6 BOLTED END PLATE TO 6.

1 Description of connection
COLUMN MOMENT CONNECTION

FIGURE 28 BOLTED END PLATE TO COLUMN MOMENT CONNECTIONS

Bolted end plate moment connections are a very common form of connection in rigid
construction, being used as beam-to-column connections in regular rectangular steel framed
structures and as rafter-to-column connections in portal frame buildings.
Bolted end plate to column moment connections are dealt with in this Section while Section 5
deals with:
• bolted moment end plate beam splice connections
• bolted moment end plate apex connections
• mitred bolted moment end plate knee connections
This Section is restricted to extended end plate connections in five forms:
• four bolt unstiffened end plate (Figure 29a)
• four bolt stiffened end plate (Figure 29b)
• eight bolt stiffened end plate (Figure 29c)
• six bolt unstiffened end plate (Figure 29d)
• eight bolt unstiffened end plate (Figure 29e)

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 FIGURE 29 FORMS OF EXTENDED END PLATE CONNECTION

The advantages of the connection are:

(a) field bolted connection with no field welding;
(b) site erection is fairly rapid and economic;
(c) if fabrication is accurate, plumbing of the frame is readily achievable.
The disadvantages of the connection are:
(a) the fabrication techniques are somewhat stringent because of the need for accurate beam
length and ‘squareness’ of the beam end;
(b) end plates may warp due to the heat of welding;
(c) end plates are subject to lamellar tearing in the region of the flange welds; and
(d) the bolts are in tension, which can result in prying forces (see discussion in Appendix A of
DESIGN GUIDE 12 (Reference 6)).
The connection comprises:
• a relatively thick end plate, usually 16 to 32 mm in thickness;
• beam or rafter welded to the end plate in the fabrication shop;
• Grade 8.8 tensioned bolts which connect the end plate to the column flange
• any column stiffening required.
In this connection, both the flanges and the web of the I -section beam are welded to the end
plate using either:
• full penetration butt welds; OR
• partial penetration butt welds; OR
• double sided fillet welds.
The bolts are tensioned bolts, Grade 8.8 to AS 1252 (Ref. 11), used in bearing-type mode
(category 8.8/TB). Friction-type (non-slip, category 8.8/TF) bolts are not required. For a
discussion of bolting categories, see Reference 8.

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 Design capacity tables for structural steel
Volume 4: Rigid connections—Open sections

by

T.J. Hogan

contributing author

N. van der Kreek

first edition—2009
 AUSTRALIAN STEEL INSTITUTE
(ABN)/ACN (94) 000 973 839

Design capacity tables for structural steel

Volume 4: Rigid connections—Open sections

Copyright © 2009 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 2009 (LIMIT STATES)
National Library of Australia Cataloguing-in-Publication entry:
Hogan, T.J.
Design capacity tables for structural steel. Volume 4: Rigid connections—Open sections
st
1 ed.
Bibliography.
ISBN 978 1 921476 18 1 (pbk.). This publication originated as part of
ISBN 978 1 921476 19 8 (pdf.). Design of structural connections
First edition 1978
1. Steel, Structural—Standards – Australia.
Second edition 1981
2. Steel, Structural—Specifications – Australia.
Third edition 1988
3. Joints, (Engineering)—Design and construction.
Fourth edition 1994
I. van der Kreek, N.
II. Australian Steel Institute.
III. Title
(Series: Structural steel connection series).
Also in this series:
Design Capacity Tables for Structural Steel Volume 3: Simple connections—Open sections
Handbook 1: Design of structural steel connections
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
Design Guide 10: Bolted end plate beam splice connections
Design Guide 11: Welded beam to column moment connections
Design Guide 12: Bolted end plate to column moment connections
Design Guide 13: Splice 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 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 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 Page
List of figures iv 5.5 Design capacity tables 50
List of tables v 5.6 Four bolt unstiffened end plate—
Preface vii Design capacity tables 51
About the author viii 5.7 Four bolt stiffened end plate—
About the contributing author viii Design capacity tables 53
Acknowledgements ix 5.8 Six bolt unstiffened end plate—
Design capacity tables 55
1 CONCEPT OF DESIGN GUIDES............... 1 5.9 Eight bolt stiffened end plate—
1.1 Background 1 Design capacity tables 57
1.2 Preliminary considerations 2
1.3 Included connections 3 6 BOLTED END PLATE TO COLUMN
MOMENT CONNECTION .........................58
2 GEOMETRICAL DETAILS.......................... 9 6.1 Description of connection 58
2.1 Standard parameters 9 6.2 Typical detailing of connection 61
2.2 Connection components— 6.3 Calculation of design actions 66
Bolted moment end plate 10 6.4 Recommended design model—
2.3 Connection components— Summary of design checks 67
Column stiffeners 12 6.5 Design capacity tables 68
2.4 Bolt gauges to columns for bolted 6.6 Four bolt unstiffened end plate 69
moment end plate connection 15 6.7 Four bolt stiffened end plate 73
2.5 Flange cover plates for splices 16 6.8 Six bolt unstiffened end plate 75
2.6 Bolting layout to webs for bolted 6.9 Eight bolt stiffened end plate 77
web splices 20
2.7 Web cover plate components for 7 BOLTED COVER PLATE SPLICE ............78
bolted splices 22 7.1 Description of connection 78
7.2 Typical detailing of connection 79
3 DESIGN BASIS ........................................ 23 7.3 Calculation of design actions 82
3.1 Design models 23 7.4 Recommended design model—
3.2 Minimum design actions on Summary of design checks 83
connections 24 7.5 Design capacity tables 84
4 WELDED BEAM TO COLUMN MOMENT 8 BOLTED/WELDED COVER PLATE
CONNECTION ......................................... 28 SPLICE .....................................................90
4.1 Description of connection 28 8.1 Description of connection 90
4.2 Typical detailing of connection 31 8.2 Typical detailing of connection 91
4.3 Calculation of design actions 33 8.3 Calculation of design actions 94
4.4 Recommended Design Model— 8.4 Recommended design model—
Summary of design checks 34 Summary of design checks 95
4.5 Design capacity tables 35 8.5 Design capacity tables 96
4.6 Configuration A—Full penetration
butt welds to flanges and webs 36 9 FULLY WELDED SPLICE .......................102
4.7 Configuration B—Fillet welds 9.1 Description of connection 102
required to develop section 9.2 Typical detailing of connection 103
moment capacity 38 9.3 Calculation of design actions 105
4.8 Configuration C—Fillet welds to 9.4 Recommended design model—
flanges and web 40 Summary of design checks 106
9.5 Design capacity tables 107
5 BOLTED MOMENT END PLATE BEAM
SPLICE CONNECTION............................ 42 10 REFERENCES........................................110
5.1 Description of connection 42
APPENDIX
5.2 Typical detailing of connection 44
A Rigid connections DCTs, V4
5.3 Calculation of design actions 48
comment form 111
5.4 Recommended design model—
Summary of design checks 49

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 LIST OF FIGURES
Page Page
Figure 1 Typical detailing for unstiffened Figure 25 Shims used between end plates....46
variations of extended bolted Figure 26 Clearance required for
moment end plate........................... 4 tensioning bolts .............................47
Figure 2 Typical welded beam to column Figure 27 Design actions at connection.........48
moment connection ........................ 4 Figure 28 Bolted end plate to column
Figure 3 Typical detailing for 4 bolt moment connections .....................58
unstiffened bolted end plate to Figure 29 Forms of extended end plate
column connection.......................... 5 connection .....................................59
Figure 4 Typical detailing of bolted Figure 30 Possible configurations of the
cover plate splice............................ 6 bolted moment end plate
Figure 5 Typical detailing of bolted/welded beam to column connection..........60
cover plate splice............................ 7 Figure 31 Typical detailing for 4 bolt
Figure 6 Typical detailing of welded splice ... 8 unstiffened bolted end plate
Figure 7 Bolting layouts for M24 bolts in to column connection ....................61
bolted moment endplate ............... 11 Figure 32 Typical detailing for haunched
Figure 8 Bolting layouts for M20 bolts in rafter to column bolted end
bolted moment endplate ............... 11 plate connection ............................62
Figure 9 Transverse stiffener Figure 33 Removal of column flange with
arrangement ................................. 12 thicker plate inserted .....................62
Figure 10 Geometry of flange splice plates .. 16 Figure 34 Column doubler plate types...........63
Figure 11 Web splice bolting layout M20 Figure 35 Shims used between end
bolts.............................................. 20 plate and column flange ................64
Figure 12 Web splice bolting layout M24 Figure 36 Clearance required for
bolts.............................................. 21 tensioning bolts .............................65
Figure 13 Web cover plate components ....... 22 Figure 37 Design actions on beam at
Figure 14 Typical welded beam to column column...........................................66
moment connection ...................... 28 Figure 38 Bolted cover plate splice ...............78
Figure 15 Alternative arrangements for Figure 39 Typical detailing in flexural
welded beam to column member .........................................79
connections .................................. 29 Figure 40 Typical detailing in column/
Figure 16 Arrangement with shop welded beam-column.................................80
beams and column splices ........... 29 Figure 41 Typical detailing in tension
Figure 17 Possible configurations of the member .........................................80
welded moment beam to Figure 42 Design actions at splice.................82
column connection........................ 30 Figure 43 Bolted/welded cover plate
Figure 18 Stub girder connection, fully splice .............................................90
shop welded beam stub, beam Figure 44 Typical detailing in flexural
spliced on site............................... 31 member .........................................91
Figure 19 Field welded moment Figure 45 Typical detailing in column/
connection—including beam column.................................92
erection cleat ................................ 31
Figure 46 Typical detailing in tension
Figure 20 Design actions on beam member .........................................92
at column...................................... 33
Figure 47 Design actions at splice.................94
Figure 21 Bolted moment end plate beam
Figure 48 Fully welded splice ......................102
splice connection .......................... 42
Figure 49 Typical detailing of welded
Figure 22 Forms of extended bolted
splice ...........................................103
end plate connection .................... 43
Figure 50 Use of backing strips ...................104
Figure 23 Typical detailing for unstiffened
variations of extended bolted Figure 51 Preferred splice location in
moment end plate......................... 44 column.........................................104
Figure 24 Typical detailing for stiffened Figure 52 Design actions at splice...............105
variations of extended bolted
moment end plate......................... 45

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 LIST OF TABLES
Page Page

Table 1 Connection components Table 20 Universal beams grade 300

bolted moment end plate .............. 10 design moment capacity of
Table 2 Stiffener material design welded connection with flange
strengths....................................... 12 welds and web welds.....................41
Table 3 Flat bar components as Table 21 Design moment capacity of
stiffeners....................................... 13 connection φMconn four bolt
unstiffened end plate M24 bolts
Table 4 Flat bar width/column
welded beam/universal beam
combinations suited to stiffening... 14
sections > 300 mm deep ...............51
Table 5 Plate width/column combinations
Table 22 Design moment capacity of
suited to stiffening ........................ 14
connection φMconn four bolt
Table 6 Suitable bolt gauges for column unstiffened end plate M20 bolts
section flanges ............................. 15 universal beam sections
Table 7 Flange cover plate width/ > 200 mm deep .............................52
thickness combinations for one Table 23 Design moment capacity of
plate bolted cover plate splice ...... 17 connection φMconn four bolt
Table 8 Flange cover plate width/ stiffened end plate M24 bolts
thickness combinations for welded beam/universal beam
one plate bolted/welded sections > 300 mm deep ...............53
cover plate splice.......................... 17 Table 24 Design moment capacity of
Table 9 Flange cover plate width/ connection φMconn four bolt
thickness combinations for three stiffened end plate M20 bolts
plate bolted cover plate splice ...... 18 universal beam sections
Table 10 Flange cover plate width/ > 200 mm deep .............................54
thickness combinations for Table 25 Design moment capacity of
three plate bolted/welded connection φMconn six bolt
cover plate splice.......................... 19 unstiffened end plate M24 bolts
Table 11 Values of nmax in web splice .......... 20 welded beam/universal beam
Table 12 Values of nmax in web splice.......... 21 sections > 450 mm deep ...............55
Table 13 Universal beams, Grade 300 Table 26 Design moment capacity of
design section moment and connection φMconn six bolt
web capacities .............................. 26 unstiffened end plate M20 bolts
Table 14 Welded beams, Grade 300 universal beam sections
design section moment and > 350 mm deep .............................56
web capacities .............................. 27 Table 27 Design moment capacity of
Table 15 Universal beams Grade 300 connection φMconn eight bolt
design section moment and stiffened end plate M24 bolts
web capacities .............................. 36 8.8/TB category threads
excluded from shear plane
Table 16 Welded beams Grade 300 welded beam and universal
design section moment and beam sections > 520 mm deep .....57
web capacities .............................. 37
Table 28 Design moment capacity of
Table 17 Universal beams Grade 300
connection φMconn four bolt
weld configurations to achieve unstiffened end plate M24 bolts
design section moment
unhaunched welded
capacity φMs ................................. 38 beam/universal beam
Table 18 Welded beams Grade 300 weld sections > 300 mm deep ...............69
configurations to achieve design Table 29 Design moment capacity of
section moment capacity φMs ....... 39 connection φMconn four bolt
Table 19 Universal beams Grade 300 unstiffened end plate M20 bolts
design moment capacity of unhaunched universal beam
welded connection with flange sections > 200 mm deep ...............70
welds and web welds.................... 40

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 Page Page

Table 30 Design moment capacity of Table 40 Design moment capacity of

connection φMconn four bolt bolted three cover plate splice
unstiffened end plate M24 bolts 700WB/800WB welded beam
haunched universal beam sections M24 bolts.........................88
sections > 300 mm deep .............. 71 Table 41 Design moment capacity of
Table 31 Design moment capacity of bolted three cover plate splice
connection φMconn four bolt 900WB/1000WB welded beam
unstiffened end plate M20 bolts sections M24 bolts.........................89
haunched universal beam Table 42 Design moment capacity of
sections > 200 mm deep .............. 72 bolted/welded single cover plate
Table 32 Design moment capacity of splice universal beam sections
connection φMconn four bolt < 400 deep M20 bolts, 6 fillets
stiffened end plate M24 bolts to flange plates, 5 fillets to web
unhaunched welded beam/universal plates.............................................97
beam sections > 300 mm deep..... 73 Table 43 Design moment capacity of
Table 33 Design moment capacity of bolted/welded single cover plate
connection φMconn four bolt splice universal beam sections
stiffened end plate M20 bolts > 400 deep M24 bolts, 8 or
unhaunched universal beam 6 fillets to flange plates,
sections > 200 mm deep .............. 74 5 fillets to web plates .....................98
Table 34 Design moment capacity of Table 44 Design moment capacity of
connection φMconn six bolt bolted/welded three cover plate
unstiffened end plate M24 splice universal column sections
bolts unhaunched welded M24 bolts, 6/8 fillets to flange
beam/universal beam sections plates and web plates and
> 450 mm deep ............................ 75 6 fillets to web plates .....................99
Table 35 Design moment capacity of Table 45 Design moment capacity of
connection φMconn six bolt bolted three cover plate splice
unstiffened end plate M20 bolts 700WB/800WB welded beam
unhaunched universal beam sections M24 bolts, 6/8 fillets
sections > 350 mm deep .............. 76 to flange plates and 5 fillets to
web plates ...................................100
Table 36 Design moment capacity of
Table 46 Design moment capacity of
connection φMconn eight bolt
bolted/welded three cover
stiffened end plate M24 bolts
plate splice 900WB/1000WB
unhaunched welded beam
welded beam sections M24
and universal beam sections
bolts, 8 or 6 fillets to flange
> 520 mm deep ............................ 77
plates and 6 fillets to web plates..101
Table 37 Design moment capacity of
Table 47 Universal beams Grade 300
bolted single cover plate splice
design section moment and
universal beam sections < 400
shear capacities ..........................107
deep M20 bolts ............................. 85
Table 48 Welded beams Grade 300
Table 38 Design moment capacity of
design section moment and
bolted single cover plate splice
shear capacities ..........................108
universal beam sections > 400
deep M24 bolts ............................. 86 Table 49 Universal columns/welded
columns grade 300 design
Table 39 Design moment capacity of
section moment and shear
bolted three cover plate splice
capacities ....................................109
universal column sections > 240
deep M24 bolts ............................. 87

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