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AUSTRALIAN STEEL INSTITUTE
(ABN) I ACN (94) 000 973 839
design capacity
tables for
structural steel
Volume 1 : Open Sections
third edition
WB, WC- Grade 300/400 (to AS/NZS 3679.2)
UB, UC - Grade 300 (to AS/NZS 3679.1)
TFB, PFC- Grade 300 (to AS/NZS 3679.1)
BT, CT - Grade 300 (to AS/NZS 3679.1 #)
EA, UA- Grade 300 (to AS/NZS 3679.1)
#
indicates the material Standard for the source product
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AUSTRALIAN INSTITUTE OF STEEL CONSTRUCTION
A.C.N. 000 973 839
I
DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
Volume 1: Open Sections
Published by:
AUSTRALIAN INSTITUTE OF STEEL CONSTRUCTION
Enquiries should be addressed to the publisher:
Business address- Level 13, 99 Mount Street, North Sydney, NSW, 2060, Australia.
Postal address - P.O. Box 6366, North Sydney, NSW, 2059, Australia.
E-mail address - enquiries@aisc.com.au
Website - www.aisc.com.au
©Copyright 1999 Australian Institute of Steel Construction
All rights reserved. This book or any part thereof must not be reproduced in any form without the
written permission of the Australian Institute of Steel Construction.
First published in 1991 as part of Design Capacity Tables for Structural Steel (1st edition)
Published in 1994 as Design Capacity Tables for Structural Steel - Vol. 1: Open Sections (2nd edition)
Addendum No. 1 to 2nd edition - 1997
Third edition - 1999
Set
National Ubrary of Australia Cataloguing-in-Publication entry:
ISBN 0-909945-85-3
Design capacity tables for structural steel, Volume 1,
Open sections
3rd ed.
Bibliography.
ISBN 0 909945 85 3 (v.1)
ISBN 0 909945 86 1 (set)
9
1. Steel, Structural -Standards- Australia. 2. Building,
Iron and steel- Specifications- Australia. 3. Steel,
Structural -Tables I. Syam, Arun
II. Australian Institute of Steel Construction
624.18210212
Production & Artwork by Redmark Pty Ltd
6 Kuru Street, North Narrabeen, NSW 2101, Australia
DISCLAIMER
Every effort has been made and all reasonable care taken to ensure the accuracy of the material
contained in this Publication. However. to the extent permitted by law, the Authors, Editors and
Publishers of this Publication:
(a) will not be held liable or responsible in any way; and
(b) expressly disclaim any liability or responsibility,
for any loss, damage, costs or expenses incurred in connection with this Publication by any person,
whether that person is the purchaser of this Publication or not. Without limitation, this includes loss.
damage, costs and expenses incurred if any person wholly or partially relies on any part of this
Publication, and loss. damage, costs and expenses incurred as a result of the negligence of the
Authors, Editors or Publishers.
WARNING
This Publication should not be used without the services of a competent professional person with
expert 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.
(ii)
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
'""""' .·V.01:1:1ME-1o-OPEN·SECl'IONS -o
._,. -.c
DCTN1/03-1999
.• " "
design capacity tables
for structural steel
PART ONE
Introduction 1-1
PART TWO
Volume 1: Open Sections
third edition
Materials 2-1
PART THREE
Section Properties 3-1
TABLE OF CONTENTS
PART FOUR
Methods of Structural Analysis 4-1
Foreword
(iv)
Acknowledgements
(iv)
Preface
(v)
Notation
(vi)
PART FIVE
Members Subject to Bending 5-1
PART SIX
Members Subject to Axial Compression 6-1
Quick Reference
Directory
PART SEVEN
Members subject to Axial Tension 7-1
This directory should be used to
quickly locate open section items.
To use the directory, place right
thumb on the outer edge of this page
against the required..item. Then fold
back the remaining page edges to
align the directory edge mark with
corresponding page edge mark.
PART EIGHT
Members subject to Combined Actions 8-1
PART NINE
Connections 9-1
PART TEN
Detailing Parameters 10-1
PART TWELVE
Rails 12-1
PART THIRTEEN
PART ELEVEN
Plates 11-1
Crane Runway Beams
and Monorail Beams 13-1
.. (iii) .
~
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4
4
4
4
4
Foreword
The Australian Institute of Steel Construction (AISC) is a national non-profit organisation dedicated
to increasing knowledge and understanding of the use of structural steel in our society.
Through planned research and development programmes, industry seminars and publishing
technical work the Institute provides leading edge technology and best practice engineering
solutions contributing to the growth of structural steel in Australia. Steel construction industry
participants who are responsible for the design, fabrication and erection of steel structures are
readily able to access the resources of the Institute.
Acknowledgements
In the development of this publication, AISC acknowledges with grateful thanks the contribution
and assistance of the following organisations and individuals:
• Mr Bruce Chapman (consultant);
• Mr Gianluca Ranzi (consultant);
• Mr Arun Syam and Mr Karunesh Narayan of AISC;
• BHP Steel, in particular Mr Brian Kelly, for assistance and funding;
• OneSteel Limited, in particular Mr Anthony Ng, for assistance and funding;
• Mr Russell Watkins of Palmer Tube Mills (Aust) Pty Ltd for generating the graphs;
• Mr Tim Wilkinson and Emeritus Professor Nick Trahair from The University of Sydney;
• Mr Geoff Graham (BDS Steel Detailers), Mr Ken Morgan (Bayside Drafting), Mr Barry Evans
(Steel Drafting Pty Ltd) and Mr David Stansfield (Precision Drafting Australia) for their views on
steel detailing;
• Mr Tony Edwards (Redmark Pty Ltd) for production and artwork; and
• all those who gave constructive comment and advice on the technical and editorial content of
the publication.
(iv)
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AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
· •· ·.. - VOLUME,1:·.-GPEN·SECTI.ONS
DCTN1/03-1999
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Preface
The third edition of the Design Capacity Tables for Structural Steel- Vol1 (DCTv1) is a design aid
to the limit states Standard AS 4100-1998: Steel Structures- published by Standards Australia.
The DCTv1 only considers standard open type hot-rolled sections and standard open sections
manufactured from hot-rolled plate.
The general term "open" is used to differentiate such sections from structural steel hollow
sections. As noted in previous editions, the AISC Design Capacity Tables for Structural Steel (OCT)
series of publications have been split into volumes - i.e. Volume 1 considers open sections and
Volume 2 considers hollow sections.
The previous (second) edition of the OCTv1 considered a change in the base grade of steel from
Grade 250 to Grade 300 for most standard open sections. This left some sections (Taper Flange
Beams, smaller Equal/Unequal Angles and Taper Flange Channels) listed as Grade 250 sections
as the source Australian mill were still producing such graded sections at the time of publication.
In 1997, Addendum Number 1 to the second edition of DCTv1 was released to reflect the change
in the remaining sections from Grade 250 to Grade 300.
This (third) edition of DCTv1 combines the previous Grade 300/250 edition and its Addendum.
Consequently, apart from the higher strength Grade 400 Welded Beams/Columns, all the currently
specified hot-rolled structural steel sections are now listed in one edition as Grade 300.
Additionally, this edition considers the changes incorporated into the 1998 version of AS 4100,
general updating of information and alignment to a common format which is consistent with the
recent release of Volume 2 of the publication.
For information on Grade 250/350 hot-rolled sections and structural steel hollow sections,
reference should be made to the first edition of the OCT or the recent release of OCT Volume 2
respectively.
Arun Syam
Editor ·
1999
(v)
f
[
NOTATION
l
effective area of a cross section
Ae
minor diameter area of a bolt
Ac
gross area of a cross-section
Ag
net area of a cross section
An
plain shank area of a bolt
Ao
tensile stress area of a bolt
As
AISC
Australian Institute of Steel Construction
bb, bbt, bbw bearing widths
width of a flange
bt
stiff bearing length
bs
greater and lesser leg lengths of an angle section
b,, b2
c
compact (section)
factor for unequal moments
Cm
d
depth of a section
depth of web
dw
clear depth between flanges ignoring fillets or welds
d,
twice the clear distance from the neutral axis to the compression flange
d2
3
Young's modulus of elasticity, 200x1 0 MPa
E
e
eccentricity
FRL
Fire Resistance Level
fu
tensile strength used in design
minimum tensile strength of a bolt
fut
tensile strength of a ply
fup
fy
yield stress used in design
average design shear stress in a web
f~a
maximum design shear stress in a web
..
3
shear modulus of elasticity, 80x1 0 MPa; or nominal dead load
G
storey height
hs
second moment of area of a cross-section
I
I
about the (non-principal rectangular) n-axis (for angles)
In
I about the (non-principal rectangular) p-axis (forangles)
lp
warping constant for a cross-section
lw
-I about the cross-sectional major principal x-axis
lx
I about the cross-sectional minor principal y-axis
ly
J
torsion constant for a cross-section
member effective length factor
ke
form factor for members subject to axial compression
kt
k;
load height effective length factor
k,
effective length factor for restraint against lateral rotation
exposed surface area to mass ratio
ksm
correction factor for distribution of forces in a tension member; or twist restraint
kt
effective length factor
span or member length; or sub-segment length (see also note 2 at end of notation)
L
effective length of a compression member or laterally unrestrained member (see also
· Le
note 2 at end of notation)
nominal member moment capacity
Mb
Mb about major principal x-axis
Mbx
lesser of M;x and Mox
Mcx
nominal in-plane member moment capacity
M;
M; about major principal x-axis
M;x
M; about major principal y-axis
__
M;y
.reference
elastic
buckling.
moment
for
a
member
subject
to
bending;
or nominal outMo
of-plane member moment capacity ·
J
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-J
I
-I
I
I
-I
I
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(vi)
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
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-F
(
F
-F
F
f
-,
r
r
-,
r
f
-c
c
c
-c
c
c
~
~
~
~
~
~
-s
t
t,
<;
t,
t.
-L
~
l
~
Moa
Mox
Mrx
Mry
Ms
Msx
M$x
M$x
Msy
M*
M(n
M;
M*y
N
Nc
Ncx
Ncy
Nom
Nomb
Noms
Ns
Nt
Ntr
Nt;
N*
Ntr*
nei
p
Q
Rb
Rbb
Rby
Ru
r
rx
ry
r,
r2
R*
s
Sn
Sp
Sx
Sy
S*
Sp
t
tt
tp
tt
tw
UNO
vb
amended elastic buckling moment for a member subject to bending
M 0 about major principal x-axis
Ms about major principal x-axis reduced by axial force
Ms about minor principal y-axis reduced by axial force
nominal section moment capacity
Ms about major principal x-axis
Ms about major principal x-axis with two holes in tension flange
Ms about major principal x-axis with four holes in tension flange
Ms about minor principal y-axis
design bending moment
maximum calculated design bending moment along the length of a member or
segment
design bending moment about major principal x-axis
design bending moment about minor principal y-axis
non-compact (section)
nominal member capacity in compression
Nc for member buckling about major principal x-axis
Nc for member buckling about minor principal y-axis
elastic flexural buckling load of a member
N0 m for a braced member
Nom for a sway member
nominal section capacity of a concentrically loaded compression member
nominal section capacity in tension
nominal tension capacity of a bolt
minimum bolt tension at installation
design axial force, tensile or compressive
design tension force on a bolt
number of effective interfaces
applied concentrated load
nominal live load
nominal bearing capacity of a web
nominal bearing buckling capacity
nominal bearing yield capacity
nominal capacity
radius of gyration
radius of gyration about major principal x-axis
radius of gyration about minor principal y-axis
root radius
toe radius
design bearing force
plastic section modulus; or slender (section)
S about the n-axis (for angles)
S about the p-axis (for angles)
S about major principal x-axis
S about minor principal y-axis
design action effect
staggered pitch of bolts
thickness of a section
thickness of a flange
thickness of a ply
design throat thickness of a weld
thickness of a web; or size of a fillet weld
unless noted otherwise
nominal bearing capacity of a ply
OCTN1/03-1999
.. Jl.l$C; .DESIGN CAPACITY·TABLES FOR STRUCTURAL STEEL
VOLUME 1: OPEN SECTIONS
(vii)
Vtn
Vtx
Vst
Vu
Vv
Vvm
v·
V*t
Vsi
Vw
v;;,
Vwj
W
w·
wt_
Ws
Ws",
Wv'L
Z
Ze
Zex
Zey
Zn
Zp
Zx
Zy
O:a
o:b
O:c
O:m
Us
O:T
f3m
y
Lls
Llb
lib
3m
lis
s
11
1t
A
Ac
Ae
Aep
Aey
An
v
p
<P
Note 1:
Note 2:
(viii)
nominal shear capacity of a bolt- strength limit state- shear on threaded area
nominal shear capacity of a bolt- strength limit state- shear on unthreaded area
nominal shear capacity of a bolt- serviceability limit state
nominal shear capacity of a web with a uniform shear stress distribution
nominal shear capacity of a web
nominal shear capacity of a web in the presence of bending moment
design shear force
design shear force on a bolt - strength limit state
design shear force on a bolt- serviceability limit state
nominal capacity of a fillet weld per unit length
design force per unit length on a fillet weld
nominal capacity of a welded joint
total uniformly distributed applied load
design action
strength limit state maximum design load
serviceability limit state maximum design load
serviceability limit state maximum design load - based on deflection limit of L/250
serviceability limit state maximum design load - based on first yield load
elastic section modulus
effective section modulus
Ze for bending about major principal x-axis
Ze for bending about minor principal y-axis
Z about the n-axis (for angles)
Z about the p-axis (for angles)
Z for bending about maj'or principal x-axis
Z for bending about minor principal y-axis
compression member factor
compression member section constant
compression member slenderness reduction factor
moment modification factor for bending
slenderness reduction factor
coefficient of thermal expansion
ratio of smaller to larger bending moments at the ends of a member
ratio for compression member stiffness to end restraint stiffness
deflection
translational displacement of the top relative to the bottom for a storey height
moment amplification factor for a braced member
moment amplification factor, taken as the greater of lib and lis
moment amplification factor for a sway member
compression member factor
compression member imperfection factor
pi(= 3.14159)
slenderness ratio
elastic buckling load factor
plate element slenderness
plate element plasticity slenderness limit
plate element yield slenderness limit
modified compression member slenderness
Poisson's ratio
density of a material
capacity factor
Notation for plates is considered in Section 11.3
The Tables use Le and L in_lieu of Ie and I respectively (as noted in AS 4100) to
avoid confusion· with the standard typeface used.
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
. c· ·'""' ,J[O)J,!fiiiE,: ..:t:,ggEN Sj':(;!JQ,NS., , _, , .
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PART 1
INTRODUCTION
PAGE
1.1
1.1.1
1.1.2
1.1.3
General ......................................................................................................................1-2
Steel Structures Standards ..................................................................................1-2
Reference Standards ..............................................................................................1-2
Table Format and Usage .......................................................................................1-2
1.2
Range of Structural Steel Grades and Sections ......................................1-2
1.3
Units ..........................................................................- ................................................1-3
1.4
Limit States Design Using these Tables ......................................................1-3
1.5
Table Contents .......................................................................................................1-4
1.6
References ...............................................................................................................1-4
NOTE
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 1170.
Hence, much of the information contained herein will onlv
be of use to persons familiar with the limit states design
method and the use of:
AS 4100: Steel Structures
AS 1170: SAA Loading Code
NOTE: SEE SECTION 2.1 FOR THE SPECIFIC MATERIAL
STANDARDS REFERRED TO BY THE SECTION TYPES AND
STEEL GRADES IN THIS PUBLICATION
,-
1-1
PART1
II
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 41 00-1998: Steel Structures. As far as possible, the notation and terminology used are the
same as those adopted in that Standard.
1.1.2
Reference Standards
"AS 1170" refers to AS 1170-1989: SAA loading code
"AS/NZS 1554.1" refers to AS/NZS 1554.1-1995: Structural steel welding -Welding of steel structures
"AS/NZS 2312" refers to AS/NZS 2312-1994: Guide to the protection of iron and steel against
exterior atmospheric corrosion
"AS/NZS 3678" refers to AS/NZS 3678-1996: Structural steel - Hot-rolled plates, floorplates and slabs
"AS/NZS 3679.1" refers to AS/NZS 3679.1-1996: Structural steel- Part 1: Hot-rolled bars and sections
"AS/NZS 3679.2" refers to AS/NZS 3679.2-1996: Structural steel- Part 2: Welded I sections
"AS 41 00" refers to AS 4100-1998: Steel structures
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. Additionally, the term "hot-rolled open
sections" refers to sections complying with the relevant material standards AS/NZS 3678, AS/NZS
3679.1 and AS/NZS 3679.2 as noted in Section 1.1.2.
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 listed at the end of the initial text
portion of each Part of this publication. The main tables will generally be placed 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
Range of Structural Steel Grades and Sections
The Tables contain information on the currently available (at the time of publication) standard open#
sections that are within the scope of AS 4100 and comply with the material Standards listed in
Section 1.1.2. This includes hot-rolled and welded sections commonly specified in structural
engineering. Reference should be made to Part 2 of this publication for further details on the
structural steel sections considered in the Tables.
Consultation should be made with AISC or the manufacturers listed in Section 2.8 for current
information on structural steel grades and sections that are not contained within this publication.
#Note: Sections other than hollow sec.tions are regarded as 'open' sections in the context of this
publication.
1-2
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
···'· ...... --·"'-· :~ ,Vel.UME-.1.:-.0~EN sJ::cJJO,NS,,, ,; : "'· ,,, ; , "·. =,.
DCTN1/03-1999
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r1.3 Units
The units in the Tables are consistent with those in the Sf (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 megapasca/s (MPa).
With some minor exceptions, all values in the Tables are rounded to three (3) significant figures.
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 basis
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 (G>Ru) i.e.
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 factors as
specified in AS 1170 (SAA Loading Code). These design actions/loads are identified by an asterisk
(*)after the appropriate action/load (e.g. WL 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 (G>Ru) is the product of the nominal capacity (Ru) and the appropriate value of the
capacity factor ((j>) 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 (<I>Ru) is equal to the design section moment capacity (<I>Ms). given by:
DCTN1/03-1999 -_,
•·o __ -AISC;,DESIGN CAPACITY TABLES·FOR STRUCTURAL STEEL
--
VOLUME 1: OPEN SECTIONS
1-3
where
<j>
= the capacity factor
Ze
=
=
fy
effective section modulus
yield stress used in design
To satisfy the strength limit state, the following relationship (equivalent to S* s <j>Ru) is used:
II
M* S<j>M5
The maximum design bending moment (M*) is therefore equal to the design section moment capacity
(<j>M5 ), 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
(WQ must be greater than or equal to the imposed design load (W*).
Where applicable, the Tables give values of design capacity (<I>Ru) and maximum design load
(WQ 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
information useful for checking the serviceability limit state is included in the Tables.
1.5 Table Contents
For the range of structural steel grades and sections considered,. tables are provided for:
section dimensions and section properties:
Dimensions and Properties
Properties for Assessing Section.Capacity
- Surface Areas
- Fire Engineering Design
Detailing Parameters
Rails, Crane Runway Beams
(ii)
(iii)
(PART 3)
(PART 3)
(PART 3)
(PART 3)
(PART 10)
(PARTS 12 & 13)
design capacity (<i>Ru) for:
Members Subject to Bending
- Members Subject to Axial Compression
- Members Subject to Axial Tension
- Members Subject to Combined Actions
- Connections - Bolts/Welds
maximum design load (W*) for:
- Strength Limit State (WL) for Beams
- Serviceability Umit State (Ws) for Beams
- Strength Limit State (q~, P;!J for Floor Plates
- Serviceability Limit State Deflection Factor (Osv) for Floor Plates
(PART 5)
(PART 6)
(PART 7)
(PART 8)
(PART9)(PART 5)
(PART 5)
(PART 11)
(PART 11)
Acceptable methods of analysis for determining the design action effects are described in
Section 4 of AS 4100 and material relevant to some of these methods of analysis is presented
briefly in Part 4 of this publication.
1.6
References
See Section 1 .1 .2 for details on reference Standards.
1-4
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
. . • :... '"'"""\lO!,:UJ14.E J ;OeEN. sECTlQN,S_ .
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DCTN1/03-1999
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PART2
MATERIALS
PAGE
2.1
2.1.1
Range of Structural Steel Grades and Sections .....................................2-2
Specifications ...........................................................................................................2-2
2.2
Yield Stress and Tensile Strength ..................................................................2-3
2.3
2.3.1
Properties of Steel ................................................................................................2-3
Masses ........................................................................................................................2-4
2.4
Grades ........................................................................................................................2-4
2.5
Coating Systems for Corrosion Protection ................................................2-4
2.6
Sections not compliant with Australian Standards ................................2-4
2.7
Availability .................................................................................................................2-4
2.8
Australian Manufacturers ..................................................................................2-6
2.9
References ...............................................................................................................2-6
NOTE: SEESECTION 2.1 FOR THE SPECIFIC MATERIAL
STANDARDS REFERRED TO BY THE SECTION TYPES
AND STEEL GRADES IN THIS PUBLICATION
'-
OCTN1 /03·1999
• ,AfSC:J:IESIGN: eAPACil:Y TABI:.ES FOR STRUCTURAL STEEL
VOLUME 1: OPEN SECTIONS
2-1
''
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MATERIALS
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2.1
Range of Structural Steel Grades and Sections
Where applicable, these Tables cover the full range of Australian produced structural steel hot-rolled
open sections manufactured in accordance with:
• AS/NZS 3678: Structural steel - Hot-rolled plates, floorplates and slabs
• AS/NZS 3679.1: Structural steel - Part 1: Hot-rolled bars and sections
• AS/NZS 3679.2: Structural steel - Part 2: Welded I sections
The section sizes and their respective grades listed in the Tables include:
• Grade 300 and Grade 400 Welded Beams (WB) and Welded Columns (WC) to
AS/NZS 3679.2
• Grade 300 Universal Beams (UB), Universal Columns (UC), Parallel Flange Channels
(PFC), Taper Flange Beams [TFB), Equal Angles (EA) and Unequal Angles (UA) to
ASINZS 3679.1
• Grade 300 Tees cut from Universal Beams (Bl) and from Universal Columns (Cl).
The grade designation (e.g. 300) is based on the nominal minimum yield stress of the steel (in MPa).
Note: Grade 300 in the Tables a/so refers· to the 300PLUSTM steels. Such steels comply with
ASINZS 3679.1- Grade 300 or AS/NZS 36792- Grade 300 steels as appropriate.
300PLUSTM is a registered trademark of OneSteel Limited.
2.1.1
Specifications
Hot-rolled open sections conforming with Australian Standards are regarded as high quality products
and satisfy all the major design, fabrication and erection requirements for general structural conditions.
However, the Tables only apply to those open sections manufactured in accordance with
AS/NZS 3678, AS/NZS 3679.1 and AS/NZS 3679.2 as appropriate.
Specifiers should also note that hot-rolled open sections not complying with these Standards
may be required to be down-graded in yield stress, tensile strength and mechanical
properties when designing to AS 4100 and welding to AS/NZS 1554.1.
To ensure the assumptions, product benefits and quality of structural steel hot-rolled open
sections considered in these Tables, designers should specifically nominate AS/NZS 3678,
AS/NZS 3679.1 and AS/NZS 3679.2 complying products in their specifications and general notes.
Such wording may be:
Unless Noted Otherwise (U.N.O) all material to be:
- Grade 250 Hot-rolled plates complying with ASINZS 3678;
-Grade 300 Hot-rolled UB, UC, PFC, TFB, EA, UA and flats complying with AS!NZS 3679.1;
- Grade 300 Hot-rolled BT, CT cut from UB, UC complying with AS/NZS 3679.1;
- Grade 300 WB, we complying with ASINZS 3679.2.
Further information on appropriate specifications for the above products may be found in Steel
Construction, Vol. 29, No. 3 [2.1] or by contacting AISC.
2-2
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
'·'''·' NOLlJMEc't: . OPENSECTIONS,
·. ···~·-·:·.·,·
DCTN1103-1999
r
t
-t
'
'
l
F
2.2
Yield Stress and Tensile Strength
Table T2.1 lists the minimum yield stresses and tensile strengths for the hot-rolled open section
grades covered by this publication and used for calculating the design capacities.
TABLE T2.1: Yield Stress and Tensile Strength based on Steel Grade
Steel
Standard
Form
Steel
Grade
Thickness of
Material
t
mm
Yield
Stress
Tensile
Strength
fy
fu
MPa
MPa
AS/NZS 3679.2
Plate
400
see
AS/NZS 3678 - Grade 400
AS/NZS 3679.2
Plate
300
see
AS/NZS 3678 - Grade 300
AS/NZS 3679.1
Sections
300
t < 11
1H:;t~17
)
t>17
AS/NZS 3678
Plate
t ~ 12
400
12<t~20
20 < t < 80
AS/NZS 3678
Plate
300
8<t
~
12
12<t~20
20
AS/NZS 3678
Floorplate
250
<t~
150
t <; 8
8<t:S:12
12 < t ~50
320
300
280
440
400
380
360
480
310
300
280
430
280
260
250
410
More detailed information on the strengths and other mechanical properties of these steels can
be found in Table 2.1 of AS 4100, the Standards listed in Table T2.1 or technical literature from
the marketing departments listed in Section 2.8.
2.3
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
Elastic Modulus
Shear Modulus
Density
Poisson's Ratio
Coefficient of Thermal
Expansion
OCTN1/03-1999
Symbol
Value
E
200 x 103 MPa
3
80 X 10 MPa
7850 kg/m3
0.25
11.7 x 10·6 per
G
p
v
UT
AISe:' DESIGN CAPAerrv·TABLES FOR STRUCTURAL STEEL
VOLUME 1: OPEN SECTIONS
oc
2-3
2.3.1
Masses
The masses given in these Tables are based on a steel density of 7850 kg/rn3. In practice the
tabulated values are affected by rolling tolerances. 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
See Sections 2.1, 2.1.1, 2.2 and 2. 7 for information on commonly available grades of hot-rolled
open sections.
2.5
Coating Systems for Corrosion Protection
-1
'
Hot-rolled open sections are generally provided uncoated (or "black") from the manufacturer. If
required, these sections can be subsequently primed, painted, or galvanised (post fabrication) for
various types of environments.
Contact should be made with the manufacturers listed in Section 2.8 or AISC should further
information be required on coating systems for hot-rolled open sections. AS/NZS 2312 also
provides useful information on the topic.
2.6
J
J
I
J
J
Sections not compliant with Australian Standards
The integrity of a refined general steel structures design Standard is highly dependent on the
adequacy of the support_ing material Standards. For AS 41 00, such material Standards specifically
include AS/NZS 3678, AS/NZS 3679.1 and AS/NZS 3679.2.
These material Standards have been developed to reflect the way hot-rolled plates and open
sections _have been man·ufactured, specified and fabricated in Australia. This includes superior
product tolerances, strength, ductility, weldability and resistance to impact loads.
Designers and specifiers should be wary of the substitution of these Australian Standard products
by either unidentified product or specific product complying with other inferior international
Standards which do not deliver the full range of Australian Standards requirements.
For open hot-rolled sections, AS 4100 states that steel sections not complying with AS/NZS 3678,
AS/NZS 3679.1 or AS/NZS 3679.2 must be tested and checked for compliance. Non-conforming
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, fabiWll:tion 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 hot-rolled open sections include welding, painting
and galvanizing which are also dependent on compliance with the material Standards listed above.
Additionally, as mentioned in Section 2.1, the use of these Tables is a/so based on hot-rolled open
sections complying with either AS/NZS 3678, AS/NZS 3679.1 or AS/NZS 3679.2.
2.7 Availability
f
~
-1
The sections listed in the Tables are normally readily available from steel distributors ex-stock in
standard lengths. However, the availability should be checked for larger sizes, for larger tonnages
of individual sections or for non-standard lengths and grades.
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
·· -~.-,..~, ·• ~-·VOI::UME"'"I->·OPENSECT-IONS -•·c•~-.o .•.' ''"''·· -o·, '··-~
d
DCTN1/03-1999
The standard lengths given in Table T2.3 are produced by the manufacturers noted in Section 2.8.
Sections may be ordered in other lengths ex-mill rolling subject to the manufacturers' length
limitations and minimum order requirements.
~e
ms
TABLE T2.3: Standard Grade and Length Availability
Section Type
Sizes
Standard Lengths (m)
WB,WC
Grade 3oo•·b
All sections noted
in Tables
9.0c, 10.5, 12.0, 13.5, 15.0,
16.5 & 18.0c
UB, UC
Grade 300d
150UB to 200UB &
100UC
9.0, 10.5, 12.0, 13.5,
15.0 & 16.5
250UB to 61 DUB &
150UC to 310UC
9.0, 10.5, 12.0, 13.5,
15.0, 16.5 & 1a.o•
TFB
Grade 300d
All sections noted
in Tables
9.0 & 12.0
PFC
Grade 300d
380PFC
9.0, 10.5, 12.0, 15.0 & 16.5
250PFC & 300PFC
9.0, 10.5, 12.0, 13.5, 15.0 & 16.5
150PFC to 230PFC
9.0, 10.5, 12.0, 13.5 & 15.0
1OOPFcf to 125PFc'
9.0 & 12.0
75PFc'
7.5 &9.0
125x125EA to 200x200EA
9.0, 10.5, 12.0 & 15.0
75x75EA to 1 00x1 OOEA
9.0 & 12.0
25x25EA to 65x65EA
7.5 & 9.0
150x90UA & 150x1 OOUA
9.0, 10.5, 12.0 & 15.0
1 00x75UA & 125x75UA
9.0 & 12.0
65x50UA & 75x50UA
7.5 &9.0
If
EA
Grade 300d
:«!
UA
Grade 300d
or
:ts
I
a A higher strength option of AS/NZS 3679.2 -Grade 400 is also available and is considered in the
Tables.
b
Also available with impact properties (i.e. 300L15 and 400L15)
te
c Lengths are available from 9.0m to a maximum (non-standard) length of 30.0m - check
availability for lengths over 18.0m.
er
d Higher strength grades (e.g. Grade 350) - not listed in the Tables - and grades with special
impact properties (Grade 300LO and 350LO) are available as non-standard grades.
e Check availability for lengths over 18.0m.
e.
1
The 75PFC to 125PFC supersede the respective Taper Flange Channel (TFC) sizes.
Note:
1. 300PLUS'M for standard hot-rolled sections and welded products exceed the minimum
requirements of AS/NZS 3679.1 -Grade 300 and AS/NZS 3679.2 - Grade 300 respectively.
in
2. Additional information on standard lengths, grades and other data can be found in Ref.[2.2].
i
!
l
DC'FN1 /03-1999
.
AISC:-DESJGN,CAI"AClTY.TABLES,.F:OB STRUCTURAL STEEL
- ... . ..... , ... -·· _, VOLUME 1: OPEN SECTIONS
2-5
2.8
Australian Manufacturers
The major Australian manufacturers of hot-rolled open sections complying with the material listed
in the Tables are noted below. These companies should be contacted for further information on
their product range:
•
OneSteel Limited
GPO Box536
Sydney NSW 2001
Within AustraliaFree Call: 1800 045 505
•
BHP Flat Products
Locked Bag 8825
South Coast Mail Centre
NSW 2521
Within AustraliaFree call: 1800 800 789
2.9
References
[2.1]
Syam, A.A. (ed), "A Guide to the Requirements for Engineering Drawings of Structural
Steelwork", Steel Construction, Australian Institute of Steel Construction, VoL 29, No. 3,
September 1995.
[2.2]
BHP Steel, "Hot Rolled and Structural Steel Products- 98 edition", BHP Steel, 1998.
See Section 1.1.2 for details on reference Standards.
2-6
• •·.
,....
.... AISC: DESIGN CAPAC.ITY I.I\.BLES FOR STRUCTURAL STEEL
· •·
"'~
•- c ··-· :-c.cc·VOl:UME 1: OPEN·SEGTIONS ··
... ·
DCTN1103-1999
--.-,
:---:·
--n
PART3
SECTION PROPERTIES
PAGE
3.1
General. ...............................--....................................................................................3-2
3.2
3.2.1
3.2.2
3.2.2.1
3.2.2.2
3.2.2.3
3.2.3
3.2.4
Section Property Tables .....................................................................................3-2
Dimensions, Ratios and Properties ....................................................................3-2
Properties for Assessing Section Capacity to AS 4100 ..............................3-2
Compactness ............................................................................................................3-2
Effective Section Modulus ....................................................................................3-3
Form Factor ......................,........................................................................................3-3
!-Sections with Holed Flanges.............................................................................3-3
Example ......................................................................................................................3-3
3.3
Surface Areas & Properties for Fire Design ...............................................3-4
3.4
References ...............................................................................................................3-5
,,
TABLES
TABLES 3.1-1 to 3.1-17
Dimensions and Properties/Properties for Assessing Section Capacity
to AS 41 00:.................................................................................................................3-6 .
TABLES 3.2-1 to 3.2-10
Surface Area/Properties for Fire Design ........................................................3-36
NOTE: SEE SECTION 2.1 FOR THE SPECIFIC MATERIAL
STANDARDS REFERRED TO BY THE SECTION TYPES
AND STEEL GRADES IN THESE TABLES
DCTN3/01-1999 .
'
AISC: DESJGI)l CAP..ACITY.TABLES FOR STRUCTURAL STEEL
·· · .·r· - · ' voC(iMin:· OPENSECTIONS ·· ·
3-1
PART3
3.1
r
SECTION PROPERTIES
General
The section property tables include all relevant section dimensions and properties necessary
for assessing steel structures in accordance with AS 4100. The structural hot-rolled open sections
included in these tables are:
- Welded Beams [WB] - Grades 300 and 400
- Welded Columns [WC] - Grades 300 and 400
- Universal Beams [UB] -Grade 300
- Universal Columns [UC] - Grade 300
-Structural Tees cut symmetrically from Universal Beams [Bl] - Grade 300
-Structural Tees cut symmetrically from Universal Columns [Cl] -Grade 300
- Parallel Flange Channels [PFC] - Grade 300
- Taper Flange Beams [TFB] - Grade 300
- Equal Angles [EA]- Grade 300
- Unequal Angles [UA] - Grade 300
- Round and Square Bars (dimensions and section properties only given)
- Square Edge Flat Bars {dimensions and section properties only given)
The source material Standards for the above sections are noted in Section 2.1.
3.2
Section Property Tables
For each groul? of sections the tables include:
- Dimensions, Ratios and Properties (Table type (A)), followed by
- Properties for Assessing Section Capacity to AS 4100 (Table type (B)).
These parameters are considered in Tables 3.1-1 to 3.1-13 inclusive (with Dimension and Properties
only being considered for Bar sections). Additionally, tables incorporating:
-!-Sections with Holed Flanges (Section Properties for holes on tension flange)
are listed in Tables 3.1-14 to 3.1-17.
3.2.1
Dimensions, Ratios and Properties
The Tables give standard dimensions and properties for the sections noted in Section 3.1. These
properties, such as gross cross-section area {A 9), second moments of area (/x , fy ), elastic and plastic section moduli (Zx, Sx, Zy, Sy) and the torsion and warping constants {J, iw) are the fundamental
geometric properties required by design Standards.
3~2.2 Properties for Assessing Section Capacity to AS 4100
These properties are necessary for calculating the section capacities of hot-rolled open sections in
accordance with AS 4100. The section form factor, compactness (only for !-sections without holes)
and effective section moduli are tabulated. These values are dependent on steel grade.
3.2.2.1
Compactness
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 in compression caused by bending.
For !-sections without holes, the tables include a column headed "Compactness" where the compactness or otherwise of the section is indicated for a given axis of bending.
The compactness of an !-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 41 00) or in using the
higher tier provisions of Section 8 of AS 41 00 for designing members subject to combined actions.
3-2
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
;""'" .-·-•"';:,.)?gL_O~~;t:~~P.f:f'l ?~CTJ9,~~~.. . ., . .. . -·.· _ ..
DCTN1 /03-1999
1_
General worked examples for calculating section compactness are provided in Section 3.2.4 and
Refs.[3.1 ,3.2].
3.2.2.2
Effective Section Modulus
Having evaluated the compactness of an open 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 (<I>Ms)- 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 open section that
is effective in resisting the compression in the section caused by flexure.
For bending of sections about an asymmetric axis (e.g. y-axis bending for channels), the value of
Ze may depend on the direction of bending.
Additional notes on the calculation of Ze are given in Section 3.2.2.3.
3.2.2.3
Form Factor
The form factor (kt) is defined in Clause 6.2.2 of AS 4100. k 1 is used to determine the design section capacity of a concentrically loaded compression member (<j>N5 ). The calculation of k1 indicates
the degree to which the column section will buckle locally before squashing. k1 represents the proportion of the open section that is effective in compression and is based on the effective width of
each element in the section G.e. kt =1.0 signifies a column section which will yield rather than buckle
locally in a short or stub column test). The evaluation of kt is also important when designing to the
higher tier provisions for members subject to combined actions as noted in Section 8 of AS 4100.
In calculating both Ze and k1 the following are used:
- for hot-rolled sections, the fiR (hot-rolled) residual stress classification
- for welded sections, the HW (heavily welded longitudinally) residual stress classification
- the values of plate element slenderness depend on the element width, thickness and yield
stress. For sections where the web and flange yield stresses (fyw and fyt respectively)
are different the lower of the two yield stresses is applied to both the web and flange to
determine the slenderness of these elements.
General worked examples for calculating Ze, k1 are provided in Section 3.2.4 and Refs.[3.1 ,3.2].
3.2.3
!-Sections with Holed Flanges
Tables of selected section properties (An, Zx, Zy, Sx, Sy, Zex. Zey) are given for !-sections with holes in
the flanges. Standard bolt gauge lengths and number of holes are assumed in these tables. Holes in
the tension flange can result in a reduction of the effective section modulus (Clause 5.2.6 of AS 41 00).
If the area of the holes in the flange is less than the limit prescribed in Clause 5.2.6 of AS 4100 then
the gross section properties may be used. Tables 3.1-14 to 3.1-17 list the net area, and the gross
section properties (if the area of the holes is less than the limit described above), or the net section
properties Qf the area of the holes exceeds the limit).
3.2.4
Example
Determine Zex and k 1 for a 360UB44.7- Grade 300 steel section.
Solution:
·r
(All relevant data are obtained from Tables 3.1-3(A) and 3.1-3(8))
Design Yield Stress,
Flange slenderness
Web slenderness
= 320 MPa i__
= bt- tw~ _!y_
Aef
fy
2tt
Aew
'250
-
tw
=
8.46
250 =
320
=9.57
.250
L.._
~
d, ~ fy
--
i
i__
48.2
~ 320
250
=54.5
r.
(a)
)9
To calculate Zex the plate element slenderness values are compared with the plate element
slenderness limits in Table 5.2 of AS 4100.
OCT/V1 /03-1999. .
--AISC:.D.ESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
..
VOLUME 1: OPEN SECTIONS
c
3-3
Bending about the x-axis puts the flange in uniform compression. Hence,
Ae! = 9.57
Aep = 9
Ae! I Aey = 0.598
Aey = 16
Bending about the x-axis places one edge of the web in tension and the other in compression.
Hence,
Aew I Aey = 0.474
Aey=115
Aew= 54.5
The flange has the higher value of A., I Aey 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.
Asy=16
As= 9.57
Now Asp< As::; Asy . .·.The section is NON-COMPACT.
3
Zx = 689 x 10 mm
3
3
Sx = 777 x 10 mm
3
3
3
Zcx = min [ Sx , 1.5Zx ] = min [777, 1.5 x 689] x 1 0 = 777 x 10 mm
Zex = Zx
+[(Asy(Asy- As) (Zcx- Zx)]
Asp)
= 689 x 103
3
9 57
' ) (777-689)1 x 10
+ [(16(16- -9)
J
3
3
= 770 x 10 mm 3
(b)
To determine the form factor (k1) the plate element slenderness for both the flange and web
are compared with the plate element yield slenderness limits O..ey) in Table 6.2.4 of AS 4100.
Flange
1..01 = 9.57
<
Aey = 16
- i.e. flange is fully effective
Web
Aew = 54.5
>
Aey = 45
- i.e. web is not fully effective
Effective width of web = dew = Aey I 'Aew (d,) = 45154.5 x 333 = 275 mm
Gross Area
=Ag = 5720 mm
2
Effective Area = Ae = A 9 - (d1 -dew) tw
= 5720- (333- 275) x 6.9 = 5320 mm
2
:. k1 = Ae IA 9 = 532015720 = 0.930
3.3 Surface Areas & Properties for Fire Design
-=!abies 3.2-1 (A) to 3.2-1 O(A) - i.e. the (A) type tables in the 3.2 Table Series- list surface areas for
hot-rolled open sections. In addition, to assist with the design of structural steel sections for fire
resistance (Section 12 of AS 41 00), values of exposed surface area to mass ratio ( ksm ) are tabulated in Tables 3.2-1 (B) to 3.2-1 O(B) for the various cases shown in Figure 3.1. The (B) type tables
immediately follow the (A) type tables for each respective section group.
For unprotected steel open 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 3.1.
For members requiring the addition of fire protection materials, Ref.[3.3] 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.[3.3]. Further information and worked
examples on fire design to Section 12 of AS 4100 can be found in Refs.[3.4,3.5].
3-4
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
' ~-c"' •'-• ; ,:,"',Y.9J.;J.;J~.~.=,.gg_!:I;I}~E;<;"]Jq~~ ,-.. •' 'cce •c. '" -7-"
DCTN1/03·1999
-I
..............
A
:.[,··.
·~
..
;·
~
~.
A
..
A
A
A
A
···.·I'.·
~
<
................
.. ...... .. .. ..
·.·T;.
Case 1
Case2
!
III
'
'
'
'
Case3
4- SIDED EXPOSURE
ti
Case4
CaseS
Case6
3 - SIDED EXPOSURE TO FIRE
Cases of fire exposure considered:
4 = Top Flange Excluded, Profile-protected
2 =Total Perimeter, Box-protected, No Gap
5 =Top Flange Excluded, Box-protected, No Gap
3 =Total Perimeter, Box-protected, 25 mm Gap
6 =Top Range Excluded, Box~protected, 25 mm Gap
1 = Total Perimeter, Profile-protected
Figure 3.1: Cases for calculation of Exposed Surface Area to Mass Ratio
3.4 References
[3.1] Bradford, M.A., Bridge, R.Q. and Trahair, N.S., "Worked Examples for Steel Structures", third
edition, Australian Institute of Steel Construction, 1997.
[3.2] AISC, "Design Capacity Tables for Structural Steel - Volume 2: Hollow Sections", second
edition, Australian Institute of Steel Construction, 1999.
[3.3] Proe, D.J., Bennetts, J.D., Thomas, I.R. and Szeto, W.T., "Handbook of Fire Protection
Materials for Structural Steel", Australian Institute of Steel Construction, 1990.
[3.4] Thomas, I.R., Bennetts, J.D. and Proe, D.J., "Design of Steel Structures for Fire Resistance
in Accordance with AS 4100", Steel Construction, Australian Institute of Steel Construction,
Vol. 26, No. 3, 1992.
[3.5] 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, Australian Institute of Steel
Construction, Vol. 26, No.2, 1992.
See Section 1.1.2 for details on reference Standards.
DC"FN
_
~ •.
1103 1999
--· ALS.CoDESIGN CAPACITY TABLE.S F.OB. STRUCTURAL STEEL
... - .· .
.. ... .
VC>LlJME"f: OPEN SECTIONS .
...
3-5 ,,, .
t>,-t.
y
I
~1_f'
d
.
--1
WELDED BEAMS
1----b,-l It
DIMENSIONS
Depth
ol
Section
d
'(
'<
I
Daplh
Between
Flanges
d,
mm
mm
mm
mm
mm
1200WB455
423
392
342
317
278
249
1000WB322
296
258
215
900WB282
257
218
175
800WB192
168
146
122
)700WB173
150
130
115
1200
1192
500
500
500
400
400
350
275
400
400
350
300
400
400
350
300
300
275
275
250
275
250
250
250
40.0
36.0
32.0
32.0
28.0
25.0
25.0
32.0
28.0
25.0
16.0
16.0
16.0
16.0
16.0
16.0
16.0
16.0
16.0
16.0
1120
1120
1120
20.0
16.0
32.0
28.0
25.0
20.0
28.0
25.0
20.0
16.0
28.0
25.0
20.0
16.0
12.0
.12.0
12.0
12.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
1184
1000
924
916
910
900
816
810
800
792
716
710
700
692
I
RATIOS
Flange
Web
Wldih
Thickness Thickness
b,
It
lw
kg/m
1184
1176
1170
1170
1024
1016
1010
-X
y
DIMENSIONS AND PROPERTIES
f
DeslgnaUon
-
X- --
TABLE 3.1-1 (A)
1120
1120
1120
1120
960
960
960
960
860
860
860
860
760
760
760
760
660
660
660
660
PROPERTIES
Gross
Jl.L
lw
(bt·lw}
21t
Section
A,
mm2
z,
s,
r,
Torsion
Constant
J
mm
to6mm4
10 3mm3
to 3mm3
mm
to 3mm4
t0 9mm6
515
508
500
488
479
464
449
427
420
406
385
399
393
382
364
349
341
331
317
306
299
290
281
834
750
667
342
299
179
87.0
342
299
179
3330
3000
2670
5070
4570
4070
2630
2310
1600
1020
2620
2300
120
118
116
88.6
86.1
71. I
52.4
91.3
89.0
22000
16500
1590
73.8
280000
251000
221000
113000
98500
58700
28500
84100
73000
43400
About x·axis
Area
I,
6
10 mm 4
z,
s,
103mm3
103mm 3
28200
25800
23400
19800
17900
15000
12900
16400
14800
70.0
70.0
70.0
70.0
70.0
70.0
70.0
60.0
60.0
60.0
6.05
6.72
7.56
6.00
6.86
6.68
5.18
6.00
6.86
6.68
57900
53900
49900
43500
40300
35400
31700
41006
37800
32900
15300
13900
12500
10400
9250
7610
6380
7480
6650
5430
25600
23300
21100
17500
15700
13000
10900
14600
13100
10700
60.0
7,10
27400
4060
8120
71.7
71.7
71.7
71.7
76.0
76.0
76.0
76.0
66.0
66.0
66.0
66.0
6.06
6.93
6.76
7.20
5,18
5.30
6.62
7.50
4.73
4.80
6.00
7.50
35900
32700
27800
22300
24400
21400
18600
15600
22000
19100
16600
14600
5730
5050
4060
2960
2970
2480
2040
1570
2060
1710
1400
1150
12400
11000
8930
6580
7290
6140
5100
3970
5760
4810
3990
3330
12300
9570
13600
12200
9960
7500
8060
6840
5730
4550
6390
5370
4490
3790
About y-axis
r,
'•
90,3
341
299
179
90.1
126
86.7
69.4
41.7
97.1
65.2
52.1
41.7
1710
1500
1020
633
1710
1490
1020
602
1710
1490
1020
601
840
631
505
334
706
521
417
334
961
2590
2270
1560
931
1280
964
775
519
1080
798
642
517
57.5
97.5
95.6
80.2
63.5
71.9
63.7
61.1
51.7
66.4
58.4
56.0
53.5
12100
9960
7230
5090
4310
9740
7010
4870
2890
8870
6150
4020
2060
4420
2990
1670
921
4020
2690
1510
888
Warping
Constant
'·
21700
67900
58900
35000
17400
19600
13400
10600
6280
11500
7640
6030
4770
y
I
TABLE 3.1-1 (B)
WELDED BEAMS
GRADE 300 & 400
I
PROPERTIES FOR ASSESSING SECTION CAPACITY TO AS 4100
GRADE 300: AS 3679.2
Deslgnallon
Yield Stress
Flange
'~
1200WB455
423
392
342
317
278
249
100pWB322
296
258
215
900W8282
257
218
175
800WB192
168
146
122
700WB 173
150
130
115
Notes:
Web
fyw
MPa
h1Pa
280
280
280
260
300
300
300
300
300
300
300
300
300
300
300
310
310
310
310
310
310
310
310
310
310
310
310
~60
280
280
280
280
280
300
280
280
280
300
280
280
300
300
280
280
300
300
Form
Factor
kr
About x-axls
Compactness
(C, H, S)
103mm3
.
0.837
0.825
0.811
0.783
0.766
0.733
0.701
0.832
0.817
0.790
0.738
0.845
0.830
0.800
0.744
0.824
0.799
0.763
0.718
0.850
0.828
0.795
0.767
z..
About y·axls
Compactness
{C, H, S)
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
N
N
c
c
c
c
28200
25800
23400
19800
17900
15000
12900
16400
14800
12300
9570
13600
12200
9960
7500
8060
6840
5710
4530
8390
5370
4490
3790
1. For Grade 300 sections the tensile strength Hul Is 430 MPa.
2. For Grade 400 sections the tensile strength (fu) is 480 MPa.
3. c" Compact Section: N .. Non·compact Section; S =Stender Section.
4. All references to Grade 300 refer to the specification of 300PLUS 11o~ Steel or AS!NZS 3679.2·300.
c
c
N
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
N
c
c
c
N
z.,
Yield Stress
Web
Flange
fyw
'~
103mm3
MPa
MPa
5000
4500
4000
2560
2240
1530
949
2560
2240
1530
903
2560
2240
1530
901
1260
946
757
498
1060
782
626
498
360
360
360
360
360
360
360
360
360
360
380
360
360
360
380
360
360
380
380
360
360
360
380
380
380
380
380
380
380
380
380
380
380
380
400
400
400
400
400
400
400
400
400
400
400
400
y
GRADE 400: AS 3679.2
About x·axls
Form
Factor
kt
Compaclness
(C, H, S)
Aboul y·axls
z,.
Compactness
{C, N, S)
103mm3
0.820
0.806
0.791
0.760
0.741
0.705
0.670
0.807
0.791
0.760
0.704
0.830
0.813
0.780
0.721
0.808
0.781
0.744
0.695
0.833
0.807
0.773
0.742
N
N
N
N
N
N
N
c
c
c
c
N
N
N
N
N
N
N
N
c
c
c
c
28100
25700
23300
19600
17700
14900
12800
16400
14800
12300
9570
13500
12000
9840
7320
7850
6640
5510
4340
6390
5370
4490
3790
z,,
10 3mm3
c
N
N
c
N
N
c
c
N
N
N
c
N
N
N
c
c
N
N
c
c
c
N
5000
4500
3900
2560
2230
1530
949
2560
2230
1530
887
2560
2220
1530
882
1260
946
754
486
1060
782
626
486
TABLE 3.1-2(A)
WELDED COLUMNS
DIMENSIONS AND PROPERTIES
DIMENSIONS
Deslgnalion
Depth
ol
Section
d
Wldlh
b,
PROPERTIES
RATIOS
Flange
Thickness
I(
Thickness
Web
Deplh
Between
Flanges
lw
d,
kg/m
mm
mm
mm
mm
mm
500WC440
414
383
340
290
267
228
400WC361
328
303
270
212
181
144
350W280
258
230
197
480
480
472
514
506
500
490
430
430
422
414
400
390
382
355
347
339
331
500
500
500
500
500
500
500
400
400
400
400
400
400
400
350
350
350
350
40.0
40.0
36.0
32.0
28.0
25.0
20.0
40.0
40.0
36.0
32.0
40.0
32.0
32.0
25.0
20.0
20.0
20.0
40.0
28.0
28.0
25.0
25.0
20.0
20.0
16.0
40.0
36.0
32.0
28.0
20.0
16.0
28.0
28.0
25.0
20.0
400
400
400
450
450
450
450
350
350
350
350
350
350
350
275
275
275
275
..!'.1.
lw
10.0
12.5
12.5
18.0
22.5
22.5
22.5
8.75
12.5
12.5
14.0
17.5
17.5
21.9
9.82
9.82
11.0
13.8
lb1·lwl
2!,
5.75
5.85
6.50
7.42
8.57
9.60
12.0
4.50
4.65
5.17
5.86
7.60
9.50
12.0
4.03
4.47
5.08
5.89
Gross
Section
Area
Torsion
About y·axls
About x·axis
Warping
A, .
I,
z,
s,
r,
I,
z,
s,
r,
Constant
J
mm 2
10 6mm4
103mm 3
103mm3
mm
106mm 4
103mm 3
103mm 3
mm
103mm4
109mm6
56000
52800
48800
43300
37000
34000
29000
46000
41800
38600
34400
27000
23000
18400
35700
32900
29300
25100
2150
2110
1890
2050
1750
1560
1260
1360
1320
1180
1030
776
620
486
747
661
573
486
8980
8800
7990
7980
6930
6250
5130
6340
6140
5570
4950
3880
3180
2550
4210
3810
3380
2940
10400
10100
9130
8980
7700
6950
5710
7470
7100
6420
5660
4360
196
200
197
218
218
214
208
172
178
175
173
169
164
163
145
142
140
139
835
834
751
667
584
521
417
429
427
385
342
267
214
171
286
258
229
200
3340
3340
3000
2670
2330
2080
1670
2140
2140
1920
5160
5100
4600
4070
3550
3170
2550
3340
3270
2950
2610
2040
30100
25400
19900
13100
8420
6370
3880
24800
19200
14800
1300
2500
2260
2000
122
126
124
124
126
124
120
96.5
101
99.8
99.8
99.4
96.4
96.3
89.6
88.5
88.4
1740
89.3
40400
40400
35700
38800
33300
29400
23000
16300
16200
14300
12500
9380
7310
5720
7100
6230
5400
4600
3570
2830
4940
4450
3910
3350
1710
1330
1070
854
1640
1470
1310
1140
1640
10400
5060
3080
1580
16500
12700
8960
5750
Constant
lw
y
,_*_,
I
TABLE 3.1-2(8)
WELDED COLUMNS
GRADE 300 & 400
y
PROPERTIES FOR ASSESSING SECTION CAPACITY TO AS 4100
GRADE 300: AS 3679.2
Deslgnallon
Yield Slress
Flange
Web
500WC440
414
383
340
290
267
228
400WC361
328
303
270
212
181
144
350WC280
258
230
197
Notes;
,,..
'"
MPa
MPa
280
280
280
280
.280
280
300
280
280
280
280
280
300
300
280
280
280
280
280
280
280
280
300
300
300
280
280
280
280
300
300
300
280
280
280
300
GRADE 400: AS 3679.2
About x·axls
Form
Factor
cqmpactness
k,
(C, N, S)
About y-axls
Compactness
Zu
(C, N, S)
10 mm3
3
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
c
c
c
c
N
N
N
c
c
c
c
N
N
N
c
c
c
c
10400
10100
9130
8980
7570
6700
5210
7470
7100
6420
5660
4360
3410
2590
4940
4450
3910
3350
t. For Grade 300 sections the tensile strength (fu) Is 430 MPa.
2. For Grade 400 sections the tensHe strength {f0 ) is 480 MPa.
3. C" Compact Sectlon; N = Non·cumpact Section: S,. Slender Section.
4. All references to Grade 300 refer to the specification of 300PLUS'M Steel or ASINZS 3679.2·300.
c
c
c
c
N
N
N
c
c
c
c
N
N
N
c
c
c
c
Yield Stress
z,,
Flange
,,..
Web
103mm3
'"
MPa
MPa
5010
5010
4510
4000
3410
2970
2200
3210
3200
2880
2560
2000
360
360
360
360
360
360
380
360
360
360
360
360
380
380
360
360
360
360
360
360
360
360
380
380
380
360
360
360
360
380
380
380
360
360
360
380
1510
1120
2450
2210
1960
1720
About x·axls
Form
Factor
Compactness
~
(C, N, S)
About y-axis
z,.
Compaclness
(C, H, S)
103mm3
1.00
1.00
1.00
1.00
1.00
1.00
0.964
1.00
1.00
1.00
1.00
1.00
1.00
0.964
1.00
1.00
1.00
1.00
c
c
c
N
N
N
s
c
c
c
c
N
N
s
c
c
c
c
10400
10100
9130
8830
7410
6540
4860
7470
7100
6420
5660
4270
3330
2410
4940
4450
3910
3350
z,,
103mm 3
c
c
c
N
N
N
N
c
c
c
c
N
N
N
c
c
c
c
5010
5010
4510
3920
3310
2860
2100
3210
3200
2880
2560
1950
1460
1070
2450
2210
1960
1720
,.
r
....'
·o
(,)
X-·-·
·-·-X
TABLE 3.1-3(A)
UNIVERSAL BEAMS
1:!:
DIMENSIONS AND PROPERTIES
·o(J)
' ..
DIMENSIONS
Designation
Depth
of
610UB 125
113
101
530UB 92.4
82.0
I
46ous 82.1
74.6
67.1
410UB 59.7
31018 46.2
40.4
32.0
250lJB 37.3
31.4
25.7
200UB 29.8
25.4
22.3
18.2
180UB 22.2
18.1
16.1
150UB 18.0
14.0
.::'1
I
~
Root
Radius
,,
Thickness
lw
mm
mm
mm
mm
mm
mm
612
607
602
533
528
460
457
454
406
229
228
228
209
209
191
190
190
178
178
172
171
171
166
165
149
146
146
124
134
133
133
99.0
90.0
90.0
90.0
75.0
75.0
19.6
11.9
11.2
10.6
10.2
9.6
9.9
9.1
8.5
7.8
7.6
8.0
7.3
6.9
6.7
6.1
5.5
6.4
6,1
5.0
6.3
5,8
5.0
4.5
6,0
5,0
4.5
6.0
5.0
14.0
14.0
14.0
14.0
14.0
11.4
11.4
11.4
11.4
11.4
572
572
572
502
502
428
428
428
381
381
333
333
333
284
284
282
234
234
232
188
188
188
184
159
159
159
136
136
53.7 ,. ----- 403
360UB 56.7
50.7
44.7-
Web
d
Width
bt
Section
kg/m
Flange
Thickness
RATIOS
Depth
Between
Flanges
359
356
352
307
304
298
256
252
248
207
203
202
198
179
175
173
155
150
17.3
14.8
15.6
13.2
16.0
14.5
12.7
12.8
10.9
13.0
11.5
9.7
11.8
10.2
8.0
10.9
8.6
8.0
9.6
7.8
7.0
7.0
10.0
8.0
7.0
9.5
7,0
,,
11.4
11.4
11.4
11.4
11.4
13.0
8.9
8,9
12.0
8.9
8.9
8.9
11.0
8.9
8.9
8.9
8.0
8.0
do
PROPERTIES
(bJ·Iw)
Gross
Secllon
Area
'·
21,
48.1
51.1
54.0
49.2
52.3
43.3
47.1
50.4
48.8
50.1
41.6
45.6
48.2
42.3
46.5
51.3
38,6
5.54
6.27
..'!L
38.4
46.4
29.8
32.3
37.5
40.9
26.5
31.8
35.3
22,7
27.2
7.34
6.37
7.55
5.66
6.24
7.15
6.65
7.82
6.31
7.12
8.46
6.75
7.79
8.97
6.40
6.13
7.44
6.65
8.15
9.14
6.75
4.20
5.31
6.11
3.63
5.00
About x-axls
A,
I,
z,
s,
r,
mm 2
106mm 4
103mm 3
103mm 3
mm
16000
14500
13000
11800
10500
10500
9520
8580
7840
6890
7240
6470
5720
5930
5210
4080
4750
986
875
761
554
477
372
335
296
. 216
188
161
142
121
100
86.4
63.2
55.7
4010
44.5
35.4
3230
2880
2530
2080
1810
1610
1460
1300
1060
933
899
798
689
654
569
424
435
354
285
281
232
208
160
171
139
123
117
88.8
3680
3290
2900
2370
2070
1840
1660
1480
1200
1060
1010
897
777
729
633
475
486
397
319
316
260
231
180
195
157
3270
3820
3230
2870
2320
2820
29.1
23,6
21.0
15,8
15.3
2300
12.1
2040
2300
1780
10.6
9.05
6.66
Torsion
Constant
About y-axls
249
246
242
217
213
188
188
186
168
165
149
148
146
130
129
124
108
105
104
87.3
85.4
65.5
82.6
138-
73.6
72.6
72.0
135
102
62.8
61.1
'•
10 6mm 4
z,
s,
10 3mm3
103mm3
9.60
8.10
9.01
7.65
4.42
5.66
343
300
257
228
193
195
175
153
135
115
128
112
94.7
109
92.7
59.3
77.5
4.47
2.55
61.2
41.1
3.86
3.06
2.75
1.14
57,5
46.1
41.3
23.0
'•
mm
103mm4
1560
1140
790
775
526
701
530
378
337
234
338
241
161
233
157
86.5
158
89.3
1.22
27.1
536
469
402
355
301
303
271
238
209
179
198
173
146
166
142
91.8
119
94.2
63.6
88.4
70.9
63.4
35.7
42.3
0.975
21.7
33.7
20.6
44.8
0.853
0.672
0.495
19.0
17.9
13.2
29.4
20.4
17,1
16.6
31.5
60.5
28.1
39.3
34.3
29.3
23.8
20.1
18.6
16.6
14.5
12.1
10.3
11.0
28.2
20.8
49.6
48.7
47.5
44.9
43.8
42.2
41.8
41.2
39.7
38.6
39.0
38.5
37.6
39.0
38.3
32.9
34.5
33.4
J
Warping
Constant
'·
109mm6
3450
2980
2530
1590
1330
919
815
708
467
394
330
284
237
197
165
92.9
85.2
65.9
27.9
67.4
36.7
31.8
30,8
31.0
22.1
20.8
105
62.7
45.0
38.6
81.6
37.6
29.2
26.0
10.4
8.71
6.80
5.88
3.56
2.53
r_
"'
·---X
X-·--·
TABLE 3.1-3(8)
UNIVERSAL BEAMS
GRADE 300
PROPERTIES FOR ASSESSING SECTION CAPACITY TO AS 4100
Deslgnallon
610UB125
113
Notes:
c;.,
......
'
......
For Grade 300 sections the tensile strength (fulls 440 MPa.
{2) C:: Compact Section; N= Non-compact Sec1ion; S: Slender Secl!on.
{1)
{31 All references to Grade 300 refer to the specification of 300PLUS 1"" Steel or ASINZS 3679.1·300.
i
y
y
·!·
TABLE 3.1-4(A)
UNIVERSAL COLUMNS
t
DIMENSIONS AND PROPERTIES
I
Designation
DIMENSIONS
Oeplh
of
Seellon
d
kgtm
310UG 158
137
118
96.8
25oUG 89.5
72.9
200UG 59.5
52.2
46.2
150UC 37.2
30.0
23.4
100UC 14.8
r·
Flange
Wldlh
Thickness
b,
,,
Web
Thickness
lw
Roo!
,,
Radius
mm
mm
mm
mm
mm
mm
327
321
315
308
260
254
210
206
203
162
158
152
311
309
307
305
256
254
205
204
203
154
153
152
99.0
25.0
21.7
18.7
15.4
17.3
14.2
14.2
15.7
13.8
11.9
9.9
10.5
8.6
9.3
8.0
7.3
8.1
6.6
6.1
5.0
16.5
16.5
16.5
16.5
14.0
14.0
11.4
277
277
277
277
225
225
181
181
181
139
139
139
83.0
97.0
12.5
11.0
11.5
9.4
6.8
7.0
PROPERTIES
RATIOS
Oeplh
Between
Flanges
d,
11.4
11.4
8.9
8.9
8.9
10.0
Gross
..!!.L
fw
17.7
20.1
23.3
28.0
21.5
26.2
19.5
22.7
24.8
17.1
21.0
22.8
16.6
(b,·lw)
21,
5.91
6.80
7.89
9.58
7.10
8.64
6.89
7.64
8.90
6.34
7.79
10.7
6.71
Section
Area
A,
mm'
20100
17500
15000
12400
11400
9320
7620
6660
5900
4730
3860
2980
1890
I,
z,
s,
106mm 4
10lmm3
10 3mm 3
388
329
277
223
143
114
81.3
2370
2050
1760
1450
1100
897
584
512
451
274
223
166
65.6
52.8
45.9
22.2
17.6
12.6
3.18
2680
2300
1960
1600
1230
992
656
570
500
310
250
184
74.4
Torsion
Constant
About y-axls
About x·alis
'•
mm
139
137
136
134
112
111
89.7
89.1
88.2
68.4
67.5
65.1
41.1
ly
z,
s,
10 6mm 4
103mm 3
10 3mm 3
125
107
90.2
72.9
48.4
38,8
20.4
17.7
15.3
7.01
5.62
3.98
1,14
807
691
588
478
378
306
199
174
151
91.0
73.4
52.4
22.9
1230
1050
893
725
575
463
303
264
230
139
112
80.2
35.2
r,
mm
78.9
78.2
77.5
76.7
65.2
64.5
51.7
51.5
51.0
38.5
38.1
36.6
24.5
J
10 3mm 4
3810
2520
1630
928
1040
586
477
325
228
197
109
50.2
34.9
Warping
Conslanl
'·
109mm 6
2860
2390
1980
1560
713
557
195
166
142
39.6
30.8
21.1
2.30
--------------------------------------------------------------------------~
y
I
X-·:--r-:·-X
TABLE 3.1-4(8)
UNIVERSAL COLUMNS
GRADE 300
PROPERTIES FOR ASSESSING SECTION CAPACITY TO AS 4100
~
Destgnallon
Yield Stress
Flange
310UC158
137
118
96.8
250UC 89.5
72.9
200UC 59.5
52.2
46.2
150UC 37.2
30.0
23.4
100UC 14.8
Notes:
,,.
,,,
Web
MPa
MPa
280
280
280
300
280
300
300
300
300
300
320
320
320
300
300
300
320
320
320
320
320
320
320
320
320
320
Form
Factor
k,
About x-axls
Compactness
(C, N, S)
About y·axls
z,.
Compactness
(C. N, S)
11)3mm3
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
2680
2300
N
1560
1230
986
656
570
494
310
250
176
74.4
c
N
c
c
N
c
c
1.00
N
1.00
c
1960
z.,
103mm3
c
c
c
N
c
N
c
c
N
c
c
N
c
1. For Grade 300 sections the tensile strength (ful is 440 MPa.
2. C"Compact Section; N "'Non·compact Section: S" Slender Section.
3. All references to Grads 300 refer to the specification oi300PLUS1u Steel or AS!NZS 3679.1·300.
1210
1040
882
694
567
454
299
260
223
137
110
73,5
34.4
flange
X-·-·
TABLE 3.1-5(A)
TEES CUT FROM UNIVERSAL BEAMS
stem
DIMENSIONS AND PROPERTIES
I
DIMENSIONS
Deslgnal/on
From
of
Universal
Section
Section
d
kg/m
kg/m
mm
305BT62.5
56.5
50.5
265BT 46.3
41.0
230BT41.1
37.3
33.6
205BT29.9
26.9
25.4
22.4
155BT23.1
20.2
16.0
610UB125
113
101
530UB 92.4
82.0
460UB 82.1
74.6
67.1
410UB 59.7
53.7
360UB 56.7
50.7
44.7
310UB 46.2
40.4
32.0
1258T18.7
250UB 37.3
15.7
31.4
305
303
300
266
263
229
228
226
202
200
178
177
175
153
151
148
127
125
123
103
101
100
98
89
87
86
77
74
180BT28.4
12.9
1008T 14.9'
12.7.
11.2.
9.1
25.7
200UB 29.8
25.4
22.3
18.2
908T 11.1
180UB 22.2
18.1
9.1
8.1
75BT 9.0
7.0
Notes:
16.1
150UB 18.0
14.0
Width
Thltk·
,,
ness
b,
mm
Web
Thick·
Root
,,
ness
Radios
Flange
lw
'1
dw
Depth
mm
mm
mm
mm
229
19.6
228
17.3
228
14.8
209
15.6
209
13.2
191
16.0
190
14.5
190
12.7
12.8
178
178
10.9
172
13.0
171
11.5
171
9.7
166
11.8
10.2
165
149
8.0
146
10.9
146
8.6
124
8.0
134
9.6
7.8
133
133
7.0
99.0 7.0
90.0 10.0
90.0 8.0
90.0 7.0
75.0 9.5
75.0 7.0
11.9
11.2
10.6
10.2
9.6
9.9
9.1
8.5
7.8
7.6
8.0
7.3
6.9
6.7
6.1
5.5
6.4
6.1
5.0
6.3
5.8
5.0
4.5
6.0
5.0
4.5
6.0
5.0
14.0
14.0
14.0
14.0
14.0
11.4
11.4
11.4
285
285
285
250
250
213
213
213
189
189
165
165
165
141
141
140
116
116
115
93
93
93
91
79
79
79
67
67
11.4
11.4
11.4
11.4
11.4
11.4
11.4
13.0
6.9
8.9
12.0
8.9
8.9
8.9
11.0
8.9
8.9
8.9
8.0
8.0
{1) ·indicates x· and y·axis are Interchanged from that shown on the diagram.
(2} The value of the warping constant (lw) for Tees is approximately zero (Appendix H4 of AS 4100).
(3)
PROPERTIES
RATIOS
Flange
Depth
A lmm cu1ting a!towance has been provided off each split tee.
dw
t;
24.0
25.5
26.9
24.5
26.0
21.5
23.4
25.1
24.3
24.9
20.7
22.6
24.0
21.0
23.1
25.5
18.2
(bJ•Iw)
2tl
5,54
6.27
7.34
6.37
7.55
5.66
6.24
7.15
6.65
7.82
6.31
7,12
8.46
6.75
7.79
8.97
6.40
Gross
Coordin·
Section
ale ol
Centroid
Area
Ag
mm2
y,
'·
mm
106mm 4
74.8
75.6
77.4
65.3
66.9
54.4
53.8
54.2
45.6
68.3
62.4
56.7
38.7
35.0
24.5·
22.2
20.2
13.7
47.5
12,7
z,
z,
39.2
38.9
39.9
30.3
30.1
32.2
9.68
8.65
7.83
5.30
4.69
3.86
2370
25.4
2.91
2.58
97.3
2.03
1.49
1.29
1.11
0.911
78.6
72.3
62.1
56.2
43.3
26.2
20.9
18.2
16.2
13.9
11.8
0.857
43.1
12.5
0.684
0.601
0.533
0.410
36.2
32.6
29.2
23.3
10.1
8.13
7.44
6.65
8.15
9.14
6.75
2000
1630.
1910
1610
1430
1150
26.5
25.9
20.6
20.8
19.8
21.0
13.1
15.7
4.20
5.31
1400
19.9
18.9
17.4
11.2
13.4
6.11
3.63
5.00
1150
1020
1140
887
18.4
18.3
17.6
s,
103mm3 103mm3 103rnm 3
913
825
733
593
522
451
413
372
299
267
247
223
196
175
156
120
114
r,
mm
s,
Zy
fy
6
4
3
10 mm 10 mm 3 103mm 3
527
489
456
344
318
249
226
208
154
147
123
110
102
76.7
68.3
58.7
92.6
92.9
93.6
81.1
81.7
68.5
68.4
68.7
59.9
60.7
28.6
50.8
46.2
35.0
35.9
36.9
32.6
28.7
24.5
21.0
35.3
28.0
28.3
27.9
28.1
1.93
1.53
1.37
0.568
22.6
18.1
24.7
0.610
13.6
24.4
24.3
21.6
21.5
0.488
0.427
0.336
0.247
10.8
9.48
8.96
6.60
16.0
16.6
13.0
19.7
172
150
129
114
96.3
97.5
87.4
76.6
67.7
297
275
255
193
178
140
128
118
87.3
83.0
69.6
62.7
57.9
43.4
38.8
33.3
8.96
9.16
7.26
fy
Torsion
Constant
J
mm
103mm 4
About y·axls
Aboul x·axls
Stem
7970
7220
6480
5890
5240
5220
4750
4280
3810
3440
3610
3230
2860
2960
2600
2030
23.0
14.7
16.0
18.6
20.2
19.0
Flange
17.1
14.7
11.9
10.1
9.31
8.30
7.27
6.03
5.13
57.7
51.7
5.52
51.8
52.4
42.3
42.5
43.6
4.80
4.05
4.50
3.82
64.2
56.1
47.4
54.3
46.3
29.7
2.21
2,83
2.23
1.27
268
235
201
178
151
152
136
119
105
89.4
99.2
86.6
73.2
83.2
71.0
45.9
49.7
48.7
47.5
44.9
43.8
42.2
41.8
41.2
39.8
38.7
39.1
38.6
37.7
39.0
38.4
33.0
778
566
393
386
262
349
264
188
168
117
168
120
80.2
116
78.4
43.1
36.8
30.6
59.5
34.6
33.4
78.7
47.1
20.6
28.8
23.0
20.7
31.8
44.2
35.4
31.7
17.9
28.0
31.8
30.8
31.0
22.2
33.6
52.4
31.2
22.4
19.2
20.8
40.6
22.3
11.5
21.1
16.8
14.7
14.1
10.4
20.6
20.5
17.2
16.7
44.4
15.7
30.0
13.9
I~
TEES CUT
.::~E~~~:~~SAL ~ l;; " :'
BEAMS
'
~ '~
GRADE 300
PROPERTIES FOR ASSESSING SECTION CAPACITY TO AS 4100
Oeslgn;;~llon
Yield Stress
Flange
Web
'•'
MPa
3058T62.5
56.5
50.5
265BT46.3
41.0
230BT 41.1
37.3
33.6
205BT29.9
26.9
180BT28.4
25.4
22.4
155BT23.1
20.2
16.0
125BT18.7
15.7
12.9
1008T14.9 •
12.7"
11.2.
9.1
908T11.1
9.1
8.1
75BT 9.0
7.0
Notes:
280
280
300
300
300
300
300
300
300
320
300
300
320
300
320
320
320
320
320
320
320
320
320
320
320
320
320
320
,,..
Form
Factor
About y·axis
Stem
z,.
z,,
103mm3
103mm3
10 3mm3
0.843
0.820
0.787
0.825
0.799
0.870
0.846
0.823
0.846
0.819
0.893
0.867
0.836
0.903
0.872
0.832
0.931
0.909
0.864
0.987
0,961
0.923
0.893
• 1.00
0.966
445
412
362
290
267
210
192
176
131
124
104
94.0
84.6
65.0
58.2
47.3
42.9
39.0
31.4
288
237
183
168
137
146
121
97.3
27.3
22.9
19.7
15.6
12.6
16.5
258
225
193
171
144
146
131
115
102
86.5
96.3
84.2
70.2
81.4
69.5
43.4
58.2
45.7
30.8
43.2
34.4
30.1
17.2
20.3
15.2
12.4
16.3
0.934
13.4
10.4
14.2
1.00
1.00
13.7
10.9
12.7
13.4
9.89
kt
MPa
300
300
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
About x·axls
Flange
z..
24.0
19.5
17.8
18.7
77.1
65.2
74.7
63.1
49.3
46.0
35.6
25.1
32.6
29.1
19.3
9.49
(1) • indicates x- andy- axis are interchanged from that shown on the diagram.
(2) For Grade 300 sections the tensile strength (fu) is 440 MPa.
(3) Z~ Flange- for bending about the Nxls that causes compression In the flange.
(4) Ze~ Stem- for bending about the x-axls tha.t C_auses compresSion in the stem.
(5) All references to Grade 300 refer to the specification of 300PLUS'"' Steel or ASfNZS 3679.1·300.
st•m
flange
TABLE 3.1-6(A)
Y-·-·
TEES CIJT FROM UNIVERSAL COLUMNS
DIMENSIONS AND PROPERTIES
DIMENSIONS
Designation
Wldlh
Thltk·
,,
ness
b,
Web
Thick·
ness
lw
Depth
Root
Radius
,,
10
Flange
dw
kg/m
kgfm
mm
mm
mm
mm
mm
mm
310UC158
16.5
137
118
96.8
250UC 89.5
72.9
200UC 59.5
311
25.0
21.7
309
307
18.7
15.4
305
256
17.3
254
14.2
14.2
205
204
12.5
203
11.0
154
11.5
153
9.4
152
6.8
99.0 7.0
15.7
68.5
59.0
48.4
125CT44.8
36.5
163
159
156
153
129
126
104
102
101
80
78
75
48
13.8
11.9
9.9
10.5
8.6
9.3
8.0
7.3
8.1
6.6
6.1
5.0
16.5
16.5
16.5
14.0
14.0
11.4
138
138
138
138
112
112
90
90
90
68
68
68
41
75CTI8.6
15.0
11.7
50CT 7.4
Notes:
52.2
46.2
150UC 37.2
30.0
23.4
100UC 14.8
PROPERTIES
RATIOS
Flange
155CT79.0
100CT29.8
26.1
23.1
,,
From
Universal
Section
Depth
ol
Section
d
11.4
11.4
8.9
8.9
8.9
10.0
dw
!;;-
(b,·lw)
211
8.76
5.91
9.97
11.6
13.9
10.6
13.0
6.80
7.89
9.58
7.10
8.64
6.89
9.65
11.2
Gross Coord In·
Section ate of
Area Centroid
A,
mm 2
10100
8720
7500
6180
5690
4650
3800
7.84
3320
12.3
8.90
8.44 6.34
10.4
7.79
11.2 10.7
8.10 6.71
2940
2360
1920
1480
9~8
'•
ly
6
10 mm 4
30.1
15.0
12.6
10.5
8.43
5.19
4.07
mm
28.3
26.5
24.7
22.0
20.2
18.6
17.4
16.8
15.2
13.9
14.1
8.80
About x·axis
About ~-axis
2.36
1.98
1.75
0.909
0.707
0.588
0.119
Flange
Stem
z,
z,
s,
103mm3 103mm 3 103mm 3
499
447
397
341
236
201
127
114
104
59.8
50.9
41.8
13.5
222
113
96.5
186
81.2
154
122
65.7
48.5
94.3
73.1
38.5
27.6
53.2
44.4
23.3
38.9
20.8
14.1
26.9
20.8
11.1
9.62
17.3
6.12
3.08
ly
mm
38.6
38.1
37.5
36.9
30.2
29.6
24.9
z,
s,
I,
3
4
3
3
6
10 mm 10 mm 10 mm3
24.4
8.85
403
346
294
239
189
153
99.5
86.8
24.4
7.67
75.6
19.6
19.2
19.9
11.3
3.50
2.81
1.99
0.568
45.5
36.7
26.2
62.7
53.4
45.1
36.4
24.2
19.4
10.2
11.5
614
526
447
363
287
232
152
132
115
69.5
55.9
40.1
17.6
,,
mm
79.0
78.2
77.6
76.8
65.2
64.6
51.8
51.6
su
38.5
38.2
36.6
24.6
Torsion
Constant
J
3
10 mm 4
1900
1250
810
463
521
292
237
162
113
97.9
54.3
24.9
17.3
(lJ The va!ue of the warping constant (lw) for Tees is approximately zero (Appendix H4 of AS 4100).
(2) A 1mm cutting allowance has been provided off each split tea.
~-----------------------------------. :~ I
TABLE 3.1-6(8)
Y-·-·
TEES CUT FROM UNIVERSAL COLUMNS
GRADE 300
PROPERTIES FOR ASSESSING SECTION CAPACITY TO AS 4100
Deslgnallon
Yield Stress
Flange
Web
155CT79.0
68.5
59.0
48.4
125CT44.8
36.5
100CT29.8
26.1
23.1
75CT18.6
15.0
11.7
50CT 7.4
Notes:
(1)
(2)
(3)
(4)
,,.
'•'
MPa
MPa
280
280
280
300
280
300
300
300
300
300
320
320
320
300
300
300
320
320
320
320
320
320
320
320
320
320
Form
Factor
.,
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 y·axls
Flange
Stem
About x·axis
z.,
z.,
z,
103mm3
103mm3
103mm3
170
145
122
91.5
72.8
56.4
41.5
35.0
30.1
21.1
16.6
12.3
4.61
169
140
114
85.7
69.3
51.4
40.1
32.6
28.3
21.0
15.7
605
518
441
347
284
227
149
130
112
68.3
55.1
36.8
17.2
13.3
4.60
For Grade 300 sections the tensile strength (fu) is 440 MPa.
Ze1 Flange - for bending about the y·axis t~at causes compr8ssion In the flange.
Zrr1 Stem- for bending·aboutthe y·axis that causes compression in the stem.
All references to Grade 300 refer to the specification of 300PLUS 1 ~ Steel or AS!NZS 3679.1·300.
c.v
TABLE 3.1-?(A)
....'
.00
PARALLEL FLANGE CHANNELS
DIMENSIONS AND PROPERTIES
OeslgnaUon
Mass
perm
Deplh
of
Setllon
DIMENSIONS
Flange
Wfdlh Thick·
ness
'·
Root
Radius
'1
Between
Flanges
d1
br
kglm
mm
mm
mm
mm
mm
mm
380 PFC
300 PFC
250 PFC
55.2
40.1
35.5
100
90.0
90.0
17.5
16.0
15.0
25.1
200 PFC
180 PFC
150 PFC
125 PFC
100 PFC
75 PFC
22.9
20.9
17.7
11.9
8.33
5.92
10.0
8.0
8.0
6.5
6.0
6.0
6.0
4.7
4.2
3.8
14.0
14.0
12.0
230 PFC
380
300
250
230
200
180
150
125
100
75.0
345
268
220
206
176
158
131
110
86.6
62.8
75.0
12.0
75.0
. 75.0
75.0
65.0
50.0
40.0
12.0
11.0
9.5
7.5
6.7
6.1
Gross
Depth
d
lr
PROPERTIES
RATIOS
Web
Thick·
ness
12.0
12.0
12.0
10.0
8.0
8.0
8.0
Section
..!!L
lw
(b!'iwl
,,
Area
A,
mm'
34.5
33.5
27.5
5.14
5.13
5.47
7030
5110
4520
31.7
5.71
3200
29.3
26.3
21.8
23.4
20.6
16.5
5.75
6.27
7.26
8.04
6.84
5.93
2920
2660
2250
1520
1060
754
Coord·
lnale of
Centroid
About x·axls
mm
I,
106mm4 103mm 3 103mm3
,,
27.5
2'7.2
28.6
22.6
24.4
24.5
24.9
21.8
16.7
13.7
z,
s,
798
483
361
233
191
19.1
14.1
157
8.34 111
3.97
63.5
34.7
1.74
0.683 18.2
152:
72.4
45.1
26.8
946
564
421
271
221
182
129
73.0
40.3
21.4
r,
I,
z,,
mm
106mm 4
103mm 3
147
119
99.9
6.48
4.04
3.64
91.4
1.76
89.4
64.4
59.3
33.6
80.9
72.9
60.8
51.1
40.4
30.1
1.66
1.51
1.29
0.658
0.267
0.120
About y-axls
Z.c
Torsion
s,
103mm3 103mm 3
236
149
128
77.8
32.7
67.8
29.9
25.7
15.2
8.01
4.56
61.5
51.6
30.2
16.0
8.72
161
117
107
60.9
58.9
53.8
46.1
27.2
14.4
8.14
r,
mm
30.4
28.1
28.4
23.5
23.8
23.8
23.9
20.8
15.9
12.6
Constant Constant Centre
J
x,
103mm4 109mm6
mm
'·
472
151
290
58.2
238
35.8
108
15.0
101
10.6
81.4
7.81
54.9
4.58
23.1
1.64
13.2
0.423
0.105
8.13
P~OPERTIES FOR ASSESSING SECTION CAPACITY TO AS 4100
:::'
frl
t,..
kg/m
MPa
MPa
360 PFC
300 PFC
250 PFC
230 PFC
200 PFC
180 PFC
150 PFC
125 PFC
100 PFC
55.2
40.1
35.5
25.1
22.9
20.9
17.7
11.9
8.33
75 PFC
5.92
280
300
300
300
300
300
320
320
320
320
320
320
320
320
320
320
320
320
320
320
Notes:
.n I
Yield Slress
Flange
Web
1.
2.
3.
4.
Form
Factor
About y-axls
About x·axls
50.1
50.3
51.0
45.0
33.8
27.1
z,.
Zayt
z.,,
10 3mm 3
10 3mm3
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
946
564
421
271
221
182
129
72.8
40.3
115
82.3
88.7
45.1
46.7
44.9
38.5
22.8
12.0
1.00
21.4
For Grade 300 secllons the tensile strength (ful is 440 MPa.
ZeyL- For bending about the y-axts that causes compression In the web 'l'.
ZeyR- For bending about the Y·axis that causes compression in the toe 'R'.
All references to Grade 300 refer to the specification of 300PLUSTM Steel or AS/NZS 3679.1·300.
6.85
x7 ©-
1-
-·-X
SH!:AII
(ENTRE
f::=J=®
103mm 3
kr
46.7
'
PARALLEL FLANGE CHANNELS
GRADE 300
Mass
por
metre
56.7
56.1
58.5
y
TABLE 3.1-?(B)
Deslgnallon
Coordinate
Warping ol Shear
134
96.6
89.0
50.4
49.1
44.9
38.5
22.8
12.0
6.85
~y
TABLE 3.1-8(A)
TAPER FLANGE BEAMS
DIMENSIONS AND PROPERTIES
DIMENSIONS
Oeslg·
nation
Depth
ot
Mass
per
melre
Section
kg/m
mm
13.1
7.20
125
100
d
'
125 TFB
100 TFB
RATIOS
Web
Flange
Thick·
Width Thickness ness
lw
br
Roo!
mm
mm
mm
65.0
45.0
8.5
6.0
5.0
4.0
Radii
,,
Deplh
Between
If
,,
Flanges
dr
mm
mm
mm
8.0
7.0
4.0
3.0
108
88
Toe
PROPERTIES
Gross
A
lw
21.6
22.0
(br·lwl
21r
3.53
3.42
Section
A,
t,
z,
s,
r,
t,
z,
s,
r,
mm'
10 6mm4
103mm3
103mm3
mm
10 6mm 4
10 3mm3
103mm 3
mm
Torsion
Constant
J
10 3mm 4
1670
917
4.34
1.46
69.4
29.2
80.3
34.1
50.9
39.9
0.337
0.0795
10.4
3.53
17.2
6.01
14.2
9.31
40.2
11.6
About y-axls
Aboul x·axls
Area
Warping
Conslanl
'·
109mm6
1.14
0.176
r
TABLE 3.1-8(B)
TAPER FLANGE BEAMS
GRADE 300
PROPERTIES FOR ASSESSING SECTION CAPACITY TO AS 4100
Designation
125 TFB
100 TFB
Notes:
Mass
Yield Slress
Web
per
Flange
metre
I~
1,.
kotm
MPa
MPa
13.1
7.20
320
320
320
320
Form
Faclor
kr
1.00
1.00
Aboul x· axis
Compaclness
z.,
(C, N, S)
103mm3
.c
c
80.3
34.1
(f) for Gtade 300 sections the tensile strength (lul is 440 MPa.
{2) C::: cpmpacl Section; N =Non-compact Section; S =Slender Section.
(3) All references to Grade 300 refer to the specification of 300PLUS'~ Steal or AS!NZS3679.1·300.
About y-axls
Compaclness
(C, N, S)
z,,
1D 3mm3
c
c
15.6
5.30
b1-t
)'
IP
/
01t-,-.
tt
!-~
I
,(/)
/
1 2
/
Pr
/.
~G_J 11''1__
··~
.
.. b
em
®-
~-t
-\"·
-n
p~
'"'- 8
~)>
¢o
~~
(;i)Ol
'Or
mm
:i;::(l)
Mass
Uomlnat
leg Size
Thick·
bt X bt ness
mm
(/)"!1
mm mm
200x200x 26EA
20EA
18EA
16EA
13EA
:::!(/)
0-i
~~
0
'-I
c:
':~
·;· r
r;_''(/)_
\: ~
·m
l_'m
:.·r
t-
PROPERTIES
DIMENSIONS AND RATIOS
Oeslgnallon
0:1!
mo
/
EQUAL ANGLES
DIMENSIONS AND PROPERTIES
principal x- and y-axes
<~
..J.l./;;!
s·
TABLE 3.1-9(A)-1
(/)
t/ffi
Wz
f!o
'-/
·'-.
150x150x 19EA
16EA
12EA
IOEA
125x 125x 16EA
12EA
10EA
SEA
Note:
P"
metre
Aetuat
Thick·
ness
I
kg/m
76.8
60.1
54.4
48.7
40.0
42.1
35.4
27.3
21.9
29.1
22.5
18.0
14.9
Root
Radius
,,
Toe
Radius
,,
mm
mm
mm
26.0
20.0
18.0
16.0
13.0
19.0
15.8
12.0
9.5
15.8
12.0
9.5
7.8
18.0
18.0
18.0
18.0
18.0
13.0
13.0
13.0
13.0
10.0
10.0
10.0
10.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
-,lb,-1)
6.69
9.00
10.1
11.5
14.4
6.89
8.49
11.5
14.8
6.91
9.42
12.2
15.0
Gross
Seellon
Area
Ao
Coordinate
of Centroid
Ol= PB
mm 2
mm
9780
7660
6930
6200
5090
5360
59.3
57.0
56.2
55.4
54.2
44.2
43.0
41.5
40.5
36.8
35.4
34.4
33.7
4520
3480
2790
3710
2870
2300
1900
'•
ly
5
10 mm 4
,,
z,,
mm
103mm 3
mm
76.2
77.2
77.6
77.9
78.3
14.9
11.8
10.8
9.73
8.08
4.60
73.9
72.9
72.6
72.3
71.9
54.9
202
163
149
135
112
83.8
83.8
80.6
79.5
78.4
76.6
62.6
About x·axls
mm
'·
Yt., Y4
105mm 4
mm
141
143
144
145
146
106
107
108
109
88.2
89.6
90.6
91.3
56.8
45.7
41.7
37.6
31.2
141
141
141
141
141
106
106
106
106
88.4
88.4
88.4
88.4
OR= PT
17.6
15.1
11.9
9.61
8.43
6.69
5.44
4.55
s,
Zxt =Zx4
3
3
3
10 mm 10 mm 3
402
323
295
266
221
165
142
112
90.6
95.4
75.7
61.6
51.5
643
510
463
416
343
265
225
175
141
153
119
96.3
80.0
mm
57.2
57.8
58.4
58.7
47.7
48.3
48.7
48.9
Aboul v·axls
,,
3.91
54.3
71.9
60.8
3.06
2.48
2.20
1.73
1.40
1.17
53.7
53.4
45.4
44.7
44.4
44.2
57.0
46.4
48.5
38.6
31.5
26.5
58.7
57.3
52.1
50.1
48.7
47.7
z,
s,
103mm3 103mm 3
178
147
136
124
105
73.5
64.2
52.1
43.3
42.3
34.5
28.8
24.6
329
260
236
212
176
135
115
89.3
72.0
77.8
60.8
49.0
40.8
Torsion
Con·
stan!
r,
mm
J
3
10 mm 4
39.1
39.3
39.5
39.6
39.9
29.3
2250
1060
778
554
304
657
386
174
88.9
313
141
71.9
40.6
29.4
29.6
29.8
24.4
24.5
24.7
24.8
The value of the warping constant (lw) for angles Is approximately zero (Clause 5.6.1.3 and Appendix H4 of AS 4100).
•,
r---------------------------------------------~
I
I~
I
TABLE 3.1-9(6)-1
SHEAR CENTRE
TABLE 3.1-9(C)-1
EQUA'- ANGLES
GRADE 300
EQUAL ANGLES
PROPERTIES FOR ASSESSING
SECTION CAPACITY TO AS 4100
About x-axls
Designation
2DDx2DDx26EA
2DEA
18EA
16EA
13EA
15Dxi5Dx19EA
16EA
12EA
IDEA
125xl25xi6EA
12EA
IDEA
SEA
Notes:
Yield
Stress
lr
MPa
Form
Factor
28D
28D
28D
3DD
3DD
28D
3DD
3DO
32D
3DD
3DD
320
32D
1.DD
1.DD
1.DD
1.DD
1.0D
1.DD
1.DD
1.DD
D.958
I.DD
1.DD
1.DD
D.943
kr
DIMENSIONS AND PROPERTIES
non-principal n- and p-axes
About y-axls
load A
ore
Load
load
z,.
8
z.,
0
z.,
103mm3
103mm 3
103mm 3
6D2
479
427
369
285
267
218
197
172
136
liD
95.7
72.3
54.5
63.4
5D.3
38.9
3D.7
267
221
2D4
186
158
11D
96.3
78.1
65.D
63.4
51.7
43.1
36.8
r
12
55
114
143
11D
83.2
64.3
(1) For Grade 300 sections the tensile strength (lu) is 440 MPa.
(2) The values of Ze~ & Zey depend on the direction of the bending moment. The appropriate value depends on
the direction of the load (A, B, C. or D) as shown In the diagram.
(3) All relerances lo Grade 300 refer lo lhe specification of 300PLUS" Steel or AS/NZS 3679.1·300.
Designation
About n· and p·axes
In"' 111
106mm 4
200x200x26EA
2DEA
18EA
16EA
13EA
15Dx15Dx19EA
16EA
12EA
IDEA
125x125x16EA
12EA
IDEA
SEA
35.8
28.8
26.3
23.7
19.7
11.1
9.48
7.46
6.D4
5.32
4.21
3.42
2.86
Ot =Pe
Zna = Zpt
OR= PT
mm
103mm3
mm
59.3
57.D
56.2
55.4
54.2
44.2
43.D
41.5
4D.5
36.8
35.4
34.4
33.7
6D5
5D5
467
427
363
25D
22D
18D
149
144
119
99.4
84.9
141
143
144
145
146
1D6
ID7
1D8
1D9
88.2
89.6
9D.6
91.3
Product of 2nd
Moment of Area
Zor"' ZpR
103mm 3
255
2D1
183
164
135
ID5
88,7
66.8
55,2
6D.3
47.D
37.8
31.3
Sn =S11
'n"' rp
1,,
103 mm3
mm
10 6mm 4
46D
363
33D
296
243
189
16D
124
99.9
109
85.D
68.4
56.8
6D.5
61.3
61.5
61.8
62.2
45.4
45.8
46.3
46.6
37.9
38.3
38.6
38.8
·2D.9
-16.9
·15.5
-14.D
-11.6
·6.48
·5.58
-4.4D
·3.56
-3.11
-2.48
-2.D2
·1.69
01~;--t
TI
/"
/
/
Pr
/
,
,1~r1
/
bt-t
t rlr1
·~n
' ::1 ·---i +.:~
®- p-"
/
/
TABLE 3, 1-9(A)-2
'·®I~ 8
'n,.l'
' ·,
b,
leg Size
Nominal
Mass
Thick-
Root
Toe
Thick-
per
ness
Radius
Radius
ness
,,
mm
s.o
s.o
s.o
s.o
s.o
s.o
mm
metre
I
kg/m
mm
100x100x12EA
tOEA
SEA
6EA
17.7
14.2
11.S
9.16
12.7
10.6
8.22
10.5
S.73
6.81
5.27
9.02
7.51
S.87
4.56
4.93
3.84
S.68
4.46
3.48
2.31
3.97
3.10
2.06
3.SO
2.73
1.83
2.56
2.01
1.35
2.08
1.65
1.12
12.0
9.S
7.S
6.0
9.5
7.S
6.0
9.S
7.S
6.0
-4.6
9.5
7.8
6.0
4.6
6.0
4.6
7.8
6.0
4.6
3.0
6.0
4.6
3.0
6.0
4.6
3.0
6.0
4.6
3.0
6.0
4.6
3.0
90x 90x10EA
8EA
6EA
75x 75x10EA
SEA
6EA
SEA
65x 65x10EA
8EA
6EA
SEA
55x 55x 6EA
5EA
SOx SOx SEA
6EA
5EA
3EA
45x 45x 6EA
5EA
3EA
40x 40x 6EA
SEA
3EA
30x 30x 6EA
SEA
3EA
'0
()
.
~
25x 25x 6EA
~
-'(3
SEA
3EA
'f
.~
PROPERTIES
Gross
Actual
mm mm mm
bt X bt
8.0
8.0
s.o
s.o
s.o
6.0
6.0
6.0
6.0
6.0
6.0
6.0
6,0
6.0
6.0
s.o
5.0
5.0
s.o
s.o
s.o
s.o
s.o
s.o
5.0
s.o
s.o
,,
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
s.o
5.0
3.0
3.0
3.0
3.0
3.0
3.0
3,0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
M
I
7.33
9.53
11.S
15.7
S.47
10.5
14.0
6.89
S.62
11.S
1S.3
5.84
7.33
9.83
13.1
8.17
11.0
S.41
7.33
9.87
15.7
6.SO
8.78
14.0
5.67
7.70
12.3
4.00
S.S2
9.00
3.17
4.43
7.33
Torsion
Section
Coordinate
Area
of Centroid
Ag
Ot =Pa
mm2
mm
2260
1S10
1500
1170
1620
1350
1050
1340
1110
867
672
1150
9S7
748
581
628
489
723
568
443
295
S06
394
263
446
348
233
326
2S6
173
266
210
143
29.2
28.2
27.5
26.8
25.7
25.0
24.3
22.0
21.3
20.S
19.9
19.6
19.0
18.3
17.7
1S.8
1S.2
1S.2
14.S
13.9
13.2
13.3
12.7
12.0
12.0
11.S
10.8
9.53
8.99
8.30
8.28
7.7S
7.07
=PT
Con·
About x·axls
I,
Yt "'Y4
mm
10 6mm 4
mm
70.8
71.8
72.5
73.2
64.3
65.0
6S.7
53.0
S3.7
S4.S
SS.1
45.4
46.0
46.7
47.3
39.2
39.8
34.8
3S.5
36.1
36.8
31.7
32.3
33.0
28.0
28.S
29.2
20.5
21.0
3.29
2.70
2.27
1.7S
1.93
1.63
1.28
1.08
0.913
0.722
70.7
70.7
70.7
70.7
63.6
63.6
63.6
S3.0
S3.0
53.0
53.0
46.0
46.0
46.0
46.0
38.9
3S.9
35.4
3S.4
3S.4
3S.4
31.8
31.0
31.8
2S.3
28.3
28.3
21.2
21.2
flR
21.7
16.7
17.3
17.9
o.s63
0.691
O.S89
0.471
0.371
0.277
0.220
0.2S3
0.205
0.163
0.110
0.146
0.117
0.0790
0.0997
0.0800
O.OS45
0.0387
0.0316
0.0218
0.0210
0.0173
Q.0121
.(!)
: ~
t,,
·'
Note:
3
DIMENSIONS AND PROPERTIES
principal x- and y- axes
'\
DIMENSIONS AND RATIOS
Designation
/
EQUAL ANGLES
nR -,
p
5.
'/
.,
The value of the vmping constant (lw) for angles Is approximately zero {Clause 5.6.1.3 and Appendix H4 of AS 4100).
Zxt "' Zx4
s,
103mm3 to 3mm 3
46.6
38.2
32.0
25.2
30.4
25.6
20.1
20.4
17.2
13.6
10.6
1S.O
12.8
10.2
S.08
74.4
60.3
50.3
39.2
4S.3
40.3
31.5
32.7
27.4
21.S
16.7
24.3
20.5
16.2
7.14
12.6
11.4
S.65
7.16
S.79
4.60
3.11
4.S9
3.66
2.48
3.S3
2.83
1.93
1.83
1.49
1.03
8.90
11.6
9.27
7.2S
4.86
7.39
S.83
3.90
S.73
4.S3
3.0S
3.04
2.43
1.65
17.7
1.19
2.01
17.7
17.7
0.980
0.684
1.63
1.11
21.2
,,
ly
z,,
About Y·axls
r,
,,
mm
106mm 4
mm
to 3mm3
mm
35.S
35.4
35.2
35.0
31.9
31.7
31.5
26.6
26.4
26.2
26.1
23.7
23.4
23.1
23.0
19.6
19.4
18.1
17.8
17.6
17.6
16.0
15.8
15.7
14.3
14.0
13.9
10.7
10.5
10.3
23.9
19.6
16.5
13.1
15.7
13.2
10.S
10.6
8.99
7.15
5.62
7.71
6.56
S.26
41.3
39.9
38.9
37.9
36.4
35.4
34.3
38.2
38.6
38.S
39.1
34.5
34.6
35.0
28.4
28.7
28.9
29.0
24.S
24.8
25.1
25.3
21.0
21.2
18.7
19.0
19.2
19.3
17.0
17.2
17.3
1S.O
1S.2
15.3
10.9
11.1
11.2
8.69
9.07
9.21
0.857
0.696
0.582
0.45S
0.501
0.419
0.330
0.283
0.237
0.187
0.147
0.183
0.1S4
0.122
0.09S9
0.0723
0.0571
0.067S
0.0536
0.0424
0.0289
0.0383
0.0303
0.0206
0.0265
0.0209
0.0142
0.0107
0.00839
0.00573
0.00600
0.00469
0.00319
8.97
8.73
8.56
4.18
3.69
2.94
3.73
3.01
2.40
1.65
2.39
1.91
1.31
1.86
1.49
1.02
0.993
0.799
O.S54
0.669
0.537
0.373
31.1
30.1
29.0
28.1
27.7
26.8
25.8
2S.O
22.3
21.5
21.S
20.5
19.7
18.7
18.8
18.0
17.0
17.0
16.2
1S.3
13.5
12.7
11.7
11.7
11.0
9.99
z,
s,
to 3mm3 to 3mm3
20.S
17.4
14.9
12.1
13.S
11.8
9.62
9.09
7.87
6.44
S.22
6.60
S.73
4.71
3.84
3.24
2.66
3.14
2.61
2.1S
1.S5
2.04
1.68
1.21
1.55
1.29
0.934
0.791
0.660
0.468
0.512
0.428
0.319
37.9
30.7
25.6
20.0
24.6
20.S
slant
ly
J
mm
103mm 4
19.S
19.6
19.7
19.S
17.6
17.6
110
56.2
31.7
14.S
50.5
26.6
13.4
41.9
23.8
11.2
5.28
35.1
20.0
9.37
4.36
16.1
17.8
16.S
14.0
11.0
8.61
12.S
10.S
8.2S
14.5
14.6
14.7
14.8
12.6
12.7
12.8
6.46
5.82
12.9
10.7
7.93
4.57
6.00
4.76
3.7S
2.S3
3.79
2.99
2.02
2.9S
2.33
1.5S
1.59
1.26
0.862
10.8
9.66
9.72
9.79
9.90
8.71
8.76
8.85
7.71
7.75
7.83
5.72
5.72
5.77
3.71
1S.2
7.21
3.38
1.07
4.75
3.44
0.849
0.583
4.72
4.73
1.66
0.51S
1.01
6.32
2.96
0.87S
S.60
2.63
0.785
4.16
1.98
0.605
.,,,J
!imate~
I e \ P •. 3lant (1 ...
Th eva.......
.,musef
II~ Ul
ll
,.
TABLE 3. 1-9(B)-2
TABLE 3.1-9(C)-2
EQUAL ANGLES
GRADE 300
PROPERTIES FOR ASSESSING
SECTION CAPACITY TO AS 4100
Oesiunallon
Yield
Form
Stress
Factor
kr
'•
MPa
100xf00x12EA
10EA
8EA
6EA
90x 90x10EA
SEA
6EA
75x 75x10EA
8EA
6EA
SEA
6Sx 6Sx10EA
8EA
6EA
SEA
55x 55x 6EA
SEA
SOx SOx SEA
6EA
SEA
3EA
4Sx 4Sx 6EA
SEA
3EA
40x 40x 6EA
SEA
3EA
30x 30x 6EA
SEA
3EA
25x 25x 6EA
5EA
3EA
Notes:
300
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
About x·axls
load A
OIC
About y-axls
load
8
Designation
0
z,,
z.,
103mm3
103mm3
103mm 3
1.00
69.9
31.1
1.00
55.1
1.00
0.906
1.00
1.00
1.00
1.00
1.00
1.00
0.927
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.907
1.00
1.00
1.00
43.7
30.9
4S.O
31.1
25.2
20.4
14.8
20.4
16,7
12.4
13.6
11.6
8.86
6.47
9.90
8.60
6.76
s.os
4.84
3.70
4.71
3.92
3.08
1.90
3.06
2.47
1.56
2.33
1.93
1.26
1.19
0.990
0.715
0.769
0.642
0.479
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.oo
1.00
36~
10.7
8.69
6.60
3.82
6.88
S.39
3.19
5.29
4.24
2.S9
2.74
2.23
1.50
1.78
1.47
1.03
About n-and p·axes
load
z,.
2S,
30.S
25.4
18.7
13.2
22.S
19.2
14.7
10.6
1o.6
7.88
EQUAL ANGLES
DIMENSIONS AND PROPERTIES
non-principal n- and p-axes
SHEAR CENTRE
26.1
22,4
18.1
20.6
17.8
14.4
13.6
11.8
9.67
7.83
9.90
8.60
7.07
5.75
4.86
3.99
4.71
3.92
3.23
2.32
3.06
2.S2
1.61
2.33
1.93
1.40
1.19
0.990
0.733
0.769
0.642
0.479
(1) For Grade 300seclions the tensile strength (fu) is 440 MPa.
(2) The values of Zt~ & Zey depend on the direction of the bending moment The appropriate
value depends on the direction of the toad (A, B. C, or D) as shown in the diagram.
(3) All references to Grade 300 refer to the specification of 300PLUSTM Steel or
ASINZS 3679. 1·300.
In= lp
106mm4
100x100x12EA
fOE A
8EA
6EA
90x 90x10EA
SEA
6EA
75x 75x10EA
SEA
SEA
5EA
65x 65x10EA
SEA
6EA
SEA
SSx SSx 6EA
SEA
50x SOx SEA
6EA
SEA
3EA
4Sx 4Sx 6EA
SEA
3EA
40x 40x 6EA
5EA
3EA
30x 30x 6EA
SEA
3EA
25x 25x 6EA
5EA
3EA
2.06
1.70
1.42
1 '12
1.22
1.02
o.aos
0.6S1
O.S75
0.45S
0.35S
0.437
0.371
0.296
0.234
0.17S
0.139
0.160
0.129
0.103
0.0694
0.0922
0.0734
0.0498
0.0631
0.0505
0.0344
0.0247
0.0200
0.0138
0.013S
0.0110
0,00765
=Ps
mm
Zns =Zpt
103mm3
29.2
26.2
27.5
26.8
2S.7
2S.O
24.3
22.0
21.3
20.5
19.9
19.6
19.0
1S.3
17,7
15.8
1S.2
15.2
14.5
13.9
13.2
13.3
12.7
12.0
12.0
11.5
10.8
9.S3
8.99
8.30
8.26
7.75
7.07
71.1
60.1
51.7
41.S
47.3
40.9
33.2
31.0
27.0
22.1
17.9
22.3
19.6
16.2
13.2
11.1
9.12
10.5
8.90
7.36
S.2S
6.93
S.76
4.14
S.24
4.39
3.19
2.S9
2.22
1.66
1.63
1.42
1.06
nL
OR= PT
mm
70.8
71.8
72.5
73.2
64.3
6S.O
6S.7
53.0
53.7
54.S
SS.1
4S.4
46.0
46.7
47.3
39.2
39,S
34.8
3S.S
36.1
36.8
31.7
32.3
33.0
28.0
28.5
29.2
20.S
21.0
21.7
16.7
17.3
17.9
Produt:l of 2nd
Moment of Area
Znr"' ZpR
103mm3
29.3
23.6
19.6
1S.3
18.9
15.7
12.3
12.8
10.7
8.3S
S.44
9.62
6.07
6.34
4.94
4.46
3.48
4.61
3.64
2.SS
1.89
2.91
2.28
1.51
2.26
1.77
1.18
1.21
0.9S1
0.63S
0.807
0.638
0.426
Sn"' Sp
rn = r11
103mm3
mm
53.2
42.9
35.7
27.S
34.4
28.7
22.4
23.4
19.5
15.3
11.8
17.4
14.6
11.S
8.97
8.11
6.34
8.3S
6.63
S.19
3.46
S.30
4.16
2.77
4.12
3.24
2.17
2.22
1.76
1.18
1.49
1.19
0.802
30.3
30.6
30.8
31.0
27.4
27.6
27.7
22.6
22.7
'22.9
23.0
19.S
19.7
19.9
20.1
16.7
16.6
14.9
15.1
15.2
1S.3
13.5
13.6
13.8
11.9
12.0
12.2
8.71
8.83
8.93
7.13
7.23
7.33
'·•
106mm4
·1,22
-1.00
-O.S42
-0.661
-0.716
·0.604
·0.475
-0.399
-0.33S
-0.266
-0.206
-0.254
·0.218
·0.175
·0.13S
-0.103
-0.0814
·0.0928
·0.0756
-0.0602
·0.040S
·O.OS38
-0.0431
-0.0292
-0.0366
·0.0296
-0.0201
-0.0140
-0.0116
-0.00604
-0.00750
-0.00632
-0.00445
b 2-t
'\,
.--\~
~
'"
\x
~
f
'0\
_-'f.
/
'
'
'
/
CD~(
n~;, \T lt/i]Pan
flt_,
'
\
,,
Gross
I
I
Secllon
Area
A,
mm 2
CooJdl·
nate or
Cenlrold
PB
,,
,,
,,
ly
Zyt
s,
z,,
z,1
4
3
3
3
3
6
4
3
3 mm 103 mm 3 mm
6
3
3
3
10
mm
1o3mm
mm
10
mm
mm
10
mm
mm 10 mm mm 10 mm mm 10 mm mm
"'
I,
Y1
"
z,,
s,
150x100x12UA
10UA
22.5
18.0
12.0
9.S
10.0
10.0
5,0
5.0
11.5
14.8
7.33 2870 49.1
9.53 2300 48.1
24,3
23.3
7.S1 102
6.11 103
73.S
59.5
7S,3
74.9
99,7
81.S
35.2
34,6
213
176
128
103
150x 90x 16UA
27,9
21.6
17.3
14.3
1S,8
12,0
9.5
7.S
10,0
10.0
10.0
10.0
5.0
5,0
5,0
8.49
11,S
14.S
1S.2
4.70 3550 52.5
6.SO 27SO 51.0
S.47 2200 so.o
10.5
1S20 49.2
22,7'
21.2
20,2
19.6
8,80 99.5
6,97 100
S.66 101
4.73 101
88.4
69.4
56,1
46.7
71.9
71,2
70,7
70.3
122
97,8
S0.1
67.3
41.9
40.8
40,1
39.5
210
171
141
120
1S5
49.8 1.32
121
S0.4 1.04
97,6 50.7 O.S47
S1.2 51.0 0.710
17.7 12.0
14,2
9.5
11.S
7.8
9.16 6.0
8.0
8,0
8.0
9.42
12,2
1S.O
19.8
5.25 2260
6.89 1810
S.62 1500
11.S
1170
3.91
3.20
2.68
2.10
83,2
83.8
84,2
84.7
47.0
3S,2
31.S
24,S
59.7
59.3
S8,9
S8,S
65.5
53.9
82.2 41.6
113
94.4 66.6 42.0
80.3 S5.S 42.2
64.1 43.3 42.4
0.5S5
0.476
0.400
0.31S
18.6 21.5
36.0
34.6
33.9
33.3
32.8
41.6
41.8
40.7
1S.4
17.5
16.S
16,0
18.0 17.5
42.1
1SSO 31.S
1310 31.1
1020 30.3
19.4
1S.7
17.9
1.S9
1.S9
1.25
69.2
69.4
69.7
27.3
22,9
17.9
S4.5
S4.3
S4,0
34.6
29.2
23,1
1S.6
1S.2
17.9
101
47.3 34,6 0.402
S7.0 39.S 34.S 0,337
69.9 30.9 3S.1 0.266
22.3 18.0
21.S 1S.4
21.4 12.4
36.4
36.4
36.5
12.S
11.S 37.S
9.1S 37.S
7.17 37.2
15,5 1S.O
12.S 17.6
9.93 17.2
32.5 20.2 2S.2 0.106 14.2
26.7 16.0 2S.S 0.0843 13.6
21.S 12.S 2S.7 0.0667 13.2
7.47 26.4
6.18 26.S
s.os 26.6
4.02 21.7
3.18 20.8
2.SO 20.1
4.0S
3.32
9.37 36.3
7.48 36.1
S.89 3S.9
11.6 11.6
9,35 11,2
7.43 10.9
36.4 16.3
30.2 12.9
24.4 10,1
22.4 0,0936 15.6
22.7 0.0744 1S.1
22.8 O,OSS7 14.8
6.00 23.9
4,91 23,9
3.97 23.9
3.91 22.3
3,11 21.4
2.46 20.6
4.20
3.48
2,8S
8UA
6UA
100x7Sx 1OUA
SUA
6UA
12.4
10.3
7.9S
9.S
7.8
6.0
8UA
6UA
SUA
7.23
S.66
4.40
SUA
6UA
SUA
6.59
S.16
4.02
75x50x
65x50x
Note:
s.o
s.o
s.o
43.3
42.3
41.5
s.o
5.0
5.0
9.53 6.S9
11.8 S.62
15.7 11 .s
7.8
6.0
4.6
7.0
7.0
7.0
3.0
3.0
3.0
S.62 5.41
11.S 7.33
15.3 9.87
921
721
S60
2S.2
24.4
23.8
11.S
0.5S6 so.s
0.468 S1.2
0.370 S1.S
7.8
6.0
4.6
6.0
6.0
6.0
3.0
3.0
3.0
7.33 5.41
9.83 7.33
13,1 9.87
S40
658
S12
21.1
20.4
19.8
13.6
12,9
12.4
0.421 44.9
0,338 45,2
0,267 4S.4
8.0
12.1
The value of the warping constant (lw) for angles is approximately zero (Clause 5.6.1.3 and Appendix H4 of AS 4100).
I
45.5
S1.2 1.3S
S1.6 1.09
slant
J
1olmm31o3mm3 mm 103mm 4
mm
5.0
5.0
5.0
mm
About v·axls
z,,
mm
s.o
3
Con·
About x·axls
z,,
Y4
Ys
mm
10UA
3
Torsion
kglm
125x75x 12UA
y4
Xs ,
~
mm mm mm
s.o
"'
PROPERTIES
RATIOS
hl .!!cl
\
,/
'~-"Y$-s~
\ X
UNEQUAL ANGLES
DIMENSIONS AND PROPERTIES
principal x- and y- axes
DIMENSIONS
Designation
Mass Actual
Nominal per Thick· Root Toe
Leg Size Thick· metre ness RadiUS Radius
I
b1 X b1 ness
11
12UA
10UA
SUA
/'f.
:y- , /
TABLE 3.1-10(A)
I'll '
pb
y1
b1-t
tm
,e<
2
fy
Tan
a
27.6 48.8
26.9 40.7
S2.9
53.0
2S,S
20.6
42.0 32.1
40.7 26.9
S1.7
41.8
21.7 141
21.8 71.9
0.438
0.441
24.6
23.4
22.6
22.0
49,9
50,1
S0.4
50.6
26.5
20.8
16,8
14.0
38,9
37.2
36.1
35.2
34.1
28.0
23.5
20.2
SS.9
43.8
35.4
29.5
19,3 300
19.5 136
19.6 69,0
19.7 39.0
0.3S3
0.359
0.363
0.364
41.4
14.1
11.4
31.9
30.7
9.55 29.9
7.47 29.0
18.4
15.5
13.3
10.9
29.7
16.1 110
16.2 S6.2
16.3
31.7
16.4 14.8
0.356
0.360
0.363
0.364
16.0
16.1
16.2
49.1
27.8
13.0
O.S46
O.S49
8.19
6.48
S.09
10.7
10.8
10.9
19.S 0.430
9.21 0.43S
4.32 0.437
7.49
S.93
4.66
10.6
10.6
10.7
17.6 O.S70
8.29 O.S7S
3.87 O.S77
53.8
44.S
37.S
32.2
19.9 29.4
19.1 24.9
24.1
20.1
1S.7
11.0 32,2 12.5 21.2
9.26 31.3 10.7 17.S
7.2S 30.3 8.76 13.9
4.88
o.sso
.I
TABLE 3.1-1 O(B)
UNEQUAL ANGLES
GRADE 300
PROPERTIES FOR ASSESSING
SECTION CAPACITY TO AS 4100
',,·
Designation
About x-axls
Yield
Stress
Form
Factor
fy
kt
MPa
150x100x12UA
10UA
150x 90x 16UA
12UA
10UA
8UA
12Sx 7Sx12UA
10UA
8UA
6UA
100x 75x 10UA
8UA
6UA
7Sx SOx 8UA
6UA
SUA
!)5x SOx SUA
6UA
SUA
Notes:
300
320
300
300
320
320
300
320
320
320
320
320
320
320
320
320
320
320
320
1.00
0.975
1.00
1.00
0.973
0.863
1.00
1.00
0.964
0.824
1.00
1.00
0.946
1.00
1.00
0.956
1.00
1.00
1.00
About y·axls
Load
Load
load
A
Load
z,.
z,.
z.,
z.,
103mm3
103mm3
103mm3
103mm3
102
74.8
132
96.3
70.6
53.0
68.6
51.6
39.8
26.8
39.4
31.2
22.0
17.0
12.6
8.89
14.0
110
81,7
133
104
81.8
60.3
70.S
S7.2
46.0
30.1
40.9
33.1
17.3
13.7
9.64
14.0
11,2
35.3
26.0
39.S
28.8
21.2
1S.9
20.6
1S.S
11.9
8.Q7
16.0
12.6
8.93
S.93
4.38
3,11
S.87
4.46
7.92
3.24
38.2
31.0
39.8
31.2
2S.2
21.0
21.2
17.2
14.3
11.2
16,6
13.9
10.9
6.02
4.78
3.76
S.87
4.67
3.69
10.7
7.75
c
21.7
8
0
{1) For Grade 300 sections the tensile strength (fu) is 440 MPa.
{2) The values of Zex & Ze1 depend on the direction of the bending moment. The appropriate value depends on
the direction of the load (A, B, C, or D) as shown in the diagram.
(3) All references to Grade 300 refer to the specification of 300PLUS'~ Steel or ASINZS 3679.1-300.
I'
I
'
I
pT
i_ _____
L
TABLE 3.1-10(C)
'
UNEQUAL ANGLES
DIMENSIONS AND PROPERTIES
(Y
'n,
!!!
-n
p8
I
non-principal n- and p-axes
Desl~nallon
Product ol2nd
I,
6
10 mm4
150x100x12UA
125x 75x12UA
6.52
5.29
7.97
6.29
5.10
4.26
3.54
10UA
2.88
10UA
150x 90x 16UA
12UA
IOUA
SUA
8UA
6UA
100x 75x10UA
8UA
6UA
75x SOx SUA
6UA
SUA
65x SOx 8UA
6UA
5UA
2.41
1.89
1.55
1.30
1.02
0.511
0.407
0.321
0.341
0.272
0.215
Aboul n·axls
Pr
z,r
s,
,,
lp
103mm 3
103mm 3
mm
106mm 4
64.6
51.9
81.7
63.5
51.0
42.3
43.3
34.9
28.9
22.5
22.6
18.8
14.6
10.3
8.05
6.27
7.75
6.10
4.75
117
94.0
145
114
91.5
76.0
77.3
47.7
2.34
48.0
47.4
47.8
48.2
48.4
39.6
1.91
2.15
1.72
1.41
1.18
0.958
62.5
39.9
0,789
17.5
45.2
57.5
52.0
40.6
41.3
34.5
26.9
18.S
14.6
11.4
14.1
11.1
8.71
40.1
0.664
0.524
0.743
0.626
0.494
0.181
0.145
0.115
0.174
0.140
0.111
16.8
16.0
19.4
18.7
17.9
12.8
12.1
11.5
13.6
12.9
12.4
39.6
32.7
38.3
33.5
27.5
58.2
59.0
S5.6
56.3
57.1
37.2
37.9
38.5
36.4
37.1
37.6
Pa
z,,
mm
103mm 3
mm
49.1
48.1
52.5
51.0
50.0
49.2
43.3
42.3
133
110
152
123
102
86.6
81.8
68.2
101
102
97.5
99.0
100
101
41.5
58.1
40.7
31.8
31.1
30.3
25.2
24.4
23.8
21.1
20.4
19.8
46.5
48.6
41.8
33.7
20.3
16.7
13.5
16.2
13.4
10.9
83.5
84.3
68.2
68.9
69.7
49.8
50.6
51.2
43.9
44.6
45.2
81.7
82.7
40.3
31.3
31.5
31.7
23.6
23.8
23.9
20.1
20.3
20.5
"'
mm
24.3
23.3
22.7
21.2
20.2
19.6
18.4
z,,
103mm 3
About p·axls
"'
mm
96.2
75.7
61.9
76.7
94.9
81.0
69.5
60.4
52.0
67.3
68.8
69.8
70.4
S6.6
14.1
12.0
10.0
12.7
10.8
8.96
Moment of Area
z,,
s,
~
1,,
103mm3
103mm 3
mm
106mm 4
30.9
24.9
32.0
25.0
20.2
16.8
16.9
56.0
59.6
45.8
36.5
30.1
31.4
13.7
11.4
25.1
20.7
28.6
28.8
24.6
25.0
25.3
25.5
20.6
20.9
8.89
13.4
11.1
8.67
4.86
3.84
3.00
4.78
3.77
2.95
16.0
24.3
20.2
15.7
8.96
6.99
5.41
8.74
6.85
5.32
44.7
21.0
-2.27
-1.85
-2.35
-1.89
-1.54
-1.29
·1.05
·0.867
·0.730
21.2
21.7
21.9
22.0
14.0
-0.575
14.2
-0.141
14.3
14.4
14.6
14.7
-0.111
·0.141
-0.114
-0.0902
-0.62S
-0.527
-0.416
-0.174
---\
TABLE 3.1-11
ROUND BARS
DIMENSIONS AND PROPERTIES
Circumference
Mass
A,
mm
kgtm
mm 2
mm
10
12
14
16
18
20
22
24
26
27
30
32
33
35
36
38
39
42
45
48
0.616
0.887
1.21
1.58
2.00
2.46
2.98
3.55
4.17
4.49
5.55
6.31
6.71
7.55
7.99
78.5
113
154
201
254
314
380
452
531
573
707
804
855
962
1020
8,90
1130
1190
31.4
37.7
44.0
50.3
56.5
62.6
69.1
75.4
81.7
84.8
94.2
101
104
110
113
119
123
132
141
151
Diameter
9.38
10.9
12.5
14.2
1390
1590
1810
I
6
10 mm4
0.000491
0.00102
0.00189
0.00322
0.00515
0.00785
0.0115
0.0163
0.0224
0.0261
0.0398
0.0515
0.0582
0.0737
0.0824
0.102
0.114
0.153
0.201
0.261
z
103mm3
0.0982
0.170
0.269
0.402
0.573
0.785
1.05
1.36
1.73
1.93
2.65
3.22
3.53
4.21
4.58
5.39
5.82
7.27
8.95
10.9
z,
s
103mm3
'
Diameter
103mm3
mm
0.147
0.254
0.404
0.603
0.859
1.16
1.57
2.04
2.59
2.90
3.98
4.83
5.29
6.31
6.87
8.08
8.74
10.9
13.4
16.3
0.167
0.288
0.457
0.683
0.972
1.33
2.50
3.00
3.50
4.00
4.50
5.00
5.50
6.00
6.50
6.75
7.50
8.00
8.25
8.75
9.00
1.77
2.30
2.93
3.28
4.50
5.46
5.99
7.15
7,78
9.15
9.89
12.3
15.2
18.4
Note: Not all the listed sizes are available in some grades and finishes. Check manufacturers' catalogues before specifying.
9.50
9.75
10.5
11.2
12.0
Mass
A,
mm
kgfm
mm 2
mm
50
56
60
63
65
70
75
80
90
100
110
120
130
140
150
160
170
180
190
200
215
15.4
1960
19.3
22.2
24.5
26.0
30.2
34.7
39.5
49.9
61.7
74.6
88.8
104
121
139
158
178
200
223
247
285
2460
2830
3120
3320
3850
157
176
188
198
204
220
236
251
283
314
346
377
408
440
471
503
534
565
597
628
675
4420
5030
6360
7850
9500
11300
13300
15400
17700
20100
22700
25400
28400
31400
36300
Circumference
I
6
10 mm4
0.307
0.483
0.636
0.773
0.876
1.18
1.55
2.01
3.22
4.91
7.19
10.2
14.0
18.9
24.9
32.2
41.0
51.5
64.0
78.5
105
z
z,
s
r
10 3mm3
10 3mm3
1o3mm3
mm
20.8
29.3
36.0
41.7
45.8
12.5
14.0
15.0
15.8
16.2
57.2
17.5
70.3
85.3
122
167
222
288
366
457
562
683
819
972
1140
1330
1660
16.6
20.0
22.5'
25.0
27.5
30.0
32.5
35.0
37.5
12.3
17.2
21.2
24.5
27.0
33.7
41.4
50.3
71.6
98.2
131
170
216
269
331
402
482
573
673
785
976
18.4
25.9
31.8
36.8
40.4
50.5
62.1
75.4
107
147
196
254
324
404
497
603
723
859
1010
1180
1460
40.0
42.5
45.0
47.5
50.0
53.8
TABLE 3.1-12
SQUARE BARS
DIMENSIONS AND PROPERTIES
Width
. I
. "' I
Ag
I
mm
kg/m
mm'
106mm 4
10
12
14
16
18
20
25
28
32
35
40
0.790
1.13
1.54
2.01
2.54
3.14
4.91
6.15
8.04
9.62
100
144
196
258
324
400
625
784
1020
1220
1600
0.000833
0.00173
0.00320
0.00546
0.00875
0.0133
0.0326
0.0512
0.0874
0.125
Notes:
'•.. 0
Mass
12.5
0.213
z,
s
103mm3
103mm3
103mm3
mm
0.167
0.288
0.457
0.683
0.972
1.33
2.60
3.66
5.46
7.15
0.250
0.432
0.686
1.02
1.46
2.00
3.91
5.49
8.19
10.7
0.250
0.432
0.686
1.02
1.46
2.00
3.91
5.49
8.19
10.7
2.89
3.46
4.04
4.62
5.20
5.77
7.22
8.08
9.24
10.1
16.0
16.0
11.5
z
10.7
r
(1) Not all the listed sizes are available in some grades and finishes. Check manufacturers' catalogues before
specifying.
(2) Value of section properties are about principal axes.
y
h·-.
I
It
I
I~
TABLE 3.1-13
SQUARE EDGE FLAT BARS
DIMENSIONS AND PROPERTIES
Mass
per
Metre
Cross·
Second
Second
Second
Section
Moment
Moment
Ql Area
of Area
Moment
mm mm
kg/m
mm2
106mm4
106mm 4
106mm 4
16 X 5
16 X 6
16 X 8
16 X 10
20 X 3
2d X 5
0.628
0.754
1.00
1.26
0.471
0.785
0.942
1.57
1.04
0.589
0.981
80.0
96.0
128
160
60.0
100
120
200
132
75.0
125
150
200
250
300
96.0
160
192
256
320
384
120
200
240
320
400
480
640
800
225
270
360
450
540
150
250
300
400
500
600
800
1000
1250
275
330
550
0.00171
0.00205
0.00273
0.00341
0.00200
0.00333
0.00400
0.00667
0.00532
0.00391
0.00651
0.00683
0.00819
0.0109
0.0137
0.00800
0.0133
0.0160
0.0267
0.0213
0.0156
0.0260
0.0312
0.0417
0.0521
0.0625
0.0328
0.0546
0.0655
0.0874
0.109
0.131
0.0640
0.107
0.128
0.171
0.213
0.256
0.341
0.427
0.152
0.182
0.243
0.304
0.364
0.000167
0.000288
0.000683
0.00133
0.000045
0.000208
0.000360
0.00167
0.00039
0.000056
0.000260
0.000450
0.00107
0.00208
0.00360
0.000072
0.000333
0.000576
0.00137
0.00267
0.00461
0.000090
0.000417
0.000720
0.00171
0.00333
0.00576
0.0137
0.0267
0.000469
0.000810
0.00192
0.00375
0.00648
Wldlhx
Thickness
20 X 6
20 X 10
22 X 6
25 X 3
25 X 5
25 X 6
25 X 8
25 X 10
25 X 12
32 X 3
32 X 5
32
6
3~ X 8
32 X 10
X
32 X 12
40 X 3
1.18
1.57
1.96
2.36
0.754
1.26
1.51
2.01
2.51
3.01
0.942
40
X
5
1.57
40
40
40
40
X 6
X 8
X 10
X 12
1.88
2.51
3.14
3.77
5.02
40 X 16
40 X 20
45 X 5
45 X 6
45x 8
45 X 10
45 X 12
50 X 3
50 X 5
50 X 6
50 X 8
50 X 10
50 X 12
50 X 16
50 X 20
50 X 25
55 x Is
55 X 6
55
X
10
6,28
1. 77
2.12
2.83
3.53
4.24
1.18
1.96
2.36
3.14
3.92
4.71
6.28
7.65
9.81
2.16
2.59
4.32
Area
Wldlh X
Thickness
of Area
About x·axls Aboul1-axls About y-axls
0.00781
0.0104
0.0130
0.0156
0.00819
0.0137
0.0164
0.0218
0.0273
0.0328
0.0160
0.0267
0.0320
0.0427
0.0533
0.0640
0.0853
0.107
0.0380
0.0456
0.0608
0.0759
0.0911
0.0312
0.0521
0.0625
0.0833
0.104
0.125
0.167
0.208
0.260
0.0693
0.0832
0.139
0.125
0.000112
0.208
0.250
0.333
0.417
0.500
0.667
0.633
1.04
0.277
0.333
0.000521
0.000900
0.00213
0.00417
0.00720
0.0171
0.0333
0.0651
0.000573
0.000990
0.00458
0.555
mm mm
65
65
65
65
X
X
X
X
3
5
6
8
65
X
10
65 X 12
65 X 16
65 X 25
70 X 5
75 X 5
75 X 6
75 X 8
75 X 10
75 x12
75 x16
75 x20
75 x25
75 x40
90 X 6
90 X 8
90 X 10
90 X 12
90 X 16
90 X 20
100 X 5
100 X 6
100 X 8
100 X 10
100 X12
1QQ X 16
100 x20
100 x25
100 x50
110 X 5
110 X 6
110 X 8
110 x10
110 X 12
110 X 16
130 X 5
130x 6
130 X 8
130 X 10
130 X 12
130 x16
130 X 20
130 X 25
130
X
40
Mass
par
Metre
Cross·
Section
kg/m
mm2
1.53
2.55
3.06
4.08
5.10
6.12
8.16
12.8
2.75
2.94
3.53
4.71
5.89
7.06
9.42
11.8
14.7
23.6
4.24
5.65
7.06
8.48
11.3
14.1
3.92
4.71
6.28
7.85
9.42
12.6
Area
Second
Moment
0.0687
0.114
0.137
0.183
0.229
19.6
39.2
4.32
5.18
6.91
8.64
1100
1.11
10.4
13.8
5.1
6.12
8.16
10.2
12.2
16.3
20.4
25.5
40.8
1320
1760
650
780
1040
1300
1560
2080
2600
3250
1.33
1.77
0.915
1.10
1.46
1.83
2.20
2.93
3.66
4.58
7.32
5200
Second
Moment
of Area
of Area
of Area
About x-axls Aboul1·ax:ls About y·axls
106mm 4
106mm 4
106mm4
195
325
390
520
650
780
1040
1620
350
375
450
600
750
900
1200
1500
1880
3000
540
720
900
1080
1440
1800
500
600
BOO
1000
1200
1600
2000
2500
5000
550
660
880
15.7
Second
Moment
0.275
0.366
0.572
0.143
0.176
0.211
0.281
0.352
0.422
0.562
0.703
0.879
1.41
0.364
0.486
0.608
0.729
0.972
1.22
0.417
0.500
0.667
0.833
1.00
1.33
1.67
2.08
4.17
0.555
0.666
0.887
Mass
par
Metre
Cross·
Second
Second
Seclion
Moment
Moment
mm mm
kg/m
mm2
Wldlhx
Thickness
Area
Second
Moment
of Area
of Area
of Area
About x·axls Aboul1·axls About y-axls
106mm4
106mm 4
10 6mm 4
0.275
0.458
0.549
0.732
0.915
1.10
1.46
2.29
0.572
0.703
0.844
0.000146
0.000677
0.00117
0.00277
0.00542
0.00936
0.0222
0.0646
0.000729
0.000781
0.00135
150 X 5
150 X 6
150 X 8
150 X 10
150 X 50
5.89
7.06
9.42
11.8
14.1
18.8
23.5
29.4
37.7
47.1
58.9
1.12
1.41
0.00320
0.00625
160 X 5
6.28
800
1.71
6.83
0.00167
1.69
2.25
2.81
3.52
5.62
1.46
1.94
2.43
2.92
3.89
4.86
1.67
2.00
2.67
3.33
4.00
5.33
6.67
8.33
16.70
2.22
2.66
3.55
0.0108
0.0256
0.0500
0.0977
0.400
0.00162
0.00384
0.00750
0.0130
0.0307
0.0600
0.00104
0.00180
0.00427
0.00833
0.0144
0.0341
0.0667
0.130
1.04
0.00115
0.00198
0.00469
0.00917
0.0158
0.0375
0.00135
0.00234
0.00555
0.0108
0.0187
0.0444
0.0867
0.169
0.693
180 X 5
180 X 20
180 X 25
7.06
8.48
14.1
17.0
28.3
35.3
900
1080
1800
2160
3600
4500
2.43
2.92
4.86
5.83
9.72
12.2
9.72
11.7
19:4
23.3
38.9
48.6
0.00188
0.00324
0.0150
0.0259
0.120
0.234
190 X 5
7.46
950
2.86
11.4
0.00198
200 X 5
2QQ X 6
7.85
9.42
1000
1200
2000
2400
3200
4000
5000
1250
1500
2500
3000
4000
5000
6250
1800
2400
3000
3600
3.33
4.00
6.67
8.00
10.7
13.3
16.7
6.51
7.81
13.0
15.6
20.8
26.0
32.6
13.5
13.3
16.0
26.7
32.0
42.7
53.3
66.7
26.0
31.2
52.1
62.5
83.3
104
130
54.0
72.0
90.0
108
0.00208
0.00360
0.0167
0.0288
0.0683
0.133
0.260
0.00260
0.00450
0.0208
0.0360
0.0853
0.167
0.326
0.00540
0.0128
0.0250
0.0432
4.44
5.32
7.10
3.66
4.39
5.86
7.32
8.79
11.70
14.60
18.30
29.30
150 X 12
150 X 16
150
X
20
150 X 25
150 X 32
150 X 40
180 X 6
180x10
180 X 12
200
200
200
200
X 10
X 12
X 16
X 20
200
250
X
X
25
5
15.7
18.8
25.1
31.4
39.2
9.81
250 X 6
11.8
250 X 10
250 X 12
250 X 16
250 X 20
250 X 25
19.6
23.5
31.4
39.2
49.1
300 X 6
14.1
300
18.8
23.5
28.3
X
8
300 X 10
300 X 12
750
900
1200
1500
1800
2400
3000
3750
4800
6000
7500
1.41
1.69
2.25
2.81
3.38
4.50
5.62
7.03
9.00
11.2
14.1
18.0
22.5
27.0
5.62
6.75
9.00
11.2
13.5
18.0
22.5
28.1
36.0
45.0
56.3
0.00156
0.00270
0.00640
0.0125
0.0216
0.0512
0.100
0.195
0.410
0.800
1.56
Only a limited range of the sizes listed is
available as square edge flat bars- check
manufacturer's catalogues for availability.
Other
be cut from plate.
X
I
TABLE 3.1-14(1)
Deslgnallon
·0
···m
Holes Deducled
r: ~
u,
r. ·Z
-~-·(')
1200WB455
455'
i
423
423.
392
392'
342
342'
317
,0::>
g~
~Q
rn::;!
1-1'·);!
li>tc
'1:lr
31r
~!Jl
278
278'
249
10QOWB322
322'
296
Cn"Tl
mo
o:o
t!cn
0-t
IZ:O
CllC:
296'
258
258.
215
900W8282
282'
257
··o
.. -i
,..
c:
i?;
.,,
:· r
-~··en
257'
I '-t
--·m
218
218'
175
800WB192
168
146
122
700WB173
150
130
115
m
r
:i'
..
(,
<1'
,.
0
0
·~
Notes:
~
'0
'
~
o,
Dlameler
A,
2
mm
mm
mm
mm
-
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
55600
53600
52000
50200
48300
46600
41900
40200
38900
37400
34100
32800
30400
39300
37600
36300
280
280
280
280
280
-
280
-
-
280
280
-
280
-
-
280
280
280
-
--
-
34800
31600
30300
26300
34300
32600
31300
29800
26500
25200
21300
22900
20100
17600
14800
20500
17800
15600
13800
''i. ""':~·~-
Y
.....,
lion
2
About y·axls
y,
Zx (comp)
Zx (lens)
z..
s,
x,
Zv (comp)
Zy (tens)
z,,
s,
mm
103mm3
10 3mm 3
103mm3
10 3mm 3
mm
10 3mm 3
103mm 3
10 mm3
to 3mm 3
600
600
596
596
592
592
592
640
588
633
585
630
585
512
556
508
549
505
547
500
462
508
458
501
455
501
450
408
405
423
418
358
355
373
366
25600
25600
23300
23300
21100
21100
17500
16900
15700
25600
25600
23300
23300
21100
21100
17500
14300
15700
28200
28200
25800
25800
23400
23400
19800
17700
17900
28200
28200
25800
25800
23400
23400
19800
17700
17900
250
250
250
250
250
250
200
209
200
208
175
183
138
200
209
200
209
175
184
150
200
211
200
210
175
186
150
150
138
142
129
138
125
130
129
3330
3330
3000
3000
2670
2670
1710
1560
1500
3330
3330
3000
3000
2670
2670
1710
1430
1500
5000
5000
4500
4500
4000
4000
2560
2140
2240
1360
5070
5070
4570
4570
4070
4070
2630
2280
2310
2000
15100
13000
16100
16100
13000
12400
10900
14600
14100
13100
13000
10600
10900
14600
11900
13100
15000
13400
12900
16400
14600
14800
12600
10700
15000
13400
12900
16400
14600
14800
13200
12300
10900
9570
13600
11900
12200
10700
9960
8670
7500
8060
6840
5300
4210
6390
5370
10700
10200
8120
12400
12000
11000
10700
8930
8550
6580
7290
6140
4970
3840
5760
4810
3870
3230
{1) Gauges and hole diameters are those noted in Part 10 of this publication.
$
I
2i
y
Aboul x·axls
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
<0
0
Gauges
(2) ' Indicates four holes in flange
(3) All references to Grade 300 refer to the specifica!ion of 300PLUS'"' Steel or ASINZS 3679,2·300.
:-- (..;)
~I
., .!IJ.
!!J.,
two/four holes on tension flange
,,
[O~!!pruslln
't·®=J''
SECTION PROPERTIES
9
~'
--1
I1M1~r>
WELDED BEAMS
GRADE 300
':I>
(jj
y
r··w
10700
8660
8120
12400
9850
11000
8820
8930
7000
6580
7290
6140
4420
3440
5760
4810
3400
2870
13200
12300
10900
9570
13600
11900
12200
10700
9960
8670
7500
8060
6840
5270
4180
6390
5370
4110
4110
3490
3490
3
1020
868
633
1710
1560
1490
1250
1020
1880
1530
790
633
1710
1420
1490
1160
949
2560
2130
2240
1330
1020
2620
2270
2300
1360
1020
1250
1020
1870
1990
1590
1530
1180
903
2560
2110
2240
1850
1600
871
602
1710
1570
1490
1370
785
602
1710
1410
1490
1240
1320
961
2590
2240
2270
1960
1020
1020
1530
1560
876
601
840
631
479
309
706
521
388
309
774
601
840
631
451
290
706
521
360
289
1160
901
1260
946
677
433
1060
782
540
431
1290
931
1280
964
702
461
1080
798
568
458
TABLE 3.1-14(2)
X- -
WELDED BEAMS
GRADE 400
• X
y,
SECTION PROPERTIES
two/four holes on tension flange
Designation
"'
g,
mm
1200WB455
455*
423
423.
392
392.
342
342.
317
317.
278
278.
249
1000WB322
322'
296
296'
258
!
258'
215
900WB282
282.
257
257.
218
218'
175
800W8192
' 168
I 146
122
700WB 173
150
130
115
Notes:
About x·axls
Holes Deducted
Gauges
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
g,
mm
-
280
-
280
280
280
280
-
280
-
280
-
280
280
280
280
280
-
--
-
-
Diameter
A,
mm
mm 2
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
. 26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
55800
53800
52000
50200
48300
46600
41900
40200
38900
37400
34100
32800
30400
39300
37600
38300
34800
31600
30300
26300
34300
32600
31300
29800
26500
25200
21300
22900
20100
17600
14800
20500
17800
15600
13800
Zx(lens)
z,.
s,
z, (lens)
z,,
s,
103mm3
103mm 3
'•
z, (comp)
103mm3
mm
103mm3
103mm3
103mm 3
10 3mm 3
25600
25600
28100
28200
3330
3330
5000
21400
25300
25500
3220
3020
4530
5070
24900
23300
23300
25700
25800
2720
2670
2420
1640
1430
4500
4570
4070
3900
3540
2460
2140
15100
14400
13000
16600
15900
23400
23400
21400
18800
17700
17000
3000
19700
23200
23300
21100
18600
17500
3000
21100
17900
15900
14300
1480
1440
2150
4180
4070
3720
2510
2280
2210
14100
1870
1450
2000
11800
1360
1000
1250
12700
12400
10600
14400
14100
12900
12600
10500
10200
7910
12200
12000
10900
10700
8760
8550
10600
9740
13200
11900
11900
10700
9700
8660
13300
12000
15500
14600
14000
13200
11600
10900
12100
15500
14600
14000
13200
1180
858
2460
2130
2140
1860
1330
926
2500
2270
2200
1990
1450
1180
1500
7320
9040
9040
11100
9850
9930
8820
7960
7000
5630
6320
5280
4420
3440
4910
4060
3400
2870
12600
11700
11300
10500
9180
8470
6790
7120
6010
4990
3940
5630
4880
4110
3490
250
258
250
258
250
258
203
209
203
208
178
183
140
203
209
203
209
178
184
153
203
211
203
210
178
186
153
154
142
142
129
142
130
130
129
819
2450
2110
2130
1840
1440
888
2470
2240
2170
1960
1470
1290
858
1180
873
702
461
973
706
568
458
Ye
mm
Z,(comp)
103mm3
600
645
596
639
592
633
615
640
610
633
607
630
610
533
556
528
549
525
547
519
484
508
479
501
477
501
472
433
430
423
418
382
380
373
366
(1) Gauges and hole diameters are those noted ln Part 10 of this publication.
(2) • Indicates four holes In flange
About y·axls
22700
21100
20500
17200
16900
15500
6410
7140
5980
4970
3840
5630
4680
3870
3230
16100
14300
13400
11600
10900
12800
11900
11500
10700
9350
8670
7020
7440
6290
5300
4210
5830
4880
4110
3490
2900
2670
2570
1690
1560
868
597
1690
1560
1480
1360
1000
871
577
1690
1570
1480
1370
1000
876
578
813
601
479
309
674
486
388
309
970
790
572
1640
1420
1440
1250
968
785
556
1640
1410
1430
1240
964
774
552
767
562
451
290
627
448
360
289
1160
811
1150
843
674
422
941
672
540
421
4630
1510
1320
_compression
/
(,.)
flange
'
·~
tension
side
TABLE 3.1-15(1)
!
'
L~=:J_j
WELDED COLUMNS
GRADE 300
•
tens1on----'
flange
compression
side
SECTION PROPERTIES
two/four holes on tension flange
Holes Deducted
Designation
D1
I
500WC440
440'
414
414.
383
383'
340
340'
290
290'
267
267'
228
228'
400WC361
361.
328
328'
303
303.
270
270'
212
212'
181
181'
144
144.
350WC280
280'
258
258'
230
230'
197
197.
Notes:
mm
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
About v·axls
About x·axls
Gauges
Diameter
A,
y,
Z1 (comp)
Z1 (lens)
,Zer
s,
x,
Zy (camp)
Zy (lens)
z.,
Sy
mm
mm
mm'
mm
103mm3
103mm 3
1o'mm3
103mm3
mm
1o'mm3
1o3mm3
1o3mm3
1o'mm3
-
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
53900
51800
50700
48600
46900
45100
41600
39900
35500
34100
32700
31400
28000
26900
240
240
240
240
236
236
257
257
253
253
250
250
245
263
215
234
215
237
211
232
207
227
200
220
195
213
191
209
178
198
174
193
170
189
166
185
8980
8980
8800
8800
7990
7990
7980
7980
6930
6930
6250
6250
5130
5000
8980
8980
8800
8800
7990
7990
7980
7980
6930
6930
6250
6250
5130
4310
6340
5070
6140
4840
5570
4410
4950
3920
3880
3070
3180
2540
2550
2030
4210
3170
3810
2880
3380
2560
2940
2210
10400
10400
10100
10100
9130
9130
8980
8980
7570
7570
6700
6700
5210
10400
10400
10100
10100
9130
9130
8980
8980
7700
7700
6950
6950
5710
5170
250
250
250
250
250
250
250
250
250
250
250
250
250
258
200
210
200
212
200
211
200
211
200
211
200
210
200
210
175
189
175
188
175
188
175
189
3340
3340
3340
3340
3000
3000
2670
2670
2330
2330
2080
2080
1670
5010
5010
5010
5010
4510
4510
4000
4000
3410
3410
2970
2970
2200
5160
5160
5100
5100
4600
4600
i2
280
-
280
-
280
280
280
280
280
280
280
280
280
280
-
280
-
280
280
-
280
-
280
280
43900
41800
39700
37600
36700
34900
32700
31000
25700
24400
22000
20900
17600
16700
33600
31500
31000
29200
27600
25900
23600
22200
6340
6080
6140
5920
5570
5370
4950
4780
3880
3750
3180
3060
2550
2460
4210
4020
3810
3630
3380
3230
2940
2820
{1) Gauges and hole diameters are those noted In Part 10 of this publication.
(2) • Indicates four holes In flange
{3) All references to Grade 300 refer to the speci!ication of 300PLUS"" S!eel or ASINZS 3679.2·300.
4430
7470
7470
6550
7100
6130
6420
5570
5660
4910
4360
3790
3410
2890
2590
2100.
4940
4130
6550
7100
6130
6420
5570
5660
4910
4360
3790
3570
3130
2830
2480
4940
4130
4450
3740
4450
3740
3910
3290
3350
2800
3910
3290
3350
2800
1610
3340
3340
3340
3340
3000
3000
2670
2670
2330
2330
2080
2080
1670
1510
2140
2140
1970
2140
1970
1920
1770
1710
1770
1990
3210
2660
3200
2630
2880
2370
2560
2110
2000
1650
1510
1250
1120
929
2450
1820
1330
1230
1070
980
854
783
1640
1420
2140
1750
1920
1580
1710
1410
1330
1100
1070
882
854
706
1640
1210
1470
1280
1090
1310
1140
1140
994
2210
1640
1310
973
1140
849
1960
1460
1720
1270
1570
1470
4070
4070
3550
3550
3170
3170
2550
2320
3340
2890
3270
2820
2950
2550
2610
2260
2040
1760
1640
1410
1300
1130
2500
2050
2260
1860
2000
1650
1740
1430
I
(2) · /
;
tour (
ll~nge(
(3) Ali references to Grade 300 refer to
\8
the
j
I
J
I
specif1cauon of 300PLu.:>·~ dteel o n..;.m .... ~ 3679 ... -... vv.
_,_compression
flange
TABLE 3. H 5(2)
WELDED COLUMNS
GRADE 400
tensionflange
SECTION PROPERTIES
two/four holes on tension flange
g,
500WC440
440'
414
414.
383
383'
340
340'
290
290'
267
267.
228
228'
400WC361
361.
328
328'
303
303.
270
270'
212
212'
181
181.
144
144.
350WC280
280'
258
2ss·
230
230.
197
197.
Notes:
Aboul x-axls
Holes Deducted
Gauges
. Deslgnalion
o,
mm
mm
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
140
-
280
-
280
280
280
280
280
280
280
-
280
280
280
280
280
-
280
280
-
280
280
280
Diameter
mm
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
A,
mm 2
53900
51800
50700
48600
46900
45100
41600
39900
35500
34100
32700
31400
28000
26900
43900
41800
39700
37600
36700
34900
32700
31000
25700
24400
22000
20900
17600
16700
33600
31500
31000
29200
27600
25900
23600
22200
y,
mm
240
258
240
259
236
254
257
277
253
273
250
270
254
263
224
234
225
237
221
232
217
227
209
220
204
213
200
209
187
198
183
193
179
189
175
185
(f) Gauges and hole diameters are those noted in Part 10 of this publication.
(2) • Indicates four ho!es in flange
Zx (comp)
103mm 3
8980
8710
8800
8560
7990
7770
7980
7770
6930
6760
6250
6100
5070
5000
6220
6080
6040
5920
5480
5370
4870
4780
3820
3750
3130
3060
2510
2460
4120
4020
3730
3630
3320
3230
2880
2820
About y-axis
Zx (lens)
103mm3
z.,
s,
,,
Zy (comp)
Zy (lens)
z,,
Sy
103mm 3
103mm 3
mm
103mm 3
10 3mm 3
103mm 3
10 3mm 3
8980
7520
8800
7310
7990
6660
7980
6650
6930
5750
6250
5210
4720
4310
5710
10400
9380
10100
9030
9130
8200
8830
7850
7410
6460
6540
5640
4470
4070
7030
10400
9380
10100
9030
250
258
250
259
250
259
250
259
250
259
250
259
253
258
203
210
204
212
204
211
204
211
204
211
203
210
203
210
179
189
179
188
179
188
179
189
3340
3230
3340
3230
3000
5010
4530
5010
4510
4510
5160
4710
5100
4660
4600
4200
4070
3720
3550
3240
3170
2890
2470
2320
3190
5070
6550
5500
4840
4990
4410
4440
3920
6650
6130
6020
5570
5310
4910
3470
3980
3070
2860
2540
2290
2030
3690
3660
3050
2760
2170
1920
4570
9130
8200
8980
8060
7700
6900
6950
6250
5450
5170
7030
6550
6650
6130
6020
5570
5310
4910
4100
3790
3370
3130
2670
2480
4570
4130
3350
4130
4130
4130
2880
2970
2560
2580
2210
3740
3630
3290
3100
2800
3740
3630
3290
3100
2800
3170
2910
2670
2580
2330
2260
2080
2020
1660
1610
2120
3340
3020
3340
3010
3000
2710
2670
2410
2330
2100
2080
1880
1630
1510
2050
4070
3920
3530
3310
2990
2860
2590
2050
1900
3080
1970
1770
2660
2890
2120
1970
1910
1770
1700
1570
2040
1750
1840
1580
1640
3070
2630
2760
2370
2450
2110
3120
2820
2820
2550
2500
2260
1870
1600
1940
1760
1400
1210
1030
887
2300
1560
1410
1240
1130
2360
1320
1230
1060
980
846
783
1610
1420
1450
1280
1290
1140
1130
994
1410
1280
1100
1020
882
819
706
1540
1210
1380
1090
1230
973
1070
849
1820
2050
2070
1640
1840
1460
1610
1270
2130
1860
1880
1650
1640
1430
cor..prenion
llong~
~-
~____L---,
TABLE 3.1-16
teM•on
--1
COI'llprHslon
side
X-
side
[_~_j
UNIVERSAL BEAMS
GRADE 300
SECTION PROPERTIES
iension ·f!onge
g•gauge
two holes on tension flange
gouge
Oeslgnatlon
Holes Deducted
Gauge
Aboyl y·axls
About x-axls
Diameter
A,
y,
Zx (lens)
-103mm3
z,.
s,
103mm 3
103mm 3
Zv (camp)
10 3mm 3
Z1 {tens)
z.,
s,
10 3mm3
103mm 3
103mm 3
mm
mm
mm'
mm
Zx (comp)
1D 3mm 3
610UB 125
113
101
140
140
140
22
22
22
15100
13700
12300
306
304
301
3230
2880
2530
3230
2880
2530
3680
3290
2900
3680
3290
2900
115
114
114
343
300
257
343
300
257
515
451
386
536
469
402
530UB 92.4
82.0
460UB 82.1
74.6
67.1
140
140
90
90
90
22
22
11100
9920
109
109
98.7
98.2
98.1
202
170
186
157
278
236
185
166
145
259
232
203
90
90
22
22
219
216
1030
900
92.6
92.4
126
107
173
155
136
117
99.6
307
260
271
242
212
410UB 59.7
53.7
1360
\230
1100
881
778
2180
1910
1670
1510
1350
2180
1910
9760
8880
8020
7080
6410
2020
1750
1560
1420
1260
1790
1560
22
22
22
282
279
246
245
242
175
149
184
157
360UB 56.7
50.7
44.7
310UB 46.2
40.4
32.0
90
90
90
90
90
70
22
22
22
22
22
22
6670
5970
5300
5410
4760
3730
194
192
190
168
166
163
867
769
665
631
549
407
734
653
568
524
457
339
. 558
405
903
801
697
642
558
418
89.9
89.3
89.1
87.3
86.7
77.8
119
104
67.3
99.6
84.8
55.3
109
94.8
80.2
69.7
76.5
50.6
163
142
119
135
115
74.0
172
150
127
143
122
79.3
250UB 37.3
31.4
25.7
200UB 29.8
25.4
22.3
18.2
70
70
70
70
70
70
60
22
22
18
22
22
22
18
4270
3630
2980
3400
2890
2560
2070
142
138
136
116
113
113
111
417
339
274
269
221
199
152
336
277
227
212
176
157
120
418
343
281
267
220
189
152
418
345
281
267
221
197
152
76.9
76.6
65.4
71.3
70.7
70.7
53.2
72.2
56.8
36.7
52.0
41.4
37.1
19.1
64.8
51.4
32.9
45.6
36.5
32.7
16.5
97.3
76.8
49.4
68.5
54.5
47.7
24.7
102
80.8
53.4
73.4
58.7
52.5
28.1
180UB 22.2
18.1
16.1
150UB 18.0
14.0
50
50
50
14
14
14
2540
2080
1850
163
132
117
132
108
95.6
168
136
120
168
136
120
47.8
47.7
47.7
24.2
19.3
16.9
21.4
17.1
15.0
32.1
25.7
22.5
35.2
28.0
24.5
98.8
96.5
95.3
t
t
Note: (1) Gauges and hole diameters are those noted in Parl10 of this publicallon.
(2) t indicates flange too small for high strength slructural bolls.
(3) All references to Grade 300 refer to the specification of lOOPLUS'"' Steel or AS!NZS 3679.1·300.
I
~
!
I
1080
955
903
801
687
6~2
1670
1510
1350
1080
955
"
mm
(~
y
•,
,,
L - ,--1
'
~
·~.
r'
r 1-- '--- h
f'
z
~··~
r;.>
tlnsion
flong•
-~
·Designation
~§
~);l
o·tll
"'r
mm
zen
en'T!
mo
O:o
-t·
0~
Z:ll
enc
Q
c
:0
;!>
r
en
+!.
m
r
310UC 158
137
118
96,8
250UC 89.5
72.9
200UC 59.5
52.2
46.2
150UC 37.2
30.0
23.4
100UC 14.8
1--f
TABLE3.1-17
x - . - - t-- -
•'
Ill
en
l:i
r,LJ
/compression
flange
tension
side
UNIVERSAL COLUMNS
GRADE 300
lgl
1
two holes on tension flange
Holes Deducted
Gauge
Diameter
About x·axls
A,
mm
mm
mm2
140
140
140
140
140
140
140
140
140
26
26
26
26
22
22
22
22
22
18800
16300
14000
11600
10600
90
90
90
22
22
22
60
18
8700
7000
6110
5420
y,
mm
164
160
157
154
130
127
114
112
110
4230
89.9
3450
2680
87.7
84.3
1630
55.4
Zx (comp)
103mm3
Zx (tens)
103mm3
2370
2050
1760
1450
897
569
500
440
2370
2050
1760
1450
1100
897
482
422
372
264
215
160
2l1
172
129
1100
62.4
Note: (1) Gauges and hole diameters are those noted in Pa~t10 of this publication.
(2) All references to Grade 300 refer to the specmcalion of 300PlUS 11.~ Steel or AS/NZS 3679.1·300.
46.8
z.,
s,
10 3mm3
2680
2300
1960
1560
103mm3
2680
2300
1960
1600
1230
1230
986
584
507
437
992
584
507
445
264
212
159
264
212
146
59.8
·
(ompression
side
Lr+-1'-----~_J
SECTION PROPERTIES
1-·-::'
gauge
l
1-
I
59.8
,,
21y
g.gauge
Aboyt y·axls
mm
Zy (comp)
103mm3
Zy (tens)
10 3mm3
156
155
154
153
128
127
109
108
108
807
691
588
478
378
306
177
154
134
807
691
588
478
378
306
157
136
118
z,,
s,
10 3mm3
1210
1040
882
694
567
454
235
204
175
106
103mm 3
1230
1050
893
725
575
463
259
225
196
116
82.4
81.6
70.9
81.9
81.0
65.6
46,5
56.9
40.7
85.4
57.1
66.6
54.1
19.3
16.0
24.0
27.5
93.0
TABLE 3.2-1 (B)
WELDED BEAMS
FIRE ENGINEERING DESIGN
exposed surface area to mass ratio (m2/tonne)
TABLE 3.2-1(A)
WELDED BEAMS
SURFACE AREAS
Designation
Profile
Olslance
Profile
Surface
Area
Profile
Surface
Area
Profile
Dlsfance
less 1
Flange
Face
mm
1200WB455
423
392
342
317
278
249
1000WB322
296
258
215
900WB282
257
218
175
800W8192
168
146
122
700WB173
150
130
115
4370
4350
4340
3940
3920
3710
3410
3620
3600
3390
3170
3420
3410
3200
2980
2810
2700
2680
2560
2510
2400
2380
2380
Profile
Surface
Area
less 1
Flange
Profile
Surface
Area
less 1
Flange
Face
Face
m2/m
m'Mnne
mm
m2/m
m'Mnne
4.37
4.35
4.34
9.61
10.3
11.1
3870
3850
3840
3540
3520
3360
3130
3220
3200
3040
2870
3020
3010
2850
2680
2510
2430
2410
2310
2240
2150
2130
2110
3.87
3.85
3.84
3.54
3.52
3.36
3.13
3.22
3.20
3.04
2.87
3.02
3.01
2.85
2.68
2.51
2.42
2.40
2.31
2.24
8.51
9.10
9.79
10.4
11.1
12.1
12.6
10.0
10.8
11.8
13.4
10.7
11.7
13.0
15.3
13.1
14.5
16.5
18.9
13.0
14.3
16.3
18.4
3.94
11.5
3.92
3.71
3.41
3.62
3.60
3.39
3.17
3.42
3.41
3.20
2.98
2.81
2.70
2.68
2.56
2.51
2.40
2.38
2.36
12.4
13.3
13.7
11.2
12.1
13.1
14.8
12.1
13.3
14.6
17.0
14.7
16.1
18.4
20.9
14.5
16.0
18.3
20.6
I
2,15
2.13
2.11
1 =TOTAL PERIMETER, PROFILE-PROTECTED
2 "'TOTAL PERIMETER, BOX~ PROTECTED, NO GAP
3 =TOTAL PERIMETER, BOX-PROTECTED. 25 mm GAP
4 = T<iP FlANGE EXCLUDED, PROFILE-PROTECTED
5 =TOP FLANGE EXCLUDED. BOX-PROTECTED, NO GAP
6 =TOP FLANGE EXCLUDED, BOX-PROTECTED, 25mm GAP
Designation
1200WB455
423
392
342
317
278
249
1000WB322
296
258
215
900WB282
257
218
175
800W8192
168
146
122
9.61
10.3
11.1
11.5
12.4
13.3
13.7
11.2
12.1
13.1
14.8
12.1
13.3
14.6
17.0
14.7
16.1
18.4
20.9
2
7.48
7.99
8.59
9.27
9.96
10.9
11.6
8.86
9.55
10.5
12.1
9.39
10.2
11.5
13.7
11.7
12.9
14.7
17.0
3
4
5
6
7.92
8.47
9.11
9.86
8.51
9.10
9.79
10.4
6.38
6.81
7.32
8.10
8.69
9.67
10.5
7.61
8.20
9.19
10.7
7.97
8.69
9.94
12.0
10.1
11.3
12.8
15.0
9.88
11.1
12.7
14.3
6.60
7.05
7.57
8.39
9.01
10.0
10.9
7.92
8.54
9.58
11.2
8.33
9.08
10.4
12.6
10.6
11.9
13.5
15.8
10.5
11.8
13.4
15.1
10.6
11.1
11.7
12.4
9.48
10.2
11.3
13.0
10.1
11.0
12.5
14.8
12.7
14.1
16.1
18.7
12.1
12.6
10.0
10.8
11.8
13.4
10.7
11.7
13.0
15.3
13.1
14.5
16.5
18.9
13.0
14.3
700WB173
14.5
11.5
12.6
150
130
115
16.0
18.3
20.6
12.8
14.6
16.4
14.1
16.1
18.2
Nole:
:'
1
16.3
18.4
See Section 3.3 for details on cases of lire exposure considered.
iili''~~,--------------------------------------------------------------------------------------------------------------------------------------~
I
TABLE 3.2-2(A)
WELDED COLUMNS
SURFACE AREAS
Deslgnallon
Profile
Dlslance
Profile
Surface
Area
Profile
surface
Area
Profile
Surface
Area
Less 1
Flange
Face
Profile
Surface
mm
m2/m
m2/lonne
2380
2400
2380
2480
2.38
2.40
2.38
2.48
2.47
2.46
2.44
1.98
2.00
1.99
1.98
1.96
1.94
1.93
1.70
1.69
1.68
1.67
Profile
Dlslance
less 1
Flange
Face
500WC440
414
383
340
290
267
226
400WC361
328
303
270
212
181
144
350WC280
258
230
197
m21tonne
mm
m2/m
2880
2900
2880
2980
2.88
2.90
2.88
2.98
2970
2.97
6.55
6.99
7.52
8.77
10.2
2.96
11.1
2.94
2.38
2.40
2.39
2.38
2.36
12.9
6.59
7.33
7.88
8.82
2.34
13.0
16.1
7.33
7.89
8.82
10.3
2960
2940
2380
2400
2390
2380
2360
2340
2330
2050
2040
2030
2020
2.33
2.05
2.04
2.03
2.02
n.1
2470
2460
2440
1980
2000
1990
1980
1960
1940
1930
1700
1690
1680
1670
TABLE 3.2-2(B)
Area
Less 1
Flange
Face
5.41
5.78
6.21
7.30
8.51
9.22
10.7
5.48
6.11
6.56
7.34
9.25
10.7
13.4
6.08
6.54
7.30
8.49
WELDED COLUMNS
FIRE ENGINEERING DESIGN
exposed surface area to mass ratio (m2/tonne)
1 =TOTAL PERIMETER, PROFILE-PROTECTED
2 =TOTAL PERIMETER, BOX-PROTECTED, NO GAP
3 =TOTAL PERIMETER. BOX-PROTECTED, 25 mm GAP
4-= TOP FLANGE EXCLUDED, PROFILE-PROTECTED
5 =-TOP FLANGE EXCLUDED, BOX-PROTECTED, NO GAP
6 =TOP FlANGE EXCLUDED, BOX-PROTECTED, 25mm GAP
Designation
500WC440
414
383
340
290
267
228
400WC361
328
303
270
212
181
144
350WC280
258
230
197
Note:
1
6.55
6.99
7.52
8.77
10.2
11.1
12.9
6.59
7.33
7.88
8,82
11.1
13.0
16.1
7.33
7.89
8.82
10.3
2
3
4
5
6
4.46
4.73
5.07
5.97
4.91
5.21
5.60
6.56
5.41
5.78
6.21
7.30
3.32
3.52
3.77
6.93
7.49
7.62
8.24
8.51
9.22
5.21
3.55
3.76
4.03
4.80
5.55
8.70
4.60
5.06
5.43
6.04
7.55
8.75
10.8
5.03
5.40
6.00
6.91
9.58
5.15
5.67
6.09
10.7
5.48
6.11
6.56
7.34
9.25
6.78
8.49
9.86
10.7
12.2
5.74
6.17
6.87
7.93
13.4
6.08
6.54
7.30
8.49
Sea Section 3.3 for details on cases of fire exposure considered.
4.50
5.62
5.99
6.50
3.49
3.84
4.11
4.55
5.66
6.54
8.06
3.78
4.04
4.47
5.14
6,94
3.77
4.14
4.44
4.92
6.13
7.09
8.75
4.14
4.43
4.91
5.64
TABLE 3.2-3(8)
UNIVERSAL BEAMS
TABLE 3.2-3(A)
FIRE ENGINEERING DESIGN
exposed suriace area to mass ratio (m 2/tonne)
UNIVERSAL BEAMS
SURFACE AREAS
Deslgnallon
Prolile
Olslance
610U8125
113
101
530UB 92.4
82.0
460UB 82.1
74.6
67.1
410UB 59.7
53.7
360UB 56.7
50.7
44,7
310UB 46.2
40.4
32.0
250UB 37.3
31.4
25.7
200UB 29.8
25.4
22.3
18.2
180UB 22.2
18.1
16.1
150UB 18.0
14.0
'0
0
Profile
Surface
Area
mm
m2/m
2090
2080
2070
1860
1850
1650
1640
1630
2.09
2.08
2.07
1.86
1.85
1.65
1.64
1.63
1490
1.49
1480
1370
1360
1350
1250
1240
1160
1070
1060
961
922
912
910
764
691
685
682
584
576
1.48
1.37
1.36
1.35
1.25
1.24
1.16
1.07
1.06
0.961
0.922
0.912
0.910
0.764
0.691
0.685
0.682
0.584
0.576
Profile
Surface
Area
m2Mnne
16.7
18.3
20.3
20.0
22.4
20.0
21.9
24.2
24.8 1
27.4
24.1
26.8
30,1
26.8
30.2
36.2
28.6
33.7
37.5
30.7
35.9
40.4
42.0
31.2
37.9
42.5
32.4
41.1
Profile
Dlslance
less 1
Flange
Fate
1 =TOTAL PERIMETER, PROFILE-PROTECTED
Profile
Surface
Area
Less 1
F~~~~e
mm
m2/m
1860
1850
1840
1.86
1.85
1.84
1.65
1.64
1.45
1.45
1.44
1650
1640
1450
1450
1440
1310
1300
1200
1190
1180
1080
1070
1010
922
914
837
788
779
777
665
601
595
592
509
501
1.31
1.30
1.20
1.19
1.18
1.08
1.07
1.01
0.922
0.914
0.637
0.788
0.779
0.777
0.685
0.601
0.595
0.592
0.509
0.501
Profile
Surface
Area
Less 1
Flange
Fate
2
m Mnne
14.9
16.3
18.1
17.8
19.9
17.7
19.4
21.4
21.9
24.1
21.1
23.4
26.3
23.2
26.2
31.5
24.7
29.0
32.6
26.3
30.7
34,5
36.6
27.1
32.9
36.9
28,3
35.8_
2 =TOTAL PERIMETER, BOX-PROTECTED, NO GAP
3 =TOTAL PERIMETER, BOX-PROTECTED, 25 mm GAP
4 =TOP FLANGE EXCLUDED, PROFILE-PROTECTED
5 =TOP FLANGE EXCLUDED, BOX-PROTECTED, NO GAP
6 =TOP FLANGE EXCLUDED, BOX-PROTECTED, 25mm GAP
Deslgnallon
~
<P
<P
<P
I
2
16.7
18,3
20.3
20.0
22.4
20.0
21.9
24.2
24.8
53.7
27.4
15.9
17,3
19,1
19.5
21.5
360UB 56.7
50.7
44.7
310UB 46,2
40.4
32.0
250UB 37.3
31.4
25.7
200UB 29.8
25.4
22.3
18.2
180UB 22,2
24.1
26.8
30.1
26.8
30,2
36.2
28.6
33.7
37.5
30.7
35.9
40.4
42.0
31.2
37.9
42.5
32.4
41.1
20.7
23.3
20,3
22.9
27.9
21.6
25.3
29.0
22.7
26.5
29.7
32.6
24.3
29.3
32.8
25.5
32.1
18.1
16.1
150UB 18.0
14.0
Note:
-~
1
610U8125
113
101
530UB 92.4
82.0
460UB 82.1
74,6
67.1
410UB 59.7
13.4
14,7
16.3
16.0
17.9
18.7
3
15,0
16.5
18.2
18.2
20.3
18.3
20.0
22,1
22.8
25.2
22.2
24.7
27.7
24.6
27,8
34.2
26.9
31.636.8,
29.4
34.4
38.6
43.6
33.3
40.4
45.3
36.6
46.4
See Section 3.3 for details on cases of fire exposure considered.
4
14.9
16.3
18.1
17.8
19.9
17.7
19.4
21.4
21.9
24.1
21.1
23.4
26,3
23.2
26.2
31.5
24.7
29.0
32.6
26.3
30.7
34.5
36.6
27.1
32,9
36.9
28.3
35.8
5
11.6
12.7
14.0
13.8
15.3
13.5
14.8
16.3
16.5
18.2
15.6
17.4
19.5
16.8
18.9
23.3
17.7
20,6
24.2
18.3
21.3
23.8
27,2
20.2
24.3
27.2
21.4
26.8
6
12.4
13.6
15.0
14.8
16.6
14.8
16.1
17,8
18.2
20.0
17.4
19.3
21.7
18.9
21.4
26.4
20.3
23.8
28.1
21.6
25.2
28.3
32.7
24.7
29,9
33.4
26.9
33.9
I
l8
TABLE 3.2-4(8)
TABLE 3.2-4(A)
UNIVERSAL COLUMNS
SURFACE AREAS
Deslgnallon
310UC158
137
118
96.8
250UC 89.5
72.9
200UC 59.5
52.2
46.2
150UC 37.2
30.0
23.4
100UC 14.8
Prollle
Dlslance
Prollle
Area
Prollle
Surlace
Area
mm
m2tm
m2/lonne
mm
Prollle
Surlace
Area
less 1
Flange
Face
m2/m
1840
1.84
11.6
1530
1.53
surface
Prollle
Dlslance
Less 1
Flange
Face
I
Profile
Surlace Area
less 1
Flange
Face
m2Jtonne
9.66
1820
1.82
13.3
1510
1.51
11.0
1810
1.81
1.79
1.50
1.48
1.20
1.19
1.18
0.908
0.899
0.885
0.563
15.3
18.4
16.8
20.3
20.1
22.8
25.6
24.4
29.7
37.8
38.0
1500
1480
1240
1230
996
989
982
754
746
733
464
1.50
1.48
1.24
1.23
0.996
0.989
0.982
0.754
0.746
0.733
0.464
12.7
15.3
13.9
16.8
16.7
18.9
21.2
20.3
24.6
31.3
31.3
1790
1500
1480
1200
1190
1180
908
899
885
563
_I
_I
UNIVERSAL COLUMNS
FIRE ENGINEERING DESIGN
exposed surface area to mass ratio (m 2/tonne)
1 =TOTAL PERIMETER, PROFILE-PROTECTED
2 =TQTAL PERIMETER, BOX-PROTECTED, NO GAP
3 =TOTAL PERIMETER, BOX-PROTECTED. 25 mm GAP
4 =TOP FLANGE EXCLUDED. PROFILE-PROTECTEO
5 =TOP FLANGE EXCLUDED, BOX-PROTECTED, NO GAP
6 =TOP FLANGE EXCLUDED, BOX-PROTECTED, 25mm GAP
Deslgnallon
310UC158
137
118
96,6
250UC 89.5
72.9
200UC 59.5
52.2
46.2
150UC 37.2
30.0
23.4
100UC 14.8
Note.
1
2
3
4
5
6
11.6
8.08
9.34
9.66
6.11
6.93
7.94
9.48
8.68
10.4
6.74
13.3
15.3
18.4
16.8
20.3
20.1
22.8
25.6
24.4
29.7
37.8
38.0
10.6
11.0
10.5
12.6
11.5
13.9
13.9
12.2
14.7
13.8
16.6
12.7
15.3
13.9
16.8
17.2
16.7
10.4
15.7
19.5
17.5
21.9
22.4
27.1
34.6
40.0
18.9
21.2
20.3
24.6
31.3
31.3
11.8
13.2
12.9
15.4
19.5
19.8
9.18
17.0
20.5
26.0
26.5
See Secllon 3.3 for deta11s on cases of ftre exposure constdered.
7.66
8.79
10.5
9.80
11.8
12.1
13.7
15.3
15.5
18.7
23.8
26.5
TABLE 3.2-S(B)
TEES CUT FROM UNIVERSAL BEAMS
TABLE 3.2-S(A)
FIRE ENGINEERING DESIGN
exposed surface area to mass ratio (m2/tonne)
TEES CUT FROM UNIVERSAL BEAMS
SURFACE AREAS
Deslgnallon
Profile
Olslance
305BT62.5
56.5
50.5
265BT46.3
41.0
230BT41.1
37.3
33.6
205BT29.9
26.9
180BT28.4
25.4
22.4
155BT23. 1
20.2
16.0
125BT18.7
15.7
12.9
100BT14.9
12.7
11.2
9.1
90BT11.1
9,1
8.1
75BT 9.0
7.0
Profile
Surlace
Area
Profile
Surface
Area
Profile
Distance
Less 1
Flange
Face
Profile
Surface
Area
Profile
Surface
Area
Less 1
Flange
Face
Lass 1
Flange
Face
1 =TOTAL PERIMETER, PROFILE-PROTECTED
2 =TOTAL PERIMETER, BOX-PROTECTED, NO GAP
3"'" TOTAL PERIMETER, BOX-PROTECTED, 25 mm GAP
4 =TOP FLANGE EXCLUDED, PROFILE-PROTECTED
5 =TOP FLANGE EXCLUDED, BOX-PROTECTED, NO GAP
6 =TOP FlANGE EXCLUDED, BOX-PROTECTED, 25mm GAP
mm
2
m/m
m 2 /!onn~
mm
mztm
m2/tonne
1060
1050
1040
937
932
831
826
822
751
747
691
686
682
627
622
583
539
534
484
465
460
458
385
349
345
343
296
291
1.06
1.05
1.04
0.937
0.932
0.831
0.826
0.822
0.751
0.747
0.691
0.686
0.682
0.627
0.622
0.583
0.539
0.534
16.9
18.5
20.5
20.3
827
821
816
728
723
640
636
632
573
569
519
515
511
461
457
434
393
388
360
331
327
325
286
259
255
253
221
216
0.827
0.821
0.816
0.728
0.723
0.640
0.636
0.632
0.573
0,569
0.519
13.2
14.5
16.0
17.6
15.6
17.0
18.8
19.1
21.1
18.3
0.515
20.3
25.4
27.1
0.511
0.461
0.457
0.434
0.393
0.388
0.360
0.331
0.327
0.325
0.286
0.259
0.255
0.253
0.221
0.216
22.8
19.9
22.4
27.2
21.1
22.4
155BT23.1
20.2
16.0
125BT18.7
30.4
27.0
30.5
36.5
29.0
34.0
37.8
31.1
36.4
40.8
42.4
31.7
38.4
43.0
33.0
41.8
0.484
0.465
0.460
0.458
0.385
0.349
0.345
0.343
0.296
0.291
22.7
20.3
22.1
24.5
25.1
27.7
24.3
27,1
30.4
27.0
30.5
36.5
29.0
34.0
37.8
31.1
36.4
40.8
42.4
31.7
38.4
43.0
33.0
41.8
15.7
Daslgnallon
305BT62.5
56.5
50.5
265BT46.3
41.0
230BT41.1
37.3
33.6
205BT29.9
26.9
180BT28.4
15.7
12.9
24.7
28.f
22.2
25.8
29.0
31.5
23.5
28.4
31.7
24.7
31.0
100BT14.9
12.7
11.2
9.1
90BT11.1
9.1
8.1
75BT 9.0
7.0
Note:
I
1
2
3
4
5
6
16.9
18.5
20.5
20.3
17.1
18.7
20.8
20.5
20.3
22.2
24,7
24.8
13.2
14.5
16.0
13.4
14.7
16.3
16.0
15.0
16.5
18.2
22.7
22.9
27.8
17.6
20.3
22.1
24.5
25.1
27.7
24.3
20.5
22.4
24.8
25.4
28.1
24.7
27.4
30.9
27.4
31.0
37.2
29.4
25.4
27.8
30.7
32.1
35.5
31.7
15.6
17.9
15.8
17.0
18.8
19.1
21.1
18.3
17.3
19.1
19.5
21.5
18.6
20.3
18.3
20.0
22.1
22.8
25.2
22.2
35.3
20.3
20.7
39.8
36.1
40.8
49.7
40.1
22.8
19,9
22.4
27.2
21.1
23.2
20.3
22.9
27.9
21.5
34.5
47.3
54.3
45.0
52.8
59.3
65.5
50.5
61.4
69.0
56.1
24.7
26.1
25.2
38.6
31.6
37.0
41.5
43.5
32.4
39.2
44.0
33.8
42.8
22.2
25.8
29.0
31.5
23.5
28.4
31.7
24.7
31.0
22.7
26.4
29.6
32.6
24.2
29.2
32.7
25.4
32.0
71.5
See Seclion 3.3 for delai!s on cases of lire exposure considered.
15.7
28.9
18.2
24.6
27.7
24.6
27.8
34.1
26.9
31.6
36.8
29.3
34.4
38.6
43.6
33.3
40.3
45.2 '
36.6
46.4
I~
TABLE 3.2-6(8)
TEES CUT FROM UNIVERSAL COLUMNS
TABLE 3.2-6(A)
FIRE ENGINEERING DESIGN
exposed surface area to mass ratio (m 2/tonne)
TEES CUT FROM UNIVERSAL COLUMNS
SURFACE AREAS
1 =TOTAL PERIMETER, PROFILE-PROTECTED
Deslgnallon
155CT79.0
68.5
59.0
48.4
125CT44.8
36.5
100CT29.8
26.~
23.1
75CT16.6
15.0
11.7
50CT 7.4
Prollle
Dlslance
Prollle
Surlace
Area
Prollle
Surlace
Area
Prollle
Dlslance
less 1
Flange
Face
Prolllo
Surlace
Area
less 1
Flange
Face
mm
m2/m
m2/lonne
mm
m'lm
933
922
912
902
758
748
608
603
596
460
454
447
264
0.933
0.922
0.912
0.902
0.758
0.748
0.606
0.603
0.596
0.460
0.454
0.447
0.264
11.6
13.5
15.5
18.6
17.0
20.5
20.4
622
613
605
597
502
494
403
399
395
306
301
295
185
0.622
0.613
0.605
0.597
0.502
0.494
0.403
0.399
0.395
0.306
0.301
0.295
23.1
25.9
24.8
30.1
36.3
36.6
I
I
0,185
Prollle
Surlace
Area
less 1
Flange
Face
m'Mnne
7.66
8.98
10.3
12.3
11.2
13.5
13.5
15.3
17.1
16.5
19.9
25.3
25.2
2 =TOTAL PERIMETER, BOX-PROTECTED. NO GAP
3 =TOTAL PERIMETER, BOX-PROTECTED, 25 mm GAP
4 =TOP FLANGE EXCLUDED, PROFILE-PROTECTED
5 =TOP FtANGE EXCLUDED, BOX-PROTECTED, NO GAP
6 =TOP FlANGE EXCLUDED, BOX-PROTECTED, 25mm GAP
Oeslgnallon
155CT79.0
66.5
59.0
48.4
125CT44.8
36.5
100CT29.6
26.1
23.1
75CT18.6
15.0
11.7
50CT 7.4
Note:
1
2
3
4
5
6
11.6
13.5
15.5
18.6
17.0
20.5
20.4
23.1
25.9
24.8
30.1
38.3
38.6
12.0
13.7
15.7
18.9
17.3
20.8
20.7
23.5
26.3
25.3
30.6
39.0
39.8
14.5
16.6
19.1
23.0
21.7
26.3
7.86
8.96
10.3
12.3
11.2
13.5
6.06
9.17
10.5
12.6
11.5
13.9
9.33
10.6
12.2
14.7
13.8
16.6
27.4
31.1
34.9
36.1
43.8
56.1
66.9
See Section 3.3 for details on cases of fire exposure considered.
13.5
13.8
17.2
15.3
17.1
16.5
19.9
25.3
15.7
17.5
16.9
20.4
25.9
26.3
19.5
21.8
22.3
27.1
34.5
39.9
25.2
[
. : )>
·~
..
;
TABLE 3.2-7(A)
TABLE 3.2-7(8)
PARALLEL FLANGE CHANNELS
FIRE ENGINEERING DESIGN
2
exposed surface area to mass ratio (m /tonne)
PARALLEL FLANGE CHANNELS
SURFACE AREAS
1 =TOTAL PERIMETER, PROFILE-PROTECTED
Designation
Mass
per
Prollle
Dlslance
Area
melre
380 PFC
31DO PFC
2:50 PFC
2130 PFC
21 I PFC
180 PFC
150 PFC
125 PFC
100 PFC
75 PFC
kg/m
mm
55.2
40.
35.5
21
2:
2(
.1130
1:
1
6.33
5.92
Prollle
Surface
932
634
737
676
638
579
494
365
296
m2tm
1.13
).932
).634
).6
0.6
).5
).41
0.385
0.296
Prollle
Surface
Area
m'Aonne
2o.4
23.2
23.5
29.3
49.9
Prollle
Dlslance
Less 1
Flange
Prollle
surface
Area
Prollle
Surface
Face
~~{~!
Less 1
Flange
mm
m2/m
1030
842
744
662
603
563
504
-*
256
1.03
0.842
0.744
0.662
0.603
0.563
• 0.504
. 0.429
).335
0.256
Area
Face
_,
_18"6
~
21.
~
26.3
26.9
~
35.9
40.2
43.2
2 =TOTAL PERIMETER, BOX,PROTECTED, NO GAP
3 =TOTAL PERIMETER, BOX·PROTECTED, 25 mm GAP
4 =TOP FLANGE EXCLUDED, PROFILE·PROTECTED
5 =TOP FLANGE EXCLUDED, BOX-PROTECTED, NO GAP
6 =TOP FLANGE EXCLUDED, BOX-PROTECTED, 25mm GAP
Designation
380 PFC
300 PFC
250 PFC
230 PFC
200 PFC
180 PFC
150 PFC
125 PFC
100 PFC
75 PrC
Nole:
kg/m
55.2
40.1
35.5
25.1
22.9
20.9
17.7
11.9
6.33
5.92
1
20.4
23.2
23.5
29.3
29.6
30.5
32.7
41.4
46.2
49.9
2
3
4
5
6
18.6
21.0
21.0
26.3
26.3
26.9
28.5
35.9
15.6
17.2
16.6
24.0
24.4
25.4
31.9
36.0
21.0
24.4
24.8
32.2
32.7
34.0
36.7
48.6
60.0
38.9
72.6
17.4
19.7
19.4
25.3
25.1
25.6
26.8
34.6
42.0
49.0
17.4
19.5
19.2
24.3
See Section 3.3 for details on cases of lice exposure considered.
40.2
43.2
21.3
20.7
20.8
21.2
26.4
30.0
32.1
i1i
"'
oJ4
'•S....
0
0
~
~
'
0
"''
"'"'
"'
~
I
I
TABLE 3.2-B(A)
TAPER FLANGE BEAMS
SURFACE AREAS
Deslgnallon
Mass
per
metre
Prollle
Dis lance
Prom a
Surlace
Area
Prollle
Surlace
Area
Prollle
Distance
Less!
Flange
Face
125 TFB
100 TFB
Pro lila
Surlace
Area
less 1
Flange
Face
Pro lila
Surface
Area
Less!
Flange
Face
kg/m
mm
m2/m
m2Aonne
mm
m2/m
m2nonne
13,1
470
349
0.470
0.349
35.7
48.5
405
304
0.405
0.304
30.8
42.2
7.20
TABLE 3.2-B(B)
TAPER FLANGE BEAMS
FIRE ENGINEERING DESIGN
exposed surface area to mass ratio (m 2/tonne)
1 =TOTAL PERIMETER, PROFILE-PROTECTED
2 =TOTAL PERIMETER, BOX-PROTECTED, NO GAP
3 =-TOTAL PERIMETER, BOX-PROTECTED, 25 mm GAP
4 = TOP FlANGE EXCLUDED, PROFILE-PROTECTED
5 =TOP FLANGE EXCLUDED, BOX-PROTECTED, NO GAP
6 =TOP FLANGE EXCLUDED, BOX-PROTECTED, 25mm GAP
Deslgnallon
125 TFB
100 TFB
Note:
kg/m
13.1
7.20
1
35.7
48.5
2
28.9
40.3
See Section 3.3 for details on cases of fire exposure considered.
3
44.1
68.1
4
5
30.8
42.2
24.0
34.1
6
31.6
47.9
L
TABLE 3.2-9(A)
t"'
EQUAL ANGLES
'I
SURFACE AREAS
Deslgnallon
Mass
per
metre
200 X 200 X 26EA
20EA
18EA
16EA
13EA
150 X 150 X 19EA
166A
12EA
10EA
125 X 125 X 16EA
12EA
10EA
SEA
100 X 100 X 12EA
10EA
SEA
6EA
90 X 90 X 10EA
SEA
6EA
75 X 75 X tOEA
SEA
6EA
SEA
6S X 6S X 10EA
SEA
6EA
SEA
55 X 55 X 6EA
SEA
50 X 50 X SEA
6EA
SEA
3EA
45 X 4S X 6EA
SEA
3EA
40 X 40 X 6EA
SEA
3EA
30 X 30 X 6EA
SEA
3EA
25 X 25 X 6EA
SEA
3EA
kg/m
76.S
60.1
54.4
48.7
40.0
42.1
35.4
27.3
21.9
29.1
22.5
1S.O
14.9
17.7
14.2
11.S
9.16
12.7
10.6
S.22
10.5
8.73
6.81
S.27
9.02
7.S1
S.87
4.56
4.93
3.84
S.68
4.46
3.4S
2.31
3.97
3.10
2.06
3.50
2.73
1.S3
2.S6
2.01
1.35
2.08
1.65
1.12
Prollle
Olslance
mm
7SS
788
788
7SS
788
590
590
590
590
491
491
491
491
392
392
392
392
3S2
3S2
3S2
292
292
292
292
2SS
2S5
2S5
255
215
215
195
195
195
195
175
17S
175
155
155
1SS
11S
115
115
95.3
95.3
9S.3
Prollle
Surface
Area
2
m/m
0.78S
0.78S
0.78S
0.78S
0.788
0.590
0.590
0.590
0.590
0.491
0.491
0.491
0.491
0.392
. 0.392
0.392
0.392
0.3S2
0.352
0.3S2
0.292
0.292
0.292
0.292
0.2SS
0.2SS
0.255
0.255
0.215
0.215
0.195
0.195
0.195
0.195
0.17S
0.175
0.175
0.155
0.155
0.15S
0.11S
0.11S
0.115
0.0953
0.0953
0.0953
Profile
Surface
Area
2
m/tonne
10.3
13.1
14.5
16.2
19.7
14.0
16.6
21.6
27.0
16.9
21.S
27.3
32.9
22.1
27.6
33.3
42.S
27.7
33.3
42.9
27.8
33.5
42.9
SS.4
2S.3
33.9
43.4
55.9
43.6
56.0
34.3
43.7
56.1
S4.2
44.2
56.6
TABLE 3.2-9(8)
EQUAL ANGLES
FIRE ENGINEERING DESIGN
1 =TOTAL PERIMETER PROFILE- PROTECTED
2 =TOTAL PERIMETER BOX-PROTECTED, NO GAP
3 =TOTAL PERIMETER. BOX-PROTECTED, 25mm GAP
4 =TOP FLANGE EXCLUDED, PROFILE-PROTECTED
5 =TOP FLANGE EXCLUDED, BOX-PROTECTED NO GAP
6 = TOP FLANGE EXCLUDED BOX PROTECTED 25mm GAP
Deslgnallon
kg/m
1
2
200
76.8
60.1
54.4
4S.7
40.0
10.3
13.1
14.5
16.2
19.7
14.0
16.6
21.6
27.0
16.9
21.8
10.4
13.3
14.7
16.4
20.0
45.7
57.7
S5.2
X
200 X 26EA
20EA
1SEA
16EA
13EA
150 X 150 X 19EA
16EA
12EA
10EA
125 X 125 X 16EA
100
90
75
65
55
50
45
85.1
44.4
56.8
SS.1
4S.1
57.3
85.1
40
30
25
12EA
10EA
SEA
X 100 X 12EA
10EA
SEA
6EA
X 90 x tOEA
SEA
6EA
X 75 X 10EA
SEA
6EA
SEA
X 65 X 10EA
8EA
6EA
SEA
X 55 X 6EA
SEA
X 50 X SEA
6EA
SEA
3EA
X 45 X 6EA
SEA
3EA
X 40 X 6EA
SEA
3EA
X 30 X 6EA
SEA
3EA
X 25 X 6EA
SEA
3EA
42.1
35.4
27.3
21.9
29.1
22.5
18.0
14.9
17.7
14.2
1"1.6
9.16
12.7
10.6
8.22
10.5
S.73
6.81
5.27
9.02
7.51
5.87
4.56
4.93
3.S4
5.6S
4.46
3.4S
2.31
3.97
3.10
2.06
3.50
2.73
1.S3
2.56
2.01
1.35
2.0S
1.65
1.12
27,3
32.9
22.1
27.6
33.3
42.S
27.7
33.3
42.9
27.S
33.S
42.9
55.4
2S.3
33.9
43.4
55.9
43.6
56.0
34.3
43.7
56.1
S4.2
44.2
56.6
85.1
44.4
56.S
35.1
4S.1
57.3
S5.1
45.7
57.7
85.2
14.2
16.9
22.0
27.4
17.2
22.2
27.7
33.5
22.6
2S.1
33.9
43.7
28.3
3
13.0
16.6
18.4
20.5
2S.O
19.0
22.6
29.3
36.6
24.0
31.1
38.8
46.9
33.8
42.2
50.9
65.S
44.0
34.1
53.0
43.8
2S.6
34.4
44.1
S6.9
2S.8
34.6
44.3
57.0
44.6
57.3
35.2
44.9
57.6
S6.4
45.4
68.1
47.6
57.3
73.S
94.S
51.0
58.1
87.4
45.S
5S.5
S7.7
47.0
59.6
8S.6
4S.O
60.6
S9.4
61.2
78.4
101
85.2
109
70.5
S9.7
115
173
95.S
123
164
103
132
197
125
159
236
144
182
26S
Note: Sea Sec\lon 3.3 for de!;:uls on cases of ftre exposure constdered.
g.,I
I
2
exposed surface area to mass ratio (m /tonne)
4
7.66
9.7S
10.S
12.1
14.7
10.5
12.4
16.1
20.1
12.6
16.3
20.3
24.6
16.5
20.S
24.S
31.9
20.6
24.8
5
7.81
9.9S
11.0
12.3
15.0
10.7
12.7
16.5
20.6
12.9
16.7
20.8
6
9.12
11.6
12.9
14.4
17.5
13.1
15.5
20.1
2S.2
16.3
21.1
26.4
25.1
31.8
16.9
21.1
2S.4
32.7
21.2
22.6
2S.1
33.9
43.7
29.0
25.6
35.0
45.0
30.9
37.2
47.S
61.6
32.7
39.3
42.1
32.9
21.4
2S.S
33.1
42.7
21.6
26.0
33.2
42.S
33.5
43.0
26.4
33.6
43.2
64.S
34.0
43.6
63.2
33.0
42.2
63.2
33.4
42.4
63.0
33.7
42.6
62.S
34.3
43.9
6S.7
3S.2
44.7
66.5
36.0
45.4
67.0
31.9
20.7
24.9
31.9
41.2
21.1
25.3
32.3
41.6
32.4
41.7
25.S
32.5
41.7
62.6
32.8
65.5
50.2
64.7
53.S
69.1
44.0
56.1
71.9
10S
59.2
75.9
114
62.9
so.s
121
74.4
94.4
140
84.0
106
156
:iii;,: I
S',
3
J
_ _I
~
__!.:.!
o0 .
.::!
:.>;:> ...
---!
(
--'(
Note: See Section 3.3 for details on cases of fire exposure considered.
TABLE 3.2-10(8)
UNEQUAL ANGLES
TABLE 3.2-10 (A)
FIRE ENGINEERING DESIGN
2
exposed surface area to mass ratio (m /tonne)
UNEQUAL ANGLES
SURFACE AREAS
Designation
Mass
per
Prollle
Olslance
150 x 100 x 12UA
10UA
150 X 90 X 16UA
12UA
10UA.
SUA
kg/m
mm
22.5
1S.O
27.9
21.6
17.3
14.3
11.S
9.16
12.4
10.3
7.9S
491
491
471
471
471
471
392
392
392
392
342
342
342
7.23
'244
5.66
4.40
6.59
5.16
4.02
244
244
225
225
225
x 12UA
17.7
10UA
SUA
6UA
100 X 75 X 10UA
SUA
6UA
75 X 50 X SUA
6UA
5UA
65 X 50 X SUA
SUA
5UA
14.2
125 X 75
Prollle
Profile
Surface
Surface
Area
Area
metre
m2Jm
0.491
0.491
0.471
0.471
0.471
0.471
0.392
0.392
0.392
0.392
0.342
0.342
o:342
0.244
0.244
0.244
0.225
0.225
0.225
ml/lonne
21.8
27.3
16.9
21.9
27.3
33.0
22.1
27.6
33.3
42.S
27.7
33.4
42.9
33.S
43.2
55.6
34.1
43.5
56.0
1 ::TOTAL PERIMETER PROFILE- PROTECTED
2 "'TOTAL PERIMETER BOX-PROTECTED, NO GAP
3 "'TOTAL PERIMETER. BOX-PROTECTED, 25mm GAP
4 =TOP FLANGE EXCLUDED, PROFILE-PROTECTED
5 =TOP FLANGE EXCLUDED, BOX-PROTECTED r-.'0 GAP
6 = TOP FLANGE EXCLUDED BOX-PROTECTED 25mm GAP
kglm
Designation
150 X 100 X 12UA
10UA
150 X 90 X 16UA
12UA
10UA
SUA
22.5
18.0
27.9
21.6
17.3
14.3
75
17.7
14.2
11.S
9.16
12.4
10.3
7.9S
125
X
X
12UA
10UA
SUA
6UA
100 X 75x10UA
SUA
6UA
75 X 50 X SUA
6UA
5UA
65 X 50 X SUA
6UA
5UA
7,23
5.66
4.40
6.59
5.16
4.02
1
2
21.S
27.3
16.9
21.9
27.3
33.0
22.1
27.6
33.3
42.S
27.7
33.4
42.9
33.S
43.2
55.6
34.1
43.5
56.0
22.2
27.7
17.2
22.3
27.S
33.6
22.6
2S.1
33.9
43.7
28.3
34.1
43.S
34.6
44.2
56.8
34.9
44.5
57.3
Nota: Sea SecUon 3.3 for details of fire exposure considered.
3
4
5
6
31.1
17.4
21.7
13.7
17.7
22.1
26.7
17.9
22.3
26.9
34.6
21.6
26.0
33.5
26.9
34.4
44.2
26.5
33.9
43.5
17.S
22.2
14.0
1S.1
22.6
27.3
16.3
22.6
27.6
35.5
22.2
26.S
34.4
27.7
35.4
45.5
27.3
34.9
44.8
22.2
27.7
17.6
22.7
2S.4
34.3
24.0
29.9
36.0
46.4
30.3
36.5
47.0
41.5
53.0
6S.2
42.5
54.2
69.7
3S.S
24.4
31.5
39.4
47.5
33.S
42.2
50.9
65.5
44.5
53.6
6S.9
62.3
79.5
102
65.2
S3.3
107
1
j
I
[BLANK]
3-46
··--~~-,
.
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
--- VOL;UME:1-:..-0PEN. SECTIONS::_ _-"· .... :·_
OCTN1 /03-1999
-
PART4
METHODS OF STRUCTURAL ANALYSIS
PAGE
4.1
Methods of Determining Design Action Effects ......................................4-2
4.2
4.2.1
4.2.1.1
4.2.2
4.2.3
Moment Amplification for First-Order Elastic Analysis ........................4-2
Braced Members .....................................................................................................4-2
Calculation of Cm .....................................................................................................4-3
Sway Members ........................................................................................................4-3
Elastic Flexural Buckling Loads .........................................................................A-3
4.3
Examples ..................................................................................................................4-6
4.4
Miscellaneous ......................................................................................................4-10
4.5
References .............................................................................................................4-10
NOTE: SEE SECTION 2.1· FOR THE SPECIFIC MATERIAL
STANDARDS REFERRED TO BY THE SECTION TYPES AND
STEEL GRADES IN THIS PUBLICATION
.
-
999
DCJN1 /03·1999
AISC: DESIGN CAPACITY TABLES .FOR STRUCTURAL STEEL
..
· ' · • · '··" ·_., ·· ·:voLUMft1: OPEN SECTIONS
4-1
l
I
PART4
4.1
METHODS OF STRUCTURAL ANALYSIS
I
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 41 00 are:
(a) first-order elastic analysis with moment amplification (Clause 4.4.2 of AS 41 00)
(b) second-order elastic analysis (Appendix E of AS 41 00)
(c) plastic analysis with moment amplification (Clause 4.5 of AS 41 00), and
(d) advanced analysis (Appendix D of AS 4100).
These four methods consider the interaction of load and deformation that produce second-order
effects. For members subject to bending and axial force, second-order effects (known asP- Ll. and
P- effects) can increase the design bending moment. 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.
o
In general, structural analysis methods (a) - with and without moment amplification - and (b) are
most commonly used though (b) can only be effectively used via computer methods. Consequently,
method (a) will be considered further as methods (b), (c) and (d) are beyond the scope of this publication. The following Sections are presented as a guide for the designer when using method (a).
The tabulated values in Parts 5, 6, 7, 8 and 9 may be used for design in 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 first-order
elastic analysis
• are accounted for in a second-order elastic analysis.
4.2
<
-(
r
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 to 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 accounts for the second-order
effects. The moment amplification factor is calculated differently for braced and sway members as
shown below.
4.2.1
Braced Members
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 Ob·
w
If a first-order elastic analysis is carried out then Ob is used to amplify the bending moments
between the ends of the member (Clause 4.4.2.2 of AS 41 00). If ob is greater than 1.4, a secondorder elastic analysis must be carried out in accordance with Appendix E of AS 4100.
.;t
ob can be calculated from the flow chart in Figure 4.1. The design bending moment is given by:
. 4-2
,_,'
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
.. ;~ .. .VOUJ~,-t:·()PEN)5ECTlONS
... ---·--
DCTN1103-1999
_yi.
n
Fe
-
M* = M;';,
M;';,
=
obM;';,
(for braced members subject to axial tension or with zero axial force)
(for braced members subject to compression)
where M;';, is the maximum design bending moment calculated from a first-order analysis.
4.2.1.1
Calculation of Cm
The factor for unequal moments (em) is used in the calculation of Ob- If a braced member is subject
only to end moments then:
Cm = 0.6 -0.4 13m :S 1.0
(Clause 4.4.2.2 of AS 41 00)
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,
4.2.2
13m is calculated as follows:
(a)
13m = -1.0
(b)
13m is obtained by matching the moment distribution options shown in Figure 4.4.2.2 of
AS4100
(c)
13m is based on the midspan deflection.
(conservative)
(Clause 4.4.2.2(a) of AS 41 00)
(Clause 4.4.2.2(c) of AS 41 00)
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 85 •
The bending moments calculated from a first-order elastic analysis are modified by the moment
amplification factor (om) which is the greater of Ob (see Section 4.2.1) and 8s (Clause 4.4.2.3 of AS
4100). If <>m is greater than 1.4 a second-order elastic analysis must be used in accordance with
Appendix E of AS 4100.
l)b and
l>s are calculated from the flow charts shown in Figures 4.1 and 4.2 and the design bending
moment is given by:
M*= omM;';,
4.2.3
Jt
Elastic Flexural Buckling Loads
Elastic flexural buckling loads (Nom) are required for the calculation of ob and Om· Values of Nom for
various effective lengths (Le) are determined from Clause 4.6.2 of AS 4100 by:
2
rc EI
Nom=-(keL)2
ts
where keL =Le =effective length. ke is given in Figure 6.1 for members with idealised end restraints.
For braced or sway members in frames, ke depends on the ratio (y) of the compression member
stiffness to the end restraint stiffness, calculated at each end of the member. Refs. [4.1 ,4.2] provide worked examples for the calculation of effective lengths 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 3.1-13 as appropriate) to determine I (i.e. lx or ly ) and then simply evaluate the above equation for Nom-
-
999
DCTN1 /03-1999
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
,.."_ · · -· -~ ·votUME 1: OPEN-SECTIONS
- ··-
·-'-'~
4-3
1'
I
/
Determination of
1Sb
I
~
\.
J.
/
Members with
Idealised
End Restraints;
Clause 4.6.3.2
ofAS4100
Members in Frames;
Clause 4.6.3.3
of AS 4100
\.
., lr
J.
Calculate Member
Effective Length keL;
Figure 4.6.3.2
of AS 4100
'
""
Calculate Member
Effective Length keL;
Clauses 4.6.3.3, 4.6.3.4
and Figure 4.6.3.3(a)
of AS 4100
\.
\.
.
I
~
Compute Nomb from
Clause 4.6.2
of AS 4100
...
Compute cm from
Clause 4.4.2.2
of AS 4100
...
/
1Sb
em
=
1- (
:~J
"\
:;, 1
\.
Figure 4.1: Flow Chart for the calculation of Ob
>4-4
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
.
. ..
.. . . ·.. · ·VOL-UIIIIJO·:1::: QPEI•:t$!;CT!Q!'I$ ·.
.
.
DCTN1/03-1999
;,l
l
/
Determination of
6s
r
~
~
Members with Idealised
End Restraints;
Clause 4.6.3.2
of AS 4100
Members in Frames;
Clause 4.6.3.3
of AS 4100
'-
I
~
~
Calculate Member
Effective length keL;
Figure 4.6.3.2 of
AS 4100 or Figure 6.1
of this Publication
Rectangular Frames w1th
Negligible Axial Forces
in the Beams;
Clause 4.4.2.3(a)
of AS 4100
,
Non-Rectangular
Frames;
Clause 4.4.2.3(b)
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
"P-ll" Analysis
Clause 4.4.2.3(a)(i)
of AS 4100
Calculate "c
from Rational
Buckling Analysis
...
, ,.
,
~
Compute Noms from
Clause 4.6.2 of AS 4100
0s =
'
.1
1_(fl.w·)
v·
h. l:
'-
~
'-
•
·'
Compute Ams from
Clause 4.7.2.2
of AS 4100
6s=
..
~
1 '
1- (~J
./
'
~
6s=
1
1- (-1)
Ams
'Figure 4.2: Flow Chart for tlie calculation of 55
-
DCTN1 /03-1999
999
'~
.
4-5
4.3
Examples
1. Braced Beam-Column
Determine the design action effects for an isolated braced beam-column which is subject to the
design actions as noted in Figure 4.3.
SkNm
OkNm
A
I
~
rs;-,
~
~
SkNm
End Moments
About y-axis
45kNm
End Moments
About x-axis
Axial
Load
Figure 4.3: Design action effects on isolated braced beam-column
Design Data:
Section:
200UB29.8- Grade 300 steel
Effective Lengths:
Flexural buckling (x-axis) = 4.0 m
Flexural buckling (y-axis) = 4.0 m
Solution:
N*
=105kN
Nombx
rc2E/
= __
x
2
=
2
rc X
200
3
10 x 29.1
X
(4000)
Lex
6
X
10
X
10
2
Ux obtained from Table 3.1-3(A))
= 3590 kN
2
2
Nomby
rc E/
=T
Ley
=
rt
X
200
X
3
10
X
(4000)
3.86
6
2
(ly obtained from Table 3.1-3(A))
= 476 kN
4-6
M.;;x
= 45 kNm maximum at End A
M.;.y
= 5.0 kNm maximum at Ends A and B
Cmx
= 0.60
from Section 4.2 .1 .1 for ~mx
Cmy
= 1.0
from Section 4.2.1.1 for ~my= -1.0
=0
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
. . .•,. VOLUM.f:.1; .QJ'?,E.lj §.E:fTJ9JIIl:; .• . ..
DCTN1/03·1999
-
From Figure 4.1 the moment amplification factor (lib) is given by:
1-( !!:.___)
--,
Nomb
Considering flexural buckling about the x-axis:
Obx
:. Maximum moment occurs at the ends, i.e. at End A
M~
Considering flexural buckling about the y-axis:
liby
=0.6/[1-(1 05/3590)]
=0.618 (<1) (~ Obx =1.0)
=45.0 kNm
=1.0/[1-(1 05/476)]
=1.28
=1.28 X 5.0
=6.40 kNm
:. Maximum moment occurs between ends, i.e. in ·span M*y
2. Sway Beam-Column (in Unbraced Plane Frame)
Calculate the design action effects using first-order elastic analysis and moment magnification for
the columns of the unbraced frame shown in Figure 4.4. The design loads on the frame and the
results of a first-order elastic analysis are also shown in Figure 4.4.
16kN
32kN
16 kN
Memt:er
Section
A,E
ZOOJC52.2
8,0
150UC30.0
(
200UB25.4
F
310JB40.4
(a) Design actions and frame geometry
48.2
Member Section
Moments. in kNm
Design moments
N• (kNI
A
200UC52.2 -80.0
B
150UC30.0 -29.6
c
200UBZS.4 -15.8
D
150UC30.0 -34.4
E
200UCS2.2 -112.0
F
310U840.4
-3.1
Design axial forces
(b) Design action effects from a first-order elastic analysis
Figure 4.4: Design action effects and-geometry of unbraced plane frame
(based on Example 4.5 in the second edition of Ref. [4.1])
1999
DCTN1/03-1999
AISC: DESIGN CAPACJD'.TABLES,FOI'! STRUCTURALSl:EEL
-· .... ' . ·-· 'vot:UME 1: OPEiil SECTIONS
~
Solution:
(i)
Calculation of elastic flexural buckling loads for the columns:
The braced and sway effective length factors (keb and kes) are required for the
determination of the elastic flexural buckling loads (Nomb and Noms respectively).
Since the restraining beams are rigidly connected at their far ends to the columns,
~e = 1.0 (fable 4.6.3.4 of AS 41 00 ).
The effects of small axial forces in the beams are neglected in this example.
a)
Upper storey columns (Clause 4.6.3.4 of AS 4100) -fx values are used for stiffness
calculations and sourced from Tables 3.1-3(A) and 3.1-4(A).
y
=
;:( i)
c
±t
;:~.(
YT = (17.6 I 5.0)1(1.0
23.6 I 1 0.0)
X
= 1.49
y8 = ((17.6 + 52.8) I 5.0)1(1.0 x 86.4 I 10.0))
= 1.63
Using Figures 4.6.3.3(b) and (a) of AS 4100, kes = 1.47
keb = 0.83
Leb = 0.83 x 5.0 = 4.15 m
:. Les= 1.47 x 5.0 = 7.35 m
The elastic buckling loads for the upper storey columns are
Noms=
2
1t
2
Nomb =
b)
3
6
3
6
x200x 10 X 17.6x 10 = 643 kN
2
(7350)
1t
x200x 10 x 17.6x 10 = 202 0kN
(4150l
Lower storey columns (Clause 4.6.3.4 of AS 4100) -fx values are used for stiffness
calculations and sourced from Tables 3.1-3(A) and 3.1-4(A).
YT = ((17 .6 + 52.8)15.0)1(1.0
X
86.4 I 10.0)
= 1.63
Ys = 10 (pinned base)
Using Figures 4.6.3.3(b) and (a) of AS 4100, kes = 2.1
keb = 0.89
Leb = 0.89 x 5.0 = 4.45 m
:. Les = 2.1 X 5.0 = 10.5 m
The elastic buckling loads for the lower storey columns are
2
Noms =
1t X
200
X
3
10
52.8
X
(1 0500)
2
Nomb =
(ii)
-·
._,
X
200
X
3
10
X
(4450)
10
X
10 = 5260 kN
= 945 kN
2
52.8
2
6
Calculation of moment amplification factor Ob (consider each column separately)
From Figure 4.1 the moment amplification factor obis given by:
ob =
4-8
1t
6
X
[c~·
1- - Nomb
)
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
VOLUME.1.: _Q~EN,§EfliJ~N.S.. , ..
DCTN1/03-1999
-
Column A:
...
CmA =
0.60
(Section 4.2.1.1 for
ObA=
0.60
= 0.609
i3mA = 0 }
(< 1.0}
1- 80.0
5260
Column B:
..
CmB =
0.222
(Section 4.2.1.1 for 13mB = 0.95}
ObB =
0.222
= 0.225
(< 1.0}
1 - 29.6
2020
Column 0:
..
Cmo =
0.274
(Section 4.2.1.1 for 13mo = 0.81}
Ow=
0.274
= 0.279
(< 1.0}
1 - 34.4
2020
Column E:
CmE =
..
ObE =
0.60
0.60
112
1
- 5260
(Section 4.2.1.1 for 13mE = 0}
= 0.613
Clause 4.4.2.2 of AS 4100 states that
(iiO
(< 1.0}
ob ;:>: 1.0
ob
=
1.0 for the upper storey
Ob
=
1.0 for the lower storey
Calculation of sway moment amplification factor Os
From Figure 4.2 for a rectangular frame with negligible axial force in the beams, the
sway moment amplification factor Os for each storey is given by
Os
1
=
1-(-1 )
"-ms
where
Ams =
z:(~)
L (N:)
(a} Upper storey (Clause 4.7.2.2. of AS 4100)
2 X 643/5.0
Ams =
(29.6 + 34.4)/5.0
Os
=
1.05
(<1.4}
(b) Lower storey (Clause 4.7.2.2 of AS 41 00)
2 X 945/5.0
(8_0.0 + 112}/5.0
-
1999
Os
,
··\}''
DCTN1/03-1999
\.,
=
1.11
= 20.1
=9.84
(<1.4}
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL.
• .. . ... · · cVOLUME 1: OPEN SECTIONS
4-9
(iv)
Determination of 3m
Om
= max [ob,os]
= 1.05
for the upper storey
om
=max [ob,os] = 1.11
for the lower storey
Therefore the design bending moments are:
M*
M*
4.4
=43.5 X 1.05 =45.7 kNm
=94.3 x 1.11 =105 kNm
for the upper storey
for the lower storey
Miscellaneous
Readers should note that previous editions of this publication 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 examples above). Consequently, the Nom tables have been omitted from this part of the Tables.
4.5
References
[4.1] Bradford, M.A., Bridge, R.Q. and Trahair, N.S., "Worked Examples for Steel Structures", third
edition, Australian Institute of Steel Construction, 1997.
[4.2] AISC, "Design Capacity Tables for Structural Steel -Volume 2: Hollow Sections", second
edition, Australian Institute of Steel Construction, 1999.
See Section 1.1.2 for details on reference Standards.
'
'
5
5
--'5
)
J.
5.
.
v.~
t:; ...'
--
'
'
4-10
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
.. .. -...VOLU,ME,1:P('>f:N.SEC.TIOJ)IS
DCTN1/03·1999
-
'.'.'}
PARTS
MEMBERS SUBJECT TO BENDING
PAGE
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
1
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
5.3
5.3.1
5.3.2
5.3.3
5.3.4
5.3.5
5.3.6
Maximum Design Loads for Beams with Full Lateral Restraint
subject to Uniformly Distributed Loading ..............................................5-3
Strength Limit State Design .................................................................................S-3
WL1 based on Design Moment Capacity .........................................................5-3
W[2 based on Design Shear Capacity ..............................................................S-4
Serviceability Limit State Design ........................................................................S-4
Ws1 based on a Deflection Limit of L/250 .......................................................5-4
WvL based on First Yield Load ............................................................................S-5
Full Lateral RestrainL ............................................................................................S-5
Additional Design Checks .....................................................................................S-5
Other Load Conditions...........................................................................................S-5
Examples ....................................................................................................................S-7
Design Section Moment and Web Capacities...........................................5-9
Generai.. ......................................................................................................................S-9
Method .............................................................::.-........................................................5-9
Design Section Moment Capacity..............................................................:.......S-9
Segment Length for Full Lateral Restraint {FLR) ............................................S-9
Design Torsional Moment Section Capacity .................................................S-10
Design Shear Capacity of a Web .....................................................................5-1 0
Design Web Bearing Capacities .......................................................................5-11
Example - Web Bearing ......................................................................................5-12
Shear and Bending Interaction .........................................................................5-13
Method .....................................................................................................................5-13
Example....................................................................................................................5-13
Bending and Bearing lnteraction ......................................................................S-13
Design Moment Capacities for Members Without Full
Lateral Restraint .............................................................................5-14
General .....................................................................................................................5-14
Design Member Moment Capacity ..................................................................S-14
Beam Effective Length ........................................................................................5-15
Other Loading and Restraint Conditions ....................._..................................5-15
Segment Length for Full Lateral Restraint (FLR) .........................................S-15
Examples .................................................................................................................5-15
,_
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1999
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AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL.
-- ··-·.•- . -- VOLUME'1; OPEN-SECTIONS
- - .
5-1
5.4
Calculation of Beam Deflections..................................................................S-18
5.5
References .............................................................................................................S-18
TABLES
TABLES 5.1-1 to 5.1-12
Maximum Design Loads for Beams with Full Lateral Restraint .............5-20
TABLES 5.2-1 to 5.2-10
Design Section Moment and Web Capacities ............................................5-36
TABLES 5.3-1 to 5.3-10
Design Moment Capacities for Members without Full Lateral Restraint ..5-42
S<
NOTE: SEE SECTION 2.1 FOR THE SPECIFIC MATERAL .
STANDARD REFERRED TO BY THE SECTION TYPE AND STEEL
GRADE IN THESE TABLES
5
.,
IS
0
int
-""1
o.1
5-2
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
- .. - -'·, JlOLUMEJ:
. __ ..
.
..·:·-·--.; "-· .OPEN..SECTIONS
..... '
- ,,, '- -. -.--"
.~
-;
DCTN1/03-1999
-
i
.
PARTS
5.1
MEMBERS SUBJECT TO BENDING
Maximum Design Loads for Beams with Full Lateral
Restraint Subject to Uniformly Distributed Loading
NOTE: BEAM SELF WEIGHT: For Tables 5.1-1 to 5.1-12, 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~ or W$.
Tables 5.1-1 to 5.1-12 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 1170).
w*
i*f*JJIJJ
14
:liC
=--
l±-Beamhas
L-~
FULL LATERAL
RESTRAINT
[W is in kNl
Figure 5.1: Beam configuration
Tables 5.1-1 to 5.1-12 also list the maximum segment length for full lateral restraint (FLR) for each
section type loaded and configured as noted in Figure 5.1.
For angles subject to bending, reference should be made to Part 8 of this publication.
5.1.1
Strength Limit State Design
For the beam configuration shown in Figure 5.1, the maximum strength limit state design load (WLJ
is the lesser of the maximum design load (W['1) associated with the design section moment capacity
(<j>Msx) and the maximum design load (W[2) associated with the design shear capacity (<I>Vv)The designer must ensure that the strength limit state design loat:l (W*) is less than or equal to the
maximum design load wl_, i.e.
W*:<>W[
where W[ = min. [W['1 ; WL:zl.
W['1 and W[2 are listed in bold within the first row of entries for each open section in Tables
5.1-1 to 5.1-12.
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 of the use
of these tables is given in Section 5.1 .6.
5.1.1.1
WL1-based on Design Moment Capacity
The derivation of the design section moment capacity (<i>Ms) is given in Section 5.2.2.1 and listed in
Tables 5.2-1 to 5.2-10.
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AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
VOLUME 1: OPEN SECTIONS
.
5-3
~
-
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=8
where W = total load on the beam
L = length of the beam.
The design moment capacity for the beam in Figure 5.1 is <i>Msx- Therefore, substituting <i>Msx for
Mmax. and rearranging the above equation gives:
where WLi is the Maximum Design Load based on the design moment capacity of the beam.
5.1.1.2
W~- based on Design Shear Capacity
The derivation of the design shear capacity (<i>Vv) is given in Section 5.2.2.4 and listed in Tables
5.2-1 to 5.2-10.
For a single-span simply-supported beam subject to uniformly distributed loading (see Figure 5.1),
the maximum design shear force (Vmaxl is given by:
w
-J
'
Vmax=2
_t
Therefore, substituting for <1> Vv for Vmax and rearranging the equation gives:
I
Wt2 = 2<i>Vv
l
•
where Wt2 is the Maximum Design Load based on the design shear capacity cif the beam.
5.1.2
1
Serviceability Limit State Design
L
For the beam configuration shown in Figure 5.1, the value of maximum serviceability limit state
design load (Ws) given in the tables is the Jesser of the maximum design load (Ws1) 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-{U. i.e.
·
-L
c
Ws =min [Ws,; W--{L]
W$ is listed in italics within the second row of entries for each open section in Tables 5.1-1 to
5.1-12. Serviceability loads which are governed by yielding are shaded in these tables. An example
of the use of these tables is given in Section 5.1.6.
5.1.2.1 W$,-based on a Deflection Limit of L /250
The maximum elastic deflection (Ll-maxl of the beam shown in Figure 5.1 is given by:
5WL3
Ll
-~~
· max - 384Efx
where
E = 200 x 103 MPa
fx = second moment of area about the major principal x-axis.
Therefore, substituting Ll.max = L/250 and rearranging the equation gives the maximum design load
for serviceability based on deflection (Ws1):
.5-4
AISC: DESIGI\I CAPACITY TABLES FOR STRUCTURAL STEEL
.
.
':<:YO(;OM!=}: C?J?sN:-S§g:fl()~§>- . • .
DCTN1/03-1999
-
W. _ 384Eix
s1 - 1250L2
For deflection limits other than U250, the value of the maximum design load based on another
deflection limit (Ws2) may be calculated by using the principle outlined above.
5.1.2.2
WvL- based on First Yield Load
The load at which first yield occurs in the member is given by:
• 8Zxminfy
W YL=
L
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 41 00), 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".
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 13m is equal to -0.8 and the FLR values are listed
in Tables 5.1-1 to 5.1-12.
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, and the values of the
web capacities listed in Tables 5.2-1 to 5.2-10.
5.1.5
Other Load Conditions
The values given in Tables 5.1-1 to 5.1-12 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
(WEM) using Table T5.1.
(2)
Based on WEM select a section with an adequate maximum design load (Wl:1l associated with the design moment capaci.!YJrom Tables 5.1-1 to 5.1-12.
(3)
Calculate the equivalent uniformly distributed maximum design load for shear (W8r)
using Table T5.1.
(4)
Check that the section selected in (2) has an adequate maximum design load (Wl:z)
associated with the design shear capacity to resist WEv. If not, select a new section
size which can resist WEv.
(5)
Check shear and bending interaction in accordance with Section 5.2.4. A check is
not necessary if v* < 0.6(j>Vv or M* < 0. 75(j>M5 •
(6)
Calculate the equivalent uniformly distributed serviceability (WE'sl from Table T5.1.
(7)
Check that the section selected in (4) has an adequate maximum serviceability
design load (Ws) to resist WEs· If not, select a new section size which can resist WE*s.
_o
pie
load
The above procedure is shown in Example 2 of Section 5.1 .6 .
oc:rN1 /03-1999
. AISC:"D_ESIGN CAPACJT)' TABLES FOR STRUCTURAL STEEL.
. . ..
.
VOLIJME 1: OPEN-SECTIONS
.. . .
5-5
1
·!
!
Table T5.1: Table of Equivalent Uniform Design Loads
Equivalent Strength
Maximum Design Loads
Loading
Moment
WE'M
f
t
2.\.
L;z I L;2 I
t
I
LS
Shear
w:v
2P
p
8abP
2Pa
L
WEts
8P
I
I
I
5
h
!. L b
a
: .
Equivalent
Serviceability
Maximum Design
Load
:I
---r
s:[3(f)-4(fr]
{I
for a<b
at midspan
LS
r r
c
LS.
-
,1.
2i
L
wI
rrr
I
SaP
L
2P
1~P[3(f) ~ 4(fr]
4P
3P
19P
I
z:,.
I ! I
5
Li Li Li Li
LS
rrrr
2.
b.
41L IL IL I
fslsfsfsls
24P
5
4P
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
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• . VOLUM_E;~.: _O_P;;f-! SJ::~T~()N_s:_:_· .__ _
3024P
625
. OCTN1 /03-1999
su
De
-
I
I
5.1.6
Examples
1. Beam with Uniformly Distributed Load
A simply-supported beam of 4 metres span is subjected to uniformly distributed loads of:
G (Dead Load)
=50 kN
(total load)
Q (Live Load)
= 64 kN
(short term total load)
The beam is continuously laterally restrained. The total deflection of the beam under serviceability
load must not exceed L/250. Select an appropriate Universal Beam section in Grade 300 steel to
resist this loading.
Solution:
(a)
(b)
·l
Calculation of maximum design loads:
Strength Limit State
WL*
= 1.25G + 1.50
= 159 kN
Servieability Limit State
Ws*
=
=
G + 0.70
94.8 kN
Use of the Tables:
Strength Limit State - Select a section from the Tables such that the maximum design loads
W~1 (based on moment capacity) and W~ (based on shear capacity) are greater than or
*
.
equal to WL. It can be seen from Table 5.1-5(2) that for a 250UB25.7- Grade 300, the
maximum design loads are:
*
WL1
= 184 kN
*
wl2
=429 kN
*
*
•
:. WL =min [WL1; Wl2]
= 184 kN
(> 159 kN)
Therefore, a 250UB25. 7 - Grade 300 satisfies the strength limit state.
J
Serviceability Limit State...: From Table 5.1-5(2), it can be seen that for a250UB25.7- Grade
300, the serviceability load for a deflection limit of L/250 is:
1
Ws
=136kN
(> 94.8 kN)
Therefore, a 250UB25. 7 - Grade 300 satisfies the serviceability limit state.
l
2. Beam with Central Concentrated Load
,I I'
A beam which is simply-supported has a span of 6.0 metres with full lateral restraint. The beam is
subjected to nominal central dead and short term live loads of 40 kN and 25 kN respectively.
Design a suitable Universal Beam in Grade 300 steel with a limit on deflection of span I 250.
Solution:
(1) Calculate the equivalent uniformly distributed maximum design load for moment (W;Ml·
-
1999
DCTN1 /03-1999
AISC:.DESIGN .CAPACITY TABLES FOR STRUCTURAL STEEL,.. ,
. . . VOLOIVIE'1:-0PEN SECTIONS
-
_5
From Table T5.1, the WEM associated with the central load case is:
WEM
(2)
= 2P
= 2 X (1.25
= 175 kN
5
X
40 + 1.5 X 25)
T<
ll
,.><
Based on WEM select a section with an adequate maximum design load (Wl:1) associated with the design moment capacity.
_§E
)j
(3)
From Table 5.1-5(2), a 31 OUB32.0 has adequate maximum design load with
Wl:1 = 179 kN.
J.
Calculate the equivalent uniformly distributed maximum design load for shear (WE\_,).
:r
to
From Table T5.1, WE\t for the central load case is:
WE\t
(4)
=P
= 1.25 X 40 + 1.5
= 87.5 kN
•.C
~a
X
25
Check that the section selected in Step (2) has an adequate maximum design load
(Wu) based on design shear capacity.
5 ..
..•
From Table 5.1-5(2), a 31 OUB32.0 has adequate maximum design load with
Wt2 = 566 kN.
(5)
.Oe
!c
See if a shear and bending interaction check is necessary.
Th<
Wu
= 566 kN
(Table 5.1-5(2))
<Wv
=283 kN
(Table 5.2-5 or 0.5Wu)
0.6<Wv = 170 kN
>43.8 kN
(=
v· = wEv/2)
Therefore no shear and bending check is necessary.
(6)
Calculate the equivalent uniformly distributed serviceability load (WE's).
I >C
abc
From Table T5.1; WE's for the central load case is:
WE's
<=p
i n
= 8P
5
=
~
F:gr
(40+0. 7x25)
j
= 92 kN
(7)
5.2.
From Table 5.1-5(2), a 31 OUB32.0 has adequate maximum serviceability design load
with Ws: 108 kN.
F r
tu h.
.·.Adopt a 310UB32.0- Grade 300 section.
Note: For illustrative purposes, the self-weight of the beam is not taken into account in this example. If significant, a check should be undertaken with self-weight included.
5-8
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
';~)IPLUMEc1~ ()I"E.t:l~E~.TI.QNS ~- :.:...:..
>g
'.'•
.. -
-
5.2
Design Section Moment and Web Capacities
5.2.1
;so-
rev).
General
Tables 5.2-1 to 5.2-10 contain values of design section moment capacities about the principal xand y-axes ($Msx , <j>Msy} and the design shear capacity ($ Vv) for shear forces acting in the principal y-axis direction (note that such a shear force is related to bending about the x-axis}. Design
section moment capacities are given for ]-sections with holes in the tension flange (<!>Ms'x. <j>M;0.
Standard bolt hole diameters and gauge lengths are used on the flanges (refer to Tables 3.1-14 to
3.1-17 for details}. These values provide the basic information necessary for checking shear-bending interaction.
The maximum segment length for full lateral restraint (FLR} 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 for all sections except Structural Tees.
Angle sections are not considered in the 5.2 series tables though listings of principal axis design
section moment capacities are given in Part 8 (i.e. Tables 8.1-11 and 8.1-12}.
load
5.2.2
Method
5.2.2.1
with
Design Section Moment Capacity
Designers must ensure that the design bending moment (M*} ,; $Ms for specific restraint conditions
along the beam.
The design section moment capacity ($Ms} is determined from Clauses 5.1 and 5.2.1 of AS 4100
using:
<!>Ms
where <jJ
= $fy Ze
= 0.9 (Table 3.4 of AS 41 00)
fy
= yield stress used in design (fo·r a section where the web and flange yield stresses
(fyw & f.,V are different, the lower value is used)
Ze
=effective section modulus (see Section 3.2.2.2}
Design section moment capacities are listed for bending abou!both principal axes. For bending
about the x-axis, the design member moment capacity ($Mb} equals the design section moment
capacity (<i>Ms} for members which are adequately restrained against flexural-torsional buckling. For
bending atiout the y-axis, flexural-torsional buckling does not occur and <i>Mb equals <j>M5 •
For sections bending about an asymmetric principal axis (e.g. Structural Tees, Channels and
Angles}, $Ms may depend on the direction of the bending moment.
5.2.2.2
......Jad
Segment Length for Full Lateral Restraint (FLR)
For ]-sections and channels, a 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.
DGTN1 /03-1999
AISC:.DESI.GN.CAPACITY JABLES FOR STRUCTURAL STEEL_
... ·-- VOLUME1:0PENSECTIONS
... ··..
5-9.
For
( 250\
~
lTy)
where FLR
'E
= maximum segment length for full lateral restraint
Vv,.e
K1
= 80 (for equal flanged 1-sections) or 60 (for equal flanged Channels)
K2
= 50 (for equal flanged I -sections) or 40 (for equal flanged Channels)
ry
=~( ~)
(see Tables 3.1-1 to 3.1-4, 3.1-7 and 3.1-8)
Except for Structural Tees, the FLR values listed in Tables 5.2-1 to 5.2-10 are calculated using
13m = -1.0 which is the most conservative case. However, 13m= -0.8 may be used for segments with
transverse loads (as in the case of Tables 5.1-1 to 5.1-12) or 13m 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).
For Structural Tees cut from Universal Beams (BT sections), the value of FLR has been determined
by alternate means as AS 41 00 does not provide specific guidance in this area. The alternate
method calculates FLR by evaluating the maximum effective length for which <i>Mb equals <I>Ms
assuming <Xm = 1.0. This is listed in Table 5.2-7 as "Effective Length". However, for BT sections
bending about the x-axis causing compression in the stem, there is no effective length listed as
<i>Mb < <I>Ms generally- i.e. these types of loaded sections require continuous restraint if the design
section moment capacity is to be attained. Additionally, Structural Tees cut from Universal Columns
(CT sections) and some BT sections bent about the principal axis parallel to the flange do not
buckle laterally and no "Effective Length" values are given in Tables 5.2-7 and 5.2-8.
5.2.2.3
N 'e
367~
fc--IA
te si
the r
(frt
Design Torsional Moment Section Capacity
As noted in AS 41 00, there is generally not much guidance available on the design of open section
members subject to torsion loading. However, further information on analysis and design of such
loaded members is given in Refs.[5.1, 5.2].
5.2.2.4
Design Shear Capacity of a Web
Designers must ensure that the design shear force (V') ,; <PVv along the beam.
Frs,
For ]-sections and channels the shear stress distribution in the web is approximately uniform and
the design shear capacity <PVv can be taken as (Clause 5.11 of AS 41 00):
sf" 3.1
<PVv
= <1>(0.6 fyw Aw)
91_
1
for
d,
1
2
82
= <!>(0.6 fyw Aw)
Be rr
F'yw l ,
wll25oJ
for
Tahle
shear
de.«ig
ha b
82
F'ywl >82
wll25oJ
5.2.2
De g
bearir
Th-d
where
fyw
,
.. ;-, .·
= 0.9
= clear depth of the web
= area of the web
= d tw
= d1 lw
= yield stress of the web
taJ.
The_d
(for hot-rolled sections)
(for welded sections)
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
.
--~' VOLUME:: t;,<;?~E~-~f:~Tl9!"~. -- ..
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of. 3
DCTN1/03-1999
For Structural Tees the shear stress distribution is non-uniform and the web shear capacity is
given by
_ .
V:
2<Wu
<J>Vv
- mm <I> u.
(
0.9+ vm
f.Ja
r )
t:C.
where t;m,
=the maximum and average design shear stresses detenmined from an
elastic analysis.
bttf (Yc
tf
-2)
(from Ref. [5.3])
;ing
:.-Nith
of the
: :tive
·ned
._late
5 <i>Ms
' ions
j as
lesign
•· ·'llns
not
bt, t1 =
tw
=
d =
yc =
<i>Vu =
Note for Welded Sections: Clause 6.3.1 of AS/NZS
3679.2 states that the flange-web welded joint
for welded sections shall develop the minimum
tensile strength of the web (for tw::; 16 mm), or
the minimum tensile strength of a 16 mm web
(for tw > 16 mm), therefore
<J>Vwj
ection
f such
m and
flange width and thickness
web thickness
depth of Tee section
distance of section centroid to flange outer face
the design shear capacity assuming a uniform shear stress distribution
(= <J>Vv as noted above for !-sections and channels)
where
= <J>futw
= 16 <l>fu
(for tw::; 16 mm)
(for tw > 16 mm)
= 0.8 (Table 3.4 of AS 41 00)
= the design capacity of the
welded joint
= web thickness
<1>
<I>Vwj
Table T5.2: Flange-web joint details
for welded sections
Steel
Grade
(AS/NZS
3679.2)
300
300
300
400
400
400
Web
Thickness
tw
mm
10
12·
;o,16
10
12
>16
Web
Tensile
Strength
fu
MPa
430
430
430
480
480
480
Design
Capacity of
Welded Joint
<I>Vwi
kN/mm
3.44
4.13
5.50
3.84
4.61
6.14
Note: <Pvw; includes the welds on both sides of the web.
For some Welded Columns (specifically the Grade 400 500WC440 and 400WC361 sections) the design
shear capacity (<i>Vv) is governed by the capacity of the welded joint.
Table T5.2 lists the design capacrties of the welded joint for the range of web thicknesses of Welded
Beams and Welded Columns. The design shear flow at the welded joint may be evaluated by elastic
shear flow principles and must be less than or equal to <J>Vwj in Table T5.2. If this is not satisfied, the
design shear capacity of the section must be reduced to produce a value of <J>Vwj at the joint. This
has been included in the <J>Vv listings for the above sections.
5.2.2.5
Design Web Bearing Capacities
Designers must ensure that the design bearing force (Rj :S::<!>Rb at all locations along a beam where
bearing forces are present.
The design bearing capacity (<i>Rb) is calculated in accordance with Clause 5.13 of AS 4100 and
taken as the lesser of <J>Rby and <!>Rbb as noted below.
The design bearing yield capacity of a web (<I>Rby) is calculated in accordance with Clause 5.13.3
of AS 4100 by:
<i>Rby
= <j> (1.25 tw fyw)
bbt
where bbt is shown in Figure 5.2 and <1> = 0.9 (Table 3.4 of AS 4100).
'03-1999
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AISC: DESIGN CAPACITY TABLES FOR SJRUCTURAL STEEL
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· VOLUME 1: OPEN SECTIONS .
.
5-11
The design bearing buckling capacity (<I>Rbb) is determined using Clause 5.13.4 of AS 4100. This is
equal to the design axial compression capacity of a member with area tw bb and slenderness,
Lefr = 2.5 d,!tw with ab = 0.5 and kt = 1.0 (Section 6 of AS 41 00).
bs
rR*I
''\~~I
2
Neu)ral
+-b----bbf
_____,_
al<IS
0
bbf =b5 +5t1
bb
b~rw=~
2
(a) Interior force
(b) End force
Figure 5.2: bbt and bb for Dispersion of Force Through Flange and Web
5.2.3
Example - Web Bearing
A 530UB92.4 - Grade 300 steel beam as shown in Figure 5.3 is subjected to an end reaction of
R" = 300 kN. Check the bearing capacity of this section to resist this force.
/
/
/
Grade 300
530UB92.4
/
/
J
•
I~300kN
io*1
''
1
b5 =150 mm
t
s
Figure 5.3: Web bearing design example.
Design Data:
Design bearing force
R*
=
Design shear force
v·
=
300 kN
3oo kN
Stiff bearing length
bs
Half clear web depth
d 1!2
=
=
150 mm
251 mm (Table 3.1-3(A))
0
Solution:
(1) Check shear capacity
v·
= 300 kN
Wv
= 939 kN
>
.~.
(Table 5.2-5)
v· :. O.K.
_h.r
_Ur
5-12
.
AISC:. DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
. .
. VOLOME-'1: OPEN-SECTIONS . -
DCTN1!03-1999
-
j
(2) Check bearing capacity
Bearing length at inside of flange
= bs + 2.5tt
bbt
= 150 + 2.5
= 189 mm
X
15.6
Bearing length at the centre of the web
= bbt + d1/2
= 189 +251
= 440 mm
bb
From Table 5.2-5:
(a) Design bearing yield capacity of the web
<i>Rby = 3.67 kN/mm
bbt
••
<i>Rby
= 3.67
X
189 = 694 kN
(b) Design bearing buckling capacity of the web
<i>Rbb = 0.903 kN/mm
bb
..
<J>Rbb
Hence <j>Rb
= 0.903 x 440 = 397 kN
= min. [<I>Rby, <i>Rbb]
= 397 kN
> R* (=300 kN)
:. the 530UB92.4 - Grade 300 section is satisfactory.
5.2.4
Shear and Bending Interaction
5.2.4.1
Method
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 (<i>Vvm) is determined in accordance with Clause 5.12.3 of AS 4100 as:
<J>Vvm
forM*~
= <J>Vv
0.75<j>M5
for 0.75<i>Ms < M*
or
where <J>Vv
= design web shear capacity
~
<J>Ms
(see Sections 5.2.1 and 5.2.2.4)
= design bending moment
M*
<J>Ms
=design section moment capacity (see Sections 5.2.1 and 5.2.2.1)
Designers must ensure that V* ~ <J>Vvm·
Note: If V* ~ 0.6«Wv or if M* < 0.75<I>Ms then no check on the interaction of shear and bending
is necessary.
5.2.4.2
Example
An example of a check on shear and bending interaction is given in Section 5.3.6.
5.2.5
Bending and Bearing Interaction
Unlike hollow sections, there is no specific guidance given in the body_of AS 4100 for checking the
adequacy of open section member webs subject to combined bending and bearing. There is, how-
3-1999
DCTN1 /03-1999
ever, some guidance given in (the informative) Appendix I of AS 41 00 to undertake a yielding and
buckling check of a stiffened web panel subject to bending moment, shear force, bearing and axial
load. The Commentary to AS 4100 [5.1] further notes that this guidance may also be applicable to
unstiffened web panels.
1
An interaction check on open section webs may only be required for very slender webs in plate
web girders with high bearing loads and high bending moments. In practice, there are generally no
checks done on standard open sections (see Section 2.1} subject to these combined effects.
Consequently, no additional consideration is made on the matter though the above references may
be used if further guidance is required on the topic.
5.3
5.3.1
Design Moment Capacities for Members Without Full
Lateral Restraint
General
Values of design member moment capacity (<I>Mb) are given in Tables 5.3-1 to 5.3-10 for various values of effective length (Le) based on the uniform moment case (am = 1.0) for members bending about
the x-axis without full lateral restraint. The design section moment capacity (<I>Msx - see Section
5.2.2.1) is also listed to allow easy calculation of <I>Mb for other moment distributions, as well as the
design shear capacity (<i>Vv - 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.
Structural Tees cut from Universal Columns (Cl) are not included in the 5.3 series tables as they
are not susceptible to flexible-torsional buckling when bending about the principal axis parallel to
the flange.
Except for the BT sections, each of the 5.3 series tables is immediately followed by a graph of q>Mb
versus Effective Length (Le) based on the uniform moment case.
5.3.2 · Design Member Moment Capacity
Designers must ensure that the design bending moment (M*) s (j>Mb for all beam segments. The
tabulated values of design member moment capacity (<I>Mb) are determined in accordance with
Clause 5.6.1.1 of AS 41 00 as:
where
<I>Mb
= <I>Ci.mCI.sMs S <i>Ms
<1>
= 0.9 (Table 3.4 of AS 4100)
_
1
(
'
= moment modification factor (Clause 5.6.1.1 of AS 41 00)
= 1.0
(Assumed for all entries in Tables 5.3-1 to 5.3-10 & immediately
following graphs - based on unifonm moment case}
= slenderness reduction modification factor
(Clause 5.6.1.1 of AS 4100)
1
M0a
= M0
-
(Equation 5.6.1.1(2) of AS4100)
!1,
the reference buckling moment (Clause 5.6.1.1(a)(iv}(A) of AS 4100)
_e<
c
(Equation 5.6.1.1(3) of AS 4100)
Le
5-14
= effective length of beam segment ..
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
. - .• •.,_...'\lOLUME.;t:.,QPEN. ~EPTI_()NS . ••
OCTN1/03-1999
- •• <>;-
,-
"
-
For Structural Tees there is an additional term, the monosymmetry section constant (~x). in the formula for Moa to account for the asymmetry about the x-axis. For more details refer to Clause 5.6.1.2
of AS 4100.
5.3.3
Beam Effective Length
The value of ~Mb depends on the effective length (Le) of the flexural member. Le is determined by:
Le
where
kt
= kt k1 k, L
= twist restraint factor
(Clause 5.6.3 of AS 41 00)
(Table 5.6.3(1) of AS 41 00)
k1
= load height factor
(Table 5.6.3(2) of AS 41 00)
k,
L
= lateral rotation restraint factor
= length of segment
(Table 5.6.3(3) of AS 41 00)
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 O: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:
).
= ~ex fy
= ~O:m <Xs Zex fy
= 0.9 (Table 3.4 of AS 4100)
and
where
~Mb
he
1
= O:m times the value of ~Mb (= ~<Xs Zex fy) given in Tables 5.3-1 to 5.3-10.
Tables 5.3-1 to 5.3-10 are based on the most critical moment distribution - i.e. uniform
moment over the entire beam segment (om= 1.0). For other values of om, designers should
use the lesser of <!>Msx and O:m (<!>Mb) where ~Mb is-the value given in the appropriate table for
the same effective length.
5.3;5
Segment Length for Full Lateral Restraint {FLR)
Section 5.2.2.2 provides information for the calculation of FLR for open sections. The tabulated values of FLR in Tables 5.3-1 to 5.3-10 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
momeillts of the beam segment are different in magnitude or direction- Clause 5.3.2.4 of AS 4100
should be consulted in these situations.
O)
5.3.6
Examples
1. Beam with Restraint at Load Points and Ends
__lO)
)0)
A simply supported beam as shown in Figure 5.4 has two concentrated loads applied to the top
flange. Full restraint is provided at the load points and the supports. The calculated design load at
each point is 20 kN and includes an allowance for self weight. What size Universal Beam is required
to support these loads?
)0)
c---3-1999
DCJN1/03-1999 - -· -· ···
AJSC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL•..
·-- . - ~·VoLl:HiiiE 1: OPEN" SECTIONS .
. . -
5-15
f
rfi'T
J·
0
1
1
~~~
I
I. 2.0m
4.0m
B.Om
2.0m
I
,
-~IZ
1
0
1
_ _+_)
Bending
Moment
Diagram
Figure 5.4: Beam and loading configuration for Example 1
Design Data:
Design bending moment
M*
= 40 kNm
Design shear force
\/"
= 20 kN
Solution - Moment and shear:
For beam segment 2:
End restraint condition
= FF
Twist restraint factor
= 1.0 (Table 5.6.3(1) of AS 4100)
Load height factor
= 1.0 (Table 5.6.3(2) of AS 41 00)
(Top flange loading at segment end)
= 1.0 (Table 5.6.3(3) of AS 4100) (conservative)
Lateral rotation restraint factor
(i.e. fully restrained at both ends of the segment)
l
= kt k1 k, L
= 1.0 X 1.0 X 1.0 X 4.0
=4.0m
As a uniform bending moment is applied to beam segment 2, then am = 1.0 (Table 5.6.1 of
AS 41 00). Thus alternatives can be read directly from Table 5.3-5 for a uniform bending moment
of 40 kNm on segment 2 with an effective length (Le) of 4.0 m.
:. Effective length
Le
1
T
1
:. Choose a 200UB29.8 - Grade 300 with:
<)>Mb
= 47.6 kNm
> M*
<)>Vv
= 225 kN
> V*
':..
m
(note also 0.6<)>Vv ~ \/" and no shear bending interaction check is required)
·r
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 am= 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.
.AI;
and
h
Designers should also undertake checks on bearing and deflections.
. .5-16
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
, , ,;~ :" · ~--·~-- :~· "::~<:'_,;:7_.;:':-:<, -:-::.S'C':";_,.... _,~·-~.~?-- ~.M9~~~-~'~g~~.tt§§Q;J;~Q~~- . . r,~_,.,_~ _.r_1····"= r,;~t;:·:~--~···:.·.... o ""'~-.
DCTN1/03·1999
-" .•;.
-
D Cr
2. Beam with Restraints at Ends Only
Consider the simply supported beam in Example 1 above, redesign the beam assuming that full
lateral restraint is not provided at the load points.
Design Data:
Design bending moment
M*
= 40 kNm
Design shear force
V'
= 20 kN
Solution - Moment and shear:
For entire beam:
End restraint condition
= FF
(i.e. fully restrained at both ends of the segment)
Twist restraint factor
= 1.0
(Table 5.6.3(1) of AS 41 00)
= 1.4
(Table 5.6.3(2) of AS 41 00 with top flange loading
within segment)
Lateral rotation restraint factor
= 1.0
(Table 5.6.3(3) of AS 41 00)
. . Effective length
= kt kr k, L
= 1.0 X 1.4 X 1.0
= 11.2 m
Load height factor
kr
t)
Moment modification factor
am
X
8.0
=1.088 (Table5.6.1 ofAS4100)
To satisfy the strength limit state
This can be rewritten as
M*lam
= 40/1 .088 = 36.8 kNm
:S <j>(1.0)as Ms;
The right hand side of the last inequality is the value of <J>Mb (based on a, = 1.0) that is found in
Tables 5.3-1 to 5.3-10.
= 40 kNm
= 36.8 kNm
To design thiStieam
and
An appropriate section can then be read directly from the table using an adjusted design bending
moment of M*/am.
_,
From Table 5.3-5, a 31 OUB46.2 has :
''ed
nd
ally,
""' in
snt
than
-
l-i999
and
= 197 kNm
= 40.0 kNm
> M*/am
(> M*)
(for Le =12m and am= 1.0)
(= 36.8 kNm)
Alternatively, the listed value of <J>Mb from Table 5.3-5 may be multiplied by
should be greater than or equal to M* and less than or equal to <J>Msx·
DCT&i /03- i 999
<Xm
(=1.088) which then
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
' - ~ '· ·' ·" '· ·: · .'·'· 'VOU1ME·1:·opEN SECTIONS
'5-17
Additionally, from Table 5.3-5, for the 31 OUB46.2 - Grade 300 section:
<J>Vv
= 356 kN > II'
(note also 0.6<Wv ;:, II' and no shearbending interaction check is required)
Designers should also undertake checks on bearing and deflections.
5.4
Calculation of Beam Deflections
Some methods for calculating the elastic deflection of a beam include:
(i)
(ii)
(iii)
(iv)
(v)
integration of MIEI diagram
moment area
slope deflection
published solutions for particular cases
approximate or numerical methods (e.g. finite elements).
Table T5.3 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].
5.5
J
References
[5.1] Standards Australia, AS 41 00 Supplement 1-1999: "Steel Structures Commentary" (Supplement
to AS 4100-1998), Standards Australia, 1999.
[5.2] Trahair, N.S. and Bradford, M.A., "The Behaviour and Design of Steel Structures to AS 41 00",
third edition- Australian, E & FN Spon, 1998.
[5.3] Bridge, R.Q. and Trahair, N.S., "Thin-Walled Beams", Steel Construction, Vol. 15, No. 1,
Australian Institute of Steel Construction, 1981.
.©
[5.4] 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.
L
[5.5] Trahair, N.S., "Design of Unbraced Cantilevers", Steel Construction, Vol. 27, No.3, Australian
Institute of Steel Construction, September 1993.
[5.6] Syam, A.A., ''Beam Formulae", Steel Construction, Vol. 26, No.1, Australian Institute of Steel
Construction, March 1992.
See Section 1.1.2 for details on reference Standards.
I)
u
/
I
L
.5-18
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
- , ,¥~LI)~E,J;,g_!"£N~~E~f1.8":'~_...: -:.::
. .. .
OCTN1 /03-1999
-
/
Table T5.3: Beam Deflection Formulae
SIMPLY SUPPORTED BEAMS
(UDLJ
7
!
tw
BUllT-IN BEAMS
5 WL3
!!.=-384 El
l
L
~
L
1
A=-
wL'
60
El
li
1
a= 48
wL'
li
a= WL
48EI
~
lw
A
.f
ti
ve
LIZ
LIZ
'
t
3
L-a
a
each force W/(n-1)
ti
I
1! ! l !
n s~aces
n odd. k
CANTILEVERS
!UDLJ
~n
-·
1999
~. i
lw
I
L
~:
oc;rN1 /03-1999
L
L
.~
~
L;z
~w L;z .~
[3a_
; eat lorLe l"(1-1) ~
4 (~J]
L
L
'
~
n soaces of Lin
'
0-
a=
3
WL
384 El
JA
1 WL3
a= 192
a
k
WL3
a= 192 (n--1) El
·'
WL3
a = 192 (n--1) El
b
I
1
[n-~
1
1
[3--(1 --) l
2
r1
I
1
a=s
wL'
1
A=15
wL'
El
I
~
I
L
I
a
'
1 WL3
A=--384 El
k
of Lin
=
;W
~~
L
~
n odd, k
=
n even, k
=
1
4
n even, k = n[3--(1+-)]
2
rf
:_
Jn,
El
~.
fUDLl
~wb j
1
1
1
[n--J [1 --(1 --)]
n
2
rf
1
4
[3--(1+-)] x
2
rt
1
n -[2(n--)]
n
Where:
= maximum deflection
a
W = total load on beam
L = span of beam
E = Young'smodulusofelasticity
I = second moment of area of cross-section
El
wd' 1
3b
1!.=--[1+-]
El 3
2a
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
..
•. .. .·
V'OLOMEi: OPEN SECTIONS .
..
5-19.
TABLE 5.1-1
I
Wl1
I
L
WELDED BEAMS
GRADE 300
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
"'Maximum Design Load based on Design Moment Capacity
bendin·g abOUt X•aXiS
"'Maximum Design Load based on Design Shear Capacity
MaKimum Design load
rs LESSER of Wl1 and wl2
WS = Maximum Serviceability Design load based on Deflec!ion limit of Span/250 or First Yield
Wl'2
wl
s
Deslgnallon
WC!(kN) I W (kN)
3.0
1200WB455
1200W8423
1200WB392
1200WB342
1200WB317
1200WB278
1200WB249
1000WB322
19000
900WB175
800WB192
800W8168
800WB146
800WB122
700WB173
700W8150
700WB130
700WB115
6.0
11400
7.0
9480
8130
8.0
9.0
7110
6320
10
12
6690
4740
4060
16
8680
7440
6510
5780
5210
9450
7680
6750
5910
5250
4730
4340
3720
20
22
2910
2360
2840
2590
6810
3250
2890
2600
2370
5610
4.46
5810
4.37
5810
3.35
1950
15800
13500
ttsoo'
2630
2360
2160
2370
1920
1590
2210
1990
1810
1590
1320
3940
3380
2960
:3940
338D'i' '2950 ··
13300
11400
9960
7970
6640
5690
4980
4430
3980
3320
2850
2490
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4500
4000
3600
3000
2570
2260
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3250
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6890
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6870
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1840
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1650
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1490
1350
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1020
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4980
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833
1130
4980
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1030
1150
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4980
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770
624
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1530
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3460
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1090
880
727
1360
1230
1110
3460
3.61
776
641
1120
1000
913
3460
3.03
3460
2.32
2390
2.72
4600
3940
3450
2760
2300
4110
3620
3080
2470
2060
3260
2790
2440
1960
1100
1600
1550
t3oo
1480
1290
1960
975
1720
1270
1800
1S80
1750
1530
1580
1210
2010
1670
1430
1260
2310
2020
1800
1620
1350
1160
1010
1260
928
71 o
1350
1160
933
985
2030
1810
1630
1720
1760
1640
1400
1220
12 70
1210
975
1420
958
771
624
950
689
516
900
810
736
561
455
376
1020
903
813
739
714
564
457
378
862
786
690
382
315
627
2390
2.41
771
605
561
2390
2.23
444
2390
1.89
1380
1150
1370
1230
1030
1090
978
815
698
611
543
617
313
489
, 1590':'l">>lfd860k'i','i '!1190'<ii:C!M060P · ":i!l52,
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2770
2420
1940
1620
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2080
1800
2510
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1860
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6200
4960
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3100
2760
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4.53
2640
11800
10400
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13000
1060
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870
779
881
639
1290
1070
1080
902
728
535
970
858
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12 70
1050
toad ca-5e (f\.., .. ·0.8).
TABLE 5.1-2
jf
14
14900
8270
900WB218
14200
5.0
17400
1000WB258
900WB257
16300
4.0
,'17400 ',;:,::'14!J00t: :cc 18'10() ''·i:·'ii I OSOO: ;'. ",. 8tl61'!'i\ r;ft4tOY:·''i'iiU!530Jil:i ;:, 6810 •i'i''''·%230 i"· ''4350 fC!i 'ii'8 730 i:c': '· i''3270 :'>l
9910
900W8282
3.5
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1000WB296
1000WB215
Wl2
Span In melres
,'"'""LDI"" .. '9Er ··~
dAAn..,.'4nn r
880
920
596
489
805
471
387
715
644
391
317
601
641
64 7
495
773
677
410
324
808
596
693
606
~z~
~~
438
335
~~~
259
262
492
217
2210
2.21
262
639
485
441
2210
2.05
265
214
177
455
410
372
2210
1.95
219
177
146
---;
819
709
. 683 I
492
585
352
j12
;5
J
277
219
177
146
TABLE 5.1-2
"""'2,.
_ _-".L___../
WELDED BEAMS
GRADE 400
X-·-·-
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
w;, "Maximum Design Load based on Design Moment Capacity
bending about X•aXiS
·-·-X
Wl2 ::Maximum Design Load based on Design Shear Capacity
Maximum Design Load W~ Is LESSER or Wl1 and Wl2
wS "Maximum Serviceability Design Load based on Dellect!on Um!t of Span/250 or First Yield
3.0
1200WB455
1200W8423
1200WB392
1200WB342
1200WB317
1200WB278
1200WB249
1000WB322
1000WB296
1000WB256
1000WB215
900WB282
9DOWB257
900WB216
900WB175
800WB192
BOOWB168
800WB146
600WB122
700WB173
700WB150
700WB130
70DWB115
Notes:
FlR
WL'dkN)/Ws(kN)
Span In metres
Deslgnallon
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10
12
:~l~gg;;w . ~~ggg'l?:2;)~~gg\t<$d~~gg,.n,)~}ggc~trd~g~,i?1';'~ggg"''~fi~~g,,,,"';~~g ......•. g~~g ,· .
22200
19000
16600
13300
11100
9510
8320
7390
6650
5550
i22401Pt·!:C 19200 ;•c;ii!i/6800 ::; .·.c; Ia~tfO!lfl'iiWJ 200\!• ,•: ,;• 9iitJO::·:c:h·'8400\':K"''' N 7/l ;': :.· '· •' 6720 ; ·. ; :56/)i)'.;
20100
17300
15100
12100
10100
8630
7550
6710
6040
5030
'M3Mi.•.;;,fiJf7400''1'1iiii15200W:At'il~2/llYM7ifO'IOO'l'i'frWM8~l;i1';;'?"i7ililO'~Wi67601Hiic'\if(flfOJ<'~'i'i!''5111f01i
17000
14500
12700
10200
8480
7270
6360
5650
5090
4240
If8800:\iic?iliMIJOl:li!'JiilliSOO'¢!l\tii0TcJ111o?i/W8~ lll>'l'J!Wi1ZI1Jii11Ji1fiY8310fi!Bt<!MIJIJOf,f1.'C:J'Ic50461c. ( 'l'ii:!OO ~1
15300
13100
11500
9200
7670
6570
5760
5110
4600
3830
'1 51IJO'ii\itfl~oliO':l!:Ji~fi!OO Wife"! M1iJi{:1\T"i'liilll60!![;!i~>f6il802l!!\\"tl667o11i&;i\!5~of, 'i!'i' 45811''•1!;;±''3786.1\:
14
15
18
20
22
kN
m
6190
4550
4040
3640
3310
4.00
4810
6640
3680
2910
2360
1950
4750
3700
3330
3020
2140
1770
6640
3.93
2640
4320
4160
3340
3780
3360
3020
2750
6640
3.85
3920
3000
2370
1920
1590
3630
3180
2830
2540
2310
6640
2.95
3250
2490
1970
1590
1320
3290
2870
2560
2300
2090
6640
2.87
2900
2220
1760
1420
1170
2760
2150
1930
4360
flliOIJO/i··I'C'IJIOll1l''lii%!4ooO'OJY?Z1C'IiJ4'iO!Hi·F711101'~"SiA'7iilfO'f}i;')3'l!lii!ifO?>lY,:i,>ilf6lO?il•1f0llltf01ii
3540
3030
2420
1830
2070
1530
2650
2360
2120
1930
3190
2340
1800
1420
1150
950
12700
3190
1740
8300
2.97
6300
2.46
6300
1.86
3650
3.25
3650
3.19
12900
11000
9660
7730
6440
6520
4830
4300
3870
3220
11000
9460
8270
6820
5520
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4140
3680
3310
2760
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2390
2360
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2000
14200
12100
10600
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9560
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6370
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8460
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4250
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,.... ,~320'i:1ccci\'1~870~?.?"•a<~o·J,:'·' ••aoM•
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11700
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10400
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6500
7290
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5100
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1•1J570f> i'fi'iilt850ii'\%'l,'6~3()i91i·;:151~0 .<'fi!.!~2.91J;C..'i.GWIJ/f10'•i;ii'l!"'3221fi'ii!g'i'i:£860!A
6680
5720
5010
4010
3340
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2500
2230
f!666r:P5Dl}'?:tJ7l(Jf;3l?/1:::5(j(j(j 1-'~X>~: 4lJO()\_::q:~_?3380\ff/{;•fi~86DliZ'f¥R-2$0lt8S]?,?: 22~():;:\
6780
•·toao
5740
6020
4310
3960
5520
3460
6300
3.04
2840
2730
2390
2120
1910
2080
1600
1260
1020
2660
2280
1990
1770
1590
1450
1030
833
689
2310
2180
1730
844
1700
1300
1870
1640
1450
1310
1190.
1270
975
770
624
516
3500
2910
2500
2180
1940
1750
1690
3520
2450
1800
1380
1090
880
727
3120
31 00
2550
2600
2230
1950
1730
1560
1420
2160
1580
1210
958
776
641
2120
1820
1590
1420
1270
1730
1270
975
771
624
1160
3650
2.67
2500
2000
1670
1430
1250
1110
1000
910
2.06
710
3660
928
561
455
376
2390
2.40
2390
2.12
516
1700
1450
1270
1130
1020
925
1210
933
714
564
457
378
,,,,,.,,.442o'· ''''''·"s5M' ,~. '''2940'•"''"'252o:fi>i-'1''221a'j
1910
1720
1440
1230
1080
957
861
783
188o
153o
1o6o
779
596
471
382
315
·:r!Jro·':'::·l'&loo'>::',:261IO'''H'i<c'l!210''c"'f'IJ9~0·'·'
1670
1510
1260
1080
942
837
754
685
870
489
387
313
1.98
1250
639
2390
1550
1320
1190
990
848
742
660
594
259
540
965
670
2390
1.68
1190
492
377
298
241
199
2070
1840
1660
1380
1180
1030
920
828
752
2750
2.21
1980
1560
1270
880
647
495
391
317
262
1740
1550
1390
1160
994
870
773
696
833
2750
1.95
1640
1290
1050
728
535
410
324
262
217
1540
1360
1230
1020
817
768
682
614
214
2750
335
265
558
1.82
438
741
649
577
519
472
2760
1.73
362
277
219
177
146
2540
4310
3770
3390
2970
3440
3010
2380
2870
2510
1980
2460
2150
1700
2150
1680
1480
.•\·3440 •,:•, ' 3010 T·>' 24i0 ,;'c:;,i,2()1Qlt;i",:•il7Mi•'·f·f';1111Q•J
4730
4140
3980
3480
3510
2.970
810
1830
2910
3310
2760
2360
2780
2320
1990
3070
2460
2050
1750
;:!;JOij().;itt[r?8461J\c:,?(.;:•$030 .''ii>':i421F:>''''I1()20'!WlcT?iJil)
· aseo·
980
2030
3390
: 46to''ii?2'39Sil'·'"i''Ul4alPiC'i:C,'2770!<'!:'':1310''t iViiYilll~
4090
1.75
1210
2260
4070
1:'5531ii''')';r4741Jl!l?i':'!iWI56:F6'':':iJ320i.H.<''::C21tOJ::!Yif':!lf71J'!
4640
6640
2260
5090
''15170'·'' ''!;J43o'''"'
:'40~0
1500
1260
5810
4920
6640
2.37
966
1650
1440
1820
•.','lloo0""'''''525o , .••. •42acr"·'':·!a5aa'-l'''"·3ooo,• .. '2620''
FsMo; ''·"'·soso
1760
1170
1840
.
2!i9Q
•·29oo:" ·..·:26so
2060
. 173.0
. ·• 20:Jo~:·:··''iil9o·:
1480
145o
(l) FLR. seomenllength for full lateral restraint, based on transverse load case (Jim"' ·0.8).
2 h in I di a es 1vlce iti loads ovewed b leldin .
1340
1300
1110
1060
1150
875
858
1040
1o9
596
865
492
177
01
I
~
~
I
TABLE 5.1-3
.... !
L
WELDED COLUMNS
GRADE 300
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
bending about x-axis
W~1 =Maximum Design Load based on Design Moment Capacity
w;l =Maximum Design Load based on Design Shear Capacity
Maximum Design load Wl_ is LESSER of Wl1 and Wl2
W$ ,. Maximum Serviceability Design load based on Deflection limit of Span/250 or First Yield
s
Designation
Wl2
Wl't(kN) I W (kN)
FLR
Span In melres
3.0
500WC440
500WC414
500WC383
500WC340
500WC290
500WC267
500WC228
400WC361
1
6990
5990
4.0
5240
5.0
4190
6770
. 6$'70···
6130
5810
5080
'5~30!.•'''4930'•'
5260
4600
4060
3680
6030
5170
4520
3620
4360
3610
3050
4600
3860
3380
2700
3750
3220
2820
2250
4770
4800
3760
3010
''4o6Q:::·:··::a55o 'hi• 284tF
4090
3580
400WC270
400WC212
4310
3700
3600
3260
400WC144
2850
2510
2460
2110
2200
1840
1860
1600
1400
"'2040·,·''' 115(}) ' ''15$0'
350WC280
350WC258
350WC230
350WC197
Noles:
3320
2850
2490
:':'31411"1•:• :.2690~r.;.'Nt2360.'1
2990
2560
r"•M4o<•t•.'<'24~it
2830
2250
2240
"!2tso··
1970
F2520i!liiW:'2181iZ"Jri:lf8lio,1
2250
1930
1690
!i2IIJI)CC~Git1if8Sii!!'!:'7r':i1tl40'l
22
kH
m
1160
953
4840
4.62
3870
4. 75
3870
4.69
3400
4.69
2920
4.75
2330
2100
1750
1500
1310
1630
1320
919
675
517
409
331
274
1270
1130
1020
924
324
268
2900
2640
2260
2030
1890
1450
2650
2030
1600
1300
901
662
507
400
2630
2300
2040
1840
1530
1310
1150
1020
920
836
2360
1810
1430
1160
804
591
453
358
290
239
3020
2690
2260
2010
1810
1510
1290
1130
1010
905
823
1970
1560
1260
875
643
492
389
315
260
3070
2180
1910
1690
1630
1270
1090
953
847
763
693
2200
1680
1330
1080
748
550
421
269
223
1930
1690
1500
1350
1130
965
844
675
614
2920
4.68
1s6o
1500
1190
961
667
490
375
332
760
296
240
1610
1410
1250
1130
704
626
563
2920
4.38
1210
953
772
394
302
238
193
2150
1880
1670
1500
938
536
1250
804
1580
198
512
160
1070
941
836
752
684
4230
3.65
1310
1030
838
582
428
327
259
210
173
2960
3.82
2640
2250
··:2aao:
1880
2510
2380
2040
1790
1590
1430
1190
1020
894
795
715
650
2250
1660
1270
1000
812
564
414
317
251
203
168
2160
1850
1290
1080
924
808
719
647
588
2960
3.77
1470
1620
1440
2010
1130
892
722
502
369
282
223
181
1900
1630
1430
1270
1140
950
814
713
633
570
2650
3.77
1750
1290
984
778
630
438
321
246
194
158
149
618
130
1460
1260
1100
976
879
732
628
549
488
439
399
2270
3. 76
1320
973
745
588
477
331
243
186
147
119
1470
1230
1050
922
819
737
615
527
461
410
369
2270
3.52
1520
1060
777
595
470
381
264
194
149
117
95.2
310
1810
3.52
2330
3.38
2330
3.35
2080
3.34
1780
3.38
2860
2590
2280
1760
····•2170·: '''1740'
i·'2/i40ii·r•• "I!IIJ(JFY•:•!t9l0'
20
1050
1710
. 3too:.:. :• 3176' · ''"2t70"" : 222o:
2930
18
2330
i:'4l60i':f:?G570i'i\:t·i!J121J.<;vi\'f il!iOO i
''2900'i":'•r2il80'.
400WC181
3230
16
2070
: 4t()(f:•.:::: 8520'•••<·· 301iaJ!: : :.N60; ·' MSOol
5020
14
2980!J
:. 5170 ;< '4430.•;: '•'!iiJ880·'A•ii•311JC W •::2!i9Q!
· 4670 ·· • ''40tJC" ·'''35M ··• '•Moo·
12
2620
f'/l91J0i.·'•'"'" 51·!6 !'W:i''iiW11J''c'i!i'l\'l5~of.\<ti,::liJSIJ'i'iK"'*~650il
6080
10
2100
3390
:: /l970c:Cii51IOX' i!i•im470:i;:;;::;:'(J586';.[:•:
9.0
3000
..• ''$940•:' '''329(i'l
' 45!JO!i ;'•'M30'' •J:!:{J440<:i·i·i•2750:
400WC303
3490
8.0
7.0
6.0
i67M··•t;o;q!f56~$!7f~50~0i~'ivtif40211!f<'J'!!ii3iiiitH
''4140'C!:·
400WC328
3.5
1120
931
796
696
621
559
465
399
349
1190
830
610
467
369
299
207
152
117
1990
1660
1420
1240
1110
996
830
711
622
553
279
74.7
496
1840
1270
936
717
566
459
319
234
179
142
115
1790
1490
1280
1120
996
897
747
641
660
498
448
1620
1130
828
634
501
406
282
207
159
125
101
1660
1310
1130
986
876
788
657
683
493
438
394
1410
978
719
550
435
352
244
180
138
109
1350
1120
964
844
760
:676
562
482
422
375
1190
829
609 ·
466
368
298
207
152
117
(1) FLR. segment length for full lateral restraint. based on transversa toad case
(2) Shading Indicates serviceabl\lty toads governed by yielding.
(~m"'
92.2
92.1
88.0
337
74.6
98.5
335
78.7
264
61.7
453
94.8
408
83.9
358
72.7
307
61.7
·0.8).
{3) J\llteletences to Grade 300 refer to the specll!callon oi300PLUS'"' Steel or ASINZS 3679.2·300.
......•
~-- '•
J I
'==
Q!i~
NoteC
·~lllaterL .v..:...
-~- case(~,, ~
FLR.(..,.,V'''y';t tengl,, .v,
nt. baL_ -·· .ansve/.
8).
(2) Shading Indicates serviceability toads governed by yielding.
4
{3) A11 references to Grade 300 refer to the specification oi300PLUSu Steel or ASINZS 3679.2·300.
l•J
TABLE 5.1-4
WELDED COLUMNS
GRADE 400
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
bending about x-axis
W\.t =Maximum Design load based on Design Moment Capacity
Wl2 ""Maximum Design Load based on Design Shear Capacity
Maximum Design Load Wl. Is LESSER of Wlt and Wl2
wS "'Maximum Serviceabil!ty Oes!gn load based on Oe!lection Limit of Span/250 or First Yield
Wct(kN) I Ws (kN)
Deslgnallon
500WC440
500WC383
500WC340
500WC290
500WC267
500WC226
400WC361
400WC328
400WC303
400WG270
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10
12
14
16
18
20
22
kN
m
7700
6740
5390
4490
3950
3370
3000
2700
2250
1080
1500
1350
1230
6020 t
4.07
1320
409
331
274
1630
1450
1310
1190
4980
4.19
1300
919
2160
901
517
2610
1930
675
1870
662
507
400
324
268
4980
4.14
4370
4.14
\~)'-5170~
3680
2700
2070
8710
7460
6530
5230
c\8450·9·;,4:724Q!t8!;c;Q3_4()•f;;,1t;S07QS
7890
5910
4730
6760
4350
3730
3270
3600
2650
2030
1630
2900
1600
400WC181
400WC144
350WC280
350WC256
7830
350WC197
6540
4580
8400
5490
4800
3840
f:'f68SO~~-~~'!JiO:tMf1i~1~~JJJffc~1Yi~'+X399'QJ
5850
4840
4240
3390
~:~tJooa,·t::Ii/t,~Gr6o%?ur,:;.~:::-"soo~~"'r.·:~\JJ.B®1
3320
3940
3380
2960
2630
2370
1970
1690
1480
1310
1180
1060
3220
2360
1810
1430
1160
804
591
453
358
290
239
3810
3270
2860
2540
2290
1910
1630
1430
1270
1140
1040
3500
2570
1970
1560
1260
875
643
492
369
315
260
3200
2740
2400
2130
1920
1600
1370
1200
1070
960
873
3890
4.19
2990
2200
1680
1330
1080
746
550
421
332
269
2830
2420
2120
1880
1700
1410
1210
1080
942
848
3890
4.13
2670
1960
1500
1190
961
667
490
375
296
240
223
771
196
3690
3.69
5370 t
3.22
3810
3.37
3810
3.33
3400
3.33
2670
3.31
2870
3.13
2300
3.13
2990
2.99
2990
2.95
2670
2.95
2260
2.98
2660
2210
1900
1880
1480
1330
1110
949
830
738
664
604
! '1;200" ''''"4460.'.'" . '$100'
3090
2150
1580
1210
953
772
536
394
302
238
193
160
6450
4840
5530
l16090 . ·') •)'5220. '·"""'4ii70'1
4800
6130
6280
3870
3220
2760
2420
2150
1930
1610
1380
1210
1070
967
880
3350
2330
1710
1310
1030
638
562
428
327
259
210
173
3680
3070
2830
2300
2040
1840
1530
1310
1150
1020
920
838
3250
2250
1660
1270
812
564
414
317
251
203
168
1660
1390
1190
1040
924
832
758
722
502
369
282
223
181
149
1470
4430
3800
.,, ~900i;j5,116080)''•'t' ·' 1'if<(20;!
5540
4180
4750
%'5350·''')!·)''''4590'I'M•'fNOJfJ!
4890
4190
3880
,,-,
::r:408(fi-~:;~_y.;';{3570:J
2710
3330
2770
2380
2080
2890
2010
1470
1130
1000
1650
892
2930
2440
2090
1830
1630
1220
1050
916
814
733
668
2520
1750
1290
964
778
630
436
321
246
194
158
130
2210
1850
1580
1380
1230
1110
923
791
892
615
554
503
1910
1320
973
745
588
477
331
186
147
119
1820
1520
1300
1140
1010
911
759
589
506
455
1520
1060
777
595
470
381
149
117
1320
1100
941
824
732
859
471
412
366
1190
610
467
369
299
264
549
207
243
650
194
152
1830
1800
1420
1280
1070
914
117
BOO
711
936
566
459
319
234
640
717
142
841
3690
3160
"3720 ' . 3190·'''·'>:''•27$0!
3040
2280
2600
rt'322o·;i:::-:t :~-;2reo~
2380
2200
1880
1650
1870
~i' ·'258tf ·. ··''' -~2210·;
3200
4270
3660
2560
':'~OifO''.
3840
3380
''·$4801
2870
1840
830
2130
1270
3290
. ··:313M
2900
2880
2310
1920
1650
1440
1280
1150
961
824
2540
1620
1130
828
634
501
406
282
207
179
721
159
.
~U~2llO:~~i~;i~42l80~
2890
2480
"'2820<'''ic2420l
Notes:
5720
iA.7QPO~ij';;;i:¥:6$tQXY:.:W0.P19Qt~?if:::~~6QQJl
·. 3660
350WC230
~-}
f{{'/.IS70>;?®::.:tff10~~~1A~;~·s:ytf0.§;l':l:J\i~'4600J%
t~-:·41,60'\
400WC2~2
FLR
8990
l) 862(k;~{:4:- ~ 7\J9Qi.l;=1;~;~ 6460'
500WC414
Wl2
Span In melres
92.2
95.2
329
74.7
2530
2030
1690
1450
1270
1130
1010
845
724
634
563
2200
1410
978
719
550
435
244
180
1740
1450
1240
1060
984
723
620
482
434
1870
1190
829
609
466
368
207
152
136
542
117
109
2170
352
668
298
115
576
101
507
88.0
(1) FLA. segment length for full lateral restraint. based on transverse load case (f}m = ·0.8).
(2} Shading indicates serviceability toads governed by yielding.
(3) t Indicates shear capacity governed by the shear capacity of the weld.
125
92.1
74.6
98.5
414
78.7
300
61.7
682
94.8
524
63.9
461
72.7
394
61.7
TABLE 5.1-5(1)
,_
__.._L___
UNIVERSAL BEAMS
GRADE 300
I
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
bending about x-axis
Wl.1 "Ma~imum Design load based on Design Moment Capacity
W(2 =Maximum Design load based on Design Shear Capacity
Maximum Design Load W~ is LESSER of Wlt and WL2
WS =Maximum Serviceability Design load based on Deflection limit of Span/250 or First Yield
Deslgnallon
610UB125
W(, (kN) I W! (kN)
Span In metres
2470
2120
1850
1480
1240
1060
927
(:241 0''Y'~'i"'2QU11¥x·i•'iil81Q ~iY:f.'i'1~4U(2;ff."(%1l!Oo;;;w;,\~fO$Q\;ifW?~Ji!!i~03!!
610UB113
2210
1900
1660
1330
1110
948
829
;:-~2.MO_?_,.:i:·;·~~F18_40t:S)~1:J.,~tMO).?~!J:ift~1~!JJ1KC:i:f(--d0Ba~<_ff,f;tft,~_92_21~\(!>!":f.Ki:fU1GS
610UB101
2090
1790
1560
1250
1040
894
$:,·2o2o:·:;:::fl?'i1zGo.~s''"~~i1620:'irtJ<0·V:-:t~to-"-'<\''i--;.-?%tcm;;.rzt?iltttfiliJ87-1:1
530UB 92.4
1710 ·
1460
1280
1490
1280
1120
1320
1130
991
s11
881
569
420
496
362
441
634
598
466
513
357
449
282
399
572
420
322
254
532 .
504
432
456
371
370
399
284
324
355
224
288
369
271
208
164
406
320
364
348
235
312
304
273
270
142
243
275
202
155
122
387
323
277
242
215
349
242
178
136
108
355
296
253
222
197
298
207
152
116
893
793
W129{h<tft\?;';\Hj0fi;f_,;:f;;'~N169#?%:'ff<";Z?6}J
460UB 74.6
1200
1030
897
718
~"Jf70;;0::,f·i/:t::10Cfoi;;->-'.·;(;'i.879H.
460UB 67.1
410UB 59.7
410UB 53.7
360UB 56.7
h:A,';'J·703fl
1060
912
798
638
•;.to4o:•:.cf'i''X893ii&ic;'laE ,;fr'JII25;1
864
741
648
519
~.:;<:s.sg;~l.:p;>::i}/,'3{Ei;(;'f::'('5;'639.tS"f~~',i d:f)Jf'l
811
695
609
487
f>.·>>7QMi'f:zc~;682t:t;~if'>Y~9U
462
729
626
547
437
>~:;·N9!-''c~<t;r.titJtl1t:r~-rt~:":539":1
360UB 50.7
646
553
484
}f.Z71338P0~F.'-"i:ii6~11f~if,>'k?{IfllM
360UB 44.7
591
507
443
(- :_;\58$)p,;Hi_SO!f;.c~NfG·i,-'#4l:Q
744
396
tao
0
~
Notes:
<
~
El
'
~
"'"'"'
"->--
,...
. CJ
)
I
695
731
640
532
558
458
498
853
iif450;:,;;;;~12_40J{'I!ft!!8li:C@\s~Bmi~\~Y;;~:J72$XI
46DU8 82.1
663
732
695
638
599
587
1020
"i1650i:'•::··iif130•'i·i\C:if260'\1'~''·'998Ji'''>~¥1fll321
530UB 82.0
782
824
748
737
(1) FLR, segment length for full lateral reSI!alnt, based on transverse load case (fSm = -0.8).
(2) Shading indicates servl03ability loads governed by yielding.
(3) AU references to Grade 300 refer to the specification of 300PLUS'"' Steel or ASINZS 3679.1-300.
92.0
Wt2
FLR
10
12
14
16
18
20
22
kN
m
742
606
663
537
626
468
512
341
446
293
397
228
359
206
319
182
259
133
243
115
219
616
421
553
373
622
325
427
236
372
204
330
159
299
143
266
126
216
530
309
474
274
447
239
386
174
319
150
283
117
256
105
228
92.6
165
464
237
415
210
391
183
320
133
279
115
248
412
187
389
166
346
144
284
105
248
90.5
220
371
151
332
134
313
117
266
85.1
223
73.3
198
337
125
302
111
284
2360
1.88
2200
1.84
70.5
57.1
89.2
224
80.4
92.3
67.8
203
80.1
182
174
58.9
156
200
70.9
162
51.9
152
45.1
137
99.0
68.7
50.5
194
87.1
177
74.6
161
60.5
148
51.8
138
44.5
127
38.0
109
63.5
179
177
56.0
160
144
130
51.4
45.4
41.0
33.2
135
35.6
121
122
28.8
109
38.7
30.6
24.7
121
34.0
111
29.1
108
26.9
98.5
23.0
96.9
21.8
88.7
18.6
2210
1J3
233
70.4
1880
1.64
203
60.6
180
1750
1.60
1580
1.54
1440
1.53
1330
1.50
1100
1.45
1080
1.37
99.4
991
1.43
20.5
88.1
897
1.41
839
1.33
96.6
47.2
163
42.5
145
37.5
118
27.5
111
23.8
18.0
80.6
15.4
I
TA.BLE 5.1-5(2)
UNIVERSAL BEAMS
GRADE 300
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
bending about x-axis
·-·-X
W~1 = Ma:<imum Design load based on Design Moment Capacity
Wt2 " Maximum Design Load based on Design Shear Capacity
Maximum Design load Wi..ls LESSER of Wt'1 and Wt2
=Maximum Serviceability Design Load based on Deflection limit of Span/250 or First Yield
wS
W(1 (kN) I WS{kN)
Span In metres
Oeslgnallon
310UB 46.2
0.50
0.75
1.0
1.25
1.5
2.0
3.0
4.0
5.0
6.0
7.0
8.0
3150
2100
1570
1260
1050
787
525
394
386
364
332
269
243
260
214
226
171
164
136
182
112
149
90.5
131
80.5
104
60.7
112
58.7
90.5
46.6
79.7
40.7
77.6
34.8
56.7
25.6
315
247
292
212
215
155
224
137
182
109
147
86.9
145
71.6
119
57.9
105
51.5
62.6
38.9
90.0
3Z6
72.4
29.8
63.7
26.1
62.2
22.2
46.9
16.4
262
171
243
147
179
108
167
95.0
152
76.0
123
60.4
121
49.7
99.5
40.2
67.1
35.8
69,0
27.0
75.0
26.1
60.3
20.7
53.1
18.1
51.9
15,4
39.1
11.4
225
126
208
108
154
79.2
160
69.8
130
55.8
105
44.4
104
36.5
65.3
29.6
74.7
26.3
59.2
19.8
64.3
19.2
197
96.4
182
83.0
134
60.7
140
53.5
114
42.8
92.0
34.0
90.9
28.0
74.6
22.6
65.3
20.1
t:1f40Yr-;;,.\~1'l 209(J)';:,S):1L:~i15l_O.~:J.;?-tN 2QO;; li":
310UB 40.4
310UB 32.0
>10$0)~ X''i7<l~i2'"li-,1'52i1Di
972
2920
1940
1460
1170
729
486
v2910'c'C<1':XI9l~;(t\Y:('il'f60•?c'i'•'''1.16W;t!i.:C\c;!91h1':·?\\'·'•7!8i'c'{':'i"·4ffiM
2150
717
536
356
660
1430
1060
rgrroN;'-4~XV?1!MOE·~?fljf09'0:&f:\Jt~5::l166~~;~wz~Gf.{;'"f.}>~ifJ'lttfiff::?fi~M~~:otn
250UB 37.3
250UB 31.4
747
2240
1490
1120
696
560
373
·, 22300\o·'t'B480'¥l'''''"llto i ..! ·;t' 890:)d:c:!Z42'''''''!'!£ijS8:t• '\iY31f(:;
1620
1210
911
729
607
456
304
i'181o·'·~.";o;;;Ji!t0ii'Hi,:f0:·,9Q!Jiiifc!;;:\726.1';;,i;,z60l'f:%i%';~53:&i:~'i;;'311~ifl
250UB 25.7
200UB 29.8
200UB 25.4
1470
961
491
366
736
569
.1460·' .<}:·~ 974·'i'T'''>730'',<".i•:i?5tl4ii'cn''io~BlfiM'.'~651
970
727
562
364
1450
465
,1440 • ,;. , .. .!'961.''' i!'t:,·z2t i'C "·''"o7?':'1i: ••; i480i'"'' ,;;;'360 \
398
296
1190
796
597
476
'.1.190
200UB 22.3
200UB 18.2
160UB 22.2
i ;. .'.::~.7fi2;-J.W:_~":;;:·594ll~·',<~':>.J•.476~;;\:
'!,$9$;ii '"'291·i
1060
697
523
416
349
261
628
552
414
331
276
207
V1tf60J::,;:¥I-:t:.>;:'''lf(JJ~'/N:f53~~t~?X9At'rt~trv.;-;)~ }\:·; ;_ :aiit;Jpzr;;.~'/266:1
;:-;-,-a-tlf-'f'!-(! >:~r5il_fl~~:-;!{~~'~K!IM.'~~WF ~el-f,%f_,.-;i~tiY1/t&?i-r{~;;;~~t~CI<N
900
600
450
360
300
225
P-t874>ti'fJJ .,583 f;·ci • i;·~4JI\•'{.1%ct1''$50ii•ii j ';; .' 291\,' :;\•,:'2 19!
180UB 18.1
1BOUB 16.1
150UB 18.0
150UB 14.0
Notes:
01
'
1\:)
01
Wl2
724
362
290
241
161
,,,, 2B4.i~>·:.
.'(3550:.
237!- !17?i
637
425
212
159
319
255
8280·' ':'~':':4t8 -':-:·.' -:_.: iJ14 ;o;;·:··.· > 251.·:">.1.:;" )<'209{ ~-'·:~;·-.':\1571
622
415
311
249
207
156
'598' '"J,0;)$99'A'?1Yi'299'·":·' ··'239. '"'''' 199"
139
156
469
313
235
166
117
77155:"'.'Yi!{3():J';"'f,'!i227'•Dc!;!J;>182J·:•;,••··;· ;,J52!
102
710i>
483
:_::"i;·td473:}~-~-'
• •j
245
241
242
199
199
161
174
143
136
108
150
104
121
82.8
106
72.4
104
61.8
76.2
45.5
{1) FLR, segment length for full lateral restraint, based on transverse load case (13m= ·0.8).
(2) Shading Indicates serviceability loads governed by yielding.
(3) All references to Grade 300 refer to the speclllcal!on of 300PLUS1\j Steel or AS/NZS 3679.1·300.
51.7
15.2
45.5
13.3
44.5
11.3
33.5
8.35
51.8
15,2
56.2
14.7
45.2
11.6
39.8
10.2
36.9
8.69
29.3
6.39
10
157
61.7
146
5J.1
106
38.8
112
34.2
91.1
27.4
73.6
21.7
72.7
17.9
59.7
14.5
52.3
12.9
41.4
9.72
45.0
9.39
36.2
7.45
31.9
6.51
31.1
5.56
23.5
4.09
12
131
42.8
121
36.9
69.6
27.0
93.3
23.8
75.9
19.0
61.3
15.1
60.6
12.4
49.7
10.1
43.6
8.94
34.5
6.75
37.5
6.52
30.2
5.18
28.6
4.52
26.9
3.86
19.6
2.84
15
105
27.4
97.2
23.6
71.7
17.3
74.7
15.2
60.7
12.2
49.1
9.66
48.5
7.96
39.6
6.44
34.9
5.72
27.6
4.32
30.0
4.17
24.1
3.31
21.2
2.89
20.7
2.47
15.6
1.82
FLR
kN
m
711
1.42
641
1.35
566
1.16
567
1.22
530
1.18
429
0.987
451
1.12
407
1.09
346
1.09
306
0.783
371
0.735
302
0.728
269
0.722
321
0.605
259
0.569
. " 01
'
~
TABLE 5.1-6
~
I
L
UNIVERSAL COLUMNS
GRADE 300
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
bending about x-axis
Wl1 =Maximum Design load based on Design Moment C3paclty
WLi "Maximum Design Load based on Design Shear Capacity
Maximum Design load Wi.ls LESSER of Wl1 and Wl2
WS -Maximum Serviceability Design load based on Deflection limit of Span/250 or First Yield
-
s
Wt'dkN) I W (kN)
Span In melres
Designation
3.0
310UC158
310UC 137
1800
3.5
4.0
5,0
6.0
7.0
6.0
9.0
10
12
14
1550
1350
1080
953
928
808
790
681
676
548
495
351
426
280
283
151
246
130
214
113
134
54.5
115
43.2
81.1
31.0
34.3
7.82
801
662
773
561
658.
473
563
381
412
244
355
194
238
105
205
90.2
178
78.3
112
37.8
95.8
30.0
87.6
21.6
28.6
5.43
773
486
663
412
564
347
463
280
353
179
304
143
202
76.8
178
66.3
153
57.5
95.6
27.8
82.1
22.1
58.0
15.8
24.6
3.99
676
372
580
316
494
266
422
214
309
137
266
109
177
58.8
154
50.7
133
44.0
83.6
21.3
71.9.
16.9
50.7
12.1
21.4
3.06
601
294
515
249
439
210
375
169
275
108
237
86.4
157
46.5
137
40.1
119
34.8
74.3
16.8
63.9
13.3
45.1
9.58
19.0
2.41
541
238
464
202
395
170
338
137
247
87.7
213
70.0
142
37.6
123
32.5
107
28.2
66.9
13.6
57.5
10.8
40.6
7.76
451
166
387
140
329
118
282
386
122
331
103
282
86.8
241
69.9
177
44.7
162
35.7
101
19.2
88,0
16.6
76.3
14.4
47.8
6.95
41.1
5.52
29.0
3.96
mnro5'~'®f11i2oU"*'>'t~Q1
1550
1330
1160
!M.li3ot,:;n'\i1STfl4c:.\'NJ;l5.oJ
310UC118
1320
1130
987
'!Pi1$2Q)¥£~5§:,1rl8.Q£d"Hil5\Wfllfl6J
310UC 96.8
1130
966
~'"~1/fJJQ~l{[f:fiTfll~~
250UC 89.5
250UC 72.9
200UC 59.5
200UC 52.2
200UC 46.2
150UC 37.2
160UC 30.0
150UC 23.4
100UC 14.8
Notes;
824
707
!;Y8.2QtiJ•;;J•.'fZ03l
710
608
~"t'.-ztlH
571
472
405
418
307
410
362
361
265
356
305
313
230
223
191
151
111
192
164
120
88.2
135
116
86.2
63.4
57.1
48.9
21.7
16.0
846
857
618
548
532
437
354
235
308
203
267
176
167
85.1
144
67.6
101
48.5
42.8
12.2
(1) FLR, segment length for full lateral restraint. based on l!ansverse load case (11 111 =·0.8).
(2) Shading Indicates serviceability toads governed by yielding.
(3) All references to Grade 300 refer to the specification of 300PLUS'u Steel or ASINZS 3679.1·300.
~)
I
Wt*2
17.1
1.96
95.2
206
60.9
177
48.6
118
26.1
103
22.5
89.0
19.6
65.8
9.45
47.9
7.51
33.8
5.39
14.3
1.36
12.2
0.998
16
338
93.1
290
78.9
247
66,5
211
53.5
155
34.2
133
27.3
88.6
14.7
77.0
12.7
66.7
11.0
41.8
5.32
35.9
4.22
25.4
3.03
10.7
0.764
18
20
300
270
73.6
59.6
258
232
62.4
50.5
219
197
52.5
42.6
188
169
34.3
42.3
124
137
27.1
21.9
118
106
21.6
17.5
70.8
78.7
11.6
9.41
61.6
68.4
10.0
8.12
53.4
59.3
8.70
7.05
37.2
33.5
3.40
4.20
28.7
31.9
3.34
2.70
2D.3
22.5
1.94
2.40
9.62
8.57
0.604
0.489
"
246
49.2
211
41.7
180
35.2
154
FlR
kN
m
1660
2.98
1430
2.96
1210
2.93
1060
2.80
943
2.46
754
2.36
674
1.89
571
1.88
513
1.86
453
1.40
359
1.35
321
1.29
168
0.667
28.3
112
18.1
96.8
14.5
64.4
7.78
56.0
6.71
48.5
5.82
3M
2.81
26.1
2.23
16.4
1.60
7,79
0.404
[BLANK]
:-199_9 __ .
DCTJVJ/03, 1999 .
•_
.
~-27
TABLE 5.1-7(1)
TEES CUT FROM UNIVERSAL BEAMS
GRADE 300
STEM DOWN
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
bending about x-axis
X-·-·
=Maximum Design Load based on Design Moment Capacity
stem down - flange in compression
Wi.1
Wl2 = Maximum Design Load based on Design Shear Capacity
Maximum Design Load wl Is LESSER of Wl1 and Wl-c
·-·-X
W$ =Maximum Serviceability Design Load based on Deflection limit of Span/250 or First Yield
s
Wl'dkN) I W (kN)
Span In metres
Designation
3058T 62.5
1.0
1.25
897
718
:,\·::665.~:~::~:sY::-532?i~:.-~:::
3058T 56.5
831
665
1.6
1.76
2.0
2.5
698
513
449
359
;7f43 -:Vii[;{;':c::-aao::J;m:crt'7<YJ2::c2·-~;:·_:t:266 r
554
475
416
333
Wt*2
3.0
3.6
4.0
299
256
224
:'i:'-J~-~~222-Y'?·:· -~--;;J9o--·-:·:
277
5.0
6.0
179
150
'><t6(f'J ··'>''-133 --·. ·· ; 111·
238
208
166
139
¥~f;~;6T6~"kZ~'.:"''!f93~~~~!ft:'A1:1:fSX'1ft~-;::35Z1t?1it¥0Q8,'YE*it~'?rfi~4.6~;;:%'%mrt~205·,1:R:~f;;,8Ii~"1·76'~<Y-';t~-~-q54;·f'~!.'-'J2 _;123·',:~:);~/C':~:-103-~·!J
305BT 50.5
826
661
551
472
413
330
275
236
't f.\612J:'W'''~89;:.;~;),:<:408%t/i'k{:J5QNiffii.!S®'8U \'245i'"i'icl·\'~0.4tii' 'Ciifc7!;:t' '· ..,,
2558T 46.3
627
501
418
358
313
251
209
179
206
165
157
125
-163:;:··: ''; 122 · .
:t-~·~:A8.4-F~~s;:.:~:S-1J:i.p,,;.;~~;i:n 01!:¥%~Jfi'9?2ti5:'f!?i%.~$c1~3'2?.$%1&1::?.?';;.l86fif_if%Yc1J'l55PJ!:f~'!JflfJ8t'-:1§~-0:t;"1-1fi~hf ,';:f~k:92:;·g_ ?,
2658T 41.0
230BT 4U
2308T 37.3
230BT 33.6
577
462
385
330
289
231
192
165
144
115
::JJ-!!428;-;;;,-,?;~:-i$42 .t .;,,~:-'"~·285 z~~-{_~~:,};'244:_::-p;';)i>Zt.2!.t4;i~\·;;·?.-t-'f:11·zt.¥iJJ-iz"A-M'iit#3;~i;-·u.:;:i->t22·;,~£,;-,_<,_:; :to7-.:'-'ot :,--;;--:;L;:.-85.5/J
465
364
303
260
227
182
· 152
130
114
90.9
,'!337
·289''··' ', 224 ;r <ii.'''t92if;!:Z·''NI88.1!ei::i'/iW5\'':'<fi'tf!2,§'i<·'1;;,i:96i2 ': · ""'!84:2·1
60.3
414
331
276
237
207
166
138
118
104
82.6
.:·•. 307 · , ,.245 ,<·:F-!'"205: :•c,:<:·T75io!!;<F:?!ifli3''·''''·''·•,t23:!VM!!liil02•' ,,,,.,.,,,'i8l:7'::::c;:;:76;7.:
54.6
361
305
254
218
190
152
127
109
95.2
76.2
;£_-::}2S2,\~-.'?~~-:;:-226/-.:.;-:i.~J;:,y.188:·;;--;_:~;::~-;--;.f.;";161lt.;n·;tt_-;:1ift:~7X;fi'~S'(~J18-:Y,~j,\,9{-¢:1;;$,QIJf-f};SiX~·i{80,6;Li};<;--,".)I7().6_'l
205BT 29.9
283
226
188
162
141
113
94.2
80.8
70.7
:.;,:fi2119f•F:•:!c:f68 'i'J/!!!M.dO !.::;;'&:::;JgQ)'ii'!;fl"i!Q.>ii''iWfCS'.Ii3Jli2l'§'!fiili~iJ1'!:!;;::::o9:8'"'''.\'!'5gi-! 'l
205BT 26.9
287
229
191
164
143
115
95.6
81.9
:;.;:•212K·:fE'H 7,0 :; ,:· •T,·f42 !}J'> P:'121'y;;;:'lii1tJQ.,:,;:.'f."i';f84;Q;:m~·."i70.$>''iiQ'6D:7 · '
180BT 28.4
160BT25.4
225
180
150
129
113
90.2
76.1
64.4
203
163
135
116
102
81.3
67.7
58.0
,~(t05??1.6'l?-11f.iiXYltS#~~\\1:2.M.~-1J)J..}'?,);>;;{,:i:f.95~'4Tit}~':N83;6 r;~+~Z\-"l66:87fl;ht6;~_55:_7;i~'S:~-,? 47/l ,:{
f-"}{·tY16Q?tl@f:fK1-20{?:-i'-.:::tlf;?\1Co:g;~]t~8tt66I_O::P:~a$:Z~"!!':&.~-eo~t-~~f~?,\k'fQQ;·2N~®~I:::.WI0~1
180BT 22.4
195
168
130
111
97.4
77.9
64.9
''''~''14Bi'''·'"''1-19''''Y•''·i98!9!itcoo"''84;B"!'ci"·'''V74;2Ji'i:<H:59.<N;;;;;'1(49:•r'
Notes:
{1) Shading indicates serviceability loads governed by yielding.
(2) The effective length for Tees Is the maximum effective length of a segment for which QMb"' ¢Msx assuming
(3) All references to Grade 300 refer to the specification of 300PLUS 1 ~,~_ Steel or AS/NZS 3679.1-300.
5I
55.7
39.3
ftm
71.7
48. 7
56.4
3 7. 2
50.8
33.2
48.7
30.1
49.6
56.5
33.6
57.3
31. 2
45.1
23. 8
40.6
21.3
39.0
19.2
= 1.0 (see Section 5.2.2.2).
138
96.8
104
66, 1
96.2
59. 6
75.8
41.9
69.0
37.9
63.5
34,5
47.1
23.3
47.8
21. 6
37.6
16. s
33.9
14.8
32.5
13.4
7.0
128
85.6
119
78.2
118
71.1
89.5
48.6
82.5
43.8
64.9
30.8
59.2
27.9
54.4
25.3
40.4
17.1
41.0
15.9
32.2
12.1
29.0
10.6
27.8
9.82
8.0
112
65.5
104
59.9
103
54.5
78.3
37.2
72.1
33.6
56.8
23.5
51.8
21.3
47.6
Etlectlve
Length
kH
m
1040
2.27
973
2.17
975
1.96
828
1.94
773
1.84
693
1.90
632
1.85
586
1.78
480
1.79
464
1.61
433
1.83
392
1.76
367
1.61
19.4
35.3
13.1
35.8
12.2
28.2
9.29
25.4
8.30
24.4
7.52
r
\ I
~
TABLE 5.1-7(2)
L
TEES CUT FROM UNIVERSAL BEAMS
GRADE 300
STEM DOWN
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
bending about x-axis
X-·-·
w[ 1 ~Maximum Design Load based on Design Momen1 Capac!~
stem down - flange in compression
·-·-X
Wl2 = Maximum Design load based on Design Shear Capacity
Maximum Design load Wlls lESSER of WL', and wt2
W$ =Maximum Serviceability Design Load based on Dallecl!on Umll of Spanf250 or First Yield
s
W{1(kN) I W (kN)
Span In metres
Deslgnallon
155BT23.1
1.0
1.25
1.5
1.75
2.0
2.5
3.0
3.5
4.0
5.0
6.0
112
93.7
80.3
70.2
56.2
46.6
134
107
40.1
26.6
38.3
23.5
31.1
19.4
28.2
14.6
25.6
12.9
20.6
10.2
35.1
20.4
33.5
18.0
28.1
13.0
26.8
11.5
27.2
14.8
21.8
24.7
11.2
22.4
9.90
18.1
19.8
7.14
18.0
6.34
14.5
ZBO
4.99
23.4
9.05
22.4
8.01
18.1
6.59
18.5
4.96
15.0
4.40
12.0
3.47
18.0
7.47
16.7
16.8
6.48
12.8
5.58
13.8
4.96
11.2
4.27
10.2
3.50
10.6
3.29
8.74
2.62
7.74
2.31
7.91
2.05
6.27
1.57
89.5
76.7
67.1
53.7
f::":~f.1J974,tt~~Wfr79:'51-ti~J.:f{8lt:3!.l.~f8:Stfl8t?f;f~-~~9i1~\1-9J8J
155BT16.0
125BT18.7
125BT15.7
125BT12.9
109
87.1
72.6
62.2
64.4
98.8
79.0
65.8
56.4
49.4
i~;(,iff;{7.3:~2_f';jt~~_tJ58_.'5?t#i~&r48I9:S?:?&Z.~4:t18''t;~~??786t6:~
89.8
71.8
72.3
57.8
59.8
51.3
44.9
t:':-~>~:i-61: 1¥;;;t·~,r~-53;'7XY~1!N'!44i 8"lA$~f?t{$_.8'!il!!i~?;":''tf33I (f~
48.2
41.3
36.1
f_•,':f{'t63-:~~!i:WR~tli'8s;.:::~~~1~tl5i7:f:1it{'t~1i'30i~n'f;{}Jf,.\'28f8i8
1008T14.9t
IOOBT12.7t
100BT11.2t
1008T 9.1
908T11.1
90BT 9.1
90BT 8.1
62.9
50.3
41.9
758T 7.0
Notes:
35.9
'' ':''T46:ll''V;•:.:: 37;3 ,:,C''i'.:·IJI.'I .'!!'?!' i'26:o,'i
55.4
44.3
45.0
36.0
36.9
31.6
1Ait','41:'5:'il:ii~t:33;20.''!lid/27•6'((fifti'23.l:ii1
30.0
25.7
'f.~t:~~1J;·s~iY2lf6.-~Yo!ifJ~:l2$>7~:-rHf?;p7J;S"?1it
40.9
32.7
27.3
23.4
l':,X?t"'30';3~'-~':'t'lf;\!:N~"i#;-2.gi;;g.:y:;-20.:2?-.5::7'i't:.\·1.-t13);';
43.2
34.5
28.8
:;.:::: 32!Qi''!!:F'ii25j6;' ·:,>':/\2113:1
34.9
28.0
23.3
15, :!§1,2539 ;wcc::2().'L¢;!iW'iii\17ili<1
31.0
24.8
20,6
,,.,,,,,,22.ll':::,,;ns.oc"'lfi?C~,H5:il'l
75BT 9.0
43.6
t;~:;JJfJ85:~F~¥X8S;{lp;c$ft:._4¥._86;9l]:&?:"f01itJSi8.fJFrfi!f:.#Jl2i:Z~JK'¥fi@A8df.'M
25.3
31.7
t·c ·1~i23iFlW':'18:8'''
20.1
25.1
' •;!;.!?18.'6.l'!h'i'; 1~;91!
21.1
14.6
16.7
11.2
24.7
17.2
20.0
13.7
17.7
12.1
18.1
10.7
14.3
8.22
39.5
28.6
35.9
25.3
28.9
20,0
31.4
22.9
25.2
14.7
27.7
19.9
22.5
17.1
20.6
14.0
21.6
13.2
17.6
10.5
16.6
9.23
16.8
8.19
12.5
6.29
22.2
12.7
18.0
10.9
16.4
8.96
17.3
8.43
14.0
6.72
12.4
5.91
12.7
5.24
10.0
4.03
44.7
32.0
36.3
26.4
32.9
19.8
29.9
17.6
24.1
13.9
21.0
10.2
18.6
8.82
15.0
7.59
13.6
6.22
14.4
5.65
11.6
4.67
10.3
4.10
10.6
3.64'
8.36
2.80
11.7
4.57
12.3
4.30
9.98
3.43
8.85
3.01
9.04
2.67
7.17
2.05
Ellecuve
length
140
!t~?~lO~fFf'i'W~f2{8H.:eli?if!Jb¥8gM'f&fi;~~.OJii'5%*:'4Jft6ZilJ:.~"&-ff6<f:~~~3:lfi*1
155BT20.2
Wl"2
5.72
9.49
12.6
3.66
11.1
3.18
8.99
2.73
8.18
7.0
20.1
6.65
19.2
5.88
15.6
4.84
14.1
3.64
12.8
3.23
10.3
2.55
6.82
8.98
1.87
7.91
1.62
6.42
1.39
6.84
2.24
1.55
1. 14
8.64
2.11
6.99
1.68
8.19
1.48
6.33
1.31
5.02
1.01
7.20
1.46
5.82
1.17
5.16
1.03
5.28
0.910
4.18
0.699
6.17
1.07
4.99
0.857
4.42
0.753
4.52
0.669
3.58
0.514
10.5
2.54
9.23
2.21
7.49
1.90
8.0
kN
m
17.6
5.09
16.8
4.51
308
1.95
278
1.77
13,6
246
1.47
246
1.69
231
1.49
185
1.28
3.71
12.3
2.79
11.2
2.48
9.03
1.95
7.86
1.43
6.92
1.24
5.62
1.07
5.11
195
176
150
133
1.03
161
1.10
131
1.02
116
0.977
139
0.919
112
0.799
0.875
5.40
0.823
4.37
0.656
3.87
0.577
3.96
0.512
3.14
0.393
(1) t Indicates bending about minor principal y-axls for the axis shown In the diagram.
(2) The effective length for Tees is the maximum effective length of a segment for which ¢Mb = ¢Msx assuming am= 1.0 (see Sectron 5.2.2.2).
{3) • •· these sections which are bent about they-axis do not buckle laterally, and have no requirements for the maximum segment length to achieve the design section moment capacity.
(4) Shading Indicates serviceability loads governed by yielding.
{5) All references to Grade 300 refer to the specification oi300PLUS'~ Steel or ASINZS 3679.1·300.
~
I
TABLE 501-8(1)
I
L
TEES CUT FROM UNIVERSAL BEAMS
GRADE 300
STEM UP
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
X-
bending about x-axis
0
_
0
-
0 - 0
-X
Stem Up - Stem in COmpreSSiOn
W[, • Maximum Design load based on Design Moment Capacity
wll ==Maximum Design load based on Design Shear Capacity
Maximum Design Load Wl is LESSER of
and Wl2
wS "'Maximum Sarvkeability Design Load based on Oeffection Umlt of Span/250 or First Yield
Wt,
Designation
305BT62.5
305BT50.5
265BT46o3
265BT41.0
7o0
8o0
kN
m
83o0
72o7
1040
OoO
85o6
65o5
68o1
59o6
973
OoO
ft,';"1~6t63>k~t~%1F493.·f:-l1:~J:J!-f"af171B12PJi~M62~ff}.lf5.'3013!?'?:.-':~?dio~i2!:16f?:~;,"":;:,:,;!JZ05J::'{;~1.~ii476b-;-~.: ·z";·;;~1-5ii!~~N::'.'i8'(123;,;,;;-:;·_;:,;~~i~toa::J\?~
78o2
59.9
975
0.0
828
o.o
773
0.0
1o25
1.5
1.75
2.0
2o5
3o0
3o5
4.0
5o0
466
388
332
291
233
194
166
145
118
477
396
382
317
318
264
273
226
239
198
191
159
158
132
136
113
99.0
t':'fi612·''"'"'·'''489;Y;:t!!tmoa~fW·ii¥llS:Cf.'Mii'c~aoB~<B!;'&1'246·':f'·''"''*2Q4M':'h'·'175.::·: ..'.''·
290
242
207
181
145
121
104
363
:·:; ·.;~64 ::;.;;;;:; :J'ft:'i:':'!i;{''31 O"'t'il'\.:' 265,~'c:f\1[2:J2TI}'!,I:\H8~-,·;:c.'' '!{155!;\f: .,, 133 ' ·;
298
237
197
169
148
118
98o6
84o5
79.2
'16;1/S•>i-'!'122"'·'
90o6
72o6
.' 116::' •,:,: 1:'' 92!91
73o9
59o2
~, ;;'-'428:>::m~y~_:::-$ll2>: :--:o:~u~r;285"'fZ~{i&'2il:if'1?if;;.~r;R::-Zt#:r~t;;~*fJ.¥,1.i~~(w¥J-}~!.f#S'l;J;;3;;·;'Y-:tt22i--:t)''·' ;::;:·-ton~t~:.-z-:';~.y;;-'85~5 ._,
230BT41o1
230BT37.3
316
253
211
181
158
127
105
90o4
f:;:X'33 il ~;-\':fii'?.f-'269~'-~'f:(\1)l~!'224k-TYJI:~':J:,-19:e?;1./f{~:T6.8.SJ~"t3tf;-;,7iJ1GS';'t}-'f:ftc:;/J;1fJ2!;"''-~':!};;'~:96.'20?,
262
210
175
160
131
105
87,3
74.9
79o1
~\"{';':l8'4iZ;"1
65.5
205BT26.9
180BT28.4
54.5
51o8
45o3
48.6
37.2
42o3
37o0
59. 6
43.8
33.6
63o3
62o7
45o2
39o5
60.3
52.4
54. 6
41. 9
43.7
30.8
37.4
27.9
23.5
32.7
30o0
26o3
25.3
19.4
23o8
20o8
~~·.g
17.1
13. 1
h!f:'?!2:f2+5t~~~;ftO..~:!-;~i~l41~B'}?Tf;>;~Stt-1t~1,~Y4Q83*iff~?fil?J'{Qi#J9_f,~i?t'J'i1470it:VJW1i~hBQ;'NJ
21.5
18.8
48.7
31.2
21.6
15o9
12.2
40o3
32o3
26.9
23o1
20.2
37.2
23.8
16.5
12.1
22o7
14.8
18o9
13.4
19o5
120
105
84o1
70o1
186
181
133
129
111
108
95o1
92o2
83o2
80o7
66o6
55o5
64o6
53o8
136
109
90o8
77.9
68o1
64o5
45o4
114
90o9
75o7
64o9
56o8
45o4
37o9
;r·if.ittf8J7f.{X;#;7(f19-W:~~""i:'!JV-l9:BJ1'ffft£J't"ft?Bi1liJ.!.~RW'i'!f'Z4}2[~Mff59.SPlffif::;lfg,::£1
Notes:
49o5
71. 1
33o3
140
60o1
47o6
46o1
38o9
~J#t5Q~@?JtJ:2'Q~_~:??I~'[O();~&;'l{6'fQ~~78iiN~~&~Uf0:~~'%;-~1~t>JR'f-~~*:0~:4$,t))!
180BT22.4
56.6
96.s
60.4
66.1
49o3
~g~~
168
''liC116l•';\''0!1''134\i'i";}'i1111C':f.i!·i';!-!!95:WR\Z;i'JIJ3>51'!g'0}!';·68i$)''iD!i!55iZ.'n'M!4t;7,1
180BT25.4
66.0
t~~~gK~~l~g~~'k.tif~:~~<§:i~?l~g:r~1"~;~r~~#~:~~~:i\ft~r:~:~~~~~j1:.i:~~:1~~<r"'wg~:~M
210
62o6
-;;;~~128Z!'Jt/;;~\';i22({{?.;~%Y-J~-f;1_8fi_~~~~\<Mt6t.:~f@Xk'&1ii.-1Sl~iWd~fJ13ltl.0i;%~ti:Y)tit•::i~i7&80;a-:;:_;;,;,,~;~:.?'Z0;6\1
205BT29.9
GoO
37. 9
35.0
34.5
27o7
H}JR307o_f\·1tS5~:J2if5;~,f!:T::?~c~:205.fR,!£e?Plt;'l6:<ti~,7-t:r.::t53}~\~fitF3.1t2S::;r;.:r]2<;1;~7f02:'f}~'f:?i.,'fft'A'87/k1f/.':':&.·~-::;mJi7A
230BT33o6
Effective
Length
96o9
:.::r;- '?-l66i~~~~?::::s~':tf33\\' ''C:C:;t~C:f:tt(1Nt;\
119
96o4
79o5
1o0
681
f'(;;,;;;:--es5.~er-:nTi~'032{:l.Ji59.tJ7l443 .~0i.f'?J:7:f8lfOktt.Jt;1Jt~'8SZi~~J?J?-l)~o'266.:}~·?~J)~,~'M222;:;,?t::.;~ti~t-90i??f
305BT56.5
Wtz
W{dkN)/WS{kN)
Span In melres
32o5
39.3
41o6
42o1
49.6
34o1
27o2
33.2
21.3
28.4
30. 1
22o7
19. 2
{1) Shading indicates serviceability loads governed by yielding.
(2) The effective length for Tees is the maximum effective length of a segment for which ¢Mh = $Msx assuming am= 1.0 (see Section 5.2.2.2).
For all the above BT sections there is no prac!lcal segment length lor which the design section moment capacity can be attained.
(3) All references to Grade 300 refer to the specificatlon of 300PLUS'~,~ Steel or ASINZS 3679.1·300.
TABLE 501-8(2)
.,.
J
l ·----I
____
.......
10.8
16o2
9.82
693
o.o
632
0.0
588
0.0
480
OoO
464
0.0
433
o.o
392
OoO
367
o.o
21.3
9.29
17o0
8.30
14o2
7.52
I
TABLE 5.1-8(2)
~
I
I
TEES CUT FROM UNIVERSAL BEAMS
GRADE 300
STEM UP
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
bending about x-axis
X-·-·- --.-X
L
W[1 "Maximum Design Load based on Design Momenl Capaci~
Stem Up - Stem in COmpreSSiOn
Wl2 "' Maximum Design load based on Deslgn Shear Capacity
Maximum Design load Wi.ls lESSER of Wt'1 and Wt;
"'Maximum Servlceabi!ity Design Load based on Deflection limit of Span/250 or First Yield
wS
s
Wl1 (kN) I W (kN)
Deslgnallon
155BT23.1
1558T20.2
1.0
1.25
1.5
1. 75
2.0
2.5
3.0
3.5
4.0
5,0
6.0
7.0
99.4
79.6
66.3
56.8
49.7
39.8
33.1
62.0
65.6
46.9
41.0
28.4
26.6
23.4
23.5
16.5
19.4
21.4
14.6
19.1
12.9
12.7
10.2
15.1
7.47
13.0
6.48
10.3
5.58
8.31
4.57
10.8
4.30
8.16
3.43
6.87
3.01
8.36
2.67
6.25
2.05
24.9
20.4
20.5
18.0
14.5
14.8
16.8
11.2
16.7
9.90
11.1
19.9
13.0
16.4
11.5
11.6
9.49
15.0
7.14
13.4
6.34
8.89
4.99
10.6
3.66
9.07
3.18
7.21
2.73
16.6
9.05
13.7
8.01
9.64
6.59
12.5
4.96
11.2
4.40
5.82
2.24
4,85
1.55
14.2
6.65
11.7
5.88
6.27
4.84
10.7
3.64
9.56
3.23
6.35
2.55
7.55
1.87
6.48
1.62
5.15
1.39
4.15
7.59
2.11
5.71
1.68
4.81
6.33
1.46
4.76
1.17
4.01
1.03
FfiiY1Uift~r?&:ia!!irlJ3I2HJ{§g{Q:6K4&J1ir~lf9;lfii!,·~~&:t>2i'Q;'&~~Jffi6?At~T3~ll4~~
54.7
32.8
?JJ-:"';cF99i4~cSt+X?t¥'l9:tr,stVik'f%()ma~::s1&:fh06:8J~:t/l9.',7:<~@f~:.ca9za;;:1
155BT16.0
125BT18.7
1258T15.7
125BT12.9
57.9
46.3
38.6
33.1
28.9
100BT12.7t
1008T11.2t
100BT 9.1
908T11.1
908T 9.1
90BT 8.1
758T 9.0
75.0
60.0
50.0
42.9
37.5
lt'~""~~13!~IP:Jfl!l58l'5_-:::;--;:.rt~-fi~~~~~8f8~l&~?f!f4Titw.:l~':Fi$88Y6~i
33.5
53.6
44.6
38.3
66.9
, ~;;:_~, 61i 1)'J~3iPi63i7-f;f(f?.tMf44; a·;~::;2I>?{?$8i4~s~i:;';~,~$3•.6&>-J
22.2
44.5
35.6
29.6
25.4
52.8
42.3
45.4
36.3
I
Notes:
30.2
30.2
25.9
CR!1/.'Ilt5!~'5'1fti:~?.liii'Ji27i6.!!liiii,i0'JI8r7,i~
36.0
28.8
29.1
23.3
24.0
20.6
t~Z/}}t;5;653!1,~U;~:28,'5FJ-/:r..:;:;-x{.23i1j~1?!J:i2lJX1Ai-4
19.4
16.6
~,;; -"'<'?-"!3Q.:a-::;it::c{>~'1_:2:4!2:·''>;-;t1~W·;:20':2'~?Ycz;;'i;;;;1 -'titf.;,.·:
36.0
30.4
25.3
28.6
22.8
19.0
(!ci!f32.o l'L"'"'''<~s: e,z:s : .,;; 21;3,;;:;
~/',~'t:"-25i9><:ff''i;'5fc-QO;'l:'.'~:~i<'~\-t,7i-3~f:_;f
24.0
19.2
16.0
a;;::.,~;,;;22J.9J;1f::1fzt-t;18!~;P'mi.Wt5UJWJ
29.3
23.4
21.9
17.5
~~:1§;11BJft£t}ff,~'(~J'Ut~lf~
,;
35.2
;·;:?i'':;'46:6-~;~?j;f(;'~-3_(";-3: 'c'J;f(f'$1[31) f::?;;~?j£,!W~8{'6':;~!
~ ''": ?,\'28•"4 T'.;.·i"J,_\t~t(J;!J.;::~;
75BT 7.0
23.1
f:!'f!,1f1:86i3ftJJJfi~f8.B;$;;il~\%ft~66i91?~¥.}l~BlBJ:"figfil·:i2}7<ff~1/flft'?l
~-·'~tl'f?63"i5~-'&Y'f#ff'1'42i'8J',tt?:?5/36)7d{;'£~1o'P.2'80.-6~~~(J26I8~
100BT14.9t
Wt'i
Span In metres
19.5
14.6
14.6
11.2
21.7
17.2
16.3
13.7
13.7
12.1
16.7
10.7
12.5
8.22
26.4
22.9
22.7
19.9
18.0
17.1
14.5
14.0
19.0
13.2
14.3
10.5
12.0
9.23
14.6
8.19
10.9
6.29
30.0
28.6
26.8
25.3
17.8
20.0
21.1
14.7
18.1
12.7
14.4
10.9
11.6
8.96
15.2
8.43
11.4
6.72
9.62
5.91
11.7
5.24
8.75
4.03
27.3
32.0
19.3
26.4
25.0
19.8
22.3
17.6
14.8
13.9
17.8
10.2
15.1
8.82
12.0
7.59
9.69
6.22
12.7
5.85
9.52
4.67
8.Q1
4.10
9.75
3.64
7.29
2.80
7,80
13.2
5.72
11.3
4.96
9.01
4.27
7.27
3.50
9.49
3.29
7.14
2.62
6.01
2.31
7.32
2.05
5.47
1.57
1.48
5.85
1.31
4.37
1.01
7.41
3.47
8.80
2.54
7.56
2.21
6.00
1.90
4.88
0.910
1. 14
5.42
1.07
4.08
0.857
3.43
0.753
4.18
0.669
3.65
3.12
0.699
0.514
(1) t Indicates bending about minor principal y·axls for the axis shown In the diagram.
{2) Shading Indicates serviceability loads governed by yielding.
·
{3) The effective length for Tees Is the maximum effective length of a segment for which 9Mb= ¢Msx assuming «m =1.0 (see Section 5.2.2.2).
For all the above BT secUons {e~ecept for some of the 100BT) there Is no practical segment length for which the design section moment capacity can be attained.
(4) •• • these sections which are bent about the y-axls do not buckle laterally, and have no requirements for the maximum segment length to achieve the full section capacity.
(5) All references to Grade 300 refer to the specirfcation of 300PlUS 111 Steel or ASINZS 3679. 1·300.
8.0
12.4
5.09
10.2
4.51
7.23
3.71
9.38
2.79
8.37
2.48
5.56
1.95
6.60
1.43
5.67
1.24
4.50
1.07
3.64
0.875
4.75
0.823
3.57
0.656
3.01
kN
m,
306
0.0
278
0.0
246
0.0
246
0.0
231
0.0
185
o.o
195
176
150
133
161
131
116
0.577
3.66
0.512
2.73
0.393
Ellecllve
Length
139
112
01
'
·(,)
'I\)
TABLE 5.1-9
~
I
I
L
TEES CUT FROM UNIVERSAL COLUMNS
GRADE 300
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
bending about y-axis
Wco • Maximum Design load based on Design Moment Capaci~
WL'2
:::1
STEM DOWN
Stem dOWn - flange in COmpressiOn
Y--~·-Y
Maximum -Design load based on Design Shear Capacity
Maximum Oeslgn Load W~ Is LESSER of Wl.1 and Wl2
W$ "'Ma)(Jmum Servlceabltily Design load based on Dellec!ion limit of Span/250 or First Yield
Wt1 (kN) 1W; (kN)
Designation
Span in metres
155CT79.0
155CT68.5
1.0
1.25
1.5
1.75
2.0
2.5
3.0
342
274
228
195
171
137
114
292
234
195
167
146
117
Wif~i58Efi'•'0~'021Ki:!i!i~iJ!i'{f69:'%l'Zil!ii¥i/#5iiil''~iii·'ffiifliW:\'ci%101.iif'\Mi'!})84!4ir?~ :•
97.3
t~:y:<zt6if4ik~f0E 1-73·;~?!,-Gf/7~ U4-~S'&~"'r1~4o/i~fi#ttfi1V8~F_;<:<~i1'!'W88l5~&f',~~Yf,'12.'f':.<~$-:t
155CT59.0
155CT48.4
125CT44.8
125CT36.5
100CT29.8
10.0CT26.1
100CT23.1
75CT18.6
75CT15.0
75CT11.7
50CT 7.4
Notes:
245
196
164
140
198
158
132
113
147
117
123
98.2
81.8
98.8
79.1
65.9
.73.3
58.7:
3.5
97.7
: '7:M;'i' J
63.4
i'S1J8V!H
70.1
H~t~1Bz;-n:;:;\~!:;;~Ut>'?:t~JFfit#-.12l~?'J;:?lWGit~17Ki%Jh'fi9"0J!JK~}io'::iJ572~·7~?W;JI·2·:eo:6Llfd::{:' ?52:0}:Vi~~
48.9
56.5
42.3
41.9
35. 4
26.0
40.6
21. B
29.9
20. 4
16. 1
11.8
30.2
19.4
26.0
25.2
13.5
21.7
21.6
9.92
18.6
17.2
11.9
8.76
18.2
8.94
15.3
6.95
11.3
15.2
6.21
12.7
4.83
9.43
9.03
s.7B
4.or
5.32
1.63
4.25
1.17
.3.54
0.813
13.0
4.56
10.9
3.65
8.08
2.9s
3.04
0.597
'X~i!._YJ;,T08tfi?{tlU;;t;t·26Ji0?J.,ii%?:JlU5~f~~~!f9li~f~?i~fl1:.J78J8~fi;J;"!'Jh:Y63!0Jf_Wl?Xf252;:p~;s~ ·
.
97.8
63.8
:';FLW 09:k~;:z:': ';:;~8(1.'9 ?:'(;~f;!)'t;:72!4"t'lf'~tz·:W62iPl'W.ttJ:!§511f3~;~?{~':'~~':13Uf'f:1
122
97.5
81.3
69.6
60.9
48.8
t%~:9~,;, ;;;~::::Xtttl/Aili!U&'i!2<'6.1f6.'iillJ~t""62l8iiit?fr.A"}f8t~~Jl;;J/;t;,_:J6;9J!ii
89.6
71.6
59.7
51.2
44.8
rs~:!S'f6fJi8%?2P4'AW53Jiff,'t{;f'J;t;g{i{J/;'!i;'%~'tif'~'f:F3-7ififf:??H1'Jf$3'l27§3
75.5
60.4
50.3
43.1
37.8
tifCJi($5i9iiiici0i£ililtl.'i!!:li;iN/J'Iill'ifl;3!ii;'i32;Q.i 'titii!flfii<J£!,1
65.0
52.0
43.4
37.2
32.5
~tWA~9~:;;cf1lf:{x'39;91l~-3.1:8J~:k~28:~:Z~J<'4i20UX:.t1
45.5
36.4
3Q.4
38.2
30.6
25.5
28.3
22.6
18.9
26.0
18.2
21.8
14.2
15.2
16.1
11.8
~~'Jli"fl'f~~'l!l[l);~~l!:"'6:'1ll
Kic~~'28.'8'"""''~'22il'iiii:1·Ziir!IM?,;1
f.'1.'lf24:·8~f;_},$,'Tm1:-~:i.~~
10.6
7.32
8.51
4.68
7.09
3.25
5.08
2.39
22.8
14.0
19.1
10.9
14.1
35.8
23.2
34.8
25.6
4.0
5.0
85.5
57.6
73.0
48.6
61.4
40.5
49.4
32.4
36.7
19.9
30.5
15.6
22.4
9.06
18.9
7.59
16.3
6.70
11.4
3.49
9.56
2.71
7.07
2.26
2.66
0.457
68.4
36.8
58.4
31.1
49.1
25.9
39.5
20.7
29.3
12.8
24.4
9.99
17.9
5.80
15.1
4.86
13.0
4.29
9.11
2.23
7.65
1.74
5.66
1.44
2.13
0.293
6.0
57.0
25.6
48.7
21.6
40.9
18.0
32.9
14.4
24.4
8.86
20.3
6.94
14.9
4.03
12.6
3.37
10.8
2.98
7.59
1.55
6.37
1.21
4.71
1.00
1.77
0.203
7.0
48.9
18.8
41.7
15.9
35.1
13.2
26.2
10.6
21.0
6.51
17.4
5.10
12.8
2.96
10.8
2.48
9.29
2.19
6.50
1.14
5.46
0.886
4.04
0.737
1.52
0.149
8.0
ktl
42.7
14.4
36.5
12.1
30.7
10.1
24.7
8.09
18.3
4.98
15.2
3.90
715
11.2
2.26
9.44
1.90
8.13
1.68
5.69
0.873
4.78
0.679
3.53
0.564
1.33
0.114
615
520
451
403
322
289
244
219
194
154
138
70.8
( 1) Slructural Tees cui symmelrilty from Universal Columns which are bent about the y·axis do not buckle laterally, and have no requirements for the maximum segment length to achieve the design
section moment capacity.
(2) Shading Indicates serviceability loads governed by yielding.
(3) All references to Grade 300 refer to the specillcaUon of 300PLUST~<~ Steel or AS/NZS 3679.1·300.
f'AB--
J.1- , v I
TABLE 5.1-10
L
TEES CUT FROM UNIVERSAL COLUMNS
GRADE 300
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
bending about y-axis
We> • Maximum Design load based on Design Moment Capacity
Stem Up - Stem
W(2 =Maximum Design loatl basetl on Design Shear Capacity
Maximum Design Load Wl is LESSER of Wl'1 anti Wl2
wS =Maximum Serviceability Design Load based on Deflection limit of Span/250 or First Yield
Oaslgnallon
Y-~-Y
in COmpression
WL2
Wt'1 (kN)/Ws (kN)
Span In metres
155CT79.0
155CT68.5
1.0
1.25
1.5
1.75
2.0
2.5
3.0
340
272
227
194
170
136
113
283
226
188
161
141
113
;;<;263,;, ,,,, .''20${<;(, W/\163'}'';{,'ih''145SJ:l~d2l'5'i'i i •lOJ:i!(c;, ,.,'84.4,
94.2
~":tZf2-16YtfXf:';~,l'l3:'!iY;~''=~'i~,; 144.f4?<:!;:C?:t124.~tt:2!li'&T0-8$¥;f:§"l-t>?1J~:5·:"':.'?S1!"'i ·72/1-''
155CT59.0
229
183
163
131
114
91.6
76.3
\f1'741·82?f7:(~'1f':'§flf5'l'J't!'F'"?fr12 t'1<'fft-":';?'fff01f';_?fJIF;t"!JJ'l!lJO;mP;~;,;;-;-72}7:l'R ~-r:-:.-6(f.6"
155CT48.4
185
148
123
106
92.6
74.1
61.7
3.5
97.1
· 72:4·,
80.7
; :-/ t-61 ;-a:::·' •'
66.4
.' '. ~ ;· 62 ;·o~· r.·<
52.9
H<;:;tJ5.80~i:;;l_t~;'.ff126~?~t!J):i!f:f05Fi"-i5/tiJ2ii90~1K\\':r:;%·7(J;tfflY/:::l_';;_.:'63;Q:_h;~--',;.>Q2."5.·f.·:
125CT 44.8
140
112
93.2
79.9
69.9
55.9
tr':lRl09:1!{;ffi:·s16 88:9P:S1$'}'%72MX!!<it~:J:;"i'li~rt.0:~;;,.~1fiJ{(tJt?~iJ??f,4:V;·,:;;{
125CT36.5
111
68.9
74.0
63.5
55.5
44.4
~$'fl9,T$f.$~f5:4-7819.W4[@:6176·!i.~t5~f8~~~~6fa~if~:¥!P:S_~9P!i
100CT29.8
88.6
69.3
57.8
49.5
43.3
100CT23.1
75CT18.6
70.3
' ·""55,'9 •
61.2
24.8
16.1
11.8
~4.7'•''li?'3T.G''"'''''c''32:07''YY28,'0·,~
28,1
19.4
23.4
13.5
20.1
9.92
48.9
24.5
20.4
17.5
11.2
18.1
11.9
15.1
8. 76
12,9
56.3
46.9
40.8
26.8
24.0
r:;:~;r:~s:a."il"'~!F22i7Xfi".'f,i'Nf8,9 '""
75CT11.7
30.7
24.6
t~1Z-!fJ;'-24;&~~;-f:~It::te:7:fff
50CT 7.4
10.6
7.32
Notes:
20.4
28.9
40.2
34.9
35.2
30.6
c:!,? 'A9.9 •·,•: :;:,39.9;c :,;;,:: 33:3,;;::r~ti2B.Sfi'!ciei'25:0'cl
45.3
36.2
30.2
25.9
22.6
36.1
31.7
27.8
34.7
f!UU~3i7;<~1tH~fZt.:U~~~WJ-~~2i15~
75CT15.0
37.0
39.9
26. o
23.2
t>~ 'ff66;a:n',-,-;:.153::t,,~H,~:~1J:44Y_2;·KJ;w;;,ra?;'!l.I;o:;_~:;;r;,gs;o2t,:i
100CT26.1
46.6
35. 4
42.3
20.5
8.48
t6. 1
7.06
4.68
3.25
18.2
14.0
8.94
6.21
4.56
20.6
14.2
17.5
18.0
1o.9
15.3
14.4
6.95
12.3
12.0
4.83
10.2
10.3
3.55
8.77
4.01
2.9s
9.03
s. 78
6.05
5.30
4,24·
3.63.
3.03
2.39
"1.83
1.17
0.813
0.597
t1.8
4,0
5,0
6.0
7.0
8.0
kN
85.0
57.6
70.6
48.6
67.2
68.0
36.8
56.5
31.1
45.6
25.9
66.7
25.6
47.1
21.6
36.2
48.6
18.8
40.4
15.9
32.7
42.5
14.4
35.3
12.1
26.6
716
18.0
13.2
10.1
37.0
30.9
26.5
23.1
20.7
26.0
12.8
22.2
9.99
17.3
5.80
14.1
4.86
12.2
4.29
9.06
2.23
7.21
1.74
6.14
14.4
10.6
20.0
6.51
15.9
5.10
12.4
2.96
10.0
2.48
40.5
46.3
32.4
34.9
19.9
27.8
15.6
21.7
9.06
17.6
7.59
16.3
6.70
11.3
3.49
9.01
2.71
7.67
2.26
2.85
0.457
1.44
2.12
0.293
23.3
8.86
16.5
6.94
14.4
4.03
11.7
3.37
10.2
2.98
7.55
1.55
6.01
1.21
5.11
1.00
8.74
2.19
6.47
I. 14
5.15
0.886
4.36
615
520
451
8.09
17.5
4.98
13.9
3.90
10.6
2.26
6.79
1.90
403
322
269
244
7.64
i.68
219
5.66
0.873
4.51
0.679
3.64
194
0.564
1.77
0.737
1.51
0.203
0.149
0.114
1.32
154
138
70.8
(I) Structural Tees cut symmetrically from Universal Columns which are bent about the y·axis do not buckle laterally, and have no reQuirements for the maximum segment length to achieve the design
secl!on moment capacity.
(2) Shading indicates serviceability loads governed by yielding.
. (3) All references to Grade 300 refer to the specification of 300PLUS 1M Steel or AS/NZS 3679. 1·300.
TABLE 5.1-11
PARALLEL FLANGE CHANNELS
GRADE 300
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
bending about x-axls
x----
--·-·-X
Wi.1 =Maximum Design load based on Design Moment Capacity
Wl2 = MaKimum Design Load based on Design Shear Capaclly
Maximum Design load Wi_ls LESSER of Wt1 and wt2
WS " Maximum Serviceability Design Load based on Deflection limit of Span/250 or Rrsl Yield
W('t(kN) I Wl (kN)
Span In melres
Deslgnallon
Wt"2
FLR
kg/m
1.0
1.25
1.5
1.75
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10
kN
m
380 PFC
55.2
1910
1530
1270
1090
954
763
636
545
477
382
212
191
1310
0.803
40.1
1220
974
812
696
609
487
406
348
304
278
227
243
273
f90
174
238
300 PFC
318
259
203
829
0.719
f78
f24
90.8
182
161
0.726
f 11
147
117
97.7
130
56.6
83.7
891
173
517
0.600
45.7
33.6
415
0.609
373
D.609
311
0.591
203
0.515
145
0,393
250 PFC
230 PFC
200 PFC
180 PFC
150 PFC
125 PFC
100 PFC
75 PFC
rloles:
35.5
25.1
22.9
20.9
17.7
11.9
8.33
5.92
H79"0Jfr.f.fif~f1.4$tJt§:tl't::Ntf9CJf:tfSj_~"f.;1fdftl'iftlHllli9;J~'-'~~&;z;ft»J~i{1f&J%!1~-={~;~t-j~'51;H:r:;.foc_":;"'::44t:r:: ,ii<'$51j(i;
lrt:tnora~;:.•;;:;:-u2-7J£.t'if,~7.7~Xlii~,;c68~r::;;:~FJ679J.~l.~~na~_g'j·~~~;ra·ss:f1:?."~";;.J_;_:331XJ.
909
727
606
519
454
363
303
586
469
391
335
293
234
477
382
318
273
239
191
~>f4S8t;%~}J;,~?tJ6:1Kt?-.*'"?Ri06![{#f~Yt'1i't62c~~2~9Fitf~~n
392
314
261
224
196
i~;· :J'l'IX4f2?ict':.'zf(i1"if"}lf,f~'f~~S fMh:.:;z:~t'215'f.Jf:Yl::t,t88 f~
296
237
197
169
'285 ·.•;c;.;,:••·228''Y'·''')90 •·;<:-· :J6j '
i:;i:r~~~"~J~., . "')) 6~ • .·. ~~:i
92.8
157
103
65.8
159
136
95.8
112
119
95.4
79.5
68.2
. 73.3
25.7
59.7
46.9
32.6
24.0
18.3
83.0
f4.5
130
131
78.4
66.4
56.0
49.0
43.6
24.f
17.7
13.6
fO.l
84.6
74.1
42.3
37.0
32.9
32.0
59.2
20.5
33.6
9.75
18.6
49.4
41.8
14.2
10.5
28.0
6.77
15.5
24.0
4.26
2.96
2.f8
1.67
9.85
1.68
8.21
7.03
0.857
0.656
83.9
67.1
47.9
42.0
39.0
27.f
19.9
15.2
26.5
8.70
14.1
23.2
53.0
46.4
37.1
30.9
47.4
34.8
26.7
fl. f
f1.8
49.2
39.4
32.6
28.1
16.4
26.9
f8.7
f3.7
24.6
f0.5
19.7
42.0
6.72
(1) FLR. segment length for full lateral restraint, based on transverse load case fPm,. ·0.8).
(2) Shading Indicates serviceability loads governed by yielding.
{3) All references to Grade 300 refer to the specification of 300PLUS 1!.( Steel or AS/NZS 3679.1-300.
4.66
65.1
20.3
34.7
118
61.9
34.2
98.1
'70.9
74.2
101
43.3
54.3
96.5
68.2
t-'.~;,t:"Bgts:
73.4
77.0
114
54.9
134
f39
82.0
69.5
183
61.0
128
93.2
122
44.5
90.9
27.7
58.8
16.4
47.7
195
98.7
56.9
55.9
148
tt5
135
260
226
167
f;-?00'7.fi!~i'ff81l3Yi'fitfJtUi78-f~;~;:fr95ftWliif433iifJ4?£~3Jftl;?,;~~~~9?~
~~559_N.'?.~9!~4Z:~~!Kti'?:G72{~~~{£t~~Ta~~279~t~~'t~2l1g
f46
152
3.43
6.66
12.3
2.62
f. fl
4.98
13.3
8.01
21.0
3.8f
11.6
6.16
6.$3
18.6
3.0f
10.3
f.32
5.47
0.5f8
fl.l
39.2
8.68
29.6
5.f2
16.8
2.44
9.28
1.07
4.92
0.420
98.5
0.312
~
I
TABLE 5.1-12
I
L
TAPER FLANGE BEAMS
GRADE 300
~
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
bending about x-axis
X-·-·
Wl 1 =Maximum Design Load based on Design Moment Capacity
,--
-·---x
Wt2 =Maximum Design load based on Design Shear Capacity
Maximum Design load Wl is lESSER of W(t and Wl2
wS
,---
=Maximum Serviceability Design load based on Oeflecl!on Limit of Span/250 or First Yield
s
W[1(kN) I W (kN)
Span In molres ·
Designation
125 TFB
kg/m
1.0
1.25
1.5
1.75
13.1
185
.148
123
119
62.4
39.8
108
87.1
44.9
29.3
ffl~t8){S'UfKf§:t'fil2·~
100 TFB
7.20
78.5
1•'74,73-~
Notes:
62.8
57.4
2.0
2.5
3.0
3.5
92.6
66.7
39.3
22.4
74.0
42.7
31.4
14.3
61.7
29.6
26.2
9.96
52.9
21.8
22.4
7.32
(1) FLR. segment length for full lateral restraint, based on transverse load case (!lm == ·0.8).
(2) Shading Indicates serviceability loads governed by yielding.
{3) All references to Grade 300 refer to the speclf!caUon of 300PLUSr"' Staal or AS!NZS 3679.1·300.
'0'1
I
,'(,)
0'1
Wl2
4.0
5.0
46.2
16.7
19.6
5.60
37.0
10.7
16.7
3.59
6.0
30.8
7.41
13.1
2.49
7.0
8.0
26.4
5.44
11.2
1.83
23.1
4.17
9.82
1.40
9.0
20.6
3.29
8.73
1.11
10
18.6
2.67
7.85
0.896
'---,
FLR
kN
m
216
0.502
138
0.329
y
I
TABLE 5.2-1
·-I·
WELDED BEAMS
GRADE 300
DESIGN SECTION MOMENT AND WEB CAPACITIES
I
y
oM~
Design Section Moment Capacities
About x-axis
FLR
¢>M$x
¢>MSx
kNm
kNm
1200WB455
423
392
342
317
278
249
7110
6510
5910
Designation
Design Web Capacities
oM,
ov.
~
bo
~
bM
About y-axis
kNm
m
kNm
kN
kN/mm
kNJmm
7110
7110
6510
1130
2900
2900
0.783
0.783
5.40
1010
2900
0.783
5.40
4980
4500
3790
3250
3.40
3.34
3.28
2.51
2.44
2.02
1.49
1260
6510
5910
4980
4500
3790
3250
646
565
387
239
2900
2900
2900
2900
0.783
0.783
0.783
0.783
5.40
5.40
5.40
1000WB322
296
258
215
4130
3720
3100
2580
4130
3720
3100
2580
3670
3320
2750
2.59
2.52
2.09
1.57
646
565
387
244
2490
2490
2490
2490
1.02
5.40
5.40
5.40
5.40
900WB262
257
218
175
3440
3070
2510
2020
3440
3070
2510
2020
3000
2700
2.76
2.71
2.27
645
565
1730
1730
386
243
1730
1730
4.18
4.18
4.18
1.74
0.566
0.566
0.566
0.566
800WB192
168
146
122
2030
2030
1720
1420
1130
2.04
318
238
204
135
1190
0.425
3.49
1190
0.425
3.49
1190
0.425
0.425
3.49
3.49
700WB173
1610
1350
1610
1350
1210
1110
1.88
1.66
1.53
0.544
0.544
0.544
1020
944
1.46
3.49
3.49
3.49
3.49
150
130
115
Notes:. {1)
(2)
(3)
(4)
1720
1540
1220
5910
4450
4050
3390
2190
1.81
1.67
1.42
267
197
169
134
5.40
5.40
1.02
1.02
1.02
1190
1100
1100
1100
1100
4.18
0.544
FLRbasedonmostconservativecase(J3m=·1).
q>MSx- for sections with two holes on tension flange (see Table 3.1·14(1) tor details).
¢>MZ)c- for sections with four holes on tension flange (see Table 3.1-14(1) tor details).
All references to Grade 300 refer to the specification of 300PLUS1 M Steel or ASINZS 3679.2~300.
TABLE 5.2-2
WELDED BEAMS
GRADE 400
DESIGN SECTION MOMENT AND WEB CAPACITIES
Designation
oM~
Design Section Moment capacities
About x-axis
FlR
$M:
$MSx
kNm
kNm
kNm
1200WB455
423
392
342
317
278
249
9090
8320
9090
8320
7550
7550
6360
5750
4830
4140
6020
5460
1000WB322
296
258
215
5310
4780
3990
3270
900WB282
257
218
175
oM,
ov,
~
bo
~
bM
m
kNm
kN
kN/mm
kN/mm
8190
7520
6850
566!L_
5150
4300
3.00
2.95
2.89
2.22
2.15
1620
1460
3320
3320
6.84
6.84
6.84
6.84
6.84
6.84
6.84
5030
4540
3770
3090
4720
4270
2.28
2.22
1.85
6.84
6.84
6.84
6.84
4370
3900
3190
.2500
4090
3660
2980
2320
3780
3390
800W8192
2540
2310
1.80
168
146
122
2150
1880
1950
1710
1480
1350
1.59
1.49
1.26
700WB173
2070
1740
1540
1300
1890
1580
150
130
115
Notes:
5-36
Design Web Capacities
4570
3880
3540
1.78
1.31
1.40
2740
2.44
2.39
2.00
1.55
1.66
1410
1.46
1.36
1200
1.30
Aboul y-axis
830.
723
497
308
3320
3320
3320
3320
0.806
0.806
0.806
0.806
0.806
0.806
0.806
830
723
497
303
3150
1.06
3150
1.06
3150
3150
1.06
1.06
830
721
495
302
1820
1820
1820
1820
0.583
0.583
0.583
0.583
408
307
258
166
1190
1190
1190
1190
0.437
0.437
0.437
0.437
343
253
214
166
1380
1380
1380
1380
0.562
0.562
0.562
0.562
1260
3320
(1} FLR based on most conservative case (fSm ,_ ·1}.
(2) $MSx -tor sections with two holes on tension flange (see Tal:lle 3.1-14(2) for details).
(3) 9M; -tor sections with four holes on tension flange (see Table 3.H4{2) for details).
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
···. · '-~··· '·'·'VOI:.-tJME••:i•,,flEN.SEC:TIONS, ,...•.•
5.40
5.40
5.40
5.40
4.50
4.50
4.50
4.50
4.50
4.50
4.50
4.50
y
I
TABLE 5.2-3
WELDED COLUMNS
GRADE 300
DESIGN SECTION MOMENT AND WEB CAPACITIES
Designation
,'
X-·-·
~Mu
Design Section Moment Capacities
About x-axis
$M$x
$M'ix
FLR
~M,.,
~v.
kNm
kNm
kNm
m
kNm
kN
kN/mm
kN/mm
500WC440
414
383
340
290
267
228
2620
2540
2300
2260
1910
1690
1410
2620
2540
2300
2260
1910
1690
1410
2620
2540
2300
2260
1910
1690
1200
3.46
3.56
3.52
3.52
3.56
3.51
3.28
1260
1260
1140
1010
860
747
593
2420
1940
1940
9.42
7.27
7.27
5.18
3.97
3.97
3.97
12.6
10.1
10.1
7.87
6.75
6.75
6.75
400WC361
328
303
270
212
181
144
1880
1790
1620
1430
1100
922
698
1880
1790
1620
1430
1100
922
698
1650
1550
1400
1240
954
781
566
2.74
2.87
2.83
2.83
2.82
2.64
2.64
810
808
727
646
504
408
303
2120
1480
1480
1320
1130
1130
907
9.59
6.36
6.36
5.55
4.43
4.43
3.23
12.6
8.82
8.82
7.87
6.75
6.75
5.40
350WC280
258
230
197
1240
1120
986
844
1240
1120
966
844
1040
2.54
2.51
2.51
2.53
618
557
495
433
1160
1160
1040
891
6.61
6.61
5.81
4.74
8.82
8.82
7.87
6.75
'·
Notes:
(1)
(2)
(3)
(4)
943
829
706
Design Web Capacities
About y-axis
~
bo
1700
1460
1460
1460
~
bM
·-·-)
y
FLR based on most conservative case (13m =-1).
4JM:ix- for sections with two holes on tension flange (see Table 3.1-15(1) for details).
.;,M;- for sections with four holeS 'on tension flange (see Table 3.1-15(1) for details).
All references to Grade 300 refer to the specification of 300PLUSTM Steel or AS/NZS 3679.2·300.
TABLE 5.2-4
WELDED COLUMNS
GRADE 400
DESIGN SECTION MOMENT AND WEB CAPACITIES
Design Web Capacities
About y-axis
~Mu
Design Section Moment Capacities
About x-axis
FLR
¢lM'n
$Mix
~M,
~v.
kNm
kNm
kNm
m
kNm
kN
500WC440
414
383
340
290
267
228
3370
3270
2960
2860
2400
2120
1660
3370
3270
2960
2660
2400
2120
1530
3040
2930
2660
2540
2090
1830
1390
3.05
3.14
3.10
3.11
3.14
3.10
2.92
1620
1620
1460
1270
1070
928
717
3010t
2490
2490
7100
1850
1850
1850
11.9
9.10
9.10
6.35
4.68
4.68
4.68
16.2
13.0
13.0
10.1
8.55
8.55
8.55
400WC361
328
303
270
212
181
144
2420
2300
2080
1830
1380
1140
824
2280
2160
1950
1720
1290
1040
741
2120
1990
1600
1590
1180
945
657
2.41
2.53
2.50
2.49
2.49
2.34
2.34
1040
1040
935
831
631
499
367
2690t
1910
1910
1700
1440
1440
1150
12.1
7.97
7.97
6.91
5.36
5.36
3.82
16.2
11.3
11.3
10.1
8.55
8.55
6.84
350WC280
258
230
197
1600
1440
1270
1080
1480
1340
1180
1000
1340
1210
1070
907
2.24
2.21
2.21
2.23
795
716
636
556
1500
1500
1340
1130
8.34
8.34
7.30
5.82
11.3
11.3
, 0.1
8.55
Designation
Notes:
~
~
bo
bbf
kN/mm
kN/mm
(1) FLR based on most conservative case (f3:m "' -1 ).
(2) ¢lMf;,- for sections with two holes on tension flange (See Table 3.1-15(2) for details).
(3) ¢~MSx- for sections with four holes on tension flange (see Table 3.1·15(2) for details).
(4} t indicates shear capacity governed by the shear capacity of the weld.
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
.,VOLUME 1: OPEN SECTIONS
,
.,. "'.,_.
•• • p
'
.
'
5-37
y
I
TABLE5.2-5
UNIVERSAL BEAMS
GRADE 300
DESIGN SECTION MOMENT AND WEB CAPACITIES
X-·-·--·-·~
r
Design Web capacities
Design Section Momenl Capacities
Designation
oM~
¢1M$x
FlR
oM.,
ov,
~
b,
...!!!!!.._
b.
kNm
kNm
m
kNm
kN
kNJmm
kN/mm
927
829
782
927
829
782
1.41
130
114
104
1180
1100
1100
1.07
4.02
1.38
1.30
0.921
0.810
3.78
3.82
530UB 92.4
82.0
640
558
589
515
1.23
1.20
92.2
78.0
939
876
0.903
0.773
3.67
3.46
460UB 82.1
74.6
67.1
496
449
399
450
407
363
1.16
1.14
1.13
79.0
70.8
62.0
788
719
667
1.06
0.861
0.724
3.56
3.28
3.06
410UB 59.7
53.7
324
304
291
275
1.09
1.02
54.8
49.8
548
529
0.698
0.654
2.81
2.74
3BOUB 56.7
50.7
44.7
273
242
222
244
216
198
1.07
1.05
52.0
45.5
0.997
40.4
496
449
420
0.907
0.725
0.630
2.88
2.63
2.48
310UB 46.2
197
182
134
173
161
117
1.07
1.02
0.873
44.0
40.0
25.0
356
320
283
0.740
0.588
0.456
2.41
25.7
140
114
92.0
120
98.8
80.8
0.915
0.885
0.741
33.5
26.3
17.8
283
265
214
0.857
0.769
0.484
2.30
2.20
1.80
200UB 29.8
25.4
22.3
18.2
90.9
74.6
65.3
51.8
76.9
63.3
54.5
43.8
0.842
0.816
0.821
0.587
24.9
19.8
17.4
9.92
225
204
174
154
1.06
0.897
0.650
0.522
2.27
2.09
1.80
1.62
180UB 22.2
56.2
45.2
39.8
48.5
39.1
34.5
0.551
0.546
0.542
11.7
9.36
8.19
186
151
135
1.12
18.1
16.1
0.788
0.630
2.16
1.80
1.62
150UB 18.0
14.0
38.9
29.3
t
t
0.454
0.441
7.74
5.70
16.1
130
1.24
0.912
2.16
1.80
About y-axis
About x~axis
61DUB125
113
101
40.4
32.0
250UB 37.3
31.4
Notes:
'
l
y
2.20
1.98
_,
I
(1) FLR based on most conservative case (13m =-1).
{2) q,M;;c- for sections with two holes on tension flange (see Table 3.1-16 for details).
(3)
t
indicates flange too small for high strength structural bolts.
c•
(4) All references to Grade 300 refer to the specification of 300PLUST"' Steel or ASINZS 3679.1-300.
Ill
L
ov,
~
bo
...!!!!!.._
~M,
kNm
kNm
m
kNm
kN
kNfmm
kNJmm
310UC158
137
118
96.8
676
580
494
422
676
580
494
422
2.24
2.22
2.20
2.10
305
261
222
187
832
717
606
527
3.47
2.90
2.32
1.76
5.30
4.66
4.02
3.56
250UC 89.5
72.9
309
266
309
266
1.85
1.77
143
123
472
377
2.24
1.62
3.78
3.10
200UC 59.5
52.2
46.2
177
154
133
158
137
118
1.42
80.6
70.3
60.3
337
285
257
2.08
1.66
1.43
3.35
2.88
2.63
36.9
31.7
226
180
161
1.91
1.42
1.26
2.92
2.38
2.20
1.19
1.80
71.2
61.2
23.4
83.6
71.9
50.7
41.9
1.05
1.01
0.969
100UC 14.8
21.4
17.2
0.650
30.0
Notes:
21.2
9.91
83.8
-·.•
b.
(
~
~
-~
•
,,,..
"'-jl
-r
(1} FLR based on most conservative case (~m"' ·1}.
(2) $Mn- for sections.with two holes on tension flange (see Table 3.1-17 for details).
(3) All references to Grade 300 refer to the specification of 300PlUsn" Steel or AS!NZS 3679.1-300.
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
· , "'1101:.1:JME,1:001?EN$EC'TJON.S,: ·'-''',
E
1-"
FLR
1.41
1.40
:
~-c
$M$x
About y-axis
:
w ••
...J
~M"'
1SOUC 37.2
&-38
I!)
Design Web Capacities
Design Section Moment Capacities
About x·axls
.
'
I
C\1_:
.
UNIVERSAL COLUMNS
GRADE 300
DESIGN SECTION MOMENT AND WEB CAPACITIES
Designation
I
r--.
TABLE5.2-6
DCTN1/03-1
-
TABLE 5.2-7
1
x-=r~
y
y
'·
TEES CUT FROM UNIVERSAL BEAMS
GRADE 300
DESIGN SECTION MOMENT AND WEB CAPACITIES
Design Secllon Moment Capacllles
Deslgnallon
About x·axls
x-d;-x
Stern Down
EffecUve
Lenglh
!Msrl
I
y
305BT62.5
56.5
Stem
About y-axls'
Capicl~
Effecllve
¢MSis
Leng!h
¢M~
¢Vv
kNm
m
kNm
m
kNm
kN
112
104
103
2.27
2.17
72.7
69.6
0.00
0.00
64.9
56.8
520
486
488
414
387
1.98
49.5
o.oo
78.3
72.1
1.94
1.84
45.3
37.0
0.00
0.00
46.1
39.0
230BT41.1
37.3
33.6
205BT29.9
26.9
56.8
51.8
47.6
1.90
1.85
1.78
1.79
1.61
39.5
32.7
26.3
20.8
18.6
o.oo
39.5
35.4
31.0
180BT28.4
25.4
22.4
28.2
25.4
24.4
1:~
0.00
1. ~
1.61
20.2
17.0
14.2
155BT23.1
20.2
16.0
17.6
16.8
13.6
1.95
1.77
1.47
125BT18.7
15.7
12.9
12.3
11.2
9.03
1.69
1.49
1.28
35.3
35.8
......
24.9
0.00
26.0
22.7
20.2
217
196
184
12.4
10.2
7.23
0.00
0.00
0.00
22.0
20.0
12.5
154
139
123
9.38
8.37
5.56
0.00
0.00
0.00
16.7
13.2
8.88
123
115
92.5
...
12.4
9.90
8.68
4.96
97.4
88.2
75.2
66.3
5.85
4.68
4.09
80.4
3.87
2.85
69.7
56.2
7.86
6.92
5.62
5.11
1.03
5.40
4.37
3.87
1.10
1.02
0.977
6.60
5.67
4.50
3.64
4.75
3.57
3.01
75BT 9.0
7.0
3.96
3.14
0.919
0.799
3.66
2.73
tJotes:
...
52.1
346
316
293
240
232
100BT14.9'
12.7 ~
11.2.
9.1
90BT11.1
9.1
8.1
0.00
0.00
0.00
o.oo
o.oo
......
0.00
0.00
0.00
o.oo
0.00
o.oo
27.4
65.3
58.0
(1) • Indicates x- and y-a~ls are Interchanged from that shown on the diagram.
(2) Sterll Down and ¢Ms.tls for bending about the x-axis which causes compression in the flange.
(3) Stem Up and I)M 5, 5 is for bending about the x-axls which causes compression in the stem.
If
(..)
(0
j
1
Y-;-f· ,--y
U~
265BT46.3
41.0
50.5
Y--$--Y
Design Shear
14) The Effective Length for Tees is the maximum effective length of a segment for which ¢Mb = ¢Msx assuming
am"' 1,0 (see Section 5.2.2.2).
(5) • ••indicates that bending is about the y·axls and there is no maximum segment length required to achieve
the design section moment capacity.
(6) For all the above BT sections (except for some of the 1OOBT) bending about the x-axis (stem up) there Is no
unrestrained segment length for which the deslgn section moment capacity can be attained (see Section 5.2.2.2).
(7) A!! references to Grade 300 refer to. the specif!cation of 300PLUS1U: Steel or AS/NZS 3679.1·300.
TABLE 5.2-8
j
TEES CUT FROM UNIVERSAL COLUMNS
GRADE 300
DESIGN SECTION MOMENT AND WEB CAPACITIES
Oeslgnallon
Design Section Moment CapaciUes
About y-axls
About x·axls
Design Shear
Capully
Stem Down
Stem Up
¢M.,.
¢Mm
¢Mu
¢V,
kNm
kNm
kNm
kN
155CT79.0
68.5
59.0
48.4
42.7
36.5
30.7
24.7
42.5
35.3
28.6
23.1
152
131
111
93.7
357
306
260
226
125CT44.8
36.5
18.3
15.2
17.5
13.9
71.5
61.3
202
161
100CT29.8
26.1
23.1
11.2
9.44
8.13
10.8
8.79
7.64
40.3
35.1
30.1
144
122
110
75CT18.6
15.0
11.7
SOOT 7.4
5.69
4.78
3.53
1.33
5.66
4.51
3.84
1.32
18.4
15.9
10.6
4.95
Notes:
96.9
76.8
68.9
35.4
(1) Stem Down and ¢Msy! Is for bending about the y-axls which causes compression in
the flange.
{2) Stem Up and qMsys is for !rending about they-axis which causes C(Jmprassfon In the stem.
{3) For all sections bending about the y·axls there is no maximum segment length
required to achieve the design section moment capacity.
{4) All references to Grade 300 refer to the specification of 300PLusw Steel or ASINZS
3679.1-300.
TABLE 5.2-9
~[
x-·- :-- -)(
PARALLEL FLANGE CHANNELS
GRADE 300
DESIGN SECTION MOMENT AND WEB CAPACITIES
(<;~
Designation
380 PFC
300 PFC
About y-axis
<i>M,_
<i>MMI
About x-axis
FLR
oM~
kg/m
kNrn
55.2
238
152
114
40.1
250 PFC
Design Web Capacities
Design Section Moment Capacities
Mass
per
metre
35.5
1ll.!!.
$Rbtt
•v,
b,
b•
rn
kNrn
kNrn
kN
kN/mm
kNJmm
0.574
33.8
26.1
28.9
657
415
1.44
3.60
1.19
2.88
346
1.45
2.88
0.514
0.518
24.0
22.2
24.0
230 PFC
25.1
73.3
0.428
13.6
12.2
258
1.03
2.34
200 PFC
22.9
59.7
132
12.6
207
1.02
2.16
180 PFC
20.9
49.0
0.435
0.435
12.1
12.1
1.12
2.16
150 PFC
17.7
37.0
0.422
11.1
11.1
187
156
1.27
2.16
125 PFC
100 PFC
11.9
8.33
21.0
0.368
0.280
6.56
6.58
102
0.955
1.69
3.46
3.46
72.6
0.916
1.51
75 PFC
5.92
0.223
1.97
1.97
49.2
0.905
1.37
Notes:
11.6
6.16
(1) FLR based on most conservative case (13m= -1).
(2) ¢>M~R -for bending about they-axis that causes compression in the toe R.
{3) $MsyL- for bending about they-axis that causes compression in the web L.
(4) All references to Grade 300 refer to the specification of 300PLUSTM Steel or ASJNZS 3679.1-300.
TABLE 5.2-10
TAPER FLANGE BEAMS
GRADE 300
DESIGN SECTION MOMENT AND WEB CAPACITIES
Designation
125TFB
100TFB
Notes:
Mass
Design Web Capacities
Design Section Moment Capacities
About x-axis
About y-axis
per
meOe
<i>Mu
FlR
<i>M"
<i>Vv
~
b,
~
bw
kgtm
kNm
m
kNm
kN
kN/mm
kN/rnm
0.376
4.48
108
1.06
1.80
0.247
1.53
0.843
1.44
13.1
7.20
23.1
9.82
69.1
(1) FLR baSed on most conservative Case (~ =-1).
(2) All references to Grade 300 refer to the specification of 300PLUSTM Steel or AS/NZS 3679.1-300.
5-40
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
~ ··• .. ·~· .¥0LU.ME;J~,OBENSECTJQNS.c •. , ., ,.,-.
DCTN1/03-
[BlANK]
-·
DCTN1/03-1999
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
_,_,, •·-''"c · . , c. ,-,r.·"VOU:JME''I-: OPEN SECTIONS
· •·
5-41
t.
,,1\)
r
f
TABLE 5.3-1
WELDED BEAMS
GRADE 300
X-·-·
DESIGN MOMENT CAPACITIES FOR MEMBERS WITHOUT FULL LATERAL RESTRAINT
bending about x-axis
Deslgnallon
1200WB455
423
392
342
317
278
NQies:
7110
6510
5910
4980
4500
3790
2900
2900
2900
2900
2900
2900
7110
6510
5910
4980
4500
3750
7080
6480
5870
4810
6860
6270
5680
4560
6590
6010
5440
4260
4340
4100
3820
3540
3270
2960
6280
5720
5170
3930
3510
2650
5950
5410
4880
3600
3200
2340
5610
5090
4570
3270
2890
2060
5270
4760
4270
2960
2610
1810
4930
4440
3960
2680
2340
4290
3840
3400
2200
3740
3320
2910
1830
3270
2880
2510
1550
2880
2520
2180
1330
1900
1120
1250
1560
1010
1310
1590
(1) Values of ¢M:. based on «.m::1 {uniform moment over entire segment).
For other moment distributions use the appropriate value of Urn obtained from AS 4100 Table 5.6.1 or 5.6.2 and use the minimum of an1¢M3 and ¢Msx given above.
(2) FLR based on most conservative case fPm = ·1) as noted In Section 5.3.5. The yield plateau In the following graph Is based on the value of L~ for which ¢M~ =9Ms{3) All references to Grade 300 refer to the specilicaUon of 300PLUS'I.( Steel or AS/NZS 3679.2·300.
842
715
2560
2220
1910
1160
971
620
2300
1980
1690
1030
856
546
·-·-X
8000-r---------,------~--,----------,--------~~~
Welded Beams
,......
E
z
2000
~
~
-!
-e-
4
.?;-
"(3
ctl
a.
ctl
0
.....c
1000
(])
E
0
:2:
,_
800
(])
..0
E
(])
600
:2:
c
Ol
(J)
(])
0
400
Values of ~M0
x-axis bending
based on
without full lateral restraint
0
'
-
-1999
5
10
15
om = 1
20
Effective Length Le (m)
DCTN1/03-1999
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
·.· ,_.,_ .., '"'"· ·" ,,., ·'-"·•V.Qt,UME·•k OPEWSECTIONS
5-43
TABLE 5.3-2
WELDED BEAMS
GRADE 400
X-·-,
0
DESIGN MOMENT CAPACITIES FOR MEMBERS WITHOUT FULL LATERAL RESTRAINT
"
bending about x-axis
m
,Z
0
('§l>
r~
¢Msx
co
s:1;11~
:rt );!
·ro r
:Oro
mm
Z(f)
:(n "11
.1!1 0
.P, jJ
:g!!!
:~~
:; c!
~
~
m
r
Design Member Moment Capacities, $Mb (kNm)
Ellectlve Length (l 0 ) In metres
Designation
!
1200WB455
423
392
342
317
278
249
1000WB322
296
258
215
900WB282
257
218
175
800WB192
168
146
122
700WB173
150
130
i 115
Notes:
¢Vv
FLR
kNm
kN
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10
12
14
16
18
20
22
m
9090
8320
3320
3320
8950
8180
7550
3320
6360
5750
4830
4140
5310
4780
3990
3270
4370
3900
3190
2500
2540
2150
1880
1480
2070
1740
1540
1300
3320
3320
3320
3320
3150
3150
3150
3150
1820
1820
1820
1820
1190
1190
1190
1190
1380
1380
1380
1380
9090
8320
7550
6340
5720
4730
3870
5300
4760
8590
7840
7100
5620
5040
3960
2880
4720
4220
3310
2370
3940
3500
2710
1910
8160
7440
6720
5150
4610
3510
2380
4350
3870
2940
1990
3650
3230
2440
1630
1830
1430
1180
807
1410
1070
882
710
7680
6990
6300
4660
4150
3050
1940
3960
3510
2580
1650
3350
2960
2170
1370
7180
6510
5850
4180
3700
2630
1600
3570
3150
6660
6030
5400
3720
3270
2260
1330
3200
2810
1950
1230
1080
897
700
437
935
666
510
393
778
597
367
825
580
437
332
5670
5100
4530
2940
2550
1690
961
2570
2230
1480
827
2260
1950
1300
713
956
682
516
313
734
511
379
285
4810
4280
3770
2350
2020
1300
737
2090
1780
1160
633
1870
1580
1030
547
769
540
400
239
597
411
298
220
4090
3610
3150
1920
1630
1040
592
1730
1460
938
507
1560
1310
836
437
638
444
323
191
501
342
244
178
3510
3070
2660
1600
1350
857
492
1460
1220
781
420
1330
1110
699
362
543
376
270
159
431
293
206
149
3050
2650
2280
1360
1140
724
421
1260
1050
666
358
1160
952
598
308
473
326
231
136
378
256
179
128
2680
2320
1980
1190
987
626
367
1100
912
580
312
1020
833
522
268
418
288
202
118
337
227
158
112
2380
2050
1740
1050
867
550
326
981
807
513
276
911
740
462
236
375
257
180
105
303
205
141
100
3.00
2.95
2.89
2.22
2770
2410
1680
974
6160
5550
4950
3310
2890
1950
1120
2870
2500
1690
964
2500
2170
1470
828
3910
3090
4370
3900
3140
2400
2480
2060
1790
1370
1990
1640
1430
1200
7410
6020
5430
4390
3400
5040
4530
3640
2760
4180
3720
2950
2170
2290
1870
1610
1190
1810
1460
1250
1040
2070
1650
1400
993
1610
1260
1060
870
1610
1220
992
651
1230
910
728
577
2250
1360
3050
2680
1910
1150
1400
1040
830
530
1070
775
606
472
1140
(1) Values of ¢Ma based on «m"'l (uniform moment over entire set;~ men!).
For other moment distributions use the appropriate value of am obtained from AS 4100 Table 5.6.1 or 5.6.2 and use the minimum of am¢M11 and ¢M~x given above.
{2) FLR based on most conservative case (Pm " ·1) as noted In Section 5.3.5. The yield plateau In the following graph is based on the value of 4 for which 9M~ =¢Ms.
-.,.,-
_,I
·-·-X
2.15
1.78
1.31
2.28
2.22
1.85
1.40
2.44
2.39
2.00
1.55
1.80
1.59
1.49
1.26
1.66
1.46
1.36
1.30
10000-,----~---,----------~---------,----------r-~
8000
6000
4000
~
E
z~
~
":f
-e-
2000
-
4
>.
"(3
ctl
Q_
ctl
()
c(])
E
0
::2:
,_
1000
800
(])
..Q
E
(])
::2:
600
c
Ol
Ul
(])
D
400
•••••
--
200
x-~r--x
Values of q>Mb
based on a, = 1
x-axis bending
without fulllatetal restraint
100~----------~---------+--------~+---------_,1__~
0
5
10
15
20
Effective Length Le (m)
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
1-1999
····•"v"·- _,_._ ,.'V0L:UME·1:.0PEN SECTIONS
5-45
TABLE 5.3-3
WELDED COLUMNS
GRADE 300
x-JE-x
DESIGN MOMENT CAPACITIES FOR MEMBERS WITHOUT FULL LATERAL RESTRAINT
bending about x-axls
Designation
1!1Mu
500WC440
414
363
340
290
267
228
kNm
2620
2540
2300
2260
1910
1690
Design Member Moment Capacities, ¢Mb (kNm}
Effective length (l 0 } In metres
¢Vv
kN
2.0
2620
2540
2300
2260
1910
1690
1410
3.0
2620
2540
2300
2260
1910
1690
1410
2420
1940
1940
1700
1460
1460
1460
400WC361
1880
328
303
i
270
212
181
144
350WC280
258
230
197
2120
1880
1850
1790
1620
1430
1100
922
698
1240
1120
986
844
1480
1480
1320
1130
1130
907
1160
1160
1040
891
1790
1620
1430
1100
922
698
1760
1590
1400
1080
899
882
1220
1090
960
820
Notes:
1240
1120
986
844
1400
4.0
2560
2480
2250
2200
1860
1640
1360
1800
1710
1540
1350
1030
860
652
5.0
2500
2420
2180
2130
1790
1590
1310
6.0
2430
2350
2120
2060
1730
1530
1260
7.0
2360
2280
2050
1980
1660
1460
1200
1740
1690
1640
1650
1490
1300
990
818
618
1600
1430
1250
943
774
563
1110
989
859
723
1540
1180
1140
1060
926
788
1020
892
755
1380
1200
897
731
547
1080
957
827
693
8.0
2290
2210
1990
1900
1590
1400
1140
1590
1490
1330
1150
854
889
512
9.0
2230
2150
1920
1630
1520
1340
1080
10
2170
2080
1860
1750
1460
1280
1030
1540
1490
1410
1440
1280
1110
812
650
480
1400
1040
1010
926
797
665
896
769
638
1310
1150
963
703
549
395
928
815
693
566
1240
1060
773
613
449
963
868
742
612
12
2050
1970
1750
1620
1330
1160
923
{1} Values of 9Mb based on am"f (uniform moment over enlire segment).
For other moment distribul!ons use the appropriate value of am obtained from AS 4100 Table 5.6.1 or 5.6.2 and use the minimum of am¢Mb and 9Ms~ given above.
(2) FLR based on most conservative case Wm =·1) as noted in Section 5.3.5. The yield plateau In the following graph Js based on the value of La for which ¢Mb " ¢M 5 .
{3) All references to Grade 300 refer to the specification of 300PLUS1M Steel or ASINZS 3679.2·300.
'"'-pigr
",em•~
· 1Mc:
nt C
acit_ . Mb ..
m)
FLR
14
1940
1860
1640
1500
1220
1060
829
1330
16
1840
1760
1550
1390
1120
969
749
1230
1260
1160
1080
913
642
494
350
877
767
648
525
1010
850
589
447
312
630
723
607
489
18
•1750
1660
1460
1290
1040
890
680
20
1660
1580
1380
1210
962
821
621
1190
1130
1090
951
795
543
408
282
787
683
571
456
1030
895
744
503
375
256
747
647
538
427
22
m
1590
3.46
3.56
3.52
3.52
3.56
3.31
3.28
1500
1310
1130
895
761
570
1070
978
845
699
468
346
234
710
613
508
401
2,74
2.87
2.63
2.63
2.82
2.64
2.84
2.54
2.51
2.51
2.53
3000
~
E
z
~
~
;f
-e>......
1000
0
......
c
800
"(3
<t!
0..
<t!
Q)
~
E
0
:::2:
....
Q)
.0
E
Q)
600
:::2:
c
.!2'
en
Q)
0
400
Values of $Mb
x-axis bending
without full lateral restraint
based on <Xm ::: 1
200
I
0
-
5
10
15
20
Effective Length Le (m)
DgM/03-1999
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
·. " ··~.···· •.,,.,VO'EOME.'f:''OPEN"SECTIONS
5-47
TABLE 5.3-4
WELDED COLUMNS
GRADE 400
x-JE-x
DESIGN MOMENT CAPACITIES FOR MEMBERS WITHOUT FULL LATERAL RESTRAINT
bending about x-axis
Oeslgnallon
I
BOOWC440
414
383
340
290
267
228
400WC361
328
303
270
212
181
144
350WC280
258
230
197
Notes:
¢Msx
kNm
¢Vv
3370
3270
2960
2860
2400
2120
1660
2420
2300
2080
1830
1380
1140
824
1600
3010.
2490
2490
2190
1850
1850
1850
2690.
kN
Design Member Moment Capacllles, ¢M b (kNm)
Ellecllve Length (L,) In metres
2.0
1910
1700
1440
1440
1150
1500
3370
3270
2960
2880
2400
2120
1880
2420
2300
2080
1830
1380
1140
824
1600
1440
1500
1440
1270
1080
1340
1130
1260
1080
1910
3.0
3340
3240
2930
2830
2380
2100
1640
2350
2230
2010
1770
1340
1090
795
1540
1380
4.0
3240
3140
2840
2730
2300
2030
1590
2260
2150
1930
1690
1270
1040
755
1480
1210
1330
1160
1030
982
5.0
3130
3030
2730
2620
2200
1940
1520
2170
2060
1840
1610
1200
974
709
1420
1270
1100
931
6.0
3020
2920
2830
2510
2100
1850
1450
2080
1970
1760
1530
1130
910
662
1370
1210
1050
881
7.0
2910
2810
2520
2390
2000
1760
1370
2000
1880
1680
1450
1060
848
615
1310
1160
1000
. 835
FLR
8.0
9.0
10
12
14
2810
2710
2420
2280
1900
1660
1290
1920
1800
1600
1380
1000
790
570
1260
1120
956
792
2710
2610
2330
2170
1800
1570
1220
1850
1730
1530
1310
941
737
528
1220
1070
914
752
2610
2510
2230
2060
1700
1480
1140
1780
1660
1460
1250
886
688
469
1170
1030
874
715
2440
2330
2060
1870
1530
1320
1010
1650
1530
1340
1130
790
604
423
1090
952
802
649
2280
{1) Values of ¢M~ based on f!m"'l {uniform moment over entire segment).
For other moment distribulions use the appropriate value of o:m obtained from AS 4100 Table 5.6.1 or 5.6.2 and use the minimum of um¢Mb and ¢Ms" given above.
(2) FlR based on most conservative case (Pm =·1) as noted in Sectron 5.3.5. The yield plateau In the following graph Is based on the value of Lefor which 9Mb =¢Ms.
{3) 'Indicates shear capacity governed by shear capacity of the weld.
~cit~
2170
1910
1700
1370
1180
894
1540
1420
1240
1040
710
535
370
1020
884
739
592
16
2130
2030
1770
1550
1240
1070
798
1440
1320
1140
952
643
478
327
950
823
684
544
18
20
22
m
2000
1900
1650
1430
1130
967
717
1350
1230
1060
878
586
432
293
891
768
635
501
1890
1780
1550
1320
1040
882
650
1260
1150
988
814
537
393
264
837
719
592
465
1780
3.05
3.14
3.10
3.11
3.14
3.10
2.92
2.41
2.53
2.50
2.49
2.49
2.34
2.34
2.24
2.21
2.21
2.23
1680
1450
1220
958
810
593
1190
1080
924
758
496
361
241
788
675
554
432
4000
2000
~
E
z
~
~
;f
-e-
-
>.
4
"5
C1l
0.
C1l
()
1000
c
Q)
E
0
2,_
800
Q)
.0
E
Q)
2
c
.!:21
600
rn
,Q)
.........
.............
0
400
x- ±-x
Values of ~Mo
based on <Xm = 1
x-axis bending
without full lateral restraint
200
0
-
I
I
5
10
15
20
Effective Length Le (m)
[)_(:T!\f1/03-1999
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
· · . ·VOLUME 1: OPEN SECTIONS
5-49
·Cf'
01
0
TABLE 5.3-5
UNIVERSAL BEAMS
GRADE 300
DESIGN MOMENT CAPACITIES FOR MEMBERS WITHOUT FULL LATERAL RESTRAINT
bending about x-axis
Designation
¢Msx
610UB 125
113
tOt
530UB 92.4
82.0
460UB 82.1
74.6
67.1
4tOUB 59.7
53.7
360UB 56.7
50.7
44.7
310UB 46.2
250UB
200UB
t80UB
150UB
Notes:
40.4
32.0
37.3
31.4
25.7
29.8
25.4
22.3
18.2
22.2
18.1
16.1
18.0
14.0
Design Member Moment Capacities, $M, (kNm)
El!ecllve Length (L,) In metres
oV,
kNm
kN
2.0
927
829
782
640
558
496
449
399
324
304
273
242
222
197
182
134
140
t t4
92.0
90.9
74.6
65.3
51.8
56.2
45.2
39.8
38,9
29.3
1180
1 tOO
1 tOO
939
876
788
719
667
548
529
496
449
420
356
320
283
283
265
214
225
204
174
154
186
151
135
161
130
872
777
725
584
507
445
401
355
285
262
239
211
189
172
156
109
1 t6
92.7
68.3
73.2
58.9
51.5
33.6
37.9
29.0
24.8
24.2
16.6
3.0
4.0
778
689
634
504
434
380
340
299
238
2t4
200
174
153
144
127
84.1
93.6
73.0
50.6
58.9
46.0
39.8
23.8
29.0
21.2
17.7
t8.4
12.0
675
593
535
422
359
316
280
244
193
169
164
141
121
116
102
64.1
75.3
57,1
38.1
47.6
36.2
30.9
17.8
23.1
16.4
t3.4
14.7
9.20
5.0
577
502
444
349
292
262
230
t97
157
134
135
114
95.4
97.5
81.9
49.9
6t.8
45.5
29.9
39.4
29.2
24.6
14.1
19.1
13.3
10.7
12.1
7.45
6.0
492
424
367
290
240
219
190
16t
129
108
113
' 94.3
77.1
81.9
67.4
40.1
51.8
37.4
24.4
33.4
2'4.4
20.3
11.6
t6.2
1 t .1
8.91
10.3
6.24
7.0
FLR
8.0
9.0
to
tt
t2
423
361
307
244
199
186
160
135
108
89.2
96.1
79.5
64.0
367
310
260
209
169
161
138
114
92.8
75.5
83.3
68.4
54.3
322
270
224
181
145
141
120
257
212
173
143
113
113
95.3
77.8
64.3
51.2
59.2
47.8
232
192
155
129
101
103
8t.o
65.3
73.4
59.8
47.1
286
238
195
160
127
126
106
87.2
71.7
57.4
65.6
53.2
41.5
70.1
61.1
54.0
48.4
37.1
43.8
56.7
33.3
44.4
31.6
20.5
28.9'
20.8
17.2
9.91
14.0
9.56
7.62
8.94
5.37
48.8
28.4
38.8
27.3
17.7
25.4
18,1
14.9
8.62
12.4
8.37
6.66
7.89
4.71
42.7
24.7
34.4
24.0
t5.6
22.6
16.0
13.1
7.63
11.1
7.45
5.9t
7.05
4.19
38.0
21.8
30.9
21.4
13.9
20.4
14.4
1 t.7
6.84
9.99
6.7t
5.31
6.37
3.78
34.2
19.6
28.t
19.3
t2.6
18.6
13.0
10.6
6.21
9.11
6.10
4.82
5.81
3.44
99.1
(1) Values of ¢Mb based on «m=t (uniform moment over entire segment}.
For other moment distributions use the appropriate value of «m obtained from AS 4100 Table 5.6.1 or 5.6.2 and use the minimum of o.m¢Mb and ¢M~x given above.
(2) FLR based on most conservative case (Pm =·1) as noted in Section 5.3.5. The yield plateau In the following graph is based on the value of Lefor which ¢M~ =¢Ms.
(3) All references to Grade 300 refer to the specification of 300PLUS'" Steel or ASIIIZS 3679.1·300.
,lcit~
86.4
70.2
58.3
46.2
54.0
43.4
33.6
t4
195
160
128
108
84.2
87.1
72.7
58.7
49.1
38.7
45.8
36.7
28.2
40.0
34.0
31.1
17.8
25.7
t7.6
26.3
15.0
2t .9
t4.9
9.74
14.6
10.2
8.25
4.85
7.19
4.80
3,78
4.59
2.70
11.5
17.0
11.9
9.68
5.68
8.37
5.60
4.42
5.34
3.15
t6
168
137
109
92.7
71.9
75.5
62.8
50.5
42.5
33.3
39.8
31.8
24.3
29.7
22.8
13.0
19.2
13.0
8.48
12.8
8.90
7.t8
4.24
6.31
4.20
3.31
4.03
2.37
m
1.41
1.38
1.30
1.23
1.20
1.16
1.14
1.13
1.09
1.02
1.07
1.05
0.997
1.07
1.02
0.873
0.9t5
0.885
0.741
0.842
0.816
0.821
0.587
0.551
0.546
0.542
0.454
0.441
x-axis bending
without full lateral restraint
~
E
z
~
200
~
;f
-e-
-
4
>"5
<ll
0..
<ll
0
c
100
E
80
Q)
0
2,_
Q)
.0
60
E
Q)
2
c
Ol
40
(/)
Q)
0
0
5
10
Effective Length
OCT/\1.1/03-1999
4
15
(m)
AISC: DESIGN CAPACITY TABLES.FOR S1;RUCTURAL STEEL
-··' .v----- '-. ··" ' ·voCUME 1: OPEN" SECTIONS
5-51
TABLE 5.3-6
UNIVERSAL COLUMNS
GRADE 300
x-JE -x
DESIGN MOMENT CAPACITIES FOR MEMBERS WITHOUT FULL LATERAL RESTRAINT
bending about x-axis
Designation
310UC 158
137
118
96.8
250UC 89.5
72.9
200UC 59.5
52.2
46.2.
I
1$0UC 37.2
30.0
23.4
100UC 14.8
Notes:
Design Member Moman! Gapacllles, ¢Mb (kNm)
Effective lenglh (L 0) In metres
FLR
~Mu
1/Vv
kNm
kN
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10
12
14
15
18
20
22
676
580
494
422
309
266
177
154
133
83.6
71.9
50.7
21.4
832
717
606
527
472
377
337
285
257
226
180
161
83.8
674
577
490
418
302
258
167
145
125
74.6
62.5
43.5
16.7
645
551
467
395
284
240
153
131
113
66.1
53.8
36.5
14.0
614
521
582
491
412
341
246
201
126
106
89.4
52.6
40.4
25.9
10.4
552
463
385
315
228
184
115
95.9
80.0
47.3
35.5
22.3
9.09
524
436
360
290
213
168
106
87.1
72.0
42.9
31.6
19.5
8.08
498
411
336
267
199
154
97.3
79.5
65.2
39.1
28.4
17.3
7.25
473
389
315
247
186
142
90.0
73.0
59.5
35.9
25.7
15.5
6.56
451
368
296
229
174
132
83.6
67.4
54.6
33.1
23.5
14.1
5.99
410
331
263
199
155
114
73.0
58.2
46.8
28.6
20.0
11.8
5.09
376
300
236
175
139
101
64.5
51.1
40.8
25.1
17.3
10.2
4.41
345
274
213
156
125
89.7
319
251
194
140
114
80.8
52.1
40.9
32.3
20.1
13.7
7.94
3.48
296
231
178
127
104
73.4
47.5
276
215
164
117
96.3
67.2
43.5
34.0
26.7
16.7
11.3
6.51
2.87
440
369
264
220
139
118
100
58.8
46.4
30.6
12.0
on nm"1 {uniform moment over entire segment).
for other moment distributions use the appropriate value of an, obtained from AS 4100 Table 5.6.1 or 5.6.2 and use the minimum of «m¢Mb and ¢M~~ given above.
(2) FLR based on most conservative case (Bm =·I} as noted in Section 5.3.5. The yield plateau in the following graph is based on the value of lefor which ¢Mb =9M5 •
(3) AH references to Grade 300 refer to the speciffcal!on of 300PlUS'M Steel or ASINZS 3679.1·300.
(1) Values of ¢Mo based
57,7
45.4
36.1
22.3
15.3
8.92
3.89
37.1
29.3
18.2
12.4
7.16
3.15
m
2.24
2.22
2.20
2.10
1.85
1.77
1.42
1.41
1.40
1.05
1.01
0.969
0.650
200
~
E
z
.;.::
~
:f
-e£
(..)
4
.
100
ctS
a..
ctS
-
0
c
80
(])
E
0
:::2:
""
(])
60
E
(])
:::2:
40
..c
c
en
(])
.Ql
0
20
8
Values of~~
x-axis bending
without full lateral restraint
based on
a.n = 1
6 ~----------~~----------~~====~-----+----------~--~
~0
5
10
15
0
-
Effective Length Le (m)
DCT/Vl/03-1999
. ·
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL.
--VoL1JME 1:0PEN SECTIIJNS .
.· ....
-~--,~· . • . • , c
5-53
c()l
;c),
!.,.
STEM DOWN
i
TABLE 5.3-7
TEES CUT FROM UNIVERSAL BEAMS
GRADE 300
--·-X
X-·-·
DESIGN MOMENT CAPACITIES FOR MEMBERS WITHOUT FULL LATERAL RESTRAINT
bending about x-axis
stem down - flange in compression
Design Member Momenl Capacllles, ~M, (kNm)
Elfecllvo Longlh (La) In melres
Daslgnallon
305BT62.5
56.5
50.5
2658T46.3
41.0
230BT41.1
37.3
33.6
205BT29.9
26.9
1808T28.4
25.4
22.4
1558T23.1
20.2
16.0
125BT18.7
15.7
12.9
100BT14.9'
12.7.
11.2.
9.1
90BT11.1
9.1
8.1
758T 9.0
7.0
g
·~
;~
·o
•"'
! '
Notes:
¢Msx
~Vv
kNm
kN
112
104
103
78.3
72.1
56.8
51.8
47.6
35.3
35.8
28.2
25.4
24.4
17.6
16.8
520
486
488
414
387
346
316
293
240
232
217
196
184
154
139
123
123
115
92.5
97.4
88.2
75.2
66.3
80.4
65.3
58.0
69.7
56.2
13.6
12.3
11.2
9.03
7.86
6.92
5.62
5.11
5.40
4.37
3.87
3.96
3.14
1.0
112
104
103
78.3
72.1
56.8
51.8
47.6
4.0
5.0
6.0
7.0
6.0
10
12
14
16
m
110
101
98.9
75.1
68.4
54.4
49.4
45.0
33.6
106
96.9
94.1
71,6
64.8
52.1
47.1
42.7
102
92.6
89.0
68.1
61.0
49.8
44.8
40.3
97.4
88.4
84.0
64.6
57.4
47.5
42.5
38.0
93.4
84.3
79.1
61.3
53.9
45.3
40.4
35.9
82.3
72.9
66.1
52.3
44.7
39.4
34.6
30.1
75.7
66.3
58.9
47.2
39.7
36.0
31.4
27.0
69.8
60.5
52.7
42.8
35.5
32.9
28.5
24.3
64.5
55.4
47.5
39.0
32.0
30.3
26.1
22.0
2.27
2.17
1.98
1.94
1.84
1.90
1.85
1.78
32.0
30.4
28.8
27.4
23.5
21.2
19.3
17.7
1.79
31.3
25.8
23.0
21.4
16.3
15.3
29.3
27.4
25.7
21.1
15.0
1.61
23.6
20.8
18.9
15.2
22.6
19.8
16.8
14.2
11.8
11.3
13.9
11.6
11.7
11.0
10.3
9.66
12.7
9.07
15.5
13.0
10.7
10.6
8.96
1.83
1.76
1.61
1.95
14.6
18.7
18.2
15.5
13.2
12.2
10.6
16.7
24.7
21.9
20.1
15.8
89.6
80.3
74.5
58.1
50.6
43.2
38.3
33.8
26.0
24.0
21.6
18.8
16.7
14.1
11.3
9.88
7.83
7.86
6.92
5.62
4.13
4.62
3.61 .
3.12
3.27
2.41
10.8
10.4
9.99
8.40
6.27
7.86
6.92
5.62
3.31
3.94
2.98
2.52
2.73
1.91
9.60
7.97
5.88
7.86
6.92
5.62
3.09
3.75
2.80
2.36
2.58
1.77
2.0
3.0
112
104
103
78.2
71.7
56.6
51.5
47.2
35.3
35.1
35.8
35.2
28.0
25.2
23.9
17.5
16.6
33.3
13.3
12.2
12.5
11.7
11.0
8.67
7.86
6.92
10.4
8.14
7.86
6.92
5.62
4.45
4.88
3.85
3.36
3.48
2.62
28.2
25.4
24.4
17.6
16.8
13.6
12.3
11.2
9.03
7.86
6.92
5.62
5.11
5.40
4.37
3.87
3.94
3.09
5.62
4.79
5.15
4.11
3.61
3.70
2.85
FLR
26.9
24.1
22.7
16.9
16.0
9.36
7.14
7.86
6.92
5.62
3.83
4.38
3.38
2.90
3.08
2.23
8.87
6.69
7.86
6.92
5.62
3.56
4.16
3.17
2.70
2.90
2.06
17.8
14.6
13.3
19.8
17.1
14.8
13.1
8.01
8.87
7.18
5.21
7.86
6.92
5.62
2.71
3.39
2.49
2.07
2.31
1.54
(1) • indicates bending about minor principal y·axis lor the axis shown in the diagram. These sections cannot buckle laterally when bending about the y·axls.
(2) Values of ¢Mb based on ((m"'1 (uniform moment over entire segment).
For other moment dlstrlbuUons use the appropriate value of a:m obtained from AS 4100 Table 5.6.1 or 5.6.2 and use lha minimum of «m¢Mb and QM.sx given above.
{3) FLR Is the maximum effective length of a segment for which ¢Mb = ~s· (see Section 5.2.2.2).
(4) ·~· indicates that bending Is aboutths y-axis and there is no maximum segment length required to achieve the design sec!ion moment capacity.
(5) AU references to Grade 300 refer to the specification of 300PLUS'"" Steel or ASINZS 3679.1·300.
9.73
1.77
7.13
8.21
6.39
7.61
5.77
1.47
7.06
1.69
6.50
4.64
7.86
6.92
5.62
2.40
3.08
2.23
1.84
2.08
1.36
5.91
4.17
7.86
6.92
5.62
5.40
3.77
7.86
6.92
5.62
1.93
2.58
1.83
1.48
1.71
1.08
1.49
1.28
2.14
2.81
2.01
1.65
1.88
1.21
......
...
1.03
1.10
1.02
0.977
0.919
0.799
\
ding~~
fcates {
{4) (
here I~
11e y·a\
t !eng~
:·imum!
id to a;
onmo;
1e dos{
(5) AU references to Grade 300 refer to the speclllcation of 300PLUS01 Steel or ASINZS 3679.1·300.
STEM UP
TABLE 5.3-8
X-·-·-
·---X
TEES CUT FROM UNIVERSAL BEAMS
GRADE 300
DESIGN MOMENT CAPACITIES FOR MEMBERS WITHOUT FULL LATERAL RESTRAINT
bending about x-axis
stem up - stem in compression
Oeslgnallon
¢Mu
3058T62.5
56.5
50.5
265BT46.3
41.0
2308T41.1
37.3
33.6
205BT29.9
26.9
180BT28.4
25.4
22.4
155BT23.1
20.2
16.0
125BT18.7
15.7
12.9
100BT14.9'
12.7.
11.2.
9.1
90BTI1.1
9.1
8.1
75BT 9.0
7.0
Notes:
/iVv
kNm
kN
72.7
59.6
49.5
45.3
37.0
39.5
32.7
26.3
20.8
18.8
20.2
17.0
14.2
12.4
520
486
488
414
387
346
316
293
240
232
217
196
184
154
139
123
123
115
92.5
97.4
88.2
10.2
7.23
9.38
8.37
5.56
6.60
5.67
4.50
3.64
4.75
3.57
3.01
3.66
2.73
75.2
66.3
80.4
65.3
58.0
69.7
56.2
1.0
2.0
3.0
4.0
64.0
51.5
41.3
39.3
31.0
35.4
28.9
22.8
18.7
16.2
18.6
15.4
12.4
11.8
9.58
6.53
8.96
7.60
5.12
6.60
5.67
4.50
3.35
4.55
3.36
2.79
3.49
2.52
63.1
50.8
40.7
38.7
30.S
34.7
28.4
22.4
18.4
15.9
18.2
15.0
12.1
11.6
9.39
6.38
8.74
7.42
4.95
6.60
5.67
4.50
3.19
4.35
3.19
2.65
3.30
2.35
61.8
49.8
39.9
37.8
29.8
33.7
27.6
21.8
17.9
15.5
17.7
14.6
11.8
11.3
9.15
6.18
8.49
7.15
4.77
6.60
5.67
4.50
3.03
4.15
3.03
2.50
3.11
2.19
60.4
48.7
39.0
36.8
29.0
32.7
26.8
21.2
17.4
15.0
17.2
14.2
11.4
11.0
8.91
5.98
8.24
6.87
4.58
6.60
5.67
Design Member Moment Capacities, ¢M, (kNm)
Effective Length (le) In metres
7.0
5.0
6.0
e.o
58.9
47.5
38.0
35.7
28.1
31.7
26.0
20.5
16.9
14.5
16.6
13.7
11.0
10.8
8.67
5.78
7.99
6.61
4.40
6.60
57.4
46.2
37.0
34.7
27.3
30.7
25.2
19.9
16.4
14.0
16.1
13.3
10.6
10.5
8.42
5.58
7.75
6.35
4.22
6.60
4.50
4.50
5.67
4.50
2.87.
3.96
2.87
2.36
2.94
2.04
2.72
3.78
2.73
2.24
2.78
1.90
2.59
3.60
2.59
2.12
2.63
1.77
5.67
10
12
14
16
54.4
43.8
35.0
32.7
25.6
28.8
23.6
18.7
15.4
13.0
15.1
12.4
9.86
9.93
7.96
5.21
7.29
5.86
3.90
6.60
5.67
51.6
41.5
33.0
30.7
24.0
27.0
22.1
17.5
14.5
12.2
14.2
11.6
9.18
9.43
48.9
39.3
31.2
28.9
46.3
37.2
29.5
27.3
44.0
35.3
27.9
25.8
20.0
22.5
18.4
14.5
12.2
9.99
11.9
9.61
7.49
8.09
6.38
4.00
5.76
4.36
2.89
6.60
4.50
4.50
2.46
3.44
2.46
2.00
2.49
1.66
2.33
3.29
2.34
1.90
2.36
1.56
4.50
2.12
3.01
2.12
1.72
2.13
1.38
55.9
45.0
36.0
33.7
26.4
29.7
24.4
19.3
15.9
13.5
15.6
12.8
10.2
10.2
8.19
5.39
7.51
6.10
4.06
6.60
5.67
22.5
21.2
25.4
20.8
16.4
13.7
11.4
13.4
10.9
8.56
23.8
19.5
15.4
12.9
10.6
12.6
10.2
8.00
8.50
.
7.52
8.95
7.11
4.86
6.86
5.43
3.60
6.60
4.55
6.46
5.03
3.34
6.60
4.26
6.10
4.68
3.10
6.60
5.67
5.67
4.50
5.67
4.50
1.77
(1) • indicates bending about minor principal y·axis for the axis shown In the diagram. These sections cannot buckle la!eraf/y when bending about the y·axls.
(2) Values of QM~ based on CJ4n=1 (uniform moment over enUre segment).
For other moment distributions use the appropriate value of Ctm obtained from AS 4100 Table 5.6.1 or 5.6.2 and use the minimum of am$Mb and ¢M;K given above.
(3) See Section 5.2.2.2 for details on FLR.
(4) All references to Grade 300 refer to the specification of 300PLUS'~o~ Steel or AS/NZS 3679.1·300.
1.93
2.77
1.93
1.56
6.73
1.93
2.55
1.77
1.42
1.76
1.23
1.11
5.67
4.50
1.62
2.36
1.63
1.30
1.62
1.00
TABLE 5.3-9
PARALLEL FLANGE CHANNELS
GRADE 300
X------
--·---X
DESIGN MOMENT CAPACITIES FOR MEMBERS WITHOUT FULL LATERAL RESTRAINT
bending about x-axis
Deslgnallon
I
380
300
250
230
200
180
150
125
100
75
Notes:
PFC
PFC
PFC
PFC
PFC
PFC
PFC
PFC
PFC
PFC
Mass per
metre
¢M,.
$Vv
kg/m
kNm
kN
55.2
40.1
35.5
25.1
22.9
20.9
17.7
11.9
8.33
5.92
238
152
114
73.3
59.7
49.0
37.0
21.0
11.6
6.16
657
415
346
258
207
187
156
102
72.6
49.2
Design Member Moment Capacllles, ¢M o (kNm)
Eflecllve length (l,) In metres
1.0
230
144
108
67.0
54.8
45.1
33.8
18.5
9.54
4.66
1.5
212
131
98.6
59.1
48.8
40.3
30.2
16.1
8.11
4.15
2.5
2.0
3.0
173
105
80.7
45.2
38.5
32.0
24.0
12.3
6.06
3.13
192
117
89.2
51.6
43.3
35.9
26.9
14.0
6.96
3.58
156
93.8
73.1
39.9
34.4
28.8
21.6
10.9
5.34
2.77
3.5
4.0
140
84.4
66.6
35.5
31.0
26.0
19.6
9.72
4.75
2.47
127
76.4
61.0
31.9
28.1
23.7
17.8
8.76
4.27
2.23
5.0
5.5
6.0
7.0
6.0
106
63.9
51.8
26.4
23.6
20.0
15.1
7.29
3.54
1.85
97.2
89.9
54.6
44.9
22.4
20.3
17.2
13.0
6.22
3.01
1.58
78.0
47.5
39.4
19.4
17.7
15.1
11.4
5.42
2.62
1.37
68.8
42.0
35.1
17.1
15.7
13.4
10.1
4.79
2.31
1.21
4.5
115
69.7
56.1
28.9
25.7
21.7
16.3
7.97
3.88
2.02
FLR
58.9
48.1
24.2
21.8
18.5
14.0
6.72
3.26
1.71
m
0.574
0.514
0.518
0.428
0.435
0.435
0.422
0.368
0.280
0.223
(1) Values of ¢Mb based on etm=l (uniform moment over entire segment).
for other moment dJstribulions use the appropriate value of am obtained from AS 4100 Tabls 5.6.1 or 5.6.2 and use the minimum of am¢Mb and ¢Ms given above.
(2) flR based on most conservative case fPm = ·1) as noted in Secl!on 5.3.5. The yield plateau in the following graph is based on the value of Le for which ¢M~ = ¢Ms.
(3) All references to Grade 300 refer to the specification of 300PLUS 1 ~ Steel or ASINZS 3679. 1·300.
TABLE 5.3-10
TAPER FLANGE BEAMS
GRADE 300
X----
·---x
DESIGN MOMENT CAPACITIES FOR MEMBERS WITHOUT FULL LATERAL RESTRAINT
bending about x-axis
Design a lion
metre. ·
125 TFB
100 TFB
Notes:
Design Member Moment Capacities, ¢M o (kNm)
Ell8cllve length (l,)ln metres
Mass per
$M,.
$Vv
kg/m
kNm
kN
13.1
7.20
23.1
9.82
108
69.1
0.5
0.75
1.0
1.25
1.5
1.75
2.0
2.5
3.0
3.5
4.0
4.5
5.0
m
22.1
8.66
20.5
7.57
18.8
6.63
17.3
5.85
16.0
5.21
14.8
4.68
13.7
4.24
11.9
3.54
10.5
3.04
9.34
2.65
8.40
2.35
7.61
2.10
6.96
1.90
0.376
0.247
(1) Values of ¢Mn based on o:m=1 (uniform moment over enUre segment).
For other moment distributions use the appropriate value of o:m obtained from AS 4100 Table 5.6.1 or 5.6.2 and use the minimum of o:.m¢Mb and ¢Ms given above.
flR hased on most conservallve case (\}m"' ·1) as noted In Secllon 5.3.5. The yield plateau In the following graph is based on the value of Le for which ¢Mb = ¢M 5.
to Grade 300 reler to the speclncatlon of 300PLusnt Steel or ASINZS 3679. 1·300.
'
I
FLR
~ermo;
(
---~lribuli;
Jvalu~
300
I
f Parallel Flange Channels
.
~~
~
!.....
100
80
~
)}
0
60
E'
z
15
:f
-e-
-.....
c:ci
::>)>
E
z
!
~~
()
~-
E
~);!
E
0
:2
n:<
,...
'1:11.
Jm.
.(/)
)
"
!rn
'-I
·:o
"'
6
0
c:
0
-1
c:
"'-..
4 -
~
,.,:
.
'
Taper Flange Beams Grade 300!
~
.........
..-----
----
6
!'....
I
2
'
3
r--.........
r-..........r--....
Values of ~.t
based on~., 1
l
I
4
5
Effective Length L0 (m)
'
6
.........
r-..
~
1\.
I
- - - 1---------
""'~
4
+
.
--
"-.......
~
180f'FC
.............
r-..
.
"'\
8
12SPFC
~
I
0
~
~
~
r-...
x-a~Js bending
v.i!hOut ruB !ahHal restraint
-
""""\.·
50PFC
FC
.
~
0
"-....... ,....,
.......
~I
~~
~! ·-[-· I
'
~
--........
·~
...............
"
-....
~
f"'....... :--.. .......
2
!"'-;...
~
~
..........
1'-,
r
~
m
!!!:
~
~l .......
" " I'..
.
8
......... ;...,
.........
...............
t-.
~
N"
I~
~
--
......
!.....
r-....""'-
!""'-.
10
c:
Ol
.iii
;...,
.............
1----..
20
~
"'
.,,. :2E"'
10
I:J:j
.0
1'--
~ ~ r-..
~
.......
"'
..
!
20
.........
......
i'..""'- ~
..... .......
40
lll.
(lj
:o
!'....
r-...,
........
~
Ul
)
1--
I'--.
.......
[
30
Grade300
~
200
r
c
-·~,.,iMbari ~···~,.ivenaL
theap;
Jbtaln(- _ \S41( _ 5.6.1(
anduJ
.nimun\
...
....{2) 1-LH based on most conservative case {J\m"' ·1) as noted in Section 5.3.5. The yield plateau In the following graph Is based on the value of lefor which ¢M:> ~¢Ms.
{3) 1\11 1e1eumces to Grade 300 refer to the spec\1\caUon of 300PLUS'"' Steel or ASINZS 3679.1-300.
----
-~~
---
~
~
2
"
100PFCJ
~
I
--
!
I
I
I
-U5PFcl
7
8
-l
·--±--·
x-axis bend"ng
without fullla!erallestra'n!
!
I
0
--
II
r;·"·"~~~
edooa,.,.,l
i
I
I
2
3
Effective Length L0 (m)
4
5
~I
~
o.
Ti
[BLANK]
.
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
.
..' . 'VOLUME
1;,.OPEN
SECTIONS
.....
., ..- ...• -..
... ·. '--.. - ··'· ;.•.
~·· -·--·--~--'
,•
:·•_,,~
DCTN1/03-1
PARTS
MEMBERS SUBJECT TO AXIAL COMPRESSION
PAGE
6.1
General. .....................................................................................................................6-2
6.2
Design Section Capacity in Axial Compression .......................................6-2
6.3
Design Member Capacity in Axial Compression .....................................6-3
6.4
Effective Length .....................................................................................................6-4
6.5
Example .....................................................................................................................6-5
6.6
References ...............................................................................................................6-5
TABLES
TABLES 6-1 to 6-12
Design Member Capacities in Axial Compression ........................................6-6
NOTE: SEE SECTION 2.1 FOR THE SPECIFIC MATERAL
STANDARD REFERRED TO BY THE SECTION TYPE AND STEEL
GRADE IN THESE TABLES
-
0CJN1/03-1999
AISC· DESIGN CAPACITY TABLES FORe STRUCTURAL STEEl
. ..
• . . . VOLUME 2: OPEN !':l=r.Tit'\MC"
MEMBERS SUBJECT TO AXIAL COMPRESSION
PART6
6.1
_6
!I
gi
General
Values of the design member capacity in compression (q>Nc) for buckling about principal axes for
a range of effective lengths (Le) are given in Tables 6-1 to 6-12. The capacities are determined from
Section 6 of AS 4100. Many tables are supplemented by graphs of 4>Nc versus Le placed consecutively after the tables for each corresponding grade and section. All loads are assumed to be applied
through the centroid of the section. The column capacity is associated with flexural buckling of the
member.
w
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 they-axis.
rt
The (A) series tables and graphs are immediately followed by the (B) series of tables and graphs.
6.2
Design Section Capacity in Axial Compression
The design section capacity in compression (4>Ns) is obtained from Clause 6.2 of AS 4100 and is
given by:
4>Ns
where
4>
kt .
An
fy
= 4>kt An fy
= 0.9 (Table 3.4 of AS 4100)
= form factor (see Section 3.2.2.3)
= net area of the cross section
= Ag assuming no penetrations or holes
= yield stress used in design (for sections where the flange and web
yield stresses (fyt & fyw) differ; the lower value is applied to the entire
cross-section in the above equation for 4>Ns)·
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 (kt) represents the proportion of the section that is effective in axial compression due to
local buckling. The design member capacity in compression (Section 6.3) accounts for (amongst
other factors) overall member buckling for the effective length of the member.
6-2
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
_'" . -· . . . .
, .:V,QLl)Ml~<Lf>~Ef:l ~~C:I~9t"!~ ..
DCTN1/03-1
For
:-"IIi
e.ffe
-. _b
6.3
Design Member Capacity in Axial Compression
The design member capacity in axial compression is obtained from Clause 6.3 of AS 4100 and is
given by:
where
4><Xc Ns ~ $Ns
$Nc
=
$
= 0.9
(Table 3.4 of AS 41 00)
::::: member slenderness reduction factor
The member slenderness reduction factor (ac) depends on the modified member slenderness (An)
and the member sect1on constant (ab). From Clause 6.3.3 of AS 4100:
=~
where
=
!'- H~J'l)
(9~r + 1+ 11
2 (9~r
2100 (An - 13.5)
= 0.00326 (A-13.5i ~ 0
A~ - 15.3 An + 2050
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 AS4100 should be consulted to obtain the value of (ac) directly from An and ab.
Note that the design member capacity equals the design section capacity (i.e. $Nc = $Ns) when the
effective length is zero (Le = 0).
:o
Table T6.1 lists values of ab for the sections considered in these Tables.
TABLE T6.1: Values of Member Section Constant (ab)
Section
Residual
Stresses
ws we
kt = 1.0
0
0
0.5
0.5
0.5
HW
UB UC TFB
PFC
BT CT
HR
HR
HR
HR
EA,UA
ocrf\(1 /03-1999
Yield Slenderness
AJSc_: _QESJGN CAPACITY TABLES FOR STRUCTURAL STEEL
.
. .. .
- VOLUMF 1·
OPI=N c:::J:r.Tif"l.MC:::
kt < 1.0
0.5
0
1.0
1.0
1.0
6.4
.J.),
Effective Length
The values of $Nc are based on the effective length (Le) of the member. The effective length
depends on the rotational and translational restraints at the ends of the member and is determined
from the following formula:
Le
= keL
The member effective length factor (ke) (Clause 6.3.2 of AS 41 00) can be determined using Clause
4.6.3 of AS 4100 or by a rational frame buckling analysis (Clause 4. 7 of AS 41 00).
ke is given in Figure 6.1 for members with idealised end restraints. For braced or sway members in
frames, ke depends on the ratio ( y) of the compression member stiffness to the end restraint
stiffness, calculated at each end of the member. Example 2 of Section 4.3 provides a sample
calculation of ke for a simple unbraced plane frame.
Sway Member
Braced Member
~
t
I
I
I
I
I
I
Symbols lor
end restraint
conditions
I
I
~
0.7
'")" =
I
I
I
t
Effective length
factor (ke)
I
I
I
I
I
I
I
Buckled
Shape
t
t
t
0.85
1.0
Rotation fixed, translation fixed
~ = Rotation free, translation fixed-
t
+
? f;;.'l
I
t
Q
+
I
I
I
I
~~
'"'t
t
1.2
2.2
~ =
r
~~
I
I
I
I
I
I
I
I
I
I
I
I
tt
CjJ
f
2.2
Rotation fixed, translation free
= Rotation tree, translation free
Figure 6.1: Effective Length Factors for Members with ldear.sed Conditions of End Restraint
6.o
...,
-~---:.""-
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
VOLUME;!:
OPEN SECTIONS
...••, .....
--.-.;-:_.-,--:;._~<
--~
--~-.
DCTN1/03-
6.5
Example
Design a Universal Column, with a length of 5.8 m, in Grade 300 steel to resist a design axial force,
N* = 850 kN. Assume that for x-axis buckling both ends are pinned (rotation free, translation fixed),
while for y-axis buckling one end is pinned and the other end is rotationally and translationally
fixed.
:n
'd
Design Data:
N*
= 850 kN
Solution:
1T
(i)
I.e
Determine effective lengths
For x-axis buckling ke
:. Lex
= keL
= 1.0
= 1.0 X 5.8 = 5.8m
(Figure 6.1)
z6.0m
(Figure 6.1)
For y-axis buckling ke = 0.85
~
:. Ley = keL
'-
(iO
=
0.85 x5.8
= 4.93 m
z5.0 m
Select a member
For buckling about the x-axis, the smallest member is:
200UC46.2
¢!Ncx
(Lex= 6.0 m)
(Table 6-6(A))
= 786 kN
(Ley= 5.0 m)
(Table 6-6(8))
< _N*
which is inadequate.
= 1140 kN
>N*
For buck!ing about the y~axis
200UC46.2
¢!Ncy
Select a new section based on y-axis buckling
200UC52.2
¢!Ncy
= 900 kN
(Ley= 5.0 m)
(Table 6-6(8))
>N*
Check new section for buckling about x-axis
200UC52.2
¢!Ncx
= 1300 kN
(Lex= 6.0 m)
(Table 6-6(A))
>N*
· Adopt a 200UC52.2 Grade 300 steel member.
6.6
References
See section 1.1.2 for details on reference Standards.
99
DG'fNt/03-1999
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
. · VOLUME1: OPEI\f SECTIONS
-.
'.Ol
'.Ol
;·. I
TABLE 6-1 (A)
WELDED BEAMS
GRADE 300
X-·-·
·-·-X
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about x-axis
Deslgnallon
Design Member Capacities In Axial Compression .;.N, (kN)
Ellecllve lenglh (le) In melres
$Ns(kN)
(le =D)
!,
2.0
4.0
6.0
8.0
10
12
15
18
21
24
27
30
33
36
11900
10900
9910
8340
7550
6340
5420
8190
7420
6230
5150
·7230
6470
5290
4200
4710
3990
3540
2780
4280
3610
3200
2710
11700
10700
9720
8180
7400
6220
5310
BODO
7240
6070
5020
11300
10400
9430
10600
9700
8820
7410
10200
9350
8490
7130
6450
5400
4610
6720
6060
5070
9810
8980
8150
8490
7760
7030
5890
5310
4430
3770
5180
4650
3860
3050
7050
6760
6450
6130
4110
5780
6180
5180
4410
6350
5720
4780
3850
9390
8590
7790
6540
5900
4940
4200
5970
5370
4470
3590
8950
8180
7420
6220
7170
6020
5140
7700
6960
5840
4810
11000
10000
9130
7670
6940
5830
4970
7390
6680
5600
4590
5420
5040
4670
4300
6300
5150
4080
4570
6040
4940
3900
4350
3680
5760
4710
3710
4110
3480
4490
3650
2810
3020
2540
4150
3370
2580
2740
2310
3810
3100
2350
2490
2090
3050
2180
2550
3870
3260
2870
2420
2390
3600
3020
2640
2230
5160
4210
3280
3580
3020
2620
2050
3000
2510
2160
1810
4830
3930
3050
3300
3240
5470
4470
3500
3850
3260
2840
2230
3300
2770
2410
2020
1970
1530
2150
1790
1510
1260
1380
1920
1600
1340
1120
1200WB455
423
392
342
317
278
249
1000WB322
296
258
215
12200
11200
10200
8580
7780
6540
5600
8580
7780
6540
5450
12200
11200
i0200
8580
7780
6540
5600
8580
7780
6540
5450
12200
11200
10200
8580
7780
6540
5600
8580
7780
6540
5450
12200
11200
10200
8580
6540
5600
8580
7770
6530
5420
12100
11 tOO
10100
8500
7700
6470
5530
8390
7590
6380
5280
900WB282
7650
7650
7650
7610
2$7
218
175
BOOWB192
168
146
122
700WB173
150
130
115
7420
6840
5610
4480
5070
6840
5610
4480
5070
4300
6840
5610
4480
5070
6800
5570
4440
4990
4230
6630
5430
4320
4850
3830
3830
3020
47ta
3980
3560
3020
Nota:
4300
3830
3020
4710
3980
3560
3020
3020
4710
3980
3560
3020
4300
7760
3760
2960
4580
3870
3440
2920
4110
3650
2870
4430
3740
3320
2810
All references to Grade 300 refer to the specirlcation of 300PLUS'"' Steel or ASINZS 3679.2·300.
nlSig·- '1err'-- ICc
3870
3420
2690
4120
3470
3070
2600
7930
6700
5620
4800
7070
6380
5340
4360
6840
2780
2400
1870
2700
2260
1930
1610
1700
2410
2010
1710
1430
5610
4690
3990
5570
5010
4170
3320
1770
14000
12000
_.-...
z
~
~
-;?:
8000
-ec
.o
(/)
(/)
....a.
Q)
E
0
0
6000
-~
X
<(
c
>-
-
·a
5000
cU
a.
cU
0
....
Q)
.0
E
Q)
4000
~
c
.Ol
(/)
Q)
0
3000
x--I-7--X
0
10
15
20
25
30
35
Effective Length Le (m) about x-axis
· DCXNt/03-1999 ·
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
:.
. . VOLUME 1: OPEN SECTIONS
., "
6-7
y
I
TABLE 6-1 (B)
WELDED BEAMS
GRADE 300
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about y-axis
Deslgnallon
Design Member Capacllles In Axial Compression $No (kN)
Effective Lenglh (le) In metres
¢Ns(kll)
(le = 0)
1200WB455
423
392
342
317
278
249
1000WB322
296
258
215
900WB282
257
218
175
800WB192
168
146
122
700WB173
150
130
115
Note:
12200
11200
10200
8580
7780
6540
5600
8580
7780
6540
5450
7650
6840
5610
4480
5070
4300
3830
3020
4710
3980
3560
3020
1.0
1.5
2.0
2.5
3.0
3.5
4.0
12200
12200
11200
12100
11000
10000
8260
7470
6150
5020
8260
11800
10800
9830
8030
7260
5940
4770
8030
11600
10600
9620
7800
7040
5720
4500
7800
7260
7040
5720
11300
10400
9410
7560
6820
5490
4210
7560
6820
11100
10100
9200
7320
6600
5250
3900
7320
6600
5490
5250
4160
6820
6090
4810
3570
4190
3420
2980
2200
3770
3030
2640
2200
3870
6620
5900
4620
3360
3990
3220
2790
2020
3560
2820
2430
2020
11200
10200
8580
7780
6540
5500
8580
7780
6540
5370
7850
6840
5610
4450
5070
4270
3790
2960
4690
3920
3490
2960
10200
8480
7680
6360
5270
8480
7680
6360
5150
7590
6790
5490
4280
4900
4110
3640
2820
4510
3760
3340
2820
7470
6150
4920
7400
6620
5330
4120
4730
3950
3490
2680
4340
3590
3180
2680
5940
4680
7210
6440
5160
3940
4560
3780
3330
2530
4160
3420
3010
2530
4430
7020
6270
4990
3760
4380
3610
3160
2370
3970
3230
2830
2370
5.0
6.0
7.0
8.0
9.0
10
10500
9640
9980
9130
8750
7980
8090
7370
6650
4420
3930
2660
1490
4420
3920
2660
1530
4190.
3710
2530
1460
1930
1410
1150
732
1570
1110
905
732
7420
6750
6080
3690
3450
2290
1260
3890
3450
4.5
10800
9890
8980
7060
6360
4990
3580
7060
6360
4990
3570
6410
5710
4430
3140
3780
3020
2590
1840
3330
2600
2220
1840
8750
8270
6790
6110
4720
3260
6790
6110
6220
5580
4160
2670
6220
5570
9390
8570
7760
5610
5010
3610
2180
5610
5010
4720
4160
3610
3100
3270
6190
5510
4220
2920
3550
2800
2390
1660
3100
2370
2010
1660
2700
5720
5080
3780
2470
3100
2380
2000
1340
2630
1960
1640
1340
2220
5210
4630
3340
2070
2660
1830
4690
4160
2910
1740
2260
All references to Grade 300 refer to the specification of 300PLUS".. Steel or AS!NZS 3679.2·300.
1sig · Jerr · r C<
city · F>.xi( · ;om
.ssir
)Nc" 'I)
7210
5000
4450
3100
1800
5000
4450
1990
1670
1660
1080
2210
1610
1330
1080
1380
885
1860
1330
1090
885
2290
1290
3720
3290
2190
1240
1660
1190
975
614
1330
933
760
614
14000
12000
........
z
8000
~
~
~
-ec
0
C/J
C/J
,_
Q)
6000
Q.
E
0
u
en
·x
<(
4
c
>-
~
()
en
Q.
en
u,_
4000
Q)
..Q
E
Q)
2
...
1200WB278
3000
c
.Q>
C/J
Q)
0
900WB175
2000
800W8168
y
Axial compression
buckling about y-axis
1000
I
0
1
2
.3
4
5
I
6
7
8
9
10
Effective Length Le (m) about y-axis
oc-TJ\71/o3-1999
AISC:UESIGN
CAPACrTYTABLES FOR STRUCTURAL STEEL
VOLUME 1-: o'PFN
~):'t"'TII"\IU~
c "
TABLE 6-2(A)
WELDED BEAMS
GRADE 400
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about x-axis
Design all on
Design Member Capacities In Axial Compression ¢N, (kN)
Elfec!lve Lenglh (l,) In melras
¢Ns(kN)
2.0
4.0
6.0
8.0
10
12
15
18
21
24
27
30
33
36
15400
14100
12800
15400
14100
12800
15400
14100
12800
15400
14100
12800
14800
13500
12300
14500
13200
12000
14000
12800
11600
13500
12300
11200
10700
10700
9680
8090
6870
10700
9680
8090
6590
9660
8620
7030
5500
6390
9680
8090
6870
10600
9590
8010
10300
9290
10100
9680
9710
8760
5760
4880
6870
6170
5100
10500
9580
8660
7230
6510
5410
4570
6330
5670
4690
9830
8970
8110
10700
11800
10800
9740
8140
7330
6100
5170
7420
6670
5530
11100
10200
9210
9680
8090
6870
10700
9680
8090
12900
11800
10700
8970
8080
6740
5720
8460
7620
6340
12400
11300
10200
10700
15100
13800
12600
10500
5050
4270
5800
5190
4280
4010
5780
3660
5260
4770
5130
4160
3140
3380
2840
2400
1860
2640
2200
1840
1530
4660
3780
2840
3030
4230
3420
2560
2710
2540
2270
2140
1660
2320
1930
1610
1340
1910
1480
2050
1700
1420
1180
(le =0)
1200WB455
423
392
342
317
278
249
1000WB322
296
258
215
900WB282
257
218
175
800WB 192
168
146
122
700WB173
150
130
115
8090
6870
10700
9680
8090
6590
6590
9660
8620
7030
5500
6390
5400
4730
3710
5930
5000
4390
3710
9660
8620
7030
5500
6390
5400
4730
3710
5930
5000
4390
3710
5400
4730
3710
5910
4970
4360
3680
9490
7930
6740
10400
9340
7800
6500
6330
9510
9250
8250
6720
5240
6030
8490
6920
5400
6230
5260
4600
3600
5700
4790
4190
3540
5090
4440
3480
5480
4610
4030
3400
7760
6590
10100
9100
7590
6150
8980
. 8010
6530
5080
5830
4920
4290
3350
5270
4420
3880
3250
9080
7580
6430
9810
8850
7380
9350
8430
7030
5970
8940
8060
6710
8560
7720
5970
7310
6200
9390
8460
7050
5690
5390
5070
4730
4370
8710
8290
7840
6850
7770
6330
4920
5620
7390
6020
4860
5300
4470
3870
3030
4670
3910
3390
2840
6990
5680
4390
4940
4170
3600
2810
4260
3570
3070
2570
7360
6550
5330
4090
4560
6310
5610
4550
3460
3770
4750
4130
3230
5040
4230
3680
3090
ass·
3840
3300
2570
3830
3200
2730
2290
6430
5450
7960
7160
5940
6090
4940
3780
4170
3500
2990
2330
3400
2840
2410
2010
J<jJN.., ;: N)
3170
2690
2090
3000
2500
2110
1760
7690
6930
6770
6080
3330
16000
14000
12000
~
z
10000
~
~
;!
-ec
.Q
8000
(/)
(/)
(])
,_
a..
E
0
,,
0
Cll
X
<(
6000
c
>.
~
(.)
Cll
a..
Cll
0,_
(])
.0
E
(])
~
4000
c
.2>
(/)
(])
0
3000
·-I-·
Axial compression
buckling about X·axis
2000
0
5
10
15
20
25
Effective Length Le (m) about x-axis
DCTN1/0 _
-3 1999
· - · AISQ.OESIGN CAPACITY-TABLES FOR STRUCTURAL ST-EEL
VOLUME 1: OPE'N !':I=~TIOl\1'>
30
35
"
y
I
TABLE 6-2(8)
WELDED BEAMS
GRADE 400
~
,· (/)
I,
i•
0
..
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about y-axls
Design Member Capacllles In Axial Compression $No (kN)
Eflecllve Lenglh (Le) In melres
De slana lion
$N,(kN)
(L, =D)
1200WB455
423
392
342
317
278
249
1000WB322
296
258
215
900WB282
257
218
175
800WB192
168
146
122
700WB173
150
130
115
15400
14100
12800
10700
9680
8090
6870
10700
9680
8090
6590
9660
8620
7030
5500
6390
5400
4730
3710
5930
5000
4390
3710
1.0
1.5
2.0
2.5
15400
14100
12800
10700
9680
8060
6690
10700
9680
8060
6440
9660
8620
7030
5420
6340
5310
4640
3590
5850
4870
4260
3590
15400
14100
12800
10500
9460
7770
6370
10500
9460
7770
6140
9490
8470
6810
5190
6100
5090
4430
3400
5600
4640
4050
3400
15000
13700
12500
10200
9170
7490
6040
10200
9170
7490
5840
9220
8220
6570
4960
5860
4860
4220
3210
5350
4400
3830
3210
14700
13400
12200
9850
8880
7190
5680
9850
8870
7190
5510
8950
7980
6340
4720
5610
4620
4000
3000
5090
4150
3590
3000
3.0
3.5
4.0
4.5
5.0
6.0
7.0
8.0
9.0
10
14300
14000
12800
11600
9190
8260
6550
4880
9190
8260
6550
4790
8390
7470
5830
4190
5060
4090
3500
2530
4520
3580
3050
2530
13600
12400
11300
8830
7930
6210
4440
8830
7930
6210
4390
8090
7200
5560
3890
4770
3800
3230
2280
4200
3270
2770
2280
13200
12100
10900
8460
7690
5840
4010
8460
7590
5840
3990
7780
6910
5270
3590
4450
3490
2950
2040
3870
2960
2480
2040
12800
11700
10600
8060
7220
5450
3600
8060
7220
5450
3600
7450
6620
4970
3280
4130
3190
2680
1810
3540
2660
2220
1810
12000
11000
9910
7230
6450
4680
2880
7230
6450
4680
2910
6740
5980
4340
2710
3490
2630
2180
1430
2920
2130
1760
1430
11100
10100
9160
6370
10200
9290
8360
5560
4930
3350
1880
5560
4930
3350
9260
8420
7570
4830
8350
7580
6800
4190
3700
~3100
11900
9520
8570
6880
5290
9520
8570
6880
5160
8670
7730
6090
4460
5350
4370
3760
2780
4810
3870
3330
2780
5670
3970
2310
6370
5670
3960
2350
6010
5320
3730
2220
2920
2150
1770
1140
2400
1720
1410
1140
1920
5300
4680
3190
1840
2440
1780
1450
922
1980
1400
1140
921
4270
2830
1550
4630
4270
2830
1590
4640
4090
2720
1530
2050
1480
1200
757
1650
1150
938
757
2420
1300
4190
3700
2420
1330
4060
3570
2340
1290
1740
1250
1010
631
1390
966
783
631
16000
14000
12000
10000
~
z
~
~
"Z.o
-e-
8000
c
.Q
(/)
(/)
(])
,_
c..
E
0
0
6000
Cll
·x
<(
.S
>:!::::
5000
~
(.)
Cll
c..
Cll
0,_
4000
(])
..a
E
(])
~
c
.Ql
(/)
(])
3000
0
¥
I
2000
900W817S
y'
r='=c=""'co-; 800WB168
Axial compression
buckling about y-axis
1600
I
0
1
2
3
4
5
6
7
I
8
Effective Length Le (m) about y-axis ·
_1999, .
D.GrN1/03-1999 ·
.AISC:DESIGN.CAPAC~TY-.TABLES FOR·S'I'RUCTURAL STEEL
VOLUM~
1· not:M
c.r:,..."~""•- ....-
9~
10
TABLE 6-3(A)
WELDED COLUMNS
GRADE 300
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about x-axls
Designation
Design Member Capac Illes In Axial Compression $Nc (kN)
EJJeclive Length (L,) In metres
$Ns(kN)
(L, = 0)
500WC440
414
363
340
290
267
228
400WC361
328
303
270
212
181
144
350WC280
258
230
197
Note:
<
14100
13300
12300
10900
9320
8570
7830
11600
10500
9730
8660
6800
6210
4970
9000
8290
7380
6330
2.0
4.0
14100
13300
12300
10900
9320
8570
7830
11600
10500
9730
8660
6800
6210
4970
8960
8250
7340
6290
13700
13000
12000
10700
9140
8390
7630
11200
10200
9370
8330
6540
5930
4740
8510
7820
6950
5960
6.0
e.o
10
132QO
12600
11900
10300
9450
8080
7400
6640
9260
8550
9610
8920
7630
6970
6190
8390
7780
7100
6280
4870
4220
3350
5630
5080
4460
3800
12500
11500
10300
8820
8090
7340
10600
9710
8940
7950
6230
5620
4490
7990
7330
6510
5570
11000
9910
8480
7770
7020
10000
9180
8440
7490
5860
5240
4180
7350
6720
5940
5080
12
15
1e
21
24
11900
11000
10500
9510
9120
8310
7950
6800
6180
5390
6890
6480
5870
5170
3980
3350
2650
4310
3860
3370
2870
7910
7630
6910
8840
5850
5300
4520
5490
5210
4690
4120
3150
2610
2060
3270
2920
2540
2160
6460
11300
5260
5130
4610
4780
4090
3680
3050
3500
3360
3000
2630
2000
1630
1280
2000
1780
1550
1310
7830
6940
5410
4770
3800
6540
5950
5240
4480
6260
5650
5750
4910
4430
3710
4360
4160
3740
3270
2490
2040
1610
2530
2250
1960
1670
All references to Grade 300 refer to the specilicalion oi300?LUS'~ Steel or AS!NZS 3679.2·300.
lsig · Jerr __ J CL,___ city ... }\xiL _'om ... _ssiL... ~Nc , ... l)
27
ao
aa
3070
3000
2680
2850
2440
2180
1780
1990
1920
4350
3630
4240
3540
3810
3180
3360
2870
2570
2110
2370
2280
2040
1780
1350
1090
858
1340
1180
1030
873
3990
3410
3060
2520
2660
2740
2450
2150
1630
1320
1040
1620
1440
1250
1060
1710
1500
1130
916
720
1120
991
861
731
16000
14000
12000
10000
,..-...
z
:s:.
~
~
8000
.ec
0
(J)
(J)
(])
,_
0..
E
6000
0
0
ctl
·x
<{
5000
4
c
>.
~
(.)
ctl
0..
ctl
4000
0,_
(])
..Q
E
..
(])
:::?:
c
--·
3000
_Ql
(J)
(])
0
2000
Axial compression
buckling about x~axis
1400
0
-
999· ;'
5
10
15
20
25
"""30
Effective Length Le (m) about x-axis
DC'I'N1/03-1999
AISC: DESIGN CAPACbTY JABLES,EO.B .STRUCTURAL STEEL.
... - - .. .. . . . VOLUME1: OPEN SECTIONS
6-15
.0'>
....
'I
(l')
y
I
TABLE 6-3(8)
WELDED COLUMNS
GRADE 300
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
y
buckling about y-axls
Designation
¢N 5(kN)
(le • 0)
1,0
2,0
3,0
Design Member CapaciJies In Axial Compression ¢N, (kN)
Eflecllve lenglh (l 0) In meJres
5,0
6,0
7,0
4,0
8,0
10
12
14
16
5840
5750
4730
4670
4230
3750
3270
2930
2400
2590
2090
2550
2310
2050
1600
1300
1040
1760
1580
1410
1230
2070
1720
1710
1870
1660
1300
1050
839
1420
1280
1130
990
1540
1370
1070
863
691
1160
1050
932
814
500WC440
14100
14100
13100
12600
12000
11400
10600
8940
13300
12300
10900
9320
8570
7830
13300
12300
10900
9320
8570
7830
13900
13200
12200
10800
9220
8470
7710
13500
414
383
340
290
267
228
12800
11800
10500
8950
8220
7460
12400
11400
10100
8670
7950
7190
11900
11000
9740
8350
7650
6890
10800
9960
8840
7590
6940
6150
10200
9340
8280
7130
6500
5700
8660
7910
7020
6070
5500
4700
7260
7110
6460
5730
4970
4490
3750
400WC36t
11600
11600
11300
10800
10300
9700
8150
7260
5560
4230
328
303
270
212
181
144
350WC280
258
230
197
10500
9730
8660
6800
6210
4970
9000
8290
7380
6330
10500
9730
8660
6800
6210
4970
9000
8290
7380
6330
10300
9480
8430
6630
6020
4810
8690
8000
7120
6110
9880
9110
8110
6370
5760
4610
8300
7640
6800
5840
9450
8700
7740
6080
5470
4380
7860
7220
6420
5520
8940
8230
7320
5750
5130
4100
7320
6710
5970
5140
11400
10500
9320
8000
7320
6550
8980
8350
7660
6820
5350
4720
3770
6680
6110
5430
4690
7660
7010
6230
4890
4250
3400
5950
5430
4830
4170
6890
6290
5590
4380
3750
3000
5200
4730
4200
3650
5380
4880
4340
3400
2830
2260
3870
3510
3120
2710
4130
3740
3320
2600
2140
1710
2900
2620
2330
2030
Nota:
All references to Grade 300 refer to the specification of 300PLUS1"' Steel or ASINZS 3679.2·300.
5210
4630
4020
3620
2990
3270
3220
2910
2580
2020
1650
1320
2230
2010
1790
1560
20
22
3870
3220
2710
3840
3470
3080
2680
2410
1960
3200
2880
2560
2240
2000
1830
2700
2430
2160
1890
1690
18
1370
1440
1430
1290
1150
895
723
578
973
877
779
681
16000
14000
12000
,--..
z-""=
-~
8000
-ec
0
(/)
(/)
6000
....
a..
E
(])
0
0
ell
·x
<(
c
4000
·4
-
>.
"6
ell
a..
ell
0
....
(])
..0
E
(])·
2
c
Ol
"ii)
(])
a
2000
~
I
y
Axial compression
buckllng about y-axis I
1ooo-r----------r~---------4----------+---------~---­
r
0
-
5
1Q
15
Effective Length Le (m) about y-axis
DCT/IW03-1999
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
VOLUMI= 1· neck.• eo~--·-·~-
20
Ol
.....I
())
TABLE 6-4(A)
WELDED COLUMNS
GRADE 400
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about x-axis
Designation
Design Member Capacllles In Axial Compression ¢Nc (kN)
Ellectlve lenglh (l,) In melres
¢N 5(kN)
(l, = 0)
500WC440
414
383
340
290
267
228
400WC361
328
303
270
212
181
144
350WC280
258
230
197
18100
17100
15800
14000
12000
11000
9570
14900
2.0
4.0
6.0
18100
17100
15800
14000
12000
11000
9570
14900
17500
16500
15200
13600
11600
10700
9100
14200
12900
11900
10600
8310
7420
5570
10800
9900
8800
7540
16700
13500
13500
12500
11100
8750
7870
6070
11600
10700
9490
8130
12500
11100
8730
7830
6020
11400
10500
9370
6030
8.0
10
14500
13100
11200
10200
8530
13400
15700
14600
14900
13800
13700
12700
12400
11700
10600
10000
9740
9150
7920 . 7250
12400
11200
15800
12200
11400
10300
11300
10500
9990
7820
6950
5090
9970
9130
8100
6930
9270
7230
6360
4540
8920
8130
7180
6140
9460
8370
6500
5620
3940
7830
. 6900
6070
5180
12
15
18
21
24
27
30
33
13200
12600
8650
2750
3480
2970
2660
2040
2420
2330
2930
2510
2240
1730
2030
7210
4510
4400
3940
4170
3560
3190
2430
2930
2820
3270
9120
8290
5520
5380
4830
5070
4330
3890
2930
3620
3480
3140
3070
7560
7660
6550
5900
4390
5860
5590
6870
6680
6010
6220
5320
4780
3570
4560
3740
3650
10800
9260
8440
6520
9760
10800
10400
9470
9280
7930
7190
5400
7620
6510
5020
3110
2520
2080
1750
7310
5650
4790
3340
6290
5650
4950
4210
5710
4380
3630
2560
4600
4110
3580
3050
4400
3350
2740
1970
3420
3040
2650
2250
2720
2070
1670
1240
2050
1820
1590
1340
2200
1670
1350
1010
1650
1470
1270
1080
1820
1380
1110
839
1360
1200
1050
887
1520
1160
931
707
1130
1010
874
741
11500
8370
4370
3910
3420
2610
2120
1550
2610
2320
2020
1710
I Design
Member Capacity in Axial Compression roN lkN)
I
I
I
I
I
I
I
-1 c
f
1960
20000
16000
12000
--z
::tt.
--;£
10000
c
0
"iii
en
8000
-e-
CD
,_
a..
E
0
0
Cii
·x
6000
~
c
>.
4
5000
·o
ctl
a..
ctl
0
,_
4000
CD
..Q
E
CD
~
c
en
.Q"l
3000
CD
0
2000
x-
3:
·X
400WC144
Axial compression
buckling about x·axls
1400
I
10
5
0
- 15
20
25
30
Effective Length Le (m) about x-axis
c£lt}TN1/03-1999
.
A)~l:;: PESIGN CAPACITY TABLES
.
FOR STRUCTURAL STEEL
VOLUME 1: OPEN SECTIONS ·•
· ·• ·
. 6-19
y
I
TABLE 6-4(8)
WELDED COLUMNS
GRADE 400
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
y
buckling about y-axis
Designation
$Ns(kN)
(L, = 0)
500WC440
414
383
340
290
267
228
400WC361
328
303'
270
212
181
144
350WC280
258
230
197
18100
17100
15800
14000
12000
11000
9570
14900
13500
12500
11100
8750
7870
6070
11600
10700
9490
8130
1.0
2.0
3.0
18100
17800
16800
15500
13700
11800
10800
9240
14300
13100
12100
10700
8430
7540
5710
11000
10200
9040
7760
16200
15000
13300
11400
10400
8760
13600
12500
11500
10200
8050
7170
5320
10500
9620
8550
7350
17100
15800
14000
12000
11000
9570
14900
13500
12500
11100
8750
7870
6070
11600
10700
9480
8130
17200
Design Member Capacllles In Axial Compression $N, (kN)
Effective Lenglh (L,) In melres
7.0
4.0
5.0
6.0
8.0
10
16500
15600
14400
12800
10900
10000
8250
12800
11800
0900
9680
7600
6720
4890
9750
8950
7960
6850
15700
14800
14900
14100
13700
13000
12200 . 11500
10400
9870
9560
9020
7700
7100
11900
10700
11000
10000
10100
9180
8990
6170
7060
6410
6180
5530
4420
3900
6670
7840
8130
7160
7230
6360
6230
5500
13700
13100
:12100
10700
9210
8390
6460
9400
8930
8150
7250
5680
4820
3400
6750
6140
5460
4730
12500
12100
11100
9800
8460
7690
5810
8120
7790
7090
6300
4940
4130
2930
5720
5190
4610
4010
10000
9780
8900
7900
6850
6190
4590
5940
5790
5250
4660
3650
3000
2170
4100
3700
3290
2870
12
14
16
18
20
22
7840
6160
6080
5500
4890
4260
3820
2870
4910
3990
3960
3580
3180
2770
2480
1900
3300
3280
2960
2630
2290
2050
1580
2770
4870
4400
3910
3410
3050
2320
3370
2650
2130
3330
2620
2370
2100
1640
1330
1010
1790
1620
1440
1250
2110
1750
1740
1910
1690
1320
1070
821
1440
1300
1150
1010
1570
1390
1090
877
679
1180
1060
946
827
7710
6990
6200
5390
4850
3610
4410
4340
3920
3480
2720
2220
1640
3010
2720
2420
2110
3010
2670
2090
1690
1270
2290
2070
1840
1600
2760
2490
2210
1930
1730
1340
1460
1450
1310
1160
909
732
570
986
889
790
690
20000-r----------,----------,----------,---------~--~
16000
12000
-z
10000
-':ft.
~
;l
-&
8000
c
.Q
Cll
Cll
Q)
,_
0.
E
6000
0
0
ct!
·:;;:
5000
~
-<
c
>.
"(3
ct!
0.
ct!
4000
0,_
Q)
.a
E
Q)
3000
~
c
.Ql
Cll
Q)
0
2000
¥
I
y
Axial compression
buckling about y-axis
1000~1----------~---------+----------~---------1--__J
0
--5
10
15
20
Effective Length L6 (m) about y-axis
AIS.C:.DESIGN CAPACITY TABLES FOR .STRUCTURAL STEEL .
. ..
.
. VOLUME 1: OPEN SECTIONS ..
.·.·6-21
TABLE 6-S(A)
UNIVERSAL UEAMS
GRADE 300
·I-·
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about x-axis
Designation
Design Mamber Capacllles In Axial Comprasslon ¢H, (kH)
Ellacllva Langlh (L,) In melres
~N,(kN)
2.0
4.0
6.0
3820
3370
3110
2960
2560
2770
2440
3820
3370
3110
2960
2560
2770
2440
2130
1940
1810
1940
1680
1530
3780
3340
3080
2900
2510
2680
2360
2070
1660
1730
1840
1590
1450
3670
3240
2990
2800
2420
2560
2260
1980
1770
1640
1730
1500
1350
3560.
3140
2890
2690
2320
2430
2150
1880
1660
1540
1360
1220
1220
1080
914
1090
904
704
767
637
566
442
463
388
341
323
242
607
897
738
578
569
467
415
319
329
263
231
208
154
610UB 125
113
101
530UB 92.4
82.0
460UB' 82.1
74.6
67.1
410UB 59.7
53.7
360UB 56.7
50.7
44.7
310UB 46.2
2130
1570
1480
40.4
1430
1410
32.0
37.3
31.4
25.7
29.8
25.4
22.3
18.2
22.2
18.1
16.1
18.0
14.0
1070
1370
1150
893
1100
930
826
661
813
663
589
661
514
1060
1320
995
1230
1030
799
938
787
699
554
650
527
466
486
371
250UB
200UB
180UB
150UB
Note:
(
(lo = 0)
1940
1810
1950
1680
1530
1590
1f30
1 20
870
1050
889
790
630
764
623
552
609
471
8.0
1590
1380
1240
10
12
15
18
3430
3030
2780
2570
2220
2280
2010
1770
1530
1410
1420
1230
1100
1040
915
679
700
570
449
411
336
298
228
229
182
160
141
104
3290
2910
2660
2420
2090
2090
1850
1620
1380
1250
1220
1060
936
3040
2690
2450
2160
1860
1760
1570
2740
2420
2190
1850
1600
1430
1280
1130
884
783
707
620
537
461
399
293
269
217
172
146
118
105
. 852
746
551
538
435
344
304
247
220
167
166
132
115
101
74.6
1380
1120
1000
930
814
710
622
540
397
372
300
237
204
166
148
112
110
87.5
76.6
66.5
49.1
79.7
78.1
62.1
54.3
47.0'
34.6)
24
21
2410
2130
1910
1560
1340
1150
1030
909
698
615
547
480
414
352
305
223
203
163
129
109
88.6
78.8
59.6
58.3
46.3
40.5
34.9
25.8
2080
1840
1640
1290
1120
933
837
738
560
491
433
380
327
277
239
175
158
127
101
84.7
68.7
61.1
46.2
45.1
35.8
31.3
27.0
19.9
27
1780
1570
1390
1080
930
765
687
606
456
399
350
307
264
223
192
141
127
102
80.6
67.6
54.8
48.7
36.8
35.9
28.5
24.9
21.5
15.8
All referenC{Is to Grade 300 refer to the specillcatlon of 300PLUS',. Steel or ASINZS 3679.1·300.
nesirn
J
MernhA1r C~mqcit"
('
J
•
in
I
/
1Axi"' t;;orr~·?ssi~~
.t.NL !! -f\1)
I~
l't'
30
1520
1350
1190
908
782
636
572
504
377
330
288
253
218
183
158
116
104
83.1
66.0
55.2
44.7
39.8
30.1
29.3
23.2
20.3
17.5
12.9
33
1310
1160
1020
771
664
536
482
425
317
277
241
212
182
153
132
96.4
66.4
69.3
54.9
45.9
37.2
33.1
25.0
24.3
19.3
16.9
14.5
10.7
36
1130
1000
878
661
570
457
411
363
270
235
205
180
155
129
112
81.7
73.1
58.6
46.5
38.8
31.4
27.9
21.1
20.5
16.3
14.2
12.2
9.01
4000
~==::::+::=---r------~----~---====c======c=====:rl
Universal Beams Grade 300
_,.-.
z.:::t:.
~
;l
-e-
c
0
"iii
(/)
1000
(!)
.....
0.
E
0
800
0
(1j
·x
<(
600
4
c
>-
~
()
(1j
0.
(1j
0
400
.....
(!)
.0
E
(!)
~
c
Ol
(/)
(!)
0
200
150UB14.0
100
180UB16.1
80 ~----~----~+-~--~~====~~-----+~----~----~~~
10
15
20
25
30
35
5
Effective Length Le (m) about x-axis
DGTN1/03-1999
AISC: .OESIGI'l CAPACITY: TABLES FOR STRUCTURAL STEEL ·
. VOLUME 1: OPEN SECTIONS
..·6-23
·.~
TABLE 6-5(B)
UNIVERSAL BEAMS
GRADE 300
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about y-axis
Designation
Design Member Capac Illes In Axial Compression ¢N, (kN)
Eflecllve Lenglh (L,) In melres
<i>Ns(kN)
610UB125
113
101
530UB 92.4
82.0
460UB 82.1
74.6
67.1
410UB 59.7
53.7
360UB 56.7
50.7
44.7
310UB 46.2
40.4
32.0
250UB 37.3
31.4
26.7
200UB 29.8
25.4
-~2.3
8.2
180UB 22.2
18.1
f6.1
150UB 18.0
14.0
Note:
(le = 0)
1.0
1.5
2.0
2.5
3.0
3820
3370
3110
2960
2560
2770
2440
2130
1940
1810
1950
1680
1530
1590
1430
1070
1370
1150
893
1100
930
826
661
813
3730
3290
3030
2860
2470
3590
3170
2910
2730
2360
2520
2220
1950
1750
1620
1750
1510
1360
1420
1270
929
1180
989
726
929
777
691
467
544
440
388
361
271
3430
3030
2770
2590
2230
2360
2080
1830
1630
1500
1620
1400
1260
1320
1170
833
1060
880
615
815
675
601
350
394
317
278
239
178
3250
2870
2610
2410
2080
2170
1920
1680
1490
1360
1460
1260
1120
1190
1050
715
913
747
491
679
555
496
254
281
225
198
164
122
3040
2680
2420
2200
1890
1940
1720
1500
1320
1180
1270
1100
967
1040
907
591
755
612
383
547
443
396
188
206
·165
145
118
87.4
653
589
861
514
r50
340
050
1850
1720
1850
1600
1450
1510
1350
1000
1280
1070
810
1020
854
759
566
·682
554
491
511
391
3.5
4.0
4.5
2790
2450
2200
. 1970
1680
1690
1500
1310
1130
1000
1080
936
814
880
764
481
615
494
301
437
352
315
144
157
125
110
88.9
65.7
2520
2210
1970
1720
1470
1450
1280
2240
1960
1730
1490
1270
1230
1090
957
812
707
1120
961
843
906
786
678
739
638
392
502
401
240
352
263
253
113
123
98.1
85.9
69.2
51.1
760
660
566
620
533
323
413
329
195
288
231
207
90.8
98.4
78.8
69.0
5;:g
40.
5.0
7.0
6.0
1970
1720
1510
1280
1090
1050
932
816
689
597
642
557
476
523
449
269
345
274
161
239
191
171
74.6
80.7
64.6
56.5
45.3
33.4
1520
1320
1150
963
818
775
690
604
507
437
470
408
347
383
327
194
249
1\i7
115
172
137
123
52.8
57.0
45.6
39.9
31.9
23.5
All references to Grade 300 refer to the speclrication of 300PLUSn. Steel or ASINZS 3679.1·300.
1
Design Member Capacitv in Axial Comoressinn "'N fkN)
I
I
I
I
I
I
I
I't'
1
1180
1030
892
740
628
591
526
461
385
331
356
309
263
290
248
146
187
148
86.1
129
103
92.1
39.3
42.4
33.9
29.7
23.6
17.4
6.0
9.0
10
938
819
707
583
494
463
413
362
302
259
279
242
205
227
194
114
146
115
66.8
100
79.8
71.5
30.4
32.7
26.2
22.9
18.2
13.4
760
663
571
470
398
373
332
291
242
208
223
194
165
182
155
91.0
116
92.2
53.3
80.0
63.7
57.1
24.2
26.0
20.8
18.2
14.5
10.7
628
547
471
387
328
306
273
239
199
170
163
159
135
149
127
74.4
95.3
75.4
43.5
65.3
52.0
46.6
19.7
21.2
17.0
14.8
11.8
8.68
----.
z
.:,(.
~
"Z.()
-ec
1000
0
en
en
Q)
.....
800
0..
E
0
0
600
<iS
·:;:;:
<(
c
>-
-
4
400
"6
<iS
0..
<iS
0
.....
Q)
..a
E
Q)
2
~
c
200
Ol
"(jj
Q)
0
100
80
y
Axial compression
60
buckling about y-axis
-~---'~-;~j~i~T-~--~--'-~--~
50
0
-
1
2
3
4
56
7
9
8
10
Effective Length Le (m) about y-axis
. DCfN
_
........ _
1103 1999
.~SG: OE.$1GN:CAPACJTY TABLES f'QR STRUCTURAL STEEL...
. VOLUME 1: OPEN SECTIONS
.
"
6-25
,)'
TABLE 6-6(A)
UNIVERSAL COLUMNS
GRADE 300
x-±-x
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about x-axis
Designation
Design Member Capacllles In Axial Compression ¢N, (kN)
Effective Lenglh (L,) In melres
¢N,(kN)
310UC158
137
118
96.8
250UC 89.5
72.9
200UC 59.5
52.2
' 46.2
150UC 37.2
30.0
23.4
100UC 14.8
Note:
(l, =0)
2.0
4.0
6.0
8.0
5070
4400
3780
3340
2870
2520
2060
5040
4370
3760
3310
2820
2460
1980
1730
1530
1200
1030
795
454
4780
4140
3550
3120
2620
2280
1780
1550
1370
1000
853
645
259
4470
3860
3310
2890
2370
2040
1500
1300
1140
725
597
440
135
4070
3520
3010
2600
2040
1730
1800
1590
1280
1110
859
543
1140
992
868
486
393
286
80.1
10
3590
3080
2630
2240
1660
1380
842
729
836
335
269
195
52.7
All references to Grade 300 refer to ths specification of 300PLUsn~ Steel or ASINZS 3679.1·300.
12
3040
2610
2220
1850
1310
1070
628
543
472
242
194
140
37.2
14
2520
2150
1830
1510
1040
842
481
415
361
182
146
105
27.7
16
2080
1770
1500
1230
830
671
378
326
284
142
113
81.8
21.4
18
1730
1470
1240
1020
676
545
304
263
228
114
90.7
65.3
17.0
20
~450
1230
1040
848
560
451
250
216
188
93.0
74.2
53.4
13.8
22
1230
1040
880
716
471
378
209
180
157
77.5
61.7
44.4
11.5
24
1050
892
753
612
401
322
177
153
133
65.5
52.2
37.6
9.69
26
909
772
631
528
345
277
152
131
114
56.1
44.7
32.2
8.28
6000-,-------,--------,---~---,------~--------~
Universal Columns Grade 300
2000
~
z
~
~
;!
-ec
en
en
Q)
,_
.Q
0.
E
1000
800
0
0
(lj
·x
600
<(
4
c
>.
:t::
(.)
(lj
400
0.
(lj
0,_
Q)
..0
E
Q)
2
200
c
.Ql
en
Q)
0
60
Axial compression
buckling about x-axis
100UC14.8
I
40~-------+-------+-=~==~LI-------+--~--~_j
0
5
10
15
25
20
Effective Length L8 (m) about x-axis
· cQ6TN1/03-1999
-
6-27
y
TABLE 6-6(8)
UNIVERSAL COLUMNS
GRADE 300
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about y-axis
Designation
310UG158
137
118
96.8
250UC 89.5
72.9
200UC 59.5
52.2
46.2
150UC 37.2
30.0
23.4
100UC 14.8
Uote:
¢N,(kN)
(l, =0)
1.0
2.0
3.0
Design Member Capacities In Axial Compression ¢N, (kN)
Elfectlve length (l,) In metres
4.0
6.0
5.0
7.0
e.o
9.0
5070
4400
3780
3340
2870
2520
2060
1800
1590
1280
1110
859
543
5070
4400
3780
3330
2840
2490
2000
1750
1550
1210
1050
807
477
4840
4200
3610
3170
2680
4590
3970
3410
2980
2490
4280
3700
3170
2750
2240
2340
2150
1840
1620
1920
1330
1610
1420
1060
903
685
323
1420
1250
821
686
507
183
1160
1020
581
476
345
111
3890
3360
2870
2470
1930
1630
1030
900
786
410
333
239
73.6
All references to Grade 300 refer to the specification of 300PLUSTM Steel or ASINZS 3679.1·300.
3440
2960
2520
2140
1600
1330
793
689
600
299
242
173
52.2
2960
2540
2160
1810
1310
1070
616
535
466
227
183
131
38.9
2510
2150
1820
1510
1070
872
489
425
369
177
143
102
30.1
2120
1810
1540
1260
881
716
396
344
299
142
114
81.5
24.0
10
1790
1530
1300
1070
735
596
327
283
246
116
93.7
66.7
19.6
y
11
1530
1310
1110
906
621
502
274
237
206
97.1
78.1
55.6
16.2
12
1320
1130
954
778
531
429
232
202
175
82.2
66.1
47.0
13.7
13
1150
978
828
674
458
370
200
173
151
70.5
56.6
40.3
11.7
14
1000
856
724
589
399
322
174
151
131
61.1
49.1
34.9
10.1
6000-r--------------~--------------,---------~
Universal Columns Grade 300
_.-..
z
2000
..>:::
~
~
-e-
c
0
·u;
<JJ
(!)
,_
1000
0..
E
0
0
800
ro
X
<(
600
4
c
>.
:!::::
(.)
ro
ro
0..
400
0
,_
(!)
..0
E
. 200UC59.5
(!)
~
--
c
.Ql
200
<JJ
(!)
0
I
100
80
r
y'
Axial compression
buckling about y~axisf----l-~---'-------+--~-~---'---1
60
100UC14.8
50
0
I
-
5
10
14
Effective Length Le (m) about y-axis
AISC: DES.IGN.CAPACITY:TABLES FOR S;r:RUCTURAL STEEL .
" VOLUME 1: OPEN SECTIONS . . . . .
. . ...
. ''"·6-29 ..
TABLE 6-7(A)
x-·T-x
TEES CUT FROM UNIVERSAL BEAMS
GRADE 300
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about x-axis
Design Member Capacities In Axial Compression $Nc (kN)
Effective lenglh (l,) In melres
Designation
$N,(kN)
305BT62.5
56.5
50.5
2658T46.3
41.0
230BT41.1
37,3
33.6
205BT29.9
26.9
180BT28.4
25.4
22.4
155BT23.1
20.2
16.0
1258Tt8.7
15.7
12.9
100BT14.9•
12.7.
11.2.
9.1
90BT11.1
9.1
8.1
75BT 9.0
7.0
Note;
(le = 0)
1.0
2.0
3.0
4.0
5,0
6.0
7.0
8.0
9.0
10
11
12
1690
1490
1380
1310
1130
1230
1090
951
870
810
1690
1490
1380
1310
1130
1210
1490
1320
1210
1100
957
962
855
755
647
602
1360
1210
1110
989
861
833
742
657
545
507
1230
1100
1010
876
765
711
635
564
453
421
1110
990
909
768
674
602
539
481
375
348
992
887
814
670
590
508
456
408
311
289
697
627
574
444
394
315
284
255
186
172
620
559
511
390
347
272
246
221
159
148
553
499
456
343
306
237
214
193
138
128
833
725
659
667
602
454
475
418
379
320
286
225
379
335
304
243
217
. 173
119
106
96.2
103
91.3
82.7
81.4
68.7
72.2
60.9
49.6
39.2
34.6
27.2
20.7
17.9
15.4
12.6
12.2
9.62
8.45
7.63
58,7
52.1
559
464
361
443
367
313
247
337
248
214
261
202
167
148
134
97.8
86.8
70.4
56.6
49.9
39.2
140
125
113
635
523
405
542
446
380
297
405
319
274
329
256
883
792
726
583
516
431
387
347
259
241
201
178
162
119
106
85.8
69.9
61.5
48.3
37.7
32.5
28.0
22.8
22.4
17.6
15.4
14.1
10.8
784
705
645
508
450
367
330
297
218
203
871
756
688
721
852
487
1610
1420
1310
1220
1050
1090
968
852
751
699
713
622
565
543
488
373
419
353
275
294
248
212
169
217
154
133
151
116
1080
945
851
792
589
516
468
421
378
293
298
255
199
188
160
137
110
127
93.1
81.2
83.4
64.2
210
182
143
124
106
91.2
73.9
79.3
59.9
52.4
51.1
39.3
153
133
104
86.5
74.4
63.9
51.9
53.6
41.2
36.1
34.i
26.3
304
269
243
188
167
134
114
100
78.6
63.3
54.5
46.8
38.1
38.4
29.8
26.2
24.3
18.7
245
218
197
148
132
106
88.2
77.4
60.9
48.1
41.5
35.6
29.1
28.8
22.5
19.8
18.2
14.0
58.7
46.8
41.2
32.4
30.3
24.8
26.2
22.5
18.4
17.9
14.1
12.4
11.3
8.65
21.5
18.5
15.1
14.6
11.5
10.1
9.18
7,06
{1) ·indicates buckling about y·axis for ths axis shown In the diagram.
(2) All references to Grade 300 refer to the specification oi300PLUS11J Steel or AS/NZS 3679.1·300.
I
5.87
42.4
33.3
29.4
23.2
17.6
15.2
13.1
10.7
10.3
8.14
7.15
6.44
4.95
14
16
444
402
367
271
242
184
166
150
106
98.3
362
328
300
218
195
146
132
119
83.6
77.6
61.1
54.5
49.3
78.0
69.5
62.9
44.2
34.4
39.2
32.0
24.9
22.0
17.3
30.5
25.0
19.3
17.1
13.5
13.1
10.1
11.3
9.73
7.96
7.62
6.04
5.31
4.77
3.66
8.74
7.52
6.15
5.87
4.66
4.09
3.67
2.82
\
TABLE 6-7(8)
r
TEES CUT FROM UNIVERSAL BEAMS
GRADE 300
T
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about y-axls
Design Member Gapacllles In Axial Compression $Nc (kN)
Eflecllve lenglh (l 0 ) In me Ires
Designation
$N,(kN)
•
(l,. 01
1.0
1.5
2.0
1620
1430
1310
1510
1330
1220
1390
1230
1120
1240
1060
1140
1010
884
801
739
9.1
1690
1490
1380
1310
1130
1230
1090
951
870
810
871
756
688
721
852
487
635
523
405
542
446
380
297
795
690
623
657
591
429
557
456
338
461
377
324
226
1140
977
1040
918
804
724
664
714
620
557
590
528
374
486
396
284
393
320
277
176
1030
887
930
824
722
646
588
632
549
489
521
464
321
416
337
233
327
266
231
135
908T11.1
9.1
8.1
758T 9.0
7,0
405
319
274
329
256
316
229
198
233
178
244
172
149
162
122
3058T62.5
56.5
50.5
2658T46,3
41.0
230BT41. 1
37.3
33.6
205BT29.9
26.9
180BT28.4
25.4
22.4
155BT23.1
20.2
16.0
125BT18.7
15.7
12.9
100BT14.9'
12.7'
11.2'
Note:
177
127
1 10
110
81.8
2.5
1280
1120
1020
931
797
825
732
642
568
513
552
480
425
455
402
271
350
283
189
269
217
190
103
129
94.9
82.5
76,9
57.2
3.0
3.5
4.0
4.5
5.0
6.0
7.0
8.0
1160
1020
919
1050
920
824
941
826
737
844
740
656
574
489
483
430
376
324
285
755
662
565
507
432
423
376
330
282
247
266
231
199
218
188
116
150
119
72.3
107
65.5
492
430
376
318
270
259
231
202
171
148
159
138
118
130
112
67.2
86.3
68.5
40.5
60.5
48.2
43.0
18.9
404
353
307
258
219
209
186
163
137
118
127
111
94.3
104
89.1
53.2
68.3
54.2
31.8
47.6
34.7
607
531
466
398
339
328
292
256
217
189
203
177
151
166
143
87.1
112
88.9
53.2
79.0
63.1
56.2
25.1
28.0
21.9
19.2
15.7
20.9
16.5
14.4
27.1
39.3
30.6
26.7
22.2
20.0
16.4
11.6
830
71 1
726
644
565
496
445
478
415
365
393
346
227
293
236
153
220
178
156
79.8
736
629
835
564
494
431
383
412
358
313
338
296
191
246
197
125
181
146
129
63.1
650
555
554
492
431
373
330
355
308
268
291
253
160
207
. 165
103
151
121
107
50.8
96.6
72.4
63.0
56.4
'41.8
74.4
56.6
49.3
42.9
31.8
58.9
45.2
39.4
33.6
24.9
(I) • Indicates buckling about x-axis for the axis shown In the diagram.
{2) All references to Grade 300 refer to the speclfJcallon of 300PLUS'~.~ Steel or AS!NZS 3679.1·300.
306
266
230
251
218
136
175
140
85.7
126
101
89.6
41.7
47.6
36.8
32.2
75.9
11.7
8.63
38.0
33.9
14.7
9.0
336
293
255
213
180
171
152
133
112
96.5
104
90.3
76.8
84.9
72.6
43.1
55.3
43.8
25.6
38.4
30.6
27.4
11.8
16.2
12.8
11.2
9.04
12.9
10.2
8.94
6.67
5.31
7.19
10
283
247
214
178
151
142
127
111
93.1
80.1
86.2
74.9
63.7
70.4
60.2
35.6
45.6
36.1
21.1
31.6
25.2
22.5
9.64
10.5
8.35
7.30
5.86
4.32
TABLE 6-8(A)
TEES CUT FROM UNIVERSAL COLUMNS
GRADE 300
X
'
T
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
i
buckling about x·axls
Deslgnalion
X
Design Member Capacllies In Axial Compression
Elfeclive lenglh (le) In melres
$Ns(kN)
~N,
(kN)
(Le = 0)
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10
11
12
13
14
155CT79.0
68.5
59.0
48.4
125CT 44.8
36.5
2530
2200
1890
1670
1430
1260
1540
1330
1130
959
718
597
362
315
275
1320
1140
968
811
592
488
286
249
217
962
824
699
579
618
528
447
367
541
462
391
320
477
407
345
282
489
401
230
200
174
408
333
188
164
142
825
705
598
493
345
280
157
136
118
711
608
516
423
294
239
132
115
99.7
253
205
113
97.9
85.1
220
178
193
156
897
795
1990
1720
1470
1280
1020
872
597
520
456
967
822
884
1030
2190
1890
1620
1420
1170
1010
743
648
570
1130
28.1
23.1
2360
2050
1760
1540
1300
1130
874
764
674
1770
1530
1310
1120
100CT29.8
2530
2200
1890
1660
1410
1230
987
863
763
75CT 18.6
15.0
637
554
428
270
589
509
390
225
488
416
314
144
368
307
227
11.7
50CT
Note:
7.4
84.1
263
216
157
52.6
867
729
465
405
354
189
154
111
35.5
All references to Grade 300 refer to the specification of 300PLUS1"' Steel or AS!NZS 3679.1-300.
141
114
82.2
25.4
108
87.6
62.7
19.1
85.4
69.0
49,3
69.0
55.7
39.7
14.8
11.9
56.8
45.8
32.7
9.69
47.6
38.3
27.3
8.06
40.4
32.5
23.2
6.81
97.4
84.9
84.5
73.4
73.7
64.0
34.7
27.9
19.9
5.63
30.1
24.2
17.3
5.04
r -
TABLE 6-8(8)
Y--~·-Y
TEES CUT FROM UNIVERSAL COLUMNS
GRADE 300
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about y-axis
Design Member Capacllles In Axial Compression $Nc (kN)
Ellecllve Lenglh (L,) In melres
Designation
$Ns(kN)
(L, = 0)
0.50
1.0
1.5
2.0
2.5
155CT79.0
68.5
59.0
48.4
125CT 44.8
36.5
100CT29.8
26.1
23.1
2530
2200
1890
1670
1430
1260
1030
897
795
2530
2190
1880
1660
1400
1220
983
857
759
2360
2040
1750
1530
1280
1110
865
751
665
2170
1880
1610
1400
1140
972
726
626
554
1970
1700
1450
1250
974
819
574
491
435
1750
1500
1280
1090
75CT 18.6
15.0
11.7
50CT 7.4
637
554
428
270
591
509
396
218
492
417
328
131
Note:
. ·'
374
308
247
73.3
269
217
176
45.1
8g~
66
442
~76
332
195
155
127
30.3
An references to Grade 300 refer to the specification of 300PLUS1M Steel or ASINZS 3679.1-300.
3.0
3.5
1510
1300
1100
922
654
534
342
290
256
145
115
94.6
1290
1100
930
774
532
429
269
227
201
112
88.1
72.6
21.6
16.2
4.0
4.5
5.0
5.5
6.0
6.5
1100
934
786
648
435
350
216
182
161
932
793
666
546
361
289
176
148
131
797
677
568
464
303
241
146
123
109
666
582
488
397
257
205
123
104
91.5
596
505
423
343
221
175
105
88.3
78.0
521
441
369
299
192
152
90.6
76.2
67.3
459
388
325
263
168
133
78.9
66.3
58.6
58.8
46.1
49.3
38.6
41.8
32.7
36.0
28.1
31.2
24.4
38.1
8.18
31.9
27.1
23.3
20.2
4.25
88.3
69.4
57.3
71.4
56.0
46.3
12.6
10.0
6.80
5.74
4.91
7.0
TABLE 6-9(A)
PARALLEL FLANGE CHANNELS
GRADE 300
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about x-axis
Deslgnallon
380
300
250
230
PFC
PFC
PFC
PFC
200 PFC
180 PFC
150 PFC
125 PFC
100 PFC
75 PFC
Note:
Design Member Capac Illes In Axial Compression ~N, (kN)
Ellecllve length (l 8 ) In metres
Mass per
moire
$Ns(kN)
kg/m
(l, = 0)
1.0
2.0
55.2
40.1
35.5
25.1
22.9
20.9
17.7
11.9
8.33
5.92
1770
1380
1220
864
788
718
649
438
306
217
1770
1380
1220
864
788
713
632
419
283
191
1760
1350
1170
819
734
658
571
368
236
140
3.0
4.0
1700
1280
1100
766
678
601
502
308
179
90.5
1640
1220
1030
709
617
535
422
243
129
59.1
5.0
6.0
7.0
8.0
9.0
10
12
14
16
1570
1500
1070
865
577
476
392
1430
990
774
507
1350
904
685
441
346
274
1270
819
602
382
1180
736
528
331
252
195
124
61.6
1010
591
408
252
189
145
851
476
321
197
146
717
388
258
157
115
1150
951
645
548
463
343
187
93.1
40.7
407
328
221
113
53.4
22.3
274
144
69.4
29.6
180
90.9
42.2
17.4
295
230
148
74.2
34.1
14.0
26.1
11.5
90.0
44.2
20.0
8.08
111
68.0
33.2
53.2
25.8
14.9
11.5
6.00
87.0
4.63
All relerences to Grade 300 reler to the specificalion of 300PLUS'" Sleef or AS/NZS 3679.1·300.
TABLE 6-10(A)
TAPER FLANGE BEAMS
GRADE 300
X---·
·---x
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about x-axis
D8slgnallon
125 TFB
100 TFB
Note:
Mass per
moire
$N 5 (kN)
kg/m
(l, = 0)
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10
11
12
13
13.1
7.20
482
264
468
251
427
218
371
170
298
121
227
85.2
172
62.2
133
47.1
105
36.9
85,0
29.6
70.0
24.2
58.6
20.2
49.7
17.1
42.7
14.6
Design Member Capacllfes In Axial Compression $Nc (kN)
Ellecllve length (l,) In metres
1\!\ refe1ences to G1ade 300 refer to the specillcat!on of 300PLUS1"' Steel or ASfNZS 3619.1·300.
,,--------,--------,---------~~
;I
,.
f'f-c...............
}:I
t"'<iJ<ulef Flange vnannels Graae 300 )
soo
1
f
~
I
. \B
. Note:
0
0
relere(
3rade {
'to th{
· ·- 'cation( · · LUS'"{
. ASIN\
-· 1·300{
500
2000
~
400
~
200
\
~ 1\
Parallel Flange Channels Grade300
~
"''
~
"'"'
"'
1000 800
~·
z
c
~
<.0
m
c
c
:!!l
C>
;Z
'(')
z
c
600 .
<!
c
(fj
!!?
a.
a.
E
E
0
()
0
()
c::o
==~
m·.
(ij
(ij
~
~
.!:
.!:
;,~ ·~
"tlr
a.
~rn ()"'"'
(J)~'n
mo
-1
a
~
a.
"'(j;
Ql
c:
-~
E
100
Ql
:;;
rm
.
80
Ql
60
\
60
a
40
40 .
_ _j
I
'{-'
AXIal compression
bocl(ling aboUt x·axls
·'
(1)
~
01
5
10
Effective Length L6 (m) about x-axis
15
0
\
\
\
~=
""'
\
I
~
5
10
Axial compression
20
0
L-·--J(--'
budding about lHtxts
i
20
"\ 1\:
1\
-------~-----
,;,,
\.
..
·~
Q)
i:
.,
\
c:
80
r
!!l
100
.0
.0
E
I
()
~
:;;
.C
·~
Ql
o·:o
-1·
0~
z·:o
cnc
(')
'\
·~
400
<)>
O:o
r.)>
Grade 300j
~
~
·~
!TaPer Flange Beams
Effective Length La (m) about x-axis
13
·en
·C:,
:en
TABLE 6-9(8)
PARALLEL FLANGE CHANNELS
GRADE 300
[
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about y-axis
Doslgnallon
380 PFC
300 PFC
250 PFC
230 PFC
200 PFC
180 PFC
150 PFC
125 PFC
100 PFC
75 PFC
Note:
I
Mass per
metre
¢N,(kN)
kg/m
(L, = 0)
0.25
0.50
0.75
1.0
1.25
1.5
1.75
2.0
2.25
2.5
3.0
3.5
4.0
4.5
55.2
40.1
35.5
25.1
22.9
20.9
17.7
11.9
8.33
5.92
1770
1380
1220
864
788
718
649
438
306
217
1770
1740
1340
1190
822
1580
1200
1060
715
1500
1130
999
654
600
547
1310
955
851
519
480
437
1210
864
771
454
421
384
1000
691
618
343
320
292
815
548
491
655
597
577
376
241
152
534
342
205
119
488
304
169
662
438
393
205
192
175
151
80.3
34.6
16.1
543
355
318
164
153
140
616
408
271
182
1410
1040
927
587
541
493
437
263
136
70.2
1100
750
684
1660
1270
1130
770
704
642
450
292
262
133
125
114
97.7
51.4
21.7
9.99
Daslgn Membar Capacllles In Axial Compression $N, (kN)
Eflective Length (L,) In metres
1380
1220
864
788
718
649
437
299
207
91.1
385
225
111
55.1
336
191
775
692
395
367
334
291
163
90.3
74.8
44.1
35.9
253
139
62.7
29.8
263
245
224
193
104
45.7
21.4
120
63.5
27.1
12.5
All <eferences to Grade 300 <efer to the specification of 300PLUS'" Steel or ASINZS 3679. f ·300.
TABLE 6-10(8)
!
TAPER FLANGE BEAMS
GRADE 300
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
I
buckling about y-axis
Designation
Mass per
metre
¢N,(kN)
kg/m
(l 8 =D)
0.25
0.50
0.75
1.0
1.25
1.5
1.75
2.0
13,1
482
264
472
249
437
212
390
159
329
109
262
75.9·
204
55.1
160
41.6
127
32.4
All references to Grade 300 refer to the specification of
300PLUS~'4
125 TFB
100 TFB
Note:
zooo
7.20
Design Member Capacllles In Axial Compression $Nc (kN)
Eflecllve Length (L,) In metres
Steel or AS/NZS 3679.1·300.
T---,--,---~----r-----,--,
r-
I
I
-4J.
•.
I
~·I
..... ~•. -...hne~ "'••J300l
2.25
2.5
2.75
3.0
3.25
3.5
103
26.0
85.4
71.7
61.0
17.7
15.0
52.5
12.8
45.6
21.3
11.1
I
w
'
~
\
Note:
'O
~
~
8
'
<D
~
ffl
1000
'\
,,'
800
!
'tl>
:: c;;
10
z
6
..,.
::o
:lm c
.. ~a -~
:,G)
.z
,do
; ~i;J
OOJ
1lr
..mm
zen
. ~2l
-
:-----.....
400
a.
E
~
200
<U
(.)
~
""
"'
~··
OPFC
!'-..
80
"""
250PFC
.........
!'\.
y
[
"""'
\
'\.
\
"\.
\
'\
\
20
2
z
6
;f
..,.
200
1,
11.1
1
c
'iii
"'@a.
E
,.
0
~
.s
100
\
>-
·"'~
Q.
ro
80
'
(.)
~
'"
.0
E
'"
60
:2
c
·~
1 5
'"
~
40
y
~
-t-
......
100P
~
~
3
4
Effective Length L0 (m) about y-axis
I
\
\
\
\
\
\
r
\
'\
~
~
~
-fl=l'l!l
I"''\
\
1\.
y
Axial cornpfessJoo
buckHng about Y·axls
20
0
Grade 300
1'\
\
1\
0
"""1'-.
""~
'
y
""'-'
' " .........
'\
ko
0
I
I Taper Flange Beams
0
1:',~)::
\.
~
0
300PFC
~=
\
+-
............
180PFC
·\
~
..._,
""
'
.......
·~
A)rjaJ compressl()n
bvcil.~ng about y·a~<is
••
..........
"-....
~........
200PFC
\
-
+-
(j)
.......
~
~~ ·~
100
40
.3
''
.··
~"'-....
i'._
J·
...........
\
Q.
en
c-t
'""-
500
I
Grade 300
400
~~
r
•·m
·m
::r
I
!.Parallel Flange Channl!ls
~~ ~ ~ ~
~
o, 2lE
a'""en
'c"
' -.1 :2
Z:ll
enc: 'iiiOl
.o
'"-.I 0
'"
'c:
-~
..........
@
o:-:"
•1:1 8
~""·)>
(ij
c·o
·x
~:~ .S<(
:--....
~............
1---- :::---..:::: ~
600
<:.~
........,,
r---..
!)
26.o 1
32.[
l
1
A\1 references to Grade 300 refer to the specification oi300PLUS'" Steel or ASINZS 3679.1·300.
'
~
ij
12
--::::::~
2000
'0
w II
II
1001
\_
2
Effective Length L6 (m) about y-axis
3
TABLE 6-11 (A)-1
EQUAL ANGLES
GRADE 300
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about x-axis
Deslgnallon
200x200x26EA
20EA
18EA
16EA
13EA
150xf50xf9EA
16EA
12EA
tOEA
125x125x16EA
12EA
tOEA
SEA
Note;
Design Member Capac Illes In Axial Compression 0N, (kN)
Ellecllve Length (L,) In metros
Mass
per malre
¢N,(kN)
kg/m
(L, = 0)
0.50
1.0
1.5
2.0
2.5
3.0
4.0
5.0
6.0
8.0
76.8
60.1
54.4
48.7
40.0
42.1
35.4
27.3
21.9
29.1
22.5
18.0
14.9
2470
1930
1750
1670
1370
1350
1220
940
769
1000
774
661
516
2470
1930
1750
1670
1370
1350
1220
940
769
1000
774
661
516
2460
t930
1750
1670
1370
1320
1190
915
741
954
738
629
485
2370
1860
.1690
1610
1320
1260
1130
871
692
898
694
590
445
2290
1800
1630
1550
1270
1190
1070
825
641
633
646.
·548
404
2200
1730
1570
1490
1230
1120
1000
776
589
764
594
501
363
2110
1660
1500
1430
1170
1050
934
723
538
689
537
451
323
1910
1500
1360
1290
1060
883
781
607
441
1690
1330
1210
1140
935
717
629
491
357
407
320
265
196
1450
1150
1050
976
806
575
502
392
289
312
246
203
154
1050
835
760
700
579
377
327
256
194
All references to Grade 300 refer to the specification of 300PLUS1M Steel or ASINZS 3679.1·300.
;t
1 TABL~ 6-11 IA)-2
535
420
349
252
195
154
126
99.2
I
\
I
, __
,.
TABLE 6-11 (A)-2
EQUAL ANGLES
GRADE 300
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about x-axls
Deslgnallon
100x100x 12EA
10EA
SEA
6EA
90x 90 xtOEA
75x
6Sx
ssx
sox
4Sx
SEA
6EA
75x10EA
SEA
6EA
SEA
6Sx 10EA
SEA
6EA
SEA
ssx 6EA
5EA
sox SEA
6EA
SEA
3EA
4sx 6EA
SEA
3EA
40x 40x 6EA
SEA
3EA
30x 30x 6EA
SEA
3EA
2Sx 2Sx 6EA
SEA
3EA
Note:
Mass
per metre
¢N,(kN)
kg/m
(L, = 0)
0.50
1.0
1.5
2.0
2.5
3.0
4.0
5.0
6.0
8.0
17.7
14.2
11.S
9.16
12.7
10.6
8.22
610
S22
433
304
467
38S
302
607
S19
430
304
461
382
297
133
110
91.S
66.7
80.4
66.2
ss.s
41.5
46.4
40.6
32.0
27.S
23.S
15S
122
96.0
s4.3
102
80.4
S3.8
82.4
70.8
S6.0
37.7
S3.1
237
19S
1S6
103
176
149
117
92.0
80.1
63.1
78.8
63.2
49.9
29.4
47.8
38.0
2S.6
34.6
349
292
244
161
231
194
1S2
148
12S
179
148
124
S7.7
110
92.7
72.8
373
310
242
173
31S
263
206
160
169
131
408
343
2S6
1S7
2SO
234
183
188
1SS
124
83.S
134
113
89.S
70.S
248
206
172
11S
1S7
132
103
385
320
2SO
179
331
276
21S
167
517
440
36S
246
3SO
316
246
288
241
16S
126
227
190
1SO
117
110
86.2
113
90.0
70.9
40.3
46S
394
32S
216
332
276
216
10.5
8.73
6.S1
S.27
9.02
7.S1
s.S7
4.SS
4.93
3.84
S63
481
399
276
422
3SO
273
333
27S
217
150
27S
230
180
140
142
111
65.1.
42.2
28.6
27.6
18.7
24.1
19.s
13.4
14.0
14.8
12.0
8.27
S.36
6.S7
4.79
181
141
S.6S
4.46
3.48
2.31
20S
164
127
77.0
3.97
3.10
2.06
3.SO
2.73
1.83
2.S6
2.01
1.3S
2.08
1.6S
1.12
146
114
7S.6
12S
100
S7.0
93.7
73.8
49.7
76.S
60.6
41.0
Design Member Capacllles In Axial Compression $N, (kN)
Ellecllve Lenglh (l 0 ) In melres
191
1SO
117
69.S
131
102
68.3
112
SS.2
S9.0
74.7
59.2
40.0
SS.3
44.3
30.3
43.S
43.S
3S.O
23.9
26.9
21.9
1S.2
11.5
7.97
All references to Grade 300 refer to the specificalion of 300PLUSTM Steel or ASINZS 3679.1·300.
98,2
S6.2
4S.2
3S.8
21.8
67.6
102
86.9
69.1
S4.3
43.8
34.6
41.S
33.4
26.5
16.6
33.s
26.7
18.0
23.S
24.6
19.6
13.2
17.3
19.1
13.8
ss.s
46.2
12.9
9.91
s.os
s.ss
S.S3
4.55
3.17
9.40
7.07
5.7s
3.96
3.92
3.23
2.2S
9S.S
so.s
63.S
45.4
64.0
S4.4
43.4
34.1
26.7
21.1
81.0
6S.O
S3.S
47.2
39.9
6S.4
5S.2
43.5
32.0
43.2
36.S
29.3
23.1
17.8
14.1
16.6
13.4
10.6
6.94
31.0
26.4
21.1
16.6
12.7
10.1
11.7
9.49
7.54
4.97
14.1
18.1
1S.4
12.3
9.68
7.36
5.83
6.77
S.47
4.3S
2.89
9.67
7.71
S.22
6.69
6.84
5.46
3.69
4.72
3.93
3.14
2.12
2.71
8.17
5.37
3.79
2.17
s.ss
4.10
3.33
2.30
2.26
1.66
1.30
3.65
2.67
2.17
1.SO
1.46
2.SS
1.S7
1.52
1.0S
1.02
0.844
O.SS9
1.48
1.07
0.868
o.s99
O.SS2
0.4SO
0.33S
2S.O
20.1
16.0
10.3
14.6
11.7
7.90
10.2
1.21
0.841
31.5
23.5
18.5
TABLE 6-11 (B)-1
EQUAL ANGLES
GRADE 300
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about y-axis
Deslgnallon
200x200x26EA
20EA
18EA
16EA
13EA
150x150x19EA
16EA
12EA
10EA
125x125x16EA
12EA
10EA
SEA
Note;
Design Member Capacllles In Axial Compression ¢Nc (kN)
Elfecllve Length (L,) In metres
Mass
per melre
$Ns(kN)
kg/m
(L, • 0)
0.25
0.50
0.75
76.8
60.1
54.4
48.7
40.0
42.1
35.4
27.3
21.9
29.1
22.5
18.0
14.9
2470
1930
1750
1670
2470
1930
1750
1670
1370
1370
2460
1930
1750
1670
1370
2380
"1870
1690
1610
1330
1350
1220
940
769
1000
774
661
516
1350
1320
1260
1260
1200
1220
940
769
1000
774
661
516
1190
917
742
957
740
630
486
1130
873
694
900
696
591
447
1070
828
644
839
649
550
406
1.0
. 2300
1800
1630
1560
1.25
1.5
2.0
2.5
3.0
4.0
2210
1730
1570
1500
1230
2120
1660
1510
1430
1180
1930
1520
1370
1300
1130
1060
1010
780
594
772
598
505
366
942
729
543
699
542
455
326
898
792
614
447
548
427
354
256
1710
1350
1220
1150
946
736
643
500
363
419
327
270
199
1490
1170
1060
992
819
593
514
401
295
323
252
207
157
1080
855
778
716
592
391
337
263
199
203
158
129
101
1070
All references to Grade 300 refer to the specilicalion of 300PLUS1 M Steel or AS/NZS 3679. 1·300.
,,
(
I TAR I ~ 6-11 1~)-2
·-,
.:.
\
e>J:l
TABLE 6-11 (8)-2
;3
~
EQUAL ANGLES
GRADE 300
"'"'fD
DESIGN ME\'JIBER CAPACITIES IN AXIAL COMPRESSION
';;;!
"''
'
,.
r"
buckling about y-axis
Oeslgnallon
I
r)>
~ti)
10
'C
rtn
;(/)
:~
<i~
fai~
c.o
;::~
m:
"""''<r-1
'')>
otll
rl:hi
;z;~
Cll''n
mo
O:xJ
-i•
-.(/)
0:-i
Z.:ll
cnc
:o
·-i
c
~
r-,_'
·f!lm
m
r
:...
100x100x12EA
10EA
SEA
SEA
90x 90x10EA
SEA
6EA
75x 75x10EA
SEA
SEA
SEA
65x 65x10EA
SEA
6EA
SEA
55x 55x 6EA
SEA
50x 50x SEA
SEA
SEA
3EA
45x 45 X SEA
5EA
3EA
40x 40x SEA
5EA
3EA
30x 30x SEA
5EA
3EA
25x 25x 6EA
5EA
3EA
Note:
Design Member Capac Illes In Axial Compression $No (kN)
Ellecllve Length (L,) In metres
Mass
per melre
¢N,(kN)
kg/m
(L, = 0)
17.7
14.2
II.S
9.16
12.7
10.6
S.22
10.5
S.73
6.S1
S.27
9.02
7.51
5.S7
4.5S
4.93
3.S4
5.SS
4.4S
3.4S
2.31
3.97
3.10
2.06
3.50
2.73
1.83
2.56
2.01
1.35
2.0S
1.S5
1.12
610
S22
433
304
467
3SS
302
3S5
320
250
179
331
27S
215
1S7
1S1
141
20S
1S4
127
77.0
146
114
75.S
128
100
67.0
93.7
73.S
49.7
76.5
60.6
41.0
0.25
0.50
0.75
1.0
1.25
1.5
2.0
2.5
3.0
608
520
431
304
461
3S3
29S
374
311
242
173
316
2S3
206
1SO
1S9
132
192
IS1
11S
S9.9
132
103
S8.6
113
88.6
59.3
7S.1
59.9
40.4
S7.3
45.2
30.7
565
4S2
400
276
423
351
274
335
279
21S
1S1
277
231
1SI
141
143
112
157
124
9S.9
55.1
520
442
3S7
247
3S2
318
24S
291
243
190
127
231
193
152
11S
112
S7.6
117
92.2
72.4
41.3
470
397
330
218
335
279
21S
414
347
289
1S9
28S
237
185
242
202
158
105
1S2
152
120
93.5
S2.3
64.6
S2.5
S5.2
51.4
30.4
193
161
127
356
297
247
163
236
197
154
1S3
12S
101
69.4
107
89.S
70.9
S5.7
45.3
35.7
43.9
34.8
255
211
17S
120
161
135
10S
99.1
83.0
65.3
46.9
67.2
56.4
44.6
35.1
27.7
21.9
2S.5
21.0
1S.S
10.7
1S4
151
126
89.5
114
95.1
74.7
6S.O
57.0
137
112
94.0
68.2
S3.5
S9.9
54.9
49.2
41.3
32.5
24.4
32.7
27.4
21.7
17.1
13.2
10.4
12.5
9,91
104
S1.4
54.5
84.3
SS.2
. 44.5
46.1
36.3
24.7
29.6
23.2
15.8
72.9
57.3
38.S
S5.2
43.5
29.4
26.1
20.5
14.0
1S.7
12.3
8.35
49.6
39.1
26.4
3S.3
.28.6
19.4
16.1
12.7
S.85
9.44
7.38
S.03
All references to Grade 300 refer to the spaclf!callon oi300PLUS 1M Steel or AS/NZS 3679.1·300.
85.3
139
11S
91.9
72.0
S0.3
47.5
59.1
4S.8
36.9
22.S
34.9
27.5
18.S
25.1
19.8
13.4
10.S
S.51
5.S1
6.26
4.90
3.34
27,4
17.2
25.7
20.2
13.7
18.2
14.4
9.77
7.73
6.09
4.1S
4.45
3.4S
2.37
15.3
12.1
S.20
10.8
44.9
33.1
45.5
3S.2
30.2
23.S
IS.S
14.S
17.S
14.0
11.0
7.26
10.1
7.99
5.42
7.0S
8.51
5.59
S.79
4.49
3.54
2.41
2.57
2.01
1.37
3.81
2.93
2.30
1.57
7.84
5.21
7.17
5.S6
3.S4
5.00
3.95
2.69
2.05
1.S2
1.11
1.67
1.17
1.30
0.912
O.S21
0.887
4.0
83.4
6S.O
56.9
42.5
49.9
41.S
32.9
29.0
24.3
19.2
14.6
19.1
16.0
12.7
9.99
7.6S
S.04
7.21
5.72
4.52
3.04
4.12
3.26
2.21
2.87
2.2S
1.54
1.17
0.922
0.630
O.S63
0.51S
0.353
TABLE 6-12(A)
UNEQUAL ANGLES
GRADE 300
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
buckling about x-axls
Designation
150x100x12UA
10UA
150x 90x16UA
12UA
1DUA
SUA
125x 75x12UA
10UA
SUA
6UA
100x 75x10UA
SUA
SUA
75x 50x SUA
6UA
5UA
65x 50x SUA
6UA
5UA
Note:
(
Mass
../ -
Design Member Capacilles In Axial Compression $No (kN)
Ellecllve Length (L,) In metres
per melre
$N,(kN)
kg/m
(L 0 = 0)
0.50
1.0
1.5
2.0
2.5
3.0
4.0
5.0
6.0
8.0
22.5
18.0
27.9
21.6
774
644
959
742
617
453
774
644
959
742
617
453
743
609
918
711
582
431
701
561
865
670
535
400
657
512
627
487
367
609
462
746
580
439
333
556
414
678
528
392
301
610
522
417
277
447
371
273
253
199
146
228
179
139
571
487
381
257
410
340
243
222
174
123
195
153
119
529
450
343
234
369
307
213
185
146
99.5
155
123
95.9
483
410
304
210
323
269
182
145
115
78.6
116
92.1
72.4
432
364
266
186
273
228
154
111
88.4
61.6
85.9
68.5
53.9
378
317
230
164
225
189
129
85.8
68.2
48.7
64.9
51.8
40.9
346
256
413
324
240
190
204
169
128
269
202
319
251
189
152
610
522
417
277
454
376
277
265
208
154
242
169
147
445
326
536
420
308
240
278
231
171
125
153
128
90.9
53.9
42.9
31.7
40.0
32.0
25.2
153
126
98.3
170
131
201
159
122
99.6
93.8
77.0
61.6
95.5
74.0
47.1
108
90.4
65.9
36.5
29.1
21.9
26.8
21.4
16.9
79.0
66.3
49.3
26.2
20.9
15.9
19.1
15.3
12.1
47.2
39.6
30.1
15.3
12.2
9.44
11.1
8.90
7.03
17.3
14.3
17.7
14.2
11.8
9.16
12.4
10.3
7.98
~.23
.66
4.40
6.59
5.16
4.02
BOB
All references to Grade 300 refer to the specification of 300PLUS'"' Steel or AS/NZS 3679.1·300.
I
J.
\
TABLE 6-12(8)
UNEQUAL ANGLES
GRADE 300
\'
DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION
'
buckling about y-axis
Deslgnallon
150x100x12UA
10UA
150x 90x16UA
12UA
10UA
SUA
125x 75x12UA
10UA
SUA
6UA
100x 75x10UA
SUA
6UA
75x SOx SUA
6UA
5UA
65x SOx SUA
6UA
SUA
Note:
Design Member Capacllles In Axial Compression ¢N, (kN)
Mass
per metre
¢N,(kN)
kg/m
(l, = 0)
774
644
959
742
617
453
610
522
417
277
22.5
1S.O
27.9
21.6
17.3
14.3
17.7
14.2
11.S
9.16
12.4
10.3
7.23
5.66
4.40
454
376
277
265
20S
154
6.59
5.16
4.02
242
1S9
147
7.98
\
EffacUva Length (L 8 ) In metres
0.25
0.50
0.75
774
644
956
740
614
453
599
512
407
273
444
369
271
248
194
142
226
177
138
72S
592
S88
687
555
413
547
466
359
244
403
335
238
210
165
114
67S
534
S16
632
493
371
4S9
415
30S
. 213
35S
29S
205
164
129
S7.9
306
255
172
121
95.3
66.1
190
149
117
148
116
91.0
10S
65.2
66.9
All references to Grade 300 refer to the specification of 300PLUS
1M
1.0
1.25
1.5
2.0
2.5
623
476
736
571
431
32S
423
356
259
'183
562
41S
646
503
371
286
353
295
215
154
252
210
143
SS.4
70.1
50.0
496
364
555
432
317
247
289
240
177
129
204
171
11S
66.4
52.7
38.5
371
273
396
310
230
1S3
194
160
122
91.4
78.S
62.4
59.0
46.S
36.9
Steel or ASINZS 3679.1·300.
49.1
3.0
4.0
20S
156
213
167
129
105
99.0
81.1
64.S
49.6
6S.6
57.5
43.0
. 19.4
15.4
11.9
17.1
13.6
128
99.S
129
101
79.7
65.6
58.9
48.2
39.2
30.3
40.7
34.1
26.1
11.2
8.92
6.96
36.0
28.6
275
206
286
224
170
137
135
111
S7.3
66.2
94.1
7S.S
58.0
27.2
21.6
16.5
24.1
19.1
22.5
15.1
10.7
6.22
135
113
81.2
40.6
32.3
24.3
9.93
7.88
,
..1
'
,
.:
TA.
. [BLANK]
!5-44
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
· · .~...
.·.
.::...•.•. vOLU~1:7 .0.RENSJO.C;rJO.NS~,.";...c.:...
DCTN1/03-1999
PART7
MEMBERS SUBJECT TO AXIAL TENSION
PAGE
7.1
General ......................................................................................................................7-2
7.2
Design Section Capacity in Axial Tension ..................................................7-2
7.3
Example .....................................................................................................................7-2
TABLES
TABLES 7-1 to 7-22
Design Section Capacities in Axial Tension ...................................................7-4
NOTE: SEE SECTION 2.1 FOR THE SPECIFIC MATERAL
STANDARD REFERRED TO BY THE SECTION TYPE AND STEEL
GRADE IN THESE TABLES
-
i-1999.
DGTN1/03-1999
AISC: DESIGN .CAPACITY TABLES.FORSTRUCTURAL ST.EEL.
c ·voL.i.iME1:0PEN'SECTIONS
.
~·.• c.•·'-··"·
7-1
PART7
7.1
MEMBERS SUBJECT TO AXIAL TENSION
r
General
Tables 7-1 to 7-22 give values of design section capacity in axial tension. Section 7 of AS 4100 is
used to determine these values.
The tables list the design section capacity in tension for a variety of standardised bolted and welded
connections.
Note: The Part 7 Tables only consider connections with standardised detailing parameters summarised in Part 10 of this publication.
7.2
~Nt
where ~
fy
= ~(0.85)k1 Anfu
(fracture of the net section)
=0.9 (Table 3.4 of AS 4100)
=yield stress used in design (for sections where the flange and web yield stresses
(fyt & fyw) differ, the lower of the two is applied to the entire cross-section)
fu
=ultimate tensile strength used in design
A9
= gross area of the cross-section
An
=net area of the cross-section (accounting for any fastener holes in the section)
= A 9 (for full perimeter welded connections to uniformly stiff supports)
k1
= a correction factor to account for the distribution of forces at a connection (shown
in Table T7.1)
Note: For staggered bolt holes (which are not considered in these Tables) designers should consult
Clause 9.1.1 0.3 of AS 4100 to determine the reduction to the gross area due to the holes.
Each of the following 7 series tables considers the attachment of one or more plate (or gusset/cleat)
components to be either welded or bolted to the steel section. The column headed "Welded No
Holes" in these tables refers to q>N1 for the plate component(s) being welded to the section. The
other values of q>N1 refer to the bolted connection situation where there may be a reduction in design
section capacity due to the presence of bolt holes.
Example
Select an appropriate Equal Angle section for a design axial tension force of 1300 kN, assuming an
eccentrically bolted connection through one leg of the angle.
Design Data:
N'
= 1300 kN
Solution:
Select a suitable member from Tables 7-20(1) and 7-20(2). The alternatives are:
150x150x19EA- Grade 300 (42.1 kg/m)
200x200x13EA- Grade 300 (40.0 kg/m)
= 1350 kN > N"
~N1 = 1360 kN > N"
~Nt
In each case there is a single line of 26 mm holes (M24 bolts) in one leg of the angle.
Choose the 200x200x13EA - Grade 300 section because it is more economical based on mass.
7-2
L
Design Section Capacity in Axial Tension
The design section capacity in axial tension (q>Nt) has been determined from Clause 7.2 of AS 4100
and is taken as the lesser of:
~N1
= (j)Agfy
(yielding of the gross section)
7.3
L
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
;. ··~·.:;.::..::,::.;:~YQJ.,:~JII!i;;1.:P~!=_N)?EG'IJQI)!S. ,·:.· , -....
. .
L
'I
L
TABLE T7.1: Correction Factor (ktl
Configuration Case
0 is
I
~d
n-
100
0.75 for Unequal Angles connected by
the Short Leg
I
II
'-
I
I
I
I
0.85 Otherwise
0.75 for Unequal Angles connected by
the Short Leg
I
I
I
I
Correction Factor (ktl
0.85 Otherwise
0.85
I
0.90
I
~
ses
0.75'
r r
vn
I
eat)
~0
I
-rhe
>ign
I
an
;
I
I
0.85*
1.0
I
:
1.0
I
I
Other end connection providing
uniform force distribution
1.0
1.0#
Notes: *Such connections for Channels and 1- sections must satisfy Clause 7.3.2(b) of AS 4100.
#These connections must satisfy Clause 7.3.1 of AS 4100.
t This configuration not considered in Section 7 of AS 41 00.
-
DCTN1/03-1999
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEE.L
. ·..·~·. --·- ..
. ' voJ::OllitE.1:'bPEI'{SECTIONS .
.. ·'
7-3 .
•'"'-~
:~: .1:-
''
''
TABLE 7-1
i
I I
WELDED BEAMS
GRADE 300
I
''
''
i
i i
t
1
--
DESIGN SECTION CAPACITIES IN AXIAL TENSION
with end connections to FLANGE and to WEB
_j_
n rows
~
Design Secllon Capaclly In Axial Tension, $Nt (kN)
Designation
Boiled- Two Holes In Each Flange, N In Web
Boiled- Four Holes In Each Flange (for bt > 350mm), N In Web
Welded
No Holes
Hole Dla.
1200WB455
455'
423
423'
392
392'
342
342'
317
317*
278
278*
249
1000WB322
322'
296
296*
258
258'
215
900WB282
282'
257
257*
218
218'
175
800WB192
168
146
122
700WB173
150
130
115
N=O
mm
14600
14600
13600
13600
12600
12600
11000
11000
10200
10200
8930
8930
7980
10300
10300
9520
9520
8280
8280
7390
9050
9050
8250
8250
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
7010
7010
6030
6150
5380
5020
4210
5540
4810
4480
3940
N=
5
6
7
8
9
N<Nmln
5540
4810
4350
3830
6150
5360
4920
4070
5540
4810
4260
3740
9050
8910
8250
8130
7010
6720
5940
6150
5380
4840
3990
5540
4810
4180
3660
10300
10200
9520
9410
8280
8000
7220
9050
8810
8250
8030
7010
6620
5840
6150
5380
4750
3900
5540
4740
4090
3570
10300
10100
9520
9270
8280
7870
7080
9050
8700
8250
7920
7010
6520
5730
6150
5380
4660
3810
10
11
12
13
14600
14600
13600
13600
12600
12600
11000
10800
10200
9980
8930
14600
14600
13600
13600
12600
12600
11000
10600
10200
9840
8930
14600
14500
13600
13500
12600
12500
11000
10300
10200
9570
8930
8570
7980
8440
14600
14600
13600
13600
12600
12600
11000
10500
10200
9710
8930
8300
7980
7920
10300
9920
9520
9140
8280
7730
6950
9050
8600
8250
7820
10300
9780
9520
9000
8280
10300
9640
9520
8860
8280
7010
6410
5630
7590
7460
6810
9050
8500
8250
7720
6670
8160
7780
15
14
14600
14400
13600
13400
12600
12300
11000
10200
10200
9430
8880
8030
14600
14300
13600
13200
12600
12200
11000
10100
10200
9290
8740
7890
7650
7510
7010
6310
5530
N>Nmax
Notes:
(
- -H-U·-
I
WELDED
I
.
, BEAMS
._
G.~.QE .... .,~
;=tQ I I'
I
I
'+-+- I I
:
:.-
___l __ __u
Notes:
..
:........u
__I
_I
_I
__j
. __j
(1) Hole diameters are those noted In Part 10 of this publication.
(2) · Indicates four holes In each r
{3\
that this n"n'h" ""'"'"
WELDED BEAMS
GRADE 400
DESIGN SECTION CAPACITIES IN AXIAL TENSION
with end connections to FLANGE and to WEB
Design Section Capaclly In Axial Tension, $Nt (kN)
Deslgnallon
Welded
No Holes
Boiled- Two Holes In Each Flange, N In Web
Boiled- Four Holes In Each Flange (lor bt;, 350mm), N In Web
Hole Dla.
1200 W8455
455'
423
423'
392
392'
342
342'
317
317'
278
278'
249
1000WB322
322'
296
296'
258
258'
215
900WB282
282'
257
257'
218
218'
175
800WB 192
168
146
122
700WB 173
150
130
115
Notes:
N=O
mm
18800
18800
17500
17500
16200
16200
14100
14100
13100
13100
11500
11500
10300
13300
13300
12200
12200
10600
10600
9360
11600
11600
10600
' 10600
9010
9010
7630
7910
6920
6360
5340
7130
6190
5680
4990
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
I
N=
5
6
7
8·
9
N<Nm;n
11200
9940
10100
9070
8460
7500
6630
6530
5560
4850
4270
12600
11400
11600
10500
9890
8930
8060
11100
9830
10000
8960
8340
7390
6520
7320
7220
7130
6310
5490
4540
6440
5490
6220
6400
4540
6340
5390
4660
4080
6120
5300
4350
6250
5300
4760
4180
4570
3990
(1) Hole diameters are those noted in Part 10olthfs publication.
{2) • indicates four holes In each flange,
(3) N > ~Jma~ denotes that this number of bolts usually cannot be used In the web.
(4) N < Nm:n denotes that this number of bolts is not usually used In practical connections.
~
12400
11200
11400
10400
9740
8780
7910
10900
9710
9910
8850
8230
7270
6400
7030
6030
5210
4260
10
11
12
13
18200
16700
16900
15500
15600
14400
13200
12000
12200
11100
10500
9570
9150
12300
11100
11300
10200
9580
8630
7760
10800
9600
9800
8730
8120
7160
6290
18100
16500
16700
17900
16400
16600
17800
16200
16400
15100
15100
13900
12800
11600
11800
10700
10100
9110
8690
15400
15200
15400
14200
13100
11900
12100
11000
10400
9420
8990
12100
10900
11100
10000
9430
8480
7600
10700
9490
9690
8620
8000
7050
6170
15300
14100
12900
11700
11900
10800
10200
9260
8840
12000
10800
11000
9890
9280
8320
7450
N>Nmax
14
17600
16100
16300
14900
15000
13700
12600
11400
11600
10500
9910
8960
8540
15
17400
15900
16100
14800
14800
13600
12500
11200
11400
10400
9760
8810
8380
......
''I
·en
! !
! !
I I
I I
TABLE 7-3
WELDED BEAMS
GRADE 300
TABLE 7-4
WELDED BEAMS
GRADE 400
DESIGN SECTION CAPACITIES IN AXIAL TENSION
with end connections to FLANGE only
DESIGN SECTION CAPACITIES IN AXIAL TENSION
with end connections to FLANGE only
I I
i i
i i
Designation
1200WB455
423
392
342
317
278
249
1000WB322
296
256
215
900WB282
257
218
175
600WB 192
168
146
122
700WB173
150
130
115
Notes.
J'r·.
Design Section Capacily In Axial Tension, ¢N 1(kN)
Boiled- N Holes/Flange
Welded
N=
No Holes
Hole Dla.
N=O
mm
2
4
14600
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
14600
13600
13900
13000
12100
10300
9650
8450
13600
12600
11000
10200
8930
7980
10300
9520
8260
7390
9050
8250
7010
6030
6150
5380
5020
4210
5540
4810
4480
3940
Designation
12600
11000
10200
8930
7980
10300
9520
8260
7070
9050
8250
7010
5660
6010
5240
4620
3900
5340
4610
4060
3620
-
9590
8930
7730
-
8180
7520
6320
-
-
-
-
-
(1) Hole diameters are those noted m Part 10 of this pub!Jcatlon.
(2) All refetences to Grade 300 refer to the specification oi300PLUS'M Steel
Qr ASINZS 3679.2·300.
1200WB455
423
392
342
317
278
249
1000WB322
296
258
215
900WB282
257
218
175
800WB 192
168
146
122
700WB173
150
130
115
Note.
Design Secllon Capacily In Axial Tension, ¢N 1(kN)
Boiled- fl Holes/Flange
Welded
No Holes
Hole Dla.
N=O
mm
18100
16800
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
15600
13600
12600
11100
9880
12800
11800
10300
8540
11200
10200
8680
6970
7620
6660
5810
4870
6870
5960
5180
4560
N=
2
4
16800
15500
15700
14500
14500
12500
11700
10200
9070
13500
11500
10800
9430
11700
10900
10700
9970
9440
8630
7890
10200
9300
7870
6320
9130
8390
7060
-
6710
5850
5160
4350
5960
5150
4530
4040
(1) Hole diameters are those noted m Part 10 of this publtcatiOn.
-
-
[BLANK]
-
DCTA/1/03-1999 · · '
, .•.AJ$C:JJcESIGN_CAPACITY,TABLES .FOR STRUCTURAL STEEL .
VOLUME 1: OPEN SECTIONS
..
I
!
I
I
I
I I
'
'
,,."'
-!
I
TABLE 7-5
WELDED COLUMNS
GRADE 300
,, I
())
I I
"
I
I
DESIGN SECTION CAPACITIES IN AXIAL TENSION
with end connections to FLANGE and to WEB
Design Secllon Capaclly In Axial Tension, $N1 (kN)
Deslgnallon
Welded
No Holes
.
Hole Dla,
500WC440
440'
414
414'
383
383'
340
340'
290
290'
267
267'
228
228'
400WC361
361'
328
328'
303
sos·
270
270'
212
212'
181
181'
144
144'
350WC280
280'
258
258'
230
230'
197
197'
N=O
mm
14100
14100
13300
13300
12300
12300
10900
10900
9320
9320
8570
8570
7830
7830
11600
11600
10500
10500
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
9730
9730
8660
8660
6800
6800
6210
6210
4970
4970
9000
9000
8290
8290
7380
7380
6330
6330
i i '
Boiled- Two Holes In Each Flange, N In Web
Boiled- Four Holes In Each Flange (lor b1 > 350mm), N In Web
N=
5
2
3
4
14100
14100
13300
13300
12300
12300
10900
10900
9320
9320
8570
8570
7830
14100
14100
13300
13300
12300
12300
10900
10900
9320
9320
8570
8570
14100
14000
13300
13300
12300
12200
10900
10900
9320
9320
8570
7830
7490
7830
7320
11600
11600
10500
10500
14100
14100
13300
13300
12300
12300
10900
10900
9320
9320
8570
8570
7830
7830
11600
11600
10500
10500
9730
9730
9730
9730
8660
1
N<Nmln
8660
8660
6800
6800
6210
6030
4970
4820
9000
8770
8290
8120
7380
7230
6330
6170
7660
8660
6800
6800
6210
5860
4970
4680
9000
8530
8290
7880
7380
7010
6330
6000
11600
11400
10500
10300
9730
11600
11000
10500
10100
9520
9280
8660
8470
6800
6660
6210
5680
4970
4550
9000
8290
8290
7640
7380
6800
6330
5830
6660
Notes to tables: (1) Hole diameters are those noted in Part tO of this publication.
{2) • Indicates lour holes In each nanga.
that this number ol bolls usually cannot be used ln the web.
lh\s number of bolts ts
used In
I
TABLE 7-7
"',IEL --J) C'-- 11MA .. • - -
•--
.
9730
8250
6800
6490
6200
5510
4960
4410
N>Nmax
8570
TABLE 7-6
WELDED COLUMNS
GRADE 300
DESIGN SECTION CAPACITIES IN AXIAL TENSION
with end connections to FLANGE only
Deslgnallon
500WC440
414
383
340
290
267
228
400WC361
328
303
270
212
181
144
350WC280
258
230
197
Design Secllon Capacily In Axial Tension, $N 1(kH)
Boiled- N Holes/Flange
Welded
H=
No Holes
Hole Dla,
N=O
mm
2
4
14100
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
14100
13300
"13300
12300
10900
9320
8570
7830
11600
10500
9730
8660
6800
6210
4970
9000
8290
7380
6330
13300
12400
12300
11600
10900
9320
8570
7530
11600
10500
9730
8660
6800
5850
4680
8820
8150
7250
6200
10200
8720
8050
6950
10500
9360
8700
7740
6100
5270
4210
7660
7110
6320
5390
\
--:
---'-(
--'[
-----1
Notes to tables: (1) Hole diameters are those noted In Part
(2) •
indicates four holes In each flange.
'> Nrn~"deootes
..
::-:l
~hiS put111ca110n.
::-:l
-1
\hat this number of bolts usually cannot be used !n the web.
number ol bolts ts
I
TABLE 7-7
WELDED COLUMNS
GRADE 400
rows
DESIGN SECTION CAPACITIES IN AXIAL TENSION
with end connections to FLANGE and to WEB
Design Section Capacity In Axial Tension, $N 1(kN)
Designation
Welded
No Holes
Hole Ola.
500WC 440
440'
414
414'
383
383'
340
340'
290
290'
267
267'
228
226'
400WC 361
361'
328
328'
303
303'
270
270'
212
212'
181
181'
144
144'
350WC 280
280'
258
258'
230
230'
197
197'
.. i
Boiled- Two Holes In Each Flange, N In Web
Boiled- Four Holes In Each Flange (for b1> 35Dmm), N In Web
N=O
mm
16100
16100
17100
17100
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
15800
15800
14000
14000
12000
12000
11000
11000
9920
9920
14900
14900
13500
13500
12500
12500
11100
11100
8750
8750
7870
7870
6290
6290
11600
11600
10700
10700
9490
9490
8130
8130
N=
1
2
16100
16700
17100
N<Nmln
15700
15800
14600
14000
13000
12000
11100
11000
10200
14900
13500
13500
12000
12500
11200
11100
9930
8750
7810
7490
6730
5990
5380
11300
9790
10400
9060
9290
8070
7960
6890
9500
8740
14600
13100
13300
11800
12300
10900
10900
9690
8580
7620
7300
6540
5840
5230
11000
9520
10200
8800
9050
7830
7770
6700
3
17900
16400
16900
16400
15600
14300
13900
12700
11900
10900
11000
10000
9310
8550
14200
12700
13000
11500
12000
10600
10700
9450
8390
7430
7110
6350
5690
5080
5
17500
16000
16600
15100
17100
15600
16300
14800
15300
15000
13900
13700
12500
11600
10700
10800
13600
13500
12200
11600
10500
9810
9620
8930
8170
9120
8360
13800
12300
12800
11200
11700
10400
10400
9210
8200
. 7240
6920
6150
5530
4920
10800
9250
9900
8630
8810
7590
7570
6510
Notes to tables: (1) Ho!e diameters are those noted In Part 10 of this pub!lcation.
(2) • indicates tour holes In each flange.
(3) N > Nmax denotes that this number ot bolls usually cannot be used In the web.
(4) N < Nrren denotes that this number of bolts Is not usually used in
practical connections.
4
N>Nmax
10600
TABLE 7-8
! ! r
WELDED COLUMNS
GRADE 400
DESIGN SECTION CAPACITIES IN AXIAL TENSION
with end connections to FLANGE only
Designation
500WC440
414
383
340
290
267
228
400WC361
328
303
270
212
181
144
350WC280
258
230
197
Design Sec!lon Capaclly In Axial Tension, ¢N 1 (kN)
Boiled- N Holes/Flange
Welded
No Holes
Hole Ola.
N=O
mm
2
4
17500
16500
15200
13500
11500
10600
9050
14400
13000
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
16200
15200
14100
12500
10600
9800
8400
13100
11700
10900
9680
7620
6530
5220
9840
14900
13900
12900
11400
9730
8990
7750
11800
10400
12000
10700
8430
7180
5740
11100
10300
9140
7830
N=
9100
8100
6930
9710
8640
6800
5880
4700
8550
7930
7060
6020
...
"'-1
I
0
TABLE 7-9
I
UNIVERSAL BEAMS
GRADE 300
II
::t
f---+--c-
DESIGN SECTION CAPACITIES IN AXIAL TENSION
with end connections to FLANGE only
with end connections to FLANGE and to WEB
Designation
610UB 125
113
101
530UB 92.4
82.0
460UB 82.1
74.6
67.1
410UB 59.7
53.7
360UB 56.7
50.7
44.7
310UB 46.2
40.4
32.0
250UB 37.3
I
31.4
25.7
200UB 29.8
25.4
22.3
18.2
160UB 22.2
18.1
16.1
150UB 18.0
14.0
~N,
UNIVERSAL BEAMS
GRADE 300 ·
L
DESIGN SECTION CAPACITIES IN AXIAL TENSION
Oaslgn Sacllon Capaclly In Axial Tension,
TABLE 7-10
rn rows
11
Designation
(kN)
Bolted- Two Holes In Each Flange, N In Web
Welded
No Holes
Hole Ola.
N=O
mm
4020
3650
3510
3190
2840
2830
2570
2320
2060
1980
1960
1750
1650
1600
1500
1180
1370
1150
941
1100
930
826
668
813
663
589
661
514
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
18
22
22
22
18
14
14
14
2
3
4
5
6
7
4020
3650
3510
3130
2790
2680
2440
2200
4020
3650
3460
3060
2720
4020
3650
3380
3190
2840
2830
2570
2320
2020
1830
4020
3650
3510
3190
2840
2760
2510
2260
1960
1770
N<Nmln
2060
1940
1960
1750
1590
1600
1410
1100
1230
1050
876
956
814
721
583
773
601
535
2830
2570
2320
2060
1880
1930
1730
1540
1550
1360
1050
1180
610UB125
113
101
530UB 92.4
62.0
460UB 82.1
74.6
67.1
410UB 59.7
53.7
360UB 56.7
50.7
44.7
310UB 46.2
40.4
32.0
1880
1680
1490
1500
1320
1010
250UB 37.3
31.4
1000
845
909
771
684
556
705
577
513
Boiled- N Holes/Flange
Welded
N=
1
Design Secllon Capacity In Axial Tension, $N 1 (kN)
25.7
200UB 29.8
25.4
22.3
16.2
180UB 22.2
16.1
16.1
150UB 18.0
N>Nmax
t
t
14.0
No Holes
Hole Dla.
N=
N=D
mm
2
4020
3650
3510
3190
2640
2830
2570
2320
2060
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
18
22
22
22
16
14
14
14
4020
3650
3340
2990
2670
2590
2360
2130
1660
1700
t
t
t
t
1970
1960
1750
1640
1600
1490
1170
1360
1150
935
1090
924
621
663
607
659
585
657
511
Notes to tables: {1) Hole diameters are those noted in Part 10 of this publical!on.
(2) N > NJII3~ denotes that this number of bolts usually cannot be used In the web.
(3) N < Nmn denotes that this number of bolts Is not usually used in pracllcat connections.
(4) t Indicates flange too small for high strength structural bolts.
{5) AI! references to Grade 300 refer to the specification of 300PLUS'M Steel or ASINZS 3679.1·300.
T P 75 Wf!$
I
'd'b7
- P -
I
. hOM
.
r-eg
m ""?"'"n-Bc
"
1750
1560
1390
1400
1230
966
1080
930
770
852
728
644
519
647
531
473
(4) tl,,u,,... w;·ii;~~L
wv ...
~~lifor\ ... , .. ~.r~n!JihL_ .. _al ·boHi
1
{5) All relerences to Grade 300 refer 10 the specificallon of 300PLUSn Steel or ASINZS 3679.1·300.
TABLE?-11
UNIVERSAL COLUMNS
GRADE 300
TABLE 7-12
UNIVERSAL COLUMNS
DESIGN SECTION CAPACITIES IN AXIAL TENSION
with end connections to FLANGE and to WEB
DESIGN SECTION CAPACITIES IN AXIAL TENSION
with end connections to FLANGE only
310UC 158
137
118
96.8
250UC 89.5
72.9
200UC 59.5
52.2
46.2
150UC 37.2
30.0
23.4
'
{oouc 14.8
......' :
"-!·
Boiled- Two Holes In Each Flanoe N In Web
Welded
No Holes
Hole Dla.
N=D
mm
1
26
26
26
26
22
22
22
22
22
22
22
22
18
5070
4400
3780
3340
5070
4400
3780
3340
2870
2520
2060
1800
1590
1280
1110
859
543
N=
2870
2520
2060
1800
1590
1190
972
757
435
(1) Hole d1ameters are those noted In Part 10 of this publicalfon.
2
5070
4400
3780
3340
2870
2520
2010
1750
1550
1130
923
712
-
-Indicates thai N> Nm.u. i.e. this number or bolls usually cannol be used in the web.
(3) All references to Grade 300 refer to the specification of 300PlUS1M Steel or AS/NZS 3679. 1·300.
(2}
.• , n
Designation
Design Section Capacity In Axial Tension, ¢N 1 (kN)
Designation
Notes lo tables:
GRADE 300
3
5070
4400
3780
3340
Design Secllon Capaclly In Axial Tension, ¢N 1(kN)
Boiled- N Holes/Flange
Welded
No Holes
Hole Dla.
N=
N=D
mm
2
5070
2870
2520
1940
1690
1500
310UC158
137
118
96.8
250UC 89.5
72.9
200UC 59.5
52.2
46.2
4400
3780
3340
2870
2520
2060
1800
1590
26
26
26
26
22
22
22
22
22
5020
4350
3740
3080
2820
2310
1820
1590
1410
-
150UC 37.2
30.0
23.4
100UC 14.8
1280
1100
853
540
22
22
22
18
1060
868
682
396
-
~rows
TABLE 7-13
TEES CUT FROM UNIVERSAL BEAMS
TABLE 7-14
TEES CUT FROM UNIVERSAL BEAMS
GRADE 300
GRADE 300
DESIGN SECTION CAPACITIES IN AXIAL TENSION
DESIGN SECTION CAPACITIES IN AXIAL TENSION
with end connections to WEB only
with end connections to FLANGE only
)>
'; 1ii
..
·. 0
·'·
Designation
I
Design Section Capacl!y In Axial Tension, $No (kN)
Welded
No Holes
Hole Dla.
N=O
mm
Boiled- NHoles In Web
N=
1
2
Designation
3
1880
1700
1520
1810
1640
1460
1370
1220
1210
1100
986
876
783
1320
1160
962
867
22
22
22
22
22
22
22
1950
1760
1580
1430
1270
1260
1150
1030
919
825
22
22
22
22
22
22
868
775
682
710
622
483
824
734
644
672
588
453
-
20.2
16.0
912
815
721
747
656
514
125BT18.7
15.7
12.9
100BT14.9
12.7
11.2
9.1
90BT11.1
9.1
8.1
598
505
411
481
406
361
291
355
289
257
22
22
22
22
22
22
22
18
18
18
563
471
383
446
374
333
266
327
267
236
75BT 9.0
7.0
288
224
18
18
261
201
-
305BT62.5
56.5
50.5
2010
1820
1640
22
22
22
265BT46.3
41.0
230BT41.1
37.3
33.6
205BT29.9
26.9
1490
1320
1320
1200
180BT28.4
25.4
22.4
1080
155BT23. 1
Notes:
-
--
-
-
-
-
(1) ~ole diameters are those noted ln Part tOol this publication.
{2) -Indicates that N > Nmax. I.e. this number ol bolts usually cannot be used In the web ..
l3) Ill\ Ullerencee to Grade 300 reler to the s~clllca\lon ol 300PlUSN Steel or ASJNZS 3679.1·300.
I
I
305BT62.5
56.5
50.5
265BT46.3
41.0
230BT41.1
Design Section Capacity In Axial Tension, ¢No (kN)
Hole Dla.
N=
N=O
mm
2
2010
1820
1750
22
22
22
2010
1820
1750
1590
1420
1410
22
22
22
22
22
22
22
1580
1410
1370
1250
1130
984
835
922
825
736
739
651
510
572
491
406
449
384
340
273
341
279
243
37.3
1280
33.6
205BT29.9
26.9
180BT28.4
25.4
1160
1030
990
977
872
822
799
748
586
682
576
469
549
464
412
332
405
330
293
329
256
22.4
155BT23.1
20.2
16.0
125BT18.7
15.7
12.9
100BT14.9
12.7
11.2
9.1
90BT11.1
9.1
8.1
75BT 9.0
7.0
Noles:
(f)
Boiled- N Holes/Flange
Welded
No Holes
22
22
22
22
22
22
22
22
18
22
22
22
18
14
14
14
t
t
Hole diameters are those noted In P,ut tO of this publica/ion.
(2) t Indicates flange too small for high strength structural bolls.
(3) All references lo Grade 300 refer to /ha speclf/catfon of 300PLUS'"' Staal or
'"J___..J___
~-..!,__ __!_,_ _
.._,
• ..J.r_ _ _
Notes:
__j_ ~~--'--~-'-
.
__I
... __j_J
"""
'__j
__j
__j
.Jr
Notes; {1) Hole diameters are those noted in Part 10 of this publication.
(1) Hole diameters are those noted in Part 10 of this pub\lcallon.
(2.) -Indicates that N ::. Nm.~.>:• I.e. this number ol bolls usually cannot be used in the web.
~3) AI\ 1eterencee \o Grade 300 reler \o the apeclllca\lon of 300PLUS',. Steel or ASJNZS 3679.1·300.
(2) t Indicates flange too small for hlgh strength structural bolls.
(3) AJI references to Grade 300 refer to lhe speclflcallon of 300PLUS'~>~ Steel or
r
I
TABLE 7-15
TABLE 7-16
TEES CUT FROM UNIVERSAL COLUMNS
GRADE 300
TEES CUT FROM UNIVERSAL COLUMNS
GRADE 300
DESIGN SECTION CAPACITIES IN AXIAL TENSION
with end connections to WEB only
DESIGN SECTION CAPACITIES IN AXIAL TENSION
with end connections to FLANGE only
Designation
155CT79.0
68.5
59.0
48.4
125CT 44.8
36.5
100CT29.8
26.1
23.1
75CT18.6
15.0
11.7
50CT 7.4
Design Section Capacity In Axial Tension, ¢N 1(kN)
Designation
Bolted- N Holes/Flange
Design Section Capacity In Axial Tension, ¢N 1(kN)
Boiled- NHoles/Flange
Welded
Welded
No Holes
Hole Dla.
N•
No Holes
Hole Dla.
N=
N=D
mm
2
NoD
mm
2
2530
2200
1890
1560
1430
1170
960
839
744
26
26
26
26
22
22
22
22
22
22
22
22
22
2430
2110
1810
1490
1380
1130
908
795
703
551
449
341
209
155CT79.0
68.5
59.0
48.4
2530
2200
1890
1670
2530
2200
1890
1630
125CT44.8
36.5
100CT29.8
26.1
23.1
1430
1260
1030
897
795
637
554
428
270
26
26
26
26
22
22
22
22
22
22
22
22
18
596
486
375
237
Notes: (1) Hole diameters are those noted In Part 10 of this publication.
(2) All references to Grade 300 refer to the specification of 300PLUS 1M Steel or
ASINZS 3679.1·300.
75CT18.6
15.0
11.7
50CT 7.4
1430
1220
962
640
745
561
457
359
208
Notes: {l) Ho!a diameters are those noted In Par\10 of this publication.
(2) AU references to Grade 300 refer to the specification of 300PLUS 1!.' Steel or
ASINZS 3679.1·300.
.. ....,
;,< I
......
,,
-
-
"""
.'
-
1-
~
In ro~~
'
;;!::
'
,-;9
Welded
No Holes
melre
;_;' 0
.m
•' (/)
i
Boiled- N Holes In Web
kg/m
N=O
Hole Dla.
mm
1
2
3
4
Mass
per
melre
Welded
No Holes
kg/m
380 PFC
55.2
1770
22
1770
1770
1770
1760
·:'·o
?OO PFC
40.1
1380
22
1380
1360
1310
~50 PFC
35.5
1220
22
1220
1190
-
230 PFC
25.1
864
22
864
834
-
-
200 PFC
22.9
788
22
788
759
-
-
180 PFC
20.9
718
22
718
-
-
150 PFC
17.7
645
18
614
-
-
E~
~-
.• =<!
tt:~
Otc
1lr
G!!Jl
(/), 'T1
mo
!l:ll
.~
(/)
~;j
0C
'"~
I.:,
;:.~
:_(/,...
,!!!
·m
.,...
i·:m
125 PFC
100 PFC
75 FFC
Notes:
11.9
6.33
5.92
435
18
304
t
t
216
411
'
'-t-
:-)-'
-
-
I
ri- --h
i
'
~
....
0
"'""
<0
<0
<0
0
8) (
'
1770
40.1
1380
22
1260
250 PFC
1220
22
230 PFC
35.5
25.1
864
22
1100
765
-
200 PFC
22.9
788
22
684
-
180 PFC
20.9
718
22
623
150 PFC
17.7
645
18
547
125 PFC
11.9
435
18
357
100 PFC
8.33
304
18
235
75 PFC
5.92
216
18
153
(I) Hole diameters are those noted in Part 10 of this publication.
(2) All references to Grade 300 refer to the specification of 300PLusno~ Steel or AS/NZS 3679.1·300.
J
100 TFB
Notes:
Hole Dla.
7
rt:~ws
N=
'
kg/m
N=O
mm
1
2
3
13.1
482
t
-
-
-
264
t
-
-
-
7.20
(1) Hole diameters are those noted In Part10 of this pubUcallon.
~~t -Indicates thai N > NIN;(, i.e. this number of bolls usually cannot be used in the web.
..
.
e too_amaluor.·hiOiu fi!:OO!h _4t.IWI!-!r_al_b_9Jts,_ •
_,
. _.
··~::II
n
Bolted- Holes In Each Flange, N In Web
Welded
No Holes
melre
125 TFB
1
Oeslgn Secllon Capacily In Axial Tension. ¢N 1(kN)
Mass
per
~
1770
55.2
DESIGN SECTION CAPACITIES IN AXIAL TENSION
with end connections to Fl-ANGES and to WEB
R
N=
N=O
300 PFC
Notes:
Deslgnallon
Boiled- N Holes/Flange
Hole Dla.
mm
380 PFC
TABLE 7-19
TAPER FLANGE BEAMS
GRADE 300
··-
i i
22
(1) Hola diameters are those noted in Part 10 of this publication.
(2) -Indicates that N > Nrnax, I.e. this number of bolls usually cannot be used In the web.
(3) t Web too small for hfgh strength structural bolts.
(4) AU references to Grade 300 refer to the specification of 300PLUS'M Steel or ASINZS 3679.1·300.
'
!
Design Secllon Capacily In Axial Tension, $NtlkN)
Deslgnallon
N=
i-f~-~
<>
e~
'
DESIGN SECTION CAPACITIES IN AXIAL TENSION
with end connections to FLANGE only
Design Secllon Capacily In Axial Tension, $Nt (kN)
Mass
per
~! (J)
TABLE 7-18
PARALLEL FLANGE CHANNELS
GRADE 300
___ J
DESIGN SECTION CAPACITIES IN AXIAL TENSION
with end connections to WEB only
Deslgnallon
·'"'~-
' '
TABLE 7-17
PARALLEL FLANGE CHANNELS
GRADE 300
••. ,d
-~
[
100 TFB
Notw
-,··zr~'-~
-.
..'-...:)
__J
7.20
r.
j
(1) Hole diameters are those noted In Part 10 of this publication.
(2), :.t~ dtca!e,~ thai ~,t,~~N><· I.e. this number or ~olt~ usually cannot be used In the web.
1
, ....
'
f--1'
.
CJ
0
""
<
"''
~
-.._
TABLE 7-20(1)
EQUAL ANGLES
GRADE 300
0
~
<0
<0
<0
TABLE 7-20(2)
EQUAL ANGLES
GRADE 300
I-·-
DESIGN SECTION CAPACITIES IN AXIAL TENSION
one leg attached
!::\
'·'
'J>
Mass
per
metra
Oeslgnallon
~
~
~;;:
kg/m
oeslgn Secllon Capaclly In Axial Tension, ¢Nt (kN)
Welded
No Holes
N=O
mm
Oeslgnallon
Mass
per
metre
Oeslgn Secllon Capacny In Axial Tension, $Nt (kN)
Boiled- N Holes In Leg
Welded
No Holes
N=
1
N=
Hole Ola.
N=O
2
1
-
17.7
14.2
11.8
9.1S
S10
519
430
334
22
22
22
22
90x 90 X 10EA
SEA
6EA
75 X 75 X 10EA
SEA
SEA
5EA
12.7
10.S
8.22
10.5
8.73
S.S1
5.27
4S4
385
300
383
316
24S
192
22
22
22
22
22
22
22
404
33S
2S2
323
2S9
210
163
65 X 65 X tOEA
SEA
6EA
5EA
9.02
7.51
5.S7
4.5S
329
274
214
166
1S
1S
1S
1S
2SO
234
1S3
142
~
55 X 55 X SEA
5EA
sox 50 X SEA
6EA
5EA
3EA
4.93
3.84
5.SS
4.46
3.4S
2.31
1SO
140
207
162
127
84.4
16
1S
18
1S
1S
18
149
11S
167
132
103
68.9
m
m
45 X 45 X 6EA
SEA
3EA
3.97
3.10
2.06
145
113
75.1
14
14
14
40x 40x 6EA
5EA
3EA
3.50
2.73
1.83
127
99.7
SS.5
14
14
14
121
94.4
63.1
103
S1.2
54.5
'
30x 30x SEA
5EA
3EA
2.5S
2.01
1.35
93.1
73.3
49.4
....,
25 X 25 X SEA
5EA
3EA
2.0S
1.65
1.12
76.0
S0.2
40.8
t
t
t
t
t
t
200 X 200 X 2SEA
20EA
1SEA
16EA
E~
13EA
,;,. 'i
150 x 150 x 19EA
1SEA
12EA
;s:~
m···
.. )l!
oro
'1:lr
mm
;z(l)
(l)'n
mo
O:;o
::!(I)
~!ll
(I)C:
~
c:
~
17
·'
"..
-.j
.
01
tOEA
125
x 125 X 16EA
12EA
10EA
SEA
7S.S
S0.1
54.4
4S.7
40.0
2470
1930
1750
1S70
1370
2S
2S
2S
2S
2S
2470
1930
1750
1SSO
13SO
2410
1S90
1720
42.1
35.4
27.3
21.9
29.1
22.5
1S.O
14.9
1350
1220
940
797
2S
2S
2S
26
26
2S
26
2S
1350
1170
907
72S
944
731
5SS
4S6
1250
10SO
S1S
S5S
S27
642
515
42S
1000
774
S57
544
1540
12SO
Notes to Tables: (1) Hole diameters are those noted ln Part 10 of this publication.
(2) -Indicates this number of bolts cannot be used on the leg
(3) t indlc.ltes leg too small for high strength bolts
(4) All references to Grade 300 refer to the specification of 300PLUS'~,~ Steel or
ASINZS 3679.1·300.
2
mm
100 x 100 x 12EA
10EA
SEA
6EA
'
'
f-·-
DESIGN SECTION CAPACITIES IN AXIAL TENSION
one leg attached
Boiled - N Holes In Leg
Hole Ola.
-·
571
459
381
29S
<~
o,.,
,, .
-·
-
-
-
-
-
-
--
-
-
... ~
.
,-,~
.....
Ol
'\
TABLE 7-21
UNEQUAL ANGLES
TABLE 7-22
UNEQUAL ANGLES
GRADE 300
GRADE 300
DESIGN SECTION CAPACITIES IN AXIAL TENSION
DESIGN SECTION CAPACITIES IN AXIAL TENSION
long leg attached
short leg attached
Designation
Mass
per
melre
Design Section Capaclly In Axial Tension, ¢N, (kN)
Deslgnallon
Mass
per
Boiled - N Holes In Leg
Welded
No Holes
Hole Dla.
kg/m
N=O
mm
1
2
150x 100x12UA
10UA
22.5
18.0
774
657
26
26
731
586
642
515
150 X 100 X 12UA
10UA
150x 90 X 16UA
12UA
10UA
SUA
27.9
21.6
17.3
14.3
959
742
630
521
26
26
26
26
899
697
559
463
782
607
488
405
12sx 7S X 12UA
10UA
8UA
6UA
100 X 75 X 10UA
SUA
6UA
75x-50x SUA
6UA
SUA
17.7
14.2
11.8
9.16
610
519
430
334
26
26
26
26
SS7
448
372'
2S9
46S
377
314
245
12.4
10.3
7.98
451
374
291
22
22
22
391
325
253
7.23
S.66
4.40
263
206
160
22
22
22
214
168
131
6.59
5.16
4.02
240
1SS
146
1S
1S
1S
200
157
123
65x 50x SUA
6UA
SUA
Notes:
?>
w
-
-
Ol
I~
"'
s:o
Ol Ol Ol Ol
101,:,
•
l,.
"
___.,
I (n
Ol Ol Ol Ol
•
,_,
)"..
,
Welded
No Holes
Hole Dla.
kg/m
N=O
mm
1
22.5
16.0
724
S79
22
22
6S7
S27
1S0 X 90 X 16UA 27.9
12UA 21.6
10UA . 17.3
SUA
14.3
17.7
125x 75 X 12UA
14.2
10UA
8UA
11.8
9.16
6UA
S97
693
556
460
S70
458
379
29S
22
22
22
22
22
22
22
22
809
627
503
417
100x 7S X 10UA
SUA
6UA
12.4
10.3
7.98
39S
330
257
345
287
223
7S X 50 X SUA
6UA
SUA
7.23
5.66
4.40
232
162
141
22
22
22
1S
1S
18
65x sox 8UA
6UA
SUA
6.59
5.16
4.02
212
166
129
18
1S
1S
171
139
10S
Notes:
{1) Hole diameters are those noted in Part 10 of this publication.
(2) -Indicates this number of bolls cannot be used on the leo.
{3) All references to Grade 300 refer to the speclf!catlon of 300PLUS 1"' Steel or
AS/NZS 3679.1·300.
Ol Ol
f> . I:.,.,
I'..
.. ..
:. ..
:. ~
"1
'·\
Boiled- N Holes In Leg
melre
N=
-
Design Secllon Capaclly In Axial Tension, ¢N 1(kN)
N=
S04
40S
336
261
197
1SS
121
{1) Hole diameters are those noted in Part 10 of this publica\lon.
{2) All references to Grade 300 refer to the specification of 300PlUS'l,( Steel or
AS/NZS 3679.1·300.
-00(""'""'00
1
~ 0 ~ ~~ 0.>
w
.....
PART.8
-
3-1999
MEMBERS SUBJECT TO COMBINED ACTIONS
8.1
PAGE
General.. ......................................................................................................................8-3
8.2
Design for Combined Actions ...............................................................................8-3
8.3
8.3.1
8.3.1.1
8.3.1.2
8.3.1.3
Combined Bending and Axial Compression ......................................................8-4
Compression and Uniaxial Bending- about the major principal x-axis ............... 8-4
Section Capacity .........................................................................................................8-4
Member Capacity........................................................................................................8-5
Tables ............................................................................................................................8-5
8.3.2
8.3.2.1
8.3.2.2
8.3.2.3
Compression and Uniaxial Bending- about the minor principal y-axis ............... 8-5
Section Capacity .........................................................................................................8-6
Member Capacity........................................................................................................8-6
Tables ............................................................................................................................8-6
8.3.3
8.3.3.1
8.3.3.2
8.3.3.3
Compression and Biaxial Bending ...........................................................................8-6
Section Capacity .........................................................................................................8-6
Member Capacity........................................................................................................8-7
Tables ............................................................................................................................8-7
8.4
8.4.1
8.4.1.1
8.4.1.2
8.4.1.3
Combined Bending and Axial Tension .........................................:-······················8-7
Tension and Uniaxial Bending- about the major principal x-axis ...................... 8-7
Section Capacity .........................................................................................................8-8
Member Capacity................................................................................:.; ..................... 8-8
Tables ........................................................................:...................................................8-8
8.4.2
8.4.2.1
8.4.2.2
Tension and Uniaxial Bending- about the minor principal y-axis ...................... 8-8
Section Capacity ..........................................................................................................8-9
Tables ............................................................................................................................8-9
8.4.3
8.4.3.1
8.4.3.2
8.4.3.3
Tension and Biaxial Bending .....................................................................................8-9
Section Capacity .........................................................................................................8-9
Member Capacity ........................................................................................................8-9
Tables ............................................................................................................................8-9
8.5
8.5.1
8.5.2
8.5.3
Biaxial Bending ........................................................................................................8-10
Section Capacity.......................................................................................................8-1 0
Member Capacity .....................................................................................................8-1 0
Tables ..........................................................................................................................8-1 0
8.6
Example- Braced Beam-Column ......................................................................8-11
8.7
Maximum Design Loads for Angles Subject to Bending .............................8-13
8.7.1
General .......................................................................................................................8-13
8.7.2
Angles with Continuous Lateral Restraint .............................................................8-14
8.7.3
Angles without Continuous Lateral Restraint .......................................................8-14
8.8
Eccentrically Loaded Single Angles in Trusses ..............................................8-14
8.9
References ...............................................................................................................8-15
DCTN1 /03-1999
·.• '" AISCo DESIGN-0APACITV·1'ABLES FOR-STRUCTURAL STEEL
VOLUME 1: OPEN SECTIONS
8-1
TABLES
TABLES 8.1-1 to 8.1-12
Design Section Capacities ...............................................................................................8-16
TABLES 8.2-1 to 8.2-6
Maximum Design Loads for Angles as Beams with Full Lateral Restraint ...............8-26
TABLES 8.3-1 to 8.3-6
n
-c
r
Maximum Design Loads for Angles as Beams without Full Lateral Restraint .........8-34
TABLES 8.4-1 to 8.4-6
Maximum Design Loads for Eccentrically Loaded Single Angles in Trusses ..........8-42
Tables 8.1-1 to 8.1-12 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 a/so provide
reference to the appropriate tables in Sections 5, 6 and 7 to determine design member
capacities in bending, axial compression and axial tension.
.L
t
~
t
~·
_t;
p·
NOTE: SEE SECTION 2.1 FOR THE SPECIFIC MATERIAL
STANDARD REFERRED TO BY THE SECTION TYPE AND STEEL
GRADE IN THESE TABLES
u •.
Jr
rna
')(
Jt
8-2
PARTS
8.1
R-26
.8-34
,8-42
bined
1ear
Jide
mber
MEMBERS SUBJECT TO COMBINED ACTIONS
General
The 8.1 series tables contain parameters which are used to design members subject to combined
actions in accordance with Section 8 of AS 4100. Tables 8-1 to 8-121ist design section capacities
and references to other tables for checking interaction effects on member capacities .
The design capacities considered in the 8.1 Series Tables include:
Design
Capacity
Definition
Described in
Section No.
$Ns
design section capacity in axial compression
6.2
4>Nt
design section capacity in axial tension
7.2
$Msx, 4>Msy
design section moment capacity about x- and y-axis
5.2.2.1
4>Mrx (comp)
4>Msx reduced by axial compression force
8.3.1.1
4>Mrx (tens)
4>Msx reduced by axial tension force
8.4.1.1
$Mry
$Msy reduced by axial force
8.3.2.1, 8.4.2.1
$Vv
design shear capacity of a web for bending about x-axis
5.2.2.4
Sections 8.7 and 8.8 respectively present methods for calculating maximum design loads for
angles as beams and as eccentrically loaded struts in trusses. Tables 8.2-1 to 8.2-6, 8.3-1 to 8.3-6
and 8.4-1 to 8.4-6 list these maximum design loads.
8.2
Design for Combined Actions
Sections 8.3 and 8.4 give the formulae 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 is greater than the design axial force (i.e. q,N:;;:: N*).
13-1999
•· DCTN1/03-1999
.. .
~-
.AISC: DES.1Gt!!-9~ACIIXTABLE!; FP!'t S:rRUC!URAL STEEL
·····"- "' - VOLUME 1: OPEN SECTIONS
;
•
•
8.3
Combined Bending and Axial Compression
1
In this section:
i~
cp
=0.9 (Table 3.4 of AS 41 00}
ci>Msx
= design section moment capacity for bending about the major principal x-axis
suff
and
tl l
cj>Msy
= design section moment capacity for bending about the minor principal y-axis
(~I
N'
= design axial compressive force
c!>Ns
=design section capacity in compression
c!>Ncx
= design member capacity in compression, buckling about the x-axis
cj>Ncy
= design member capacity in compression, buckling about they-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:
MX.
f< tc
prov
v?!·J~
= 0.9 (Table 3.4 of AS 4100}
MX.
= design bending moment about the major principal x-axis
cj>Mrx
= design section moment capacity (ci>Ms} for bending about the major principal x-axis
reduc.ed by axial force (see Section 8.3.1.1}
cj>M;x
.ci>Mox
=design in-plane member moment capacity (cj>M;) for bending about the major principal x-axis (see Section 8.3.1.2(a))
= design out-of-plane member moment capacity (cj>M0 ) for bending about the major
principal x-axis (see Section 8.3.1.2(b))
8.3.1.1
For
S min.[<I>Mrx; cj>M;x; cj>Moxl
where cp
ci>Mrx
= cj>Msx ( 1-;. )
(Clause 8.3.2 of AS 4100)
Alternatively, for doubly symmetric !-sections, which are compact about the x-axis with kt = 1.0
subject to bending and compression
ci>Mrx
= 1.18c!>Msx ( 1-
w •• ~r
cr~:
M .. : 1
the ~
m-h
8.-.1
Section Capacity
The value of ci>Mrx must be determined at all points along the member and the minimum value used
to satisfy Section 8.3.1 .
.
8.3.
;J
S cj>Msx
(Clause 8.3.2 of AS 4100}
Tah'e
in e
and e
al" 1
8 ..;,.:
Fa Et
thefc
For doubly symmetric !-sections, which are compact about the x-axis with kt < 1.0 subject to bending
andcp:~pre~:2sx
where Aw
"-wy
)]
S ci>Msx
(Clause 8.3.2 of AS 4100}
= the element slenderness of the web (Clause 6.2.3 of AS 41 00)
=
Awy
82 ~>
(1-!:!:....) [1+0.18(
cj>Ns
82
~~ 1i
2 0
(where fy = min. [fyt; fyw])
=the web yield slenderness limit (Table 6.2.4 of AS 4100)
= 45 for hot-rolled !-sections considered in this publication.
= 35 for welded !-sections considered in this publication.
8-4
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
·u
__ , ,,._ ------
_,, :.: .• ·: _.,. ">-• '·'·'·.·:V:OLUME·:1::
. ''""··
_._. --·
.--· ...........-...Qi?EN.S.E~TIQNJ>
, . . . ·--·--'-" .........
·-····-~·.
wh~re
8.3.1.2
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 Sections 8.3.1.1
and 8.3.1.2 need to be satisfied. If there is insufficient restraint to prevent lateral buckling, then both
the in-plane and out-of-plane requirements of Sections 8.3.1.1 and 8.3.1.2 need to be satisfied.
(a) In-plane capacity
= <i>Msx ( 1- ..!"!.:..__)
<j>N,
ion,
(Clause 8.4.2.2 of AS 41 00)
For braced and sway members, the above value of <i>Ncx is calculated using an effective length
factor (kex) equal to 1.0 O.e. Lex = L), unless a lower value of kex has been calculated for a braced member,
provided that N* s <i>Ncx where the value of <i>Ncx in this inequality is calculated using the correct
value of kex·
{b) Out-of-plane capacity
(Clause 8.4.4.1 of AS 41 00)
_3XiS
where <I>Mbx = design member moment capaCity for bending about the major principal x-axis.
•rin-
Clauses 8.4.2.2 and 8.4.4.1 of AS 41 00 also provides a higher tier method for evaluating M;x and
Max respectively which are 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
sed
00)
Tables
Tables 8.1-1 to 8.1-12 list <j>M5,, <i>Ns and <i>Mrx (comp) - the latter parameter refers to <i>Mrx as noted
in Section 8.3.1.1. Designers should evaluate n = N*/<j>N5 , then use it to calculate the value of <j>Mrx
and ensure that it is less than or equal to the design section capacity <i>Msx· The 8.1 series tables
also provide references to other tables (e.g. <I>Mb, <i>Ncx and <j>Ncy) to evaluate <j>M;x and <i>Mox·
= 1.0
8.3.2
Compression and Uniaxial Bending - about the minor
principal y-axis
!100)
For a member subject to uniaxial bending about the minor principal y-axis and axial compression,
the following condition must be satisfied:
M*y
DO)
where <I>
s min. [<I>Mry;<j>M;y]
= 0.9 (Table 3.4 of AS 4100)
M*y
= design
<i>Mry
= design section moment capacity (<I>Ms) for bending about the minor principal
y-axis reduced by axial force (see Section 8.3.2.1)
<j>M;y
= design in-plane member moment capacity
bending moment about the minor principal y-axis
(<i>M;) for bending about the minor
principal y-axis (see Section 8.3.2.2)
-
AISC: DESIGNc CAPAC~TY' TABLESFORSTHUCTU.RAL STEEL ·
.... - " . VOLUME 1: OPEN SECTIONS
. 8-5
8.3.2.1
Alte
Section Capacity
The value of <J>Mry must be determined at all points along the member and the minimum value is
used to satisfy Section 8.3.2:
<i>Mry
{Clause 8.3.3 of AS 41 00)
= <i>Msy ( 1- ; . )
Alternatively, for doubly symmetric !-sections, which are compact about they-axis subject to bending and compression:
w:be
<I>Mr
!: l.
{Clause 8.3.3 of AS 41 00)
8.3.2.2
Member Capacity
whe
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
(a} In-plane capacity
8.3.
= <i>Msy (1- .!!..:...._)
(Clause 8.4.2.2 of AS 41 00)
<i>N~
j
T: ll
eten
f 4
For braced and sway members, the above value of ¢>Ncy is calculated using an effective length factor
ln..th
(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' ::; ¢>Ncy where the value of <J>Ncy in this inequality is calculated using the correct
value of key·
Clause 8.4.2.2 of AS 4100 also provides a higher tier method for evaluating Mry which is dependent on the ratio of the member's end bending moments. Due to the variable nature of thes_e end bending moments, the further consideration of this higher tier method is beyond the scope of this publication.
8.3.2.3
Tables
. Tables 8.1-1 to 8.1-121ist <J>Msy, ¢>/'iT,;and <i>Mry. Designers should evaluate n = N'I<J>N5 , then use it
~o calculate the value of <J>Mry and ensure that it is less than or equal to the design section capacity ¢>Msy· The 8.1 series tables also provide references to other tables (e.g. ¢>Ncy} to evaluate ¢>M;y.
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.
8.3.3.1
Section Capacity
W
M"
M"
--+-x-+ __Y_
<J>N, <i>M,. <J>Msy
8-6
8 k
::;
1
(Clause 8.3.4 of AS 4100)
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
•.... -· .... :•• ;·.•. ·.:o c:VOLUME; 1:-•0PEN SECTIONS·'"· ..
w
~r
Alternatively, for doubly symmetric I-sections which are compact about both the x- and y-axes:
'
_llue is
(Clause 8.3.4 of AS 41 00)
where
'':lend-
Y= 1.4+
<t>Mrx and <[>Mry are calculated using the alternatives presented in Sections 8.3.1.1 and 8.3.2.1.
8.3.3.2
Member Capacity
M'
__
x_
( <[>M ex )
where <t>Mcx
~nding
I
~
I'
I
'actor
_'Tlber,
:orrect
I
I
8.3.3.3
<f>M ;y
$
1
(Clause 8.4.5.1 of AS 41 00)
= lesser of <[>M;x and <f>Mox (see Section 8.3.1.2)
Tables
8.4
9ombined Bending and Axial Tension
In this section:
N*
= 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
<!>Nt
= design section capacity in axial tension
<t>
<t>Msx
<i>Msy
8.4.1
Tension and Uniaxial Bending -about the major principal x-axis
For a member subject to uniaxial bending about the major principal x-axis and axial tension, the
following conditions must be satisfied:
~M;y.
where <t>
---edin
l
03'1999
_Y_
Tables 8.1-1 to 8.1-12 list <t>Ns, <t>Msx and <t>Msy· As noted in Sections 8.3.1.3 and 8.3.2.3, the parameters <f>Mrx, <[>Mry, <[>M;x, <[>M;y and <PMox can also be cp.lculated frorn these tables.
,' '1end)Ubli-
use it
1pac-
1.4 + ( M' )'.4
and <[>M;y is calculated using the alternative presented in Section 8.3.2.2.
~pend-
1
(~),;2.0
<f>Ns
= 0.9 (Table 3.4 of AS 4100)
M'X
= design
<i>Mrx
= design
<f>Mox
= design out-of-plane member rnoment capacity (<!>Mo) for bending about the major
.: '' 'DCTN1 /03-1999
bending moment about the major principal x-axis
section moment capacity (<t>Ms) for bending about the major principal xaxis reduced by axial force (see Section 8.4.1.1)
principal x-axis (see Section 8.4.1.2 (a))
. -AISC: DESIGN CAPACITYcTABtE~FOR-~TRUCTURAL STEEL. - .
VOLUME 1: OPEN SECTIONS
8-7
8.4.1.1
8.4
Section Capacity
l •€
u;;e
The value of <i>Mrx must be determined at all points along the member and the minimum value used
to satisfy Section 8.4.1.
(Clause 8.3.2 of AS 41 00)
il.:oJ
Alternatively, for doubly symmetric !-sections, which are compact about the x-axis and subject to
bending and tension
=1.18<i>Msx (1-
8.4.1.2
W)
<j>N,
:::<j>Msx
(Clause 8.3.2 of AS 41 00)
Member Capacity
This section only applies to members analysed using an elastic method of analysis. Only the outof-plane capacity needs to be considered.
(a) Out-of-plane capacity
<!>Max
= <!>Mbx ( 1 +
For.
;~, ) ::; <!>Mrx
8 ..:
(Clause 8.4.4.2 of AS 41 00)
8.4.
where <j>Mbx = design member moment capacity for bending about the major principal x-axis
and <!>Mrx is calculated using the alternative presented in Section 8.3.1.1.
8.4.1.3
Tables
Tables 8.1-1 to 8.1-12 list <j>Msx, <j>N1 and <PMrx (tens):- the latter parameter refers to <i>Mrx as noted
in Section 8.4.1 .1. Designers should evaluate n = N"/<j>N1, then use it to calculate the value of <i>Mrx
and ensure that ifis less than or equal to the design section capacity <i>Msx- The 8.1 series tables
also provide references to other tables - e.g. <j>Mb to evaluate <i>Max-
8.4.2
Tension and Uniaxial Bending - about the minor principal y-axis
For a member subject to uniaxial bending about the minor principal y-axis and axial tension, the
following condition must be satisfied:
M*y
where <!>
<1>1
::; <i>Mry
.x
= 0.9 (Table 3.4 of AS 4100)
M*y
= aesign bending moment about the minor principal y"axis
<i>Mry
= design section moment capacity (<i>Ms) for bending about the minor principal y-axis
reduced by axial force (see Section 8.3.2.1)
I
l
wher
us.tq~
I
Ta"-1e
et• s
i!
j
~-.IS-.~- -~- -~-,_I=-.,S-.1-~-~-.f-t_:_c-.~-i.te-~-: -i-~o-BP-~-~-.-.~-~-~-~- ~- -~- ~-;~-:r~- H-:; A_L
-8-_8--_-.---_-,,.
.
l}~
DC_c_N_1_0-3-_1-~1~r,
___-ST_E_E_L_ _ _ _
8.4.2.1
Section Capacity
The value of ~Mry must be determined at all points along the member and the minimum value is
used to satisfy Section 8.4.2:
.....3ed
~Mry =~Msy
(Clause 8.3.3 of AS 41 00)
( 1- ;;,)
Alternatively, for doubly symmetric !-sections, which are compact about they-axis subject to bending and compression:
dto
l
~Mry = 1.19~Msy [1-(~:: f ~~Msy
8.4.2.2
(Clause 8.3.3 of AS 4100)
Tables
Tables 8.1-1 to 8.1-12 list ~Msy. ~Nt and ~Mry. Designers should evaluate n =N*/~Nt, then use it to calculate the value of ~Mry and ensure that it is less than or equal to the design section capacity ~Msy-
>Ut·
Tension and Biaxial Bending
8.4.3
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.
8.4.3.1
Section Capacity
. N' M'•
M'y
. -+--+--<1
-axis
~N,
(Clause 8.3.4 of AS 41 00)
~sv -
Alternatively, doubly symmetric !-sections, which are compact about both the x- and y-axes:
IOted-
Mrx
M;- )' + (-M;- )' ~1
(~"'
~M,
%ules
_s
1,
~M sx
where
the
y = 1.4 + ( N' )
~N,
~Mrx and ~Mry
8.4.3.2
~ 2.0
are calculated using the alternatives presented in Sections 8.4.1.1 and 8.4.2.1.
Member Capacity
M; )1.• + (-M;-)
--
( ~tx
lXiS
(Clause 8.3.4 of AS 4100)
~'Y
1
.4
~1
(Clause 8.4.5.2 of AS 41 00)
where ~Mtx =lesser of ~Mrx and ~Mox (see Sections 8.4.1.1 and 8.4.1.2) and ~Mry is calculated
using the alternative presented in Section 8.4.2.1.
8.4.3.3
j
"!
Tables
Tables 8.1-1 to 8.1-12 list ~Nt, $Msx and ~Msy· As noted in Sections 8.4.1.3 and 8.4.2.2, the parameters ~Mrx. ~Mry, and ~Mox can also be calculated from these tables.
l
;
:j
·~~
I
-
.l
·1
3-1999
DC'fN1/03-1999
AISC: DESIGN CAPACITYTABLES . FOR STRUCTURAL STEEL
VOLUME 1: OPEN SECTIONS
8-9
8.5
8.6
Biaxial Bending
C >r
des
In this section:
M;
= 0.9 (Table 3.4 of AS 4100)
= design bending moment about the major principal x-axis
<i>Msx
= design section moment capacity for bending about the major principal x-axis
My
= design bending moment about the minor principal y-axis
= design section moment capacity for bending about the minor principal y-axis
<1>
<j>Msy
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.
8.5.1
Section Capacity
M"X
M"y
--+--<1
<i>Msx
(Clause 8.3.4 of AS 41 00)
<i>Msy-
(i)
Alternatively, for doubly symmetric !-sections, which are compact about both the x- and y-axes:
M"
1.4
__
x_
(
8.5.2
<j>M sx
M.
+ ( _Y_)
)
1.4
<j>M"'
<1
(Clause 8.3.4 of AS 4100)
<1
-
(Clause 8.4.5 of AS 41 00)
-
Member Capacity·
M'X
- -)
(
<i>Mbx
1.4
(
M.y
+ -<i>M,
)1.4
where <I>Mbx = design member moment capacity ·for bending about the major principal x-axis.
8.5.3
Tables
Tables 8.1-1 to 8.1-12 list <i>Msx and <i>Msy· The 8.1 series tables also provide references to other
--tables - e.g. <I>Mb to evaluate <j>Mbx·
. 8-10
'•e-"·
•
··: .,_•
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
··- . . . ... ..... Y.QL:l:ll\ll~'1; ().PEN SECTIONS
~· ..
DCTN1/03-1999
..
....
.
DCT/11
8.6
Example - Braced Beam-Column
Considering further Example 1 of Section 4.3, the adequacy of the member under the calculated
design action effects is now checked as required by Clauses 8.3 and 8.4 of AS 41 00.
Design Data:
fined
Section:
200UB29.8- Grade 300 steel
Effective lengths:
Flexural buckling (x-axis)
Flexural buckling (y-axis)
Lateral buckling
Design action effects:
N*
M~
M*y
Solution:
=4.0 m
=4.0m
=4.0 m
= 105 kN
= 45.0 kNm
= 6.40 kNm
The example involves biaxial bending and axial compression as described in
Section 8.3.3 of these Tables.
Section Capacity Check (Section 8.3.3.1)
From Table 8.1-5
:es:
Now
rtJNs
= 1100 kN
rtJMsx
= 90.9 kNm
$Msy
= 24.9 kNm
N*
rtJNs
(> N*)
105
= 0.0955
1100
n = --=
Using Table 8.1-5 again:
rtJMrx (comp)
= 107x(1-Q.0955)
= 96.8 kNm
rtJMrx
=rtJMsx
=90.9 kNm
rtJMry
= 29.6
'tJMry
=rtJMsy
=24.9 kNm
= 1.4 + ( ; . )
= 1.50
X
(1-Q.0955 2) = 29.3 kNm
> rtJMsx
>'t!Msy
:her
Now
Then
y
M: I y ( M~ )y
--J
+ -[ <j>l\t1 rx )
<j>M ry
1
-
(45.0) .50
--
90.9
< 2.0
1
(6.40) .50
+ --
24.9
-0.479 ( <1.0 :. O.K.)
The above interaction equation was used as the section is compact about both x- and y-axes.
Member Capacity Check (Section 8.3.3.2)
(;J.14
(
+
rtl~y
)1.4
~
1.0
AISC: DESIGN _CAPACITY TABLES FOR STRUCTURAL STEEL
.
.
. VOCUME
OPEN"SECTIONS
.
1:
.. 8-11
8."
From the Tables noted below:
.-
'.
(Table 5.3-5) (based on O:m = 1.0)
(Table 6-5(A))
(Table 6-5(8))
<PMbx = 47.6 kNm
<PNcx = 938 kN
<PNcy = 352 kN
'
Tat
.
I
The moment distribution for x-axis bending is not uniform though the above value of <j>Mbx is based
on the uniform moment case. From Table 5.6.1 of AS 4100, am= 1.75
IJe!
r:at•
f(
<PMbx =min. [am (<I>Mbx); <PMsxl
=min. [1.75 x 47.6; 90.9]
= 83.3 kNm
_,
,.
ous
=min. [83.3; 90.9]
<'-"'9
i in
Calculate the in-plane and out-of-plane capacities
For
f-)~
c f<
= <PMsx ( 1- N" )
<PNcx
(a)
-
Sec
< a
(1-~)
938
-90.9 X
= 80.7 kNm
(b)
<PMox
=<PMbx ( 1- N"
<j>Ncy
)
= 83.3 X ( 1- 105)
352
= 58.4 kNm
<PMex
= min. [<j>M;x ; <i>Moxl
= 58.4 kNm
and
= <j>Msy
(1
N" )
<i>Ncy
105
I
= 24 .9 x ( 1- 352 )
= 17.5 kNm
Thus
= 0.939
( < 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].
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
'
,; .• ;;Sf:OLU,!\1.1,1:,1:pP,f:t-I,,§.!=STION~ , .... _ ...•.•.·.
OCTN1/03-1999
!
8. 7 Maximum Design Loads for Angles Subject to Bending
8.7.1 General
·
Tables 8.2-1 to 8.?-6 and 8.3-1 to 8.3-6 give maximum design loads for stren th (Wu
d serV·
iceability (Ws1 , Wsv for simply supported angles subject to uniformly distributedg t
an roads.
·
·
des1gn
·
Des1gners
1oad
s h ou ld assess th e mru(lmum
s for stren gth and se .ransverse
bTty sepa·
1
11
rately as different load factors apply to these cases as specified in AS 117;: cea
ased
Two situations are considered as shown in Figure 8.1. Case (a) refers to angles wh· h
ntinU·
1
·
d
·
·
t·
d
·
d
d
'I
·
h
1c
are
co
I
t
ousy res rame agamst tw1s mg an constrame to e.. ect m t e ,oading plan C
(b) is tor
angles unrestrained against twisting and deflection in any plane. These cases ae. ase.d red in
principle only, in Clause 5.7 of AS 4100.
re consl e '
effectS·
For case (a) a first-order elastic analysis is suitable for determining the design f
However for the unrestrained case, case (b), the design action effects are d ac~ont on the
deformed shape of the member and a second-order analysis is required.
epen en
Sections 8.7.2 and 8.7.3 consider tables for cases (a) and {b) respectively. Further details on the
analysis and design of angle section members in these situations can be found in Ref. [ . ].
82
A
Uniformly Distributed Load W
Lspan
A
w
pW
I
lp
X
I
'
-
/
' 'I/ /
- /-:r-,;-e - - - /
/
y
X
/
n ---
/
y
I
I
""
s r::=~::Z:::::::J
n
'-
I
lp
'
r" :.-k"
' /
n---
/
'
I
y
/
''
'x
/l're---n
I
'\
I
/
y, /
/
I
I
'
b
''
b2
'-
~-(
~'X
I-
(a) Angle with Lateral Restraint
(Section A-A)
(b) Angle with :t:lo Lateral Restraint
(Section A-A)
Notes: (1) s- shear centre
(2) eccentricity e = b,/2
(3) The angle is torsionally restrained at the support in both cases
nbined
Figure 8.1: Schematic Representation of Angle Configurations
1;
;~
.:1
~·~
-
t DCTN1 /03-1999
. AI"
/03-1999 ·
~
AISC: DESIGN CAPACilY .TABLES FOR STRUCTURAL STEEL
VOLUI'V1E 1: OPEN SECTIONS
1
8.7.2 Angles with Continuous Lateral Restraint
Tables 8.2-1 to 8.2-6 give maximum design loads for angles with full lateral restraint. The maximum
design load for strength (WLJ is the lesser of the maximum design loads associated with either
biaxial bending or biaxial shear. The serviceability load (W$1) is the lesser of the load required to
reach the deflection limit (U250) and the yield load. Similarly the serviceability load (Ws2) is the
lesser of the load required to reach the deflection limit (U500) and the yield load.
It is assumed that the beams are simply supported with a uniformly distributed load applied along
the horizontal leg of the angle. This loading ensures there are no torsional effects. Note that the
direction of loading is important.
To constrain the member to bend in the loading plane (a non-principal plane), the restraint must
apply a significant force (Wrest) at right angles to the external load (IN). These two forces result in
bending about both principal axes of the angle. The maximum design load for strength is determined by considering the biaxial bending section capacity of the angle, or the biaxial shear capacity. Similarly the maximum design serviceability load is calculated by considering the deflection
caused by biaxial bending (though this deflection is constrained to be in the loading plane).
Note: BEAM SELF WEIGHT: For Tables 8.2-1 to 8.2-6, the self weight of the beam has NOT been
deducted. The designer must include the self-weight as part of the dead load when deter•
mining the maximum design load WL, Ws1 or Ws2-
. .
I
j
'
I
!
-~
!.,
L.~
l
[:1
_,
'ij
8.7.3 Angles without Continuous Lateral Restraint
Tables 8.3-1 to 8.3-6 give maximum design loads for angles without continuous lateral and
torsional restraint. The maximum design load for strength (WL) is the Jesser of the maximum design
loads concerned with either biaxial bending, or combined biaxial shear and torsion. The serviceability load (W$,) is the lesser of the load required to reach the deflection limit (U250) and the yield
load (either axial or shear yielding). Similarly the serviceability load (W$2) is the lesser of the load
required to reach the deflection limit (U500) and the yield load.
l
l!
[?-.2:
'l
j
il
;~
[~._3:
See
It is assumed that the beams are simply supported with a uniformly distributed load applied eccentric to the shear centre through the horizontal leg of the angle (Figure 8.1). The angle is torsionally
restrained at the supports only.
A second-order analysis is required to determine the design action effects and deflection.
Note: BEAM SELF WEIGHT: For Tables 8.3-1 to 8.3-6, the self weight of the beam has NOT been
deducted. The designer must include the self-weight as part of the dead load when determin.
*
*
*
ing the maximum design load WL, Ws1 or Ws2-
8.8 Eccentrically Loaded Single Angles in Trusses
Maximum design axial loads for single angle web compression members eccentrically loaded in
trusses are given in Tables 8.4-1 to 8.4-6. These tables apply only to angles subject to axial force
where there is an eccentricity of the applied load due to the nature of the connection of the angle
to the gusset plate in the truss.
Two cases are considered and are illustrated in Figure 8.2.
The maximum design loads are calculated in accordance with Clause 8.4.6 of AS 41 00. It is
assumed that the thickness of the gusset plate is 20 mm if the angle leg thickness is greater than
or equal to 16 mm, and 10 mm if the angle thickness is less than 16 mm.
The "Length" term listed in Tables 8.4-1 to 8.4-6 is considered to be the node-to-node length of
the single angle compression member.
Due to the research basis of Clause 8.4.6 of AS 4100 (see Ref. [8.3]), the single angle web compression member must be connected by welds or at least two bolts at each end for the general
angle configuration noted in Rgure 8.2. Also, as noted in Ref. [8.3], the eccentrically connected
single angle tension member On Figure 8.2) can be designed to Clause T.3.2(a) of AS 4100 or
Part 7 of these Tables.
--.8~14
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t
t
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ther
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angle _ ___,.
1St
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9n
Compression
angle
h
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angte---.1
e=c.,-1
.t~r-
crron
•I I
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(a) Angles on same side
I
Figure 8.2: Single Angles Loaded Through One Leg
;!'"
8.9 References
j
•ter-
:ld
gn
:ea·'-,Jd
ad
(b) Angles on opposite sides
[8.1]
Bradford, MA., Bridge, R.Q. and Trahair, N.S., "Worked Examples for Steel Structures",
third edition, Australian Institute of Steel Construction,1997.
[8.2]
Dayawansa, P.H., Goh, C.C. and Wilkie, R., "Design of Angles to AS 4100", Steel
Constuction, Vol. 25 No.2, Australian Institute of Steel Construction, 1991.
[8.3]
Standards Australia, AS 41 00 Supplement 1-1999: "Steel Structures Commentary"
(Supplement to AS 41 00-1998), Standards Australia, 1999.
-
.
;
)
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See Section 1.1.2 for details on reference Standards.
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AISC: DESIGN CAPACITY TABLES FOR. STR.UCTUR.AL STEEL
. . - ... .. ' v'OLUME.i: OPEN SECTIONS
.
•. 8-15
y
I
·I·
TABLE8.H
WELDED BEAMS
GRADE 300
DESIGN SECTION CAPACITIES
Oestgnatlon
i·
"
Design Section
Axial Capacllles
¢N,
$Nt
¢Mu
kN
kN
kNm
1200WB455
423
392
342
317
278
249
12200
11200
10200
8560
7780
6540
5600
14600
13600
7110
6510
5910
11000
10200
8930
7980
1000WB322
296
258
215
8580
7780
6540
5450
900WB282
257
218
175
Design Secllon Momenl Capacities
About x·axls
Aboul y-axls
¢Mrx (comp)
QMrx (lens)
¢Msy
¢Mo
kNm
kNm
4500
3790
3250
7330
6710
6090
5130
4640
3900
3350
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
8390
7680
6970
5880
5320
4470
3830
(1-n)
(1 -n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
10300
9520
8280
7390
4130
3720
3100
2580
4420
3980
3320
2740
(1-n)
(1-n)
(1-n)
(1·n)
4870
4390
3660
3050
7650
6840
5610
4480
9050
8250
7010
6030
3440
3070
2510
2020
3520
3140
2570
2050
(1·n)
(1·n)
(1-n)
(1-n)
800WB192
168
146
122
5070
4300
3830
3020
6150
5380
5020
4210
2030
1720
1540
1220
2040
1730
1540
1220
700WB173
150
130
115
4710
3980
3560
3020
5540
4810
4480
3940
1610
1350
1210
1020
1680
1420
1260
1060
Noles: (1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
12600
4980
I
y
kNm
1260
1130
Oeslgn Shear
Capacl!y
kNm
¢V,
kN
646
565
387
239
1500
1350
1010
769
673
460
285
(1-n2)
(1-n2)
(1-n)
(1-n2)
(1-n2)
(1-n')
(1 -n')
2900
2900
2900
2900
2900
2900
2900
(1-n)
(1-n)
(1·n)
(1·n)
646
565
387
244
768
672
460
290
(1-n')
(1-n2)
(1-n2)
(1-n2)
2490
2490
2490
2490
4050
3620
2960
2390
(1·n)
(1-n)
(1·n)
(1·n)
645
565
386
243
768
672
460
290
(1-n')
(1-n2)
(1 -n')
(1·n')
1730
1730
(1 -n)
(1-n)
(1·n)
(1·n)
2400
2030
1540
1220
(1 -n)
(1·n)
(1-n)
(1·n)
318
238
204
135
378
284
243
135
(1·n')
(1 -n')
(1·n')
(1-n)
1190
1190
1190
1190
(1-n)
(1-n)
(1-n)
(1-n)
1900
1600
1430
1210
(1·n)
(1-n)
(1·n)
(1-n)
267
197
169
134
318 (1-n2)
234 (1·n')
201 (1 -n')
134(1-n)
1100
1010
¢Mr~ {comp) refers to the design section momentcapacily reduced by compression (where n""' N• I ¢Ns) and must be less than or equal to QM;~.
¢Mrx (tens) refers to the design section moment capacity reduced by tension (where n"' N' I ¢N 1) and must be less than or equal to ¢Msx·
¢Mry refers to the design section moment capacity reduced by axial force (where n = N' I QN 1or N'/ ¢Ns) and must be less than or equal to ¢M 51 .
The above values of $N 1 are based on sections with no holes and k1 = 1.0. For other values of <}N 1see Tables 7·1 and 7·3.
For the design member moment capacity ¢Mb see Table 5.3;1.
For the design member capacity in compression (x·axis) ¢Ncx see Table 6·1 (A).
For the design member capacity In compression {y·axls) ¢Ncr see Table 6·1(B).
All references to Grade 300 refer to the specification of 300PLUS'"' Steel or AS/NZS 3679.2·300.
1730
1730
1100
1100
1100
TW
r
·I·
TABLE 8.1-2
WELDED BEAMS
GRADE 400
DESIGN SECTION CAPACITIES
Designation
I
y
Design Secllon Moment Capacllles
About x·axls
Aboul y·axls
Design Secllon
Axial Capacllles
Design Shear
Capaclly
¢N,
¢Nt
¢Mu
¢Mn(comp)
¢M 11 (tens)
¢M~
¢M~
¢Vv
kN
kN
kNm
kNm
kNm
kNm
kNm
kN
1200WB455
423
392
342
317
278
249
15400
14100
12800
10700
9680
8090
6870
18800
17500
16200
14100
13100
11500
9090
8320
7550
6360
5750
4630
4140
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
9090
8320
7550
6360
5750
4830
4140
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
1620
1460
1260
830
723
497
308
1930 (1-n')
1460 (1-n)
1260 (1-n)
988 (1-n')
723 (1-n)
497 (1-n)
10300
9090
8320
7550
6360
5750
4830
4140
366 (1·n2)
3320
3320
3320
3320
3320
3320
3320
1000WB322
296
256
215
10700
9680
6090
6590
13300
12200
10600
9360
5310
4780
3990
3270
5510
4960
4140
3370
(1-n)
(1-n)
(1-n)
(1-n)
6260
5640
4700
3650
(1-n)
(1-n)
(1-n)
(1-n)
830
723
497
303
988
723
497
303
(1-n')
(1-n)
(1-n)
(1-n)
3150
3150
3150
3150
900WB282
257
218
175
9660
8820
7030
5500
11800
10600
9010
7630
4370
3900
3190
2500
4370
3900
3190
2500
(1-n)
(1-n)
(1-n)
(1-n)
4370
3900
3190
2500
(1-n)
(1-n)
(1-n)
(1-n)
830
721
495
302
987
721
495
302
(1-n'l
(1-n)
(1-n)
(1-n)
1820
1820
1820
1820
800WB192
168
146
122
6390
5400
4730
3710
7910
6920
6360
6340
2540
2150
1880
1460
2540
2150
1880
1460
(1-n)
(1-n)
(1-n)
(1-n)
2540
2150
1880
1460
(1-n)
(1-n)
(1-n)
(1-n)
408
307
258
166
486 (1-n')
365 (1-n')
258 (1-n)
166(1-n)
1190
1190
1190
1190
700WB173
150
130
115
5930
5000
4390
3710
7130
6190
5880
4990
2070
1740
1540
1300
2090
1760
1540
1300
(1-n)
(1-n)
(1-n)
(1-n)
2440
2050
1810
1530
(1-n)
(1-n)
(1-n)
(1-n)
343
253
214
166
408 (1-n')
301 (1-n')
1360
1380
Notes: (1)
{2)
(3)
(4)
(5)
(6)
(7)
255 (1-n2)
1380
166 (1-n)
1380
9Mrx {comp) refers to the design section moment capacity reduced bycompr6ssion (where n = U'/ ¢Ns) and must be less than or equal to ¢Ms~·
QM nr (tens) r616rs to the design section moment capacity reduced by tension (where n "' N• I ¢N1l and must be less than or equal to ¢Msx.
¢Mr1 refers to the design section moment capacity reduced by axial force (where n"' N' I ¢N1 or N* I ¢Nsl and must be less than or equal to ¢Ms-1.
Tile above values of QN 1 are based on sections with no holes and k1 = 1.0. For other values of ¢N 1sea Tables 7-2 and 7-4.
For the design member moment capacity ¢Mb see Table 5.3-2.
For the design member capacity In compression {x-axis) ¢Nc.~ see Table 6-2(A).
For the design member capacity in compression {y·axis)9tlcy see Tabla 6-2(8).
y
I
TABLE 8.1-3
Deslgnallon
WELDED COLUMNS
GRADE 300
·~-·
DESIGN SECTION CAPACITIES
y
Design Secllon
Axial Capacllles
¢N,
¢No
¢MH
kN
kN
kNm
500WC440
414
383
340
290
267
228
14100
13300
12300
10900
9320
8570
7830
14100
13300
2620
2540
12300
2300
10900
9320
8570
7830
400WC361
328
303
270
212
181
144
11600
10500
9730
8660
6800
6210
4970
350WC280
258
230
197
9000
8290
7380
8330
Design Section Moment Capacities
Aboul x·axis
About Y·axis
¢Mrx(comp)
¢Mrx (lens)
¢M~
¢Mo
kNm
kNm
kNm
kNm
kN
1500 (1·n')
1500 (1-n2)
1350 (1-n2)
1200 (1-n2)
860 (1·nl
747 (1-n)
593 (1·n)
2420
1940
1940
2260
1910
1690
1410
(1-n)
(1·n)
(1-n)
(1-n)
(1-n)
(1-n)
(1-n)
3090
3000
2710
2670
1910
1690
1410
(1·n)
(1-n)
(1-n)
(1·n)
(1·n)
(1-n)
(1·n)
1260
1260
1140
1010
860
747
593
11600
10500
9730
8660
6800
6210
4970
1880
1790
1620
1430
1100
922
698
2220
2110
1910
1680
1100
922
698
(1·n)
(1·n)
(1-n)
(1-n)
(1-n)
(1-n)
(1·n)
2220
2110
1910
1680
1100
922
698
(1-n)
(1-n)
(1-n)
(1-n)
(1·n)
(1·n)
(1-nl
810
808
727
646
504
408
303
964
961
865
769
504
408
303
(1·n')
(1·n')
(1·n2)
(1-n')
(1·0)
(1-n)
(1·n)
2120
1480
1480
1320
1130
1130
907
9000
8290
7380
8330
1240
1120
986
844
1470
1320
1160
995
(1-n)
(1-n)
(1-n)
(1-n)
1470
1320
1160
995
(1-nl
(1-n)
(1-n)
(1-n)
618
557
495
433
736
683
589
515
(1-n2)
(1-n')
(1-n')
(1-n')
1160
1160
1040
891
¢1 1 ~ (comp) refers to the design secllon moment capacity reduced by compression {where n" N' I ¢Ns) and must be less than or equal to 9Ms~·
{2) $Mrx (tens) refers to the design seclion moment capacity reduced by tension (where n"' WI ¢Nt) and must be less th;:m or equal to $Mst.
(3) QMry refers to the design section moment capacity reduced by axial force (where n" N' I ¢Ntor N' I ¢Ns) and must be tess than or equal to ¢Msv.
(4) The above values of ¢N 1are based on sections with no holes and kt = 1.0. For other values of ¢Nrsee Tables 7·5 and 7-6.
li
(5) For the design member moment capacity ¢Mb see Table 5.3·3.
(6) For the design member capacity In compression (x·axis) ¢Nu: see Table 6·3(A).
(7) For the design member capacity In compression {y-axis) ¢Ncy see Table 6·3(8).
(8) All references to Grade 300 refer to the speciflcallon of 300PLUS 1 ~ Steel or A~INZS 3679.2·300.
g
·~
·~
... ~
. '
~
~
1 t.
ik-.··\B-·
- - - - - - - - - ·--~-......... .
•H""'A"-A
~
. "-
(
¢V,
3090
3000
2710
2670
1910
1690
1410
Notes: (I)
..
Design Shear
Capacity
·
1700
1460
1460
1460
i \
~-· ·
r
TABLE 8.1-4
WELDED COLUMNS
GRADE 400
DESIGN SECTION CAPACITIES
Oesignallon
Design Section Moment Capacilles
About x·axls
About y·axls
Design Section
Axial Capaellles
'
¢Mrdcomp)
¢Mrx (lens)
9M.,
¢M.,
¢V,
kN
kNm
kNm
kNm
kNm
kNm
kN
18100
17100
15800
14000
12000
11000
9570
18100
17100
15800
14000
12000
11000
9920
3370
3270
2960
2860
2400
2120
1660
3980
3850
3490
2860
2400
2120
1660
(1-o)
(1-o)
(1-o)
(1-o)
(1-o)
(1-n)
(1-n)
3980
3850
3490
2860
2400
2120
1660
(1·0)
(1-o)
(1·o)
(1·0)
(1-n)
(1·1l)
(1·o)
1620
1620
1460
1270
1070
928
717
1930 (1-o')
1930 (1-o2)
1740 (1·o')
1270 (1·0)
1070 (1-o)
928 (1-o)
717 (1·o)
400WC361
328
303
270
212
181
144
14900
13500
12500
11100
8750
7870
6070
14900
13500
12500
11100
8750
7870
6290
2420
2300
2080
1830
1380
1140
624
2850
2710
2450
2160
1380
1140
824
(1·n)
(1-o)
(1-o)
(1-o)
(1-o)
(1-o)
(1-o)
2850
2710
2450
2160
1380
1140
824
(1·o)
(1-o)
(1·0)
(1-o)
(1-o)
(1·n)
(1-o)
1040
1040
935
831
831
499
367
1240 (1-o')
1240 (1-o')
1110 (1-o')
988 (1-o2)
631 (1-o)
499 (1-n)
367 (1·o)
3010.
2490
2490
2190
1850
1850
1850
2690.
1910
1910
1700
1440
1440
1150
350WC280
258
230
197
11600
10700
9490
8130
11600
10700
9490
8130
1600
1440
1270
1080
1890
1700
1500
1280
(1-o)
(1-o)
(1-o)
(1·o)
1890
1700
1500
1280
{1·0)
(1·o)
(1-n)
(1·o)
795
716
836
556
946 (1·o')
852 (1·o')
757 (1·n')
662 (1·o')
¢NJ
kN
500WC440
414
383
340
290
267
228
¢Mr~
(comp) refers to the design section moment capacity reduced by compression (where n = N' I ¢Ns) and must be less than or equal to QMv.
I)M rx (tens) refers to the design section moment capacity reduced by tension (where n = W I ¢N 1) and must be less than or equal to ¢M;x.
¢Mry refers to the design section moment capacity reduced by axial force (where n = N. I ¢Nt or u· /¢Ns) and must be less than or equal to ¢Ms~·
The above values of QN 1 are based on sections with no holes and k1 =1.0. For other values of ¢N 1see Tables 7·7 and 7·8.
For the design member moment capacity 9Mb see Table 5.3·4.
For the design member capacity In compression (x·axis) ¢Ncx see Table 6·4(A).
for !he design member capacity in compJesslon (y·axis) ¢Ncy see Table 6·4(8).
(8) • Indicates shear capacity governed by the shear capacity of the weld.
00
I
<0
Capaclly
9Mu
¢N,
Notes: (1)
(2)
(3)
{4)
(5)
(6)
(7)
......
Design Shear
1500
1500
1340
1130
•00
-',I
.• 1\)
(0
TABLE 8.1-5
UNIVERSAL BEAMS
GRADE 300
DESIGN SECTION CAPACITIES
Oeslgnallon
g
~
~
."'
~ ~ ~ i·'£- w~·=· ~· · •"=•· •~•···~··----~"--~·
·.· C>
·.
'
·. <0
~
g
~
.)
Design Section
Axial Capacllles
Design Shear
Design Section Moment Capacities
About x·axls
Capaclly
About y·axls
¢N,
¢Nt
¢Mu
¢M"(comp)
¢M,(Iens)
¢M.,
¢Mq
¢V,
kN
kN
kNm
kNm
kNm
kNm
kNm
kN
610UB 125
113
101
3820
3370
3110
4020
3650
3510
927
829
782
1070 (1-n)
942 (1-n)
869 (1-n)
1090 (1-n)
979 (1-n)
923 (1-n)
130
114
104
530UB 92.4
82.0
2960
2560
3190
2840
640
558
728 (1-n)
625 (1-n)
755 (1-n)
658 (1-n)
460UB 82.1
74.6
67.1
2770
2440
2130
2830
2570
2320
496
449
399
579 (1-n)
515 (1-n)
451 (1-n)
410UB 59.7
53.7
1940
1810
2060
1980
324
304 •
360UB 56.7
50.7
44.7
1950
1680
1530
1960
1750
1650
310UB 46.2
40.4
32.0
1590
1430
154
135
124
(1-n')
(1-n')
(1-n')
1180
1100
1100
92.2
78.0
110
92.9
(1-n')
(1-n2)
939
876
585 (1-n)
529 (1-n)
471 (1-n)
79.0
62.0
94.0
84.3
73.8
(1-n2)
(1-n')
(1-n')
788
719
667
369 (1-n)
342 (1-n)
382 (1-n)
359 (1-n)
54.8
49.8
65.3
59.3
(1-n2)
(1-n'l
548
529
273
242
222
322 (1-n)
280 (1-n)
222 (1-n)
323 (1-n)
286 (1-n)
222 (1-n)
52.0
45.5
40.4
61.9
54.1
40.4
(1-n')
(1·n')
(1-n)
496
449
420
1070
1600
1500
1180
197
182
134
231 (1-n)
208 (1-n)
134 (1-n)
232 (1-n)
215 (1-n)
134 (1-n)
44.0
40.0
25.0
52.3
47.6
25.0
(1-n')
(1-n'l
(1-n)
356
320
283
250UB 37.3
31.4
25.7
1370
1150
893
1370
1150
941
140
114
92.0
165 (1-n)
114 (!Cn) ·
105 (1-n)
165 (1-n)
114 (1-n)
109 (1-n)
33.5
26.3
17.8
39.9
26.3
21.1
(1-n2)
(1-n)
(1-n')
283
265
214
200UB 29.8
25.4
22.3
18.2
1100
930
826
661
1100
930
826
668
90.9
74.6
65.3
51.8
107 (1-n)
74.6(1-n)
65.3(1-n)
60.8(1-n)
107 (1-n)
74.6(1-n)
65.3(1-n) ·
61.1(1-n)
24.9
19.8
17.4
9.92
29.6
19.8
17.4
11.8
(1-n')
(1-n)
(1-n)
(1-n2)
225
204
174
154
180UB 22.2
18.1
16.1
813
663
589
813
663
589
56.2
45.2
39.8
66.4(1-n)
53.4(1-n)
47.0(1-n)
66.4(1-n)
53.4(1-n)
47.0(1-n)
11.7
9.36
8.19
13.9 (1-n')
11.1 (1-n')
9.75 (1-n')
186
151
135
150UB 18.0
14.0
661
514
661
514
38.9
29.3
45.9(1-n)
34.6(1-n)
45.9(1-n)
34.6(1-n)
7.74
5.70
9.21 (1-n')
6.78 (1-n2)
161
130
70.8
Notes: (1) !}MIX (camp) refers to the design section moment capacity reduced by compression (where n = N'l ¢-Ns) and must be less than or equal to 9Msx.
(2) 1/Mrx {tens) refers to the design section moment capacity reduced by tension {where n = N' I ¢N 1) and must be less than or equal to ¢Msx·
(3) 9Mcy refers to the design sectron moment e<~pacity reduced by axial force (where n"'" N" I QN 1 or WI ¢N5) and must be tess than or equal to ¢MS'I·
(4) The above values of ¢Nr are based on sections with no holes and kt"' 1.0. For other values of $N 1 see Tables 7·9 and 7·10.
(5) For the design member moment capaclly ¢Mb see Table 5.3·5.
(6) For the design member e<~pacity in compression (x-axis) ¢Nu see Table 6·5(A).
(7) For the 4es1gn member capacity in compression (y·axis) 9t'Jcy see Table 6·5{8).
(8) All refer4nces to Grade 300 refer to the speclricat!on of 300PLUSlr.t Steel or AS!NZS 3679.1·300.
-··· -----·- - - - - -
(
I
L
§\
{d1 rur ur; d;;;~, """"~;~ ~~---·~J- --~~~mPI .. _ ,x·axisl . .
~e Tab(
·
(
{7) For the design member capacity in compression (y·axis) I}Ncy see Table 6·5(B).
(8) AU references to Grade 300 refer to the specllicallon of 300PLUS 1 ~ Steel or ASINZS 3679.1·300.
--
r
x-JE-x
TABLE 8.1-6
UNIVERSAL COLUMNS
GRADE 300
J
DESIGN SECTION CAPACITIES
Design Section
DeslgnaUon
Design Secllon Moment Capacllles
Axial Capatllles
About x-axls
Design Shear
Capacity
About y-axls
¢N,
¢Nt
¢Mu
¢Mn(comp)
¢Mn(lens}
¢Msy
¢Mo
¢V,
kN
kN
kNm
kNm
kNm
kNm
kNm
kN
5070
4400
5070
4400
796
684
582
422
310UC156
137
118
96.8
3780
3780
3340
3340
676
580
494
422
(1-n)
(1-n)
(1-n)
(1-n)
796
664
582
422
(1-n)
(1-n)
(1-n)
(1-n)
305
261
222
187
363
311
264
187
(1-n')
(1-n')
(i·n2)
(1-n)
632
717
606
527
250UC 89.5
72.9
2870
2520
2870
2520
309
266
365 (1-n)
266 (1-n)
365 (1-n)
266 (1-n)
143
123
170
123
(1-n2)
(1-n)
472
377
200UC 59.6
52.2
46.2
2060
1800
1590
2060
1800
1590
177
154
133
209 (1-n)
162 (1-n)
133 (1-n)
209 (1-n)
182 (1-n)
133 (1-n)
80.6
70.3
60.3
96.0 (1-n')
63.6 (1-n2)
60.3 (1-n)
337
285
257
150UC 37.2
30.0
23.4
1280
1110
859
121i0
1110
659
83.6
71.9
50.7
96.7(1-n)
84.8(1-n)
50.7(1-n)
98.7(1-n)
84.6(1-n)
50.7(1-n)
36.9
31.7
21.2
43.9 (1-n2)
37.7 (1-n2)
21.2 (1-n)
226
160
161
100UC 14.6
543
543
21.4
25.3(1-n)
25.3(1-n)
9.91
11.8 (1-n')
Notes: (1) 9Mrx (camp) refers to the design section moment capacity reduced by compression {where n =N* I ¢N!) and must be less than or equal to ¢Ms(·
(2) ¢Mu (tens) refers to the design section moment capacity reduced by tension {where n = N• I ¢N 1) and must be less !han or equal to ¢M~:o:.
(3) I)M 1y refers to the design section moment capacity reduced by qxial force (where n = N·I ¢N 1 or N' I ¢N 0) and must be less than or equal to ¢M51 .
(4) The above values of ¢rJ 1 are based on sections with no holes and k1 =1.0. For other values of ¢N 1see Tables 7-11 and 7·12.
(5) For the design member moment capacity QMb see Tabla 5.3-6.
{6) For the design member c.1pacity In compression (x·axis) ¢Ntx see Table 6·6{A).
(7) For the design member capaclly fn compression (y-axls) ¢Ncy see Tabla 6·6(8).
(8) All references to Grade 300 refer to the speciflc.lt/on of 300PWS'M Steel or ASINZS 3679.1-300.
63.8
-------~~_)
~r "'"'
TABLE 8.1-7
TEES CUT FROM UNIVERSAL BEAMS x- GRADE 300
• . - -x
~ \_ '""
DESIGN SECTION CAPACITIES
Designation
Design Section
Axial Capacllies
¢Ns
kN
¢N1
'"
Design Section Moment Capacllles
About x-axls
Stem Down
Stem Up
¢Msl!
¢Msu
About y·axls
¢Msy
kNm
kHm
kNm
'"
1690
1490
1380
1310
1130
2010
1820
1750
1590
1420
112
104
103
78.3
72.1
72.7
59.6
49.5
45.3
37.0
64.9
56,8
52.1
46.1
39.0
520
486
488
414
387
230BT41.1
37.3
33.6
205BT 29.9
26.9
1230
1090
951
870
810
1410
1280
1160
1030
989
56.8
51.8
47.6
35.3
35.8
39.5
32.7
26.3
20.8
18.8
39.5
35.4
31.0
27.4
24.9
346
316
293
240
232
180BT 28.4
25.4
22.4
976
872
822
799
748
586
28.2
25.4
24.4
20.2
17.0
14.2
26.0.
22.7
20.2
217
196
184
155BT 23.1
20.2
16.0
871
756
688
721
652
487
17.6
16.8
13.6
12.4
10.2
7.23
22.0
20.0
12.5
154
139
123
125BT 18.7
15.7
12.9
635
523
405
682
576
469
542
446
380
297
16.7
13.2
8.88
12.4
9.90
8.68
4.96
90BT 11.1
9.1
8.1
405
319
274
549
464
412
332
405
330
293
9.38
8.37
5.56
6.60
5.67
4.50
3.64
123
115
92.5
100BT 14.9'
12.7 •
11.2 •
9.1
12.3
11.2
9.03
7.86
6.92
5.62
5.11
5.40
4.37
3.87
4.75
3.57
3.01
5.85
4.68
4.09
80.4
65.3
58.0
75BT 9.0
7.0
329
256
329
256
3.96J
3.14
3.66
2.73
3.87
2.85
69.7
56.2
97.4
88.2
75.2
66.3
Noles: {1) • indicates x· andy-axis are Interchanged from that shown on the diagram.
(2) Slem Down and ¢M 5 .-~Is for bending about the x·axls which causes compression In lhe flange.
(3) Stem Up and QM:-•s Is lor bending about the x-axis which causes compression in the stem.
{4) For all seclions QM,. = QMs. (1·n) where n =WI ¢Ns or N' I ¢N 1•
(5) For all secUons ¢Mry" ¢M 5y (1·11) where n = N' I ¢Ns or N' I ¢Nt.
{6) The above valoos of 91'11are based on se<:Uons with no holes and k1 = 0.9. For other values ol ¢Ntsee Tables 7·13 and 7·14.
(7) For the design member moment capacity ¢Mb see Tables 5.3-7 and 5.3·8.
(B) For the design member capacity in compression (x·axis) ¢Ncx see Table 6·7{A).
(9) For the design member capacity in compression {y·axis) ¢Ncy see Table 6·7(B).
(10) Allteferencts to Grade 300 refer to the specif!ca\!on of 300PLUS'~.~ Steel or AS/NZS 3679.1·300.
~I
TEES CUT FROM UNIVERSAL COLUMNS
GRADE 300
DESIGN SECTION CAPACITIES
<,V,
305BT 62.5
56.5
50.5
265BT 46.3
41.0
n xw
TABLE 8.1-8
Design Shear
Capacity
Deslgnallon
Design Section
Axial Capacities
~H,
kN
Design Section Moment Capacities
About y-axls
Stem Down
Stem Up
Aboul x·axls
Design Shear
Capacity
¢N1
¢M,~
9Mqs
¢Mu
'"
kNm
kNm
kNm
kN
¢V,
155CT 79.0
68.5
59.0
48.4
2530
2200
1890
1670
2530
2200
1890
1670
42.7
36.5
30.7
24.7
42.5
35.3
28.6
23.1
152
131
111
93.7
357
308
260
226
125CT 44.8
36.5
1430
1260
1430
1260
18.3
15.2
17.5
13.9
71.5
61.3
202
161
100CT 29.8
26.1
23.1
1030
897
795
1030
897
795
11.2
9.44
8.13
10.8
8.79
7.64
40.3
35.1
30.1
144
122
110
75CT 18.6
15.0
11.7
50CT 7.4
637
554
428
270
637
554
428
270
5.69
4.78
3.53
1.33
5.66
4.51
3.84
1.32
18.4
15.9
10.6
4.95
96.9
76.8
68.9
35.4
Notes: (1) Stem Down and ¢MSi', Is for bending about the y·axis which causes compression In the flange.
(2) Stem Up and ¢Msys Is for bending about the y·axis which causes compression In the stem.
(3) For all sections ¢M rx = ¢Msl (t·n) where n = N• I ¢Ns or N• I ¢Nt.
(4) For all sections ¢Mry = ¢Msy (t·n) where n = N' I ¢N$ or N' I ¢Nt.
(5) The above values of ¢N 1 are based on secllons with no holes and k1 = 0.9. For other values of ¢Nt see Tables 7·15 and 7·16.
(6) For tees bending about the y·axis the design member moment capacity ¢Mb equals the design secllon moment
capacity, ¢Msy·
{7) For the design member capacity in compression (x·axis) 9f~cx see Table 6·8(A).
(8) For the design member capacity In compression (y·axis) 9Ncy see Table 6·8(8).
(9) AI! references to Grade 300 refer to the specification of 300PLUS'~,~ Steel or ASINZS 3679.1·300.
'·--
,~
TABLE 8.1-9
PARALLEL FLANGE CHANNELS
GRADE 300
DESIGN SECTION CAPACITIES
Designation
Mass
Design Section
per
metre
Design Section Moment Capacities
Axial Capacities
AboutNxis
oN,
About v·axis
Design Shear
Capacity
kg/m
kN
•••kN
kNm
kNm
kNm
kN
55.2
1770
1770
238
28.9
33.8
657
300 PFC
40.1
1380
1380
152
22.2
26.1
415
250 PFC
35.5
1220
1220
114
24.0
24.0
346
230 PFC
25.1
864
864
73.3
12.2
13.6
258
200 PFC
22.9
786
768
59.7
12.6
13.2
207
180 PFC
20.9
718
718
49.0
12.1
12.1
187
150 PFC
17.7
649
645
37.0
11.1
11.1
156
125 PFC
11.9
438
435
21.0
6.58
6.56
11.6
3.46
3.46
72.6
1.97
1.97
492
380 PFC
100 PFC
8.33
306
304
75PFC
5.92
217
216
Notes: (1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
oM~
6.16
oM,._
<j!MsyR
.v.
102
$MsyL refers to bending about they-axis that causes compression in the web marked L.
$M~yR refers to bending about they-axis that causes compression in the toe marked R.
For all sections ¢1Mrx =$Msx (1-n) where n =N" I wNs or N· 1 $N 1•
For all sections ¢~Mrv =¢1M~ (1-n) where n =N* I ¢>Ns or W 1 $N 1•
The above values of $Nt are based on sections with no holes and k1 = 0.85. For other values of <J>N 1 see Tables 7-17 and 7-18.
For the design member moment capacity q>M~ see Table 5.3--9.
For the design member capacity in compression (x~axis) <llNo: see Table 6-9(A).
For the design member capacity in compression (y~axis) q>N cy see Table 6-9(8).
All references to Grade 300 refer to the specification of 300PLUS'fM Steel or ASINZS 3679.1~300.
ci
~
ci
-:0
TABLE 8.1-10
M
i(l
.~
TAPER FLANGE BEAMS
GRADE 300
DESIGN SECTION CAPACITIES
'"'
Designation
Mass
per
Design Section
Axial capacities
metre
~N,
kg/m
125 TFB
100TFB
Notes: (1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
!99
13.1
7.20
kN
•••kN
482
482
264
264
Design Section Moment Capacities
Ahout x~axis
Ahout y·axis
oM~
$Mrx(comp)
!j!Mrx(tens)
oM,
oM,
kNm
kNm
kNm
kNm
kNm
kN
23.1
27.3 (1-n)
27.3 (1-n)
4.48
5.33 (1-n2)
108
11.6 (1-n)
11.6 (1-n)
1.53
1.82 (1-n2)
9.82
$Mrx {camp) refers to the design section moment capacity reduced by compression (where n"' N· I !)INs) and must be less than or equal to ¢1M:ol<.
<t>M rx (tens) refers to the design section moment capacity reduced by tension (where n =N" I q,N 1) and must be less than or equal to q,M:;)<.
<J>M ry refers to the design section moment capacity reduced by axial ton:::e (where n = N* I ¢IN: or N• I q,N 5) and must be tess thari or equal to !jiM~.
The above values of <j>N 1 are basetl on sections with no holes and k1 " 1.0. For other values of q:,N 1 see Table 7~ 19.
For the design member moment capacity <!>Mb see Table 5.3-10.
For the design member capacity in compression (x-axis) !j!Ncx see Table 6-1 O(A).
For the design member capacity in compression {y-axis) !j!Ncy see Table 6-1 O(B).
AU references to Grade 300 refer to the specification of 300PLUS'~ Steel or ASINZS 3679.1-300.
DCTN1/03-1999 · ·
AISC~DESIGN
Design
Sbear
Capacity
CAPACIBCfABLES FOB STRUCTURAL STEEL
-voLUME 1: OPEN SECTIONS
ov.
69.1
TABLE 8.1-11(2)
EQUAL ANGLES
GRADE 300
DESIGN SECTION CAPACITIES
TABLE 8.1-11 (1)
EQUAL ANGLES
GRADE 300
Design Section
Deslgnallon
Axial Capat:llles
Mass
per
SHEAR CENTRE
DESIGN SECTION CAPACITIES
Design Section
Deslgnallon
Axial Capacities
melre
¢N,
¢N1
kg/m
kN
kN
kNm
kNm
kNm
200 X 200 X 26EA
20EA'
18EA
16EA
13EA
76.8
60.1
S4.4
48.7
40.0
2470
1930
1750
1670
1370
2470
1930
17SO
1670
1370
1S2
121
108
99.7
76.9
67.3
55.0
49.S
46.5
36.7
67.3
SS.6
S1.3
S0.3
42.7
150 X 150 X 19EA
16EA
12EA
10EA
42.1
35.4
27.3
21.9
1350
1220
940
769
13SO
1220
940
797
62.6
S7.1
41.9
32.8
27.8
2S.8
19.S
15.7
27.8
26.0
21.1
18.7
12S X 125 X 16EA
12EA
!OEA
SEA
29.1
22.S
18.0
14.9
1000
774
661
516
1000
774
857
S44
38.6
29.S
24.0
18.5
17.1
13.6
11.2
S.84
17.1
14.0
12.4
10.6
per
Load· a
load D
¢M.,
¢Msy
Notes: (1) The values oi9Ms~·and ¢Msy depend on the di$11on of the bending moment.
The appropriate value Is based on the direction of the load {A, B or D) as shown In the diagram.
(2) For all sections ¢Mrx = QMsx (1·n) where n ""N'/¢Ns or N'/¢N 1•
(3) For all sections ¢MIY = 9Mw{1·n) where n = N*/9Ns or N•f¢N 1•
(4) The above values of ¢Nt are based on sections with no holes and kt =0.85 (one leg attached).
For other values of QN1 see Table 7·20(1 ).
(5) For the design member capacity In compression (x·axls) 9Ncx see Table 6· t 1(A)·1.
(6) For the design member capacity in compression (y-axfs) QNcy see Table 6·11 (8)·1.
(7) All references to Grade 300 refer to the specification of 300 PLUS'"' Steel or ASINZS 3679.1·300.
g
~
5
......_
ff
--~.
~
h","'
,.:~ ·:·~·,· ·~~~-~s~·~~~~~~~~~~~ew~~~~~~~~~~~~~~~~--~~~-=,.
metre
¢N,
¢N1
kg/m
kN
kN
kNm
kNm
kNm
8.41
7.25
5.87
4.27
8.41
7.53
6.46
5.22
17.7
14.2
11.8
9.16
610
522
433
304
610
519
430
334
90x 90 X 10EA
SEA
6EA
12.7
10.6
8.22
467
388
302
464
385
300
13.0
10.4
7.45
5.87
4.80
3.56
5.94
5.11
4.16
75 X 75 X 10EA
SEA
SEA
SEA
10.5
8.73
6.S1
S.27
385
320
250
179
383
318
24S
192
8.80
7.32
S.39
3.79
3.93
3.35
2.SS
1.S6
3.93
3.40
2.7S
2.25
6Sx 65 X 10EA
SEA
6EA
SEA
9.02
7.51
S.87
4.S6
331
276
215
167
329
274
214
166
6.49
S.54
4.23
3.06
2.85
2.48
1.9S
1.4S
2.85
2.48
2.04
1.66
55 X S5x
6EA
SEA
4.93
3.84
1S1
141
1SO
140
3.07
2.27
1.39
1.07
1.40
1.15
sox 50x
SEA
6EA
SEA
3EA
5.6S
4.46
3.48
2.31
20S
164
127
77.0
207
162
127
S4.4
3.09
2.50
1.90
1.10
1.36
1.13
O.SS7
0.547
1.36
1.13
0.929
0.669
45x 45x
6EA
SEA
3EA
3.97
3.10
2.06
146
114
7S.6
14S
113
7S.1
1.98
1.55
0.920
0.881
0.712
0.448
0.881
0.726
O.S23
40 X 40 X 6EA
SEA
3EA
3.SO
2.73
1.83
12S
100
67.0
127
99.7
66.S
1.S2
1.22
0.747
0.671
O.SS6
0.362
3Dx 30x
6EA
SEA
3EA
2.56
2.01
1.3S
93.7
73.8
49.7
93.1
73.3
49.4
0.789
0.643
0.433
0.342
0.285
0.206
0.671
O.SS6
0.403
0.342
0.28S
0.211
2Sx 2Sx
6EA
SEA
3EA
2.0S
1.65
1.12
76.S
60.6
41.0
76.S
60.2
40.8
O.S13
0.423
0.296
0.221
0.18S
0.138
0.221
0.1S5
0.138
Notes: (1) The values of ¢Ms~ and ¢Ms1 depend on the direction of the bending moment
The appropriate value is based on the direction of the load {A, 8 or D) as shown in the diagram.
(2) For all sections ¢M 1x= ¢Msx (1-n) whem n =N'/¢Ns or N'/¢N 1•
{3) For all sections ¢MIY =¢M51 (1·n) where n = W/¢Ns or N'/¢N 1•
(4) The above values of ¢N1 are based on sections with no holes and kt = 0.85 (one leg auached).
For other values of ¢N 1 see Table 7·20(2).
(5) For the design member capacity in compression (x·axis) ¢Nu see Table 6·11(A)2.
(61 for lha design memba< capacily in compression (y-axis) ¢Nor sea Table 6-11(8)·2.
_
(7)A!Ireferencesi~G~~-=~·,~~:-~~"~''~'=''_'"~'~'-P'~''..1i':::~''~'~OO~P~l~US~'"~S~te=e~lo•'A~s~m~Z~SQ3~6799.tif·m300~·~u~~--~'t~Hrl4-i
:91
.
...;
¢Mn
10EA
SEA
6EA
Aboul y·axls
About x·axls
Load A or C
¢Mu
Mass
About y·axls
Load 0
QMsy
~Msy
load B
18.9
15.9
12.6
8.90
100 X 100 X 12EA
Design Section Moment Capacllles
Design Seclion Moment Capacllles
About x·axls
Load Aor C
\
II
tt
) For
n merr(
lCity I~
JSslon l
?Nus;
6·11 (I
(6) For the design member capacity in compression (y·axfsJ I}Ncy see fable 6· 110h·2.
(7) AU references to Grade 300 refer to the speclflcalfon of 300 PlUSu1 Steel or AS/rJZS 3679.1-300.
TABLE 8.1-12
UNEQUAL ANGLES
GRADE300
SHEAR CENTRE
DESIGN SECTION CAPACITIES
Oeslgnallon
per
metre
¢N,
kg/m
!50 X 100 X 12UA
!OUA
150x 90x 16UA
12UA
10UA
SUA
Design Section Moment Capacllies
Design Secllon
Axial Capacllles
Mass
Aboul
Aboul x·axls
~-axis
Load A
load C
Load B
load 0
¢Jlt
¢Msx
¢Mn
¢M,y
¢Msy
kN
kN
kNm
kNm
kllm
kNm
22.5
18.0
774
644
724
579
27.6
21.6
29.8
23.5
9.54
7.48
11.5
9.91
27.9
21.6
17.3
14.3
959
742
617
453
697
693
556
460
35.6
20.3
IS.3
35.S
28.1
23.6
17.4
17.7
14.2
11.S
9.16
570
458
379
295
39S
330
257
1S.5
14.9
11.5
7.73
11.3
S.98
6.34
26.0
10.7
7.78
6.10
11.9
9.35
8.07
4.5S
6.72
19.0
16.5
13.3
9.99
11.8
9.52
6.26
5.56
4.45
3.44
2.32
4.S9
3.64
2.S7
5.72
4.94
4.13
3.23
4.77
4.00
3.14
SUA
6UA
10.3
7.98
610
522
417
277
454
376
277
75 X 50 X SUA
6UA
SUA
7.23
S.66
4.40
265
208
1S4
232
1S2
141
4.90
3.62
2.S6
4.98
3.9S
2.78
1. 71
1.26
0.89S
1.73
1.38
1.08
65x sox SUA
6UA
SUA
6.S9
5.16
4.02
242
189
147
212
166
129
4.0S
3.09
2.23
4.0S
3.23
2.28
1.69
1.29
0.932
1.69
1.35
1.06
125x 75 X 12UA
IOUA
SUA
6UA
100 X 75 X 10UA
12.4
Notes: {1) The values of ¢Ms~ and ¢Msy depend on the direcllon of the bending moment.
The appropriate value depends on the direction of the toad (A, 8, Cor 0) as shown in the diagram.
(2) For all sections ¢Mrr = QMs• (1·n) where n = N'/oNs or N' I ¢N1.
(3} For all sectio~ ¢Mrv = OMw (1·n) where n = N' I ¢Ns or N'/ ¢Nt.
(4) The above valves of $Nt are based on sections with no holes and k1 = 0.75 (short leg attached),
For other values of $N 1 see Tables 7·21 and 7·22.
(5) For !he design member capacity In compression (x-axls) 41N 01 see Table 6·12(A).
(6) For the design member capacity In compression (y·axls) .;.Ncy see Table 6-12(8).
{7) All references to Grade 300 refer to the specification of 300PLUsr~ Steel or AS!NZS 3679.1·300.
~
I
TABLE 8.2-1(1)
EQUAL ANGLES
GRADE 300
I
L
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
vertical leg down
Wl =Maximum Design Load based on Design Moment or Design Shear Capacity
W$1 "'Maximum Serviceability Design Load based on Deflection Limit of Span/250 or First Yield
wS2 =Maximum Serviceability Design Load based on Deflection Limit of Span/500 or Rrst Yield
Designation
Mass
Wt (kN)/Ws1 (kN)/Ws2 (kN)
Span in metres
Perm
kg/m
200x200x26EA
76.8
20EA
60.1
18EA
54.4
16EA
13EA
48.7
40.0
1
2
3
4
681
340
2Z7
170
~~~®llli~WEi 138
275
' !;ti
548
42.1
35.4
27.3
21.9
29.1
12EA
22.5
10EA
SEA
18.0
14.9
97.2
45.0
85.1
34.4
75.6
22.5
17.2
272
13.6
78.3
36.1
68.5
27.6
60.9
21.8
24.5
18.0
13.8
10.9
81.7
44.8
70.0
32.9
61.3
32.3
22.4
16.5
252
12.6
54.5
19.9
91.3
58.2
76.1
40.4
65.2
57.1
29.1
20.2
29.7
14.8
22.7
11.4
71.0
48.3
59.2
33.6
44.4
18.9
24.2
16.8
140
281
93.6
~;:£;?~S1!14:~i~ 75.6
70.2
42.5
56.2
46.8
21.3
27.2
13.6
16.9
37.8
259
86.2
64.7
-i--:iif®i:-~
>. •,-~,:~if.W
,.,,.
64.7
36.4
51.7
23.3
9.45
43.1
37.0
11.7
16.2
8.09
11.9
18.2
48.0
36.4
18.3
32.0
12.7
27.4 24.0
9.36 7.16
85.1
129
;i..~
192
72.8
32.4
95.9
64.0
50.9
~szs~
57.3
152
75.9
25.5
14.3
37.9
232
~4:ti~~~:;~t'®'~ 41.3
46.4
20.6
173
86.7
135
67.7
28.6
50.6
tt4.rt:rutr ~
125x125x16EA
9
37.7
151
.- ' '~~:.::
10EA
44.1
110
70.7
35.3
98.1
64.5
113
61.2
30.6
91.3
49.1
8
67.1
> ' ,,
12EA
55.2
136
88.1
7
50.7
24.7
12.3
40.1
13.9
ii23~
16EA
68.8
137
110
123
101
50.4
114
~r;-;t9itii$'§B~::-: 90.9
1(;93;,
182
80.8
45.5
118
355
177
88.7
~~~iSZl~Qsv~f~ 75.5
l~
150x150x 19EA
122
274
183
~]!~£S22S~~F'~%%?'
@Si1J
221
98.2
490
245
163
.Z%205~t:,a6J~;~
:i
'
202
89.6
457
228
152
6
5
11.6
57.8
43.4
20.4
45.1
If~~$")~ 28.7
"' ~-, 32.3
14.4
110
55.0
36.6
~'~~~'-if48:3}i 23.4
33.9
16.2
~~;12~4:~ 36.3
18.1
fl~ 40.8
)f;~Gjj;J;;.
26.3
85.6
42.8
11.7
28.5
~~~~fl%:40"~1~ 19.5
!iic'l!Ql4!:
2:Mi--
9.76
10.2
8.08
27.5
13.1
6.57
21.4
11.0
5.49
9.17
30.3
14.9
7.43
34.7
13.1
6.53
27.1
10.3
6.37
25.3
10.3
5.16
28.9
9.07
4.54
22.6
5.17
7.16
3.59
22.0
8.41
18.3
5.64
4.20
2.92
7.03
14.3
4.88
3.51
2.44
17.1
6.94
9.44
35.1
10.6
5.32
32.3
5.95
4.66
9.1
4.55
3.58
21.7 19.0
7.58 5.8
3.79 2.9
24.8 21.7
6.67 5.1
3.33
2.55
19.3 16.9
528 4.04
50.7
18.0
8.98
39.4
14.9
8.07
45.7
14.5
7.27
35.5
12.1
6.04
28.1
6.80
4.20
3.40
26.7
7.19
3.60
21.3
5.66
25.9
5.63
2.91
19.2.
4.58
2.29
2.83
16.9
4.58
15.2
3.71
2.29
1.86
19.3
4.03
2.02
15.0
3.19
1.60
1.64
1.30
12.2 10.7
3.59 2.74
9.51
2.17
1.37
8.84
49.0
16.1
7.46
12.2
2.60
1.79
11.0
54.8
17.7
31.2
8.40
2.02
2.14
68.1
22.0
9.96
15.7 13.7
4.29 328
2.64
10
1.08
Notes: (1) Shading indicates serviceability load governed by yielding.
(2) All references to Grade 300 refer to the specification of 300 PLU:YM Steel on AS!NZS 3679.1·300.
FULL LATERAL
RESTRAINT
.8-26
-
,.__,'.
AISC: DESIGN CAPACI1Y TABLES FOR STRUCTURAL STEEL
. ·'· c :';C:,.',:;.;.-::::v.Ot:MM&-t.:':eP-EN SEC:r.IONSc, ... _, .:.-c ·-
-
DCTN1/03-1999
I
I
TABLE 8.2-1 (2)
EQUAL ANGLES
GRADE 300
I
L
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
vertical leg down
W~ =Maximum Design load based on Design Moment or Design Shear Capacity
wS, =Maximum Serviceability Design Load based on Deflection Urn it of Span/250 or Firs! Yield
Wiz
=Maximum Serviceability Design Load based on Deflection Limit of Span/500 or First Yield
Designation
WL(kN)/Ws1 (kN)/Ws2 (kN)
Span in metres
Mass
Perm
kg/m
100x100x 12EA
17.7
10EA
14.2
SEA
11.8
6EA
9.16
SOx 90x 10EA
12.7
SEA
10.6
1
2
3
4
5
84.9
42.5
31.9
28.3
14.2
21.2
7.97
17.0
5.10
;11;C':.3]~
63.8
15.9
73.2
C~6o!Sl!i1
36.6
26.1
I
S:22
10.5
1.30
10.5
2.13
5.79
3.26
14.9
5.47
4.86
2.73
1.75
1.21
0.893
14.7
7.64
3.82
19.7
8.31
11.0
4.30
8.80
2.75
1.37
11.8
2.99
7.33
1.91
6.28
1.40
0.955
0.701
9.35
36.3
18.1
12.4
:i&r<!ili
7.86
6.19
2.15
14.7
4.67
4.15
2.34
1.50
1.04
12.1
3.93
8.08
1.75
3.49
1.96
12.1
5.50
9.07
3.09
9.69
2.51
1.26
7:25
1.9S
2.75
1.55"
0.990
13.2
4.65
9.90
2.62
7.92
1.67
19.8
10.5
5.23
2.33
1.31
0.837
33.5
~~
16.7
S.83
11.2
3.93
8.37
2.21
6.69
1.41
0.707
SEA
8.73
17.7
4.42
1.96
1.10
6EA
6.81
25.6
"f2ff~Wli
12.8
6.9S
8.52
3.10
6.39
1.75
14.0
3.49
1.55
0.873
SEA
S.27
18.8
::::~s$":iliir
9.40
5.45
6.27
2.42
4.70
1.36
2.73
1.21
0.681
65x 65x 10EA
9.02
29.0
i!72~~~
14.5
6.71
9.66
2.9S
13.4
3.36
1.49
SEA
7.51
24.9
12.5
5.70
8.31
2.54
11.4
2.85
1.27
6EA
S.87
19.6
9.80
4.55
6.53
2.02
SEA
10.9
i
!
I
I
;l2ttt&li
i$!6~
9.11
2.28
1.01
4.S6
14.8
~2!Sii£
7.38
3.S9
4.92
1.60
1.79
0.798
55x 55x 6EA
4.93
13.9
10.7
6.96
2.69
5.37
1.34
SEA
3.84
10.7
8.S1
5.34
2.13
4.64
1.19
0.597
3.56
0.946
4.26
1.06
0.473
50 X 50 X SEA
5.68
6.89
2.46
6EA
4.46
SEA
3.48
13.8
9.SS
4.93
11.3
7.94
3.97
8.84
6.30
3EA
2.31
7.18
Notes:
0.996
9.15
1.63
0.815
9.83
2.08
16.2
6.9S
39.6
:~::.~::~!
20.9
1.06
8.52
1.79
10.9
24.2
15.7
~_;;4Q:S~I
31.4
1.45
9.93
2.43
22.0
17.2
8.59
29.5
1S.7
48.5
24.7
75x 75x 10EA
1.77
12.2
2.90
19.9
9.72
59.0
:'-:'1~:5!1
10.6
1.99
2.55
13.0
;;"~'13!\
34.4
12.1
2.60
14.6
4.17
2.09
11.9
3.50
29.8
21.9
43.7
44.0
14.2
3.54
3.99
59.6
:·:~]
8
18.3
6.52
52.1
37.4
SEA
7.08
24.4
11.6
7
6
0.873
--
1.23
S.6S
1.98
0.992
4.42
1.58
3.15
0.788
S.48
4.26
2.74
1.07
2.13
0.533
FULL LATERAL
RESTRAINT
(1) Shading indicates serviceability load governed by yielding.
(2) All references to Grade 300 refer to the specification of 300 PLUSTM Steel on ASINZS 3679.1·300.
DGTN1fQ3c1ggg ·--., ,,,_ ..AISC: DESJ.GNCAPACITYTABLES.I'i:OR,STRUCTURAL STEEL
VOLUiiiiE.1: OPEN SECTIONS
8-27
TABLE 8.2-2(1)
EQUAL ANGLES
GRADE 300
~
1..
L
..
1
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
vertical leg up
wt_ =Maximum Design Load based on Design Moment or Design Shear Capacity
WS1 "'Maximum Serviceability Design Load based on Deflection Limit of Span/250 or First Yield
wS2 =Maximum Serviceability Design Load based on De11ection Limit of Span/500 or First Yield
Designation
c
Mass
W (kN)/Ws1 (kN).!Ws2 (kN)
Span in metres
Per rn
kg/m
200 x200 x26EA
76.8
20EA
60.1
18EA
54.4
16EA
48.7
13EA
40.0
150 x 150 X 19EA
42.1
16EA
35.4
12EA
27.3
10EA
21.9
125x125x16EA
12EA
10EA
SEA
29.1
22.5
18.0
14.9
1
681
2
3
340
=
4
170
~-!J1:1~j~cl~~a;;~~ 138
68.8
138
110
55.2
124
101
50.4
117
~0:~:f_,lQt~~~ES1'33l\~T;,::'
90.9
is"S!it 182 .
80.8
45.5
187
124
93.4
373
Y$~~~:~2:£~.0.&?£;;;: 75.5
;s.a'!
151
67.1
37.7
140
93.6
70.2
281
75.6
42.5
r2$5t'1:t~"-''1tt1~
1~~ ·~~'«·~as. 1-~
37.8
21.3
86.4
64.8
130
259
64.7
36.4
~~~®32.4
18.2
:g~
72.8
65.7
49.3
197
98.6
28.6
~~~";j~:~~~ 50.9
25.5
14.3
5:!~.
57.3
161
80.4
53.6
40.2
23.2
:a;~::&7%0~ 41.3
ft:;dlt;J.
46.4
20.6
11.6
57.8
43.4
173
86.7
20.4
?~t~~?[~~ 36.3
18.1
~"fd5.
40.8
10.2
68.4
45.6
137
34.2
28.7
162
~~~f:f¢5.6.~
14.4
8.08
:Vil!l.
32.3
114
57.0
38.0
28.5
23.4
13.1
~r~swJ:·::I~~Ia\I
11.7
6.57
-~!W~X 26.3
45.5
30.3
22.7
90.9
19.5
11.0
~f:$~'?.~~~0~
9.76
~:ij;}:Z2: 22.0
5.49
183
550
275
~~~i22!f~0l:S0''§2:!3::
'f ,· -,1
221
98.2
497
248
166
~#O-~~f20sr~~:\~T~
!!!0!1. 202
89.6
156
469
235
6
5
136
88.1
44.1
110
70.7
35.3
99.3
64.5
32.3
93.8
58.2
29.1
74.7
48.3
24.2
56.2
27.2
13.6
51.9
23.3
11.7
39.4
18.3
9.17
32.2
14.9
7.43
34.7
13.1
6.53
27.4
10.3
5.17
22.8
8.41
4.20
18.2
7.03
3.51
5.16
28.9
9.07
4.54
22.8
7.18
3.59
19.0
5.84
2.92
15.2
4.88
2.44
97.2
45.0
22.5
78.6
36.1
18.0
70.9
32.9
16.5
67.0
29.7
14.8
53.3
24.7
12.3
40.1
13.9
6.94
37.0
11.9
5.95
28.2
9.36
4.58
23.0
7.58
3.79
24.8
6.67
3.33
19.5
5.28
2.64
16.3
4.29
2.14
13.0
3.59
1.79
9
8
7
113
61.2
30.6
91.7
49.1
24.5
82.8
44.8
22.4
78.2
40.4
20.2
62.2
33.6
15.8
46.8
18.9
9.45
43.2
16.2
8.09
32.9
12.7
6.37
26.8
10.3
85.1
34.4
17.2
68.8
27.6
13.8
62.1
25.2
12.6
58.6
22.7
11.4
46.7
18.9
9.44
35.1
10.6
5.32
32.4
9.10
4.55
24.6
7.16
3.58
20.1
5.80
2.90
21.7
5.10
2.55
17.1
4.04
2.02
14.2
3.28
1.64
11.4
2.74
1.37
10
75.6
27.2
13.6
68.1
22.0
11.0
61.1
55.0
21.8 17.7
10.9
8.84
55.2 49.7
19.9 16.1
9.96 8.07
52.1 46.9
18.0 14.5
8.98 7.27
41.5 37.3
14.9 12.1
7.46 5.04
31.2 28.1
8.40 6.80
4.20 3.40
28.8 25.9
7.19 5.83
3.60 2.91
21.9 19.7
5.66 4.58
2.83 2.29
17.9 16.1
4.58 3.71
2.29 1.86
19.3 17.3
4.03 3.27
2.02 1.63
15.2 13.7
3.19 2.59
1.60 1.29
12.7 11.4
2.60 2.10
1.30 1.05
10.1
9.09
2.17 1.76
1.08 0.878
Notes: {1) Shading indicates serviceability load governed by yielding.
{2) AU references to Grade 300 refer to the specification of 300PLUSTI" Steel or AS/NZS 3679.1-300.
FULL LATERAL
RESTRAINT
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
·.·"·' > ..-:c· '.· ··:::-::·--:<TOLUME\.!I•:'OPEN..SECTlONS•.:'c'<'• ,_:.·:::: ..: .',
DCTN1 /03-1999
I
I
!
I"
TABLE 8.2-2(2)
EQUAL ANGLES
GRADE 300
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
vertical leg up
Wl "' Maximum Design Load based on Design Moment or Design Shear Capacily
wS, =Maximum Serviceability Design load based on Deflection Umit of Span/250 or First Yield
wS2 =Maximum Serviceability Design load based on Deflection Umit of Span/500 or First Yield
Designation
kg/m
100 x100x12EA
17.7
10EA
14.2
I
I
SEA
6EA
90x 90x10EA
11.8
9.16
12.7
;
l"
SEA
1
SEA
'J
I
!
7Sx 75x10EA
I .
I-
I!
I
10.6
8.22
10.5
W (kN)Nis1 (kN)/W$, (kN)
Span in metres
1
2
84.9
42.5
31.9
15.9
:r:;;torsE
63.8
72.2
;;:1sa!S>J'
52.1
57.7
1'.:50l31l!f~
43.7
41.2
:E~::SS:ililm
34.4
58.7
0~
37.4
47.4
~~1~ff0"(@;
31.4
34.5
;&;L3:ft~;
24.7
39.6
"lii:iea'a
SEA
II
t
Mass
Perm
S.73
20.9
33.3
~21'""~
17.7
24.8
6EA
6.81
SEA
S.27
65x 65x10EA
9.02
ID1~1:6~
10.9
29.0
SEA
7.51
13.4
24.9
SEA
S.87
SEA
4.56
SSx ssx SEA
4.93
~12:1:~
14.0
17.7
[{):,'2~~
Til2WJ.il'
I
'•'
SEA
3.84
sox SOx SEA
S.68
SEA
4.46
SEA
3.48
3EA
2.31
11.4
19.3
ffi?A6_~,
9.11
14.1
[§:z1~6~
7.18
13.9
~71f.om~~
5.37
10.4
8.S1
4.2S
13.8
9.85
4.93
11.3
7.94
3.97
8.69
6.30
3.15
5.14
4.26
2.13
36.1
26.1
13.0
28.8
21.9
10.9
20.6
17.2
8.59
29.4
18.7
9.3S
23.7
15.7
7.8S
17.2
12.4
S.19
19.8
10.S
5.23
16.6
8.83
4.42
12.4
6.98
3.49
8.84
5.45
2.73
14.5
6.71
3.3S
12.5
S.?O
2.85
9.64
4.55
2.2£;-7.tJ6
3.59
1.79
6.95
2.69
1.34
3
28.3
14.2
7.08
24.1
11.6
5.79
19.2
9.72
4.8S
13.7
7.64
3.82
19.6
S.31
4.15
15.8
6.9S
3.49
11.5
s.so
2.75
13.2
4.65
2.33
11.1
3.93
1.9S
8.27
3.10
1.55
5.89
2.42
1.21
9.66
2.98
1.49
8.31
2.54
1.27
6.43
2.02
4
5
6
21.2
7.97
3.99
18.1
6.S2
3.2S
14.4
5.47
2.73
10.3
4.30
2.15
4.17
2.09
11.5
3.50
1.75
8.24
2.7S
1.37
14.7
11.7
4.67
2.34
11.9
3.93
1.9S
8.61
3.09
1.55
9.90
2.S2
1.31
8.32
2.21
1.10
S.20
1.75
0.873
4.42
1.3S
0.681
17.0
5.10
·2.55
14.4
2.99
1.50
9.48
2.51
1.2S
6.89
1.98
0.990
7.92
1.S7
0.837
6.66
14.2
3.S4
1.77
12.0
2.90
1.45
9.61
2.43
1.21
6.87
1.91
0.955
9.79
2.0S
_1.04
7.90
1.7S
0.873
7
12.1
2.60
1.30
10.3
2.13
1.06
8.24
1.79
0.893
5.89
1.40
0.701
1.41
0.707
1.01
4.71
1.60
0.798
4.63
1.19
0.597
5.21
3.47
2.13
1.0S
6.89
2.46
1.23
5.65
1.98
0.992
4.35
1.58
0.788
2.57
0.946
0.473
FULL LATERAL
RESTRAINT
1.07
0.533
Notes: (1) Shading indicates serviceability load governed by yielding.
(2) All references to Grade 300 refer to the specificatiOn of 300PLUST"' Steel or ASINZS 3679. 1·300.
. DCT!\11/03-1999
. ~SC:,PESIGN .CAPACll¥· TABLES-FOR STRUCTURAL STEEL
. . ..
VOLUME 1: OPEN SECTIONS
8
10.6
1.99
0.99S
9.03
1.S3
0.81S
1..
TABLE 8.2-3
UNEQUAL ANGLES
GRADE 300
~I
L
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
long leg down
Wi. =Maximum Design Load based on Design Moment or Design Shear Capacity
WS1 =Maximum Serviceability Design Load based on Deflection Limit of Span/250 or First Yield
W$2 =Maximum Serviceability Design Load based on Deflection Limit of Span/500 or First Yield
Designation
w'
Mass
Perm
150x100x12UA
10UA
150x 90
X
kg/m
1
2
3
22.5
184
92.0
61.4
d55;:c::
50. 1
73.7
18.0
?fs'$;':~1'-~~jf>j:~~
147
f;f$7l~fsei~:
!~Siil!:i
40.6
16UA
27.9
12UA
21.6
17.3
Lt52.~.~
154
48.3
10UA
SUA
14.3
115
57.5
125 X 75 X 12UA
17.7
10UA
14.2
SUA
11.S
6UA
100x 75 X 10UA
9.16
12.4
234
117
fit~~.;<t~t983;;1~;;'
~1:9{);.}:.
61.2
183
91.4
ff52"':>1l:&Ei;;l:?.
~~f"~~I
~~r;t~:~cn·
124
62.1
(f~~:$2~03~?
!>Jr1ct 27.2
107
53.6
:~~as~44.3
k'f~i:~t 22.2
86.6
43.3
~ »1~:(~~-GfY·
1
l&t«~
- 18~5-c-.
58.0
29.0
;,:,~:s~
14.5
34.2
23.7
~r~r;;q~~~~$12
88.3
![$;Gl
SUA
6UA
75x SOx SUA
6UA.
10.3
7.98
7.23
47.5
55.6
~
39.9
37.9
&~S:.::
31.4
30.9
:[~'§
5.66
15.7
24.5
~-::?:o:as
SUA
4.40
65x SOx SUA
6.59
12.5
17.5
E:1~P.k
9.86
23.1
\:drt~)??£
10.5
6UA
SUA
76.8
5.16
18.4
4.02
!i;1Ji:6ii
8.36
13.3
~'tl?~~'i
6.60
11.9
27.8
19.9
9.97
18.9
15.7
7.84
15.5
7.85
3.93
12.2
6.26
3.13
8.76
4.93
2.47
11.6
5.23
2.62
9.22
4.18
2:09
6.66
3.30
1.65
44.5
22.3
49.1
36.1
18.1
77.9
54.4
27.2
61.0
42.9
21.5
51.2
34.S
17.4
38.3
29.1
14.5
41.4
24.2
12.1
35.S
19.7
9.84
28.9
16.5
8.24
19.3
12.9
6.46
22.S
10.5
5.27
18.5
S.86
4.43
12.6
6.97
3.48
10.3
3.49
1.74
8.16
2.7S
1.39
5.84
2.19
1.10
7.71
2.32
1.16
6.14
1.86
0.929
4.44
1.47
0.734
(kN)tws, (kN)tws, (kN)
Span in metres
5
6
7
8
46.0
25.0
12.5
36.9
20.3
10.2
58.4
30.6
15.3
45.7
24.1
12.1
38.4
19.6
9.80
28.8
16.4
8.18
36.8
16.0
8.01
29.5
13.0
6.50
46.8
19.6
9.79
36.6
15.5
7.73
30.7
12.5
6.27
23.0
10.5
5.24
30.7
26.3
8.18
4.09
21.1
6.63
3.32
33.4
9.99
5.00
26.1
7.88
3.94
21.9
6.40
3.20
23.0
6.26
3.13
18.4
16.4
5.34
14.4
31.1
13.6
6.79
26.S
11.1
5.54
21.7
9.27
4.64
14.5
7.27
3.64
17.1
5.93
2.97
13.9
4.9S
2.49
9.47
3.92
1.96
7.73
1.96
0.981
24.9
S.70
4.35
21.5
7.09
3.54
17.3
5.93
2.97
11.6
4.65
2.33
13.7
3.SO
1.90
20.7
6.04
3.02
17.9
4.92
2.46
14.4
4.12
2.06
9.67
3.23
1.62
11.4
2.64
1.32
9.27
2.21
1.11
4
11.1
3.19
1.59
7.58
2.51
1.25
11.1
5.57
24.6
9.03
4.51
39.0
13.6
6.80
30.5
10.7
5.37
25.6
S.71
4.36
19.2
7.27
3.64
2.67
4.09
2.05
17.S
4.44
2.22
15.3
3.62
1.81
12.4
3.03
15.5
3.40
1.70
13.4
2.77
1.38
10.8
2.32
1.51
1.16
8.29
2.37
1.19
7.26
1.82
0.909
6.32
1.74
0.871
6.12--
1.56
0.782
4.38
1.23
0.616
FULL LATERAL
RESTRAINT
Notes: (1) Shading indicates serviceability load governed by yielding.
(2) All references to Grade 300 refer to the specification of 300PLUSTM Steel or ASJNZS 3679.1-300.
8-30
s.os
2.54
29.2
7.65
3.82
22.9
6.04
3.02
19.2
4.90
2.45
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
•... ~ c·.:.,::,<;:_,,c:·::"·V:0.LOMEo:t:cOP·ENSEC,l=I01\1Sc.'.
fcC' ;·; ·--
1
1
1J
1.,
TABLE 8.2-4
UNEQUAL ANGLES
GRADE 300
.. 1
L
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
long leg up
w'wS, =Maximum Serviceability Design load based on Deflection Umit of Span/250 or First
=Maximum Design load based on Design Moment or Design Shear capacity
I
Yield
WS2 =Maximum Serviceability Design Load based on Deflection limit of Span/500 or First Yield
Designation
·'
ii
I
150x100x12UA
10UA
1
2
3
4
5
6
7
8
22.5
170
85.1
56.8
42.6
25.0
12.5
33.2
20.3
10.2
58.1
30.6
15.3
42.3
24.1
12.1
33.0
19.6
9.80
24.8
16.4
8.18
34.1
16.0
8.01
28.6
13.0
6.50
46.5
19.6
9.79
33.8
15.5
7.73
28.4
12.5
6.27
19.8
10.5
5.24
28.4
24.3
S.1S
4.09
19.0
6.63
3.32
33.2
9.99
5.00
24.2
7.SB
3.94
18.9
6.40
3.20
14.2
S.34
2.67
21.3
6.26
3.13
16.6
2.54
29.0
7.65
3.82
21.1
6.04
3.02
16.5
4.90
2.45
12.4
4.09
2.05
30.2
13.6
6.79
24.2
11.1
5.54
18.6
9.27
4.64
12.5
7.27
3.64
16.5
5.93
2.97
13.0
4.98
2.49
9.17
3.92
1.96
7.61
1.96
0.981
5.61
1.56
0.782
3.96
1.23
0.616
24.2
8.70
4.35
19.3
7.09
3.54
14.9
S.93
2.97
10.0
4.65
2.33
13.2
3.80
17.3
4.44
2.22
13.8
3.62
1.81
10.6
3.03
1.51
7.16
2.37
1.19
15.1
3.40
1.70
12.1
2.n
1.38
9.31
2.32
1.16
6.27
1.82
0.909
18.0
150x 90 X 16UA
27.9
12UA
21.6
10UA
17.3
133
SUA
14.3
125x 75x12UA
17.7
10UA
14.2
SUA
11.8
66.5
r~:~;~~r::tG~~40.6
116
232
;.;:f9"s\it;;;;;I~9SJ;l3GF
~:-19.6~,~- 61.2
169
84.6
;::$.~j~)~~r;:
lt~'
~.]
:{
I
!:
;;
I,,
~
48.3
132
66.0
;:i~i~T~~wo:73Jift::, 39.2
99.1
49.6
g~:o;~~rr.~~it15tK1!J8£l:t:-:.i 32.7
121
60.4
rg~¢f~~~~
,,,
·~""
.
__
l)
96.7
48.3
(;~Jir~g~
'EX'$~8$:.~
Il
74.5
22.2
:>7.2
;:r:,r~r:;;az:tr:sr:
M7..4t''"'~18.5 '
I'
6UA
~
9.16
100x 75x10UA
12.4
SUA
10.3
I
25.1
50.1
~;-~~$~@~
"Jj~S?JSJ)·;~ 14.5
65.8
32.9
;:~,:s'Sl® 23.7
ti:t~~
52.0
2:4:SlaE
I
6UA
7.9S
39.9
36.7
~23~
i,
75x SOx SUA
7.23
-1-
:l
"
6UA
5.66
SUA
4.40
:~
m
!
31.4
30.4
fi26'!2?1
15.7
22.4
~:_;,20~9d7
12.5
1S.8
:;::;~>;'!!Occ
I
!!
65x SOx SUA
6.59
\1
6UA
S.16
~
SUA
4.02
I,,
9.86
23.1
. \19:1!';•
10.5
17.6
::·:.';_:;t57s:;:.
8.36
,,
,);
'
MtS§l~;£::~6~
ct15Sdl'' 50.1
i~33;/%!
i
i~
!'
'
Span in metres
kg/m
i
;~"'
We (kN)IWs1 (kN)IWs2 (kN)
Mass
Perm
12.7
·:.luo::
6.60
11.9
26.0
19.9
9.97
18.3
15.7
7.84
15.2
7.8S
3.93•
11.2
6.26
3.13
7.92
4.93
2.47
11.6
5.23
2.62
8.81
4.48
2. 09
6.37
3.30
1.65
44.5
22.3
44.3
36.1
18.1
n.4
54.4
27.2
56.4
42.9
21.5
44.0
34.8
17.4
33.0
29.1
14.5
40.3
24.2
12.1
32.2
19.7
9.84
24.8
16.5
8.24
16.7
12.9
6.46
21.9
10.S
5.27
17.3
8.86
4.43
12.2
6.97
3.48
10.1
3.49
1.74
7.48
2.78
1.39
5.28
2.19
1.10
7.71
2.32
1.16
5.87
1.86
0.929
4.24
1.47
0.734
1.90
10.4
3.19
1.59
7.34
2.51
1.25
11.1
5.57
22.2
9.03
4.51
38.7
13.6
6.80
28.2
10.7
5.37
22.0
S.71
4.36
16.5
7.27
3.64
20.1
6.04
3.02
16.1
4.92
2.46
12.4
4.12
2.06
8.36
3.23
1.62
11.0
2.64
1.32
8.67
2.21
1.11
6.12
1.74
0.871
s.os
4
FULL LATERAL
RESTRAINT
Notes: (1) Shading indicates serviceability load governed by yielding.
(2) All references to Grade 300 refer to the specification of 300PLUST~ Steel or ASINZS 3679.1-300.
:
~
l
:99·
l
~
l
DC:JJV1/03-1999
.. , •.• AISCcDESIGNCAPAC1TYTABLE.S.J'Ofl s:rRuCTURAL SIEE.L
..
VOLUME 1: OPEN S~CT)O~S _
,. 8-31···
1..
.. 1
L
l
TABLE 8.2-5
UNEQUAL ANGLES
GRADE 300
~
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
short leg down
wL =Maximum Design Load based on Design Moment or Design Shear Capacity
W$1 =Maximum Serviceability Design Load based on Deflection Umit of Span/250 or First Yield
"'Maximum Serviceability Design Load based on Deflection limit of Span/500 or First Yield
w;.
Designation
Perm
kg/m
1
150x100x12UA
22.5
81.7
10UA
18.0
150x 90 X 16UA
27.9
12UA
21.6
10UA
SUA
17.3
14.3
2
40.9
:-:a~.; 35.9
n.8
18.0
67.4
33.7
~- 29.3
58.7
14.7
86.8
43.4
?.;'E!S£/, 33.1
16.5
66.1
66.4
33.2
~;sam 2S.4
52.8
13.2
27.5
55.0
Z51G6l§: 21.6
10.8
43.2
43.7
21.9
~'
36.3
125x 75
X
12UA
10UA
17.7
14.2
11.8
24.2
31.1
~
SUA
9.16
20.4
22.7
:~*fill..,;
100x 75x10UA
12.4
16.1
38.7
~
SUA
10.3
22.8
31.5
7.98
SUA
S.66
SUA
4.40
65x SOx SUA
S.59
SUA
SUA
5.16
4.02
11.4
10.9
5.46
15.2
7.23
6.06
15.6
10.2
5.10
'11.3
8.05
4.02
19.3
10.7
5.34
19.2
23.4
~
75x SOx SUA
12.1
5.70
15.8
9.62
4.81
11.7
7.59
3.80
7.01
2.78
1.39
5.40
2.23
1.12
4.03
1.77
0.885
6.98
2.67
1.33
~
SUA
9.07
45.9
22.9
:e;'4at%Ji1i 14.7
29.4
7.36
19.3
38.6
&~
SUA
18.1
14.0
11.1
5.56
10.8
S.93
4.47
8.07
7.0S
3.54
14.0
S.59
4.29
8.23
6.S1
3.40
2.15
1.07
4.11
1.70
0.851
3
27.2
16.0
7.98
22.5
13.0
6.52
28.9
14.7
7.35
22.1
11.7
5.87
18.3
9.61
4.80
14.6
S.06
4.03
15.3
S.54
3.27
12.9
5.3S
2.69
10.4
4.54
2.27
7.56
3.58
1.79
12.9
5.07
2.54
10.5
4.27
2.14
7PfJ
3.38
1.69
4.67
4
20.4
8.98
4.49
16.9
7.33
3.67
21.7
8.26
4.13
16.6
S.60
3.30
13.8
5.40
2.70
10.9
4.54
2.27
11.5
3.63
1.84
9.64
3.03
1.51
7.78
2.55
1.28
5.67
2.01
1.01
9.67
2.S5
1.43
7.88
2.40
1.20
5.85
1.90
0.949
6
5
16.3
5.75
2.87
13.5
4.69
2.35
17.4
5.29
2.64
13.3
4.23
2.11
11.0
3.4S
1.73
8.74
2.90
1.45
9.17
2.36
1.18
7.71
1.94
0.969
6.23
13.6
3.99
2.00
11.2
3.26
1.63
14.5
3.67
1.84
11.1
2.93
1.47
9.17
2.40
1.20
7.29
2.02
1.01
j
7
11.7
2.93
1.47
9.63
2.39
1.20
12.4
2.70
1.35
9.49
2.16
1.08
7.65
1.64
0.818
6.43
1.35
0.673
t.63
0.816
4.54
1.29
0.644
7.74
1.83
0.913
6.31
1.54
0.769
4.63
1.22
0.608
1.24
0.618
3.60
0.993
0.496
2.69
0.787
0.393
4.65
1.19
0.593
3.64
0.954
0.477
2.74
0.757
0.376
FULL LATERAL
RESTRAINT
Notes: (1) Shading indicates serviceability load governed hy yielding.
(2) A!\ references to Grade 300 refer to the specification of 300PLUSrM Steel or AS/NZS 3679.1·300.
.8-32
II
.,l
W L(kN)/Ws1 (kN)/Wsz (kN)
Span in metres
Mass
I
AISC: D.ES.IGN .CAPACITY TABLES FOR STRUCTURAL STEEL
'' -~,
"·:,:;·-VoLOME:l!:OPEN·SE.CIJONSc
8
10.2
2.24
1.12
8.43
1.83
0.916
10.8
2.07
1.03
8.30
1.65
0.825
l
-~
l
!
l
'~
!
!
!
l
i'
~
I
TABLE 8.2-6
UNEQUAL ANGLES
GRADE 300
I
L
MAXIMUM DESIGN LOADS FOR BEAMS WITH FULL LATERAL RESTRAINT
short leg up
Wl. =Maximum Design load based on Design Moment or Design Shear Capacity
W$ 1 =Maximum Serviceability Design load based on Deflection Umit of Span/250 or First Yield
wSz =-Maximum Serviceability Design Load based on Deflection Umit of Span/500 or First Yield
I
Designation
150x100x12UA
We (kN)iWs1 (kN)iWs2 (kN)
Mass
Perm
Span in metres
kg/m
1
2
3
4
5
6
22.5
81.2
27.1
20.3
6.96
4.49
16.0
7.33
3.67
21.7
6.26
4.13
~~
18.1
16.2
5.75
2.87
12.8
4.69
2.35
17.3
5.29
2.64
13.1
4.23
2.11
10.6
3.46
1.73
7.92
2.90
1.45
13.5
3.99
2.00
10.7
3.26
1.63
43.2
39.6
40.6
35.9
18.0
32.0
29.3
14.7
43.3
33.1
16.5
32.8
26.4
13.2
26.5
21.6
10.8
19.8
~4.":t:i~
10UA
18.0
71.8
64.0
W16$:.7)1m
150x 90 x16UA
27.9
58.7
86.7
~:t&i~'
12UA
I
I
21.6
66.1
65.6
!lBIDZ
10UA
17.3
52.8
52.9
~~
~
SUA
14.3
36.3
125x75 x
12UA
17.7
45.7
~~
10UA
14.2
29.4
37.9
~"$$f~
SUA
11.8
24.2
29.8
~2~
SUA
9.16
20.4
20.0
~
100x 75 x10UA
12.4
16.1
38.7
-
~34»~
SUA
10.3
6UA
7.98
22.8
31.0
19.2
21.2
~~22!2~
75x 50 x SUA
7.23
15.2
14.0
11.1
6UA
S.66
SUA
4.40
65x SOx SUA
l
I
l99
6.59
6UA
S.16
SUA
4.02
5.S6
10.7
S.93
4.47
7.58
7.0S
3.54
14.0
10.7
5.34
10.9
8.S9
. 4.29
7.84
6.81
3.40
9.07
22.8
14.7
7.36
19.0
12.1
6.06
14.9
10.2
5.10
9.98
8.05
4.02
19.4
11.4
S.70
15.5
9.62
4.81
10.6
7.59
3.80
7.00
2.7S
1.39
5.36
2.23
1.12
16.0
7.98
21.3
13.0
6.52
28.9
14.7
7.35
21.9
11.7
5.87
17.6
9.61
4.80
13.2
S.06
4.03
15.2
.6.54
3.27
16.4
6.60
3.30
13.2
5.40
2.70
9.90
4.54
2.27
11.4
12.6
5.38
2.69
9.95
4.54
2.27
6.65
3.SS
1.79
12.9
S.07
2.54
10.3
4.27
2.14
7.06
3.38
1.69
4.66
3.68
1.84
9.48
3.03
1.51
7.46
2.55
1.28
4.99
2.01
1.01
9.68
2.85
1.43
7.76
2.40
1.20
S.30
1.90
0.949
9.13
2.36
1.18
7.59
1.94
0.969
5.97
1.63
0.816
3.99
1.29
0.644
7.74
1.83
0.913
6.21
1.54
0.769
4.24
1.22
0.608
14.4
3.67
1.84
10.9
2.93
1.47
8.82
2.40
1.20
6.60
2.02
1.01
7
11.6
2.93
1.47
9.15
2.39
1.20
12.4
2.70
1.35
9.37
2.16
1.08
7.56
1.76
0.882
5.66
1.48
0.741
7.61
1.64
0.818
6.32
1.35
0.673
1.24
0.618-3.57
0.993
0.496
2.53
0.7S7
0.393
4.65
3.79
1.77
0.885
6.98
2.67
1.33
5.47
2.1S
1.07
3.92
1.70
0.851
1.19
O.S93
3.65
0.954
0.477
2.61
0.757
0.378
FULL LATERAL
RESTRAINT
Notes: (1} Shading indicates serviceability load governed by yielding.
(2) All references to Grade 300 refer to the specification of 300PLUS"" Steel or AS/NZS 3679.1-300.
DC=r'N1/03-1999 .
.. . •, ·AISC:DESIGN,CAPACITY.TABLES.J;ORST;RUCTURAL STEEL
.
. VOLUME
OPEN SECTIONS
1:
~
1..
L
..
TABLE 8.3-1(1)
EQUAL ANGLES
GRADE 300
1
MAXIMUM DESIGN LOADS FOR BEAMS WITHOUT FULL LATERAL RESTRAINT
vertical leg down
wl. =Maximum Design Load is based on Design Moment or Design Shearfforsion Capacity
W51 =Maximum Serviceability Design load based on Deflection Limit of Span/250 or First Yield
D1
W~ =Maximum Serviceability Design Load based on Deflection Umit of Span/500 or First Yield
Designation
w; (kN)IWs1 (kN)/Wsz (kN)
Mass
Span in metres
Perm
k!lfm
200 x200 x26EA
76.8
1
2
3
212
209
173
~.2,t2R:i~!L~OSf.?.:rS~CJJ~
78.2
~:t2fJ:~fff;7,8.i':>~'
20EA
60.1
133
131
128
:::'slss:::;sz~:ti,~:::r:T<1·og~,,,,G~.':
~:m;;&tit.-::r:,~t.sifs::::~:;·
61.5
18EA
54.4
109
108
106
~1:0"Slt::04J:J~£.:!i1;osz(:;z~~~.s.s1&~
:m;Gs]i0WJ?C7;Q8r;-;::':£;~
16EA
48.7
94.2
93.5
55.6
91.6
~~~~Vc;,::.1·:9$S~~::;~g;p;~
~~,;2~~~~3
13EA
40.0
64.0
63.6
49.5
62.5
~@:rcr~O!es:s~c::.~;::-~~·:~
~;J112®l.O~.S.;;~~
402
150x150x19EA
42.1
114
107
E;';1'!'4B&~'a$B:i:"2:
~~1;'4.~
16EA
35.4
81.6
54.0
85.5
i':2S7,:!~,Zl;Z~8l:c%
'[[±faZ:G:FE
12EA
27.3
10EA
21.9
52.9
45.5
51.9
m52!9~.S.'£SE
~229~
36.5
34.8
35.9
illi;,ga:SAlil\tJK"®".SEl
~~
125x125x16EA
29.1
83.9
ITtt:ss:e~
12EA
22.5
~m1~mz
51.2
!1!!5~
1/Y&I51i2lEi
10EA
18.0
SEA
14.9
35.5
:trt:SS~:S~
:lli.:W;;$ll
Notes:
24.6
27.4
65.9
51.1
26.0
49.3
39.0
20.2
34.4
30.6
16.0
24.0
71.3
47.8
24.3
65.8
402
20.5
49.7
30.5
15.9
34.7
23.8
12.6
43.9
23.1
11.7
34.9
17.7
9.10
29.8
14.0
7.29
22.8
il:::!.2~6,~bh:12'4;1i(Ci('
;r'~;¢J6~
13.1
11.4
5.98
4
5
130
87.3
44.3
105
68.2
35.0
95.6
61.4
31.7
88.4
54.5
28.3
60.8
43.8
23.1
53.4
27.1
13.7
49.2
22.9
. 11.6
38.4
17.5
9.02
104
56.3
28.5
83.9
44.0
22.5
76.3
39.8
20.4
73.1
35.4
18.3
58.5
28.6
14.9
42.7
17.5
8.83
39.3
14.7
7.48
30.6
11.3
5.81
26.0
8.92
4.65
26.2
8.41
4.24
20.8
6.51
3.31
17.8
5.19
2.66
14.7
4.25
32.5
13.7
7.8
32.9
13.1
6.61
26.1
10.1
5.15
22.3
8.03
4.14
18.4
6.54
3.42
2.21
6
7
8
86.3
39.3
73.9
29.0
64.6
22.2
19.9
14.6
11.2
69.8
30.8
15.7
59.7
22.7
63.5
54.4
20.6
10.5
52.0
18.4
9.43
42.7
14.9
7.75
3D.4
8.97
4.52
28.0
7.56
3.84
21.8
5.84
2.99
18.6
4.64
2.40
18.6
4.31
2.17
14.8
3.35
1.70
12.6
2.68
1.37
10.3
2.20
82.2
17.5
8.88
47.5
15.8
8.07
45.5
14.1
7.24
37.4
11.5
5.96
26.5
27.8
14.3
60.8
24.8
12.8
49.9
20.1
10.5
35.5
12.2
6.14
32.7
10.3
5.21
25.5
7.91
4.05
21.7
6.26
3.25
21.8
5.86
2.95
17.3
4.54
2.31
14.8
3.63
1.86
12.3
2.98
1.54
11.6
1.14
9
6.88
3.46
24.4
5.82
2.94
19.0
4.49
2.29
16.0
3.57
1.84
16.2
3.31
1.66
12.9
2.57
1.30
10.7.
2.06
1.05
8.73
1.70
0.872
57.3
17.6
8.87
46.3
13.9
7.03
42.2
12.6
6.39
40.4
11.2
5.73
33.2
9.14
4.72
23.5
5.44
2.74
21.6
4.60
2.33
1p.8
3.56
1.81
13.9
2.84
1.46
14.4
2.62
1.32
11.3
2.04
1.03
9.25
1.63
0.831
7.56
1.35
0.690
10
51.5
14.3
7.19
41.6
11.2
5.70
37.9
102
5.18
36.2
9.12
4.65
29.9
7.44
3.83
21.1
4.42
2.22
19.4
3.74
1.89
14.8
2.89
0
1.47
12.2
2.31
1.18
12.9
2.12
1.07
9.91
1.65
v5
0.834
8.14
1.33
0.674
6.63
1.09
0.560
(1) Shading indicates serviceability load governed by yielding.
(2) AU references to Grade 300 refer to the specification of 300 PLUS"" Steel on ASJNZS 3679.1·300.
WITHOUT
FULL LATERAL
RESTRAINT
No.tes:
•.. 2'
---------,-_-~--
-
-
..
I~
TABLE 8.3-1 (2)
EQUAL ANGLES
GRADE 300
~I
L
MAXIMUM DESIGN LOADS FOR BEAMS WITHOUT FULL LATERAL RESTRAINT
vertical leg down
Wl "'Maximum Design load is based on Design Moment or Design Shear/Torsion Capacity
wS1 ~Maximum Serviceability Design Load based on Deflection Umit of Span/250 or First Yield
W$2 =Maximum Serviceability Design Load based on Deflection Limit of Span/500 or First Yield
Designation
w'
Mass
Perm
kg/m
100x100x12EA
17.7
2
47.5
.)f:4J,S;&,:~
10EA
14.2
39.6
33.5
:;;;~
SEA
11.8
31.5
23.5
"+.:~zs~
6EA
·o
9.16
75ait._S)ki:
14.5
}lf$5i\.~
;1§\1~
90x 90x10EA
2
SEA
12.7
10.6
32.6
~
23.1
22.9
;~
6EA
S.22
19.0
14.2
~
Jlli11.4\i!!llJl .
75x 75x10EA
'4
SEA
19.
10.5
S.73
30.2
~
13.3
21.8
lill!O:!Eilllii
11.1
6EA
6.S1
13.6
~~t~~
l1
SEA
S.27
8.54
8.38
6.49
'""'~
'2-
65x 65x10EA
9.02
I
SEA
7.S1
·-;t
6EA
S.S7
)60
SEA
4.56
55x SSx 6EA
4.93
SEA
3.84
sox sox SEA
S.6S
6EA
4.46
SEA
3.48
3EA
2.31
!7
i4
l3
I
Notes:
i!99
22.1
17.1
8.66
19.0
14.2
7.25
13.1
10.9
5.67
S.13
8.13
4.36
10.6
6.69
3.42
7.71
5.13
2.66
10.5
6.37
3.22
8.63
S.01
2.55
6.87
3.68
2.00
3.46
2.49
1.31
32.3
20.0
10.2
28.1
15.9
8.21
22.2
13.0
6.79
13.9
9.79
5.19
22.5
11.7
5.95
18.8
9.58
4.94
13.3
7.28
3.81
15.1
6.69
3.39
12.8
5.55
2.83
10.1
4.29
2.21
7.70
3.2S
1.70
11.0
4.35
2.19
9.45
3.64
1.84
7.53
2.84
-+.45
5.81
2.1S
1.13
5.29
1.71
0.868
4.17
1.33
0.681
5.25
1.61
0.812
4.29
1.2S
0.645
3.41
0.996
0.508
2.29
0.655
0.340
3
21.5
9.02
4.57
18.7
7.22
3.69
15.5
S.94
3.06
12.0
4.51
2.36
14.9
S.2S
2.67
12.5
4.34
2.22
9.71
3.33
1.73
10.0
3.00
1.51
8.50
2.50
1.27
6.69
1.94
0.993
5.18
1.48
0.769
7.32
1.95
0.979
6.27
1.63
0.823
5.00
1.2S
0.650
3.90
0.988
0.507
3.50
0.767
0.387
2.76
O.S99
0.305
3.48
0.721
0.362
2.84
O.S72
0.288
(kN)/Ws, (kNJ!Ws, (kNJ
Span in metres
4
16.1
5.11
2.58
14.0
4.10
2.09
11.6
3.38
1.73
9.01
2.S9
1.35
11.2
2.97
1.51
9.33
2.47
1.26
7.27
1.90
0.9SO
7.48
1.69
0.853
6.34
1.41
0.715
4.99
1.10
0.561
3.84
0.846
0.436
5.46
1.10
0.552
4.67
0.922
0.464
3.72
0.724
0.367
2.82
0.562
0.287
5
12.8
3.2S
1.65
11.1
2.64
1.34
9.25
2.18
1.12
7.17
1.6S
0.867
8.88
1.91
0.966
7.42
1.59
0.807
5.71
1.23
0.630
5.94
1.09
0.547
5.04
0.908
0.458
3.85
0.709
0.360
2.93
0.546
0.280
6
10.6
2.29
1.15
9.21
1.S4
0.932
7.56
1.52
o.7n
5.n
1.17
0.605
7.36
1.33
0.672
6.03
1.11
0.562
4.59
o.sss
0.439
4.92
0.756
0.380
4.07
0.632
0.319
3.08
0.494
7
9.06
1.68
0.846
7.72
1.36
0.686
6.26
1.12
0.572
4.78
O.SOT
0.446
6.15
0.9SO
0.494
4.98
O.S16
0.413
3.79
0.633
0.323
4.11
0.556
0.279
8
7.89
1.29
0.64S
6.56
1.04
0.526
5.31
O.S63
0.439
4.06
0.667
0.342
5.21
0.7S1
0.379.
4.22
0.626
0.317
3.21
0.4S7
0.248
0.251
4
WITHOUT
FULL LATERAL
RESTRAINT
(1} Shading indicates serviceability load governed by yielding.
(2) AU references to Grade 300 refer to the specification of 300 PLUS™ Steel on ASINZS 3679.1-300.
,...•••,,_:c.l!dSC:•.DESIGN·C4PACIJ¥;oTABLES F.OR.s'I;RUCT.URAL Sl:EEL
. VOLUME 1: OPEN SECTIONS
I.
L
..
TABLE 8.3-2(1)
EQUAL ANGLES
GRADE 300
1
MAXIMUM DESIGN LOADS FOR BEAMS WITHOUT FULL LATERAL RESTRAINT
vertical leg up
w;
Wl =Maximum Design load is based on Design Moment or Design Shear!Torsion Capacity
w;, = Maximum Serviceability Design Load baseO on Deflection Limit of Span/250 or First Yield
wS2 "' Maximum Serviceability Design load base<! on Deflection Limit of Span/500 or First Yield
Designation
20EA
76.8
60.1
Span in metres
1
2
3
207
204
178
130
129
126
l'!?20i-.~j·~·~~~ii~>m,;Q'D:l
{!JioZ§Jft
·.18.1 · -= .. s1.s ~
-:.•,-.5}~h8}·-""'"''~J.~
"'~\f.$0,\l~.:,,
·i'·· ···"Y&"<&m···-··:M''f'~''""tlk·)\
_..~.
~a:P.a£&1 ·. ~;
66.0
I SEA
54.4
108
107
104
~r:§;"U~i~Q;tQ~O:.f~
~;, ,._,~u.m~- w:,·-'"""--%~"-L
,~'10-
16EA
48.7
93.0
92.3
= ..........
""
60.7
90.3
~:~~gf"~~~~
.~'i{~ffili.tt>tt&ttm-'S&~~
ss.4
13EA
40.0
63.5
63.0
61.9
-~lC'§itl9i
tf~~~§;jJ "" 47.7
150x150x19EA
16EA
42.1
111
108
!¥J£1:t1~!@c~7lti'8!
~JI
35.4
12EA
27.3
IDEA
21.9
125 X 125 X16EA
29.1
85.9
56.7
83.7
~~~~~[it'%)
:~ilil.B.S~
52.3
48":9
51.2
~52f3%~0.:~'5~
~~~
39.5
36.2
35.6
j:\f$!>12·~~
~$'~
12 EA
22.5
IDEA
18.0
SEA
14.9
s3:6
81.9
68.2
~~~~!5!(~
fij$3lij;~~'"'"l27.2 "''
50.4
48.4
rilrol~·
,!@.:.
21.7
35.2
33.9
il!\~-2illi!Wil'i33'5
~
24.4
18.0
23.7
blil1#.&!1
15.6
tii[~ll!!l
Notes:
"
We (kN)/Ws1 (kN)/Ws2 (kN)
Mass
Perm
kg/m
200 x200 x26EA
_w;,
73.5
51.1
25.1
68.7
44.3
21.6
48.7
36.2
17.2
34.1
31.6
14.4
45.4
24.4
12.0
36.2
19.6
9.56
30.3
16.5
7,89
22.0
14.5
6.73
4
134
93.1
45.8
109
76.1
36.9
98.8
70.3
33.9
86.7
64.8
30.8
59.8
57.2
26.2
55.1
28.6
14.1
51.5
24.7
12.1
39.3
19.9
9.62
31.5
16.9
7.95
34.1
13.7
6.75
2.7.1
10.9
5.35
22.7
9.07
4.39
18.2
7.86
3.73
6
5
107
59.3
29.3
87.5
46.2
23.5
79.0
44.4
21.6
74.8
40.7
19.6
56.6
35.3
16. 6
44.1
18.2
9.01
41.2
15.7
7.71
31.3
12.6
6.12
25.7
ID.6
5.05
2.7.2
8.71
4.32
21.7
6.94
3.41
18.0
5.73
2.80
14.2
4.92
2.37
89.0
41.0
20.3
72.9
33.2
16.3
65.8
30.5
14.9
62.2
27.9
13.5
49.8
24.0
11.4
36.7
12.6
6.25
34.3
10.8
5.34
26.1
8.65
4.23
21.0
7.22
3.48
22.7
6.03
2.99
18.0
4.79
2.36
14.6
3.95
1.93
11.1
3.37
1.63
7
76.2
30.1
14.9
62.4
24.3
11.9
56.4
22.3
10.9
83.3
20.3
9.90
42.6
17.4
8.34
31.4
9.24
4.69
29.3
7.93
3.92
22.2
6.31
3.10
17.1
5.24
2.54
19.4
4.42
2.20
15.4
3.51
1.73
12.0
2.88
1.42
8.99
2.45
1.20
g
8
66.7
23.0
11.4
54.6
18.5
9.12
49.3
17.0
8.35
46.5
15.4
7.56
37.2
13.2
6.36
27.5
7.06
3.51
25.6
6.05
3.00
19.0
4.81
2.37
14.3
3.98
1.94
16.9
3.38
59.2
18.1
8.99
48.5
14.6
7.20
43.7
13.4
6.58
41.2
12.1
5.96
32.1
10.3
5.00
24.4
5.57
2.77
22.7
4.77
2.37
16.3
3.79
1.87
12.1
3.12
1.53
15.0
2.67
1.33
11.3
2.11
1.05
8.44
1.73
0.854
6.25
1.47
0.719
1.68
13.1
2.68
1.33
9.97
2.2D
1.08
7.42
1.86
0.912
10
53.3
14.7
7.28
43.6
11.8
5.83
39.3
10.8
5.33
36.9
9.80
4.82
28.0
8.30
4.04
21.9
4.51
2.24
20.2
3.86
1.92
14.2
3.06
1.51
10.4
2.52
1.23
13.4
2.16
1.08
9.78
1.71
0.847
7.26
1.40
0.691
5.34
1.18
0.581
(1) Shading indicates serviceability load governed by yielding.
(2} All references to Grade 300 refer to the specification of 300 PLUS'I'M Steel on ASINZS 3679.1-300.
WITHOUT
FULL LATERAL
RESTRAINT
L
9'
L
L
L
L
~
I
;c
·-
. 8~36
AI~C:
DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
,, . ,.,.. . . ..· ,:"/c:''::,:,_ ..:;:; c'::~'i*-!dc·:V.0'-'\1.ME:c1":1:0P£N:E5EC:rlONS·o.6.·;~' .:·;,;,;::::o :.J:-c:;.,o. :=;;: ~ ·•·
·
--j
TABLE 8.3-2(2}
EQUAL ANGLES
GRADE 300
1..
b,
T
MAXIMUM DESIGN LOADS FOR BEAMS WITHOUT FULL LATERAL RESTRAINT
vertical leg up
Wl. =Maximum Design Load is based on Design Moment or Design Shear/Torsion Capacity
W~ =Maximum Serviceability Design Load based on Deflection Limit of Span/250 or First Yield
W$-z =Maximum Serviceability Design Load based on Deflection Limit of Span/500 or First Yield
Designation
Wc(kN)/Ws1 (kN)/Ws2 (kN)
Span in metres
Mass
Perm
kg/m
1
2
3
4
100x100x 12EA
17.7
32.3
20.0
10.2
14.2
21.5
9.02
4.57
18.2
7.22
3.69
14.5
5.94
3.06
10-4
4.51
2.36
14.8
5.25
2.67
11.9
4.34
2.22
8.70
3.33
1.73
10.0
3.00
1.51
16.1
5.11
10EA
47.5
~9..:11
39.6
33.5
~33IS~
31.5
23.5
SEA
l
6EA
11.8
9.16
lO
~~
14.5
~~~'?~~;;
~4IS«b
90X 90 X 10EA
12.7
32.6
[~~:
J4
•
SEA
I
6EA
75x 75 x 10EA
SEA
10.6
8.22
10.5
8.73
23.1
22.9
fi~,!!0E
19.0
14.2
~~~~*'~
'itfdJ:t~~
30.2
::~~
13.3
21.8
~7.o'li!
11.1
6EA
6.81
i6
08
SEA
527
65x 65 X 10EA
9.02
_7
26
40
1
SEA
7.51
6EA
S.S7
SEA
4.56
55x 55 x 6EA
4.93
581
SEA
3.84
SOx 50 x SEA
5.68
6EA
~
~'
\i
!i
'
4.46
SSA
3.4S
3EA
2.31
13.6
~®.:;&.;r
8.54
8.38
!E%NN;Braei
6.49
22.1
17.1
8.66
19.0
14.2
7.25
13.1
10.9
5.67
8.13
~~~1;
4.36
10.6
6.69
3.42
7.71
5.13
2.66
10.5
6.37
3.22
8.63
5.01
2.55
6.66
3.88
2.00
3.46
2.49
1.31
27.4
15.9
8.21
21.8
13.0
6.79
13.9
9.79
5.19
22.3
11.7
5.95
18.0
9.58
4.94
13.1
7.28
3.81
15.1
6.69
3.39
12.7
5.55
2.83
9.47
4.29
2.21
6.78
3.25
1.70
11.0
4.35
2.19
9.45
3.64
1.84
7.30
2.84
1.45
5.35
2.18
1.13
5.27
8.41
2.50
1.27
6.29
1.94
0.993
4.51
1.48
0.769
7.32
1.95
0.979
6.27
1.63
0.823
4.83
128
0.650
3.54
0.988
0.507
3.49
1.71
0.767
0.868
3.96
1.33
0.681
5.25
1.61
0.812
4.29
1.28
0.645
3.31
0.9M
0.508
1.98
0.655
0.340
0.387
2.61
0.599
0.305
3.48
2.58
13.6
4.10
2.09
10.9
3.38
1.73
7.75
2.59
1.35
11.1
2.97
1.51
8.91
2.47
1.26
6.49
1.90
0.980
7.48
1.69
0.853
6Zl
1.41
0.715
4.68
1.10
0.561
3.35
0.846
0.436
5.46
5
12.8
3.28
1.65
10.8
2.54
1.34
8.63
2.18
1.12
6.18
1.68
0.867
8.80
1.91
0.966
7.09
1.59
0.807
5.13
123
0.630
5.94
1.09
0.547
4.98
0.908
0.458
3.64
0.709
0.360
2.55
0.546
0.280
6
10.6
2.29
1.15
8.97
1.84
0.932
7.09
1.52
0.777
4.97
1.17
0.605
7.29
1.33
0.672
5.78
1.11
0.562
4.11
0.858
0.439
4.92
0.756
0.380
4.02
0.632
0.319
2.90
0.494
0.251
9.06
1.68
0.846
7.53
1.36
0.686
5.88
1.12
0.572
4.13
0.867
0.446
6.10
0.980
0.494
4.79
0.816
0.413
3.40
0.633
0.323
4.11
0.556
0.279
8
7.89
1.29
0.548
6.40
1.04
0.526
4.97
0.853
0.439
3.51
0.867
0.342
5.17
0.751
0.379
4.04
0.626
0.317
2.88
0.487
0.248
1.10
0.552
4.67
0.922
0.454
3.60
0.724
4
0.367
2.58
0.562
0.287
0.721
0.362
2.84
0.572
0.288
WITHOUT
FULL LATERAL
RESTRAINT
Notes: (1) Shading indicates serviceability load governed by yielding.
{2) All references to Grade 300 refer to the specification of 300PLUS""' Steel or ASJNZS 3679.1-300.
999 :·
7
DCTN1/03-1999: · · "·''<. ; ''·'-'"~cAI$C~ DESI.GN:.,CAPACIT¥.'TABL!=S.£0R.$J:RUCTURAL STEEL
VOLQME 1.: OPEN SECTIONS
1
j.
.j
L
1
TABLE 8.3-3
UNEQUAL ANGLES
GRADE 300
~
MAXIMUM DESIGN LOADS FOR BEAMS WITHOUT FULL LATERAL RESTRAINT
long leg down
Wl. "'Maximum Design load is based on Design Moment or Design Shear/Torsion Capacity
W$, "' Maximum Serviceability Design Load based on Deflection limit of Span/250 or First Yield
W~ =Maximum Serviceability Design Load based on Deflection Limit of Span/500 or First Yield
Designation
Mass
Perm
kg/m
150x100x 12UA
10UA
150x 90 x 16UA
22.5
18.0
27.9
We (kN)/Ws1 (kN)/Ws2 (kN)
Span in metres
1
2
59.7
53.5
~f~lf~~01~~~~~~:
42.3
40.0
~IFir~~i~i~~~
96.2
66.3
r.::-rzger~i"·•.,..:;;v;.,,~&---"''~?1;77"'W
~~~*~~,A~ i9~;~
12UA
21.6
61.4
50.1
a,,~;~
29.5
. .40".5
di~?li~:~li'S.~1iZ:~~21
10UA
SUA
17.3
14.3
125x 75 x 12UA
17.7
10UA
14.2
8UA
11.8
43.8
llffi~~~~~~£
30.8
~$:¢1~~~1&~~..:1
~01:~3DlSt~
18.2
58.4
34.8
~WAA~Y~~¥'"%,f'\1..3:~J&J
lli~!!:m.~
41.7
~1.tlt~;w~
SUA
9.16
-~~:i¥Clll
29.5
l~Wi129~
'
18.4
trr,.
t.'J.~'"$A.{ "·'
100x 75 x 10UA
12.4
36.2
~~
8UA
6UA
10.3
7.98
28.7
25.6
~Ts~
23.3
16.0
~'!>:OW
p·'·•"···!
' .!ff~Ol~
75x 50 x 8UA
7.23
18.5
W«'ll':li!'liil
6UA
5.66
SUA
4.40
65x 50 x SUA
6.59
6UA
5.16
SUA
4.02
Notes:
28.8
9.93
14.2
~~'2:
7.64
9.43
li§\'1'9~
5.76
15.3
13.0
6.70
11.9
9.99
5.22
8.60
7.46
3.98
17.3
28.9
25.3
13.6
22.9
19.9
11.0
15.9
14.1
8.12
21.7
14.4
7.50
17.5
11.7
6.16
12.5
8.72
4.69
9.12
4.97
2.56
6.98
3.80
1.99
5.05
2.86
1.53
7.57
3.35
1.71
5.87
2.60
1.34
4.31
1.98
1.04
3
4
5
35.4
26.3
26.3
20.8
13.9
7.92
21.0
11.7
6.26
32.6
19.5
10.1
28.4
20.2
10.9
43.9
34.1
17.7
33.1
25.4
13.5
26.8
19.4
10.6
20.5
15.2
8.52
22.9
15.0
7.83
18.9
11.7
6.20
14.9
9.33
5.o5·
10.3
6.73
3.78
14.3
6.56
3.37
11.5
5.36
2.79
8.21
4.04
2.14
5.96
2.24
1.15
4.48
1.73
0.897
3.11
1.31
0.692
4.96
1.50
0.762
3.84
1.17
0.600
2.76
0.901
0.467
15.1
24.4
14.6
7.70
19.7
11.3
6.07
15.0
8.90
4.91
16.9
8.58
4.44
13.8
6.72
3.53
10.6
5.40
2.89
7.14
3.93
2.18
10.6
3.73
1.91
8.52
3.06
1.58
6.00
2.32
1.22
4.26
1.27
0.647
3.03
0.983
0.507
2.09
0.750
0.393
3.66
0.650
0.430
2.68
0.665
0.339
1.88
0.513
0.264
(1) Shading indicates serviceability load governed by yielding.
(2) All references to Grade 300 refer to the specification of 300 PLUSTM Steel on ASINZS 3679.1·300,
-:~-= ~-
-----
9.81
5.12
16.4
7.64
4.05
25.8
12.6
6.48
19.2
9.49
4.97
14.9
7.37
3.93
11.1
5.85
3.20
13.3
5.54
2.86
10.3
4.36
2.28
1.n
3.51
1.87
5.22
2.58
1.42
8.33
2.40
1.23
6.47
1.98
1.02
4.48
1.51
0.789
3.14
0.816
0.415
2.21
0.633
0.326
1.51
0.465
0.253
2.75
0.546
0.275
6
17.0
6.87
3.57
12.9
5.38
2.84
21.2
8.80
4.51
15.3
6,65
3.48
11.5
5.18
2.75
8.60
4.13
2.25
10.5
3.87
1.99
7.95
3.05
1.59
5.98
2.47
1.31
4.01
1.82
0.994
6.54
1.68
0.854
5.05
1.38
0.710
3.48
1.06
0.551
2.41
0.568
0.289
1.68
0.442
0.227
1.14
0.339
0.177
7
8
13.9
5.08
2.63
10.4
3.99
2.09
17.8
6.49
3.32
12.4
4.92
2.56
9.24
3.85
2.03
6.86
3.08
11.6
3.91
2.02
8.64
3.08
1.61
14.9
4.99
2.55
10.3
3.79
1.97
7.60
2.97
1.56
5.63
2.38
1.28
7.03
2.19
1.66
8.51
2.86
1.47
6.35
2.25
1.17
4.76
1.83
0.964
3.17
1.35
0.736
5.30
1.24
0.628
4.08
1.02
0.523
2.81
0.781
0.406
1.93
0.418
0.212
1.33
0.326
0.167
_1.50
1.12
5.21
1.73
0.900
3.89
1.41
0.741
2.58
1.05
0.567
4.40
0.948
0.482
3.36
0.783
0.401
2.31
0.601
0.312
1.57
0.321
0.163
J.OO
65;
WITHOUT
FULL LATERAL
RESTRAINT
Notes:
:_J
•••
~"'
b,i
~
TABLE 8.3-4
I
UNEQUAL
ANGLES
..l
L
1 ..
GRADE 300
~
MAXIMUM DESIGN LOADS FOR BEAMS WITHOUT FULL LATERAL RESTRAINT
long leg up
..I
Wl. =Maximum Design load is based on Design Moment or Design Shear/Torsion Capacity
=Maximum Serviceability Design Load based on Deflection limit of Span/250 or First Yield
wi:;. =Maximum Serviceability Design Load based on Deflection limit of Span/500 or First Yield
wS,
Mass
Designation
W L(kN)iWS, (kN)IWs2 (kN)
Span in metres
Perm
1
kg!m
150X100
X
12UA
10UA
22.5
18.0
2
60.1
56.8
~6bl~~~'"'"'"''C5o:S"'"'"
'
1''--·~~(~,C\{c~'<)> .- .• ..;o'b4'
~(z.;t. ,,,.;?:
35.4
42.3
40.4
12UA
27.9
21.6
10UA
17.3
SUA
14.3
125x 75 x 12UA
17.7
41.7
26.2
""~~'
29.5
25.3
11.7
13.6
6.20
12.9
9.33
5.05
8.40
6.73
3.78
13.8
6.56
3.37
10.7
5.36
2.79
7.36
4.04
2.14
5.88
2.24
se.2., ~
1}%:<,azs;g~~'(!W,'~'/;;"•4(i~W,:::
99.4
72.5
~~::11r(;Jtn:::::~~~;:;s;;
62.3
54.2
~~~}tl>T~-~;;-~~~~
44.1
41.7
30.9
29.5
~4lll!li\l1'''''
... ~1Ei7""""
gdti;4j}j£fJJ"·,\
':.tt,':c<i9.5';}:;;,"{(
W::S:Q+~·s;:r;_;~;.:_~!:Jl5:'[t!:
~~30;9£t0,~
26.5
58.4
33.9
rK%;:s~~;;-;_;;:,'fi:w:.;~::st:':F:.w;~:r
~r~~~r~-·----173~~
10UA
14.2
=4m::"
.: 'i.;l-;::
~,,-·
SUA
11.8
9.16
7
100x 75 x 10UA
I
12.4
36.2
"
SUA
'
6UA
,-
10.3
7.98
2
75x50x SUA
6UA
SUA
7.23
5.66
4.40
28.7
25.6
23.3
~16.0
~=m
18.3
~33GB'
9.93
@~~!flti
7.64
9.03
Z:':?f~:S~-2
65x 50 x SUA
6.59
5.76
15.3
13.0
6.70
SUA
5.16
11.4
T
SUA
Notes:
4.02
9.98
5.21
8.08
7.46
3.98
12.7
1.15
6.44
3.80
1.99
4.43
2.S6
1.53
7.57
3.35
1.71
5.63
2.60
4.19
2.88
1.73
0.897
2.82
18.4
12.8
~'&1J$l"'·"~~-3\21S~}t;
l'i:i~~;>§
28.2
17.8
8.58
23.0
15.2
7.10
36.0
21.6
10.6
26.9
17.4
8.38
21.6
14.8
6.93
16.2
13.3
5.95
16.5
8.58
4.44
2.56
19.7
'l;tf.._,..,_,.,
i11~imtf""
4
6.71
3.53
9.46
5.40
2.89
6.06
3.93
2.18
10.2
3.73
1.91
7.92
3.06
1.58
5.43
2.32
1.22
4.22
1.27
0.647
tio
l!iiBJ!t"·,g:~r~
~
6UA
37.8
32.6
15.4
30.9
28.4
72.9
48.3
38.9
18.9
36.0
31.9
15.0
29.5
27.8
12.6
23.5
23.5
10.9
22.3
15.0
7.83
17.3
~lt4~~r2:t;;.;_.-_
150x 90 x 16UA
3
· 'e./2~
20.9
14.4
7.50
16.2
11.7
6.16
11.2
8.70
4.69
8.99
4.97
1.34
Q.600
0.983
0.507
1.90
0.750
0.393
3.66
0.850
0.430
2.60
0.665
0.339
3.97
1.98
2.57
1.76
0.901
0.467
0.513
0.264
1.04
1.31
0.692
4.96
1.50
0.762
3.68
1.17
5
22.5
11.2
5.45
17.4
9.44
4.49
28.7
13.7
6.73
21.2
11.0
5.32
15.8
9.21
4.38
11.6
8.10
3.73
13.0
5.54
2.86
9.65
4.36
2.28
7.06
3.51
1.87
4.49
2.58
1.42
8.06
6
18.1
7.72
3.77
7
8
14.7
12.1
4.29
2.11
8.76
5.64
2.76
13.4
10.7
6.44
3.09
23.8
9.46
4.66
16.5
7.53
3.68
12.1
6.28
3.02
4.67
2.26
19.5
6.92
3.42
13.3
5.50
2.69
9.63
4.55
2.20
6.94
3.92
1.86
8.83
5.45
2.55
10.4
8.38
3.87
1.99
7.52
3.05
1.59
5.46
2.47
1.31
3.47
2.86
1.47
6.02
2.25
1.17
4.37
1.83
0.904
2.78
3.54
1.72
16.2
5.28
2.61
10.9
4.18
2.05
7.81
3.45
1.68
5.59
2.95
1.41
6.93
2.19
1.12
4.95
1.73
0.900
3.59
1.41
0.741
2.27
1.82
1.36
0.994
6.39
1.05
0.736
2.40
1.66
1.23
0.854
4.78
1.3S
0.710
3.17
1.06
0.551
2.39
0.568
0.289
1.24
0.628
3.87
1.02
0.523
2.56
0.781
0.406
1.91
0.418
0.212
1.28
0.326
0.167
0.567
4.30
0.948
0.482
3.21
0.783
6.11
1.98
1.02
4.06
1.51
0.789
3.11
0.816
0.415
2.10
0.633
0.326
1.38
0.485
0.253
2.75
0.546
0.275
5.18
1.61
0.442
0.227
1.05
0.339
0.177
0.401
2.11
0.601
0.312
1.56
0.321
0.163
WITHOUT
FULL LATERAL
RESTRAINT
(1) Shading indicates serviceability load governed by yielding.
{2) All references to Grade 300 refer to the specitication of 300 PLUSTM Steel on AS/NZS 3679.1-300.
"'
~
I
~
.
_99
.
a.
~
DCTN1/03-1999
,~;.•cAISC:; D.ESIGN'.CAPACrPI'i'TABLES:f'GR.S:l'~UCTURAL STEEL
VOLUME 1: OPEN SECTIONS
's-39
4
~
1
TABLE 8.3-5
UNEQUAL ANGLES
GRADE 300
L
1
<hm'
cenTre
f---~b-,----1
MAXIMUM DESIGN LOADS FOR BEAMS WITHOUT FULL LATERAL RESTRAINT
short leg down
w;
WL "'Maximum Design Load is based on Design Moment or Design Shear/Torsion Capacity
wS, "' Maximum Serviceability Design Load based on Deflection Umit ot Span/250 or First Yield
W$2
=Maximum Serviceability Design Load base1i on Deflection Umit of Span/500 or First Yield
Designation
10UA
150x 90 x16UA
12UA
1
22.5
40.6
10UA
17.3
SUA
14.3
125x 75 X12UA
,10UA
17.7
64.9
41.0
~\~~;;;;'
22.0
11.1
31.9
27.3
9.85
4.94
21.3
7.73
3.89
18.2
6.25
3.15
~!gi~?t
28.5
~~fi
43.6
39.9
3,$$,1~1;':\:
34.1
27.9
~EZ729.1~
27.5
19.4
ri~~~~~;:
~.9
;E:SS::~1(C
19.4
26.7
14.2
11.8
15.7
18.7
~ra~
13.0
SUA
9.16
11.6
~llr6]1Z
10.1
100x 75 x10UA
12.4
SUA
10.3
26.1
~if
14.5
18.6
~~~-~
12.1
6UA
7.9S
75x 50 x SUA
7.23
6UA
5.66
11.7
~~@
9.34
13.0
7.27
3.67
10.2
5.74
SUA
4.40
65x 50 x SUA
6.59
SUA
5.1S
2.91
6.59
Notes:
'.·~_-;
4.02
17.2
8.70
27.3
13.9
7.04
19.2
11.5
5.86
15.1
5.19
2.63
14.5
4.36
2.19
12.5
3.54
17.5
7.30
3.69
14.5
6.07
3.08
11.2
11.7
3.27
1.65
9.&7
2.73
1.38
4.69
2.40
6.51
1.84
0.923
5.12
1.46
0.734 3.99
1.14
2.28
12.4
6.91
3.49
9.81
0.578
6.22
1.75
0.878
4.90
1.38
0.697
3.81
1.08
0.547
2.76
6.55
4.22
2.1S
4.21
21.8
9.75
4.90
18.7
7.90
3.98
15.5
6.58
3.33
11.4
5.10
2.60
4.47
5.44
SUA
3
25.6
10.3
5.21
22.0
8.31
[2$:Z:ilil
SUA
2
38.5
23.0
11.6
28.0
18.4
9.39
27.9
21.6
LD
Span in metres
kg/m
1S.O
"
W( (kN)/Ws1 (kN)/Ws2 (kN)
Mass
Perm
150X100x12UA
;
~1.{1
1.78
10.3
2.95
1.49
8.06
2.30
1.16
7.49
2.12
1.08
4.34
0.820
0.411
3.41
0.651
0.327
2.66
0.512
0.258
5
4
19.2
5.84
2.94
16.5
4.71
2.38
20.5
5.55
2.78
15.9
4.36
2.19
13.7
3.53
1.78
11.4
2.94
1.48
15.4
3.75
1.88
13.2
3.03
1.53
16.4
3.56
1.78
12.8
2.80
1.40
11.0
2.27
1.14
9.11
1.89
0.910
10.9
2.46
1.23
9.34
2.00
1.00
7.76
1.67
0.838
6.06
1.30
0.657
8.70
1.57
0.789
7.48
1.28
0.642
S.22
1.07
0.537
4.86
0.836
0.421
8.74
1.85
0.928
7.25
1.54
0.777
5.63
1.20
O.S08
3.26
0.462
0.231
2.56
0.367
0.184
6.99
1.18
0.595
5.81
0.990
0.498
4.52
0.772
0.390
2.61
0.296
0.148
7
6
12.8
2.61
1.31
11.0
2.11
1.06
13.7
2.47
1.24
10.6
1.95
0.976
9.14
1.58
0.793
7.60
1.32
0.550
7.25
1.09
0.547
6.24
0.890
0.44S
5.19
0.744
0.374
4.06
0.582
0.293
8
11.0
1.92
0.9S3
9.45
1.55
0.781
11.7
1.82
0.909
9.12
1.43
0.717
7.84
1.16
0.583
6.52
0.969
0.487
6.22
0.804
0.402
5.35
0.654
0.328
4.45
0.547
0,275
1.47
0.738
8.28
1.19
0.599
10.3
1.39
0.696
7.98
1.10
0.550
6.88
0.890
0.447
5.72
0.743
0.374
-'
.
, AI,~C: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
L
L
L2'
L
~
L
6
I_
b
WITHOUT
L
FULL LATERAL
RESTRAINT
''""'''·~---.,;;.,cc'#,;,'VGL'OME~;-OPEN<SEOTIONSc~.-:';-;"'"~"'-'~'/c:. -c-, _ .
------~-
k
5.44
0.616
0.308
4.S9
0.501
0.251
I
·~
{1) Shading indicates serviceability load governed by yielding.
(2) All references to Grade 300 refer to the specification of 300 PLUS"M Steel on ASINZS 3679.1-300.
,.
ts
9.63
I~
DCTN1/03-1999
LNote
~
bJ
L
she"
J~centf===Jre
TABLE 8.3-6
UNEQUAL ANGLES
GRADE 300
b1
2
MAXIMUM DESIGN LOADS FOR BEAMS WITHOUT FULL LATERAL RESTRAINT
short leg up
W~ "' Maximum Design load is based on Design Moment or Design Shearfforsion Capacity
W$1 =Maximum Serviceability Design load based on Deflection limit of Span/250 or First Yield
w; =Maximum Serviceability Design Load based on Deflection limit of Span/500 or First Yield
Designation
Mass
Perm
W[ (kN)iWs1 (kN)/Ws2(kN)
Span in melres
kg/m
150x100x 12UA
22.5
10UA
16.0
150x 90 x 16UA
27.9
40.4
~~~
28.4
~~t~~::~
9
12UA
10UA
21.6
17.3
64.3
~~6Jit4h;;;
44.5
39.7
~$!!1~
35.4
27.8
~~'@~~f·,
fu~~~ii&~t:;:
SUA
125x 75 x 12UA
14.3
17.7
S,
10UA
14.2
1
SUA
SUA
100x 75 x 10UA
SUA
12.4
10.3
7.9S
75x 50 x SUA
7.23
SUA
s.ss
SUA
4.40
65x 50 x SUA
S.59
i
:::1
I
9.1S
SUA
I
l
11.8
Notes:
SUA
5.16
SUA
4.02
19.3
~tJfJlii.
37.9
~>®rem;:
19.4
26.7
B91l~T
15.7
18.7
~--
13.0
11.6
~~
10.1
26.1
~"'
14.5
-18.6
gay~
12.1
11.7
'!lt>i:k~.
9.34
12.9
7.27
3.67
9.56
5.74
2.91
6.59
4.47
2.28
12.4
S.91
3.49
9.52
5.44
2.76
6.55
4.22
2.16
2
3
4
5
6
36.7
24.4
12.0
27.6
20.3
9.84
40.9
22.5
11.2
30.1
17.9
8.87
23.9
18.3
6.01
2.98
14.5
4.94
2.44
20.5
14.5
3.75
1.88
11.3
3.03
1.53
16.3
3.56
1.78
11.9
2.80
1.40
9.39
2.27
1.14
7.06
1:69
0.953
12.2
2.66
1.32
9.64
2.18
1.08
13.6
2.49
1.25
10.0
1.97
0.982
7.94
7.27
18.0
12.6
6.12
24.5
10.7
5.31
19.3
6.66
4.35
27.3
9.99
4.98
20.1
7.93
3.94
15.9
6.52
3.22
12.0
5.51
2]0
21.3
9.75
4.90
14.2
4.36
2.19
10.6
17.1
11.4
8.50
1.57
0.789
6.84
1.26
0.642
5.29
1.07
0.537
3.57
0.836
0.421
14.8
7.90
3.98
13.2
6.5S
3.33
8.91
5.10
2.60
17.0
7.30
3.69
13.5
6.07
3.08
9.42
4.70
2.40
6.44
1.84
0.923
4.78
1.46
0.734
3.38
1.14
0.578
6.22
3.54
1.78
8.82
2.95
1.49
5.94
2.30
1.16
11.3
3.27
1.65
8.99
2.73
1.38
6.26
2.12
1.08
4.29
0.820
0.411
3.19
0.651
0.327
2.26
0.512
0.258
5.62
2.80
15.1
4.45
2.21
11.9
3.66
1.81
8.99
3.07
1.51
2.46
1.23
8.55
2.00
1.00
6.61
1.67
0.838
4.46
1.30
0.657
8.51
1.85
0.928
6.74
1.54
o.m
4.71
1.20
0.608
3.22
0.462
0.231
2.39
0.367
0.184
7
1.11
1.61
1.18
0.802
0.589
5.98
5.12
1.35
0.670
0.992
0.492
0.376
7.09
1.09
0.547
5.70
0.890
0.446
6.07
0.604
0.402
4.89
0.654
0.328
3.78
0.547
0.275
4.41
0.744
0.374
2.97
0.582
0.293
0.758
5.32
0.616
o.308
4.26
O.S01
0.251
6.80
1.18
0.595
5.39
0.990
0.498
3.77
0.172
0.390
2.57
0.296
0.148
4
WITHOUT
1
FULL LATERAL
RESTRAINT
(1) Shading indicates serviceability load governed by yielding.
(2) All references to Grade 300 refer to the specification of 300 PLUSTM Steel on AS/NZS 3679.1·300.
i
)99
9.15
1.49
0.743
7.19
1.22
0.606
10.2
1.40
0.700
7.52
0.552
5.93
0.905
0.450
4.40
1.75
0.878
4.75
1.38
0.697
3.42
1.08
0.547
10.5
1.95
0.971
8.25
1.60
0.792
11.7
1.83
0.915
8.60
1.45
0.722
6.80
8
STEEL
DCTN1/03-1999 ... ··'·'" =~,,_AJSC:J)ESIGN,CAPACI:E¥TABLESJ;ORSl;RUC:rURAL
VOLUME 1: OPEN SECTIONS
,.
·'
TABLE 8.4-1(1)
EQUAL ANGLES
GRADE 300
MAXIMUM DESIGN LOADS FOR ECCENTRICALLY LOADED SINGLE ANGLES IN TRUSSES
angles on the same side of the truss chord
Designation
200 X200 X26EA
20EA
18EA
16EA
13EA
I
150x150x 19EA
16EA
12EA
tOEA
125x 125x 16EA
12EA
10EA
SEA
Maximum Design Loads (kN)
Lenglh In melres
Mass
per melre
kgtm
0.2S
0.60
1.0
1.S
2.0
2.S
3.0
3.S
4.0
4.S
s.o
s.s
6.0
76.8
60.1
54.4
48.7
40.0
42.1
35.4
27.3
21.9
29.1
22.5
18.0
14.9
1200
936
838
787
623
656
592
442
352
486
372
307
237
1200
936
838
786
619
656
591
438
345
484
368
300
230
1180
916
818
762
596
631
564
415
321
457
345
278
210
1140
882
786
729
568
602
534
391
296
428
322
257
189
1100
848
755
697
540
570
503
367
271
397
298
235
170
1060
814
723
665
513
536
470
341
247
363
271
212
152
1010
777
690
631
485
499
435
315
225
326
243
189
135
963
739
655
597
457
460
398
288
204
290
217
167
119
912
699
619
561
429
420
362
261
184
257
192
147
106
858
657
582
525
401
381
327
237
167
227
170
130
94.1
803
615
545
490
373
346
295
214
151
201
150
115
83.9
749
573
508
455
347
313
266
193
137
178
134
102
75.1
697
533
473
422
322
283
241
175
124
159
119
91.3
67.5
7.0
8.0
601
460
408
362
277
234
198
144
103
128
96.0
73.7
55.1
518
397
352
312
239
195
165
121
87.0
104
78.7
60.5
45.7
9.0
448
344
305
270
207
164
139
102
74.1
86.5
65.5
50.4
38.4
10
390
299
266
235
181
140
118
86.9
63.6
72.7
55.2
42.6
32.7
11
341
262
233
206
159
120
101
74.9
55.2
61.9
47.1
36.5
28.2
Note: All references to Grade 300 refer to the specification of 300PLUS"~ Steel or ASINZS 3679.1·300.
g
··~
,!··
o
\'•~
:,.~
~.~:.".' . . . . . . . --··--------~-------------------~--=-------. . . . .
•·· r}
TABLE 8.4-1 (2)
f
EQUAL ANGLES
GRADE 300
+
I
MAXIMUM DESIGN LOADS FOR ECCENTRICALLY LOADED SINGLE ANGLES IN TRUSSES
angles on the same side of the truss chord
Deslgnallon
Maximum Design Loads (kN)
lenglh In melres
Mass
per melre
kg/m
0.25
0.50
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
100x100x 12EA
tOEA
SEA
6EA
90x 90x 10EA
SEA
6EA
17.7
14.2
1/.S
9.16
296
2SO
201
140
226
1S2
135
290
242
194
134
216
175
12S
269
222
176
119
198
1S8
114
246
201
ISS
104
177
140
100
220
178
140
90.1
153
121
S6.0
192
1S4
121
77.S
129
102
72.6
165
132
103
67.0
108
85.8
61.0
122
96.3
7S.8
S0.1
76.7
61.1
43.7
79.4
62.7
49.7
33.S
48.6
39.0
2S.2
10.5
S.73
6.S1
5.27
9.02
7.51
5.S7
4.56
4.93
3.84
S.66
4.46
3.4S
2.31
3.97
3.10
2.06
3.SO
2.73
1.S3
2.S6
2.01
1.35
186
154
115
S0,7
159
133
101
74.S
17S
146
108
75.0
151
125
94.9
69.4
79.8
S9.1
91.5
71.4
53.7
29.8
62.6
47.8
28.S
S3.9
41.7
2S.4
36.2
28.3
1S.3
159
129
95.1
63.2
132
109
S1.6
5S.S
86.2
48.5
74.3
S7.6
42.9
22.6
48.S
36.7
21.4
39.5
30.4
18.2
22.0
17.2
11.1
112
90.9
86.2
42.9
85.4
70.4
52.7
37.7
3S.2
28.0
39.9
31.0
23.2
12.5
24.2
18.4
10.8
18.1
14.0
8.52
8.40
6.63
4.31
90.5
73.5
53.7
35.1
66.8
55.2
41.4
29.7
2S.9
21.3
29.6
23.0
17.3
9.57
17.7
13.5
S.02
13.0
10.0
6.17
5.78
4.S8
2.99
8.26
6.3S
3.89
S.S9
4.S9
2.89
2.49
1.98
1.31
2.0S
1.6S
33.4
26.4
17.6
27.1
21.4
14.3
11.3
7.47
4.9S
3.96
2.64
3.34
2.68
1.80
73.3
59.6
43.6
2S.9
52.8
43.7
32.9
23.7
22.4
16.6
22.6
17.6
13.3
7.49
13.3
10.2
6.14
9.66
7.SO
4.6S
4.20
3.33
2.19
2.40
1.93
30.2
24.S
1S.4
12.9
20.6
17.1
13.1
9.64
S.35
6.31
8.11
6.3S
4.8S
2.94
4.70
3.64
2.27
3.31
2.S9
1.66
1.37
1.09
0.730
25x 25x 6EA
136
111
S0.7
52.3
108
89.4
66.S
47.S
51.0
37.3
5S.O
42.6
31.7
16.8
34.3
28.0
1S.2
26.S
2Q.4
12.3
13.1
10.3
6.65
7.96
6.3S
105
82.9
6S.4
43.7
65.3
S2.2
37.4
41.5
34.0
25.1
17.2
28.7
23.9
18.1
13.3
11.8
8.83
11.6
9.07
6.90
4.0S
6.72
S.19
3.20
4.78
3.73
2.36
2.00
1.59
1.06
90.9
71.8
S6.8
3S.3
75x 75x tOEA
SEA
6EA
!
5EA
65x 65 x10EA
SEA
6EA
5EA
55x 55x 6EA
SEA
SOx SOx SEA
6EA
SEA
'
3EA
45x 45 x 6EA
SEA
3EA
40x 40x 6EA
SEA
3EA
30x 30x 6EA
SEA
3EA
142
112
88.3
57.S
90.8
72.2
51.4
59.9
4S.S
35.9
24.1
42.5
35.1
26.5
19.2
17.7
13.2
17.7
13.8
10.4
6.00
10.4
7.9S
4.83
7.44
S.79
3.62
3.1S
2.53
1.67
1.40
1.13
1.12
0.904
0.766
0.614
SEA
3EA
12.7
10.6
8.22
1.12
86.0
64.2
9S.6
77.4
58.6
33.7
6S.4
S2.6
32.0
S9.6
46.4
2S.8
42.1
33.1
21.7
14.1
4.21
Note: All references to Grade 300 refer to the spec111caUon of 300PLUS'u Steel or AS!NZS 3679.1·300.
1.30
/.SO
1.4S
0.981
49.6
40.5
29.S
20.3
34.7
28.7
21.8
15.8
14.3
10.7
14.1
11.1
8.41
4,90
56.1
44.9
32.3
35.2
2S.S
21.4
14.S
24.2
20.1
15.3
11.2
9.85
•7.41
9.61
7.SS
5.76
3.44
s.ss
4.31
2.6S
3.94
3.09
1.97
1.64
1.31
O.S71
0.916
0.740
O.S03
0.763
0.616
0.420
7.0
8.0
9.0
10
11
69.7
SS.1
43.8
30.0
42.4.
34.1
24.7
54.8
43.4
34.6
24.1
33.1
26.7
19.5
44.1
34.9
28.0
19.7
26.4
21.4
15.7
38.2
2S.7
23.0
16.4
21.6
17.5
12.9
30.1
23.9
19.3
13.8
17.9
14.6
to.s
2S.S
20.3
16.4
11.8
15.1
12.3
9./S
26.1
21.5
16.0
11.3
20.1
16.S
12.4
8.82
13.5
11.3
8.65
6.44
5.44
4.14
S.22
4.12
3.17
1.95
3.01
2.3S
1.49
2.11
1.66
15.9
13.1
9.SS
7.09
10.6
8.86
6.84
5.11
4.26
3.2S
4.07
3.22
2.49
1.S4
2.3S
1.63
1.17
1.64
12.9
10.6
8.04
5.82
8.55
7.15
5.53
4.16
3.43
2.63
3.26
2.58
2.00
1.2S
1.88
1.47
0.942
1.31
S.91
7.3S
5.62
1.29
1.07
0.840
0.664
0.532
0.359
0.36S
0.298
0.204
1.03
0.675
10.6
S.7S
6.67
4.86
7.03
s.S9
4.57
3.44
2.82
2.16
2.67
2.12
1.64
1.04
1.54
1.20
0.776
1.07
O.S44
O.SS4
0.430
0.345
0.234
17.7
14.S
11.3
8.35
7.16
S.43
6.93
5.46
4.19
2.54
4.01
3.11
1.9S
2.S2
2.21
1.42
1.16
0.925
0.620
0.64S
O.S21
0.356
0.860
0.6S9
0.463
0.47S
0.387
0.265
O.S28
0.424
0.2S7
0.293
0.237
0.163
0.23S
0.193
0.132
4.12
5.88
4.93
3.63
2.90
2.35
1.81
2.23
1.77
1.37
0.872
1.28
1.00
0.6SO
0.890
0.703
0.463
0.3S7
0.287
0.19S
0.197
0.160
0.110
(CO
:.j,.
<i """
f!
•.1
TABLE 8.4-2(1)
EQUAL ANGLES
GRADE 300
MAXIMUM DESIGN LOADS FOR ECCENTRICALLY LOADED SINGLE ANGLES IN TRUSSES
angles on the opposite sides of the truss chord
Designation
200 X 200 X 26EA
20EA
t8EA
t6EA
t3EA
150 X f50X f9EA
t25
X
16EA
t2EA
tOEA
t25 X t6EA
t2EA
tOEA
SEA
Mass
per metre
Maximum Design Loads (kN)
Length In metres
kg/m
0.25
0.50
1.0
1.5
2.0
2.5
3.0
3.5
4.0
76.8
60.1
54.4
46.7
40.0
42.t
35.4
27.3
21.9
29.1
22.5
18.0
t4.9
590
479
432
408
344
313
3t3
238
t9t
246
t95
162
127
590
479
432
407
34t
313
3t2
235
t86
245
193
t58
t22
583
469
42t
392
327
303
298
222
t73
233
t6t
t46
t12
566
453
405
376
31t
292
284
2t0
160
22t
t70
136
t02
549
437
39t
360
296
279
270
198
148
209
t59
125
92.0
532
422
376
345
281
267
256
t86
t36
195
146
115
83.2
515
406
361
329
267
253
240
t74
125
tel
t36
t04
75.2
496
390
346
314
253
239
225
16t
1t5
166
t24
94.6
67.9
477
373
330
298
239
225
209
t50
t06
t52
113
85.6
6t.4
Note: AU references to Grade 300 refer to the specification oi300PlUSru Steel or ASINZS 3679.1·300.
~··
4.5
5.0
5.5
6.0
7.0
e.o
457
356
315
282
225
210
t94
138
97.2
139
t03
77.5
55.7
437
339
299
267
212
196
180
128
89.5
t27
94.t
70.3
50.6
416
32t
284
252
t99
183
166
t18
82.4
116
85.9
63.9
46.t
395
305
269
238
187
170
154
109
76.t
t06
78.4
58.3
42.t
356
273
240
2tt
t66
148
132
93.3
65.2
89.3
65.9
48.6
35.5
320
244
2t5
t88
t47
129
114
80.5
56.3
75.7
55.9
41.4
30.2
9.0
287
2t9
t92
168
130
113
98.8
69.9
49.1
64.6
47.8
35.5
26.t
10
258
t96
t72
t50
tt6
99.0
86.3
61.2
43.t
56.0
41.3
30.7
22.7
11
233
t77
t55
t35
t04
87.5
75.9
53.9
38.t
46.7
36.0
26.6
t9.9
I
TABLE 8.4-2(2)
EQUAL ANGLES
GRADE 300
MAXIMUM DESIGN LOADS FOR ECCENTRICALLY LOADED SINGLE ANGLES IN TRUSSES
angles on the opposite sides of the truss chord
De signa lion
'lox 100x 12EA
IOEA
SEA
6EA
90x 90x 10EA
SEA
6EA
75x 75x10EA
SEA
SEA
5EA
1'
65x 65x 10EA
SEA
6EA
SEA
5Sx 55x 6EA
SEA
50x 50x SEA
6EA
SEA
3EA
4Sx 45x 6EA
SEA
3EA
40x 40x SEA
SEA
3EA
30x 30x 6EA
SEA
3EA
25x 25x 6EA
SEA
3EA
Maximum Design Loa~s (kN)
Lengih In melres
Mass
per melre
kglm
0.26
0.50
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.6
5.0
17.7
14.2
11.8
9.16
12.7
10.6
S.22
10.5
S.73
6.81
5.27
9.02
7.SI
5.87
4.56
4.93
3.S4
S.68
4.46
3.48
2.31
3.97
3.10
2,06
3.SO
2.73
1.S3
2.S6
2.01
14S
128
103
73.6
113
92.4
6S.3
14S
124
99.3
69.9
109
SS.5
64.7
S5.2
71.4
53.4
37.3
69.5
59.5
136
114
90.S
62.1
100
S0.4
57.7
77.6
64.3
47.2
31.8
62.8
53.0
126
104
82.1
S4.9
91.2
72.4
51.1
69.3
S6.9
41.1
26.9
ss.o
46.0
116
94.7
73.8
4S.4
S1.7
64.4
44.8
60.5
49.2
35.2
22.8
46.8
3S.9
105
84.S
6S.7
42.6
72.2
S6.5
39.0
52.0
42.2
29.9
19.3
94.7
7S.4
SS.1
37.S
63.4
49.4
33.9
44.7
36.0
25.5
16.4
33.3
27.4
84.7
66.9
S1.4
33.2
ss.s
43.2
29.6
3S.4
30.9
21.8
14.1
28.2
23.2
75.6
59.3
45.S
29.4
4S.S
37.9
25.9
33.2
26.7
18.8
12.2
24.1
19.S
67.6
S2.S
40.S
26.2
43.0
33.4
22.S
2S.S
23.2
16.4
10.7
20.7
17.0
60.6
47.1
36.1
23.S
3S.I
29.6
20.2
25.2
20.2
14.4
9.41
18.0
45.8
40.1
34.3
28.7
20.1
17.0
14.5
12.4
10.8
33.4
37.2
27.7
40.1
32.4
24.7
13.9
27.6
21.S
12.7
22.9
18.2
11.0
14.0
2S.6
32.0
23.3
34.7
27.6
20.5
10.8
23.0
17.6
9.86
1S.7
14.S
8.41
10.6
8.40
24.0
26.6
19.0
28.6
22.4
16.4
8.43
IS.3
13.7
7.52
14.4
11.1
6.26
7.62
19.9
21.6
IS.4
23.1
17.9
13.0
6.6S
14.4
10.7
5.79
11.1
S.43
4.73
5.55
11.7
4.33
13.S
14.4
10.2
IS.2
11.7
8.46
4.36
9.11
6.7S
3.6S
6.S2
S.16
2.92
3.19
2.48
12.0
8.49
12.5
9.60
6.97 1
3.63
7.42
S.S1
3.02
s.so
4.17
2.37
2.S2
1.96
1.54
1.22
1.90
1.SO
0.964
1.48
1.17
0.7S5
1.35
2.08
1.6S
1.12
ss.s
74.9
56.6
40.2
72.7
62.6
48.7
36.0
39.7
30.0
42.6
34.7
26.8
IS.6
29.6
23.4
14.2
24.7
20.0
12.4
15.4
12.7
8,61
11.1
9.31
6.S4
7.50
5.31
5,97
3,70
9.96
8.20
5.59
7.08
5.70
3.73
4.87
3.87
2.49
11.4
2.66
3.44
2.72
1.74
Note: All references to Grade 300 refer to the speclficatron of 300PLUS'M Steel or AS!NZS 3679.1·300.
39.S
32.6
24.0
16.S
17.6
12.S
18.7
14.4
10.4
S.33
11.3
S.43
4.56
S.61
6.S3
3.67
4.15
3,23
1.99
2.52
1.99
1.27
9.9S
10.1
7.16
10.4
S.01
S.82
3.06
6.14
4.S7
2.52
4.S2
3.42
1.97
2.03
1.58
0.989
1.19
0.938
0.607
S.S9
8.55
6.10
8.82
6.7S
4.93
2.62
S.1S
3.S4
2.14
3.77
2.S6
1.66
1.67
1.30
0.819
0.968
0.767
0.498
14.7
7.4S
7.34
S.26
7.52
5.78
4.23
2.27
4.38
3.27
1.84
3.1S
2.42
1.41
1.40
1,09
5.5
6.0
7.0
8.0
S4.4
42.2
32.4
21.1
33.9
26.4
1S.1
22.2
17.8
12.7
S.35
1S.7
12.9
9.45
6.S7
6.37
4.S7
6.49
4.99
3.66
1.9S
3.76
2.S2
1.60
2.72
2.07
1.22
49.0
38.0
29.1
19.1
30.3
23.6
16.2
19.6
IS.S
11.2
7.45
13.S
40.2
31.1
23.9
1S.8
24.S
19.2
13.2
15.7
12.6
9.03
6.0S
10.9
S.93
6.60
4.65
4.36
3.16
4.38
3.38
2.50
1.39
2.S2
1.90
1.10
1.81
1.38
0.830
0.76S
0.604
0.388
0.474
0.307
0.436
0.348
0.230
0.340
0.272
0.180
11.3
8.33
S.81
S.S7
4.02
S.65
4.3S
3.20
1.75
3.27
2.4S
1.40
2.3S
1.80
1.06
0.689
0.925
0.587
1.01
0.795
0.506
0.804
0.638
0.416
0.678
0.53S
0.352
O.S79
0.461
0.302
1.18
9.0
10
11
33.S
2S.8
20.0
13.3
20.2
1S.S
11.0
12.7
10.3
7.40
5.00
S.77
7.21
5.36
3.SO
2S.2
21.8
16.9
11.3
16.9
13.3
9.29
10.S
S.S3
6.17
4.21
7.21
S.94
24.0
18.6
14.4
9.7S
14.4
11.3
7.95
S.S7
7.19
5.23
3.S9
6.03
4.97
20.7
16.0
12.S
8.S3
12.3
9.75
6.SS
7.SS
6.14
4.48
3.10
5.11
4.22
4.43
3,73
3.18
3.16
2.67
2.29
3.SO
2.S6
3.49
2.70
2.01
1.13
2.01
1.52
O.S91
1.43
1.10
0.666
0.602
2.87
2.11
2.84
2.20
1.65
0.943
1.63
1.24
0.736
1.16
O.S94
O.S46
0.464
0.302
2.39
1.77
2.36
1.83
1.38
0.797
1.3S
1.03
0.618
0.9S7
0.740
0.456
0.39S
0.315
2.03
1.50
1.99
1.55
1' 17
0.682
1.14
O.S72
0.526
0.804
0.623
0.3S7
0.332
0.263
0.249
0.206
0.173
0.273
0.218
0.145
0.223
0.179
0.120
0.186
0.149
0.100
TABLE 8.4-3
UNEQUAL ANGLES
GRADE 300
MAXIMUM DESIGN LOADS FOR ECCENTRICALLY LOADED SINGLE ANGLES IN TRUSSES
angles on the same side of the truss chord - long leg attached
Oeslgnallon
Mass
per metre
Maximum Design Loads (kN)
Length In metres
kg/m
0.25
0.50
0.75
1.0
1.25
1.5
1.75
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
5.5
150x 100x 12UA
22.5
18.0
333
263
321
251
308
238
295
225
282
212
267
198
251
185
218
161
187
138
160
119
137
103
118
89.3
103
78.0
89.7
10UA
339
271
68.4
78.8
60.4
27.9
21.6
17.3
14.3
17.7
14.2
11.8
9.16
12.4
10.3
7.9S
7.23
5.66 .
4.40
6.59
5.16
4.02
437
325
259
192
275
225
175
117
204
164
117
117
88.0
62.7
109
63.5
61.7
426
316
249
184
263
214
165
110
196
157
111
409
303
235
175
250
203
154
103
186
14S
103
391
289
221
165
236
190
142
95.7
175
140
9S.9
S7.3
65.4
44.4
82.4
62.5
46.0
372
274
207
155
219
176
130
88.4
163
130
88.4
350
258
193
144
201
161
119
81.2
150
120
S1.0
301
223
165
125
165 .
131
97.6
67.6
123
9S.7
67.2
252
188
139
106
132
106
79.6
56.0
99.4
S0.1
55.3
210
158
117
90.6
107
85.3
65.2
46.4
80.5
65.1
45.7
175
132
99.4
77.3
87.2
69.6
53.9
38.8
65.9
S3.4
38.0
63.7
48.1
33.2
60.6
46.3
34.3
45.9
35.0
24.8
43.9
33.8
25.2
33.9
26.0
18.8
32.5
25.1
18.9
25.6
19.9
14.6
24.7
19.2
14.5
20.1
15.6
11.6
19.3
15.1
11.4
147
112
84.6
66.2
72.0
57.5
45.0
32.7
54.5
44.4
31.9
16.1
12.5
9.35
15.5
12.1
9.22
125
95.2
72.5
57.1
60.2
48.2
38.0
27.8
4S.7
37.3
27.1
76.0
56.4
38.5
71.2
S4.2
40.0
326
241
178
134
163
146
108
74.2
136
109
73.9
S4.0
41.0
28.6
51.5
39.5
29.4
107
81.7
62.7
49.6
51.0
40.8
32.4
23.9
38.7
31.7
23.2
10.9
8.54
6.45
10.5
8.24
6.32
92.4
70.8
54.5
43.3
43.6
35.0
27.9
20.7
33.2
27.2
20.0
9.21
7.21
5.48
8.86
6.96
S.35
69.7
53.7
70.5
54.3
42.2
33.8
32.9
26.4
21.3
1S.9
2S.1
20.6
1S.3
150x 90 X 16UA
12UA
10UA
8UA
125x 75x 12UA
10UA
8UA
6UA
100x 75x 10UA
SUA
SUA
7Sx sox SUA
6UA
SUA
65x SOx 8UA
6UA
5UA
109
81.3
56.8
102
77.3
57.0
9S.9
73.9
50.6
92.9
70.5
51.8.
13.2
10.3
7.71
12.6
9.89
7.5S
80.4
61.7
47.8
38.1
37.7
30.3
24.3
18.0
2S.7
23.6
17.5
7.87
6.17
4.70
7.S7
5.95
4.59
6.79
5.34
4.08
6.53
S.15
3.97
Note: All references to Grade 300 refer to the specification of 300PLUSm Steel or AS!NZS 3679.1·300.
~(!liil',_.,,.,,,..u·-·•J>:~t<i<'"''\.·~~-,.,.-~'-'"'"""''"''~··~6,-,A.~~~ ~
....
l
ml'<
-.,,..,.~=--~~""A«""""""
· t·
· e'·m- """'
"'3~""'"'-='""""-='""~~=~=.:t=•~tr=-=·~·~==-=·=•~----·~M-===·«~·"~w="="*~··-=~---·--------....
TABLE 8.4-4
UNEQUAL ANGLES
GRADE 300
MAXIMUM DESIGN LOADS FOR ECCENTRICALLY LOADED SINGLE ANGLES IN TRUSSES
angles on the opposite sides of the truss chord - long leg attached
oeslgnallon
Maximum Design loads (kN)
lenglh In melres
Mass
par moire
kg/m
0.25
0.50
0.75
1.0
1.25
1.5
1.75
150X100x 12UA
10UA
22.5
1S.O
152
124
149
121
145
116
140
111
136
107
131
102
126
97,4
150X 90x 16UA
12UA
10UA
SUA
125X 75x 12UA
10UA
SUA
SUA
100X 7Sx10UA
SUA
6UA
7Sx sox SUA
6UA
SUA
65X SOx SUA
6UA
SUA
27.9
21.6
17.3
14.3
17.7
14.2
11.S
9.16
12.4
10,3
7.9S
7.23
S.66
4.40
6.59
5.16
4.02
17S
137
112
S6.2
109
92.2
73.6
50.9
S9.S
73.4
53.5
44.7
34.S
2S.2
43.7
34.4
25.S
173
134
10S
83.0
106
SS.5
70.1
4S.4
167
129
104
79.4
102
S4.7
66.4
45.S
83.0
67.3
4S.1
39.7
30.2
21.5
3S.9
30.3
22.4
162
125
99.2
7S.7
97.6
80.7
62.7
43.3
79.4
64.1
45.4
36.7
27.9
19.6
36.1
27.9
20.5
157
120
94.5
72.1
93.1
76.6
59.1
40.7
75.S
60.9
42.7
33.6
2S.4
17.8
33.1
25.5
1S.7
151
115
S9.S
68.S
88.3
72.2
55.4
3S.2
71.4
57.4
40.1
30.4
23.0
16.1
30.0
23.0
16.9
S6.5
70.4
so.s
42.3
32.4
23.3
41.4
32.4
24.1
Note: All references to Grade 300 refer to the specificat!on of 300PLUS'"' Steel or AS/NZS 3679.1·300.
·:·
144
110
S5.1
65.0
83.2
67.7
51.S
3S.S
'67.1
S3.S
37,5
27.5
20.7
14.5
27.1
20.7
15.2
2.0
2.5·
3.0
3.5
4.0
4.5
5.0
5.5
e.o
6.5
121
92.S
110
83.7
99.2
7S.2
S9.1
67.S
so.o
60.6
71.9
54.4
64.7
49.0
SS.3
44.3
S2.S
40.1
47.9
36.4
137
105
80.5
61.5
78.0
63.2
4S.3
33.5
62.7
S0.3
35.0
24.7
18.6
13.1
24.4
1S.6
1M
124
93.7
71.6
S4.S
68.1
54.7
41.9
29.2
34.4
43.6
30.4
20.1
1S.1
10.7
19.9
1S.1
11.1
110
83.4
63.S
48.S
59.2
47.3
36.4
25.4
97.9
74.0
56.3
43.3
51.4
40.9
31.6
22.2
40.7
32.5
22.9
13.7
10.3
7.41
13.5
10.2
7.S3
77.5
5S.4
44.6
34.5
39.3
31.1
24.2
17.1
69.1
52.2
39.S
30.9
34.5
27.3
21.4
15.2
27.1
21.7
15.5
8.29
6.29
4.60
8.14
6.22
4.61
61.9
46.7
35.7
27.7
30.5
24.1
1S.9
13.S
23.9
19.2
13.8
7.16
S.45
4.00
7.03
S.3S
4.00
55.6
42.0
32.1
25.0
27.2
21.4
16.9
12.1
21.2
17.0
12.3
6.24
4.76
3.51
6.12
4.70
3.SO
50.1
37.9
29.0
22.7
24.3
19.2
1S.1
10.9
1S.9
1S.2
11.0
5.49
4.19
3.10
5.37
4.13
3.09
47.0
37.6
26.3
16.S
12.4
S.S7
16.3
12.4
9.07
S7.0
65.7
50.0
38.6
44.8
35.6
27.6
19.S
35.3
28.3
20.0
11.4
8.64
6.25
11.3
s.ss
6.32
30.S
24.7
17.6
9.68
7.34
5.34
9.52
7.27
5.37
TABLE 8.4-5
UNEQUAL ANGLES
GRADE 300
MAXIMUM DESIGN LOADS FOR ECCENTRICALLY LOADED SINGLE ANGLES IN TRUSSES
angles on the same side of the truss chord - short leg attached
Designation
Mass
per melre
Maximum Design Loads (kN)
Length In metres
kg/m
0.25
0.50
0.75
1.0
1.25
1.5
1. 75
2.0
2.5
3.0
3.5
4.0
4.5
5.0
150x 100x 12UA
10UA
22.5
18.0
32S
258
402
307
24S
1S2
249
20S
162
107
1S6
150
101
101
76.9
S2.S
91.9
70.6
51.1
31S
248
309
239
381
2SS
22S
166
232
192
147
96.4
170
136
90.1
S7.2
66.0
44.4
76.6
ss.s
42.4
300
229
290
220
271
202
370
279
219
161
224
1S4
139
91.5
161
129
S4.7
so.o
60.4
40.S
6S.7
S2.4
38.0
359
270
209
154
215
175
132
S6.S
151
121
79.4
72.S
54.9
36.S
61.3
46.7
34.0
337
252
191
141
197
159
11S
77.9
132
106
69.4
S9.8
44.9
30.S
4S.5
37.0
27.1
251
1S4
313
233
174
128
178
142
105
69.S
114
91.2
60.5
49.0
36.9
2S.3
3S.7
29.6
21.S
231
16S
289
214
15S
117
160
126
93.1
62.4
9S.2
7S.5
S2.7
211
153
264
195
143
106
142
112
S2.S
55.9
S4.5
67.6
46.0
33.9
25.5
17.9
25.S
19.7
14.7
192
139
241
17S
130
96.9
127
99.4
73.S
50.2
73.1
5S.6
40.3
2S.6
21.6
1S.3
21.5
16.5
12.3
174
126
27.9
21.6
17.3
14.3
17.7
14.2
11.8
9.16
12.4
10.3
7.9S
7.23
5.66
4.40
6.S9
S.16
4.02
345
276
421
324
267
196
2S6
225
179
117
202
164
112
113
S7.3
61.S
lOS
S1.3
59.1
337
267
150x SOx 16UA
12UA
10UA
SUA
125x 75x 12UA
10UA
SUA
6UA
100 X 75x 10UA
SUA
6UA
75 X 50 X SUA
6UA
SUA
65x sox SUA
6UA
SUA
34S
280
423
32S
273
200
269
230
1S4
121
20S
169
116
11S
92.3
66.0
111
S6.4
63.1
I
412
316
25S
189
257
216
170
112
194
157
107
107
S2.1
S7.3
9S.6
76.1
55.2
391
29S
238
175
240
200
154
101
17S
143
95.5
94.1
71.6
4S.S
S4.S
64.7
46.S
Note: All references to Grade 300 refer to the specification of 300PLUSH' Steel or AS/NZS 3679.1·300 .
.I
.I
-
__
,
40.S
30.S
21.2
31.4
24.0
17.7
219
161
11S
88.2
113
SS.4
66.0
45.1
53.6
51.1
35.S
24.4
1S.S
13.2
1S.1
13.9
10.4
5.5
15S
115
199
146
107
S0.5
101
78.9
59.2
40.7
55.7
44.S
31.4
21.0
15.9
11.S
1S.5
11.9
8.96
6.0
143
105
1S1
133
97.6
73.6
90.S
70.7
53.3
36.8
49.1
39.S
27.9
18.3
13.9
10.1
13.4
10.3
7.77
6.5
131
95.6
165
121
89.1
67.5
S1.S
53.6
4S.2
33.5
43.5
3S.1
2S.O
16.1
12.2
S.90
11.6
9.00
6.79
(0
:.'I
TABLE 8.4-6
)~ i
UNEQUAL ANGLES
GRADE 300
MAXIMUM DESIGN LOADS FOR ECCENTRICALLY LOADED SINGLE ANGLES IN TRUSSES
angles on the opposite sides of the truss chord - short leg attached
Daslgn~Uon
Maximum Design Loads (kN)
Length In metres
Mass
par metra
kg/m
0.25
0.50
0.75
1.0
1.25
1.5
1.75
2.0
150x 100x 12UA
22.5
18.0
178
141
213
166
137
101
131
112
88.2
58.3
173
136
208
161
131
97.0
127
107
64.1
55.5
12.4
10.3
7.98
7.23
5.66
4.40
6.59
5.16
4.02
107
88.4
60.5
58.7
46.8
33.8
52.6
42.3
30.8
104
85.3
58.2
66.1
44.3
31.5
50.2
39.9
28.9
183
146
219
171
142
105
136
116
92.6
61.2
101
81.9
55.5
53.4
96.9
78.5
52.9
50.7
39.3
27.3
45.2
35.4
25.3
93.1
75.2
50.4
48.0
36.8
25.3
42.5
33.0
23.5
168
131
203
157
126
93.0
123
103
80.1
52.8
89.4
71.9
47.9
45.1
34.4
23.5
39.7
30.S
21.8
159
122
193
147
116
85.6
115
94.6
9.16
188
151
224
176
147
109
140
121
97.0
64.3
163
10UA
150x 90x 16UA
12UA
10UA
SUA
190
154
225
179
152
113
142
125
101
66.8
125x 75x 12UA
10UA
8UA
6UA
100x 75x 10UA
SUA
SUA
75x SOx 8UA
6UA
5UA
65x SOx SUA
6UA
SUA
27.9
21.6
17.3
14.3
17.7
14.2
11.8
41.7
29.3
47.8
37.7
27.1
Note: All references to Grade 300 refer to the specmcaUon of 300PLUS 1 ~.~. Steel or AS/NZS 3679.1·300.
I
~
•126
198
152
121
89.2
119
98.7
76.2
50.2
72.4
4?:7.
85.5
68.5
45.4
42.3
32.0
81.6
85.2
43.0
39.4
21.7
20.1
33.9
25.9
18.4
36.8
28.2
20.0
29.7
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
149
113
182
138
107
78.7
107
86.5
65.5
43.1
140
104
172
129
98.2
72.3
98.5
78.8
130
96.2
161
120
90.2
66.4
90.4
112
104
96.1
89.0
82.5
60.0
104
75.5
55.2
41.0
53.3
40.6
59.1
73.6
58.5
38.6
34.1
25.4
17.2
28.8
21.7
15.4
65.8
52.1
34.5
29.4
53.4
35.3
58.7
46.4
30.9
25.4
121
88.8
150
111
82.8
61.0
82.7
64.7
48.3
32.0
21.7
18.7
39.0
14.8
24.4
18.3
13.0
71.4
81.9
75.6
69.9
64.7
140
103
76.1
56.1
75.6
130
95.1
70.1
51.7
69.1
121
87.9
64.6
47.8
63.3
48.6
36.3
24.2
112
81.4
59.6
44.2
58.0
44.4
33.2
22.2
58.7
53.3
39.6
26.5
52.4
41.3
27.6
22.0
43.8
29.1
46.8
36.8
24.8
19.2
16.2
14.1
12.8
11.1
20.7
15.5
11.1
17.7
13.3
9.50
9,74
15.3
11.5
8.21
41.9
33.0
22.4
16.9
12.4
8.60
13.3
9.96
7.17
37.6
29.6
20.2
14.9
11.0
7.64
11.6
8.73
6.30
33.9
26.7
18.3
13.3
9.76
6.83
10.3
7.70
5.58
30.5
20.5
30.7
24.2
16.7
11.9
8.73
6.14
9.11
6.84
4.97
I
II
I
lI
I~
[BLANK]
8-50
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
· -~c-. ·'"·'-:::": ·•''' -~---:·voWNIB"t~:OPEN,$ECJlON$.;c: :c :·. ·c·;c,_:···.·.
~·--"··----·
-------
I
PART9
CONNECTIONS
PAGE
I
9.1
Bolts .................................................................................................................9-2
9.1.1
AS 4100 Requirements .....................................................................................9-2
9.1.2
Bolt Types and Bolting Categories ....................................................................9-2
9.1.3
Design Capacities of Commonly Used Bolts ....................................................9-2
9.1.3.1
Commercial Bolts- Strength Limit State ..........................................................9-4
9.1.3.2
High Strength Structural Bolts - Strength Limit State ......................................9-5
9.1.3.3
High Strength Structural Bolts- Serviceability Limit State ............................... 9-6
9.1.4
Minimum Edge Distance in Direction of a Component Force/Ply in
Bearing .............................................................................................................9-7
I
'.,
~
9.1.5
Design Details for Bolts ....................................................................................9-9
9.1.6
Strength Limit State Assessment of a Bolt Group ...........................................9-9
9.2
9.2.1
Welds ..............................................................................................................9-10
AS 4100 Requirements ....................................................................................9-1 0
9.2.2
Weld Quality.................. ~: .................................................................................9-1 0
9.2.2.1
Complete Penetration Butt Welds ...................................................................9-1 0
9.2.2.2
Fillet Weld/Incomplete Penetration Butt Weld/Plug or
Slot Weld/Weld Group .....................................................................................9-1 0
I
9.2.3
Strength Limit State Assessment of Butt Welds .............................................9-1 0
9.2.4
Strength Limit State Assessment of Fillet Welds ............................................9-11
9.2.4.1
Design Capacities of Fillet Welds ....................................................................9-11
9.2.5
Strength Limit State Assessment of a Weld Group ........................................9-12
9.3
Standardised Structural Connections .........................................................9-13
9.3.1
Standard Components ....................................................................................9-13
9.3.2
9.3.3
Standardised Structural Connections ·······························=·························9~ 13
Standard Parameters.......................................................................................9-14
9.4
References .....................................................................................................9-14
9.4.1
General ............................................................................................................9-14
9.4.2
Australian Material Standards .........................................................................9-14
ll-·-
i'
Il
1
:~
DCTN1/03-1999
~- .AISC;,DESlGN -CAPACilYTABLES .FQR.STRUCTURAL STEEL
·-----·'··' , . .__ .VO[UME1:0PENSECTJONS
9-1
PAR119
CONNECTIONS
9.1 Bolts
9.1.1 AS 4100 Requirements
The general requirements and definitions for bolted connections are set out in Clause 9.1 and 9.2,
of AS 4100. Clause 9.3 of AS 4100 considers the requirements for the design of bolts. Clause 9.4
of AS 4100 should be used for assessing the strength of a bolt group. Design detail requirements
for bolts are given in Clause 9.6 of AS 4100.
9.1.2 Bolt Types and Bolting Categories
The system of bolting category designation identifies the bolt being used by specifying its strength
grade designation (4.6 or 8.8) and the installation procedure (by a supplementary letter IS- snug;
IT- full tensioning to AS 4100). For 8.81T categories, the type of joint is identified by an additional
letter (F- friction type joint; 8- bearing type joint). See Table T9. 1 for a summary of bolt types and
bolting procedures.
Category 4.61S refers to commercial bolts of Strength Grade 4.6 conforming to AS/NZS 1111,
tightened by a standard wrench to a "snug tight" condition.
Category 8.81S refers to any bolt of Strength Grade 8.8, tightened by a standard wrench to a "snug
··tight" condition in the same way as for category 4.61S. Essentially, these bolts are used as higher
grade commercial bolts in order to increase the capacity of certain connection types. In practice,
they will normally be high strength structural bolts of Grade 8.8 to ASINZS 1252.
Categories 8.8/TF and 8.8/TB (or 8.8/T when referring generally to both types) refer specifically to
high strength structural bolts of Strength Grade 8.8 conforming to AS/NZS 1252, fully tensioned in
a controlled manner to the requirements of AS 4100 (Clause 15.2).
For additional data on dimensions and masses of Commercial and High Strength Structural bolts,
nuts and washers refer to Part 10 of this publication. Further information on bolt types, bolting
categories and other aspects of bolting can be found in Ref.[9.1].
9.1.3
Design Capacities of Commonly Used Bolts
Two symbols are incorporated into the bolting category designations 4.61S, 8.818 and 8.8/TB. They
are:N: bolt in shear with threads iNcluded in the shear plane (e.g. 8.8 NIS)
X: bolt in shear with threads eXcluded from the shear plane (e.g. 8.8 XIS)
Tables T9.2, T9.3 and T9.4 list design capacities for bolts and have been derived from the
following expressions:
Ntt = Asfut
Vtn
V1x
= 0.62 futkrAc
= 0.62 futkrAo
Vst = !1fleNtikh
.9-2
(kr =1.0 Clause 9.3.2.1 of AS 4100)
(kr =1.0 Clause 9.3.2.1 of AS 4100)
(see Section 9.1.3.3 for It, ne;, N 1;, kh used)
DCTN1/03-1999
and where applicable, for the ply in bearing
vb =3.2dttpfup
vb =a.,tpfup
(local bearing failure)
(end plate tearout failure)
Note: The appropriate design capacity factor, <1> (from Table 3.4 and Clause 3.5.5 of AS 41 00), is
included in the respective design capacity table.
TABLE T9.1: Bolt Types and Bolting Categories
Details of bolt used
Bolting
Category
Strength
Grade
4.6/S
Minimum Minimum
Tensile
Yield
Strength Strength
(MPa)
{MPa)
Name
Australian
Standard
Method of
Tensioning/
Remarks
Use ~nug tightened.
Least costly and most
commonly available is
Grade 4.6 bolt.
4.6
400
240
Commercial
8.8/S
8.8
830
660
High Strength AS/NZS
1252
Structural
Bolts used are ~nug
tightened. The high
strength structural bolt
has a large head and nut
because it is designed to
withstand full tensioning
(see 8.8/T category
description). However, it
can also be used in a
snug tight condition.
8.8/TF
8.8
830
660
High Strength AS/NZS
1252
Structural
Bolt- Fully
Iensioned
friction
Type Joint
8.8/TB
8.8
830
660
High Strength AS/NZS
Structural - - 1252
Bolt- Fully
Iensioned
In both applications,
bolts are fully Iensioned
to the requirements of
AS 41 00. Cost of
tensioning is an
important consideration
in the use of these
bolting categories.
AS/NZS
1111
....
~earing
Type Joint
DCTN1/03-1999
. AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
··:;·i'•'?'':c:.•·o, -~:-~--~VOJ.:ufiiiE·1·:-oPEN·SECTIONS . .. .
.".
9.1.3.1 Commercial Bolts- Strength Limit State
COMMERCIAL BOLTS4.6/S BOLTING CATEGORY
GRADE 4.6
TABLE T9.2: Design Capacities
(fut = 400 MPa)
Shear Values {Single Shear)
Important Note on 4.6/S Bolting
Category
Threads
included
in Shear
Plane-N
Threads
excluded
from Shear
Plane-X
Values for the threads excluded
case are provided for the sake of
completeness.
<PNtt
Wtn
Wtx
kN
kN
kN
M12
27.0
15.1
22.4
However, in practical structural
bolting situations it is never worthwhile considering 4.6X/S category as
8.8N/S is always more economic.
M16
50.2
28.6
39.9
M20
78.4
44.6
62.3
64.3
89.7
Axial
Tension
Bolt
Size
M24
113
M30
180
103
140
M36
261
151
202
<P
<P
=0.8
Note: Bearing/Plate Tearout
Design Capacity - For all
reasonable combinations of ply
thickness, bolt diameter and end
distance, the design capacity for a
ply in bearing (<Wbl exceeds both
<Wm and <Wtx-
=0.8
4.6N/S
4.6X/S
- - - - - - thread excluded from shear plane
- - - - - - thread included in shear plane
200 rT==~=====--,-,--,---'-----,--1
M36
150
z_,.,
M30
--
100
*>o::'
<(
LU
:X:
Vl
"-.
50
0
0
50
100
""'
150
TENSION,
200
*
Ntf
250
(kNJ
Figure 9.1: Shear- Tension Interaction Diagram
9-4
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
·, ,,, "·"·· ;,"'·'"M.PhuM,.~,;J;. 9E€.!'1,A'>I;.~::pg~l>.""'''"···· ••. '"''· ..• ", •;· .
300
9.1.3.2 High Strength Structural Bolts- Strength Limit State
HIGH STRENGTH STRUCTURAL BOLTS
GRADE 8.8
8.8/S, 8.8/TB, 8.8/TF BOLTING CATEGORIES
l
'!d
f
I
TABLE T9.3: Design Capacities
(fut = 830 MPa)
I,,
Single Shear
~
'
__ ,
Bolt
Size
Threads Threads
included excluded
in Shear
from
Plane
Shear
Plane
Axial
Tension
~Ntt
as
kN
M16
M20
M24
M30
M36
104
163
234
373
541
~=
<Wtn
Wtx
kN
kN
59.3
92.6
133
214
313
82.7
129
186
291
419
<1>- 0.8
8.8N/S
8.8X/S
0.8
Bearing in kN
Plate Tearout in kN
<Wb fort &
fp = 6
fp = 8
a. of:
<Wb for
fp = 10
fp = 12
8
6
t0
10
35 40 45 35 40 45 35 40 45 35 40 45
83 95 107 111 127 143 139 158 178 166 190 214
'----
'----''
'---a. > ao~in - 1.5 dt
122
152
182
228
274
162
203
203
253
243
304
304
380
355
456
<1>- 0.9
fup = 440 MPa
--;- 0.9
fup= 440 MPa
Note: The above table lists the design capacity of a ply in bearing for Grade 300 (fup = 440 MPa) steel only. For listings and guidance
on design capacities for ply ~ailure in other grades of steel· refer to Section 9.1.4.
- - - - - thread excluded from shear plane
- - - - - thread included in shear plane
300
200
;(
~
1-'--- ' - -
zX
M24
150
L-
~
0::
<(
100
w
:r:
Vl
so
t--- r--.....
M30
250
M20
1-
-R
F------
)--...._
t---..___
+---..___
0
50
100
"'
r-..-..__, I--
~
--- '~ ~" ""'""""~l
·-
LJE16-... ~
0
~
1-
~
150
200
TENSION,
~
~
1'\
-
"""\
""' ~':
'
250
~f
300
350
400
(kN)
Figure 9.2: Shear- Tension Interaction Diagram
999
DCTN1/03-1999
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
OPEN SECTIONS
"-·
--~-.,: ·- --- ----" ,.,, cc· :VOLUME'1:
9-5
9.1.4
9.1.3.3 High Strength Structural Bolts- Serviceability Limit State
HIGH STRENGTH STRUCTURAL BOLTS
8.8/TF BOLTING CATEGORIES
GRADE 8.8
i
i
TABLE T9.4 Design Capacities
Slip factor, 11 = 0.35
Number of effective interfaces, ne; = 1
Capacity factor, <1> = 0. 7 - for bolt serviceability limit state
(Clause 3.5.5 of AS 41 00)
I!
I
For a be
bearij
local e
TableT~
'n
criter r
l
Note: N1; is given in Clause 15.2.5.1 of AS 4100
wherDesign Capacity in Shear, <i>Vst, for
The ed!
Bolt Tension at
Installation, Nti
Axial Tension
<i>Ntt
kh= 1
kN
kN
kN
kN
kN
z
·',,
I"
M16
95
66.5
23.3
19.8
16.3
i
M20
145
101
35.5
30.2
24.9
M24
210
147
51.5
43.7
36.0
M30
335
234
82.1
69.8
57.5
Bolt
Size
kh
=0.85
kh
=0.7
I
'l
i
'
~
M36
343
490
120
102
84.1
~
li
t;
The; )(
shown
distcoc
Figu. !
Consid
com-e
{Vtsl
~
'~
il
of anal·
100
90
80
z
-'C
~
70
"""' "'-
60
*">If) 50
0::'
<t:
LLJ
:I:
40
~~
""'
'~
30 .~
Vl
20
"' ~
'
~
~ ........
~
~
~ ........ ~ "'~~ ~
~
10
0
~
0
50
100
*
TENSION, Ntf
150
200
250
(kN)
;
Figure 9.3: Shear- Tension Interaction Diagram
kh = 1.0
9-6
. ,_.
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
. - - ~- · · ·- VOLUME:,J:J>Rf::.I\L.Sfi'g];IQI§, ,., _, ._,0 _"
l
DCTN1/03-1999.
cl
DCT/
1
9.1.4
l
Minimum Edge Distance in Direction of a Component Force/
Ply in Bearing
For a bolt bearing on a ply, the design bearing capacity for the ply (<Wb) is the lesser of the design
bearing capacity due to plate tearout (see eqn. 9.1.4(a)) and the design bearing capacity due to ply
local bearing failure (see eqn. 9.1.4(b)).
Table T9.5 lists <Wb which is based on the minimum edge distance (ae) as noted in the plate tearout
criterion of Equation 9.3.2.4(2) of AS 4100, i.e.:
- eqn. 9.1.4(a)
ae
where
=
minimum distance from the edge of a hole to the edge of a ply in the direction
of the component force plus half the bolt diameter
The edge of the ply should be deemed to inClude the edge of an adjacent fastener hole.
The above edge distance provision is intended to apply to the simple situations in connections as
shown in Figure 9.4(a) as well as more complicated situations, e.g. Figure 9.4(b) where the edge
distance and end distances are not directly related to the direction of the applied force as those in
Figure 9.4(a).
Consider the bolt group in an angle cleat connection as shown in Figure 9.5. The bottom bolt in the
connection applies a resultant force (Vffi) to the web of the beam at an angle e1· The resultant force
(Vffi) and the angle (8 1) can be calculated by conventional methods using a 'linear' method
of analysis and taking account of eccentricity [9.2].
(a)
Figure 9.4: Edge distance calculations in lap type connection.
c
B
I
i--$1 •
J--(f>1
'
,-qr
tvi4
a,2
ttch
~ntricity
(a}
(b)
Figure 9.5: Edge distance calculations in other types of structural connections.
1999
DCTN1/03-1999
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
~ .. •• • '.
VOLUME"1: OPEN SECTIONS
TABLE T9.5: Ply Design Bearing Capacity (Based on Edge Distance Criterion}
Form
t,
mm
6
6
6
6
6
6
6
8
8
8
8
8
8
8
10
10
10
10
10
10
10
12
12
12
12
12
12
12
16
16
16
16
16
16
16
20
20
20
20
20
20
20
24
24
24
24
24
24
24
25
25
25
25
25
25
25
28
28
28
28
28
28
28
32
32
32
32
32
32
32
36
38
36
36
36
36
36
40
40
40
40
40
40
40
p
p
p
p
s
s
s
p
p
p
p
s
s
s
p
p
p
p
s
s
s
p
p
p
p
s
s
s
p
p
p
p
s
s
s
p
p
p
p
s
s
s
p
p
p
p
s
s
s
p
p
p
p
s
s
s
p
p
p
p
s
s
s
p
p
p
p
s
s
s
p
p
p
p
s
s
s
p
p
p
p
s
s
s
Grade
,.,
MPa
480
400
450
350
300
430
250
410
480
350
300
440
410
250
400
480
450
350
300
430
250
410
350
480
440
300
250
410
400
480
350
450
300
430
410
250
350
480
300
440
410
250
400
480
350
450
300
430
250
410
350
480
440
300
410
250
400
480
350
450
430
300
250
410
460
350
440
300
410
250
460
400
350
450
300
430
410
250
350
480
300
440
410
250
480
400
350
450
300
430
250
410
350
480
440
300
410
250
400
460
350
450
300
430
250
410
480
350
300
440
410
250
400
460
350
450
300
430
410
250
350
480
300
440
250- f-410
400
480
350
450
300
430
250
410
350
480
300
440
250
410
400
480
450
350
300
430
250
410
460
350
440
300
250
410
400
460
450
350
300
430
250
410
350
480
300
440
410
250
Design Beating Capacity,<!>Vo(kN)
a,(mm)
25
30
35
64.8
60.8
58.0
55.3
64.8
59.4
55.3
77.8
72.9
69.7
66.4
77.8
90.7
86.4
81.0
n.4
73.8
86.4
79.2
73.8
108
101
96.8
92.3
108
99.0
92.3
130
122
116
111
130
119
111
173
162
155
148
173
158
148
216
203
194
185
216
198
185
259
243
232
221
259
238
221
270
253
242
231
270
248
231
302
284
271
258
302
277
258
346
324
310
295
348
317
295
389
385
348
332
389
356
=
432
405
387
369
432
396
369
71.3
66.4
104
97.2
92.9
88.6
104
95.0
88.6
130
122
116
111
130
119
111
156
146
139
133
156
143
133-
207
194
186
177
207
190
177
259
243
232
221
259
238
221
311
292
279
266
311
285
266
324
304
290
277
324
297
277
363
340
325
310
383
333
310
415
389
372
354
415
380
354
467
437
418
399
467
428
399
518
466
464
443
518
475
443
85.0
81.3
77.5
90.7
63.2
77.5
121
113
108
103
121
111
103
151
142
136
129
151
139
129
181
170
163
155
181
166
155
242
227
217
207
242
222
207
302
284
271
258
302
277
258
363
340
325
310
383
333
310
378
354
337
323
378
347
323
423
397
379
382
423
388
362
464
454
433
413
464
444
413
544
510
468
465
544
499
465
605
567
542
517
605
554
517
40
104
97.2
92.9
88.6
104
95.0
88.6
138
130
124
118
138
127
118
173
162
155
148
173
158
148
207
194
186
177
207
190
177
277
259
248
236
277
253
236
346
324
310
295
346
317
295
415
389
372
354
415
380
354
432
405
387
389
432
398
389
484
454
433
413
484
444
413
553
518
495
472
553
507
472
622
583
557
531
622
570
531
691
646
619
590
691
634
590
The ade
45
50
55
60
117
109
104
99.6
117
107
99.6
156
146
139
133
156
143
133
194
182
174
166
194
178
166
233
219
209
199
233
214
199
311
292
279
266
311
285
266
389
365
348
332
389
356
332
467
437
418
399
467
428
399
486
456
130
122
116
111
130
119
111
173
162
155
148
173
158
148
216
203
194
185
216
198
185
259
243
232
221
259
238
221
346
324
310
295
346
317
295
432
405
387
389
432
396
369
518
486
464
143
134
128
122
143
131
122
190
178
170
162
190
174
162
238
223
213
203
238
218
203
285
267
255
244
285
261
244
380
356
341
325
380
348
325
475
446
426
406
475
436
406
570
535
511
487
570
523
487
594
557
532
507
594
156
146
139
133
156
143
133
207
194
186
177
207
190
177
259
243
232
221
259
238
221
311
292
279
266
311
285
266
415
389
372
354
415
380
354
518
486
464
443
518
475
443
622
583
557
531
622
570
531
648
606
581
554
648
594
554
726
680
435
415
486
446
415
544
510
488
465
544
499
465
622
563
557
531
622
570
531
700
656
627
598
700
642
598
778
729
697
684
778
713
664
443
518
475
443
540
506
484
461
540
495
461
605
567
542
517
605
554
517
691
648
619
590
691
634
590
778
729
697
684
778
713
664
864
810
774
738
864
792
738
54;;
507
665
624
598
568
685
610
568
760
713
681
649
760
697
649
855
802
768
731
855
784
731
950
891
851
812
950
871
812
650
620
726
685
620
829
778
743
709
829
760
709
933
875
856
797
933
855
797
1040
972
929
886
1040
950
886
65
70
168
158
151
144
168
154
144
225
211
201
192
225
206
192
281
263
252
240
281
257
240
337
316
302
288
337
309
288
449
421
403
384
449
412
384
562
527
503
460
562
515
480
674
632
604
576
674
618
576
702
658
629
600
702
644
600
786
737
704
672
786
721
672
899
842
805
768
899
824
768
1010
948
906
863
1010
927
683
1120
1050
1010
959
1120
1030
959
(i) t
t
181
170
163
155
181
166
155
242
227
217
207
242
222
207
302
264
271
258
302
277
258
363
340
325
310
363
333
310
464
454
433
413
484
444
413
605
567
542
517
605
554
517
726
680
650
620
726
665
620
750
709
677
646
756
693
646
847
794
759
723
847
776
723
968
907
867
827
968
887
827
1090
1020
975
930
1090
998
930
1210
(ilt
I
Simi! ·J·
(i
Aci""c
of A .L
As r tE
a
9.1.5
Cor ic
of A'OJ'
T9.6Ji!
of<: a
1130
1080
1030
1210
1110
1030
9.1.{
Notes: (1) Cbeck also ply local bearing failure criteria.
(2) For intermediate values of ae use linear interpolation.
Se'
(3) For the "Form~ column of the table, P =Plate: S"' Section.
(4) Grade 300 for sections refers to Grade 300PLUS'""' or ASINZS 3679 steels.
9,8
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
. V()LUME;,~.;8~':,N ~~~:[!~~~! .. ._
'linea
requir
OCTN1 /03-1999
J
oc· r
J
The adequacy of edge distance ae1 is determined in the following way:
l
0)
the minimum distance from edge A-B, to the centre of the fastener is the distance along
the line perpendicular to the edge and through the centre of the fastener;
00
the component of
Vt'B in the direction of the closest edge is Vffi cose1• Thus,
1
or
Similarly, the end distance ae2 would be required to satisfy
l"
or
<l>fupfp
The top bolt in the connection would be treated in the following manner:
T
(i) for edge B-C, the component of force towards the closest edge is Vfj- cose3, so that
Vfi- cose3
or
T
r
<l>fupfp
(ii) for edge A-B, the component of force perpendicular to the edge A-B is away from the edge and
is not considered.
!,,
·-
%
A check should also be done on the possibility of ply local bearing failure, refer to Equation 9.2.3.4(1)
of AS 4100, i.e.:
- eqn. 9.1.4 (b)
As noted above, the design ply local bearing forces can be calculated by conventional methods using
a 'linear' method of analysis and taking account of eccentricity [9.2].
L.
The design bearing capacity of a ply, <J>VIb is then the lesser of eqns 9.1.4(a) and 9.1.4(b).
'
*
The design bearing force on a ply at a bolt, V b. must satisfy the following:
Vb* ~ <j>Vb
where <I>~ 0.9 (Table 3.4 of AS 4100)
9.1.5
Design Details for Bolts
Consideration must also be given to the Standard requirements for design details of bolts. Clause 9.6
of AS 41 00 prescribes the minimum/maximum spacing and minimum/maximum edge distances .. Table
T9.6 lists the minimum edge distance from the centre of a fastener to the edge of a plate or the flange
of a rolled section.
TABLE T9.6: Minimum Edge Distances for Standard Size Bolt Holes
as noted in Table 9.6.2 of AS 4100
Nominal
Diameter of
Fastener
Sheared or
HandAame
Cut Edge
RoBed Plate,
Rat Bar or Section;
Machine Aame Cut,
Sawn or Planed
Edge
Rolled Edge
of a
Rolled Rat Bar
or Section
mm
mm
mm
mm
12
16
20
24
30
36
21
28
35
42
53
63
18
24
30
36
45
15
20
25
30
38
45
:;'
~'
9.1.6
54
Strength limit State Assessment of a Bolt Group
See Ref.[9.2] for the strength limit state assessment of a bolt group which complies with the
requirements of AS 4100.
19
DCTN1/03-1999
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
-- .. ' . . . .,,
·vot:ifME'1: OPE~ SECTIONS'
gC:g ,'
9.2
Welds
9.2.1
AS 4100 Requirements
The general requirements for welded connections are set out in Clause 9.1 of AS 4100. Clause 9.7 of
AS 4100 considers the requirements for the design of welds. Clause 9.8 of AS 4100 should be used
for assessing the strength of a weld group.
9.2.2
Weld Quality
9.2.2.1 Complete Penetration Butt Welds
GP (general purpose)
<I>= 0.6
(Table 3.4 of AS 41 00)
Category GP may be selected where the weld is essentially statically loaded and is not loaded above
66.7% of the design capacity of a SP weld.
SP (structural purpose)
<I>= 0.9
(Table 3.4 of AS 4100)
Clause
tiorf•
Category SP shall be selected where a GP quality weld is not appropriate.
The cut-off value of 66.7% for this weld type is due to the ratio of GP to SP capacity factors(<!>), i.e.:
0.6/0.9
X
100
Ths __,ff
of a bl
= 66.7%
9.2.2.2 Fillet Weld /Incomplete Penetration Butt Weld I Plug or Slot Weld I Weld Group
GP (general purpose)
<I>= 0.6
9.L4
(Table 3.4 of AS 41 00)
Wh<>n
Category GP may be selected where the weld is essentially statically loaded and is not loaded above
75% of the design capacity of aSP weld.
SP (structural purpose)
<1>=0.8
(Table 3.4 of AS 4100)
9.2.4.
A fi lt
Category SP shall be selected where a GP quality weld is not appropriate.
The cut-off value of 75% for these weld types is due to the ratio of GP to SP capacity factors (<!>), i.e.:
0.6/0.8 X 1-00 = 75%
9.2.3
Strength Limit State Assessment of Butt Welds
(a) Complete penetration butt welds, category SP: Where a category SP complete penetration butt
weld is used, no detailed analysis of the weld strength is required. Due to this, the design capacity of a category SP complete penetration butt weld is considered to be equal to the nominal
capacity of the weaker part of the parts being joined, multiplied by the appropriate capacity factor, <1> (=0.9).
ancL
For a category GP complete penetration butt weld, the designer must be satisfied that this weld
can properly transmit the imposed loads by taking into account the increased defects permitted in
the weld. In this instance the design capacity is equal to the nominal capacity of the weaker part
multiplied by the appropriate capacity factor, <1> (=0.6).
ThP-e
The design throat thickness for a complete penetration butt weld shall be the size of the weld.
Tal l!
and"'
str-1(
(b) Incomplete penetration butt weld: The design capacity of an incomplete-penetration butt weld
shall be calculated as for a fillet weld using the design throat thickness determined in accordance
with Clause 9.7.2.3(b) of AS 4100. Table T9.7 provides a summary of this clause for prequalified
preparations as specified in AS/NZS 1554.1.
9-10
__
---·----:
.
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
· VOLUMEJ;pp~~~fJ!P!l~-c ... '· .. _
DCTN1/03-1999
DG I
i
TABLE T9.7: Design Throat Thickness for Incomplete Penetration Butt Welds
e or t.
Joint Type
Manual
metal arc
Submerged
arc
Flux-cored
arc
Gas-shielded
metal-arc
Single-V butt weld
of
-JSed
f
I
!
t:
45,60
60
50,60
50,60
tt
45:d-3
60:d
d
d-3
d-3
9
45,60
60
50,60
50,60
tt
45:d3+d.,_-6
~+d.,_
d3+d4-6
dg+d4-6
Oouble-V butt weld
-
I
'
'~9~
1
1!
_>ve
~!d t
9
#p'\
~
!d3
)d.,.
&
~~
NOTE. 1lt.-desrgn
throat thrckness.
2) For other types of butt welds see Table 1,.4(8), AS 1554.1
f;
.j
~
\1
Clauses 9.7.2.3(b)(ii) and 9.7.2.3(b)(iii) of AS 4100 should be referred to for non-prequalified preparations for incomplete penetration butt welds.
~.:
a
The effective length of butt weld is taken as the length of the continuous full size weld. The effective area
of a butt weld is calculated from the product of the effective length and the design throat thickness.
lp
9.2.4
Strength Limit State Assessment of Fillet Welds
When designing fillet welds to AS 41 00:
-.....:ve
-the size of a fillet weld (tw or tw1,tw2l is noted in Clauses 9.7.3.1, 9.7.3.2 and 9.7.3.3 of AS 4100
- the calculation of design throat thickness (ttl is noted in Clause 9. 7 .3.4 of AS 41 00
-the calculation of effective length is noted in Clause 9.7.3.5 of AS 4100.
9.2.4. i Design Capacities of Fillet Welds
-..:e.:
A fillet weld subject to a design force per unit length of weld, ~, shall satisfy:
\.<;!; S<I>Vw
where
Jtt
>ac·'"lal
rc~Jd
in
\.<;!;
~
Vw
~
the vectorial sum of the design forces per unit lenth on the effective
area of the weld
nominal capacity of a fillet weld per unit length
0.6 fuwttkr
~
<I>
capacity factor (Table 3.4 of AS 41 00 or Section 9.2.2.2 of these tables)
~
and
fuw
tt
k,
nominal tensile strength of the weld metal (Table 9.7.3.10(1) of AS 4100)
design throat thickness
~
~
reduction factor for a welded lap connection (Table 9.7.3.10(2) of
AS 4100)
~
:)aft
The effective area of a fillet weld is the product of the effective length and the design throat thickness.
"'))d
ce
·ned
Tables T9.8 and T9.9 list the design capacity, <J>vw, of an equal leg fillet weld for varying weld size (tw)
and weld category (SP or GP). These values are derived from the design capacity side of the above
strength limit state inequality, i.e.:
<J>vw
~
4>Q.6fuwttkr
where the reduction factor to account for the length of a welded lap connection (kr) is taken as unity
(Table 9.7.3.10(2) of AS 4100).
l99
DCTN1/03-1999 __ _
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
------" -" · ·. '. -- VOLUME,kOPEN-SECTIONS"
~
9-11
Notation used in Tables T9.8 and T9.9:
1)
ft
= design throat thickness =
2)
fuw
=
tw I
-,J2; tw = leg size
This 3
Sectio
nominal tensile strength of the weld metal.
Table T9.8: Design Capacities of Equal Leg Fillet Welds
Category SP, <1> = 0.8
9.3.1
The c
By usi
and_Qe
des r
Design Capacity per unit length
of weld, $Vw
(kN/mm)
Weld Size
(mm)
fw
t,
E41XXIW40X
E48XX/W50X
3
4
5
2.12
2.83
3.54
0.417
0.557
0.696
0.489
0.652
0.815
6
8
4.24
5.66
0.835
1.11
0.978
1.30
10
12
7.07
8.49
1.39
1.67
1.63
1.96
fuw = 410 MPa
9.2-'.2
+-
fuw= 480 MPa
Jj
Table T9.9: Design Capacities of Equal Leg Fillet Welds
Category GP, <1> = 0.6
v
Design Capacity per unit length
0
-~
of weld, <t>vw
(kN!mm)
Weld Size
(mm)
(a) Fl
fw
t,
E41XX!W40X
E48XX/W50X
3
4
5
2.12
2.83
3.54
0.313
0.417
0.522
0.367
0.489
0.611
6
8
4.24
5.66
0.626
0.835
0.733
0.978
10
12
7.07
8.49
1.04
1.25
1.22
1.47
fuw = 410 MPa
D
-'1 H
FILLET
LIEU C
fuw =480 MPa
Remarks on (equal) fillet weld leg sizes, tw:
1)
for tw = 3-5 mm: Used for a minimum size fillet weld (Table 9.7.3.2 of AS 4100)
2)
for tw =6-8 mm: Sizes preferred for standard connections - single pass welds.
3)
for tw = 10-12mm: Not recommended for all cases - cannot be guaranteed as single pass
welds. Check with fabricator before specifying.
9.2.5
Strength Limit State Assessment of a Weld Group
See Ref. [9.2] for the strength limit state assessment of a fillet weld group which complies with the
requirements of AS 4100.
9-12
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
- - ··- -. ·c·VQb~I)/I.E·~~::QPENSECTIONS..
. _ .• _
OCTN1103-1999
l
DC V
9.3 Standardised Structural Connections
.~
This Section provides a brief summary only - full details can be found in the references listed in
Section 9.4.
Standard Components
9.3.1
The components used in any connection are selected from a range of standard flat bars and angles.
By using these standard components, it is possible to develop a standardised connection detail
and design capacity tables for each connection type. This has very real advantages as it enables the
designer to adopt a rational approach to connection selection and design.
Standardised Structural Connections
9.3.2
ERECTION
~LEAT
'
PREPARATION
FOR FJELD
BUTT WELD
~oc-+
B'wEs
~
FJElD SPLICE
( Either• bolted,weldtd
bolt:ttdfwelded)
COPES
FOR ACCESS TO
{c) ANGLE
SEAT
( b) BEARING PAD
VBUTT WELDS
{ b) STUB GIRDER
CONNECTION,
FUllY SHOP WELDED BEAM
(c) FIELD WELDED MOMENT CONNECTION.
-WITH ERECTION O.EAT (ALSO USE
FILLET WELDED WEB CLEATS IN
LIEU OF BEAM WEB WELDS)
STUB, SPLICED ON SITE.
(d) ANGLE CLEAT(SINGLE OR DOUBlE)
(c) BOLTED
MOMENT END PLATE CONNECTION
Rigid Connections
Flexible Connections
Figure 9.6: AISC Standardised Structural Connections
)99
DCTN1/03-1999
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
VOLUME 1: OPEN SECTIONS
' - -· ··•· ··· ·...,
9-13
9.3.3
Standard Parameters
PITCH
GAUGE LINES
70mm
70mm
140mm
90mm
HOLES
BOLTS
20 mm diameter
1-0.
22 mm diameter
(designated M20)
BOLT TYPE
High strength structural bolts
(to AS/NZS 1252)
(threads included in shear plane)
WELDING ELECTRODES
W50X
E48XX
(continuous wire)
(rods)
FILLET WELDS
6mm
Smm
Figure 9.7: Standard Parameters
)-
·r
M
·-. 70-100=a
~
:c
7~1- l2.s
(a) Square End, Uncoped
70=Sp
70
70
70
varies
(
H
(
(
)·
•e=35
' ::IT70-100
70=sp
70
70
70
:![
varies
7Q.
lJ_s
.
:!I
·~=35
I
70-100=a
70=Sp
70
70
70
1.Q.:
II t vari~s
71!._ 1~"e=35
(b) Single Web Coped End, SWC
(c) Double Web Coped End, DWC
Note: All beam end preparations may have a single line of bolts in lieu of the two lines shown above.
Figure 9.8: Standard End Preparations and Bolting Layouts for Supported Members.
9.4 References
9.4.1
General
[9.1]
Firkins, A. and Hogan, T.J. , "Bolting of Steel Structures", third edition, Australian Institute
of Steel Construction, 1991.
[9.2]
Hogan, T.J. and Thomas, LR. , "Design of Structural Connections", fourth edition, Australian
lnstitut~. of Steel Construction, 1994.
[9.3]
"Standardized Structural Connections", third edition, Australian Institute of Steel
Construction, 1985.
[9.4]
AS 41 00 Supplement 1 - 1999: "Steel Structures - Commentrary (Supplement to
AS 41 00-1998)", Standards Australia, 1999. (Specific reference should be made to Sections
C9, C14 and C15).
9.4.2
Australian Material Standards
10.:
1 ·'
10.~
• AS/NZS 1111:1996 - ISO metric hexagon commercial bolts and screws, Standards Australia/
Standards New Zealand, 1996.
• AS/NZS 1252:1996- High strength steel bolts with associated nuts and washers for structural
engineering, Standards Australia/Standards New Zealand, 1996.
See Section 1.1.2 for details on other reference Standards.
9-14
AJSC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
....... VQLUJV.'!Ec~F;.()g!Ol)I,.~ECTIONl). ,
, ,
. OCTN1 /03-1 ~99
l
oc· r-
PART 10
DETAILING PARAMETERS
PAGE
10.1
Rationalised Dimensions for Detailing .....................................................10-2
Welded Beams .................................................................................................... 10-2
Welded Columns ..................................................................................................10-2
Universal Beams ..................................................................................................10-3
Universal Columns ...............................................................................................10-3
Structural Tees from Universal Beams ..........................................................10-4
Structural Tees from Universal Columns ......................................................10-4
Parallel Flange Channels ...................................................................................10-5
Taper Flange Beams ...........................................................................................10-5
Equal Angles ..........................................................................................................10-6
Unequal Angles ....................................................................................................10-6
10.2
Gauge Lines for Structural Sections .........................................................10-7
Welded Beams ......................................................................................................10-7
Welded Columns ..................................................................................................10-7
Universal Beams ..................................................................................................10-8
Universal Columns ...............................................................................................10-8
Taper Flange Beams .................................:.........................................................1 0-8
Parallel Flange Channels ...................................................................................10-8
Structural Tees from Universal Beams ..........................................................10-9
Structural Tees from Universal Columns ......................................................10-9
Equal Angles ..........................................................................................................10-9
Unequal Angles ....................................................................................................10-9
10.3
Dimensions of Bolts .......................................................................................10-10
Commercial Bolts ..............................................................................................10-1 0
High Strength Structural Bolts ......................................................................1 0-10
10.4
Masses of Bolts ...............................................................................................10-11
Commercial Bolts ..............................................................................................1 0-11
High Strength Structural Bolts ......................................................................1 0-11
10.5
Dimensions of Wrenches .............................................................................10-12
_te
to
ia/
ral
)99
DCTN1/03-1999 .
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
...
-·~--,"·''· -'· ·•·• -···voLUME-1:0PENSECTIONS
10-1 .
K-l_l
kj
TABLE 10.1-2
WELDED COLUMNS
RATIONALISED DIMENSIONS FOR DETAILING
TABLE 10.1-1
WELDED BEAMS
Designation
RATIONALISED DIMENSIONS FOR DETAILING
Designation
Depth
of
1000
975
Note:
~r·r"·
250
250
25
20
16
10
10
10
5
5
5
120
120
120
648
648
848
31
26
22
Web
Thickness
Flange
Width Thickness
d
b,
kglm
mm
mm
mm
mm
mm
mm
500WC440
414
383
340
290
267
228
400WC361
328
303
270
212
181
144
350WC280
256
230
197
480
480
472
514
506
500
490
430
430
422
414
400
390
382
355
347
339
331
500
500
500
500
500
500
500
400
400
400
400
400
400
400
350
350
350
350
40
40
36
32
28
25
20
40
40
36
'32
25
20
16
40
36
32
28
40
32
32
25
20
20
20
40
28
26
25
20
20
16
26
26
25
20
20
18
16
13
10
10
10
20
14
14
13
10
10
8
14
14
13
10
230
234
234
238
240
240
240
180
186
186
188
190
190
192
161
161
163
165
tw
lw
mm
k
mm
mm
384
384
384
434
434
434
434
334
334
334
334
334
334
334
259
259
259
259
48
48
44
40
36
33
28
48
48
44
40
33
28
24
46
44
40
36
693
693
688
717
711
707
700
587
587
581
576
566
559
553
499
493
487
482
2
8
w
'
'
"'
Dimensions may not add correctly due to rounding.
753
743
736
Dimensions may not add correctly due to rounding.
b
.~
, ._,I
W
Dimensions
,,
Note:
710
700
Depth
of
Secllon
Dimensions
Secllon
d
150
130
.·C~-·>
I
kj_
I ~' II
I
!'~~~t~
~
:
Deslgnallon
kg/m
6IOU8125
113
101
530UB 92.4
82.0
460UB 82.1
74.6
67.1
410UB 59.7
53.7
360UB 56.7
50.7
44.7
310UB 46.2
40.4
32.0
250UB 37.3
31.4
25.7
_l
2']0UB 29.8
25.4
22.3
18.2
180UB 22.2
18.1
16.1
150UB 18.0
14.0
Note:
TABLE 10.1-3
TABLE 10.1-4
UNIVERSAL BEAMS
RATIONALISED DIMENSIONS FOR DETAILING
UNIVERSAL COLUMNS
RATIONALISED DIMENSIONS FOR DETAILING
Deplh
of
Section
d
Flange
Wldlh Thickness
br
,,
Web
Thickness
lw
mm
mm
mm
'·
mm
612
607
802
533
528
450
457
454
406
403
359
356
352
307
304
298
256
252
248
207
203
202
198
179
175
173
155
150
229
228
228
209
209
191
190
190
178
176
172
171
171
166
165
149
146
146
124
134
133
133
99
90
90
90
75
75
20
17
15
16
13
18
15
13
13
11
13
12
10
12
10
8
11
9
8
10
8
7
7
10
8
7
10
7
12
11
11
10
10
10
9
9
8
6
8
7
7
7
6
6
6
6
5
6
6
5
5
6
5
5
6
5
;otmens!ons may not add correctly due to rounding.
2
oeslgnallon
'
Dimensions
a
mm
mm
6
6
5
5
5
5
5
4
4
4
4
4
3
3
3
3
3
3
3
3
3
3
2
3
3
2
3
3
109
108
109
99
100
91
90
91
85
85
62
62
82
60
79
72
70
70
60
64
64
64
47
42
43
43
35
35
mm
k
mm
m
mm
544
644
544
474
474
406
406
406
358
358
310
310
310
261
261
256
217
217
208
170
170
170
162
141
141
141
120
120
34
31
29
30
27
27
26
24
24
22
24
23
21
23
22
21
20
18
20
19
17
16
18
19
17
16
18
15
653
640
644
573
568
498
495
492
444
440
398
395
391
349
346
333
295
291
277
247
243
242
221
200
197
195
172
168
w
r
mm
14
14
14
14
14
11
·11
11
11
11
11
11
11
11
11
13
9
9
12
9
9
9
11
9
9
9
8
8
kg/m
310UC 158
137
118
96,8
250UC 89.5
72.9
200UC 59.5
52.2
46.2
150UC 37.2
30.0
23.4
100UC 14.8
Nota;
Oeplh
of
Section
d
Flange
Wldlh Thickness
br
,,
Web
Thickness
fw
mm
mm
mm
'·
mm
327
321
315
308
260
254
210
206
203
162
158
152
97
311
309
307
305
256
254
205
204
203
154
153
152
99
25
22
19
15
17
14
14
13
11
12
9
7
7
16
14
12
10
11
9
9
8
7
8
7
6
5
Dimensions may not add correctly due to rounding.
2
Dimensions
a
mm
mm
6
7
6
5
5
4
5
4
4
4
3
3
3
148
148
148
148
123
123
98
96
98
73
73
73
47
mm
k
mm
m
mm
244
244
244
244
197
197
159
159
159
121
121
121
63
42
38
35
32
31
28
26
24
22
20
18
16
17
451
445
440
433
365
359
293
290
287
223
220
215
139
w
r
mm
17
17
17
17
14
14
11
11
11
9
9
9
10
.....
0
'
""
d
TABLE i 0. i -5
TEES CUT FROM UNIVERSAL BEAMS
RATIONALISED DIMENSIONS FOR DETAILING
Deslgnallon
CUI from
Universal
Beam
Set:llon
kg/m
305~T 62.5
56.5
50.5
265BT 46.3
41.0
230BT 41.1
37.3
33.6
205BT 29.9
26.9
180BT28.4
25.4
22.4
155BT23.1
20.2
16.0
125BT 18.7
15.7
kg/m
610UB125
113
101
530UB 92.4
82.0
480UB 82.1
74.6
67.1
410UB 59.7
53.7
360UB 56,7
50.7
44.7
310UB 46.2
40.4
32.0
250UB 37.3
31.4
12.9
25.7
100BT 14.9
200UB 29.8
25.4
22.3
18.2
180UB 22.2
18.1
16.1
150UB 18.0
14.0
12.7
11.2
9.1
90BT 11.1
9.1
8.1
75BT 9.0
7.0
Notes:
Web
Deplh
ol
Section
d
Wldlh
bl
Thickness
mm
mm
305
303
300
266
283
229
228
226
202
200
178
177
175
153
151
148
127
125
123
103
101
100
98
89
87
86
77
74
229
228
228
209
209
191
190
190
178
178
172
171
171
166
165
149
148
146
124
134
133
133
99
90
90
90
75
75
Thickness
Flange
!!.
Dimensions
•
w
mm
k
mm
271
271
271
236
236
202
202
202
178
178
154
154
154
129
129
127
107
107
103
84
84
84
34
31
29
30
27
27
26
24
24
22
24
23
21
23
22
21
20
18
20
19
17
16
18
19
17
16
18
15
mm
'·
mm
mm
mm
20
17
15
16
13
16
15
13
13
11
13
12
10
12
10
8
11
9
8
10
8
7
7
10
8
7
10
7
12
11
11
10
10
10
9
9
8
8
8
7
7
7
8
8
6
6
5
6
6
5
5
6
5
5
6
5
6
6
5
5
5
5
5
4
4
4
4
4
3
3
3
3
3
3
3
3
3
3
2
3
3
2
3
3
109
108
109
99
100
91
90
91
85
85
62
82
82
80
79
72
70
70
60
64
64
64
47
42
43
43
35
35
II
(1) A1mm cutting allowance has been provided off each split tee.
(2) Dimensions may not add correctly due to rounding.
2
so
70
70
70
59
59
I
TABLE 10. i -6
mm
14
14
14
14
14
11
11
11
11
11
11
11
11
11
11
13
9
9
12
9
9
9
11
9
9
9
.8.
8
TEES CUT FROM UNIVERSAL COLUMNS
RATIONALISED DIMENSIONS FOR DETAILING
Cui from
Universal
Beam
Section
Deslgnallon
kg/m
kg/m
155CT79.0 310UC158
137
68.5
118
59.0
96.8
48.4
125CT44.8 250UC 89.5
72.9
36.5
IOOCT29.8 200UC 59.5
52.2
26.1
23.1
75CT 18.6
46.2
150UC 37.2
30.0
15.0
23.4
11.7
50CT 7.4 IOOUC 14.8
Notes:
Deplh
of
Web
Thickness
Flange
Width
br
Thickness
d
mm
mm
mm
Secl!on
163
159
156
153
129
126
104
102
101
80
78
75
48
311
309
307
305
256
254
205
204
203
154
153
152
99
II
25
22
19
15
17
14'
14
13
11
12
9
7
7
'·
mm
16
14
12
10
11
9
9
8
7
8
7
6
5
(1) A 1mm cutting allowance has been provided oH each split tea.
(2)
Dimensions may not add correclly dus to rounding.
'·
2
a
Dimensions
w
k
I
mm
mm
mm
mm
mm
8
7
6
5
5
4
5
4
4
4
3
3
3
148
148
148
148
123
123
98
98
98
73
73
73
47
121
121
121
121
98
98
78
78
78
60
60
59
31
42
38
35
32
31
28
26
24
22
20
18
16
17
17
17
17
17
14
14
11
11
11
9
9
9
10
I~
d
TABLE 10.1-7
k
PARALLEL FLANGE CHANNELS
TABLE 10.1-8
RATIONALISED DIMENSIONS FOR DETAILING
Deslgnallon
Mass
perm
Note:
TAPER FLANGE BEAMS
Flange
Width
Thickness
Web
RATIONALISED DIMENSIONS FOR DETAILING
Dimensions
d
br
,,
I
a
w
k
I
kg/m
mm
mm
mm
mm
mm
mm
mm
mm
55.2
40.1
35.5
25.1
22.9
20.9
17.7
11.9
8.33
5.92
380
300
250
230
200
180
150
125
100
75
100
90
90
75
75
75
75
65
50
40
18
16
15
12
12
11
10
8
7
10
8
8
7
6
90
82
82
69
69
69
69
60
46
36
317
240
196
182
152
134
111
94
71
47
i
380 PFO
300 PFO
250 PFC
230 PFC
200 PFC
180 PFC
150[PFC
125 PFC
100 PFC
75 PFO
Depth
ol
Section
Dimensions may not add correctly due to rounding.
6
Thickness
6
6
5
4
4
32
30
27
24
24
23
20
16
15
14
14
14
12
12
12
12
10
8
8
8
Deslgnanon
Mass
perm
Deplh
or
Secllon
Nota;
,,
Web
Thickness
~
2
a
w
k
mm
mm
mm
3
2
30
21
92
74
kg/In
mm
mm
mm
'·
mm
13.1
7.20
125
100
65
45
9
6
5
4
d
125 TFB
100 TFB
Flange
Wldlh Thickness
br
Dimensions may not add correctly due to rounding,
Dimensions
,,
mm
m
mm
"
mm
mm
17
13
141
110
8
7
4
3
....
0
. I
:· 0>
Designation
Leg
Size
TABLE 10.1-9
TABLE 10.1-10
EQUAL ANGLES
RATIONALISED DIMENSIONS FOR DETAILING
UNEQUAL ANGLES
RATIONALISED DIMENSIONS FOR DETAILING
Dimensions
Mass
perm
Actual
Rallon'd
Thick·
Thickness
ness
I
mm
kg/m
mm
Centre
of
area
Designation
Leg
Size
Rallon'd
Thick·
Mass
perm
Dimensions
Actual
Cenlre
of
area
Designation
mm
150x 100 x12UA
10UA
150x 90 x16UA
12UA
10UA
8UA
125x 75 X 12UA
10UA
8UA
BUA
100x 75 x10UA
8UA
6UA
75 X 50 X SUA
BUA
5UA
65 X 50 X 8UA
6UA
5UA
Note.
6.81
5.27
Note:
may not add correctly due to rounding.
"
,,
PB
mm
mm
mm
mm
mm
22.5
18.0
27.9
21.6
17.3
14.3
17.7
14.2
11.8
9.16
12.4
10.3
7.98
7.23
5.66
12.0
9.5
15.8
12.0
9.5
7.8
12.0
9.5
7.8
6.0
9.5
7.8
6.0
7.8
6.0
4.6
7.8
6.0
4.6
10
10
10
10
10
10
8
8
8
8
8
8
8
7
7
7
6
6
6
5
5
5
5
5
5
5
5
5
5
5
5
5
3
3
3
3
3
3
49
48
52
51
50
49
43
42
42
41
32
31
30
25
24
24
21
20
20
24
23
23
21
20
20
18
17
17
16
19
19
18
13
12
12
14
13
12
ness
mm
Cenlre ol area
kgfm
Thick·
b1 X b2
mm
Actual
Thickness
Ratlon'd
Leg
Size
Thickness
Dimensions
Mass
perm
I
4.40
6.59
5.16
4.02
D1mens1ons may not add correctly due to rounding.
"'
TABLE 1 0.2-1 (A)
GAUGE LINES FOR WELDED SECTIONS
BOLTS IN FLANGE
Flange Sgn
WELDED BEAMS
1200WB455-392
1200WB342·278
1200WB249
1000WB322·258
1000WB215
900WB282·218
900WB175
800WB
700WB
WELDED COLUMNS
140
140
140
140
140
140
140
140
140
soowc
350WC
140
140
140
Preference
1
400WC
Notes:
M24
M20
Section
280
280
90
90
90
90
90
90
90
90
90
420
140
140
140
140
140
140
140
140
140
b
280
b
280
b
b
b
2
Flange s,a
Flange Sgn
Flange Sg12
280
280
280
420
140
140
140
1
2
1
90
90
90
90
90
90
90
90
90
280
280
b
280
b
280
b
b
b
280
280
b
2
1
2
b· indicates that the flange will not accommodate this size of bolt
All dimensions are in mm.
TABLE 10.2-1(B)
GAUGE LINES FOR WELDED SECTIONS
BOLTS IN WEB
Web Sow
Section
WELDED BEAMS
1200WB
1000WB
900WB
SOOWB
700WB
M24
M20
140
140
140
140
140
90
90
90
90
90
70
70
70
70
70
140
140
140
140
140
90
90
90
90
90
70
70
70
70
70
140
140
140
90
90
90
70
70
70
2
3
90
90
90
2
70
70
70
1
140
140
140
1
WELDED COLUMNS
500WC
400WC
350WC
Preference
3
Note: All Dimensions are in mm.
DCTN1/03-19_9_9 ..
l9
j
·>
"'
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
::"''··~"'··""·VOLUME 1:'0PENcSECTJONS
..
•·.·.c:·
10-7
TABLE 10.2-2
GAUGE LINES FOR UNIVERSAL SECTIONS
•..
Section
Webs,.
UNIVERSAL BEAMS
S10UB
~
!
360UB,31 OUB
310UB32.0
~~
~~
90
70
;g.
~~g~~25.7
200UB
200UB18.2
90
90
140
140
1;g
70
~g
90
70
60'
~~
~
310UC
250UC
200UC
150UC
100UC
140
140
140
90
60'
1
Preference
Notes:
2
140
140
~g
~g
g
50"
c
90
90
90
70
90
90
sg
b
b
140
140
140
90
b
1
M24
M20
M24
M20
90
90
;g
70
70
140
140
90
90
70
70
~:g
~g
;g
~:g
;g
140
140
140
90
90
70
70
;:g
70
70
70
b
90
90
90
90
70
70
70
140
2
3
:
;g
70
70
70
90
90
so·
90
90
90
90
90
90
70
70
70
140
140
c
1
2
3
so·
2
;g
~g
~
1
·Gauge listed are for M16 bolts.
... Gauge listed are tor M12 bolts.
b- indicates that the flange or web win not accommodate this size of bolt.
c- indicates that the flange or web will not accommodate two lines of bolts with a gauge of SOmm or moreforM12 and larger bolts.
All Dimensions are in mm,
.I . J·-r;
"'
H
~
=:f•,..
_ls..
TABLE 10.2-3
GAUGE LINES FOR TAPER FLANGE
BEAMS AND PARALLEL FLANGE CHANNELS
Flange Sg1
Section
M16
Webs,.
M20
M24
b
b
M20
M16
M24
TAPER FLANGE
BEAMS
12STFB
b,b1
b
100TFB
b,b1
b
PARALLEL FLANGE
CHANNELS
380PFC
300PFC
250PFC
230PFC
200PFC
180PFC
150PFC
125PFC
100PFC
50
c
c
c
50
c
-55
55
55
45
45
45
45
35
30
55
55
55
45
45
45
45
35
75PFC
b,b1
b
b
Preference
1
1
55
55
55
45
45
45
45
b
b
b
1
140
140
140
140
90
70
50
50
c
c
1
90
90
90
90
70
2
70
70
70
70
3
140
140
140
90
90
70
50
c
c
c
1
90
90
90
70
70
70
70
70
2
3
140
140
140
90
90
c
c
c
c
c
1
90
90
90
70
70
70
70
70
2
3
Notes: b -indicates that the flange will not acommodate this size of bolt
b1 - indicates that the flange will not accomodate M12 bolts.
c- indicates that the web will not accommodate two lines of bolts with a gauge of SOmm or more.
All Dimensions are in mm.
~
~
~
10-8
DCTN1/03-1999J
DC \
SgwL ~-+·4-~
+-+-4
TABLE 10.2-4
GAUGE LINES FOR STRUCTURAL TEES
cut from Universal Sections
Flange Sg1
Web Sgw
Section
M20
M20
M24
M24
TEES from
Universal Beams
3058T
265BT
230BT
205BT
180BT
155BT
155BT16.0
1258T
125BT12.9
1008T
100BT9.1
908T
75BT
140
140
90
90
90
90
70
70
70"
70
60"
90
soc
TEES from
Universal Columns
155CT
125CT
100CT
75CT
SOCT
Preference
Notes:
90
90
140
70
70
70
140
140
90
90
90
90
b
b
b
b
b
b
b
90
90
140
140
90
90
90
70
70
90
90
70
70
70
70
70
140
scr·
so-
b
b
b
b
b
b
60
b
b
b
b
b
c
c
c
c
140
140
140
90
60"
90
90
90
70
140
140
140
90
b
90
90
90
1
2
1
2
140
140
90
90
70
soc
c
c
1
2
3
1
90
90
70
70
70
70
2
3
~Gauge
listed are for Mi6 bolts.
• * Gauge listed are for M12 bolts.
b- indicates that the flange or web will not accommodate this size of bolt.
c- indicates that the flange or web will not accommodate two lines of bolts with a gauge of SOmm or more for M12 and larger bolts.
All Dimensions are in mm.
s,,
~:
TABLE 10.2-5
GAUGE LINES FOR ANGLES
s,
s,,
65 (75)
50 (55)
70 (75)
60 (55)
45
50
100
75
65 (62)
s,,
Nominal
Bolt
200
150
125
Nominal
s.,
Bolt
50
45
leg length
leg length
M24
M24
M24
100
90
75
40 (38)
M20
M20
M20
65
35 (32)
M16
55
30 (28)
M16
50
30 (25)
M16
45
25 (22)
M12
40
25(20)
M12
NOTES TO ALL TABLES OF GAUGE UNES:
1.
The gauges given are suitable for general use in member detailing. When angles are used as components in connec:tiorys. gauge
lines may be varied from the values given above in order to suit a particular connection. See Part 9 for a summary of AISC
Standardised Structural Connections and standard components.
2.
The bolt diameters listed are the maximum that can be accommodated on the thickest angles of each leg length, using either{a) high strength structural bolts with washers to AS/l'JZS 1252 (see Section 9.4); or
{b) commercial bolts to ASINZS 1111 with ·large series' washers toPS 1237 (now superseded).
For thinner legs and commercial bolts with 'normal series· washers, it may be possible to accommodate a larger bolt diameter.
3.
Some of the values of gauge lines for angles have changed from previous editions of this publication. Current detailing practice
places the gauge on the centre of the angle leg. The values fisted in ( } indicate gauge lines used in detailing software and 30
modeling software for simplified data input and averting potential problems of orientation.
19
DCTN1/03-1999
·
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
. o· , . ' ·''·VOLUME 1=QPEN SECTIONS
·.~-·'"··-,
10-9
TABLE 10.3-1
DIMENSIONS OF COMMERCIAL BOLTS
(AS/NZS 1111, AS/NZS 1112, AS 1237)
.....
'?
.....
0
NUT
BOLT
Nom.
dla.
Thread
pitch
Shank
dla.
nom./ave.
M12
M16
M20
M24
M30
M36
Notes:
1.75
2.0
2.5
3.0
3.5
4.0
12
16
20
24
30
36
Width
across
flats
corners
Height
of
head
max.
max~
max:
18
24
30
36
46
55
21
28
35
42
53
8
11
13
16
20
24
Width
across
63
Areas ..
tensile
shank
"'
As
84.3
157
245
353
5&1·
817
Ao
113
201
314
452
706
1016
78.2
144
225
324
519
759
slress
across
Height of
normal
Outside
dla.
flats
Wldlh
across
corners
max.
max:
max:
max.
18
24
30
36
46
55
21
28
35
42
53
11
15
18
21
26
31
24
30
37
44
56
66
Width
core
WASHER
63
Nominal
thickness
nuls
2.5
3
3
4
4
5
(1) All dimensions 10 mm or mm 2.
(2) •fndlcates rounded to nearest unit value.
(3) •• indicates area calcula!ion sourced from Ref.[9. 1] as noted in Section 9.4.
(4) ASINZ$ l H 1 refers to ~AS/NZS 1111:1996 -ISO metric hexagon commercial bolls and screws", Standards Australia/Standards New Zealand, 1996.
(5) ASINZS 1112 refers to "ASINZS 1112:1996 -ISO metric hexagon nuts, Including thin nuts, slotted nuts and casUs nuts~. Standards Australia/Standards New Zealand, 1996.
(6) AS 1237 refers to ~AS 1237·1973: Flat metal washers for general engineering purposesH. Standards Association of Australia, 1973 (now vtilhdrawn).
TABLE 10.3-2
DIMENSIONS OF HIGH STRENGTH STRUCTURAL BOLTS
(AS/NZS. 1252)
BOLT
Nom.
dla.
M12"
M16
M20
M24
M30
M36
~~~··~··"'"~"'''
:~1
Thread
pitch
1.75
2.0
2.5
3.0
3.5
4.0
Shank
dla.
nom./ave.
12
16
20
24
30
36
Wid!~
NUT
Areas ..
across
flats
Width
across
corners
H•~rh'
head
core
max.
18
27
34
41
50
60
max:
21
31
39
47
58
69
max:
8
11
13
16
20
24
A,
76.2
144
225
324
519
759
tensile
stress
As
84.3
157
245
353
561
817
WASHER
Width
across
corners
Height of
normal
nuls
Outside
dla.
shank
Width
across
flats
Ao
113
201
314
452
706
1016
max.
18
27
34
41
50
60
max.*
21
31
39
47
58
69
max.*
11
17
21
25
31
37
max.
24
34
42
50
60
72
(1) AU dimensions in mm or mm 2•
(2) 1 M12 data sourced form ASINZS 1110, ASINZS 1112 and AS 1237 (sea below),
{3) ·rndlcates rounded to nearest unilvalue.
(4) • • Indicates area calculation sourced from Ref.\9.1] as noted in Section 9.4.
{5) ASINZS 1252 refers to ~ASJNZS 1252:1996- High-strength steel bolts with associated nuts and washers for structural engineering~. Standards Australia/Standards New Zealand, 1996.
(6) AS!NZS 1110 refers to ~ASINZS 1110:1995 ...c ISO metrfc precision hexagon bolts and screwsH, Standards Australia/Standards New Zealand, 1995.
(7) AS/NZS 1112 .refers to ~AS!NZS 1112:1996 -:- ISO metric hexagon nuts, Including thin nuts, slolled nuts and castle nuts~, Standards Australia/Standards New Zealand, 199ti.
(8) AS 1237 refers to ~As 1237·1973: Flat metal washers for general engineering purposes", Standards Association of Australia, 1973 (now withdrawn),
Nominal
thickness
2.5
4
4
4
4
4
,7) ASJ
12 ref~
5/NZSi
196 -1;
ic hex( ·
s, Jncl{
Jn nut~
nuts~
le nuts1
arels Al
. ';:llanel~
{8) AS 1237 refers to ~As 1237-1973: Flat metal washers for general engineering pUiposes", Standards Association of Australia, 1973 (nol'l Withdrawn).
'·
TABLE 10.4-2
MASSES OF
HIGH STRENGTH
STRUCTURAL BOLTS
TABLE 10.4-1
MASSES OF
COMMERCIAL BOLTS
approximate masses in kilograms per 1000 bolts
Longlh
under
head In mm
40
45
50
55
60
65
70
75
80
90
100
110
120
130
140
150
160
170
180
190
200
Approximate
mass in kg
of 1000 nuts
NOMINAL SIZE OF BOLT
M12
M16
M20
64.1
68.5
129
137
144
153
160
168
176
184
192
207
223
239
255
270
286
302
214
227
239
251
264
276
288
300
313
337
362
387
411
436
460
485
72.9
77.3
81.7
86.1
90.5
95.0
100
109
118
127
136
145
154
163
M24
377
395
412
429
447 .
464
481
516
550
585
620
654
689
723
758
M30
930
986
1042
1098
1154
1210
1266
1322
1378
1434
1490
M36
1371
1451
1531
1610
1690
1770
1850
1930
2009
2089
2169
Longlh
under
head In mm
40
45
50
55
60
65
70
75
80
90
100
110
120
130
140
150
160
170
180
190
200
NOMINAL SIZE OF BOLT
M16
152
160
168
176
184
192
199
207
215
231
M20
247
260
272
285
297
310
322
334
346
371
M24
491
509
527
645
562
580
598
633
669
704
739
Approximate
15.9
32.9
59.8
104
209
352
mass In kg
of 1000 nuts
Source: "Metric Practice lor Structural St~etwork", third editiOn, Publication No. 5fl9, BriU.sh Constructional Steelwork Assocm!IOn, 1979.
55.7
95.3
194
DIMENSIONS OF WRENCHES
DIMENSIONS OF OPEN ENDED WRENCHES
FOR DETERMINING ERECTION CLEARANCES
4.6/S and 8.8/S PROCEDURES
AF = dimension across
flats to su~ bolt.
Clearance
Bolt
Size
X
y
z
16
52
45
28
20
65
56
35
24
78
67
41
30
99
85
53
-1
36
118
102
63
1
_,
1
-1
DIMENSIONS OF SOCKETS- HAND WRENCHES
FOR DETERMINING ERECTION CLEARANCES
8.8/TF AND 8.8/TB PROCEDURES
Normal Sockets •
Clearance
Bolt
Size
c
D
E
16
50
38
25
1
20
60
45
30
_1
24
80
57
35
1
_1
_1
CLEARANC£
DIMENSIONS OF SOCKETS -IMPACT WRENCHES
FOR DETERMINING ERECTION CLEARANCES
8.8/TF AND 8.8/TB PROCEDURES
f'
Larger sizes (M30, M36) of the high strength
structural bott should be treated with caution,
especially when full tensioning to the requirements
of AS 41 00 Clause 15.2.5, since on-site-tensioning can be difficult and requires special
equipment to achieve the minimum bolt tensions
specified in AS 41 00
!~20to60
SO~EXrrNSION BAR
_1
CLEARANCE
r.
·-;;'' E3}::3_2oto 55
~~
UNIVERSAL
to
JOINT
15
20
Capacity
B
A
to450
some to
600
54
to24
Normal Wrenches
Heavy Wrences
Normal Sockets •
Clearance
E
Bolt Size
c
D
16
50
38
25
20
60
45
30
24
80
57
35
30
90
70
40
36
100
80
45
10-12
65
- · - - - - - =::Th
• Deep length sockets are also available with greater
length but same diameter as above. Bolt diameters
above M24 cannot be tensioned with a hand wrench.
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
. . .
. VOLUME":t:;O!?EN:. SECT:lOf)IS:" :· , ·cc--.:· : -~
DCTN1/03-1999
l
c r
PART 11
PLATES
PAGE
11.1
Details ......................................................................................................................tt-2
11.1.1
Floor Plates - General .........................................................................................11-2
11.1.2
Floor Plates - Pattern Details ............................................................................11-2
11.1.3
Floor Plates- Preferred Width, Thickness and Length Combinations .....11-2
11.1.4
Floor Plates - Mass ..............................................................................................11-2
11.2
Design Formulae .................................................................................................11-2
11.3
Maximum Design Loads .................................................................................11-5
11.3.1
Plate Properties ....................................................................................................11-5
11.3.2
General Notes on Tables 11-1 to 11-14 ....................................................... 11-5
11.3.3
Strength Limit State ............................................................................................11-6
11.3.4
Serviceability Limit State ....................:..............................................................11-6
11.4
References .............................................................................................................11-6
TABLES
TABLES 11-1 to 11-14
Maximum Design Loads ......................................................................................................11-7
NOTE: AS/NZS 3678-250 IS THE SPECIFIC MATERIAL STANDARD
AND GRADE REFERRED TO IN THE FOLLOWING TABLES.
OCTN1 /03c 1999
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
· ;···'·' ,.,,._,, · ··'"-"· '"'·"VOttiME 1: OPEJ\l$ECTIONS
.
11-1
PART 11
11.1
PLATES
Details
11.1.1 Floor Plates - General
Floor plate is characterised by a raised angular pattern (see Pattern Details below) rolled on
to one surface. The pattern facilitates cleaning and draining while retaining the required non-slip
characteristics. The nominal thickness of floor plate is exclusive of the raised pattern (see note on
'Mass of Floor Plate' below).
11.1.2 Floor Plates - Pattern Details
Pattern Notes:
1. All dimensions are in miHimetres and are approximate.
2. Pattern projections are approximately 1.5 mm in height.
I
J
11.1.3 Floor Plates - Preferred Width, Thickness and Length Combinations
I
J
I
J
Table T11.1: Preferred Length in metres
Preferred Thickness (mm)
Preferred
Width
(mm)
3
5
6
8
10
12
1200
6
6
6
-
-
-
1500
-
6
6
6
-
-
1800
-
-
6
6
6
6
_J
I
_/
11.1.4 Floor Plates - Mass
When calculating the design mass of floor plate, add 2.0 kg/m 2 to the mass of plain plate of thesame dimensions.
11.2
J
Design Formulae
Table T11.2 lists the design formulae for the Maximum Design Bending Moment, M~. and the
Maximum Deflection, .6., of plates with various support conditions. These formulae have been
referenced from Refs. [11.1, 11.2].
Note:
J
1)
The self weight of the plate has not been deducted from these formulae.
2)
For highly concentrated loads the designer must also check the transverse shear design
actions which have not been tabulated.
11-2
-.
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
~£ow~,!; P!?~!t~~C::J!g.~?.
DCTN1/03-1999
L.
N
J
1
Table T11.2: Plate Design Formulae
Floor Plate Shape
Loading
1. Uniform, q*
At centre:
~·=(X q*b4
E1 3
M;, = ~ q*b 2
1.0
ajb
s
s{~s
s
t = thickness
a= long side
b = short side
s
sf27JC]o
s
t = thickness
a= long side
b = short side
2. Central
concentrated
P; (modelled
as a unifonm
load over a
small
concentric
circle of
radius r0 )
3. Uniform, q•
12
1.8
2.0
3.0
4.0
5.0
~
0.
.0443 .0616 .0770 .0906 .102
1.4
.111
.134
.140
.143
.142
~
.0479 .0627 .0775 .0862 .0948 .102
.119
.124
.125
.125
p•
~ [1.3 log.
M;, =
At centre:
1.6
( 2b )
"ro
+~]
(see Note 2 below for a description of r0 ')
P"b 2
ll*=a - E1 3
1.0
1.2
1.4
1.6
1.8
2.0
0.
.127
.148
.162
.172
.177
.181
~
.435
.650
.789
.875
.927
.958 1.00
a/b
~
.185
At centre of free edge:
""
a
~
1.0
q"b4
*
M;, = ~*b 2
4. Central con-
M;,
Maximum Design Bending Moment,
Maximum Design Deflection, ~
8 =C< - Ef
1.1
1.2
1.3
.140
.146
.151
.155 .157
.160
.165 .166
.166
.112
.117
.121
.124 .126
.128
.132 .133
.133
1.4
1.5
2.0
3.0
~
No solution readily available.
centrated, P'
5. Unifonm, q•
At centre of free edge:
q*a4
M;, = ~q*a2
s§;;;~;:tJs
s
!J.*=a - -
Ef
a/b
1.0
1.1
1.2
1.3
1.4
1.5
2.0
a
.140
.135
.126
.119
.112
.106
.0775
B
.112
.107
.100
.094
.088
.083
.060
-
t = thickness
a= long side
b = short side
s
£;;::K:Jo
s
6. Central concentrated, P'
No solution readily available.
7. Unifonm, q•
At centre of free edge:
t = thickness
a=simply
supported
edge length
b = free length
q*b4
11"= (X-Ef.
M;;,=~*b 2
8. Central concentrated, p•
0/b
0.5
1.0
2.0
a
.158
.185
.166
.166
~
.126
.132
.133
.133
~
Note: asafb - o
then o ; - 0.156
and~ -0.125
No solution readily available.
Note: 1) Notation for Support Conditions: //Is- srmple support along edge.
0- unsupported, free edge.
2) For concentrated loads. r0 ' is the equivalent radius of contact for a load concentrated on a very small area-and
is given by r0 ' = v'(1.~ + ~) • 0.6751 if r0 < 0.5t and ro' = ro if ro 0.51 (ro is the radius of the load area).
«
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
DCTN1/03-1999
.. ,,,.c:.·-':'·:c: c ••c.~: .. _, VOLUME't:'OPEN SECTIONS
11-3
Table T11.2: Plate Design Formulae (cont'd)
Floor Plate Shape
Maximum Design Bending Moment, M;
Maximum Design Deflection, ~
Loading
9. Uniform, q•
At centre of long edge: M~ = !3q*b2
q*b4
At centre of plate:
F
F(:;:~:~F
F
3/b
1.0
;:,• =
1.2
Ef3
(1.
1.4
1.6
1.8
2.0
~
(f.
.0138 .Q188 .0226 .0251 .0268 .0277 .0284
~
.0513 .0639 .0726 .0780 .0812 .0829 .0833
10. Central
concentrated, At centre of long edge: M~ =i3P"
P'b2
At centre of plate: ~· = Et3
P"
t = thickness
a= long side
b = short side
3/b
F
F~~
F
t = thickness
a= long side
b = short side
11. Uniform, q*
1.0
1.2
1.4
1.8
2.0
~
.0612 .Q706 .0755 .0777 .0786 .0788 .0792
~
.126
.149
At point 'C':
At centre of free edge:
.160
.165
.167
.167
.168
M~ = !3q*b2
q*b4
!1* = a. Et3
3/b
1.0
1.25
1.50
"
.0364
.0377
.0366
.0853
.0867
.0842
~
12. Central con-
1.6
(f.
No solution readily available.
centrated, P'
13. Uniform, q•
At point 'C'
M~ = j3q*a2
At centre of free edge:
!1* =
q*a4
0
Ff f ]F
[
[
a
XXXX
F
3/b
XX
"
~
- t = thickness
a= long side
b = short side
F
1.11
Ef3
1.25
1.43
1.67
.0384 .0353 .0336 .0319 .0296
.0853 .0836 .0812 .0782 .0745
...
14. Central concentrated, P"
15. Uniform, q•
0~0
No solution readily available.
Approximate bending moment and deflection distribution to that
of a plate bent to a cylindrical surface.
b2
Along fixed edge:
M~ =q*
12
q*b4
F
t = thickness
a= long side
b = short side
1.00
(1.
At centre of free edge: ;:,• =
16. Central con-
33
6400x 10 t
No solution readily available.
centrated, P'
..
Note: 1) Notat1on for Support Cond1\lons: XXXF - fixed support along edge.
0 - unsupported, free edge.
11:4
DCTN1/03-1999
D
Table T11.2: Plate Design Formulae (cont'd)
Floor Plate Shape
Loading
17. Uniform, q*
0'
t = thickness
Maximum Design Bending Moment,
Maximum Design Deflection, t.
At centre of plate:
M;,
q*fi4
Et3
At centre of plate:
18. Central
concentrated,
*
p*
Mm = - [1.30 (0.485 loge
P*
6
P*f?2
L'>* = 0.550 Et3
19. Uniform, q*
t = thickness
= 0.206q*f?2
L'>* = 0.695
( ; )+ 0.52) +0.48]
At plate circumference:
M;, = 0.125q*R2
)<
?J
M;,
At centre of plate:
q*
(in radial direction)
fi4
L'>* =0.171 Ef3
At plate circumference:
20. Central
concentrated
M':n = ';; [1.30 (0.485 log. ( :
P*
At centre of plate: P*R2
,.,.
= 0.220
)+ 0.52)]
Et3
Note: 1 ) Notation for Support Conditions: I I I S- Simple support around circumference
XXXF- Fixed support around circumference.
11.3
Maximum Design Loads
11.3.1
Plate Properties
The design capacity tables for plates have been determined from the following plate material
parameters:
- Grade 250 Plate to AS/NZS 3678
-Modulus of Elasticity, E 200 x 10S MPa
=
11.3.2
General Notes on Tables 11-1 to 11-14
A check should be made on the plate strength and serviceability limit states. Usually, the design of
plates in two-way bending will be governed by the serviceability limit state.
The notation used in these Tables are:
Osv
p•
P ;t
deflection factor(= t.*/q* or t.*IP*) for serviceability limit state
design central concentrated load for strength or serviceability limit state
q*
maximum design load for strength limit state
design uniformly distributed load for strength or serviceability limit state
q~
maximum design uniformly distributed load for strength limit state
t.;, 1
~'>ml
maximum design deflection due to serviceability design loads (q* or P*)
maximum design deflection limit for serviceability limit state
<1>
capacity factor (=0.9)
DCTN1103-1999
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
· · · ·
'VOLUME 1: OPEN SECTIONS
11-5
The designer must include plate self weight multiplied by the appropriate load factor when determining the plate design loads (i.e. P* and q"). Note that the design loads p• and q* are different for
the strength and serviceability limit states.
11.3.3
Strength Limit State
No specific clauses are given for plates in AS 41 00 but some guidance is given in Ref. [11.3]. For
the strength limit state, plates may be designed as compact sections with full lateral restraint,
ie. Ze = 1.5Z. The plate design moment capacity, (j>M8 , is determined by
4>Ms = 4>fyZe
Maximum design loads (q~ and P;) for the various load and support situations have been determined from 4>Ms and the elastic relationship between load and moment given in Section 11.2.
The maximum design loads are given in Tables 11-1 to 11-14. When using these tables, the following procedure should be used:
(i)
assess the strength limit state design load (q* or P*);
OQ
determine the maximum design load (q~ or P~- whichever is applicable) from Tables 11-1 to
11-14;
QiQ
the following strength limit state inequality must be satisfied -
q* ~ q ~
or
P* ~ P;t
If this is not satisfied, a change in one of the plate or loading parameters is required and steps (i)
to (iii) repeated. The above inequality would be on the conservative side if an analysis by a failure
criterion (Yield Une, Von Mises, etc) was undertaken.
11.3.4
Serviceability Limit State
When using Tabl.es 11-1 to 11-14 the following method should be used when assessing the
serviceability limit state:
(i)
determine the serviceability limit state design load (q* or P*);
(ii)
assess the maximum design deflection limit
(iii)
either, calculate the maximum design deflection (~m) from the relevant design formulae of
Section 11.2, or determine the deflection factor (Dsv) from Tables 11-1 to 11-14, and multiply
by q *or P* (whichever is applicable) to get the maximum design deflection (~ ,;;), i.e.
~m
Qv)
(~mO
for the serviceability limit state;
= Dsv x (q* or P*)
the following inequality must be satisfied ~m
~
~ml
If this is not satisfied, a change in one of the plate or loading parameters is required and steps (i)
to (iv) repeated.
Note: The designer must ensure that there is no plate yielding under serviceability loads.
11.4
References
[11.1] Timoshenko, S. and Woinowsky-Krieger, S., "Theory of Plates and Shells", McGraw-Hill,
second edition, 1959.
[11.2] Young, W.C., "Roark's Formulas for Stress and Strain", McGraw-Hill, eighth edition, 1989.
[11.3] AS 4100 Supplement 1-1999: "Steel Structures- Commentary (Supplement to AS 41001998)", Standards Australia, 1999.
See $ection 1.1.2 for details on reference Standards.
11-6
AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
........ , ~ , ',. NetUME;~;J:i>f?E:_N,SEylJ9~§ ...
. ~CTN1 /03-1999
1
c
r
i
RECTANGULAR PLATES
GRADE·250
MAXIMUM DESIGN LOADS FOR
PLATES SIMPLY SUPPORTED ON FOUR SIDES
TABLE 11-1: Uniformly Distributed Load
TABLE 11-2: Central Concentrated Load
Uniform Load Over Whole Floor Plale
Thick·
ness
I
ly
b
mm
MPa
mm
600
5
280
600
91.3
0.230
800
800
60.3
0.373
61.4
0.726
1000
1000
1200
1600
2000
49.1
0.489
37.1
1.07
32.9
42.9
0.575
30.1
1.37
38.6
0.655
24.1
1.82
18.3
3.62
16.1
5.96
65.6
0.379
34.7
1.05
36.3
35.3
0.705 0.726
22.3
20.7
2.01
2.20
1200
280
600
800
132
.0.133
86.8
0.216
74.0
0.420
1000
1200
8
280
600
800
234
154
0.0561
0.0910
132
0.177
1000
1200
10
260
600
800
224
339
0.0287
0.0466
191
0.0907
1000
1200
1600
12
260
600
800
1000
......
.!.J
1200
1600
322
489
0.0166
0.0270
276
0.0525
25.1
15.4
2400
ThiCk·
Dlman·
ness
I
slon
I,
b
mm
MPa
mm
600
800
5
280
600
5.28
1.83
4.88
2.27
5.28
4.71
2.50
4.95
3.25
3.88
5.28
Maximum Design Load, P~ (kN)
Deflection factor Dsv (mm I kN)
lor Dimension a (mm)
600
14.5
6
280
600
7.81
1.06
800
6.78
1.45
7.13
1.88
2.24
7.61
2.47
7.20
2.94
3.43
7.61
4.23
11.9
0.836
12.2
1.04
12.8
1.45
13.5
1.79
17.2
0.326
17.7
0.534
18.8
0.740
19.8
0.914
1000
1200
8
280
600
13.5
0.446
800
12.5
0.553
13.5
0.794
12.1
0.611
12.7
0.947
13.5
1.24
18.1
0.283
19.8
0.406
17.5
0.313
18.4
0.485
19.6
0.635
1000
1200
10
260
600
19.6
0.229
800
1200
7.03
1.31
7.81
5.06
1200
1000
1200
1600
12
260
600
800
1000
.
Note: Grade 250 Sleel Plate to ASINZS 3678.
1000
4.64
2.61
4.78
4.28
5.00
5.92
5.28
7.32
6.68
1.51
8.88
1000
4.44
2.46
4.81
22.8
12.3
10.7
3.67
7.83
9.21
52.2
70.7
61.8
60.8
0.333
0.406 0.420
0.283
43,3
63.4
32.1
29.8
0.621
0.795
U6
1.27
22.2
47.3
36.2
26.3
20.8
1.03
2.10
2.57
1.43
2.78
32.9
21.7
17.7
15.4
2.13
3.45
4.53
5.33
126
92.8
110
98.8
90.3
0.119
0.140
. 0.160
0.172 0.177
94,9
57,0
77.0
61.8
52.9
0.444
0.490 0.536
0.262
0.335
84.2
64.3
46.8
39.5
37.1
0.433
0.602
0.885
1.08
1.17
31,4
58.6
38.6
27.6
0.897
1.46
1.91
2.25
182
169
143
135
131
0.0819
0.0612
0.0719
0.0881 0.0907
138
112
89.6
82.7
78.8
0.227
0.251 0.274
0.134
0.172
122
93.3
67,9
67.4
63.8
0.222
0.308
0.453
0.555 0.601
84.8
56.0
45.6
39.8
0.745
0.459
0.979 1.15
47.7
34.4
27.9
1.45
2.14
2.75
263
229
206
194
189
0.0354
0.0416
0.0474
0.0510 0.0525
198
161
129
119
111
0.132
0.0776
0.0993
0.145 0.159
82.6
176
134
97.7
77.4
0.128
0.178
0.262
0.321 0.348
122
90.6
65.7
57.4
0.266
0.431
0.566 0.666
68.7
49.6
40.2
0.840
1.24
1.59
1.77
6
Concenlraled Load al Cenlre ol Plate
Maximum Design Load, qt1(kPa)
Deflection factor Ow (mm I kPa)
lor Dimension a (mm)
Dim en·
slon
1200
1600
28.3
0.132
26.1
0.164
28.3
0.235
25.2
0.181
28.5
0.281
28.3
0.367
24.8
0.189
25.8
0.309
28.7
0.428
28.3
0.529
1600
4.59
2.66
4.84
4.63
4.73
6.88
4.86
9.06
6.81
1.54
8.88
2.68
6.81
3.98
7.03
5.24
11.8
0.650
2400
4.59
2.66
4.69
4.74
4.64
4.59
2.66
4.69
4.74
4.59
7.40
4.84
10.4
6.61
1.54
8.61
7.24
4.71
10.0
6.61
1.54
6.81
2.74
6.68
4.19
2.74
6.61
4.28
6.68
6.03
11.8
0.650
18.1
1.13
19.6
1.63
24.6
0.193
6.78
5.79
11.8
0.650
11.8
1.16
11.9
1.77
12.1
2.44
17.1
0.333
17.1
0.592
17.2
0.905
17.5
1.25
18.4
1.94
24.8
0.193
17.2
1.30
17.7
2.14
24.6
0.193
24.8
24.6
24.6
0.335
25.3
0.498
26.1
0.656
28.3
0.343 0.343
24.6
24.8
0.524 0.535
25.2
24.8
0.724 0.754
25.8
28.5
1.24
1.12
11.9
1.13
12.1
1.68
12.5
2.21
17.1
0.333
17.2
0.579
17.6
0.860
0.941
Notes:
2000
(1) The values l!sted in this table are based on the formula in Loading configuration 21n Table Tf1.2. The
rallo of b ("' tha length of the short side of the plale} tor~(:::: lha equivalent radius of contact} in this
P.OII:!Iinn i~ lflkttn "~ ?n. LA. hlr~"' ?0.
11.8
1.16
11.8
1.81
11.9
2.55
17.1
0.333
17.1
0.592
11.1
0.925
.....
.....
GRADE 250
"():)
MAXIMUM DESIGN LOADS FOR PLATES
SIMPLY SUPPORTED ON THREE SIDES, FREE ON ONE SIDE
TABLE 11-3: Uniformly Distributed Load
TABLE 11-4: Uniformly Distributed Load
Uniform Load over Whole Floor Plaia- Shorl Side Free
Thick·
ness
Dimonslon
Maximum Design Load, q11 (kPa)
for Dimension a mm}
I
t,
b
mm
MPa
mm
5
2BO
600
800
1000
1200
6
280
600
800
1000
1200
B
2BO
600
BOO
1000
i
1200
10
260
600
BOO
1000
1200
1600
I
12
260
600
BOO
1000
1200
1600
Thick·
ness
Deflection factor Dsv ~~~ /kPa)
600
800
1000
1200
1600
2000
2400
32.9
32.9
0.861 0.861
18.5
18.6
2.71
2.72
14.1
12.2
11.9
11.9
5.60
6.44
6.60
6.62
8.77
8.46
8.29
13.7
12.9
13.4
56.3
48.7
47.5
47.4
47.4
50.5
0.420
0.467
0.485
0.497
0.498 0'.498
28.9
26.6
31.6
26.8
26.7
1.45
1.57
1.33
1.56
1.57
20.3
17.6
17.2
17.1
3.73
3.82
3.B3
3.24
12.6
12.2
11.9
7.47
7.76
7.92
100
B9.8
86.6
84.4
84.2
84.2
0.177
0.197
0.205
0.210
0.210 0.210
51.4
47.7
47.4
58.3
47.6
0.560
0.612
0.660
0.662 0.664
36.0
31.3
30.6
30.6
1.37
1.47
1.57
1.61
1.62
25.0
22.6
21.2
21.6
2.84
3.15
3.27
3.34
130
128
123
122
122
145
122
0.105
0.107
0.107
0.0907
0.101
0.10B 0.108
81.6
74.6
71.4
69.2
6B.7
69.0
0.287
0.313
0.32B
0.33B
0.339 0.340
44.2
52.2
4B.3
45.4
44.3
0.700
0.755
O.B05
0.825 0.827
36.3
32.6
31.4
30.S
1.61
1.71
1.45
1.6B
20,4
18.7
17.9
4.59
5.01
5.24
188
181
177
176
209
176
176
0.0525
0.05B4
0.0606
0.0619
0.0621
0.0622 0.0622
11B
107
99.7
99.3
99.0
103
0.1B1
0.190
0.196
0.196 0.197
0.166
63.6
75.2
69.6
65.4
63.8
0.405
0.437
0.466
0.477 0.479
52.2
44.3
46.9
45.2
0.840
0.934
0.970 0.990
29.4
25.7
26.9
3.03
2.65
2.90
39.1
0.726
35.1
0.807
22.0
2.29
33.8
0.838
20.1
2.51
33.1
0.855
19.2
2.62
13.0
6.04
9.77
11.6
47.7
0.495
27.7
1.52
18.7
3.50
14.1
6.72
84.8
0.209
49.2
0.640
33.3
33.0
0.859
18.6
2.70
Unllorm Load Over Whole Floor Plate Long Side Free
Maximum Design Load, q;, (kPa)
Dlmen·
slon
Oef!ection factor Dsv (mm I kPa)
b
for Dimension a (mm)
I
I,
mm
MPa
mm
600
800
1000
1200
5
2BO
600
39.1
0.726
26.7
1.91
22.0
2.29
20.9
3.86
16.2
4.90
18.2
6.43
13.2
B.79
10.9
800
1000
14.1
5.60
1200
2BO
6
600
56.3
0.420
800
1000
8
280
600
100
0.177
800
68.5
0.467
56.3
0.560
1000
53.5
0.942
41.6
1.20
36.0
1.37
1200
10
260
600
145
0.0907
800
99.4
0.239
81.6
0.287
1000
77.7
0.483
60.3
0.613
52.2
0.700
1200
9.77
11.6
26.3
3.72
19.0
5.09
16.8
6.05
14.1
6.72
46.7
1.57
33.7
2.15
28.0
2.55
25.0
2.84
67.7
0.804
48.9
1.10
40.6
1.31
36.3
1.45
1600
12
260
600
800
209
143
0.0525
0.138
118
0.166
1000
1200
1600
Note: Grade 250 Steel Plate to ASINZS 3678.
RECTANGULAR PLATES
I
30.1
2.23
23.4
2.84
20.3
3.24
1200
Note: Grade 250 Steel Plate to AS/NZS 3678.
I
38.5
1.11
31.6
1.33
10.5
)
~Abnl!!!:
2Au
I
112
0.279
86.8
0.354
75.2
0.405
1600
2000
2400
10.3
20.3
6.69
30.6
6.56
49.6
6.23
4.56
61.B 103
14.8
11.8
11.3
15.2
9.63
17.7
9.45
28.7
7.53
35.7
26.3
4.96
20.1
6.42
17.1
7.47
16.8
12.1
13.4
15.1
7.85
26.3
38.1
2.54
29.1
3.29
24.8
3.82
20.4
4.59
8.58
59.5
11.7
25.1
24.4
6.20
19.4
7.72
15.1
9.BO
12.9
12.2
17.6
35.1
3.59
28.0
4.47
21.7
5.67
24.4
7.44
17.6
10.2
16.9
97.5
0.485
70.5
0.636
58.5
0.756
52.2
0.840
64.6
1.47
42.0
1.90
35.8
2.21
29.4
2.65
r...•.
I
I
F
RECTANGULAR PLATES
GRADE 250
MAXIMUM DESIGN LOADS FOR
PLATES FIXED ON FOUR SIDES
TABLE 11-5: Uniformly Distributed Load
TABLE 11-6: Central Concentrated Load
Uniform load Over Whole Floor Plale
Thick·
ness
I
I,
b
mm
MPa
mm
5
280
600
600
85.3
0.0715
800
62.8
0.111
46.0
0.226
1000
1000
65.3
0.133
37.2
0.324
30.7
0.552
1200
6
280
600
123
0.0414
600
90.4
0.0640
69.1
0.131
79.7
0,0770
53,6
0.187
44.2
0.319
1000
1200
I
~
280
600
800
1000
142
218
161
0.0270
0.0325
0.0175
123
96.3
0.0552
0.0790
78.6
0.135
1200
10
260
600
600
1000
233
206
317
0.0138
0.0166
0.0069
121
178
136
0.0263
0.0404
114
0.0690
1200
1600
12
260
600
456
0.0052
600
1000
1200
1600
1200
1600
Dimon·
sion
nass
a
600
I
Concontral6d load at Centre ot Plate
ThiCk·
Maximum Design load, Qlt (kPa)
OeffecUon factor Dsv {mm I kPa)
lor Dimension rmml
Dlmen·
slon
2000
2400
52.6
52.6
62.8
52.6
0.144
0.147
0.147 0.147
29.6
29.5
29.7
32.7
0.391
0.454
0.465 0.465
24.6
20.2
19.0
16.9
0.752
1.00
1.11
1.14
21.3
16.7
13.8
13.2
1.77
2.13
2.30
1.14
76.0
76.6
75.6
76.6
0.0631
0.0652
0.0852 0.0652
47.1
42.7
42.5
42.6
0.226
0.263
0.269 0.269
35.5
29.1
27.4
27.2
0.561
0.641 0.657
0.435
30.7
22.6
19.9
19.0
0.662
1.02
1.23
1.33
135
134
134
134
0.0351
0.0359
0.0359 0.0359
75.6
83.7
76.0
75.6
0.111
0.114 0.114
0.0954
51.7
46.6
48.4
83.1
0.164
0.245
0.271 0.277
54.6
40.2
33.8
35.4
0.279
0.432
0.520 0.561
196
195
195
196
0.0164
0.0164 0.0164
0.0179
110
110
110
110
0.0466
0.0567
0.0562 0.0582
91.6
75.0
70.6
70.2
0.0940
0.139 0.142
0.125
66,3
79.2
51.4
49.0
0.221
0.266 0.287
0.143
44.6
34.6
30.3
0.452
0.647 0.762
282
281
28
8
296
336
0.0104
0.0096
0.0107
~.o1oi ~.d107
0.0060
175
169
166
156
257
199
0.0263
0.0328
0.0337 0.0337
0.0164
0.0234
132
108
102
101
164
0.0399
0.0544
0.0726
0.0802 0.0622
70.6
114
83.9
74.0
0.154 0.166
0.0626
0.126
64.1
49.8
43.7
0.375 0.452
0.262
Note: Grade 250 Steel Plale to AS/NZS 3678.
Maximum Design load, Pl1(kN)
Deflection faclor Dsv (mm I kN)
lor Dimension a (mm)
I
I,
b
mm
MPa
mm
600
800
1000
1200
1600
2000
5
260
600
12.6
0.861
10.1
1.06
9.51
1.12
10.4
1.84
12.5
2.45
9.43
1.13
9.69
1.96
10.6
2.62
12.5
3.53
13.6
0.657
14.0
9.36
1.14
9.43
2.02
9.55
3.11
10.1
4.25
13.5
0.660
13.6
9.38
9.38
1.14
1.14
9.36
9.36
2.03
2.03
9.43
9.38
3.15
3.17
9.43
9.51
4.49
4.54
13.5
13.6
0.660 0.660
13.5
13.5
600
12.5
1.57
1000
1200
6
280
600
18.0
0.510
600
14.5
0.616
18.0
0.907
1000
13.7
0.650
14.9
1.06
18.0
35.3
0.140
36.6
0.230
24.6
0.479
27.1
0.669
32.0
0.861
35.0
0.142
36.0
0.245
46.4
39.3
35.5
0.353
46.4
0.441
0.389
37.4
0.532
46.4
0.783
60.4
50.1
1.42
280
600
32.0
0.215
600
25.8
0.260
32.0
0.383
24.3
0.274
26.6
0.449
32.0
0.596
37.4
0.133
46.4
1000
1200
10
260
600
48.4
0.110
800
0.196
1000
0.306
1200
!.63
18.0
2.04
24.1
0.277
1600
12
260
600
66.9
0.0638
600
1000
1200
1600
Note: Grade 250 Steel Plate to AS/NZS 3678.
53.9
0.0769
66.9
0.113
1.17
13.7
1.80
14.5
2.46
24.0
0.278
24.1
0.493
24.4
0.759
26.8
1.04
34.8
0.143
35.0
0.252
1200
8
1.13
15.2
50.8
0.0812
65.5
0.133
86.9
0.177
0.0821
51.6
0.142
56.5
0.204
68.9
0.255
0.0825
60.4
0.146
51.1
0.225
53.9
0.306
88.9
0.453
1.17
13.6
2400
1.17
13.5
1.62
13.7
2.60
24.0
0.278
24.0
0.495
24.1
0.770
24.3
t.10
34.8
0.!43
34.8
1.63
13.6
2.63
24.0
0.278
24.0
0.495
24.0
0.773
24.1
1.11
34.8
0.143
34.8
0,253
0.253
35.0
34.8
0.394 0.396
35.3
35.0
0.562 0.567
36.0
38.6
0.919 0.960
80.1
60.1
0.0825 0.0825
50.1
0.147
50.4
0.228
50.8
0.325
65.6
0.532
50.1
0.147
50.1
0.229
50.4
0.326
61.8
0.567
RECTANGULAR PLATES
GRADE 250
c
......
._p...c......c....:l...f>-<:>.~
·.!.
F "~-----'"'------+"----1 0
......
0
MAXIMUM DESIGN LOADS FOR
PLATES FIXED ON THREE SIDES, FREE ON ONE SIDE
~...,...,-~h,......,IC
F
Uniform Load over Whole Floor Plate- Short Side Free
ThiCk·
ness
I
,,
mm
MPa
5
2BO
b
mm
600
600
51.3
0.189
800
800
Deffeclion factor Dsv (mm I kPa)
for Dimension a (mm)
I
f,
mm
MPa
mm
600
800
1000
5
2BO
600
51.3
30.8
21.1
0.53B
28.9
0.596
1.19
19.4
1.34
18.5
1.46
1000
1000
29.4
0.618
18.6
1.46
1200
6
280
600
73.9
0.109
800
75.2
0.112
41.5
0.345
1000
2BO
600
BOO
131
134
0.0461
0.0472
73.9
0.146
1000
42.4
0.357
26.6
0.843
260
600
800
1000
1200
12
260
600
800
1000
1200
42.1
0.347
27.0
0.867
18.5
1.75
75.4
0.151
47.3
0.355
74.6
0.146
48.0
0.366
32.8
0.737
I
274
279
0.0140
0.0136
158
164
157
0.0447
0.0434
0.0431
98.8
100
0.108
0.105
68.6
0.218
1600
.
29.2
0.600
18.8
1.50
12.8
3.02
191
194
0.0242
0.023B
109
107
109
0.0750
0.0745
0.0772
69.7
68.6
0.1B7
0.182
47.6
0.377
1600
Nole: Grado 250 S1eel Plale lo AS/NZS 3678.
2000
2400
Dlmen·
slon
0.1B9
800
1000
1200
13.1
3.10
2BO
600
73.9
0.109
800
44.4
0.311
41.5
0.345
1000
30.4
0.666
27.9
0.776
26.6
0.643
1200
18.8
1.79
6
1200
10
1600
6
1200
B
1200
qi, (kPa)
52.2
0.194
28.9
0.596
Long Side Free
Uniform load over Whole Floor Plate
Maximum Design Load, qi, (kPa)
Deflection factor Dsv (mm I kPa)
for Dimension a (mm)
b
Thick·
ness
Maximum Design load,
Dlmen·
slon
F
TABLE 11-8: Uniformly Distributed Load
TABLE 11-7: Uniformly Distributed Load
280
600
131
0.0461
600
78.9
0.131
73.9
0.146
54.1
0.289
49.7
0.328
1000
10
260
600
BOO
115
191
0.0672
0.0236
107
0.0745
1000
1200
27.3
1.24
260
600
800
1000
113
274
165
0.0857
0.0136
0.0389
104
154
0.0972
0.0431
98.8
0.105
1200
39.1
39.4
0.715 0.694
1600
2000
2400
8.14
7.94
7.71
6.60
5.28
19.0
20,4
1.50
19.2
1.64
16.5
1.75
11.7
4.59
11.1
4.96
7.61
11.0
34.1
0.693
32.8
0.737
20.8
1.94
19.7
2.10
13.6
4.63
30.2
0.992
26.6
1.08
26.8
1.19
19.6
2.37
18.0
2.69
13.2
5.16
43.5
0.574
41.2
0.622
36.B
0.690
28.2
1.37
25.9
1.56
19.0
3.00
36.3
0.632
47.3
0.355
52.7
0.324
49.5
0.355
47.6
0.377
1600
27.1
1.20
12
69.8
0.224
38.6
0.690
76.5
0.146
72.0
0.168
68.6
0.182
1600
14.2
2.59
13.3
2.84
12.8
3.02
1200
33.4
0.756
48.5
0.387
26.8
1.19
1200
75.9
0.187
71.3
0.205
68.6
0.21B
Nole: Grade 250 Sleel Plalo IO AS/NZS 3678.
•'
RECTANGULAR
PLATES~
·~--
.... •[
''"'" '[
I
5
F
~1:1:AXIM::::;,~iii~~::·PLATES
0 1----"'-----F----------l
F
SIMPLY SUPPORTED ON TWO SIDES, FREE ON TWO SIDES
TABLE 11-9: Uniformly Distributed Load
I
Uniform Load Over Whole Floor Plaia
Thick·
Maximum Design Loatl, q1t (kPa)
b
lor Dimension a (mm)
,,
mm
MPa
mm
600
800
1000
5
2BO
600
33.1
0.855
33.1
0.857
18.8
2.70
33.0
0.859
18.6
800
1000
1600
2000
2400
32.9
0.861
18.6
32.9
O.B61
18.6
32.9
O.B61
18.6
32.9
O.B61
18.5
2.71
2.71
2.72
2.72
2.72
11.9
6.60
11.9
6.61
8.29
13.7
47.4
0.49B
26.7
11.9
6.62
8.27
13.7
47.4
0.49B
26.6
11.8
6.64
8.24
13.7
47.4
0.49B
11.8
6.64
8.22
13.B
47.4
0.496
26.6
26.6
1200
6
280
600
47.7
0.495
800
47.6
0.496
26.8
1.56
1000
47.6
0.497
26.8
1.57
17.2
3.B2
1200
6
260
600
84.8
0.209
800
84.6
0.209
47.7
0.660
1000
84.4
0.210
47.6
0.661
30.6
1.61
1200
10
260
600
123
0.107
BOO
123
0.107
69.2
0.33B
122
0.107
69.1
0.33B
44.3
1000
O.B25
1200
1.57
17.2
3.B2
11.9
7.92
84.2
0.210
47.5
0.662
30.5
1.61
21.2
3.34
122
0.10B
69.0
0.339
44.3
O.B26
30.6
1.71
1600
12
260
600
BOO
1000
1200
1600
~
177
0.0619
177
0.0620
99.7
0.196
176
0.0621
99.6
0.196
83.B
0.477
176
0.0622
99.3
0.196
83.7
0.47B
44.3
0.990
1.57
17.1
3.83
11.9
7.94
84.2
0.210
47.4
0.664
30,4
1.62
21.2
3.35
122
0.108
6B.7
0.340
44.1
O.B2B
30.7
1.71
17.3
5.41
176
0.0622
99.0
0.197
63.6
0.479
44.2
0.992
24.9
3.13
O MAXIMUM DESIGN LOADS FOR
PLATES FIXED ON TWO SIDES,
FREE ON TWO SIDES
TABLE 1HO:
Uniformly Distributed Load
,,
Delteclion factor Dsv (mm I kPa)
1200
GRADE 250
Uniform Load over Whole Floor Pi ale
Thick·
Maximum Design
Dlman·
ness
slon
Load,
I
qlt(kPa)
b
i
Dimon·
sf on
t
ness
RECTANGULAR PLATES··----~
1.57
1.57
17.1
3.84
11.9
7.95
84.2
17.1
3.B4
11.6
7.97
84.2
0.210
47.4
0.664
30.3
1.62
21.1
3.35
122
0.108
6B.7
0.340
44.0
O.B30
30.6
1.72
. 17.3
5.41
176
0.0622
99.0
0.197
63.3
0.4BO
44.1
0.994
24.9
3.13
0.210
47.4
0.664
30.3
1.62
21.1
3.36
122
0.10B
6B.7
0.340
44.0
0.830
30.5
1. 72
17.2
5.42
176
0.0622
99.0
0.197
63.3
0.4BO
44.0
0.996
24.8
3.14
Nolo: Grade 260 Sleol Plate lo ASINZS 3678.
Deflection factor
mm
MPa
mm
Dsv (mmtkPa)
5
2BO
600
52.6
0.162
29.5
0.512
16.9
1.25
13.1
2.59
75.6
0.0938
BOO
1000
1200
6
2BO
600
600
1000
1200
B
280
600
800
1000
1200
10
260
600
BOO
1000
1200
1600
12
260
600
BOO
1000
1200
1600
Note: Grade 250 Steel Plaia to ASINZS 3678.
42.5
0.296
27.2
0.723
1B.9
1.50
134
0.0396
75.6
0.125
48.4
0.305
33.6
0.633
195
0.0203
110
0.0640
70.2
0.156
4B.6
0.324
27.4
1.02
261
0.0117
158
0.0370
101
0.0904
70.2
0.1BB
39.6
0.593
CIRCULAR PLATES
GRADE 250
MAXIMUM DESIGN LOADS FOR CIRCULAR
PLATES SIMPLY SUPPORTED AROUND CIRCUMFERENCE
TABLE 11-12: Central Concentrated Load
TABLE 11-11: Uniformly Distributed Load
Uniform load Over Whole floor Plate
ly
mm
MPa
600
5
280
6
280
8
260
21.2
3.60
30.6
2.09
54.4
0.880
78.9
0.450
114
0.261
10
260
12
260
Concentrated load at Centra of Plate
Maximum Design Load, q~ (kPa)
Dafleclion factor Dsv (mn1/ kPa)
lor Radius (mm)
Thick·
ness
I
800
11.9
11.4
17.2
6.59
30.6
2.78
44.4
1.42
63.9
0.824
Thick·
Maximum Design Load, P;1 (kN)
Delleclion factor Dsv (mm I kN)
for Radius (mm)
ness
1000
1200
1600
2000
2400
7.65
27.8
11.0
16.1
19.6
6.79
28.4
3.47
40.9
2.01
5.31
57.6
7.65
33.4
13.6
14.1
19.7
7.21
28.4
4.17
2.99
182
4.30
105
7.65
44.5
11.1
22.8
16.0
13.2
1.91
445
2.75
257
4.89
109
7.10
55.6
10.2
32.2
1.33
922
1.91
534
3.40
225
4.93
115.
7.10
66.7
Note: G1ade 250 Steel Plate to ASINZS 3678.
I
fy
mm
MPa
600
800
5
280
6
280
8
280
2.26
7.92
3.35
4.56
6.24
1.93
9.39
0.990
14.0
0.573
2.17
14.1
3.21
6.15
5.96
3.44
8.96
1.76
13.3
1.02
10
260
12
260
1000
1200
1600
2000
2400
2.10
22.0
3.11
12.7
2.06
31.7
3.03
18.3
5.76
5.37
8.65
2.75
12.8
1.59
1.97
56.3
2.91
32.6
5.38
7.73
8.41
3.96
12.5
2.29
1.92
88.0
2.62
50.9
6.22
21.5
7.81
11.0
1.87
127
2.76
73.3
5.09
30.9
7.61
15.8
11.5
6.37
11.2
9.17
5.61
13.8
8.06
7.04
11.9
4.07
Note: Grade 250 Steel Plate to ASINZS 3678.
CIRCULAR PLATES
GRADE 250
MAXIMUM DESIGN LOADS FOR CIRCULAR
PLATES FIXED AROUND CIRCUMFERENCE
TABLE 11-13: Uniformly Distributed Load
TABLE 11-14: Central Concentrated Load
Uniform Load Over Whole Floor Plate
Concentrated Load at Centre ol Plate
Thick·
ness ·
;I
1r
,J,m
MPa
600
5
280
35.0
0.886
50.4
0.513
89.6
0.216
130
6
280
8
280
10
260
0,111
12
260
187
0.064
Maximum Design Load, q;1 (kPa)
ThiCk•
Oel!ection factor Dsv (mm I kPa)
ness
for Radius (mm)
I
fy_
mm
MPa
5
280
800
1000
1200
1600
2000
2400
19.7
2.80
28.3
1.62
50.4
0.684
73.1
0.350
105
0.203
12.6
6.84
18.1
3.96
32.3
1.67
46.8
0.855
67.4
0.495
8.75
14.2
12.6
8.21
22.4
3.46
32.5
4.92
44.8
7.09
25.9
12.6
10.9
18.3
5.60
26.3
3.24
3.15
109
4.54
63.3
8.06
26.7
11.7
2.19
227
3.15
131
5.60
55.4
8.13
28.4
11.7
16.4
Note: G1ade 250 Steel Plate to AS/NZS 3678.
1.77
46.8
1.03
13,7
16.8
7.92
Maximum Design Load,
P~
(kN)
Deflection factor Dsv (mm I kN)
lor Radius (mm)
600
2.56
3.17
6
280
8
280
10
260
12
260
3.80
1.83
7.12
0.773
10.8
0.396
16.1
0.229
Note: Grade 250 Steel Prate to AS/NZS 3678.
800
2.44
5.63
3.62
3.26
6,76
1.38
10.2
0.704
15.2
0.407
1000
2.35
8.80
3.49
5.09
6.50
2.15
9.81
1.10
14.6
0.637
1200
1600
2000
2400
2.29
2.19
22.5
3.24
13.0
6,02
5.50
9.06
2.82
13.4
1.63
2.12
35.2
3.14
20.4
6.82
8.59
8.74
4.40
13.0
2.55
2.07
50.7
3.06
29.3
5.66
12.4
8.50
6.34
12.6
3.67
12.7
3.39
7.33
6.31
3.09
9.50
1.58
14.1
0.917
I
I
,t;;
~C'".i
PART 12
~~
RAILS
'"'
t~
,_
TABLES
PAGE
~
-"'
TABLE 12-1
fci
Dimensions and Properties ...........................................................................................12-2
~
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id
~
•v
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~d
'"
~
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,
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0
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0
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~
=
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"
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~
M
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"'0"l
0
:e
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oc:rN1 fo3~ 1999
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AISC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
-- c _ < .- -VOLUME•kOPEN.-SECTIONS
..
a
c
b
NA--- _J±f:::::::::.
----
d
f
TABLE 12-1
RAILS
DIMENSIONS AND PROPERTIES
OeslgnaUon
RT 19 66
RT 23 60
AT 23 50
AS41
UIC60
Mass
Tolal
perm
a
b
'
d
•
I
g
kg/m
mm
mm
mm
mm
mm
mm
mm
67.6
61.0
50.8
74.6
70.0
185.7
170.0
154.0
49.2
49.0
45.0
106.3
93.0
84.0
30.2
28.0
25.0
152.4
146.0
136.5
40.5
172.0
51.0
74.6
89.5
21.4
31.5
40.7
60.3
Aboul x·axls
Area
70.0
63.5
74.3
127.0.
127.0
150.0
tlote: Further Information on rails tan bfJ found in "Hot Rolled and Structural Steel Products- 98 Edition", BHP Steel, 1998
,.
)
76.6
74.5 . :
67.0
60.3
76.25
s
t
X
mm
40
20
20
17.5
16.5
15.0
20
13.1
16.5
-
4
4
4
5
2.75
Head
Fool
106mm4
10 3mm3
103mm3
8614
7770
6470
39.5
29.4
20.1
391.7
323.2
254.1
463.8
371.4
5187
7686
13.2
30.55
184.4
335.5
y
A,
mm
mm1
98.4
79.1
74.8
67,5
81.0
"
'·
'·
269.3
204.5
377.4
PART 13
CRANE RUNWAY BEAMS & MONORAIL BEAMS
PAGE
13.1 General .......................................................................................................................................13-2
13.2 References .................................................................................................................................13-2
13.2.1 General ......................................................................................................................................13-2
13.2.2 Australian Standards ......................................................................•.....................................13-2
TABLES
TABLE 13-1
Crane Runway Beams: Composition and Dimensions and Properties ....................13-3
DCTN1/03-1999 .
· ,; AJSC: DESIGN. CAPACITY= TABLES FOR. STR.UCTUR.AL STEEL
VOLUME 1, OPFN l':ECTION.C:
13-l'
CRANE RUNWAY BEAMS & MONORAIL BEAMS
PART 13
13.1 General
Table 13-1 lists the composition, dimensions and properties of commonly used crane runway
beams.
There is not much guidance given in AS 4100 and the crane code (AS 1418) on the limit state
design of crane runway beams and monorail beams. However, Ref. [13.1] provides an excellent
examination of these topics and considers the design criteria, design capacity tables and further
background information on these structural items.
13.2 References
13.2.1
General
[13.1] Woolcock, S.T., Kitipornchai, S. and Bradford, M.A., "Design of Portal Frame Buildings",
third edition, Australian Institute of Steel Construction, 1999.
13.2.2
Australian Standards
• AS 1418 Cranes (including hoists and winches), Standards Australia [numerous parts].
See Section 1.1.2 for further details on reference Standards.
13-2.
AJSC: DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL
.. ,-,_" .. .\lOL,UJYIE:t:QPEN;.SECl;IQ~S .· , , , , '·' ........ .
DCTN1/03-1999
0
0
~
"'-·'
(>)
r'
I
u
u
«>
<0
<0
b
I
~
x--·-d
__}_,
TABLE 13-1
CRANE RUNWAY BEAMS
'
COMPOSITION AND DIMENSIONS AND PROPERTIES
Compond of
Beam
Top flange
Channel
Approx.
Mass
size
perm
d
X
mm
Area
About x-axls
Top
b
A,
y,
I,
z,
mm
106mm 4
103mm3
mm
kg/m
mm'
I
y
Aboul y·axis
Bot
z,
,,
t,
103mm 3
mm
106mm4
,,
mm
Top F
'mm•
106
4
Torsion
Warping
Consrant
Constant
Top F
Zy
J
103mm 3
103mm 4
'·
109mm 6
WELDED BEAMS with PARALLEL FLANGE CHANNELS
1200WB249
360PFC
1160 X 360
304
36700
492
6240
16600
12000
461
239
76.5
195
1030
4670
36100
600WB168
148
122
380PFC
620 X 360
810 X 380
602 X 360
223
201
176
28400
25600
22600
319
305
266
3290
2790
2270
10300
9150
7660
6560
5530
4420
340
330
317
236
221
193
91.7
92.9
92.4
195
186
173
1030
961
906
3590
2190
1410
17900
14000
6630
700WB173
150
130
115
380PFC
726
720
710
702
226
205
166
170
29000
26100
23600
21600
286
274
261
249
2690
2300
1950
1670
9410
8360
7470
6100'
5160
4340
3690
304
297
287
278
249
217
204
193
92.6
91.1
92.9
200
184
176
173
1050
970
936
906
4720
3300
2020
15400
10700
6330
6540
902
889
875
861
851
2020
1590
1240
1230
965
4950
4290
3590
X 360
X 380
X 360
X 380
6710
94.6
1370
UNIVERSAL BEAMS with PARALLEL FLANGE CHANNELS
610UB125
113
101
530UB 92.4
82.0
360PFC
530UB 92.4
82.0
23000
21500
20000
538 X 380
180
169
157
148
137
300PFC
541 X 300
536 X 300
460UB 82.1
74.6
67.1
300PFC
468 X 300
465 X 300
462 X 300
410UB 59.7
53.7
300PFC
411 X 300
411 X 300
360UB 56.7
50.7
44.7
300PFC
367 X 300
364 X 300
360 X 300
380PFC
622 X 380
617 X 380
612 X 380
543
X
380
1400
1270
1130
833
737
6140
5770
5350
4540
4210
3550
3190
2820
247
243
238
191
166
181
91.2
93.1
95.2
171
169
166
18800
17500
228
220
211
183
175
2320
2030
210
205
176
172
96.6
99.1
164
162
133
122
16900
15600
200
192
776
685
3880
3570
2270
1990
214
210
96.3
92.5
75.5
77.1
84.4
82.4
562
550
1050
803
2070
1700
122
115
107
15600
14600
13700
169
163
157
528
464
436
3120
2960
2770
1760
1600
1430
184
162
179
91.1
69.1
66.9
76,5
76.1
79.6
61.8
60.6
79.7
545
636
531
982
610
661
1240
1100
942
12700
12000
137
'131
323 .
287
2350
2180
1160
1030
159
155
84.4
82.8
81.5
83.1
78.4
93.8
77.5
523
517
619
517
638
534
96.8
90.8
64.8
12300
11600
10600
121
116
110
241
217
191
2000
1880
1740
963
677
764
140
137
133
63.5
82.1
80.5
62.3
64.2
86.3
76.0
77.2
76.6
520
515
510
622
526
447
460
397
330
99.6
Notes: (1) 1, Top F = 1, of channel+ (ly of Universal or Welded Beam)/2
(2) z, Top F • (ly Top F)/(b/2)
2370
1970
NOTES