the limit state concept is to achieve an
acceptability that a structure will not become unserviceable in its life time for the use for which it
is intended. i.e. it will not reach a limit state. In this limit state method all relevant states must be
considered in design to ensure a degree of safety and serviceability.
Limit state:
The acceptable limit for the safety and serviceability requirements before failure occurs is called a
limit state.
Limit state of collapse:
This is corresponds to the maximum load carrying capacity. Violation of collapse limit state
implies failures in the source that a clearly defined limit state of structural usefulness has been
exceeded. However it does not mean complete collapse.
This limit state corresponds to :
1. Flexural
2. Compression
3. Shear
4. Torsion
Limit state of serviceability:
This state corresponds to development of excessive deformation and is used for
checking member in which magnitude of deformations may limit the rise of the structure of
its components.
1. Deflection
2. Cracking
3. Vibration
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14. CODES
IS 456: IS 456-2000 Plain and Reinforced Concrete - Code of Practice is an Indian standard code
of practice for general structural use of plain and reinforced concrete. The latest revision of this
standard was done in year 2000, reaffirmed 2005. This code uses the limit state design approach as
well working stress design approach. It is written for use in India. It gives extensive information
on the various aspects of concrete.
It contains five sections and eight annexes:
1. Section 1: General
2. Section 2: Materials, Workmanship, Inspection and Testing
3. Section 3: General Design Considerations
4. Section 4: Special Design Requirements for Structural Members and Systems
5. Section 5: Structural Design (Limit State Method)
The structural practice handbook SP:16-1980 Design Aids for Reinforced Concrete to IS:456-
1978 has tables and charts that helps structural engineers to rapidly design simple sections. Even
though the design aid is based on the 1978 code, it continues to be used without revision as there
have been no major changes to Section 5, on which the design aid is based.
The IS 456:2000 must be read along with other Indian Standard codes which supplement it:
 IS:13920-1993 (Reaffirmed 1998) Ductile Detailing of Reinforced Concrete Structures subjected
to Seismic Forces - Code of Practice
 SP:34-1987 Handbook on Concrete Reinforcement and Detailing (This handbook needs to be
revised based on the changes to the detailing clauses of IS:456-2000)
 IS 1893 (PART 1) : 2002 Criteria for Earthquake Resistant Design of Structure.
IS 875: IS 875 is an explanatory handbook for Design Loads (Other Than Earthquake) For
Buildings and Structures.
IS 875 containing five parts which are as follows:
• Part 1: Dead Loads--Unit Weights of Building Materials and Stored Materials (Second
Revision).
• Part 2: Imposed Loads (Second Revision)
• Part 3: Wind Loads (Second Revision)
• Part 4: Snow Loads
• Part 5: Special Loads and Load Combinations (Second Revision)
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15. LOADS
Load Conditions and Structural System Response :
The concepts presented in this section provide an overview of building loads and their effect on
the structural response of typical wood-framed homes. Building loads can be divided into types
based on the orientation of the structural action or forces that they induce: vertical and horizontal
(i.e., lateral) loads. Classification of loads are described in the following sections.
Building Loads Categorized by Orientation:
Types of loads on an hypothetical building are as follows.
Vertical Loads: Gravity loads act in the same direction as gravity (i.e., downward or vertically)
and include dead, live, and snow loads. They are generally static in nature and usually considered a
uniformly distributed or concentrated load. Thus, determining a gravity load on a beam or column
is a relatively simple exercise that uses the concept of tributary areas to assign loads to structural
elements, including the dead load (i.e., weight of the construction) and any applied loads (i.e., live
load). For example, the tributary gravity load on a floor joist would include the uniform floor load
(dead and live) applied to the area of floor supported by the individual joist. The structural
designer then selects a standard beam or column model to analyse bearing connection forces (i.e.,
reactions) internal stresses (i.e., bending stresses, shear stresses, and axial stresses) and stability of
the structural member or system a for beam equations.
The selection of an appropriate analytic model is, however no trivial matter, especially if the
structural system departs significantly from traditional engineering assumptions are particularly
relevant to the structural systems that comprise many parts of a house, but to varying degrees.
Wind uplift forces are generated by negative (suction) pressures acting in an outward direction
from the surface of the roof in response to the aerodynamics of wind flowing over and around the
building.
As with gravity loads, the influence of wind up lift pressures on a structure or assembly (i.e., roof)
are analysed by using the concept of tributary areas and uniformly distributed loads. The major
difference is that wind pressures act perpendicular to the building surface (not in the direction of
gravity) and that pressures vary according to the size of the tributary area and its location on the
building, particularly proximity to changes in geometry (e.g., eaves, corners, and ridges). Even
though the wind loads are dynamic and highly variable, the design approach is based on a
maximum static load (i.e., pressure) equivalent. Vertical forces are also created by overturning
15

16. reactions due to wind and seismic lateral loads acting on the overall building and its lateral force
resisting systems, Earthquakes also produce vertical ground motions or accelerations which
increase the effect of gravity loads. Types:-
1. Dead (gravity)
2. Live (gravity)
3. Snow(gravity)
4. Wind (uplift on roof)
5. Seismic and wind (overturning)
Horizontal (Lateral) Loads: The primary loads that produce lateral forces on buildings are
attributable to forces associated with wind, seismic ground motion, floods, and soil. Wind and
seismic lateral loads apply to the entire building. Lateral forces from wind are generated by
positive wind pressures on the windward face of the building and by negative pressures on the
leeward face of the building, creating a combined push and-pull effect. Seismic lateral forces are
generated by a structure’s dynamic inertial response to cyclic ground movement.
The magnitude of the seismic shear (i.e., lateral)load depends on the magnitude of the ground
motion, the buildings mass, and the dynamic structural response characteristics(i.e., dampening,
ductility ,natural period of vibration, etc.),for houses and other similar low rise structures, a
simplified seismic load analysis employs equivalent static forces based on fundamental Newtonian
mechanics(F=ma) with somewhat subjective (i.e. experience-based) adjustments to account for
inelastic, ductile response characteristics of various building systems. Flood loads are generally
minimized by elevating the structure on a properly designed foundation or avoided by not building
in a flood plain.
Lateral loads from moving flood waters and static hydraulic pressure are substantial. Lateral loads
also produce an overturning moment that must be offset by the dead load and connections of the
building. Therefore, overturning forces on connections designed to restrain components from
rotating or the building from overturning must be considered. Since wind is capable of the
generating simultaneous roof uplift and lateral loads, the uplift component of the wind load
exacerbates the overturning tension forces due to the lateral component of the wind load.
Direction of loads is horizontal w.r.t to the building.Types:-
1. Wind
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17. 2. Seismic (horizontal ground motion)
3. Flood (static and dynamic hydraulic forces
4. Soil (active lateral pressure)
Dead Loads:
Dead loads consist of the permanent construction material loads compressing the roof, floor, wall,
and foundation systems, including claddings, finishes and fixed equipment. Dead load is the total
load of all of the components of the components of the building that generally do not change over
time, such as the steel columns, concrete floors, bricks, roofing material etc. In staad pro
assignment of dead load is automatically done by giving the property of the member. In load case
we have option called self weight which automatically calculates weights using the properties of
material i.e., density and after assignment of dead load the skeletal structure looks red in colour.
Live Loads:
Live loads are produced by the use and occupancy of a building. Loads include those from human
occupants, furnishings, no fixed equipment, storage, and construction and maintenance activities.
As required to adequately define the loading condition, loads are presented in terms of uniform
area loads, concentrated loads, and uniform line loads. The uniform and concentrated live loads
should not be applied simultaneously on a structural evaluation. Concentrated loads should be
applied to a small area or surface consistent with the application and should be located or directed
to give the maximum load effect possible in endues conditions. For example the stair load of 300
pounds should be applied to the centre of the stair tread between supports. In staad we assign live
load in terms of U.D.L .We have to create a load case for live load and select all the beams to carry
such load.
Wind loads:
In the list of loads we can see wind load is present both in vertical and horizontal loads. This is
because wind load causes uplift of the roof by creating a negative(suction) pressure on the top of
the roof wind produces non static loads on a structure at highly variable magnitudes. the variation
in pressures at different locations on a building is complex to the point that pressures may become
too analytically intensive for precise consideration in design. Therefore, wind load specifications
attempt to amplify the design problem by considering basic static pressure zones on a building
representative of peak loads that are likely to be experienced. The peak pressures in one zone for a
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18. given wind direction may not, However, occur simultaneously in other zones. For some pressure
zones, The peak pressure depends on an arrow range of wind direction. Therefore, the wind
directionality effect must also be factored into determining risk consistent wind loads on buildings.
Floor load:
Floor load is calculated based on the load on the slabs. Assignment of floor load is done by
creating a load case for floor load.
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19. CHAPTER 2 – LITERATURE REVIEW
• Aman et.al (2016) have done the analysis and design of G+5 Residential and Commercial
building using STAAD.Pro. This software performs structural analysis for vertical as well
as horizontal loads for RC framed structure. Moreover it produces results for shear force,
bending moment and displacements. The study shows that analysis and design of structural
elements of buildings is time consuming, it can be reduced by using this software.
AutoCAD plans can be easily imported to STRUDS. They concluded that there is no such
large difference in analysis results of STAAD Pro and Kanis method.
• K. Hari Prasad et.al(2011-2012) have analysed a multi storeyed residential building of
G+6, consisting of 5 apartments in each floor, using STAAD.Pro. It has concluded that all
the List of failed beams can be Obtained and also Better Section is given by the software.
Also the details of each and every member can be obtained at higher accuracy.
• Bedabrata Bhattacharjee (2007) have modeled and analyzed a multi-storey G+21 building
using STAAD.Pro. Firstly the accuracy of software was checked by analysing simple 2D
frames manually and comparing results with software results and it was concluded that
STAAD PRO has the capability to calculate the reinforcement needed for any concrete
section.
• Uday Kumar et.al have designed and analysed residential building usnig “STRUCTURAL
ANALYSIS DESIGN AND DETAILING SOFTWARE (STRUTS)”. The AutoCAD plan
was given and the design of structural elements such as slabs, beams and columns was
done. It was concluded that the design and detailing of structural elements can be easily
imported from AutoCAD to STRUTS and the design values of structural elements as
obtained from struts were on higher side compared to manual calculations.
• Anish.C et.al have analysed a residential building with shear wall using Kani's method
(under vertical load conditions) and then using STAAD.Pro. Substitute frame analysis was
done and it's accuracy was checked manually and using STAAD.Pro.
• Jain I.M. et.al (2016) performed analysis and design of multi-storeyed building using
Autodesk Robot Structural Analysis Professional. They selected an irregular shaped
residential building and it's behaviour was then examined and analysed in software. They
concluded from their analysis that the result obtained by manual calculation and the and
Autodesk Robot Structural Analysis 2016 were approximately same and the Autodesk
Robot Structural Analysis proved that it is the most powerful tool for designing and
analysing the structure.
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20. • Satish Dangeti et.al (2017) designed a duplex house in accordace with Indian Standard
Codes using STRUDS. They prepared the drawing plans along with its specifications for
the construction area and started the design of structural elements. They concluded that the
analysis and design by using STRUDS software have given results with negligible
difference with manual calculations. Thus the software was good for analysing and the
design of structure.
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21. CHAPTER 3 - OBJECTIVES
• To analyze and design multi-storey G+3 residential building using STAAD.Pro
CHAPTER 4 – METHODOLOGY
1. Plan of residential building is given to us. Then different loads and their combinations are
decided as per IS 875 Part 1 – Part 5 and earthquake load as per IS 1893 Part 1:2002.
2. According to the load coming on structure size of slab, beam, column, footing are decided.
Also no. of columns are selected as per the given architectural plan. At every intersection
column should be provided.
3. Then analysis will be done. We analyse the building manually and by using software.
Manual analysis is done by methods as mentioned in literature review and STAAD Pro is
used as software for analysis.
4. After analysis is done by both the methods results will be compared. When the results get
matched design of residential building is done.
5. After this detailing will be done.
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22. 4.1 Different methods used in analysing the structure
1. Force methods (flexibility matrix method )
2. Displacement method (stiffness matrix method )
3. Approximate method
4.1.1 Force methods: Force methods Originally developed by James Clerk Maxwell in 1864, later
developed by Otto Mohr and Heinrich Muller-Breslau, the force method was one of the first
methods available for analysis of statically indeterminate structures. As compatibility is the basis
for this method, it is sometimes also called as compatibility method or the method of consistent
displacements. In this method, equations are formed that satisfy the compatibility and force
displacement requirements for the given structure in order to determine the redundant forces. Once
these forces are determined, the remaining reactive forces on the given structure are found out by
satisfying the equilibrium requirements.
4.1.2 Displacement methods: The displacement method works the opposite way. In these
methods, we first write load-displacement relations for the members of the structure and then
satisfy the equilibrium requirements for the same. In here, the unknowns in the equations are
displacements. Unknown displacements are written in terms of the loads (i.e. forces) by using the
load-displacement relations and then these equations are solved to determine the displacements. As
the displacements are determined, the loads are found out from the compatibility and load-
displacement equations. Some classical techniques used to apply the displacement method are
discussed. Slope deflection method This method was first devised by Heinrich Manderla and Otto
Mohr to study the secondary stresses in trusses and was further developed by G. A. Maney extend
its application to analyse indeterminate beams and framed structures.
Slope deflection method
This method was first devised by Heinrich Manderla and Otto Mohr to study the secondary
stresses in trusses and was further developed by G. A. Maney extend its application to analyse
indeterminate beams and framed structures. 10 The basic assumption of this method is to consider
the deformations caused only by bending moments. It’s assumed that the effects of shear force or
axial force deformations are negligible in indeterminate beams or frames. The fundamental slope-
deflection equation expresses the moment at the end of a member as the superposition of the end
moments caused due to the external loads on the member, while the ends being assumed as
22

23. restrained, and the end moments caused by the displacements and actual end rotations. A structure
comprises of several members, slope-deflection equations are applied to each of the member.
Using appropriate equations of equilibrium for the joints along with the slope-deflection equations
of each member we can obtain a set of simultaneous equations with unknowns as the
displacements. Once we get the values of these unknowns i.e. the displacements we can easily
determine the end moments using the slope-deflection equations.
Limitations:
A solution of simultaneous equations makes methods tedious for manual computations. This
method is not recommended for frames larger than two storeys.
Moment distribution method
This method of analysing beams and multi-storey frames using moment distribution was
introduced by Prof. Hardy Cross in 1930, and is also sometimes referred to as Hardy Cross
method. It is an iterative method in which one goes on carrying on the cycle to reach to a desired
degree of accuracy. To start off with this method, initially all the joints are temporarily restrained
against rotation and fixed end moments for all the members are written down. Each joint is then
released one by one in succession and the unbalanced moment is distributed to the ends of the
members, meeting at the same joint, in the ratio of their distribution factors. These distributed
moments are then carried over to the far ends of the joints. Again the joint is temporarily restrained
before moving on to the next joint. Same set of operations are performed at each joints till all the
joints are completed and the results obtained are up to desired accuracy. The method does not
involve solving a number of simultaneous equations, which may get quite complicated while
applying large structures, and is therefore preferred over the slope-deflection method.
Limitations:
1.This method is eminently suited to analyse continuous beams including non
prismatic members but it presents some difficulties when applied to rigid frames, especially
when frames are subjected to side sway.
2.Unsymmetrical frames have to be analysed more than once to obtain FM (fixed moments)
in the structures.
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
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24. 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.
Advantages:
All the computations are carried out in a single line diagram of the structure. The effects of joint
rotations and sway are considered in each cycle of iteration. Henceforth, no need to derive and
solve the simultaneous equations. This method thus becomes very effective and easy to use
especially in case of multi-story building frames. 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. The convergence is generally fast. It leads to the solutions
in just a few cycles of iterate.
4.1.3 Approximate analysis of multi-storyed frames: Multi-storey frames are frames with
degree of redundancy due to monolithic connection between the various components. The actual
analysis of such a frame therefore is a long and difficult process. Moreover, before a detailed
analysis of frame can be taken up it is necessary to know approximately the elastic properties of
components of the frame. It is proposed to discuss some of approximate method of analysis.
Methods for analysis of frames subjected to horizontal forces:
1. The Portal Method
2. The Cantilever Method
The Portal Method:
The assumptions made are :
• Points of contraflexure occur at the middle points of the members of the frame.
• Horizontal shear taken by each interrior column is double the horizontal shear
taken by each of the external columns. By making the above assumptions the
structure can be easily analyzed.
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25. The Cantilever Method:
The assumptions made are:
• Points of contraflexure occur at the middle points of the various members.
• Direct stresses in the columns are proportional to their distances from the
centroidal vertical axis of the frame.
4.2 Design of RCC elements:
The RCC are slab, beam, column, footing and stair case etc.
4.2.1 Design of slab: Slabs are most widely used structural elements forming floor and roof of
building. Slab support mainly transverse load and transfer them to supports by bending actions
more or one directions. On the basis of spanning direction: It is two type one way slabs and two
way slab.
One way slab
When the slab is supported on two opposite side parallel edges, it spans only in the directions
perpendicular to the supporting edges. It bends in one directions and main steel is provided in the
directions of the span. Such a slab is known as one-way slab.
Two way slab
When the is supported on four edges and the load distribution is also on four edges of the panel.
The reinforcement is provided on both the sides. Such slab is known as two way slab.
4.2.2 Design of beam: There are two types of reinforced concrete beams:
1. Single Reinforced
2. Double Reinforced
Singly reinforced beams
In singly reinforced simply supported beams steel bars are placed near the bottom of the beam
where they are more effective in resisting in the tensile bending stress. I cantilever beams
reinforcing bars placed near the top of the beam, for the same reason as in the case of simply
supported beam.
Double reinforced beams
It is reinforced under compression tension regions. The necessities of steel of compression region
arise due to two reasons. When depth of beam is restricted. The stregth availability singly
reinforced beam is in adequate.
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26. 4.2.3 Design of column: A column may be defined as an element used primary to support axial
compressive loads and with a height of a least three times its lateral dimension. The strength of
column depends upon the strength of materials, shape and size of cross section, length and degree
of proportional and dedicational restrains at its ends.
Types of columns on basis of different loading conditions :-
1. Axially loaded columns
2. Axially loaded with uniaxially bending
3. Axially loaded with Biaxial bending
4.2.4 Design of footing: Foundations are structural elements that transfer loads from the building
or individual column to the earth .If these loads are to be properly transmitted, foundations must be
designed to prevent excessive settlement or rotation, to minimize differential settlement and to
provide adequate safety against sliding and overturning.
Types of footings:
1. Spread or isolated or pad footing.
2. Mat or raft footing
3. Combined footing.
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27. CHAPTER 5- REFERENCES
1. Aman, Nalwadgi Manjunath, Vishal T and Gajendra. 2016. “Analysis and design of
multistorey building by using STAAD Pro.” International Research Journal of
Engineering and Technology (IRJET) Volume: 03 Issue: 06 | June-2016.
2. Bhattacharjee Bedabrata. 2007. “Computer aided analysis and design of multistoreyed
buildings.”
3. C. Anish. and Mugilvani P. 2017. “PLANNING, ANALYSIS,AND DESIGN OF A
RESIDENTIAL BUILDING WITH SHEAR WALL DESIGN OF A STEEL FOOT OVER
BRIDGE IN A RAILWAY STATION.” International Journal of Pure and Applied
Mathematics Volume 116 No. 13 2017, 65-70 ISSN: 1311-8080.
4. Dangeti Satish and Surisetty Ramesh. 2017. “Design of a Duplex House by using STRUD
Software.” American Journal of Engineering Research (AJER) Volume-6, Issue-4, pp-223
5. Gambhir M.L. “Design of reinforced concrete structure.” Prentice Hall of India.
6. K. Naga Sai Gopal and N. Lingeshwaran. 2017. “ANALYSIS AND DESIGN OF G+5
RESIDENTIAL BUILDING BY USING E-TABS.” International Journal of Civil
Engineering and Technology (IJCIET) Volume 8, Issue 4, April 2017,.
7. IS 456-2000 (Design of RCC structural elements)
8. IS 875-Part 1 (Dead Load)
9. IS 875-Part 2 (Live Load)
10. Jain I.M., Kadam P. P. and Kumbhar V. S. 2016. “Analysis and Design of Multi-storeyed
building using Autodesk Robot Structural Analysis Professional 2016.” International
Journal of Modern Trends in Engineering and Research (IJMTER) Volume 03, Issue 08,
[August– 2016]
11. Kumar Uday, Sharma Aman, Kumar Anmol, Dubey Ayushkar and L Geetha. 2017.
“Analysis and Design of G+3 Residential Building using STRUDS.” International
Research Journal of Engineering and Technology (IRJET) Volume: 04 Issue: 06 | June
-2017.
12. Prasad K. Hari, Reddy P. Praveen, Kumar V.Satish and Reddy B.Sandeep. (2011-12). “A
PROJECT REPORT ON ANALYSIS AND DESIGN OF MULTI STOREY(G+6)
RESIDENTIAL BUILDING USING STAAD PRO.”
13. SP-16 (Depth and Percentage of Reinforcement)
14. SP-34 (Detailing)
15. S. Ramamrutham and R. Narayana. “Theory of structures.” Dhanpat Rai Publishing
Company.
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28. .
End of Report
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