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STRUCTURAL DESIGN OF CANTEEN CUM REST ROOM AT
SURAT AIRPORT
Submitted
In partial fulfillment of the requirements
Of the degree of
BACHELOR OF TECHNOLOGY
By
KAMNA RALHAN
DEPARTMENT OF CIVIL ENGINEERING
ITM UNIVERSITY, GURGAON
JUNE-JULY 2010
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CERTIFICATE
This is to certify that the report on “STRUCTURAL DESIGN OF CANTEEN
CUM REST ROOM AT SURAT AIRPORT” submitted by Kamna Ralhan for the
award of degree of bachelor of technology in the department of civil engineering, ITM
UNIVERSITY, Gurgaon, is a record of bonafide work carried out by her under my
guidance and supervision.
The contents included in this report have not been submitted to any other
university or institute for award of any other degree or diploma.
Date: July 20, 2010 (BALENDRA KUMAR)
Department of structure
Airports Authority of India
New Delhi
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ACKNOWLEDGEMENT
I would first like to thank Mr. Balendra Kumar, my supervisor, for all his help
and encouragement over the weeks, his patient understanding and guidance has been the
sole motivating force for presenting in correct perspective to this project study.
Thanks are extended to Airport Authority of India for using the computer for
structure analysis.
I also wish to extend my thanks to my friends for their interests and emotional
support over the months.
Date: July 20, 2010 KAMNA RALHAN
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ABSTRACT
This report deals with the structural design of canteen cum rest room building at
Surat Airport. The Structure is a two storey building of size 20m x 5m x 8m and modeled
as a space frame.
As per soil report, area is clayey type soil having medium plasticity and medium
swelling behavior. Therefore, underneath of foundation 250mm thick well compacted
soling stone was provided. The depth of black cotton soil are varying from 1 to 1.5 m,
therefore, depth of foundation has been adopted as 3m (min). The bearing capacity of soil
has been considered as 150kN/m2.
Building is located in seismic zone – III. Therefore, only vertical loads i.e., dead
load and live loads are considered in the analysis and design. However, ductile detailing
has been done for beams and columns.
The structural system has been considered as moment resisting frame in which
members and joints are capable of resisting vertical loads primarily by flexural.
The structural analysis and design are carried out using the software STAAD Pro.
The design of footings has been done using software NISA Civil.
Sample calculations for the design have been done manually to compare with the
results of software and it is found that results are comparable.
Structural drawings of footing, columns, beams and slab are prepared using
AUTO CAD.
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CONTENTS
PAGE
Title page
Certificate
Acknowledgement
Abstract
List of abbreviations
List of tables
List of figures
1. INTRODUCTION1.1 Description of company
1.2 Objectives and scope of work
1.3 Description of building
1.4 Introduction to software
2. GENERAL DESIGN CONSIDERATIONS
2.1 Aim of design
2.2 Method of design
2.3 Loads
2.4 Materials
2.5 Limit state of collapse: flexure
2.6 Limit state of collapse: compression
2.7 Limit state of collapse: shear
2.8 Requirements governing reinforcement and detailing2.9 Requirements of reinforcement for structural members
3. STRUCTURAL ANALYSIS OF RCC STRUCTURES
3.1 Basic loading
3.2 Method of creating the model
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3.3 Design of footing by using NISA
4. MANUAL STRUCTURE DESIGN
4.1 Design of footing
4.2 Design of column
4.3 Design of beam
4.4 Design of slab
5. RESULTS AND CONCLUSION
5.1 Comparison of structural design between software and manual calculations
5.2 Conclusion
6. BIBLIOGRAPHY
7. APPENDIX
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LIST OF ABBREVATIONS
A - Area
As - Minimum area of tension reinforcementAst - Area of steel
Asv - Total cross-sectional area of stirrup legs effective in shear
B - Breadth
BM - Bending Moment
b - Breadth of beam, or shorter dimension of a rectangular column
bo - Punching perimeter
c/c - Centre to centre spacing
D - Overall depth of beam or slab or diameter of column: dimension of a
rectangular column in the direction under consideration
DL - Dead loadd - Effective depth of beam or slab
d’ - Depth of compression reinforcement from the highly compressed face
Es - Modulus of elasticity of steel
e - Eccentricity
FEM - Finite element modeling
FF - First floor
Fdn - Foundation
ƒck - Characteristic cube compressive strength of concrete
ƒd - Design strength
ƒy - Characteristic strength of steel
GUI - Graphical user interface
HYSD - High yield strength deformed bars
IS - Indian standard
L - Length
Ld - Development length
Lo - Sum of the anchorage beyond the centre of the support
lx - Effective length of column, bending about xx-axis
ly - Effective length of column, bending about yy-axis
LL - Live loadM1 - Moment of resistance of the section assuming all reinforcement at the
section to be stressed to ƒd
Mu - Factored moment
Mx - Design moment about xx-axis
Mz - Design moment about zz-axis
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Muy - Design moment about yy-axis
Muy1 - Maximum uniaxial moment capacity of the section with axial load,
bending about yy-axis
Muz - Design moment about zz-axis
Muz1 - Maximum uniaxial moment capacity of the section with axial load,
bending about yy-axis
NISA - Numerically integrated elements of system analysis
P - Axial load
Pu - Factored load
Puz - Capacity of the cross-section under pure axial load
PL - Plinth level
pt - Percentage of tension reinforcement
RC - Reinforced concrete
Staad - Structural analysis and designsv - Spacing of stirrups or bent-up bars along the length of the member
V - Shear force
Vu - Shear force due to design loads
Vus - Strength of shear reinforcement
w - Distributed load per unit area
xm - Maximum depth of neutral axis
σs - Stress in bar at the section considered at design load
τ bd - Design bond stress
τc - Shear stress in concrete
τcmax - Maximum shear stress in concrete with shear reinforcement
τv - Nominal shear stress
φ - Diameter of bar
IV
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LIST OF TABLES
TABLE NO. PAGE
1 Soil report 1-2
2.1 Partial safety factors for loads under limit state of 2-3
Collapse
2.2 Partial safety factors for loads under limit state of 2-3
Collapse
2.3 Materials 2-3
2.4 Maximum depth of neutral axis 2-4
2.5 Design bond stress 2-5
2.5 Nominal cover 2-6
2.7 Clear distance between bars 2-7
3.1 Basic data for structure 3-3
3.2 Indian concrete design IS 456 parameters 3-4
4.1 Footing design 4-1
4.2 Column design 4-4
4.3 Beam design 4-6
5.1 Comparison of footing design 5-1
5.2 Comparison of column design 5-2
5.3 Comparison of footing design 5-3
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CHAPTER 1
INTRODUCTION
1.1 DESCRIPTION OF COMPANY
AIRPORTS AUTHORITY OF INDIA (AAI) manages 124 airports including civil
enclaves (12 international airports, 8 customs airports, 23 civil enclaves and 81 domestic
airports).
The main function of AAI inter-alia include construction, modification and management
of passenger terminals, development and management of cargo terminals, developmentand maintenance of apron infrastructure including runways, parallel taxiways, apron etc.,
provision of Communication, Navigation and Surveillance which includes provision of
DVOR, DME, ILS, ATC radars, visual aids, etc., provision of air traffic services,
provision of passenger facilities and related amenities at its terminals thereby ensuring
safe and secure operations of aircraft, passenger and cargo in the country.
1.2 OBJECTIVES AND SCOPE OF WORK
Objective of this work is to:
1. Analyze and design the RCC structures using software.
2. Compare manual design and software results.
In the present project, various parameters i.e., basic geometry of structure using beam and
columns, cross-section of beam and column, material constant, loading i.e., self-weight,
dead load, live load and their combinations are studied. RC frame structure has been
analyzed for the dead load and live load. A comparison has been made from the manual
calculation and software result.
1.3 DESCRIPTION OF BUILDING
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The structure is located at Surat airport near the terminal building. It is a two storey
building of size 20m x 5m x 8m. It consists of left luggage (4.75m x 5m), toilet (3.5m x
5m), driver’s rest room (4.75m x 5m), kitchen (2.5m x 5m) and canteen (4.75m x 5m).
The SBC (safe bearing capacity) as per soil report given by “GEO TEST HOUSE,
BARODA” which has conducted the soil investigation of various structures at Surat
airport are as follow:
Table 1: Soil report
S.NO SIZE OF FOUNDATION (m) MINIMUM DEPTH
OF FOUNDATION
(m)
SBC(t/m2)
1 2.00 x 2.00 2.00 16.10
2 3.00 x 3.00 2.00 15.75
3 4.00 x 4.00 2.00 15.90
.
As per the soil report:
1. The depth of black cotton soil is
varying from 1m to 1.5m. Therefore we may adopt the depth 3m (minimum)
depth of foundation.
2. The nearby area is clayey type
soil having medium plasticity and medium swelling behavior, hence we may
provide 200mm thick well compacted sand layer in plinth and underneath of
foundation level above 250mm thick well compacted soling stone.
1.4. INTRODUCTION TO SOFTWARE
1.4.1. STAAD Pro
STAAD Pro is the professional’s choice for RCC & Steel structures design of low and
high-rise buildings, culverts, petrochemical plants, tunnels, bridges, piles and much more.
A comprehensive and integrated finite element analysis and design solution, including a
state-of-the-art user interface, visualization tools, and international design codes are
capable of analyzing any structure exposed to a dynamic response, soil-structure
interaction, or wind, earthquake, and moving loads.
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STAAD Pro is the premier FEM analysis and design tool for any type of project
including towers, culverts, plants, bridges, stadiums, and marine structures with an array
of advanced analysis capabilities including linear static, response spectra, time history,
cable, and pushover and non-linear analyses.
FUNCTIONS OF STAAD.Pro
• STAAD.Pro provides engineering team with a scalable solution that will
meet the demands of project every time.
• It enables us to deal with the most complex structure in the easiest way.
• It will eliminate the countless man-hours required to properly load your
structure by automating the forces caused by wind, earthquakes, snow, or
vehicles.
1.4.2. NISA
NISA/CIVIL, from NISA family of finite element programs offers CAD based solutions
to a wide variety of problems encountered in the Analysis and Design of Reinforced
Concrete and Steel Structures like Buildings, Bridges, Shells, Towers, Irrigation
structures and water retaining structures. Backed by powerful NISA II Analysis and
DISPLAY III/IV the graphical Pre and Post processor of NISA family of programs, NISA/CIVIL provides excellent tools for modeling, associating design information and
carry out design process in Limit state and working stress methodologies of design.
Design results are processed to produce structural engineering drawings in AutoCAD
environment. Equipped with an extremely user friendly GUI and graphic displays,
NISA/CIVIL, presents an elegant platform for analysis and design of different types of
structures encountered in practice.
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CHAPTER 2
GENERAL DESIGN CONSIDERATIONS
2.1 AIM OF DESIGN
The object of reinforced concrete design is to achieve a structure that will result in a safe
and economical solution. For a given structural system, the design problem consists of
the following steps:
• Idealization of structure for analysis,
• Estimation of loads,
• Analysis of idealized structural model to determine axial thrust, shears, bending
moments, and deflections,
• Design of structural elements, and
• Detailed structural drawings and schedule of reinforcing bars.
2.2 METHOD OF DESIGN
There are three philosophies for the design of reinforced concrete structures:
• The working stress method,
• The ultimate load method, and
• The limit state method.
Structure and structural elements has been designed by LIMIT STATE METHOD.
The aim of design is to achieve an acceptable probability that a structure will not become
unserviceable in its life time for the use for which it is intended, that is, it will not reach a
limit state.
The most important of these limits states which must be examined in design are as
follows:
Limit state of collapse: This state corresponds to the maximum load carrying capacity.
Violation of collapse limit state implies failure in the sense that a clearly defined limit
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state of structural usefulness has been exceeded. However, it does not mean a complete
collapse.
This limit state may correspond to:
a) Flexure,
b) Compression,
c) Shear, and
d) Torsion.
Limit state of serviceability This states corresponds to development of excessive
deformation and is used for checking members in which magnitude of deformation may
limit the use of the structure or its components. This limit state may correspond to:
a) Deflection,
b) Cracking, and
c) Vibration.
Building code A reinforced concrete structure should confirm to certain minimum
specifications with regard to design and construction. The Bureau of Indian Standards
issues building code requirements from time to time. The most recent is the code of
practice for Plain and Reinforced concrete (IS: 456-2000), hereafter referred to as the
code.
A building code specifies minimum requirements with regard to a safe structure.
2.3 LOADS
2.3.1 GENERAL
In structural design, account shall be taken of the dead and imposed loads.
2.3.2 DEAD LOADS
Dead loads have been calculated on the basis of unit weights which are established taking
into consideration the materials specified for construction.
Alternatively, the dead loads may be calculated on the basis of unit weights of material
given in IS 875(Part 1). Unless more accurate calculations are warranted, the unit weights
of plain concrete and reinforced concrete made with sand and gravel or crushed natural
stone aggregate may be taken as 24kN/m2 and 25kN/m2.
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2.3.3 IMPOSE LOADS
Imposed loads have been calculated in accordance with IS 875(Part 2).
2.3.4 COMBINATION OF LOADS
The combinations of loads have been calculated in accordance with IS 875(Part 5).
2.3.5 PARTIAL SAFETY FACTORS
Table 2.1 Partial safety factors for loads under limit state of collapse
LOAD COMBINATION DL LL
DL + IL 1.5 1.5
Table 2.2 Partial safety factors for loads under limit state of serviceability
LOAD COMBINATION DL LL
DL + IL 1 1
2.3.6 FACTORED LOADS
A Factored load is obtained by multiplying a characteristic load by an appropriate partial
safety factor.
2.4 MATERIALS
The self-weight of the various elements are computed based on the built weight of
materials given below:
Table 2.3 Materials
MATERIALS UNIT WEIGHT IN KN/m2
Steel 78.50
Plain concrete 24.00
Reinforced concrete 25.00
Soil 18.00
Water 10.00
Block 20.00
Brick 20.00
2.5 LIMIT STATE OF COLLAPSE: FLEXURE
2.5.1 ASSUMPTIONS
Design for the limit state of collapse in flexure is based on the assumptions given below:
• Plane sections normal to the axis remain plane after bending.
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• The maximum strain in concrete at the outermost compression fibre is taken as
0.0035 in bending.
• The relationship between the compressive stress distribution in concrete and the
strain in concrete may be assumed to be rectangle, trapezoid, parabola or any
other shape which results in prediction of strength in substantial agreement with
the results of test. For design purposes, the compressive strength of concrete in
the structure shall be assumed to be 0.67 times the characteristic strength. The
partial safety factor equal to 1.5 shall be applies in addition to this.
• The tensile strength of the concrete is ignored.
• The stresses in the reinforcement are derived from stress-strain curve for the type
of steel used. For design purposes the partial safety factor equal to 1.15 shall be
applied.
• The maximum strain in the tension reinforcement in the section at failure shall not
be less than: ƒy/1.15 Es + 0.002
2.4 Maximum depth of neutral axis
ƒy (N/mm2) xm
250 0.53d
415 0.48d
500 0.46d
2.6 LIMIT STATE OF COLLAPSE: COMPRESSION
2.6.1 ASSUMPTIONS
• The maximum compressive strain in concrete in axial compression is taken as
0.002.
•The maximum compressive strain at the highly compressed extreme fibre inconcrete subjected to axial compression and bending and when there is no tension
on the section shall be 0.0035 minus 0.75 times the strain at the least compressed
extreme fibre.
2.6.2 MINIMUM ECCENTRICITY
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All columns shall be designed for minimum eccentricity, equal to the unsupported length
of column/500 plus lateral dimensions/30, subject to a minimum of 20mm
2.7 LIMIT STATE OF COLLAPSE: SHEAR
The nominal shear stress in beam of uniform depth shall be obtained by the following
equations:
τv = Vu/bd
2.8 REQUIREMENTS GOVERNING REINFORCEMENT AND
DETAILING
2.8.1 GENERAL
Reinforcing steel of same type and grade shall be used as main reinforcement in a
structural member. However, simultaneous use of two different types or grades of steel
for main and secondary reinforcement respectively is permissible.
2.8.2 DEVELOPMENT LENGTH OF BARS
The development length Ld is given by
Ld = φσs/4τbd
Table 2.5 Design bond stress
GRADE OF CONCRETE DESIGN BOND STRESS, τbd,
(N/mm2)
M 20 1.2
M 25 1.4
M 30 1.5
M 35 1.7
For deformed bars confirming to IS 1786these values shall be increased by 60 percent.
For bars in compression, the values of bond stress for bars in tension shall be increased
by 25 percent.2.8.3 REINFORCEMENT
POSITIVE REINFORCEMENT
• At least one-third the positive moment reinforcement in simple members and one-
fourth the positive moment reinforcement in continuous members shall extend
along the same face of the members into the support, to a length equal to Ld/3.
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• When a flexural member is part of the primary lateral load resisting system, the
positive reinforcement required to be extended into the support as described in (a)
shall be anchored to develop its design stress in tension at the face of the support.
• At simple supports and at points of inflection, positive moment tension
reinforcement shall be limited to a diameter such that L d computed for ƒd does not
exceed
M1/V +Lo
NEGATIVE REINFORCEMENT
At least one-third of the total reinforcement provided for negative moment at the support
shall extend beyond the point of inflection for a distance not less than the effective depth
of the member of 12φ, or one-sixteenth of the clear span whichever is greater.
2.8.4 NOMINAL COVER TO REINFORCEMENT
Nominal cover is the design depth of concrete cover to all steel reinforcements. It is the
dimensions used in design and indicated in the drawings. It shall not be less than the
diameter of the bar.
Table 2.6 Nominal cover
ELEMENTS MINIMUM COVER
Slabs 20mm
Beams 30mmColumns 40mm
Footings 50mm
2.8.5 MAXIMUM DISTANCE BETWEEN BARS IN TENSION
Table 2.7 Clear Distance between Bars
ƒy Percentage redistribution to or from section considered
-30 -15 0 +15 +30
Clear distance between bars
N/mm2 mm mm mm mm Mm
250 215 260 300 300 300
415 125 155 180 210 235
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500 105 130 150 175 195
2.9 REQUIREMENTS OF REINFORCEMENT FOR STRUCTURAL
MEMBERS
2.9.1 BEAMS
2.9.1.1 Tensile reinforcement
• Minimum reinforcement- the minimum area of tension reinforcement shall be not
less than that given by the following :
As/bd = 0.85/ƒy
• Maximum reinforcement- the maximum area of tension reinforcement shall not
exceed 0.04 bD.
2.9.1.2 Compression reinforcement
The maximum area of compression reinforcement shall not exceed 0.04 bD.
2.9.1.3 Maximum spacing for shear reinforcement
The maximum spacing of shear reinforcement measured along the axis of the member
shall not exceed 0.75 d for vertical stirrups.
2.9.1.4 Minimum shear reinforcement
Minimum shear reinforcement in the form of stirrups shall be provided such that:
Asv/bsv = 0.4/0.87 ƒy
2.9.2 SLABS
Minimum area of reinforcement is equal to 0.12 percent and 0.15 percent of the total
cross-sectional area for HYSD and mild steel.
2.9.3 COLUMNS
2.9.3.1 Reinforcement
• The cross-sectional area of longitudinal reinforcement shall not be less than 0.8
percent nor more than 6 percent of the gross cross-sectional area of the column.
• The bar shall not be less than 12 mm in diameter.
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• Spacing of longitudinal bars measured along the periphery of the column shall not
exceed 300 mm.
2.9.3.2 Pitch and lateral diameter of ties
a) Pitch- The pitch of transverse reinforcement shall be not more than the least of the
following distances:
• The least lateral dimension of the compression members,
• Sixteen times the smallest diameter of the longitudinal reinforcement bar to be
tied, and
• 300 mm.
b) Diameter- The diameter of the polygonal links or lateral ties shall be not less than
one-fourth of the diameter of the largest longitudinal bar, and in no case less than 6 mm.
2.9.4 FOOTINGS
Total tensile reinforcement shall be distributed across the corresponding resisting section
as given below:
• In one-way reinforced footing, the reinforcement extending in each direction shall
be distributed uniformly across the full width of the footing;
• In two-way reinforced square footing, the reinforcement extending in each
direction shall be distributed uniformly across the full width of the footing; and
• In two-way reinforced rectangular footing, the reinforcement in the long direction
shall be distributed uniformly across the full width of the footing shall be marked
along the length of the footing and portion of the reinforcement determined in
accordance with the equation given below shall be uniformly distributed across
the central band.
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CHAPTER 3
STRUCTURAL ANALYSIS OF RCC STRUCTURE
3.1 BASIC LOADING
a) Wall load
230mm thick wall = 0.23 x 20 = 0.46 kN/m2
Plaster = 0.4 kN/m2
Total = 5 kN/m2
b) First floor slab
Dead load
115mm thick slab = 0.115 x 25 = 2.875 kN/m2
75mm floor finish = 0.075 x 20 = 1.5 kN/m2
Total = 4.37 kN/m2 ≈ 4.5 kN/m2
Live load = 4 kN/m2
[Table 1, IS 875(Part 2)]
c) Terrace
Dead load
115mm thick slab = 0.115 x 25 = 2.875 kN/m2
150mm terracing = 0.15 x 20 = 3.0 kN/m2
Total = 5.875 kN/m2 ≈ 6 kN/m2
Live load = 1.5 kN/m2
[Table 2, IS 875(Part 2)]
d) Toilet area
Dead load
150mm thick slab = 0.15 x 25 = 3.75 kN/m2
50mm floor finish = 0.05 x 20 = 1 kN/m2
Cinder filling = 0.3 x 12 = 3.6 kN/m2
Wall load = 11 kN/m2
Total = 8.35 kN/m2
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Live load = 2 kN/m2
[Table 1, IS 875(Part 2)]
e) Wall load on plinth beam
Clear height of brick wall = 4.30-0.20-0.25 = 3.85m
Wall load = 3.85 x 5 = 19.3 kN/m
f) Wall load on first floor beam
Clear height of wall = 3.7-0.5 = 3.2m
Wall load = 3.2 x 5 = 16 kN/m
g) Parapet
Load on cantilever beam = 0.1 x 25(1.2+0.7) = 4.75 ≈ 4.8 kN/m
3.2 METHOD OF CREATING THE MODEL
3.2.1 STARTING THE PROGRAM
Select the STAAD.Pro icon from the STAAD.Pro 2007 program group.
3.2.2 CREATING A NEW STRUCTURE
• Type of structure-The structure type is to be defined by choosing space frame.
• Units- We choose meter as the length unit and kilo Newton as the force unit in
which we will start to build the model.
• Geometry of Structure- Joint coordinates and member incidences (member
numbers) are created to make geometry of structure.
• Assign of beams/columns- Members are assigned as beams and columns.
• Property- Member properties are assigned to the beams and columns.
• Material constants- young’s modulus, density, etc. are assigned to structure.
• Supports- Joints resting on the ground are to be specified as supports.
• Loads-
a) Self-weight is given by self command.
b) Dead load and live load are given as floor load in addition to the self weight
and wall load is given as member load.
• Analysis- It specifies the type of analysis to be done.
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• Load list- It specifies the load for which the design is to be carried out.
• Design- It initiates the design.
• Code- It specifies the code to be used for design.
• Parameters of design- it assigns various parameters like concrete mix, grade
of concrete, clear cover, etc.
3.2.3 BASIC DATA FOR THE STRUCTURE
Assign property, supports and loads to the members (beams and columns).
Table 3.1: Basic data for the structure
ATTRIBUTE DATA
Member properties
( mm)
Beams : Rectangular
Plinth beam: 300 x 450
First floor and terrace beams:
Main: 350 x 500, 350x600
Secondary: 250x300, 250x450, 250x600
Columns : Rectangular, 350x 450
Member orientation All members : default
Material constants Modulus of elasticity : 2.17185e + 007 kN/m2
Density : 23.56 kN/m3
Poisson’s ratio : 0.17
Supports Base of all columns : fixed
Loads Load case 1 : dead load
Self weight of the structure
Wall load : 19.3 kN/m, 16kN/m
Floor load : 4.5 kN/m2, Toilet load : 11 kN/m2
Terrace load : 6 kN/m2
Load case 2 : live load
Parapet load : 4.8 kN/m
Floor load : 4.0 kN/m2 , Terrace load : 1.5 kN/m2
Toilet load : 2.0 kN/m2
Load case 3 : 1.5 (DEAD + LIVE)
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Load case 4 : (DEAD + LIVE)
Analysis type PDELTA
3.2.4 INDIAN CONCRETE DESIGN IS456 PARAMETERS
We will assign following design parameters by selecting IS456 as current concrete design
code.
Table 3.2 Indian concrete design IS456 parameters
PARAMETER
NAME
VALUE DESCRIPTION
FYMAIN 500 N/mm2 Yield stress for main reinforcing steel.
FYSEC 500 N/mm2 Yield stress for secondary reinforcing steel.
FC 30 N/mm2 Concrete yield stress.CLEAR 25 mm
40 mm
For beam members
For column members.
MINMAIN 16 mm Minimum main reinforcement bar size.
MAXMAIN 32 mm Maximum main reinforcement bar size.
MINSEC 8 mm Minimum secondary reinforcement bar size
MAXSEC 12 mm Maximum secondary reinforcement bar size
BRACING 0.0 Beam design:
A value of 1.0 means the effect of the axial force
will be taken into account for beam design.
Column design:
A value of 1.0 means the column is unbraced
about major axis.
TRACK 0.0 Beam design:
For TRACK = 0.0, output consists of
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reinforcement details at START, MIDDLE and
END.
Column design: with TRACK = 0.0,
reinforcement details are printed.
3.2.5 ANALYSE THE FILE
The file is now ready to be analysed, which can be checked in the text editor by clicking
on the editor button.
Click on ‘analyse’ menu and select ‘run analysis’. Once the analysis has been completed,
click on the done button to close the analysis engine. The structure now has results,
which can be viewed.
3.3 DESIGN OF FOOTING BY USING NISA
RC footings can be designed in all the three design modes of NISA/CIVIL. In integrated
on line or off line design mode, information regarding column dimensions and forces are
directly obtained from finite element model data and analysis results. Additional design
parameters such as footing type, concrete strength, bar size and cover need to be
specified.
Footing dimension are worked out either automatically or dimensions may be specified.
If these are found adequate structural design are performed. Comparative designs
between different types of footings such as constant or variable thickness, with or without
pedestals etc., may be performed very easily.
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CHAPTER 4
MANUAL STRUCTURE DESIGN
4.1 DESIGN OF FOOTING
Footing for column B1
Safe bearing capacity of soil: 150 kN/m2
Grade of concrete: 30 N/mm2
Grade of steel: 500 N/mm2
Depth of foundation: 1.5 mCover: 50 mm
Table 4.1: Footing design
S.NO DESCRIPTION JOINT NO. 102
Loads and Moments DL + LL
1 Axial Load (kN) 384
2 Mz (kN-m) 7
3 Mx (kN-m) 8
Size of column and pedestal
4 size of column 0.35
5 size of pedestal (m) 0.45
Size of Footing
6 L (m) (Longitudinal) parallel to X- Axis 1.80
7 B (m) (Transverse) parallel to Y- Axis 1.80
8 Depth of Footing at Fixed end (mm) 300.00
9 Effective depth (mm) 240.00
10 Area of the footing (A) (m2) 3.24
Bearing pressure (kN/m2)
11 Due to axial load (P/A) 118.52
12 Due to moments - z direction 7.202
13 Due to moments - x direction 8.53914 Upward Pressure 134.26
Net upward Pressure (kN/m2)
15 Minimum bearing pressure 102.78
16 Maximum upward Pressure 134.26
17 Maximum allowable pressure 150.00
18 Remarks Safe
Check for punching stress (N/mm2)
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19 Cantilever projection – Y direction (m) 0.675
20 Cantilever projection –X direction (m) 0.675
21 Depth at critical section – Transverse direction (m) 300.00
22 Depth at critical section – Longitudinal direction (m) 240.00
23 Punching perimeter bo 2.7624 Punching area [B*D-(pedestal + effective depth) (m2) 2.764
25 Punching load 371.079
26 Punching shear stress 0.840
27 Allowable stress : 0.25 * (ƒck ^ 0.5) 1.250
28 Remarks Safe
Check for One-way shear (N/mm2)
29 Depth at critical section at d from face (mm) 0.300
30 Shear force per meter width in X direction in t/m 5.03
31 Shear force per meter width in Y direction in t/m 5.03
32 Shear stress in X direction in N/mm2 0.252
33 Shear stress in Y direction in N/mm2 0.252
34 Maximum shear stress in N/mm2 0.252
35 Allowable stress 0.330
36 Remarks Safe
Maximum Bending moment (kN-m)
37 BM at the face of support (kN-m) in Y direction 30.59
38 BM at the face of support (kN-m) in X direction 30.59
39 Effective depth required: (BM/R*B)^0.5 94.16
40 Overall depth required 169.16
41 Remarks Safe
Area of steel required in X Direction (mm2
)42 K=Mx/BD^2 0.80
43 pt required 0.189
44 Ast required by moment criteria 4.54
45 Ast required by shear criteria 3.60
46 Diameter of bar required (mm) 10
47 Spacing required (mm) 173
48 Diameter of bar required (mm) 10
49 Spacing required (mm) 173
50 Spacing provided (mm) #10φ -170
Area of steel required in Y Direction (mm2)
51 K=My/Bd^2 0.8052 pt required 0.189
53 Ast required moment criteria 4.54
54 Ast required by shear criteria 3.60
55 Diameter of bar required (mm) 10
56 Spacing required (mm) 173
57 Diameter of bar required (mm) 10
58 Spacing required (mm) 173
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59 Spacing provided (mm) #10φ -170
60 Side face steel required (0.05*B*D) 150
61 Diameter of bar providing (mm) 16
62 No of bars required 0.75
Quantities63 Volume of concrete (m3) 0.97
4.2 DESIGN OF COLUMN
4.2.1 LONGITUDINAL REINFORCEMENT
Size of column: 350 mm x 450 mm
d’: 40 + 16/2= 48 mm, d’/D: 48/450= 0.10, d’/b:48/350=0.13
Table 4.2: Column design
S.No Column B1 Fdn to PL PL to F.F F.F to T.F
1 Member number 354 7 1
2 Factored load, Pu (kN) 576 401 140
3 Factored moment acting parallel to the
larger dimension, My (kN-m)
38 48 42
4 Factored moment acting parallel to the
smaller dimension, Mz (kN-m)
30 40 48
5 reinforcement percentage 0.8 0.8 0.8
6 Pu /ƒck 0.02 0.02 0.02
7 Pu /(ƒck *b*d) 0.12 0.08 0.03
8 Muy1/(ƒck *b*d2) 0.070 0.064 0.048
9 Muy1 ( kN-m) 149 136 227
10 Muz1/(ƒck *b*d2) 0.069 0.061 0.048
11 Muz1 (kN-m) 114 101 227
12 Puz 2630 2630 263013 Pu/Puz 0.22 0.152` 0.05
14 Muy/Muy1 0.25 0.35 0.185
15 Muz/Muz1 0.26/0.77 0.39/0.61 0.21/0.81
16 As required ( cm2) 12.6 12.6 12.6
17As provided ( cm2)
8#16φ
(16.08)
8#16φ
(16.08)
8#16φ
(16.08)
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4.2.2 TRANSVERSE REINFORCEMENT
According to IS 456 (clause 26.5.3.2)
1. Diameter
Diameter of lateral tie =
8φ > 16φ/4 = 4φ
8φ > 6φ
Therefore, provide 8φ.
2. Pitch
Pitch of transverse reinforcement =
Least lateral dimension < 350 mm
16 times the diameter of longitudinal reinforcement < 16φ = 256 mm
and < 300 mm.
Therefore, provide #8φ @ 200 c/c.
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4.3 DESIGN OF BEAM (B1-B2-B3-B4-B5-B6)
Size of Beam: 350mm x 500 mm
Cover: 30mm
Table 4.3 Beam design
B1 B2 B3 B4 B5 B6
S.NO BEAM NO. 220 221 222 223 224 225 226
1 Mu (kN-m) 59 90
56
84 106
60
83 73
52
44 47 75 61
59
2 Vu (kN) 95 108 114 130 104 99 46 49 105 99
3 Mu/bd2
(N/mm2)
0.79 1.20
0.75
1.12 1.41
0.80
1.11 0.97
0.70
0.5
9
0.63 1 0.82
0.79
4 Pt (%) 0.19 0.29
0.18
0.27 0.34
0.19
0.27 0.23
0.17
0.1
4
0.15 0.24 0.19
0.19
5 As (mm2) 307 469
288
438 553
307
429 378
269
226 246 388 310
3076 τv (N/mm2) 0.59 0.67 0.70 0.80 0.65 0.59 0.2
8
0.30 0.65 0.61
7 τcmax (N/mm2) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
8 τc (N/mm2) 0.33 0.40 0.39 0.43 0.37 0.34 0.3
3
0.33 0.66 0.60
9 τc*b*d (kN) 54 65 63 69 60 55 - - - -
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10 Vus (kN) 41 43 51 61 44 44 - - - -
11 Vus/d (kN/cm) 0.9 0.9 1.09 1.32 0.95 0.95 - - - -
12 Reinforcement X X X Y X X X X X X
X- 2L # 8φ @ 300 c/c (1.21)Y- 2L # 8φ @ 250 c/c (1.45)
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4.4 DESIGN OF SLAB
Size of toilet slab=1500mm x 2835mm
Figure 4. Slablx =1.5 + 0.23 = 1.73m
ly =2.835 + 0.23 = 3.06m
Two adjacent edges are discontinuous.
ly/lx = 1.77
Factored load, w = 10.35 x 1.5 = 15.53 kN/m
For short span,
The maximum bending moment per unit width is given by
Mx= αxwl2
αx= coefficient (Table 26, IS 456: 2000)
K = Mx/bd2
Negative moment at continuous edge = 0.084 x 15.53 x 1.732 = 3.9 kN-m
K (Mx/bd2) = 0.27
Percentage of steel, pt = 0.12
(From Table 2, Design Aids for reinforced concrete to IS 456: 1978)
Area of steel provided, Ast = 0.12 x 15 = 1.8 cm2/m
Therefore, provide #8φ @ 200 c/c (2.51cm2/m)
Positive moment at mid-span = 0.063 x 15.53 x 1.732 = 2.93 kN-m
K (Mx/bd2) = 0.20
Percentage of steel, pt =0.12
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(From Table 2, Design Aids for reinforced concrete to IS 456: 1978)
Area of steel provided, Ast = 0.12 x 15 = 1.8 cm2/m
Therefore, provide #8φ @ 200 c/c (2.51cm2/m)
For long span,
The maximum bending moment per unit width is given by
Mx= αxwl2
αx= coefficient (Table 26, IS 456: 2000)
K = Mx/bd2
Negative moment at continuous edge = 0.047 x 15.53 x 1.732 = 2.18 kN-m
K (Mx/bd2
) = 0.15Percentage of steel, pt = 0.12
(From Table 2, Design Aids for reinforced concrete to IS 456: 1978)
Area of steel provided, Ast = 0.12 x 15 = 1.8 cm2/m
Therefore, provide #8φ @ 200 c/c (2.51cm2/m)
Positive moment at mid-span = 0.035 x 15.53 x 1.732 = 2.93 kN-m
K (Mx/bd2) = 0.11
Percentage of steel, pt = 0.12
(From Table 2, Design Aids for reinforced concrete to IS 456: 1978)
Area of steel provided, Ast = 0.12 x 15 = 1.8 cm2/m
Therefore, provide #8φ @ 200 c/c (2.51cm2/m)
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CHAPTER 5
RESULTS AND CONCLUSION
5.1 COMPARISON OF STRUCTURAL DESIGN BETWEEN
SOFTWARE AND MANUAL COMPUTATION
Structural design of footing, column and beam are compared from software and manual
calculation and are tabulated below:
5.1.1 FOOTINGFooting for column B1
Load, P = 384 kN
Mx = 8.0 kN-m
My = 7.0 kN-m
Table 5.1 Comparison of footing design
Parameters Manual Software Variation (%)
Length 1800 1750 3
Breadth 1800 1750 3
Depth 300 320 6
Reinforcement #10 @ 170 c/c #10 @ 160 c/c 6
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5.1.2 COLUMN B1
Table 5.2 Comparison of column design
Member Column no. Longitudinal reinforcement Transverse reinforcement
Software
(cm2)
Manual
(cm2)
Variation
(%)
Software
(cm2)
Manual
(cm2)
Variation
(%)
Foundation
to plinth
354 16.08 12.06 33 #8φ @
255c/c
#8φ @
200c/c
2
Plinth to
first floor
7 16.08 12.06 33 #8φ @
255c/c
#8φ @
200c/c
2
First floor to
terrace floor
1 16.08 12.06 33 #8φ @
255c/c
#8φ @
200c/c
2
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5.1.3 BEAM (B1-B2-B3-B4-B5-B6)
Table 5.3 Comparison of beam design
Beam Member Reinforcement Variation
(%)Manual Software
Top Bottom Shear Top Bottom Shear Top Bottom shear
B1-B2 220
221
307
469
288
288
X
X
302
473
286
286
X
X
2
1
1
1
0
0
B2-B3 222
223
438
553
307
307
X
Y
354
455
334
334
X
X
23
21
9
9
0
17
B3-B4 224 429
378
269
269
X
X
436
370
274
274
X
X
2
2
2
2
0
0
B4-B5 225 226
246
0
0
X
X
274
274
0
0
X
X
18
18
0
0
0
0
B5-B6 226 388
310
307
307
X
X
394
310
275
275
X
X
2
0
11
11
0
0
X- 2L # 8φ @ 300 c/c (1.21) Y- 2L # 8φ @ 250 c/c (1.45)
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5.2 CONCLUSION
It is observed from table 5.1, 5.2 and 5.3 that area of steel obtained from software and
manual calculations are comparable.
Therefore, results from software are authentic and can be used directly for the preparation of
structural drawing of canteen cum rest room at Surat airport.