Design Guide
for
Buildable Steel Connections
-Bolted and Welded Connection to SS EN1993-1-8
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Design Guide
for
Buildable Steel Connections
-Bolted and Welded Connections to SS EN1993-1-8
J Y Richard Liew
National University of Singapore
Honorary fellow, Singapore Structural Steel Society
Page | i
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Page | ii
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
NOTE
1. Whilst every effort has been made to ensure accuracy of the information contained in
this design guide, the Singapore Structural Steel Society (“SSSS”) and Building and
Construction Authority (“BCA”) makes no representations or warranty as to the
completeness or accuracy thereof. Information in this design guide is supplied on the
condition that the user of this publication will make their own determination as to the
suitability for his or her purpose(s) prior to its use. The user of this publication must
review and modify as necessary the information prior to using or incorporating the
information into any project or endeavor. Any risk associated with using or relying
on the information contained in the design guide shall be borne by the user. The
information in the design guide is provided on an “as is” basis without any warranty
of any kind whatsoever or accompanying services or support.
2. Nothing contained in this design guide is to be construed as a recommendation or
requirement to use any policy, material, product, process, system or application and
SSSS & BCA make no representation or warranty express or implied. NO
REPRESENTATION OR WARRANTY, EITHER EXPRESSED OR IMPLIED OF
FITNESS FOR A PARTICULAR PURPOSE IS MADE HEREUNDER WITH
RESPECT TO INCLUDING BUT NOT LIMITED, WARRANTIES AS TO
ACCURACY, TIMELINES, COMPLETENESS, MERCHANTABILITY OR
FITNESS FOR A PARTICULAR PURPOSE OR COMPLIANCE WITH A
PARTICULAR DESCRIPTION OR ANY IMPLIED WARRANTY ARISING
FROM THE COURSE OF PERFORMANCE, COURSE OF DEALING, USAGE OF
TRADE OR OTHERWISE, TO THE FULLEST EXTENT PERMITTED BY LAW.
In particular, SSSS & BCA make no warranty that the information contained in the
design guide will meet the user’s requirements or is error-free or that all errors in the
drawings can be corrected or that the drawings will be in a form or format required
by the user.
3. In no event will SSSS & BCA or the authors be responsible or liable for damages of
any kind resulting from the use or reliance upon information or the policies, materials,
products, systems or applications to which the information refers. In addition to and
notwithstanding the foregoing, in no event shall SSSS & BCA be liable for any
consequential or special damages or for any loss of profits incurred by the user or any
third party in connection with or arising out of use or reliance of this design guide.
Page | iii
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Copyright @ 2019 Building and Construction Authority, Singapore.
Copyright @ 2019 Singapore Structural Steel Society.
All rights reserved. This document or any part thereof may not be reproduced for any reason
whatsoever in any form or means whatsoever and howsoever without the prior written
consent and approval of the Building and Construction Authority and Singapore Structural
Steel Society.
Whilst every effort has been made to ensure the accuracy of the information contained in this
publication, the Building and Construction Authority and Singapore Structural Steel Society,
its employees or agents shall not be responsible for any mistake or inaccuracy that may be
contained herein and all such liability and responsibility are expressly disclaimed by these
said parties.
Page | iv
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Contents
Contents
v
Foreword by the Author
ix
Foreword by the President of SSSS
x
Acknowledgement
xi
List of Examples
xii
1
2
Introduction
1
1.1
About this design guide
1
1.2
Material
1
1.3
Joint classification
2
Buildable Beam to Beam/Column connections
2.1
Simple connections
3
3
2.1.1 Bolted Connections (shear and/or tension connections)
3
2.1.2 Welded Connections (shear and/or tension connections)
3
2.1.3 Recommendation for fin plate connections
3
2.2
4
Moment-resisting connections
2.2.1 Bolted Connections (Moment-resisting connections)
4
2.2.2 Welded Connections (Moment-resisting connections)
4
2.3
Design steps for simple connections – bolted connections
4
2.3.1 Fin plate connection design procedures
5
2.3.2 End plate connection design procedure
13
2.3.3 Example 1 – One-sided Beam-to-Beam connection with extended fin plate
17
2.3.4 Example 2 – Double-sided Beam-to-Beam connection with extended fin plates
36
2.3.5 Example 3 – One-sided Beam-to-Beam skewed connection with extended fin plates
65
2.3.6 Example 4 – Two-sided Beam-to-Column fin plate connection bending about the
major axis of the column
80
2.3.7 Example 5 – Two-sided Beam-to-Column extended fin plate connection in minor axis
with extended fin plate
105
2.3.8 Example 6 – Fin plate connection to circular hollow column
134
2.3.9 Example 7 – Beam-to-Beam connection
150
2.3.10 Example 8 – Beam-to-Beam connection at different level
167
2.4
Design steps for moment-resisting connections – bolted connections
181
2.4.1 Extended fin plate connections design procedures
182
2.4.2 End plate connections design procedures
191
2.4.3 Example 9 – Double-sided Beam-to-Beam connection with extended fin-plate
(moment-resisting connection) for beams of similar depth
199
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DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
3
2.4.4 Example 10 – Double-sided Beam-to-Beam connection with extended fin-plate
(moment-resisting connection) for beams of different depths with haunch
214
2.4.5 Example 11 – Double-sided Beam-to-Beam connection with extended fin-plate
(moment-resisting connection) for beams of different depths with connection plate
232
2.4.6 Example 12 – I-beams connecting to hollow section column with external ring plate
247
2.4.7 Example 13 – I-beam of different depths connecting to hollow section column with
external ring plate
265
2.4.8 Example 14 – Beam-to-Column connection (moment-resisting connection) bending
about the major axis of the column with different beam depths
285
2.4.9 Example 15 – Beam-to-Column connection bending about the minor axis of the
column with different beam depths
307
2.4.10 Example 16 – Beam-to-Beam connection (moment-resisting connection) in minor
axis (Section a)
324
2.4.11 Example 17 – Beam-to-Beam connection (moment-resisting connection) in minor
axis (Section b)
351
2.4.12 Example 18 – Beam-to-Beam connection (moment-resisting connection) in major
axis and/or minor axis (section b)
370
2.4.13 Example 19 – Beam-to-Beam connection (moment-resisting connection) in major
axis and/or minor axis (section c)
400
2.5
421
Strengthening of the joints
2.5.1 Example 20 – Stiffened extended fin-plates for secondary beams
422
2.5.2 Example 21 – Stiffened extended fin-plates connecting to column in the minor axis
(Section a)
430
2.5.3 Example 22 – Stiffened extended fin-plates connecting to column in the minor axis
(Section b)
437
2.5.4 Example 22 – Stiffened extended fin-plates connecting to column in the minor axis
(Section c)
442
2.5.5 Example 23 – Stiffened column web
446
2.6
458
Splice connections
2.6.1 Example 24 – Beam splice – A combination of welding to the top flange and bolting to
the web & bottom flange
462
2.6.2 Example 25 – Beam splice – A combination of welding to the top & bottom flanges
with bolting to the web
476
Base Plate Connections
479
3.1
Base Plate Connection
479
3.2
Design steps
479
3.3
Design basics
480
3.4
Typical Column Base Plate
481
3.4.1 Example 1 – Use of L-Bolt
482
3.4.2 Example 2 – Vertical holding down bolt with nuts and washers
495
3.5
507
Steel-to-concrete connections
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DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
3.5.1 Example 3 – Embedded plate into RC wall/column
4
Connections for Hollow Steel Sections
6
7
8
515
4.1
Modes of failures
515
4.2
Shear connection using fin plates
516
4.2.1 Example 1 – Shear connection using fin plate (CHS column)
517
4.2.2 Example 2 – Beam to rectangular column connection using fin plate
530
4.3
537
Connection of I-beam to hollow steel columns using extended endplates
4.3.1 Example 3 – Beam to Rectangular column connection using extended end plate
537
4.4
546
Connection of narrow beam to hollow steel columns
4.4.1 Example 4 – Narrow I beam to circular hollow column connection
546
4.5
571
Connection of I-beam to circular hollow section steel column
4.5.1 Example 5 – I beam to circular column connection with beam stub pre-welded to
column
571
4.6
591
Connection of I-beam to hollow steel columns using diaphragm plates
4.6.1 Example 6 – I-beam to hollow steel columns with diaphragm plates
5
508
Bracing connections
591
597
5.1
Introduction
597
5.2
Materials
597
5.3
Design and Detailing
597
5.3.1 Example 1 – Welding of steel rod to a steel plate
598
5.4
603
Gusset plates to main members
5.4.1 Example 2 – Turn buckle and gusset plate connection
603
5.4.2 Example 3 – Gusset plate connection for bracing type 2
612
Purlin Connections
627
6.1
Introduction
627
6.2
Design and detailing
627
6.3
Provisions of sag rods
628
Non-standard Connections
630
7.1
Introduction
630
7.2
Tubular column-to-column connections (different column sizes)
630
7.3
Member transition in truss chords
635
7.4
Stiffeners in truss chords
636
7.4.1 Example 1 – Stiffened truss connection
636
7.5 Double-sided beam-to-beam composite connection using fin plates and contact
plates
648
Good Practices for Connections Design
8.1
General
660
660
Page | vii
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
8.2
Recommendations for cost-effective connection design
660
8.3
Non-preferred steel connections
662
8.4
Alternate connections
665
References
668
Annex A: Case Study for Productivity Improvement
670
Page | viii
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Foreword by the Author
This publication covers the range of structural steelwork connections that are seen as buildable
from the fabricators’ point of view. It provides a guide to the design of simple connections,
moment connections and special connections in steelwork including detailed examples how to
design them.
Included in this Guide are bolted and welded connections suitable for use in simple, semicontinuous and continuous frame design. The design is based on SS EN1993-1-8 and Singapore
national annex, with supplementary information from SCI Publications: Joints in steel
construction- Simple and moment connections, CIDECT design guide 9 – for structural hollow
section column connections and GB 50936:2014.
The Guide is produced by the SSSS work group with sponsorship from the Singapore Structural
Steel Society. The work group was established in 2017 to bring together academics, consultants
and steelwork contractors to work on the development of design guides for buildable
connections, which are commonly used in practice. The ideas gathered in the Guide come from
the sharing of knowledge of individuals from the steel construction industry. As the Guide is
not a static document, there is little doubt that future amendments and improvement to it will
depend on the feedback from the professionals and increasing collaboration between SSSS, the
Building and Construction Authority (BCA) and the National University of Singapore (NUS).
Much of this collaboration has been on a voluntary basis with professional pooling their
knowledge to produce examples and design rules that best reflect the modern practice in
steelwork construction. The author gratefully acknowledges the helps he has received from
the consultants, BCA, and SSSSS, who publish this Guide.
It is hoped that the readers of this Guide will find it not only a valuable source of reference but
also a book that they will use regularly to design and build new structures. The back ground
information to this guide also help to provide insights into the behaviour of steel connections.
It is also hoped that this collaborative venture will help draw the professional community
interested in steel structures closer together to advance the application of structural in
construction.
J Y Richard Liew (Lead Author)
Professor, National University of Singapore
Honorary Fellow, Singapore Structural Steel Society
Page | ix
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Foreword by the President of SSSS
The Structural Steel Society of Singapore (SSSS) strives to pursue the Society’s vision for the
industry to adopt the use of structural steel in the built environment sector. One of the ways to
boost the adoption of structural steel is to improve the current industry practices on the design
and detailing of steel connections. Through consultation with the industry, it was found that
there is a need to bridge the gap between consultants and steel fabricators that hinders the use
of more buildable steel connections in order to facilitate ease of fabrication and site installation
of steel structures.
With the assistance of the Building and Construction Authority (BCA) in driving productivity
through the use of structural steel construction, SSSS prepared this guide book in order to raise
the capability of the industry through the use of standardised buildable connections. It is
envisaged that the use of this guide book by design consultants will align with connection
details commonly adopted by steel fabricators in their fabrication and erection procedures.
Thus, this will also reduce disruption arising from abortive work due to design changes and the
time taken to further develop the steel connection details can be minimised.
It is hoped that the guide book will serve a de facto standard for designers to adopt buildable
connections in their works as detailed calculations of the various connections are provided for
reference. Moving forward, the Society will continue to engage with the SSSS members,
consultants, builders, academia and other stakeholders to encourage the use of structural steel
construction in our industry.
I would like to thank the workgroup members, authors of the guidebook, officers of the BCA
and friends from the building industry for their contributions and support in making this
publication a success for the benefit of the industry.
Melvin Soh
President, Singapore Structural Steel Society
Page | x
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Acknowledgement
The Singapore Structural Steel Society (“SSSS”) would like to thank the authors for developing
this Guidebook as well as the members of the work group for their valuable comments and
contributions.
The authors would also like to acknowledge the preparation of all the drawings by Mr. Zhao
Yuzhe of Applied Research Consultants Pte. Ltd.
Authors
Prof. Richard Liew, National University of Singapore
Mr Shi Jiachen, Applied Research Consultants Pte Ltd
Dr Wang Tongyun, National University of Singapore
Members of the Work Group
The Work Group appointed by SSSS to assist in the preparation of this guidebook comprises
of the following:
SSSS: Dr Pang Sze Dai (Chairman)
Dr Ng Yiaw Heong
Er. Lee Chee Weye
Er. Joe Lam
Er. Tay Yak Hong
Er. Chua Teck Leng
Er. Chelvadurai Harendran
Mr Shanthakumar Mayooran
BCA: Er. Rose Nguan
Mr Albert Tang
Mr See Toh Chee Fung
Er. Lung Hian Hao
Er. Chin Leong Siong
Er. Jimmy Wong Wan Khin
Page | xi
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
List of Examples
Beam-to-Beam Connections
Type
Page | xii
Section
/Page
Remark
2.3.3
/Page
17
One-sided
with extended
fin plate
2.3.4
/Page
36
Double-sided
with extended
fin plate
2.3.5
/Page
65
One-sided
skewed
connections
with extended
fin plate
2.3.9
/Page
150
Double fin
plates
connections
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Beam-to-Beam Connections
Type
Page | xiii
Section
/Page
Remark
2.3.10
/Page
167
Beams
connected at
different
levels
2.4.3
/Page
199
Double-sided
with extended
fin plate
2.4.4
/Page
214
Double-sided
with extended
fin plate for
beams of
different
depths
2.4.5
/Page
232
Double-sided
with extended
fin plate for
beams of
different
depths
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Beam-to-Beam Connections
Type
Page | xiv
Section
/Page
Remark
2.4.10
/Page
324
2.4.11
/Page
351
End plate
connections
2.5.1
/Page
422
Stiffened
extended fin
plate
2.6.1
/Page
462
Beam splice
with a
combination
of welding
and bolting
2.6.2
/Page
476
Beam splice
with a
combination
of welding
and bolting
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Beam-to-Column Connections
Type
Page | xv
Section/
Page
Remark
2.3.6
/Page
80
Fin-plate
connection
bending about
the major axis
of column
2.3.7
/Page
105
Extended fin
plate
connection
bending about
the minor
axis of the
column
2.3.8
/Page
134
Fin plate
connection to
circular
hollow
column
2.4.6
/Page
247
I-beams
connecting to
hollow
section
column with
external ring
plate
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Beam-to-Column Connections
Type
Page | xvi
Section/
Page
Remark
2.4.7
/Page
265
I-beams of
different
depths
connecting to
hollow
section
column with
external ring
plate
2.4.8
/Page
285
Beam-tocolumn
connection
bending about
major axis of
the column
2.4.9
/Page
307
Beam-tocolumn
connection
bending about
the minor
axis of
column
2.4.12
/Page
370
2.4.13
/Page
400
End plate
connections
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Beam-to-Column Connections
Type
Page | xvii
Section/
Page
Remark
2.5.2
/Page
430
Stiffened
extended fin
plate
2.5.3
/Page
437
Stiffened
extended fin
plate
2.5.4
/Page
442
Stiffened
extended fin
plate
2.5.5
/Page
446
Stiffened
column web
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Beam-to-Column Connections
Type
Page | xviii
Section/
Page
Remark
3.5.1
/Page
508
Embedded
plate in RC
column/wall
4.2.1
/Page
517
Beam to
circular
column
connection
using fin
plate
4.2.2
/Page
530
Beam to
rectangular
column
connection
using fin
plate
4.3.1
/Page
537
Beam to
rectangular
column
connection
using
extended end
plate
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Beam-to-Column Connections
Type
Page | xix
Section/
Page
Remark
4.4.1
/Page
546
Narrow I
beam to
circular
hollow
column
connection
4.5.1
/Page
571
I beam to
circular
column
connection
with beam
stub prewelded to
column
4.6.1
/Page
591
Using
diaphragm
plate
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Bracing connections
Type
Page | xx
Section/
Page
Remark
5.4.3
/Page
612
Gusset plate
5.3.1
/Page
598
Single sided
flare groove
weld
5.3.1
/Page
598
Double sided
fillet weld
5.4.1
/Page
603
Turn buckle
and gusset
plate
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Base connections
Type
Page | xxi
Section/
Page
Remark
3.4.1
/Page
482
L bolt
3.4.2
/Page
495
Vertical
holding down
bolt
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Non-standard connections
Type
Page | xxii
Section/
Page
Remark
7.2
/Page
630
Circular
columns with
different
sizes
7.2
/Page
630
Rectangular
columns with
different
sizes
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Non-standard connections
Type
Section/
Page
Remark
7.3
/Page
635
Member
transition
7.3
/Page
635
Member
transition
7.3
/Page
635
Member
transition
7.4.1
/Page
636
Stiffeners in
truss chord
7.5
/Page
648
Composite
connection
pst = 200mm
ds = 10mm
cs = 45mm
hc = 99mm
hp = 51mm
e1,b
zs-b1 =
371.6mm
zs-cp =
630.3mm
ho =
150mm
e1
p1
a
n1 = 5
n=5
tp = 10mm
Contact
Plate
hp = 380mm
e1 = 50mm
p1 = 70mm
e2 = 50mm
e1,b = 126.6mm
e2,b = 50mm
db = 24mm, d0 = 26mm
tw,b2 = 13.1mm
e2,b e2
z = 60mm
Page | xxiii
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
1 Introduction
1.1 About this design guide
Connection design is closely related to the fabrication and erection process of a structure. For
most of design guides and codes, they only provide engineers with rules to check the resistance,
stability and deformations of the connections. There is no specific guideline on buildability of
connections. This publication provides guidance for designing various types of connections
that are perceived to be more buildable and eventually will improve the speed of steelwork
construction. These connections are designed in accordance with SS EN1993-1-8 and SCI
Publications P358 & P398. Other relevant design guides are also referred if the rules in
Eurocodes are not applicable or not adequate. It should be noted that SS EN1993-1-8 follows
the same rules and principles in EN1993-1-8, and hence they are generally referred to as SS
EN1993-1-8 in this Guide.
Design procedures are provided for:
a) Beam-to-Beam and Beam-to-Column connections
• With extended fin plate (for both shear & moment connections)
• With end plate (for both shear & moment connections)
b) Strengthening of joints
• Stiffening extended fin plate
• Supplementary web plates for column web
c) Beam splices
A combination of welding and bolting with cover plates
d) Column base plate connections
Steel plate with anchorage bolts
e) Connections for hollow steel sections
Connecting universal sections to hollow steel sections with fin plates, end plates and
diaphragm plates.
f) Bracing connections
• Weld resistance for connecting steel rod to gusset plate
• Gusset plate resistance for connecting universal sections
g) Purlin connections
h) Non-standard connections
• Tubular column-to-column connections for different column sizes
• Member transition in truss chord
• Stiffeners in truss chord
• Semi-continuous composite beam-to-beam joint
Design examples of all the above connections are also given.
1.2 Material
This publication is only valid for connections with material or products comply with standard
from Eurocode 3. The material properties used in this guide follow BC 1:2012 and Table 3.1
of SS EN1993-1-1, and only steel grades from S235 to S460 are covered. Nominal values of
the yield strength ππ¦ and ultimate strength ππ’ depend on the thickness of the steel elements.
Page | 1
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
1.3 Joint classification
According to SS EN 1993-1-8 Clause 5.2.1, joints may be classified by stiffness or strength.
All joints need to fulfil the assumptions made in design and modelling. Based on the rotational
stiffness, a joint can be classified as rigid, nominally pinned or semi-rigid. Figure 1-1 below
which is extracted from SS EN 1993-1-8 provides classification boundaries based on rotational
stiffness ππ,πππ . Moreover, a joint may be classified as full-strength, nominally pinned or partial
strength based on its moment resistance and that of the members it connects to. According to
NA to SS EN 1993-1-8 Clause NA.2.6, connections designed in accordance with the principles
given in SCI Publication P358 may be classified as nominally pinned joints.
Figure 1-1 Classification of joints by stiffness (SS EN 1993-1-8)
Page | 2
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2 Buildable Beam to Beam/Column
connections
2.1 Simple connections
Simple joint is assumed to transfer only nominal moment without adversely affecting the
overall structural system. Such nominal moment of resistance should not exceed 0.25 times the
design moment of resistance required for a full-strength joint if the joint has sufficient rotation
capacity.
2.1.1 Bolted Connections (shear and/or tension connections)
Most of the simple joint connections used are based on category type A (bearing type for shear
connection) and category type D (for tension connections) where no preloading is required as
per table 3.2 of SS EN 1993-1-8. The design resistance depends on the shear and bearing
resistance or tensile resistance (where applicable) of the bolt connections.
The usage of bolt where preloading is not required should be “snug” tight while for connections
sensitive to slippage, preloading is required. Preloaded bolts (category type B, C or E) will
require a certain minimum amount of preload, which is dependent upon the surface smoothness
of the threaded area in the bolts and nuts. In addition, the torque required to tighten the
preloaded bolts and the recommended torque is usually provided by the bolt manufacturers.
2.1.2 Welded Connections (shear and/or tension connections)
Typically, the type of weld adopted for simple connections is fillet weld. It is recommended to
have a symmetric fillet on both sides to distribute the load.
For end plates, the recommendation for the design of the weld is that the end plate should yield
before the weld fractures. As for fin plates, full strength fillet weld is recommended.
Alternatively, the required fillet weld can be designed based on the actual shear and nominal
moments as per SS EN 1993-1-8.
2.1.3 Recommendation for fin plate connections
According to SCI Publication P358, fin plate connection design needs to fulfill the following
requirements to ensure the connection provides the necessary rotational capacity and restraint
to the supported member:
•
•
•
•
Fin plate needs to be located as close to the top flange of the supported member as
possible to ensure the stability.
The depth of the fin plate should be greater or equal to 0.6 times the depth of the
supported member to provide torsional restraint.
The thickness of the fin plate or beam web should not be greater than 0.42 times and
0.5 times of the bolt diameter for S355 and S275 steel, respectively.
The edge and end distance on fin plate or beam web should be at least 2 times the
diameter of the bolt.
Table 2-1 below shows the standard details of fin plate connections suggested by SCI
Publication P358.
Page | 3
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Table 2-1 Standard fin plate connection details (SCI Publication P358)
Supported beam
nominal depth
mm
≤ 610
> 610
≤ 610
> 610
Number of vertical
bolt lines
Recommended fin
plate size
mm
1
100×10
1
120×10
2
160×10
2
180×10
Bolts: M20 Gr.8.8 in 22 mm diameter holes
Gap
mm
10
20
10
20
2.2 Moment-resisting connections
Moment-resisting connections allows the joint to transfer not only the shear/tension forces but
the effects of moment to the supporting structures.
2.2.1 Bolted Connections (Moment-resisting connections)
The resistance of the end-plate/extended plate bolted connection is based on the tensile
resistance of the bolts within the tension zone, which is usually close to the top flange of the
beam while the compression resistance of the bolts within the compression usually found at the
bottom flange of the beam. The vertical shear resistance is through the bolts connected within
the beam web.
2.2.2 Welded Connections (Moment-resisting connections)
Fillet weld is preferred. However, if the required size of the fillet weld will result into a weld
thicker than the connected part, partial penetration with superimposed fillet or full butt weld
may be required.
Full penetration butt weld is not encouraged due to imperfections during steel fabrication
process. The incomplete root fusion or penetration is one of the common defects when NDT
tests are carried out. Remedial actions such as grinding of the weld to sound weld/base metal
and re-welding based on the appropriate welding procedures renders the fabrication
unproductive. It is advised to adopt partial butt weld such as 80% penetration if the design
strength is not exceeded. Else, full strength butt weld such as partial penetration butt weld with
superimposed fillet welds can be adopted for better productivity.
2.3 Design steps for simple connections – bolted connections
There are two types of simple connections illustrated in this guide: fin plate connection and
end plate beam to beam connection. The design steps for each type of connection are shown in
Figure 2-1 below.
Page | 4
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Simple
Connections
End plate
Fin plate
Two secondary
beams
1. Bolt group
resistance
(Beam to beam)
One secondary
beam
6. Punching
shear resistance
1. Weld
resistance
2. Secondary
beam shear
2. Fin plate
resistance
3. Bolt in shear
3. Secondary
beam web
resistance
4. End plate
shear resistance
4. Weld
resistance
5. T-stub
resistance
5. Local shear
resistance
6. Stiffener
Figure 2-1 Design steps for simple connections
For ease of site installation, it is preferable to extend the fin plates beyond the flange of the
primary beam. Design checks are required on the stability of the fin plate for lateral torsional
buckling in addition to the nominal moment generated from the eccentricity connections.
For the purpose of illustration, all bolts shown in the following worked examples are nonpreloaded bolts
2.3.1 Fin plate connection design procedures
Bolt shear
Shear resistance of one bolt per shear plane (SS EN1993-1-8 Table 3.4):
πΉπ£,π
π =
πΌπ£ ππ’π π΄π
πΎπ2
where
π΄π : tensile stress area of the bolt
Page | 5
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
πΌπ£ = 0.6 for classes 4.6 and 8.8
πΌπ£ = 0.5 for class 10.9
πΎπ2 = 1.25 (SS EN1993-1-8)
ππ’π : nominal values of the ultimate tensile strength of bolts (SS EN 1993-1-8 Table 3.1)
Shear resistance of bolt group (SCI_P358 & SN017):
ππ
π =
ππΉπ,π
π
√(1 + πΌπ)2 + (π½π)2
≥ ππΈπ
where
πΌ = 0 (for n2 = 1) ππ
π§π2
(for n2 = 2)
2π
π§: distance between support and centroid of bolt group
π1 : number of bolts lines
π2 : number of vertical bolt lines
π½=
π=
6π§
π§π1
[for π2 = 1] ππ
(π − 1) [for π2 = 2]
π1 (π1 + 1)π1
2π 1
π1 2 1
π2 + π1 (π12 − 1)π12
2
6
π = π1 × π2 = total number of bolts
Bolt bearing
Bearing resistance of a single bolt (SS EN1993-1-8 Table 3.4):
πΉπ,π
π =
π1 πΌπ ππ’ ππ‘
πΎπ2
where
π: diameter of bolt
π‘: thickness of fin plate or beam web
ππ’ : ultimate strength of fin plate or beam web
π1 = min (
2.8ππ₯
1.4ππ₯
− 1.7;
− 1.7; 2.5)
π0
π0
πΌπ = min (
ππ¦ ππ¦
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’
π₯ = 2; π¦ = 1 for vertical direction bearing
π₯ = 1; π¦ = 2 for horizontal direction bearing
ππ’π : ultimate strength of bolt
π0 : diameter of bolt hole
Page | 6
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Bolt bearing resistance of bolt group (SCI_P358):
π
ππ
π =
≥ ππΈπ
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
where
πΌ, π½: are defined in (1a)
Shear of fin plate (SCI_P358)
Gross section shear resistance:
ππ
π,π =
βπ π‘π ππ¦,π
1.27 √3πΎπ0
The coefficient 1.27 takes into account the reduction in the shear resistance of the cross section
due to the nominal moment in the connection
where
βπ : depth of fin plate
π‘π : thickness of fin plate
ππ¦,π : yield strength of fin plate
πΎπ0 = 1.0 (SS EN1993-1-8)
Net section shear resistance:
ππ
π,π =
π΄π£,πππ‘ ππ’,π
√3πΎπ2
where
π΄π£,πππ‘ = π‘π (βπ − π1 π0 )
ππ’,π : ultimate strength of fin plate
Block shear resistance:
ππ
π,π =
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
+
πΎπ2
√3 πΎπ0
where
π΄ππ‘ = π‘π (π2 −
π0
2
) for π2 = 1
π΄ππ‘ = π‘π (π2 + π2 −
3π0
2
) for π2 = 2
π΄ππ£ = π‘π (βπ − π1 − (π1 − 0.5)π0 )
∴ Shear resistance of fin plate:
ππ
π = min (ππ
π,π ; ππ
π,π ; ππ
π,π ) ≥ ππΈπ
Page | 7
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
*If the distance πΏπ between the centers of the end bolts in a joint is greater than 15 times the
diameter of the bolt (π. π. πΏπ > 15π), reduction factor π½πΏπ needs to be applied to the resistance
of the bolt group. (SS EN1993-1-8 3.8 (1))
0.75 ≤ π½πΏπ = (1 −
πΏπ − 15π
) ≤ 1.0
200π
Bending of fin plate (SCI_P358)
If βπ ≥ 2.73π§, the bending resistance of fin plate is insignificant.
Else,
ππ
π =
πππ,π ππ¦,π
π§ πΎπ0
where
πππ,π
π‘π βπ2
=
6
π§: distance between center line of bolt group and support
πΎπ0 = 1.0 (SS EN1993-1-8)
Lateral torsional buckling of fin plate (SCI_P358)
If fin plate is classified as Long fin plate ( π§π > π‘π /0.15 ), the lateral torsional buckling
resistance of the fin plate:
ππ
π = min (
πππ,π ππΏπ ππ¦,π πππ,π ππ¦,π
;
)
π§ 0.6πΎπ1 π§ πΎπ0
where
The 0.6 factor in the expression for ππ
π accounts for the triangular shape of the assumed
bending moment diagram in the fin plate
ππΏπ : reduction factor cater for lateral torsional buckling, can be obtained from (SCI_P358 or
SS EN1993-1-1)
πΎπ1 = 1.0 (SS EN1993-1-8)
Shear of secondary beam web (SCI_P358)
Gross section shear resistance:
ππ
π,π = πππ,π
π = π΄π£
ππ¦,π1
√3πΎπ0
where
π΄π£ : shear area of secondary beam
for unnotched beams: π΄π£ = π΄π − 2ππ1 π‘π,π1 + (π‘π€,π1 + 2ππ1 )π‘π,π1 ≥ βπ€,π1 π‘π€,π1
π΄π : cross-section area of beam
Page | 8
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
ππ1: width of beam
π‘π,π1 : thickness of beam flange
π‘π€,π1: thickness of beam web
ππ1: root radius of beam
*In this guide, as fin plate is extended beyond the beam flange to facilitate construction, only
unnotched beams are considered.
For net shear resistance, the design procedures are same as that in 2(a).
∴ shear resistance of beam web:
ππ
π = min(ππ
π,π ; ππ
π,π ) ≥ ππΈπ
Shear and bending interaction of the beam web (SCI_P358)
According to SCI_P358, for short fin plate (π§π ≤ π‘π /0.15), shear and bending interaction
check is not significant.
For long fin plate, it is necessary to ensure the connection can resist a moment ππΈπ π§π for single
line of bolts or ππΈπ (π§π + π2 ) for double lines of bolts.
Moment resistance of section ABCD:
ππ
π = ππ,π΅πΆ,π
π + πππ,π΄π΅,π
π (π1 − 1)π1 ≥ ππΈπ = ππΈπ π§π ππ ππΈπ (π§π + π2 )
where
ππ,π΅πΆ,π
π : moment resistance of beam web section BC
for low shear (ππ΅πΆ,πΈπ ≤ 0.5πππ,π΅πΆ,π
π ):
ππ,π΅πΆ,π
π =
ππ¦,π1 π‘π€,π1
2
((π1 − 1)π1 )
6πΎπ0
for high shear (ππ΅πΆ,πΈπ > 0.5πππ,π΅πΆ,π
π ):
2
ππ,π΅πΆ,π
π
ππ¦,π1 π‘π€,π1
2ππ΅πΆ,πΈπ
2
=
((π1 − 1)π1 ) (1 − (
− 1) )
6πΎπ0
πππ,π΅πΆ,π
π
ππ΅πΆ.πΈπ : shear force on the beam web section BC
ππ΅πΆ,πΈπ = ππΈπ
(π1 − 1)π1
βπ1
πππ,π΄π΅,π
π : shear resistance of the beam web section AB
for single vertical line of bolts (π2 = 1):
πππ,π΄π΅,π
π =
π‘π€,π1 π2,π × ππ¦,π1
√3πΎπ0
for two vertical lines of bolts (π2 = 2):
Page | 9
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
πππ,π΄π΅,π
π =
π‘π€,π1 (π2,π + π2 ) × ππ¦,π1
√3πΎπ0
πππ,π΅πΆ,π
π : shear resistance of beam web section BC
πππ,π΄π΅,π
π =
π‘π€,π1 (π1 − 1)π1 × ππ¦,π1
√3πΎπ0
Weld resistance
Using full strength fillet weld with higher strength than connected member is a common
practice. If full strength fillet weld is adopted, weld check is not necessary as it will not govern
the failure of the connection.
Fillet weld connecting fin plate to primary beam or column is designed to take both vertical
shear force and nominal moment. If weld group such as L shape weld or C shape weld is used,
the nominal moment is taken as the product of vertical applied load ππΈπ and distance between
the applied load to the centroid of the weld group.
Longitudinal applied stress at critical point:
ππ£ =
ππΈπ πππ§β
+
π΄π’
π½
where
ππΈπ : applied shear force on fin plate
π΄π’ : unit throat area
π: nominal moment taken as the product of ππΈπ and distance between force and centroid of
weld group
ππ§β : horizontal distance between critical point and centroid of weld group
π½: polar moment of inertia of weld group
Transverse applied stress at critical point:
πβ =
ππΈπ πππ§π£
+
π΄π’
π½
where
ππΈπ : applied normal force on fin plate
Simplified method:
ππ = √ππ£2 + πβ2 ≤ πΉπ€,πΏ,π
π
where
ππ : resultant applied stress
πΉπ€,πΏ,π
π : design longitudinal shear strength of fillet welds
Page | 10
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
πΉπ€,πΏ,π
π =
ππ’ /√3
π
π½π€ πΎπ2
ππ’ : ultimate tensile strength of weaker connected part
π½π€ : 0.80-1.00 (depends on weld grade)
π: fillet weld throat thickness
Directional method:
ππ£
2
πβ
2
(
) +(
) ≤ 1.0
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
where
πΉπ€,π,π
π : design transverse strength of fillet welds= πΎπΉπ€,πΏ,π
π
πΎ=√
3
1 + 2 cos 2 π
π: angle between applied force and axis of the weld
In addition to the above checking, the transverse stress needs to fulfill the follow requirement
(SS EN1993-1-8 Clause 4.5.3.2(6)):
ππ£ ≤
0.9ππ’
πΎπ2
*If applied force is 45° to the fillet weld and the connected surfaces are perpendicular to each
other, fillet weld strengths πΉπ€,πΏ,π
π & πΉπ€,π,π
π can be found from SCI P363.
For fillet welds on S275 steel:
Leg length
π
ππ
3.0
4.0
5.0
6.0
8.0
10.0
12.0
15.0
18.0
20.0
22.0
25.0
Throat thickness
π
ππ
2.1
2.8
3.5
4.2
5.6
7.0
8.4
10.5
12.96
14
15.4
17.5
Longitudinal resistance
πΉπ€,πΏ,π
π
ππ/ππ
0.47
0.62
0.78
0.94
1.25
1.56
1.87
2.34
2.81
3.12
3.43
3.90
Page | 11
*Transverse resistance
πΉπ€,π,π
π
ππ/ππ
0.57
0.76
0.96
1.15
1.53
1.91
2.29
2.87
3.44
3.82
4.20
4.78
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
For fillet welds on S355 steel:
Leg length Throat thickness
Longitudinal resistance
*Transverse resistance
π
π
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
ππ
ππ
ππ/ππ
ππ/ππ
3.0
2.1
0.51
0.62
4.0
2.8
0.68
0.83
5.0
3.5
0.84
1.03
6.0
4.2
1.01
1.24
8.0
5.6
1.35
1.65
10.0
7.0
1.69
2.07
12.0
8.4
2.03
2.48
15.0
10.5
2.53
3.10
18.0
12.96
3.04
3.72
20.0
14
3.38
4.14
22.0
15.4
3.71
4.55
25.0
17.5
4.22
5.17
o
*The transverse weld resistance is valid where the plates are at 90 and therefore π = 45o and
K = 1.225.
Local shear resistance of primary beam or column (SCI_P358)
Shear resistance of primary beam web or column:
πΉπ
π =
π΄π£ ππ¦,2
√3πΎπ0
≥
ππΈπ
2
where
π΄π£ : local shear area
for one secondary beam: π΄π£ = βπ π‘2
for two secondary beams: π΄π£ = min(βπ,1 ; βπ,2 ) π‘2
ππΈπ = (
ππΈπ,1 ππΈπ,2
+
) min (βπ,1 ; βπ,2 )
βπ,1
βπ,2
π‘2 : thickness of the supporting member
ππ¦,2 : yield strength of supporting member
(6) Punching shear resistance (SCI_P358)
To ensure fin plate yield before punching shear failure:
π‘π ≤ π‘2
ππ’,2
ππ¦,π πΎπ2
where
π‘π : thickness of fin plate
ππ¦,π : yield strength of fin plate
Page | 12
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
ππ’,2: ultimate strength of supporting member
2.3.2 End plate connection design procedure
Weld group resistance
Fillet weld between secondary beam web and end plate is designed to take shear force only.
According to SS EN1993-1-8 6.2.2 (1), In weld connections, and in bolted connections with
end-plates, the welds connecting the beam web should be designed to transfer the shear force
from the connected beam to the joint, without any assistance from the welds connecting the
beam flanges.
ππ£,πΈπ =
ππΈπ
≤ πΉπ€,πΏ,π
π
π΄π’
where
ππ£,πΈπ : applied longitudinal stress
πΉπ€,πΏ,π
π : longitudinal resistance of fillet weld (may be found in SCI_P363)
ππΈπ : applied shear force
π΄π’ : unit throat area (2ππ )
Secondary beam shear resistance
ππ,π
π =
π΄π£ ππ¦,π1
√3πΎπ0
≥ ππΈπ
where
π΄π£ : shear area of secondary beam
π΄π£ = π΄π,1 − 2ππ1 π‘π,π1 + (π‘π€,π1 + 2ππ1 )π‘π,π1
Bolt group resistance (SCI_P358)
Resistance of bolt group:
If πΉπ,π
π ≤ 0.8πΉπ£,π
π , then πΉπ
π = ππΉπ,π
π > ππΈπ
If πΉπ,π
π > 0.8πΉπ£,π
π , then πΉπ
π = 0.8ππΉπ£,π
π > ππΈπ
where
πΉπ£,π
π : shear resistance of one bolt, same as 2.3.1 (1a)
πΉπ,π
π : minimum of the bearing resistance on the end plate and bearing resistance on supporting
member per bolt, same as 2.3.1 (1b)
π: number of bolts
0.8: reduction factor allows for the presence of tension force
(4) End plate shear resistance
Gross section shear resistance:
Page | 13
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
ππ
π,π = 2π΄π£
ππ¦,π
√3πΎπ0
where
π΄π£ : shear area of end plate
π΄π£ = βπ π‘π
βπ : depth of end plate
π‘π : thickness of end plate
ππ¦,π : yield strength of end plate
Net section shear resistance:
ππ
π,πππ‘ =
π΄π£,πππ‘ ππ’,π
√3πΎπ2
where
π΄π£,πππ‘ = π΄π£ − 2π1 π0 π‘π
Block shear resistance:
ππ
π,π =
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
+
πΎπ2
√3 πΎπ0
where
π΄ππ‘ = π‘π (π2 −
π0
)
2
π΄ππ£ = π‘π (βπ − π1 − (π1 − 0.5)π0 )
∴ Shear resistance of end plate:
ππ
π = min(ππ
π,π ; ππ
π,π ; ππ
π,π ) > ππΈπ
T-stub resistance (SCI_P358)
Mode 1 complete flange yielding resistance:
πΉπ
π,1 =
(8π − 2ππ€ )πππ,π
π,π’
2ππ − ππ€ (π + π)
where
π = ππππ = min (π2 ; π2,π )
ππ€ =
ππ€
4
ππ€ : diameter of the washer or the width across points of the bolt or nut
πππ,π
π,π’ : plastic moment resistance of the equivalent T-stub for mode 1 or mode 2
Page | 14
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
πππ,π
π,π’
0.25π΄ππππ π‘π2 ππ’,π
=
πΎππ’
ππππ,1 : effective length of the equivalent T-stub for Mode 1, taken as the lesser of ππππ,ππ and
ππππ,ππ
ππππ,2 : effective length of the equivalent T-stub for Mode 2, taken as ππππ,ππ
π=
π3 − π‘π€,π1 − 2 × 0.8 × π√2
2
π: fillet weld throat thickness
Mode 2 Bolt failure with flange yielding resistance:
πΉπ
π,2 =
2πππ,π
π,π’ + ππ΄πΉπ‘,π
π
π+π
where
πΉπ‘,π
π =
π2 ππ’π π΄π
πΎπ,π’
π2 = 0.63 for countersunk bolts
= 0.90 otherwise
πΎπ,π’ = 1.25
Mode 3 Bolt failure resistance:
πΉπ
π,3 = π΄πΉπ‘,π
π
Resistance of first row of bolt in T-stub:
πΉπ‘,ππ,π
π = min(πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π ) > πΉπΈπ
Applied tensile force:
πΉπΈπ =
π
π
where
π: nominal moment due to eccentricity
π: distance between flanges of secondary beam
Stiffener resistance (SCI_P398)
Design procedure for fillet weld of stiffener is same as 2.3.1 (4)
Design compressive resistance of stiffener:
πΉπ,π€π,π
π =
ππππππ,π,π€π π‘π ππ¦π
πΎπ1
where
Page | 15
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
π: reduction factor that takes account of the interaction with shear, see SS EN1993-1-8 Table
6.3
ππππ,π,π€π = π‘ππ + 2π π + 5(π‘ππ + π ) + π π
π π : leg length of fillet weld between the compression flange and the end plate (√2ππ )
π π = 2π‘π
π = ππ for rolled I and H column sections
= √2ππ for welded sections
ππ : throat thickness of the fillet weld between the stiffener and primary beam
Μ
Μ
Μ
π ≤ 0.72, π = 1.0
If π
Μ
Μ
Μ
π > 0.72, π =
If π
Μ
Μ
Μ
π = 0.932√
π
Μ
Μ
Μ
Μ
ππ −0.2
Μ
Μ
Μ
Μ
π2
π
ππππ,π,π€π ππ€π ππ¦,π€π
2
πΈπ‘π€π
ππ€π = βπ − 2(π‘ππ + π )
Page | 16
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.3.3 Example 1 – One-sided Beam-to-Beam connection with extended fin plate
S355
PLT 10mm
Grade 8.8, M20
=
p1=65
S355
UB 533x210x101
e2=50
S355
UB 457x152x60
e1=50
Page | 17
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Bolt shear resistance:
Using Gr8.8, M20 bolts with:
Remark
π΄π = 245ππ2 , ππ’π = 800πππ,
πΌπ£ = 0.6
SS EN19931-8
Shear resistance of a single bolt:
πΌπ£ ππ’π π΄π
πΉπ£,π
π =
πΎπ2
=
πΎπ2 = 1.25 (refer to
NA to SS)
0.6 × 800 × 245
× 10−3
1.25
= 94.08ππ
π§ = 165ππ
z
SCI_P358
SN017
For single vertical line of bolts (π2 = 1):
π1 = 5, π = 5 × 1 = 5
πΌ=0
6π§
π½=
π1 (π1 + 1)π1
=
6 × 165ππ
5 × (5 + 1) × 65ππ
= 0.51
ππ
π =
=
ππΉπ,π
π
√(1 + πΌπ)2 + (π½π)2
5 × 94.08
√(1 +
0)2
+ (0.51 ×
5)2
× 10−3
= 172.41ππ > ππΈπ = 100ππ
Page | 18
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
Check 1 – Bolt group resistance
Calculations
Bolt bearing resistance in the fin plate:
For bearing resistance in vertical direction of one
bolt:
2.8π2
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΌπ = min (
π1 π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50
65
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.73
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.5 × 0.73 × 490 × 20 × 10
× 10−3
1.25
= 144.03ππ
For bearing resistance in horizontal direction of one
bolt:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
1.4 × 65
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.44
πΌπ = min (
π2 π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
Page | 19
Remark
π =π .
(1.2π0 < π1 < 4π‘ +
40ππ)
π = π.
(2.2π0 < π1 <
14π‘ ππ 200ππ)
ππ = π .
(1.2π0 < π2 < 4π‘ +
40ππ)
ππ = π
(2.4π0 < π2 <
14π‘ ππ 200ππ)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Bolt group resistance
Calculations
Ref
πΉπ,βππ,π
π =
=
Remark
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.44 × 0.76 × 490 × 20 × 10
× 10−3
1.25
= 144.71kN
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
5
=
2
1
0.51 × 5
144.03) + ( 144.71 )
√(
2
× 10−3
= 265.02ππ > ππΈπ = 100ππ
SCI_P358
SS EN19931-8
Bolt bearing resistance in secondary beam web:
Vertical bearing resistance:
2.8π2,π
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΌπ = min (
π1,π π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
78.3
65
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.73
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.5 × 0.73 × 490 × 20 × 8.1
× 10−3
1.25
= 116.66ππ
Page | 20
OK!
π ,π = ππ.
ππ,π = π .
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Horizontal bearing resistance:
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
Remark
2.8 × 97.3
1.4 × 65
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.44
πΌπ = min (
π2,π π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.44 × 0.76 × 490 × 20 × 8.1
× 10−3
1.25
= 117.21ππ
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
5
=
2
1
0.52 × 5
116.66) + ( 117.21 )
√(
2
× 10−3
= 214.67ππ > ππΈπ = 100ππ
Page | 21
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate resistance
Calculations
Ref
SS EN19931-8
SCI_P358
Fin-plate shear resistance (gross section):
π‘π = 10ππ < 16ππ
∴ ππ¦,π = 355πππ
Gross section shear resistance:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
360 × 10 355
×
× 10−3
1.27
√3
= 580.99ππ
Fin-plate shear resistance (net section):
π΄π£,πππ‘ = π‘π (βπ − π1 π0 )
= 10 × (360 − 5 × 22)
= 2500ππ2
Net area shear resistance:
π΄π£,πππ‘ ππ’,π
ππ
π,π =
√3πΎπ2
= 2500 ×
490
√3 × 1.25
× 10−3
= 565.80ππ
Page | 22
Remark
βπ = 360ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate resistance
Calculations
Ref
Remark
Fin-plate shear resistance (block shear):
For single vertical line of bolts (π2 = 1):
Net area subject to tension:
π0
π΄ππ‘ = π‘π (π2 − )
2
= 10 × (50 −
22
)
2
= 390ππ2
Net area subject to shear:
π΄ππ£ = π‘π (βπ − π1 − (π1 − 0.5)π0 )
= 10 × (360 − 50 − (5 − 0.5) × 22)
= 2110ππ2
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
ππ
π,π = (
+
)
πΎπ2
√3 πΎπ0
=(
0.5 × 490 × 390 355 2110
) × 10−3
+
1.25
1.0
√3
= 508.90ππ
ππ
π,πππ = min(ππ
π,π ; ππ
π,π ; ππ
π,π )
= min(580.99ππ; 565.80ππ; 508.90ππ)
= 508.90ππ > ππΈπ = 100ππ
Page | 23
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate resistance
Calculations
Ref
Remark
z
Fin-plate bending:
βπ = 360ππ < 2.73π§ = 462.46ππ
πππ,π ππ¦,π
∴ ππ
π =
π§ πΎπ0
πππ,π =
π‘π βπ2
6
10 × 3602
=
6
= 216000ππ3
SCI_P358
SS EN19931-8
Bending resistance of fin plate:
πππ,π ππ¦,π
ππ
π =
π§πΎπ0
=
216000 × 355
165 × 1.0
= 464.73ππ > ππΈπ = 100ππ
Lateral torsional buckling:
π§π = 165ππ >
π‘π
= 66.67ππ
0.15
∴The fin plate is classified as Long fin plate
Page | 24
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Fin plate resistance
Calculations
Raidus of gyration:
π‘π
10
π=
=
= 2.89
√12 √12
Slenderness of the fin plate:
Μ
Μ
Μ
Μ
ππΏπ =
πΏππ ππ¦
√
ππ πΈ
Remark
ππΏπ is calculated
based on
imperfection class c
πΎπ1 = 1.0 (SS
EN1993-1-1)
1
165
355 2
(
)
=
π × 2.89 210000
= 0.748
LTB reduction factor:
∴ ππΏπ = 0.69
ππ
π = min (
πππ,π ππΏπ ππ¦,π πππ,π ππ¦,π
;
)
π§ 0.6πΎπ1 π§ πΎπ0
216000 × 0.69 × 355 216000 × 355
)
= min (
;
165 × 0.6 × 1.0
165 × 1.0
× 10−3
= 464.73ππ > ππΈπ = 100ππ
OK!
Note:
Lateral restraint should be provided for primary beam with long fin plate to prevent lateral
torsional buckling.
Page | 25
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
Check 3 – Secondary beam web resistance
Calculations
Beam web shear resistance (gross section):
For unnotched beams (UB457x152x60):
Remark
π΄π = π΄π − 2ππ1 π‘π,π1 + (π‘π€,π1 + 2ππ1 )π‘π,π1
= 7620 − 2 × 152.9 × 13.3 + (8.1 + 2 × 10.2) ×
13.3
= 3931.91ππ2
ππ
π,π = πππ,π
π =
= 3931.91 ×
π΄π ππ¦,π1
√3πΎπ0
355
√3 × 1.0
× 10−3
= 805.88ππ
Beam web shear resistance (net section):
π΄π,πππ‘ = π΄π − π1 π0 π‘π€,π1
= 3931.91 − 5 × 22 × 8.1
= 3040.9ππ2 1
ππ
π,π =
π΄π,πππ‘ ππ’,π1
√3πΎπ2
= 3040.91 ×
490
√3 × 1.25
× 10−3
= 688.22ππ
ππ
π,πππ = min(ππ
π,π ; ππ
π,π )
= min(805.88ππ; 688.22ππ)
= 688.22ππ > ππΈπ = 100ππ
Page | 26
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Secondary beam web resistance
Calculations
π§π
Ref
B
A
ππΈπ π§π
C
D
ππΈπ
SCI_P358
Shear and bending interaction of secondary
beam web:
For long fin plate, shear and bending moment
interaction check is necessary
For single vertical line of bolts (π2 = 1):
πππ,π΄π΅,π
π =
=
π‘π€,π1 π2,π × ππ¦,π1
√3πΎπ0
8.1 × 50 × 355
√3 × 1.0
× 10−3
= 83.01ππ
ππ΅πΆ,πΈπ =
ππΈπ (π1 − 1)π1
βπ1
= 100 × (5 − 1) ×
65
× 10−3
454.6
= 57.19ππ
πππ,π΅πΆ,π
π =
π‘π€,π1 (π1 − 1)π1 × ππ¦,π1
√3πΎπ0
= 8.1 × (5 − 1) × 65 ×
355
√3
× 10−3
= 431.64ππ
Page | 27
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
ππ΅πΆ,πΈπ
Check 3 – Secondary beam web resistance
Calculations
πππ,π΅πΆ,π
π
<
2
Remark
∴ πΏππ€ π βπππ
ππ,π΅πΆ,π
π =
= 355 ×
ππ¦,π1 π‘π€,π1
2
((π1 − 1)π1 )
6πΎπ0
8.1
2
× ((5 − 1) × 65) × 10−6
6
= 32.40πππ
For a single vertical line of bolts (π2 = 1):
ππ
π =
=
ππ,π΅πΆ,π
π + πππ,π΄π΅,π
π (π1 − 1)π1
π§π
32.40 + 83.01 × (5 − 1) × 65
165
= 131.00ππ > ππΈπ = 100ππ
Page | 28
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Welds (fillet weld)
Calculations
Ref
Remark
ππΈπ
ecc
Zero moment line
Critical point
Nominal moment
ππΈπ
SS EN19931-8
The weld connection is assumed to be stiffer than
the bolt connection, hence the fillet weld for fin
plate needs to be designed for nominal moment.
Unit throat area:
π΄π’ = 2π = 2 × 345 = 690ππ
Eccentricity between weld and line of action:
πππ = π§ = 165ππ
Nominal moment due to eccentricity:
π = ππΈπ πππ
= 100 × 0.165
= 16.5πππ
Polar moment of inertia:
π3 3452
π½=
=
= 3421969ππ3
12
12
Critical point:
Vertical stress:
ππΈπ
ππ£ =
π΄π’
100
=
690
= 0.145ππ/ππ
Page | 29
Length of the fillet
welds:
π = 345ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Welds (fillet weld)
Calculations
Transverse stress:
πππ§π£
πβ =
2π½
=
16500 × 172.5
3421969 × 2
Remark
Vertical distance
between critical
point and centroid:
π
ππ§π£ =
2
= 172.5ππ
= 0.416ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.1452 + 0.4162
= 0.44ππ/ππ
SCI_P363
Based on SCI_P363 design weld resistance for
S355 fillet weld:
Choose fillet weld with 5mm leg length, 3.5mm
throat thickness and grade S355 which matching the
beam steel grade:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 0.84ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.03ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 0.84ππ/ππ > ππΈπ = 0.44ππ/ππ
OK!
Directional method:
2
2
ππ£,πΈπ
πβ,πΈπ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
0.145 2
0.416 2
) +(
)
=(
0.84
1.03
= 0.19 < 1.00
OK!
Page | 30
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5 – Local shear and punching resistance of primary beam (one 2nd beam)
Ref
Calculations
Remark
SCI_P358
Local shear resistance of the primary beam
π‘2 = 10.8ππ
SS EN1993- (UB533x210x101) web:
ππ¦,2 = 355πππ
1-8
π΄π£ = βπ π‘2
= 360 × 10.8
= 3888ππ2
πΉπ
π =
=
π΄π£ ππ¦,2
√3πΎπ0
3888 × 355
√3 × 1.0
× 10−3
= 796.88ππ >
ππΈπ
= 50ππ
2
OK!
Punching shear resistance:
π‘π = 10ππ
π‘2 ππ’,2
10.8 × 490
=
= 11.93ππ > π‘π = 10ππ
ππ¦,π πΎπ2 355 × 1.25
OK!
Note:
If the resistance of the connection is insufficient, stiffener may be used to strengthen the fin
plate connection. Details of strengthening refer to Section 2.5.
Page | 31
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 6 – Tying resistance of the connection
Calculations
Case 1
Case 2
SCI_P358
Tension resistance of fin plate:
For case 1:
Net area subject to tension:
π΄ππ‘ = π‘π ((π1 − 1)π1 − (π1 − 1)π0 )
= 10 × ((5 − 1) × 65 − (5 − 1) × 22)
= 1720ππ2
Net area subject to shear:
π0
π΄ππ£ = 2π‘π (π2 − )
2
= 2 × 10 × (50 −
22
)
2
= 780ππ2
Page | 32
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 6 – Tying resistance of the connection
Calculations
Block tearing tension resistance:
ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
πΉπ
π,π =
+
πΎππ’
√3 πΎπ0
=
Remark
490 × 1720
355 × 780
+
3
1.25 × 10
√3 × 1.0 × 103
= 834.10ππ
For case 2:
Net area subject to tension:
π΄ππ‘ = π‘π ((π1 − 1)π1 − (π1 − 0.5)π0 + π1 )
= 10 × ((5 − 1) × 65 − (5 − 0.5) × 22 + 50)
= 2110ππ2
Net area subject to shear:
π0
π΄ππ£ = π‘π (π2 − )
2
= 10 × (50 −
22
)
2
= 390ππ2
Block tearing tension resistance:
ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
πΉπ
π,π =
+
πΎππ’
√3 πΎπ0
=
490 × 2110
355 × 390
+
1.25 × 103 √3 × 1.0 × 103
= 907.05ππ
Net section tension resistance:
0.9π΄πππ‘,π ππ’,π
πΉπ
π,π =
πΎππ’
=
0.9 × 2500 × 490
1.25 × 103
= 882ππ
Page | 33
π΄πππ‘,π = π΄π£,πππ‘
= 2500ππ2
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 6 – Tying resistance of the connection
Calculations
Bolt shear resistance:
πΉπ
π,π’ = ππΉπ£,π’
= 5 × 94.08
= 470.4ππ
Bolt bearing in fin plate:
πΉπ
π,π’ = ππΉπ,βππ,π
π,π’
= 5 × 144.71
= 723.55ππ
Tying resistance of fin plate and bolt:
πΉπ‘,π
π,π = min(834.10; 907.05; 882; 470.4; 723.55)
= 470.4ππ
Tension resistance of beam web:
Net area subject to tension:
π΄ππ‘ = π‘π€,π ((π1 − 1)π1 − (π1 − 1)π0 )
= 8.1 × ((5 − 1) × 65 − (5 − 1) × 22)
= 1393.2ππ2
Net area subject to shear:
π0
π΄ππ£ = 2π‘π€,π (π2 − )
2
= 2 × 8.1 × (50 −
22
)
2
= 631.8ππ2
Page | 34
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 6 – Tying resistance of the connection
Calculations
Block tearing tension resistance:
ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
πΉπ
π,π =
+
πΎππ’
√3 πΎπ0
=
Remark
490 × 1393.2
355 × 631.8
+
3
1.25 × 10
√3 × 1.0 × 103
= 675.62ππ
Net section tension resistance:
0.9π΄πππ‘,π ππ’,π
πΉπ
π,π =
πΎππ’
=
π΄πππ‘,π = π΄π£,πππ‘
= 3040.9ππ2
0.9 × 3040.9 × 490
1.25 × 103
= 1072.82ππ
Bolt bearing in beam web:
πΉπ
π,π’ = ππΉπ,βππ,π
π,π’
= 5 × 117.21
= 586.05ππ
Tying resistance of the connection:
πΉπ‘,π
π = min(470.4; 675.62; 1072.82; 586.05)
= 470.4ππ
Note: There is a specific requirement to provide horizontal ties for robustness in the Eurocodes.
Each tie member, including its end connections, should be capable of sustaining a design tensile
load for the accidental limit state. The magnitudes of tie force are calculated from EN 1991-1-7.
ππΈπ
For this type of connection, under large shear force, it may
cause the primary beam web to buckle as shown in the figure
above. Moreover, this one-sided connection will generate
extra torsion on the primary beam. If the primary beam is
insufficient to take the extra torsion or suffer from beam web
buckling, back side stiffener is needed.
Page | 35
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.3.4 Example 2 – Double-sided Beam-to-Beam connection with extended fin plates
=
=
Grade 8.8, M20
p1=60
S355
UB 610x229x101
ππ
π
p1=65
e2=50
e1=50
S355
UB 305x165x40
e2=60
e1=55
S355
PLT 15mm
S355
UB 610x305x149
Page | 36
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1L – Bolt group resistance (UB610x229x101)
Calculations
Bolt resistance:
Using Gr8.8, M20 bolts with:
Remark
π΄π = 245ππ2 ; ππ’π = 800πππ;
πΌπ£ = 0.6
π§2
π§1
πΏπ > 15π
SS EN19931-8
Shear resistance of a bolt:
As the distance between the centres of the end
fasters:
πΏπ = 390ππ > 15π = 300ππ
∴Reduction factor to cater long joints effect is
applied
π½πΏπ = (1 −
= (1 −
πΏπ − 15π
)
200π
390 − 15 × 20
)
200 × 20
= 0.9775
πΉπ£,π
π =
=
πΌπ£ ππ’π π΄π
π½πΏπ
πΎπ2
0.6 × 800 × 245
× 0.9775 × 10−3
1.25
= 91.96ππ
Page | 37
In this example, it is
assumed that the
extended fin plate is
stiff enough to
provide
support
within the welded
region. Hence, the
value “z” is taken
from the bolt line to
the line that the cross
section of fin plate
changed.
πΎπ2 = 1.25 (refer to
NA to SS)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SN017
Check 1L – Bolt group resistance (UB610x229x101)
Calculations
For single vertical line of bolts (π2 = 1):
Remark
π1 = 7, π = 7 × 1 = 7
πΌ=0
π½=
=
6π§
π1 (π1 + 1)π1
6 × 80ππ
7 × (7 + 1) × 65ππ
= 0.13
ππ
π =
=
ππΉπ,π
π
√(1 + πΌπ)2 + (π½π)2
7 × 91.96
√(1 +
0)2
+ (0.13 ×
7)2
× 10−3
= 462.38ππ > ππΈπ = 400ππ
SCI_P358
SS EN19931-8
Bolt bearing resistance in the fin plate:
For bearing resistance in vertical direction of one
bolt:
2.8π2
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 60
= min (
− 1.7; 2.5)
22
= 2.5
πΌπ = min (
π1 π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
55
65
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.73
Page | 38
OK!
π = ππ.
(1.2π0 < π1 < 4π‘ +
40ππ)
π = π.
(2.2π0 < π1 <
14π‘ ππ 200ππ)
ππ = .
(1.2π0 < π2 < 4π‘ +
40ππ)
ππ = π
(2.4π0 < π2 <
14π‘ ππ 200ππ)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1L – Bolt group resistance (UB610x229x101)
Calculations
π1 πΌπ ππ’,π ππ‘π
πΉπ,π£ππ,π
π =
πΎπ2
=
Remark
2.5 × 0.73 × 490 × 20 × 15
× 10−3
1.25
= 216.05ππ
For bearing resistance in horizontal direction of one
bolt:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 55
1.4 × 65
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.44
πΌπ = min (
π2 π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
60 800
= min (
;
; 1.0)
3 × 22 490
= 0.91
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.44 × 0.91 × 490 × 20 × 15
× 10−3
1.25
= 260.47kN
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
7
=
2
1
0.13 × 7
) + ( 260.47 )
216.05
√(
2
× 10−3
= 1200.78ππ > ππΈπ = 400ππ
Page | 39
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
Check 1L – Bolt group resistance (UB610x229x101)
Calculations
Remark
Bolt bearing resistance in secondary beam web:
π ,π =
.
ππ,π = .
Vertical bearing resistance:
π‘π€,π1 = . π
2.8π2,π
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 60
= min (
− 1.7; 2.5)
22
= 2.5
π1,π π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
106.3
65
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
πΌπ = min (
= 0.73
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.44 × 0.73 × 490 × 20 × 10.5
× 10−3
1.25
= 151.23ππ
Horizontal bearing resistance:
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 106.3
1.4 × 65
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.44
πΌπ = min (
π2,π π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
60 800
= min (
;
; 1.0)
3 × 22 510
= 0.91
Page | 40
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1L – Bolt group resistance (UB610x229x101)
Calculations
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΉπ,βππ,π
π =
πΎπ2
=
Remark
2.44 × 0.91 × 490 × 20 × 10.5
× 10−3
1.25
= 182.33ππ
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
7
=
2
1
0.13 × 7
) + ( 189.77 )
157.40
√(
2
× 10−3
= 840.55ππ > ππΈπ = 400ππ
Page | 41
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2L – Fin plate resistance (UB610x229x101)
Calculations
Ref
SS EN19931-8
SCI_P358
Fin-plate shear resistance (gross section):
π‘π = 15ππ < 16ππ
∴ ππ¦,π = 355πππ
Gross section shear resistance of fin plate:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
500 × 15 355
×
× 10−3
1.27
√3
= 1210.39ππ
Fin plate shear resistance (net section):
π΄π£,πππ‘ = π‘π (βπ − π1 π0 )
= 15 × (550 − 7 × 22)
= 5190ππ2
Net area shear resistance of fin plate:
π΄π£,πππ‘ ππ’,π
ππ
π,π =
√3πΎπ2
= 5190 ×
490
√3 × 1.25
× 10−3
= 1174.61ππ
Page | 42
Remark
βπ = 500ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2L – Fin plate resistance (UB610x229x101)
Calculations
Remark
Tension failure
Shear failure
Fin-plate shear resistance (block shear):
For single vertical line of bolts (π2 = 1):
Net area subject to tension:
π0
π΄ππ‘ = π‘π (π2 − )
2
= 15 × (60 −
22
)
2
= 735ππ2
Net area subject to shear:
π΄ππ£ = π‘π (βπ − π1 − (π1 − 0.5)π0 )
= 15 × (500 − 55 − (7 − 0.5) × 22)
= 4530ππ2
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
ππ
π,π = (
+
)
πΎπ2
√3 πΎπ0
=(
0.5 × 490 × 735 355 4530
) × 10−3
+
1.25
1.0
√3
= 1072.53ππ
ππ
π,πππ = min(ππ
π,π ; ππ
π,π ; ππ
π,π )
= min(1210.39ππ; 1174.61ππ; 1072.53ππ)
= 1072.53ππ > ππΈπ = 400ππ
Page | 43
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2L – Fin plate resistance (UB610x229x101)
Calculations
Ref
Remark
π§ = π§π
SCI_P358
SS EN19931-8
Fin plate bending:
βπ = 500ππ > 2.73π§ = 218.4ππ
∴ ππ
π = ∞
Lateral torsional buckling:
π‘π
π§π = 80.0ππ <
= 100ππ
0.15
∴The fin plate is classified as Short fin plate
πππ,π
=
π‘π βπ2
=
6
15 × 5002
6
= 625000ππ3
ππ
π =
=
πππ,π ππ¦,π
π§πΎπ0
625000 × 355
× 10−3
80 × 1.0
= 2773.44ππ > ππΈπ = 400ππ
Page | 44
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3L – Secondary beam web resistance (UB610x229x101)
Calculations
Remark
SCI_P358
SS EN19931-8
Beam web shear resistance (gross section):
For unnotched beams (UB610x229x101):
π΄π = π΄π − 2ππ1 π‘π,π1 + (π‘π€,π1 + 2ππ1 )π‘π,π1
= 12900 − 2 × 227.6 × 14.8 + (10.5 + 2 ×
12.7) × 14.8
= 6694.36ππ2
ππ
π,π = πππ,π
π =
= 6694.36 ×
π΄π ππ¦,π1
√3πΎπ0
355
√3 × 1.0
× 10−3
= 1372.07ππ
Beam web shear resistance (net section):
π΄π,πππ‘ = π΄π − π1 π0 π‘π€,π1
= 6694.36 − 7 × 22 × 10.5
= 5077.36ππ2
ππ
π,π =
π΄π,πππ‘ ππ’,π1
√3πΎπ2
= 5077.36 ×
490
√3 × 1.25
× 10−3
= 1149.11ππ
ππ
π,πππ = min(ππ
π,π ; ππ
π,π )
= min(1372.07ππ; 1149.11ππ)
= 1149.11ππ > ππΈπ = 400ππ
Page | 45
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3L – Secondary beam web resistance (UB610x229x101)
Calculations
Remark
Shear and bending interaction of secondary
beam web:
For short fin plate, shear and bending moment
interaction check is NOT necessary
Page | 46
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4L – Welds (C shape fillet welds)
Calculations
Ref
Remark
Point 1
Point 2
SS EN19931-8
Location of centre of gravity of welds group:
π2
π₯Μ
=
(2π + π )
=
128.52
(2 × 128.5 + 537)
= 13.73ππ
π¦Μ
=
=
π
2
537
2
= 268.50ππ
Unit throat area:
π΄π’ = 2π + π
= 2 × 128.5 + 537
= 794ππ
Moment arm between applied force and weld
centre:
π = 196.27ππ
Induced moment on welds:
π = ππΈπ × π
= 400 × 196.27
= 78508ππππ
Page | 47
Length of the fillet
welds:
Horizontal length:
π = 128.5ππ
Depth:
π = 537ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4L – Welds (C shape fillet welds)
Calculations
Polar moment of inertia:
8π 3 + 6ππ 2 + π 3
π4
π½=
−
12
2π + π
8 × 128.53 + 6 × 128.5 × 537 + 5373
=
12
128.54
−
2 × 128.5 + 537
= 32503377ππ3
End-point 1:
Horizontal distance from centroid:
ππ§β = π − π₯Μ
= 128.5 − 13.73
= 114.77ππ
Vertical distance from centroid:
ππ§π£ = π¦Μ
+ ππππ βπππ π ππ§π
= 268.5 + 18ππ
= 286.5ππ
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
π΄π’
π½
400 78508 × 114.77
=
+
794
32503377
= 0.781ππ/ππ
Horizontal stress:
πππ§π£
πβ =
π½
=
78508 × 286.5
32503377
= 0.692ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.7812 + 0.6922
= 1.04ππ/ππ
Page | 48
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4L – Welds (C shape fillet welds)
Calculations
End-point 2:
Horizontal distance from centroid:
ππ§β = π₯Μ
+ ππππ βπππ π ππ§π
= 13.73 + 18ππ = 31.73ππ
Remark
Vertical distance from centroid:
ππ§π£ = π − π¦Μ
= 537 − 268.5
= 268.5ππ
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
π΄π’
π½
=
400 78508 × 31.73
+
794
32503377
= 0.580ππ/ππ
Horizontal stress:
πππ§π£
πβ =
π½
=
78508 × 268.5
32503377
= 0.649ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.5802 + 0.6492
= 0.87ππ/ππ
Choose fillet weld with 6mm leg length, 4.2mm
throat thickness and grade S355 which match beam
steel grade:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.01ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.24ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 1.01ππ/ππ >
ππΈπ
= 0.52ππ/ππ
2
Page | 49
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4L – Welds (C shape fillet welds)
Calculations
Directional method:
2
2
πβ,πΈπ /2
ππ£,πΈπ /2
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
Remark
0.39 2
0.35 2
) +(
)
=(
1.01
1.24
= 0.23 < 1.00
OK!
Page | 50
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1R – Bolt group resistance (UB305x165x40)
Calculations
Bolt shear resistance:
Using class 8.8, M20 bolts with:
Remark
π΄π = 245ππ2 , ππ’π = 800πππ,
πΌπ£ = 0.6
π§2
π§1
πΏπ > 15π
SS EN19931-8
Shear resistance of a single bolt:
πΌπ£ ππ’π π΄π
πΉπ£,π
π =
πΎπ2
=
πΎπ2 = 1.25 (refer to
NA to SS)
0.6 × 800 × 245
× 10−3
1.25
= 94.08ππ
SCI_P358
SN017
For single vertical line of bolts (π2 = 1):
π1 = 3, π = 3 × 1 = 3
πΌ=0
π½=
=
6π§
π1 (π1 + 1)π1
6 × 60ππ
3 × (3 + 1) × 60ππ
= 0.50
ππ
π =
=
ππΉπ,π
π
√(1 + πΌπ)2 + (π½π)2
3 × 94.08
√(1 +
0)2
+ (0.5 ×
3)2
× 10−3
= 156.56ππ > ππΈπ = 100ππ
Page | 51
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
Check 1R – Bolt group resistance (UB305x165x40)
Calculations
Remark
Bolt bearing resistance in the fin plate:
π =π .
For bearing resistance in vertical direction of one
(1.2π0 < π1 < 4π‘ +
bolt:
40ππ)
2.8π2
1.4π2
π = π.
π1 = min (
− 1.7;
− 1.7; 2.5)
(2.2π0 < π1 <
ππ
π0
14π‘ ππ 200ππ)
2.8 × 50
ππ = π .
= min (
− 1.7; 2.5)
(1.2π0 < π2 < 4π‘ +
22
40ππ)
= 2.5
ππ = π
π1 π1
1 ππ’π
(2.4π0 < π2 <
πΌπ = min (
;
− ;
; 1.0)
14π‘ ππ 200ππ)
3π0 3π0 4 ππ’,π
50
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.5 × 0.66 × 490 × 20 × 15
× 10−3
1.25
= 193.77ππ
For bearing resistance in horizontal direction of one
bolt:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2 π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50 800
= min (
;
; 1.0)
3 × 22 430
= 0.76
Page | 52
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1R – Bolt group resistance (UB305x165x40)
Calculations
π1 πΌπ ππ’,π ππ‘π
πΉπ,βππ,π
π =
πΎπ2
=
Remark
2.12 × 0.76 × 490 × 20 × 15
× 10−3
1.25
= 188.71kN
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
5
=
2
1
0.51 × 3
193.77) + ( 188.71 )
√(
2
× 10−3
= 316.55ππ > ππΈπ = 100ππ
SCI_P358
SS EN19931-8
Bolt bearing resistance in secondary beam web:
Vertical bearing resistance:
2.8π2,π
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΌπ = min (
π1,π π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
91.7
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.5 × 0.66 × 490 × 20 × 6
× 10−3
1.25
= 77.51ππ
Page | 53
OK!
π ,π = π . π
ππ,π = π .
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1R – Bolt group resistance (UB305x165x40)
Calculations
Horizontal bearing resistance:
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
Remark
2.8 × 91.7
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2,π π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.12 × 0.76 × 490 × 20 × 6
× 10−3
1.25
= 75.48ππ
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
=
3
2
2
× 10−3
√( 1 ) + (0.5 × 3)
77.51
75.48
= 126.62ππ > ππΈπ = 100ππ
Page | 54
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2R – Fin plate resistance (UB305x165x40)
Calculations
Ref
SS EN19931-8
SCI_P358
Fin plate shear resistance (gross section):
π‘π = 15ππ < 16ππ
∴ ππ¦,π = 275πππ
Gross section shear resistance:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
220 × 15 355
×
× 10−3
1.27
√3
= 532.57ππ
Fin plate shear resistance (net section):
π΄π£,πππ‘ = π‘π (βπ − π1 π0 )
= 15 × (220 − 3 × 22)
= 2310ππ2
Net area shear resistance:
π΄π£,πππ‘ ππ’,π
ππ
π,π =
√3πΎπ2
= 2310 ×
490
√3 × 1.25
× 10−3
= 522.80ππ
Page | 55
Remark
βπ = 360ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2R – Fin plate resistance (UB305x165x40)
Calculations
Remark
Fin plate shear resistance (block shear):
For single vertical line of bolts (π2 = 1):
Net area subject to tension:
π0
π΄ππ‘ = π‘π (π2 − )
2
= 15 × (50 −
22
)
2
= 585ππ2
Net area subject to shear:
π΄ππ£ = π‘π (βπ − π1 − (π1 − 0.5)π0 )
= 15 × (220 − 50 − (3 − 0.5) × 22)
= 1725ππ2
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
ππ
π,π = (
+
)
πΎπ2
√3 πΎπ0
=(
0.5 × 490 × 585 355 1725
) × 10−3
+
1.25
√3 1.0
= 468.21ππ
ππ
π,πππ = min(ππ
π,π ; ππ
π,π ; ππ
π,π )
= min(532.57ππ; 522.80ππ; 468.21ππ)
= 468.21ππ > ππΈπ = 100ππ
Page | 56
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2R – Fin plate resistance (UB305x165x40)
Calculations
Ref
SCI_P358
SS EN19931-8
Remark
Fin plate Bending:
βπ = 220ππ > 2.73π§ = 163.8ππ
∴ ππ
π = ∞
πππ,π =
OK!
π‘π βπ2
6
15 × 2202
=
6
= 121000ππ3
Lateral torsional buckling:
π§π = 60ππ <
π‘π
= 100ππ
0.15
∴The fin plate is classified as Short fin plate
ππ
π =
=
πππ,π ππ¦,π
π§ πΎπ0
121000 × 355
60 × 1.0
= 715.92ππ > ππΈπ = 100ππ
Page | 57
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
Check 3R – Secondary beam web resistance (UB305x165x40)
Calculations
Remark
Beam shear resistance (gross section):
For unnotched beams (UB406x178x60):
π΄π = π΄π − 2ππ1 π‘π,π1 + (π‘π€,π1 + 2ππ1 )π‘π,π1
= 5130 − 2 × 165 × 10.2 + (6.0 + 2 × 8.9) ×
10.2
= 2006.76ππ2
ππ
π,π = πππ,π
π =
= 2006.76 ×
π΄π ππ¦,π1
√3πΎπ0
355
√3 × 1.0
× 10−3
= 411.30ππ
Beam web shear resistance (net section):
π΄π,πππ‘ = π΄π − π1 π0 π‘π€,π1
= 2006.76 − 3 × 22 × 6
= 1610.76ππ2
ππ
π,π =
π΄π,πππ‘ ππ’,π1
√3πΎπ2
= 1610.76 ×
490
√3 × 1.25
× 10−3
= 364.55ππ
Page | 58
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3R – Secondary beam web resistance (UB305x165x40)
Calculations
Remark
ππ
π,πππ = min(ππ
π,π ; ππ
π,π )
= min(411.30ππ; 364.55ππ)
= 364.55ππ > ππΈπ = 100ππ
Shear and bending interaction of secondary
beam web:
For Short fin plate, shear and bending moment
interaction check is NOT necessary
Page | 59
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4R – Welds (C shape fillet welds)
Calculations
Ref
Remark
Point 1
Centroid of
bolt group
Point 2
SS EN19931-8
Location of centre of gravity of welds group:
π2
π₯Μ
=
(2π + π)
=
128.52
(2 × 128.5 + 464)
= 15.63ππ
π¦Μ
=
=
π
2
464
2
= 232ππ
Unit throat area:
π΄π’ = 2π + π
= 2 × 128.5 + 464
= 721ππ
Moment arm between applied force and weld
center:
π = 190.87ππ
Induced moment on welds:
π = ππΈπ × π
= 100 × 190.87
= 19087ππππ
Page | 60
Length of the fillet
welds:
Horizontal length:
π = 128.5ππ
Depth:
π = 464ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4R – Welds (C shape fillet welds)
Calculations
Polar moment of inertia:
8π 3 + 6ππ 2 + π 3
π4
π½=
−
12
2π + π
8 × 128.53 + 6 × 128.5 × 464 + 4643
=
12
128.54
−
2 × 128.5 + 464
= 23193935ππ3
End-point 1:
Horizontal distance from centroid:
ππ§β = π − π₯Μ
= 128.5 − 15.63
= 112.87ππ
Vertical distance from centroid:
ππ§π£ = π¦Μ
+ ππππ βπππ π ππ§π
= 232 + 18ππ
= 250ππ
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
π΄π’
π½
100 19087 × 112.87
=
+
721
23193935
= 0.2316ππ/ππ
Horizontal stress:
πππ§π£
πβ =
π½
=
19087 × 250
23193935
= 0.2057ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.23162 + 0.20572
= 0.31ππ/ππ
Page | 61
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4R – Welds (C shape fillet welds)
Calculations
End-point 2:
Horizontal distance from centroid:
ππ§β = π₯Μ
+ ππππ βπππ π ππ§π
= 15.63 + 18ππ = 33.63ππ
Remark
Vertical distance from centroid:
ππ§π£ = π − π¦Μ
= 464 − 232
= 232ππ
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
π΄π’
π½
=
100 19087 × 33.63
+
721
23193935
= 0.1664ππ/ππ
Horizontal stress:
πππ§π£
πβ =
π½
=
19087 × 232
23193935
= 0.1909ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.16642 + 0.19092
= 0.25ππ/ππ
Choose fillet weld with 5mm leg length, 3.5mm
throat thickness and grade S355 which match the
beam steel grade:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 0.84ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.03ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 0.84ππ/ππ > ππΈπ /2 = 0.15ππ/ππ
Page | 62
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4R – Welds (C shape fillet welds)
Calculations
Directional method:
2
2
πβ,πΈπ
ππ£,πΈπ
ππΉ = (
) +(
)
2πΉπ€,πΏ,π
π
2πΉπ€,π,π
π
Remark
0.23 2
0.21 2
) +(
)
=(
0.84 × 2
1.03 × 2
= 0.03 < 1.00
OK!
Page | 63
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5 – Local shear and punching resistance of primary beam (two 2nd beam)
Ref
Calculations
Remark
SCI_P358
Local shear resistance of the primary beam
SS EN1993- (UB610x305x149) web:
1-8
βπ,πππ = min(βπ,1 ; βπ,2 )
= min(500; 220)
= 220ππ
π΄π£ = βπ,πππ π‘2
= 220 × 11.8
= 2596ππ2
πΉπ
π =
=
π΄π£ ππ¦,2
√3πΎπ0
2596 × 355
√3
× 10−3
= 532.07ππ
ππΈπ,1 ππΈπ,2
ππΈπ,π‘ππ‘ = (
+
) βπ,πππ
βπ,1
βπ,2
=(
400 100
) × 220
+
500 220
= 276ππ
πΉπ
π = 532.07ππ <
ππΈπ,π‘ππ‘
= 138ππ
2
Page | 64
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.3.5 Example 3 – One-sided Beam-to-Beam skewed connection with extended fin plates
=
e2=50
p1=65
e1=55
S355
UB 457x152x60
Grade 8.8, M20
Page | 65
S355
UB 533x210x101
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Bolt group resistance
Calculations
Ref
Remark
π
z
Bolt shear resistance:
Using Gr8.8, M20 bolts with:
π΄π = 245ππ2 , ππ’π = 800πππ,
πΌπ£ = 0.6
SS EN19931-8
Shear resistance of a single bolt:
πΌπ£ ππ’π π΄π
πΉπ£,π
π =
πΎπ2
=
πΎπ2 = 1.25 (refer to
NA to SS)
0.6 × 800 × 245
× 10−3
1.25
= 94.08ππ
SCI_P358
SN017
For single vertical line of bolts (π2 = 1):
πΌ=0
6π§
π½=
π1 (π1 + 1)π1
=
6 × 60.35ππ
5 × (5 + 1) × 65ππ
= 0.19
π1 = 5, π = 5 × 1 = 5
ππ
π =
=
ππΉπ,π
π
√(1 + πΌπ)2 + (π½π)2
5 × 94.08
√(1 +
0)2
+ (0.19 × 5)2
× 10−3
= 344.72ππ > ππΈπ = 300ππ
Page | 66
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
Check 1 – Bolt group resistance
Calculations
Bolt bearing resistance in the fin plate:
For bearing resistance in vertical direction of one
bolt:
2.8π2
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΌπ = min (
π1 π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50
65
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.73
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.5 × 0.73 × 490 × 20 × 10
× 10−3
1.25
= 144.03ππ
For bearing resistance in horizontal direction of one
bolt:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
1.4 × 65
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.44
πΌπ = min (
π2 π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
Page | 67
Remark
π =π .
(1.2π0 < π1 < 4π‘ +
40ππ)
π = π.
(2.2π0 < π1 <
14π‘ ππ 200ππ)
ππ = π .
(1.2π0 < π2 < 4π‘ +
40ππ)
ππ = π
(2.4π0 < π2 <
14π‘ ππ 200ππ)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
πΉπ,βππ,π
π
=
Check 1 – Bolt group resistance
Calculations
π1 πΌπ ππ’,π ππ‘π
=
πΎπ2
Remark
2.44 × 0.76 × 490 × 20 × 10
× 10−3
1.25
= 144.71kN
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
5
=
2
1
0.19 × 5
144.03) + ( 144.71 )
√(
2
× 10−3
= 528.89ππ > ππΈπ = 300ππ
SCI_P358
SS EN19931-8
Bolt bearing resistance in secondary beam web:
Vertical bearing resistance:
2.8π2,π
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΌπ = min (
π1,π π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
97.3
65
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.73
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.5 × 0.73 × 490 × 20 × 8.1
× 10−3
1.25
= 116.66ππ
Page | 68
OK!
π ,π = ππ.
ππ,π = π .
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Bolt group resistance
Calculations
Ref
Remark
Horizontal bearing resistance:
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 97.3
1.4 × 65
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.44
πΌπ = min (
π2,π π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.44 × 0.76 × 490 × 20 × 8.1
× 10−3
1.25
= 117.21ππ
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
5
=
2
1
0.19 × 5
116.66) + ( 117.21 )
√(
2
× 10−3
= 428.40ππ > ππΈπ = 300ππ
Page | 69
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate resistance
Calculations
Ref
SS EN19931-8
SCI_P358
Fin plate shear resistance (gross section):
π‘π = 10ππ < 16ππ
∴ ππ¦,π = 355πππ
Gross section shear resistance:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
360 × 10 355
×
× 10−3
1.27
√3
= 580.99ππ
Fin plate shear resistance (net section):
π΄π£,πππ‘ = π‘π (βπ − π1 π0 )
= 10 × (360 − 5 × 22)
= 2500ππ2
Net area shear resistance:
π΄π£,πππ‘ ππ’,π
ππ
π,π =
√3πΎπ2
= 2500 ×
490
√3 × 1.25
× 10−3
= 565.80ππ
Page | 70
Remark
βπ = 360ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate resistance
Calculations
Ref
Remark
Fin plate shear resistance (block shear):
For single vertical line of bolts (π2 = 1):
Net area subject to tension:
π0
π΄ππ‘ = π‘π (π2 − )
2
= 10 × (50 −
22
)
2
= 390ππ2
Net area subject to shear:
π΄ππ£ = π‘π (βπ − π1 − (π1 − 0.5)π0 )
= 10 × (360 − 50 − (5 − 0.5) × 22)
= 2110ππ2
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
ππ
π,π = (
+
)
πΎπ2
√3 πΎπ0
=(
0.5 × 490 × 390 355 2110
) × 10−3
+
1.25
√3 1.0
= 508.90ππ
ππ
π,πππ = min(ππ
π,π ; ππ
π,π ; ππ
π,π )
= min(580.99ππ; 565.80ππ; 508.90ππ)
= 508.90ππ > ππΈπ = 300ππ
Page | 71
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate resistance
Calculations
Ref
SCI_P358
SS EN19931-8
Remark
Fin plate bending:
βπ = 360ππ > 2.73π§ = 164.76ππ
∴ ππ
π = ∞
OK!
Lateral torsional buckling:
π§π = 60ππ <
π‘π
= 100ππ
0.15
∴The fin plate is classified as Short fin plate
πππ,π =
π‘π βπ2
6
15 × 2202
=
6
= 216000ππ3
ππ
π =
=
πππ,π ππ¦,π
π§ πΎπ0
216000 × 355
60.35 × 1.0
= 1270.59ππ > ππΈπ = 300ππ
Page | 72
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
Check 3 – Secondary beam web resistance
Calculations
Beam web shear resistance (gross section):
For unnotched beams (UB457x152x60):
π΄π = π΄π − 2ππ1 π‘π,π1 + (π‘π€,π1 + 2ππ1 )π‘π,π1
= 7620 − 2 × 152.9 × 13.3 + (8.1 + 2 × 10.2) ×
13.3
= 3931.91ππ2
ππ
π,π = πππ,π
π =
= 3931.91 ×
π΄π ππ¦,π1
√3πΎπ0
355
√3 × 1.0
× 10−3
= 805.88ππ
Beam web shear resistance (net section):
π΄π,πππ‘ = π΄π − π1 π0 π‘π€,π1
= 3931.91 − 5 × 22 × 8.1
= 3040.9ππ2 1
ππ
π,π =
π΄π,πππ‘ ππ’,π1
√3πΎπ2
= 3040.91 ×
490
√3 × 1.25
× 10−3
= 688.22ππ
Page | 73
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Secondary beam web resistance
Calculations
ππ
π,πππ = min(ππ
π,π ; ππ
π,π )
Remark
= min(805.88ππ; 688.22ππ)
= 688.22ππ > ππΈπ = 300ππ
Shear and bending interaction of secondary
beam web:
For Short fin plate, shear and bending moment
interaction check is NOT necessary
Page | 74
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Welds (C shape fillet welds)
Calculations
Ref
Remark
r
Point 1
Point 2
SS EN19931-8
Location of centre of gravity of welds group:
π2
π₯Μ
=
(2π + π)
=
88.122
(2 × 88.12 + 471.9)
= 7.52ππ
π¦Μ
=
=
π
2
471.9
2
= 235.95ππ
Unit throat area:
π΄π’ = 2π + π
= 2 × 88.12 + 471.9
= 648.14ππ
Moment arm between applied force and weld
center:
π = 161.48ππ
Induced moment on welds:
π = ππΈπ × π
= 300 × 161.48
= 48444ππππ
Page | 75
Length of the cshape fillet welds:
Horizontal length:
π = 88.12ππ
Depth:
π = 471.9ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Welds (C shape fillet welds)
Calculations
Polar moment of inertia:
8π 3 + 6ππ 2 + π 3
π4
π½=
−
12
2π + π
8 × 88.123 + 6 × 88.12 × 471.9 + 471.93
=
12
88.124
−
2 × 88.12 + 471.9
= 18932118ππ3
End-point 1:
Horizontal distance from centroid:
ππ§β = π − π₯Μ
= 88.12 − 7.52
= 80.60ππ
Vertical distance from centroid:
ππ§π£ = π¦Μ
+ ππππ βπππ π ππ§π
= 235.95 + 15ππ
= 250.95ππ
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
π΄π’
π½
300
48444 × 80.60
=
+
648.14
18932118
= 0.6691ππ/ππ
Horizontal stress:
πππ§π£
πβ =
π½
=
48444 × 250.95
18932118
= 0.6421ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.66912 + 0.64212
= 0.93ππ/ππ
Page | 76
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Welds (C shape fillet welds)
Calculations
End-point 2:
Horizontal distance from centroid:
ππ§β = π₯Μ
+ ππππ βπππ π ππ§π
= 7.52 + 15ππ
= 22.52ππ
Remark
Vertical distance from centroid:
ππ§π£ = π − π¦Μ
= 471.9 − 235.95
= 235.95ππ
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
π΄π’
π½
=
300
48444 × 22.52
+
648.14
18932118
= 0.5205ππ/ππ
Horizontal stress:
πππ§π£
πβ =
π½
=
48444 × 235.95
18932118
= 0.6038ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.52052 + 0.60382
= 0.80ππ/ππ
Choose fillet weld with 5mm leg length, 3.5mm
throat thickness and grade S355 for the side with
smaller angle which match beam steel grade:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 0.84ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.03ππ/ππ
Page | 77
As the angle is 75°
(60° < π = 75° <
90°), the
assumption that the
throat thickness is
70% of leg length is
valid (Refer to table
in Note)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Welds (C shape fillet welds)
Calculations
Simplified method:
πΉπ€,πΏ,π
π = 0.84ππ/ππ > ππΈπ /2 = 0.47ππ/ππ
Remark
OK!
Directional method:
2
2
πβ,πΈπ /2
ππ£,πΈπ /2
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
=(
0.33 2
0.32 2
) +(
)
0.84
1.03
= 0.26 < 1.00
OK!
For weld on the other side of the fin plate:
As the angle between fusion faces is:
π = 90° + 15° = 105°
The leg length required is:
π
3.5
π =
=
= 5.9ππ
0.6 0.6
Hence, for the fillet weld on the greater angle side
of the fin plate, 5.9mm leg length should be used.
Note:
According to SS EN1993-1-8 Clause 4.3.2.1 (1)- (3), fillet weld may be used where fusion
faces form an angle of between 60° and 120°. For angle lesser than 60°, the weld should be
designed as partial penetration butt weld and for angle greater than 120°, the weld resistance
should be determined by testing. The table below listed the factors used to find the throat
thickness for equal leg length fillet weld with different angles between fusion faces.
Angle between fusion faces π (degrees)
60 to 90
91 to 100
101 to 106
107 to 113
114 to 120
Factor to be applied to the leg length s
0.70
0.65
0.60
0.55
0.50
π
z
Page | 78
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5 – Shear and bearing resistance of primary beam (One 2nd beam)
Ref
Calculations
Remark
SCI_P358
Local shear resistance of the primary beam
π‘2 = 10.8ππ
SS EN1993- (UB533x210x101) web:
ππ¦,2 = 355πππ
1-8
π΄π£ = ππ‘2
π = 471.9ππ
= 471.9 × 10.8
= 5096.52ππ2
πΉπ
π =
=
π΄π£ ππ¦,2
√3πΎπ0
5096.52 × 355
√3 × 1.0
= 1044.58ππ >
× 10−3
ππΈπ
= 150ππ
2
OK!
Punching shear resistance:
π‘π = 10ππ
π‘2 ππ’,2
10.8 × 490
=
= 11.93ππ > π‘π = 10ππ
ππ¦,π πΎπ2 355 × 1.25
Page | 79
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.3.6 Example 4 – Two-sided Beam-to-Column fin plate connection bending about the
major axis of the column
=π
=
e2=50
e2=50
ππ
p1=60
p1=65
ππ
e1=50
S355
UB 305x165x46
e1=50
Grade 8.8, M20
S355
UC 305x305x118
Page | 80
S355
UB 457x191x98
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1L – Bolt group resistance (UB305x165x46)
Calculation
Ref
π§1
Remark
π§2
Bolt resistance:
Using Gr8.8, M20 bolts with:
π΄π = 245ππ2 ; ππ’π = 800πππ;
πΌπ£ = 0.6
SS EN19931-8
Shear resistance of a single bolt:
πΌπ£ ππ’π π΄π
πΉπ£,π
π =
πΎπ2
=
πΎπ2 = 1.25 (refer to
NA to SS)
π§ = 60ππ
0.6 × 800 × 245
× 10−3
1.25
= 94.08ππ
For single vertical line of bolts (π2 = 1):
πΌ=0
6π§
π½=
π1 (π1 + 1)π1
=
6 × 60ππ
3 × (3 + 1) × 60ππ
= 0.50
π1 = 3, π = 3 × 1 = 3
ππΉπ,π
π
ππ
π =
√(1 + πΌπ)2 + (π½π)2
=
3 × 94.08
√(1 +
0)2
+ (0.50 ×
3)2
× 10−3
= 156.56ππ > ππΈπ = 100ππ
Page | 81
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
SN017
Check 1L – Bolt group resistance (UB305x165x46)
Calculation
Remark
Bolt bearing resistance in the fin plate:
π =π .
For bearing resistance in vertical direction of one
(1.2π0 < π1 < 4π‘ +
bolt:
40ππ)
2.8π2
1.4π2
π = .
π1 = min (
− 1.7;
− 1.7; 2.5)
(2.2π0 < π1 <
ππ
π0
14π‘ ππ 200ππ)
2.8 × 50
ππ = π .
= min (
− 1.7; 2.5)
(1.2π0 < π2 < 4π‘ +
22
40ππ)
= 2.5
ππ = π
(2.4π0 < π2 <
π1 π1
1 ππ’π
14π‘ ππ 200ππ)
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.5 × 0.66 × 490 × 20 × 10
× 10−3
1.25
= 129.18ππ
For bearing resistance in horizontal direction of one
bolt:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2 π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
Page | 82
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1L – Bolt group resistance (UB305x165x46)
Calculation
π1 πΌπ ππ’,π ππ‘π
πΉπ,βππ,π
π =
πΎπ2
=
Remark
2.12 × 0.76 × 490 × 20 × 10
× 10−3
1.25
= 125.81kN
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
3
=
2
1
0.50 × 3
129.18) + ( 125.81 )
√(
2
× 10−3
= 211.04ππ > ππΈπ = 100ππ
SCI_P358
SS EN19931-8
Bolt bearing resistance in secondary beam web:
Vertical bearing resistance:
2.8π2,π
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΌπ = min (
π1,π π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
93.3
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.5 × 0.66 × 490 × 20 × 6.7
× 10−3
1.25
= 86.55ππ
Page | 83
OK!
π ,π = π .
ππ,π = π .
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1L – Bolt group resistance (UB305x165x46)
Calculation
Horizontal bearing resistance:
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
Remark
2.8 × 93.3
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2,π π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.12 × 0.76 × 490 × 20 × 6.7
× 10−3
1.25
= 84.29ππ
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
=
3
2
2
× 10−3
√( 1 ) + (0.52 × 3)
84.29
86.55
= 141.39ππ > ππΈπ = 100ππ
Page | 84
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2L – Fin plate resistance (UB 305x165x46)
Calculations
Ref
SS EN19931-8
SCI_P358
Fin plate shear resistance (gross section):
π‘π = 10ππ < 16ππ
∴ ππ¦,π = 355πππ
Gross section shear resistance:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
220 × 10 355
×
× 10−3
1.27
√3
= 355.05ππ
Fin plate shear resistance (net section):
π΄π£,πππ‘ = π‘π (βπ − π1 π0 )
= 10 × (220 − 3 × 22)
= 1540ππ2
Net area shear resistance:
π΄π£,πππ‘ ππ’,π
ππ
π,π =
√3πΎπ2
= 1540 ×
490
√3 × 1.25
× 10−3
= 348.53ππ
Page | 85
Remark
βπ = 220ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2L – Fin plate resistance (UB 305x165x46)
Calculations
Remark
Fin plate shear resistance (block shear):
For single vertical line of bolts (π2 = 1):
Net area subject to tension:
π0
π΄ππ‘ = π‘π (π2 − )
2
= 10 × (50 −
22
)
2
= 390ππ2
Net area subject to shear:
π΄ππ£ = π‘π (βπ − π1 − (π1 − 0.5)π0 )
= 10 × (220 − 50 − (3 − 0.5) × 22)
= 1150ππ2
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
ππ
π,π = (
+
)
πΎπ2
√3 πΎπ0
=(
0.5 × 490 × 390 355 1150
) × 10−3
+
1.25
√3 1.0
= 312.14ππ
ππ
π,πππ = min(ππ
π,π ; ππ
π,π ; ππ
π,π )
= min(355.05ππ; 348.53ππ; 312.14ππ)
= 312.14ππ > ππΈπ = 100ππ
Page | 86
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2L – Fin plate resistance (UB 305x165x46)
Calculations
Ref
Remark
z
SCI_P358
SS EN19931-8
Fin plate bending:
βπ = 220ππ > 2.73π§ = 163.8ππ
∴ ππ
π = ∞
OK!
Lateral torsional buckling:
π§π = 60ππ <
π‘π
= 66.7ππ
0.15
∴The fin plate is classified as Short fin plate
πππ,π =
=
π‘π βπ2
6
10 × 2202
6
= 80666.67ππ3
ππ
π =
=
πππ,π ππ¦,π
π§ πΎπ0
80666.67 × 355
× 10−3
60 × 1.0
= 477.28ππ > ππΈπ = 100ππ
Page | 87
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
Check 3L – Beam web resistance (UB305x165x46)
Calculations
Beam web shear resistance (gross section):
For unnotched beams (UB305x165x46):
π΄π = π΄π − 2ππ1 π‘π,π1 + (π‘π€,π1 + 2ππ1 )π‘π,π1
= 5870 − 2 × 165.7 × 11.8 + (6.7 + 2 × 8.9) ×
11.8
= 2248.58ππ2
ππ
π,π = πππ,π
π =
= 2248.58 ×
π΄π ππ¦,π1
√3πΎπ0
355
√3 × 1.0
× 10−3
= 460.87ππ
Beam web shear resistance (net section):
π΄π,πππ‘ = π΄π − π1 π0 π‘π€,π1
= 2248.58 − 3 × 22 × 6.7
= 1806.38ππ2
ππ
π,π =
π΄π,πππ‘ ππ’,π1
√3πΎπ2
= 1806.38 ×
490
√3 × 1.25
× 10−3
= 408.82ππ
Page | 88
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3L – Beam web resistance (UB305x165x46)
Calculations
ππ
π,πππ = min(ππ
π,π ; ππ
π,π )
Remark
= min(460.87ππ; 408.82ππ)
= 408.82ππ > ππΈπ = 100ππ
Shear and bending interaction of secondary
beam web:
For Short fin plate, shear and bending moment
interaction check is NOT necessary
Page | 89
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4L – Welds (UB305x165x46)
Calculations
Ref
Remark
ecc
ππΈπ
Critical point
Nominal moment
Zero moment line
The fin plate to column connection is assumed to be
stiffer than the bolt connection due to the presence
of the beam web. There is some nominal moment
applied on the fillet weld and hence the welding
needs to be designed for nominal moment.
SS EN19931-8
Unit throat area:
π΄π’ = 2π = 2 × 220
= 440ππ
Length of fillet
weld:
πππππ‘β π = 220ππ
Eccentricity between weld and line of action:
πππ = π§ = 60ππ
Nominal moment due to eccentricity:
π = ππΈπ πππ
= 100 × 0.060
= 6πππ
Polar moment of inertia:
π½=
π 3 2203
=
= 887333ππ3
12
12
Critical point:
Vertical stress:
ππΈπ
ππ£ =
π΄π’
=
100
440
= 0.23ππ/ππ
Page | 90
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4L – Welds (UB305x165x46)
Calculations
Transverse stress:
πππ§π£
πβ =
2π½
=
6000 × 110
887333 × 2
Remark
Vertical distance
between critical
point and centroid:
π
ππ§π£ =
2
= 110ππ
= 0.37ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.232 + 0.372
= 0.44ππ/ππ
SCI_P363
Choose fillet weld with 5mm leg length, 3.5mm
throat thickness and grade S355 which match beam
steel grade:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 0.84ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.03ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 0.84ππ/ππ > ππΈπ = 0.44ππ/ππ
OK!
Directional method:
2
2
ππ£,πΈπ
πβ,πΈπ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
0.23 2
0.37 2
) +(
)
=(
0.84
1.03
= 0.21 < 1.00
OK!
Page | 91
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5L – Local shear and bearing resistance of column flange
Ref
Calculation
Remark
SCI_P358
Local shear resistance of the column
(UC305x305x118) flange:
π΄π£ = βπ π‘2
= 220 × 18.7
= 4114ππ2
πΉπ
π =
=
π΄π£ ππ¦,2
√3πΎπ0
4114 × 355
√3 × 1.0
× 10−3
= 819.45ππ >
ππΈπ
= 50ππ
2
Page | 92
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1R – Bolt group resistance (UB 457x191x98)
Calculations
Bolt shear resistance:
Using class 8.8, M20 bolts with:
Remark
π΄π = 245ππ2 , ππ’π = 800πππ,
πΌπ£ = 0.6
π§1
SS EN19931-8
π§2
Shear resistance of a single bolt:
πΌπ£ ππ’π π΄π
πΉπ£,π
π =
πΎπ2
=
πΎπ2 = 1.25 (refer to
NA to SS)
0.6 × 800 × 245
× 10−3
1.25
= 94.08ππ
SCI_P358
SN017
For single vertical line of bolts (π2 = 1):
π1 = 4, π = 4 × 1 = 4
πΌ=0
π½=
=
6π§
π1 (π1 + 1)π1
6 × 60ππ
4 × (4 + 1) × 60ππ
= 0.30
ππ
π =
=
ππΉπ,π
π
√(1 + πΌπ)2 + (π½π)2
4 × 94.08
√(1 +
0)2
+ (0.3 ×
4)2
× 10−3
= 240.91ππ > ππΈπ = 200ππ
Page | 93
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
Check 1R – Bolt group resistance (UB 457x191x98)
Calculations
Remark
Bolt bearing resistance in the fin plate:
π = ππ.
For bearing resistance in vertical direction of one
(1.2π0 < π1 < 4π‘ +
bolt:
40ππ)
2.8π2
1.4π2
π = .
π1 = min (
− 1.7;
− 1.7; 2.5)
(2.2π0 < π1 <
ππ
π0
14π‘ ππ 200ππ)
2.8 × 50
ππ = π .
= min (
− 1.7; 2.5)
(1.2π0 < π2 < 4π‘ +
22
40ππ)
= 2.5
ππ = π
π1 π1
1 ππ’π
(2.4π0 < π2 <
πΌπ = min (
;
− ;
; 1.0)
14π‘ ππ 200ππ)
3π0 3π0 4 ππ’,π
55
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.5 × 0.66 × 490 × 20 × 10
× 10−3
1.25
= 129.18ππ
For bearing resistance in horizontal direction of one
bolt:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 55
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2 π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
Page | 94
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1R – Bolt group resistance (UB 457x191x98)
Calculations
π1 πΌπ ππ’,π ππ‘π
πΉπ,βππ,π
π =
πΎπ2
=
Remark
2.12 × 0.76 × 490 × 20 × 10
× 10−3
1.25
= 125.81kN
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
5
=
2
1
0.51 × 4
129.18) + ( 125.81 )
√(
2
× 10−3
= 325.62ππ > ππΈπ = 200ππ
SCI_P358
SS EN19931-8
Bolt bearing resistance in secondary beam web:
Vertical bearing resistance:
2.8π2,π
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΌπ = min (
π1,π π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
143.6
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.5 × 0.66 × 490 × 20 × 11.4
× 10−3
1.25
= 147.27ππ
Page | 95
OK!
π ,π = π.
ππ,π = π .
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1R – Bolt group resistance (UB 457x191x98)
Calculations
Horizontal bearing resistance:
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
Remark
2.8 × 143.6
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2,π π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.12 × 0.76 × 490 × 20 × 11.4
× 10−3
1.25
= 143.42ππ
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
4
=
2
2
× 10−3
1
0.5 × 4
)
+
(
147.27
143.42)
√(
= 371.20ππ > ππΈπ = 200ππ
Page | 96
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2R – Fin plate resistance (UB457x191x98)
Calculations
Ref
SS EN19931-8
SCI_P358
Fin plate shear resistance (gross section):
π‘π = 10ππ < 16ππ
∴ ππ¦,π = 355πππ
Gross section shear resistance:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
290 × 10 355
×
× 10−3
1.27
√3
= 468.02ππ
Fin plate shear resistance (net section):
π΄π£,πππ‘ = π‘π (βπ − π1 π0 )
= 10 × (290 − 4 × 22)
= 2020ππ2
Net area shear resistance:
π΄π£,πππ‘ ππ’,π
ππ
π,π =
√3πΎπ2
= 2020 ×
490
√3 × 1.25
× 10−3
= 457.17ππ
Page | 97
Remark
βπ = 290ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2R – Fin plate resistance (UB457x191x98)
Calculations
Remark
Fin plate shear resistance (block shear):
For single vertical line of bolts (π2 = 1):
Net area subject to tension:
π0
π΄ππ‘ = π‘π (π2 − )
2
= 10 × (50 −
22
)
2
= 390ππ2
Net area subject to shear:
π΄ππ£ = π‘π (βπ − π1 − (π1 − 0.5)π0 )
= 10 × (290 − 55 − (4 − 0.5) × 22)
= 1580ππ2
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
ππ
π,π = (
+
)
πΎπ2
√3 πΎπ0
=(
0.5 × 490 × 390 355 1580
) × 10−3
+
1.25
1.0
√3
= 400.28ππ
ππ
π,πππ = min(ππ
π,π ; ππ
π,π ; ππ
π,π )
= min(468.02ππ; 457.17ππ; 400.28ππ)
= 400.28ππ > ππΈπ = 200ππ
Page | 98
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2R – Fin plate resistance (UB457x191x98)
Calculations
Ref
Remark
z
SCI_P358
SS EN19931-8
Fin plate bending:
βπ = 290ππ > 2.73π§ = 163.8ππ
∴ ππ
π = ∞
OK!
Lateral torsional buckling:
π§π = 60ππ <
π‘π
= 66.67ππ
0.15
∴The fin plate is classified as Short fin plate
πππ,π =
=
π‘π βπ2
6
10 × 2902
6
= 140166.7ππ3
ππ
π =
=
πππ,π ππ¦,π
π§ πΎπ0
140166.7 × 355
× 10−3
60 × 1.0
= 829.32ππ > ππΈπ = 200ππ
Page | 99
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
Check 3R – Beam web resistance (UB457x191x98)
Calculations
Beam web shear resistance (gross section):
For unnotched beams (UB457x191x98):
π΄π = π΄π − 2ππ1 π‘π,π1 + (π‘π€,π1 + 2ππ1 )π‘π,π1
= 12500 − 2 × 192.8 × 19.6 + (11.4 + 2 ×
10.2) × 19.6
= 5565.52ππ2
ππ
π,π = πππ,π
π =
= 5565.52 ×
π΄π ππ¦,π1
√3πΎπ0
355
√3 × 1.0
× 10−3
= 1140.71ππ
Beam web shear resistance (net section):
π΄π,πππ‘ = π΄π − π1 π0 π‘π€,π1
= 5565.52 − 4 × 22 × 11.4
= 4562.32ππ2
ππ
π,π =
π΄π,πππ‘ ππ’,π1
√3πΎπ2
= 4562.32 ×
490
√3 × 1.25
× 10−3
= 1032.55ππ
Page | 100
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3R – Beam web resistance (UB457x191x98)
Calculations
ππ
π,πππ = min(ππ
π,π ; ππ
π,π )
= min(1140.71ππ; 1035.55ππ)
= 1035.55ππ > ππΈπ = 200ππ
Shear and bending interaction of secondary
beam web:
For Short fin plate, shear and bending moment
interaction check is NOT necessary
Page | 101
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4R – Welds (UB457x191x98)
Calculations
Ref
Remark
ecc
ππΈπ
Critical point
Nominal moment
Zero moment line
The fin plate to column connection is assumed to be
stiffer than the bolt connection due to the presence
of the beam web. There is some nominal moment
applied on the fillet weld and hence the welding
needs to be designed for nominal moment.
SS EN19931-8
Unit throat area:
π΄π’ = 2π = 2 × 290
= 580ππ
Length of fillet
weld:
πππππ‘β π = 290ππ
Eccentricity between weld and line of action:
πππ = π§ = 60ππ
Nominal moment due to eccentricity:
π = ππΈπ πππ
= 200 × 0.060
= 12πππ
Polar moment of inertia:
π½=
π 3 2903
=
= 2032417ππ3
12
12
Critical point:
Vertical stress:
ππΈπ
ππ£ =
π΄π’
=
200
580
= 0.34ππ/ππ
Page | 102
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4R – Welds (UB457x191x98)
Calculations
Transverse stress:
πππ§π£
πβ =
2π½
=
Remark
12000 × 145
2032417 × 2
= 0.43ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.342 + 0.432
= 0.55ππ/ππ
SCI_P363
Choose fillet weld with 5mm leg length, 3.5mm
throat thickness and grade S355 which match beam
steel grade:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 0.84ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.03ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 0.84ππ/ππ > ππΈπ = 0.55ππ/ππ
OK!
Directional method:
2
2
ππ£,πΈπ
πβ,πΈπ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
0.34 2
0.43 2
) +(
)
=(
0.84
1.03
= 0.34 < 1.00
OK!
Page | 103
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5R – Local shear and bearing resistance of column flange
Ref
Calculation
Remark
SCI_P358
Local shear resistance of the column
(UC305x305x118) flange:
π΄π£ = βπ π‘2
= 290 × 18.7
= 5423ππ2
πΉπ
π =
=
π΄π£ ππ¦,2
√3πΎπ0
5423 × 345
√3 × 1.0
× 10−3
= 1080.19ππ >
ππΈπ
= 100ππ
2
OK!
Note:
Since the design forces from the beams acting on two sides of the column are different, there
is an unbalanced moment induced on the column. Hence, the column design needs to be
designed for the unbalanced moment.
Page | 104
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.3.7 Example 5 – Two-sided Beam-to-Column extended fin plate connection in minor
axis with extended fin plate
=π
=
e2=50
e2=50
ππ
ππ
p1=60
p1=60
e1=50
e1=55
S355
UB 356x171x57
Grade 8.8, M20
S355
UC 254x254x107
Page | 105
S355
UB 406x178x67
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1L – Bolt group resistance (UB356x171x57)
Calculations
Bolt resistance:
Using Gr8.8, M20 bolts with:
Remark
π΄π = 245ππ2 ; ππ’π = 800πππ;
πΌπ£ = 0.6
π§2
π§1
SS EN19931-8
Shear resistance of a single bolt:
πΌπ£ ππ’π π΄π
πΉπ£,π
π =
πΎπ2
=
πΎπ2 = 1.25 (refer to
NA to SS)
0.6 × 800 × 245
× 10−3
1.25
= 94.08ππ
SN017
For single vertical line of bolts (π2 = 1):
πΌ=0
6π§
π½=
π1 (π1 + 1)π1
=
6 × 60ππ
3 × (3 + 1) × 60ππ
= 0.50
π1 = 3, π = 3 × 1 = 3
ππΉπ,π
π
ππ
π =
√(1 + πΌπ)2 + (π½π)2
=
3 × 94.08
√(1 +
0)2
+ (0.50 ×
3)2
× 10−3
= 156.56ππ > ππΈπ = 100ππ
Page | 106
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
Check 1L – Bolt group resistance (UB356x171x57)
Calculations
Remark
Bolt bearing resistance in the fin plate:
π =π .
For bearing resistance in vertical direction of one
(1.2π0 < π1 < 4π‘ +
bolt:
40ππ)
2.8π2
1.4π2
π = .
π1 = min (
− 1.7;
− 1.7; 2.5)
(2.2π0 < π1 <
ππ
π0
14π‘ ππ 200ππ)
2.8 × 50
ππ = π .
= min (
− 1.7; 2.5)
(1.2π0 < π2 < 4π‘ +
22
40ππ)
= 2.5
ππ = π
(2.4π0 < π2 <
π1 π1
1 ππ’π
14π‘ ππ 200ππ)
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.5 × 0.66 × 490 × 20 × 10
× 10−3
1.25
= 129.18ππ
For bearing resistance in horizontal direction of one
bolt:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2 π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
Page | 107
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1L – Bolt group resistance (UB356x171x57)
Calculations
π1 πΌπ ππ’,π ππ‘π
πΉπ,βππ,π
π =
πΎπ2
=
Remark
2.12 × 0.76 × 490 × 20 × 10
× 10−3
1.25
= 125.81kN
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
3
=
2
1
0.50 × 3
129.18) + ( 125.81 )
√(
2
× 10−3
= 211.04ππ > ππΈπ = 100ππ
SCI_P358
SS EN19931-8
Bolt bearing resistance in secondary beam web:
Vertical bearing resistance:
2.8π2,π
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΌπ = min (
π1,π π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
119
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.5 × 0.66 × 490 × 20 × 8.1
× 10−3
1.25
= 104.64ππ
Page | 108
OK!
π ,π = π
ππ,π = π .
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1L – Bolt group resistance (UB356x171x57)
Calculations
Horizontal bearing resistance:
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
Remark
2.8 × 119
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2,π π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.12 × 0.76 × 490 × 20 × 8.1
× 10−3
1.25
= 101.90ππ
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
3
=
2
1
0.5 × 3 2
)
+
(
104.64
101.90)
√(
= 170.94ππ > ππΈπ = 100ππ
Page | 109
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2L – Fin plate resistance (UB356x171x57)
Calculations
Ref
SS EN19931-8
SCI_P358
Fin plate shear resistance (gross section):
π‘π = 10ππ < 16ππ
∴ ππ¦,π = 355πππ
Gross section shear resistance:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
220 × 10 355
×
× 10−3
1.27
√3
= 355.05π
Fin plate shear resistance (net section):
π΄π£,πππ‘ = π‘π (βπ − π1 π0 )
= 10 × (220 − 3 × 22)
= 1540ππ2
Net area shear resistance:
π΄π£,πππ‘ ππ’,π
ππ
π,π =
√3πΎπ2
= 1540 ×
490
√3 × 1.25
× 10−3
= 348.53ππ
Page | 110
Remark
βπ = 220ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2L – Fin plate resistance (UB356x171x57)
Calculations
Remark
Fin plate shear resistance (block shear):
For single vertical line of bolts (π2 = 1):
Net area subject to tension:
π0
π΄ππ‘ = π‘π (π2 − )
2
= 10 × (50 −
22
)
2
= 390ππ2
Net area subject to shear:
π΄ππ£ = π‘π (βπ − π1 − (π1 − 0.5)π0 )
= 10 × (220 − 50 − (3 − 0.5) × 22)
= 1150ππ2
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
ππ
π,π = (
+
)
πΎπ2
√3 πΎπ0
=(
0.5 × 490 × 390 355 1150
) × 10−3
+
1.25
1.0
√3
= 312.14ππ
ππ
π,πππ = min(ππ
π,π ; ππ
π,π ; ππ
π,π )
= min(355.05ππ; 348.53ππ; 312.14ππ)
= 312.14ππ > ππΈπ = 100ππ
Page | 111
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2L – Fin plate resistance (UB356x171x57)
Calculations
Ref
Remark
z
SCI_P358
SS EN19931-8
Fin plate bending:
βπ = 220ππ > 2.73π§ = 163.8ππ
∴ ππ
π = ∞
OK!
Lateral torsional buckling:
π§π = 60ππ <
π‘π
= 66.7ππ
0.15
∴The fin plate is classified as Short fin plate
πππ,π
=
π‘π βπ2
=
6
10 × 2202
6
= 80666.67ππ3
ππ
π =
=
πππ,π ππ¦,π
π§ πΎπ0
80666.67 × 355
60 × 1.0
= 477.28ππ > ππΈπ = 100ππ
Page | 112
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
Check 3L – Secondary beam web resistance (UB356x171x57)
Calculations
Remark
Beam web shear resistance (gross section):
For unnotched beams (UB356x171x57):
π΄π = π΄π − 2ππ1 π‘π,π1 + (π‘π€,π1 + 2ππ1 )π‘π,π1
= 7260 − 2 × 172.2 × 13 + (8.1 + 2 × 10.2) ×
13
= 3153.3ππ2
ππ
π,π = πππ,π
π =
= 3153.3 ×
π΄π ππ¦,π1
√3πΎπ0
355
√3 × 1.0
× 10−3
= 646.30ππ
Beam web shear resistance (net section):
π΄π,πππ‘ = π΄π − π1 π0 π‘π€,π1
= 3153.3 − 3 × 22 × 8.1
= 2618.7ππ2
ππ
π,π =
π΄π,πππ‘ ππ’,π1
√3πΎπ2
= 2618.7 ×
490
√3 × 1.25
× 10−3
= 592.67ππ
Page | 113
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3L – Secondary beam web resistance (UB356x171x57)
Calculations
Remark
ππ
π,πππ = min(ππ
π,π ; ππ
π,π ; ππ
π,π )
= min(646.30ππ; 592.67ππ)
= 592.67ππ > ππΈπ = 100ππ
Shear and bending interaction of secondary
beam web:
For Short fin plate, shear and bending moment
interaction check is NOT necessary
Page | 114
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4L – Welds (C shape fillet weld) (UB356x171x57)
Calculations
Remark
r
Point 1
Point 2
SS EN19931-8
Location of centre of gravity of welds group:
π2
π₯Μ
=
(2π + π)
=
1082
(2 × 108 + 190)
= 23.9ππ
π¦Μ
=
=
π
2
190
2
= 95ππ
Unit throat area:
π΄π’ = 2π + π
= 2 × 108 + 190
= 406ππ
Moment arm between applied force and weld
centre:
π = 159.1ππ
Induced moment on welds:
π = ππΈπ × π
= 100 × 159.1
= 15910ππππ
Page | 115
Length of the fillet
welds:
Horizontal length:
π = 108ππ
Depth:
π = 190ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4L – Welds (C shape fillet weld) (UB356x171x57)
Calculations
Remark
Polar moment of inertia:
8π 3 + 6ππ 2 + π 3
π4
π½=
−
12
2π + π
8 × 1083 + 6 × 108 × 190 + 1903
=
12
1084
−
2 × 108 + 190
= 3025696ππ3
End-point 1:
Horizontal distance from centroid:
ππ§β = π − π₯Μ
= 108 − 23.9
= 84.10ππ
Vertical distance from centroid:
ππ§π£ = π¦Μ
+ ππππ βπππ π ππ§π
= 95 + 15ππ
= 110ππ
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
2π΄π’
2π½
100
15910 × 84.10
=
+
2 × 406
2 × 3025696
= 0.344ππ/ππ
Horizontal stress:
πππ§π£
πβ =
2π½
=
15910 × 110
2 × 3025696
= 0.289ππ/ππ
Page | 116
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4L – Welds (C shape fillet weld) (UB356x171x57)
Calculations
Remark
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.3442 + 0.2892
= 0.45ππ/ππ
End-point 2:
Horizontal distance from centroid:
ππ§β = π₯Μ
+ ππππ βπππ π ππ§π
= 23.9 + 15ππ = 38.90ππ
Vertical distance from centroid:
ππ§π£ = π − π¦Μ
= 190 − 95
= 95ππ
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
2π΄π’
2π½
=
100
15910 × 38.90
+
2 × 406
2 × 3025696
= 0.225ππ/ππ
Horizontal stress:
πππ§π£
πβ =
2π½
=
15910 × 95
2 × 3025696
= 0.250ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.2252 + 0.2502
= 0.34ππ/ππ
Page | 117
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4L – Welds (C shape fillet weld) (UB356x171x57)
Calculations
Remark
Choose fillet weld with 5mm leg length, 3.5mm
throat thickness and grade S355 which match beam
steel grade:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 0.84ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.03ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 0.78ππ/ππ > ππΈπ = 0.45ππ/ππ
OK!
Directional method:
2
2
πβ,πΈπ
ππ£,πΈπ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
=(
0.34 2
0.29 2
) +(
)
0.84
1.03
= 0.25 < 1.00
OK!
Note:
The fillet welds between the stiffeners and column adopt the same size of the fillet weld used
for the fin plate. The fillet welds for stiffeners will be one side fillet weld due to space
constraint.
Page | 118
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5L – Local shear resistance of column web (UC254x254x107)
Ref
Calculations
Remark
SCI_P358
Local shear resistance of the column
(UC254x254x107) web:
π΄π£ = βπ π‘2
= 220 × 12.8
= 2816ππ2
πΉπ
π =
=
π΄π£ ππ¦,2
√3πΎπ0
2816 × 355
√3 × 1.0
× 10−3
= 577.17ππ >
ππΈπ
= 50ππ
2
Page | 119
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1R – Bolt group resistance (UB406x178x67)
Calculations
Ref
Remark
π§2
π§1
Bolt shear resistance:
Using class 8.8, M20 bolts with:
π΄π = 245ππ2 , ππ’π = 800πππ,
πΌπ£ = 0.6
SS EN19931-8
Shear resistance of a single bolt:
πΌπ£ ππ’π π΄π
πΉπ£,π
π =
πΎπ2
=
πΎπ2 = 1.25 (refer to
NA to SS)
0.6 × 800 × 245
× 10−3
1.25
= 94.08ππ
For single vertical line of bolts (π2 = 1):
π1 = 4, π = 4 × 1 = 4
πΌ=0
π½=
=
6π§
π1 (π1 + 1)π1
6 × 60ππ
4 × (4 + 1) × 60ππ
= 0.30
ππ
π =
=
ππΉπ,π
π
√(1 + πΌπ)2 + (π½π)2
4 × 94.08
√(1 +
0)2
+ (0.3 ×
4)2
× 10−3
= 240.91ππ > ππΈπ = 200ππ
Page | 120
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
Check 1R – Bolt group resistance (UB406x178x67)
Calculations
Remark
Bolt bearing resistance in the fin plate:
π = ππ.
For bearing resistance in vertical direction of one
(1.2π0 < π1 < 4π‘ +
bolt:
40ππ)
2.8π2
1.4π2
π = .
π1 = min (
− 1.7;
− 1.7; 2.5)
(2.2π0 < π1 <
ππ
π0
14π‘ ππ 200ππ)
2.8 × 50
ππ = π .
= min (
− 1.7; 2.5)
(1.2π0 < π2 < 4π‘ +
22
40ππ)
= 2.5
ππ = π
(2.4π0 < π2 <
π1 π1
1 ππ’π
14π‘ ππ 200ππ)
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
55
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.5 × 0.66 × 490 × 20 × 10
× 10−3
1.25
= 129.18ππ
For bearing resistance in horizontal direction of one
bolt:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 55
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2 π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
Page | 121
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1R – Bolt group resistance (UB406x178x67)
Calculations
π1 πΌπ ππ’,π ππ‘π
πΉπ,βππ,π
π =
πΎπ2
=
Remark
2.12 × 0.76 × 490 × 20 × 10
× 10−3
1.25
= 125.81kN
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
5
=
2
1
0.51 × 4
129.18) + ( 125.81 )
√(
2
× 10−3
= 325.62ππ > ππΈπ = 200ππ
SCI_P358
SS EN19931-8
Bolt bearing resistance in secondary beam web:
Vertical bearing resistance:
2.8π2,π
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΌπ = min (
π1,π π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
114.7
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.5 × 0.66 × 490 × 20 × 8.8
× 10−3
1.25
= 113.68ππ
Page | 122
OK!
π ,π =
.π
ππ,π = π .
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1R – Bolt group resistance (UB406x178x67)
Calculations
Horizontal bearing resistance:
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
Remark
2.8 × 114.7
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2,π π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.12 × 0.76 × 490 × 20 × 8.8
× 10−3
1.25
= 110.71ππ
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
4
=
2
2
× 10−3
1
0.5 × 4
)
+
(
113.68
110.71)
√(
= 286.54ππ > ππΈπ = 200ππ
Page | 123
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2R – Fin plate resistance (UB406x178x67)
Calculations
Ref
SS EN19931-8
SCI_P358
Fin plate shear resistance (gross section):
π‘π = 10ππ < 16ππ
∴ ππ¦,π = 355πππ
Gross section shear resistance:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
290 × 10 355
×
× 10−3
1.27
√3
= 468.02ππ
Fin plate shear resistance (net section):
π΄π£,πππ‘ = π‘π (βπ − π1 π0 )
= 10 × (290 − 4 × 22)
= 2020ππ2
Net area shear resistance:
π΄π£,πππ‘ ππ’,π
ππ
π,π =
√3πΎπ2
= 2020 ×
490
√3 × 1.25
× 10−3
= 457.17ππ
Page | 124
Remark
βπ = 290ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2R – Fin plate resistance (UB406x178x67)
Calculations
Remark
Fin plate shear resistance (block shear):
For single vertical line of bolts (π2 = 1):
Net area subject to tension:
π0
π΄ππ‘ = π‘π (π2 − )
2
= 10 × (50 −
22
)
2
= 390ππ2
Net area subject to shear:
π΄ππ£ = π‘π (βπ − π1 − (π1 − 0.5)π0 )
= 10 × (290 − 55 − (4 − 0.5) × 22)
= 1580ππ2
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
ππ
π,π = (
+
)
πΎπ2
√3 πΎπ0
=(
0.5 × 490 × 390 355 1580
) × 10−3
+
1.25
√3 1.0
= 400.28ππ
ππ
π,πππ = min(ππ
π,π ; ππ
π,π ; ππ
π,π )
= min(468.02ππ; 457.17ππ; 400.28ππ)
= 400.28ππ > ππΈπ = 200ππ
Page | 125
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2R – Fin plate resistance (UB406x178x67)
Calculations
Ref
SCI_P358
SS EN19931-8
Remark
Fin plate Bending:
βπ = 290ππ > 2.73π§ = 163.8ππ
∴ ππ
π = ∞
OK!
Lateral torsional buckling:
π§π = 60ππ <
π‘π
= 66.67ππ
0.15
∴The fin plate is classified as Short fin plate
πππ,π =
π‘π βπ2
6
10 × 2902
=
6
= 140166.7ππ3
ππ
π =
=
πππ,π ππ¦,π
π§ πΎπ0
140166.7 × 355
60 × 1.0
= 829.32ππ > ππΈπ = 200ππ
Page | 126
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
Check 3R – Beam web resistance (UB406x178x67)
Calculations
Beam web shear resistance (gross section):
For unnotched beams (UB406x178x60):
π΄π = π΄π − 2ππ1 π‘π,π1 + (π‘π€,π1 + 2ππ1 )π‘π,π1
= 8550 − 2 × 178.8 × 14.3 + (8.8 + 2 × 10.2) ×
14.3
= 3853.88ππ2
ππ
π,π = πππ,π
π =
= 3853.88 ×
π΄π ππ¦,π1
√3πΎπ0
355
√3 × 1.0
× 10−3
= 789.89ππ
Beam web shear resistance (net section):
π΄π,πππ‘ = π΄π − π1 π0 π‘π€,π1
= 3853.88 − 4 × 22 × 8.8
= 3079.48ππ2
ππ
π,π =
π΄π,πππ‘ ππ’,π1
√3πΎπ2
= 3079.48 ×
490
√3 × 1.25
× 10−3
= 696.95ππ
Page | 127
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3R – Beam web resistance (UB406x178x67)
Calculations
ππ
π,πππ = min(ππ
π,π ; ππ
π,π )
Remark
= min(789.89ππ; 696.95ππ)
= 696.95ππ > ππΈπ = 200ππ
Shear and bending interaction of secondary
beam web:
For Short fin plate, shear and bending moment
interaction check is NOT necessary
Page | 128
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4R – Welds (UB406x178x67)
Calculations
Ref
r
Remark
Point 1
Point 2
SS EN19931-8
Location of centre of gravity of welds group:
π2
π₯Μ
=
(2π + π)
=
1082
(2 × 108 + 260)
= 18.57ππ
π¦Μ
=
=
π
2
260
2
= 130ππ
Unit throat area:
π΄π’ = 2π + π
= 2 × 108 + 260
= 476ππ
Moment arm between applied force and weld
centre:
π = 164.43ππ
Induced moment on welds:
π = ππΈπ × π
= 200 × 164.43
= 32886ππππ
Page | 129
Length of the fillet
welds:
Horizontal length:
π = 108ππ
Depth:
π = 260ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4R – Welds (UB406x178x67)
Calculations
Polar moment of inertia:
8π 3 + 6ππ 2 + π 3
π4
π½=
−
12
2π + π
8 × 1083 + 6 × 108 × 260 + 2603
=
12
1084
−
2 × 108 + 260
= 5669058ππ3
End-point 1:
Horizontal distance from centroid:
ππ§β = π − π₯Μ
= 108 − 18.57
= 89.43ππ
Vertical distance from centroid:
ππ§π£ = π¦Μ
+ ππππ βπππ π ππ§π
= 130 + 15ππ
= 145ππ
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
2π΄π’
2π½
200
32886 × 89.43
=
+
2 × 476
2 × 5669058
= 0.470ππ/ππ
Horizontal stress:
πππ§π£
πβ =
2π½
=
32886 × 145
2 × 5669058
= 0.421ππ/ππ
Page | 130
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4R – Welds (UB406x178x67)
Calculations
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.4702 + 0.4212
= 0.63ππ/ππ
End-point 2:
Horizontal distance from centroid:
ππ§β = π₯Μ
+ ππππ βπππ π ππ§π
= 18.57 + 15ππ = 33.57ππ
Vertical distance from centroid:
ππ§π£ = π − π¦Μ
= 260 − 130
= 130ππ
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
2π΄π’
2π½
=
200
32886 × 33.57
+
2 × 476
2 × 5669058
= 0.307ππ/ππ
Horizontal stress:
πππ§π£
πβ =
2π½
=
32886 × 130
2 × 5669058
= 0.377ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.3072 + 0.3772
= 0.49ππ/ππ
Page | 131
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P363
Check 4R – Welds (UB406x178x67)
Calculations
Choose fillet weld with 6mm leg length, 4.2mm
throat thickness and grade S355 which match beam
steel grade:
Remark
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.01ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.24ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 1.24ππ/ππ > ππΈπ = 0.63ππ/ππ
OK!
Directional method:
2
2
πβ,πΈπ
ππ£,πΈπ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
=(
0.47 2
0.42 2
) +(
)
1.01
1.24
= 0.33 < 1.00
OK!
Page | 132
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5R – Local shear resistance of column web (UC254x254x107)
Ref
Calculations
Remark
SCI_P358
Local shear resistance of the column
(UC254x254x107) web:
π΄π£ = βπ π‘2
= 290 × 12.8
= 3712ππ2
πΉπ
π =
=
π΄π£ ππ¦,2
√3πΎπ0
3712 × 355
√3 × 1.0
× 10−3
= 760.81ππ >
ππΈπ
= 100ππ
2
Page | 133
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.3.8 Example 6 – Fin plate connection to circular hollow column
=
S355 PLT 12mm
43
p1=60
π
e2=50
p2=60
e1=50
S355
CHS 508x16
S355
UB 533x210x101
Grade 8.8, M20
Page | 134
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Bolt resistance:
Using Gr8.8, M20 bolts with:
Remark
π΄π = 245ππ2 ; ππ’π = 800πππ;
πΌπ£ = 0.6
z
SS EN19931-8
Shear resistance of a single bolt:
As the distance between the centres of the end
fasters:
πΏπ = 330ππ > 15π = 300ππ
∴Reduction factor to cater long joints effect is
applied
π½πΏπ = (1 −
= (1 −
πΏπ − 15π
)
200π
330 − 15 × 20
)
200 × 20
= 0.9925
πΉπ£,π
π =
=
πΌπ£ ππ’π π΄π
π½πΏπ
πΎπ2
0.6 × 800 × 245
× 0.9925 × 10−3
1.25
= 93.37ππ
Page | 135
πΎπ2 = 1.25 (refer to
NA to SS)
π§ = 90ππ
π =π .
(1.2π0 < π1 < 4π‘ +
40ππ)
π = .
(2.2π0 < π1 <
14π‘ ππ 200ππ)
ππ = π .
(1.2π0 < π2 < 4π‘ +
40ππ)
ππ = .
(2.4π0 < π2 <
14π‘ ππ 200ππ)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
For two vertical lines of bolts (π2 = 2):
π1
1
π = π22 + π1 (π12 − 1)π12
2
6
=
Remark
6
1
(602 ) + (6)(62 − 1)(662 )
2
6
= 163260ππ2
SN017
πΌ=
=
π§π2
2π
90 × 60
2 × 163260
= 0.0165
π§π1
π½=
(π − 1)
2π 1
=
90 × 66
(6 − 1)
2 × 163260
= 0.0910
π1 = 6, π2 = 2, π = 6 × 2 = 12
ππ
π =
=
ππΉπ,π
π
√(1 + πΌπ)2 + (π½π)2
12 × 93.37 × 10−3
√(1 + 0.0165 × 12)2 + (0.0910 × 12)2
= 686.04ππ > ππΈπ = 600ππ
SCI_P358
SS EN19931-8
Bolt bearing resistance in the fin plate:
For bearing resistance in vertical direction of one
bolt:
2.8π2
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
Page | 136
OK!
π‘π = 12ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
π1 π1
1 ππ’π
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50
66
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.75
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.12 × 0.75 × 490 × 20 × 12
× 10−3
1.25
= 149.46ππ
For bearing resistance in horizontal direction of one
bolt:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
1.4 × 66
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.5
πΌπ = min (
π2 π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.5 × 0.66 × 490 × 20 × 12
× 10−3
1.25
= 155.02kN
Page | 137
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Bolt group bearing resistance:
Remark
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
12 × 10−3
=
2
√(1 + 0.0165 × 12) + (0.0910 × 12)
149.46
155.02
2
= 1124.51ππ > ππΈπ = 600ππ
SCI_P358
SS EN19931-8
Bolt bearing resistance in secondary beam web:
Vertical bearing resistance:
2.8π2,π
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π1,π π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
103.35 66
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.75
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.12 × 0.75 × 490 × 20 × 10.8
× 10−3
1.25
= 134.51ππ
Horizontal bearing resistance:
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 103.35
1.4 × 66
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.5
Page | 138
OK!
π ,π =
. π
ππ,π = π .
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
π2,π π2
1 ππ’π
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
Remark
50
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.5 × 0.66 × 490 × 20 × 10.8
× 10−3
1.25
= 139.52ππ
Bolt group bearing resistance:
ππ
π =
π
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
=
12 × 10−3
2
√(1 + 0.0165 × 12) + (0.0910 × 12)
134.51
139.52
= 1012.06ππ > ππΈπ = 600ππ
Page | 139
2
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate resistance
Calculations
Ref
SS EN19931-8
SCI_P358
Fin plate shear resistance (gross section):
π‘π = 12ππ < 16ππ
∴ ππ¦,π = 355πππ
Gross section shear resistance:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
430 × 12 355
×
× 10−3
1.27
√3
= 832.75ππ
Fin plate shear resistance (net section):
π΄π£,πππ‘ = π‘π (βπ − π1 π0 )
= 12 × (430 − 6 × 22)
= 3576ππ2
Net area shear resistance:
π΄π£,πππ‘ ππ’,π
ππ
π,π =
√3πΎπ2
= 3576 ×
490
√3 × 1.25
× 10−3
= 809.32ππ
Page | 140
Remark
βπ = 430ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate resistance
Calculations
Ref
Remark
Fin plate shear resistance (block shear):
For single vertical line of bolts (π2 = 2):
Net area subject to tension:
3π0
)
π΄ππ‘ = π‘π (π2 + π2 −
2
= 12 × (60 + 50 −
3 × 22
)
2
= 924ππ2
Net area subject to shear:
π΄ππ£ = π‘π (βπ − π1 − (π1 − 0.5)π0 )
= 12 × (430 − 50 − (6 − 0.5) × 22)
= 3108ππ2
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
ππ
π,π = (
+
)
πΎπ2
√3 πΎπ0
=(
0.5 × 490 × 924 355 3108
) × 10−3
+
1.25
√3 1.0
= 818.12ππ
ππ
π,πππ = min(ππ
π,π ; ππ
π,π ; ππ
π,π )
= min(832.75ππ; 809.32ππ; 818.12ππ)
= 809.32ππ > ππΈπ = 600ππ
Page | 141
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate resistance
Calculations
π§π
π§
Ref
SCI_P358
SS EN19931-8
Remark
Fin plate bending:
βπ = 430ππ > 2.73π§ = 245.7ππ
∴ ππ
π = ∞
OK!
Lateral torsional buckling:
π§π = 60ππ <
π‘π
= 80ππ
0.15
∴The fin plate is classified as Short fin plate
πππ,π =
=
π‘π βπ2
6
12 × 4302
6
= 369800ππ3
ππ
π =
=
πππ,π ππ¦,π
π§ πΎπ0
369800 × 355
90 × 1.0
= 1458.66ππ > ππΈπ = 600ππ
Page | 142
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Beam web resistance
Calculations
Ref
SCI_P358
SS EN19931-8
Beam web shear resistance (gross section):
For unnotched beams (UB533x210x101):
π΄π = π΄π − 2ππ1 π‘π,π1 + (π‘π€,π1 + 2ππ1 )π‘π,π1
= 12900 − 2 × 210 × 17.4 + (10.8 + 2 ×
12.7) × 17.4
= 6221.88ππ2
ππ
π,π = πππ,π
π =
= 6221.88 ×
π΄π ππ¦,π1
√3πΎπ0
355
√3 × 1.0
× 10−3
= 1275.23ππ
Beam web shear resistance (net section):
π΄π,πππ‘ = π΄π − π1 π0 π‘π€,π1
= 6221.88 − 6 × 22 × 10.8
= 4796.28ππ2
ππ
π,π =
π΄π,πππ‘ ππ’,π1
√3πΎπ2
= 4796.28 ×
490
√3 × 1.25
× 10−3
= 1085.50ππ
Page | 143
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
ππ
π,πππ
Check 3 – Beam web resistance
Calculations
= min(ππ
π,π ; ππ
π,π )
Remark
= min(1275.23ππ; 1085.50ππ)
= 1085.50ππ > ππΈπ = 600ππ
Shear and bending interaction of secondary
beam web:
For Short fin plate, shear and bending moment
interaction check is not necessary
Page | 144
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 - Welds
Calculations
Ref
ππΈπ
Remark
ecc
Critical point
Nominal
moment
Zero moment line
SS EN19931-8
Unit throat area:
π΄π’ = 2π = 2 × 430
= 860ππ2
Length of the fillet
welds:
π = 430ππ
Eccentricity between weld and line of action:
πππ = π§ = 90ππ
Nominal moment due to eccentricity:
π = ππΈπ πππ
= 600 × 90
= 54000ππππ
Polar moment of inertia:
π3 4302
π½=
=
= 6625583ππ3
12
12
Critical point:
Vertical stress:
ππΈπ
ππΈπ =
π΄π’
=
600
860
= 0.70ππ/ππ
Page | 145
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 - Welds
Calculations
Ref
Remark
Transverse stress:
πππ§π£
πβ =
2π½
=
54000 × 215
6625583 × 2
= 0.88π/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.702 + 0.882
= 1.12ππ/ππ
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S355 which match beam
steel grade:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.35ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.65ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 1.35ππ/ππ > ππΈπ = 1.12ππ/ππ
OK!
Directional method:
2
2
ππ£,πΈπ
πβ,πΈπ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
0.70 2
0.88 2
) +(
)
=(
1.35
1.65
= 0.55 < 1.00
OK!
Page | 146
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
Check 5 – Local resistance of the column
Calculations
Shear area:
π΄π£ = βπ π‘2
Remark
= 430 × 16
= 6880ππ2
Shear resistance:
π΄π£ ππ¦,2
πΉπ
π =
√3πΎπ0
=
6880 × 355
√3
× 10−3
= 1410.12ππ > ππΈπ = 600ππ
SS EN19931-8
ππΈπ
OK!
ecc
Critical point
Nominal
moment
Zero moment line
Table 7.3
Tying resistance:
5ππ’,2 π‘22 (1 + 0.25π) × 0.67
ππ
π =
πΎππ’
=
430/2
)) × 0.67
5 × 355 × 162 (1 + 0.25 × (
508
1.1
= 306.06ππ
As only half of the fin plate in tension:
β
π = /π0
2
ππ
π =
2
πΉπ
π (3 β)
πππ
2
× 430
= 306.06 × 3
90
= 974.84ππ > ππΈπ = 600ππ
Page | 147
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN1994
Check 6 – Column shear resistance
Calculations
The reaction force from the beam is transferred to
the composite column via the steel tube. The force
acting on the concrete may be assumed to be
proportional to the cross section axial resistance:
ππ,π
π
πππ ,πΈπ = ππΈπ (1 −
)
πππ,π
π
= 600(1 −
Remark
ππ,π
π : Steel section
axial resistance
πππ,π
π : Axial
resistance of
composite column
8770
)
14703.66
= 242.13ππ
The longitudinal shear stress at the surface of the
steel section:
πππ ,πΈπ
ππΈπ =
π’π ππ£
=
242.13 × 103
1495.4 × 952
= 0.17πππ
π’π : Perimeter of the
section
π’π = π(π· − 2π‘)
= π × (508 − 32)
= 1495.4ππ
ππ£ :Load introduction
length
(According to EC4,
the introduction
length should not
exceed 2d or L/3,
where d is the
minimum transverse
dimension of the
column and L is the
column length)
Assume:
ππ£ = 2(π· − 2π‘)
= 2(508 − 32)
= 952ππ
For Concrete-filled circular sections, the bond
resistance is:
ππ
π = 0.55πππ > ππΈπ = 0.17πππ
OK!
Note: As the shear capacity between steel and concrete is sufficient, shear stud may not be
needed in this case
Page | 148
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN1994
Check 6a (For info) – Shear stud capacity
Calculations
Note: A conservative assumption is to assume that
the bond is not effective in transferring the beam
force to the concrete. The force acting on the
concrete is designed to be resisted by shear studs.
Shear capacity of shear stud:
For h/d = 5.26 > 4, πΌ = 1.0
ππ
π
ππ2
0.8ππ’ ( 4 ) 0.29πΌπ 2 (πΉ πΈ )12
ππ ππ
= min (
;
)
πΎππ£
πΎππ£
π192
0.8 × 450 × ( 4 )
= min (
× 10−3 ;
1.25
1
0.29 × 1.0 × 192 × (50 × 37000)2
× 10−3 )
1.25
Remark
π: diameter of the
shank of the stud
π = 19ππ
πππ : characteristic
cylinder strength of
the concrete
πππ = 50πππ
ππ’ : ultimate strength
of the stud
ππ’ = 450πππ
β: overall height of
the stud
β = 100ππ
πΈππ : Secant
modulus of the
concrete
πΈππ = 37000πππ
πΎππ£ : partial safety
factor =1.25
= 81.66ππ
Total resistance:
ππ
π = πππ
π + 2π
∴ Number of shear studs required assuming zero
bond resistance:
π=
πππ ,πΈπ 242.13
=
= 3 (ππ π 4 π π‘π’ππ )
ππ
π
81.66
Page | 149
R should not be
considered in this
case as it is
applicable to
concrete encased
section SS EN19941-1, 6.7.4.2(4).
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.3.9 Example 7 – Beam-to-Beam connection
=
S355 PLT 12mm
e2=50
p1=60
43
e1=50
S355
UB 610x229x113
Grade 8.8, M20
Page | 150
S355
UB 610x229x113
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Bolt shear resistance:
Using Gr8.8, M20 bolts with:
Remark
π΄π = 245ππ2 , ππ’π = 800πππ,
πΌπ£ = 0.6
π§
SS EN19931-8
Shear resistance of a bolt:
As the distance between the centers of the end
fasters:
πΏπ = 330ππ > 15π = 300ππ
∴Reduction factor to cater long joints effect is
applied
π½πΏπ = (1 −
= (1 −
πΏπ − 15π
)
200π
330 − 15 × 20
)
200 × 20
= 0.9925
πΉπ£,π
π =
=
πΌπ£ ππ’π π΄π
π½πΏπ
πΎπ2
0.6 × 800 × 245
× 0.9925 × 10−3
1.25
= 93.37ππ
Page | 151
πΎπ2 = 1.25 (refer to
NA to SS)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SN017
Check 1 – Bolt group resistance
Calculations
For single vertical line of bolts (π2 = 1):
Remark
π§ = 120ππ
π1 = 6, π = 6 × 1 = 6
πΌ=0
π½=
=
6π§
π1 (π1 + 1)π1
6 × 120ππ
6 × (6 + 1) × 66ππ
= 0.26
ππ
π =
=
ππΉπ,π
π
√(1 + πΌπ)2 + (π½π)2
6 × 93.37
√(1 +
0)2
+ (0.26 ×
= 300.29ππ >
SCI_P358
SS EN19931-8
6)2
× 10−3
ππΈπ
= 150ππ
2
Bolt bearing resistance in the gusset plate:
For bearing resistance in vertical direction of one
bolt:
2.8π2
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΌπ = min (
π1 π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50
66
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.75
Page | 152
OK!
π =π .
(1.2π0 < π1 < 4π‘ +
40ππ)
π = .
(2.2π0 < π1 <
14π‘ ππ 200ππ)
ππ = π .
(1.2π0 < π2 < 4π‘ +
40ππ)
ππ = π
(2.4π0 < π2 <
14π‘ ππ 200ππ)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
πΉπ,π£ππ,π
π
=
Check 1 – Bolt group resistance
Calculations
π1 πΌπ ππ’,π ππ‘π
=
πΎπ2
Remark
2.5 × 0.75 × 490 × 20 × 12
× 10−3
1.25
= 176.40ππ
For bearing resistance in horizontal direction of one
bolt:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
1.4 × 66
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.5
πΌπ = min (
π2 π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.44 × 0.76 × 490 × 20 × 12
× 10−3
1.25
= 178.18kN
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
6
=
2
2
= 575.66ππ >
ππΈπ
= 150ππ
2
1
0.26 × 6
176.40) + ( 178.18 )
√(
× 10−3
Page | 153
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
Check 1 – Bolt group resistance
Calculations
Bolt bearing resistance in secondary beam web:
Vertical bearing resistance:
2.8π2,π
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
π1,π π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
138.8
66
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
πΌπ = min (
= 0.75
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.5 × 0.75 × 490 × 20 × 11.1
× 10−3
1.25
= 163.17ππ
Horizontal bearing resistance:
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 138.8
1.4 × 66
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.5
πΌπ = min (
π2,π π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
Page | 154
Remark
π ,π = π. π
ππ,π = π .
π‘π€,π1 = .
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
πΉπ,βππ,π
π
=
Check 1 – Bolt group resistance
Calculations
π1 πΌπ ππ’,π1 ππ‘π€,π1
=
πΎπ2
Remark
2.5 × 0.76 × 490 × 20 × 11.1
× 10−3
1.25
= 164.82ππ
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
6
=
2
1
0.26 × 6
163.17) + ( 164.82 )
√(
2
× 10−3
= 532.48ππ > ππΈπ = 300ππ
OK!
Check 1a – Bolt group resistance (Nominal moment + shear)
Ref
Calculations
Remark
SS EN1993 Nominal moment:
πππ = π§ = 120ππ
∑ π¦ 2 = 76230ππ2
π = ππΈπ πππ
Furthest distance
= 300 × 120
between bolt and
centroid:
= 36000ππππ
π = 165ππ
Force on bolt due to moment:
ππ
πΉπΈπ,π =
2 ∑ π¦2
= 36000 ×
165
= 38.96ππ
2 × 76230
Force due to vertical shear:
ππΈπ
300
πΉπΈπ,π =
=
= 25ππ
2π 2 × 6
Resultant force on bolt:
2
2
πΉπΈπ,πππ π’ππ‘ = √πΉπΈπ,π
+ πΉπΈπ,π
= √38.962 + 252
= 46.29ππ < πΉπ£,π
π = 93.37ππ
Page | 155
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Gusset plate resistance
Calculations
Remark
Gusset plate shear resistance (gross section):
π‘π = 11ππ < 16ππ
∴ ππ¦,π = 355πππ
βπ = 500ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
Ref
SS EN19931-8
SCI_P358
Gross section shear resistance:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
430 × 12 355
×
× 10−3
1.27
√3
= 832.75ππ
Gusset plate shear resistance (net section):
π΄π£,πππ‘ = π‘π (βπ − π1 π0 )
= 12 × (430 − 6 × 22)
= 3576ππ2
Net area shear resistance:
π΄π£,πππ‘ ππ’,π
ππ
π,π =
√3πΎπ2
= 3576 ×
490
√3 × 1.25
× 10−3
= 809.32ππ
Page | 156
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Gusset plate resistance
Calculations
Ref
Remark
Gusset plate shear resistance (block shear):
For single vertical line of bolts (π2 = 1):
Net area subject to tension:
π0
π΄ππ‘ = π‘π (π2 − )
2
= 12 × (50 −
22
)
2
= 468ππ2
Net area subject to shear:
π΄ππ£ = π‘π (βπ − π1 − (π1 − 0.5)π0 )
= 12 × (430 − 50 − (6 − 0.5) × 22)
= 3108ππ2
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
ππ
π,π = (
+
)
πΎπ2
√3 πΎπ0
=(
0.5 × 490 × 468 355 3108
) × 10−3
+
1.25
√3 1.0
= 728.74ππ
ππ
π,πππ = min(ππ
π,π ; ππ
π,π ; ππ
π,π )
= min(832.75ππ; 809.32ππ; 728.74ππ)
= 728.74ππ >
ππΈπ
= 150ππ
2
Page | 157
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Gusset plate resistance
Calculations
Ref
SCI_P358
SS EN19931-8
Remark
Gusset plate bending:
βπ = 430ππ > 2.73π§ = 327.6ππ
∴ ππ
π = ∞
OK!
Lateral torsional buckling:
π§π = 120ππ >
π‘π
= 80ππ
0.15
∴The fin plate is classified as Long fin plate
Raidus of gyration:
π‘π
12
π=
=
= 3.46
√12 √12
Slenderness of the fin plate:
Μ
Μ
Μ
Μ
ππΏπ =
πΏππ ππ¦
√
ππ πΈ
1
120
355 2
(
)
=
π × 3.46 210000
= 0.454
LTB reduction factor:
∴ ππΏπ = 0.87
Page | 158
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
πππ,π
Check 2 – Gusset plate resistance
Calculations
2
π‘π βπ
=
6
Remark
12 × 4302
=
6
= 369800ππ3
ππ
π = min (
πππ,π ππΏπ ππ¦,π πππ,π ππ¦,π
;
)
π§ 0.6πΎπ1 π§ πΎπ0
369800 × 0.87 × 355 369800 × 355
)
= min (
;
120 × 0.6 × 1.0
120 × 1.0
× 10−3
= 1093.99ππ >
ππΈπ
= 150ππ
2
OK!
Note:
Lateral restraint should be provided for primary beam with long fin plate to prevent lateral
torsional buckling.
Page | 159
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
Check 3 – Secondary beam web resistance
Calculations
Beam web shear resistance (gross section):
For unnotched beams (UB610x229x113):
π΄π = π΄π − 2ππ1 π‘π,π1 + (π‘π€,π1 + 2ππ1 )π‘π,π1
= 14400 − 2 × 228.2 × 17.3 + (11.1 + 2 ×
12.7) × 17.3
= 7135.73ππ2
ππ
π,π = πππ,π
π =
= 7135.73 ×
π΄π ππ¦,π1
√3πΎπ0
355
√3 × 1.0
× 10−3
= 1462.53ππ
Beam web shear resistance (net section):
π΄π,πππ‘ = π΄π − π1 π0 π‘π€,π1
= 7135.73 − 6 × 22 × 11.1
= 5670.53ππ2
ππ
π,π =
π΄π,πππ‘ ππ’,π1
√3πΎπ2
= 5670.53 ×
490
√3 × 1.25
× 10−3
= 1283.36ππ
Page | 160
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Secondary beam web resistance
Calculations
ππ
π,πππ = min(ππ
π,π ; ππ
π,π )
Remark
= min(1462.53ππ; 1283.36ππ)
= 1283.36ππ > ππΈπ = 300ππ
A
B
C
D
Shear and bending interaction of secondary
beam web:
For long fin plate, shear and bending moment
interaction check is necessary
For single vertical line of bolts (π2 = 1):
πππ,π΄π΅,π
π =
=
π‘π€,π1 π2,π × ππ¦,π1
√3πΎπ0
11.1 × 50 × 355
√3 × 1.0
× 10−3
= 113.75ππ
ππ΅πΆ,πΈπ =
ππΈπ (π1 − 1)π1
βπ1
= 300 × (6 − 1) ×
66
× 10−3
607.6
= 162.94ππ
Page | 161
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Secondary beam web resistance
Calculations
π‘π€,π1 (π1 − 1)π1 × ππ¦,π1
πππ,π΅πΆ,π
π =
√3πΎπ0
= 11.1 × (6 − 1) × 66 ×
355
√3
Remark
× 10−3
= 581.58ππ
ππ΅πΆ,πΈπ <
πππ,π΅πΆ,π
π
2
∴ πΏππ€ π βπππ
ππ,π΅πΆ,π
π =
= 355 ×
ππ¦,π1 π‘π€,π1
2
((π1 − 1)π1 )
6πΎπ0
11.1
2
× ((6 − 1) × 66) × 10−6
6
= 71.52πππ
For a single vertical line of bolts (π2 = 1):
ππ
π =
=
ππ,π΅πΆ,π
π + πππ,π΄π΅,π
π (π1 − 1)π1
π§π
71.52 + 113.75 × (6 − 1) × 66
120
= 313.42ππ > ππΈπ = 300ππ
Page | 162
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Welds (C shaped fillet weld)
Calculations
Ref
Remark
r
Point 1
Point 2
SS EN19931-8
Location of centre of gravity of welds group:
π2
π₯Μ
=
(2π + π)
64.12
=
(2 × 64.1 + 543)
= 3.57ππ
π¦Μ
=
=
π
2
543
2
= 271.50ππ
Unit throat area:
π΄π’ = 2π + π
= 2 × 64.1 + 543
= 671.2ππ
Moment arm between applied force and weld
center:
π = 175ππ
Induced moment on welds:
π = ππΈπ × π
= 300 × 175
= 52500ππππ
Page | 163
Length of the fillet
welds:
Horizontal length:
π = 64.1ππ
Depth:
π = 543ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Welds (C shaped fillet weld)
Calculations
Polar moment of inertia:
8π 3 + 6ππ 2 + π 3
π4
π½=
−
12
2π + π
8 × 64.13 + 6 × 64.1 × 543 + 5433
=
12
64.14
−
2 × 64.1 + 543
= 22942258ππ3
End-point 1:
Horizontal distance from centroid:
ππ§β = π − π₯Μ
= 64.1 − 3.57
= 60.53ππ
Vertical distance from centroid:
ππ§π£ = π¦Μ
+ ππππ βπππ π ππ§π
= 271.50 + 15ππ
= 286.50ππ
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
2π΄π’
2π½
300
52500 × 60.53
=
+
2 × 671.2 2 × 22942258
= 0.293ππ/ππ
Horizontal stress:
πππ§π£
πβ =
2π½
=
52500 × 286.50
2 × 22942258
= 0.328ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.2932 + 0.3282
= 0.44ππ/ππ
Page | 164
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Welds (C shaped fillet weld)
Calculations
End-point 2:
Horizontal distance from centroid:
ππ§β = π₯Μ
+ ππππ βπππ π ππ§π
= 3.57 + 15ππ = 18.57ππ
Remark
Vertical distance from centroid:
ππ§π£ = π − π¦Μ
= 543 − 271.50
= 286.50ππ
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
π΄π’
π½
=
300
52500 × 18.57
+
2 × 671.2 2 × 22942258
= 0.245ππ/ππ
Horizontal stress:
πππ§π£
πβ =
2π½
=
52500 × 271.50
2 × 22942258
= 0.311ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.2452 + 0.3112
= 0.40ππ/ππ
Choose fillet weld with 5mm leg length, 3.5mm
throat thickness and grade S355 which match beam
steel grade:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 0.84ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.03ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 0.84ππ/ππ > ππΈπ = 0.44ππ/ππ
Page | 165
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Welds (C shaped fillet weld)
Calculations
Directional method:
2
2
πβ,πΈπ
ππ£,πΈπ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
Remark
0.29 2
0.33 2
) +(
)
=(
0.84
1.03
= 0.23 < 1.00
OK!
Page | 166
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.3.10 Example 8 – Beam-to-Beam connection at different level
=π
S355
UB 610x229x113
S355
PLT 12
60
60
126.7
90
60
260
S355
UB 762x267x173
Page | 167
Grade 8.8, M20
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Weld group resistance (secondary beam & end plate)
Calculations
Remark
SS EN19931-8
Assume the beam reaction force is resisted by the
welds between secondary beam web and end plate
only
Length of weld:
ππ€ = 540ππ
Throat area:
π΄π’ = 2ππ€
= 2 × 540
= 1080ππ
Applied longitudinal stress:
ππΈπ
ππΈπ =
π΄π’
=
800
1080
= 0.74ππ/ππ
Choose fillet weld with 10mm leg length, 7.0mm
throat thickness and grade S355:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.69ππ/ππ > ππΈπ = 0.74ππ/ππ
Page | 168
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Secondary beam web shear resistance
Calculations
Ref
SCI_P358
SS EN1993
Shear area of unnotched secondary beam:
(S355 UB610x229x113)
π΄π£ = π΄π,1 − 2ππ1 π‘π,π1 + (π‘π€,π1 + 2ππ1 )π‘π,π1
πΎπ0 = 1.0 (SS
EN1993-1-1)
ππ¦,π1 = 355πππ
(π‘π€,π1 < 16ππ)
= 14400 − 2 × 228.2 × 17.3 + (11.1 + 2 ×
12.7) × 17.3
= 7135.73ππ2
ππ,π
π =
=
π΄π£ ππ¦,π1
√3πΎπ0
7135.73 × 355 × 10−3
√3 × 1.0
= 1462.53ππ > ππΈπ = 800ππ
Page | 169
Remark
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Bolt group resistance
Calculations
Ref
Remark
=π
S355
UB 610x229x113
S355
PLT 12
60
60
126.7
90
60
260
Grade 8.8, M20
S355
UB 762x267x173
SCI_P358
SS EN19931-8
Using Gr8.8, M20 bolts with:
π΄π = 245ππ2 , ππ’π = 800πππ
Distance between the centres of the end fasters:
πΏπ = 486.7ππ > 15π = 360ππ
∴Reduction factor is applied to cater long joints
effect
π½πΏπ = (1 −
= (1 −
πΏπ − 15π
)
200π
486.7 − 15 × 20
)
200 × 20
= 0.953
Shear resistance of one bolt:
πΌπ£ ππ’π π΄π
πΉπ£,π
π =
π½πΏπ
πΎπ2
=
0.6 × 800 × 245
× 0.953 × 10−3
1.25
= 89.69ππ
Page | 170
For 8.8 bolts:
πΌπ£ = 0.6
πΎπ2 = 1.25
(SS EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
SCI_P358
Check 3 – Bolt group resistance
Calculations
Bearing resistance of end plate:
According to the rotational requirements for pinned
connections of SS EN1993-1-8, the maximum
thickness of end plate is 10mm or 12mm.
∴ π‘π = 10ππ
Reducing the gauge π3 will increase the connection
stiffness, π3 should be carefully designed to meet
the SS EN1993-1-8 requirements.
π1,π = min (
2.8π2
1.4π3
− 1.7;
− 1.7; 2.5)
π0
π0
= min (2.8 ×
60
140
− 1.7; 1.4 ×
− 1.7; 2.5)
22
22
Remark
π =
(1.2π0 < π1 < 4π‘ +
40ππ)
π =π
(2.2π0 < π1 <
14π‘ ππ 200ππ)
ππ =
(1.2π0 < π2 < 4π‘ +
40ππ)
π =
(90 < π3 <
140ππ)
ππ’,π = 510πππ
π0 = 22ππ
= 2.5
π1 π1
1 ππ’π
πΌπ,π = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
60
90
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
Note: The reduction
factor 0.8 allows for
the presence of
tension in the bolts
= 0.909
πΉπ,π
π,π =
=
π1,π πΌπ,π ππ’,π ππ‘π
πΎπ2
2.5 × 0.909 × 4900 × 20 × 10
1.25
= 178.18ππ
For πΉπ,π
π > 0.8πΉπ£,π
π
πΉπ
π = 0.8ππΉπ£,π
π
= 0.8 × 12 × 89.69
= 861.02ππ > ππΈπ = 800ππ
Page | 171
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Shear resistance of end plate
Calculations
Ref
SCI_P358
End plate gross-section resistance:
Shear area:
π΄π£ = 2βπ π‘π
= 2 × 607.6 × 10
= 12152ππ2
ππ
π,π =
=
π΄π£ ππ¦,π
1.27 √3πΎπ0
12152 × 355
1.27 × √3
× 10−3
= 1961.15ππ
Net shear area:
π΄π£,πππ‘ = π΄π£ − 2π1 π0 π‘2
= 12152 − 2 × 6 × 22 × 10
= 9512ππ2
ππ
π,π =
=
π΄π£,πππ‘ ππ’,π
√3πΎπ2
9512 × 490
√3 × 1.25
× 10−3
= 2152.77ππ
Page | 172
Remark
βπ = 607.6ππ
π‘π = 10ππ
ππ¦,π = 355πππ
ππ’,π = 510πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Shear resistance of end plate
Calculations
Remark
End plate block tearing resistance:
Net area subject to tension:
π0
π΄ππ‘ = π‘π (π2 − )
2
= 10 × (60 −
22
)
2
= 490ππ2
Net area subject to shear:
π΄ππ£ = π‘π (βπ − π1 − (π1 − 0.5)π0 )
= 10 × (607.6 − 60 − 5.5 × 22)
= 4266ππ2
ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
ππ
π,π = 2 (
+
)
πΎπ2
√3πΎπ0
= 2 × (490 ×
4266
490
) × 10−3
+ 355 ×
1.25
√3
= 2132.87ππ
ππ
π = min(ππ
π,π ; ππ
π,π ; ππ
π,π )
= min(1961.15ππ; 2152.77ππ; 2132.87ππ)
= 1961.15ππ > ππΈπ = 800ππ
Page | 173
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5 – Tension zone T-stub
Calculations
Ref
Remark
ππ₯
ππ
SCI_P398
π=
π
ππ₯
π3 − π‘π€π − 2 × 0.8ππ
2
140 − 12 − 2 × 0.8 × 12.7
=
2
= 53.84ππ
π = min(ππ , ππ )
= 60ππ
π2
= π1 − π‘ππ − 0.8π
= 338.29ππ
= 34.7ππ
ππππ is calculated
based on table 2.2
from section 2 of
SCI_P398;
π
π1 =
π+π
ππππ,ππ = πΌπ
= 0.473
= 6.4 × 53.84
π2 =
For the pair of bolts below beam flanges:
ππππ,ππ = 2ππ
= 2 × π × 53.84
= 344.58ππ
=
ππππ,1 = min(ππππ,ππ , ππππ,ππ )
π2
π+π
34.7
53.84 + 60
= 0.305
= min(338.29,344.58)
= 338.29ππ
ππππ,2 = ππππ,ππ = 344.58ππ
Page | 174
Based on the Alpha
chart from
Appendix G of
SCI_P198,
πΌ = 6.4
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 5 – Tension zone T-stub
Calculations
Mode 1 resistance:
0.25 ∑ ππππ,1 π‘π2 ππ¦
πππ,1,π
π =
πΎπ0
=
0.25 × 338.29 × 102 × 355
× 10−3
1.0
= 3.058πππ
= 60ππ < 1.25 × 53.84 = 67.3ππ
=
(8π − 2ππ€ )πππ,1,π
π
2ππ − ππ€ (π + π)
(8 × 60 − 2 × 8.25) × 3058
2 × 53.84 × 60 − 8.25 × (53.84 + 60)
= 251.61ππ
Mode 2 resistance:
0.25 ∑ ππππ,2 π‘π2 ππ¦
πππ,2,π
π =
πΎπ0
=
0.25 × 344.58 × 102 × 355
× 10−3
1.0
= 3114.91ππππ
Tensile resistance of bolt:
π2 ππ’π π΄π
πΉπ‘,π
π =
πΎπ2
=
For bolt M20,
diameter of washer
ππ€ = 33ππ
ππ€ =
ππ€
4
= 8.25ππ
π = ππππ ≤ 1.25π
πΉπ,1,π
π =
Remark
0.9 × 800 × 245
× 10−3
1.25
= 141.12ππ
For 2 bolts in a row,
∑ πΉπ‘,π
π = 2 × 141.12 = 282.24ππ
Page | 175
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
πΉπ,2,π
π
=
Check 5 – Tension zone T-stub
Calculations
2πππ,2,π
π + π ∑ πΉπ‘,π
π
=
π+π
2 × 3114.91 + 60 × 282.24
53.84 + 60
= 201.71ππ
Mode 3 Resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 2 × 141.12 = 282.24ππ
Resistance of end-plate in bending:
πΉπ‘,ππ,π
π = min(πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π )
= min(251.61ππ; 201.71ππ; 282.14ππ)
= 201.71ππ
π
=π
Eccentricity of applied load:
πππ = πππ π‘ππππ πππ‘π€πππ πππππππ‘π πππ ππππ‘ππππ
ππ πππππππ¦ ππππ
ππ
=
2
=
266.7
= 133.35ππ
2
Nominal moment:
π = ππΈπ πππ
= 800 × 133.35
= 106680ππππ
Page | 176
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 5 – Tension zone T-stub
Calculations
Moment arm:
π = πππ π‘ππππ πππ‘π€πππ πππ‘ππππ ππ πππππππ ππ
π ππππππππ¦ ππππ
Remark
= 607.6 − 17.3
= 590.3ππ
Tensile force acting on the top flange:
π
πΉπ‘,πΈπ =
π
=
106680
590.3
= 180.72ππ < πΉπ‘,ππ,π
π = 201.71ππ
OK!
Tension resistance of bolt:
π2 ππ’π π΄π
πΉπ‘,π
π =
πΎπ2
=
0.9 × 800 × 245
× 10−3
1.25
= 141.12ππ
Combined shear and tension resistance of bolt:
πΉπ£,πΈπ,π
πΉπ‘,πΈπ,π
+
πΉπ£,π
π
1.4πΉπ‘,π
π
=
ππΈπ
πΉπ‘,πΈπ
+
ππΉπ£,π
π 4 × 1.4 × πΉπ‘,π
π
=
800
180.72
+
12 × 89.69 4 × 1.4 × 141.12
Assume the applied
shear force is
shared equally
among all bolts and
the tension force is
shared by first two
rows of bolt.
= 0.97 < 1.0
Note:
For the T-stub checking, the resistance of first row of bolts is sufficient to resist the tensile
force due to the nominal moment, hence, no further checking is carried out for the rows of
bolts below. If the resistance of the first row is insufficient, the combine resistance of
multiple rows of bolts may be checked.
Page | 177
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 6 – Welding of stiffener
Calculations
Ref
Remark
π2
SS EN1993
Assume the tensile force on the top flange of the
secondary beam is applied on the first row of bolts:
ππππππ‘ πππ‘ ππ π‘βπ π€ππππππ
π = πΉπ‘,πΈπ π2
πππππ‘β ππ π€πππ
π = 133.35ππ
= 180.72 × 159.2
= 28770.89ππππ
Polar moment of inertial of the fillet weld:
π3
π½=
12
133.353
=
= 197604.95ππ3
12
Applied transverse stress on the end of the welding:
ππΈπ
ππππππ‘ πππ =
πππ π‘ππππ ππ€ππ¦
ππππ π‘βπ π€ππππππ
(π2 ) = 159.2ππ
ππ
= 2
2π½
133.35
2
= 28770.89 ×
2 × 197604.95
= 4.85ππ/ππ
Page | 178
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 6 – Welding of stiffener
Calculations
Assume the welding for the stiffener is all-round
fillet weld, the transverse resistance of the welding
at the end of the welding is:
Remark
ππ
π = πΉπ€,π
,π
π π‘π
= 2.07 × 10
= 20.70ππ/ππ > ππΈπ = 4.85ππ/ππ
Page | 179
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 7 – Buckling resistance of the stiffener
Calculations
Remark
ππππ
SCI_P398
Dispersion length:
ππππ,π,π€π = π‘ππ + 2π π + 5(π‘π + π ) + π π
= 17.3 + 2 × 10 + 5 × (10 + 12.7) + 20
= 170.8ππ
Design compression resistance of stiffener:
πππ€π πππππ,π,π€π π‘π ππ¦π
πΉπ,π€π,π
π =
πΎπ1
π‘ππ = 17.3ππ
π‘π = 12ππ
π π = 10ππ
π = ππ = 12.7ππ
π π = 2π‘π = 20ππ
πΜ
π = 0.932
√
ππππ,π,π€π ππ ππ¦
πΈπ‘π2
= 170.8 × 10 × 355 × 10−3
= 0.49 < 0.72
= 606.34ππ > πΉπ‘,πΈπ = 180.72ππ
∴π=1
Web buckling resistance is adequate without the
additional of plate stiffener. No further check is
required.
Assume
ππ€π = π = 1
Page | 180
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.4 Design steps for moment-resisting connections – bolted connections
Momentresisting
Connections
With extended fin
plate
Beam-to-beam
with similar
depth
Beam-to-beam with
different depths
1. Bolt group
resistance
End plate
Beam-tocolumnn
connections
6. Haunch
resistance
7. Diaphragm
plate check
2. Fin plate
resistance
8. Column
capacity check
3. Secondary
beam web
resistance
9. Column
tension zone
check
4. Weld
resistance of fin
plate
10. Column
compression
zone check
5. Weld
resistance of
beam flange
(PPBW)
11. Stiffeners
check
12. Weld
resistance of
stiffener plate
1. Weld
resistance of
beam to end
plate
2a. Moment
resistance
(Tension zone)
2b. Moment
resistance
(Compression
zone)
2c. Moment
resistance
3. Shear
resistance of
bolt group
4. Resistance of
PPBW
Figure 2-2 Design steps for moment connections
The moment-resisting connections in this chapter can be divided into two main categories, they
are connections with extended fin plate and connections with end plate. The design details for
different types of connections are shown in Figure 2-2.
For beam-to-beam moment-resisting connection with hogging moments transferred to the
primary beams, it is recommended to have full penetration butt weld to transfer the tension
within the top flanges while the bottom flange which is in compression, a partial penetration
butt weld will be enough to transfer the compression forces to the bottom flange of the primary
beam.
Page | 181
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
It should be noted that in composite deck construction, welding is usually the preferred
connection for the top flange of beams rather than bolting as the use of bolts will clash the
installation of the composite decks.
2.4.1 Extended fin plate connections design procedures
According to AISC Guide, for flange-plated moment connections, the shear-plate connection
can be designed for shear only while the rotation is considered resisted by the flange
connections.
Bolt group resistance
Similar to section 2.3.1
Fin plate resistance
Similar to section 2.3.1
Secondary beam web resistance
Similar to section 2.3.1
Weld resistance of fin plate
Similar to section 2.3.1
Weld resistance of beam flange
Assume the applied moment is taken by the flanges of the secondary beam, for full
penetration butt weld, assume the strength is equal to the beam flange tensile strength.
Beam flange tensile strength:
πΉπ
π,ππππππ =
π‘π ππ ππ¦,ππ
πΎπ0
where
π‘π : thickness of beam flange
ππ : width of beam flange
ππ¦,ππ : yield strength of beam flange
Applied tensile force on beam flange:
πΉπΈπ =
ππΈπ
< πΉπ
π,ππππππ
π
where
π: moment arm
π = βπ − π‘π
βπ : depth of secondary beam
Resistance of partial penetration butt weld (PPBW):
The design resistance of a partial penetration butt weld can be determined using the method
for a deep penetration fillet weld. (SS EN1993-1-8 Clause 4.7.2(1))
Page | 182
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
πΉπ
π = πΉπ€,π,π
π ππ
where
πΉπ€,π,π
π : transverse resistance of welding, can be calculated from 2.3.1 (4)
If the angle between the transverse force and weld throat π = 90°, the transverse resistance
of the weld:
πΉπ€,π,π
π =
0.9ππ’
π
πΎπ2
*The minimum throat thickness of a longitudinal partial penetration butt weld should be 2√π‘
(in mm), where t is the thickness of the thinner part of joint. (BS 5950-1 6.9.2)
Haunch resistance
For beam-to-beam or beam-to-column connections with different beam depths, haunch may
be used to provide transition between beams. The haunch resistance hence needs to be
checked.
Shear:
In order to reduce stress concentration, the thicknesses of flange and web are same as
secondary beam.
Gross section shear resistance:
ππ
π,π =
ββ π‘π€ ππ¦,π€
√3πΎπ0
where
ββ : depth of haunch at bolt line
π‘π€ : thickness of haunch web
Net shear resistance:
ππ
π,π =
π΄π£,πππ‘ ππ¦,π€
√3πΎπ2
where
π΄π,πππ‘ : net shear area
π΄π£,πππ‘ = ββ π‘π€ − ππ0 π‘π€
Shear resistance of haunch web:
ππ
π = min(ππ
π,π , ππ
π,π ) > ππΈπ
*Suggestions to reduce the stress concentration:
As the thicknesses of the flanges of primary beam and secondary beam may be different, the
connection between the flanges may result in stress concentration. In order to reduce the stress
concentration, transition should be provided at butt weld area. Figure 2-3 below shows the
example of transition.
Page | 183
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
FPBW
Weld access r=25mm
30° transition zone
FPBW
TYP.
PPBW
PPBW
30° transition zone
PPBW thickness a
Weld access r=25mm
Figure 2-3 Example of transition between flanges
Shear buckling (SS EN1993-1-5):
To check the shear buckling resistance of the haunch web, the largest height of the haunch
was taken as the depth for calculation. The haunch was checked using similar method of
checking rectangular girder. If
π
72π
>
π‘π€
π
the haunch web is susceptible to shear buckling, shear buckling check need to be performed
and transverse stiffeners should be provided at the supports.
where
π = √235/ππ¦π€
π=1
Maximum allowable slenderness of haunch web:
ππΈ π΄π€
π
>
√
ππ¦π π΄ππ π‘π€
where
π = 0.55, for elastic moment resistance utilized
π΄ππ : cross section area of the compression flange
π΄ππ = π‘π ππ
π΄π€ : cross section area of haunch web
Page | 184
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
π΄π€ = ππ‘π€
πΈ = 210πΊππ
Contribution from the web:
πππ€,π
π =
ππ€ ππ¦π€ ππ‘π€
√3πΎπ1
where
πΜ
π€ =
π
86.4π‘π€ ππ€
ππ€ =
0.83
πΜ
π€
π: distance between fillet of haunch
Contribution from the flange:
2
πππ,π
π
ππ‘π2 ππ¦π
ππΈπ
(1 − (
=
) )
ππΎπ1
ππ,π
π
where
ππ,π
π =
ππ¦π (ππ‘π )(β − π‘π )
πΎπ0
1.6ππ‘π2 ππ¦π
π = π (0.25 +
)
π‘π€ π2 ππ¦π€
π: distance between transverse stiffeners
Shear buckling resistance:
ππ,π
π = πππ€,π
π + πππ,π
π <
πππ¦π€ ππ‘π€
√3πΎπ1
> ππΈπ
When haunch is used to connected beams with different height, the length of the haunch should
be long enough to ensure the tapered angle is not greater than 45° to prevent stress
concentration.
Diaphragm plate check
External diaphragm plate may be used to connect beams to hollow section column. As there is
no relevant design guide in SS EN1993 for the width of external diaphragm plate, CIDECT
and Chinese code GB were used to calculate the minimum design width.
According to CIDECT design guide 9 – For structural hollow section column connections, the
axial resistance of diaphragm ring:
ππ −1.54 π 0.14 π‘π 0.34 ππ 2
( )
( )
( ) ππ¦π ≥ ππΈπ
ππ
π = 19.6 ( )
π‘π
ππ
π‘π
2
where
Page | 185
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
ππ: diameter of hollow section column
π‘π : thickness of hollow section column
π: width of the diaphragm plate
π‘π : thickness of diaphragm plate (at least as thick as the beam flange)
ππ¦π : yield strength of hollow section column
Range of validity:
14 ≤
ππ
≤ 36
π‘π
0.05 ≤
π
≤ 0.14
ππ
0.75 ≤
π‘π
≤ 2.0
π‘π
According to GB 50936:2014, the minimum width of diaphragm plate:
π≥
πΉ1 (πΌ)ππΈπ πΉ2 (πΌ)ππ π‘π ππ
−
π‘π ππ
π‘π ππ
where
πΉ1 (πΌ) =
πΉ2 (πΌ) =
0.93
√2 sin2 πΌ + 1
1.74π πππΌ
√2 sin2 πΌ + 1
ππ : effective width of external diaphragm ring
ππ = (0.63 +
0.88ππ
) √ππ π‘π + π‘π
ππ
πΌ: angle between axial force and cross section of diaphragm ring where transition occur
ππ
πΌ = sin−1 ( 2 )
ππ + π
ππ : width of beam flange
Concrete filled column (SS EN1994-1-1)
For concrete filled circular hollow section column, the shear bond between the concrete and
steel shall be checked for adequacy to transfer the reaction force from the beams to the
composite column.
The reaction force from the beam is assumed to be transferred to the composite column via the
steel tube. The force transfer to the concrete section may be assumed to be proportion to the
ratio of the sectional compression resistance as:
Page | 186
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
πππ ,πΈπ = (ππΈπ1 + ππΈπ2 ) (1 −
ππ,π
π
)
πππ,π
π
where
ππ,π
π : steel section axial resistance
πππ,π
π : axial resistance of composite column
ππΈππ : shear forces from beams
The longitudinal shear stress at the surface of the steel section:
ππΈπ =
πππ ,πΈπ
π’π ππ£
where
π’π : perimeter of the section
π’π = π(π· − 2π‘)
ππ£ : load introduction length (should not exceed 2b,2h or L/3) (b, h and L are width, height and
length of beam)
If ππ
π (maximum longitudinal shear resistance) ≤ ππΈπ , shear studs may be used to carry the
remaining part of the shear force transferred to the concrete.
Column tension zone check (SCI_P398)
For beam-to-column moment resisting connections in major axis, the applied moment may
induce tension and compression forces on the beam flanges and hence the tension and
compression resistances of beam flange and column web need to be checked.
Effective width of a beam flange (hot-rolled) connected to an unstiffened column:
ππππ = π‘π€π + 2ππ + 7ππ‘ππ ≤ min (ππ ; ππ )
where
π‘π€π : thickness of the column web
ππ : root radius of column
π‘ππ : thickness of the column flange
π=(
π‘ππ ππ¦,π
)( ) ≤ 1
π‘ππ ππ¦,π
ππ : width of beam
ππ : width of column
Design resistance of beam flange:
πΉπ‘,ππ,π
π =
ππππ π‘ππ ππ¦,π
πΎπ0
where
Page | 187
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
π‘ππ : thickness of beam flange
ππ¦,π : yield strength of beam
ππππ : effective width of beam flange
Effective length of column web:
ππππ,π‘,π€π = π‘ππ + 2π π + 5(π‘ππ + π )
where
π π : leg length of beam flange to column fillet welds
π‘ππ : thickness of column flange
π : for rolled section is the root radius π; if column is a welded section, π is the leg length of
column web to flange fillet welds
Design resistance of column web:
πΉπ‘,π€π,π
π1 =
πππππ,π‘,π€π π‘π€π ππ¦π
πΎπ0
where
π: reduction factor for the interaction with shear, can be determined from SS EN1993-1-8
Table 6.3
πΎπ0 = 1.0
If design resistance of beam flange or design resistance of column web is insufficient,
stiffeners are needed to increase the resistance. The check for resistance of stiffened
connection will be shown in section (11).
Column compression zone check
Compression resistance of column web:
πΉπ,π€π,π
π =
ππππ€π ππππ,π,π€π π‘π€π ππ¦π
πΎπ0
where
π: reduction factor that takes account of the interaction with shear, can be determined from
SS EN1993-1-8 Table 6.3
ππππ,π,π€π : effective length of column web in compression, it is equal to the effective length of
column web in tension
π: reduction factor for plate buckling
Μ
Μ
Μ
π ≤ 0.72, π = 1.0
if π
Μ
Μ
Μ
2π
Μ
Μ
Μ
π > 0.72, π = (π
Μ
Μ
Μ
π − 0.2)/π
if π
Page | 188
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
ππ = 0.932√
ππππ,π,π€π ππ€π ππ¦,π€π
2
πΈπ‘π€π
ππ€π = βπ − 2(π‘ππ + π )
ππ€π : reduction factor for maximum coexisting longitudinal compression stress in the column
web, conservatively taken as 0.7
Shear resistance of column web:
If ππ /π‘π€π ≤ 69π, ππ€π,π
π = 0.9ππ¦π π΄π£π /(πΎπ0 × √3)
If ππ /π‘π€π > 69π, ππ€π,π
π = 0.9πππ€,π
π
where
π΄π£π : shear area of the column
π΄π£π = π΄π − 2ππ π‘ππ + (π‘π€π + 2ππ )π‘ππ
π=√
235
ππ¦π
πππ€,π
π : shear buckling resistance of the web, it can be calculated from SS EN1993-1-5 5.2(1)
ππ : clear depth of column web
If compressive resistance or shear resistance of column web is lesser than the applied
compressive force, stiffeners are needed to strengthen the column web. The detail calculation
of stiffened column can be found in section (11).
Stiffeners check (SCI_P398)
Tension stiffener:
Tension stiffeners should be provided symmetrically on either side of the column web and may
be full depth or partial depth.
Minimum width of tension stiffener:
ππ π,πππ =
0.75(ππ − π‘π€π )
2
where
ππ : width of column
Tensile resistance of tension stiffener:
πΉπ‘,π ,π
π =
π΄π π ππ¦π
> πΉπΈπ
πΎπ0
where
π΄π π :net area of stiffener
π΄π π = 2ππ π π‘π
Page | 189
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
ππ¦π : yield strength of stiffener plates
The above calculation is applicable for full depth stiffener. For partial depth tension stiffeners,
additional check on the length for shear in the stiffeners against applied forces is needed. The
details of calculations can be found in SCI_P398.
Compression stiffener:
For compression stiffeners, they should be provided symmetrically on either side of the column
web and they should be full depth stiffeners. According to SCI_P398, the width to thickness
ratio of the stiffener should be limited to 14π to prevent torsional buckling of the stiffener. The
effective stiffener cross section consists of both the stiffener section and part of the column
web section. The length of web act as stiffener section is taken as 15ππ‘π€π on either side of the
stiffener.
Resistance of cross-section:
ππ,π
π =
π΄π ,πππ ππ¦π
πΎπ0
where
π΄π ,πππ : effective area of stiffeners
π΄π ,πππ = 2ππ π π‘π + (30ππ‘π€π + π‘π )π‘π€π
ππ π : width of stiffener
π‘π : thickness of stiffener
ππ¦π : yield strength of stiffener
If πΜ
≤ 0.2, flexural buckling resistance of the compression stiffener may be ignored
πΜ
=
π
ππ π1
where
π: critical buckling length of the stiffener
π1 = π√πΈ/ππ¦
ππ : the radius of gyration of the stiffener
ππ = √πΌπ /π΄π ,πππ
πΌπ : second moment of area of stiffener
3
(2ππ π + π‘π€π ) π‘π
πΌπ =
12
If πΜ
> 0.2, flexural buckling resistance of the compression stiffener:
Page | 190
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
ππ,π
π =
ππ΄π ,πππ ππ¦
πΎπ1
where
πΌ = 0.49
Μ
Μ
Μ
2 )
π· = 0.5(1 + πΌ(πΜ
− 0.2) + π
1
π=
π·+
√(π· 2
≤ 1.0
Μ
Μ
Μ
2 )
−π
Weld resistance of stiffener plate
According to SCI_P398, the minimum throat thickness for flange weld of stiffener:
ππππ =
π‘π
2
Applied stress of web weld:
ππΈπ =
πΉπΈπ
2π
where
π: effective length of web weld
π = 2(βπ − 2 × ππππ βπππ π ππ§π − 2π )
π : leg length of web weld
Choose fillet weld with longitudinal stress resistance πΉπ€,πΏ,π
π > ππΈπ .
2.4.2 End plate connections design procedures
Weld resistance of beam to end plate
According to SS EN1993-1-8 6.2.2 (1), in weld and bolted connections with end-plates, the
welds connecting the beam web should be designed to transfer the shear force from the
connected beam to the joint, without any assistance from the welds connecting the beam
flanges.
Shear resistance of beam web fillet weld:
ππ
π = πΉπ€,πΏ,π
π πΏπ€ ≥ ππΈπ
where
πΉπ€,πΏ,π
π : longitudinal resistance of web fillet weld
πΏπ€ : length of fillet weld connecting beam web (2ππ )
Tensile resistance of fillet weld connecting beam flange to end plate:
πΉπ
π = πΏπΉπ€,π,π
π ≥ πΉπΈπ
where
Page | 191
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
πΏ: length of fillet weld connecting beam flange to end plate
πΏ = 2π − π‘π€π − 2π − 4π‘π
πΉπΈπ : applied tensile force due to moment
πΉπΈπ =
ππΈπ
β − π‘π
πΉπ€,π,π
π : transverse resistance of flange fillet weld
Moment resistance (Tension zone)
Individual bolt row resistance
The individual resistance for each row of bolts is firstly calculated, starting from the top row
and working down. The individual resistance of each row is the minimum of the following
resistance:
o
o
o
o
Bending of end plate
Bending of column flange
Tension in beam web
Tension in column web
For bending of end plate and column flange, the resistances are calculated based on the
resistance of the equivalent T-stubs with effective length relevant to the location of bolts. The
resistances are calculated for three possible modes of failure which are shown below.
Mode 1: Complete Flange Yielding
π
ππ€
π
πΉπ‘
According to SS EN 1993-1-8:
Method 1:
πΉπ,1,π
π =
4πππ,1,π
π
π
where
πππ,1,π
π : plastic resistance moment of the equivalent T-stubs
πππ,1,π
π
0.25 ∑ ππππ,1 π‘π2 ππ¦
=
πΎπ0
Page | 192
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
π΄ππππ,1: effective length of the equivalent T-stubs for mode 1, taken as the lesser of effective
length for circular and non-circular pattern. (The effective length can be calculated using
SCI_P398 Table 2.2.)
ππ¦ : yield strength of the T-stub flange
Method 2:
πΉπ,1,π
π =
(8π − 2ππ€ )πππ,1,π
π
2ππ − ππ€ (π + π)
where
ππ€ = ππ€ /4
ππ€ : diameter of the washer or the width across the points of the bolt head
Mode 2: Bolt Failure with Flange Yielding
πΉπ‘,π
π
πΉπ‘
πΉπ‘,π
π
πΉπ,2,π
π =
2πππ,2,π
π + π ∑ πΉπ‘,π
π
π+π
where
πππ,2,π
π
0.25 ∑ ππππ,2 π‘π2 ππ¦
=
πΎπ0
π΄ππππ,2: effective length of the equivalent T-stubs for mode 2, taken as the effective length for
non-circular pattern. (The effective length can be calculated using SCI_P398 Table 2.2.)
π΄πΉπ‘,π
π : total tension resistance for bolts in the T-stub (= 2πΉπ‘,π
π )
πΉπ‘,π
π =
π2 ππ’π π΄π
πΎπ2
π2 = 0.9
ππ’π : ultimate strength of bolt
π΄π : non-threaded area of bolt or shear area of bolt
Page | 193
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Mode 3: Bolt Failure Resistance
πΉπ‘,π
π
πΉπ‘
πΉπ‘,π
π
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 2πΉπ‘,π
π
The stiffness of the end plate connection may not be fully rigid if the first two failure modes
govern the failure. The connection can be model as rigid only when mode 3 is the critical mode
by making the end plate thickness at least equal to the bolt diameter.
For column web tension resistance:
πΉπ‘,π€π,π
π =
πππππ,π‘,π€π π‘π€π ππ¦,π€π
πΎπ0
where
π: reduction factor takes account of the interaction with shear, can be calculated from SS
EN1993-1-8 Table 6.3.
ππππ,π‘,π€π : effective length of column web, according to SS EN1993-1-8 6.2.6.3 (3), taken as
the effective length of equivalent T-stub representing the column web
If web tension stiffeners are adjacent to the bolt row (within 0.87π€), web tension will not
govern the resistance of the bolt row.
For beam web tension resistance:
πΉπ‘,π€π,π
π =
ππππ,π‘,π€π π‘π€π ππ¦,π
πΎπ0
where
ππππ,π‘,π€π : effective length of beam web, taken as effective length of equivalent T-stub (SS
EN1993-1-8 6.2.6.8 (2))
π‘π€π : thickness of beam web
ππ¦,π : yield strength of beam web
Groups of bolt row resistance
As there are different failure modes considered, the resistance of a group of bolt rows may be
less than the sum of all individual resistance of bolt rows. The resistance of groups of bolt rows
are calculated using the same method as the individual bolt row. The effective length of
Page | 194
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
equivalent T-stubs of a group of bolt row can be calculated using SCI_P398 Table 2.3. If bolt
rows are separated by a beam flange or stiffener, no group effect should be considered.
Effective resistance of bolt rows
The resistance of a bolt row may be limited by the group failure mode. It is assumed that the
highest row of bolt acts as individual row and the following bolt rows provide the additional
resistance. The effective resistances of bolt rows are summarized below:
Effective resistance of first bolt row:
πΉπ‘1,π
π = individual resistance of bolt row 1
Effective resistance of second bolt row:
πΉπ‘2,π
π = min [ individual resistance of bolt row 2;
(group resistance of bolt row 1 & 2) – individual resistance of bolt row 1]
Effective resistance of third bolt row:
πΉπ‘3,π
π = min [ individual resistance of bolt row 3;
(group resistance of bolt row 2 & 3) – individual resistance of bolt row 2;
(group resistance of bolt row 1, 2 & 3) – individual resistance of bolt row 1 & 2]
Subsequent bolt rows will follow the same manner.
Ductility of the bolt rows needs to be checked to ensure the stress distribution between bolt
rows. If any of the bolt row is not ductile, reduction of the effective resistances of the bolt rows
need to be carried out.
Moment resistance (Compression zone)
The compression zone is at the level of the bottom flange of the beam. On the beam side, the
compression resistance is limited by the resistance of the beam flange. On the column side,
compression load is dispersed through end plate and column flange by an assumed angle 45°
to the column web. Stiffeners may be needed if column web compression resistance is
insufficient.
Resistance of column web
πΉπ,π€π,π
π =
πππ€π πππππ,π,π€π π‘π€π ππ¦
πΎπ1
where
ππππ,π,π€π : effective length of column web resisting compression
ππππ,π,π€π = π‘ππ + 2π π + 5(π‘ππ + π ) + π π (provided the end plate has sufficient depth to ensure
the complete dispersion of forces)
π : root radius of rolled section; √2ππ for welded section;
ππ : throat thickness of fillet weld connecting column web and flange
π π : leg length of the fillet weld connecting beam flange and end plate
π π = 2π‘π
π: reduction factor that takes account of the interaction with shear, can be determined from
SS EN1993-1-8 Table 6.3
Page | 195
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Μ
Μ
Μ
π ≤ 0.72, π = 1.0
if π
Μ
Μ
Μ
2π
Μ
Μ
Μ
π > 0.72, π = (π
Μ
Μ
Μ
π − 0.2)/π
if π
ππ = 0.932√
ππππ,π,π€π ππ€π ππ¦,π€π
2
πΈπ‘π€π
ππ€π = βπ − 2(π‘ππ + π )
ππ€π : reduction factor for maximum coexisting longitudinal compression stress in the column
web, conservatively taken as 0.7
Resistance of beam flange
Compression resistance of beam flange:
πΉπ,ππ,π
π =
ππ,π
π
β − π‘ππ
where
ππ,π
π : design bending resistance of beam cross section, can be calculated from SS EN1993-11
β: depth of beam
π‘ππ : thickness of beam flange
Column web in shear
If ππ /π‘π€π ≤ 69π, ππ€π,π
π = 0.9ππ¦π π΄π£π /πΎπ0 √3
If ππ /π‘π€π > 69π, ππ€π,π
π = 0.9πππ€,π
π
where
ππ : clear depth of the column web
ππ = βπ − 2(π‘ππ + π )
π : root radius for rolled section; leg length of fillet weld for welded section;
π΄π£π : shear area of the column
π΄π£π = π΄π − 2ππ π‘ππ + (π‘π€π + 2ππ )π‘ππ (for rolled section)
πππ€,π
π : shear buckling resistance of column web, can be calculated from SS EN 1993-1-5 5.2
(1)
Compression zone resistance will be the minimum of the resistance calculated above.
Moment resistance
According to SS EN1993-1-8 6.2.7.2 (9), the effective resistance of the bolt row need not be
reduced if the resistance of the individual bolt row is less than 1.9πΉπ‘,π
π .
UK NA also states the limit for plastic distribution assumption:
π‘π ππ π‘ππ ≤
π
ππ’π
√
1.9 ππ¦,ππ
Page | 196
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Equilibrium of forces
The effective tension resistance of the bolt rows must be in equilibrium with the compression
zone resistance. If compression resistance is greater than the effective tension resistance, no
reduction is needed. When sum of effective tension resistance of bolt rows and axial load from
beam exceeds the compression resistance, reduction of the effective tension resistance of bolt
rows is needed. The reduction should start from the bottom row and working up progressively.
π΄πΉππ + ππΈπ ≤ πΉπ,π
π
where
π΄πΉππ : sum of forces in all of the rows of bolts in tension
ππΈπ : axial force in the beam, positive for compression
πΉπ,π
π : resistance of compression zone, minimum resistance calculated from section (2b)
Moment resistance
Moment resistance of the connection:
ππ,π
π = ∑ βπ πΉπ‘,π,π
π
π
where
βπ : distance from the center of compression to bolt row r
πΉπ‘,π,π
π : effective tension resistance of the bolt row r (after reduction)
Shear resistance of bolt group
Individual bolt resistances (shear and bearing) can be calculated using the same method as
section 2.3.1. According to SCI_P398, it is conservative to assume that the bolt in tension zone
can provide only 28% of the shear resistance.
Vertical shear resistance of bolt group:
ππ
π = (π1 + 0.28π2 )πΉπ
π
where
π1 : number of bolts without tension
π2 : number of bolts experience tension
πΉπ
π : shear resistance of individual bolt, minimum values of shear and bearing resistance
Resistance of weld connecting beam flange to end plate (PPBW)
Tensile resistance of the weld:
πΉπ‘,π
π = πΉπ€,π,π
π ππ
where
πΉπ€,π,π
π : transverse resistance of weld
πΉπ€,π,π
π =
πΎππ’ π
√3π½π€ πΎπ2
Page | 197
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
πΎ=√
3
1 + 2 cos 2 π
π: angle between applied force and axis of the weld
ππ’ : ultimate strength of weld
π: throat thickness of weld
π½π€ : 0.85 for S275; 0.9 for S355
πΎπ2 = 1.25
In addition to the above checking, the transverse stress needs to fulfill the follow requirement
(SS EN1993-1-8 Clause 4.5.3.2(6)):
ππ£ ≤
0.9ππ’
πΎπ2
Page | 198
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.4.3 Example 9 – Double-sided Beam-to-Beam connection with extended fin-plate
(moment-resisting connection) for beams of similar depth
FPBW
=
Grade 8.8, M20
=
=
e1=70
=
3
p1=60
50
e2=60
e2=60
S355
UB 610x229x125
PPBW
Page | 199
S355
UB 610x229x125
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
According to AISC Guide, for flange-plated
moment connections, the shear-plate connection
can be designed for shear only while the moment is
considered resisted by the flange connections;
Hence, in this case, all shear force is assumed to be
resisted by the bolt groups while the butt welds in
the beam flanges resists the moment.
FPBW
=
Grade 8.8, M20
=
=
e1=70
=
3
p1=60
50
e2=60
e2=60
S355
UB 610x229x125
SS EN19931-8
S355
UB 610x229x125
PPBW
Bolt resistance:
Using Gr8.8, M20 bolts with:
π΄π = 245ππ2 ; ππ’π = 800πππ;
As the distance between the centres of the end
fasters:
πΏπ = 360ππ > 15π = 300ππ
∴Reduction factor to cater long joints effect is
applied
π½πΏπ = (1 −
= (1 −
πΏπ − 15π
)
200π
360 − 15 × 20
)
200 × 20
= 0.985
Page | 200
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Shear resistance of a single bolt:
πΉπ£,π
π =
=
πΌπ£ ππ’π π΄π
π½πΏπ
πΎπ2
Remark
For class 8.8:
πΌπ£ = 0.6
πΎπ2 = 1.25 (refer
to NA to SS)
0.6 × 800 × 245
× 0.985 × 10−3
1.25
= 92.67ππ
SCI_P358
SN017
For single vertical line of bolts (π2 = 1):
π§ = 80.00ππ
π1 = 7, π = 7 × 1 = 7
πΌ=0
π½=
=
6π§
π1 (π1 + 1)π1
6 × 80ππ
7 × (7 + 1) × 60ππ
= 0.14
ππ
π =
=
ππΉπ,π
π
√(1 + πΌπ)2 + (π½π)2
7 × 92.67
√(1 +
0)2
+ (0.14 ×
7)2
× 10−3
= 458.69ππ > ππΈπ = 400ππ
SCI_P358
Bearing resistance on fin plate:
For bearing resistance in vertical direction of one
bolt:
π1 π1
1 ππ’π
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’
70
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
Page | 201
OK
π =π .
(1.2π0 < π1 < 4π‘ +
40ππ)
π = .
(2.2π0 < π1 <
14π‘ ππ 200ππ)
ππ = .
(1.2π0 < π2 < 4π‘ +
40ππ)
ππ = π
(2.4π0 < π2 <
14π‘ ππ 200ππ)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
2.8π2
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
π0
π0
2.8 × 60
= min (
− 1.7; 2.5)
22
= 2.50
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.5 × 0.66 × 490 × 20 × 15
× 10−3
1.25
= 193.77ππ
For bearing resistance in horizontal direction of one
bolt:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 70
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2 π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
60 800
= min (
;
; 1.0)
3 × 22 490
= 0.91
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.12 × 0.91 × 490 × 20 × 15
× 10−3
1.25
= 226.45kN
Page | 202
Remark
π‘π = 15.0ππ
π‘π‘ππ < 16ππ
ππ’,π = 490πππ
ππ¦,π = 355πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
7
=
2
1
0.14 × 7
193.77) + ( 226.45 )
√(
2
× 10−3
= 1030.60ππ > ππΈπ = 400ππ
Bearing resistance on beam web:
Vertical bearing resistance:
π1,π π1,π 1 ππ’π
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
126.1
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
2.8π2,π
π1 = min (
− 1.7; 2.5)
π0
2.8 × 60
= min (
− 1.7; 2.5)
22
= 2.50
πΉπ,π
π,π =
=
Remark
π1 πΌπ ππ’,π ππ‘π€,π1
πΎπ2
2.5 × 0.6591 × 490 × 20 × 11.9
1.25
= 153.73ππ
Horizontal bearing resistance:
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 126.1
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
Page | 203
OK
π ,π = π .
π ,π = .
ππ,π = .
ππ,π = π
π‘π€,π1 = 11.9ππ
π‘π€,π1 < 16ππ
ππ’,π = 490πππ
ππ¦,π = 355πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
π2,π π2
1 ππ’π
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
Remark
60 800
= min (
;
; 1.0)
3 × 22 490
= 0.91
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.12 × 0.91 × 490 × 20 × 11.9
× 10−3
1.25
= 179.65ππ
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
7
=
2
1
0.14 × 7 2
) +(
)
153.73
179.65
√(
= 817.61ππ > ππΈπ = 400ππ
OK
Note:
The construction sequence is important for flange-plated moment connection. If the joints are
slip critical, friction grip bolts shall be used. In such case, the bolts shall be torqued after the
welding is done.
Page | 204
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate shear resistance
Calculations
Ref
SS EN1993
SCI_P358
Fin plate shear gross section resistance:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
500 × 15 355
×
× 10−3
1.27
√3
= 1210.39ππ
Fin plate shear net section resistance:
Net area:
π΄πππ‘ = (βπ − ππ0 )π‘π
= (500 − 7 × 22) × 15
= 5190ππ2
ππ
π,π =
=
π΄πππ‘ ππ’,π
√3πΎπ2
5190 × 490
√3 × 1.25
× 10−3
= 1174.61ππ
Page | 205
Remark
βπ = 500.0ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate shear resistance
Calculations
Ref
Remark
Fin plate shear block shear resistance:
Net area subject to tension:
π΄ππ‘ = (π2 − 0.5π0 )π‘π
= (60 − 0.5 × 22) × 15
= 735ππ2
Net area subject to shear:
π΄ππ£ = (π1 + (π − 1)π1 − (π − 0.5)π0 )π‘π
= (70 + 6 × 60 − 6.5 × 22) × 15
= 4305ππ2
ππ
π,π =
=(
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
+
πΎπ2
√3πΎπ0
0.5 × 490 × 735 355 × 4305
) × 10−3
+
1.25
√3
= 1026.41ππ
Shear resistance of fin plate:
ππ
π = min(ππ
π,π , ππ
π,π , ππ
π,π )
= min(1210.39,1174.61,1026.41)
= 1026.41ππ > ππΈπ = 400ππ
Page | 206
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Secondary beam web shear resistance
Calculations
Ref
SS EN1993
SCI_P358
Beam web gross section resistance:
For UB610x229x125:
Cross-section area, π΄π = 15900ππ2
Flange width, ππ = 229ππ
Flange thickness, π‘π = 19.6ππ
Root radius, π = 12.7ππ
Shear area:
π΄π£ = π΄π − 2π‘π ππ + (π‘π€ + 2π)π‘π
= 15900 − 2 × 19.6 × 229 + (11.9 + 2 ×
12.7) × 19.6
= 7654.28ππ2
ππ
π,π =
=
π΄π£ ππ¦,π1
√3πΎπ0
7654.28 × 355
√3
× 10−3
= 1568.82ππ
Beam web net section resistance:
Area of net section:
π΄πππ‘ = π΄π£ − ππ0 π‘π€,π
= 7654.28 − 7 × 22 × 11.9
= 5821.68ππ2
ππ
π,π =
=
π΄π£,πππ‘ ππ’,π
√3πΎπ2
5281.68 × 490
√3 × 1.25
× 10−3
= 1646.96ππ
Page | 207
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Secondary beam web shear resistance
Calculations
Shear resistance of fin plate:
ππ
π = min(ππ
π,π , ππ
π,π , )
= min(1568.82,1646.96)
= 1568.82ππ > ππΈπ = 400ππ
For short fin plate, shear and bending moment
interaction check is not necessary for beam web.
Page | 208
OK
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Weld group resistance of fin plate (Two-side C shape fillet weld)
Ref
Calculations
Remark
r
SS EN19931-8
Location of center of gravity of welds group:
π2
π₯Μ
=
(2π + π)
=
88.552
(2 × 88.55 + 573)
Cope hole size:
π = 15ππ
= 10.45ππ
π¦Μ
=
=
π
2
π′ = π − π
= 88.55 − 15
= 73.55ππ
π ′ = π − 2π
= 573 − 2 × 15
= 543ππ
573
2
= 286.5ππ
Unit throat area:
π΄π’ = 2π ′ + π ′
= 2 × 73.55 + 543
= 690.1ππ
Moment arm between applied force and weld
center:
π = 162.62ππ
Induced moment on welds:
ππΈπ
π=
π
2
=
Length of fillet
weld:
Width:
π = 88.55ππ
Depth:
π = 573ππ
400
× 162.62
2
= 32524ππππ
Page | 209
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Weld group resistance of fin plate (Two-side C shape fillet weld)
Ref
Calculations
Remark
Polar moment of inertia:
2
8π ′3 + 6π ′ π ′ + π ′3
π ′4
π½=
− ′
12
2π + π ′
8 × 73.553 + 6 × 73.55 × 5432 + 5433
=
12
73.554
−
2 × 73.55 + 543
= 24407835ππ3
Critical point:
Horizontal distance from centroid:
ππ§β = π − π₯Μ
= 88.55 − 10.45
= 78.10ππ
Vertical distance from centroid:
ππ§π£ = π¦Μ
= 286.5ππ
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
π΄π’
π½
=
400
324524 × 78.10
+
2 × 690.1
24407835
= 0.39ππ/ππ
Horizontal stress:
πππ§π£
πβ =
π½
=
324524 × 286.5
24407835
= 0.38ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.392 + 0.382
= 0.55ππ/ππ
Page | 210
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Weld group resistance of fin plate (Two-side C shape fillet weld)
Ref
Calculations
Remark
SCI_P363
Choose fillet weld with 6mm leg length, 4.2mm
throat thickness and grade S355 which match beam
steel grade:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.01ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.24ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 1.01ππ/ππ > ππ = 0.55ππ/ππ
OK
Directional method:
2
2
ππ£
πβ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
=(
0.40 2
0.38 2
) +(
)
1.01
1.24
= 0.25 < 1.0
OK
Page | 211
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5 – Weld resistance of beam flange
Calculations
Ref
SS EN1993
Assume that the moment is resisted by the flanges
of the secondary beam, and the flange thicknesses
of primary and secondary beam are same.
The beam flange tensile resistance:
πΉπ
π,ππππππ =
=
π‘π ππ ππ¦,ππ
πΎπ0
19.6 × 229 × 345
× 10−3
1.0
= 1548.5ππ
Moment arm:
π = βπ − π‘π,π
= 612.2 − 19.6
= 592.6ππ
Tensile force on flange:
ππΈπ
πΉπΈπ =
π
=
400
× 103
592.6
= 674.99ππ < πΉπ
π,ππππππ = 1548.5ππ
BS 5950-1
6.9.2
Partial penetration butt weld resistance:
The minimum throat size of a longitudinal partial
penetration butt weld should be 2√π‘ (in mm),
where t is the thickness of the thinner part of joint.
SS EN19931-8
4.7.2 (1)
The design resistance of a partial penetration butt
weld should be determined using the method for a
deep penetration fillet weld.
Page | 212
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 5 – Weld resistance of beam flange
Calculations
In this example, the angle between the transverse
force and weld throat π = 90°. Provided the groove
angle is greater than 60° or U-butt is adopted, the
throat thickness is equal to the depth of penetration.
Remark
Groove angle ≥ 60°
π·
Choose partial butt weld with 12mm (> 2√19.6 =
8.85ππ) throat thickness and grade S355 which
match the beam material properties:
Transverse resistance:
πΉπ€,π,π
π =
0.9ππ’
π
πΎπ2
= 0.9 × 470 ×
12
× 10−3
1.25
ππ’ : ultimate strength
= 410πππ for
S275
= 470πππ for
S355
π throat thickness
πΎπ2 = 1.25
= 4.06ππ/ππ
Tensile resistance of the PPBW:
πΉπ
π = πΉπ€,π,π
π ππ
= 4.06 × 229
= 929.92ππ > πΉπΈπ = 674.99ππ
Page | 213
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.4.4 Example 10 – Double-sided Beam-to-Beam connection with extended fin-plate
(moment-resisting connection) for beams of different depths with haunch
=
Grade 8.8, M20
FPBW
=
e1=50
=
=
30
40
p1=60
e2=50
S355
UB 305x165x46
S355
UB 533x210x101
PPBW
Page | 214
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Bolt group resistance
Calculations
Ref
=
Grade 8.8, M20
Remark
FPBW
=
e1=50
=
=
30
40
p1=60
e2=50
S355
UB 305x165x46
S355
UB 533x210x101
SS EN19931-8
PPBW
Bolt resistance:
Using Gr8.8, M20 bolts with:
π΄π = 245ππ2 ; ππ’π = 800πππ;
As the distance between the centres of the end
fasters:
πΏπ = 300ππ = 15π = 300ππ
∴Reduction factor to cater long joints effect is not
necessary
π½πΏπ = (1 −
= (1 −
πΏπ − 15π
)
200π
300 − 15 × 20
)
200 × 20
= 1.0
Shear resistance of a single bolt:
πΉπ£,π
π =
=
πΌπ£ ππ’π π΄π
πΎπ2
For class 8.8:
πΌπ£ = 0.6
πΎπ2 = 1.25 (refer
to NA to SS)
0.6 × 800 × 245
× 10−3
1.25
= 94.08ππ
For single vertical line of bolts (π2 = 1):
π1 = 6, π = 6 × 1 = 6
πΌ=0
Page | 215
π§ = 75.00ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
6π§
π½=
π1 (π1 + 1)π1
=
Remark
6 × 75ππ
6 × (6 + 1) × 60ππ
= 0.18
ππ
π =
=
ππΉπ,π
π
√(1 + πΌπ)2 + (π½π)2
6 × 94.08
√(1 +
0)2
+ (0.18 × 6)2
× 10−3
= 385.16ππ > ππΈπ = 300ππ
Bearing resistance on fin plate:
For bearing resistance in vertical direction of one
bolt:
π1 π1
1 ππ’π
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’
50
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
2.8π2
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
π0
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.5 × 0.66 × 490 × 20 × 12
1.25
= 155.02ππ
Page | 216
OK
π =π .
(1.2π0 < π1 < 4π‘ +
40ππ)
π = .
(2.2π0 < π1 <
14π‘ ππ 200ππ)
ππ = π .
(1.2π0 < π2 < 4π‘ +
40ππ)
ππ = π
(2.4π0 < π2 <
14π‘ ππ 200ππ)
π‘π = 12.0ππ
π‘π‘ππ < 16ππ
ππ’,π = 490πππ
ππ¦,π = 355πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
For bearing resistance in horizontal direction of one
bolt:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
Remark
2.8 × 50
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2 π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.5 × 0.76 × 490 × 20 × 12
× 10−3
1.25
= 150.97kN
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
6
=
2
1
0.16 × 6
) +(
)
155.02
150.97
√(
2
× 10−3
= 625.61ππ > ππΈπ = 300ππ
Bearing resistance on beam web:
Vertical bearing resistance:
π1,π π1,π 1 ππ’π
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
90.85
66
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.75
Page | 217
OK
π ,π = π
π ,π =
ππ,π = π
ππ,π =
. ππ
.
.
π
π‘π€,π1 = 6.7ππ
π‘π€,π1 < 16ππ
ππ’,π = 490πππ
ππ¦,π = 355πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
2.8π2,π
π1 = min (
− 1.7; 2.5)
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π€,π1
πΎπ2
2.5 × 0.75 × 490 × 20 × 6.7
1.25
= 98.49ππ
Horizontal bearing resistance:
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 90.85
1.4 × 66
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.5
πΌπ = min (
π2,π π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.5 × 0.76 × 490 × 20 × 6.7
× 10−3
1.25
= 99.48ππ
Page | 218
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Bolt group bearing resistance:
Remark
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
=
6
2
2
× 10−3
√( 1 ) + (0.16 × 6)
98.49
99.48
= 425.38ππ > ππΈπ = 300ππ
Page | 219
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin Plate shear resistance
Calculations
Ref
SS EN1993
SCI_P358
Fin plate shear (gross section) resistance:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
400 × 12 355
×
× 10−3
1.27
√3
= 774.65ππ
Fin plate shear (net section) resistance:
Net area:
π΄πππ‘ = (βπ − ππ0 )π‘π
= (400 − 6 × 22) × 12
= 3216ππ2
ππ
π,π =
=
π΄πππ‘ ππ’,π
√3πΎπ2
3216 × 490
√3 × 1.25
× 10−3
= 727.85ππ
Fin plate shear (block shear) resistance:
Net area subject to tension:
π΄ππ‘ = (π2 − 0.5π0 )π‘π
= (50 − 0.5 × 22) × 12
= 468ππ2
Page | 220
Remark
βπ = 400.0ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Fin Plate shear resistance
Calculations
Net area subject to shear:
π΄ππ£ = (π1 + (π − 1)π1 − (π − 0.5)π0 )π‘π
Remark
= (50 + 5 × 60 − 5.5 × 22) × 12
= 2748ππ2
ππ
π,π =
=(
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
+
πΎπ2
√3πΎπ0
0.5 × 490 × 468 355 × 2748
) × 10−3
+
1.25
√3
= 654.96ππ
Shear resistance of fin plate:
ππ
π = min(ππ
π,π , ππ
π,π , ππ
π,π )
= min(774.65,727.85,654.96)
= 654.96ππ > ππΈπ = 300ππ
Page | 221
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Secondary beam web shear resistance
Calculations
Ref
SS EN1993
SCI_P358
Shear area of secondary beam:
Remark
Weld access hole:
ππ€ = 25ππ
π΄π£ = π΄π − 2π‘π ππ − 2ππ€ π‘π€
= 5870 − 2 × 11.8 × 165.7 − 2 × 25 × 6.7
= 1624.48ππ2
ππ
π =
=
For UB305x165x46
π΄π = 5870ππ2
ππ = 165.7ππ
π‘π = 11.8ππ
π΄π£ ππ¦,π
√3πΎπ0
1624.48 × 355
√3
× 10−3
= 332.95ππ > ππΈπ = 300ππ
Page | 222
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Haunch resistance
Calculations
Ref
SCI_P358
SS EN1993
Haunch shear resistance:
In order to reduce stress concentration, the
thicknesses of flange and web are same as
secondary beam UB305x165x46.
Gross section:
ππ
π,π =
=
ββ π‘π€ ππ¦,π€
√3πΎπ0
488.1 × 6.7 × 355
√3
× 10−3
= 670.27ππ
Net section:
Net shear area:
π΄π£,πππ‘ = ββ π‘π€ − ππ0 π‘π€
= 488.1 × 6.7 − 6 × 22 × 6.7
= 2385.87ππ2
ππ
π,π =
=
π΄π£,πππ‘ ππ’,π
√3πΎπ2
2385.87 × 490
√3 × 1.25
× 10−3
= 539.97ππ
Page | 223
Remark
ββ = 488.1ππ
(Depth of haunch at
bolt line)
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Haunch resistance
Calculations
Shear resistance of haunch web:
ππ
π = min(ππ
π,π , ππ
π,π )
Remark
= min(670.27,539.97)
= 539.97ππ > ππΈπ = 300ππ
SCI_P358
OK
For short fin plate, shear and bending moment
interaction check is not necessary for haunch web.
d
SS EN19931-5
Shear buckling resistance of haunch web:
To check the shear buckling resistance of the
haunch web, the largest height of the haunch was
taken as the depth for calculation. The haunch was
checked using similar method of checking
rectangular girder.
72π 72(0.8136)
=
= 58.58
π
1.0
π
513.1
72π
=
= 76.58 >
π‘π€
6.7
π
∴ The haunch web is susceptible to shear
buckling, shear buckling check need to be
performed and transverse stiffeners should be
provided at the supports.
Page | 224
Depth of web:
π = 513.1ππ
π = √235/ππ¦π€
= √235/355
= 0.8136
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Haunch resistance
Calculations
Maximum allowable slenderness for web:
ππΈ π΄π€
210 3437.77
√
= 0.55 ×
× 103
√
πΉπ¦π π΄ππ
355 1955.26
= 431.41 >
π
= 76.58
π‘π€
∴ The maximum allowable slenderness of web
check is satisfied.
Shear buckling resistance:
Assume transverse stiffeners are present at supports
only:
πΜ
π€ =
=
π
86.4π‘π€ ππ€
513.1
86.4 × 6.7 × 0.8136
= 1.09 > 1.08
Assume non-rigid end post:
ππ€ =
=
0.83
πΜ
π€
0.83
1.09
= 0.76
Contribution from the web:
ππ€ ππ¦π€ ππ‘π€
πππ€,π
π =
√3πΎπ1
=
0.76 × 355 × 513.1 × 6.7
√3
= 536.82ππ
Page | 225
Remark
For elastic moment
resistance utilized:
π = 0.55
Cross section area
of the compression
flange:
π΄ππ = π‘π ππ
= 1955.26ππ2
Cross section area
of web:
π΄π€ = ππ‘π€
= 3437.77ππ2
Young’s modules:
πΈ = 210πΊππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
ππ,π
π
=
Check 4 – Haunch resistance
Calculations
ππ¦π (ππ‘π )(β − π‘π )
=
πΎπ0
Remark
β = 536.7ππ
π = 460.2ππ
355 × 165.7 × 11.8 × (536.7 − 11.8)
1.0
= 364.34πππ
π = π (0.25 +
1.6ππ‘π2 ππ¦π
)
π‘π€ π 2 ππ¦π€
1.6 × 165.7 × 11.82 × 355
= 460.2 × (0.25 +
)
6.7 × 513.12 × 355
= 115.87ππ
Contribution from the flange:
2
πππ,π
π
=
ππ‘π2 ππ¦π
ππΈπ
(1 − (
=
) )
ππΎπ1
ππ,π
π
165.7 × 11.82 × 355
250 2
) )
(1 − (
115.87
364.34
= 37.41ππ
ππ,π
π = πππ€,π
π + πππ,π
π
= 536.82 + 37.41
= 574.23ππ <
πππ¦π€ ππ‘π€
√3πΎπ1
= 704.60ππ
> ππΈπ = 300ππ
OK
Page | 226
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 5 – Weld group of fin plate (Two-side C shape fillet weld)
Calculations
Remark
r
SS EN19931-8
Location of center of gravity of welds group:
π2
π₯Μ
=
(2π + π)
74.62
=
(2 × 74.6 + 501.9)
Cope hole size:
π = 15ππ
= 8.55ππ
π¦Μ
=
=
π
2
π′ = π − π
= 74.6 − 15
= 59.6ππ
π ′ = π − 2π
= 501.9 − 2 × 15
= 471.9ππ
501.9
2
= 250.95ππ
Unit throat area:
π΄π’ = 2π ′ + π ′
= 2 × 59.6 + 471.9
= 591.1ππ
Moment arm between applied force and weld
center:
π = 144.77ππ
Induced moment on welds:
ππΈπ
π=
π
2
=
Length of fillet
weld:
Width:
π = 74.6ππ
Depth:
π = 501.9ππ
300
× 144.77
2
= 21715.5ππππ
Page | 227
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 5 – Weld group of fin plate (Two-side C shape fillet weld)
Calculations
Remark
Polar moment of inertia:
2
8π ′3 + 6π ′ π ′ + π ′3
π ′4
π½=
− ′
12
2π + π ′
8 × 59.63 + 6 × 59.6 × 471.92 + 471.93
=
12
59.64
−
2 × 59.6 + 471.9
= 15513212ππ3
Critical point:
Horizontal distance from centroid:
ππ§β = π − π₯Μ
= 74.6 − 8.55
= 66.05ππ
Vertical distance from centroid:
ππ§π£ = π¦Μ
= 250.95ππ
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
π΄π’
π½
=
300
21715.5 × 66.05
+
2 × 591.1
15513212
= 0.35ππ/ππ
Horizontal stress:
πππ§π£
πβ =
π½
=
21715.5 × 250.95
15513212
= 0.35ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.352 + 0.352
= 0.49ππ/ππ
Page | 228
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 5 – Weld group of fin plate (Two-side C shape fillet weld)
Calculations
Remark
Choose fillet weld with 5mm leg length, 3.5mm
throat thickness and grade S355 which match beam
steel grade:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 0.84ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.03ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 0.84ππ/ππ > ππ = 0.50ππ/ππ
OK
Directional method:
2
2
ππ£
πβ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
=(
0.35 2
0.35 2
) +(
)
0.84
1.03
= 0.29 < 1.0
OK
*Suggestions to reduce the stress concentration:
As the thicknesses of the flanges of primary beam and secondary beam are different, the
connection between the flanges may result in stress concentration. In order to reduce the
stress concentration, transition should be provided at butt weld area. Figure 2-4 below shows
the example of transition.
FPBW
Weld access r=25mm
30° transition zone
FPBW
TYP.
< 30°
PPBW
PPBW
30° transition zone
PPBW thickness a
Weld access r=25mm
Figure 2-4 Example of transition to reduce stress concentration
Page | 229
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 6 – Web resistance of the beam flange
Calculations
Ref
=
=
SS EN1993
Assume the applied moment is taken by the flanges
of the secondary beam, the flange thicknesses of
both haunch and secondary beam are same.
The beam flange tensile resistance is
πΉπ
π,ππππππ =
=
π‘π ππ ππ¦,ππ
πΎπ0
11.8 × 165.7 × 345
× 10−3
1.0
= 694.12ππ
Moment arm:
π = βπ − π‘π,π
= 536.7 − 11.8
= 524.9ππ
Tensile force on flange:
ππΈπ
πΉπΈπ =
π
=
250
× 103
524.9
= 476.28ππ < πΉπ
π,ππππππ = 694.12ππ
BS 5950-1
6.9.2
Partial penetration butt weld resistance:
The minimum throat size of a longitudinal partial
penetration butt weld should be 2√π‘ (in mm),
where t is the thickness of the thinner part of joint.
SS EN19931-1
4.7.2 (1)
The design resistance of a partial penetration butt
weld should be determined using the method for a
deep penetration fillet weld.
Page | 230
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 6 – Web resistance of the beam flange
Calculations
In this example, the angle between the transverse
force and weld throat π = 90°. Provided the groove
angle is greater than 60° or U-butt is adopted, the
throat thickness is equal to the depth of penetration.
Remark
Groove angle ≥ 60°
π·
Choose partial butt weld with 12mm (> 2√11.8 =
6.87ππ) throat thickness and grade S355 which
match the beam material properties:
Transverse resistance:
πΉπ€,π,π
π =
0.9ππ’
π
πΎπ2
= 0.9 × 470 ×
12
× 10−3
1.25
= 4.06ππ/ππ
Tensile resistance of the PPBW:
πΉπ
π = πΉπ€,π,π
π ππ
= 4.06 × 165.7
= 672.74ππ > πΉπΈπ = 476.28ππ
Page | 231
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.4.5 Example 11 – Double-sided Beam-to-Beam connection with extended fin-plate
(moment-resisting connection) for beams of different depths with connection plate
=
FPBW
=
Grade 8.8, M20
e1=50
=
e2=50
2π
p1=60
=
PPBW
S355
UB 533x210x92
Page | 232
S355
UB 356x171x67
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Bolt group resistance
Calculations
Ref
Remark
=
FPBW
=
Grade 8.8, M20
e1=50
=
e2=50
2π
p1=60
=
PPBW
S355
UB 356x171x67
S355
UB 533x210x92
SS EN19931-8
Bolt resistance:
Using Gr8.8, M20 bolts with:
π΄π = 245ππ2 ; ππ’π = 800πππ;
Shear resistance of a single bolt:
πΉπ£,π
π =
=
πΌπ£ ππ’π π΄π
πΎπ2
For class 8.8:
πΌπ£ = 0.6
πΎπ2 = 1.25 (refer
to NA to SS)
0.6 × 800 × 245
× 10−3
1.25
= 94.08ππ
For single vertical line of bolts (π2 = 1):
π§ = 65.00ππ
π1 = 3, π = 3 × 1 = 3
πΌ=0
π½=
=
6π§
π1 (π1 + 1)π1
3 × 65ππ
3 × (3 + 1) × 60ππ
= 0.54
ππ
π =
=
ππΉπ,π
π
√(1 + πΌπ)2 + (π½π)2
3 × 94.08
√(1 +
0)2
+ (0.54 ×
3)2
× 10−3
= 147.92ππ > ππΈπ = 100ππ
Page | 233
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Bearing resistance on fin plate:
For bearing resistance in vertical direction of one
bolt:
πΌπ = min (
π1 π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’
50
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.6591
2.8π2
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
π0
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.5 × 0.6591 × 490 × 20 × 12
1.25
= 155.02ππ
For bearing resistance in horizontal direction of one
bolt:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2 π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
Page | 234
Remark
π =π .
(1.2π0 < π1 < 4π‘ +
40ππ)
π = .
(2.2π0 < π1 <
14π‘ ππ 200ππ)
ππ = π .
(1.2π0 < π2 < 4π‘ +
40ππ)
ππ = π
(2.4π0 < π2 <
14π‘ ππ 200ππ)
π‘π = 12.0ππ
π‘π‘ππ < 16ππ
ππ’,π = 490πππ
ππ¦,π = 355πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
πΉπ,βππ,π
π
=
Check 1 – Bolt group resistance
Calculations
π1 πΌπ ππ’,π ππ‘π
=
πΎπ2
Remark
2.12 × 0.76 × 490 × 20 × 12
× 10−3
1.25
= 150.97kN
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
3
=
2
1
0.54 × 3
) +(
)
155.02
150.97
√(
2
× 10−3
= 239.07ππ > ππΈπ = 100ππ
Bearing resistance on beam web:
Vertical bearing resistance:
π1,π π1,π 1 ππ’π
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
121.7
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.6591
2.8π2,π
π1 = min (
− 1.7; 2.5)
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π€,π1
πΎπ2
2.5 × 0.6591 × 490 × 20 × 9.1
1.25
= 117.56ππ
Page | 235
OK
π ,π = π . π
π ,π = .
ππ,π = π .
ππ,π = π
π‘π€,π1 = 9.1ππ
π‘π€,π1 < 16ππ
ππ’,π = 490πππ
ππ¦,π = 355πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Horizontal bearing resistance:
Remark
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 121.7
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2,π π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
50 800
= min (
;
; 1.0)
3 × 22 510
= 0.76
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.12 × 0.76 × 490 × 20 × 9.1
× 10−3
1.25
= 114.48ππ
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
3
=
2
1
0.54 × 3
) + ( 114.48 )
117.56
√(
2
× 10−3
= 181.29ππ > ππΈπ = 100ππ
Page | 236
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate resistance
Calculations
Ref
SS EN1993
SCI_P358
Fin plate shear (gross section) resistance:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
220 × 12 355
×
× 10−3
1.27
√3
= 426.06ππ
Fin plate shear (net section) resistance:
Net area:
π΄πππ‘ = (βπ − ππ0 )π‘π
= (220 − 3 × 22) × 12
= 1848ππ2
ππ
π,π =
=
π΄πππ‘ ππ’,π
√3πΎπ2
1848 × 490
√3 × 1.25
× 10−3
= 418.24ππ
Fin plate shear (block shear) resistance:
Net area subject to tension:
π΄ππ‘ = (π2 − 0.5π0 )π‘π
= (50 − 0.5 × 22) × 12
= 468ππ2
Net area subject to shear:
π΄ππ£ = (π1 + (π − 1)π1 − (π − 0.5)π0 )π‘π
= (50 + 2 × 60 − 2.5 × 22) × 12
= 1380ππ2
Page | 237
Remark
βπ = 220.0ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
ππ
π,π
=(
Check 2 – Fin plate resistance
Calculations
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
=
+
πΎπ2
√3πΎπ0
Remark
0.5 × 490 × 468 355 × 1380
) × 10−3
+
1.25
√3
= 374.57ππ
Shear resistance of fin plate:
ππ
π = min(ππ
π,π , ππ
π,π , ππ
π,π )
= min(426.06,418.24,374.57)
= 374.57ππ > ππΈπ = 100ππ
Page | 238
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Secondary beam web shear resistance
Calculations
Ref
SS EN1993
SCI_P358
Beam web resistance (gross section):
For UB356x171x67:
Cross-section area, π΄π = 8550ππ2
Flange width, ππ = 173.2ππ
Flange thickness, π‘π = 15.7ππ
Weld access radius, π = 25ππ
Shear area:
π΄π£ = π΄π − 2π‘π ππ − 2ππ‘π€,π1
= 8550 − 2 × 15.7 × 173.2 − 2 × 25 × 9.1
= 2656.52ππ2
ππ
π,π =
=
π΄π£ ππ¦,π1
√3πΎπ0
2656.52 × 355
√3
× 10−3
= 544.48ππ
Beam web shear resistance (net section):
Area of net section:
π΄πππ‘ = π΄π£ − ππ0 π‘π€,π
= 2656.52 − 3 × 22 × 9.1
= 2055.92ππ2
ππ
π,π =
=
π΄π£,πππ‘ ππ’,π
√3πΎπ2
2055.92 × 490
√3 × 1.25
× 10−3
= 581.62ππ
Page | 239
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Secondary beam web shear resistance
Calculations
Shear resistance of fin plate:
ππ
π = min(ππ
π,π , ππ
π,π )
= min(544.48,581.62)
= 544.48ππ > ππΈπ = 100ππ
For short fin plate, shear and bending moment
interaction check is not necessary for beam web.
Page | 240
OK
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Weld group resistance of fin plate (Two-side C shape fillet weld)
Ref
Calculations
Remark
r
SS EN19931-8
Location of center of gravity of welds group:
π2
π₯Μ
=
(2π + π)
74.62
=
(2 × 74.6 + 332)
Cope hole size:
π = 15ππ
= 11.57ππ
π¦Μ
=
=
π
2
π′ = π − π
= 74.6 − 15
= 59.6ππ
π ′ = π − 2π
= 332 − 2 × 15
= 302ππ
332
2
= 166ππ
Unit throat area:
π΄π’ = 2π ′ + π ′
= 2 × 59.6 + 302
= 421.2ππ
Moment arm between applied force and weld
center:
π = 142.76ππ
Induced moment on welds:
ππΈπ
π=
π
2
=
Length of fillet
weld:
Width:
π = 74.6ππ
Depth:
π = 332ππ
100
× 142.76
2
= 7138ππππ
Page | 241
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Weld group resistance of fin plate (Two-side C shape fillet weld)
Ref
Calculations
Remark
Polar moment of inertia:
2
8π ′3 + 6π ′ π ′ + π ′3
π ′4
π½=
− ′
12
2π + π ′
8 × 59.63 + 6 × 59.6 × 3022 + 3023
=
12
59.64
−
2 × 59.6 + 302
= 5124362ππ3
Critical point:
Horizontal distance from centroid:
ππ§β = π − π₯Μ
= 74.6 − 11.57
= 63.03ππ
Vertical distance from centroid:
ππ§π£ = π¦Μ
= 166ππ
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
π΄π’
π½
=
200
7138 × 63.03
+
2 × 421.2
5124362
= 0.207ππ/ππ
Horizontal stress:
πππ§π£
πβ =
π½
=
7138 × 166
5124362
= 0.231ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.2072 + 0.2312
= 0.31ππ/ππ
Page | 242
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Weld group resistance of fin plate (Two-side C shape fillet weld)
Ref
Calculations
Remark
Given fillet weld with 5mm leg length, 3.5mm
throat thickness and grade S355 which match beam
steel grade:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 0.84ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.03ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 0.84ππ/ππ > ππ = 0.31ππ/ππ
OK
Directional method:
2
2
ππ£
πβ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
=(
0.213 2
0.231 2
) +(
)
0.84
1.03
= 0.11 < 1.0
OK
Page | 243
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5 – Weld resistance on beam flange
Calculations
Ref
=
SS EN1993
Assume the applied moment is taken by the flanges
of the secondary beam, the flange thicknesses of
both primary and secondary beam are almost
similar (15.6mm & 15.7mm for primary and
secondary respectively)
The beam flange tensile resistance is
πΉπ
π,ππππππ =
=
π‘π ππ ππ¦,ππ
πΎπ0
15.7 × 173.2 × 355
× 10−3
1.0
= 965.33ππ
Moment arm:
π = βπ − π‘π,π
= 363.4 − 15.7
= 347.7ππ
Tensile force on flange:
ππΈπ
πΉπΈπ =
π
=
100
× 103
347.7
= 287.60ππ < πΉπ
π,ππππππ = 965.33ππ
BS 5950-1
6.9.2
Partial penetration butt weld resistance:
The minimum throat size of a longitudinal partial
penetration butt weld should be 2√π‘ (in mm),
where t is the thickness of the thinner part of joint.
Page | 244
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-1
4.7.2 (1)
Check 5 – Weld resistance on beam flange
Calculations
The design resistance of a partial penetration butt
weld should be determined using the method for a
deep penetration fillet weld.
Remark
In this example, the angle between the transverse
force and weld throat π = 90°. Provided the groove
angle is greater than 60° or U-butt is adopted, the
throat thickness is equal to the depth of penetration.
Groove angle ≥ 60°
π·
Choose partial butt weld with 12mm (> 2√19.6 =
8.85ππ) throat thickness and grade S355 which
match the beam material properties:
Transverse resistance:
0.9ππ’
πΉπ€,π,π
π =
π
πΎπ2
= 0.9 × 470 ×
12
× 10−3
1.25
= 4.06ππ/ππ
Tensile resistance of the PPBW:
πΉπ
π = πΉπ€,π,π
π ππ
= 4.06 × 173.2
= 703.19ππ > πΉπΈπ = 287.60ππ
Classification of connecting plate:
π=√
235
235
=√
= 0.8136
ππ¦,π
355
As the thickness of the connecting plate is same as
the thickness of the bottom flange of the secondary
beam
Page | 245
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 5 – Weld resistance on beam flange
Calculations
ππ
= 4.58 < 9π = 7.32
π‘π
Hence the connecting plate is classified as Class 1
and will not subject to local buckling.
Page | 246
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.4.6 Example 12 – I-beams connecting to hollow section column with external ring plate
=π
Grade 8.8, M20
=π
FPBW
FPBW
400
e2=50
π
p2=60
p1=60
=π
e1=50
S355
UB 533x210x101
S275
PLT 12mm
PPBW
PPBW
S355
CHS 508x12.5
Page | 247
=π
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
According to AISC Guide, for flange-plated moment
connections, the shear-plate connection can be
designed for shear only while the rotation is
considered resisted by the flange connections;
Remark
Hence, in this case, all shear force is assumed to be
resisted by the bolt groups while the butt weld in the
beam flanges resists the applied moment.
=π
=π
FPBW
Grade 8.8, M20
FPBW
400
e2=50
π
p2=60
p1=60
=π
e1=50
S355
UB 533x210x101
S275
PLT 12mm
PPBW
=π
PPBW
S355
CHS 508x12.5
SS EN19931-8
Bolt resistance:
Using Gr8.8, M20 bolts with:
π΄π = 245ππ2 ; ππ’π = 800πππ;
Shear resistance of a single bolt:
πΉπ£,π
π =
=
πΌπ£ ππ’π π΄π
πΎπ2
For class 8.8:
πΌπ£ = 0.6
πΎπ2 = 1.25 (refer
to NA to SS)
0.6 × 800 × 245
× 10−3
1.25
= 94.08ππ
SCI_P358
SN017
For two vertical lines of bolts (π2 = 2):
π1
1
π = π22 + π1 (π12 − 1)π12
2
6
=
6
1
(602 ) + (6)(62 − 1)(602 )
2
6
= 136800ππ2
Page | 248
π§ = 100ππ
π =π .
(1.2π0 < π1 <
4π‘ + 40ππ)
π = .
(2.2π0 < π1 <
14π‘ ππ 200ππ)
ππ = π .
(1.2π0 < π2 <
4π‘ + 40ππ)
ππ = .
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
π§π2
πΌ=
2π
=
Remark
(2.4π0 < π2 <
14π‘ ππ 200ππ)
100 × 60
2 × 136800
= 0.02
π½=
=
π§π1
(π − 1)
2π 1
100 × 60
(6 − 1)
2 × 136800
= 0.11
π1 = 6, π2 = 2, π = 6 × 2 = 12
ππ
π =
=
ππΉπ,π
π
√(1 + πΌπ)2 + (π½π)2
12 × 94.08 × 10−3
√(1 + 0.02 × 12)2 + (0.11 × 12)2
= 618.96ππ > ππΈπ = 500ππ
SCI_P358
SS EN19931-8
Bolt bearing resistance in the fin plate:
For bearing resistance in vertical direction of one bolt:
2.8π2
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π1 π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
Page | 249
OK!
π‘π = 12ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
πΉπ,π£ππ,π
π
=
Check 1 – Bolt group resistance
Calculations
π1 πΌπ ππ’,π ππ‘π
=
πΎπ2
Remark
2.12 × 0.66 × 490 × 20 × 12
× 10−3
1.25
= 131.34ππ
For bearing resistance in horizontal direction of one
bolt:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2 π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.12 × 0.66 × 490 × 20 × 12
× 10−3
1.25
= 131.34kN
Bolt group bearing resistance:
ππ
π =
π
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
=
12 × 10−3
2
2
√(1 + 0.02 × 12) + (0.11 × 12)
131.34
131.34
= 864.11ππ > ππΈπ = 500ππ
Page | 250
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SS EN19931-8
Check 1 – Bolt group resistance
Calculations
Bolt bearing resistance in secondary beam web:
Vertical bearing resistance:
2.8π2,π
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π1,π π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
87.4
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.12 × 0.66 × 490 × 20 × 10.8
× 10−3
1.25
= 118.21ππ
Horizontal bearing resistance:
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 87.4
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2,π π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
50
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
Page | 251
Remark
π1,π = 87.4ππ
π2,π = 50.0ππ
π‘π€,π1 = 10.8ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
πΉπ,βππ,π
π
=
Check 1 – Bolt group resistance
Calculations
π1 πΌπ ππ’,π1 ππ‘π€,π1
=
πΎπ2
Remark
2.12 × 0.66 × 490 × 20 × 10.8
× 10−3
1.25
= 118.21ππ
Bolt group bearing resistance:
ππ
π =
π
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
=
12 × 10−3
2
2
√(1 + 0.02 × 12) + (0.11 × 12)
118.21
118.21
= 777.70ππ > ππΈπ = 500ππ
Page | 252
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate resistance
Calculations
Ref
SS EN1993
SCI_P358
Fin plate shear gross section resistance:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
400 × 12 355
×
× 10−3
1.27
√3
= 774.65ππ
Fin plate shear net section resistance:
Net area:
π΄πππ‘ = (βπ − ππ0 )π‘π
= (400 − 6 × 22) × 12
= 3216ππ2
ππ
π,π =
=
π΄πππ‘ ππ’,π
√3πΎπ2
3216 × 490
√3 × 1.25
× 10−3
= 727.85ππ
Fin plate shear block shear resistance:
Net area subject to tension:
π΄ππ‘ = (π2 + π2 − 1.5π0 )π‘π
= (60 + 50 − 1.5 × 22) × 12
= 924ππ2
Page | 253
Remark
βπ = 400.0ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Fin plate resistance
Calculations
Net area subject to shear:
π΄ππ£ = (π1 + (π − 1)π1 − (π − 0.5)π0 )π‘π
Remark
= (50 + 5 × 60 − 5.5 × 22) × 12
= 2748ππ2
ππ
π,π =
=(
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
+
πΎπ2
√3πΎπ0
0.5 × 490 × 924 355 × 2748
) × 10−3
+
1.25
√3
= 744.33ππ
Shear resistance of fin plate:
ππ
π = min(ππ
π,π , ππ
π,π , ππ
π,π )
= min(774.65,727.85,744.33)
= 727.85ππ > ππΈπ = 500ππ
Page | 254
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Secondary beam web shear resistance
Calculations
Ref
SS EN1993
SCI_P358
Beam web gross section resistance:
For UB533x210x101:
Cross-section area, π΄π = 12900ππ2
Flange width, ππ = 210ππ
Flange thickness, π‘π = 17.4ππ
Root radius, π = 12.7ππ
Shear area:
π΄π£ = π΄π − 2π‘π ππ − 2π‘π€ π
= 12900 − 2 × 17.4 × 210 − 2 × 10.8 × 20
= 5160ππ2
ππ
π,π =
=
π΄π£ ππ¦,π1
√3πΎπ0
5160 × 355
√3
× 10−3
= 1057.59ππ
Beam web net section resistance:
Area of net section:
π΄πππ‘ = π΄π£ − ππ0 π‘π€,π
= 5160 − 6 × 22 × 10.8
= 3734.4ππ2
ππ
π,π =
=
π΄π£,πππ‘ ππ’,π
√3πΎπ2
3734.4 × 490
√3 × 1.25
× 10−3
= 1056.47ππ
Page | 255
Remark
π = 20ππ
Weld access hole
size
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Secondary beam web shear resistance
Calculations
Shear resistance of fin plate:
ππ
π = min(ππ
π,π , ππ
π,π )
Remark
= min(1057.59,1056.47)
= 1056.47ππ > ππΈπ = 500ππ
Page | 256
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Weld resistance of beam flange
Calculations
Ref
FPBW
FPBW
PPBW
PPBW
SS EN1993
Assume the applied moment is taken by the flanges
of the secondary beam, the thicknesses of both
diaphragm ring and secondary beam flange are
same.
The beam flange tensile resistance is
πΉπ
π,ππππππ =
=
π‘π ππ ππ¦,ππ
πΎπ0
17.4 × 210 × 345
× 10−3
1.0
= 1260.63ππ
Moment arm:
π = βπ − π‘π,π
= 536.7 − 17.4
= 519.3ππ
Tensile force on flange:
ππΈπ
πΉπΈπ =
π
=
500
× 103
519.3
= 962.83ππ < πΉπ
π,ππππππ = 1260.63ππ
BS 5950-1
6.9.2
Partial penetration butt weld resistance:
The minimum throat size of a longitudinal partial
penetration butt weld should be 2√π‘ (in mm),
where t is the thickness of the thinner part of joint.
SS EN19931-1
4.7.2 (1)
The design resistance of a partial penetration butt
weld should be determined using the method for a
deep penetration fillet weld.
Page | 257
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Weld resistance of beam flange
Calculations
In this example, the angle between the transverse
force and weld throat π = 90°. Provided the groove
angle is greater than 60° or U-butt is adopted, the
throat thickness is equal to the depth of penetration.
Remark
Groove angle ≥ 60°
π·
Choose partial butt weld with 16mm (> 2√17.4 =
8.34ππ) throat thickness and grade S355 which
match the beam material properties:
Transverse resistance:
πΉπ€,π,π
π =
0.9ππ’
π
πΎπ2
= 0.9 × 470 ×
16
× 10−3
1.25
ππ’ : ultimate strength
= 410πππ for
S275
= 470πππ for
S355
π throat thickness
πΎπ2 = 1.25
= 5.41ππ/ππ
Tensile resistance of the PPBW:
πΉπ
π = πΉπ€,π,π
π ππ
= 5.41 × 210
= 1137.02ππ > πΉπΈπ = 962.83ππ
Page | 258
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5 – External diaphragm ring check
Calculations
Ref
CIDECT
design guide
9
Remark
Basic properties:
Diameter of CHS column: ππ = 508ππ
Thickness of CHS column: π‘π = 16ππ
Width of diaphragm ring: ππ = 50ππ
Thickness of diaphragm ring: π‘π = 18ππ > π‘π
Yield strength of column: ππ¦π = 355πππ
Axial resistance of diaphragm ring:
ππ
π
ππ −1.54 ππ 0.14 π‘π 0.34 ππ 2
( )
( )
( ) ππ¦π
= 19.6 ( )
π‘π
ππ
π‘π
2
508 −1.54 50 0.14 18 0.34 508 2
)
(
)
( )
(
)
= 19.6 (
16
508
16
2
× 355 × 10−3
= 1643.97ππ > πΉπΈπ = 962.83ππ
OK!
Range of validity:
14 <
ππ 508
=
= 31.75 < 36
π‘π
16
0.05 <
ππ
50
=
= 0.10 < 0.14
ππ 508
0.75 <
π‘π 18
=
= 1.125 < 2.0
π‘π 16
Note:
The thickness of the external diaphragm ring may be slightly thicker than the secondary beam
flange, this provides tolerance for positioning the secondary beam.
Page | 259
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 6 – Weld group of fin plate (Two-side C shape fillet weld)
Calculations
Remark
r
SS EN19931-8
Location of center of gravity of welds group:
π2
π₯Μ
=
(2π + π)
1302
=
(2 × 130 + 476.5)
Cope hole size:
π = 15ππ
= 22.95ππ
π¦Μ
=
=
π
2
π′ = π − π
= 130 − 15
= 115ππ
π ′ = π − 2π
= 476.5 − 2 × 15
= 446.5ππ
476.5
2
= 238.25ππ
Unit throat area:
π΄π’ = 2π ′ + π ′
= 2 × 115 + 446.5
= 676.5ππ
Moment arm between applied force and weld
center:
π = 236.07ππ
Induced moment on welds:
ππΈπ
π=
π
2
=
Length of fillet
weld:
Width:
π = 130ππ
Depth:
π = 476.5ππ
500
× 236.07
2
= 59017.5ππππ
Page | 260
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 6 – Weld group of fin plate (Two-side C shape fillet weld)
Calculations
Remark
Polar moment of inertia:
2
8π ′3 + 6π ′ π ′ + π ′3
π ′4
π½=
− ′
12
2π + π ′
8 × 1153 + 6 × 115 × 446.52 + 446.53
=
12
1154
−
2 × 115 + 446.5
= 19636646ππ3
Critical point:
Horizontal distance from centroid:
ππ§β = π − π₯Μ
= 130 − 22.95
= 107.05ππ
Vertical distance from centroid:
ππ§π£ = π¦Μ
= 238.25ππ
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
π΄π’
π½
=
500
59017.5 × 107.05
+
2 × 676.5
19636646
= 0.691ππ/ππ
Horizontal stress:
πππ§π£
πβ =
π½
=
59017.5 × 238.25
19636646
= 0.716ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.6912 + 0.7162
= 1.00ππ/ππ
Page | 261
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 6 – Weld group of fin plate (Two-side C shape fillet weld)
Ref
Calculations
Remark
SCI_P363
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S355 which match beam
steel grade:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.35ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.65ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 1.35ππ/ππ > ππ = 1.00ππ/ππ
OK
Directional method:
2
2
ππ£
πβ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
=(
0.691 2
0.716 2
) +(
)
1.35
1.65
= 0.45 < 1.0
OK
Page | 262
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 7 – Column capacity
Calculations
Ref
Remark
=π
=π
SS EN1994
The reaction force from the beam is transferred to
the composite column via the steel tube. The force
acting on the concrete may be assumed to be
proportional to the cross section axial resistance:
ππ,π
π
πππ ,πΈπ = 2ππΈπ (1 −
)
πππ,π
π
= 2 × 500(1 −
8770
)
14703.66
ππ,π
π :Steel section
axial resistance
ππ,π
π = 8770ππ
πππ,π
π :Axial
resistance of
composite column
πππ,π
π
= 14703.66ππ
= 403.55ππ
The longitudinal shear stress at the surface of the
steel section:
πππ ,πΈπ
ππΈπ =
π’π ππ£
=
403.55 × 103
1495 × 952
= 0.28πππ
For Concrete-filled circular sections, the bond
resistance is:
ππ
π = 0.55πππ > ππΈπ = 0.28πππ
As the shear capacity between steel and concrete is
sufficient, shear stud may not be necessary in this
case
SCI_P358
Local shear resistance of column:
Shear area:
π΄π£ = βπ π‘2
= 400 × 16
= 6000ππ2
Page | 263
π’π :Perimeter of the
section
π’π = π(π· − 2π‘)
= π × (508 − 32)
= 1495ππ
ππ£ :Load
introduction length
(According to EC4,
the introduction
length should not
exceed 2d or L/3,
where d is the
minimum
transverse
dimension of the
column and L is the
column length)
Assume:
ππ£ = 2(π· − 2π‘)
= 2(508 − 32)
= 952ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 7 – Column capacity
Calculations
Ref
πΉπ
π =
=
√3πΎπ0
6000 × 355
√3
× 10−3
= 1229.76ππ > ππΈπ = 500ππ
Ref
SS EN1994
OK!
Check 7a (for info) – Shear stud capacity
Calculations
Note: A conservative assumption is to assume that
the bond is not effective in transferring the beam
force to the concrete. The force acting on the
concrete is designed to be resisted by shear studs.
Shear capacity of shear stud:
For h/d = 5.26 > 4, πΌ = 1.0
ππ
π
Remark
π΄π£ ππ¦,2
ππ2
0.8ππ’ ( 4 ) 0.29πΌπ 2 (πΉ πΈ )12
ππ ππ
= min (
;
)
πΎππ£
πΎππ£
π192
0.8 × 450 × ( 4 )
= min (
× 10−3 ;
1.25
1
0.29 × 1.0 × 192 × (40 × 35000)2
× 10−3 )
1.25
Remark
π:diameter of the
shank of the stud
π = 19ππ
πππ :characteristic
cylinder strength of
the concrete
πππ = 40πππ
ππ’ :ultimate strength
of the stud
ππ’ = 450πππ
β:overall height of
the stud
β = 100ππ
πΈππ :Secant
modulus of the
concrete
πΈππ = 35000πππ
πΎππ£ :partial safety
factor =1.25
= 81.66ππ
Total resistance:
ππ
π = πππ
π + 2π
∴ number of shear studs required assuming zero
bond resistance:
π=
R should not be
considered in this
case as it is
applicable to
concrete encased
section SS EN19941-1, 6.7.4.2(4)
πππ ,πΈπ 403.55
=
=5
ππ
π
81.66
(∴ use 6 studs)
Note:
The eccentric and out of balance moment onto the column should be considered.
Page | 264
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.4.7 Example 13 – I-beam of different depths connecting to hollow section column with
external ring plate
=
Grade 8.8, M20
=
π
FPBW
FPBW
409.4
p2=60
e2=50
=
p1=60
S355
UB 406x178x67
400
e1=50
536.7
=
PPBW
PPBW
S355
UB 533x210x101
S355
CHS 508x12.5
Page | 265
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Bolt group resistance
Calculations
Ref
Remark
Assumption: The welds at the top and bottom
flanges of the beam are designed to resist the
design moment. The bolt group is designed to resist
the design shear force.
SS EN19931-8
Bolt resistance:
Using Gr8.8, M20 bolts with:
π΄π = 245ππ2 ; ππ’π = 800πππ;
Shear resistance of a single bolt:
πΉπ£,π
π =
=
πΌπ£ ππ’π π΄π
πΎπ2
For class 8.8:
πΌπ£ = 0.6
πΎπ2 = 1.25 (refer
to NA to SS)
0.6 × 800 × 245
× 10−3
1.25
= 94.08ππ
SCI_P358
SN017
For two vertical lines of bolts (π2 = 2):
π1
1
π = π22 + π1 (π12 − 1)π12
2
6
=
6
1
(602 ) + (6)(62 − 1)(602 )
2
6
= 136800ππ2
πΌ=
=
π§π2
2π
100 × 60
2 × 136800
= 0.02
Page | 266
π§ = 100ππ
π =π .
(1.2π0 < π1 < 4π‘ +
40ππ)
π = .
(2.2π0 < π1 <
14π‘ ππ 200ππ)
ππ = π .
(1.2π0 < π2 < 4π‘ +
40ππ)
ππ = .
(2.4π0 < π2 <
14π‘ ππ 200ππ)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
π§π1
π½=
(π − 1)
2π 1
=
Remark
100 × 60
(6 − 1)
2 × 136800
= 0.11
π1 = 6, π2 = 2, π = 6 × 2 = 12
ππ
π =
=
ππΉπ,π
π
√(1 + πΌπ)2 + (π½π)2
12 × 94.08 × 10−3
√(1 + 0.02 × 12)2 + (0.11 × 12)2
= 618.96ππ > ππΈπ = 300ππ
SCI_P358
SS EN19931-8
Bolt bearing resistance in the fin plate:
For bearing resistance in vertical direction of one
bolt:
2.8π2
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π1 π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.12 × 0.66 × 490 × 20 × 12
× 10−3
1.25
= 131.34ππ
Page | 267
OK!
π‘π = 12ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
For bearing resistance in horizontal direction of one
bolt:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
Remark
2.8 × 50
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2 π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 430
= 0.66
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.12 × 0.66 × 490 × 20 × 12
× 10−3
1.25
= 131.34kN
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
12 × 10−3
=
2
√(1 + 0.02 × 12) + (0.11 × 12)
131.34
131.34
2
= 864.11ππ > ππΈπ = 300ππ
SCI_P358
SS EN19931-8
Bolt bearing resistance in secondary beam web:
Vertical bearing resistance:
2.8π2,π
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
Page | 268
OK!
π1,π = 84.3ππ
π2,π = 50.0ππ
π‘π€,π1 = 8.8ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
π1,π π1
1 ππ’π
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
84.3
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.12 × 0.66 × 490 × 20 × 8.8
× 10−3
1.25
= 96.32ππ
Horizontal bearing resistance:
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 84.3
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2,π π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
50
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.12 × 0.66 × 490 × 20 × 8.8
× 10−3
1.25
= 96.32ππ
Page | 269
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Bolt group bearing resistance:
ππ
π =
Remark
π
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
=
12 × 10−3
2
√(1 + 0.02 × 12) + (0.11 × 12)
96.32
96.32
= 633.68ππ > ππΈπ = 300ππ
Page | 270
2
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate resistance
Calculations
Ref
SS EN1993
SCI_P358
Fin plate shear gross section resistance:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
400 × 12 355
×
× 10−3
1.27
√3
= 774.65ππ
Fin plate shear net section resistance:
Net area:
π΄πππ‘ = (βπ − ππ0 )π‘π
= (400 − 6 × 22) × 12
= 3216ππ2
ππ
π,π =
=
π΄πππ‘ ππ’,π
√3πΎπ2
3216 × 490
√3 × 1.25
× 10−3
= 727.85ππ
Fin plate shear block shear resistance:
Net area subject to tension:
π΄ππ‘ = (π2 + π2 − 1.5π0 )π‘π
= (60 + 50 − 1.5 × 22) × 12
= 924ππ2
Net area subject to shear:
π΄ππ£ = (π1 + (π − 1)π1 − (π − 0.5)π0 )π‘π
= (50 + 5 × 60 − 5.5 × 22) × 12
= 2748ππ2
Page | 271
Remark
βπ = 400.0ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
ππ
π,π
=(
Check 2 – Fin plate resistance
Calculations
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
=
+
πΎπ2
√3πΎπ0
Remark
0.5 × 490 × 924 355 × 2748
) × 10−3
+
1.25
√3
= 744.33ππ
Shear resistance of fin plate:
ππ
π = min(ππ
π,π , ππ
π,π , ππ
π,π )
= min(774.65,727.85,744.33)
= 727.85ππ > ππΈπ = 300ππ
Page | 272
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Secondary beam web shear resistance
Calculations
Ref
SS EN1993
SCI_P358
Shear area of secondary beam:
Remark
Weld access hole:
ππ€ = 20ππ
π΄π£ = π΄π − 2π‘π ππ − 2ππ€ π‘π€
= 8550 − 2 × 14.3 × 178.8 − 2 × 20 × 8.8
= 3084.32ππ2
ππ
π =
=
For UB406x178x67
π΄π = 8550ππ2
ππ = 178.8ππ
π‘π = 14.3ππ
π΄π£ ππ¦,π
√3πΎπ0
3084.32 × 355
√3
× 10−3
= 632.16ππ > ππΈπ = 300ππ
Page | 273
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Haunch resistance
Calculations
Ref
SCI_P358
SS EN1993
Haunch shear resistance:
In order to reduce stress concentration, the
thicknesses of flange and web are same as
secondary beam UB406x178x67.
Gross section:
ππ
π,π =
=
ββ π‘π€ ππ¦,π€
√3πΎπ0
468.1 × 8.8 × 355
√3
× 10−3
= 844.28ππ
Net section:
Net shear area:
π΄π£,πππ‘ = ββ π‘π€ − ππ0 π‘π€
= 468.1 × 8.8 − 6 × 22 × 8.8
= 2957.68ππ2
ππ
π,π =
=
π΄π£,πππ‘ ππ’,π€
√3πΎπ2
2957.68 × 490
√3 × 1.25
× 10−3
= 669.39ππ
Page | 274
Remark
ββ = 468.1ππ
(Depth of haunch at
bolt line)
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Haunch resistance
Calculations
Shear resistance of haunch web:
ππ
π = min(ππ
π,π , ππ
π,π )
Remark
= min(844.28,669.39)
= 669.39ππ > ππΈπ = 300ππ
SCI_P358
OK!
For short fin plate, shear and bending moment
interaction check is not necessary for haunch web.
d
SS EN19931-5
Shear buckling resistance of haunch web:
To check the shear buckling resistance of the
haunch web, the largest height of the haunch was
taken as the depth for calculation. The haunch was
checked using similar method of checking
rectangular girder.
72π 72(0.8136)
=
= 58.58
π
1.0
π
508.1
72π
=
= 57.74 <
π‘π€
8.8
π
∴ The haunch web is NOT susceptible to shear
buckling, shear buckling check is not necessary
Page | 275
Depth of web:
π = 508.1ππ
π = √235/ππ¦π€
= √235/355
= 0.8136
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5 – Weld resistance of beam flange
Calculations
Ref
SS EN1993
Assume the moment is resisted by the flanges of the
secondary beam. The thickness of the diaphragm
ring is same as the beam flange.
The beam flange tensile resistance is:
πΉπ
π,ππππππ =
=
π‘π ππ ππ¦,ππ
πΎπ0
14.3 × 178.8 × 355
× 10−3
1.0
= 907.68ππ
Moment arm:
π = βπ − π‘π,π
= 409.4 − 14.3
= 395.1ππ
Tensile force on flange:
ππΈπ
πΉπΈπ =
π
=
300
× 103
395.1
= 759.3ππ < πΉπ
π,ππππππ = 907.68ππ
BS 5950-1
6.9.2
Partial penetration butt weld resistance:
The minimum throat size of a longitudinal partial
penetration butt weld should be 2√π‘ (in mm), where
t is the thickness of the thinner part of joint.
SS EN19931-1
4.7.2 (1)
The design resistance of a partial penetration butt
weld should be determined using the method for a
deep penetration fillet weld.
Page | 276
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 5 – Weld resistance of beam flange
Calculations
In this example, the angle between the transverse
force and weld throat π = 90°. Provided the groove
angle is greater than 60° or U-butt is adopted, the
throat thickness is equal to the depth of penetration.
Remark
Groove angle ≥ 60°
π·
Choose partial butt weld with 14mm (> 2√14.3 =
7.56ππ) throat thickness and grade S355 which
match the beam material properties:
Transverse resistance:
πΉπ€,π,π
π =
0.9ππ’
π
πΎπ2
= 0.9 × 470 ×
14
× 10−3
1.25
ππ’ : ultimate strength
= 410πππ for
S275
= 470πππ for
S355
π throat thickness
πΎπ2 = 1.25
= 4.74ππ/ππ
Tensile resistance of the PPBW:
πΉπ
π = πΉπ€,π,π
π ππ
= 4.74 × 178.8
= 847.51ππ > πΉπΈπ = 759.3ππ
Page | 277
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 6 – External diaphragm ring check
Calculations
Ref
CIDECT
design guide
9
Remark
Basic properties:
Diameter of CHS column: ππ = 508ππ
Thickness of CHS column: π‘π = 16ππ
Width of diaphragm ring: ππ = 50ππ
Thickness of diaphragm ring: π‘π = 15ππ > π‘π
Yield strength of column: ππ¦π = 355πππ
Axial resistance of diaphragm ring:
ππ
π
ππ −1.54 ππ 0.14 π‘π 0.34 ππ 2
( )
( )
( ) ππ¦π
= 19.6 ( )
π‘π
ππ
π‘π
2
508 −1.54 50 0.14 15 0.34 508 2
)
(
)
( )
(
)
= 19.6 (
16
508
16
2
× 355 × 10−3
= 1545.15ππ > πΉπΈπ = 759.3ππ
Range of validity:
14 <
ππ 508
=
= 31.75 < 36
π‘π
16
0.05 <
ππ
50
=
= 0.10 < 0.14
ππ 508
0.75 <
π‘π 15
=
= 0.9375 < 2.0
π‘π 16
Page | 278
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
< 30°
Figure 2-5 Example of transition between diaphragm plate and beam flange
Note: As the thickness of diaphragm plate is different from that of the haunch, transition
between 30° to 45° is necessary at the weld region to minimize the stress concentration as
shown in Figure 2-5.
In addition, the thickness of the external diaphragm plate may be slightly thicker (adopt
15mm) to provide tolerance for positioning the secondary beam.
Page | 279
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 7 – Weld group of fin plate (Two-side C shape fillet weld)
Calculations
Remark
r
SS EN19931-8
Location of center of gravity of welds group:
π2
π₯Μ
=
(2π + π)
=
1302
(2 × 130 + 476.5)
Cope hole size:
π = 15ππ
= 22.95ππ
π′ = π − π
= 130 − 15
= 115ππ
π ′ = π − 2π
= 476.5 − 2 × 15
= 446.5ππ
π
π¦Μ
=
2
=
476.5
2
= 238.25ππ
Unit throat area:
π΄π’ = 2π ′ + π ′
= 2 × 115 + 446.5
= 676.5ππ
Moment arm between applied force and weld
center:
π = 236.07ππ
Induced moment on welds:
ππΈπ
π=
π
2
=
Length of fillet weld:
Width:
π = 130ππ
Depth:
π = 476.5ππ
300
× 236.07
2
= 35410.5ππππ
Page | 280
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 7 – Weld group of fin plate (Two-side C shape fillet weld)
Calculations
Remark
Polar moment of inertia:
2
8π ′3 + 6π ′ π ′ + π′3
π ′4
π½=
− ′
12
2π + π ′
8 × 1153 + 6 × 115 × 446.52 + 446.53
=
12
1154
−
2 × 115 + 446.5
= 19636646ππ3
Critical point:
Horizontal distance from centroid:
ππ§β = π − π₯Μ
= 130 − 22.95
= 107.05ππ
Vertical distance from centroid:
ππ§π£ = π¦Μ
= 238.25ππ
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
π΄π’
π½
=
300
35410.5 × 107.05
+
2 × 676.5
19636646
= 0.415ππ/ππ
Horizontal stress:
πππ§π£
πβ =
π½
=
35410.5 × 238.25
19636646
= 0.430ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.4152 + 0.4302
= 0.60ππ/ππ
Page | 281
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 7 – Weld group of fin plate (Two-side C shape fillet weld)
Ref
Calculations
Remark
SCI_P363
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S355 which match beam
steel grade:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.35ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.65ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 1.35ππ/ππ > ππ = 0.60ππ/ππ
OK!
Directional method:
2
2
ππ£
πβ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
=(
0.415 2
0.430 2
) +(
)
1.35
1.65
= 0.16 < 1.0
OK!
Page | 282
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 8 – Column capacity check
Calculations
Ref
SS EN1994
The reaction force from the beam is transferred to
the composite column via the steel tube. The force
acting on the concrete may be assumed to be
proportional to the cross section axial resistance:
πππ ,πΈπ
ππ,π
π
= (ππΈπ1 + ππΈπ2 ) (1 −
)
πππ,π
π
= (500 + 300) × (1 −
8770
)
14703.66
Remark
ππ,π
π :Steel section
axial resistance
ππ,π
π = 8770ππ
πππ,π
π :Axial
resistance of
composite column
πππ,π
π
= 14703.66ππ
= 322.84ππ
The longitudinal shear stress at the surface of the
steel section:
πππ ,πΈπ
ππΈπ =
π’π ππ£
=
322.84 × 103
1495 × 952
= 0.23πππ
For Concrete-filled circular sections, the bond
resistance is:
ππ
π = 0.55πππ > ππΈπ = 0.23πππ
As the shear capacity between steel and concrete is
sufficient, shear stud may not be necessary in this
case
Page | 283
π’π :Perimeter of the
section
π’π = π(π· − 2π‘)
= π × (508 − 32)
= 1495ππ
ππ£ :Load introduction
length
(According to EC4,
the introduction
length should not
exceed 2d or L/3,
where d is the
minimum transverse
dimension of the
column and L is the
column length)
Assume:
ππ£ = 2(π· − 2π‘)
= 2(508 − 32)
= 952ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
Check 8 – Column capacity check
Calculations
Local shear resistance of column:
Shear area:
π΄π£ = βπ π‘2
Remark
= 400 × 16
= 6000ππ2
πΉπ
π =
=
π΄π£ ππ¦,2
√3πΎπ0
6000 × 355
√3
× 10−3
= 1229.76ππ > ππΈπ = 300ππ
SS EN1994
OK!
Note: A conservative assumption is to assume that
the bond is not effective in transferring the beam
force to the concrete. The force acting on the
concrete is designed to be resisted by shear studs.
Shear capacity of shear stud:
For h/d = 5.26 > 4, πΌ = 1.0
ππ2
1
0.8ππ’ ( 4 ) 0.29πΌπ 2 (π πΈ )2
ππ ππ
ππ
π = min (
;
)
πΎππ£
πΎππ£
π192
0.8 × 450 × ( 4 )
= min (
× 10−3 ;
1.25
1
0.29 × 1.0 × 192 × (40 × 35000)2
× 10−3 )
1.25
π:diameter of the
shank of the stud
π = 19ππ
πππ :characteristic
cylinder strength of
the concrete
πππ = 40πππ
ππ’ :ultimate strength
of the stud
ππ’ = 450πππ
β:overall height of
the stud
β = 100ππ
πΈππ :Secant modulus
of the concrete
πΈππ = 35000πππ
πΎππ£ :partial safety
factor =1.25
= 81.66ππ
Total resistance:
ππ
π = πππ
π + 2π
∴ number of shear studs required assuming zero
bond resistance:
πππ ,πΈπ 322.84
π=
=
=4
ππ
π
81.66
R should not be
considered in this
case as it is
applicable to
concrete encased
section SS EN19941-1, 6.7.4.2(4)
∴ use 4 studs.
Note: The eccentric and out of balance moment onto the column should be considered.
Page | 284
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.4.8 Example 14 – Beam-to-Column connection (moment-resisting connection) bending
about the major axis of the column with different beam depths
=π
=π
FPBW
FPBW
= ππ
= ππ
e2=50
p1=60
280
355
S355
UB 356x171x51
458
e1=50
S355
UB 457x152x67
FPBW
FPBW
Grade 8.8, M20
S355
UC 254x254x132
Page | 285
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Bolt group resistance
Calculations
Ref
SS EN19931-8
Remark
Bolt resistance:
Using Gr8.8, M20 bolts with:
π΄π = 245ππ2 ; ππ’π = 800πππ;
Shear resistance of a single bolt:
πΉπ£,π
π =
=
πΌπ£ ππ’π π΄π
πΎπ2
For class 8.8:
πΌπ£ = 0.6
πΎπ2 = 1.25 (refer to
NA to SS)
0.6 × 800 × 245
× 10−3
1.25
= 94.08ππ
For single vertical line of bolts (π2 = 1):
π§ = 60.00ππ
π1 = 4, π = 4 × 1 = 4
πΌ=0
π½=
=
6π§
π1 (π1 + 1)π1
6 × 60ππ
4 × (4 + 1) × 60ππ
= 0.30
ππ
π =
=
ππΉπ,π
π
√(1 + πΌπ)2 + (π½π)2
4 × 94.08
√(1 +
0)2
+ (0.3 ×
4)2
× 10−3
= 240.91ππ > ππΈπ = 200ππ
Page | 286
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Bearing resistance on fin plate:
For bearing resistance in vertical direction of one
bolt:
πΌπ = min (
π1 π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’
50
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
2.8π2
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
π0
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.5 × 0.6591 × 490 × 20 × 12
1.25
= 155.02ππ
For bearing resistance in horizontal direction of
one bolt:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2 π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
Page | 287
Remark
π =π .
(1.2π0 < π1 < 4π‘ +
40ππ)
π = .
(2.2π0 < π1 <
14π‘ ππ 200ππ)
ππ = π .
(1.2π0 < π2 < 4π‘ +
40ππ)
ππ = π
(2.4π0 < π2 <
14π‘ ππ 200ππ)
π‘π = 12.0ππ
π‘π‘ππ < 16ππ
ππ’,π = 490πππ
ππ¦,π = 355πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
πΉπ,βππ,π
π
=
Check 1 – Bolt group resistance
Calculations
π1 πΌπ ππ’,π ππ‘π
=
πΎπ2
Remark
2.12 × 0.76 × 490 × 20 × 12
× 10−3
1.25
= 150.97kN
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
4
=
2
2
× 10−3
1
0.3 × 4
) +(
)
155.02
150.97
√(
= 390.74π > ππΈπ = 200ππ
Bearing resistance on beam web
(UB457x152x67):
Vertical bearing resistance:
π1,π π1,π 1 ππ’π
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
80
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
2.8π2,π
π1 = min (
− 1.7; 2.5)
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π€,π1
πΎπ2
2.5 × 0.6591 × 490 × 20 × 9.0
1.25
= 116.26ππ
Page | 288
OK!
π ,π = π
π ,π =
ππ,π = π
ππ,π =
.
.
.
π
π‘π€,π1 = 9.0ππ
π‘π€,π1 < 16ππ
ππ’,π = 490πππ
ππ¦,π = 355πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Horizontal bearing resistance:
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
Remark
2.8 × 85
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2,π π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.12 × 0.76 × 490 × 20 × 9.0
× 10−3
1.25
= 113.23ππ
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
4
=
2
2
× 10−3
1
0.3 × 4
116.26) + (113.23)
√(
= 293.06ππ > ππΈπ = 200ππ
Page | 289
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate resistance
Calculations
Ref
SS EN1993
SCI_P358
Fin plate shear gross section resistance:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
280 × 12 355
×
× 10−3
1.27
√3
= 542.25ππ
Fin plate shear net section resistance:
Net area:
π΄πππ‘ = (βπ − ππ0 )π‘π
= (280 − 4 × 22) × 12
= 2304ππ2
ππ
π,π =
=
π΄πππ‘ ππ’,π
√3πΎπ2
2304 × 490
√3 × 1.25
× 10−3
= 521.44ππ
Fin plate shear block shear resistance:
Net area subject to tension:
π΄ππ‘ = (π2 − 0.5π0 )π‘π
= (50 − 0.5 × 22) × 12
= 468ππ2
Net area subject to shear:
π΄ππ£ = (π1 + (π − 1)π1 − (π − 0.5)π0 )π‘π
= (50 + 3 × 60 − 3.5 × 22) × 12
= 1968ππ2
Page | 290
Remark
βπ = 280.0ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
ππ
π,π
=(
Check 2 – Fin plate resistance
Calculations
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
=
+
πΎπ2
√3πΎπ0
Remark
0.5 × 490 × 468 355 × 1968
) × 10−3
+
1.25
√3
= 495.09ππ
Shear resistance of fin plate:
ππ
π = min(ππ
π,π , ππ
π,π , ππ
π,π )
= min(542.25,521.44,495.09)
= 495.09ππ > ππΈπ = 200ππ
Page | 291
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3a – Beam web (UB457x152x67)
Calculations
Ref
SS EN1993
SCI_P358
Beam web gross section resistance:
For UB457x152x67:
Cross-section area, π΄π = 8560ππ2
Flange width, ππ = 153.8ππ
Flange thickness, π‘π = 15.0ππ
Root radius, π = 10.2ππ
Shear area:
π΄π£ = π΄π − 2π‘π ππ + (π‘π€ + 2π)π‘π
= 8560 − 2 × 15 × 153.8 + (9.0 + 2 × 10.2) ×
15
= 4387ππ2
ππ
π,π =
=
π΄π£ ππ¦,π1
√3πΎπ0
4387 × 355
√3
× 10−3
= 899.16ππ
Beam web net section:
Area of net section:
π΄πππ‘ = π΄π£ − ππ0 π‘π€,π
= 4387 − 4 × 22 × 9.0
= 3595ππ2
ππ
π,π =
=
π΄π£,πππ‘ ππ’,π
√3πΎπ2
3595 × 490
√3 × 1.25
× 10−3
= 813.63ππ
Page | 292
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3a – Beam web (UB457x152x67)
Calculations
Shear resistance of beam web:
ππ
π = min(ππ
π,π , ππ
π,π )
Remark
= min(899.16,813.63)
= 813.63ππ > ππΈπ = 200ππ
Check 3b – Beam web resistance (UB356x171x51)
Calculations
Ref
SS EN1993
SCI_P358
OK!
Beam web gross section resistance:
Shear area:
π΄π£ = π΄π − 2π‘π ππ − 2π‘π€ ππ€
= 6490 − 2 × 11.5 × 171.5 − 2 × 7.4 × 15
= 2323.5ππ2
ππ
π =
=
π΄π£ ππ¦,π
√3πΎπ0
2323.5 × 355
√3
× 10−3
= 476.22ππ > ππΈπ = 200ππ
Page | 293
Remark
For UB356x171x51:
Cross-section area,
π΄π = 6490ππ2
Flange width,
ππ = 171.5ππ
Flange thickness,
π‘π = 11.5ππ
Root radius,
π = 10.2ππ
Weld access hole
size,
ππ€ = 15ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Tension zone check
Calculations
Ref
Tension
SCI_P398
For column 254x254x132:
Depth, βπ = 276.3ππ
Width, ππ = 261.3ππ
Flange thickness, π‘ππ = 25.3ππ
Web thickness, π‘π€π = 15.3ππ
Root radius, ππ = 12.7ππ
Depth between flanges, βπ€π = 225.7ππ
Yield strength, ππ¦π = 355πππ
Ultimate strength, ππ’π = 490πππ
The design force acting on the top and bottom
flanges of the beam is
πΉπΈπ =
ππΈπ
βπ − π‘ππ
For beam 1 (UB 457x152x67):
βπ1 = 458ππ
πΉπΈπ1 =
π=(
290
× 103 = 654.63ππ
458 − 15
π‘ππ ππ¦π
)( ) ≤ 1
π‘ππ ππ¦π
for beam 1 UB 457x152x67:
π=(
25.3 355
)(
) = 1.69 > 1.0
15
355
∴π=1
Page | 294
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Tension zone check
Calculations
Ref
Remark
For beam 1:
Effective width of the beam:ππππ = π‘π€π + 2ππ +
7ππ‘ππ
= 15.3 + 2 × 12.7 + 7 × 1 × 25.3
= 217.8ππ > πππ = 153.8ππ
∴ ππππ = 153.8ππ > (
πΉππ,π
π1 =
=
ππ¦π
) π = 107.06ππ
ππ’π π
ππππ π‘ππ ππ¦,π
πΎπ0
153.8 × 15 × 355
× 10−3
1.0
= 818.99ππ > πΉπΈπ1 = 654.63ππ
If resistance is insufficient, tension stiffener is
needed
Tension
Column web in tension:
Effective length of web:
ππππ,π‘,π€π = π‘ππ + 2π π + 5(π‘ππ + π )
Assuming 10 mm leg length weld with π π = 10ππ
Assuming the moment on both side is same,
π½1 = π½2 = 0
∴π=1
Page | 295
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Tension zone check
Calculations
Ref
Remark
For beam 1:
ππππ,π‘,π€π1 = 15 + 2 × 10 + 5 × (25.3 + 12.7)
= 225ππ
πΉπ‘,π€π,π
π1 =
=
πππππ,π‘,π€π1 π‘π€π ππ¦π
πΎπ0
1 × 225 × 15.3 × 355
× 10−3
1.0
= 1222.09ππ > πΉπΈπ1 = 654.63ππ
Page | 296
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5 – Compression zone check
Calculations
Ref
Remark
Tension
Tension
Compression
Compression
SCI_P398
ππ€π = βπ − 2(π‘ππ + ππ )
= 276.3 − 2 × (25.3 + 12.7)
= 200.3ππ
ππ€π = 0.7 (Conservative assumption)
For beam 1:
πΜ
π = 0.932√
= 0.932√
ππππ,π,π€π ππ€π ππ¦π
2
πΈπ‘π€π
225 × 200.3 × 355
200000 × 15.32
= 0.545 < 0.72
∴π=1
πΉπ,π€π,π
π =
=
πππ€π ππππ,π,π€π π‘π€π ππ¦π
πΎπ0
1 × 0.7 × 225 × 15.3 × 355
× 10−3
1.0
= 855.46ππ > πΉπΈπ1 = 654.63ππ
If compression resistance is insufficient, stiffener is
needed.
Page | 297
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 5 – Compression zone check
Calculations
Column web in shear:
π=√
=√
Remark
235
ππ¦π
235
355
= 0.8136
ππ
200.3
=
= 13.09 < 69π = 56.14
π‘π€π
15.3
∴ ππ€π,π
π =
0.9ππ¦π π΄π£π
√3πΎπ0
π΄π£ = π΄π − 2ππ π‘ππ + (π‘π€π + 2ππ )π‘ππ
= 16800 − 2 × 261.3 × 25.3 + (15.3 + 2 ×
12.7) × 25.3
= 4607.93ππ2
ππ€π,π
π =
0.9 × 355 × 4607.93
√3
× 10−3
= 850.00ππ > FEd1 = 654.63ππ
Page | 298
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 6 – Tension stiffeners check (if tension resistance is inadequate)
Ref
Calculations
Remark
Tension
SCI_P398
Minimum width of stiffener:
0.75(ππ − π‘π€π )
ππ π,πππ =
2
=
0.75 × (261.3 − 15.3)
2
= 92.25ππ
Use S355 stiffener with width and thickness:
ππ π = 110ππ,
π‘π = 15ππ,
ππ¦π = 355πππ
ππ π = ππ π − ππππππ πβπππππ
= 110 − 15
= 95ππ
π΄π π = 2ππ π π‘π
= 2 × 95 × 15
= 2850ππ2
πΉπ‘,π ,π
π =
=
π΄π π ππ¦π
πΎπ0
2850 × 355
× 10−3
1.0
= 1011.75ππ > πΉπΈπ1 = 654.63ππ
Page | 299
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 7 – Compression stiffeners check (if resistance is inadequate)
Ref
Calculations
Remark
Tension
SCI_P398
Let
ππ π = 95ππ
π‘π = 10ππ
βπ = 225.7ππ
ππ π 95
π
=
=
= 9.5 < 14π = 11.39
π‘π
π‘π
10
Effective area of stiffeners:
π΄π ,πππ = 2π΄π + π‘π€π (30ππ‘π€π + π‘π )
= 2 × 95 × 10 + 15.3 × (30 × 0.82 × 15.3 + 10)
= 7766.79ππ2
The second moment of area of the stiffener:
3
(2ππ π + π‘π€π ) π‘π
πΌπ =
12
=
(2 × 95 + 15.3)3 × 10
12
= 7210836ππ4
The radius of gyration of the stiffener:
ππ = √
=√
πΌπ
π΄π ,πππ
7210836
7766.79
= 30.47ππ
Page | 300
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 7 – Compression stiffeners check (if resistance is inadequate)
Ref
Calculations
Remark
π1 = π√
πΈ
ππ¦
= 3.14 × √
200000
355
= 74.53
πΜ
=
=
π
ππ π1
225.7
30.47 × 74.53
= 0.03 < 0.2
∴ The buckling effect may be ignored
Resistance of cross-section
ππ,π
π =
=
π΄π ,πππ ππ¦π
πΎπ0
7766.79 × 355
× 10−3
1.0
= 2757.21ππ > πΉπΈπ1 = 654.63ππ
Page | 301
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 8 – Haunch resistance
Calculations
Ref
SCI_P358
SS EN1993
Haunch shear resistance:
The thicknesses of flange and web are same as beam
UB457×152×67.
Haunch gross section resistance:
ππ
π,π =
=
ββ π‘π€ ππ¦,π€
√3πΎπ0
405 × 9.0 × 355
√3
× 10−3
= 747.08ππ
Haunch net section resistance:
Net shear area:
π΄π£,πππ‘ = ββ π‘π€ − ππ0 π‘π€
= 405 × 9.0 − 4 × 22 × 9
= 2853ππ2
ππ
π,π =
=
π΄π£,πππ‘ ππ’,π€
√3πΎπ2
2853 × 490
√3 × 1.25
× 10−3
= 645.69ππ
Page | 302
Remark
ββ = 405ππ
(Depth of haunch at
bolt line)
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 8 – Haunch resistance
Calculations
Shear resistance of haunch web:
ππ
π = min(ππ
π,π , ππ
π,π )
Remark
= min(747.08,645.69)
= 645.69ππ > ππΈπ = 200ππ
SCI_P358
OK!
For short fin plate, shear and bending moment
interaction check is not necessary for haunch web.
d
SS EN19931-5
Shear buckling resistance of haunch web:
Depth of web:
π = 435ππ
To check the shear buckling resistance of the haunch
π = √235/ππ¦π€
web, the largest height of the haunch was taken as
the depth for calculation. The haunch was checked
= √235/355
using similar method of checking rectangular girder. = 0.8136
72π 72(0.8136)
=
= 58.58
π
1.0
π
435
72π
=
= 48.33 <
π‘π€
9.0
π
∴ The haunch web is NOT susceptible to shear
buckling, shear buckling check is not necessary
Page | 303
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 9 – Weld resistance
Calculations
Ref
SS EN1993
Fin plate welding resistance:
Unit throat area:
π΄π’ = 2βπ
Remark
βπ = 280.0ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
= 2 × 280
=560mm
Applied stress on weld:
ππΈπ
ππΈπ =
π΄π’
=
200
560
= 0.36ππ/ππ
Choose fillet weld with 10mm leg length, 7.0mm
throat thickness and grade S355:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.69ππ/ππ > 0.36ππ/ππ
Page | 304
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 9 – Weld resistance
Calculations
Ref
Remark
Stiffeners welding resistance:
Minimum throat thickness requirement for flange
weld of stiffeners:
π‘π 15
ππππ = =
= 7.5ππ
2
2
Choose fillet weld with 12mm leg length, 8.4mm
throat thickness and grade S275, the fillet weld
between stiffener and column flange is assume
achieve full strength of the stiffener
Web weld:
Effective length of web weld:
π = 2(βπ − 2 × ππππ βπππ π ππ§π − 2 × π )
= 2 × (225.7 − 2 × 15 − 2 × 10)
= 351.4ππ
Applied stress on weld:
πΉπΈπ
844.25
ππΈπ =
=
= 1.20ππ/ππ
2π
2 × 351.4
Choose fillet weld with 10mm leg length, 7.0mm
throat thickness and grade S355,
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.69ππ/ππ > 1.20ππ/ππ
Full penetration butt weld is adopted to connect the
beam flange to the column, hence, only the
capacities of the beam flanges need to be checked:
Page | 305
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 9 – Weld resistance
Calculations
Ref
Remark
Beam 1:
πΉπ
π,ππππππ =
=
π‘π,π1 ππ,1 ππ¦,ππ1
πΎπ0
15 × 153.8 × 355
× 10−3
1.0
= 818.99ππ > πΉπΈπ1 = 654.63ππ
OK!
Beam 2:
πΉπ
π,ππππππ =
=
π‘π,π1 ππ,1 ππ¦,ππ1
πΎπ0
11.5 × 171.5 × 355
× 10−3
1.0
= 700.15ππ > πΉπΈπ = 582.24ππ
OK!
Page | 306
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.4.9 Example 15 – Beam-to-Column connection bending about the minor axis of the
column with different beam depths
FPBW
S355
UB 356x171x57
= ππ
π =
π
=π
=π
S355
UB 457x191x74
e2=50
p1=60
e1=50
280
358
Grade 8.8, M20
PPBW
S355
UC 254x254x132
Page | 307
457
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Bolt group resistance
Calculations
Ref
Remark
Assumption: The welds are designed to resist
moment and the bolts are designed to resist shear
force.
SS EN19931-8
Bolt resistance:
Using Gr8.8, M20 bolts with:
π΄π = 245ππ2 ; ππ’π = 800πππ;
Shear resistance of a single bolt:
πΉπ£,π
π =
=
πΌπ£ ππ’π π΄π
πΎπ2
For class 8.8:
πΌπ£ = 0.6
πΎπ2 = 1.25 (refer to
NA to SS)
0.6 × 800 × 245
× 10−3
1.25
= 94.08ππ
For single vertical line of bolts (π2 = 1):
π1 = 4, π = 4 × 1 = 4
πΌ=0
π½=
=
6π§
π1 (π1 + 1)π1
6 × 65ππ
4 × (4 + 1) × 60ππ
= 0.325
Page | 308
π§ = 65.00ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Bolt group resistance
Calculations
ππΉπ,π
π
Ref
ππ
π =
=
√(1 + πΌπ)2 + (π½π)2
4 × 94.08
√(1 +
0)2
+ (0.325 ×
4)2
× 10−3
= 229.45ππ > max (ππΈπ1 ; ππΈπ2 ) = 220ππ
Bearing resistance on fin plate:
For bearing resistance in vertical direction of one
bolt:
πΌπ = min (
π1 π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’
50
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
2.8π2
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
π0
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΉπ,π£ππ,π
π =
=
Remark
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.5 × 0.6591 × 490 × 20 × 12
1.25
= 155.02ππ
For bearing resistance in horizontal direction of
one bolt:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 50
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
Page | 309
OK!
π =π .
(1.2π0 < π1 < 4π‘ +
40ππ)
π = .
(2.2π0 < π1 <
14π‘ ππ 200ππ)
ππ = π .
(1.2π0 < π2 < 4π‘ +
40ππ)
ππ = π
(2.4π0 < π2 <
14π‘ ππ 200ππ)
π‘π = 12.0ππ
π‘π‘ππ < 16ππ
ππ’,π = 490πππ
ππ¦,π = 355πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
π2 π2
1 ππ’π
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
Remark
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.12 × 0.76 × 490 × 20 × 12
× 10−3
1.25
= 150.97kN
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
4
=
2
1
0.325 × 4
) +(
)
155.02
150.97
√(
2
× 10−3
= 371.77ππ > max (ππΈπ1 ; ππΈπ2 ) = 220ππ
Bearing resistance on beam web
(UB457x191x74):
Vertical bearing resistance:
π1,π π1,π 1 ππ’π
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
78
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
2.8π2,π
π1 = min (
− 1.7; 2.5)
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
Page | 310
OK!
π ,π = ππ.
π ,π = .
ππ,π = π .
ππ,π = π
π‘π€,π1 = 9.0ππ
π‘π€,π1 < 16ππ
ππ’,π = 490πππ
ππ¦,π = 355πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
πΉπ,π£ππ,π
π
=
Check 1 – Bolt group resistance
Calculations
π1 πΌπ ππ’,π ππ‘π€,π1
=
πΎπ2
Remark
2.5 × 0.6591 × 490 × 20 × 9.0
× 10−3
1.25
= 116.26ππ
Horizontal bearing resistance:
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 78
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2,π π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
πΉπ,βππ,π
π =
=
π1 πΌπ ππ’,π1 ππ‘π€,π1
πΎπ2
2.12 × 0.76 × 490 × 20 × 9.0
× 10−3
1.25
= 113.23ππ
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
4
=
2
1
0.325 × 4
116.26) + ( 113.23 )
√(
2
× 10−3
= 278.83ππ > ππΈπ2 = 220ππ
Page | 311
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Bearing resistance on haunch web:
Vertical bearing resistance:
π1,π π1,π 1 ππ’π
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
78
60
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.66
2.8π2,π
π1 = min (
− 1.7; 2.5)
π0
2.8 × 50
= min (
− 1.7; 2.5)
22
= 2.5
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’,π ππ‘π€,π1
πΎπ2
2.5 × 0.6591 × 490 × 20 × 8.1
× 10−3
1.25
= 104.64ππ
Horizontal bearing resistance:
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
ππ
π0
2.8 × 78
1.4 × 60
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 2.12
πΌπ = min (
π2,π π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
50 800
= min (
;
; 1.0)
3 × 22 490
= 0.76
Page | 312
Remark
π ,π = ππ.
π ,π = .
ππ,π = π .
ππ,π = π
π‘π€,π1 = 8.1ππ
π‘π€,π1 < 16ππ
ππ’,π = 490πππ
ππ¦,π = 355πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
πΉπ,βππ,π
π
=
Check 1 – Bolt group resistance
Calculations
π1 πΌπ ππ’,π1 ππ‘π€,π1
=
πΎπ2
Remark
2.12 × 0.76 × 490 × 20 × 8.1
× 10−3
1.25
= 101.90ππ
Bolt group bearing resistance:
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
4
=
2
1
0.325 × 4
104.64) + ( 101.90 )
√(
2
× 10−3
= 250.94ππ > ππΈπ1 = 200ππ
Page | 313
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate resistance
Calculations
Ref
Remark
280
PLT 12mm
SS EN1993
SCI_P358
Fin plate shear gross section resistance:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
280 × 12 355
×
× 10−3
1.27
√3
= 542.25ππ
Fin plate shear net section resistance:
Net area:
π΄πππ‘ = (βπ − ππ0 )π‘π
= (280 − 4 × 22) × 12
= 2304ππ2
ππ
π,π =
=
π΄πππ‘ ππ’,π
√3πΎπ2
2304 × 490
√3 × 1.25
× 10−3
= 521.44ππ
Fin plate shear block shear resistance:
Net area subject to tension:
π΄ππ‘ = (π2 − 0.5π0 )π‘π
= (50 − 0.5 × 22) × 12
= 468ππ2
Page | 314
βπ = 280.0ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Fin plate resistance
Calculations
Net area subject to shear:
π΄ππ£ = (π1 + (π − 1)π1 − (π − 0.5)π0 )π‘π
Remark
= (50 + 3 × 60 − 3.5 × 22) × 12
= 1968ππ2
ππ
π,π =
=(
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
+
πΎπ2
√3πΎπ0
0.5 × 490 × 468 355 × 1968
) × 10−3
+
1.25
√3
= 495.09ππ
Shear resistance of fin plate:
ππ
π = min(ππ
π,π , ππ
π,π , ππ
π,π )
= min(542.25,521.44,495.09)
= 495.09ππ > max (ππΈπ1 ; ππΈπ2 ) = 220ππ
Page | 315
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3a – Beam web (UB457×191×74)
Calculations
Ref
SS EN1993
SCI_P358
Beam web gross section resistance:
For UB457x191x74:
Cross-section area, π΄π = 9460ππ2
Flange width, ππ = 190.4ππ
Flange thickness, π‘π = 14.5ππ
Root radius, π = 10.2ππ
Shear area:
π΄π£ = π΄π − 2π‘π ππ + (π‘π€ + 2π)π‘π
= 9460 − 2 × 14.5 × 190.4 + (9.0 + 2 ×
10.2) × 14.5
= 4364.7ππ2
ππ
π,π =
=
π΄π£ ππ¦,π1
√3πΎπ0
4364.7 × 355
√3
× 10−3
= 894.59ππ
Beam web net section resistance:
Area of net section:
π΄πππ‘ = π΄π£ − ππ0 π‘π€,π
= 4364.7 − 4 × 22 × 9.0
= 3572.7ππ2
ππ
π,π =
=
π΄π£,πππ‘ ππ’,π
√3πΎπ2
3572.2 × 490
√3 × 1.25
× 10−3
= 808.58ππ
Page | 316
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3a – Beam web (UB457×191×74)
Calculations
Shear resistance of haunch web:
ππ
π = min(ππ
π,π , ππ
π,π )
Remark
= min(894.59,808.58)
= 808.58ππ > ππΈπ2 = 220ππ
Check 3b – Beam web resistance (UB356×171×57)
Calculations
Ref
SS EN1993
SCI_P358
OK!
Beam web gross section resistance:
Shear area:
π΄π£ = π΄π − 2π‘π ππ − 2π‘π€ ππ€
= 7260 − 2 × 13 × 172.2 − 2 × 8.1 × 15
= 2539.8ππ2
ππ
π =
=
π΄π£ ππ¦,π
√3πΎπ0
2539.8 × 355
√3
Remark
For UB356x171x57:
Cross-section area,
π΄π = 7260ππ2
Flange width,
ππ = 172.2ππ
Flange thickness, π‘π =
13ππ
Root radius,
π = 10.2ππ
Weld access hole size,
ππ€ = 15ππ
× 10−3
= 520.56ππ > ππΈπ1 = 200ππ
Page | 317
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Haunch resistance
Calculations
Ref
SCI_P358
SS EN1993
Haunch shear resistance:
In order to reduce stress concentration, the
thicknesses of flange and web are same as
secondary beam UB356×171×51.
Gross section:
ππ
π,π =
=
ββ π‘π€ ππ¦,π€
√3πΎπ0
406 × 8.1 × 355
√3
× 10−3
= 674.03ππ
Net section:
Net shear area:
π΄π£,πππ‘ = ββ π‘π€ − ππ0 π‘π€
= 406 × 8.1 − 4 × 22 × 8.1
= 2575.8ππ2
ππ
π,π =
=
π΄π£,πππ‘ ππ’,π€
√3πΎπ2
2575.8 × 490
√3 × 1.25
× 10−3
= 582.96ππ
Page | 318
Remark
ββ = 406ππ
(Depth of haunch at
bolt line)
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Haunch resistance
Calculations
Shear resistance of haunch web:
ππ
π = min(ππ
π,π , ππ
π,π )
Remark
= min(674.03,582.96)
= 582.96ππ > ππΈπ1 = 200ππ
SCI_P358
SS EN19931-5
OK!
For short fin plate, shear and bending moment
interaction check is not necessary for haunch
web.
Shear buckling resistance of haunch web:
To check the shear buckling resistance of the
haunch web, the largest height of the haunch
was taken as the depth for calculation. The
haunch was checked using similar method of
checking rectangular girder.
72π 72(0.8136)
=
= 58.58
π
1.0
π
428
72π
=
= 52.84 <
π‘π€
8.1
π
∴ The haunch web is NOT susceptible to shear
buckling. Shear buckling check is not necessary.
Page | 319
Depth of web:
π = 428ππ
π = √235/ππ¦π€
= √235/355
= 0.8136
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN1993
Check 5a – Weld resistance of beam flange (UB457x191x74)
Calculations
Remark
Assume that the design moment is resisted by the
flanges of the secondary beam and same beam
section is used to connect to the column.
The beam flange tensile resistance is:
πΉπ
π,ππππππ =
=
π‘π ππ ππ¦,ππ
πΎπ0
14.5 × 190.4 × 355
× 10−3
1.0
= 980.08ππ
Moment arm:
π = βπ − π‘π,π
= 457 − 14.5
= 442.5ππ
Tensile force on flange:
ππΈπ2
πΉπΈπ2 =
π
=
300
× 103
442.5
= 677.97ππ < πΉπ
π,ππππππ = 980.08ππ
BS 5950-1
6.9.2
Partial penetration butt weld resistance:
The minimum throat size of a longitudinal partial
penetration butt weld should be 2√π‘ (in mm),
where t is the thickness of the thinner part of joint.
SS EN19931-1
4.7.2 (1)
The design resistance of a partial penetration butt
weld should be determined using the method for a
deep penetration fillet weld.
Page | 320
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 5a – Weld resistance of beam flange (UB457x191x74)
Calculations
Remark
In this example, the angle between the transverse
force and weld throat π = 90°. Provided the
groove angle is greater than 60° or U-butt is
adopted, the throat thickness is equal to the depth
of penetration.
Groove angle ≥ 60°
π·
Choose partial butt weld with 12mm (> 2√14.5 =
7.62ππ) throat thickness and grade S355 which
match the beam material properties:
Transverse resistance:
0.9ππ’
πΉπ€,π,π
π =
π
πΎπ2
= 0.9 × 470 ×
12
× 10−3
1.25
= 4.06ππ/ππ
Tensile resistance of the PPBW:
πΉπ
π = πΉπ€,π,π
π ππ
= 4.06 × 190.4
= 773.18ππ > πΉπΈπ2 = 677.97ππ
Page | 321
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5b – Weld resistance of beam flange (UB 356x171x57)
Ref
Calculations
Remark
π‘
π
π
SS EN1993
π π π¦,ππ
πΉπ
π,ππππππ =
πΎπ0
=
13 × 172.2 × 355
× 10−3
1.0
= 794.70ππ
Moment arm:
π = βπ − π‘π,π
= 358 − 13
= 345ππ
Tensile force on flange:
ππΈπ1
πΉπΈπ1 =
π
=
200
× 103
345
= 579.71ππ < πΉπ
π,ππππππ = 794.70ππ
Choose partial butt weld with 12mm (>
2√13 = 7.21ππ) throat thickness and grade
S355 which match the beam material
properties:
Transverse resistance:
πΉπ€,π,π
π = 4.06ππ/ππ
Tensile resistance of the PPBW:
πΉπ
π = πΉπ€,π,π
π ππ
= 4.06 × 172.2
= 641.88ππ > πΉπΈπ1 = 579.71ππ
Page | 322
OK!
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 6 – Weld group of stiffener plate
Calculations
Remark
π1
π2
SS EN1993
Choose fillet weld with 10mm leg length, 7mm
throat thickness and grade S355 which match the
beam steel grade:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.69ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 2.07ππ/ππ
Length of fillet weld parallel to load direction:
π1 = 108ππ
Length of fillet weld perpendicular to load
direction:
π2 = 195.7ππ
Welding resistance for stiffen plate:
πΉπ
π = 2π1 πΉπ€,πΏ,π
π + π2 πΉπ€,π,π
π
= 2 × 108 × 1.69 + 195.7 × 2.07
= 770.14ππ > max (πΉπΈπ1 ; πΉπΈπ2 ) = 677.97ππ
OK!
Note:
Since the design forces from the beams acting on two sides of the column are different, there
is an unbalanced moment induced on the column. Hence, the column design needs to be
designed for the unbalanced moment.
Page | 323
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.4.10 Example 16 – Beam-to-Beam connection (moment-resisting connection) in minor
axis (Section a)
a
b
=π
p3=100 Grade 8.8, M24
e2=75
e1=50
P1,2=100
P2,3=100
=
P4,5=100
e1=50
S355
UB 533 210 92
Page | 324
S355
UB 533 210 109
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Weld of beam web to end plate
Calculations
Remark
ππ
SS EN19931-8
6.2.2 (1)
In weld connections, and in bolted connections with
end-plates, the welds connecting the beam web
should be designed to transfer the shear force from
the connected beam to the joint, without any
assistance from the welds connecting the beam
flanges.
SS EN1993
Length of fillet weld connecting beam web:
πΏπ€ = 2ππ
For UB533x210x92:
Depth between
fillets:
ππ = 476.5ππ
= 2 × 476.5
= 953ππ
SCI_P363
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S355:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.35ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.65ππ/ππ
Shear resistance:
ππ
π = πΉπ€,πΏ,π
π πΏπ€
= 1.35 × 953
= 1286.55ππ > ππΈπ = 500ππ
Page | 325
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1b – Weld of beam flange to end plate
Calculations
Ref
SS EN19931-8
SCI_P363
Choose fillet weld with 10mm leg length, 7mm
throat thickness and grade S355:
Transverse resistance:
πΉπ€,π,π
π = 2.07ππ/ππ
Length of fillet weld:
πΏ = 2π − π‘π€π − 2π − 4π‘π
= 2 × 209.3 − 10.1 − 2 × 12.7 − 4 × 15.6
Remark
For UB533×210×92:
Width of section:
π = 209.3ππ
Web thickness:
π‘π€π = 10.1ππ
Root radius:
π = 12.7ππ
Flange thickness:
π‘π = 15.6ππ
Depth of section:
β = 533.1ππ
= 320.7ππ
Applied tensile force due to moment:
ππΈπ
πΉπΈπ =
β − π‘π
=
300
× 103
533.1 − 15.6
= 579.71ππ
Tensile resistance of the fillet weld connecting
beam flange and end plate:
πΉπ
π = πΏπΉπ€,π,π
π
= 320.7 × 2.07
= 663.85ππ > πΉπΈπ = 579.71ππ
Note:
Welding cannot be done behind the plate within the flange of the primary beam.
Page | 326
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P398
SS EN19931-8
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Bolt spacings:
End distance: ππ₯ = 50ππ
Edge distance: π = 75ππ
Spacing (gauge): π€ = 100ππ
Spacing (top row above beam flange):
π₯ = 40ππ
Spacing row 1 – 2: π1−2 = 100ππ
Spacing row 2 – 3:π2−3 = 100ππ
Bolt row 1:
End Plate in Beading
For pair of bolts in an unstiffened end plate
extension:
Assume 12mm fillet
weld to connect
beam flange to the
end plate:
ππ₯ = π₯ − 0.8π π
= 40 − 0.8 × 12
The circular patterns effective length for:
= 30.4ππ
Circular yielding:
ππππ,ππ = 2πππ₯ = 2 × π × 30.4 = 191.01ππ
Individual end yielding:
ππππ,ππ = πππ₯ + 2ππ₯ = π × 30.4 + 2 × 50
= 195.50ππ
Page | 327
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Circular group yielding:
ππππ,ππ = πππ₯ + π€ = π × 30.4 + 100
= 195.50ππ
∴ The circular pattern effective length:
ππππ,ππ = min(191.01; 195.50; 195.50)
= 191.01ππ
The Non-circular patterns effective length for:
Double curvature:
ππ 250
ππππ,ππ =
=
= 125ππ
2
2
Individual end yielding:
ππππ,ππ = 4ππ₯ + 1.25ππ₯
= 4 × 30.4 + 1.25 × 50 = 184.1ππ
Corner yielding:
ππππ,ππ = 2ππ₯ + 0.625ππ₯ + π
= 2 × 30.4 + 0.625 × 50 + 75
= 167.05ππ
Group end yielding:
ππππ,ππ = 2ππ₯ + 0.625ππ₯ +
π€
2
= 2 × 30.4 + 0.625 × 50 +
100
2
= 142.05ππ
∴ The non-circular pattern effective length:
ππππ,ππ = min(125.0; 184.10; 167.05; 142.05)
= 125.00ππ
Effective length for mode 1:
ππππ,1 = min (ππππ,ππ ; ππππ,ππ ) = 125.00ππ
Page | 328
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Effective length for mode 2:
ππππ,2 = ππππ,ππ = 125.00ππ
π
ππ€
π
πΉπ‘
SCI_P398
SS EN19931-8
Mode 1 Complete flange yielding resistance:
πππ,1,π
π
0.25 ∑ ππππ,1 π‘π2 ππ¦
=
πΎπ0
2
=
0.25 × 125.00 × 15 × 355
1.0
= 2496094πππ
π = ππ₯ = 30.4ππ
π = min (1.25π; π)
= min(38; 75)
= 38.0ππ
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 2496094
× 10−3
30.4
= 328.43ππ
Page | 329
π‘π = 15ππ
As π‘π < 16ππ,
ππ¦ = 355πππ
Grade 8.8 M24 bolts
are used:
Diameter of washer:
ππ€ = 44ππ
ππ€
ππ€ =
= 11ππ
4
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Method 2:
(8π − 2ππ€ )πππ,1,π
π
πΉπ,1,π
π =
2ππ − ππ€ (π + π)
=
(8 × 38 − 2 × 11) × 2496094
× 10−3
2 × 30.4 × 38 − 11 × (30.4 + 38)
= 451.80ππ
πΉπ‘,π
π
πΉπ‘
πΉπ‘,π
π
Mode 2 Bolt failure with flange yielding
resistance:
πππ,2,π
π =
0.25 ∑ ππππ,2 π‘π2 ππ¦
πΎπ0
0.25 × 125.0 × 152 × 355
=
1.0
= 2496094πππ
πΉπ‘,π
π =
=
π2 ππ’π π΄π
πΎπ2
0.9 × 800 × 353
1.25
= 203328π
∑ πΉπ‘,π
π = 2 × πΉπ‘,π
π = 2 × 203328
= 406656π
Page | 330
For Grade 8.8 M24
bolts:
π2 = 0.9
Ultimate strength:
ππ’π = 800πππ
Shear area:
π΄π = 353ππ2
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
2πππ,2,π
π + π ∑ πΉπ‘,π
π
πΉπ,2,π
π =
π+π
2 × 2496094 + 38 × 406656
× 10−3
30.4 + 38
= 298.91ππ
=
πΉπ‘,π
π
πΉπ‘
πΉπ‘,π
π
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 2πΉπ‘,π
π
= 2 × 203328 × 10−3
= 406.66ππ
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(328.43; 298.91; 406.66}
= 298.91ππ
Beam web in tension
As bolt row 1 is in the extension of the end plate,
the resistance of the beam web in tension is not
applicable to this bolt row.
Page | 331
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
ππ = (π€ − π‘π€π −
2 × 0.8π π€ )/2
Bolt row 2:
End plate in bending
π = ππ = 38.55ππ
= (100 − 10.1 −
2 × 0.8 × 8)/2
π = 75ππ
= 38.55ππ
π2 = π1−2 − π₯ − π‘ππ − 0.8π π
π1 =
= 100 − 40 − 15.6 − 0.8 × 12
=
= 34.8ππ
Based on Figure 6.11 of SS EN1993-1-8: Values
of πΌ for stiffened column flanges and end-plates,
πΌ = 7.5
For pair of bolts in a column flange below a
stiffener (or cap plate) or in an end plate below the
beam flange:
π
π+π
38.55
38.55 + 75
= 0.34
π2 =
=
π2
π+π
34.8
38.55 + 75
= 0.31
Page | 332
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
The circular patterns effective length for:
Circular yielding:
ππππ,ππ = 2ππ = 2π × 38.55 = 242.22ππ
The non-circular patterns effective length for:
Side yielding near beam flange or a stiffener:
ππππ,ππ = πΌπ = 7.5 × 38.55 = 289.13ππ
Effective length for mode 1:
ππππ,1 = min(ππππ,ππ ; ππππ,ππ ) = 242.22ππ
Effective length for mode 2:
ππππ,2 = ππππ,ππ = 289.13ππ
SCI_P398
SS EN19931-8
Mode 1 Complete flange yielding resistance:
πππ,1,π
π =
=
0.25 ∑ ππππ,1 π‘π2 ππ¦
πΎπ0
0.25 × 242.22 × 152 × 355
1.0
= 4836767πππ
π = min (1.25π; π)
= min(48.19; 75)
= 48.19ππ
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 4836767
× 10−3
38.55
= 501.87ππ
Page | 333
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Method 2:
(8π − 2ππ€ )πππ,1,π
π
πΉπ,1,π
π =
2ππ − ππ€ (π + π)
(8 × 48.19 − 2 × 11) × 4836767
2 × 38.55 × 48.19 − 11 × (38.55 + 48.19)
× 10−3
=
= 636.75ππ
Mode 2 Bolt failure with flange yielding
resistance:
πππ,2,π
π =
0.25 ∑ ππππ,2 π‘π2 ππ¦
πΎπ0
0.25 × 289.13 × 152 × 355
=
1.0
= 5773465πππ
πΉπ,2,π
π =
=
2πππ,2,π
π + π ∑ πΉπ‘,π
π
π+π
2 × 5773465 + 48.19 × 406656
× 10−3
38.55 + 48.19
= 359.05ππ
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 2πΉπ‘,π
π
= 2 × 203328 × 10−3
= 406.66ππ
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(501.87; 359.05; 406.66}
= 359.05ππ
Page | 334
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
6.2.6.8 (1)
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Beam web in tension
ππππ,π,π€π = ππππ
πΉπ‘,π€π,π
π =
ππππ,π‘,π€π π‘π€π ππ¦,π
πΎπ0
242.22 × 10.1 × 355
=
× 10−3
1.0
= 868.47ππ
= 242.22ππ
*Conservatively,
consider the smallest
ππππ (6.2.6.8 (2))
For UB 533x210x92:
π‘π€π = 10.1ππ
Bolt row 3:
End plate in bending
For pair of bolts in a column flange away from any
stiffener or in an end plate, away from the flange
or any stiffener:
The circular patterns effective length for:
Circular yielding:
ππππ,ππ = 2ππ = 2π × 38.55 = 242.22ππ
Page | 335
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
The non-circular patterns effective length for:
Side yielding:
ππππ,ππ = 4π + 1.25π = 4 × 38.55 + 1.25 × 75
= 247.95ππ
Effective length for mode 1:
ππππ,1 = min(ππππ,ππ ; ππππ,ππ ) = 242.22ππ
Effective length for mode 2:
ππππ,2 = ππππ,ππ = 247.95ππ
SCI_P398
SS EN19931-8
Mode 1 Complete flange yielding resistance:
πππ,1,π
π =
0.25 ∑ ππππ,1 π‘π2 ππ¦
πΎπ0
0.25 × 242.22 × 152 × 355
=
1.0
= 4836767πππ
π = min (1.25π; π)
= min(48.19; 75)
= 48.19ππ
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 4836767
× 10−3
38.55
= 501.87ππ
Method 2:
(8π − 2ππ€ )πππ,1,π
π
πΉπ,1,π
π =
2ππ − ππ€ (π + π)
(8 × 48.19 − 2 × 11) × 4836767 × 10−3
=
2 × 38.55 × 48.19 − 11 × (38.55 + 48.19)
= 636.75ππ
Page | 336
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Mode 2 Bolt failure with flange yielding
resistance:
πππ,2,π
π =
0.25 ∑ ππππ,2 π‘π2 ππ¦
πΎπ0
0.25 × 247.95 × 152 × 355
=
1.0
= 4951252πππ
πΉπ,2,π
π =
=
2πππ,2,π
π + π ∑ πΉπ‘,π
π
π+π
2 × 4951252 + 48.19 × 406656
× 10−3
38.55 + 48.19
= 340.09ππ
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 2πΉπ‘,π
π
= 2 × 203328 × 10−3
= 406.66ππ
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(501.87; 340.09; 406.66}
= 340.09ππ
SS EN19931-8
6.2.6.8 (1)
ππππ,π,π€π = ππππ
Beam web in tension
πΉπ‘,π€π,π
π =
=
ππππ,π‘,π€π π‘π€π ππ¦,π
πΎπ0
242.22 × 10.1 × 355
× 10−3
1.0
= 868.47ππ
Page | 337
= 242.22ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Bolt row 2 & 3 combined:
End plate in bending
As row 1 and row 2 is separated by beam flange,
row 1 acts individually. However, for bolt row 3,
the resistance of it may be limited by the resistance
of rows 2 & 3 as a group.
SS EN19931-8
6.2.6.5
Table 6.6
Row 2 is classified as “First bolt-row below
tension flange of beam” with effective length:
Circular patterns:
ππππ,ππ = ππ + π = π × 38.55 + 100
= 221.11ππ
Non-circular patterns:
ππππ,ππ = 0.5π + πΌπ − (2π + 0.625π)
= 0.5 × 100 + 7.5 × 38.55 − (2 × 38.55 +
0.625 × 75)
= 215.15ππ
Page | 338
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Row 3 is classified as “Other end bolt-row” with
effective length:
Circular patterns:
ππππ,ππ = ππ + π = π × 38.55 + 100
= 221.11ππ
Non-circular patterns:
ππππ,ππ = 2π + 0.625π + 0.5π
= 2 × 38.55 + 0.625 × 75 + 0.5 × 100
= 173.98ππ
The total effective length for this bolt group
combination:
∑ ππππ,ππ = 221.11 + 221.11 = 442.22ππ
∑ ππππ,ππ = 215.15 + 173.98 = 389.13ππ
Effective length for mode 1:
∑ ππππ,1 = min (∑ ππππ,ππ ; ∑ ππππ,ππ )
= 389.13ππ
Effective length for mode 2:
∑ ππππ,2 = ∑ ππππ,ππ = 389.13ππ
Mode 1 Complete flange yielding resistance:
πππ,1,π
π
0.25 ∑ ππππ,1 π‘π2 ππ¦
=
πΎπ0
0.25 × 389.13 × 152 × 355
=
1.0
= 7770340πππ
π = min (1.25π; π)
= min(48.19; 75)
= 48.19ππ
Page | 339
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 7770340
× 10−3
38.55
= 806.26ππ
Method 2:
(8π − 2ππ€ )πππ,1,π
π
πΉπ,1,π
π =
2ππ − ππ€ (π + π)
(8 × 48.19 − 2 × 11) × 7770340
2 × 38.55 × 48.19 − 11 × (38.55 + 48.19)
× 10−3
=
= 1022.95ππ
Mode 2 Bolt failure with flange yielding
resistance:
πππ,2,π
π =
0.25 ∑ ππππ,2 π‘π2 ππ¦
πΎπ0
0.25 × 389.13 × 152 × 355
=
1.0
= 7770340πππ
πΉπ,2,π
π =
=
2πππ,2,π
π + π ∑ πΉπ‘,π
π
π+π
2 × (7770340 + 48.19 × 406656)
× 10−3
38.55 + 48.19
= 631.01ππ
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 4πΉπ‘,π
π
= 4 × 203328 × 10−3
= 813.31ππ
Page | 340
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(806.26; 631.01; 813.31}
= 631.01ππ
SS EN19931-8
6.2.6.8 (1)
Beam web in tension
πΉπ‘,π€π,π
π =
=
ππππ,π,π€π = ∑ ππππ
ππππ,π‘,π€π π‘π€π ππ¦,π
πΎπ0
= 389.13ππ
389.13 × 10.1 × 355
× 10−3
1.0
= 1395.23ππ
The resistance of bolt row 3 is limited to:
πΉπ‘3,π
π = πΉπ‘2−3,π
π − πΉπ‘2,π
π = 631.01 − 359.05
= 271.96ππ
Summary of tension resistance of T-stubs:
Row
Resistance
Row 1 alone
Row 2 alone
Row 3 alone
Row 2 and 3
298.91kN
359.05kN
340.09kN
631.01kN
Page | 341
Effective
Resistance
298.91kN
359.05kN
271.96kN
-
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
6.2.6.7 (1)
Check 2b – Moment resistance (Compression zone)
Calculations
Remark
Design moment resistance of the beam crosssection (S355 UB533x210x92):
ππ,π
π is read from
SCI_P363 page D-66
ππ,π
π = 838πππ
For UB533x210x92:
βπ = 533.1ππ
π‘ππ = 15.6ππ
πΉπ,ππ,π
π =
=
ππ,π
π
β − π‘ππ
838
× 103
533.1 − 15.6
= 1619.32ππ
Page | 342
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
6.2.7.2 (9)
Check 2 – Moment resistance
Calculations
The effective resistances of bolt rows need to be
reduced when the bolt row resistance is greater
than 1.9πΉπ‘,π
π
1.9πΉπ‘,π
π = 1.9 × 203.33 = 386.32ππ
As all bolt row resistances are lesser than
386.32kN, no reduction is required.
Equilibrium of forces
Total effective tension resistance:
∑ πΉπ‘,π
π = 298.91 + 359.05 + 271.96
= 929.91ππ < πΉπ,ππ,π
π = 1619.32ππ
Hence, no reduction is required for the tensile
resistance.
β1
SS EN19931-8
6.2.7.2 (1)
β2
β3
The moment resistance of the connection may be
determined using:
ππ,π
π = ∑ βπ πΉπ‘,π,π
π
π
Page | 343
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Moment resistance
Calculations
Taking the center of compression to be at the midthickness of the compression flange of the beam:
β1 = βπ − (
Remark
π‘ππ
)+π₯
2
15.6
) + 40
= 533.1 − (
2
= 565.3ππ
β2 = β1 − 100 = 465.3ππ
β3 = β2 − 100 = 365.3ππ
ππ,π
π = β1 πΉ1,π,π
π + β2 πΉ2,π,π
π + β3 πΉ3,π,π
π
= 565.3 × 298.91 + 465.3 × 359.05 + 356.3 ×
271.96
= 435.38πππ > ππΈπ = 300πππ
Page | 344
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Shear resistance of bolt group
Calculations
Ref
SCI_P398
For Grade 8.8 M24 bolts:
πΌπ£ = 0.6
π΄π = 353ππ2
ππ’π = 800πππ
Shear resistance of an individual bolt:
πΌπ£ ππ’π π΄π
πΉπ£,π
π =
πΎπ2
=
0.6 × 800 × 353
× 10−3
1.25
= 135.55ππ
2.8π2
π1 = min (
− 1.7; 2.5)
π0
= min (2.8 ×
75
− 1.7; 2.5)
26
= 2.5
πΌπ = min (
π1
1 π1 ππ’π
− ;
;
; 1.0)
3π0 4 3π0 ππ’
100
1 50 800
= min (
− ;
;
; 1.0)
3 × 26 4 3 × 26 510
= 0.64
Page | 345
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Shear resistance of bolt group
Calculations
Bearing resistance of an individual bolt:
π1 πΌπ ππ’ ππ‘
πΉπ,π
π =
πΎπ2
=
Remark
2.5 × 0.64 × 510 × 24 × 15
1.25
= 235.38ππ
Hence, resistance of an individual bolt:
πΉπ
π = min(πΉπ£,π
π ; πΉπ,π
π )
= min(135.55; 235.38)
= 135.55ππ
According to SCI_P398, the shear resistance of the
upper rows may be taken conservatively as 28% of
the shear resistance without tension, thus the shear
resistance of the bolt group is:
ππ
π = (4 + 6 × 0.28) × πΉπ
π
= 5.68 × 135.55
= 769.94ππ > ππΈπ = 500ππ
OK
Note:
In this example, the primary beam is an edge beam which supports secondary beam on one
side only. Torsion on the primary beam should be checked during the beam design.
Page | 346
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Additional info (whether stiffeners for protruding plate are required)
Ref
Calculations
Remark
Stiffeners
SS EN19931-8
SCI_P398
If stiffener is used to strengthen the extension of
the end plate, the end plate bending resistance will
be increased.
π = ππ = 38.55ππ
Bolt row 1:
End Plate in Beading
For pair of bolts in an unstiffened end plate
extension:
The circular patterns effective length for:
Circular yielding:
ππππ,ππ = 2ππ = 2 × π × 38.55 = 242.22ππ
Individual end yielding:
ππππ,ππ = ππ + 2ππ₯ = π × 38.55 + 2 × 50
= 221.11ππ
∴ The circular pattern effective length:
ππππ,ππ = min(242.22; 221.11)
= 221.11ππ
Page | 347
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Additional info (whether stiffeners for protruding plate are required)
Ref
Calculations
Remark
The Non-circular patterns effective length for:
ππ₯ = π₯ − 0.8π π
Side yielding:
ππππ,ππ = 4π + 1.25ππ₯
= 40 − 0.8 × 12
= 30.4ππ
= 4 × 38.55 + 1.25 × 50 = 247.95ππ
Corner yielding away from the stiffener/flange:
ππππ,ππ = 2π + 0.625ππ₯ + π
π1 = 0.34
π2 = 0.27
∴ πΌ = 7.7
= 2 × 38.55 + 0.625 × 50 + 75
= 173.98ππ
Corner yielding:
ππππ,ππ = πΌπ − (2π + 0.625π) + ππ₯
= 7.7 × 38.55 − (2 × 38.55 + 0.625 × 75) + 50
= 222.86ππ
∴ The non-circular pattern effective length:
ππππ,ππ = min(247.95; 173.98; 222.86)
= 173.98ππ
Effective length for mode 1:
ππππ,1 = min (ππππ,ππ ; ππππ,ππ ) = 173.98ππ
Effective length for mode 2:
ππππ,2 = ππππ,ππ = 173.98ππ
Mode 1 Complete flange yielding resistance:
πππ,1,π
π =
0.25 ∑ ππππ,1 π‘π2 ππ¦
πΎπ0
0.25 × 173.98 × 152 × 355
=
1.0
= 3474063πππ
π = ππ = 38.55ππ
Page | 348
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Additional info (whether stiffeners for protruding plate are required)
Ref
Calculations
Remark
π = min (1.25π; π)
= min(48.19; 75)
= 48.19ππ
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 3474063
× 10−3
38.55
= 360.47ππ
Method 2:
(8π − 2ππ€ )πππ,1,π
π
πΉπ,1,π
π =
2ππ − ππ€ (π + π)
=
(8 × 48.19 − 2 × 11) × 3474063
× 10−3
2 × 38.6 × 48.2 − 11 × (38.6 + 48.2)
= 457.35ππ
Mode 2 Bolt failure with flange yielding
resistance:
πππ,2,π
π
=
0.25 ∑ ππππ,2 π‘π2 ππ¦
=
πΎπ0
0.25 × 173.98 × 152 × 355
1.0
= 3474063πππ
πΉπ‘,π
π =
=
π2 ππ’π π΄π
πΎπ2
0.9 × 800 × 353
1.25
= 203328π
∑ πΉπ‘,π
π = 2 × πΉπ‘,π
π = 2 × 203328
= 406656π
Page | 349
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Additional info (whether stiffeners for protruding plate are required)
Ref
Calculations
Remark
2πππ,2,π
π + π ∑ πΉπ‘,π
π
πΉπ,2,π
π =
π+π
=
2 × 3474063 + 48.19 × 406656
× 10−3
38.55 + 48.19
= 306.03ππ
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 2πΉπ‘,π
π
= 2 × 203328 × 10−3
= 406.66ππ
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(360.47; 306.03; 406.66}
= 306.03ππ
Moment resistance:
ππ,π
π = β1 πΉ1,π,π
π + β2 πΉ2,π,π
π + β3 πΉ3,π,π
π
= 565.3 × 306.03 + 465.3 × 359.05 + 356.3 ×
271.96
= 439.41πππ
Note: In this example, adding a stiffener behind the extended end plate will increase the
moment capacity of the connection to a limited extend. Hence, stiffeners is not needed for the
extended end plate. However, adding the stiffener may have a more significant effect in
increasing load capacity for connections with larger extension.
Page | 350
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.4.11 Example 17 – Beam-to-Beam connection (moment-resisting connection) in minor
axis (Section b)
a
b
=
p3=100
e1=60
P1,2=100
Grade 8.8, M24
e2=75
=π
S355
UB 533 210 92
Page | 351
S355
UB 533 210 109
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Weld of beam web to end plate
Calculations
SS EN19931-8
6.2.2 (1)
In welded connections and bolted connections
with end-plates, the welds connecting the beam
web should be designed to transfer the shear force
from the connected beam to the joint, without any
assistance from the welds connecting the beam
flanges.
SS EN1993
Length of fillet weld connecting beam web:
πΏπ€ = 2ππ
= 2 × 476.5
= 953ππ
SCI_P363
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S355:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.35ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.65ππ/ππ
Page | 352
Remark
For UB533x210x92:
Depth between
fillets:
ππ = 476.5ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Weld of beam web to end plate
Calculations
Shear resistance:
ππ
π = πΉπ€,πΏ,π
π πΏπ€
Remark
= 1.35 × 953
= 1286.55ππ > ππΈπ = 300ππ
Page | 353
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1a – Resistance of flange PPBW
Calculations
Remark
PPBW
BS 5950-1
6.9.2
Partial penetration butt weld resistance:
The minimum throat size of a longitudinal partial
penetration butt weld should be 2√π‘ (in mm),
where t is the thickness of the thinner part of joint.
SS EN19931-1
4.7.2 (1)
The design resistance of a partial penetration butt
weld should be determined using the method for a
deep penetration fillet weld.
In this example, the angle between the transverse
force and weld throat π = 90°. Provided the
groove angle is greater than 60° or U-butt is
adopted, the throat thickness is equal to the depth
of penetration.
Groove angle ≥ 60°
π·
Choose partial butt weld with 12mm (> 2√15.6 =
7.90ππ) throat thickness and grade S355 which
match the beam material properties:
Page | 354
ππ’ = 470πππ for
S355 weld
πΎπ2 = 1.25
For UB533x210x92:
ππ = 209.3ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1a – Resistance of flange PPBW
Calculations
The design transverse resistance of weld:
0.9ππ’
πΉπ€,π,π
π =
π
πΎπ2
=
Remark
0.9 × 470 × 12
× 10−3
1.25
= 4.06ππ/ππ
The tensile resistance of the weld:
πΉπ‘,π
π = πΉπ€,π,π
π ππ
= 4.06 × 209.3
= 849.93ππ > ∑ πΉπ‘,π
π = 631.01ππ
Note:
Welding cannot be done behind the plate within the flange of the primary beam.
Page | 355
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P398
SS EN19931-8
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Bolt spacings:
End distance: ππ₯ = 60ππ
Edge distance: π = 75ππ
Spacing (gauge): π€ = 100ππ
Spacing row 1 – 2: π1−2 = 100ππ
Spacing row 2 – 3:π2−3 = 313.1ππ
ππ = (π€ − π‘π€π −
2 × 0.8π π€ )/2
Bolt row 1:
End plate in bending
π = ππ = 38.55ππ
= (100 − 10.1 −
2 × 0.8 × 8)/2
π = 75ππ
= 38.55ππ
π2 = ππ₯ − π‘ππ − 0.8π π
π1 =
= 60 − 15.6 − 0.8 × 12
=
= 34.8ππ
Based on Figure 6.11 of SS EN1993-1-8: Values
of πΌ for stiffened column flanges and end-plates,
πΌ = 7.5
For pair of bolts in a column flange below a
stiffener (or cap plate) or in an end plate below the
beam flange:
The circular patterns effective length for:
Circular yielding:
ππππ,ππ = 2ππ = 2π × 38.55 = 242.22ππ
The non-circular patterns effective length for:
Side yielding near beam flange or a stiffener:
ππππ,ππ = πΌπ = 7.5 × 38.55 = 289.13ππ
Page | 356
π
π+π
38.55
38.55 + 75
= 0.34
π2 =
=
π2
π+π
34.8
38.55 + 75
= 0.31
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Effective length for mode 1:
ππππ,1 = min(ππππ,ππ ; ππππ,ππ ) = 242.22ππ
Effective length for mode 2:
ππππ,2 = ππππ,ππ = 289.13ππ
SCI_P398
SS EN19931-8
Mode 1 Complete flange yielding resistance:
πππ,1,π
π
0.25 ∑ ππππ,1 π‘π2 ππ¦
=
πΎπ0
2
=
0.25 × 242.22 × 15 × 355
1.0
= 4836767πππ
π = min (1.25π; π)
= min(48.19; 75)
= 48.19ππ
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 4836767
× 10−3
38.55
= 501.87ππ
Method 2:
(8π − 2ππ€ )πππ,1,π
π
πΉπ,1,π
π =
2ππ − ππ€ (π + π)
(8 × 48.19 − 2 × 11) × 4836767
2 × 38.55 × 48.19 − 11 × (38.55 + 48.19)
× 10−3
=
= 636.75ππ
Page | 357
π‘π = 15ππ
As π‘π < 16ππ,
ππ¦ = 355πππ
Grade 8.8 M24 bolts
are used:
Diameter of washer:
ππ€ = 44ππ
ππ€
ππ€ =
= 11ππ
4
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Mode 2 Bolt failure with flange yielding
For Grade 8.8 M24
resistance:
bolts:
π2 = 0.9
0.25 ∑ ππππ,2 π‘π2 ππ¦
Ultimate strength:
πππ,2,π
π =
ππ’π = 800πππ
πΎπ0
Shear area:
2
π΄π = 353ππ2
0.25 × 289.13 × 15 × 355
=
1.0
= 5773465πππ
πΉπ‘,π
π =
=
π2 ππ’π π΄π
πΎπ2
0.9 × 800 × 353
1.25
= 203328π
∑ πΉπ‘,π
π = 2 × πΉπ‘,π
π = 2 × 203328
= 406656π
πΉπ,2,π
π =
=
2πππ,2,π
π + π ∑ πΉπ‘,π
π
π+π
2 × 5773465 + 48.19 × 406656
× 10−3
38.55 + 48.19
= 359.05ππ
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 2πΉπ‘,π
π
= 2 × 203328 × 10−3
= 406.66ππ
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(501.87; 359.05; 406.66}
= 359.05ππ
Page | 358
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
6.2.6.8 (1)
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Beam web in tension
ππππ,π,π€π = ππππ
πΉπ‘,π€π,π
π =
ππππ,π‘,π€π π‘π€π ππ¦,π
πΎπ0
242.22 × 10.1 × 355
=
× 10−3
1.0
= 868.47ππ
= 242.22ππ
*Conservatively,
consider the smallest
ππππ (6.2.6.8 (2))
For UB 533x210x92:
π‘π€π = 10.1ππ
Bolt row 2:
End plate in bending
For pair of bolts in a column flange away from any
stiffener or in an end plate, away from the flange
or any stiffener:
The circular patterns effective length for:
Circular yielding:
ππππ,ππ = 2ππ = 2π × 38.55 = 242.22ππ
The non-circular patterns effective length for:
Side yielding:
ππππ,ππ = 4π + 1.25π = 4 × 38.55 + 1.25 × 75
= 247.95ππ
Effective length for mode 1:
ππππ,1 = min(ππππ,ππ ; ππππ,ππ ) = 242.22ππ
Effective length for mode 2:
ππππ,2 = ππππ,ππ = 247.95ππ
Page | 359
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P398
SS EN19931-8
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Mode 1 Complete flange yielding resistance:
πππ,1,π
π
=
0.25 ∑ ππππ,1 π‘π2 ππ¦
=
πΎπ0
0.25 × 242.22 × 152 × 355
1.0
= 4836767πππ
π = min (1.25π; π)
= min(48.19; 75)
= 48.19ππ
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 4836767
× 10−3
38.55
= 501.87ππ
Method 2:
(8π − 2ππ€ )πππ,1,π
π
πΉπ,1,π
π =
2ππ − ππ€ (π + π)
(8 × 48.19 − 2 × 11) × 4836767
2 × 38.55 × 48.19 − 11 × (38.55 + 48.19)
× 10−3
=
= 636.75ππ
Mode 2 Bolt failure with flange yielding
resistance:
πππ,2,π
π =
=
0.25 ∑ ππππ,2 π‘π2 ππ¦
πΎπ0
0.25 × 247.95 × 152 × 355
1.0
= 4951252πππ
Page | 360
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
2πππ,2,π
π + π ∑ πΉπ‘,π
π
πΉπ,2,π
π =
π+π
=
2 × 4951252 + 48.19 × 406656
× 10−3
38.55 + 48.19
= 340.09ππ
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 2πΉπ‘,π
π
= 2 × 203328 × 10−3
= 406.66ππ
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(501.87; 340.09; 406.66}
= 340.09ππ
SS EN19931-8
6.2.6.8 (1)
ππππ,π,π€π = ππππ
Beam web in tension
πΉπ‘,π€π,π
π =
=
ππππ,π‘,π€π π‘π€π ππ¦,π
πΎπ0
242.22 × 10.1 × 355
× 10−3
1.0
= 868.47ππ
Bolt row 1 & 2 combined:
End plate in bending
For bolt row 2, the resistance of it may be limited
by the resistance of rows 1 & 2 as a group.
Page | 361
= 242.22ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
6.2.6.5
Table 6.6
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Row 1 is classified as “First bolt-row below
tension flange of beam” with effective length:
Circular patterns:
ππππ,ππ = ππ + π = π × 38.55 + 100
= 221.11ππ
Non-circular patterns:
ππππ,ππ = 0.5π + πΌπ − (2π + 0.625π)
= 0.5 × 100 + 7.5 × 38.55 − (2 × 38.55 +
0.625 × 75)
= 215.15ππ
Row 2 is classified as “Other end bolt-row” with
effective length:
Circular patterns:
ππππ,ππ = ππ + π = π × 38.55 + 100
= 221.11ππ
Non-circular patterns:
ππππ,ππ = 2π + 0.625π + 0.5π
= 2 × 38.55 + 0.625 × 75 + 0.5 × 100
= 173.98ππ
The total effective length for this bolt group
combination:
∑ ππππ,ππ = 221.11 + 221.11 = 442.22ππ
∑ ππππ,ππ = 215.15 + 173.98 = 389.13ππ
Effective length for mode 1:
∑ ππππ,1 = min (∑ ππππ,ππ ; ∑ ππππ,ππ )
= 389.13ππ
Effective length for mode 2:
∑ ππππ,2 = ∑ ππππ,ππ = 389.13ππ
Page | 362
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Mode 1 Complete flange yielding resistance:
πππ,1,π
π
=
0.25 ∑ ππππ,1 π‘π2 ππ¦
=
πΎπ0
0.25 × 389.13 × 152 × 355
1.0
= 7770340πππ
π = min (1.25π; π)
= min(48.19; 75)
= 48.19ππ
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 7770340
× 10−3
38.55
= 806.26ππ
Method 2:
πΉπ,1,π
π =
(8π − 2ππ€ )πππ,1,π
π
2ππ − ππ€ (π + π)
(8 × 48.19 − 2 × 11) × 7770340
2 × 38.55 × 48.19 − 11 × (38.55 + 48.19)
× 10−3
=
= 1022.95ππ
Mode 2 Bolt failure with flange yielding
resistance:
πππ,2,π
π
0.25 ∑ ππππ,2 π‘π2 ππ¦
=
πΎπ0
0.25 × 389.13 × 152 × 355
=
1.0
= 7770340πππ
Page | 363
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
2πππ,2,π
π + π ∑ πΉπ‘,π
π
πΉπ,2,π
π =
π+π
=
2 × (7770340 + 48.19 × 406656)
× 10−3
38.55 + 48.19
= 631.01ππ
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 4πΉπ‘,π
π
= 4 × 203328 × 10−3
= 813.31ππ
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(806.26; 631.01; 813.31}
= 631.01ππ
SS EN19931-8
6.2.6.8 (1)
Beam web in tension
πΉπ‘,π€π,π
π =
=
ππππ,π,π€π = ∑ ππππ
ππππ,π‘,π€π π‘π€π ππ¦,π
πΎπ0
= 389.13ππ
389.13 × 10.1 × 355
× 10−3
1.0
= 1395.23ππ
The resistance of bolt row 2 is limited to:
πΉπ‘2,π
π = πΉπ‘1−2,π
π − πΉπ‘1,π
π = 631.01 − 359.05
= 271.96ππ
Summary of tension resistance of T-stubs:
Row
Resistance
Row 1 alone
Row 2 alone
Row 1 and 2
359.05kN
340.09kN
631.01kN
Page | 364
Effective
Resistance
359.05kN
271.96kN
-
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
6.2.6.7 (1)
Check 2b – Moment resistance (Compression zone)
Calculations
Remark
Design moment resistance of the beam crosssection (S355 UB533x210x92):
ππ,π
π is read from
SCI_P363 page D-66
ππ,π
π = 838πππ
For UB533x210x92:
βπ = 533.1ππ
π‘ππ = 15.6ππ
πΉπ,ππ,π
π =
=
ππ,π
π
β − π‘ππ
838
× 103
533.1 − 15.6
= 1619.32ππ
Page | 365
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
6.2.7.2 (9)
Check 2 – Moment resistance
Calculations
The effective resistances of bolt rows need to be
reduced when the bolt row resistance is greater
than 1.9πΉπ‘,π
π
1.9πΉπ‘,π
π = 1.9 × 203.33 = 386.32ππ
As all bolt row resistances are lesser than
386.32kN, no reduction is required.
Equilibrium of forces
Total effective tension resistance:
∑ πΉπ‘,π
π = 359.05 + 271.96
= 631.01ππ < πΉπ,ππ,π
π = 1619.32ππ
Hence, no reduction is required for the tensile
resistance.
β1
SS EN19931-8
6.2.7.2 (1)
β2
The moment resistance of the connection may be
determined using:
ππ,π
π = ∑ βπ πΉπ‘,π,π
π
π
Page | 366
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Moment resistance
Calculations
Taking the center of compression to be at the midthickness of the compression flange of the beam:
Remark
π‘ππ
β1 = βπ − ( ) − ππ₯
2
15.6
) − 60
= 533.1 − (
2
= 465.3ππ
β2 = β1 − 100 = 365.3ππ
ππ,π
π = β1 πΉ1,π,π
π + β2 πΉ2,π,π
π
= (465.3 × 359.05 + 356.3 × 271.96) × 10−3
= 266.41πππ > ππΈπ = 200πππ
Page | 367
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Shear resistance of bolt group
Calculations
Ref
SCI_P398
For Grade 8.8 M24 bolts:
πΌπ£ = 0.6
π΄π = 353ππ2
ππ’π = 800πππ
Shear resistance of an individual bolt:
πΌπ£ ππ’π π΄π
πΉπ£,π
π =
πΎπ2
=
0.6 × 800 × 353
× 10−3
1.25
= 135.55ππ
2.8π2
π1 = min (
− 1.7; 2.5)
π0
= min (2.8 ×
75
− 1.7; 2.5)
26
= 2.5
πΌπ = min (
π1
1 π1 ππ’π
− ;
;
; 1.0)
3π0 4 3π0 ππ’
100
1 60 800
= min (
− ;
;
; 1.0)
3 × 26 4 3 × 26 510
= 0.77
Page | 368
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Shear resistance of bolt group
Calculations
Bearing resistance of an individual bolt:
π1 πΌπ ππ’ ππ‘
πΉπ,π
π =
πΎπ2
=
Remark
2.5 × 0.77 × 510 × 24 × 15
1.25
= 282.46ππ
Hence, resistance of an individual bolt:
πΉπ
π = min(πΉπ£,π
π ; πΉπ,π
π )
= min(135.55; 282.46)
= 135.55ππ
According to SCI_P398, the shear resistance of the
upper rows may be taken conservatively as 28% of
the shear resistance without tension, thus the shear
resistance of the bolt group is:
ππ
π = (2 + 4 × 0.28) × πΉπ
π
= 3.12 × 135.55
ππ
π = 422.92ππ > ππΈπ = 300ππ
OK
Note:
In this example, the primary beam is an edge beam which supports secondary beam on one
side only. Torsion on the primary beam should be checked during the beam design.
Page | 369
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.4.12 Example 18 – Beam-to-Beam connection (moment-resisting connection) in major
axis and/or minor axis (section b)
= π
75 100 60
75 100 60
100
100
b
533.1
60
250
533.1
a
=
60
S355
UB 533 210 92
Grade 8.8, M24
250
S355
UB 533 210 92
=π
80 60
40
70
c
S355
UB 356 127 39
353.4
60
=
As the design calculations for 2.4.12a is similar to that of 2.4.11. Refer to 2.4.11 for
details.
Page | 370
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Weld connecting beam web
Calculations
SS EN19931-8 6.2.2 (1)
In weld connections and bolted connections
with end-plates, the welds connecting the beam
web should be designed to transfer the shear
force from the connected beam to the joint,
without any assistance from the welds
connecting the beam flanges.
SS EN1993
Length of fillet weld connecting beam web:
πΏπ€ = 2ππ
Remark
For UB533×210×92:
Depth between fillets:
ππ = 476.5ππ
= 2 × 476.5
= 953ππ
SCI_P363
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S355:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.35ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.65ππ/ππ
Shear resistance:
ππ
π = πΉπ€,πΏ,π
π πΏπ€
= 1.35 × 953
= 1286.55ππ > ππΈπ = 350ππ
Page | 371
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1a– Resistance of PPBW on beam flange and end plate
Calculations
Remark
PPBW between
beam and end plate
BS 5950-1
6.9.2
Partial penetration butt weld resistance:
The minimum throat size of a longitudinal partial
penetration butt weld should be 2√π‘ (in mm),
where t is the thickness of the thinner part of joint.
SS EN19931-1
4.7.2 (1)
The design resistance of a partial penetration butt
weld should be determined using the method for a
deep penetration fillet weld.
In this example, the angle between the transverse
force and weld throat π = 90°. Provided the
groove angle is greater than 60° or U-butt is
adopted, the throat thickness is equal to the depth
of penetration.
Groove angle ≥ 60°
π·
Choose partial butt weld with 12mm (> 2√15.6 =
7.90ππ) throat thickness and grade S355 which
match the beam material properties:
Page | 372
ππ’ = 470πππ for
S355 weld
πΎπ2 = 1.25
For UB533x210x92:
ππ = 209.3ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1a– Resistance of PPBW on beam flange and end plate
Calculations
Remark
The design transverse resistance of weld:
0.9ππ’
πΉπ€,π,π
π =
π
πΎπ2
=
0.9 × 470 × 12
× 10−3
1.25
= 4.06ππ/ππ
The tensile resistance of the weld:
πΉπ‘,π
π = πΉπ€,π,π
π ππ
= 4.06 × 209.3
= 849.76ππ > ∑ πΉπ‘,π
π = 409.22ππ
Page | 373
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Beam shear check
Calculations
Ref
Remark
For UB533×210×92:
Depth: βπ = 533.1ππ
Width: ππ = 209.3ππ
Web thickness: π‘π€π = 10.1ππ
Flange thickness: π‘ππ = 15.6ππ
Root radius:ππ = 12.7ππ
Depth between fillets: ππ = 476.5ππ
Cross-sectional area: π΄π = 11700ππ2
SS EN1993
Shear area of beam:
π΄π£ = π΄π − 2ππ π‘ππ + (π‘π€π + 2ππ )π‘ππ
= 11700 − 2 × 209.3 × 15.6 + (10.1 +
2 × 12.7) × 15.6
= 5723.64ππ2
Shear resistance:
πππ,π
π = π΄π£ (
ππ¦π
√3
= 5723.64 × (
)/πΎπ0
355
√3
)
= 1173.11ππ > ππΈπ = 350ππ
Page | 374
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
For UC203x203x60:
Depth: βπ = 209.6ππ
Width: ππ = 205.8ππ
Web thickness: π‘π€π = 9.4ππ
Flange thickness: π‘ππ = 14.2ππ
Root radius: ππ = 10.2ππ
Depth between fillets: ππ = 160.8ππ
Cross-sectional area: π΄π = 7640ππ2
Bolt spacings:
End distance: ππ₯ = 60ππ
Edge distance (end plate): ππ = 75ππ
Spacing (gauge): π€ = 100ππ
Edge distance (column flange):
ππ = 0.5 × (ππ − π€) = 52.90ππ
Spacing row 1 – 2: π1−2 = 100ππ
Spacing row 2 – 3:π2−3 = 313.1ππ
ππ
ππ
SCI_P398
SS EN19931-8
Bolt row 1:
Column flange in bending
π = ππ =
=
π€ − π‘π€π − 2 × 0.8ππ
2
100 − 9.4 − 2 × 0.8 × 10.2
2
= 37.14ππ
Page | 375
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
ππππ = min(ππ ; ππ )
= min(52.9; 75)
= 52.9ππ
For pair of bolts in a column flange away from any
stiffener:
The circular patterns effective length for:
Circular yielding:
ππππ = 2ππ = 2 × π × 37.14 = 233.36ππ
The non-circular patterns effective length for:
Side yielding:
ππππ = 4π + 1.25π = 4 × 37.14 + 1.25 × 52.9
= 214.69ππ
Effective length for mode 1:
ππππ,1 = min(ππππ,ππ ; ππππ,ππ ) = 214.69ππ
Effective length for mode 2:
ππππ,2 = ππππ,ππ = 214.69ππ
SCI_P398
SS EN19931-8
Mode 1 Complete flange yielding resistance:
πππ,1,π
π
2
0.25 ∑ ππππ,1 π‘ππ
ππ¦
=
πΎπ0
2
=
0.25 × 214.69 × 14.2 × 355
1.0
= 3841906πππ
π = min(1.25π; π)
= min(46.43; 52.9)
= 46.43ππ
Page | 376
π‘ππ = 14.2ππ
< 16ππ
ππ¦ = 355πππ
Grade 8.8 M24 bolts
are used:
Diameter of washer:
ππ€ = 44ππ
ππ€
ππ€ =
= 11ππ
4
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 3841906
× 10−3
37.14
= 413.78ππ
Method 2:
(8π − 2ππ€ )πππ,1,π
π
πΉπ,1,π
π =
2ππ − ππ€ (π + π)
(8 × 46.43 − 2 × 11) × 3841906
2 × 37.14 × 46.43 − 11 × (37.14 + 46.43)
× 10−3
=
= 530.74ππ
Mode 2 Bolt failure with flange yielding resistance:
πππ,2,π
π
=
2
0.25 ∑ ππππ,2 π‘ππ
ππ¦
=
πΎπ0
0.25 × 214.69 × 14.22 × 355
1.0
= 3841906πππ
πΉπ‘,π
π =
=
π2 ππ’π π΄π
πΎπ2
0.9 × 800 × 353
1.25
= 203328π
∑ πΉπ‘,π
π = 2 × πΉπ‘,π
π = 2 × 203328
= 406656π
Page | 377
For Grade 8.8 M24
bolts:
π2 = 0.9
Ultimate strength:
ππ’π = 800πππ
Shear area:
π΄π = 353ππ2
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
2πππ,2,π
π + π ∑ πΉπ‘,π
π
πΉπ,2,π
π =
π+π
=
2 × 3841906 + 46.43 × 406656
× 10−3
37.14 + 46.43
= 317.87ππ
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 2πΉπ‘,π
π
= 2 × 203328 × 10−3
= 406.66ππ
Resistance of column flange in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(413.78; 317.87; 406.66}
= 317.87ππ
SS EN19931-8
6.2.6.3 (3)
Column web in transverse tension
For a bolted connection, the effective width
ππππ,π,π€π of column web should be taken as equal to
the effective length of equivalent T-stub
representing the column flange
∴ ππππ,π,π€π = ππππ,1 = 214.69ππ
Table 5.4
For single-side beam, the transformation parameter
π½≈1
Table 6.3
For π½ = 1,
π = π1 =
1
π
π‘ 2
√1 + 1.3 ( πππ,π,π€π π€π )
π΄π£π
1
=
√1 + 1.3 × (214.69 ×
2
9.4
)
2218.44
= 0.69
Shear resistance of
column:
π΄π£π = π΄π −
2ππ π‘ππ + (π‘π€π +
2ππ )π‘ππ
= 7640 − 2 ×
205.8 × 14.2 +
(9.4 + 2 × 10.2) ×
14.2
= 2218.44ππ2
Page | 378
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
6.2.6.3
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Design resistance of unstiffened column web to
transverse tension:
πΉπ‘,π€π,π
π =
=
πππππ,π‘,π€π π‘π€π ππ¦,π€π
πΎπ0
0.69 × 214.69 × 9.4 × 355
× 10−3
1.0
= 497.25ππ
End plate in bending
π = ππ =
=
π1 =
π€ − π‘π€π − 2 × 0.8π π€
2
100 − 10.1 − 2 × 0.8 × 8
2
=
π
π+π
38.55
38.55 + 75
= 0.34
= 38.55ππ
π = ππ = 75ππ
π2 =
π2 = ππ₯ − π‘ππ − 0.8π π
π2
π+π
34.8
38.55 + 75
= 60 − 15.6 − 0.8 × 12
=
= 34.8ππ
= 0.31
Based on Figure 6.11 of SS EN1993-1-8: Values of
πΌ for stiffened column flanges and end-plates,
πΌ = 7.2
For pair of bolts in a column flange below a
stiffener (or cap plate) or in an end plate below the
beam flange:
The circular patterns effective length for:
Circular yielding:
ππππ,ππ = 2ππ = 2π × 38.55 = 242.22ππ
The non-circular patterns effective length for:
Side yielding near beam flange or a stiffener:
ππππ,ππ = πΌπ = 7.2 × 38.55 = 277.56ππ
Page | 379
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Effective length for mode 1:
ππππ,1 = min(ππππ,ππ ; ππππ,ππ ) = 242.22ππ
Effective length for mode 2:
ππππ,2 = ππππ,ππ = 277.56ππ
SCI_P398
SS EN19931-8
Mode 1 Complete flange yielding resistance:
πππ,1,π
π
=
0.25 ∑ ππππ,1 π‘π2 ππ¦
=
πΎπ0
0.25 × 242.22 × 152 × 355
1.0
= 4836767πππ
π = min (1.25π; π)
= min(48.19; 75)
= 48.19ππ
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 4836767
× 10−3
38.55
= 501.87ππ
Method 2:
(8π − 2ππ€ )πππ,1,π
π
πΉπ,1,π
π =
2ππ − ππ€ (π + π)
(8 × 48.19 − 2 × 11) × 4836767
2 × 38.55 × 48.19 − 11 × (38.55 + 48.19)
× 10−3
=
= 636.75ππ
Page | 380
π‘π = 15ππ
< 16ππ
ππ¦ = 355πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Mode 2 Bolt failure with flange yielding resistance:
πππ,2,π
π
=
0.25 ∑ ππππ,2 π‘π2 ππ¦
=
πΎπ0
0.25 × 277.56 × 152 × 355
1.0
= 5542526πππ
πΉπ,2,π
π =
=
2πππ,2,π
π + π ∑ πΉπ‘,π
π
π+π
2 × 5542526 + 48.19 × 406656
× 10−3
38.55 + 48.19
= 353.72ππ
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 2πΉπ‘,π
π
= 2 × 203328 × 10−3
= 406.66ππ
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(501.87; 353.72; 406.66}
= 353.72ππ
SS EN19931-8
6.2.6.8 (1)
ππππ,π,π€π = ππππ
Beam web in tension
πΉπ‘,π€π,π
π =
ππππ,π‘,π€π π‘π€π ππ¦,π
πΎπ0
242.22 × 10.1 × 355
=
× 10−3
1.0
= 868.47ππ
Page | 381
= 242.22ππ
*Conservatively,
consider the smallest
ππππ (6.2.6.8 (2))
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Summary of resistance of T-stubs for bolt row 1
Column flange bending
Column web in tension
End plate in bending
Beam web in tension
πΉπ‘,ππ,π
π
πΉπ‘,π€π,π
π
πΉπ‘,ππ,π
π
πΉπ‘,π€π,π
π
= 317.87ππ
= 497.25ππ
= 353.72ππ
= 868.47ππ
∴The resistance of bolt row 1:
πΉπ‘,1,π
π = 317.87ππ
Bolt row 2:
Column flange in bending
The resistance of the column flange in bending is
same as that for bolt row 1.
πΉπ‘,ππ,π
π = 317.87ππ
Column web in transverse tension
The resistance of the column web in transverse
tension is same as that for bolt row 1
πΉπ‘,π€π,π
π = 497.25ππ
End plate in bending
For pair of bolts in a column flange away from any
stiffener or in an end plate, away from the flange or
any stiffener:
Page | 382
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
The circular patterns effective length for:
Circular yielding:
ππππ,ππ = 2ππ = 2π × 38.55 = 242.22ππ
The non-circular patterns effective length for:
Side yielding:
ππππ,ππ = 4π + 1.25π = 4 × 38.55 + 1.25 × 75
= 247.95ππ
Effective length for mode 1:
ππππ,1 = min(ππππ,ππ ; ππππ,ππ ) = 242.22ππ
Effective length for mode 2:
ππππ,2 = ππππ,ππ = 247.95ππ
SCI_P398
SS EN19931-8
Mode 1 Complete flange yielding resistance:
πππ,1,π
π =
=
0.25 ∑ ππππ,1 π‘π2 ππ¦
πΎπ0
0.25 × 242.22 × 152 × 355
1.0
= 4836767πππ
π = min (1.25π; π)
= min(48.19; 75)
= 48.19ππ
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 4836767
× 10−3
38.55
= 501.87ππ
Page | 383
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Method 2:
(8π − 2ππ€ )πππ,1,π
π
πΉπ,1,π
π =
2ππ − ππ€ (π + π)
(8 × 48.19 − 2 × 11) × 4836767
2 × 38.55 × 48.19 − 11 × (38.55 + 48.19)
× 10−3
=
= 636.75ππ
Mode 2 Bolt failure with flange yielding resistance:
πππ,2,π
π
=
0.25 ∑ ππππ,2 π‘π2 ππ¦
=
πΎπ0
0.25 × 247.95 × 152 × 355
1.0
= 4951252πππ
πΉπ,2,π
π =
=
2πππ,2,π
π + π ∑ πΉπ‘,π
π
π+π
24951252 + 48.19 × 406656
× 10−3
38.55 + 48.19
= 340.09ππ
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 2πΉπ‘,π
π
= 2 × 203328 × 10−3
= 406.66ππ
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(501.87; 340.09; 406.66}
= 340.09ππ
Page | 384
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
6.2.6.8 (1)
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Beam web in tension
ππππ,π,π€π = ππππ
πΉπ‘,π€π,π
π =
=
ππππ,π‘,π€π π‘π€π ππ¦,π
πΎπ0
242.22 × 10.1 × 355
× 10−3
1.0
= 868.47ππ
The above resistance for bolt row 2 all considered
the resistance of the row acting alone. The
resistance of bolt row 2 may be limited by the
resistance of combined blot row 1 and 2.
Bolt rows 1 and 2 combined
Column flange in bending
π = ππ = 37.14ππ
ππππ = 52.9ππ
π = 100ππ
For top row in an unstiffened column:
The circular patterns effective length for:
Bolt groups close to free edge:
ππππ,ππ = 2π1 + π
∗ π1 is large for the column, so this case will not be
critical
Page | 385
= 242.22ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Bolt groups away from a free edge:
ππππ,ππ = ππ + π = π × 37.14 + 100
= 216.68ππ
∑ ππππ,ππ = 2 × 216.68 = 433.36ππ
The non-circular patterns effective length for:
Bolt groups close to free edge:
ππππ,ππ = π1 + 0.5π
∗ π1 is large so this will not be critical
Bolt groups away from a free edge:
ππππ,ππ = 2π + 0.625π + 0.5π
= 2 × 37.14 + 0.625 × 52.9 + 0.5 × 100
= 157.34ππ
∑ ππππ,ππ = 2 × 157.34 = 314.69ππ
Effective length for mode 1:
∑ ππππ,1 = min (∑ ππππ,ππ ; ∑ ππππ,ππ )
= 314.69ππ
Effective length for mode 2:
∑ ππππ,2 = ∑ ππππ,ππ = 314.69ππ
SCI_P398
SS EN19931-8
Mode 1 Complete flange yielding resistance:
πππ,1,π
π
=
2
0.25 ∑ ππππ,1 π‘ππ
ππ¦
=
πΎπ0
0.25 × 314.69 × 14.22 × 355
1.0
= 5631461πππ
Page | 386
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
π = min(1.25π; π)
= min(46.43; 52.9)
= 46.43ππ
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 5631461
× 10−3
37.14
= 606.51ππ
Method 2:
(8π − 2ππ€ )πππ,1,π
π
πΉπ,1,π
π =
2ππ − ππ€ (π + π)
(8 × 46.43 − 2 × 11) × 5631461
2 × 37.14 × 46.43 − 11 × (37.14 + 46.43)
× 10−3
=
= 777.96ππ
Mode 2 Bolt failure with flange yielding resistance:
πππ,2,π
π
2
0.25 ∑ ππππ,2 π‘ππ
ππ¦
=
πΎπ0
0.25 × 314.69 × 14.22 × 355
=
1.0
= 5631461πππ
∑ πΉπ‘,π
π = 4 × πΉπ‘,π
π = 4 × 203328
= 813312π
πΉπ,2,π
π =
=
2πππ,2,π
π + π ∑ πΉπ‘,π
π
π+π
2 × 5631461 + 46.43 × 813312
× 10−3
37.14 + 46.43
= 586.62ππ
Page | 387
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 4πΉπ‘,π
π
= 4 × 203328 × 10−3
= 813.31ππ
Resistance of column flange in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(606.51; 586.62; 813.31}
= 586.62ππ
SS EN19931-8
6.2.6.3 (3)
Column web in transverse tension
For a bolted connection, the effective width
ππππ,π,π€π of column web should be taken as equal to
the effective length of equivalent T-stub
representing the column flange
∴ ππππ,π,π€π = ππππ,1 = 314.69ππ
Table 6.3
1
π = π1 =
π
π‘ 2
√1 + 1.3 ( πππ,π,π€π π€π )
π΄π£π
1
=
√1 + 1.3 × (314.69 ×
2
9.4
)
2218.44
= 0.55
6.2.6.3
Design resistance of unstiffened column web to
transverse tension:
πΉπ‘,π€π,π
π =
=
πππππ,π‘,π€π π‘π€π ππ¦,π€π
πΎπ0
0.55 × 314.69 × 9.4 × 355
× 10−3
1.0
= 577.08ππ
Page | 388
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
6.2.6.5
Table 6.6
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
End plate in bending
Row 1 is classified as “First bolt-row below tension
flange of beam” with effective length:
Circular patterns:
ππππ,ππ = ππ + π = π × 38.55 + 100
= 221.11ππ
Non-circular patterns:
ππππ,ππ = 0.5π + πΌπ − (2π + 0.625π)
= 0.5 × 100 + 7.2 × 38.55 − (2 × 38.55 +
0.625 × 75)
= 203.59ππ
Row 2 is classified as “Other end bolt-row” with
effective length:
Circular patterns:
ππππ,ππ = ππ + π = π × 38.55 + 100
= 221.11ππ
Non-circular patterns:
ππππ,ππ = 2π + 0.625π + 0.5π
= 2 × 38.55 + 0.625 × 75 + 0.5 × 100
= 173.98ππ
The total effective length for this bolt group
combination:
∑ ππππ,ππ = 221.11 + 221.11 = 442.22ππ
∑ ππππ,ππ = 203.59 + 173.98 = 377.56ππ
Effective length for mode 1:
∑ ππππ,1 = min (∑ ππππ,ππ ; ∑ ππππ,ππ )
= 377.56ππ
Page | 389
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Effective length for mode 2:
∑ ππππ,2 = ∑ ππππ,ππ = 377.56ππ
Mode 1 Complete flange yielding resistance:
πππ,1,π
π =
=
0.25 ∑ ππππ,1 π‘π2 ππ¦
πΎπ0
0.25 × 377.56 × 152 × 355
1.0
= 7539401πππ
π = min (1.25π; π)
= min(48.19; 75)
= 48.19ππ
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 7539401
× 10−3
38.55
= 782.30ππ
Method 2:
πΉπ,1,π
π =
(8π − 2ππ€ )πππ,1,π
π
2ππ − ππ€ (π + π)
(8 × 48.19 − 2 × 11) × 7539401
2 × 38.55 × 48.19 − 11 × (38.55 + 48.19)
× 10−3
=
= 992.55ππ
Page | 390
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Mode 2 Bolt failure with flange yielding resistance:
πππ,2,π
π
=
0.25 ∑ ππππ,2 π‘π2 ππ¦
=
πΎπ0
0.25 × 377.56 × 152 × 355
1.0
= 7539401πππ
πΉπ,2,π
π =
=
2πππ,2,π
π + π ∑ πΉπ‘,π
π
π+π
2 × (7539401 + 48.19 × 406656)
× 10−3
38.55 + 48.19
= 625.68ππ
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 4πΉπ‘,π
π
= 4 × 203328 × 10−3
= 813.31ππ
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(782.30; 625.68; 813.31}
= 625.68ππ
Summary of resistance of bolt rows 1 and 2
combination
Column side:
Column flange in bending
πΉπ‘,ππ,π
π = 586.6ππ
Column web in tension
πΉπ‘,π€π,π
π = 577.1ππ
The resistance of bolt row 2 on the column side
limited to:
πΉπ‘,2,π,π
π = πΉπ‘,12,π
π − πΉπ‘,1,π
π
= 577.08 − 317.87
= 259.21ππ
Page | 391
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Beam side:
End plate in bending
πΉπ‘,ππ,π
π = 625.68ππ
The resistance of bolt row 2 on the beam side
limited to:
πΉπ‘,2,π,π
π = πΉπ‘,12,π
π − πΉπ‘,1,π
π
= 625.68 − 317.87
= 307.81ππ
Summary of resistance of bolt row 2
Column flange in bending
Column web in tension
Beam web in tension
End plate in bending
Column side limitation
Beam side limitation
πΉπ‘,ππ,π
π
πΉπ‘,π€π,π
π
πΉπ‘,π€π,π
π
πΉπ‘,ππ,π
π
πΉπ‘,2,π
π
πΉπ‘,2,π
π
∴The resistance of bolt row 2:
πΉπ‘,2,π
π = 259.21ππ
Page | 392
= 317ππ
= 497ππ
= 868ππ
= 340ππ
= 259ππ
= 308ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3b – Compression zone
Calculations
Ref
π‘ππ
Column web in transverse compression
As the depth of the end plate is same as the beam,
the dispersion of the force may not be same as
normal end plate connection with sufficient depth.
Effective length of column web:
ππππ,π,π€π = π‘ππ + π π + 5(π‘ππ + π ) +
π π
2
= 15.6 + 12 + 5 × (14.2 + 10.2) + 15
= 164.6ππ
Plate slenderness:
πΜ
π = 0.932√
= 0.932√
ππππ,π,π€π ππ ππ¦
2
πΈπ‘π€π
164.6 × 209.6 × 355
210000 × 9.42
= 0.76 > 0.72
π=
=
πΜ
π − 0.2
πΜ
2π
0.76 − 0.2
0.762
= 0.97
Page | 393
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3b – Compression zone
Calculations
Ref
Remark
As π½ = 1,
π΄π£π = 2218.44ππ2
1
π=
π
π‘ 2
√1 + 1.3 ( πππ,π,π€π π€π )
π΄π£π
= 0.78
Design resistance of an unstiffened column web:
πΉπ,π€π,π
π =
=
ππ€π = 1
πππ€π πππππ,π,π€π π‘π€π ππ¦
πΎπ1
0.78 × 0.97 × 164.6 × 9.4 × 355
× 10−3
1.0
= 417.80ππ
SS EN19931-8
6.2.6.7 (1)
Beam flange and web in compression
Design moment resistance of the beam crosssection (S355 UB457x152x67):
ππ,π
π = 838πππ
πΉπ,ππ,π
π =
=
ππ,π
π
β − π‘ππ
838
× 103
533.1 − 15.6
= 1619.32ππ
Column web in shear
The plastic shear resistance of an unstiffened web:
ππ€π,π
π =
=
0.9ππ¦ π΄π£π
√3πΎπ0
0.9 × 355 × 2218.44
√3
= 409.22ππ
Page | 394
ππ,π
π is read from
SCI_P363 page D-68
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3b – Compression zone
Calculations
∴ The resistance of the compression zone is:
πΉπ,π
π = min(πΉπ,π€π,π
π ; πΉπ,ππ,π
π ; ππ€π,π
π )
= min(417.80; 1619.32; 409.22)
= 409.22ππ
Page | 395
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Moment resistance
Calculations
Ref
β1
SCI_P398
SS EN19931-8
β2
Effective resistances of bolt rows
The effective resistance of each of the bolt row:
πΉπ‘,1,π
π = 317.87ππ
πΉπ‘,2,π
π = 259.21ππ
According to SS EN1993-1-8 6.2.7.2 (9), the
effective resistances of the bolt rows need to be
reduced if the resistance of one single row exceed
1.9πΉπ‘,π
π
1.9πΉπ‘,π
π = 1.9 × 203.33 = 386.32ππ
Since the effective resistance of tension of the bolt
row is within the limit, no reduction is required.
UK NA states that no reduction is required if:
π‘π ππ π‘ππ ≤
π ππ’π
= 18.96ππ
√
1.9 ππ¦
In this example, as π‘π = 15ππ < 18.96ππ, no
reduction is needed.
Equilibrium of forces
Total effective tension resistance:
∑ πΉπ‘,π
π = πΉπ‘,1,π
π + πΉπ‘,2,π
π = 317.87 + 259.21
= 577.08ππ
Page | 396
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Moment resistance
Calculations
Ref
Remark
Compression resistance:
πΉπ,π
π = 409.22ππ < ∑ πΉπ‘,π
π
∴ Reduction is needed and can be done by
reducing the resistance of bottom row of bolt
Hence,
πΉπ‘,2,π
π = 259.21 − (577.08 − 409.22)
= 91.35ππ
SS EN19931-8
6.2.7.2 (1)
Moment resistance of joint
The moment resistance of the connection may be
determined using:
ππ,π
π = ∑ βπ πΉπ‘,π,π
π
π
Taking the center of compression to be at the midthickness of the compression flange of the beam:
π‘ππ
β1 = βπ − ( ) − ππ₯
2
15.6
) − 60
= 533.1 − (
2
= 465.3ππ
β2 = β1 − 100 = 365.3ππ
ππ,π
π = β1 πΉ1,π,π
π + β2 πΉ2,π,π
π
= 465.3 × 317.87 + 365.3 × 91.35
= 181.28πππ > ππΈπ = 100πππ
Page | 397
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Vertical shear resistance of bolt group
Calculations
Ref
SCI_P398
For Grade 8.8 M24 bolts:
πΌπ£ = 0.6
π΄π = 353ππ2
ππ’π = 800πππ
Shear resistance of an individual bolt:
πΌπ£ ππ’π π΄π
πΉπ£,π
π =
πΎπ2
=
0.6 × 800 × 353
× 10−3
1.25
= 135.55ππ
Bearing on end plate:
2.8π2
π1 = min (
− 1.7; 2.5)
π0
= min (2.8 ×
50
− 1.7; 2.5)
26
= 2.5
πΌπ = min (
π1
1 π1 ππ’π
− ;
;
; 1.0)
3π0 4 3π0 ππ’
100
1 60 800
= min (
− ;
;
; 1.0)
3 × 26 4 3 × 26 510
= 0.77
Page | 398
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Vertical shear resistance of bolt group
Calculations
π1 πΌπ ππ’ ππ‘
πΉπ,π
π =
πΎπ2
=
Remark
2.5 × 0.77 × 510 × 24 × 15
1.25
= 282.46ππ
Hence, resistance of an individual bolt:
πΉπ
π = min(πΉπ£,π
π ; πΉπ,π
π )
= min(135.55; 282.46)
= 135.55ππ
According to SCI_P398, the shear resistance of the
upper rows may be taken conservatively as 28% of
the shear resistance without tension, thus the shear
resistance of the bolt group is:
ππ
π = (2 + 4 × 0.28) × πΉπ
π
= 3.12 × 135.55
ππ
π = 422.92ππ > ππΈπ = 350ππ
Page | 399
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.4.13 Example 19 – Beam-to-Beam connection (moment-resisting connection) in major
axis and/or minor axis (section c)
= π
75 100 60
75 100 60
100
100
b
533.1
60
250
533.1
a
=
60
S355
UB 533 210 92
Grade 8.8, M24
250
S355
UB 533 210 92
=π
80 60
40
70
c
S355
UB 356 127 39
353.4
60
=
Page | 400
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Weld of beam web to end plate
Calculations
SS EN19931-8
6.2.2 (1)
In welded and bolted connections with end-plates,
the welds connecting the beam web should be
designed to transfer the shear force from the
connected beam to the joint, without any
assistance from the welds connecting the beam
flanges.
SS EN1993
Length of fillet weld connecting beam web:
πΏπ€ = 2ππ
Remark
For UB356x127x39:
Depth between
fillets:
ππ = 311.6ππ
= 2 × 311.6
= 623.2ππ
SCI_P363
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S355:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.35ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.65ππ/ππ
Shear resistance:
ππ
π = πΉπ€,πΏ,π
π πΏπ€
= 1.35 × 623.2
= 841.32ππ > ππΈπ = 200ππ
Page | 401
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Resistance of PPBW
Calculations
Ref
BS 5950-1
6.9.2
Remark
Partial penetration butt weld resistance:
The minimum throat size of a longitudinal partial
penetration butt weld should be 2√π‘ (in mm),
where t is the thickness of the thinner part of joint.
SS EN19931-1
4.7.2 (1)
The design resistance of a partial penetration butt
weld should be determined using the method for a
deep penetration fillet weld.
SCI_P363
In this example, the angle between the transverse
force and weld throat π = 90°. Provided the
groove angle is greater than 60° or U-butt is
adopted, the throat thickness is equal to the depth
of penetration.
Groove angle ≥ 60°
π·
Choose partial butt weld with 8mm (> 2√10.7 =
6.54ππ) throat thickness and grade S355 which
match the beam material properties:
The design transverse resistance of weld:
0.9ππ’
πΉπ€,π,π
π =
π
πΎπ2
=
0.9 × 470 × 8
× 10−3
1.25
= 2.71ππ/ππ
Page | 402
ππ’ = 470πππ for
S355 weld
πΎπ2 = 1.25
For UB356x127x39:
ππ = 126ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Resistance of PPBW
Calculations
The tensile resistance of the weld:
Remark
πΉπ‘,π
π = πΉπ€,π,π
π ππ
= 2.71 × 126
= 341.11ππ
Applied tensile force on beam flange:
πΉπΈπ =
=
ππΈπ
βπ − π‘ππ
100
× 103
353.4 − 10.7
= 291.80ππ < πΉπ‘,π
π = 341.11ππ
Page | 403
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN1993
Check 5 – Welding on stiffener plate
Calculations
Beam flange tensile resistance:
πΉπ
π.ππππππ =
=
π‘π ππ ππ¦,ππ
πΎπ0
10.7 × 126 × 355
× 10−3
1.0
= 478.61ππ
Applied tensile force on beam flange at the
connection:
πΉπΈπ =
=
ππΈπ,2
βπ − π‘ππ
150
× 10−3
353.4 − 10.7
= 437.70ππ < πΉπ
π,ππππππ = 478.61ππ
Fillet weld between beam stub and stiffener
plate:
Length of fillet weld parallel to the tensile force:
πΏπ€,πΏ =
=
ππ − π‘π€π − 2 × ππ
2
205.8 − 9.4 − 2 × 10.2
2
= 88ππ
Page | 404
Remark
For beam
UB356x127x39:
ππ = 126ππ
βπ = 353.4ππ
π‘ππ = 10.7ππ
For column
UC203x203x60:
βπ = 209.6ππ
Depth between
fillets:
ππ = 160.8ππ
π‘π€π = 9.4ππ
ππ = 10.2ππ
ππ = 205.8ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 5 – Welding on stiffener plate
Calculations
Length of fillet weld perpendicular to the tensile
force:
πΏπ€,π = ππ = 126ππ
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S355:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.35ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.65ππ/ππ
Tensile resistance of fillet weld:
πΉπ
π = 2πΉπ€,πΏ,π
π πΏπ€,πΏ + πΉπ€,π,π
π πΏπ€,π
= 2 × 1.35 × 88 + 1.65 × 126
= 491.37ππ > πΉπΈπ = 437.70ππ
Fillet weld between stiffener plate and column:
Length of fillet weld parallel to the tensile force:
πΏπ€,πΏ = 88ππ
Length of fillet weld perpendicular to the tensile
force:
πΏπ€,π,2 = ππ = 160.8ππ
Page | 405
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 5 – Welding on stiffener plate
Calculations
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S355:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.35ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.65ππ/ππ
Tensile resistance of fillet weld:
πΉπ
π = 2πΉπ€,πΏ,π
π πΏπ€,πΏ + πΉπ€,π,π
π πΏπ€,π
= 2 × 1.35 × 88 + 1.65 × 160.8
= 502.92ππ > πΉπΈπ = 437.70ππ
Page | 406
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Bolt spacings:
End distance: ππ₯ = 60ππ
Edge distance: π = 40ππ
Spacing (gauge): π€ = 80ππ
Spacing row 1 – 2: π1−2 = 70ππ
π2
π
SCI_P398
SS EN19931-8
π
ππ = (π€ − π‘π€π −
2 × 0.8π π€ )/2
Bolt row 1:
End plate in bending
π = ππ = 30.3ππ
= (80 − 6.6 − 2 ×
0.8 × 8)/2
π = 40ππ
= 30.3ππ
π2 = ππ₯ − π‘ππ − 0.8π π
π1 =
= 60 − 10.7 − 0.8 × 12
=
= 39.7ππ
Based on Figure 6.11 of SS EN1993-1-8: Values
of πΌ for stiffened column flanges and end-plates,
πΌ = 5.9
Page | 407
π
π+π
30.3
30.3 + 40
= 0.43
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
π2
For pair of bolts in a column flange below a
π2 =
π+π
stiffener (or cap plate) or in an end plate below the
beam flange:
39.7
=
30.3 + 40
The circular patterns effective length for:
Circular yielding:
ππππ,ππ = 2ππ = 2π × 30.3 = 190.38ππ
= 0.56
The non-circular patterns effective length for:
Side yielding near beam flange or a stiffener:
ππππ,ππ = πΌπ = 5.9 × 30.3 = 178.77ππ
Effective length for mode 1:
ππππ,1 = min(ππππ,ππ ; ππππ,ππ ) = 178.77ππ
Effective length for mode 2:
ππππ,2 = ππππ,ππ = 178.77ππ
SCI_P398
SS EN19931-8
Mode 1 Complete flange yielding resistance:
πππ,1,π
π
0.25 ∑ ππππ,1 π‘π2 ππ¦
=
πΎπ0
0.25 × 178.77 × 152 × 355
=
1.0
= 3569813πππ
π = min (1.25π; π)
= min(37.88; 40)
= 37.88ππ
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 3569813
× 10−3
30.3
= 471.26ππ
Page | 408
π‘π = 15ππ
As π‘π < 16ππ,
ππ¦ = 355πππ
Grade 8.8 M20 bolts
are used:
Diameter of washer:
ππ€ = 37ππ
ππ€
ππ€ =
= 9.25ππ
4
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Method 2:
(8π − 2ππ€ )πππ,1,π
π
πΉπ,1,π
π =
2ππ − ππ€ (π + π)
(8 × 37.88 − 2 × 9.25) × 3569813
2 × 30.3 × 37.88 − 9.25 × (30.3 + 37.88)
× 10−3
=
= 610.12ππ
Mode 2 Bolt failure with flange yielding
resistance:
πππ,2,π
π =
0.25 ∑ ππππ,2 π‘π2 ππ¦
πΎπ0
0.25 × 178.77 × 152 × 355
=
1.0
= 3569813πππ
πΉπ‘,π
π =
=
π2 ππ’π π΄π
πΎπ2
0.9 × 800 × 245
1.25
= 141120π
∑ πΉπ‘,π
π = 2 × πΉπ‘,π
π = 2 × 141120
= 282240π
πΉπ,2,π
π =
=
2πππ,2,π
π + π ∑ πΉπ‘,π
π
π+π
2 × 3569813 + 37.88 × 282240
× 10−3
30.3 + 37.88
= 261.53ππ
Page | 409
For Grade 8.8 M20
bolts:
π2 = 0.9
Ultimate strength:
ππ’π = 800πππ
Shear area:
π΄π = 245ππ2
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 2πΉπ‘,π
π
= 2 × 141120 × 10−3
= 282.24ππ
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(471.26; 261.53; 282.24}
= 261.53ππ
SS EN19931-8
6.2.6.8 (1)
ππππ,π,π€π = ππππ
Beam web in tension
πΉπ‘,π€π,π
π =
ππππ,π‘,π€π π‘π€π ππ¦,π
πΎπ0
178.77 × 6.6 × 355
=
× 10−3
1.0
= 418.86ππ
= 178.77ππ
*Conservatively,
consider the smallest
ππππ (6.2.6.8 (2))
For UB 457x152x67:
π‘π€π = 6.6ππ
π
π
Page | 410
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Bolt row 2:
End plate in bending
For pair of bolts in a column flange away from any
stiffener or in an end plate, away from the flange
or any stiffener:
The circular patterns effective length for:
Circular yielding:
ππππ,ππ = 2ππ = 2π × 30.3 = 190.38ππ
The non-circular patterns effective length for:
Side yielding:
ππππ,ππ = 4π + 1.25π = 4 × 30.3 + 1.25 × 40
= 171.2ππ
Effective length for mode 1:
ππππ,1 = min(ππππ,ππ ; ππππ,ππ ) = 171.2ππ
Effective length for mode 2:
ππππ,2 = ππππ,ππ = 171.2ππ
SCI_P398
SS EN19931-8
Mode 1 Complete flange yielding resistance:
πππ,1,π
π
=
0.25 ∑ ππππ,1 π‘π2 ππ¦
=
πΎπ0
0.25 × 171.2 × 152 × 355
1.0
= 3418650πππ
π = min (1.25π; π)
= min(37.88; 40)
= 37.88ππ
Page | 411
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Method 1:
πΉπ,1,π
π =
=
4πππ,1,π
π
π
4 × 3418650
× 10−3
30.3
= 451.31ππ
Method 2:
(8π − 2ππ€ )πππ,1,π
π
πΉπ,1,π
π =
2ππ − ππ€ (π + π)
(8 × 37.88 − 2 × 9.25) × 3418650
2 × 30.3 × 37.88 − 9.25 × (30.3 + 37.88)
× 10−3
=
= 584.29ππ
Mode 2 Bolt failure with flange yielding
resistance:
πππ,2,π
π
=
0.25 ∑ ππππ,2 π‘π2 ππ¦
=
πΎπ0
0.25 × 171.2 × 152 × 355
1.0
= 3418650πππ
πΉπ,2,π
π =
=
2πππ,2,π
π + π ∑ πΉπ‘,π
π
π+π
2 × 3418650 + 37.88 × 282240
× 10−3
30.3 + 37.88
= 257.09ππ
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 2πΉπ‘,π
π
= 2 × 141120 × 10−3
= 282.24ππ
Page | 412
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(451.31; 257.09; 282.24}
= 257.09ππ
SS EN19931-8
6.2.6.8 (1)
ππππ,π,π€π = ππππ
Beam web in tension
πΉπ‘,π€π,π
π =
=
ππππ,π‘,π€π π‘π€π ππ¦,π
πΎπ0
= 171.2ππ
171.2 × 6.6 × 355
× 10−3
1.0
= 401.12ππ
π
π
π
Bolt row 1 & 2 combined:
End plate in bending
For bolt row 2, the resistance of it may be limited
by the resistance of rows 1 & 2 as a group.
Page | 413
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
6.2.6.5
Table 6.6
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Row 1 is classified as “First bolt-row below
tension flange of beam” with effective length:
Circular patterns:
ππππ,ππ = ππ + π = π × 30.3 + 70
= 165.19ππ
Non-circular patterns:
ππππ,ππ = 0.5π + πΌπ − (2π + 0.625π)
= 0.5 × 70 + 5.9 × 30.3 − (2 × 30.3 + 0.625 ×
40)
= 128.17ππ
Row 2 is classified as “Other end bolt-row” with
effective length:
Circular patterns:
ππππ,ππ = ππ + π = π × 30.3 + 70
= 165.19ππ
Non-circular patterns:
ππππ,ππ = 2π + 0.625π + 0.5π
= 2 × 30.3 + 0.625 × 40 + 0.5 × 70
= 120.60ππ
The total effective length for this bolt group
combination:
∑ ππππ,ππ = 165.19 + 165.19 = 330.38ππ
∑ ππππ,ππ = 128.17 + 120.60 = 248.77ππ
Effective length for mode 1:
∑ ππππ,1 = min (∑ ππππ,ππ ; ∑ ππππ,ππ )
= 248.77ππ
Effective length for mode 2:
∑ ππππ,2 = ∑ ππππ,ππ = 248.77ππ
Page | 414
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Mode 1 Complete flange yielding resistance:
πππ,1,π
π
=
0.25 ∑ ππππ,1 π‘π2 ππ¦
=
πΎπ0
0.25 × 248.77 × 152 × 355
1.0
= 4967626πππ
π = min (1.25π; π)
= min(37.88; 40)
= 37.88ππ
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 4967626
× 10−3
30.3
= 655.79ππ
Method 2:
πΉπ,1,π
π =
(8π − 2ππ€ )πππ,1,π
π
2ππ − ππ€ (π + π)
(8 × 37.88 − 2 × 9.25) × 4967626
2 × 30.3 × 37.88 − 9.25 × (30.3 + 37.88)
× 10−3
=
= 849.02ππ
Mode 2 Bolt failure with flange yielding
resistance:
πππ,2,π
π
0.25 ∑ ππππ,2 π‘π2 ππ¦
=
πΎπ0
0.25 × 248.77 × 152 × 355
=
1.0
= 4967626πππ
Page | 415
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
2πππ,2,π
π + π ∑ πΉπ‘,π
π
πΉπ,2,π
π =
π+π
=
2 × (4967626 + 37.88 × 282240)
× 10−3
30.3 + 37.88
= 459.33ππ
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 4πΉπ‘,π
π
= 4 × 141120 × 10−3
= 564.48ππ
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(655.79; 459.33; 564.48}
= 459.33ππ
Summary of tension resistance of T-stubs:
Ref
SS EN19931-8
6.2.6.7 (1)
Row
Resistance
Row 1 alone
Row 2 alone
Row 1 and 2
261.53kN
257.09kN
459.33kN
Effective
Resistance
261.53kN
197.81kN
-
Check 2b – Moment resistance (Compression zone)
Calculations
Remark
Design moment resistance of the beam crossππ,π
π is read from
section (S355 UB533x210x92):
SCI_P363 page D-70
ππ,π
π = 234πππ
πΉπ,ππ,π
π =
=
For UB356x127x39:
βπ = 353.4ππ
π‘ππ = 10.7ππ
ππ,π
π
β − π‘ππ
234
× 103
353.4 − 10.7
= 682.81ππ
Page | 416
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Moment resistance
Calculations
Ref
β2
SS EN19931-8
6.2.7.2 (9)
β1
The effective resistances of bolt rows need to be
reduced when the bolt row resistance is greater
than 1.9πΉπ‘,π
π
1.9πΉπ‘,π
π = 1.9 × 141.12 = 268.13ππ
As all bolt row resistances are lesser than
268.13kN, no reduction is required.
Equilibrium of forces
Total effective tension resistance:
∑ πΉπ‘,π
π = 261.53 + 197.81
= 459.33ππ < πΉπ,ππ,π
π = 682.81ππ
Hence, no reduction is required for the tensile
resistance.
SS EN19931-8
6.2.7.2 (1)
The moment resistance of the connection may be
determined using:
ππ,π
π = ∑ βπ πΉπ‘,π,π
π
π
Taking the center of compression to be at the midthickness of the compression flange of the beam:
Page | 417
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Moment resistance
Calculations
π‘ππ
β1 = βπ − ( ) − ππ₯
2
Remark
10.7
) − 60
= 353.4 − (
2
= 288.05ππ
β2 = β1 − 70 = 218.05ππ
ππ,π
π = β1 πΉ1,π,π
π + β2 πΉ2,π,π
π
= (288.05 × 261.53 + 218.05 × 197.81) ×
10−3
= 118.46πππ > ππΈπ = 100πππ
Page | 418
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Shear resistance of bolt group
Calculations
Ref
SCI_P398
For Grade 8.8 M20 bolts:
πΌπ£ = 0.6
π΄π = 245ππ2
ππ’π = 800πππ
Shear resistance of an individual bolt:
πΌπ£ ππ’π π΄π
πΉπ£,π
π =
πΎπ2
=
0.6 × 800 × 245
× 10−3
1.25
= 94.08ππ
2.8π2
π1 = min (
− 1.7; 2.5)
π0
= min (2.8 ×
40
− 1.7; 2.5)
22
= 2.5
πΌπ = min (
π1
1 π1 ππ’π
− ;
;
; 1.0)
3π0 4 3π0 ππ’
70
1 60 800
= min (
− ;
;
; 1.0)
3 × 22 4 3 × 22 510
= 0.81
Page | 419
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Shear resistance of bolt group
Calculations
Bearing resistance of an individual bolt:
π1 πΌπ ππ’ ππ‘
πΉπ,π
π =
πΎπ2
=
Remark
2.5 × 0.81 × 510 × 20 × 15
1.25
= 248.05ππ
Hence, resistance of an individual bolt:
πΉπ
π = min(πΉπ£,π
π ; πΉπ,π
π )
= min(94.08; 248.05)
= 94.08ππ
According to SCI_P398, the shear resistance of
the upper rows may be taken conservatively as
28% of the shear resistance without tension, thus
the shear resistance of the bolt group is:
ππ
π = (2 + 4 × 0.28) × πΉπ
π
= 3.12 × 94.08
ππ
π = 293.53ππ > ππΈπ = 200ππ
Page | 420
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.5 Strengthening of the joints
The use of stiffener/backing plates may be required when the beam or column capacity is
insufficient. Commonly used method of strengthening the joints are as follows.
•
•
•
•
Horizontal stiffeners (full/partial depth) may be needed for web in tension/compression
and flanges in flexure.
Web plate for web in tension/compression or shear.
Shear web stiffener (N, Morris, K stiffener).
Flange backing plates to increase the column flange flexural resistance.
In this guide, stiffening extended fin plate and strengthening column web with supplementary
web plate are considered. For extended fin plate, as the applied load is far away from the weld
support, the fin plate is classified as long fin plate in most of the times. Fin plate may be
classified as short or long as follows:
Short, π‘π /π§π ≥ 0.15; Long, π‘π /π§π < 0.15;
π§π : distance between face of the support and first line of bolts
The performance of a long fin plate is affected by lateral torsional buckling and bending. In
order to improve the performance of a long fin plate, stiffener plates may be used to prevent
lateral torsion buckling of the plate and shorten the distance between the bolt line and support.
The bending capacity of the combined section and weld resistance connecting the stiffener
plate are checked against moment induced by eccentricity.
For column web with insufficient resistance, supplementary web plates (SWPs) may be used
to increase the capacity. The SWP needs to meet the following requirements:
o
o
o
o
o
o
The steel grade of SWP should be same as that of column web
The thickness of SWP should be at least that of column web
The width of SWP should extend to the fillets of the column
The maximum width of SWP is 40ππ‘π
The depth of SWP should extend over at least the effective lengths of the column web
The perimeter fillet welds should be designed for forces transferred to the SWP and
have leg length equal to the thickness of the SWP
o For SWP to supplement tension or compression resistance, the longitudinal welds
should be infill weld
To increase the tension and compression resistance of the web panel, adding one plate on one
side will increase the effective thickness by 50% while adding two plates on both sides will
increase it by 100%. The increased tension and compression resistance should be calculated
using the increased effective thickness and the calculation of the reduction factor may be based
on the increased shear area.
For shear resistance, adding SWP will increase the shear area of the column web by ππ π‘π€π .
Only one supplementary plate will contribute to the shear resistance, plates on both sides do
not provide any greater increase.
Page | 421
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.5.1 Example 20 – Stiffened extended fin-plates for secondary beams
S355
UB 457 152 67
S275
PLT 10mm
S275
PLT 10mm
Page | 422
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Fin plate classification
Calculations
π§π’
π§π
SCI_P358
Without the stiffen plate:
Distance between bolt line and support:
π§π = 137.4ππ
π‘π
10
=
= 0.07 < 0.15
π§π 137.4
∴ The fin plate is classified as Long fin plate.
For long fin plate, lateral torsional buckling check
for fin plate and shear and moment interaction
check for beam web need to be performed and the
resistance of the connection will be affected.
In order to provide lateral restraint to the Long fin
plate, stiffen plate is welded to fin plate to reduce
the distance between the support and bolt line.
Distance between the bolt line and support after
stiffen plate is used:
π§π = 50ππ
π‘π 10
=
= 0.20 > 0.15
π§π 50
∴ The fin plate becomes Short fin plate.
Page | 423
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Fin plate classification
Calculations
For short fin plate, lateral torsional buckling check
for fin plate and shear and moment interaction
check for beam web are NOT necessary.
Shortening distance π§π will increase the capacity
of the connection.
Page | 424
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Nominal moment check
Calculations
Ref
ππ π
ππ
72.4
ππ
N.A.
ππ‘
Assume the moment is taken by the L section
formed by both fin plate and stiffen plate:
Area of fin plate part:
π΄ππ = ππ π‘ππ
= (72.4 + 12) × 10
= 844ππ2
Area of stiffen plate part:
π΄π π = ππ π π‘π π
= 100 × 12
= 1200ππ2
Location of neutral axis:
ππ
π‘π π
[π΄ππ ( 2 ) + π΄π π ( 2 )]
ππ =
π΄ππ + π΄π π
=
[844 × 42.2 + 1200 × 6]
844 + 1200
= 20.95ππ
Page | 425
Remark
Stiffen plate:
ππ π = 100ππ
π‘π π = 12ππ
Fin plate:
ππ = (72.4 + π‘π π )
= 84.4ππ
π‘ππ = 10ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Nominal moment check
Calculations
Moment of inertia:
3
ππ π π‘π π
π‘π π 2 π‘ππ ππ3
πΌ=
+ π΄π π (ππ − ) +
12
2
12
2
ππ
+π΄ππ ( − ππ )
2
Remark
100 × 123
12 2
+ 1200 × (20.95 − )
12
2
2
3
10 × 84.4
84.4
+
+ 844 × (
− 20.95)
12
2
=
= 1164731ππ4
π = ππ − ππ
= 84.4 − 20.95
= 63.45ππ
Yield moment:
ππ¦ πΌ 275 × 1164731
πππ =
=
× 10−6
π
63.45
= 5.05πππ
ecc
Nominal moment:
ππΈπ = ππΈπ π§π
After adding stiffen
plate:
π§π = 50ππ
= 100 × 50 × 10−3
= 5πππ < πππ = 5.05πππ
∴ The fin plate and stiffen plate will not yield
under nominal moment
Page | 426
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Nominal moment check
Calculations
Plastic section modular:
Remark
πππ = ∫ π§ππ΄
=(
84.4
12
− 20.95) × 844 + (20.95 − ) × 1200
2
2
= 35874ππ3
πππ = ππ¦ πππ
= 275 × 35875 × 10−3
= 9.87πππ > ππΈπ = 5πππ
Page | 427
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Weld resistance
Calculations
Ref
SS EN19931-8
Fillet weld connecting stiffen plate and fin plate:
Remark
Depth of fin plate:
ππ = 290ππ
Weld length:
πΏπ€,1 = ππ = 290ππ
Applied longitudinal stress:
ππΏ =
ππΈπ 100
=
= 0.35ππ/ππ
πΏπ€,1 290
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S275:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.25ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.53ππ/ππ
ππΏ = 0.35ππ/ππ < πΉπ€,πΏ,π
π = 1.25ππ/ππ
Fillet weld connecting stiffen plate and primary
beam:
Weld length:
πΏπ€,2 = ππ π = 100ππ
Vertical applied stress:
ππ£ =
ππΈπ
100
=
= 0.5ππ/ππ
2πΏπ€,2 2 × 100
Page | 428
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Weld resistance
Calculations
Ref
Remark
Longitudinal applied stress:
ππ =
ππΈπ ππ π
100 × 100
=
2ππ π πΏπ€,2 2 × 446 × 100
= 0.112ππ/ππ
Resultant stress:
ππ = √ππ£2 + π π2
= √0.52 + 0.1122
= 0.512ππ/ππ
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S275:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.25ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.53ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 1.25ππ/ππ > ππ = 0.512ππ/ππ
OK
Directional method:
2
2
ππ£
ππΏ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
=(
0.112 2
0.5 2
) +(
)
1.25
1.53
= 0.115 < 1
OK
Note:
Fillet weld between stiffener plate and primary beam at the internal side is not feasible.
Page | 429
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.5.2 Example 21 – Stiffened extended fin-plates connecting to column in the minor axis
(Section a)
a
b
S355
UC 203 203 86
S275
S275
PLT 10mm PLT 10mm
Page | 430
c
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
Check 1 – Fin plate classification
Calculations
Without the stiffen plate:
Distance between bolt line and support:
π§π = 148.2ππ
π‘π
10
=
= 0.067 < 0.15
π§π 148.2
∴ The fin plate is classified as Long fin plate.
For long fin plate, lateral torsional buckling check
for fin plate and shear and moment interaction
check for beam web need to be performed and the
resistance of the connection will be affected.
In order to provide lateral restraint to the Long fin
plate, stiffen plate is welded to fin plate to reduce
the distance between the support and bolt line.
Distance between the bolt line and support after
stiffen plate is used:
π§π = 50ππ
π‘π 10
=
= 0.20 > 0.15
π§π 50
∴ The fin plate becomes Short fin plate.
For short fin plate, lateral torsional buckling check
for fin plate and shear and moment interaction
check for beam web are NOT necessary.
Shortening distance π§π will increase the capacity
of the connection.
Page | 431
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Nominal moment check
Calculations
Assume the moment is taken by the L section
formed by both fin plate and stiffen plate:
Area of fin plate part:
π΄ππ = ππ π‘ππ
Fin plate:
ππ = (98.2 + π‘π π )
= 108.2ππ
π‘ππ = 10ππ
= (98.2 + 10) × 10
= 1082ππ2
Area of stiffen plate part:
π΄π π = ππ π π‘π π
= 91.1 × 10
= 911ππ2
Location of neutral axis:
ππ
π‘π π
[π΄ππ ( 2 ) + π΄π π ( 2 )]
ππ =
π΄ππ + π΄π π
=
Remark
Stiffen plate:
ππ π = 91.1ππ
π‘π π = 10ππ
[1082 × 54.1 + 911 × 5]
1082 + 911
= 31.66ππ
Moment of inertia:
3
ππ π π‘π π
π‘π π 2 π‘ππ ππ3
πΌ=
+ π΄π π (ππ − ) +
12
2
12
2
ππ
+π΄ππ ( − ππ )
2
91.1 × 103
10 2
=
+ 911 × (31.66 − )
12
2
2
10 × 108.23
108.2
+
+ 1082 × (
− 31.66)
12
2
= 1666165ππ4
π = ππ − ππ
= 108.2 − 31.66
= 50.74ππ
Page | 432
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Nominal moment check
Calculations
Yield moment:
ππ¦ πΌ 275 × 1666165
πππ =
=
× 10−6
π
50.74
Remark
= 9.03πππ
Nominal moment:
ππΈπ = ππΈπ π§π
After adding stiffen
plate:
π§π = 50ππ
= 150 × 50 × 10−3
= 7.5πππ < πππ = 9.03πππ
∴ The fin plate and stiffen plate will not yield under
nominal moment
Plastic section modular:
πππ = ∫ π§ππ΄
108.2
10
− 31.66) × 1082 + (31.66 − )
2
2
× 911
=(
= 48568ππ3
πππ = ππ¦ πππ
= 275 × 48568 × 10−3
= 13.36πππ > ππΈπ = 7.5πππ
Page | 433
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Weld resistance
Calculations
Ref
SS EN19931-8
Fillet weld connecting stiffen plate and fin plate:
Remark
Depth of fin plate:
ππ = 220ππ
Weld length:
πΏπ€,1 = ππ = 220ππ
Applied longitudinal stress:
ππΏ =
ππΈπ 150
=
= 0.68ππ/ππ
πΏπ€,1 220
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S275:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.25ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.53ππ/ππ
ππΏ = 0.68ππ/ππ < πΉπ€,πΏ,π
π = 1.25ππ/ππ
Fillet weld connecting stiffen plate and primary
beam:
Weld length:
πΏπ€ = ππ = 220ππ
Page | 434
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Weld resistance
Calculations
Polar moment of inertia:
Remark
π3 2203
π½=
=
= 887333ππ3
12
12
Assume the vertical shear force is shared by fillet
welds connecting fin plate to column and fillet weld
connecting strengthening plate to fin plate.
Vertical stress:
ππ£ =
=
ππΈπ
2πΏπ€
150
2 × 220
= 0.34ππ/ππ
Transverse stress:
πβ =
=
Vertical distance
between critical
point and centroid:
π
ππ§π£ =
2
= 110ππ
πππ§π£ ππΈπ ππ π ππ§π£
=
π½
2π½
150 × 91.1 × 110
2 × 887333
= 0.847ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.342 + 0.8472
= 0.913ππ/ππ
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S275:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.25ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.53ππ/ππ
Page | 435
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Weld resistance
Calculations
Simplified method:
1.25ππ
πΉπ€,πΏ,π
π =
> ππΈπ = 0.913ππ/ππ
ππ
Remark
OK!
Directional method:
2
2
ππ£,πΈπ
πβ,πΈπ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
0.34 2
0.847 2
) +(
)
=(
1.25
1.53
= 0.38 < 1.00
OK!
Page | 436
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.5.3 Example 22 – Stiffened extended fin-plates connecting to column in the minor axis
(Section b)
a
c
b
S355
UC 203 203 86
S275
PLT 10mm
S275
PLT 10mm
Page | 437
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Weld resistance
Calculations
Ref
Remark
ecc
A
B
A
SS EN19931-8
Fillet weld connecting the stiffener plate and
column (A):
Length of fillet weld parallel to applied load:
πΏπ€,πΏ =
=
ππ − π‘π€π
− ππππ βπππ π ππ§π
2
209.1 − 12.7
− 15
2
For UC203x203x86:
ππ = 209.1ππ
π‘π€π = 12.7ππ
ππ = 222.2ππ
π‘ππ = 20.5ππ
Cope hole size:
π = 15ππ
Depth of fin plate:
ππ = 220ππ
= 83.2ππ
Length of fillet weld perpendicular to applied load:
πΏπ€,π = ππ − 2π‘ππ − 2 × ππππ βπππ π ππ§π
= 222.2 − 2 × 20.5 − 2 × 15
= 151.2ππ
Nominal moment:
ππΈπ = ππΈπ πππ
= 200 × 50 × 10−3
= 10πππ
Page | 438
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Weld resistance
Calculations
Applied tensile force:
πΉπΈπ =
=
Remark
ππΈπ
ππ
10 × 103
220
= 45.45ππ
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S275:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.25ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.53ππ/ππ
Tensile capacity of the weld:
πΉπ
π = πΉπ€,πΏ,π
π πΏπ€,πΏ + πΉπ€,π,π
π πΏπ€,π
= 1.25 × 83.2 + 1.53 × 151.2
= 335.34ππ > πΉπΈπ = 45.45ππ
Two-sided C shape fillet weld connecting fin plate
and stiffen plate (B):
Location of center of gravity of welds group:
π2
π₯Μ
=
(2π + π)
2
=
98.2
(2 × 98.2 + 220)
=
Size of fillet weld:
Width:
π = 98.2ππ
Depth:
π = 220ππ
Cope hole size:
π = 15ππ
π′ = π − π
= 98.2 − 15
= 83.2ππ
π ′ = π − 2π
= 220 − 2 × 15
= 190ππ
= 23.16ππ
π¦Μ
=
OK
π
2
220
2
= 110ππ
Page | 439
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Weld resistance
Calculations
Unit throat area:
π΄π’ = 2π ′ + π ′
= 2 × 83.2 + 190
= 356.4ππ2
Moment arm between applied force and weld
center:
π = 125.04ππ
Induced moment on welds:
ππΈπ
π=
π
2
=
200
× 125.04
2
= 12504ππππ
Polar moment of inertia:
2
8π ′3 + 6π ′ π ′ + π ′3
π ′4
π½=
− ′
12
2π + π ′
8 × 83.23 + 6 × 83.2 × 1902 + 1903
=
12
83.24
−
2 × 83.2 + 190
= 2322849ππ4
Critical point:
Horizontal distance from centroid:
ππ§β = π − π₯Μ
= 98.2 − 23.16
= 75.04ππ
Vertical distance from centroid:
ππ§π£ = π¦Μ
= 110ππ
Page | 440
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Weld resistance
Calculations
Ref
Remark
Vertical stress:
ππΈπ πππ§β
ππ£ =
+
π΄π’
π½
200
12504 × 75.04
=
+
2 × 356.4
2322849
= 0.68ππ/ππ
Horizontal stress:
πππ§π£
πβ =
π½
=
12504 × 110
2322849
= 0.59ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.682 + 0.592
= 0.91ππ/ππ
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S275:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.25ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.53ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 1.25ππ/ππ > ππ = 0.91ππ/ππ
OK
Directional method:
2
2
ππ£
πβ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
=(
0.68 2
0.59 2
) +(
)
1.25
1.53
= 0.42 < 1.0
OK
Page | 441
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.5.4 Example 22 – Stiffened extended fin-plates connecting to column in the minor axis
(Section c)
a
c
b
S275
PLT 10mm
S355
UC 203 203 86
S275
PLT 10mm
Page | 442
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Weld resistance
Calculations
Ref
SS EN19931-8
The weld connection is assumed to be stiffer than
the bolt connection, hence the fillet weld for fin
plate needs to be designed for nominal moment.
Unit throat area:
π΄π’ = 2π = 2 × 220 = 440ππ
Eccentricity between weld and line of action:
πππ = π§ = 50ππ
Nominal moment due to eccentricity:
π = ππΈπ πππ
= 200 × 0.05
= 10πππ
Polar moment of inertia:
π½=
π3 2203
=
= 887333ππ3
12
12
Critical point:
Vertical stress:
ππΈπ
ππ£ =
π΄π’
=
200
440
= 0.45ππ/ππ
Page | 443
Remark
Size of the fillet
welds:
π = 220ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Weld resistance
Calculations
Transverse stress:
πππ§π£
πβ =
2π½
=
10000 × 110
887333 × 2
Remark
Vertical distance
between critical
point and centroid:
π
ππ§π£ =
2
= 110ππ
= 0.62ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.452 + 0.622
= 0.77ππ/ππ
SCI_P363
Based on SCI_P363 design weld resistance for
S275 fillet weld:
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S275:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.25ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.53ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 1.25ππ/ππ > ππΈπ = 0.77ππ/ππ
OK!
Directional method:
2
2
ππ£,πΈπ
πβ,πΈπ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
=(
0.45 2
0.62 2
) +(
)
1.25
1.53
= 0.30 < 1.00
OK!
Page | 444
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Tying resistance of stiffen plate
Calculations
Ref
Remark
S275
PLT 10mm
π = πππ
π=
π‘π
π‘2
S275
PLT 10mm
π = πππ
π=
SCI_P358
Assume the stiffener plate behaves like hollow
section wall, the punching shear resistance:
πΎπ2 = 1.25
π‘π = 10ππ
≤
π‘2 ππ’,2
410
= 10 ×
= 11.92ππ
ππ¦,π πΎπ2
275 × 1.25
As the above requirement is met, the fin plate will
yield before punching shear failure of the stiffener
plate.
Note:
The thickness of stiffen plate should be at least as thick as the thickness of fin plate to provide
sufficient shear resistance. The design of such connection can follow the standard design for
T-stub.
Page | 445
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.5.5 Example 23 – Stiffened column web
S355
PLT 10mm
246.7
S275
PLT 10mm
S355
UC 305 305 97
610
502
S355
UB 457 152 74
Page | 446
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Dimensions and properties
Calculations
For column UC 305x305x97:
Depth of column: βπ = 307.9ππ
Width of column: ππ = 305.3ππ
Thickness of column web: π‘π€π = 9.9ππ
Thickness of column flange: π‘ππ = 15.4ππ
Root radius: ππ = 15.2ππ
Depth between fillets: ππ = 246.7ππ
Cross-sectional area of column: π΄π = 12300ππ2
Yield strength: ππ¦π = 355πππ
For beam UB 457x152x74:
Depth of beam: βπ = 462ππ
Width of beam: ππ = 154.4ππ
Thickness of beam web: π‘π€π = 9.6ππ
Thickness of beam flange: π‘ππ = 17ππ
Root radius: ππ = 10.2ππ
Depth between fillets: ππ = 407.6ππ
Cross-sectional area of beam: π΄π = 9450ππ2
Yield strength: ππ¦π = 355πππ
For supplementary web plate (SWP):
Thickness of the SWP: π‘π = 10ππ > π‘π€π
Width of SWP (infill weld): ππ = ππ = 246.7ππ
Width of SWP (for shear): ππ = βπ − 2(π‘ππ + ππ +
π‘π ) = 226.7ππ
Limiting width:
235
× 10 = 325.45ππ > ππ
355
Fillet weld leg length: π = π‘π = 10ππ
Depth of SWP: ππ = 610ππ
40ππ‘π = 40√
Page | 447
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Column web in tension
Calculations
Ref
SCI_P398
SS EN19931-8
For T-stubs on column side:
π=
=
π€ − π‘π€π
− 0.8ππ
2
100 − 9.9
− 0.8 × 15.2
2
= 32.89ππ
Edge distance:
π = 60ππ
Effective length for circular patterns:
ππππ,ππ = 2ππ = 2π × 32.89 = 206.65ππ
Effective length for non-circular patterns:
ππππ,ππ = 4π + 1.25π = 4 × 32.89 + 1.25 × 60
= 206.56ππ
6.2.6.3 (3)
Effective width of the column web in tension:
ππππ,π‘,π€π = min(ππππ,ππ ; ππππ,ππ )
= min(206.65; 206.56)
= 206.56ππ
Page | 448
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Column web in tension
Calculations
Shear area of column:
π΄π£π = π΄π − 2ππ π‘ππ + (π‘π€π + 2ππ )π‘ππ
= 12300 − 2 × 305.3 × 15.4 + (9.9 + 2 ×
15.2) × 15.4
= 3517.38ππ2
For single-sided joint, transformation parameter:
π½=1
Table 6.3
Reduction factor:
1
π = π1 =
π
π‘ 2
√1 + 1.3 ( πππ,π,π€π π€π )
π΄π£π
=
1
2
√1 + 1.3 × (206.56 × 9.9)
3517.38
= 0.83
Column web tension capacity without SWP:
πΉπ‘,π€π,π
π =
=
πππππ,π‘,π€π π‘π€π ππ¦π
πΎπ0
0.83 × 206.56 × 9.9 × 355
× 10−3
1.0
= 605.09ππ
After adding one SWP to the column web, the
effective thickness of the column web is increased
by 50%.
π‘πππ,π€π,1 = 1.5π‘π€π = 1.5 × 9.9 = 14.85ππ
Page | 449
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Column web in tension
Calculations
Shear area of the column with one SWP:
π΄π£π,1 = 1.5(π΄π − 2ππ π‘ππ ) + (π‘πππ,π€π,1 + 2ππ )π‘ππ
= 1.5 × (12300 − 2 × 305.3 × 15.4) + (14.85 +
2 × 15.2) × 15.4
= 5041.99ππ2
Reduction factor with one SWP:
1
π′ =
√1 + 1.3 (
=
ππππ,π,π€π π‘πππ,π€π,1 2
)
π΄π£π,1
1
2
√1 + 1.3 × (206.56 × 14.85)
5041.99
= 0.82
Column web tension capacity with one SWP:
πΉπ‘,π€π,π
π =
=
π′ππππ,π‘,π€π π‘πππ,π€π,1 ππ¦π
πΎπ0
0.82 × 206.56 × 14.85 × 355
× 10−3
1.0
= 894.75ππ
After adding two SWPs to the column web, the
effective thickness of the column web is increased
by 100%.
π‘πππ,π€π,2 = 2π‘π€π = 2 × 9.9 = 19.8ππ
Shear area of the column with one SWP:
π΄π£π,2 = 2(π΄π − 2ππ π‘ππ ) + (π‘πππ,π€π,2 + 2ππ )π‘ππ
= 2 × (12300 − 2 × 305.3 × 15.4) + (19.8 +
2 × 15.2) × 15.4
= 6566.6ππ2
Page | 450
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Column web in tension
Calculations
Reduction factor with one SWP:
1
π′ ′ =
√1 + 1.3 (
=
ππππ,π,π€π π‘πππ,π€π,2 2
)
π΄π£π,2
1
2
√1 + 1.3 × (206.56 × 19.8)
6566.6
= 0.82
Column web tension capacity with one SWP:
πΉπ‘,π€π,π
π =
=
π′′ππππ,π‘,π€π π‘πππ,π€π,2 ππ¦π
πΎπ0
0.82 × 206.56 × 19.8 × 355
× 10−3
1.0
= 1183.79ππ
Page | 451
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Column web in compression
Calculations
Ref
SCI_P398
SS EN19931-8
Thickness of the end plate:
π‘ππ = 15ππ
Effective length of column web under
compression:
ππππ,π,π€π = π‘ππ + 2π π + 5(π‘ππ + ππ ) + 2π‘ππ
= 17 + 2 × 12 + 5 × (15.4 + 15.2) + 2 × 15
= 224ππ
For column web without SWP:
Non-dimensional slenderness ratio for plate:
πΜ
π = 0.932√
= 0.932√
ππππ,π,π€π ππ ππ¦π
2
πΈπ‘π€π
224 × 246.7 × 355
210000 × 9.92
= 0.91 > 0.72
∴π=
=
πΜ
π − 0.2
πΜ
2π
(0.91 − 0.2)
0.912
= 0.86
Page | 452
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Column web in compression
Calculations
Column web without SWP transverse compression
capacity:
πΉπ,π€π,π
π =
=
πππ€π πππππ,π,π€π π‘π€π ππ¦π
πΎπ1
0.83 × 1.0 × 0.86 × 224 × 9.9 × 355
× 10−3
1.0
= 562.64ππ
For column with one SWP:
πΜ
π = 0.932√
= 0.932√
ππππ,π,π€π ππ ππ¦π
2
πΈπ‘πππ,π€π,1
224 × 246.7 × 355
210000 × 14.852
= 0.61 < 0.72
∴ π = 1.0
Column web with one SWP transverse
compression capacity:
πΉπ,π€π,π
π =
=
π′ππ€π πππππ,π,π€π π‘πππ,π€π,1 ππ¦π
πΎπ1
0.82 × 1.0 × 1.0 × 224 × 14.85 × 355
× 10−3
1.0
= 970.29ππ
For column with two SWPs:
πΜ
π = 0.932√
= 0.932√
ππππ,π,π€π ππ ππ¦π
2
πΈπ‘πππ,π€π,2
224 × 246.7 × 355
210000 × 19.82
= 0.45 < 0.72
Page | 453
Remark
ππ€π is assumed to
be 1.0
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Column web in compression
Calculations
∴ π = 1.0
Column web with two SWPs transverse
compression capacity:
πΉπ,π€π,π
π =
=
π′′ππ€π πππππ,π,π€π π‘πππ,π€π,2 ππ¦π
πΎπ1
0.82 × 1.0 × 1.0 × 224 × 19.8 × 355
× 10−3
1.0
= 1283.73ππ
Page | 454
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Column web in shear
Calculations
Ref
For column web without SWP:
ππ
246.7
235
=
= 24.92 < 69π = 69√
= 56.14
π‘π€π
9.9
355
Shear resistance of column web:
ππ€π,π
π =
=
0.9ππ¦π π΄π£π
πΎπ0 √3
0.9 × 355 × 3517.38
√3
× 10−3
= 648.83ππ
For column with SWP:
*For column web panel with SWP under shear
force, only one SWP will contribute to the shear
area and the increase is independent of the
thickness of the SWP
π‘πππ,π€π,1 = 1.5π‘π€π = 14.85ππ
ππ
π‘πππ,π€π,1
=
246.7
= 16.61 < 69π
14.85
π΄π£π,π = π΄π£π + ππ π‘π€π
= 3517.38 + 226.7 × 9.9
= 5761.71ππ2
Page | 455
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
ππ€π,π
π,π =
=
Check 3 – Column web in shear
Calculations
0.9ππ¦π π΄π£π,π
πΎπ0 √3
0.9 × 355 × 5761.71
√3
× 10−3
= 1062.82ππ
Page | 456
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Dimensions of SWP
Calculations
The minimum depth requirement for SWP:
1
ππ,πππ = βπ − ππ₯ − π‘ππ + ππππ,π‘,π€π + ππππ,π,π€π
2
= 462 − 60 −
17
+ 206.56 + 224
2
= 608.78ππ < ππ = 610ππ
For SWP is only required for shear, the perimeter
fillet welds may just reach the fillets of the column
section. As shown in A.
For SWP is required to supplement the tension or
compression resistance, infill weld should be used.
As shown in B.
ππ
ππ
π + π‘π
A
B
Page | 457
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.6 Splice connections
Splice connections subjected to flexure, shear force and/or axial force for beams and columns
can generally be achieved by the following:
•
•
•
Bolted cover plate splice
Bolted end plate splice
Welded splice
A beam splice connection ensures the continuity between two beams, it resists moment, axial
forces and shear in the beam. The flange cover plates resist tension and compression forces
while the web cover plate resists shear, bending and axial forces. To ensure the rigidity of the
connection, slip resistance of the connection is checked. According to SS EN 1993-1-8 Clause
3.9.3 (1), for hybrid connections, final tightening of the bolts is carried out after the welding is
completed.
The design steps of beam spice can be summarized as follow:
Distributions of internal forces
For a splice in a flexural member, the applied moment is shared by the beam web and flange.
The proportion of moment taken by beam web depends on the second moment of area of beam
web.
The force in flange due to moment:
πΉπ,π = (1 −
πΌπ€
ππΈπ
)(
)
πΌπ¦ βπ − π‘π
where
πΌπ€ : second moment of area of beam web
3
(β − 2π‘π ) π‘π€
πΌπ€ =
12
πΌπ¦ : second moment of area of whole beam section
βπ : depth of beam
π‘π : thickness of beam flange
ππΈπ : design moment in the beam splice
The force in flange due to axial force:
πΉ1,π = (1 −
π΄π€ ππΈπ
)
π΄
2
where
π΄π€ : area of the member web
π΄: area of the beam cross section
ππΈπ design axial force
Moment in the web due to applied moment:
Page | 458
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
πΌπ€
ππ€,π = ( ) ππΈπ
πΌπ¦
Moment in the web due to eccentricity:
ππππ = ππΈπ πππ
where
ππΈπ : design shear force
πππ: eccentricity of the bolt group from the centerline of the splice
Force in web due to axial force:
π΄π€
πΉπ€,π = ( ) ππΈπ
π΄
Force in web due to vertical shear:
πΉπ€,π£ = ππΈπ
Forces in bolts:
The forces are assumed to be shared equally between bolts for both flange and web splices.
Vertical forces on extreme bolt due to moment:
πΉπ§,π =
(ππ€,π + ππππ )π₯πππ₯
πΌππππ‘π
where
π₯πππ₯ : the horizontal distance of the extreme bolt from the centroid of the group
πΌππππ‘π : second moment of the bolt group
πΌππππ‘π = π΄(π₯π2 + π§π2 )
Horizontal forces on extreme bolt due to moment:
πΉπ₯,π =
(ππ€,π + ππππ )π§πππ₯
πΌππππ‘π
where
π§πππ₯ : vertical distance of the extreme bolt from the centroid of the group
Maximum resultant force on extreme bolt:
2
πΉπ£ = √(πΉπ§,π£ + πΉπ§,π ) + (πΉπ₯,π + πΉπ₯,π )
2
where
πΉπ§,π£ =
πΉπ€,π£
ππ’ππππ ππ ππππ‘π ππ π€ππ
πΉπ₯,π =
πΉπ€,π
ππ’ππππ ππ ππππ‘π ππ π€ππ
Bolt group resistance
Slip resistance of a preloaded bolt (SS EN1993-1-8 Table 3.6 & Table 3.7):
Page | 459
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
πΉπ ,π
π =
ππ ππ
πΉ ≥ πΉπ£
πΎπ3 π,πΆ
where
π: number of friction planes
ππ : can be found in SS EN 1993-1-8 Table 3.6
π: slip factor, given in SS EN 1993-1-8 Table 3.7
The slip factor obtained either by specific tests for the friction surface in accordance with EN
1090-2 Requirements for the execution of steel structures or when relevant as given in Table
3.7.
πΉπ,π : preloading forces
πΉπ,πΆ = 0.7ππ’π π΄π
For bearing resistance in flange and web spices, the checking is same as that in section 2.3.1.
Reduction due to long joint effect may be considered, refer to section 2.3.1 for details.
Resistance of tension flange
Full penetration butt weld is adopted so only the resistance of the tension flange needs to be
checked for the flange splice experienced tension.
Resistance of the gross section:
πΉππ,π
π =
π΄π ππ¦
πΎπ0
where
π΄π : area of the gross section
π΄π = ππ π‘π
Resistance of the net section:
πΉπ’,π
π =
0.9π΄πππ‘ ππ’
πΎπ2
where
π΄πππ‘ : net area of the section
π΄πππ‘ = (ππ − 2π0 )π‘π
Resistance of compression flange and cover plate
Local buckling of the compression cover plate between rows of bolts needs to be checked if:
π1
> 9π
π‘ππ
where
π1: distance between bolts in compression flange
π‘ππ : thickness of flange cover plate
Resistance of web splice
Page | 460
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Resistance of gross shear area:
ππ€π,π,π
π =
βπ€π π‘π€π ππ¦,π€π
1.27 √3πΎπ0
Resistance of net shear area:
ππ€π,πππ‘,π
π
ππ’π
π΄π£,π€π,πππ‘ ( )
√3
=
πΎπ2
where
π΄π£,π€π,πππ‘ = (βπ€π − ππ0 )π‘π€π
π: number of bolt rows in web splice
Shear resistance of web cover plate:
πππ,π€π,π
π = min(ππ£,π€π,π
π ; ππ€π,πππ‘,π
π )
Bending resistance of web cover plate:
ππ,π€π,π
π =
ππ€π (1 − π)ππ¦π
πΎπ0
where
ππ€π : elastic modulus of cover plate
2
π‘π€π βπ€π
6
For low shear ππΈπ < πππ,π€π,π
π /2 : π = 0
ππ€π =
For high shear ππΈπ > πππ,π€π,π
π /2 :
2ππΈπ
2
π=(
− 1)
πππ,π€π,π
π
*If axial loading exists, the web cover plate needs to be checked according to SS EN 1993-18 6.2.10 and 6.2.9.2.
ππ€π,πΈπ ππ€π,πΈπ
+
≤1
ππ€π,π
π ππ€π,π
π
The check for shear resistance of beam web is similar to section 2.3.1.
Page | 461
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.6.1 Example 24 – Beam splice – A combination of welding to the top flange and bolting
to the web & bottom flange
S355
PLT 12mm
110
50 80
S355
UB 533 210 92
60
80
50
50
S355
PLT 16mm
Page | 462
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Distribution of internal forces
Calculations
Ref
Remark
ecc
SCI_P398
SS EN19931-8
For a splice in a flexural member, the applied
moment is shared by the beam web and flange.
The proportion of moment taken by beam web
depends on the second moment of area of beam
web.
The second moment of area of beam web:
3
(β − 2π‘π ) π‘π€
πΌπ€ =
12
(533.1 − 2 × 15.6)3 × 10.1
=
× 10−4
12
= 10641.23ππ4
The force in each flange due to moment:
πΉπ,π = (1 −
= (1 −
πΌπ€
ππΈπ
)(
)
πΌπ¦ βπ − π‘π
10641.23
100
)×(
) × 103
55200
533.1 − 15.6
= 155.99ππ
Moment in the web due to applied moment:
πΌπ€
ππ€,π = ( ) ππΈπ
πΌπ¦
=(
10641.23
) (100)
55200
= 19.28πππ
Page | 463
For UB 533x210x92:
Depth:
β = 533.1ππ
Width:
π = 209.3ππ
Thickness of web:
π‘π€ = 10.1ππ
Thickness of flange:
π‘π = 15.6ππ
Root radius:
π = 12.7ππ
Depth between
fillets:
ππ = 476.5ππ
Second moment of
area:
πΌπ¦ = 55200ππ4
Yield strength:
ππ¦ = 355πππ
Ultimate strength:
ππ’ = 510πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Distribution of internal forces
Calculations
Moment in web due to eccentricity:
Remark
ππππ = ππΈπ πππ
= 100 × (
110 80
+ ) × 10−3
2
2
= 9.5πππ
Force in web due to vertical shear:
πΉπ€,π = ππΈπ = 100ππ
No. of bolts in
flange:
ππ = 8
Force in flange bolts:
πΉπ,π 155.99
=
= 19.50ππ
ππ
8
πΉπ,π£ =
Force in web bolts:
No. of bolts in web:
ππ€ = 10
Vertical forces per bolt due to shear:
πΉπ§,π£ =
πΉπ€,π 100
=
= 10ππ
ππ€
10
Second moment of the bolt group:
πΌππππ‘π = π΄(π₯π2 + π§π2 )
= 4 × 802 + 4 × 1602 + 10 × 402
= 144000ππ2
Vertical forces on extreme bolt due to moment:
πΉπ§,π =
(ππ€,π + ππππ )π₯πππ₯
πΌππππ‘π
= (19.28 + 9.5) ×
40
× 103
144000
= 7.99ππ
Page | 464
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Distribution of internal forces
Calculations
Horizontal forces on extreme bolt due to moment:
πΉπ₯,π =
(ππ€,π + ππππ )π§πππ₯
πΌππππ‘π
= (19.28 + 9.5) ×
160
× 103
144000
= 31.98ππ
Maximum resultant force on extreme bolt:
2
2
πΉπ£ = √(πΉπ§,π£ + πΉπ§,π ) + πΉπ₯,π
= √(10 + 7.99)2 + 31.982
= 36.69ππ
Page | 465
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Bolt group resistance
Calculations
Ref
SS EN19931-8
3.9.1
HSFG bolts (grade 8.8 or above) are required
for this connection as the connections involve
both welding and bolts. To ensure continuity
between the beams, class 8.8 preloaded bolts M20
is used:
Preloading force:
Remark
For class 8.8 M20
bolts:
Shear area:
π΄π = 245ππ2
Ultimate strength:
ππ’π = 800πππ
πΉπ,πΆ = 0.7ππ’π π΄π
= 0.7 × 800 × 245 × 10−3
= 137.2ππ
Table 3.6
Table 3.7
Slip resistance of a preloaded class 8.8 bolt:
πΉπ ,π
π =
=
ππ ππ
πΉ
πΎπ3 π,πΆ
1.0 × 1 × 0.5
× 137.2
1.25
Assume bolts in
normal holes:
ππ = 1.0
Assume class of
friction surfaces:
A: π = 0.5
= 54.88ππ > πΉπ£ = 36.69ππ
π=1
∴ The slip resistance of the preloaded bolts is
adequate
πΎπ3 = 1.25
Torque value affected by galvanizing, lubricants,
etc. The slip factor of the friction surface needs to
be determined by specific tests in accordance with
EN 1090-2 “Requirements for the execution of
steel structures” or when relevant as given in SS
EN 1993-1-8 Table 3.7.
Page | 466
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Bearing resistance in web splice:
Web cover plate:
In vertical direction:
2.8π2
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
π0
π0
= min (2.8 ×
50
80
− 1.7; 1.4 ×
− 1.7; 2.5)
22
22
= 2.5
πΌπ = min (
π1 π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’π
60
80
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 510
= 0.91
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’π ππ‘π€π
πΎπ2
2.5 × 0.91 × 510 × 20 × 12
× 10−3
1.25
= 222.55ππ
In horizontal direction:
2.8π1
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
π0
π0
= min (2.8 ×
60
80
− 1.7; 1.4 ×
− 1.7; 2.5)
22
22
= 2.5
πΌπ = min (
π2 π2
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’π
50
80
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 510
= 0.76
Page | 467
Remark
π‘π€π = 12ππ
πΎπ2 = 1.25
ππ¦π = 355πππ
ππ’π = 510πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Bolt group resistance
Calculations
Ref
πΉπ,βππ,π
π =
=
Remark
π1 πΌπ ππ’π ππ‘π
πΎπ2
2.5 × 0.76 × 510 × 20 × 12
× 10−3
1.25
= 185.45ππ
πΉπ§,π + πΉπ§,π
πΉπ₯,π
+
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
=
7.99 + 10 31.98
+
222.25
185.45
= 0.25 < 1.0
OK
Beam web:
In vertical direction:
π1 = 2.5
πΌπ = min (
π1,π π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’π
106.55 80
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 510
= 0.96
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’π ππ‘π€
πΎπ2
2.5 × 0.96 × 510 × 20 × 10.1
× 10−3
1.25
= 198.24ππ
In horizontal direction:
π1 = 2.5
πΌπ = 0.76
Page | 468
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
πΉπ,βππ,π
π
=
Check 1 – Bolt group resistance
Calculations
π1 πΌπ ππ’π ππ‘π€
=
πΎπ2
Remark
2.5 × 0.76 × 510 × 20 × 10.1
× 10−3
1.25
= 156.09ππ
πΉπ§,π + πΉπ§,π
πΉπ₯,π
+
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
=
7.99 + 10 31.98
+
198.24
156.09
= 0.30 < 1.0
OK
Bearing resistance in flange splice:
Flange cover plate:
2.8π2
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
π0
π0
= min (2.8 ×
50
109.3
− 1.7; 1.4 ×
− 1.7; 2.5)
22
22
= 2.5
πΌπ = min (
π1 π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’π
50
80
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 510
= 0.76
πΉπ,π
π =
=
π1 πΌπ ππ’π ππ‘ππ
πΎπ2
2.5 × 0.76 × 510 × 20 × 16
× 10−3
1.25
= 247.27ππ > πΉπ,π = 19.50ππ
Page | 469
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Beam flange:
Remark
π1 = 2.5
πΌπ = 0.76
πΉπ,π
π =
=
π1 πΌπ ππ’π ππ‘π
πΎπ2
2.5 × 0.76 × 510 × 20 × 15.6
× 10−3
1.25
= 241.09ππ > πΉπ,π = 19.50ππ
OK
Note:
According to SS EN 1993-1-8 Clause 3.9.3 (1), for hybrid connections, final tightening of the
bolts is carried out after the welding is completed
Page | 470
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
SCI_P398
Check 2 – Resistance of tension flange and cover plate
Calculations
Remark
Resistance of tension flange:
Area of gross section:
π΄π = ππ π‘π
= 209.3 × 15.6
= 3265.08ππ2
Resistance of the gross section:
π΄π ππ¦
πΎπ0
πΉππ,π
π =
=
3265.08 × 355
× 10−3
1.0
= 1159.10ππ
Net area:
π΄πππ‘ = (ππ − 2π0 )π‘π
= (209.3 − 2 × 22) × 15.6
= 2578.68ππ2
Resistance of net section:
πΉπ’,π
π =
=
0.9π΄πππ‘ ππ’
πΎπ2
0.9 × 2578.68 × 510
× 10−3
1.25
= 946.89ππ
Page | 471
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Resistance of tension flange and cover plate
Calculations
Remark
πΉπ,π‘,π
π = min(πΉππ,π
π ; πΉπ’,π
π )
= min(1159.10; 946.89)
= 946.89ππ > πΉπ,π = 155.99ππ
Page | 472
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Resistance of web splice
Calculations
Ref
SCI_P398
Remark
Resistance of web cover plate:
Resistance of gross shear area:
βπ€π π‘π€π ππ¦,π€π
ππ€π,π,π
π =
1.27 √3πΎπ0
=
440 × 12 355
×
× 10−3
1.27
√3
= 852.11ππ
Net shear area:
π΄π£,π€π,πππ‘ = (βπ€π − 5π0 )π‘π€π
= (440 − 5 × 22) × 12
= 3960ππ2
Resistance of the net area:
ππ’π
π΄π£,π€π,πππ‘ ( )
√3
ππ€π,πππ‘,π
π =
πΎπ2
510
√3 × 10−3
1.25
3960 ×
=
= 932.81ππ
Shear resistance of the web cover plate:
ππ€π,π
π = min(ππ£,π€π,π
π ; ππ€π,πππ‘,π
π )
= min(852.11; 9322.81)
= 852.11ππ > ππΈπ = 100ππ
Page | 473
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Resistance of web splice
Calculations
Elastic modulus of cover plate:
ππ€π
Remark
2
π‘π€π βπ€π
=
6
12 × 4402
=
6
= 387200ππ3
As ππΈπ < ππ€π,π
π /2, it is not necessary to apply the
reduction factor to the bending moment resistance.
Bending resistance of web cover plate:
ππ,π€π,π
π =
=
ππ€π (1 − π)ππ¦π
πΎπ0
387200 × 355
× 10−6
1.0
= 137.46πππ > (ππ€,π + ππππ ) = 28.78πππ
Resistance of beam web:
Gross shear area (weld access hole size 15mm):
π΄π = π΄π − 2ππ‘π +
(π‘π€ + 2π)π‘π
− 15π‘π€
2
= 11700 − 2 × 209.3 × 15.6 + (10.1 + 2 ×
12.7) × 15.6 × 0.5 − 15 × 10.1
= 5295.24ππ2
Resistance of gross section:
ππ€,π,π
π =
π΄π ππ¦
√3πΎπ0
= 5295.24 ×
355
√3
× 10−3
= 1085.31ππ
Page | 474
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Resistance of web splice
Calculations
Net shear area:
Remark
π΄πππ‘ = π΄π − 5π0 π‘π€
= 5295.24 − 5 × 22 × 10.1
= 4184.24ππ2
Resistance of net section:
ππ€,πππ‘,π
π
π
π΄πππ‘ ( π’ )
√3
=
πΎπ2
4184.24 × (
=
1.25
510
)
√3
× 10−3
= 985.64ππ
Shear resistance of the beam web:
ππ€,π
π = min(ππ€,π,π
π ; ππ€,πππ‘,π
π )
= min(1085.31; 985.64)
= 985.64ππ > ππΈπ = 100ππ
Page | 475
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
2.6.2 Example 25 – Beam splice – A combination of welding to the top & bottom flanges
with bolting to the web
S355
PLT 12mm
60
80
80
110
S355
UB 533 210 92
50
50
PPBW
Page | 476
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
Check – Partial penetration butt weld resistance
Calculations
Remark
The force in flanges due to moment:
*Distribution of
forces same as 2.6.1
πΌπ€
ππΈπ
πΉπ,π = (1 − ) (
)
πΌπ¦ βπ − π‘π
= (1 −
10641.23
100
)×(
) × 103
55200
533.1 − 15.6
= 155.99ππ
Applied transverse stress on PPBW:
π π,πΈπ =
=
πΉπ,π
π
155.99
209.3
= 0.75ππ/ππ
Choose partial penetration butt weld with 4.2mm
throat thickness and grade S275:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 0.94ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.15ππ/ππ
∴ The butt weld resistance in bottom flange is
adequate to resist reverse moment due to wind and
seismic effects
Page | 477
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
Check – Shear resistance of beam web
Calculations
Gross shear area (weld access hole size 15mm):
Remark
π΄π = π΄π − 2ππ‘π − 2 × 15π‘π€
= 11700 − 2 × 209.3 × 15.6 − 2 × 15 × 10.1
= 4866.84ππ2
Resistance of gross section:
ππ€,π,π
π =
π΄π ππ¦
√3πΎπ0
= 4866.84 ×
355
√3
× 10−3
= 997.50ππ
Net shear area:
π΄πππ‘ = π΄π − 5π0 π‘π€
= 4866.84 − 5 × 22 × 10.1
= 3755.84ππ2
Resistance of net section:
ππ€,πππ‘,π
π
π
π΄πππ‘ ( π’ )
√3
=
πΎπ2
3755.84 × (
=
1.25
510
)
√3 × 10−3
= 884.72ππ
Shear resistance of the beam web:
ππ€,π
π = min(ππ€,π,π
π ; ππ€,πππ‘,π
π )
= min(997.50; 884.72)
= 884.72ππ > ππΈπ = 100ππ
Page | 478
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
3 Base Plate Connections
3.1 Base Plate Connection
Base plate connection consists of a steel column welded to a base plate, which is ten fastened
to the foundation by holding down bolts anchored into the foundation. The foundation in this
context can be a pile cap, reinforced concrete (RC) beam, RC wall, RC column or RC slab.
The base plate should have sufficient size and thickness to transfer the compressive/tensile,
shear force and bending moment from the steel section to the substrate based on bearing
resistance of the concrete. The compression force is spread over an effective area of the base
plate in contact with the concrete. As for tension due to axial force and/or moments, the tension
force is resisted by the holding down bolts anchored into the concrete. The base plate should
be able to resist the tensile stress arising from the axial force and/or bending moment.
Horizontal shear force should be resisted by the friction between the base plate and the
foundation or by the shear capacity of the bolts.
One of the important aspects of base plate connection to ensure buildability is the anchorage
length of the holding down bolt. Often, the size of the concrete substrate is not big enough to
fit the holding down bolts due to the anchorage length. The use of full tension anchorage based
on the bond strength between the concrete and the holding down bolts will result into a longer
anchorage length. Instead, the concrete cone pull-out capacity can be adopted to derive the
anchorage length needed (βππ ) as shown in Figure 3-1.
ππ
π΄π
βππ
π
Figure 3-1 Concrete cone pull-out capacity
3.2 Design steps
Five design steps that require attention from designers are:
•
•
•
•
Step 1 – Find the effective area (π΄π ) needed for the base plate to be in contact with the
concrete due to the compression force and/or bending moment. The effective area
should be checked to ensure that the bearing resistance of the concrete is not exceeded.
Step 2 – Find the minimum base plate thickness based on the minimum projection of
the steel plate required from the outer edge of the column based on the effective area
derived from Step 1.
Step 3 – Check the weld capacity to resist the shear and axial forces.
Step 4 – Check the anchor bolt resistance in terms of tensile, bearing and shear
capacities.
Page | 479
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
•
Step 5 – Check the anchorage length of the holding down bolt required based on the
conical cone pull-out capacity.
The design calculations of the worked examples shown in this chapter are focused only on the
derivation of the anchorage length. The rest of the design steps are well documented in CEB
design guide “Design of fastenings in concrete” and SCI P398 “Joints in steel construction:
Moment-resisting joints to Eurocode 3”.
3.3 Design basics
The anchorage length design is based on SS EN1992-1-1 and relevant clauses and table in the
code are referred.
Ultimate bond stress between ribbed bars and concrete (8.4.2 (2)):
πππ = 2.25π1 π2 πππ‘π
where
π1 : coefficient related to the quality of the bond condition; 1.0 for ‘good’ conditions and 0.7
for all other cases
π2 : coefficient related to bar diameter; 1.0 for bar diameter less than 32mm and
π2 = (132 − )/100 for bar diameter greater than 32mm
πππ‘π : design value of concrete tensile strength, can be calculated from 3.1.6 (2)P
Basic required anchorage length (8.4.3):
ππ,πππ = ( /4)(ππ π /πππ )
where
ππ π : design stress of the bar
Design anchorage length (8.4.4):
πππ = πΌ1 πΌ2 ππ,πππ ≥ ππ,πππ
where
πΌ1 : coefficient related to form of bars assuming adequate cover (Table 8.2)
πΌ2 : coefficient related to concrete minimum cover (Table 8.2)
ππ,πππ : minimum anchorage length
ππ,πππ ≥ max (0.6ππ,πππ ; 10 ; 100ππ)
In this case, only two coefficients are considered for design anchorage length. This is because
the remaining three coefficients are mainly for transverse reinforcements which is applicable
to RC structures.
Shear force may be transferred from base plate to concrete foundation in three ways:
(1) Through friction force between steel base plate and concrete. The shear resistance may
be assumed to be 30% of the total compression force.
(2) By holding down bolts. The bearing resistance between bolts and base plate and
between the bolts and concrete foundation/grouting.
(3) By directly transferred from base plate to concrete foundation. This may be achieved
either by installing tie bars, setting the base plate in a pocket which is filled with
concrete or providing a shear key welded to the base plate.
Page | 480
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
In base plate connection, if the friction alone is sufficient to transfer the shear force, shear
resistance of other components of the connection may not need to be checked. When friction
alone is insufficient, the shear force may be assumed to be transferred via holding down bolts.
As the bolts are in clearance holes, not all bolts are in contact with the plate. As a result, the
shear force may not be assumed to be shared equally among the bolts. This can be overcome
by providing washer plates with precise holes and site welded to the base plate. Moreover, in
the event where there is an eccentricity between the shear force and the centre of gravity of the
bolt group, the bolts need to be checked against the additional shear force due to the eccentric
moment. In the case that the shear force acts on the bolts with a level arm, the bending moment
will severely reduce the shear resistance of the bolts. Shear loads acting on the hold-down bolts
may be assumed to act without a level arm if both of the following conditions are fulfilled
(CEB design guide 4.2.1.3):
(1) The fixture must be made of metal and in the area of the anchorage be fixed directly to the
concrete foundation without an intermediate layer or with a levelling layer of mortar with
a thickness less than 3mm.
(2) The fixture must be adjacent to the anchor over its entire thickness.
In addition to the two conditions stated above, the entire grouting operation needs to be
undertaken with care, including proper preparation of the base, cleanliness, mixing and careful
placing of grout. In the case that non-shrink structural grout with strength at least equal to that
of concrete foundation is used between the base plate and foundation and the hold-down bolts
have enough end space (at least 6d in the load direction), zero level arm length may be assumed.
When the shear force is too high to be transferred by friction or by the holding down bolts, the
base plate connection may be designed to transfer the significant shears directly to the concrete
foundation as mentioned above. Qualified person needs to access the suitability of all
assumptions made in design base on site conditions.
3.4 Typical Column Base Plate
For column base plate connections, two types of hold down bolts are commonly used:
(a) L-bolt and/or J-bolt; and
(b) Vertical holding down bolt with nuts and washers.
Page | 481
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
3.4.1 Example 1 – Use of L-Bolt
S355
UC 305 305 137
Grade 4.6 M24
25mm steel plate
S275
30mm thick
C40 Non-shrink
structural grout
Design loading:
Axial compression force: ππΈπ = 2000ππ
Shear force: ππΈπ = 500ππ
Page | 482
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Required area
Calculations
Ref
SCI_P358
Design compressive strength of the concrete:
πππ =
πΌππ πππ
πΎπ
= 0.85 ×
Assume π½π = 2/3, this is reasonable as the grout
thickness is 30mm < 50mm and the grout strength
is assumed to be same as the concrete foundation.
Assume πΌ = 1.5, the dimensions of foundation in
this example is unknown.
Design bearing resistance of concrete:
πππ = π½π πΌπππ
2
× 1.5 × 17
3
= 22.67πππ
Required bearing area:
π΄πππ =
Concrete
characteristic
strength:
πππ = 40πππ
πΌππ = 0.85
40
1.5
= 22.67πππ
=
Remark
ππΈπ 2000
=
× 103 = 88235ππ2
πππ
22.67
Page | 483
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Required area
Calculations
Area of base plate:
π΄π = ππ βπ = 4502 = 202500ππ2 > π΄πππ
Page | 484
Remark
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Effective area
Calculations
Ref
Remark
π
π
π π
SCI_P358
Assume there is no overlap among the projection
width of the column:
For UC section:
π΄πππ = 4π 2 + ππππ π + π΄πππ
= π΄πππ = 88235ππ2
∴ π = 36ππ
For UC,
β − 2π‘π 309.2 − 2 × 21.7
=
= 138.55ππ > π
2
2
∴ the assumption that there is no overlap is valid.
Page | 485
Perimeter of column
(UC305x305x137):
ππππ = 1824.10ππ
π΄πππ = 17400ππ2
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
Check 3 – Plate thickness
Calculations
Minimum thickness of base plate:
π‘πππ = π√
= 36 × √
3πππ πΎπ0
ππ¦π
3 × 17 × 1.0
265
= 18.23ππ
∴ thickness of base plate: π‘π = 25ππ > π‘πππ
Page | 486
Remark
Yield strength of
plate:
ππ¦π = 265πππ
(plate thickness is
assumed to be
between 16mm and
40mm)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Weld resistance
Calculations
Ref
SCI_P358
SS EN19931-8
Remark
Assume S275 fillet weld with leg length 6mm
and throat thickness 4.2mm is used to connect
column and base plate.
For S275 fillet weld:
ππ’ = 410πππ
π½π€ = 0.85
Design shear strength of the fillet weld:
πΎπ2 = 1.25
ππ£π€,π =
=
ππ’ /√3
π½π€ πΎπ2
410/√3
0.85 × 1.25
= 222.79πππ
Length of fillet weld in web:
πΏπ€,π€ = 2(π − 2π )
= 2 × (246.7 − 2 × 6)
= 469.4ππ
Shear resistance of fillet weld in web:
ππ
π,π€ = πΏπ€,π€ ππ£π€,π π
= 469.4 × 222.79 × 4.2 × 10−3
= 439.22ππ
Page | 487
For UC305x305x137:
Distance between
fillets:
π = 246.7ππ
Width of flange:
π = 309.2ππ
Web thickness:
π‘π€ = 13.8ππ
Root radius:
π = 15.2ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Weld resistance
Calculations
Length of fillet weld in flanges:
πΏπ€,π = 2(π − 2π + π − π‘π€ − 2π − 4π )
= 2 × (309.2 − 2 × 6 + 309.2 − 13.8 −
2 × 15.2 − 4 × 6)
= 1076.4ππ
Shear resistance of fillet weld in flanges:
ππ
π,π = πΎπΏπ€,π ππ£π€,π π
= 1.225 × 1076.4 × 222.79 × 4.2 × 10−3
= 1233.83ππ
Shear resistance of welds between column and
base plate:
ππ
π = ππ
π,π€ + ππ
π,π
= 439.22 + 1233.83
= 1673.05ππ > ππΈπ = 500ππ
Page | 488
Remark
As the column flange
and plate are at 90°
πΎ = 1.225
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5 – Anchorage length of hook
Calculations
Ref
Remark
πΏππ
≥5
SS EN19931-8
SS EN19921-1, 8.4.2
According to SS EN1993-1-8 Clause 6.2.6.12 (5),
the anchorage length of the bolt with hooked end
should be able to prevent bond failure before
yielding of the bolt. Hook type of anchorage
should not be used for bolts with yield strength ππ¦π
greater than 300π/ππ2 . In this example, the
bond properties of the anchor bolts is assumed to
be same as ribbed bars.
Ultimate anchorage bond stress for ribbed bars:
2/3
πππ = 2.25π1 π2 πππ‘π = 1.5πππ‘π,0.05 = 0.315πππ
= 0.315 × 402/3
= 3.68πππ
Basic anchorage length:
ππ.πππ =
=
ππ
4πππ
240
× 24
4 × 3.68
= 390.85ππ
Coefficients:
Page | 489
For grade 4.6 M24
bolts:
Yield strength:
ππ¦π = 240πππ
Diameter of bolt:
= 24ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 5 – Anchorage length of hook
Calculations
Shape of anchor bar:
πΌ1 = 0.7, assume edge distance is greater than
three times of the dimeter
Concrete cover to anchor bar:
πΌ2 = 0.7, assume concrete cover is much larger
than three times of the dimeter
Design anchorage length:
πππ = ππ,πππ πΌ1 πΌ2
= 390.85 × 0.7 × 0.7
= 191.52ππ
Minimum require anchorage length:
ππ,πππ = min(0.3ππ,πππ ; 10 ; 100)
= max (0.3 × 191.52; 10 × 24; 100)
= 240ππ > πππ
∴ πππ = 240ππ
Page | 490
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 6 – Anchor bolt shear resistance
Calculations
Remark
ππΈπ
ππΈπ
π
SCI_P398
Friction between steel base plate and grouting:
ππ
π,πππππ‘πππ = 0.3ππΈπ = 0.3 × 2000
= 600ππ > ππΈπ = 500ππ
OK
In this example, friction alone is sufficient to resist
the shear force. For the event where the friction
alone is insufficient, following checks should be
carried out for bolts group.
Refer to section 3.2
In the case where there is an eccentricity between
the shear force and the centre of gravity of the bolt
group, the eccentric moment will generate
additional shear force on the hold-dwon bolt.
In this example, the shear force is acting at the
centre of gravity of the anchor bolt group. The
shear force may be assumed to be shared equally
by four bolts.
It is assumed that the C40 (or higher grade) nonshirnk structural grout is used between the
endplate and the hold-down bolts have enough end
space, zero level arm length may be assumed.
SCI_P398
Effective bearing length:
ππππ = 3π = 3 × 24 = 72ππ
Average bearing stress:
π = 2πππ = 2 × 22.67 = 45.33πππ
Concrete bearing resistance:
ππ
π,π = ππππ ππ = 72 × 45.33 × 24 × 10−3
= 78.33ππ
Page | 491
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
CEB design
guide 9.3.2.1
Check 6 – Anchor bolt shear resistance
Calculations
Shear load without level arm:
Shear resistance of a anchorage bolt:
ππ
π,π = π2 π΄π ππ¦π /πΎππ
= 0.6 × 353 × 240 × 10−3 /1.25
= 40.67ππ
Shear resistance of the bolts group:
Remark
For grade 4.6 M24
bolts:
Yield strength:
ππ¦π = 240πππ
Tensile stress area:
π΄π = 353ππ2
π2 = 0.6
π: Number of bolts
πΎππ = 1.25
ππ
π = min (ππ
π,π ; ππ
π,π) π
= min (40.67; 78.33) × 4
= 162.66ππ
CEB design
guide 9.3.2.2
However, if non-structural leveling mortar is used
between the end plate and the concrete foundation,
this grout may not contribute to the shear capacity
of the bolts. In this case, the shear resistance of the
bolt may be calculated based on shear load with a
level arm.
Refer to section 3.2
Shear load with level arm:
Radius of the bolt:
Elastic section modulus:
π=
ππ 4
πΌ
ππ 3
123
πππ = = 4 =
=π×
π
π
4
4
2
= 12ππ
For grade 4.6 bolts:
ππ¦π = 240πππ
πΎππ = 1.25
= 1357.168ππ3
Characteristic bending resistance of an individual
bolt:
0
ππ
π,π
= 1.5πππ ππ¦π
= 1.5 × 1357.168 × 240
= 488580.5πππ
Page | 492
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 6 – Anchor bolt shear resistance
Calculations
Characteristic resistance of bolt:
Remark
ππ
π,π = π΄π ππ¦π = 353 × 240 × 10−3 = 84.72ππ
ππ
π,π =
ππ
π,π 84.72
=
= 67.776ππ
πΎππ
1.25
Assume applied tensile force on bolt:
ππ π = 20ππ
0
ππ
π,π = ππ
π,π
(1 −
ππ π
)
ππ
π,π
= 488580.5 × (1 −
20
)
67.776
= 344405.4πππ
Assume there is no restraint to the bending of the
bolt:
πΌπ = 1.0
Level arm:
Distance between
shear load and
concrete surface:
π1 = π‘ππππ’π‘ + 0.5π‘ππ
25
= 30 +
2
= 42.5ππ
π = 0.5π + π1
= 0.5 × 24 + 42.5
= 54.5ππ
Characteristic shear resistance:
ππ
π,π π =
=
πΌπ ππ
π,π
π
1.0 × 344405.4
× 10−3
54.5
= 6.32ππ
Shear resistance of an anchor bolt:
ππ
π,π =
ππ
π,π π 4.58
=
= 5.06ππ
πΎππ
1.2
Page | 493
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 6 – Anchor bolt shear resistance
Calculations
Shear resistance of bolts group:
ππ
π = ππ
ππ π = 5.06 × 4 = 20.24ππ
It can be observed that the shear resistance is
significantly reduced based on shear load with a
level arm.
Page | 494
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
3.4.2 Example 2 – Vertical holding down bolt with nuts and washers
S355
UC 305 305 137
Grade 8.8 M24
600
450
600
40mm steel plate
S355
30mm thick
C40 Non-shrink
structural grout
C40 Concrete
Foundation
D=50mm
Design loading:
Axial compression: ππΈπ = 1500ππ
Shear force: ππΈπ = 100ππ
Bending moment: ππΈπ = 200πππ
Page | 495
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Distribution of forces at the column base
Calculations
Ref
Remark
ππΈπ
ππΈπ
π§π‘
π§π
π§
SCI_P398
Forces in column flanges:
Forces at column flange centroids, due to
moment:
ππ,π =
=
ππΈπ
β − π‘π
200
× 103
320.5 − 21.7
= 669.34ππ
Forces due to axial forces:
ππ,π =
ππΈπ 1500
=
= 750ππ
2
2
Total forces (compression part):
ππ = ππ,π + ππ,π
= 669.34 + 750
= 1419.34ππ
Page | 496
For UC305x305x137:
Depth:
β = 320.5ππ
Flange thickness:
π‘π = 21.7ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Distribution of forces at the column base
Calculations
Remark
Forces in T-stubs of base plate:
For base plate:
ππ = 600ππ
Level arm for tension:
βπ = 600ππ
π = 75ππ
βπ − 2π 450
π§π‘ =
=
= 225ππ
2
2
Level arm for compression:
π§π =
β − π‘π 320.5 − 21.7
=
= 149.4ππ
2
2
Force on compression side:
ππ,π =
=
ππΈπ
ππΈπ π§π‘
+
π§π‘ + π§π π§π‘ + π§π
200 × 1000 1500 × 225
+
225 + 149.4 225 + 149.4
= 1435.63ππ
In this example, there is no tension force at the
column base.
Page | 497
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Resistance of compression T-stubs
Calculations
Ref
Remark
c
ππππ
c
c c
ππππ
SCI_P398
Compressive resistance of concrete below column Concrete
flange:
characteristic
strength:
Design compressive strength of the concrete:
πππ = 40πππ
πππ =
πΌππ πππ
πΎπ
= 0.85 ×
πΌππ = 0.85
40
1.5
= 22.67πππ
Assume π½π = 2/3, this is reasonable as the grout
thickness is 30mm < 50mm and the grout strength
is assumed to be same as the concrete foundation.
Assume πΌ = 1.5, the dimensions of foundation in
this example is unknown.
Design bearing resistance of concrete:
πππ = π½π πΌπππ
=
2
× 1.5 × 22.67
3
= 22.67πππ
Page | 498
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Resistance of compression T-stubs
Calculations
Remark
Additional bearing width:
For base plate:
π‘ππ = 40ππ
ππ¦,ππ = 335πππ
ππ¦,ππ
π = π‘ππ √
3πππ πΎπ0
= 40 × √
335
3 × 22.67 × 1.0
= 88.78ππ
ππππ = 2π + π‘π
= 2 × 88.78 + 21.7
= 199.27ππ
ππππ = 2π + ππ
= 2 × 88.78 + 309.2
= 486.77ππ
Effective bearing area:
π΄πππ = ππππ ππππ
= 199.27 × 486.77
= 96995ππ2
Compression resistance of the foundation:
πΉπ,ππ,π
π = π΄πππ πππ
= 96995 × 22.67 × 10−3
= 2198.56ππ > ππ,π = 1435.63ππ
Page | 499
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Resistance of compression T-stubs
Calculations
Remark
Resistance of the column flange:
From SCI P363:
πΉπ,ππ,π
π =
=
ππ,π
π
β − π‘π
For S355 UC
305x305x137:
ππ,π
π = 792πππ
792
× 103
320.5 − 21.7
= 2650.60ππ > ππ = 1419.34ππ
Page | 500
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P398
Check 2 – Resistance of tension T-stubs
Calculations
Effective length of T-stubs:
Circular patterns:
Individual circular yielding:
ππππ,ππ = 2πππ₯ = 2π × 56.75 = 356.57ππ
Individual end yielding:
ππππ,ππ = πππ₯ + 2π = π × 56.75 + 2 × 75
Remark
π = 75ππ
π = ππ₯
=
(βπ − β)
− π − π π
2
600 − 320.5
− 75
2
−8
=
= 328.29ππ
= 56.75ππ
Non-circular patterns:
Single curvature:
ππ 600
ππππ,ππ =
=
= 300ππ
2
2
Individual end yielding:
ππππ,ππ = 4ππ₯ + 1.25π
= 4 × 56.75 + 1.25 × 75
= 320.75ππ
Corner yielding of outer bolts, individual yielding
between:
ππππ,ππ = 2ππ₯ + 0.625π + π
= 2 × 56.75 + 0.625 × 75 + 75
= 235.38ππ
Page | 501
π€ = 450ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Resistance of tension T-stubs
Calculations
Group end yielding:
π€
ππππ,ππ = 2ππ₯ + 0.625π +
2
= 2 × 56.75 + 0.625 × 75 +
450
2
= 385.375ππ
ππππ = min(ππππ,ππ ; ππππ,ππ )
= 235.38ππ
πππ,1,π
π
=
2
0.25π΄ππππ,1 π‘ππ
ππ¦,ππ
=
πΎπ0
0.25 × 235.38 × 402 × 335
1.0
= 31540250πππ
Resistance of mode 1 and 2:
πΉπ,1−2,π
π =
=
2πππ,1,π
π
π
2 × 31540250
× 103
56.75
= 1111.55ππ
Page | 502
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Tension resistance of anchor bolt
Calculations
In this example, there is no tension force acting on
the column base. However, the following checks may
be performed in the case where tension force is acting
on the column base.
Remark
Steel failure
SS EN19931-8
Table 3.4
Steel failure:
πΉπ‘,π
π =
=
For grade 8.8 M24
bolts:
π2 = 0.9
ππ’π = 800πππ
π΄π = 353ππ2
π2 ππ’π π΄π
πΎπ2
0.9 × 800 × 353
× 10−3
1.25
= 203ππ
Pull out failure
DD_CEN_TS
_1992-4-22009
Pull-out failure:
Pull out failure is characterized by the crushing of
the concrete above the head of the anchor followed
by the formation of a concrete failure cone as the
head of the anchor approaches the concrete surface,
as shown in the above figure.
Page | 503
Diameter of anchor
plate:
ππ = 50ππ
Diameter of bolt:
π = 24ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Tension resistance of anchor bolt
Calculations
Load bearing area of anchor plate:
π΄β =
=
π 2
(π − π 2 )
4 π
Remark
Characteristic cube
strength of
concrete:
πππ,ππ’ππ = 50πππ
π
(502 − 242 )
4
= 1511.11ππ2
ππ
π,π = 6π΄β πππ,ππ’ππ ππ’ππ,π
= 6 × 1511.11 × 50 × 1.4 × 10−3
CEB design
guide (1996):
Design of
fastenings in
concrete
For uncracked
concrete:
ππ’ππ,π = 1.4
= 634.66ππ
πΎ2 = 1.25
πΎππ = 1.5πΎ2 = 1.875
ππ
π,π =
ππ
π,π 634.66
=
= 338.49ππ
πΎππ
1.875
Concrete cone failure
CEB design
guide (1996)
Clause 9.2.4
Concrete cone failure:
The characteristic resistance of a single anchor
without edge and spacing effects:
0
0.5 1.5
ππ
π,π
= π1 πππ
βππ
= 7.5 × 400.5 × 3841.5 × 10−3
= 356.93ππ
Page | 504
π 0.5
π1 = 7.5 [
]
ππ0.5
Anchorage length:
βππ = 384ππ
(Assume 16 times
of the diameters of
the anchor bolt)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Tension resistance of anchor bolt
Calculations
Factor taking into account the geometric effects:
ππ΄,π
π΄π,π (πππ,π + π€)
= 0 =
2
πππ,π
π΄π,π
πππ,π
Remark
= 3.0βππ
2
(3 × 384 + 450)2
=
(3 × 384)2
= 1.93
Characteristic resistance:
0
ππ
π,π = ππ
π,π
ππ΄,π ππ’ππ,π
= 338.49 × 1.93 × 1.4
= 966.35ππ
πΎππ = πΎππ = 1.875
ππ
π,π =
ππ
π,π 966.35
=
= 515.39ππ
πΎππ
1.875
Anchor plate design:
Generally, anchor plate bending may not govern the
failure of the connection, in this example, only
punching shear failure is checked for anchor plate.
The thickness of the anchor plate is designed in such
a way that the bolt failure will occur before the plate
is failed by punching.
∴
πππ‘ππ¦,π
√3
π‘π ≥
=
≥
ππ2
(ππ’,π )
4
√3π
(π )
4ππ¦,π π’,π
√3 × 24
(800)
4 × 355
= 23.42ππ
∴ π‘π = 24ππ
Page | 505
Factors about
influence of edges,
group effect and
shell spalling are
not relevant in this
example
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Anchor bolt shear resistance
Calculation
Remark
ππΈπ
SCI_P398
Friction between base plate and concrete:
ππΈπ = 0.3ππΈπ = 0.3 × 1500
= 450ππ > ππΈπ = 100ππ
∴ Friction alone is sufficient to resist the shear
force
Page | 506
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
3.5 Steel-to-concrete connections
For steel-to-concrete connections, the embedded plates are usually connected with bolts which
are cast into the concrete walls or columns. It is not recommended to use high tensile bar for
the holding down bolts where welding is required. Grade 8.8 bolts have high carbon content
and thus should be discouraged where welding is adopted.
When plug weld is adopted, according to SS EN1993-1-8 Clause 4.3.5:
(1) plug weld should not be used to resist externally applied tension.
(2) Plug weld should be designed for shear only. Moreover, the thickness of plug weld
should be same as that of parent material for parent material up to 16mm thick (Clause
4.3.5 (4)).
(3) When plug weld is used to connect bolt, which insert in embedded plate, the plate
thickness should be at least 16mm and the plug weld thickness should not be less than
16mm and at least half the thickness of the plate.
The following example shows two possible options:
Option A – Embedded plate with the bolt welded flushed with the plate and which entailed the
use of butt weld on the external face and fillet weld on the internal face of the plate.
Option B – Embedded plate with the bolt recessed from the plate with the use of plug weld on
the external face and fillet weld on the internal face of the plate.
Site welding connecting steel beam to embedded plate is not suggested as it may damage
concrete substrate. Option A is generally for shear connection only and it is generally
applicable to small welds only. Professional engineers (PE) need to access the suitability of
this connection for heavy welding. In addition, if option B was to be adopted, pull out test is to
be conducted.
Page | 507
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
3.5.1 Example 3 – Embedded plate into RC wall/column
Refer to Detail A
S355
UB 356 171 51
Diameter (Φ)=20mm
S275 PLT 20mm
Design loading:
Normal tension force:ππΈπ = 50ππ
Vertical shear force: ππΈπ = 200ππ
Major axis bending moment: ππΈπ = 100πππ
Page | 508
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Fillet weld resistance
Calculations
Ref
Remark
Detail A – Option 1
Plug weld
Fillet weld
SS EN19931-8
Plug weld does not form
of the resistance against
applied tension force!
According to SS EN1993-1-8 4.3.5 (1), plug weld
should not be designed to take the externally
applied tension, hence the tensile force on
embedded plate is taken by the fillet weld
connecting the anchor bar and plate.
Diameter of
embedded bar:
= 20ππ
Length of fillet weld:
For S275 fillet weld:
ππ’ = 410πππ
π½π€ = 0.85
πΏπ€ = π = π × 20 = 62.83ππ
πΎπ2 = 1.25
Assume S275 fillet weld with leg length 12mm
and throat thickness 8.4mm is used to connect
column and base plate.
πΎ = 1.225
Design shear strength of the fillet weld (4.5.3.3
(2)):
ππ£π€,π =
=
ππ’ /√3
π½π€ πΎπ2
410/√3
0.85 × 1.25
= 222.79πππ
Design weld resistance, longitudinal:
πΉπ€,πΏ,π
π = ππ£π€,π π = 222.79 × 8.4 × 10−3
= 1.87ππ/ππ
Page | 509
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Fillet weld resistance
Calculations
Design weld resistance, transverse:
Remark
πΉπ€,π,π
π = πΎπΉπ€,πΏ,π
π
= 1.225 × 1.87 = 2.29ππ/ππ
Tensile resistance of fillet weld:
πΉπ
π = πΉπ€,π,π
π πΏπ€ = 2.29 × 62.83 = 144.04ππ
Applied tensile force on embedded bar due to
moment:
πΉπΈπ,π =
ππΈπ
100
=
× 103 = 119.05ππ
2πππ 2 × 420
Center to center
distance between
rows of bolt:
πππ = 420ππ
Assume the axial load is equally shared by 4
bolts:
πΉπΈπ,π =
ππΈπ 50
=
= 12.5ππ
4
4
Applied tensile force on embedded bar:
πΉπΈπ,π = πΉπΈπ,π + πΉπΈπ,π
= 119.05 + 12.5
= 131.55ππ < πΉπ
π = 144.04ππ
Page | 510
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1a – Fillet weld and PPBW resistance
Calculations
Detail A – Option 2
PPBW
Fillet weld
In the case that partial penetration butt weld is
used together with fillet weld, the throat thickness
used in calculations should be the sum of throat
thicknesses of both welds.
Assume S275 fillet weld with leg length 12mm
and throat thickness 8.4mm and S275 partial
penetration butt weld with throat thickness 10mm
are used to connect column and base plate.
π = 8.4 + 10 = 18.4ππ
Design weld resistance, longitudinal:
πΉπ€,πΏ,π
π = ππ£π€,π π = 222.79 × 18.4 × 10−3
= 4.10ππ/ππ
Design weld resistance, transverse:
πΉπ€,π,π
π = πΎπΉπ€,πΏ,π
π
= 1.225 × 4.10 = 5.02ππ/ππ
Tensile resistance of fillet weld:
πΉπ
π = πΉπ€,π,π
π πΏπ€ = 5.02 × 62.83
= 315.56ππ > πΉπΈπ,π
Page | 511
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
Check 2 – Plug weld shear resistance
Calculations
Design throat area (area of hole):
π 2
202
π΄π€ =
=π×
= 314.16ππ2
4
4
Remark
Diameter of
embedded bar:
= 20ππ
Design shear resistance of plug weld:
πΉπ€,π
π = ππ£π€,π π΄π€
= 222.79 × 314.16 × 10−3
= 69.99ππ
Assume shear force are equally shared by 4 bolts:
πΉπΈπ,π =
Check 3 – Anchorage length of bar
Calculations
Ref
SS EN19921-1
ππΈπ 200
=
= 50ππ < πΉπ€,π
π
4
4
Ultimate anchorage bond stress:
2/3
πππ = 1.5πππ‘π = 0.315πππ
= 0.315 × 302/3
= 3.04πππ
Applied tensile stress:
ππ =
πΉπΈπ,π 131.55
=
× 103 = 418.73πππ
π΄π€
314.16
Page | 512
Remark
Characteristic
concrete strength:
πππ = 30πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Anchorage length of bar
Calculations
Basic anchorage length:
ππ.πππ =
=
Remark
ππ
4πππ
418.73
× 20
4 × 3.04
= 688.41ππ
Coefficients:
πΌ: coefficient to be
referred to SS EN
Shape of anchor bar:
πΌ1 = 0.7, assume edge distance is greater than 1992-1-1.
three times of the dimeter
Concrete cover to anchor bar (non-straight):
πΌ2 = 1 −
0.15(π − 3 )
= 1 − 0.15 ×
75 − 3 × 20
20
= 0.8875
Design anchorage length:
πππ = ππ,πππ πΌ1 πΌ2
= 688.41 × 0.7 × 0.8875
= 427.67ππ
Minimum require anchorage length:
ππ,πππ = max(0.3ππ,πππ ; 10 ; 100)
= max (0.3 × 688.41; 10 × 20; 100)
= 206.52ππ < πππ
∴ πππ = 430ππ
According to SS EN 1992-1-1 Clause 8, the bent
length of the anchorage bar should be at least
5 .
Page | 513
Assume concrete
cover to the anchor
bar:
π = 75ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Alternative design using shear stud
Calculations
In this alternative design, applied shear force is
assumed to be taken by the shear stud and the
applied moment is resisted by the anchored bar.
However, the distribution of force for other similar
connections should be reviewed by qualified
person.
The design of shear studs can refer to section 2.4.1
check 8 and SS EN 1994.
Page | 514
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
4 Connections for Hollow Steel Sections
4.1 Modes of failures
Various modes of failures are identified for hollow steel sections connections, as shown in
Figure 4-1, such as:
•
•
•
•
•
•
•
Local beam flange failure (yielding, local buckling)
Weld failure
Lamellar tearing
Column plastification (face, wall or cross section)
Column punching shear
Column local buckling
Column shear failure
The resistance of the hollow section for different failure modes can be found in SS EN 19931-8 Chapter 7 and CIDECT design guide 9. The following design calculations illustrate some
common designs and their resistance check.
Crack in flange
Column wall
plastification
Crack in weld
Beam flange
Lamellar tearing
Column wall
Column punching failure
Column shear failure
Column local wall
buckling
Figure 4-1 Modes of failure for I beam-to-RHS column joints
Page | 515
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
4.2 Shear connection using fin plates
Common connections involve the use of a fin plate to connect a hollow steel column to a beam
(typically I or H beam). For shear connectors, a fin plate can be used with a backing plate
welded to the column to avoid local failure of column flange as shown in Figure 4-2.
Figure 4-2 Shear connection between hollow steel column and beam
Page | 516
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
4.2.1 Example 1 – Shear connection using fin plate (CHS column)
120°
140
50
70
S275 CHS 273 6.3
325
60
280
S275 PLT 15mm
Design Loading:
Vertical shear force: ππΈπ = 400ππ
Page | 517
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Range of validity
Calculations
π‘π
SS EN19931-8
Remark
ππ
According to SS EN1993-1-8 Clause 7.4.1 (2),
for welded joint between CHS members within
the range of validity given in Table 7.1, only
chord face failure and punching shear need to be
considered.
Assume the CHS is under compression load:
ππ 273
=
= 43.33
π‘π
6.3
10 < ππ /π‘π = 43.33 < 50
For CHS 273x6.3:
Diameter:
ππ = 273ππ
Thickness:
π‘π = 6.3ππ
Yield strength:
ππ,π¦ = 275πππ
Youngs modulus:
πΈ = 210000πππ
OK
∴ Only chord face failure and punching shear
need to be checked.
AISC, 1997:
Hollow
structural
sections
connections
manual
According to CIDECT design guide 9 and AISC
manual, for CHS, single shear plate connection
would be permitted if CHS is not “slender”.
ππ
0.114πΈ
210000
= 43.33 <
= 0.114 ×
= 87
π‘π
ππ,π¦
275
CIDECT
design guide
9
Page | 518
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate resistance
Calculations
Ref
SS EN19931-8
SCI_P358
Fin plate shear resistance (gross section):
π‘π = 15ππ < 16ππ
∴ ππ¦,π = 275πππ
Remark
βπ = 280ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
Gross section shear resistance:
βπ π‘π ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
280 × 15 275
×
× 10−3
1.27
√3
= 525.07ππ
Fin plate shear resistance (net section):
π΄π£,πππ‘ = π‘π (βπ − π1 π0 )
= 15 × (280 − 4 × 22)
= 2880ππ2
Net area shear resistance:
π΄π£,πππ‘ ππ’,π
ππ
π,π =
√3πΎπ2
= 2880 ×
430
√3 × 1.25
× 10−3
= 571.99ππ
Page | 519
Assume:
π1 = 4
π0 = 22ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Fin plate resistance
Calculations
Fin plate shear resistance (block shear):
For single vertical line of bolts (π2 = 1):
Net area subject to tension:
π0
π΄ππ‘ = π‘π (π2 − )
2
= 15 × (70 −
Remark
End distance:
π1 = 50ππ
Edge distance:
π2 = 70ππ
22
)
2
= 885ππ2
Net area subject to shear:
π΄ππ£ = π‘π (βπ − π1 − (π1 − 0.5)π0 )
= 15 × (280 − 50 − (4 − 0.5) × 22)
= 2295ππ2
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
ππ
π,π = (
+
)
πΎπ2
√3 πΎπ0
=(
0.5 × 430 × 885 275 2295
) × 10−3
+
1.25
√3 1.0
= 516.60ππ
ππ
π,πππ = min(ππ
π,π ; ππ
π,π ; ππ
π,π )
= min(525.07ππ; 571.99ππ; 516.60ππ)
SCI_P358
SS EN19931-8
= 516.60ππ > ππΈπ = 400ππ
OK
Fin plate bending:
z = 70mm
βπ = 280ππ > 2.73π§ = 191.1ππ
∴ ππ
π = ∞
Lateral torsional buckling:
π§π = 70ππ <
π‘π
= 100ππ
0.15
∴The fin plate is classified as Short fin plate
Page | 520
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Fin plate resistance
Calculations
Ref
πππ,π =
Remark
π‘π βπ2
6
15 × 2802
=
6
= 196000ππ3
ππ
π =
=
πππ,π ππ¦,π
π§ πΎπ0
196000 × 275
× 10−3
70 × 1.0
= 770ππ > ππΈπ = 400ππ
Page | 521
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Weld resistance
Calculations
Ref
SS EN19931-8
Length of fillet weld:
πΏπ€ = βπ = 280ππ
Nominal moment:
π = ππΈπ π§
= 400 × 70
= 28000ππππ
Polar moment of inertia:
π½=
πΏ3π€ 2803
=
= 1829333ππ3
12
12
Applied vertical shear stress:
ππ£ =
ππΈπ
400
=
= 0.714ππ/ππ
2πΏπ€ 2 × 280
Applied transverse stress:
280
ππΏπ€
( 2 )
2
ππ =
= 28000 ×
π½
1829333
= 1.07ππ/ππ
Page | 522
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Weld resistance
Calculations
Resultant stress:
Remark
ππ = √ππ£2 + π π2
= √0.7142 + 1.072
= 1.29ππ/ππ
Choose fillet weld with 10mm leg length, 7mm
throat thickness and grade S275:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.56ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.91ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 1.56ππ/ππ > ππ = 1.29ππ/ππ
OK
Directional method:
2
2
ππ£
πβ,πΈπ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
0.714 2
1.07 2
) +(
)
=(
1.56
1.91
= 0.52 < 1.00
OK
Page | 523
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
Check 4 – Local shear resistance
Calculations
Remark
Shear area:
π΄π£ = 2βπ π‘π = 2 × 280 × 6.3 = 3528ππ2
Shear resistance of column wall:
πΉπ
π =
π΄π£ ππ,π¦
√3πΎπ0
= 3528 ×
275
√3
× 10−3
= 560.185ππ > ππΈπ = 400ππ
If the local shear resistance of the column wall is
insufficient, local strengthening by welding a
doubler plate may be adopt. The doubler plate
will have a greater depth and hence larger shear
area.
Page | 524
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5 – Punching shear resistance
Calculations
Ref
Remark
βπ
SCI_P358
SCI_P358 sets the requirement to prevent
punching shear failure by ensuring the fin plate
yield before punching shear failure.
π‘π ≤
≤
π‘π ππ’,π
ππ¦,π πΎπ2
6.3 × 430
275 × 1.25
≤ 7.88mm
As π‘π = 15ππ > 7.88ππ, the requirement is
not satisfied, strengthening is necessary.
SS EN19931-8
SCI_P358
According to SS EN1993-1-8 7.4, the punching
shear resistance for welded joints connecting
plates to CHS members:
ππππ₯ π‘π ≤ 2π‘π (ππ,π¦ /√3)/πΎπ5
As there is no axial loading in this case, applied
punching stress:
ππππ₯ =
π
28000
=
= 0.143ππ/ππ2
πππ 196000
ππππ₯ π‘π = 0.143 × 15 = 2142.86π/ππ
2π‘π (ππ,π¦ /√3)/πΎπ5 = 2 × 6.3(275/√3 )/1.0
= 2000.52π/ππ < ππππ₯ π‘π
∴ Strengthening is necessary
Page | 525
ππ’,π = 430πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
Check 5 – Punching shear resistance
Calculations
Axial load resistance of plate connecting to CHS
members:
π1,π
π =
5ππ’,π π‘π2 (1
+ 0.25π)0.67
πΎππ’
5 × 430 × 6.32 (1 + 0.25 × 1.03) × 0.67
=
1.1
× 10−3
SS EN19931-8
= 65.303ππ
Moment resistance:
π1,π
π = βπ π1,π
π
= 280 × 65.303
= 18284.84ππππ < π = 28000ππππ
∴ Strengthening is needed
Page | 526
πΎππ’
Remark
= 1.1
βπ 280
=
ππ 273
= 1.03 < 4
π=
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 6 – Design of local strengthening cover plate
Calculations
πππ
πππ
Design of
welded
structures
For the design of the cover/doubler plate, the
thickness of the cover/doubler plate should be at
least equal to the larger thickness of the fin plate
or the hollow section.
π‘ππ = max (π‘π ; π‘ππ ) = 15ππ
∴ π‘π′ = 15 + 6.3 = 21.3ππ
Effective width for load distribution:
273
√π‘′π ππ √21.3 × 2
π=
=
= 26.96ππ
2
2
∴ The minimum depth for cover plate:
πππ = βπ + 2π
= 280 + 2 × 26.96
= 333.92ππ
∴ The depth for cover plate is chosen to be
335mm.
Page | 527
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
Check 6 – Design of local strengthening cover plate
Calculations
π‘π ≤
≤
π‘′π ππ’,π
ππ¦,π πΎπ2
21.3 × 430
275 × 1.25
≤ 26.64mm
As π‘π = 15ππ < 26.64ππ, the requirement is
satisfied, the fin plate will yield before punching
shear failure.
SS EN19931-8
SCI_P358
2π‘ ′ π (ππ,π¦ /√3)/πΎπ5 = 2 × 21.3 × (275/√3 )/1.0
= 67636.58π/ππ > ππππ₯ π‘π
∴ Punching shear resistance is adequate.
SCI_P358
Axial load resistance of plate connecting to CHS
members:
π′1,π
π
5ππ’,π π‘′2π (1 + 0.25π)0.67
=
πΎππ’
5 × 430 × 21.32 (1 + 0.25 × 1.03) × 0.67
1.1
× 10−3
=
= 747.12ππ
SS EN19931-8
Moment resistance:
π1,π
π = βπ π′1,π
π
= 280 × 747.12
= 209193.6ππππ > π = 28000ππππ
∴ Moment resistance is adequate
Page | 528
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 6 – Design of local strengthening cover plate
Calculations
Width of cover plate:
Assume the angle of load distribution is 45°, the
effective width for load distribution is:
ππππ = π‘π + 2π π€ + 2π‘ ′ π
= 15 + 2 × 10 + 2 × 21.3
= 77.6ππ
As recommended, the cover plate should cover at
least 1/3 of the CHS, hence the width of the cover
plate:
π=
πππ
273
=π×
= 286ππ > ππππ
3
3
Fillet welds connecting the cover plate to the
column follow the same size as that connecting
the fin plate and the cover plate. As the depth of
the cover plate is greater than that of fin plate, the
shear resistance of the welds is greater than that
of fin plate.
Page | 529
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
4.2.2 Example 2 – Beam to rectangular column connection using fin plate
S275 T-section
made from
UB533 210 92
50
60
S275 SHS 300 10
Design loading:
Vertical shear forces: ππΈπ = 200ππ
Page | 530
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Range of validity
Calculations
Remark
ππ‘
ππ
π‘ππ‘
CIDECT
design guide
9
π‘π€π‘
According to CIDECT design guide 9, the width
to thickness ratio of tee flange should be greater
than 13 to provide desired flexibility.
ππ‘ 209.3
=
= 13.42 > 13
π‘ππ‘
15.6
As recommended by AISC (1997), the tee web
thickness should be less than ππ /2 + 2ππ.
π‘π€π‘ = 10.1ππ <
100
+ 2 = 52ππ
2
According to CIDECT design guide 9, the only
failure mode for RHS wall to be checked is the
shear yield strength of the tube wall adjacent to
the vertical welds.
Page | 531
T-section is cut from
S275
UB533×210×92:
ππ‘ = 209.3ππ
Thickness of the
flange:
π‘ππ‘ = 15.6ππ
Thickness of the web:
π‘π€π‘ = 10.1ππ
Width of tee web:
ππ = 100ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Tee web resistance
Calculations
Ref
SCI_P358
SS EN19931-8
Tee web shear resistance (gross section):
π‘π€π‘ = 10.1ππ < 16ππ
∴ ππ¦,π = 275πππ
Remark
Depth of tee:
βπ‘ = 220ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
Gross section shear resistance:
βπ‘ π‘π€π‘ ππ¦,π
ππ
π,π =
1.27 √3πΎπ0
=
220 × 10.1 275
×
× 10−3
1.27
√3
= 277.79ππ
Tee web shear resistance (net section):
π΄π£,πππ‘ = π‘π€π‘ (βπ‘ − π1 π0 )
= 10.1 × (220 − 3 × 22)
= 1555.4ππ2
Net area shear resistance:
π΄π£,πππ‘ ππ’,π
ππ
π,π =
√3πΎπ2
= 1555.4 ×
430
√3 × 1.25
× 10−3
= 308.92ππ
Page | 532
Assume:
π1 = 3
π0 = 22ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Tee web resistance
Calculations
Tee web shear resistance (block shear):
For single vertical line of bolts (π2 = 1):
Net area subject to tension:
π0
π΄ππ‘ = π‘π€π‘ (π2 − )
2
= 10.1 × (50 −
Remark
End distance:
π1 = 50ππ
Edge distance:
π2 = 50ππ
22
)
2
= 393.9ππ2
Net area subject to shear:
π΄ππ£ = π‘π€π‘ (βπ‘ − π1 − (π1 − 0.5)π0 )
= 10.1 × (220 − 50 − (3 − 0.5) × 22)
= 1161.5ππ2
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
ππ
π,π = (
+
)
πΎπ2
√3 πΎπ0
=(
0.5 × 430 × 393.9 275 1161.5
) × 10−3
+
1.25
1.0
√3
= 252.16ππ
ππ
π,πππ = min(ππ
π,π ; ππ
π,π ; ππ
π,π )
= min(277.79ππ; 308.92ππ; 252.16ππ)
= 252.16ππ > ππΈπ = 200ππ
Page | 533
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Weld capacity
Calculations
Ref
SS EN19931-8
z = 50mm
Length of fillet weld:
πΏπ€ = βπ = 220ππ
Nominal moment:
π = ππΈπ π§
= 200 × 50
= 10000ππππ
Polar moment of inertia:
π½=
πΏ3π€ 2203
=
= 887333ππ3
12
12
Applied vertical shear stress:
ππ£ =
Remark
ππΈπ
200
=
= 0.455ππ/ππ
2πΏπ€ 2 × 220
Applied transverse stress:
220
ππΏπ€
( 2 )
2
ππ =
= 10000 ×
π½
887333
= 0.620ππ/ππ
Page | 534
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Weld capacity
Calculations
Resultant stress:
Remark
ππ = √ππ£2 + π π2
= √0.4552 + 0.6202
= 0.769ππ/ππ
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S275:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.25ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.53ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 1.25ππ/ππ > ππ = 0.769ππ/ππ
OK
Directional method:
ππ£
2
2
πβ,πΈπ
ππΉ = (
) +(
)
πΉπ€,πΏ,π
π
πΉπ€,π,π
π
0.455 2
0.620 2
) +(
)
=(
1.25
1.53
= 0.30 < 1.00
OK
Page | 535
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P358
Check 4 – Shear resistance of column wall
Calculations
Remark
Shear area:
For SHS300x300x10:
π‘π = 10ππ
2
π΄π£ = 2βπ‘ π‘π = 2 × 220 × 10 = 4400ππ
Shear resistance of column wall:
πΉπ
π =
π΄π£ ππ,π¦
√3πΎπ0
= 4400 ×
275
√3
× 10−3
= 698.59ππ > ππΈπ = 200ππ
Page | 536
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
4.3 Connection of I-beam to hollow steel columns using extended endplates
Extended endplates can be used to connect I-beam to hollow steel column to resist shear and
moment.
4.3.1 Example 3 – Beam to Rectangular column connection using extended end plate
S355
PLT 15mm
50
S355
RHS 400 300 12.5
100
115
590
50
80
Design loading:
Vertical shear load: ππΈπ = 800ππ
Major axis bending moment: ππΈπ = 100πππ
Page | 537
S355
UB 457 152 67
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Bolt group resistance
Calculations
Ref
Remark
In this example, the bolt group is located along
two sides of the RHS and is far away from the
beam flange and web. As a result, the traditional
prying models developed for T-stubs may not be
suitable to calculate the resistance. The shear
force is assumed to be shared by all bolts and the
end plate must be made thick and stiff enough to
prevent deformation. The tension force on beam
flange by applied moment is assumed to be taken
by bolts around the top beam flange.
SS EN19931-8
SCI_P358
πΎπ2 = 1.25 (refer to
NA to SS)
Bolt shear resistance:
Using class 8.8, M24 bolts with:
π΄π = 353ππ2 , ππ’π = 800πππ,
πΌπ£ = 0.6
Shear resistance of a single bolt:
πΌπ£ ππ’π π΄π
πΉπ£,π
π =
πΎπ2
=
0.6 × 800 × 353
× 10−3
1.25
= 135.55ππ
Page | 538
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Bearing resistance:
2.8π2
π1 = min (
− 1.7; 2.5)
π0
= 2.5
πΌπ = min (
Remark
End distance:
π1 = 50ππ
Edge distance:
π2 = 50ππ
Pitch:
π1 = 115ππ
e1 π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’
50
115
1 800
= min (
;
− ;
; 1.0)
3 × 26 3 × 26 4 530
= 0.64
Bearing resistance of end plate:
πΉπ,π£ππ,π
π =
=
π1 πΌπ ππ’π ππ‘π
πΎπ2
Thickness of end
plate:
π‘π = 15ππ
2.5 × 0.64 × 800 × 24 × 15
× 10−3
1.25
= 369.23ππ
Distance between end bolts:
πΏπ = 4π1 = 4 × 115 = 460ππ > 15π
Reduction factor for long joint:
π½πΏπ = 1 −
=1−
πΏπ − 15π
200π
460 − 15 × 24
200 × 24
= 0.98
For πΉπ,π
π > 0.8πΉπ£,π
π ,
No. of bolts:
π = 10
πΉπ
π = 0.8ππΉπ£,π
π π½πΏπ
= 0.8 × 10 × 135.55 × 0.98
= 1061.82ππ > ππΈπ = 800ππ
Page | 539
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Tension resistance:
πΉπ‘,π
π =
=
Remark
π2 = 0.9
π2 ππ’π π΄π
πΎπ2
0.9 × 800 × 353
× 10−3
1.25
= 203.33ππ
Applied shear force on one bolt:
ππΈπ,π =
ππΈπ 800
=
= 80ππ
π
10
Applied tensile force on beam flange:
πΉπ‘ =
For UB 457x152x67:
Beam depth:
βπ = 458ππ
Beam flange
thickness:
π‘ππ = 15ππ
ππΈπ
100
=
× 103
βπ − π‘ππ 458 − 15
= 225.73ππ
Assume the tensile force is taken by four bolts
around the beam top flange:
πΉπ‘,πΈπ,π =
πΉπ‘ 225.73
=
= 56.43ππ
4
4
Combined shear and tension:
ππΈπ,π
πΉπ‘,πΈπ,π
+
π½πΏπ πΉπ£,π
π 1.4πΉπ‘,π
π
=
80
56.43
+
135.55 × 0.98 1.4 × 203.33
= 0.80 < 1.0
OK
Page | 540
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Compression zone check (Localized stress check)
Calculations
Remark
π‘1
π1
SS EN19931-8
Assume the angle of load dispersion through end
plate to the RHS is 45°.
Effective thickness of applied compression stress
on RHS:
π‘1 = π‘ππ + 2π π + 2 × 2π‘π
= 15 + 2 × 8 + 2 × 2 × 15
= 91ππ
Effective width of applied compression stress on
RHS:
π1 = πππ + 2 × 2π‘π
= 153.8 + 2 × 2 × 15
= 213.8ππ
Page | 541
Leg length of beam
flange fillet weld:
π π = 8ππ
Width of beam:
πππ = 153.8ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Compression zone check (Localized stress check)
Ref
Calculations
Remark
SS EN1993- Ratio of effective width and width of RHS:
For RHS
1-8
400x300x12.5:
π1 213.8
Table 7.13
Width:
π½= =
= 0.713
ππ = 300ππ
ππ
300
Depth:
Ratio of effective depth of beam to depth of RHS: βπ = 400ππ
Thickness of wall:
π‘π = 12.5ππ
βπ,1 534
π=
=
= 1.335
βπ
400
Effective depth of
beam:
As π > 2√1 − π½ = 2√1 − 0.713 = 1.07,it is
βπ,1 = βπ + 2π π
conservative to assume the design resistance of
+4π‘π = 534ππ
the I beam section is equal to the design
resistance of two transverse plates of similar
dimensions to the flanges of the I section.
For transverse plate with dimensions similar to
effective thickness and effective width:
As π½ = 0.71 < 0.85,
Chord face failure:
π1,π
π =
=
ππ ππ¦,π π‘π2 (2 + 2.8π½)
/πΎπ5
√1 − 0.9π½
1.0 × 355 × 12.52 × (2 + 2.8 × 0.713)
√1 − 0.9 × 0.713
× 10−3
= 355 ×
√3
12.5
√3
10
π
ππ /π‘π 1
10
× 213.8
300/12.5
= 89.08ππ
Punching shear failure:
ππ¦,π π‘π
ππ,π =
=
= 370.09ππ
π1,π
π =
Assume ππ = 1.0 as
the axial force on the
column is unknown in
this example, for
cases with known
axial forces on
column, ππ should be
calculated according
to SS EN1993-1-8
(2π‘1 + 2ππ,π )/πΎπ5
× (2 × 91 + 2 × 89.08) × 10−3
= 922.74ππ
Page | 542
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Compression zone check (Localized stress check)
Calculations
Remark
Applied compression force from beam flange:
πΉπΈπ,π =
ππΈπ
100
=
× 103
βπ − π‘ππ 458 − 15
= 225.73ππ < π1,π
π = 370.09ππ
Page | 543
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Weld resistance
Calculations
Ref
SS EN19931-8
Remark
Based on SCI_P363 design weld resistance for
S355 fillet weld:
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S355:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.35ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.65ππ/ππ
According to SS EN1993-1-8 6.2.2 (1), In weld
connections, and in bolted connections with endplates, the welds connecting the beam web should
be designed to transfer the shear force from the
connected beam to the joint, without any
assistance from the welds connecting the beam
flanges.
Length of fillet weld connecting beam web:
πΏπ€ = 2ππ
= 2 × 407.6
= 815.2ππ
For UB457x152x67:
Depth between fillets:
ππ = 407.6ππ
Root radius:
π = 10.2ππ
Thickness of beam
web:
π‘π€ = 9ππ
Shear resistance:
ππ
π = πΉπ€,πΏ,π
π πΏπ€
= 1.35 × 815.2
= 1100.52ππ > ππΈπ = 800ππ
Page | 544
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Weld resistance
Calculations
For beam flange, the length of fillet weld:
Remark
πΏπ€,π‘ = 2πππ − π‘π€ − 2π
= 2 × 153.8 − 9 − 2 × 10.2
= 278.2ππ
Tensile resistance:
πΉπ
π = πΏπ€,π‘ πΉπ€,π,π
π
= 278.2 × 1.65
= 459.03ππ > πΉπΈπ,π = 225.73ππ
Page | 545
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
4.4 Connection of narrow beam to hollow steel columns
To avoid stiffening the flange of the hollow steel connection due to local buckling, a transition
section, which consists of tapered flange plates, may be used to connect the UB section to the
square hollow section as shown in the figure below. The flange and web plate thickness of the
transition section should match the plate thickness of the respective UB section.
4.4.1 Example 4 – Narrow I beam to circular hollow column connection
S355
PLT 15mm
50 100
S355
SHS 300 12.5
30°
120
100
660
60
Design loading:
Vertical shear force: ππΈπ = 600ππ
Major axis bending moment: ππΈπ = 200πππ
Page | 546
S355
UB 457 152 67
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Weld of beam web to end plate
Calculations
Remark
According to SS EN1993-1-8 6.2.2 (1), for
welded and bolted connections with end-plate, the
welds connecting the beam web should be
designed to transfer the shear force from the
connected beam to the joint, without any
assistance from the welds connecting the beam
flanges.
SS EN1993
Length of fillet weld connecting beam web:
πΏπ€ = 2ππ
For UB457x152x67:
Depth between fillets:
ππ = 407.6ππ
= 2 × 407.6
= 815.2ππ
SCI_P363
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S355:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.35ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.65ππ/ππ
Shear resistance:
ππ
π = πΉπ€,πΏ,π
π πΏπ€
= 1.35 × 815.2
= 1100.52ππ > ππΈπ = 600ππ
The design of flange welds will be in the later
part of the calculations.
Page | 547
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Page | 548
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P398
SS EN19931-8
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Bolt spacings:
End distance: ππ₯ = 50ππ
Edge distance: π = 60ππ
Spacing (gauge): π€ = 100ππ
Spacing (top row above beam flange):
π₯ = 50ππ
Spacing row 1 – 2: π1−2 = 120ππ
Spacing row 2 – 3:π2−3 = 100ππ
Bolt row 1:
For pair of bolts in an unstiffened end plate
extension:
Assume fillet weld
with 12mm leg length
is used to connect
beam flange to the
end plate:
ππ₯ = π₯ − 0.8π π
The circular patterns effective length for:
= 50 − 0.8 × 12
Circular yielding:
ππππ,ππ = 2πππ₯ = 2 × π × 40.4 = 253.84ππ
= 40.4ππ
End Plate in Beading
Individual end yielding:
ππππ,ππ = πππ₯ + 2ππ₯ = π × 40.4 + 2 × 50
= 226.92ππ
Circular group yielding:
ππππ,ππ = πππ₯ + π€ = π × 40.4 + 100
= 226.92ππ
∴ The circular pattern effective length:
ππππ,ππ = min(253.84; 226.92; 226.92)
= 226.92ππ
Page | 549
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
The Non-circular patterns effective length for:
Double curvature:
ππ 220
ππππ,ππ =
=
= 110ππ
2
2
Individual end yielding:
ππππ,ππ = 4ππ₯ + 1.25ππ₯
= 4 × 40.4 + 1.25 × 50 = 224.1ππ
Corner yielding:
ππππ,ππ = 2ππ₯ + 0.625ππ₯ + π
= 2 × 40.4 + 0.625 × 50 + 60
= 172.05ππ
Group end yielding:
ππππ,ππ = 2ππ₯ + 0.625ππ₯ +
π€
2
= 2 × 40.4 + 0.625 × 50 +
100
2
= 162.05ππ
∴ The non-circular pattern effective length:
ππππ,ππ = min(110.0; 224.1; 172.05; 162.05)
= 110.00ππ
Effective length for mode 1:
ππππ,1 = min (ππππ,ππ ; ππππ,ππ ) = 110.00ππ
Effective length for mode 2:
ππππ,2 = ππππ,ππ = 110.00ππ
SCI_P398
SS EN19931-8
Mode 1 Complete flange yielding resistance:
πππ,1,π
π
0.25 ∑ ππππ,1 π‘π2 ππ¦
=
πΎπ0
2
=
0.25 × 110.00 × 15 × 355
1.0
= 2196563πππ
Page | 550
π‘π = 15ππ
As π‘π < 16ππ,
ππ¦ = 355πππ
Grade 8.8 M24 bolts
are used:
Diameter of washer:
ππ€ = 44ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
π
π = ππ₯ = 40.4ππ
π€
ππ€ =
= 11ππ
4
π = min (1.25π; π)
= min(50.5; 60)
= 50.5ππ
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 2196563
× 10−3
40.4
= 217.48ππ
Method 2:
(8π − 2ππ€ )πππ,1,π
π
πΉπ,1,π
π =
2ππ − ππ€ (π + π)
=
(8 × 50.5 − 2 × 11) × 2196563
× 10−3
2 × 40.4 × 50.5 − 11 × (40.4 + 50.5)
= 272.39ππ
Mode 2 Bolt failure with flange yielding
resistance:
πππ,2,π
π
=
0.25 ∑ ππππ,2 π‘π2 ππ¦
=
πΎπ0
0.25 × 110.0 × 152 × 355
1.0
= 2196563πππ
πΉπ‘,π
π =
=
π2 ππ’π π΄π
πΎπ2
0.9 × 800 × 353
1.25
= 203328π
Page | 551
For Grade 8.8 M24
bolts:
π2 = 0.9
Ultimate strength:
ππ’π = 800πππ
Shear area:
π΄π = 353ππ2
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
∑ πΉπ‘,π
π = 2 × πΉπ‘,π
π = 2 × 203328
= 406656π
πΉπ,2,π
π =
=
2πππ,2,π
π + π ∑ πΉπ‘,π
π
π+π
2 × 2196563 + 50.5 × 406656
× 10−3
40.4 + 50.5
= 274.25ππ
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 2πΉπ‘,π
π
= 2 × 203328 × 10−3
= 406.66ππ
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(217.48; 274.25; 406.66}
= 217.48ππ
Beam web in tension
As bolt row 1 is in the extension of the end plate,
the resistance of the beam web in tension is not
applicable to this bolt row.
Page | 552
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Bolt row 2:
ππ = (π€ − π‘π€π −
2 × 0.8π π€ )/2
End plate in bending
= (100 − 9 − 2 ×
π = ππ = 39.1ππ
0.8 × 8)/2
π = 60ππ
= 39.1ππ
π2 = π1−2 − π₯ − π‘ππ − 0.8π π
π1 =
= 120 − 50 − 15 − 0.8 × 12
= 45.4ππ
= 0.39
Based on Figure 6.11 of SS EN1993-1-8: Values
of πΌ for stiffened column flanges and end-plates,
πΌ = 6.5
For pair of bolts in a column flange below a
stiffener (or cap plate) or in an end plate below
the beam flange:
The circular patterns effective length for:
Circular yielding:
ππππ,ππ = 2ππ = 2π × 39.1 = 245.67ππ
The non-circular patterns effective length for:
Side yielding near beam flange or a stiffener:
ππππ,ππ = πΌπ = 6.5 × 39.1 = 254.15ππ
Effective length for mode 1:
ππππ,1 = min(ππππ,ππ ; ππππ,ππ ) = 245.67ππ
Effective length for mode 2:
ππππ,2 = ππππ,ππ = 254.15ππ
SCI_P398
SS EN19931-8
Mode 1 Complete flange yielding resistance:
πππ,1,π
π =
=
π
π+π
39.1
=
39.1 + 60
0.25 ∑ ππππ,1 π‘π2 ππ¦
πΎπ0
0.25 × 245.67 × 152 × 355
1.0
= 4905774πππ
Page | 553
π2 =
=
π2
π+π
45.4
39.1 + 60
= 0.46
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
π = min (1.25π; π)
= min(48.88; 60)
= 48.88ππ
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 4905774
× 10−3
39.1
= 501.87ππ
Method 2:
(8π − 2ππ€ )πππ,1,π
π
πΉπ,1,π
π =
2ππ − ππ€ (π + π)
(8 × 48.88 − 2 × 11) × 4905774
2 × 39.1 × 48.88 − 11 × (39.1 + 48.88)
× 10−3
=
= 634.21ππ
Mode 2 Bolt failure with flange yielding
resistance:
πππ,2,π
π =
0.25 ∑ ππππ,2 π‘π2 ππ¦
πΎπ0
0.25 × 254.15 × 152 × 355
=
1.0
= 5075058πππ
πΉπ,2,π
π =
=
2πππ,2,π
π + π ∑ πΉπ‘,π
π
π+π
2 × 5075058 + 48.88 × 406656
× 10−3
39.1 + 48.88
= 341.30ππ
Page | 554
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 2πΉπ‘,π
π
= 2 × 203328 × 10−3
= 406.66ππ
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(501.87; 341.30; 406.66}
= 341.30ππ
SS EN19931-8
6.2.6.8 (1)
ππππ,π,π€π = ππππ
Beam web in tension
πΉπ‘,π€π,π
π =
ππππ,π‘,π€π π‘π€π ππ¦,π
πΎπ0
245.67 × 9.0 × 355
=
× 10−3
1.0
= 784.92ππ
= 245.67ππ
*Conservatively,
consider the smallest
ππππ (6.2.6.8 (2))
For UB 457x152x67:
π‘π€π = 9.0ππ
Bolt row 3:
End plate in bending
For pair of bolts in a column flange away from
any stiffener or in an end plate, away from the
flange or any stiffener:
The circular patterns effective length for:
Page | 555
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Circular yielding:
ππππ,ππ = 2ππ = 2π × 39.1 = 245.67ππ
The non-circular patterns effective length for:
Side yielding:
ππππ,ππ = 4π + 1.25π = 4 × 39.1 + 1.25 × 60
= 231.4ππ
Effective length for mode 1:
ππππ,1 = min(ππππ,ππ ; ππππ,ππ ) = 231.4ππ
Effective length for mode 2:
ππππ,2 = ππππ,ππ = 231.4ππ
SCI_P398
SS EN19931-8
Mode 1 Complete flange yielding resistance:
πππ,1,π
π =
=
0.25 ∑ ππππ,1 π‘π2 ππ¦
πΎπ0
0.25 × 231.4 × 152 × 355
1.0
= 4620769πππ
π = min (1.25π; π)
= min(48.88; 60)
= 48.88ππ
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 4620769
× 10−3
39.10
= 472.71ππ
Page | 556
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Method 2:
(8π − 2ππ€ )πππ,1,π
π
πΉπ,1,π
π =
2ππ − ππ€ (π + π)
(8 × 48.88 − 2 × 11) × 4620769
2 × 39.1 × 48.88 − 11 × (39.1 + 48.88)
× 10−3
=
= 597.37ππ
Mode 2 Bolt failure with flange yielding
resistance:
πππ,2,π
π =
0.25 ∑ ππππ,2 π‘π2 ππ¦
πΎπ0
0.25 × 231.40 × 152 × 355
=
1.0
= 4620769πππ
πΉπ,2,π
π =
=
2πππ,2,π
π + π ∑ πΉπ‘,π
π
π+π
2 × 4620769 + 48.88 × 406656
× 10−3
39.1 + 48.88
= 330.97ππ
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 2πΉπ‘,π
π
= 2 × 203328 × 10−3
= 406.66ππ
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(472.71; 330.97; 406.66}
= 330.97ππ
Page | 557
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
6.2.6.8 (1)
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Beam web in tension
ππππ,π,π€π = ππππ
πΉπ‘,π€π,π
π =
=
ππππ,π‘,π€π π‘π€π ππ¦,π
πΎπ0
231.4 × 9.0 × 355
× 10−3
1.0
= 739.32ππ
Bolt row 2 & 3 combined:
End plate in bending
As row 1 and row 2 is separated by beam flange,
row 1 acts individually. However, for bolt row 3,
the resistance of it may be limited by the
resistance of rows 2 & 3 as a group.
SS EN19931-8
6.2.6.5
Table 6.6
Row 2 is classified as “First bolt-row below
tension flange of beam” with effective length:
Circular patterns:
ππππ,ππ = ππ + π = π × 39.1 + 100
= 222.84ππ
Non-circular patterns:
ππππ,ππ = 0.5π + πΌπ − (2π + 0.625π)
= 0.5 × 100 + 6.5 × 39.1 − (2 × 39.1 +
0.625 × 60)
= 188.45ππ
Page | 558
= 231.4ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Row 3 is classified as “Other end bolt-row” with
effective length:
Circular patterns:
ππππ,ππ = ππ + π = π × 39.1 + 100
= 222.84ππ
Non-circular patterns:
ππππ,ππ = 2π + 0.625π + 0.5π
= 2 × 39.1 + 0.625 × 60 + 0.5 × 100
= 165.70ππ
The total effective length for this bolt group
combination:
∑ ππππ,ππ = 222.84 + 222.84 = 445.67ππ
∑ ππππ,ππ = 188.45 + 165.70 = 354.15ππ
Effective length for mode 1:
∑ ππππ,1 = min (∑ ππππ,ππ ; ∑ ππππ,ππ )
= 354.15ππ
Effective length for mode 2:
∑ ππππ,2 = ∑ ππππ,ππ = 354.15ππ
Mode 1 Complete flange yielding resistance:
πππ,1,π
π
0.25 ∑ ππππ,1 π‘π2 ππ¦
=
πΎπ0
0.25 × 354.15 × 152 × 355
=
1.0
= 7071933πππ
π = min (1.25π; π)
= min(48.88; 60)
= 48.88ππ
Page | 559
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Method 1:
4πππ,1,π
π
πΉπ,1,π
π =
π
=
4 × 7071933
× 10−3
39.10
= 723.47ππ
Method 2:
(8π − 2ππ€ )πππ,1,π
π
πΉπ,1,π
π =
2ππ − ππ€ (π + π)
(8 × 48.88 − 2 × 11) × 7071933
2 × 39.1 × 48.88 − 11 × (39.1 + 48.88)
× 10−3
=
= 914.25ππ
Mode 2 Bolt failure with flange yielding
resistance:
πππ,2,π
π =
0.25 ∑ ππππ,2 π‘π2 ππ¦
πΎπ0
0.25 × 354.15 × 152 × 355
=
1.0
= 7071933πππ
πΉπ,2,π
π =
=
2πππ,2,π
π + π ∑ πΉπ‘,π
π
π+π
2 × (7071933 + 48.88 × 406656)
× 10−3
39.1 + 48.88
= 612.61ππ
Mode 3 Bolt failure resistance:
πΉπ,3,π
π = ∑ πΉπ‘,π
π = 4πΉπ‘,π
π
= 4 × 203328 × 10−3
= 813.31ππ
Page | 560
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2a – Moment resistance (Tension zone T-stubs)
Calculations
Remark
Resistance of end plate in bending:
πΉπ‘,ππ,π
π = min{πΉπ,1,π
π ; πΉπ,2,π
π ; πΉπ,3,π
π }
= min(723.47; 612.61; 813.31}
= 612.61ππ
SS EN19931-8
6.2.6.8 (1)
Beam web in tension
πΉπ‘,π€π,π
π =
=
ππππ,π,π€π = ∑ ππππ
ππππ,π‘,π€π π‘π€π ππ¦,π
πΎπ0
= 354.15ππ
354.15 × 9 × 355
× 10−3
1.0
= 1131.51ππ
The resistance of bolt row 3 is limited to:
πΉπ‘3,π
π = πΉπ‘2−3,π
π − πΉπ‘2,π
π = 612.61 − 341.30
= 271.32ππ
Summary of tension resistance of T-stubs:
Row
Resistance
Row 1 alone
Row 2 alone
Row 3 alone
Row 2 and 3
217.48kN
341.30kN
330.97kN
612.61kN
Page | 561
Effective
Resistance
217.48kN
341.30kN
271.32kN
-
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
6.2.6.7 (1)
Check 2b – Moment resistance (Compression zone)
Calculations
Remark
Design moment resistance of the beam crosssection (S355 UB457x152x67):
ππ,π
π is read from
SCI_P363 page D-66
ππ,π
π = 561πππ
For UB457x152x67:
βπ = 458ππ
π‘ππ = 15ππ
πΉπ,ππ,π
π =
=
ππ,π
π
β − π‘ππ
561
× 103
458 − 15
= 1266.37ππ
Page | 562
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Moment resistance
Calculations
Ref
β3 β2 β1
SS EN19931-8
6.2.7.2 (9)
The effective resistances of bolt rows need to be
reduced when the bolt row resistance is greater
than 1.9πΉπ‘,π
π
1.9πΉπ‘,π
π = 1.9 × 203.33 = 386.32ππ
As all bolt row resistances are lesser than
386.32kN, no reduction is required.
Equilibrium of forces
Total effective tension resistance:
∑ πΉπ‘,π
π = 217.48 + 341.30 + 271.32
= 830.09ππ < πΉπ,ππ,π
π = 1266.37ππ
Hence, no reduction is required for the tensile
resistance.
SS EN19931-8
6.2.7.2 (1)
The moment resistance of the connection may be
determined using:
ππ,π
π = ∑ βπ πΉπ‘,π,π
π
π
Page | 563
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Moment resistance
Calculations
Taking the center of compression to be at the
mid-thickness of the compression flange of the
beam:
β1 = βπ − (
Remark
π‘ππ
)+π₯
2
15
= 458 − ( ) + 50
2
= 500.5ππ
β2 = β1 − 120 = 380.5ππ
β3 = β2 − 100 = 280.5ππ
ππ,π
π = β1 πΉ1,π,π
π + β2 πΉ2,π,π
π + β3 πΉ3,π,π
π
= 500.5 × 217.48 + 380.5 × 341.30 + 280.5 ×
271.32
= 314.82πππ > ππΈπ = 200πππ
Page | 564
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Shear resistance of bolt group
Calculations
Ref
SCI_P398
For Grade 8.8 M24 bolts:
πΌπ£ = 0.6
π΄π = 353ππ2
ππ’π = 800πππ
Shear resistance of an individual bolt:
πΌπ£ ππ’π π΄π
πΉπ£,π
π =
πΎπ2
=
0.6 × 800 × 353
× 10−3
1.25
= 135.55ππ
2.8π2
π1 = min (
− 1.7; 2.5)
π0
= min (2.8 ×
60
− 1.7; 2.5)
26
= 2.5
πΌπ = min (
π1
1 π1 ππ’π
− ;
;
; 1.0)
3π0 4 3π0 ππ’
100
1 50 800
= min (
− ;
;
; 1.0)
3 × 26 4 3 × 26 470
= 0.64
Page | 565
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Shear resistance of bolt group
Calculations
Bearing resistance of an individual bolt:
π1 πΌπ ππ’ ππ‘
πΉπ,π
π =
πΎπ2
=
Remark
2.5 × 0.64 × 470 × 24 × 15
1.25
= 235.38ππ
Hence, resistance of an individual bolt:
πΉπ
π = min(πΉπ£,π
π ; πΉπ,π
π )
= min(135.55; 235.38)
= 135.55ππ
According to SCI_P398, the shear resistance of
the upper rows may be taken conservatively as
28% of the shear resistance without tension, thus
the shear resistance of the bolt group is:
ππ
π = (4 + 6 × 0.28) × πΉπ
π
= 5.68 × 135.55
= 769.94ππ > ππΈπ = 600ππ
Page | 566
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Weld of beam flange to end plate
Calculations
Ref
SS EN1993
Length of fillet weld connecting beam flange:
πΏπ€,π = 2πππ − π‘π€π − 2ππ
= 2 × 153.8 − 9.0 − 2 × 10.2
= 278.2ππ
SCI_P363
Remark
For UB457x152x67:
Width of beam
flange:
πππ = 153.8ππ
Thickness of beam
web:
π‘π€π = 9.0ππ
Root radius:
ππ = 10.2ππ
Choose fillet weld with 12mm leg length, 8.4mm
throat thickness and grade S355:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 2.03ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 2.48ππ/ππ
Tensile resistance of flange weld:
πΉπ‘,π
π,π = πΏπ€,π πΉπ€,π,π
π
= 278.2 × 2.48
= 689.94ππ
Applied tensile force on beam flange:
πΉπ‘,πΈπ,π =
=
ππΈπ
βπ − π‘ππ
200
× 103
458 − 15
= 451.47ππ < πΉπ‘,π
π,π
OK
Page | 567
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5 – RHS resistance
Calculations
Ref
SS EN19931-8
For RHS 300x300x12.5:
Column width:
ππ = 300ππ
Thickness of column wall:
π‘π = 12.5ππ
Yield strength of column:
ππ,π¦ = 355πππ
As the horizontal haunch has same width as the
column, the ratio of width of flange to width of
RHS π½ = 1.0.
Ratio of depth of haunch to width of RHS:
βπ 458
π=
=
= 1.53
ππ 300
As π > 2√1 − π½, it is conservative to assume the
design resistance of haunch is equal to design
resistance of two transverse plates of similar
dimensions to the flanges of haunch.
Page | 568
Remark
Assume ππ = 1.0 as
the axial force on the
column is unknown in
this example, for
cases with known
axial forces on
column, ππ should be
calculated according
to SS EN1993-1-8
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 5 – RHS resistance
Calculations
As the width of haunch π1 > ππ − π‘π , the failure
mode of RHS is chord side wall crushing:
π1,π
π =
Remark
ππ ππ,π¦ π‘π (2π‘ππ + 10π‘π )
πΎπ5
1.0 × 355 × 12.5 × (2 × 15 + 10 × 12.5)
1.0
× 10−3
=
= 687.81ππ
Distance between end plate center to RHS
surface:
πΏβππ’ππβ = 127ππ
Applied shear force on RHS surface:
ππΈπ2 = ππΈπ = 600ππ
Applied tensile force on haunch flange:
πΉπΈπ2 =
ππΈπ
200
=
× 103
βπ − π‘ππ 458 − 15
= 451.47ππ < π1,π
π
OK
Flange weld resistance:
Length of fillet weld connecting beam flange:
πΏπ€,π = 2ππ − π‘π€π − 2ππ
= 2 × 300 − 9.0 − 2 × 10.2
= 570.6ππ
SCI_P363
Choose fillet weld with 8mm leg length, 5.6mm
throat thickness and grade S355:
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.35ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.65ππ/ππ
Page | 569
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 5 – RHS resistance
Calculations
Tensile resistance of flange weld:
Remark
πΉπ‘,π
π,π = πΏπ€,π πΉπ€,π,π
π
= 570.6 × 1.65
= 941.49ππ > πΉπΈπ2
OK
Note:
In order to minimize the effect of stress concentration, the horizontal haunch connecting the
beam and RHS should have an angle less than 45° respect to the connected beam to ensure
smooth flow of stress.
Page | 570
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
4.5 Connection of I-beam to circular hollow section steel column
A good practice for steel construction is to adopt a strategy to weld at the factory and bolt at
the site. For beam-to-column moment connections, one way to achieve this good practice is to
weld a beam stub to the column in the factory and provide a beam splice bolted connection as
shown below. This beam splice connection should have sufficient length away from the column
to install the top and cover plates. If the diameter of column is very much larger than the beam
for this type of connection, local effect needs to be checked and local strengthening of the
column using double plate can be applied.
4.5.1 Example 5 – I beam to circular column connection with beam stub pre-welded to
column
S355
CHS 273 12.5
Note:
A wing plate can be
done for the purpose
of laying the deck
S355
UB 457 191 67
360
80
S355
60 PLT 10mm
S355
PLT 15mm
S355
PLT 15mm
Design loading:
Vertical shear force: ππΈπ = 150ππ
Major axis bending moment: ππΈπ = 100πππ
Page | 571
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Distribution of internal forces
Calculations
Ref
ecc
SCI_P398
For grade S355 UB 457x191x67:
Depth of section: βπ = 453.4ππ
Width of section: ππ = 189.9ππ
Thickness of beam web: π‘π€ = 8.5ππ
Thickness of beam flange: π‘π = 12.7ππ
Root radius: ππ = 10.2ππ
Cross-section area: π΄ = 8550ππ2
Second moment of area about major axis y:
πΌπ¦ = 29400ππ4
Elastic modulus about major axis y:
πππ,π¦ = 1300ππ3
Yield strength: ππ¦,π = 355πππ
Ultimate strength: ππ’,π = 470πππ
Second moment of area of the web:
3
πΌπ¦,π€ππ
(βπ − 2π‘π ) π‘π€
=
12
= (453.4 − 2 × 12.7)3 ×
8.5
12
= 55535283ππ4
Page | 572
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Distribution of internal forces
Calculations
The force in each flange due to moment:
πΌπ¦,π€ππ
) ππΈπ
πΌπ¦
βπ − π‘π
(1 −
πΉπ,π =
= (1 −
55535283
100
)×
× 103
294000000
453.4 − 12.7
= 184.05ππ
Moment in the web:
πΌπ¦,π€ππ
ππΈπ,π€ = (
) ππΈπ
πΌπ¦
=(
55535283
) × 100
294000000
= 18.89πππ
Eccentricity of the bolt group from the centerline
of splice:
πππ = 60ππ
Additional moment in the web due to
eccentricity:
ππππ = ππΈπ πππ
= 150 × 60 × 10−3
= 9.0πππ
No. of bolts in the flange splice (on one side of
the centerline of the splice):
ππ = 6
Force on bolts in the flange:
πΉπ,π£ =
πΉπ,π 184.05
=
= 30.67ππ
ππ
6
Page | 573
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Distribution of internal forces
Calculations
No. of bolts in the web:
π=4
Vertical shear force on each bolt in the web
(double shear):
πΉπ§,π =
=
ππΈπ
2π
150
2×4
= 18.75ππ
Second moment of the bolt group:
πΌππππ‘π = π΄(π₯π2 + π¦π2 )
= 2 × 1202 + 2 × 402
= 32000ππ2
Vertical distance of the extreme bolt from the
centroid of the group:
ππππ₯ = 120ππ
Horizontal force on each bolt in web (double
shear):
πΉπ₯,π =
=
(ππΈπ,π€ + ππππ )ππππ₯
2πΌππππ‘π
(18.89 + 9)
120
×
× 103
2
32000
= 52.29ππ
Resultant force on an extreme bolt:
2
2
πΉπ,πΈπ = √πΉπ₯,π
+ πΉπ§,π
= √18.752 + 52.292
= 55.55ππ
Page | 574
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Bolt group resistance
Calculations
Ref
SCI_P398
SS EN19931-8
Flange bearing resistance:
Bolt spacings in beam flange:
End distance: π1,π = 60ππ
Edge distance: π2,π = 50ππ
Pitch: π1,π = 80ππ
Diameter of bolt: π = 20ππ
Diameter of bolt hole: π0 = 22ππ
2.8π2,π
π1 = min (
− 1.7; 2.5)
π0
= min (2.8 ×
50
− 1.7; 2.5)
22
= 2.5
πΌπ = min (
π1,π π1,π 1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
60
80
1 1000
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 355
= 0.91
Page | 575
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Bearing resistance of beam flange:
πΉπ,π
π,π =
=
π1 πΌπ ππ’,π ππ‘π
πΎπ2
2.5 × 0.91 × 470 × 20 × 12.7
× 10−3
1.25
= 217.05ππ > πΉπ,π = 30.67ππ
Beam web bearing:
Bolts spacings in beam web:
End distance: π1,π, = 106.7ππ
Edge distance: π2,π = 60ππ
Pitch: π1,π = 80ππ
Vertical direction:
2.8π2,π
π1 = min (
− 1.7; 2.5)
π0
= min (2.8 ×
60
− 1.7; 2.5)
22
= 2.5
πΌπ = min (
π1,π π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π1
106.7
80
1 1000
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 470
= 0.96
Vertical bearing resistance:
πΉπ£,π,π
π,π€ =
=
Remark
π1 πΌπ ππ’,π ππ‘π€
πΎπ2
2.5 × 0.96 × 470 × 20 × 8.5
× 10−3
1.25
= 153.75ππ
Page | 576
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Horizontal direction:
Remark
2.8π1,π
1.4π1
π1 = min (
− 1.7;
− 1.7; 2.5)
π0
π0
= min (2.8 ×
106.7
80
− 1.7; 1.4 ×
− 1.7; 2.5)
22
22
= 2.5
πΌπ = min (
π2,π ππ’π
;
; 1.0)
3π0 ππ’,π
60 1000
= min (
;
; 1.0)
3 × 22 470
= 0.91
Horizontal bearing resistance:
πΉβ,π,π
π,π€ =
=
π1 πΌπ ππ’,π ππ‘π€
πΎπ2
2.5 × 0.91 × 470 × 20 × 8.5
× 10−3
1.25
= 145.27ππ
2πΉπ§,π
πΉπ£,π,π
π,π€
=
+
2πΉπ₯,π
πΉβ,π,π
π,π€
2 × 18.75 2 × 52.29
+
153.75
145.27
= 0.96 < 1
OK
Web cover plate bearing:
Thickness of web
cover plate:
π‘π€π = 10ππ
Ultimate strength of
web cover plate:
ππ’,π€π = 470πππ
Bolt spacings in web cover plate:
End distance: π1,π€π = 60ππ
Edge distance: π2,π€π = 60ππ
Pitch: π1,π€π = 80ππ
Page | 577
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Vertical direction:
2.8π2,π€π
π1 = min (
− 1.7; 2.5)
π0
= min (2.8 ×
60
− 1.7; 2.5)
22
= 2.5
πΌπ = min (
π1,π€π π1
1 ππ’π
;
− ;
; 1.0)
3π0 3π0 4 ππ’,π
60
80
1 1000
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 470
= 0.91
Vertical bearing resistance:
πΉπ£,π,π
π,π€π =
=
π1 πΌπ ππ’,π ππ‘π€π
πΎπ2
2.5 × 0.91 × 470 × 20 × 10
× 10−3
1.25
= 170.91ππ
Horizontal direction:
2.8π1,π€π
1.4π1,π€π
π1 = min (
− 1.7;
− 1.7; 2.5)
π0
π0
= min (2.8 ×
60
80
− 1.7; 1.4 ×
− 1.7; 2.5)
22
22
= 2.5
πΌπ = min (
π2,π€π ππ’π
;
; 1.0)
3π0 ππ’,π
60 1000
= min (
;
; 1.0)
3 × 22 470
= 0.91
Page | 578
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
Horizontal bearing resistance:
πΉβ,π,π
π,π€π =
=
Remark
π1 πΌπ ππ’,π ππ‘π€π
πΎπ2
2.5 × 0.91 × 470 × 20 × 10
× 10−3
1.25
= 170.91ππ
πΉπ§,π
πΉπ£,π,π
π,π€π
=
+
πΉπ₯,π
πΉβ,π,π
π,π€π
18.75
52.29
+
170.91 170.91
= 0.42 < 1.0
OK
Bolt shear resistance:
Using GR.10.9, M20 bolts with:
π΄π = 245ππ2 , ππ’π = 1000πππ
Assume bolts in normal holes:
ππ = 1.0
Slip factor (Class A friction surfaces):
π = 0.5
Preloading force:
πΉπ,π = 0.7ππ’π π΄π
= 0.7 × 1000 × 245 × 10−3
= 171.5ππ
Page | 579
πΎπ3 = 1.25
(πΈπ1993 − 1 − 8)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bolt group resistance
Calculations
The design slip resistance of a preloaded GR.
10.9 bolt:
πΉπ ,π
π =
=
Remark
ππ ππ
πΉ
πΎπ3 π,π
1.0 × 1.0 × 0.5
× 171
1.25
= 68.6ππ > max(πΉπ,π£ ; πΉπ,πΈπ ) = 55.55ππ
Page | 580
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P398
SS EN19931-8
Check 2 – Resistance of tension flange and cover plate
Calculations
Remark
Tension flange resistance (gross area):
π΄π = ππ π‘π = 189.9 × 12.7 = 2411.73ππ2
Resistance of the gross section:
πΉππ,π
π =
π΄π ππ¦
πΎπ0
= 2411.73 ×
355
× 10−3
1.0
= 856.16ππ
Tension flange resistance (net area):
π΄πππ‘ = (ππ − 2π0 )π‘π
= (189.9 − 2 × 22) × 12.7
= 1852.93ππ2
Resistance of the net section:
πΉπ’,πππ‘ =
=
0.9π΄πππ‘ ππ’
πΎπ2
0.9 × 1852.93 × 470
× 10−3
1.25
= 627.03ππ
Page | 581
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Resistance of tension flange and cover plate
Calculations
Remark
Resistance of tension flange:
πΉπ
π,π = min(πΉππ,π
π ; πΉπ’,π
π )
= min(856.16; 627.03)
= 627.03ππ > πΉπ,π = 184.05ππ
*As the widths of beam flange and cover plate are
same in this example, only the beam flange
whose thickness is smaller is checked. If the
widths of the flange and cover plate are different,
the check above should be performed for both
beam flange and cover plate.
Page | 582
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SCI_P398
SS EN19931-8
Check 3 – Resistance of compression flange and cover plate
Calculations
Remark
According to SCI_P398, the compression
resistance of the flange and cover plate may be
based on gross section. Local buckling resistance
of the cover plate needs to be considered when
the ratio of distance between rows of bolts to
thickness of plate exceed 9π.
235
235
π=√
=√
= 0.814
ππ¦,π
355
9π = 9 × 0.814 = 7.32
Thickness of the
flange cover plate:
π‘ππ = 15ππ
Yield strength of the
cover plate:
ππ¦π = 355πππ
Spacing of bolts across the joint in the direction
of the bolt:
π1 = 120ππ
π1 120
=
= 8 > 9π = 7.32
π‘ππ
15
∴ Local buckling resistance of the cover plate
needs to be checked
π=
π‘ππ
√12
=
15
√12
= 4.33ππ
πΏππ = 0.6π1 = 0.6 × 120 = 72ππ
π1 = 93.9π = 93.9 × 0.814 = 76.40
πΏππ 1
72
1
)×(
) = 0.218
πΜ
= ( ) ( ) = (
π
π1
4.33
76.40
Page | 583
πΌ = 0.49
(for solid section)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Resistance of compression flange and cover plate
Calculations
Remark
2
Μ
Μ
Μ
Μ
π· = 0.5 × (1 + πΌ(π − 0.2) + π )
= 0.5 × (1 + 0.49 × (0.218 − 0.2) + 0.2182 )
= 0.528
Reduction factor for flexural buckling:
1
π=
Μ
Μ
Μ
2 )
π· + √(π· 2 − π
=
1
0.528 + √0.5282 − 0.2182
= 0.991
The buckling resistance of the cover plate:
ππ,ππ,π
π =
ππ΄ππ ππ¦,ππ
πΎπ1
π΄ππ = πππ π‘ππ
= 189.9 × 15
= 2848.5ππ2
= 0.991 × 2848.5 × 355 × 10−3
= 1002.13ππ > πΉπ,π = 184.05ππ
Page | 584
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Resistance of web splices
Calculations
Ref
SCI_P398
SS EN19931-8
Web cover plate dimensions and properties:
Depth: βπ€π = 360ππ
Thickness of cover plate: π‘π€π = 10ππ
Yield strength of cover plate: ππ¦,π€π = 355πππ
Ultimate strength of cover plate:
ππ’,π€π = 470πππ
Resistance of the web cover plate in shear:
Resistance of the gross shear area:
ππ€π,π,π
π =
=
βπ€π π‘π€π ππ¦,π€π
1.27 √3πΎπ0
360 × 10 × 355
1.27 × √3
× 10−3
= 580.99ππ
Net shear area:
π΄π£,π€π,πππ‘ = (βπ€π − ππ0 )π‘π€π
= (360 − 4 × 22) × 10
= 2720ππ2
Page | 585
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Resistance of web splices
Calculations
Resistance of the net shear area:
ππ’,π€π
)
π΄π£,π€π,πππ‘ (
√3
ππ€π,πππ‘,π
π =
πΎπ2
Remark
470
= 2720 × √3 × 10−3
1.25
= 590.47ππ
Shear resistance of the web cover plate:
ππ
π,π€π = min(ππ€π,π,π
π ; ππ€π,πππ‘,π
π )
= min(580.99; 590.47)
= 580.99ππ > ππΈπ = 150ππ
OK
Web cover plate bending resistance:
Elastic modulus of web cover plate (gross
section):
πππ,π€π =
2
π‘π€π βπ€π
3602
= 10 ×
= 324000ππ3
4
4
Reduction parameter for coexisting shear:
2ππΈπ
π=(
− 1)
ππ
π,π€π
= (2 ×
2
2
150
− 1)
580.99
= 0.234
Bending resistance of web cover plate:
ππ,π€π,π
π =
πππ,π€π (1 − π)ππ¦,π€π
πΎπ0
= 324000 × (1 − 0.234) × 355 × 10−6
= 88.12πππ > ππ€ + ππππ = 27.89πππ
Page | 586
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Resistance of web splices
Calculations
Beam web in shear:
Gross shear area of beam web:
π΄π€,π = π΄ − 2ππ π‘π + (π‘π€ + 2ππ )π‘π
= 8550 − 2 × 189.9 × 12.7 + (8.5 + 2 × 10.2)
× 12.7
= 4093.57ππ2
Resistance of the gross shear area:
ππ€,π,π
π =
π΄π€,π ππ¦,π€
√3
= 4093.57 ×
355
√3
× 10−3
= 839.02ππ
Net shear area:
π΄π€,πππ‘ = π΄π€,π − ππ0 π‘π€
= 4093.57 − 4 × 22 × 8.5
= 3345.57ππ2
Resistance of the net shear area:
ππ€,π,π
π
π
π΄π£,πππ‘ ( π’,π€ )
√3
=
πΎπ2
470
3
= 3345.57 × √ × 10−3
1.25
= 726.27ππ
Page | 587
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Resistance of web splices
Calculations
Shear resistance of beam web:
Remark
ππ€,π
π = min(ππ€,π,π
π ; ππ€,π,π
π )
= min(839.02; 726.27)
= 726.27ππ > ππΈπ = 150ππ
Page | 588
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5 – Resistance of the circular hollow section column (CHS)
Ref
Calculations
Remark
π‘π
ππ
ππ
βπ
SS EN19931-8
For CHS 273×12.5:
Diameter: ππ = 273ππ
Wall thickness: π‘π = 12.5ππ
Yield strength: ππ¦,π = 355πππ
Ultimate strength: ππ’,π = 470πππ
Table 7.1 and
Table 7.4
Range of validity:
10 <
ππ
= 21.84 < 50
π‘π
OK
π½=
ππ 189.9
=
= 0.696 > 0.4
ππ
273
OK
π=
βπ 453.4
=
= 1.66 < 4
ππ
273
OK
As the axial force on CHS column is unknown,
ππ is assumed to be 1.
Axial resistance of I beam connects to CHS:
π1,π
π =
ππ ππ¦,π π‘π2 (4 + 20π½ 2 )(1 + 0.25π)
πΎπ5
= (1.0 × 355 × 12.52 × (4 + 20 × 0.696) ×
(1 + 0.25 × 1.66) × 10−3
= 1073.66ππ
Page | 589
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5 – Resistance of the circular hollow section column (CHS)
Ref
Calculations
Remark
π1,π
π = βπ π1,π
π /(1 + 0.25π)
=
453.4 × 1073.66
× 10−3
1 + 0.25 × 1.66
= 343.98πππ
Eccentricity between the CHS surface and beam
splice:
πππ2 = 380ππ
Applied moment on CHS surface:
ππΈπ,πβπ = ππΈπ + ππΈπ πππ2
= 100 + 150 × 380 × 10−3
= 157πππ < π1,π
π = 343.98πππ
OK
Punching shear resistance:
As π < 2,
ππΈπ,πβπ
157
π‘π =
× 12.7 × 103
πππ,π¦
1300000
= 1.534ππ/ππ
2π‘π (
ππ¦,π
)
√3 = 2 × 12.5 × 355 × 10−3
πΎπ5
√3
= 5.124ππ/ππ > 1.534ππ/ππ
OK
Note:
If the bending and punching resistance of CHS are insufficient, local strengthening with
doubler plate may be used. According to Chinese Technical specification for structures with
steel hollow sections (CECS 280:2010) clause 7.3.4, the doubler plate should be at least 4mm
thick and cover at least half of the hollow section. In addition, the edge of the plate should be
at least 50mm away from the welding but not greater than 2/3 of the height of the I beam.
Page | 590
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
4.6 Connection of I-beam to hollow steel columns using diaphragm plates
Diaphragm plates and web plates may be pre-welded to the hollow section at the factory so that
bolted beam-splice can be installed at the site. This is the preferred way to provide moment
connection of I beam to tubular column. Sharpe corners of diaphragm plates should be avoided
as this will result in stress concentration. As such type of connections is moment resisting
connection, hollow steel column should be checked for unbalanced forces especially for edge
and corner columns.
4.6.1 Example 6 – I-beam to hollow steel columns with diaphragm plates
=
S355
UB 533 210 92
=
S355
CHS 244.5 12.5
=
=
Design loading:
Major axis bending moment: ππΈπ = 400πππ
Page | 591
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Dimensions and properties
Calculations
For S355 UB 533x210x92:
Remark
Depth: βπ = 533.1ππ
Width: ππ = 209.3ππ
Thickness of flange: π‘π = 15.6ππ
Yield strength: ππ¦,π = 355πππ
Ultimate strength: ππ’,π = 470πππ
For S355 CHS 244.5x12.5:
Diameter: ππ = 244.5ππ
Thickness: π‘π = 12.5ππ
Yield strength: ππ¦,π = 355πππ
Ultimate strength: ππ’,π = 470πππ
For S355 external diaphragm ring:
To allow for construction inaccuracies, the
thickness of the diaphragm ring is designed to be
slightly thicker than the thickness of flange of the
I beam.
Thickness: π‘π = 20ππ > π‘π = 15.6ππ
Yield strength: ππ¦π = 345πππ
Ultimate strength: ππ’π = 470πππ
As Eurocode does not provide guideline on designing the width and thickness of the external
diaphragm ring for I beam to CHS connection, CIDECT design guides and Chinese technical
codes (GB 50936-2014) are referred and the calculations are shown below.
Page | 592
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
CIDECT design guide 9
Calculations
Ref
ππ
π‘π
π‘π
ππ
CIDECT
design guide
9
π
Axial resistance of diaphragm ring:
ππ
π
ππ −1.54 π 0.14 π‘π 0.34 ππ 2
( )
( )
( ) ππ¦π
= 19.6 ( )
π‘π
ππ
π‘π
2
244.5 −1.54
π 0.14 20 0.34
)
(
)
(
)
= 19.6 (
12.5
244.5
12.5
244.5 2
) × 355 × 10−3
×(
2
π 0.14
)
= 1252.20 (
244.5
For ππΈπ = 772.95ππ and to meet the range of
validity:
π = 15ππ
ππ
π
15 0.14
)
= 1252.20 × (
244.5
= 847.17ππ > ππΈπ
Range of validity:
14 ≤
ππ 244.5
=
= 19.56 ≤ 36
π‘π
12.5
Page | 593
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
CIDECT design guide 9
Calculations
π
15
0.05 ≤
=
= 0.06 ≤ 0.14
ππ 244.5
0.75 ≤
Remark
π‘π
20
=
= 1.6 ≤ 2.0
π‘π 12.5
Additional requirement:
As CIDECT suggests, the angle of transition
between beam flange and external diaphragm ring
should be limited to 30°. In this example, the
larger transition angle (45°) may result in stress
concentration.
π ≤ 30°
Note:
The design methods shown above cannot be simply applied to all types of external diaphragm
rings. The range of validity and additional requirements from the codes need to be fulfilled
when doing the design.
Page | 594
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
GB 50936:2014 – Technical code for concrete filled steel tubular structures
Ref
Calculations
Remark
GB 50936Note:
2014
π : transition radius
Annex C
between beam and
diaphragm
plate
ππ
depends
upon
2
execution class
ππ + π πΌ
π
ππ
π ≥ 10ππ
Angle between axial force on flange and cross
section:
ππ
πΌ = sin−1 ( 2 )
ππ + π
Effective width of external diaphragm ring:
ππ = (0.63 +
= (0.63 +
0.88ππ
) √ππ π‘π + π‘π
ππ
0.88 × 209.3
) × √244.5 × 12.5 + 20
244.5
= 96.47ππ
Applied axial force:
ππΈπ =
=
ππΈπ
βπ − π‘π
400
× 103
533.1 − 15.6
= 772.95ππ
Page | 595
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
GB 50936:2014 – Technical code for concrete filled steel tubular structures
Ref
Calculations
Remark
0.93
πΉ1 (πΌ) =
√2 sin2 πΌ + 1
πΉ2 (πΌ) =
1.74 sin πΌ
√2 sin2 πΌ + 1
Minimum width required:
π≥
πΉ1 (πΌ)ππΈπ πΉ2 (πΌ)ππ π‘π ππ
−
π‘π ππ
π‘π ππ
As both sides of the inequation affected by the
unknown π, iteration is required.
After iteration, for ππΈπ = 772.95ππ, π = 65ππ
Additional requirement:
To minimize the effect of stress concentration,
the radius between the I beam flange and
diaphragm ring should be at lease 10mm.
Range of validity:
0.25 <
ππ 96.47
=
= 0.40 < 0.75
ππ 244.5
0.10 <
π
65
=
= 0.27 < 0.35
ππ 244.5
π
= 3.25 < 10
π‘π
As the equations used above need to fulfill the
range of validity, for high applied axial force, this
method of calculation may not be appropriate.
Page | 596
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
5 Bracing connections
5.1 Introduction
Bracing connections are typically constructed using sectional shapes like hollow sections,
Universal section (I or H sections), channels and angles resisting tension or compression. The
bracings are typically connected to the main members via gusset plates using bolts. If the wind
loads are not high, steel rods may be used as tension members to provide lateral load resistance.
Steel rods are more economical compared to structural steel sections and they can be easily
installed on site. Steel rods are lighter and most of the time can be installed without the use of
cranes. Turn-buckle system may be used to pre-tensioned the rod to prevent slackening. This
section gives suggestions of how steel rods are to be detailed and design to improve
productivity in fabrication and installation.
5.2 Materials
The steel rods and welded plates are recommended to be of BC1’s certified materials. Two
types of turn-buckle systems connecting to steel rod is shown in Figure 5-1. As the rods are
welded to turnbuckles attachments, it is recommended to use the more weldable mild steel rod
such as S275 steel. The use of high tensile rod is not recommended. Engineers are
recommended to specific 100% NDT on the welds and performance tests may be carried out
to verify its structural performance.
OPTION 1
OPTION 2
Welded in factory
Cut off from
turnbuckle
Turnbuckle eye
Bolted to plate
S275 Rod
Recommended
Figure 5-1 Two options of connecting a turn-buckle system to a steel rod
5.3 Design and Detailing
Figure 5-2 shows two ways of welding a steel rod to a steel plate. The design and detailing
recommendations pertaining to the connection of the steel rod to the gusset plate are as follows:
1. The welds should be designed to resist 2 times the tension force
2. Option 1 – Flare groove welds to be designed as per cl. 4.3.6 EC3-8. Qualified welding
procedure should be carried out for this weld. For this option, there may be eccentricity
between the applied forces and the weld. The weld should be checked against the
moment induced by the eccentric load.
3. Option 2 – The rod diameter should be at least double the plate thickness to allow for
sufficient welding. The weld should be designed as per fillet weld.
Page | 597
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Option 1
Option 2
Figure 5-2 Welding of steel rod to a plate (a) Option 1: single sided flare groove weld (b)
Option 2: double sided fillet welds (preferred)
β For Option 1, the connection should be reviewed if there is a large horizontal force
acting onto the connection.
β For erection purpose, two bolts are preferred.
5.3.1 Example 1 – Welding of steel rod to a steel plate
π = 50ππ
3/4R
3/8R
3/4(3/8)
Option 1
π = 50ππ
π‘π = 25ππ
Design tension load:
πΉπΈπ = 200ππ
Page | 598
Option 2
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-8
AWS
D1.1:2015
Option 1
Calculations
For option 1, flare-bevel-groove welds are used to
connect the tension rod to the plate.
Remark
Radius of tension rod: π
= 25ππ
According to the guide from the American
Welding Society, the effective weld sizes of flare
groove welds is assumed to be 3/8 of the radius of
tension rod for gas metal arc welding (GMAW).
=π
ecc
/π
/
Flare-bevel-groove welds
(Option 1)
Effective throat thickness of flare-bevel-groove
weld:
3
3
π = ( ) π
= 25 × = 9.375ππ
8
8
Design shear strength of the weld:
ππ£π€,π =
=
ππ’
√3π½π€ πΎπ2
410
√3 × 0.85 × 1.25
= 222.79πππ
Design longitudinal resistance:
πΉπ€,πΏ,π
π = ππ£π€,π π = 222.79 × 9.375 × 10−3
= 2.09ππ/ππ
Page | 599
For S275 weld:
ππ’ = 410πππ
π½ = 0.85
πΎπ2 = 1.25
(SS EN1993-1-8)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Option 1
Calculations
Cross-section area of tension rod:
π΄ = ππ
2 = π × 252 = 1963.50ππ2
Tension capacity of tension rod:
πΉπ
π = ππ¦ π΄ = 275 × 1963.50 × 10−3
= 539.96ππ > πΉπΈπ = 200ππ
The weld is designed to resist two times the
tension force applied. The weld length is
calculated as:
πΏπ€ =
2πΉπΈπ
2 × 200
=
= 95.69ππ
2πΉπ€,πΏ,π
π 2 × 2.09
∴ πΏπ€ = 150ππ
πΏπ€
Assume the eccentricity between the applied
force and flare-bevel-groove weld to be the radius
of the tension rod:
πππ = π
= 25ππ
Applied moment on the weld:
ππΈπ = 2πΉπΈπ πππ
= 400 × 25 × 10−3
= 10πππ
Polar moment of inertia of weld:
π½=
πΏ3π€ 1923
=
= 589824ππ3
12
12
Page | 600
Remark
For S275 tension rod:
ππ¦ = 275πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Option 1
Calculations
Applied transverse stress:
ππ =
Remark
ππΈπ πΏπ€
10 × 150
=
× 103
2 × 2π½ 2 × 2 × 589824
= 0.636ππ/ππ
Applied longitudinal stress:
ππΏ =
2πΉπΈπ
400
=
= 1.33ππ/ππ
2πΏπ€
2 × 150
Design transverse resistance:
= 1.225 × 2.09 = 2.56ππ/ππ
Assume angle
between applied
transverse stress and
effect throat area:
π = 45°
Directional method:
∴ πΎ = 1.225
πΉπ€,π,π
π = πΎπΉπ€,πΏ,π
π
ππΉ = (
ππΏ
πΉπ€,πΏ,π
π
2
ππ
2
) +(
)
πΉπ€,π,π
π
1.33 2
0.636 2
) +(
) = 0.47 < 1.00
=(
2.09
2.56
OK
Note:
As flare-bevel-groove weld is one side weld, there will be eccentricity between applied force
and weld and the applied moment may induce extra stress on the welding. If the gusset plate
is thick and the tension rod is large, the induced moment is large and hence it is not
recommended to use option 1 for bracing connection.
Page | 601
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Option 2
Calculations
Ref
EN1933-1-8
a
π
= ππ
=π
Fillet welds
(Option 2)
The effective throat π is taken as the
perpendicular distance from the root of the weld
to a straight line joining the fusion faces.
In this example, π = 5ππ
Design longitudinal resistance:
πΉπ€,πΏ,π
π = ππ£π€,π π = 222.79 × 5 × 10−3
= 1.11ππ/ππ
Fillet weld length:
πΏπ€ =
2πΉπΈπ
2 × 200
=
= 90ππ
4πΉπ€,πΏ,π
π 4 × 1.11
∴ πΏπ€ = 100ππ
Page | 602
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
5.4 Gusset plates to main members
As the intersection where the main members and the gusset plates, the connection could be
quite congested. It is recommended to allow for some load eccentricity for the ease of
fabrication and installation. Engineers should design for the effect of load eccentricity by
referring to SCI P358 “Joint in Steel Construction Simple Joints to Eurocode 3” Section 8.
5.4.1 Example 2 – Turn buckle and gusset plate connection
S275
PLT 15mm
S275
PLT 15mm
150
S275
Steel Rod
150
400
Grade 8.8, M24
Turn-buckle
200
Design loading:
Tensile force: πΉπΈπ = 80ππ
Page | 603
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Gusset plate tensile resistance
Calculations
Ref
SS EN19931-8
For S275 PLT 15mm:
Width of the plate: ππ = 120ππ
Length of the plate: πΏπ = 400ππ
Thickness of the plate: π‘π = 10ππ
Yield strength: ππ¦π = 275πππ
Ultimate strength: ππ’π = 410πππ
Bolt hole diameter: π0 = 26ππ
Gross section area:
π΄π = ππ π‘π
= 120 × 10 = 1200ππ2
Gross section resistance:
πΉππ,π
π =
=
π΄π ππ¦π
πΎπ0
1200 × 275
× 10−3
1.0
= 330ππ
Net section area:
π΄πππ‘ = π΄π − π0 π‘π
= 1200 − 26 × 10
= 940ππ2
Page | 604
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Gusset plate tensile resistance
Calculations
Net section resistance:
πΉπ’,π
π =
=
Remark
0.9ππ’π π΄πππ‘
πΎπ2
0.9 × 410 × 940
× 10−3
1.25
= 227.49ππ
Tensile resistance of the connecting plate:
πΉπ
π = min(πΉππ,π
π ; πΉπ’,π
π )
= min(330; 277.49)
= 277.49ππ > πΉπΈπ = 80ππ
Page | 605
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Bolt resistance
Calculations
Ref
SS EN19931-8
Using class 8.8, M24 bolts with:
π΄π = 353ππ2 , ππ’π = 800πππ,
πΌπ£ = 0.6
Shear resistance of bolt:
πΉπ£,π
π =
=
πΌπ£ ππ’π π΄π
πΎπ2
0.6 × 800 × 353
× 10−3
1.25
= 135.55ππ
2.8π2
π1 = min (
− 1.7; 2.5)
π0
= min (2.8 ×
75
− 1.7; 2.5)
26
= 2.5
πΌπ = min (
π1 ππ’π
;
; 1.0)
3π0 ππ’π
60 800
= min (
;
; 1.0)
3 × 26 410
= 0.91
Page | 606
Remark
Bolt spacing:
End distance:
π1 = 60ππ
Edge distance:
π2 = 75ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Bolt resistance
Calculations
Bearing resistance of connecting plate:
πΉπ,π
π =
=
Remark
π1 πΌπ ππ’π ππ‘
πΎπ2
2.5 × 0.91 × 410 × 24 × 10
× 10−3
1.25
= 178.91ππ
Resistance of the bolt joint:
πΉπ
π = min(πΉπ£,π
π ; πΉπ,π
π ) = min(135.55; 178.91)
= 135.55ππ > πΉπΈπ = 80ππ
Page | 607
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Weld resistance
Calculations
Ref
SS EN19931-8
Choose S275 fillet weld with 10mm leg length:
Top part:
Angle between the gusset plate and beam web:
πΎ1 = 60°
Throat thickness:
πΎ
60°
π = π β cos ( ) = 10 × cos ( ) = 8.66ππ
2
2
Design shear strength:
ππ£π€,π =
=
ππ’ /√3
π½π€ πΎπ2
410/√3
0.9 × 1.25
= 210.41πππ
Design longitudinal resistance per unit length:
πΉπ€,πΏ,π
π1 = ππ£π€,π π = 210.41 × 8.66 × 10−3
= 1.82ππ/ππ
Page | 608
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Weld resistance
Calculations
Ref
πΎ=√
=√
3
1 + 2 cos2 π
3
1 + 2 cos2 (30°)
= 1.10
Design transverse resistance per unit length:
πΉπ€,π,π
π1 = πΎπΉπ€,πΏ,π
π = 1.10 × 1.82
= 2.00ππ/ππ
Bottom part:
Angle between the tension member and chord:
πΎ2 = 120°
Throat thickness:
πΎ
120°
) = 5.0ππ
π = π β cos ( ) = 10 × cos (
2
2
Design longitudinal resistance per unit length:
πΉπ€,πΏ,π
π2 = ππ£π€,π π = 210.41 × 5.0 × 10−3
= 1.05ππ/ππ
πΎ=√
=√
3
1 + 2 cos2 π
3
1 + 2 cos2 (60°)
= 1.41
Design transverse resistance per unit length:
πΉπ€,π,π
π2 = πΎπΉπ€,πΏ,π
π = 1.41 × 1.05
= 1.48ππ/ππ
Page | 609
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Weld resistance
Calculations
Weld resistance:
πΉπ
π = ππ (πΉπ€,π
π,1 + πΉπ€,π
π,2 )
= 120 × (2.00 + 1.48)
= 417.6ππ > πΉπΈπ = 80ππ
Page | 610
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Beside tie rod, gusset plate may be used to connected other types of bracing members such as
I-beam. The Whitmore section is used to determine the stress distribution within the gusset
plate. The Whitmore section effective width and length can be calculated by spreading the force
from the start of the joint, 30° to each side in the connecting element along the line of forces.
Figure 5-3 shows a typical example of Whitmore section. In the situation that the gusset plate
experiences a compression force, the buckling resistance of the gusset plate may be calculated
using Whitmore section. Moreover, the Whitmore effective width may be used to calculate the
tensile resistance of the gusset plate.
Whitmore effective width
ππππ
30°
πΏ2
πΏ1
πΏ3
Figure 5-3 Example of the Whitmore section
Page | 611
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
5.4.2 Example 3 – Gusset plate connection for bracing type 2
S355
PLT 16mm
=π
p1=55
e1=40
p2=55
e2=71
S355
UC 152x152x30
Grade 8.8, M20
S355
UC 356x368x129
Page | 612
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Bolt group resistance
Calculations
Ref
SS EN19931-8
Remark
Bolt resistance:
Using Gr8.8, M20 bolts with:
π΄π = 245ππ2 ; ππ’π = 800πππ;
Shear resistance of a single bolt:
πΌπ£ ππ’π π΄π
πΉπ£,π
π =
πΎπ2
=
For class 8.8:
πΌπ£ = 0.6
πΎπ2 = 1.25 (refer to
NA to SS)
0.6 × 800 × 245
× 10−3
1.25
= 94.08ππ
Bearing resistance on plate and beam web:
π1 π1
1 ππ’π
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’
36
55
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.5455
2.8π2
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
π0
π0
2.8 × 35
1.4 × 55
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 1.8
Page | 613
π = .
(1.2π0 < π1 < 4π‘ +
40ππ)
π = ππ.
(2.2π0 < π1 <
14π‘ ππ 200ππ)
ππ = π.
(1.2π0 < π2 < 4π‘ +
40ππ)
ππ = ππ.
(2.4π0 < π2 <
14π‘ ππ 200ππ)
π‘π‘ππ = 12.5ππ
π‘π‘ππ < 16ππ
ππ’,π‘ππ = 490πππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
πΉπ,π
π,π‘ππ
=
Check 1 – Bolt group resistance
Calculations
π1 πΌπ ππ’,π‘ππ ππ‘π‘ππ
=
πΎπ2
ππ¦,π‘ππ
Remark
= 355πππ
1.8 × 0.5455 × 490 × 20 × 12.5
1.25
= 96.22ππ
Bearing resistance on gusset plate:
π1 π1
1 ππ’π
πΌπ = min (
;
− ;
; 1.0)
3π0 3π0 4 ππ’
40
55
1 800
= min (
;
− ;
; 1.0)
3 × 22 3 × 22 4 490
= 0.5833
2.8π2
1.4π2
π1 = min (
− 1.7;
− 1.7; 2.5)
π0
π0
π ,π = .
π ,π = ππ.
ππ,π = π .
ππ,π = ππ.
π‘ππ’π π = 16.0ππ
π‘ππ’π π < 16ππ
ππ’,ππ’π π = 490πππ
ππ¦,ππ’π π = 355πππ
2.8 × 71
1.4 × 55
= min (
− 1.7;
− 1.7; 2.5)
22
22
= 1.8
πΉπ,π
π,ππ’π π =
=
π1 πΌπ ππ’,ππ’π π ππ‘ππ’π π
πΎπ2
1.8 × 0.5833 × 490 × 20 × 16
1.25
= 131.71ππ
Design capacity of each bolt:
πΉπ
π = min(πΉπ£,π
π , πΉπ,π
π,π‘ππ , πΉπ,π
π,ππ’π π )
= min(94.08,96.22,131.71)
= 94.08ππ
Design capacity of the bolt group:
ππ
π = ππΉπ
π
= 6 × 94.08
= 564.48ππ > ππΈπ = 200ππ
Page | 614
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Beam web tensile resistance
Calculations
Ref
SS EN1993
Beam web cross section resistance:
Gross area of beam web:
π΄π = βπ π‘π‘ππ
= 125 × 12.5
= 1562.5ππ2
Tensile resistance:
π΄π ππ¦,π‘ππ
πΉπ
π,π =
πΎπ0
=
1562.5 × 355
× 10−3
1.0
= 554.69ππ
Beam web net section resistance:
Net shear area of beam web:
π΄πππ‘ = π΄π − π2 π0 π‘π‘ππ
= 1562.5 − 2 × 22 × 12.5
= 1012.5ππ2
πΉπ
π,π =
=
0.9π΄πππ‘ ππ’,π‘ππ
πΎπ2
0.9 × 1012.5 × 490
× 10−3
1.25
= 357.21ππ
Page | 615
Remark
βπ = 125.0ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2 – Beam web tensile resistance
Calculations
Ref
Remark
Beam web block shear tearing resistance:
Net area subjected to tension:
π΄ππ‘ = (π2 − π0 )π‘π‘ππ
= (55 − 22) × 12.5
= 412.5ππ2
Net area subjected to shear:
π΄ππ£ = 2(2π1 + π1 − 1.5π0 )π‘π‘ππ
= 2 × (55 × 2 + 36 − 2.5 × 22) × 12.5
= 2275ππ2
πΉπ
π,π =
=
0.5ππ’,π‘ππ π΄ππ‘ ππ¦,π‘ππ π΄ππ£
+
πΎπ2
√3πΎπ0
0.5 × 490 × 412.5 355 × 2275
+
1.25
√3 × 1.0
= 547.13ππ
Tensile resistance of beam web:
ππ
π = min(πΉπ
π,π , πΉπ
π,π , πΉπ
π,π )
= min(554.69ππ, 357.21ππ, 547.13ππ)
= 357.21ππ > ππΈπ = 200ππ
Page | 616
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3 – Weld resistance
Calculations
Ref
Remark
πππ
SS EN19931-8
Location of centre of gravity of welds group:
π2
π₯Μ
=
(2π + π)
=
169.12
(2 × 169.1 + 444.3)
Cope hole size:
π = 8ππ
= 36.54ππ
π¦Μ
=
=
Size of the fillet
welds:
Horizontal length:
π = 169.1ππ
Depth:
π = 444.3ππ
π
2
π ′ = 169.1 − π
= 161.1ππ
π′ = 444.3 − 2π
= 428.3ππ
444.3
2
= 222.15ππ
Unit throat area:
π΄π’ = 2π′ + π′
= 2 × 169.1 + 444.3
= 750.5ππ
Moment arm between applied force and weld
center:
π = 159.63ππ
Induced moment on welds:
π = ππΈπ × π
= 200 × 159.63
= 31926ππππ
Page | 617
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Weld resistance
Calculations
Polar moment of inertia:
Remark
4
8π′3 + 6π′π′ + π′3
π′
π½=
− ′
12
2π + π′
=
8 × 161.13 + 6 × 161.1 × 428.3 + 428.33
12
161.14
−
2 × 161.1 + 428.3
= 23213356ππ3
Critical point:
Horizontal distance from centroid:
ππ§β = π − π₯Μ
= 169.1 − 36.54
= 132.56ππ
Angle between
applied force and
primary beam:
π = 47.0°
= 0.82πππ
Vertical distance from centroid:
ππ§π£ = π¦Μ
= 222.15ππ
Longitudinal
component of
applied force:
ππΈπ,πΏ = ππΈπ πππ π
= 200 × πππ 47.0°
= 136.40ππ
Vertical stress:
ππΈπ,π πππ§β
ππ£ =
+
π΄π’
π½
146.27 31926 × 132.56
=
+
750.5
23213356
= 0.38ππ/ππ
Horizontal stress:
ππΈπ,πΏ πππ§π£
πβ =
+
π΄π’
π½
=
136.40 31926 × 222.15
+
750.5
23213356
= 0.49ππ/ππ
Resultant stress:
ππ = √ππ£2 + πβ2
= √0.382 + 0.492
= 0.62ππ/ππ
Page | 618
Transverse
component of
applied force:
ππΈπ,π = ππΈπ π πππ
= 200 × π ππ43.24°
= 146.27ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 3 – Weld resistance
Calculations
Choose fillet weld with 6mm leg length, 4.2mm
throat thickness and grade S355 which match beam
steel grade:
Remark
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.01ππ/ππ
Transverse resistance:
πΉπ€,π,π
π = 1.24ππ/ππ
Simplified method:
πΉπ€,πΏ,π
π = 1.01ππ/ππ > ππ = 0.63ππ/ππ
OK
Directional method:
2
2
ππ£
πβ
ππΉ = (
) +(
)
πΉπ€,π,π
π
πΉπ€,πΏ,π
π
0.40 2
0.49 2
) +(
)
=(
1.24
1.01
= 0.33 < 1
OK
Weld resistance between tab plate and beam
web:
Length of fillet weld parallel to the applied force:
πΏπΏ = 190ππ × 2 = 380ππ
Length of fillet weld perpendicular to the applied
force:
πΏπ = 125ππ
Axial resistance of the fillet weld:
ππ
π = πΉπ€,πΏ,π
π πΏπΏ + πΉπ€,π,π
π πΏπ
= 1.01 × 380 + 1.24 × 125
= 538.80ππ > ππΈπ = 200ππ
Page | 619
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4 – Buckling resistance of gusset plate
Calculations
Ref
169.10
Remark
51.00
20.00
55.00
Yield line of beam web
20.00
20.00
40.00
Yield line of gusset plate
55.00
55.00
444.30
40.00
10.00
SCI_P358
This check is necessary only when the force is in
compression.
Length of yield line (secondary beam flange):
π€π‘ππ = 125ππ
Length of yield line (gusset plate):
π€ππ’π π = 310.25ππ
As the ‘point of nearest support’ is ‘in front of’ the
line of last bolts, the yield line pattern is as shown
Moment amplified
factor:
ππππ = 1.2
Point of support in
front of bolt line
Yield line in beam
web
Young’s modules:
πΈ = 210πΊππ
Yield line in gusset
plate
Point of support
behind bolt line
Inertia of tab plate (flange):
3
π€π‘ππ π‘π‘ππ
πΌπ‘ππ =
12
=
125 × 12.53
12
= 20345.05ππ4
Page | 620
π‘π‘ππ = 12.5ππ
π‘ππ’π π = 16ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Buckling resistance of gusset plate
Calculations
Inertia of lap region:
3
0.5(π€π‘ππ + π€ππ’π π )(π‘π‘ππ + π‘ππ’π π )
πΌπππ =
12
=
Remark
0.5 × (125 + 310.25) × (12.5 + 16)3
12
= 419819ππ4
Inertia of gusset plate:
3
π€ππ’π π π‘ππ’π π
πΌππ’π π =
12
310.25 × 163
=
12
= 105898.7ππ4
Moment distribution factor:
1
ππ‘ππ =
πΏπππ
πΏπ‘ππ
+
πΈπΌπ‘ππ 2πΈπΌπππ
=
1 × 10−3
40
110
+
210 × 20345.05 2 × 210 × 419819
= 100.14πππ
πππ’π π =
=
1
πΏππ’π π
πΏπππ
+
πΈπΌππ’π π 2πΈπΌπππ
1
× 10−3
110
0 + 2 × 210 × 419819
= 1602.95πππ
ππ‘ππ =
=
ππ‘ππ
ππ‘ππ + πππ’π π
52.91
52.91 + 1255.92
= 0.06
Page | 621
πΏπ‘ππ = 40ππ
πΏπππ = 110ππ
πΏππ’π π = 0ππ
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Buckling resistance of gusset plate
Calculations
πππ’π π = 1 − ππ‘ππ
= 1 − 0.06
= 0.94
Remark
Axial resistance of the tab plate and beam web:
ππ
π,π‘ππ
2
π€π‘ππ ππ¦,π‘ππ π‘π‘ππ
=
(5ππππ × 0.5(π‘π‘ππ + π‘ππ’π π )ππ‘ππ + π‘π‘ππ )πΎπ0
125 × 355 × 12.52
=
× 10−3
5 × 1.2 × 0.5(12.5 + 16) × 0.06 + 12.5
= 395.59ππ
Axial resistance of the gusset plate:
ππ
π,ππ’π π
2
π€ππ’π π ππ¦,ππ’π π π‘ππ’π π
=
(5ππππ × 0.5(π‘π‘ππ + π‘ππ’π π )πππ’π π + π‘ππ’π π )πΎπ0
=
310.25 × 355 × 162
× 10−3
5 × 1.2 × 0.5(12.5 + 16) × 0.94 + 16
= 292.26ππ
Axial resitance of the connection:
ππ
π = min(ππ
π,π‘ππ ; ππ
π,ππ’π π )
= min(395.59; 292.26)
= 292.26ππ > ππΈπ = 200ππ
Page | 622
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Buckling resistance of gusset plate
Calculations
Remark
The compressive stress is distributed to the gusset
π1 = 318.5ππ
plate acoording to that defined by Whitmore section π2 = 365.7ππ
as shown below:
π3 = 280.8ππ
ECCS
Eurocode
Design
Manuals
SS EN19931-1
51.00
20.00
169.10
55.00
π = 30°
20.00
20.00
40.00
π2
444.30
55.00
55.00
π1
40.00
π3
10.00
The buckling length is defined as the average of π1,
π2 and π3 .
Radius of gyration:
π=
π‘ππ’π π
√12
=
16
√12
= 4.62
Non-dimensional slenderness ratio:
ππ =
π ππ¦
321.7
355
√ =
×√
= 0.912
ππ πΈ π × 4.62
210000
Imperfection factor: πΌ = 0.49
π· = 0.5[1 + πΌ(ππ − 0.2) + π2π ]
= 0.5 × [1 + 0.49 × (0.912 − 0.2) + 0.9122 ]
= 1.09
Buckling reduction factor:
1
1
π=
=
π· + √π· 2 − π2π 1.09 + √1.092 − 0.9122
= 0.593
Page | 623
π1 + π2 + π3
3
= (318.5 + 365.7
+ 280.8)/3
= 321.7ππ
ππππ = 182.0ππ
π=
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 4 – Buckling resistance of gusset plate
Calculations
Buckling resistance:
Remark
πππ = πππππ π‘ππ’π π ππ¦
= 0.593 × 182 × 16 × 355 × 10−3
= 612.77ππ > ππΈπ = 200ππ
Page | 624
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5 – Gusset plate tensile resistance
Calculations
Ref
SS EN1993
Gusset plate gross section resistance:
Gross area (Whitmore section) of gusset plate:
π΄π = ππππ π‘ππ’π π
= 182 × 16
= 2912ππ2
Tensile resistance:
π΄π ππ¦,ππ’π π
πΉπ
π,π =
πΎπ0
=
2912 × 355
× 10−3
1.0
= 1033.76ππ
Gusset plate net section resistance:
Net shear area of gusset plate:
π΄πππ‘ = π΄π − π2 π0 π‘ππ’π π
= 2912 − 2 × 22 × 16
= 2208ππ2
πΉπ
π,π =
=
0.9π΄πππ‘ ππ’,ππ’π π
πΎπ2
0.9 × 2208 × 490
× 10−3
1.25
= 778.98ππ
Page | 625
Remark
βπ = 240.0ππ
πΎπ0 = 1.0 (SS
EN1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5 – Gusset plate tensile resistance
Calculations
Ref
Remark
Gusset plate block shear tearing resistance:
Net area subjected to tension:
π΄ππ‘ = (π2 − π0 )π‘ππ’π π
= (55 − 22) × 16
= 528ππ2
Net area subjected to shear:
π΄ππ£ = 2(2π1 + π1 − 1.5π0 )π‘ππ’π π
= 2 × (55 × 2 + 40 − 2.5 × 22) × 16
= 3040ππ2
πΉπ
π,π =
=
0.5ππ’,ππ’π π π΄ππ‘ ππ¦,ππ’π π π΄ππ£
+
πΎπ2
√3πΎπ0
0.5 × 490 × 528 355 × 3040
+
1.25
√3 × 1.0
= 726.56ππ
Tensile resistance of gusset plate:
ππ
π = min(πΉπ
π,π , πΉπ
π,π , πΉπ
π,π )
= min(1033.76ππ, 778.98ππ, 726.56ππ)
= 726.56ππ > ππΈπ = 200πΎπ
Page | 626
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
6 Purlin Connections
6.1 Introduction
Purlin connections are generally simple to design, however if detailed wrongly, the installation
works will end up very unproductive due to the sheer numbers of purlins to be installed. This
section gives suggestions on how purlins are to be detailed so that on-site works can be more
productive.
6.2 Design and detailing
Figure 6-1 below shows an unproductive purlin connection. The detail is unproductive because:
1. Adding stiffeners unnecessarily will incur addition fabrication cost and affect
productivity.
2. With this configuration, purlin cannot be unhooked from crane until the bolts are
installed. This affect site productivity greatly.
C250×75×25×4.5 THK
Purlin @ 1200mm c/c
2 No. M10 GR. 8.8 Bolt and nuts
6mm THK Cleat
6
150×100×8mm THK Angle
Figure 6-1 Example of an unproductive purlin connection
Purlin should be configured in such a way, as shown in Figure 6-2, that it will not slip off the
roof after it is unlooked from the crane. As much as possible, the cleats should be designed
such that stiffeners can be omitted. As a guide, the recommended value “H” and cleat plate
thickness can be obtained from the manufacturer’s product manual and the Engineer should be
able to verify that stiffeners are not required. In addition, to prevent water trapping, weep holes
should be provided.
Page | 627
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
C Purlin
Z Purlin
Cleat
Figure 6-2 Productive purlin connection
6.3 Provisions of sag rods
Sag rods are necessary to reduce the span of the purlins and control deflections. The sag rods
configuration should be provided as per the manufacturer’s recommendation. However, it
should be noted that the sag rods should be anchored to strong points to be effective. In the
case of a pitched roof, the anchor point is usually provided via connection between the top most
purlins as shown in Figure 6-3. For single eave roof or wall girts, the top most 2 rows of purlins
can be configured into a truss to anchor the sage rods as shown in Figure 6-4.
Page | 628
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Anchored purlin
Sag rods
Anchor
Roof
Rafter
Purlins
P
P
Loaded area
Figure 6-3 Suggest configuration for pitched roof
Purlin
(Compression member)
Sag rods
Sag rods (tension members)
> 30°
Purlins
Purlins
Roof
Rafter
Loaded area
Roof
Rafter
Roof
Rafter
(more common for wall girts)
Loaded area
Figure 6-4 Suggest configurations for single eave roof (can be applied for wall girts)
Page | 629
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
7 Non-standard Connections
7.1 Introduction
This section suggests several non-standard details which are commonly adopted in the
steelwork construction. When there is no relevant design guide on these types of connections,
finite element analysis may be used to analyze the failure mode and stress flow. The
connections should be checked to ensure the adequacy of all components in the connections.
7.2 Tubular column-to-column connections (different column sizes)
In a building structure, different sizes of columns are joined and they may be aligned in such a
way that they are flushed to the exterior of the building to facilitate façade installation. For
such joints, tapered build-up sections or end plate connection with stiffeners can be adopted
for connecting CHS, RHS or UC sections with load eccentricity, as shown in Figure 7-1.
S355
SHS 200 10
S355
PLT 15mm
50
150
150
80
S355
PLT 25mm
S355
SHS 350 12.5
Figure 7-1 Connecting tubular columns of different sizes
A tapered CHS section may be used as a transition piece to connect CHS columns with different
diameters as shown in Figure 7-2. The wall thickness of the taper section should be at least
equal to the thinner one of the connected columns. The transition gradient of the taper section
should not be greater than 1:6 to allow smooth flow of stresses from one column to another.
Internal diaphragm rings may also be used in the joint between the taper section and CHS
columns.
Page | 630
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Figure 7-2 Taper section connecting circular column of different sizes
For RHS, end plate with stiffeners can be adopted to connect columns with different sizes. As
there is no relevant design code nor guide on this type of connection, finite element analysis
may be used to analyze the failure modes and stress flow. In the calculations below, two
possible failure modes are identified and relevant checks are carried to ensure adequacy of the
connection.
Page | 631
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Bending resistance of end plate
Calculations
Ref
βπ
πππ
Design axial force = 400kN
Larger column: RHS 350×350×12.5
Smaller column: RHS 200×200×10
Width of end plate: πππ = 350ππ
Thickness of end plate: π‘ππ = 25ππ
Height of stiffener: βπ = 150ππ
Thickness of stiffener: π‘π = 15ππ
Eccentricity between the central lines of columns:
350 200
πππ =
−
= 75ππ
2
2
Moment due to eccentricity:
ππΈπ,1 = ππΈπ πππ = 400 × 75 × 10−3
= 30πππ
Location of centroid for combined section of end
plate and stiffener (from top):
π‘ππ
β
πππ π‘ππ ( 2 + βπ ) + βπ π‘π ( 2π )
π₯=
πππ π‘ππ + βπ π‘π
=
25
150
350 × 25 × ( 2 + 150) + 150 × 15 × ( 2 )
350 × 25 + 150 × 15
= 144.60ππ
Distance between centroid of combined section
and centroid of stiffener:
π1 = π₯ −
βπ
150
= 144.60 −
= 69.60ππ
2
2
Page | 632
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Bending resistance of end plate
Calculations
Distance between centroid of combined section
and centroid of end plate:
π2 = (βπ +
Remark
π‘ππ
25
) − π₯ = (150 + ) − 144.60
2
2
= 12.90ππ
Second moment of area of combined section:
πΌ = πΌππ + π΄ππ π22 + πΌπ + π΄π π12
3
πππ π‘ππ
π‘π βπ 3
=
+ πππ π‘ππ π22 +
+ π‘π βπ π12
12
12
350 × 253
=
+ 350 × 25 × 12.902
12
15 × 1503
+
+ 15 × 150 × 69.602
12
= 17030125ππ4
Elastic modulus of combined section:
πππ =
πΌ 17030125
=
= 117772.2ππ3
π₯
144.60
Moment capacity:
ππ
π = πππ ππ¦ = 117772.2 × 345 × 10−6
= 40.63πππ > ππΈπ = 30πππ
Page | 633
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Punching shear in end plate
Calculations
Remark
πΏ
π‘π2
π‘π1
βπ
Thickness of the larger column
(RHS350×350× 12.5):
π‘π2 = 12.5ππ
Perimeter of smaller column outside the support:
πΏ = (3βπ1 − 2π‘π2 ) − 4π‘π1
= (3 × 200 − 2 × 12.5) − 4 × 10
= 535ππ
Axial load resistance:
ππ¦
355
ππ
π =
π‘ππ πΏ =
× 25 × 535 × 10−3
√3
√3
= 2741.33ππ > ππΈπ = 400ππ
Page | 634
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
7.3 Member transition in truss chords
Where trusses are concerned, the top chords are usually flushed at the top to allow steel decking
or purlins installation. Sometimes the bottom chords are flushed at the bottom for architectural
or MEP purposes. For economical purposes or to reduce steel self-weight, the members are
sized differently within the cords. A tapered built up section can be used to bridge the transition
from the bigger chord to the smaller member. The transition angle should be not greater than
45° (30° is recommended) to prevent stress concentration and allow smooth flow of stress.
Figure 7-3 shows three common types of such connections. Full penetration butt weld may be
used to connect the members. The thickness of the transition piece should be the smaller
thickness of the connecting members. In addition, such connections should not be used for in
situation fatigue loading.
S355
RHS 350 250 12.5
S355
RHS 250 150 8
S355
UB 762 267 134
S355
RHS 457 191 67
FPBW
S355
UB 762 267 134
S355
RHS 457 152 74
FPBW
Figure 7-3 Connecting chord members of different sizes
Page | 635
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
7.4 Stiffeners in truss chords
Very often, engineers specify stiffeners to match the incoming web member and this could
incur higher cost of fabrication. Engineers should carry out checks according to SS EN 19931-5 to determine whether such stiffeners are necessary. For robustness purpose, stiffeners are
needed even the compression load resistance of the unstiffened web of chord member is
sufficient. This is to cater for unbalance loads in reality.
Check 1 – whether the member is experiencing compression forces
Check 2 – check for unstiffened web bearing and buckling capacity
Check 3 – if web stiffening is required, provide stiffeners and web bearing capacity, and
Check 4 – check stiffened web buckling capacity based on stiffeners provided in “check 3”
For Warren trusses, gusset plate may be used to connect web members to chord member. In
structural analysis, the connecting node may be modelled as pin. In such case, the gusset plate
should be checked against buckling similar to 2.3.9 and 2.3.10. Stiffeners may be needed to
increase the gusset plate capacity.
7.4.1 Example 1 – Stiffened truss connection
ππΈπ = −1600sin(60°)
ππΈπ = 800ππ
30°
S355
UB 457 152 60
ππΈπ = 800ππ
S355
UB 457 152 60
60°
S355
UB 762 267 147
S355
PLT 100 10mm
Page | 636
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Weld resistance
Calculations
Ref
Remark
ππΈπ = 800ππ
A
B
B
A
A
B
π = 60°
π = 30°
Assume tensile normal force is resisted by two
flanges:
Tensile normal force: ππΈπ = 800ππ
Applied tensile force on one flange:
ππΈπ
πΉπΈπ =
= 400ππ
2
SS EN19931-8
In this example, fillet weld between the tension
member and chord is checked.
Choose S355 fillet weld with 10mm leg length:
Weld A:
Angle between the tension member and chord:
πΎ1 = 60°
Page | 637
For S355 fillet weld:
π½π€ = 0.9
ππ’ = 470πππ
πΎπ2 = 1.25
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Weld resistance
Calculations
Throat thickness:
πΎ
60°
π = π β cos ( ) = 10 × cos ( ) = 8.66ππ
2
2
Remark
Design shear strength:
ππ£π€,π =
=
ππ’ /√3
π½π€ πΎπ2
470/√3
0.9 × 1.25
= 241.20πππ
Design longitudinal resistance per unit length:
πΉπ€,πΏ,π
π1 = ππ£π€,π π = 241.20 × 8.66 × 10−3
= 2.09ππ/ππ
Angle between
applied force and
effective throat area:
π1 = 30°
3
πΎ=√
1 + 2 cos2 π
=√
3
1 + 2 cos2 (30°)
= 1.10
Design transverse resistance per unit length:
πΉπ€,π,π
π1 = πΎπΉπ€,πΏ,π
π = 1.10 × 2.09
= 2.29ππ/ππ
Weld B:
Angle between the tension member and chord:
πΎ2 = 120°
Throat thickness:
πΎ
120°
) = 5.0ππ
π = π β cos ( ) = 10 × cos (
2
2
Page | 638
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Weld resistance
Calculations
Design longitudinal resistance per unit length:
Remark
πΉπ€,πΏ,π
π2 = ππ£π€,π π = 241.20 × 5.0 × 10−3
= 1.21ππ/ππ
πΎ=√
=√
Angle between
applied force and
effective throat area:
π2 = 60°
3
1 + 2 cos2 π
3
1 + 2 cos2 (60°)
= 1.41
Design transverse resistance per unit length:
πΉπ€,π,π
π2 = πΎπΉπ€,πΏ,π
π = 1.41 × 1.21
= 1.71ππ/ππ
For tensile member (UB457x152x60):
Depth: βπ1 = 454.6ππ
Width: ππ1 = 152.9ππ
Thickness of beam flange: π‘π1 = 13.3ππ
Thickness of beam web: π‘π€1 = 8.1ππ
Root radius: π1 = 10.2ππ
Tensile resistance:
πΉπ
π = ππ1 πΉπ€,π,π
π1 + (ππ1 − π‘π€1 − 2π1 )πΉπ€,π,π
π2
= 152.9 × 2.29 + (152.9 − 8.1 − 2 × 10.2)
× 1.71
= 562.05ππ > πΉπΈπ = 400ππ
Page | 639
OK
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1 – Weld resistance
Calculations
Ref
30°
60°
For welds between the tension member and
compression member shown in yellow boxes
above:
SS EN19931-8
4.3.2.1 (2) &
(3)
The angles between fusion faces is 30° and 150°
respectively. For angles smaller than 60°, the
fillet weld may not be effective and penetration
butt weld is suggested. For angle greater than
120°, the effectiveness of fillet weld should be
verified by testing.
In this example, full penetration butt weld is
suggested to connect the tension member and
compression member.
30°
60°
ππ€
440
S355 fillet weld with 10mm leg length and 7mm
throat thickness is used to connect the webs of
tension member to the bottom chord and
compression member:
Page | 640
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 1 – Weld resistance
Calculations
Length of fillet weld:
ππ€ = 2 × (230 + 440) = 1340ππ
Longitudinal resistance:
πΉπ€,πΏ,π
π = 1.69ππ/ππ
Tensile resistance of web fillet weld:
πΉπ
π,π€ = πΉπ€,πΏ,π
π ππ€
= 1.69 × 1340
= 2264.6ππ > ππΈπ = 800ππ
Page | 641
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Chord web and stiffener resistance
Calculations
Remark
ππ2
π2
SS EN19931-5
π = 1.0
For chord member:
Depth: βπ2 = 754ππ
Width: ππ2 = 265.2ππ
Thickness of beam web: π‘π€2 = 12.8ππ
Thickness of beam flange: π‘π2 = 17.5ππ
Root radius: π2 = 16.5ππ
Distance between fillet: π2 = 686ππ
Cross section area: π΄2 = 18700ππ2
Yield strength of web: ππ¦π€2 = 355πππ
Yield strength of flange: ππ¦π2 = 345πππ
Shear buckling of unstiffened web:
ππ€ = √
235
235
=√
= 0.814
ππ¦π€
355
72ππ€
0.814
= 72 ×
= 58.58
π
1.0
π2
686
72ππ€
=
= 53.59 <
π‘π€2 12.8
π
∴ shear buckling check may not be necessary
Page | 642
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
SS EN19931-5
Check 2 – Chord web and stiffener resistance
Calculations
Unstiffened web under transverse load:
Remark
Assume Μ
Μ
Μ
ππΉ > 0.5,
2
π2
686 2
)
π2 = 0.02 ( ) = 0.02 × (
π‘π2
17.5
= 30.73ππ
Effective load length:
ππ¦ = ππ + 2π‘π2 (1 + √
ππ¦π2 ππ2
+ π2 )
ππ¦π€2 π‘π€2
= 13.3 + 2 × 10 + 2 × 17.5
× (1 + √
345 × 265.2
+ 30.73)
355 × 12.8
= 317.93ππ
Assume the distance
between stiffeners is
large:
ππ = 6
ππ¦ ππ¦π€2 π2
πΜ
πΉ = √
2
0.9ππΉ πΈπ‘π€
=√
317.93 × 355 × 686
0.9 × 6 × 210000 × 12.82
= 0.65 > 0.5
ππΉ =
0.5
0.5
=
= 0.77 < 1.0
0.65
πΜ
πΉ
Web buckling resistance:
πΉπ
π =
ππ¦π€2 (ππΉ ππ¦ )π‘π€2
πΎπ1
= 355 × 0.77 × 317.93 × 12.8 × 10−3
= 1118.95ππ
Page | 643
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Chord web and stiffener resistance
Calculations
Applied compression force (by one flange of
compression member):
Remark
ππΈπ2 = ππΈπ1 sin(πΎ1 )
= 800 sin(60°)
= 692.82ππ < πΉπ
π
SCI_P398
Effective width for compression force:
ππππ,π = π‘π1 + 2π + 5(π‘π2 + π2 )
= 13.3 + 2 × 10 + 5 × (17.5 + 16.5)
= 203.3ππ
πΜ
π = 0.932√
= 0.932 × √
ππππ,π π2 ππ¦π€2
2
πΈπ‘π€2
203.3 × 686 × 355
210000 × 12.82
= 1.12 > 0.72
π=
Μ
Μ
Μ
π − 0.2 1.12 − 0.2
π
=
= 0.73
2
Μ
Μ
Μ
1.122
π
π
For single side chord, π½ = 1:
1
π=
2
√1 + 1.3 (ππππ,π π‘π€2 )
π΄π
1
=
√1 + 1.3 (203.3 ×
12.8 2
)
10219.5
Shear area of chord:
π΄πΆ = π΄2 − 2ππ2 π‘π2
+(π‘π€2 + 2π2 )π‘π2
= 18700
− 2 × 265.2 × 17.5
+ (12.8
+ 2 × 165.5) × 17.5
= 10219.5ππ2
= 0.96
Page | 644
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Chord web and stiffener resistance
Calculations
Compression resistance of unstiffened web:
πΉπ,π
π =
=
Remark
ππππππ,π π‘π€2 ππ¦π€2
πΎπ1
0.96 × 0.73 × 203.3 × 12.8 × 355
× 10−3
1.0
= 651.57ππ < ππΈπ2
∴ Stiffeners are needed
SS EN19931-5
CL9.2(8)
Width of stiffener: ππ = 100ππ
Thickness of stiffener: π‘π = 10ππ
Slenderness requirement:
ππ
1
≤
π‘π √5.3ππ¦ /πΈ
ππ 100
=
= 10 <
π‘π
10
CL9.3.3(3)
1
√5.3 ×
355
210000
= 10.5
Assume distance between stiffener π is large,
3
πΌπ ,π’,πππ = 0.75π2 π‘π€2
= 0.75 × 686 × 12.83
= 1078984.7ππ4
Page | 645
OK
ππ = √
235
= 0.814
355
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Chord web and stiffener resistance
Calculations
Second moment of inertia of effective section:
πΌπ ,π’
Remark
3
π‘π (2ππ + π‘π€2 )3 (30ππ π‘π€2 )π‘π€2
=
+
12
12
10 × (2 × 100 + 12.8)3
12
30 × 0.814 × 12.8 × 12.83
+
12
=
= 8084935.2 > πΌπ ,π’,πππ
CL9.4(3)
SCI_P398
Cross section resistance:
Cope hole size:
πβ = 20ππ
Effective loading area:
π΄π ,πππ‘ = (30ππ π‘π€2 + π‘π )(π‘π€ ) + 2(ππ − πβ )(π‘π )
= (30 × 0.814 × 12.8 + 10) × 12.8
+2 × (100 − 20) × 10
= 5727.09ππ2
Bearing resistance of the loading area:
πΉππ =
π΄π ,πππ‘ ππ¦π
πΎπ0
= 5727.09 × 355 × 10−3
= 2033.12ππ > ππΈπ2
CL9.4(2)
SCI_P398
Buckling resistance:
πΌ = 0.49
(solid section)
Radius of gyration:
ππ ,π’ = √
=√
πΌπ ,π’
π΄π ,πππ‘
8084935.17
5727.09
= 37.57ππ
Page | 646
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Ref
Check 2 – Chord web and stiffener resistance
Calculations
Non-dimensional slenderness:
πΜ
π =
=
Remark
π2 1
ππ ,π’ 93.9ππ
686
1
×
37.57 93.9 × 0.814
= 0.239
Μ
Μ
Μ
2π ]
π·π = 0.5[1 + πΌ(πΜ
π − 0.2) + π
= 0.5 × [1 + 0.49 × (0.239 − 0.2) + 0.2392 ]
= 0.54
Reduction factor:
1
ππ =
π·π + √π· 2 − π2Μ
π
=
1
0.54 + √0.542 − 0.2392
= 0.98
Buckling resistance:
ππ,π
π =
ππ π΄π ,πππ‘ ππ¦π
πΎπ1
= 0.98 × 5727.09 × 355 × 10−3
= 1992.79ππ > πππ2
Note:
Stiffeners should be provided at all four loading points for the robustness purpose.
Page | 647
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
7.5 Double-sided beam-to-beam composite connection using fin plates and
contact plates
pst = 200mm
ds = 10mm
cs = 45mm
hc = 99mm ho =
150mm
hp = 51mm
e1,b
zs-b1 =
371.6mm
zs-cp =
630.3mm
e1
p1
a
n1 = 5
n=5
tp = 10mm
Contact
Plate
hp = 380mm
e1 = 50mm
p1 = 70mm
e2 = 50mm
e1,b = 126.6mm
e2,b = 50mm
db = 24mm, d0 = 26mm
tw,b2 = 13.1mm
e2,b e2
z = 60mm
Figure 7-4 Details of double-sided beam-to-beam composite connection
The connection No. --- is a double-sided beam-to-beam composite connection using fin plates
and contact plates. Composite connections are covered in SS EN1994-1-1, in which
reinforcement can be taken into account in design for the resistance and the stiffness of the
connections. Therefore, they can be designed as semi-rigid and partial-strength connections, so
that economical design can be achieved by reducing design moment and deflection of beam
members. The details of the connection are shown in Figure 7-4. The distance between the face
of the support and the line of bolts ‘z’ is 60mm. The fin plates may be classified as short fin
plate as the thickness of the plate is most likely larger than 0.15z=9.0mm. The fin plates are
welded to the supporting beam and bolted to the supported beams. Contact plates and stiffeners
are attached at the bottom flange level of supported beams so that the connection can resist
bending moment effectively. The details of contact plates should be elaborated to prevent
falling and gaps which will lead to unexpected structural behavior. According to the given
geometry, a single vertical bolt line and total five bolts will be used. It should be noted that
one-sided connection or double-sided connection with different depth supported beams should
be avoided in terms of prevention of torsional deformation of the supporting beam, unless its
lateral instability is appropriately prevented. In this example, design shear force VEd and design
moment MEd are given. These values can be obtained by the structural analysis considering the
rotational stiffness and moment resistance of the connections.
The design check consists of 6 detailed checks as follow:
1.
2.
3.
4.
5.
6.
Moment resistance of connection
Bolt group of supported beam
Fin plate of supported beam
Shear resistance of supported beam’s web
Welds of fin plate
Shear and bearing resistance of supporting beam
Page | 648
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
VEd = 220kN
Ecm = 35000N/mm2
UKB 533 x 210 x 92
Grade S275
hb2 = 617.2mm
MEd = 215kN
tw,b2 = 13.1mm
Eb = 210000N/mm2
Ab1 = 117.4cm2
Iy,b1 = 55227cm4
hb1 = 533.1mm
UKB 610 x 229 x 140
Grade S275
ps = 150mm
tw,b1 = 10.1mm
bb1 = 209.3mm
tp = 10mm
bb2 = 230.2mm
Page | 649
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 1: Moment resistance of connection
Ref
SS EN19931-8
Calculation
Moment resistance
ππ,π
π,πππ ≥ 0.25πππ,ππ,π
π
for partial-strength connection
ππ,π
π,πππ is the moment resistance of
connection, calculated as the smaller of
the moment resistance due to
reinforcing bars ππ,π
π,π and moment
resistance due to contact part ππ,π
π,ππ .
Due to reinforcing bars:
ππ,π
π,π = π§π −ππ π΄π ,π ππ π /πΎπ
SS EN19941-1
π΄π ,π is the cross-sectional area of
longitudinal reinforcing bars within the
effective width of the composite
connection ππππ,π . In this calculation,
ππππ,π is calculated in accordance with
SS EN1994-1-1, but it can be modified
according to the actual performance.
Due to contact part:
ππ,π
π,ππ = π§π −ππ πππ(π΄π,π1 ; π΄ππ )ππ¦π
/πΎπ0
Remark
πππ,ππ,π
π is the plastic moment
resistance of the adjacent
composite beam.
When plastic neutral axix is in
concrete flange (π
π < πΉπ ):
πππ,ππ,π
π
βπ1
= π
π {
+ (βπ − ππ )}
2
When plastic neutral axix is in
steel flange (π
π€ < πΉπ < π
π ):
πππ,ππ,π
π
βπ1
= π
π
+ πΉπ (βπ − ππ )
2
(π
π − πΉπ )2
−
4ππ,π1 ππ¦,π
When plastic neutral axix is in
steel flange (πΉπ < π
π€ ):
πππ,ππ,π
π
βπ1
= ππ,ππ,π
π + πΉπ {
2
+ (βπ − ππ )}
−
πΉπ 2
4π‘π€,π1 ππ¦,π
π΄π,π1 is the cross-sectional area of
supported beam’s flange and π΄ππ is the
cross-sectional area of contact plate.
π
π = π΄π ππ¦,π /πΎπ0
π
π€ = π
π − 2ππ,π1 π‘π,π1 ππ¦,π
πΉπ = π΄π ππ π /πΎπ
ππ,π
π,π = 215.2πππ
ππ,π
π,ππ = 565.9πππ
π΄π is the cross-sectional area of
longitudinal reinforcing bars
within the effective width of the
composite beam ππππ . (SS
EN1994-1-1, 5.4.1.2)
ππ
π,πππ =min(ππ,π
π,π , ππ,π
π,ππ )
=min(215kN, 566kN)
= π π. π
,
0.25πππ,ππ,π
π = 191.4πππ
ππ,π
π,πππ > 0.25πππ,ππ,π
π (OK)
Page | 650
πΎπ0 = 1.00 (NA to SS EN
1993-1-1)
πΎπ = 1.15 (NA to SS EN 19921-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Comments:
This composite connection can be designed as a partial-strength connection since its moment
resistance ππ,π
π,πππ is greater than 0.25 times the plastic moment resistance of the adjacent
composite beam πππ,ππ,π
π defined in SS EN1993-1-8, 5.2.3.3. However, if ππ,π
π,πππ is less
than 0.25πππ,ππ,π
π , this connection is practically designed as a nominally pinned connection.
In case the moment resistance of the connection ππ,π
π,πππ is insufficient, it can be increased by
arranging the additional reinforcing bars over the connection. However, structural analysis
should be carried out again because the distribution of moment and deflection of beam
members is also varied as the rotational stiffness and moment resistance of the connection vary.
In this design example, it can be found that the given design moment ππΈπ is same as moment
resistance of the connection ππ,π
π,πππ . This means that the design moment reached the moment
resistance of the connection and a plastic hinge was occurred at the connection accordingly.
Refer to SS EN1993-1-8 and SS EN1994-1-1 for the detail procedures of the structural analysis
considering plastic hinges at connections. However, it should be noted that the connections
should have sufficient rotational capacity when plastic hinges are allowed to occur in structural
analysis.
Page | 651
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2: Bolt group of supported beam
Ref
SS EN 19931-8
SN017
Calculation
Bolt shear resistance
πΌπ£ ππ’π π΄π
πΉπ£,π
π =
πΎπ2
πΉπ£,π
π : shear resistance of a single bolt,
is given in Table 3.4 of SS EN 1993-1-8
ππΉπ£,π
π
ππ
π =
√(1 + πΌπ)2 + (π½π)2
ππΈπ ≤ ππ
π
Using class 8.8 24mm non-preloaded
bolts, shear resistance of one single bolt
is πΉπ£,π
π = 136ππ.
As given:
π = 5, π1 = 5, π2 = 1
π1 = 50ππ, π2 = 50ππ
π1 = 70ππ
=π .
Remark
For a single vertical line of
bolts:
πΌ=0
6π§
π½=
π1 (π1 + 1)π1
πΎπ2 = 1.25 (NA to SS EN
1993-1-8)
For π = 24ππ, π0 = 26ππ,
π‘π = 10ππ
Pitch & end distance
requirement:
14π‘π ππ 200ππ ≥ π1 ≥ 2.2π0
200ππ ≥ π1 ≥ 57.2ππ
4π‘π + 40ππ ≥ π1/2 ≥ 1.2π0
80ππ ≥ π1/2 ≥ 31.2ππ
ππΈπ = 219.7ππ
ππ
π > ππΈπ (OK)
SCI_P358
Bolt bearing in fin plate
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
For πΉπ,π£ππ,π
π :
2.8π2
π1 = min (
π0
π1
− 1.7; 2.5)
π
πΌπ = min (3π ; 3π1 −
0
0
1 ππ’,π
;
; 1.0)
π1 πΌπ ππ’,π ππ‘π
4 ππ’,π
πΎπ2
πΉπ,π£ππ,π
π is the vertical bearing For πΉπ,βππ,π
π :
resistance of a single bolt on the fin plate π = min (2.8π1 − 1.7; 1.4π1 −
1
π0
π0
πΉπ,βππ,π
π is the horizontal bearing
resistance of a single bolt on the fin plate 1.7; 2.5)
πΉπ,π
π =
π
π
= π. π
> ππΈπ = 219.7ππ
(OK)
Bolt bearing in supported beam’s
web
Page | 652
πΌπ = min (3π2 ; ππ’,π ; 1.0)
0
π’,π
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 2: Bolt group of supported beam
Ref
SCI_P358
Calculation
π
ππ
π =
2
2
√( 1 + πΌπ ) + ( π½π )
πΉπ,π£ππ,π
π
πΉπ,βππ,π
π
π1 πΌπ ππ’ ππ‘π€,π1
πΎπ2
πΉπ,π£ππ,π
π is the vertical bearing
resistance of a single bolt on the fin plate
πΉπ,βππ,π
π is the horizontal bearing
resistance of a single bolt on the fin plate
πΉπ,π
π =
=
(OK)
.π
> ππΈπ = 219.7ππ
Page | 653
Remark
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3: Fin plate of supported beam
Ref
SCI_P358
Calculation
Remark
Shear
ππΈπ ≤ ππ
π,πππ
ππ
π,πππ is the shear resistance of the fin
plate, calculated as the smaller of the
gross section shear resistance ππ
π,π , net
section shear resistance ππ
π,π and block
shear resistance ππ
π,π
Gross section:
βπ π‘π ππ¦
ππ
π,π =
1.27 √3πΎπ0
βπ = 380ππ, π‘π = 10ππ
ππ¦ = 275π/ππ2
ππ
π,π = 475.1ππ
Net section:
π΄π£,πππ‘ ππ’,π
ππ
π,π =
√3πΎπ0
ππ
π,π = 538.0ππ
π΄π£,πππ‘ = π‘π (βπ − π1 π0 )
Block shear:
0.5ππ’,π π΄ππ‘ ππ¦,π π΄ππ£
ππ
π,π =
+
πΎπ2
√3 πΎπ0
ππ
π,π = 407.1ππ
ππ
π,πππ =min(ππ
π,π , ππ
π,π , ππ
π,π )
=min(475kN, 538kN, 407kN)
= π.
219.7ππ (OK)
,
The coefficient 1.27 takes into
account the reduction in the
shear resistance of the cross
section due to the nominal
moment in the connection.
> ππΈπ =
Bending
As βπ = 380ππ > 2.73π§ =
163.8ππ,
ππ
π = ∞
No check is needed.
Page | 654
π0
)
2
= π‘π {βπ − π1 − (π1 −
π΄ππ‘ = π‘π (π2 −
π΄ππ£
0.5)π0 }
πΎπ0 = 1.00 (NA to SS EN
1993-1-1)
πΎπ2 = 1.10 (NA to SS EN
1993-1-8)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 3: Fin plate of supported beam
Ref
SCI_P358
Calculation
Lateral torsional buckling
For long fin plate:
πππ,π ππΏπ ππ¦,π πππ,π ππ¦,π
ππ
π = min (
;
)
π§ 0.6πΎπ0 π§ πΎπ0
For short fin plate:
=
πΎππ,π
π
,π
πΈ
=
.
< ππΈπ =
Remark
*For long fin plate, lateral
torsional buckling must be
checked.
ππΏπ is the reduction factor for
LTB obtained from table based
on the slenderness of the fin
plate.
1
2.8 π§π βπ 2
Μ
Μ
Μ
Μ
ππΏπ =
(
)
86.8 1.5π‘π2
*Long fin plates should not be
used with unrestrained beams
without experimental evidence
to justify the design
219.7ππ
(OK)
Page | 655
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4: Shear resistance of supported beam’s web
Ref
SCI_P358
Calculation
Remark
Shear:
ππΈπ ≤ ππ
π,πππ
ππ
π,πππ is the shear resistance of the
supported beam’s web, calculated as the
smaller of the gross section shear
resistance ππ
π,π , net section shear
resistance ππ
π,π and block shear
resistance ππ
π,π
Gross section:
ππ
π,π = πππ,π
π =
π΄π£,π€ ππ¦,π
√3πΎπ0
For unnotched beams:
π΄π£,π€ = π΄π − 2ππ1 π‘π,π1 +
ππ
π,π = 914.8ππ
(π‘π€,π1 + 2ππ1 )π‘π,π1
1993-1-8)
Net section:
π΄π£,πππ‘ ππ’,π
ππ
π,π =
√3πΎπ0
ππ
π,π = 957.3ππ
π΄π£,πππ‘ = π΄π£,π€ − π1 π0 π‘π€,π1
ππ
π,πππ =min(ππ
π,π , ππ
π,π )
=min(915kN, 957kN)
= π .π
219.7ππ (OK)
,
> ππΈπ =
Page | 656
(SS EN
πΎπ0 = 1.00 (NA to SS EN
1993-1-1)
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 4: Shear resistance of supported beam’s web
Ref
SCI_P358
Calculation
Remark
Shear and bending interaction of the
beam web:
*For long fin plates, it is
ππΈπ π§ ≤ ππ,π΅πΆ,π
π + πππ,π΄π΅,π
π (π1 − 1)π1 necessary to ensure that the
bolted section can resist a
ππ,π΅πΆ,π
π is the moment resistance of the moment ππΈπ π§
beam web BC
π‘π€,π1 π2,π ππ¦,π1
As ππ΅πΆ,πΈπ < 0.5πππ,π΅πΆ,π
π , the connection π
ππ,π΄π΅,π
π =
√3πΎπ0
experiences low shear.
ππ,π΅πΆ,π
π =
ππ¦,π π‘π€,π1
{(π1 − 1)π1 }2
6πΎπ0
ππ΅πΆ,πΈπ =
ππΈπ (π1 − 1)π1
βπ1
For this case, as the fin plate is Shear resistance of the beam web
considered as short fin plate, according AB:
π‘π€,π1 (π1 − 1)π1 ππ¦,π
to SCI_P358, resistance of the web does
πππ,π΅πΆ,π
π =
not need to be checked.
√3πΎπ0
Page | 657
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 5: Welds of fin plate
Ref
SCI_P358
Calculation
For this situation, the fin plate is
welded to the supporting beam using
C-shape weld group, both sides of the
fin plate will be welded so that the design
force will be half of the applied force.
ππΈπ =
ππΈπ 1000
=
= 110ππ
2
2
Unit throat area:
π΄π’ = 2π + π = 967ππ
Moment caused by applied force:
π = ππ = 15684ππππ
Polar moment of inertia:
8π 3 + 6ππ2 + π 3
π4
π½=(
−
)
12
2π + π
= 28312438ππ4
Remark
Length of weld:
Horizontal b=95mm
Vertical d=547mm
Position of centre of gravity of
the weld group:
π2
π₯Μ
= 2π+π =12.2mm
π¦Μ
=
π
2
=273.5mm
π = π§ + π − π₯Μ
=142.8mm
It is necessary to find the point with
highest stress, in this case, the highest
stress found is:
ππΈπ ππβ
ππ£ = 0.195kN/mm
ππ£ =
+
π΄π’
π½
πβ = 0.152kN/mm
πππ£
ππ = 0.247kN/mm
πβ =
π½
ππ = √ππ£2 + πβ2
Hence, based on simple method choose
fillet weld with leg length 8.0mm and ππ£ = 273.5ππ
throat
thickness
5.6mm
gives πβ = 82.8ππ
1.25kN/mm
Directional method:
For fillet weld with 8.0mm leg length
and 5.6mm throat thickness:
ππΏ = 1.25kN/mm
ππ = 1.53kN/mm
2
π
2
π
(ππ£ ) + (πβ ) = .
πΏ
π
< 1 (OK)
Page | 658
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Check 6: Shear and bearing resistance of supporting beam
Ref
SCI_P358
Calculation
Local shear of beam web:
ππΈπ,π‘ππ‘
≤ πΉπ
π
2
π΄π£ ππ¦,π
πΉπ
π =
√3πΎπ0
ππΈπ,π‘ππ‘
πΉπ
π = 790.4ππ >
= 219.7ππ
2
(OK)
Remark
ππΈπ,1
ππΈπ,π‘ππ‘ = (
βπ,1
+
ππΈπ,2
) βπ,πππ
βπ,2
π΄π£ = βπ π‘π€,π2
π‘π€,π2 is the thickness of the
supporting beam web
Punching shear
πΎπ0 = 1.00 (NA to SS EN
As the connection is double-sided, no 1993-1-1)
check is needed.
Page | 659
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
8 Good Practices for Connections Design
8.1 General
In practice, the design activity of a steel structure may involve both engineers and fabricators.
Apart from satisfying the architectural requirements, good connection designs prioritize safety,
serviceability and durability requirements with economy and feasibility of fabrication borne on
mind. In order to achieve buildable steel connections, that are fabricator and erector friendly,
good communication between engineer and fabricator is needed. Economic steel connection
designs are not only derived from less materials, but also time saving derived from easy site
erection and minimization of rectifications due to error-prone details. Good connections
detailing has been proposed by various regional design guides and committees in professional
articles and resources on websites such as www.steelconstruction.info. Some of the relevant
recommendations suitable for local practices are compiled in this chapter for readers’ easy
reference.
8.2 Recommendations for cost-effective connection design
This section provides some recommendations for cost-effective connections design that also
could reduce problems at the construction sites:
(1) For bolted splice connections, the width of the flange cover plate should be
different from that of the beam flange.
Provide at least 15mm difference on each side of the flange plate at the flange and cover
plate connection. If bolt holes misalign during the installation, the difference between
the cover plate and beam flange provides space for fillet welds to be placed to
compensate the missing bolts.
(2) Use oversized bolt holes in beam splice and brace connections.
For connections with slip-critical bolts, oversized bolt holes are often preferred over
standard bolt holes. Although oversized bolt holes have lower bolt capacity, they
provide more erection tolerance and reduce site problems. Typically, standard bolt
holes are used in main member while oversized bolt holes are used in detail material
such as gusset plate.
(3) Standardizing connections used on one project.
Types of connections on a project should be minimized to save fabrication time and
cost and reduce possible errors.
(4) Avoid using bolts with diameters close to each other.
A minimum difference between bolt sizes is needed to prevent uncertainty and reduce
site errors. If necessary, use a maximum of up to three sizes of bolts in each project.
(5) Avoid using different grades of bolts with the same diameter.
(6) Bolted connections are preferred over field-welded connections.
For site-welded connections, qualified welder, welding platform and good welding
conditions are needed. Compared to site-welded connections, bolted connections are
less time consuming and relatively cheaper. It is a good practice to “weld at factory”
and “bolt at site”.
(7) Try to use fillet welds instead of penetration butt welds whenever it is possible.
Fillet welds are less expensive as base-metal preparation is not required. Moreover,
penetration butt welds require more weld metal and inspection.
(8) Limit the maximum fillet weld size.
Page | 660
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Smaller, longer welds are preferred over larger, shorter welds. The normal maximum
leg length that can be made in a single pass is 8mm.Therefore, if a 12mm fillet weld is
required, an 8mm deep penetration weld may be used instead as this can be made in a
single pass.
(9) Avoid overhead welding.
Overhead welding is challenging, costly and generally yields lower quality welds.
Welding positions are preferred to be flat and horizontal.
(10) Use full penetration butt welds only when necessary.
Full penetration butt welds cost more due to increased material preparation, testing
requirements, weld-metal volume and material distortion. Full penetration butt weld is
difficult for hollow steel sections as it requires backing bars.
(11) Avoid excessive connections.
Connections may be designed to actual load requirements instead of full capacity of the
members. Excessive connections may result in higher cost and over-welding may
damage the steel.
(12) Minimize weld volume for penetration butt welds.
The weld configuration with the least weld volume is most economical. For weld
configuration with double-sided preparation, the additional cost of material preparation
may offset the cost saving of less weld volume. For full penetration butt welds, it is
economical to prepare one side of plates with a thickness less than 25mm and to prepare
both sides of plates with a thickness greater than or equal to 25mm.
(13) Minimizing the usage of slip-critical bolts
Slip-critical bolts are more expensive than bearing bolts due to additional installation,
inspection and faying surface preparation. Moreover, larger bolts are needed for
reduced bolt strength. If slip-critical bolts are needed, they must be clearly indicated on
shop drawing.
(14) Avoid using bolt with diameter greater than 30mm.
Bolts with diameter greater than 30mm are difficult to tighten and costly.
(15) Avoid slotted holes in plates thicker than the bolt diameter.
Slot holes in thick steel plates are hard to punch and must be flame-cut, which is
difficult and costly. Standard holes or oversized holes are preferred.
(16) Allow for site adjustment in one direction only for bolted connections.
If slotted holes are needed for a bolted connection for site adjustment, the adjustment
should be in only one direction.
(17) Cope or block beams instead of cutting flush and grinding smooth.
Cutting flush and grinding smooth is more expensive.
(18) For shear plate connection to hollow steel section columns, weld single-plate to
HS column instead of using through-plate connections.
Through plate shear connections are costly and more difficult to fabricate than
welding a fin plate to column.
(19) For beam to hollow steel section column moment connections, use direct
moment connections when possible.
Moment connections in which the beam flanges are welded directly to the face of the
hollow steel section column are the most economical moment connections to hollow
section column.
(20) Consider bolted hollow steel section brace connections.
Page | 661
DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Hollow steel section braces commonly are shown slotted and welded to the gusset
plate. To eliminate the need of site welding, the hollow steel section can be bolted to
the gusset plate using a welded tee end.
(21) For High Strength Friction Grip bolts (HSFG), use thick nuts and long thread
length.
Thick nuts and long thread length provide ductility predominantly by plastic elongation
of the HSFG bolts. To prevent induced strain being localized, longer thread length is
necessary. Site control of overtightening during preloading is important.
(22) For bolted splice connection, cover plates should enclose as much of the joint area
as possible.
It is a good practice to ensure the cover plates cover as much area as possible in a splice
connection to improve durability. Normally cover plates are provided on both faces of
the flange and the web. Pack plates may be used to when there are differences between
the thicknesses of web or flange plate on either side of the joint.
(23) Tapered cover plates may be used to increase the efficiency of the connection.
In highly loaded splice, the number of bolts at the first and the last rows of each bolt
group may be reduced to improve the stress flow from flange plate to cover plate.
(24) Avoid welding on members that are closely spaced or skew.
When members are closely spaced or skew, the space restriction will introduce
problems to the access of welding. The cost of inspection, repair and reinspection of a
defective weld will be much higher.
(25) Avoid over specifying the weld thickness.
Weld shrinkage may occur when there is distortion. It is important to minimize the weld
thickness as the bigger the weld, the more heat applied and more distortion.
8.3 Non-preferred steel connections
This section shows several connections that are not as productive as those connections showed
in the design guide. These connections should be avoided for practical reasons. Design engineer
should work with steel fabricator to decide which type of connections is more preferred
considering site installation constraints.
BEAM TO BEAM SHEAR CONNECTION
PREFERRED CONNECTIONS
NON-PREFERRED CONNECTION
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DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
BEAM TO BEAM SHEAR CONNECTION
PREFERRED CONNECTIONS
NON-PREFERRED CONNECTION
BEAM TO BEAM MOMENT CONNECTION
PERFERRED CONNECTION
NON-PERFERRED CONNECTION
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DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
BEAM TO COLUMN SHEAR CONNECTION
PREFERRED CONNECTION
NON-PREFERRED CONNECTION
BEAM TO COLUMN MOMENT CONNECTION
PREFERRED CONNECTION
NON-PREFERRED CONNECTION
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DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
8.4 Alternate connections
Besides the standard connections given in other publications, this section shows several
alternative connections proposed by fabricators which are easier to fabricate and install. These
connections may be used when it is more suitable for site installation and could be more cost
effective. For connections that are covered in this design guide, section numbers are given so
that reader can refer to the relevant section for detailed calculations.
BEAM TO BEAM MOMENT CONNECTION
ALTERNATE CONNECTION
Section 2.6.1
Section 2.6.2
Section 2.4.4
Section 2.4.5
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DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
BEAM TO COLUMN SHEAR CONNECTION
ALTERNATE CONNECTION
Section 2.3.8
Section 2.3.6
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DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
BEAM TO COLUMN MOMENT CONNECTION
ALTERNATE CONNECTION
Section 2.4.7
Section 2.4.8
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DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
References
AISC 310:1997 (2005), Hollow Structural Sections Connections Manual, American Institute
of Steel Construction.
AWS D1.1/D1.1M:2015 (2016), Structural Welding Code – Steel, American Welding
Society, ANSI.
BC1:2012 (2012), Design guide on use of alternative structural steel to BS5950 and Eurocode
3, Building Construction Authority.
BS 5950-1:2000 (2010), Structural use of steelwork in building. Code of practice for design
Rolled and welded sections, BSI
CECS 280:2010, Technical specification for structures with steel hollow sections, China
Association for Engineering Construction Standardization.
CIDECT Design Guide 9 (2005), For structural hollow section column connections,
Y.Kurobane, J.A.Packer, J.Wardenier, N.Yeomans.
DD CEB/TS 1992-4-2:2009, Design of fastenings for use in concrete, Part 4 – 2: Headed
Fasteners, CEN.
Design of Fastenings in Concrete (1996), CEB bulletin dÍnformation No. 226, Thomas
Telford.
Design of Joints in Steel and Composite Structures (2016), ECCS Eurocode Design Manuals,
Jean-Pierre Jaspart, Klaus Weynand, European Convention for Constructional Steelwork.
Design of welded structures (1966), Omer W.Blodgett, The JAMES F.LINCOLN ARC
WELDING FOUNDATION.
GB 50936-2014, Technical code for concrete filled steel tubular structures, Ministry of
Housing and Urban-Rural Development.
Joints in steel construction: Simple joints to Eurocode 3 (2014), BCSA, Tata Steel, SCI
publication No. P358, jointly published by the British Constructional Steelwork Association
and the Steel Construction Institute.
Joints in steel construction: Moment-resisting joints to Eurocode 3 (2015), BSCA, Tata Steel,
SCI publication No. P398, jointly published by the British Constructional Steelwork
Association and the Steel Construction Institute.
NA to SS EN 1993-1-8: 2010 (2016) - Singapore National Annex to Eurocode 3: Design of
steel structures - General rules - Design of joints, Building and Construction Standards
Committee, Standards Council of Singapore.
SNO17, NCCI: Shear resistance of a fin plate connection, www.access-steel.com
SS EN 1992-1-1:2004 (2008), Eurocode 2 – Design of concrete structures, Part 1 -1 General
rules and rules for buildings, Building and Construction Standards Committee, Standard
Council of Singapore.
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DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
SS EN 1993-1-1: 2010 (2015), Eurocode 3 – Design of steel structures – General rules for
buildings, Building and Construction Standards Committee, Standard Council of Singapore.
SS EN 1993-1-5:2009 (2016), Eurocode 3 – Design of steel structures – Plated structural
elements, Building and Construction Standards Committee, Standards Council of Singapore.
SS EN 1993-1-8:2010 (2016), Eurocode 3 - Design of steel structures - Design of joints,
Building and Construction Standards Committee, Standards Council of Singapore.
SS EN 1994-1-1: 2009, Eurocode 4 – Design of composite steel and concrete structure –
General rules for buildings, Building and Construction Standards Committee, Standard
Council of Singapore.
Steel building design: Design Data (2011), BSCA, Tata Steel, SCI publication No. P363,
jointly published by the British Constructional Steelwork Association and the Steel
Construction Institute.
Carol Drucker (2004), “30 Good rules for connection design”, Modern Steel Construction.
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DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
Annex A: Case Study for Productivity
Improvement
Capability Development
The Product - Design Guide for Buidable Steel Connections will be shared by the
Singapore Structural Steel Society (SSSS) with the industry for the adoption of the
standardised buildable connections. It is envisaged that the use of this design guide by
design consultants will align with connection details commonly adopted by steel
fabricators in their fabrication and erection procedures. This will also reduce
disruption from abortive work due to the design changes and the time taken to further
develop the steel connection details can be minimised. Furthermore, calculations are
given in the design guide examples for the design engineers to pick up the knowledge
easily on their own. The design guide also contains a section on good practices for
steel connection design, and comparison between preferred vs non-preferred
connection to create greater awareness on the availability of alternate preferred
connections.
Productivity Increase
In the case study to evaluate the productivity of the buildable connections proposed in
the Design Guide, we have chosen the one-sided extended fin plate connection which
can be found in Section 2.3.3 of the Design Guide (refer to figure below). In the non preferred connection, the fin plate connection lies within the primary beam flange
while the fin plate connection extends beyond the primary beam flange in the
preferred connection.
Non-Preferred Connection
Preferred Connection
The process for each connection will comprise of beam preparation, fin plate
preparation, welding and installation. The process for fin plate preparation and
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DESIGN GUIDE FOR BUILDABLE STEEL CONNECTIONS
welding are not expected to differ much in the time taken as shown in the table below.
The improvement to productivity comes mainly from the beam preparation and
installation. In the conventional method (non-preferred connection), the beam
preparation entails a time-consuming process of profile cutting which has more than
doubled the time taken for the proposed method (preferred connection). In the
conventional method, the beam can only be hoisted 1 at a time as it is harder to
maneuver the secondary beam into the space between the primary beams while in the
proposed method, the beams can be hoisted 3 at a time for the secondary beams at 3
different levels. This will significantly cut down the time for installation per beam by
more than 2 times as shown in the table below.
Conventional Method
Proposed Method
manBeam Preparation
power
Material Transportation
2
Drilling
2
Straight Cutting
2
Profile Cutting - Transportation
2
Profile Cutting - Cutting
2
Grinding of Beam for Fin Plate
1
Re-grinding of Beam
2
TOTAL
Fin Plate Preparation
Cutting
Drilling
Marking of Fin Plate
Grinding of Fin Plate
Remarking of Fin Plate
Fit Up of Fin Plate
TOTAL
manpower
2
1
1
1
2
2
manWelding
power
Fin Plate Welding
2
Grinding and Brushing after Welding 2
TOTAL
manInstallation
power
Each beam hoisted individually
2
TOTAL
min
2
3
18
15
10
1
10
min
0
4
2
0
1
4
min
12
2
min
50
Time
Req'd
(hr)
0.67
1.32
6.16
5.00
3.33
0.22
3.33
20.03
sec
0
58
28
0
0
20
0
no. of
beams
10
10
10
10
10
10
10
sec
24
30
40
40
0
10
no. of
fin
plates
20
20
20
20
20
20
Time
Req'd
(hr)
0.27
1.50
0.89
0.22
0.67
2.78
6.32
Fin Plate Preparation
Cutting
Drilling
Marking of Fin Plate
Grinding of Fin Plate
Remarking of Fin Plate
Fit Up of Fin Plate
TOTAL
sec
20
35
no. of
fin
plates
20
20
Time
Req'd
(hr)
8.22
1.72
9.94
manWelding
power min
Fin Plate Welding
2
12
Grinding and Brushing after Welding 2
2
TOTAL
sec
0
no. of
beams
10
Beam Preparation
Material Transportation
Drilling
Straight Cutting
Grinding of Beam for Fin Plate
Re-grinding of Beam
TOTAL
Time
Req'd
(hr) Installation
16.67 3 beams hoisted together
16.67 TOTAL
MAN-HOURS/BEAM
BEAM/MAN-HOUR
5.30 MAN-HOURS/BEAM
0.19 BEAM/MAN-HOUR
INCREASE IN PRODUCTIVITY
76%
Time
Req'd
(hr)
0.67
1.32
6.16
manpower min
2
2
2
3
2
18
sec
0
58
28
no. of
beams
10
10
10
1
2
30
0
10
10
0.42
1.67
8.56
sec
28
30
40
2
0
50
no. of
fin
plates
20
20
20
20
20
20
Time
Req'd
(hr)
0.31
1.50
0.89
0.34
0.67
1.22
4.93
sec
20
35
no. of
fin
plates
20
20
Time
Req'd
(hr)
8.22
1.72
9.94
sec
0
no. of
beams
10
2
5
manpower min
2
0
1
4
1
2
1
1
2
1
2
1
manpower min
2
20
Time
Req'd
(hr)
6.67
6.67
3.01
0.33
Based on the collected readings, the average number of mean that can be assembled
for each man-hour is 0.33 for the proposed method as compared to the conventional
method. This will lead to an improvement in productivity of 76%.
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