This document describes a project to analyze and design a pre-engineered building for an industrial shed. It provides details of the building dimensions, location, and loading conditions. It outlines the methodology, which includes calculating dead loads, live loads, and wind loads. Load calculations are presented for self-weight, roofing, purlins, sheeting, live loads, and wind loads based on the building's location in Pune, India. The document also includes plans and elevations of the building and tables of material properties and load combinations that will be used in the structural analysis and design using STAAD Pro software.

1. 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

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“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.

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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

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13 RESULTS AND DISCUSSION
14 CONCLUSIONS AND SCOPE FOR FUTURE STUDY
15 REFERENCES
APPENDIX –I
APPENDIX-II
APPROVED COPY OF SYNOPSIS
ACKNOWLEDGEMENT

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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

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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

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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

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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.

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.
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

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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.

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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

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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/m2
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)

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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

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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
90o
IIto 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

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Roof Wind Angleq = 0o
Wind Angleq = 90o
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

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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

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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

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21. R.I.T.,Rajaramngar. Page 21
Chapter 4
EXPERIMENTAL – ANALYTICAL METHODOLOGY
4.1. Staad .Pro. design steps:

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Chapter 5
RESULTS AND DISCUSSION

24. R.I.T.,Rajaramngar. Page 24

25. R.I.T.,Rajaramngar. Page 25
Chapter 6
CONCLUSIONS AND SCOPE FOR FUTURE STUD

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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

27. 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