Design Capacity Tables for Structural Steel

Transcription

DESIGN CAPACITY TABLES
FOR STRUCTURAL STEEL HOLLOW SECTIONS
Design Capacity Tables for Structural Steel Hollow Sections
General Information
Contents
Section
Page
Section
Page
Foreword
Preface
Notation & Abbreviations
Standards and Other References
(iii)
(iv)
(vi)
(ix)
Part 1 – Introduction
Part 2 – Materials
Part 3 – Section Properties
Part 4 – Methods of Structural Analysis
Part 5 – Members Subject to Bending
Part 6 – Members Subject to Axial Compression
Part 7 – Members Subject to Axial Tension
Part 8 – Members Subject to Combined Actions
Part 9 – Connections
1-1
2-1
3-1
4-1
5-1
6-1
7-1
8-1
9-1
See page (ii) for the appropriate use of this publication.
Australian Tube Mills A.B.N. 21 123 666 679. PO Box 246 Sunnybank, Queensland 4109 Australia Telephone +61 7 3909 6600 Facsimile +61 7 3909 6660 E-mail [email protected] Internet www.austubemills.com
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
to Axial Compression
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
(i)
PART 9
Connections
Relevance of information contained in this Publication
Material Standards and product qualities:
USERS OF THIS PUBLICATION SHOULD NOTE THAT THE DESIGN CAPACITIES, CALCULATIONS,
TABULATIONS AND OTHER INFORMATION PRESENT IN THIS PUBLICATION ARE SPECIFICALLY RELEVANT
TO STRUCTURAL STEEL HOLLOW SECTIONS SUPPLIED BY Australian Tube Mills.
Consequently, the information contained in this publication cannot be readily used for hollow sections
supplied from other manufacturers as those sections may vary significantly in grade, thickness, size, material
Standard compliance (including chemical composition, mechanical properties, tolerances) and quality when
compared to structural steel hollow sections supplied from Australian Tube Mills (ATM).
In many instances, the higher strengths and qualities provided by ATM structural
steel hollow sections to obtain efficient and economical designs from structural mass
reductions cannot be readily provided by hollow sections from other sources.
Australian Tube Mills
A.B.N. 21 123 666 679
DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL HOLLOW SECTIONS
Published by:
AUSTRALIAN TUBE MILLS
Structural steelwork/engineering Standards:
The maximum design loads and design capacities listed in this publication are based on the
limit states design method of AS 4100 and the factored limit states design loads and combinations
considered within AS/NZS 1170. Hence, much of the information contained herein will only
be of use to persons familiar with the limit states design method and the use of:
AS 4100 Steel structures
AS/NZS 1170 Structural design actions
Enquiries should be addressed to the publisher:
Postal address: P.O. Box 246, Sunnybank, Queensland 4109, Australia
E-mail address: [email protected]
Internet: www.austubemills.com
© 2013 Australian Tube Mills
First issue – June 2003
Second issue – December 2010
Third issue – August 2013
Disclaimer - Whilst every care has been taken in the preparation of this information, Australian Tube Mills, and its
agents accept no liability for the accuracy of the information supplied. The company expressly disclaims all and any
liability to any person whether a purchaser of any product, or otherwise in respect of anything done or omitted to be
done and the consequences of anything done or omitted to be done, by any such person in reliance, whether in whole
or in part upon the whole or any part of this publication.
Warning - This publication should not be used without the services of a competent professional with suitable
knowledge in the relevant field, and under no circumstances should this publication be relied upon to replace any or
all of the knowledge and expertise of such a person.
Product availability & other information:
As the section, grade and finish of all products are subject to continuous improvement, reference should
be made to the ATM PRODUCT AVAILABILITY GUIDE (PAG) for information on the availability of listed
sections and associated finishes. The current version of the PAG can be found on the ATM website
www.austubemills.com.
TubeComp® Software:
Much of the information contained in this publication can also be readily obtained from the computer
software package TubeComp® which can be run in Windows® 95, 98, 2000 and XP. TubeComp® is a simple
calculator for structural steel hollow sections designed to AS 4100:1998. TubeComp® can provide exact
calculated values for specific effective lengths and screens are dynamically updated when data is entered.
Most of the information in this publication can be obtained by just four “clicks of a mouse” in TubeComp®
which can be freely obtained by contacting ATM or visiting www.austubemills.com.
AUGUST 2013
(ii)
Foreword
Australian Tube Mills is one of the world’s premier producers of welded steel tube and pipe for
structural, mechanical and low pressure reticulation applications. For many years, Australian Tube
Mills has been at the industry forefront with numerous innovations delivering significant value
to a wide range of key industries. With manufacturing facilities strategically located in Australia
(Brisbane, Newcastle, Melbourne and Perth), Australian Tube Mills is effectively placed to supply
high quality tubular steel products to markets in Australia, New Zealand, South Pacific and SouthEast Asia.
Australian Tube Mills’ innovative approach to the development of tubular products has been
noted by various industries for many years. This has included the introduction and ongoing
push of higher strength RHS and Pipe products which reduce weight and cut costs for endusers. Strength enhancements began with Grade C350L0 (“TruBlu”), then Grade C450L0
(“GreensTuf”) and DuraGal® and now C450PLUS® (previously DualGrade® C350L0/C450L0)
products. Australian Tube Mills were the first to develop and promote these grades into Australian
Standards and its market areas and now offer the largest range of C450PLUS® sections – not
only in Australia but across the world.
Development of tubular shapes has also been an important strategy for Australian Tube Mills.
Specific shapes (some of which carry patents and trademarks) were developed for defined
industries and include the SiloTube, UniRail, StockRail and Architectural sections. Limited rollings
of other forms of hollow sections can be supplied on a special order basis.
Compared to other steel products, the worldwide consumption of welded tubular steel products
is significantly increasing. The main reasons for this outcome is due to the aesthetics, engineering
efficiencies, cost-effectiveness, increased specifier/end-user awareness and the high valueadding inherent with tubular products. This has now firmly positioned Australian Tube Mills as the
preferred tubular supplier within many industries.
Quality products, people and service sets Australian Tube Mills apart from its competitors.
Acknowledgements
Australian Tube Mills gratefully acknowledges the assistance provided by the Australian Steel
Institute (ASI) – previously the Australian Institute of Steel Construction (AISC) – for permitting the use of
their “Design Capacity Tables” text and format in the development of various parts of this publication.
Additionally, Australian Tube Mills wishes to acknowledge the detailed contributions from the
following:
Russell Watkins of Australian Tube Mills for writing, generating and checking the text,
tables and graphs used in this publication;
OneSteel’s marketing services team for artwork and coordination; and
Nick van der Kreek at Australian Tube Mills for checking and updating various
aspects of this publication.
Apart from material improvements, Australian Tube Mills’ plants also produce different types
of coating systems for tubular products. Revolutionary primer-paint systems were developed
with industry participation to protect hollow sections from rust during warehouse storage,
transportation and fabrication as well as offer a smooth clean work surface during and after
fabrication.
Australian Tube Mills now supplies the largest range of welded tubular steel products in Australia
which vary in shape, grade and finish.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
(iii)
PART 9
Connections
Preface
The “Design Capacity Tables for Structural Steel” (DCT) suite of publications from the Australian
Steel Institute (ASI) – previously the Australian Institute of Steel Construction (AISC) – has been
commonly used by design engineers for at least a decade. The actual origin of these publications
goes back to 1969 when the Safe Load Tables (SLT) was published by AISC (at the time) for the
then permissible stress based steel structures Standards AS CA-1 and subsequently AS 1250.
The SLT was published in six editions (the last edition being in 1987) with both hot-rolled “open”
sections (e.g. UB, UC, PFC, etc) and structural steel hollow sections (CHS, RHS and SHS)
included in its contents.
availability. Various manufacturers also complicated the situation by producing their own versions
of the DCTHS even though they had a smaller product/size range. Subsequent market studies
by Australian Tube Mills revealed that there was growing specifier and industry frustration from
the numerous but fragmented publications available that attempted to describe the total range of
hollow sections compliant with Australian Standards. Market feedback also indicated some level
of confusion with what sizes were available in various grades. There was no ready answer to this
frustration and confusion – unless, of course, a single manufacturer could confidently supply a
total consistent range of hollow sections.
The release of AS 4100 Steel Structures in 1990 to supersede AS 1250 saw a change in design
philosophy from permissible stress to limit states design principles. Such a change prompted the
revision of the SLT to manifest itself as the DCT. The first edition of the DCT had an overall format
which was similar to the sixth edition of the SLT and included both open and hollow sections.
However, due to the growing popularity, increasing range and innovation of hollow section
construction, the DCT was effectively split in 1992 with the release of the “Design Capacity
Tables for Structural Steel Hollow Sections” (DCTHS) which only considered tubular members.
Thereafter, a second edition of the DCTHS was released in 1999 entitled “Design Capacity Tables
for Structural Steel – Volume 2: Hollow Sections” (DCT-v2:HS).
As part of its ongoing Sales & Marketing strategies, and after much analysis, Australian Tube
Mills are undertaking various initiatives to significantly grow the tubular market with a substantial
increase in product range and technical support. Prior to this initiative, one of the limitations with
tubular construction was the restricted range of large readily available hollow sections that are
fully compliant with Australian Standards. For RHS/SHS this was seen to typically “top out” at
250 x 250 SHS with thickness up to 9 mm thick. The situation with CHS was slightly different with
the availability of larger “down-graded” line-pipe though there were some issues reported on the
compliance of such products to the structural requirements of AS/NZS 1163 Grade C350L0.
While somewhat of a challenge, the aim of the DCT-v2:HS (and preceding DCTHS/DCT) was to
provide current information on hollow sections available from various manufacturers. However,
at the time of publication, the consolidated product range listing from each of the manufacturers
was disjointed and not reflective of available sections. Even though the DCT-v2:HS listed a large
range of hollow sections, this positive aspect was negated by imprecise information on product
The ability to supply a full range of structural steel hollow sections coupled with the ability to
ease industry frustration from the lack of consolidated correct information of such sections also
sees Australian Tube Mills providing a large array of technical/marketing media (i.e. literature and
software). Part of the media includes this DCTHS which is based on AS 4100 –1998.
In order to embrace the acceptance level of the previously published industry document, this
AUGUST 2013
(iv)
Preface (continued)
DCTHS follows the same format as the ASI/AISC DCTHS. This means that the Parts of this
publication follow the same numeric sequence as those in the ASI/AISC DCTHS and AS 4100.
The tabulated data and much of the text in this publication also follows the same format and
sequence as the ASI/AISC DCTHS which now makes it a ready companion to the DCT for hotrolled “open” sections. Hence, if readers are familiar with the current ASI/AISC DCTs they will also
be familiar with this publication.
Whilst based on the ASI/AISC DCTHS, some minor revisions, corrections and updates were
incorporated in this publication as well as recognition of the changed “loading” Standards to AS/
NZS 1170 and other related Standards. Also, readers will note that this publication is produced
in “landscape” format – i.e. the width of the page is the longer dimension. The rationale behind
this modification followed industry surveys that noted the generally published “portrait” format did
not suit publications substantially containing landscape tables. Consequently, this and several
other Australian Tube Mills publications have been produced in landscape format. For additional
information, readers should also refer to page (ii) for the appropriate use of this DCTHS.
As a complementary design aid to this publication, Australian Tube Mills has also produced a
simple calculator for structural steel hollow sections designed to AS 4100. Called TubeComp®,
the software provides much of the information contained in this publication with just four (4)
“clicks of a mouse”. The data screens of TubeComp® are dynamically updated and can provide
exact values of design capacities for effective lengths not listed in the tables of this publication
without the need for linear interpolation or extrapolation. TubeComp®, like this and other
publications, are freely available from Australian Tube Mills by using the contact details noted
below.
It is interesting to note that after nearly twenty years since the release of the first DCTHS, the
same basic team involved in the first document has been brought together to develop this
publication. This team includes engineers for computations, content and project management as
well as graphic designers. Accordingly, we trust this publication is of value to designers of hollow
section construction and would appreciate any feedback on its adequacy or ways to refine it.
May your designs in tubular construction be fruitful ones!
Arun Syam
Editor & Tubular Development Manager
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
(v)
PART 9
Connections
Notation & Abbreviations
Ae
effective sectional area of a hollow section in shear, or effective area of a
compression member
fu
tensile strength used in design, as defined in AS 4100
gross area of a cross-section
fy
yield stress used in design, as defined in AS 4100
Ag
average design shear stress in a web
An
net area of a cross-section
f*
va
Australian Institute of Steel Construction (now ASI)
f*
vm
maximum design shear stress in a web
AISC
G
ASI
Australian Steel Institute (formerly AISC)
shear modulus of elasticity, 80 x 103 MPa; or nominal permanent actions (e.g. dead
loads)
b
width of a section
G*
design (factored) permanent actions (e.g. dead loads)
bb, bbf, bbw
bearing widths
hs
storey height
bf
width of a flange
I
second moment of area of a cross-section
bs
stiff bearing length
Iw
warping constant for a cross-section (≈0 for hollow sections)
C
torsional modulus for a cross-section; or Compact section (in bending)
Ix
I about the cross-section major principal x-axis
C250L0
cold-formed Grade C250 hollow section to AS/NZS 1163 with L0 properties
Iy
I about the cross-section minor principal y-axis
C350L0
J
torsion constant for a cross-section
C450L0
ke
member effective length factor
kf
form factor for members subject to axial compression
kl
effective length factor for load height
C450PLUS™ RHS/SHS which satisfy the strength and elongation requirements
of AS/NZS 1163 Grade C350L0 and C450L0
CHS
Circular Hollow Section(s)
cm
factor for unequal moments
kr
effective length factor for restraint against lateral rotation
ksm
exposed surface area to mass ratio
kt
correction factor for distribution of forces in a tension member;
or effective length factor for twist restraints
ratio of flat width of web (d5) to thickness (t) of hollow section
d
depth of a section
do
outside diameter of a Circular Hollow Section (CHS)
d1
clear depth between flanges
kv
d5
flat width of web
L
span or member length; or sub-segment length (also see note at end of notation)
DN
nominal size OD for Pipe (CHS) sections (as noted in AS 1074)
E
Young’s modulus of elasticity, 200 x 103 MPa
Le
effective length of a compression member or laterally unrestrained member
(also see note at end of notation)
ERW
electric resistance welding
L0
impact properties (as noted in AS/NZS 1163)
FLR
maximum value of (beam) segment length for Full Lateral Restraint
Mb
nominal member moment capacity
AUGUST 2013
(vi)
Notation & Abbreviations (continued)
Mbx
Mb about major principal x-axis
Nt
nominal section capacity in tension
Mcx
lesser of Mix and Mox
N*
design axial force, tensile or compressive
Mi
nominal in-plane member moment capacity
n
axis through corners of a SHS
Mix
Mi about major principal x-axis
n/a
not applicable
Miy
Mi about minor principal y-axis
OD
outside diameter (for CHS)
Mo
reference elastic buckling moment for a member subject to bending;
or nominal out-of-plane member moment capacity
ATM
P
applied concentrated load
Moa
amended elastic buckling moment for a member subject to bending
PAG
Product Availability Guide by Australian Tube Mills
Mox
Mo about major principal x-axis
Q
nominal imposed actions (e.g. live loads)
Mrx
Ms about major principal x-axis reduced by axial force
Q*
design (factored) imposed actions (e.g. live loads)
Mry
Ms about minor principal y-axis reduced by axial force
Rb
nominal bearing capacity of a web
Ms
nominal section moment capacity
Rbb
nominal bearing buckling capacity of a web
Msx
Ms about major principal x-axis
Rby
nominal bearing yield capacity of a web
Msy
Ms about minor principal y-axis
Ru
nominal capacity
M*
design bending moment
r
radius of gyration; or radius
M*
m
maximum calculated design bending moment along the length of a member or
segment
rext
outside radius of hollow section
rx
radius of gyration about major principal x-axis
M*x
design bending moment about major principal x-axis
ry
radius of gyration about minor principal y-axis
M*y
design bending moment about minor principal y-axis
R*
design bearing force; or design reaction
N
Non-compact section (in bending)
øRu
design capacity
Nc
nominal member capacity in axial compression
RHS
Rectangular Hollow Section(s)
Ncx
Nc for member buckling about major principal x-axis
S
plastic section modulus; or Slender section (in bending)
Ncy
Nc for member buckling about minor principal y-axis
Sx
(plastic) S about major principal x-axis
Nom
elastic buckling load
Sy
(plastic) S about minor principal y-axis
Nomb
Nom for a braced member
S*
design action effect, as defined in AS 4100
Ns
nominal section capacity of a concentrically loaded compression member
SHS
Square Hollow Section(s)
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
(vii)
PART 9
Connections
Notation & Abbreviations (continued)
t
thickness of a section
_a
compression member factor
tf
thickness of a flange
_b
compression member section constant
tw
thickness of a web
_c
compression member slenderness reduction factor
UNO
unless noted otherwise
_m
moment modification factor for bending
Vu
nominal shear capacity of a web with a uniform shear stress distribution
_s
slenderness reduction factor
Vv
nominal shear capacity of a web
_T
coefficient of thermal expansion
Vvm
nominal shear capacity of a web in the presence of bending moment
`m
ratio of smaller to larger bending moments at the ends of a member
V*
design shear force
a
ratio for compression member stiffness to end restraint stiffness
W
total uniformly distributed applied load
6s
deflection
W*
design action; or design (factored) W
6b
translational displacement of the top relative to the bottom for a storey height
WEM
*
equivalent strength Maximum Design Load based on Moment (Table T5.1)
bb
moment amplification factor for a braced member
WES
*
equivalent serviceability Maximum Design Load based on Deflection (Table T5.1)
bm
moment amplification factor, taken as the greater of bb and bs
WEV
*
equivalent strength Maximum Design Load based on Shear (Table T5.1)
bs
moment amplification factor for a sway member
W *L
strength limit state maximum design load
j
compression member factor
d
compression member imperfection factor
W L*1
W *L based on design moment capacity
W L*2
W *L based on design shear capacity
/
pi (5 3.14159)
W *S
serviceability limit state maximum design load
h
slenderness ratio
W*
S1
W*S based on deflection limit
W *S based on first yield load
hc
elastic buckling load factor
WYL
*
plate element slenderness
x
major principal axis coordinate
he
y
minor principal axis coordinate
Z
elastic section modulus
Ze
effective section modulus
Zex
Ze for bending about major principal x-axis
Zey
Ze for bending about minor principal y-axis
Zn
Z about the n-axis through the corners of an SHS
hep
plate element plasticity slenderness limit
hey
plate element yield slenderness limit
hn
modified compression member slenderness
i
Poisson’s ratio
l
density of a material
q
capacity factor
Zx
Z for bending about major principal x-axis
Notes:
Zy
Z for bending about minor principal y-axis
1. The Tables use Le and L in lieu of le and l respectively (as noted in AS 4100) to avoid confusion with the standard typeface used.
AUGUST 2013
(viii)
Standard and Other References
The Australian Standards referred to in this publication are centrally listed in Section 1.1.2. Other
references are listed at the end of the initial text portion in each respective Part of the publication
(i.e. prior to the main table listings).
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
(ix)
PART 9
Connections
Blank Page
AUGUST 2013
(x)
Part 1
INTRODUCTION
Section
1.1
1.1.1
1.1.2
1.1.3
1 .2
1 .3
1 .4
1 .5
1 .6
Page
1-2
1-2
1-2
1-2
1-2
1-2
1-3
1-4
1-4
General
Steel Structures Standards
Reference Standards
Table Format and Usage
Range of Structural Steel Grades and Sections
Units
Limit States Design using these Tables
Table Contents
References
The maximum design loads and design capacities listed in this
publication are based on the limit states design method of AS 4100 and
the factored limit states design actions and combinations considered within
AS/NZS 1170. Hence, much of the information contained herein will only be of
use to persons familiar with the limit states design method and the use of:
AS 4100 Steel structures
AS/NZS 1170 Structural design actions
See Section 2.1 for the specific Material Standard (AS/NZS 1163)
referred to by the section type and steel grade in these Tables.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
1-1
PART 9
Connections
Part 1
INTRODUCTION
1.1
General
1.1.1 Steel Structures Standard
The tables in this publication have been calculated in accordance with the Australian Standard
AS 4100 –1998 Steel Structures. As far as possible, the notation and terminology used are the
same as those adopted in that Standard.
Cold-formed hollow sections manufactured in accordance with Australian Standard AS/NZS
1163:2009 Structural Steel Hollow Sections are included within the scope of AS 4100. Extensive
research [1.1,1.2,1.3] undertaken over a number of years has confirmed that cold-formed hollow
sections compliant with AS/NZS 1163 meet the inherent requirements of AS 4100. Cold-formed
hollow sections may also be designed to AS/NZS 4600:2005 Cold-Formed Steel Structures which
is outside of the scope of this publication.
1.1.2 Reference Standards
“AS 1074” refers to AS 1074 –1989 Steel tubes and tubulars for ordinary service
A brief list of the Tables’ contents is provided in Section 1.5. It should be noted that the main
tables listing design capacities and other member information are placed at the end of the
initial text portion of each Part of this publication. The main tables will generally be listed within a
numerical sequence – e.g. Table 5.1 series (Maximum Design Loads for Simply Supported Beams
with Full Lateral Restraint), Table 5.2 series (Design Section Moment and Web Capacities),
Table 5.3 series (Design Moment Capacities for Members without Full Lateral Restraint), etc.
Any table listed in the (initial) text portion of each Part of this Publication will have a “T” before the
Table number – e.g. Table T2.1 in Section 2.2.
1.2
The Tables contain information on the currently available (at the time of publication) structural
steel hollow sections supplied by Australian Tube Mills (ATM) which fully comply with AS/NZS
1163. Section 2 should be consulted for further details on the structural steel hollow sections
considered in the Tables.
Reference should also be made to the Australian Tube Mills Product Availability Guide (PAG) for
general information on the availability of the listed sections and associated finishes.
“AS 4100” refers to AS 4100–1998 Steel structures
“AS/NZS 1163” refers to AS/NZS 1163:2009 Cold-formed structural steel hollow sections
“AS/NZS 1170” refers to AS/NZS 1170:2002 Structural design actions
“AS/NZS 1554.1” refers to AS/NZS 1554.1:2011 Structural steel welding – Welding of steel structures
“AS/NZS 2312” refers to AS/NZS 2312:2002 Guide to the protection of structural steel against
atmospheric corrosion by the use of protective coatings
“AS/NZS 4600” refers to AS/NZS 4600:2005 Cold-formed steel structures
1.3
Units
The units in the Tables are consistent with those in the SI (metric) system. The base units
utilised in the Tables are newton (N) for force, metre (m) for length, and kilogram (kg) for mass.
Where noted, stress is expressed in megapascals (MPa).
With some minor exceptions, all values in the Tables are rounded to three (3) significant figures.
“AS/NZS 4792” refers to AS/NZS 4792:2006 Hot-dip galvanized (zinc) coatings on ferrous hollow
sections, applied by a continuous or a specialized process
1.1.3 Table Format and Usage
Within this publication the terms “Table” and “Tables” refer to information in this edition and volume
of the Design Capacity Tables for Structural Steel Hollow Sections by Australian Tube Mills.
AUGUST 2013
1-2
Part 1
INTRODUCTION
1.4
Limit States Design using these Tables
AS 4100 sets out the minimum requirements for the design, fabrication and erection of steelwork
in accordance with the limit states design method and follows a semi-probabilistic limit state
approach presented in a deterministic format.
Definition of limit states – When a structure or part of a structure is rendered unfit for use it reaches
a ‘limit state’. In this state it ceases to perform the functions or to satisfy the conditions for which
it was designed. Relevant limit states for structural steel include strength, serviceability, stability,
fatigue, brittle fracture, fire, and earthquake. Only two limit states are considered in the Tables –
the strength limit state and, where applicable, the serviceability limit state.
Limit states design requires structural members and connections to be proportioned such that
the design action effect (S*) resulting from the design action (W*), is less than or equal to the
design capacity (qRu) i.e.
S* ) qR u
Design action or design load (W*) is the combination of the nominal actions or loads
imposed upon the structure (e.g. transverse loads on a beam) multiplied by the appropriate
load combination factors as specified in AS/NZS 1170 (Structural design actions). These design
actions/loads are identified by an asterisk ( * ) after the appropriate action/load (e.g. W*L is the
maximum design transverse load on a beam).
Design action effects (S*) are the actions (e.g. design bending moments, shear forces, axial
loads) calculated from the design actions or design loads using an acceptable method
of analysis (Section 4 of AS 4100). These effects are identified by an asterisk ( * ) after the
appropriate action effect (e.g. M* describes the design bending moment).
Design capacity (qRu) is the product of the nominal capacity (Ru) and the appropriate capacity
factor (q) found in Table 3.4 of AS 4100. Ru is determined from the characteristic values and
specified parameters found in Sections 5 to 9 of AS 4100.
For example, consider the strength limit state design of a simply supported beam which has full
lateral restraint subject to a total transverse design load (W*) distributed uniformly along the beam.
For flexure, the appropriate design action effect (S*) is the design bending moment (M*)
which is determined by:
M* = W * L
8
where L = span of the beam.
In this case the design capacity (qRu) is equal to the design section moment capacity (qMs ),
given by:
qMs = qfy Ze
where
q
= the capacity factor
fy
= yield stress used in design
Ze = effective section modulus
To satisfy the strength limit state, the following relationship (equivalent to S* ) qRu) is used:
M* ) qMs
The maximum design bending moment (M*) is therefore equal to the design section
moment capacity (qMs), and the maximum design load is that design load (W*) which
corresponds to the maximum M*. (It should be noted that other checks on the beam may be
necessary – e.g. shear capacity, bearing capacity, etc).
When considering external loads, in the context of this publication, the maximum design load
(W*L ) given in the relevant table must be greater than or equal to the imposed design load (W*).
Where applicable, the Tables give values of design capacity (qRu) and maximum design
load (W *L ) determined in accordance with AS 4100. When using the Tables, the designer must
determine the relevant strength limit state design action (W*) and/or corresponding design
action effect (S*) to ensure that the strength limit state requirements of AS 4100 are satisfied.
Where relevant, other limit states (e.g. serviceability, fatigue, etc) must also be considered by
the designer. Some useful information for checking the serviceability limit state is included in the
Tables.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
1-3
PART 9
Connections
Part 1
INTRODUCTION
1.5
Table Contents
For the range of structural steel grades and sections considered, tables are provided for:
(i)
section dimensions and section properties:
– Dimensions and Properties + Properties for Design to AS 4100
(PART 3)
– Fire Engineering Design
(PART 3)
– Telescoping Information
(PART 3)
(ii)
design capacity (qRu) for:
– Members Subject to Bending
(PART 5)
– Members Subject to Axial Compression
(PART 6)
– Members Subject to Axial Tension
(PART 7)
– Members Subject to Combined Actions
(PART 8)
(iii)
maximum design load (W*) for:
– Strength Limit State (W*L ) for Beams
(PART 5)
– Serviceability Limit State (W *S) for Beams
(PART 5)
Acceptable methods of analysis for determining the design action effects are defined in Section 4
of AS 4100 and material relevant to some of these methods of analysis is briefly presented in Part
4 of this publication.
1.6
References
[1.1]
Hasan, S.W. and Hancock, G.J., “Plastic Bending Tests of Cold-Formed
Rectangular Hollow Sections”, Steel Construction, Vol. 23, No. 4, Australian Institute
of Steel Construction, 1989 (Note: AISC is now ASI – Australian Steel Institute).
Key, P.W., Hasan, S.W. and Hancock, G.J., “Column Behaviour of Cold-Formed
Hollow Sections”, Journal of Structural Engineering, American Society of Civil Engineers,
Vol. 114, No. 2, 1988.
Zhao, X.L. and Hancock, G.J., “Tests to Determine Plate Slenderness Limits for
Cold-Formed Rectangular Hollow Sections of Grade C450”, Steel Construction, Vol. 25,
No. 4, Australian Institute of Steel Construction, 1991 (Note: AISC is now ASI –
Australian Steel Institute).
[1.2]
[1.3]
See Section 1.1.2 for details on reference Standards.
AUGUST 2013
1-4
Part 2
MATERIALS
Section
2.1
2.1.1
2 .2
2 .3
2.3.1
2 .4
2.4.1
2.4.2
2 .5
2 .6
2 .7
2 .8
Page
Specifications
Yield Stress and Tensile Strength
Properties of Steel
Masses
Grades
Circular Hollow Sections (CHS)
Rectangular/Square Hollow Sections (RHS/SHS) and C450PLUS®
Mill Surface Finishes
Hollow Sections Not Compliant with AS/NZS 1163
Availability
References
2-2
2-2
2-3
2-3
2-3
2-3
2-3
2-4
2-5
2-5
2-6
2-6
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
2-1
PART 9
Connections
Part 2
MATERIALS
2.1
2.1.1 Speciﬁcations
These Tables cover the full range of structural steel hollow sections supplied by Australian Tube
Mills manufactured in accordance with AS/NZS 1163.
The section sizes and their respective grades listed in the Tables include:
AS/NZS 1163 Grade C250L0 Circular Hollow Sections (CHS)
AS/NZS 1163 Grade C350L0 Circular Hollow Sections (CHS)
AS/NZS 1163 Grade C350L0 Rectangular Hollow Sections (RHS) (‘small’ sizes only)
AS/NZS 1163 Grade C450PLUS® RHS
AS/NZS 1163 Grade C350L0 Square Hollow Sections (SHS) (‘small’ sizes only)
AS/NZS 1163 Grade C450PLUS® SHS
The grade designation (e.g. C450L0) is based on the nominal minimum yield strength of the
steel (in MPa). The prefix ‘C’ is used before the value of the nominal yield strength of the steel
to indicate that the section is cold-formed. It should be noted that AS/NZS 1163 only considers
cold-formed structural steel hollow sections. The suffix ‘L0’ denotes impact properties at 0°C as
specified in AS/NZS 1163. Hollow sections rated with impact properties such as L0 are not only
important in lower temperature environments but also for welded structures subject to dynamic
loads. This becomes much more important for hollow sections with larger thickness (i.e. t * 6.0 mm).
AS/NZS 1163 Grade C450PLUS® RHS/SHS comply with the strength and elongation
requirements of both Grade C350L0 and C450L0. The key mechanical properties of C450PLUS®
are covered in Section 2.2 and a further description of C450PLUS® is given in Section 2.4.
Where relevant, C450PLUS® RHS/SHS are designed as AS/NZS 1163 Grade C450L0 sections in
these Tables to capitalise on the higher strength benefits of this steel grade – see Section 2.4.2.
C450PLUS® are registered trademarks of Australian Tube Mills.
Further general information on the availability of the sections listed in the Tables is noted in
Section 2.7.
Hollow sections supplied by Australian Tube Mills are manufactured by cold-forming and highfrequency Electric Resistance Welding (ERW). The ERW process allows cold-formed hollow
sections to be welded at ambient temperatures without subsequent stress relieving.
However, the Tables only apply to those hollow sections manufactured in accordance with
AS/NZS 1163 and supplied by Australian Tube Mills.
Specifiers should also note that hollow sections not complying with AS/NZS 1163 may be
required to be down-graded in yield stress, tensile strength and other mechanical properties
when designing to AS 4100 and welding to AS/NZS 1554.1 – see Section 2.6.
To ensure the assumptions, product benefits and quality of structural steel hollow sections
considered in these Tables, designers should specifically nominate AS/NZS 1163 compliant
product in their specifications and general notes. Such wording may be:
Unless Noted Otherwise –
CHS to comply with AS/NZS 1163–C350L0
RHS/SHS to comply with AS/NZS 1163–C450L0
Note, for SHS with overall dimensions of 50 x 50 and smaller (and equivalent perimeter RHS),
ATM typically supplies these sizes in Grade C350L0 to AS/NZS 1163. However, these sizes are
available ex-rolling to AS/NZS 1163-C450L0 subject to minimum order requirements.
By specifying AS/NZS 1163–C450L0 RHS/SHS in the general notes and specifications it will also
signal the fabricator to use typically available, prequalified higher strength welding consumables
(i.e. E49/W50). This is generally reinforced by the welding part of the specification and general
notes which flags the welding consumables to be E49/W50 – unless noted otherwise – as this is
typical practice. However, should designers not utilise the higher strength benefits of C450PLUS®
and only use its C350L0 properties, this can be indicated outside of the general notes and
specification at the appropriate drawing arrangement or detail.
AUGUST 2013
2-2
Part 2
MATERIALS
It should be noted that Australian Tube Mills also supplies AS/NZS 1163–C250L0 CHS and, if
used and specified, they can also be flagged as such in the relevant part of the engineering/
workshop drawings, material lists and/or bills of quantities with the default Standard and grade
specification as noted above.
The importance of “L0” impact properties cannot be understated (as noted in Section 2.1) and
has to be included in the grade designations of general notes, specifications and other points of
steel grade reference.
In conjunction with the above structural steel hollow section Standard and grade designations,
further information on the appropriate specification of structural steelwork can be found in
Ref.[2.1] or by contacting Australian Tube Mills.
2.2
TABLE T2.1: Yield Stress and Tensile Strength based on Steel Grade
AS/ NZS 1163
Section Type
Steel Grade
CHS
C250L0
CHS
C350L0
RHS/SHS
C450PLUS®
(designed as C450L0)
Properties of Steel
The properties of steel adopted in this publication are shown in Table T2.2. Properties such as
Poisson’s Ratio and Coefficient of Thermal Expansion for structural steel are also listed in Table T2.2.
TABLE T2.2: Properties of Steel
Property
Symbol
Value
Young's Modulus of Elasticity
Shear Modulus of Elasticity
Density
Poisson's Ratio
Coefficient of Thermal Expansion
E
G
200 x 103 MPa
80 x 103 MPa
7850 kg/m3
0.25
11.7 x 10 - 6 per ºC
l
i
_T
2.3.1 Masses
Yield Stress and Tensile Strength
Table T2.1 lists the minimum yield stresses and tensile strengths for the structural steel hollow
section grades covered by this publication and used for calculating the design capacities.
Australian Standard
2.3
Yield Stress
fy
MPa
Tensile Strength
fu
MPa
250
350
320
430
450
500
NOTE: See Section 2.4 for a definition of C450PLUS® and its use in these Tables.
More detailed information on the strengths and other mechanical properties of these steels can
be found in Table 2.1 of AS 4100, AS/NZS 1163, other ATM product guides or by contacting ATM
(by the contact details noted at the bottom of the page).
The masses given in these Tables are based on a steel density of 7850 kg/m3, the nominal section
size and standard corner radii (see Section 3.2.1.2). In practice the tabulated values are affected
by rolling tolerances and actual corner shape. Masses per metre listed are for the sections only,
and do not include any allowances for cleats, end plates, weld metal, etc.
2.4
Grades
2.4.1 Circular Hollow Sections (CHS)
Australian Tube Mills (ATM) offers CHS in two AS/NZS 1163 grades: C250L0 and C350L0.
The Grade C350L0 products provide a more comprehensive range of sections for structural
applications and should be commonly specified. ATM also provide CHS/Pipe products
which comply with AS 1074 and AS/NZS 1163–C250L0 for structural and low pressure piping
applications. As the sizes supplied in the C250L0 CHS range are used in structural applications,
they are also offered as Structural CHS by ATM.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
2-3
PART 9
Connections
Part 2
MATERIALS
2.4.2 Rectangular/Square Hollow Sections (RHS/SHS) and C450PLUS®
Due to the nature of manufacturing cold-formed hollow sections, RHS/SHS generally have higher
strengths and lower elongations (from tensile tests) than CHS manufactured from the same
type of feed-coil. This is basically due to the additional cold-working RHS/SHS receive during
the sizing and finishing stages of shape formation. Consequently, from the three basic strength
grades noted in AS/NZS 1163, CHS are generally supplied in grades C250L0 and C350L0
whereas RHS/SHS are supplied in the higher strengths of grades C350L0 and C450L0.
Australian Tube Mills (ATM) have always been at the forefront in utilising higher strength hollow
sections both in Australia and internationally. This was previously seen by ATM’s push to use
Grade C350L0 for CHS, Grade C450L0 for RHS/SHS (the “GreensTuf” range) and now by offering
the C450PLUS® RHS/SHS across a wide range of pre-coated and uncoated products.
The name C450PLUS® is derived from satisfying two key mechanical properties from tensile tests
– strength and elongation. These properties undergo opposing effects during manufacturing.
As noted above, it is widely known that the cold-forming process increases material strengths
of welded cold-formed hollow sections. However, the elongation requirements of the material
(a reflection of ductility) generally do not increase with strength. This is best illustrated by the
following extract from AS/NZS 1163: Structural Steel Hollow Sections –
Table T2.3: Tensile test requirements for RHS/SHS from Table 6 of AS/NZS 1163
Grade
C 350 L0
C450 L0
C450PLUS®
Minimum yield strength
(f y)
MPa
Minimum tensile strength
(f u)
MPa
350
450
450
430
500
500
Minimum elongation as
a proportion of the gauge
length 5.65 3So
RHS, SHS b/t, d/t
)15
15 )30
30
12%
10%
12%
14%
16%
12%
14%
14%
16%
NOTE: These elongation limits apply to the face from which the tensile test is taken.
The above table shows that higher strengths are developed in Grade C450L0 products and
higher elongation is attained with Grade C350L0 products. C450PLUS® satisfies all the higher
values of these key mechanical properties (shaded in Table T2.3 and also summarised in bold in
the last row of that table).
supplying C450PLUS® RHS/SHS include:
Grade C450L0 by itself may not perform well if the hollow section is bent to a tight
radius during fabrication (e.g. corners in gate frames, etc). Excess straining sometimes
produces section failures. Experience has shown that Grade C450L0 products which
possess the C350L0 elongation requirements can be adequately formed in these
situations.
Structural steelwork drawings sometimes nominate C350/C350L0 as the default (i.e.
“unless noted otherwise”) grade for RHS/SHS. It is often perceived that C450L0 is a
new and less readily available grade. This perception is not true as Australian Tube
Mills has been supplying a large range of C450PLUS® RHS/SHS in pre-coated and
uncoated finishes for some time. However, there remains some specifiers and endusers who wish to use C350L0 RHS/SHS. C450PLUS® can fulfill their requirements
as well as the requirements of those who wish to specify/use higher strength C450L0
and its inherent advantages.
Dual-stocking of grades for a particular section is costly. If the same section can
comply with the requirements of both the commonly specified lower strength grade and
the structurally efficient higher strength grade, a lower cost product will be available to
the specifier and end-user.
In order to capitalise on the benefits of C450PLUS®’s higher strength properties, the
Tables contained in this publication consider C450PLUS® RHS/SHS to be designed with
the strength properties of AS/NZS 1163 Grade C450L0 – i.e. fy = 450 MPa and fu = 500
MPa.
As noted in Section 2.1, impact properties such as “L0” are not only important for low temperature
applications but very important for welded members subject to dynamic loads. This is particularly
so for thicker hollow sections. Hence, “L0” impact rated hollow sections, which is satisfied by all
of ATM AS/NZS 1163 compliant structural hollow sections, should always be specified.
Further information on AS/NZS 1163 Grades C250L0, C350L0 and C450PLUS® can be found in
the Australian Tube Mills’ (ATM) Product Manual. These and other publications and software can
be obtained freely from www.austubemills.com or by contacting ATM via the details noted at the
bottom of the page.
Apart from higher strength and lighter weight benefits, the reasons for Australian Tube Mills
AUGUST 2013
2-4
Part 2
MATERIALS
2.5
2.6
Mill Surface Finishes
It is commonly recognised that pre-primed and pre-coated hollow sections provide considerable
benefits and savings for fabrication construction as these sections are coated either prior, during
or immediately after the tube forming process. Australian Tube Mills are regarded as being
innovative in various mill finishes for many years and offer tubular products in the following
surface finishes: DuraGal®, SupaGal®, (semi-continuous) hot-dip galvanized, primer-painted, oiled,
and NOP (no oil or paint) coatings. ATM’s galvanized coatings comply with AS/NZS 4792.
It should be noted that due to manufacturing limitations, surface finishes can vary with shape and
size of hollow section. Further information on Australian Tube Mills’ (ATM) surface finishes can be
found in the ATM Product Manual. These and other publications and software can be obtained
freely from www.austubemills.com or by contacting ATM via the details noted at the bottom of the
page.
AS/NZS 2312 also provides useful information on this topic.
Hollow Sections Not Compliant with AS/NZS 1163
A key aspect of design within the provisions of a national steel structures Standard as AS 4100 is
the inclusion of cold-formed hollow sections. This situation is highly dependent on the integrity of
the supporting material Standards. One such material Standard is AS/NZS 1163 Structural steel
hollow sections.
AS/NZS 1163 has been developed to reflect the way cold-formed hollow sections have been
manufactured, specified, fabricated and subsequently used in Australia. This includes taking
account of the enhancement in strength due to cold-forming, superior product tolerances
(including dimensional limits and the supply of minimum cross-section material as assumed in
design), ductility, weldability and resistance to impact loads.
Designers and specifiers should be very wary of the substitution of AS/NZS 1163 product
by either unidentified product or specific product complying with other inferior international
Standards which do not deliver the full range of AS/NZS 1163 product requirements.
AS 4100 states that hollow sections not complying with AS/NZS 1163 must be tested and
checked for compliance. Non-conforming or unidentified hollow sections must be down-rated to
a design yield stress of 170 MPa and a design ultimate strength of 300 MPa.
Though AS 4100 is a key Standard for the design, fabrication and erection of steelwork, other
important Standards are also used to produce the completed structure that is to be eventually fit
for purpose. The other important Standards for structural steel hollow sections include welding,
painting and galvanizing which, in the case of structural steel hollow sections, are also dependent
on compliance with AS/NZS 1163. Additionally, as noted in Sections 1.1, 1.2, 2.1 and 2.2, the use
of these Tables is also based on hollow sections complying with AS/NZS 1163.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
2-5
PART 9
Connections
Part 2
MATERIALS
2.7
Availability
The sections listed in the Tables are normally readily available from Australian Tube Mills’
distributors in standard lengths. However, the availability should be checked for larger sizes, for
larger tonnages of individual sections or for non-standard lengths.
The standard lengths for Australian Tube Mills (ATM) range of structural steel hollow sections are
summarised in Table T2.4. Sections may be ordered in other lengths ex-mill rolling subject to ATM
length limitations and minimum order requirements.
TABLE T2.4: Standard Length Availability
Section Type
Sizes
Standard Lengths (m)
CHS – Grade C250 L0
26.9 OD to 165.1 OD
26.9 OD to 165.1 OD
168.3 OD to 508 OD
50 x 20 to 75 x 25
6.5
6.5
12.0
8.0
RHS – Grade C450PLUS®
50 x 20 to 75 x 25#
75 x 50 to 250 x 150
300 x 200 to 400 x 300
8.0
8.0 and/or 12.0*
12.0
SHS – Grade C350 L0
20 x 20 to 25 x 25
30 x 30 to 50 x 50
6.5
8.0
SHS – Grade C450PLUS®
20 x 20 to 25 x 25#
30 x 30 to 65 x 65#
75 x 75 to 250 x 250
300 x 300 to 400 x 400
6.5
8.0
8.0 and/or 12.0*
12.0
CHS – Grade C350 L0
RHS – Grade C350 L0
The list of Australian Tube Mills’ (ATM) distributors can be found in the ATM Product Manual which
is freely available from www.austubemills.com or by contacting ATM via the details noted at the
bottom of the page.
Standard lengths and Mass & Bundling data on Australian Tube Mills’ (ATM) structural steel
hollow sections can be found in the ATM Product Manual which is freely available from www.
austubemills.com or by contacting ATM via the details noted at the bottom of the page.
It is highly recommended that readers always ensure that they are using current information on
the ATM product range. This can be done by reference to the ATM Product Availability Guide
(PAG) as noted in www.austubemills.com.
2.8
References
[2.1]
Syam, A.A. (ed), “A Guide to the Requirements for Engineering Drawings of Structural
Steelwork”, Steel Construction, Vol. 29, No. 3, Australian Institute of Steel Construction,
September 1995 (Note: AISC is now ASI – the Australian Steel Institute).
Notes:
* See ATM Product Manual for further details.
# For small sizes up to 50 x 50 SHS and RHS of equivalent perimeter, the standard grade is AS/NZS
1163 Grade C350L0.
The structural steel hollow sections listed in the Tables are generally available in all Australian
Tube Mills’ (ATM) market areas, however, reference should also be made to the ATM Product
Availability Guide (PAG) for information on the availability of the listed sections, their grades and
associated finishes.
AUGUST 2013
2-6
Part 3
SECTION PROPERTIES
Section
3.1
3 .2
3.2.1
3.2.1.1
3.2.1.2
3.2.2
3.2.2.1
3.2.2.2
3.2.2.3
3.2.3
3 .3
3 .4
3 .5
General
Section Property Tables
Dimensions, Ratios and Properties
Torsion Constants
Corner Radii
Properties for Design to AS 4100
Compactness
Effective Section Modulus
Form Factor
Example
Properties for Fire Design
Telescoping Sections
References
Page
Table
3-2
3-2
3-2
3-2
3-3
3-3
3-3
3-3
3-4
3-4
3-5
3-5
3-6
Tables 3.1-1 to 3.1-6
Dimensions and Properties
Tables 3.2-1 to 3.2-4
Fire Engineering Design
Tables 3.3-1 to 3.3-3
Telescoping Information
Page
3-7
3-18
3-25
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
3-1
PART 9
Connections
Part 3
SECTION PROPERTIES
3.1
3.2.1.1 Torsion Constants
General
The section property tables include all relevant section dimensions and properties necessary
for assessing steel structures in accordance with AS 4100. The AS/NZS 1163 structural hollow
sections included in these tables are:
Circular Hollow Sections
Grade C250L0
Grade C350L0
Rectangular Hollow Sections
Grade C350L0 (smaller sizes as noted in the Tables)
Grade C450PLUS™
Square Hollow Sections
Grade C350L0 (smaller sizes as noted in the Tables)
Grade C450PLUS™
C450PLUS™ RHS/SHS are designed as Grade C450L0 – see Section 2.4.2 for further details.
3.2
Section Property Tables
The torsional constant (J) and the torsional modulus constant (C) for square and rectangular
hollow sections are defined as follows:
£ h
¥
J
= ²t 3 2 kA h´
¦
¤ 3
£t 3 h 2kA ¥
h´
² 3
´
C
= ²
²
k ´
´
²
t
¦
¤
t
Ro Ri
where
Rc =
b
h
Ah
For each group of structural hollow section the Tables include:
Dimensions, Ratios and Properties
These parameters are considered in Tables 3.1-1 to 3.1-6 inclusive.
3.2.1 Dimensions, Ratios and Properties
The Tables give standard dimensions and properties for the structural steel hollow sections noted
in Sections 2.1, 2.7 and 3.1. These properties, such as gross cross-section area (Ag), second
moments of area (lx, ly), elastic and plastic section moduli (Zx, Sx, Zy, Sy) and the torsion constant
(J) are the fundamental geometric properties required by design Standards. It should be noted that
Clause 5.6 of AS 4100 indicates that the warping constant (lw) for hollow sections may be taken as
zero.
Additionally, the external surface area of the hollow section – as used in estimating quantities of
protective coatings – is also considered within these Tables.
2
2 b <t d<t < 2Rc 4 < /
= b <t d<t <Rc2 4 </
2 Ah t
=
h
Ro
=
Rc
Ri
k
and
t
= specified thickness of section
d
Ah
b
= width of section
d
= depth of section
t
Ro = outer corner radius
Ri
= inner corner radius
Rc = mean corner radius
h
= length of the mid-contour
h
Ah = area enclosed by h
Figure 3.1: Parameters for
k
= integration constant
Calculation of Torsion Constants
as shown in Figure 3.1.
The above calculation method of J and C is extracted from Ref. [3.1]. For CHS, J and C are
calculated by the traditional methods, i.e. J = //32(do4 – di4) and C = J/(do /2) where do = outside
diameter and di = inside diameter = do– 2 t.
AUGUST 2013
3-2
Part 3
SECTION PROPERTIES
3.2.1.2 Corner Radii
3.2.2.1 Compactness
The section properties presented in this publication are calculated in accordance with AS/NZS 1163.
In Clauses 5.2.3, 5.2.4 and 5.2.5 of AS 4100, sections are described as compact, non-compact
or slender (C, N or S respectively). This categorisation provides a measure of the relative
importance of yielding and local buckling of the plate elements which make up a section when
subject to compression caused by bending.
Figure 3.2 shows the corner radii detail used in determining section properties. However, it should
be noted that the actual corner geometry may vary from that shown.
90o
90
The “Design to AS 4100” listings include a column(s) headed “Compactness” for a given
(principal) axis of bending.
o
t
2.0t
1.0t
t
a) thickness 3.0 mm
and less
The compactness of a hollow section is also important when selecting the methods of analysis
(elastic or plastic) used to determine the design action effects (Clause 4.5 of AS 4100) or in using
the higher tier provisions of Section 8 of AS 4100 for designing members subject to combined
actions. Clause 4.5 of AS 4100 does not currently permit plastic analysis when designing with
hollow sections.
2.5t
1.5t
b) thickness greater
than 3.0 mm
General worked examples for calculating section compactness are provided in Section 3.2.3
and Refs. [3.2, 3.3].
Figure 3.2: Corner Geometry for Determining Section Properties
3.2.2.2 Effective Section Modulus
3.2.2 Properties for Design to AS 4100
These properties are necessary for calculating the section capacities of hollow sections in
accordance with AS 4100. The section form factor (kf), compactness and effective section moduli
(Ze, Zex, Zey) are tabulated. These values are dependent on steel grade.
Having evaluated the compactness of a hollow section, the effective section modulus (Ze) is then
evaluated. This parameter is based on the section moduli (S, Z) and is used in the determination
of the design section moment capacity (qMs). Ze is then calculated using Clauses 5.2.3, 5.2.4 and
5.2.5 of AS 4100. The equations for determining Ze reflect the proportion of the hollow section that
is effective in resisting compression in the section caused by flexure - that is whether the section
is compact, non-compact or slender.
From Table 5.2 of AS 4100, the cold-formed (CF) residual stress category is used in the calculation
of Ze for hollow section complying with AS/NZS 1163. It should be noted that the deformation limit
(hed) is not exceeded for hollow sections manufactured in accordance with AS/NZS 1163 and listed
in these Tables and therefore noticeable deformations will not occur for such sections. General
worked examples for calculating Ze are provided in Section 3.2.3 and Refs. [3.2, 3.3].
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
3-3
PART 9
Connections
Part 3
SECTION PROPERTIES
3.2.2.3 Form Factor
Bending about the section x-axis places one edge of the web in tension and the other
in compression. Hence,
The form factor (kf) is defined in Clause 6.2.2 of AS 4100. kf is used to determine the design
section capacity of a concentrically loaded compression member (qNs). The calculation of kf
indicates the degree to which the plate elements which make up the column section will buckle
locally before squashing (i.e. yielding). kf represents the proportion of the hollow section that is
effective in compression and is based on the effective width of each element in the section (i.e.
kf = 1.0 signifies a column section which will yield rather than buckle locally in a short or stub
column test). The evaluation of kf is also important when designing to the higher tier provisions for
members subject to combined actions as noted in Section 8 of AS 4100.
hew = 64.4
hs = 30.9
Flange slenderness
hef =
Web slenderness
hew = d < 2t
t
(a)
b < 2t
fy
t
250
fy
= 23.0
= 48.0
250
fy
250
fy
h < h
s
³ sy
Zex = Zx + ³
h
<
h
sp
sy
hey = 40
Z < Z µ = 949 x 10 + ³40 < 30.9 1170 < 949 µ x 10
cx x µ
µ
³ 40 < 30

3
3
= 1150 x 103 mm3
To determine the form factor (kf) the plate element slenderness for both the
flange and web are compared with the plate element yield slenderness limits (hey)
in Table 6.2.4 of AS 4100.
Flange
hef = 30.9
<
hey = 40
– i.e. flange is fully effective
Web
hew = 64.4
>
hey = 40
– i.e. web is not fully effective
= 64.4
Gross Area
Effective width of web = dew = hey / hew (d–2t) = 40/64.4 x (400 – 2 x 8) = 238.5 mm
250
Bending about the section x-axis puts the flange in uniform compression. Hence,
hep = 30
Sx = 1170 x 103 mm3
= 30.9
To calculate Zex the plate element slenderness values are compared with the plate
element slenderness limits in Table 5.2 of AS 4100.
hef = 30.9
hsy = 40
Zcx = min. [Sx , 1.5Zx] = min. [1170, 1.5 x 949] x 103 = 1170 x 103 mm3
(b)
= 450 MPa
hsp = 30
Zx = 949 x 103 mm3
Determine Zex and kf for a 400 x 200 x 8.0 RHS in C450PLUS™ – designed as an AS/NZS 1163
Grade C450L0 structural steel hollow section.
fy
hew / hey = 0.560
Now hsp < hs ) hsy The section is NON-COMPACT (hence “N” in Table 3.1-4(1)).
3.2.3 Example
Solution: (All relevant data are obtained from Table 3.1-4(1))
hey = 115
The flange has the higher value of he / hey and is the critical element in the section.
From Clause 5.2.2 of AS 4100 the section slenderness and slenderness limits are the
flange values, i.e.
From Table 6.2.4 of AS 4100, the cold-formed (CF) residual stress category is used in the
calculation of kf for hollow sections complying with AS/NZS 1163. General worked examples for
calculating kf are provided in Section 3.2.3 and Refs. [3.2, 3.3].
Design Yield Stress
hep = 82
= Ag = 9120 mm2
Effective Area = Ae = Ag – 2 x (d – 2t – dew) t
= 9120 – 2 x (400 – 2 x 8 – 238.5) x 8 = 6790 mm2
kf = Ae /Ag = 6790/9120 = 0.745
hef / hey = 0.773
AUGUST 2013
3-4
Part 3
SECTION PROPERTIES
3.3
3.4
Properties for Fire Design
To assist with the design of structural steel hollow sections for fire resistance (Section 12 of
AS 4100), values of the exposed surface area to mass ratio (ksm) are presented in Tables 3.2-1
to 3.2-4 for the various cases shown in Figure 3.3.
Telescoping Sections
For unprotected steel hollow sections the values of ksm corresponding to four- and three-sided
exposure should be taken as those corresponding to Cases 1 and 4 respectively in Figure 3.3.
Tables 3.3-1 to 3.3-3 can be used to determine hollow sections which are suitable for telescoping.
Within these tables the total available clearance is tabulated to allow designers to select hollow
sections with suitable clearance for the type of fit required. Sections with clearances less than
2.0 mm are shown in bold in the tables. Figure 3.4 shows the typical telescoping data required
to select appropriate sections.
For members requiring the addition of fire protection materials, Ref. [3.4] may be used to determine
the thickness of proprietary materials required for a given value of ksm and Fire Resistance Level
(FRL). It should be noted that ksm is equivalent to E in Ref. [3.4]. Further information and worked
examples on fire design to Section 12 of AS 4100 can be found in Refs. [3.5, 3.6, 3.7].
All calculations used in the preparation of the tables are based on the nominal dimensions of
hollow sections and manufacturing tolerances specified in AS/NZS 1163. Owing to dimensional
tolerances permitted within that Standard actual clearances of sections manufactured to this
specification will vary marginally from the values tabulated.
For tight fits, varying corner radii and internal weld heights can affect telescoping of sections
and it is recommended that some form of testing is carried out prior to committing material.
Where telescoping over some length is required, additional clearance may be needed to
allow for straightness of the section.
Telescoping of SHS and RHS where the female (outer) has a larger wall thickness requires
careful consideration of corner clearance due to the larger corner radii of the thicker section.
Typical corner geometry may differ from that used for the calculation of section properties
and reference should be made to Australian Tube Mills for further information
(see contact details at the bottom of the page).
clearance
top clearance
female
Case 1
Case 2
Case 3
Case 4
4-Sided Exposure to Fire
Cases of fire exposure considered:
1 = Total Perimeter, Profile-protected
2 = Total Perimeter, Box-protected, No Gap
3 = Total Perimeter, Box-protected, 25 mm Gap
Case 5
Case 6
do
male
3-Sided Exposure to Fire
4 = Top Flange Excluded, Profile-protected
5 = Top Flange Excluded, Box-protected, No Gap
6 = Top Flange Excluded, Box-protected, 25 mm Gap
female
female
male
do
t
top clearance
side clearance
a) CHS
male
side clearance
b) RHS
c) SHS
Figure 3.4: Parameters for Telescoping Tables
Figure 3.3: Cases for Calculation of Exposed Surface Area to Mass Ratio
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
3-5
PART 9
Connections
Part 3
SECTION PROPERTIES
3.5
References
[3.1]
International Standard Organisation, ISO 657/XIV, “Hot-rolled steel sections –
Part XIV: Hot-finished structural hollow sections – Dimensions and sectional properties”,
International Standards Organisation, 1977.
[3.2]
Bradford, M.A., Bridge, R.Q. and Trahair, N.S., “Worked Examples for Steel Structures”,
third edition, Australian Institute of Steel Construction, 1997 (Note: AISC is now ASI –
the Australian Steel Institute).
[3.3]
AISC, “Design Capacity Tables for Structural Steel – Volume 1: Open Sections”,
fourth edition, Australian Steel Institute, 2009.
[3.4]
Proe, D.J., Bennetts, I.D., Thomas, I.R. and Szeto, W.T., “Handbook of Fire Protection
Materials for Structural Steel”, Australian Institute of Steel Construction, 1990
(Note: AISC is now ASI – the Australian Steel Institute).
[3.5]
Thomas, I.R., Bennetts, I.D. and Proe, D.J., “Design of Steel Structures for Fire
Resistance in Accordance with AS 4100”, Steel Construction, Vol. 26, No. 3, Australian
Institute of Steel Construction, 1992 (Note: AISC is now ASI – the Australian
Steel Institute).
[3.6]
O’Meagher, A.J., Bennetts, I.D., Dayawansa, P.H. and Thomas, I.R., “Design of
Single Storey Industrial Buildings for Fire Resistance”, Steel Construction, Vol. 26, No. 2,
Australian Institute of Steel Construction, 1992 (Note: AISC is now ASI – the Australian
Steel Institute).
[3.7]
Rakic, J., “Structural Steel Fire Guide - Guide to the Use of Fire Protection Materials”,
Steel Construction, Vol. 42, No. 1, Australian Steel Institute, 2008.
AUGUST 2013
3-6
TABLE 3.1-1
1
CHS
AS/NZS 1163 Grade C250L0
2
C250L0
3
Finish
DIMENSIONS AND PROPERTIES
Dimensions and Ratios
Designation
Mass
per m
t
do
mm
mm
165.1
x
139.7
x
114.3
x
101.6
x
88.9
x
76.1
x
60.3
x
48.3
x
42.4
x
33.7
x
26.9
x
5.4
5.0
5.4
5.0
5.4
4.5
5.0
4.0
5.9
5.0
4.0
5.9
4.5
3.6
5.4
4.5
3.6
4.0
3.2
4.0
3.2
4.0
3.2
4.0
3.2
2.6
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
External
Surface Area
per m
per t
kg/m
m 2 /m
m 2 /t
21.3
19.7
17.9
16.6
14.5
12.2
11.9
9.63
12.1
10.3
8.38
10.2
7.95
6.44
7.31
6.19
5.03
4.37
3.56
3.79
3.09
2.93
2.41
2.26
1.87
1.56
0.519
0.519
0.439
0.439
0.359
0.359
0.319
0.319
0.279
0.279
0.279
0.239
0.239
0.239
0.189
0.189
0.189
0.152
0.152
0.133
0.133
0.106
0.106
0.0845
0.0845
0.0845
24.4
26.3
24.5
26.4
24.8
29.5
26.8
33.2
23.1
27.0
33.3
23.4
30.1
37.1
25.9
30.6
37.6
34.7
42.6
35.2
43.1
36.1
44.0
37.4
45.2
54.2
do
Gross
Section Area
do
Properties
Torsion
Constant
Torsion
Modulus
Form Factor
r
J
C
kf
About any axis
t
Ag
I
Z
S
mm 2
10 6 mm4
10 3 mm 3
10 3 mm 3
mm
10 6 mm4
10 3 mm 3
30.6
33.0
25.9
27.9
21.2
25.4
20.3
25.4
15.1
17.8
22.2
12.9
16.9
21.1
11.2
13.4
16.8
12.1
15.1
10.6
13.3
8.43
10.5
6.73
8.41
10.3
2710
2510
2280
2120
1850
1550
1520
1230
1540
1320
1070
1300
1010
820
931
789
641
557
453
483
394
373
307
288
238
198
8.65
8.07
5.14
4.81
2.75
2.34
1.77
1.46
1.33
1.16
0.963
0.807
0.651
0.540
0.354
0.309
0.259
0.138
0.116
0.0899
0.0762
0.0419
0.0360
0.0194
0.0170
0.0148
105
97.7
73.7
68.8
48.0
41.0
34.9
28.8
30.0
26.2
21.7
21.2
17.1
14.2
11.8
10.2
8.58
5.70
4.80
4.24
3.59
2.49
2.14
1.45
1.27
1.10
138
128
97.4
90.8
64.1
54.3
46.7
38.1
40.7
35.2
28.9
29.1
23.1
18.9
16.3
14.0
11.6
7.87
6.52
5.92
4.93
3.55
2.99
2.12
1.81
1.54
56.5
56.6
47.5
47.7
38.5
38.9
34.2
34.5
29.4
29.7
30.0
24.9
25.4
25.7
19.5
19.8
20.1
15.7
16.0
13.6
13.9
10.6
10.8
8.22
8.46
8.64
17.3
16.1
10.3
9.61
5.49
4.69
3.55
2.93
2.66
2.33
1.93
1.61
1.30
1.08
0.709
0.618
0.517
0.275
0.232
0.180
0.152
0.0838
0.0721
0.0389
0.0341
0.0296
209
195
147
138
96.1
82.0
69.9
57.6
59.9
52.4
43.3
42.4
34.2
28.4
23.5
20.5
17.2
11.4
9.59
8.48
7.19
4.97
4.28
2.89
2.53
2.20
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
About any axis
t
Compactness
Ze
(C,N,S)
10 3 mm 3
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
138
128
97.4
90.8
64.1
54.3
46.7
38.1
40.7
35.2
28.9
29.1
23.1
18.9
16.3
14.0
11.6
7.87
6.52
5.92
4.93
3.55
2.99
2.12
1.81
1.54
Notes:
1. REFER to the Australian Tube Mills PRODUCT
AVAILABILITY GUIDE (PAG) for information on
the availability of listed sections and associated
finishes. The PAG can be found at www.
austubemills.com.
2. For Grade C250L0: fy = 250 MPa and fu = 320 MPa;
fy = yield stress used in design; fu = tensile strength
used in design; as defined in AS 4100.
3. C = Compact Section; N = Non-Compact Section;
S = Slender Section (as defined in AS 4100).
4. Grade C250L0 to AS/NZS 1163 is cold-formed and is
therefore allocated the CF residual stresses classification
in AS 4100.
5. This product is also compliant with AS 1074 – Steel
tubes and tubulars for ordinary service. Refer to the ATM
Product Manual for details on AS 1074 sections.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
3-7
PART 9
Connections
TABLE 3.1-2(1)
1
CHS
2
C350L0
3
Finish
Designation
t
do
mm
mm
508.0
457.0
406.4
355.6
323.9
273.1
219.1
168.3
x 12.7 CHS
9.5 CHS
6.4 CHS
x 12.7 CHS
9.5 CHS
6.4 CHS
x 12.7 CHS
9.5 CHS
6.4 CHS
x 12.7 CHS
9.5 CHS
6.4 CHS
x 12.7 CHS
9.5 CHS
6.4 CHS
x 12.7 CHS
9.3 CHS
6.4 CHS
4.8 CHS
x 8.2 CHS
6.4 CHS
4.8 CHS
x 7.1 CHS
6.4 CHS
4.8 CHS
Mass
per m
External
Surface Area
per m
Properties
per t
kg/m
m 2 /m
m 2 /t
155
117
79.2
139
105
71.1
123
93.0
63.1
107
81.1
55.1
97.5
73.7
50.1
81.6
60.5
42.1
31.8
42.6
33.6
25.4
28.2
25.6
19.4
1.60
1.60
1.60
1.44
1.44
1.44
1.28
1.28
1.28
1.12
1.12
1.12
1.02
1.02
1.02
0.858
0.858
0.858
0.858
0.688
0.688
0.688
0.529
0.529
0.529
10.3
13.7
20.2
10.3
13.7
20.2
10.4
13.7
20.2
10.4
13.8
20.3
10.4
13.8
20.3
10.5
14.2
20.4
27.0
16.1
20.5
27.1
18.7
20.7
27.3
do
Gross
Section Area
Torsion
Constant
Torsion
Modulus
Form Factor
r
J
C
kf
About any axis
t
Ag
I
Z
S
mm 2
10 6 mm4
10 3 mm 3
10 3 mm 3
mm
10 6 mm4
10 3 mm 3
40.0
53.5
79.4
36.0
48.1
71.4
32.0
42.8
63.5
28.0
37.4
55.6
25.5
34.1
50.6
21.5
29.4
42.7
56.9
26.7
34.2
45.6
23.7
26.3
35.1
19800
14900
10100
17700
13400
9060
15700
11800
8040
13700
10300
7020
12400
9380
6380
10400
7710
5360
4050
5430
4280
3230
3600
3260
2470
606
462
317
438
334
230
305
233
161
201
155
107
151
116
80.5
88.3
67.1
47.7
36.4
30.3
24.2
18.6
11.7
10.7
8.25
2390
1820
1250
1920
1460
1010
1500
1150
792
1130
871
602
930
717
497
646
492
349
267
276
221
169
139
127
98.0
3120
2360
1610
2510
1900
1300
1970
1500
1020
1490
1140
781
1230
939
645
862
647
455
346
365
290
220
185
168
128
175
176
177
157
158
159
139
140
141
121
122
123
110
111
112
92.2
93.3
94.3
94.9
74.6
75.2
75.8
57.0
57.3
57.8
1210
925
634
876
669
460
609
467
322
403
310
214
301
232
161
177
134
95.4
72.8
60.5
48.4
37.1
23.4
21.4
16.5
4770
3640
2500
3830
2930
2010
3000
2300
1580
2260
1740
1200
1860
1430
994
1290
983
699
533
552
442
339
278
254
196
1.00
1.00
0.857
1.00
1.00
0.904
1.00
1.00
0.960
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
do
About any axis
Compactness
Ze
(C,N,S)
10 3 mm 3
N
N
N
N
N
N
C
N
N
C
N
N
C
C
N
C
C
N
N
C
C
N
C
C
C
3050
2170
1290
2500
1790
1090
1970
1450
895
1490
1130
710
1230
939
601
862
647
441
312
365
290
210
185
168
128
t
Notes:
austubemills.com.
in AS 4100.
AUGUST 2013
3-8
TABLE 3.1-2(2)
1
CHS
2
C350L0
3
Finish
Designation
Mass
per m
t
do
mm
mm
165.1
x
139.7
x
114.3
x
101.6
x
88.9
x
76.1
x
60.3
x
48.3
x
42.4
x
33.7
x
26.9
x
3.5
3.0
3.5
3.0
3.6
3.2
3.2
2.6
3.2
2.6
3.2
2.3
2.9
2.3
2.9
2.3
2.6
2.0
2.6
2.0
2.3
2.0
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
External
Surface Area
per m
do
per t
kg/m
m 2 /m
m 2 /t
13.9
12.0
11.8
10.1
9.83
8.77
7.77
6.35
6.76
5.53
5.75
4.19
4.11
3.29
3.25
2.61
2.55
1.99
1.99
1.56
1.40
1.23
0.519
0.519
0.439
0.439
0.359
0.359
0.319
0.319
0.279
0.279
0.239
0.239
0.189
0.189
0.152
0.152
0.133
0.133
0.106
0.106
0.0845
0.0845
37.2
43.2
37.3
43.4
36.5
41.0
41.1
50.3
41.3
50.5
41.6
57.1
46.1
57.6
46.7
58.2
52.2
66.8
53.1
67.7
60.6
68.8
Gross
Section Area
do
Properties
Torsion
Constant
Torsion
Modulus
Form Factor
r
J
C
kf
About any axis
t
Ag
I
Z
S
mm 2
10 6 mm4
10 3 mm 3
10 3 mm 3
mm
10 6 mm4
10 3 mm 3
47.2
55.0
39.9
46.6
31.8
35.7
31.8
39.1
27.8
34.2
23.8
33.1
20.8
26.2
16.7
21.0
16.3
21.2
13.0
16.9
11.7
13.5
1780
1530
1500
1290
1250
1120
989
809
862
705
733
533
523
419
414
332
325
254
254
199
178
156
5.80
5.02
3.47
3.01
1.92
1.72
1.20
0.991
0.792
0.657
0.488
0.363
0.216
0.177
0.107
0.0881
0.0646
0.0519
0.0309
0.0251
0.0136
0.0122
70.3
60.8
49.7
43.1
33.6
30.2
23.6
19.5
17.8
14.8
12.8
9.55
7.16
5.85
4.43
3.65
3.05
2.45
1.84
1.49
1.01
0.907
91.4
78.8
64.9
56.1
44.1
39.5
31.0
25.5
23.5
19.4
17.0
12.5
9.56
7.74
5.99
4.87
4.12
3.27
2.52
2.01
1.40
1.24
57.1
57.3
48.2
48.3
39.2
39.3
34.8
35.0
30.3
30.5
25.8
26.1
20.3
20.5
16.1
16.3
14.1
14.3
11.0
11.2
8.74
8.83
11.6
10.0
6.95
6.02
3.84
3.45
2.40
1.98
1.58
1.31
0.976
0.727
0.432
0.353
0.214
0.176
0.129
0.104
0.0619
0.0502
0.0271
0.0244
141
122
99.5
86.2
67.2
60.4
47.2
39.0
35.6
29.6
25.6
19.1
14.3
11.7
8.86
7.30
6.10
4.90
3.67
2.98
2.02
1.81
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
About any axis
Compactness
Ze
(C,N,S)
10 3 mm 3
N
N
N
N
C
N
C
N
C
C
C
C
C
C
C
C
C
C
C
C
C
C
86.6
71.9
63.7
53.3
44.1
39.5
31.0
25.1
23.5
19.4
17.0
12.5
9.56
7.74
5.99
4.87
4.12
3.27
2.52
2.01
1.40
1.24
t
Notes:
austubemills.com.
in AS 4100.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
3-9
PART 9
Connections
TABLE 3.1-3
1
RHS
2
C350L0
3
Finish
b
Designation
d
b
t
mm
mm
mm
75 x 25 x 2.5
2.0
1.6
65 x 35 x 4.0
3.0
2.5
2.0
50 x 25 x 3.0
2.5
2.0
1.6
50 x 20 x 3.0
2.5
2.0
1.6
Mass
per m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Properties
External
Surface
Area
per m
per t
kg/m
m 2 /m
m 2 /t
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
0.191
0.193
0.195
0.183
0.190
0.191
0.193
0.140
0.141
0.143
0.145
0.130
0.131
0.133
0.135
53.1
65.8
81.7
34.2
44.7
53.1
65.8
45.5
54.0
66.6
82.5
45.8
54.2
66.8
82.7
b-2 t
d-2 t
Gross
Section
Area
t
t
Ag
mm 2
8.00
10.5
13.6
6.75
9.67
12.0
15.5
6.33
8.00
10.5
13.6
4.67
6.00
8.00
10.5
28.0
35.5
44.9
14.3
19.7
24.0
30.5
14.7
18.0
23.0
29.3
14.7
18.0
23.0
29.3
About x-axis
Ix
Zx
Sx
10 6 mm4 10 3 mm 3 10 3 mm 3
459 0.285
374 0.238
303 0.197
681 0.328
541 0.281
459 0.244
374 0.204
391 0.112
334 0.0989
274 0.0838
223 0.0702
361 0.0951
309 0.0848
254 0.0723
207 0.0608
7.60
6.36
5.26
10.1
8.65
7.52
6.28
4.47
3.95
3.35
2.81
3.81
3.39
2.89
2.43
10.1
8.31
6.81
13.3
11.0
9.45
7.80
5.86
5.11
4.26
3.53
5.16
4.51
3.78
3.14
Torsion Torsion
Constant Modulus
About y-axis
rx
mm
24.9
25.3
25.5
22.0
22.8
23.1
23.4
16.9
17.2
17.5
17.7
16.2
16.6
16.9
17.1
Iy
Zy
Sy
10 6 mm4 10 3 mm 3 10 3 mm 3
0.0487
0.0414
0.0347
0.123
0.106
0.0926
0.0778
0.0367
0.0328
0.0281
0.0237
0.0212
0.0192
0.0167
0.0142
y
3.89
3.31
2.78
7.03
6.04
5.29
4.44
2.93
2.62
2.25
1.90
2.12
1.92
1.67
1.42
4.53
3.77
3.11
8.58
7.11
6.13
5.07
3.56
3.12
2.62
2.17
2.63
2.32
1.96
1.63
ry
mm
10.3
10.5
10.7
13.4
14.0
14.2
14.4
9.69
9.91
10.1
10.3
7.67
7.89
8.11
8.29
J
C
Form
Factor
kf
10 6 mm4 10 3 mm 3
0.144
0.120
0.0993
0.320
0.259
0.223
0.184
0.0964
0.0843
0.0706
0.0585
0.0620
0.0550
0.0466
0.0389
7.14
6.04
5.05
12.5
10.4
9.10
7.62
5.18
4.60
3.92
3.29
3.88
3.49
3.00
2.55
t
About x-axis
Compactness
Zex
d
x
x
About y-axis
Compactness
Zey
y
(C,N,S) 10 3 mm 3 (C,N,S) 10 3 mm 3
1.00
0.964
0.813
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
10.1
8.31
6.81
13.3
11.0
9.45
7.80
5.86
5.11
4.26
3.53
5.16
4.51
3.78
3.14
N
S
S
C
C
C
N
C
C
C
N
C
C
C
N
4.33
3.18
2.22
8.58
7.11
6.13
4.69
3.56
3.12
2.62
2.05
2.63
2.32
1.96
1.54
Notes:
AVAILABILITY GUIDE (PAG) for information
on the availability of listed sections and
associated finishes. The PAG can be found at
therefore allocated the CF residual stresses
classification in AS 4100.
ADDITIONAL NOTES:
(A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE
SECTIONS LISTED IN NON-STANDARD C450PLUS®.
(B) SEE FOLLOWING TABLE FOR OTHER SIZES IN ATM’S LARGER RANGE OF C450PLUS PRODUCTS.
AUGUST 2013
3-10
TABLE 3.1-4(1)
1
RHS
C450PLUS® – designed as AS/NZS 1163 Grade C450L0
2
C450PLUS®
3
Finish
b
Designation
d
b
t
mm
mm
mm
400 x 300 x 16.0 RHS
12.5 RHS
10.0 RHS
8.0 RHS
400 x 200 x 16.0 RHS
12.5 RHS
10.0 RHS
8.0 RHS
350 x 250 x 16.0 RHS
12.5 RHS
10.0 RHS
8.0 RHS
300 x 200 x 16.0 RHS
12.5 RHS
10.0 RHS
8.0 RHS
6.0 RHS
250 x 150 x 16.0 RHS
12.5 RHS
10.0 RHS
9.0 RHS
8.0 RHS
6.0 RHS
5.0 RHS
Mass
per m
Properties
External
Surface
Area
per m
per t
kg/m
m 2 /m
m 2 /t
161
128
104
84.2
136
109
88.4
71.6
136
109
88.4
71.6
111
89.0
72.7
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
1.33
1.35
1.36
1.37
1.13
1.15
1.16
1.17
1.13
1.15
1.16
1.17
0.931
0.946
0.957
0.966
0.974
0.731
0.746
0.757
0.761
0.766
0.774
0.779
8.27
10.5
13.0
16.2
8.33
10.6
13.1
16.3
8.33
10.6
13.1
16.3
8.42
10.6
13.2
16.3
21.7
8.55
10.8
13.3
14.7
16.5
21.8
26.0
b-2 t
d-2 t
Gross
Section
Area
t
t
Ag
mm 2
16.8
22.0
28.0
35.5
10.5
14.0
18.0
23.0
13.6
18.0
23.0
29.3
10.5
14.0
18.0
23.0
31.3
7.38
10.0
13.0
14.7
16.8
23.0
28.0
23.0
30.0
38.0
48.0
23.0
30.0
38.0
48.0
19.9
26.0
33.0
41.8
16.8
22.0
28.0
35.5
48.0
13.6
18.0
23.0
25.8
29.3
39.7
48.0
20500
16300
13300
10700
17300
13800
11300
9120
17300
13800
11300
9120
14100
11300
9260
7520
5730
10900
8840
7260
6600
5920
4530
3810
About x-axis
Ix
Zx
Sx
10 6 mm4 10 3 mm 3 10 3 mm 3
453
370
306
251
335
277
230
190
283
233
194
160
161
135
113
93.9
73.0
80.2
68.5
58.3
53.7
48.9
38.4
32.7
2260
1850
1530
1260
1670
1380
1150
949
1620
1330
1110
914
1080
899
754
626
487
641
548
466
430
391
307
262
2750
2230
1820
1490
2140
1740
1430
1170
1990
1620
1330
1090
1350
1110
921
757
583
834
695
582
533
482
374
317
Torsion Torsion
Constant Modulus
About y-axis
rx
mm
149
151
152
153
139
141
143
144
128
130
131
132
107
109
111
112
113
85.8
88.0
89.6
90.2
90.8
92.0
92.6
Iy
Zy
Sy
10 6 mm4 10 3 mm 3 10 3 mm 3
290
238
197
162
113
94.0
78.6
65.2
168
139
116
95.7
85.7
72.0
60.6
50.4
39.3
35.8
30.8
26.3
24.3
22.2
17.5
15.0
y
ry
mm
1940 2260 119
1590 1830 121
1320 1500 122
1080 1220 123
1130 1320 80.8
940 1080 82.4
786 888 83.6
652
728 84.5
1340 1580 98.5
1110 1290 100
927 1060 101
766 869 102
857 1020 78.0
720
842 79.7
606 698 80.9
504
574 81.9
393 443 82.8
478
583 57.3
411
488 59.0
351
409 60.2
324
375 60.7
296 340 61.2
233 264 62.2
199
224 62.6
J
Form
Factor
C
kf
10 6 mm4 10 3 mm 3
586
471
384
312
290
236
194
158
355
287
235
191
193
158
130
106
81.4
88.2
73.4
61.2
56.0
50.5
39.0
33.0
3170
2590
2130
1750
2000
1650
1370
1130
2230
1840
1520
1250
1450
1210
1010
838
651
836
710
602
554
504
395
337
t
About x-axis
Compactness
Zex
d
x
x
About y-axis
Compactness
Zey
y
(C,N,S) 10 3 mm 3 (C,N,S) 10 3 mm 3
1.00
0.996
0.877
0.715
1.00
0.996
0.855
0.745
1.00
1.00
0.943
0.833
1.00
1.00
1.00
0.903
0.753
1.00
1.00
1.00
1.00
1.00
0.843
0.762
C
C
N
S
C
C
C
N
C
C
N
N
C
C
C
N
S
C
C
C
C
C
N
N
2750
2230
1600
1140
2140
1740
1430
1150
1990
1620
1320
928
1350
1110
921
746
474
834
695
582
533
482
368
275
N
S
S
S
N
S
S
S
C
N
S
S
C
C
N
S
S
C
C
N
N
N
S
S
2230
1580
1120
800
1300
936
658
464
1580
1200
865
614
1020
842
628
447
288
583
488
404
352
299
191
144
Notes:
2. Australian Tube Mills C450PLUS products satisfy both
the strength and elongation requirements of AS/NZS 1163
Grades C350L0 (with the higher elongation requirements)
and C450L0 (with the higher strength requirements of fy
= 450 MPa and fu = 500 MPa). See Section 2.4.2 for a
detailed definition of C450PLUS.
3. For C450PLUS™:
fy = 450 MPa and fu = 500 MPa;
5. Australian Tube Mills C450PLUS to AS/NZS 1163 is
cold-formed and is therefore allocated the CF residual
stresses classification in AS 4100.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
3-11
PART 9
Connections
TABLE 3.1-4(2)
1
RHS
2
C450PLUS®
3
Finish
b
Designation
d
mm
b
mm
Mass
per m
t
per m
per t
mm
kg/m
m 2 /m
m 2 /t
41.3
37.7
33.9
26.2
22.1
17.9
19.4
16.4
33.4
30.6
27.7
21.4
18.2
14.8
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
0.557
0.561
0.566
0.574
0.579
0.583
0.430
0.435
0.457
0.461
0.466
0.474
0.479
0.483
0.374
0.379
0.383
0.390
0.391
0.393
0.330
0.335
0.341
0.374
0.379
0.383
0.390
0.391
0.393
0.330
0.335
0.341
13.5
14.9
16.7
22.0
26.2
32.5
22.2
26.4
13.7
15.1
16.8
22.1
26.3
32.7
22.4
26.6
32.9
43.5
52.0
64.7
22.5
26.7
37.6
22.4
26.6
32.9
43.5
52.0
64.7
22.5
26.7
37.6
200 x 100 x 10.0 RHS
9.0 RHS
8.0 RHS
6.0 RHS
5.0 RHS
4.0 RHS
152 x 76 x 6.0 RHS
5.0 RHS
150 x 100 x 10.0 RHS
9.0 RHS
8.0 RHS
6.0 RHS
5.0 RHS
4.0 RHS
150 x 50 x 6.0 RHS
5.0 RHS
4.0 RHS
3.0 RHS
2.5 RHS
2.0 RHS
127 x 51 x 6.0 RHS
5.0 RHS
3.5 RHS
125 x 75 x 6.0 RHS
5.0 RHS
4.0 RHS
3.0 RHS
2.5 RHS
2.0 RHS
102 x 76 x 6.0 RHS
5.0 RHS
3.5 RHS
Properties
External
Surface
Area
b-2 t
d-2 t
Gross
Section
Area
t
t
Ag
Ix
Zx
Sx
rx
Iy
Zy
Sy
ry
J
C
mm 2
10 6 mm4
10 3 mm 3
10 3 mm 3
mm
10 6 mm4
10 3 mm 3
10 3 mm 3
mm
10 6 mm4
10 3 mm 3
5260
4800
4320
3330
2810
2280
2470
2090
4260
3900
3520
2730
2310
1880
2130
1810
1480
1140
959
774
1870
1590
1150
2130
1810
1480
1140
959
774
1870
1590
1150
24.4
22.8
20.9
16.7
14.4
11.9
6.91
6.01
11.6
10.9
10.1
8.17
7.07
5.87
5.06
4.44
3.74
2.99
2.54
2.08
3.28
2.89
2.20
4.16
3.64
3.05
2.43
2.07
1.69
2.52
2.22
1.68
244
228
209
167
144
119
90.9
79.0
155
145
134
109
94.3
78.2
67.5
59.2
49.8
39.8
33.9
27.7
51.6
45.6
34.7
66.6
58.3
48.9
38.9
33.0
27.0
49.4
43.5
33.0
318
293
267
210
179
147
116
99.8
199
185
169
134
115
94.6
91.2
78.9
65.4
51.4
43.5
35.3
68.9
59.9
44.6
84.2
72.7
60.3
47.3
40.0
32.5
61.9
53.7
39.9
68.2
68.9
69.5
70.8
71.5
72.1
52.9
53.6
52.2
52.9
53.5
54.7
55.3
55.9
48.7
49.5
50.2
51.2
51.5
51.8
41.9
42.6
43.7
44.2
44.8
45.4
46.1
46.4
46.7
36.7
37.3
38.2
8.18
7.64
7.05
5.69
4.92
4.07
2.33
2.04
6.14
5.77
5.36
4.36
3.79
3.15
0.860
0.765
0.653
0.526
0.452
0.372
0.761
0.679
0.526
1.87
1.65
1.39
1.11
0.942
0.771
1.59
1.41
1.07
164
153
141
114
98.3
81.5
61.4
53.7
123
115
107
87.3
75.7
63.0
34.4
30.6
26.1
21.1
18.1
14.9
29.8
26.6
20.6
50.0
43.9
37.0
29.5
25.1
20.6
42.0
37.0
28.2
195
180
165
130
111
91.0
71.5
61.6
150
140
128
102
87.3
71.8
40.9
35.7
29.8
23.5
19.9
16.3
35.8
31.3
23.4
59.1
51.1
42.4
33.3
28.2
22.9
50.5
43.9
32.6
39.4
39.9
40.4
41.3
41.8
42.3
30.7
31.2
38.0
38.5
39.0
40.0
40.4
40.9
20.1
20.5
21.0
21.5
21.7
21.9
20.2
20.6
21.3
29.6
30.1
30.6
31.1
31.4
31.6
29.2
29.7
30.5
21.5
19.9
18.1
14.2
12.1
9.89
5.98
5.13
14.3
13.2
12.1
9.51
8.12
6.64
2.63
2.30
1.93
1.50
1.28
1.04
2.20
1.93
1.44
4.44
3.83
3.16
2.43
2.05
1.67
3.38
2.91
2.14
292
272
250
200
172
142
108
94.3
211
197
182
147
127
105
64.3
56.8
48.2
38.3
32.8
26.9
54.9
48.6
37.2
86.2
75.3
63.0
49.5
42.1
34.4
69.8
61.2
46.1
8.00
9.11
10.5
14.7
18.0
23.0
10.7
13.2
8.00
9.11
10.5
14.7
18.0
23.0
6.33
8.00
10.5
14.7
18.0
23.0
6.50
8.20
12.6
10.5
13.0
16.8
23.0
28.0
35.5
10.7
13.2
19.7
18.0
20.2
23.0
31.3
38.0
48.0
23.3
28.4
13.0
14.7
16.8
23.0
28.0
35.5
23.0
28.0
35.5
48.0
58.0
73.0
19.2
23.4
34.3
18.8
23.0
29.3
39.7
48.0
60.5
15.0
18.4
27.1
About x-axis
y
Torsion Torsion
Constant Modulus
About y-axis
Form
Factor
kf
1.00
1.00
1.00
0.967
0.855
0.745
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.903
1.00
1.00
0.877
0.713
0.633
0.553
1.00
1.00
0.905
1.00
1.00
1.00
0.845
0.763
0.624
1.00
1.00
1.00
About x-axis
Compactness
Zex
(C,N,S)
10 3 mm 3
C
C
C
C
C
N
C
C
C
C
C
C
C
N
C
C
C
C
C
N
C
C
C
C
C
C
N
N
S
C
C
C
318
293
267
210
179
144
116
99.8
199
185
169
134
115
93.2
91.2
78.9
65.4
51.4
43.5
31.6
68.9
59.9
44.6
84.2
72.7
60.3
46.5
34.7
24.8
61.9
53.7
39.9
t
About y-axis
Compactness
x
x
Zey
y
(C,N,S) 10 3 mm 3
C
C
N
S
S
S
N
N
C
C
C
N
N
S
N
N
S
S
S
S
C
N
S
C
N
N
S
S
S
C
C
N
d
195
180
163
110
82.2
58.0
70.2
55.2
150
140
128
101
78.5
55.9
40.4
31.8
22.7
14.5
10.9
7.64
35.8
30.6
18.5
59.1
50.5
37.4
24.2
18.2
13.0
50.5
43.9
29.8
Notes:
3. For C450PLUS™:
AUGUST 2013
3-12
TABLE 3.1-4(3)
1
RHS
2
C450PLUS®
3
Finish
b
Designation
d
b
t
mm
mm
mm
100 x 50 x 6.0
5.0
4.0
3.5
3.0
2.5
2.0
1.6
76 x 38 x 4.0
3.0
2.5
75 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
1.6
75 x 25 x 2.5
2.0
1.6
65 x 35 x 4.0
3.0
2.5
2.0
50 x 25 x 3.0
2.5
2.0
1.6
50 x 20 x 3.0
2.5
2.0
1.6
Mass
per m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
External
Surface
Area
per m
per t
kg/m
m 2 /m
m 2 /t
12.0
10.3
8.49
7.53
6.60
5.56
4.50
3.64
6.23
4.90
4.15
9.67
8.35
6.92
5.42
4.58
3.72
3.01
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
0.274
0.279
0.283
0.285
0.290
0.291
0.293
0.295
0.211
0.218
0.219
0.224
0.229
0.233
0.240
0.241
0.243
0.245
0.191
0.193
0.195
0.183
0.190
0.191
0.193
0.140
0.141
0.143
0.145
0.130
0.131
0.133
0.135
22.8
27.0
33.3
37.9
43.9
52.4
65.1
81.0
33.9
44.4
52.8
23.2
27.4
33.7
44.2
52.7
65.4
81.3
53.1
65.8
81.7
34.2
44.7
53.1
65.8
45.5
54.0
66.6
82.5
45.8
54.2
66.8
82.7
b-2 t
d-2 t
Gross
Section
Area
t
t
Ag
6.33
8.00
10.5
12.3
14.7
18.0
23.0
29.3
7.50
10.7
13.2
6.33
8.00
10.5
14.7
18.0
23.0
29.3
8.00
10.5
13.6
6.75
9.67
12.0
15.5
6.33
8.00
10.5
13.6
4.67
6.00
8.00
10.5
14.7
18.0
23.0
26.6
31.3
38.0
48.0
60.5
17.0
23.3
28.4
10.5
13.0
16.8
23.0
28.0
35.5
44.9
28.0
35.5
44.9
14.3
19.7
24.0
30.5
14.7
18.0
23.0
29.3
14.7
18.0
23.0
29.3
About x-axis
Ix
Zx
Sx
mm 2
10 6 mm4 10 3 mm 3 10 3 mm 3
1530
1310
1080
959
841
709
574
463
793
625
529
1230
1060
881
691
584
474
383
459
374
303
681
541
459
374
391
334
274
223
361
309
254
207
1.71
1.53
1.31
1.18
1.06
0.912
0.750
0.613
0.527
0.443
0.383
0.800
0.726
0.630
0.522
0.450
0.372
0.305
0.285
0.238
0.197
0.328
0.281
0.244
0.204
0.112
0.0989
0.0838
0.0702
0.0951
0.0848
0.0723
0.0608
34.2
30.6
26.1
23.6
21.3
18.2
15.0
12.3
13.9
11.7
10.1
21.3
19.4
16.8
13.9
12.0
9.91
8.14
7.60
6.36
5.26
10.1
8.65
7.52
6.28
4.47
3.95
3.35
2.81
3.81
3.39
2.89
2.43
45.3
39.8
33.4
29.9
26.7
22.7
18.5
15.0
18.1
14.8
12.7
28.1
24.9
21.1
17.1
14.6
12.0
9.75
10.1
8.31
6.81
13.3
11.0
9.45
7.80
5.86
5.11
4.26
3.53
5.16
4.51
3.78
3.14
Torsion Torsion
Constant Modulus
About y-axis
rx
mm
33.4
34.1
34.8
35.1
35.6
35.9
36.2
36.4
25.8
26.6
26.9
25.5
26.1
26.7
27.5
27.7
28.0
28.2
24.9
25.3
25.5
22.0
22.8
23.1
23.4
16.9
17.2
17.5
17.7
16.2
16.6
16.9
17.1
Iy
Zy
Sy
10 6 mm4 10 3 mm 3 10 3 mm 3
0.567
0.511
0.441
0.400
0.361
0.311
0.257
0.211
0.176
0.149
0.129
0.421
0.384
0.335
0.278
0.240
0.199
0.164
0.0487
0.0414
0.0347
0.123
0.106
0.0926
0.0778
0.0367
0.0328
0.0281
0.0237
0.0212
0.0192
0.0167
0.0142
22.7
20.4
17.6
16.0
14.4
12.4
10.3
8.43
9.26
7.82
6.81
16.9
15.4
13.4
11.1
9.60
7.96
6.56
3.89
3.31
2.78
7.03
6.04
5.29
4.44
2.93
2.62
2.25
1.90
2.12
1.92
1.67
1.42
27.7
24.4
20.6
18.5
16.4
14.0
11.5
9.33
11.1
9.09
7.81
21.1
18.8
16.0
12.9
11.0
9.06
7.40
4.53
3.77
3.11
8.58
7.11
6.13
5.07
3.56
3.12
2.62
2.17
2.63
2.32
1.96
1.63
ry
mm
19.2
19.7
20.2
20.4
20.7
20.9
21.2
21.3
14.9
15.4
15.6
18.5
19.0
19.5
20.0
20.3
20.5
20.7
10.3
10.5
10.7
13.4
14.0
14.2
14.4
9.69
9.91
10.1
10.3
7.67
7.89
8.11
8.29
D
R
A
D
N
TA
S
N
NO
y
Properties
J
Form
Factor
C
kf
10 6 mm4 10 3 mm 3
1.53
1.35
1.13
1.01
0.886
0.754
0.616
0.501
0.466
0.373
0.320
1.01
0.891
0.754
0.593
0.505
0.414
0.337
0.144
0.120
0.0993
0.320
0.259
0.223
0.184
0.0964
0.0843
0.0706
0.0585
0.0620
0.0550
0.0466
0.0389
40.9
36.5
31.2
28.2
25.0
21.5
17.7
14.5
16.6
13.6
11.8
29.3
26.4
22.7
18.4
15.9
13.1
10.8
7.14
6.04
5.05
12.5
10.4
9.10
7.62
5.18
4.60
3.92
3.29
3.88
3.49
3.00
2.55
About x-axis
Compactness
Zex
t
About y-axis
Compactness
d
x
Zey
y
(C,N,S) 10 3 mm 3 (C,N,S) 10 3 mm 3
1.00
1.00
1.00
1.00
0.967
0.856
0.746
0.661
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.904
0.799
1.00
0.878
0.746
1.00
1.00
1.00
0.985
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
C
C
C
C
C
C
N
N
C
C
C
C
C
C
C
C
N
N
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
45.3
39.8
33.4
29.9
26.7
22.7
18.2
12.5
18.1
14.8
12.7
28.1
24.9
21.1
17.1
14.6
11.8
8.26
10.1
8.31
6.81
13.3
11.0
9.45
7.80
5.86
5.11
4.26
3.53
5.16
4.51
3.78
3.14
E
D
A
GR
C
C
N
N
S
S
S
S
C
N
N
C
C
C
N
N
S
S
N
S
S
C
C
N
S
C
C
N
N
C
C
N
N
x
27.7
24.4
20.3
17.1
13.9
10.4
7.33
5.19
11.1
8.92
7.00
21.1
18.8
16.0
12.8
9.95
7.07
5.01
4.05
2.88
2.02
8.58
7.11
5.95
4.37
3.56
3.12
2.58
1.92
2.63
2.32
1.93
1.44
Notes:
3. For C450PLUS™:
6. NOTE: Grey shaded listings are to C450L0 which
is a non-standard grade - availability is subject to
minimum order criteria. The standard grade for the
shaded listings is AS/NZS 1163-C350L0. Please
refer to earlier tables for design values associated
with this as a standard grade. See the ATM PAG for
further information on grades and availability.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
3-13
PART 9
Connections
TABLE 3.1-5
1
SHS
2
C350L0
3
Finish
b
Mass
per
m
Designation
d
b
t
mm
mm
mm
50 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
1.6
40 x 40 x 4.0
3.0
2.5
2.0
1.6
35 x 35 x 3.0
2.5
2.0
1.6
30 x 30 x 3.0
2.5
2.0
1.6
25 x 25 x 3.0
2.5
2.0
1.6
20 x 20 x 2.0
1.6
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
External
Surface
Area
per m
per t
kg/m
m 2 /m
m 2 /t
7.32
6.39
5.35
4.25
3.60
2.93
2.38
4.09
3.30
2.82
2.31
1.88
2.83
2.42
1.99
1.63
2.36
2.03
1.68
1.38
1.89
1.64
1.36
1.12
1.05
0.873
0.174
0.179
0.183
0.190
0.191
0.193
0.195
0.143
0.150
0.151
0.153
0.155
0.130
0.131
0.133
0.135
0.110
0.111
0.113
0.115
0.0897
0.0914
0.0931
0.0945
0.0731
0.0745
23.8
27.9
34.2
44.7
53.1
65.8
81.7
34.9
45.3
53.7
66.4
82.3
45.8
54.2
66.8
82.7
46.5
54.8
67.4
83.3
47.4
55.7
68.3
84.1
69.7
85.4
b-2 t
Gross
Section
Area
t
Ag
Ix
Zx
Zn
Sx
mm 2
10 6 mm4
10 3 mm 3
10 3 mm 3
0.275
11.0
0.257
10.3
0.229
9.15
0.195
7.79
0.169
6.78
0.141
5.66
0.117
4.68
0.105
5.26
0.0932 4.66
0.0822
4.11
0.0694 3.47
0.0579 2.90
0.0595 3.40
0.0529 3.02
0.0451 2.58
0.0379
2.16
0.0350 2.34
0.0316
2.10
0.0272 1.81
0.0231 1.54
0.0184
1.47
0.0169 1.35
0.0148
1.19
0.0128
1.02
0.00692 0.692
0.00608 0.608
9.45
8.51
7.33
5.92
5.09
4.20
3.44
4.36
3.61
3.13
2.61
2.15
2.67
2.33
1.95
1.62
1.87
1.65
1.39
1.16
1.21
1.08
0.926
0.780
0.554
0.474
6.33
8.00
10.5
14.7
18.0
23.0
29.3
8.00
11.3
14.0
18.0
23.0
9.67
12.0
15.5
19.9
8.00
10.0
13.0
16.8
6.33
8.00
10.5
13.6
8.00
10.5
932
814
681
541
459
374
303
521
421
359
294
239
361
309
254
207
301
259
214
175
241
209
174
143
134
111
y
Section Properties
Torsion
Constant
Torsion
Modulus
Form
Factor
rx
J
C
kf
10 3 mm 3
mm
10 6 mm4
10 3 mm 3
14.5
13.2
11.4
9.39
8.07
6.66
5.46
6.74
5.72
4.97
4.13
3.41
4.23
3.69
3.09
2.57
2.96
2.61
2.21
1.84
1.91
1.71
1.47
1.24
0.877
0.751
17.2
17.8
18.3
19.0
19.2
19.5
19.6
14.2
14.9
15.1
15.4
15.6
12.8
13.1
13.3
13.5
10.8
11.0
11.3
11.5
8.74
8.99
9.24
9.44
7.20
7.39
0.518
0.469
0.403
0.321
0.275
0.226
0.185
0.192
0.158
0.136
0.113
0.0927
0.102
0.0889
0.0741
0.0611
0.0615
0.0540
0.0454
0.0377
0.0333
0.0297
0.0253
0.0212
0.0121
0.0103
17.7
16.3
14.3
11.8
10.2
8.51
7.03
8.33
7.07
6.21
5.23
4.36
5.18
4.58
3.89
3.26
3.58
3.20
2.75
2.32
2.27
2.07
1.80
1.54
1.06
0.924
About x-, y- and n-axis
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
About x and y-axis
he
7.49
9.47
12.4
17.4
21.3
27.2
34.6
9.47
13.4
16.6
21.3
27.2
11.4
14.2
18.3
23.5
9.47
11.8
15.4
19.8
7.49
9.47
12.4
16.1
9.47
12.4
t
Compactness
Zex
(C,N,S)
10 3 mm 3
C
C
C
C
C
C
N
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
14.5
13.2
11.4
9.39
8.07
6.66
5.10
6.74
5.72
4.97
4.13
3.41
4.23
3.69
3.09
2.57
2.96
2.61
2.21
1.84
1.91
1.71
1.47
1.24
0.877
0.751
d
n
x
x
n
y
Notes:
therefore allocated the CF residual stresses
classification in AS 4100.
ADDITIONAL NOTES:
SECTIONS LISTED IN NON-STANDARD C450PLUS™.
(B) SEE FOLLOWING TABLE FOR OTHER SIZES IN ATM’S LARGER RANGE OF C450PLUS™ PRODUCTS.
AUGUST 2013
3-14
TABLE 3.1-6(1)
1
SHS
2
C450PLUS®
3
Finish
b
Mass
per
m
Designation
d
b
t
mm
mm
mm
400 x 400 x 16.0
12.5
10.0
350 x 350 x 16.0
12.5
10.0
8.0
300 x 300 x 16.0
12.5
10.0
8.0
250 x 250 x 16.0
12.5
10.0
9.0
8.0
6.0
200 x 200 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
150 x 150 x 10.0
9.0
8.0
6.0
5.0
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
per m
per t
kg/m
m 2 /m
m 2 /t
186
148
120
161
128
104
84.2
136
109
88.4
71.6
111
89.0
72.7
65.9
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
41.3
37.7
33.9
26.2
22.1
1.53
1.55
1.56
1.33
1.35
1.36
1.37
1.13
1.15
1.16
1.17
0.931
0.946
0.957
0.961
0.966
0.974
0.731
0.746
0.757
0.761
0.766
0.774
0.779
0.557
0.561
0.566
0.574
0.579
8.23
10.5
13.0
8.27
10.5
13.0
16.2
8.33
10.6
13.1
16.3
8.42
10.6
13.2
14.6
16.3
21.7
8.55
10.8
13.3
14.7
16.5
21.8
26.0
13.5
14.9
16.7
22.0
26.2
b-2 t
t
23.0
30.0
38.0
19.9
26.0
33.0
41.8
16.8
22.0
28.0
35.5
13.6
18.0
23.0
25.8
29.3
39.7
10.5
14.0
18.0
20.2
23.0
31.3
38.0
13.0
14.7
16.8
23.0
28.0
Gross
Section
Area
n
Section Properties
External
Surface
Area
y
Torsion
Constant
Torsion
Modulus
Form
Factor
kf
Ag
Ix
Zx
Zn
Sx
rx
J
C
mm 2
10 6 mm4
10 3 mm 3
10 3 mm 3
10 3 mm 3
mm
10 6 mm4
10 3 mm 3
23700
18800
15300
20500
16300
13300
10700
17300
13800
11300
9120
14100
11300
9260
8400
7520
5730
10900
8840
7260
6600
5920
4530
3810
5260
4800
4320
3330
2810
571
464
382
372
305
252
207
226
187
155
128
124
104
87.1
79.8
72.3
56.2
58.6
50.0
42.5
39.2
35.7
28.0
23.9
16.5
15.4
14.1
11.3
9.70
2850
2320
1910
2130
1740
1440
1180
1510
1240
1030
853
992
830
697
639
578
450
586
500
425
392
357
280
239
220
205
188
150
129
2140
1720
1400
1610
1300
1060
865
1160
937
769
628
774
634
523
477
429
330
469
389
324
297
268
207
175
173
159
144
113
96.2
3370
2710
2210
2530
2040
1670
1370
1810
1470
1210
991
1210
992
822
750
676
521
728
607
508
465
421
327
277
269
248
226
178
151
155
157
158
135
137
138
139
114
116
117
118
93.8
95.7
97.0
97.5
98.0
99.0
73.3
75.2
76.5
77.1
77.6
78.6
79.1
56.1
56.6
57.1
58.2
58.7
930
744
604
614
493
401
326
378
305
250
203
212
173
142
129
116
88.7
103
85.2
70.7
64.5
58.2
44.8
37.8
28.4
26.1
23.6
18.4
15.6
4350
3520
2890
3250
2650
2180
1790
2310
1900
1570
1290
1530
1270
1060
972
878
681
914
772
651
599
544
425
362
341
316
289
229
197
1.00
0.994
0.785
1.00
1.00
0.904
0.715
1.00
1.00
1.00
0.840
1.00
1.00
1.00
1.00
1.00
0.753
1.00
1.00
1.00
1.00
1.00
0.952
0.785
1.00
1.00
1.00
1.00
1.00
t
d
x
x
About x and y-axis
he
30.9
40.2
51.0
26.7
34.9
44.3
56.0
22.5
29.5
37.6
47.6
18.3
24.1
30.9
34.6
39.2
53.2
14.1
18.8
24.1
27.1
30.9
42.0
51.0
17.4
19.7
22.5
30.9
37.6
Compactness
Zex
(C,N,S)
10 3 mm 3
N
S
S
C
N
S
S
C
C
N
S
C
C
N
N
N
S
C
C
C
C
N
S
S
C
C
C
N
N
3320
2310
1650
2530
1900
1350
971
1810
1470
1080
768
1210
992
811
699
586
380
728
607
508
465
415
272
207
269
248
226
175
135
n
y
Notes:
3. For C450PLUS™:
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
3-15
PART 9
Connections
TABLE 3.1-6(2)
1
SHS
2
C450PLUS®
3
Finish
Mass
per
m
Designation
d
mm
b
mm
t
mm
125 x 125 x 10.0
9.0
8.0
6.0
5.0
4.0
100 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
3.0
2.5
2.0
90 x 90 x 2.5
2.0
89 x 89 x 6.0
5.0
3.5
2.0
75 x 75 x 6.0
5.0
4.0
3.5
3.0
2.5
2.0
65 x 65 x 6.0
5.0
4.0
3.0
2.5
2.0
1.6
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
per m
per t
kg/m
m 2 /m
m 2 /t
33.4
30.6
27.7
21.4
18.2
14.8
25.6
23.5
21.4
16.7
14.2
11.6
8.96
7.53
6.07
6.74
5.45
14.7
12.5
9.07
5.38
12.0
10.3
8.49
7.53
6.60
5.56
4.50
10.1
8.75
7.23
5.66
4.78
3.88
3.13
0.457
0.461
0.466
0.474
0.479
0.483
0.357
0.361
0.366
0.374
0.379
0.383
0.390
0.391
0.393
0.351
0.353
0.330
0.335
0.341
0.349
0.274
0.279
0.283
0.285
0.290
0.291
0.293
0.234
0.239
0.243
0.250
0.251
0.253
0.255
13.7
15.1
16.8
22.1
26.3
32.7
14.0
15.4
17.1
22.4
26.6
32.9
43.5
52.0
64.7
52.1
64.8
22.5
26.7
37.6
64.9
22.8
27.0
33.3
37.9
43.9
52.4
65.1
23.1
27.3
33.6
44.1
52.6
65.3
81.2
b-2 t
Gross
Section
Area
t
Ag
Ix
Zx
Zn
Sx
rx
J
C
mm 2
10 6 mm4
10 3 mm 3
10 3 mm 3
10 3 mm 3
mm
10 6 mm4
10 3 mm 3
4260
3900
3520
2730
2310
1880
3260
3000
2720
2130
1810
1480
1140
959
774
859
694
1870
1590
1150
686
1530
1310
1080
959
841
709
574
1290
1110
921
721
609
494
399
8.93
8.38
7.75
6.29
5.44
4.52
4.11
3.91
3.66
3.04
2.66
2.23
1.77
1.51
1.23
1.09
0.889
2.06
1.82
1.38
0.858
1.16
1.03
0.882
0.797
0.716
0.614
0.505
0.706
0.638
0.552
0.454
0.391
0.323
0.265
143
134
124
101
87.1
72.3
82.2
78.1
73.2
60.7
53.1
44.6
35.4
30.1
24.6
24.1
19.7
46.4
40.8
31.0
19.3
30.9
27.5
23.5
21.3
19.1
16.4
13.5
21.7
19.6
17.0
14.0
12.0
9.94
8.16
114
106
96.8
76.5
65.4
53.6
68.1
63.6
58.6
47.1
40.5
33.5
26.0
21.9
17.8
17.6
14.3
36.4
31.5
23.3
14.0
24.7
21.6
18.1
16.1
14.2
12.0
9.83
17.8
15.6
13.2
10.4
8.91
7.29
5.94
178
165
151
120
103
84.5
105
98.6
91.1
73.5
63.5
52.6
41.2
34.9
28.3
28.0
22.8
56.7
49.2
36.5
22.3
38.4
33.6
28.2
25.3
22.5
19.1
15.6
27.5
24.3
20.6
16.6
14.1
11.6
9.44
45.8
46.4
46.9
48.0
48.5
49.0
35.5
36.1
36.7
37.7
38.3
38.8
39.4
39.6
39.9
35.6
35.8
33.2
33.8
34.6
35.4
27.5
28.0
28.6
28.8
29.2
29.4
29.7
23.4
23.9
24.5
25.1
25.3
25.6
25.8
15.7
14.5
13.3
10.4
8.87
7.25
7.50
7.00
6.45
5.15
4.42
3.63
2.79
2.35
1.91
1.70
1.38
3.55
3.06
2.25
1.33
2.04
1.77
1.48
1.32
1.15
0.971
0.790
1.27
1.12
0.939
0.733
0.624
0.509
0.414
223
208
192
154
133
110
130
123
114
93.6
81.4
68.0
53.2
45.2
36.9
36.2
29.6
71.8
62.8
47.2
29.0
48.2
42.6
36.1
32.5
28.7
24.6
20.2
34.2
30.6
26.2
21.0
18.1
14.9
12.2
10.5
11.9
13.6
18.8
23.0
29.3
8.00
9.11
10.5
14.7
18.0
23.0
31.3
38.0
48.0
34.0
43.0
12.8
15.8
23.4
42.5
10.5
13.0
16.8
19.4
23.0
28.0
35.5
8.83
11.0
14.3
19.7
24.0
30.5
38.6
b
Section Properties
External
Surface
Area
Torsion
Constant
Torsion
Modulus
Form
Factor
kf
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.952
0.787
0.624
0.878
0.696
1.00
1.00
1.00
0.704
1.00
1.00
1.00
1.00
1.00
1.00
0.841
1.00
1.00
1.00
1.00
1.00
0.978
0.774
y
n
About x and y-axis
he
14.1
16.0
18.3
25.3
30.9
39.2
10.7
12.2
14.1
19.7
24.1
30.9
42.0
51.0
64.4
45.6
57.7
17.2
21.2
31.4
57.0
14.1
17.4
22.5
26.1
30.9
37.6
47.6
11.9
14.8
19.1
26.4
32.2
40.9
51.8
Compactness
Zex
(C,N,S)
10 3 mm 3
C
C
C
C
N
N
C
C
C
C
C
N
S
S
S
S
S
C
C
N
S
C
C
C
C
N
N
S
C
C
C
C
N
S
S
178
165
151
120
101
73.2
105
98.6
91.1
73.5
63.5
51.9
34.4
26.1
18.8
22.3
16.0
56.7
49.2
35.8
15.7
38.4
33.6
28.2
25.3
22.2
17.0
12.1
27.5
24.3
20.6
16.6
13.7
9.80
7.01
t
d
x
x
n
y
Notes:
3. For C450PLUS™:
AUGUST 2013
3-16
TABLE 3.1-6(3)
1
SHS
2
C450PLUS®
3
Finish
b
Mass
per
m
Designation
d
b
t
mm
mm
mm
50 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
1.6
40 x 40 x 4.0
3.0
2.5
2.0
1.6
35 x 35 x 3.0
2.5
2.0
1.6
30 x 30 x 3.0
2.5
2.0
1.6
25 x 25 x 3.0
2.5
2.0
1.6
20 x 20 x 2.0
1.6
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
b-2 t
t
per m
per t
kg/m
m 2 /m
m 2 /t
7.32
6.39
5.35
4.25
3.60
2.93
2.38
4.09
3.30
2.82
2.31
1.88
2.83
2.42
1.99
1.63
2.36
2.03
1.68
1.38
1.89
1.64
1.36
1.12
1.05
0.873
0.174
0.179
0.183
0.190
0.191
0.193
0.195
0.143
0.150
0.151
0.153
0.155
0.130
0.131
0.133
0.135
0.110
0.111
0.113
0.115
0.0897
0.0914
0.0931
0.0945
0.0731
0.0745
23.8
27.9
34.2
44.7
53.1
65.8
81.7
34.9
45.3
53.7
66.4
82.3
45.8
54.2
66.8
82.7
46.5
54.8
67.4
83.3
47.4
55.7
68.3
84.1
69.7
85.4
6.33
8.00
10.5
14.7
18.0
23.0
29.3
8.00
11.3
14.0
18.0
23.0
9.67
12.0
15.5
19.9
8.00
10.0
13.0
16.8
6.33
8.00
10.5
13.6
8.00
10.5
Gross
Section
Area
Torsion
Modulus
Form
Factor
kf
Ag
Ix
Zx
Zn
Sx
rx
J
C
10 6 mm4
10 3 mm 3
10 3 mm 3
10 3 mm 3
mm
10 6 mm4
10 3 mm 3
0.275
11.0
0.257
10.3
0.229
9.15
0.195
7.79
0.169
6.78
0.141
5.66
0.117
4.68
0.105
5.26
0.0932 4.66
0.0822
4.11
0.0694 3.47
0.0579 2.90
0.0595 3.40
0.0529 3.02
0.0451 2.58
0.0379
2.16
0.0350 2.34
0.0316
2.10
0.0272 1.81
0.0231 1.54
0.0184
1.47
0.0169 1.35
0.0148
1.19
0.0128
1.02
0.00692 0.692
0.00608 0.608
9.45
8.51
7.33
5.92
5.09
4.20
3.44
4.36
3.61
3.13
2.61
2.15
2.67
2.33
1.95
1.62
1.87
1.65
1.39
1.16
1.21
1.08
0.926
0.780
0.554
0.474
14.5
13.2
11.4
9.39
8.07
6.66
5.46
6.74
5.72
4.97
4.13
3.41
4.23
3.69
3.09
2.57
2.96
2.61
2.21
1.84
1.91
1.71
1.47
1.24
0.877
0.751
17.2
17.8
18.3
19.0
19.2
19.5
19.6
14.2
14.9
15.1
15.4
15.6
12.8
13.1
13.3
13.5
10.8
11.0
11.3
11.5
8.74
8.99
9.24
9.44
7.20
7.39
0.518
0.469
0.403
0.321
0.275
0.226
0.185
0.192
0.158
0.136
0.113
0.0927
0.102
0.0889
0.0741
0.0611
0.0615
0.0540
0.0454
0.0377
0.0333
0.0297
0.0253
0.0212
0.0121
0.0103
17.7
16.3
14.3
11.8
10.2
8.51
7.03
8.33
7.07
6.21
5.23
4.36
5.18
4.58
3.89
3.26
3.58
3.20
2.75
2.32
2.27
2.07
1.80
1.54
1.06
0.924
D
R
A
D
N
A
T
-S
N
O
N
Torsion
Constant
mm 2
932
814
681
541
459
374
303
521
421
359
294
239
361
309
254
207
301
259
214
175
241
209
174
143
134
111
n
Section Properties
External
Surface
Area
y
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
t
he
8.50
10.7
14.1
19.7
24.1
30.9
39.2
10.7
15.2
18.8
24.1
30.9
13.0
16.1
20.8
26.7
10.7
13.4
17.4
22.5
8.50
10.7
14.1
18.3
10.7
14.1
E
D
A
R
G
d
x
x
About x and y-axis
Compactness
Zex
(C,N,S)
10 3 mm 3
C
C
C
C
C
N
N
C
C
C
C
N
C
C
C
C
C
C
C
C
C
C
C
C
C
C
14.5
13.2
11.4
9.39
8.07
6.58
4.74
6.74
5.72
4.97
4.13
3.37
4.23
3.69
3.09
2.57
2.96
2.61
2.21
1.84
1.91
1.71
1.47
1.24
0.877
0.751
n
y
Notes:
3. For C450PLUS™:
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
3-17
PART 9
Connections
TABLE 3.2-1
1
CHS
2
C250L0
3
Finish
FIRE ENGINEERING DESIGN – EXPOSED SURFACE AREA TO MASS RATIO
Designation
do
t
Mass
per m
mm
mm
kg/m
165.1 x
139.7 x
114.3 x
101.6 x
88.9 x
76.1 x
60.3 x
48.3 x
42.4 x
33.7 x
26.9 x
5.4
5.0
5.4
5.0
5.4
4.5
5.0
4.0
5.9
5.0
4.0
5.9
4.5
3.6
5.4
4.5
3.6
4.0
3.2
4.0
3.2
4.0
3.2
4.0
3.2
2.6
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
21.3
19.7
17.9
16.6
14.5
12.2
11.9
9.63
12.1
10.3
8.38
10.2
7.95
6.44
7.31
6.19
5.03
4.37
3.56
3.79
3.09
2.93
2.41
2.26
1.87
1.56
1
2
3
4
5
6
24.4
26.3
24.5
26.4
24.8
29.5
26.8
33.2
23.1
27.0
33.3
23.4
30.1
37.1
25.9
30.6
37.6
34.7
42.6
35.2
43.1
36.1
44.0
37.4
45.2
54.2
-
31.8
34.2
33.3
35.9
35.6
42.4
40.0
49.5
36.1
42.2
52.1
38.8
49.9
61.5
47.4
56.0
68.8
70.7
86.8
76.6
93.8
89.8
109
107
129
155
-
-
-
(m2/tonne)
Notes:
3. 1 = Total Perimeter, Profile-protected
4. See Section 3.3 for details on cases of fire
exposure considered.
AUGUST 2013
3-18
TABLE 3.2-2
1
CHS
2
C350L0
3
Finish
FIRE ENGINEERING DESIGN – EXPOSED SURFACE AREA TO MASS RATIO (m2/tonne)
Designation
do
t
Mass
per m
mm
mm
kg/m
508.0 x 12.7
9.5
6.4
457.0 x 12.7
9.5
6.4
406.4 x 12.7
9.5
9.4
355.6 x 12.7
9.5
6.4
323.9 x 12.7
9.5
6.4
273.1 x 12.7
9.3
6.4
4.8
219.1 x 8.2
6.4
4.8
168.3 x 7.1
6.4
4.8
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
155
117
79.2
139
105
71.1
123
93.0
63.1
107
81.1
55.1
97.5
73.7
50.1
81.6
60.5
42.1
31.8
42.6
33.6
25.4
28.2
25.6
19.4
Designation
1
10.3
13.7
20.2
10.3
13.7
20.2
10.4
13.7
20.2
10.4
13.8
20.3
10.4
13.8
20.3
10.5
14.2
20.4
27.0
16.1
20.5
27.1
18.7
20.7
27.3
2
-
3
11.3
15.0
22.1
11.4
15.2
22.4
11.6
15.4
22.7
11.9
15.7
23.1
12.1
15.9
23.4
12.4
16.8
24.1
32.0
19.8
25.2
33.3
24.3
26.8
35.4
4
-
5
-
6
do
t
Mass
per m
mm
mm
kg/m
165.1 x 3.5
3.0
139.7 x 3.5
3.0
114.3 x 3.6
3.2
101.6 x 3.2
2.6
88.9 x 3.2
2.6
76.1 x 3.2
2.3
60.3 x 2.9
2.3
48.3 x 2.9
2.3
42.4 x 2.6
2.0
33.7 x 2.6
2.0
26.9 x 2.3
2.0
-
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
13.9
12.0
11.8
10.1
9.83
8.77
7.77
6.35
6.76
5.53
5.75
4.19
4.11
3.29
3.25
2.61
2.55
1.99
1.99
1.56
1.40
1.23
1
2
3
4
5
6
37.2
43.2
37.3
43.4
36.5
41.0
41.1
50.3
41.3
50.5
41.6
57.1
46.1
57.6
46.7
58.2
52.2
66.8
53.1
67.7
60.6
68.8
-
48.4
56.3
50.7
58.9
52.5
58.9
61.3
75.0
64.5
78.9
68.9
94.6
84.4
105
95.1
118
114
146
132
168
173
197
-
-
-
Notes:
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
3-19
PART 9
Connections
TABLE 3.2-3(1)
1
RHS
To AS/NZS 1163
2
C450PLUS®
3
Finish
slab/wall parallel to x-axis
Designation
d
b
t
mm
mm
mm
400 x 300 x 16.0
12.5
10.0
8.0
400 x 200 x 16.0
12.5
10.0
8.0
350 x 250 x 16.0
12.5
10.0
8.0
300 x 200 x 16.0
12.5
10.0
8.0
6.0
250 x 150 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
Mass
per m
161
128
104
84.2
136
109
88.4
71.6
136
109
88.4
71.6
111
89.0
72.7
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
y
slab/wall parallel to y-axis
Designation
1
2
3
4
5
6
8.27
10.5
13.0
16.2
8.33
10.6
13.1
16.3
8.33
10.6
13.1
16.3
8.42
10.6
13.2
16.3
21.7
8.55
10.8
13.3
14.7
16.5
21.8
26.0
8.70
10.9
13.5
16.6
8.84
11.0
13.6
16.8
8.84
11.0
13.6
16.8
9.04
11.2
13.8
16.9
22.2
9.35
11.5
14.0
15.4
17.2
22.5
26.7
9.94
12.5
15.4
19.0
10.3
12.9
15.8
19.5
10.3
12.9
15.8
19.5
10.8
13.5
16.5
20.3
26.7
11.7
14.4
17.6
19.3
21.5
28.1
33.4
6.91
8.65
10.6
13.1
7.45
9.29
11.4
14.0
7.08
8.83
10.8
13.3
7.33
9.09
11.1
13.6
17.9
7.73
9.50
11.5
12.7
14.1
18.4
21.8
6.84
8.58
10.6
13.1
7.36
9.21
11.3
14.0
7.00
8.75
10.8
13.3
7.23
8.99
11.0
13.5
17.8
7.60
9.37
11.4
12.5
14.0
18.3
21.7
7.46
9.36
11.5
14.3
8.10
10.1
12.4
15.4
7.73
9.67
11.9
14.7
8.13
10.1
12.4
15.2
20.0
8.77
10.8
13.2
14.5
16.1
21.1
25.0
kg/m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
(m2/tonne)
d
b
t
mm
mm
mm
400 x 300 x 16.0
12.5
10.0
8.0
400 x 200 x 16.0
12.5
10.0
8.0
350 x 250 x 16.0
12.5
10.0
8.0
300 x 200 x 16.0
12.5
10.0
8.0
6.0
250 x 150 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
Mass
per m
x
1
2
3
4
5
6
8.27
10.5
13.0
16.2
8.33
10.6
13.1
16.3
8.33
10.6
13.1
16.3
8.42
10.6
13.2
16.3
21.7
8.55
10.8
13.3
14.7
16.5
21.8
26.0
8.70
10.9
13.5
16.6
8.84
11.0
13.6
16.8
8.84
11.0
13.6
16.8
9.04
11.2
13.8
16.9
22.2
9.35
11.5
14.0
15.4
17.2
22.5
26.7
9.94
12.5
15.4
19.0
10.3
12.9
15.8
19.5
10.3
12.9
15.8
19.5
10.8
13.5
16.5
20.3
26.7
11.7
14.4
17.6
19.3
21.5
28.1
33.4
6.29
7.87
9.68
11.9
5.98
7.45
9.13
11.2
6.34
7.91
9.70
11.9
6.43
7.96
9.73
11.9
15.7
6.56
8.05
9.78
10.7
11.9
15.6
18.5
6.21
7.80
9.61
11.9
5.89
7.36
9.05
11.2
6.26
7.82
9.62
11.9
6.33
7.86
9.63
11.9
15.6
6.43
7.93
9.66
10.6
11.8
15.5
18.4
6.84
8.58
10.6
13.1
6.63
8.28
10.2
12.6
7.00
8.75
10.8
13.3
7.23
8.99
11.0
13.5
17.8
7.60
9.37
11.4
12.5
14.0
18.3
21.7
x
kg/m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
161
128
104
84.2
136
109
88.4
71.6
136
109
88.4
71.6
111
89.0
72.7
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
y
Notes:
4. See Tables 3.1-3 and 3.1-4 for Grade allocation of these
hollow sections.
y
x
x
y
AUGUST 2013
3-20
TABLE 3.2-3(2)
1
RHS
To AS/NZS 1163
2
C450PLUS®
3
Finish
FIRE ENGINEERING DESIGN – EXPOSED SURFACE AREA TO MASS RATIO (m2/tonne)
Designation
d
b
t
mm
mm
mm
200 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
152 x 76 x 6.0
5.0
150 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
150 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
127 x 51 x 6.0
5.0
3.5
125 x 75 x 6.0
5.0
4.0
3.0
2.5
2.0
102 x 76 x 6.0
5.0
3.5
Mass
per m
Designation
1
2
3
4
5
6
13.5
14.9
16.7
22.0
26.2
32.5
22.2
26.4
13.7
15.1
16.8
22.1
26.3
32.7
22.4
26.6
32.9
43.5
52.0
64.7
22.5
26.7
37.6
22.4
26.6
32.9
43.5
52.0
64.7
22.5
26.7
37.6
14.5
15.9
17.7
22.9
27.2
33.5
23.5
27.7
15.0
16.3
18.1
23.3
27.5
33.9
23.9
28.1
34.4
44.7
53.1
65.9
24.3
28.4
39.3
23.9
28.1
34.4
44.7
53.1
65.9
24.3
28.4
39.3
19.4
21.2
23.6
30.6
36.2
44.7
33.9
39.9
20.9
22.9
25.3
32.6
38.5
47.4
35.8
42.1
51.6
67.0
79.7
98.8
37.9
44.4
61.3
35.8
42.1
51.6
67.0
79.7
98.8
37.9
44.4
61.3
12.3
13.4
14.9
19.3
22.8
28.1
19.8
23.3
12.2
13.3
14.7
18.8
22.2
27.3
21.2
24.8
30.3
39.3
46.7
57.8
21.1
24.7
33.9
19.7
23.1
28.2
36.5
43.4
53.7
19.4
22.7
31.2
12.1
13.3
14.7
19.1
22.6
27.9
19.6
23.1
12.0
13.1
14.5
18.6
22.0
27.1
20.9
24.6
30.1
39.1
46.5
57.6
20.8
24.4
33.6
19.4
22.8
28.0
36.3
43.2
53.5
19.1
22.4
30.9
14.5
15.9
17.7
22.9
27.2
33.5
24.8
29.2
15.0
16.3
18.1
23.3
27.5
33.9
26.9
31.6
38.7
50.2
59.8
74.1
27.6
32.4
44.7
25.4
29.8
36.6
47.5
56.5
70.0
25.9
30.4
41.9
kg/m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
41.3
37.7
33.9
26.2
22.1
17.9
19.4
16.4
33.4
30.6
27.7
21.4
18.2
14.8
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
y
d
b
t
mm
mm
mm
200 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
152 x 76 x 6.0
5.0
150 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
150 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
127 x 51 x 6.0
5.0
3.5
125 x 75 x 6.0
5.0
4.0
3.0
2.5
2.0
102 x 76 x 6.0
5.0
3.5
Mass
per m
x
1
2
3
4
5
6
13.5
14.9
16.7
22.0
26.2
32.5
22.2
26.4
13.7
15.1
16.8
22.1
26.3
32.7
22.4
26.6
32.9
43.5
52.0
64.7
22.5
26.7
37.6
22.4
26.6
32.9
43.5
52.0
64.7
22.5
26.7
37.6
14.5
15.9
17.7
22.9
27.2
33.5
23.5
27.7
15.0
16.3
18.1
23.3
27.5
33.9
23.9
28.1
34.4
44.7
53.1
65.9
24.3
28.4
39.3
23.9
28.1
34.4
44.7
53.1
65.9
24.3
28.4
39.3
19.4
21.2
23.6
30.6
36.2
44.7
33.9
39.9
20.9
22.9
25.3
32.6
38.5
47.4
35.8
42.1
51.6
67.0
79.7
98.8
37.9
44.4
61.3
35.8
42.1
51.6
67.0
79.7
98.8
37.9
44.4
61.3
9.87
10.8
12.0
15.5
18.3
22.5
15.9
18.7
10.7
11.6
12.9
16.5
19.5
23.9
15.2
17.8
21.7
28.1
33.4
41.3
15.9
18.6
25.5
16.7
19.6
23.9
30.9
36.7
45.5
17.6
20.6
28.3
9.69
10.6
11.8
15.3
18.1
22.3
15.7
18.5
10.5
11.4
12.7
16.3
19.3
23.7
14.9
17.6
21.5
27.9
33.2
41.2
15.6
18.3
25.3
16.4
19.3
23.7
30.7
36.5
45.3
17.3
20.3
28.0
12.1
13.3
14.7
19.1
22.6
27.9
20.8
24.6
13.5
14.7
16.3
21.0
24.8
30.5
20.9
24.6
30.1
39.1
46.5
57.6
22.4
26.3
36.3
22.4
26.3
32.3
41.9
49.8
61.7
24.1
28.3
39.0
x
kg/m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
41.3
37.7
33.9
26.2
22.1
17.9
19.4
16.4
33.4
30.6
27.7
21.4
18.2
14.8
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
y
Notes:
hollow sections.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
3-21
PART 9
Connections
TABLE 3.2-3(3)
1
RHS
To AS/NZS 1163
2
C450PLUS®
3
Finish
Designation
d
b
mm
mm
100 x
50
Mass
per m
t
mm
x
76
x
38
x
75
x
50
x
75
x
25
x
65
x
35
x
50
x
25
x
50
x
20
x
6.0
5.0
4.0
3.5
3.0
2.5
2.0
1.6
4.0
3.0
2.5
6.0
5.0
4.0
3.0
2.5
2.0
1.6
2.5
2.0
1.6
4.0
3.0
2.5
2.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
12.0
10.3
8.49
7.53
6.60
5.56
4.50
3.64
6.23
4.90
4.15
9.67
8.35
6.92
5.42
4.58
3.72
3.01
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
y
Designation
1
2
3
4
5
6
22.8
27.0
33.3
37.9
43.9
52.4
65.1
81.0
33.9
44.4
52.8
23.2
27.4
33.7
44.2
52.7
65.4
81.3
53.1
65.8
81.7
34.2
44.7
53.1
65.8
45.5
54.0
66.6
82.5
45.8
54.2
66.8
82.7
24.9
29.1
35.4
39.9
45.5
53.9
66.6
82.5
36.6
46.5
54.9
25.8
29.9
36.1
46.1
54.5
67.2
83.1
55.5
68.2
84.0
37.4
47.1
55.5
68.2
48.9
57.2
69.8
85.6
49.4
57.7
70.3
86.1
41.6
48.5
58.9
66.4
75.8
89.8
111
138
68.7
87.3
103
46.5
53.9
65.1
83.0
98.2
121
150
111
136
168
74.8
94.2
111
136
114
134
163
200
120
140
171
209
21.1
24.6
29.8
33.5
38.1
45.2
55.8
69.0
31.0
39.1
46.1
21.1
24.4
29.3
37.2
43.9
54.1
66.8
49.0
60.0
73.9
31.4
39.3
46.2
56.6
41.3
48.2
58.7
71.9
43.0
50.1
60.8
74.3
20.8
24.2
29.5
33.2
37.9
44.9
55.5
68.8
30.5
38.7
45.8
20.7
23.9
28.9
36.9
43.6
53.8
66.5
48.6
59.7
73.5
30.9
38.9
45.8
56.2
40.7
47.7
58.2
71.4
42.4
49.5
60.3
73.8
29.1
33.9
41.2
46.5
53.0
62.9
77.7
96.3
46.6
59.1
69.8
31.0
35.9
43.4
55.3
65.4
80.7
99.7
76.3
93.7
116
49.6
62.4
73.6
90.3
73.3
85.8
105
128
77.7
90.7
110
135
kg/m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
(m2/tonne)
d
b
mm
mm
100 x
50
mm
x
x
38
x
75 x
50
x
75 x
25
x
65 x
35
x
50 x
25
x
50
20
x
76
x
Mass
per m
t
6.0
5.0
4.0
3.5
3.0
2.5
2.0
1.6
4.0
3.0
2.5
6.0
5.0
4.0
3.0
2.5
2.0
1.6
2.5
2.0
1.6
4.0
3.0
2.5
2.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
x
1
2
3
4
5
6
22.8
27.0
33.3
37.9
43.9
52.4
65.1
81.0
33.9
44.4
52.8
23.2
27.4
33.7
44.2
52.7
65.4
81.3
53.1
65.8
81.7
34.2
44.7
53.1
65.8
45.5
54.0
66.6
82.5
45.8
54.2
66.8
82.7
24.9
29.1
35.4
39.9
45.5
53.9
66.6
82.5
36.6
46.5
54.9
25.8
29.9
36.1
46.1
54.5
67.2
83.1
55.5
68.2
84.0
37.4
47.1
55.5
68.2
48.9
57.2
69.8
85.6
49.4
57.7
70.3
86.1
41.6
48.5
58.9
66.4
75.8
89.8
111
138
68.7
87.3
103
46.5
53.9
65.1
83.0
98.2
121
150
111
136
168
74.8
94.2
111
136
114
134
163
200
120
140
171
209
17.0
19.7
23.9
26.9
30.6
36.2
44.7
55.3
24.9
31.3
37.0
18.5
21.4
25.7
32.6
38.5
47.4
58.5
35.1
43.0
52.9
25.8
32.2
37.9
46.4
33.1
38.7
47.1
57.6
32.4
37.7
45.8
55.9
16.6
19.4
23.6
26.6
30.3
35.9
44.4
55.0
24.4
31.0
36.6
18.1
20.9
25.3
32.3
38.2
47.1
58.2
34.7
42.6
52.5
25.3
31.8
37.5
46.0
32.6
38.2
46.5
57.1
31.8
37.1
45.2
55.3
24.9
29.1
35.4
39.9
45.5
53.9
66.6
82.5
40.5
51.4
60.7
28.4
32.9
39.8
50.7
60.0
74.0
91.4
62.5
76.7
94.5
44.0
55.4
65.2
80.1
65.2
76.3
93.1
114
67.1
78.4
95.4
117
x
kg/m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
12.0
10.3
8.49
7.53
6.60
5.56
4.50
3.64
6.23
4.90
4.15
9.67
8.35
6.92
5.42
4.58
3.72
3.01
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
y
Notes:
hollow sections.
AUGUST 2013
3-22
TABLE 3.2-4(1)
1
SHS
To AS/NZS 1163
2
C450PLUS®
3
Finish
(m2/tonne)
y
slab/wall parallel to x- or y-axis
Designation
d
b
t
mm
mm
mm
400 x 400 x 16.0
12.5
10.0
350 x 350 x 16.0
12.5
10.0
8.0
300 x 300 x 16.0
12.5
10.0
8.0
250 x 250 x 16.0
12.5
10.0
9.0
8.0
6.0
200 x 200 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
150 x 150 x 10.0
9.0
8.0
6.0
5.0
Mass
per m
Designation
1
2
3
4
5
6
8.23
10.5
13.0
8.27
10.5
13.0
16.2
8.33
10.6
13.1
16.3
8.42
10.6
13.2
14.6
16.3
21.7
8.55
10.8
13.3
14.7
16.5
21.8
26.0
13.5
14.9
16.7
22.0
26.2
8.60
10.8
13.4
8.70
10.9
13.5
16.6
8.84
11.0
13.6
16.8
9.04
11.2
13.8
15.2
16.9
22.2
9.35
11.5
14.0
15.4
17.2
22.5
26.7
14.5
15.9
17.7
22.9
27.2
9.68
12.2
15.0
9.94
12.5
15.4
19.0
10.3
12.9
15.8
19.5
10.8
13.5
16.5
18.2
20.3
26.7
11.7
14.4
17.6
19.3
21.5
28.1
33.4
19.4
21.2
23.6
30.6
36.2
6.51
8.17
10.1
6.60
8.26
10.2
12.5
6.71
8.37
10.3
12.6
6.88
8.53
10.4
11.5
12.8
16.8
7.15
8.78
10.7
11.7
13.0
17.0
20.2
11.1
12.1
13.4
17.4
20.5
6.45
8.11
10.0
6.53
8.19
10.1
12.5
6.63
8.28
10.2
12.6
6.78
8.43
10.3
11.4
12.7
16.7
7.01
8.65
10.5
11.6
12.9
16.9
20.0
10.9
11.9
13.3
17.2
20.4
6.99
8.79
10.9
7.15
8.97
11.1
13.7
7.36
9.21
11.3
14.0
7.68
9.55
11.7
12.9
14.4
18.9
8.18
10.1
12.3
13.5
15.1
19.7
23.4
13.3
14.6
16.2
21.0
24.9
kg/m
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
186
148
120
161
128
104
84.2
136
109
88.4
71.6
111
89.0
72.7
65.9
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
41.3
37.7
33.9
26.2
22.1
d
b
t
mm
mm
mm
125 x 125 x 10.0
9.0
8.0
6.0
5.0
4.0
100 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
3.0
2.5
2.0
90 x 90 x 2.5
2.0
89 x 89 x 6.0
5.0
3.5
2.0
75 x 75 x 6.0
5.0
4.0
3.5
3.0
2.5
2.0
65 x 65 x 6.0
5.0
4.0
3.0
2.5
2.0
1.6
Mass
per m
x
1
2
3
4
5
6
13.7
15.1
16.8
22.1
26.3
32.7
14.0
15.4
17.1
22.4
26.6
32.9
43.5
52.0
64.7
52.1
64.8
22.5
26.7
37.6
64.9
22.8
27.0
33.3
37.9
43.9
52.4
65.1
23.1
27.3
33.6
44.1
52.6
65.3
81.2
15.0
16.3
18.1
23.3
27.5
33.9
15.6
17.0
18.7
23.9
28.1
34.4
44.7
53.1
65.9
53.4
66.1
24.3
28.4
39.3
66.1
24.9
29.1
35.4
39.9
45.5
53.9
66.6
25.6
29.7
36.0
45.9
54.4
67.1
83.0
20.9
22.9
25.3
32.6
38.5
47.4
23.5
25.5
28.1
35.8
42.1
51.6
67.0
79.7
98.8
83.1
103
37.9
44.4
61.3
103
41.6
48.5
58.9
66.4
75.8
89.8
111
45.3
52.6
63.6
81.3
96.2
119
147
11.4
12.5
13.8
17.7
20.8
25.6
12.0
13.0
14.3
18.2
21.3
26.0
33.7
40.0
49.6
40.3
49.8
18.5
21.6
29.7
49.8
19.1
22.2
26.8
30.2
34.3
40.7
50.2
19.6
22.7
27.4
34.8
41.1
50.6
62.5
11.2
12.3
13.6
17.5
20.6
25.4
11.7
12.7
14.0
17.9
21.1
25.8
33.5
39.9
49.4
40.0
49.6
18.2
21.3
29.4
49.6
18.7
21.8
26.5
29.9
34.1
40.4
50.0
19.2
22.3
27.0
34.5
40.8
50.3
62.2
14.2
15.5
17.2
22.1
26.1
32.2
15.6
17.0
18.7
23.9
28.1
34.4
44.7
53.1
65.9
54.9
67.9
25.0
29.3
40.5
68.2
27.0
31.5
38.3
43.2
49.2
58.4
72.2
29.1
33.7
40.8
52.1
61.7
76.1
94.1
kg/m
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
33.4
30.6
27.7
21.4
18.2
14.8
25.6
23.5
21.4
16.7
14.2
11.6
8.96
7.53
6.07
6.74
5.45
14.7
12.5
9.07
5.38
12.0
10.3
8.49
7.53
6.60
5.56
4.50
10.1
8.75
7.23
5.66
4.78
3.88
3.13
x
y
Notes:
hollow sections.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
3-23
PART 9
Connections
TABLE 3.2-4(2)
1
SHS
To AS/NZS 1163
2
C350L0
3
Finish
(m2/tonne)
y
slab/wall parallel to x- or y-axis
Designation
d
b
mm
50
x
t
mm
mm
50
x 6.0
5.0
4.0
3.0
2.5
2.0
1.6
x 4.0
3.0
2.5
2.0
1.6
x 3.0
2.5
2.0
1.6
x 3.0
2.5
2.0
1.6
x 3.0
2.5
2.0
1.6
x 2.0
1.6
40
x
40
35
x
35
30
x
30
25 x
25
20 x
20
Mass
per m
x
1
2
3
4
5
6
23.8
27.9
34.2
44.7
53.1
65.8
81.7
34.9
45.3
53.7
66.4
82.3
45.8
54.2
66.8
82.7
46.5
54.8
67.4
83.3
47.4
55.7
68.3
84.1
69.7
85.4
27.3
31.3
37.4
47.1
55.5
68.2
84.0
39.1
48.4
56.8
69.4
85.2
49.4
57.7
70.3
86.1
50.8
59.0
71.5
87.3
52.9
61.0
73.3
89.0
76.2
91.7
54.7
62.6
74.8
94.2
111
136
168
88.0
109
128
156
192
120
140
171
209
136
157
191
233
159
183
220
267
267
321
21.1
24.0
28.6
35.7
42.0
51.5
63.4
30.0
36.8
43.1
52.5
64.4
37.7
43.9
53.3
65.1
38.8
45.0
54.3
66.1
40.6
46.6
55.8
67.5
58.2
69.8
20.5
23.5
28.1
35.3
41.6
51.1
63.0
29.3
36.3
42.6
52.0
63.9
37.1
43.3
52.7
64.6
38.1
44.3
53.7
65.5
39.7
45.7
55.0
66.7
57.2
68.8
34.2
39.1
46.8
58.9
69.4
85.2
105
53.8
66.6
78.1
95.4
117
72.4
84.5
103
126
80.5
93.5
113
138
92.6
107
128
156
152
183
x
kg/m
SHS 7.32
SHS 6.39
SHS 5.35
SHS 4.25
SHS 3.60
SHS 2.93
SHS 2.38
SHS 4.09
SHS 3.30
SHS 2.82
SHS 2.31
SHS 1.88
SHS 2.83
SHS 2.42
SHS 1.99
SHS 1.63
SHS 2.36
SHS 2.03
SHS 1.68
SHS 1.38
SHS 1.89
SHS 1.64
SHS 1.36
SHS 1.12
SHS 1.05
SHS 0.873
y
Notes:
hollow sections.
AUGUST 2013
3-24
TABLE 3.3-1
1
CHS
Circular Hollow Sections to AS/NZS 1163
2
Grade
TELESCOPING INFORMATION
3
Finish
Female (outer)
Male (inner)
Female (outer)
Male (inner)
do
t
do
Nominal
Clearance
do
t
do
Nominal
Clearance
mm
mm
mm
mm
mm
mm
mm
mm
457.0
457.0
457.0
406.4
406.4
406.4
355.6
355.6
355.6
273.1
323.9
323.9
273.1
273.1
273.1
219.1
219.1
219.1
219.1
168.3
168.3
168.3
139.7
139.7
139.7
139.7
139.7
139.7
139.7
114.3
114.3
114.3
114.3
88.9
101.6
101.6
101.6
16.0
22.4
28.6
16.6
23.0
29.2
17.8
24.2
30.4
50.8
5.9
12.1
19.4
25.8
32.0
23.7
30.5
36.3
39.5
30.5
34.1
37.3
11.3
12.7
15.9
11.6
12.4
15.4
16.4
12.1
12.9
15.9
16.9
12.6
1.5
3.3
4.1
88.9
88.9
88.9
88.9
60.3
76.1
76.1
76.1
76.1
60.3
60.3
60.3
60.3
60.3
48.3
48.3
48.3
48.3
48.3
33.7
33.7
33.7
42.4
26.9
33.7
33.7
33.7
n/a
n/a
26.9
26.9
n/a
n/a
n/a
n/a
n/a
0.8
2.8
4.4
5.6
15.3
1.2
3.2
4.8
6.0
2.6
5.4
7.2
8.0
9.8
0.2
2.0
3.8
5.2
6.4
5.4
7.0
7.6
0.1
6.3
1.1
2.3
3.5
n/a
n/a
0.4
1.6
n/a
n/a
n/a
n/a
n/a
508.0 x
457.0 x
406.4 x
355.6 x
323.9 x
273.1 x
219.1 x
168.3 x
165.1 x
139.7 x
114.3 x
12.7
9.5
6.4
12.7
9.5
6.4
12.7
9.5
6.4
12.7
9.5
6.4
12.7
9.5
6.4
12.7
9.3
6.4
4.8
8.2
6.4
4.8
7.1
6.4
4.8
5.4
5.0
3.5
3.0
5.4
5.0
3.5
3.0
5.4
4.5
3.6
3.2
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
101.6 x
88.9
x
76.1
x
60.3
x
48.3
x
42.4
x
33.7
26.9
x
x
5.0
4.0
3.2
2.6
5.9
5.0
4.0
3.2
2.6
5.9
4.5
3.6
3.2
2.3
5.4
4.5
3.6
2.9
2.3
4.0
3.2
2.9
2.3
4.0
3.2
2.6
2.0
4.0
3.2
2.6
2.0
4.0
3.2
2.6
2.3
2.0
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
do
t
How to use this chart:
Notes:
A. Select the size of Female (or Outer) member closest to
your requirements from the left hand column.
B. The next column lists the closest size Male (Inner) Member
when positioned in the Female Member as noted in the
Figure at the bottom right of this page.
C. Based on (A) and (B) above, the Nominal Clearance
between the Male and Female Members are listed in
the last column(s). The configuration of these Nominal
Clearances are as shown in the Figure below.
Note that the clearance is the total available difference
between member dimensions, not the gap on both sides.
D. Depending on the two members being telescoped,
the available clearance will also be dependent on end
application requirements. Members may need to slide
freely inside each other, or be locked with a pin, spot
welded or fixed with wedges. This means, in some cases,
a ‘sloppy’ fit may be suitable, while for others the tightest fit
possible may be more appropriate.
E. Where two telescoping sections are being used, thickness
should be similar and will be determined by normal structural
requirements. If a third section is to be used, consideration of
both clearance and thickness within the size list available
may be required.
F. Pipe may need to be fixed against twisting by welding or
bolting.
G. Press Fit: for short pieces with no need for separation
or sliding, an interference fit can be achieved using the
available ductility of the steel. Sizes where clearance is
shown as 0.0 may occasionally require press fit.
2. Clearance = (AS/NZS 1163 Min. do – 2t) – (AS/NZS 1163
Max. do).
3. CHS is not a precision tube and all dimensions shown in
this chart, although in accordance with the specifications,
may vary marginally. Internal weld bead may need to be
considered when a closer fit is required.
4. Sizes with a clearance less than 2.0 mm are shown bold
in the charts.
5. For tight fits it is recommended that some form of testing
is carried out prior to committing to material. Where
telescoping over some length is required, additional
allowance may be needed for straightness.
clearance
female
do
male
do
t
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
3-25
PART 9
Connections
TABLE 3.3-2
1
RHS
Rectangular Hollow Sections to AS/NZS 1163
2
Grade
3
Finish
Female (outer)
d
b
t
mm
mm
mm
400 x 300 x 16.0
12.5
10.0
8.0
400 x 200 x 16.0
12.5
10.0
8.0
350 x 250 x 16.0
12.5
10.0
8.0
300 x 200 x 16.0
12.5
10.0
8.0
6.0
250 x 150 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
200 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
152 x 76 x 6.0
5.0
150 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
Male (inner)
d
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
b
Nominal
Clearance
top
side
Female (outer)
d
b
t
mm
mm
mm
mm
mm
mm
mm
350
350
350
350
250
250
250
250
300
300
300
300
250
250
250
250
250
200
200
200
200
200
200
200
152
152
152
152
152
152
127
127
127
127
127
127
127
127
250
250
250
250
150
150
150
150
200
200
200
200
150
150
150
150
150
100
100
100
100
100
100
100
76
76
76
76
76
76
51
51
51
51
51
51
51
51
18.0
25.0
30.0
34.0
118.0
125.0
130.0
134.0
18.0
25.0
30.0
34.0
18.0
25.0
30.0
34.0
38.0
18.0
25.0
30.0
32.0
34.0
38.0
40.0
28.0
30.0
32.0
36.0
38.0
40.0
13.0
15.0
3.0
5.0
7.0
11.0
13.0
15.0
18.0
25.0
30.0
34.0
18.0
25.0
30.0
34.0
18.0
25.0
30.0
34.0
18.0
25.0
30.0
34.0
38.0
18.0
25.0
30.0
32.0
34.0
38.0
40.0
4.0
6.0
8.0
12.0
14.0
16.0
13.0
15.0
29.0
31.0
33.0
37.0
39.0
41.0
150 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
127 x 51 x 6.0
5.0
3.5
125 x 75 x 6.0
5.0
4.0
3.0
2.5
2.0
102 x 76 x 6.0
5.0
3.5
100 x 50 x 6.0
5.0
4.0
3.5
3.0
2.5
2.0
1.6
76 x 38 x 4.0
3.0
2.5
75 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
1.6
Male (inner)
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Nominal
Clearance
top
side
d
b
mm
mm
mm
mm
76
76
76
76
76
76
76
76
76
100
100
100
100
100
100
76
76
76
76
76
76
76
76
76
76
76
50
50
50
50
65
65
65
65
65
65
38
38
38
38
38
38
38
38
38
50
50
50
50
50
50
38
38
38
38
38
38
38
38
38
38
38
25
25
25
25
35
35
35
35
35
35
62.0
64.0
66.0
68.0
69.0
70.0
39.0
41.0
44.0
13.0
15.0
17.0
19.0
20.0
21.0
14.0
16.0
19.0
12.0
14.0
16.0
17.0
18.0
19.0
20.0
20.8
18.0
20.0
21.0
13.0
0.0
2.0
4.0
5.0
6.0
6.8
0.0
2.0
4.0
6.0
7.0
8.0
1.0
3.0
6.0
13.0
15.0
17.0
19.0
20.0
21.0
26.0
28.0
31.0
0.0
2.0
4.0
5.0
6.0
7.0
8.0
8.8
5.0
7.0
8.0
13.0
5.0
7.0
9.0
10.0
11.0
11.8
Female (outer)
d
b
t
mm
mm
mm
75 x 25 x 2.5
2.0
1.6
65 x 35 x 4.0
3.0
2.5
2.0
50 x 25 x 3.0
2.5
2.0
1.6
50 x 20 x 3.0
2.5
2.0
1.6
Male (inner)
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Nominal
Clearance
top
side
d
b
mm
mm
mm
mm
n/a
n/a
n/a
n/a
n/a
n/a
50
50
50
50
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
25
25
25
25
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
7.0
9.0
10.0
11.0
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
2.0
4.0
5.0
6.0
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
E. Where two telescoping sections are being used, thickness
should be similar and will be determined by normal
structural requirements. If a third section is to be used
consideration of both clearance and thickness within the
size list available may be required.
b
t
d
F. RHS has the obvious advantage that its shape prevents
rotation of the section.
Notes:
2. RHS is not a precision tube and all dimensions
shown in this chart, although in accordance with the
specifications, may vary marginally. Varying corner radii
and the internal weld bead may need to be considered
when a closer fit is required.
in the charts.
4. For tight fits it is recommended that some form of testing
is carried out prior to committing to material. Where
telescoping over some length is required, additional
allowance may be needed for straightness.
top clearance
female
male
side clearance
AUGUST 2013
3-26
TABLE 3.3-3
1
SHS
Square Hollow Sections AS/NZS 1163
2
Grade
3
Finish
b
Female (outer)
Male (inner)
Nominal
Clearance
top
side
d
b
t
d
b
mm
mm
mm
mm
mm
mm
mm
350
350
350
300
300
300
300
250
250
250
250
200
200
200
200
200
200
150
150
150
150
150
150
150
125
125
125
125
125
100
100
100
100
100
100
350
350
350
300
300
300
300
250
250
250
250
200
200
200
200
200
200
150
150
150
150
150
150
150
125
125
125
125
125
100
100
100
100
100
100
18.0
25.0
30.0
18.0
25.0
30.0
34.0
18.0
25.0
30.0
34.0
18.0
25.0
30.0
32.0
34.0
38.0
18.0
25.0
30.0
32.0
34.0
38.0
40.0
5.0
7.0
9.0
13.0
15.0
5.0
7.0
9.0
13.0
15.0
17.0
18.0
25.0
30.0
18.0
25.0
30.0
34.0
18.0
25.0
30.0
34.0
18.0
25.0
30.0
32.0
34.0
38.0
18.0
25.0
30.0
32.0
34.0
38.0
40.0
5.0
7.0
9.0
13.0
15.0
5.0
7.0
9.0
13.0
15.0
17.0
400 x 400 x 16.0
12.5
10.0
350 x 350 x 16.0
12.5
10.0
8.0
300 x 300 x 16.0
12.5
10.0
8.0
250 x 250 x 16.0
12.5
10.0
9.0
8.0
6.0
200 x 200 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
150 x 150 x 10.0
9.0
8.0
6.0
5.0
125 x 125 x 10.0
9.0
8.0
6.0
5.0
4.0
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
Female (outer)
Male (inner)
Nominal
Clearance
top
side
Female (outer)
Male (inner)
Nominal
Clearance
top
side
d
b
t
d
b
d
b
t
d
b
mm
mm
mm
mm
mm
mm
mm
mm
mm
mm
mm
mm
mm
mm
75
75
75
75
90
90
90
90
90
75
75
75
75
75
75
50
65
65
65
65
65
65
50
50
50
50
50
50
50
35
40
40
40
40
40
40
75
75
75
75
90
90
90
90
90
75
75
75
75
75
75
50
65
65
65
65
65
65
50
50
50
50
50
50
50
35
40
40
40
40
40
40
5.0
7.0
9.0
13.0
0.0
2.0
4.0
5.0
6.0
10.0
11.0
2.0
4.0
7.0
10.0
13.0
0.0
2.0
3.0
4.0
5.0
6.0
3.0
5.0
7.0
9.0
10.0
11.0
11.8
3.0
0.0
2.0
4.0
5.0
6.0
6.8
5.0
7.0
9.0
13.0
0.0
2.0
4.0
5.0
6.0
10.0
11.0
2.0
4.0
7.0
10.0
13.0
0.0
2.0
3.0
4.0
5.0
6.0
3.0
5.0
7.0
9.0
10.0
11.0
11.8
3.0
0.0
2.0
4.0
5.0
6.0
6.8
40 x 40 x 4.0
3.0
2.5
2.0
1.6
35 x 35 x 3.0
2.5
2.0
1.6
30 x 30 x 3.0
2.5
2.0
1.6
25 x 25 x 3.0
2.5
2.0
1.6
20 x 20 x 2.0
1.6
30
30
35
35
35
25
30
30
30
20
25
25
25
n/a
20
20
20
n/a
n/a
30
30
35
35
35
25
30
30
30
20
25
25
25
n/a
20
20
20
n/a
n/a
2.0
4.0
0.0
1.0
1.8
4.0
0.0
1.0
1.8
4.0
0.0
1.0
1.8
n/a
0.0
1.0
1.8
n/a
n/a
2.0
4.0
0.0
1.0
1.8
4.0
0.0
1.0
1.8
4.0
0.0
1.0
1.8
n/a
0.0
1.0
1.8
n/a
n/a
100 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
3.0
2.5
2.0
90 x 90 x 2.5
2.0
89 x 89 x 6.0
5.0
3.5
2.0
75 x 75 x 6.0
5.0
4.0
3.5
3.0
2.5
2.0
65 x 65 x 6.0
5.0
4.0
3.0
2.5
2.0
1.6
50 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
1.6
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
d
t
E. Where two telescoping sections are being used,
thickness should be similar and will be determined by
normal structural requirements. If a third section is to
be used consideration of both clearance and thickness
within the size list available may be required.
F. SHS has the obvious advantage that its shape prevents
rotation of the section.
Notes:
2. SHS is not a precision tube and all dimensions
shown in this chart, although in accordance with the
specifications, may vary marginally. Varying corner radii
and the internal weld bead may need to be considered
when a closer fit is required.
in the charts.
4. For tight fits it is recommended that some form of
testing is carried out prior to committing to material.
Where telescoping over some length is required,
additional allowance may be needed for straightness.
top clearance
female
male
side clearance
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
3-27
PART 9
Connections
Blank Page
AUGUST 2013
3-28
Part 4
METHODS OF STRUCTURAL ANALYSIS
Section
4.1
4 .2
4.2.1
4.2.1.1
4.2.2
4.2.3
4 .3
4 .4
4 .5
Page
4-2
4-2
4-2
4-3
4-3
4-4
4-5
4-6
4-6
Methods of Determining Design Action Effects
Moment Amplifiction for First-Order Elastic Analysis
Braced Members
Calculation of cm
Sway Members
Elastic Flexural Buckling Loads
Examples
Miscellaneous
References
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
4-1
PART 9
Connections
Part 4
4.1
Methods of Determining Design Action Effects
This section provides guidance on calculating design action effects as required by AS 4100.
The methods of analysis recognised by AS 4100 are:
(a)
first-order elastic analysis with moment amplification (Clause 4.4.2 of AS 4100)
(b)
second-order elastic analysis (Appendix E of AS 4100)
(c)
plastic analysis with moment amplification (Clause 4.5 of AS 4100), and
(d)
advanced analysis (Appendix D of AS 4100).
These four methods consider the interaction of load and deformation that produce second-order
effects. From an AS 4100 perspective, second-order effects (known as P6 and Pb effects) can
increase the design bending moment for members subject to bending and axial force.
In first-order analysis, it is assumed that the member remains elastic under the action of the
design loads for all strength limit states. As such, method (a) without moment amplification - i.e.
first-order elastic analysis - does not consider these second-order effects and may be used for
members with bending moments only, axial tension or compression force only and, for braced
members, combined bending moments and tension forces.
those cases where second-order effects:
can be neglected (members with only: tension force; compression force; bending
moments, or; for braced members, combined bending moments and tension force)
are accounted for by using moment amplification factors in conjunction with a firstorder elastic analysis
are accounted for in a second-order elastic analysis.
Some further consideration of hand methods for assessing second-order effects and
subsequently design actions are noted in the balance of this part of the publication.
4.2
Moment Ampliﬁcation for First-Order Elastic Analysis
For a member subjected to combined bending moment and axial force, the bending moments
are amplified by the presence of axial force. This occurs for both isolated, statically determinate
members and members in a statically indeterminate frame. A first-order elastic analysis alone
does not consider second-order effects, however, moment amplification can be used to account
for second-order effects. The moment amplification factor is calculated differently for braced and
sway members as explained in the following sub-section.
Second-order effects, which are caused by changes in the geometry of the member, are not
accounted for in first-order analysis. Consequently, some modification must be made for secondorder effects and AS 4100 includes methods for making a suitable adjustment to the calculated
design actions.
4.2.1 Braced Members
Second-order elastic analysis does account for the effects of design loads acting on the structure
and its members in their displaced and deformed configuration. With respect to AS 4100, no
adjustment is required to the calculated design actions with a second-order analysis. Secondorder effects may be substantial in some frames.
If a first-order elastic analysis is carried out then bb is used to amplify the bending moments
between the ends of the member (Clause 4.4.2.2 of AS 4100). A first-order elastic analysis with
moment amplification cannot be used if bb is greater than 1.4. If bb is greater than 1.4, it may be
practical to alter the member sizes or connections so that bb ) 1.4. Alternatively a second-order
elastic analysis in accordance with Appendix E of AS 4100 may be used.
All of the methods of analysis are discussed in detail in the commentary to AS 4100 (Ref.[4.2]).
These Design Capacity Tables are intended to be used with first-order and second-elastic
analysis, which are currently the most commonly used methods of analysis. For simple structural
members, hand methods of analysis are most common, while for frames involving a number of
members, analysis is usually by means of a computer program.
Consequently, the tabulated values in Parts 5, 6, 7 and 8 of this publication may be used for design in
In a braced member the transverse displacement of one end of the member relative to the other
is effectively prevented. The moment amplification factor for a braced member is bb.
bb can be calculated from the flow chart in Figure 4.1. The design bending moment (M*) is then
given by:
M* = M*m
(for braced members subject to axial tension or with zero axial force)
M* = bb M*m
(for braced members subject to compression)
where M*m is the maximum design bending moment calculated from a first-order analysis.
AUGUST 2013
4-2
Part 4
4.2.1.1 Calculation of cm
Calculation of bb
Members with
Idealised End Restraints;
Clause 4.6.3.2 of AS 4100
Members within Frames;
Calculate Member
Effective Length keL;
Figure 4.6.3.2 of AS 4100 or
Calculate Member Effective
Length keL; Clauses 4.6.3.3, 4.6.3.4
and Figure 4.6.3.3(a) of AS 4100
Figure 6.1 of this publication
The factor for unequal moments (cm) is used in the calculation of bb. If a braced member is
subject only to end moments then the factor cm is calculated as follows:
cm = 0.6 – 0.4`m ) 1.0
(Clause 4.4.2.2 of AS 4100)
where `m is the ratio of the smaller to the larger bending moment at the ends of the member,
taken as positive when the member is bent in reverse curvature.
If the member is subjected to transverse loading, the same expression for cm shall be used
provided `m is calculated using one of the following methods:
a)
`m = -1.0 (conservative)
(Clause 4.4.2.2(a) of AS 4100)
b)
`m is obtained by matching the moment distribution
options shown in Figure 4.4.2.2 of AS 4100
(Clause 4.4.2.2(b) of AS 4100)
c)
`m is based on the midspan deflection.
(Clause 4.4.2.2(c) of AS 4100)
4.2.2
Sway Members
In a sway member the transverse displacement of one end of the member relative to the other is
not effectively prevented. The moment amplification factor for a sway member is bs.
The bending moments calculated from a first-order elastic analysis are modified by the moment
amplification factor (bm) which is the greater of bb (see Section 4.2.1) and bs (Clause 4.4.2.3 of
AS 4100). If bm is greater than 1.4, a second-order elastic analysis must be used in accordance
with Appendix E of AS 4100. A detailed explanation of the procedure for calculating bs may be
Compute Nomb from
Clause 4.6.2 of AS 4100
found in Ref.[4.2].
bb and bs are calculated from the flow charts shown in Figures 4.1 and 4.2. The design bending
moment is given by:
M* = bm M*
m
Compute cm from
bb =
cm
£ * ¥
1 < ² N ´
²Nomb ´
¤
¦
*1
Figure 4.1: Flow Chart for the calculation of the moment amplification factor for a braced member, bb
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
4-3
PART 9
Connections
Part 4
4.2.3 Elastic Flexural Buckling Loads
Calculation of bs
Members with Idealised
End Restraints; Clause
4.6.3.2 of AS 4100
Calculate Member Effective Length
keL; Figure 4.6.3.2 of AS 4100 or
Figure 6.1 of this Publication
Any Member:
Appendix F of
AS 4100
Non-Rectangular
Frames; Clause
4.4.2.3(b) of
AS 4100
“P6” Analysis
Clause 4.4.2.3(a)(i)
of AS 4100
Calculate hc
from Rational
Buckling Analysis
Compute Noms from Clause 4.6.2 of AS 4100
Compute hms from Clause 4.7.2.2 of AS 4100
bs 1
£6
¥
1 < ² s YN*´
²hs YV *´
¤
¦
bs / 2 EI
ke L 2
where ke L = Le = effective length. ke is given in Figure 6.1 for members with idealised end
restraints or Clause 4.6.3 of AS 4100 for other end restraint conditions. For braced or sway
members in frames, ke depends on the ratio ( a ) of the compression member stiffness to the end
restraint stiffness, calculated at each end of the member. Refs. [4.1,4.3] provide worked examples
for the calculation of effective lengths, elastic flexural buckling loads and moment amplification
factors for members in those instances.
For a specific effective length, reference can be made to the Dimensions and Properties Tables
in Part 3 (i.e. Tables 3.1-1 to 3.1-6 as appropriate) to determine I (i.e. Ix or Iy ) and then simply
evaluate the above equation for Nom. No tables relating Nom to effective length are provided in this
publication.
Nom =
Members in Frames;
Rectangular Frames with
Negligible Axial Forces in the
Beams; Clause 4.4.2.3(a)
of AS 4100
Calculate Member Effective Length
keL; Clauses 4.6.3.3, 4.6.3.4 and
Figure 4.6.3.3(b) of AS 4100
bs Elastic flexural buckling loads (Nomx, Nomy) are required for the calculation of bb and bm. Values of
Nom are determined from Clause 4.6.2 of AS 4100 using the expression:
1
£
1 < ² 1 ¥
´
¤h c ¦
1
£ 1 ¥
1 < ²
´
¤ h ms ¦
Figure 4.2: Flow Chart for the calculation of the moment amplification factor for a sway member, bs
AUGUST 2013
4-4
Part 4
4.3
Solution:
Examples
1.
Braced Beam-Column
Determine the design action effects for an isolated braced beam-column which is subject to the
design actions from a first-order elastic analysis as noted in Figure 4.3.
450 kN
B
A
Axial
Load
135 kNm
B
A
N*
Nombx =
=
20 kNm
Nomby =
B
A
0 kNm
20 kNm
End Moments
About x-axis
End Moments
About y-axis
=
Figure 4.3: Design action effects on isolated braced beam-column
Design Data:
Section:
250 x 150 x 12.5 RHS in C450PLUS® – designed as AS/NZS 1163 Grade
C450L0
Effective Lengths: Axial compression flexural buckling (x-axis), Lex = 10.0 m
Axial compression flexural buckling (y-axis), Ley = 5.0 m
450 kN
/ 2 Elx
L 2ex
=
/ 2 x 200 x 10 3 x 68.5 x 10 6
10 000 2
1350 kN
/ 2 El y
L 2ey
=
/ 2 x 200 x 10 3 x 30.8 x 10 6
5000 2
(Ix obtained from Table 3.1-4 (1))
(Iy obtained from Table 3.1-4 (1))
= 2430 kN
M*
mx = 135 kNm maximum at End B
M*
my = 20 kNm maximum at Ends A and B
from Section 4.2.1.1 for `mx = 0
cmx = 0.60
cmy = 1.0
from Section 4.2.1.1 for `my = -1.0
From Figure 4.1 the moment amplification factor (b b ) is given by:
cm
bb =
£ N * ¥
1< ²
´
² N
´
¤ omb ¦
0.6
Considering flexural buckling about the x-axis:
bbx =
£ 450 ¥
1< ²
² 1350 ´
´
¤
¦
Maximum moment occurs at the ends, i.e. at End A
= 0.900 (<1) (bbx = 1.0)
M*x = 135 kNm
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
4-5
PART 9
Connections
Part 4
Considering flexural buckling about the y-axis:
bby
=
1.0
£ 450 ¥
1< ²
´
² 2430 ´
¦
¤
= 1.23
Maximum moment occurs between ends, i.e. in span M *y = 1.23 x 20
= 24.6 kNm
It can be seen that there is a 23% increase in the peak moment about the y-axis due to the
second-order interaction effects between bending and axial compression.
4.5
References
[4.1]
third edition, Australian Institute of Steel Construction, 1997 (Note: AISC is now ASI – the
Standards Australia, AS 4100 Supplement 1-1999: “Steel Structures Commentary”
(Supplement to AS 4100-1998), Standards Australia, 1999.
ASI, “Design Capacity Tables for Structural Steel – Volume 1: Open Sections”, fourth
edition, Australian Steel Institute 2009.
[4.2]
[4.3]
2.
Sway Beam-Column
Due to space limitations, general examples of sway beam-columns are considered in Refs. [4.1,4.3].
4.4
Miscellaneous
Readers should note that previous editions of this publication by the Australian Steel Institute
(previously AISC) listed tables of Nom at the end of Part 4. These tables were rarely used and
could be readily calculated by manual methods (as noted in the example above). Consequently,
the Nom tables have been omitted from this part of the Tables and this also aligns with Ref. [4.3]
which is a companion publication that considers hot-rolled open sections (UB, UC, etc.)
AUGUST 2013
4-6
Part 5
MEMBERS SUBJECT TO BENDING
Section
5.1
5.1.1
5.1.1.1
5.1.1.2
5.1.2
5.1.2.1
5.1.2.2
5.1.3
5.1.4
5.1.5
5.1.6
5.2
5.2.1
5.2.2
5.2.2.1
5.2.2.2
5.2.2.3
5.2.2.4
5.2.2.5
5.2.3
5.2.4
5.2.4.1
5.2.4.2
5.2.5
5.2.5.1
5.2.5.2
Page
Maximum Design Loads for Beams with Full Lateral Restraint subject to
Uniformly Distributed Loading
W*L – Strength Limit State Design Load
W*
L1 – based on Design Moment Capacity
W*
L2 – based on Design Shear Capacity
W*S – Serviceability Limit State Design Load
W*
S1 – based on a Deflection Limit of L/250
W*
YL – based on First Yield Load
Full Lateral Restraint
Additional Design Checks
Other Load Conditions
Examples
Design Section Moment and Web Capacities
General
Method
Design Section Moment Capacity
Segment Length for Full Lateral Restraint (FLR)
Design Torsional Moment Section Capacity
Design Shear Capacity of a Web
Design Web Bearing Capacities
Example – Web Bearing
Shear and Bending Interaction
Method
Example
Bending and Bearing Interaction
Method
Example
5-2
5-2
5-2
5-3
5-3
5-3
5-3
5-3
5-3
5-4
5-5
5-6
5-6
5-6
5-6
5-7
5-7
5-8
5-8
5-10
5-11
5-11
5-11
5-12
5-12
5-12
Section
5.3
5.3.1
5.3.2
5.3.3
5.3.4
5.3.5
5.3.6
5.4
5.5
Page
5-13
5-13
5-13
5-13
5-13
5-14
5-14
5-15
5-17
Design Moment Capacities for Members Without Full Lateral Restraint
General
Design Member Moment Capacity
Beam Effective Length
Other Loading and Restraint Conditions
Segment Length for Full Lateral Restraint
Examples
Calculation of Beam Deflections
References
Table
Page
Tables 5.1-1 to 5.1-6
(A) Strength Limit State Maximum Design Loads for Simply Supported Beams
(B) Serviceability Limit State Maximum Design Loads for Simply Supported Beams
Tables 5.2-1 to 5.2-4
Design Section Moment and Web Capacities for RHS/SHS
Tables 5.3-1 to 5.3-2
Design Moment Capacities for RHS Members Without Full Lateral Restraint
5-18
5-19
5-40
5-52
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-1
PART 9
Connections
Part 5
5.1
Maximum Design Loads for Beams with Full Lateral
Restraint Subject to Uniformly Distributed Loading
Tables 5.1-1 to 5.1-6 give values of the maximum design loads for single-span simply-supported
beams with full lateral restraint subject to uniformly distributed loads as shown in Figure 5.1 for
both the strength and serviceability limit states.
Designers should assess maximum design loads for the strength
and serviceability limit states separately as different load combinations
apply to these cases (AS/NZS 1170 Part 0).
W*
The designer must ensure that the strength limit state design load (W*) is less than or equal
to the maximum design load W*L , i.e.
W * ) W*L
where
W*L = min. [W*
L1; W*
L2].
W L*1 and W*
L2 are listed in the (A) series tables of the 5.1 Table Series – i.e. Tables 5.1-1 to 5.1-6.
The (A) series tables in this instance consider the strength limit state. For a specific group of
hollow sections, each respective (A) series table is immediately followed by a (B) series table
which considers the serviceability limit state – see Section 5.1.2 below.
For the beam configuration shown in Figure 5.1, the strength of the beam is not controlled by the
interaction of bending moment and shear force (Clause 5.12 of AS 4100). An example on the use
of these tables is given in Section 5.1.6.
5.1.1.1 W L*1 – based on Design Moment Capacity
Beam has
FULL LATERAL
RESTRAINT
The derivation of the design section moment capacity (qMs) is given in Section 5.2.2.1 and listed
in Tables 5.2-1 to 5.2-4 for RHS/SHS and Tables 8-1 to 8-6 for all hollow sections (including CHS).
For a single-span simply-supported beam subject to uniformly distributed loading
(see Figure 5.1), the maximum design bending moment (Mmax) is given by:
WL
Mmax =
L
[W* is in kN]
Figure 5.1: Beam configuration for Tables 5.1-1 to 5.1-6
NOTE: BEAM SELF WEIGHT: For Tables 5.1-1 to 5.1-6, the self-weight of the beam has
NOT been deducted. The designer must include the self-weight as part of the dead load
when determining the maximum design load W*L or W*S.
Tables 5.1-1 to 5.1-6 also list the maximum segment length for full lateral restraint (FLR) required
to be achieved for each section type loaded and configured as noted in Figure 5.1.
Examples of the use of these tables are given in Section 5.1.6.
5.1.1 W*L – Strength Limit State Design Load
8
where
W
= total load on the beam, including beam self weight
L
= span of the beam.
The design moment capacity for the beam in Figure 5.1 is qMsx. Therefore, substituting qMsx
for Mmax, and rearranging the above equation gives:
8 qMsx )
W*
L1 =
L
where W*
L1 is the Maximum Design Load based on the design section moment capacity of the beam.
For the beam configuration shown in Figure 5.1, the maximum strength limit state design load (W*L )
is the lesser of the maximum design load (W*
L1) associated with the design section moment capacity
(qMsx) and the maximum design load (W*
L2) associated with the design shear capacity (qVv).
AUGUST 2013
5-2
Part 5
5.1.1.2 W L*2 – based on Design Shear Capacity
The derivation of the design shear capacity (qVv) is given in Section 5.2.2.4 and listed in
Tables 5.2-1 to 5.2-4 for RHS/SHS and Tables 8-1 to 8-6 for all hollow sections (including CHS).
For a single-span, simply-supported beam subject to uniformly distributed loading
(see Figure 5.1), the maximum design shear force (Vmax) is given by:
W*
S1 =
384 EI x
1250 L2
For deflection limits other than L/250, the value of the maximum design load based on another
deflection limit (W*
S2) may be calculated by using the method given above but using the new limit.
* – based on First Yield Load
5.1.2.2 WYL
W
Vmax =
2
Therefore, substituting qVv for Vmax and rearranging the equation gives:
The load at which first yield occurs in the member is given by:
W L*2 = 2(qVv)
where W*
L2 is the Maximum Design Load based on the design shear capacity of the beam.
5.1.2 W *S – Serviceability Limit State Design Load
For the beam configuration shown in Figure 5.1, the value of maximum serviceability limit state
design load (W*S) given in the tables is the lesser of the maximum design load (W*
S1) which will
achieve a calculated total elastic deflection of L/250 (where L is the span of the beam) and the
load at which first yield occurs (W*YL), i.e.
W*S = min.[ W*
S1; W*
YL ]
W*S is listed in the (B) series tables of the 5.1 Table Series – i.e. Tables 5.1-1 to 5.1-6. The (B)
series tables in this instance consider the serviceability limit state. For a specific group of hollow
sections, each respective (B) series Table is immediately preceded by an (A) series Table which
considers the strength limit state – see Section 5.1.1 above. An example of the use of these
Tables is given in Section 5.1.6.
5.1.2.1 WS*1 – based on a Deﬂection Limit of L/250
The maximum elastic deflection (6max) of the beam shown in Figure 5.1 is given by:
5WL 3
6max =
384 EIx
where
E
= 200 x 103 MPa
Ix
= second moment of area about the major principal x-axis.
Therefore, substituting 6max = L/250 and rearranging the equation gives the maximum design
load for serviceability based on deflection (W*
S1):
W*
YL =
8 Z x fy
L
since
W*L )f
y
8Z x
5.1.3 Full Lateral Restraint
Full lateral restraint may be achieved for a beam by: (a) continuous lateral restraint (Clause 5.3.2.2
of AS 4100), or (b) full, partial or lateral restraint provided at sufficient locations along the beam
(Clauses 5.3.2.3 and 5.3.2.4 of AS 4100). The distance between the locations in (b) is termed the
segment length and the maximum value of segment length to maintain the full lateral restraint
condition is generally noted as “FLR” in the Tables.
FLR values are not shown in the Tables for CHS and SHS as these sections are not
considered to be susceptible to flexural-torsional buckling. However, FLR values are given
in the (A) series of Tables 5.1-3 and 5.1-4 as they consider RHS bending about the major principal
axis and these sections may, in some instances, be subject to flexural-torsional buckling. As
noted in Tables 5.1-3 and 5.1-4, FLR is only listed in the strength (not serviceability) limit state
tables (A).
Formulae for calculating FLR are given in Clause 5.3.2.4 of AS 4100 and Section 5.2.2.2.
For the beam configuration shown in Figure 5.1, the ratio `m is equal to –0.8 to derive the FLR
values in Tables 5.1-3 and 5.1-4.
5.1.4 Additional Design Checks
Where loads are transmitted into the webs at supports or at load points, the capacity of the web
to resist such forces should be checked in accordance with Section 5.2.2.5, Section 5.2.5 and the
values of the web capacities listed in Tables 5.2-1 to 5.2-4.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-3
PART 9
Connections
Part 5
5.1.5 Other Load Conditions
Table T5.1: Table of Equivalent Uniform Design Loads
The values given in Tables 5.1-1 to 5.1-6 are for single-span, simply-supported beams subject
to uniformly distributed loads (Figure 5.1). However, the information presented in these tables
may be used for beams with full lateral restraint and other loading situations using the equivalent
uniform design loads given in Table T5.1 and the following procedure:
(1)
Calculate the equivalent uniformly distributed maximum design load for moment (W*
EM)
using Table T5.1.
(2)
Based on W*
EM select a section with an adequate maximum design load (W*
L1) associated
with the design moment capacity from Tables 5.1-1 to 5.1-6.
(3)
Calculate the equivalent uniformly distributed maximum design load for shear (W*
EV) using
Table T5.1.
(4)
Check that the section selected in (2) has an adequate maximum design load (W*
L2)
associated with the design shear capacity to resist W*
EV. If not, select a new section size
which can resist W*
EV.
(5)
Check shear and bending interaction in accordance with Section 5.2.4. A check is not
necessary if V* < 0.6(qVv) or M* < 0.75(qMs).
(6)
Calculate the equivalent uniformly distributed serviceability maximum design load (W*
ES)
from Table T5.1.
(7)
Check that the section selected in (4) has an adequate maximum serviceability design
load (W*
S1) to resist W*
ES. If not, select a new section size which can resist W*
ES.
Steps (6) and (7) only work if first yield does not control. If it does, the analysis for serviceability is
invalid.
Equivalent Strength
Maximum Design Loads
Loading
Equivalent
Serviceability
Maximum
Design Load
WE*S
Moment
WE*M
Shear
WE*V
2P
P
8 abP
L2
2 Pb
L
8P
5
£ ¥ £ ¥ 3
³3 ²a ´< 4 ²a ´ µ
³ ¤L ¦ ¤L ¦ µ

at midspan
8 aP
L
2P
16P
5
£ ¥ £ ¥3
³3 ²a´< 4 ²a ´ µ
³ ¤L¦ ¤L ¦ µ

4P
3P
19 P
5
24P
5
4P
3024P
625
P
L/2
8P
5
L/2
P
for a < b
a
b
L
P
P
a
a
L
The above procedure is shown in Example 2 of Section 5.1.6.
P
L/4
P
L/4
P
L/5
L/5
P
L/4
P
L/5
P
L/5
L/4
P
L/5
AUGUST 2013
5-4
Part 5
5.1.6 Examples
1.
Beam with Uniformly Distributed Load
A simply-supported beam of 4 metres span is subjected to the following (unfactored) uniformly
distributed loads:
G (Dead Load)
= 20 kN
(total load including beam self weight)
Q (Live Load)
= 60 kN
(short term total load, Ȍs = 0.7)
The beam is continuously laterally restrained. The total deflection of the beam under
serviceability load must not exceed L/250. Select an appropriate Grade C450L0 (C450PLUS®)
RHS to resist this loading.
Solution:
(a)
Calculation of maximum design loads:
Strength Limit State
W*L
= max. [1.35G; 1.2G + 1.5Q]
=
114 kN
Serviceability Limit State
W*S
= G + 0.7Q
=
62.0 kN
Note: The above design load calculations are based on the load combinations
in AS/NZS 1170.0.
(b)
Use of the Tables:
Strength Limit State – Select a section from the Tables such that the maximum design
loads W*
L1 (based on moment capacity) and W*
L2 (based on shear capacity) are greater
than or equal to W*L. It can be seen from Table 5.1-4(2)(A) that for a 200 x 100 x 6.0 RHS
– C450PLUS® designed as AS/NZS 1163 Grade C450L0 with 4.0 m span, the maximum
design loads are:
W*L1
= 170 kN (Tabulated)
W*
L2
W*L
= min [W L*1; W L*2] (Tabulated)
(> 114 kN .... COMPLIES)
Therefore, a 200 x 100 x 6.0 RHS – Grade C450L0 (C450PLUS®) satisfies the strength
limit state. (Note: a 200 x 100 RHS in 4 and 5 mm thickness would also have sufficed
though the 6 mm thick was selected in advance of satisfying the serviceability limit
state – see below).
Serviceability Limit State – From Table 5.1-4(2)(B), it can be seen that for
a 200 x 100 x 6.0 RHS – Grade C450L0 (C450PLUS®) with 4.0 m span,
the serviceability load for a deflection limit of L/250 is:
W*S
= 64.2 kN (Tabulated)
(> 62.0 kN .... COMPLIES)
Therefore, a 200 x 100 x 6.0 RHS – Grade C450L0 (C450PLUS®), satisfies the
serviceability limit state.
2.
Beam with Central Concentrated Load
A beam which is simply-supported has a span of 4.0 metres with full lateral restraint. The beam
is subjected to nominal, central dead and short term live loads of 10 kN and 30 kN respectively.
Design a suitable RHS in Grade C450L0 (C450PLUS®) with a limit on deflection of span / 250.
Solution:
(1)
Calculate the equivalent uniformly distributed maximum design load for moment (W*
EM).
From Table T5.1, the W*
EM associated with the central load case is:
W*
= 2P
EM
=
2 x max. [1.35 x 10; 1.2 x 10 + 1.5 x 30]
=
114 kN
Note: The design load calculations in this Example are based on the load combinations in
AS/NZS 1170.0.
(2)
Based on W*
EM select a section with an adequate maximum design load (W*
L1) associated
with the design section moment capacity.
From Table 5.1-4(2)(A), a 200 x 100 x 5.0 RHS – Grade C450L0 (C450PLUS®) has
adequate maximum design load with W*
(> 114 kN required).
L1 = 145 kN
(3)
Calculate the equivalent uniformly distributed maximum design load for shear (W*
EV).
From Table T5.1, W EV
* for the central load case is:
W*
= P
EV
=
max. [1.35 x 10; 1.2 x 10 + 1.5 x 30]
=
57 kN
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-5
PART 9
Connections
Part 5
(4)
(5)
(6)
Check that the section selected in Step (2) has an adequate maximum design load (W*
L2)
based on design shear capacity.
From Table 5.1-4(2)(A), a 200 x 100 x 5.0 RHS – Grade C450L0 (C450PLUS®) has
adequate maximum design load with W*
(> 57 kN required).
L2 = 879 kN
See if a shear and bending interaction check is necessary.
W*
= 879 kN (Table 5.1-4(2)(A))
L2
qVv
= 440 kN (Table 5.2-2(2)(A) or 0.5 W*
L2)
0.6qVv = 264 kN
> 28.5 kN (= V*= W*
EV/2 from above)
Therefore no shear and bending check is necessary.
Calculate the equivalent uniformly distributed serviceability load (W*
ES).
From Table T5.1, W*
ES for the central load case is (for Ȍs = 0.7):
8P
W E*S =
5
8
=
(10 + 0.7 x 30)
5
= 49.6 kN
(7)
From Table 5.1-4(2)(B), a 200 x 100 x 5.0 RHS – Grade C450L0 (C450PLUS®) has
adequate maximum serviceability design load with W*S = 55.2 kN
(> 49.6 kN).
Adopt a 200 x 100 x 5.0 RHS – Grade C450L0 (C450PLUS®) section.
Note: For illustrative purposes, the self-weight of the beam is assumed to be included in the dead
load of this example. Nominal beam self weight - 22.1 kg/m x 4.0m = 88.4 kg 0.867 kN.
5.2
Design Section Moment and Web Capacities
5.2.1 General
For RHS and SHS, the 5.2 Table Series – i.e. Tables 5.2-1 to 5.2-4 – contain values of design
section moment capacities about the principal x- and y-axes (qMsx , qMsy) and the design shear
capacity (qVv) for shear forces acting in the principal y-axis direction (i.e. for RHS/SHS bending
about the x-axis) and in the principal x-axis direction (for RHS only). These values provide the
basic information necessary for checking shear-bending interaction. The Tables also provide
listings of the design torsional section moment capacity (qMz) for RHS and SHS.
The maximum segment length for full lateral restraint (FLR) for RHS is also listed. FLR values may
be used to ensure appropriate spacing of restraints so that the design section moment capacity
can be achieved for bending about the x-axis. The Tables also provide values of design web
bearing capacities.
Due to there being no specific CHS design provisions for web bearing in AS 4100, CHS are not
considered in the 5.2 Table series though design section capacities (e.g. qMsx, qVv and qMz)
can be found in the 8.1 and 8.2 Table series.
5.2.2 Method
5.2.2.1 Design Section Moment Capacity
The design section moment capacity (qMs) is determined from Clauses 5.1 and 5.2.1 of AS 4100 using:
qMs = qfy Ze
where
q
= 0.9 (Table 3.4 of AS 4100)
fy
Ze = effective section modulus (see Section 3.2.2.2)
For RHS, design section moment capacities are listed for bending about both principal axes.
These actions are split into two separate tables – the type (A) table for bending about the x-axis
(e.g. Table 5.2-2(1)(A) for Grade C450L0 (C450PLUS®) RHS lists qMsx) which is immediately
followed by the type (B) table for bending about the y-axis (e.g. Table 5.2-2(1)(B) for Grade
C450L0 (C450PLUS®) RHS lists qMsy). Due to SHS being doubly-symmetric, the SHS tables
(i.e. Tables 5.2-3 and 5.2-4) only consider design section moment capacities about the x-axis.
For RHS bending about the x-axis, the design member moment capacity (qMb) equals the design
section moment capacity (qMs) for members which have full restraint against flexural-torsional
buckling (see Section 5.1.3). For SHS bending about the x-axis and RHS bending about the
y-axis, flexural-torsional buckling does not normally occur so qMb equals qMs (refer section 5.1.3).
AUGUST 2013
5-6
Part 5
5.2.2.2 Segment Length for Full Lateral Restraint (FLR)
The Tables only consider RHS bending about the major principal x-axis to be susceptible to
flexural-torsional buckling. For such sections, a beam segment with full or partial restraint at
each end may be considered to have full lateral restraint if its length satisfies Clause 5.3.2.4
of AS 4100, i.e.
£ b ¥£250 ¥
f
´
´²
ry (1800 + 1500 `m) ²
´
¤bw ¦²
¤ f y ¦
where
FLR = maximum segment length for full lateral restraint
£ Iy ¥
²
´
ry
=
² A g ´ (see Tables 3.1-3 and 3.1-4)
¤
¦
The FLR values listed in the (A) series tables of Tables 5.2-1 and 5.2-2 (for RHS) are calculated
using `m = -1.0 which is the most conservative case. However, `m = -0.8 may be used for
segments with transverse loads (as in the case of the (A) series tables in Tables 5.1-3 and 5.1-4
for RHS). Alternatively, `m may be taken as the ratio of the smaller to larger end moments in the
length (L) for segments without transverse loads (positive when the segment is bent in reverse
curvature).
FLR )
5.2.2.3 Design Torsional Moment Section Capacity
The design torsional moment section capacity (qMz ) listed in the 5.2 Table series is determined in
accordance with (a) and (b) as noted below.
(a)
Although AS 4100 makes no provision for the design of members subject to torsion it is
nevertheless considered appropriate to provide torsional capacities for hollow sections in
the Tables. Hollow sections perform particularly well in torsion and their behaviour under
torsional loading is readily analysed by simple procedures. An explanation of torsional
effects is provided in Refs. [5.1, 5.2].
The general theory of torsion established by Saint-Venant is based on uniform torsion. The
theory assumes that all cross-sections rotate as a body around the centre of rotation.
(b)
When the applied torsional moment is non-uniform, such as when the torsional load
is applied midspan between rigid supports or when the free warping of the section is
restricted, then the torsional load is shared between uniform and non-uniform torsion
or warping. However, in the case of hollow sections, the contribution of non-uniform
torsion is negligible and sections can be treated as subject to uniform torsion without any
significant loss of precision in analysis.
For hollow sections, torsional actions can be considered using the following formulae:
Strength Limit State
M*z ) qMz
qMz = q0.6 fyC
where
M*z = design torsional moment
q
= 0.9 (based on shearing loads and Table 3.4 of AS 4100)
qMz = design torsional section moment capacity
fy
C
= torsional section modulus (see 3.1 Table series)
Serviceability Limit State
The angle of twist per unit length e (in radians) can be determined from the following formula:
M *z
e
=
GJ
where
G
= shear modulus of elasticity, 80 x 103 MPa
J
= torsional section constant (see 3.1 Table series).
The method for determining the constants C and J is detailed in Section 3.2.1.1.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-7
PART 9
Connections
Part 5
5.2.2.4 Design Shear Capacity of a Web
The ratio of maximum to average design shear stress in the web (f vm
* / f v*a) for bending about the
x-axis is calculated [5.3] using:
Designers must ensure that the design shear force (V *) ) qVv along the beam.
RHS and SHS generally have non-uniform shear stress distributions along their webs.
Consequently, the design shear capacity of a web (qVv) for most RHS/SHS in the Tables are
primarily determined from Clauses 5.11.3 and 5.11.4 of AS 4100 and is calculated as the lesser
of:
qVv = qVw
(Clause 5.11.4 of AS 4100)
and
qVv
=
Also, for CHS:
qVv =
Where q
=
Vw =
Vu
=
=
*
f va
*
f vm
fy
Ae
=
=
=
=
=
d
t
d1
=
=
=
2qV u
£ f *
vm
0 .9 ²
² f *
¤ va
(Clause 5.11.3 of AS 4100)
¥
´
´
¦
0.324fy Ae
0.9 (Table 3.4 of AS 4100)
0.6fy (d – 2t) 2t
Vw
for
d1
t
(Clause 5.11.4 of AS 4100)
d1
t
*
f va
=
3 2 b d 2 3b d where
d
= full depth of section
b
= full width of section
Note: For bending about the y-axis, b and d are interchanged in the calculation of the
maximum to average design web shear stress ratio. Non-uniform shear stress governs
when d / b > 0.75.
For calculating the web area, the web depth has been taken as d – 2t (or b – 2t when appropriate)
for RHS/SHS and 0.6 times the gross cross-section area (0.6 Ag) for CHS.
5.2.2.5 Design Web Bearing Capacities
Designers must ensure that the design bearing force (R *) )qRb at all locations along a beam
where bearing forces are present.
£ f y ¥
²
²250 ´
´ ) 82 and applies for all ATM RHS/SHS in the Tables
¤
¦
£ f ¥
y
²
²250 ´
´ 82 and _v is evaluated from Clause 5.11.5 of AS 4100
¤
¦
average design shear stress in the web
maximum design shear stress in the web
yield stress used in design
effective sectional area of CHS in shear
Ag (i.e. gross cross-section of CHS provided there are no holes larger than those
required for fasteners, or that the net area is greater than 0.9 times the gross area)
full depth of section
thickness of section
d – 2t
_vVw for
*
f vm
The design bearing capacity (qRb) is calculated in accordance with Clause 5.13 of AS 4100 and
taken as the lesser of:
qRby = q2_p bbtfy
and
qRbb = q2_c bbtfy
where
q
= 0.9 (Table 3.4 of AS 4100)
qRby = design web bearing yield capacity (Clause 5.13.3 of AS 4100)
qRbb = design web bearing buckling capacity (Clause 5.13.4 of AS 4100)
t
= thickness of section
fy
AUGUST 2013
5-8
Part 5
For interior bearing such that bd * 1.5 d5 (see Figure 5.2(b))
bb = bs + 5rext + d5
bs = actual length of bearing (see Figure 5.2(b))
d5 = flat width of web (see Figure 5.2(a))
rext = outside corner radius (see Section 3.2.1.2)

£
¥
k
0.5 ³
0.25 µ
1 1 < _ 2pm ²
1
s < 1 < _ 2pm 2 ´
_p =
²
´
k s ³
k v ¦µ
¤ k v

(a)
_pm =
ks
=
kv
=
_c
=
rext
b
d
d5 = d - 2rext
(a) Section
1 0.5
ks
kv
2r ext
<1
t
d5
t
bd
rext
1
member slenderness reduction factor determined from Clause 5.13.4
of AS 4100. This is equal to the design axial compression capacity of
a member with area twbb with _b = 0.5, kf = 1.0 and slenderness ratio,
Le /r = 3.5d5 / t.
bs
2.5
1
1
bbw
d5
2
rext
bbw
bbf
bb = bbf + 2bbw
bbf = bs + 5rext
bbw = d5
2
bb
(b) Interior Force
rext
bs
2.5
1
1
d5
2
1
bbw
bbf
bb = bbf + bbw
bbf = bs + 2.5rext
bbw = d5
2
bb
(c) End Force
Figure 5.2: Dispersion of force through flange, radius and web of RHS/SHS
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-9
PART 9
Connections
Part 5
(b)
5.2.3 Example – Web Bearing
For end bearing such that bd < 1.5d5 (see Figure 5.2(c))
d
bb = bs 2.5r ext 5
2
_p
=
2
2 ks < k s
member slenderness reduction factor determined from Clause 5.13.4
of AS 4100. This is equal to the design axial compression capacity of a
member with area tw bb with _b = 0.5, kf = 1.0 and slenderness ratio,
Le /r = 3.8d5 / t.
Tables 5.2-1 to 5.2-4 list values qRby and qRbb in terms of qRby/bb and qRbb/bb respectively
for RHS/SHS. In both the interior and end bearing cases, the critical web bearing failure mode
(i.e. web bearing yield design capacity or web bearing buckling design capacity) is shown in
bold. Additionally, the terms 5rext (=2 x 2.5rext for interior bearing), 2.5rext (for end bearing), bbw
(see Figures 5.2 (b) and (c)) and Le /r are also listed in these tables. For the same section range,
the RHS listings in this table series consider shear and bearing forces for flexure about the
x-axis (the (A) series tables) which is then immediately followed by the (B) series tables
for flexure about the y-axis.
_c
=
For an interior bearing location, a 150 x 100 x 4.0 RHS – Grade C450L0 (C450PLUS®) section
has a central design concentrated force of 150 kN bearing over the full width of the RHS for a
length of 100 mm along the RHS (see Figure 5.3). Check the bearing capacity of the beam
which is bending about the x-axis.
R*
rext
1
bs
2.5
1
1
bbf
bbw
bbw
bb
Figure 5.3: Web bearing design example
Design Data:
Design bearing force
Design shear force
Stiff bearing length
From Table 5.2-2(2)(A)
From Table 5.2-2(2)(A)
R*
V*
bs
5rext
bbw
=
=
=
=
=
150 kN
75 kN
100 mm
50.0 mm
65.0 mm
Solution:
(1)
Check shear capacity
V* = 75 kN
(assuming R* provides the total shearing action)
qVv = 267 kN (Table 5.2-2(2)(A))
> V* O.K.
AUGUST 2013
5-10
Part 5
(2)
5.2.4 Shear and Bending Interaction
5.2.4.1 Method
Check bearing capacity
Bearing length at the edge of the corner radius
bbf = bs + 5rext
= 100 + 50.0
= 150 mm
Bearing length at the centre of the web
bb = bbf + 2bbw
= 150 + (2 x 65.0)
= 280 mm
From Table 5.2-2(2)(A):
(a) Design web yield capacity
qRby
= 0.828 kN/mm
bb
(b) Design web buckling capacity
qRbb
= 0.860 kN/mm
bb
The design web shear capacity determined in Section 5.2.2.4 may be significantly reduced
when the section is subject to a large design bending moment at the same location. The reduced
design shear capacity (qVvm) is determined in accordance with Clause 5.12.3 of AS 4100 as:
qVvm = qVv
for M* ) 0.75qMs

£
¥
1 .6 M* ´³
for 0.75 qMs < M* ) qMs
or
= qVv ³2.2 < ²
² q M ´³
³
s ¦
¤

where
qVv = design web shear capacity
(see Sections 5.2.1 and 5.2.2.4)
M* = design bending moment
qMs = design section moment capacity
Designers must ensure that V* )qVvm.
Note: If V* ) 0.6(qVv) or if M* ) 0.75(qMs) then no check on the interaction of shear and
bending is necessary.
5.2.4.2 Example
web yielding will govern (as it is the bold entry in the table).
Design web bearing capacity (qRb)
qRb = qRby
= 0.828 x 280
= 232 kN
> R*
the 150 x 100 x 4.0 RHS – Grade C450L0 (C450PLUS®) is satisfactory.
An example of a check on shear and bending interaction is given in Section 5.3.6.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-11
PART 9
Connections
Part 5
5.2.5 Bending and Bearing Interaction
5.2.5.1 Method
5.2.5.2 Example
The design web bearing capacity determined in Section 5.2.2.5 of the Tables may be significantly
reduced when the section is subject to a large bending moment at the same location. The effect
of this interaction of bending and bearing force in RHS and SHS is considered in AS 4100.
The bending and bearing interaction is dependent on the ratio of bearing length to the width
of bearing (bs /b) and web slenderness (d1/t). Clause 5.13.5 of AS 4100 considers the following
interaction to apply to RHS and SHS:
or
£
¥ £
¥
R* ´ ² M* ´
1.2 ²
²qR ´ ² q M ´) 1.5
s ¦
¤ b ¦ ¤
£ * ¥ £ * ¥
R ´ ² M ´
0.8 ²
² qR ´
²q M ´) 1.0
s ¦
¤ b ¦ ¤
for
d
bs
* 1.0 and 1 ) 30
b
t
Assuming a design bending moment of 15.0 kNm is present at the bearing load shown in the example
of Section 5.2.3, check the adequacy of the beam under the interaction of bending and bearing.
Design Data:
Design bearing force
R* = 150 kN
(Section 5.2.3)
Design web bearing capacity
qRb = 232 kN
(Section 5.2.3)
Design bending moment
M* = 15.0 kNm
Design section moment capacity
qMs = 37.8 kNm
(Table 5.2-2(2)(A))
Stiff bearing length
bs = 100 mm
(Section 5.2.3)
Web slenderness
d1/t = 35.5
(Table 3.1-4(2) or = (d – 2t)/t)
Solution:
bs
otherwise
and
where
bs = stiff bearing length (see Figure 5.2)
b
= width of section
d1 = clear depth between flanges
t
= thickness of section
R* = maximum design bearing force
q
= capacity factor = 0.9 (Table 3.4 of AS 4100)
qRb = design web bearing capacity
(see Section 5.2.2.5)
M* = maximum design bending moment
qMs = design section moment capacity
Note: These formulae only apply to bearing across the full width of section.
b
d1
t
=
=
100
100
* 1.0
35.5 > 30
the interaction equation is
£
¥ £
¥
R * ´ ² M * ´
0.8 ²
) 1.0
²qR ´ ²qM ´
¤ b ¦ ¤ s ¦
£150 ¥ £15.0 ¥
´
´
²
´
²
´ = 0.914
¤232¦ ¤37.8 ¦
) 1.0
the 150 x 100 x 4.0 RHS – Grade C450L0 (C450PLUS®) is satisfactory.
Substituting values
0.8 ²
²
AUGUST 2013
5-12
Part 5
5.3
Design Moment Capacities for Members
Without Full Lateral Restraint
5.3.1 General
=
Values of design member moment capacity (qMb) are given in Tables 5.3-1 and 5.3-2 for various
values of effective length (Le) based on the uniform moment case (_m = 1.0) for RHS bending about
the x-axis without full lateral restraint. The design section moment capacity (qMsx – see Section
5.2.2.1) is also listed to allow easy calculation of qMb for other moment distributions, as well as the
design shear capacity (qVv – see Section 5.2.2.4) for checking the interaction of shear force and
bending. Additionally, the segment length for full lateral restraint (FLR) is also listed in these Tables.
CHS and SHS are not included in these tables as they are generally not susceptible to
flexural-torsional buckling. For these sections, the design member moment capacity (qMb) always
equals the design section moment capacity (qMs) except for the extreme case when the load acts far
above the shear centre (Clause 5.6.1.4 of the Commentary to AS 4100 – Ref.[5.1]). Values of qMs
(and qVv) are given in Tables 8-1 to 8-2 for CHS and Tables 5.2-3 and 5.2-4 and/or Tables 8-5 and
8-6 for SHS.
5.3.2 Design Member Moment Capacity
Designers must ensure that the design bending moment (M*) ) qMb for all beam segments.
The tabulated values of design member moment capacity (qMb) are determined in accordance
with Clause 5.6.1.4 of AS 4100 as:
qMb = q_m_sMs ) qMs
where
q
= 0.9
(Table 3.4 of AS 4100)
_m = moment modification factor
(Clause 5.6.1.1 of AS 4100)
= 1.0 (Assumed for all entries in the 5.3 series tables
based on the uniform bending moment case)
_s = slenderness reduction modification factor
(Clause 5.6.1.1 of AS 4100)
¨
¬
¥2 £
¥«
« £
(Equation 5.6.1.1(2) of AS 4100)
= 0.6 © ³² Ms ´ 3 µ < ² M s ´
µ
³
Moa ¦«
¤
« ¤ Moa ¦

ª
®
Moa = Mo – the reference buckling moment (Clause 5.6.1.1(a)(iv)(A) of AS 4100)
Le
=
£ 2
¥
(equation 5.6.1.1(3) of AS 4100 with Iw = 0 as
²/ EI y ´GJ
² L2 by
´ Clause 5.6.1.4 of AS 4100)
required
¤ e ¦
effective length of beam segment.
5.3.3 Beam Effective Length
The value of qMb depends on the effective length (Le) of the flexural member. Le is determined by:
Le
= kt kl kr L
(Clause 5.6.3 of AS 4100)
where
kt
= twist restraint factor
(Table 5.6.3(1) of AS 4100)
kl
= load height factor
(Table 5.6.3(2) of AS 4100)
= lateral rotation restraint factor
(Table 5.6.3(3) of AS 4100)
kr
L
= length of segment
Ref. [5.4] provides guidance on the restraint conditions on flexural members provided by many
common structural steelwork connections. Additionally, Ref. [5.5] considers further guidance on
unbraced cantilevers.
5.3.4 Other Loading and Restraint Conditions
The design member moment capacities presented in the 5.3 series tables can be used for
other loading conditions. For these situations the effective length (Le) corresponding to the actual
length and restraint conditions must be assessed and the appropriate value of _m determined in
accordance with Clause 5.6.1.1(a) of AS 4100. The design member moment capacity can then
be determined as the lesser of:
qMsx = qfy Zex
and
qMb = q_m _s fy Zex
where
q
= 0.9
(Table 3.4 of AS 4100)
qMb = _m times the value of qMb (= q_s fy Zex) given in the 5.3 series tables.
The 5.3 series tables are based on the most critical moment distribution – i.e. uniform moment
over the entire beam segment (_m = 1.0). For other values of _m, designers should use the
lesser of qMsx and _m (qMb) where qMb is the value given in the appropriate Table for the same
effective length.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-13
PART 9
Connections
Part 5
5.3.5 Segment Length for Full Lateral Restraint (FLR)
Section 5.2.2.2 provides information for the calculation of FLR for RHS. The tabulated values of FLR in
the 5.3 series tables are based on the conservative value of `m = -1.0. Higher values of FLR may be
obtained if transverse loads are present on the beam segment or if the end moments of the beam
segment cause other than uniform bending moment – Clause 5.3.2.4 of AS 4100 should be consulted
in these situations.
5.3.6 Examples
1.
Beam with Restraint at Load Points and Ends
A simply supported beam as shown in Figure 5.4 has two concentrated loads applied to the top
flange. Full lateral restraint is provided at the load points and the supports. The calculated design
load at each point is 60 kN and includes an allowance for self weight. What thickness 200 x 100 RHS
– Grade C450L0 (C450PLUS®) is required to support these loads for the strength limit state?
60 kN
60 kN
Segment 1
Segment 2
Segment 3
1.0m
2.5m
1.0m
0
60 kNm
Figure 5.4: Beam and loading configuration for Example 1
Design Data:
Design shear force
M*
V*
=
=
Choose a 200 x 100 x 5.0 RHS – Grade C450L0 (C450PLUS®) with:
qMb = 72.6 kNm > M*
and
qVv = 440 kN
> V*
(Note also 0.6qVv * V* and no shear – bending
interaction check is required. See Section 5.2.4.)
It should also be noted that when looking at Table 5.3-2(2) from the “bottom-up” for the entries of
qMb > 60.0 kN in the Le = 2.0 m column, the 150 x 100 RHS with 8.0, 9.0 and 10.0 mm thickness
in C450PLUS® initially satisfy this inequality. However, the 200 x 100 x 5.0 RHS in C450PLUS® was
selected as it satisfies the above inequality and is lower in mass (by at least 20%) and has greater
stiffness (by at least 24%) than the above listed 150 x 100 RHS.
In terms of design member moment capacity, beam segments 1 and 3 do not have to be
checked because they have the same design bending moment (i.e. the maximum segment
moment) and end restraints but a shorter effective length when compared with the middle
segment. Additionally, the bending moment distribution is less adverse in the end segments
(with _m = 1.75 as noted in Table 5.6.1 of AS 4100). As the end segments have a smaller effective
length and larger moment modification factor, the design member moment capacity of these
segments cannot be less than that of the central (critical) segment.
4.5m
Bending
Moment
Diagram
=
0.7
(Table 5.6.3(3) of AS 4100)
kr
Le =
k t kl kr L
= 1.0 x 1.0 x 0.7 x 2.5
= 1.75 m

2.0 m (say, for this example)
As a uniform bending moment is applied to beam segment 2, then _m = 1.0 (Table 5.6.1 of
AS 4100). Thus the required section can be read directly from Table 5.3-2(2) for a uniform design
bending moment of 60 kNm on segment 2 with an effective length (Le) of 2.0 m.
Lateral rotation restraint factor
Effective length
60 kNm
60 kN
Solution – Moment and shear:
For beam segment 2: the critical segment by inspection and using Clause 5.3.3 of AS 4100
End restraint condition
=
FF (i.e. fully restrained at both ends of the segment)
Twist restraint factor
kt
=
1.0
(Table 5.6.3(1) of AS 4100)
Load height factor
kl
=
1.0
(Table 5.6.3(2) of AS 4100)
This example specifically illustrates the use of the Tables for bending moment and shear design
of unrestrained RHS beam sections possibly subject to flexural-torsional buckling (CHS and SHS
do not generally experience this instability). However, due to the length, bending moment and
restraint conditions, beam segment 2 has full lateral restraint (see Note 4 in Table 5.3-2(2)). The
next example considers the above case but without full lateral restraint at the load points (making
the RHS subject to flexural-torsional buckling). In all such situations, designers should also
undertake checks on bearing (Section 5.2.2.5) and bending-bearing interaction (Section 5.2.5) for
the strength limit state and deflections (Sections 5.1 and 5.4) for the serviceability limit state.
AUGUST 2013
5-14
Part 5
2.
Beam with Restraints at Ends Only
Consider the simply supported beam in Example 1 above, check the beam assuming that full
lateral restraint is not provided at the load points.
Design Data:
M*
= 60 kNm
Design shear force
V*
= 60 kN
Solution – Moment and shear:
For entire beam:
End restraint condition
Twist restraint factor
Load height factor
FF (i.e. fully restrained at both ends of the segment)
1.0
(Table 5.6.3(1) of AS 4100)
1.4
(Table 5.6.3(2) of AS 4100 with
top flange loading within segment)
Lateral rotation restraint factor
kr
= 1.0
(Table 5.6.3(3) of AS 4100)
Effective length
Le
= kt kl kr L
= 1.0 x 1.4 x 1.0 x 4.5
= 6.3 m
Moment modification factor
_m
= 1.07
(Second listing in Table 5.6.1 of AS 4100)
To satisfy the strength limit state M*
)
qMb
= q_m _s Msx ()qMsx)
This can be rewritten as
M*/_m = 60/1.07 = 56.1 kNm
) q(1.0)_s Msx
The right hand side of the last inequality is the value of qMb (based on _m = 1.0) that is found in
Table 5.3-2(2).
To design this beam from these Tables
M*/_m = 56.1 kNm < qMb
(listed in Table 5.3-2(2))
Therefore the appropriate section can then be read directly from the table using the adjusted
design bending moment of M*/_m.
From Table 5.3-2(2), a 200 x 100 x 5.0 RHS – Grade C450L0 (C450PLUS®) has:
qMb
= 68.6 kNm (for Le = 6.3 m and _m = 1.0 by linear
interpolation)
> M*/_m
(= 56.1 kNm)
kt
kl
=
=
=
Alternatively, the listed value of qMb from Table 5.3-2(2) may be multiplied by _m (=1.07) and
limited if necessary to qMsx. The resulting value then should be greater than or equal to M*.
Hence, in terms of design member moment capacity, the 5.0 mm thick section is adequate –
that is the same as in Example 1. The reason for this is due to the effect of the (more favourable)
non-uniform moment distribution offsetting the negative effects of increased effective length.
(An analysis of the effect of increasing effective length on RHS design member moment capacity
sees the level of moment capacity reduction being only gradual).
Additionally, from Table 5.3-2(2), for the 200 x 100 x 5.0 RHS – Grade C450L0 (C450PLUS®) section:
qVv
= 440 kN
> V* (Note also 0.6qVv * V*
and no shear – bending
interaction check is required.
See Section 5.2.4.)
This example specifically illustrates the use of the Tables for bending moment and shear design
of unrestrained RHS beam sections subject to flexural-torsional buckling (CHS and SHS do not
generally experience this instability). In such situations, designers should also undertake checks
on bearing (Section 5.2.2.5) and bending-bearing interaction (Section 5.2.5) for the strength limit
state and deflections (Sections 5.1 and 5.4) for the serviceability limit state.
5.4
Calculation of Beam Deﬂections
Some methods for calculating the elastic deflection of a beam include:
(i)
integration of M/EI diagram
(ii)
moment area
(iii)
slope deflection
(iv)
published solutions for particular cases
(v)
approximate or numerical methods (e.g. finite elements).
Table T5.2 gives the more commonly used beam deflection formulae. Due to the large range of
loading configurations and support conditions considered for beams in design, a comprehensive
set of beam deflection formulae is provided in Ref. [5.6].
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-15
PART 9
Connections
Part 5
Table T5.2: Beam Deflection Formulae
Simple supported beams
(UDL)
W
5 WL 3
6
384 EI
L
2W/L
L
L/2
W
a
L-a
6
L
k
1 WL 3
384 EI
6
1.4 WL 3
384 EI
6
1 WL 3
192 EI
W
L/2
WL 3 3a £a¥3
6
³ < 4 ² ´ µ
48EI ³
¤L¦ µ
L

6
6
2W/L
1 WL 3
48 EI
each force W/(n-1)
n spaces of L/n
L
1 WL 3
6
60 EI
W
L/2
Built in beams
W
(UDL)
L/2
each force W/(n-1)
n spaces of L/n
6
Cantilevers
W
(UDL)
L
6
1 WL 3
8 EI
6
1 WL 3
15 EI
6
Wa 3 1 3 b
µ
³1 EI 3 2 a
2W/L
L
W
a
b
L
Where:
6 = maximum deflection
W = total load on beam
L = span of beam
E = Young's modulus of elasticity
l = second moment of area of cross-section
WL 3
k
192 n < 1 EI
WL 3
192 n < 1 EI
1 1 £
1 ¥
´µ
n odd, k ³n < µ ³3 < ²1 <
³ 2 ¤ n 2 ¦µ
n

1 1 £
1 ¥
´µ
n odd, k ³n < µ ³1 < ²1 <
2
n ³
2 ¤ n ¦µ

1 £
4 ¥
´µ
n even, k n ³3 < ²1 2
³
2 ¤ n ¦µ

1 £ 4 ¥
£
´µ= n < ³2 ²n <
n even, k ³3 < ²1 2
³ ¤
³

2 ¤ n ¦µ

1 ¥
´µ
n ¦µ

AUGUST 2013
5-16
Part 5
5.5
References
[5.1]
(Supplement to AS 4100 –1998), Standards Australia, 1999.
Trahair, N.S. and Bradford, M.A., “The Behaviour and Design of Steel Structures
to AS 4100”, third edition – Australian, E & FN Spon, 1998.
Bridge, R.Q. and Trahair, N.S., “Thin-Walled Beams”, Steel Construction,
Vol. 15, No. 1, Australian Institute of Steel Construction, 1981 (Note: AISC is now
ASI – the Australian Steel Institute).
Trahair, N.S., Hogan, T.J. and Syam, A.A., “Design of Unbraced Beams”, Steel
Construction, Vol. 27, No. 1, Australian Institute of Steel Construction, March 1993
(Note: AISC is now ASI – the Australian Steel Institute).
Trahair, N.S., “Design of Unbraced Cantilevers”, Steel Construction, Vol. 27, No. 3,
Australian Institute of Steel Construction, September 1993 (Note: AISC is now ASI
– the Australian Steel Institute).
Syam, A.A., “Beam Formulae”, Steel Construction, Vol. 26, No. 1, Australian Institute of
Steel Construction, March 1992 (Note: AISC is now ASI – the Australian Steel Institute).
[5.2]
[5.3]
[5.4]
[5.5]
[5.6]
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-17
PART 9
Connections
TABLE 5.1-1(A)
1
CHS
2
C250L0
3
Finish
STRENGTH LIMIT STATE MAXIMUM DESIGN LOADS
FOR SIMPLY SUPPORTED BEAMS WITH FULL LATERAL RESTRAINT
bending about any axis
Designation
do
mm
mm
165.1
x
139.7
x
114.3
x
101.6
x
88.9
x
76.1
x
60.3
x
48.3
x
42.4
x
33.7
x
26.9
x
5.4
5.0
5.4
5.0
5.4
4.5
5.0
4.0
5.9
5.0
4.0
5.9
4.5
3.6
5.4
4.5
3.6
4.0
3.2
4.0
3.2
4.0
3.2
4.0
3.2
2.6
W*
L1 (kN)
Span of Beam (L) in metres
Mass
per m
t
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
L
W*
L2
kg/m
0. 5
1.0
1.5
2 .0
2.5
3 .0
3. 5
4.0
4.5
5 .0
6 .0
7.0
8 .0
9.0
kN
21.3
19.7
17.9
16.6
14.5
12.2
11.9
9.63
12.1
10.3
8.38
10.2
7.95
6.44
7.31
6.19
5.03
4.37
3.56
3.79
3.09
2.93
2.41
2.26
1.87
1.56
496
462
351
327
231
195
168
137
147
127
104
105
83.2
68.2
58.8
50.6
41.7
28.3
23.5
21.3
17.7
12.8
10.8
7.63
6.51
5.55
248
231
175
163
115
97.7
84.1
68.6
73.3
63.4
51.9
52.5
41.6
34.1
29.4
25.3
20.9
14.2
11.7
10.7
8.87
6.39
5.38
3.81
3.25
2.77
165
154
117
109
76.9
65.1
56.0
45.7
48.9
42.3
34.6
35.0
27.7
22.7
19.6
16.9
13.9
9.45
7.82
7.10
5.91
4.26
3.59
2.54
2.17
1.85
124
115
87.7
81.7
57.7
48.9
42.0
34.3
36.6
31.7
26.0
26.2
20.8
17.0
14.7
12.6
10.4
7.08
5.87
5.33
4.44
3.19
2.69
1.91
1.63
1.39
99.2
92.3
70.2
65.3
46.1
39.1
33.6
27.4
29.3
25.4
20.8
21.0
16.6
13.6
11.8
10.1
8.34
5.67
4.69
4.26
3.55
2.56
2.15
1.53
1.30
1.11
82.7
76.9
58.5
54.5
38.5
32.6
28.0
22.9
24.4
21.1
17.3
17.5
13.9
11.4
9.80
8.43
6.95
4.72
3.91
3.55
2.96
2.13
1.79
1.27
1.08
0.925
70.9
65.9
50.1
46.7
33.0
27.9
24.0
19.6
20.9
18.1
14.8
15.0
11.9
9.74
8.40
7.22
5.96
4.05
3.35
3.04
2.53
1.83
1.54
1.09
0.930
0.793
62.0
57.7
43.9
40.8
28.8
24.4
21.0
17.2
18.3
15.9
13.0
13.1
10.4
8.52
7.35
6.32
5.22
3.54
2.93
2.66
2.22
1.60
1.34
0.954
0.814
0.694
55.1
51.3
39.0
36.3
25.6
21.7
18.7
15.2
16.3
14.1
11.5
11.7
9.24
7.58
6.53
5.62
4.64
3.15
2.61
2.37
1.97
1.42
1.20
0.848
0.723
0.616
49.6
46.2
35.1
32.7
23.1
19.5
16.8
13.7
14.7
12.7
10.4
10.5
8.32
6.82
5.88
5.06
4.17
2.83
2.35
2.13
1.77
1.28
1.08
0.763
0.651
0.555
41.3
38.5
29.2
27.2
19.2
16.3
14.0
11.4
12.2
10.6
8.66
8.74
6.93
5.68
4.90
4.21
3.48
2.36
1.96
1.78
1.48
1.06
0.896
0.636
0.542
0.462
35.4
33.0
25.1
23.3
16.5
14.0
12.0
9.80
10.5
9.06
7.42
7.49
5.94
4.87
4.20
3.61
2.98
2.02
1.68
1.52
1.27
0.913
0.768
0.545
0.465
0.396
31.0
28.8
21.9
20.4
14.4
12.2
10.5
8.58
9.16
7.93
6.49
6.56
5.20
4.26
3.67
3.16
2.61
1.77
1.47
1.33
1.11
0.799
0.672
0.477
0.407
0.347
27.6
25.6
19.5
18.2
12.8
10.9
9.34
7.62
8.14
7.05
5.77
5.83
4.62
3.79
3.27
2.81
2.32
1.57
1.30
1.18
0.986
0.710
0.598
0.424
0.362
0.308
439
407
369
343
299
251
246
199
249
213
173
211
164
133
151
128
104
90.2
73.4
78.2
63.8
60.5
49.7
46.6
38.6
32.2
Notes:
2. W*
= Maximum Design Load based on
L1
Design Moment Capacity.
3. W*
L2
Design Shear Capacity.
4. Maximum Design Load W*L is LESSER of W*
and W*
.
L1
L2
AUGUST 2013
5-18
TABLE 5.1-1(B)
1
CHS
2
C250L0
3
Finish
SERVICEABILITY LIMIT STATE MAXIMUM DESIGN LOADS
FOR SIMPLY SUPPORTED BEAMS
Designation
mm
mm
165.1
x
139.7
x
114.3
x
101.6
x
88.9
x
76.1
x
60.3
x
48.3
x
42.4
x
33.7
x
26.9
x
5.4
5.0
5.4
5.0
5.4
4.5
5.0
4.0
5.9
5.0
4.0
5.9
4.5
3.6
5.4
4.5
3.6
4.0
3.2
4.0
3.2
4.0
3.2
4.0
3.2
2.6
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
L
W*S (kN)
Mass
per m
t
do
kg/m
0. 5
1.0
1.5
2 .0
2.5
3 .0
3. 5
4.0
4.5
5.0
6 .0
7.0
8 .0
9.0
21.3
19.7
17.9
16.6
14.5
12.2
11.9
9.63
12.1
10.3
8.38
10.2
7.95
6.44
7.31
6.19
5.03
4.37
3.56
3.79
3.09
2.93
2.41
2.26
1.87
1.56
419
391
295
275
192
164
140
115
120
105
86.7
84.9
68.5
56.8
47.0
41.0
34.3
22.8
19.2
17.0
14.4
9.95
8.56
4.78
4.19
3.64
209
195
147
138
96.1
82.0
69.9
57.6
59.9
52.4
43.3
42.4
34.2
28.4
21.8
19.0
15.9
8.46
7.12
5.52
4.68
2.57
2.21
1.19
1.05
0.910
140
130
98.2
91.7
64.1
54.7
46.6
38.4
36.4
31.8
26.3
22.0
17.8
14.7
9.67
8.44
7.07
3.76
3.16
2.46
2.08
1.14
0.984
0.531
0.465
0.405
105
97.7
73.7
68.8
42.2
36.0
27.3
22.5
20.5
17.9
14.8
12.4
10.0
8.30
5.44
4.75
3.97
2.11
1.78
1.38
1.17
0.644
0.554
0.299
0.262
0.228
83.8
78.2
50.6
47.2
27.0
23.0
17.4
14.4
13.1
11.4
9.47
7.94
6.40
5.31
3.48
3.04
2.54
1.35
1.14
0.884
0.749
0.412
0.354
0.191
0.167
0.146
59.0
55.1
35.1
32.8
18.7
16.0
12.1
9.99
9.09
7.94
6.58
5.51
4.45
3.69
2.42
2.11
1.77
0.940
0.791
0.614
0.520
0.286
0.246
0.133
0.116
0.101
43.4
40.5
25.8
24.1
13.8
11.8
8.90
7.34
6.68
5.84
4.83
4.05
3.27
2.71
1.78
1.55
1.30
0.691
0.581
0.451
0.382
0.210
0.181
0.0975
0.0854
0.0743
33.2
31.0
19.8
18.5
10.5
9.00
6.81
5.62
5.11
4.47
3.70
3.10
2.50
2.07
1.36
1.19
0.994
0.529
0.445
0.345
0.293
0.161
0.138
0.0746
0.0654
0.0569
26.2
24.5
15.6
14.6
8.33
7.11
5.38
4.44
4.04
3.53
2.92
2.45
1.98
1.64
1.07
0.938
0.785
0.418
0.352
0.273
0.231
0.127
0.109
0.0590
0.0517
0.0450
21.3
19.8
12.6
11.8
6.75
5.76
4.36
3.60
3.27
2.86
2.37
1.98
1.60
1.33
0.871
0.759
0.636
0.338
0.285
0.221
0.187
0.103
0.0886
0.0478
0.0419
0.0364
14.8
13.8
8.78
8.20
4.69
4.00
3.03
2.50
2.27
1.99
1.64
1.38
1.11
0.922
0.605
0.527
0.442
0.235
0.198
0.153
0.130
0.0715
0.0615
0.0332
0.0291
0.0253
10.8
10.1
6.45
6.03
3.44
2.94
2.23
1.83
1.67
1.46
1.21
1.01
0.817
0.677
0.444
0.387
0.324
0.173
0.145
0.113
0.0955
0.0525
0.0452
0.0244
0.0214
8.30
7.74
4.94
4.61
2.64
2.25
1.70
1.40
1.28
1.12
0.925
0.775
0.625
0.518
0.340
0.297
0.248
0.132
0.111
0.0863
0.0732
0.0402
0.0346
6.56
6.12
3.90
3.64
2.08
1.78
1.35
1.11
1.01
0.883
0.731
0.612
0.494
0.410
0.269
0.234
0.196
0.104
0.0879
0.0682
0.0578
0.0318
0.0273
Notes:
2. W*S = Maximum Serviceability Design Load based
on Deflection Limit of SPAN / 250 or First Yield.
3. Red shading indicates serviceability loads governed
by yielding.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-19
PART 9
Connections
TABLE 5.1-2(1)(A)
1
CHS
2
C350L0
3
Finish
Designation
do
mm
mm
508.0 x
457.0
x
406.4 x
355.6 x
323.9 x
273.1
x
219.1
x
168.3 x
12.7
9.5
6.4
12.7
9.5
6.4
12.7
9.5
6.4
12.7
9.5
6.4
12.7
9.5
6.4
12.7
9.3
6.4
4.8
8.2
6.4
4.8
7.1
6.4
4.8
W*
L1 (kN)
Mass
per m
t
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
L
W*
L2
kg/m
1.0
2 .0
3 .0
4.0
5.0
6 .0
7.0
8 .0
9.0
10.0
11.0
12.0
13.0
14.0
kN
155
117
79.2
139
105
71.1
123
93.0
63.1
107
81.1
55.1
97.5
73.7
50.1
81.6
60.5
42.1
31.8
42.6
33.6
25.4
28.2
25.6
19.4
7700
5470
3260
6310
4520
2750
4960
3650
2260
3760
2850
1790
3100
2370
1510
2170
1630
1110
787
920
730
530
465
423
323
3850
2730
1630
3160
2260
1370
2480
1820
1130
1880
1420
894
1550
1180
757
1090
816
555
393
460
365
265
233
211
162
2570
1820
1090
2100
1510
916
1650
1220
752
1250
948
596
1030
789
505
724
544
370
262
307
243
177
155
141
108
1920
1370
816
1580
1130
687
1240
912
564
941
711
447
775
592
379
543
408
278
197
230
182
133
116
106
80.9
1540
1090
653
1260
904
550
992
730
451
753
569
358
620
473
303
434
326
222
157
184
146
106
93.0
84.6
64.7
1280
911
544
1050
753
458
827
608
376
627
474
298
517
395
252
362
272
185
131
153
122
88.3
77.5
70.5
53.9
1100
781
466
902
646
393
709
521
322
538
406
255
443
338
216
310
233
159
112
131
104
75.7
66.5
60.4
46.2
962
683
408
789
565
343
620
456
282
471
356
224
388
296
189
271
204
139
98.3
115
91.2
66.3
58.2
52.9
40.4
855
607
363
701
502
305
551
405
251
418
316
199
345
263
168
241
181
123
87.4
102
81.1
58.9
51.7
47.0
35.9
770
547
326
631
452
275
496
365
226
376
285
179
310
237
151
217
163
111
78.7
92.0
73.0
53.0
46.5
42.3
32.3
700
497
297
574
411
250
451
332
205
342
259
163
282
215
138
197
148
101
71.5
83.6
66.4
48.2
42.3
38.5
29.4
641
455
272
526
377
229
414
304
188
314
237
149
258
197
126
181
136
92.5
65.6
76.6
60.8
44.2
38.8
35.2
27.0
592
420
251
485
348
211
382
281
173
290
219
138
239
182
117
167
126
85.4
60.5
70.7
56.1
40.8
35.8
32.5
24.9
550
390
233
451
323
196
354
261
161
269
203
128
222
169
108
155
117
79.3
56.2
65.7
52.1
37.9
33.2
30.2
23.1
4480
3370
2290
4020
3030
2050
3560
2690
1820
3100
2340
1590
2820
2130
1450
2360
1750
1220
918
1230
970
733
815
738
559
Notes:
2. W*
L1
3. W*
L2
and W*
.
L1
L2
AUGUST 2013
5-20
TABLE 5.1-2(1)(B)
1
CHS
2
C350L0
3
Finish
Designation
mm
mm
508.0 x
457.0
x
406.4 x
355.6 x
323.9 x
273.1
x
219.1
x
168.3 x
12.7
9.5
6.4
12.7
9.5
6.4
12.7
9.5
6.4
12.7
9.5
6.4
12.7
9.5
6.4
12.7
9.3
6.4
4.8
8.2
6.4
4.8
7.1
6.4
4.8
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
L
W*S (kN)
Mass
per m
t
do
kg/m
1.0
2 .0
3 .0
4.0
5.0
6 .0
7.0
8 .0
9.0
10.0
11.0
12.0
13.0
14.0
155
117
79.2
139
105
71.1
123
93.0
63.1
107
81.1
55.1
97.5
73.7
50.1
81.6
60.5
42.1
31.8
42.6
33.6
25.4
28.2
25.6
19.4
6680
5100
3500
5360
4100
2820
4200
3220
2220
3170
2440
1690
2600
2010
1390
1810
1380
978
747
773
619
474
389
355
274
3340
2550
1750
2680
2050
1410
2100
1610
1110
1590
1220
843
1300
1000
696
905
688
489
373
387
309
237
180
164
127
2230
1700
1170
1790
1370
939
1400
1070
739
1060
812
562
868
669
464
603
458
326
249
207
165
127
79.9
72.9
56.3
1670
1270
874
1340
1020
705
1050
804
554
773
594
411
578
446
309
339
258
183
140
116
93.0
71.3
44.9
41.0
31.7
1340
1020
699
1070
820
564
749
574
395
495
380
263
370
285
198
217
165
117
89.5
74.3
59.5
45.6
28.8
26.3
20.3
1030
789
541
747
571
393
520
398
275
344
264
183
257
198
137
151
115
81.4
62.2
51.6
41.3
31.7
20.0
18.2
14.1
760
580
398
549
419
288
382
293
202
252
194
134
189
146
101
111
84.2
59.8
45.7
37.9
30.4
23.3
14.7
13.4
10.3
582
444
305
420
321
221
292
224
154
193
149
103
145
111
77.3
84.7
64.4
45.8
35.0
29.0
23.2
17.8
11.2
10.3
7.92
460
351
241
332
254
174
231
177
122
153
117
81.2
114
88.0
61.0
67.0
50.9
36.2
27.6
22.9
18.4
14.1
8.88
8.10
6.25
373
284
195
269
205
141
187
143
98.9
124
95.1
65.8
92.5
71.3
49.4
54.2
41.2
29.3
22.4
18.6
14.9
11.4
7.19
6.56
5.07
308
235
161
222
170
117
155
119
81.7
102
78.6
54.4
76.4
58.9
40.9
44.8
34.1
24.2
18.5
15.4
12.3
9.42
5.94
5.42
4.19
259
197
135
187
143
98.1
130
99.6
68.6
85.9
66.0
45.7
64.2
49.5
34.3
37.7
28.6
20.4
15.5
12.9
10.3
7.92
4.99
4.56
3.52
220
168
115
159
122
83.6
111
84.8
58.5
73.2
56.3
38.9
54.7
42.2
29.3
32.1
24.4
17.3
13.2
11.0
8.80
6.75
4.25
3.88
3.00
190
145
99.4
137
105
72.1
95.5
73.2
50.4
63.1
48.5
33.6
47.2
36.4
25.2
27.7
21.0
15.0
11.4
9.48
7.59
5.82
3.67
3.35
2.58
Notes:
by yielding.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-21
PART 9
Connections
TABLE 5.1-2(2)(A)
1
CHS
2
C350L0
3
Finish
Designation
do
mm
mm
165.1
x
139.7
x
114.3
x
101.6
x
88.9
x
76.1
x
60.3
x
48.3
x
42.4
x
33.7
x
26.9
x
3.5
3.0
3.5
3.0
3.6
3.2
3.2
2.6
3.2
2.6
3.2
2.3
2.9
2.3
2.9
2.3
2.6
2.0
2.6
2.0
2.3
2.0
(kN)
W*
L1
Mass
per m
t
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
L
W*
L2
kg/m
0. 5
1.0
1.5
2 .0
2.5
3 .0
3. 5
4.0
4.5
5 .0
6 .0
7..0
8 .0
9.0
kN
13.9
12.0
11.8
10.1
9.83
8.77
7.77
6.35
6.76
5.53
5.75
4.19
4.11
3.29
3.25
2.61
2.55
1.99
1.99
1.56
1.40
1.23
436
362
321
268
222
199
156
126
119
97.6
85.8
63.2
48.2
39.0
30.2
24.5
20.8
16.5
12.7
10.1
7.04
6.26
218
181
160
134
111
99.6
78.1
63.2
59.3
48.8
42.9
31.6
24.1
19.5
15.1
12.3
10.4
8.23
6.35
5.07
3.52
3.13
145
121
107
89.5
74.1
66.4
52.1
42.1
39.5
32.5
28.6
21.1
16.1
13.0
10.1
8.18
6.93
5.49
4.23
3.38
2.35
2.09
109
90.6
80.2
67.1
55.6
49.8
39.1
31.6
29.6
24.4
21.4
15.8
12.0
9.75
7.54
6.14
5.20
4.12
3.18
2.54
1.76
1.57
87.3
72.4
64.2
53.7
44.5
39.8
31.2
25.3
23.7
19.5
17.2
12.6
9.64
7.80
6.03
4.91
4.16
3.29
2.54
2.03
1.41
1.25
72.7
60.4
53.5
44.7
37.1
33.2
26.0
21.1
19.8
16.3
14.3
10.5
8.03
6.50
5.03
4.09
3.46
2.74
2.12
1.69
1.17
1.04
62.3
51.7
45.8
38.3
31.8
28.4
22.3
18.1
16.9
13.9
12.3
9.02
6.89
5.57
4.31
3.51
2.97
2.35
1.81
1.45
1.01
0.895
54.5
45.3
40.1
33.6
27.8
24.9
19.5
15.8
14.8
12.2
10.7
7.89
6.02
4.88
3.77
3.07
2.60
2.06
1.59
1.27
0.879
0.783
48.5
40.2
35.7
29.8
24.7
22.1
17.4
14.0
13.2
10.8
9.53
7.02
5.36
4.34
3.35
2.73
2.31
1.83
1.41
1.13
0.782
0.696
43.6
36.2
32.1
26.8
22.2
19.9
15.6
12.6
11.9
9.76
8.58
6.32
4.82
3.90
3.02
2.45
2.08
1.65
1.27
1.01
0.704
0.626
36.4
30.2
26.7
22.4
18.5
16.6
13.0
10.5
9.88
8.14
7.15
5.26
4.02
3.25
2.51
2.05
1.73
1.37
1.06
0.845
0.586
0.522
31.2
25.9
22.9
19.2
15.9
14.2
11.2
9.03
8.46
6.97
6.13
4.51
3.44
2.79
2.15
1.75
1.48
1.18
0.907
0.724
0.503
0.447
27.3
22.6
20.1
16.8
13.9
12.4
9.76
7.90
7.41
6.10
5.36
3.95
3.01
2.44
1.89
1.53
1.30
1.03
0.794
0.634
0.440
0.391
24.2
20.1
17.8
14.9
12.4
11.1
8.68
7.02
6.58
5.42
4.76
3.51
2.68
2.17
1.68
1.36
1.15
0.915
0.706
0.563
0.391
0.348
403
346
340
292
284
253
224
183
195
160
166
121
119
95.0
93.8
75.4
73.7
57.6
57.6
45.2
40.3
35.5
Notes:
2. W*
L1
3. W*
L2
and W*
.
L1
L2
AUGUST 2013
5-22
TABLE 5.1-2(2)(B)
1
CHS
2
C350L0
3
Finish
Designation
do
mm
mm
165.1
x
139.7
x
114.3
x
101.6
x
88.9
x
76.1
x
60.3
x
48.3
x
42.4
x
33.7
x
26.9
x
3.5
3.0
3.5
3.0
3.6
3.2
3.2
2.6
3.2
2.6
3.2
2.3
2.9
2.3
2.9
2.3
2.6
2.0
2.6
2.0
2.3
2.0
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
L
W*S (kN)
Mass
per m
t
kg/m
0. 5
1.0
1.5
2 .0
2.5
3 .0
3. 5
4.0
4.5
5.0
6 .0
7.0
8 .0
9.0
13.9
12.0
11.8
10.1
9.83
8.77
7.77
6.35
6.76
5.53
5.75
4.19
4.11
3.29
3.25
2.61
2.55
1.99
1.99
1.56
1.40
1.23
394
341
279
241
188
169
132
109
99.8
82.8
71.8
53.5
40.1
32.8
24.8
20.4
15.9
12.8
7.60
6.17
3.33
3.00
197
170
139
121
94.1
84.5
66.1
54.6
48.7
40.4
30.0
22.3
13.3
10.8
6.57
5.41
3.97
3.19
1.90
1.54
0.833
0.750
131
114
92.9
80.5
52.4
47.1
32.7
27.1
21.6
17.9
13.3
9.92
5.90
4.82
2.92
2.41
1.77
1.42
0.845
0.686
0.370
0.333
89.1
77.1
53.4
46.2
29.5
26.5
18.4
15.2
12.2
10.1
7.49
5.58
3.32
2.71
1.64
1.35
0.993
0.797
0.475
0.386
0.208
0.187
57.0
49.3
34.2
29.6
18.9
17.0
11.8
9.75
7.79
6.46
4.80
3.57
2.12
1.74
1.05
0.866
0.635
0.510
0.304
0.247
0.133
0.120
39.6
34.3
23.7
20.6
13.1
11.8
8.18
6.77
5.41
4.48
3.33
2.48
1.47
1.20
0.730
0.602
0.441
0.354
0.211
0.171
0.0926
0.0833
29.1
25.2
17.4
15.1
9.63
8.65
6.01
4.97
3.97
3.29
2.45
1.82
1.08
0.885
0.537
0.442
0.324
0.260
0.155
0.126
0.0680
0.0612
22.3
19.3
13.3
11.6
7.37
6.62
4.60
3.81
3.04
2.52
1.87
1.40
0.829
0.678
0.411
0.338
0.248
0.199
0.119
0.0965
0.0521
0.0469
17.6
15.2
10.5
9.14
5.82
5.23
3.64
3.01
2.40
1.99
1.48
1.10
0.655
0.536
0.325
0.267
0.196
0.158
0.0938
0.0762
0.0412
0.0370
14.3
12.3
8.54
7.40
4.72
4.24
2.95
2.44
1.95
1.61
1.20
0.893
0.531
0.434
0.263
0.217
0.159
0.128
0.0760
0.0617
0.0333
0.0300
9.90
8.57
5.93
5.14
3.28
2.94
2.05
1.69
1.35
1.12
0.832
0.620
0.369
0.301
0.183
0.150
0.110
0.0886
0.0528
0.0429
0.0231
0.0208
7.28
6.29
4.36
3.78
2.41
2.16
1.50
1.24
0.993
0.824
0.612
0.456
0.271
0.221
0.134
0.111
0.0811
0.0651
0.0388
0.0315
5.57
4.82
3.34
2.89
1.84
1.66
1.15
0.952
0.760
0.631
0.468
0.349
0.207
0.169
0.103
0.0846
0.0621
0.0498
0.0297
0.0241
4.40
3.81
2.64
2.28
1.46
1.31
0.909
0.752
0.601
0.498
0.370
0.276
0.164
0.134
0.0812
0.0669
0.0490
0.0394
0.0235
Notes:
by yielding.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-23
PART 9
Connections
TABLE 5.1-3(A)
1
RHS
2
C350L0
3
Finish
bending about x-axis
Designation
d
b
mm
mm
mm
x
25
x
65
x
35
x
50
x
25
x
50
x
20
x
2.5
2.0
1.6
4.0
3.0
2.5
2.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
W*
L1 (kN)
Mass
per m
t
75
x
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
W*
L2
x
L
FLR
kg/m
0.50
0.75
1.00
1. 25
1.50
1.75
2.00
2.50
3.00
3.50
4.00
4.50
5.00
6.00
kN
m
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
50.7
41.9
34.3
66.9
55.4
47.6
39.3
29.5
25.7
21.5
17.8
26.0
22.7
19.1
15.8
33.8
27.9
22.9
44.6
36.9
31.8
26.2
19.7
17.2
14.3
11.8
17.3
15.2
12.7
10.5
25.4
20.9
17.2
33.5
27.7
23.8
19.7
14.8
12.9
10.7
8.88
13.0
11.4
9.53
7.91
20.3
16.8
13.7
26.8
22.2
19.1
15.7
11.8
10.3
8.59
7.11
10.4
9.10
7.63
6.33
16.9
14.0
11.4
22.3
18.5
15.9
13.1
9.85
8.58
7.16
5.92
8.66
7.58
6.35
5.27
14.5
12.0
9.81
19.1
15.8
13.6
11.2
8.44
7.35
6.14
5.08
7.43
6.50
5.45
4.52
12.7
10.5
8.59
16.7
13.8
11.9
9.83
7.39
6.43
5.37
4.44
6.50
5.68
4.77
3.95
10.1
8.38
6.87
13.4
11.1
9.53
7.86
5.91
5.15
4.30
3.55
5.20
4.55
3.81
3.16
8.45
6.98
5.72
11.2
9.23
7.94
6.55
4.92
4.29
3.58
2.96
4.33
3.79
3.18
2.64
7.24
5.98
4.91
9.56
7.91
6.81
5.62
4.22
3.68
3.07
2.54
3.71
3.25
2.72
2.26
6.34
5.23
4.29
8.37
6.92
5.96
4.91
3.69
3.22
2.69
2.22
3.25
2.84
2.38
1.98
5.63
4.65
3.82
7.44
6.16
5.29
4.37
3.28
2.86
2.39
1.97
2.89
2.53
2.12
1.76
5.07
4.19
3.43
6.69
5.54
4.76
3.93
2.95
2.57
2.15
1.78
2.60
2.27
1.91
1.58
4.23
3.49
2.86
5.58
4.62
3.97
3.28
2.46
2.14
1.79
1.48
2.17
1.89
1.59
1.32
123
99.9
80.8
165
128
108
88.2
95.0
81.0
66.2
53.9
93.8
80.0
65.4
53.2
1.47
1.50
1.53
3.10
3.23
3.28
3.33
2.08
2.12
2.17
2.21
1.31
1.35
1.39
1.42
Notes:
2. W*
L1
3. W*
L2
4. Maximum Design Load WL is LESSER of W*
and W*
.
L1
L2
5. FLR – segment length for Full Lateral Restraint
(Clause 5.3.2.4 of AS 4100) based on transverse
load case with `m = -0.8.
ADDITIONAL NOTES:
SECTIONS LISTED IN NON-STANDARD C450PLUS.
AUGUST 2013
5-24
TABLE 5.1-3(B)
1
RHS
2
C350L0
3
Finish
Designation
d
b
mm
mm
mm
x
25
x
65
x
35
x
50
x
25
x
50
x
20
x
2.5
2.0
1.6
4.0
3.0
2.5
2.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
x
L
W*S (kN)
Mass
per m
t
75
x
kg/m
0.50
0.75
1.00
1. 25
1.50
1.75
2.00
2.50
3.00
3.50
4.00
4.50
5.00
6.00
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
42.6
35.6
29.5
56.6
48.4
42.1
35.2
25.0
22.1
18.8
15.7
21.3
19.0
16.2
13.6
28.4
23.7
19.6
35.8
30.7
26.7
22.3
12.2
10.8
9.16
7.67
10.4
9.26
7.90
6.64
17.5
14.6
12.1
20.2
17.3
15.0
12.5
6.86
6.07
5.15
4.31
5.84
5.21
4.44
3.74
11.2
9.37
7.76
12.9
11.1
9.61
8.02
4.39
3.89
3.30
2.76
3.74
3.33
2.84
2.39
7.79
6.51
5.39
8.96
7.67
6.68
5.57
3.05
2.70
2.29
1.92
2.60
2.31
1.97
1.66
5.72
4.78
3.96
6.58
5.64
4.90
4.09
2.24
1.98
1.68
1.41
1.91
1.70
1.45
1.22
4.38
3.66
3.03
5.04
4.32
3.76
3.13
1.72
1.52
1.29
1.08
1.46
1.30
1.11
0.934
2.80
2.34
1.94
3.23
2.76
2.40
2.01
1.10
0.972
0.824
0.690
0.935
0.833
0.711
0.598
1.95
1.63
1.35
2.24
1.92
1.67
1.39
0.763
0.675
0.572
0.479
0.649
0.579
0.494
0.415
1.43
1.20
0.990
1.65
1.41
1.23
1.02
0.560
0.496
0.420
0.352
0.477
0.425
0.363
0.305
1.10
0.915
0.758
1.26
1.08
0.939
0.783
0.429
0.380
0.322
0.269
0.365
0.325
0.278
0.234
0.865
0.723
0.599
0.996
0.853
0.742
0.619
0.339
0.300
0.254
0.213
0.289
0.257
0.219
0.184
0.701
0.586
0.485
0.807
0.691
0.601
0.501
0.275
0.243
0.206
0.172
0.234
0.208
0.178
0.149
0.487
0.407
0.337
0.560
0.480
0.417
0.348
0.191
0.169
0.143
0.120
0.162
0.145
0.123
0.104
Notes:
by yielding.
ADDITIONAL NOTES:
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-25
PART 9
Connections
TABLE 5.1-4(1)(A)
1
RHS
2
C450PLUS®
3
Finish
Designation
d
b
t
mm
mm
mm
400 x 300 x 16.0
12.5
10.0
8.0
400 x 200 x 16.0
12.5
10.0
8.0
350 x 250 x 16.0
12.5
10.0
8.0
300 x 200 x 16.0
12.5
10.0
8.0
6.0
250 x 150 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
x
W*
L1 (kN)
Mass
per m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
W*
L2
x
L
FLR
kg/m
1.0
2 .0
3 .0
4.0
5.0
6 .0
7.0
8 .0
9.0
10.0
11.0
12.0
13.0
14.0
kN
m
161
128
104
84.2
136
109
88.4
71.6
136
109
88.4
71.6
111
89.0
72.7
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
8920
7210
5190
3710
6930
5640
4650
3740
6460
5250
4260
3010
4380
3600
2980
2420
1540
2700
2250
1890
1730
1560
1190
891
4460
3610
2590
1850
3460
2820
2320
1870
3230
2630
2130
1500
2190
1800
1490
1210
768
1350
1130
943
864
781
597
446
2970
2400
1730
1240
2310
1880
1550
1250
2150
1750
1420
1000
1460
1200
995
805
512
900
751
629
576
521
398
297
2230
1800
1300
927
1730
1410
1160
935
1610
1310
1070
752
1100
901
746
604
384
675
563
471
432
391
298
223
1780
1440
1040
742
1390
1130
929
748
1290
1050
852
601
877
720
597
483
307
540
451
377
345
312
239
178
1490
1200
865
618
1150
940
774
623
1080
876
710
501
731
600
497
403
256
450
376
314
288
260
199
149
1270
1030
741
530
990
806
664
534
922
751
609
429
626
515
426
345
220
386
322
269
247
223
171
127
1110
901
649
463
866
705
581
467
807
657
533
376
548
450
373
302
192
338
282
236
216
195
149
111
991
801
577
412
770
627
516
415
717
584
474
334
487
400
332
268
171
300
250
210
192
174
133
99.0
892
721
519
371
693
564
465
374
646
525
426
301
438
360
298
242
154
270
225
189
173
156
119
89.1
811
656
472
337
630
513
422
340
587
478
387
273
399
327
271
220
140
246
205
171
157
142
109
81.0
743
601
432
309
577
470
387
312
538
438
355
251
365
300
249
201
128
225
188
157
144
130
99.5
74.3
686
555
399
285
533
434
357
288
497
404
328
231
337
277
230
186
118
208
173
145
133
120
91.8
68.6
637
515
371
265
495
403
332
267
461
375
304
215
313
257
213
173
110
193
161
135
123
112
85.3
63.7
5570
4440
3600
2910
5450
4340
3520
2840
4800
3840
3120
2520
4030
3230
2630
2140
1630
3260
2630
2150
1950
1750
1340
1120
29.8
30.2
30.5
30.7
13.5
13.7
13.9
14.1
23.5
23.9
24.2
24.4
17.3
17.7
18.0
18.2
18.4
11.5
11.8
12.0
12.1
12.2
12.4
12.5
Notes:
3. W*
L1
4. W*
L2
and W*
.
L1
L2
AUGUST 2013
5-26
TABLE 5.1-4(1)(B)
1
RHS
2
C450PLUS®
3
Finish
Designation
d
b
t
mm
mm
mm
400 x 300 x 16.0
12.5
10.0
8.0
400 x 200 x 16.0
12.5
10.0
8.0
350 x 250 x 16.0
12.5
10.0
8.0
300 x 200 x 16.0
12.5
10.0
8.0
6.0
250 x 150 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
x
L
W*S (kN)
Mass
per m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
x
kg/m
1.0
2 .0
3 .0
4.0
5.0
6 .0
7.0
8 .0
9.0
10.0
11.0
12.0
13.0
14.0
161
128
104
84.2
136
109
88.4
71.6
136
109
88.4
71.6
111
89.0
72.7
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
8150
6670
5510
4520
6020
4980
4140
3420
5820
4800
3990
3290
3870
3240
2720
2250
1750
2310
1970
1680
1550
1410
1110
942
4070
3330
2750
2260
3010
2490
2070
1710
2910
2400
2000
1650
1940
1620
1360
1130
876
1150
986
839
773
704
553
471
2720
2220
1840
1510
2010
1660
1380
1140
1930
1590
1320
1090
1100
921
772
641
498
547
468
398
367
334
262
223
1740
1420
1180
965
1280
1060
883
729
1090
896
745
614
619
518
434
361
280
308
263
224
206
188
147
126
1110
910
752
617
822
680
565
466
695
574
477
393
396
332
278
231
179
197
168
143
132
120
94.3
80.4
772
632
522
429
571
472
393
324
483
398
331
273
275
230
193
160
125
137
117
99.4
91.6
83.4
65.5
55.8
567
464
384
315
419
347
288
238
355
293
243
201
202
169
142
118
91.5
101
85.9
73.0
67.3
61.3
48.1
41.0
434
356
294
241
321
265
221
182
271
224
186
154
155
130
109
90.1
70.1
77.0
65.8
55.9
51.5
46.9
36.8
31.4
343
281
232
191
254
210
174
144
214
177
147
121
122
102
85.8
71.2
55.4
60.8
52.0
44.2
40.7
37.1
29.1
24.8
278
228
188
154
206
170
141
117
174
143
119
98.3
99.1
82.9
69.5
57.7
44.9
49.3
42.1
35.8
33.0
30.0
23.6
20.1
230
188
155
128
170
140
117
96.3
144
119
98.5
81.2
81.9
68.5
57.4
47.7
37.1
40.7
34.8
29.6
27.3
24.8
19.5
16.6
193
158
131
107
143
118
98.1
81.0
121
99.6
82.8
68.3
68.8
57.6
48.3
40.1
31.1
34.2
29.2
24.9
22.9
20.8
16.4
14.0
165
135
111
91.3
122
101
83.6
69.0
103
84.9
70.6
58.2
58.6
49.0
41.1
34.1
26.5
29.1
24.9
21.2
19.5
17.8
13.9
11.9
142
116
96.0
78.7
105
86.7
72.1
59.5
88.6
73.2
60.8
50.2
50.6
42.3
35.5
29.4
22.9
25.1
21.5
18.3
16.8
15.3
12.0
10.3
Notes:
by yielding.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-27
PART 9
Connections
TABLE 5.1-4(2)(A)
1
RHS
2
C450PLUS®
3
Finish
Designation
d
b
t
mm
mm
mm
200 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
152 x 76 x 6.0
5.0
150 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
150 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
127 x 51 x 6.0
5.0
3.5
125 x 75 x 6.0
5.0
4.0
3.0
2.5
2.0
102 x 76 x 6.0
5.0
3.5
x
W*
L1 (kN)
Mass
per m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
W*
L2
x
L
FLR
kg/m
1.0
2 .0
3 .0
4.0
5.0
6 .0
7.0
8 .0
9.0
10.0
11.0
12.0
13.0
14.0
kN
m
41.3
37.7
33.9
26.2
22.1
17.9
19.4
16.4
33.4
30.6
27.7
21.4
18.2
14.8
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
1030
951
866
681
581
467
376
323
645
599
548
435
373
302
295
256
212
167
141
103
223
194
144
273
236
195
151
113
80.4
200
174
129
515
475
433
340
290
234
188
162
323
299
274
218
186
151
148
128
106
83.3
70.5
51.3
112
97.1
72.2
136
118
97.6
75.4
56.3
40.2
100
87.0
64.6
344
317
289
227
194
156
125
108
215
200
183
145
124
101
98.4
85.2
70.7
55.5
47.0
34.2
74.5
64.7
48.2
91.0
78.6
65.1
50.3
37.5
26.8
66.8
58.0
43.1
258
238
216
170
145
117
94.0
80.8
161
150
137
109
93.2
75.5
73.8
63.9
53.0
41.7
35.3
25.6
55.8
48.5
36.1
68.2
58.9
48.8
37.7
28.1
20.1
50.1
43.5
32.3
206
190
173
136
116
93.5
75.2
64.7
129
120
110
87.1
74.6
60.4
59.1
51.1
42.4
33.3
28.2
20.5
44.7
38.8
28.9
54.6
47.1
39.1
30.2
22.5
16.1
40.1
34.8
25.8
172
158
144
113
96.8
77.9
62.7
53.9
108
99.8
91.3
72.5
62.2
50.3
49.2
42.6
35.3
27.8
23.5
17.1
37.2
32.4
24.1
45.5
39.3
32.5
25.1
18.8
13.4
33.4
29.0
21.5
147
136
124
97.3
83.0
66.8
53.7
46.2
92.2
85.5
78.3
62.2
53.3
43.2
42.2
36.5
30.3
23.8
20.1
14.6
31.9
27.7
20.6
39.0
33.7
27.9
21.5
16.1
11.5
28.6
24.9
18.5
129
119
108
85.1
72.6
58.4
47.0
40.4
80.7
74.8
68.5
54.4
46.6
37.8
36.9
31.9
26.5
20.8
17.6
12.8
27.9
24.3
18.1
34.1
29.5
24.4
18.8
14.1
10.0
25.1
21.7
16.1
115
106
96.2
75.7
64.5
51.9
41.8
35.9
71.7
66.5
60.9
48.4
41.4
33.6
32.8
28.4
23.6
18.5
15.7
11.4
24.8
21.6
16.1
30.3
26.2
21.7
16.8
12.5
8.93
22.3
19.3
14.4
103
95.1
86.6
68.1
58.1
46.7
37.6
32.3
64.5
59.9
54.8
43.5
37.3
30.2
29.5
25.6
21.2
16.7
14.1
10.3
22.3
19.4
14.4
27.3
23.6
19.5
15.1
11.3
8.04
20.0
17.4
12.9
93.7
86.4
78.7
61.9
52.8
42.5
34.2
29.4
58.7
54.4
49.8
39.6
33.9
27.5
26.8
23.2
19.3
15.1
12.8
9.32
20.3
17.7
13.1
24.8
21.4
17.8
13.7
10.2
7.31
18.2
15.8
11.7
85.9
79.2
72.2
56.7
48.4
38.9
31.3
26.9
53.8
49.9
45.7
36.3
31.1
25.2
24.6
21.3
17.7
13.9
11.8
8.54
18.6
16.2
12.0
22.7
19.6
16.3
12.6
9.38
6.70
16.7
14.5
10.8
79.3
73.1
66.6
52.4
44.7
36.0
28.9
24.9
49.6
46.0
42.2
33.5
28.7
23.2
22.7
19.7
16.3
12.8
10.8
7.89
17.2
14.9
11.1
21.0
18.1
15.0
11.6
8.66
6.18
15.4
13.4
9.94
73.6
67.9
61.9
48.6
41.5
33.4
26.9
23.1
46.1
42.8
39.1
31.1
26.6
21.6
21.1
18.3
15.1
11.9
10.1
7.32
16.0
13.9
10.3
19.5
16.8
13.9
10.8
8.04
5.74
14.3
12.4
9.23
1670
1520
1360
1040
879
711
778
657
1220
1120
1010
779
658
534
749
633
514
391
328
264
631
535
384
634
538
438
334
281
226
511
435
315
6.57
6.65
6.73
6.89
6.97
7.04
5.12
5.20
8.44
8.55
8.66
8.88
8.99
9.10
2.23
2.28
2.33
2.39
2.41
2.44
2.70
2.76
2.86
5.93
6.02
6.12
6.23
6.27
6.32
7.26
7.38
7.56
Notes:
3. W*
L1
4. W*
L2
and W*
.
L1
L2
AUGUST 2013
5-28
TABLE 5.1-4(2)(B)
1
RHS
2
C450PLUS®
3
Finish
Designation
d
b
t
mm
mm
mm
200 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
152 x 76 x 6.0
5.0
150 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
150 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
127 x 51 x 6.0
5.0
3.5
125 x 75 x 6.0
5.0
4.0
3.0
2.5
2.0
102 x 76 x 6.0
5.0
3.5
x
L
W*S (kN)
Mass
per m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
x
kg/m
1.0
2 .0
3 .0
4.0
5.0
6 .0
7.0
8 .0
9.0
10.0
11.0
12.0
13.0
14.0
41.3
37.7
33.9
26.2
22.1
17.9
19.4
16.4
33.4
30.6
27.7
21.4
18.2
14.8
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
880
819
753
602
518
427
327
284
558
523
484
392
339
282
243
213
179
143
122
99.6
186
164
125
240
210
176
140
119
97.1
155
136
103
375
350
321
257
221
182
106
92.3
178
167
155
126
109
90.1
77.7
68.2
57.4
45.9
39.0
31.9
50.3
44.5
33.8
63.9
55.9
46.9
37.3
31.7
25.9
38.7
34.1
25.9
167
155
143
114
98.1
81.0
47.2
41.0
79.3
74.4
68.8
55.8
48.3
40.1
34.5
30.3
25.5
20.4
17.3
14.2
22.4
19.8
15.0
28.4
24.9
20.8
16.6
14.1
11.5
17.2
15.2
11.5
93.9
87.4
80.3
64.2
55.2
45.5
26.5
23.1
44.6
41.8
38.7
31.4
27.2
22.5
19.4
17.1
14.3
11.5
9.76
7.97
12.6
11.1
8.46
16.0
14.0
11.7
9.33
7.93
6.47
9.68
8.53
6.47
60.1
55.9
51.4
41.1
35.3
29.1
17.0
14.8
28.5
26.8
24.8
20.1
17.4
14.4
12.4
10.9
9.18
7.34
6.24
5.10
8.05
7.11
5.41
10.2
8.95
7.50
5.97
5.08
4.14
6.20
5.46
4.14
41.7
38.8
35.7
28.5
24.5
20.2
11.8
10.3
19.8
18.6
17.2
13.9
12.1
10.0
8.63
7.58
6.38
5.10
4.34
3.54
5.59
4.94
3.76
7.10
6.21
5.21
4.14
3.52
2.88
4.30
3.79
2.87
30.6
28.5
26.2
21.0
18.0
14.9
8.66
7.53
14.6
13.7
12.6
10.2
8.87
7.36
6.34
5.57
4.68
3.74
3.19
2.60
4.11
3.63
2.76
5.22
4.56
3.83
3.05
2.59
2.11
3.16
2.78
2.11
23.5
21.8
20.1
16.1
13.8
11.4
6.63
5.77
11.2
10.5
9.68
7.84
6.79
5.63
4.86
4.26
3.59
2.87
2.44
1.99
3.15
2.78
2.11
3.99
3.50
2.93
2.33
1.98
1.62
2.42
2.13
1.62
18.5
17.3
15.9
12.7
10.9
9.00
5.24
4.56
8.81
8.26
7.65
6.20
5.36
4.45
3.84
3.37
2.83
2.26
1.93
1.57
2.49
2.20
1.67
3.16
2.76
2.32
1.84
1.57
1.28
1.91
1.68
1.28
15.0
14.0
12.8
10.3
8.83
7.29
4.24
3.69
7.14
6.69
6.19
5.02
4.34
3.61
3.11
2.73
2.30
1.83
1.56
1.28
2.01
1.78
1.35
2.56
2.24
1.88
1.49
1.27
1.04
1.55
1.36
1.03
12.4
11.6
10.6
8.49
7.30
6.02
3.51
3.05
5.90
5.53
5.12
4.15
3.59
2.98
2.57
2.26
1.90
1.52
1.29
1.05
1.66
1.47
1.12
2.11
1.85
1.55
1.23
1.05
0.856
1.28
1.13
0.855
10.4
9.71
8.92
7.13
6.13
5.06
2.95
2.56
4.96
4.65
4.30
3.49
3.02
2.50
2.16
1.89
1.59
1.27
1.08
0.885
1.40
1.23
0.940
1.78
1.55
1.30
1.04
0.881
0.719
1.08
0.948
0.718
8.89
8.27
7.60
6.08
5.23
4.31
2.51
2.18
4.22
3.96
3.67
2.97
2.57
2.13
1.84
1.61
1.36
1.09
0.924
0.754
1.19
1.05
0.801
1.51
1.32
1.11
0.883
0.751
0.613
0.917
0.807
0.612
7.66
7.13
6.55
5.24
4.51
3.72
2.17
1.88
3.64
3.42
3.16
2.56
2.22
1.84
1.59
1.39
1.17
0.936
0.796
0.651
1.03
0.907
0.690
1.30
1.14
0.957
0.761
0.647
0.528
0.790
0.696
0.528
Notes:
by yielding.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-29
PART 9
Connections
TABLE 5.1-4(3)(A)
1
RHS
2
C450PLUS®
3
Finish
Designation
d
b
mm
mm
100 x
50
mm
76
x
38
x
75
x
50
x
75
x
25
x
65
x
35
x
50
x
25
x
50
x
20
x
6.0
5.0
4.0
3.5
3.0
2.5
2.0
1.6
4.0
3.0
2.5
6.0
5.0
4.0
3.0
2.5
2.0
1.6
2.5
2.0
1.6
4.0
3.0
2.5
2.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
W*
L1 (kN)
Mass
per m
t
x
x
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
W*
L2
0.50
0.75
1.00
1. 25
1.50
1.75
2.00
2.50
3.00
3.50
4.00
4.50
5.00
6.00
kN
m
12.0
10.3
8.49
7.53
6.60
5.56
4.50
3.64
6.23
4.90
4.15
9.67
8.35
6.92
5.42
4.58
3.72
3.01
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
294
258
216
194
173
147
118
80.8
117
95.9
82.2
182
161
137
111
94.6
76.4
53.5
65.2
53.8
44.2
86.0
71.2
61.3
50.5
38.0
33.1
27.6
22.8
33.4
29.2
24.5
20.3
196
172
144
129
115
97.9
78.6
53.9
78.3
64.0
54.8
121
108
91.3
73.8
63.0
50.9
35.7
43.5
35.9
29.4
57.4
47.5
40.8
33.7
25.3
22.1
18.4
15.2
22.3
19.5
16.3
13.6
147
129
108
97.0
86.4
73.5
59.0
40.4
58.7
48.0
41.1
90.9
80.7
68.5
55.4
47.3
38.2
26.8
32.6
26.9
22.1
43.0
35.6
30.6
25.3
19.0
16.5
13.8
11.4
16.7
14.6
12.3
10.2
118
103
86.6
77.6
69.1
58.8
47.2
32.3
47.0
38.4
32.9
72.7
64.5
54.8
44.3
37.8
30.5
21.4
26.1
21.5
17.7
34.4
28.5
24.5
20.2
15.2
13.2
11.0
9.14
13.4
11.7
9.80
8.13
97.9
85.9
72.2
64.7
57.6
49.0
39.3
26.9
39.2
32.0
27.4
60.6
53.8
45.7
36.9
31.5
25.5
17.8
21.7
17.9
14.7
28.7
23.7
20.4
16.8
12.7
11.0
9.21
7.61
11.1
9.74
8.17
6.78
83.9
73.6
61.9
55.4
49.4
42.0
33.7
23.1
33.6
27.4
23.5
52.0
46.1
39.1
31.6
27.0
21.8
15.3
18.6
15.4
12.6
24.6
20.3
17.5
14.4
10.9
9.45
7.89
6.53
9.55
8.35
7.00
5.81
73.5
64.4
54.1
48.5
43.2
36.7
29.5
20.2
29.4
24.0
20.5
45.5
40.3
34.3
27.7
23.6
19.1
13.4
16.3
13.5
11.0
21.5
17.8
15.3
12.6
9.50
8.27
6.91
5.71
8.36
7.31
6.13
5.08
58.8
51.5
43.3
38.8
34.5
29.4
23.6
16.2
23.5
19.2
16.4
36.4
32.3
27.4
22.1
18.9
15.3
10.7
13.0
10.8
8.83
17.2
14.2
12.3
10.1
7.60
6.62
5.52
4.57
6.68
5.85
4.90
4.07
49.0
42.9
36.1
32.3
28.8
24.5
19.7
13.5
19.6
16.0
13.7
30.3
26.9
22.8
18.5
15.8
12.7
8.92
10.9
8.97
7.36
14.3
11.9
10.2
8.42
6.33
5.51
4.60
3.81
5.57
4.87
4.08
3.39
42.0
36.8
30.9
27.7
24.7
21.0
16.9
11.5
16.8
13.7
11.7
26.0
23.0
19.6
15.8
13.5
10.9
7.65
9.31
7.69
6.31
12.3
10.2
8.75
7.22
5.43
4.73
3.95
3.26
4.77
4.18
3.50
2.91
36.7
32.2
27.1
24.2
21.6
18.4
14.7
10.1
14.7
12.0
10.3
22.7
20.2
17.1
13.8
11.8
9.54
6.69
8.15
6.73
5.52
10.8
8.90
7.66
6.32
4.75
4.14
3.45
2.86
4.18
3.65
3.06
2.54
32.6
28.6
24.1
21.6
19.2
16.3
13.1
8.98
13.1
10.7
9.13
20.2
17.9
15.2
12.3
10.5
8.48
5.95
7.24
5.98
4.91
9.56
7.91
6.81
5.62
4.22
3.68
3.07
2.54
3.71
3.25
2.72
2.26
29.4
25.8
21.6
19.4
17.3
14.7
11.8
8.08
11.7
9.59
8.22
18.2
16.1
13.7
11.1
9.46
7.64
5.35
6.52
5.38
4.42
8.60
7.12
6.13
5.05
3.80
3.31
2.76
2.28
3.34
2.92
2.45
2.03
24.5
21.5
18.0
16.2
14.4
12.2
9.83
6.73
9.79
7.99
6.85
15.2
13.4
11.4
9.23
7.88
6.36
4.46
5.43
4.49
3.68
7.17
5.94
5.10
4.21
3.17
2.76
2.30
1.90
2.79
2.44
2.04
1.69
489
417
341
301
261
220
178
143
252
194
164
356
306
252
195
165
134
108
158
128
104
212
165
139
113
122
104
85.2
69.3
121
103
84.1
68.4
3.21
3.29
3.37
3.40
3.45
3.49
3.53
3.56
2.48
2.57
2.61
4.11
4.22
4.33
4.45
4.51
4.56
4.60
1.14
1.17
1.19
2.41
2.51
2.55
2.59
1.61
1.65
1.69
1.72
1.02
1.05
1.08
1.10
S
N
NO
D
R
A
D
N
TA
L
FLR
kg/m
E
D
A
GR
x
Notes:
3. W*
L1
4. W*
L2
5. Maximum Design Load WL is LESSER of W*
and W*
.
L1
L2
AUGUST 2013
5-30
TABLE 5.1-4(3)(B)
1
RHS
2
C450PLUS®
3
Finish
Designation
d
b
mm
mm
100 x
50
mm
76
x
38
x
75
x
50
x
75
x
25
x
65
x
35
x
50
x
25
x
50
x
20
x
6.0
5.0
4.0
3.5
3.0
2.5
2.0
1.6
4.0
3.0
2.5
6.0
5.0
4.0
3.0
2.5
2.0
1.6
2.5
2.0
1.6
4.0
3.0
2.5
2.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
x
L
W*S (kN)
Mass
per m
t
x
x
kg/m
0.50
0.75
1.00
1. 25
1.50
1.75
2.00
2.50
3.00
3.50
4.00
4.50
5.00
6.00
12.0
10.3
8.49
7.53
6.60
5.56
4.50
3.64
6.23
4.90
4.15
9.67
8.35
6.92
5.42
4.58
3.72
3.01
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
246
220
188
170
153
131
108
88.3
99.8
83.9
72.6
154
139
121
100
86.3
71.4
58.6
54.8
45.8
37.9
72.7
62.3
54.2
45.2
27.5
24.3
20.6
17.2
23.4
20.8
17.8
14.9
164
147
125
113
102
87.6
72.0
58.8
57.6
48.4
41.9
87.4
79.3
68.8
57.0
49.1
40.6
33.3
31.1
26.0
21.6
35.8
30.7
26.7
22.3
12.2
10.8
9.16
7.67
10.4
9.26
7.90
6.64
105
93.9
80.3
72.6
65.4
56.0
46.1
37.7
32.4
27.2
23.5
49.1
44.6
38.7
32.1
27.6
22.8
18.7
17.5
14.6
12.1
20.2
17.3
15.0
12.5
6.86
6.07
5.15
4.31
5.84
5.21
4.44
3.74
67.2
60.1
51.4
46.4
41.9
35.9
29.5
24.1
20.7
17.4
15.1
31.5
28.5
24.8
20.5
17.7
14.6
12.0
11.2
9.37
7.76
12.9
11.1
9.61
8.02
4.39
3.89
3.30
2.76
3.74
3.33
2.84
2.39
46.7
41.7
35.7
32.3
29.1
24.9
20.5
16.7
14.4
12.1
10.5
21.8
19.8
17.2
14.2
12.3
10.1
8.33
7.79
6.51
5.39
8.96
7.67
6.68
5.57
3.05
2.70
2.29
1.92
2.60
2.31
1.97
1.66
34.3
30.6
26.2
23.7
21.4
18.3
15.0
12.3
10.6
8.89
7.69
16.0
14.6
12.6
10.5
9.02
7.46
6.12
5.72
4.78
3.96
6.58
5.64
4.90
4.09
2.24
1.98
1.68
1.41
1.91
1.70
1.45
1.22
26.3
23.5
20.1
18.1
16.4
14.0
11.5
9.41
8.09
6.80
5.89
12.3
11.2
9.68
8.01
6.90
5.71
4.69
4.38
3.66
3.03
5.04
4.32
3.76
3.13
1.72
1.52
1.29
1.08
1.46
1.30
1.11
0.934
16.8
15.0
12.8
11.6
10.5
8.97
7.37
6.03
5.18
4.35
3.77
7.86
7.14
6.19
5.13
4.42
3.65
3.00
2.80
2.34
1.94
3.23
2.76
2.40
2.01
1.10
0.972
0.824
0.690
0.935
0.833
0.711
0.598
11.7
10.4
8.92
8.06
7.27
6.23
5.12
4.18
3.60
3.02
2.62
5.46
4.96
4.30
3.56
3.07
2.54
2.08
1.95
1.63
1.35
2.24
1.92
1.67
1.39
0.763
0.675
0.572
0.479
0.649
0.579
0.494
0.415
8.57
7.66
6.55
5.92
5.34
4.57
3.76
3.07
2.64
2.22
1.92
4.01
3.64
3.16
2.62
2.25
1.86
1.53
1.43
1.20
0.990
1.65
1.41
1.23
1.02
0.560
0.496
0.420
0.352
0.477
0.425
0.363
0.305
6.56
5.87
5.02
4.54
4.09
3.50
2.88
2.35
2.02
1.70
1.47
3.07
2.79
2.42
2.00
1.73
1.43
1.17
1.10
0.915
0.758
1.26
1.08
0.939
0.783
0.429
0.380
0.322
0.269
0.365
0.325
0.278
0.234
5.19
4.64
3.96
3.58
3.23
2.77
2.27
1.86
1.60
1.34
1.16
2.43
2.20
1.91
1.58
1.36
1.13
0.926
0.865
0.723
0.599
0.996
0.853
0.742
0.619
0.339
0.300
0.254
0.213
0.289
0.257
0.219
0.184
4.20
3.75
3.21
2.90
2.62
2.24
1.84
1.51
1.29
1.09
0.942
1.97
1.78
1.55
1.28
1.10
0.913
0.750
0.701
0.586
0.485
0.807
0.691
0.601
0.501
0.275
0.243
0.206
0.172
0.234
0.208
0.178
0.149
2.92
2.61
2.23
2.02
1.82
1.56
1.28
1.05
0.899
0.756
0.654
1.37
1.24
1.08
0.890
0.767
0.634
0.521
0.487
0.407
0.337
0.560
0.480
0.417
0.348
0.191
0.169
0.143
0.120
0.162
0.145
0.123
0.104
D
R
A
D
N
A
T
S
N
NO
E
D
GRA
Notes:
by yielding.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-31
PART 9
Connections
TABLE 5.1-5(A)
1
SHS
2
C350L0
3
Finish
Designation
d
b
mm
50
50
mm
x
40
x
40
x
35
x
35
x
30
x
30
x
25
x
25
x
20
x
20
x
6.0
5.0
4.0
3.0
2.5
2.0
1.6
4.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
2.0
1.6
W*
L1 (kN)
Mass
per m
t
mm
x
x
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
x
L
W*
L2
kg/m
0.50
0.75
1.00
1.25
1.50
1.75
2.00
2.50
3.00
3.50
4.00
4.50
5.00
6.00
kN
7.32
6.39
5.35
4.25
3.60
2.93
2.38
4.09
3.30
2.82
2.31
1.88
2.83
2.42
1.99
1.63
2.36
2.03
1.68
1.38
1.89
1.64
1.36
1.12
1.05
0.873
73.2
66.3
57.4
47.3
40.7
33.6
25.7
33.9
28.8
25.0
20.8
17.2
21.3
18.6
15.6
12.9
14.9
13.2
11.1
9.28
9.65
8.63
7.39
6.23
4.42
3.78
48.8
44.2
38.2
31.5
27.1
22.4
17.1
22.6
19.2
16.7
13.9
11.5
14.2
12.4
10.4
8.62
9.94
8.77
7.41
6.19
6.43
5.75
4.93
4.15
2.95
2.52
36.6
33.2
28.7
23.7
20.3
16.8
12.9
17.0
14.4
12.5
10.4
8.60
10.7
9.31
7.80
6.47
7.46
6.58
5.56
4.64
4.83
4.32
3.69
3.11
2.21
1.89
29.3
26.5
22.9
18.9
16.3
13.4
10.3
13.6
11.5
10.0
8.33
6.88
8.53
7.45
6.24
5.17
5.97
5.26
4.45
3.71
3.86
3.45
2.96
2.49
1.77
1.51
24.4
22.1
19.1
15.8
13.6
11.2
8.57
11.3
9.62
8.34
6.94
5.73
7.10
6.21
5.20
4.31
4.97
4.38
3.70
3.09
3.22
2.88
2.46
2.08
1.47
1.26
20.9
18.9
16.4
13.5
11.6
9.59
7.35
9.70
8.24
7.15
5.95
4.91
6.09
5.32
4.46
3.70
4.26
3.76
3.18
2.65
2.76
2.47
2.11
1.78
1.26
1.08
18.3
16.6
14.3
11.8
10.2
8.39
6.43
8.49
7.21
6.26
5.21
4.30
5.33
4.66
3.90
3.23
3.73
3.29
2.78
2.32
2.41
2.16
1.85
1.56
1.10
0.946
14.6
13.3
11.5
9.46
8.14
6.72
5.14
6.79
5.77
5.01
4.17
3.44
4.26
3.72
3.12
2.59
2.98
2.63
2.22
1.86
1.93
1.73
1.48
1.25
0.884
0.757
12.2
11.1
9.56
7.89
6.78
5.60
4.29
5.66
4.81
4.17
3.47
2.87
3.55
3.10
2.60
2.16
2.49
2.19
1.85
1.55
1.61
1.44
1.23
1.04
0.737
0.631
10.5
9.47
8.19
6.76
5.81
4.80
3.67
4.85
4.12
3.58
2.98
2.46
3.04
2.66
2.23
1.85
2.13
1.88
1.59
1.33
1.38
1.23
1.06
0.890
0.631
0.540
9.16
8.29
7.17
5.91
5.09
4.20
3.21
4.24
3.61
3.13
2.60
2.15
2.66
2.33
1.95
1.62
1.86
1.64
1.39
1.16
1.21
1.08
0.924
0.779
0.552
0.473
8.14
7.37
6.37
5.26
4.52
3.73
2.86
3.77
3.21
2.78
2.31
1.91
2.37
2.07
1.73
1.44
1.66
1.46
1.23
1.03
1.07
0.959
0.821
0.692
0.491
0.420
7.32
6.63
5.74
4.73
4.07
3.36
2.57
3.39
2.88
2.50
2.08
1.72
2.13
1.86
1.56
1.29
1.49
1.32
1.11
0.928
0.965
0.863
0.739
0.623
0.442
0.378
6.10
5.53
4.78
3.94
3.39
2.80
2.14
2.83
2.40
2.09
1.74
1.43
1.78
1.55
1.30
1.08
1.24
1.10
0.926
0.773
0.804
0.719
0.616
0.519
0.368
0.315
170
149
125
98.6
84.0
68.7
55.9
95.6
76.2
65.3
53.8
44.0
65.0
56.0
46.3
38.0
53.8
46.7
38.8
32.0
42.6
37.3
31.4
26.0
23.9
20.1
Notes:
2. W*
L1
3. W*
L2
and W*
.
L1
L2
ADDITIONAL NOTES:
AUGUST 2013
5-32
TABLE 5.1-5(B)
1
SHS
2
C350L0
3
Finish
d
b
t
mm
mm
mm
x
50
x
40
x
40
x
35
x
35
x
30
x
30
x
25
x
25
x
20
x
20
x
x
L
Designation
50
x
6.0
5.0
4.0
3.0
2.5
2.0
1.6
4.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
2.0
1.6
W*S (kN)
Mass
per m
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
kg/m
0.50
0.75
1.00
1. 25
1.50
1.75
2.00
2.50
3.00
3.50
4.00
4.50
5.00
6.00
7.32
6.39
5.35
4.25
3.60
2.93
2.38
4.09
3.30
2.82
2.31
1.88
2.83
2.42
1.99
1.63
2.36
2.03
1.68
1.38
1.89
1.64
1.36
1.12
1.05
0.873
61.7
57.6
51.2
43.6
38.0
31.7
26.2
25.9
22.9
20.2
17.1
14.2
14.6
13.0
11.1
9.31
8.61
7.76
6.69
5.67
4.52
4.15
3.65
3.13
1.70
1.49
30.1
28.1
25.0
21.3
18.5
15.5
12.8
11.5
10.2
8.97
7.58
6.33
6.50
5.78
4.92
4.14
3.83
3.45
2.97
2.52
2.01
1.85
1.62
1.39
0.756
0.664
16.9
15.8
14.1
12.0
10.4
8.69
7.19
6.47
5.73
5.05
4.26
3.56
3.65
3.25
2.77
2.33
2.15
1.94
1.67
1.42
1.13
1.04
0.911
0.783
0.425
0.373
10.8
10.1
8.99
7.65
6.66
5.56
4.60
4.14
3.67
3.23
2.73
2.28
2.34
2.08
1.77
1.49
1.38
1.24
1.07
0.908
0.724
0.664
0.583
0.501
0.272
0.239
7.52
7.02
6.25
5.32
4.63
3.86
3.20
2.87
2.55
2.24
1.90
1.58
1.62
1.44
1.23
1.03
0.957
0.862
0.743
0.630
0.503
0.461
0.405
0.348
0.189
0.166
5.52
5.15
4.59
3.91
3.40
2.84
2.35
2.11
1.87
1.65
1.39
1.16
1.19
1.06
0.904
0.760
0.703
0.633
0.546
0.463
0.369
0.339
0.298
0.256
0.139
0.122
4.23
3.95
3.51
2.99
2.60
2.17
1.80
1.62
1.43
1.26
1.07
0.890
0.914
0.812
0.692
0.582
0.538
0.485
0.418
0.355
0.283
0.260
0.228
0.196
0.106
0.0933
2.71
2.53
2.25
1.91
1.67
1.39
1.15
1.03
0.917
0.808
0.682
0.570
0.585
0.520
0.443
0.372
0.344
0.310
0.268
0.227
0.181
0.166
0.146
0.125
0.0680
0.0597
1.88
1.75
1.56
1.33
1.16
0.966
0.799
0.718
0.636
0.561
0.474
0.396
0.406
0.361
0.308
0.259
0.239
0.215
0.186
0.158
0.126
0.115
0.101
0.0870
0.0473
0.0415
1.38
1.29
1.15
0.976
0.850
0.710
0.587
0.528
0.468
0.412
0.348
0.291
0.298
0.265
0.226
0.190
0.176
0.158
0.137
0.116
0.0923
0.0848
0.0744
0.0640
0.0347
0.0305
1.06
0.987
0.878
0.748
0.651
0.543
0.449
0.404
0.358
0.315
0.267
0.223
0.228
0.203
0.173
0.145
0.135
0.121
0.105
0.0887
0.0707
0.0649
0.0570
0.0490
0.0266
0.0233
0.835
0.780
0.694
0.591
0.514
0.429
0.355
0.319
0.283
0.249
0.211
0.176
0.180
0.160
0.137
0.115
0.106
0.0958
0.0826
0.0701
0.0559
0.0513
0.0450
0.0387
0.0210
0.677
0.631
0.562
0.478
0.416
0.348
0.288
0.259
0.229
0.202
0.171
0.142
0.146
0.130
0.111
0.0931
0.0861
0.0776
0.0669
0.0567
0.0452
0.0415
0.0365
0.0313
0.470
0.438
0.390
0.332
0.289
0.241
0.200
0.180
0.159
0.140
0.118
0.0989
0.102
0.0903
0.0769
0.0647
0.0598
0.0539
0.0465
0.0394
0.0314
0.0288
0.0253
0.0218
Notes:
by yielding.
ADDITIONAL NOTES:
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-33
PART 9
Connections
TABLE 5.1-6(1)(A)
1
SHS
2
C450PLUS®
3
Finish
Designation
d
b
t
mm
mm
mm
400 x 400 x 16.0
12.5
10.0
350 x 350 x 16.0
12.5
10.0
8.0
300 x 300 x 16.0
12.5
10.0
8.0
250 x 250 x 16.0
12.5
10.0
9.0
8.0
6.0
200 x 200 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
150 x 150 x 10.0
9.0
8.0
6.0
5.0
x
W*
L1 (kN)
Mass
per m
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
x
L
W*
L2
kg/m
1.0
2 .0
3 .0
4.0
5.0
6 .0
7.0
8 .0
9.0
10.0
11.0
12.0
13.0
14.0
kN
186
148
120
161
128
104
84.2
136
109
88.4
71.6
111
89.0
72.7
65.9
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
41.3
37.7
33.9
26.2
22.1
10800
7490
5360
8190
6140
4380
3150
5860
4770
3490
2490
3910
3220
2630
2260
1900
1230
2360
1970
1650
1510
1350
880
670
872
804
732
568
436
5380
3750
2680
4090
3070
2190
1570
2930
2380
1750
1240
1960
1610
1310
1130
949
616
1180
984
823
754
673
440
335
436
402
366
284
218
3590
2500
1790
2730
2050
1460
1050
1950
1590
1160
830
1300
1070
876
755
633
411
787
656
549
503
449
293
223
291
268
244
189
145
2690
1870
1340
2050
1540
1100
787
1460
1190
873
622
979
804
657
566
474
308
590
492
412
377
336
220
168
218
201
183
142
109
2150
1500
1070
1640
1230
877
630
1170
953
698
498
783
643
526
453
380
246
472
394
329
302
269
176
134
174
161
146
114
87.3
1790
1250
894
1360
1020
731
525
976
794
582
415
652
536
438
377
316
205
393
328
274
251
224
147
112
145
134
122
94.6
72.7
1540
1070
766
1170
878
626
450
837
681
499
356
559
459
375
324
271
176
337
281
235
215
192
126
95.7
125
115
105
81.1
62.3
1350
937
670
1020
768
548
393
732
596
436
311
489
402
329
283
237
154
295
246
206
188
168
110
83.8
109
101
91.5
71.0
54.6
1200
832
596
910
683
487
350
651
530
388
277
435
357
292
252
211
137
262
219
183
168
150
97.8
74.5
96.9
89.4
81.3
63.1
48.5
1080
749
536
819
614
438
315
586
477
349
249
391
322
263
226
190
123
236
197
165
151
135
88.0
67.0
87.2
80.4
73.2
56.8
43.6
979
681
487
744
558
399
286
532
433
317
226
356
292
239
206
173
112
215
179
150
137
122
80.0
60.9
79.3
73.1
66.6
51.6
39.7
897
624
447
682
512
365
262
488
397
291
207
326
268
219
189
158
103
197
164
137
126
112
73.4
55.9
72.7
67.0
61.0
47.3
36.4
828
576
412
630
473
337
242
451
367
269
192
301
247
202
174
146
94.8
182
151
127
116
104
67.7
51.6
67.1
61.9
56.3
43.7
33.6
769
535
383
585
439
313
225
418
340
249
178
280
230
188
162
136
88.0
169
141
118
108
96.1
62.9
47.9
62.3
57.4
52.3
40.6
31.2
5650
4500
3650
4880
3900
3170
2570
4120
3300
2690
2180
3350
2700
2210
2000
1800
1370
2580
2100
1730
1570
1410
1080
912
1250
1140
1030
795
672
Notes:
3. W*
L1
4. W*
L2
and W*
.
L1
L2
AUGUST 2013
5-34
TABLE 5.1-6(1)(B)
1
SHS
2
C450PLUS®
3
Finish
Designation
d
b
t
mm
mm
mm
400 x 400 x 16.0
12.5
10.0
350 x 350 x 16.0
12.5
10.0
8.0
300 x 300 x 16.0
12.5
10.0
8.0
250 x 250 x 16.0
12.5
10.0
9.0
8.0
6.0
200 x 200 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
150 x 150 x 10.0
9.0
8.0
6.0
5.0
x
L
W*S (kN)
Mass
per m
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
x
kg/m
1.0
2 .0
3 .0
4.0
5.0
6 .0
7.0
8 .0
9.0
10.0
11.0
12.0
13.0
14.0
186
148
120
161
128
104
84.2
136
109
88.4
71.6
111
89.0
72.7
65.9
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
41.3
37.7
33.9
26.2
22.1
10300
8360
6880
7650
6270
5180
4250
5420
4480
3720
3070
3570
2990
2510
2300
2080
1620
2110
1800
1530
1410
1280
1010
860
793
738
678
542
466
5140
4180
3440
3830
3130
2590
2130
2710
2240
1860
1540
1790
1490
1250
1150
1040
810
899
768
653
602
548
430
367
254
236
217
173
149
3420
2790
2290
2540
2080
1720
1410
1540
1270
1060
874
847
709
594
545
494
384
400
341
290
267
243
191
163
113
105
96.4
77.0
66.2
2190
1780
1470
1430
1170
967
794
867
717
596
492
476
399
334
307
278
216
225
192
163
150
137
108
91.7
63.5
59.0
54.2
43.3
37.2
1400
1140
939
914
749
619
508
555
459
381
315
305
255
214
196
178
138
144
123
104
96.3
87.6
68.9
58.7
40.6
37.8
34.7
27.7
23.8
974
792
652
635
520
430
353
386
318
265
218
212
177
149
136
123
96.0
99.9
85.3
72.6
66.9
60.9
47.8
40.8
28.2
26.2
24.1
19.3
16.6
715
582
479
467
382
316
259
283
234
195
161
156
130
109
100
90.6
70.5
73.4
62.7
53.3
49.1
44.7
35.1
29.9
20.7
19.3
17.7
14.1
12.2
548
446
367
357
292
242
199
217
179
149
123
119
99.6
83.6
76.6
69.4
54.0
56.2
48.0
40.8
37.6
34.2
26.9
22.9
15.9
14.8
13.6
10.8
9.31
433
352
290
282
231
191
157
171
142
118
97.1
94.1
78.7
66.0
60.6
54.8
42.7
44.4
37.9
32.2
29.7
27.1
21.3
18.1
12.5
11.7
10.7
8.56
7.36
351
285
235
229
187
155
127
139
115
95.4
78.6
76.2
63.8
53.5
49.1
44.4
34.6
36.0
30.7
26.1
24.1
21.9
17.2
14.7
10.2
9.45
8.67
6.93
5.96
290
236
194
189
155
128
105
115
94.7
78.8
65.0
63.0
52.7
44.2
40.5
36.7
28.6
29.7
25.4
21.6
19.9
18.1
14.2
12.1
8.39
7.81
7.17
5.73
4.93
243
198
163
159
130
107
88.2
96.4
79.6
66.2
54.6
52.9
44.3
37.1
34.1
30.8
24.0
25.0
21.3
18.1
16.7
15.2
12.0
10.2
7.05
6.56
6.02
4.81
4.14
207
169
139
135
111
91.6
75.2
82.1
67.8
56.4
46.5
45.1
37.7
31.7
29.0
26.3
20.4
21.3
18.2
15.5
14.2
13.0
10.2
8.68
6.01
5.59
5.13
4.10
3.53
179
146
120
117
95.5
79.0
64.8
70.8
58.5
48.6
40.1
38.9
32.5
27.3
25.0
22.7
17.6
18.4
15.7
13.3
12.3
11.2
8.78
7.49
5.18
4.82
4.43
3.54
3.04
Notes:
by yielding.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-35
PART 9
Connections
TABLE 5.1-6(2)(A)
1
SHS
2
C450PLUS®
3
Finish
Designation
d
mm
125
100
b
t
mm
mm
x 125 x 10.0
9.0
8.0
6.0
5.0
4.0
x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
3.0
2.5
90
x
90
x
89
x
89
x
75
x
75
x
65
x
65
x
2.0
2.5
2.0
6.0
5.0
3.5
2.0
6.0
5.0
4.0
3.5
3.0
2.5
2.0
6.0
5.0
4.0
3.0
2.5
2.0
1.6
x
W*
L1 (kN)
Mass
per m
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
x
L
W*
L2
kg/m
1.0
2 .0
3 .0
4.0
5.0
6 .0
7.0
8 .0
9.0
10.0
11.0
12.0
13.0
14.0
kN
33.4
30.6
27.7
21.4
18.2
14.8
25.6
23.5
21.4
16.7
14.2
11.6
8.96
7.53
6.07
6.74
5.45
14.7
12.5
9.07
5.38
12.0
10.3
8.49
7.53
6.60
5.56
4.50
10.1
8.75
7.23
5.66
4.78
3.88
3.13
576
534
489
389
329
237
341
319
295
238
206
168
111
84.6
61.0
72.2
51.8
184
159
116
51.0
124
109
91.5
82.0
71.9
55.2
39.3
89.1
78.8
66.7
53.7
44.3
31.8
22.7
288
267
245
194
164
119
171
160
148
119
103
84.1
55.7
42.3
30.5
36.1
25.9
91.9
79.7
57.9
25.5
62.2
54.5
45.8
41.0
36.0
27.6
19.7
44.6
39.4
33.4
26.8
22.2
15.9
11.4
192
178
163
130
110
79.1
114
106
98.3
79.4
68.6
56.1
37.1
28.2
20.3
24.1
17.3
61.2
53.2
38.6
17.0
41.5
36.3
30.5
27.3
24.0
18.4
13.1
29.7
26.3
22.2
17.9
14.8
10.6
7.57
144
134
122
97.1
82.1
59.3
85.3
79.8
73.8
59.6
51.4
42.1
27.8
21.2
15.3
18.1
13.0
45.9
39.9
29.0
12.7
31.1
27.3
22.9
20.5
18.0
13.8
9.83
22.3
19.7
16.7
13.4
11.1
7.94
5.68
115
107
97.9
77.7
65.7
47.4
68.2
63.9
59.0
47.7
41.2
33.6
22.3
16.9
12.2
14.4
10.4
36.7
31.9
23.2
10.2
24.9
21.8
18.3
16.4
14.4
11.0
7.86
17.8
15.8
13.3
10.7
8.86
6.35
4.54
96.0
89.1
81.5
64.8
54.8
39.5
56.8
53.2
49.2
39.7
34.3
28.0
18.6
14.1
10.2
12.0
8.64
30.6
26.6
19.3
8.49
20.7
18.2
15.3
13.7
12.0
9.20
6.55
14.9
13.1
11.1
8.95
7.39
5.29
3.79
82.3
76.3
69.9
55.5
46.9
33.9
48.7
45.6
42.1
34.0
29.4
24.0
15.9
12.1
8.72
10.3
7.41
26.2
22.8
16.5
7.28
17.8
15.6
13.1
11.7
10.3
7.89
5.62
12.7
11.3
9.53
7.67
6.33
4.54
3.24
72.0
66.8
61.2
48.6
41.1
29.7
42.6
39.9
36.9
29.8
25.7
21.0
13.9
10.6
7.63
9.03
6.48
23.0
19.9
14.5
6.37
15.6
13.6
11.4
10.2
8.99
6.90
4.91
11.1
9.85
8.34
6.71
5.54
3.97
2.84
64.0
59.4
54.4
43.2
36.5
26.4
37.9
35.5
32.8
26.5
22.9
18.7
12.4
9.40
6.78
8.03
5.76
20.4
17.7
12.9
5.66
13.8
12.1
10.2
9.11
7.99
6.13
4.37
9.90
8.76
7.42
5.97
4.92
3.53
2.52
57.6
53.4
48.9
38.9
32.9
23.7
34.1
31.9
29.5
23.8
20.6
16.8
11.1
8.46
6.10
7.22
5.18
18.4
15.9
11.6
5.10
12.4
10.9
9.15
8.20
7.19
5.52
3.93
8.91
7.88
6.67
5.37
4.43
3.18
2.27
52.4
48.6
44.5
35.3
29.9
21.6
31.0
29.0
26.8
21.7
18.7
15.3
10.1
7.69
5.55
6.57
4.71
16.7
14.5
10.5
4.63
11.3
9.91
8.32
7.45
6.54
5.02
3.57
8.10
7.16
6.07
4.88
4.03
2.89
2.06
48.0
44.5
40.8
32.4
27.4
19.8
28.4
26.6
24.6
19.9
17.1
14.0
9.28
7.05
5.08
6.02
4.32
15.3
13.3
9.65
4.25
10.4
9.08
7.63
6.83
5.99
4.60
3.28
7.43
6.57
5.56
4.47
3.69
2.65
1.89
44.3
41.1
37.6
29.9
25.3
18.2
26.2
24.6
22.7
18.3
15.8
12.9
8.56
6.51
4.69
5.56
3.99
14.1
12.3
8.91
3.92
9.57
8.39
7.04
6.31
5.53
4.25
3.02
6.86
6.06
5.13
4.13
3.41
2.44
1.75
41.2
38.2
34.9
27.8
23.5
16.9
24.4
22.8
21.1
17.0
14.7
12.0
7.95
6.05
4.36
5.16
3.70
13.1
11.4
8.27
3.64
8.89
7.79
6.54
5.86
5.14
3.94
2.81
6.37
5.63
4.77
3.84
3.17
2.27
1.62
1010
924
837
651
552
449
768
708
645
507
432
353
271
228
184
204
165
444
379
276
163
363
312
257
228
199
168
136
305
264
219
170
144
117
94.9
Notes:
3. W*
L1
4. W*
L2
and W*
.
L1
L2
AUGUST 2013
5-36
TABLE 5.1-6(2)(B)
1
SHS
2
C450PLUS®
3
Finish
Designation
d
mm
125
b
t
mm
mm
x 125 x 10.0
9.0
8.0
6.0
5.0
4.0
x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
3.0
2.5
100
90
x
90
x
89
x
89
x
75
x
75
x
65
x
65
x
2.0
2.5
2.0
6.0
5.0
3.5
2.0
6.0
5.0
4.0
3.5
3.0
2.5
2.0
6.0
5.0
4.0
3.0
2.5
2.0
1.6
x
L
W*S (kN)
Mass
per m
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
x
kg/m
1.0
2 .0
3 .0
4.0
5.0
6 .0
7.0
8 .0
9.0
10.0
11.0
12.0
13.0
14.0
33.4
30.6
27.7
21.4
18.2
14.8
25.6
23.5
21.4
16.7
14.2
11.6
8.96
7.53
6.07
6.74
5.45
14.7
12.5
9.07
5.38
12.0
10.3
8.49
7.53
6.60
5.56
4.50
10.1
8.75
7.23
5.66
4.78
3.88
3.13
515
483
447
362
313
260
253
240
225
187
163
137
109
92.5
75.6
66.7
54.6
127
112
84.7
52.7
71.1
63.5
54.2
49.0
44.0
37.7
31.0
43.4
39.2
33.9
27.9
24.0
19.9
16.3
137
129
119
96.6
83.6
69.4
63.1
60.0
56.2
46.6
40.8
34.2
27.2
23.1
18.9
16.7
13.6
31.7
27.9
21.2
13.2
17.8
15.9
13.6
12.2
11.0
9.43
7.76
10.8
9.80
8.48
6.98
6.01
4.96
4.07
61.0
57.2
52.9
42.9
37.1
30.8
28.1
26.7
25.0
20.7
18.1
15.2
12.1
10.3
8.40
7.41
6.07
14.1
12.4
9.42
5.86
7.90
7.05
6.02
5.44
4.89
4.19
3.45
4.82
4.36
3.77
3.10
2.67
2.21
1.81
34.3
32.2
29.8
24.1
20.9
17.4
15.8
15.0
14.1
11.7
10.2
8.56
6.80
5.78
4.72
4.17
3.41
7.92
6.98
5.30
3.30
4.45
3.97
3.39
3.06
2.75
2.36
1.94
2.71
2.45
2.12
1.74
1.50
1.24
1.02
22.0
20.6
19.1
15.5
13.4
11.1
10.1
9.60
8.99
7.46
6.53
5.48
4.35
3.70
3.02
2.67
2.18
5.07
4.47
3.39
2.11
2.85
2.54
2.17
1.96
1.76
1.51
1.24
1.74
1.57
1.36
1.12
0.961
0.794
0.652
15.2
14.3
13.2
10.7
9.29
7.71
7.02
6.67
6.25
5.18
4.53
3.80
3.02
2.57
2.10
1.85
1.52
3.52
3.10
2.35
1.47
1.98
1.76
1.51
1.36
1.22
1.05
0.862
1.21
1.09
0.942
0.775
0.667
0.551
0.453
11.2
10.5
9.72
7.88
6.82
5.67
5.15
4.90
4.59
3.81
3.33
2.79
2.22
1.89
1.54
1.36
1.11
2.59
2.28
1.73
1.08
1.45
1.30
1.11
1.00
0.898
0.770
0.633
0.886
0.800
0.692
0.569
0.490
0.405
0.332
8.58
8.04
7.44
6.04
5.22
4.34
3.95
3.75
3.51
2.92
2.55
2.14
1.70
1.45
1.18
1.04
0.853
1.98
1.75
1.32
0.824
1.11
0.992
0.847
0.765
0.688
0.589
0.485
0.678
0.613
0.530
0.436
0.375
0.310
0.255
6.78
6.36
5.88
4.77
4.13
3.43
3.12
2.96
2.78
2.30
2.02
1.69
1.34
1.14
0.933
0.823
0.674
1.57
1.38
1.05
0.651
0.878
0.783
0.669
0.605
0.543
0.466
0.383
0.536
0.484
0.419
0.344
0.297
0.245
0.201
5.49
5.15
4.76
3.86
3.34
2.78
2.53
2.40
2.25
1.87
1.63
1.37
1.09
0.925
0.756
0.667
0.546
1.27
1.12
0.847
0.527
0.711
0.635
0.542
0.490
0.440
0.377
0.310
0.434
0.392
0.339
0.279
0.240
0.199
0.163
4.54
4.25
3.94
3.19
2.76
2.29
2.09
1.98
1.86
1.54
1.35
1.13
0.899
0.765
0.625
0.551
0.451
1.05
0.923
0.700
0.436
0.588
0.524
0.448
0.405
0.364
0.312
0.256
0.359
0.324
0.280
0.231
0.199
0.164
0.135
3.81
3.57
3.31
2.68
2.32
1.93
1.75
1.67
1.56
1.30
1.13
0.951
0.755
0.643
0.525
0.463
0.379
0.880
0.776
0.588
0.366
0.494
0.441
0.376
0.340
0.306
0.262
0.215
0.301
0.272
0.235
0.194
0.167
0.138
0.113
3.25
3.05
2.82
2.29
1.98
1.64
1.49
1.42
1.33
1.10
0.966
0.810
0.644
0.548
0.447
0.395
0.323
0.750
0.661
0.501
0.312
0.421
0.375
0.321
0.290
0.260
0.223
0.184
0.257
0.232
0.201
0.165
0.142
0.117
0.0964
2.80
2.63
2.43
1.97
1.71
1.42
1.29
1.22
1.15
0.952
0.833
0.699
0.555
0.472
0.386
0.340
0.279
0.647
0.570
0.432
0.269
0.363
0.324
0.277
0.250
0.225
0.192
0.158
0.221
0.200
0.173
0.142
0.123
0.101
0.0831
Notes:
by yielding.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-37
PART 9
Connections
TABLE 5.1-6(3)(A)
1
SHS
2
C450PLUS®
3
Finish
Designation
d
b
mm
50
50
mm
x
40
x
40
x
35
x
35
x
30
x
30
x
25
x
25
x
20
x
20
x
W*
L1 (kN)
Mass
per m
t
mm
x
x
6.0
5.0
4.0
3.0
2.5
2.0
1.6
4.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
2.0
1.6
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
0.50
0.75
1.00
1.25
1.50
1.75
2.00
2.50
3.00
3.50
4.00
4.50
5.00
6.00
kN
7.32
6.39
5.35
4.25
3.60
2.93
2.38
4.09
3.30
2.82
2.31
1.88
2.83
2.42
1.99
1.63
2.36
2.03
1.68
1.38
1.89
1.64
1.36
1.12
1.05
0.873
94.2
85.3
73.8
60.8
52.3
42.6
30.7
43.6
37.1
32.2
26.8
21.8
27.4
23.9
20.1
16.6
19.2
16.9
14.3
11.9
12.4
11.1
9.50
8.01
5.68
4.86
62.8
56.8
49.2
40.6
34.9
28.4
20.5
29.1
24.7
21.5
17.9
14.5
18.3
16.0
13.4
11.1
12.8
11.3
9.53
7.95
8.27
7.40
6.33
5.34
3.79
3.24
47.1
42.6
36.9
30.4
26.2
21.3
15.4
21.8
18.5
16.1
13.4
10.9
13.7
12.0
10.0
8.31
9.59
8.46
7.15
5.96
6.20
5.55
4.75
4.00
2.84
2.43
37.7
34.1
29.5
24.3
20.9
17.0
12.3
17.5
14.8
12.9
10.7
8.73
11.0
9.58
8.02
6.65
7.67
6.76
5.72
4.77
4.96
4.44
3.80
3.20
2.27
1.95
31.4
28.4
24.6
20.3
17.4
14.2
10.2
14.5
12.4
10.7
8.93
7.27
9.13
7.98
6.68
5.54
6.39
5.64
4.76
3.98
4.14
3.70
3.17
2.67
1.89
1.62
26.9
24.4
21.1
17.4
14.9
12.2
8.78
12.5
10.6
9.20
7.65
6.23
7.83
6.84
5.73
4.75
5.48
4.83
4.08
3.41
3.55
3.17
2.71
2.29
1.62
1.39
23.5
21.3
18.4
15.2
13.1
10.7
7.68
10.9
9.27
8.05
6.70
5.45
6.85
5.99
5.01
4.16
4.79
4.23
3.57
2.98
3.10
2.77
2.38
2.00
1.42
1.22
18.8
17.1
14.8
12.2
10.5
8.52
6.14
8.73
7.42
6.44
5.36
4.36
5.48
4.79
4.01
3.33
3.84
3.38
2.86
2.39
2.48
2.22
1.90
1.60
1.14
0.973
15.7
14.2
12.3
10.1
8.72
7.10
5.12
7.27
6.18
5.36
4.46
3.64
4.57
3.99
3.34
2.77
3.20
2.82
2.38
1.99
2.07
1.85
1.58
1.33
0.947
0.811
13.5
12.2
10.5
8.69
7.47
6.09
4.39
6.24
5.30
4.60
3.83
3.12
3.91
3.42
2.86
2.38
2.74
2.42
2.04
1.70
1.77
1.59
1.36
1.14
0.812
0.695
11.8
10.7
9.22
7.60
6.54
5.33
3.84
5.46
4.64
4.02
3.35
2.73
3.43
2.99
2.51
2.08
2.40
2.11
1.79
1.49
1.55
1.39
1.19
1.00
0.710
0.608
10.5
9.47
8.19
6.76
5.81
4.73
3.41
4.85
4.12
3.58
2.98
2.42
3.04
2.66
2.23
1.85
2.13
1.88
1.59
1.33
1.38
1.23
1.06
0.890
0.631
0.540
9.42
8.53
7.38
6.08
5.23
4.26
3.07
4.36
3.71
3.22
2.68
2.18
2.74
2.39
2.01
1.66
1.92
1.69
1.43
1.19
1.24
1.11
0.950
0.801
0.568
0.486
7.85
7.10
6.15
5.07
4.36
3.55
2.56
3.64
3.09
2.68
2.23
1.82
2.28
2.00
1.67
1.39
1.60
1.41
1.19
0.994
1.03
0.925
0.792
0.667
0.474
0.405
219
192
161
127
108
88.3
71.9
123
97.9
84.0
69.1
56.5
83.5
72.0
59.5
48.8
69.1
60.0
49.9
41.2
54.7
48.0
40.3
33.5
30.7
25.8
N
N
O
A
T
-S
L
W*
L2
kg/m
D
R
A
D
N
x
R
G
E
D
A
Notes:
3. W*
L1
4. W*
L2
and W*
.
L1
L2
AUGUST 2013
5-38
TABLE 5.1-6(3)(B)
1
SHS
2
C450PLUS®
3
Finish
d
b
t
mm
mm
mm
x
50
x
40
x
40
x
35
x
35
x
30
x
30
x
25
x
25
x
20
x
20
x
x
L
Designation
50
x
6.0
5.0
4.0
3.0
2.5
2.0
1.6
4.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
2.0
1.6
W*S (kN)
Mass
per m
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
kg/m
0.50
0.75
1.00
1. 25
1.50
1.75
2.00
2.50
3.00
3.50
4.00
4.50
5.00
6.00
7.32
6.39
5.35
4.25
3.60
2.93
2.38
4.09
3.30
2.82
2.31
1.88
2.83
2.42
1.99
1.63
2.36
2.03
1.68
1.38
1.89
1.64
1.36
1.12
1.05
0.873
67.7
63.1
56.2
47.8
41.6
34.8
28.8
25.9
22.9
20.2
17.1
14.2
14.6
13.0
11.1
9.31
8.61
7.76
6.69
5.67
4.52
4.15
3.65
3.13
1.70
1.49
30.1
28.1
25.0
21.3
18.5
15.5
12.8
11.5
10.2
8.97
7.58
6.33
6.50
5.78
4.92
4.14
3.83
3.45
2.97
2.52
2.01
1.85
1.62
1.39
0.756
0.664
16.9
15.8
14.1
12.0
10.4
8.69
7.19
6.47
5.73
5.05
4.26
3.56
3.65
3.25
2.77
2.33
2.15
1.94
1.67
1.42
1.13
1.04
0.911
0.783
0.425
0.373
10.8
10.1
8.99
7.65
6.66
5.56
4.60
4.14
3.67
3.23
2.73
2.28
2.34
2.08
1.77
1.49
1.38
1.24
1.07
0.908
0.724
0.664
0.583
0.501
0.272
0.239
7.52
7.02
6.25
5.32
4.63
3.86
3.20
2.87
2.55
2.24
1.90
1.58
1.62
1.44
1.23
1.03
0.957
0.862
0.743
0.630
0.503
0.461
0.405
0.348
0.189
0.166
5.52
5.15
4.59
3.91
3.40
2.84
2.35
2.11
1.87
1.65
1.39
1.16
1.19
1.06
0.904
0.760
0.703
0.633
0.546
0.463
0.369
0.339
0.298
0.256
0.139
0.122
4.23
3.95
3.51
2.99
2.60
2.17
1.80
1.62
1.43
1.26
1.07
0.890
0.914
0.812
0.692
0.582
0.538
0.485
0.418
0.355
0.283
0.260
0.228
0.196
0.106
0.0933
2.71
2.53
2.25
1.91
1.67
1.39
1.15
1.03
0.917
0.808
0.682
0.570
0.585
0.520
0.443
0.372
0.344
0.310
0.268
0.227
0.181
0.166
0.146
0.125
0.0680
0.0597
1.88
1.75
1.56
1.33
1.16
0.966
0.799
0.718
0.636
0.561
0.474
0.396
0.406
0.361
0.308
0.259
0.239
0.215
0.186
0.158
0.126
0.115
0.101
0.0870
0.0473
0.0415
1.38
1.29
1.15
0.976
0.850
0.710
0.587
0.528
0.468
0.412
0.348
0.291
0.298
0.265
0.226
0.190
0.176
0.158
0.137
0.116
0.0923
0.0848
0.0744
0.0640
0.0347
0.0305
1.06
0.987
0.878
0.748
0.651
0.543
0.449
0.404
0.358
0.315
0.267
0.223
0.228
0.203
0.173
0.145
0.135
0.121
0.105
0.0887
0.0707
0.0649
0.0570
0.0490
0.0266
0.0233
0.835
0.780
0.694
0.591
0.514
0.429
0.355
0.319
0.283
0.249
0.211
0.176
0.180
0.160
0.137
0.115
0.106
0.0958
0.0826
0.0701
0.0559
0.0513
0.0450
0.0387
0.0210
0.677
0.631
0.562
0.478
0.416
0.348
0.288
0.259
0.229
0.202
0.171
0.142
0.146
0.130
0.111
0.0931
0.0861
0.0776
0.0669
0.0567
0.0452
0.0415
0.0365
0.0313
0.470
0.438
0.390
0.332
0.289
0.241
0.200
0.180
0.159
0.140
0.118
0.0989
0.102
0.0903
0.0769
0.0647
0.0598
0.0539
0.0465
0.0394
0.0314
0.0288
0.0253
0.0218
D
R
A
ND
A
T
-S
N
O
N
A
R
G
E
D
Notes:
by yielding.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-39
PART 9
Connections
TABLE 5.2-1(A)
1
RHS
2
C350L0
3
Finish
DESIGN SECTION MOMENT AND WEB CAPACITIES
about x-axis
b
Design Section Moment Capacities
Designation
d
b
t
mm
mm
mm
75 x 25 x 2.5
2.0
1.6
65 x 35 x 4.0
3.0
2.5
2.0
50 x 25 x 3.0
2.5
2.0
1.6
50 x 20 x 3.0
2.5
2.0
1.6
Mass
per m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
About x-axis
qMsx
FLR
t
Design Web Capacities
Torsion
Shear
qM z
qV v
Interior Bearing
qRby
qRbb
bb
bb
5rext
d
x
x
End Bearing
bbw
kg/m
kNm
m
kNm
kN
kN/mm
kN/mm
mm
mm
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
3.17
2.62
2.15
4.18
3.46
2.98
2.46
1.85
1.61
1.34
1.11
1.62
1.42
1.19
0.989
0.736
0.751
0.764
1.55
1.61
1.64
1.66
1.04
1.06
1.09
1.10
0.657
0.676
0.695
0.710
1.35
1.14
0.954
2.37
1.97
1.72
1.44
0.979
0.869
0.741
0.623
0.733
0.659
0.568
0.482
61.5
49.9
40.4
82.4
64.0
54.2
44.1
47.5
40.5
33.1
27.0
46.9
40.0
32.7
26.6
0.519
0.411
0.326
0.704
0.635
0.523
0.413
0.650
0.533
0.419
0.331
0.650
0.533
0.419
0.331
0.697
0.389
0.208
2.09
1.24
0.850
0.493
1.50
1.11
0.713
0.420
1.50
1.11
0.713
0.420
25.0
20.0
16.0
50.0
30.0
25.0
20.0
30.0
25.0
20.0
16.0
30.0
25.0
20.0
16.0
32.5
33.5
34.3
22.5
26.5
27.5
28.5
19.0
20.0
21.0
21.8
19.0
20.0
21.0
21.8
2.5rext
bbw
kN/mm
mm
mm
0.625
0.342
0.181
2.03
1.16
0.775
0.438
1.45
1.05
0.654
0.374
1.45
1.05
0.654
0.374
12.5
10.0
8.00
25.0
15.0
12.5
10.0
15.0
12.5
10.0
8.00
15.0
12.5
10.0
8.00
32.5
33.5
34.3
22.5
26.5
27.5
28.5
19.0
20.0
21.0
21.8
19.0
20.0
21.0
21.8
Le
qRby
qRbb
r
bb
bb
kN/mm
0.499
0.399
0.319
0.611
0.598
0.499
0.399
0.598
0.499
0.399
0.319
0.598
0.499
0.399
0.319
91.0
117
150
39.4
61.8
77.0
99.8
44.3
56.0
73.5
95.4
44.3
56.0
73.5
95.4
Le
r
98.8
127
163
42.8
67.1
83.6
108
48.1
60.8
79.8
104
48.1
60.8
79.8
104
Notes:
2. FLR based on most conservative case (ȕm = -1).
3. Bold listings in the table note whether design web
bearing yielding or buckling is critical for either Interior
or End Bearing.
ADDITIONAL NOTES:
AUGUST 2013
5-40
TABLE 5.2-1(B)
1
RHS
2
C350L0
3
Finish
about y-axis
b
Designation
d
b
t
mm
mm
mm
75 x 25 x 2.5
2.0
1.6
65 x 35 x 4.0
3.0
2.5
2.0
50 x 25 x 3.0
2.5
2.0
1.6
50 x 20 x 3.0
2.5
2.0
1.6
Mass
per m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Design
Section
Moment
Capacity
t
Interior Bearing
Shear
qV v
qRby
qRbb
bb
bb
5rext
y
d
End Bearing
bbw
kg/m
qMsy
kN
kN/mm
kN/mm
mm
mm
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
1.36
1.00
0.699
2.70
2.24
1.93
1.48
1.12
0.982
0.824
0.644
0.827
0.729
0.616
0.484
18.9
15.9
13.2
40.8
32.9
28.4
23.4
21.5
18.9
15.9
13.2
15.9
14.2
12.1
10.2
0.587
0.450
0.349
0.866
0.683
0.553
0.431
0.738
0.587
0.450
0.349
0.797
0.623
0.469
0.360
1.49
1.12
0.825
2.49
1.72
1.35
0.973
1.85
1.49
1.12
0.825
1.91
1.55
1.19
0.897
25.0
20.0
16.0
50.0
30.0
25.0
20.0
30.0
25.0
20.0
16.0
30.0
25.0
20.0
16.0
7.50
8.50
9.30
7.50
11.5
12.5
13.5
6.50
7.50
8.50
9.30
4.00
5.00
6.00
6.80
2.5rext
Le
qRby
qRbb
r
bb
bb
kN/mm
kN/mm
mm
mm
0.499
0.399
0.319
0.611
0.598
0.499
0.399
0.598
0.499
0.399
0.319
0.598
0.499
0.399
0.319
1.47
1.10
0.801
2.48
1.69
1.32
0.935
1.83
1.47
1.10
0.801
1.90
1.54
1.17
0.881
12.5
10.0
8.00
25.0
15.0
12.5
10.0
15.0
12.5
10.0
8.00
15.0
12.5
10.0
8.00
7.50
8.50
9.30
7.50
11.5
12.5
13.5
6.50
7.50
8.50
9.30
4.00
5.00
6.00
6.80
21.0
29.8
40.7
13.1
26.8
35.0
47.3
15.2
21.0
29.8
40.7
9.33
14.0
21.0
29.8
bbw
Le
y
r
22.8
32.3
44.2
14.3
29.1
38.0
51.3
16.5
22.8
32.3
44.2
10.1
15.2
22.8
32.3
Notes:
or End Bearing.
ADDITIONAL NOTES:
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-41
PART 9
Connections
TABLE 5.2-2(1)(A)
1
RHS
2
C450PLUS®
3
Finish
about x-axis
b
Designation
d
b
t
mm
mm
mm
400 x 300 x 16.0
12.5
10.0
8.0
400 x 200 x 16.0
12.5
10.0
8.0
350 x 250 x 16.0
12.5
10.0
8.0
300 x 200 x 16.0
12.5
10.0
8.0
6.0
250 x 150 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
Mass
per m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
About x-axis
qMsx
FLR
t
Torsion
Shear
qMz
qV v
Interior Bearing
qRby
qRbb
bb
bb
5rext
d
x
x
End Bearing
bbw
kg/m
kNm
m
kNm
kN
kN/mm
kN/mm
mm
mm
161
128
104
84.2
136
109
88.4
71.6
136
109
88.4
71.6
111
89.0
72.7
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
1110
901
649
463
866
705
581
467
807
657
533
376
548
450
373
302
192
338
282
236
216
195
149
111
14.9
15.1
15.2
15.4
6.73
6.87
6.97
7.04
11.7
11.9
12.1
12.2
8.66
8.85
8.99
9.10
9.20
5.73
5.90
6.02
6.07
6.12
6.22
6.26
771
628
518
425
485
401
334
275
543
446
370
304
354
294
246
204
158
203
173
146
135
122
96.0
81.8
2790
2220
1800
1450
2730
2170
1760
1420
2400
1920
1560
1260
2020
1620
1320
1070
813
1630
1320
1080
976
875
668
561
3.42
2.61
2.06
1.63
3.42
2.61
2.06
1.63
3.47
2.64
2.08
1.64
3.54
2.68
2.10
1.66
1.22
3.65
2.74
2.14
1.90
1.68
1.23
1.02
6.76
3.58
1.91
0.990
6.76
3.58
1.91
0.990
8.00
4.47
2.44
1.28
9.28
5.58
3.19
1.72
0.743
10.5
6.86
4.23
3.26
2.39
1.06
0.619
200
156
125
100
200
156
125
100
200
156
125
100
200
156
125
100
75.0
200
156
125
113
100
75.0
62.5
160
169
175
180
160
169
175
180
135
144
150
155
110
119
125
130
135
85.0
93.8
100
103
105
110
113
2.5rext
bbw
kN/mm
mm
mm
6.15
3.16
1.66
0.855
6.15
3.16
1.66
0.855
7.42
4.00
2.14
1.11
8.80
5.10
2.84
1.50
0.641
10.1
6.44
3.84
2.92
2.11
0.920
0.534
100
78.1
62.5
50.0
100
78.1
62.5
50.0
100
78.1
62.5
50.0
100
78.1
62.5
50.0
37.5
100
78.1
62.5
56.3
50.0
37.5
31.3
160
169
175
180
160
169
175
180
135
144
150
155
110
119
125
130
135
85.0
93.8
100
103
105
110
113
Le
qRby
qRbb
r
bb
bb
kN/mm
3.14
2.46
1.97
1.57
3.14
2.46
1.97
1.57
3.14
2.46
1.97
1.57
3.14
2.46
1.97
1.57
1.18
3.14
2.46
1.97
1.77
1.57
1.18
0.983
70.0
94.5
123
158
70.0
94.5
123
158
59.1
80.5
105
136
48.1
66.5
87.5
114
158
37.2
52.5
70.0
79.7
91.9
128
158
Le
r
76.0
103
133
171
76.0
103
133
171
64.1
87.4
114
147
52.3
72.2
95.0
124
171
40.4
57.0
76.0
86.6
99.8
139
171
Notes:
3. FLR based on most conservative case (ȕm = -1).
or End Bearing.
AUGUST 2013
5-42
TABLE 5.2-2(1)(B)
1
RHS
2
C450PLUS®
3
Finish
about y-axis
b
Designation
d
b
t
mm
mm
mm
400 x 300 x 16.0
12.5
10.0
8.0
400 x 200 x 16.0
12.5
10.0
8.0
350 x 250 x 16.0
12.5
10.0
8.0
300 x 200 x 16.0
12.5
10.0
8.0
6.0
250 x 150 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
Mass
per m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Design
Section
Moment
Capacity
t
Interior Bearing
Shear
qV v
qRby
qRbb
bb
bb
5rext
y
d
End Bearing
bbw
kg/m
qMsy
kN
kN/mm
kN/mm
mm
mm
161
128
104
84.2
136
109
88.4
71.6
136
109
88.4
71.6
111
89.0
72.7
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
905
641
454
324
527
379
266
188
641
487
350
249
414
341
254
181
116
236
198
164
143
121
77.5
58.5
2080
1670
1360
1100
1310
1060
875
715
1700
1370
1120
910
1310
1060
875
715
548
918
759
632
577
521
402
340
3.54
2.68
2.10
1.66
3.85
2.84
2.19
1.71
3.65
2.74
2.14
1.68
3.85
2.84
2.19
1.71
1.25
4.29
3.04
2.30
2.03
1.77
1.28
1.05
9.28
5.58
3.19
1.72
11.5
8.08
5.48
3.38
10.5
6.86
4.23
2.39
11.5
8.08
5.48
3.38
1.60
12.5
9.14
6.69
5.68
4.64
2.54
1.60
200
156
125
100
200
156
125
100
200
156
125
100
200
156
125
100
75.0
200
156
125
113
100
75.0
62.5
110
119
125
130
60.0
68.8
75.0
80.0
85.0
93.8
100
105
60.0
68.8
75.0
80.0
85.0
35.0
43.8
50.0
52.5
55.0
60.0
62.5
2.5rext
Le
qRby
qRbb
r
bb
bb
kN/mm
kN/mm
mm
mm
3.14
2.46
1.97
1.57
3.14
2.46
1.97
1.57
3.14
2.46
1.97
1.57
3.14
2.46
1.97
1.57
1.18
3.14
2.46
1.97
1.77
1.57
1.18
0.983
8.80
5.10
2.84
1.50
11.3
7.81
5.15
3.07
10.1
6.44
3.84
2.11
11.3
7.81
5.15
3.07
1.41
12.4
8.99
6.50
5.46
4.40
2.30
1.42
100
78.1
62.5
50.0
100
78.1
62.5
50.0
100
78.1
62.5
50.0
100
78.1
62.5
50.0
37.5
100
78.1
62.5
56.3
50.0
37.5
31.3
110
119
125
130
60.0
68.8
75.0
80.0
85.0
93.8
100
105
60.0
68.8
75.0
80.0
85.0
35.0
43.8
50.0
52.5
55.0
60.0
62.5
48.1
66.5
87.5
114
26.3
38.5
52.5
70.0
37.2
52.5
70.0
91.9
26.3
38.5
52.5
70.0
99.2
15.3
24.5
35.0
40.8
48.1
70.0
87.5
bbw
Le
y
r
52.3
72.2
95.0
124
28.5
41.8
57.0
76.0
40.4
57.0
76.0
99.8
28.5
41.8
57.0
76.0
108
16.6
26.6
38.0
44.3
52.3
76.0
95.0
Notes:
or End Bearing.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-43
PART 9
Connections
TABLE 5.2-2(2)(A)
1
RHS
2
C450PLUS®
3
Finish
about x-axis
b
Designation
d
b
t
mm
mm
mm
200 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
152 x 76 x 6.0
5.0
150 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
150 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
127 x 51 x 6.0
5.0
3.5
125 x 75 x 6.0
5.0
4.0
3.0
2.5
2.0
102 x 76 x 6.0
5.0
3.5
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
About x-axis
Torsion
Shear
Interior Bearing
Mass
per m
qMsx
FLR
qM z
qV v
qRby
bb
bb
kg/m
kNm
m
kNm
kN
kN/mm
41.3
37.7
33.9
26.2
22.1
17.9
19.4
16.4
33.4
30.6
27.7
21.4
18.2
14.8
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
129
119
108
85.1
72.6
58.4
47.0
40.4
80.7
74.8
68.5
54.4
46.6
37.8
36.9
31.9
26.5
20.8
17.6
12.8
27.9
24.3
18.1
34.1
29.5
24.4
18.8
14.1
10.0
25.1
21.7
16.1
3.29
3.33
3.37
3.44
3.48
3.52
2.56
2.60
4.22
4.28
4.33
4.44
4.49
4.55
1.12
1.14
1.17
1.19
1.21
1.22
1.35
1.38
1.43
2.96
3.01
3.06
3.11
3.14
3.16
3.63
3.69
3.78
71.0
66.0
60.7
48.5
41.7
34.4
26.4
22.9
51.3
47.9
44.2
35.6
30.7
25.5
15.6
13.8
11.7
9.30
7.97
6.55
13.3
11.8
9.04
21.0
18.3
15.3
12.0
10.2
8.36
17.0
14.9
11.2
833
758
681
522
440
355
389
329
611
559
504
389
329
267
374
316
257
195
164
132
315
267
192
317
269
219
167
140
113
255
218
157
2.19
1.95
1.71
1.25
1.03
0.816
1.28
1.05
2.30
2.03
1.77
1.28
1.05
0.828
1.28
1.05
0.828
0.785
0.651
0.519
1.31
1.07
0.726
1.31
1.07
0.838
0.790
0.654
0.521
1.35
1.09
0.737
End Bearing
5rext
bbw
kN/mm
mm
mm
5.48
4.42
3.38
1.60
0.953
0.495
2.49
1.56
6.69
5.68
4.64
2.54
1.60
0.860
2.54
1.60
0.860
0.357
0.208
0.107
3.11
2.07
0.800
3.16
2.11
1.19
0.506
0.298
0.154
3.74
2.69
1.17
125
113
100
75.0
62.5
50.0
75.0
62.5
125
113
100
75.0
62.5
50.0
75.0
62.5
50.0
30.0
25.0
20.0
75.0
62.5
43.8
75.0
62.5
50.0
30.0
25.0
20.0
75.0
62.5
43.8
75.0
77.5
80.0
85.0
87.5
90.0
61.0
63.5
50.0
52.5
55.0
60.0
62.5
65.0
60.0
62.5
65.0
69.0
70.0
71.0
48.5
51.0
54.8
47.5
50.0
52.5
56.5
57.5
58.5
36.0
38.5
42.3
qRbb
Le
r
52.5
60.3
70.0
99.2
123
158
71.2
88.9
35.0
40.8
48.1
70.0
87.5
114
70.0
87.5
114
161
196
249
56.6
71.4
110
55.4
70.0
91.9
132
161
205
42.0
53.9
84.5
qRby
qRbb
t
2.5rext
bbw
bb
bb
kN/mm
kN/mm
mm
mm
1.97
1.77
1.57
1.18
0.983
0.786
1.18
0.983
1.97
1.77
1.57
1.18
0.983
0.786
1.18
0.983
0.786
0.769
0.641
0.513
1.18
0.983
0.688
1.18
0.983
0.786
0.769
0.641
0.513
1.18
0.983
0.688
5.15
4.09
3.07
1.41
0.830
0.428
2.26
1.39
6.50
5.46
4.40
2.30
1.42
0.752
2.30
1.42
0.752
0.308
0.179
0.0918
2.90
1.87
0.701
2.95
1.92
1.06
0.439
0.257
0.132
3.59
2.52
1.05
62.5
56.3
50.0
37.5
31.3
25.0
37.5
31.3
62.5
56.3
50.0
37.5
31.3
25.0
37.5
31.3
25.0
15.0
12.5
10.0
37.5
31.3
21.9
37.5
31.3
25.0
15.0
12.5
10.0
37.5
31.3
21.9
75.0
77.5
80.0
85.0
87.5
90.0
61.0
63.5
50.0
52.5
55.0
60.0
62.5
65.0
60.0
62.5
65.0
69.0
70.0
71.0
48.5
51.0
54.8
47.5
50.0
52.5
56.5
57.5
58.5
36.0
38.5
42.3
d
x
x
Le
r
57.0
65.4
76.0
108
133
171
77.3
96.5
38.0
44.3
52.3
76.0
95.0
124
76.0
95.0
124
175
213
270
61.4
77.5
119
60.2
76.0
99.8
143
175
222
45.6
58.5
91.7
Notes:
3. FLR based on most conservative case (ȕm = 1).
or End Bearing.
AUGUST 2013
5-44
TABLE 5.2-2(2)(B)
1
RHS
2
C450PLUS®
3
Finish
about y-axis
b
Designation
d
b
t
mm
mm
mm
200 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
152 x 76 x 6.0
5.0
150 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
150 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
127 x 51 x 6.0
5.0
3.5
125 x 75 x 6.0
5.0
4.0
3.0
2.5
2.0
102 x 76 x 6.0
5.0
3.5
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Mass
per m
Design
Section
Moment
Capacity
kg/m
41.3
37.7
33.9
26.2
22.1
17.9
19.4
16.4
33.4
30.6
27.7
21.4
18.2
14.8
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
y
Interior Bearing
Shear
bbw
kN/mm
mm
mm
7.69
6.73
5.77
3.79
2.74
1.69
4.31
3.32
7.69
6.73
5.77
3.79
2.74
1.69
4.81
3.85
2.88
1.82
1.31
0.800
4.79
3.83
2.37
4.33
3.34
2.32
1.20
0.756
0.410
4.31
3.32
1.76
125
113
100
75.0
62.5
50.0
75.0
62.5
125
113
100
75.0
62.5
50.0
75.0
62.5
50.0
30.0
25.0
20.0
75.0
62.5
43.8
75.0
62.5
50.0
30.0
25.0
20.0
75.0
62.5
43.8
25.0
27.5
30.0
35.0
37.5
40.0
23.0
25.5
25.0
27.5
30.0
35.0
37.5
40.0
10.0
12.5
15.0
19.0
20.0
21.0
10.5
13.0
16.8
22.5
25.0
27.5
31.5
32.5
33.5
23.0
25.5
29.3
qRby
qRbb
bb
bb
qMsy
kN
kN/mm
79.1
73.1
65.9
44.4
33.3
23.5
28.4
22.3
60.9
56.5
51.8
40.7
31.8
22.6
16.4
12.9
9.19
5.89
4.40
3.10
14.5
12.4
7.49
23.9
20.5
15.1
9.80
7.39
5.27
20.5
17.8
12.1
389
359
327
257
219
179
187
160
389
359
327
257
219
179
111
97.2
81.6
64.2
54.7
44.7
114
99.6
74.8
184
158
130
101
85.1
69.0
187
160
117
2.60
2.25
1.92
1.35
1.10
0.854
1.44
1.15
2.60
2.25
1.92
1.35
1.10
0.854
1.72
1.30
0.962
0.836
0.685
0.539
1.70
1.29
0.810
1.44
1.15
0.884
0.809
0.667
0.528
1.44
1.15
0.759
t
End Bearing
5rext
qV v
Le
r
17.5
21.4
26.3
40.8
52.5
70.0
26.8
35.7
17.5
21.4
26.3
40.8
52.5
70.0
11.7
17.5
26.3
44.3
56.0
73.5
12.3
18.2
33.5
26.3
35.0
48.1
73.5
91.0
117
26.8
35.7
58.5
qRby
qRbb
2.5rext
bbw
bb
bb
kN/mm
kN/mm
mm
mm
1.97
1.77
1.57
1.18
0.983
0.786
1.18
0.983
1.97
1.77
1.57
1.18
0.983
0.786
1.18
0.983
0.786
0.769
0.641
0.513
1.18
0.983
0.688
1.18
0.983
0.786
0.769
0.641
0.513
1.18
0.983
0.688
7.61
6.64
5.66
3.64
2.58
1.54
4.23
3.22
7.61
6.64
5.66
3.64
2.58
1.54
4.77
3.81
2.83
1.74
1.22
0.723
4.75
3.79
2.31
4.25
3.25
2.20
1.08
0.670
0.358
4.23
3.22
1.64
62.5
56.3
50.0
37.5
31.3
25.0
37.5
31.3
62.5
56.3
50.0
37.5
31.3
25.0
37.5
31.3
25.0
15.0
12.5
10.0
37.5
31.3
21.9
37.5
31.3
25.0
15.0
12.5
10.0
37.5
31.3
21.9
25.0
27.5
30.0
35.0
37.5
40.0
23.0
25.5
25.0
27.5
30.0
35.0
37.5
40.0
10.0
12.5
15.0
19.0
20.0
21.0
10.5
13.0
16.8
22.5
25.0
27.5
31.5
32.5
33.5
23.0
25.5
29.3
d
Le
r
19.0
23.2
28.5
44.3
57.0
76.0
29.1
38.8
19.0
23.2
28.5
44.3
57.0
76.0
12.7
19.0
28.5
48.1
60.8
79.8
13.3
19.8
36.4
28.5
38.0
52.3
79.8
98.8
127
29.1
38.8
63.5
y
Notes:
or End Bearing.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-45
PART 9
Connections
TABLE 5.2-2(3)(A)
1
RHS
2
C450PLUS®
3
Finish
about x-axis
b
Designation
d
b
t
mm
mm
mm
100 x 50 x 6.0
5.0
4.0
3.5
3.0
2.5
2.0
1.6
76 x 38 x 4.0
3.0
2.5
75 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
1.6
75 x 25 x 2.5
2.0
1.6
65 x 35 x 4.0
3.0
2.5
2.0
50 x 25 x 3.0
2.5
2.0
1.6
50 x 20 x 3.0
2.5
2.0
1.6
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
About x-axis
Torsion
Shear
Interior Bearing
Mass
per m
qMsx
FLR
qM z
qV v
qRby
bb
bb
kg/m
kNm
m
kNm
kN
kN/mm
12.0
10.3
8.49
7.53
6.60
5.56
4.50
3.64
6.23
4.90
4.15
9.67
8.35
6.92
5.42
4.58
3.72
3.01
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
18.4
16.1
13.5
12.1
10.8
9.18
7.37
5.05
7.34
6.00
5.14
11.4
10.1
8.56
6.92
5.91
4.77
3.34
4.07
3.36
2.76
5.38
4.45
3.83
3.16
2.37
2.07
1.73
1.43
2.09
1.83
1.53
1.27
1.60
1.64
1.68
1.70
1.73
1.74
1.76
1.78
1.24
1.28
1.30
2.05
2.11
2.17
2.23
2.25
2.28
2.30
0.572
0.584
0.594
1.21
1.25
1.27
1.29
0.807
0.826
0.844
0.859
0.511
0.526
0.541
0.552
9.94
8.87
7.58
6.85
6.08
5.22
4.31
3.53
4.03
3.31
2.87
7.11
6.41
5.52
4.47
3.85
3.19
2.62
1.73
1.47
1.23
3.05
2.54
2.21
1.85
1.26
1.12
0.952
0.800
0.942
0.847
0.730
0.619
244
208
170
151
131
110
88.9
71.7
126
97.2
82.2
178
153
126
97.4
82.3
66.8
54.0
79.1
64.2
51.9
106
82.3
69.7
56.7
61.1
52.1
42.6
34.7
60.3
51.4
42.0
34.2
1.35
1.10
0.854
0.738
0.797
0.659
0.524
0.417
0.883
0.808
0.667
1.44
1.15
0.884
0.809
0.667
0.528
0.420
0.667
0.528
0.420
0.906
0.817
0.672
0.532
0.836
0.685
0.539
0.426
0.836
0.685
0.539
0.426
bbw
kN/mm
mm
mm
3.79
2.74
1.69
1.21
0.758
0.455
0.238
0.123
2.30
1.18
0.739
4.33
3.34
2.32
1.20
0.756
0.410
0.216
0.756
0.410
0.216
2.56
1.44
0.945
0.528
1.82
1.31
0.800
0.452
1.82
1.31
0.800
0.452
75.0
62.5
50.0
43.8
30.0
25.0
20.0
16.0
50.0
30.0
25.0
75.0
62.5
50.0
30.0
25.0
20.0
16.0
25.0
20.0
16.0
50.0
30.0
25.0
20.0
30.0
25.0
20.0
16.0
30.0
25.0
20.0
16.0
35.0
37.5
40.0
41.3
44.0
45.0
46.0
46.8
28.0
32.0
33.0
22.5
25.0
27.5
31.5
32.5
33.5
34.3
32.5
33.5
34.3
22.5
26.5
27.5
28.5
19.0
20.0
21.0
21.8
19.0
20.0
21.0
21.8
Le
r
D
R
A
D
N
TA
S
N
NO
t
End Bearing
5rext
qRbb
40.8
52.5
70.0
82.5
103
126
161
205
49.0
74.7
92.4
26.3
35.0
48.1
73.5
91.0
117
150
91.0
117
150
39.4
61.8
77.0
99.8
44.3
56.0
73.5
95.4
44.3
56.0
73.5
95.4
qRby
qRbb
2.5rext
bbw
bb
bb
kN/mm
kN/mm
mm
mm
1.18
0.983
0.786
0.688
0.769
0.641
0.513
0.410
0.786
0.769
0.641
1.18
0.983
0.786
0.769
0.641
0.513
0.410
0.641
0.513
0.410
0.786
0.769
0.641
0.513
0.769
0.641
0.513
0.410
0.769
0.641
0.513
0.410
3.64
2.58
1.54
1.08
0.667
0.396
0.205
0.106
2.17
1.06
0.655
4.25
3.25
2.20
1.08
0.670
0.358
0.186
0.670
0.358
0.186
2.47
1.33
0.850
0.465
1.74
1.22
0.723
0.399
1.74
1.22
0.723
0.399
37.5
31.3
25.0
21.9
15.0
12.5
10.0
8.00
25.0
15.0
12.5
37.5
31.3
25.0
15.0
12.5
10.0
8.00
12.5
10.0
8.00
25.0
15.0
12.5
10.0
15.0
12.5
10.0
8.00
15.0
12.5
10.0
8.00
35.0
37.5
40.0
41.3
44.0
45.0
46.0
46.8
28.0
32.0
33.0
22.5
25.0
27.5
31.5
32.5
33.5
34.3
32.5
33.5
34.3
22.5
26.5
27.5
28.5
19.0
20.0
21.0
21.8
19.0
20.0
21.0
21.8
d
x
x
Le
r
E
D
A
GR
44.3
57.0
76.0
89.6
111
137
175
222
53.2
81.1
100
28.5
38.0
52.3
79.8
98.8
127
163
98.8
127
163
42.8
67.1
83.6
108
48.1
60.8
79.8
104
48.1
60.8
79.8
104
Notes:
3. FLR based on most conservative case (ȕm = 1).
or End Bearing.
AUGUST 2013
5-46
TABLE 5.2-2(3)(B)
1
RHS
2
C450PLUS®
3
Finish
about y-axis
b
Designation
d
b
t
mm
mm
mm
100 x 50 x 6.0
5.0
4.0
3.5
3.0
2.5
2.0
1.6
76 x 38 x 4.0
3.0
2.5
75 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
1.6
75 x 25 x 2.5
2.0
1.6
65 x 35 x 4.0
3.0
2.5
2.0
50 x 25 x 3.0
2.5
2.0
1.6
50 x 20 x 3.0
2.5
2.0
1.6
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Mass
per m
Design
Section
Moment
Capacity
kg/m
12.0
10.3
8.49
7.53
6.60
5.56
4.50
3.64
6.23
4.90
4.15
9.67
8.35
6.92
5.42
4.58
3.72
3.01
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
y
Interior Bearing
Shear
bbw
kN/mm
mm
mm
4.81
3.85
2.88
2.39
1.82
1.31
0.800
0.452
3.12
2.09
1.60
4.81
3.85
2.88
1.82
1.31
0.800
0.452
1.88
1.40
1.01
3.17
2.15
1.67
1.17
2.35
1.88
1.40
1.01
2.44
1.97
1.50
1.12
75.0
62.5
50.0
43.8
30.0
25.0
20.0
16.0
50.0
30.0
25.0
75.0
62.5
50.0
30.0
25.0
20.0
16.0
25.0
20.0
16.0
50.0
30.0
25.0
20.0
30.0
25.0
20.0
16.0
30.0
25.0
20.0
16.0
10.0
12.5
15.0
16.3
19.0
20.0
21.0
21.8
9.00
13.0
14.0
10.0
12.5
15.0
19.0
20.0
21.0
21.8
7.50
8.50
9.30
7.50
11.5
12.5
13.5
6.50
7.50
8.50
9.30
4.00
5.00
6.00
6.80
qRby
qRbb
bb
bb
qMsy
kN
kN/mm
11.2
9.88
8.23
6.92
5.63
4.22
2.97
2.10
4.50
3.61
2.83
8.56
7.61
6.47
5.17
4.03
2.86
2.03
1.64
1.17
0.816
3.48
2.88
2.41
1.77
1.44
1.26
1.05
0.777
1.06
0.938
0.783
0.582
111
97.2
81.6
73.1
64.2
54.7
44.7
36.4
58.3
46.7
40.1
111
97.2
81.6
64.2
54.7
44.7
36.4
24.3
20.4
17.0
52.5
42.3
36.5
30.1
27.7
24.3
20.4
17.0
20.4
18.2
15.6
13.1
1.72
1.30
0.962
0.814
0.836
0.685
0.539
0.426
1.07
0.866
0.704
1.72
1.30
0.962
0.836
0.685
0.539
0.426
0.754
0.578
0.449
1.11
0.878
0.711
0.554
0.949
0.754
0.578
0.449
1.02
0.801
0.603
0.463
Le
r
11.7
17.5
26.3
32.5
44.3
56.0
73.5
95.4
15.8
30.3
39.2
11.7
17.5
26.3
44.3
56.0
73.5
95.4
21.0
29.8
40.7
13.1
26.8
35.0
47.3
15.2
21.0
29.8
40.7
9.33
14.0
21.0
29.8
D
R
A
D
N
A
T
S
N
NO
t
End Bearing
5rext
qV v
qRby
qRbb
2.5rext
bbw
bb
bb
kN/mm
kN/mm
mm
mm
1.18
0.983
0.786
0.688
0.769
0.641
0.513
0.410
0.786
0.769
0.641
1.18
0.983
0.786
0.769
0.641
0.513
0.410
0.641
0.513
0.410
0.786
0.769
0.641
0.513
0.769
0.641
0.513
0.410
0.769
0.641
0.513
0.410
4.77
3.81
2.83
2.33
1.74
1.22
0.723
0.399
3.09
2.04
1.55
4.77
3.81
2.83
1.74
1.22
0.723
0.399
1.85
1.37
0.973
3.15
2.11
1.62
1.11
2.33
1.85
1.37
0.973
2.43
1.95
1.48
1.10
37.5
31.3
25.0
21.9
15.0
12.5
10.0
8.00
25.0
15.0
12.5
37.5
31.3
25.0
15.0
12.5
10.0
8.00
12.5
10.0
8.00
25.0
15.0
12.5
10.0
15.0
12.5
10.0
8.00
15.0
12.5
10.0
8.00
10.0
12.5
15.0
16.3
19.0
20.0
21.0
21.8
9.00
13.0
14.0
10.0
12.5
15.0
19.0
20.0
21.0
21.8
7.50
8.50
9.30
7.50
11.5
12.5
13.5
6.50
7.50
8.50
9.30
4.00
5.00
6.00
6.80
d
Le
r
E
D
A
GR
12.7
19.0
28.5
35.3
48.1
60.8
79.8
104
17.1
32.9
42.6
12.7
19.0
28.5
48.1
60.8
79.8
104
22.8
32.3
44.2
14.3
29.1
38.0
51.3
16.5
22.8
32.3
44.2
10.1
15.2
22.8
32.3
y
Notes:
or End Bearing.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-47
PART 9
Connections
TABLE 5.2-3
1
SHS
2
C350L0
3
Finish
about x- and y-axis
b
Designation
Mass
per m
d
b
t
mm
mm
mm
50
x
50
x
40
x
40
x
35
x
35
x
30
x
30
x
25
x
25
x
20
x
20
x
6.0
5.0
4.0
3.0
2.5
2.0
1.6
4.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
2.0
1.6
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
Moment
Torsion
qMsx
qMz
kg/m
kNm
7.32
6.39
5.35
4.25
3.60
2.93
2.38
4.09
3.30
2.82
2.31
1.88
2.83
2.42
1.99
1.63
2.36
2.03
1.68
1.38
1.89
1.64
1.36
1.12
1.05
0.873
4.58
4.14
3.59
2.96
2.54
2.10
1.61
2.12
1.80
1.56
1.30
1.07
1.33
1.16
0.975
0.808
0.932
0.822
0.695
0.580
0.603
0.539
0.462
0.389
0.276
0.236
y
Interior Bearing
Shear
End Bearing
5rext
bbw
kN/mm
mm
mm
3.77
3.04
2.30
1.50
1.11
0.713
0.420
2.43
1.65
1.28
0.888
0.571
1.72
1.35
0.973
0.658
1.78
1.42
1.05
0.745
1.85
1.49
1.12
0.825
1.19
0.897
75.0
62.5
50.0
30.0
25.0
20.0
16.0
50.0
30.0
25.0
20.0
16.0
30.0
25.0
20.0
16.0
30.0
25.0
20.0
16.0
30.0
25.0
20.0
16.0
20.0
16.0
10.0
12.5
15.0
19.0
20.0
21.0
21.8
10.0
14.0
15.0
16.0
16.8
11.5
12.5
13.5
14.3
9.00
10.0
11.0
11.8
6.50
7.50
8.50
9.30
6.00
6.80
qV v
qRby
qRbb
bb
bb
kNm
kN
kN/mm
3.34
3.07
2.70
2.22
1.93
1.61
1.33
1.57
1.34
1.17
0.989
0.824
0.978
0.866
0.735
0.616
0.676
0.605
0.519
0.439
0.430
0.391
0.341
0.292
0.200
0.175
85.1
74.7
62.7
49.3
42.0
34.3
28.0
47.8
38.1
32.7
26.9
22.0
32.5
28.0
23.1
19.0
26.9
23.3
19.4
16.0
21.3
18.7
15.7
13.0
11.9
10.0
1.34
1.01
0.748
0.650
0.533
0.419
0.331
0.810
0.668
0.544
0.426
0.335
0.683
0.553
0.431
0.338
0.704
0.566
0.439
0.343
0.738
0.587
0.450
0.349
0.469
0.360
Le
r
11.7
17.5
26.3
44.3
56.0
73.5
95.4
17.5
32.7
42.0
56.0
73.5
26.8
35.0
47.3
62.6
21.0
28.0
38.5
51.6
15.2
21.0
29.8
40.7
21.0
29.8
qRby
qRbb
t
2.5rext
bbw
bb
bb
kN/mm
kN/mm
mm
mm
0.917
0.764
0.611
0.598
0.499
0.399
0.319
0.611
0.598
0.499
0.399
0.319
0.598
0.499
0.399
0.319
0.598
0.499
0.399
0.319
0.598
0.499
0.399
0.319
0.399
0.319
3.75
3.01
2.26
1.45
1.05
0.654
0.374
2.41
1.61
1.24
0.840
0.523
1.69
1.32
0.935
0.615
1.76
1.40
1.02
0.710
1.83
1.47
1.10
0.801
1.17
0.881
37.5
31.3
25.0
15.0
12.5
10.0
8.00
25.0
15.0
12.5
10.0
8.00
15.0
12.5
10.0
8.00
15.0
12.5
10.0
8.00
15.0
12.5
10.0
8.00
10.0
8.00
10.0
12.5
15.0
19.0
20.0
21.0
21.8
10.0
14.0
15.0
16.0
16.8
11.5
12.5
13.5
14.3
9.00
10.0
11.0
11.8
6.50
7.50
8.50
9.30
6.00
6.80
d
x
x
Le
r
y
12.7
19.0
28.5
48.1
60.8
79.8
104
19.0
35.5
45.6
60.8
79.8
29.1
38.0
51.3
67.9
22.8
30.4
41.8
56.1
16.5
22.8
32.3
44.2
22.8
32.3
Notes:
or End Bearing.
ADDITIONAL NOTES:
AUGUST 2013
5-48
TABLE 5.2-4(1)
1
SHS
2
C450PLUS®
3
Finish
about x- and y-axis
b
Designation
Mass
per m
d
b
t
mm
mm
mm
400 x 400 x 16.0
12.5
10.0
350 x 350 x 16.0
12.5
10.0
8.0
300 x 300 x 16.0
12.5
10.0
8.0
250 x 250 x 16.0
12.5
10.0
9.0
8.0
6.0
200 x 200 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
150 x 150 x 10.0
9.0
8.0
6.0
5.0
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
Moment
Torsion
qMsx
qMz
t
Interior Bearing
Shear
qV v
qRby
qRbb
bb
bb
5rext
y
d
x
x
End Bearing
bbw
kg/m
kNm
kNm
kN
kN/mm
kN/mm
mm
mm
186
148
120
161
128
104
84.2
136
109
88.4
71.6
111
89.0
72.7
65.9
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
41.3
37.7
33.9
26.2
22.1
1350
937
670
1020
768
548
393
732
596
436
311
489
402
329
283
237
154
295
246
206
188
168
110
83.8
109
101
91.5
71.0
54.6
1060
856
703
790
644
530
434
562
461
382
314
373
309
258
236
213
165
222
188
158
146
132
103
87.9
82.9
76.8
70.2
55.7
47.8
2830
2250
1820
2440
1950
1580
1280
2060
1650
1340
1090
1670
1350
1100
1000
899
685
1290
1050
864
786
707
541
456
624
570
515
397
336
3.42
2.61
2.06
3.47
2.64
2.08
1.64
3.54
2.68
2.10
1.66
3.65
2.74
2.14
1.90
1.68
1.23
3.85
2.84
2.19
1.95
1.71
1.25
1.03
2.30
2.03
1.77
1.28
1.05
6.76
3.58
1.91
8.00
4.47
2.44
1.28
9.28
5.58
3.19
1.72
10.5
6.86
4.23
3.26
2.39
1.06
11.5
8.08
5.48
4.42
3.38
1.60
0.953
6.69
5.68
4.64
2.54
1.60
200
156
125
200
156
125
100
200
156
125
100
200
156
125
113
100
75.0
200
156
125
113
100
75.0
62.5
125
113
100
75.0
62.5
160
169
175
135
144
150
155
110
119
125
130
85.0
93.8
100
103
105
110
60.0
68.8
75.0
77.5
80.0
85.0
87.5
50.0
52.5
55.0
60.0
62.5
2.5rext
Le
qRby
qRbb
r
bb
bb
kN/mm
kN/mm
mm
mm
3.14
2.46
1.97
3.14
2.46
1.97
1.57
3.14
2.46
1.97
1.57
3.14
2.46
1.97
1.77
1.57
1.18
3.14
2.46
1.97
1.77
1.57
1.18
0.983
1.97
1.77
1.57
1.18
0.983
6.15
3.16
1.66
7.42
4.00
2.14
1.11
8.80
5.10
2.84
1.50
10.1
6.44
3.84
2.92
2.11
0.920
11.3
7.81
5.15
4.09
3.07
1.41
0.830
6.50
5.46
4.40
2.30
1.42
100
78.1
62.5
100
78.1
62.5
50.0
100
78.1
62.5
50.0
100
78.1
62.5
56.3
50.0
37.5
100
78.1
62.5
56.3
50.0
37.5
31.3
62.5
56.3
50.0
37.5
31.3
160
169
175
135
144
150
155
110
119
125
130
85.0
93.8
100
103
105
110
60.0
68.8
75.0
77.5
80.0
85.0
87.5
50.0
52.5
55.0
60.0
62.5
70.0
94.5
123
59.1
80.5
105
136
48.1
66.5
87.5
114
37.2
52.5
70.0
79.7
91.9
128
26.3
38.5
52.5
60.3
70.0
99.2
123
35.0
40.8
48.1
70.0
87.5
bbw
Le
y
r
76.0
103
133
64.1
87.4
114
147
52.3
72.2
95.0
124
40.4
57.0
76.0
86.6
99.8
139
28.5
41.8
57.0
65.4
76.0
108
133
38.0
44.3
52.3
76.0
95.0
Notes:
or End Bearing.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-49
PART 9
Connections
TABLE 5.2-4(2)
1
SHS
2
C450PLUS®
3
Finish
about x- and y-axis
b
Mass
per m
Designation
d
b
t
mm
mm
mm
125 x 125 x 10.0
9.0
8.0
6.0
5.0
4.0
100 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
3.0
2.5
2.0
90 x 90 x 2.5
2.0
89 x 89 x 6.0
5.0
3.5
2.0
75 x 75 x 6.0
5.0
4.0
3.5
3.0
2.5
2.0
65 x 65 x 6.0
5.0
4.0
3.0
2.5
2.0
1.6
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
Moment
Torsion
qMsx
qMz
kg/m
kNm
33.4
30.6
27.7
21.4
18.2
14.8
25.6
23.5
21.4
16.7
14.2
11.6
8.96
7.53
6.07
6.74
5.45
14.7
12.5
9.07
5.38
12.0
10.3
8.49
7.53
6.60
5.56
4.50
10.1
8.75
7.23
5.66
4.78
3.88
3.13
72.0
66.8
61.2
48.6
41.1
29.7
42.6
39.9
36.9
29.8
25.7
21.0
13.9
10.6
7.63
9.03
6.48
23.0
19.9
14.5
6.37
15.6
13.6
11.4
10.2
8.99
6.90
4.91
11.1
9.85
8.34
6.71
5.54
3.97
2.84
y
Interior Bearing
Shear
End Bearing
5rext
bbw
kN/mm
mm
mm
7.21
6.23
5.24
3.16
2.11
1.19
7.69
6.73
5.77
3.79
2.74
1.69
0.758
0.455
0.238
0.551
0.291
4.03
3.02
1.44
0.298
4.33
3.34
2.32
1.79
1.20
0.756
0.410
4.52
3.55
2.56
1.44
0.945
0.528
0.283
125
113
100
75.0
62.5
50.0
125
113
100
75.0
62.5
50.0
30.0
25.0
20.0
25.0
20.0
75.0
62.5
43.8
20.0
75.0
62.5
50.0
43.8
30.0
25.0
20.0
75.0
62.5
50.0
30.0
25.0
20.0
16.0
37.5
40.0
42.5
47.5
50.0
52.5
25.0
27.5
30.0
35.0
37.5
40.0
44.0
45.0
46.0
40.0
41.0
29.5
32.0
35.8
40.5
22.5
25.0
27.5
28.8
31.5
32.5
33.5
17.5
20.0
22.5
26.5
27.5
28.5
29.3
qV v
qRby
qRbb
bb
bb
kNm
kN
kN/mm
54.2
50.6
46.6
37.4
32.3
26.7
31.6
29.8
27.8
22.7
19.8
16.5
12.9
11.0
8.97
8.80
7.20
17.4
15.3
11.5
7.04
11.7
10.4
8.78
7.90
6.98
5.98
4.91
8.31
7.43
6.36
5.11
4.40
3.63
2.98
504
462
419
325
276
225
384
354
323
253
216
177
135
114
92.2
102
82.6
222
190
138
81.6
181
156
129
114
99.4
84.0
68.2
153
132
109
85.0
72.0
58.6
47.5
2.41
2.11
1.83
1.31
1.07
0.838
2.60
2.25
1.92
1.35
1.10
0.854
0.797
0.659
0.524
0.662
0.525
1.38
1.11
0.746
0.525
1.44
1.15
0.884
0.760
0.809
0.667
0.528
1.51
1.19
0.906
0.817
0.672
0.532
0.422
Le
r
26.3
31.1
37.2
55.4
70.0
91.9
17.5
21.4
26.3
40.8
52.5
70.0
103
126
161
112
144
34.4
44.8
71.5
142
26.3
35.0
48.1
57.5
73.5
91.0
117
20.4
28.0
39.4
61.8
77.0
99.8
128
qRby
qRbb
2.5rext
bbw
bb
bb
kN/mm
kN/mm
mm
mm
1.97
1.77
1.57
1.18
0.983
0.786
1.97
1.77
1.57
1.18
0.983
0.786
0.769
0.641
0.513
0.641
0.513
1.18
0.983
0.688
0.513
1.18
0.983
0.786
0.688
0.769
0.641
0.513
1.18
0.983
0.786
0.769
0.641
0.513
0.410
7.08
6.09
5.07
2.95
1.92
1.06
7.61
6.64
5.66
3.64
2.58
1.54
0.667
0.396
0.205
0.482
0.252
3.92
2.88
1.31
0.258
4.25
3.25
2.20
1.66
1.08
0.670
0.358
4.46
3.48
2.47
1.33
0.850
0.465
0.246
62.5
56.3
50.0
37.5
31.3
25.0
62.5
56.3
50.0
37.5
31.3
25.0
15.0
12.5
10.0
12.5
10.0
37.5
31.3
21.9
10.0
37.5
31.3
25.0
21.9
15.0
12.5
10.0
37.5
31.3
25.0
15.0
12.5
10.0
8.00
37.5
40.0
42.5
47.5
50.0
52.5
25.0
27.5
30.0
35.0
37.5
40.0
44.0
45.0
46.0
40.0
41.0
29.5
32.0
35.8
40.5
22.5
25.0
27.5
28.8
31.5
32.5
33.5
17.5
20.0
22.5
26.5
27.5
28.5
29.3
Le
t
d
x
x
r
y
28.5
33.8
40.4
60.2
76.0
99.8
19.0
23.2
28.5
44.3
57.0
76.0
111
137
175
122
156
37.4
48.6
77.6
154
28.5
38.0
52.3
62.4
79.8
98.8
127
22.2
30.4
42.8
67.1
83.6
108
139
Notes:
or End Bearing.
AUGUST 2013
5-50
TABLE 5.2-4(3)
1
SHS
2
C450PLUS®
3
Finish
about x- and y-axis
b
Designation
d
b
mm
50
50
Moment
Torsion
qMsx
qMz
mm
x
40
x
40
x
35
x
35
x
30
x
30
x
25
x
25
x
20
x
20
x
6.0
5.0
4.0
3.0
2.5
2.0
1.6
4.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
2.0
1.6
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
qV v
qRby
qRbb
bb
bb
5rext
bbw
kNm
kNm
kN
kN/mm
kN/mm
mm
mm
7.32
6.39
5.35
4.25
3.60
2.93
2.38
4.09
3.30
2.82
2.31
1.88
2.83
2.42
1.99
1.63
2.36
2.03
1.68
1.38
1.89
1.64
1.36
1.12
1.05
0.873
5.89
5.33
4.61
3.80
3.27
2.66
1.92
2.73
2.32
2.01
1.67
1.36
1.71
1.50
1.25
1.04
1.20
1.06
0.893
0.746
0.776
0.694
0.594
0.500
0.355
0.304
4.30
3.95
3.47
2.86
2.48
2.07
1.71
2.02
1.72
1.51
1.27
1.06
1.26
1.11
0.945
0.792
0.869
0.778
0.667
0.564
0.553
0.503
0.438
0.375
0.258
0.224
109
96.0
80.6
63.4
54.0
44.2
35.9
61.4
49.0
42.0
34.6
28.3
41.8
36.0
29.8
24.4
34.6
30.0
25.0
20.6
27.4
24.0
20.2
16.7
15.4
12.9
1.72
1.30
0.962
0.836
0.685
0.539
0.426
1.04
0.859
0.700
0.548
0.431
0.878
0.711
0.554
0.435
0.905
0.728
0.564
0.441
0.949
0.754
0.578
0.449
0.603
0.463
4.81
3.85
2.88
1.82
1.31
0.800
0.452
3.08
2.05
1.56
1.05
0.640
2.15
1.67
1.17
0.760
2.25
1.78
1.29
0.888
2.35
1.88
1.40
1.01
1.50
1.12
75.0
62.5
50.0
30.0
25.0
20.0
16.0
50.0
30.0
25.0
20.0
16.0
30.0
25.0
20.0
16.0
30.0
25.0
20.0
16.0
30.0
25.0
20.0
16.0
20.0
16.0
10.0
12.5
15.0
19.0
20.0
21.0
21.8
10.0
14.0
15.0
16.0
16.8
11.5
12.5
13.5
14.3
9.00
10.0
11.0
11.8
6.50
7.50
8.50
9.30
6.00
6.80
D
R
A
ND
A
T
-S
d
x
x
End Bearing
kg/m
N
O
N
t
Interior Bearing
Shear
t
mm
x
Mass
per m
y
2.5rext
Le
qRby
qRbb
r
bb
bb
kN/mm
kN/mm
mm
mm
1.18
0.983
0.786
0.769
0.641
0.513
0.410
0.786
0.769
0.641
0.513
0.410
0.769
0.641
0.513
0.410
0.769
0.641
0.513
0.410
0.769
0.641
0.513
0.410
0.513
0.410
4.77
3.81
2.83
1.74
1.22
0.723
0.399
3.05
2.00
1.50
0.975
0.578
2.11
1.62
1.11
0.699
2.22
1.74
1.25
0.836
2.33
1.85
1.37
0.973
1.48
1.10
37.5
31.3
25.0
15.0
12.5
10.0
8.00
25.0
15.0
12.5
10.0
8.00
15.0
12.5
10.0
8.00
15.0
12.5
10.0
8.00
15.0
12.5
10.0
8.00
10.0
8.00
10.0
12.5
15.0
19.0
20.0
21.0
21.8
10.0
14.0
15.0
16.0
16.8
11.5
12.5
13.5
14.3
9.00
10.0
11.0
11.8
6.50
7.50
8.50
9.30
6.00
6.80
11.7
17.5
26.3
44.3
56.0
73.5
95.4
17.5
32.7
42.0
56.0
73.5
26.8
35.0
47.3
62.6
21.0
28.0
38.5
51.6
15.2
21.0
29.8
40.7
21.0
29.8
Le
y
r
E
D
A
R
G
bbw
12.7
19.0
28.5
48.1
60.8
79.8
104
19.0
35.5
45.6
60.8
79.8
29.1
38.0
51.3
67.9
22.8
30.4
41.8
56.1
16.5
22.8
32.3
44.2
22.8
32.3
Notes:
or End Bearing.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-51
PART 9
Connections
TABLE 5.3-1
1
RHS
2
C350L0
3
Finish
DESIGN MOMENT CAPACITIES FOR MEMBERS
WITHOUT FULL LATERAL RESTRAINT
b
Designation
d
b
t
mm
mm
mm
75
x
25
x
65
x
35
x
50
x
25
x
50
x
20
x
2.5
2.0
1.6
4.0
3.0
2.5
2.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
Mass
per m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
qMsx
t
Design Member Moment Capacities, qMb (kNm)
Effective Length (L e) in metres
qV v
kg/m
kNm
kN
0.50
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
3.17
2.62
2.15
4.18
3.46
2.98
2.46
1.85
1.61
1.34
1.11
1.62
1.42
1.19
0.989
61.5
49.9
40.4
82.4
64.0
54.2
44.1
47.5
40.5
33.1
27.0
46.9
40.0
32.7
26.6
3.17
2.62
2.15
4.18
3.46
2.98
2.46
1.85
1.61
1.34
1.11
1.62
1.42
1.19
0.989
0.75
1.00
1. 25
1.50
3.15
3.10
3.05 3.01
2.56 2.52
2.49
2.62
2.10
2.07
2.04
2.15
4.18
4.18
4.18
4.18
3.46 3.46 3.46 3.46
2.98 2.98 2.98 2.98
2.46 2.46
2.46
2.46
1.85 1.85
1.80
1.78
1.61
1.61
1.57
1.55
1.34 1.34
1.31
1.30
1.11
1.11
1.09
1.07
1.54
1.52
1.60
1.57
1.40
1.38
1.35
1.33
1.18
1.16
1.14
1.12
0.976 0.960 0.944 0.928
1.75
2.00
2.96
2.45
2.01
4.10
3.39
2.92
2.41
1.76
1.53
1.28
1.06
1.49
1.31
1.10
0.913
2.50
3.00
3.50
d
x
x
FLR
4.00
4.50
5.00
6.00
2.92 2.83
2.74
2.66 2.58
2.51
2.44 2.30
2.41
2.34 2.27 2.21
2.14
2.08 2.02
1.91
1.98
1.93
1.87
1.82
1.77
1.72
1.67
1.58
4.06 3.99 3.93 3.86 3.80 3.73
3.67 3.55
3.36 3.31 3.25 3.20
3.14
3.09 3.04 2.94
2.89 2.85 2.80
2.75
2.71
2.66 2.62 2.54
2.39 2.35
2.31
2.27
2.24 2.20
2.17
2.10
1.74
1.69
1.65
1.61
1.57
1.53
1.50
1.43
1.51
1.48
1.44
1.41
1.37
1.34
1.31
1.25
1.27
1.24
1.21
1.18
1.15
1.12
1.10
1.05
1.05
1.02 0.999 0.976 0.953 0.931 0.909 0.868
1.46
1.41
1.36
1.31
1.27
1.23
1.19
1.11
1.28
1.24
1.20
1.16
1.12
1.08
1.04 0.978
1.08
1.04
1.01 0.975 0.943 0.912 0.883 0.827
0.897 0.868 0.839 0.812 0.786 0.761 0.736 0.691
m
0.736
0.751
0.764
1.55
1.61
1.64
1.66
1.04
1.06
1.09
1.10
0.657
0.676
0.695
0.710
Notes:
2. Values of qMb based on _m = 1.0 (uniform moment over
entire segment) in this Table.
3. Values to the left of those of the solid line are for segment
lengths with full lateral restraint based on the listed FLR
and qMb = qMsx.
(Clause 5.3.2.4 of AS 4100) with `m = -1.0.
5. For other moment distributions use the appropriate value
of _m obtained from Clauses 5.6.1 or 5.6.2 of AS 4100
and use the minimum of _m qMb and qMsx given in this
Table.
ADDITIONAL NOTES:
AUGUST 2013
5-52
TABLE 5.3-2(1)
1
RHS
2
C450PLUS®
3
Finish
b
Designation
d
mm
400
x
400
x
350
x
300
x
250
x
b
t
mm
mm
300 x 16.0
12.5
10.0
8.0
200 x 16.0
12.5
10.0
8.0
250 x 16.0
12.5
10.0
8.0
200 x 16.0
12.5
10.0
8.0
6.0
150 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
Mass
per m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
qMsx
t
qV v
d
x
x
FLR
kg/m
kNm
kN
1.0
2 .0
3 .0
4.0
5.0
6 .0
7.0
8 .0
9.0
10.0
11.0
12.0
13.0
14.0
m
161
128
104
84.2
136
109
88.4
71.6
136
109
88.4
71.6
111
89.0
72.7
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
1110
901
649
463
866
705
581
467
807
657
533
376
548
450
373
302
192
338
282
236
216
195
149
111
2790
2220
1800
1450
2730
2170
1760
1420
2400
1920
1560
1260
2020
1620
1320
1070
813
1630
1320
1080
976
875
668
561
1110
901
649
463
866
705
581
467
807
657
533
376
548
450
373
302
192
338
282
236
216
195
149
111
1110
901
649
463
866
705
581
467
807
657
533
376
548
450
373
302
192
338
282
236
216
195
149
111
1110
901
649
463
866
705
581
467
807
657
533
376
548
450
373
302
192
338
282
236
216
195
149
111
1110
901
649
463
866
705
581
467
807
657
533
376
548
450
373
302
192
338
282
236
216
195
149
111
1110
901
649
463
866
705
581
467
807
657
533
376
548
450
373
302
192
338
282
236
216
195
149
111
1110
901
649
463
866
705
581
467
807
657
533
376
548
450
373
302
192
331
276
236
216
195
149
111
1110
901
649
463
853
695
572
467
807
657
533
376
548
450
373
302
192
328
274
229
210
190
145
109
1110
901
649
463
846
689
568
458
807
657
533
376
548
450
373
302
192
325
271
227
208
188
144
109
1110
901
649
463
839
684
564
454
807
657
533
376
535
440
365
302
192
322
269
225
206
186
143
108
1110
901
649
463
833
679
559
451
807
657
533
376
532
437
362
294
189
318
266
223
204
185
141
107
1110
901
649
463
827
674
555
448
807
657
533
376
528
434
360
292
188
315
264
221
202
183
140
106
1110
901
649
463
820
669
551
444
787
640
533
376
524
431
357
290
187
312
261
219
200
181
139
105
1110
901
649
463
814
664
547
441
783
637
517
368
521
428
355
288
186
309
259
217
199
180
138
104
1110
901
649
463
808
659
543
438
778
634
515
367
517
425
353
286
185
306
256
215
197
178
136
103
14.9
15.1
15.2
15.4
6.73
6.87
6.97
7.04
11.7
11.9
12.1
12.2
8.66
8.85
8.99
9.10
9.20
5.73
5.90
6.02
6.07
6.12
6.22
6.26
Notes:
and qMb = qMsx.
Table.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-53
PART 9
Connections
TABLE 5.3-2(2)
1
RHS
2
C450PLUS®
3
Finish
b
Designation
d
b
t
mm
mm
mm
100
x 10.0
9.0
8.0
6.0
5.0
4.0
x 6.0
5.0
x 10.0
9.0
8.0
6.0
5.0
4.0
x 6.0
5.0
4.0
3.0
200
x
152
x
76
150
x
100
150
x
50
127
x
51
x
125
x
75
x
102
x
76
x
2.5
2.0
6.0
5.0
3.5
6.0
5.0
4.0
3.0
2.5
2.0
6.0
5.0
3.5
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
t
Mass
per m
qMsx
kg/m
kNm
kN
1.0
2 .0
3 .0
4.0
5.0
6 .0
7.0
8 .0
9.0
10.0
11.0
12.0
13.0
14.0
m
41.3
37.7
33.9
26.2
22.1
17.9
19.4
16.4
33.4
30.6
27.7
21.4
18.2
14.8
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
129
119
108
85.1
72.6
58.4
47.0
40.4
80.7
74.8
68.5
54.4
46.6
37.8
36.9
31.9
26.5
20.8
17.6
12.8
27.9
24.3
18.1
34.1
29.5
24.4
18.8
14.1
10.0
25.1
21.7
16.1
833
758
681
522
440
355
389
329
611
559
504
389
329
267
374
316
257
195
164
132
315
267
192
317
269
219
167
140
113
255
218
157
129
119
108
85.1
72.6
58.4
47.0
40.4
80.7
74.8
68.5
54.4
46.6
37.8
36.9
31.9
26.5
20.8
17.6
12.8
27.9
24.3
18.1
34.1
29.5
24.4
18.8
14.1
10.0
25.1
21.7
16.1
129
119
108
85.1
72.6
58.4
47.0
40.4
80.7
74.8
68.5
54.4
46.6
37.8
35.4
30.7
25.5
20.1
17.0
12.5
27.1
23.6
17.6
34.1
29.5
24.4
18.8
14.1
10.0
25.1
21.7
16.1
129
119
108
85.1
72.6
58.4
46.0
39.5
80.7
74.8
68.5
54.4
46.6
37.8
34.1
29.5
24.6
19.3
16.4
12.1
26.1
22.8
17.0
33.5
29.5
24.4
18.8
14.1
10.0
25.1
21.7
16.1
126
116
106
83.2
71.0
57.2
45.0
38.8
80.7
74.8
68.5
54.4
46.6
37.8
32.8
28.4
23.7
18.6
15.8
11.7
25.3
22.0
16.4
32.8
28.4
23.5
18.2
13.7
9.86
24.3
21.1
15.7
124
114
104
82.0
69.9
56.4
44.1
38.0
78.2
72.6
66.5
52.8
45.3
36.7
31.5
27.4
22.8
17.9
15.2
11.3
24.4
21.3
15.9
32.2
27.9
23.1
17.9
13.5
9.72
23.9
20.7
15.4
122
113
103
80.7
68.9
55.5
43.3
37.2
77.1
71.6
65.6
52.1
44.7
36.2
30.3
26.3
21.9
17.3
14.7
10.9
23.6
20.6
15.4
31.6
27.3
22.7
17.5
13.3
9.58
23.5
20.4
15.1
120
111
101
79.5
67.8
54.7
42.4
36.5
76.1
70.6
64.7
51.4
44.1
35.7
29.2
25.4
21.2
16.7
14.1
10.6
22.8
19.9
14.9
31.0
26.8
22.2
17.2
13.0
9.45
23.1
20.0
14.9
118
109
99.4
78.3
66.8
53.9
41.5
35.8
75.0
69.6
63.8
50.7
43.5
35.3
28.1
24.4
20.4
16.1
13.6
10.2
22.0
19.2
14.4
30.4
26.3
21.8
16.9
12.8
9.32
22.7
19.7
14.6
116
107
97.9
77.1
65.8
53.1
40.7
35.1
74.0
68.7
62.9
50.0
42.9
34.8
27.1
23.6
19.7
15.5
13.2
9.92
21.3
18.6
13.9
29.9
25.8
21.4
16.6
12.6
9.18
22.3
19.3
14.4
115
106
96.4
76.0
64.8
52.4
39.9
34.4
73.0
67.7
62.1
49.4
42.3
34.4
26.1
22.7
19.0
15.0
12.7
9.61
20.6
18.0
13.5
29.3
25.4
21.0
16.3
12.4
9.05
21.9
19.0
14.1
113
104
95.0
74.8
63.9
51.6
39.1
33.7
72.0
66.8
61.2
48.7
41.8
33.9
25.1
21.9
18.3
14.4
12.3
9.31
20.0
17.5
13.1
28.8
24.9
20.7
16.0
12.2
8.93
21.5
18.7
13.9
111
103
93.5
73.7
62.9
50.8
38.4
33.1
71.0
65.9
60.4
48.0
41.2
33.5
24.2
21.1
17.7
13.9
11.8
9.03
19.3
16.9
12.7
28.2
24.4
20.3
15.7
12.0
8.80
21.2
18.4
13.7
109
101
92.1
72.6
62.0
50.1
37.6
32.4
70.0
65.0
59.6
47.4
40.6
33.0
23.4
20.4
17.1
13.5
11.5
8.75
18.7
16.4
12.3
27.7
24.0
19.9
15.4
11.8
8.68
20.8
18.1
13.4
108
99.5
90.7
71.5
61.1
49.4
36.9
31.8
69.1
64.1
58.8
46.8
40.1
32.6
22.6
19.7
16.5
13.0
11.1
8.49
18.1
15.9
11.9
27.2
23.6
19.5
15.1
11.7
8.56
20.4
17.8
13.2
3.29
3.33
3.37
3.44
3.48
3.52
2.56
2.60
4.22
4.28
4.33
4.44
4.49
4.55
1.12
1.14
1.17
1.19
1.21
1.22
1.35
1.38
1.43
2.96
3.01
3.06
3.11
3.14
3.16
3.63
3.69
3.78
qV v
d
x
x
FLR
Notes:
and qMb = qMsx.
Table.
AUGUST 2013
5-54
TABLE 5.3-2(3)
1
RHS
2
C450PLUS®
3
Finish
b
Designation
d
b
mm
mm
100
x
50
Mass
per m
t
mm
x
76
x
38
x
75
x
50
x
75
x
25
x
65
x
35
x
50
x
25
x
50
x
20
x
6.0
5.0
4.0
3.5
3.0
2.5
2.0
1.6
4.0
3.0
2.5
6.0
5.0
4.0
3.0
2.5
2.0
1.6
2.5
2.0
1.6
4.0
3.0
2.5
2.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
qMsx
t
qV v
kg/m
kNm
kN
0.50
0.75
1.00
1. 25
1.50
1.75
2.00
2.50
3.00
12.0
10.3
8.49
7.53
6.60
5.56
4.50
3.64
6.23
4.90
4.15
9.67
8.35
6.92
5.42
4.58
3.72
3.01
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
18.4
16.1
13.5
12.1
10.8
9.18
7.37
5.05
7.34
6.00
5.14
11.4
10.1
8.56
6.92
5.91
4.77
3.34
4.07
3.36
2.76
5.38
4.45
3.83
3.16
2.37
2.07
1.73
1.43
2.09
1.83
1.53
1.27
244
208
170
151
131
110
88.9
71.7
126
97.2
82.2
178
153
126
97.4
82.3
66.8
54.0
79.1
64.2
51.9
106
82.3
69.7
56.7
61.1
52.1
42.6
34.7
60.3
51.4
42.0
34.2
18.4
16.1
13.5
12.1
10.8
9.18
7.37
5.05
7.34
6.00
5.14
11.4
10.1
8.56
6.92
5.91
4.77
3.34
4.07
3.36
2.76
5.38
4.45
3.83
3.16
2.37
2.07
1.73
1.43
2.09
1.83
1.53
1.27
18.4
16.1
13.5
12.1
10.8
9.18
7.37
5.05
7.34
6.00
5.14
11.4
10.1
8.56
6.92
5.91
4.77
3.34
3.99
3.30
2.71
5.38
4.45
3.83
3.16
2.37
2.07
1.73
1.43
2.02
1.77
1.49
1.24
18.4
16.1
13.5
12.1
10.8
9.18
7.37
5.05
7.34
6.00
5.14
11.4
10.1
8.56
6.92
5.91
4.77
3.34
3.91
3.24
2.66
5.38
4.45
3.83
3.16
2.31
2.02
1.69
1.39
1.98
1.73
1.46
1.21
18.4
16.1
13.5
12.1
10.8
9.18
7.37
5.05
7.25
6.00
5.14
11.4
10.1
8.56
6.92
5.91
4.77
3.34
3.84
3.18
2.61
5.29
4.45
3.83
3.16
2.28
1.98
1.66
1.37
1.93
1.70
1.43
1.18
18.4
16.1
13.5
12.1
10.8
9.18
7.37
5.05
7.17
5.86
5.02
11.4
10.1
8.56
6.92
5.91
4.77
3.34
3.76
3.12
2.56
5.23
4.33
3.73
3.08
2.24
1.95
1.63
1.35
1.89
1.66
1.39
1.16
18.1
15.8
13.3
11.9
10.6
9.04
7.37
5.05
7.10
5.80
4.97
11.4
10.1
8.56
6.92
5.91
4.77
3.34
3.69
3.06
2.51
5.18
4.29
3.69
3.05
2.20
1.92
1.61
1.33
1.85
1.62
1.36
1.13
17.9
15.7
13.2
11.8
10.5
8.98
7.22
4.99
7.03
5.74
4.92
11.4
10.1
8.56
6.92
5.91
4.77
3.34
3.62
3.00
2.47
5.12
4.24
3.65
3.02
2.17
1.89
1.58
1.31
1.80
1.59
1.33
1.11
17.6
15.5
13.0
11.7
10.4
8.84
7.11
4.93
6.88
5.62
4.82
11.0
9.77
8.31
6.71
5.74
4.64
3.28
3.48
2.89
2.38
5.01
4.15
3.57
2.95
2.10
1.83
1.54
1.27
1.72
1.52
1.28
1.06
17.3
15.2
12.8
11.5
10.2
8.71
7.00
4.87
6.74
5.51
4.72
10.9
9.64
8.19
6.62
5.66
4.58
3.24
3.35
2.78
2.29
4.90
4.06
3.50
2.89
2.04
1.78
1.49
1.23
1.65
1.45
1.22
1.02
D
R
A
D
N
A
T
S
N
NO
3.50
d
x
x
FLR
4.00
4.50
5.00
6.00
17.1
16.8
16.5
16.3
15.8
15.0
14.8
14.5
14.3
13.9
12.6
12.4
12.2
12.1
11.7
11.3
11.1
11.0
10.8
10.5
10.1
9.92
9.77
9.62 9.33
8.57 8.44 8.32
8.19
7.95
6.90 6.80 6.70
6.60 6.41
4.81
4.75
4.69 4.63 4.52
6.61
6.47
6.34 6.21 5.97
5.40 5.29
5.18
5.08 4.88
4.63 4.54 4.45 4.36
4.19
10.7
10.6
10.4
10.3 9.98
9.51
9.38 9.25
9.12
8.87
8.08
7.97
7.87
7.76
7.55
6.53 6.44 6.35 6.27
6.10
5.58
5.51
5.43 5.36 5.21
4.52 4.46 4.40 4.34 4.22
3.21
3.17
3.14
3.10
3.03
3.23
3.11
2.99 2.89 2.68
2.68 2.58 2.49
2.40 2.24
2.21
2.13
2.05
1.98
1.85
4.80
4.70
4.60 4.50 4.31
3.98 3.89 3.81
3.73 3.58
3.42 3.35 3.28 3.21 3.08
2.83
2.77
2.71
2.66 2.55
1.97
1.91
1.85
1.80
1.69
1.72
1.67
1.62
1.57
1.48
1.44
1.40
1.36
1.32
1.24
1.20
1.16
1.13
1.09
1.03
1.58
1.51
1.45
1.39
1.28
1.39
1.33
1.28
1.22
1.13
1.17
1.12
1.08
1.04 0.956
0.978 0.938 0.901 0.865 0.800
E
D
A
GR
m
1.60
1.64
1.68
1.70
1.73
1.74
1.76
1.78
1.24
1.28
1.30
2.05
2.11
2.17
2.23
2.25
2.28
2.30
0.572
0.584
0.594
1.21
1.25
1.27
1.29
0.807
0.826
0.844
0.859
0.511
0.526
0.541
0.552
Notes:
and qMb = qMsx.
Table.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
5-55
PART 9
Connections
Blank Page
AUGUST 2013
5-56
Part 6
MEMBERS SUBJECT TO AXIAL COMPRESSION
Section
6.1
6 .2
6 .3
6 .4
6 .5
6 .6
General
Design Section Capacity in Axial Compression
Design Member Capacity in Axial Compression
Effective Length
Example
References
Page
Table
Page
6-2
6-2
6-2
6-3
6-4
6-4
Tables 6-1 to 6-6
Design Member Capacities in Axial Compression
6-6
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-1
PART 9
Connections
Part 6
6.1
6.3
General
Values of the design member capacity in compression (qNc) for buckling about each principal
axes for a range of effective lengths (Le) are given in Tables 6-1 to 6-6. The design member
capacities are determined from Section 6 of AS 4100. All the Tables for CHS, RHS and SHS
are supplemented by graphs of qNc versus Le placed consecutively after the tables for each
corresponding grade and section type. All loads are assumed to be applied through the centroid
of the section. The column capacity is associated with flexural buckling as torsional buckling is
not a common buckling mode for
hollow sections in axial compression.
For RHS only, the Tables in this section have been grouped into two series:
the (A) series for the member buckling about the x-axis, and
the (B) series for the member buckling about the y-axis.
The (A) series tables and graphs for each group of sections are immediately followed by the (B)
series of tables and graphs for the same group.
6.2
Design Section Capacity in Axial Compression
The design section capacity in compression (qNs) is obtained from Clause 6.2 of AS 4100
and is given by:
qNs = qkf An fy
where
q
= 0.9 (Table 3.4 of AS 4100)
kf
= form factor (see Section 3.2.2.3)
An = net area of the cross section
= Ag assuming no penetrations or holes (see 3.1 series Tables in Part 3)
fy
The design section capacity considers the behaviour of the cross-section only (as in a stub column
test), and is affected by the element slenderness of each plate element in the cross-section. The
form factor (kf) represents the proportion of the section that is effective in axial compression and
is determined from considerations of element slenderness as affected by local buckling, using
Clause 6.2.3 and 6.2.4 of AS 4100. See discussion in Section 3.2.2.3.
Design Member Capacity in Axial Compression
The design member capacity in axial compression accounts for the effect of overall member
buckling for the effective length of the member (amongst other factors) and it is obtained from
Clause 6.3 of AS 4100 and given by:
qNc = q_cNs ) qNs
where
q
= 0.9 (Table 3.4 of AS 4100)
_c = member slenderness reduction factor
The member slenderness reduction factor (_c) depends on the modified member slenderness
(hn) and the member section constant (_b). From Clause 6.3.3 of AS 4100:
where
¨
£ ¥2 ¬
«
«
90
jj ©1 < ³
1 < ² ´ µ
³ ¤jh ¦ µ«
«

®
ª
2
£ h ¥
² ´ 1 d
¤90 ¦
_c
=
j
=
hn
=
£L ¥
² e ´
¤ r ¦
h
=
hn + _a _b
_a
=
d
=
£ h ¥2
2 ² ´
¤90 ¦
kf fy
250
2100 h n < 13.5
h2n
< 15.3h n 2050
0.00326 (h–13.5) * 0
AUGUST 2013
6-2
Part 6
Le
= effective length of a compression member about the axis of buckling
r
= radius of gyration about the axis of buckling
For routine design the above equations need not be used. Table 6.3.3(3) of AS 4100 may be
consulted to obtain the value of (_c) directly once hn and _b are evaluated.
Note that the design member capacity equals the design section capacity (i.e. qNc = qNs) when
the effective length is zero (i.e. Le = 0).
Table T6.1 (which is extracted from Table 6.3.3 of AS 4100) lists values of _b for the sections
considered in these Tables.
Table T6.1: Values of Member Section Constant (_b) for Compression Members
Section
Residual Stresses
RHS, SHS
CHS
CF
CF
6.4
Yield Slenderness Limit
_b
hey
k f = 1.0
k f < 1.0
40
82
- 0.5
- 0.5
- 0.5
- 0.5
Braced Member
Sway Member
Buckled
Shape
Effective Length
The values of qNc are based on the effective length (Le) of the member. The effective length
depends on the member length (L), the rotational and translational restraints at the ends of the
member and is determined from the following formula:
Le
= ke L
The member effective length factor (ke) for use in Clause 6.3.2 of AS 4100 can be determined
using Clause 4.6.3 of AS 4100 or by a rational frame buckling analysis (Clause 4.7 of AS 4100).
ke is given in Figure 6.1 for members with idealised end restraints (from Figure 4.6.3.2 of AS
4100). For braced or sway members in frames, ke depends on the ratio ( a ) of the compression
member stiffness to the end restraint stiffness, calculated at each end of the member. Example 2
of Section 4.3 in Ref [6.1] provides a sample calculation of ke for columns in an unbraced plane
frame.
Effective length
factor (ke)
0.7
Symbols for
end restraint
conditions
0.85
1.0
1.2
2.2
= Rotation fixed,
translation fixed
= Rotation fixed,
translation free
= Rotation free,
translation fixed
= Rotation free,
translation free
2.2
Figure 6.1: Effective Length Factors for Members with Idealised Conditions of End Restraint
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-3
PART 9
Connections
Part 6
6.5
Table T6.2: Possible C450PLUS® RHS options to resist N* = 2400 kN compression.
Example
Design a RHS column, with a length of 5.8 m, in Grade C450L0 (C450PLUS®) steel to resist a
design axial force, N* = 2400 kN. Assume that for x-axis buckling both ends are pinned (rotation
free, translation fixed), while for y-axis buckling one end is rotation free, translation fixed (pinned)
and the other end is rotationally and translationally fixed.
Design Data:
N* = 2400 kN
Solution:
(i)
Determine effective lengths
For x-axis buckling
ke = 1.0
(Figure 6.1)
Lex = ke L = 1.0 x 5.8 = 5.8 m
5 6.0 m
For y-axis buckling
ke = 0.85
(Figure 6.1)
Ley = ke L = 0.85 x 5.8 = 4.93 m 5 5.0 m
(ii)
Select a member
When looking up Tables 6-4(1)(A) and 6-4(1)(B) from bottom to top there are various
sections for which N* < qNc. As such there is the possibility that the first sections being
sighted are uneconomical. In order to select a more optimal section it may be prudent to
summarise a few of the initial listings for qNcx and qNcy based on their respective effective
lengths. This is summarised in Table T6.2 for the example being considered.
Buckling about x-axis with L ex = 6.0 m
Designation
Buckling about y-axis with L ey = 5.0 m
Designation
d
b
t
Mass
per m
mm
mm
mm
kg/m
Le = 6.0m
mm
88.4
71.6
136
109
88.4
71.6
111
89.0
72.7
85.5
3500
2510
5940
4780
3720
2720
4440
3610
2970
2850
400
400
350
300
250
200 x 10.0
8.0
x 250 x 16.0
12.5
10.0
8.0
x 200 x 16.0
12.5
10.0
x 150 x 16.0
x
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
qNcx
(kN)
d
b
t
Mass
per m
qNcy
mm
mm
kg/m
Le = 5.0m
88.4
71.6
136
109
88.4
71.6
111
89.0
72.7
85.5
3050
< N*
5750
4630
3620
2660
4020
3290
2720
< N*
350
300
250
200 x 10.0
8.0
x 250 x 16.0
12.5
10.0
8.0
x 200 x 16.0
12.5
10.0
x 150 x 16.0
x
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
(kN)
Note: shaded values indicate the lightest section in mass (kg/m).
as noted in Table T6.2, adopt a 350 x 250 x 8.0 RHS in C450L0 (C450PLUS) as:
qNcx =
>
qNcy =
2720 kN
2660 kN
> N*
6.6
[6.1]
(Lex = 6.0 m in Table 6-4(1)(A))
N*
(Ley = 5.0 m in Table 6-4(1)(B))
References
edition, Australian Steel Institute, 2009.
AUGUST 2013
6-4
Blank Page
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-5
PART 9
Connections
TABLE 6-1
1
CHS
2
C250L0
3
Finish
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about any axis
Designation
do
do
t
Mass
per m
mm
mm
kg/m
Le = 0.00
0. 25
0.50
0.75
1.00
1. 25
1.50
1.75
2.00
2.50
3.00
3.50
4.00
5.00
21.3
19.7
17.9
16.6
14.5
12.2
11.9
9.63
12.1
10.3
8.38
10.2
7.95
6.44
7.31
6.19
5.03
4.37
3.56
3.79
3.09
2.93
2.41
2.26
1.87
1.56
610
566
513
476
416
349
341
276
346
297
240
293
228
184
210
177
144
125
102
109
88.7
84.0
69.0
64.7
53.6
44.7
610
566
513
476
416
349
341
276
346
297
240
293
228
184
210
177
144
125
102
108
88.0
82.5
67.8
62.6
51.9
43.3
610
566
513
476
416
349
341
276
344
295
239
289
225
183
205
174
141
121
98.4
103
84.4
76.9
63.5
55.6
46.4
38.9
610
566
511
474
411
346
336
272
339
290
235
283
221
179
198
168
137
114
93.5
96.1
78.9
67.6
56.2
43.1
36.7
31.2
605
562
506
470
406
341
331
268
331
284
230
275
215
174
189
160
131
106
86.7
85.7
70.7
53.9
45.4
29.3
25.4
21.9
600
557
500
465
400
336
325
263
323
277
224
265
207
168
176
150
123
93.9
77.3
72.0
59.9
40.0
34.0
20.0
17.4
15.1
595
552
494
459
392
330
317
256
312
268
217
252
197
160
161
137
113
79.5
65.9
57.5
48.2
29.4
25.2
14.2
12.4
10.8
589
546
487
452
383
323
308
249
299
257
209
236
186
151
142
122
100
65.1
54.3
45.2
38.0
22.2
19.1
10.6
9.27
8.05
581
540
479
445
373
314
297
241
284
244
199
218
172
140
122
105
87.1
52.8
44.2
35.8
30.2
17.3
14.8
8.19
7.17
6.22
565
524
459
426
348
293
270
219
246
213
174
175
139
114
87.2
75.7
63.0
35.6
29.9
23.7
20.0
11.3
9.69
5.31
4.65
4.04
544
506
434
403
316
267
236
193
203
176
144
135
108
89.0
63.3
55.0
46.0
25.3
21.2
16.7
14.2
7.92
6.81
3.72
3.26
2.83
520
483
404
375
278
235
199
163
163
141
117
104
83.5
69.0
47.5
41.4
34.6
18.8
15.8
12.4
10.5
5.87
5.04
2.75
2.41
2.09
490
456
368
342
238
202
165
135
130
114
93.7
81.7
65.7
54.4
36.9
32.1
26.8
14.5
12.2
9.58
8.11
4.52
3.88
2.12
1.85
1.61
418
389
288
269
170
144
113
92.9
86.9
75.9
62.7
53.6
43.2
35.8
24.0
20.9
17.5
9.43
7.93
6.20
5.25
2.92
2.51
1.37
1.20
1.04
165.1 x 5.4
5.0
139.7 x 5.4
5.0
114.3 x 5.4
4.5
101.6 x 5.0
4.0
88.9 x 5.9
5.0
4.0
76.1 x 5.9
4.5
3.6
60.3 x 5.4
4.5
3.6
48.3 x 4.0
3.2
42.4 x 4.0
3.2
33.7 x 4.0
3.2
26.9 x 4.0
3.2
2.6
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
qN s
(kN)
Design Member Capacities in Axial Compression, qNc (kN)
t
Notes:
3. qNs = qNc for Le = 0.0.
AUGUST 2013
6-6
650
600
250
AS / NZS 1163 - C250L0
AS / NZS 1163 - C250L0
200
165.1 x 5.0 CHS
165.1 x 5.4 CHS
139.7 x 5.0 CHS
139.7 x 5.4 CHS
400
100
88.9 x 5.9 CHS
Design Member Capacity in Axial Compression fNc (kN)
80
114.3 x 5.4 CHS
114.3 x 4.5 CHS
200
101.6 x 5.0 CHS
101.6 x 4.0 CHS
88.9 x 5.0 CHS
88.9 x 4.0 CHS
100
76.1 x 5.9 CHS
80
76.1 x 4.5 CHS
76.1 x 3.6 CHS
60
60.3 x 4.5 CHS
60
60.3 x 5.4 CHS
40
60.3 x 3.6 CHS
20
48.3 x 4.0 CHS
48.3 x 3.2 CHS
33.7 x 3.2 CHS
10
42.4 x 4.0 CHS
42.4 x 3.2 CHS
8
6
26.9 x 3.2 CHS
33.7 x 4.0 CHS
4
26.9 x 4.0 CHS
2
40
26.9 x 2.6 CHS
Axial compression buckling
about any axis
about any axis
30
1
0
1
2
3
4
5
0
1
Effective Length Le (m) about any axis
2
3
4
5
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-7
PART 9
Connections
TABLE 6-2(1)
1
CHS
2
C350L0
3
Finish
Designation
do
t
mm
mm
508.0 x 12.7
9.5
6.4
457.0 x 12.7
9.5
6.4
406.4 x 12.7
9.5
6.4
355.6 x 12.7
9.5
6.4
323.9 x 12.7
9.5
6.4
273.1 x 12.7
9.3
6.4
4.8
219.1 x 8.2
6.4
4.8
168.3 x 7.1
6.4
4.8
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
do
Mass
per m
qN s
(kN)
kg/m
L e = 0. 0
1.0
2 .0
3 .0
4.0
5.0
6 .0
7.0
8 .0
9.0
10.0
12.0
14.0
16.0
155
117
79.2
139
105
71.1
123
93.0
63.1
107
81.1
55.1
97.5
73.7
50.1
81.6
60.5
42.1
31.8
42.6
33.6
25.4
28.2
25.6
19.4
6220
4690
2720
5580
4210
2580
4950
3730
2430
4310
3250
2210
3910
2960
2010
3270
2430
1690
1270
1710
1350
1020
1130
1030
777
6220
4690
2720
5580
4210
2580
4950
3730
2430
4310
3250
2210
3910
2960
2010
3270
2430
1690
1270
1700
1340
1010
1120
1010
767
6220
4690
2720
5570
4200
2580
4920
3710
2420
4270
3220
2190
3860
2920
1980
3200
2380
1650
1250
1650
1300
982
1060
960
728
6150
4630
2700
5490
4140
2550
4840
3650
2380
4180
3160
2150
3760
2850
1940
3090
2300
1600
1210
1570
1230
934
964
874
664
6070
4570
2670
5400
4070
2510
4740
3580
2340
4070
3070
2090
3640
2750
1880
2950
2190
1530
1150
1450
1140
865
822
746
570
5960
4490
2630
5290
3990
2460
4610
3480
2280
3920
2970
2020
3480
2640
1800
2750
2050
1430
1080
1290
1020
773
649
591
453
5840
4400
2580
5150
3890
2410
4460
3370
2210
3750
2840
1930
3280
2490
1700
2510
1870
1310
994
1090
865
659
495
451
347
5700
4300
2530
4990
3770
2340
4280
3230
2130
3530
2680
1830
3040
2310
1580
2210
1660
1170
885
893
711
543
380
346
267
5530
4170
2470
4810
3630
2270
4060
3070
2030
3270
2490
1700
2750
2100
1440
1900
1430
1010
767
724
578
442
297
271
209
5340
4030
2400
4590
3470
2180
3810
2890
1910
2980
2270
1550
2440
1870
1280
1610
1220
859
654
591
472
362
238
217
168
5120
3870
2320
4340
3280
2080
3520
2670
1780
2670
2030
1400
2140
1640
1130
1360
1030
728
555
489
391
299
195
178
137
4600
3480
2140
3750
2850
1840
2900
2210
1490
2080
1590
1090
1610
1240
856
985
748
530
404
347
278
213
137
125
96.6
3990
3020
1910
3130
2380
1570
2320
1770
1210
1610
1230
852
1230
946
655
740
562
399
304
259
207
158
102
92.8
71.6
3370
2560
1660
2570
1960
1310
1860
1420
973
1270
973
672
961
740
512
574
436
310
236
200
160
122
78.4
71.6
55.2
Design Member Capacities in Axial Compression,qNc (kN)
t
Notes:
AUGUST 2013
6-8
6500
4000
AS / NZS 1163 - C350L0
6000
406.4 x 12.7 CHS
AS / NZS 1163 - C350L0
273.1 x 9.3 CHS
508.0 x 12.7 CHS
2000
457.0 x 12.7 CHS
355.6 x 12.7 CHS
508.0 x 9.5 CHS
406.4 x 9.5 CHS
457.0 x 9.5 CHS
508.0 x 6.4 CHS
2000
457.0 x 6.4 CHS
355.6 x 9.5 CHS
406.4 x 6.4 CHS
355.6 x 6.4 CHS
323.9 x 12.7 CHS
4000
323.9 x 9.5 CHS
273.1 x 12.7 CHS
1000
323.9 x 6.4 CHS
800
600
273.1 x 6.4 CHS
400
219.1 x 8.2 CHS
273.1 x 4.8 CHS
168.3 x 6.4 CHS
219.1 x 6.4 CHS
219.1 x 4.8 CHS
200
168.3 x 7.1 CHS
1000
168.3 x 4.8 CHS
100
80
800
about any axis
about any axis
60
50
0
5
10
15
0
5
10
15
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-9
PART 9
Connections
TABLE 6-2(2)
1
CHS
2
C350L0
3
Finish
Designation
do
do
t
Mass
per m
mm
mm
kg/m
Le = 0.00
0. 25
0.50
0.75
1.00
1. 25
1.50
1.75
2.00
2.50
3.00
3.50
4.00
5.00
13.9
12.0
11.8
10.1
9.83
8.77
7.77
6.35
6.76
5.53
5.75
4.19
4.11
3.29
3.25
2.61
2.55
1.99
1.99
1.56
1.40
1.23
560
481
472
406
394
352
312
255
271
222
231
168
165
132
130
105
102
80.0
80.0
62.7
56.0
49.3
560
481
472
406
394
352
312
255
271
222
231
168
164
132
129
104
101
79.0
78.0
61.3
53.6
47.3
560
481
472
406
393
351
310
253
269
220
227
165
160
128
124
99.6
95.6
74.8
71.3
56.1
46.0
40.7
558
480
468
403
388
346
305
249
263
215
221
161
153
123
115
92.9
86.8
68.1
59.5
47.2
33.0
29.4
553
475
462
398
381
340
298
244
256
210
213
155
143
115
103
83.1
73.6
58.1
43.8
35.2
21.2
19.0
547
470
456
392
373
333
290
238
247
202
202
147
131
105
86.0
70.0
57.8
46.0
30.9
24.9
14.2
12.7
540
465
448
386
364
325
281
230
236
193
188
138
114
92.5
68.5
56.1
43.9
35.1
22.3
18.0
10.0
9.01
533
458
439
378
352
315
269
221
222
182
172
126
96.6
78.4
53.8
44.1
33.6
26.9
16.7
13.5
7.45
6.70
524
451
429
369
339
303
256
210
206
169
153
113
80.0
65.1
42.6
35.0
26.3
21.1
12.9
10.5
5.75
5.17
503
433
403
348
306
273
222
182
168
138
115
85.0
54.9
44.8
28.2
23.2
17.2
13.8
8.39
6.81
3.73
3.35
477
410
371
320
264
237
183
150
131
108
85.1
63.2
39.3
32.1
19.9
16.4
12.1
9.74
5.89
4.78
2.61
2.35
445
383
332
287
220
197
146
121
101
83.9
64.5
47.9
29.3
23.9
14.8
12.2
9.00
7.22
4.36
3.53
1.93
1.73
407
351
289
250
181
162
117
96.8
79.8
66.1
50.2
37.4
22.7
18.5
11.4
9.38
6.93
5.56
3.35
2.72
1.48
1.33
322
278
211
182
123
110
78.2
64.7
52.5
43.5
32.8
24.4
14.7
12.0
7.38
6.07
4.48
3.60
2.16
1.76
0.956
0.860
165.1 x
139.7 x
114.3 x
101.6 x
88.9
x
76.1
x
60.3
x
48.3
x
42.4
x
33.7
x
26.9
x
3.5
3.0
3.5
3.0
3.6
3.2
3.2
2.6
3.2
2.6
3.2
2.3
2.9
2.3
2.9
2.3
2.6
2.0
2.6
2.0
2.3
2.0
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
qNs
(kN)
t
Notes:
AUGUST 2013
6-10
600
250
AS / NZS 1163 - C350L0
AS / NZS 1163 - C350L0
200
165.1 x 3.5 CHS
400
100
80
165.1 x 3.0 CHS
139.7 x 3.5 CHS
139.7 x 3.0 CHS
200
114.3 x 3.6 CHS
114.3 x 3.2 CHS
101.6 x 3.2 CHS
101.6 x 2.6 CHS
100
88.9 x 3.2 CHS
80
88.9 x 2.6 CHS
60
76.1 x 3.2 CHS
76.1 x 2.3 CHS
40
60.3 x 2.9 CHS
60.3 x 2.3 CHS
20
48.3 x 2.9 CHS
48.3 x 2.3 CHS
10
42.4 x 2.6 CHS
8
42.4 x 2.0 CHS
6
4
26.9 x 2.0 CHS
33.7 x 2.6 CHS
33.7 x 2.0 CHS
2
60
26.9 x 2.3 CHS
about any axis
about any axis
1
.8
40
0
1
2
3
4
5
0
1
2
3
4
5
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-11
PART 9
Connections
TABLE 6-3(A)
1
RHS
2
C350L0
3
Finish
b
buckling about x-axis
Designation
d
b
mm
t
mm
mm
75
x
25
x
65
x
35
x
50
x
25
x
50
x
20
x
2.5
2.0
1.6
4.0
3.0
2.5
2.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Mass
per m
qN s
(kN)
kg/m
Le = 0.00
0. 25
0.50
0.75
1.00
1. 25
1.50
1.75
2.00
2.50
3.00
3.50
4.00
5.00
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
145
113
77.6
215
170
145
118
123
105
86.2
70.3
114
97.3
79.9
65.3
145
113
77.6
215
170
145
118
122
105
85.7
69.9
113
96.6
79.4
64.9
142
112
76.7
209
166
141
115
118
101
82.6
67.4
108
92.7
76.3
62.4
138
108
74.9
201
161
137
111
110
94.6
77.8
63.6
101
86.7
71.5
58.6
132
104
72.6
191
153
130
106
99.6
85.9
70.9
58.2
90.0
77.9
64.6
53.2
125
99.1
69.6
177
143
122
99.6
85.4
74.1
61.6
50.8
75.8
66.2
55.3
45.8
116
92.5
65.9
159
130
111
91.0
69.4
60.7
50.9
42.2
60.6
53.4
45.0
37.5
105
84.3
61.4
138
114
97.9
80.6
55.2
48.5
40.8
34.0
47.7
42.2
35.7
29.9
92.2
74.9
56.0
117
97.5
84.1
69.6
44.0
38.8
32.7
27.3
37.8
33.6
28.5
23.9
68.2
56.2
44.0
82.0
69.4
60.2
50.0
29.3
25.9
21.9
18.3
25.0
22.3
19.0
15.9
50.2
41.6
33.5
59.1
50.3
43.7
36.3
20.7
18.3
15.5
13.0
17.7
15.7
13.4
11.3
37.9
31.5
25.6
44.3
37.7
32.8
27.3
15.4
13.6
11.5
9.63
13.1
11.7
9.96
8.37
29.5
24.5
20.1
34.3
29.3
25.4
21.2
11.9
10.5
8.89
7.44
10.1
9.02
7.68
6.46
19.2
16.0
13.2
22.3
19.0
16.5
13.8
7.68
6.79
5.76
4.82
6.56
5.84
4.97
4.18
t
d
x
x
Notes:
ADDITIONAL NOTES:
AUGUST 2013
6-12
250
150
AS / NZS 1163 - C350L0
AS / NZS 1163 - C350L0
200
65 x 35 x 3.0
HS
75 x 25 x 2.5
HS
80
100
100
80
60
65 x 35 x 2.5
HS
65 x 35 x 2.0
HS
40
65 x 35 x 4.0
HS
75 x 25 x 2.0
HS
75 x 25 x 1.6
HS
20
60
50 x 20 x 2.5
HS
50 x 20 x 2.0
HS
40
50 x 20 x 3.0
HS
20
10
8
50 x 25 x 3.0
HS
50 x 25 x 2.5
HS
50 x 25 x 2.0
HS
50 x 25 x 1.6
HS
50 x 20 x 1.6
HS
6
about x axis
about x axis
4
10
0
1
2
3
4
5
0
1
2
3
4
5
Effective Length Le (m) about x-axis
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-13
PART 9
Connections
TABLE 6-3(B)
1
RHS
2
C350L0
3
Finish
b
buckling about y-axis
Designation
d
b
mm
t
mm
mm
75
x
25
x
65
x
35
x
50
x
25
x
50
x
20
x
2.5
2.0
1.6
4.0
3.0
2.5
2.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Mass
per m
qN s
(kN)
kg/m
Le = 0.00
0. 25
0.50
0.75
1.00
1. 25
1.50
1.75
2.00
2.50
3.00
3.50
4.00
5.00
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
145
113
77.6
215
170
145
118
123
105
86.2
70.3
114
97.3
79.9
65.3
140
110
76.0
211
168
143
116
119
102
83.6
68.3
107
92.2
76.0
62.2
126
100
70.3
199
159
135
110
105
90.8
75.0
61.5
87.0
75.8
63.3
52.3
102
82.4
60.6
178
144
123
101
81.6
71.3
59.7
49.5
55.7
49.8
42.5
35.8
71.6
59.6
46.8
148
122
105
86.2
55.4
49.1
41.7
34.9
34.1
30.8
26.5
22.5
49.4
41.6
33.8
113
95.1
82.4
68.5
37.7
33.5
28.6
24.1
22.5
20.3
17.6
14.9
35.4
29.9
24.7
84.9
72.0
62.7
52.4
26.8
23.9
20.5
17.2
15.9
14.3
12.4
10.6
26.4
22.4
18.5
64.6
55.1
48.1
40.3
20.0
17.8
15.3
12.9
11.8
10.6
9.21
7.84
20.4
17.3
14.4
50.4
43.1
37.7
31.6
15.5
13.8
11.8
9.96
9.07
8.20
7.11
6.05
13.3
11.2
9.37
33.0
28.2
24.7
20.7
10.0
8.95
7.66
6.46
5.87
5.31
4.60
3.92
9.29
7.88
6.58
23.2
19.9
17.4
14.6
7.02
6.27
5.37
4.53
4.10
3.71
3.22
2.74
6.87
5.83
4.87
17.2
14.7
12.9
10.8
5.19
4.64
3.97
3.35
3.03
2.74
2.38
2.03
5.29
4.49
3.75
13.2
11.3
9.93
8.33
4.00
3.57
3.06
2.58
2.33
2.11
1.83
1.56
3.41
2.90
2.42
8.55
7.33
6.42
5.39
2.58
2.30
1.97
1.66
1.50
1.36
1.18
1.00
t
y
d
y
Notes:
1. REFER to the Australian Tube Mills QUICK
REFERENCE PRODUCT AVAILABILITY GUIDE
(QRPAG) for information on the availability of listed
sections and associated finishes. The QRPAG is
found at the beginning of this publication.
ADDITIONAL NOTES:
AUGUST 2013
6-14
250
150
AS / NZS 1163 - C350L0
AS / NZS 1163 - C350L0
200
100
80
60
100
80
60
40
65 x 35 x 2.5
HS
20
10
65 x 35 x 4.0
HS
65 x 35 x 3.0
HS
65 x 35 x 2.0
HS
75 x 25 x 2.5
HS
75 x 25 x 2.0
HS
75 x 25 x 1.6
HS
8
6
4
40
20
10
8
6
50 x 25 x 2.5
HS
50 x 20 x 3.0
HS
50 x 20 x 2.0
HS
4
2
50 x 25 x 3.0
HS
50 x 25 x 2.0
HS
50 x 25 x 1.6
HS
50 x 20 x 2.5
HS
50 x 20 x 1.6
HS
about y axis
about y axis
1
2
0
1
2
3
4
5
0
1
Effective Length Le (m) about y-axis
2
3
5
4
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-15
PART 9
Connections
TABLE 6-4(1)(A)
1
RHS
2
C450PLUS®
3
Finish
b
Designation
d
mm
400
x
400
x
350
x
300
x
250
x
b
t
mm
mm
300 x 16.0
12.5
10.0
8.0
200 x 16.0
12.5
10.0
8.0
250 x 16.0
12.5
10.0
8.0
200 x 16.0
12.5
10.0
8.0
6.0
150 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Mass
per m
qN s
(kN)
kg/m
L e = 0. 0
1.0
2 .0
3 .0
4.0
5.0
6 .0
7.0
8 .0
9.0
10.0
12.0
14.0
16.0
161
128
104
84.2
136
109
88.4
71.6
136
109
88.4
71.6
111
89.0
72.7
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
8300
6590
4710
3110
7010
5580
3900
2750
7010
5600
4300
3080
5710
4590
3750
2750
1750
4410
3580
2940
2670
2400
1550
1180
8300
6590
4710
3110
7010
5580
3900
2750
7010
5600
4300
3080
5710
4590
3750
2750
1750
4400
3570
2930
2670
2390
1550
1180
8240
6550
4680
3100
6940
5530
3870
2740
6910
5540
4250
3050
5590
4500
3680
2710
1730
4260
3460
2840
2590
2320
1510
1150
8090
6430
4610
3060
6800
5420
3810
2700
6750
5410
4160
2990
5410
4360
3570
2630
1690
4050
3300
2720
2470
2220
1450
1110
7900
6290
4520
3010
6620
5280
3720
2650
6540
5250
4050
2920
5170
4170
3410
2540
1640
3750
3070
2540
2310
2080
1380
1060
7660
6100
4400
2950
6390
5110
3620
2590
6270
5040
3900
2830
4850
3930
3220
2410
1570
3350
2760
2290
2090
1890
1280
995
7370
5880
4270
2870
6110
4890
3500
2510
5940
4780
3720
2720
4440
3610
2970
2250
1490
2850
2380
1990
1820
1640
1150
910
7020
5610
4100
2790
5770
4630
3340
2420
5520
4460
3490
2580
3940
3230
2670
2060
1390
2350
1980
1660
1520
1380
1000
807
6610
5290
3910
2690
5360
4320
3170
2310
5030
4080
3230
2420
3410
2810
2330
1830
1270
1910
1620
1370
1250
1140
849
696
6120
4920
3680
2570
4890
3960
2960
2190
4500
3660
2920
2230
2910
2400
2000
1600
1140
1560
1330
1120
1030
938
712
592
5580
4500
3420
2440
4390
3570
2720
2050
3950
3230
2610
2020
2460
2040
1710
1380
1010
1290
1100
932
858
779
598
501
4480
3640
2850
2120
3430
2810
2220
1730
3000
2460
2020
1610
1790
1490
1250
1020
770
919
783
665
612
557
431
364
3530
2880
2310
1780
2670
2190
1770
1410
2300
1890
1560
1260
1350
1130
942
775
591
685
584
496
457
415
323
274
2810
2290
1860
1470
2100
1730
1410
1140
1800
1480
1220
997
1050
874
732
604
463
529
451
383
353
321
250
212
t
d
x
x
Notes:
AUGUST 2013
6-16
8500
8000
6000
AS / NZS 1163 - C450L0
400 x 200 x 16.0
HS
AS / NZS 1163 - C450L0
4000
250 x 150 x 12.5
400 x 300 x 16.0
400 x 200 x 12.5
400 x 300 x 10.0
4000
350 x 250 x 10.0
HS
400 x 300 x 12.5
HS
350 x 250 x 16.0
400 x 200 x 10.0
400 x 300 x 8.0
HS
HS
HS
HS
HS
HS
350 x 250 x 12.5
350 x 250 x 8.0
HS
HS
2000
400 x 200 x 8.0
egen
400x300
400x200
350x250
HS
6000
HS
250 x 150 x 16.0
HS
2000
250 x 150 x 9.0
HS
300 x 200 x 16.0
HS
300 x 200 x 12.5
HS
300 x 200 x 10.0
HS
300 x 200 x 8.0
HS
1000
800
300 x 200 x 6.0
HS
250 x 150 x 10.0
HS
250 x 150 x 8.0
HS
250 x 150 x 6.0
HS
250 x 150 x 5.0
HS
600
400
about x axis
about x axis
1000
200
900
0
5
10
15
0
5
10
15
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-17
PART 9
Connections
TABLE 6-4(1)(B)
1
RHS
2
C450PLUS®
3
Finish
b
Designation
d
mm
400
x
400
x
350
x
300
x
250
x
b
t
mm
mm
300 x 16.0
12.5
10.0
8.0
200 x 16.0
12.5
10.0
8.0
250 x 16.0
12.5
10.0
8.0
200 x 16.0
12.5
10.0
8.0
6.0
150 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Mass
per m
qN s
(kN)
kg/m
L e = 0. 0
1.0
2 .0
3 .0
4.0
5.0
6 .0
7.0
8 .0
9.0
10.0
12.0
14.0
16.0
161
128
104
84.2
136
109
88.4
71.6
136
109
88.4
71.6
111
89.0
72.7
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
8300
6590
4710
3110
7010
5580
3900
2750
7010
5600
4300
3080
5710
4590
3750
2750
1750
4410
3580
2940
2670
2400
1550
1180
8300
6590
4710
3110
6970
5560
3890
2750
7000
5600
4300
3080
5670
4570
3730
2740
1750
4340
3520
2890
2630
2360
1530
1170
8170
6490
4650
3080
6720
5370
3770
2680
6830
5470
4200
3020
5460
4400
3600
2660
1700
4050
3300
2720
2480
2230
1460
1120
7950
6330
4540
3020
6350
5080
3610
2580
6570
5270
4060
2930
5130
4150
3400
2530
1630
3570
2930
2430
2220
2000
1340
1040
7670
6110
4410
2950
5810
4670
3370
2440
6210
4990
3870
2810
4660
3780
3110
2340
1540
2860
2390
2000
1840
1660
1160
918
7300
5820
4230
2860
5080
4120
3050
2250
5750
4630
3620
2660
4020
3290
2720
2090
1410
2130
1800
1530
1400
1270
940
763
6830
5460
4020
2740
4220
3460
2660
2010
5140
4170
3290
2460
3290
2720
2260
1790
1250
1570
1340
1140
1050
956
727
604
6260
5020
3750
2610
3410
2810
2230
1740
4450
3630
2910
2220
2630
2190
1830
1470
1070
1190
1020
866
799
728
562
473
5590
4510
3430
2440
2740
2270
1840
1460
3750
3080
2500
1950
2100
1760
1470
1200
894
924
792
676
623
568
442
374
4900
3970
3080
2250
2230
1850
1510
1220
3140
2580
2110
1680
1700
1420
1200
982
743
738
633
540
499
454
355
301
4230
3440
2720
2040
1840
1520
1260
1020
2630
2170
1780
1430
1400
1170
985
812
620
602
517
441
407
371
291
247
3150
2570
2080
1630
1300
1080
896
735
1890
1560
1290
1050
991
831
698
578
445
423
363
310
286
261
205
174
2390
1960
1600
1280
968
805
669
550
1420
1170
971
795
737
618
519
430
333
313
269
230
212
193
152
129
1870
1530
1250
1010
747
622
517
426
1100
907
754
618
569
477
401
333
257
241
207
177
164
149
117
99.7
t
y
d
y
Notes:
AUGUST 2013
6-18
8500
8000
6000
AS / NZS 1163 - C450L0
4000
6000
HS
250 x 150 x 16.0
350 x 250 x 16.0
4000
350 x 250 x 10.0
350 x 250 x 8.0
HS
HS
400 x 300 x 16.0
HS
400 x 300 x 12.5
HS
400 x 300 x 10.0
HS
400 x 300 x 8.0
HS
400 x 200 x 16.0
HS
400 x 200 x 12.5
HS
2000
egen
400x300
400x200
350x250
1000
HS
HS
400 x 200 x 10.0
HS
400 x 200 x 8.0
HS
800
350 x 250 x 12.5
AS / NZS 1163 - C450L0
250 x 150 x 9.0
2000
HS
1000
800
300 x 200 x 16.0
HS
300 x 200 x 12.5
HS
300 x 200 x 10.0
HS
300 x 200 x 8.0
HS
300 x 200 x 6.0
HS
250 x 150 x 12.5
HS
250 x 150 x 10.0
HS
600
400
200
250 x 150 x 8.0
HS
250 x 150 x 6.0
HS
250 x 150 x 5.0
HS
600
about y axis
about y axis
100
90
400
0
5
10
15
0
5
10
15
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-19
PART 9
Connections
TABLE 6-4(2)(A)
1
RHS
2
C450PLUS®
3
Finish
b
Designation
d
b
mm
200
x
t
mm
mm
100
x 10.0
9.0
8.0
6.0
5.0
4.0
x 6.0
5.0
x 10.0
9.0
8.0
6.0
5.0
4.0
x 6.0
5.0
4.0
3.0
152
x
76
150
x
100
150
x
50
127
x
51
x
125
x
75
x
102
x
76
x
2.5
2.0
6.0
5.0
3.5
6.0
5.0
4.0
3.0
2.5
2.0
6.0
5.0
3.5
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Mass
per m
qN s
(kN)
kg/m
L e = 0. 0
1.0
1.5
2 .0
2.5
3 .0
3. 5
4.0
5 .0
6 .0
7.0
8 .0
10.0
12.0
41.3
37.7
33.9
26.2
22.1
17.9
19.4
16.4
33.4
30.6
27.7
21.4
18.2
14.8
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
2130
1940
1750
1310
974
688
1000
848
1720
1580
1430
1110
937
688
864
735
526
329
246
173
757
646
423
864
735
600
390
296
196
757
646
468
2110
1920
1730
1290
968
685
978
830
1690
1540
1400
1080
919
677
841
716
515
324
243
172
729
623
411
835
711
581
381
290
192
719
615
446
2060
1880
1700
1270
952
675
946
804
1630
1490
1350
1050
891
659
808
689
499
316
237
168
691
591
393
796
679
556
367
280
187
670
574
418
2010
1830
1650
1240
931
662
902
768
1550
1420
1290
1010
854
634
764
653
476
305
230
164
637
547
368
741
634
520
348
268
180
599
515
378
1930
1770
1600
1200
905
647
845
720
1450
1330
1210
947
805
603
704
604
447
291
221
158
564
487
335
668
573
471
323
251
171
503
436
323
1850
1690
1530
1150
874
628
772
660
1320
1220
1110
872
743
563
629
541
410
273
209
151
476
414
293
576
497
411
291
229
160
402
351
262
1740
1590
1440
1090
836
605
684
587
1160
1080
986
780
667
514
542
469
364
251
195
143
389
340
247
479
415
345
253
203
147
316
277
208
1610
1480
1340
1020
791
579
589
508
1000
930
853
680
583
458
455
396
316
226
178
133
315
277
204
392
341
285
215
176
131
251
220
166
1300
1200
1100
850
680
512
423
367
715
668
616
495
426
344
318
278
228
172
141
109
212
187
140
267
233
195
151
126
98.7
166
146
110
1010
938
858
674
555
432
308
267
519
486
448
362
312
256
228
200
166
129
107
85.1
151
133
100
190
166
139
109
91.9
73.3
117
103
78.0
783
727
667
528
443
352
231
201
390
365
337
273
235
194
171
150
125
98.1
82.4
66.1
112
98.9
74.8
142
124
104
81.8
69.1
55.6
87.0
76.6
58.0
616
573
525
417
353
285
179
156
302
283
262
212
183
151
132
116
97.0
76.5
64.6
52.1
86.6
76.4
57.9
110
95.8
80.3
63.4
53.6
43.3
67.1
59.1
44.7
405
377
346
276
235
192
117
101
197
184
170
138
119
98.5
85.9
75.4
63.1
50.0
42.3
34.3
56.1
49.5
37.5
71.1
62.1
52.1
41.2
34.9
28.3
43.4
38.2
29.0
286
266
244
195
166
136
81.9
71.2
138
129
120
96.8
83.7
69.2
60.3
52.9
44.3
35.1
29.8
24.2
39.3
34.7
26.3
49.8
43.5
36.5
28.9
24.5
19.9
30.4
26.8
20.3
t
d
x
x
Notes:
AUGUST 2013
6-20
2500
900
800
AS / NZS 1163 - C450L0
AS / NZS 1163 - C450L0
125 x 75 x 6.0
2000
600
125 x 75 x 4.0
HS
HS
127 x 51 x 5.0
HS
200 x 100 x 9.0
150 x 100 x 8.0
800
150 x 100 x 5.0
HS
HS
150 x 100 x 10.0
HS
600
150 x 100 x 4.0
200 x 100 x 10.0
HS
200 x 100 x 8.0
HS
200 x 100 x 6.0
HS
200 x 100 x 5.0
HS
200 x 100 x 4.0
HS
150 x 100 x 6.0
HS
152 x 76 x 6.0
HS
152 x 76 x 5.0
HS
HS
400
egen
200x100
152x76
150x100
200
102 x 76 x 5.0
HS
1000
HS
125 x 75 x 5.0
400
150 x 100 x 9.0
HS
102 x 76 x 6.0
125 x 75 x 2.5
HS
HS
HS
200
150 x 50 x 5.0
HS
127 x 51 x 6.0
HS
125 x 75 x 3.0
100
HS
127 x 51 x 3.5
HS
102 x 76 x 3.5
HS
80
60
egen
150x50
127x51
125x75
102x76
40
150 x 50 x 6.0
HS
150 x 50 x 4.0
HS
150 x 50 x 3.0
HS
150 x 50 x 2.5
HS
150 x 50 x 2.0
HS
125 x 75 x 2.0
HS
20
100
about x axis
about x axis
80
10
60
0
5
10
0
5
10
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-21
PART 9
Connections
TABLE 6-4(2)(B)
1
RHS
2
C450PLUS®
3
Finish
b
Designation
d
b
mm
200
x
t
mm
mm
100
x 10.0
9.0
8.0
6.0
5.0
4.0
x 6.0
5.0
x 10.0
9.0
8.0
6.0
5.0
4.0
x 6.0
5.0
4.0
3.0
152
x
76
150
x
100
150
x
50
127
x
51
x
125
x
75
x
102
x
76
x
2.5
2.0
6.0
5.0
3.5
6.0
5.0
4.0
3.0
2.5
2.0
6.0
5.0
3.5
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Mass
per m
qN s
(kN)
kg/m
L e = 0. 0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
10.0
41.3
37.7
33.9
26.2
22.1
17.9
19.4
16.4
33.4
30.6
27.7
21.4
18.2
14.8
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
2130
1940
1750
1310
974
688
1000
848
1720
1580
1430
1110
937
688
864
735
526
329
246
173
757
646
423
864
735
600
390
296
196
757
646
468
2120
1930
1740
1300
972
688
985
836
1710
1570
1420
1100
932
686
828
706
509
322
241
171
726
621
410
850
723
591
386
294
194
744
635
461
2040
1860
1680
1260
943
670
928
789
1640
1510
1370
1060
900
664
714
614
454
295
223
160
627
540
365
797
680
556
367
281
187
697
596
434
1920
1760
1590
1190
901
645
834
712
1540
1410
1280
1000
849
631
517
452
356
248
193
142
456
400
287
709
608
500
337
261
177
617
531
389
1750
1600
1450
1100
843
609
694
597
1390
1280
1160
913
778
585
335
296
245
185
151
116
296
262
197
579
501
415
293
231
161
500
434
322
1510
1400
1270
975
764
563
534
463
1190
1100
1000
795
680
523
224
199
167
131
110
87.2
198
176
135
438
382
319
237
192
141
375
329
247
1250
1150
1060
825
664
503
401
349
960
895
823
659
566
447
159
141
119
94.5
80.0
64.8
140
125
96.0
326
285
239
184
152
116
278
245
185
999
929
852
674
557
434
306
266
762
712
657
530
457
368
118
105
88.9
70.8
60.3
49.1
104
93.0
71.6
247
217
182
142
119
93.7
211
186
141
800
745
686
546
459
366
239
208
607
568
526
425
368
300
91.1
81.0
68.7
54.9
46.8
38.3
80.6
71.9
55.3
193
169
142
112
94.2
75.2
164
145
110
534
498
459
368
314
255
156
136
403
378
350
284
246
203
59.0
52.5
44.6
35.7
30.5
25.0
52.2
46.6
35.9
126
110
92.8
73.4
62.2
50.3
107
94.4
71.7
378
353
325
262
224
184
110
95.8
285
267
248
201
175
144
41.3
36.7
31.2
25.0
21.4
17.5
36.5
32.6
25.1
88.3
77.5
65.3
51.7
43.9
35.6
75.2
66.4
50.4
281
262
242
195
167
138
81.3
71.0
212
199
184
150
130
108
30.5
27.2
23.1
18.5
15.8
13.0
27.0
24.1
18.6
65.4
57.5
48.4
38.3
32.6
26.5
55.7
49.2
37.4
217
203
187
150
129
107
62.6
54.7
163
153
142
116
100
83.1
23.5
20.9
17.8
14.3
12.2
10.0
20.8
18.5
14.3
50.4
44.3
37.3
29.6
25.1
20.4
42.9
37.9
28.8
140
131
121
97.4
83.8
69.2
40.5
35.4
106
99.3
92.0
74.9
64.9
53.9
15.1
13.5
11.5
9.20
7.88
6.47
13.4
12.0
9.23
32.6
28.6
24.1
19.1
16.3
13.2
27.7
24.5
18.6
t
y
d
y
Notes:
AUGUST 2013
6-22
2500
900
800
AS / NZS 1163 - C450L0
AS / NZS 1163 - C450L0
127 x 51 x 6.0 HS
127 x 51 x 5.0 HS
2000
600
800
HS
150 x 100 x 6.0
HS
150 x 100 x 5.0
HS
400
200 x 100 x 9.0
1000
150 x 100 x 9.0
HS
600
150 x 100 x 10.0
HS
150 x 100 x 8.0
HS
400
200 x 100 x 10.0
200 x 100 x 8.0
200
egen
200x100
152x76
150x100
100
HS
HS
200 x 100 x 6.0
HS
200 x 100 x 5.0
HS
200 x 100 x 4.0
HS
150 x 100 x 4.0
HS
152 x 76 x 6.0 HS
152 x 76 x 5.0 HS
80
127 x 51 x 3.5
HS
125 x 75 x 2.5
HS
102 x 76 x 3.5
200
125 x 75 x 2.0
HS
HS
102 x 76 x 6.0
102 x 76 x 5.0
100
80
60
40
HS
HS
125 x 75 x 5.0
HS
125 x 75 x 3.0
HS
150 x 50 x 5.0
HS
150 x 50 x 3.0
HS
egen
150x50
127x51
125x75
102x76
10
about y axis
125 x 75 x 4.0
HS
150 x 50 x 6.0
HS
150 x 50 x 4.0
HS
150 x 50 x 2.5
HS
150 x 50 x 2.0
HS
about y axis
8
30
HS
20
60
40
125 x 75 x 6.0
6
0
1
2
3
4
5
6
7
8
9
10
0
1
2
3
4
5
6
7
8
9
10
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-23
PART 9
Connections
TABLE 6-4(3)(A)
1
RHS
2
C450PLUS®
3
Finish
b
Designation
d
b
mm
100
t
mm
x
50
mm
x
76
x
38
x
75
x
50
x
75
x
25
x
65
x
35
x
50
x
25
x
50
x
20
x
6.0
5.0
4.0
3.5
3.0
2.5
2.0
1.6
4.0
3.0
2.5
6.0
5.0
4.0
3.0
2.5
2.0
1.6
2.5
2.0
1.6
4.0
3.0
2.5
2.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Mass
per m
qN s
(kN)
kg/m
Le = 0.00
0. 25
0.50
0.75
1.00
1. 25
1.50
1.75
2.00
2.50
3.00
3.50
4.00
5.00
12.0
10.3
8.49
7.53
6.60
5.56
4.50
3.64
6.23
4.90
4.15
9.67
8.35
6.92
5.42
4.58
3.72
3.01
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
621
532
438
388
329
246
173
124
321
253
214
499
431
357
280
236
173
124
186
133
91.6
276
219
186
149
158
135
111
90.4
146
125
103
83.9
621
532
438
388
329
246
173
124
321
253
214
499
431
357
280
236
173
124
186
133
91.6
275
219
186
149
157
134
110
89.6
144
124
102
83.0
614
527
434
385
327
244
173
124
314
248
210
487
421
349
274
232
171
122
181
130
90.1
267
212
180
145
149
128
105
85.6
137
117
96.7
79.1
600
516
425
377
321
240
170
122
303
240
203
470
407
338
266
225
166
119
175
126
87.7
254
203
173
139
137
118
96.9
79.3
125
107
88.8
72.8
583
502
414
367
313
235
167
120
288
229
194
447
388
323
255
216
160
116
165
120
84.4
236
190
162
131
119
103
85.2
70.0
106
92.5
77.0
63.5
561
484
399
355
303
228
163
117
269
214
182
416
362
303
240
203
152
111
153
113
80.3
212
173
147
120
96.0
83.7
70.0
57.9
84.2
74.0
62.2
51.7
534
461
382
340
291
221
158
115
244
196
167
376
330
277
221
188
142
105
138
104
75.1
183
151
129
106
74.3
65.2
54.9
45.6
64.3
56.8
48.1
40.2
501
434
360
321
276
211
153
111
214
174
149
329
291
247
198
169
130
97.0
120
92.5
68.6
152
127
109
89.8
57.4
50.6
42.7
35.6
49.3
43.8
37.2
31.1
462
402
335
299
258
200
146
107
183
150
129
280
250
213
173
148
116
88.2
101
80.2
61.2
124
105
90.5
74.8
45.1
39.8
33.7
28.1
38.7
34.3
29.2
24.5
371
326
274
246
216
172
129
96.6
130
108
93.4
198
179
154
126
108
87.1
68.8
71.2
58.1
46.2
84.3
71.7
62.2
51.7
29.7
26.2
22.2
18.6
25.4
22.5
19.2
16.1
286
253
214
193
171
141
109
83.7
94.3
78.9
68.1
143
130
112
92.3
79.4
64.7
52.0
51.3
42.3
34.3
60.0
51.2
44.5
37.0
20.9
18.5
15.6
13.1
17.8
15.9
13.5
11.4
220
196
167
150
134
112
89.0
69.9
70.8
59.3
51.2
108
97.4
84.3
69.5
59.8
49.0
39.8
38.4
31.9
26.0
44.8
38.2
33.2
27.7
15.5
13.7
11.6
9.71
13.2
11.8
10.0
8.43
173
154
131
119
106
89.6
72.1
57.5
54.9
46.0
39.8
83.4
75.5
65.4
54.0
46.5
38.2
31.1
29.8
24.7
20.3
34.6
29.5
25.7
21.4
12.0
10.6
8.95
7.49
10.2
9.08
7.74
6.50
114
101
86.5
78.1
70.2
59.7
48.5
39.2
35.7
29.9
25.9
54.2
49.1
42.6
35.2
30.3
24.9
20.4
19.4
16.1
13.2
22.4
19.2
16.7
13.9
7.73
6.83
5.79
4.84
6.59
5.87
5.00
4.20
S
N
NO
D
R
A
D
N
TA
t
E
D
A
GR
d
x
x
Notes:
AUGUST 2013
6-24
650
600
300
AS / NZS 1163 - C450L0
AS / NZS 1163 - C450L0
200
65 x 35 x 3.0
HS
75 x 50 x 3.0
HS
100 x 50 x 3.5
75 x 50 x 2.5 HS
HS
75 x 50 x 6.0 HS
75 x 50 x 5.0 HS
200
75 x 50 x 4.0
HS
76 x 38 x 4.0
HS
75 x 50 x 2.0
HS
100
80
egen
100x50
76x38
75x50
60
400
40
100 x 50 x 6.0
HS
100 x 50 x 5.0
HS
100 x 50 x 4.0
HS
100 x 50 x 3.0
HS
100 x 50 x 2.5
HS
100 x 50 x 2.0
HS
100 x 50 x 1.6
HS
76 x 38 x 3.0
HS
76 x 38 x 2.5
HS
75 x 50 x 1.6
100
80
50 x 20 x 3.0
HS
50 x 20 x 2.5
HS
50 x 20 x 2.0
HS
60
65 x 35 x 2.5
HS
65 x 35 x 2.0
HS
40
50 x 25 x 2.5
HS
HS
75 x 25 x 2.5
HS
75 x 25 x 2.0
HS
75 x 25 x 1.6
HS
50 x 25 x 3.0
HS
50 x 25 x 2.0
HS
20
egen
75x25
50x25
65x35
50x20
10
50 x 25 x 1.6 HS
50 x 20 x 1.6 HS
HS
8
6
about x axis
65 x 35 x 4.0
about x axis
4
20
0
1
2
3
4
5
0
1
2
3
4
5
Refer previous table for notes on steel grade.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-25
PART 9
Connections
TABLE 6-4(3)(B)
1
RHS
2
C450PLUS®
3
Finish
b
Designation
d
b
mm
100
t
mm
x
50
mm
x
76
x
38
x
75
x
50
x
75
x
25
x
65
x
35
x
50
x
25
x
50
x
20
x
6.0
5.0
4.0
3.5
3.0
2.5
2.0
1.6
4.0
3.0
2.5
6.0
5.0
4.0
3.0
2.5
2.0
1.6
2.5
2.0
1.6
4.0
3.0
2.5
2.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Mass
per m
qN s
(kN)
kg/m
Le = 0.00
0. 25
0.50
0.75
1.00
1. 25
1.50
1.75
2.00
2.50
3.00
3.50
4.00
5.00
12.0
10.3
8.49
7.53
6.60
5.56
4.50
3.64
6.23
4.90
4.15
9.67
8.35
6.92
5.42
4.58
3.72
3.01
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
621
532
438
388
329
246
173
124
321
253
214
499
431
357
280
236
173
124
186
133
91.6
276
219
186
149
158
135
111
90.4
146
125
103
83.9
617
529
436
387
328
245
173
124
316
249
211
495
428
355
278
235
173
124
179
129
89.2
270
215
183
147
151
130
106
86.9
136
117
96.2
78.8
593
510
420
373
317
238
169
121
297
235
199
475
411
341
268
227
167
120
155
115
81.3
250
200
170
137
129
111
92.0
75.6
101
88.9
74.7
62.0
556
480
397
353
301
227
162
117
264
211
180
443
385
321
253
214
159
115
115
90.0
67.5
215
175
149
121
90.5
79.6
67.1
55.9
58.5
52.5
45.1
38.1
503
437
363
324
278
213
154
112
217
176
151
396
347
291
231
196
148
108
75.2
62.0
49.5
166
138
119
98.1
57.7
51.2
43.6
36.7
34.8
31.4
27.1
23.1
432
378
317
284
247
193
142
104
164
136
117
334
296
251
202
172
132
98.5
50.5
42.3
34.7
120
102
88.3
73.4
38.4
34.2
29.2
24.6
22.7
20.5
17.8
15.1
352
311
264
237
209
168
127
95.2
122
102
88.5
268
240
206
167
143
113
86.4
35.8
30.2
25.0
87.5
74.5
65.0
54.4
27.2
24.2
20.7
17.5
16.0
14.4
12.5
10.7
280
250
213
192
171
141
109
84.1
92.7
77.8
67.6
211
190
164
135
116
93.0
73.1
26.7
22.5
18.7
65.8
56.2
49.1
41.2
20.2
18.0
15.4
13.0
11.8
10.7
9.28
7.90
223
200
171
155
138
116
92.1
72.4
72.3
60.8
52.8
167
152
131
108
93.2
75.8
60.6
20.6
17.4
14.5
51.1
43.7
38.2
32.0
15.6
13.9
11.9
10.0
9.13
8.25
7.15
6.09
149
133
115
104
93.3
79.3
64.4
51.8
47.2
39.7
34.6
111
101
87.5
72.3
62.4
51.3
41.7
13.3
11.3
9.42
33.2
28.5
24.9
20.9
10.1
9.01
7.71
6.50
5.90
5.33
4.62
3.94
105
94.5
81.3
73.8
66.3
56.6
46.3
37.6
33.2
27.9
24.3
78.3
71.2
62.0
51.3
44.3
36.5
29.8
9.35
7.91
6.60
23.3
20.0
17.5
14.7
7.06
6.31
5.40
4.55
4.12
3.73
3.23
2.75
78.1
70.2
60.5
54.9
49.3
42.2
34.7
28.3
24.6
20.7
18.0
58.2
52.9
46.0
38.1
32.9
27.2
22.3
6.91
5.85
4.89
17.3
14.8
13.0
10.9
5.22
4.66
3.99
3.37
3.04
2.75
2.39
2.03
60.3
54.2
46.7
42.4
38.1
32.7
26.9
21.9
18.9
16.0
13.9
44.9
40.8
35.5
29.4
25.4
21.0
17.2
5.32
4.50
3.76
13.3
11.4
9.98
8.38
4.01
3.59
3.07
2.59
2.34
2.12
1.84
1.56
39.0
35.1
30.2
27.4
24.7
21.2
17.4
14.3
12.2
10.3
8.98
29.0
26.4
23.0
19.1
16.5
13.6
11.2
3.43
2.90
2.43
8.59
7.37
6.45
5.41
2.59
2.31
1.98
1.67
1.51
1.36
1.18
1.01
S
N
NO
D
R
A
D
N
TA
t
E
D
A
GR
y
d
y
Notes:
AUGUST 2013
6-26
650
600
300
AS / NZS 1163 - C450L0
AS / NZS 1163 - C450L0
200
400
75 x 50 x 6.0
HS
75 x 50 x 5.0
HS
100
200
75 x 50 x 3.0
HS
75 x 50 x 2.5
HS
75 x 50 x 2.0
100
HS
75 x 50 x 1.6
100 x 50 x 5.0
HS
100 x 50 x 3.5
HS
75 x 50 x 4.0 HS
HS
80
60
40
egen
100x50
76x38
75x50
20
100 x 50 x 6.0
HS
100 x 50 x 4.0
HS
100 x 50 x 3.0
HS
100 x 50 x 2.5
HS
100 x 50 x 2.0
HS
100 x 50 x 1.6
HS
76 x 38 x 4.0
HS
76 x 38 x 3.0
76 x 38 x 2.5
50 x 25 x 3.0
HS
50 x 20 x 3.0
HS
50 x 25 x 2.5
80
60
HS
50 x 25 x 2.0
HS
40
65 x 35 x 3.0
HS
65 x 35 x 2.0
HS
20
65 x 35 x 4.0
HS
65 x 35 x 2.5
HS
75 x 25 x 2.5
HS
75 x 25 x 1.6
HS
HS
50 x 25 x 1.6
HS
HS
50 x 20 x 2.5
HS
50 x 20 x 1.6
HS
75 x 25 x 2.0
HS
50 x 20 x 2.0
HS
10
8
egen
75x25
65x35
50x25
50x20
6
4
2
about y axis
about y axis
10
1
8
0
1
2
3
4
5
0
1
2
3
5
4
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-27
PART 9
Connections
TABLE 6-5
1
SHS
2
C350L0
3
Finish
b
buckling about x- and y-axis
Designation
d
b
mm
50
t
mm
x
50
mm
x
40
x
40
x
35
x
35
x
30
x
30
x
25
x
25
x
20
x
20
x
6.0
5.0
4.0
3.0
2.5
2.0
1.6
4.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
2.0
1.6
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
Mass
per m
qN s
(kN)
kg/m
Le = 0.00
0. 25
0.50
0.75
1.00
1. 25
1.50
1.75
2.00
2.50
3.00
3.50
4.00
5.00
7.32
6.39
5.35
4.25
3.60
2.93
2.38
4.09
3.30
2.82
2.31
1.88
2.83
2.42
1.99
1.63
2.36
2.03
1.68
1.38
1.89
1.64
1.36
1.12
1.05
0.873
294
256
215
170
145
118
95.5
164
133
113
92.5
75.3
114
97.3
79.9
65.3
94.8
81.6
67.3
55.2
75.9
65.8
54.7
45.1
42.1
35.0
292
255
214
170
144
117
95.3
162
131
112
91.6
74.6
112
95.7
78.7
64.3
92.3
79.5
65.7
53.9
72.7
63.2
52.7
43.5
39.5
32.9
281
246
206
164
140
114
92.4
153
125
107
87.4
71.3
105
89.8
74.0
60.6
83.9
72.7
60.3
49.6
62.4
54.8
46.1
38.3
30.8
26.1
264
232
196
156
133
108
88.2
140
115
98.2
80.7
66.0
92.5
79.9
66.2
54.4
69.2
60.6
50.8
42.2
44.7
40.2
34.5
29.1
18.7
16.2
240
212
180
145
124
101
82.2
119
99.4
85.7
70.9
58.2
74.9
65.4
54.7
45.2
50.3
44.7
38.0
31.9
28.8
26.2
22.8
19.5
11.2
9.83
207
186
159
129
111
90.9
74.2
93.6
80.2
69.8
58.1
48.0
56.1
49.4
41.7
34.8
35.2
31.5
27.0
22.8
19.2
17.6
15.4
13.2
7.38
6.46
169
154
134
110
95.0
78.4
64.2
71.3
62.0
54.3
45.5
37.8
41.5
36.8
31.2
26.1
25.3
22.7
19.5
16.5
13.6
12.5
10.9
9.36
5.19
4.55
135
124
109
91.0
78.7
65.2
53.6
54.7
47.9
42.1
35.4
29.4
31.5
27.9
23.7
19.9
18.9
17.0
14.6
12.4
10.1
9.27
8.12
6.97
3.85
3.37
108
100
88.1
74.1
64.2
53.4
44.0
42.8
37.7
33.1
27.9
23.2
24.5
21.7
18.5
15.5
14.7
13.2
11.3
9.61
7.81
7.16
6.27
5.38
2.97
2.60
72.0
66.9
59.3
50.2
43.6
36.3
30.0
28.1
24.8
21.8
18.4
15.3
16.0
14.2
12.1
10.1
9.52
8.56
7.38
6.25
5.06
4.64
4.06
3.49
1.92
1.68
50.9
47.4
42.1
35.7
31.0
25.9
21.4
19.7
17.4
15.4
13.0
10.8
11.2
9.97
8.49
7.13
6.68
6.01
5.17
4.38
3.54
3.25
2.85
2.44
1.34
1.18
37.9
35.3
31.3
26.6
23.1
19.3
15.9
14.6
12.9
11.4
9.61
8.02
8.32
7.39
6.29
5.28
4.94
4.44
3.83
3.25
2.62
2.40
2.10
1.81
0.991
0.869
29.2
27.2
24.2
20.5
17.9
14.9
12.3
11.3
9.97
8.78
7.41
6.19
6.41
5.69
4.85
4.07
3.80
3.42
2.95
2.50
2.01
1.85
1.62
1.39
0.762
0.668
18.9
17.6
15.7
13.3
11.6
9.66
7.99
7.29
6.45
5.68
4.79
4.00
4.14
3.68
3.13
2.63
2.45
2.21
1.90
1.61
1.30
1.19
1.04
0.897
0.490
0.430
t
y
d
x
x
y
Notes:
ADDITIONAL NOTES:
AUGUST 2013
6-28
300
150
AS / NZS 1163 - C350L0
AS / NZS 1163 - C350L0
100
200
80
60
100
80
50 x 50 x 5.0 SHS
60
40
50 x 50 x 6.0 SHS
40 x 40 x 4.0 SHS
50 x 50 x 4.0 SHS
40 x 40 x 2.5 SHS
50 x 50 x 3.0 SHS
50 x 50 x 2.5 SHS
20
50 x 50 x 2.0 SHS
50 x 50 x 1.6 SHS
40 x 40 x 3.0 SHS
10
40
30 x 30 x 2.5 SHS
20
35 x 35 x 2.5 SHS
35 x 35 x 1.6 SHS
10
8
30 x 30 x 1.6 SHS
6
25 x 25 x 2.5 SHS
25 x 25 x 1.6 SHS
4
35 x 35 x 3.0 SHS
35 x 35 x 2.0 SHS
30 x 30 x 3.0 SHS
30 x 30 x 2.0 SHS
egen
35x35
30x30
25x25
20x20
2
25 x 25 x 3.0 SHS
20 x 20 x 1.6 SHS
25 x 25 x 2.0 SHS
40 x 40 x 2.0 SHS
8
1
40 x 40 x 1.6 SHS
20 x 20 x 2.0 SHS
.8
6
about x or y axis
about x or y axis
.6
.4
4
0
1
2
3
4
5
0
Effective Length Le (m) about x- an y-axis
1
2
3
4
5
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-29
PART 9
Connections
TABLE 6-6(1)
1
SHS
2
C450PLUS®
3
Finish
b
Designation
d
mm
400
x
350
x
300
x
250
x
200
x
150
x
b
t
mm
mm
400 x 16.0
12.5
10.0
350 x 16.0
12.5
10.0
8.0
300 x 16.0
12.5
10.0
8.0
250 x 16.0
12.5
10.0
9.0
8.0
6.0
200 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
150 x 10.0
9.0
8.0
6.0
5.0
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
Mass
per m
qN s
(kN)
kg/m
L e = 0. 0
1.0
1.5
2 .0
2.5
3 .0
3. 5
4.0
5 .0
6 .0
7.0
8 .0
10.0
12.0
186
148
120
161
128
104
84.2
136
109
88.4
71.6
111
89.0
72.7
65.9
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
41.3
37.7
33.9
26.2
22.1
9600
7580
4850
8300
6620
4850
3110
7010
5600
4560
3110
5710
4590
3750
3400
3050
1750
4410
3580
2940
2670
2400
1750
1210
2130
1940
1750
1350
1140
9600
7580
4850
8300
6620
4850
3110
7010
5600
4560
3110
5700
4590
3750
3400
3050
1750
4380
3550
2920
2650
2380
1740
1210
2090
1910
1720
1330
1120
9600
7580
4850
8280
6600
4850
3110
6960
5570
4530
3100
5630
4530
3700
3360
3010
1740
4300
3490
2870
2610
2340
1710
1190
2030
1850
1670
1290
1090
9540
7540
4840
8210
6550
4810
3090
6880
5510
4480
3070
5540
4470
3650
3310
2970
1720
4190
3410
2810
2550
2290
1680
1170
1940
1780
1610
1240
1050
9460
7480
4810
8130
6480
4770
3070
6790
5440
4430
3030
5440
4380
3580
3250
2920
1690
4070
3310
2730
2480
2230
1630
1150
1840
1680
1520
1180
998
9380
7420
4780
8040
6410
4720
3040
6690
5360
4360
3000
5310
4290
3510
3180
2860
1670
3910
3190
2630
2400
2150
1580
1120
1700
1560
1410
1100
932
9280
7340
4740
7930
6330
4670
3020
6560
5260
4290
2950
5170
4170
3420
3100
2780
1640
3720
3040
2510
2290
2060
1520
1090
1530
1410
1280
1000
850
9180
7260
4700
7810
6240
4610
2990
6420
5150
4200
2910
5000
4040
3310
3010
2700
1600
3490
2870
2380
2170
1950
1450
1050
1350
1240
1130
888
757
8920
7070
4600
7520
6010
4460
2910
6080
4890
3990
2790
4570
3710
3050
2780
2490
1520
2930
2440
2030
1860
1680
1260
944
991
918
840
665
570
8620
6830
4480
7170
5740
4280
2820
5650
4560
3730
2640
4030
3290
2720
2480
2230
1410
2340
1970
1650
1520
1370
1050
817
728
676
619
493
423
8250
6550
4340
6730
5400
4070
2720
5120
4150
3400
2460
3420
2820
2340
2130
1920
1280
1840
1560
1310
1210
1100
847
682
549
510
468
373
320
7810
6220
4180
6210
5000
3810
2590
4520
3680
3030
2250
2850
2360
1960
1800
1620
1130
1460
1240
1050
964
876
681
561
427
397
364
291
249
6720
5380
3780
5010
4060
3180
2280
3360
2750
2280
1780
1970
1640
1370
1250
1130
836
964
821
696
641
583
456
382
278
259
237
190
163
5500
4430
3270
3870
3150
2530
1910
2480
2040
1690
1350
1410
1170
984
901
815
617
681
580
492
454
413
323
273
195
182
167
133
114
t
y
d
x
x
y
Notes:
AUGUST 2013
6-30
10000
4500
4000
AS / NZS 1163 - C450L0
8000
350 x 350 x 16.0 SHS
AS / NZS 1163 - C450L0
400 x 400 x 16.0 SHS
300 x 300 x 16.0 SHS
350 x 350 x 12.5 SHS
6000
400 x 400 x 12.5 SHS
400 x 400 x 10.0 SHS
4000
250 x 250 x 12.5 SHS
350 x 350 x 10.0 SHS
250 x 250 x 16.0 SHS
300 x 300 x 10.0 SHS
350 x 350 x 8.0 SHS
300 x 300 x 8.0 SHS
2000
250 x 250 x 10.0 SHS
250 x 250 x 9.0 SHS
250 x 250 x 8.0 SHS
250 x 250 x 6.0 SHS
2000
300 x 300 x 12.5 SHS
200 x 200 x 9.0 SHS
200 x 200 x 16.0 SHS
150 x 150 x 9.0 SHS
200 x 200 x 12.5 SHS
200 x 200 x 10.0 SHS
1000
200 x 200 x 8.0 SHS
800
200 x 200 x 6.0 SHS
600
200 x 200 x 5.0 SHS
150 x 150 x 10.0 SHS
400
150 x 150 x 8.0 SHS
150 x 150 x 6.0 SHS
150 x 150 x 5.0 SHS
200
1000
800
about x or y axis
about x or y axis
100
600
0
5
10
0
5
10
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-31
PART 9
Connections
TABLE 6-6(2)
1
SHS
2
C450PLUS®
3
Finish
b
Designation
d
b
t
Mass
per m
qN s
(kN)
mm
mm
mm
kg/m
L e = 0. 0
0. 5
1.0
1.5
2 .0
2.5
3 .0
3. 5
4.0
4.5
5.0
6 .0
7.0
8 .0
125
x 10.0
9.0
8.0
6.0
5.0
4.0
x 10.0
9.0
8.0
6.0
5.0
4.0
3.0
2.5
33.4
30.6
27.7
21.4
18.2
14.8
25.6
23.5
21.4
16.7
14.2
11.6
8.96
7.53
6.07
6.74
5.45
14.7
12.5
9.07
5.38
12.0
10.3
8.49
7.53
6.60
5.56
4.50
10.1
8.75
7.23
5.66
4.78
3.88
3.13
1720
1580
1430
1110
937
762
1320
1210
1100
864
735
600
440
305
196
305
196
757
646
468
196
621
532
438
388
341
287
196
523
451
373
292
247
196
125
1720
1580
1430
1110
937
762
1310
1200
1090
857
730
596
438
305
196
303
195
748
639
463
195
608
522
430
382
335
282
193
508
439
363
285
241
191
123
1670
1530
1390
1080
912
742
1250
1150
1050
823
701
573
422
296
191
291
189
711
608
441
188
565
486
401
357
313
265
183
458
397
330
260
220
176
115
1600
1470
1330
1030
877
714
1160
1070
977
770
658
539
399
282
184
273
179
650
558
407
179
490
425
353
315
278
235
166
368
324
273
217
185
149
102
1500
1380
1250
975
828
675
1020
951
872
693
594
488
365
263
175
246
166
561
484
356
165
384
337
283
253
225
191
142
260
232
198
161
137
112
83.0
1360
1260
1140
896
763
623
847
793
732
590
508
420
319
238
162
210
148
449
391
291
146
280
248
210
189
169
144
112
179
161
138
113
97.2
79.8
62.3
1190
1100
1010
796
680
557
668
629
584
477
413
344
265
206
146
170
126
345
302
227
124
205
182
155
140
125
107
85.4
128
116
99.6
81.7
70.2
57.8
46.2
1000
933
856
682
585
481
521
493
459
377
328
274
214
172
128
135
104
266
234
176
102
154
137
117
106
94.7
81.0
65.5
95.8
86.4
74.5
61.2
52.6
43.4
35.0
829
774
712
571
491
405
412
390
364
300
262
219
172
141
108
107
84.7
209
184
139
82.3
120
107
91.0
82.2
73.7
63.1
51.3
74.1
66.9
57.7
47.4
40.8
33.6
27.3
684
640
590
475
409
338
331
314
294
243
212
177
140
116
91.0
86.7
69.3
168
147
112
67.2
95.7
85.2
72.7
65.6
58.9
50.5
41.1
59.0
53.3
46.0
37.8
32.5
26.8
21.8
569
532
491
396
342
283
272
258
241
199
174
146
115
96.4
76.5
71.2
57.3
137
121
91.4
55.5
78.1
69.6
59.4
53.6
48.1
41.2
33.6
48.1
43.4
37.5
30.8
26.5
21.9
17.8
407
381
352
285
246
204
192
182
170
141
123
103
81.7
68.8
55.2
50.3
40.7
96.6
85.0
64.4
39.4
54.8
48.8
41.7
37.6
33.8
29.0
23.7
33.7
30.4
26.3
21.6
18.6
15.3
12.5
303
284
263
213
184
153
142
135
126
105
91.5
76.7
60.7
51.3
41.4
37.4
30.3
71.6
63.1
47.8
29.4
40.6
36.2
30.9
27.9
25.0
21.4
17.6
24.9
22.5
19.4
16.0
13.8
11.4
9.27
235
220
203
165
142
118
110
104
97.5
80.7
70.6
59.2
46.9
39.6
32.1
28.9
23.4
55.2
48.6
36.8
22.7
31.3
27.9
23.8
21.5
19.3
16.5
13.5
19.2
17.3
15.0
12.3
10.6
8.75
7.14
125
x
100
x
100
90
x
90
x
89
x
89
x
75
x
75
x
65
x
65
x
2.0
2.5
2.0
6.0
5.0
3.5
2.0
6.0
5.0
4.0
3.5
3.0
2.5
2.0
6.0
5.0
4.0
3.0
2.5
2.0
1.6
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
t
y
d
x
x
y
Notes:
AUGUST 2013
6-32
2000
800
AS / NZS 1163 - C450L0
AS / NZS 1163 - C450L0
600
100 x 100 x 9.0 SHS
1000
400
125 x 125 x 9.0 SHS
65 x 65 x 6.0 SHS
65 x 65 x 4.0 SHS
800
100 x 100 x 5.0 SHS
600
100 x 100 x 10.0 SHS
125 x 125 x 10.0 SHS
125 x 125 x 8.0 SHS
400
125 x 125 x 6.0 SHS
125 x 125 x 5.0 SHS
125 x 125 x 4.0 SHS
100 x 100 x 8.0 SHS
200
90 x 90 x 2.5 SHS
100 x 100 x 6.0 SHS
100 x 100 x 4.0 SHS
100
100 x 100 x 3.0 SHS
egen
125x125
90x90
100x100
80
100 x 100 x 2.5 SHS
100 x 100 x 2.0 SHS
60
75 x 75 x 3.5 SHS
65 x 65 x 3.0 SHS
200
89 x 89 x 5.0 SHS
75 x 75 x 5.0 SHS
75 x 75 x 6.0 SHS
75 x 75 x 4.0 SHS
100
89 x 89 x 6.0 SHS
65 x 65 x 5.0 SHS
80
89 x 89 x 3.5 SHS
60
75 x 75 x 3.0 SHS
89 x 89 x 2.0 SHS
40
egen
75 x 75 x 2.5 SHS
75x75
89x89
65x65
75 x 75 x 2.0 SHS
65 x 65 x 2.5 SHS
20
90 x 90 x 2.0 SHS
65 x 65 x 2.0 SHS
40
65 x 65 x 1.6 SHS
about x or y axis
about x or y axis
10
8
7
20
0
1
2
3
4
5
6
7
8
0
1
2
3
4
5
6
7
8
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-33
PART 9
Connections
TABLE 6-6(3)
1
SHS
2
C450PLUS®
3
Finish
b
Designation
d
b
mm
50
t
mm
x
50
mm
x
40
x
40
x
35
x
35
x
30
x
30
x
25
x
25
x
20
x
20
x
6.0
5.0
4.0
3.0
2.5
2.0
1.6
4.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
2.0
1.6
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
Mass
per m
qN s
(kN)
kg/m
Le = 0.00
0. 25
0.50
0.75
1.00
1. 25
1.50
1.75
2.00
2.50
7.32
6.39
5.35
4.25
3.60
2.93
2.38
4.09
3.30
2.82
2.31
1.88
2.83
2.42
1.99
1.63
2.36
2.03
1.68
1.38
1.89
1.64
1.36
1.12
1.05
0.873
378
330
276
219
186
151
123
211
170
145
119
96.9
146
125
103
83.9
122
105
86.5
70.9
97.5
84.6
70.3
58.0
54.1
45.0
374
327
274
218
185
150
122
207
168
143
117
95.5
143
122
101
82.2
118
101
83.8
68.8
92.2
80.2
66.9
55.3
49.7
41.5
356
312
262
209
178
145
118
193
157
135
110
90.1
131
113
92.9
76.1
104
90.0
74.8
61.7
74.9
66.1
55.8
46.5
35.2
30.1
328
289
244
196
167
136
111
170
140
120
99.3
81.2
111
95.9
79.7
65.7
79.3
69.9
58.9
49.1
48.2
43.6
37.7
32.0
19.4
16.9
287
256
218
176
151
123
101
135
115
99.5
82.6
68.1
82.9
72.8
61.2
50.9
53.3
47.6
40.7
34.3
29.6
27.0
23.6
20.2
11.4
9.99
233
212
183
150
129
106
87.0
100
87.0
76.0
63.6
52.7
58.9
52.1
44.1
36.9
36.1
32.4
27.8
23.5
19.5
17.8
15.6
13.4
7.45
6.52
182
167
146
122
105
87.0
71.5
73.9
64.7
56.8
47.8
39.7
42.6
37.8
32.1
26.9
25.7
23.1
19.9
16.8
13.7
12.6
11.0
9.46
5.23
4.58
141
130
115
96.6
83.6
69.5
57.3
55.9
49.1
43.2
36.4
30.3
32.0
28.4
24.1
20.2
19.1
17.2
14.8
12.5
10.2
9.34
8.19
7.03
3.87
3.40
111
103
91.0
76.9
66.7
55.5
45.8
43.5
38.3
33.7
28.4
23.7
24.8
22.0
18.7
15.7
14.8
13.3
11.5
9.70
7.86
7.21
6.32
5.42
2.98
2.62
73.0
67.9
60.2
51.1
44.4
37.0
30.6
28.3
25.0
22.0
18.6
15.5
16.1
14.3
12.2
10.2
9.59
8.62
7.43
6.30
5.09
4.66
4.09
3.51
1.93
1.69
D
R
A
D
N
A
T
-S
N
O
N
t
3.00
3.50
4.00
5.00
51.4
47.9
42.5
36.1
31.4
26.2
21.6
19.9
17.6
15.5
13.1
10.9
11.3
10.0
8.55
7.18
6.71
6.04
5.21
4.41
3.56
3.26
2.86
2.46
1.35
1.18
38.2
35.5
31.6
26.8
23.3
19.5
16.1
14.7
13.0
11.5
9.68
8.08
8.37
7.43
6.33
5.32
4.97
4.47
3.85
3.26
2.63
2.41
2.11
1.82
0.995
0.872
29.4
27.4
24.4
20.7
18.0
15.0
12.4
11.3
10.0
8.83
7.46
6.22
6.44
5.72
4.87
4.09
3.82
3.44
2.96
2.51
2.02
1.85
1.63
1.40
0.764
0.671
19.0
17.7
15.8
13.4
11.7
9.72
8.04
7.33
6.48
5.71
4.82
4.02
4.16
3.70
3.15
2.64
2.46
2.22
1.91
1.62
1.30
1.19
1.05
0.900
0.492
0.432
A
R
G
DE
y
d
x
x
y
Notes:
AUGUST 2013
6-34
400
200
AS / NZS 1163 - C450L0
AS / NZS 1163 - C450L0
100
80
200
60
100
80
50 x 50 x 5.0 SHS
60
40
40 x 40 x 4.0 SHS
50 x 50 x 6.0 SHS
50 x 50 x 4.0 SHS
40 x 40 x 2.5 SHS
20
50 x 50 x 3.0 SHS
50 x 50 x 2.5 SHS
50 x 50 x 2.0 SHS
50 x 50 x 1.6 SHS
40 x 40 x 3.0 SHS
10
30 x 30 x 3.0 SHS
40
20
35 x 35 x 2.5 SHS
35 x 35 x 1.6 SHS
10
30 x 30 x 2.0 SHS
8
6
25 x 25 x 2.5 SHS
25 x 25 x 1.6 SHS
4
egen
35x35
25x25
30x30
20x20
2
35 x 35 x 3.0 SHS
35 x 35 x 2.0 SHS
30 x 30 x 2.5 SHS
30 x 30 x 1.6 SHS
25 x 25 x 3.0 SHS
20 x 20 x 1.6 SHS
25 x 25 x 2.0 SHS
40 x 40 x 2.0 SHS
8
1
40 x 40 x 1.6 SHS
20 x 20 x 2.0 SHS
.8
6
about x or y axis
about x or y axis
.6
.4
4
0
1
2
3
4
5
0
1
2
3
4
5
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
6-35
PART 9
Connections
Blank Page
AUGUST 2013
6-36
Part 7
MEMBERS SUBJECT TO AXIAL TENSION
Section
7.1
7 .2
7 .3
7 .4
General
Design Section Capacity in Axial Tension
Example
References
Page
Table
Page
7-2
7-2
7-2
7-2
Tables 7-1 to 7-6
Design Section Capacities in Axial Tension
7-3
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
7-1
PART 9
Connections
Part 7
MEMBERS SUBJECT TO AXIAL TENSION
7.1
7.3
General
Tables 7-1 to 7-6 give values of design section capacity in axial tension. Section 7 of AS 4100
has been used to determine these values.
The Tables list the design section capacity in tension for Australian Tube Mills structural steel
hollow sections. It further assumes that there are no eccentricity, shear lag or stress concentration
effects such that there is a uniform stress distribution along the cross-section (e.g. as in full
perimeter welded connections to uniformly stiff supports - see Clause C7.3.1 of Ref. [7.1]).
7.2
Design Section Capacity in Axial Tension
The design section capacity in axial tension (qNt) listed in the Tables has been determined from
Clause 7.2 of AS 4100 and is taken as the lesser of:
qNt = qAg fy
(yielding of the gross section)
qNt = q(0.85)kt An fu
(fracture of the net section)
where
q
= 0.9 (Table 3.4 of AS 4100)
fy
fu
= ultimate tensile strength used in design
Ag = gross area of the cross-section
An = net area of the cross-section
= Ag (e.g. for full perimeter welded connections to uniformly stiff supports)
kt
= 1.0 (Clause 7.3.1 of AS 4100)
The lesser value of qNt(1) = qA g fy and qN t(2) = q(0.85)Ag fu is highlighted in bold type in the Tables.
Example
1.
A tension member with a full perimeter welded connection to a uniformly stiff support is
subjected to an axial tension force of 150 kN. Design a suitable RHS tension member.
Design Data:
N* = 150 kN
kt
= 1.0 (for a full perimeter welded connection)
Solution:
Select a suitable RHS member from Tables 7-4(2). The alternatives are:
76 x 38 x 4.0 RHS – Grade C450L0 (C450PLUS) (6.23 kg/m) qNt = 303 kN > N*
100 x 50 x 3.0 RHS – Grade C450L0 (C450PLUS) (6.60 kg/m) qNt = 322 kN > N*
Both these options are suitable for the design as their mass is somewhat similar. The final choice
of section may be influenced by other constraints (geometric, availability etc.).
7.4
References
[7.1]
(Supplement to AS 4100 –1998), Standards Australia, 1999.
Note: For AS/NZS 1163 Grade C250L0 and C350L0 CHS, qNt = qAg fy is always less than
qN t = q(0.85)Ag fu though for RHS/SHS to AS/NZS 1163 Grade C450L0 qNt = q(0.85)Ag fu is the
lesser value of qNt.
For sections reduced by penetrations or holes, the value of qNt can be determined from the
Tables as the lesser value of:
qNt = qA g fy
and
qNt = q(0.85)k t A g f u (A n /A g )
where
An = net area of the cross-section
kt
= tension correction factor
Values of Ag are tabulated in Tables 7-1 to 7- 6. Note that all the values in Tables 7-1 to 7-6
assume kt = 1.0.
AUGUST 2013
7-2
TABLE 7-1
1
CHS
2
C250L0
3
Finish
DESIGN SECTION CAPACITIES IN AXIAL TENSION
Designation
do
t
mm
mm
165.1
x
139.7
x
114.3
x
101.6
x
88.9
x
76.1
x
60.3
x
48.3
x
42.4
x
33.7
x
26.9
x
5.4
5.0
5.4
5.0
5.4
4.5
5.0
4.0
5.9
5.0
4.0
5.9
4.5
3.6
5.4
4.5
3.6
4.0
3.2
4.0
3.2
4.0
3.2
4.0
3.2
2.6
Mass
per m
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
Axial Tension, qNt
qNt (1)
qNt (2)
do
Gross Section
Area
Ag
kg/m
kN
kN
mm 2
21.3
19.7
17.9
16.6
14.5
12.2
11.9
9.63
12.1
10.3
8.38
10.2
7.95
6.44
7.31
6.19
5.03
4.37
3.56
3.79
3.09
2.93
2.41
2.26
1.87
1.56
610
566
513
476
416
349
341
276
346
297
240
293
228
184
210
177
144
125
102
109
88.7
84.0
69.0
64.7
53.6
44.7
663
616
558
518
452
380
371
300
377
323
261
319
248
201
228
193
157
136
111
118
96.5
91.4
75.1
70.4
58.3
48.6
2710
2510
2280
2120
1850
1550
1520
1230
1540
1320
1070
1300
1010
820
931
789
641
557
453
483
394
373
307
288
238
198
t
Notes:
2. The lesser (governing) value of qNt(1) and qNt(2)
is highlighted in bold type. These terms are defined in
Section 7.2.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
7-3
PART 9
Connections
TABLE 7-2
1
CHS
2
C350L0
3
Finish
Designation
do
t
mm
mm
508.0
x 12.7
9.5
457.0
x 12.7
9.5
6.4
6.4
406.4
x 12.7
9.5
355.6
x 12.7
9.5
6.4
323.9
x
273.1
x
219.1
168.3
x
x
6.4
12.7
9.5
6.4
12.7
9.3
6.4
4.8
8.2
6.4
4.8
7.1
6.4
4.8
qNt (1)
qNt (2)
Gross Section
Area
Ag
do
t
kg/m
kN
kN
mm 2
mm
mm
155
117
79.2
139
105
71.1
123
93.0
63.1
107
81.1
55.1
97.5
73.7
50.1
81.6
60.5
42.1
31.8
42.6
33.6
25.4
28.2
25.6
19.4
6220
4690
3180
5580
4210
2850
4950
3730
2530
4310
3250
2210
3910
2960
2010
3270
2430
1690
1270
1710
1350
1020
1130
1030
777
6500
4890
3320
5830
4390
2980
5170
3900
2650
4500
3400
2310
4080
3090
2100
3420
2540
1760
1330
1790
1410
1060
1180
1070
811
19800
14900
10100
17700
13400
9060
15700
11800
8040
13700
10300
7020
12400
9380
6380
10400
7710
5360
4050
5430
4280
3230
3600
3260
2470
165.1
x
139.7
x
114.3
x
101.6
x
88.9
x
76.1
x
60.3
x
48.3
x
42.4
x
33.7
x
26.9
x
Mass
per m
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
Axial Tension, qNt
Designation
3.5
3.0
3.5
3.0
3.6
3.2
3.2
2.6
3.2
2.6
3.2
2.3
2.9
2.3
2.9
2.3
2.6
2.0
2.6
2.0
2.3
2.0
Mass
per m
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
Axial Tension, qNt
qNt (1)
qN t ( 2 )
do
Gross Section
Area
Ag
kg/m
kN
kN
mm 2
13.9
12.0
11.8
10.1
9.83
8.77
7.77
6.35
6.76
5.53
5.75
4.19
4.11
3.29
3.25
2.61
2.55
1.99
1.99
1.56
1.40
1.23
560
481
472
406
394
352
312
255
271
222
231
168
165
132
130
105
102
80.0
80.0
62.7
56.0
49.3
585
503
493
424
412
367
325
266
283
232
241
175
172
138
136
109
107
83.5
83.6
65.5
58.5
51.5
1780
1530
1500
1290
1250
1120
989
809
862
705
733
533
523
419
414
332
325
254
254
199
178
156
t
Notes:
Section 7.2.
AUGUST 2013
7-4
TABLE 7-3
1
RHS
2
C350L0
3
Finish
Designation
d
b
t
mm
mm
mm
75 x 25 x 2.5
2.0
1.6
65 x 35 x 4.0
3.0
2.5
2.0
50 x 25 x 3.0
2.5
2.0
1.6
50 x 20 x 3.0
2.5
2.0
1.6
qNt (1)
qN t ( 2 )
Gross Section
Area
Ag
kg/m
kN
kN
mm 2
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
145
118
95.5
215
170
145
118
123
105
86.2
70.3
114
97.3
79.9
65.3
151
123
99.7
224
178
151
123
129
110
90.0
73.4
119
102
83.5
68.1
459
374
303
681
541
459
374
391
334
274
223
361
309
254
207
Mass
per m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Axial Tension, qNt
b
t
d
Notes:
www.austubemills.com..
Section 7.2.
ADDITIONAL NOTES:
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
7-5
PART 9
Connections
TABLE 7-4(1)
1
RHS
2
C450PLUS®
3
Finish
Designation
d
b
t
mm
mm
mm
400 x 300 x 16.0
12.5
10.0
8.0
400 x 200 x 16.0
12.5
10.0
8.0
350 x 250 x 16.0
12.5
10.0
8.0
300 x 200 x 16.0
12.5
10.0
8.0
6.0
250 x 150 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
qNt (1)
qN t ( 2 )
Gross Section
Area
Ag
kg/m
kN
kN
mm 2
161
128
104
84.2
136
109
88.4
71.6
136
109
88.4
71.6
111
89.0
72.7
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
8300
6620
5370
4340
7010
5600
4560
3700
7010
5600
4560
3700
5710
4590
3750
3050
2320
4410
3580
2940
2670
2400
1840
1540
7840
6250
5070
4100
6620
5290
4310
3490
6620
5290
4310
3490
5390
4340
3540
2880
2190
4170
3380
2780
2520
2270
1730
1460
20500
16300
13300
10700
17300
13800
11300
9120
17300
13800
11300
9120
14100
11300
9260
7520
5730
10900
8840
7260
6600
5920
4530
3810
Mass
per m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Axial Tension, qNt
b
Designation
d
b
t
mm
mm
mm
200 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
152 x 76 x 6.0
5.0
150 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
150 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
127 x 51 x 6.0
5.0
3.5
125 x 75 x 6.0
5.0
4.0
3.0
2.5
2.0
102 x 76 x 6.0
5.0
3.5
qNt (1)
qN t ( 2 )
Gross Section
Area
Ag
kg/m
kN
kN
mm 2
41.3
37.7
33.9
26.2
22.1
17.9
19.4
16.4
33.4
30.6
27.7
21.4
18.2
14.8
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
2130
1940
1750
1350
1140
924
1000
848
1720
1580
1430
1110
937
762
864
735
600
462
388
313
757
646
468
864
735
600
462
388
313
757
646
468
2010
1840
1650
1270
1080
873
944
801
1630
1490
1350
1050
885
720
816
694
567
436
367
296
715
610
442
816
694
567
436
367
296
715
610
442
5260
4800
4320
3330
2810
2280
2470
2090
4260
3900
3520
2730
2310
1880
2130
1810
1480
1140
959
774
1870
1590
1150
2130
1810
1480
1140
959
774
1870
1590
1150
Mass
per m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
Axial Tension, qNt
t
d
Notes:
Section 7.2.
AUGUST 2013
7-6
TABLE 7-4(2)
1
RHS
2
C450PLUS®
3
Finish
Designation
d
b
t
mm
mm
mm
100 x 50 x 6.0
5.0
4.0
3.5
3.0
2.5
2.0
1.6
76 x 38 x 4.0
3.0
2.5
75 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
1.6
75 x 25 x 2.5
2.0
1.6
65 x 35 x 4.0
3.0
2.5
2.0
50 x 25 x 3.0
2.5
2.0
1.6
50 x 20 x 3.0
2.5
2.0
1.6
qNt (1)
qN t ( 2 )
Gross Section
Area
Ag
kg/m
kN
kN
mm 2
12.0
10.3
8.49
7.53
6.60
5.56
4.50
3.64
6.23
4.90
4.15
9.67
8.35
6.92
5.42
4.58
3.72
3.01
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
621
532
438
388
341
287
232
188
321
253
214
499
431
357
280
236
192
155
186
151
123
276
219
186
151
158
135
111
90.4
146
125
103
83.9
586
503
414
367
322
271
219
177
303
239
202
471
407
337
264
223
181
147
176
143
116
261
207
176
143
149
128
105
85.4
138
118
97.0
79.2
1530
1310
1080
959
841
709
574
463
793
625
529
1230
1060
881
691
584
474
383
459
374
303
681
541
459
374
391
334
274
223
361
309
254
207
Mass
per m
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
t
d
Notes:
Section 7.2.
E
D
RA
G
D
R
A
D
N
A
T
S
N-
NO
Axial Tension, qNt
b
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
7-7
PART 9
Connections
TABLE 7-5
1
SHS
2
C350L0
3
Finish
Designation
d
b
t
mm
mm
mm
50 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
1.6
40 x 40 x 4.0
3.0
2.5
2.0
1.6
35 x 35 x 3.0
2.5
2.0
1.6
30 x 30 x 3.0
2.5
2.0
1.6
25 x 25 x 3.0
2.5
2.0
1.6
20 x 20 x 2.0
1.6
qNt (1)
qN t ( 2 )
Gross Section
Area
Ag
kg/m
kN
kN
mm 2
7.32
6.39
5.35
4.25
3.60
2.93
2.38
4.09
3.30
2.82
2.31
1.88
2.83
2.42
1.99
1.63
2.36
2.03
1.68
1.38
1.89
1.64
1.36
1.12
1.05
0.873
294
256
215
170
145
118
95.5
164
133
113
92.5
75.3
114
97.3
79.9
65.3
94.8
81.6
67.3
55.2
75.9
65.8
54.7
45.1
42.1
35.0
307
268
224
178
151
123
99.7
171
138
118
96.6
78.7
119
102
83.5
68.1
99.0
85.2
70.3
57.6
79.2
68.7
57.1
47.1
44.0
36.6
932
814
681
541
459
374
303
521
421
359
294
239
361
309
254
207
301
259
214
175
241
209
174
143
134
111
Mass
per m
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
Axial Tension, qNt
b
d
t
Notes:
Section 7.2.
ADDITIONAL NOTES:
AUGUST 2013
7-8
TABLE 7-6(1)
1
SHS
2
C450PLUS®
3
Finish
Designation
d
b
t
mm
mm
mm
400 x 400 x 16.0
12.5
10.0
350 x 350 x 16.0
12.5
10.0
8.0
300 x 300 x 16.0
12.5
10.0
8.0
250 x 250 x 16.0
12.5
10.0
9.0
8.0
6.0
200 x 200 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
150 x 150 x 10.0
9.0
8.0
6.0
5.0
Mass
per m
kg/m
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
186
148
120
161
128
104
84.2
136
109
88.4
71.6
111
89.0
72.7
65.9
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
41.3
37.7
33.9
26.2
22.1
qNt (1)
qN t ( 2 )
Gross Section
Area
Ag
kN
kN
mm 2
Axial Tension, qNt
9600
7630
6180
8300
6620
5370
4340
7010
5600
4560
3700
5710
4590
3750
3400
3050
2320
4410
3580
2940
2670
2400
1840
1540
2130
1940
1750
1350
1140
9060
7210
5840
7840
6250
5070
4100
6620
5290
4310
3490
5390
4340
3540
3210
2880
2190
4170
3380
2780
2520
2270
1730
1460
2010
1840
1650
1270
1080
b
Designation
d
b
t
mm
mm
mm
125 x 125 x 10.0
9.0
8.0
6.0
5.0
4.0
100 x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
3.0
2.5
2.0
90 x 90 x 2.5
2.0
89 x 89 x 6.0
5.0
3.5
2.0
75 x 75 x 6.0
5.0
4.0
3.5
3.0
2.5
2.0
65 x 65 x 6.0
5.0
4.0
3.0
2.5
2.0
1.6
23700
18800
15300
20500
16300
13300
10700
17300
13800
11300
9120
14100
11300
9260
8400
7520
5730
10900
8840
7260
6600
5920
4530
3810
5260
4800
4320
3330
2810
Mass
per m
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
Axial Tension, qNt
qNt (1)
qN t ( 2 )
Gross Section
Area
Ag
kg/m
kN
kN
mm 2
33.4
30.6
27.7
21.4
18.2
14.8
25.6
23.5
21.4
16.7
14.2
11.6
8.96
7.53
6.07
6.74
5.45
14.7
12.5
9.07
5.38
12.0
10.3
8.49
7.53
6.60
5.56
4.50
10.1
8.75
7.23
5.66
4.78
3.88
3.13
1720
1580
1430
1110
937
762
1320
1210
1100
864
735
600
462
388
313
348
281
757
646
468
278
621
532
438
388
341
287
232
523
451
373
292
247
200
162
1630
1490
1350
1050
885
720
1250
1150
1040
816
694
567
436
367
296
329
265
715
610
442
262
586
503
414
367
322
271
219
494
426
352
276
233
189
153
4260
3900
3520
2730
2310
1880
3260
3000
2720
2130
1810
1480
1140
959
774
859
694
1870
1590
1150
686
1530
1310
1080
959
841
709
574
1290
1110
921
721
609
494
399
d
t
Notes:
Section 7.2.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
7-9
PART 9
Connections
TABLE 7-6(2)
1
SHS
2
C450PLUS®
3
Finish
mm
kN
kN
mm 2
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
7.32
6.39
5.35
4.25
3.60
2.93
2.38
4.09
3.30
2.82
2.31
1.88
2.83
2.42
1.99
1.63
2.36
2.03
1.68
1.38
1.89
1.64
1.36
1.12
1.05
0.873
378
330
276
219
186
151
123
211
170
145
119
96.9
146
125
103
83.9
122
105
86.5
70.9
97.5
84.6
70.3
58.0
54.1
45.0
357
311
261
207
176
143
116
199
161
137
112
91.5
138
118
97.0
79. 2
115
99.0
81.7
67.0
92.1
79.9
66.4
54.8
51.1
42.5
932
814
681
541
459
374
303
521
421
359
294
239
361
309
254
207
301
259
214
175
241
209
174
143
134
111
N
O
N
-S
TA
N
50 x 50 x 6.0
5.0
4.0
3.0
2.5
2.0
1.6
40 x 40 x 4.0
3.0
2.5
2.0
1.6
35 x 35 x 3.0
2.5
2.0
1.6
30 x 30 x 3.0
2.5
2.0
1.6
25 x 25 x 3.0
2.5
2.0
1.6
20 x 20 x 2.0
1.6
kg/m
d
t
Notes:
E
mm
qN t ( 2 )
AD
mm
qNt (1)
R
t
G
b
Axial Tension, qNt
D
AR
d
Gross Section
Area
Ag
Mass
per m
D
Designation
b
Section 7.2.
AUGUST 2013
7-10
Part 8
MEMBERS SUBJECT TO COMBINED ACTIONS
Section
8.1
8 .2
8 .3
8.3.1
8.3.1.1
8.3.1.2
8.3.1.3
8.3.2
8.3.2.1
8.3.2.2
8.3.2.3
8.3.3
8.3.3.1
8.3.3.2
8.3.3.3
8 .4
8.4.1
8.4.1.1
8.4.1.2
8.4.1.3
8.4.2
General
Design for Combined Actions
Combined Bending and Axial Compression
Compression and Uniaxial Bending – about the major principal x-axis
Section Capacity
Member Capacity
Tables
Compression and Uniaxial Bending – about the minor principal y-axis
Section Capacity
Member Capacity
Tables
Compression and Biaxial Bending
Section Capacity
Member Capacity
Tables
Combined Bending and Axial Tension
Tension and Uniaxial Bending – about the major principal x-axis
Section Capacity
Member Capacity
Tables
Tension and Uniaxial Bending – about the minor principal y-axis
Page
Section
8-2
8-2
8-2
8-2
8-2
8-3
8-3
8-3
8-4
8-4
8-4
8-4
8-4
8-4
8-5
8-5
8-5
8-5
8-5
8-5
8-5
8.4.2.1
8.4.2.2
8.4.3
8.4.3.1
8.4.3.2
8.4.3.3
8.5
8.5.1
8.5.2
8.5.3
8.6
8.7
Page
8-6
8-6
8-6
8-6
8-6
8-6
8-6
8-6
8-7
8-7
8-7
8-8
Section Capacity
Tables
Tension and Biaxial Bending
Section Capacity
Member Capacity
Tables
Biaxial Bending in the absence of Axial Force
Section Capacity
Member Capacity
Tables
Example
References
Table
Page
Tables 8-1 to 8-6
Design Section Capacities
8-9
Tables 8-1 to 8-6 provide the information required to design members for combined
actions. All relevant design section capacities in bending, compression, tension and
shear are given as well as reduced design section moment capacities. These tables also
provide reference to the appropriate tables in Sections 5, 6 and 7 to determine design
member capacities in bending, axial compression and axial tension.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
8-1
PART 9
Connections
Part 8
8.1
General
This part of the Tables contains design capacities and other parameters which are used to design
members subject to combined actions in accordance with Section 8 of AS 4100. Tables 8-1 to 8-6
list design section capacities and references to other tables for checking interaction effects on
member capacities.
The design capacities considered in the 8 Series Tables include:
Design Capacity
Definition
Described in Section No.
qNs
design section capacity in axial compression
6.2
qNt
design section capacity in axial tension
7.2
qMs
design section moment capacity (CHS/SHS)
5.2.2.1
qMsx, qMsy
qMs about x- and y-axis (RHS)
5.2.2.1
qMr
qMs reduced by axial force (CHS)
8.3.1.1, 8.4.1.1
qMrx (comp)
qMsx reduced by axial compression force (RHS)
8.3.1.1
qMrx (tens)
qMsx reduced by axial tension force (RHS)
8.4.1.1
qMry
qMsy reduced by axial force (RHS)
8.3.2.1, 8.4.2.1
qMr (comp)
qMr (tens)
qMs about a principal axis reduced by axial
compression and tension force (SHS)
8.3.1.1, 8.4.1.1
qVv
design shear capacity of a web (CHS/SHS)
5.2.2.4
qVvx
qVv for bending about x-axis (RHS)
5.2.2.4
qVvy
qVv for bending about y-axis (RHS)
5.2.2.4
qMz
design torsional section moment capacity
5.2.2.3
Note: The above description on direction of shear force on RHS is important - i.e. qVvx and qVvy.
8.2
Design for Combined Actions
Sections 8.3 and 8.4 explain the relevant equations from AS 4100 for combined bending and
axial compression and combined bending and axial tension respectively. Each of these sections
consider uniaxial bending about the major principal x-axis, uniaxial bending about the minor
principal y-axis and biaxial bending. Section 8.5 gives the interaction formulae for biaxial bending
without axial forces.
In every case both the section capacity and the member capacity must be checked.
For all cases of combined bending and axial force the designer should first ensure
that the appropriate design axial capacity (compression or tension) is greater than the
design axial force (i.e. qN * N* ) – see part 6 or 7 as appropriate.
8.3
Combined Bending and Axial Compression
In this section:
q
qMsx
qMsy
N*
qNs
qNcx
qNcy
=
=
=
=
=
=
=
0.9 (Table 3.4 of AS 4100)
design section moment capacity for bending about the major principal x-axis
design section moment capacity for bending about the minor principal y-axis
design axial compressive force
design section capacity in compression
design member capacity in compression, for buckling about the x-axis
design member capacity in compression, for buckling about the y-axis
8.3.1 Compression and Uniaxial Bending
– about the major principal x-axis
For a member subject to uniaxial bending about the major principal x-axis and axial compression,
the following condition must be satisfied:
M*x ) min.[qMrx; qMix; qMox]
where
q
= 0.9 (Table 3.4 of AS 4100)
M*x = design bending moment about the major principal x-axis
qMrx = design section moment capacity (qMsx) for bending about the major principal
x-axis reduced by axial force (see Section 8.3.1.1)
qMix = design in-plane member moment capacity (qMi) for bending about the major
principal x-axis (see Section 8.3.1.2(a))
qMox = design out-of-plane member moment capacity (qMo) for bending about the
major principal x-axis (see Section 8.3.1.2(b))
8.3.1.1 Section Capacity
The value of qMrx must be determined at all points along the member and the minimum
value used to satisfy the inequality in Section 8.3.1.
£
¥
N* ´
qMrx = qMsx ²1 <
² qN ´
s ¦
¤
AUGUST 2013
8-2
Part 8
Alternatively, for RHS and SHS to AS/NZS 1163, which are compact about the x-axis with
kf = 1.0 and are subject to bending and compression
£
¥
N* ´
1.18 qMsx ²1 <
) qMsx
² q N ´
s ¦
¤
For RHS and SHS to AS/NZS 1163, which are compact about the x-axis with kf < 1.0 and are
subject to bending and compression
¥
£
£82 <h ¥
N*´ ³
w ´µ
²
1
<
1
0.18
qMrx = qMsx ²
²82 <h ´µ ) qMsx
² qN ´ ³
s
wy
¦
¤
¦
¤
where
hw = the element slenderness of the web
qMrx =
hwy
8.3.1.2
fy
=
d < 2t
t
=
=
the web yield slenderness limit
40 for RHS and SHS considered in this publication.
250
(Table 6.2.4 of AS 4100)
Member Capacity
This section only applies to members analysed using an elastic method of analysis. Where there is
sufficient restraint to prevent lateral buckling, only the in-plane requirements of this Section (Section
8.3.1.2) needs to be satisfied. If there is insufficient restraint to prevent lateral buckling, then both the
in-plane and out-of-plane requirements of this Section needs to be satisfied.
(a)
In-plane capacity
£
¥
N * ´
qMix = qMsx ²1 <
(Clause 8.4.2.2 of AS 4100)
² q N ´
cx ¦
¤
For braced and sway members, the above value of qNcx is calculated using an effective length
factor (kex) equal to 1.0 (i.e. Lex = L), unless a lower value of kex has been calculated for a braced
member, provided that N* ) qNcx where the value of qNcx in this inequality is calculated using the
value of kex as calculated from Clauses 4.6.3.2, 4.6.3.3 or 4.6.3.5 of AS 4100.
(b)
where
Out-of-plane capacity
£
¥
N* ´
(Clause 8.4.4.1 of AS 4100)
qMox = qMbx ²1 <
² qN ´
cy ¦
¤
qMbx = design member moment capacity for bending about the major principal x-axis
for a member without full lateral restraint.
Clauses 8.4.2.2 and 8.4.4.1 of AS 4100 also provides a higher tier method for evaluating Mix and Mox
which is dependent on the ratio of the member’s end bending moments. Due to the variable nature
of these end bending moments, the further consideration of this higher tier method is beyond the
scope of this publication.
8.3.1.3 Tables
For CHS, Tables 8-1 to 8-2 list qNs, qMs and the relationship to qMr (i.e. the design section moment
capacity reduced by compression) as listed in Notes 2 and 3 in those Tables to comply with Clause
8.3.2 of AS 4100. For RHS and SHS, Tables 8-3 to 8-6 list qMsx, qNs and qMrx (comp) – the latter
parameter refers to qMrx a function of n to comply with Section 8.3.1.1. Designers should evaluate
n = N*/qNs, then use it to calculate the value of qMrx and ensure that it is less than or equal to
the design section capacity qMsx. For specific hollow sections, the 8 Series Tables also provide
references to other Tables (e.g. qMb (for RHS only), qNcx and qNcy) to evaluate qMix and qMox.
8.3.2 Compression and Uniaxial Bending
– about the minor principal y-axis
For a member subject to uniaxial bending about the minor principal y-axis and axial compression,
the following condition must be satisfied:
M*y ) min. [qMry;qMiy]
where
q
= 0.9 (Table 3.4 of AS 4100)
M*y = design bending moment about the minor principal y-axis
qMry = design section moment capacity (qMs) for bending about the minor principal
y-axis reduced by axial force (see Section 8.3.2.1)
qMiy = design in-plane member moment capacity (qMi) for bending about the minor
principal y-axis (see Section 8.3.2.2)
CHS and SHS are not required to be assessed in this instance as this would be covered by the
interaction check of Section 8.3.1.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
8-3
PART 9
Connections
Part 8
8.3.2.3 Tables
The value of qMry must be determined at all points along the member and the minimum value
is used to satisfy the inequality in Section 8.3.2:
£ N * ¥
qMry = qMsy ²
²1 < q N ´
´
s ¦
¤
Alternatively, for RHS and SHS to AS/NZS 1163, which are compact about the y-axis and are
subject to bending and compression:
£ N * ¥
qMry = 1.18 qMsy ²
´ ) qMsy
²1 < q N ´
s¦
¤
For RHS, Tables 8-3 to 8-4 list qMsy, qNs and qMry – the latter parameter uses a function of n to
comply with Section 8.3.2.1. Designers should evaluate n = N*/qNs, then use it to calculate the
value of qMry and ensure that it is less than or equal to the design section capacity qMsy. For
specific hollow sections, the 8 Series tables also provide references to other tables (e.g. qNcy) to
evaluate qMiy.
8.3.2.2 Member Capacity
This section only applies to members analysed using an elastic method of analysis. For bending
about the minor principal y-axis only the in-plane requirements need to be satisfied.
(a)
In-plane capacity
£
¥
N* ´
(Clause 8.4.2.2 of AS 4100)
qMiy = qMsyy ²1 <
² qN ´
cy ¦
¤
For braced and sway members, the above value of qNcy is calculated using an effective length
factor (key) equal to 1.0 (i.e. Ley = L), unless a lower value of key has been calculated for a braced
member, provided that N* ) qNcy where the value of qNcy in this inequality is calculated using the
value of key as calculated from Clauses 4.6.3.2, 4.6.3.3 or 4.6.3.5 of AS 4100.
Clause 8.4.2.2 of AS 4100 also provides a higher tier method for evaluating Miy which is
dependent on the ratio of the member’s end bending moments. Due to the variable nature of these
end bending moments, the further consideration of this higher tier method is beyond the scope of
this publication.
8.3.3 Compression and Biaxial Bending
For a member subject to biaxial bending and axial compression, both the conditions defined
in Sections 8.3.3.1 and 8.3.3.2 must be satisfied.
M *x
N*
M *y ) 1.0
qNs
qMsx
q Msy
Alternatively, for RHS and SHS to AS/NZS 1163, which are compact about both the x- and y-axes,
sections at all points along the member shall satisfy:
a
a
£
¥ £
¥
² M*x ´ ² M*y ´ ) 1.0
²q M ´ ²q M ´
¤ rx ¦ ¤ ry ¦
£
¥
N* ´
) 2.0
where
a
= 1.4 +
²
²q N ´
¤ s ¦
qMrx and qMry are calculated using the alternatives presented in Sections 8.3.1.1 and 8.3.2.1.
£ * ¥1.4 £ M* ¥1.4
² M x ´ ² y ´ ) 1.0
² q M ´ ² q M ´
iy ¦
¤ cx ¦ ¤
where
qMcx = lesser of qMix and qMox (see Section 8.3.1.2)
and qMiy is calculated using the method presented in Section 8.3.2.2.
(Clause 8.4.5.1 of AS 4100)
AUGUST 2013
8-4
Part 8
8.3.3.3 Tables
For CHS, Table 8-1 and 8-2 list these parameters as qNs and qMs. For RHS and SHS, Tables 8-3
to 8-6 list qNs, qMsx and qMsy. As noted in Sections 8.3.1.3 and 8.3.2.3, the parameters qMrx, qMry,
qMix, qMiy and qMox can also be calculated from these and other referenced tables.
8.4
Combined Bending and Axial Tension
Alternatively, for RHS and SHS to AS/NZS 1163, which are compact about the x-axis and are
subject to bending and tension
£
¥
N* ´
) qMsx
qMrx = 1.18qMsx ²1 <
² qN ´
t ¦
¤
8.4.1.2
Member Capacity
8.4.1 Tension and Uniaxial Bending – about the major principal x-axis
This section only applies to members analysed using an elastic method of analysis.
Only the out-of-plane capacity needs to be considered.
(a)
Out-of-plane capacity
£
¥
N* ´
qMox = qMbx ²1 ) qMrx
(Clause 8.4.4.2 of AS 4100)
² qN ´
t ¦
¤
where
qMbx = design member moment capacity for bending about the major principal x-axis
and qMrx is calculated using the method presented in Section 8.4.1.1.
For a member subject to uniaxial bending about the major principal x-axis and axial tension,
the following conditions must be satisfied:
M*x ) min. [qMrx; qMox]
where
q
= 0.9 (Table 3.4 of AS 4100)
qMrx = design section moment capacity (qMs) for bending about the
major principal x-axis reduced by axial force (see Section 8.4.1.1)
qMox = design out-of-plane member moment capacity (qMo) for bending about
the major principal x-axis reduced by axial force (see Section 8.4.1.2(a))
For CHS, Tables 8-1 to 8-2 list qNt, qMs and the relationship to qMr (i.e. the design section moment
capacity reduced by tension) as listed in Notes 2 and 3 in those Tables to comply with Clause 8.3.2
of AS 4100. For RHS and SHS, Tables 8-3 to 8-6 list qMsx, qNt and qMrx (tens) – the latter parameter
refers to qMrx as a function of n to comply with Section 8.3.1.1. Designers should evaluate
n = N*/qNt, then use it to calculate the value of qMrx and ensure that it is less than or equal to
the design section capacity qMsx. For specific hollow sections, the 8 Series Tables also provide
references to other Tables – e.g. qMb for RHS (whereas qMb = qMs generally for CHS/SHS) – to
evaluate qMox.
8.4.1.1
8.4.2 Tension and Uniaxial Bending – about the minor principal y-axis
In this section:
q
qMsx
qMsy
N*
qNt
=
=
=
=
=
0.9 (Table 3.4 of AS 4100)
design section moment capacity for bending about the major principal x-axis
design section moment capacity for bending about the minor principal y-axis
design axial tension force
design section capacity in axial tension
Section Capacity
The value of qMrx must be determined at all points along the member and the minimum value
used to satisfy the inequality in Section 8.4.1.
£
¥
N* ´
qMrx = qMsx ²1 <
² qN ´
t ¦
¤
8.4.1.3 Tables
For a member subject to uniaxial bending about the minor principal y-axis and axial tension, the
following condition must be satisfied:
M *y ) qMry
where
q
= 0.9 (Table 3.4 of AS 4100)
M *y = design bending moment about the minor principal y-axis
qMry = design section moment capacity (qMs) for bending about the minor
principal y-axis reduced by axial force (see Section 8.3.2.1).
CHS and SHS are not required to be assessed in this instance as this would be covered by the
interaction check of Section 8.4.1.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
8-5
PART 9
Connections
Part 8
The value of qMry must be determined at all points along the member and the minimum value
is used to satisfy the inequality in Section 8.4.2:
£
¥1 . 4 £
¥1 . 4
² M *x ´ ² M*y ´ ) 1.0
(Clause 8.4.5.2 of AS 4100)
²q M ´
²q M ´
¤ tx ¦
¤ ry ¦
where qMtx = lesser of qMrx and qMox (see Sections 8.4.1.1 and 8.4.1.2) and qMry is calculated
using the method presented in Section 8.4.2.1.
qMry =
£
¥
*
qMsy ²1 < N ´
² qN ´
t ¦
¤
Alternatively, for RHS and SHS to AS/NZS 1163, which are compact about the y-axis and are
subject to bending and compression:
£
¥
N* ´
qMry = 1.18 qMsy ²1 <
) qMsy
² qN ´
t ¦
¤
8.4.3.3 Tables
For CHS, Tables 8-1 and 8-2 list these parameters as qNt and qMs. For RHS and SHS, Tables 8-3
to 8-6 list qNt, qMsx and qMsy. As noted in Sections 8.4.1.3 and 8.4.2.2, the parameters qMrx, qMry,
and qMox can also be calculated from these and other referenced tables.
8.4.2.2 Tables
8.5
For RHS, Tables 8-3 and 8-4 list qMsy, qNt and qMry – the latter parameter uses a function of n to comply
with Section 8.3.2.1. Designers should evaluate n = N*/qNt, then use it to calculate the value of qMry
and ensure that it is less than or equal to the design section capacity qMsy.
In this section:
q
= 0.9 (Table 3.4 of AS 4100)
qMsx = design section moment capacity for bending about the major principal x-axis
M*y = design bending moment about the minor principal y-axis
qMsy = design section moment capacity for bending about the minor principal y-axis
For a member subject to biaxial bending without any axial force, the following conditions defined
in Sections 8.5.1 and 8.5.2 must be satisfied.
8.4.3 Tension and Biaxial Bending
For a member subject to biaxial bending and axial tension, both the conditions defined in
Sections 8.4.3.1 and 8.4.3.2 must be satisfied.
M*x
M *y
N*
) 1.0
qN t
q Msx q Msy
sections at all points along the member shall satisfy:
a
a
£ * ¥ £
¥
*
M
M
y
x
²
´ ²
´
²q M ´ ²q M ´ ) 1.0
¤ rx ¦ ¤ ry ¦
£
¥
N* ´
where
a
= 1.4 +
²
) 2.0
²q N ´
¤ t ¦
qMrx and qMry are calculated using the methods presented in Sections 8.4.1.1 and 8.4.2.1.
Biaxial Bending in the absence of Axial Force
8.5.1 Section Capacity
The following inequality must be satisfied at all points along the member:
M*x
M*y ) 1.0
q Msx q Msy
sections of all points along the member shall satisfy:
£
¥1 . 4
x ´
² M*
²q M ´
¤ sx ¦
£
¥1 . 4
² M*y ´ ) 1.0
²q M ´
¤ sy ¦
AUGUST 2013
8-6
Part 8
8.5.2 Member Capacity
1.4
1.4
£ * ¥
£ * ¥
² M x ´ ² M y ´ ) 1.0
²qM ´
² q M ´
bx
sy
¤
¦
¤
¦
where qMbx = design member moment capacity for bending about the major principal x-axis.
8.5.3
Tables
Tables 8-1 to 8-2 list qMs for CHS. For RHS, Table 8-3 and 8-4 lists qMsx and qMsy. For SHS,
Tables 8-5 and 8-6 list these parameters as qMsx. For specific hollow sections, the 8 Series Tables
also provide references to other Tables – e.g. qMb for RHS (whereas qMb = qMs generally for CHS/
SHS) – to evaluate qMbx.
8.6
Example
Considering further Example 1 of Section 4.3, the adequacy of the braced Beam-Column under
the calculated design action effects from a first-order elastic analysis plus moment amplification
in accordance with section 4 of AS 4100, is assessed.
Design Data:
Section:
250 x 150 x 12.5 RHS – Grade C450L0 (C450PLUS®) steel
Section is Compact about both axes.
Effective lengths: Flexural buckling (x-axis) = 10.0 m (for axial compression)
Flexural buckling (y-axis) = 5.0 m
(for axial compression)
Lateral buckling
= 5.0 m
(for bending about x-axis)
Design action effects:
N* = 450 kN
M*x = 135 kNm
M*y = 24.6 kNm
Solution: The example involves biaxial bending and axial compression
as described in Section 8.3.3 of these Tables.
(i)
Section Capacity Check (Section 8.3.3.1) – using the higher tier provision
From Table 8-4(1):
qNs = 3580 kN
(> N*)
qMsx = 282 kNm
qMsy = 198 kNm
Now n =
N*
q Ns
=
450
= 0.126
3580
Using Table 8-4(1) again:
qMrx (comp) = 332 x (1 – 0.126)

qMrx
= qMsx
qMry
= 233 x (1 – 0.126)

qMry
= qMsy
£
¥
N * ´
Now a = 1.4 + ²
= 1.53 < 2.0
²q N ´
¤ s ¦
=
=
=
=
290 kNm
282 kNm
204 kNm
198 kNm
>
qMsx
>
qMsy
£
¥a
£
£24.6¥1.53
¥1.53
² M *y ´ = ²135 ´
²
´
+
= 0.365 (< 1.0 O.K.)
²
²
´
´
²qM ´
¤282¦
¤198 ¦
¤ ry¦
The above interaction equation was used as the section is Compact about both x- and y-axes
(see Table 3.1-4(1)).
(ii)
Member Capacity Check (Section 8.3.3.2)
¥1.4 £
£
¥1.4
*
M
x
´ + ² M *y ´ ) 1.0
²
²q M ´
²qM iy ´
¤ cx¦
¦
¤
From the Tables noted below:
qMbx =
282 kNm
(Table 5.3-2(1) for Le = 5.0 m) (based on _m = 1.0)
qNcx =
1100 kN (Table 6-4(1)(A) for Lex = 10.0 m)
qNcy =
1800 kN (Table 6-4(1)(B) for Ley = 5.0 m)
For this example, the moment distribution for x-axis bending is not uniform though the above
value of qMbx is based on the uniform moment case. From Table 5.6.1 of AS 4100, _m = 1.75
qMbx =
min. [_m (qMbx); qMsx]
=
min. [1.75 x 282 ; 282]
=
282 kNm
¥a
£
M *x ´
²
Then
+
²qM ´
¤ rx ¦
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
8-7
PART 9
Connections
Part 8
Calculate the in-plane and out-of-plane capacities
£
¥
N * ´
²
1
<
(a) qMix
= qMsx
² q N ´
cx ¦
¤
£ 450 ¥
´
=
282 x ²
²1<
´
¤ 1100 ¦
=
167 kNm
(b)
qMox
=
=
qMcx
=
=
=
and qMiy
=

=
=
Thus
8.7
References
[8.1]
third edition, Australian Institute of Steel Construction, 1997 (Note: AISC is now ASI –
£
¥
N * ´
qMbxx ²1<
² qN ´
cy ¦
¤
£ 450 ¥
´
282 x ²
²1<
´
¤ 1800 ¦
212 kNm
min. [ qMix; qMox ]
167 kNm
£
¥
N * ´
qMsy ²1<
² qN ´
cy ¦
¤
£ 450 ¥
´
198 x ²
²1<
´
¤ 1800 ¦
149 kNm
¥1.4
£
*
M
x
´ +
²
²q M ´
¤ cx ¦
£
² M*y
²qM
¤ iy
¥1.4
´ =
´
¦
£135 ¥1.4
²
´
²
´ +
¤167 ¦
£24.6 ¥1.4
²
´
²
´
¤149 ¦
=
0.823 ( < 1.0 O.K.)
Further consideration of the use of design capacity tables for members subject to combined
actions can be found in Ref.[8.1].
AUGUST 2013
8-8
TABLE 8-1
1
CHS
2
C250L0
3
Finish
DESIGN SECTION CAPACITIES
about any axis
Designation
do
t
mm
mm
165.1 x 5.4
5.0
139.7 x 5.4
5.0
114.3 x 5.4
4.5
101.6 x 5.0
4.0
88.9 x 5.9
5.0
4.0
76.1 x 5.9
4.5
3.6
60.3 x 5.4
4.5
3.6
48.3 x 4.0
3.2
42.4 x 4.0
3.2
33.7 x 4.0
3.2
26.9 x 4.0
3.2
2.6
Mass
per m
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
Design Section
Axial Capacities
Comp
Tens
qNs
qN t
do
Design Section
Moment Capacities
Design Shear
Capacity
Torsion
qM s
qV v
qMZ
kg/m
kN
kN
kNm
kN
kNm
21.3
19.7
17.9
16.6
14.5
12.2
11.9
9.63
12.1
10.3
8.38
10.2
7.95
6.44
7.31
6.19
5.03
4.37
3.56
3.79
3.09
2.93
2.41
2.26
1.87
1.56
610
566
513
476
416
349
341
276
346
297
240
293
228
184
210
177
144
125
102
109
88.7
84.0
69.0
64.7
53.6
44.7
610
566
513
476
416
349
341
276
346
297
240
293
228
184
210
177
144
125
102
109
88.7
84.0
69.0
64.7
53.6
44.7
31.0
28.8
21.9
20.4
14.4
12.2
10.5
8.58
9.16
7.93
6.49
6.56
5.20
4.26
3.67
3.16
2.61
1.77
1.47
1.33
1.11
0.799
0.672
0.477
0.407
0.347
219
204
185
171
150
126
123
99.3
125
107
86.4
105
82.0
66.4
75.4
63.9
51.9
45.1
36.7
39.1
31.9
30.2
24.8
23.3
19.3
16.1
28.3
26.4
19.9
18.6
13.0
11.1
9.43
7.77
8.09
7.07
5.85
5.73
4.62
3.83
3.17
2.77
2.32
1.54
1.30
1.15
0.970
0.671
0.578
0.390
0.342
0.297
t
Notes:
2. qMr = design section moment capacity reduced
by compression or tension, and must be less than
or equal to qMs.
3. For all CHS, qMr = qMs (1 - N*/qNs) qMs.
4. For all CHS, the design member moment capacity
(qMb) = qMs.
5. For the design member capacity in compression qNc,
see Table 6-1.
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
8-9
PART 9
Connections
TABLE 8-2(1)
1
CHS
2
C350L0
3
Finish
about any axis
Designation
do
t
mm
mm
508.0 x 12.7
9.5
6.4
457.0 x 12.7
9.5
6.4
406.4 x 12.7
9.5
6.4
355.6 x 12.7
9.5
6.4
323.9 x 12.7
9.5
6.4
273.1 x 12.7
9.3
6.4
4.8
219.1 x 8.2
6.4
4.8
168.3 x 7.1
6.4
4.8
Mass
per m
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
Design Section
Axial Capacities
Comp
Tens
qNs
qN t
do
Design Section
Moment Capacities
Design Shear
Capacity
Torsion
qM s
qV v
qMZ
kg/m
kN
kN
kNm
kN
kNm
155
117
79.2
139
105
71.1
123
93.0
63.1
107
81.1
55.1
97.5
73.7
50.1
81.6
60.5
42.1
31.8
42.6
33.6
25.4
28.2
25.6
19.4
6220
4690
2720
5580
4210
2580
4950
3730
2430
4310
3250
2210
3910
2960
2010
3270
2430
1690
1270
1710
1350
1020
1130
1030
777
6220
4690
3180
5580
4210
2850
4950
3730
2530
4310
3250
2210
3910
2960
2010
3270
2430
1690
1270
1710
1350
1020
1130
1030
777
962
683
408
789
565
343
620
456
282
471
356
224
388
296
189
271
204
139
98.3
115
91.2
66.3
58.2
52.9
40.4
2240
1690
1140
2010
1510
1030
1780
1340
912
1550
1170
796
1410
1060
724
1180
874
608
459
616
485
366
408
369
280
902
688
472
724
553
380
567
434
299
428
329
228
351
271
188
244
186
132
101
104
83.5
64.0
52.6
48.0
37.0
t
Notes:
or equal to qMs.
(qMb) = qMs.
see Table 6-2(1).
AUGUST 2013
8-10
TABLE 8-2(2)
1
CHS
2
C350L0
3
Finish
about any axis
Designation
do
t
mm
mm
165.1 x 3.5
3.0
139.7 x 3.5
3.0
114.3 x 3.6
3.2
101.6 x 3.2
2.6
88.9 x 3.2
2.6
76.1 x 3.2
2.3
60.3 x 2.9
2.3
48.3 x 2.9
2.3
42.4 x 2.6
2.0
33.7 x 2.6
2.0
26.9 x 2.3
2.0
Mass
per m
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
CHS
Design Section
Axial Capacities
Comp
Tens
qNs
qN t
do
Design Section
Moment Capacities
Design Shear
Capacity
Torsion
qM s
qV v
qMZ
kg/m
kN
kN
kNm
kN
kNm
13.9
12.0
11.8
10.1
9.83
8.77
7.77
6.35
6.76
5.53
5.75
4.19
4.11
3.29
3.25
2.61
2.55
1.99
1.99
1.56
1.40
1.23
560
481
472
406
394
352
312
255
271
222
231
168
165
132
130
105
102
80.0
80.0
62.7
56.0
49.3
560
481
472
406
394
352
312
255
271
222
231
168
165
132
130
105
102
80.0
80.0
62.7
56.0
49.3
27.3
22.6
20.1
16.8
13.9
12.4
9.76
7.90
7.41
6.10
5.36
3.95
3.01
2.44
1.89
1.53
1.30
1.03
0.794
0.634
0.440
0.391
201
173
170
146
142
127
112
91.7
97.7
79.9
83.1
60.5
59.3
47.5
46.9
37.7
36.9
28.8
28.8
22.6
20.2
17.7
26.6
23.0
18.8
16.3
12.7
11.4
8.92
7.38
6.74
5.59
4.85
3.61
2.71
2.21
1.67
1.38
1.15
0.926
0.694
0.563
0.381
0.343
t
Notes:
or equal to qMs.
(qMb) = qMs.
see Table 6-2(2).
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
8-11
PART 9
Connections
TABLE 8-3
1
RHS
2
C350L0
3
Finish
Designation
Mass
per m
d
b
t
mm
mm
mm
75
x
25
x
65
x
35
x
50
x
25
x
50
x
20
x
2.5
2.0
1.6
4.0
3.0
2.5
2.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
b
Design Section
Axial Capacities
About x-axis
Design Shear
Capacities
About y-axis
Tens
qN t
qMsx
qMrx (comp)
qMrx (tens)
qMsy
qMry
qV vx
qV vy
qM z
kg/m
kN
kN
kNm
kNm
kNm
kNm
kNm
kN
kN
kNm
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
145
113
77.6
215
170
145
118
123
105
86.2
70.3
114
97.3
79.9
65.3
145
118
95.5
215
170
145
118
123
105
86.2
70.3
114
97.3
79.9
65.3
3.17
2.62
2.15
4.18
3.46
2.98
2.46
1.85
1.61
1.34
1.11
1.62
1.42
1.19
0.989
61.5
49.9
40.4
82.4
64.0
54.2
44.1
47.5
40.5
33.1
27.0
46.9
40.0
32.7
26.6
18.9
15.9
13.2
40.8
32.9
28.4
23.4
21.5
18.9
15.9
13.2
15.9
14.2
12.1
10.2
1.35
1.14
0.954
2.37
1.97
1.72
1.44
0.979
0.869
0.741
0.623
0.733
0.659
0.568
0.482
3.74
3.07
2.41
4.94
4.09
3.51
2.90
2.18
1.90
1.58
1.31
1.92
1.68
1.41
1.17
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
3.74
3.09
2.53
4.94
4.09
3.51
2.90
2.18
1.90
1.58
1.31
1.92
1.68
1.41
1.17
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
1.36
1.00
0.699
2.70
2.24
1.93
1.48
1.12
0.982
0.824
0.644
0.827
0.729
0.616
0.484
1.36
1.00
0.699
3.19
2.64
2.28
1.48
1.33
1.16
0.972
0.644
0.976
0.861
0.727
0.484
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
t
Torsion
Comp
qN s
y
d
x
x
y
Notes:
2. qMrx (comp) refers to the design section moment capacity
reduced by compression (where n = N*/qNs) and must
be less than or equal to qMsx.
3. qMrx (tens) refers to the design section moment capacity
reduced by tension (where n = N*/qNt) and must be less
than or equal to qMsx.
4. qMry refers to the design section moment capacity
reduced by axial force (where n = N*/qNt or N*/qNs)
and must be less than or equal to qMsy.
5. For the design member moment capacity qMb,
see Table 5.3-1.
6. For the design member capacity in compression (x-axis)
qNcx, see Table 6-3(A).
7. For the design member capacity in compression (y-axis)
qNcy, see Table 6-3(B).
ADDITIONAL NOTES:
AUGUST 2013
8-12
TABLE 8-4(1)
1
RHS
2
C450PLUS®
3
Finish
Designation
Mass
per m
d
b
t
mm
mm
mm
400
x 300 x 16.0
12.5
10.0
8.0
x 200 x 16.0
12.5
10.0
8.0
x 250 x 16.0
12.5
10.0
8.0
x 200 x 16.0
12.5
10.0
8.0
6.0
x 150 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
400
350
300
250
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
b
Design Section
Axial Capacities
About x-axis
Design Shear
Capacities
About y-axis
Tens
qN t
qMsx
qMrx (comp)
qMrx (tens)
qMsy
qMry
qV vx
qV vy
qM z
kg/m
kN
kN
kNm
kNm
kNm
kNm
kNm
kN
kN
kNm
161
128
104
84.2
136
109
88.4
71.6
136
109
88.4
71.6
111
89.0
72.7
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
8300
6590
4710
3110
7010
5580
3900
2750
7010
5600
4300
3080
5710
4590
3750
2750
1750
4410
3580
2940
2670
2400
1550
1180
7840
6250
5070
4100
6620
5290
4310
3490
6620
5290
4310
3490
5390
4340
3540
2880
2190
4170
3380
2780
2520
2270
1730
1460
1110
901
649
463
866
705
581
467
807
657
533
376
548
450
373
302
192
338
282
236
216
195
149
111
2790
2220
1800
1450
2730
2170
1760
1420
2400
1920
1560
1260
2020
1620
1320
1070
813
1630
1320
1080
976
875
668
561
2080
1670
1360
1100
1310
1060
875
715
1700
1370
1120
910
1310
1060
875
715
548
918
759
632
577
521
402
340
771
628
518
425
485
401
334
275
543
446
370
304
354
294
246
204
158
203
173
146
135
122
96.0
81.8
1320
1060
649
463
1020
831
658
467
952
775
533
376
647
531
440
302
192
398
332
278
255
230
149
111
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
1320
1060
649
463
1020
832
685
467
952
775
533
376
647
531
440
302
192
398
332
278
255
230
149
111
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
905
641
454
324
527
379
266
188
641
487
350
249
414
341
254
181
116
236
198
164
143
121
77.5
58.5
905
641
454
324
527
379
266
188
756
487
350
249
489
402
254
181
116
279
233
164
143
121
77.5
58.5
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
t
Torsion
Comp
qN s
y
d
x
x
y
Notes:
see Table 5.3-2(1).
qNcx, see Table 6-4(1)(A).
qNcy, see Table 6-4(1)(B).
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
8-13
PART 9
Connections
TABLE 8-4(2)
1
RHS
2
C450PLUS®
3
Finish
Designation
d
mm
200
152
150
150
Mass
per m
b
t
mm
mm
x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
x 76 x 6.0
5.0
x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
x 50 x 6.0
5.0
4.0
3.0
127
x
51
x
125
x
75
x
102
x
76
x
2.5
2.0
6.0
5.0
3.5
6.0
5.0
4.0
3.0
2.5
2.0
6.0
5.0
3.5
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
b
Design Section
Axial Capacities
Comp
qN s
About x-axis
Tens
qN t
qMsx
kg/m
kN
kN
kNm
41.3
37.7
33.9
26.2
22.1
17.9
19.4
16.4
33.4
30.6
27.7
21.4
18.2
14.8
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
16.7
14.2
11.6
8.96
7.53
6.07
14.7
12.5
9.07
2130
1940
1750
1310
974
688
1000
848
1720
1580
1430
1110
937
688
864
735
526
329
246
173
757
646
423
864
735
600
390
296
196
757
646
468
2010
1840
1650
1270
1080
873
944
801
1630
1490
1350
1050
885
720
816
694
567
436
367
296
715
610
442
816
694
567
436
367
296
715
610
442
129
119
108
85.1
72.6
58.4
47.0
40.4
80.7
74.8
68.5
54.4
46.6
37.8
36.9
31.9
26.5
20.8
17.6
12.8
27.9
24.3
18.1
34.1
29.5
24.4
18.8
14.1
10.0
25.1
21.7
16.1
qMrx (comp)
kNm
152
140
128
99.7
82.2
58.4
55.5
47.7
95.2
88.3
80.8
64.2
55.0
37.8
43.6
37.7
30.4
22.4
17.9
12.8
32.9
28.6
20.8
40.2
34.8
28.8
18.8
14.1
10.0
29.6
25.7
19.1
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
Design Shear
Capacities
About y-axis
qMrx (tens)
kNm
152
140
128
100
85.6
58.4
55.5
47.7
95.2
88.3
80.8
64.2
55.0
37.8
43.6
37.7
31.3
24.6
20.8
12.8
32.9
28.6
21.3
40.2
34.8
28.8
18.8
14.1
10.0
29.6
25.7
19.1
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
qMsy
kNm
79.1
73.1
65.9
44.4
33.3
23.5
28.4
22.3
60.9
56.5
51.8
40.7
31.8
22.6
16.4
12.9
9.19
5.89
4.40
3.10
14.5
12.4
7.49
23.9
20.5
15.1
9.80
7.39
5.27
20.5
17.8
12.1
qMry
kNm
93.3
86.2
65.9
44.4
33.3
23.5
28.4
22.3
71.8
66.7
61.1
40.7
31.8
22.6
16.4
12.9
9.19
5.89
4.40
3.10
17.1
12.4
7.49
28.2
20.5
15.1
9.80
7.39
5.27
24.1
21.0
12.1
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
qV vx
qV vy
y
Torsion
t
d
x
x
qM z
kN
kN
kNm
833
758
681
522
440
355
389
329
611
559
504
389
329
267
374
316
257
195
164
132
315
267
192
317
269
219
167
140
113
255
218
157
389
359
327
257
219
179
187
160
389
359
327
257
219
179
111
97.2
81.6
64.2
54.7
44.7
114
99.6
74.8
184
158
130
101
85.1
69.0
187
160
117
71.0
66.0
60.7
48.5
41.7
34.4
26.4
22.9
51.3
47.9
44.2
35.6
30.7
25.5
15.6
13.8
11.7
9.30
7.97
6.55
13.3
11.8
9.04
21.0
18.3
15.3
12.0
10.2
8.36
17.0
14.9
11.2
y
Notes:
see Table 5.3-2(2).
AUGUST 2013
8-14
TABLE 8-4(3)
1
RHS
2
C450PLUS®
3
Finish
Designation
Mass
per m
d
b
t
mm
mm
mm
100
x
50
x
76
x
38
x
75
x
50
x
75
x
25
x
65
x
35
x
50
x
25
x
50
x
20
x
6.0
5.0
4.0
3.5
3.0
2.5
2.0
1.6
4.0
3.0
2.5
6.0
5.0
4.0
3.0
2.5
2.0
1.6
2.5
2.0
1.6
4.0
3.0
2.5
2.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
RHS
b
Design Section
Axial Capacities
About x-axis
Design Shear
Capacities
About y-axis
Comp
qN s
Tens
qN t
qMsx
qMrx (comp)
qMrx (tens)
qMsy
qMry
qV vx
qV vy
qM z
kg/m
kN
kN
kNm
kNm
kNm
kNm
kNm
kN
kN
kNm
12.0
10.3
8.49
7.53
6.60
5.56
4.50
3.64
6.23
4.90
4.15
9.67
8.35
6.92
5.42
4.58
3.72
3.01
3.60
2.93
2.38
5.35
4.25
3.60
2.93
3.07
2.62
2.15
1.75
2.83
2.42
1.99
1.63
621
532
438
388
329
246
173
124
321
253
214
499
431
357
280
236
173
124
186
133
91.6
276
219
186
149
158
135
111
90.4
146
125
103
83.9
586
503
414
367
322
271
219
177
303
239
202
471
407
337
264
223
181
147
176
143
116
261
207
176
143
149
128
105
85.4
138
118
97.0
79.2
18.4
16.1
13.5
12.1
10.8
9.18
7.37
5.05
7.34
6.00
5.14
11.4
10.1
8.56
6.92
5.91
4.77
3.34
4.07
3.36
2.76
5.38
4.45
3.83
3.16
2.37
2.07
1.73
1.43
2.09
1.83
1.53
1.27
244
208
170
151
131
110
88.9
71.7
126
97.2
82.2
178
153
126
97.4
82.3
66.8
54.0
79.1
64.2
51.9
106
82.3
69.7
56.7
61.1
52.1
42.6
34.7
60.3
51.4
42.0
34.2
111
97.2
81.6
73.1
64.2
54.7
44.7
36.4
58.3
46.7
40.1
111
97.2
81.6
64.2
54.7
44.7
36.4
24.3
20.4
17.0
52.5
42.3
36.5
30.1
27.7
24.3
20.4
17.0
20.4
18.2
15.6
13.1
9.94
8.87
7.58
6.85
6.08
5.22
4.31
3.53
4.03
3.31
2.87
7.11
6.41
5.52
4.47
3.85
3.19
2.62
1.73
1.47
1.23
3.05
2.54
2.21
1.85
1.26
1.12
0.952
0.800
0.942
0.847
0.730
0.619
21.7
19.0
16.0
14.3
12.6
10.4
7.37
5.05
8.66
7.07
6.06
13.4
11.9
10.1
8.17
6.97
4.77
3.34
4.81
3.86
3.02
6.35
5.25
4.52
3.72
2.80
2.44
2.04
1.68
2.46
2.16
1.81
1.50
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
21.7
19.0
16.0
14.3
12.7
10.8
7.37
5.05
8.66
7.07
6.06
13.4
11.9
10.1
8.17
6.97
4.77
3.34
4.81
3.97
3.26
6.35
5.25
4.52
3.73
2.80
2.44
2.04
1.68
2.46
2.16
1.81
1.50
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
11.2
9.88
8.23
6.92
5.63
4.22
2.97
2.10
4.50
3.61
2.83
8.56
7.61
6.47
5.17
4.03
2.86
2.03
1.64
1.17
0.816
3.48
2.88
2.41
1.77
1.44
1.26
1.05
0.777
1.06
0.938
0.783
0.582
D
R
A
D
N
TA
S
N
NO
13.3
11.7
8.23
6.92
5.63
4.22
2.97
2.10
5.31
3.61
2.83
10.1
8.98
7.64
5.17
4.03
2.86
2.03
1.64
1.17
0.816
4.10
3.40
2.41
1.77
1.70
1.49
1.05
0.777
1.25
1.11
0.783
0.582
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
E
D
A
GR
y
Torsion
t
d
x
x
y
Notes:
see Table 5.3-2(3).
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
8-15
PART 9
Connections
TABLE 8-5
1
SHS
2
C350L0
3
Finish
Designation
d
b
mm
50
t
mm
x
50
Mass
per m
mm
x
40
x
40
x
35
x
35
x
30
x
30
x
25
x
25
x
20
x
20
x
6.0
5.0
4.0
3.0
2.5
2.0
1.6
4.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
2.0
1.6
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
b
Design Section Axial Capacities
Comp
Tens
qN s
qN t
About x-axis
qMsx
kg/m
kN
kN
kNm
7.32
6.39
5.35
4.25
3.60
2.93
2.38
4.09
3.30
2.82
2.31
1.88
2.83
2.42
1.99
1.63
2.36
2.03
1.68
1.38
1.89
1.64
1.36
1.12
1.05
0.873
294
256
215
170
145
118
95.5
164
133
113
92.5
75.3
114
97.3
79.9
65.3
94.8
81.6
67.3
55.2
75.9
65.8
54.7
45.1
42.1
35.0
294
256
215
170
145
118
95.5
164
133
113
92.5
75.3
114
97.3
79.9
65.3
94.8
81.6
67.3
55.2
75.9
65.8
54.7
45.1
42.1
35.0
4.58
4.14
3.59
2.96
2.54
2.10
1.61
2.12
1.80
1.56
1.30
1.07
1.33
1.16
0.975
0.808
0.932
0.822
0.695
0.580
0.603
0.539
0.462
0.389
0.276
0.236
qMrx (comp)
kNm
5.40
4.89
4.23
3.49
3.00
2.48
1.61
2.50
2.13
1.85
1.54
1.27
1.57
1.37
1.15
0.954
1.10
0.970
0.820
0.684
0.712
0.637
0.545
0.459
0.326
0.279
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
qMrx (tens)
kNm
5.40
4.89
4.23
3.49
3.00
2.48
1.61
2.50
2.13
1.85
1.54
1.27
1.57
1.37
1.15
0.954
1.10
0.970
0.820
0.684
0.712
0.637
0.545
0.459
0.326
0.279
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
Design Shear
Capacities
Torsion
qV v
qMz
kN
kNm
85.1
74.7
62.7
49.3
42.0
34.3
28.0
47.8
38.1
32.7
26.9
22.0
32.5
28.0
23.1
19.0
26.9
23.3
19.4
16.0
21.3
18.7
15.7
13.0
11.9
10.0
3.34
3.07
2.70
2.22
1.93
1.61
1.33
1.57
1.34
1.17
0.989
0.824
0.978
0.866
0.735
0.616
0.676
0.605
0.519
0.439
0.430
0.391
0.341
0.292
0.200
0.175
t
y
d
x
x
y
Notes:
2. qMr (comp) refers to the design section moment
capacity reduced by compression (where n = N*/qNs)
and must be less than or equal to qMs.
3. qMr (tens) refers to the design section moment capacity
than or equal to qMs.
4. For all SHS, the design member moment capacity
(qMb) = qMs.
see Table 6-5.
ADDITIONAL NOTES:
AUGUST 2013
8-16
TABLE 8-6(1)
1
SHS
2
C450PLUS®
3
Finish
Designation
d
mm
400
350
300
250
200
150
Mass
per m
b
t
mm
mm
x 400 x 16.0
12.5
10.0
x 350 x 16.0
12.5
10.0
8.0
x 300 x 16.0
12.5
10.0
8.0
x 250 x 16.0
12.5
10.0
9.0
8.0
6.0
x 200 x 16.0
12.5
10.0
9.0
8.0
6.0
5.0
x 150 x 10.0
9.0
8.0
6.0
5.0
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
b
Comp
Tens
qN s
qN t
About x-axis
qMsx
kg/m
kN
kN
kNm
186
148
120
161
128
104
84.2
136
109
88.4
71.6
111
89.0
72.7
65.9
59.1
45.0
85.5
69.4
57.0
51.8
46.5
35.6
29.9
41.3
37.7
33.9
26.2
22.1
9600
7580
4850
8300
6620
4850
3110
7010
5600
4560
3110
5710
4590
3750
3400
3050
1750
4410
3580
2940
2670
2400
1750
1210
2130
1940
1750
1350
1140
9060
7210
5840
7840
6250
5070
4100
6620
5290
4310
3490
5390
4340
3540
3210
2880
2190
4170
3380
2780
2520
2270
1730
1460
2010
1840
1650
1270
1080
1350
937
670
1020
768
548
393
732
596
436
311
489
402
329
283
237
154
295
246
206
188
168
110
83.8
109
101
91.5
71.0
54.6
qMrx (comp)
kNm
1350
937
670
1210
768
548
393
864
703
436
311
577
474
329
283
237
154
348
290
243
222
168
110
83.8
129
119
108
71.0
54.6
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
qMrx (tens)
kNm
1350
937
670
1210
768
548
393
864
703
436
311
577
474
329
283
237
154
348
290
243
222
168
110
83.8
129
119
108
71.0
54.6
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
Design Shear
Capacities
Torsion
qV v
qMz
kN
kNm
2830
2250
1820
2440
1950
1580
1280
2060
1650
1340
1090
1670
1350
1100
1000
899
685
1290
1050
864
786
707
541
456
624
570
515
397
336
1060
856
703
790
644
530
434
562
461
382
314
373
309
258
236
213
165
222
188
158
146
132
103
87.9
82.9
76.8
70.2
55.7
47.8
t
y
d
x
x
y
Notes:
(qMb) = qMs.
see Table 6-6(1).
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
8-17
PART 9
Connections
TABLE 8-6(2)
1
SHS
2
C450PLUS®
3
Finish
Designation
d
b
t
mm
mm
mm
125
100
x 125 x 10.0
9.0
8.0
6.0
5.0
4.0
x 100 x 10.0
9.0
8.0
6.0
5.0
4.0
3.0
2.5
90
x
90
x
89
x
89
x
75
x
75
x
65
x
65
x
2.0
2.5
2.0
6.0
5.0
3.5
2.0
6.0
5.0
4.0
3.5
3.0
2.5
2.0
6.0
5.0
4.0
3.0
2.5
2.0
1.6
Mass
per m
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
Comp
Tens
Design Shear
Capacities
About x-axis
b
qN s
qN t
qMsx
qMrx (comp)
qMrx (tens)
qV v
qMz
kg/m
kN
kN
kNm
kNm
kNm
kN
kNm
33.4
30.6
27.7
21.4
18.2
14.8
25.6
23.5
21.4
16.7
14.2
11.6
8.96
7.53
6.07
6.74
5.45
14.7
12.5
9.07
5.38
12.0
10.3
8.49
7.53
6.60
5.56
4.50
10.1
8.75
7.23
5.66
4.78
3.88
3.13
1720
1580
1430
1110
937
762
1320
1210
1100
864
735
600
440
305
196
305
196
757
646
468
196
621
532
438
388
341
287
196
523
451
373
292
247
196
125
1630
1490
1350
1050
885
720
1250
1150
1040
816
694
567
436
367
296
329
265
715
610
442
262
586
503
414
367
322
271
219
494
426
352
276
233
189
153
72.0
66.8
61.2
48.6
41.1
29.7
42.6
39.9
36.9
29.8
25.7
21.0
13.9
10.6
7.63
9.03
6.48
23.0
19.9
14.5
6.37
15.6
13.6
11.4
10.2
8.99
6.90
4.91
11.1
9.85
8.34
6.71
5.54
3.97
2.84
504
462
419
325
276
225
384
354
323
253
216
177
135
114
92.2
102
82.6
222
190
138
81.6
181
156
129
114
99.4
84.0
68.2
153
132
109
85.0
72.0
58.6
47.5
54.2
50.6
46.6
37.4
32.3
26.7
31.6
29.8
27.8
22.7
19.8
16.5
12.9
11.0
8.97
8.80
7.20
17.4
15.3
11.5
7.04
11.7
10.4
8.78
7.90
6.98
5.98
4.91
8.31
7.43
6.36
5.11
4.40
3.63
2.98
85.0
78.8
72.2
57.3
41.1
29.7
50.3
47.1
43.5
35.1
30.4
21.0
13.9
10.6
7.63
9.03
6.48
27.1
23.5
14.5
6.37
18.4
16.1
13.5
12.1
8.99
6.90
4.91
13.1
11.6
9.84
7.92
5.54
3.97
2.84
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
85.0
78.8
72.2
57.3
41.1
29.7
50.3
47.1
43.5
35.1
30.4
21.0
13.9
10.6
7.63
9.03
6.48
27.1
23.5
14.5
6.37
18.4
16.1
13.5
12.1
8.99
6.90
4.91
13.1
11.6
9.84
7.92
5.54
3.97
2.84
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
y
Torsion
t
d
x
x
y
Notes:
(qMb) = qMs.
see Table 6-6(2).
AUGUST 2013
8-18
TABLE 8-6(3)
1
SHS
2
C450PLUS®
3
Finish
Designation
d
b
mm
mm
50
x
50
mm
x
40
x
40
x
35
x
35
x
30
x
30
x
25
x
25
x
20
x
20
x
Mass
per m
t
6.0
5.0
4.0
3.0
2.5
2.0
1.6
4.0
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
3.0
2.5
2.0
1.6
2.0
1.6
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
SHS
Comp
Tens
qN s
qN t
About x-axis
qMsx
kg/m
kN
kN
kNm
7.32
6.39
5.35
4.25
3.60
2.93
2.38
4.09
3.30
2.82
2.31
1.88
2.83
2.42
1.99
1.63
2.36
2.03
1.68
1.38
1.89
1.64
1.36
1.12
1.05
0.873
378
330
276
219
186
151
123
211
170
145
119
96.9
146
125
103
83.9
122
105
86.5
70.9
97.5
84.6
70.3
58.0
54.1
45.0
357
311
261
207
176
143
116
199
161
137
112
91.5
138
118
97.0
79.2
115
99.0
81.7
67.0
92.1
79.9
66.4
54.8
51.1
42.5
5.89
5.33
4.61
3.80
3.27
2.66
1.92
2.73
2.32
2.01
1.67
1.36
1.71
1.50
1.25
1.04
1.20
1.06
0.893
0.746
0.776
0.694
0.594
0.500
0.355
0.304
qMrx (comp)
qMrx (tens)
kNm
6.94
6.29
5.44
4.49
3.86
2.66
1.92
3.22
2.74
2.37
1.98
1.36
2.02
1.77
1.48
1.23
1.41
1.25
1.05
0.880
0.915
0.818
0.701
0.591
0.419
0.359
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
kNm
6.94
6.29
5.44
4.49
3.86
2.66
1.92
3.22
2.74
2.37
1.98
1.36
2.02
1.77
1.48
1.23
1.41
1.25
1.05
0.880
0.915
0.818
0.701
0.591
0.419
0.359
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
Design Shear
Capacities
Torsion
qV v
qMz
kN
kNm
109
96.0
80.6
63.4
54.0
44.2
35.9
61.4
49.0
42.0
34.6
28.3
41.8
36.0
29.8
24.4
34.6
30.0
25.0
20.6
27.4
24.0
20.2
16.7
15.4
12.9
4.30
3.95
3.47
2.86
2.48
2.07
1.71
2.02
1.72
1.51
1.27
1.06
1.26
1.11
0.945
0.792
0.869
0.778
0.667
0.564
0.553
0.503
0.438
0.375
0.258
0.224
DE
A
R
G
D
R
A
ND
A
T
-S
N
O
N
b
t
y
d
x
x
y
Notes:
(qMb) = qMs.
see Table 6-6(3).
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
8-19
PART 9
Connections
Blank Page
AUGUST 2013
8-20
Part 9
CONNECTIONS
Section
9.1
9.2
9.3
9.4
Page
9-2
9-2
9-2
9-2
Bolts
Welds
Connection Design
References
PART 0
General
PART 1
Information
PART 2
Materials
PART 3
Section Properties
PART 4
Methods of
Structural Analysis
PART 5
Members Subject
to Bending
PART 6
Members Subject
AUGUST 2013
PART 7
Members Subject
to Axial Tension
PART 8
Members Subject
to Combined Actions
9-1
PART 9
Connections
Part 9
CONNECTIONS
9.1
Bolts
See Ref. [9.1] for information on AS 4100 requirements, bolt types and bolting categories,
design capacities of commonly used bolts, minimum edge distances and geometric/design
details for bolts.
The ASI has published a suite of Guides which relate to bolts, bolt groups and bolted structural
connections. These Guides are also considered in Ref. [9.1].
9.2
Welds
See Ref. [9.1] for information on AS 4100 requirements, weld quality, design of butt welds,
design of fillet welds.
The ASI has published a suite of Guides which relate to welds, weld groups and welded structural
connections. These guides are also considered in Ref. [9.1].
9.3
Connection Design
See Ref. [9.2] for information and connection design models for Australian Standards and practice.
Ref. [9.2] also notes further quality publications for hollow section connection design.
Ref. [9.1] also provides information on general structural connections and should be consulted
for such information. Additional Guides on (open section) structural steel connections are noted
in Ref. [9.1].
9.4
References
[9.1]
edition, Australian Steel Institute, 2009.
Syam, A.A. & Chapman, B.G., “Design of Structural Steel Hollow Section Connections –
Volume 1: Design Models”, Australian Institute of Steel Construction, 1996.
[9.2]
AUGUST 2013
9-2
IMPORTANT INFORMATION: This publication has been prepared by Australian Tube Mills Pty Ltd ABN 21 123 666 679. The information contained in this publication is subject to change without notice and to ensure accuracy, Australian Tube Mills recommends you seek your own professional advice in relation
to the matters covered by this publication to satisfy yourself and not to rely on the information without ﬁrst doing so. Unless required by law the company cannot accept any responsibility for any loss, damage or consequence resulting from the use of this publication. Photographs shown are representative
only of typical applications, current at August 2013. This publication is not an offer to trade and shall not form any part of the trading terms in any transaction. ©Copyright 2013. Australian Tube Mills Pty Ltd ABN 21 123 666 679. Trademarks or registered trademarks: C450PLUS®, DuraGal®. August 2013.
Australian Tube Mills ABN 21 123 666 679. PO Box 246 Sunnybank, QLD 4109 Australia Telephone +61 7 3246 2600 Facsimile +61 7 3246 2660 E-mail [email protected] Internet www.austubemills.com

Design Capacity Tables for Structural Steel

Transcription

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