36099327-rcc report of canteen

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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



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



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



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.



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



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



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

III



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



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

V



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

V



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.

VI



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.

VII



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

1



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.

2



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.

3



• 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

4



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.

5



• 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

6



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.

7



• 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.

8



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


150mm terracing = 0.15 x 20 = 3.0 kN/m2

Total = 5.875 kN/m2 ≈ 6 kN/m2

Live load = 1.5 kN/m2


d) Toilet area

Dead load


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

9



Live load = 2 kN/m2


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.

10



• 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)

11



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

12



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.

13



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)

14



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



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





15



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)

16



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.

17



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 - - - -

18



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)

19



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

20






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




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




21



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

22



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

23



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)

24



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.

36099327-rcc report of canteen

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