R.I.T.,Rajaramngar. Page 1

K. E. SOCIETY’S

RAJARAMBAPU INSTITUTE OF TECHNOLOGY, RAJARAMNAGAR, ISLAMPUR

(An Autonomous Institute) Affiliated to Shivaji University Kolhapur

2014-2015

DEPARTMENT OF CIVIL ENGINEERING

CERTIFICATE

This is to certify that the project work entitled “Analysis and design of pre-engineered

building for industrial shed” is carried out by students mentioned below, in partial

fulfillment for the award of degree of Third Year Bachelor of Technology in Civil

Engineering, RAJARAMBAPU INSTITUTE OF TECHNOLOGY, RAJARAMNAGAR,

affiliated to Shivaji University, Kolhapur during the academic year 2014-2015. It is certified

that all corrections/suggestions indicated for Internal Assessment have been incorporated in

the report deposited in the department library. The project report has been approved as it

satisfies the academic requirements in respect of project work prescribed for the Bachelor of

Technology Degree

SR.NO. NAME OF STUDENT P.R.N. SIGNATURE

1 Shubham vilas parab 1202016

2 Akshay ashok nikam 1202019

3 Aniket kisan mane 1202030

4 Sujit hanmnat sonwalkar 1202015

R.I.T.,Rajaramngar. Page 2

“Analysis and design of Pre Engineered Buildings for industrial shed”

In structural engineering, a pre-engineered building (PEB) is designed by a PEB supplier

or PEB manufacturer, to be fabricated using best suited inventory of raw materials available

from all sources and manufacturing methods that can efficiently satisfy a wide range of structural

and aesthetic design requirements. as is becoming increasingly common due to the reduced

amount of pre-engineering involved in custom computer-aided designs, so it is also known as

simply Engineered Metal Buildings (EMB).

Pre-engineered building is an assembly of I-shaped members, often referred as I-beams.

In pre-engineered buildings, the I beams used are usually formed by welding together steel plates

to form the I section. The I beams are then field-assembled (e.g. bolted connections) to form the

entire frame of the pre-engineered building. Some manufacturers taper the framing members

(varying in web depth) according to the local loading effects. Larger plate dimensions are used in

areas of higher load effects.

Typically, primary frames are 2D type frames (i.e. may be analyzed using two-

dimensional techniques). Advances in computer-aided design technology, materials and

manufacturing capabilities have assisted a growth in alternate forms of pre-engineered building.

For design a pre-engineered building, engineers consider the clear span between bearing

points, bay spacing, roof slope, live loads, dead loads, collateral loads, wind uplift, deflection

criteria, internal crane system and maximum practical size and weight of fabricated members.

This design is done by computer aided system using software like STADD .PRO.so that we get

accurate load calculation and check suitability of sections.

An efficiently designed pre-engineered building can be lighter than the conventional

steel buildings by up to 30%. Lighter weight equates to less steel and a potential price savings in

structural framework. This new technique is widely adopted in industrial sector.

R.I.T.,Rajaramngar. Page 3

CONTENTS

SR.NO. PAGE NO.

1 TITLE PAGE

2 CERTIFICATE

3 ABSTRACT

4 CONTENTS

5 LIST OF TABLES

6 LIST OF FIGURES

7 NOMENCLATURE

8 ABBREVIATIONS

9 INTRODUCTION

1.1 General

1.2 Motivation of the present work

1.3 Aims and objectives of the present work

1.4 Layout of the thesis Closure

10 LITERATURE REVIEW

11

MATERIALS AND METHODOLOGY

3.1. Load calculation

3.2. Load combinations

3.3. Support specifications

12

EXPERIMENTAL – ANALYTICAL METHODOLOGY

4.1. Staad pro. design steps

4.2. Staad. Pro. Report

R.I.T.,Rajaramngar. Page 4

13 RESULTS AND DISCUSSION

14 CONCLUSIONS AND SCOPE FOR FUTURE STUDY

15 REFERENCES

APPENDIX –I

APPENDIX-II

APPROVED COPY OF SYNOPSIS

ACKNOWLEDGEMENT

R.I.T.,Rajaramngar. Page 5

LIST OF TABLES

Table

No.

Caption

Page

No.

3.1 Material properties for composite laminate. 65

3.2 Normalized transverse displacement ( w ), inplane normal stress ( x ) and

transverse shear stress ( xz ) of an simply supported orthotropic beam in plane stress

condition subjected to sinusoidal load.

69

3.3 Normalized transverse displacement ( w ), inplane normal stress ( x ) and

transverse shear stress ( xz ) of an simply supported orthotropic plate in plane strain

condition subjected to sinusoidal load.

70

R.I.T.,Rajaramngar. Page 6

LIST OF FIGURES

Figure

No.

Caption Page

No.

3.1 A laminated narrow beam in plane stress condition subjected to transverse

loading subjected to transverse loading.

29

3.2 An elastic plate in a plane strain condition with positive set of displacement

components.

29

4.1 Geometry of a simply (diaphragm) supported smart laminate under

cylindrical bending attached with piezoelectric layers at top and bottom and

displacement components.

36

R.I.T.,Rajaramngar. Page 7

NOMENCLATURE

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ABBREVATIONS

PEB Pre engineered building

ODE Ordinary differential equation

3D, 2D, 1D Three, two and one dimension

EBT Euler Bernoulli theory

CLBT Classical lamination beam theory

CLPT Classical lamination plate theory

FOST First-order shear deformation theory

HOST Higher-order shear deformation theory

FE Finite element

R.I.T.,Rajaramngar. Page 9

Chapter 1

INTRODUCTION

1.1 Project Motivation:

Steel industry is growing rapidly in almost all parts of the world. The use of

steel structures is not only economical but also eco friendly. Here we refer “Economical”

with respect to time and cost. This can be Achieved by the application of Pre Engineered

Buildings.

1.2 Project Objectives:

• To study pre engineered building.

• To prepare a model of P.E.B.

• To analyze structure using Stadd Pro.

• To design sections, connections etc.

• To study the effect of P.E.B. for following issues:

• To reduce complexity on site.

• To achieve accuracy.

• Speed of work.

1.3. Present theories and practices:

Pre Engineered Buildings are nothing but steel buildings in which excess steel is avoided

by tapering the sections as per bending moment requirements. In Pre Engineered Buildings total

design is done in factory and as per the design. All the required components are assembled and

erected with nut bolts thereby reducing the time of completion.

1.4 Project Features:

Pre Engineered Building system is Computer assisted and designed to create a building

for specific use

The complete building system is Pre Engineered to facilitate easy production and

assembly on site.

Colour coating is given on top surface for bright appearance with colour with customer’s

choice.

R.I.T.,Rajaramngar. Page 10

.

1.5 Advantages of Pre Engineered Building:

PEB System is zero maintenance & superior in strength than conventional.

Lower Cost.

Quality Control.

Large Clear Spans.

1.6 Project Applications:

• Ware houses

• Factories

• Workshops

• Offices

• Gas stations

• Vehicle parking sheds

• Show rooms

• Aircraft hangers

• Schools

• Sports and recreational facilities

R.I.T.,Rajaramngar. Page 11

Chapter 2

LITERATURE REVIEW

Report on major literature referred and studied. Literature review should include current

thinking, findings, and approaches to the problem. Following citation format should be adopted.

Generally following procedure is adopted.

Name of author – year-work done in our own language (5 to 6 lines )

For ex Turner (1963) presented analysis of structures using stiffness matrix method. They

developed Sample Large-Angle-of-Attack Viscous Hypersonic Flows over Complex Lifting

Configurations. Various research carried out new development of analytical tools.

R.I.T.,Rajaramngar. Page 12

Chapter 3

MATERIALS AND METHODOLOGY

Analysis and design of Pre Engineered building for industrial shed:

3.1. Load calculations:

1. Internal dimensions of building: l=60 m, b=15 m

2. Height of building up to eaves level= 6 m

3. Location of building= Islampur (pune region)

4. Type of roofing = G.I.sheets

5. Area of opening (permeability of building 5% to 20%)

6. Angle of rafter = < 100

7. Spacing between two columns = 6 m

8. Number of frames = 10

R.I.T.,Rajaramngar. Page 13

Plan

Elevation

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Load calculations :

A. Dead load :

Wight of purlin :5 kg/m2

Weight of sheeting :5 kg/m2

Total weight :10 kg/m2=0.1kN/m

2

Total uniformly distributed load = 0.1*6 =0.6 KN/M

Self weight of tapered section

B. Live load:

Live load =0.75 kN/m2

(Angle less than 10 0)

= 0.75*6

=4.5 kN/m2

C. Collateral load:

Collateral load = 0.2* 6 =1.2 KN/M (Assumed)

R.I.T.,Rajaramngar. Page 15

D. Wind load :

Basic wind speed =39 m/s (pune region)

Vz= K1K2K3VB

L-Length of building (Greater hoz dim. Of

bldg.) meters 60

w-Width of building Lesser hoz dim. Of bldg.) m 15

h1-Height of plinth

m 1

h2-Eaves height from FFL

m 6

h-Eaves height from FGL

m 7

Roof Slope

1: 10.0000

Vb-Basic wind speed

m/sec 39

N-Design life of structure; mean probable Years 50

Terrain Category

1

Category1- Exposed open terrain with few or no obstructions having heights less than 1.5m.

Category2- Open terrain with well scattered obstructions having heights between 1.5m.&

10m.

Category3- Terrain with numerous closely spaced obstructions having heights around 10m.

Category4- Terrain with numerous closely spaced high obstructions

Class of Building

C

Class-A - Structure & or compo like cladding, roofing etc having greatest Hoz Or Vert dim < 20m.

Class-B - Structure & or compo like cladding, roofing etc having greatest Hoz Or Vert dim bet 20-50

Class-C - Structure & or compo like cladding, roofing etc having greatest Hoz Or Vert dim > 50m.

K1-Risk Coeff.

1

HT Max Height of building from

FGL

m 6

K2-Terrain,Str-height &size factor

0.990

K3-Topography Factor

1

Vz-Design wind speed

m/sec 38.61

Pz-Design wind pressure

KN/m^2 0.894

R.I.T.,Rajaramngar. Page 16

Cpe-External Pressure coeff for walls

w

C

Table No.4 IS 875 (Part3) -1987

H A

B

D

Elevation

Plan

h/w

0.467

L/w

4.000

Wind Angle A B C D Local

0o

^ to wall 0.7 -0.25 -0.6 -0.6 -1

90oIIto wall -0.5 -0.5 0.7 -0.1 -1

Cpe-External Pressure coeff for Pitched Roof of Single Span Bldg.

Table No.5 IS 875 (Part3) -1987

Roof Angle in degrees

5.71

Wind Angle 0o ^ to ridge

EF GH

H

Elevation

L

E G

Q

Wind

F H

W

Plan

Roof Angle-1

5

Roof Angle-2

10

R.I.T.,Rajaramngar. Page 17

Roof Wind Angleq = 0o Wind Angleq = 90

o

Angle EF GH EG FH

5 -0.90 -0.40 -0.80 -0.40

10 -1.20 -0.40 -0.80 -0.60

5.71 -0.94 -0.40 -0.80 -0.43

Local coeff = -2.0

Wind Drag

Cpi-Internal Pressure Coeff

0.5

Opennings not more than 5% of wall area 0.2

Opennings between 5% to 20% of wall area

0.5

Opennings larger than than 20% of wall area 0.7

RIGID FRAME COEFFICIENT

*(23) WIND COEFFICIENTS

*Surf Wind_ 1 Wind_ 2

Long _Wind Surface

*Id Left Right Left Right

1 2 Friction

1 0.2 -0.75 1.2 0.25

-1 0 0

2 -1.44 -0.90 -0.44 0.10

-1.30 -0.30 0

3 -0.90 -1.44 0.10 -0.44

-1.30 -0.30 0

4 -0.75 0.2 0.25 1.2

-1 0 0

FRONT / BACK SIDE WALL

*(19)WIND

PRESSURE/SUCTION:

*Wind *Wind

*Pressure *Suction

1.073 -0.894 ..Girt/Header

1.073 -0.894 ..Panel

1.073 -0.894 ..Jamb

1.073 -0.894

..Parapet

Girt

EDGE/ CORNER ZONE (MM) 3750

LOCAL COEFF

-1.5

RATIO LOCAL TO AVERAGE 1.5

R.I.T.,Rajaramngar. Page 18

LEFT/RIGHT ENDWALL

*(38)WIND

PRESSURE/SUCTION:

*

*Wind *Wind

*Pressure *Suction

1.073 -0.984 ..Column

1.073 -0.984 ..Girt/Header

1.073 -0.984 ..Jamb

1.073 -0.984 ..Panel

1.073 -0.984

..Parapet

Girt

*(39) WIND COEFFICIENTS

*Surf Rafter_Wind_ 1 Rafter_Wind_ 2 Bracing _Wind Long Surface

*Id Left Right Left Right Left Right Wind Friction

1 0.2 -0.75 1.2 0.25 0.2 -0.75 -1 0

2 -1.44 -0.90 -0.44 0.10 -1.44 -0.90 -1.30 0

3 -0.90 -1.44 0.10 -0.44 -0.90 -1.44 -1.30 0

4 -0.75 0.2 0.25 1.2 -0.75 0.2 -1 0

ROOF DESIGN

*(38)WIND

PRESSURE/SUCTION:

*

*Wind *Wind *Wind

*Pressure *Suction *Suct_Roof

0.089 -1.290

..Purlins

0.089 -1.290

..Purlins, Gable Extension

0.089 -1.290

..Interior Roof

Panels

0.626 -0.089 -0.894 ..Long Bracing,Building

1.073 -0.537

..Long Bracing,Wall Edge Zone

1.073 -0.537 -0.894 ..Long Bracing,Facia/Parapet

EDGE/ CORNER ZONE (MM) 2250

LOCAL COEFF.(INCL INT SUCT.) -2.05

RATIO LOCAL TO AVERAGE 1.42101

R.I.T.,Rajaramngar. Page 19

3.2. Load combinations:

a. Load combination of strength:

1. (D.L.+L.L.)*1.5+1.05 *C.L.

2. (D.L.+W.L.S.)*1.5

3. (D.L.+W.R.P.)*1.5

4. (D.L.+W.R.S.)*1.5

5. (D.L.+W.P.P.)*1.5

6. (D.L.+W.P.S.)*1.5

7. (D.L.+L.L.)*1.2+1.05*C.L.+0.6* W.L.P.

8. (D.L.+L.L.)*1.2+1.05*C.L.+0.6* W.L.S.

9. (D.L.+L.L.)*1.2+1.05*C.L.+0.6* W.R.P.

10. (D.L.+L.L.)*1.2+1.05*C.L.+0.6* W.R.S.

11. (D.L.+L.L.)*1.2+1.05*C.L.+0.6* W.P.P.

12. (D.L.+L.L.)*1.2+1.05*C.L.+0.6* W.P.S.

b. Load combination of serviceability:

1. (D.L.+L.L.+C.L.)*1

2. D.L.* 1+(L.L.+C.L+W.L.P.)*0.8

3. D.L.* 1+(L.L.+C.L+W.L.S.)*0.8

4. D.L.* 1+(L.L.+C.L+W.R.P.)*0.8

5. D.L.* 1+(L.L.+C.L+W.R.S.)*0.8

6. D.L.* 1+(L.L.+C.L+W.P.P.)*0.8

7. D.L.* 1+(L.L.+C.L+W.P.S.)*0.8

8. (D.L.+W.L.P.)*1

9. (D.L.+W.L.S.)*1

10. (D.L.+W.R.P.)*1

11. (D.L.+W.R.S.)*1

12. (D.L.+W.P.P.)*1

13. (D.L.+W.P.S.)*1

R.I.T.,Rajaramngar. Page 20

R.I.T.,Rajaramngar. Page 21

Chapter 4

EXPERIMENTAL – ANALYTICAL METHODOLOGY

4.1. Staad .Pro. design steps:

R.I.T.,Rajaramngar. Page 22

R.I.T.,Rajaramngar. Page 23

Chapter 5

RESULTS AND DISCUSSION

R.I.T.,Rajaramngar. Page 24

R.I.T.,Rajaramngar. Page 25

Chapter 6

CONCLUSIONS AND SCOPE FOR FUTURE STUD

R.I.T.,Rajaramngar. Page 26

REFERENCES

Alphabetic sequences

For ex

Aithraju, V.R., and Averill, R.C. (1999). “Co zig-zag finite element for analysis of laminated composite

beams”, ASCE Journal of Engineering Mechanics, 125(3), 323-331

Allik, H. and Hughes, T.J.R. (1970). “Finite element method for piezoelectric vibration”, International

Journal for Numerical Methods in Engineering, 2, 151-157

Altay, G. and DokmeTubular Structure, Technology Exchange Center in Heilongjiang Province, Harbin,

China, 112–118.

Sites –

http://www.library.uq.edu.au/training/citation/vancouv.pdf

http://www.library.uq.edu.au/training/citation/harvard_6.pdf

http://www.lib.monash.edu.au/tutorials/citing/vancouver.html

http://www.library.dmu.ac.uk/Images/Selfstudy/Harvard.pdf

http://www.library.uow.edu.au/content/groups/public/@web/@health/documents/doc/uow025425.p

df

R.I.T.,Rajaramngar. Page 27

ACKNOWLEDGEMENTS

We must mention several individuals and organizations that were of enormous help in the

development of this work. Prof.P.M.Mohite my supervisor, philosopher and encouraged us to carry this

work. His continuous invaluable knowledgably guidance throughout the course of this study helped me to

complete the work up to this stage and hope will continue in further research.

In addition, very energetic and competitive atmosphere of the Civil Engineering Department

had much to do with this work. I acknowledge with thanks to faculty, teaching and non-teaching staff of

the department, Central library and Colleagues.

I sincerely thank to Dr.S.S.Kulkarni, for supporting me to do this work and I am very

much obliged to her.

Last but not the least my father, my mother, constantly supported me for this work in all aspects

RIT Sakhrale, Shubham vilas parab- 1202016

Akshay ashok nikam 1202019

Aniket kisan mane 1202030

Sujit hanmant sonwalkar 1202015