Structural Steel Connection Handbook

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Handbook1:DesignofStructuralSteelConnections
Connection Handbook 1
BACKGROUND AND THEORY
Handbook 1:
Design of Structural Steel Connections
First Edition 2007
Author T.J. Hogan
Contributing author and editor S.A. Munter
HB1- Cover Final (8mm) 17/1/08 11:25 AM Page 1

Handbook 1.
Design of structural steel connections.
by
T.J.Hogan
contributing author & editor
S.A.Munter
first edition - 2007

handbook 1
design of structural steel connections, first edition
ii
AUSTRALIAN STEEL INSTITUTE
(ABN)/ACN (94) 000 973 839
Handbook 1.
Design of structural steel connections
Copyright © 2007 by AUSTRALIAN STEEL INSTITUTE
Published by: AUSTRALIAN STEEL INSTITUTE
All rights reserved. This book or any part thereof must not be reproduced in any form without
the written permission of Australian Steel Institute.
Note to commercial software developers: Copyright of the information contained within this publication is
held by Australian Steel Institute (ASI). Written permission must be obtained from ASI for the use of any
information contained herein which is subsequently used in any commercially available software package.
FIRST EDITION 2007 (LIMIT STATES)
National Library of Australia Cataloguing-in-Publication entry:
Hogan, T.J.
Handbook 1: Design of structural steel connections
1
st
ed.
Bibliography.
ISBN 978 0 909945947 (pbk.).
1. Steel, Structural—Standards - Australia.
2. Steel, Structural—Specifications - Australia.
3. Joints, (Engineering)—Design and construction.
I. Munter, S.A.
II. Australian Steel Institute.
III. Title
(Series: Structural steel connection series; 1).
This publication originated as part of
Design of structural connections
First edition 1978
Second edition 1981
Third edition 1988
Fourth edition 1994
Also in this series:
Design capacity tables for structural steel, Volume 3: Simple connections – open sections
Design Guide 1: Bolting in structural steel connections
Design Guide 2: Welding in structural steel connections
Design Guide 3: Web side plate connections
Design Guide 4: Flexible end plate connections
Design Guide 5: Angle cleat connections
Design Guide 6: Seated connections
Disclaimer: The information presented by the Australian Steel Institute in this publication has been
prepared for general information only and does not in any way constitute recommendations or
professional advice. While every effort has been made and all reasonable care taken to ensure the
accuracy of the information contained in this publication, this information should not be used or relied
upon for any specific application without investigation and verification as to its accuracy, suitability and
applicability by a competent professional person in this regard. The Australian Steel Institute, its officers
and employees and the authors and editors of this publication do not give any warranties or make any
representations in relation to the information provided herein and to the extent permitted by law (a) will
not be held liable or responsible in any way; and (b) expressly disclaim any liability or responsibility for
any loss or damage costs or expenses incurred in connection with this publication by any person, whether
that person is the purchaser of this publication or not. Without limitation, this includes loss, damage, costs
and expenses incurred as a result of the negligence of the authors, editors or publishers.
The information in this publication should not be relied upon as a substitute for independent due
diligence, professional or legal advice and in this regards the services of a competent professional person
or persons should be sought.

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CONTENTS
Page
List of figures iv
List of tables v
Preface vi
About the author vii
About the contributing author and editor vii
Acknowledgements viii
1 CONCEPT OF DESIGN GUIDES............... 1
1.1 Background 1
2 BACKGROUND DISCUSSION................... 2
2.1 General considerations 2
2.2 Forms of construction 3
2.3 Connection design models 6
2.4 Connection characteristics 7
3 BOLTS AND BOLT GROUPS .................. 10
3.1 Bolt types and bolting categories 10
3.2 Bolt dimensions 11
3.3 Dimensions of wrenches for
installing bolts 12
3.4 Bolt mechanical properties 14
3.5 Design requirements for bolts 15
3.6 AS 4100 Design requirements—
Strength limit state 17
3.7 AS 4100 design requirements—
Serviceability limit state 23
3.8 Geometric requirements of
AS 4100 for bolted connections 26
3.9 Bolt group loaded in-plane 28
3.10 Design example No. 1— Design of
bolts in lap splice connection 39
3.11 Design example No. 2— Design of
bolt group loaded in-plane 41
3.12 Bolt group loaded out-of-plane 44
3.13 Prying action 46
3.14 Design example No. 3— Design
of bolt group loaded out-of-plane 50
4 WELDS AND WELD GROUPS................. 52
4.1 Weld types 52
4.2 Standard weld symbols 53
4.3 Selection of prequalified welding
consumables 54
4.4 Weld categories 55
4.5 Design of butt welds—
4.6 Design of fillet welds—
4.7 Weld group loaded in-plane 62
4.8 Weld group loaded out-of-plane 66
Page
4.9 Weld group loaded by general
set of design actions 67
4.10 Properties of common fillet
weld groups 69
4.11 Practical fillet weld groups 71
4.12 Design example No. 4—
Design of fillet weld group
loaded in-plane 75
Design of fillet weld group loaded
out-of-plane 76
5 CONNECTION COMPONENTS................77
5.1 Angle components 77
5.2 Flat bar components 79
5.3 Plate components 80
5.4 Design capacities 81
6 SUPPORTED MEMBERS .........................86
6.1 General 86
6.2 Uncoped sections 87
UB unholed and holed moment
and shear capacity 93
6.4 Single web coped sections 95
UB single web coped moment
6.6 Double web coped sections 102
UB double web coped moment
6.8 Lateral torsional buckling 106
6.9 Block shear failure of coped
sections 107
6.10 Web reinforcement of coped
supported members 109
7 SUPPORTING MEMBERS......................110
7.1 Rationalised dimensions 110
7.2 Gauge lines 113
8 MINIMUM DESIGN ACTIONS ON
CONNECTIONS......................................116
8.1 AS 4100 Requirements 116
9 REFERENCES........................................118
APPENDICES
A Limcon software 120
B ASI Handbook 1
comment form 125

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LIST OF FIGURES
Page
Figure 1 Rigid connections ........................... 4
Figure 2 Simple connections ........................ 5
Figure 3 Moment rotation characteristics
of typical connections ..................... 7
Figure 4 End plate tear-out failure edge
distances ...................................... 16
Figure 5 End plate tear-out failure force
components.................................. 16
Figure 6 End plate tear-out, simple case .... 16
Figure 7 Lap joint and brace/gusset
connection .................................... 21
Figure 8 Bolt group subject to in-plane
moment ........................................ 28
Figure 9 Bolt group subject to shear
forces at centroid.......................... 29
Figure 10 Bolt group subject to a general
load set......................................... 29
Figure 11 Graphical relationship—Bolt force
to component displacement......... 30
Figure 12 Horizontal and vertical bolt
forces at an extreme bolt .............. 31
Figure 13 Single bolt column loaded
in-plane......................................... 32
Figure 14 Single bolt column–Forces
and edge distances for end plate
tear-out or bearing failure ............. 33
Figure 15 Double bolt column loaded
in-plane......................................... 35
Figure 16 Double bolt column–Forces
and edge distances for end plate
tear-out or bearing failure ............. 36
Figure 17 Bolted plate splice ........................ 39
Figure 18 Bolt group loaded in-plane............ 41
Figure 19 Bolt group loaded out-of-plane—
Design actons............................... 44
Figure 20 Double bolt column geometry ....... 45
Figure 21 Prying mechanism in T-stub
connection .................................... 46
Figure 22 Graphical relationship—Bolt
load/applied load for a stiff
T-stub flange ................................ 47
Figure 23 Graphical relationship—Bolt
load/applied load for a flexible
T-stub flange ................................ 47
Figure 24 T-stub critical dimensions and
design actions .............................. 48
Figure 25 T-stub parameters ........................ 48
Figure 26 Bolt group loaded out-of-plane ..... 50
Figure 27 T-stub geometry ........................... 51
Figure 28 Weld types.................................... 52
Figure 29 Symbols for welds on drawings .... 53
Figure 30 Design throat thickness of
incomplete penetration butt weld .. 57
Figure 31 Design throat thickness of
fillet welds..................................... 58
Figure 32 Design actions on a fillet weld ...... 60
Page
Figure 33 Design forces per unit length
parallel to weld group axes x, y, z .61
Figure 34 Fillet weld subject to longitudinal
and transverse shear forces ..........61
Figure 35 General fillet weld group................63
Figure 36 Horizontal and vertical weld
component forces at a point
in a weld group..............................65
Figure 37 Fillet weld group loaded
out-of-plane ...................................66
Figure 38 General fillet weld group................67
Figure 39 Possible critical points in
particular fillet weld group..............71
Figure 40 Fillet weld group loaded in-
and out-of-plane ............................72
Figure 41 Two parallel vertical welds
loaded out-of-plane .......................72
Figure 42 Two parallel horizontal welds
loaded out-of-plane .......................74
Figure 43 Fillet weld group loaded in-plane...75
Figure 44 Fillet weld group loaded
out-of-plane ...................................76
Figure 45 Rectangular connection
component geometry.....................81
Figure 46 Rectangular component design
moment capacity—Major axis........82
moment capacity—Minor axis........82
capacity in axial tension ...............83
Figure 49 Examples of block shear
failure in components ....................84
Figure 50 Block shear area in components ...85
Figure 51 Section with holes in both flanges .88
Figure 52 Section with holes in one flange ....88
Figure 53 Section with holes in one flange ....89
Figure 54 Single web coped (SWC) sections 95
Figure 55 SWC universal beam (UB) ............95
Figure 56 T-Section of SWC UB showing
elastic neutral axis.........................96
Figure 57 SWC UB T-section with plastic
neutral axis in web.........................96
Figure 58 SWC UB T-section with plastic
neutral axis in the flange ...............97
Figure 59 SWC universal beam example ....101
Figure 60 Double web coped (DWC)
sections.......................................102
Figure 61 Elastic neutral axis in
DWC section ...............................103
Figure 62 DWC universal beam example ....105
Figure 63 Block shear failure in DWC
members .....................................107
Figure 64 Block shear area in SWC
and DWC members.....................108
Figure 65 Web reinforcement of coped
supported members.....................109

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LIST OF TABLES
Page
Table 1 Bolt category identification
system.......................................... 10
Table 2 Dimensions of commercial
bolts and nuts ............................... 11
Table 3 Dimensions of high strength
structural bolts and nuts ............... 11
Table 4 Dimensions of wrenches for
determining erection
clearances ................................12,13
Table 5 Metric hexagon commercial bolts . 14
Table 6 High strength structural bolts........ 14
Table 7 AS 4100 Clause 9.3.2 provisions,
strength limit state, static loads..... 17
Table 8 Design areas of bolts.................... 18
Table 9 Strength limit state commercial
bolts 4.6/S bolting category .......... 19
Table 10 Strength limit state high strength
structural bolts 8.8/S, 8.8/TB,
8.8/TF bolting categories .............. 20
Table 11 Reduction factor for lap
connections .................................. 22
Table 12 AS 4100 Clause 9.3.3
provisions serviceability
limit state—Static loads ................ 24
Table 13 Serviceability limit state high
strength structural bolts 8.8/TF
bolting category ............................ 25
Table 14 Minimum edge distances.............. 26
Table 15 AS 4100 provisions for slotted
and oversize holes........................ 27
Table 16 Single bolt column ........................ 32
Table 17 Bolt group design factors
for single column of bolts.............. 34
Table 18 Double bolt column....................... 35
Table 19 Bolt group factors for double
column of bolts ............................. 37
Table 20 Bolt group factors for double
column of bolts ............................. 38
Table 21 Prequalified welding
consumables ................................ 54
Table 22 Strength of weld metal.................. 54
Table 23 Design capacities of equal
leg fillet welds per unit length
Category SP ................................. 59
Table 24 Design capacities of equal
leg fillet welds per unit length
Category GP................................. 59
Table 25 Properties of common fillet weld
groups treated as line elements.... 69
Table 26 Equal angles—Rationalised
dimensions for detailing................ 77
Table 27 Unequal angles—Rationalised
dimensions for detailing................ 77
Page
Table 28 Gauge lines for angles ..................78
Table 29 Strengths of angles to
AS/NZS 3679.1 Grade 300............78
Table 30 Flats ..............................................79
Table 31 Strength of plate to AS/NZS 3678
Grade 250 .....................................80
Table 32A Universal beams, Grade 300—
Design section moment and
web capacities...............................91
Table 32B Parallel flange channels,
Grade 300—Design section
moment and web capacities ..........91
Table 32CWelded beams, Grade 300—
web capacities...............................92
Table 33A Single web coped universal
beams, Grade 300—Design
section moment and shear
capacities ......................................99
Table 33B Single web coped parallel
flange channels, Grade 300—
shear capacities ..........................100
Table 34A Double web coped universal
beams, Grade 300—Design
section moment and shear
capacities ....................................104
Table 34B Double web coped parallel
flange channels, Grade 300—
shear capacities ..........................104
Table 35 Universal beams rationalised
dimensions for detailing...............110
Table 36 Universal columns rationalised
Table 37 Welded beams rationalised
Table 38 Welded columns rationalised
Table 39 Parallel flange channels
rationalised dimensions for
detailing.......................................112
Table 40 Gauge lines for universal
sections.......................................113
Table 41 Gauge lines for welded section
flanges.........................................114
Table 42 Gauge lines for welded section
webs............................................114
Table 43 Gauge lines for parallel flange
channels......................................115

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PREFACE
This new series of connection publications by the Australian Institute of Steel (ASI) covering
capacity tables, theory and design of individual simple connections will be known as the
Structural Steel Connections Series, Part 1: 1st
ed. 2007 (“Connection Series, Part 1”). This
Connection Series, Part 1 details the method of design and provides capacity tables and
detailing parameters for a range of simple connections commonly used for structural steelwork
in Australia. Connections have a major engineering and economic importance in steel structures
influencing design, detailing, fabrication and erection costs. Standardisation of design approach
integrated with industry detailing is the key to minimum costs at each stage. This Connections
Series, Part 1 in conjunction with the future Connection Series, Part 2 for rigid connections
(collectively the Structural Steel Connections Series or “Connection Series”) replaces and
enhances an ASI flagship publication first released in 1978 at which time connection design
theories were developed for the purpose of generating and releasing connection capacity
tables. The first three editions were released in permissible stress format. The fourth edition
Design of Structural Connections (often referred to as the Green Book) was released in 1994 in
limit state format but there was no subsequent release of a limit state companion document
containing connection design capacity tables.
Handbook 1: Design of structural steel connections is the hub of a new Connections Series
expanding and revising the elemental connection theory contained in previous editions of
Design of Structural Connections. This has been achieved through extensive local and
international literature reviews using ASI’s close association with like organisations and
searching the wealth of material contained in the ASI Library facility (the largest in the Southern
Hemisphere). This process consolidated industry best practice, references and research
papers. Handbook 1 formulates the elemental equations and procedures for the assessment of
bolts, bolt groups, welds, weld groups, connection components and supporting members in
standardised structural connections. Dimensions and clearances for bolt installation have been
revised and new theory for bolt groups loaded out-of-plane added.
The new Connections Series format with separate design guides for individual connection types
is intended to facilitate addition to or revision of connection model theory using relevant new
local or international research as deemed appropriate by the ASI. Connection models
developed using the Handbook 1 theory follow a stylised page format with a numbered DESIGN
CHECK procedure to simplify connection capacity assessment. This Connection Series, Part 1
also revises the third edition of Bolting of steel structures in Design Guide 1 now known as
Bolting in structural steel connections. Another important design guide (Design Guide 2) has
been specifically developed called Welding in structural steel connections. Design Capacity
Tables V3: Simple Connections – Open Sections consolidates design capacity tables contained
in the individual connection design guides (specifically Design Guide 3: Web Side Plate, Design
Guide 4: Flexible End Plate and Design Guide 5: Angle Cleat Connections) and is known as the
Design Capacity Tables for Structural Steel V3, Simple Connections (“Simple Connection DCTs
V3).
Engineering Systems has worked closely with the ASI to further develop Limcon as the
companion program for this new Connection Series. The latest version of Limcon (V3.5) fully
implements the new connection design models and was employed in checking the design
tables. The Limcon output for one or more of the worked examples is included in an appendix to
each design guide for each connection design type. The program is an efficient tool covering
the full range of structural connections, including those beyond the scope of capacity tables
provided in the Connection Series.
An appendix to each publication in the series also contains an ASI comment form. Users of this
Connections Series are encouraged to photocopy this one page form and forward any
suggested improvements which may be incorporated into future editions.
T.J. Hogan
S.A. Munter

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ABOUT THE AUTHOR
Tim Hogan is Director of SCP Consulting Pty Ltd. His academic achievements include a
Bachelor of Engineering from the University of NSW with 1st
Class Honours and the University
Medal. Post graduate qualifications include a Master of Engineering Science and a Master of
Business Administration. Tim is a Member of the Institution of Engineers Australia with CPEng
and FIE Aust. status.
His early experience was on bridge design and construction with the NSW Public Works
Department and subsequently as Development Engineer and then Engineering Manager with
the Australian Institute of Steel Construction until 1980. Consulting experience with SCP
Consulting since 1980 has included design and supervision of large steel framed buildings,
industrial buildings, mill buildings, retail developments, defence infrastructure and composite
steel-concrete buildings. His published works deal primarily with the areas of composite
construction, steel connections, fabrication and erection of steel structures and he was a major
contributor and editor of the Commentary to AS 4100. He is a member of a number of
Standards Australia Committees dealing with steel and composite structures and is currently
Chairman of Committee BD-001 Steel Structures and BD-032 Composite Construction. He
received an award from Standards Australia for his contributions to writing of Australian
Standards.
ABOUT THE CONTRIBUTING AUTHOR AND EDITOR
Scott Munter is now the National Structural Decking Manager for BlueScope Lysaght. He was
formerly the National Manager—Engineering & Construction for the Australian Steel Institute
(ASI) and worked in this role from 2000 to 2007. This key role involved setting the technical
leadership of ASI in support of design and construction to enable the efficient specification and
use of steel in construction. Responsibilities included ASI technical publications, advice on
industry best practice, ASI and Code committees, presentations and lecturing.
Scott is a Member of the Institution of Engineers Australia with CP Eng & NPER (Structural)
status. He holds a Bachelor of Structural Engineering from the University of Technology,
Sydney with 1st
Class Honours and the University Medal. His professional career includes 15
years in consulting civil and structural engineering working for Tim Hogan at SCP Consulting.
His consulting experience includes a strong steel focus with major infrastructure, industrial and
commercial developments plus domestic construction.

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ACKNOWLEDGEMENTS
The authors would like to extend special thanks to:
The ASI Connections Steering Ccommittee consisting of Richard Collins (Engineering Systems),
Anthony Ng (OneSteel Market Mills), Arun Syam (Smorgon Steel Tube Mills) for their respective
contributions with the development and review of the technical and editorial content of the
revised ASI Connection Manual.
Significant contributions were made by:
• Richard Collins—Engineering Systems in the development and upgrade of the Limcon
software code in parallel with the design theory aiding in the editing and validation of the
revised models.
• Standards Australia for providing their technical typesetting expertise.
• Whizzcad Pty Ltd with drafting and graphics for publishing.
• ASI State Engineering & Construction Special Sub-Committees for progressive
engineering and industry review of manuscripts.
Together with support of:
• All facets of the ASI membership including design engineers, steelwork detailers and
fabricators in contributing industry best practice and standards through ASI surveys and
direct consultation to establish the theory and geometry in this new ASI Connection
Manual.

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1 CONCEPT OF DESIGN GUIDES 1.1 Background
The ASI was formed in 2002 through the merger of Australian Institute of Steel Construction
(AISC) and Steel Institute of Australia (SIA). The former AISC published a design manual giving
guidance on the design of structural connections in steelwork (Ref. 2).
ASI is updating Reference 2 by way of the Connection Series including design guides, dealing
with connection parts and individual connection types. The overall series of connections
publications will be known as the Connections Series.
The former AISC also published a manual containing standardised detailing for simple
connections, accompanied by load tables (Ref. 3).
Wherever possible each design guide for individual connection types contains standardised
detailing and design capacity tables for the connection type covered by that design guide
derived using the design models in that design guide.
The Connection Series is a specialist series devoted to the design of connections in structural
steel in accordance with current Australian Standard AS4100 (Ref 1.), reflecting the current
state of knowledge of connection behaviour from test results. In some instances, the test
evidence is sparse and in other instances the evidence is contradictory or clouded. Each design
guide in the Connection Series has been written by weighing the evidence to provide
recommended design procedures based in part on the design procedures used in equivalent
manuals and/or published papers.
Each design guide is intended to provide a design model which gives a reasonable estimate of
connection design capacity and effort has been expended in researching and developing design
models which can be justified on the basis of the available research and current design
practice. It is to be emphasised that for the connections model presented, the design model is
not the only possible model. It is therefore not intended to suggest that other models may
not result in adequate connection capacity and further reference is made to the
Disclaimer on page ii of this publication as to the required investigation and verification
by a competent professional person or persons in regards to the accuracy, suitability and
applicability of the materials provided in this Connections Series.
The connections dealt with are those presently in common use in Australia and reflect the types
of connections covered within the earlier AISC Standardized Structural Connections (Ref. 3).

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2 BACKGROUND DISCUSSION 2.1 General considerations
In structural steel connections, there are two fundamental considerations:
(a) the connection designer requires a realistic estimate of connection strength in order that a
connection will be economical (not over-designed) and safe (design capacity exceeds
design actions); and
(b) the connection must be detailed in such a way that it is economic to fabricate and erect,
while recognising that the connection detailing may have an important impact on the
strength of the connection.
Any design model for assessing the strength of a connection must take account of the following
four elements:
(i) the strength of the fasteners (bolts and welds);
(ii) the strength of the connection components (plates, flat bars, angles, gusset plates);
(iii) the strength of the connected member in the vicinity of the connection;
(iv) the strength of the supporting member in the vicinity of the connection.
Codes for the design of steel structures primarily deal with member design as a whole, rather
than specifically allowing for local effects, and provide only the basic information on fastener
design. No code specifies a detailed design procedure for any type of connection, leaving the
assessment of how a connection behaves and how its behaviour should be allowed for in design
to the individual designer. This presents the designer with a considerable task considering the
large number of different connection types that may be encountered, each requiring individual
research and assessment. A series such as this seeks to assist the designer by providing
guidance in order to reduce the task considerably.

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2 BACKGROUND DISCUSSION 2.2 Forms of construction
AS 4100 allows for three forms of construction which relate to the behaviour of the connections.
It then requires that the design of the connections be such that the structure is capable of
resisting all design actions, calculated by assuming that the connections are appropriate to the
form of construction of the structure or structural part. The design of the connections required is
to be consistent with the form of construction assumed.
The three forms of construction are:
Rigid construction—For rigid construction, the connections are assumed to have sufficient
rigidity to hold the original angles between the members unchanged. The joint
deformations must be such that they have no significant influence on the distribution of
the action effects nor on the overall deformation of the frame.
Semi-rigid construction—For semi-rigid construction, the connections may not have sufficient
rigidity to hold the original angles between the members unchanged, but are required to
have the capacity to furnish dependable and known degree of flexural restraint. The
relationship between the degree of flexural restraint and the level of the load effects is
required to be established by methods based on test results.
Simple construction—For simple construction, the connections at the ends of members are
assumed not to develop bending moments. Connections between members in simple
construction must be capable of deforming to provide the required rotation at the
connection and are required to not develop a level of restraining bending moment which
adversely affects any part of the structure. The rotation capacity of the connection must
be provided by the detailing of the connection and must have been demonstrated
experimentally. The connection is then required to be considered as subject to reaction
shear forces acting at an eccentricity appropriate to the connection detailing.
Examples of rigid connections include (Figure 1):
—welded moment connection
—bolted moment end plate
—moment splice (bolted or welded)
—moment transmitting base plate.
Examples of simple connections include (Figure 2):
—angle seat
—bearing pad
—flexible end plate
—angle cleat
—web side plate or fin plate.

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FIGURE 1 RIGID CONNECTIONS

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FIGURE 2 SIMPLE CONNECTIONS

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2 BACKGROUND DISCUSSION 2.3 Connection design models
Clause 9.1.3 of AS 4100 (Ref. 1) nominates the basic requirements that any design model must
have for the design of a steel connection if the design model is to be acceptable. These
requirements are as follows:
‘Each element in a connection shall be designed so that the structure is capable of
resisting all design actions. The design capacities of each element shall be not less than
the calculated design action effects.
Connections and the adjacent areas of members shall be designed by distributing the
design action effects so that they comply with the following requirements:
(a) The distributed design action effects are in equilibrium with the design action effects
acting on the connection.
(b) The deformations in the connection are within the deformation capacities of the
connection elements.
(c) All of the connection elements and the adjacent areas of members are capable of
resisting the design action effects acting on them.
(d) The connection elements shall remain stable under the design action effects and
deformations.
Design shall be on the basis of a recognised method supported by experimental evidence.
Residual actions due to the installation of bolts need not be considered.’
The onus is placed on the structural steel designer to ensure that the actual behaviour of a
connection does not have a deleterious effect on the members of the steel frame and that the
connection conforms to the requirements specified in AS 4100 (Ref. 1).
AS 4100 attempts to correct for the difference between assumed and real behaviour only in the
case of simple construction. AS 4100 recognises that real simple connections will actually
transmit some bending moment as well as the shear force for which such connections are
designed (see Section 2.4).
These bending moments are conservatively neglected in proportioning the beams, since their
magnitudes are at present not reliably known, but they are accounted for in proportioning the
columns through the application of AS 4100 Clause 4.3.4, which requires the line of action of a
beam reaction to be taken at 100 mm from the face of the column towards the span, or at the
centre of bearing, whichever is the greater. Thus all building columns in practice become beam-
columns, being designed for at least this minimum level of bending moment from a connection.
Note that loss of rigidity in real ‘rigid’ connections will cause a redistribution of bending
moments in a frame which may adversely affect some members (see Section 2.4).

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2 BACKGROUND DISCUSSION 2.4 Connection characteristics
Figure 3 illustrates typical moment-rotation characteristics for a variety of both ‘simple’ and
‘rigid’ connections. It is clear from this figure that no connection is either fully rigid (vertical axis)
or truly pinned (horizontal axis) and it is also apparent that whether a connection is ‘rigid’ or
‘simple’ may well depend on the rotation which is imposed on it by the supported member.
Although no connections are ideal pins, all of the typical simple connections would be suitable
for simple design within the meaning of Clause 4.2 of AS 4100. Connections connect a
‘member’ to a ‘support’. In the case of simple connections, supports may be considered to be
‘flexible’ or ‘stiff’, in the extreme. In practice, no support is purely ‘flexible’ (i.e. all beam end
rotation is accommodated by movement of the support) nor purely ‘stiff’ (i.e. all beam end
rotation is accommodated by deformation within the connection), but rather lies somewhere
between the two extremes.
FIGURE 3 MOMENT ROTATION CHARACTERISTICS OF TYPICAL CONNECTIONS
In a true flexible support situation, the laws of statics demand that the bolt or weld groups and
the connection components must resist the full effect of the bending moment and shear at the
position of the connection.
The bending moment at the support is a function of the stiffness and strength of the support and
of the supported member, the detailing and strength of the bolt and weld groups, and the
stiffness and strength of the connection components. Significant rotation may take place in the
bolt group or in the connection components.
There are two extremes of design approach possible with a stiff support situation:
(a) maintain a significant stiffness and strength throughout all elements of the connection;
(b) arrange that some element of the connection is rotationally flexible (while not impairing
the load carrying capability of the connection).

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It is generally assumed that the angle seat, bearing pad, flexible end plate and the angle cleat
connections can be detailed into category (b). It is, however, necessary in dimensioning the
components for these connections to ensure that as much flexibility as possible is achieved.
Making the ‘flexible’ component too stiff places unnecessary rotation requirements and bending
moments on the other components and the support.
The web side plate connection nominally seems to fit into category (a). The weld is stiff and
possesses little ductile rotational capacity. The plate may be capable of significant rotation if a
plastic hinge can form in it. The bolt group is also capable of significant rotation and tests
suggest that most of the rotation occurs in the bolt group. Obviously, where the rotation occurs
is a function of the relative stiffnesses and strengths of the components, and their interactions.
A further complication is that it is possible to have two extremes of behaviour with a simple
connection attached to a stiff support:
(a) rotation capacity provided directly adjacent to the support (flexible end plate, flexible
angle cleat);
(b) rotation capacity provided at a distance from the support (angle seat, web side plate).
Note that case (b) requires that the support and the components between the hinge and the
support always be subject to bending moment as well as shear force. Using the recommended
design models for simple connections in relevant Design Guides of this Manual, the possibility
of either a stiff or a flexible support is accounted for in the formulation of the design model.
Another observation also should be made. In determining the design model to be adopted for a
simple or rigid connection, the detailing practice, the effect of tolerances and the magnitude of
the design capacities of connection elements must all be considered. Connection detailing
practice differs between countries, as do the tolerances on the lengths of members, the
tolerances on the positioning of members and the design capacities in many of the connection
elements.
These factors may alter the significance of some aspects of any design model and consequently
different design models may be appropriate in different countries. These factors can also create
problems with the analysis of results from much of the research data, as the failure loads of the
connection are often compared with the relevant design capacities of the time rather than being
compared with the measured strength of the individual components within the connection.
It is very important to note that virtually all of the reported testing of simple connections has
been carried out in the stiff support situation. This is of some significance in assessing the
results and the reported connection behaviour, and is another reason why there is no distinction
in any of the Design Guides of this Manual between a stiff and a flexible support condition in the
recommended design models for any simple connection.
This Manual meets the requirements of AS 4100 by providing a rational and recognised design
model for a range of common steel connections, each design model reflecting engineering
principles and known connection behaviour from experimental data in each Design Guide. The
emphasis in this Manual is on practical design models whose assumptions are transparent to
the user. The model in each Design Guide is related to current codes of Standards Australia in
respect of member and fastener design, and member and fastener mechanical properties, which
are presented in this Design Guide.
The philosophy of the Manual is the same as that espoused in Reference 4, being as follows:
(i) take into account overall connection behaviour, carry out an appropriate analysis in order
to determine a realistic distribution of forces within the connection;
(ii) ensure that each component or fastener in each action path has sufficient capacity to
transmit the applied action;
(iii) recognise that this procedure can only give a connection where equilibrium is capable of
being achieved but where compatibility is unlikely to be satisfied, and therefore ensure
that the connection elements are capable of ductile behaviour.

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Connections are considered in the Manual and in AS 4100 to consist of the following connection
elements:
(A) fasteners (bolts or welds);
(B) components (plates, gussets, cleats);
(C) supported members;
(D) supporting members,
all of whose design capacities must be evaluated in order to estimate the design capacity of a
connection. This Guide deals with the design capacity of these elements as isolated elements
so that the formulae derived can be used in later Guides concerned with individual connections.
The design models contained within this Manual are considered to be applicable only to
connections which are essentially statically loaded. Connections subject to dynamic loads,
earthquake loads or fatigue applications may require additional considerations.

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3 BOLTS AND BOLT GROUPS 3.1 Bolt types and bolting
categories
In Australia a standard bolting category identification system has been adopted in AS 4100 for
use by designers and detailers. This system is summarised in Table 1.
TABLE 1
BOLT CATEGORY IDENTIFICATION SYSTEM
Details of bolt used
Bolting
category Property
class
Min. bolt
tensile
strength
(MPa)
Min. bolt
yield
strength
(MPa)
Bolt name
Australian
Standard
Remarks
4.6/S 4.6 400 240 Commercial
bolt
AS 1111.1
(Ref. 5)
Least costly and
most commonly
available is Grade
4.6 bolt. Use Snug
tightened.
8.8/S 8.8 830 660 High strength
Structural
Bolt
AS/NZS 1252
(Ref. 6)
Bolts are used
Snug tightened.
Now the most
common procedure
used in simple
connections in
Australia.
8.8/TF 8.8 830 660 High
Strength
Structural
Bolt—Friction
type
connection8.8/T
8.8/TB 8.8 830 660 High strength
Structural
Bolt—
Bearing type
connection
AS/NZS 1252
(Ref. 6)
In both applications,
bolts are fully
Tensioned to the
requirements of
AS 4100. Cost of
tensioning is an
important
consideration in the
use of these bolting
procedures.
The use of the various bolting categories is discussed in Reference 7 while the appropriate
bolting category for each connection type is identified in the Design Guide for that connection
type.
Generally, bolting categories 4.6/S and 8.8/S are used in simple connections while category
8.8/TB is used in rigid connections and bolted splices. Category 8.8/TF is recommended only
for use in connections where a no-slip connection under serviceability loads is essential. 8.8/TF
is the only bolting category which requires consideration of the condition of the contact surfaces
in a bolted connection.
Design drawings and shop detail drawings should both contain notes summarising Table 1.
The dimensions of bolts conforming to AS 1111.1 may be found in Table 2, while the
dimensions of bolts conforming to AS/NZS 1252 may be found in Table 3. These dimensions
are required for checking clearances in connections.
Connections also require detailing so that there is sufficient clearance for wrenches used to
tighten the nut. Clearances for three common types of wrench are given in Table 4.
The mechanical properties of bolts specified in AS 1111.1 and AS/NZS 1252 are given in
Tables 5 and 6.
A more detailed discussion of bolting generally may be found in Design Guide 1 (Reference 7).

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3 BOLTS AND BOLT GROUPS 3.2 Bolt dimensions
TABLE 2
DIMENSIONS OF COMMERCIAL BOLTS AND NUTS
AS 1111.1 Bolts (Ref. 5), AS 1112.3 Nuts (Ref. 33)
Bolt Nut Washer
Desig-
nation
Thread
pitch
Shank
dia.
nom.
Width
across
flats
max.
Width
across
corners
min.
Height
of head
nom.
Width
across
flats
max.
Width
across
corners
min.
Height of
normal
nuts
max.
Outside
dia.
max.
Nominal
thickness
M12 1.75 12 18 20 8 18 20 12 24 2.5
M16 2.0 16 24 26 10 24 26 16 30 3
M20 2.5 20 30 33 13 30 33 19 37 3
M24 3.0 24 36 40 15 36 40 22 44 4
M30 3.5 30 46 51 19 46 51 26 56 4
M36 4.0 36 55 61 23 55 61 32 66 5
TABLE 3
DIMENSIONS OF HIGH STRENGTH STRUCTURAL BOLTS AND NUTS
AS/NZS 1252 (Ref. 6)
Bolt Nut Washer
Desig-
nation
Thread
pitch
Shank
dia.
nom.
Width
across
flats
max.
Width
across
corners
max.
Height
of head
max.
Width
across
flats
max.
Width
across
corners
max.
Height of
normal
nuts
max.
Outside
dia.
max.
Nominal
thickness
nom.
M16 2.0 16 27 31 11 27 31 17 34 4
M20* 2.5 20 34 39 13 32 39 21 42 4
M24 3.0 24 41 47 16 41 47 24 50 4
M30 3.5 30 50 58 20 50 58 31 60 4
M36 4.0 36 60 69 24 60 69 37 72 4
*NOTE: At the time of developing this design guide M20 high strength structural bolts and nuts are still
typically being supplied in Australia with dimensions complying to AS 1252—1983 despite this code being
superseded by the ISO aligned standard AS/NZS 1252:1996. The 1996 Standard specified a new across
flat (AF) dimension of 34 mm for M20 bolts compared to 32 mm specified in the 1983 Standard. The
dimensions listed in Table 3 are in accordance with the current 1996 standard. International
manufacturers have been reluctant to adopt the ISO AF sizes. Australian suppliers of structural bolts are
typically ordering the mechanical properties to AS/NZS 1252:1996.
M Used in this guide to designate metric bolts with thread complying with AS 1275.

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3 BOLTS AND BOLT GROUPS 3.3 Dimensions of wrenches for
installing bolts
TABLE 4
DIMENSIONS OF WRENCHES FOR DETERMINING ERECTION CLEARANCES
DIMENSIONS OF OPEN ENDED WRENCHES
ISO 3318 (Ref. 34)
CLEARANCES—4.6/S CATEGORY CLEARANCES—8.8/S CATEGORY
AF
Clearance
X max.
AF
Clearance
X max.Nom. bolt
dia.
(mm) (mm)
Nom. bolt
dia.
(mm) (mm)
16
20
24
30
36
27
34
41
50
60
64
78
93
112
133
12
16
20
24
30
36
18
24
30
36
46
55
45
57
70
83
104
123
DIMENSIONS OF SOCKETS—HAND WRENCHES
ISO 2725-1 (Ref. 35)
CLEARANCES—8.8/TF AND 8.8/TB CATEGORIES
Sockets*
20 mm drive
Nom.
bolt dia.
C max.
(Normal)
C min.
(Long)
D max.
Clearance
E
(mm) (mm) (mm) (mm)
16 60 85 40 25
20 65 85 48.3 30
24 70 85 57.1 35
*Bolt diameters above M24 cannot be tensioned with
a hand wrench.
Please Note: Australian rigging crews can interchange between metric, UNC and imperial sockets for
erection of steelwork. This factor combined with the numerous global manufacturers of erection
equipment of both high and low quality makes the task of locking in exact equipment dimensions from
suppliers virtually impossible. Dimensions for open ended wrench clearances and all sockets have been
tabulated from the nominated International Standards (ISO). All other equipment dimensions are supplied
as a guide only from supplier specifications. Sockets meeting M20 AS/NZS 1252:1996 may be in limited
supply in Australia and not available across all ranges for reasons noted at Table 3.

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TABLE 4 (continued)
DIMENSIONS OF WRENCHES FOR DETERMINING ERECTION CLEARANCES
DIMENSIONS OF IMPACT WRENCHES
ISO 2725-2 (Ref. 36)
CLEARANCES—8.8/TF AND 8.8/TB CATEGORIES
Impact wrench
type
B
(mm)
A
(mm)
Sockets
20 mm drive
Clearance
Normal
wrenches
55
Nom.
bolt dia.
C
(mm)
D
(mm)
E
(mm)
Heavy wrenches
to 370
some
to 600
65 16 54 48 30
20 57 58 35
24 58 61.1 35
Sockets
25 mm drive
Clearance
C D ENom.
bolt dia. (mm) (mm) (mm)
16 60 58 35
20 63 58 35
24 70 68 40
Please Note: Australian rigging crews can interchange between metric, UNC and imperial sockets for
erection of steelwork. This factor combined with the numerous global manufacturers of erection
equipment of both high and low quality makes the task of locking in exact equipment dimensions from
suppliers virtually impossible. Dimensions for open ended wrench clearances and all sockets have been
tabulated from the nominated International Standards (ISO). All other equipment dimensions are supplied
as a guide only from supplier specifications. Sockets meeting M20 AS/NZS 1252:1996 may be in limited
supply in Australia and not available across all ranges for reasons noted at Table 3.

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3 BOLTS AND BOLT GROUPS 3.4 Bolt mechanical properties
TABLE 5
METRIC HEXAGON COMMERCIAL BOLTS
STANDARD SPECIFICATION: AS 1111.1 (Ref. 5)
PROPERTY CLASS: 4.6
NORMAL METHOD OF MANUFACTURE: Hot or cold forging (generally cold)
MECHANICAL PROPERTIES: Tensile strength 400 MPa (nom. and min.)
Yield stress 240 MPa (min.)
Stress under proof load 225 MPa (min.)
MOST COMMONLY USED SIZES: M12, M16, M20, M24, M30, M36
TENSILE AND PROOF LOADS:
Designation
Tensile
stress area
(mm2
)
Minimum
breaking load
(kN)
Proof load
(kN)
M12 84.3 33.7 19.0
M16 157 62.8 35.3
M20 245 98.0 55.1
M24 353 141 79.4
M30 561 224 126
M36 817 327 184
NOTE: Elongation after fracture = 22% min.
Hardness = 114 HB min.
TABLE 6
HIGH STRENGTH STRUCTURAL BOLTS
STANDARD SPECIFICATION: AS/NZS 1252 (Ref. 6)
PROPERTY CLASS: 8.8
NORMAL METHOD OF MANUFACTURE: Hot or cold forging, hardened and tempered
MECHANICAL PROPERTIES: Tensile strength 800 MPa (nom.), 830 MPa (min.)
Stress at perm. set 640 MPa (nom.), 660 MPa (min.)
Stress under proof load 600 MPa
MOST COMMONLY USED SIZES: (M16), M20, M24, (M30), (M36)/ ( )available but rarely used
TENSILE AND PROOF LOADS:
Designation
Tensile
stress area
(mm2
)
Minimum
breaking load
(kN)
Proof load
(kN)
M16 157 130 94.5
M20 245 203 147
M24 353 293 212
M30 561 466 337
M36 817 678 490
NOTE: Elongation after fracture = 12% min.
Impact strength = 30 J min. Hardness = 242 HB min.

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3 BOLTS AND BOLT GROUPS 3.5 Design requirements for bolts
AS 4100 is a design code written in limit state format, in which two limit states might require
consideration in the design of bolted connections:
STRENGTH LIMIT STATE (requires consideration for all bolted connections)
SERVICEABILITY LIMIT STATE (requires consideration only for that class of
connections which are required not to slip under
serviceability loads)
A commentary on AS 4100 is found in Reference 8.
In any bolted connection, there are three modes of force transfer to be considered, these modes
being:
(a) shear/bearing mode where the forces are perpendicular to the bolt axis and are
transferred by shear and bearing on the bolt and bearing on the ply material;
(b) friction mode where the forces are perpendicular to the bolt axis but are transferred by
frictional resistance between the mating surfaces, the frictional resistance being improved
by applying an initial clamping force;
(c) axial tension where the forces to be transferred are parallel to the bolt axis.
Most connections have bolts which transfer load in the shear/bearing mode, with the exception
of the bolted moment end plate and the column base plate in which the bolts can be subject to
both shear force and axial tension.
A bolt in shear/bearing mode (bolting categories 4.6/S, 8.8/S and 8.8/TB) bears against the
sides of the bolt holes and load is transferred by shear in the bolts and bearing on the
connected plies. The shear strength of the bolt is affected by the strength of the bolt material
and by the available bolt area across the shear plane. Consequently, the situation of whether
plain shank or thread intercepts the shear plane affects the strength of the connection, as
discussed in detail in Reference 7. In practice, it is very difficult to ensure that threads are
excluded from the shear plane in many practical connections for reasons discussed in
Reference 7, since the practice requires that the erector install a bolt of the correct minimum
length into the bolt hole and the practice often leads to bolts of excessive length. Most
connections—especially the simple connections—are designed on the assumption that threads
will be included in the shear plane, as this assumption most accurately reflects the field
situation and is a conservative basis for design.
The failure in the connected plies may occur in one of two ways:
(i) local bearing failure;
(ii) tear-out failure of the plies behind a bolt.
Local bearing type failures involve a piling up of ply material in front of the hole around the bolt
shank, either the plain shank or threaded length.
End plate tear-out failure occurs in connections in which the end distance (ae1 or ae2 in Figure 4)
falls below 3.2 times the bolt diameter, the end distance representing the length of ply which
must fail in shear for failure of the connected ply to occur. The end distance is defined in
AS 4100 as ‘the minimum distance from the edge of a hole to the edge of a ply in the direction
of the component of force plus half the bolt diameter.’ Plate tear-out type failures are observed
in joints subject to a force which acts towards a free edge.

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Defining—
dh = hole diameter = df + 2 mm
df = bolt diameter
sp = bolt pitch
ae = distance from hole edge to an
edge in the direction of a
component of force plus half the
hole diameter
Since the end distance is defined from the hole edge and the hole is usually 2 mm larger than the
bolt diameter then:
ae1 = (ae – 1 mm)
ae2 = (sp – 0.5dh – 1 mm)
FIGURE 4 END PLATE TEAR-OUT FAILURE EDGE DISTANCES
Note that an edge may not only mean the physical edge of a connection component or a beam
web or flange, but may also include the edge of an adjacent hole (see Figure 4), which reflects
the fact that plate tear-out is theoretically possible between holes, although in practice bolt
centres are such that it is normally not observed.
In many cases, the end tear-out mode is relatively straightforward, as in Figure 4 or Figures 5
and 6. However, in bolt groups components of force may act in many directions if the bolt group
is subject to an in-plane moment. It is to be remembered that end tear-out design requirements
apply to connection components, connected members and supporting members as appropriate,
each of which will have a different end distance and ply thickness.
FIGURE 5 END PLATE TEAR-OUT FAILURE FORCE
COMPONENTS
FIGURE 6 END PLATE TEAR-
OUT, SIMPLE CASE

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3 BOLTS AND BOLT GROUPS 3.6 AS 4100 Design requirements—
Strength limit state
The strength limit state design provisions which apply for static load applications are found in
Clause 9.3.2 of AS 4100. These provisions are summarised in Table 7.
TABLE 7
AS 4100 CLAUSE 9.3.2 PROVISIONS,
STRENGTH LIMIT STATE, STATIC LOADS
Limit state AS 4100 Clause Design requirement
Bolt in shear 9.3.2.1
*
fV ≤ φVf
*
fV = design shear force
Vf = nominal capacity in shear
= 0.62 fuf krAv
φ = capacity factor = 0.8
fuf = minimum tensile strength of bolt (Tables 1, 5, 6)
= 400 MPa Property Class 4.6 to AS 1111.1 (Ref. 5)
= 830 MPa Property Class 8.8 to AS/NZS 1252 (Ref. 6)
kr = reduction factor for bolted lap splice connections. For all
other connections, kr = 1.0.
Av = available bolt shear area.
For a single bolt with single shear plane, threads included,
Av = Ac core area.
For a single bolt with single shear plane, threads
excluded, Av = Ao shank area.
Bolt in tension 9.3.2.2
*
tfN ≤ φNtf
*
tfN = design tension force
Ntf = nominal capacity in tension
= Asfuf
As = tensile stress area
Bolt in shear and
tension
9.3.2.3
0.12
tf
*
tf2
f
*
f
≤
⎥
⎥
⎦
⎤
⎢
⎢
⎣
⎡
φ
+
⎥
⎥
⎦
⎤
⎢
⎢
⎣
⎡
φ N
N
V
V
Ply in bearing 9.3.2.4
*
bV ≤ φVb
*
bV = design bearing force on a ply
Vb = nominal capacity of ply in bearing
Vb ≤ 3.2 dftpfup (local failure in bearing)
≤ aetpfup (tear-out failure)
df = bolt diameter
tp = thickness of the ply
ae = minimum distance from the edge of a hole to the edge of a
ply in the direction of the component of force plus half the
bolt diameter
fup = tensile strength of the ply
Note—Filler plates: Where filler plates exceed 6 mm but are less than 20 mm in total thickness, the
nominal shear capacity fV specified in Table 7 is required by Clause 9.3.2.5 of AS 4100 to be reduced by
15%. Filler plates greater than 20 mm in total thickness should not be used as no design guidance is
available in AS 4100.

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Design areas of bolts
Bolted connections subject to shear may be either installed with the threads of the bolt crossing
the shear plane or with the plain shank of the bolt crossing the shear plane. The alternative
arrangements are discussed in Reference 7. In a joint with a number of shear planes, some
shear planes may cross the threaded part of the bolt while other shear planes may cross the
shank.
Clause 9.3.2.1 of AS 4100 recognises that the strength of the bolt across any shear plane is
dependent upon the available shear area of the bolt at that plane. It allows for all possible
combinations by defining the shear area as:
vA = available bolt shear area
= oxcn AnAn +
where:
cA = core area (see Table 8)
oA = plain shank area (see Table 8)
nn = number of shear planes with threads intercepting the shear plane
xn = number of shear planes with shank intercepting the shear plane
Usually either:
nn = 1 and nx = 0 when there are two plies and threads intercept the shear plane (thus
giving Av = Ac)
OR
nn = 0 and nx = 1 when there are two plies and the shank intercepts the shear plane (thus
giving Av = Ao).
The core area and plain shank area for bolt diameters commonly used are given in Table 8.
Also given in Table 8 is the tensile stress area used when bolts are subject to tension.
TABLE 8
DESIGN AREAS OF BOLTS
Areas (mm
2
)Nom. dia.
(mm)
df
Designation
Ac core
As tensile
stress
Ao shank
12 M12 76.2 84.3 113
16 M16 144 157 201
20 M20 225 245 314
24 M24 324 353 452
30 M30 519 561 706
36 M36 759 817 1016

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TABLE 9
STRENGTH LIMIT STATE
COMMERCIAL BOLTS
4.6/S BOLTING CATEGORY
(fuf = 400 MPa, φ = 0.8)
Shear values (single shear)Designation Axial
tension
φNtf
kN
Threads included in
shear plane—N
φVfn
kN
Threads excluded
from shear plane—X
φVfx
kN
M12 27.0 15.1 22.4
M16 50.2 28.6 39.9
M20 78.4 44.6 62.3
M24 113 64.3 89.7
M30 180 103 140
M36 261 151 202
φ = 0.8
φ = 0.8
4.6N/S 4.6X/S
NOTE: Bearing/Plate tear-out design capacity. For all reasonable combinations
of ply thickness, bolt diameter and end distance, the design capacity for a ply in
bearing (φVb) exceeds both φVfn and φVfx, and does not control design.
SHEAR–TENSION INTERACTION DIAGRAM

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TABLE 10
STRENGTH LIMIT STATE
8.8/S, 8.8/TB, 8.8/TF BOLTING CATEGORIES
(fuf = 830 MPa)
Single shear Plate tear-out in kN Bearing in kNDesig-
nation
Axial
tension
φVb for tp and ae of: φVb for tp
φNtf
Threads
included in
shear
plane N
φVfn
Threads
excluded
from shear
plane X
φVfx
tp = 6 tp = 8 tp = 10 tp = 12 6 8 10
kN kN kN 35 40 45 35 40 45 35 40 45 35 40 45
M16 104 59.3 82.7 113 151 189
M20 163 92.6 129 78 89 100 103 118 133 129 148 166 155 177 199 142 189 236
M24 234 133 186 170 227 283
M30 373 214 291 213 283 354
ae<aemin = 1.5df
φ = 0.8 φ = 0.9 φ = 0.9
φ = 0.8
8.8N/S 8.8X/S fup=410 MPa fup=410 MPa
NOTE: The above table lists the design capacity of a ply in bearing for Grade 250 (fup = 410 MPa) plate
only. For design capacities for ply failure in other grades of steel, multiply the above values by the ratio of
the actual fup to 410 MPa.

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Lap splice connections
FIGURE 7 LAP JOINT AND BRACE/GUSSET CONNECTION
For lap splice connections of the type shown in Figure 7 in which the bolts are in shear/bearing
mode, theoretical and experimental studies have shown that the measured strength of the
connection is affected by the length of the connection.
Conventional theories of bolted lap splice connection design assume that rigid plate theory
applies and that all bolts in the connection are equally loaded. However, studies show that the
longer the connection is, the less uniform is the load distribution among the bolts in the
connection while the behaviour is elastic. As a connection is loaded so that yielding of the plies
or bolts or both occur, plastic deformations permit a redistribution of load resulting in a more
uniform load distribution—if the redistribution proceeds without premature failure of either bolts
or plies. Some connections may be so long that redistribution does not completely occur.
AS 4100 Clause 9.3.2.1 uses a reduction factor kr to account for this effect, and the expression
for kr is given in Table 11. The source of the expression used is explained in Reference 8.
Connections affected by the requirement for lap splice connections and for which kr may not be
taken as 1.0 without calculation using Table 11 are:
(a) bracing cleat (unusually long connections, relatively rare);
(b) bolted flange splice.
For all other connections, generally kr = 1.0.
Values of kr for various bolt pitches and numbers of bolts in a line are given in Table 11.

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TABLE 11
REDUCTION FACTOR FOR LAP CONNECTIONS (kr)
Length
mm
Lj < 300 300 ≤ Lj ≤ 1300 Lj > 1300
kr 1.0 1.075–Lj/4000 0.75
VALUES OF kr FOR VARIOUS BOLT PITCHES
Pitch Values of kr for n of
sp 4 5 6 7 8 9
65 1.0 1.0 0.994 0.978 0.961 0.945
70 1.0 1.0 0.988 0.970 0.953 0.935
75 1.0 1.0 0.981 0.963 0.944 0.925
80 1.0 0.995 0.975 0.955 0.935 0.915
85 1.0 0.990 0.969 0.948 0.926 0.905
90 1.0 0.985 0.963 0.940 0.918 0.895

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3 BOLTS AND BOLT GROUPS 3.7 AS 4100 design requirements—
Serviceability limit state
General
Under certain conditions, a bolted connection which does not slip under the serviceability shear
force may be specified. This type of connection is known as a friction-type joint and employs the
8.8/TF bolting category.
The no slip requirement applies for the serviceability limit state—it would be totally unrealistic to
have no slip for the strength limit state—though a separate check is also required by AS 4100
for the strength limit state, under the assumption that slip has occurred before this state is
reached.
The design requirements of AS 4100 for 8.8/TF bolting category are summarised in Table 12.
With the bolt hole clearances permitted by AS 4100, the maximum amount of slip that can occur
with a single bolt in a single hole is 2–3 mm. In actual connections, as the number of bolts in a
connection increases, so the potential for slip decreases since the normal inaccuracies in
fabrication and erection mean that some bolts in the connection are most likely to be in bearing
mode even before the connection is loaded in shear.
Slip under the applied shear force only needs to be restricted where such slip affects the
serviceability or behaviour of the structure. Such instances are rare and are mostly restricted to
cases of continually reversing loading or fatigue loading.
Design parameters
Initial bolt tension
There can be considerable variation in the level of bolt tension possible, unless control is
exercised over the bolt installation procedure. The procedures within Section 15 of AS 4100 for
bolt installation are intended to ensure that a reliable level of installed bolt tension is achieved
so that the design provisions against slip under the serviceability shear force are themselves
reliable.
Hole types
Different hole types—round, short slotted, long slotted and oversize—are permitted by Section
14 of AS 4100.
All of the hole types, except the standard round hole with 2–3 mm clearance, may cause a loss
of clamping force in the vicinity of the bolt because of loss of area due to the bigger hole. The
clamping force is highly localised around the hole and any loss of hole area has a significant
effect on the tension achieved, which in turn affects the slip resistance at the interface.
The factor for different hole types, kh, is intended to compensate for this effect, and varies from
0.70 to 1.00 according to hole type (see Table 12).
Contact surface condition
The value of the slip factor, μ, is highly dependent on the condition of the contact or faying
surfaces. This slip factor should be determined using a test procedure as laid down in
Appendix J of AS 4100. The slip factor used in AS 4100 for bare steel surfaces is 0.35.

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TABLE 12
AS 4100 CLAUSE 9.3.3 PROVISIONS
SERVICEABILITY LIMIT STATE—STATIC LOADS
Limit state AS 4100 Clause Design requirement
Bolt in shear 9.3.3.1
*
sfV ≤ φVsf
*
sfV = design shear force—serviceability limit state
Vsf = nominal shear capacity—serviceability limit state
= μneiNtikh
μ = slip factor
= 0.35 for clean as-rolled surfaces or as determined by
testing in accordance with Appendix J of AS 4100
nei = number of effective interfaces
Nti = minimum bolt tension at installation (see Table 13)
kh = factor for different hole types
= 1.0 for standard holes
= 0.85 for oversize holes
= 0.85 for short slotted holes
= 0.70 for long slotted holes
for the hole dimensions
permitted by AS 4100
Bolt in shear and
tension
9.3.3.3
0.1
tf
*
tf
sf
*
sf
≤⎥
⎦
⎤
⎢
⎣
⎡
φ
+⎥
⎦
⎤
⎢
⎣
⎡
φ N
N
V
V
*
tfN = design tension force—serviceability limit state
tfN = nominal tension capacity of the bolt
= Nti (see Table 13)

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TABLE 13
SERVICEABILITY LIMIT STATE
8.8/TF BOLTING CATEGORY
Slip factor, μ = 0.35
Number of effective interfaces, nei = 1
Capacity factor, φ = 0.7—for bolt serviceability limit state
φVsf = Design capacity in shear (kN) forNti, bolt tension
at installation
φNtf = φNti
kh = 1 kh = 0.85 kh = 0.7
Designation
kN kN
Standard holes
Oversize holes
short slotted
holes
Long slotted
holes
M16 95 66.5 23.3 19.8 16.3
M20 145 101 35.5 30.2 24.9
M24 210 147 51.5 43.7 36.0
M30 335 234 82.1 69.8 57.5
NOTE: Nti is given in Clause 15.2.5.1 of AS 4100.
kh = 1.0

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3 BOLTS AND BOLT GROUPS 3.8 Geometric requirements of
AS 4100 for bolted connections
Minimum edge distance
Minimum edge distances from the centre of a bolt hole to the edge of a plate or the flange of a
rolled section are specified in AS 4100 as follows:
1.75 df for sheared or hand flame cut edges
1.50 df for machine flame cut, sawn or planed edges
1.25 df for rolled edges or rolled sections
—where df is the nominal diameter of the fastener.
Table 14 lists these minimum edge distances for commonly used bolt diameters.
TABLE 14
MINIMUM EDGE DISTANCES
Nominal
diameter of
fastener df
Sheared or
hand flame
cut edge
Rolled plate; machine
flame cut, sawn or
planed edge
Rolled edge
of a rolled
section
mm mm mm mm
12 21 18 15
16 28 24 20
20 35 30 25
24 42 36 30
30 53 45 38
36 63 54 45
Maximum edge distance
AS 4100 specifies the maximum edge distance from the centre of a bolt to the nearest edge.
This is limited to 12tp or 150 mm, whichever is the lesser, where tp is the thickness of the
thinner outer ply.
Minimum pitch of bolts
Minimum pitch of bolts is specified in AS 4100 to be 2.5 times the nominal diameter of the bolt.
However, if it is intended to tension bolts with a special tensioning tool, the minimum distance
between the centres of bolt holes shall be appropriate to the type of tool used (Table 4).
Maximum pitch of bolts
Maximum pitch of bolts is stipulated in AS 4100 to be the lesser of 15tp and 200 mm where tp
may be taken as the thickness of the thinner outside ply. However, in the following cases the
maximum distances are required to be:
(a) For fasteners which are not required to carry design actions in regions not liable to
corrosion: the lesser of 32tp and 300 mm.
(b) For an outside line of fasteners in the direction of the design force: the lesser of
4tp + 100 mm, and 200 mm.

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Bolt holes
The diameter of bolt holes in bolted connections is stipulated in AS 4100 to be larger than the
bolt diameter by either:
2 mm for M24 bolts or smaller
3 mm for bolts larger than M24
6 mm for holes in base plates
The large oversize holes permitted in base plates is to assist in column erection and is related
to the out-of-position tolerance for anchor bolts permitted in AS 4100.
In some applications, the use of slotted or oversize holes may be justified in order to ease
erection difficulties. AS 4100 makes provision for the use of short and long slotted holes and
oversize holes, and the detailed provisions for such holes are summarised in Table 15.
TABLE 15
AS 4100 PROVISIONS FOR SLOTTED AND OVERSIZED HOLES
(df = nominal bolt diameter)
Maximum size (mm)
Hole type
General M20 M24
Limitations
Short slotted Width: df + 2
Length: ≤1.33 df
or df + 10
(whichever is the
greater)
22
30
26
34
May be used in shear connections. In friction-type
joints, slots may be used without regard to direction of
loading. In bearing-type joints, slots must be normal to
the direction of the load; bolts must bear uniformly;
joint cannot be eccentrically loaded. May be used in
any or all plies of both types provided hardened
washers or plate washers are used under bolt head
and nut.
Long slotted Width: df + 2
Length: ≤2.5 df
22
50
26
60
May be used in shear connections, but only in
alternate plies. In friction-type joints, may be used
without regard to direction of loading. In bearing-type
joints, slots must be normal to the direction of the
load; bolts must bear uniformly and the joint cannot be
eccentrically loaded. Special washer or plate (≥8 mm
thick) to cover all exposed long slotted holes.
Oversize ≤1.25 df or ≤df + 8
(whichever is the
greater)
28 32 May be used in any or all plies of bearing-type and
friction-type connections provided hardened washers
or plate washers are installed over the oversize holes.

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3 BOLTS AND BOLT GROUPS 3.9 Bolt group loaded in-plane
AS 4100 Clause 9.4 specifies the assumptions which must be made when analysing any bolt
group so that the design actions on individual bolts in the group may be determined.
Clause 9.4.1 deals specifically with a bolt group subject to in-plane loading which generates
only shear force on the bolts in the group. This Clause specifies that the design method to be
used must comply with the following assumptions:
(a) The connection plates are considered to be rigid and to rotate relative to each other about
a point known as the instantaneous centre of rotation of the bolt group.
(b) In the case of a bolt group subject to a pure couple only, the instantaneous centre of
rotation coincides with the bolt group centroid.
In the case of a bolt group subject to an in-plane shear force applied at the group
centroid, the instantaneous centre of rotation is at infinity and the design shear force is
uniformly distributed throughout the group.
In all other cases, either the results of independent analyses for a pure couple alone and
for an in-plane shear force applied at the bolt group centroid shall be superposed, or a
recognised method of analysis shall be used.
(c) The design shear force in each bolt shall be assumed to act at right angles to the radius
from the bolt to the instantaneous centre, and shall be taken as proportional to that
radius.
FIGURE 8 BOLT GROUP SUBJECT TO IN-PLANE MOMENT
For the situation shown in Figure 8 where only an in-plane torque (M *
bm ) is applied, Clause
9.4.1(b) of AS 4100 nominates that the instantaneous centre of rotation coincides with the bolt
group centroid. Noting that for bolt 'n':
n
n
n
n
n
n cossin
r
x
r
y
=θ=θ
equilibrium requires that:
∑ = 0
n
n*
n
r
x
V (Eqn 3.9.1)
∑ = 0
n
n*
n
r
y
V (Eqn 3.9.2)
∑ += *
bmn
*
n MrV (Eqn 3.9.3)

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FIGURE 9 BOLT GROUP SUBJECT TO SHEAR FORCES AT CENTROID
For the situation shown in Figure 9 where both V *
bv and V *
bh act at the bolt group centroid,
Clause 9.4.1(b) of AS 4100 gives the result:
*
vV (= design shear force on a bolt due to action V *
bv ) =
b
*
bv
n
V
(Eqn 3.9.4)
*
hV (= design shear force on a bolt due to action V *
bh ) =
b
*
bh
n
V
(Eqn 3.9.5)
nb = number of bolts in bolt group
For the general case of a bolt group loaded by vertical shear, horizontal shear, and an in-plane
moment generated by the vertical shear force acting at an eccentricity (e) from the bolt group
centroid, as in Figure 10, three equations can be generated which satisfy force and moment
equilibrium.
FIGURE 10 BOLT GROUP SUBJECT TO A GENERAL LOAD SET
∑ =+θ 0cos *
bvn
*
n VV (Eqn 3.9.6)
∑ =−θ 0sin *
bhn
*
n VV (Eqn 3.9.7)
( )∑ =+−+ 0e
*
bhe
*
bvn
*
n yVxeVrV (Eqn 3.9.8)
In order to solve these equations for *
nV —the design shear force on bolt n—one further equation
is required and the form of this equation depends on the analysis method used.
Various methods of analysis have been proposed for bolt groups including the ‘linear’ or ‘elastic’
method, the ‘plastic’ and the ‘force/displacement’ or ‘elastic/plastic’ method. These can all be
developed from the centre of rotation concept which forms the basis of Clause 9.4.1 of
AS 4100.

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Traditionally, design has been done using the elastic method of analysis, which is readily
amenable to a closed-form solution and to hand calculations. Reference 8 notes that there is
little benefit arising from the use of other methods of analysis.
The relationship between the force on a bolt and the component displacement may be thought
of that as shown in Figure 11. ‘The linear’ assumption assumes that the bolt force is linearly
related to the displacement and has the advantage that it leads to a closed form solution which
is not available with any other assumption. Typically, assumption (c) of Clause 9.4.1 of AS 4100
leads to a linear equation of the form F* (bolt force) = k × r where k is a constant and r is the
distance from the centre of rotation to an individual bolt.
FIGURE 11 GRAPHICAL RELATIONSHIP—BOLT FORCE TO COMPONENT
DISPLACEMENT
Historically, rivet and bolt groups have been designed using the ‘linear’ (elastic) method and
tests have indicated that the method is generally conservative.
The ‘plastic’ method of analysis assumes that all bolts not at the centre of rotation are deformed
sufficiently to become fully plastic and that all transmit the same force at the point of failure of
the group. The method requires an iterative solution by computer, since it is not possible to
solve Equations 3.9.6 to 3.9.8 explicitly.
Other methods available (Ref. 10) have attempted to measure the relationship between the
relative displacement of the connected components and the force developed on the bolt (this
method is often termed displacement-compatibility). They then use this relationship in solving
Equations 3.9.6 to 3.9.8. The method used to obtain a solution is again an iterative one,
generally requiring the use of a computer to provide a satisfactory solution. The relationship
between the relative displacement and the bolt force is dependent on a number of factors
including (Ref. 10):
(i) the thickness of the connected components, and
(ii) the yield strengths of these components.
Because much of the deformation which occurs in realistic cases is due to bearing failure of the
connected material, a single definition of this relationship is really only suited to the application
for which it was derived by tests.
The AISC Manual (Ref. 9) now has design aids as well as rapid design methods available,
particularly for routine bolt group configurations.
The method for bolt groups loaded by in-plane design action set ( *
bvV , *
bhV , *
bmM ) in this Guide
uses the linear method. The method was also used in Reference 2, and is used in a number of
equivalent Manuals as either the primary method of analysis or as an alternative method
(Reference 9). As Reference 9 notes, the load-deformation method is more accurate but
requires tabulated values or an iterative solution while the linear method is simplified but
conservative as it neglects the ductility of the bolt group and potential for load redistribution.

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Using the linear method, Clause 9.4.1 (c) of AS 4100 relates the design shear force on any bolt
( *
nV ) to the design shear force ( *
mbV ) on the bolt furthest from the centre of rotation by the linear
relationship
*
nV = *
mb
max
n
V
r
r (Eqn 3.9.9)
where:
rmax = maximum value of rn
*
mbV is the value of interest for design being the design shear force on the extreme bolt which
can be found by substituting Eqn 3.9.9 into Eqn 3.9.3 giving
∑ 2
n
max
*
mb
r
r
V
= *
bmM
or
*
mbV =
∑ 2
n
max
*
bm
r
rM
letting
bpl =(polar moment of area of bolt group)
( )∑
∑
+=
=
2
n
2
n
2
n
yx
r
then
*
mbV =
bp
max
*
bm
l
rM
(Eqn 3.9.10)
*
mbV can be resolved into horizontal ( *
mhV ) and vertical components ( *
mvV )—as in Figure 12(a).
*
mhV =
bp
max*
bm
max
max*
mbmax
*
mb sin
l
y
M
r
y
VV ==θ (Eqn 3.9.11)
*
mvV =
bp
max*
bm
max
max*
mbmax
*
mb cos
l
x
M
r
x
VV ==θ (Eqn 3.9.12)
FIGURE 12 HORIZONTAL AND VERTICAL BOLT FORCES AT AN EXTREME BOLT
For the situation shown in Figure 10, where *
bvV is eccentric to the bolt group centroid by x = e
and is acting simultaneously with *
bhV (through the centroid), the principle of superposition may
be used (as permitted by Clause 9.4.1(b) of AS 4100). That is, the effects of a torque
(equivalent to eV *
bv in magnitude and direction) acting on the bolt group are summed with the
effects of *
bvV and *
bhV acting at the bolt group centroid so as to simulate the situation in
Figure 10. Using the principle of superposition, the maximum design force on the extreme bolt
in the group can be found by summation of the design shear forces from each design action
taken separately.

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Using vectorial addition to obtain the resultant design shear force ( *
resV ) on the extreme bolt—as
in Figure 12(b)
*
resV = ( ) ( )2*
mh
*
h
2*
mv
*
v VVVV +++
= 2
bp
max
*
bm
b
*
bh2
bp
max
*
bm
b
*
bv
⎥
⎥
⎦
⎤
⎢
⎢
⎣
⎡
++
⎥
⎥
⎦
⎤
⎢
⎢
⎣
⎡
+
l
yM
n
V
l
xM
n
V
(Eqn 3.9.13)
This equation can also be used to solve any general problem for a bolt group subject to in-plane
actions.
The design requirement considering only shear on the bolt becomes:
*
resV ≤ φVf where φVf = design capacity of single bolt in shear (Section 3.6).
For bolt groups subject to a combination of in-plane vertical shear, in-plane horizontal shear
and in-plane bending moment, general equations governing the design of such bolt groups can
be derived. A summary of the governing expressions is given herein, while a full derivation of
the expressions is given in Reference 2. The purpose of deriving such expressions is to have
simple expressions available for use with specific connections in other Design Guides.
Governing equations for common cases are given in Tables 16 and 18.
TABLE 16
SINGLE BOLT COLUMN
The governing interaction equation for a single column bolt group considering bolt shear
failure can be obtained as follows:
Equation 3.9.13 can be transformed to:
0.1
2
dv
*
bv
2
dm
*
bm
dh
*
bh
≤⎥
⎦
⎤
⎢
⎣
⎡
φ
+⎥
⎦
⎤
⎢
⎣
⎡
φ
+
φ V
V
M
M
V
V
(Eqn 3.9.14)
where φMdm, φVdh and φVdv are functions of φVf as follows
(see Reference 2):
φVdh = np(φVf)
φVdv = np(φVf)
φMdm =
( )( )f
ppp
6
1
V
nsn
φ
+ for np ≠ 1
= 0 for np = 1
If *
bhV = 0 and *
bmM = eV *
bv (e = eccentricity of *
bvV )
—a common case in many simple connections
*
bvV ≤ Zb (φVf) becomes the simple design
requirement
(Eqn 3.9.15)
where
Zb is a function of e, sp and np
In Reference 2, it is shown that:FIGURE 13 SINGLE BOLT
COLUMN LOADED IN-PLANE
Zb =
( )
2
pp
p
1
6
1
⎥
⎥
⎦
⎤
⎢
⎢
⎣
⎡
+
+
ns
e
n
for np ≠ 1 (Eqn 3.9.16)
=0 for np = 1
In the above expressions, Vf = nominal capacity of a single bolt in shear-strength limit state
φ = 0.8
as discussed in section 3.6.
Tables of values of Zb can be developed to allow rapid design (Table 17).

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The governing interaction equation for end plate tear-out/bearing failure for a single
column bolt group can be obtained as follows:
It is also necessary in bolted connections to check the components of forces acting towards the
edge of a component or supported member to ensure that end plate tear-out or bearing failure
will not occur. The derivation of expressions to cover this situation may be found in
Reference 2. The equations derived may be summarized as follows for the case of:
*
bhV = 0 and *
bmM = eV *
bv
*
resV = ( ) ( ) bf
2*
mb
2*
v VVV φ≤+ (bearing failure)
*
bvV ≤ (φVev) np (vertical tear-out)
*
bvV ≤ Ze(φVeh) np (horizontal tear-out)
where:
*
vV =
p
*
bv
n
V
np ≠ 1
*
mbV =
( )1
6
ppp
*
bv
+nsn
e
V np = 1
= 0 np ≠ 1
Ze =
( )
e
ns
6
1pp +
np = 1
= 0 (Section 3.6)
φVbf = φ3.2 df tp fup (Section 3.6)
φVev = φaev tp fup (Section 3.6)
φVeh = φaeh tp fup
fup = tensile strength of ply
tp = thickness of ply (Figure 14)
aev = vertical edge distance (Figure 14)
aeh = horizontal edge distance
φ = 0.9
FIGURE 14 SINGLE BOLT COLUMN—
FORCES AND EDGE DISTANCES FOR
END PLATE TEAR-OUT FAILURE OR
BEARING FAILURE
df = bolt diameter
np = number of bolts in single column
Tables of values of Ze can be developed to speed up the design process (Table 17).

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TABLE 17
BOLT GROUP DESIGN FACTORS FOR SINGLE COLUMN OF BOLTS
sp = 70 mm
np 2 3 4 5 6 7 8 9
φVdh/φVf 2 3 4 5 6 7 8 9
φVdv/φVf 2 3 4 5 6 7 8 9
φMdm/φVf 0.070 0.140 0.233 0.350 0.490 0.653 0.840 1.05
lbp × 10
3
2.45 9.80 24.5 49.0 85.75 137 206 294
NOTE: Vdh, Vdv and Vf are in kN. Mdm is in kNm. lbp is in mm
3
.
Zb FOR SINGLE COLUMN OF BOLTS
sp = 70 mm
e Values of Zb for np =
mm 2 3 4 5 6 7 8 9
0
10
20
30
40
50
2.00
1.92
1.74
1.52
1.32
1.15
3.00
2.93
2.76
2.52
2.28
2.05
4.00
3.94
3.78
3.56
3.30
3.04
5.00
4.95
4.81
4.60
4.34
4.07
6.00
5.96
5.83
5.63
5.39
5.12
7.00
6.96
6.84
6.66
6.43
6.17
8.00
7.96
7.86
7.69
7.48
7.22
9.00
8.97
8.87
8.72
8.51
8.27
60
70
80
90
100
1.01
0.894
0.802
0.725
0.661
1.84
1.66
1.51
1.38
1.27
2.79
2.56
2.36
2.18
2.02
3.80
3.54
3.29
3.07
2.87
4.84
4.56
4.29
4.03
3.80
5.89
5.60
5.31
5.04
4.78
6.95
6.66
6.36
6.07
5.79
8.00
7.72
7.42
7.13
6.83
110
120
130
140
150
0.606
0.560
0.520
0.485
0.454
1.17
1.09
1.01
0.949
0.891
1.87
1.75
1.64
1.54
1.45
2.68
2.52
2.37
2.24
2.11
3.58
3.38
3.19
3.02
2.87
4.53
4.30
4.08
3.88
3.70
5.52
5.27
5.03
4.80
4.59
6.55
6.27
6.01
5.76
5.53
Ze FOR SINGLE COLUMN OF BOLTS
sp = 70 mm
e Values of Ze for np =
mm 2 3 4 5 6 7 8 9
10
20
30
40
50
3.50
1.75
1.17
0.875
0.700
4.67
2.33
1.56
1.17
0.933
5.83
2.92
1.94
1.46
1.17
7.00
3.50
2.33
1.75
1.40
8.17
4.08
2.72
2.04
1.63
9.33
4.67
3.11
2.33
1.87
10.5
5.25
3.50
2.63
2.10
11.67
5.83
3.89
2.92
2.33
60
70
80
90
100
0.583
0.500
0.438
0.389
0.350
0.778
0.667
0.583
0.519
0.467
0.972
0.833
0.729
0.648
0.583
1.17
1.00
0.875
0.778
0.700
1.36
1.17
1.02
0.907
0.817
1.56
1.33
1.17
1.04
0.933
1.75
1.50
1.31
1.17
1.05
1.94
1.67
1.46
1.30
1.17
110
120
130
140
150
0.318
0.292
0.269
0.250
0.233
0.424
0.389
0.359
0.333
0.311
0.530
0.486
0.449
0.417
0.389
0.636
0.583
0.538
0.500
0.467
0.742
0.681
0.628
0.583
0.544
0.848
0.778
0.718
0.667
0.622
0.955
0.875
0.808
0.750
0.700
1.06
0.972
0.897
0.833
0.778

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TABLE 18
DOUBLE BOLT COLUMN
The governing interaction equation for a double bolt
column bolt group considering bolt shear failure can
be obtained as follows:
0.1
1
2
s1
2
2
dh
*
bh
dm
*
bm
dh
*
bh
2
pg
2
dm
*
bm
dm
*
bm
dv
*
bv
2
pg
pg
2
dv
*
bv
≤
⎥
⎥
⎦
⎤
⎢
⎢
⎣
⎡
φ
+
⎥
⎥
⎦
⎤
⎢
⎢
⎣
⎡
φ⎥
⎥
⎦
⎤
⎢
⎢
⎣
⎡
φ+
+
⎥
⎥
⎦
⎤
⎢
⎢
⎣
⎡
φ
+
⎥
⎥
⎦
⎤
⎢
⎢
⎣
⎡
φ⎥
⎥
⎦
⎤
⎢
⎢
⎣
⎡
φ+
+
⎥
⎥
⎦
⎤
⎢
⎢
⎣
⎡
φ
V
V
M
M
V
V
s
M
M
M
M
V
Vs
V
V
(Eqn 3.9.17)
where φVdv, φVdh and φMdm are functions of φVdf as
follows (see Reference 2):
φVdv = 2np (φVf)
φVdh = 2np (φVf)
φMdm =
( ) ( )
( ) ( )
( )fpp
2
pg
2
p
2
pg
2
p
/1
/1
3
1
Vsn
ssn
ssn
φ
+−
+−
for np ≠ 1
= sg (φVf) for np = 1
spg =
( ) pp
g
1 sn
s
−
Vf = nominal capacity of single bolt in shear-
strength limit stateFIGURE 15 DOUBLE BOLT COLUMN
LOADED IN-PLANE φ = 0.8
If *
bhV = 0 and *
bmM = eV *
bv (e = eccentricity of *
bvV )—a common case in many simple
connections
*
bvV ≤Zb (φVf) becomes the simple design requirement (Eqn 3.9.18)
where
Zb is a function of e, sp, np, sg and spg
The formula for Zb is derived in Reference 2 as follows:
Zb =
( ) 2
2
pgp
p
gpg2
2
pgp
p
g
p
1
1
1
3
1
1
/2
1
1
1
1
3
1
1
/2
1
2
⎥
⎥
⎥
⎥
⎥
⎥
⎦
⎤
⎢
⎢
⎢
⎢
⎢
⎢
⎣
⎡
⎥
⎥
⎦
⎤
⎢
⎢
⎣
⎡
−
+
+
++
⎥
⎥
⎥
⎥
⎥
⎥
⎦
⎤
⎢
⎢
⎢
⎢
⎢
⎢
⎣
⎡
⎥
⎥
⎦
⎤
⎢
⎢
⎣
⎡
−
+
+
+
sn
n
sse
sn
n
se
n
[ ] [ ]2
pg1
2
1
p
/ZZ1
2
s
n
++
= for np ≠ 1 (Eqn 3.9.19)
where
Z1 = 2
pgp
p
g
1
1
1
3
1
1
/2
⎥
⎥
⎦
⎤
⎢
⎢
⎣
⎡
−
+
+
sn
n
se
Zb =
g/21
2
se+
for np = 1
Tables of values of Zb can be developed to allow rapid design (Table 18).

handbook 1
36
The governing interaction equation for end plate tear-out/bearing failure for a double
column bolt group can be obtained as follows:
It is also necessary in bolted connections to check the components of forces acting towards the
edge of a component or supported member to ensure that end plate tear-out or bearing failure
will not occur. The derivation of expressions to cover this situation may be found in
Reference 2. The equations derived may be summarized as follows for the case of:
*
bhV = 0 and eVM *
bv
*
bm =
*
resV = ( ) ( ) bf
2*
mh
2*
mv
*
v VVVV φ≤++ (bearing failure)
*
bvV ≤ Zev(φVev) 2np (vertical tear-out)
*
bvV ≤ Zeh (φVeh) 2np (horiz. tear-out)
where
*
vV =
p
*
bv
2n
V
*
mvV =
bp
g*
bv
2l
es
V
*
mhV =
( )
bp
pp*
bv
2l
1 sne
V
−
lbp = ( ) ( )[ ]2
pg
2
p
2
pp
/31
6
ssn
sn
+−
Zev =
bp
gp
l
1
1
esn
+
1p ≠n
Zeh =
( ) ppp
bp
1ne ns
l
−
1p ≠n
Zev =
⎥
⎥
⎦
⎤
⎢
⎢
⎣
⎡
+ es
s
2g
g
np = 1
FIGURE 16 DOUBLE BOLT
COLUMN—FORCES AND EDGE
DISTANCES FOR END PLATE TEAR-
OUT FAILURE OR BEARING FAILURE
Zeh = 0 np = 1
φVbf = φ3.2 df tp fup (Section 3.6)
φVev = φaev tp fup (Section 3.6)
φVeh = φaeh tp fup (Section 3.6)
fup = tensile strength of ply
tp = thickness of ply
aev = vertical edge distance (Figure 16)
aeh = horizontal edge distance (Figure 16)
φ = 0.9
df = bolt diameter
np = number of bolts in each bolt column
Tables of values of Zex and Zeh can be developed to expedite the design process (Table 19).

handbook 1
37
TABLE 19
BOLT GROUP FACTORS FOR DOUBLE COLUMN OF BOLTS
sg = 70 mm sp = 70 mm
np 1 2 3 4 5 6 7 8 9
φVdh/φVf 2 4 6 8 10 12 14 16 18
φVdv/φVf 2 4 6 8 10 12 14 16 18
φMdm/φVf 0.070 0.198 0.344 0.531 0.764 1.04 1.37 1.74 2.16
2
pg1/2 s+
0 1.41 1.79 1.90 1.94 1.96 1.97 1.98 1.98
2
pgpg 1/2 ss +
2.00 1.41 0.894 0.632 0.485 0.392 0.329 0.283 0.248
Ibp × 10
3
2.45 9.80 26.95 58.80 110.25 186.20 291.55 431.20 610.05
3
.
Zb FOR DOUBLE COLUMN OF BOLTS
sg = 70 mm sp = 70 mm
mm 1 2 3 4 5 6 7 8 9
0 2.00 4.00 6.00 8.00 10.0 12.0 14.0 16.0 18.0
10 1.56 3.47 5.51 7.57 9.62 11.7 13.7 15.7 17.8
20 1.27 3.04 5.01 7.07 9.15 11.2 13.3 15.4 17.4
30 1.08 2.68 4.55 6.55 8.62 10.7 12.8 14.9 17.0
40 0.933 2.39 4.13 6.06 8.09 10.2 12.3 14.4 16.5
50 0.824 2.15 3.77 5.60 7.57 9.62 11.7 13.8 15.9
60 0.737 1.96 3.45 5.18 7.08 9.08 11.1 13.2 15.4
70 0.667 1.79 3.17 4.80 6.62 8.56 10.6 12.7 14.8
80 0.609 1.65 2.93 4.46 6.20 8.08 10.1 12.1 14.2
90 0.560 1.53 2.72 4.16 5.81 7.62 9.55 11.6 13.6
100 0.519 1.42 2.54 3.89 5.47 7.20 9.07 11.0 13.1
110 0.483 1.33 2.37 3.65 5.15 6.82 8.63 10.5 12.5
120 0.452 1.25 2.23 3.44 4.86 6.46 8.21 10.1 12.0
130 0.424 1.17 2.10 3.25 4.60 6.14 7.82 9.63 11.5
140 0.400 1.11 1.99 3.07 4.37 5.84 7.46 9.21 11.1
150 0.378 1.05 1.88 2.92 4.15 5.56 7.13 8.83 10.6
Zev, Zeh FOR DOUBLE COLUMN OF BOLTS
sg = 70 mm sp = 70 mm
e Values of Zev for np = Values of Zeh for np =
mm 1 2 3 4 5 6 7 8 9 2 3 4 5 6 7 8 9
.778 .875 .928 .955 .969 .978 .983 .987 .990 7.00 6.42 7.00 7.88 8.87 9.92 11.0 12.1
.636 .778 .865 .913 .940 .957 .967 .975 .980 3.50 3.21 3.50 3.94 4.43 4.96 5.50 6.05
.538 .700 .811 .875 .913 .937 .952 .963 .970 2.33 2.14 2.33 2.63 2.98 3.31 3.67 4.04
.467 .636 .762 .840 .887 .917 .937 .951 .960 1.75 1.60 1.75 1.97 2.22 2.48 2.75 3.03
.411 .583 .720 .808 .863 .899 .922 .939 .951 1.40 1.28 1.40 1.58 1.77 1.98 2.20 2.42
.368 .538 .681 .778 .840 .881 .908 .928 .942 1.17 1.07 1.17 1.31 1.48 1.65 1.83 2.02
.333 .500 .647 .750 .818 .864 .895 .917 .933 1.00 .917 1.00 1.13 1.27 1.42 1.57 1.73
.304 .467 .616 .724 .797 .847 .881 .906 .924 .875 .802 .875 .984 1.11 1.24 1.38 1.51
.280 .437 .588 .700 .778 .831 .869 .895 .915 .778 .713 .778 .875 .985 1.10 1.22 1.35
.259 .412 .562 .677 .759 .816 .856 .885 .906 .700 .642 .700 .788 .887 .992 1.10 1.21
.241 .389 .538 .656 .741 .801 .844 .875 .898 .636 .583 .636 .716 .806 .902 1.00 1.10
.225 .368 .517 .636 .724 .787 .832 .865 .890 .583 .535 .583 .656 .739 .826 .917 1.01
.212 .350 .497 .618 .708 .773 .821 .856 .882 .538 .494 .538 .606 .682 .763 .846 .931
.200 .333 .478 .600 .692 .760 .810 .846 .874 .500 .458 .500 .563 .633 .708 .786 .865
.189 .318 .461 .583 .677 .747 .799 .837 .866 .467 .428 .467 .525 .591 .661 .733 .807

handbook 1
38
TABLE 20
BOLT GROUP FACTORS FOR DOUBLE COLUMN OF BOLTS
sg = 90 mm sp = 70 mm
np 1 2 3 4 5 6 7 8 9
φVdh/φVf 2 4 6 8 10 12 14 16 18
φVdv/φVf 2 4 6 8 10 12 14 16 18
φMdm/φVf 0.090 0.228 0.382 0.571 0.804 1.08 1.41 1.78 2.20
2
pg1/2 s+
0 1.23 1.68 1.84 1.90 1.94 1.96 1.97 1.97
2
pgpg 1/2 ss +
2.00 1.58 1.08 0.788 0.612 0.498 0.419 0.361 0.317
Ibp × 10
3
4.05 13.0 31.75 65.20 118.25 195.80 302.76 444.00 624.46
3
.
Zb FOR DOUBLE COLUMN OF BOLTS
sg = 90 mm sp = 70 mm
mm 1 2 3 4 5 6 7 8 9
0 2.00 4.00 6.00 8.00 10.0 12.0 14.0 16.0 18.0
10 1.64 3.50 5.49 7.53 9.57 11.6 13.7 15.7 17.7
20 1.38 3.09 5.00 7.02 9.08 11.1 13.2 15.3 17.3
30 1.20 2.76 4.56 6.51 8.55 10.6 12.7 14.8 16.9
40 1.06 2.48 4.16 6.04 8.03 10.1 12.2 14.3 16.4
50 0.947 2.25 3.82 5.60 7.52 9.54 11.6 13.7 15.8
60 0.857 2.06 3.52 5.20 7.05 9.01 11.1 13.1 15.2
70 0.783 1.90 3.25 4.84 6.61 8.51 10.5 12.6 14.7
80 0.720 1.76 3.02 4.51 6.20 8.04 9.99 12.0 14.1
90 0.667 1.64 2.82 4.23 5.83 7.61 9.50 11.5 13.5
100 0.621 1.53 2.64 3.97 5.50 7.20 9.03 11.0 13.0
110 0.581 1.44 2.48 3.73 5.19 6.83 8.60 10.5 12.4
120 0.545 1.35 2.34 3.52 4.91 6.48 8.19 10.0 11.9
130 0.514 1.28 2.21 3.33 4.66 6.16 7.82 9.59 11.5
140 0.486 1.21 2.09 3.16 4.43 5.87 7.47 9.19 11.0
150 0.462 1.15 1.99 3.01 4.22 5.60 7.14 8.81 10.6
Zev, Zeh FOR DOUBLE COLUMN OF BOLTS
sg = 90 mm sp = 70 mm
e Values of Zev for np = Values of Zeh for np =
mm 1 2 3 4 5 6 7 8 9 2 3 4 5 6 7 8 9
.818 .903 .938 .959 .971 .979 .984 .988 .990 9.29 7.56 7.76 8.45 9.32 10.30 11.33 12.39
.692 .823 .883 .921 .944 .959 .969 .975 .980 4.64 3.78 3.88 4.22 4.66 5.15 5.66 6.20
.600 .756 .834 .886 .918 .940 .954 .964 .971 3.10 2.52 2.59 2.82 3.11 3.43 3.78 4.13
.529 .699 .791 .853 .894 .921 .939 .952 .961 2.32 1.89 1.94 2.11 2.33 2.57 2.83 3.10
.474 .650 .751 .823 .871 .903 .925 .941 .952 1.86 1.51 1.55 1.69 1.87 2.06 2.26 2.48
.429 .607 .716 .795 .849 .886 .911 .930 .943 1.55 1.26 1.29 1.41 1.55 1.72 1.89 2.07
.391 .570 .684 .769 .828 .869 .898 .919 .934 1.33 1.08 1.11 1.21 1.33 1.47 1.62 1.77
.360 .537 .654 .744 .809 .854 .885 .908 .925 1.16 .945 .970 1.06 1.17 1.29 1.42 1.55
.333 .508 .627 .721 .790 .838 .873 .989 .917 1.03 .840 .862 .938 1.04 1.14 1.26 1.38
.310 .481 .602 .700 .772 .823 .861 .888 .908 .929 .756 .776 .845 .932 1.03 1.13 1.24
.290 .458 .579 .679 .754 .809 .849 .878 .900 .844 .687 .706 .768 .848 .936 1.03 1.13
.273 .436 .558 .660 .738 .795 .837 .869 .892 .774 .630 .647 .704 .777 .858 .944 1.03
.257 .417 .538 .642 .722 .782 .826 .859 .884 .714 .582 .597 .650 .717 .792 .871 .953
.243 .399 .519 .625 .707 .769 .815 .850 .876 .663 .540 .554 .603 .668 .736 .809 .885
.231 .382 .502 .608 .693 .757 .805 .841 .869 .619 .504 .517 .563 .622 .687 .755 .826

handbook 1
39
3 BOLTS AND BOLT GROUPS 3.10 Design example No. 1—
Design of bolts in lap splice
connection
Check a bolted splice in a 180 × 20 plate in the following configuration to ensure that it can
transmit the design tension capacity of the plate being spliced.
FIGURE 17 BOLTED PLATE SPLICE
Plates: Grade 250 to AS/NZS 3678
Spliced plate: 20 mm thick fy = 250 MPa fu = 410 MPa
Ag = 180 × 20 = 3600 mm2
An = 3600 – 2 × 22 × 20 = 2720 mm2
AS 4100, Clause 7.2 Nt ≤ 3600 × 250/103
= 900 kN
Nt ≤ 0.85 × 1.0 × 2720 × 410/103
= 948 kN
Design capacity: φNt = 0.9 × 900 = 810 kN Bolts and splice plates are to be able to
transmit this design capacity
Splice plates: 2 No × 10 mm thick fy = 260 MPa fu = 410 MPa
Ag = 2 × 180 × 10 = 3600 mm2
An = 2 × (180 × 10 – 2 × 22 × 10) = 2720 mm2
Nt ≤ 3600 × 260/103
= 936 kN
Nt ≤ 0.85 × 1.0 × 2720 × 410/103
= 948 kN
Design capacity: φNt = 0.9 × 936 = 842 kN >810 kN SATISFACTORY
Bolts: M20 category 8.8/S in 22 mm diameter holes
grip = 40 mm bolt length = 70 mm (Ref. 7)
minimum plain shank length = 16.5 mm (Ref. 7)
Hence, threads intercept one shear plane, plain shank intercepts the other shear plane—bolts
subject to shear on two planes.

handbook 1
40
Design capacity of bolts in shear = φVfn + φVfx = 92.6 + 129 = 221.6 kN (Table 10)
Lj = 70 mm (first to last bolt, each side of splice location) hence, kr = 1.0
Plate crushing and tear-out: M20 bolts df = 20 mm
Spliced plate in bearing: ae1 = 39 mm fup = 410 MPa tp = 20 mm
From Table 7 Vb ≤ 3.2 × 410 × 20 × 20/103
= 525 kN
≤ 39 × 20 × 410/103
= 320 kN
φVb (= 0.9 × 320 kN) > φVf (= 221.6 kN) DOES NOT CONTROL
Splice plates: ae1 = 34 mm fup = 410 MPa tp = 10 mm
From Table 7 Vb ≤ 3.2 × 410 × 10 × 20/103
= 262 kN
≤ 34× 10 × 410/103
= 139 kN
φVb = 0.9 × 139 kN > 92.6 kN threads included DOES NOT CONTROL
= 125.5 < 129 kN threads excluded DOES CONTROL
Design capacity on two shear planes per bolt reduces to = 92.6 + 125.5 = 218 kN.
Total design capacity of 4 bolts each side of splice location = 4 × 218= 872 kN
> 810 kN SATISFACTORY

handbook 1
41
3 BOLTS AND BOLT GROUPS 3.11 Design example No. 2—
Design of bolt group loaded in-
plane
If the bolts in the connection shown in Figure 18 are M20 bolts in 8.8/S bolting category,
determine the maximum design vertical force that the bolts in the bolt group can sustain.
FIGURE 18 BOLT GROUP LOADED IN-PLANE
Design actions at bolt group centroid: *
bvV = V* kN
*
bmM = 0.5 V* kNm
Using first principles approach of Eqns 3.9.10 to 3.9.13
Design capacity of bolt group based on design shear capacity of bolts
nb = 8 rmax = 22
10545 + = 114.2 mm
Ibp = ( )∑ + 2
n
2
n yx = 8 × 452
+ 4 × 1052
+ 4 × 352
= 65200 mm2
*
vV =
b
*
bv
n
V
= 0.125V*
*
hV =
b
*
bh
n
V
= 0
*
mbV =
bp
max
*
bm
I
rM
=
65200
2.11410005.0 *
××V
= 0.876V*

handbook 1
42
Using Eqns 3.9.11 and 3.9.12:
*
mhV =
bp
max
*
bm
I
yM
=
65200
10510005.0 *
××V
= 0.805V*
*
mvV =
bp
max
*
bm
I
xM
=
65200
4510005.0 *
××V
= 0.345V*
Note that *
mbV = ( ) ( )2*
mv
2*
mh VV + = 0.876V* as before
Using Eqn 3.9.13:
*
resV = ( ) ( )2*
mh
*
h
2*
mv
*
v VVVV +++ = ( ) *22
805.0345.0125.0 V⎟
⎠
⎞
⎜
⎝
⎛ ++
= 0.932V*
≤ φVf
Bolt design capacity: M20 bolts 8.8/S bolting category
grip = 15.4 + 8 = 23.4 mm From Reference 7, 55 mm long bolt is shortest possible bolt
55 mm long bolt has minimum plain shank of 10 mm (<15.4) ∴ threads intercept shear plane
Vdf = φVfn = 92.6 kN (Table 10)
Crushing on 8 mm ply, φVb = 3.2 × 20 × 8 × 410/103
= 210 kN BOLT SHEAR CONTROLS
(Plate tear-out assessed for components of bolt forces separately.)
∴ *
resV = 0.932 V*≤ 92.6 kN
V*≤ 99.4 kN
Design capacity of bolt group based on end plate tear-out considerations:
Now vertical end plate tear-out is not likely in either column or bracket, while horizontal end
plate tear-out will occur in the 8 mm web of the channel member before occurring in column
flange. Hence,
tp = 8 mm, fup = 410 MPa φ = 0.9 aeh – 1 = 50 – 1 mm = 49 mm
*
mhV on top bolt = 0.805V* ≤ φVb = φaetpfup
V*
≤ 3
10805.0
4108499.0
×
×××
= 180 kN DOES NOT CONTROL
Using the closed form solution approach of Table 18
Bolt group design parameters (Table 18):
sp = 70 mm sg = 90 mm np = 4 4286.0
703
90
pg =
×
=s e = 500 mm sg/sp = 1.2857
84.1
1
2
2
pg
=
+ s
788.0
1
2
2
pg
pg
=
+ s
s
( ) ( )
( ) ( )
7.570
/1
/1
3
1
pp
2
pg
2
p
2
pg
2
p
=
⎥
⎥
⎥
⎥
⎦
⎤
⎢
⎢
⎢
⎢
⎣
⎡
+−
+−
sn
ssn
ssn
Z1 = 761.2
4286.0
1
3
5
3
1
1
90/5002
2
=
××+
×
Zb =
( )
072.1
4286.0/761.2761.3
42
22
=
+
×

handbook 1
43
Design capacity of bolt group based on design shear capacity of bolts:
Using Table 18, Method (a) using Zb: ( ) 4.996.92072.1fb
*
bv =×=φ≤ VZV kN
since **
bv VV = then *
V ≤99.4 kN
Using Eqn 3.9.17, Method (b) using interaction equation: *
bhV = 0
φVdv = 8 × 92.6 = 740.8 kN
φMdm = 571 × 92.6 = 52847 kNmm = 52.8 kNm
2
2
8.52
*5.0
8.52
*5.0
8.740
*
788.0
8.740
*
⎥
⎦
⎤
⎢
⎣
⎡
+⎥
⎦
⎤
⎢
⎣
⎡
⎥
⎦
⎤
⎢
⎣
⎡
+⎥
⎦
⎤
⎢
⎣
⎡ VVVV
≤ 1.0
[ ] [ ] -62
1089.33610.0541.8222* ×++V ≤ 1.0
Solving, *V ≤99.4 kN (as method (a))
Design capacity of bolt group based on end plate tear-out considerations:
Using Table 18, ( )[ ] 6520070/90315
6
704 2
2
bp =×+
×
=l mm3
Now, vertical end plate tear-out is not likely in either column or bracket, while horizontal end
plate tear-out will occur in the 8 mm web of the channel member before occurring in column
flange. Hence,
tp = 8 mm, fup = 410 MPa φ = 0.9 aeh – 1 = 50 – 1 mm = 49 mm
φVeh = 0.9 × 49 × 8 × 410/103
= 145 kN
φVbf = 0.9 × 3.2 × 20 × 8 × 410/103
= 189 kN
Then using Table 18, with *
bvV = 99.4 kN (maximum capacity controlled by bolt shear)
*
vV =
42
4.99
×
= 12.4 kN
*
mhV =
652002
7035004.99
×
×××
= 80.0 kN ≤ φVeh = 145 kN SATISFACTORY
*
mvV =
652002
905004.99
×
××
= 34.3 kN
*
resV = ( ) 22
0.803.344.12 ++ = 92.6 kN ≤ φVbf = 189 kN SATISFACTORY
CONCLUSION: Plate tear-out does not control the design capacity of the connection.
DESIGN CAPACITY OF BOLT GROUP = 99.4 kN AS BEFORE

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