Structural Design of Stainless Steel

Transcription

P291: Structural design of stainless steel
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SCI PUBLICATION P291
Created on 01 June 2012
This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Steelbiz Licence Agreement
Structural Design of Stainless Steel
N R BADDOO MA CEng MICE
B A BURGAN BSc MSc DIC PhD CEng MIStructE
Published by:
The Steel Construction Institute
Silwood Park
Ascot
Berkshire SL5 7QN
Tel:
01344 623345
Fax:
01344 622944
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 2001 The Steel Construction Institute
Apart from any fair dealing for the purposes of research or private study or criticism or review, as permitted under the
Copyright Designs and Patents Act, 1988, this publication may not be reproduced, stored or transmitted, in any form or by
any means, without the prior permission in writing of the publishers, or in the case of reprographic reproduction only in
accordance with the terms of the licences issued by the UK Copyright Licensing Agency, or in accordance with the terms
of licences issued by the appropriate Reproduction Rights Organisation outside the UK.
Enquiries concerning reproduction outside the terms stated here should be sent to the publishers, The Steel Construction
Institute, at the address given on the title page.
Although care has been taken to ensure, to the best of our knowledge, that all data and information contained herein are
accurate to the extent that they relate to either matters of fact or accepted practice or matters of opinion at the time of
publication, The Steel Construction Institute, the authors and the reviewers assume no responsibility for any errors in or
misinterpretations of such data and/or information or any loss or damage arising from or related to their use.
Publications supplied to the Members of the Institute at a discount are not for resale by them.
Publication Number: SCI P291
ISBN 1 85942 116 4
British Library Cataloguing-in-Publication Data.
A catalogue record for this book is available from the British Library.
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FOREWORD
This document is a design guide for stainless steel written for engineers experienced in
the design of carbon steel structural steelwork but not necessarily in the design of
stainless steel structures. The purpose of this guide is to promote the safe and efficient
use of stainless steel in structures.
Since there is no British Standard for designing structural stainless steel, this guide is
based on the new version of BS 5950-1, Code of Practice for design in simple and
continuous construction, published by BSI in 2000. The guidance provided is an
extension of the code as appropriate to the design of stainless steel structures. Where the
detailed code rules are unsuitable for the design of stainless steel elements, the guide
draws on the recommendations given in the trial Eurocode for stainless steel,
ENV 1993-1-4 and other sources, with suitable modification to bring the
recommendations into the format of BS 5950-1:2000. Design examples are included to
demonstrate the use of the recommendations.
This guide combines, updates and replaces three former SCI publications concerned with
the structural design of stainless steel:
•
Concise guide to the structural design of stainless steel (P123)
•
Stainless steel fixings and ancillary components (P119)
•
Section property and member capacity tables for cold formed stainless steel (P152)
The preparation of these earlier publications was sponsored by the following organisation:
Allott & Lomax
(now, Babtie Group Allott & Lomax)
Fox Wire Limited
Ancon Stainless Steel Fixings Ltd.
(now, Ancon Building Products)
Health & Safety Executive
Halfen Limited
Hilti (Great Britain) Limited
Arup Research and Development
International Chromium Development
Association
Avesta Sheffield Ltd.
(now, AvestaPolarit Ltd.)
Nickel Development Institute
Chevron (UK) Limited
Department of the Environment,
Transport and the Regions
(now, Department of Transport, Local
Government and the Regions)
Shell UK Exploration & Production.
The work leading up to this publication was sponsored by AvestaPolarit Ltd.
This publication was prepared by Nancy Baddoo and Dr Bassam Burgan, both of
The Steel Construction Institute. Valuable comments were received from Dr Allan Mann
(Babtie Group Allott & Lomax), Roger Crookes (BSSA - Stainless Steel Advisory
Service) and Abdul Malik (SCI).
New design information on circular hollow sections and fire resistance has also been
added, based on recommendations from a recently completed ECSC-funded project
Development of the use of stainless steel in construction.
Further technical information on stainless steel is available online via the electronic
advisory service on the British Stainless Steel Association web site www.bssa.org.uk.
This web site also hosts a stainless steel products and services locator.
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Contents
Page No.
FOREWORD
iii
SUMMARY
vii
NOTATION
xi
1
INTRODUCTION
1.1
What is stainless steel?
1.2
Scope of this publication
1.3
General design principles
1
1
3
3
2
PROPERTIES AND SELECTION OF MATERIALS
2.1
Basic stress-strain behaviour
2.2
Properties
2.3
Selection of materials
6
6
7
19
3
DESIGN OF CROSS-SECTIONS
3.1
General
3.2
Gross cross-section
3.3
Net area
3.4
Effective net area
3.5
Influence of rounded corners
3.6
Shear lag
3.7
Flange curling
3.8
Classification of cross-sections
22
22
22
22
23
23
24
24
25
4
DESIGN OF MEMBERS
4.1
Introduction
4.2
Tension members
4.3
Compression members
4.4
Members in bending
4.5
Members subject to combined loading
32
32
32
33
37
49
5
DESIGN OF CONNECTIONS
5.1
Design considerations and assumptions
5.2
Bolted connections
5.3
Pin connections
5.4
Preloaded bolts
5.5
Securing nuts against vibration
5.6
Welded connections
52
52
52
57
57
57
57
6
FIRE RESISTANT DESIGN
6.1
General
6.2
Mechanical properties at elevated temperatures
6.3
Thermal properties at elevated temperatures
6.4
Determination of structural fire resistance
6.5
Calculation of temperature rise in stainless steel
59
59
60
62
62
69
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7
FABRICATION ASPECTS
7.1
General
7.2
Storage and handling
7.3
Shaping operations
7.4
Welding
7.5
Finishing
7.6
Galling and seizure
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70
70
71
72
74
74
8
INTRODUCTION TO DESIGN TABLES
8.1
General
8.2
Gross section properties
8.3
Effective section properties
8.4
Members in compression
8.5
Members in tension
8.6
Members in bending
76
76
80
83
85
88
89
9
REFERENCES
91
10
SOURCES OF FURTHER INFORMATION
10.1 Web sites
10.2 Advisory services
94
94
95
APPENDIX A
APPENDIX B
APPENDIX C
Specifications covering stainless steel fixings and ancillary
components
Limits on cross-sections
Sections with large internal corner radii
DESIGN EXAMPLES
Design example
Design example
Design example
Design example
96
97
98
101
102
106
110
121
1
2
3
4
DESIGN TABLES
Index to design tables
127
128
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SUMMARY
This document is a guide to the design of stainless steel structures for engineers. The
guide gives design recommendations, design examples, section properties and member
capacities for commonly used stainless steel sections. This guide applies to the design of
the grades of stainless steel that are widely used in structural applications, including the
austenitic grades 1.4301 (304), 1.4401 (316) and their low carbon variants. Duplex
grades 1.4362 (SAF 2304) and 1.4462 (2205) are also covered. The recommendations
on structural design given in the guide have, as far as is practicable, been harmonized
with BS 5950-1: 2000.
The guide gives recommendations on how to select the most appropriate grade of
stainless steel for a given application. It provides information on the mechanical
properties, physical properties and design strength of stainless steel. The guide covers
aspects of material behaviour, cross-section design, member design, connections,
fabrication and fire resistant design. Design examples are included to illustrate the use of
the design recommendations.
Based on these design recommendations, a comprehensive set of design tables is
presented, giving gross and effective section properties, section classification and member
capacities for a wide range of cold formed stainless steel sections. The structural forms
covered by the design tables are circular, rectangular and square hollow sections,
channels, double channels back to back, equal angles and equal angles back to back. The
grades of stainless steel covered in the tables are austenitic stainless steel grades 1.4301
(304), 1.4401 (316), 1.4404 (316L) and the duplex grades 1.4362 (SAF 2304) and
1.4462 (2205).
Dimensionnement structural de l'acier inoxydable
Résumé
Ce document constitue un guide de dimensionnement des structures réalisées en acier
inoxydable et est destiné aux ingénieurs. Il s'applique aux types d'aciers inoxydables les
plus utilisés dans les structures, y compris les aciers austénitiques 1.4301 (304), 1.4401
(316) et leurs variantes à bas taux de carbone. Les types Duplex 1.4362 (SAF 2304) et
1.4462 (2205) sont aussi pris en considération. Les recommandations données dans ce
guide ont été, autant que possible, harmonisées avec celles de la BS 5950-1 : 2000.
Le guide montre comment choisir le type d'acier inoxydable le plus approprié pour une
application donnée. Des informations concernant les propriétés mécaniques et physiques,
ainsi que sur la résistance de dimensionnement des aciers inoxydables sont fournies dans
le guide. Il couvre également les aspects relatifs au comportement du matériau et au
dimensionnement des sections droites, des éléments de structures et des assemblages. La
résistance à l'incendie est également prise en compte. Des exemples illustrent l'utilisation
des recommandations.
Sur base des recommandations du guide, un ensemble de tables de dimensionnement
donnent les propriétés des sections, les propriétés effectives des éléments à parois minces,
la classification des sections et les capacités portantes. Ces tables sont établies pour une
grande série de sections. Les tables couvrent les formes structurales suivantes : les profils
creux circulaires, rectangulaires et carrés, les profils en U et C, les cornières ainsi que
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les U, C et cornières accolées. Les types d'acier inoxydables repris dans les tables sont
les aciers austénitiques de nuances 1.4301 (304), 1.4401 (316), 1.4404 (316 L) et les
duplex de nuances 1.4362 (SAF 2304) et 1.4462 (2205).
Berechnung von Tragwerken aus Rostfreiem Stahl
Zusammenfassung
Dieses Dokument ist eine Anleitung für Ingenieure zur Berechnung von Tragwerken aus
rostfreiem Stahl. Es gilt für die Berechnung von rostfreien Stahlgüten die häufig für
Tragwerke eingesetzt werden, einschließlich der austenitischen Güten 1.4301 (304),
1.4401 (316) und deren Varianten mit niedrigem Kohlenstoffgehalt. Die Duplexgüten
1.4362 (SAF 2304) und 1.4462 (2205) werden auch erfaßt. Die Empfehlungen zur
Berechnung sind, sofern praktikabel, abgestimmt mit BS 5950-1:2000.
Die Anleitung gibt Empfehlungen zur Auswahl der am besten passenden rostfreien
Stahlgüten für eine gegebene Anwendung. Sie liefert Informationen über die mechanischen
und physikalischen Eigenschaften sowie Festigkeiten des rostfreien Stahls. Die Anleitung
behandelt Aspekte des Materialverhaltens, der Querschnitts- und Bauteilberechnung, der
Verbindungen und Fertigung und der Brandsicherheit. Berechnungsbeispiele illustrieren
den Gebrauch der Berechnungsempfehlungen.
Auf der Grundlage dieser Berechnungsempfehlungen wird ein umfassendes Tafelwerk
vorgestellt, das für eine breite Palette von kaltgeformten Querschnitten aus rostfreiem
Stahl, Querschnittsgrößen des Brutto- und des wirksamen Querschnitts,
Querschnittsklasse und Tragfähigkeiten angibt. Folgende Querschnitte sind im Tafelwerk
vorhanden: kreisförmige, rechteckige und quadratische Hohlquerschnitte, U- und DoppelU-Querschnitte, gleichschenklige Winkel- und Doppelwinkel-Querschnitte. Die erfaßten
rostfreien Stahlgüten sind die austenitischen Güten 1.4301 (304), 1.4401 (316), 1.4404
(316L) und die Duplexgüten 1.4362 (SAF 2304) und 1.4462 (2205).
Proyecto de estructuras en acero inoxidable
Resumen
Este documento es una guía para ingenieros que proyectan estructuras de acero
inoxidable. Se aplica al proyecto de calidades de acero inoxidable ampliamente usados
en la práctica incluyendo las calidades austeníticas 1.4301 (304), 1.4401 (316) y sus
variantes de bajo contenido de carbono.
También se tratan las calidades dobles 1.4362 (SAF 2304) y 1.4462 (2205). Las
recomendaciones dadas en la guía se han armonizado, según costumbre, con la
BS 5950-1: 2000
La guía recomienda procedimientos de selección de la calidad de acero inoxidable más
apropiada para cada aplicación y contiene información sobre las propiedades mecánicas,
físicas y de resistencia de los aceros inoxidables. También abarca aspectos relacionados
con el comportamiento del material, diseño de la sección transversal, diseño de barras,
uniones, fabricación y proyecto de resistencia al fuego. Se incluyen ejemplos para
ilustrar el uso de las recomendaciones.
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Basados en ellas se presenta una colección de tablas muy completas que proporcionan
las propiedades brutas y netas de las secciones conformadas en frío. La tipología
estructural está formada por secciones circulares, rectangulares y cuadradas huecas, en
forma de U, doble U, alma contra alma, angulares de lados iguales y angulares iguales
opuestos. Las calidades de acero inoxidable tabuladas son auteríticas 1.4301 (304);
1.4401 (316); 1.4404 (316L) y las calidades dobles 1.4362 (SAF 2304) y 1.4462 (2205)
Progettazione strutturale di costruzioni in acciaio inossidabile
Sommario
Questa pubblicazione costituisce una guida per gli ingegneri alla progettazione di
strutture in acciaio inossidabile e si applica a quei tipi di acciaio inossidabile
comunemente utilizzati in applicazioni strutturali, includendo anche l’acciaio austenitico
1.4301 (304), 1.4401 (316) e le loro varianti a basso tenore di carbonio. Sono anche
considerati i tipi duplex 1.4362 (SAF 2304) e 1.4462 (2205). Le raccomandazioni sulla
progettazione strutturale riportate nella guida sono state armonizzate, nei limiti del
possibile, con la norma BS 5950-1: 2000.
La guida fornisce raccomandazioni su come selezionare il tipo di acciaio inossidabile più
appropriato per una determinata applicazione.
Sono riportate informazioni sulle
proprietà meccaniche e fisiche e sulla resistenza di progetto dell’acciaio inossidabile. La
guida copre argomenti legati al comportamento dei materiali, alla progettazione della
sezione trasversale e dell’elemento, ai collegamenti, alla fabbricazione e alla
progettazione al fuoco. Sono proposti nella pubblicazione esempi di calcolo finalizzati ad
illustrare le raccomandazioni di calcolo.
Sulla base delle regole di calcolo illustrate viene riportato un insieme esaustivo di tabelle
progettuali in cui, per un numero sufficientemente ampio di elementi in acciaio
inossidabile sagomati a freddo, sono trattate le proprietà nominali ed efficaci delle
sezioni trasversali, la classificazione delle sezioni e la capacità portante degli elementi.
Le sezioni strutturali considerate in queste tabelle progettuali sono quelle tubolari
circolari, tubolari rettangolari, tubolari quadrate, a C, composte a doppio C, con
angolari uguali e composte con angolari uguali. I tipi di acciaio inossidabile considerati
sono quelli austenitici 1.4301 (304), 1.4401 (316), 1.4404 (316L) e i tipi duplex 1.4362
(SAF 2304) e 1.4462 (2205).
Byggkonstruktion i rostfritt stål
Sammanfattning
Detta dokument är en guide för konstruktion i rostfritt stål avsedd för ingenjörer. Den
behandlar konstruktion i de vanligaste förekommande rostfria stålen som används i
byggsektorn, inklusive de austenitiska stålen 1.4301 (304), 1.4401 (316) och dess
varianter med lågt kolinnehåll. Duplexstålen 1.4362 (SAF 2304) och 1.4462 (2205)
behandlas också. Rekommendationerna har så långt som möjligt harmoniserats med den
Brittiska standarden BS 5950-1: 2000.
Guiden innehåller rekommendationer för val av det bäst lämpade rostfria stålsorten för en
given tillämpning. Den innehåller information om mekaniska och fysiska egenskaper, samt
data om materialens hållfasthet. Guiden behandlar även hur materialet beter sig,
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tvärsnittsdata, detaljutformning, sammanfogning, tillverkning och beaktande av brand.
Olika exempel är också inkluderade för att illustrera användandet av denna guide.
Ett antal innehållsrika tabeller, baserade på dessa rekommendationer, är inkluderade. De
innehåller bl.a. bruttotvärsnitt, effektiva tvärsnitt, klassificering av olika sektioner, och
egenskaper för ett stort antal kallformade rostfria detaljer. De olika tvärsnittsformerna
som behandlas är cirkulära, rektangulära och kvadratiska rör, C-profiler, dubbla Cprofiler, L-profiler och dubbla L-profiler. De rostfria stål som behandlas är 1.4301
(304), 1.4401 (316), 1.4404 (316L) och de duplexa stålen 1.4362 (SAF 2304) och 1.4462
(2205).
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NOTATION
Ae
effective cross-section area of a member at a connection with fastener holes
Aeff
effective area of slender cross-section under compression loading
Ag
gross cross-section area
At
tensile stress area of a bolt
Av
shear area of a cross-section
As
shear area of a bolt
a
web panel length between transverse stiffeners
b
outstand length or flat width of internal flange of rectangular hollow section or
width of panel between webs
B
external width of section
beff
effective width of a slender compression element
c
depth of an edge stiffener, or distance from neutral axis to back of section
d
external depth of equal angle, flat depth of web of rectangular or square hollow
section, or nominal bolt diameter
D
external section depth of channel, or rectangular or square hollow section, or
diameter of hole
E
Young’s Modulus
Es
secant modulus
e
shift of neutral axis of a class 4 slender cross-section under compression
e1
end distance
e2
edge distance
F
axial force in member
Fq
compression force in a transverse web stiffener
Fs
shear force in a bolt
Fx
local compressive force applied through a flange by a load or reaction
Ft
tension force
Fv
shear force in a member
G
shear modulus
H
warping constant
J
torsion constant
K1, K2 correction factor for sections with large internal corner radii
L
length of member measured between supports
LE
effective length of member relevant to the axis of buckling
LEz
effective length of member unsupported against twisting
M
bending moment
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Mb
moment resistance to lateral torsional buckling
Mc
moment capacity of section in the absence of axial load
Pbb
bearing capacity of a bolt
Pbs
bearing capacity of a connected ply
Pc
buckling resistance of a compression member
PE
critical elastic flexural buckling load of a member in compression
Pnom
nominal tension capacity of a bolt
Psb
shear capacity of a bolt
Psq
local capacity of cross-section under uniform compressive stress
Pt
local capacity of cross-section under uniform tensile stress
Pv
shear capacity of a cross-section
pbb
bearing strength of a bolt
pbs
bearing strength of a connected ply
psb
shear strength of a bolt
pt
tension strength of a bolt
py
design strength
pw
design strength of a fillet weld
r
radius of gyration of the gross cross-section
re
external corner radius
ri
internal corner radius
rm
average corner radius (mid-line dimension)
ro
polar radius of gyration of cross-section about shear centre
=
S
rx2 + ry2 + x 02 + y 02
plastic section modulus of gross cross-section
t or T thickness or thickness of a connected ply at a bolted connection
u
buckling parameter
uo
distance from shear centre to centroid of gross cross-section along u-axis
Us
specified minimum ultimate tensile strength
Usb
specified minimum ultimate tensile strength of bolt material
x
torsional index
xo
distance from shear centre to centroid of gross cross-section along x-axis
yo
distance from shear centre to centroid of gross cross-section along y-axis
Y0.2
specified minimum 0.2% proof stress
Y0.2b
specified minimum stress in a bolt material at 0.2% permanent strain
Z
elastic section modulus of gross cross-section
Zeff
elastic section modulus of effective section
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α
imperfection factor
βc
resistance factor under compression
$W
resistance factor under bending
χ
reduction factor to account for buckling in compression members
χLT
reduction factor to account for lateral torsional buckling in bending members
ε
constant =
δ
correction factor due to rounded corners
γF
load factor
λ
slenderness under flexural buckling (= LE/r )
λLT
slenderness under lateral torsional buckling
λ0
limiting slenderness
σ0.2
average value of the actual 0.2% proof stress of the material measured in tests
σm0.2
average value of the 0.2% proof stress of the material given on the mill
certificate or release certificate
σmax
maximum stress in section based on design (factored) loads
ν
Poisson's ratio (= 0.3)
275
E
p y 205000
The following convention has been adopted in this publication:
x-x axis
major principal axis for single and double channels, rectangular and
square hollow sections, rectangular axis for single angles but axis of
symmetry for double angles
y-y axis
minor principal axis for single and double channels, rectangular and
square hollow sections, rectangular axis for single angles axis normal to
the axis of symmetry for double angles
u-u axis
major principal axis for single angles
v-v axis
minor principal axis for single angles
z-z axis
longitudinal axis along member length.
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1
INTRODUCTION
1.1
What is stainless steel?
Stainless steel is the name given to a family of corrosion and heat resistant
steels containing a minimum of 10.5% chromium. Just as there is a range of
structural and engineering carbon steels meeting different requirements of
strength, weldability and toughness, so there is a wide range of stainless steels
with progressively higher levels of corrosion resistance and strength. This
variety of grades results from the controlled addition of alloying elements, each
offering specific attributes in respect of strength and ability to resist different
environments. To achieve the optimum economic benefit from using stainless
steel, it is important to select a grade of steel which is adequate for the
application without being unnecessarily highly alloyed and costly.
With chromium content above 10.5% and in the presence of air or any other
oxidising environment, a transparent and tightly adherent layer of
chromium-rich oxide forms spontaneously on the surface of the steel. If the
film is damaged by scratching or cutting, it will reform immediately in the
presence of oxygen. Although the film is very thin (about 5 × 10!6 mm), it is
both stable and non porous, thus preventing the steel from reacting further with
the atmosphere. For this reason, it is called a passive layer. The stability of
this passive layer depends on the composition of the steel, its surface treatment
and the corrosive nature of its environment. Its stability increases as the
chromium content increases and is further enhanced by alloy additions of nickel
and molybdenum.
The grades of stainless steel can be classified into the following five basic
groups (further information on the various groups and types of stainless steels
may be found in standard texts[1,2,3]).
Austenitic stainless steels
The most widely used types of stainless steel are based on 17-18% chromium
and 8-11% nickel additions. In comparison to standard structural carbon steels,
these steels have a modified atomic (crystal) structure. As a result, austenitic
stainless steels, in addition to their corrosion resistance, have high ductility, are
amenable to cold forming and are readily weldable.
They also have
significantly better toughness over a wide range of temperatures, compared with
standard structural grades. They can usually be strengthened by cold working,
but cannot be strengthened by heat treatment. The corrosion performance can
be further enhanced by additions of molybdenum.
Ferritic stainless steels
The chromium content of the most popular ferritic stainless steels is between
10.5 and 18%. Ferritic stainless steels contain less nickel than austenitic grades
and the atomic structure is the same as structural carbon steels. As a result,
they are generally less ductile, less formable, less weldable and less corrosion
resistant than austenitic stainless steels. They can be strengthened by cold
working, but to a more limited degree than the austenitic grades. Like the
austenitic grades, they cannot be strengthened by heat treatment. They are not
as corrosion resistant as austenitic stainless steels and so applications are
normally limited to indoor components such as handrails and shop-fittings.
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Duplex stainless steels
Duplex stainless steels have a mixed microstructure of austenite and ferrite, and
so are sometimes called austenitic-ferritic steels. They typically contain 21 26% chromium, 4 - 8% nickel and 0.1 - 4.5% molybdenum additions.
Compared to the austenitic and ferritic steels, they offer the combination of
relatively high strength and good corrosion performance. These grades have
very good resistance to the form of corrosion known as stress corrosion
cracking (see Section 2.2.5), compared with the austenitic grades typically used
in construction. Although duplex stainless steels have good ductility, their
higher strength results in more restricted formability, compared to the austenitic
grades. They can also be strengthened by cold working, but, like the austenitic
and ferritics on which they are based, they cannot be strengthened by heat
treatment. The modern compositions of duplex stainless steels have good
weldability and, provided that welding speed and heat input are controlled,
maintain their excellent corrosion resistance after welding. Welding distortion
should be lower in duplex stainless steels than in the austenitic grades, due to
the lower thermal expansion rate of the duplex grades.
Duplex steels should generally be used when a material has to withstand high
mechanical stresses under severe corrosion conditions. They have good
resistance to stress corrosion cracking and high fatigue strength. They are
currently used in the chemical and offshore industries for tubing, shafts and
valves as well as for components in desalination plants. Duplex steels have
been used for tension bars and pins in the construction industry.
Martensitic stainless steels
Martensitic stainless steels have a similar microstructure to ferritic and
structural carbon steels but, due to their higher carbon content, can be
strengthened by heat treatment. The corrosion resistance of martensitic stainless
steels is similar to that of ferritic grades. Their ductility is more limited than
the ferritic, austenitic and duplex grades. Although most martensitic stainless
steels can be welded, this may require pre-heat and post weld heat treatments,
which can limit their use in welded components. Although they are cheaper
than austenitic steels, their low corrosion resistance limits the range of suitable
applications to components such as valves, dies and knife blades.
Precipitation hardened steels
Precipitation hardened steels can be strengthened by heat treatment to very high
strengths. The strengthening mechanism is different from that in the martensitic
grades; due to the lower carbon levels, the strength after heat treatment of
precipitation hardened steels is generally not as high as in the martensitic
grades, but the tensile strength and toughness can be expected to be better.
These steels are not normally used in welded fabrication. The corrosion
resistance of these steels is generally better than the martensitic or ferritic
grades and is similar to the 18% chromium, 8% nickel austenitic grades.
Although they are mostly used in the aerospace industry, proprietary grades
such as FV.520B have been used for certain heavy duty connections in buildings
as well as for tie-bolts and reinforcing bars.
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1.2
Scope of this publication
The recommendations given in this guide apply to the grades of stainless steel
that are typically used in structural applications. The most widely used grades1,
commonly referred to as the standard austenitic grades, are 1.4301 (304) and
1.4401 (316). Grades 1.4307 (304L) and 1.4404 (316L) are lower carbon
versions of the near-identical standard specifications and are also commonly
used. The recommendations in this publication also apply to duplex grades such
as 1.4462 (2205). Section 2.2 gives further information on material grades.
The guide is intended for the design of primary and secondary structural
components. It covers aspects of material behaviour and selection, cross-section
design, member design, connections, fire resistant design and fabrication. The
guide is also not applicable to special structures such as those in nuclear
installations or pressure vessels for which specific standards for stainless steel
application already exist.
Specific guidance on the use of stainless steel in the water industry is
available[4]. Production, fabrication and surface finishes are covered in more
detail in the Architects’ guide to stainless steel[5] (also available online at
http://www.steel-stainless.org/architects). Design guidance concerning stainless
steel handrails and balustrades has also been published[6].
Design guidance and recommendations concerning good practice on the
installation of stainless steel masonry support angles are given by a series of
information sheets produced by the Masonry Support Information Group[7,8,9].
The information is also published on the Group’s web site
(http://www.masonrysupport.org).
The recommendations in this publication should be used in conjunction with
BS 5950-1:2000[10]. These are concerned with the design of elements and
members and not the behaviour and design of frameworks, for which the carbon
steel rules are applicable. Plastic analysis is not yet appropriate to stainless
steel. However, cross-sections that satisfy the requirements for class 2 can be
designed to their full plastic moment capacity, pyS (Section 3.8.2).
No limitations on thickness are given in relation to brittle fracture; the
limitations for carbon steel do not apply due to the superior toughness of
stainless steel and the insensitivity of austenitic versions (see Section 2) to a
temperature-controlled ductile-brittle transition.
However, there will be
practical limits on thickness for cold forming of members (approximately
20 mm for the austenitic grades and 15 mm for the duplex grades).
1.3
General design principles
The aims in designing a stainless steel structure are no different from those in
carbon steel structures; a structure should be designed and fabricated so that:
•
it remains fit for use during its intended life
•
it can sustain the loads which may occur during construction, installation
and usage
1
In this publication, reference is made to both the European grade designation (e.g.
1.4301) and to the more familiar American (AISI) grade designation systems (e.g. 304).
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•
damage due to accidental loads will be localised
•
it has adequate durability in relation to maintenance costs
•
it retains its original appearance.
In addition to these considerations the design of a structure should take account
of the following:
•
safe transport and handling
•
safe means of interconnection
•
stability during erection.
The above requirements can be satisfied by using suitable materials, appropriate
design and detailing and by specifying quality control procedures for
construction. If necessary, a maintenance programme may also be specified.
The engineer responsible for the overall stability of the structure should have an
overview of stainless steel design considerations.
Structures should be designed by considering all relevant limit states. Four
classes of limit states are recognised: ultimate limit states, serviceability limit
states, accidental limit states and durability limit states. Ultimate limit states are
those that, if exceeded, can lead to collapse of part or the whole of the
structure, endangering the safety of people.
Serviceability limit states
correspond to states beyond which specified service criteria are no longer met.
Accidental limit states relate to extreme events that the structure is required to
survive but without the need for further reserve of strength. Durability limit
states can be regarded as subsets of the ultimate and serviceability limit states,
depending on whether the corrosion affects the strength of the structure or its
aesthetic appearance. Examples of the key factors for these limit states are
given below:
Ultimate Limit State
•
Strength (including general yielding, rupture, buckling and transformation
into a mechanism).
•
Stability against over-turning and sway.
•
Fracture due to fatigue.
Serviceability Limit State
•
Deflection.
•
Vibration (e.g. wind induced oscillation).
•
Repairable damage due to fatigue.
•
Creep.
Accidental Limit State
•
Fire.
•
Explosion.
•
Seismic loading.
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Durability Limit State
•
Corrosion.
•
Metallurgical stability.
Load factors in accordance with BS 5950-1 may be used for the serviceability
and ultimate limit state design of stainless steel. In this guide, member forces
arising from factored loads are referred to as design forces (e.g. design shear
force). Load factors in accordance with BS 5950-8[11] may be used for fire
loading (see Section 6.1).
For stainless steel, durability limit states are as important as the ultimate and
serviceability limit states. Durability can be considered by appropriate material
selection and detailing of members and joints. It is not only an important
consideration throughout the design phase but also during fabrication and
erection.
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2
PROPERTIES AND SELECTION OF
MATERIALS
2.1
Basic stress-strain behaviour
The stress-strain behaviour of stainless steel differs from that of carbon steels in
a number of respects. The most important difference is in the shape of the
stress-strain curve. Whereas carbon steel typically exhibits linear elastic
behaviour up to the yield stress and a plateau before strain hardening, stainless
steel has a more rounded response with no well-defined yield stress (see
Figure 2.1). Stainless steel ‘yield’ strengths are generally quoted in terms of a
proof strength defined for a particular offset permanent strain (conventionally
the 0.2% strain), as indicated in Figure 2.1, which shows typical experimental
stress-strain curves. The curves shown are representative of the range of
material likely to be supplied and should not be used for design. For 1.4301
(304) and 1.4401 (316) steels, the two curves shown indicate the extreme values
from a series of tests and thus they represent a scatter band.
Stainless steels can absorb considerable impact without fracturing due to their
excellent ductility (especially the austenitic grades) and their strain hardening
characteristics. The work required to fracture the material is proportional to the
area under the stress-strain curve.
σ
N/mm²
600
Duplex stainless steel
[1.4462 (2205)]
E
σ 0.2
Austenitic
stainless steel
[1.4301/1.4401
(304/316)]
400
σ 0.2
Carbon steel (grade S355)
(p
200
E
0
0
Figure 2.1
0.002
0.005
0.010
0.015
ε
Typical stress-strain curves for stainless steel and carbon
steel
(σ0.2 is the 0.2% proof strength, E is Young’s modulus)
Note: These values should not be used in design
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2.2
Properties
2.2.1 Relevant standards and grades
Design values of the mechanical properties are discussed in Section 2.2.2.
Flat products
The European material standard for stainless steel is BS EN 10088, Stainless
Steels[12]. The Parts are:
•
Part 1, List of stainless steels, gives the chemical compositions and
reference data on some physical properties such as modulus of elasticity, E.
•
Part 2, Technical delivery conditions for sheet, plate and strip for general
purposes, gives the technical properties and chemical compositions for the
materials used either as flat products or for the cold forming of structural
sections.
•
Part 3, Technical delivery conditions for semi-finished products, bars, rods
and sections for general purposes, gives the technical properties and
chemical compositions for the materials used in long products.
BS EN 10088-2 covers the grades used in most construction applications. (It
partly replaces BS 1449-2[13], which also covered heat-resisting steels.) The
applicable standards for dimensional tolerances are specified in BS EN 10088-2.
Different minimum mechanical properties are given for cold rolled strip (up to 6
mm thick), hot rolled strip (up to 12 mm thick) and hot rolled plate (up to 75
mm thick).
The designation systems adopted in BS EN 10088 are the European steel
number and a steel name.
For example, grade 304L has a steel number 1.4307, where:
1.
43
07
Denotes steel
Denotes one group of
stainless steels
Individual grade
identification
The steel name system provides some understanding of the steel composition.
The name of the steel number 1.4307 is X2CrNi18-9, where:
X
2
CrNi
18-9
Denotes high
alloy steel
100 x % of
carbon
Chemical symbols of
main alloying elements
% of main alloying
elements
Each stainless steel name has a unique corresponding steel number. Note that
whilst the German DIN Werkstoff numbers are similar, not all are identical to
those in BS EN 10088.
Table 2.1 gives European designations for the grades covered in this
publication, along with the more familiar corresponding British and American
designations. Note that there are several grades in BS EN 10088 that have
approximately equivalent compositions to the AISI grades 304, 304L, 316 and
316L.
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Table 2.1
European, British and American designations for
corresponding stainless steel grades
European
(BS EN 10088)
Basic
chromiumnickel
austenitic
steels
Molybdenumchromiumnickel
austenitic
steels
Stabilised
austenitic
steels
Duplex steels
British
American
(AISI)
Number
Name
1.4301
X5CrNi18-10
304S15
304S16
304S31
304
1.4307
X2CrNi18-9
304S11
304L
1.4401
X5CrNiMo 17-12-2
316S31
316
1.4404
X2CrNiMo17-12-2
316S11
316L
1.4541
X6CrNiTi18-10
321S31
321
1.4571
X6CrNiMoTi17-12-2
320S31
316 Ti
1.4362
X2CrNiN23-4
SAF 2304
-
1.4462
X2CrNiMoN22-5-3
2205
-
The most commonly used grade in structural applications is 1.4301 (304), which
is a basic chromium-nickel austenitic grade. Grade 1.4401 (316) is also widely
used; it contains molybdenum in addition to chromium and nickel, which
enhances its resistance to pitting and crevice corrosion. The low carbon
versions of these grades are 1.4307 (304L) and 1.4404 (316L).
In the past, grades 1.4301 and 1.4401 had significantly higher carbon levels,
with implications for corrosion behaviour2. Either the ‘L’ grade, or a stabilised
steel such as 1.4541 (321) had to be used where there was concern about
corrosion performance in the as-welded condition.
However, using modern steelmaking methods, the standard carbon austenitic
grades now have carbon contents of 0.05% or below, so the grade distinction is
less important. The presence of weld heat tint is more likely to be a cause of
corrosion attack in the welded condition than any effect of the carbon content
slightly exceeding that of the ‘L’ grades. However, the ‘L’ grades remain the
preferred choice for optimum corrosion performance after welding. Stabilised
grades can be considered as alternatives to the ‘L’ grades and can be useful
where elevated temperature strength is of concern. Where necessary, guidance
2
Carbon present in the steel reacts with chromium and precipitates chromium carbides
on grain boundaries under certain thermal cycles, e.g. in the weld heat affected zones
(HAZ). The local loss of chromium from the boundary region into the carbide particles
allows preferential intercrystalline corrosion attack and the steel is said to be sensitized,
or suffer from weld decay (see Section 2.2.5).
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on the need for a stabilised or ‘L’ grade steel for a particular fabrication should
be sought from the steel supplier or fabricator.
Table 2.2 presents the values of the mechanical properties of the stainless steel
grades covered in this publication. The values of the 0.2% proof stress
specified in BS EN 10088 are generally about 15 N/mm2 higher than those for
the corresponding grades in the superseded standard BS 1449-2[13]. Due to their
higher carbon content, the standard carbon grades 1.4301 (304) and 1.4401
(316) tend to have slightly higher proof strength values than the corresponding
low carbon grades.
Table 2.2
Specified properties to BS EN 10088-2
Grade
Minimum 0.2%
proof strength(1)
(N/mm2)
Y0.2
Ultimate tensile
strength (N/mm2)
Minimum
elongation after
fracture %
Us
Basic
chromiumnickel
austenitic
steels
1.4301
(304)
210
520 – 720
45(2)
1.4307
(304L)
200
500 – 650
45
Molybdenumchromiumnickel
austenitic
steels
1.4401
(316)
220
520 – 670
40
1.4404
(316L)
220
520 – 670
40
1.4541
(321)
200
500 – 700
40
1.4571
(320)
220
520 – 670
40
1.4362
(SAF
2304)
400
600 – 850
20
1.4462
(2205)
460
640 – 840
20
Stabilised
austenitic
steels
Duplex steels
Notes:
The properties apply to material up to 75 mm thick.
(1) Transverse properties
(2) For stretcher levelled material, the minimum values is 5% lower
Fasteners
These are addressed in BS EN ISO 3506, Corrosion-resistant stainless steel
fasteners[14]. The specification gives chemical compositions and mechanical
properties for fasteners in the austenitic, martensitic and ferritic groups.
Alternative materials not specifically covered in the specification are permitted
if they meet the physical and mechanical property requirements and have
equivalent corrosion resistance.
In BS EN ISO 3506, bolt and nut materials are classified by a letter: ‘A’ for
austenitic, ‘F’ for ferritic and ‘C’ for martensitic. To obtain the best corrosion
resistance, it is recommended that austenitic fasteners are used. The letter is
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followed by a number (1, 2, 3, 4 or 5) that reflects the corrosion resistance, ‘1’
representing the least durable and ‘4’ and ‘5’ the most durable.
Steel grade A1 is specially designed for machining. Due to high sulphur
content, the steels within this grade have lower resistance to corrosion than
corresponding steels with normal sulphur content. Care should be exercised if
Grade A1 fasteners are being considered, see Section 2.3.1.
Steels of grade A2 have equivalent corrosion resistance to grade 1.4301 (304).
Steels of grade A3 are stabilised stainless steels with equivalent corrosion
resistance to grade 1.4541 (321). (A stabilised steel is one that contains an
addition of a strong carbide-forming agent such as titanium, which reacts
preferentially with carbon and prevents formation of chromium carbides – see
Section 2.2.1.)
Steels of grade A4 contain molybdenum and have equivalent corrosion
resistance to grade 1.4401 (316).
Steels of grade A5 are stabilised molybdenum-bearing stainless steels with
properties of grade 1.4571 (320) steel.
Austenitic fasteners can be obtained in three ultimate strength levels (known as
property classes), see Table 2.3. Note that the mechanical properties must be
agreed between the user and manufacturer for fasteners larger than M24 for
property classes 70 and 80 as the values depend on the alloy and manufacturing
method.
The condition of the alloy in property class 50 fasteners is soft, resulting in the
highest corrosion resistance. Fasteners in this property class are likely to be
non-magnetic. Property classes 70 and 80 are formed by cold working
(drawing). In this condition, the steel is likely to be magnetic and the corrosion
resistance may be slightly lower than class 50. Property class 50 fasteners
having machined threads may be more prone to thread galling, see Section 7.6.
Appendix A lists some British specifications covering stainless steel fixings and
ancillary components.
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Table 2.3
Minimum specified mechanical properties of austenitic
grade fasteners to BS EN ISO 3506
Bolts
Grade(1)
A1, A2,
A3, A4
and A5
Property
class
50
Nuts
Thread
diameter
range
Ultimate
tensile
strength(2)
(N/mm2)
Usb
Stress at 0.2%
permanent
strain
(N/mm2)
Y0.2b
Proof load
stress
≤ M39
(N/mm2)
500
210
500
70
(3)
≤ M24
700
450
700
80
≤ M24(3)
800
600
800
Notes:
(1) In addition to the various steel grades covered in BS EN ISO 3506 under property class 50,
70 and 80, other steel types to BS EN 10088-3 may also be used.
(2) The tensile stress is calculated on the stress area.
(3) For fasteners with nominal diameters d>24 mm, the mechanical properties are to be agreed
between user and manufacturer and marked with grade and property class according to this
table.
Castings
Cast stainless steels generally have a different chemical composition and
structure; this results in more varied mechanical properties than their wrought
counterparts. Cast forms usually have similar corrosion resistance to the
wrought forms. BS 3100[15] and BS EN 10283[16] give specifications for
stainless steel castings for general engineering purposes.
Cast stainless steels have been used for a variety of fixings such as pin
connections, hinges for dock gates and specific architectural features in exposed
structures such as atrium roofs. They may also be used for load-bearing
components where tight tolerances are required and when welding distortion
would be too great. For large numbers of small and intricate fixings, castings
are likely to be an attractive alternative to wrought fixings.
The guidance in this publication is confined to wrought stainless steels. For
castings, it is usually necessary to carry out tests to verify the strength and
durability characteristics. Guidance on the use of castings in construction is
available[17].
2.2.2 Design values of properties
Flat Products
The value of the modulus of elasticity, E is given by BS EN 10088-1 as
200,000 N/mm2 for all the grades of stainless steel commonly used in
construction. This value may be used in any buckling analysis. For estimating
deflections, the secant modulus, Es is more appropriate; see Section 4.4.8.
The value of Poisson’s ratio, ν can be taken as 0.3. The value of the shear
modulus, G for these grades can be taken as 76,900 N/mm2.
For design strength, three options may be considered: minimum specified
values, verified material test data and mill certificate data.
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(i) Design using minimum specified values
Take the design strength, py, as the minimum specified 0.2% proof strength
in BS EN 10088-2 and take the ultimate strength as the minimum specified
ultimate tensile strength in BS EN 10088-2.
(ii) Design using test data
This should only be considered as an option where tensile testing has been
carried out on coupons cut from the plate or sheet from which the members
are to be formed or fabricated. It is recommended that the average result
of at least three test coupons, orientated in the direction of the member
axis, should be used. The designer should also be satisfied that the tests
have been carried out to a recognised standard, e.g. BS EN 10002-1[18], and
that the procedures adopted by the fabricator are such that the member will
be actually made from the tested material and positioned correctly within
the structure.
Given appropriate QA procedures to satisfy the above requirements, it
should then be permissible to take the design value of the 0.2% proof stress
as:
py = σ0.2 / 1.1
where σ0.2 is the average test value of the 0.2% proof stress.
It is suggested that the ultimate tensile strength should still be based on the
minimum specified ultimate tensile strength given in BS EN 10088-2.
(iii) Design using mill certificate data
Measured values of the 0.2% proof stress are given on the mill (or release)
certificate. The design value of the 0.2% proof stress can be taken as:
py = σm0.2 / 1.2
where σm0.2 is the average value of the 0.2% proof stress as given on the
mill certificate.
It is suggested that the ultimate tensile strength should still be based on the
minimum specified ultimate tensile strength given in BS EN 10088-2.
Fasteners
For calculating the capacity of fasteners under tension, shear or their
combination, the design strength should be based on the minimum specified
stress at 0.2% permanent strain or on the ultimate tensile strength, as explained
in Section 5.2.2.
2.2.3 Fatigue
Carbon steel rules for determining fatigue behaviour can safely be applied to
stainless steel.
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2.2.4 Physical properties
Physical properties at room temperature of the selected grades in the annealed
condition (i.e. fully softened by a controlled heating and cooling cycle) are
shown in Table 2.4. Physical properties may vary slightly with product form
and size but such variations are usually not of critical importance to the
application.
From a structural point of view, the most important physical property is the
coefficient of thermal expansion; for the austenitic grades, it differs
considerably from that for carbon steel (which is approximately 12 x 10−6/EC).
The effects of differential thermal expansion should be considered in design.
Annealed austenitic stainless steels which have not been cold worked are not
magnetic whilst duplex grades are magnetic.
Where the non-magnetic
properties of the austenitic grades are important to the application, care must be
exercised in selecting appropriate welding consumables to minimise the ferrite
content in the weldment. Heavy cold working, particularly of the lean alloyed
austenitic steel, can also increase magnetic permeability. Subsequent annealing
will restore the low magnetic permeability properties. It is recommended that
further advice be sought for non-magnetic applications from the stainless steel
producer.
Table 2.4
Physical properties at room temperature to BS EN 10088-1
(annealed condition)
Grade
Density (kg/m3)
Thermal expansion
20 – 100°°C
(10−6/°°C)
1.4301 (304)
7900
16
1.4307 (304L)
7900
16
1.4401 (316)
8000
16
1.4404 (316L)
8000
16
1.4541 (321)
7900
15
1.4571 (320)
8000
16.5
1.4362 (SAF 2304)
7800
13
1.4462 (2205)
7800
13
For these grades:
thermal conductivity
heat capacity
Young’s modulus
= 15 W/m°°C
= 500 J/kg°°C
= 200 000 N/mm2
2.2.5 Durability
Stainless steels are generally very corrosion resistant and will perform
satisfactorily in most environments. The limit of corrosion resistance of a given
stainless steel depends on its constituent elements, which means that each grade
has a slightly different response when exposed to a corrosive environment.
Care is therefore needed to select the most appropriate grade of stainless steel
for a given application. Generally, the higher the level of corrosion resistance
required, the greater the cost of the material. For example, grade 1.4401 (316)
steel costs more than grade 1.4301 (304) because this grade contains
molybdenum and more nickel.
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The most common reasons for a metal to fail to live up to expectations
regarding corrosion resistance are:
(a) incorrect assessment of the environment or exposure to unexpected
conditions, e.g. unsuspected contamination by chloride ions
(b) the way in which the stainless steel has been worked or treated may
introduce a state not envisaged in the initial assessment.
Although stainless steel may be subject to discolouration and staining (often due
to carbon steel contamination), it is extremely durable in buildings. In
aggressive industrial and marine environments, tests have shown no indication
of reduction in component capacity, even where a small amount of weight loss
occurred. However, unsightly rust staining on external surfaces may still be
regarded as a failure by the user. As well as careful material grade selection,
good detailing and workmanship can significantly reduce the likelihood of
staining and corrosion; practical guidance is given in Section 7. Experience
indicates that any serious corrosion problem is most likely to show up in the
first two or three years of service.
In certain aggressive environments, some grades of stainless steel will be
susceptible to localised attack. Six mechanisms are described below, although
the last three are very rarely encountered in building structures.
Pitting
Pitting is a localised form of corrosion which can occur as a result of exposure
to specific environments, most notably those containing chlorides. In most
structural applications, the extent of pitting is likely to be superficial and the
reduction in section of a component is negligible. However, corrosion products
can stain architectural features. A less tolerant view of pitting should be
adopted for services such as ducts, piping and containment structures. If there
is a known pitting hazard, then molybdenum-bearing stainless steels, e.g.
1.4401 (316), should be selected.
Crevice corrosion
Crevice corrosion is a localised form of attack which is initiated by the
extremely low availability of oxygen in a crevice. It is only likely to be a
problem in stagnant solutions where a build-up of chlorides can occur. The
severity of crevice corrosion is very dependent on the geometry of the crevice;
the narrower (< 25 µm) and deeper the crevice, the easier is crevice attack
initiated. Crevices typically occur between nuts and washers or around the
thread of a screw or the shank of a bolt. Crevices can also occur in welds
which fail to penetrate and under deposits on the steel surface.
Bimetallic corrosion
Bimetallic (galvanic) corrosion may occur when dissimilar metals are in contact
in a common electrolyte (e.g. rain, condensation etc.), forming a galvanic
corrosion cell. If current flows between the two, the less noble metal (the
anode) corrodes at a faster rate than would have occurred if the metals were not
in contact.
The rate of corrosion also depends on the relative areas of the metals in contact,
the temperature and the composition of the electrolyte. In particular, the larger
the area of the ‘noble’ cathode in relation to that of the anode, the greater the
rate of attack. Adverse area ratios are likely to occur with fasteners and at
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joints. Bolts made from carbon steel (which is less noble than stainless steel)
in stainless steel members should be avoided because the ratio of the area of the
stainless steel to the carbon steel is large and the bolts will be subject to
aggressive attack. Conversely, the rate of attack of a carbon steel member by a
stainless steel bolt is much slower. It is usually helpful to draw on previous
experience in similar sites, because dissimilar metals can often be safely coupled
with no adverse effects under conditions of occasional condensation or
dampness, as the conductivity of the electrolyte is usually low.
The prediction of bimetallic corrosion is difficult because the corrosion rate is
determined by a number of interrelated issues. The use of corrosion potential
tables ignores the presence of surface oxide films and the effects of area ratios
and different solution (electrolyte) chemistry. Therefore, uninformed use of
these tables may produce erroneous results. They should be used with care and
only for initial assessment.
Austenitic stainless steels usually form the cathode in a bimetallic couple and
therefore do not suffer corrosion. An exception is the couple with copper,
which should generally be avoided except under benign conditions. Contact
between austenitic stainless steels and zinc or aluminium may result in some
additional corrosion of the latter two metals. This is unlikely to be significant
structurally, but the resulting white/grey powder may be deemed unsightly.
Bimetallic corrosion may be prevented by excluding water from the detail (e.g.
by painting or taping over the assembled joint) or isolating the metals from each
other (e.g. by painting the contact surfaces of the dissimilar metals). Isolation
around bolted connections can be achieved by non-conductive plastic or rubber
gaskets and nylon or teflon washers and bushes. These systems may be time
consuming to install in large structures and may necessitate expensive postinstallation QA checks.
The general behaviour of metals in bimetallic contact in rural, urban, industrial
and coastal environments is documented in PD 6484 Commentary on corrosion
at bimetallic contacts and its alleviation[19].
Stress corrosion cracking
The development of stress corrosion cracking (SCC) requires the simultaneous
presence of tensile stresses and specific environmental factors unlikely to be
encountered in normal building atmospheres. The stresses do not need to be
very high in relation to the proof stress of the material and may be due to
loading or residual effects from manufacturing processes such as welding or
bending. Caution should be exercised when stainless steel members containing
high residual stresses (e.g. due to cold working) are used in chloride rich
environments (e.g. swimming pools, marine, offshore). Guidance on the
selection of the most appropriate grade of stainless steel in swimming pool
environments is available[20].
Duplex stainless steels have greater resistance to stress corrosion cracking than
the austenitic stainless steels covered in this guide. Higher alloy austenitic
stainless steels (not covered in this guide) have been developed for applications
where SCC is a corrosion hazard.
General (uniform) corrosion
General corrosion is much less severe in stainless steel than in other steels. It
only occurs when the stainless steel is at a pH value of less than or equal to 1.0.
15
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This form of corrosion is not a problem for the grades selected in this guide
when used in structural applications. Reference should be made to tables in
manufacturers' literature, or the advice of a corrosion engineer should be
sought, if the stainless steel is to come into contact with chemicals.
Intergranular attack and weld decay
When austenitic stainless steels are subject to prolonged heating in the range
450°C to 850°C, the carbon in the steel diffuses to the grain boundaries and
precipitates chromium carbide. This removes chromium from the solid solution
and leaves a lower chromium content adjacent to the grain boundaries. Steel in
this condition is termed sensitized. The grain boundaries become prone to
preferential attack on subsequent exposure to a corrosive environment. This
phenomenon is known as weld decay when it occurs in the heat affected zone of
a weldment.
There are three ways to avoid intergranular corrosion:
•
using steel having a low carbon content (i.e. 0.03% maximum),
•
using steel stabilised with titanium or niobium (these elements combine
preferentially to chromium with carbon to form stable particles, thereby
reducing the risk of forming chromium carbide),
•
heat treating (solution annealing) the steel. (This method is rarely used in
practice.)
Grades of stainless steel with a low carbon content (0.03% maximum) up to
about 20 mm thick should not suffer from intergranular corrosion after arc
welding.
2.2.6 Detailing to improve durability
The most important step in preventing corrosion problems is selecting an
appropriate grade of stainless steel with suitable fabrication procedures for the
given environment. However, after specifying a particular steel, much can be
achieved in realising the full potential of the steel's resistance by careful
attention to detailing. Anti-corrosion actions should ideally be considered at the
planning stage and at the latest on the drawing board.
Table 2.5 gives a check list for consideration. Not all points would give the
best detail from a structural strength point of view and neither are the points
intended to be applicable to all environments. In particular, in environments of
low corrosivity or where regular maintenance is carried out, many would not be
required. Figure 2.2 illustrates poor and good design features for durability.
16
Discuss me ...
Table 2.5
Design for corrosion control
Avoid dirt entrapment
•
orientate angle and channel profiles to minimise the likelihood of dirt retention
•
provide drainage holes, ensuring they are of sufficient size to prevent blockage
•
avoid horizontal surfaces
•
specify a small slope on gusset stiffeners which nominally lie in a horizontal plane
•
use tubular and bar sections (sealing tubes with dry gas or air where there is a risk
of harmful condensates forming)
•
specify smooth finishes.
Avoid crevices
•
use welded rather than bolted connections
•
use closing welds or mastic fillers
•
preferably dress/profile welds
•
prevent biofouling.
Reduce the likelihood of stress corrosion cracking in those specific environments where
it may occur (see Section 2.2.5):
•
minimise fabrication stresses by careful choice of welding sequence
•
shot peen (but avoid the use of iron/steel shot).
Reduce likelihood of pitting (see Section 7)
•
remove weld splatter
•
pickle stainless steel to remove unwanted welding products. Strongly oxidising
chloride-containing reagents such as ferric chloride should be avoided; rather a
pickling bath or a pickling paste, both containing a mixture of nitric acid and
hydrofluoric acid, should be used. Welds should always be cleaned up to restore
corrosion resistance.
•
avoid pick-up of carbon steel particles (e.g. use a workshop area and tools that are
dedicated to stainless steel)
•
follow a suitable maintenance programme.
Reduce likelihood of bimetallic corrosion (see Section 2.2.5)
•
electrical insulation
•
use paints appropriately
•
minimise periods of wetness
•
use metals that are close to each other in electrical potential.
17
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W
U
Sharp
corners
Rounded
corners,
weld line
off bottom
Spot weld
Fill crevice
Figure 2.2 Poor and good design features for durability
18
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2.3
Selection of materials
2.3.1 Grades
The selection of the
environment of the
maintenance of the
requirements, where
engineering needs to
correct grade of stainless steel must take into account the
application, the fabrication route, surface finish and the
structure. Although the material has low maintenance
it is selected for use in a corrosive environment, corrosion
be appropriately considered.
The first step is to characterise the service environment. The corrosiveness of
an environment is governed by a number of variables such as humidity, air
temperature, presence of chemicals and their concentration, oxygen content, etc.
Moisture must be present for corrosion to occur. For example, heated and
ventilated buildings can be classified as dry and corrosion is unlikely to occur in
such environments. The risk of condensation is higher in areas such as kitchens
and laundries. Coastal areas can be very corrosive, due to the presence of high
concentrations of chloride ions in the air, and structures exposed to sea spray
are particularly at risk to corrosive attack.
Having characterised the general environment, it is then necessary to consider
the effect of the direct surroundings on the stainless steel (e.g. elements and
substances which the material is likely to come into contact with). The surface
condition, the temperature of the steel and the anticipated stress could also be
important parameters.
Consideration should then be given to mechanical properties. The different
types of loading should be defined (e.g. service loads, cyclic loads, vibrations,
seismic loads). The effect of heating/cooling cycles may also need to be
quantified. Ease of fabrication, availability of product forms, surface finish and
cost also need to be considered.
Assessing the suitability of grades is best approached by referring to experience
of stainless steels in similar applications and environments. Table 2.6, which is
based on Figure 1 from Advantages for Architects[21], gives guidance for
selecting suitable grades for atmospheric environments. It is based on long term
exposure of stainless steel sheet samples at a variety of locations. Expert advice
should always be sought for more specialist applications (e.g. stainless steel
immersed or in contact with chemicals).
Caution should be exercised when considering the use of ‘free-machining’
stainless steels for fasteners. The addition of sulphur in the composition of
these steels (commonly designated 1.4305 (303) in the austenitic class) renders
them more liable to corrosion than their non-treated counterparts (1.4301 (304)
in this case), especially in industrial and marine environments. This applies to
fasteners in BS EN ISO 3506 grade A1 materials.
If there is any doubt as to which grade should be used for a particular
application, advice should be sought. Further technical information on stainless
steel can be obtained from the electronic advisory service on the British
Stainless Steel Association web site (http://www.bssa.org.uk) Topics covered
include corrosion resistance, material selection, mechanical and physical
properties, welding and specifications.
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Table 2.6
Suggested grades for atmospheric applications
Location
Steel grade
Rural
Urban
Industrial
L
M
H
L
M
H
L
Basic chromium-nickel
austenitic steels (e.g. 1.4301)
T
T
T
T
T
Molybdenum-chromium-nickel
austenitic steels (e.g. 1.4401)
0
0
0
0
T
T
T
Duplex grade 1.4462
0
0
0
0
0
0
0
Marine
M
H
L
M
H
(T) (T) (T)
X
T
(T)
X
T
(T)
T
T
(T)
0
T
0
0
T
L
Least corrosive conditions within that category, e.g. tempered by low humidity, low
temperatures.
M
Fairly typical of that category.
H
Corrosion likely to be higher than typical for that category, e.g. increased by persistent high
humidity, high ambient temperatures, and particularly aggressive air pollutants.
O
Potentially over-specified from a corrosion point of view.
T
Probably the best choice for corrosion resistance and cost.
X
Likely to suffer excessive corrosion.
(T)
Worthy of consideration if precautions are taken (i.e. specifying a relatively smooth surface
and if regular washing is carried out).
2.3.2 Availability of product forms
General types of product form
Sheet, plate and bar products are all widely available in the grades of stainless
steel considered in this guide. Tubular products are available in austenitic
grades and also the duplex grade 1.4462 (2205). Tubular products in the
duplex grade 1.4362 (SAF 2304) are not widely available as this is a relatively
new grade to the construction industry, although it has been used for some years
for offshore blast walls.
There is a limited range and availability of rolled sections (angles, channels,
tees, rectangular hollow sections and I-sections) in standard austenitic grades
such as 1.4301 (304) and 1.4401 (316) but none for duplex grades. (Note that a
wider range of rolled sections is available for the normal carbon content grades
1.4301 and 1.4401 than for the low carbon content grades, 1.4307 (304L) and
1.4404 (316L).) Sections may also be produced by cold forming (rolling or
bending), or fabricated by welding.
Cold forming
It is important that early discussion with potential fabricators takes place to
ascertain cold forming limits, as stainless steels require higher forming loads
than carbon steels. The length of brake-pressed cold formed sections is
necessarily limited by the size of machine, or by power capability in the case of
thicker or stronger materials. Duplex grades require approximately twice the
forming loads used for the austenitic materials and consequently the possible
range of duplex sections is more limited. Furthermore, because of the lower
ductility in the duplex material, more generous bending radii may need to be
used. Further information may be found in Section 7.3.2.
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Surface finish
Surface finish can have an important effect on the corrosion resistance and
aesthetic appeal of a structure. There is a wide variety of finishes available that
are suitable for structural and architectural applications. These range from
standard ex-steel mill finishes to special polished (mechanically or
electropolished), textured and coloured finishes. It should be noted that
although the various finishes are standardised, variability in processing
introduces differences in appearance between manufacturers and even from a
single producer.
Bright finishes are frequently used in architectural
applications, however, they can exaggerate any out-of-flatness of the material,
particularly on panel surfaces. Rigidised, embossed, textured, patterned or
profiled sheets with a rigid supporting frame will alleviate this tendency.
Surface finishes are specified in BS EN 10088-2. Further information on
surfaces finishes is given in the Architects’ guide to stainless steel[5].
Fasteners
Fasteners to BS EN ISO 3506 property class 70 are the most widely available.
Certain size restrictions apply to fasteners in property classes 70 and 80, see
Table 2.3. It is possible to have ‘specials’ made to order and indeed, this
sometimes produces an economical solution.
Fasteners can be produced by a number of techniques, e.g. machining, cold
forming and forging. Machined threads should be used with caution in very
aggressive environments (e.g. marine), due to potential problems with crevice
corrosion. Rolled threads are to be preferred because they are also generally
stronger than machined threads and provide greater resistance to thread galling.
Stainless steel washers, nuts, studs, rivets and self-tapping screws are widely
available. Austenitic grade 1.4567 (394) stainless steel contains copper, which
reduces the level of work hardening and permits easier cold heading; it is used
for rivets, bolts, screws and nuts. Ferritic grade 1.4016 (430) steel is also used
for rivets.
Stainless steel self-tapping screws are mostly used in aluminium, plastic or
wood, although they may be used in any material in which a hole is drilled
first. Stainless steel screws with carbon steel drill heads have been developed
for roofing and cladding applications. Care is required when stainless steel selftapping screws are used in a stainless steel base material, in order to avoid
seizure of the screw or stripping its thread due to the strain-hardening properties
of the stainless steel base material. It is recommended that procedure trials are
carried out to determine pull-out strengths of such connections.
Stainless steel is particularly useful for fine threads, e.g. fasteners less than
5 mm in diameter, because it is difficult to apply protective coating on such
small scale components. Stainless steel HSFG (high strength friction grip) bolts
are not generally available (see Section 5.4).
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3
DESIGN OF CROSS-SECTIONS
3.1
General
This Section is concerned with the local behaviour of members. The local
capacity of a member is dependent on the capacity of the constituent elements of
the cross-section. Elements, and hence the cross-section, may be affected by
local buckling, which reduces their effectiveness to carry load.
The
width-to-thickness ratio of elements that are partly or wholly in compression
determine whether they are subject to local buckling, with a consequential
reduction in the capacity of the cross-section. Elements and cross-sections are
classified as class 1, 2, 3 or 4, depending on their susceptibility to local
buckling (see Section 3.8).
As in the case of carbon steel rules, a reduced capacity of ‘class 4 slender’
cross-sections may be allowed for in design by applying the effective
width/effective section concept.
The effective section should be used
throughout the design of the member except where specifically noted otherwise.
This reduction need not be made in the design of connections to that element.
It is important to note that flat outstand elements without an edge lip or stiffener
(see Appendix B) with b/t ratios greater than approximately 30 and flat elements
supported otherwise with b/t ratios greater than approximately 75 are likely to
develop visual distortion at the serviceability limit state. Therefore, care should
be taken not to exceed these limits where the exposed surfaces of stainless steel
are important for architectural purposes.
The recommendations in Section 3 and 4 apply to cross-sections with elements
complying with the dimensional limits given in Appendix B.
3.2
Gross cross-section
When calculating gross geometrical section properties, the specified size and
profile of the member or elements should be used. Holes for fasteners need not
be deducted but allowance should be made for larger openings.
3.3
Net area
The net area of a section or element of a section should be taken as its gross
area less appropriate deductions for all openings, including holes for fasteners.
In the deductions for fasteners, the sectional area of the hole in the plane of its
own axis should be deducted, not that of the fastener. Whether holes are
staggered or not, the area to be deducted may be calculated in accordance with
BS 5950-1, clause 3.4.4[10].
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3.4
Effective net area
The effective net area, ae, of each element of a cross-section at a connection
with fastener holes may be taken as Ke times its net area but not more than its
gross area, ag where:
Ke = 1.2 for austenitic grades, including 1.4301 (304), 1.4401 (316), 1.4307
(304L) and 1.4404 (316L)
Ke = 1.0 for duplex grades 1.4362 (SAF 2304), 1.4462 (2205)
3.5
Influence of rounded corners
In cross-sections with rounded corners, the influence of rounded corners on
section properties should be allowed for. This may be done with sufficient
accuracy by reducing the properties calculated for an otherwise similar
cross-section with sharp corners using the following approximations:
Ag
= Ag,sh (1 − δ)
(3.1)
I
= Ish (1 − 2δ)
(3.2)
H
= Hsh (1 − 4δ)
(3.3)
with
n
δ = 0.43 ∑ r m , j
j =1
q
∑bi
(3.4)
i =1
where:
Ag
is the area of the gross cross-section
Ag.sh is the value of Ag for a cross-section with sharp corners
I
is the second moment of area of the gross cross-section
Ish
is the value of I for a cross-section with sharp corners
H
is the warping constant of the gross cross-section
Hsh
is the value of H for a cross-section with sharp corners
q
is the number of plane elements
n
is the number of curved elements
bi
is the width of plane element i for a cross-section with sharp corners
(mid-line dimension), see Figure 3.1
rm, j
is the average corner radius (mid-line dimension) of curved element j,
see Figure 3.1.
The reductions given above may also be applied in calculating the effective
section properties Aeff, Ix eff, Iy eff and Heff, provided that the widths of the plane
elements are measured to the points of intersection of their midlines.
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b1
Factor to be used in
determining section
properties:
rm
b
 2rm 
δ = 0.43

 2b1 + b2 
2
rm
Actual section
Figure 3.1
3.6
Idealized section
Influence of rounded corners on channel section properties
Shear lag
For all classes of cross-sections, the effect of shear lag on flange behaviour
(whether the flange is in tension or compression) may be neglected, provided
that:
•
for internal elements
b # L/10
•
for outstand elements
b # L/20
where:
L
is the length between points of zero moment
b
is the breadth or outstand distance (see Figure 3.2).
For situations where these limits are exceeded, guidance on accounting for shear
lag effects can be found in BS 5400-3[22].
3.7
Flange curling
For unusually wide thin flanges in a profile subjected to flexure, flange curling
(or movement of the flange towards the neutral axis) may occur. The
magnitude of curling, u, for initially straight members, may be estimated from
the following formula, which applies to both compression and tension flanges,
with or without stiffeners.
u = 2.3
pa 2 bs 4
E
2
T
2
(3.5)
y
where:
bs
is b/2 for multiweb members (e.g. box and hat sections) or b for
outstands
pa
is the average longitudinal stress in flange (= force in flange,
determined for the effective section, divided by gross area of flange) at
the ultimate limit state
y
is the distance from neutral axis to the middle of the flange under
consideration.
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The effect of flange curling on the capacity of the section should be considered
where u exceeds 5% of the depth of the section. The visual and practical
implications of any degree of flange curling must also be considered. The
effect of flange curling is allowed for by calculating the design resistance with
reference to the deformed cross-section (idealized, for instance, by assuming
that part of the flange is situated nearer the centroid). Conservatively, the depth
of the entire cross-section can be reduced by the amount of flange curling.
3.8
Classification of cross-sections
3.8.1 General
Cross-sections should be classified to determine whether local buckling
influences their capacity. It is necessary to classify each element in a crosssection that is subject to compression (due to a bending moment or an axial
force). Classification thus depends on the proportion of moment or axial load
present in an element and thus can vary along the length of a member and with
the axis of bending under consideration. Classification of an element of a
cross-section is based on its width-to-thickness ratio. The dimensions of these
compression elements should be taken as shown in Figure 3.2.
A distinction should be made between the following types of element:
•
outstand elements attached to an adjacent element at one edge only, the
other edge being free.
•
internal elements attached on both longitudinal edges to other elements or
to longitudinal stiffeners which effectively support the element, including:
webs (internal elements perpendicular to the axis of bending) and flanges
(internal elements parallel to the axis of bending).
All compression elements should be classified in accordance with Section 3.8.2.
The classification of a cross-section depends on the highest (least favourable)
class of its constituent compression elements.
Circular hollow sections should be classified separately for axial compression
and for bending.
3.8.2 Classification
In principle, stainless steel cross-sections may be classified in the same way as
those of carbon steel. Classifications are defined as follows:
Class 1 plastic: cross-sections that can develop their plastic moment capacity
(py times the plastic modulus) with the rotation capacity required for plastic
analysis. (Note: only elastic analysis is recommended for stainless steel.)
Elements subject to bending with or without axial compression that meet the
limits for class 1 given in Table 3.1 should be classified as class 1 plastic.
Class 2 compact: cross-sections that can develop their plastic moment capacity
but with limited rotation capacity. Elements subject to bending with or without
axial compression that meet the limits for class 2 given in Table 3.1 should be
classified as class 2 compact.
Class 3 semi-compact: cross-sections that can reach the yield moment (py
times the elastic modulus) but local buckling prevents the development of the
plastic moment capacity. Elements subject to compression that meet the limits
for class 3 given in Table 3.1 should be classified as class 3 semi-compact.
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Class 4 slender: cross-sections are those in which local buckling is liable to
prevent the development of the yield moment. Elements subject to compression
that do not meet the limits for class 3 given in Table 3.1 should be classified as
class 4 slender (see Section 3.8.4).
As the yield point on the stress-strain curve of non-linear materials is an
arbitrary choice, so are the yield and plastic moments. The obvious definitions
to apply are the elastic and plastic section moduli times a proof stress,
conventionally the 0.2% proof stress (see Section 2.2.2). This proof strength is
designated the design strength, py.
Table 3.1 replaces Tables 11 and 12 in BS 5950-1, which apply only to carbon
steel.
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b
t
t
D
d
D
D
d
t
B
b
t
t
b
b
d
t
d
b
d
t
T
D
d
T
D
d
d
t
t
b
b
b
b
T
T
D
d
D
d
t
t
b
Figure 3.2
Dimensions of compression elements
Note that for rectangular hollow sections, d and b are the flat widths, whereas for channels, d is
the flat width but b is the total outstand width. For angles, d and b are the leg lengths.
Where d and b relate to the flat width:
d = D – 2(ri + t)
and
b = B – 2(ri + t) where ri is the internal radius
A typical value of ri is 2t which gives d = D – 6t
27
and
b = B – 6t
Discuss me ...
Limiting width-to-thickness ratios for section classification
Table 3.1
(Elements which exceed these limits are to be taken as class 4 (slender) cross-sections)
Compression element
Ratio
Class 2
compact
Class 3
Semi-compact
b/t
8.5 g
9.5 g
11 g
b/t
7.5 g
8.5 g
10.2 g
Compression due to
bending
b/t
23 g
25 g
Axial compression
b/t
Neutral axis at mid-depth
d/t
52 g
54 g
572ε
594ε
d/t
13r1 + 11
If r1 is
negative
Generally
Web
(4)(5)
If r1 is positive
d/t
(4)
d/t
≥ 28 g
13r1 + 11
but
≥ 28 g
52ε
54ε
r1 + 1
r1 + 1
but
Angle, compression due to bending
(both criteria should be satisfied)
28 g
Not applicable
but
Axial compression
(2)(3)
Class 1
plastic
Outstand element of Cold formed
compression flange
Welded
Internal element of
compression flange
Limiting value
(1)
≥ 28 g
but
≥ 28 g
Not applicable
69 g
14.1ε kσ
but ≥ 28 g
For axial
compression
only, kσ =4
b/t
8.5 g
9.5 g
11 g
d/t
8.5 g
9.5 g
11 g
b/t
Single angle, or double angles with the
components separated, axial compression
(all three criteria should be satisfied)
11 g
d/t
16.8 g
t
Outstand leg of an angle in contact back-to-back
in a double angle member
Outstand leg of an angle with its back in
continuous contact with another component
Compression due to
Circular hollow
bending
sections
Axial compression
Grade
g
11 g
Not applicable
b+ d
b/t
8.5 g
9.5 g
11.0 g
D/t
41 g2
58 g2
234 g2
D/t
Not applicable
74 g2
1.4307
1.4301
1.4401/1.4404
1.4362
1.4462
(304L)
(304)
(316/316L)
(SAF 2304)
(2205)
1.16
1.13
1.10
0.819
0.764
Notes
(1) Dimensions b, d, D and t are as defined in Figure 3.2. For a rectangular hollow section b is the flange dimension and d
the web depth, where the distinction between webs and flanges depends upon whether the section is bent about its
major axis or its minor axis, see Section 3.8.2.
(2) Check webs for shear buckling when d / t ≥ 39.5ε (Section 4.4.5)
 275

E
(3) ε = 

 py 205000 
(4) k σ =
[ (1+ ψ )
0.5
where py is the design strength and E is 200,000 N/mm2 (see Section 2.2.2)
16
2
+ 0.112 (1 − ψ )
2
]
0.5
+ (1 + ψ
kσ = 5.98 (1 − ψ)2
)
for -1 ≤ ψ ≤ 1
for -2 ≤ ψ ≤ -1
(5) The stress ratio r1 is defined in Section 3.8.3.
28
and
ψ is defined in Figure 3.3
Discuss me ...
σ1
C
T
ψ=
Figure 3.3
σ2
σ1
σ2
Definition of ratio ψ
Note: In this figure F2 is negative, hence R is negative. When F1 and F2 are compressive, R will be
positive.
3.8.3 Stress ratio for classification
The stress ratio r1 used in Table 3.1 should be determined from the following:
(a) for I or H–sections with equal flanges:
r1 =
Fc
dtp yw
but − 1 < r1 ≤ 1
(3.6)
(b) for I or H-sections with unequal flanges:
r1 =
( B t T t − B c T c ) p yf
Fc
+
dtp yw
dtp yw
but − 1 < r1 ≤ 1
(3.7)
(c) for RHS or welded box sections with equal flanges:
r1 =
Fc
2 dtp yw
but − 1 < r1 ≤ 1
(3.8)
where:
Ag
is the gross cross-sectional area
Bc
is the width of the tension flange
Bt
is the width of the tension flange
d
is the web depth
Fc
is the axial compression (negative for tension)
pyf
is the design strength of the flange, (py is as defined in Section 2.2.2)
pyw
is the design strength of the web (but pyw ≤ pyf) (py is as defined in
Section 2.2.2)
Tc
is the thickness of the compression flange
Tt
is the thickness of tension flange
t
is the web thickness.
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3.8.4 Slender cross-sections
The local buckling resistance of class 4 slender cross-sections may be allowed
for in design by adopting effective section properties. The effective area of a
slender cross-section in compression and/or bending, Aeff, is the gross area of
the cross-section minus the sum of the ineffective areas of each slender element
making up the cross-section. The effective area of each slender element is the
effective breadth beff calculated from Table 3.2 multiplied by the element
thickness. When the cross-section is subject to bending, an effective moment of
inertia Ieff and effective section modulus Zeff also need to be calculated.
For singly symmetric and unsymmetric cross-sections, due allowance should be
made for the additional moments induced in the member due to the shift of the
centroid of the effective cross-section compared to the gross cross-section (see
also Section 8.3.3). These additional moments are obtained by assuming that
the axial compressive force Fc acts at the centroid of the gross cross-section, but
is resisted by an equal and opposite force acting at the centroid of the effective
cross-section that corresponds to the case of a uniform stress equal to the design
strength py acting throughout its effective cross-sectional area. The additional
moments should be taken into account in the checks on cross-section capacity
and member buckling resistance given in Section 4, except where a more
onerous condition occurs if they are omitted.
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Table 3.2
Effective width of slender elements
Type of element
Type of
section
Outstand element
of compression
flange
Welded
ρ=
All sections
ρ=
ρ =
Effective width
19
b
tε
Cold
formed
Internal element
of compression
flange
Effective width
factor(1)
+ 8.8
b eff
19
b
+8
tε
b
b eff = ρ b
44
b
+ 16
tε
0.5b eff
b
0.5b eff
b eff = ρ b
Web with neutral
axis at
mid-depth(2)(3)
Webs
generally(2)(3)
All sections
All sections
Web where whole All sections
section is subject
to compression
ρ =
ρ=
ρ =
106
d
+ 37
tε
C
0.4beff 0.6b eff
21.8 kσ
d
+ 7.7 kσ
tε
44
d
tε
dc
d
b eff = ρ d c = ρd/(1 - ψ)
0.5b eff
+ 16
T
d
0.5b eff
b eff = ρ d
Legs of single
angles under
uniform
compression
Outstand legs of
double angles
connected
back-to-back
All sections
ρ =the lesser of
19
28.8
or
b
b+d
+8
+12
tε
tε
Cold
formed
ρ=
19
b
+8
tε
b eff
b or d
b eff = ρ b or ρ d
b eff
b
b eff = ρ b
Notes
1) Dimensions b, d, t are as defined in Figure 3.2.
g is defined in Table 3.1.
2) kσ and R are as defined in Table 3.1 and Figure 3.3.
3) When calculating the effective width of flange elements, the value of ψ should be determined
for the gross section. The effective width of a web element should be based on the stress
ratio, ψ, determined for a cross-section comprising the effective area of the compression
flange and the gross area of the web and tension flange.
31
Discuss me ...
4
4.1
DESIGN OF MEMBERS
Introduction
The design checks required for stainless steel members are similar to those
carried out for carbon steel members. It is recommended that the forces and
moments in the members are derived from an elastic global analysis. In
verifying the adequacy of the structure to carry the forces, consideration should
be given to overall buckling of members, in addition to the cross-sectional
capacity.
A possible design approach for checking against buckling in stainless steel
members is to use the tangent modulus (corresponding to the buckling stress)
instead of the initial modulus (as used in carbon steel rules). Assuming similar
levels of geometric and residual stress imperfections in carbon steel and
stainless steel members, this generally leads to satisfactory results when it is
based on validated carbon steel rules. This approach is therefore available to
the designer but it requires iterative solution techniques and therefore has been
avoided in this guide, for simplicity. In some cases it has been used to derive
effective design curves for use with the initial modulus, thereby removing the
need for the designer to perform the iterations. The design strength, py, should
be obtained by one of the methods outlined in Section 2.2.2.
The Sections below which deal with buckling strength are intended for use with
single, double or point-symmetric uniform sections. The buckling resistance of
members not possessing any longitudinal plane or axis of symmetry should be
verified by tests. Further information on testing stainless steel structural
elements is given in the Euro Inox Design Manual for Structural Stainless
Steel[23].
4.2
Tension members
Members subject to tension only do not suffer any instability due to buckling.
The design of such members needs therefore to be based only on the
cross-section capacity, usually at the connections (see Section 5).
The capacity, Pt, of a cross-section subject to uniform tensile stresses is given
by:
Pt= py Ae
(4.1)
where Ae is the sum of the effective net areas of all the elements of the
cross-section, as determined from Section 3.4.
When members are connected eccentrically to the axis of the member, the
resulting moment should be allowed for (see Section 4.5). However, angles,
channels and T-sections with eccentric end connections may be treated simply as
axially loaded by using a reduced tension capacity.
For a simple tie consisting of a single angle connected through one leg only, a
single channel connected only through the web or a T-section connected only
through the flange, the tension capacity is given by:
For bolted connections: Pt= py (Ae – 0.5a2)
32
(4.2)
Discuss me ...
For welded connections: Pt= py (Ag – 0.3a2)
(4.3)
where:
Ag
a2
= Ag − a1
a1
is the gross area of the connected element, taken as the product of its
thickness and the overall leg width for an angle, the overall depth for a
channel or the flange width for a T-section
py
is as defined in Section 2.2.2.
For a simple tie consisting of two angles connected through one leg only, two
channels connected only through the web, or two T-sections connected only
through the flange, the tension capacity is given as follows:
a)
b)
If the tie is connected to both sides of a gusset or section and the
components are interconnected by bolts or welds and held apart and
longitudinally parallel by battens or sold packing pieces in at least two
locations within their length, the tension capacity per component should be
obtained from:
For bolted connections: Pt= py (Ae – 0.25a2)
(4.4)
For welded connections: Pt= py (Ag – 0.15a2)
(4.5)
If the components are both connected to the same side of a gusset or
member, or not interconnected as given in a), the tension capacity per
component should be taken as given in expressions (4.2) and 4.3).
4.3
Compression members
4.3.1 Introduction
In general, members in compression are susceptible to three possible overall
buckling modes:
•
flexural buckling, about either the major or the minor principal axis
•
torsional buckling about the longitudinal axis
•
torsional-flexural buckling.
The critical failure mode depends on the symmetry and dimensions of the
cross-section, and also on the effective lengths of the member about the various
axes. In conventional design of carbon steel hot rolled sections, only flexural
buckling is critical for compression members because of the geometry and
thickness of the section elements. In cold formed sections, however, the
members may be weak in torsion owing to the thinness of the material. Thus, it
is generally necessary to consider the effect of torsion in establishing the critical
failure mode for members in compression.
Doubly symmetric cross-sections (CHS, RHS, I sections, etc.)
Doubly symmetric cross-sections need not be checked for torsional-flexural
buckling since the shear centre coincides with the centroid of the cross-section.
Circular and square hollow sections will not fail by torsional-flexural or
torsional buckling.
33
Discuss me ...
For the range of rectangular hollow section sizes typically used in construction,
torsional buckling will not be critical. (Torsional buckling in rectangular hollow
sections need only be considered for sections with unusually high D/B ratios.)
Singly symmetric cross-sections (angles, channels, etc.)
It is necessary to check sections such as single channels and angles for
torsional-flexural buckling, as the shear centre does not coincide with the
centroid of the cross-section.
Point symmetric cross-sections (Z-sections, cruciform sections, etc.)
Torsional buckling will be the critical buckling mode for these sections.
Note that slender sections which are not doubly symmetric should be checked
for the additional bending moment caused by the shift in the neutral axis of the
effective section (see Section 4.5.2).
4.3.2 Local capacity of the cross-section
The capacity of a cross-section subject to compression with a resultant acting
through the centroid of the gross section (class 1, 2 or 3) or the effective section
(class 4), Psq, may be taken as:
Psq = Ag py
for class 1, 2 or 3 cross-sections
(4.6)
Psq = Aeff py
for class 4 cross-sections
(4.7)
where:
Ag
Aeff
is as defined in Section 3.8.4
py
4.3.3 Buckling of axially compressed members
The compression resistance of a member, Pc, may be taken as:
Pc = χ β c A g p y
(4.8)
where:
βc
χ
= 1
= Aeff /Ag
for class 4 slender cross-sections
is a reduction factor, which may be determined from either Figure 4.1
or Table 4.1.
In general, the reduction factor, χ, depends on:
•
the non-dimensional slenderness of the gross section, λ
•
whether the section is welded or cold formed
•
the mode of buckling.
It can be seen from Table 4.1 and Figure 4.2 that different curves are applicable
to the different modes of buckling. It is therefore necessary to calculate values
for χ for each buckling mode in order to determine which mode is critical.
34
Discuss me ...
The non-dimensional slenderness, λ is given by:
λ
Psq
=
β c Ag p y
=
PE
(4.9)
PE
where:
PE
is the elastic buckling load of the member in compression.
For buckling about the x- or y-axis (i.e. major or minor axis), PE is given by Px
or Py. For torsional buckling (about the longitudinal, z-axis) PE is given by Pz
and for torsional-flexural buckling it is given by Pxz.
Expressions for the elastic buckling load are:
2
Px =
π EIx
(4.10)
2
L Ex
2
Py =
Pz =
π EIy
(4.11)
2
L Ey
2

1  π E H

+
G
J
2 
2

r 0  L Ez

(4.12)
but for hollow sections, the warping constant H is small, so P z ≈
P xz =
(
)
1 
P + Pz −
2 β  x
( Px
+ Pz
)2
GJ
2
r0
− 4 β P x P z 

(4.13)
and
x
β = 1 −  0
 r0



2
(4.14)
r0 = rx2 + ry2 + x02
(4.15)
where:
Px, Py are the elastic flexural buckling loads of the member in compression
about the x- and y- axes
Pz
is the elastic torsional buckling load of the member in compression
about the z-axis
Pxz
is the elastic torsional flexural buckling load of the member in
compression
rx, ry are the radii of gyration of cross-section about the x and y axes
respectively
xo
is the distance of shear centre from centroid of cross-section along the
x-axis.
LEx,Ey are the effective lengths corresponding to buckling about the x- or yaxis
35
Discuss me ...
LEz
is the effective length corresponding to longitudinal twisting (for struts
with concentric connections, LEz can conservatively be taken as the
larger of Lx and Ly)
G
is the shear modulus which can be taken as 76,900 N/mm2
H
is the warping constant (which can be obtained from published tables
or see below for flanged sections)
J
is the torsional constant (which can be obtained from published tables
or see below for flanged sections).
The effective length LE of a compression member with both ends effectively
held in position laterally at the centroid may conservatively be taken as equal to
its actual length. Alternatively, the effective length may be determined by
reference to carbon steel rules in accordance with Table 22, BS 5950-1[10].
Note that, for a flanged section, the warping constant, H and torsional constant
J can be obtained from the expressions given in Figure 4.2.
Torsional and torsional-flexural buckling
1.0
Reduction factor χ
For angles, the x and y axes should be taken as the u and v axes respectively.
For mono-symmetric sections, the x-axis should be taken as the axis of
symmetry (this will not always be the principal major axis) and the y-axis is the
axis normal to the axis of symmetry (this will not always be the principal minor
axis). For point-symmetric sections, the x-axis should be taken as the major
principal axis.
Flexural buckling - welded open sections
0.9
Flexural buckling
- cold formed open sections
and hollow sections
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
0
0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 2.2 2.4 2.6 2.8 3.0
Non-dimensional slenderness λ
Figure 4.1
Buckling curves for flexural, torsional and torsional-flexural
buckling of compression members
36
Discuss me ...
Table 4.1
Reduction factor χ for buckling of compression members
Buckling reduction factor P
Flexural buckling
Hollow sections and
cold formed open
Welded open sections
sections
1.000
1.000
0.924
1.000
0.850
1.000
0.774
0.940
0.710
0.875
0.643
0.805
0.580
0.731
0.521
0.657
0.467
0.585
0.419
0.520
0.376
0.461
0.339
0.410
0.306
0.366
0.277
0.328
0.251
0.295
0.229
0.266
0.209
0.241
0.192
0.220
0.177
0.201
0.163
0.184
0.151
0.169
0.140
0.156
0.130
0.145
0.121
0.134
0.113
0.125
0.106
0.117
0.100
0.109
0.094
0.102
0.088
0.096
λ
Torsional and
torsional-flexural
buckling
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1.0
1.1
1.2
1.3
1.4
1.5
1.6
1.7
1.8
1.9
2.0
2.1
2.2
2.3
2.4
2.5
2.6
2.7
2.8
2.9
3.0
Note:
The buckling curves are derived from the following expressions:
1
ϕ = 0.5 1 + α λ − λ0 + λ
χ =
≤ 1
0 .5
2
ϕ + ϕ −λ2
[
(
]
(
)
1.000
0.964
0.926
0.884
0.837
0.784
0.725
0.661
0.597
0.535
0.478
0.427
0.382
0.342
0.308
0.278
0.252
0.229
0.210
0.192
0.177
0.163
0.151
0.140
0.130
0.121
0.113
0.106
0.099
2
)
α is the imperfection factor and λ 0 is the limiting slenderness
For hollow sections and cold formed open sections
α=0.49 and λ0 =0.40
For welded open sections
α=0.76 and λ0 =0.20
For torsional and torsional-flexural buckling (cold
formed and welded sections)
α=0.34 and λ0 =0.20
b1
T1
H =
d
ds
tw
J =
d s 2 T1 T 2 b 1 3 b 2 3
(
3
12 T 1 b 1 + T 2 b 2
3
)
1 3
(T1 b1 + T2 3 b2 + t w 3 d )
3
(4.16)
(4.17)
T
b2
Figure 4.2
Warping and torsional constants for asymmetrical plate
girders
2
37
Discuss me ...
4.4
Members in bending
A member is in simple bending under loads acting normal to the longitudinal
axis if it is connected in such a way that there is no tensile or compressive end
loading and that the loads and reactions act through the shear centre (i.e. there
is no twisting). The following criteria should be considered when designing a
beam in simple bending:
•
Yielding of the cross-section
•
Local buckling (slender section only)
•
Lateral-torsional buckling
•
Shear capacity and shear buckling
•
Local strength at points of loading or reaction
•
Deflection at the Serviceability Limit State.
The effects of shear lag and flange curling may also have to be considered in
design depending on the member geometry, see Sections 3.6 and 3.7.
For design of members subject to combined loading, see Section 4.5.
4.4.1 Cross-sections subject to shear
The shear capacity, Pv, of a cross-section may generally be taken as:
Pv
= 0.6 py Av
(4.18)
where:
Av
Ag
is the shear area, which may be calculated in accordance with
BS 5950-1, clause 4.2.3 as:
a)
channel sections, load parallel to web
tD
b)
welded I sections, load parallel to web
td
c)
rectangular hollow sections, load parallel
to webs
AgD/(D+B)
d)
welded box sections, load parallel to webs
2td
e)
circular hollow sections
0.6Ag
f)
solid bars and plates
0.9Ag
B, D, d and t are defined in Figure 3.2
py
In circular, square and rectangular hollow sections, the shear area should be
assumed to be located adjacent to the neutral axis.
The resistance to shear buckling should be checked when d / t ≥ 39.5ε (see
Section 4.4.5).
38
Discuss me ...
4.4.2 Cross-sections subject to bending moment and low shear
Where the applied design shear force Fv ≤ 0.6 Pv, the moment capacity, Mc, of
a cross-section should be taken as:
class 1 or class 2 cross-sections:
Mc = py S
(4.19)
class 3 cross-sections:
Mc = py Z
(4.20)
Mc = py Zeff
(4.21)
where:
S
is the plastic section modulus of the cross-section
Z
is the elastic section modulus of the cross-section
Zeff
is the effective section modulus of a class 4 slender cross-section (see
Section 3.8.4).
To avoid irreversible deformation at serviceability, the value of Mc for plastic
and compact cross-sections should be limited to 1.2pyZ for simply supported
beams and cantilevers. For other cases, a general limit of 1.5pyZ should be
applied; a full explanation is given in the Advisory Desk Note, AD195[24].
4.4.3 Cross-sections subject to bending moment and high shear
Where Fv > 0.6 Pv, the design moment capacity, Mc, of a cross-section should
be taken as:
class 1 or class 2 cross-sections:
M c = p y (S − ρ S v
M c = p y ( Z − ρ S v 1.5 )
M c = p y ( Z eff − ρ S v 1.5 ) (4.24)
where
)
ρ = [ 2 ( F v Pv ) − 1 ] 2
(4.22)
(4.23)
(4.25)
For sections with equal flanges, Sv is the plastic modulus of the shear area Av.
For sections with unequal flanges, Sv should be taken as the plastic modulus of
the gross section less the plastic modulus of that part of the section remaining
after deduction of the shear area.
4.4.4 Lateral-torsional buckling
The possibility of lateral-torsional buckling may be discounted in the following
instances:
•
where bending takes place about the minor axis only
•
for circular and square hollow sections, and circular and square solid bars
•
for beams laterally restrained throughout their length by adequate means
•
where the lateral slenderness parameter λ LT < 0.4 (see below).
39
Discuss me ...
In all other cases (i.e. in unrestrained beams subject to major axis moment Mx)
every segment length between lateral restraints must satisfy the following
conditions:
M x ≤ M b m LT
M x ≤ M cx
and
(4.26)
where:
Mcx
is the moment capacity of the section from Section 4.4.2
Mb
is the buckling resistance moment
mLT
is the equivalent uniform moment factor for lateral-torsional buckling.
This takes account of the fact that the theory from which Mb is
obtained assumes a uniform moment throughout the segment. Values
of mLT are given in Table 18 of BS 5950-1.
The buckling resistance moment, Mb is given by:
Mb = χLT β W Sx py ≤ M cx
(4.27)
where:
βW
= 1 for plastic or compact cross-sections
= Zx /Sx for semi-compact cross-sections
= Zx eff /Sx for slender cross-sections.
χLT
is a reduction factor for lateral torsional buckling, which may be
determined from either Figure 4.3 or Table 4.2.
The reduction factor χLT depends on the non-dimensional slenderness of the
beam, λ LT and the type of section.
The non-dimensionless slenderness λ LT is defined as
λ LT
=
λ LT
py
π
E
(4.28)
and λLT is the equivalent slenderness, as defined in BS 5950-1, clause 4.3.6.7.
The value of λLT is given by:
λ LT = uvλ
βW
(4.29)
= L E / ry
(4.30)
where:
λ
LE
is the effective length for lateral torsional buckling, as defined in
BS 5950-1, clause 4.3.5
ry
is the radius of gyration about the minor axis
u
is the buckling parameter
v
is the slenderness factor, as defined in BS 5950-1, clause 4.3.6.7.
Table 4.2 and Figure 4.3 show the buckling curves (χLT versus λ LT ) for lateral
torsional buckling. The imperfection factor α may be taken as 0.34 for cold
formed sections and as 0.76 for welded sections. λ0 should be taken as 0.4.
40
Discuss me ...
Note that for single angles, the applied moments should be resolved into
moments about the principal u-and v-axes. Guidance on calculating λLT for
single angles can be obtained from BS 5950-1, clause B.2.9. The angle will
also need to be checked for the effects of biaxial bending in accordance with
Section 4.5.
Table 4.2
Reduction factor χLT for buckling of bending members
Buckling reduction factor PLT
λ LT
Cold formed sections
Welded sections
1.000
1.000
1.000
0.957
0.908
0.851
0.785
0.713
0.639
0.568
0.503
0.446
0.396
0.354
0.317
0.285
0.258
0.234
0.213
0.195
0.179
0.165
0.152
0.141
0.131
0.122
0.114
0.107
0.100
1.000
1.000
1.000
0.910
0.822
0.737
0.656
0.582
0.515
0.457
0.406
0.362
0.324
0.292
0.263
0.239
0.217
0.199
0.182
0.168
0.155
0.143
0.133
0.124
0.116
0.108
0.101
0.095
0.090
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1.0
1.1
1.2
1.3
1.4
1.5
1.6
1.7
1.8
1.9
2.0
2.1
2.2
2.3
2.4
2.5
2.6
2.7
2.8
2.9
3.0
Note:
χLT =
[
1
2
ϕ LT + ϕLT − λLT
]
2 0.5
≤ 1
(
(
)
ϕ LT = 0.5 1 + α λLT − λ 0 + λLT 2
α is the imperfection factor and λ0 is the limiting slenderness
For cold formed sections
α=0.34 and λ0 =0.40
For welded sections
α=0.76 and λ0 =0.40
41
)
Reduction factor χ
LT
Discuss me ...
1.0
0.9
Lateral torsional buckling
- welded sections
0.8
0.7
Lateral torsional buckling
- cold formed sections
0.6
0.5
0.4
0.3
0.2
0.1
0
0
0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 2.2 2.4 2.6 2.8 3.0
Non-dimensional slenderness λ LT
Figure 4.3
Buckling curves for lateral-torsional buckling
4.4.5 Shear buckling resistance of webs
Where the ratio
d / t ≥ 17.1 ε kτ
for transversely stiffened webs, or
d / t ≥ 39.5 ε for unstiffened webs, the shear capacity may be limited by the
shear buckling resistance. The parameter kτ is defined in expressions (4.37) and
(4.38) below.
The following approach for determining the shear buckling resistance is based
on the guidance in Eurocode 3 Part 1.5[25].
The shear buckling resistance Vb of a web may be obtained from:
V b = (V w + V f ) ,
but Vb ≤ Pv
(4.31)
where:
Vw
is the simple shear buckling resistance
Vf
is the flange-dependent shear buckling resistance (for simplicity, Vf can
be neglected)
The simple shear buckling resistance, Vw, can be obtained from:
Vw = d t q w
(4.32)
in which q w = χ w p yw / 3
where:
qw
is the shear buckling strength of the web
χw
is a reduction factor for simple shear buckling resistance
d
is the clear web depth between flanges (refer to the plate girder in
Figure 3.2)
t
is the thickness of the web
42
Discuss me ...
is the design strength of the web (py is as defined in Section 2.2.2).
pyw
For webs with transverse stiffeners at the supports, with or without intermediate
transverse stiffeners, χw is related to the slenderness parameter λ w as follows:
λw
≤
0.5 ,
χw
=
1.0
λw
>
0.5 ,
χw
=
0.11 +
(4.33)
0.64
λw
−
0.05
λw 2
(4.34)
For webs with transverse stiffeners only at the supports, the slenderness
parameter λ w may be taken as:
λw
=
 d 




 78.9 t ε 
(4.35)
For webs with transverse stiffeners at the supports and intermediate transverse
stiffeners, the slenderness parameter λ w may be taken as:
λw
=




d


 34.2 t ε kτ 


(4.36)
For webs with transverse stiffeners at the supports and at intermediate spacing
a, such that the panel aspect ratio a/d < 1:
kτ = 4 +
5.34
(4.37)
(a / d ) 2
For webs with transverse stiffeners at the supports and at intermediate spacing
a, such that the panel aspect ratio a/d > 1:
k τ = 5.34 +
4
(4.38)
(a / d ) 2
If the flange resistance is not completely utilized in withstanding the bending
moment (M < Mf, where M is the applied moment and Mf is the moment
capacity of the flanges alone), then a contribution Vf from the flanges may be
included in the shear buckling resistance. For symmetric plate girders (without
lipped flanges) this is obtained from:
=
Vf

( 2b + t ) T 2 p yf   M
1 − 
c
  M f





2




(4.39)
where:
c
pyf
=

3.5 ( 2b + t )T 2 p yf
0.17 +

td 2 p yw


a


is the design strength of flange
b and T are defined in Figure 3.2.
43
c / a ≤ 0.65
(4.40)
Discuss me ...
If an axial force F is also applied, the value of Mf, should be reduced by a
factor:

1

−
F
[ Af 1
+ A f 2 ] p yf



(4.41)
where Af1 and Af2 are the areas of the flanges
4.4.6 Web bearing, crippling and buckling
Provided that the flanges are laterally restrained, the resistance of an unstiffened
web to forces from concentrated loads or support reactions will be governed by
one of three possible failure modes:
•
bearing of the web close to the flange, accompanied by plastic deformation
of the flange,
•
crippling of the web, in the form of localised buckling and crushing of the
web close to the flange, accompanied by plastic deformation of the flange,
•
buckling of the web over most of the depth of the member.
For cold formed structural sections, the guidance in BS 5950-5, clause 5.3 for
carbon steel can be adopted[26].
For welded structural sections, the following approach should be adopted, based
on the guidance in Eurocode 3 Part 1.5[25].
The design transverse force, Fx should not exceed the resistance of the web to
transverse forces, i.e.:
Fx
≤
p yw L eff t
(4.42)
where Leff is the effective length for resistance to transverse forces, and is a
function of the stiff bearing length, b1 and effective loaded length, ly. Leff is
determined from the following rules that are applicable for welded girders
provided that the flanges are held in position in the lateral direction either by
their own stiffness or by bracings.
In addition the effect of the transverse force on the moment resistance of the
member should be considered.
To determine Leff, a distinction should be made between three types of force
application, as follows:
•
Forces applied through one flange and resisted by shear forces in the web
(Figure 4.4, Type a).
•
Forces applied to one flange and transferred through the web directly to the
other flange (Figure 4.4, Type b).
•
Forces applied through one flange close to an unstiffened end (Figure 4.4,
Type c).
44
Discuss me ...
Type a
Type b
Fx
Fx
b1
F V1
d 
kF = 6 + 2  
 a 
Figure 4.4
Type c
Fx
b1
F V2
2
d 
kF = 3.5 + 2  
 a 
be
2
b1
F
 b + be 
kF = 2 + 6  1
≤6
 d 
Buckling coefficients for different types of force
application
Length of stiff bearing
The length of stiff bearing, b1, on the flange is the distance over which the
applied force is effectively distributed and it may be determined by dispersion of
load through solid steel material at a slope of 1:1, see Figure 4.5. However, b1
should not be taken as larger than d.
If several concentrated loads are closely spaced, the resistance should be
checked for each individual load as well as for the total load with b1 as the
centre-to-centre distance between outer loads.
45°
45°
Fx
Fx
Fx
Fx
Fx
tf
b1
Figure 4.5
b1
b1
b1
b1=0
Length of stiff bearing, b1
Effective loaded length
The effective loaded length ly should be calculated using two dimensionless
parameters m1 and m2 obtained from:
p yf ( 2 b + t )
=
m1
(4.43)
p yw t
λ F > 0.5 ,
m2
=
d 
0.02  
T 
λ F ≤ 0.5 ,
m2
=
0
2
(4.44)
For types a) and b) in Figure 4.4, ly should be obtained using
ly
=
[
b1 + 2T 1 +
m1 + m 2
]
(4.45)
For type c) ly should be obtained as the smaller of the expressions (4.45), (4.46)
and (4.47). However, b1 in expression (4.45) should be taken as zero if the
45
Discuss me ...
structure that introduces the force does not follow the slope of the girder, see
Figure 4.5.
ly
=

le +T 


ly
=
le +T
 le 

+ 
2
 T 
m1
2

+ m2 


m1 + m 2
(4.46)
(4.47)
where le is given by
k F Et 2
=
le
≤
2 pyw d
b1 + be
(4.48)
Effective length of resistance
The effective length of resistance should be obtained from:
=
L eff
χ F ly
(4.49)
where:
χF
=
λF
=
F cr
=
0.5
λF
≤
1.0
l y t p yw
(4.51)
F cr
0.9 k F E
(4.50)
t
3
(4.52)
d
where:
kF
is the buckling coefficient for different types of force application
(Figure 4.4)
ly
is the effective loaded length.
4.4.7 Transverse stiffeners
Transverse stiffeners at supports and at positions where significant external
forces are applied should preferably be double-sided and symmetric about the
centreline of the web. These stiffeners should be checked for cross-section
crushing and buckling. Intermediate stiffeners not subject to external forces
need only be checked for buckling.
The effective cross-section to be used in the buckling check should include a
width of web plate either side of the stiffener equal to 11 εt but not greater than
the actual width of web available (e.g. at the end of a member) nor greater than
0.5 a where a is the spacing of transverse stiffeners.
The buckling resistance of symmetric stiffeners may be determined from
Section 4.3.3 using α= 0.76, λ0 = 0.2 and an effective length of not less than
0.75 d, or more if appropriate for the conditions of restraint (e.g. for
intermediate stiffeners not joined to both flanges). For single-sided or other
asymmetric stiffeners the resulting eccentricity should be allowed for using
Section 4.5.2.
46
Discuss me ...
At supports or at intermediate positions where significant loads are applied, the
buckling resistance should at least be equal to the reaction or applied load.
At other intermediate positions, the compression force Fq in the stiffener may be
calculated from:
=
Fq
Fv − Vw
(4.53)
where:
Fv
is the shear force in the member
Vw
is defined in Section 4.4.5.
The above expression should be evaluated ignoring the presence of the stiffener.
The second moment of area of an intermediate stiffener cross-section, ITS should
satisfy the following:
For
a/d < 2,
I TS ≥ 1.5 d 3 t 3 / a 2
(4.54)
For
a/d ≥ 2,
I TS ≥ 0.75 d t 3
(4.55)
4.4.8 Deflection calculations
The deflection of elastic beams (i.e. those not containing a plastic hinge) may be
estimated by standard structural theory, except that the secant modulus of
elasticity appropriate to the stress level in the beam should be used instead of
Young’s modulus. The non-linear material stress-strain curve (Figure 2.1)
implies that the stiffness of a stainless steel component varies with the stress
level, the stiffness decreasing as the stress increases. Consequently, deflections
are greater than those for carbon steels and it is necessary to use a reduced
modulus to predict the behaviour of members in which high stresses occur.
Using standard structural theory but with the secant modulus corresponding to
the highest level of stress is a conservative method of estimating deflections.
For slender cross-sections and/or members subject to shear lag, an effective
section should be used in the calculations. A first estimate would be to use the
effective section based on the effective widths established in Section 3.8.4.
This can be refined by using an effective section based on the actual stress in
the elements by taking ε in Table 3.1 as:
ε
 275

E


 f 205,000 
=
0.5
(4.56)
where
f
is the actual stress in the element based on the effective cross-section.
The secant modulus, Es, to be used in deflection calculations should be
ascertained for the member with respect to the rolling direction. If the
orientation is not known, or cannot be ensured, then the lesser value of Es
should be assumed. The value of the secant modulus may be obtained as
follows:
Es
=
E st + E sc
(4.57)
2
47
Discuss me ...
where Est and Esc are the secant moduli corresponding to the stress in the
tension flange and compression flange respectively.
Values of Est and Esc for a given stress ratio may be read from Table 4.4 using
linear interpolation as necessary. Alternatively, values of the secant moduli Est
and Esc for the appropriate orientation and stress ratio can be estimated from the
following equation using the constants given in Table 4.3.
Est
=
E
 f 
1 + k t 
p 
 y
Esc
n −1
=
E
 f 
1 + k c 
p 
 y
(4.58)
n −1
where:
ft and fc are the actual values of stress, f, in the tension and compression
flange respectively
E
= 200,000 N/mm2
k
= 0.002
Table 4.3
E
py
(4.59)
Values of constants to be used for determining secant
moduli
Grade
n
py
N/mm2
k
1.4301 (304)
210
1.90
1.4307 (304L)
200
2.00
1.4541 (321)
200
2.00
1.4401 (316)
220
1.82
1.4404 (316L)
220
1.82
1.4571 (320)
220
1.82
1.4462 (2205)
460
0.87
Longitudinal
direction
Transverse
direction
6.5
8.5
7.0
9.0
5.0
5.0
Note:
It is conservative to use the values for n corresponding to the longitudinal direction.
48
Discuss me ...
Table 4.4
Secant modulus Es for deflection calculations
Secant modulus Es (kN/mm2)
Stress ratio
(f/py)
Grade 1.4301 (304)
Longitudinal
direction
Grade 1.4401 (316)
Transverse Longitudinal Transverse
direction
direction
direction
Grade 1.4462
(duplex 2205)
Either direction
0.00
200
200
200
200
200
0.20
200
200
200
200
200
0.25
200
200
200
200
199
0.30
199
200
200
200
199
0.35
199
200
199
200
197
0.40
198
200
199
200
196
0.42
197
199
198
200
195
0.44
196
199
197
199
194
0.46
195
199
197
199
193
0.48
193
198
196
199
191
0.50
192
198
194
199
190
0.52
190
197
193
198
188
0.54
188
196
191
197
186
0.56
185
195
189
197
184
0.58
183
194
187
195
182
0.60
179
192
184
194
180
0.62
176
190
181
192
177
0.64
172
187
178
190
175
0.66
168
184
174
188
172
0.68
163
181
170
185
169
0.70
158
177
165
181
165
0.72
152
172
160
177
162
0.74
147
167
154
172
159
0.76
141
161
148
166
155
Note: f is the (unfactored) SLS stress
4.5
Members subject to combined loading
4.5.1 Axial tension and bending
Tension members with moments should be checked for resistance to lateral
torsional buckling in accordance with Section 4.4.4 under the moment alone.
They should also be checked for capacity under the combined effects of axial
load and moment at the points of maximum bending moment and axial load.
The following relationship should be satisfied (this check is in accordance with
BS 5950-1, clause 4.8.2.2):
Ft
Ae p y
+
Mx
M cx
+
My
M cy
≤
1
where:
Ft
is the axial tensile load in the member at the critical location
Ae
is the effective net area (see Section 3.4)
49
(4.60)
Discuss me ...
Mx
is the moment about the major axis at the critical section
Mcx
is the moment capacity about the major axis in the absence of axial
load (Sections 4.4.2 and 4.4.3)
My
is the moment about the minor axis at the critical section
Mcy
is the moment capacity about the minor axis in the absence of axial
load (Sections 4.4.2 and 4.4.3).
Alternatively, the more exact method in BS 5950-1, clause 4.8.2.3 can be
applied for class 1 and class 2 cross-sections.
4.5.2 Axial compression and bending
Compression members with moments should be checked for local capacity at the
points of greatest bending moment and axial load. The member should also be
checked for overall buckling.
The following relationship should be satisfied (local capacity check):
For plastic, compact and semi-compact sections:
Fc
Ag p y
+
Mx
M cx
+
My
M cy
≤
1
(4.61)
For slender sections:
Fc
M + Fc ex M y + Fc e y
+ x
+
Aeff p y
M cx
M cy
≤ 1
(4.62)
where:
ex and ey are the shifts in the neutral axis of the effective cross-section when
the cross-section is subject to uniform compression (Figure 8.2). For
doubly symmetric slender cross-sections, both ex and ey are zero.
Aeff
is the effective cross-sectional area from 3.8.4
Ag
Fc
is the axial compressive load in the member at the critical location
Mx, My, Mcx and Mcy are as defined in Section 4.5.1 (see Section 4.4.2 and
4.4.3 for determination of Mcx and Mcy).
In addition, the combined effects of compressive loads and bending moments
should be checked in accordance with the following equations to prevent major
and minor axis buckling and lateral torsional buckling:
(a)
Fc
Pc
Fc
Pc1
For plastic, compact or semi-compact sections
+
+
mx Mx
py Z x
+
mLT MLT
Mb
my My
py Z y
+
my My
py Z y
≤ 1
≤
50
(4.63)
1
(4.64)
Discuss me ...
(b)
For slender sections
Fc mx M x + Fc ex m y M y + Fc e y
+
+
Pc
p y Z x eff
p y Z y eff
≤
Fc mLT M LT + Fc ex m y M y + Fc e y
+
+
Pc1
Mb
p y Z y eff
1
≤
(4.65)
1
(4.66)
where:
Mb
is the buckling resistance from 4.4.4
MLT is the maximum major axis moment in the segment length L governing
Mb
Mx
is the maximum major axis moment in the segment length Lx
governing Pcx
My
is the maximum minor axis moment in the segment length Ly
governing Pcy
Pc
is the smallest of Pcx, Pcy, Pcz and Pcxz (see Section 4.3.3)
Pc1
is the smallest of Pcy, Pcz and Pcxz
mx, my and mLT are equivalent uniform moment factors which should be
based upon the pattern of moments over the relevant segment length
mLT
is the equivalent uniform moment factor relating to the pattern of
major axis moment over the segment length LLT governing Mb and is
obtained from Table 18 in BS 5950-1
mx
major axis moment over the segment length Lx governing Pcx and
my
minor axis moment over the segment length Ly governing Pcy and
LLT
is the segment length between restraints against lateral-torsional
buckling
Lx
is the segment length between restraints against flexural buckling about
the major axis
Ly
is the segment length between restraints against flexural buckling about
the minor axis
ex and ey are as defined above.
Alternatively, the more exact methods in BS 5950-1, clauses 4.8.3.3.2 and
4.8.3.3.3 can be applied.
4.5.3 Biaxial bending
Members subject to moments about both axes in the absence of tensile or
compressive axial force should be designed in accordance with 4.5.2 taking
values of Fc as zero.
51
Discuss me ...
5
DESIGN OF CONNECTIONS
5.1
Design considerations and assumptions
The design of stainless steel connections requires particular attention to maintain
optimum corrosion resistance for connections that may become wet. The use of
carbon steel bolts with stainless steel structural elements should always be
avoided.
In situations where the connection is likely to be exposed to moisture, provision
should be made to isolate carbon steel and stainless steel elements to prevent
bimetallic corrosion. In welded connections involving carbon and stainless
steels, it is generally recommended that any paint system applied to the carbon
steel should extend over the weldment and onto the stainless steel by a few
centimetres.
The general principles of good detailing practice applicable to carbon steels also
apply to stainless steels and connections should be designed for ease of
fabrication, erection and requirements for subsequent inspection and
maintenance.
Where a connection is subject to impact, vibration, or frequent reversal of
significant stress, welding is the preferred method of joining.
These
connections should also be checked for the effects of fatigue.
5.2
Bolted connections
5.2.1 General
The recommendations of Section 5.2 apply to connections with bolts in
clearance holes where shear, tension or a combination of shear and tension is to
be carried. It is good practice to provide washers under both the bolt head and
the nut.
Shear forces are transferred by bearing between the bolts and the connected
parts. Reliance on shear resistance by frictional forces, as in the case of
friction grip bolted joints used in carbon steel structures, should be avoided in
stainless steel (see Section 5.4). The strength of a connection is to be taken as
the lesser of the strength of the connected parts and that of the fasteners.
Holes can be formed by drilling or punching. However, punching may
introduce crevices that can increase the susceptibility to localised corrosion in
corrosive environments.
The maximum clearances in standard holes are:
•
1 mm for M12 and M14 bolts (M14 is non standard)
•
2 mm for M16 to M24 bolts
•
3 mm for M27 and larger bolts
The following limitations on edge distance, end distance and bolt spacing should
be observed (Figure 5.1 defines the notation):
52
Discuss me ...
1.4D ≤ e1
kD
≤ e2
p1
≥ 2.5d
p2
≥ 3.0d
≤ the lesser of 11εt and 150 mm
≤ the lesser of 11εt and 150 mm
where:
t
is the thickness of the thinner outside ply
d
is the nominal diameter of the bolt
D
is the diameter of the hole
k
= 1.4 for a sheared or hand flame cut edge
k
= 1.25 for a rolled, machine flame cut, sawn or planed edge.
p1
Direction of
e2
p2
load transfer
Figure 5.1
e1
Edge distance, end distance and bolt spacing
These minimum distances are specified to prevent plate tearout and to allow
sufficient clearance for tools to install the bolts. The limits are broadly
consistent with BS 5950-1[10]. The maximum spacing of bolts in any direction
should be such that local compressive buckling of the plies is prevented. The
guidance in BS 5950-1, clause 6.2.1.2 may be followed.
Block shear failure through a group of bolt holes at a free edge should be
prevented by following the guidance in BS 5950-1, clause 6.2.4. This mode of
failure consists of failure in shear at the row of bolt holes along the shear face
of the hole group, accompanied by tensile rupture along the line of bolt holes on
the tension face of the hole group. It is rarely critical for standard types of
details.
5.2.2 Design strength
(a)
Shear capacity
The shear capacity of a bolt, Psb, should be taken as:
Psb = psb As
(5.1)
where:
psb
is the shear strength of bolt
= 0.48 Usb ≤ 0.69 Y0.2b for property class 50, 70 and 80 bolts and
other stainless steel bolts where Usb ≤ 800N/mm2
= 0.4 Usb for stainless steel bolts where 800 < Usb ≤ 1000 N/mm2
Usb
is the specified minimum tensile strength of the bolt
53
Discuss me ...
Y0.2b is the specified minimum stress at 0.2% permanent strain of the bolt
As
is the shear area, usually taken as the tensile stress area, unless it can
be guaranteed that the threaded portion will be excluded from the
shear plane, in which case it can be taken as the unthreaded shank
area.
Values for Usb and Y0.2b are given in Table 2.3.
(b)
Bearing capacity
The effective capacity of a bolt in bearing should be taken as the lesser of the
bearing capacity of the bolt, Pbb, and the bearing capacity of the connected ply,
Pbs, given by:
Pbb = d tp pbb
(5.2)
Pbs = d tp pbs ≤ 0.5 e1 tp pbs
(5.3)
where:
tp
is the thickness of the connected ply
pbb
is the bearing strength of the bolt = 0.72 (Usb + Y0.2b)
pbs
is the bearing strength of connected parts = 0.65 (Us + py)
Us
is the specified minimum tensile strength of the connected ply, given
in Table 2.2
py
is the design strength of the connected ply, defined in Section 2.2.2
d and e1 are defined in Section 5.2.1.
(c)
Tension capacity
The tensile force per bolt Ft transmitted by the connection should not exceed the
nominal tension capacity Pnom of the bolt. Pnom can be determined from the
following ‘simple’ method, where the prying force need not be calculated:
Pnom = 0.8 ptb At
(5.4)
where:
pt
is the tension strength of the bolt = 0.7 Usb ≤ Y0.2b
At
is the tensile stress area as specified in the appropriate bolt standard.
For bolts where the tensile stress area is not defined, At should be
taken as the area at the bottom of the threads.
Note that this method may only be used if the connection satisfies both of the
following:
•
the cross-centre spacing of the bolt-lines, s should not exceed 55% of the
flange width or end-plate width (Figure 5.2)
•
if a connected part is designed assuming double curvature bending, its
moment capacity per unit width should be taken as py tp2/6, where tp is the
thickness of the connected part.
54
Discuss me ...
s ≤ 0.55B
s
B
Figure 5.2
Maximum cross-centres of bolt lines for the simple method
of calculating Pnom (no explicit determination of prying
forces)
Alternatively, a more exact method given in BS 5950-1, clause 6.3.4.3 may be
followed, which involves a calculation of the prying force.
The tensile capacity for tie bars and long stud bolts not subject to prying forces
may be increased by removing the 0.8 factor in expression (5.4) (i.e. Pnom = pt
At).
The thread on the stud bolts or tie bars should comply with BS ISO 68-1[27], BS
ISO 261[28] and BS ISO 262[29].
(d)
Combined shear and tension
When bolts are subject to both shear and tension, the following relationship
should be satisfied in addition to (a), (b) and (c) above:
Fs
Psb
+
Ft
P nom
≤ 1.4
(5.5)
where:
(e)
Fs
is the shear force
Ft
is the tension force
Design strengths for commonly used bolts
Table 5.1 gives the shear, bearing and tension strengths of stainless steel bolts.
Table 5.2 gives the bearing strength of connected parts for common austenitic
grades for bolts in clearance holes. Table 5.3 gives shear and tension capacities
of M12 to M24 bolts in clearance holes (values for tension are calculated by the
simple method and thus include a 20% allowance for prying forces).
55
Discuss me ...
Table 5.1
Strengths of bolts in clearance holes
Bolt grade
(BS EN ISO
3506)
Property
class
(BS EN ISO
3506)
Shear strength
psb
Bearing strength
pbb
Tension strength
pt
(N/mm2)
(N/mm2)
(N/mm2)
50
145
511
210
70
311
828
450
80
384
1008
560
A1, A2 and
A4
Table 5.2
Bearing strength of connected parts
Grade of connected
part
Bearing strength of connected parts
for ordinary bolts in clearance
holes, pbs , (N/mm2)
1.4307 (304L)
468
1.4301 (304)
475
1.4401 and 1.4404
(316 and 316L)
488
Table 5.3
Bolt size
M12
M16
M20
M24
Shear and tension capacities of bolts in clearance holes
Property class
(BS EN 3506)
Shear capacity
Psb
(kN)
12.2
26.2
32.4
22.7
48.7
60.3
35.5
76.1
94.1
51.1
109.6
135.6
50
70
80
50
70
80
50
70
80
50
70
80
(1)
Tension capacity
Pnom
(kN)
14.2
30.3
37.8
26.4
56.5
70.3
41.2
88.2
109.8
59.3
127.1
158.1
(2)
Notes:
(1) The shear area, As has been taken as the tensile stress area of the bolt, At.
(2) The tension capacity is as given by expression (5.4) and thus includes a 20% allowance
for prying.
5.2.3 Long joints, large grip lengths and thick packing
For splices of unusual length (say 500 mm upwards), or when the grip length
(i.e. the total thickness of the connected plies) exceeds 5 bolt diameters, or the
thickness of packing exceeds d/3, the shear capacity might be reduced. In the
absence of data for stainless steel, it is recommended to use the carbon steel
rules for these situations (e.g. BS 5950-1, clauses 6.3.2.5 and 6.3.2.3 and
6.3.2.2).
56
Discuss me ...
5.3
Pin connections
The guidance given in BS 5950-1, clause 6.5 is applicable.
5.4
Preloaded bolts
HSFG stainless steel bolts are not generally available. If stainless steel bolts are
highly torqued, galling can be a problem (see Section 7.6). Stainless steel
connections should not be designed as slip resistant unless acceptability in the
particular application can be demonstrated by test.
5.5
Securing nuts against vibration
To prevent bolt assemblies from becoming loose when subject to continued
vibration, lock nuts are effective solutions. Several proprietary locking devices
for nuts are available.
5.6
Welded connections
5.6.1 General
The following recommendations apply to full and partial penetration butt welds
and to fillet welds made by an arc welding process.
Intermittent fillet welds and intermittent partial penetration butt welds should
only be used where crevice corrosion is unlikely to occur. Furthermore,
continuous partial penetration butt welds should be used with care in marine or
very heavily polluted onshore environments, particularly where capillary action
might occur.
5.6.2 Fillet welds
The angle of intersection of members connected by fillet welds should be such
that the angle between the fusion faces of a weld is not less than 60° and not
more than 120°. Outside these limits, the adequacy of the connection should be
determined on the basis of tests. As for carbon steel (see BS 5950-1, clause
6.7.2.5), a single fillet weld should not be used in situations that produce a
bending moment about the longitudinal axis of the weld if this causes tension at
the root of the weld.
The effective length of a fillet weld may be taken as the overall length of the
full-size fillet less one leg length, s, for each end which does not continue round
a corner. However, a fillet weld with an effective length less than 4s or less
than 40 mm should not be used to carry load.
The effective throat size, a, of a fillet weld should be taken as the perpendicular
distance from the root of the weld to a straight line joining the fusion faces that
lies within the cross-section of the weld.
The force per unit length transmitted by a fillet weld at a given point in its
length should be determined from the applied forces and moments, using the
elastic section properties of the weld or weld group, based on effective throat
sizes. The design stress in a fillet weld should be calculated as the force per
unit length transmitted by the weld, divided by the effective throat size a.
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The capacity should be taken as sufficient if, throughout the length of the weld,
the vector sum of the design stresses due to all forces and moments transmitted
by the weld does not exceed its design strength pw.
The design strength of the weld pw should be taken as:
pw = 0.5 Ue but not more than the lesser of 0.46 Us and py
(5.6)
where:
Us
is the specified minimum ultimate tensile strength of the weaker part
joined
Ue
is the minimum tensile strength of the electrode, as specified in the
relevant product standard
Note that the above value of 0.46 is slightly different from the value in
BS 5950-1 and is based on the Euro Inox Design Manual for Structural
Stainless Steel[23].
For austenitic stainless steel electrodes, typical values of Ue lie between 510
and 550 N/mm2, so the weld strength will be governed by the lesser of 0.46 Us
and py .
As an alternative, the directional method given in BS 5950-1, clause 6.8.7.3 can
be used. In this method the forces per unit length transmitted by the weld are
resolved into a longitudinal shear parallel to the axis of the weld and a resultant
transverse force perpendicular to this axis.
This method permits an
enhancement in the transverse weld capacity of up to 25%.
5.6.3 Butt welds
The design strength of a full penetration butt weld may be taken as equal to the
design strength of the weaker of the parts joined, provided that the weld
satisfies the recommendations of Section 5.6.1. Guidance on throat size of
partial penetration butt welds in BS 5950-1, clause 6.9.2 is applicable.
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6
FIRE RESISTANT DESIGN
6.1
General
This Section deals with the design of stainless steel structures that, for reasons
of general fire safety, are required to fulfil certain functions, in terms of
avoiding premature collapse of the structure (load bearing function), when
exposed to fire. The recommendations are only concerned with passive
methods of fire protection and are applicable to stainless steel grades and
structures that are generally designed within the rules of Sections 1 to 5 of this
document. The method is based on the current draft of the Eurocode for
structural steel fire design, prEN 1993-1-2[30].
Austenitic stainless steels generally retain a higher proportion of their room
temperature strength than carbon steels above temperatures of about 550°C, and
a higher proportion of their stiffness at all temperatures.
Table 6.1 gives the load factors for the fire limit state, which are taken from
BS 5950-8[11].
Table 6.1
Load factors for the fire limit state according to BS 5950-8
Load
Dead load
Load factor
1.00
Imposed loads:
Permanent:
• those specifically allowed for in design, e.g. plant, machinery
and fixed partitions
• in storage buildings or areas used for storage in other buildings
(including libraries and designated filing areas)
Non-permanent:
• in escape stairs and lobbies
• all other areas (imposed snow loads on roofs may be ignored)
Wind loads
1.00
1.00
1.00
0.80
0.33
The performance requirements of a stainless steel structure that may be
subjected to accidental fire loading are no different from those of carbon steel,
namely:
•
Where mechanical resistance is required at the fire limit state, the structure
should be designed and constructed in such a way that it maintains its load
bearing function during the relevant fire exposure.
•
Deformation criteria should be applied where the means of fire protection,
or the design criteria for separating elements, require the deformation of
the load bearing structure to be considered. However, it is not necessary
to consider the deformation of the load bearing structure if the fire
resistance of both the separating and load bearing elements is based on the
standard fire curve.
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6.2
Mechanical properties at elevated
temperatures
Table 6.2 gives strength and stiffness retention factors relative to the values at
20°C for the stress-strain relationship and the parameter g2,θ for four grades of
stainless steel at elevated temperatures. The factors are defined below:
kp0.2proof,θ 0.2% proof strength at temperature θ relative to design strength at
20 °C, i.e. p 0.2 proof,θ p y
g2,θ
a parameter used to calculate p2,θ , the strength at 2% total strain at
temperature θ, using the following expression:
p 2,θ = p 0.2 proof,θ + g 2 ,θ ( U s,θ − p 0.2 proof,θ )
(6.1)
kU,θ
ultimate strength at temperature θ relative to ultimate strength at
20 °C, i.e. U s,θ U s
kE,θ
slope of linear elastic range at temperature θ relative to slope at
20°C, i.e E θ E
where:
E
is Young’s modulus at 20°C (= 200,000 N/mm2)
py
is the design strength at 20°C, as defined in Section 2.2.2
Us
is the specified minimum tensile strength at 20°C, as given in
Table 2.2.
In determining the structural fire resistance of stainless steel members of classes
1, 2 and 3, the strength at 2% total strain, p2,θ , is used in place of the design
strength at ambient temperature, py.
However, in situations which require consideration of the deformation criteria,
the strength at a total strain of 1.0%, p1,θ is recommended as a basis for the
calculations instead of p2,θ. The value of p1,θ should be calculated using the
following relationship:
p 1,θ = p 0.2proof,θ + 0.5 g 2,θ ( U s,θ − p 0.2proof,θ )
(6.2)
For class 4 slender stainless steel sections, the elevated temperature 0.2% proof
strength values, p0.2proof,θ should be used. Values for p0.2proof,θ are given relative
to the yield strength at 20 °C by the factor kp0.2proof,θ in Table 6.2.
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Table 6.2
Temperature
θ (°C)
Retention factors for strength and stiffness and parameter
g2,θ at elevated temperature
Retention factor
kp 0.2proof,2
Parameter
g2,θ
Retention factor
kU,θ
Retention factor
kE,θ
Grade 1.4301 (304)
20
100
200
300
400
500
600
700
800
900
1000
1100
1200
1.00
0.82
0.68
0.64
0.60
0.54
0.49
0.40
0.27
0.14
0.06
0.03
0.00
0.26
0.24
0.19
0.19
0.19
0.19
0.22
0.26
0.35
0.38
0.40
0.40
0.40
1.00
0.87
0.77
0.73
0.72
0.67
0.58
0.43
0.27
0.15
0.07
0.03
0.00
1.00
0.96
0.92
0.88
0.84
0.80
0.76
0.71
0.63
0.45
0.20
0.17
0.00
Grade 1.4401 (316)
20
100
200
300
400
500
600
700
800
900
1000
1100
1200
1.00
0.88
0.76
0.71
0.66
0.63
0.61
0.51
0.40
0.19
0.10
0.06
0.00
0.24
0.24
0.24
0.24
0.21
0.20
0.19
0.24
0.35
0.38
0.40
0.40
0.40
1.00
0.93
0.87
0.84
0.83
0.79
0.72
0.55
0.34
0.18
0.09
0.06
0.00
1.00
0.96
0.92
0.88
0.84
0.80
0.76
0.71
0.63
0.45
0.20
0.17
0.00
0.35
0.35
0.32
0.30
0.28
0.30
0.33
0.40
0.41
0.45
0.47
0.47
0.47
1.00
0.87
0.78
0.78
0.74
0.68
0.44
0.32
0.16
0.10
0.05
0.03
0.00
1.00
0.96
0.92
0.88
0.84
0.80
0.76
0.71
0.63
0.45
0.20
0.17
0.00
0.35
0.35
0.32
0.30
0.28
0.30
0.33
0.40
0.41
0.45
0.47
0.47
0.47
1.00
0.93
0.85
0.83
0.82
0.71
0.57
0.38
0.29
0.12
0.04
0.02
0.00
1.00
0.96
0.92
0.88
0.84
0.80
0.76
0.71
0.63
0.45
0.20
0.17
0.00
Grade 1.4362 (SAF 2304)
20
1.00
100
0.82
200
0.68
300
0.63
400
0.61
500
0.61
600
0.36
700
0.25
800
0.15
900
0.07
1000
0.02
1100
0.01
1200
0.00
Grade 1.4462 (2205)
20
1.00
100
0.91
200
0.80
300
0.75
400
0.72
500
0.65
600
0.56
700
0.37
800
0.26
900
0.10
1000
0.03
1100
0.02
1200
0.00
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6.3
Thermal properties at elevated temperatures
6.3.1 Thermal elongation
The thermal elongation of austenitic stainless steel ∆l / l may be determined from
the following:
∆l / l = (16 + 4.79 × 10-3 θ
1.243 × 10-6 θ 2 ) × (θ 20) × 10-6
(6.3)
where:
l
is the length at 20 °C
∆l
is the temperature induced expansion
θ
is the steel temperature [°C].
6.3.2 Specific heat
The specific heat of stainless steel cs may be determined from the following:
cs = 450 + 0.280θ - 2.91 × 10-4 θ 2 + 1.34 × 10-7 θ 3 J/kg°C
(6.4)
where:
θ
6.3.3 Thermal conductivity
The thermal conductivity of stainless steel λ may be determined from the
following:
λ = 14.6 + 1.27 × 10-2 θ W/m°C
(6.5)
where:
θ
6.4
Determination of structural fire resistance
Structural fire resistance may be determined either by testing or by the following
calculation method.
6.4.1 Cross-section classification
In fire design, the method of classification of cross-sections described in
Section 3 of this publication should be adopted, using ambient temperature
design properties.
6.4.2 Tension members
The design capacity Pt,θ of a tension member at a uniform temperature θ is
given by:
Pt,θ = kp2,θ Pt
(6.6)
where:
kp2,θ
= p2,2/py i.e. the retention factor for the strength at 2% total strain at
temperature θ (see Section 6.2)
Pt
is the tension capacity of the cross-section at ambient temperature
according to Section 4.2.
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Where the temperature in the member is non-uniform, the capacity is given by:
P t,θ ,n
=
n
∑ Ai
i =1
k p2,θ ,i p y
(6.7)
where:
Ai
is the area of the ith element of the cross-section, which is at
temperature θ i
kp2,θ,i is the retention factor for the strength at 2% total strain at temperature
θ i (see Section 6.2).
6.4.3 Compression members
The following recommendations apply to cross-sections that are:
•
cold formed, open cross-sections (not welded), e.g. channels or angles, or
•
cold formed hollow cross-sections (seam welded or seamless), e.g. circular
or rectangular hollow sections.
The compression resistance Pc,θ of a compression member at a uniform
temperature θ is given by:
Pc,θ = χθ Ag kp2,θ py
for class 1, 2 or 3 cross sections
(6.8)
Pc,θ = χθ Aeff kp0.2proof,θ py
(6.9)
where:
χθ
is the reduction factor for flexural buckling in fire, determined from
Table 6.3
kp2,θ and kp0.2proof,θ are retention factors at temperature. θ
The non-dimensional slenderness λθ at temperature θ is given by:
λ θ = λ [ kp2,θ / kE,θ ]0.5
for class 1, 2 or 3 cross sections
(6.10)
λ θ = λ [ kp0.2proof,θ / kE,θ ]0.5
(6.11)
where:
kE,θ
is the retention factor for the slope of the linear elastic range at
temperature θ (see Section 6.2)
In the absence of any guidance on the behaviour of members failing by torsional
or torsional-flexural buckling in fire, it is recommended that the reduction factor
for flexural buckling is also used for torsional and torsional-flexural buckling.
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Table 6.3
λ θ or λ LT,θ
Buckling reduction factors for compression and bending
members of cold formed sections in fire
Buckling reduction factor Pθ or PLT,θθ
Grade 1.4301
Grade 1.4401
Grade 1.4362
Grade 1.4462
1.000
0.973
0.948
0.923
0.899
0.875
0.818
0.762
0.706
0.650
0.595
0.543
0.493
0.446
0.404
0.365
0.331
0.300
0.273
0.249
0.227
0.208
0.191
0.176
0.163
0.151
0.140
0.131
0.122
0.114
0.107
0.100
0.094
0.089
1.000
0.974
0.949
0.925
0.901
0.878
0.821
0.766
0.710
0.655
0.600
0.547
0.497
0.450
0.407
0.368
0.333
0.302
0.275
0.250
0.229
0.210
0.193
0.178
0.164
0.152
0.141
0.131
0.123
0.115
0.107
0.101
0.095
0.089
1.000
0.980
0.961
0.943
0.925
0.906
0.861
0.814
0.765
0.713
0.660
0.606
0.552
0.501
0.452
0.408
0.368
0.333
0.301
0.273
0.249
0.227
0.208
0.191
0.176
0.163
0.151
0.140
0.130
0.121
0.114
0.106
0.100
0.094
1.000
0.982
0.964
0.947
0.929
0.912
0.869
0.824
0.776
0.726
0.673
0.619
0.565
0.512
0.463
0.417
0.376
0.340
0.307
0.279
0.253
0.231
0.211
0.194
0.179
0.165
0.153
0.142
0.132
0.123
0.115
0.108
0.101
0.095
0.0
0.04
0.08
0.12
0.16
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1.0
1.1
1.2
1.3
1.4
1.5
1.6
1.7
1.8
1.9
2.0
2.1
2.2
2.3
2.4
2.5
2.6
2.7
2.8
2.9
3.0
Note
χè =
1
2
ϕè + ϕè − λ è2


235
ϕ è = 0.51 + 0.65λ è
+ λ è2 


py


Where the temperature of the member is non-uniform, the compression
resistance may conservatively be estimated by assuming a uniform temperature
that is equal to the maximum temperature in the member.
The buckling length LEfi of a column for fire design should generally be
determined as for ambient temperature design. However, in a braced frame,
LEfi may be determined by considering the column as fixed in direction at
continuous or semi-continuous connections to the column lengths in the fire
compartments above and below. This assumption can only be made if the fire
resistance of the building components that separate these fire compartments is
not less than the fire resistance of the column.
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In the case of a braced frame in which each storey comprises a separate fire
compartment with sufficient fire resistance, the buckling length of a column in
an intermediate storey is given by LEfi = 0.5L and in the top storey the buckling
length is given by LEfi = 0.7L , where L is the system length in the relevant
storey, as shown in Figure 6.1.
Shear wall or
other bracing
system
Separate fire
compartments
in each storey
Column length
exposed to fire
Deformation
mode in fire
L Efi,4 = 0.7L4
L4
Column length
exposed to fire
L3
L Efi,2 = 0.5L
L2
2
L1
Figure 6.1
Buckling lengths LEfi of columns in braced frames
6.4.4 Laterally restrained beams
The moment capacity Mc,θ of a cross-section at a uniform temperature θ may be
determined from:
Mc,θ = kp2,θ Mc
(6.12)
Mc,θ = kp0.2proof,θ Mc
(6.13)
where:
Mc
is the plastic moment resistance of the gross cross-section (class 1 or 2
cross-sections), the elastic moment resistance of the gross cross-section
(class 3 cross-sections) or the effective moment resistance of the
effective cross section (class 4 cross-sections) for design at ambient
temperatures in accordance with Section 4.4.2.
kp2,θ and kp0.2proof,θ are as defined in Section 6.4.3.
Where it is necessary to allow for the effects of shear, the reduced moment
resistance at ambient temperature according to Section 4.4.3 should be used.
The moment capacity Mc,θ,n of a cross-section in a member with a non-uniform
temperature distribution may conservatively be determined from:
Mc,θ,n = Mc,θ / κ1 κ2
(6.14)
where:
Mc,θ is the design moment resistance of the cross-section (or effective cross
section for slender cross-sections) at a uniform temperature θ equal to
the maximum temperature in the cross-section
κ1
is an adaptation factor for non-uniform temperature across the
cross-section, which should be taken as 0.7 for a beam exposed to fire
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on three sides with a composite or concrete slab on its fourth side, and
as 1.0 for a beam exposed to fire on all four sides
κ2
is an adaptation factor for non-uniform temperature along the beam,
which should be taken as 0.85 at the supports of a statically
indeterminate beam and as 1.0 for all other cases.
The shear capacity Pv,θ of a cross-section with a non-uniform temperature
distribution may be determined from:
Pv,θ
= kp2,θ,web Pv
(6.15)
Pv,θ
= kp0.2proof,θ,web Pv
(6.16)
where:
Pv
is the shear capacity of the gross cross-section at ambient temperature
according to Section 4.4.1.
θweb
is the temperature in the web of the section.
6.4.5 Laterally unrestrained beams
The buckling resistance moment Mb,θ of a laterally unrestrained beam should be
determined from:
Mb,θ = χLT,θ kp2,θ βW Sx py
(6.17)
Mb,θ = χLT,θ kp0.2proof,θ βW Sx py
(6.18)
where:
χLT,θ is the reduction factor for lateral torsional buckling in fire, determined
from Table 6.3
βW
kp2,θ and kp0.2proof,θ are the retention factors defined in Section 6.4.3 at the
maximum temperature θ reached anywhere in the section
The non-dimensional slenderness λLT,θ at temperature θ is given by:
λ LT,θ = λ LT [ kp2,θ / kE,θ ]0.5
(6.19)
λ LT,θ = λ LT [ kp0.2proof,θ / kE,θ ]0.5
(6.20)
where:
kE,θ
is the retention factor defined in Section 6.4.3 at temperature θ.
6.4.6 Members subject to axial compression and bending
The combined effects of compressive loads and bending moments should be
checked in accordance with the following expressions to prevent major and
minor axis buckling and lateral torsional buckling:
(a)
For class 1, 2 or 3 cross-sections:
F c ,fi
χ min, θ A g k p2,θ p y
+
k x M x,fi
k p2,θ M cx,θ
66
+
k y M y,fi
k p2, θ M cy,θ
≤
1
(6.21)
Discuss me ...
F c,fi
χ min ,θ A g k p 2,θ p y
+
k LT M x, fi
χ LT,θ k p2, θ β W S x p y
+
k y M y,fi
k p2,θ M cy,θ
≤
1
(6.22)
where:
Fc,fi, Mx,fi and My,fi are the axial load and bending moments at the fire limit
state
Mcx,θ and Mcy,θ are as defined in Section 6.4.4
kp2,θ
is the retention factor at temperature θ, as defined in Section 6.4.3
χmin,θ is the smallest reduction factor for flexural, torsional and torsionalflexural buckling at temperature θ, as defined in Section 6.4.3
χLT,θ is the reduction factor for lateral torsional buckling at temperature θ, as
defined in Section 6.4.5
kx
= 1−
µ x F c,fi
χ x,θ A g k p2, θ p y
≤3
with µ x = (1.2 β M,x − 3 ) λ x, θ + 0.44 β M,x − 0.29
ky
= 1−
µ y F c,fi
χ y,θ A g k p2,θ p y
(
≤3
)
with µ y = 2 β M,y − 5 λ y,θ + 0.44 β M,y − 0.29
kLT
= 1−
µ LT F c,fi
χ y,θ A g k p2,θ p y
≤ 0.8 and λ y,θ ≤ 1
≤1
with µ LT = 0.15 λ y,θ β M,LT − 0.15
βM
≤ 0.8
≤
0.9
is an equivalent uniform moment factor, given in Table 6.4
(b) For class 4 cross-sections:
F c,fi
χ min, θ A eff k p 0.2proof, θ p y
+
k x M x, fi + F c,fi e x
k p 0.2proof, θ M cx,è
+
k y M y,fi + F c,fi e y
k p 0.2proof, θ M cy,θ
≤1
(6.23)
F c,fi
χ y,θ A eff k p0.2proof, θ p y
+
k LT M x, fi + F c,fi e x
χ LT,θ k p0.2proof, θ β W S x p y
+
k y M y,fi + F c,fi e y
k p0.2proof, θ M cy,θ
≤1
(6.24)
where the terms are defined in (a) above except that in the calculation of kx, ky,
and kLT, Ag should be replaced by Aeff and kp2,θ should be replaced by kp 0.2proof,θ ,
where kp 0.2proof,θ is defined in Section 6.2.
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Equivalent uniform moment factors, βM
Table 6.4
Moment diagram
Equivalent uniform moment factor βM
End moments
βM,ψ = 1.8 – 0.7ψ
M1
ψ M1
-1 ≤ ψ ≤ 1
Moments due to in-plane lateral loads
βM,Q = 1.3
MQ
βM,Q = 1.4
MQ
Moments due to in-plane lateral loads
plus end moments
M1
(
MQ
β M ,Q − β M ,ψ
∆M
)
∆M
β M = β M ,ψ +
∆M
MQ = max M due to lateral load only
∆M
For moment diagram without change of
sign:
∆M =max M
∆M
For moment diagram with change of sign:
∆M = max M+ min M
MQ
M1
MQ
M1
MQ
M1
MQ
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6.5
Calculation of temperature rise in stainless
steel
The method for calculating the temperature rise in carbon steel can also be
applied to stainless steel.
The incremental rise in temperature of a uniformly heated bare stainless steel
section in time interval t is given by:
∆θ s
=
αc +αr Hp
cs ρ s
Ag
(θ f
− θ s ) ∆t
(6.25)
where:
cs
is the specific heat of stainless steel (J/kg°C), as given in Section 6.3.2
ρs
is the density of stainless steel (kg/m3), as given in Table 2.4 (usually
considered as temperature independent)
θf
is the temperature (°C) of the fire at a particular time t (secs)
θs
is the temperature of the stainless steel section (°C) which is assumed
to be uniform, at time t
Hp/Ag is the section factor (m-1), i.e. the ratio of the heated perimeter Hp to
the gross cross-sectional area, Ag
αc
is the coefficient of heat transfer by convection (usually taken as
25W/m2 °C)
αr
is the coefficient of heat transfer by radiation, given by:
αr =
5.67 ε
θf −θs
[(θ
f
]
+ 273 ) 4 − (θ s + 273 ) 4 × 10
−8
(6.26)
The parameter ε is the resultant emissivity and represents the radiation
transmitted between the fire and the metal surface and its magnitude depends on
the degree of direct exposure of the element to the fire. Elements which are
partially shielded from the radiant effects of the heat of the fire would have a
lower value of ε. Conservatively ε may be taken as 0.5.
The above equation for the incremental temperature rise may be used to
determine steel temperatures by incremental integration, if the variation of the
fire temperature with time is known. The standard temperature–time curve for
a cellulosic fire is given in DD ENV 1991-2-2[31]:
θ f = 20 + 345 log10 (8t + 1)
(6.27)
where:
t
is the elapsed time (minutes).
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7
FABRICATION ASPECTS
7.1
General
Stainless steel is not a difficult material to fabricate; it can be readily cut,
formed and welded. Many fabrication and joining processes are similar to those
used for carbon steel, but the different characteristics of stainless steel require
special attention.
An overriding objective is to maintain the steel's corrosion resistance. It is
essential to ensure at all stages of storing, handling, forming and welding that
mechanical or other damage to the surface (i.e. the oxide layer) is minimized
and the good surface appearance is preserved. This is particularly important
because stainless steel is usually specified for its corrosion resistance, aesthetic
appeal or both. Care is required in storing and handling stainless steel where
the material has been selected for its surface finish (especially bright annealed
or polished finishes).
It is important to avoid contamination of the surface of stainless steel
components by carbon steel and iron at all stages of fabrication, handling,
storage, transportation and erection. This is to prevent carbon steel pick-up,
which may subsequently rust and stain the surface. Measures should be taken
by the fabricator to prevent such contamination; these may include the use of
quarantined work areas, the use of tools which are dedicated only to stainless
steel, the use of stainless steel wire brushes or wool, avoiding the use of carbon
steel lifting tackle and protecting the forks of fork lift trucks.
Contact with organic contaminants such as oils, greases, dyes, glues, adhesive
tape and other similar deposits should be avoided. When they are used, their
suitability should be checked with their manufacturer.
Achieving specified dimensions in stainless steel structures can be more difficult
than in carbon steel structures because of stainless steel’s tendency to spring
back after bending (Section 7.3.2) and its higher coefficient of thermal
expansion and lower thermal conductivity (see also Section 7.4.2 for specific
guidance on controlling distortion arising from welding). Consequently, higher
tolerances may have to be accepted than those for carbon steel. In detailing
joints, consideration should be given to these higher tolerances and to clearances
for bolts near corners.
In the absence of a national specification, fabrication and erection of stainless
steel structures should be carried out in accordance with the European
specification DD ENV 1090 Execution of steel, Part 6 Supplementary rules for
stainless steels[32].
7.2
Storage and handling
Generally, greater care is required in storing and handling stainless steel than
carbon steel, to avoid damaging the surface finish (especially for bright annealed
or polished finishes) and to avoid contamination by carbon steel and iron.
Storage and handling procedures should be agreed between the relevant parties
to the contract in advance of any fabrication and in sufficient detail to
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accommodate any special requirements.
instance, the following items:
The procedures should cover, for
•
The steel should be inspected immediately after delivery for any surface
damage.
•
The steel may have a protective plastic or other coating. This should be
left on as long as possible, removing it just before final fabrication. The
protective covering should be called for in the procurement document if it
is required (e.g. for bright annealed finishes).
•
Storage in salt-laden humid atmospheres should be avoided. Storage racks
should not have carbon steel rubbing surfaces and should, therefore, be
protected by wooden, rubber or plastic battens or sheaths. Sheets and
plates should preferably be stacked vertically; horizontally stacked sheets
may get walked upon, with a risk of iron contamination and surface
damage.
•
Carbon steel lifting tackle, e.g. chains, hooks, and cleats, should be
avoided. The use of isolating materials, or the use of suction cups, will
prevent iron pick-up. The forks of fork lift trucks should also be so
protected.
•
Contact with chemicals, including undue amounts of oils and greases
(which may stain some finishes), should be avoided.
•
Ideally, segregated fabrication areas for carbon steel and stainless steel
should be used. Only tools dedicated to stainless steel should be employed
(this particularly applies to grinding wheels and wire brushes). Note that
wire brushes and wire wool should be of stainless steel and generally in a
grade that is equivalent in terms of corrosion resistance (e.g. do not use
ferritic stainless steel brushes on austenitic stainless steel).
•
As a precaution during fabrication and erection, it is advisable to ensure
that any sharp burrs formed during shearing operations are removed.
•
Consideration should be given to any requirements needed in protecting the
finished fabrication during transportation.
7.3
Shaping operations
7.3.1 Cutting
Stainless steel may be cut using standard mechanical cutting methods, including
shearing and sawing. Cutting machine power requirements will be greater than
those used for similar thicknesses of carbon steel, due to the work hardening of
the steel. If possible, cutting (and machining in general), should be carried out
when the metal is in the annealed (softened) state to limit tool wear.
For cutting straight lines, guillotine shearing is widely used. By using open
ended guillotines, a continuous cut greater in length than the shear blades can be
achieved, although at the risk of introducing small steps in the cut edge.
Thermal cutting techniques, such as plasma arc, are also used, particularly for
cutting thick plates and profiles and where the cut edges are to be machined,
e.g. for weld preparation. Where the thickness of material allows, laser cutting
is a useful technique. Specialist water-jet cutting can also be used on stainless
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steel. These low or zero heat input cutting methods are useful in reducing or
eliminating the risk of distortion during cutting complex shapes.
Oxyacetylene cutting is not satisfactory for cutting stainless steel unless a
powder fluxing technique is used.
7.3.2 Cold forming
Stainless steel is readily shaped by commonly used cold forming techniques
such as roll-bending, spinning, pressing and deep drawing. For structural
applications, press brake bending is the most relevant technique, though roll
forming may be more economic for high volume thin gauge products. The
power requirement for bending stainless steel will be higher than for bending
carbon steel, due to work hardening. Furthermore, stainless steel has to be
overbent (to counteract the effects of springback) to a slightly higher degree
than carbon steel.
Stainless steel's high ductility allows small radii to be formed. It is generally
recommended that the minimum inside bend radii should be 2.0t for austenitic
grades and 2.5t for duplex grades, where t is the thickness of the material.
However, smaller radii are achievable, depending on the forming technique and
configuration of the forming equipment.
When bending hollow sections the following guidance may be given:
•
the outer tube diameter to wall thickness ratio should not exceed 15 (to
avoid costly tooling).
•
the bend radius (to centreline of tube) should not be less than 2.5D, where
D is the outer diameter
•
any welding bead should be positioned close to the neutral axis, to reduce
the bending stresses at the weld.
7.3.3 Holes
Holes may be drilled or punched. In drilling, positive cutting must be
maintained to avoid work hardening and this requires sharp bits with correct
angles of rake and correct cutting speeds. The use of a round tipped centre
punch is not recommended, as this work hardens the surface. Either a centre
drill should be used or, if a centre punch has to be used, it should be of the
triangular pointed type. Punched holes can be made in austenitic stainless steel
up to about 20 mm in thickness. The minimum diameter of hole that can be
punched is 2 mm greater than the sheet thickness. Punched holes should be
avoided in corrosive environments because of crevicing that may possibly lead
to local corrosion.
Hardened washers may be necessary under bolt heads to prevent any tendency
to dig into the surface because of the soft surface on some grades of stainless
steel.
7.4
Welding
7.4.1 Specifications and processes
The welding of all the grades covered by this design guide is widely and
successfully carried out using normal processes. General cleanliness and the
absence of contamination are important for attaining good weld quality. Weld
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contamination from zinc, including that arising from galvanised products, and
from copper and its alloys should be avoided. The “as welded” profile of
stainless steel is usually more important than with carbon steel and should be
specified.
It is essential that welds are made using correct procedures to ensure the
strength of the weld, achieve a defined weld profile and maintain corrosion
resistance of the weld and surrounding material. The relevant specification for
welding stainless steels is BS EN 1011 Requirements for fusion welding of
metallic materials, Part 3: Stainless steels[33]. Welding should be carried out to
an approved welding procedure according to a standard such as BS EN 288-2[34].
Welders should be approved in accordance with BS EN 287-1[35].
Manual metal arc (MMA), metal inert gas (MIG), tungsten inert gas (TIG) and
resistance welding are all suitable methods for welding stainless steel. The
shielding gas used in MIG and TIG processes should not contain carbon
dioxide, to avoid the possibility of decomposition leading to carbon pick-up.
Pre-heat is not necessary or desirable when welding austenitic, ferritic and
duplex stainless steels. In the case of duplex grades, nitrogen shielding gas
should be avoided. It is possible to weld stainless steel to other materials,
including carbon steel, provided that the appropriate filler is used. The
accepted procedure is to use an over-alloyed austenitic electrode to ensure
adequate mechanical properties and corrosion resistance. (Generally a filler of
grade 23 12 L (309) to BS EN 12072[36] is suitable for welding grade 1.4301
(304) to carbon steel.)
Compatible consumables should be used, such that the weld yield and ultimate
strengths exceed those of the parent material and the risk of solidification
cracking is minimised. The weld should be at least as corrosion resistant as the
parent material.
All welding consumables should conform with the
requirements specified in DD ENV 1090-6[32].
Welding deficiencies such as undercut, lack of penetration, weld spatter, slag
and stray arc strikes are all potential sites for crevice corrosion and must be
avoided. Stray arc strikes or arcing at loose earth connections can also damage
the passive layer and possibly give rise to corrosion; they must be avoided also.
Surface weld inspection for stainless steel is usually carried out using dye
penetration inspection (DPI).
7.4.2 Welding distortion
The distortion of stainless steel, particularly of austenitic grades, can be a
problem because of their higher coefficients of thermal expansion and lower
thermal conductivities. The following guidelines will help control welding
distortions:
•
Minimise the extent of welding.
•
Minimise the amount of deposited weld metal (e.g. use double V
preparations in preference to single V).
•
Use symmetrical joints.
•
Design to accommodate dimensional tolerances.
•
Use efficient clamping jigs.
•
Use closely spaced tack welds laid in a balanced sequence.
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•
Ensure that good fit up and alignment is obtained prior to welding.
•
Use the lowest heat input commensurate with the selected weld process.
•
Use balanced welding and appropriate sequences.
7.5
Finishing
The surface finish of stainless steel is often an important design consideration
and should be clearly specified according to architectural or functional
requirements. As a general rule, for a given grade in a given environment, the
finer the finish, the greater the cost and the better the corrosion resistance.
This is where precautions taken earlier in handling and welding will pay off.
Initial planning is important in reducing costs. For instance, if the tube to tube
weld in a handrail or balustrade is hidden inside an upright, there will be a
reduced finishing cost and a significant improvement in the final appearance of
the handrail.
After fabrication, the surface of the steel must be restored to its optimum
corrosion resisting condition. Spray or immersion pickling after fabrication will
remove weld scale, heat tint and surface iron contamination. Scale and heat tint
can be removed from welds with pickling paste by brush or using
electrochemical weld cleaning equipment. Loosened scale can be removed by
brush, but water jet is preferable as there is less risk of the spread of
contamination.
Abrasive treatments, such as grinding, polishing and buffing, produce
unidirectional finishes and thus the blending of welds may not be easy on
plates/sheets. A degree of experimentation may be required to determine
detailed procedures to obtain a suitable finish. Electrolytic polishing removes a
thin surface layer; a range of finishes from dull to a bright lustre can be
produced, depending largely on the initial surface of the material. There are
other finishing processes but these would only rarely be used for structural
stainless steel. See Reference 5 for more information.
It is worth noting again that the surface should be free of contaminants in the
assembled structure. Particular consideration should be given to the possibility
of contamination arising from work on adjacent carbon steelwork, especially
from grinding dust. Either the stainless steel should be protected by removable
plastic film, or final cleaning after completion of the structure should be
specified in the contract documents.
7.6
Galling and seizure
Bolting materials in the softened condition are prone to seizure or galling, which
occurs when the protective films on two surfaces are in rubbing contact and the
underlying surfaces weld together. This results in the inability to remove nuts
from bolts and invariably leads to considerable time wastage in maintenance
work when chiselling and flame cutting is necessary to remove bolts.
However, galling is a problem in limited circumstances only; it is only likely if
the initial assembly contains partly damaged threads, in fine threads or tight
fitting thread forms. Because of the absence of corrosion products, stainless
steel nuts and bolts are more prone to working loose under vibrating loads,
rather than to seizing.
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Stainless steel self-tapping screws used in a stainless steel base material can be
prone to seizure, particularly where the screws and base material are different
grades (see Section 2.3.2, Fasteners).
The following methods may be used to avoid galling problems:
•
Dissimilar standard grades of stainless steel may be used - which vary in
composition, work hardening rate and hardness (e.g. Grade A2-C2, A4-C4
or A2-A4 bolt-nut combinations from BS EN ISO 3506),
•
In severe cases, a proprietary high work-hardening stainless steel alloy may
be used for one component or hard surface coatings can be applied,
•
Anti-galling agents such as PTFE dry film spray.
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8
INTRODUCTION TO DESIGN TABLES
8.1
General
8.1.1 Scope
This publication includes design tables for gross section properties, section
classification and effective section properties and member capacities for a wide
range of cold formed stainless steel sections. The grades of stainless steel
covered are austenitic stainless steel grades 1.4301 (304), 1.4401/1.4404
(316/316L), and duplex grades 1.4362 (SAF 2304) and 1.4462 (2205).
The design tables cover seven structural forms of cold formed stainless steel
sections that are used in construction:
•
Circular hollow sections (CHS).
•
Rectangular hollow sections (RHS).
•
Square hollow sections (SHS).
•
Channels.
•
Double channels back to back
•
Equal angles.
•
Double equal angles back to back.
8.1.2 Double sections
For double sections, the section properties have been calculated on the basis that
the sections are back to back with no gap between them. For double sections
with a spacing between the two components, the properties given are thus
conservative, except for the buckling parameter, see Section 8.2.6.
8.1.3 Internal corner radius
In the design tables, it is assumed that the internal corner radius, ri , is twice
the section thickness, t, for all sections. This provides conservative design
information for sections with smaller internal corner radii, but see also
Section 7.3.2.
For rectangular hollow sections and channels:
d = D - 2(ri + t) and with ri = 2 t, this gives d = D - 6 t
For rectangular hollow sections:
b = B - 2(ri + t) and with ri = 2 t, this gives b = B - 6 t
For sections with larger internal radii, see Appendix C.
All the section properties have been calculated allowing for rounded corners,
except torsion and warping constants, where approximate formulae are used
instead.
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8.1.4 Organisation of design tables
For each structural form, three sets of design tables are given wherever
appropriate:
Section A - Dimensions and Gross Section Property Tables
These tables give the dimensions and the section properties of the gross
sections. The gross section properties are applicable to cold formed sections of
any grade of steel. The gross section properties have been calculated from the
nominal geometry of the cross-sections.
Section B - Section Classification and Effective Section Property Tables
These classify the sections according to Table 3.1 under different loading
conditions and give design data on the effective cross-sections for slender
sections. The effective section properties are related to the design strength of the
materials and thus four sets of properties are given for the different stainless
steel grades, i.e. grades 1.4301 (304), 1.4401/1.4404 (316/316L), 1.4362 (SAF
2304) and 1.4462 (2205). There are four classes of sections, namely: class 1
plastic, class 2 compact, class 3 semi-compact and class 4 slender. The section
classification depends on the width-to-thickness ratios of the elements of the
cross-sections. The effective section properties have been calculated from the
effective cross-sections of the structural form for slender sections. Properties
are presented for cross-sections under compression, and for bending about the
x and y axes.
Sections C, D, E, F - Member Capacity Tables
These give the capacities and resistances of cold formed stainless steel sections
as three typical structural members:
•
members in compression, or struts
•
members in tension, or ties
•
members in bending, or beams.
The capacities are determined in accordance with the design recommendations
given in Section 4.
For each structural form, the compression resistance tables present data for a
wide range of member effective lengths, from 1 m to 14 m for hollow sections
and from 1 m to 10 m for channels and angles (it is advisable for designers to
check the availability of members longer than 10 m). The moment capacity
tables give buckling resistance moments for single and double channels from
1 m to 10 m in length. Linear interpolation between the tabulated values is
permitted. The calculated values in the tables have been rounded to three
significant figures. A summary of the member capacity tables is given in
Table 8.1.
Note that it is not necessary to give any table for members subject to combined
loading because the main parameters required in these checks may be found in
the strut and the beam tables. Furthermore, an interaction formula using mx,
my, and mLT permits a less conservative approach than design with tabulated data
would allow.
No web bearing and buckling resistances are given.
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Summary of member capacity tables
Table 8.1
Structural form of cold formed stainless steel section
Type
Hollow sections
Channels
Circular Rectangular Square
Equal angles
Single
Double
Single
Double
Struts
T
T
T
T
T
T
T
Ties
-
-
-
-
-
T
T
Beams
T
T
T
T
T
-
-
8.1.5 Ranges of section sizes
At present, there is no specification on section sizes of cold formed stainless
steel sections for structural applications. Consequently, a wide variety of sizes
and shapes is used in practice. In order to provide practical design information,
a large number of stockholders, fabricators and manufacturers in the U.K. and
Europe were contacted during the preparation of this publication in order to
establish the most commonly used sizes for various section shapes.
Based on the collected information, ranges of section sizes for the cold formed
stainless steel sections presented in this publication were established according
to the following considerations:
(a) limitations in the process of cold forming
(b) practical sizes in typical use
(c) structural economy and effective use of material.
8.1.6 Axis convention
The convention adopted throughout this publication is shown in Figure 8.1.
x-x axis
major principal axis for single and double channels, rectangular
and square hollow sections, rectangular axis for single angles
but axis of symmetry for double angles
y-y axis
minor principal axis for single and double channels, rectangular
and square hollow sections, rectangular axis for single angles
axis normal to the axis of symmetry for double angles
u-u axis
major principal axis for single angles
v-v axis
minor principal axis for single angles
z-z axis
longitudinal axis along member length.
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B
D
b
y
y
y
t
D
d
x
x
t
D
x
D x
d
x
x
t
y
y
d = D - 6t
y
b
b = B - 6t
d = D - 6t
y
y
u
v
uo
x
cx
x
cy
u
xo
Centroid
d
Centroid
cy
D
t
x
d
x
Shear centre
v
y
d
Shear centre
t
y
d
y
y
b
xo
x
D
x
x
x
d
Centroid
d
Shear
centre
y
y
t
Centroid and
shear centre
cy
Figure 8.1
t
Axis convention and dimensions of sections
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8.1.7 Material
Table 8.2 gives the material properties used in the design tables.
Material properties used in design tables
Table 8.2
py (N/mm2)
Grade
1.4301 (304)
210
1.4401/1.4404 (316/316L)
220
1.4362 (SAF 2304)
400
1.4462 (2205)
460
Other properties
E = 200,000 N/mm2
G = 76,900 N/mm2
Density = 7900 kg/m3
8.1.8 Section sizes
For each section shape, a range of section sizes together with up to five section
thicknesses is given. External dimensions of the sections are used in the section
designation.
8.1.9 Units
The dimensions of sections are given in millimetres (mm).
The centimetre unit (cm) is used for the calculated properties, except for ex and
ey in Design Tables 11, 13 and 14, which are given in millimetres.
The mass and force units used are the kilogramme (kg), the newton (N) and the
metre per second per second (m/s2) so that 1 N = 1 kg × 1 m/s2. For
convenience a standard value of the acceleration due to gravity has been
generally accepted as 9.81 m/s2. Thus the force exerted by 1 kg under the
action of gravity is 9.81 N and the force exerted by 1 tonne (1000 kg) is
9.80665 kilonewtons (kN).
8.2
Gross section properties
8.2.1 Unit mass
A density of 7900 kg/m3 was used to calculate the unit mass of the sections. In
all cases, including double sections, the tabulated masses are for the steel
sections alone and no allowance has been made for connecting materials or
fittings.
8.2.2 Area, second moment of area and radius of gyration
The area, Ag, and the second moment of area (or ‘moment of inertia’), I, of the
gross cross-section have been calculated taking account of the rounded corners
of the sections. A useful design parameter for buckling calculations is the
radius of gyration, which is evaluated as follows:
r=
I
Ag
For a CHS,
I =
π
64
(D
4
− [D − 2t ]
80
4
)
and
r = 0.25 D
2
+ [D − 2t ]
2
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8.2.3 Elastic and plastic section modulus
The elastic section modulus of a section is used to calculate its elastic moment
capacity, based on its design strength. The elastic section modulus, Z, is
evaluated as follows:
Z =
I
y
where:
y
is the distance from the elastic neutral axis to the extreme fibre of the
section.
The elastic section modulus can be used to determine the stress at the extreme
fibre of the section. For channels under bending about the y-axis, only the
minimum section modulus, which relates to the toe of the cross-section, is
given.
The plastic section modulus, S, is the sum of the first moments of area of all the
elements in the cross-section about the equal area axis of the cross-section.
The plastic section modulus for CHS is given by:
(
S = 0.167 D − [ D − 2 t ] 3
3
)
8.2.4 Torsion constants
For rectangular and square hollow sections, the torsion constants, J and C are
J =
ht
3
3
+ 2 KA h
J
C=
t+
K
t
where:
Ah
= (B – t) (D – t) – rm2 (4 − π )
h
= 2 ( B − t + D – t ) - 2rm (4 − π )
K
=
rm
is the average corner radius = 0.5 ( re + ri ).
2 Ah t
h
For single angles and single channels, the torsion constant, J, is evaluated
conservatively as follows:
J =
Ag t
2
3
For double channels and double angles, the individual sections are
conservatively assumed to act separately from one another under torsion. Thus
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the torsional constants of the double sections are taken as double that of the
individual sections.
8.2.5 Warping constant
No warping constant is given for hollow sections, as it is not required for
design (see Section 4.3.3).
For channels and equal angles, the distance of the shear centre from the
centroid of the cross-section, xo , is illustrated in Figure 8.1. In both double
channels and double angles, the individual sections are conservatively assumed
to act separately from one another under warping. The warping constant, H, is
a)
Single channels
2
3
D m b m t  2 Dm + 3b m 
= [1 − 4 δ ]


12
 D m + 6 b m 
H
where:
b)
H
Dm
= D−t
bm
= b − 0.5 t
δ
is the correction factor due to rounded corners (given in 3.5).
= [1 − 4 δ ]
2
3
Dm bm t
3
This expression is based on the warping constant of an equivalent I-shape
section and modified for the presence of rounded corners. Dm, bm and δ are
defined above.
c)
H
Single equal angles
= (1 − 4 δ
)
t
3

t
 d −
2




3
18
δ is defined above.
d)
Double equal angles
The warping constant for double equal angles is double that of a single equal
angle of the same size.
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8.2.6 Buckling parameter and torsional index
The lateral torsional buckling check for unrestrained beams involves the
buckling parameter, u, and the torsional index, x. For single channels and
double channels, they are evaluated as follows:
u
 I y Sx 2γ
=
 A g2 H

where γ




=1−
0.25
x
= 1.132
Ag H
IyJ
Iy
Ix
The section properties of double channels have been calculated on the basis that
the sections are back to back with no gap between them. When calculating the
lateral torsional buckling resistance of double channels with a gap between the
components, the buckling parameter, u, should be set to 1.0.
8.3
Effective section properties
In general, slender elements of the cross-section of cold formed sections will
buckle under compression, while corners remain fully effective. An element is
slender if its width-to-thickness ratio exceeds the semi-compact limits given in
Table 3.1. Based on the effective width concept, effective cross-sections may
be established according to Table 3.2 for cross-sections under different loading
conditions. Since the effective section properties are related to the design
strength of the material, so the tables give effective section properties for each
of the four design strengths covered (210, 220, 400, and 460 N/mm2).
Circular hollow sections with a class 4 cross-section have been excluded from
the member capacity tables since no rules are given for calculating the effective
area of class 4 circular hollow sections.
8.3.1 Section classification
The section classification of a cross-section depends on the highest (least
favourable) class of its constituent elements that are partially or wholly in
compression. For each section, section classifications are given in the design
tables for cross-sections under axial compression and bending about the x and y
axes.
It has been conservatively assumed that the class of a double section follows that
of the single section, except for the flanges of double channels, which have been
classified according to the rules for welded elements.
8.3.2 Resistance factor under compression
The resistance factor under compression, βc, given in the design tables is
required in the calculation of the compression capacity of a cross-section. It is
defined in Section 4.3.3.
8.3.3 Shift in neutral axes
In the cross-section of single channels, single angles and double angles, there is
only one axis of symmetry and the neutral axis of the effective cross-section
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under compression does not coincide with that of the gross cross-section if the
section is slender. This shift of the neutral axis is denoted as ex and ey and the
sense is indicated in Figure 8.2.
Centroidal axis
of effective
cross-section
y
Centroidal axis
of gross
cross-section
Non-effective
zones
x
e y +ve
x
NB e y is positive towards the web
ey
y
Toe 1
y
x
ex
Non-effective
zones
e x +ve
e y +ve
x
NB e x is positive away from toe 1
e y is positive away from toe 2
Toe 2
Centroid
of effective
cross-section
ey
Centroid
of gross
cross-section
y
ey
Non-effective
zones
e y +ve
x
x
Toe 3
y
NB e y is positive away from toe 3
Centroidal axis of
gross cross-section
Centroidal axis of
effective cross-section
Figure 8.2
Shift in neutral axes of slender sections under compression
For slender sections, the shift of neutral axis, e, is required in the calculation of
the resistance of a member in compression because of the additional bending
moment induced in the cross-section due to the ‘P-δ ’ effect. Reference should
be made to Section 8.4.2 for the evaluation of compression resistances of
members with slender sections in compression.
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8.3.4 Effective second moment of area and effective section
modulus
Both the effective second moment of area, Ieff, and the effective section
modulus, Zeff, are given in the design tables, as they are required for the
calculation of deflection and moment capacity respectively.
8.3.5 Resistance factor under bending
The resistance factor under bending, βW, given in the design tables is required
in the calculation of the buckling resistance moment and is defined in
Section 4.4.4.
8.4
Members in compression
Sections which are classified as slender under axial compression are marked
using the symbol ‘*’ adjacent to the thickness in the design tables.
8.4.1 Compression resistance
The compression resistance of a member, Pc, is given by expression (4.8).
Values of Pc over a range of effective length are given in the design tables.
Table 8.3 gives the relevant elastic buckling loads and corresponding effective
lengths for flexural buckling and torsional-flexural buckling for the various
section shapes.
For double channels and double angles, the buckling curve for welded open
sections was used to calculate the reduction factor for buckling, χ.
The value of the effective length LEz for torsional-flexural buckling depends on
the degree of torsional and warping restraint.
For struts with concentric
connections, LEz can conservatively be taken as the larger of Lx and Ly. Guidance
on the calculation of LEz for struts with eccentric connections is given in
Section 8.4.2.
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Table 8.3
Critical elastic buckling loads with corresponding effective
lengths in the design tables
Flexural buckling
Major axis
Minor axis
Torsional-flexural
buckling
Elastic Effective Elastic Effective Elastic Effective
buckling length LE buckling length LE buckling length LE
load PE
load, PE
load, PE
Circular/square hollow
sections
Px
LEx
Py
LEy
-
-
Double channels back to
back
Px
LEx
Py
LEy
Pz
LEz 3)
Rectangular hollow
sections
Px
LEx
Py
LEy
Single channels/double
angles back to back
Px
LEx
Py
LEy
Pxz
LEz3)
Px=Py 2)
LEx =LEy
Pv
LEv
Puz
LEz4)
Single equal angles1)
Notes
1) For single angles, Lx = Ly = Lu = Lv
2) The x and y axes of single equal angles are not the principal axes but the rectangular axes.
3) LEz = max (Lx , Ly)
4) LEz = max (Lx , Lv)
8.4.2 Compression members with eccentric connections (single
channels, single angles and double angles back to back)
When loaded axially, these sections are subject to an additional moment due to
the eccentricity of the point of load application from the centroid of the
cross-section. Table 25 of BS 5950-1[10] gives slenderness ratios for single
channels, single angles and double angles back to back of carbon steel sections
for various end conditions. These were based on test results and take into
account both the effects of end fixity and end moments due to eccentricity of
connection on the buckling resistance.
However, no equivalent tests have been carried out on stainless steel sections,
which means it is not possible to give any comparable guidance. Until such
guidance has been developed, the following approach may be adopted.
•
The design rules for carbon steel given in Table 25 of BS 5950-1 may be
used to calculate an effective slenderness λ about each axis that takes into
account the effects of end fixity and eccentric connection.
•
For each axis, an effective length, LE to be used in the tables in this
publication can be calculated from LE = λr, where r is the appropriate
radius of gyration.
Note that the rules in BS 5950-1 apply only to flexural buckling. For torsionalflexural buckling, a conservative approach for making adequate allowance for
the effect of eccentric connection is to calculate LEz from the following:
For single channels:
LEz = max [Lx , Ly , 0.7 Ly + 30 ry ]
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For single angles:
LEz = max [ Lx , 0.7 Lx + 30rx , 0.7 Lv + 15rv ]
For double angles:
[
L Ez = max L y ,
0.7 L y + 30 r ym ,
(L
x
2
+ ( λ c r xm
)2
)
0.5
,
1.4 λ c r xm
]
where:
rxm and rym are the radii of gyration of the double angle back to back about the x
and y axes
λc =
Lc
≤ 50
rv
in which Lc is measured between interconnecting bolts for back to back struts,
or between end welds or end bolts of adjacent battens for battened angle struts.
It should be noted that for monosymmetric sections such as double angles, the x
axis is the axis of symmetry, which is not the convention adopted in Table 25 of
BS 5950-1.
This approach can be used for sections connected by one, two or more fasteners
at each end. In accordance with Table 25 of BS 5950-1, for single or double
angles connected by one bolt only, the compression resistance should be
reduced to 80% of the values given in the design tables.
If the section is slender, it must also be checked for the combined effects of the
axial load and moment caused by the shift in neutral axis and so the following
condition must be satisfied:
F Fex Fe y
+
+
Pc M cx M cy
≤1
where:
F
is the design axial compressive force
Pc
is the smallest of Pcx, Pcy, Pcz and Pcxz (see Section 4.3.3)
Mc
is the moment capacity= py Zeff
ex, ey is the shift of x or y neutral axis for slender sections under
compression (the values are given in the Effective Section Property
Tables).
8.4.3 Interconnections for double sections
For double channel and double angle sections, the compression resistances have
been calculated on the assumption that the double section acts as a single
integral member, i.e. the slenderness is based on the radius of gyration for the
double section. To achieve this, the members must be continuously connected.
If the sections are not continuously connected, then the compression resistance
about the axis parallel to the connected surfaces should be based on a higher
slenderness. In the absence of rules for stainless steel, the guidance for carbon
steel in clauses 4.7.9 to 4.7.13 of BS 5950-1[10] can be used, where the
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slenderness of the double section, λb is given by:
[
λb = λm 2 + λc 2
]
0.5
≥
1.4 λ c
where:
λm
is the slenderness of the double member about the axis parallel to the
connected surfaces
λc
is the slenderness of a single angle or channel (based on its minimum
radius of gyration) between interconnections and λc ≤ 50
An effective length LE to be used in the tables in this publication can be
calculated from this modified slenderness by setting LE = λbr.
The guidance in clause 4.7.13 of BS 5950-1 regarding the strength and
maximum pitch of interconnections is applicable.
For double angles with eccentric connections, the effect of the distance between
interconnection on the slenderness is taken into account in the method described
in Section 8.4.2. for making allowance for the additional moment due to the
eccentricity of the point of load application.
8.5
Members in tension
Tables are given for single and double angles in tension.
For single angles connected through one leg only or double angles connected to
the same side of a gusset or member, the equivalent tension area is given by:
For bolted connections: Equivalent tension area = (Ae – 0.5a2)
For welded connections: Equivalent tension area = (Ag – 0.3a2)
For double angles connected through one leg only when the gusset is between
the angles, the equivalent tension area is given by:
For bolted connections: Equivalent tension area = (Ae – 0.25a2)
For welded connections: Equivalent tension area = (Ag – 0.15a2)
where the terms are defined in Section 4.2.
The effective net area of a bolted equal angle section Ae is given by:
Ae = ae1 + ae2
but ≤ 1.2 (an1 + an2)
where:
ae1
=
Ke an1
but ≤ a1
ae2
=
Ke an2
but ≤ a2
an1
=
a1 – area of bolt holes in connected leg
an2
=
a2
Ke
is as defined in Section 3.4
a1
=
gross area of connected leg = dt
a2
=
Ag – a1.
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8.6
Members in bending
8.6.1 Moment capacity
The moment capacities Mc of the sections for bending about the x and y axes are
given by expressions (4.19), (4.20) and (4.21).
Values governed by Mc = 1.2 py Z are printed in italic type because higher
values may be used in some circumstances (see Section 4.4.2).
For single channels subject to bending about the y-axis, the following
conservative assumptions were made:
•
section classification and effective section properties for slender class 4
cross-sections were based on the channel toes being in compression and the
web in tension.
•
moment capacities were calculated using the minimum elastic section
modulus; this corresponds to maximum stress at the toes of the channel.
Where the shear load is high, the values given in the design tables should be
reduced in accordance with the design rules given in Section 4.4.3. The effects
of shear lag may also have to be considered, depending on the ratio of the
flange width to member length, see Section 3.6. Flange curling need not be
considered for the sections in the tables.
8.6.2 Shear capacity
The shear capacity of the cross-section, Pv, given in the design tables is
evaluated according to:
•
for circular hollow sections:
Pv = 0.36 py Ag
•
•
for channels with the load acting parallel to the y-axis (i.e. the web):
Pv = 0.6 py t D
for single channels
Pv = 1.2 py t D
for double channels
for hollow sections with the load acting parallel to the y-axis (i.e. the
longer sides):
 D 
Pv = 0.6 p y 
 Ag
D + B
•
for hollow sections with the load acting parallel to the x-axis (i.e. shorter
sides):
Pv
 B 
= 0.6 p y 
 Ag
 D + B 
For channels and rectangular hollow sections, only the values of Pv
corresponding to the loads acting parallel to the y-axis are given in the design
tables.
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8.6.3 Buckling resistance moment
Rectangular hollow sections bending about the x-axis, with high D/B ratios, may
be susceptible to lateral torsional buckling. However, this mode of failure is
only critical for sections with long unrestrained spans; such spans are often
outside the practical range of application. The design tables for rectangular
hollow sections, therefore, only give a limiting length below which lateral
torsional buckling need not be checked. For circular and square hollow
sections, lateral torsional buckling does not happen and thus no check is
required.
The limiting length Lc has been calculated according to clause B.2.6.1 in
Appendix B of BS 5950-1. The maximum value for the slenderness parameter,
λLT, at which lateral torsional buckling can be discounted is taken to be 0.4.
The expression for Lc is given as follows:
2
Lc
2
 0.4  π r y E

= 
 2.25  p y β W  β 2 S 2
 W x
 A g J
1

I
1 − y

Ix


J
1 −

2 (1 + v ) I x





0.5
where βW is defined in Section 4.4.4.
For laterally unrestrained single and double channels bending about the x-axis, it
is necessary to check for lateral torsional buckling. The buckling resistance
moment, Mb, is evaluated using expression (4.27).
For a range of effective lengths LE, values of Mb are given in the design tables.
8.6.4 Interconnections for double channels
As for struts, the buckling resistance moment of double channels has been
calculated on the assumption that the double section acts as a single integral
member, i.e. the radius of gyration used to calculate the member slenderness
and thus the buckling resistance moment is related to the double sections in all
cases (see also Section 8.4.3).
If the sections are not continuously connected, then, in the absence of rules for
stainless steel, the lateral torsional buckling resistance should be based on the
increased slenderness, λb, as given in Section 8.4.3. The guidance in
clause 4.7.13 of BS 5950-1 regarding the strength and maximum pitch of
interconnections is applicable.
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9
REFERENCES
1.
HONEYCOMBE, R.W.K.
Steels – Microstructure and properties
Edward Arnold Ltd, 1987
2.
COLOMBIER, L. and HOCHMANN, J.
Stainless and heat resisting steels
Edward Arnold Ltd, 1967
3.
SEDRIKS, A.J.
Corrosion of stainless steels (2nd Edition)
John Wiley and Sons, 1996
4.
Applications for stainless steel in the water industry
Water Industry Information and Guidance Note No. 4-25-02
The Steel Construction Institute, 1999
(Available from the Water Research Council, Swindon and the Nickel
Development Institute, Alvechurch)
5.
BADDOO, N.R., BURGAN, R. and OGDEN, R.G.
Architects’ guide to stainless steel (P179)
6.
Stainless steel tubular handrails and balustrades (P274)
7.
MASONRY SUPPORT INFORMATION GROUP
Stainless steel angles for masonry support (P157)
8.
Stainless steel masonry support systems – Best practice information sheet
for contractors (P297)
9.
Stainless steel masonry support systems – Best practice information sheet
for specifiers (P298)
10. BRITISH STANDARDS INSTITUTION
BS 5950: The structural use of steelwork in building
BS 5950-1:2000: Code of practice for design – rolled and welded sections
BS 5950-8:1990: Code of practice for fire resistant design
BS EN 10088: Stainless steels
BS EN 10088-1:1995: List of stainless steels
BS EN 10088-2:1995: Technical delivery conditions for sheet/plate and
strip for general purposes
BS EN 10088-3:1995: Technical delivery conditions for semi-finished
products, bars, rods and sections for general purposes
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BS 1449: Steel plate, sheet and strip
BS 1449-2:1983: Specification for stainless and heat-resisting steel plate,
sheet and strip (Withdrawn, Superseded)
BS EN ISO 3506:1998: Mechanical properties of corrosion-resistant
stainless steel fasteners - Specifications
BS 3100:1991 Specification for steel castings for general engineering
purposes
BS EN 10283:1999 Corrosion resistant steel castings
17. BADDOO, N.R.
Castings in construction (P172)
BS EN 10002: Tensile testing of metallic materials.
BS EN 10002-1:1990: Method of test at ambient temperature
PD 6484:1979: Commentary on corrosion at bimetallic contacts and its
alleviation
20. NICKEL DEVELOPMENT INSTITUTE
Stainless steel in swimming pool buildings
Publication Number 12010
NiDI, 1995
21. NICKEL DEVELOPMENT INSTITUTE
Advantages for Architects
NiDI, 1990
BS 5400: Steel, concrete and composite bridges.
BS 5400-3:2000: Code of practice for design of steel bridges
23. EURO INOX
Design Manual for structural stainless steel
Euro Inox, 1993
(Available from the Nickel Development Institute)
24. THE STEEL CONSTRUCTION INSTITUTE
Advisory Desk Note No 195
New Steel Construction – Vol.5 (3) June/July 1997
25. EUROPEAN COMMITTEE FOR STANDARDIZATION
ENV 1993 Eurocode 3: Design of steel structures
ENV 1993-1-5:1997: General rules – Supplementary rules for plated planar
structures without transverse loading
BS 5950-5:1998: Code of practice for design of cold formed thin gauge
sections
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BS ISO 68 ISO general purpose screw threads. Basic profile.
BS ISO 68-1:1998: Metric screw threads
BS ISO 261:1998: ISO general purpose metric screw threads. General plan
BS ISO 262:1998: ISO general purpose metric screw threads. Selected
sizes for screws, bolts and nuts
EN 1993 Eurocode 3: Design of steel structures
Draft prEN 1993-1-2: 2001 General rules - Structural fire design
4th Preliminary draft, September 2001
DD ENV 1991 Eurocode 1: Basis of design and actions on structures
DD ENV 1991-2-2: 1996: Actions on structures exposed to fire
DD ENV 1090: Execution of steel structures
DD ENV 1090-6:2001: Supplementary rules for stainless steel
33. BSI BRITISH STANDARDS INSTITUTION
BS EN 1011: Welding. Recommendations for welding of metallic materials
BS EN 1011-3:2000: Arc welding of stainless steels
BS EN 288 Specification and approval of welding procedures for metallic
materials,
BS EN 288-2:1992: Welding procedure specification for arc welding
BS EN 287 Approval testing of welders – Fusion welding,
BS EN 287-1:1992: Steels
BS EN 12072:2000 Welding consumables. Wire electrodes, wires and rods
for arc welding of stainless and heat-resisting steels. Classification
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10
SOURCES OF FURTHER
INFORMATION
10.1 Web sites
http://www.avestapolarit.com
The web site of AvestaPolarit, the world’s second largest producer of stainless
steel, gives extensive information on grades and product forms.
http://www.bssa.org.uk
The British Stainless Steel Association web site provides an electronic advisory
service for technical enquiries about stainless steel and a stainless steel products
and services locator.
http://www.euro-inox.org
Euro Inox is the European Market Development Association for stainless steel.
Its web site contains technical information and case studies on the use of
stainless steel in architecture, building and construction, as well as other market
sectors.
http://www.worldsteel.org/issf/issf_forum/
The web site of the International Stainless Steel Forum (ISSF), a specialist
group of the International Iron and Steel Institute (IISI), gives general
information about stainless steel as a material and its applications.
http://www.masonrysupport.org.uk
The web site of the Masonry Support Information Group contains design
guidance and recommendations concerning good practice on the installation of
stainless steel masonry support angles.
http://www.nidi.org
The web site of the Nickel Development Institute, an international non-profit
organisation, contains metallurgical, corrosion and performance data on many
grades of stainless steel.
http://www.steel-stainless.org/architects
This web site provides information on the design, specification, manufacture
and maintenance of stainless steel architectural components. More than 20 case
studies are also given.
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10.2 Advisory services
Stainless Steel Advisory Service
The British Stainless Steel Association’s Stainless Steel Advisory Service
(SSAS) is available to answer technical and source of supply enquiries.
Tel:
+44 (0)114 224 2240 (Weekdays, 09:00-12:00 and 14:00-15:00)
Fax: +44 (0)114 273 0444
Email: ssas@materials.org.uk
Nickel Development Institute
The Nickel Development Institute operates an advisory service run by
metallurgical engineering consultants for technical questions about the use of
nickel alloys or nickel-containing stainless steels.
Tel:
+44 (0)1527 584 777
Fax: +44 (0)1527 585 562
Email: NiDI_Birmingham_UK@NiDI.org
The Steel Construction Institute
The Steel Construction Institute operates a technical advisory service on issues
relating to steel in construction that is free of charge to Corporate members.
Details of consultancy rates for non-members are available on request.
Tel:
+44 (0) 1344 876766 (Weekdays, 09:00-17:00)
Fax: +44 (0) 1344 622944
E-mail: advisory@steel-sci.com
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APPENDIX A
Specifications covering
stainless steel fixings and
ancillary components
BS 1243:1978 Specification for metal ties for cavity wall construction
BS
BS
BS
BS
5628 Code of practice for use of masonry
5628-1:1992. Structural use of unreinforced masonry
5628-2:2000 Structural use of reinforced and prestressed masonry
5628-3:1985 Materials and components, design and workmanship
BS 5977: Lintels
BS 5977-1:1981 Method for assessment of load
BS 5977-2:1983 Specification for prefabricated lintels
BS 6178-1:1990 Joist hangers. Specification for joist hangers for building into
masonry walls of domestic dwellings
BS 6744:1986 Specification for austenitic stainless steel bars for the
reinforcement of concrete
BS 8297: 2000 Code of practice for design and installation of non-loadbearing
precast concrete cladding
BS 8298:1994 Code of practice for design and installation of natural stone
cladding and lining
prEN 845 Specification for ancillary components for masonry
prEN 845-1: 2000 Ties, tension straps, hangers and brackets
BS EN 846: Methods of test for ancillary components for masonry
BS EN 846-10: 2000 Determination of load capacity and load deflection
characteristics of brackets
BS EN ISO 3506: 1998 Mechanical properties of corrosion-resistant stainless
steel fasteners
DD 140: Wall ties
DD 140-1:1986 Methods of test for mortar joint and timber frame connections
DD 140-2:1987 Recommendations for design of wall ties
(Note: This publication is a draft for development and should not be regarded as
a British Standard)
Manual of Contract Documents for Highway Works,
Volume 1, Specification for Highway Works, Series 1700: Structural concrete
The Stationery Office, 2001
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APPENDIX B
Limits on cross-sections
The design provisions in Sections 3 and 4 should only be applied to
cross-sections within the range of width-to-thickness ratios given in Table B.1
These limits define the range of width-to-thickness ratios for which sufficient
experience and verification by testing is available. These limits are higher than
would normally be used in practice and are therefore not in any way onerous.
For structural efficiency, lower limits are generally used. Furthermore, in cases
where stainless steel is used for aesthetic purposes, smaller limits need to be set
in order to eliminate visual distortions (see Section 3.1).
Table B.1
Maximum width-to-thickness ratios
a) Flat element connected to
a web along one edge
with the other edge
unsupported
b/t ≤ 50
b
b) Flat element connected
along both edges to webs
or flanges:
B/t ≤ 400
B
D/t ≤ 400
D
Note: Flat elements supported as in (a) above with b/t ratios greater than approximately 30 and
flat elements supported otherwise with b/t ratios greater than approximately 75 are likely to
develop visual distortion at serviceability design loads.
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APPENDIX C
Sections with large internal
corner radii
In the design tables, all the gross and effective section properties were
calculated with internal corner radii, ri, taken as two times the section thickness,
i.e. ri = 2 t; this provides conservative design data for sections with smaller
internal corner radii.
However, for sections with internal corner radii larger than two times the
section thickness, the section properties and the member capacities in the tables
need to be modified. The values may be reduced conservatively as follows:
A g = K 1 A g,D
P t = K 1 P t, D
M c = K 2 M c,D
P c = K 1 P c,D
M b = K 2 M b,D
I = K2 ID
Z = K2 ZD
where Ag, I, Z, Pt, Mc, Pc and Mb are the required section properties and
member capacities of sections with ri > 2 t , i.e. rm > 2.5 t, where rm is the
average corner radius (mid-line).
Ag,D, ID, ZD, Pt,D, Mc,D, Pc,D and Mb,D are section properties and member
capacities of the same section given in the design tables (i.e. with ri = 2 t , and
rm = 2.5 t).
The factors K1 and K2 are given by:
K1 =
1−δ
1−δD
K2 =
1 − 2δ
1 − 2δ D
n
n
and
δ = 0.43
∑ rm , j
j =1
q
∑ 2.5 t
δ D = 0.43
∑bi
i =1
j =1
q
∑ bi
i =1
It should be noted that K1 is the correction factor for design data in relation to
area and it is also applicable to both the compression resistance and the tension
capacity of a member. K2 is the correction factor for design data in relation to
second moment of area and it is also applicable to the moment capacity and the
buckling resistance moment of a member. The definition of δ is taken from
Section 3.5.
For example, for a Grade 1.4301 (304) stainless steel single channel
400×150×15 mm with internal corner radius ri = 2.5 t and rm = 3 t,
i.e. rm = 45 mm, the section properties and the member capacities of the
sections may be evaluated as shown in Table C.1.
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Example of reduction in section properties and member
capacities for sections with larger internal corner radii
Table C.1
Properties and
capacities
Data from
design tables
(ri = 2t)
Relevant
correction
factor
Corrected
values
(ri = 2.5t)
95.7
K1
94.7
21100
K2
20651
(cm2)
Ag
4)
Ix
(cm
Zx
(cm3)
1055
K2
1033
Pcy (LE =2.0m)
(kN)
1940.0
K1
1920.4
Mb (LE =2.0 m)
(kNm)
269.0
K2
263.3
where: K 1
=
0.9899
K2
=
0.9787
δD
=
0.04813
δ
=
0.05776
Similarly, for the same cross-section with ri = 3 t , K1 = 0.9797 and
K2 = 0.9574. Thus, the compression and bending resistances of the member
given in the design tables should be reduced by about 2% and 4% respectively
in the above example.
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DESIGN EXAMPLES
This Section gives four design examples that illustrate the application of the
design rules. The examples are:
Design example 1
A cold formed angle with a Class 4 slender cross-section subject to axial
compression.
Design example 2
A cold formed channel subject to bending with intermediate lateral restraints to
the compression flange. Lateral torsional buckling between intermediate lateral
restraints is critical.
Design example 3
A fabricated I beam subject to combined axial compression and bending.
Design example 4
A rectangular hollow section subject to combined axial compression and
bending with 30 minutes fire resistance.
The I beam and angle are grade 1.4301 (304) and the channel and rectangular
hollow section are grade 1.4401 (316).
The references in the margin of the design examples are to text sections and
expressions/equations in this publication, unless specifically noted otherwise.
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"4
Jp a1I
Job No.
OSM459
I ' fl
Job Title
Structural design of stainless steel
Subject
Design example 1
Silwood Park, Ascot, Berks SL5 7QN
Telephone: (01344) 623345
Fax: (01344) 622944
Client
CALCULATION SHEET
Sheet
SCI
1
of
4
Rev
Made by
SMH
Date
Aug 2001
Checked by
NRB
Date
Aug 2001
DESIGN EXAMPLE 1: STRUT (EQUAL ANGLE)
Design a cold formed angle subject to axial compression in grade 1.4301 (304)
stainless steel. The angle is welded around its profile at each end.
The length of the strut is 1.5 m
Factored compressive force = 230 kN
= 210 N/mm2
Use grade 1.4301 (304), 0.2% proof stress
= 210 N/mm2
Take py as the 0.2% proof stress, i.e. py
E = 200,000 N/mm2
G = 76,900 N/mm2
and
Section 2.2.2
Try a cold formed angle
100 H 100 H 10
Table 2.2
Design
Table 6
y
u
v
Section properties
100
Ag = 17.9 cm2
ru = 3.99 cm
rv = 1.78 cm
Iu = 285.8 cm4
Iv = 57 cm4
x
u0 = 3.29 cm
x
u
4
J = 5.976 cm
y
6
H = 36.85 cm
100
10
v
Classification of cross-section
Section 3.8
ε = 1.13
Table 3.1
b = d = 100
b
t
= 10 ,
b+d
t
= 20
The limits for semi-compact sections are,
and
b+d
t
≤ 16.8 ε = 18.98
b
t
and
d
t
≤ 11 ε = 12.43
Table 3.1
ˆ Section is Class 4 slender
Effective width of slender elements
For legs of single angles under uniform compression
D =
the lesser of
19
b
tε
+8
and
28.8
b+d
+ 12
tε
102
Table 3.2
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19
tε
=
+8
19
10
+8
1.13
28.8
=
b+d
+ 12
tε
ˆD
OSM459
Job Title
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Design example 1
Client
CALCULATION SHEET
b
Job No.
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= 1.13
28.8
20
+ 12
1.13
= 0.97
= 0.97
ˆ beff = 0.97 H d
= 97 mm
ˆ Aeff =1790 – (2H 3 H 10) = 1730 mm2
Sheet
b eff
b eff
Section 4.3.2
Local capacity of the cross-section
= 1730 H 210 H 10-3 = 363.3 kN
For Class 4 cross-sections, Psq
= Aeff py
Design compressive force
= 230 kN,
Eq. 4.7
ˆ cross section resistance is OK
Section 4.3.3
Member buckling due to compression
The member can fail by flexural buckling about the minor axis, or by torsionalflexural buckling.
Buckling resistance, Pc = P $c Ag py
$c =
A eff
Ag
Eq. 4.8
ˆ $c
for Class 4 cross-sections,
Non dimensional slenderness, λ
=
= 0.966
Eq. 4.9
Psq
PE
Where PE is the value of Pv and Puz that gives the lowest reduction factor, P.
It is assumed that LEu = LEv = LEz = L
103
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=
=
Pv
=
Pz
2

1  π EH
= 2 
+
GJ

r 0  L Ez 2

r0
=
Pz
=
2
P uz
β
Puz
π EI v
=
L Ev 2
Job Title
Subject
Design example 1
1500 2 × 1000
π
2
× 200 , 000 × 57.0 × 10
3
of
Rev
SMH
Date
Aug 2001
Checked by
NRB
Date
Aug 2001
Eq. 4.10
= 2507 kN
Eq. 4.11
= 500 kN
2
4
Made by
4
1500 × 1000
ru 2 + rv 2 + u 0 2
Sheet
SCI
π 2 × 200,000 × 285.8 × 10 4
Pu
LEu 2
OSM459
Client
CALCULATION SHEET
π 2 EI u
Job No.
Eq. 4.12
=
3.99
2
2
+ 1.78 + 3.29
2
=5.47cm
= 54.7 mm
Eq. 4.15

1  π 2 × 200,000 × 36.85 × 10 6
+ 76,900 × 5.976 × 10 4  = 1547 kN
2 
2
54.7 
1500

=
1 
( Pu + Pz ) −
2 β 
 u0 

=1−
r 
 0 
2
( Pu
+ Pz
 32.9 

= 1 − 
 54.7 

(2507 + 1547 ) −
=
)2
− 4 β P u P z 

Eq. 4.13
Eq. 4.14
2
= 0.638

− 4 × 0.638 × 2507 × 1547 
 =1173 kN
2 × 0.638
(2507 + 1547 )2
For flexural buckling, PE = Pv = 500 kN
363.3
λ =
500
Eq. 4.9
= 0.852
For flexural buckling of a cold formed open section subject to axial compression, by
linear interpolation of the values in Table 4.1, χ =0.691.
Table 4.1
For torsional-flexural buckling, PE = Puz = 1173 kN
λ
=
363.3
1173.3
Eq. 4.9
= 0.556
For torsional-flexural buckling of a cold formed open section subject to axial
compression, by linear interpolation of the values in Table 4.1, χ = 0.858
Table 4.1
0.858 > 0.691, ∴ member will fail in the flexural buckling mode.
Pc
= 0.691 × 0.966 × 1790 × 210
= 251 kN
Design compressive force = 230 kN, ∴ Section is OK for member buckling
104
Eq. 4.8
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Subject
Design example 1
Client
CALCULATION SHEET
SCI
Sheet
4
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Interaction of axial compression and bending due to shift in neutral axis of
the slender cross-section
An interaction check is required to take account of the additional moments induced in
the member due to the shift of the centroid of the effective cross-section compared to
the gross cross-section
Local Capacity Check
Fc
A eff p y
+
Fc e x
M cx
+
Fc e y
M cy
Section 3.8.4
and Figure
8.2
Eq. 4.62
≤1
Design
Table 13
ex = ey = 0.743 mm
It is necessary to calculate the section modulus of the effective cross-section, i.e. an
equal leg angle with d = 97 mm
Zeffx = Zeffy = 22.096 cm3 (calculation not shown here)
230 × 10 3
1730 × 210
+
230 × 10 3 × 0.743
210 × 22096
+
230 × 10 3 × 0.743
≤ 1.00
210 × 22096
0.633 + 0.037 + 0.037 = 0.707 ≤ 1.00
The local capacity of the section is OK
Check overall buckling capacity
Eq. 4.65
Fc e y
Fc
Fc e x
+
+
≤1
Pc
py Z x eff
py Z y eff
230 × 10 3
251 × 10 3
+
230 × 10 3 × 0.743 230 × 10 3 × 0.743
+
210 × 22096
210 × 22096
≤ 1.00
0.916 + 0.037 + 0.037 = 0.990 ≤ 1.00
∴ The overall buckling resistance of the section is OK
105
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Job Title
Subject
Design example 2
Client
CALCULATION SHEET
SCI
Sheet
1
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DESIGN EXAMPLE 2 – UNRESTRAINED BEAM (CHANNEL)
Design a cold formed channel subject to bending in grade 1.4401 (316) stainless steel.
Lateral restraints
to the compression flange
4 kN/m
6m
Loads
Dead loads:
UDL
0.196 kN/m (self weight)
Imposed loads: UDL
4 kN/m
Factored (design) loads
Dead load factor
= 1.4
BS 5950-1
Table 2
Imposed load factor = 1.6
Factored dead load
= 1.4 H 0.196
= 0.274 kN/m
Factored vertical imposed load = 1.6 H 4 = 6.4 kN/m
Maximum bending moment due to vertical loads
=
(0.274 + 6.4 ) × 6 2
8
= 30.0 kNm
Maximum shear due to vertical loads
(0.274 + 6.4 ) × 6 = 20.0 kN
=
2
Use grade 1.4401 (316), 0.2% proof stress = 220 N/mm2
Table 2.2
Take py as the 0.2% proof stress, i.e. py = 220 N/mm2
E = 200,000 N/mm2
Table 2.4
Try a 200 × 75 × 8 cold formed channel section
Section properties
Ix
= 1385 cm4
Iy
= 126.5 cm4
Zx
= 138.6 cm3
Sx
= 169.2 cm3
rx
= 7.39 cm
ry
= 2.23 cm
Ag
= 25.3 cm2
106
Design
Table 4
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Job Title
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Design example 2
Client
CALCULATION SHEET
SCI
Sheet
2
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Section 3.8
d = 200 – 6t = 152 mm (Assuming internal radius of 2t)
b = 75 mm
Table 3.1
ε = 1.10
Compression flange
b
t
75
= 9.38
8
=
b
≤ 9.5ε
t
For Class 2 compact sections,
= 10.45
ˆ Flange is at least compact.
Web subject to bending
d
t
=
152
8
= 19.0
Neutral axis at mid depth – for Class 2 compact sections
d
≤ 54 ε
t
= 59.4
ˆ Web is at least compact
Classification of cross-section: at least compact
Section 4.4.1
Shear capacity
Maximum shear at beam end = 20.0 kN
Eq. 4.18
Shear capacity Pv = 0.6 × py × Av
For a channel, load parallel to the web, Av = t × D
Pv
= 0.6 × 220 × 8 × 200 = 211 kN
Design shear force = 20.0 kN, shear capacity of cross-section is OK
Section 4.4.2
Moment capacity
Fv
Pv
=
20
= 0.09
211
< 0.6
ˆ Moment capacity does not need to be reduced for the effects of high shear.
∴ Mc = py S
pyS
Eq. 4.19
but not more than 1.2 Z py
= 220 × 169.2 × 10-3 kNm
= 37.2 kNm
1.2 Z py = 1.2 × 13.86 × 10 4 × 220 = 36.6 kNm
∴ Mcx
= 36.6 kNm
Design moment = 30.0 kNm,
∴ Moment capacity of cross-section is OK
107
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Job Title
Subject
Design example 2
Client
CALCULATION SHEET
Sheet
SCI
3
of
4
Rev
Made by
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Date
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Checked by
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Section 4.4.4
Lateral torsional buckling resistance
For satisfactory resistance to lateral torsional buckling,
≤
Mx
PLT $W Sx py
Mb =
$W
Eq. 4.27
= 1 for compact cross-sections
λ LT =
Eq. 4.26
Mb/mLT
λLT
py
π
E
=
λLT
220
π
200,000
= 8LT H 1.055 H 10-2
Eq. 4.28
8LT
= uvλ β W
Eq. 4.29
8
= LE/ry
Eq. 4.30
Cross members provide lateral restraints at 2 m centres
ˆ LE = 2000 mm
8
= 2000/22.3
= 89.7
From section property table, Design Table 4:
u
= 0.934
Y
89.7
λ
=
x
17.9
v
λLT
=
x
= 17.9
Design
Table 4
= 5.01
1
2

λ 
1 + 0.05  
 x  

0.25
=
1
2

 89.7  
1 + 0.05
 
 17.9  

= 0.934 × 0.816 × 89.7 × 1.00
λ LT = 68.4 × 1.055 × 10-2
0.25
= 0.816
BS 5950-1
cl 4.3.6.7
= 68.4
= 0.721 > 0.4
∴ Lateral torsional buckling should be considered.
For cold formed section, with λ LT = 0.721, by linear interpolation of values in
Table 4.2, χLT = 0.837
Mb
= 0.837 × 1.00 × 220 × 169.2 × 103
= 31.2 kN
108
Table 4.2
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Job No.
OSM459
Job Title
Subject
Design example 2
Client
CALCULATION SHEET
SCI
Sheet
4
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Rev
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Calculate mLT
2m
2m
M1
2m
M4
M2 M
3
M5
Lateral restraints divide the beam into three sections. By inspection the middle section
is critical. Divide mid section into 4 No. equal segments and calculate moments at
segment intersections.
M1
M2
M3
= M5 = 26.7 kNm
= M4 = 29.2 kNm
= Mmax = 30.0 kNm
mLT
= 0.2 +
mLT
= 0.2 +
0.15 M 2 + 0.5 M 3 + 0.15 M 4
BS 5950-1
Table 18
M max
0.15 × 29.2 + 0.5 × 30.0 + 0.15 × 29.2
30.0
= 0.99
Mb/mLT = 31.2/0.99 = 31.5 kNm
Mx = 30.0 kNm, ∴ Mx < Mb/mLT
∴Lateral torsional buckling resistance of member is OK
109
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Design example 3
Client
CALCULATION SHEET
SCI
Sheet
1
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Rev
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DESIGN EXAMPLE 3: BEAM-COLUMN (FABRICATED I BEAM)
Design a fabricated I beam subject to axial compression and bending in grade 1.4301
(304) stainless steel.
20 kN
6 kN/m
Lateral restraints
10 kN
3m
H Cross member provide restraint against lateral torsional buckling and flexural
buckling at 1 m centres.
The member is torsionally and laterally restrained at each end.
Loads
Dead load:
UDL
0.47 kN/m (self weight)
Imposed load: UDL
6 kN/m
Point load
20 kN
Axial load
10 kN
Dead load factor
= 1.4
BS 5950-1
Table 2
Imposed load factor = 1.6
Factored dead load
= 1.4 H 0.47 = 0.66 kN/m
Factored vertical imposed load
= 1.6 H 6 = 9.6 kN/m and 1.6 H 20
Factored axial imposed load
= 1.6 H 10 = 16 kN
Maximum bending moment
=
32 × 3 (0.66 + 9.6 ) × 3 2
+
4
8
= 35.5 kNm
Maximum shear
=
32 (0.66 + 9.6 ) × 3
+
2
2
= 31.4 kN
Use grade 1.4301 (304), 0.2% proof stress
Take py as the 0.2% proof stress, i.e. py
E = 200,000 N/mm2 and G
= 210 N/mm2
= 32 kN
Table 2.2
= 210 N/mm2
= 76,900 N/mm2
110
Section 2.2.2
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Design example 3
Client
CALCULATION SHEET
SCI
Sheet
2
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11
Rev
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Try a fabricated I beam:
Section properties
Ix
= 20.5 H 106 mm4
Iy
= 1.67 H 106 mm4
Zx
= 20.5 H 104 mm3
Sx
= 23.05 H 104 mm3
Ag
= 2900 mm2
rx
= 84.08 mm
ry
10
y
200
x
x
5
y
100
= 23.98 mm
Section 3.8
d
= 200 – 20 = 180 mm
b
= 50 – 2.5 = 47.5 mm
ε
= 1.13
Table 3.1
Outstand of compression flange
b
=
T
b
47.5
= 4.75
10
≤ 8.5 ε
T
= 9.605
ˆ Flange is at least Class 2 compact
Web subject to bending and axial compression
d
t
=
180
5
= 36
Section 3.8.3
Calculate r1,
r1
=
Fc
dtpy
=
16000
180 × 5 × 210
= 0.085
Fc is compressive, ∴ r1 is positive
d
t
≤
54ε
r1 + 1
= 56.2
ˆ Web is at least class 2 compact. Classification of overall section: at least compact.
111
Table 3.1
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Subject
Design example 3
Client
CALCULATION SHEET
SCI
Sheet
3
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Section 3.6
Shear lag
Effect of shear lag may be neglected provided that:
For outstand elements
b # L/20
L = length between points of zero moment
= 3m
outstand elements b = 47.5 mm ,
= 150 mm
L/20
ˆb
< L/20
ˆ shear lag can be neglected
Section 3.7
Flange curling
2
4
2.3 p a b s
u
=
pa
= average longitudinal stress in flange = 210 N/mm2 (max possible value)
bs
= 47.5 mm
y
= 95 mm
ˆu
=
E
2
T
2
Eq. 3.5
y
2.3 × 210 2 × 47.5 4
200,000 2 × 10 2 × 95
= 1.4 H 10-3 mm
Effect of flange curling should be considered where u exceeds 5% of the depth of the
section, i.e. 0.05 H 200 = 10 mm
ˆ flange curling is negligible
Shear capacity
Section 4.4.1
Pv
= 0.6 py Av
Eq. 4.18
Av
=td
= 5 H 180 = 900 mm2
ˆ Pv = 0.6 H 210 H 900 = 113.4 kN
Design shear force, Fv = 31.4 kN,
ˆ section is OK in shear
Section 4.4.5
Shear buckling
Shear buckling of webs should be considered when d/t $ 39.5ε
d/t
= 36 < 39.5ε, ˆ shear buckling can be neglected.
112
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Design example 3
Client
CALCULATION SHEET
SCI
Sheet
4
Pv
31.4
113.4
=
11
Rev
Made by
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Date
Aug 2001
Checked by
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Date
Aug 2001
Section 4.4.2
Moment capacity
Fv
of
= 0.277
< 0.6
ˆ Moment capacity does not need to be reduced for the effects of high shear.
Mcx
= py Sx but not more than 1.2 py Zx for Class 1 or Class 2 cross-sections
py Sx
= 210 H 23.05 H 104 H 10-6
= 48.4 kNm
1.2 py Zx = 1.2 H 210 H 20.5 H 104 H 10-6 = 51.7 kNm
ˆ Mcx
= 48.4 kNm
Maximum design bending moment, Mx = 35.5 kNm,
ˆ Section is OK
Section 4.4.4
Lateral torsional buckling resistance
Mb
Eq. 4.26 &
4.27
Mx
≤
$w
= 1 for Class 1 or Class 2 cross-sections
λ LT
m LT
=
where
λLT
π
8LT
= uvλ
8
= LE/ry
py
Mb = PLT $w Sx py
=
E
λLT
π
Eq. 4.28
210
= 8LT H 1.03 H 10-2
200,000
Eq. 4.29
βw
Eq. 4.30
Cross members provide lateral restraints at 1 m centres
ˆ LE = 1000 mm
8
= 1000/23.98 = 41.7
u
 4 S2 γ 
=  2x 2 
A d 
 g s 
ds
= distance between shear centres of flanges = 200 – 10
Sx
= 23.05 H 104 mm3
(
= (1 - Iy/Ix)
Ag
= 2900 mm2
Hence u
BS 5950-1
cl B.2.3
0.25
= (1 – (1.67 H 106)/(20.5 H 106))
 4 × ( 23.05 × 10 4 ) 2 × 0.92
= 
2
2

2900 × 190





= 0.92
0.25
= 0.896
113
= 190 mm
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x
J
=
x
=
(
1 3
T1 b1 + T2 3b2 + t w 3 d
3
41.7
21.26
Job Title
Subject
Design example 3
SCI
Sheet
5
of
11
Rev
Made by
SMH
Date
Aug 2001
Checked by
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Date
Aug 2001
0.5
BS 5950-1
cl B.2.3
)
=
 2900 
∴ x = 0.566×190× 

 74.2 × 10 3 
λ
OSM459
Client
CALCULATION SHEET
 Ag 

= 0.566ds 
 J 


Job No.
(
)
1
2 × 10 3 × 100 + 53 × 180 = 74.2 H 103 mm4 Eq. 4.17
3
0.5
= 21.26
BS 5950-1
Table 19
= 1.96, Y v = 0.96
Lateral restraints divide the beam into three sections, the middle section is critical:
ˆ8LT = uvλ
βw
= 0.896 H 0.96 H 41.7 = 35.87
ˆ λ LT = 35.87 H 1.03 H 10-2
= 0.369
As λ LT < 0.4, lateral torsional buckling can be discounted.
Table 4.2
i.e. Mb = Mcx = 48.4kNm
Compression resistance of the cross-section
Local capacity of cross-section
For a non-slender cross-section:
Psq
Section 4.3.2
Psq
Eq 4.6
= Ag py
= 2900 H 210 H 10-3 = 609 kN
Design compressive force, Fc = 16 kN
ˆ cross section is OK for compression
Section 4.3.3
Compression resistance, Pc = P $c Ag py
Eq. 4.8
$c = 1 for non-slender sections
Non dimensional slenderness, λ =
Eq. 4.9
Psq
PE
where PE is the value of Px, Py and Pz that gives the lowest reduction factor, P.
The section will not fail in torsional flexural buckling because the shear centre
coincides with the centroid of the section.
114
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Design example 3
Client
CALCULATION SHEET
Sheet
SCI
6
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11
Rev
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Cross members provide lateral restraint at 1 m centres
ˆ Ly = 1000 mm, take LEy
Lx
= 3000 mm, take LEx
Conservatively, take Lez =
Px
=
Py
=
Pz
=
H
=
r0
=
Pz
=
π 2 EI x
LEx 2
π 2 EI y
LEy 2
= 1000 mm
= 3000 mm
Lx = 3000 mm
=
π 2 × 200,000 × 20.5 × 106 × 10 −3
3000 2
= 4496 kN
=
π 2 × 200,000 × 1.67 × 106 × 10 −3
1000 2
= 3296 kN
Eq. 4.10
Eq. 4.11
Eq. 4.12

1  π 2 EH
+ GJ 
2 
2
r0  LEz

d s2 T1 T2 b13 b23
2
)
=
rx 2 + ry 2 + x 0 2
=
12
(
t1 b13
+
t 2 b23
2
190 × 10 × 100
6
3
12 ( 10 × 100 ) × 2
84.08
2
2
+ 23.98 + 0
2
= 1.50 H 1010 mm6
Eq. 4.16
= 87.43 mm
Eq. 4.15
 π 2 × 200,000 × 1.5 × 1010

+ 76,900 × 74.2 × 10 3 

3000 2
87.43 2 

1
=
1177 kN
For failure by flexural buckling, PE is the lower of Px and Py, thus PE = 3296 kN
λ
=
609
3296
Eq. 4.9
= 0.430
For flexural buckling of a welded open section subject to compression,
α
= 0.76, λ 0
Table 4.1
= 0.2
Calculate reduction factor χ
φ
(
) ( )2 
= 0.51 + α λ − λ0 + λ

(
= 0.5 1 + 0.76(0.430 − 0.2 ) + 0.430 2
)
Table 4.1
Notes
= 0.680
χ
=
1
2  0.5
φ + φ 2 − λ 


=
(
1
0.68 + 0.68 2 − 0.43
)
2 0 .5
For failure by torsional buckling: PE = Pz = 1177 kN
115
= 0.829
Table 4.1
Notes
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=
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Design example 3
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λ
Job No.
Sheet
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Eq. 4.9
= 0.719
1177
11
For torsional buckling of a welded open section subject to compression,
α
= 0.34, λ 0
Table 4.1
= 0.2
Calculate reduction factor χ
(
) ()
φ
2

= 0.51 + α λ − λ 0 + λ 


χ
=
1
=
2  0.5
φ + φ 2 − λ 


(
= 0.5 1 + 0.34(0.719 − 0.2 ) + 0.719 2
(
1
0.847 + 0.847 2 − 0.719 2
)0.5
)
=0.847
= 0.772
Since 0.772 < 0.829, failure mode is torsional buckling and failure load is:
= 0.772 × 2900 × 210
Pc
Eq. 4.8
= 470 kN
Design compressive force Fc = 16 kN, thus buckling resistance of the member is OK .
Section 4.5.2
Axial compression and bending resistance
Local capacity interaction check:
Fc
Ag p y
+
Mx
M cx
+
My
M cy
Fc
= 16 kN
Mx
= 35.5 kNm
Mcx
ˆ
Eq. 4.61
≤1
My = 0
= 48.4 kNm
16
609
+
35.5
48.4
= 0.026 + 0.733 = 0.759
≤ 1.00
Local capacity of cross-section is OK
Buckling resistance interaction check:
For Class 1,2 or 3 sections
Fc
Pc
+
mx Mx
py Z x
+
my My
py Z y
Eq. 4.63
≤1
mx = 0.95
116
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1m
Subject
Design example 3
Sheet
SCI
= 0.817
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≤ 1.00
∴ OK
BS 5950-1
Table 26
Eq. 4.64
≤1
1m
M1
Job Title
= 0.034 + 0.783
my M y
Fc
m M
+ LT LT +
Pc1
Mb
py Z y
Calculate mLT
OSM459
Client
CALCULATION SHEET
16
0.95 × 35.5 × 10 6
+
470 210 × 20.5 × 10 4
Job No.
1m
M2 M
M4
3
M5
The centre segment will be critical for lateral torsional buckling.
From bending moment diagram,
M1 = M5 = 26.27 kNm
M2 = M4 = 31.23 kNm
M3 = Mmax = 35.50 kNm
mLT
= 0.2 +
mLT
= 0.2 +
mLT
= 0.964
Mb
= Mcx
0.15 M 2 + 0.5 M 3 + 0.15 M 4
BS 5950-1
Table 18
M max
0.15 × 31.23 + 0.5 × 35.5 + 0.15 × 31.23
35.5
= 48.4 kNm
16
0.964 × 35.5
+
470
48.4
= 0.034 + 0.707
= 0.741
< 1.00
∴ Member is OK for combined axial compression and bending
117
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Sheet
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Section 4.4.6
Web bearing, crippling and buckling at the end support
Although this check is unlikely to be critical, it is included here to demonstrate the
application of the guidance.
The force is applied through one flange close to an unstiffened end.
 b + be 
Thus k F = 2 + 6  1
≤6
 d 
Figure 4.4
Type c
Assume that the stiff bearing length b1 = 40 mm and the distance to the nearer end
of the member from the end of the stiff bearing be = 50mm
 40 + 50 
k F = 2 + 6
=5
 180 
Fx ≤ pyw Leff t
Eq. 4.42
Calculate effective loaded length, ly
Fcr
= 0.9 k F E
m1
=
t3
= 0.9 × 5 × 200,000 ×
d
p yf ( 2 b + t )
p yw t
=
53
180
210 ( 2 × 47.5 + 5 )
210 × 5
= 625 kN
Eq. 4.52
= 20
Eq. 4.43
2
2
d
 180 
Assume λF >0.5 and so m 2 = 0.02  = 0.02
 = 6.48
T 
 10 
le
k F Et 2
=
k F Et 2
2 pyw d
b1 +
≤
2 pyw d
be
=
Eq. 4.44
b1 + be
Eq. 4.48
5 × 200,000 × 5 2
= 331 mm
2 × 210 × 180
= 40 +
50 = 90 mm
ˆ le = 90 mm
At the end support (type c), ly is given by the smallest of the following expressions:
ly
[
= b1 + 2 T 1 +
m1 + m 2
] = 40 + 20 [1 +
20 + 6.48
118
]
= 162 .9 mm
Eq. 4.45
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ly
=

m1  l e
le +T 
+ 
 2
T

ly
=
le +T
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2
2



20  90 


 + m 2 = 90 + 10
 + 6.48
+

 2  10 




 = 188.7 mm Eq. 4.46


m 1 + m 2 = 90 + 10 20 + 6.48 = 141.5 mm
Eq. 4.47
If ly=141.5 mm, check λF > 0.5,
λF
l y t p yw
=
Fcr
141.5 × 5 × 210
= 0.487
625000
=
Eq. 4.51
Since λF < 0.5, recalculate ly , this time assuming m2=0
ly
[
]
= b1 + 2 T 1 +
[
m 1 + 0 = 40 + 20 1 +
ly
=

m1  l e
le +T 
+ 
 2
T

ly
=
le +T
2


 + m 2 



=
20 + 0
]
= 149.4 mm
2


20  90 

 + 0  = 185.4 mm
90 + 10
+
 2  10 



m 1 + m 2 = 90 + 10 20 + 0 = 134.7 mm
If ly=134.7 mm, check value of λF ,
λF
l y t p yw
=
F cr
134.7 × 5 × 210
=
625000
= 0.475
ˆ ly=134.7 mm
Calculate effective length of resistance, Leff
χF
Eq. 4.49
= χFly
Leff
=
0.5
λF
≤
0.5
0.475
1. 0
χF
=
Leff
= 134.7 × 1.00
pywLefft
= 134.7 × 5 × 210
Eq. 4.50
> 1.00 ˆ Limit to 1.00
= 134.7 mm
Eq. 4.42
= 141.4kN
Shear force at the end support, Fx = 31.6kN, therefore resistance of web to the
transverse forces is adequate.
119
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Sheet
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11
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Section 4.4.8
Deflection
To calculate deflections, the secant modulus Es must be determined.
20 × 3
Moment due to unfactored imposed loads =
4
+
6×3
8
2
= 21.8 kNm
Zx = 20.5 H 104 mm2
Hence f = 21.8 H 106/20.5 H 104
= 106.3 N/mm2
Stress in section due to axial force
=
F
A
=
10 × 10
2900
3
= 3.4 N/mm2
ˆ Stress in tension flange . stress in compression flange . 106 N/mm2
Secant modulus, Es
=
Eq. 4.58
E
 f 

1+ k
 p 
 y 
n −1
For grade 1.4301, when the direction of rolling is not known, conservatively, use
constants for longitudinal direction:
k = 1.9
YEs =
n = 6.5
Table 4.3
200,000
 106 
1 + 1.9

 210 
5.5
= 192,000 N/mm2
Deflection due to UDL
=
Deflection due to point load
=
ˆ Overall deflection =
5 wL
384 E s I x
PL
<
3
48 E s I x
5 × 6 × 3 4 × 1012
384 × 192000 × 20.5 × 10 6
= 1.61 + 2.86
4.47
span
=
3000
670
4
span
180
+
20 × 10 3 × 3 3 × 10 9
48 × 192000 × 20.5 × 10 6
= 4.47 mm
ˆ deflection is acceptably small
120
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Design example 4
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Sheet
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DESIGN EXAMPLE 4: AXIALLY LOADED COLUMN IN FIRE
Design an unprotected rectangular hollow section in grade 1.4401 (316) stainless steel
subject to axial load and bending moment for 30 minutes fire resistance.
The column length is 2.7 m and is subject to axial load from the end reaction of a
floor beam at an eccentricity of 90 mm from the narrow face of the column. The
loads are:
Dead Load: 6 kN
Permanent Imposed Load: 7 kN (Note: NO temporary imposed loads)
x
D
Point of application
of load
B
y
y
90 mm
x
Section A - A
A
A
Floor beam
2.7 m
Column
The column will initially be checked at the ultimate limit state (LC1) and subsequently
at the fire limit state (LC2) for a fire duration of 30 minutes. The loadcases are as
follow:
BS 5950-1
LC1 = 1.4 × Dead Load + 1.6 × Imposed Load
Table 2
LC2 = 1.0 × Dead Load + 1.0 × Permanent Imposed Load
121
Table 6.1
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For grade 1.4401 (316), 0.2% proof stress = 220 N/mm2 and Us = 520 N/mm2
Table 2.2
Take py as the 0.2% proof stress i.e. py = 220 N/mm2
E = 200,000 N/mm2
Table 2.4
Design at the Ultimate Limit State (LC1)
Axial Load Fc = 1.4 × 6 + 1.6 × 7
= 19.6 kN
Try using a 100 × 50 × 6 rectangular hollow section
= 19.6 × (90 +100/2)
Design moment Mx
= 2.74 kNm
Section properties
Sx
3
= 43.75 cm
rx
= 3.29 cm
Zx
= 32.58 cm3
ry
= 1.91 cm
Ag
= 15 cm2
Design Table
2
Assuming an internal radius of 2t, d = 64 mm and b = 14 mm
Table 3.1
ε = 1.10
Assume worst case - webs in compression
d
t
=
64
6
= 10.67 < 28ε
= 30.8
∴Web is at least Class 3
Check for actual case of combined bending and compression:
Fc
r1
=
for RHS
2 dtp yw
r1
19.6 × 10
= 0.116
2 × 64 × 6 × 220
52ε
= 51.25 > 10.67 ∴Web is Class 1
r1 + 1
Check flange in compression
b
t
=
3
=
14
6
= 2.33 < 23ε
= 25.3 ∴ Flange is Class 1
∴ Classification of cross-section: Class 1
122
Table 3.1
Table 3.1
Eq. 3.8
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Section 4.5.2
Local capacity interaction check:
Fc
Ag p y
+
Mx
M cx
+
My
Eq. 4.61
≤1
M cy
Ag p y
= 1500 × 220
My
=0
Mcx
= Sx py
= 330 kN
= 43.75 × 10 3 × 220
Sx py
Section 4.4.2
but not more than 1.5Zx py
= 9.625 kNm
1.5 Z x p y = 1.5×32.58×10 ×220 = 10.75 kNm
3
∴ Mcx
Fc
Ag p y
= 9.625 kNm
+
Mx
M cx
=
19.6
330
+
2.74
9.625
= = 0.0594 + 0.285 =
0.344 < 1.00
Local capacity of cross-section is OK
Buckling resistance interaction check:
Fc
Pc
+
mx Mx
py Z x
+
my My
py Z y
≤1
Eq. 4.63
It is assumed that the effective length of the column is equal to the actual column
length. Thus LE = 2.7m
From Design Table 40,
Pc
= 123 kN for LE
Pc
= 91.6 kN for LE
Design Table
40
= 2.5 m
= 3.0 m
By linear interpolation, for LE = 2.7 m, Pc = 110.4 kN
Assuming the column is pinned at the base, a triangular bending moment distribution
occurs.
mx
BS 5950–1
Table 26
= 0.6 for a triangular bending moment distribution
Fc m x M x
+
Pc
py Z x
=
0.6 × 2.74 × 10 6
19.6
+
110.4 32.58 × 10 3 × 220
=0.178 + 0.229 = 0.407
< 1.00
Thus the member is OK for combined axial compression and bending under LC1.
By inspection, the check using Eq 4.65 will not be critical as mLT = mx = 0.6
123
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Sheet
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Design at the Fire Limit State (LC2)
For LC2, the column is designed for the following axial loads and moments.
Factored loads:
Dead Load = 1.0 × 6
Permanent Imposed Load
= 6.0kN
= 1.0 × 7
= 7.0 kN
Axial compressive load Fc,fi = 6.0 + 7.0 = 13.0 kN
= 13.0 × (90+100/2) × 10-3 = 1.82 kNm
Maximum bending moment, Mx,fi
Determine temperature of steel after 30 minutes fire duration
Section 6.5
Assume that the section is unprotected and that there is a uniform temperature
distribution within the steel section. Increase in temperature during time interval ∆t is
found from:
∆θ s
=
αc +αr Hp
cs ρ s
Ag
(θ f
Eq. 6.25
− θ s ) ∆t
Assume temperature-time relationship is given by the standard temperature time curve:
θf
Eq. 6.27
= 20+345log10(8t+1)
Initial input values for determination of steel temperature are as follows:
Hp = 2D+2B
= 300 mm
Hp/A = 200 m-1
αc
= 25 W/m2 ºC
Initial steel temperature θ
= 20°C
Resultant emissivity ε
= 0.4
Density of stainless steel ρs
= 8000 kg/m3
Table 2.4
The specific heat is temperature dependent and is given by the following expression:
Section 6.3.2
cs = 450 + 0.280 × θ - 2.91 × 10 θ + 1.34 × 10 θ
Eq. 6.4
-4
2
-7
3
J/kg°C
A time interval of two seconds is used.
The above formulae and initial input information were coded in an Excel spreadsheet
and the following steel temperature, after a fire duration of 30 minutes, was obtained:
θs = 829°C
124
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Reduction of mechanical properties at elevated temperatures
Section 6.2
The following reduction factors are required for calculation of resistance at elevated
temperatures.
Young’s modulus retention factor
kE, θ
= Eθ/E
0.2% proof strength retention factor
kp0.2proof,θ = p0.2proof,θ/py
Ultimate tensile strength retention factor
kU,θ
=Us,θ/Us
The value of the 2% yield strength at elevated temperature is also required for capacity
calculations. This is given by the following expression:
p 2,è
Eq. 6.1
= p 0.2proof,è + g 2,è ( U s,è − p 0.2proof,è )
The values for the retention factor at 829°C are obtained by linear interpolation.
Table 6.2
kp0.2proof,θ = 0.339
kU,θ
= 0.294
kE,θ
= 0.578
g2,θ
= 0.359
= 0.339 × 220 + 0.359 × (0.294 × 520 – 0.339 × 220)
Hence p2,θ
= 102.7 N/mm2
And thus kp2,θ = 102.7/220
= 0.467
Section 6.4.3
Eq. 6.8
Pc,θ
= χθ Ag kp2,θ py
λθ
= λ k p2,θ k E,θ
λ
=
λθ
= 1.729 × (0.467/0.578)0.5 = 1.554
[
Psq
Pc
=
]
Eq. 6.10
0.5
330
110.4
= 1.729
For grade 1.4401 (316), by linear interpolation of the values in Table 6.3 for
λθ =1.554, by linear interpolation, χθ
= 0.262
Pc,θ
= 0.262 × 1500 × 0.467 × 220
= 40.38 kN
Fc,fi
= 13.0 kN, therefore, section is OK
125
Table 6.3
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Section 6.4.6
For a class 1 cross section, the following expression must be satisfied
F c,fi
χ min,θ A g k p2 ,θ p y
k x M x,fi
+
k p2,θ M cx,θ
µ x F c,fi
+
k y M y,fi
k p2, θ M cy,θ
kx
=1−
µx
= (1.2 β M,x − 3 ) λ x,θ + 0.44 β M,x − 0.29
χ x,θ A g k p2, θ p y
≤
1
≤3
≤
0.8
Assuming, as previously, a triangular moment distribution, βM = 1.8 and using
previously obtained values for λ θ = 1.554 and χθ = 0.262 , µx is calculated as
follows:
µx
= (1.2 × 1.8 − 3) × 1.554 + 0.44 × 1.8 − 0.29
kx
= 1−
− 0.803 × 13 × 10 3
0.262 × 1500 × 220 × 0.467
= − 0.803
= 1.259
Hence, the LHS is
F c,fi
χ min, θ A g k p2 ,θ p y
=
+
k x M x,fi
k p2,θ M cx,θ
13 × 10 3
1.259 × 1.82 × 10 6
+
0.262 × 1500 × 220 × 0.467 43.75 × 10 3 × 0.467 × 220
= 0.322 + 0.510
Eq. 6.21
= 0.832 < 1.00
Therefore section can support the loading after exposure in a fire for 30 minutes.
126
Table 6.4
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DESIGN TABLES
This Section presents a total of 80 design tables for:
•
dimensions and gross section properties
•
section classification and effective section properties
•
member capacities.
The tables cover cold formed stainless steel sections for use as structural
members for both onshore and offshore construction.
The tables are grouped in six sections, each printed on different tinted paper:
Colour
•
Dimensions and gross section properties
Cream
•
Section classification and effective section properties
Blue
•
Member capacities – Grade 1.4301 (304)
Pink
•
Member capacities – Grade 1.4401 (316) and 1.4404 (316L)
Green
•
Member capacities – Grade 1.4362 (SAF 2304)
Yellow
•
Member capacities – Grade 1.4462 (2205)
Grey
127
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Index to design tables
Tables of dimension and gross section properties
Page Number
Cream pages
Table
Number
1
Circular hollow sections
A-2
2
Rectangular hollow sections
A-5
3
Square hollow sections
A-8
4
Channels
A-10
5
A-12
6
Equal angles
A-14
7
Double angles back to back
A-15
Tables of section classification and effective section properties
Table
Number
Page Number
Blue pages
8
Circular hollow sections subject to compression
B-2
9
Rectangular hollow sections subject to compression
B-3
10
Square hollow sections subject to compression
B-6
11
Channels subject to compression
B-8
12
Double channels back to back subject to compression
B-10
13
Equal angles subject to compression
B-12
14
Double angles back to back subject to compression
B-13
15
Circular hollow sections subject to pure bending
axis x-x
B-14
16
Rectangular hollow sections subject to pure bending
axis x-x
B-15
17
Square hollow sections subject to pure bending
axis x-x
B-16
18
Channels subject to pure bending axis x-x
B-18
19
Double channels back to back subject to pure bending
axis x-x
B-20
20
Equal angles subject to pure bending axis x-x
B-22
21
Rectangular hollow sections subject to pure bending
axis y-y
B-23
22
Channels subject to pure bending axis y-y
B-26
23
Double channels back to back subject to pure bending
axis y-y
B-29
24
Double angles subject to pure bending axis y-y
B-31
128
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Member capacity tables
Page Numbers
Pink, Green,
Yellow, Grey
Table
Numbers
Subject to axial compression:
25,39,53,67
C,D,E,F-2
26,40,54,68
C,D,E,F-4
27,41,55,69
C,D,E,F-8
28,42,56,70
Channels
C,D,E,F-10
29,43,57,71
C,D,E,F-13
30,44,58,72
Equal angles
C,D,E,F-16
31,45,59,73
C,D,E,F-18
Subject to axial tension:
32,46,60,74
Equal angles
C,D,E,F-20
33,47,61,75
C,D,E,F-22
Subject to bending:
34,48,62,76
C,D,E,F-24
35,49,63,77
C,D,E,F-26
36,50,64,78
C,D,E,F-28
37,51,65,79
Channels
C,D,E,F-30
38,52,66,80
C,D,E,F-31
129
Discuss me ...
130
Discuss me ...
A. DIMENSIONS & GROSS SECTION PROPERTIES
A-1
Discuss me ...
Table 1
CIRCULAR HOLLOW SECTIONS
y
t
A-2
D x
x
y
DIMENSIONS & GROSS SECTION PROPERTIES
D
t
mm
mm
21.3
21.3
21.3
21.3
21.3
33.7
33.7
33.7
33.7
33.7
42.4
42.4
42.4
42.4
42.4
48.3
48.3
48.3
48.3
48.3
60.3
60.3
60.3
60.3
60.3
60.3
60.3
76.1
76.1
76.1
76.1
1.0
1.2
1.6
2.0
2.3
1.0
1.6
2.0
2.5
3.2
1.0
1.6
2.0
2.6
3.2
1.0
1.6
2.0
2.6
3.2
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
Area
2
cm
0.64
0.76
0.99
1.21
1.37
1.03
1.61
1.99
2.45
3.07
1.30
2.05
2.54
3.25
3.94
1.49
2.35
2.91
3.73
4.53
1.86
2.95
3.66
4.71
5.74
7.07
8.69
2.36
3.74
4.66
6.00
For explanation of table see Section 8.2.
Mass
l x , ly
kg/m
4
0.50
0.60
0.78
0.96
1.08
0.81
1.27
1.57
1.94
2.42
1.03
1.62
2.01
2.57
3.11
1.17
1.85
2.30
2.95
3.58
1.47
2.33
2.89
3.72
4.53
5.59
6.86
1.86
2.96
3.68
4.74
cm
0.3293
0.3840
0.4835
0.5707
0.6286
1.374
2.083
2.512
3.001
3.605
2.788
4.274
5.192
6.464
7.620
4.158
6.407
7.810
9.777
11.59
8.191
12.72
15.58
19.65
23.47
28.17
33.48
16.64
25.99
31.98
40.59
rx , ry
cm
0.719
0.712
0.699
0.686
0.677
1.16
1.14
1.12
1.11
1.08
1.46
1.44
1.43
1.41
1.39
1.67
1.65
1.64
1.62
1.60
2.10
2.08
2.06
2.04
2.02
2.00
1.96
2.66
2.63
2.62
2.60
Zx , Zy
3
cm
0.3092
0.3606
0.4540
0.5359
0.5902
0.8157
1.236
1.491
1.781
2.139
1.315
2.016
2.449
3.049
3.594
1.722
2.653
3.234
4.048
4.797
2.717
4.218
5.168
6.519
7.784
9.344
11.10
4.372
6.831
8.404
10.67
S x , Sy
3
cm
0.4124
0.4854
0.6223
0.7476
0.8344
1.070
1.650
2.012
2.439
2.988
1.714
2.665
3.267
4.124
4.928
2.238
3.491
4.290
5.436
6.520
3.517
5.514
6.800
8.662
10.44
12.70
15.33
5.640
8.882
10.98
14.05
J
C
4
cm
0.6586
0.7681
0.9671
1.141
1.257
2.749
4.167
5.024
6.002
7.209
5.576
8.548
10.38
12.93
15.24
8.315
12.81
15.62
19.55
23.17
16.38
25.44
31.16
39.31
46.94
56.35
66.95
33.27
51.99
63.96
81.18
3
cm
0.6184
0.7212
0.9081
1.072
1.180
1.631
2.473
2.981
3.562
4.279
2.630
4.032
4.898
6.099
7.189
3.443
5.306
6.468
8.097
9.595
5.434
8.436
10.34
13.04
15.57
18.69
22.21
8.744
13.66
16.81
21.34
Discuss me ...
Table 1
y
t
A-3
D x
x
y
D
t
mm
mm
76.1
76.1
76.1
88.9
88.9
88.9
88.9
88.9
88.9
88.9
101.6
101.6
101.6
101.6
101.6
101.6
101.6
114.3
114.3
114.3
114.3
114.3
114.3
114.3
139.7
139.7
139.7
139.7
139.7
139.7
139.7
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.2
1.6
2.0
2.6
3.2
4.0
5.0
1.2
1.6
2.0
2.6
3.2
4.0
5.0
Area
2
cm
7.33
9.06
11.2
2.76
4.39
5.46
7.05
8.62
10.7
13.2
3.16
5.03
6.26
8.09
9.89
12.3
15.2
4.26
5.66
7.06
9.12
11.2
13.9
17.2
5.22
6.94
8.65
11.2
13.7
17.1
21.2
Mass
l x , ly
kg/m
4
5.79
7.16
8.82
2.18
3.47
4.31
5.57
6.81
8.43
10.4
2.50
3.97
4.94
6.39
7.81
9.69
12.0
3.37
4.48
5.57
7.21
8.82
10.9
13.6
4.12
5.48
6.84
8.85
10.8
13.5
16.7
cm
48.78
59.06
70.92
26.67
41.82
51.57
65.68
79.21
96.34
116.4
39.98
62.85
77.63
99.14
119.9
146.3
177.5
68.18
89.96
111.3
142.4
172.5
211.1
256.9
125.2
165.5
205.1
263.2
319.8
392.9
480.5
rx , ry
cm
2.58
2.55
2.52
3.11
3.09
3.07
3.05
3.03
3.00
2.97
3.56
3.54
3.52
3.50
3.48
3.45
3.42
4.00
3.98
3.97
3.95
3.93
3.90
3.87
4.90
4.88
4.87
4.85
4.83
4.80
4.77
Zx , Zy
3
cm
12.82
15.52
18.64
6.001
9.408
11.60
14.78
17.82
21.67
26.18
7.871
12.37
15.28
19.52
23.59
28.80
34.93
11.93
15.74
19.47
24.91
30.18
36.93
44.96
17.92
23.69
29.36
37.68
45.78
56.24
68.80
S x , Sy
3
cm
17.02
20.81
25.32
7.727
12.20
15.11
19.37
23.51
28.85
35.24
10.12
16.00
19.84
25.49
31.00
38.12
46.70
15.35
20.32
25.23
32.45
39.51
48.69
59.77
23.02
30.52
37.93
48.88
59.63
73.68
90.76
J
C
4
cm
97.56
118.1
141.8
53.35
83.64
103.1
131.4
158.4
192.7
232.7
79.97
125.7
155.3
198.3
239.7
292.6
354.9
136.4
179.9
222.5
284.7
344.9
422.1
513.8
250.4
331.0
410.2
526.4
639.6
785.7
961.1
3
cm
25.64
31.04
37.28
12.00
18.82
23.20
29.55
35.64
43.35
52.36
15.74
24.74
30.56
39.03
47.19
57.59
69.87
23.86
31.48
38.94
49.82
60.36
73.86
89.91
35.85
47.39
58.73
75.36
91.56
112.5
137.6
Discuss me ...
Table 1
y
t
A-4
D x
x
y
D
t
mm
mm
168.3
168.3
168.3
168.3
168.3
168.3
219.1
219.1
219.1
219.1
219.1
273
273
273
273
1.6
2.0
2.6
3.2
4.0
5.0
2.0
2.6
3.2
4.0
5.0
2.6
3.2
4.0
5.0
Area
2
cm
8.38
10.4
13.5
16.6
20.6
25.7
13.6
17.7
21.7
27.0
33.6
22.1
27.1
33.8
42.1
Mass
l x , ly
kg/m
4
6.62
8.25
10.7
13.1
16.3
20.3
10.8
14.0
17.1
21.4
26.6
17.4
21.4
26.7
33.3
cm
291.1
361.3
464.6
565.7
697.1
855.8
803.7
1036
1264
1563
1928
2018
2468
3058
3780
rx , ry
cm
5.89
5.88
5.86
5.84
5.81
5.78
7.68
7.65
7.63
7.61
7.57
9.56
9.54
9.51
9.48
Zx , Zy
3
cm
34.59
42.93
55.21
67.23
82.84
101.7
73.37
94.59
115.5
142.8
176.0
147.9
180.8
224.0
277.0
S x , Sy
3
cm
44.46
55.31
71.39
87.24
108.0
133.4
94.27
121.9
149.2
185.1
229.2
190.1
232.9
289.5
359.2
J
C
4
cm
582.2
722.5
929.3
1131
1394
1711
1607
2072
2529
3127
3856
4037
4936
6116
7561
3
cm
69.18
85.86
110.4
134.5
165.7
203.4
146.7
189.2
230.9
285.5
352.0
295.8
361.7
448.1
554.0
Discuss me ...
Table 2
B
RECTANGULAR HOLLOW SECTIONS
b
y
A-5
D
x
d
x
t
y
DxB
t
d
mm
mm
mm
50 x 25
50 x 25
60 x 30
60 x 30
80 x 40
80 x 40
80 x 40
100 x 50
100 x 50
100 x 50
100 x 50
100 x 50
150 x 75
150 x 75
150 x 75
150 x 75
150 x 75
150 x 100
150 x 100
150 x 100
150 x 100
150 x 100
200 x 100
200 x 100
200 x 100
200 x 100
200 x 100
200 x 125
200 x 125
200 x 125
200 x 125
200 x 125
1.5
2.0
2.0
3.0
2.0
3.0
4.0
2.0
3.0
4.0
5.0
6.0
3.0
4.0
5.0
6.0
8.0
3.0
4.0
5.0
6.0
8.0
4.0
5.0
6.0
8.0
10.0
4.0
5.0
6.0
8.0
10.0
41
38
48
42
68
62
56
88
82
76
70
64
132
126
120
114
102
132
126
120
114
102
176
170
164
152
140
176
170
164
152
140
Area
2
cm
2.06
2.67
3.27
4.65
4.47
6.45
8.27
5.67
8.25
10.7
12.9
15.0
12.8
16.7
20.4
24.0
30.7
14.3
18.7
22.9
27.0
34.7
22.7
27.9
33.0
42.7
51.7
24.7
30.4
36.0
46.7
56.7
Mass
kg/m
1.63
2.11
2.58
3.68
3.53
5.10
6.54
4.48
6.52
8.43
10.2
11.9
10.1
13.2
16.1
19.0
24.2
11.3
14.8
18.1
21.3
27.4
17.9
22.1
26.1
33.7
40.8
19.5
24.0
28.5
36.9
44.8
Ix
4
cm
6.408
7.946
14.42
19.08
36.24
49.73
60.30
73.25
102.5
127.1
147.2
162.9
370.8
472.3
563.2
643.6
774.2
451.8
578.9
694.6
799.2
976.0
1171
1415
1640
2034
2355
1364
1653
1922
2403
2807
Iy
4
cm
2.192
2.699
4.919
6.441
12.44
16.92
20.36
25.24
35.07
43.19
49.70
54.72
127.8
161.9
192.2
218.6
260.9
243.7
311.6
373.0
428.4
521.3
403.8
486.0
561.1
691.0
795.2
666.0
805.7
935.1
1164
1355
rx
ry
Zx
cm
cm
3
1.76
1.73
2.10
2.02
2.85
2.78
2.70
3.59
3.52
3.45
3.37
3.29
5.39
5.32
5.25
5.18
5.02
5.63
5.57
5.50
5.44
5.30
7.19
7.12
7.05
6.90
6.75
7.44
7.37
7.31
7.17
7.04
1.03
1.01
1.23
1.18
1.67
1.62
1.57
2.11
2.06
2.01
1.96
1.91
3.17
3.12
3.07
3.02
2.92
4.13
4.08
4.03
3.98
3.88
4.22
4.17
4.12
4.02
3.92
5.20
5.15
5.10
4.99
4.89
cm
2.563
3.178
4.806
6.360
9.061
12.43
15.07
14.65
20.51
25.43
29.44
32.58
49.44
62.98
75.09
85.82
103.2
60.25
77.19
92.62
106.6
130.1
117.2
141.6
164.1
203.4
235.5
136.4
165.3
192.3
240.3
280.7
Zy
3
cm
1.753
2.159
3.280
4.294
6.220
8.460
10.18
10.09
14.03
17.27
19.88
21.89
34.07
43.18
51.24
58.30
69.57
48.74
62.31
74.61
85.67
104.3
80.76
97.19
112.2
138.2
159.0
106.6
128.9
149.6
186.3
216.9
Sx
Sy
3
3
cm
3.235
4.088
6.103
8.351
11.33
15.91
19.79
18.16
25.88
32.71
38.66
43.75
61.29
78.99
95.35
110.4
136.5
72.31
93.59
113.5
132.0
164.9
145.3
177.0
207.0
261.7
309.3
164.9
201.4
236.1
300.1
356.8
cm
2.005
2.528
3.780
5.150
7.034
9.847
12.21
11.29
16.04
20.22
23.84
26.91
38.10
49.02
59.06
68.26
84.13
54.98
71.11
86.16
100.2
125.0
90.31
109.9
128.4
161.8
190.7
119.9
146.4
171.5
217.7
258.5
J
b = B - 6t
d = D - 6t
C
4
cm
5.562
7.063
12.62
17.33
31.06
43.95
54.77
61.97
88.99
113.0
133.7
150.9
313.7
406.5
492.8
572.1
708.0
510.5
666.1
813.5
952.2
1201
991.5
1213
1423
1808
2139
1449
1781
2099
2692
3223
3
cm
3.108
3.875
5.837
7.800
10.96
15.13
18.49
17.68
24.86
31.00
36.11
40.23
59.68
76.24
91.21
104.6
126.9
81.26
104.6
126.1
145.9
180.2
141.5
171.3
198.9
248.0
288.9
179.8
218.7
255.2
321.3
378.4
Discuss me ...
Table 2
B
b
y
A-6
D
x
d
x
t
y
DxB
t
d
mm
mm
mm
250 x 125
250 x 125
250 x 125
250 x 125
250 x 125
250 x 150
250 x 150
250 x 150
250 x 150
250 x 150
300 x 150
300 x 150
300 x 150
300 x 150
300 x 150
300 x 200
300 x 200
300 x 200
300 x 200
300 x 200
350 x 175
350 x 175
350 x 175
350 x 175
350 x 175
350 x 200
350 x 200
350 x 200
350 x 200
350 x 200
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
214
202
190
178
160
214
202
190
178
160
264
252
240
228
210
264
252
240
228
210
314
302
290
278
260
314
302
290
278
260
Area
2
cm
42.0
54.7
66.7
78.1
93.8
45.0
58.7
71.7
84.1
101
51.0
66.7
81.7
96.1
116
57.0
74.7
91.7
108
131
60.0
78.7
96.7
114
138
63.0
82.7
101
120
146
Mass
kg/m
33.2
43.2
52.7
61.7
74.1
35.6
46.4
56.6
66.4
80.1
40.3
52.7
64.5
75.9
91.9
45.0
59.0
72.4
85.4
103
47.4
62.2
76.4
90.1
109
49.8
65.3
80.3
94.8
115
Ix
4
cm
3341
4211
4966
5607
6364
3787
4797
5686
6457
7400
5932
7557
9010
10300
11920
7229
9262
11110
12790
14970
9603
12320
14800
17050
20010
10490
13490
16250
18770
22110
Iy
4
cm
1147
1438
1686
1895
2137
1732
2187
2583
2925
3339
2044
2590
3074
3498
4025
3899
4985
5968
6853
8003
3315
4235
5067
5814
6783
4464
5722
6872
7915
9289
rx
ry
Zx
cm
cm
3
8.92
8.78
8.63
8.48
8.24
9.17
9.04
8.91
8.77
8.55
10.8
10.6
10.5
10.4
10.1
11.3
11.1
11.0
10.9
10.7
12.6
12.5
12.4
12.2
12.0
12.9
12.8
12.6
12.5
12.3
5.23
5.13
5.03
4.93
4.77
6.20
6.10
6.00
5.90
5.74
6.33
6.23
6.13
6.03
5.88
8.27
8.17
8.07
7.96
7.81
7.43
7.34
7.24
7.14
6.99
8.42
8.32
8.22
8.12
7.97
cm
267.3
336.9
397.3
448.6
509.1
303.0
383.8
454.9
516.6
592.1
395.5
503.8
600.7
686.5
795.0
482.0
617.5
741.0
852.5
998.2
548.8
704.0
845.8
974.5
1143
599.5
770.9
928.4
1072
1263
Zy
3
cm
183.6
230.2
269.9
303.3
342.0
231.1
291.6
344.5
390.0
445.3
272.5
345.4
410.0
466.4
536.8
389.9
498.5
596.9
685.4
800.3
379.0
484.1
579.2
664.6
775.3
446.4
572.3
687.2
791.6
928.9
Sx
Sy
3
3
cm
333.7
426.8
511.1
586.6
683.6
370.3
475.2
571.1
658.0
771.7
490.3
631.9
762.8
883.1
1043
578.5
748.7
907.8
1055
1257
676.9
877.1
1064
1239
1479
728.5
945.5
1149
1341
1604
cm
207.2
264.5
316.0
361.9
420.5
261.6
335.3
402.5
463.3
542.5
304.8
392.1
472.5
546.1
643.8
439.8
568.9
689.3
801.2
953.4
421.1
544.8
660.3
767.7
913.9
498.0
645.7
784.3
914.0
1092
J
b = B - 6t
d = D - 6t
C
4
cm
2856
3673
4414
5072
5894
3911
5060
6121
7088
8346
5019
6504
7884
9153
10830
8167
10660
13020
15240
18290
8062
10500
12800
14960
17900
10130
13230
16170
18960
22820
3
cm
323.2
409.0
484.3
549.5
628.5
394.5
502.3
598.9
684.4
792.4
477.4
609.9
729.6
836.9
974.9
650.1
836.8
1009
1167
1378
661.7
850.8
1024
1184
1396
763.0
984.2
1189
1379
1634
Discuss me ...
Table 2
B
b
y
A-7
D
x
d
x
t
y
DxB
t
d
mm
mm
mm
400 x 200
400 x 200
400 x 200
400 x 200
400 x 200
400 x 250
400 x 250
400 x 250
400 x 250
400 x 250
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
364
352
340
328
310
364
352
340
328
310
Area
2
cm
69.0
90.7
111
132
161
75.0
98.7
121
144
176
Mass
kg/m
54.5
71.6
88.2
104
127
59.3
78.0
96.1
113
139
Ix
4
cm
14540
18750
22650
26250
31080
16870
21820
26460
30770
36640
Iy
4
cm
5028
6460
7775
8977
10580
8253
10660
12890
14960
17770
rx
ry
Zx
cm
cm
3
14.5
14.4
14.2
14.1
13.9
15.0
14.9
14.7
14.6
14.4
8.54
8.44
8.34
8.24
8.10
10.5
10.4
10.3
10.2
10.0
cm
727.0
937.5
1132
1312
1554
843.4
1091
1322
1538
1832
Zy
3
cm
502.9
646.0
777.5
897.7
1057
660.3
852.5
1031
1196
1421
Sx
Sy
3
3
cm
893.6
1162
1416
1656
1989
1011
1318
1611
1889
2278
cm
556.2
722.5
879.3
1026
1230
736.3
959.2
1171
1371
1652
J
b = B - 6t
d = D - 6t
C
4
cm
12140
15860
19410
22780
27470
17680
23200
28500
33600
40800
3
cm
875.9
1131
1370
1591
1891
1108
1438
1749
2041
2445
Discuss me ...
Table 3
D
SQUARE HOLLOW SECTIONS
y
A-8
D
x
d
DxD
t
d
mm
mm
mm
40 x 40
40 x 40
50 x 50
50 x 50
50 x 50
60 x 60
60 x 60
60 x 60
60 x 60
80 x 80
80 x 80
80 x 80
80 x 80
100 x 100
100 x 100
100 x 100
100 x 100
100 x 100
125 x 125
125 x 125
125 x 125
125 x 125
125 x 125
150 x 150
150 x 150
150 x 150
150 x 150
150 x 150
2.0
3.0
2.0
3.0
4.0
2.0
3.0
4.0
5.0
2.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
8.0
3.0
4.0
5.0
6.0
8.0
3.0
4.0
5.0
6.0
8.0
28
22
38
32
26
48
42
36
30
68
62
56
50
82
76
70
64
52
107
101
95
89
77
132
126
120
114
102
Area
2
cm
2.87
4.05
3.67
5.25
6.67
4.47
6.45
8.27
9.93
6.07
8.85
11.5
13.9
11.3
14.7
17.9
21.0
26.7
14.3
18.7
22.9
27.0
34.7
17.3
22.7
27.9
33.0
42.7
Mass
kg/m
2.27
3.20
2.90
4.15
5.27
3.53
5.10
6.54
7.84
4.79
6.99
9.06
11.0
8.89
11.6
14.2
16.6
21.1
11.3
14.8
18.1
21.3
27.4
13.6
17.9
22.1
26.1
33.7
y
Ix , Iy
4
cm
6.659
8.689
13.71
18.48
21.97
24.51
33.71
41.01
46.53
60.58
85.32
106.5
124.4
173.1
219.4
260.1
295.6
351.6
348.4
446.3
535.5
616.2
752.9
613.9
792.1
957.6
1110
1379
rx , ry
cm
1.52
1.46
1.93
1.88
1.81
2.34
2.29
2.23
2.16
3.16
3.10
3.05
2.99
3.92
3.87
3.81
3.75
3.63
4.94
4.89
4.83
4.78
4.66
5.97
5.91
5.86
5.80
5.68
Zx , Zy
3
cm
3.330
4.344
5.484
7.391
8.789
8.171
11.24
13.67
15.51
15.15
21.33
26.64
31.10
34.62
43.87
52.03
59.13
70.31
55.74
71.41
85.68
98.59
120.5
81.86
105.6
127.7
148.1
184.0
Sx , Sy
3
cm
3.994
5.407
6.488
8.994
11.02
9.583
13.48
16.80
19.56
17.57
25.15
31.95
37.98
40.43
51.91
62.41
71.95
88.20
64.58
83.60
101.4
117.9
147.5
94.36
122.8
149.7
175.2
221.7
x
t
J
d = D - 6t
C
4
cm
11.33
15.61
22.77
32.15
39.88
40.07
57.34
72.41
85.01
96.99
140.9
181.2
217.6
280.6
364.4
442.4
514.4
638.1
556.3
727.1
889.6
1043
1321
970.5
1273
1565
1844
2364
3
cm
5.187
6.924
8.469
11.62
14.07
12.55
17.50
21.62
24.92
23.11
32.88
41.49
48.99
53.04
67.75
81.04
92.93
112.6
85.00
109.6
132.3
153.3
190.0
124.5
161.4
196.1
228.7
287.4
Discuss me ...
Table 3
D
y
A-9
D
x
d
DxD
t
d
mm
mm
mm
175 x 175
175 x 175
175 x 175
175 x 175
175 x 175
200 x 200
200 x 200
200 x 200
200 x 200
200 x 200
250 x 250
250 x 250
250 x 250
250 x 250
250 x 250
300 x 300
300 x 300
300 x 300
300 x 300
300 x 300
350 x 350
350 x 350
350 x 350
350 x 350
350 x 350
400 x 400
400 x 400
400 x 400
400 x 400
400 x 400
4.0
5.0
6.0
8.0
10.0
4.0
5.0
6.0
8.0
10.0
5.0
6.0
8.0
10.0
12.0
5.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
151
145
139
127
115
176
170
164
152
140
220
214
202
190
178
270
264
252
240
228
314
302
290
278
260
364
352
340
328
310
Area
2
cm
26.7
32.9
39.0
50.7
61.7
30.7
37.9
45.0
58.7
71.7
47.9
57.0
74.7
91.7
108
57.9
69.0
90.7
111
132
81.0
106
131
156
191
93.0
122
151
180
221
Mass
kg/m
21.1
26.0
30.8
40.0
48.7
24.2
30.0
35.6
46.4
56.6
37.9
45.0
59.0
72.4
85.4
45.8
54.5
71.6
88.2
104
64.0
84.3
104
123
151
73.5
96.9
119
142
174
y
Ix , Iy
4
cm
1281
1557
1815
2281
2682
1940
2366
2769
3509
4162
4737
5574
7141
8568
9859
8319
9823
12670
15320
17770
15820
20510
24920
29050
34750
23850
31050
37870
44320
53330
rx , ry
cm
6.93
6.88
6.82
6.71
6.59
7.95
7.90
7.84
7.73
7.62
9.94
9.89
9.78
9.67
9.55
12.0
11.9
11.8
11.7
11.6
14.0
13.9
13.8
13.6
13.5
16.0
15.9
15.8
15.7
15.5
Zx , Zy
3
cm
146.5
178.0
207.5
260.8
306.6
194.0
236.7
277.0
351.0
416.2
379.0
445.9
571.3
685.5
788.8
554.6
654.9
845.0
1021
1184
903.8
1171
1423
1660
1985
1192
1552
1893
2215
2666
Sx , Sy
3
cm
169.5
207.4
243.7
311.0
371.5
223.7
274.5
323.4
415.3
499.3
436.9
516.7
668.8
811.1
943.6
636.7
754.9
982.3
1197
1401
1038
1355
1659
1949
2358
1366
1789
2196
2587
3144
x
t
J
d = D - 6t
C
4
cm
2040
2515
2974
3842
4637
3067
3788
4490
5829
7078
7488
8901
11630
14230
16690
13040
15530
20380
25040
29510
24820
32660
40250
47600
58120
37230
49070
60620
71840
88050
3
cm
223.2
272.4
319.0
404.7
480.6
295.0
361.2
424.3
542.0
648.3
576.2
680.0
876.6
1058
1226
841.2
995.6
1291
1568
1829
1371
1785
2179
2552
3073
1806
2360
2889
3394
4109
Discuss me ...
Table 4
b
CHANNELS
y
xo
Centroid
cy
A-10
D
x
d
x
Shear centre
y
Dxb
t
mm
mm
50 x 25
50 x 25
75 x 35
75 x 35
75 x 35
100 x 50
100 x 50
100 x 50
125 x 50
125 x 50
125 x 50
125 x 50
150 x 60
150 x 60
150 x 60
150 x 60
175 x 60
175 x 60
175 x 60
175 x 60
200 x 75
200 x 75
200 x 75
200 x 75
225 x 75
225 x 75
225 x 75
225 x 75
250 x 100
250 x 100
250 x 100
250 x 100
2.0
3.0
3.0
4.0
5.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
4.0
5.0
6.0
8.0
5.0
6.0
8.0
10.0
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
Area
2
cm
1.83
2.63
3.98
5.14
6.21
5.63
7.34
8.96
6.38
8.34
10.2
12.0
10.1
12.5
14.7
18.9
13.7
16.2
20.9
25.4
16.5
19.5
25.3
30.9
21.0
27.3
33.4
39.0
25.5
33.3
40.9
48.0
Mass
d
kg/m
mm
1.45
2.08
3.14
4.06
4.91
4.45
5.80
7.08
5.04
6.59
8.07
9.49
8.01
9.85
11.6
15.0
10.8
12.8
16.5
20.0
13.0
15.4
20.0
24.4
16.6
21.6
26.3
30.8
20.2
26.3
32.3
37.9
38
32
57
51
45
82
76
70
107
101
95
89
126
120
114
102
145
139
127
115
170
164
152
140
189
177
165
153
214
202
190
178
Ix
4
cm
6.855
9.239
32.76
40.59
47.00
86.56
109.7
130.1
146.3
186.5
222.7
255.0
332.1
399.9
461.9
568.8
580.0
672.2
834.0
966.5
945.6
1102
1385
1629
1465
1849
2184
2470
2340
2984
3563
4079
Iy
4
cm
1.116
1.540
4.656
5.860
6.901
13.94
17.86
21.43
15.00
19.28
23.22
26.83
34.13
41.38
48.14
60.25
43.43
50.62
63.62
74.91
85.02
99.62
126.5
150.6
103.2
131.4
156.8
179.5
239.9
308.4
371.5
429.2
rx
ry
Zx
cm
cm
3
1.93
1.88
2.87
2.81
2.75
3.92
3.87
3.81
4.79
4.73
4.67
4.61
5.72
5.66
5.60
5.48
6.50
6.44
6.31
6.17
7.58
7.52
7.39
7.27
8.35
8.22
8.09
7.96
9.58
9.46
9.34
9.22
0.780
0.766
1.08
1.07
1.05
1.57
1.56
1.55
1.53
1.52
1.51
1.49
1.84
1.82
1.81
1.78
1.78
1.77
1.74
1.72
2.27
2.26
2.23
2.21
2.22
2.19
2.17
2.14
3.07
3.04
3.02
2.99
cm
2.742
3.695
8.735
10.83
12.53
17.31
21.94
26.01
23.40
29.85
35.64
40.79
44.28
53.32
61.58
75.83
66.29
76.82
95.31
110.5
94.56
110.3
138.6
162.9
130.3
164.4
194.2
219.6
187.2
238.8
285.1
326.3
Zy
3
cm
0.6311
0.8997
1.863
2.399
2.893
3.881
5.049
6.154
4.009
5.226
6.384
7.487
7.640
9.370
11.03
14.15
9.570
11.28
14.51
17.51
15.05
17.80
23.03
27.94
18.07
23.42
28.46
33.21
32.07
41.80
51.07
59.89
Sx
Sy
3
3
cm
3.244
4.497
10.41
13.15
15.53
20.21
25.95
31.21
27.72
35.75
43.19
50.05
52.64
63.99
74.63
93.82
80.35
93.96
118.8
140.4
112.9
132.6
169.2
202.1
157.9
202.2
242.3
278.3
221.7
286.0
345.5
400.4
cm
1.145
1.633
3.371
4.351
5.254
7.033
9.159
11.17
7.143
9.360
11.49
13.54
13.64
16.80
19.86
25.66
17.05
20.22
26.32
32.08
26.76
31.78
41.46
50.66
32.13
42.09
51.65
60.81
57.14
74.88
91.94
108.3
J
H
4
cm
0.02446
0.07881
0.1193
0.2740
0.5178
0.1688
0.3913
0.7470
0.1913
0.4446
0.8511
1.441
0.5406
1.039
1.765
4.042
1.143
1.945
4.469
8.451
1.372
2.341
5.407
10.28
2.521
5.834
11.12
18.73
3.061
7.114
13.62
23.05
x
x0
cm
cm
0.936
0.954
0.937
0.949
0.963
0.928
0.936
0.944
0.921
0.928
0.935
0.943
0.923
0.929
0.935
0.949
0.919
0.924
0.937
0.951
0.920
0.924
0.934
0.944
0.916
0.924
0.934
0.945
0.921
0.928
0.935
0.943
18.1
11.2
18.1
12.9
9.77
25.0
18.1
14.0
31.7
23.1
17.9
14.5
28.3
22.1
17.9
12.7
26.2
21.3
15.2
11.5
30.3
24.8
17.9
13.7
28.2
20.4
15.7
12.6
31.7
23.1
17.9
14.5
1.57
1.56
2.14
2.13
2.12
3.14
3.14
3.13
2.88
2.88
2.87
2.86
3.46
3.45
3.45
3.43
3.23
3.22
3.21
3.18
4.21
4.20
4.19
4.17
3.99
3.97
3.96
3.93
5.77
5.76
5.75
5.73
0.731
0.788
1.00
1.06
1.11
1.41
1.46
1.52
1.26
1.31
1.36
1.42
1.53
1.58
1.64
1.74
1.46
1.51
1.62
1.72
1.85
1.90
2.01
2.11
1.79
1.89
1.99
2.10
2.52
2.62
2.73
2.83
6
cm
3.813
4.550
35.54
40.52
42.81
203.6
244.0
272.8
353.2
428.6
485.8
526.5
1136
1311
1450
1627
1934
2153
2455
2594
5085
5742
6746
7379
7713
9139
10090
10620
22600
27430
31090
33690
t
u
cy
Discuss me ...
Table 4
b
CHANNELS
y
xo
Centroid
cy
A-11
D
x
d
x
Shear centre
y
Dxb
t
mm
mm
300 x 100
300 x 100
300 x 100
300 x 100
350 x 125
350 x 125
350 x 125
350 x 125
400 x 150
400 x 150
400 x 150
400 x 150
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
Area
2
cm
37.3
45.9
54.0
65.7
45.3
55.9
66.0
80.7
53.3
65.9
78.0
95.7
Mass
d
kg/m
mm
29.5
36.2
42.7
51.9
35.8
44.1
52.2
63.7
42.1
52.0
61.6
75.6
252
240
228
210
302
290
278
260
352
340
328
310
Ix
4
cm
4631
5557
6393
7486
7914
9569
11100
13160
12450
15130
17640
21100
Iy
4
cm
326.3
394.0
456.6
541.3
642.0
780.3
910.2
1089
1114
1360
1593
1921
rx
ry
Zx
cm
cm
3
11.1
11.0
10.9
10.7
13.2
13.1
13.0
12.8
15.3
15.2
15.0
14.9
2.96
2.93
2.91
2.87
3.76
3.74
3.71
3.68
4.57
4.54
4.52
4.48
cm
308.8
370.5
426.3
499.1
452.3
546.8
634.2
752.1
622.5
756.5
882.1
1055
Zy
3
cm
42.84
52.42
61.58
74.58
67.52
82.93
97.79
119.1
97.77
120.4
142.4
174.0
Sx
Sy
3
3
cm
374.4
453.9
528.0
628.8
541.1
659.8
771.9
928.0
737.9
903.2
1060
1283
cm
76.15
93.95
111.2
136.1
119.6
147.8
175.2
215.0
173.1
214.1
254.2
312.7
J
H
4
cm
7.967
15.28
25.93
49.25
9.674
18.62
31.69
60.50
11.38
21.95
37.45
71.75
x
x0
cm
cm
0.916
0.922
0.929
0.941
0.916
0.921
0.926
0.935
0.915
0.920
0.924
0.931
28.2
22.0
17.8
13.6
33.4
26.2
21.3
16.5
38.6
30.3
24.8
19.3
5.32
5.31
5.29
5.25
6.87
6.86
6.84
6.82
8.42
8.41
8.41
8.39
2.38
2.48
2.59
2.74
2.99
3.09
3.19
3.35
3.60
3.70
3.80
3.96
6
cm
43340
49610
54340
58820
119500
139100
155200
173100
276300
325500
367500
418100
t
u
cy
Discuss me ...
Table 5
DOUBLE CHANNELS BACK TO BACK
y
A-12
D
b
x
x
t
Centroid and
shear centre
y
D x 2b
t
mm
mm
50 x 50
50 x 50
75 x 70
75 x 70
75 x 70
100 x 100
100 x 100
100 x 100
125 x 100
125 x 100
125 x 100
125 x 100
150 x 120
150 x 120
150 x 120
150 x 120
175 x 120
175 x 120
175 x 120
175 x 120
200 x 150
200 x 150
200 x 150
200 x 150
225 x 150
225 x 150
225 x 150
225 x 150
250 x 200
250 x 200
250 x 200
250 x 200
2.0
3.0
3.0
4.0
5.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
4.0
5.0
6.0
8.0
5.0
6.0
8.0
10.0
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
Area
2
cm
3.67
5.25
7.95
10.3
12.4
11.3
14.7
17.9
12.8
16.7
20.4
24.0
20.3
24.9
29.4
37.9
27.4
32.4
41.9
50.7
32.9
39.0
50.7
61.7
42.0
54.7
66.7
78.1
51.0
66.7
81.7
96.1
Mass
d
kg/m
mm
2.90
4.15
6.28
8.12
9.82
8.89
11.6
14.2
10.1
13.2
16.1
19.0
16.0
19.7
23.2
29.9
21.7
25.6
33.1
40.1
26.0
30.8
40.0
48.7
33.2
43.2
52.7
61.7
40.3
52.7
64.5
75.9
38
32
57
51
45
82
76
70
107
101
95
89
126
120
114
102
145
139
127
115
170
164
152
140
189
177
165
153
214
202
190
178
Ix
4
cm
13.71
18.48
65.51
81.19
94.00
173.1
219.4
260.1
292.6
373.1
445.5
509.9
664.2
799.8
923.7
1137
1160
1344
1667
1932
1891
2205
2771
3258
2930
3699
4368
4941
4680
5969
7127
8158
Iy
4
cm
4.194
6.343
17.29
23.20
29.23
50.18
67.10
84.19
50.23
67.21
84.40
101.9
115.9
145.3
175.0
235.7
145.5
175.4
236.5
300.1
282.9
340.4
457.0
576.3
340.8
457.9
577.9
701.8
803.7
1075
1350
1629
rx
ry
Zx
cm
cm
3
1.93
1.88
2.87
2.81
2.75
3.92
3.87
3.81
4.79
4.73
4.67
4.61
5.72
5.66
5.60
5.48
6.50
6.44
6.31
6.17
7.58
7.52
7.39
7.27
8.35
8.22
8.09
7.96
9.58
9.46
9.34
9.22
1.07
1.10
1.47
1.50
1.53
2.11
2.14
2.17
1.98
2.01
2.03
2.06
2.39
2.41
2.44
2.49
2.30
2.33
2.38
2.43
2.93
2.95
3.00
3.06
2.85
2.89
2.94
3.00
3.97
4.02
4.07
4.12
cm
5.484
7.391
17.47
21.65
25.07
34.62
43.87
52.03
46.81
59.69
71.28
81.59
88.56
106.6
123.2
151.7
132.6
153.6
190.6
220.9
189.1
220.5
277.2
325.9
260.5
328.8
388.3
439.2
374.5
477.6
570.2
652.7
Zy
3
cm
1.678
2.537
4.940
6.628
8.353
10.04
13.42
16.84
10.05
13.44
16.88
20.37
19.31
24.21
29.17
39.28
24.25
29.23
39.42
50.01
37.73
45.39
60.93
76.83
45.44
61.05
77.06
93.57
80.37
107.5
135.0
163.0
Sx
Sy
3
3
cm
6.488
8.994
20.82
26.30
31.06
40.43
51.91
62.41
55.43
71.50
86.38
100.1
105.3
128.0
149.3
187.6
160.7
187.9
237.5
280.8
225.8
265.2
338.5
404.3
315.9
404.3
484.5
556.6
443.5
572.0
691.1
800.8
cm
2.682
4.140
7.965
10.86
13.85
15.84
21.46
27.22
16.07
21.86
27.85
34.02
31.06
39.47
48.12
66.07
40.10
49.02
67.67
87.29
60.97
74.22
101.7
130.3
75.12
103.3
132.8
163.6
128.5
174.9
222.8
272.2
J
H
4
cm
0.04891
0.1576
0.2386
0.5479
1.036
0.3376
0.7826
1.494
0.3826
0.8892
1.702
2.882
1.081
2.077
3.530
8.084
2.286
3.890
8.937
16.90
2.744
4.682
10.81
20.57
5.042
11.67
22.24
37.47
6.122
14.23
27.24
46.11
d
u
x
0.850
0.875
0.861
0.880
0.901
0.838
0.850
0.862
0.851
0.864
0.878
0.893
0.855
0.866
0.878
0.903
0.866
0.877
0.902
0.930
0.856
0.865
0.883
0.904
0.863
0.881
0.902
0.924
0.851
0.864
0.878
0.893
20.0
11.8
19.8
13.7
10.0
28.1
20.0
15.1
35.7
25.5
19.4
15.3
31.6
24.3
19.4
13.2
28.7
22.9
15.8
11.5
33.9
27.3
19.2
14.3
31.0
21.8
16.3
12.7
35.7
25.5
19.4
15.3
6
cm
17.43
20.80
158.7
180.9
191.1
930.7
1115
1247
1497
1816
2057
2228
4817
5559
6144
6885
7775
8649
9839
10380
21100
23810
27940
30520
30710
36330
40050
42090
95870
116300
131700
142600
Discuss me ...
Table 5
y
A-13
D
b
x
x
t
Centroid and
shear centre
y
D x 2b
t
mm
mm
300 x 200
300 x 200
300 x 200
300 x 200
350 x 250
350 x 250
350 x 250
350 x 250
400 x 300
400 x 300
400 x 300
400 x 300
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
Area
2
cm
74.7
91.7
108
131
90.7
111
132
161
106
131
156
191
Mass
d
kg/m
mm
59.0
72.4
85.4
103
71.6
88.2
104
127
84.3
104
123
151
252
240
228
210
302
290
278
260
352
340
328
310
Ix
4
cm
9262
11110
12790
14970
15830
19140
22200
26320
24900
30260
35280
42210
Iy
4
cm
1077
1353
1635
2069
2095
2627
3166
3987
3613
4527
5446
6842
rx
ry
Zx
cm
cm
3
11.1
11.0
10.9
10.7
13.2
13.1
13.0
12.8
15.3
15.2
15.0
14.9
3.80
3.84
3.89
3.97
4.81
4.85
4.90
4.97
5.82
5.86
5.91
5.98
cm
617.5
741.0
852.5
998.2
904.6
1093
1268
1504
1244
1512
1764
2110
Zy
3
cm
107.7
135.4
163.5
207.0
167.6
210.2
253.3
319.0
240.9
301.8
363.1
456.1
Sx
Sy
3
3
cm
748.7
907.8
1055
1257
1082
1319
1543
1855
1475
1806
2121
2566
cm
178.1
227.8
279.4
360.0
271.3
345.3
421.6
540.0
384.5
487.8
593.8
757.5
J
H
4
cm
15.93
30.57
51.87
98.51
19.35
37.24
63.39
121.0
22.76
43.90
74.91
143.5
d
u
x
0.863
0.877
0.891
0.915
0.854
0.864
0.875
0.893
0.847
0.856
0.865
0.879
31.0
23.7
18.8
13.9
37.4
28.8
23.1
17.4
43.7
33.9
27.3
20.8
6
cm
172600
197300
215800
233200
487500
567100
632100
704300
1147000
1350000
1524000
1732000
Discuss me ...
Table 6
y
EQUAL ANGLES
u
v
uo
Centroid
d
x
cx
x
A-14
cy
dxd
t
mm
mm
50 x 50
50 x 50
50 x 50
50 x 50
75 x 75
75 x 75
75 x 75
75 x 75
100 x 100
100 x 100
100 x 100
100 x 100
120 x 120
120 x 120
120 x 120
120 x 120
150 x 150
150 x 150
150 x 150
150 x 150
200 x 200
200 x 200
200 x 200
200 x 200
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
Area
2
cm
4.48
5.25
6.67
7.93
8.25
10.7
12.9
15.0
14.7
17.9
21.0
25.3
17.9
21.9
25.8
31.3
22.7
27.9
33.0
40.3
30.7
37.9
45.0
55.3
Mass
kg/m
3.54
4.15
5.27
6.26
6.52
8.43
10.2
11.9
11.6
14.2
16.6
20.0
14.1
17.3
20.4
24.8
17.9
22.1
26.1
31.9
24.2
30.0
35.6
43.7
Ix , ly
4
cm
10.71
12.32
15.04
17.11
45.21
57.05
67.33
76.13
142.9
171.4
197.2
230.7
253.6
306.6
355.4
421.3
508.6
619.2
723.4
867.7
1237
1516
1784
2165
Iu
4
cm
17.86
20.75
25.83
29.97
74.68
95.43
114.1
130.8
236.0
285.8
332.0
394.4
416.4
507.1
592.6
711.1
830.2
1016
1194
1446
2008
2472
2921
3568
u
Iv
4
cm
3.563
3.896
4.241
4.243
15.74
18.66
20.53
21.47
49.76
57.00
62.33
67.06
90.84
106.0
118.2
131.4
187.0
221.8
251.9
288.6
465.9
561.1
647.8
762.2
rx , ry
ru
rv
cm
cm
cm
1.55
1.53
1.50
1.47
2.34
2.31
2.28
2.25
3.12
3.09
3.06
3.02
3.77
3.74
3.71
3.67
4.74
4.71
4.68
4.64
6.35
6.32
6.30
6.26
2.00
1.99
1.97
1.94
3.01
2.99
2.97
2.95
4.01
3.99
3.97
3.95
4.83
4.81
4.79
4.76
6.05
6.03
6.02
5.99
8.09
8.07
8.06
8.03
0.892
0.861
0.797
0.732
1.38
1.32
1.26
1.20
1.84
1.78
1.72
1.63
2.25
2.20
2.14
2.05
2.87
2.82
2.76
2.67
3.90
3.85
3.79
3.71
Zx , Zy
3
cm
3.077
3.599
4.551
5.384
8.520
10.98
13.26
15.36
20.20
24.62
28.79
34.59
29.57
36.20
42.54
51.49
46.96
57.75
68.16
83.08
84.83
104.8
124.2
152.4
Zu
3
cm
5.052
5.868
7.307
8.477
14.08
17.99
21.52
24.66
33.38
40.42
46.95
55.77
49.07
59.77
69.84
83.81
78.27
95.85
112.7
136.4
142.0
174.8
206.6
252.3
Zv
3
cm
2.046
2.251
2.490
2.548
5.997
7.159
7.946
8.405
14.22
16.37
18.01
19.60
21.57
25.25
28.28
31.69
35.43
42.13
47.98
55.24
66.10
79.71
92.17
108.8
J
v
y
cm
0.3735
0.6304
1.424
2.642
0.9904
2.277
4.309
7.207
3.130
5.976
10.09
19.00
3.813
7.309
12.39
23.50
4.837
9.309
15.85
30.25
6.544
12.64
21.61
41.50
d
Shear centre
cx , cy
H
4
6
t
cm
0.5758
0.9039
1.733
2.644
3.676
7.714
13.20
19.74
20.66
36.85
57.85
96.66
37.82
68.70
110.0
190.4
78.09
144.3
235.3
419.8
195.4
366.5
607.7
1113
u0
cm
cm
1.52
1.58
1.70
1.82
2.19
2.31
2.42
2.54
2.92
3.04
3.15
3.33
3.42
3.53
3.64
3.82
4.17
4.28
4.39
4.56
5.42
5.52
5.63
5.79
1.65
1.59
1.46
1.29
2.54
2.45
2.33
2.19
3.38
3.29
3.19
2.99
4.12
4.04
3.95
3.79
5.21
5.15
5.08
4.94
7.00
6.96
6.90
6.81
Discuss me ...
Table 7
DOUBLE ANGLES BACK TO BACK
y
d
xo
x
x
A-15
Centroid
d
t
cy
Shear
centre
y
2d x d
t
mm
mm
100 x 50
100 x 50
100 x 50
100 x 50
150 x 75
150 x 75
150 x 75
150 x 75
200 x 100
200 x 100
200 x 100
200 x 100
240 x 120
240 x 120
240 x 120
240 x 120
300 x 150
300 x 150
300 x 150
300 x 150
400 x 200
400 x 200
400 x 200
400 x 200
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
Area
2
cm
8.96
10.5
13.3
15.9
16.5
21.3
25.9
30.0
29.3
35.9
42.0
50.7
35.7
43.9
51.6
62.7
45.3
55.9
66.0
80.7
61.3
75.9
90.0
110
Mass
kg/m
7.08
8.30
10.5
12.5
13.0
16.9
20.4
23.7
23.2
28.3
33.2
40.0
28.2
34.6
40.8
49.5
35.8
44.1
52.2
63.7
48.5
59.9
71.1
87.4
Ix
4
cm
42.10
50.75
68.46
86.88
169.9
227.6
286.5
346.6
536.8
673.5
812.0
1023
925.8
1160
1396
1756
1805
2260
2717
3409
4273
5346
6423
8046
Iy
4
cm
21.43
24.64
30.07
34.21
90.42
114.1
134.7
152.3
285.8
342.8
394.3
461.4
507.3
613.1
710.8
842.6
1017
1238
1446
1735
2474
3033
3569
4330
rx
ry
Zx
cm
cm
3
2.17
2.20
2.26
2.34
3.21
3.27
3.33
3.40
4.28
4.33
4.40
4.49
5.09
5.14
5.20
5.29
6.31
6.36
6.42
6.50
8.35
8.40
8.45
8.53
1.55
1.53
1.50
1.47
2.34
2.31
2.28
2.25
3.12
3.09
3.06
3.02
3.77
3.74
3.71
3.67
4.74
4.71
4.68
4.64
6.35
6.32
6.30
6.26
cm
8.419
10.15
13.69
17.38
22.65
30.35
38.19
46.21
53.68
67.35
81.20
102.4
77.15
96.68
116.4
146.3
120.3
150.7
181.2
227.3
213.7
267.3
321.2
402.3
Zy
3
cm
6.154
7.198
9.102
10.77
17.04
21.97
26.53
30.72
40.39
49.23
57.58
69.19
59.13
72.40
85.08
103.0
93.91
115.5
136.3
166.2
169.7
209.5
248.4
304.8
J
cy
H
4
cm
0.7470
1.261
2.847
5.285
1.981
4.554
8.618
14.41
6.261
11.95
20.17
38.00
7.626
14.62
24.78
47.00
9.674
18.62
31.69
60.50
13.09
25.28
43.21
83.00
6
cm
1.152
1.808
3.467
5.288
7.353
15.43
26.41
39.49
41.31
73.70
115.7
193.3
75.63
137.4
220.1
380.9
156.2
288.5
470.6
839.5
390.8
733.0
1215
2226
x0
cm
cm
1.52
1.58
1.70
1.82
2.19
2.31
2.42
2.54
2.92
3.04
3.15
3.33
3.42
3.53
3.64
3.82
4.17
4.28
4.39
4.56
5.42
5.52
5.63
5.79
1.16
1.13
1.03
0.912
1.79
1.73
1.65
1.55
2.39
2.33
2.25
2.11
2.91
2.86
2.80
2.68
3.68
3.64
3.59
3.49
4.95
4.92
4.88
4.81
A-16
Discuss me ...
[ Blank Page]
Discuss me ...
B. SECTION CLASSIFICATION AND EFFECTIVE SECTION PROPERTIES
Note: Sections in duplex stainless steel grades 1.4362 (SAF 2304) and 1.4462
(2205) are less widely available on an ex-stock supply basis. Before proceeding
with designs it is advisable to check availability with suppliers.
B-1
Discuss me ...
Table 8
y
t
x
y
CLASSIFICATION FOR SECTIONS SUBJECT TO AXIAL COMPRESSION
D
t
mm
mm
48.3
60.3
76.1
1.0
1.0
1.0
1.6
1.0
1.6
2.0
1.0
1.6
2.0
1.2
1.6
2.0
2.6
1.2
1.6
88.9
101.6
B-2
D x
114.3
139.7
1.4301 (304)
1.4401 (316) and
1.4362 (SAF 2304)
1.4462 (2205)
1.4404 (316L)
Non Slender
Non Slender
Non Slender
Non Slender
Non Slender
Non Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Non Slender
Non Slender
Non Slender
Slender
Non Slender
Non Slender
Non Slender
Non Slender
Non Slender
Non Slender
Non Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Non Slender
Non Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Only the sections which can be slender under axial compression are given in the table.
No guidance is available on the calculation of effective areas for slender stainless steel circular hollow sections.
D
t
mm
mm
139.7
2.0
2.6
3.2
1.6
2.0
2.6
3.2
2.0
2.6
3.2
4.0
5.0
2.6
3.2
4.0
5.0
168.3
219.1
273
1.4301 (304)
1.4401 (316) and
1.4362 (SAF 2304)
1.4462 (2205)
Slender
Slender
Non Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
1.4404 (316L)
Non Slender
Non Slender
Non Slender
Slender
Non Slender
Non Slender
Non Slender
Slender
Non Slender
Non Slender
Non Slender
Non Slender
Slender
Non Slender
Non Slender
Non Slender
Non Slender
Non Slender
Non Slender
Slender
Non Slender
Non Slender
Non Slender
Slender
Non Slender
Non Slender
Non Slender
Non Slender
Slender
Non Slender
Non Slender
Non Slender
Discuss me ...
Table 9
B
b
y
B-3
D
d
x
x
t
CLASSIFICATION & EFFECTIVE AREA FOR SECTIONS SUBJECT TO AXIAL COMPRESSION
b = B - 6t
d = D - 6t
y
1.4301 ( 304 )
Classification
Gross
Effective
DxB
t
Area
Area
mm
mm
Ag
Aeff
1.5
2.0
2.0
2.0
3.0
3.0
4.0
5.0
3.0
4.0
5.0
4.0
5.0
6.0
4.0
5.0
6.0
cm
2.06
3.27
4.47
5.67
8.25
12.8
16.7
20.4
14.3
18.7
22.9
22.7
27.9
33.0
24.7
30.4
36.0
2
50 x 25
60 x 30
80 x 40
100 x 50
150 x 75
150 x 100
200 x 100
200 x 125
W
W
W
W
W
W
W
W
cm
2.06
3.27
4.35
4.97
8.25
11.2
16.7
20.4
12.7
18.7
22.9
19.9
27.2
33.0
21.9
29.7
36.0
Area
βc
Aeff
1.00
1.00
0.973
0.876
1.00
0.876
1.00
1.00
0.889
1.00
1.00
0.876
0.973
1.00
0.886
0.975
1.00
cm
2.06
3.27
4.31
4.92
8.25
11.1
16.6
20.4
12.6
18.6
22.9
19.7
26.9
33.0
21.7
29.4
36.0
Non Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
βc is 1.0 for non slender sections and Aeff/Ag for slender sections.
F indicates that the flange is slender
W
W
W
W
W
W
W
W
W
W
1.4462 (2205 )
Classification
Effective
Area
βc
Aeff
1.00
1.00
0.964
0.868
1.00
0.868
0.993
1.00
0.882
0.994
1.00
0.868
0.964
1.00
0.879
0.967
1.00
cm
1.93
3.21
3.83
4.37
7.72
9.83
14.7
20.1
10.8
16.7
22.6
17.5
23.9
30.9
19.0
26.4
33.9
2
W indicates that the web is slender
Values of Aeff in bold type are less than the gross area.
Classification
Effective
2
Non Slender
Non Slender
Slender
Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
1.4362 (SAF 2304)
1.4401 (316) and 1.4404 (316L)
Classification
Area
βc
Aeff
0.935
0.983
0.857
0.771
0.935
0.771
0.884
0.983
0.757
0.896
0.985
0.771
0.857
0.935
0.770
0.869
0.941
cm
1.88
3.13
3.73
4.25
7.51
9.57
14.3
19.6
10.3
16.3
22.1
17.0
23.3
30.1
18.2
25.8
33.1
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
W
W
W
W
W
W
W
W
FW
W
W
W
W
W
FW
W
W
Effective
βc
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
W
W
W
W
W
W
W
W
FW
W
W
W
W
W
FW
W
W
0.910
0.958
0.834
0.750
0.910
0.750
0.860
0.958
0.725
0.875
0.962
0.750
0.834
0.910
0.737
0.847
0.918
Discuss me ...
Table 9
B
b
y
B-4
D
d
x
x
t
b = B - 6t
d = D - 6t
y
1.4301 ( 304 )
Classification
Gross
Effective
DxB
t
Area
Area
mm
mm
Ag
Aeff
6.0
8.0
6.0
8.0
6.0
8.0
10.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
cm
42.0
54.7
45.0
58.7
51.0
66.7
81.7
57.0
74.7
91.7
60.0
78.7
96.7
114
63.0
82.7
101
120
2
250 x 125
250 x 150
300 x 150
300 x 200
350 x 175
350 x 200
W
W
W
W
W
W
W
W
cm
40.1
54.7
43.1
58.7
44.7
66.7
81.7
50.7
74.7
91.7
48.9
73.4
96.7
114
51.9
77.4
101
120
Area
βc
Aeff
0.954
1.00
0.957
1.00
0.876
1.00
1.00
0.889
1.00
1.00
0.816
0.933
1.00
1.00
0.824
0.936
1.00
1.00
cm
39.7
54.7
42.7
58.7
44.3
66.2
81.7
50.3
74.2
91.7
48.5
72.7
96.7
114
51.5
76.7
101
120
Slender
Non Slender
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
Non Slender
W
W
W
W
W
W
W
W
W
W
1.4462 (2205 )
Classification
Effective
Area
βc
Aeff
0.946
1.00
0.949
1.00
0.868
0.993
1.00
0.882
0.994
1.00
0.808
0.924
1.00
1.00
0.817
0.928
1.00
1.00
cm
35.3
52.7
38.3
56.7
39.3
58.9
80.3
43.2
66.9
90.3
43.0
64.6
88.3
113
43.9
68.6
93.3
119
2
Classification
Effective
2
Slender
Non Slender
Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
Non Slender
1.4362 (SAF 2304)
1.4401 (316) and 1.4404 (316L)
Classification
Area
βc
Aeff
0.840
0.964
0.851
0.967
0.771
0.884
0.983
0.757
0.896
0.985
0.716
0.821
0.914
0.996
0.697
0.830
0.918
0.996
cm
34.4
51.4
37.4
55.4
38.3
57.4
78.2
41.3
65.4
88.2
41.1
62.9
86.0
110
42.0
66.9
91.0
116
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
W
W
W
W
W
W
W
FW
W
W
FW
W
W
W
FW
W
W
W
Effective
βc
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
W
W
W
W
W
W
W
FW
W
W
FW
W
W
W
FW
W
W
W
0.818
0.939
0.830
0.943
0.750
0.860
0.958
0.725
0.875
0.962
0.685
0.799
0.889
0.971
0.666
0.809
0.895
0.972
Discuss me ...
Table 9
B
b
y
B-5
D
d
x
x
t
b = B - 6t
d = D - 6t
y
1.4301 ( 304 )
Classification
Gross
1.4401 (316) and 1.4404 (316L)
Effective
DxB
t
Area
Area
mm
mm
Ag
Aeff
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
cm
69.0
90.7
111
132
75.0
98.7
121
144
2
400 x 200
400 x 250
Classification
Effective
Area
βc
Aeff
0.767
0.876
0.973
1.00
0.760
0.886
0.975
1.00
cm
52.4
78.7
107
132
56.1
86.7
117
144
2
Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Non Slender
W
W
W
FW
W
W
cm
52.9
79.5
108
132
57.0
87.5
118
144
Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Non Slender
W
W
W
FW
W
W
1.4462 (2205 )
Classification
Effective
Area
βc
Aeff
0.760
0.868
0.964
1.00
0.748
0.879
0.967
1.00
cm
44.5
69.9
95.7
123
46.0
76.0
105
135
2
1.4362 (SAF 2304)
Classification
Area
βc
Aeff
0.645
0.771
0.857
0.935
0.613
0.770
0.869
0.941
cm
42.5
68.0
93.1
120
43.8
72.7
103
132
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
FW
W
W
W
FW
FW
W
W
Effective
βc
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
FW
W
W
W
FW
FW
W
W
0.616
0.750
0.834
0.910
0.584
0.737
0.847
0.918
Discuss me ...
Table 10
D
y
B-6
D
d
x
1.4301 ( 304 )
Classification
Gross
Effective
DxD
t
Area
Area
mm
mm
Ag
Aeff
2.0
2.0
3.0
3.0
4.0
3.0
4.0
5.0
4.0
5.0
6.0
4.0
5.0
6.0
5.0
6.0
8.0
cm
4.47
6.07
11.3
14.3
18.7
17.3
22.7
27.9
26.7
32.9
39.0
30.7
37.9
45.0
47.9
57.0
74.7
2
60 x 60
80 x 80
100 x 100
125 x 125
150 x 150
175 x 175
200 x 200
250 x 250
Area
Aeff
1.00
0.960
1.00
0.933
1.00
0.817
1.00
1.00
0.901
1.00
1.00
0.817
0.960
1.00
0.817
0.933
1.00
cm
4.47
5.74
11.3
13.1
18.7
13.9
22.4
27.9
23.7
32.9
39.0
24.7
35.9
45.0
38.6
52.4
74.7
2
Non Slender
Slender
Non Slender
Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
FW
FW
FW
FW
FW
FW
FW
FW
cm
4.47
5.82
11.3
13.3
18.7
14.1
22.7
27.9
24.0
32.9
39.0
25.1
36.4
45.0
39.2
53.2
74.7
Non Slender
Slender
Non Slender
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
F indicates that the flange is slender.
FW
FW
FW
FW
FW
FW
FW
FW
FW
Effective
βc
Aeff
1.00
0.947
1.00
0.920
1.00
0.805
0.990
1.00
0.888
1.00
1.00
0.805
0.947
1.00
0.805
0.920
1.00
cm
4.36
4.79
10.2
10.9
17.7
11.4
18.8
27.2
19.6
28.7
38.8
20.3
29.9
40.7
31.7
43.6
70.8
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
Effective
Area
βc
Aeff
0.975
0.789
0.905
0.765
0.948
0.661
0.829
0.975
0.736
0.873
0.994
0.661
0.789
0.905
0.661
0.765
0.948
cm
4.19
4.58
9.77
10.4
17.0
10.9
18.0
26.2
18.8
27.6
37.3
19.3
28.6
39.1
30.2
41.7
68.0
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
d = D - 6t
1.4462 (2205 )
Classification
Area
2
W indicates that the web is slender.
Classification
Effective
βc
y
1.4362 (SAF 2304)
1.4401 (316) and 1.4404 (316L)
Classification
x
t
βc
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
0.938
0.755
0.868
0.731
0.911
0.631
0.794
0.938
0.703
0.837
0.957
0.631
0.755
0.868
0.631
0.731
0.911
Discuss me ...
Table 10
D
y
B-7
D
d
x
1.4301 ( 304 )
Classification
Gross
1.4401 (316) and 1.4404 (316L)
Effective
DxD
t
Area
Area
mm
mm
Ag
Aeff
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
cm
57.9
69.0
90.7
111
81.0
106
131
156
93.0
122
151
180
2
300 x 300
350 x 350
400 x 400
Classification
Area
Aeff
0.711
0.817
1.00
1.00
0.727
0.901
1.00
1.00
0.654
0.817
0.960
1.00
cm
40.5
55.6
89.7
111
58.0
94.8
131
156
59.8
98.8
143
180
2
Slender
Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
Non Slender
Slender
Slender
Slender
Non Slender
FW
FW
FW
FW
FW
FW
FW
cm
41.2
56.4
90.7
111
58.9
96.1
131
156
60.8
100
145
180
Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
Non Slender
Slender
Slender
Slender
Non Slender
FW
FW
FW
FW
FW
FW
FW
FW
Effective
βc
Aeff
0.700
0.805
0.990
1.00
0.715
0.888
1.00
1.00
0.643
0.805
0.947
1.00
cm
32.9
45.6
75.2
108
47.2
78.5
114
155
48.3
81.1
119
162
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
Effective
Area
βc
Aeff
0.568
0.661
0.829
0.975
0.582
0.736
0.873
0.994
0.520
0.661
0.789
0.905
cm
31.3
43.5
72.0
104
44.9
75.0
110
149
45.9
77.4
114
156
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
d = D - 6t
1.4462 (2205 )
Classification
Area
2
Effective
βc
y
1.4362 (SAF 2304)
Classification
x
t
βc
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
FW
0.541
0.631
0.794
0.938
0.554
0.703
0.837
0.957
0.494
0.631
0.755
0.868
Discuss me ...
Table 11
CHANNELS
b
y
xo
Centroid
cy
B-8
D
x
d
x
Shear centre
t
y
1.4401 (316) and 1.4404 (316L)
1.4301 (304)
Gross
Dxb
t
Classification
Area
Effective
Shift of
Area
neutral
Classification
Effective
Shift of
Area
neutral
axis
mm
mm
Ag
2.0
3.0
4.0
3.0
4.0
5.0
3.0
4.0
5.0
4.0
5.0
6.0
5.0
6.0
5.0
6.0
8.0
cm
1.83
3.98
5.14
5.63
7.34
8.96
6.38
8.34
10.2
10.1
12.5
14.7
13.7
16.2
16.5
19.5
25.3
Aeff
2
50 x 25
75 x 35
100 x 50
125 x 50
150 x 60
175 x 60
200 x 75
βc
2
Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Non Slender
Non Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
F
F
F
FW
F
F
FW
F
cm
1.83
3.98
5.14
5.13
7.32
8.96
5.64
8.32
10.2
9.62
12.5
14.7
13.7
16.2
15.3
19.5
25.3
0.998
1.000
1.000
0.912
0.998
1.000
0.885
0.999
1.000
0.949
1.000
1.000
1.000
1.000
0.928
0.999
1.000
Aeff
mm
cm
1.82
3.98
5.14
5.10
7.27
8.96
5.56
8.27
10.2
9.50
12.5
14.7
13.7
16.2
15.1
19.4
25.3
Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Non Slender
Non Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
βc
2
1.4462 (2205)
Effective
Shift of
Area
neutral
axis
ey
0.0298
0
0
3.06
0.0597
0
2.44
0.0547
0
2.21
0
0
0
0
2.35
0.0799
0
1.4362 (SAF 2304)
Classification
F
F
F
FW
F
FW
FW
F
0.991
1.000
1.000
0.906
0.991
1.000
0.872
0.992
1.000
0.937
1.000
1.000
1.000
1.000
0.915
0.992
1.000
Effective
Shift of
Area
neutral
axis
ey
Aeff
mm
cm
1.65
3.67
5.14
4.37
6.60
8.66
4.55
7.36
9.91
7.83
11.3
14.3
11.7
15.7
12.4
16.8
25.1
0.159
0
0
3.29
0.318
0
2.58
0.292
0
2.40
0
0
0
0
2.56
0.425
0
Classification
βc
2
Slender
Slender
Non Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
F
F
FW
F
F
FW
FW
F
FW
FW
F
FW
FW
FW
FW
F
0.900
0.923
1.000
0.777
0.900
0.967
0.713
0.883
0.971
0.773
0.909
0.971
0.853
0.970
0.752
0.861
0.989
axis
ey
Aeff
mm
cm
1.61
3.59
5.07
4.17
6.46
8.47
4.33
7.04
9.72
7.47
10.8
14.0
11.2
15.1
11.8
16.0
24.6
1.71
1.87
0
5.50
3.42
1.15
4.30
2.85
1.05
4.54
3.16
1.26
2.27
1.14
5.17
3.80
0.595
βc
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
F
F
F
FW
F
F
FW
FW
F
FW
FW
F
FW
FW
FW
FW
F
ey
mm
0.880
0.903
0.987
0.741
0.880
0.945
0.679
0.844
0.951
0.737
0.870
0.951
0.815
0.930
0.717
0.822
0.970
2.04
2.34
0.312
5.90
4.08
1.90
4.67
3.27
1.73
5.01
3.67
2.08
2.75
1.65
5.74
4.42
1.61
Discuss me ...
Table 11
CHANNELS
b
y
xo
Centroid
cy
x
d
x
Shear centre
t
y
1.4301 (304)
Gross
Dxb
t
Classification
Area
1.4401 (316) and 1.4404 (316L)
Effective
Shift of
Area
neutral
Classification
mm
mm
Ag
6.0
8.0
6.0
8.0
10.0
8.0
10.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
cm
21.0
27.3
25.5
33.3
40.9
37.3
45.9
45.3
55.9
66.0
53.3
65.9
78.0
95.7
Aeff
2
225 x 75
250 x 100
300 x 100
350 x 125
400 x 150
βc
2
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Non Slender
F
FW
F
F
FW
F
FW
FW
F
cm
21.0
27.3
22.6
33.3
40.9
37.3
45.9
40.1
55.8
66.0
42.3
61.1
77.9
95.7
0.999
1.000
0.885
0.999
1.000
0.999
1.000
0.885
0.999
1.000
0.793
0.928
0.999
1.000
Shift of
Area
neutral
Aeff
mm
cm
20.7
27.3
22.2
33.1
40.9
36.8
45.9
39.5
55.4
66.0
41.6
60.2
77.4
95.7
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Non Slender
βc
2
Classification
1.4462 (2205)
Effective
Shift of
Area
neutral
axis
ey
0.0757
0
4.88
0.109
0
0.101
0
3.91
0.130
0
8.26
4.70
0.160
0
1.4362 (SAF 2304)
Effective
axis
B-9
D
FW
FW
F
FW
FW
F
FW
FW
F
0.987
1.000
0.872
0.992
1.000
0.987
1.000
0.872
0.993
1.000
0.780
0.915
0.992
1.000
Effective
Shift of
Area
neutral
axis
ey
Aeff
mm
cm
17.2
27.1
18.2
29.4
39.7
30.5
44.0
32.3
47.1
63.3
33.7
49.5
67.1
93.0
0.310
0
5.17
0.583
0
0.413
0
4.25
0.693
0
8.65
5.12
0.851
0
Classification
βc
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
FW
F
FW
FW
F
FW
FW
FW
FW
FW
FW
FW
FW
F
0.818
0.990
0.713
0.883
0.971
0.818
0.959
0.713
0.843
0.959
0.632
0.752
0.861
0.972
axis
ey
Aeff
mm
cm
16.4
26.3
17.3
28.2
38.9
29.2
42.1
30.8
45.0
60.7
32.0
47.2
64.2
91.2
2.94
0.563
8.59
5.70
2.11
3.92
1.65
8.46
5.74
3.37
13.4
10.3
7.60
3.07
βc
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
FW
FW
FW
FW
F
FW
FW
FW
FW
FW
FW
FW
FW
F
ey
mm
0.781
0.961
0.679
0.844
0.951
0.781
0.919
0.679
0.805
0.919
0.600
0.717
0.822
0.953
3.53
1.37
9.34
6.54
3.46
4.70
2.49
9.39
6.75
4.43
14.5
11.5
8.83
5.04
Discuss me ...
Table 12
y
B-10
D
x
1.4301 ( 304 )
Gross
D x 2b
t
mm
mm
50 x 50
2.0
3.0
3.0
4.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
4.0
5.0
6.0
5.0
6.0
75 x 70
100 x 100
125 x 100
150 x 120
175 x 120
Effective
Area
Area
Ag
Aeff
2
cm
3.67
5.25
7.95
10.3
11.3
14.7
17.9
12.8
16.7
20.4
24.0
20.3
24.9
29.4
27.4
32.4
F
F
F
F
FW
F
F
F
F
cm
3.58
5.25
7.93
10.3
10.1
14.3
17.9
11.1
16.3
20.4
24.0
18.9
24.7
29.4
27.2
32.4
βc
Aeff
0.976
1.000
0.997
1.000
0.897
0.976
1.000
0.872
0.979
1.000
1.000
0.934
0.990
1.000
0.991
1.000
cm
3.56
5.25
7.87
10.3
10.0
14.2
17.9
11.0
16.2
20.4
24.0
18.7
24.5
29.4
27.0
32.4
Aeff
0.970
1.000
0.990
1.000
0.891
0.970
1.000
0.859
0.973
1.000
1.000
0.923
0.984
1.000
0.985
1.000
cm
3.25
5.25
7.22
10.1
8.63
13.0
17.0
8.99
14.5
19.5
24.0
15.5
22.3
28.0
23.1
30.9
2
Slender
Non Slender
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
Slender
Non Slender
Area
βc
F
F
F
F
FW
F
FW
F
F
F
F
F
FW
F
F
FW
FW
F
FW
FW
F
FW
FW
t
Centroid and
shear centre
Effective
Area
βc
Aeff
0.885
1.000
0.907
0.986
0.767
0.885
0.947
0.705
0.870
0.953
1.000
0.763
0.895
0.953
0.841
0.954
cm
3.18
5.15
7.07
9.93
8.24
12.7
16.6
8.56
13.9
19.1
23.6
14.8
21.4
27.5
22.0
29.7
2
Slender
Non Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Slender
Slender
d
1.4462 (2205 )
Classification
Effective
Area
Classification
Effective
2
Slender
Non Slender
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
Slender
Non Slender
1.4362 (SAF 2304)
1.4401 (316) and 1.4404 (316L)
Classification
x
y
Classification
b
βc
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
F
F
F
F
FW
F
F
FW
FW
F
F
FW
FW
F
FW
FW
0.866
0.979
0.889
0.966
0.732
0.866
0.926
0.671
0.832
0.935
0.982
0.728
0.857
0.935
0.804
0.915
Discuss me ...
Table 12
y
B-11
D
x
1.4301 ( 304 )
Gross
D x 2b
t
mm
mm
200 x 150
5.0
6.0
8.0
6.0
8.0
6.0
8.0
10.0
12.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
225 x 150
250 x 200
300 x 200
350 x 250
400 x 300
1.4401 (316) and 1.4404 (316L)
Effective
Area
Area
Ag
Aeff
2
cm
32.9
39.0
50.7
42.0
54.7
51.0
66.7
81.7
96.1
74.7
91.7
108
90.7
111
132
161
106
131
156
191
Classification
Slender
Slender
Non Slender
Slender
Non Slender
Slender
Slender
Non Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
Non Slender
Slender
Slender
Slender
Non Slender
FW
F
F
FW
F
F
FW
F
FW
FW
F
βc
Aeff
0.913
0.980
1.000
0.981
1.000
0.872
0.979
1.000
1.000
0.981
1.000
1.000
0.871
0.981
1.000
1.000
0.782
0.913
0.980
1.000
cm
29.6
38.0
50.7
40.7
54.7
43.8
64.9
81.7
96.1
72.4
91.7
108
77.9
108
132
161
82.1
118
152
191
Slender
Slender
Non Slender
Slender
Non Slender
Slender
Slender
Non Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
Non Slender
Slender
Slender
Slender
Non Slender
FW
F
FW
FW
F
FW
FW
F
FW
FW
F
Effective
βc
Aeff
0.900
0.974
1.000
0.970
1.000
0.859
0.973
1.000
1.000
0.970
1.000
1.000
0.858
0.975
1.000
1.000
0.770
0.900
0.974
1.000
cm
24.4
33.1
49.2
33.9
53.2
36.0
58.0
77.9
96.1
60.2
86.5
108
63.9
92.8
124
161
66.7
97.8
132
182
FW
FW
F
FW
F
FW
FW
F
FW
FW
FW
FW
FW
FW
FW
FW
F
t
Centroid and
shear centre
Effective
Area
βc
Aeff
0.742
0.848
0.971
0.806
0.973
0.705
0.870
0.953
1.000
0.806
0.943
1.000
0.704
0.831
0.944
1.000
0.625
0.742
0.848
0.955
cm
23.3
31.6
48.3
32.4
51.7
34.2
55.5
76.4
94.3
57.5
83.0
106
60.8
88.7
119
158
63.4
93.2
126
179
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Slender
d
1.4462 (2205 )
Classification
Area
2
Effective
Area
2
cm
30.1
38.2
50.7
41.2
54.7
44.5
65.3
81.7
96.1
73.3
91.7
108
79.0
109
132
161
83.4
120
152
191
1.4362 (SAF 2304)
Classification
x
y
Classification
b
βc
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
FW
FW
F
FW
FW
FW
FW
F
F
FW
FW
F
FW
FW
FW
F
FW
FW
FW
F
0.708
0.811
0.953
0.770
0.946
0.671
0.832
0.935
0.982
0.770
0.905
0.984
0.671
0.794
0.905
0.983
0.594
0.708
0.811
0.938
Discuss me ...
Table 13
EQUAL ANGLES
y
u
v
uo
Centroid
d
x
cx
x
u
1.4301 ( 304 )
Gross
dxd
t
Classification
Area
1.4401 (316) and 1.4404 (316L)
Effective
Shift of
Area
neutral
Classification
Shift of
Area
neutral
mm
mm
Ag
5.0
6.0
6.0
8.0
10.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
cm
4.48
5.25
8.25
10.7
12.9
14.7
17.9
21.0
25.3
17.9
21.9
25.8
31.3
22.7
27.9
33.0
40.3
30.7
37.9
45.0
55.3
Aeff
2
50 x 50
75 x 75
100 x 100
120 x 120
150 x 150
200 x 200
βc
2
Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
Non Slender
Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
cm
4.33
5.25
6.85
10.7
12.9
12.2
17.3
21.0
25.3
13.0
18.7
24.9
31.3
14.0
20.3
27.4
39.0
15.1
22.2
30.3
43.9
0.966
1.00
0.830
1.00
1.00
0.830
0.966
1.00
1.00
0.728
0.854
0.966
1.00
0.616
0.728
0.830
0.966
0.491
0.586
0.674
0.793
Aeff
mm
cm
4.26
5.25
6.74
10.6
12.9
12.0
17.1
21.0
25.3
12.8
18.4
24.6
31.3
13.7
20.0
26.9
38.4
14.8
21.8
29.8
43.1
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
Non Slender
Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
βc
2
Effective
Shift of
Area
neutral
axis
ex , ey
0.372
0
2.90
0
0
3.86
0.743
0
0
7.53
3.96
0.892
0
13.5
9.41
5.79
1.11
24.3
19.5
15.2
9.46
Classification
0.951
1.00
0.816
0.993
1.00
0.816
0.951
1.00
1.00
0.716
0.840
0.951
1.00
0.605
0.716
0.816
0.951
0.481
0.575
0.662
0.780
d
Shear centre
Classification
Effective
Shift of
Area
neutral
axis
ex , ey
Aeff
mm
cm
3.44
4.60
5.35
8.58
12.2
9.51
13.7
18.4
25.3
10.0
14.7
19.8
28.2
10.6
15.7
21.4
30.9
11.3
16.9
23.2
34.1
0.537
0
3.13
0.114
0
4.17
1.07
0
0
7.88
4.34
1.29
0
13.9
9.85
6.26
1.61
24.8
20.0
15.8
10.1
v
y
1.4462 (2205)
1.4362 (SAF 2304)
Effective
axis
B-12
cy
βc
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
0.767
0.875
0.648
0.804
0.942
0.648
0.767
0.875
1.00
0.562
0.669
0.767
0.900
0.469
0.562
0.648
0.767
0.368
0.445
0.516
0.616
t
axis
ex , ey
Aeff
mm
cm
3.25
4.36
5.05
8.13
11.6
8.97
13.0
17.5
24.7
9.46
13.8
18.7
26.8
9.99
14.8
20.2
29.3
10.6
15.8
21.9
32.2
2.57
1.34
5.98
3.22
0.913
7.97
5.15
2.68
0
12.1
8.97
6.17
2.54
18.7
15.2
12.0
7.72
30.1
26.2
22.5
17.5
βc
ex , ey
0.726
0.830
0.612
0.762
0.896
0.612
0.726
0.830
0.974
0.529
0.631
0.726
0.855
0.440
0.529
0.612
0.726
0.345
0.417
0.486
0.581
3.02
1.81
6.60
3.90
1.64
8.79
6.04
3.63
0.541
13.0
9.97
7.25
3.69
19.7
16.3
13.2
9.06
31.3
27.4
23.9
19.1
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
mm
Discuss me ...
Table 14
y
d
xo
x
x
B-13
Centroid
d
1.4301 ( 304 )
Gross
2d x d
t
Classification
Area
1.4401 (316) and 1.4404 (316L)
Effective
Shift of
Area
neutral
Classification
Shift of
Area
neutral
axis
mm
mm
Ag
5.0
6.0
6.0
8.0
10.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
cm
8.96
10.5
16.5
21.3
25.9
29.3
35.9
42.0
50.7
35.7
43.9
51.6
62.7
45.3
55.9
66.0
80.7
61.3
75.9
90.0
110
Aeff
2
100 x 50
150 x 75
200 x 100
240 x 120
300 x 150
400 x 200
βc
2
Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Slender
Non Slender
Non Slender
Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
cm
8.66
10.5
13.7
21.3
25.9
24.4
34.6
42.0
50.7
26.0
37.5
49.9
62.7
27.9
40.7
54.8
78.0
30.1
44.5
60.7
87.8
0.966
1.00
0.830
1.00
1.00
0.830
0.966
1.00
1.00
0.728
0.854
0.966
1.00
0.616
0.728
0.830
0.966
0.491
0.586
0.674
0.793
Aeff
mm
cm
8.53
10.5
13.5
21.2
25.9
24.0
34.1
42.0
50.7
25.6
36.8
49.1
62.7
27.4
40.0
53.9
76.8
29.5
43.6
59.6
86.3
2
Slender
Non Slender
Slender
Slender
Non Slender
Slender
Slender
Non Slender
Non Slender
Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
βc
0.951
1.00
0.816
0.993
1.00
0.816
0.951
1.00
1.00
0.716
0.840
0.951
1.00
0.605
0.716
0.816
0.951
0.481
0.575
0.662
0.780
1.4462 (2205)
Effective
Shift of
Area
neutral
axis
ey
0.372
0
2.90
0
0
3.86
0.743
0
0
7.53
3.96
0.892
0
13.5
9.41
5.79
1.11
24.3
19.5
15.2
9.46
Classification
Classification
Effective
Shift of
Area
neutral
axis
ey
Aeff
mm
cm
6.87
9.19
10.7
17.2
24.4
19.0
27.5
36.8
50.7
20.1
29.3
39.6
56.4
21.3
31.4
42.8
61.8
22.6
33.7
46.5
68.2
0.537
0
3.13
0.114
0
4.17
1.07
0
0
7.88
4.34
1.29
0
13.9
9.85
6.26
1.61
24.8
20.0
15.8
10.1
Shear
centre
y
1.4362 (SAF 2304)
Effective
t
cy
βc
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
0.767
0.875
0.648
0.804
0.942
0.648
0.767
0.875
1.00
0.562
0.669
0.767
0.900
0.469
0.562
0.648
0.767
0.368
0.445
0.516
0.616
axis
ey
Aeff
mm
cm
6.51
8.73
10.1
16.3
23.2
17.9
26.0
34.9
49.3
18.9
27.7
37.5
53.6
20.0
29.5
40.4
58.5
21.1
31.6
43.7
64.3
2.57
1.34
5.98
3.22
0.913
7.97
5.15
2.68
0
12.1
8.97
6.17
2.54
18.7
15.2
12.0
7.72
30.1
26.2
22.5
17.5
βc
2
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
ey
mm
0.726
0.830
0.612
0.762
0.896
0.612
0.726
0.830
0.974
0.529
0.631
0.726
0.855
0.440
0.529
0.612
0.726
0.345
0.417
0.486
0.581
3.02
1.81
6.60
3.90
1.64
8.79
6.04
3.63
0.541
13.0
9.97
7.25
3.69
19.7
16.3
13.2
9.06
31.3
27.4
23.9
19.1
Discuss me ...
Table 15
y
t
B-14
D x
x
y
CLASSIFICATION FOR SECTIONS SUBJECT TO PURE BENDING AXIS X-X
D
t
mm
mm
42.4
48.3
60.3
1.0
1.0
1.0
1.6
1.0
1.6
2.0
1.0
1.6
2.0
2.6
1.0
1.6
2.0
2.6
1.2
1.6
2.0
2.6
3.2
76.1
88.9
101.6
114.3
1.4301 (304)
1.4401 (316) and
1.4362 (SAF 2304)
1.4462 (2205)
1.4404 (316L)
Plastic
Plastic
Compact
Plastic
Semi-compact
Plastic
Plastic
Semi-compact
Compact
Plastic
Plastic
Semi-compact
Compact
Plastic
Plastic
Semi-compact
Compact
Compact
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Semi-compact
Plastic
Plastic
Semi-compact
Compact
Plastic
Plastic
Semi-compact
Compact
Compact
Plastic
Semi-compact
Semi-compact
Compact
Plastic
Plastic
Semi-compact
Semi-compact
Semi-compact
Compact
Semi-compact
Semi-compact
Compact
Semi-compact
Semi-compact
Semi-compact
Compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
D
t
mm
mm
139.7
1.2
1.6
2.0
2.6
3.2
4.0
1.6
2.0
2.6
3.2
4.0
2.0
2.6
3.2
4.0
5.0
2.6
3.2
4.0
5.0
168.3
219.1
273
Only the sections which can be semi compact or slender under pure bending are given in the table.
No guidance is available on the calculation of effective section properties for slender stainless steel circular hollow sections.
1.4301 (304)
1.4401 (316) and
1.4362 (SAF 2304)
1.4462 (2205)
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
1.4404 (316L)
Semi-compact
Semi-compact
Compact
Compact
Plastic
Plastic
Semi-compact
Semi-compact
Compact
Compact
Plastic
Semi-compact
Semi-compact
Compact
Compact
Plastic
Semi-compact
Semi-compact
Compact
Compact
Semi-compact
Semi-compact
Compact
Compact
Plastic
Plastic
Semi-compact
Semi-compact
Compact
Compact
Plastic
Semi-compact
Semi-compact
Compact
Compact
Plastic
Semi-compact
Semi-compact
Compact
Compact
Discuss me ...
Table 16
B
b
y
B-15
D
x
d
x
t
CLASSIFICATION & EFFECTIVE SECTION PROPERTIES FOR SECTIONS SUBJECT TO PURE BENDING AXIS X-X
b = B - 6t
d = D - 6t
y
1.4301 (304)
Classification
Properties
DxB
t
mm
mm
Ix eff
2.0
3.0
3.0
4.0
4.0
6.0
6.0
6.0
6.0
6.0
8.0
6.0
8.0
cm
16490
-
4
100 x 50
150 x 75
150 x 100
200 x 100
200 x 125
300 x 150
300 x 200
350 x 175
350 x 200
400 x 200
400 x 250
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Compact
Plastic
Compact
Compact
Plastic
Slender
Plastic
1.4401 (316) and 1.4404 (316L)
F
Zx eff
Classification
Properties
βw
Ix eff
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.805
1.00
cm
16420
-
3
cm
814.2
-
4
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Compact
Plastic
Compact
Semi-compact
Plastic
Slender
Plastic
1.4362 (SAF 2304)
F
Zx eff
Classification
Properties
βw
Ix eff
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.814
1.00
0.799
1.00
cm
437.1
1340
6993
9587
10170
13920
15210
21450
3
cm
808.6
-
4
Compact
Compact
Slender
Compact
Slender
Compact
Slender
Slender
Slender
Slender
Compact
Slender
Slender
F
F
F
F
F
FW
FW
F
βw is 1.0 for plastic and compact sections, Zx/Sx for semi-compact sections and Zx eff/Sx for slender sections.
Only the sections which can be semi-compact or slender when subject to pure bending are given in the table.
Effective section properties are only applicable to slender cross-sections; gross properties should be used for plastic, compact and semi-compact cross-sections.
1.4462 (2205 )
Zx eff
Classification
Properties
βw
Ix eff
1.00
1.00
0.791
1.00
0.805
1.00
0.791
0.809
0.784
0.758
1.00
0.707
0.805
cm
431.3
1323
6901
9478
10040
13570
14810
21170
3
cm
57.21
132.7
457.7
547.4
571.3
676.9
715.5
1061
4
Semi-compact
Semi-compact
Slender
Semi-compact
Slender
Semi-compact
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
F
F
F
F
F
FW
FW
F
Zx eff
βw
3
cm
56.05
130.1
448.4
537.9
560.6
649.4
684.8
1041
0.807
0.807
0.775
0.807
0.789
0.807
0.775
0.795
0.769
0.727
0.807
0.677
0.789
Discuss me ...
Table 17
D
y
B-16
D
x
d
y
1.4301 (304)
Classification
Properties
DxD
t
mm
mm
Ix eff
2.0
2.0
3.0
3.0
3.0
4.0
3.0
4.0
5.0
4.0
5.0
6.0
4.0
5.0
6.0
5.0
6.0
8.0
cm
59.64
339.3
569.3
1232
1799
2329
4393
5428
-
4
60 x 60
80 x 80
100 x 100
125 x 125
150 x 150
175 x 175
200 x 200
250 x 250
Plastic
Slender
Plastic
Compact
Slender
Plastic
Slender
Semi-compact
Plastic
Slender
Semi-compact
Plastic
Slender
Slender
Compact
Slender
Slender
Plastic
1.4401 (316) and 1.4404 (316L)
F
F
F
F
F
F
F
F
Zx eff
Classification
βw
Ix eff
1.00
0.840
1.00
1.00
0.827
1.00
0.768
0.860
1.00
0.811
0.858
1.00
0.768
0.840
1.00
0.768
0.827
1.00
cm
59.33
337.5
566.2
789.0
1225
1789
2317
4369
5400
-
3
cm
14.76
53.40
72.51
137.4
171.9
230.7
335.7
427.2
-
4
Plastic
Slender
Plastic
Compact
Slender
Plastic
Slender
Slender
Plastic
Slender
Semi-compact
Plastic
Slender
Slender
Compact
Slender
Slender
Plastic
1.4362 (SAF 2304)
Properties
F
F
F
F
F
F
F
F
F
Zx eff
Classification
βw
Ix eff
1.00
0.833
1.00
1.00
0.820
1.00
0.762
0.855
1.00
0.804
0.858
1.00
0.762
0.833
1.00
0.762
0.820
1.00
cm
24.28
55.45
166.7
315.2
437.3
527.7
738.2
948.4
1144
1479
1812
1667
2166
2666
4071
5043
6996
4
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
d = D - 6t
1.4462 (2205 )
Properties
3
cm
14.64
52.95
71.89
104.9
136.3
170.4
228.8
332.8
423.6
-
x
t
Zx eff
Classification
Properties
βw
Ix eff
0.840
0.748
0.848
0.805
0.736
0.826
0.684
0.768
0.840
0.722
0.790
0.849
0.684
0.748
0.805
0.684
0.736
0.826
cm
23.92
54.57
164.1
310.2
430.7
519.1
726.6
934.4
1125
1456
1785
1640
2131
2625
4005
4962
6891
3
cm
8.045
13.15
32.56
47.54
69.08
64.51
94.34
125.7
122.3
163.9
206.8
152.9
205.5
260.5
298.7
380.3
552.6
4
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
Zx eff
βw
3
cm
7.854
12.83
31.78
46.37
67.42
62.94
92.02
122.7
119.3
159.9
201.9
149.2
200.4
254.2
291.4
371.0
539.4
0.820
0.730
0.848
0.786
0.718
0.807
0.667
0.749
0.820
0.704
0.771
0.829
0.667
0.730
0.786
0.667
0.718
0.807
Discuss me ...
Table 17
D
y
B-17
D
x
d
y
1.4301 (304)
Classification
Properties
DxD
t
mm
mm
Ix eff
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
15.0
cm
7337
9109
14060
19720
20440
28790
37280
-
4
300 x 300
350 x 350
400 x 400
Slender
Slender
Semi-compact
Plastic
Slender
Slender
Semi-compact
Plastic
Slender
Slender
Slender
Compact
Plastic
1.4401 (316) and 1.4404 (316L)
F
F
F
F
F
F
F
Zx eff
Classification
βw
Ix eff
0.714
0.768
0.860
1.00
0.722
0.811
0.858
1.00
0.684
0.768
0.840
1.00
1.00
cm
7296
9059
12620
13980
19610
20320
28630
37080
-
3
cm
454.4
580.1
749.4
1099
934.6
1375
1845
-
4
Slender
Slender
Slender
Plastic
Slender
Slender
Semi-compact
Plastic
Slender
Slender
Slender
Compact
Plastic
1.4362 (SAF 2304)
Properties
F
F
F
F
F
F
F
F
Zx eff
Classification
βw
Ix eff
0.708
0.762
0.855
1.00
0.716
0.804
0.858
1.00
0.678
0.762
0.833
1.00
1.00
cm
6794
8443
11810
15170
13020
18300
23670
28990
18280
26680
34660
42670
-
4
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Semi-compact
F
F
F
F
F
F
F
F
FW
F
F
F
d = D - 6t
1.4462 (2205 )
Properties
3
cm
450.5
575.1
839.4
743.0
1090
926.7
1363
1830
-
x
t
Zx eff
Classification
Properties
βw
Ix eff
0.636
0.684
0.768
0.840
0.643
0.722
0.790
0.849
0.575
0.684
0.748
0.805
0.848
cm
6517
8305
11630
14950
12810
18010
23310
28570
17720
26250
34110
42010
-
3
cm
404.8
516.1
754.7
1005
667.4
978.4
1310
1654
785.1
1223
1643
2084
-
4
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Semi-compact
FW
F
F
F
F
F
F
F
FW
F
F
F
Zx eff
βw
3
cm
378.1
503.5
736.2
981.7
651.6
954.4
1279
1615
748.0
1193
1603
2033
-
0.594
0.667
0.749
0.820
0.628
0.704
0.771
0.829
0.547
0.667
0.730
0.786
0.848
Discuss me ...
Table 18
b
CHANNELS
y
xo
Centroid
cy
B-18
D
x
x
d
Shear centre
t
y
1.4301 (304)
Dxb
t
mm
mm
50 x 25
2.0
3.0
3.0
4.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
4.0
5.0
6.0
8.0
5.0
6.0
8.0
5.0
6.0
Classification
Properties
Ix eff
75 x 35
100 x 50
125 x 50
150 x 60
175 x 60
200 x 75
4
Slender
Plastic
Semi-compact
Plastic
Slender
Slender
Compact
Slender
Slender
Compact
Plastic
Slender
Semi-compact
Compact
Plastic
Semi-compact
Compact
Plastic
Slender
Slender
1.4401 (316) and 1.4404 (316L)
F
F
F
F
F
F
F
F
Zx eff
Classification
Properties
Ix eff
βw
3
cm
cm
6.846
80.48
109.5
136.7
186.3
318.1
906.6
1101
2.736
15.41
21.89
21.05
29.79
41.37
88.51
110.1
4
0.843
1.00
0.839
1.00
0.762
0.843
1.00
0.759
0.833
1.00
1.00
0.786
0.833
1.00
1.00
0.825
1.00
1.00
0.784
0.830
Slender
Plastic
Semi-compact
Plastic
Slender
Slender
Compact
Slender
Slender
Compact
Plastic
Slender
Semi-compact
Compact
Plastic
Semi-compact
Compact
Plastic
Slender
Slender
1.4362 (SAF 2304)
F
F
F
F
F
F
F
F
Zx eff
Classification
Properties
Ix eff
βw
3
cm
cm
6.807
80.00
108.9
136.0
185.3
316.4
901.7
1095
2.711
15.27
21.69
20.87
29.54
41.02
87.77
109.2
4
0.836
1.00
0.839
1.00
0.755
0.836
1.00
0.753
0.826
1.00
1.00
0.779
0.833
1.00
1.00
0.825
1.00
1.00
0.777
0.823
Slender
Semi-compact
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Compact
Slender
Slender
Compact
Slender
Slender
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
Zx eff
cm
6.299
30.69
73.80
100.8
126.6
126.3
172.5
217.3
294.0
373.4
450.5
543.8
656.6
839.8
1021
2.398
7.881
13.50
19.19
24.92
18.68
26.43
34.27
36.69
47.92
59.22
60.01
74.08
78.78
97.96
Classification
Properties
Ix eff
βw
3
cm
1.4462 (2205 )
4
0.739
0.822
0.757
0.823
0.668
0.739
0.799
0.674
0.739
0.794
0.815
0.697
0.749
0.794
1.00
0.747
0.788
1.00
0.698
0.739
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Slender
Slender
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
Zx eff
βw
3
cm
cm
6.179
30.13
40.18
72.38
98.87
124.3
124.1
169.5
213.6
288.9
367.0
442.9
535.0
646.1
825.6
1004
2.329
7.659
10.65
13.11
18.63
24.21
18.20
25.73
33.37
35.74
46.66
57.67
58.55
72.27
76.82
95.48
0.718
0.822
0.736
0.810
0.649
0.718
0.776
0.657
0.720
0.773
0.815
0.679
0.729
0.773
0.808
0.729
0.769
0.803
0.680
0.720
Discuss me ...
Table 18
b
CHANNELS
y
xo
Centroid
cy
B-19
D
x
x
d
Shear centre
t
y
1.4301 (304)
Dxb
t
mm
mm
200 x 75
8.0
10.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
Classification
Properties
Ix eff
225 x 75
250 x 100
300 x 100
350 x 125
400 x 150
4
Plastic
Plastic
Slender
Plastic
Plastic
Slender
Slender
Compact
Plastic
Slender
Compact
Plastic
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Compact
1.4401 (316) and 1.4404 (316L)
F
F
F
F
F
F
F
F
F
Zx eff
Classification
Properties
Ix eff
βw
3
cm
cm
1463
2187
2981
4626
7525
9557
11340
14510
17620
-
130.0
168.4
238.3
308.2
418.0
545.8
538.8
708.1
880.4
-
4
1.00
1.00
0.823
1.00
1.00
0.759
0.833
1.00
1.00
0.823
1.00
1.00
0.772
0.827
1.00
1.00
0.730
0.784
0.830
1.00
Plastic
Plastic
Slender
Plastic
Plastic
Slender
Slender
Compact
Plastic
Slender
Compact
Plastic
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Compact
1.4362 (SAF 2304)
F
F
F
F
F
F
F
F
F
Zx eff
Classification
Properties
Ix eff
βw
3
cm
cm
1456
2175
2965
4603
7485
9509
11280
14430
17530
-
129.0
166.9
236.3
305.8
414.6
541.4
534.3
702.2
873.2
-
4
1.00
1.00
0.817
1.00
1.00
0.753
0.826
1.00
1.00
0.817
1.00
1.00
0.766
0.821
1.00
1.00
0.724
0.777
0.823
1.00
Slender
Compact
Slender
Slender
Compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
Zx eff
cm
1373
1362
1833
2021
2760
3476
4306
5429
6980
8878
10740
10510
13440
16350
20600
136.6
116.5
162.2
149.4
211.4
274.2
276.1
357.4
373.2
487.1
602.3
480.6
630.3
783.7
1015
Classification
Properties
Ix eff
βw
3
cm
1.4462 (2205 )
4
0.807
1.00
0.738
0.802
1.00
0.674
0.739
0.794
0.815
0.738
0.787
0.807
0.690
0.738
0.780
0.810
0.651
0.698
0.739
0.792
Slender
Semi-compact
Slender
Slender
Semi-compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
Zx eff
βw
3
cm
cm
1350
1340
1804
1986
2712
3417
4237
5343
6865
8731
10560
10330
13210
16070
20250
133.1
113.7
158.3
145.6
205.9
267.0
269.5
348.8
364.2
475.0
587.3
469.1
614.5
763.8
990.0
0.787
0.806
0.720
0.783
0.801
0.657
0.720
0.773
0.815
0.720
0.768
0.807
0.673
0.720
0.761
0.810
0.636
0.680
0.720
0.771
Discuss me ...
Table 19
y
B-20
D
x
x
1.4301 (304)
D x 2b
t
mm
mm
50 x 50
2.0
3.0
3.0
4.0
5.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
4.0
5.0
6.0
8.0
5.0
6.0
8.0
Classification
Properties
Ix eff
75 x 70
100 x 100
125 x 100
150 x 120
175 x 120
4
Slender
Compact
Slender
Compact
Compact
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Compact
Slender
Slender
Semi-compact
Compact
Slender
Semi-compact
Compact
F
F
F
F
F
F
F
F
F
cm
13.46
65.34
158.8
215.3
270.0
366.7
627.4
793.0
1150
-
Zx eff
Classification
Properties
βw
Ix eff
0.820
1.00
0.836
1.00
1.00
0.746
0.820
0.834
0.745
0.812
0.825
1.00
0.769
0.822
0.825
1.00
0.815
0.818
1.00
cm
13.38
65.00
157.8
214.1
268.5
364.8
624.1
789.0
1145
-
3
cm
5.322
17.40
30.16
42.58
41.28
58.08
80.97
105.2
130.9
-
4
Slender
Compact
Slender
Compact
Compact
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Compact
Slender
Slender
Semi-compact
Compact
Slender
Semi-compact
Compact
F
F
F
F
F
F
F
F
F
Zx eff
Classification
βw
Ix eff
0.813
1.00
0.829
1.00
1.00
0.739
0.813
0.834
0.739
0.806
0.825
1.00
0.763
0.816
0.825
1.00
0.809
0.818
1.00
cm
12.42
60.50
80.30
146.0
198.8
249.0
250.2
340.6
427.8
581.8
737.0
887.1
1074
1294
-
4
Slender
Semi-compact
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
F
F
F
F
F
F
F
F
F
F
F
F
F
F
1.4462 (2205 )
Properties
3
cm
5.276
17.25
29.89
42.20
40.94
57.62
80.31
104.4
129.9
-
d
t
Centroid and
shear centre
y
1.4362 (SAF 2304)
1.4401 (316) and 1.4404 (316L)
b
Zx eff
Classification
Properties
βw
Ix eff
0.724
0.822
0.740
0.809
0.807
0.657
0.724
0.778
0.664
0.725
0.775
0.815
0.686
0.734
0.775
0.808
0.733
0.771
0.803
cm
12.20
18.17
59.43
78.96
143.3
195.1
244.6
246.0
335.0
420.9
502.2
572.0
724.8
872.7
1057
1274
-
3
cm
4.695
15.41
21.28
26.57
37.56
48.54
36.83
51.83
66.91
72.21
93.93
115.6
117.8
144.9
-
4
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
Zx eff
βw
3
cm
4.565
7.199
15.00
20.72
25.84
36.52
47.21
35.93
50.54
65.24
79.66
70.43
91.57
112.7
115.1
141.5
-
0.704
0.800
0.721
0.788
0.807
0.639
0.704
0.756
0.648
0.707
0.755
0.796
0.669
0.716
0.755
0.808
0.716
0.753
0.803
Discuss me ...
Table 19
y
B-21
D
x
x
1.4301 (304)
D x 2b
t
mm
mm
200 x 150
5.0
6.0
8.0
10.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
Classification
Properties
Ix eff
225 x 150
250 x 200
300 x 200
350 x 250
400 x 300
4
Slender
Slender
Compact
Compact
Slender
Compact
Compact
Slender
Slender
Semi-compact
Compact
Slender
Semi-compact
Compact
Compact
Slender
Slender
Semi-compact
Compact
Slender
Slender
Slender
Semi-compact
1.4401 (316) and 1.4404 (316L)
F
F
F
F
F
F
F
F
F
F
F
cm
1788
2168
2883
4319
5866
9113
14860
18820
22440
28620
34690
-
Zx eff
Classification
βw
Ix eff
0.768
0.810
1.00
1.00
0.804
1.00
1.00
0.745
0.812
0.825
1.00
0.804
0.816
1.00
1.00
0.757
0.807
0.822
1.00
0.718
0.768
0.810
0.822
cm
1779
2157
2870
4296
5837
9070
14780
18730
22320
28470
34520
-
3
cm
173.3
214.7
254.0
330.2
464.6
602.1
819.7
1065
1059
1386
1717
-
4
Slender
Slender
Compact
Compact
Slender
Compact
Compact
Slender
Slender
Semi-compact
Compact
Slender
Semi-compact
Compact
Compact
Slender
Slender
Semi-compact
Compact
Slender
Slender
Slender
Semi-compact
F
F
F
F
F
F
F
F
F
F
F
Zx eff
Classification
βw
Ix eff
0.762
0.803
1.00
1.00
0.798
1.00
1.00
0.739
0.806
0.825
1.00
0.798
0.816
1.00
1.00
0.752
0.801
0.822
1.00
0.712
0.762
0.803
0.822
cm
1662
2017
2702
2693
3611
4003
5450
6845
8511
10700
13830
17540
21170
20840
26590
32290
40570
4
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
1.4462 (2205 )
Properties
3
cm
172.0
213.1
252.2
327.6
460.9
597.7
813.4
1057
1051
1375
1704
-
d
t
Centroid and
shear centre
y
1.4362 (SAF 2304)
Properties
b
Zx eff
Classification
Properties
βw
Ix eff
0.687
0.725
0.787
0.806
0.725
0.784
0.801
0.664
0.725
0.775
0.815
0.725
0.770
0.807
1.00
0.680
0.725
0.763
0.810
0.644
0.687
0.725
0.773
cm
1635
1985
2660
2651
3557
3936
5359
6733
8034
8380
10540
12610
13610
17260
20840
25940
20510
26160
31760
39930
3
cm
155.1
192.3
266.5
228.9
316.8
294.6
414.7
535.3
542.5
699.1
735.8
956.5
1178
949.8
1241
1538
1984
4
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
Zx eff
βw
3
cm
151.4
187.6
260.1
223.6
309.6
287.4
404.3
522.0
637.3
530.1
683.2
834.0
718.7
933.9
1150
1470
927.8
1211
1500
1936
0.671
0.707
0.768
0.806
0.708
0.766
0.801
0.648
0.707
0.755
0.796
0.708
0.753
0.790
0.794
0.664
0.708
0.745
0.792
0.629
0.671
0.707
0.754
Discuss me ...
Table 20
y
EQUAL ANGLES
u
v
uo
Centroid
d
x
cx
x
B-22
cy
u
v
y
d
1.4301 (304)
Classification
dxd
t
mm
mm
50 x 50
75 x 75
5.0
6.0
8.0
8.0
10.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
Leg parallel to
x-x axis in
compression
Ix eff
100 x 100
120 x 120
150 x 150
200 x 200
4
Non Slender
Slender
Non Slender
Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Slender
cm
45.16
142.7
243.6
464.4
594.8
722.6
1052
1363
1674
2133
Zx eff
3
cm
8.516
20.19
29.02
45.02
56.69
68.13
78.64
99.72
120.6
151.4
1.4326 (SAF 2304)
1.4401 (316) and 1.4404 (316L)
Properties
Classification
Leg parallel to
x-x axis in
tension
Ix eff
4
cm
44.82
141.7
185.0
247.7
451.6
717.1
342.4
653.6
1079
1930
Leg parallel to
x-x axis in
compression
Zx eff
Ix eff
3
cm
8.469
20.08
23.78
28.57
46.44
67.75
34.94
58.57
87.79
140.8
Properties
4
Non Slender
Slender
Non Slender
Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Slender
cm
44.94
142.0
242.4
461.7
591.7
719.0
1046
1355
1665
2122
Zx eff
3
cm
8.497
20.14
28.95
44.89
56.55
67.97
78.39
99.44
120.3
151.0
Ix eff
4
cm
43.15
136.4
177.6
237.0
433.5
690.4
326.2
624.6
1034
1856
Leg parallel to
x-x axis in
compression
Zx eff
Ix eff
3
cm
8.250
19.56
23.11
27.71
45.15
66.00
33.79
56.77
85.25
137.0
4
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
cm
10.46
41.90
56.53
132.4
167.4
224.8
286.9
347.1
425.9
548.9
670.4
847.3
959.4
1248
1540
1975
Zx eff
3
cm
3.043
8.222
10.94
19.49
24.34
27.94
35.10
42.07
43.17
54.57
65.78
82.16
75.06
95.52
115.9
146.0
Shear centre
1.4462 (2205)
Properties
Classification
Leg parallel to
x-x axis in
tension
t
Classification
Leg parallel to
x-x axis in
tension
Ix eff
4
cm
8.992
25.53
53.40
80.70
143.9
101.3
186.6
298.3
129.6
247.4
408.5
728.4
169.5
337.6
578.8
1084
Zx eff
Ix eff
3
cm
2.727
5.745
10.50
13.62
21.82
15.70
25.70
37.70
18.28
30.66
45.96
73.64
21.54
37.16
57.10
94.58
Properties
Leg parallel to
x-x axis in
compression
4
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
cm
10.28
41.14
55.60
130.0
164.6
220.5
281.8
341.2
417.3
538.4
658.3
833.1
939.1
1223
1510
1939
Zx eff
3
cm
3.019
8.150
10.85
19.32
24.15
27.68
34.79
41.73
42.73
54.05
65.20
81.50
74.24
94.53
114.8
144.7
Leg parallel to
x-x axis in
tension
Ix eff
4
cm
7.961
22.37
47.42
70.71
127.4
88.08
163.8
264.1
111.6
215.0
358.0
644.9
144.3
289.8
500.7
947.3
Zx eff
3
cm
2.508
5.245
9.671
12.43
20.06
14.25
23.49
34.67
16.49
27.84
41.96
67.71
19.29
33.46
51.68
86.18
Discuss me ...
Table 21
B
b
y
B-23
D
x
d
x
t
CLASSIFICATION & EFFECTIVE SECTION PROPERTIES FOR SECTIONS SUBJECT TO PURE BENDING AXIS Y-Y
b = B - 6t
d = D - 6t
y
1.4301 (304)
Classification
Properties
DxB
t
mm
mm
Iy eff
1.5
2.0
2.0
3.0
2.0
3.0
3.0
4.0
5.0
3.0
4.0
5.0
4.0
5.0
6.0
4.0
5.0
6.0
6.0
cm
12.22
23.09
116.9
224.1
369.4
477.2
611.6
791.7
1112
4
50 x 25
60 x 30
80 x 40
100 x 50
150 x 75
150 x 100
200 x 100
200 x 125
250 x 125
Compact
Plastic
Slender
Plastic
Slender
Compact
Slender
Semi-compact
Plastic
Slender
Semi-compact
Plastic
Slender
Slender
Compact
Slender
Slender
Compact
Slender
F
F
F
F
F
F
F
F
F
1.4362 (SAF 2304)
1.4401 (316) and 1.4404 (316L)
Classification
Properties
Zy eff
Iy eff
3
cm
6.028
8.685
29.31
42.41
69.48
94.19
92.48
125.1
174.2
4
Compact
Plastic
Slender
Plastic
Slender
Compact
Slender
Slender
Plastic
Slender
Slender
Plastic
Slender
Slender
Compact
Slender
Slender
Compact
Slender
F
F
F
F
F
F
F
F
F
F
F
cm
12.14
22.93
116.1
161.2
222.7
310.2
366.9
474.3
607.8
787.1
1106
Classification
Properties
Zy eff
Iy eff
3
cm
5.966
8.592
29.00
42.84
41.99
61.85
68.73
93.23
91.54
123.9
172.4
4
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
cm
2.096
4.865
11.20
21.01
33.54
106.4
149.0
190.0
205.4
288.0
369.1
336.2
437.4
536.6
559.7
728.7
896.0
1018
1.4462 (2205)
Classification
Properties
Zy eff
Iy eff
3
cm
1.626
3.218
5.217
7.475
13.00
25.23
37.53
50.27
36.98
54.73
73.29
59.80
81.51
104.0
80.40
109.2
139.3
150.5
4
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
cm
2.058
4.780
10.98
20.57
32.93
104.2
146.1
186.7
201.5
282.9
363.1
329.2
428.8
526.8
548.9
715.2
880.4
998.4
Zy eff
3
cm
1.577
3.124
5.054
7.238
12.61
24.43
36.37
48.81
35.92
53.18
71.31
57.90
78.97
100.9
78.03
106.0
135.3
145.8
Discuss me ...
Table 21
B
b
y
B-24
D
x
d
x
t
b = B - 6t
d = D - 6t
y
1.4401 (316) and 1.4404 (316L)
1.4301 (304)
Classification
Properties
DxB
t
mm
mm
Iy eff
8.0
6.0
8.0
6.0
8.0
10.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
cm
1682
1869
3585
2880
4045
3893
5471
-
4
250 x 125
250 x 150
300 x 150
300 x 200
350 x 175
350 x 200
Plastic
Slender
Plastic
Slender
Semi-compact
Plastic
Slender
Semi-compact
Plastic
Slender
Slender
Semi-compact
Plastic
Slender
Slender
Semi-compact
Plastic
F
F
F
F
F
F
F
Classification
Properties
Zy eff
Iy eff
3
cm
219.7
234.5
339.3
299.8
447.5
356.1
530.3
-
4
Plastic
Slender
Plastic
Slender
Slender
Plastic
Slender
Slender
Plastic
Slender
Slender
Semi-compact
Plastic
Slender
Slender
Semi-compact
Plastic
1.4362 (SAF 2304)
F
F
F
F
F
F
F
F
F
cm
1672
1857
2578
3563
4963
2860
4019
3867
5437
-
Classification
Properties
Zy eff
Iy eff
3
cm
217.5
232.0
342.7
335.9
494.8
296.5
442.8
352.3
525.0
-
4
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
cm
1404
1544
2137
1701
2383
3040
3286
4608
5905
2612
3696
4769
5800
3543
5013
6478
7896
1.4462 (2205)
Classification
Properties
Zy eff
Iy eff
3
cm
220.9
191.2
280.4
201.8
300.3
402.2
295.9
437.9
586.4
257.7
386.2
522.9
661.7
308.0
460.2
622.5
788.3
4
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
cm
1379
1515
2100
1666
2337
2987
3224
4526
5809
2556
3621
4681
5701
3471
4915
6361
7764
Zy eff
3
cm
214.4
185.5
272.5
195.4
291.0
390.5
287.3
425.4
570.5
249.5
374.0
506.9
642.6
298.7
446.3
604.2
766.2
Discuss me ...
Table 21
B
b
y
B-25
D
x
d
x
t
b = B - 6t
d = D - 6t
y
1.4301 (304)
Classification
1.4401 (316) and 1.4404 (316L)
Properties
DxB
t
mm
mm
Iy eff
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
cm
4171
5909
7634
6911
9786
12670
-
4
400 x 200
400 x 250
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Compact
Plastic
F
F
F
F
F
F
Classification
Properties
Zy eff
Iy eff
3
cm
369.8
555.8
753.5
494.9
739.8
1001
-
4
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Compact
Plastic
1.4362 (SAF 2304)
F
F
F
F
F
F
cm
4141
5870
7588
6865
9725
12590
-
Classification
Properties
Zy eff
Iy eff
3
cm
365.7
549.9
745.8
489.8
732.4
991.4
-
4
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Semi-compact
F
F
F
F
F
F
F
F
cm
3774
5378
6998
8585
6299
8955
11660
14340
-
1.4462 (2205)
Classification
Properties
Zy eff
Iy eff
3
cm
317.9
478.4
652.1
832.3
430.5
643.2
873.8
1114
-
4
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Semi-compact
F
F
F
F
F
F
F
F
cm
3693
5266
6861
8428
6175
8781
11440
14090
-
Zy eff
3
cm
307.9
463.2
631.7
807.3
418.1
624.2
848.2
1082
-
Discuss me ...
Table 22
b
CHANNELS
y
xo
Centroid
cy
B-26
D
x
d
x
Shear centre
CLASSIFICATION & EFFECTIVE SECTION PROPERTIES FOR
SECTIONS SUBJECT TO PURE BENDING AXIS Y-Y
y
t
GRADES 1.4301 (304), 1.4401 (316) & 1.4404 (316L)
Dxb
t
mm
mm
50 x 25
75 x 35
100 x 50
2.0
3.0
3.0
4.0
3.0
4.0
4.0
5.0
5.0
5.0
6.0
6.0
6.0
8.0
8.0
8.0
10.0
8.0
10.0
12.0
125 x 50
150 x 60
175 x 60
200 x 75
225 x 75
250 x 100
300 x 100
350 x 125
400 x 150
1.4301 (304)
Web in compression,
Web in tension,
toes in tension
toes in compression
Iy eff
Zy eff
Iy eff
Zy eff
Classification
Classification
4
Plastic
Plastic
Compact
Plastic
Slender
Plastic
Semi-compact
Plastic
Semi-compact
Slender
Compact
Semi-compact
Slender
Plastic
Semi-compact
Slender
Semi-compact
Slender
Slender
Compact
cm
14.69
84.00
235.0
623.1
1049
1344
-
3
cm
3.973
14.97
31.78
66.65
95.25
119.8
-
4
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Semi-compact
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
cm
1.107
8.880
17.71
9.450
19.11
25.25
62.80
98.75
102.3
151.2
305.7
323.4
444.3
773.5
590.8
1004
1579
1.4401 (316) and 1.4404 (316L)
Web in compression,
Web in tension,
toes in tension
toes in compression
Iy eff
Zy eff
Iy eff
Zy eff
Classification
Classification
3
cm
0.6254
2.415
5.003
2.469
5.178
5.566
10.95
17.63
17.91
19.75
41.42
42.45
45.89
82.17
50.31
87.61
141.1
4
Plastic
Plastic
Compact
Plastic
Slender
Plastic
Slender
Plastic
Semi-compact
Slender
Compact
Slender
Slender
Plastic
Slender
Slender
Semi-compact
Slender
Slender
Compact
cm
14.63
34.03
83.66
102.9
234.0
325.3
620.5
1044
1338
-
3
cm
3.965
7.629
14.95
18.05
31.72
42.79
66.53
95.05
119.6
-
4
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Semi-compact
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
cm
1.066
8.593
17.05
9.131
18.40
24.35
60.55
95.05
98.49
146.1
294.4
311.3
428.5
744.5
572.2
968.7
1520
3
cm
0.6010
2.333
4.808
2.382
4.974
5.358
10.54
16.94
17.20
19.06
39.79
40.77
44.19
78.93
48.67
84.31
135.5
Discuss me ...
Table 22 continued
b
CHANNELS
y
xo
Centroid
cy
B-27
D
x
d
x
Shear centre
y
t
GRADES 1.4362 (SAF 2304) & 1.4462 (2205)
Dxb
t
mm
mm
50 x 25
2.0
3.0
3.0
4.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
4.0
5.0
6.0
8.0
5.0
6.0
8.0
5.0
6.0
75 x 35
100 x 50
125 x 50
150 x 60
175 x 60
200 x 75
1.4362 (SAF 2304)
Web in compression,
Web in tension,
toes in tension
toes in compression
Iy eff
Zy eff
Iy eff
Zy eff
Classification
Classification
4
Compact
Plastic
Compact
Plastic
Slender
Compact
Plastic
Slender
Slender
Compact
Plastic
Slender
Slender
Compact
Plastic
Slender
Slender
Plastic
Slender
Slender
cm
13.50
13.80
18.96
32.22
41.07
41.75
50.54
79.14
96.67
3
cm
3.824
3.863
5.188
7.446
9.339
9.407
11.27
14.58
17.56
4
Slender
Semi-compact
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Compact
Slender
Slender
Compact
Slender
Slender
cm
0.675
3.098
6.041
10.81
18.09
6.235
11.51
19.56
15.98
26.23
40.57
27.33
42.59
39.46
59.25
1.4462 (2205)
Web in compression,
Web in tension,
toes in tension
toes in compression
Iy eff
Zy eff
Iy eff
Zy eff
Classification
Classification
3
cm
0.3724
1.215
1.616
2.979
5.150
1.602
3.044
5.333
3.453
5.810
9.215
5.895
9.410
6.748
10.33
4
Compact
Plastic
Compact
Plastic
Slender
Compact
Plastic
Slender
Slender
Compact
Plastic
Slender
Slender
Compact
Plastic
Slender
Slender
Plastic
Slender
Slender
cm
13.31
13.60
18.73
31.78
40.58
41.22
49.97
78.04
95.46
3
cm
3.800
3.838
5.159
7.400
9.289
9.354
11.22
14.49
17.46
4
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Slender
Slender
cm
0.615
2.800
5.480
5.688
9.842
16.21
5.820
10.42
17.48
14.73
23.68
36.25
24.59
37.99
36.30
53.57
3
cm
0.3378
1.093
2.235
1.519
2.703
4.589
1.491
2.745
4.740
3.174
5.222
8.190
5.280
8.350
6.188
9.300
Discuss me ...
Table 22 continued
b
CHANNELS
y
xo
Centroid
cy
B-28
D
x
d
x
Shear centre
y
t
GRADES 1.4362 (SAF 2304) & 1.4462 (2205)
1.4362 (SAF 2304)
Dxb
t
mm
mm
200 x 75
8.0
10.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
225 x 75
250 x 100
300 x 100
350 x 125
400 x 150
Web in compression,
toes in tension
Classification
Iy eff
Compact
Plastic
Slender
Semi-compact
Plastic
Slender
Slender
Compact
Plastic
Slender
Slender
Compact
Slender
Slender
Slender
Plastic
Slender
Slender
Slender
Semi-compact
cm
97.79
220.8
303.4
309.1
391.2
585.7
749.6
908.7
981.2
1266
1546
-
4
1.4462 (2205)
Web in tension,
toes in compression
Zy eff
Classification
Iy eff
Slender
Compact
Slender
Slender
Compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
cm
118.5
60.97
123.0
99.76
184.1
313.0
192.7
331.4
281.6
462.7
716.9
407.9
631.4
947.9
1618
3
cm
17.65
30.91
41.50
41.84
52.25
64.84
81.49
97.72
92.38
116.7
140.5
-
4
Web in compression,
toes in tension
Zy eff
Classification
Iy eff
Compact
Plastic
Slender
Slender
Plastic
Slender
Slender
Compact
Plastic
Slender
Slender
Compact
Slender
Slender
Slender
Plastic
Slender
Slender
Slender
Semi-compact
cm
96.52
130.7
217.6
299.7
305.0
386.7
577.3
740.1
898.4
966.0
1248
1527
-
3
cm
21.49
10.42
21.85
12.81
24.35
42.66
24.70
43.72
28.55
48.00
76.13
34.24
53.98
82.62
145.3
4
Web in tension,
toes in compression
Zy eff
Classification
Iy eff
Slender
Semi-compact
Slender
Slender
Semi-compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
cm
105.6
54.96
109.5
93.12
166.8
279.7
173.7
295.5
259.7
417.9
640.7
385.1
580.8
857.1
1444
3
cm
17.55
23.37
30.70
41.27
41.60
51.99
64.42
81.02
97.23
91.71
115.9
139.7
-
4
Zy eff
3
cm
19.05
9.358
19.35
11.93
21.96
37.92
22.18
38.79
26.26
43.17
67.69
32.27
49.51
74.40
129.1
Discuss me ...
Table 23
y
B-29
D
x
x
1.4301 (304)
D x 2b
t
mm
mm
50 x 50
2.0
3.0
3.0
4.0
5.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
4.0
5.0
6.0
8.0
5.0
6.0
8.0
5.0
6.0
8.0
Classification
Properties
Iy eff
75 x 70
100 x 100
125 x 100
150 x 120
175 x 120
200 x 150
4
Slender
Compact
Slender
Compact
Compact
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Compact
Slender
Slender
Semi-compact
Compact
Slender
Semi-compact
Compact
Slender
Slender
Compact
1.4401 (316) and 1.4404 (316L)
cm
3.932
17.13
37.68
62.91
37.80
63.03
94.29
140.7
140.9
230.4
319.3
-
Classification
Zy eff
Properties
Iy eff
3
cm
1.591
4.901
7.924
12.73
7.900
12.74
16.23
23.57
23.60
31.68
42.99
-
4
Slender
Compact
Slender
Compact
Compact
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Compact
Slender
Slender
Semi-compact
Compact
Slender
Semi-compact
Compact
Slender
Slender
Compact
1.4362 (SAF 2304)
cm
3.860
16.81
37.04
61.76
37.17
61.88
92.65
138.1
138.4
226.4
313.5
-
Classification
Zy eff
4
Slender
Semi-compact
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Slender
Slender
Slender
cm
3.072
13.34
22.36
30.28
49.16
73.04
30.56
49.39
73.29
75.22
110.0
152.0
110.3
152.4
184.0
250.4
417.4
Classification
Zy eff
Properties
Iy eff
3
cm
1.300
3.987
6.432
6.616
10.40
15.00
6.599
10.37
15.00
13.41
19.16
25.92
19.14
25.93
26.16
34.98
56.46
4
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Slender
Slender
Slender
cm
2.923
6.014
12.67
21.16
29.05
46.76
69.21
29.37
47.04
69.48
96.58
72.02
104.6
144.1
105.0
144.5
176.3
238.6
395.4
d
t
Centroid and
shear centre
y
1.4462 (2205)
Properties
Iy eff
3
cm
1.568
4.827
7.813
12.54
7.789
12.54
15.99
23.21
23.23
31.21
42.33
-
b
Zy eff
3
cm
1.247
2.430
3.822
6.149
6.393
9.979
14.35
6.380
9.954
14.34
19.49
12.92
18.37
24.79
18.35
24.79
25.22
33.57
53.95
Discuss me ...
Table 23
y
B-30
D
x
x
1.4301 (304)
D x 2b
t
mm
mm
200 x 150
225 x 150
10.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
Classification
Properties
Iy eff
250 x 200
300 x 200
350 x 250
400 x 300
4
Compact
Slender
Compact
Compact
Slender
Slender
Semi-compact
Compact
Slender
Semi-compact
Compact
Compact
Slender
Slender
Semi-compact
Compact
Slender
Slender
Slender
Semi-compact
cm
319.6
604.8
1008
1010
1655
2464
2505
3685
5108
-
1.4362 (SAF 2304)
1.4401 (316) and 1.4404 (316L)
Classification
Zy eff
Iy eff
3
cm
43.01
63.20
101.9
102.0
137.0
199.1
176.3
253.4
343.9
-
Properties
4
Compact
Slender
Compact
Compact
Slender
Slender
Semi-compact
Compact
Slender
Semi-compact
Compact
Compact
Slender
Slender
Semi-compact
Compact
Slender
Slender
Slender
Semi-compact
cm
313.8
594.8
990.1
991.9
1627
2419
2467
3622
5015
-
Classification
Zy eff
4
Semi-compact
Slender
Slender
Semi-compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
cm
251.1
418.2
489.0
790.3
1172
793.6
1176
1330
1934
2665
2064
2944
4006
5942
Classification
Zy eff
Properties
Iy eff
3
cm
34.96
56.52
52.79
82.97
120.0
82.86
120.1
113.6
161.9
218.9
149.5
209.3
279.9
405.1
4
Semi-compact
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
cm
239.4
396.4
469.9
752.7
1111
1545
756.5
1115
1551
1276
1843
2530
3781
1993
2820
3817
5635
d
t
Centroid and
shear centre
y
1.4462 (2205)
Properties
Iy eff
3
cm
42.34
62.31
100.3
100.4
135.0
196.0
174.0
249.7
338.6
-
b
Zy eff
3
cm
33.55
53.98
51.04
79.63
114.8
155.9
79.52
114.8
156.4
109.7
155.4
209.4
305.0
145.1
201.8
268.6
387.3
Discuss me ...
Table 24
y
d
xo
x
x
B-31
Centroid
d
t
cy
Shear
centre
y
1.4301 (304)
Classification
2d x d
t
mm
mm
100 x 50
150 x 75
5.0
6.0
8.0
8.0
10.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
200 x 100
240 x 120
300 x 150
400 x 200
Non Slender
Slender
Non Slender
Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Slender
1.4401 (316) and 1.4404 (316L)
Properties
Classification
1.4462 (2205)
1.4362 (SAF 2304)
Properties
Properties
Classification
Properties
Classification
Leg parallel to
Leg parallel to
Leg parallel to
Leg parallel to
Leg parallel to
Leg parallel to
Leg parallel to
y-y axis
y-y axis
y-y axis
y-y axis
y-y axis
y-y axis
y-y axis
Leg parallel to
y-y axis
in compression
in tension
in compression
in tension
in compression
in tension
in compression
in tension
Iy eff
Zy eff
Iy eff
Zy eff
Iy eff
Zy eff
Iy eff
Zy eff
Iy eff
Zy eff
Iy eff
Zy eff
Iy eff
Zy eff
Iy eff
Zy eff
cm4
90.32
285.5
487.3
928.8
1189
1445
2105
2727
3349
4267
cm3
17.03
40.37
58.05
90.04
113.4
136.3
157.3
199.4
241.2
302.8
cm4
89.64
283.3
370.0
495.4
903.3
1434
684.8
1307
2159
3860
cm3
16.94
40.15
47.55
57.14
92.88
135.5
69.88
117.1
175.6
281.6
cm4
89.88
284.1
484.7
923.5
1183
1438
2092
2711
3330
4245
cm3
16.99
40.28
57.91
89.79
113.1
135.9
156.8
198.9
240.6
302.1
cm4
86.30
272.7
355.1
473.9
867.0
1380
652.3
1249
2069
3712
cm3
16.50
39.11
46.23
55.42
90.29
132.0
67.58
113.5
170.5
274.1
cm4
20.92
83.80
113.1
264.9
334.7
449.7
573.8
694.1
851.9
1097
1340
1694
1918
2497
3081
3951
cm3
6.086
16.44
21.87
38.98
48.69
55.88
70.19
84.13
86.34
109.1
131.6
164.3
150.1
191.0
231.8
292.0
cm4
17.98
51.07
106.8
161.4
287.8
202.7
373.1
596.7
259.2
494.9
817.1
1456
339.0
675.2
1157
2168
cm3
5.455
11.49
20.99
27.23
43.64
31.40
51.40
75.41
36.56
61.33
91.92
147.3
43.08
74.31
114.2
189.2
cm4
20.57
82.28
111.2
260.1
329.1
441.1
563.5
682.4
834.6
1076
1316
1666
1878
2446
3020
3878
cm3
6.037
16.30
21.70
38.64
48.30
55.35
69.59
83.46
85.46
108.1
130.4
163.0
148.5
189.1
229.5
289.4
cm4
15.92
44.75
94.84
141.4
254.8
176.2
327.6
528.3
223.1
430.1
715.9
1289
288.5
579.7
1001
1894
cm3
5.016
10.49
19.34
24.86
40.12
28.51
46.99
69.34
32.98
55.68
83.91
135.4
38.58
66.92
103.4
172.4
Non Slender
Slender
Non Slender
Slender
Non Slender
Slender
Non Slender
Non Slender
Slender
Slender
Slender
Non Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
B-32
Discuss me ...
[Blank Page]
Discuss me ...
C. MEMBER CAPACITIES
GRADE 1.4301 (304)
C-1
Discuss me ...
Table 25
y
COMPRESSION
t
D x
SUBJECT TO AXIAL COMPRESSION
x
y
COMPRESSION RESISTANCE FOR GRADE 1.4301 (304)
Compression Resistance Pc (kN)
Mass
D
per
for
Metre
Effective Length Le (m)
mm
mm
kg
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
21.3
1.0
1.2
1.6
2.0
2.3
1.0
1.6
2.0
2.5
3.2
1.0
1.6
2.0
2.6
3.2
1.0
1.6
2.0
2.6
3.2
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.6
2.0
2.6
3.2
4.0
5.0
1.6
2.0
2.6
3.2
4.0
5.0
0.50
0.60
0.78
0.96
1.08
0.81
1.27
1.57
1.94
2.42
1.03
1.62
2.01
2.57
3.11
1.17
1.85
2.30
2.95
3.58
1.47
2.33
2.89
3.72
4.53
5.59
6.86
1.86
2.96
3.68
4.74
5.79
7.16
8.82
2.18
3.47
4.31
5.57
6.81
8.43
10.4
3.97
4.94
6.39
7.81
9.69
12.0
4.48
5.57
7.21
8.82
10.9
13.6
4.71
5.51
6.99
8.31
9.20
14.3
22.1
26.9
32.6
39.9
21.9
34.2
42.1
53.4
64.1
26.9
42.3
52.2
66.6
80.3
37.0
58.4
72.3
92.7
112
138
168
49.5
78.6
97.8
126
153
189
233
58.0
92.2
114
148
180
224
276
105
131
169
207
257
318
118
148
191
234
291
360
2.36
2.76
3.48
4.13
4.56
8.47
13.0
15.7
18.9
22.9
14.9
23.2
28.3
35.6
42.4
19.9
31.1
38.1
48.3
57.9
30.4
47.8
59.1
75.5
91.2
111
134
43.9
69.5
86.2
110
134
165
202
54.6
86.5
107
138
168
208
256
103
128
165
202
250
308
118
148
191
234
291
360
1.40
1.63
2.06
2.44
2.69
5.29
8.06
9.74
11.7
14.1
9.89
15.3
18.6
23.3
27.6
13.8
21.5
26.3
33.1
39.5
23.3
36.5
45.0
57.2
68.9
83.6
100
37.1
58.5
72.4
92.8
112
137
168
48.2
76.3
94.6
121
148
182
223
93.5
116
149
182
225
278
110
137
177
216
268
331
0.920
1.07
1.36
1.60
1.77
3.57
5.43
6.56
7.86
9.48
6.84
10.5
12.8
16.0
19.0
9.78
15.1
18.5
23.3
27.7
17.4
27.2
33.4
42.4
50.9
61.5
73.7
30.0
47.2
58.3
74.5
90.1
110
133
41.1
64.9
80.5
103
125
154
188
82.7
102
132
160
198
243
100
124
160
196
242
298
0.652
0.761
0.959
1.13
1.25
2.56
3.89
4.70
5.63
6.79
4.97
7.65
9.31
11.6
13.7
7.18
11.1
13.6
17.0
20.2
13.2
20.5
25.2
31.9
38.2
46.1
55.1
23.8
37.4
46.2
58.9
71.0
86.5
104
34.1
53.8
66.6
85.2
103
126
154
71.2
88.4
113
138
169
208
89.0
110
142
173
214
263
0.485
0.567
0.714
0.844
0.931
1.93
2.93
3.53
4.23
5.09
3.77
5.79
7.04
8.79
10.4
5.47
8.45
10.3
13.0
15.4
10.2
15.9
19.5
24.6
29.5
35.5
42.4
19.0
29.8
36.7
46.7
56.4
68.5
82.8
28.0
44.1
54.5
69.7
84.4
103
125
60.3
74.7
95.8
116
142
174
77.6
96.3
123
150
185
227
0.376
0.438
0.553
0.653
0.720
1.50
2.28
2.75
3.29
3.96
2.95
4.53
5.51
6.87
8.12
4.30
6.64
8.11
10.2
12.1
8.08
12.6
15.4
19.5
23.4
28.1
33.5
15.3
24.0
29.6
37.7
45.4
55.1
66.5
23.0
36.2
44.8
57.2
69.2
84.5
102
50.7
62.7
80.4
97.5
119
145
66.8
82.8
106
129
159
195
0.244
0.285
0.359
0.424
0.467
0.982
1.49
1.80
2.15
2.59
1.94
2.98
3.63
4.53
5.34
2.85
4.40
5.37
6.73
7.99
5.42
8.43
10.3
13.1
15.6
18.8
22.4
10.5
16.4
20.2
25.7
30.9
37.5
45.2
16.1
25.3
31.2
39.8
48.1
58.7
71.1
36.2
44.8
57.3
69.4
85.0
103
49.1
60.9
78.1
94.8
116
142
0.171
0.200
0.252
0.297
0.328
0.693
1.05
1.27
1.52
1.83
1.38
2.11
2.57
3.20
3.78
2.02
3.12
3.81
4.78
5.67
3.87
6.02
7.39
9.33
11.2
13.4
16.0
7.57
11.8
14.6
18.5
22.3
27.1
32.6
11.7
18.4
22.7
29.0
35.0
42.7
51.7
26.7
33.1
42.3
51.2
62.6
76.2
36.8
45.6
58.5
71.0
87.0
106
0.127
0.148
0.186
0.220
0.242
0.515
0.781
0.943
1.13
1.36
1.03
1.57
1.91
2.39
2.82
1.51
2.33
2.84
3.56
4.23
2.91
4.52
5.54
6.99
8.36
10.1
12.0
5.71
8.93
11.0
14.0
16.8
20.4
24.5
8.91
14.0
17.3
22.0
26.6
32.4
39.2
20.4
25.3
32.3
39.1
47.8
58.1
28.4
35.1
45.0
54.6
67.0
81.7
0.098
0.114
0.143
0.169
0.187
0.398
0.603
0.728
0.870
1.05
0.794
1.22
1.48
1.85
2.18
1.17
1.81
2.20
2.76
3.28
2.26
3.51
4.30
5.43
6.49
7.81
9.29
4.46
6.97
8.58
10.9
13.1
15.9
19.1
6.98
11.0
13.5
17.2
20.8
25.4
30.7
16.1
19.9
25.4
30.8
37.6
45.7
22.5
27.8
35.6
43.2
52.9
64.6
0.077
0.090
0.114
0.134
0.148
0.316
0.480
0.579
0.692
0.832
0.633
0.971
1.18
1.47
1.73
0.934
1.44
1.76
2.20
2.61
1.81
2.81
3.44
4.34
5.19
6.24
7.42
3.58
5.59
6.88
8.75
10.5
12.8
15.3
5.62
8.81
10.9
13.9
16.7
20.4
24.7
13.0
16.0
20.5
24.8
30.3
36.8
18.2
22.5
28.8
35.0
42.8
52.2
0.063
0.073
0.092
0.109
0.120
0.258
0.391
0.471
0.564
0.678
0.516
0.791
0.962
1.20
1.41
0.763
1.18
1.43
1.80
2.13
1.48
2.29
2.81
3.55
4.24
5.10
6.07
2.93
4.58
5.64
7.17
8.62
10.4
12.6
4.61
7.24
8.93
11.4
13.7
16.7
20.2
10.7
13.2
16.9
20.4
24.9
30.3
15.0
18.6
23.8
28.8
35.3
43.1
33.7
42.4
48.3
t
60.3
76.1
88.9
101.6
114.3
Only the sections which are non slender under axial compression are given in the table.
C-2
y
t
Discuss Table
me ...
25
y
COMPRESSION
t
D x
x
y
Mass
D
per
for
Metre
mm
mm
kg
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
139.7
1.6
2.0
2.6
3.2
4.0
5.0
2.0
2.6
3.2
4.0
5.0
2.6
3.2
4.0
5.0
3.2
4.0
5.0
5.48
6.84
8.85
10.8
13.5
16.7
8.25
10.7
13.1
16.3
20.3
14.0
17.1
21.4
26.6
21.4
26.7
33.3
145
179
231
283
351
435
219
284
348
433
538
371
455
567
706
569
709
884
145
154
199
243
302
373
202
262
320
398
494
370
454
565
702
569
709
884
143
126
162
198
245
302
176
227
278
345
427
339
416
518
643
558
695
865
134
99.1
127
155
191
235
147
190
233
288
356
305
374
465
577
520
648
806
124
77.1
99.1
120
148
182
120
155
189
234
289
269
329
409
507
479
596
741
113
60.7
78.0
94.9
116
143
97.9
126
153
190
234
232
284
352
436
434
540
671
101
48.6
62.5
76.0
93.5
114
80.0
103
125
155
190
198
242
300
371
388
483
599
79.8
39.7
51.0
62.0
76.3
93.4
66.1
85.1
103
128
157
168
206
255
315
343
427
529
62.1
32.9
42.3
51.4
63.3
77.5
55.3
71.3
86.9
107
131
144
176
218
269
302
375
465
48.9
27.8
35.6
43.3
53.3
65.3
46.9
60.4
73.6
90.8
111
124
151
187
231
266
330
409
39.2
23.7
30.4
37.0
45.5
55.7
40.2
51.8
63.1
77.8
95.7
107
131
162
200
234
290
360
32.0
20.5
26.3
31.9
39.3
48.1
34.9
44.9
54.7
67.4
82.9
93.9
114
141
175
207
256
318
26.6
17.8
22.9
27.8
34.2
41.9
30.5
39.2
47.8
58.9
72.4
82.6
100
124
154
183
228
282
168.3
219.1
273
t
C-3
B
Discuss me ...
Table 26
b
COMPRESSION
y
D
x
d
x
t
b = B - 6t
d = D - 6t
y
Compression Resistance, Pcx, Pcy (kN)
Mass
DxB
per
for
Metre
Effective Length LE (m)
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
50 x 25
1.5
1.63
2.0
2.11
2.0
2.58
3.0
3.68
* 2.0
3.53
3.0
5.10
4.0
6.54
* 2.0
4.48
3.0
6.52
4.0
8.43
5.0
10.2
6.0
11.9
* 3.0
10.1
4.0
13.2
5.0
16.1
6.0
19.0
8.0
24.2
* 3.0
11.3
4.0
14.8
5.0
18.1
6.0
21.3
8.0
27.4
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
38.3
25.3
49.1
31.8
64.9
48.1
91.3
65.8
91.3
79.2
135
115
173
145
104
100
173
162
224
208
271
250
315
288
234
234
350
350
428
428
504
504
644
644
266
266
392
392
481
481
567
567
728
728
29.2
14.2
36.9
17.6
53.4
29.5
74.0
39.4
83.7
58.9
122
83.5
155
103
104
85.0
169
133
217
168
262
200
302
227
234
226
350
329
428
401
504
469
644
593
266
266
392
392
481
481
567
567
728
728
20.7
8.69
26.0
10.8
41.0
18.6
55.9
24.7
72.5
41.2
104
57.3
131
70.0
95.6
67.3
153
101
196
127
235
149
270
167
234
203
350
291
428
353
504
411
640
515
266
255
392
367
481
449
567
526
728
669
14.8
5.82
18.5
7.19
30.6
12.6
41.3
16.7
60.4
29.1
86.1
40.2
107
48.9
86.1
51.4
135
75.3
172
93.9
205
109
234
122
228
178
332
248
405
300
474
348
600
430
261
235
377
334
461
408
542
477
690
604
10.9
4.16
13.6
5.14
23.2
9.08
31.1
12.0
49.1
21.4
69.2
29.5
85.5
35.7
75.8
39.4
116
56.7
147
70.5
174
81.8
197
90.9
215
151
310
206
378
248
441
286
556
350
247
213
354
299
433
363
508
424
645
533
8.34
3.12
10.4
3.85
17.9
6.83
24.0
9.00
39.7
16.3
55.6
22.4
68.3
27.1
65.4
30.7
98.6
43.8
124
54.4
146
63.0
164
69.8
201
126
287
169
349
203
406
233
509
284
232
189
329
262
402
317
471
369
596
461
6.56
2.42
8.17
2.99
14.2
5.33
19.0
7.01
32.3
12.8
45.1
17.6
55.2
21.3
55.9
24.5
82.8
34.7
103
43.0
121
49.8
136
55.2
186
105
262
139
318
167
369
191
460
231
215
166
303
226
369
274
432
318
544
395
4.36
1.58
5.42
1.95
9.53
3.50
12.7
4.60
22.3
8.51
31.0
11.6
37.8
14.1
40.7
16.5
59.1
23.3
73.9
28.8
86.3
33.3
96.3
36.8
154
74.8
212
97.5
256
116
296
132
365
160
181
126
249
168
303
202
352
234
440
288
3.10
1.11
3.85
1.38
6.82
2.47
9.07
3.24
16.2
6.05
22.4
8.27
27.3
9.98
30.4
11.8
43.6
16.6
54.4
20.5
63.4
23.7
70.6
26.2
125
55.0
168
71.2
202
84.8
233
96.8
286
116
149
96.2
201
126
243
152
281
175
349
215
2.32
0.827
2.88
1.02
5.11
1.84
6.79
2.41
12.3
4.52
16.9
6.17
20.6
7.44
23.3
8.87
33.4
12.5
41.6
15.4
48.3
17.8
53.8
19.6
101
41.9
134
54.0
161
64.3
185
73.4
226
88.2
121
74.8
161
97.6
194
117
225
135
278
165
1.80
0.638
2.23
0.787
3.97
1.42
5.28
1.86
9.60
3.50
13.2
4.78
16.1
5.77
18.4
6.90
26.3
9.69
32.7
12.0
38.0
13.8
42.2
15.2
82.8
33.0
108
42.4
130
50.4
149
57.5
181
69.0
99.4
59.5
131
77.3
157
92.9
182
106
224
130
1.43
0.507
1.78
0.626
3.18
1.13
4.22
1.48
7.71
2.79
10.6
3.81
12.9
4.60
14.9
5.52
21.2
7.74
26.4
9.56
30.6
11.0
34.0
12.2
68.3
26.6
89.2
34.1
106
40.5
122
46.2
148
55.4
82.3
48.3
107
62.7
129
75.2
149
86.6
184
105
1.17
0.413
1.45
0.509
2.60
0.919
3.45
1.21
6.33
2.28
8.72
3.11
10.6
3.75
12.3
4.52
17.4
6.33
21.7
7.81
25.2
9.01
28.0
9.94
57.1
21.9
74.3
28.0
88.9
33.3
101
38.0
123
45.5
68.9
40.0
90.0
51.8
108
62.1
125
71.5
153
87.4
60 x 30
80 x 40
100 x 50
t
150 x 75
150 x 100
* Section is slender under axial compression and allowance has been made in calculating the compression resistance.
C-4
B
Discuss me ...
Table 26
b
COMPRESSION
y
D
x
d
x
t
b = B - 6t
d = D - 6t
y
Mass
DxB
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
200 x 100
* 4.0
17.9
* 5.0
22.1
6.0
26.1
8.0
33.7
10.0
40.8
* 4.0
19.5
* 5.0
24.0
6.0
28.5
8.0
36.9
10.0
44.8
* 6.0
33.2
8.0
43.2
10.0
52.7
12.0
61.7
15.0
74.1
* 6.0
35.6
8.0
46.4
10.0
56.6
12.0
66.4
15.0
80.1
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
417
417
570
570
693
693
896
896
1090
1090
459
459
622
622
756
756
980
980
1190
1190
841
841
1150
1150
1400
1400
1640
1640
1970
1970
904
904
1230
1230
1510
1510
1770
1770
2130
2130
417
417
570
570
693
693
896
896
1090
1090
459
459
622
622
756
756
980
980
1190
1190
841
841
1150
1150
1400
1400
1640
1640
1970
1970
904
904
1230
1230
1510
1510
1770
1770
2130
2130
417
403
570
540
693
651
896
835
1090
1000
459
459
622
622
756
754
980
973
1190
1180
841
841
1150
1150
1400
1390
1640
1620
1970
1930
904
904
1230
1230
1510
1510
1770
1770
2130
2130
417
372
570
495
693
594
896
759
1090
906
459
440
622
587
756
707
980
911
1190
1100
841
800
1150
1080
1400
1310
1640
1520
1970
1800
904
901
1230
1220
1510
1480
1770
1730
2130
2070
416
339
560
445
677
532
870
675
1050
802
459
413
617
547
745
657
962
844
1160
1010
841
748
1150
1000
1400
1210
1640
1400
1970
1660
904
857
1230
1150
1510
1400
1770
1630
2130
1950
399
304
536
394
646
467
829
590
996
696
443
384
591
504
713
603
919
772
1110
924
841
692
1140
920
1390
1110
1610
1280
1930
1500
904
810
1230
1090
1500
1320
1750
1530
2100
1820
382
269
509
343
613
405
785
509
941
597
425
353
564
459
679
547
874
697
1050
831
816
633
1100
835
1340
1000
1550
1150
1850
1350
883
760
1190
1010
1450
1230
1690
1420
2020
1680
344
205
453
257
541
301
690
375
822
437
385
289
505
369
605
436
775
552
929
653
756
513
1010
667
1230
795
1420
907
1690
1050
821
652
1100
859
1340
1030
1560
1190
1860
1400
303
157
392
194
466
226
590
281
699
327
341
232
441
291
526
342
670
431
799
508
690
408
919
525
1110
623
1280
707
1510
811
754
544
1010
709
1220
849
1410
974
1680
1140
261
122
333
150
394
175
496
217
585
251
296
186
378
231
448
271
569
340
675
400
621
326
819
416
985
492
1130
557
1330
636
681
449
902
580
1090
692
1260
791
1480
917
223
97.8
281
119
331
138
415
172
487
199
254
151
321
186
379
218
479
273
567
320
550
263
720
335
862
395
989
447
1150
509
607
370
797
476
959
567
1110
646
1300
746
190
79.6
237
97.1
278
112
349
139
408
161
218
124
273
153
321
178
405
223
477
261
483
216
627
274
749
323
856
365
991
415
535
308
698
394
838
469
963
534
1120
616
162
65.9
202
80.2
236
93.1
295
115
345
133
187
103
232
127
273
148
343
185
404
217
422
180
545
228
649
268
741
303
854
344
470
259
610
331
730
393
837
447
973
515
200 x 125
t
250 x 125
250 x 150
C-5
B
Discuss me ...
Table 26
b
COMPRESSION
y
D
x
d
x
t
y
b = B - 6t
d = D - 6t
Mass
DxB
per
for
Metre
mm
mm
kg
Axis
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
300 x 150
* 6.0
40.3
8.0
52.7
10.0
64.5
12.0
75.9
15.0
91.9
* 6.0
45.0
8.0
59.0
10.0
72.4
12.0
85.4
15.0
103
* 6.0
47.4
* 8.0
62.2
10.0
76.4
12.0
90.1
15.0
109
* 6.0
49.8
* 8.0
65.3
10.0
80.3
12.0
94.8
15.0
115
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
938
938
1400
1400
1720
1720
2020
2020
2440
2440
1060
1060
1570
1570
1930
1930
2270
2270
2760
2760
1030
1030
1540
1540
2030
2030
2400
2400
2920
2920
1090
1090
1630
1630
2140
2140
2520
2520
3070
3070
938
906
1400
1320
1720
1610
2020
1880
2440
2260
1060
1060
1570
1570
1930
1930
2270
2270
2760
2760
1030
1030
1540
1540
2030
2000
2400
2350
2920
2840
1090
1090
1630
1630
2140
2140
2520
2520
3070
3070
938
814
1400
1170
1720
1410
2020
1650
2430
1960
1060
1020
1570
1470
1930
1800
2270
2110
2760
2540
1030
965
1540
1410
2030
1820
2400
2130
2920
2570
1090
1060
1630
1550
2140
2000
2520
2360
3070
2850
912
712
1330
994
1620
1200
1900
1390
2280
1650
1040
940
1510
1340
1850
1630
2170
1910
2620
2300
1030
880
1540
1260
2010
1620
2360
1890
2860
2270
1090
986
1630
1420
2130
1830
2500
2140
3040
2590
860
605
1240
826
1510
993
1770
1150
2120
1340
988
852
1420
1200
1730
1450
2030
1700
2450
2030
1000
788
1470
1110
1910
1400
2240
1630
2710
1950
1070
903
1560
1280
2020
1640
2380
1910
2880
2300
804
507
1150
678
1400
813
1630
934
1940
1090
928
759
1320
1050
1610
1270
1890
1480
2270
1760
956
692
1390
955
1800
1190
2110
1380
2550
1640
1020
814
1480
1140
1910
1440
2240
1680
2710
2000
744
422
1050
558
1270
668
1480
765
1760
891
863
667
1220
907
1480
1100
1730
1270
2070
1510
906
599
1310
814
1680
1010
1970
1160
2370
1380
968
724
1390
997
1790
1240
2100
1450
2540
1720
682
354
948
464
1150
554
1330
634
1570
736
796
581
1110
780
1350
942
1570
1090
1870
1290
854
516
1220
692
1560
850
1820
982
2190
1160
914
637
1300
865
1660
1070
1950
1240
2350
1480
619
299
849
390
1030
465
1190
531
1400
616
727
505
999
672
1210
810
1410
936
1680
1100
799
445
1130
591
1430
722
1670
833
2000
981
857
558
1210
750
1540
923
1800
1070
2160
1270
559
255
758
331
912
395
1050
451
1240
522
660
439
897
581
1090
699
1260
807
1500
950
743
385
1040
508
1310
619
1520
713
1820
838
798
489
1120
651
1410
799
1640
925
1970
1090
503
220
675
284
811
339
935
387
1100
448
596
384
804
505
972
608
1130
701
1340
825
687
335
950
440
1190
535
1380
616
1640
723
739
429
1020
569
1280
695
1490
804
1780
950
452
191
602
247
723
294
832
335
974
388
538
338
720
442
869
532
1010
613
1190
721
632
293
865
384
1080
466
1250
537
1480
629
681
379
933
499
1160
609
1350
704
1610
831
406
167
538
216
645
257
742
293
868
339
485
299
645
390
779
469
901
540
1070
634
579
259
787
338
974
409
1130
471
1340
552
626
336
851
441
1060
537
1230
621
1460
732
300 x 200
t
350 x 175
350 x 200
C-6
B
Discuss me ...
Table 26
b
COMPRESSION
y
D
x
d
x
t
y
b = B - 6t
d = D - 6t
Mass
DxB
per
for
Metre
mm
mm
kg
Axis
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
400 x 200
* 6.0
54.5
* 8.0
71.6
* 10.0
88.2
12.0
104
15.0
127
* 6.0
59.3
* 8.0
78.0
* 10.0
96.1
12.0
113
15.0
139
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
1110
1110
1670
1670
2280
2280
2770
2770
3390
3390
1200
1200
1840
1840
2490
2490
3030
3030
3700
3700
1110
1110
1670
1670
2280
2280
2770
2770
3390
3390
1200
1200
1840
1840
2490
2490
3030
3030
3700
3700
1110
1100
1670
1610
2280
2160
2770
2610
3390
3160
1200
1200
1840
1840
2490
2490
3030
3020
3700
3680
1110
1020
1670
1490
2280
1980
2770
2380
3390
2880
1200
1180
1840
1760
2490
2350
3030
2830
3700
3450
1110
945
1670
1360
2240
1780
2710
2130
3300
2570
1200
1110
1840
1660
2470
2190
2980
2630
3640
3200
1090
861
1600
1220
2140
1580
2590
1870
3140
2240
1180
1050
1770
1540
2370
2020
2850
2420
3480
2930
1050
773
1530
1080
2040
1370
2450
1620
2980
1940
1140
975
1700
1410
2260
1840
2720
2190
3310
2650
1000
687
1460
943
1930
1190
2310
1400
2800
1670
1090
900
1620
1290
2140
1650
2570
1960
3130
2360
955
607
1380
823
1810
1030
2170
1200
2620
1430
1050
823
1540
1160
2020
1480
2420
1750
2940
2100
906
535
1300
718
1690
892
2020
1040
2430
1240
997
748
1450
1040
1900
1310
2260
1550
2740
1860
856
472
1210
629
1570
778
1870
907
2240
1080
946
677
1370
930
1770
1170
2100
1370
2540
1640
804
418
1130
554
1450
682
1720
795
2060
942
893
611
1280
832
1640
1040
1950
1220
2350
1460
753
371
1050
490
1340
602
1580
701
1890
830
839
552
1190
746
1520
926
1800
1090
2160
1300
400 x 250
t
C-7
D
Discuss me ...
Table 27
COMPRESSION
y
D
x
d
t
y
x
d = D - 6t
Mass
DxD
per
for
Metre
mm
mm
kg
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
40 x 40
2.0
3.0
2.0
3.0
4.0
2.0
3.0
4.0
5.0
* 2.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
8.0
* 3.0
4.0
5.0
6.0
8.0
* 3.0
4.0
5.0
6.0
8.0
2.27
3.20
2.90
4.15
5.27
3.53
5.10
6.54
7.84
4.79
6.99
9.06
11.0
8.89
11.6
14.2
16.6
21.1
11.3
14.8
18.1
21.3
27.4
13.6
17.9
22.1
26.1
33.7
49.5
68.2
70.8
100
125
91.6
131
167
198
122
185
240
292
236
308
376
441
560
279
392
481
567
728
296
476
586
693
896
34.6
46.6
56.3
78.6
96.9
78.2
111
140
165
116
174
225
271
236
308
375
438
551
279
392
481
567
728
296
476
586
693
896
23.2
30.8
41.6
57.3
69.7
62.9
88.7
110
128
103
154
197
237
218
283
343
400
502
278
387
473
556
710
296
476
586
693
896
16.2
21.3
30.4
41.5
50.1
48.7
68.1
84.2
97.2
89.4
131
167
200
197
255
309
359
446
261
361
442
518
659
296
465
572
675
868
11.8
15.5
22.7
30.9
37.1
37.6
52.3
64.3
73.8
75.0
109
138
164
174
225
271
314
387
243
334
407
477
604
283
440
540
636
817
8.93
11.7
17.4
23.7
28.4
29.4
40.8
50.1
57.3
62.1
89.6
113
133
151
194
234
269
330
223
304
370
433
546
269
413
506
595
762
7.00
9.18
13.8
18.7
22.4
23.5
32.5
39.9
45.6
51.4
73.8
92.9
109
130
166
199
229
278
202
273
332
387
486
253
383
469
552
704
4.62
6.06
9.19
12.5
14.9
15.9
21.9
26.8
30.6
36.1
51.4
64.6
75.9
95.3
121
145
166
200
161
215
260
302
375
220
322
393
460
583
3.27
4.29
6.56
8.87
10.6
11.4
15.7
19.2
21.9
26.4
37.5
47.1
55.2
71.3
90.7
108
123
148
127
167
202
233
289
186
263
320
374
472
2.44
3.20
4.91
6.64
7.92
8.57
11.8
14.4
16.4
20.1
28.5
35.7
41.8
54.9
69.8
83.1
94.8
113
100
131
158
183
226
154
214
260
303
380
1.89
2.47
3.81
5.15
6.15
6.67
9.21
11.2
12.8
15.8
22.3
28.0
32.8
43.4
55.1
65.6
74.8
89.5
81.3
105
127
146
180
128
175
212
247
309
1.51
1.97
3.04
4.11
4.91
5.34
7.37
8.99
10.2
12.7
18.0
22.5
26.3
35.1
44.6
53.0
60.4
72.3
66.5
86.2
103
119
147
107
144
175
204
255
1.23
1.61
2.49
3.36
4.01
4.37
6.03
7.35
8.36
10.4
14.8
18.5
21.6
29.0
36.8
43.7
49.8
59.5
55.3
71.6
86.1
99.4
122
90.7
121
146
170
213
50 x 50
60 x 60
80 x 80
100 x 100
t
125 x 125
150 x 150
C-8
Discuss me ...
Table 27
D
COMPRESSION
y
D
x
d
x
t
y
d = D - 6t
Mass
DxD
per
for
Metre
mm
mm
kg
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
175 x 175
* 4.0
5.0
6.0
8.0
10.0
* 4.0
* 5.0
6.0
8.0
10.0
* 5.0
* 6.0
8.0
10.0
12.0
* 5.0
* 6.0
8.0
10.0
12.0
* 6.0
* 8.0
10.0
12.0
15.0
* 6.0
* 8.0
* 10.0
12.0
15.0
21.1
26.0
30.8
40.0
48.7
24.2
30.0
35.6
46.4
56.6
37.9
45.0
59.0
72.4
85.4
45.8
54.5
71.6
88.2
104
64.0
84.3
104
123
151
73.5
96.9
119
142
174
504
691
819
1060
1300
526
764
945
1230
1510
822
1120
1570
1930
2270
864
1180
1900
2350
2770
1240
2020
2770
3280
4020
1280
2110
3060
3780
4650
497
671
793
1030
1240
526
764
945
1230
1500
822
1120
1570
1930
2270
864
1180
1900
2350
2770
1240
2020
2770
3280
4020
1280
2110
3060
3780
4650
453
604
714
920
1110
504
712
872
1130
1380
822
1110
1550
1900
2230
864
1180
1900
2350
2770
1240
2020
2770
3280
4020
1280
2110
3060
3780
4650
403
531
625
802
964
465
647
789
1020
1240
788
1050
1450
1770
2080
864
1180
1860
2290
2700
1240
2020
2770
3280
4020
1280
2110
3060
3780
4650
350
454
533
681
814
422
577
698
900
1090
740
973
1340
1630
1910
846
1140
1760
2160
2550
1240
1990
2680
3170
3880
1280
2110
3060
3780
4650
299
381
447
569
677
376
504
606
778
936
687
894
1220
1480
1730
808
1080
1650
2030
2380
1210
1900
2560
3020
3690
1280
2090
2970
3650
4470
253
319
373
474
562
331
435
520
666
798
631
811
1090
1330
1550
767
1020
1540
1880
2210
1160
1810
2420
2860
3480
1260
2020
2850
3490
4280
214
267
313
396
469
288
373
444
568
679
574
727
973
1180
1370
724
950
1410
1730
2030
1110
1720
2280
2680
3270
1230
1940
2720
3330
4070
182
226
265
335
396
250
321
381
486
580
517
647
860
1040
1210
679
882
1290
1570
1840
1060
1620
2120
2500
3040
1180
1860
2590
3160
3860
156
193
226
285
337
218
277
328
418
499
463
574
758
916
1060
633
812
1170
1420
1660
1000
1510
1970
2320
2810
1140
1780
2450
2980
3640
135
166
195
246
290
191
241
285
362
432
414
509
669
808
935
586
745
1050
1280
1500
944
1400
1820
2130
2580
1100
1690
2310
2790
3410
117
145
169
214
252
168
211
249
317
377
370
452
592
714
826
540
680
950
1160
1350
886
1300
1670
1960
2370
1050
1600
2160
2610
3180
103
127
148
187
221
148
186
219
279
332
332
403
527
635
734
496
619
856
1040
1210
828
1200
1530
1790
2160
1000
1510
2020
2430
2950
200 x 200
250 x 250
300 x 300
t
350 x 350
400 x 400
C-9
Discuss me ...
Table 28
b
COMPRESSION
y
xo
CHANNELS
Centroid
cy
D
x
d
x
Shear centre
t
y
Compression Resistance, Pcx, Pcxz, Pcy (kN)
Mass
Dxb
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
50 x 25
* 2.0
1.45
3.0
2.08
3.0
3.14
4.0
4.06
5.0
4.91
* 3.0
4.45
* 4.0
5.80
5.0
7.08
* 3.0
5.04
* 4.0
6.59
5.0
8.07
6.0
9.49
* 4.0
8.01
5.0
9.85
6.0
11.6
8.0
15.0
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
35.3
21.6
15.4
50.1
39.2
21.4
83.5
56.4
51.6
107
81.6
65.7
130
106
78.3
107
80.3
92.4
153
116
128
188
148
155
118
93.2
101
174
136
143
214
172
175
252
208
204
202
168
183
261
217
234
308
259
276
397
344
353
28.1
17.9
7.85
39.3
32.9
10.9
76.4
48.1
29.6
97.9
74.3
37.4
117
98.3
44.3
107
63.5
67.7
153
98.0
91.0
187
132
110
118
74.8
73.6
174
114
100
214
152
121
252
192
141
202
141
144
261
188
181
308
232
213
397
323
270
20.8
14.9
4.67
28.7
25.7
6.47
66.1
42.7
18.2
84.1
66.9
23.0
100
87.8
27.2
101
52.5
46.8
141
86.3
61.6
171
121
74.2
118
61.1
50.6
171
99.2
67.3
209
139
81.4
245
181
94.4
202
118
105
261
165
130
308
212
152
397
309
193
15.2
12.1
3.09
20.8
19.6
4.27
54.9
38.1
12.2
69.5
58.4
15.5
82.1
75.1
18.2
92.2
45.7
33.0
127
78.2
43.0
154
112
51.7
110
52.4
35.6
159
89.5
46.8
194
130
56.5
227
172
65.4
197
102
76.6
253
149
94.2
297
198
109
381
298
138
11.3
9.76
2.19
15.4
15.0
3.03
44.5
33.5
8.77
56.0
49.5
11.1
65.8
62.3
13.0
82.5
41.1
24.2
112
71.5
31.4
135
102
37.7
103
46.7
26.1
146
82.8
34.1
178
123
41.1
208
163
47.6
186
92.2
57.0
238
138
69.8
280
188
81.3
357
287
102
8.72
7.88
1.63
11.8
11.7
2.26
36.0
29.1
6.58
45.1
41.5
8.29
52.8
51.2
9.78
72.4
37.6
18.4
97.3
65.4
23.8
117
92.8
28.6
94.6
42.8
19.8
132
77.5
25.9
161
115
31.2
187
153
36.1
174
84.6
43.7
222
130
53.4
260
179
62.3
331
274
78.2
6.89
6.43
1.27
9.35
9.32
1.75
29.3
25.0
5.12
36.6
34.6
6.45
42.8
42.2
7.61
62.7
34.7
14.5
83.2
59.5
18.7
99.8
82.8
22.5
85.7
39.9
15.6
118
72.9
20.3
143
108
24.4
166
141
28.3
162
79.0
34.5
205
123
42.1
240
170
49.1
304
259
61.6
4.60
4.44
0.823
6.23
6.28
1.14
20.2
18.5
3.35
25.2
24.6
4.22
29.3
29.5
4.97
46.6
29.8
9.57
60.8
48.5
12.4
72.6
64.6
14.8
68.3
35.6
10.3
92.0
64.2
13.4
110
92.0
16.1
128
115
18.7
135
70.9
23.0
169
111
28.0
198
152
32.6
249
223
40.9
3.28
3.23
0.578
4.44
4.49
0.798
14.7
14.0
2.36
18.3
18.2
2.97
21.2
21.5
3.50
35.1
25.4
6.80
45.4
39.0
8.76
54.1
50.4
10.5
53.7
32.1
7.32
71.1
55.5
9.48
85.5
75.9
11.4
98.4
93.0
13.2
111
64.5
16.4
137
99.4
19.9
159
132
23.2
199
186
29.1
2.45
2.44
0.428
3.32
3.37
0.591
11.1
10.8
1.75
13.8
13.9
2.21
16.0
16.3
2.60
27.1
21.4
5.08
34.9
31.5
6.53
41.5
39.8
7.85
42.5
28.9
5.46
55.7
47.1
7.07
66.9
62.1
8.52
76.9
74.7
9.85
90.1
58.7
12.3
110
87.5
14.9
128
113
17.4
159
154
21.8
1.91
1.90
0.329
2.58
2.62
0.455
8.68
8.55
1.35
10.8
10.9
1.70
12.5
12.8
2.01
21.5
18.1
3.93
27.6
25.7
5.06
32.8
32.0
6.08
34.2
25.7
4.23
44.6
39.7
5.47
53.4
51.0
6.60
61.4
60.6
7.63
73.6
53.0
9.51
89.9
76.0
11.6
104
95.6
13.5
129
127
16.9
1.52
1.53
0.262
2.06
2.09
0.361
6.97
6.92
1.08
8.66
8.76
1.35
10.1
10.3
1.60
17.4
15.3
3.14
22.3
21.2
4.03
26.5
26.1
4.84
28.0
22.6
3.38
36.3
33.5
4.36
43.5
42.3
5.26
50.0
49.8
6.08
60.8
47.4
7.60
74.1
65.7
9.24
85.9
81.0
10.8
106
105
13.5
1.24
1.25
0.213
1.68
1.71
0.294
5.72
5.71
0.875
7.11
7.20
1.10
8.25
8.41
1.30
14.4
13.0
2.56
18.4
17.8
3.29
21.9
21.7
3.95
23.3
19.8
2.76
30.1
28.5
3.56
36.1
35.5
4.29
41.4
41.6
4.96
50.9
42.1
6.21
61.9
56.7
7.54
71.7
69.0
8.78
88.8
89.1
11.0
75 x 35
100 x 50
t
125 x 50
150 x 60
See Section 8.4.2 for guidance on calculating an effective length which allows for both the effects of end fixity and nominal end moments due to
eccentricity of connection.
Slender sections must also be checked for the combined effects of the axial load and moment caused by the shift of neutral axis, see Section 8.4.2.
For explanation of table see Section 8.4
C-10
Discuss me ...
Table 28
b
COMPRESSION
y
xo
CHANNELS
Centroid
cy
D
x
d
x
Shear centre
t
y
Mass
Dxb
mm
175 x 60
200 x 75
225 x 75
250 x 100
t
mm
per
for
Metre
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
5.0
10.8
6.0
12.8
8.0
16.5
10.0
20.0
* 5.0
13.0
* 6.0
15.4
8.0
20.0
10.0
24.4
* 6.0
16.6
8.0
21.6
10.0
26.3
12.0
30.8
* 6.0
20.2
* 8.0
26.3
10.0
32.3
12.0
37.9
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
287
242
255
340
289
301
439
381
387
532
473
465
320
285
313
409
361
395
532
473
512
647
581
622
440
392
423
574
513
550
700
630
668
819
744
779
474
444
474
699
648
699
857
795
857
1010
936
1010
287
209
195
340
256
229
439
355
292
532
453
349
320
253
268
409
321
333
532
432
431
647
545
521
440
349
355
574
468
459
700
588
556
819
708
646
474
410
452
699
597
653
857
739
799
1010
879
936
287
181
139
340
232
163
439
338
206
532
441
245
320
220
216
409
284
264
532
400
340
647
520
409
440
308
279
574
430
359
700
558
433
819
685
501
474
372
404
699
545
573
857
688
700
1010
833
818
287
161
99.8
340
214
116
437
326
147
526
431
174
320
192
168
409
254
202
532
376
259
647
502
310
440
272
212
574
401
272
700
536
327
819
669
377
474
334
349
699
497
486
857
645
591
1010
797
690
274
148
73.7
323
202
86.1
416
316
108
499
421
128
320
170
129
406
231
155
526
358
198
638
488
236
440
246
162
574
379
207
700
520
248
819
656
285
474
299
294
699
456
401
857
610
486
1010
769
566
260
138
56.4
306
193
65.8
393
306
83.0
471
408
98.0
309
154
101
389
214
120
504
343
154
610
475
184
432
226
126
561
363
161
681
507
193
793
644
221
474
268
244
699
423
327
857
582
397
1010
746
461
245
131
44.4
288
185
51.8
368
296
65.3
440
391
77.1
296
142
81.3
371
201
96.4
480
331
122
580
462
146
415
211
100
539
350
128
653
496
153
760
632
176
472
244
202
684
396
269
836
559
325
980
726
377
211
120
29.5
248
172
34.4
315
270
43.3
375
348
51.1
268
126
55.0
333
183
65.0
429
309
82.7
516
431
98.7
380
191
67.6
491
329
86.2
594
472
103
689
599
118
443
209
142
637
358
187
777
523
225
909
690
261
178
112
21.0
208
157
24.5
263
237
30.8
310
298
36.4
237
115
39.5
292
170
46.6
374
286
59.3
448
391
70.7
341
178
48.4
440
311
61.8
530
443
73.8
612
554
84.6
412
186
104
585
331
136
713
493
164
832
654
190
147
103
15.7
172
141
18.3
216
203
23.0
254
250
27.2
206
107
29.7
250
158
35.0
320
260
44.5
382
347
53.1
300
167
36.4
386
292
46.4
463
406
55.4
533
499
63.5
378
171
79.4
530
310
103
644
463
124
749
612
144
122
94.1
12.2
142
124
14.2
178
172
17.9
209
209
21.1
177
100
23.1
213
146
27.2
271
233
34.6
322
302
41.3
261
158
28.3
334
270
36.1
400
365
43.1
459
440
49.4
342
159
62.3
473
291
81.0
573
433
97.7
665
564
113
102
84.4
9.71
118
108
11.3
148
146
14.3
173
175
16.8
151
94.5
18.5
181
134
21.8
230
205
27.7
272
261
33.0
226
149
22.6
288
246
28.8
344
323
34.5
393
385
39.5
307
150
50.2
418
274
65.1
505
401
78.6
585
514
90.9
86.1
75.0
7.93
100
94.0
9.25
125
124
11.6
145
148
13.7
129
88.2
15.2
154
122
17.8
195
180
22.7
232
226
27.0
195
140
18.5
248
221
23.6
295
284
28.2
337
335
32.3
273
142
41.2
368
256
53.5
443
368
64.5
512
463
74.6
C-11
Discuss me ...
Table 28
b
COMPRESSION
y
xo
CHANNELS
Centroid
cy
D
x
d
x
Shear centre
t
y
Mass
Dxb
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
300 x 100
* 8.0
29.5
10.0
36.2
12.0
42.7
15.0
51.9
* 8.0
35.8
* 10.0
44.1
12.0
52.2
15.0
63.7
* 8.0
42.1
* 10.0
52.0
* 12.0
61.6
15.0
75.6
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
783
733
783
962
901
962
1130
1060
1130
1380
1290
1380
842
816
842
1170
1130
1170
1390
1330
1390
1690
1620
1690
888
878
888
1280
1260
1280
1640
1600
1640
2010
1960
2010
783
679
724
962
839
888
1130
996
1040
1380
1230
1260
842
772
842
1170
1060
1160
1390
1260
1370
1690
1540
1670
888
842
888
1280
1200
1280
1640
1520
1640
2010
1870
2010
783
621
631
962
779
772
1130
939
905
1380
1180
1090
842
725
783
1170
993
1060
1390
1180
1250
1690
1470
1530
888
804
887
1280
1140
1260
1640
1450
1580
2010
1780
1940
783
565
530
962
725
646
1130
891
755
1380
1140
907
842
674
711
1170
924
951
1390
1110
1120
1690
1400
1360
888
763
833
1280
1080
1170
1640
1370
1460
2010
1700
1790
783
514
434
962
680
527
1130
854
615
1380
1120
736
842
623
632
1170
858
832
1390
1050
978
1690
1350
1190
888
719
775
1280
1010
1070
1640
1290
1340
2010
1620
1630
783
472
352
962
643
427
1130
824
498
1380
1100
594
842
572
551
1170
796
713
1390
994
838
1690
1300
1010
888
673
712
1280
946
971
1640
1210
1200
2010
1550
1460
783
437
288
962
613
349
1130
800
406
1380
1080
484
842
526
475
1170
743
606
1390
946
711
1690
1270
857
888
627
646
1280
881
866
1640
1140
1060
2010
1480
1290
754
388
199
923
569
241
1080
763
280
1310
1050
333
842
451
349
1170
659
438
1390
871
513
1690
1210
617
888
539
516
1280
768
672
1640
1020
810
2010
1380
982
708
356
145
866
538
175
1020
733
203
1230
1010
242
822
398
262
1120
601
326
1320
818
381
1610
1160
458
888
468
406
1280
681
519
1630
925
620
1990
1300
751
659
333
109
805
514
132
942
705
154
1130
970
183
784
360
202
1060
560
250
1250
778
292
1520
1120
351
877
413
322
1240
617
407
1560
858
483
1910
1240
585
607
316
86.1
739
492
104
864
674
120
1040
916
143
744
333
160
1000
529
197
1180
745
230
1430
1080
276
845
373
259
1190
569
325
1490
807
385
1820
1190
466
553
302
69.2
672
471
83.6
784
639
97.0
936
852
115
701
313
129
935
504
159
1100
716
186
1330
1040
223
811
342
212
1130
533
265
1410
767
313
1720
1150
379
499
290
56.8
606
448
68.6
705
599
79.6
839
783
94.6
656
297
107
867
483
131
1020
688
153
1230
995
184
776
318
176
1070
505
219
1330
734
259
1620
1110
313
350 x 125
t
400 x 150
C-12
Discuss me ...
Table 29
y
COMPRESSION
D
b
x
x
y
d
t
Centroid and
shear centre
Compression Resistance, Pcx, Pcy, Pcz (kN)
Mass
D x 2b
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
50 x 50
* 2.0
2.90
3.0
4.15
* 3.0
6.28
4.0
8.12
5.0
9.82
* 3.0
8.89
* 4.0
11.6
5.0
14.2
* 3.0
10.1
* 4.0
13.2
5.0
16.1
6.0
19.0
* 4.0
16.0
* 5.0
19.7
6.0
23.2
8.0
29.9
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
57.2
37.0
58.4
82.1
55.1
94.2
146
107
140
188
140
187
226
172
234
203
170
192
286
239
271
355
299
341
233
184
212
338
265
309
421
332
387
494
392
458
397
333
370
518
431
480
617
515
573
795
668
742
44.0
22.3
52.9
62.3
33.4
91.7
125
73.8
127
160
97.6
178
192
120
228
184
137
174
256
190
250
318
238
321
215
145
192
310
206
281
386
259
359
452
307
433
378
275
342
489
354
446
581
424
536
745
553
708
33.1
14.4
50.2
46.2
21.6
90.7
105
51.0
119
134
67.8
174
159
84.3
226
165
107
158
228
147
233
282
185
307
198
112
172
283
157
257
351
197
338
411
235
416
353
222
313
454
284
413
539
341
506
690
448
686
25.0
9.91
48.6
34.6
14.9
90.2
87.0
36.6
114
110
48.7
171
130
60.8
224
147
83.5
144
201
114
220
247
143
298
181
86.6
153
257
119
237
318
150
322
372
179
405
328
177
286
420
226
386
498
271
482
636
358
671
19.2
7.22
47.7
26.4
10.9
89.9
71.5
27.2
111
90.3
36.3
170
106
45.4
224
129
65.6
133
176
89.2
211
215
111
292
165
67.4
138
232
92.5
223
286
116
312
333
139
398
303
141
262
388
180
364
458
216
464
584
286
661
15.1
5.49
47.2
20.7
8.28
89.7
59.0
21.0
108
74.3
28.0
169
87.2
35.1
223
113
52.3
124
152
70.9
205
186
88.9
288
149
53.5
127
208
73.1
212
255
91.7
304
297
110
393
279
114
243
355
145
346
420
174
451
533
231
654
12.2
4.31
46.8
16.6
6.50
89.6
49.1
16.7
107
61.6
22.3
168
72.2
27.9
223
99.4
42.5
118
132
57.4
200
160
72.0
285
134
43.3
118
185
58.9
205
227
74.0
299
263
88.8
390
256
93.7
228
324
118
333
382
142
441
484
189
650
8.33
2.86
46.3
11.3
4.31
89.4
35.0
11.2
105
43.8
15.0
167
51.2
18.8
222
76.0
29.4
110
100
39.6
194
120
49.7
281
108
29.8
107
146
40.4
194
178
50.8
292
206
61.0
385
213
65.6
207
268
82.8
315
314
99.6
428
396
133
644
6.04
2.03
46.1
8.21
3.07
89.3
26.0
8.02
104
32.5
10.7
167
37.9
13.5
222
59.0
21.5
105
76.9
28.9
190
92.4
36.2
279
87.2
21.7
100
116
29.4
188
141
36.9
287
163
44.4
383
176
48.2
194
220
60.8
304
257
73.1
420
322
97.8
640
4.57
1.52
45.9
6.21
2.29
89.3
20.0
6.03
104
25.0
8.07
167
29.1
10.1
222
46.7
16.3
102
60.5
22.0
188
72.6
27.5
278
70.8
16.5
96.3
93.9
22.3
184
113
28.0
285
130
33.7
381
146
36.8
185
181
46.4
296
211
55.8
415
264
74.8
638
3.58
1.18
45.8
4.86
1.78
89.3
15.9
4.70
103
19.8
6.29
167
23.0
7.91
222
37.7
12.8
100
48.7
17.2
187
58.3
21.6
277
58.2
12.9
93.4
76.6
17.5
182
92.4
21.9
283
106
26.4
380
122
29.0
179
150
36.5
291
175
44.0
411
218
59.0
637
2.88
0.940
45.8
3.91
1.42
89.2
12.9
3.76
103
16.0
5.04
166
18.7
6.34
222
31.0
10.3
99.0
39.9
13.9
186
47.7
17.4
276
48.5
10.4
91.4
63.5
14.1
180
76.5
17.6
282
88.0
21.2
379
103
23.5
175
126
29.5
288
147
35.5
409
183
47.6
636
2.37
0.767
45.7
3.21
1.16
89.2
10.7
3.08
103
13.3
4.13
166
15.4
5.19
222
25.9
8.51
98.0
33.3
11.4
185
39.8
14.3
276
40.9
8.58
89.9
53.4
11.6
179
64.3
14.5
281
73.9
17.5
379
87.7
19.3
172
107
24.3
285
124
29.3
407
155
39.3
635
75 x 70
100 x 100
t
125 x 100
150 x 120
C-13
Discuss me ...
Table 29
y
COMPRESSION
D
b
x
x
y
d
t
Centroid and
shear centre
Mass
D x 2b
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
175 x 120
* 5.0
21.7
6.0
25.6
8.0
33.1
10.0
40.1
* 5.0
26.0
* 6.0
30.8
8.0
40.0
10.0
48.7
* 6.0
33.2
8.0
43.2
10.0
52.7
12.0
61.7
* 6.0
40.3
* 8.0
52.7
10.0
64.5
12.0
75.9
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
570
466
528
680
557
630
879
726
818
1060
887
996
631
566
606
802
714
767
1060
948
1020
1300
1160
1240
865
762
827
1150
1010
1100
1400
1240
1340
1640
1460
1570
933
902
924
1370
1310
1350
1720
1640
1680
2020
1940
1980
554
378
488
659
453
586
848
594
774
1020
730
959
631
490
572
800
615
723
1060
818
962
1280
1000
1180
865
651
777
1150
867
1030
1400
1070
1270
1640
1260
1500
933
818
887
1370
1180
1290
1720
1480
1610
2020
1750
1900
520
299
448
618
359
547
794
474
743
956
586
937
602
417
535
758
520
678
999
693
915
1210
854
1140
835
547
726
1100
728
978
1340
900
1220
1560
1070
1460
932
737
849
1350
1060
1240
1690
1330
1550
1980
1570
1830
487
235
412
578
282
515
742
374
721
892
465
923
571
350
498
718
434
635
944
579
875
1140
716
1110
795
452
676
1050
603
929
1270
748
1180
1480
891
1430
896
658
810
1300
940
1180
1620
1180
1490
1890
1400
1780
455
185
382
539
223
489
691
297
706
828
371
915
541
292
462
678
360
596
891
480
843
1080
597
1090
757
372
628
996
497
888
1210
618
1150
1410
739
1410
861
583
769
1240
826
1130
1540
1040
1440
1810
1230
1730
423
148
358
501
178
470
641
238
695
767
299
909
512
243
429
639
298
561
838
399
817
1010
497
1070
718
307
586
944
410
855
1150
512
1130
1330
614
1390
826
513
728
1190
722
1080
1480
905
1390
1730
1080
1700
392
121
340
464
145
455
592
194
687
707
244
905
483
204
401
601
249
533
786
333
797
948
416
1060
681
255
551
893
341
828
1080
427
1110
1260
513
1380
792
450
688
1140
629
1030
1410
788
1350
1650
940
1670
334
84.2
315
394
101
436
500
135
677
594
170
900
426
147
356
527
179
490
686
239
769
825
300
1040
607
182
498
794
244
789
959
305
1090
1110
368
1370
725
346
614
1030
478
951
1270
600
1290
1490
718
1620
282
61.6
300
331
74.2
423
419
99.5
672
496
125
897
373
109
326
458
133
462
593
178
751
711
224
1030
537
135
462
699
181
765
842
227
1070
972
274
1360
660
269
555
929
370
893
1150
464
1250
1340
556
1590
237
46.9
290
278
56.5
416
351
75.9
668
413
95.8
896
325
85.0
306
395
103
443
510
138
739
609
173
1020
472
104
439
612
139
748
735
175
1060
846
212
1350
598
214
509
833
292
851
1020
366
1220
1190
440
1570
200
36.9
283
234
44.5
410
295
59.7
665
347
75.4
894
282
67.5
292
341
81.8
430
438
109
731
522
137
1020
413
82.6
422
534
110
737
640
139
1060
735
168
1350
538
173
475
743
235
820
909
295
1200
1060
355
1560
170
29.8
278
199
35.9
407
250
48.2
664
293
60.9
894
245
54.9
281
294
66.4
420
377
89.0
725
449
111
1020
362
67.0
410
466
89.9
729
557
113
1050
638
136
1350
483
142
449
661
193
796
806
243
1180
934
292
1550
146
24.5
275
170
29.6
404
213
39.7
662
250
50.2
893
213
45.4
274
255
55.0
413
326
73.7
721
388
92.6
1020
317
55.4
401
407
74.4
723
487
93.6
1050
557
113
1350
433
119
429
587
161
779
715
203
1170
827
244
1540
200 x 150
t
225 x 150
250 x 200
C-14
Discuss me ...
Table 29
y
COMPRESSION
D
b
x
x
y
d
t
Centroid and
shear centre
Mass
D x 2b
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
300 x 200
* 8.0
59.0
10.0
72.4
12.0
85.4
15.0
103
* 8.0
71.6
* 10.0
88.2
12.0
104
15.0
127
* 8.0
84.3
* 10.0
104
* 12.0
123
15.0
151
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
1540
1460
1510
1930
1820
1890
2270
2150
2220
2760
2630
2700
1660
1660
1660
2300
2280
2300
2770
2750
2770
3390
3370
3380
1750
1750
1750
2530
2530
2530
3210
3210
3210
4020
4020
4020
1540
1310
1450
1930
1630
1810
2270
1930
2130
2760
2370
2600
1660
1530
1620
2300
2100
2220
2770
2530
2680
3390
3100
3270
1750
1700
1740
2530
2420
2500
3210
3060
3160
4020
3840
3940
1540
1160
1380
1930
1450
1730
2270
1720
2050
2760
2110
2520
1660
1410
1560
2300
1920
2150
2770
2320
2590
3390
2840
3160
1750
1600
1700
2530
2270
2430
3210
2860
3070
4020
3580
3830
1500
1020
1320
1870
1280
1660
2200
1520
1980
2670
1870
2450
1660
1290
1510
2300
1750
2070
2770
2110
2500
3380
2600
3070
1750
1500
1660
2530
2110
2360
3210
2660
2980
4020
3330
3730
1450
885
1250
1810
1110
1590
2120
1320
1910
2570
1630
2400
1630
1180
1450
2240
1580
1990
2690
1910
2410
3280
2350
2990
1750
1400
1610
2530
1960
2290
3200
2460
2890
3990
3080
3630
1400
766
1180
1740
960
1520
2040
1150
1860
2470
1420
2360
1590
1070
1400
2170
1420
1910
2610
1720
2330
3170
2120
2910
1740
1310
1560
2470
1810
2220
3120
2270
2800
3880
2840
3530
1350
661
1120
1670
830
1470
1960
992
1810
2370
1230
2330
1540
960
1340
2100
1270
1840
2520
1540
2250
3070
1900
2850
1700
1210
1510
2410
1670
2140
3030
2080
2710
3780
2610
3430
1240
497
1010
1540
624
1370
1810
748
1740
2180
934
2290
1450
773
1220
1970
1010
1690
2360
1220
2120
2870
1520
2740
1620
1030
1410
2290
1400
1990
2870
1740
2540
3570
2180
3270
1150
381
928
1420
478
1310
1660
575
1690
2000
720
2260
1370
623
1110
1840
809
1570
2210
974
2010
2680
1220
2660
1540
873
1310
2170
1170
1850
2710
1440
2380
3370
1810
3130
1050
299
867
1290
376
1260
1510
452
1660
1820
567
2240
1280
505
1020
1720
652
1470
2050
786
1930
2490
982
2610
1470
736
1210
2050
973
1720
2560
1200
2250
3170
1500
3020
956
240
823
1180
302
1220
1370
363
1630
1650
457
2230
1200
415
941
1600
534
1390
1900
643
1860
2300
804
2570
1390
622
1110
1930
816
1600
2410
998
2130
2980
1250
2930
868
197
789
1070
247
1200
1240
298
1620
1480
375
2220
1120
346
881
1480
443
1330
1750
534
1810
2120
668
2540
1320
529
1030
1820
689
1510
2260
841
2040
2780
1060
2860
786
164
764
963
206
1180
1120
248
1600
1340
313
2210
1040
292
833
1360
373
1290
1620
449
1780
1950
563
2510
1250
454
958
1710
588
1430
2110
716
1960
2600
899
2800
350 x 250
t
400 x 300
C-15
Discuss me ...
Table 30
y
COMPRESSION
u
v
uo
Centroid
d
x
cx
EQUAL ANGLES
x
cy
u
t
v
y
d
Shear centre
Compression Resistance, Pcx, Pcy, Pcuz, Pcv (kN)
Mass
dxd
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
50 x 50
* 5.0
3.54
6.0
4.15
8.0
5.27
10.0
6.26
* 6.0
6.52
8.0
8.43
10.0
10.2
12.0
11.9
* 8.0
11.6
* 10.0
14.2
12.0
16.6
15.0
20.0
* 8.0
14.1
* 10.0
17.3
* 12.0
20.4
15.0
24.8
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
76.1
74.8
45.2
90.9
92.7
51.0
114
120
57.9
133
143
60.2
143
119
117
218
196
167
263
246
194
304
291
215
255
215
238
363
319
325
441
401
386
532
500
453
273
221
273
393
336
385
523
463
500
658
607
616
54.2
64.1
24.1
63.8
78.5
26.7
79.1
101
29.7
91.5
120
30.3
125
115
82.2
185
185
107
222
230
121
256
270
130
247
211
193
343
312
251
413
390
290
495
482
329
273
218
241
393
331
330
520
455
417
649
595
502
36.8
50.7
14.5
42.9
61.2
16.0
52.8
78.2
17.7
60.6
92.4
17.9
104
107
55.0
148
167
68.9
177
207
77.0
203
243
81.8
223
205
146
304
299
180
363
370
204
434
455
226
262
215
203
367
324
267
476
444
325
592
576
381
25.7
38.6
9.65
29.8
46.0
10.6
36.6
58.4
11.7
41.9
68.6
11.8
83.8
96.9
38.2
114
146
47.1
136
180
52.3
155
210
55.4
195
195
107
260
280
129
308
345
145
367
422
159
242
210
164
333
314
208
427
426
246
527
549
283
18.8
29.4
6.87
21.8
34.8
7.56
26.7
44.0
8.30
30.5
51.5
8.38
66.0
84.5
27.9
88.0
123
34.0
104
151
37.7
118
176
39.8
167
182
81.1
216
256
96.2
255
313
106
302
383
116
219
203
130
297
301
161
375
403
187
459
516
213
14.3
22.9
5.14
16.5
26.9
5.65
20.2
33.9
6.19
23.1
39.6
6.24
52.3
72.2
21.1
68.8
102
25.6
81.5
124
28.4
92.6
144
29.9
140
166
62.6
178
229
73.7
208
279
81.5
246
340
88.8
196
195
103
260
284
126
322
375
145
392
477
164
11.2
18.2
3.99
12.9
21.4
4.38
15.8
26.8
4.80
18.1
31.3
4.83
42.1
61.2
16.6
54.9
84.7
20.0
65.0
103
22.2
73.8
119
23.3
117
150
49.5
147
202
58.1
171
244
64.1
202
296
69.7
172
184
83.9
224
264
101
274
344
115
331
435
130
7.40
12.2
2.60
8.54
14.3
2.85
10.4
17.9
3.12
11.9
20.8
3.14
28.7
44.1
10.9
37.0
59.4
13.2
43.8
71.9
14.6
49.7
83.0
15.3
83.3
118
33.1
102
154
38.6
119
183
42.5
140
222
46.1
130
159
57.3
166
220
68.4
199
279
77.7
239
348
87.3
5.25
8.70
1.83
6.06
10.2
2.00
7.41
12.7
2.19
8.44
14.8
2.20
20.7
32.7
7.75
26.6
43.4
9.30
31.4
52.4
10.3
35.6
60.3
10.8
61.3
92.1
23.7
75.2
117
27.5
87.0
139
30.2
102
167
32.7
99.8
133
41.4
124
179
49.2
148
222
55.6
177
274
62.4
3.92
6.52
1.35
4.52
7.60
1.49
5.52
9.49
1.62
6.29
11.0
1.63
15.6
25.1
5.78
20.0
33.0
6.92
23.6
39.7
7.65
26.8
45.6
8.02
46.8
72.6
17.7
57.1
91.5
20.6
66.0
107
22.6
77.5
129
24.4
77.6
110
31.2
96.3
144
37.0
113
176
41.7
135
217
46.7
3.03
5.06
1.04
3.50
5.89
1.14
4.27
7.36
1.25
4.87
8.55
1.26
12.2
19.7
4.47
15.6
25.8
5.35
18.4
31.0
5.91
20.8
35.7
6.20
36.8
58.2
13.8
44.8
72.7
15.9
51.7
85.4
17.5
60.7
102
18.9
61.8
91.7
24.4
76.3
118
28.8
89.8
142
32.5
107
174
36.3
2.42
4.04
0.830
2.79
4.70
0.909
3.41
5.87
0.993
3.88
6.81
0.996
9.76
15.9
3.56
12.5
20.7
4.26
14.7
24.9
4.70
16.7
28.6
4.93
29.7
47.5
11.0
36.0
59.0
12.7
41.6
69.2
14.0
48.8
82.6
15.1
50.2
76.5
19.5
61.8
97.5
23.1
72.6
117
26.0
86.4
142
29.0
1.97
3.29
0.675
2.27
3.84
0.740
2.78
4.79
0.807
3.16
5.56
0.810
7.99
13.1
2.91
10.2
17.0
3.47
12.0
20.4
3.83
13.6
23.4
4.02
24.4
39.4
9.00
29.6
48.8
10.4
34.2
57.1
11.4
40.1
68.1
12.3
41.5
64.5
16.0
51.0
81.5
18.9
59.8
97.4
21.2
71.2
118
23.7
75 x 75
t
100 x 100
120 x 120
Slender sections must also be checked for the combined effects of the axial load and moment caused by the shift of neutral axis, see Section 8.4.2
C-16
Discuss me ...
Table 30
y
COMPRESSION
u
v
uo
Centroid
d
x
cx
EQUAL ANGLES
x
cy
u
t
v
y
d
Shear centre
Mass
dxd
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
150 x 150
* 8.0
17.9
* 10.0
22.1
* 12.0
26.1
* 15.0
31.9
* 8.0
24.2
* 10.0
30.0
* 12.0
35.6
* 15.0
43.7
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
293
222
293
427
347
427
575
489
575
818
727
818
316
214
316
466
349
466
636
507
636
921
778
921
293
220
289
427
344
409
575
485
537
818
719
733
316
210
316
466
344
466
636
501
636
921
771
921
293
218
263
427
340
366
574
479
471
800
709
623
316
208
316
466
341
464
636
497
619
921
765
868
288
215
235
410
336
318
540
471
398
745
693
509
316
207
304
466
339
434
636
494
575
921
759
794
273
212
204
384
330
268
502
461
328
684
672
406
316
206
285
466
337
403
635
490
526
899
752
712
257
209
174
357
323
223
461
447
268
619
646
325
316
204
266
456
334
369
610
485
474
858
742
627
239
204
147
328
313
185
419
430
220
552
613
263
305
203
244
438
331
333
583
479
421
814
731
545
202
192
106
269
288
131
335
387
152
428
537
180
283
199
201
400
322
264
525
464
324
718
699
406
166
177
78.7
216
257
96.1
264
338
111
331
456
130
258
194
161
358
311
207
462
443
249
617
656
306
135
159
60.3
173
224
73.2
209
288
84.5
259
380
98.7
231
188
130
315
297
163
399
416
195
521
604
237
111
140
47.5
140
193
57.5
168
244
66.2
207
316
77.1
205
180
105
273
280
131
340
385
155
438
547
188
92.2
123
38.4
115
166
46.3
137
207
53.2
169
264
61.8
179
171
86.8
235
260
107
290
352
126
368
489
152
77.3
108
31.6
96.5
143
38.1
114
176
43.7
140
223
50.7
157
161
72.5
203
240
89.5
248
319
105
312
435
126
200 x 200
t
C-17
Discuss me ...
Table 31
y
COMPRESSION
d
xo
x
x
Centroid
d
t
cy
Shear
centre
y
Mass
2d x d
mm
100 x 50
150 x 75
200 x 100
240 x 120
t
per
for
Metre
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
* 5.0
7.08
6.0
8.30
8.0
10.5
10.0
12.5
* 6.0
13.0
8.0
16.9
10.0
20.4
12.0
23.7
* 8.0
23.2
* 10.0
28.3
12.0
33.2
15.0
40.0
* 8.0
28.2
* 10.0
34.6
* 12.0
40.8
15.0
49.5
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
145
153
122
176
191
145
227
250
182
273
301
213
267
239
244
408
393
366
497
497
441
580
591
510
503
427
471
708
635
656
858
800
791
1040
1000
949
546
438
532
786
665
752
1050
918
988
1320
1210
1230
116
137
86.5
141
168
101
183
220
126
222
267
146
236
234
203
357
381
297
436
477
357
511
563
410
461
423
416
644
628
571
781
790
684
947
983
819
521
434
484
739
660
678
973
911
883
1220
1200
1100
91.1
112
60.8
110
137
71.2
144
181
87.9
176
223
101
207
224
166
308
355
235
378
441
281
444
520
322
420
417
362
583
614
489
706
766
583
860
945
695
486
431
438
685
654
607
898
900
782
1130
1180
968
70.7
87.8
44.0
85.4
107
51.3
112
142
63.1
139
177
72.5
179
207
133
262
318
184
323
395
220
381
468
251
381
405
311
524
587
413
634
726
489
774
894
582
452
426
394
633
644
538
825
879
685
1040
1140
843
55.4
67.9
33.0
66.9
82.5
38.3
88.6
110
47.1
110
138
54.0
153
184
107
221
275
145
273
343
173
324
409
197
342
385
265
467
548
345
565
675
407
692
831
483
418
419
351
582
626
473
754
846
594
948
1090
728
44.1
53.1
25.5
53.3
64.4
29.6
70.8
86.4
36.4
88.4
108
41.6
130
160
87.4
186
233
116
231
291
138
275
349
157
306
359
225
413
501
289
500
615
339
614
760
401
386
407
311
532
600
413
686
800
513
862
1020
625
35.8
42.4
20.3
43.2
51.3
23.5
57.6
68.9
28.9
72.0
86.9
33.0
111
136
71.9
157
195
95.1
195
245
112
233
294
128
272
328
191
364
450
243
440
551
284
543
684
336
354
391
274
484
566
359
620
746
442
779
952
536
24.7
28.5
13.7
29.8
34.5
15.8
39.9
46.4
19.4
50.1
58.5
22.2
82.4
99.7
50.5
114
139
66.1
143
174
78.3
171
210
88.9
214
263
140
282
351
176
341
428
205
423
535
241
295
347
212
397
484
273
503
623
331
632
794
399
18.0
20.4
9.84
21.8
24.6
11.4
29.2
33.1
13.9
36.7
41.9
15.9
62.5
74.2
37.2
86.4
102
48.3
107
128
57.2
129
155
64.9
169
207
106
221
271
132
267
329
153
332
413
180
245
295
166
325
400
211
407
505
253
511
642
304
13.7
15.3
7.41
16.6
18.4
8.55
22.2
24.8
10.5
28.0
31.4
11.9
48.8
56.9
28.5
67.1
77.8
36.8
83.9
97.9
43.6
100
118
49.4
136
164
82.9
176
212
102
213
257
118
265
323
139
203
246
132
267
327
166
331
407
198
417
516
238
10.8
11.9
5.78
13.0
14.3
6.67
17.4
19.3
8.16
22.0
24.4
9.30
39.0
44.8
22.5
53.4
61.0
29.0
66.9
76.8
34.3
80.4
92.7
38.8
111
131
66.2
143
169
81.3
172
205
94.1
215
258
110
169
204
107
221
267
134
273
331
159
343
419
191
8.69
9.47
4.63
10.5
11.4
5.34
14.1
15.4
6.53
17.8
19.5
7.45
31.9
36.1
18.2
43.5
49.1
23.4
54.5
61.7
27.6
65.6
74.6
31.3
92.0
107
54.0
118
137
66.1
142
166
76.5
178
209
89.8
143
170
88.9
185
221
110
228
272
130
287
344
156
7.15
7.73
3.79
8.63
9.33
4.38
11.6
12.6
5.35
14.6
15.9
6.10
26.5
29.7
15.0
36.1
40.3
19.2
45.2
50.7
22.8
54.5
61.2
25.8
77.3
89.4
44.8
98.9
113
54.8
119
137
63.3
149
173
74.4
121
143
74.5
157
185
92.3
192
227
108
242
286
130
See Section 8.4.2 for guidance on calculating an effective length which allows for both the effects of end fixity and nominal end
moments due to eccentricity of connection.
Slender sections must also be checked for the combined effects of the axial load and moment caused by the shift of neutral axis,
see Section 8.4.2.
C-18
Discuss me ...
Table 31
y
COMPRESSION
d
xo
x
x
Centroid
d
t
cy
Shear
centre
y
Mass
2d x d
mm
300 x 150
400 x 200
t
per
for
Metre
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
* 8.0
35.8
* 10.0
44.1
* 12.0
52.2
* 15.0
63.7
* 8.0
48.5
* 10.0
59.9
* 12.0
71.1
* 15.0
87.4
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
586
439
586
854
687
854
1150
968
1150
1640
1440
1610
632
423
632
933
689
933
1270
1000
1270
1840
1540
1840
586
435
561
849
682
801
1130
962
1060
1590
1430
1480
632
415
632
933
680
933
1270
990
1270
1840
1530
1810
561
433
523
803
678
742
1070
957
977
1500
1420
1350
632
412
618
933
676
897
1270
985
1210
1820
1520
1710
532
430
487
760
674
685
1010
949
895
1400
1410
1220
624
410
591
908
673
853
1220
981
1140
1740
1510
1610
505
427
452
717
668
629
946
939
815
1310
1380
1100
603
409
564
874
670
811
1180
977
1080
1670
1510
1510
478
424
417
675
660
575
886
923
738
1220
1350
984
582
407
538
842
667
769
1130
972
1020
1600
1500
1420
451
419
383
633
648
523
828
899
665
1140
1300
876
562
405
512
810
664
728
1080
966
959
1530
1480
1320
400
404
320
554
612
428
716
830
535
969
1170
691
522
401
462
747
655
647
991
950
842
1390
1450
1140
351
380
266
479
558
349
613
738
430
820
1010
547
484
396
413
685
643
570
903
924
733
1250
1380
979
306
347
221
412
494
286
522
640
349
692
861
439
446
389
368
626
624
500
817
885
634
1120
1300
835
266
310
185
355
429
237
446
547
287
585
725
358
409
379
325
569
599
436
737
833
547
1000
1190
712
231
273
156
306
370
198
382
466
239
498
610
297
374
367
287
515
565
381
661
770
474
890
1080
610
202
239
133
265
319
168
329
398
202
427
517
249
341
350
254
465
526
333
593
703
411
791
966
525
see Section 8.4.2.
C-19
Discuss me ...
y
TENSION
Table 32
u
v
uo
Centroid
d
x
cx
EQUAL ANGLES
SUBJECT TO AXIAL TENSION
x
cy
u
v
y
d
TENSION CAPACITY FOR GRADE 1.4301 (304)
dxd
t
Mass
Radius of
Gross
Weld
Holes Deducted
Equivalent
Tension
per
Gyration
Area
or
From Angle
Tension
Capacity
Metre
v-v axis
mm
mm
kg
cm
Bolt
50 x 50
5.0
3.54
0.892
cm
4.48
50 x 50
6.0
4.15
0.861
5.25
50 x 50
8.0
5.27
0.797
6.67
50 x 50
10.0
6.26
0.732
7.93
75 x 75
6.0
6.52
1.38
8.25
75 x 75
8.0
8.43
1.32
10.7
75 x 75
10.0
10.2
1.26
12.9
75 x 75
12.0
11.9
1.20
15.0
100 x 100
8.0
11.6
1.84
14.7
100 x 100
10.0
14.2
1.78
17.9
100 x 100
12.0
16.6
1.72
21.0
100 x 100
15.0
20.0
1.63
25.3
120 x 120
8.0
14.1
2.25
17.9
120 x 120
10.0
17.3
2.20
21.9
120 x 120
12.0
20.4
2.14
25.8
120 x 120
15.0
24.8
2.05
31.3
150 x 150
8.0
17.9
2.87
22.7
150 x 150
10.0
22.1
2.82
27.9
2
No.
Size
Weld
M12
Weld
M12
Weld
M12
Weld
M12
Weld
M16
M20
Weld
M16
M20
Weld
M16
M20
Weld
M16
M20
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M20
M24
Weld
M20
M20
M24
The capacity of the bolts must also be checked.
C-20
0
1
0
1
0
1
0
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
2
1
0
1
2
1
Diameter
Area
mm
cm
3.89
3.21
4.58
3.79
5.87
4.89
7.05
5.90
7.13
5.98
5.69
9.27
7.81
7.42
11.3
9.55
9.07
13.2
11.2
10.6
12.7
10.8
10.4
15.5
13.3
12.8
18.3
15.7
15.2
22.2
19.2
18.5
15.4
13.5
13.2
18.9
16.7
16.2
22.4
19.8
19.2
27.3
24.3
23.6
19.5
17.3
15.5
17.2
24.0
21.5
19.2
21.3
13
13
13
13
18
22
18
22
18
22
18
22
22
26
22
26
22
26
22
26
22
26
22
26
22
26
22
26
22
22
26
22
22
26
2
kN
81.6
67.4
96.1
79.6
123
102
148
123
149
125
119
194
163
155
237
200
190
277
235
223
266
227
219
326
279
269
384
330
318
466
403
388
323
284
276
397
351
341
470
416
404
574
510
495
408
364
325
362
505
450
402
448
Shear centre
t
Discuss me ...
y
TENSION
Table 32
u
v
uo
Centroid
d
x
cx
EQUAL ANGLES
x
cy
u
v
y
d
dxd
t
Mass
Radius of
Gross
Weld
Holes Deducted
Equivalent
Tension
per
Gyration
Area
or
From Angle
Tension
Capacity
Metre
v-v axis
mm
mm
kg
cm
Bolt
150 x 150
12.0
26.1
2.76
cm
33.0
150 x 150
15.0
31.9
2.67
40.3
200 x 200
8.0
24.2
3.90
30.7
200 x 200
10.0
30.0
3.85
37.9
200 x 200
12.0
35.6
3.79
45.0
200 x 200
15.0
43.7
3.71
55.3
2
No.
Size
Weld
M20
M20
M24
Weld
M20
M20
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
C-21
0
1
2
1
0
1
2
1
0
3
1
2
0
3
1
2
0
3
1
2
0
3
1
2
Diameter
Area
mm
cm
28.5
25.5
22.8
25.4
35.0
31.4
28.0
31.2
26.3
20.2
23.3
21.5
32.5
25.0
29.0
26.7
38.7
29.8
34.5
31.8
47.7
36.8
42.7
39.3
22
22
26
22
22
26
22
26
26
22
26
26
22
26
26
22
26
26
2
kN
598
535
478
532
734
659
587
655
551
424
490
452
683
525
608
561
812
625
724
668
1000
772
896
825
Shear centre
t
y
Discuss me ...
TENSION
Table 33
d
xo
TWO EQUAL ANGLES
BACK TO BACK
x
x
Centroid
d
t
cy
Shear
centre
y
2d x d
t
Mass
Radius of
Gross
Weld
Holes Deducted
Gusset Between
per
Gyration
Area
or
From Angle
Angles
Metre
Axis
Axis
Bolt
x-x
y-y
mm
mm
kg
cm
cm
100 x 50
5.0
7.08
2.17
1.55
cm
8.96
100 x 50
6.0
8.30
2.20
1.53
10.5
100 x 50
8.0
10.5
2.26
1.50
13.3
100 x 50
10.0
12.5
2.34
1.47
15.9
150 x 75
6.0
13.0
3.21
2.34
16.5
150 x 75
8.0
16.9
3.27
2.31
21.3
150 x 75
10.0
20.4
3.33
2.28
25.9
150 x 75
12.0
23.7
3.40
2.25
30.0
200 x 100
8.0
23.2
4.28
3.12
29.3
200 x 100
10.0
28.3
4.33
3.09
35.9
200 x 100
12.0
33.2
4.40
3.06
42.0
200 x 100
15.0
40.0
4.49
3.02
50.7
240 x 120
8.0
28.2
5.09
3.77
35.7
240 x 120
10.0
34.6
5.14
3.74
43.9
240 x 120
12.0
40.8
5.20
3.71
51.6
240 x 120
15.0
49.5
5.29
3.67
62.7
300 x 150
8.0
35.8
6.31
4.74
45.3
300 x 150
10.0
44.1
6.36
4.71
55.9
No.
Diameter
Size
2
mm
Weld
M12
Weld
M12
Weld
M12
Weld
M12
Weld
M16
M20
Weld
M16
M20
Weld
M16
M20
Weld
M16
M20
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M20
M24
Weld
M20
M20
M24
0
1
0
1
0
1
0
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
2
1
0
1
2
1
13
13
13
13
18
22
18
22
18
22
18
22
22
26
22
26
22
26
22
26
22
26
22
26
22
26
22
26
22
22
26
22
22
26
C-22
Gusset On Back
of Angles
Equivalent
Tension
Equivalent
Tension
Tension Area
Capacity
Tension Area
Capacity
kN
cm
7.77
6.42
9.16
7.58
11.7
9.78
14.1
11.8
14.3
12.0
11.4
18.5
15.6
14.8
22.6
19.1
18.1
26.4
22.4
21.3
25.3
21.6
20.9
31.1
26.6
25.7
36.6
31.5
30.3
44.5
38.4
37.0
30.8
27.1
26.3
37.9
33.4
32.5
44.8
39.6
38.5
54.7
48.6
47.2
38.9
34.7
31.0
34.5
48.1
42.9
38.4
42.7
2
cm
8.37
7.41
9.83
8.71
12.5
11.1
15.0
13.3
15.4
13.8
13.3
19.9
18.0
17.2
24.2
21.8
20.9
28.2
25.4
24.3
27.3
25.0
24.2
33.5
30.6
29.7
39.3
36.0
34.8
47.6
43.6
42.1
33.3
31.2
30.5
40.9
38.4
37.5
48.2
45.3
44.2
58.7
55.3
53.8
42.1
40.0
36.4
39.8
52.0
49.4
44.8
49.2
175
155
206
182
263
233
314
278
323
290
278
418
377
360
508
458
438
592
534
510
574
524
508
702
642
622
825
755
731
998
915
885
698
655
639
858
806
786
1010
952
928
1230
1160
1130
885
840
763
836
1090
1040
941
1030
2
kN
163
134
192
159
246
205
296
247
299
251
239
389
327
311
474
401
381
554
471
446
532
454
438
653
559
539
769
661
636
933
806
776
646
568
552
795
702
682
940
832
808
1150
1020
990
817
728
651
724
1010
901
805
896
y
Discuss me ...
TENSION
Table 33
d
xo
TWO EQUAL ANGLES
BACK TO BACK
x
x
Centroid
d
t
cy
Shear
centre
y
2d x d
t
Mass
Radius of
Gross
Weld
Holes Deducted
Gusset Between
per
Gyration
Area
or
From Angle
Angles
Metre
Axis
Axis
Bolt
x-x
y-y
mm
mm
kg
cm
cm
300 x 150
12.0
52.2
6.42
4.68
cm
66.0
300 x 150
15.0
63.7
6.50
4.64
80.7
400 x 200
8.0
48.5
8.35
6.35
61.3
400 x 200
10.0
59.9
8.40
6.32
75.9
400 x 200
12.0
71.1
8.45
6.30
90.0
400 x 200
15.0
87.4
8.53
6.26
110
No.
Diameter
Size
2
mm
Weld
M20
M20
M24
Weld
M20
M20
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
0
1
2
1
0
1
2
1
0
3
1
2
0
3
1
2
0
3
1
2
0
3
1
2
22
22
26
22
22
26
22
26
26
22
26
26
22
26
26
22
26
26
C-23
Gusset On Back
of Angles
Equivalent
Tension
Equivalent
Tension
Tension Area
Capacity
Tension Area
Capacity
kN
cm
57.0
51.0
45.5
50.7
70.0
62.8
56.0
62.5
52.5
40.4
46.7
43.1
65.1
50.1
57.9
53.4
77.4
59.6
69.0
63.6
95.5
73.6
85.3
78.6
2
cm
61.5
58.5
53.1
58.2
75.3
71.8
64.9
71.4
56.9
47.7
54.0
50.4
70.5
59.1
66.9
62.4
83.7
70.1
79.5
74.1
103
86.2
98.0
91.3
1290
1230
1110
1220
1580
1510
1360
1500
1200
1000
1130
1060
1480
1240
1400
1310
1760
1470
1670
1560
2160
1810
2060
1920
2
kN
1200
1070
956
1070
1470
1320
1180
1310
1100
848
980
904
1370
1050
1220
1120
1630
1250
1450
1340
2000
1550
1790
1650
Discuss me ...
Table 34
BENDING
y
SUBJECT TO BENDING
D x
x
y
MOMENT AND SHEAR CAPACITY FOR GRADE 1.4301 (304)
Section
Moment
Second Moment
Shear
per
Classification
Capacity
Of Area
Capacity
Metre
Mc
Ix , Iy
kg
kNm
t
mm
mm
21.3
1.0
1.2
1.6
2.0
2.3
1.0
1.6
2.0
2.5
3.2
1.0
1.6
2.0
2.6
3.2
1.0
1.6
2.0
2.6
3.2
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
0.50
0.60
0.78
0.96
1.08
0.81
1.27
1.57
1.94
2.42
1.03
1.62
2.01
2.57
3.11
1.17
1.85
2.30
2.95
3.58
1.47
2.33
2.89
3.72
4.53
5.59
6.86
1.86
2.96
3.68
4.74
5.79
7.16
8.82
2.18
3.47
4.31
5.57
6.81
8.43
10.4
2.50
3.97
4.94
6.39
7.81
9.69
12.0
33.7
42.4
48.3
Mass
D
60.3
76.1
88.9
101.6
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Semi-compact
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Semi-compact
Compact
Plastic
Plastic
Plastic
Plastic
Plastic
Semi-compact
Compact
Plastic
Plastic
Plastic
Plastic
Plastic
0.0779
0.0909
0.114
0.135
0.149
0.206
0.312
0.376
0.449
0.539
0.331
0.508
0.617
0.768
0.906
0.434
0.669
0.815
1.02
1.21
0.685
1.06
1.30
1.64
1.96
2.35
2.80
0.918
1.72
2.12
2.69
3.23
3.91
4.70
1.26
2.37
2.92
3.72
4.49
5.46
6.60
1.65
3.12
3.85
4.92
5.95
7.26
8.80
4
cm
0.329
0.384
0.484
0.571
0.629
1.37
2.08
2.51
3.00
3.60
2.79
4.27
5.19
6.46
7.62
4.16
6.41
7.81
9.78
11.6
8.19
12.7
15.6
19.7
23.5
28.2
33.5
16.6
26.0
32.0
40.6
48.8
59.1
70.9
26.7
41.8
51.6
65.7
79.2
96.3
116
40.0
62.8
77.6
99.1
119
146
177
Mc values in italic type are governed by 1.2pyZ and a higher value may be used in some circumstances.
C-24
t
Pv
kN
4.82
5.73
7.49
9.17
10.4
7.77
12.2
15.1
18.5
23.2
9.83
15.5
19.2
24.6
29.8
11.2
17.7
22.0
28.2
34.3
14.1
22.3
27.7
35.6
43.4
53.5
65.7
17.8
28.3
35.2
45.4
55.4
68.5
84.4
20.9
33.2
41.3
53.3
65.1
80.7
99.6
23.9
38.0
47.3
61.1
74.8
92.7
114
Discuss me ...
Table 34
BENDING
y
SUBJECT TO BENDING
D x
x
y
Section
Moment
Second Moment
Shear
per
Classification
Capacity
Of Area
Capacity
Metre
Mc
Ix , Iy
kg
kNm
t
mm
mm
114.3
1.2
1.6
2.0
2.6
3.2
4.0
3.37
4.48
5.57
7.21
8.82
10.9
Semi-compact
Compact
Compact
Plastic
Plastic
Plastic
5.0
1.2
1.6
2.0
2.6
3.2
4.0
5.0
1.6
2.0
2.6
3.2
4.0
5.0
2.0
2.6
3.2
4.0
5.0
2.6
3.2
4.0
5.0
13.6
4.12
5.48
6.84
8.85
10.8
13.5
16.7
6.62
8.25
10.7
13.1
16.3
20.3
10.8
14.0
17.1
21.4
26.6
17.4
21.4
26.7
33.3
Plastic
Semi-compact
Semi-compact
Compact
Compact
Plastic
Plastic
Plastic
Semi-compact
Semi-compact
Compact
Compact
Plastic
Plastic
Semi-compact
Semi-compact
Compact
Compact
Plastic
Semi-compact
Semi-compact
Compact
Compact
139.7
168.3
Mass
D
219.1
273
2.51
3.97
4.91
6.28
7.60
9.31
11.3
3.76
4.98
7.40
9.50
11.5
14.2
17.3
7.26
9.02
13.9
16.9
20.9
25.6
15.4
19.9
29.1
36.0
44.4
31.1
38.0
56.5
69.8
4
C-25
Pv
kN
cm
68.2
90.0
111
142
172
211
32.2
42.8
53.3
69.0
84.4
104
256
125
165
205
263
319
392
480
291
361
464
565
697
855
803
1040
1260
1560
1930
2020
2470
3060
3780
129
39.5
52.5
65.4
84.7
103
128
159
63.3
79.0
102
125
156
193
103
133
164
204
254
166
205
255
318
t
B
Discuss me ...
Table 35
b
BENDING
y
D
SUBJECT TO BENDING
d
x
x
t
y
b = B - 6t
d = D - 6t
MOMENT CAPACITY AND LIMITING LENGTHS FOR GRADE 1.4301 (304)
Section Classification
Mass
Second Moment
Shear
Length
Of Area
Capacity
t
Metre
Bending About
Bending About
Mcx
Mcy
Lc
Ix
mm
mm
kg
x-x Axis
y-y Axis
kNm
kNm
m
50 x 25
1.5
2.0
2.0
3.0
2.0
3.0
4.0
2.0
3.0
4.0
5.0
6.0
3.0
4.0
5.0
6.0
8.0
3.0
4.0
5.0
6.0
8.0
4.0
5.0
6.0
8.0
10.0
4.0
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
1.63
2.11
2.58
3.68
3.53
5.10
6.54
4.48
6.52
8.43
10.2
11.9
10.1
13.2
16.1
19.0
24.2
11.3
14.8
18.1
21.3
27.4
17.9
22.1
26.1
33.7
40.8
19.5
24.0
28.5
36.9
44.8
33.2
43.2
52.7
61.7
74.1
35.6
46.4
56.6
66.4
80.1
40.3
52.7
64.5
75.9
91.9
45.0
59.0
72.4
85.4
103
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Slender
Plastic
Plastic
Slender
Compact
Plastic
Plastic
Plastic
Slender
Semi-compact
Plastic
Plastic
Plastic
Slender
Semi-compact
Plastic
Plastic
Plastic
Slender
Slender
Compact
Plastic
Plastic
Slender
Slender
Compact
Plastic
Plastic
Slender
Plastic
Plastic
Plastic
Plastic
Slender
Plastic
Plastic
Plastic
Plastic
Slender
Semi-compact
Plastic
Plastic
Plastic
Slender
Semi-compact
Plastic
Plastic
Plastic
0.646
0.801
1.21
1.60
2.28
3.13
3.80
3.69
5.17
6.41
7.42
8.21
12.5
15.9
18.9
21.6
26.0
15.2
19.5
23.3
26.9
32.8
29.5
35.7
41.3
51.3
59.4
34.4
41.7
48.5
60.6
70.7
67.4
84.9
100
113
128
76.4
96.7
114
130
149
99.7
126
151
173
200
121
155
186
214
251
0.421
0.531
0.794
1.08
1.27
2.07
2.56
1.82
3.37
4.25
5.01
5.52
6.16
9.07
12.4
14.3
17.5
8.91
13.1
18.1
21.0
26.2
14.6
19.8
27.0
34.0
40.1
19.4
26.3
36.0
45.7
54.3
36.6
55.5
66.4
76.0
86.2
46.1
70.4
84.5
97.3
112
49.2
72.5
99.2
114
135
71.3
104
144
168
200
4.84
4.81
5.80
5.73
7.77
7.71
7.63
9.73
9.69
9.62
9.54
9.44
14.6
14.6
14.5
14.4
14.3
28.4
28.5
28.6
28.7
28.8
19.5
19.4
19.4
19.2
19.1
32.2
32.2
32.3
32.4
32.4
24.3
24.2
24.1
23.9
23.6
36.5
36.6
36.6
36.6
36.5
29.2
29.1
29.0
28.9
28.6
56.8
57.0
57.2
57.3
57.5
cm
6.41
7.95
14.4
19.1
36.2
49.7
60.3
73.2
102
127
147
162
370
472
563
643
774
451
578
694
799
976
1170
1420
1640
2030
2360
1360
1650
1920
2400
2810
3340
4210
4970
5610
6360
3790
4800
5690
6460
7400
5930
7560
9010
10300
11900
7230
9260
11100
12800
15000
80 x 40
100 x 50
150 x 75
150 x 100
200 x 100
200 x 125
250 x 125
250 x 150
300 x 150
300 x 200
per
Limiting
DxB
60 x 30
Moment Capacity
Moment capacity values in italic type are governed by 1.2pyZ and a higher value may be used in some circumstances.
Lengths above the limiting length Lc should be checked for lateral torsional buckling.
C-26
Iy
4
4
cm
2.19
2.70
4.92
6.44
12.4
16.9
20.4
25.2
35.1
43.2
49.7
54.7
127
161
192
218
260
243
311
373
428
521
403
485
561
690
795
666
805
935
1160
1360
1150
1440
1690
1900
2140
1730
2190
2580
2930
3340
2040
2590
3070
3500
4030
3900
4990
5970
6850
8000
Pv
kN
17.3
22.4
27.5
39.1
37.5
54.2
69.5
47.6
69.3
89.7
108
126
107
140
171
201
257
107
141
173
204
262
190
234
277
358
434
191
235
279
362
439
352
459
560
655
788
354
462
564
661
798
428
560
686
806
977
431
564
693
816
992
B
Discuss me ...
Table 35
b
BENDING
y
D
SUBJECT TO BENDING
d
x
x
t
y
b = B - 6t
d = D - 6t
Mass
Second Moment
Shear
Length
Of Area
Capacity
t
Metre
Bending About
Bending About
Mcx
Mcy
Lc
Ix
mm
mm
kg
x-x Axis
y-y Axis
kNm
kNm
m
350 x 175
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
47.4
62.2
76.4
90.1
109
49.8
65.3
80.3
94.8
115
54.5
71.6
88.2
104
127
59.3
78.0
96.1
113
139
Plastic
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Slender
Plastic
Plastic
Plastic
Plastic
Slender
Slender
Semi-compact
Plastic
Plastic
Slender
Slender
Semi-compact
Plastic
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Compact
Plastic
138
177
213
245
288
151
194
233
270
318
183
236
285
330
391
170
274
333
387
461
63.0
94.0
121
161
191
74.8
111
144
191
229
77.7
116
158
215
258
103
155
210
288
347
34.1
34.0
33.9
33.8
33.6
45.6
45.6
45.7
45.6
45.6
39.0
38.9
38.8
38.7
38.6
99.2
64.4
64.5
64.6
64.7
cm
9600
12300
14800
17100
20000
10500
13500
16200
18800
22100
14500
18800
22700
26200
31100
16900
21800
26500
30800
36600
400 x 200
400 x 250
per
Limiting
DxB
350 x 200
Moment Capacity
C-27
Iy
4
4
cm
3320
4240
5070
5810
6780
4460
5720
6870
7920
9290
5030
6460
7780
8980
10600
8250
10700
12900
15000
17800
Pv
kN
504
661
812
958
1170
505
663
815
962
1170
579
761
938
1110
1360
581
765
943
1120
1370
Discuss me ...
Table 36
D
BENDING
y
SUBJECT TO BENDING
D
x
d
t
y
Section
Moment
Second Moment
Shear
per
Classification
Capacity
Of Area
Capacity
Metre
Mc
Ix , Iy
kg
kNm
cm
6.66
8.69
13.7
18.5
22.0
24.5
33.7
41.0
46.5
60.6
85.3
106
124
173
219
260
295
351
348
446
535
616
752
613
792
957
1110
1380
1280
1560
1820
2280
2680
1940
2370
2770
3510
4160
4740
5570
7140
8570
9860
8320
9820
12700
15300
17800
15800
20500
24900
29100
34700
t
mm
mm
40 x 40
2.0
3.0
2.0
3.0
4.0
2.0
3.0
4.0
5.0
2.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
8.0
3.0
4.0
5.0
6.0
8.0
3.0
4.0
5.0
6.0
8.0
4.0
5.0
6.0
8.0
10.0
4.0
5.0
6.0
8.0
10.0
5.0
6.0
8.0
10.0
12.0
5.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
15.0
2.27
3.20
2.90
4.15
5.27
3.53
5.10
6.54
7.84
4.79
6.99
9.06
11.0
8.89
11.6
14.2
16.6
21.1
11.3
14.8
18.1
21.3
27.4
13.6
17.9
22.1
26.1
33.7
21.1
26.0
30.8
40.0
48.7
24.2
30.0
35.6
46.4
56.6
37.9
45.0
59.0
72.4
85.4
45.8
54.5
71.6
88.2
104
64.0
84.3
104
123
151
50 x 50
60 x 60
80 x 80
100 x 100
Mass
DxD
125 x 125
150 x 150
175 x 175
200 x 200
250 x 250
300 x 300
350 x 350
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Slender
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Slender
Plastic
Plastic
Plastic
Plastic
Slender
Semi-compact
Plastic
Plastic
Plastic
Slender
Semi-compact
Plastic
Plastic
Plastic
Slender
Slender
Compact
Plastic
Plastic
Slender
Slender
Plastic
Plastic
Plastic
Slender
Slender
Semi-compact
Plastic
Plastic
Slender
Slender
Semi-compact
Plastic
Plastic
0.839
1.09
1.36
1.86
2.21
2.01
2.83
3.45
3.91
3.10
5.28
6.71
7.84
8.49
10.9
13.1
14.9
17.7
11.2
17.6
21.3
24.8
30.4
15.2
22.2
31.4
36.8
46.4
28.9
37.4
51.2
65.3
77.3
36.1
48.4
67.9
87.2
104
70.5
89.7
140
170
198
95.4
121
177
251
294
157
230
299
409
495
C-28
4
Pv
kN
18.1
25.5
23.1
33.1
42.0
28.2
40.7
52.1
62.5
38.2
55.8
72.3
87.7
70.9
92.4
112
132
168
89.8
117
144
170
218
108
142
175
207
268
168
207
245
319
388
193
238
283
369
451
301
359
470
577
680
364
434
571
703
831
510
672
829
983
1210
x
d = D - 6t
Discuss me ...
Table 36
D
BENDING
y
SUBJECT TO BENDING
D
x
d
t
y
Mass
Section
Moment
Second Moment
Shear
per
Classification
Capacity
Of Area
Capacity
Metre
Mc
Ix , Iy
kg
kNm
cm
196
288
387
543
660
23900
31000
37900
44300
53300
DxD
t
mm
mm
400 x 400
6.0
8.0
10.0
12.0
15.0
73.5
96.9
119
142
174
Slender
Slender
Slender
Compact
Plastic
4
C-29
Pv
kN
585
772
955
1130
1390
x
d = D - 6t
Discuss me ...
Table 37
b
BENDING
y
xo
CHANNELS
SUBJECT TO BENDING
Centroid
cy
D
x
d
x
Shear centre
t
y
MOMENT CAPACITY AND BUCKLING RESISTANCE MOMENT FOR GRADE 1.4301 (304)
Moment
Capacity
Dxb
t
mm
mm
50 x 25
2.0
3.0
3.0
4.0
5.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
4.0
5.0
6.0
8.0
5.0
6.0
8.0
10.0
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
75 x 35
100 x 50
125 x 50
150 x 60
175 x 60
200 x 75
225 x 75
250 x 100
300 x 100
350 x 125
400 x 150
Section
Classification
Mcx
Mcy
kNm
kNm
Buckling Resistance Moment, Mb (kNm)
Shear
for
Capacity
Effective lengths, LE (m)
Slender
0.575 0.131
Plastic
0.931 0.227
Semi-compact 1.83 0.391
Plastic
2.73 0.604
Plastic
3.16 0.729
Slender
3.24 0.507
Slender
4.60
1.05
Compact
6.55 1.55
Slender
4.42 0.519
Slender
6.26
1.09
Compact
8.98
1.61
Plastic
10.3
1.89
Slender
8.69
1.17
Semi-compact 11.2
1.97
Compact
15.5
2.78
Plastic
19.1
3.57
Semi-compact 13.9
2.01
Compact
19.4
2.84
Plastic
24.0
3.66
Plastic
27.8
4.41
Slender
18.6
2.30
Slender
23.1
3.70
Plastic
34.9
5.80
Plastic
41.1
7.04
Slender
27.3
3.76
Plastic
41.4
5.90
Plastic
48.9
7.17
Plastic
55.3
8.37
Slender
35.4
4.15
Slender
50.0
8.70
Compact
71.8
12.9
Plastic
82.2
15.1
Slender
64.7
8.91
Compact
93.4
13.2
Plastic
107
15.5
Plastic
125
18.8
Slender
87.8
9.64
Slender
114
17.3
Compact
159
24.6
Plastic
189
30.0
Slender
113
10.6
Slender
148
18.4
Slender
184
29.6
Compact
265
43.9
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
0.439 0.341 0.273 0.226 0.193 0.168 0.149 0.121 0.102 0.089
0.761 0.631 0.526 0.446 0.386 0.339 0.303 0.249 0.211 0.183
1.60 1.35 1.13 0.952 0.820 0.719 0.640 0.525 0.444 0.386
2.41 2.08 1.78 1.53 1.34 1.18 1.06 0.873 0.743 0.647
2.95 2.64 2.34 2.08 1.85 1.66 1.50 1.25 1.07 0.940
3.11 2.77 2.40 2.05 1.77 1.54 1.36 1.11 0.933 0.806
4.39 3.96 3.51 3.09 2.73 2.43 2.18 1.81 1.54 1.34
6.20 5.59 5.00 4.45 3.96 3.55 3.21 2.68 2.30 2.01
4.20 3.66 3.06 2.53 2.12 1.81 1.58 1.25 1.04 0.894
5.91 5.19 4.45 3.78 3.25 2.83 2.51 2.04 1.72 1.49
8.42 7.37 6.33 5.43 4.71 4.14 3.69 3.03 2.57 2.23
9.85 8.82 7.81 6.89 6.10 5.44 4.90 4.08 3.48 3.04
8.54 7.74 6.82 5.88 5.06 4.39 3.86 3.10 2.59 2.22
11.0 9.98 8.91 7.84 6.89 6.09 5.43 4.45 3.77 3.27
15.1 13.7 12.1 10.7 9.38 8.33 7.46 6.16 5.23 4.55
19.1 17.7 16.3 14.9 13.6 12.4 11.3 9.62 8.32 7.32
13.6 12.2 10.7 9.23 7.94 6.91 6.10 4.92 4.13 3.56
18.9 16.8 14.6 12.5 10.8 9.42 8.34 6.79 5.72 4.95
24.0 21.9 19.7 17.6 15.8 14.2 12.8 10.7 9.17 8.02
27.8 26.6 24.6 22.6 20.8 19.1 17.5 15.0 13.0 11.5
18.6 17.6 16.1 14.4 12.7 11.2 9.88 7.92 6.58 5.63
23.1 21.8 20.0 18.0 16.1 14.3 12.8 10.5 8.83 7.63
34.9 32.9 30.2 27.4 24.7 22.3 20.2 16.8 14.4 12.6
41.1 39.8 37.1 34.5 31.9 29.4 27.1 23.3 20.3 17.9
27.3 25.6 23.3 20.8 18.3 16.1 14.2 11.5 9.56 8.21
41.4 38.9 35.3 31.5 28.0 24.9 22.3 18.4 15.6 13.5
48.9 47.2 43.6 39.9 36.4 33.1 30.3 25.6 22.1 19.4
55.3 54.9 51.4 47.9 44.6 41.3 38.4 33.2 29.1 25.7
35.4 35.4 33.6 31.6 29.3 26.9 24.5 20.2 16.9 14.5
50.0 49.9 47.3 44.5 41.6 38.5 35.6 30.2 26.0 22.7
71.8 71.3 67.3 63.2 58.9 54.7 50.6 43.4 37.7 33.1
82.2 82.2 78.8 74.7 70.6 66.5 62.5 55.1 48.8 43.5
64.7 64.2 60.6 56.6 52.2 47.7 43.4 35.8 30.1 25.9
93.4 93.0 87.2 80.8 74.2 67.6 61.4 51.2 43.5 37.7
107
107
102
95.7 89.1 82.5 76.3 65.4 56.7 49.8
125
125
123
117
110
104
98.5 87.2 77.5 69.3
87.8 87.8 86.8 82.9 78.7 74.1 69.1 59.1 50.2 43.0
114
114
112
107
102
96.5 90.5 78.5 67.9 59.2
159
159
156
148
140
131
122
106
92.0 80.6
189
189
189
180
172
163
154
138
123
110
113
113
113
111
107
103
98.5 88.0 76.9 66.7
148
148
148
145
140
134
128
115
101
89.5
184
184
184
180
174
167
159
144
128
114
265
265
265
259
248
238
226
204
182
163
Section classification applies to bending about both the x-x and y-y axis.
Mb is obtained using an equivalent slenderness = uvλ(βW 0.5).
In certain cases, Mb may be greater than Mcx, which implies that lateral torsional buckling is not critical.
C-30
Pv
8.0
0.078
0.162
0.341
0.572
0.835
0.711
1.19
1.78
0.783
1.31
1.97
2.70
1.95
2.89
4.03
6.53
3.13
4.37
7.12
10.3
4.92
6.72
11.1
16.0
7.19
11.9
17.2
23.1
12.6
20.1
29.5
39.2
22.7
33.3
44.4
62.6
37.4
52.3
71.5
99.4
58.1
79.0
102
147
9.0
0.070
0.145
0.305
0.514
0.751
0.635
1.07
1.60
0.698
1.17
1.77
2.42
1.74
2.59
3.61
5.89
2.79
3.91
6.40
9.26
4.37
6.00
10.0
14.5
6.41
10.7
15.5
20.9
11.2
18.0
26.6
35.6
20.2
29.8
40.0
56.9
33.0
46.7
64.1
90.4
51.1
70.4
92.3
133
10.0
0.063
0.132
0.277
0.466
0.682
0.575
0.969
1.46
0.629
1.06
1.60
2.20
1.57
2.34
3.28
5.36
2.53
3.54
5.82
8.44
3.94
5.43
9.08
13.2
5.78
9.67
14.1
19.1
10.0
16.3
24.2
32.6
18.2
26.9
36.4
52.2
29.5
42.2
58.2
82.7
45.4
63.3
83.8
122
kN
12.6
18.9
28.4
37.8
47.3
37.8
50.4
63.0
47.3
63.0
78.8
94.5
75.6
94.5
113
151
110
132
176
220
126
151
201
252
170
226
283
340
189
252
315
378
302
378
453
567
352
441
529
661
403
504
604
756
Discuss me ...
Table 38
y
BENDING
SUBJECT TO BENDING
D
b
x
x
y
d
t
Centroid and
shear centre
Moment
Capacity
D x 2b
t
Section
Mcx
Shear
for
Capacity
Pv
Mcy
Classification
mm
mm
50 x 50
2.0
3.0
3.0
4.0
5.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
4.0
5.0
6.0
8.0
5.0
6.0
8.0
10.0
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
75 x 70
100 x 100
125 x 100
150 x 120
175 x 120
200 x 150
225 x 150
250 x 200
300 x 200
350 x 250
400 x 300
kNm
Slender
Plastic
Slender
Compact
Plastic
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Plastic
Slender
Slender
Semi-compact
Plastic
Slender
Semi-compact
Plastic
Plastic
Slender
Slender
Compact
Plastic
Slender
Compact
Plastic
Plastic
Slender
Slender
Semi-compact
Plastic
Slender
Semi-compact
Plastic
Plastic
Slender
Slender
Semi-compact
Plastic
Slender
Slender
Slender
Semi-compact
1.12
1.86
3.65
5.46
6.32
6.33
8.94
10.9
8.67
12.2
15.0
20.6
17.0
22.1
25.9
38.2
27.5
32.3
48.0
55.7
36.4
45.1
69.9
82.1
53.3
82.9
97.9
110
69.4
97.6
119
164
126
155
214
251
172
223
266
379
222
291
360
443
kNm
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
0.334 0.902 0.719 0.593 0.505 0.439 0.389 0.350 0.292 0.250 0.220 0.196 0.177 0.161
0.639 1.58 1.33 1.14 1.000 0.889 0.799 0.727 0.615 0.533 0.471 0.422 0.383 0.350
1.03 3.36 2.79 2.36 2.03 1.79 1.59 1.44 1.21 1.04 0.915 0.818 0.740 0.677
1.67
5.04 4.28 3.71 3.26 2.91 2.63 2.39 2.03 1.77 1.57 1.41 1.28 1.17
2.10
6.19 5.44 4.86 4.38 3.99 3.66 3.37 2.92 2.57 2.29 2.07 1.89 1.74
1.66 6.33 5.79 5.03 4.38 3.85 3.41 3.06 2.54 2.17 1.90 1.69 1.52 1.39
2.67 8.94 8.19 7.22 6.41 5.75 5.20 4.75 4.04 3.52 3.12 2.80 2.54 2.33
3.54 10.9 10.2 9.21 8.37 7.65 7.05 6.52 5.68 5.02 4.51 4.08 3.74 3.44
1.66 8.67 7.55 6.37 5.39 4.60 3.99 3.51 2.82 2.36 2.04 1.80 1.61 1.46
2.67 12.2 10.6 9.05 7.80 6.80 6.02 5.39 4.46 3.82 3.34 2.97 2.68 2.45
3.54 15.0 13.2 11.6 10.2 9.10 8.20 7.46 6.32 5.49 4.86 4.36 3.96 3.63
5.13
20.9 18.1 15.9 14.1 12.6 11.4 10.4 8.90 7.76 6.89 6.20 5.63 5.17
3.41 17.0 16.0 14.0 12.2 10.6 9.38 8.35 6.81 5.76 4.99 4.41 3.96 3.59
4.95 22.1 20.7 18.2 16.0 14.2 12.7 11.5 9.59 8.24 7.23 6.46 5.84 5.33
6.13 25.9 24.5 21.8 19.6 17.6 16.0 14.7 12.5 10.9 9.70 8.73 7.94 7.29
9.90
39.4 37.0 33.2 30.2 27.6 25.4 23.5 20.4 18.1 16.2 14.7 13.4 12.4
4.96 27.5 25.1 21.7 18.8 16.4 14.5 12.9 10.6 8.96 7.79 6.91 6.21 5.65
6.14 32.3 29.8 26.1 23.0 20.4 18.2 16.5 13.8 11.9 10.5 9.36 8.47 7.74
9.93
49.9 45.1 39.8 35.5 31.9 29.0 26.5 22.6 19.8 17.6 15.8 14.4 13.2
12.6
59.0 55.1 49.8 45.4 41.8 38.6 35.9 31.4 27.9 25.1 22.8 20.9 19.3
6.65 36.4 36.4 33.0 29.4 26.2 23.4 20.9 17.1 14.4 12.4 10.9 9.79 8.86
9.03 45.1 45.1 40.7 36.5 32.7 29.4 26.6 22.2 19.0 16.6 14.7 13.3 12.1
15.4
71.1 69.6 62.2 55.8 50.4 45.7 41.7 35.5 30.8 27.3 24.5 22.3 20.4
19.4
84.9 84.3 76.6 70.0 64.3 59.4 55.2 48.2 42.8 38.5 35.0 32.0 29.6
9.03 53.3 53.0 47.2 41.8 37.1 33.0 29.6 24.3 20.5 17.8 15.7 14.1 12.8
15.4
84.9 81.6 72.2 64.0 57.0 51.1 46.2 38.7 33.3 29.2 26.1 23.6 21.5
19.4
101
99.1 89.0 80.4 73.0 66.8 61.4 52.9 46.4 41.4 37.4 34.1 31.3
23.6
116
115
105
96.6 89.2 82.8 77.2 68.0 60.6 54.7 49.9 45.8 42.4
13.3 69.4 69.4 69.4 65.6 60.4 55.5 51.0 43.1 36.8 31.9 28.1 25.0 22.6
21.4 97.6 97.6 97.6 91.6 84.6 78.2 72.4 62.4 54.4 48.1 43.1 39.0 35.7
28.4
119
119
119
113
105
98.8 92.5 81.6 72.8 65.6 59.7 54.7 50.6
41.1
168
168
167
155
144
135
126
112
100
91.4 83.5 76.9 71.2
21.4
126
126
125
115
105
96.2 88.0 74.0 63.3 55.0 48.6 43.6 39.5
28.4
155
155
155
142
131
121
112
96.8 84.6 75.0 67.4 61.2 56.0
41.2
221
221
214
196
180
166
154
133
117
104
94.1 85.7 78.8
52.2
264
264
259
240
224
210
197
175
157
143
130
120
111
28.8
172
172
172
172
162
151
141
121
105
92.1 81.1 72.3 65.1
41.8
223
223
223
223
209
195
182
159
139
123
110
99.5 90.6
53.2
266
266
266
266
250
235
220
195
173
155
141
128
118
80.4
389
389
389
381
356
334
314
279
250
226
206
189
175
37.0
222
222
222
222
222
215
203
181
160
142
126
112
101
53.2
291
291
291
291
291
279
264
235
209
186
167
150
137
72.2
360
360
360
360
360
344
325
291
261
235
212
193
177
95.8
443
443
443
443
443
426
405
367
334
305
280
258
240
C-31
kN
25.2
37.8
56.7
75.6
94.5
75.6
100
126
94.5
126
157
189
151
189
226
302
220
264
352
441
252
302
403
504
340
453
567
680
378
504
630
756
604
756
907
1130
705
882
1060
1320
806
1010
1210
1510
Discuss me ...
[Blank Page]
C-32
Discuss me ...
D. MEMBER CAPACITIES
GRADE 1.4401 (316) and 1.4404 (316L)
D-1
Discuss me ...
Table 39
y
COMPRESSION
t
D x
x
y
COMPRESSION RESISTANCE FOR GRADE 1.4401 (316) and 1.4404 (316L)
Mass
D
per
for
Metre
mm
mm
kg
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
21.3
1.0
1.2
1.6
2.0
2.3
1.0
1.6
2.0
2.5
3.2
1.0
1.6
2.0
2.6
3.2
1.0
1.6
2.0
2.6
3.2
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.6
2.0
2.6
3.2
4.0
5.0
1.6
2.0
2.6
3.2
4.0
5.0
0.50
0.60
0.78
0.96
1.08
0.81
1.27
1.57
1.94
2.42
1.03
1.62
2.01
2.57
3.11
1.17
1.85
2.30
2.95
3.58
1.47
2.33
2.89
3.72
4.53
5.59
6.86
1.86
2.96
3.68
4.74
5.79
7.16
8.82
2.18
3.47
4.31
5.57
6.81
8.43
10.4
3.97
4.94
6.39
7.81
9.69
12.0
4.48
5.57
7.21
8.82
10.9
13.6
4.75
5.56
7.06
8.38
9.28
14.6
22.6
27.5
33.3
40.7
22.6
35.3
43.4
55.0
66.0
27.9
43.8
54.0
68.9
83.1
38.4
60.7
75.1
96.3
116
143
175
51.9
82.4
102
131
160
197
242
60.8
96.5
120
155
189
234
289
110
137
177
217
269
333
124
155
200
245
304
377
2.37
2.77
3.50
4.15
4.58
8.56
13.1
15.9
19.1
23.1
15.2
23.5
28.8
36.2
43.0
20.4
31.7
38.9
49.3
59.0
31.3
49.2
60.8
77.7
93.9
114
138
45.5
72.0
89.3
114
139
171
210
56.7
89.9
111
143
175
216
266
107
133
172
210
260
321
124
155
200
245
303
375
1.40
1.64
2.07
2.44
2.70
5.32
8.11
9.80
11.8
14.2
9.99
15.4
18.8
23.5
27.9
14.0
21.7
26.6
33.5
39.9
23.8
37.2
45.9
58.3
70.1
85.0
102
38.1
60.1
74.4
95.3
115
141
172
49.8
78.8
97.8
125
153
188
231
97.0
120
155
189
233
288
114
142
184
225
278
343
0.923
1.08
1.36
1.61
1.77
3.59
5.45
6.59
7.90
9.52
6.89
10.6
12.9
16.1
19.1
9.86
15.3
18.6
23.4
27.9
17.6
27.5
33.8
42.9
51.5
62.2
74.5
30.6
48.1
59.4
75.9
91.8
112
135
42.2
66.6
82.5
105
128
157
192
85.2
105
136
165
204
251
103
128
166
202
250
308
0.653
0.762
0.961
1.14
1.25
2.57
3.91
4.72
5.65
6.81
5.00
7.68
9.35
11.7
13.8
7.23
11.2
13.6
17.1
20.4
13.3
20.7
25.4
32.2
38.5
46.5
55.5
24.2
37.9
46.8
59.6
72.0
87.7
105
34.8
54.8
67.8
86.8
105
128
156
72.9
90.5
116
141
173
212
91.6
113
146
178
220
270
0.486
0.568
0.716
0.846
0.933
1.93
2.93
3.54
4.24
5.11
3.78
5.81
7.07
8.82
10.4
5.50
8.49
10.4
13.0
15.5
10.3
16.0
19.6
24.8
29.7
35.8
42.7
19.2
30.1
37.1
47.2
56.9
69.2
83.5
28.4
44.7
55.3
70.7
85.5
104
127
61.4
76.0
97.5
118
145
177
79.3
98.5
126
154
189
232
0.376
0.439
0.554
0.654
0.721
1.50
2.28
2.76
3.30
3.97
2.96
4.54
5.53
6.89
8.14
4.32
6.67
8.14
10.2
12.1
8.13
12.6
15.5
19.6
23.5
28.3
33.7
15.5
24.2
29.8
38.0
45.7
55.6
67.0
23.3
36.6
45.3
57.8
69.9
85.4
103
51.4
63.6
81.5
98.8
121
147
68.0
84.3
108
131
161
198
0.244
0.285
0.359
0.425
0.468
0.984
1.49
1.80
2.16
2.60
1.95
2.99
3.64
4.54
5.36
2.86
4.41
5.38
6.75
8.01
5.44
8.46
10.4
13.1
15.7
18.9
22.5
10.5
16.5
20.3
25.8
31.1
37.7
45.4
16.2
25.4
31.4
40.1
48.4
59.1
71.6
36.5
45.2
57.8
70.1
85.8
104
49.7
61.6
79.0
95.9
117
143
0.171
0.200
0.252
0.298
0.328
0.694
1.05
1.27
1.52
1.83
1.38
2.12
2.57
3.21
3.79
2.03
3.13
3.82
4.79
5.68
3.89
6.04
7.41
9.36
11.2
13.5
16.0
7.60
11.9
14.6
18.6
22.4
27.2
32.7
11.8
18.5
22.9
29.2
35.2
42.9
52.0
26.9
33.3
42.6
51.5
63.0
76.7
37.1
46.0
58.9
71.5
87.7
107
0.127
0.148
0.186
0.220
0.243
0.516
0.783
0.944
1.13
1.36
1.03
1.58
1.92
2.39
2.82
1.51
2.34
2.85
3.57
4.24
2.91
4.53
5.55
7.01
8.38
10.1
12.0
5.73
8.96
11.0
14.0
16.9
20.5
24.6
8.95
14.0
17.3
22.1
26.7
32.5
39.4
20.5
25.4
32.5
39.3
48.0
58.4
28.6
35.4
45.3
55.0
67.4
82.2
0.098
0.114
0.143
0.169
0.187
0.398
0.604
0.729
0.872
1.05
0.795
1.22
1.48
1.85
2.18
1.17
1.81
2.21
2.77
3.28
2.26
3.52
4.31
5.45
6.51
7.83
9.31
4.47
6.99
8.61
10.9
13.2
16.0
19.2
7.01
11.0
13.6
17.3
20.9
25.4
30.8
16.2
20.0
25.5
30.9
37.8
45.9
22.6
27.9
35.8
43.4
53.2
64.9
0.077
0.090
0.114
0.134
0.148
0.317
0.481
0.580
0.693
0.833
0.634
0.972
1.18
1.47
1.74
0.936
1.44
1.76
2.21
2.62
1.81
2.81
3.45
4.35
5.20
6.25
7.44
3.59
5.61
6.90
8.77
10.5
12.8
15.4
5.63
8.84
10.9
13.9
16.8
20.4
24.7
13.0
16.1
20.6
24.9
30.4
37.0
18.3
22.6
28.9
35.1
43.0
52.4
0.063
0.073
0.093
0.109
0.120
0.258
0.391
0.472
0.564
0.678
0.517
0.793
0.963
1.20
1.42
0.764
1.18
1.44
1.80
2.13
1.48
2.30
2.82
3.56
4.25
5.11
6.08
2.94
4.60
5.66
7.19
8.64
10.5
12.6
4.63
7.26
8.96
11.4
13.8
16.8
20.3
10.7
13.2
16.9
20.5
25.0
30.4
15.1
18.6
23.9
28.9
35.5
43.2
33.7
42.4
48.3
t
60.3
76.1
88.9
101.6
114.3
D-2
y
t
Discuss Table
me ...
39
y
COMPRESSION
t
D x
x
y
Mass
D
per
for
Metre
mm
mm
kg
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
139.7
1.6
2.0
2.6
3.2
4.0
5.0
2.0
2.6
3.2
4.0
5.0
2.6
3.2
4.0
5.0
3.2
4.0
5.0
5.48
6.84
8.85
10.8
13.5
16.7
8.25
10.7
13.1
16.3
20.3
14.0
17.1
21.4
26.6
21.4
26.7
33.3
152
186
241
295
366
453
229
297
365
454
564
389
477
594
739
596
743
926
152
159
206
252
312
386
210
272
333
413
513
385
473
588
731
596
743
926
149
129
167
203
251
310
181
235
287
356
441
352
432
537
668
581
724
901
139
100
129
158
195
239
151
195
238
295
364
316
387
481
596
540
672
836
128
78.0
100
122
150
184
122
158
193
238
294
276
338
420
520
495
616
766
116
61.2
78.6
95.7
117
144
99.2
127
155
192
237
237
290
359
445
447
556
690
104
48.9
62.9
76.5
94.1
115
80.8
104
126
156
192
201
246
305
377
398
494
614
81.2
39.9
51.3
62.3
76.7
94.0
66.6
85.8
104
129
158
170
208
258
319
350
435
540
62.8
33.1
42.5
51.7
63.6
77.9
55.7
71.7
87.4
107
132
145
178
220
272
307
381
473
49.3
27.9
35.8
43.5
53.5
65.6
47.2
60.7
74.0
91.3
112
125
152
189
233
269
334
414
39.5
23.8
30.5
37.1
45.7
55.9
40.4
52.0
63.4
78.2
96.1
108
132
163
202
236
294
364
32.2
20.5
26.4
32.0
39.4
48.2
35.0
45.1
54.9
67.7
83.2
94.5
115
142
176
209
259
321
26.7
17.9
23.0
27.9
34.3
42.0
30.6
39.4
48.0
59.2
72.7
83.1
101
125
155
185
230
284
168.3
219.1
273
t
D-3
B
Discuss me ...
Table 40
b
COMPRESSION
y
D
x
d
x
t
b = B - 6t
d = D - 6t
y
Mass
DxB
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
50 x 25
1.5
1.63
2.0
2.11
2.0
2.58
3.0
3.68
* 2.0
3.53
3.0
5.10
4.0
6.54
* 2.0
4.48
3.0
6.52
4.0
8.43
5.0
10.2
6.0
11.9
* 3.0
10.1
* 4.0
13.2
5.0
16.1
6.0
19.0
8.0
24.2
* 3.0
11.3
* 4.0
14.8
5.0
18.1
6.0
21.3
8.0
27.4
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
39.7
25.8
50.9
32.4
67.5
49.3
94.8
67.4
94.7
81.5
141
119
182
149
108
104
181
169
234
217
284
260
330
299
243
243
364
364
449
449
528
528
675
675
276
276
408
408
504
504
594
594
763
763
29.8
14.3
37.8
17.8
55.0
29.8
76.2
39.8
86.3
60.0
127
85.3
160
105
107
87.2
176
137
226
173
272
206
314
234
243
234
364
340
449
417
528
488
675
616
276
276
408
408
504
504
594
594
763
759
21.0
8.73
26.3
10.8
41.8
18.7
57.0
24.8
74.3
41.6
107
58.0
135
70.8
98.5
68.5
158
103
203
129
243
151
279
170
243
209
364
299
448
365
525
425
667
531
276
263
408
379
504
466
594
547
763
695
14.9
5.84
18.6
7.22
31.0
12.7
41.8
16.7
61.5
29.3
88.0
40.6
109
49.3
88.4
52.0
139
76.2
177
95.0
211
110
241
123
235
182
343
254
421
308
493
356
623
440
270
242
390
344
480
422
563
494
718
624
11.0
4.17
13.7
5.15
23.4
9.12
31.3
12.0
49.7
21.5
70.3
29.6
86.7
35.9
77.4
39.7
119
57.2
151
71.1
178
82.5
202
91.6
221
154
320
209
392
253
457
291
576
356
255
218
366
306
449
374
527
436
669
548
8.38
3.12
10.4
3.86
18.0
6.86
24.1
9.03
40.1
16.4
56.2
22.5
69.0
27.3
66.6
30.9
100
44.1
126
54.7
148
63.4
167
70.3
206
128
295
171
360
206
419
236
525
287
238
194
339
267
416
325
487
378
616
471
6.59
2.43
8.21
3.00
14.3
5.34
19.1
7.03
32.6
12.9
45.5
17.7
55.7
21.4
56.6
24.6
84.0
34.9
105
43.3
123
50.1
138
55.4
190
106
268
141
327
168
379
193
472
234
221
169
311
230
380
279
444
323
560
401
4.37
1.59
5.44
1.96
9.57
3.50
12.7
4.61
22.4
8.53
31.1
11.7
38.0
14.1
41.1
16.5
59.7
23.4
74.5
28.9
87.0
33.4
97.1
36.9
157
75.3
216
98.1
261
117
302
133
372
161
185
127
254
169
309
204
360
236
449
291
3.11
1.12
3.86
1.38
6.84
2.47
9.10
3.25
16.3
6.06
22.5
8.29
27.5
10.0
30.6
11.8
43.9
16.7
54.8
20.6
63.8
23.8
71.1
26.3
127
55.3
170
71.5
205
85.2
237
97.3
289
117
151
96.9
203
127
246
153
285
176
354
217
2.32
0.828
2.89
1.02
5.13
1.84
6.81
2.41
12.3
4.53
17.0
6.18
20.7
7.46
23.4
8.89
33.5
12.5
41.8
15.4
48.6
17.8
54.0
19.7
102
42.1
135
54.3
163
64.6
187
73.7
228
88.5
122
75.2
163
98.2
197
118
227
136
281
166
1.80
0.639
2.24
0.788
3.98
1.42
5.29
1.86
9.62
3.51
13.3
4.79
16.2
5.78
18.5
6.92
26.4
9.71
32.8
12.0
38.2
13.8
42.4
15.3
83.4
33.1
109
42.5
131
50.6
150
57.7
183
69.2
100
59.8
132
77.7
159
93.4
184
107
226
131
1.44
0.508
1.78
0.626
3.18
1.13
4.23
1.48
7.73
2.80
10.7
3.82
13.0
4.60
15.0
5.53
21.3
7.76
26.4
9.58
30.7
11.0
34.1
12.2
68.7
26.6
89.7
34.2
107
40.7
123
46.4
149
55.6
82.8
48.5
108
62.9
130
75.6
150
87.0
185
106
1.17
0.413
1.46
0.510
2.60
0.920
3.46
1.21
6.34
2.28
8.74
3.12
10.6
3.76
12.3
4.53
17.5
6.34
21.8
7.83
25.3
9.03
28.1
9.96
57.4
21.9
74.7
28.1
89.4
33.4
102
38.1
124
45.6
69.3
40.1
90.5
51.9
109
62.4
125
71.7
154
87.7
60 x 30
80 x 40
100 x 50
t
150 x 75
150 x 100
D-4
B
Discuss me ...
Table 40
b
COMPRESSION
y
D
x
d
x
t
b = B - 6t
d = D - 6t
y
Mass
DxB
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
200 x 100
* 4.0
17.9
* 5.0
22.1
6.0
26.1
8.0
33.7
10.0
40.8
* 4.0
19.5
* 5.0
24.0
6.0
28.5
8.0
36.9
10.0
44.8
* 6.0
33.2
8.0
43.2
10.0
52.7
12.0
61.7
15.0
74.1
* 6.0
35.6
8.0
46.4
10.0
56.6
12.0
66.4
15.0
80.1
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
433
433
592
592
726
726
939
939
1140
1140
477
477
647
647
792
792
1030
1030
1250
1250
874
874
1200
1200
1470
1470
1720
1720
2060
2060
940
940
1290
1290
1580
1580
1850
1850
2230
2230
433
433
592
592
726
726
939
939
1140
1140
477
477
647
647
792
792
1030
1030
1250
1250
874
874
1200
1200
1470
1470
1720
1720
2060
2060
940
940
1290
1290
1580
1580
1850
1850
2230
2230
433
416
592
557
726
677
939
868
1140
1040
477
477
647
645
792
785
1030
1010
1250
1220
874
874
1200
1200
1470
1450
1720
1690
2060
2010
940
940
1290
1290
1580
1580
1850
1850
2230
2230
433
383
592
509
726
615
939
785
1140
937
477
455
647
606
792
735
1030
946
1250
1140
874
826
1200
1120
1470
1360
1720
1580
2060
1870
940
932
1290
1270
1580
1540
1850
1800
2230
2150
430
348
579
456
705
548
906
695
1090
824
477
426
638
563
776
681
1000
874
1210
1050
874
770
1200
1040
1470
1250
1720
1450
2060
1720
940
885
1290
1200
1580
1460
1850
1690
2230
2020
412
311
552
402
671
478
861
603
1030
711
458
395
611
517
741
623
955
796
1150
952
872
711
1190
950
1440
1140
1680
1320
2010
1550
940
834
1280
1130
1560
1360
1830
1580
2190
1880
394
274
525
349
635
413
814
518
975
607
438
362
581
469
704
562
906
715
1090
852
842
648
1140
858
1390
1030
1620
1180
1920
1380
913
781
1240
1050
1510
1270
1760
1470
2100
1740
353
208
464
259
558
304
711
379
846
442
395
295
518
374
624
444
799
561
957
664
778
522
1050
680
1270
809
1480
923
1750
1070
847
666
1140
881
1390
1060
1620
1220
1920
1430
309
158
400
195
477
228
604
284
714
329
349
235
451
294
539
347
687
437
818
514
709
413
949
532
1140
631
1320
716
1560
820
774
553
1040
722
1260
864
1460
991
1730
1150
266
123
338
151
401
176
505
218
594
253
302
188
385
233
457
274
580
344
687
403
634
329
841
420
1010
497
1160
562
1360
642
697
454
926
588
1120
701
1290
801
1520
928
226
98.3
284
120
335
139
421
173
493
200
258
152
325
187
385
220
486
275
575
323
560
265
735
337
880
398
1010
450
1170
513
619
374
815
481
980
572
1130
653
1320
753
192
79.9
240
97.4
281
113
352
140
412
161
220
125
275
153
324
179
409
225
482
263
490
217
638
276
761
325
870
367
1010
417
544
310
711
398
852
473
979
538
1140
620
164
66.1
203
80.5
238
93.4
298
115
348
133
188
104
234
127
275
149
347
186
408
218
427
181
553
229
658
270
750
305
864
346
476
261
619
333
740
396
848
450
986
518
200 x 125
t
250 x 125
250 x 150
D-5
B
Discuss me ...
Table 40
b
COMPRESSION
y
D
x
d
x
t
y
b = B - 6t
d = D - 6t
Mass
DxB
per
for
Metre
mm
mm
kg
Axis
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
300 x 150
* 6.0
40.3
* 8.0
52.7
10.0
64.5
12.0
75.9
15.0
91.9
* 6.0
45.0
* 8.0
59.0
10.0
72.4
12.0
85.4
15.0
103
* 6.0
47.4
* 8.0
62.2
10.0
76.4
12.0
90.1
15.0
109
* 6.0
49.8
* 8.0
65.3
10.0
80.3
12.0
94.8
15.0
115
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
974
974
1460
1460
1800
1800
2110
2110
2560
2560
1110
1110
1630
1630
2020
2020
2380
2380
2890
2890
1070
1070
1600
1600
2130
2130
2510
2510
3050
3050
1130
1130
1690
1690
2240
2240
2640
2640
3220
3220
974
936
1460
1360
1800
1670
2110
1950
2560
2340
1110
1110
1630
1630
2020
2020
2380
2380
2890
2880
1070
1070
1600
1590
2130
2080
2510
2440
3050
2960
1130
1130
1690
1690
2240
2240
2640
2640
3220
3220
974
838
1460
1200
1800
1460
2100
1700
2530
2030
1110
1050
1630
1520
2020
1870
2380
2190
2890
2640
1070
995
1600
1450
2130
1890
2510
2210
3050
2660
1130
1100
1690
1600
2240
2080
2640
2450
3220
2960
942
728
1370
1020
1690
1230
1970
1430
2370
1690
1080
968
1560
1380
1920
1690
2260
1980
2730
2370
1070
905
1600
1300
2090
1670
2460
1950
2980
2330
1130
1020
1690
1460
2210
1890
2610
2220
3160
2680
886
616
1280
839
1570
1010
1830
1170
2190
1370
1020
874
1460
1230
1800
1500
2110
1750
2540
2090
1040
806
1520
1130
1980
1440
2330
1670
2820
1990
1100
927
1610
1320
2100
1680
2470
1970
2990
2360
826
513
1180
687
1440
824
1680
946
2000
1100
955
776
1360
1070
1670
1300
1950
1510
2340
1800
985
705
1430
971
1870
1210
2190
1410
2640
1670
1050
833
1520
1160
1980
1470
2330
1710
2810
2050
763
427
1070
564
1310
675
1520
773
1810
899
886
679
1250
921
1520
1120
1780
1300
2130
1530
933
608
1350
824
1740
1020
2040
1180
2450
1400
997
737
1430
1010
1850
1270
2170
1470
2620
1750
696
357
967
467
1170
558
1360
639
1610
742
814
589
1130
790
1380
955
1610
1110
1920
1310
877
522
1250
699
1610
860
1880
993
2250
1170
939
647
1340
877
1720
1090
2010
1260
2420
1500
631
301
864
392
1050
468
1210
535
1420
620
742
511
1020
679
1240
819
1440
946
1710
1120
819
449
1160
596
1470
729
1720
841
2050
989
878
565
1240
758
1580
934
1840
1080
2210
1280
567
256
768
333
927
397
1070
454
1260
525
671
444
911
586
1110
706
1280
815
1520
959
759
388
1060
512
1340
624
1560
719
1860
845
816
494
1140
657
1440
807
1680
934
2010
1110
509
221
683
286
823
340
948
389
1110
450
605
387
814
509
986
613
1140
707
1350
831
700
337
966
443
1210
538
1410
620
1670
728
754
433
1040
573
1310
701
1520
811
1820
958
457
192
608
248
731
295
841
337
984
390
545
340
728
445
880
536
1020
618
1210
726
642
295
877
386
1090
469
1270
540
1510
633
693
381
947
503
1180
613
1380
709
1640
837
410
168
543
217
652
258
749
294
876
340
491
300
652
392
788
472
911
544
1080
638
588
260
796
339
987
411
1150
474
1360
555
635
338
862
444
1070
540
1240
625
1480
737
300 x 200
t
350 x 175
350 x 200
D-6
B
Discuss me ...
Table 40
b
COMPRESSION
y
D
x
d
x
t
y
b = B - 6t
d = D - 6t
Mass
DxB
per
for
Metre
mm
mm
kg
Axis
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
400 x 200
* 6.0
54.5
* 8.0
71.6
* 10.0
88.2
12.0
104
15.0
127
* 6.0
59.3
* 8.0
78.0
* 10.0
96.1
12.0
113
15.0
139
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
1150
1150
1730
1730
2370
2370
2910
2910
3550
3550
1240
1240
1910
1910
2590
2590
3170
3170
3880
3880
1150
1150
1730
1730
2370
2370
2910
2910
3550
3550
1240
1240
1910
1910
2590
2590
3170
3170
3880
3880
1150
1130
1730
1660
2370
2230
2910
2710
3550
3290
1240
1240
1910
1910
2590
2580
3170
3140
3880
3830
1150
1060
1730
1540
2370
2040
2910
2460
3550
2980
1240
1210
1910
1820
2590
2430
3170
2940
3880
3580
1150
971
1720
1390
2320
1830
2820
2190
3430
2640
1240
1140
1910
1710
2550
2260
3110
2730
3790
3310
1120
882
1650
1250
2210
1610
2690
1920
3260
2300
1220
1070
1830
1580
2440
2070
2970
2490
3620
3020
1080
789
1580
1100
2100
1400
2540
1650
3080
1970
1170
997
1750
1450
2330
1880
2820
2250
3430
2720
1030
698
1500
956
1980
1200
2390
1420
2900
1690
1120
917
1670
1310
2200
1680
2660
2010
3240
2420
982
615
1410
832
1860
1040
2230
1220
2700
1450
1070
837
1580
1180
2080
1500
2500
1780
3030
2140
930
541
1330
725
1730
900
2070
1050
2500
1250
1020
759
1490
1060
1940
1330
2330
1570
2820
1880
876
476
1240
634
1600
783
1910
915
2300
1090
966
685
1400
942
1810
1180
2160
1390
2610
1660
822
421
1150
558
1480
687
1750
801
2100
949
910
617
1300
841
1670
1050
1990
1230
2400
1470
767
374
1060
493
1360
606
1610
706
1920
835
854
557
1210
753
1540
934
1830
1100
2200
1310
400 x 250
t
D-7
Discuss me ...
Table 41
D
COMPRESSION
y
D
d
x
t
y
x
d = D - 6t
Mass
DxD
per
for
Metre
mm
mm
kg
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
40 x 40
2.0
3.0
2.0
3.0
4.0
2.0
3.0
4.0
5.0
* 2.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
8.0
* 3.0
4.0
5.0
6.0
8.0
* 3.0
* 4.0
5.0
6.0
8.0
2.27
3.20
2.90
4.15
5.27
3.53
5.10
6.54
7.84
4.79
6.99
9.06
11.0
8.89
11.6
14.2
16.6
21.1
11.3
14.8
18.1
21.3
27.4
13.6
17.9
22.1
26.1
33.7
51.1
70.4
73.5
103
130
95.4
136
173
206
126
194
252
306
247
322
394
462
587
288
410
504
594
763
305
493
614
726
939
35.3
47.4
57.8
80.6
99.3
80.8
114
144
170
119
181
234
282
247
321
390
456
574
288
410
504
594
763
305
493
614
726
939
23.5
31.1
42.3
58.2
70.7
64.4
90.7
113
131
106
159
204
245
226
293
357
415
520
286
403
493
579
739
305
493
614
726
939
16.3
21.5
30.7
41.9
50.6
49.5
69.1
85.4
98.5
91.2
135
172
204
204
263
319
370
460
268
375
459
538
684
305
480
595
702
903
11.8
15.6
22.9
31.1
37.4
38.0
52.8
65.0
74.5
76.1
111
141
167
179
231
278
322
397
249
345
421
493
625
291
453
561
661
848
8.97
11.8
17.5
23.8
28.6
29.7
41.1
50.4
57.7
62.8
90.9
114
135
154
198
239
275
336
228
313
381
446
561
276
424
524
616
789
7.02
9.22
13.8
18.8
22.5
23.7
32.7
40.1
45.8
51.8
74.6
93.9
110
132
169
202
232
282
206
280
340
397
497
260
393
484
569
726
4.63
6.07
9.23
12.5
14.9
16.0
22.0
26.9
30.7
36.3
51.8
65.1
76.4
96.3
122
146
167
202
164
218
264
306
381
224
328
402
471
597
3.28
4.30
6.58
8.90
10.6
11.4
15.8
19.3
22.0
26.5
37.7
47.3
55.5
71.8
91.4
108
124
149
128
169
204
236
292
188
267
326
381
479
2.45
3.20
4.92
6.65
7.94
8.60
11.9
14.5
16.5
20.2
28.6
35.9
42.0
55.2
70.2
83.5
95.3
114
101
132
160
185
228
156
216
263
307
385
1.89
2.48
3.82
5.16
6.16
6.69
9.23
11.3
12.8
15.8
22.4
28.1
32.9
43.6
55.4
65.9
75.1
89.9
81.7
106
128
147
181
129
176
214
249
312
1.51
1.97
3.05
4.12
4.92
5.36
7.39
9.01
10.2
12.7
18.0
22.6
26.4
35.2
44.8
53.2
60.7
72.5
66.8
86.7
104
120
148
108
145
176
205
257
1.23
1.61
2.49
3.37
4.01
4.38
6.04
7.37
8.38
10.5
14.8
18.5
21.7
29.1
36.9
43.9
50.0
59.7
55.5
72.0
86.6
99.8
122
91.2
121
147
171
214
50 x 50
60 x 60
80 x 80
100 x 100
t
125 x 125
150 x 150
D-8
Discuss me ...
Table 41
D
COMPRESSION
y
D
d
x
t
y
x
d = D - 6t
Mass
DxD
per
for
Metre
mm
mm
kg
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
175 x 175
* 4.0
5.0
6.0
8.0
10.0
* 4.0
* 5.0
6.0
8.0
10.0
* 5.0
* 6.0
8.0
10.0
12.0
* 5.0
* 6.0
* 8.0
10.0
12.0
* 6.0
* 8.0
10.0
12.0
15.0
* 6.0
* 8.0
* 10.0
12.0
15.0
21.1
26.0
30.8
40.0
48.7
24.2
30.0
35.6
46.4
56.6
37.9
45.0
59.0
72.4
85.4
45.8
54.5
71.6
88.2
104
64.0
84.3
104
123
151
73.5
96.9
119
142
174
521
724
858
1120
1360
543
789
990
1290
1580
849
1150
1640
2020
2380
891
1220
1970
2460
2910
1280
2090
2900
3430
4210
1320
2170
3160
3960
4870
511
698
825
1070
1290
543
789
988
1280
1560
849
1150
1640
2020
2380
891
1220
1970
2460
2910
1280
2090
2900
3430
4210
1320
2170
3160
3960
4870
465
626
739
953
1150
518
732
906
1180
1430
849
1150
1610
1970
2320
891
1220
1970
2460
2910
1280
2090
2900
3430
4210
1320
2170
3160
3960
4870
412
546
644
826
991
477
663
816
1060
1280
810
1080
1500
1840
2150
891
1220
1920
2380
2810
1280
2090
2900
3430
4210
1320
2170
3160
3960
4870
357
464
545
696
831
431
588
718
925
1120
758
998
1380
1690
1980
869
1170
1810
2250
2650
1280
2050
2790
3300
4030
1320
2170
3160
3950
4850
303
388
455
578
688
383
512
619
795
956
703
914
1260
1530
1780
829
1110
1700
2100
2470
1240
1960
2650
3140
3830
1320
2150
3060
3790
4650
255
323
378
480
569
335
440
529
677
811
644
826
1120
1360
1590
786
1040
1570
1940
2280
1190
1860
2510
2960
3610
1300
2070
2930
3630
4440
215
270
316
400
474
292
377
450
575
688
584
739
993
1200
1400
741
970
1440
1780
2080
1140
1760
2350
2770
3370
1260
1990
2800
3450
4220
183
228
267
337
399
253
323
385
491
586
524
656
874
1060
1230
693
899
1310
1610
1890
1080
1650
2190
2580
3130
1210
1910
2650
3260
3990
157
194
227
287
340
220
279
331
422
503
469
581
769
929
1080
644
826
1190
1450
1700
1020
1540
2020
2380
2880
1170
1820
2510
3070
3750
135
167
196
247
292
192
242
287
365
435
418
514
677
817
946
595
755
1070
1310
1520
963
1430
1860
2180
2640
1120
1730
2360
2870
3500
118
146
170
215
253
169
212
250
319
380
374
456
598
722
834
548
688
961
1170
1370
902
1320
1700
2000
2410
1070
1630
2200
2670
3250
103
128
149
188
222
149
186
220
280
334
334
406
531
640
740
502
626
864
1050
1230
842
1210
1550
1820
2200
1020
1530
2050
2480
3010
200 x 200
250 x 250
300 x 300
t
350 x 350
400 x 400
D-9
Discuss me ...
Table 42
b
COMPRESSION
y
xo
CHANNELS
Centroid
cy
D
x
d
x
Shear centre
t
y
Mass
Dxb
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
50 x 25
* 2.0
1.45
3.0
2.08
3.0
3.14
4.0
4.06
5.0
4.91
* 3.0
4.45
* 4.0
5.80
5.0
7.08
* 3.0
5.04
* 4.0
6.59
5.0
8.07
6.0
9.49
* 4.0
8.01
5.0
9.85
6.0
11.6
8.0
15.0
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
36.5
21.9
15.5
52.0
40.4
21.7
87.5
58.0
52.7
113
84.3
67.0
136
110
79.8
112
82.5
95.1
159
119
131
197
153
161
122
95.5
103
181
140
147
224
178
180
264
216
211
209
172
188
274
225
243
323
269
286
416
358
366
28.8
18.1
7.88
40.3
33.6
10.9
79.3
49.1
29.8
101
76.3
37.7
121
101
44.7
112
64.6
68.9
159
100
92.5
195
136
112
122
76.0
74.6
181
116
101
224
157
123
264
198
144
209
144
147
274
193
186
323
240
218
416
335
277
21.1
15.0
4.69
29.1
26.1
6.49
68.1
43.4
18.3
86.7
68.4
23.2
103
90.2
27.4
104
53.2
47.3
145
87.7
62.1
178
125
75.0
121
61.8
51.0
177
100
67.9
217
143
82.2
255
187
95.3
209
120
106
274
169
132
323
218
155
416
320
195
15.3
12.2
3.10
21.0
19.7
4.28
56.2
38.6
12.3
71.0
59.4
15.5
83.9
76.6
18.3
95.0
46.2
33.2
131
79.2
43.3
159
114
52.1
113
52.8
35.8
164
90.8
47.1
201
133
56.9
235
177
65.9
203
104
77.1
263
152
95.1
309
203
110
396
308
139
11.4
9.81
2.19
15.6
15.1
3.04
45.3
33.9
8.80
56.9
50.2
11.1
66.8
63.2
13.1
84.6
41.5
24.3
115
72.3
31.5
139
104
37.9
105
47.1
26.2
150
83.8
34.2
184
125
41.4
214
167
47.9
191
93.1
57.3
247
140
70.3
290
192
81.9
370
295
102
8.76
7.91
1.64
11.9
11.8
2.26
36.4
29.3
6.60
45.6
41.9
8.32
53.3
51.7
9.81
73.9
37.9
18.5
99.1
66.0
23.9
119
94.2
28.8
96.6
43.1
19.9
135
78.4
25.9
165
118
31.3
192
156
36.2
179
85.3
43.9
229
132
53.7
269
182
62.6
343
282
78.6
6.92
6.45
1.27
9.39
9.36
1.75
29.6
25.2
5.13
36.9
34.9
6.47
43.1
42.5
7.62
63.7
35.0
14.5
84.4
60.0
18.7
101
83.8
22.5
87.3
40.2
15.6
120
73.7
20.3
146
110
24.5
170
143
28.4
166
79.6
34.6
211
124
42.3
247
173
49.3
313
265
61.8
4.61
4.46
0.824
6.25
6.30
1.14
20.3
18.6
3.35
25.3
24.8
4.23
29.5
29.6
4.98
47.0
29.9
9.60
61.3
48.8
12.4
73.3
65.2
14.9
69.2
35.8
10.3
93.3
64.8
13.4
112
93.1
16.2
130
117
18.7
138
71.3
23.0
173
112
28.1
202
154
32.7
254
228
41.1
3.29
3.23
0.578
4.45
4.50
0.799
14.7
14.0
2.36
18.3
18.2
2.98
21.3
21.6
3.51
35.3
25.5
6.81
45.7
39.2
8.78
54.5
50.7
10.5
54.1
32.3
7.33
71.8
55.8
9.50
86.4
76.6
11.5
99.5
93.9
13.2
112
64.9
16.4
139
100
20.0
162
134
23.3
202
189
29.2
2.46
2.44
0.428
3.33
3.37
0.591
11.1
10.8
1.75
13.9
13.9
2.21
16.1
16.4
2.60
27.2
21.5
5.09
35.1
31.7
6.55
41.8
40.0
7.86
42.8
29.0
5.47
56.1
47.4
7.08
67.4
62.6
8.54
77.5
75.2
9.87
90.9
59.0
12.3
111
88.2
14.9
129
114
17.4
161
155
21.8
1.91
1.91
0.330
2.58
2.62
0.455
8.71
8.58
1.35
10.8
10.9
1.71
12.6
12.8
2.01
21.6
18.1
3.94
27.7
25.8
5.07
32.9
32.1
6.09
34.4
25.8
4.24
44.8
39.9
5.48
53.8
51.3
6.61
61.8
60.9
7.64
74.1
53.2
9.53
90.7
76.6
11.6
105
96.4
13.5
130
128
16.9
1.52
1.53
0.262
2.06
2.09
0.361
6.99
6.94
1.08
8.69
8.79
1.36
10.1
10.3
1.60
17.5
15.4
3.14
22.4
21.3
4.04
26.6
26.2
4.85
28.1
22.7
3.38
36.5
33.7
4.37
43.8
42.5
5.27
50.2
50.1
6.09
61.1
47.6
7.61
74.6
66.1
9.25
86.5
81.5
10.8
107
106
13.5
1.25
1.25
0.213
1.68
1.71
0.294
5.74
5.72
0.876
7.13
7.22
1.10
8.27
8.43
1.30
14.4
13.1
2.56
18.4
17.8
3.30
21.9
21.8
3.96
23.3
19.9
2.76
30.3
28.6
3.56
36.3
35.7
4.29
41.6
41.7
4.96
51.1
42.3
6.21
62.3
57.0
7.56
72.1
69.3
8.80
89.4
89.5
11.0
75 x 35
100 x 50
t
125 x 50
150 x 60
D-10
Discuss me ...
Table 42
b
COMPRESSION
y
xo
CHANNELS
Centroid
cy
D
x
d
x
Shear centre
t
y
Mass
Dxb
mm
175 x 60
200 x 75
225 x 75
250 x 100
t
mm
per
for
Metre
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
5.0
10.8
6.0
12.8
8.0
16.5
10.0
20.0
* 5.0
13.0
* 6.0
15.4
8.0
20.0
10.0
24.4
* 6.0
16.6
8.0
21.6
10.0
26.3
12.0
30.8
* 6.0
20.2
* 8.0
26.3
10.0
32.3
12.0
37.9
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
301
252
265
356
300
312
460
397
401
557
492
482
331
293
322
425
374
409
557
492
533
678
605
647
455
404
436
601
534
572
733
657
695
858
776
811
489
457
489
727
672
727
898
830
898
1060
977
1060
301
215
200
356
265
235
460
368
299
557
471
357
331
259
274
425
331
343
557
448
445
678
566
537
455
358
363
601
485
474
733
611
574
858
736
666
489
421
465
727
617
675
898
769
830
1060
915
973
301
185
141
356
238
165
460
349
209
557
458
248
331
224
220
425
291
270
557
413
347
678
539
418
455
314
284
601
444
367
733
578
442
858
711
511
489
381
413
727
562
590
898
713
723
1060
864
845
300
165
100
354
220
117
455
336
148
548
447
175
331
195
169
425
259
205
557
387
263
678
519
315
455
277
214
601
412
276
733
554
331
858
694
381
489
341
356
727
510
496
898
666
606
1060
825
707
285
150
74.2
336
207
86.7
432
325
109
519
436
129
331
172
130
420
235
156
548
367
200
664
504
239
455
249
163
601
389
209
733
537
250
858
680
288
489
304
298
727
466
407
898
628
495
1060
794
576
270
140
56.7
318
197
66.2
407
315
83.4
488
421
98.5
318
155
102
403
217
121
524
352
155
634
490
185
445
229
126
584
371
162
709
523
194
825
667
223
489
272
246
727
431
331
898
598
402
1060
769
467
253
133
44.6
298
189
52.0
380
304
65.6
455
403
77.4
304
143
81.7
384
204
97.0
498
339
123
602
475
147
427
213
100
560
358
129
679
510
154
790
653
177
485
247
204
708
403
271
871
573
328
1020
748
381
217
122
29.6
255
174
34.5
324
276
43.5
384
357
51.3
274
127
55.2
342
185
65.2
443
316
83.1
533
442
99.1
390
193
67.8
509
336
86.6
615
485
103
713
618
118
455
211
143
658
363
188
807
534
227
943
710
263
182
113
21.0
212
159
24.6
268
242
30.9
316
304
36.5
242
116
39.6
298
171
46.7
383
291
59.5
459
400
70.9
349
179
48.5
453
317
62.0
545
454
74.0
630
569
84.9
422
188
104
602
335
136
737
502
165
859
670
191
150
104
15.7
175
143
18.3
219
206
23.1
258
254
27.2
209
108
29.8
255
159
35.1
326
264
44.7
389
353
53.2
306
169
36.4
395
297
46.5
474
415
55.5
545
510
63.7
386
172
79.6
543
313
103
662
472
125
770
625
144
123
94.9
12.2
144
125
14.2
180
174
17.9
211
211
21.1
179
101
23.2
216
148
27.3
275
236
34.7
327
306
41.4
265
159
28.3
341
274
36.2
407
371
43.2
467
448
49.5
349
160
62.5
483
294
81.3
587
440
98.1
681
575
113
103
85.0
9.73
120
109
11.3
150
147
14.3
175
177
16.8
153
95.0
18.6
183
135
21.8
232
208
27.8
276
264
33.1
228
150
22.7
292
249
28.9
349
328
34.5
398
390
39.6
311
151
50.3
425
276
65.3
515
406
78.8
596
522
91.2
86.8
75.5
7.94
100
94.6
9.26
125
125
11.7
146
149
13.7
130
88.6
15.2
156
123
17.9
197
182
22.7
234
228
27.1
197
141
18.5
251
223
23.6
299
287
28.2
341
338
32.4
276
143
41.3
373
259
53.6
450
372
64.7
520
470
74.8
D-11
Discuss me ...
Table 42
b
COMPRESSION
y
xo
CHANNELS
Centroid
cy
D
x
d
x
Shear centre
t
y
Mass
Dxb
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
300 x 100
* 8.0
29.5
10.0
36.2
12.0
42.7
15.0
51.9
* 8.0
35.8
* 10.0
44.1
12.0
52.2
15.0
63.7
* 8.0
42.1
* 10.0
52.0
* 12.0
61.6
15.0
75.6
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
810
757
810
1010
940
1010
1190
1110
1190
1440
1350
1440
869
840
869
1220
1170
1220
1450
1390
1450
1770
1700
1770
915
904
915
1330
1300
1330
1700
1660
1700
2100
2050
2100
810
699
745
1010
873
922
1190
1040
1080
1440
1280
1310
869
794
869
1220
1100
1200
1450
1310
1430
1770
1610
1740
915
866
915
1330
1240
1330
1700
1580
1700
2100
1950
2100
810
638
646
1010
808
796
1190
974
933
1440
1230
1130
869
744
804
1220
1030
1100
1450
1230
1300
1770
1530
1580
915
826
911
1330
1180
1290
1700
1500
1640
2100
1860
2020
810
578
539
1010
749
661
1190
923
773
1440
1190
928
869
691
727
1220
953
978
1450
1160
1160
1770
1460
1400
915
783
854
1330
1110
1200
1700
1410
1510
2100
1760
1860
810
524
439
1010
700
536
1190
882
625
1440
1160
748
869
636
644
1220
881
851
1450
1090
1000
1770
1400
1220
915
737
793
1330
1040
1100
1700
1330
1370
2100
1680
1680
810
479
355
1010
660
433
1190
849
504
1440
1140
601
869
583
560
1220
815
726
1450
1020
854
1770
1350
1030
915
688
727
1330
966
990
1700
1240
1230
2100
1600
1500
810
443
290
1010
628
352
1190
823
410
1440
1120
488
869
534
480
1220
758
614
1450
972
721
1770
1310
870
915
639
658
1330
898
881
1700
1160
1080
2100
1530
1320
776
392
200
960
581
243
1130
783
282
1360
1080
336
869
457
352
1220
670
442
1450
892
518
1760
1240
623
915
547
523
1330
780
679
1700
1040
820
2100
1420
996
728
359
145
899
549
176
1050
752
204
1270
1040
243
845
402
263
1160
610
328
1380
835
384
1670
1200
461
915
473
410
1330
690
523
1680
941
626
2070
1340
758
675
336
110
832
523
133
974
721
154
1170
998
184
805
363
203
1100
567
251
1300
793
294
1580
1150
352
901
417
324
1270
623
409
1610
871
487
1980
1270
589
620
319
86.3
761
500
104
889
689
121
1070
940
143
762
336
160
1030
535
198
1220
758
231
1480
1110
278
867
375
260
1220
574
326
1540
818
387
1890
1220
469
563
305
69.3
689
478
83.9
803
651
97.3
959
872
115
717
315
130
960
509
160
1130
728
187
1370
1070
224
831
344
213
1160
537
266
1460
777
315
1780
1170
381
507
292
56.9
619
454
68.8
720
609
79.8
856
798
94.8
670
299
107
888
488
131
1050
699
154
1260
1020
184
794
320
177
1100
508
220
1370
743
260
1680
1130
315
350 x 125
t
400 x 150
D-12
Discuss me ...
Table 43
y
COMPRESSION
D
b
x
x
y
d
t
Centroid and
shear centre
Mass
D x 2b
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
50 x 50
* 2.0
2.90
3.0
4.15
* 3.0
6.28
4.0
8.12
5.0
9.82
* 3.0
8.89
* 4.0
11.6
5.0
14.2
* 3.0
10.1
* 4.0
13.2
5.0
16.1
6.0
19.0
* 4.0
16.0
* 5.0
19.7
6.0
23.2
8.0
29.9
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
58.9
37.7
60.1
85.0
56.3
97.9
151
110
144
196
144
195
235
177
244
211
176
199
296
246
281
370
310
355
240
188
218
351
273
320
440
344
404
516
407
478
411
342
382
539
445
498
647
535
598
833
694
45.0
22.5
54.3
63.9
33.9
95.2
129
75.1
131
166
99.6
185
198
123
238
190
140
180
265
195
258
330
245
333
221
148
197
321
211
290
402
266
373
470
316
450
390
282
352
507
364
461
606
437
558
776
572
33.7
14.5
51.3
47.1
21.8
94.1
107
51.6
122
137
68.7
180
163
85.5
235
170
109
162
235
150
240
292
189
318
203
114
175
293
160
264
365
201
350
427
240
432
363
226
321
470
290
426
561
349
525
717
459
25.3
9.97
49.7
35.1
15.0
93.5
88.8
36.9
116
112
49.2
178
133
61.4
233
151
84.8
147
207
115
226
255
145
308
185
87.6
156
265
121
243
329
152
333
384
182
420
337
179
292
434
229
397
517
276
499
660
365
19.4
7.26
48.7
26.7
10.9
93.2
72.7
27.4
113
92.0
36.6
176
108
45.8
233
133
66.3
135
180
90.2
217
221
113
302
169
68.0
140
238
93.5
228
295
117
321
344
140
412
311
143
267
399
182
373
474
219
480
604
291
15.3
5.51
48.1
20.9
8.32
93.0
59.8
21.1
111
75.4
28.2
175
88.5
35.4
232
116
52.8
127
155
71.6
210
190
89.9
297
152
53.9
129
213
73.7
217
262
92.6
313
305
111
407
286
115
247
365
146
354
433
176
465
550
234
12.3
4.33
47.7
16.8
6.53
92.9
49.6
16.7
109
62.4
22.4
174
73.1
28.1
232
101
42.8
120
134
57.9
205
163
72.7
294
137
43.6
120
189
59.4
208
232
74.6
307
270
89.6
403
262
94.5
231
333
119
340
393
144
454
498
192
8.37
2.87
47.2
11.4
4.33
92.7
35.3
11.2
107
44.2
15.0
173
51.6
18.9
231
77.0
29.6
112
101
39.9
198
122
50.1
290
109
30.0
108
149
40.7
198
182
51.1
300
210
61.4
398
217
66.0
209
273
83.3
321
322
100
440
405
134
6.06
2.04
47.0
8.25
3.08
92.6
26.2
8.05
106
32.7
10.8
173
38.2
13.5
231
59.6
21.6
107
77.7
29.0
194
93.4
36.4
288
88.2
21.8
101
118
29.5
191
143
37.1
295
165
44.6
396
179
48.4
196
223
61.1
309
262
73.5
432
328
98.5
4.59
1.52
46.8
6.24
2.30
92.6
20.2
6.05
106
25.1
8.10
172
29.3
10.2
231
47.1
16.4
103
61.0
22.0
192
73.2
27.7
287
71.4
16.5
97.1
94.9
22.4
187
114
28.1
292
132
33.8
394
148
37.0
187
183
46.6
301
214
56.1
426
268
75.2
3.59
1.18
46.7
4.88
1.78
92.6
16.0
4.71
105
19.9
6.31
172
23.1
7.93
231
37.9
12.9
101
49.0
17.3
190
58.7
21.7
286
58.6
13.0
94.1
77.3
17.5
185
93.4
22.0
290
107
26.5
393
123
29.1
181
152
36.7
296
177
44.2
422
221
59.2
2.89
0.941
46.6
3.92
1.42
92.5
12.9
3.77
105
16.1
5.05
172
18.7
6.35
231
31.2
10.4
100
40.2
13.9
189
48.1
17.5
285
48.8
10.5
92.1
64.0
14.1
183
77.2
17.7
289
88.8
21.3
392
103
23.5
177
127
29.6
293
148
35.7
420
185
47.8
2.37
0.768
46.6
3.22
1.16
92.5
10.7
3.09
105
13.3
4.14
172
15.5
5.20
231
26.0
8.54
99.1
33.5
11.5
188
40.0
14.4
284
41.1
8.60
90.6
53.8
11.6
181
64.8
14.5
288
74.4
17.5
391
88.3
19.4
174
108
24.4
290
125
29.4
418
156
39.4
Pcz
775
738
713
697
687
679
674
667
664
661
660
659
658
75 x 70
100 x 100
t
125 x 100
150 x 120
D-13
y
Discuss me ...
D
b
x
x
y
d
t
Centroid and
shear centre
Mass
D x 2b
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
175 x 120
* 5.0
21.7
6.0
25.6
8.0
33.1
10.0
40.1
* 5.0
26.0
* 6.0
30.8
8.0
40.0
10.0
48.7
* 6.0
33.2
8.0
43.2
10.0
52.7
12.0
61.7
* 6.0
40.3
* 8.0
52.7
10.0
64.5
12.0
75.9
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
594
482
548
713
578
658
921
754
853
1120
921
1040
652
582
625
836
739
797
1120
987
1060
1360
1210
1290
896
784
854
1200
1050
1140
1470
1290
1400
1720
1520
1630
963
929
953
1430
1360
1400
1800
1710
1760
2110
2020
575
389
505
687
467
610
885
613
806
1070
753
1000
652
502
588
831
634
749
1100
847
1000
1340
1040
1230
896
668
802
1200
897
1080
1470
1100
1330
1720
1300
1570
963
840
914
1430
1230
1340
1800
1540
1690
2110
1820
539
306
462
643
368
567
827
485
772
995
601
976
619
426
550
786
534
701
1040
714
951
1260
881
1190
862
559
747
1150
750
1020
1400
927
1270
1630
1100
1520
960
755
874
1410
1090
1280
1760
1380
1620
2070
1630
504
239
423
601
287
532
771
381
748
926
475
961
587
356
510
743
444
655
983
594
908
1190
735
1150
820
460
693
1090
618
963
1330
767
1220
1550
913
1480
922
673
832
1350
967
1220
1680
1220
1550
1970
1440
470
188
391
559
226
504
717
301
732
859
376
951
556
296
472
701
366
612
925
490
873
1120
609
1130
779
377
643
1040
506
918
1260
631
1190
1460
754
1460
885
595
789
1290
847
1160
1610
1070
1490
1880
1270
436
150
366
519
181
483
663
241
720
793
302
945
525
246
437
660
303
576
869
406
845
1050
505
1110
739
310
598
980
417
882
1190
520
1170
1380
624
1450
849
522
746
1230
737
1110
1530
927
1440
1800
1100
404
122
347
479
147
468
611
196
711
729
247
941
495
206
407
619
252
545
813
338
823
981
422
1100
699
257
561
926
346
853
1120
432
1150
1300
520
1430
813
457
703
1170
640
1060
1460
804
1400
1710
960
342
84.8
320
404
102
446
513
136
701
609
172
935
436
148
361
541
180
500
707
242
793
849
303
1080
622
183
505
820
246
811
990
308
1120
1150
372
1420
743
350
625
1060
485
975
1320
609
1330
1540
729
287
61.9
304
339
74.6
433
428
100
694
506
126
932
380
110
330
468
134
470
608
180
773
728
226
1070
549
136
469
719
182
785
866
229
1110
999
277
1410
676
272
563
955
373
913
1180
469
1290
1380
563
241
47.2
294
283
56.8
425
357
76.3
690
421
96.3
930
330
85.4
309
403
103
450
521
139
760
622
174
1060
481
104
444
627
140
767
753
176
1100
866
213
1400
610
215
516
853
294
868
1050
370
1250
1220
444
203
37.1
287
238
44.7
419
299
60.0
687
352
75.8
929
286
67.8
295
346
82.2
436
446
110
751
531
138
1060
420
83.0
427
545
111
755
653
140
1090
750
169
1400
548
174
480
759
237
835
931
298
1230
1080
358
172
29.9
282
202
36.0
415
253
48.4
686
297
61.2
928
248
55.1
284
299
66.7
426
383
89.5
745
456
112
1050
367
67.3
415
474
90.3
746
567
113
1080
650
137
1400
491
143
454
673
194
811
823
244
1210
954
294
147
24.6
278
172
29.7
413
216
39.9
684
253
50.4
928
215
45.6
276
259
55.2
419
331
74.0
741
393
93.0
1050
321
55.6
406
414
74.7
740
494
94.0
1080
565
113
1400
439
119
434
597
162
792
728
204
1200
842
245
Pcz
2070
1980
1910
1850
1800
1760
1730
1680
1650
1630
1610
1600
1590
200 x 150
t
225 x 150
250 x 200
D-14
y
Discuss me ...
D
b
x
x
y
d
t
Centroid and
shear centre
Mass
D x 2b
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
300 x 200
* 8.0
59.0
10.0
72.4
12.0
85.4
15.0
103
* 8.0
71.6
* 10.0
88.2
12.0
104
15.0
127
* 8.0
84.3
* 10.0
104
* 12.0
123
15.0
151
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
1590
1500
1570
2020
1900
1980
2380
2250
2330
2890
2740
2820
1710
1710
1710
2400
2370
2390
2910
2870
2900
3550
3510
3530
1810
1810
1810
2610
2610
2610
3350
3350
3350
4210
4210
4210
1590
1340
1500
2020
1700
1890
2380
2010
2230
2890
2460
2710
1710
1580
1670
2400
2170
2310
2910
2630
2800
3550
3230
3410
1810
1750
1800
2610
2500
2570
3350
3180
3290
4210
4000
4120
1590
1190
1430
2020
1500
1800
2380
1780
2140
2890
2190
2630
1710
1450
1610
2400
1990
2230
2910
2410
2700
3550
2960
3300
1810
1640
1750
2610
2330
2500
3350
2960
3190
4210
3720
4000
1550
1040
1350
1960
1310
1720
2300
1560
2060
2780
1930
2550
1710
1320
1550
2400
1810
2150
2900
2180
2600
3530
2690
3200
1810
1540
1700
2610
2170
2430
3350
2750
3090
4210
3460
3890
1500
903
1280
1880
1140
1650
2210
1360
1990
2680
1680
2500
1680
1200
1490
2320
1630
2060
2810
1970
2510
3420
2430
3110
1810
1440
1660
2610
2010
2360
3320
2540
3000
4170
3190
3780
1440
779
1210
1810
982
1580
2130
1170
1930
2570
1460
2450
1630
1090
1430
2250
1460
1980
2720
1770
2420
3310
2180
3030
1790
1340
1610
2550
1860
2280
3230
2340
2900
4050
2940
3670
1390
671
1140
1740
846
1510
2040
1010
1880
2470
1260
2420
1590
978
1370
2180
1300
1890
2630
1580
2340
3200
1950
2960
1750
1240
1560
2480
1710
2200
3150
2140
2810
3940
2690
3570
1280
502
1030
1600
632
1410
1880
758
1800
2260
948
2370
1490
784
1240
2040
1030
1740
2460
1250
2190
2980
1550
2840
1660
1050
1450
2350
1430
2040
2970
1780
2620
3720
2230
3390
1180
384
943
1470
484
1340
1720
581
1750
2060
728
2340
1400
630
1130
1900
820
1610
2290
990
2070
2780
1230
2760
1580
886
1340
2230
1190
1890
2810
1470
2450
3500
1840
3240
1070
301
880
1340
379
1290
1560
456
1710
1870
573
2320
1310
510
1030
1770
659
1500
2120
796
1980
2570
994
2700
1500
745
1230
2100
985
1750
2640
1210
2300
3290
1520
3120
976
242
833
1210
304
1250
1410
366
1680
1690
460
2310
1230
419
954
1640
538
1420
1960
650
1910
2370
813
2650
1430
629
1130
1980
824
1630
2480
1010
2180
3080
1270
3020
885
198
799
1090
249
1220
1270
300
1670
1520
377
2300
1140
348
891
1520
446
1360
1810
539
1860
2180
674
2620
1350
534
1040
1860
695
1530
2320
850
2080
2880
1070
2940
800
165
773
985
207
1200
1150
250
1650
1370
315
2290
1060
294
842
1390
375
1310
1660
453
1820
2000
567
2590
1280
457
970
1750
592
1450
2170
722
2000
2680
908
2880
350 x 250
t
400 x 300
D-15
Discuss me ...
Table 44
y
COMPRESSION
u
v
uo
Centroid
d
x
cx
EQUAL ANGLES
x
cy
u
t
v
y
d
Shear centre
Mass
dxd
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
50 x 50
* 5.0
3.54
6.0
4.15
8.0
5.27
10.0
6.26
* 6.0
6.52
* 8.0
8.43
10.0
10.2
12.0
11.9
* 8.0
11.6
* 10.0
14.2
12.0
16.6
15.0
20.0
* 8.0
14.1
* 10.0
17.3
* 12.0
20.4
15.0
24.8
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
77.8
76.6
45.7
93.9
96.3
51.7
117
125
58.6
137
149
60.8
147
122
120
225
202
171
273
256
199
316
304
221
263
220
244
375
328
333
462
418
400
557
522
468
281
226
281
405
344
395
540
475
514
689
633
641
55.0
65.4
24.2
65.0
80.8
26.9
80.5
104
29.8
93.0
123
30.4
128
118
83.1
190
191
108
230
239
122
265
281
131
254
216
197
352
320
255
429
406
296
515
502
336
281
223
247
405
339
337
535
468
426
676
620
517
37.1
51.3
14.6
43.3
62.3
16.1
53.3
79.7
17.8
61.2
94.1
18.0
106
109
55.4
151
172
69.3
181
214
77.6
207
251
82.4
228
209
147
311
306
182
375
385
206
448
473
229
268
220
207
376
332
271
488
455
330
614
599
388
25.9
38.9
9.68
30.1
46.5
10.7
36.9
59.1
11.7
42.2
69.4
11.9
84.8
98.6
38.4
115
149
47.3
138
184
52.6
157
216
55.6
199
199
108
265
286
130
316
357
146
376
437
160
247
214
166
341
322
210
437
437
248
544
570
286
18.9
29.6
6.88
21.9
35.1
7.58
26.8
44.3
8.32
30.6
51.9
8.40
66.6
85.7
28.0
88.8
125
34.1
105
154
37.9
119
179
39.9
169
185
81.5
219
261
96.7
259
323
107
307
394
117
224
207
131
303
307
162
381
412
188
471
534
214
14.3
23.0
5.15
16.6
27.1
5.66
20.3
34.1
6.21
23.2
39.8
6.26
52.7
72.9
21.2
69.2
103
25.7
82.2
126
28.5
93.3
146
30.0
141
169
62.8
180
233
73.9
211
286
81.9
249
348
89.2
199
198
104
264
289
127
326
383
146
399
492
165
11.2
18.2
3.99
13.0
21.5
4.39
15.9
26.9
4.81
18.1
31.4
4.84
42.3
61.6
16.6
55.2
85.4
20.1
65.4
104
22.2
74.2
120
23.4
118
152
49.7
148
205
58.2
173
249
64.4
204
302
70.0
174
187
84.3
227
268
101
277
350
116
336
446
131
7.42
12.2
2.60
8.57
14.3
2.86
10.5
17.9
3.13
12.0
20.9
3.14
28.8
44.3
10.9
37.2
59.8
13.2
44.0
72.4
14.6
49.9
83.5
15.3
83.8
119
33.2
103
155
38.7
120
186
42.7
141
224
46.3
132
161
57.5
167
223
68.6
200
282
77.9
241
354
87.6
5.26
8.72
1.83
6.07
10.2
2.01
7.42
12.7
2.19
8.46
14.8
2.21
20.7
32.9
7.76
26.7
43.6
9.32
31.6
52.6
10.3
35.8
60.6
10.8
61.6
92.7
23.7
75.5
118
27.5
87.5
140
30.3
102
168
32.8
100
134
41.5
125
180
49.3
148
223
55.7
178
277
62.6
3.92
6.52
1.36
4.53
7.62
1.49
5.53
9.51
1.63
6.30
11.1
1.63
15.6
25.1
5.78
20.0
33.1
6.93
23.7
39.8
7.66
26.8
45.8
8.04
46.9
72.9
17.8
57.3
91.8
20.6
66.3
108
22.6
77.8
129
24.5
78.0
111
31.3
96.7
145
37.0
114
178
41.8
136
219
46.9
3.04
5.06
1.05
3.50
5.90
1.15
4.28
7.37
1.25
4.88
8.56
1.26
12.2
19.8
4.48
15.6
25.9
5.36
18.4
31.1
5.92
20.9
35.8
6.21
36.9
58.4
13.8
44.9
72.9
16.0
51.9
85.8
17.6
60.9
102
19.0
62.0
92.2
24.4
76.5
118
28.9
90.1
143
32.5
107
175
36.4
2.42
4.04
0.830
2.79
4.71
0.910
3.41
5.87
0.994
3.89
6.83
0.997
9.77
15.9
3.57
12.5
20.8
4.27
14.8
25.0
4.71
16.7
28.7
4.94
29.7
47.6
11.0
36.1
59.2
12.7
41.7
69.4
14.0
48.9
83.0
15.1
50.4
76.8
19.6
62.0
97.8
23.1
72.8
117
26.0
86.8
143
29.1
1.98
3.30
0.675
2.28
3.84
0.740
2.78
4.79
0.808
3.17
5.57
0.811
8.01
13.1
2.91
10.2
17.0
3.48
12.1
20.5
3.84
13.7
23.5
4.02
24.5
39.5
9.01
29.7
48.9
10.4
34.3
57.3
11.4
40.2
68.3
12.3
41.7
64.7
16.0
51.1
81.8
18.9
60.0
97.7
21.3
71.5
118
23.8
75 x 75
t
100 x 100
120 x 120
D-16
Discuss me ...
Table 44
y
COMPRESSION
u
v
uo
Centroid
d
x
cx
EQUAL ANGLES
x
cy
u
t
v
y
d
Shear centre
Mass
dxd
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
150 x 150
* 8.0
17.9
* 10.0
22.1
* 12.0
26.1
* 15.0
31.9
* 8.0
24.2
* 10.0
30.0
* 12.0
35.6
* 15.0
43.7
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
301
227
301
439
355
439
592
502
592
844
747
844
324
218
324
479
356
479
655
518
655
949
797
949
301
224
296
439
352
419
592
497
550
844
739
751
324
214
324
479
351
479
655
512
655
949
789
949
301
222
269
439
348
374
590
491
481
822
728
635
324
212
324
479
348
475
655
508
634
949
784
890
295
219
239
420
343
323
553
483
405
763
712
516
324
210
311
479
345
444
655
504
588
949
777
812
279
216
207
393
337
272
514
472
332
699
689
410
324
209
291
479
343
411
651
500
537
922
769
726
262
212
176
365
329
226
471
457
270
631
661
327
324
207
271
467
340
376
625
495
482
879
759
637
244
208
148
334
319
187
426
439
221
561
627
265
312
205
249
449
336
339
596
489
427
832
747
552
205
195
106
273
293
131
339
394
153
433
547
181
289
201
203
409
328
267
535
473
327
732
713
409
168
179
79.1
218
260
96.5
266
342
111
333
462
131
263
196
163
365
316
208
469
451
251
627
668
308
136
161
60.5
174
227
73.4
210
291
84.8
261
384
98.9
235
190
130
319
301
164
404
423
196
527
614
238
112
142
47.7
141
195
57.6
169
246
66.4
208
318
77.2
207
182
106
276
283
132
344
391
156
441
554
188
92.7
124
38.5
116
167
46.4
138
208
53.3
169
266
62.0
181
173
87.2
237
263
108
292
356
127
371
495
153
77.7
108
31.7
96.9
144
38.1
115
177
43.8
140
224
50.8
158
163
72.7
204
242
89.8
249
322
105
314
439
126
200 x 200
t
D-17
Discuss me ...
Table 45
y
COMPRESSION
d
xo
x
x
Centroid
d
t
cy
Shear
centre
y
Mass
2d x d
mm
100 x 50
150 x 75
200 x 100
240 x 120
t
per
for
Metre
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
* 5.0
7.08
6.0
8.30
8.0
10.5
10.0
12.5
* 6.0
13.0
* 8.0
16.9
10.0
20.4
12.0
23.7
* 8.0
23.2
* 10.0
28.3
12.0
33.2
15.0
40.0
* 8.0
28.2
* 10.0
34.6
* 12.0
40.8
15.0
49.5
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
149
157
124
183
199
150
235
260
188
283
314
220
274
245
250
423
407
378
518
518
458
604
617
529
517
438
484
728
652
674
895
834
823
1080
1040
988
562
447
546
810
682
773
1080
942
1020
1380
1260
1290
119
140
87.7
145
174
104
188
228
129
229
276
149
242
240
208
368
394
305
452
497
368
530
586
423
473
434
426
661
645
585
812
823
709
986
1030
849
535
444
496
759
677
696
1000
935
906
1270
1250
1140
92.5
114
61.4
112
140
72.2
147
186
89.1
181
229
102
211
229
169
317
366
240
390
458
288
459
540
330
430
427
370
597
630
499
733
797
601
892
985
717
498
441
448
703
670
621
922
924
800
1170
1230
1000
71.5
88.7
44.3
86.9
108
51.8
114
144
63.8
141
180
73.2
182
211
135
268
326
187
332
408
224
392
483
256
389
414
317
535
601
420
656
754
501
801
928
596
463
435
402
648
659
549
846
902
699
1080
1190
868
55.9
68.3
33.2
67.8
83.3
38.6
89.9
111
47.5
111
139
54.4
155
187
108
225
280
147
280
352
175
332
419
200
349
394
269
476
560
350
582
697
416
713
860
493
428
428
357
595
641
481
771
866
605
980
1130
746
44.4
53.4
25.7
53.8
64.9
29.8
71.6
87.1
36.6
89.4
109
41.9
132
162
88.2
189
236
117
235
297
140
280
355
159
311
366
228
420
511
292
513
632
345
631
783
408
394
416
316
543
613
419
700
818
520
888
1060
638
36.0
42.5
20.4
43.6
51.6
23.7
58.1
69.4
29.0
72.7
87.4
33.2
112
138
72.4
159
197
95.9
198
248
113
237
298
129
276
333
193
370
457
245
450
563
288
556
701
340
361
399
278
493
577
364
631
760
447
801
981
546
24.8
28.6
13.7
30.0
34.6
15.9
40.2
46.5
19.5
50.5
58.8
22.3
83.1
100
50.8
115
140
66.5
144
176
78.9
173
212
89.5
217
266
141
285
354
177
347
434
207
430
543
244
300
352
215
403
491
276
510
632
334
645
811
404
18.1
20.4
9.87
21.9
24.7
11.4
29.3
33.2
14.0
36.9
42.0
16.0
62.9
74.5
37.4
87.1
102
48.6
108
129
57.6
130
156
65.3
171
208
107
223
273
132
271
333
154
337
418
181
248
298
168
329
404
212
411
510
255
520
652
307
13.8
15.3
7.42
16.6
18.5
8.58
22.3
24.9
10.5
28.1
31.5
12.0
49.0
57.0
28.6
67.5
78.1
37.0
84.5
98.3
43.8
101
118
49.7
137
165
83.3
177
213
102
215
259
119
268
326
140
205
248
133
269
329
167
334
410
200
422
522
240
10.8
11.9
5.79
13.1
14.3
6.69
17.5
19.3
8.18
22.1
24.4
9.33
39.2
44.9
22.5
53.7
61.2
29.1
67.3
77.0
34.4
81.0
93.0
39.0
111
132
66.4
143
170
81.6
174
206
94.7
217
259
111
171
205
108
223
269
135
275
333
160
347
422
192
8.71
9.48
4.64
10.5
11.4
5.36
14.1
15.4
6.55
17.8
19.5
7.47
32.0
36.2
18.2
43.7
49.2
23.4
54.8
61.9
27.7
66.0
74.8
31.4
92.5
108
54.2
118
138
66.3
143
167
76.9
179
210
90.3
144
171
89.3
186
222
111
229
273
131
289
346
157
7.17
7.74
3.80
8.65
9.34
4.39
11.6
12.6
5.36
14.7
15.9
6.11
26.6
29.8
15.0
36.2
40.4
19.3
45.5
50.8
22.8
54.8
61.4
25.9
77.7
89.7
45.0
99.4
114
54.9
120
138
63.6
150
174
74.7
122
144
74.8
158
186
92.7
194
228
109
244
288
130
see Section 8.4.2.
D-18
Discuss me ...
Table 45
y
COMPRESSION
d
xo
x
x
Centroid
d
t
cy
Shear
centre
y
Mass
2d x d
mm
300 x 150
400 x 200
t
per
for
Metre
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
* 8.0
35.8
* 10.0
44.1
* 12.0
52.2
* 15.0
63.7
* 8.0
48.5
* 10.0
59.9
* 12.0
71.1
* 15.0
87.4
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
603
448
603
879
702
879
1190
992
1180
1690
1480
1660
649
430
649
959
702
959
1310
1020
1310
1900
1570
1900
603
443
575
872
697
822
1160
986
1090
1640
1470
1520
649
422
649
959
692
959
1310
1010
1310
1900
1560
1860
575
441
536
824
693
760
1100
980
1000
1540
1460
1380
649
418
634
959
688
920
1310
1010
1240
1870
1550
1760
545
438
498
779
689
701
1030
972
916
1440
1440
1250
639
416
605
931
685
874
1260
1000
1170
1790
1550
1650
517
435
461
734
683
643
969
961
832
1350
1420
1120
617
414
577
896
682
830
1210
997
1110
1710
1540
1550
489
431
425
690
674
586
907
944
752
1250
1380
1000
596
413
550
862
679
786
1160
992
1040
1640
1530
1450
461
426
390
647
662
532
846
919
676
1160
1330
890
575
411
523
829
675
743
1110
986
979
1560
1520
1350
407
411
325
564
623
434
729
846
542
987
1190
699
534
407
471
763
666
660
1010
969
858
1420
1480
1170
356
386
269
487
566
353
622
750
435
832
1030
552
494
402
421
699
653
580
921
942
745
1280
1410
994
310
352
223
418
500
289
529
648
352
700
871
443
454
394
373
637
634
507
832
901
643
1140
1320
845
269
313
186
359
433
239
451
552
289
591
731
360
416
384
330
578
607
442
749
846
554
1020
1210
720
234
275
157
309
373
200
385
470
240
502
614
298
380
371
291
522
573
385
671
780
478
902
1090
615
203
241
133
267
321
169
332
401
203
430
520
250
346
354
256
471
532
336
601
711
415
801
977
530
see Section 8.4.2.
D-19
Discuss me ...
y
TENSION
Table 46
u
v
uo
Centroid
d
x
cx
EQUAL ANGLES
x
cy
u
v
y
d
TENSION CAPACITY FOR GRADE 1.4401 (316) and 1.4404 (316L)
dxd
t
Mass
Radius of
Gross
Weld
Holes Deducted
Equivalent
Tension
per
Gyration
Area
or
From Angle
Tension
Capacity
Metre
v-v axis
mm
mm
kg
cm
Bolt
50 x 50
5.0
3.54
0.892
cm
4.48
50 x 50
6.0
4.15
0.861
5.25
50 x 50
8.0
5.27
0.797
6.67
50 x 50
10.0
6.26
0.732
7.93
75 x 75
6.0
6.52
1.38
8.25
75 x 75
8.0
8.43
1.32
10.7
75 x 75
10.0
10.2
1.26
12.9
75 x 75
12.0
11.9
1.20
15.0
100 x 100
8.0
11.6
1.84
14.7
100 x 100
10.0
14.2
1.78
17.9
100 x 100
12.0
16.6
1.72
21.0
100 x 100
15.0
20.0
1.63
25.3
120 x 120
8.0
14.1
2.25
17.9
120 x 120
10.0
17.3
2.20
21.9
120 x 120
12.0
20.4
2.14
25.8
120 x 120
15.0
24.8
2.05
31.3
150 x 150
8.0
17.9
2.87
22.7
150 x 150
10.0
22.1
2.82
27.9
2
No.
Size
Weld
M12
Weld
M12
Weld
M12
Weld
M12
Weld
M16
M20
Weld
M16
M20
Weld
M16
M20
Weld
M16
M20
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M20
M24
Weld
M20
M20
M24
D-20
0
1
0
1
0
1
0
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
2
1
0
1
2
1
Diameter
Area
mm
cm
3.89
3.21
4.58
3.79
5.87
4.89
7.05
5.90
7.13
5.98
5.69
9.27
7.81
7.42
11.3
9.55
9.07
13.2
11.2
10.6
12.7
10.8
10.4
15.5
13.3
12.8
18.3
15.7
15.2
22.2
19.2
18.5
15.4
13.5
13.2
18.9
16.7
16.2
22.4
19.8
19.2
27.3
24.3
23.6
19.5
17.3
15.5
17.2
24.0
21.5
19.2
21.3
13
13
13
13
18
22
18
22
18
22
18
22
22
26
22
26
22
26
22
26
22
26
22
26
22
26
22
26
22
22
26
22
22
26
2
kN
85.5
70.6
100
83.4
129
107
155
129
156
131
125
203
171
163
248
210
199
290
246
234
278
238
229
342
293
282
402
346
333
489
422
406
338
297
289
416
367
357
492
436
423
601
534
518
428
381
341
379
529
472
422
469
Shear centre
t
Discuss me ...
y
TENSION
Table 46
u
v
uo
Centroid
d
x
cx
EQUAL ANGLES
x
cy
u
v
y
d
dxd
t
Mass
Radius of
Gross
Weld
Holes Deducted
Equivalent
Tension
per
Gyration
Area
or
From Angle
Tension
Capacity
Metre
v-v axis
mm
mm
kg
cm
Bolt
150 x 150
12.0
26.1
2.76
cm
33.0
150 x 150
15.0
31.9
2.67
40.3
200 x 200
8.0
24.2
3.90
30.7
200 x 200
10.0
30.0
3.85
37.9
200 x 200
12.0
35.6
3.79
45.0
200 x 200
15.0
43.7
3.71
55.3
2
No.
Size
Weld
M20
M20
M24
Weld
M20
M20
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
D-21
0
1
2
1
0
1
2
1
0
3
1
2
0
3
1
2
0
3
1
2
0
3
1
2
Diameter
Area
mm
cm
28.5
25.5
22.8
25.4
35.0
31.4
28.0
31.2
26.3
20.2
23.3
21.5
32.5
25.0
29.0
26.7
38.7
29.8
34.5
31.8
47.7
36.8
42.7
39.3
22
22
26
22
22
26
22
26
26
22
26
26
22
26
26
22
26
26
2
kN
627
561
500
557
769
691
615
687
577
444
513
473
716
550
637
587
851
655
759
700
1050
809
938
864
Shear centre
t
y
Discuss me ...
TENSION
Table 47
d
xo
TWO EQUAL ANGLES
BACK TO BACK
x
x
Centroid
d
t
cy
Shear
centre
y
2d x d
t
Mass
Radius of
Gross
Weld
Holes Deducted
Gusset Between
per
Gyration
Area
or
From Angle
Angles
Metre
Axis
Axis
Bolt
x-x
y-y
mm
mm
kg
cm
cm
100 x 50
5.0
7.08
2.17
1.55
cm
8.96
100 x 50
6.0
8.30
2.20
1.53
10.5
100 x 50
8.0
10.5
2.26
1.50
13.3
100 x 50
10.0
12.5
2.34
1.47
15.9
150 x 75
6.0
13.0
3.21
2.34
16.5
150 x 75
8.0
16.9
3.27
2.31
21.3
150 x 75
10.0
20.4
3.33
2.28
25.9
150 x 75
12.0
23.7
3.40
2.25
30.0
200 x 100
8.0
23.2
4.28
3.12
29.3
200 x 100
10.0
28.3
4.33
3.09
35.9
200 x 100
12.0
33.2
4.40
3.06
42.0
200 x 100
15.0
40.0
4.49
3.02
50.7
240 x 120
8.0
28.2
5.09
3.77
35.7
240 x 120
10.0
34.6
5.14
3.74
43.9
240 x 120
12.0
40.8
5.20
3.71
51.6
240 x 120
15.0
49.5
5.29
3.67
62.7
300 x 150
8.0
35.8
6.31
4.74
45.3
300 x 150
10.0
44.1
6.36
4.71
55.9
No.
Diameter
Size
2
mm
Weld
M12
Weld
M12
Weld
M12
Weld
M12
Weld
M16
M20
Weld
M16
M20
Weld
M16
M20
Weld
M16
M20
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M20
M24
Weld
M20
M20
M24
0
1
0
1
0
1
0
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
2
1
0
1
2
1
13
13
13
13
18
22
18
22
18
22
18
22
22
26
22
26
22
26
22
26
22
26
22
26
22
26
22
26
22
22
26
22
22
26
D-22
Gusset On Back
of Angles
Equivalent
Tension
Equivalent
Tension
Tension Area
Capacity
Tension Area
Capacity
kN
cm
7.77
6.42
9.16
7.58
11.7
9.78
14.1
11.8
14.3
12.0
11.4
18.5
15.6
14.8
22.6
19.1
18.1
26.4
22.4
21.3
25.3
21.6
20.9
31.1
26.6
25.7
36.6
31.5
30.3
44.5
38.4
37.0
30.8
27.1
26.3
37.9
33.4
32.5
44.8
39.6
38.5
54.7
48.6
47.2
38.9
34.7
31.0
34.5
48.1
42.9
38.4
42.7
2
cm
8.37
7.41
9.83
8.71
12.5
11.1
15.0
13.3
15.4
13.8
13.3
19.9
18.0
17.2
24.2
21.8
20.9
28.2
25.4
24.3
27.3
25.0
24.2
33.5
30.6
29.7
39.3
36.0
34.8
47.6
43.6
42.1
33.3
31.2
30.5
40.9
38.4
37.5
48.2
45.3
44.2
58.7
55.3
53.8
42.1
40.0
36.4
39.8
52.0
49.4
44.8
49.2
184
163
216
191
275
244
329
291
338
304
291
438
394
378
532
480
458
620
559
534
601
549
532
736
673
652
865
791
766
1050
958
927
731
686
670
899
845
823
1060
997
972
1290
1220
1180
927
880
799
875
1140
1090
986
1080
2
kN
171
141
201
166
258
215
310
259
313
263
250
407
343
326
497
420
399
581
493
468
557
476
459
684
586
565
805
692
667
978
845
813
677
595
579
833
735
714
985
872
846
1200
1070
1040
856
762
682
758
1060
944
844
939
y
Discuss me ...
TENSION
Table 47
d
xo
TWO EQUAL ANGLES
BACK TO BACK
x
x
Centroid
d
t
cy
Shear
centre
y
2d x d
t
Mass
Radius of
Gross
Weld
Holes Deducted
Gusset Between
per
Gyration
Area
or
From Angle
Angles
Metre
Axis
Axis
Bolt
x-x
y-y
mm
mm
kg
cm
cm
300 x 150
12.0
52.2
6.42
4.68
cm
66.0
300 x 150
15.0
63.7
6.50
4.64
80.7
400 x 200
8.0
48.5
8.35
6.35
61.3
400 x 200
10.0
59.9
8.40
6.32
75.9
400 x 200
12.0
71.1
8.45
6.30
90.0
400 x 200
15.0
87.4
8.53
6.26
110
No.
Diameter
Size
2
mm
Weld
M20
M20
M24
Weld
M20
M20
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
0
1
2
1
0
1
2
1
0
3
1
2
0
3
1
2
0
3
1
2
0
3
1
2
22
22
26
22
22
26
22
26
26
22
26
26
22
26
26
22
26
26
D-23
Gusset On Back
of Angles
Equivalent
Tension
Equivalent
Tension
Tension Area
Capacity
Tension Area
Capacity
kN
cm
57.0
51.0
45.5
50.7
70.0
62.8
56.0
62.5
52.5
40.4
46.7
43.1
65.1
50.1
57.9
53.4
77.4
59.6
69.0
63.6
95.5
73.6
85.3
78.6
2
cm
61.5
58.5
53.1
58.2
75.3
71.8
64.9
71.4
56.9
47.7
54.0
50.4
70.5
59.1
66.9
62.4
83.7
70.1
79.5
74.1
103
86.2
98.0
91.3
1350
1290
1170
1280
1660
1580
1430
1570
1250
1050
1190
1110
1550
1300
1470
1370
1840
1540
1750
1630
2270
1900
2160
2010
2
kN
1250
1120
1000
1120
1540
1380
1230
1370
1160
888
1030
947
1430
1100
1270
1180
1700
1310
1520
1400
2100
1620
1880
1730
Discuss me ...
Table 48
BENDING
y
SUBJECT TO BENDING
D x
x
y
MOMENT AND SHEAR CAPACITY FOR GRADE 1.4401 (316) and 1.4404 (316L)
Section
Moment
Second Moment
Shear
per
Classification
Capacity
Of Area
Capacity
Metre
Mc
Ix , Iy
kg
kNm
t
mm
mm
21.3
1.0
1.2
1.6
2.0
2.3
1.0
1.6
2.0
2.5
3.2
1.0
1.6
2.0
2.6
3.2
1.0
1.6
2.0
2.6
3.2
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
0.50
0.60
0.78
0.96
1.08
0.81
1.27
1.57
1.94
2.42
1.03
1.62
2.01
2.57
3.11
1.17
1.85
2.30
2.95
3.58
1.47
2.33
2.89
3.72
4.53
5.59
6.86
1.86
2.96
3.68
4.74
5.79
7.16
8.82
2.18
3.47
4.31
5.57
6.81
8.43
10.4
2.50
3.97
4.94
6.39
7.81
9.69
12.0
33.7
42.4
48.3
Mass
D
60.3
76.1
88.9
101.6
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Semi-compact
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Semi-compact
Compact
Plastic
Plastic
Plastic
Plastic
Plastic
Semi-compact
Compact
Compact
Plastic
Plastic
Plastic
Plastic
0.0816
0.0952
0.120
0.141
0.156
0.215
0.326
0.394
0.470
0.565
0.347
0.532
0.646
0.805
0.949
0.454
0.700
0.854
1.07
1.27
0.717
1.11
1.36
1.72
2.05
2.47
2.93
0.962
1.80
2.22
2.82
3.38
4.10
4.92
1.32
2.48
3.06
3.90
4.70
5.72
6.91
1.73
3.27
4.03
5.15
6.23
7.60
9.22
4
cm
0.329
0.384
0.484
0.571
0.629
1.37
2.08
2.51
3.00
3.60
2.79
4.27
5.19
6.46
7.62
4.16
6.41
7.81
9.78
11.6
8.19
12.7
15.6
19.7
23.5
28.2
33.5
16.6
26.0
32.0
40.6
48.8
59.1
70.9
26.7
41.8
51.6
65.7
79.2
96.3
116
40.0
62.8
77.6
99.1
119
146
177
D-24
t
Pv
kN
5.05
6.00
7.84
9.60
10.9
8.14
12.8
15.8
19.4
24.3
10.3
16.2
20.1
25.7
31.2
11.8
18.6
23.0
29.6
35.9
14.8
23.4
29.0
37.3
45.5
56.0
68.8
18.7
29.7
36.9
47.5
58.0
71.8
88.5
21.9
34.8
43.2
55.8
68.2
84.5
104
25.0
39.8
49.6
64.0
78.3
97.1
120
Discuss me ...
Table 48
BENDING
y
SUBJECT TO BENDING
D x
x
y
Section
Moment
Second Moment
Shear
per
Classification
Capacity
Of Area
Capacity
Metre
Mc
Ix , Iy
kg
kNm
cm
kN
Semi-compact
2.62
68.2
33.8
4.48
Semi-compact
3.46
90.0
44.9
2.0
5.57
Compact
5.14
111
55.9
2.6
7.21
Plastic
6.58
142
72.3
3.2
8.82
Plastic
7.97
172
88.5
4.0
10.9
Plastic
211
109
5.0
1.2
1.6
2.0
2.6
3.2
4.0
5.0
1.6
2.0
2.6
3.2
4.0
5.0
2.0
2.6
3.2
4.0
5.0
2.6
3.2
4.0
5.0
13.6
4.12
5.48
6.84
8.85
10.8
13.5
16.7
6.62
8.25
10.7
13.1
16.3
20.3
10.8
14.0
17.1
21.4
26.6
17.4
21.4
26.7
33.3
Plastic
Semi-compact
Semi-compact
Compact
Compact
Plastic
Plastic
Plastic
Semi-compact
Semi-compact
Compact
Compact
Plastic
Plastic
Semi-compact
Semi-compact
Compact
Compact
Plastic
Semi-compact
Semi-compact
Compact
Compact
9.75
11.9
3.94
5.21
7.75
9.95
12.1
14.8
18.2
7.61
9.44
14.6
17.7
21.9
26.9
16.1
20.8
30.5
37.7
46.5
32.5
39.8
59.1
73.1
256
125
165
205
263
319
392
480
291
361
464
565
697
855
803
1040
1260
1560
1930
2020
2470
3060
3780
135
41.4
55.0
68.5
88.7
108
135
167
66.4
82.8
107
131
163
203
108
140
171
214
266
174
214
267
333
t
mm
mm
114.3
1.2
3.37
1.6
139.7
168.3
Mass
D
219.1
273
4
D-25
t
Pv
B
Discuss me ...
Table 49
b
BENDING
y
D
SUBJECT TO BENDING
x
d
x
t
y
b = B - 6t
d = D - 6t
MOMENT CAPACITY AND LIMITING LENGTHS FOR GRADE 1.4401 (316) and 1.4404 (316L)
Mass
Second Moment
Shear
Length
Of Area
Capacity
t
Metre
Bending About
Bending About
Mcx
Mcy
Lc
Ix
mm
mm
kg
x-x Axis
y-y Axis
kNm
kNm
m
50 x 25
1.5
2.0
2.0
3.0
2.0
3.0
4.0
2.0
3.0
4.0
5.0
6.0
3.0
4.0
5.0
6.0
8.0
3.0
4.0
5.0
6.0
8.0
4.0
5.0
6.0
8.0
10.0
4.0
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
1.63
2.11
2.58
3.68
3.53
5.10
6.54
4.48
6.52
8.43
10.2
11.9
10.1
13.2
16.1
19.0
24.2
11.3
14.8
18.1
21.3
27.4
17.9
22.1
26.1
33.7
40.8
19.5
24.0
28.5
36.9
44.8
33.2
43.2
52.7
61.7
74.1
35.6
46.4
56.6
66.4
80.1
40.3
52.7
64.5
75.9
91.9
45.0
59.0
72.4
85.4
103
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Slender
Plastic
Plastic
Slender
Compact
Plastic
Plastic
Plastic
Slender
Slender
Plastic
Plastic
Plastic
Slender
Slender
Plastic
Plastic
Plastic
Slender
Slender
Compact
Plastic
Plastic
Slender
Slender
Compact
Plastic
Plastic
Slender
Plastic
Plastic
Plastic
Plastic
Slender
Plastic
Plastic
Plastic
Plastic
Slender
Slender
Plastic
Plastic
Plastic
Slender
Slender
Plastic
Plastic
Plastic
0.677
0.839
1.27
1.68
2.39
3.28
3.98
3.87
5.41
6.71
7.77
8.60
13.1
16.6
19.8
22.7
27.3
15.9
20.4
24.5
28.1
34.4
30.9
37.4
43.3
53.7
62.2
36.0
43.7
50.8
63.4
74.1
70.6
89.0
104
118
134
80.0
101
120
136
156
104
133
158
181
209
127
163
195
225
263
0.441
0.556
0.832
1.13
1.31
2.17
2.69
1.89
3.53
4.45
5.25
5.78
6.38
9.42
13.0
15.0
18.4
9.24
13.6
19.0
22.0
27.5
15.1
20.5
28.2
35.6
42.0
20.1
27.3
37.7
47.9
56.9
37.9
58.2
69.5
79.6
90.3
47.9
73.8
88.6
101
117
51.0
75.4
103
120
141
73.9
108
151
176
209
4.62
4.59
5.54
5.47
7.41
7.36
7.29
9.29
9.25
9.19
9.11
9.01
13.9
13.9
13.8
13.8
13.6
27.1
27.2
27.3
27.4
27.5
18.6
18.5
18.5
18.4
18.2
30.7
30.8
30.8
30.9
30.9
23.2
23.1
23.0
22.8
22.5
34.9
34.9
34.9
34.9
34.8
27.9
27.8
27.7
27.6
27.3
54.2
54.4
54.6
54.7
54.9
cm
6.41
7.95
14.4
19.1
36.2
49.7
60.3
73.2
102
127
147
162
370
472
563
643
774
451
578
694
799
976
1170
1420
1640
2030
2360
1360
1650
1920
2400
2810
3340
4210
4970
5610
6360
3790
4800
5690
6460
7400
5930
7560
9010
10300
11900
7230
9260
11100
12800
15000
80 x 40
100 x 50
150 x 75
150 x 100
200 x 100
200 x 125
250 x 125
250 x 150
300 x 150
300 x 200
per
Limiting
DxB
60 x 30
Moment Capacity
D-26
Iy
4
4
cm
2.19
2.70
4.92
6.44
12.4
16.9
20.4
25.2
35.1
43.2
49.7
54.7
127
161
192
218
260
243
311
373
428
521
403
485
561
690
795
666
805
935
1160
1360
1150
1440
1690
1900
2140
1730
2190
2580
2930
3340
2040
2590
3070
3500
4030
3900
4990
5970
6850
8000
Pv
kN
18.2
23.5
28.8
41.0
39.3
56.8
72.8
49.9
72.6
93.9
113
132
112
146
179
211
270
112
147
181
213
274
199
245
290
375
455
200
247
292
379
460
369
481
587
686
825
371
484
591
693
836
448
586
719
845
1020
451
591
726
855
1040
B
Discuss me ...
Table 49
b
BENDING
y
D
SUBJECT TO BENDING
x
d
x
t
y
b = B - 6t
d = D - 6t
MOMENT CAPACITY AND LIMITING LENGTHS FOR GRADE 1.4401 (316) and 1.4404 (316L)
Mass
Second Moment
Shear
Length
Of Area
Capacity
t
Metre
Bending About
Bending About
Mcx
Mcy
Lc
Ix
mm
mm
kg
x-x Axis
y-y Axis
kNm
kNm
m
350 x 175
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
47.4
62.2
76.4
90.1
109
49.8
65.3
80.3
94.8
115
54.5
71.6
88.2
104
127
59.3
78.0
96.1
113
139
Plastic
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Semi-compact
Plastic
Plastic
Plastic
Plastic
Slender
Plastic
Plastic
Plastic
Plastic
Slender
Slender
Semi-compact
Plastic
Plastic
Slender
Slender
Semi-compact
Plastic
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Compact
Plastic
144
185
223
257
301
158
203
245
283
333
159
247
299
346
410
177
288
349
406
483
65.2
97.4
127
168
201
77.5
115
151
201
240
80.5
120
164
225
270
107
161
218
301
363
32.5
32.5
32.4
32.3
32.1
43.5
43.6
43.6
43.6
43.5
56.2
37.1
37.1
37.0
36.8
96.0
61.5
61.6
61.7
61.8
cm
9600
12300
14800
17100
20000
10500
13500
16200
18800
22100
14500
18800
22700
26200
31100
16900
21800
26500
30800
36600
400 x 200
400 x 250
per
Limiting
DxB
350 x 200
Moment Capacity
D-27
Iy
4
4
cm
3320
4240
5070
5810
6780
4460
5720
6870
7920
9290
5030
6460
7780
8980
10600
8250
10700
12900
15000
17800
Pv
kN
528
692
851
1000
1220
529
694
854
1010
1230
607
798
983
1160
1420
609
801
988
1170
1430
Discuss me ...
Table 50
D
BENDING
y
SUBJECT TO BENDING
D
x
d
t
y
Section
Moment
Second Moment
Shear
per
Classification
Capacity
Of Area
Capacity
Metre
Mc
Ix , Iy
kg
kNm
cm
6.66
8.69
13.7
18.5
22.0
24.5
33.7
41.0
46.5
60.6
85.3
106
124
173
219
260
295
351
348
446
535
616
752
613
792
957
1110
1380
1280
1560
1820
2280
2680
1940
2370
2770
3510
4160
4740
5570
7140
8570
9860
8320
9820
12700
15300
17800
15800
20500
24900
29100
34700
t
mm
mm
40 x 40
2.0
3.0
2.0
3.0
4.0
2.0
3.0
4.0
5.0
2.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
8.0
3.0
4.0
5.0
6.0
8.0
3.0
4.0
5.0
6.0
8.0
4.0
5.0
6.0
8.0
10.0
4.0
5.0
6.0
8.0
10.0
5.0
6.0
8.0
10.0
12.0
5.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
15.0
2.27
3.20
2.90
4.15
5.27
3.53
5.10
6.54
7.84
4.79
6.99
9.06
11.0
8.89
11.6
14.2
16.6
21.1
11.3
14.8
18.1
21.3
27.4
13.6
17.9
22.1
26.1
33.7
21.1
26.0
30.8
40.0
48.7
24.2
30.0
35.6
46.4
56.6
37.9
45.0
59.0
72.4
85.4
45.8
54.5
71.6
88.2
104
64.0
84.3
104
123
151
50 x 50
60 x 60
80 x 80
100 x 100
Mass
DxD
125 x 125
150 x 150
175 x 175
200 x 200
250 x 250
300 x 300
350 x 350
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Slender
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Slender
Plastic
Plastic
Plastic
Plastic
Slender
Slender
Plastic
Plastic
Plastic
Slender
Semi-compact
Plastic
Plastic
Plastic
Slender
Slender
Compact
Plastic
Plastic
Slender
Slender
Plastic
Plastic
Plastic
Slender
Slender
Slender
Plastic
Plastic
Slender
Slender
Semi-compact
Plastic
Plastic
0.879
1.15
1.43
1.95
2.32
2.11
2.97
3.61
4.09
3.22
5.53
7.03
8.21
8.89
11.4
13.7
15.6
18.6
11.6
18.4
22.3
25.9
31.8
15.8
23.1
32.9
38.5
48.6
30.0
39.2
53.6
68.4
80.9
37.5
50.3
71.2
91.4
109
73.2
93.2
147
178
207
99.1
126
184
263
308
163
239
313
428
518
D-28
4
Pv
kN
18.9
26.8
24.2
34.7
44.0
29.5
42.6
54.6
65.5
40.1
58.4
75.7
91.9
74.3
96.8
118
138
176
94.1
123
151
178
228
113
149
184
217
281
176
217
257
334
407
202
250
297
387
473
316
376
492
605
713
382
455
598
737
871
534
704
869
1030
1260
x
d = D - 6t
Discuss me ...
Table 50
D
BENDING
y
SUBJECT TO BENDING
D
x
d
t
y
Mass
Section
Moment
Second Moment
Shear
per
Classification
Capacity
Of Area
Capacity
Metre
Mc
Ix , Iy
kg
kNm
cm
203
299
402
569
691
23900
31000
37900
44300
53300
DxD
t
mm
mm
400 x 400
6.0
8.0
10.0
12.0
15.0
73.5
96.9
119
142
174
Slender
Slender
Slender
Compact
Plastic
4
D-29
Pv
kN
613
809
1000
1190
1460
x
d = D - 6t
Discuss me ...
Table 51
b
BENDING
y
xo
CHANNELS
SUBJECT TO BENDING
Centroid
cy
D
x
d
x
Shear centre
t
y
MOMENT CAPACITY AND BUCKLING RESISTANCE MOMENT FOR GRADE 1.4401 (316) and 1.4404 (316L)
Moment
Capacity
Dxb
t
mm
mm
50 x 25
2.0
3.0
3.0
4.0
5.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
4.0
5.0
6.0
8.0
5.0
6.0
8.0
10.0
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
75 x 35
100 x 50
125 x 50
150 x 60
175 x 60
200 x 75
225 x 75
250 x 100
300 x 100
350 x 125
400 x 150
Section
Classification
Mcx
Mcy
kNm
kNm
Shear
for
Capacity
Slender
0.596 0.132
Plastic
0.976 0.238
Semi-compact 1.92 0.410
Plastic
2.86 0.633
Plastic
3.31 0.764
Slender
3.36 0.513
Slender
4.77
1.06
Compact
6.87
1.62
Slender
4.59 0.524
Slender
6.50
1.09
Compact
9.41
1.69
Plastic
10.8
1.98
Slender
9.02
1.18
Semi-compact 11.7
2.06
Compact
16.3
2.91
Plastic
20.0
3.74
Semi-compact 14.6
2.11
Compact
20.3
2.98
Plastic
25.2
3.83
Plastic
29.2
4.62
Slender
19.3
2.32
Slender
24.0
3.73
Plastic
36.6
6.08
Plastic
43.0
7.38
Slender
28.4
3.78
Plastic
43.4
6.18
Plastic
51.3
7.51
Plastic
58.0
8.77
Slender
36.7
4.19
Slender
52.0
8.75
Compact
75.3
13.5
Plastic
86.2
15.8
Slender
67.3
8.97
Compact
97.8
13.8
Plastic
112
16.3
Plastic
131
19.7
Slender
91.2
9.72
Slender
119
17.4
Compact
167
25.8
Plastic
198
31.4
Slender
117
10.7
Slender
154
18.5
Slender
192
29.8
Compact
278
45.9
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
0.449 0.346 0.275 0.228 0.194 0.169 0.149 0.122 0.103 0.089
0.785 0.645 0.534 0.451 0.389 0.342 0.304 0.250 0.212 0.184
1.66 1.38 1.15 0.964 0.829 0.725 0.645 0.527 0.446 0.387
2.50 2.13 1.81 1.55 1.35 1.19 1.07 0.878 0.747 0.650
3.06 2.72 2.40 2.12 1.88 1.68 1.52 1.26 1.08 0.945
3.21 2.84 2.45 2.08 1.79 1.56 1.37 1.11 0.937 0.809
4.54 4.07 3.59 3.15 2.77 2.46 2.20 1.82 1.55 1.35
6.45 5.79 5.14 4.55 4.03 3.60 3.25 2.70 2.31 2.02
4.34 3.76 3.12 2.56 2.14 1.82 1.59 1.26 1.05 0.897
6.11 5.34 4.53 3.83 3.28 2.86 2.53 2.05 1.73 1.49
8.75 7.60 6.48 5.52 4.77 4.19 3.72 3.05 2.58 2.24
10.2 9.12 8.02 7.03 6.20 5.51 4.96 4.11 3.51 3.06
8.84 7.98 6.98 5.99 5.12 4.43 3.89 3.12 2.60 2.23
11.4 10.4 9.18 8.03 7.01 6.17 5.50 4.49 3.80 3.29
15.8 14.1 12.5 10.9 9.54 8.44 7.54 6.21 5.27 4.58
20.0 18.4 16.8 15.3 13.9 12.6 11.5 9.73 8.40 7.37
14.2 12.7 11.0 9.42 8.07 7.00 6.16 4.96 4.15 3.57
19.7 17.4 14.9 12.7 10.9 9.52 8.42 6.84 5.76 4.98
25.1 22.7 20.3 18.1 16.1 14.4 13.0 10.8 9.24 8.07
29.2 27.6 25.4 23.3 21.3 19.4 17.8 15.2 13.1 11.6
19.3 18.2 16.6 14.8 13.0 11.3 9.99 7.98 6.62 5.65
24.0 22.5 20.5 18.5 16.4 14.5 13.0 10.6 8.89 7.67
36.6 34.2 31.2 28.2 25.2 22.7 20.5 17.0 14.5 12.6
43.0 41.4 38.5 35.6 32.7 30.1 27.7 23.7 20.5 18.1
28.4 26.4 24.0 21.3 18.6 16.3 14.4 11.5 9.62 8.25
43.4 40.5 36.5 32.4 28.6 25.3 22.6 18.5 15.7 13.6
51.3 49.1 45.1 41.1 37.3 33.8 30.8 25.9 22.3 19.5
58.0 57.1 53.3 49.5 45.8 42.3 39.2 33.7 29.4 26.0
36.7 36.7 34.7 32.5 30.1 27.5 25.0 20.5 17.1 14.6
52.0 51.6 48.8 45.9 42.7 39.4 36.3 30.7 26.3 22.9
75.3 74.3 70.0 65.5 60.8 56.2 51.8 44.2 38.2 33.5
86.2 86.2 82.0 77.5 73.0 68.5 64.1 56.2 49.6 44.1
67.3 66.5 62.6 58.3 53.6 48.8 44.1 36.3 30.4 26.1
97.8 97.0 90.6 83.6 76.3 69.2 62.6 51.9 43.9 38.0
112
112
106
99.2 91.9 84.8 78.0 66.4 57.4 50.3
131
131
128
121
114
107
101
89.0 78.8 70.3
91.2 91.2 89.8 85.7 81.2 76.2 70.9 60.2 50.8 43.4
119
119
116
111
105
99.2 92.7 80.0 68.9 59.9
167
167
163
154
145
135
126
108
93.4 81.5
198
198
197
188
178
169
159
141
125
111
117
117
117
115
111
106
101
90.1 78.3 67.6
154
154
154
151
145
139
132
118
103
90.7
192
192
192
187
179
172
164
147
131
116
278
278
278
269
258
246
234
210
186
166
D-30
Pv
8.0
0.078
0.163
0.342
0.575
0.839
0.713
1.19
1.79
0.785
1.32
1.98
2.71
1.96
2.90
4.05
6.57
3.14
4.38
7.16
10.3
4.94
6.75
11.2
16.2
7.22
12.0
17.4
23.3
12.7
20.2
29.8
39.6
22.8
33.5
44.8
63.3
37.7
52.8
72.2
100
58.7
79.9
103
149
9.0
0.070
0.146
0.306
0.516
0.754
0.637
1.07
1.61
0.699
1.18
1.77
2.43
1.75
2.60
3.63
5.92
2.80
3.92
6.43
9.32
4.39
6.03
10.1
14.6
6.43
10.7
15.6
21.0
11.2
18.1
26.8
36.0
20.3
30.0
40.3
57.5
33.2
47.1
64.7
91.3
51.5
71.0
93.2
135
10.0
0.063
0.132
0.278
0.468
0.685
0.577
0.973
1.46
0.631
1.07
1.61
2.21
1.58
2.35
3.29
5.39
2.53
3.55
5.84
8.49
3.95
5.45
9.13
13.3
5.80
9.72
14.2
19.2
10.1
16.4
24.4
32.9
18.3
27.1
36.7
52.6
29.7
42.5
58.6
83.5
45.7
63.8
84.5
123
kN
13.2
19.8
29.7
39.6
49.5
39.6
52.8
66.0
49.5
66.0
82.5
99.0
79.2
99.0
118
158
115
138
184
231
132
158
211
264
178
237
297
356
198
264
330
396
316
396
475
594
369
462
554
693
422
528
633
792
Discuss me ...
Table 52
y
BENDING
SUBJECT TO BENDING
D
b
x
x
y
d
t
Centroid and
shear centre
MOMENT CAPACITY AND BUCKLING RESISTANCE MOMENT FOR GRADE 1.4401 (316) and 1.4404 (316L)
Moment
Capacity
D x 2b
t
Section
Mcx
Shear
for
Capacity
Pv
Mcy
Classification
mm
mm
50 x 50
2.0
3.0
3.0
4.0
5.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
4.0
5.0
6.0
8.0
5.0
6.0
8.0
10.0
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
75 x 70
100 x 100
125 x 100
150 x 120
175 x 120
200 x 150
225 x 150
250 x 200
300 x 200
350 x 250
400 x 300
kNm
Slender
Compact
Slender
Compact
Plastic
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Compact
Slender
Slender
Semi-compact
Plastic
Slender
Semi-compact
Plastic
Plastic
Slender
Slender
Compact
Plastic
Slender
Compact
Plastic
Plastic
Slender
Slender
Semi-compact
Compact
Slender
Semi-compact
Compact
Plastic
Slender
Slender
Semi-compact
Compact
Slender
Slender
Slender
Semi-compact
1.16
1.95
3.80
5.72
6.62
6.58
9.28
11.4
9.01
12.7
15.7
21.5
17.7
23.0
27.1
40.0
28.6
33.8
50.3
58.3
37.8
46.9
73.2
86.0
55.5
86.8
102
115
72.1
101
125
172
131
163
225
263
178
232
279
397
231
302
374
464
kNm
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
0.345 0.925 0.733 0.602 0.511 0.444 0.393 0.353 0.294 0.252 0.221 0.197 0.178 0.162
0.670 1.63 1.36 1.17 1.02 0.903 0.811 0.736 0.622 0.538 0.475 0.426 0.386 0.353
1.06 3.46 2.85 2.40 2.07 1.81 1.61 1.45 1.22 1.05 0.922 0.824 0.745 0.681
1.75
5.22 4.41 3.80 3.33 2.97 2.67 2.43 2.06 1.79 1.58 1.42 1.29 1.18
2.21
6.42 5.62 5.00 4.49 4.08 3.73 3.43 2.96 2.60 2.32 2.10 1.91 1.76
1.72 6.58 5.96 5.16 4.48 3.92 3.47 3.10 2.56 2.19 1.91 1.70 1.53 1.40
2.76 9.28 8.42 7.40 6.56 5.86 5.29 4.82 4.09 3.55 3.15 2.82 2.56 2.35
3.70 11.4 10.6 9.52 8.61 7.86 7.21 6.67 5.78 5.10 4.57 4.14 3.78 3.48
1.71 9.01 7.76 6.52 5.49 4.67 4.04 3.55 2.85 2.38 2.05 1.81 1.62 1.46
2.76 12.7 10.9 9.26 7.95 6.92 6.10 5.46 4.51 3.85 3.37 2.99 2.70 2.46
3.71 15.7 13.7 11.9 10.5 9.30 8.36 7.59 6.41 5.56 4.91 4.40 3.99 3.66
5.38
21.8 18.7 16.3 14.4 12.9 11.6 10.6 9.03 7.86 6.97 6.26 5.69 5.21
3.52 17.7 16.5 14.3 12.4 10.8 9.53 8.46 6.89 5.81 5.03 4.44 3.98 3.62
5.11 23.0 21.4 18.7 16.4 14.5 12.9 11.6 9.71 8.33 7.30 6.51 5.88 5.37
6.42 27.1 25.5 22.6 20.1 18.1 16.4 15.0 12.7 11.1 9.82 8.83 8.02 7.36
10.4
41.3 38.3 34.3 31.1 28.3 26.0 24.0 20.8 18.4 16.4 14.9 13.6 12.5
5.11 28.6 25.9 22.3 19.2 16.7 14.7 13.1 10.7 9.04 7.86 6.96 6.25 5.69
6.43 33.8 30.9 26.9 23.6 20.8 18.6 16.8 14.0 12.1 10.6 9.45 8.55 7.81
10.4
52.3 46.7 41.0 36.4 32.7 29.6 27.0 23.0 20.0 17.8 16.0 14.5 13.3
13.2
61.8 57.1 51.4 46.8 42.9 39.5 36.7 32.0 28.4 25.5 23.1 21.2 19.5
6.87 37.8 37.8 34.0 30.2 26.8 23.8 21.3 17.4 14.6 12.6 11.0 9.86 8.92
9.31 46.9 46.9 41.9 37.4 33.4 30.0 27.0 22.5 19.2 16.7 14.9 13.4 12.2
16.1
74.5 72.2 64.4 57.5 51.7 46.8 42.6 36.1 31.3 27.7 24.8 22.5 20.6
20.3
88.9 87.6 79.3 72.2 66.2 61.0 56.5 49.2 43.6 39.1 35.5 32.5 29.9
9.32 55.5 54.8 48.5 42.9 37.9 33.7 30.1 24.6 20.7 17.9 15.8 14.2 12.8
16.1
89.0 84.7 74.6 65.9 58.4 52.3 47.1 39.3 33.7 29.6 26.4 23.8 21.7
20.3
106
102
92.0 82.8 75.0 68.4 62.8 53.9 47.2 42.0 37.8 34.5 31.7
24.7
122
120
108
99.7 91.8 85.0 79.1 69.4 61.8 55.6 50.6 46.4 42.9
13.7 72.1 72.1 72.1 67.6 62.1 57.0 52.2 43.9 37.4 32.3 28.4 25.3 22.8
22.1
101
101
101
94.3 87.0 80.2 74.1 63.6 55.3 48.8 43.7 39.5 36.1
29.7
125
125
125
117
109
102
95.3 83.7 74.4 66.9 60.7 55.6 51.3
43.0
176
176
174
161
149
139
130
115
103
93.2 84.9 78.1 72.2
22.1
131
131
129
118
108
98.6 89.9 75.3 64.2 55.7 49.2 44.0 39.8
29.8
163
163
161
148
136
125
115
99.0 86.3 76.3 68.4 62.0 56.7
43.2
232
232
222
203
186
171
158
136
119
106
95.5 86.9 79.8
54.6
276
276
269
249
231
216
202
179
161
145
133
122
113
29.7
178
178
178
178
167
155
144
124
107
93.6 82.3 73.2 65.8
43.1
232
232
232
231
216
201
187
163
142
125
111
100
91.7
55.7
279
279
279
277
260
243
228
200
177
159
143
130
120
84.2
408
408
408
395
369
346
324
287
256
231
210
192
178
38.3
231
231
231
231
231
222
209
186
164
145
128
114
102
54.9
302
302
302
302
302
287
271
241
214
190
170
153
138
74.5
374
374
374
374
374
354
335
299
267
239
216
196
179
100
464
464
464
464
464
442
419
379
343
313
286
264
244
D-31
kN
26.4
39.6
59.4
79.2
99.0
79.2
105
132
99.0
132
165
198
158
198
237
316
231
277
369
462
264
316
422
528
356
475
594
712
396
528
660
792
633
792
950
1190
739
924
1110
1390
844
1060
1270
1580
Discuss me ...
[Blank Page]
D-32
Discuss me ...
E. MEMBER CAPACITIES
GRADE 1.4362 (SAF 2304)
Note: Sections in duplex stainless steel grade 1.4362 (SAF 2304) are less widely
available on an ex-stock supply basis. Before proceeding with designs it is
advisable to check availability with suppliers.
E-1
Discuss me ...
Table 53
y
COMPRESSION
t
D x
x
y
COMPRESSION RESISTANCE FOR GRADE 1.4362 (SAF 2304)
Mass
D
per
for
Metre
mm
mm
kg
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
21.3
1.0
1.2
1.6
2.0
2.3
1.0
1.6
2.0
2.5
3.2
1.0
1.6
2.0
2.6
3.2
1.0
1.6
2.0
2.6
3.2
1.6
2.0
2.6
3.2
4.0
5.0
1.6
2.0
2.6
3.2
4.0
5.0
2.0
2.6
3.2
4.0
5.0
2.6
3.2
4.0
5.0
2.6
3.2
4.0
5.0
0.50
0.60
0.78
0.96
1.08
0.81
1.27
1.57
1.94
2.42
1.03
1.62
2.01
2.57
3.11
1.17
1.85
2.30
2.95
3.58
2.33
2.89
3.72
4.53
5.59
6.86
2.96
3.68
4.74
5.79
7.16
8.82
4.31
5.57
6.81
8.43
10.4
6.39
7.81
9.69
12.0
7.21
8.82
10.9
13.6
5.21
6.09
7.70
9.12
10.1
18.3
28.0
33.9
40.9
49.6
31.4
48.8
59.7
75.3
89.7
41.2
64.3
79.1
100
120
96.2
118
152
184
224
273
136
169
218
265
327
401
210
270
330
407
502
322
393
487
601
364
446
554
686
2.49
2.91
3.68
4.35
4.80
9.49
14.5
17.5
21.0
25.3
17.8
27.5
33.5
42.0
49.7
25.1
38.9
47.6
59.9
71.4
66.8
82.2
104
125
152
183
108
134
171
208
255
310
176
226
276
340
417
280
342
423
520
333
407
504
622
1.45
1.70
2.14
2.53
2.79
5.68
8.64
10.4
12.5
15.1
11.0
16.9
20.6
25.7
30.4
15.8
24.4
29.8
37.5
44.6
44.6
54.8
69.4
83.3
100
120
79.7
98.4
125
151
184
224
139
178
216
265
323
233
283
349
428
288
351
434
534
0.950
1.11
1.40
1.65
1.82
3.77
5.72
6.91
8.27
9.96
7.36
11.3
13.8
17.2
20.3
10.7
16.5
20.2
25.3
30.1
31.0
38.0
48.1
57.6
69.4
82.8
58.0
71.5
91.0
109
133
161
105
135
164
200
243
185
225
276
338
239
291
359
440
0.669
0.781
0.985
1.16
1.28
2.68
4.06
4.91
5.87
7.07
5.27
8.09
9.84
12.3
14.5
7.69
11.9
14.5
18.2
21.6
22.5
27.7
35.0
41.8
50.4
60.1
43.2
53.2
67.7
81.6
99.1
119
80.9
103
124
152
185
145
176
216
264
193
235
290
355
0.497
0.580
0.731
0.864
0.952
2.00
3.03
3.66
4.38
5.27
3.95
6.06
7.38
9.20
10.9
5.79
8.93
10.9
13.7
16.2
17.1
21.0
26.5
31.7
38.1
45.4
33.2
40.9
52.0
62.6
76.0
91.5
63.0
80.4
97.1
118
143
115
139
171
208
156
190
233
285
0.383
0.447
0.564
0.666
0.734
1.55
2.35
2.84
3.39
4.08
3.07
4.71
5.73
7.15
8.44
4.51
6.96
8.49
10.6
12.6
13.4
16.4
20.7
24.8
29.8
35.5
26.2
32.3
41.0
49.4
59.9
72.1
50.1
64.0
77.3
94.2
114
92.8
112
137
167
127
154
189
232
0.248
0.289
0.365
0.431
0.475
1.01
1.53
1.85
2.21
2.66
2.01
3.08
3.75
4.67
5.51
2.96
4.56
5.57
6.98
8.28
8.84
10.8
13.7
16.4
19.7
23.4
17.5
21.5
27.3
32.9
39.9
48.0
33.7
43.0
51.9
63.3
76.6
63.1
76.4
93.4
113
87.9
106
130
159
0.174
0.203
0.255
0.301
0.332
0.708
1.07
1.30
1.55
1.86
1.41
2.17
2.64
3.29
3.88
2.09
3.22
3.93
4.92
5.84
6.26
7.68
9.69
11.6
13.9
16.6
12.5
15.3
19.5
23.4
28.4
34.2
24.2
30.8
37.2
45.3
54.8
45.5
55.0
67.3
81.7
63.8
77.4
94.8
115
0.128
0.150
0.188
0.223
0.245
0.525
0.796
0.961
1.15
1.38
1.05
1.61
1.96
2.44
2.88
1.55
2.39
2.92
3.66
4.34
4.67
5.72
7.22
8.63
10.4
12.3
9.32
11.5
14.6
17.5
21.2
25.6
18.2
23.1
27.9
34.0
41.1
34.3
41.5
50.7
61.6
48.3
58.5
71.7
87.4
0.099
0.115
0.145
0.171
0.188
0.404
0.613
0.740
0.885
1.06
0.811
1.24
1.51
1.88
2.22
1.20
1.85
2.26
2.83
3.35
3.61
4.43
5.59
6.68
8.03
9.55
7.23
8.91
11.3
13.6
16.5
19.8
14.1
18.0
21.7
26.5
32.0
26.7
32.3
39.5
48.0
37.7
45.8
56.1
68.3
0.078
0.091
0.115
0.136
0.149
0.321
0.487
0.588
0.702
0.844
0.645
0.989
1.20
1.50
1.77
0.954
1.47
1.79
2.25
2.67
2.88
3.53
4.46
5.32
6.40
7.61
5.78
7.11
9.03
10.9
13.2
15.8
11.3
14.4
17.4
21.2
25.6
21.4
25.9
31.7
38.5
30.3
36.7
45.0
54.9
0.063
0.074
0.093
0.110
0.121
0.261
0.396
0.478
0.571
0.687
0.525
0.805
0.978
1.22
1.44
0.777
1.20
1.46
1.83
2.17
2.35
2.88
3.63
4.34
5.22
6.20
4.72
5.81
7.38
8.87
10.8
12.9
9.25
11.8
14.2
17.3
20.9
17.6
21.2
25.9
31.5
24.9
30.2
36.9
45.0
33.7
42.4
48.3
t
60.3
76.1
88.9
101.6
114.3
E-2
Discuss Table
me ...
53
COMPRESSION
y
t
D x
x
y
Mass
D
t
per
for
Metre
mm
mm
kg
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
139.7
3.2
10.8
483
366
259
184
136
104
82.0
66.1
54.4
45.6
38.7
33.3
28.9
4.0
13.5
599
452
319
227
167
128
100
81.3
66.9
56.0
47.6
40.9
35.6
5.0
4.0
5.0
5.0
16.7
16.3
20.3
26.6
741
781
968
1350
558
643
796
1210
392
494
610
1030
279
369
455
844
205
279
344
676
157
216
266
541
123
171
211
438
99.6
139
171
360
82.0
115
141
301
68.6
96.8
118
254
58.3
82.4
101
217
50.1
71.0
87.2
188
43.5
61.8
75.9
164
168.3
219.1
E-3
B
Discuss me ...
Table 54
b
COMPRESSION
y
D
x
d
x
t
b = B - 6t
d = D - 6t
y
Mass
DxB
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
50 x 25
* 1.5
1.63
2.0
2.11
* 2.0
2.58
3.0
3.68
* 2.0
3.53
3.0
5.10
4.0
6.54
* 2.0
4.48
* 3.0
6.52
4.0
8.43
5.0
10.2
6.0
11.9
* 3.0
10.1
* 4.0
13.2
* 5.0
16.1
6.0
19.0
8.0
24.2
* 3.0
11.3
* 4.0
14.8
* 5.0
18.1
6.0
21.3
8.0
27.4
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
57.5
30.4
76.0
38.4
106
62.9
149
84.9
147
113
240
173
305
215
174
153
308
255
423
341
510
406
589
463
393
393
589
579
803
774
960
919
1230
1160
431
431
669
669
903
903
1080
1080
1390
1390
36.8
15.4
47.1
19.3
74.5
33.3
102
44.3
123
72.0
194
103
244
126
161
116
273
180
368
232
440
272
505
305
393
346
589
497
801
652
953
767
1210
958
431
419
669
631
903
834
1080
990
1390
1260
23.7
9.19
29.9
11.4
50.1
20.1
67.7
26.6
97.7
46.1
146
64.9
181
78.7
141
82.1
229
121
304
153
361
178
410
198
378
290
552
404
735
515
872
600
1100
738
421
378
635
557
841
726
999
857
1270
1080
16.2
6.07
20.3
7.53
34.9
13.4
46.8
17.6
74.4
31.5
108
43.8
132
53.1
118
58.5
185
84.7
240
106
283
123
319
136
349
233
504
316
662
393
781
454
980
552
392
331
583
476
764
609
904
714
1150
892
11.7
4.31
14.6
5.33
25.4
9.50
34.0
12.5
56.8
22.7
81.2
31.5
99.4
38.0
97.2
43.1
147
61.8
188
77.1
220
89.2
247
98.8
317
184
450
245
583
300
684
345
851
418
359
283
525
396
680
497
801
580
1010
719
8.81
3.21
11.0
3.97
19.3
7.10
25.8
9.35
44.2
17.1
62.6
23.7
76.5
28.6
79.0
32.9
117
46.9
148
58.4
173
67.5
194
74.6
284
146
395
192
503
234
587
268
725
323
325
238
465
325
594
404
696
469
871
579
6.87
2.49
8.58
3.08
15.1
5.51
20.2
7.25
35.2
13.4
49.6
18.4
60.5
22.2
64.6
25.9
94.6
36.8
119
45.7
139
52.8
155
58.3
250
118
342
154
429
186
499
213
612
257
289
199
406
268
512
330
598
382
744
470
4.52
1.62
5.64
2.00
9.99
3.59
13.3
4.72
23.7
8.78
33.1
12.1
40.4
14.6
44.8
17.2
64.6
24.3
81.2
30.1
94.5
34.8
105
38.4
190
80.8
254
104
313
125
361
143
440
172
224
141
305
187
377
228
438
263
542
323
3.20
1.13
3.98
1.40
7.08
2.53
9.42
3.32
17.0
6.21
23.7
8.52
28.8
10.3
32.6
12.2
46.7
17.2
58.5
21.3
68.0
24.6
75.5
27.2
145
58.3
191
75.0
233
90.0
268
102
326
123
173
104
231
136
283
166
328
191
404
234
2.38
0.840
2.96
1.04
5.28
1.87
7.02
2.46
12.8
4.62
17.7
6.33
21.6
7.64
24.7
9.14
35.2
12.8
44.0
15.9
51.2
18.3
56.8
20.2
113
44.0
147
56.4
179
67.6
206
77.1
249
92.4
135
79.7
179
103
218
125
252
145
310
177
1.84
0.647
2.29
0.799
4.09
1.44
5.43
1.89
9.93
3.57
13.8
4.89
16.7
5.90
19.3
7.08
27.5
9.94
34.3
12.3
39.9
14.2
44.3
15.6
90.1
34.3
117
44.0
141
52.6
162
60.0
197
71.9
108
62.7
142
81.5
173
98.5
200
113
245
138
1.46
0.514
1.82
0.634
3.26
1.15
4.33
1.50
7.94
2.84
11.0
3.89
13.4
4.69
15.5
5.65
22.1
7.93
27.5
9.80
31.9
11.3
35.4
12.5
73.3
27.5
94.9
35.2
114
42.1
131
48.0
159
57.5
88.2
50.5
115
65.6
140
79.1
161
91.1
198
111
1.19
0.418
1.48
0.515
2.66
0.932
3.53
1.22
6.50
2.32
9.00
3.17
10.9
3.82
12.7
4.62
18.1
6.47
22.5
7.99
26.2
9.21
29.0
10.2
60.7
22.6
78.4
28.8
94.5
34.4
108
39.3
131
47.0
73.1
41.6
95.5
53.9
115
65.0
133
74.8
163
91.3
60 x 30
80 x 40
100 x 50
t
150 x 75
150 x 100
E-4
B
Discuss me ...
Table 54
b
COMPRESSION
y
D
x
d
x
t
b = B - 6t
d = D - 6t
y
Mass
DxB
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
200 x 100
* 4.0
17.9
* 5.0
22.1
* 6.0
26.1
8.0
33.7
10.0
40.8
* 4.0
19.5
* 5.0
24.0
* 6.0
28.5
8.0
36.9
10.0
44.8
* 6.0
33.2
* 8.0
43.2
10.0
52.7
12.0
61.7
15.0
74.1
* 6.0
35.6
* 8.0
46.4
10.0
56.6
12.0
66.4
15.0
80.1
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
699
699
957
957
1230
1230
1710
1710
2070
2070
759
759
1060
1060
1350
1350
1870
1870
2270
2270
1410
1410
2110
2110
2670
2670
3120
3120
3750
3750
1530
1530
2270
2270
2870
2870
3360
3360
4050
4050
699
680
957
915
1230
1160
1710
1570
2070
1890
759
759
1060
1060
1350
1350
1870
1840
2270
2220
1410
1410
2110
2100
2670
2630
3120
3060
3750
3650
1530
1530
2270
2270
2870
2870
3360
3360
4050
4050
699
615
957
816
1230
1020
1700
1360
2040
1630
759
722
1060
983
1350
1240
1870
1670
2260
2010
1410
1330
2110
1920
2670
2390
3120
2780
3750
3290
1530
1510
2270
2190
2870
2740
3360
3200
4050
3820
684
541
921
706
1170
870
1590
1140
1910
1350
750
664
1030
892
1300
1110
1760
1490
2120
1780
1410
1210
2110
1730
2650
2130
3090
2460
3680
2900
1530
1410
2270
2030
2870
2520
3350
2930
4010
3490
647
464
865
595
1090
721
1470
929
1760
1090
712
599
966
793
1220
977
1640
1290
1970
1530
1380
1090
2010
1510
2520
1850
2930
2130
3480
2480
1510
1300
2180
1850
2730
2280
3190
2650
3810
3130
607
391
805
494
1010
591
1350
752
1610
878
670
531
903
692
1130
842
1510
1100
1810
1300
1320
954
1910
1300
2370
1580
2760
1800
3270
2090
1440
1190
2070
1650
2590
2030
3010
2350
3590
2760
564
328
742
409
919
486
1220
614
1440
714
626
464
835
596
1030
717
1370
925
1640
1090
1250
827
1790
1110
2220
1330
2580
1520
3040
1750
1370
1070
1960
1460
2430
1780
2830
2050
3360
2390
474
233
610
288
742
338
963
424
1130
492
532
349
694
439
845
521
1100
664
1310
780
1100
615
1550
805
1900
959
2190
1090
2560
1240
1220
837
1700
1120
2100
1350
2430
1540
2860
1780
388
172
491
211
589
247
753
308
883
356
440
265
562
329
676
388
871
491
1030
576
950
463
1300
599
1580
711
1810
803
2100
914
1050
651
1440
853
1760
1020
2030
1170
2370
1350
316
131
394
160
469
187
595
233
695
269
360
205
454
253
541
298
691
376
815
440
803
358
1080
460
1300
544
1480
614
1710
698
894
512
1200
665
1460
794
1670
904
1950
1040
258
103
320
126
378
147
478
182
557
211
296
163
370
200
438
235
557
296
655
346
674
284
891
363
1070
429
1220
484
1400
549
754
410
1000
530
1210
631
1380
718
1600
825
213
83.6
263
101
310
118
390
146
455
169
245
132
305
162
360
190
456
239
536
279
568
230
743
293
888
346
1010
390
1160
442
637
335
836
431
1010
513
1150
583
1330
669
179
68.8
220
83.5
258
97.1
324
120
377
139
206
109
255
134
300
157
380
197
446
230
481
190
626
242
746
285
848
321
970
364
541
278
706
356
846
424
966
482
1120
553
200 x 125
t
250 x 125
250 x 150
E-5
B
Discuss me ...
Table 54
b
COMPRESSION
y
D
x
d
x
t
y
b = B - 6t
d = D - 6t
Mass
DxB
per
for
Metre
mm
mm
kg
Axis
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
300 x 150
* 6.0
40.3
* 8.0
52.7
* 10.0
64.5
12.0
75.9
15.0
91.9
* 6.0
45.0
* 8.0
59.0
* 10.0
72.4
12.0
85.4
15.0
103
* 6.0
47.4
* 8.0
62.2
* 10.0
76.4
* 12.0
90.1
15.0
109
* 6.0
49.8
* 8.0
65.3
* 10.0
80.3
* 12.0
94.8
15.0
115
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
1570
1570
2360
2320
3210
3100
3840
3680
4650
4420
1730
1730
2680
2680
3610
3610
4320
4320
5250
5250
1720
1720
2580
2580
3530
3530
4550
4550
5550
5530
1760
1760
2740
2740
3730
3730
4790
4790
5850
5850
1570
1380
2360
1990
3210
2610
3810
3070
4590
3660
1730
1680
2680
2530
3610
3340
4320
3960
5250
4780
1720
1630
2580
2380
3530
3180
4550
3990
5550
4820
1760
1730
2740
2630
3730
3510
4790
4420
5850
5370
1510
1160
2210
1620
2940
2060
3490
2400
4190
2830
1690
1510
2540
2230
3370
2910
4000
3430
4830
4110
1720
1450
2570
2070
3450
2710
4370
3340
5310
4000
1760
1580
2730
2360
3660
3100
4630
3850
5630
4650
1400
934
2020
1260
2650
1570
3130
1820
3730
2120
1570
1330
2330
1910
3060
2440
3620
2860
4350
3400
1640
1240
2400
1740
3210
2220
4030
2680
4890
3180
1690
1410
2570
2050
3420
2650
4290
3230
5200
3870
1270
738
1800
980
2330
1200
2740
1380
3250
1610
1440
1140
2100
1590
2720
1990
3210
2320
3840
2750
1540
1040
2230
1420
2950
1780
3670
2110
4420
2500
1590
1220
2380
1730
3140
2200
3910
2640
4730
3150
1140
587
1580
770
2010
936
2350
1070
2770
1250
1300
954
1860
1300
2380
1620
2790
1880
3320
2210
1420
857
2040
1150
2660
1420
3280
1680
3930
1970
1480
1040
2190
1440
2850
1800
3510
2140
4230
2540
1000
473
1370
616
1720
745
2000
854
2350
989
1160
798
1630
1070
2050
1320
2390
1530
2840
1800
1310
708
1840
938
2370
1150
2890
1350
3450
1590
1370
881
1980
1200
2550
1480
3110
1750
3730
2070
874
388
1180
502
1470
606
1700
693
1990
802
1020
670
1410
892
1760
1090
2050
1260
2420
1480
1180
589
1640
775
2090
948
2520
1110
3000
1300
1250
745
1770
1000
2260
1230
2730
1450
3260
1710
761
323
1020
417
1250
502
1450
574
1690
663
897
567
1220
749
1510
914
1760
1060
2070
1240
1060
495
1460
649
1840
791
2190
920
2610
1080
1130
634
1580
844
1990
1040
2380
1210
2840
1430
664
272
879
351
1080
422
1240
482
1450
557
787
484
1060
637
1300
774
1510
894
1790
1050
951
421
1290
550
1610
668
1910
777
2270
910
1010
543
1400
719
1750
879
2080
1030
2480
1210
581
233
765
299
934
359
1080
411
1250
474
692
417
924
547
1130
664
1310
766
1550
898
848
362
1140
471
1420
572
1670
664
1980
778
907
470
1240
619
1540
755
1820
881
2170
1040
511
201
670
258
815
310
938
354
1090
409
611
363
811
474
992
575
1150
663
1350
777
758
314
1010
408
1250
495
1470
573
1740
672
813
409
1100
538
1360
655
1610
763
1910
899
452
175
591
225
717
270
825
308
960
356
542
318
716
415
874
503
1010
580
1190
679
678
275
901
357
1110
432
1300
500
1540
586
729
360
980
471
1210
573
1420
667
1690
786
300 x 200
t
350 x 175
350 x 200
E-6
B
Discuss me ...
Table 54
b
COMPRESSION
y
D
x
d
x
t
y
b = B - 6t
d = D - 6t
Mass
DxB
per
for
Metre
mm
mm
kg
Axis
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
400 x 200
* 6.0
54.5
* 8.0
71.6
* 10.0
88.2
* 12.0
104
15.0
127
* 6.0
59.3
* 8.0
78.0
* 10.0
96.1
* 12.0
113
15.0
139
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
1780
1780
2800
2800
3830
3830
4940
4940
6450
6450
1840
1840
3040
3040
4230
4230
5420
5420
7050
7050
1780
1780
2800
2720
3830
3660
4940
4640
6450
5950
1840
1840
3040
3040
4230
4230
5420
5400
7050
6950
1780
1630
2800
2460
3830
3270
4940
4090
6420
5180
1840
1810
3040
2890
4230
3930
5420
4950
7050
6330
1780
1470
2740
2170
3690
2830
4680
3480
6010
4340
1840
1690
3000
2660
4100
3570
5190
4450
6660
5630
1700
1300
2590
1860
3460
2380
4370
2880
5580
3540
1790
1560
2850
2400
3870
3170
4860
3910
6210
4890
1620
1120
2430
1570
3220
1980
4030
2370
5110
2870
1700
1420
2680
2130
3610
2770
4510
3370
5720
4160
1520
957
2260
1310
2970
1640
3680
1940
4620
2340
1620
1280
2510
1860
3340
2390
4140
2870
5210
3520
1420
816
2080
1100
2700
1370
3320
1610
4130
1940
1520
1130
2320
1610
3060
2050
3760
2440
4690
2970
1320
698
1900
935
2440
1150
2970
1360
3660
1620
1420
999
2130
1400
2780
1760
3380
2090
4190
2530
1210
600
1720
799
2190
981
2650
1150
3240
1370
1320
880
1940
1220
2500
1520
3030
1800
3730
2170
1110
520
1560
689
1970
844
2360
988
2870
1180
1220
776
1760
1060
2250
1320
2710
1560
3310
1870
1010
454
1400
600
1760
733
2100
857
2550
1020
1120
687
1590
931
2020
1150
2420
1360
2950
1630
922
400
1260
526
1580
642
1880
750
2270
892
1030
610
1440
822
1820
1020
2170
1190
2630
1430
400 x 250
t
E-7
Discuss me ...
Table 55
COMPRESSION
D
y
D
x
d
x
t
y
d = D - 6t
Mass
DxD
per
for
Metre
mm
mm
kg
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
40 x 40
2.0
3.0
2.0
3.0
4.0
* 2.0
3.0
4.0
5.0
* 2.0
3.0
4.0
5.0
* 3.0
4.0
5.0
6.0
8.0
* 3.0
* 4.0
5.0
6.0
8.0
* 3.0
* 4.0
* 5.0
6.0
8.0
2.27
3.20
2.90
4.15
5.27
3.53
5.10
6.54
7.84
4.79
6.99
9.06
11.0
8.89
11.6
14.2
16.6
21.1
11.3
14.8
18.1
21.3
27.4
13.6
17.9
22.1
26.1
33.7
72.5
98.0
114
159
198
152
221
280
331
191
341
440
531
407
586
717
840
1070
436
707
917
1080
1390
456
752
1090
1320
1710
41.9
55.6
75.8
104
126
114
163
203
236
167
288
369
442
378
532
646
752
942
436
697
894
1050
1340
456
752
1090
1320
1710
26.0
34.2
49.5
67.5
81.3
80.4
112
139
160
139
228
289
344
330
456
552
639
792
408
634
809
948
1200
456
734
1040
1250
1600
17.5
22.9
34.1
46.3
55.5
57.1
79.6
97.7
111
112
174
219
259
278
376
452
522
639
372
565
713
833
1050
433
683
952
1140
1460
12.5
16.4
24.7
33.5
40.0
42.0
58.4
71.5
81.7
88.3
133
167
197
228
303
363
417
506
333
490
613
714
894
404
627
860
1030
1310
9.39
12.3
18.7
25.3
30.2
32.1
44.5
54.4
62.0
70.0
103
130
153
186
243
291
333
402
292
418
517
600
747
374
567
763
906
1150
7.30
9.57
14.6
19.7
23.6
25.2
34.9
42.7
48.6
56.4
82.7
103
121
152
198
236
270
325
253
353
434
503
623
341
506
667
789
997
4.78
6.26
9.61
13.0
15.5
16.7
23.1
28.2
32.2
38.4
55.7
69.8
81.8
105
136
162
185
221
187
254
309
357
441
276
392
502
589
740
3.37
4.41
6.80
9.19
11.0
11.9
16.4
20.0
22.8
27.7
39.9
50.0
58.6
76.8
98.7
117
133
160
141
188
228
263
324
219
302
381
445
558
2.50
3.27
5.06
6.84
8.16
8.89
12.3
15.0
17.0
20.9
30.0
37.5
43.9
58.2
74.6
88.7
101
120
109
144
174
201
247
175
237
295
345
431
1.93
2.53
3.92
5.29
6.30
6.89
9.51
11.6
13.2
16.3
23.3
29.2
34.2
45.6
58.3
69.3
79.0
94.3
86.4
113
137
158
194
141
189
234
273
341
1.54
2.01
3.12
4.21
5.02
5.50
7.58
9.24
10.5
13.1
18.7
23.4
27.3
36.7
46.8
55.6
63.4
75.7
70.0
91.7
110
127
156
115
154
190
222
277
1.25
1.64
2.54
3.43
4.09
4.49
6.19
7.54
8.57
10.7
15.3
19.1
22.4
30.1
38.4
45.6
52.0
62.0
57.9
75.5
91.2
105
128
96.6
128
157
183
228
50 x 50
60 x 60
80 x 80
100 x 100
t
125 x 125
150 x 150
E-8
Discuss me ...
Table 55
D
COMPRESSION
y
D
x
d
x
t
y
d = D - 6t
Mass
DxD
per
for
Metre
mm
mm
kg
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
175 x 175
* 4.0
* 5.0
* 6.0
8.0
10.0
* 4.0
* 5.0
* 6.0
8.0
10.0
* 5.0
* 6.0
* 8.0
10.0
12.0
* 5.0
* 6.0
* 8.0
* 10.0
12.0
* 6.0
* 8.0
* 10.0
* 12.0
15.0
* 6.0
* 8.0
* 10.0
* 12.0
15.0
21.1
26.0
30.8
40.0
48.7
24.2
30.0
35.6
46.4
56.6
37.9
45.0
59.0
72.4
85.4
45.8
54.5
71.6
88.2
104
64.0
84.3
104
123
151
73.5
96.9
119
142
174
785
1150
1540
2000
2420
811
1200
1630
2350
2870
1270
1740
2830
3670
4320
1320
1830
3010
4360
5280
1890
3140
4600
6210
7650
1930
3250
4790
6520
8850
723
1020
1330
1720
2080
793
1140
1510
2130
2580
1270
1740
2790
3580
4200
1320
1830
3010
4360
5280
1890
3140
4600
6210
7650
1930
3250
4790
6520
8850
629
863
1100
1410
1690
719
1010
1320
1830
2210
1220
1640
2540
3240
3790
1320
1830
2940
4150
4990
1890
3140
4600
6150
7550
1930
3250
4790
6520
8850
526
699
865
1100
1310
636
874
1110
1510
1810
1120
1490
2260
2850
3340
1280
1730
2730
3810
4570
1890
3070
4370
5760
7060
1930
3250
4790
6400
8550
429
556
676
858
1020
548
733
914
1210
1450
1020
1330
1960
2450
2860
1210
1620
2510
3440
4110
1810
2900
4090
5330
6520
1930
3180
4560
6050
8040
348
443
533
675
798
464
607
744
975
1170
912
1170
1670
2070
2400
1130
1500
2270
3050
3630
1720
2710
3780
4870
5940
1880
3030
4320
5680
7490
284
358
427
541
639
390
502
609
792
945
803
1010
1410
1740
2010
1040
1370
2030
2670
3160
1620
2520
3450
4390
5340
1800
2880
4060
5290
6910
234
293
349
441
521
329
418
504
652
777
701
871
1200
1460
1690
956
1230
1790
2320
2730
1520
2310
3120
3910
4740
1720
2720
3780
4880
6300
196
244
290
366
432
279
352
422
544
648
610
750
1020
1240
1430
868
1110
1570
2010
2360
1410
2110
2800
3460
4190
1640
2550
3500
4460
5700
166
206
244
308
364
238
299
358
461
548
531
649
871
1060
1220
784
986
1380
1750
2050
1300
1910
2500
3060
3690
1550
2370
3210
4040
5130
142
176
209
263
310
206
257
307
394
469
465
564
752
913
1050
705
878
1210
1520
1780
1190
1720
2220
2700
3260
1460
2190
2930
3660
4600
123
152
180
227
268
179
224
266
341
406
409
494
656
795
917
633
783
1070
1340
1560
1090
1550
1980
2400
2890
1370
2020
2670
3300
4120
108
133
157
198
233
157
196
232
298
354
362
436
576
697
805
570
700
949
1180
1380
994
1390
1770
2130
2570
1270
1860
2430
2980
3700
200 x 200
250 x 250
300 x 300
t
350 x 350
400 x 400
E-9
Discuss me ...
Table 56
b
COMPRESSION
y
xo
CHANNELS
Centroid
cy
D
x
d
x
Shear centre
t
y
Mass
Dxb
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
50 x 25
* 2.0
1.45
3.0
2.08
* 3.0
3.14
4.0
4.06
5.0
4.91
* 3.0
4.45
* 4.0
5.80
* 5.0
7.08
* 3.0
5.04
* 4.0
6.59
* 5.0
8.07
6.0
9.49
* 4.0
8.01
* 5.0
9.85
* 6.0
11.6
8.0
15.0
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
53.2
25.6
17.0
80.0
54.1
24.0
140
73.2
62.8
192
118
81.2
230
165
96.2
174
107
128
264
160
180
346
219
226
181
124
135
294
191
197
396
260
251
480
330
297
313
234
256
452
326
349
571
412
427
757
573
554
36.5
20.2
8.28
52.1
41.0
11.6
116
57.9
32.4
156
100
41.3
186
142
48.8
166
75.5
81.1
244
122
108
314
180
133
181
89.7
86.4
290
143
118
384
208
145
462
281
170
313
177
178
452
251
230
571
331
275
757
504
350
24.2
16.3
4.85
33.8
29.6
6.75
90.8
49.6
19.3
118
84.8
24.6
139
116
29.0
148
59.4
51.8
212
102
68.2
270
156
82.8
170
69.2
55.4
264
117
73.9
346
180
90.4
414
253
105
306
139
119
431
206
150
536
284
177
702
462
224
16.8
13.0
3.18
23.1
21.5
4.42
68.4
43.1
12.8
87.7
70.0
16.2
102
92.0
19.1
127
50.4
35.3
178
90.2
46.1
222
138
55.8
155
57.6
37.9
235
103
49.9
304
163
60.8
360
232
70.6
285
116
83.0
396
179
103
489
255
121
637
430
152
12.2
10.3
2.25
16.7
16.1
3.12
52.0
37.1
9.09
66.0
56.8
11.5
77.0
72.1
13.6
107
44.7
25.5
146
80.9
33.1
179
122
40.0
139
50.6
27.3
204
93.7
35.8
260
150
43.6
305
212
50.5
262
102
60.4
358
161
74.7
438
235
87.5
565
401
110
9.24
8.26
1.67
12.6
12.4
2.31
40.4
31.7
6.79
50.9
46.1
8.58
59.3
57.1
10.1
88.8
40.6
19.2
118
72.8
24.9
144
107
30.1
122
46.0
20.6
174
86.7
27.0
218
138
32.7
255
192
37.9
237
92.6
45.8
318
149
56.4
385
219
66.1
492
370
83.1
7.24
6.69
1.29
9.87
9.76
1.79
32.1
26.9
5.26
40.3
37.7
6.65
46.9
45.9
7.83
73.4
37.2
15.0
97.0
65.4
19.4
117
93.7
23.4
105
42.6
16.1
147
80.8
21.0
182
126
25.4
212
171
29.5
211
85.7
35.9
278
139
44.1
333
204
51.6
423
337
64.8
4.77
4.58
0.836
6.49
6.50
1.16
21.5
19.5
3.42
27.0
26.2
4.32
31.4
31.3
5.09
51.5
31.5
9.85
67.1
52.1
12.7
80.7
70.6
15.3
78.7
37.7
10.6
106
70.0
13.8
129
103
16.7
150
133
19.3
164
76.0
23.7
209
123
29.0
247
176
33.9
311
271
42.6
3.38
3.31
0.585
4.59
4.62
0.810
15.4
14.5
2.40
19.3
19.0
3.03
22.4
22.5
3.58
37.7
26.6
6.96
48.8
41.4
8.98
58.5
53.9
10.8
59.2
33.8
7.48
78.6
59.6
9.71
95.5
83.3
11.7
110
102
13.6
126
68.7
16.8
158
109
20.5
186
149
24.0
233
215
30.1
2.52
2.49
0.433
3.42
3.45
0.599
11.6
11.2
1.78
14.4
14.4
2.25
16.8
16.9
2.65
28.7
22.3
5.18
37.0
33.0
6.68
44.2
42.0
8.04
45.8
30.2
5.57
60.2
50.0
7.22
72.9
66.8
8.72
83.9
80.7
10.1
99.4
62.1
12.5
123
94.7
15.3
144
124
17.9
179
171
22.4
1.95
1.94
0.333
2.64
2.67
0.460
9.00
8.80
1.37
11.2
11.2
1.73
13.0
13.2
2.04
22.5
18.8
4.01
28.9
26.8
5.16
34.6
33.4
6.20
36.3
26.7
4.30
47.4
41.8
5.57
57.3
54.2
6.73
65.9
64.5
7.79
79.4
55.7
9.70
98.0
81.3
11.8
114
103
13.8
142
138
17.3
1.55
1.55
0.264
2.11
2.13
0.365
7.20
7.10
1.09
8.97
9.01
1.37
10.4
10.5
1.62
18.1
15.8
3.19
23.3
22.0
4.10
27.8
27.2
4.93
29.4
23.5
3.43
38.3
35.0
4.43
46.2
44.5
5.36
53.1
52.5
6.20
64.7
49.6
7.73
79.6
69.6
9.42
92.7
86.5
11.0
115
113
13.8
1.27
1.27
0.214
1.72
1.73
0.296
5.89
5.84
0.886
7.34
7.38
1.12
8.51
8.62
1.32
14.9
13.4
2.60
19.1
18.3
3.34
22.8
22.5
4.02
24.3
20.5
2.79
31.6
29.6
3.61
38.0
37.1
4.36
43.7
43.5
5.04
53.7
43.8
6.30
65.8
59.6
7.68
76.6
73.0
8.96
94.9
94.4
11.2
75 x 35
100 x 50
t
125 x 50
150 x 60
E-10
Discuss me ...
Table 56
b
COMPRESSION
y
xo
CHANNELS
Centroid
cy
D
x
d
x
Shear centre
t
y
Mass
Dxb
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
175 x 60
* 5.0
10.8
* 6.0
12.8
8.0
16.5
10.0
20.0
* 5.0
13.0
* 6.0
15.4
* 8.0
20.0
10.0
24.4
* 6.0
16.6
* 8.0
21.6
10.0
26.3
12.0
30.8
* 6.0
20.2
* 8.0
26.3
* 10.0
32.3
12.0
37.9
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
468
352
363
628
462
462
837
637
601
1010
807
719
495
413
451
671
547
594
1000
801
854
1230
1000
1040
687
573
610
1080
875
912
1330
1090
1120
1560
1300
1300
727
655
727
1180
1030
1150
1590
1370
1520
1920
1660
1830
468
274
240
628
366
293
837
550
375
1010
742
445
495
341
356
671
447
452
1000
670
621
1230
881
750
687
475
465
1080
728
656
1330
950
794
1560
1180
918
727
582
642
1180
900
981
1590
1200
1280
1920
1480
1530
466
221
157
615
307
187
812
499
238
977
703
282
495
274
261
671
365
321
1000
576
427
1230
801
512
687
388
331
1080
618
448
1330
853
539
1560
1100
620
727
499
540
1180
766
790
1590
1040
1010
1920
1320
1190
438
189
107
573
272
128
753
465
162
903
671
191
493
226
190
655
309
229
955
515
300
1170
747
359
687
326
237
1060
545
314
1300
789
376
1520
1050
432
727
421
436
1180
655
612
1590
921
764
1920
1210
896
407
170
78.2
527
250
92.5
688
440
116
822
639
137
468
194
141
619
272
169
894
474
220
1090
707
263
661
285
175
1010
497
229
1230
745
275
1430
1010
315
727
358
345
1160
573
472
1540
834
583
1850
1130
680
374
156
59.1
477
234
69.7
618
417
88.0
735
600
103
443
172
108
580
247
129
828
444
167
1010
672
199
628
256
134
945
463
174
1150
711
209
1340
973
239
710
311
274
1110
513
369
1470
770
454
1760
1060
528
339
147
46.2
426
222
54.4
548
394
68.6
649
555
81.0
415
157
85.8
539
229
101
758
420
131
917
639
156
593
236
105
880
439
137
1070
682
163
1240
936
187
683
276
221
1060
470
295
1390
722
361
1660
1010
420
270
133
30.4
331
201
35.8
421
341
45.1
494
454
53.2
356
137
57.2
451
205
67.7
616
380
87.0
739
568
103
517
210
70.1
742
403
90.6
895
628
108
1030
846
124
623
230
151
941
412
199
1220
652
243
1440
928
282
212
122
21.5
256
180
25.3
323
285
31.8
378
362
37.5
297
124
40.8
368
187
48.2
491
342
61.8
586
490
73.7
438
194
49.9
609
373
64.3
731
567
76.9
837
738
88.1
557
202
109
818
374
143
1040
600
174
1220
849
202
168
111
16.0
200
158
18.8
252
234
23.7
294
289
27.9
245
115
30.5
299
173
36.0
392
303
46.1
466
414
55.0
366
181
37.3
496
343
48.0
593
500
57.3
676
626
65.7
489
184
82.5
697
346
107
873
552
130
1020
768
151
135
100
12.4
160
137
14.5
201
192
18.3
234
233
21.6
202
107
23.7
244
159
27.9
317
264
35.7
376
348
42.6
304
170
28.9
406
311
37.2
484
433
44.4
551
527
50.9
423
170
64.4
589
323
84.0
730
506
101
849
685
117
110
89.8
9.88
130
117
11.6
163
159
14.6
190
191
17.2
168
100
18.9
201
145
22.3
260
229
28.5
308
293
33.9
255
160
23.1
336
278
29.6
400
371
35.4
455
443
40.6
365
159
51.6
498
301
67.2
613
460
81.4
710
605
94.3
92.2
79.2
8.06
108
100
9.43
135
133
11.9
157
159
14.0
141
93.0
15.4
168
131
18.2
217
197
23.3
257
248
27.7
215
149
18.9
281
246
24.2
334
319
28.9
380
376
33.1
314
150
42.3
424
279
55.0
518
414
66.6
600
532
77.1
200 x 75
t
225 x 75
250 x 100
E-11
Discuss me ...
Table 56
b
COMPRESSION
y
xo
CHANNELS
Centroid
cy
D
x
d
x
Shear centre
t
y
Mass
Dxb
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
300 x 100
* 8.0
29.5
* 10.0
36.2
12.0
42.7
15.0
51.9
* 8.0
35.8
* 10.0
44.1
* 12.0
52.2
15.0
63.7
* 8.0
42.1
* 10.0
52.0
* 12.0
61.6
* 15.0
75.6
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
1220
1100
1200
1760
1550
1680
2160
1900
2040
2630
2310
2480
1290
1220
1290
1880
1750
1880
2530
2320
2530
3230
2940
3230
1350
1310
1350
1980
1900
1980
2690
2550
2690
3720
3490
3720
1220
976
1020
1760
1360
1400
2160
1680
1680
2630
2100
2030
1290
1130
1230
1880
1600
1740
2530
2110
2280
3230
2690
2860
1350
1240
1350
1980
1780
1970
2690
2380
2630
3720
3240
3560
1220
845
828
1760
1180
1090
2160
1490
1300
2630
1940
1550
1290
1030
1100
1880
1440
1520
2530
1890
1940
3230
2440
2420
1350
1160
1270
1980
1650
1810
2690
2190
2380
3720
2970
3190
1220
726
643
1760
1030
822
2160
1340
968
2630
1820
1160
1290
914
946
1880
1280
1270
2530
1680
1590
3230
2230
1960
1350
1070
1160
1980
1510
1620
2690
1990
2100
3720
2710
2770
1220
630
497
1760
920
624
2160
1240
732
2630
1740
872
1290
804
794
1880
1130
1040
2530
1500
1280
3230
2060
1560
1350
975
1040
1980
1360
1430
2690
1790
1810
3720
2460
2340
1220
559
389
1710
838
485
2090
1160
567
2520
1670
674
1290
708
657
1880
1000
844
2530
1360
1020
3230
1920
1240
1350
878
918
1980
1220
1230
2690
1610
1530
3720
2260
1940
1180
506
311
1650
778
385
2000
1100
450
2410
1620
535
1290
629
544
1880
906
690
2490
1250
828
3140
1820
1000
1350
786
798
1980
1100
1050
2690
1460
1290
3720
2090
1610
1090
437
210
1500
699
259
1810
1010
301
2180
1530
358
1250
515
382
1770
771
477
2320
1100
568
2910
1670
685
1350
636
594
1970
906
760
2620
1240
918
3560
1840
1140
988
394
151
1340
647
185
1600
951
215
1920
1430
256
1180
443
279
1650
686
347
2140
1000
411
2670
1570
495
1310
531
448
1880
777
566
2480
1090
678
3340
1680
833
884
366
113
1170
609
139
1390
895
161
1660
1330
192
1100
395
212
1520
629
263
1940
937
310
2410
1480
373
1250
458
347
1770
689
434
2320
989
518
3100
1560
634
779
345
88.7
1010
576
108
1200
838
125
1420
1210
149
1010
362
167
1380
588
205
1740
884
242
2140
1400
291
1190
406
275
1660
628
343
2160
917
407
2840
1470
498
681
328
71.0
871
544
86.6
1020
777
100
1210
1080
119
927
337
134
1240
557
165
1540
840
194
1880
1320
234
1120
369
223
1550
582
277
1980
863
329
2580
1400
401
593
313
58.2
750
512
70.8
877
712
82.3
1040
955
97.6
839
319
110
1100
530
135
1360
798
159
1650
1230
191
1050
341
184
1430
548
228
1810
820
270
2320
1330
329
350 x 125
t
400 x 150
E-12
Discuss me ...
Table 57
y
COMPRESSION
D
b
x
x
y
d
t
Centroid and
shear centre
Mass
D x 2b
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
50 x 50
* 2.0
2.90
3.0
4.15
* 3.0
6.28
* 4.0
8.12
5.0
9.82
* 3.0
8.89
* 4.0
11.6
* 5.0
14.2
* 3.0
10.1
* 4.0
13.2
* 5.0
16.1
6.0
19.0
* 4.0
16.0
* 5.0
19.7
* 6.0
23.2
8.0
29.9
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
84.2
46.2
82.7
127
71.5
154
230
147
213
315
201
311
381
251
403
314
247
293
462
359
434
595
463
567
345
254
310
544
387
485
720
509
646
880
623
800
610
473
552
865
659
781
1080
819
975
1450
1110
1320
58.1
25.4
69.9
84.4
38.9
146
184
90.0
178
246
122
282
295
153
385
274
182
250
397
259
376
507
331
507
312
186
265
484
273
413
636
353
561
773
431
715
559
366
489
786
497
687
976
613
866
1300
827
1210
40.3
15.7
64.2
57.1
24.0
143
143
58.4
159
188
79.0
268
223
99.1
376
236
132
211
336
184
330
424
235
466
280
134
222
427
191
352
555
245
498
670
298
660
510
276
424
710
367
599
877
450
774
1160
607
1140
28.9
10.6
61.2
40.4
16.2
141
110
40.4
148
143
54.6
260
169
68.5
372
201
97.8
182
280
134
300
350
170
440
249
98.9
187
372
138
309
478
176
457
573
214
625
463
209
367
636
274
530
781
334
706
1030
450
1090
21.5
7.64
59.6
29.9
11.6
140
86.7
29.5
142
111
39.8
256
130
50.0
370
169
74.1
162
232
101
279
287
128
423
219
74.8
163
321
103
280
408
131
430
485
159
603
417
161
322
566
209
479
689
254
658
897
343
1060
16.6
5.76
58.5
23.0
8.76
139
69.0
22.5
138
87.9
30.3
253
102
38.1
368
142
57.8
148
192
78.8
266
236
99.6
412
192
58.2
146
276
80.3
261
347
101
412
410
123
588
373
127
290
499
163
444
604
199
625
781
268
1040
13.2
4.50
57.9
18.2
6.83
139
55.9
17.7
135
70.9
23.8
251
82.9
29.9
367
120
46.2
138
161
62.8
256
196
79.3
405
168
46.5
134
237
63.9
247
295
80.9
399
347
97.9
578
333
102
266
439
131
418
528
159
601
678
214
1020
8.86
2.96
57.0
12.1
4.49
139
38.6
11.7
132
48.7
15.8
249
56.8
19.8
366
87.6
31.3
126
115
42.5
244
139
53.5
395
128
31.5
119
176
43.0
231
217
54.4
384
254
65.8
566
263
70.1
235
339
89.5
385
404
108
571
513
146
1000
6.35
2.09
56.6
8.69
3.17
138
28.1
8.34
130
35.4
11.2
247
41.2
14.1
365
65.9
22.6
120
86.1
30.6
238
103
38.5
390
99.7
22.7
110
134
30.9
221
165
39.0
375
191
47.2
559
208
50.9
217
265
64.7
366
313
78.3
553
395
105
989
4.78
1.56
56.3
6.52
2.36
138
21.4
6.24
129
26.9
8.39
247
31.3
10.6
365
51.1
17.1
115
66.5
23.0
234
79.9
29.0
387
78.9
17.1
105
105
23.3
216
128
29.4
370
149
35.5
555
167
38.6
206
211
49.0
354
248
59.2
542
312
79.7
983
3.72
1.20
56.2
5.07
1.82
138
16.8
4.84
128
21.1
6.50
246
24.5
8.19
365
40.7
13.3
113
52.7
18.0
231
63.3
22.6
384
63.7
13.4
101
84.6
18.1
212
102
22.9
366
118
27.6
552
136
30.2
198
171
38.3
347
200
46.3
535
251
62.3
978
2.98
0.958
56.0
4.06
1.45
138
13.5
3.86
128
16.9
5.19
246
19.7
6.54
364
33.1
10.7
111
42.8
14.4
229
51.3
18.1
383
52.4
10.7
99.1
69.2
14.5
209
83.9
18.3
364
96.9
22.1
550
113
24.3
193
140
30.8
341
165
37.2
530
206
50.1
975
2.44
0.781
55.9
3.32
1.18
138
11.1
3.15
127
13.9
4.24
246
16.2
5.34
364
27.5
8.78
109
35.4
11.8
228
42.4
14.9
382
43.8
8.81
97.3
57.6
11.9
207
69.7
15.0
362
80.5
18.1
549
95.3
20.0
189
118
25.3
337
138
30.5
527
172
41.1
973
75 x 70
100 x 100
t
125 x 100
150 x 120
E-13
Discuss me ...
Table 57
y
COMPRESSION
D
b
x
x
y
d
t
Centroid and
shear centre
Mass
D x 2b
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
175 x 120
* 5.0
21.7
* 6.0
25.6
8.0
33.1
10.0
40.1
* 5.0
26.0
* 6.0
30.8
* 8.0
40.0
10.0
48.7
* 6.0
33.2
* 8.0
43.2
10.0
52.7
12.0
61.7
* 6.0
40.3
* 8.0
52.7
* 10.0
64.5
12.0
75.9
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
921
675
812
1220
880
1070
1640
1190
1450
1980
1460
1780
977
818
911
1320
1080
1220
1970
1580
1790
2470
1980
2240
1350
1100
1250
2130
1680
1930
2670
2110
2410
3120
2490
2830
1440
1330
1400
2320
2090
2220
3120
2780
2960
3840
3420
3630
851
506
714
1120
646
940
1500
874
1310
1800
1080
1660
945
675
837
1260
881
1110
1840
1270
1630
2290
1590
2070
1320
895
1140
2040
1330
1750
2540
1670
2210
2960
1980
2640
1440
1170
1320
2300
1810
2090
3060
2400
2770
3750
2940
3410
783
372
618
1020
467
822
1360
631
1210
1640
787
1590
885
545
756
1170
698
998
1700
987
1480
2110
1240
1930
1250
707
1030
1900
1030
1570
2360
1290
2040
2750
1540
2490
1380
1020
1240
2180
1550
1940
2880
2040
2590
3520
2490
3200
717
277
538
929
344
733
1230
464
1140
1470
581
1540
828
434
672
1090
548
890
1570
766
1360
1940
964
1820
1170
554
911
1770
789
1420
2190
994
1910
2550
1190
2390
1320
876
1160
2060
1310
1800
2710
1700
2410
3310
2080
3020
653
211
479
838
260
670
1100
351
1090
1320
441
1510
771
346
596
1010
433
799
1440
600
1260
1770
756
1750
1090
437
811
1640
614
1300
2030
774
1810
2350
930
2320
1250
746
1060
1940
1090
1650
2550
1420
2250
3090
1720
2860
591
165
437
751
202
625
982
273
1060
1170
344
1490
716
280
533
930
347
726
1310
478
1190
1610
602
1700
1020
349
730
1510
487
1210
1870
614
1740
2160
740
2270
1190
633
973
1820
913
1520
2380
1180
2110
2890
1430
2740
533
132
406
670
162
594
870
218
1030
1030
275
1480
662
229
483
853
283
670
1190
388
1140
1460
488
1660
950
284
667
1390
394
1140
1710
497
1680
1980
599
2230
1120
538
888
1710
767
1410
2220
983
2000
2680
1190
2640
429
90.0
367
529
109
554
681
148
1000
802
187
1460
561
160
413
710
196
594
972
268
1060
1180
338
1600
814
197
582
1170
271
1050
1420
342
1610
1640
414
2190
997
395
750
1490
554
1240
1920
707
1830
2290
857
2500
345
65.0
345
420
79.2
531
536
106
985
630
135
1460
471
117
370
587
144
548
791
195
1020
953
246
1570
691
144
530
968
197
1000
1170
249
1570
1350
301
2160
879
299
652
1290
415
1120
1640
527
1720
1940
639
2410
280
49.2
331
338
59.8
517
429
80.7
975
502
101
1450
395
90.0
343
487
109
518
647
148
993
776
187
1550
585
110
496
804
150
967
970
189
1550
1110
229
2140
770
232
584
1100
321
1050
1390
407
1650
1640
493
2360
230
38.4
321
276
46.7
508
349
63.0
968
408
79.7
1450
332
70.9
324
406
86.3
498
535
117
975
639
147
1540
496
86.6
474
673
118
944
809
148
1530
924
180
2130
673
186
536
948
255
991
1180
323
1600
1390
391
2320
191
30.9
315
229
37.5
501
288
50.6
963
337
64.0
1440
282
57.3
311
342
69.7
484
447
94.3
962
533
118
1530
423
69.9
458
568
95.1
928
681
119
1520
776
145
2130
587
151
502
816
207
953
1010
262
1560
1190
317
2290
161
25.3
310
192
30.7
496
242
41.5
960
282
52.5
1440
241
47.3
301
291
57.4
474
378
77.6
953
451
97.8
1530
363
57.5
447
484
78.2
916
579
98.6
1510
659
119
2120
514
126
476
706
172
925
871
217
1540
1020
263
2270
200 x 150
t
225 x 150
250 x 200
E-14
Discuss me ...
Table 57
COMPRESSION
y
D
x
b
x
y
d
t
Centroid and
shear centre
D x 2b
t
mm
300 x 200
mm
* 8.0
Mass
per
Metre
kg
59.0
* 10.0
72.4
12.0
85.4
15.0
103
* 8.0
71.6
* 10.0
88.2
* 12.0
104
15.0
127
* 8.0
84.3
* 10.0
104
* 12.0
123
* 15.0
151
350 x 250
400 x 300
for
Axis
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
1.0
2410
2160
2320
3460
3040
3290
4320
3780
4080
5250
4630
4950
2550
2460
2530
3710
3520
3650
4980
4670
4860
6450
6030
6260
2670
2670
2670
3910
3880
3910
5290
5200
5270
7310
7120
7230
1.5
2410
1870
2180
3460
2600
3080
4320
3220
3820
5250
3960
4660
2550
2220
2430
3710
3150
3480
4980
4150
4620
6450
5350
5940
2670
2480
2610
3910
3570
3780
5290
4760
5070
7310
6490
6940
2.0
2350
1590
2030
3320
2180
2850
4120
2690
3560
4980
3320
4400
2550
2000
2320
3710
2800
3310
4930
3660
4370
6340
4700
5640
2670
2290
2520
3910
3270
3650
5290
4340
4870
7310
5880
6650
2.5
2250
1340
1880
3160
1800
2630
3900
2220
3310
4720
2750
4190
2500
1780
2200
3570
2460
3130
4730
3190
4120
6060
4080
5340
2670
2110
2430
3900
2980
3500
5220
3920
4670
7110
5280
6350
3.0
2150
1110
1720
3000
1480
2420
3700
1820
3100
4470
2260
4020
2410
1570
2080
3440
2150
2940
4530
2750
3860
5800
3510
5060
2620
1930
2340
3780
2700
3350
5040
3520
4450
6850
4710
6050
3.5
2050
927
1570
2840
1220
2240
3500
1490
2920
4220
1860
3880
2330
1370
1950
3300
1860
2740
4330
2360
3620
5530
3010
4810
2550
1760
2240
3660
2430
3190
4870
3150
4220
6600
4170
5750
4.0
1950
777
1440
2690
1020
2080
3300
1240
2770
3970
1550
3780
2240
1200
1820
3170
1610
2560
4140
2020
3390
5280
2570
4590
2470
1590
2140
3540
2180
3020
4700
2790
4000
6350
3680
5470
5.0
1750
560
1240
2390
724
1860
2910
881
2560
3490
1110
3640
2080
918
1570
2900
1210
2230
3770
1500
3020
4770
1910
4250
2330
1290
1910
3310
1740
2690
4370
2200
3560
5860
2860
4970
E-15
6.0
1570
418
1100
2110
538
1710
2550
654
2430
3050
822
3550
1920
712
1360
2650
928
1990
3400
1150
2750
4280
1450
4020
2190
1050
1690
3090
1390
2390
4040
1730
3200
5380
2240
4570
7.0
1390
323
1010
1840
414
1610
2210
503
2340
2640
633
3490
1760
564
1210
2400
729
1810
3060
897
2560
3820
1140
3860
2050
854
1500
2870
1120
2130
3720
1390
2910
4910
1790
4270
8.0
1230
257
942
1610
328
1540
1920
398
2280
2280
501
3450
1600
455
1090
2170
586
1670
2730
718
2430
3390
909
3740
1910
704
1330
2650
917
1930
3410
1130
2680
4470
1450
4050
9.0
1090
208
896
1400
266
1500
1670
322
2240
1980
406
3420
1460
374
1000
1950
480
1580
2430
587
2330
3000
743
3660
1780
588
1200
2440
761
1780
3120
937
2510
4050
1200
3880
10.0
958
173
861
1230
220
1460
1450
266
2200
1720
336
3400
1320
313
937
1750
400
1500
2170
489
2250
2660
618
3590
1650
497
1100
2250
641
1660
2840
787
2380
3660
1000
3750
Discuss me ...
Table 58
y
COMPRESSION
u
v
uo
Centroid
d
x
cx
EQUAL ANGLES
x
cy
u
t
v
y
d
Shear centre
Mass
dxd
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
50 x 50
* 5.0
3.54
* 6.0
4.15
8.0
5.27
10.0
6.26
* 6.0
6.52
* 8.0
8.43
* 10.0
10.2
12.0
11.9
* 8.0
11.6
* 10.0
14.2
* 12.0
16.6
15.0
20.0
* 8.0
14.1
* 10.0
17.3
* 12.0
20.4
* 15.0
24.8
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
99.8
101
50.4
124
137
57.3
165
198
65.3
192
238
66.8
202
162
151
311
279
209
424
408
254
512
514
280
380
294
326
548
452
442
720
627
552
970
895
683
401
293
384
586
463
540
791
656
701
1130
979
940
62.7
80.2
25.4
75.1
102
28.3
95.3
141
31.6
109
167
32.1
166
153
93.6
243
255
119
316
361
137
373
447
146
345
285
240
479
435
303
616
597
355
809
837
409
395
287
320
563
453
431
742
640
535
1020
949
668
40.0
58.2
15.0
47.1
71.8
16.7
58.8
94.8
18.5
67.3
111
18.7
128
137
59.3
177
218
73.3
221
297
83.0
256
360
88.2
296
272
166
399
407
201
499
548
229
633
750
256
360
281
250
504
439
320
653
615
380
877
897
452
27.2
42.1
9.92
31.8
50.8
11.0
39.5
65.8
12.1
45.1
77.1
12.2
95.9
117
40.3
128
177
49.2
157
232
55.3
180
277
58.6
244
252
117
318
367
139
388
482
156
479
643
173
320
271
189
438
418
234
555
577
272
723
824
316
19.6
31.2
7.03
22.9
37.3
7.76
28.3
47.8
8.55
32.3
55.9
8.61
72.5
98.0
29.0
95.4
141
35.2
115
180
39.4
132
213
41.6
197
227
86.2
250
320
101
300
411
113
364
534
124
278
258
143
370
390
174
459
528
200
582
736
230
14.8
23.9
5.24
17.2
28.4
5.78
21.2
36.1
6.36
24.2
42.2
6.39
56.2
80.7
21.8
73.2
112
26.4
88.3
142
29.5
100
166
31.1
158
200
65.6
198
274
76.9
235
344
85.5
283
437
93.7
237
242
111
308
357
134
375
473
153
468
642
175
11.5
18.9
4.06
13.4
22.3
4.47
16.5
28.2
4.91
18.8
32.9
4.93
44.6
66.6
17.0
57.8
91.4
20.5
69.4
113
22.9
79.1
132
24.1
128
174
51.5
159
232
60.2
188
287
66.8
225
359
73.0
200
223
88.8
256
321
106
308
416
120
380
553
137
7.58
12.5
2.64
8.78
14.7
2.90
10.8
18.5
3.18
12.3
21.6
3.19
29.9
46.6
11.2
38.5
62.5
13.4
46.0
76.7
14.9
52.3
88.9
15.7
88.7
130
34.1
108
168
39.7
127
203
43.9
151
250
47.8
144
183
59.7
180
252
71.0
215
317
80.4
261
407
90.9
5.36
8.89
1.85
6.20
10.4
2.03
7.62
13.1
2.23
8.68
15.2
2.24
21.4
34.1
7.89
27.4
45.1
9.47
32.7
55.0
10.5
37.2
63.5
11.0
64.3
98.5
24.2
78.5
124
28.1
91.5
149
31.0
108
181
33.8
106
148
42.7
132
196
50.6
156
242
57.2
189
304
64.5
3.98
6.63
1.37
4.61
7.76
1.50
5.66
9.73
1.65
6.44
11.3
1.65
16.0
25.9
5.87
20.5
34.0
7.03
24.4
41.2
7.79
27.7
47.6
8.18
48.6
76.3
18.1
59.2
95.8
21.0
68.8
113
23.1
81.4
137
25.1
81.9
119
32.1
101
155
37.9
118
188
42.7
143
234
48.1
3.08
5.13
1.05
3.56
6.00
1.16
4.37
7.52
1.27
4.97
8.73
1.27
12.5
20.3
4.53
15.9
26.5
5.42
18.9
32.0
6.01
21.5
36.9
6.31
38.0
60.6
14.0
46.2
75.4
16.2
53.6
89.2
17.9
63.3
107
19.4
64.5
97.4
24.9
79.4
124
29.4
93.2
150
33.1
112
185
37.2
2.45
4.09
0.836
2.83
4.78
0.918
3.47
5.98
1.00
3.95
6.94
1.01
9.96
16.3
3.61
12.7
21.2
4.31
15.1
25.6
4.77
17.1
29.5
5.01
30.5
49.1
11.2
37.0
60.9
12.9
42.9
71.7
14.2
50.7
86.3
15.4
52.1
80.3
20.0
63.9
101
23.5
75.0
121
26.4
90.0
149
29.7
2.00
3.33
0.680
2.31
3.89
0.746
2.83
4.87
0.815
3.22
5.65
0.817
8.15
13.4
2.94
10.4
17.3
3.51
12.3
20.9
3.88
14.0
24.1
4.07
25.0
40.6
9.13
30.3
50.1
10.5
35.1
58.9
11.6
41.4
70.7
12.6
42.9
67.2
16.3
52.6
84.6
19.2
61.6
100
21.6
73.8
123
24.2
75 x 75
t
100 x 100
120 x 120
E-16
Discuss me ...
Table 58
y
COMPRESSION
u
v
uo
Centroid
d
x
cx
EQUAL ANGLES
x
cy
u
t
v
y
d
Shear centre
Mass
dxd
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
150 x 150
* 8.0
17.9
* 10.0
22.1
* 12.0
26.1
* 15.0
31.9
* 8.0
24.2
* 10.0
30.0
* 12.0
35.6
* 15.0
43.7
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
425
282
425
627
462
627
855
672
848
1240
1030
1190
451
257
451
674
440
674
929
663
929
1360
1060
1360
425
278
397
627
455
562
855
662
735
1230
1020
996
451
251
451
674
430
674
929
651
927
1360
1050
1320
422
274
348
607
448
478
809
650
606
1130
994
783
451
248
440
674
425
636
929
644
850
1360
1030
1190
395
269
295
563
439
390
741
634
479
1020
961
594
451
245
408
674
421
582
926
637
765
1330
1020
1050
367
264
243
514
427
312
667
612
374
898
915
453
449
243
374
654
417
522
881
629
673
1250
1010
892
335
257
198
461
412
250
589
584
295
775
858
352
431
241
338
623
412
460
832
620
580
1170
986
749
303
250
163
409
394
202
513
550
237
662
792
280
411
238
300
589
406
400
781
609
495
1080
962
626
240
229
113
313
349
138
383
471
161
482
651
188
369
232
232
517
391
298
671
580
360
902
898
444
188
205
82.7
240
299
100
290
391
115
359
523
135
324
225
179
442
373
225
560
542
268
733
816
327
148
179
62.7
187
252
75.8
224
322
87.3
276
420
101
279
215
140
371
350
174
462
497
206
592
726
249
119
155
49.1
149
212
59.2
178
266
68.1
218
341
79.1
238
205
111
310
323
138
381
448
163
483
635
196
97.7
133
39.5
121
179
47.5
144
221
54.6
176
281
63.3
202
192
91.1
260
295
112
317
400
131
398
553
158
81.2
115
32.4
100
152
39.0
119
186
44.7
145
234
51.8
172
179
75.5
220
268
92.8
267
355
108
333
480
130
200 x 200
t
E-17
Discuss me ...
Table 59
y
COMPRESSION
d
xo
x
x
Centroid
d
t
cy
Shear
centre
y
Mass
2d x d
mm
100 x 50
150 x 75
200 x 100
240 x 120
t
per
for
Metre
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
* 5.0
7.08
* 6.0
8.30
8.0
10.5
10.0
12.5
* 6.0
13.0
* 8.0
16.9
* 10.0
20.4
12.0
23.7
* 8.0
23.2
* 10.0
28.3
* 12.0
33.2
15.0
40.0
* 8.0
28.2
* 10.0
34.6
* 12.0
40.8
* 15.0
49.5
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
199
212
158
259
289
197
368
429
263
446
523
306
377
324
336
588
561
509
817
830
688
1010
1060
826
720
581
664
1030
895
932
1350
1250
1210
1850
1790
1620
797
576
752
1150
912
1070
1530
1300
1420
2160
1940
1970
149
177
102
189
232
123
265
332
159
325
410
183
322
314
265
493
535
386
676
771
502
829
966
593
645
573
565
910
880
777
1190
1220
992
1620
1740
1290
733
570
668
1050
902
941
1390
1280
1230
1950
1910
1680
109
133
68.2
136
168
81.3
189
236
102
234
295
117
271
294
204
405
477
286
546
666
362
668
826
422
573
559
472
799
849
633
1040
1160
791
1390
1620
1010
672
563
588
953
889
814
1260
1260
1050
1740
1860
1400
80.8
97.8
47.9
100
121
56.6
137
167
71.0
171
211
81.2
224
260
156
328
401
213
436
544
265
532
670
307
504
534
388
693
791
509
891
1060
624
1190
1440
779
612
554
512
860
867
695
1130
1210
879
1540
1760
1150
61.5
73.0
35.3
75.8
89.9
41.5
103
123
51.7
129
155
59.2
184
220
122
265
326
163
349
433
201
425
531
231
439
495
318
596
710
409
758
928
495
999
1250
609
554
539
441
770
830
588
998
1140
733
1360
1620
940
48.0
56.0
27.0
59.0
68.7
31.6
80.5
93.8
39.3
101
118
44.9
152
182
96.7
216
263
128
282
345
156
343
421
179
380
445
261
509
620
332
643
796
398
841
1050
485
499
517
378
685
777
496
880
1040
611
1180
1450
772
38.4
44.2
21.3
47.1
54.0
24.9
64.2
73.5
30.9
80.7
93.0
35.3
126
151
78.2
178
214
102
231
278
124
281
339
142
328
391
216
436
533
272
546
675
325
710
884
393
446
487
324
607
711
420
773
937
512
1030
1280
640
26.1
29.4
14.2
31.9
35.7
16.6
43.4
48.5
20.5
54.6
61.4
23.4
90.7
106
53.8
125
147
70.1
161
189
84.6
196
230
96.6
247
295
154
323
391
191
400
486
226
517
627
271
356
411
241
474
570
307
596
729
369
783
967
455
18.9
20.9
10.2
23.0
25.3
11.8
31.2
34.3
14.6
39.4
43.5
16.6
67.4
77.6
39.2
92.9
106
50.7
119
136
61.0
144
165
69.5
189
224
114
245
291
141
303
359
165
388
461
198
284
334
183
374
449
231
465
563
276
605
734
337
14.3
15.6
7.61
17.3
18.9
8.83
23.5
25.6
10.9
29.7
32.4
12.4
51.9
58.9
29.7
71.2
80.5
38.4
91.0
102
46.0
110
124
52.4
149
174
88.0
192
224
108
235
274
126
301
350
150
229
269
143
299
355
179
369
440
213
478
569
259
11.1
12.1
5.92
13.5
14.6
6.86
18.4
19.8
8.44
23.2
25.0
9.62
41.1
46.1
23.3
56.3
62.8
30.0
71.7
79.7
35.9
86.9
96.6
40.9
119
138
69.7
153
176
85.3
188
215
99.6
240
274
118
187
219
115
243
285
143
299
351
169
385
451
205
8.95
9.61
4.73
10.9
11.6
5.48
14.7
15.7
6.74
18.6
19.9
7.68
33.4
37.0
18.8
45.5
50.3
24.1
57.9
63.7
28.8
70.2
77.3
32.8
98.2
111
56.5
125
142
69.0
153
173
80.4
195
221
95.4
155
180
94.3
201
233
116
246
285
137
316
365
166
7.35
7.83
3.87
8.91
9.48
4.48
12.1
12.8
5.50
15.3
16.2
6.27
27.6
30.4
15.5
37.6
41.2
19.8
47.8
52.1
23.6
57.9
63.2
26.9
81.9
92.3
46.7
104
117
56.9
127
142
66.3
162
181
78.5
131
150
78.5
168
193
96.9
206
236
114
264
301
137
see Section 8.4.2.
E-18
Discuss me ...
Table 59
y
COMPRESSION
d
xo
x
x
Centroid
d
t
cy
Shear
centre
y
Mass
2d x d
mm
300 x 150
400 x 200
t
per
for
Metre
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
* 8.0
35.8
* 10.0
44.1
* 12.0
52.2
* 15.0
63.7
* 8.0
48.5
* 10.0
59.9
* 12.0
71.1
* 15.0
87.4
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
850
554
846
1260
907
1230
1710
1320
1650
2470
2030
2340
903
505
903
1350
862
1350
1860
1300
1860
2730
2080
2730
829
547
780
1210
897
1120
1620
1310
1500
2310
2020
2100
903
492
900
1350
845
1320
1860
1280
1800
2730
2060
2590
779
542
716
1130
889
1020
1510
1300
1350
2130
2000
1860
898
487
852
1320
837
1250
1800
1270
1680
2600
2040
2410
731
538
654
1050
880
920
1400
1280
1200
1960
1960
1640
862
484
807
1260
832
1170
1710
1260
1570
2460
2030
2230
684
532
593
975
869
824
1290
1260
1060
1800
1910
1420
827
482
762
1210
827
1100
1630
1250
1470
2330
2010
2060
638
526
535
902
853
733
1190
1230
933
1640
1830
1230
792
479
719
1150
822
1030
1550
1240
1360
2210
1990
1890
593
517
481
831
830
649
1080
1180
817
1480
1720
1060
759
477
676
1100
816
957
1470
1230
1260
2080
1970
1730
507
491
384
698
761
507
898
1040
627
1210
1460
800
692
470
592
989
801
823
1310
1200
1060
1840
1890
1430
430
451
308
582
667
399
739
881
488
981
1200
614
628
462
514
886
779
702
1160
1150
892
1600
1770
1180
363
401
249
485
568
319
610
731
386
801
974
482
566
451
444
789
749
596
1020
1080
748
1390
1610
972
307
348
204
406
478
259
507
606
312
662
795
387
508
437
383
699
707
507
898
994
629
1210
1430
809
262
300
170
343
403
214
426
505
257
553
656
317
454
418
331
618
656
433
787
895
533
1050
1250
680
225
258
143
293
342
180
362
425
215
468
549
264
406
396
287
546
599
372
691
797
456
913
1090
577
see Section 8.4.2.
E-19
Discuss me ...
y
TENSION
Table 60
u
v
uo
Centroid
d
x
cx
EQUAL ANGLES
x
cy
u
v
y
d
TENSION CAPACITY FOR GRADE 1.4362 (SAF 2304)
dxd
t
Mass
Radius of
Gross
Weld
Holes Deducted
Equivalent
Tension
per
Gyration
Area
or
From Angle
Tension
Capacity
Metre
v-v axis
mm
mm
kg
cm
Bolt
50 x 50
5.0
3.54
0.892
cm
4.48
50 x 50
6.0
4.15
0.861
5.25
50 x 50
8.0
5.27
0.797
6.67
50 x 50
10.0
6.26
0.732
7.93
75 x 75
6.0
6.52
1.38
8.25
75 x 75
8.0
8.43
1.32
10.7
75 x 75
10.0
10.2
1.26
12.9
75 x 75
12.0
11.9
1.20
15.0
100 x 100
8.0
11.6
1.84
14.7
100 x 100
10.0
14.2
1.78
17.9
100 x 100
12.0
16.6
1.72
21.0
100 x 100
15.0
20.0
1.63
25.3
120 x 120
8.0
14.1
2.25
17.9
120 x 120
10.0
17.3
2.20
21.9
120 x 120
12.0
20.4
2.14
25.8
120 x 120
15.0
24.8
2.05
31.3
150 x 150
8.0
17.9
2.87
22.7
150 x 150
10.0
22.1
2.82
27.9
2
No.
Size
Weld
M12
Weld
M12
Weld
M12
Weld
M12
Weld
M16
M20
Weld
M16
M20
Weld
M16
M20
Weld
M16
M20
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M20
M24
Weld
M20
M20
M24
E-20
0
1
0
1
0
1
0
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
2
1
0
1
2
1
Diameter
Area
mm
cm
3.89
2.84
4.58
3.35
5.87
4.30
7.05
5.16
7.13
5.30
5.06
9.27
6.90
6.58
11.3
8.41
8.01
13.2
9.85
9.37
12.7
9.58
9.26
15.5
11.8
11.4
18.3
13.9
13.4
22.2
16.9
16.3
15.4
12.0
11.7
18.9
14.8
14.4
22.4
17.5
17.0
27.3
21.4
20.8
19.5
15.6
13.8
15.3
24.0
19.3
17.1
18.9
13
13
13
13
18
22
18
22
18
22
18
22
22
26
22
26
22
26
22
26
22
26
22
26
22
26
22
26
22
22
26
22
22
26
2
kN
155
113
183
133
234
171
281
206
285
211
202
370
275
263
451
336
320
528
393
374
506
383
370
621
470
454
732
554
535
889
674
650
615
479
466
757
590
574
895
698
679
1090
854
830
778
623
552
610
961
770
682
754
Shear centre
t
Discuss me ...
y
TENSION
Table 60
u
v
uo
Centroid
d
x
cx
EQUAL ANGLES
x
cy
u
v
y
d
dxd
t
Mass
Radius of
Gross
Weld
Holes Deducted
Equivalent
Tension
per
Gyration
Area
or
From Angle
Tension
Capacity
Metre
v-v axis
mm
mm
kg
cm
Bolt
150 x 150
12.0
26.1
2.76
cm
33.0
150 x 150
15.0
31.9
2.67
40.3
200 x 200
8.0
24.2
3.90
30.7
200 x 200
10.0
30.0
3.85
37.9
200 x 200
12.0
35.6
3.79
45.0
200 x 200
15.0
43.7
3.71
55.3
2
No.
Size
Weld
M20
M20
M24
Weld
M20
M20
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
E-21
0
1
2
1
0
1
2
1
0
3
1
2
0
3
1
2
0
3
1
2
0
3
1
2
Diameter
Area
mm
cm
28.5
22.9
20.2
22.4
35.0
28.1
24.8
27.5
26.3
18.1
21.3
19.2
32.5
22.4
26.4
23.8
38.7
26.6
31.4
28.3
47.7
32.8
38.8
34.9
22
22
26
22
22
26
22
26
26
22
26
26
22
26
26
22
26
26
2
kN
1140
914
809
895
1400
1120
992
1100
1050
722
850
767
1300
894
1050
950
1550
1060
1260
1130
1910
1310
1550
1390
Shear centre
t
y
Discuss me ...
TENSION
Table 61
d
xo
TWO EQUAL ANGLES
BACK TO BACK
x
x
Centroid
d
t
cy
Shear
centre
y
2d x d
t
Mass
Radius of
Gross
Weld
Holes Deducted
Gusset Between
per
Gyration
Area
or
From Angle
Angles
Metre
Axis
Axis
Bolt
x-x
y-y
mm
mm
kg
cm
cm
100 x 50
5.0
7.08
2.17
1.55
cm
8.96
100 x 50
6.0
8.30
2.20
1.53
10.5
100 x 50
8.0
10.5
2.26
1.50
13.3
100 x 50
10.0
12.5
2.34
1.47
15.9
150 x 75
6.0
13.0
3.21
2.34
16.5
150 x 75
8.0
16.9
3.27
2.31
21.3
150 x 75
10.0
20.4
3.33
2.28
25.9
150 x 75
12.0
23.7
3.40
2.25
30.0
200 x 100
8.0
23.2
4.28
3.12
29.3
200 x 100
10.0
28.3
4.33
3.09
35.9
200 x 100
12.0
33.2
4.40
3.06
42.0
200 x 100
15.0
40.0
4.49
3.02
50.7
240 x 120
8.0
28.2
5.09
3.77
35.7
240 x 120
10.0
34.6
5.14
3.74
43.9
240 x 120
12.0
40.8
5.20
3.71
51.6
240 x 120
15.0
49.5
5.29
3.67
62.7
300 x 150
8.0
35.8
6.31
4.74
45.3
300 x 150
10.0
44.1
6.36
4.71
55.9
No.
Diameter
Size
2
mm
Weld
M12
Weld
M12
Weld
M12
Weld
M12
Weld
M16
M20
Weld
M16
M20
Weld
M16
M20
Weld
M16
M20
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M20
M24
Weld
M20
M20
M24
0
1
0
1
0
1
0
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
2
1
0
1
2
1
13
13
13
13
18
22
18
22
18
22
18
22
22
26
22
26
22
26
22
26
22
26
22
26
22
26
22
26
22
22
26
22
22
26
E-22
Gusset On Back
of Angles
Equivalent
Tension
Equivalent
Tension
Tension Area
Capacity
Tension Area
Capacity
kN
cm
7.77
5.68
9.16
6.69
11.7
8.59
14.1
10.3
14.3
10.6
10.1
18.5
13.8
13.2
22.6
16.8
16.0
26.4
19.7
18.7
25.3
19.2
18.5
31.1
23.5
22.7
36.6
27.7
26.8
44.5
33.7
32.5
30.8
24.0
23.3
37.9
29.5
28.7
44.8
34.9
34.0
54.7
42.7
41.5
38.9
31.2
27.6
30.5
48.1
38.5
34.1
37.7
2
cm
8.37
6.67
9.83
7.82
12.5
9.93
15.0
11.8
15.4
12.5
12.0
19.9
16.1
15.5
24.2
19.5
18.7
28.2
22.7
21.7
27.3
22.5
21.8
33.5
27.5
26.7
39.3
32.2
31.3
47.6
38.9
37.7
33.3
28.1
27.4
40.9
34.5
33.7
48.2
40.6
39.7
58.7
49.4
48.2
42.1
36.5
33.0
35.8
52.0
45.0
40.6
44.2
334
266
393
312
501
397
599
471
615
498
479
797
645
619
969
781
749
1130
908
869
1090
899
873
1340
1100
1070
1570
1290
1250
1900
1560
1510
1330
1120
1100
1640
1380
1350
1930
1630
1590
2350
1980
1930
1690
1460
1320
1430
2080
1800
1620
1770
2
kN
310
227
366
267
469
343
563
413
570
423
404
741
551
526
903
673
641
1060
787
749
1010
766
740
1240
941
909
1460
1110
1070
1780
1350
1300
1230
958
932
1520
1180
1150
1790
1400
1360
2190
1710
1660
1560
1250
1110
1220
1920
1540
1370
1510
y
Discuss me ...
TENSION
Table 61
d
xo
TWO EQUAL ANGLES
BACK TO BACK
x
x
Centroid
d
t
cy
Shear
centre
y
2d x d
t
Mass
Radius of
Gross
Weld
Holes Deducted
Gusset Between
per
Gyration
Area
or
From Angle
Angles
Metre
Axis
Axis
Bolt
x-x
y-y
mm
mm
kg
cm
cm
300 x 150
12.0
52.2
6.42
4.68
cm
66.0
300 x 150
15.0
63.7
6.50
4.64
80.7
400 x 200
8.0
48.5
8.35
6.35
61.3
400 x 200
10.0
59.9
8.40
6.32
75.9
400 x 200
12.0
71.1
8.45
6.30
90.0
400 x 200
15.0
87.4
8.53
6.26
110
No.
Diameter
Size
2
mm
Weld
M20
M20
M24
Weld
M20
M20
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
0
1
2
1
0
1
2
1
0
3
1
2
0
3
1
2
0
3
1
2
0
3
1
2
22
22
26
22
22
26
22
26
26
22
26
26
22
26
26
22
26
26
E-23
Gusset On Back
of Angles
Equivalent
Tension
Equivalent
Tension
Tension Area
Capacity
Tension Area
Capacity
kN
cm
57.0
45.7
40.5
44.8
70.0
56.2
49.6
55.0
52.5
36.1
42.5
38.4
65.1
44.7
52.7
47.5
77.4
53.2
62.8
56.5
95.5
65.5
77.5
69.7
2
cm
61.5
53.2
48.0
52.3
75.3
65.2
58.6
64.0
56.9
43.4
49.8
45.7
70.5
53.7
61.7
56.5
83.7
63.7
73.3
67.0
103
78.2
90.2
82.4
2460
2130
1920
2090
3010
2610
2340
2560
2280
1740
1990
1830
2820
2150
2470
2260
3350
2550
2930
2680
4120
3130
3610
3300
2
kN
2280
1830
1620
1790
2800
2250
1990
2200
2100
1440
1700
1530
2600
1790
2110
1900
3100
2130
2510
2260
3820
2620
3100
2790
Discuss me ...
Table 62
BENDING
y
SUBJECT TO BENDING
D x
x
y
MOMENT AND SHEAR CAPACITY FOR GRADE 1.4362 (SAF 2304)
Section
Moment
Second Moment
Shear
per
Classification
Capacity
Of Area
Capacity
Metre
Mc
Ix , Iy
kg
kNm
t
mm
mm
21.3
1.0
1.2
1.6
2.0
2.3
1.0
1.6
2.0
2.5
3.2
1.0
1.6
2.0
2.6
3.2
1.0
1.6
2.0
2.6
3.2
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
0.50
0.60
0.78
0.96
1.08
0.81
1.27
1.57
1.94
2.42
1.03
1.62
2.01
2.57
3.11
1.17
1.85
2.30
2.95
3.58
1.47
2.33
2.89
3.72
4.53
5.59
6.86
1.86
2.96
3.68
4.74
5.79
7.16
8.82
2.18
3.47
4.31
5.57
6.81
8.43
10.4
2.50
3.97
4.94
6.39
7.81
9.69
12.0
33.7
42.4
48.3
Mass
D
60.3
76.1
88.9
101.6
Plastic
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Semi-compact
Plastic
Plastic
Plastic
Plastic
Semi-compact
Compact
Plastic
Plastic
Plastic
Semi-compact
Compact
Compact
Plastic
Plastic
Plastic
Plastic
Semi-compact
Semi-compact
Compact
Compact
Plastic
Plastic
Plastic
Semi-compact
Semi-compact
Semi-compact
Compact
Compact
Plastic
Plastic
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Compact
Plastic
Plastic
0.148
0.173
0.218
0.257
0.283
0.392
0.593
0.716
0.855
1.03
0.526
0.968
1.18
1.46
1.73
0.689
1.27
1.55
1.94
2.30
1.09
2.02
2.48
3.13
3.74
4.49
5.33
1.75
2.73
4.03
5.12
6.15
7.45
8.95
2.40
3.76
4.64
7.09
8.55
10.4
12.6
3.15
4.95
6.11
7.81
11.3
13.8
16.8
4
cm
0.329
0.384
0.484
0.571
0.629
1.37
2.08
2.51
3.00
3.60
2.79
4.27
5.19
6.46
7.62
4.16
6.41
7.81
9.78
11.6
8.19
12.7
15.6
19.7
23.5
28.2
33.5
16.6
26.0
32.0
40.6
48.8
59.1
70.9
26.7
41.8
51.6
65.7
79.2
96.3
116
40.0
62.8
77.6
99.1
119
146
177
E-24
t
Pv
kN
9.18
10.9
14.3
17.5
19.8
14.8
23.2
28.7
35.3
44.2
18.7
29.5
36.6
46.8
56.7
21.4
33.8
41.9
53.8
65.3
26.8
42.5
52.7
67.9
82.7
101
125
34.0
53.9
67.0
86.5
105
130
160
39.8
63.2
78.6
101
124
153
189
45.5
72.4
90.1
116
142
176
218
Discuss me ...
Table 62
BENDING
y
SUBJECT TO BENDING
D x
x
y
Section
Moment
Second Moment
Shear
per
Classification
Capacity
Of Area
Capacity
Metre
Mc
Ix , Iy
kg
kNm
t
mm
mm
114.3
1.2
1.6
2.0
2.6
3.2
4.0
3.37
4.48
5.57
7.21
8.82
10.9
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Compact
Compact
5.0
1.2
1.6
2.0
2.6
3.2
4.0
5.0
1.6
2.0
2.6
3.2
4.0
5.0
2.0
2.6
3.2
4.0
5.0
2.6
3.2
4.0
5.0
13.6
4.12
5.48
6.84
8.85
10.8
13.5
16.7
6.62
8.25
10.7
13.1
16.3
20.3
10.8
14.0
17.1
21.4
26.6
17.4
21.4
26.7
33.3
Plastic
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Compact
Compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
139.7
168.3
Mass
D
219.1
273
4.77
6.30
7.79
9.96
14.5
17.7
21.6
7.17
9.48
11.7
15.1
18.3
27.0
33.0
13.8
17.2
22.1
26.9
33.1
48.8
29.3
37.8
46.2
57.1
70.4
59.2
72.3
89.6
110
4
E-25
Pv
kN
cm
68.2
90.0
111
142
172
211
61.4
81.6
101
131
160
199
256
125
165
205
263
319
392
480
291
361
464
565
697
855
803
1040
1260
1560
1930
2020
2470
3060
3780
247
75.2
100
124
161
197
245
304
120
150
194
239
297
369
196
254
312
389
484
318
390
486
606
t
B
Discuss me ...
Table 63
b
BENDING
y
D
SUBJECT TO BENDING
x
d
x
t
y
b = B - 6t
d = D - 6t
MOMENT CAPACITY AND LIMITING LENGTHS FOR GRADE 1.4362 (SAF 2304)
Mass
Second Moment
Shear
Length
Of Area
Capacity
t
Metre
Bending About
Bending About
Mcx
Mcy
Lc
Ix
mm
mm
kg
x-x Axis
y-y Axis
kNm
kNm
m
50 x 25
1.5
2.0
2.0
3.0
2.0
3.0
4.0
2.0
3.0
4.0
5.0
6.0
3.0
4.0
5.0
6.0
8.0
3.0
4.0
5.0
6.0
8.0
4.0
5.0
6.0
8.0
10.0
4.0
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
1.63
2.11
2.58
3.68
3.53
5.10
6.54
4.48
6.52
8.43
10.2
11.9
10.1
13.2
16.1
19.0
24.2
11.3
14.8
18.1
21.3
27.4
17.9
22.1
26.1
33.7
40.8
19.5
24.0
28.5
36.9
44.8
33.2
43.2
52.7
61.7
74.1
35.6
46.4
56.6
66.4
80.1
40.3
52.7
64.5
75.9
91.9
45.0
59.0
72.4
85.4
103
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Slender
Compact
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Slender
Compact
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Slender
Compact
Plastic
Plastic
Plastic
Slender
Compact
Slender
Plastic
Slender
Semi-compact
Plastic
Slender
Slender
Compact
Plastic
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Compact
Plastic
Plastic
Slender
Slender
Compact
Plastic
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Compact
Plastic
1.23
1.53
2.31
3.05
4.35
5.97
7.24
7.03
9.84
12.2
14.1
15.6
23.7
30.2
36.0
41.2
49.5
22.9
37.1
44.5
51.2
62.5
56.3
68.0
78.7
97.6
113
53.1
79.4
92.3
115
134
128
161
190
215
244
145
184
218
247
284
189
241
288
329
381
183
296
355
409
479
0.650
1.01
1.29
2.06
2.09
3.38
4.88
2.99
5.20
8.09
9.54
10.5
10.1
15.0
20.1
27.3
33.4
14.8
21.9
29.3
40.1
50.0
23.9
32.6
41.6
64.7
76.3
32.2
43.7
55.7
87.1
103
60.2
88.4
126
144
164
76.5
112
161
185
213
80.7
120
160
218
257
118
175
234
320
381
2.54
2.53
3.05
3.01
4.08
4.05
4.01
5.11
5.09
5.05
5.01
4.95
7.66
7.64
7.61
7.58
7.49
23.8
15.0
15.0
15.1
15.1
10.2
10.2
10.2
10.1
10.0
26.1
16.9
17.0
17.0
17.0
12.7
12.7
12.6
12.5
12.4
19.2
19.2
19.2
19.2
19.1
15.3
15.3
15.2
15.2
15.0
47.6
29.9
30.0
30.1
30.2
cm
6.41
7.95
14.4
19.1
36.2
49.7
60.3
73.2
102
127
147
162
370
472
563
643
774
451
578
694
799
976
1170
1420
1640
2030
2360
1360
1650
1920
2400
2810
3340
4210
4970
5610
6360
3790
4800
5690
6460
7400
5930
7560
9010
10300
11900
7230
9260
11100
12800
15000
80 x 40
100 x 50
150 x 75
150 x 100
200 x 100
200 x 125
250 x 125
250 x 150
300 x 150
300 x 200
per
Limiting
DxB
60 x 30
Moment Capacity
E-26
Iy
4
4
cm
2.19
2.70
4.92
6.44
12.4
16.9
20.4
25.2
35.1
43.2
49.7
54.7
127
161
192
218
260
243
311
373
428
521
403
485
561
690
795
666
805
935
1160
1360
1150
1440
1690
1900
2140
1730
2190
2580
2930
3340
2040
2590
3070
3500
4030
3900
4990
5970
6850
8000
Pv
kN
33.0
42.7
52.3
74.5
71.5
103
132
90.7
132
170
206
240
204
266
326
384
491
205
268
330
389
499
362
446
528
683
827
364
449
531
689
837
672
875
1070
1250
1500
675
880
1080
1260
1520
816
1070
1310
1540
1860
821
1080
1320
1560
1890
B
Discuss me ...
Table 63
b
BENDING
y
D
SUBJECT TO BENDING
x
d
x
t
y
b = B - 6t
d = D - 6t
MOMENT CAPACITY AND LIMITING LENGTHS FOR GRADE 1.4362 (SAF 2304)
Mass
Second Moment
Shear
Length
Of Area
Capacity
t
Metre
Bending About
Bending About
Mcx
Mcy
Lc
Ix
mm
mm
kg
x-x Axis
y-y Axis
kNm
kNm
m
350 x 175
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
47.4
62.2
76.4
90.1
109
49.8
65.3
80.3
94.8
115
54.5
71.6
88.2
104
127
59.3
78.0
96.1
113
139
Slender
Plastic
Plastic
Plastic
Plastic
Slender
Compact
Plastic
Plastic
Plastic
Slender
Compact
Plastic
Plastic
Plastic
Slender
Slender
Compact
Plastic
Plastic
Slender
Slender
Slender
Slender
Plastic
Slender
Slender
Slender
Slender
Plastic
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Semi-compact
218
337
405
467
548
228
370
445
514
606
270
450
543
629
745
286
424
634
738
879
103
154
209
264
365
123
184
248
315
436
127
191
260
332
423
172
257
349
445
568
27.4
17.9
17.8
17.8
17.6
38.9
24.0
24.0
24.0
23.9
35.7
20.4
20.4
20.3
20.2
67.4
52.1
33.9
33.9
34.0
cm
9600
12300
14800
17100
20000
10500
13500
16200
18800
22100
14500
18800
22700
26200
31100
16900
21800
26500
30800
36600
400 x 200
400 x 250
per
Limiting
DxB
350 x 200
Moment Capacity
E-27
Iy
4
4
cm
3320
4240
5070
5810
6780
4460
5720
6870
7920
9290
5030
6460
7780
8980
10600
8250
10700
12900
15000
17800
Pv
kN
960
1260
1550
1820
2220
962
1260
1550
1830
2240
1100
1450
1790
2110
2580
1110
1460
1800
2130
2600
Discuss me ...
Table 64
D
BENDING
y
SUBJECT TO BENDING
D
x
d
t
y
Section
Moment
Second Moment
Shear
per
Classification
Capacity
Of Area
Capacity
Metre
Mc
Ix , Iy
kg
kNm
cm
6.66
8.69
13.7
18.5
22.0
24.5
33.7
41.0
46.5
60.6
85.3
106
124
173
219
260
295
351
348
446
535
616
752
613
792
957
1110
1380
1280
1560
1820
2280
2680
1940
2370
2770
3510
4160
4740
5570
7140
8570
9860
8320
9820
12700
15300
17800
15800
20500
24900
29100
34700
t
mm
mm
40 x 40
2.0
3.0
2.0
3.0
4.0
2.0
3.0
4.0
5.0
2.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
8.0
3.0
4.0
5.0
6.0
8.0
3.0
4.0
5.0
6.0
8.0
4.0
5.0
6.0
8.0
10.0
4.0
5.0
6.0
8.0
10.0
5.0
6.0
8.0
10.0
12.0
5.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
15.0
2.27
3.20
2.90
4.15
5.27
3.53
5.10
6.54
7.84
4.79
6.99
9.06
11.0
8.89
11.6
14.2
16.6
21.1
11.3
14.8
18.1
21.3
27.4
13.6
17.9
22.1
26.1
33.7
21.1
26.0
30.8
40.0
48.7
24.2
30.0
35.6
46.4
56.6
37.9
45.0
59.0
72.4
85.4
45.8
54.5
71.6
88.2
104
64.0
84.3
104
123
151
50 x 50
60 x 60
80 x 80
100 x 100
Mass
DxD
125 x 125
150 x 150
175 x 175
200 x 200
250 x 250
300 x 300
350 x 350
Plastic
Plastic
Compact
Plastic
Plastic
Slender
Plastic
Plastic
Plastic
Slender
Semi-compact
Plastic
Plastic
Slender
Compact
Plastic
Plastic
Plastic
Slender
Slender
Compact
Plastic
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Plastic
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Slender
Compact
Slender
Slender
Slender
Slender
Plastic
1.60
2.09
2.60
3.55
4.22
3.22
5.39
6.56
7.44
5.26
8.53
12.8
14.9
13.0
20.8
25.0
28.4
33.7
19.0
27.6
40.6
47.2
57.8
25.8
37.7
50.3
70.1
88.3
48.9
65.5
82.7
124
147
61.2
82.2
104
166
199
119
152
221
324
377
161
206
301
402
560
266
391
524
661
943
E-28
4
Pv
kN
34.4
48.6
44.0
63.0
80.1
53.6
77.4
99.3
119
72.8
106
137
167
135
176
215
252
320
171
224
275
324
416
207
272
335
396
512
320
395
468
608
740
368
455
540
704
860
575
684
896
1100
1300
695
828
1090
1340
1580
972
1280
1580
1870
2300
x
d = D - 6t
Discuss me ...
Table 64
D
BENDING
y
SUBJECT TO BENDING
D
x
d
t
y
Mass
Section
Moment
Second Moment
Shear
per
Classification
Capacity
Of Area
Capacity
Metre
Mc
Ix , Iy
kg
kNm
cm
314
489
657
833
1070
23900
31000
37900
44300
53300
DxD
t
mm
mm
400 x 400
6.0
8.0
10.0
12.0
15.0
73.5
96.9
119
142
174
Slender
Slender
Slender
Slender
Semi-compact
4
E-29
Pv
kN
1120
1470
1820
2160
2660
x
d = D - 6t
Discuss me ...
Table 65
b
BENDING
y
xo
CHANNELS
SUBJECT TO BENDING
Centroid
cy
D
x
d
x
Shear centre
y
t
MOMENT CAPACITY AND BUCKLING RESISTANCE MOMENT FOR GRADE 1.4362 (SAF 2304)
Moment
Capacity
Dxb
t
mm
mm
50 x 25
2.0
3.0
3.0
4.0
5.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
4.0
5.0
6.0
8.0
5.0
6.0
8.0
10.0
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
75 x 35
100 x 50
125 x 50
150 x 60
175 x 60
200 x 75
225 x 75
250 x 100
300 x 100
350 x 125
400 x 150
Section
Classification
Slender
Semi-compact
Slender
Semi-compact
Compact
Slender
Slender
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Compact
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Compact
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Plastic
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Shear
Capacity
Mcx
Mcy
for
Pv
kNm
kNm
kN
0.959
1.48
3.15
4.33
6.02
5.40
7.68
9.97
7.47
10.6
13.7
16.3
14.7
19.2
23.7
36.4
24.0
29.6
45.7
53.0
31.5
39.2
54.6
78.2
46.6
64.9
93.2
105
59.8
84.6
109
130
110
142
170
239
149
194
240
300
192
252
313
406
0.149
0.360
0.486
0.959
1.39
0.647
1.19
2.06
0.641
1.22
2.13
2.99
1.38
2.32
3.69
6.79
2.36
3.76
6.96
8.40
2.70
4.13
8.60
13.4
4.17
8.74
13.7
15.9
5.13
9.74
17.1
24.0
9.88
17.5
24.6
35.8
11.4
19.2
30.5
47.6
13.7
21.6
33.0
58.1
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
0.563 0.393 0.300 0.243 0.205 0.177 0.156 0.126 0.106 0.091 0.080 0.072 0.065
0.985 0.743 0.588 0.485 0.413 0.360 0.318 0.259 0.219 0.189 0.167 0.149 0.135
2.32 1.70 1.31 1.07 0.897 0.776 0.683 0.553 0.465 0.401 0.353 0.316 0.285
3.31 2.58 2.06 1.71 1.46 1.27 1.13 0.918 0.775 0.671 0.592 0.530 0.480
4.70 3.72 3.01 2.51 2.15 1.88 1.67 1.36 1.15 0.999 0.881 0.789 0.714
4.79 3.86 3.01 2.41 1.99 1.70 1.48 1.18 0.982 0.843 0.739 0.659 0.595
6.76 5.56 4.50 3.71 3.14 2.72 2.40 1.94 1.64 1.41 1.25 1.11 1.01
8.79 7.42 6.18 5.22 4.49 3.93 3.50 2.86 2.42 2.10 1.86 1.66 1.51
6.50 5.02 3.74 2.89 2.33 1.95 1.68 1.32 1.09 0.928 0.811 0.720 0.648
9.09 7.12 5.49 4.38 3.63 3.10 2.71 2.16 1.81 1.55 1.36 1.22 1.10
11.7 9.42 7.49 6.13 5.17 4.47 3.94 3.18 2.68 2.31 2.04 1.82 1.65
14.1 11.7 9.60 8.03 6.87 6.00 5.32 4.34 3.67 3.18 2.81 2.51 2.27
13.5 11.3 8.94 7.09 5.79 4.88 4.21 3.31 2.73 2.33 2.03 1.81 1.63
17.5 14.7 11.9 9.64 8.04 6.88 6.01 4.81 4.01 3.45 3.03 2.70 2.44
21.6 18.3 15.1 12.5 10.6 9.17 8.09 6.54 5.50 4.75 4.19 3.74 3.38
33.3 28.1 23.4 19.8 17.0 14.9 13.2 10.8 9.14 7.93 7.00 6.27 5.68
21.8 17.9 14.0 11.1 9.09 7.69 6.66 5.26 4.36 3.73 3.26 2.90 2.62
26.7 22.1 17.6 14.3 11.9 10.2 8.92 7.14 5.97 5.14 4.51 4.02 3.63
41.3 33.7 27.2 22.4 19.0 16.5 14.5 11.8 9.93 8.58 7.56 6.76 6.12
49.7 42.4 35.8 30.5 26.4 23.2 20.6 17.0 14.4 12.5 11.0 9.90 8.97
30.6 27.1 22.9 18.8 15.4 12.9 11.1 8.59 7.02 5.94 5.16 4.57 4.10
37.8 33.5 28.4 23.5 19.7 16.7 14.5 11.5 9.48 8.10 7.08 6.30 5.67
52.3 46.4 40.1 34.2 29.3 25.5 22.5 18.3 15.4 13.3 11.7 10.4 9.45
75.7 66.4 57.0 48.7 42.1 36.9 32.8 26.9 22.7 19.7 17.4 15.6 14.1
44.8 39.3 32.8 26.8 22.0 18.5 15.9 12.4 10.2 8.67 7.55 6.69 6.02
61.8 54.3 46.0 38.5 32.6 28.0 24.6 19.7 16.5 14.2 12.4 11.1 10.0
90.0 77.7 65.1 54.6 46.5 40.4 35.7 28.9 24.3 21.0 18.5 16.6 15.0
103
91.6 79.3 68.4 59.6 52.6 46.9 38.6 32.7 28.4 25.2 22.6 20.4
59.8 56.9 52.0 46.2 40.2 34.6 29.9 23.1 18.7 15.6 13.5 11.8 10.6
84.6 79.7 72.7 64.9 57.0 49.9 43.9 35.0 29.0 24.8 21.6 19.2 17.3
109
102
94.0 84.6 75.4 67.0 59.9 49.0 41.4 35.7 31.5 28.2 25.5
130
122
112
103
93.5 84.6 76.8 64.2 55.0 48.0 42.6 38.2 34.7
110
103
93.2 81.7 70.3 60.3 52.2 40.6 33.1 27.9 24.2 21.3 19.1
142
132
119
105
92.1 80.3 70.6 56.4 46.8 40.0 35.0 31.2 28.1
170
158
143
128
114
101
90.3 73.8 62.2 53.8 47.4 42.4 38.3
239
227
204
182
162
144
129
106
90.9 79.0 69.9 62.7 56.9
149
147
138
128
116
103
91.2 71.2 57.3 47.6 40.6 35.4 31.4
194
191
179
165
150
134
119
95.4 78.3 66.2 57.3 50.5 45.2
240
235
220
203
185
167
150
122
102
87.6 76.6 68.1 61.3
300
293
275
256
236
216
197
165
141
123
109
97.9 88.8
192
192
187
178
167
154
141
114
93.1 76.8 64.8 55.9 49.0
252
252
244
231
216
200
183
150
123
103
88.7 77.5 68.8
313
313
302
286
267
247
227
188
157
133
116
102
91.7
406
406
389
368
345
321
296
251
214
185
163
145
131
E-30
24.0
36.0
54.0
72.0
90.0
72.0
96.0
120
90.0
120
150
180
144
180
216
288
210
252
336
420
240
288
384
480
324
432
540
648
360
480
600
720
576
720
864
1080
672
840
1010
1260
768
960
1150
1440
Discuss me ...
Table 66
y
BENDING
SUBJECT TO BENDING
D
b
x
x
y
d
t
Centroid and
shear centre
MOMENT CAPACITY AND BUCKLING RESISTANCE MOMENT FOR GRADE 1.4362 (SAF 2304)
Moment
Capacity
D x 2b
t
Section
Mcx
Shear
for
Capacity
Pv
Mcy
Classification
mm
mm
50 x 50
2.0
3.0
3.0
4.0
5.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
4.0
5.0
6.0
8.0
5.0
6.0
8.0
10.0
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
75 x 70
100 x 100
125 x 100
150 x 120
175 x 120
200 x 150
225 x 150
250 x 200
300 x 200
350 x 250
400 x 300
Slender
Semi-compact
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Plastic
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
kNm
kNm
1.88
2.96
6.17
8.51
10.0
10.6
15.0
19.4
14.7
20.7
26.8
32.6
28.9
37.6
46.2
60.7
47.1
57.9
76.2
106
62.1
76.9
106
130
91.5
126
155
210
117
165
214
261
216
279
341
479
294
382
471
601
379
496
615
793
0.520
1.01
1.59
2.57
3.34
2.65
4.16
6.00
2.64
4.15
6.00
8.15
5.36
7.66
10.4
15.7
7.65
10.4
15.8
24.0
10.5
14.0
22.6
30.7
14.0
22.6
30.8
44.9
21.1
33.2
48.0
65.2
33.1
48.0
65.4
99.3
45.5
64.8
87.6
127
59.8
83.7
111
162
1.0
1.23
2.11
4.87
6.87
8.55
10.2
14.3
18.5
13.6
18.9
24.3
29.6
28.5
36.8
45.0
59.5
45.2
55.2
72.9
104
62.1
76.9
106
130
91.5
126
155
221
117
165
214
261
216
279
341
503
294
382
471
601
379
496
615
793
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
0.901 0.708 0.584 0.499 0.436 0.388 0.319 0.271 0.236 0.209 0.188 0.171
1.66 1.37 1.17 1.02 0.902 0.811 0.675 0.579 0.508 0.453 0.408 0.372
3.72 2.96 2.45 2.10 1.84 1.63 1.34 1.14 0.998 0.886 0.798 0.726
5.50 4.55 3.88 3.38 3.00 2.70 2.25 1.93 1.70 1.52 1.37 1.25
7.16 6.15 5.38 4.78 4.29 3.90 3.30 2.86 2.53 2.27 2.05 1.88
8.36 6.82 5.63 4.74 4.09 3.59 2.89 2.42 2.09 1.84 1.65 1.50
11.8 9.85 8.35 7.21 6.34 5.66 4.67 3.99 3.49 3.10 2.80 2.55
15.5 13.2 11.5 10.1 9.02 8.15 6.84 5.91 5.21 4.66 4.22 3.86
10.7 8.41 6.71 5.50 4.64 4.00 3.14 2.60 2.22 1.94 1.73 1.56
15.0 12.0 9.80 8.23 7.09 6.23 5.03 4.24 3.67 3.24 2.90 2.64
19.5 16.0 13.4 11.5 10.0 8.93 7.34 6.25 5.46 4.85 4.37 3.98
24.3 20.3 17.3 15.1 13.4 12.0 10.0 8.61 7.56 6.75 6.09 5.56
23.6 19.3 15.9 13.3 11.3 9.83 7.77 6.44 5.51 4.82 4.30 3.88
30.5 25.2 21.1 17.9 15.5 13.7 11.1 9.31 8.07 7.13 6.39 5.80
37.6 31.5 26.7 23.1 20.3 18.1 14.9 12.7 11.1 9.85 8.87 8.08
50.8 44.0 38.6 34.3 30.8 28.0 23.7 20.6 18.2 16.3 14.8 13.5
36.8 29.7 24.3 20.3 17.3 15.1 12.0 10.0 8.59 7.55 6.74 6.10
45.1 36.9 30.6 26.0 22.5 19.8 16.1 13.6 11.8 10.4 9.35 8.49
60.9 51.4 44.1 38.6 34.2 30.8 25.6 22.0 19.3 17.3 15.6 14.2
87.1 74.3 64.4 56.9 50.9 46.1 38.8 33.5 29.6 26.5 24.0 21.9
56.3 47.9 40.5 34.4 29.4 25.6 20.0 16.4 13.9 12.1 10.7 9.65
69.2 59.0 50.2 43.0 37.2 32.7 26.1 21.8 18.7 16.4 14.7 13.3
95.3 82.1 71.0 62.1 54.9 49.1 40.5 34.6 30.2 26.8 24.2 22.0
118
103
91.6 81.8 73.8 67.1 56.8 49.3 43.6 39.2 35.5 32.6
80.7 68.0 57.0 48.2 41.2 35.9 28.3 23.3 19.9 17.3 15.4 13.9
110
94.1 80.2 69.1 60.4 53.5 43.6 36.8 32.0 28.3 25.4 23.1
137
118
103
91.1 81.2 73.2 61.2 52.6 46.2 41.3 37.3 34.1
189
163
142
125
112
102
86.0 74.4 65.6 58.8 53.2 48.7
117
108
96.9 85.9 76.0 67.3 53.7 44.0 37.1 32.0 28.2 25.2
165
151
134
120
107
95.9 78.4 65.9 56.7 49.9 44.5 40.3
214
194
174
156
140
127
106
91.6 80.2 71.4 64.4 58.7
261
236
214
194
177
162
138
120
107
96.2 87.5 80.2
216
191
168
147
129
114
91.0 75.0 63.6 55.3 48.9 43.9
276
244
216
190
169
150
122
103
89.3 78.6 70.4 63.7
335
298
264
236
211
190
158
135
118
105
95.4 86.9
478
423
376
336
303
275
232
201
177
158
144
131
294
291
265
240
217
195
159
131
110
95.0 83.1 73.8
382
375
341
309
280
253
208
174
149
130
115
103
471
459
418
380
345
313
262
222
193
170
152
138
601
583
533
487
446
410
350
304
268
240
217
198
379
379
376
349
322
297
250
211
179
153
133
117
496
496
486
450
416
383
324
274
235
204
179
160
615
615
598
553
511
472
401
343
297
261
232
209
793
793
765
710
658
609
525
456
401
357
322
293
E-31
kN
48.0
72.0
108
144
180
144
192
240
180
240
300
360
288
360
432
576
420
504
672
840
480
576
768
960
648
864
1080
1300
720
960
1200
1440
1150
1440
1730
2160
1340
1680
2020
2520
1540
1920
2300
2880
Discuss me ...
[ Blank Page]
E-32
Discuss me ...
F. MEMBER CAPACITIES
GRADE 1.4462 (2205)
Note: Sections in duplex stainless steel grade 1.4462 (2205) are less widely
available on an ex-stock supply basis. Before proceeding with designs it is
advisable to check availability with suppliers.
F-1
Discuss me ...
Table 67
y
COMPRESSION
t
D x
x
y
Mass
D
per
for
Metre
mm
mm
kg
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
21.3
1.0
1.2
1.6
2.0
2.3
1.0
1.6
2.0
2.5
3.2
1.0
1.6
2.0
2.6
3.2
1.6
2.0
2.6
3.2
1.6
2.0
2.6
3.2
4.0
5.0
2.0
2.6
3.2
4.0
5.0
2.6
3.2
4.0
5.0
2.6
3.2
4.0
5.0
3.2
4.0
5.0
0.50
0.60
0.78
0.96
1.08
0.81
1.27
1.57
1.94
2.42
1.03
1.62
2.01
2.57
3.11
1.85
2.30
2.95
3.58
2.33
2.89
3.72
4.53
5.59
6.86
3.68
4.74
5.79
7.16
8.82
5.57
6.81
8.43
10.4
6.39
7.81
9.69
12.0
8.82
10.9
13.6
5.29
6.18
7.82
9.26
10.2
18.9
29.0
35.1
42.2
51.2
33.3
51.6
63.1
79.4
94.5
69.0
84.8
107
128
105
130
166
201
246
298
189
244
296
365
447
304
371
458
564
364
444
550
678
513
637
789
2.52
2.94
3.71
4.39
4.84
9.66
14.7
17.8
21.3
25.7
18.3
28.2
34.4
43.0
50.9
40.1
49.1
61.8
73.6
70.3
86.5
109
132
159
191
144
185
224
274
334
249
302
372
456
311
379
468
576
455
563
695
1.46
1.71
2.16
2.55
2.81
5.75
8.74
10.6
12.6
15.2
11.2
17.2
20.9
26.1
30.8
24.9
30.4
38.2
45.4
45.9
56.4
71.4
85.6
103
123
103
131
158
193
233
189
230
281
343
251
306
377
461
384
474
583
0.956
1.12
1.41
1.66
1.83
3.80
5.78
6.97
8.35
10.0
7.45
11.4
13.9
17.4
20.5
16.8
20.5
25.7
30.5
31.6
38.8
49.0
58.7
70.7
84.3
73.6
93.7
112
137
165
140
170
208
253
195
237
291
355
310
382
469
0.673
0.785
0.990
1.17
1.29
2.70
4.09
4.94
5.91
7.12
5.32
8.17
9.93
12.4
14.6
12.0
14.7
18.4
21.8
22.9
28.1
35.5
42.5
51.1
60.9
54.4
69.2
83.3
101
121
106
128
156
190
151
183
224
273
246
303
371
0.499
0.582
0.734
0.867
0.956
2.01
3.05
3.69
4.41
5.30
3.98
6.11
7.44
9.27
10.9
9.02
11.0
13.8
16.4
17.3
21.2
26.8
32.1
38.6
46.0
41.6
52.9
63.6
77.2
93.0
82.1
99.2
120
146
118
143
175
213
196
241
295
0.385
0.449
0.566
0.668
0.737
1.56
2.36
2.85
3.41
4.11
3.09
4.75
5.77
7.20
8.50
7.02
8.56
10.7
12.7
13.5
16.6
21.0
25.1
30.1
35.9
32.7
41.6
50.1
60.7
73.1
65.1
78.6
95.8
116
94.8
114
140
170
158
194
238
0.249
0.290
0.366
0.432
0.476
1.01
1.54
1.85
2.22
2.67
2.02
3.10
3.77
4.70
5.54
4.59
5.60
7.02
8.33
8.91
10.9
13.8
16.5
19.8
23.6
21.7
27.6
33.2
40.3
48.5
43.6
52.6
64.1
77.6
64.1
77.6
94.8
115
108
133
162
0.174
0.203
0.256
0.302
0.333
0.711
1.08
1.30
1.56
1.87
1.42
2.18
2.65
3.31
3.90
3.24
3.95
4.95
5.87
6.31
7.73
9.76
11.7
14.0
16.7
15.5
19.6
23.6
28.6
34.5
31.1
37.6
45.8
55.4
46.0
55.7
68.1
82.7
78.4
96.1
117
0.129
0.150
0.189
0.223
0.246
0.527
0.799
0.964
1.15
1.39
1.06
1.62
1.97
2.45
2.89
2.41
2.93
3.68
4.36
4.70
5.76
7.27
8.68
10.4
12.4
11.6
14.7
17.7
21.4
25.7
23.3
28.2
34.3
41.5
34.6
41.9
51.2
62.2
59.2
72.5
88.4
0.099
0.115
0.145
0.171
0.189
0.406
0.615
0.742
0.887
1.07
0.814
1.25
1.52
1.89
2.23
1.86
2.27
2.84
3.37
3.63
4.45
5.62
6.72
8.07
9.60
8.96
11.4
13.7
16.6
19.9
18.1
21.9
26.7
32.2
27.0
32.6
39.8
48.4
46.2
56.6
69.0
0.078
0.091
0.115
0.136
0.150
0.322
0.488
0.589
0.704
0.847
0.647
0.992
1.21
1.50
1.77
1.48
1.80
2.26
2.68
2.89
3.55
4.48
5.35
6.43
7.64
7.15
9.09
10.9
13.2
15.9
14.5
17.5
21.3
25.8
21.6
26.1
31.9
38.7
37.1
45.4
55.3
0.064
0.074
0.093
0.110
0.121
0.262
0.397
0.479
0.572
0.688
0.526
0.807
0.981
1.22
1.44
1.20
1.47
1.84
2.18
2.36
2.89
3.65
4.36
5.24
6.23
5.84
7.42
8.92
10.8
13.0
11.9
14.3
17.4
21.1
17.7
21.4
26.1
31.7
30.4
37.2
45.3
33.7
42.4
48.3
t
60.3
76.1
88.9
101.6
114.3
Mass
D
t
per
for
Metre
mm
mm
kg
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
139.7
4.0
5.0
4.0
5.0
13.5
16.7
16.3
20.3
666
824
877
1090
484
596
702
868
332
408
523
645
233
286
383
472
171
209
286
352
130
159
220
271
102
125
174
214
82.2
100
141
173
67.6
82.7
116
143
56.5
69.2
97.8
120
48.0
58.7
83.2
102
41.2
50.5
71.6
88.0
35.8
43.8
62.3
76.5
168.3
F-2
Discuss me ...
[ Blank Page]
F-3
B
Discuss me ...
Table 68
b
COMPRESSION
y
D
x
d
x
t
b = B - 6t
d = D - 6t
y
Mass
DxB
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
50 x 25
* 1.5
1.63
2.0
2.11
* 2.0
2.58
3.0
3.68
* 2.0
3.53
3.0
5.10
4.0
6.54
* 2.0
4.48
* 3.0
6.52
4.0
8.43
5.0
10.2
6.0
11.9
* 3.0
10.1
* 4.0
13.2
* 5.0
16.1
6.0
19.0
8.0
24.2
* 3.0
11.3
* 4.0
14.8
* 5.0
18.1
6.0
21.3
8.0
27.4
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
61.4
31.2
82.0
39.5
114
65.0
163
88.1
162
120
269
185
341
229
195
167
342
276
478
373
576
444
664
504
440
435
659
638
899
852
1100
1030
1410
1310
475
475
751
751
1010
1010
1240
1240
1600
1600
38.0
15.6
48.8
19.6
77.8
33.9
107
45.1
133
74.3
211
106
264
130
177
122
297
188
407
243
487
285
558
318
440
377
659
539
885
703
1080
841
1370
1050
475
454
751
694
1010
916
1230
1110
1570
1410
24.1
9.27
30.5
11.5
51.4
20.3
69.6
26.9
102
47.0
154
66.1
190
80.2
152
84.7
245
124
327
157
388
183
439
203
416
309
606
428
805
542
974
637
1230
781
457
406
700
605
925
785
1120
939
1420
1180
16.4
6.11
20.6
7.59
35.5
13.5
47.7
17.8
76.9
31.9
111
44.4
137
53.8
125
59.7
194
86.1
253
108
297
125
334
138
381
244
547
328
716
406
858
472
1070
573
422
352
636
507
831
645
998
763
1260
950
11.8
4.33
14.8
5.37
25.8
9.57
34.5
12.6
58.1
22.9
83.1
31.8
101
38.5
101
43.8
152
62.6
195
78.2
228
90.5
255
100
342
190
483
251
621
307
737
355
914
428
384
297
566
415
729
518
869
608
1090
752
8.88
3.23
11.1
4.00
19.5
7.14
26.1
9.41
45.0
17.3
63.8
23.9
77.8
28.8
81.4
33.3
120
47.4
152
59.1
178
68.3
198
75.5
302
150
418
196
529
238
622
274
766
330
344
246
494
337
627
416
742
485
925
598
6.93
2.50
8.66
3.09
15.3
5.54
20.4
7.29
35.7
13.5
50.3
18.6
61.3
22.4
66.1
26.2
96.4
37.1
122
46.1
142
53.3
158
58.9
263
120
357
156
446
189
522
217
639
261
303
204
426
275
534
338
628
392
780
482
4.55
1.62
5.67
2.01
10.1
3.61
13.4
4.74
24.0
8.83
33.5
12.2
40.8
14.7
45.5
17.3
65.5
24.5
82.4
30.4
95.9
35.0
106
38.7
196
81.8
261
105
321
126
372
145
452
174
231
144
314
190
388
232
453
268
559
329
3.21
1.14
4.00
1.41
7.13
2.53
9.48
3.33
17.1
6.24
23.9
8.57
29.1
10.3
33.0
12.3
47.2
17.3
59.2
21.5
68.8
24.8
76.4
27.3
148
58.9
195
75.7
237
90.8
274
103
333
124
176
105
236
138
289
168
336
194
413
237
2.39
0.842
2.98
1.04
5.31
1.88
7.06
2.47
12.8
4.64
17.9
6.36
21.7
7.67
24.9
9.19
35.5
12.9
44.5
16.0
51.7
18.4
57.3
20.3
115
44.3
150
56.9
182
68.1
209
77.8
253
93.2
137
80.5
182
105
222
127
257
146
316
179
1.85
0.649
2.30
0.801
4.11
1.45
5.46
1.90
9.99
3.58
13.9
4.91
16.9
5.92
19.5
7.12
27.7
9.99
34.6
12.4
40.2
14.3
44.6
15.7
91.4
34.6
118
44.3
143
52.9
165
60.5
199
72.4
109
63.2
144
82.2
175
99.3
202
114
249
139
1.47
0.515
1.83
0.636
3.27
1.15
4.35
1.51
7.99
2.85
11.1
3.91
13.5
4.71
15.6
5.68
22.2
7.96
27.7
9.85
32.2
11.3
35.7
12.5
74.2
27.7
96.0
35.4
115
42.3
133
48.3
160
57.8
89.2
50.9
116
66.1
141
79.7
163
91.9
201
112
1.20
0.418
1.49
0.516
2.67
0.934
3.54
1.23
6.53
2.32
9.05
3.18
11.0
3.83
12.8
4.63
18.2
6.49
22.7
8.03
26.3
9.25
29.2
10.2
61.3
22.7
79.2
29.0
95.4
34.6
109
39.5
132
47.3
73.8
41.9
96.4
54.2
116
65.4
135
75.4
165
92.0
60 x 30
80 x 40
100 x 50
t
150 x 75
150 x 100
F-4
B
Discuss me ...
Table 68
b
COMPRESSION
y
D
x
d
x
t
b = B - 6t
d = D - 6t
y
Mass
DxB
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
200 x 100
* 4.0
17.9
* 5.0
22.1
* 6.0
26.1
8.0
33.7
10.0
40.8
* 4.0
19.5
* 5.0
24.0
* 6.0
28.5
8.0
36.9
10.0
44.8
* 6.0
33.2
* 8.0
43.2
10.0
52.7
12.0
61.7
15.0
74.1
* 6.0
35.6
* 8.0
46.4
10.0
56.6
12.0
66.4
15.0
80.1
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
782
782
1070
1070
1380
1380
1960
1960
2380
2380
836
836
1190
1190
1520
1520
2150
2150
2610
2610
1580
1580
2360
2360
3070
3070
3590
3590
4320
4320
1720
1720
2550
2550
3300
3300
3870
3870
4660
4660
782
749
1070
1010
1380
1270
1960
1760
2380
2110
836
836
1190
1180
1520
1490
2150
2070
2610
2500
1580
1580
2360
2320
3070
2970
3590
3450
4320
4110
1720
1720
2550
2550
3300
3300
3870
3870
4660
4660
782
670
1070
886
1370
1110
1910
1500
2300
1780
836
783
1190
1080
1520
1360
2120
1860
2560
2240
1580
1460
2360
2100
3070
2670
3590
3090
4320
3660
1720
1670
2550
2420
3300
3080
3870
3590
4660
4290
754
581
1010
754
1280
924
1780
1220
2140
1440
816
714
1130
969
1430
1200
1980
1630
2380
1940
1580
1320
2330
1860
2990
2340
3480
2690
4150
3160
1720
1550
2530
2220
3240
2800
3790
3260
4530
3870
709
490
946
625
1190
753
1630
974
1950
1140
770
638
1060
849
1330
1040
1820
1380
2190
1640
1520
1160
2210
1610
2820
1990
3280
2280
3900
2650
1660
1420
2410
2000
3070
2500
3580
2890
4280
3410
660
408
873
512
1090
610
1470
779
1750
908
721
559
982
730
1220
885
1660
1160
1990
1370
1440
1010
2080
1370
2640
1670
3070
1900
3630
2190
1580
1280
2270
1770
2890
2190
3360
2520
4000
2960
609
338
796
421
983
498
1310
631
1550
733
669
484
900
622
1110
746
1490
964
1770
1140
1360
865
1940
1150
2450
1390
2840
1580
3340
1810
1500
1130
2130
1540
2690
1890
3120
2170
3700
2530
502
238
642
293
778
344
1010
432
1190
500
560
358
733
451
889
535
1170
682
1380
800
1190
633
1650
824
2050
986
2360
1120
2750
1270
1310
871
1820
1150
2270
1400
2620
1600
3080
1850
404
175
509
214
608
250
780
312
913
361
457
270
585
335
700
395
905
501
1070
587
1000
473
1360
609
1670
725
1910
819
2210
931
1120
669
1520
874
1870
1050
2150
1200
2510
1380
325
133
405
162
480
189
611
236
713
273
370
208
467
257
555
302
711
382
837
447
837
364
1120
466
1350
553
1540
624
1780
708
935
523
1250
677
1520
811
1740
922
2030
1060
264
104
327
127
385
148
488
184
568
213
302
165
378
203
447
238
570
300
669
351
696
287
916
367
1100
434
1260
490
1440
556
780
417
1030
537
1250
642
1430
730
1650
838
217
84.3
268
102
315
119
397
148
462
170
250
133
310
164
366
192
465
242
546
282
582
232
759
296
911
350
1040
395
1190
447
654
339
856
436
1030
520
1180
591
1360
678
181
69.3
223
84.1
262
97.8
329
121
383
140
209
110
259
135
304
158
386
199
453
232
491
192
637
244
762
288
865
324
989
368
553
281
720
360
865
429
987
488
1140
559
200 x 125
t
250 x 125
250 x 150
F-5
B
Discuss me ...
Table 68
b
COMPRESSION
y
D
x
d
x
t
y
b = B - 6t
d = D - 6t
Mass
DxB
per
for
Metre
mm
mm
kg
Axis
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
300 x 150
* 6.0
40.3
* 8.0
52.7
* 10.0
64.5
12.0
75.9
15.0
91.9
* 6.0
45.0
* 8.0
59.0
* 10.0
72.4
12.0
85.4
15.0
103
* 6.0
47.4
* 8.0
62.2
* 10.0
76.4
* 12.0
90.1
15.0
109
* 6.0
49.8
* 8.0
65.3
* 10.0
80.3
* 12.0
94.8
15.0
115
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
1760
1740
2640
2550
3600
3410
4420
4140
5350
4970
1900
1900
3010
3010
4060
4060
4970
4970
6040
6040
1890
1890
2890
2890
3960
3960
5090
5030
6390
6250
1930
1930
3080
3080
4190
4190
5370
5370
6730
6730
1760
1510
2640
2160
3540
2820
4310
3360
5190
4000
1900
1820
3010
2780
4040
3670
4910
4430
5940
5340
1890
1770
2890
2610
3960
3470
5090
4340
6390
5340
1930
1880
3080
2900
4190
3860
5370
4850
6730
6000
1660
1240
2430
1720
3220
2170
3900
2550
4670
2990
1830
1630
2800
2420
3700
3140
4480
3760
5400
4500
1890
1550
2830
2230
3800
2900
4810
3560
5970
4320
1930
1700
3020
2560
4040
3360
5110
4160
6340
5090
1520
977
2190
1310
2870
1630
3440
1890
4090
2200
1690
1410
2550
2030
3320
2580
3990
3050
4800
3630
1780
1310
2630
1840
3510
2330
4400
2800
5430
3350
1840
1500
2820
2190
3740
2810
4690
3420
5790
4140
1370
762
1930
1010
2490
1230
2950
1420
3490
1650
1540
1190
2270
1660
2920
2080
3480
2430
4150
2880
1660
1080
2420
1470
3190
1840
3960
2180
4840
2590
1720
1280
2600
1820
3410
2300
4230
2750
5190
3300
1210
601
1670
785
2120
953
2490
1100
2930
1270
1380
987
1980
1350
2510
1670
2970
1940
3530
2290
1520
882
2190
1180
2850
1460
3490
1720
4240
2030
1590
1080
2360
1500
3060
1860
3750
2210
4570
2630
1050
482
1430
626
1790
756
2090
868
2450
1010
1220
819
1710
1100
2140
1350
2510
1570
2980
1850
1380
724
1960
960
2510
1180
3040
1380
3660
1620
1450
907
2110
1230
2710
1520
3280
1790
3970
2130
911
393
1220
509
1510
613
1760
703
2060
814
1060
684
1460
911
1820
1110
2130
1290
2520
1520
1240
600
1730
790
2190
963
2620
1120
3150
1320
1310
763
1870
1020
2370
1260
2850
1470
3430
1750
787
327
1050
422
1280
507
1490
581
1740
671
925
577
1260
762
1550
928
1810
1080
2140
1260
1110
503
1520
659
1910
802
2270
932
2710
1100
1180
646
1650
860
2070
1050
2470
1230
2960
1460
682
275
900
355
1100
426
1270
487
1480
563
807
491
1090
646
1340
785
1550
908
1830
1070
984
427
1330
557
1660
677
1970
785
2340
923
1050
552
1450
731
1810
892
2140
1040
2560
1230
595
235
780
302
951
363
1100
415
1280
479
707
423
944
554
1160
672
1340
777
1580
911
873
366
1170
477
1450
578
1710
670
2030
787
935
476
1280
628
1580
765
1870
891
2230
1050
522
203
682
261
828
312
956
357
1110
412
622
367
827
480
1010
582
1170
672
1380
787
777
317
1040
413
1280
500
1500
579
1780
679
834
414
1130
545
1390
663
1640
771
1950
911
460
177
600
227
728
272
838
311
976
359
551
322
728
420
888
508
1030
586
1210
687
693
278
920
360
1130
436
1330
505
1570
592
746
364
1000
477
1230
579
1450
674
1720
795
300 x 200
t
350 x 175
350 x 200
F-6
B
Discuss me ...
Table 68
b
COMPRESSION
y
D
x
d
x
t
y
b = B - 6t
d = D - 6t
Mass
DxB
per
for
Metre
mm
mm
kg
Axis
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
400 x 200
* 6.0
54.5
* 8.0
71.6
* 10.0
88.2
* 12.0
104
15.0
127
* 6.0
59.3
* 8.0
78.0
* 10.0
96.1
* 12.0
113
15.0
139
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
Pcx
Pcy
1960
1960
3130
3130
4280
4280
5530
5530
7420
7420
2020
2020
3340
3340
4740
4740
6080
6080
8110
8110
1960
1930
3130
3000
4280
4020
5530
5090
7420
6660
2020
2020
3340
3340
4740
4720
6080
5970
8110
7840
1960
1760
3130
2680
4280
3550
5490
4420
7250
5680
2020
1960
3340
3130
4740
4320
6080
5430
8000
7050
1940
1570
3020
2330
4050
3020
5140
3700
6740
4640
2020
1820
3260
2860
4530
3880
5710
4820
7470
6170
1840
1370
2840
1960
3780
2500
4760
3010
6190
3720
1940
1670
3080
2550
4240
3400
5320
4170
6900
5250
1740
1170
2640
1630
3490
2050
4360
2440
5590
2980
1840
1510
2890
2240
3930
2920
4890
3540
6280
4400
1630
988
2440
1360
3190
1680
3930
1990
4980
2410
1730
1340
2680
1940
3600
2490
4440
2980
5640
3670
1510
837
2220
1130
2870
1400
3510
1650
4400
1980
1620
1180
2460
1670
3260
2120
3990
2520
5010
3080
1390
712
2010
955
2570
1170
3110
1380
3860
1650
1510
1030
2240
1440
2930
1810
3560
2140
4430
2600
1270
611
1810
813
2290
997
2750
1170
3380
1400
1390
904
2030
1240
2620
1550
3160
1830
3900
2220
1160
528
1620
700
2040
856
2430
1000
2980
1200
1270
794
1830
1080
2340
1340
2800
1580
3440
1910
1050
460
1450
608
1810
742
2160
867
2630
1030
1160
700
1650
946
2090
1170
2490
1380
3050
1660
951
405
1300
533
1620
650
1920
758
2330
903
1060
621
1480
834
1870
1030
2220
1210
2710
1460
400 x 250
t
F-7
Discuss me ...
Table 69
D
COMPRESSION
y
D
x
d
t
y
x
d = D - 6t
Mass
DxD
per
for
Metre
mm
mm
kg
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
40 x 40
2.0
3.0
2.0
3.0
4.0
* 2.0
3.0
4.0
5.0
* 2.0
3.0
4.0
5.0
* 3.0
4.0
5.0
6.0
8.0
* 3.0
* 4.0
5.0
6.0
8.0
* 3.0
* 4.0
* 5.0
6.0
8.0
2.27
3.20
2.90
4.15
5.27
3.53
5.10
6.54
7.84
4.79
6.99
9.06
11.0
8.89
11.6
14.2
16.6
21.1
11.3
14.8
18.1
21.3
27.4
13.6
17.9
22.1
26.1
33.7
77.0
103
124
174
214
164
245
310
365
208
384
495
597
449
674
824
962
1210
479
782
1050
1240
1600
500
828
1200
1520
1960
43.1
57.1
79.3
108
131
120
173
215
249
180
316
404
484
409
594
720
838
1050
479
760
1010
1180
1510
500
828
1200
1520
1960
26.4
34.8
50.8
69.2
83.1
82.6
116
143
165
147
242
308
365
353
498
601
696
859
442
686
899
1050
1340
498
798
1130
1400
1800
17.7
23.2
34.7
47.1
56.4
58.1
81.4
99.9
114
116
181
228
269
292
401
481
554
676
399
603
778
909
1140
467
738
1030
1270
1620
12.6
16.6
25.0
33.9
40.6
42.6
59.4
72.7
83.0
90.7
137
172
202
236
317
379
434
526
353
517
655
762
952
434
672
918
1120
1430
9.47
12.4
18.9
25.5
30.5
32.4
45.1
55.1
62.8
71.4
106
133
156
191
252
300
344
414
306
435
544
631
784
398
601
805
973
1230
7.36
9.64
14.7
19.9
23.8
25.5
35.3
43.2
49.2
57.3
84.2
105
123
155
203
242
276
332
262
364
451
522
646
360
531
696
834
1050
4.81
6.30
9.68
13.1
15.6
16.9
23.3
28.5
32.4
38.8
56.4
70.7
82.8
107
138
165
188
225
192
259
317
366
451
287
405
516
611
766
3.39
4.43
6.84
9.25
11.0
12.0
16.6
20.2
23.0
27.9
40.4
50.5
59.2
77.7
100
119
135
162
143
190
232
268
330
225
309
388
457
572
2.51
3.29
5.09
6.88
8.20
8.93
12.3
15.1
17.1
21.0
30.3
37.9
44.3
58.8
75.5
89.7
102
122
110
145
177
204
250
178
241
300
351
439
1.94
2.54
3.94
5.32
6.33
6.92
9.56
11.7
13.2
16.4
23.5
29.4
34.4
45.9
58.9
70.0
79.7
95.2
87.4
114
139
160
196
143
192
237
278
347
1.54
2.02
3.13
4.23
5.04
5.52
7.62
9.29
10.6
13.1
18.8
23.5
27.5
36.9
47.2
56.1
63.9
76.3
70.7
92.5
111
129
158
117
156
192
225
280
1.26
1.64
2.55
3.45
4.11
4.50
6.22
7.58
8.61
10.8
15.4
19.2
22.5
30.3
38.7
46.0
52.3
62.5
58.3
76.1
92.0
106
130
97.7
129
159
185
231
50 x 50
60 x 60
80 x 80
100 x 100
t
125 x 125
150 x 150
F-8
Discuss me ...
Table 69
COMPRESSION
D
y
D
x
d
x
t
y
d = D - 6t
Mass
DxD
per
for
Metre
mm
mm
kg
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
175 x 175
* 4.0
* 5.0
* 6.0
8.0
10.0
* 4.0
* 5.0
* 6.0
8.0
10.0
* 5.0
* 6.0
* 8.0
10.0
12.0
* 5.0
* 6.0
* 8.0
* 10.0
12.0
* 6.0
* 8.0
* 10.0
* 12.0
15.0
* 6.0
* 8.0
* 10.0
* 12.0
15.0
21.1
26.0
30.8
40.0
48.7
24.2
30.0
35.6
46.4
56.6
37.9
45.0
59.0
72.4
85.4
45.8
54.5
71.6
88.2
104
64.0
84.3
104
123
151
73.5
96.9
119
142
174
862
1260
1680
2260
2730
889
1320
1800
2700
3300
1390
1920
3130
4220
4970
1440
2000
3310
4820
6070
2060
3450
5070
6870
8800
2110
3560
5270
7190
10200
781
1100
1440
1910
2300
859
1240
1640
2380
2880
1390
1920
3040
4030
4730
1440
2000
3310
4820
6070
2060
3450
5070
6870
8800
2110
3560
5270
7190
10200
670
915
1160
1510
1810
772
1090
1410
1990
2410
1320
1770
2750
3600
4210
1440
1990
3190
4510
5610
2060
3450
5050
6720
8520
2110
3560
5270
7190
10200
551
728
898
1160
1380
675
923
1170
1600
1930
1210
1600
2420
3120
3640
1380
1870
2950
4110
5070
2060
3330
4740
6250
7900
2110
3560
5210
6970
9620
444
572
693
887
1050
574
764
947
1270
1520
1090
1410
2070
2620
3050
1300
1740
2690
3680
4490
1960
3130
4410
5740
7210
2110
3440
4940
6560
8980
356
452
543
692
818
481
625
764
1010
1200
960
1230
1740
2180
2530
1210
1590
2410
3220
3890
1850
2910
4040
5190
6480
2030
3270
4650
6120
8280
289
364
434
551
651
401
514
621
812
968
837
1050
1460
1810
2090
1110
1440
2130
2790
3340
1730
2680
3660
4630
5740
1940
3090
4350
5660
7540
238
297
354
449
529
336
426
512
666
793
724
897
1220
1510
1740
1010
1290
1860
2400
2850
1610
2440
3280
4090
5030
1840
2900
4030
5170
6800
199
247
293
371
438
284
357
428
554
660
626
768
1040
1270
1470
907
1150
1620
2070
2450
1490
2210
2910
3590
4400
1750
2700
3700
4690
6070
168
209
247
312
368
242
303
362
468
557
543
662
885
1080
1250
813
1020
1410
1790
2110
1360
1980
2580
3150
3850
1640
2500
3370
4220
5410
144
178
210
266
314
208
260
310
400
476
474
574
763
930
1070
727
902
1240
1550
1830
1240
1780
2290
2770
3370
1540
2300
3060
3790
4810
124
154
181
229
271
181
226
268
345
411
416
502
664
808
932
650
801
1090
1360
1600
1130
1590
2030
2450
2970
1430
2110
2770
3400
4280
109
134
158
200
236
159
198
235
301
358
367
442
583
708
817
583
714
965
1200
1410
1020
1430
1810
2170
2630
1330
1920
2500
3060
3820
200 x 200
250 x 250
300 x 300
t
350 x 350
400 x 400
F-9
Discuss me ...
Table 70
b
COMPRESSION
y
xo
CHANNELS
Centroid
cy
D
x
d
x
Shear centre
t
y
Mass
Dxb
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
50 x 25
* 2.0
1.45
3.0
2.08
* 3.0
3.14
* 4.0
4.06
5.0
4.91
* 3.0
4.45
* 4.0
5.80
* 5.0
7.08
* 3.0
5.04
* 4.0
6.59
* 5.0
8.07
6.0
9.49
* 4.0
8.01
* 5.0
9.85
* 6.0
11.6
8.0
15.0
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
57.5
26.3
17.3
87.0
56.7
24.4
154
76.0
64.7
213
125
83.5
258
178
99.1
191
111
135
296
169
191
389
232
238
199
131
142
323
201
207
446
277
265
552
358
315
343
249
272
498
347
371
643
444
459
871
630
600
38.1
20.6
8.36
54.4
42.2
11.7
125
59.5
32.8
168
104
41.9
201
150
49.5
179
77.3
83.2
268
126
111
344
187
136
199
92.3
88.6
315
147
120
426
217
149
520
298
174
343
184
184
498
261
237
643
349
285
862
544
364
24.8
16.6
4.89
34.6
30.2
6.80
95.4
50.7
19.5
124
87.3
24.8
146
121
29.3
158
60.4
52.6
230
105
69.3
290
161
84.1
184
70.5
56.3
284
120
74.9
379
186
91.7
459
265
106
331
142
121
467
211
152
592
295
180
787
492
229
17.1
13.2
3.20
23.5
21.8
4.45
70.7
43.8
12.9
90.5
71.6
16.4
106
94.6
19.3
134
51.1
35.7
189
92.1
46.7
235
142
56.4
166
58.5
38.3
250
105
50.4
327
167
61.5
392
242
71.4
306
118
84.1
426
182
104
534
263
122
703
455
155
12.4
10.4
2.26
17.0
16.3
3.13
53.2
37.7
9.15
67.4
57.8
11.6
78.8
73.6
13.7
111
45.3
25.7
152
82.4
33.4
186
125
40.4
147
51.3
27.6
215
95.2
36.1
275
153
43.9
325
220
51.0
279
103
61.1
381
164
75.4
471
241
88.5
613
421
111
9.34
8.33
1.68
12.8
12.5
2.32
41.1
32.1
6.82
51.8
46.8
8.63
60.4
58.0
10.2
91.4
41.0
19.4
122
74.0
25.1
148
109
30.3
127
46.5
20.8
181
88.0
27.1
227
141
33.0
267
198
38.2
250
93.9
46.2
334
152
56.9
408
224
66.7
525
386
83.9
7.30
6.73
1.29
9.96
9.84
1.79
32.5
27.2
5.28
40.9
38.2
6.68
47.6
46.5
7.88
75.1
37.6
15.1
99.3
66.3
19.5
119
95.2
23.6
109
43.1
16.2
151
81.9
21.1
188
129
25.6
220
175
29.7
221
86.8
36.2
289
142
44.4
349
209
52.0
445
350
65.4
4.81
4.61
0.838
6.54
6.54
1.16
21.8
19.7
3.43
27.3
26.4
4.34
31.7
31.6
5.12
52.3
31.8
9.90
68.2
52.7
12.8
81.9
71.5
15.4
80.5
38.1
10.6
108
70.8
13.8
132
105
16.7
153
135
19.4
169
76.9
23.8
215
125
29.2
255
180
34.1
321
279
42.9
3.40
3.32
0.587
4.62
4.64
0.812
15.6
14.6
2.41
19.4
19.1
3.04
22.6
22.7
3.59
38.2
26.8
6.99
49.4
41.8
9.03
59.2
54.4
10.9
60.2
34.1
7.51
79.7
60.2
9.74
97.0
84.3
11.8
112
104
13.7
129
69.4
16.9
161
110
20.6
190
151
24.1
238
219
30.3
2.53
2.50
0.434
3.44
3.46
0.600
11.7
11.2
1.79
14.6
14.5
2.25
16.9
17.0
2.66
29.0
22.5
5.20
37.4
33.3
6.70
44.7
42.3
8.07
46.3
30.5
5.58
60.9
50.4
7.24
73.8
67.5
8.76
85.1
81.7
10.1
100
62.7
12.6
125
95.7
15.4
146
126
17.9
182
174
22.5
1.96
1.95
0.333
2.66
2.68
0.461
9.06
8.85
1.37
11.3
11.3
1.73
13.1
13.2
2.04
22.7
18.9
4.02
29.2
26.9
5.18
34.9
33.7
6.23
36.6
26.9
4.32
47.9
42.1
5.59
57.9
54.7
6.76
66.7
65.1
7.82
80.5
56.2
9.73
99.2
82.0
11.9
115
104
13.9
144
140
17.4
1.56
1.56
0.264
2.12
2.13
0.366
7.24
7.13
1.09
9.02
9.05
1.38
10.5
10.6
1.62
18.3
15.9
3.20
23.4
22.1
4.12
28.0
27.3
4.95
29.6
23.6
3.43
38.6
35.2
4.44
46.6
44.9
5.37
53.7
53.0
6.22
65.4
49.9
7.75
80.4
70.1
9.45
93.8
87.3
11.0
116
114
13.8
1.27
1.27
0.215
1.72
1.74
0.297
5.92
5.87
0.887
7.37
7.41
1.12
8.55
8.66
1.32
15.0
13.5
2.60
19.2
18.4
3.35
22.9
22.6
4.03
24.5
20.6
2.80
31.8
29.7
3.62
38.3
37.4
4.37
44.1
43.8
5.06
54.2
44.1
6.32
66.4
60.0
7.70
77.4
73.6
8.99
96.0
95.3
11.3
75 x 35
100 x 50
t
125 x 50
150 x 60
F-10
Discuss me ...
Table 70
b
COMPRESSION
y
xo
CHANNELS
Centroid
cy
D
x
d
x
Shear centre
t
y
Mass
Dxb
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
175 x 60
* 5.0
10.8
* 6.0
12.8
8.0
16.5
10.0
20.0
* 5.0
13.0
* 6.0
15.4
* 8.0
20.0
10.0
24.4
* 6.0
16.6
* 8.0
21.6
10.0
26.3
12.0
30.8
* 6.0
20.2
* 8.0
26.3
* 10.0
32.3
12.0
37.9
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
514
376
385
693
493
489
963
701
649
1170
896
775
542
445
486
738
589
639
1130
877
932
1420
1120
1150
754
618
655
1210
952
988
1530
1220
1230
1800
1450
1430
796
710
792
1300
1120
1250
1790
1520
1690
2210
1870
2060
514
285
248
693
382
301
963
592
388
1170
812
460
542
359
375
738
471
474
1130
716
654
1420
960
795
754
502
488
1210
774
687
1530
1040
840
1800
1300
969
796
623
688
1300
962
1050
1790
1300
1390
2210
1630
1670
507
227
159
669
317
190
915
530
243
1100
762
287
542
284
269
738
378
330
1130
605
440
1400
861
529
754
403
341
1210
646
460
1530
914
556
1800
1200
639
796
526
570
1300
805
829
1790
1110
1060
2210
1430
1260
473
194
109
619
279
129
839
491
164
1010
723
194
534
232
193
711
317
233
1060
536
306
1310
795
367
752
336
241
1170
565
319
1470
838
384
1710
1130
441
796
438
452
1300
680
631
1790
969
791
2190
1290
931
437
173
79.0
565
255
93.3
757
462
118
902
683
139
506
198
143
668
278
171
981
491
223
1210
748
267
716
291
177
1100
512
232
1380
786
279
1600
1080
320
796
369
354
1260
590
482
1700
869
597
2080
1190
699
398
159
59.6
506
239
70.2
670
436
88.9
795
637
104
475
175
109
623
252
130
900
458
169
1110
708
202
677
261
135
1030
476
176
1280
747
211
1480
1040
242
768
318
280
1200
526
376
1610
798
462
1960
1120
539
357
149
46.5
447
226
54.8
585
410
69.2
691
584
81.7
443
159
86.6
574
233
102
815
432
132
994
670
158
636
240
106
948
450
138
1170
714
165
1360
995
190
736
282
225
1140
480
299
1520
746
366
1840
1060
427
280
135
30.6
342
204
35.9
439
352
45.4
515
471
53.5
375
138
57.6
473
208
68.2
649
390
87.7
782
590
104
547
213
70.6
785
412
91.3
959
654
109
1100
891
125
665
234
153
1000
420
201
1310
671
245
1570
968
285
218
123
21.6
262
183
25.4
332
292
32.0
389
372
37.8
309
125
41.0
381
190
48.5
509
349
62.2
609
505
74.2
457
196
50.2
634
380
64.7
767
587
77.4
877
768
88.7
589
205
110
860
380
144
1100
615
175
1300
880
204
171
113
16.1
204
160
18.9
258
238
23.8
301
295
28.1
252
116
30.7
306
175
36.2
403
308
46.4
480
425
55.3
378
184
37.5
511
349
48.2
614
515
57.7
700
646
66.1
511
186
83.0
724
351
108
911
565
131
1070
792
152
137
101
12.5
162
138
14.6
204
195
18.4
238
237
21.7
206
108
23.8
249
160
28.0
324
268
35.9
385
355
42.8
312
172
29.0
415
316
37.3
497
443
44.6
566
540
51.1
439
172
64.8
607
327
84.4
754
516
102
880
703
118
112
90.6
9.91
132
118
11.6
166
161
14.6
193
194
17.2
171
101
19.0
205
146
22.4
265
232
28.6
314
298
34.1
260
162
23.2
342
282
29.8
409
379
35.6
465
452
40.8
375
161
51.9
510
304
67.6
629
468
81.9
731
619
94.9
93.2
79.9
8.08
109
101
9.45
137
135
11.9
159
161
14.0
143
93.8
15.5
171
132
18.3
220
200
23.3
261
252
27.8
218
151
18.9
286
249
24.3
341
324
29.0
387
382
33.2
321
152
42.5
432
283
55.3
530
421
67.0
614
542
77.6
200 x 75
t
225 x 75
250 x 100
F-11
Discuss me ...
Table 70
b
COMPRESSION
y
xo
CHANNELS
Centroid
cy
D
x
d
x
Shear centre
t
y
Mass
Dxb
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
300 x 100
* 8.0
29.5
* 10.0
36.2
12.0
42.7
15.0
51.9
* 8.0
35.8
* 10.0
44.1
* 12.0
52.2
15.0
63.7
* 8.0
42.1
* 10.0
52.0
* 12.0
61.6
* 15.0
75.6
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
1340
1190
1300
1940
1690
1820
2490
2140
2300
3020
2610
2780
1420
1330
1420
2070
1910
2070
2790
2540
2790
3710
3340
3680
1470
1420
1470
2170
2070
2170
2950
2790
2950
4200
3910
4200
1340
1050
1090
1940
1460
1490
2490
1860
1840
3020
2340
2210
1420
1220
1330
2070
1730
1880
2790
2290
2460
3710
3010
3190
1470
1340
1470
2170
1930
2140
2950
2580
2850
4200
3590
3950
1340
893
868
1940
1250
1140
2490
1620
1370
3020
2130
1640
1420
1100
1170
2070
1540
1620
2790
2020
2060
3710
2690
2630
1470
1250
1370
2170
1780
1940
2950
2360
2560
4200
3260
3480
1340
756
663
1940
1080
844
2490
1440
1000
3020
1980
1200
1420
966
997
2070
1350
1330
2790
1770
1660
3710
2420
2080
1470
1140
1240
2170
1610
1730
2950
2120
2230
4200
2920
2970
1340
651
508
1940
952
636
2450
1310
751
2970
1870
894
1420
840
825
2070
1180
1080
2790
1570
1310
3710
2200
1620
1470
1030
1100
2170
1440
1500
2950
1890
1900
4200
2630
2460
1320
574
396
1860
863
492
2350
1220
578
2840
1790
688
1420
733
677
2070
1040
865
2790
1410
1050
3670
2040
1280
1470
919
960
2170
1280
1280
2950
1680
1590
4200
2380
2020
1270
518
315
1780
799
390
2240
1150
457
2700
1730
543
1420
647
556
2050
933
703
2710
1290
842
3540
1920
1030
1470
817
827
2170
1140
1080
2950
1510
1320
4190
2190
1660
1170
445
212
1610
714
261
2000
1050
305
2400
1620
362
1350
526
387
1910
789
484
2510
1130
575
3250
1750
696
1470
653
608
2140
930
775
2850
1270
935
3940
1910
1160
1050
401
152
1420
660
186
1740
986
217
2080
1510
258
1270
450
282
1770
699
350
2290
1030
415
2940
1630
501
1420
541
456
2020
793
574
2680
1110
687
3660
1730
845
932
371
114
1230
620
139
1480
925
163
1770
1390
193
1170
401
214
1620
640
265
2060
955
313
2610
1540
377
1350
465
351
1900
701
439
2490
1010
523
3370
1610
641
813
349
89.2
1050
586
108
1260
864
126
1490
1250
150
1080
366
168
1450
598
207
1830
901
244
2290
1450
294
1270
412
278
1770
637
346
2300
933
411
3060
1510
503
705
332
71.4
898
553
87.0
1060
798
101
1260
1110
120
974
342
135
1300
565
166
1600
854
195
1990
1360
236
1190
374
225
1640
590
279
2090
877
331
2740
1430
404
610
317
58.4
768
520
71.1
906
729
82.7
1070
982
98.2
876
322
111
1150
538
136
1400
811
160
1720
1270
193
1100
345
185
1500
555
230
1890
832
272
2440
1370
332
350 x 125
t
400 x 150
F-12
Discuss me ...
Table 71
y
COMPRESSION
D
b
x
x
y
d
t
Centroid and
shear centre
Mass
D x 2b
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
50 x 50
* 2.0
2.90
* 3.0
4.15
* 3.0
6.28
* 4.0
8.12
5.0
9.82
* 3.0
8.89
* 4.0
11.6
* 5.0
14.2
* 3.0
10.1
* 4.0
13.2
* 5.0
16.1
* 6.0
19.0
* 4.0
16.0
* 5.0
19.7
* 6.0
23.2
8.0
29.9
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
90.7
48.0
87.7
136
74.2
167
253
155
230
345
213
338
423
268
449
340
264
317
511
389
478
657
502
624
375
271
335
592
413
525
801
550
712
979
673
882
664
507
599
944
707
849
1200
894
1080
1640
1220
1490
61.1
26.0
73.0
88.2
39.8
157
198
93.2
189
264
126
303
320
159
425
295
191
266
434
274
405
553
350
549
337
195
282
523
285
438
700
372
606
851
453
776
606
386
524
853
524
736
1080
653
944
1460
890
1350
41.6
16.0
66.6
58.8
24.3
153
151
59.7
166
198
80.8
286
236
101
414
252
137
220
362
192
350
456
244
499
300
138
232
458
197
367
604
254
530
728
309
708
550
287
447
766
381
633
962
470
831
1290
639
1250
29.6
10.8
63.4
41.3
16.4
151
115
41.1
154
149
55.6
277
176
69.9
409
212
100
188
298
138
315
370
175
468
265
101
193
395
141
320
514
181
481
615
219
666
496
215
382
681
281
553
848
345
749
1120
468
1190
22.0
7.72
61.6
30.4
11.7
149
89.5
29.9
147
114
40.4
271
135
50.9
406
177
75.6
166
244
103
292
300
131
448
232
76.2
167
338
105
289
434
134
450
515
163
640
444
165
333
601
213
497
741
261
693
972
353
1150
16.9
5.81
60.4
23.3
8.83
149
70.8
22.7
143
90.1
30.6
268
105
38.6
404
147
58.7
152
200
80.3
276
245
101
435
202
59.1
149
288
81.5
268
365
103
430
430
125
623
394
129
298
526
166
458
643
203
655
836
274
1120
13.4
4.53
59.7
18.4
6.88
148
57.2
17.8
140
72.4
24.0
266
84.9
30.3
402
124
46.8
141
166
63.8
266
202
80.5
426
175
47.1
136
245
64.6
254
308
82.1
416
362
99.3
611
349
104
272
460
133
430
557
162
628
718
219
1100
8.96
2.97
58.8
12.3
4.51
148
39.3
11.8
136
49.5
15.9
263
57.9
20.0
401
89.6
31.7
129
118
43.0
253
143
54.2
415
132
31.8
121
181
43.4
236
224
55.0
399
262
66.5
597
272
71.0
240
351
90.6
395
420
109
594
536
148
1080
6.41
2.10
58.3
8.76
3.19
147
28.5
8.40
134
35.9
11.3
261
41.9
14.2
400
67.0
22.8
122
87.9
30.9
246
105
38.9
409
102
22.9
112
137
31.2
226
169
39.4
389
196
47.6
589
214
51.4
221
272
65.4
375
323
79.2
575
409
106
1060
4.82
1.56
58.1
6.57
2.37
147
21.7
6.27
133
27.1
8.44
261
31.6
10.6
400
51.8
17.2
117
67.6
23.2
241
81.1
29.3
406
80.4
17.3
106
107
23.4
220
131
29.6
383
152
35.8
584
171
38.9
209
215
49.4
362
254
59.8
563
320
80.6
1060
3.75
1.21
57.9
5.10
1.83
147
17.0
4.86
132
21.3
6.54
260
24.8
8.24
399
41.2
13.4
114
53.5
18.1
238
64.1
22.8
403
64.7
13.5
102
85.8
18.2
216
104
23.0
380
120
27.8
580
139
30.4
202
174
38.6
354
205
46.7
555
257
63.0
1050
3.00
0.962
57.7
4.08
1.46
147
13.7
3.88
132
17.1
5.22
260
19.9
6.57
399
33.5
10.8
112
43.3
14.5
236
51.9
18.3
401
53.1
10.8
100
70.1
14.6
213
85.1
18.4
377
98.3
22.3
578
115
24.5
196
143
31.0
348
168
37.5
549
210
50.5
1050
2.45
0.783
57.6
3.34
1.19
147
11.2
3.17
131
14.0
4.26
259
16.3
5.37
399
27.7
8.83
111
35.8
11.9
235
42.9
15.0
400
44.3
8.86
98.5
58.2
12.0
211
70.6
15.1
375
81.5
18.2
576
96.7
20.1
192
119
25.4
344
140
30.7
545
175
41.4
1040
75 x 70
100 x 100
t
125 x 100
150 x 120
F-13
Discuss me ...
Table 71
COMPRESSION
y
D
x
b
x
y
d
t
Centroid and
shear centre
for
mm
* 5.0
per
Metre
kg
21.7
* 6.0
25.6
8.0
33.1
10.0
40.1
* 5.0
26.0
* 6.0
30.8
* 8.0
40.0
10.0
48.7
* 6.0
33.2
* 8.0
43.2
10.0
52.7
12.0
61.7
* 6.0
40.3
* 8.0
52.7
t
mm
175 x 120
200 x 150
Mass
D x 2b
225 x 150
250 x 200
* 10.0
64.5
* 12.0
75.9
Axis
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
1.0
1010
724
882
1340
943
1170
1860
1310
1630
2250
1610
2000
1070
882
991
1460
1170
1330
2220
1740
1990
2820
2210
2530
1490
1190
1360
2380
1830
2130
3070
2350
2730
3590
2780
3200
1580
1440
1520
1.5
924
533
765
1220
679
1010
1690
936
1450
2030
1160
1850
1030
719
904
1370
937
1200
2050
1370
1800
2590
1740
2310
1440
951
1240
2250
1420
1910
2870
1820
2470
3350
2160
2950
1580
1260
1440
2.0
847
386
651
1110
483
868
1520
662
1320
1830
827
1760
959
572
807
1270
733
1070
1890
1050
1610
2370
1330
2130
1350
741
1100
2090
1080
1690
2660
1380
2250
3100
1640
2770
1500
1090
1340
2.5
771
284
561
1000
352
765
1360
481
1230
1630
603
1700
893
451
710
1180
569
939
1730
800
1460
2160
1010
2000
1260
574
961
1940
820
1510
2450
1040
2080
2850
1250
2630
1420
925
1240
3.0
698
215
495
895
265
695
1210
361
1170
1440
454
1660
829
357
623
1090
446
834
1570
621
1340
1960
786
1900
1180
449
846
1790
633
1370
2250
803
1950
2610
966
2540
1350
780
1130
3.5
628
167
449
796
206
646
1060
280
1130
1260
352
1640
766
287
552
994
355
753
1420
491
1260
1760
621
1840
1100
357
756
1640
499
1270
2050
633
1870
2380
763
2480
1280
657
1020
4.0
562
134
417
705
164
612
932
223
1100
1100
281
1620
705
234
497
906
288
691
1280
397
1190
1580
502
1790
1010
290
688
1500
402
1190
1870
510
1800
2150
615
2430
1200
555
928
5.0
447
91.0
375
551
111
569
717
150
1070
844
190
1600
590
162
423
746
199
610
1030
273
1110
1260
345
1720
861
200
596
1240
276
1090
1520
349
1720
1750
422
2380
1060
404
775
6.0
356
65.6
352
433
79.9
545
559
108
1050
655
136
1590
491
119
378
611
145
560
827
198
1060
1000
250
1690
724
146
541
1020
200
1030
1240
253
1670
1420
306
2340
929
304
669
7.0
287
49.5
337
346
60.2
530
443
81.5
1030
519
103
1580
409
91.0
349
503
110
529
671
150
1030
808
190
1660
608
111
506
836
151
997
1020
192
1640
1160
232
2320
808
236
597
8.0
235
38.7
327
282
47.0
520
359
63.6
1030
419
80.4
1580
342
71.6
329
417
87.1
508
551
118
1010
661
149
1650
512
87.4
483
695
119
972
841
150
1620
959
182
2310
700
188
547
9.0
195
31.1
320
233
37.7
513
295
51.0
1020
345
64.5
1570
289
57.8
316
350
70.2
494
459
95.2
999
549
120
1640
435
70.4
466
583
95.8
955
703
121
1600
802
146
2300
608
153
510
10.0
164
25.5
315
195
30.9
508
247
41.8
1020
288
52.9
1570
246
47.6
306
297
57.8
483
387
78.3
989
462
98.8
1630
372
57.9
454
495
78.8
943
595
99.6
1590
678
120
2290
530
127
484
Pcx
2550
2510
2370
2230
2100
1960
1830
1580
1350
1150
983
842
725
Pcy
2270
1950
1650
1380
1140
946
790
566
422
325
258
209
173
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
2430
3520
3080
3310
4340
3790
4060
2270
3410
2630
3080
4180
3230
3790
2100
3200
2200
2850
3920
2690
3530
1920
3000
1820
2620
3660
2220
3300
1750
2800
1490
2420
3400
1810
3110
1600
2610
1230
2260
3160
1490
2950
1470
2420
1020
2120
2920
1240
2830
1280
2060
725
1930
2460
879
2670
1160
1740
538
1800
2060
652
2560
1070
1460
414
1720
1720
501
2490
1020
1240
328
1670
1450
397
2450
975
1050
266
1630
1230
322
2410
945
899
220
1600
1050
266
2390
F-14
Discuss me ...
Table 71
COMPRESSION
y
D
x
x
y
D x 2b
t
mm
300 x 200
mm
* 8.0
Mass
per
Metre
kg
59.0
* 10.0
72.4
* 12.0
85.4
15.0
103
* 8.0
71.6
* 10.0
88.2
* 12.0
104
* 15.0
127
* 8.0
84.3
* 10.0
104
* 12.0
123
* 15.0
151
350 x 250
400 x 300
b
d
t
Centroid and
shear centre
Compression Resistance, Pcx, Pcy, P+A142 (kN)
for
Axis
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
Pcx
Pcy
Pcz
1.0
2650
2340
2530
3820
3310
3600
4890
4200
4580
6040
5210
5640
2800
2670
2760
4080
3830
3990
5500
5090
5330
7300
6710
7020
2920
2910
2920
4290
4220
4280
5820
5670
5780
8250
7950
8120
1.5
2650
2010
2370
3820
2800
3350
4860
3530
4250
5970
4390
5260
2800
2400
2640
4080
3410
3800
5500
4500
5050
7300
5910
6640
2920
2690
2840
4290
3870
4130
5820
5170
5550
8250
7190
7770
2.0
2560
1690
2200
3630
2320
3080
4600
2900
3920
5640
3620
4930
2800
2140
2520
4060
3010
3600
5390
3930
4760
7090
5140
6260
2920
2470
2740
4290
3530
3970
5820
4680
5310
8250
6470
7410
2.5
2440
1410
2010
3440
1890
2820
4340
2350
3610
5320
2940
4650
2720
1890
2380
3890
2620
3380
5160
3390
4450
6760
4410
5880
2920
2260
2640
4250
3200
3800
5690
4210
5070
7940
5760
7040
3.0
2320
1160
1830
3260
1540
2570
4100
1900
3340
5010
2390
4430
2620
1660
2230
3730
2260
3150
4930
2890
4150
6440
3750
5530
2840
2060
2530
4110
2880
3620
5490
3750
4810
7630
5090
6660
3.5
2210
959
1650
3080
1260
2350
3860
1550
3120
4710
1950
4260
2520
1440
2080
3580
1940
2920
4710
2460
3850
6130
3170
5220
2760
1860
2410
3970
2570
3430
5290
3320
4540
7330
4460
6290
4.0
2100
799
1510
2900
1040
2180
3620
1280
2950
4410
1610
4130
2420
1250
1920
3420
1670
2700
4490
2100
3590
5820
2690
4950
2670
1670
2280
3840
2290
3230
5100
2930
4270
7030
3900
5940
5.0
1880
571
1280
2560
739
1930
3160
903
2700
3830
1140
3950
2230
946
1640
3120
1240
2330
4050
1550
3160
5220
1970
4540
2510
1350
2020
3570
1810
2840
4710
2280
3760
6450
2990
5320
F-15
6.0
1660
425
1130
2230
547
1760
2730
666
2550
3290
840
3840
2050
729
1410
2830
948
2060
3640
1170
2860
4640
1490
4260
2350
1080
1770
3320
1430
2490
4340
1790
3340
5880
2320
4850
7.0
1470
327
1030
1940
420
1660
2350
511
2450
2820
645
3760
1870
575
1240
2550
742
1860
3240
913
2650
4100
1160
4070
2190
877
1550
3070
1150
2210
3980
1420
3010
5330
1840
4500
8.0
1290
260
962
1680
332
1590
2020
403
2380
2410
509
3710
1700
463
1120
2290
595
1720
2870
729
2500
3610
926
3940
2040
720
1370
2820
936
1990
3630
1150
2770
4800
1480
4240
9.0
1130
211
913
1460
269
1530
1740
326
2330
2070
412
3680
1540
380
1020
2050
487
1610
2550
595
2390
3170
755
3840
1890
599
1230
2590
775
1820
3290
953
2580
4320
1220
4050
10.0
992
174
877
1270
222
1500
1510
269
2300
1790
340
3650
1390
317
955
1830
405
1540
2250
494
2310
2790
627
3770
1740
505
1120
2360
651
1690
2990
798
2440
3880
1020
3900
Discuss me ...
Table 72
y
COMPRESSION
u
v
uo
Centroid
d
x
cx
EQUAL ANGLES
x
cy
u
t
v
y
d
Shear centre
Mass
dxd
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
50 x 50
* 5.0
3.54
* 6.0
4.15
8.0
5.27
10.0
6.26
* 6.0
6.52
* 8.0
8.43
* 10.0
10.2
12.0
11.9
* 8.0
11.6
* 10.0
14.2
* 12.0
16.6
* 15.0
20.0
* 8.0
14.1
* 10.0
17.3
* 12.0
20.4
* 15.0
24.8
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
104
107
51.3
130
145
58.2
176
218
66.5
203
262
67.9
216
172
158
333
298
216
453
439
261
566
578
291
412
312
347
591
483
468
776
675
582
1070
987
723
434
309
410
636
492
577
861
702
749
1230
1060
1000
64.2
83.2
25.6
76.6
106
28.6
97.9
148
32.0
112
176
32.4
175
161
95.6
255
270
121
330
384
138
396
491
149
368
302
249
510
464
313
656
640
365
872
916
420
424
302
337
603
481
452
795
684
558
1100
1020
693
40.5
59.4
15.1
47.7
73.2
16.8
59.8
97.3
18.7
68.4
114
18.8
132
143
60.0
182
227
74.1
227
309
83.8
265
383
89.3
312
286
170
418
430
205
522
581
232
665
808
260
383
294
259
535
464
329
692
654
390
928
959
462
27.5
42.6
9.97
32.1
51.5
11.0
40.0
66.9
12.2
45.7
78.4
12.3
98.0
121
40.6
130
182
49.6
159
239
55.7
184
289
59.1
254
264
119
329
384
141
399
505
158
494
680
175
338
283
193
460
440
238
580
610
276
753
873
320
19.8
31.6
7.06
23.0
37.7
7.79
28.6
48.4
8.60
32.6
56.6
8.66
73.6
100
29.2
96.7
144
35.4
117
184
39.6
134
219
42.0
202
236
87.1
256
332
102
306
425
114
372
555
125
290
269
146
384
408
177
474
554
203
599
771
233
14.9
24.1
5.26
17.3
28.6
5.80
21.4
36.5
6.39
24.4
42.6
6.42
56.8
82.1
22.0
74.0
114
26.6
89.1
143
29.6
102
169
31.3
161
206
66.2
202
282
77.5
239
353
86.1
288
450
94.4
245
251
113
317
371
135
385
491
155
478
666
176
11.6
19.0
4.07
13.5
22.4
4.48
16.6
28.5
4.93
19.0
33.2
4.95
45.0
67.5
17.1
58.3
92.4
20.6
70.0
114
23.0
80.0
134
24.3
130
178
51.9
162
237
60.6
190
292
67.2
228
367
73.5
205
230
89.7
261
331
107
314
429
121
386
568
138
7.61
12.6
2.64
8.82
14.8
2.91
10.9
18.7
3.19
12.4
21.7
3.20
30.1
47.1
11.2
38.7
63.0
13.5
46.3
77.3
15.0
52.8
89.9
15.8
89.6
132
34.3
109
170
39.9
128
205
44.1
153
253
48.1
146
188
60.1
183
257
71.5
217
323
80.8
264
414
91.4
5.38
8.92
1.85
6.22
10.5
2.04
7.66
13.2
2.23
8.72
15.3
2.24
21.5
34.3
7.92
27.6
45.4
9.50
32.9
55.3
10.5
37.4
64.0
11.1
64.8
99.6
24.4
79.1
126
28.2
92.1
150
31.2
109
183
33.9
108
150
43.0
134
199
50.9
158
245
57.4
191
308
64.7
4.00
6.65
1.37
4.62
7.78
1.51
5.68
9.78
1.65
6.47
11.4
1.65
16.1
26.0
5.89
20.6
34.1
7.05
24.5
41.4
7.81
27.9
47.9
8.21
48.9
77.0
18.2
59.5
96.5
21.0
69.2
114
23.2
82.0
138
25.2
82.6
121
32.2
101
157
38.1
119
190
42.9
144
236
48.3
3.09
5.15
1.06
3.57
6.02
1.16
4.38
7.55
1.27
4.99
8.77
1.27
12.5
20.4
4.55
16.0
26.6
5.44
19.0
32.2
6.02
21.6
37.1
6.33
38.2
61.0
14.1
46.4
75.9
16.3
53.9
89.7
17.9
63.7
108
19.4
65.0
98.3
25.0
79.9
125
29.6
93.8
151
33.3
112
186
37.4
2.46
4.10
0.838
2.84
4.79
0.919
3.48
6.00
1.01
3.97
6.97
1.01
10.0
16.3
3.62
12.8
21.3
4.32
15.2
25.7
4.78
17.2
29.6
5.02
30.7
49.4
11.2
37.2
61.2
13.0
43.1
72.1
14.3
50.9
86.8
15.5
52.5
81.0
20.0
64.3
102
23.6
75.4
122
26.5
90.5
150
29.8
2.00
3.34
0.681
2.31
3.90
0.747
2.84
4.88
0.817
3.23
5.67
0.819
8.17
13.4
2.95
10.4
17.4
3.52
12.4
21.0
3.89
14.1
24.2
4.09
25.1
40.8
9.16
30.5
50.3
10.6
35.3
59.1
11.6
41.6
71.1
12.6
43.2
67.6
16.4
52.9
85.1
19.3
61.9
101
21.7
74.2
124
24.3
75 x 75
t
100 x 100
120 x 120
F-16
Discuss me ...
Table 72
y
COMPRESSION
u
v
uo
Centroid
d
x
cx
EQUAL ANGLES
x
cy
u
t
v
y
d
Shear centre
Mass
dxd
per
for
Metre
mm
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
150 x 150
* 8.0
17.9
* 10.0
22.1
* 12.0
26.1
* 15.0
31.9
* 8.0
24.2
* 10.0
30.0
* 12.0
35.6
* 15.0
43.7
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
Pcx, Pcy
Pcuz
Pcv
459
295
459
679
487
679
928
714
911
1350
1110
1280
486
265
486
727
458
727
1010
696
1010
1480
1130
1480
459
289
423
679
479
598
928
702
781
1330
1090
1050
486
258
486
727
447
727
1010
683
993
1480
1110
1420
451
285
367
650
470
502
867
689
634
1210
1060
813
486
255
468
727
442
678
1010
674
905
1480
1090
1270
421
280
307
599
460
404
788
670
494
1080
1020
609
486
252
433
727
437
616
992
666
808
1420
1080
1100
388
274
250
543
447
320
702
645
382
942
969
461
479
250
394
698
432
548
940
658
703
1340
1060
927
353
267
203
483
430
254
614
612
300
805
902
357
458
248
353
662
427
479
885
647
601
1240
1040
771
316
258
165
424
409
205
530
574
240
682
827
283
436
245
312
624
420
413
826
635
509
1140
1010
640
247
236
114
321
360
140
392
486
162
491
671
190
389
238
238
543
404
304
701
603
367
938
938
450
192
210
83.4
244
306
101
294
401
116
364
534
136
338
230
182
459
384
228
579
561
272
754
847
330
150
183
63.1
190
257
76.3
227
328
87.8
279
427
102
288
220
141
382
359
176
473
512
208
605
747
251
120
157
49.4
151
215
59.5
180
269
68.4
220
345
79.5
244
209
113
317
331
139
388
460
164
490
651
197
98.6
135
39.7
122
181
47.8
145
224
54.8
177
283
63.5
206
196
91.9
265
301
113
322
408
132
403
563
159
81.8
116
32.6
101
153
39.1
120
188
44.9
146
236
52.0
175
182
76.1
223
272
93.5
270
361
109
337
488
130
200 x 200
t
F-17
Discuss me ...
Table 73
y
COMPRESSION
d
xo
x
x
Centroid
d
t
cy
Shear
centre
y
Mass
2d x d
mm
100 x 50
150 x 75
200 x 100
240 x 120
t
per
for
Metre
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
* 5.0
7.08
* 6.0
8.30
8.0
10.5
10.0
12.5
* 6.0
13.0
* 8.0
16.9
* 10.0
20.4
12.0
23.7
* 8.0
23.2
* 10.0
28.3
* 12.0
33.2
* 15.0
40.0
* 8.0
28.2
* 10.0
34.6
* 12.0
40.8
* 15.0
49.5
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
212
225
166
275
309
207
405
477
281
492
584
326
404
343
358
631
601
543
879
895
732
1130
1190
908
775
616
712
1110
957
1000
1460
1340
1300
2040
1980
1770
857
606
806
1240
968
1150
1660
1380
1530
2340
2090
2120
155
185
105
198
242
127
283
355
165
348
441
190
343
332
279
524
569
404
719
825
525
912
1070
633
691
606
601
975
939
824
1280
1310
1050
1760
1910
1390
785
599
713
1130
957
1000
1500
1370
1310
2100
2060
1790
112
136
69.6
140
173
82.8
197
244
105
245
307
120
285
308
212
426
502
296
574
701
373
720
895
441
609
590
496
849
903
664
1100
1240
828
1500
1760
1060
717
591
623
1020
941
862
1340
1340
1110
1860
2000
1480
82.7
99.4
48.7
102
123
57.4
142
171
72.4
178
216
82.8
234
270
161
341
416
219
453
563
272
564
707
317
532
562
404
731
835
528
939
1120
647
1260
1550
811
650
580
538
913
916
729
1190
1290
921
1640
1880
1200
62.6
73.8
35.7
77.1
90.9
41.9
106
125
52.6
133
158
60.1
191
226
124
274
335
166
359
443
204
444
550
237
459
517
328
623
742
421
792
970
509
1050
1320
629
585
563
460
812
873
612
1050
1200
761
1430
1710
973
48.8
56.5
27.3
59.8
69.2
31.9
82.3
94.9
39.9
103
120
45.5
156
186
98.5
222
268
130
289
351
158
356
432
183
395
461
268
529
642
340
666
823
407
878
1100
497
523
539
392
718
813
513
922
1090
630
1240
1520
794
38.9
44.5
21.5
47.7
54.3
25.1
65.4
74.3
31.3
82.2
94.0
35.7
129
153
79.4
182
217
104
235
281
126
289
346
145
339
403
221
450
547
278
563
692
331
736
910
401
466
505
334
632
739
432
804
973
525
1070
1330
655
26.4
29.5
14.3
32.2
35.9
16.7
44.0
48.9
20.7
55.5
61.9
23.6
92.2
107
54.5
127
149
70.9
164
191
85.4
201
233
98.0
253
301
156
330
397
194
410
493
229
531
639
276
368
422
246
489
585
313
614
747
376
806
989
463
19.0
20.9
10.2
23.2
25.4
11.9
31.6
34.5
14.7
39.9
43.8
16.7
68.3
78.2
39.5
94.1
107
51.2
120
137
61.5
147
167
70.3
193
227
115
250
295
142
308
363
167
397
467
200
291
340
187
383
457
235
476
572
280
619
745
342
14.4
15.6
7.65
17.5
18.9
8.88
23.8
25.7
11.0
30.0
32.5
12.5
52.5
59.3
30.0
72.0
80.9
38.7
91.9
102
46.3
112
125
52.9
151
175
88.9
195
226
109
239
276
127
307
354
152
234
273
145
305
359
182
377
445
216
486
575
262
11.2
12.1
5.94
13.6
14.6
6.89
18.5
19.8
8.49
23.4
25.1
9.68
41.5
46.3
23.5
56.8
63.1
30.2
72.3
80.1
36.1
88.1
97.3
41.2
121
139
70.3
155
178
86.0
190
217
100
243
277
119
191
221
116
247
288
144
304
354
171
391
455
207
9.00
9.63
4.75
10.9
11.7
5.50
14.8
15.8
6.77
18.8
20.0
7.72
33.7
37.2
18.9
45.9
50.5
24.3
58.4
64.0
29.0
71.1
77.7
33.0
99.4
112
56.9
127
143
69.5
155
174
81.0
198
222
96.2
158
182
95.3
203
235
117
250
288
139
320
368
168
7.38
7.85
3.88
8.95
9.50
4.49
12.2
12.9
5.53
15.4
16.3
6.30
27.8
30.5
15.5
37.9
41.3
19.9
48.1
52.3
23.8
58.5
63.5
27.1
82.7
92.8
47.0
105
118
57.3
128
143
66.7
164
182
79.1
133
151
79.2
170
194
97.7
209
238
115
267
303
138
see Section 8.4.2.
F-18
Discuss me ...
Table 73
y
COMPRESSION
d
xo
x
x
Centroid
d
t
cy
Shear
centre
y
Mass
2d x d
mm
300 x 150
400 x 200
t
per
for
Metre
mm
kg
Axis
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
* 8.0
35.8
* 10.0
44.1
* 12.0
52.2
* 15.0
63.7
* 8.0
48.5
* 10.0
59.9
* 12.0
71.1
* 15.0
87.4
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
Pcx
Pcxz
Pcy
918
577
908
1360
954
1320
1860
1400
1780
2690
2170
2530
972
520
972
1460
896
1460
2010
1360
2010
2960
2200
2960
889
569
834
1290
943
1200
1740
1390
1600
2490
2150
2250
972
507
963
1460
877
1420
2010
1340
1930
2950
2170
2780
833
564
762
1210
934
1090
1620
1370
1430
2290
2130
1980
961
501
910
1420
869
1330
1930
1330
1800
2790
2160
2580
780
559
693
1120
924
974
1490
1360
1270
2100
2090
1730
920
498
860
1350
863
1250
1830
1320
1680
2640
2140
2380
727
553
626
1040
911
867
1370
1330
1120
1910
2030
1490
882
495
810
1290
857
1170
1740
1310
1560
2500
2120
2190
676
545
562
955
892
767
1250
1290
975
1730
1940
1280
843
492
762
1230
852
1090
1650
1300
1440
2350
2100
2000
625
536
501
875
867
675
1140
1240
848
1560
1810
1100
806
490
714
1170
845
1010
1560
1290
1330
2210
2070
1820
530
507
397
729
790
522
936
1080
645
1260
1520
821
732
483
621
1050
829
862
1390
1250
1110
1940
1990
1490
446
464
316
603
687
409
764
906
498
1010
1230
626
661
474
536
931
805
729
1220
1200
925
1680
1850
1220
374
410
254
499
581
325
627
747
393
822
993
490
593
463
460
824
772
615
1070
1120
770
1450
1660
999
316
355
208
416
487
263
519
615
317
676
807
393
529
447
394
726
726
520
931
1020
645
1250
1470
827
268
304
172
351
409
217
435
511
260
563
664
321
471
428
339
638
671
443
812
917
545
1080
1280
693
229
261
145
298
346
182
368
429
217
475
554
267
419
404
293
562
611
380
710
814
464
936
1110
587
see Section 8.4.2.
F-19
Discuss me ...
y
TENSION
Table 74
u
v
uo
Centroid
d
x
cx
EQUAL ANGLES
x
cy
u
v
y
d
dxd
t
Mass
Radius of
Gross
Weld
Holes Deducted
Equivalent
Tension
per
Gyration
Area
or
From Angle
Tension
Capacity
Metre
v-v axis
mm
mm
kg
cm
Bolt
50 x 50
5.0
3.54
0.892
cm
4.48
50 x 50
6.0
4.15
0.861
5.25
50 x 50
8.0
5.27
0.797
6.67
50 x 50
10.0
6.26
0.732
7.93
75 x 75
6.0
6.52
1.38
8.25
75 x 75
8.0
8.43
1.32
10.7
75 x 75
10.0
10.2
1.26
12.9
75 x 75
12.0
11.9
1.20
15.0
100 x 100
8.0
11.6
1.84
14.7
100 x 100
10.0
14.2
1.78
17.9
100 x 100
12.0
16.6
1.72
21.0
100 x 100
15.0
20.0
1.63
25.3
120 x 120
8.0
14.1
2.25
17.9
120 x 120
10.0
17.3
2.20
21.9
120 x 120
12.0
20.4
2.14
25.8
120 x 120
15.0
24.8
2.05
31.3
150 x 150
8.0
17.9
2.87
22.7
150 x 150
10.0
22.1
2.82
27.9
2
No.
Size
Weld
M12
Weld
M12
Weld
M12
Weld
M12
Weld
M16
M20
Weld
M16
M20
Weld
M16
M20
Weld
M16
M20
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M20
M24
Weld
M20
M20
M24
F-20
0
1
0
1
0
1
0
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
2
1
0
1
2
1
Diameter
Area
mm
cm
3.89
2.84
4.58
3.35
5.87
4.30
7.05
5.16
7.13
5.30
5.06
9.27
6.90
6.58
11.3
8.41
8.01
13.2
9.85
9.37
12.7
9.58
9.26
15.5
11.8
11.4
18.3
13.9
13.4
22.2
16.9
16.3
15.4
12.0
11.7
18.9
14.8
14.4
22.4
17.5
17.0
27.3
21.4
20.8
19.5
15.6
13.8
15.3
24.0
19.3
17.1
18.9
13
13
13
13
18
22
18
22
18
22
18
22
22
26
22
26
22
26
22
26
22
26
22
26
22
26
22
26
22
22
26
22
22
26
2
kN
178
130
210
153
270
197
324
237
327
243
232
426
317
302
519
387
368
607
452
430
582
440
425
715
541
522
842
637
615
1020
775
748
707
550
536
871
679
660
1030
803
781
1260
982
955
895
716
635
701
1110
886
784
867
Shear centre
t
Discuss me ...
y
TENSION
Table 74
u
v
uo
Centroid
d
x
cx
EQUAL ANGLES
x
cy
u
v
y
d
dxd
t
Mass
Radius of
Gross
Weld
Holes Deducted
Equivalent
Tension
per
Gyration
Area
or
From Angle
Tension
Capacity
Metre
v-v axis
mm
mm
kg
cm
Bolt
150 x 150
12.0
26.1
2.76
cm
33.0
150 x 150
15.0
31.9
2.67
40.3
200 x 200
8.0
24.2
3.90
30.7
200 x 200
10.0
30.0
3.85
37.9
200 x 200
12.0
35.6
3.79
45.0
200 x 200
15.0
43.7
3.71
55.3
2
No.
Size
Weld
M20
M20
M24
Weld
M20
M20
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
F-21
0
1
2
1
0
1
2
1
0
3
1
2
0
3
1
2
0
3
1
2
0
3
1
2
Diameter
Area
mm
cm
28.5
22.9
20.2
22.4
35.0
28.1
24.8
27.5
26.3
18.1
21.3
19.2
32.5
22.4
26.4
23.8
38.7
26.6
31.4
28.3
47.7
32.8
38.8
34.9
22
22
26
22
22
26
22
26
26
22
26
26
22
26
26
22
26
26
2
kN
1310
1050
930
1030
1610
1290
1140
1270
1210
830
977
882
1500
1030
1210
1090
1780
1220
1440
1300
2200
1510
1780
1600
Shear centre
t
y
Discuss me ...
TENSION
Table 75
d
xo
TWO EQUAL ANGLES
BACK TO BACK
x
x
Centroid
d
t
cy
Shear
centre
y
2d x d
t
Mass
Radius of
Gross
Weld
Holes Deducted
Gusset Between
per
Gyration
Area
or
From Angle
Angles
Metre
Axis
Axis
Bolt
x-x
y-y
mm
mm
kg
cm
cm
100 x 50
5.0
7.08
2.17
1.55
cm
8.96
100 x 50
6.0
8.30
2.20
1.53
10.5
100 x 50
8.0
10.5
2.26
1.50
13.3
100 x 50
10.0
12.5
2.34
1.47
15.9
150 x 75
6.0
13.0
3.21
2.34
16.5
150 x 75
8.0
16.9
3.27
2.31
21.3
150 x 75
10.0
20.4
3.33
2.28
25.9
150 x 75
12.0
23.7
3.40
2.25
30.0
200 x 100
8.0
23.2
4.28
3.12
29.3
200 x 100
10.0
28.3
4.33
3.09
35.9
200 x 100
12.0
33.2
4.40
3.06
42.0
200 x 100
15.0
40.0
4.49
3.02
50.7
240 x 120
8.0
28.2
5.09
3.77
35.7
240 x 120
10.0
34.6
5.14
3.74
43.9
240 x 120
12.0
40.8
5.20
3.71
51.6
240 x 120
15.0
49.5
5.29
3.67
62.7
300 x 150
8.0
35.8
6.31
4.74
45.3
300 x 150
10.0
44.1
6.36
4.71
55.9
No.
Diameter
Size
2
mm
Weld
M12
Weld
M12
Weld
M12
Weld
M12
Weld
M16
M20
Weld
M16
M20
Weld
M16
M20
Weld
M16
M20
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M24
Weld
M20
M20
M24
Weld
M20
M20
M24
0
1
0
1
0
1
0
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
1
0
1
2
1
0
1
2
1
13
13
13
13
18
22
18
22
18
22
18
22
22
26
22
26
22
26
22
26
22
26
22
26
22
26
22
26
22
22
26
22
22
26
F-22
Gusset On Back
of Angles
Equivalent
Tension
Equivalent
Tension
Tension Area
Capacity
Tension Area
Capacity
kN
cm
7.77
5.68
9.16
6.69
11.7
8.59
14.1
10.3
14.3
10.6
10.1
18.5
13.8
13.2
22.6
16.8
16.0
26.4
19.7
18.7
25.3
19.2
18.5
31.1
23.5
22.7
36.6
27.7
26.8
44.5
33.7
32.5
30.8
24.0
23.3
37.9
29.5
28.7
44.8
34.9
34.0
54.7
42.7
41.5
38.9
31.2
27.6
30.5
48.1
38.5
34.1
37.7
2
cm
8.37
6.67
9.83
7.82
12.5
9.93
15.0
11.8
15.4
12.5
12.0
19.9
16.1
15.5
24.2
19.5
18.7
28.2
22.7
21.7
27.3
22.5
21.8
33.5
27.5
26.7
39.3
32.2
31.3
47.6
38.9
37.7
33.3
28.1
27.4
40.9
34.5
33.7
48.2
40.6
39.7
58.7
49.4
48.2
42.1
36.5
33.0
35.8
52.0
45.0
40.6
44.2
384
306
452
359
577
456
688
542
707
573
551
917
741
712
1110
898
862
1300
1040
1000
1260
1030
1010
1540
1260
1230
1810
1480
1440
2190
1790
1730
1530
1290
1260
1880
1590
1550
2220
1870
1830
2700
2270
2220
1940
1680
1520
1650
2390
2070
1870
2030
2
kN
357
261
421
307
540
395
648
475
655
487
465
852
634
605
1040
774
737
1220
905
861
1170
881
851
1430
1080
1050
1680
1280
1230
2050
1550
1500
1420
1100
1070
1740
1360
1320
2060
1610
1560
2510
1970
1910
1790
1430
1270
1400
2210
1770
1570
1740
y
Discuss me ...
TENSION
Table 75
d
xo
TWO EQUAL ANGLES
BACK TO BACK
x
x
Centroid
d
t
cy
Shear
centre
y
2d x d
t
Mass
Radius of
Gross
Weld
Holes Deducted
Gusset Between
per
Gyration
Area
or
From Angle
Angles
Metre
Axis
Axis
Bolt
x-x
y-y
mm
mm
kg
cm
cm
300 x 150
12.0
52.2
6.42
4.68
cm
66.0
300 x 150
15.0
63.7
6.50
4.64
80.7
400 x 200
8.0
48.5
8.35
6.35
61.3
400 x 200
10.0
59.9
8.40
6.32
75.9
400 x 200
12.0
71.1
8.45
6.30
90.0
400 x 200
15.0
87.4
8.53
6.26
110
No.
Diameter
Size
2
mm
Weld
M20
M20
M24
Weld
M20
M20
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
Weld
M20
M24
M24
0
1
2
1
0
1
2
1
0
3
1
2
0
3
1
2
0
3
1
2
0
3
1
2
22
22
26
22
22
26
22
26
26
22
26
26
22
26
26
22
26
26
F-23
Gusset On Back
of Angles
Equivalent
Tension
Equivalent
Tension
Tension Area
Capacity
Tension Area
Capacity
kN
cm
57.0
45.7
40.5
44.8
70.0
56.2
49.6
55.0
52.5
36.1
42.5
38.4
65.1
44.7
52.7
47.5
77.4
53.2
62.8
56.5
95.5
65.5
77.5
69.7
2
cm
61.5
53.2
48.0
52.3
75.3
65.2
58.6
64.0
56.9
43.4
49.8
45.7
70.5
53.7
61.7
56.5
83.7
63.7
73.3
67.0
103
78.2
90.2
82.4
2830
2450
2210
2400
3460
3000
2690
2940
2620
2000
2290
2100
3240
2470
2840
2600
3850
2930
3370
3080
4740
3600
4150
3790
2
kN
2620
2100
1860
2060
3220
2590
2280
2530
2420
1660
1960
1760
2990
2060
2430
2190
3560
2450
2890
2600
4390
3010
3570
3210
Discuss me ...
Table 76
BENDING
y
SUBJECT TO BENDING
D x
x
y
Section
Moment
Second Moment
Shear
per
Classification
Capacity
Of Area
Capacity
Metre
Mc
Ix , Iy
kg
kNm
t
mm
mm
21.3
1.0
1.2
1.6
2.0
2.3
1.0
1.6
2.0
2.5
3.2
1.0
1.6
2.0
2.6
3.2
1.0
1.6
2.0
2.6
3.2
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
1.0
1.6
2.0
2.6
3.2
4.0
5.0
0.50
0.60
0.78
0.96
1.08
0.81
1.27
1.57
1.94
2.42
1.03
1.62
2.01
2.57
3.11
1.17
1.85
2.30
2.95
3.58
1.47
2.33
2.89
3.72
4.53
5.59
6.86
1.86
2.96
3.68
4.74
5.79
7.16
8.82
2.18
3.47
4.31
5.57
6.81
8.43
10.4
2.50
3.97
4.94
6.39
7.81
9.69
12.0
33.7
42.4
48.3
Mass
D
60.3
76.1
88.9
101.6
Plastic
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Semi-compact
Compact
Plastic
Plastic
Plastic
Semi-compact
Compact
Compact
Plastic
Plastic
Semi-compact
Semi-compact
Compact
Plastic
Plastic
Plastic
Plastic
Semi-compact
Semi-compact
Semi-compact
Compact
Plastic
Plastic
Plastic
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Compact
Plastic
Plastic
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Compact
Compact
Plastic
0.171
0.199
0.251
0.296
0.326
0.450
0.683
0.823
0.983
1.18
0.605
1.11
1.35
1.68
1.98
0.792
1.46
1.79
2.23
2.65
1.25
1.94
2.85
3.60
4.30
5.16
6.13
2.01
3.14
3.87
5.89
7.08
8.57
10.3
2.76
4.33
5.34
6.80
9.84
12.0
14.5
3.62
5.69
7.03
8.98
13.0
15.9
19.3
4
cm
0.329
0.384
0.484
0.571
0.629
1.37
2.08
2.51
3.00
3.60
2.79
4.27
5.19
6.46
7.62
4.16
6.41
7.81
9.78
11.6
8.19
12.7
15.6
19.7
23.5
28.2
33.5
16.6
26.0
32.0
40.6
48.8
59.1
70.9
26.7
41.8
51.6
65.7
79.2
96.3
116
40.0
62.8
77.6
99.1
119
146
177
F-24
t
Pv
kN
10.6
12.5
16.4
20.1
22.7
17.0
26.7
33.0
40.6
50.8
21.5
34.0
42.0
53.8
65.3
24.6
38.9
48.2
61.8
75.1
30.9
48.9
60.7
78.0
95.1
117
143
39.1
62.0
77.1
99.4
121
150
184
45.7
72.7
90.4
116
142
176
218
52.3
83.2
103
133
163
203
251
Discuss me ...
Table 76
BENDING
y
SUBJECT TO BENDING
D x
x
y
Section
Moment
Second Moment
Shear
per
Classification
Capacity
Of Area
Capacity
Metre
Mc
Ix , Iy
kg
kNm
t
mm
mm
114.3
1.2
1.6
2.0
2.6
3.2
4.0
3.37
4.48
5.57
7.21
8.82
10.9
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Compact
5.0
1.2
1.6
2.0
2.6
3.2
4.0
5.0
1.6
2.0
2.6
3.2
4.0
5.0
2.0
2.6
3.2
4.0
5.0
2.6
3.2
4.0
5.0
13.6
4.12
5.48
6.84
8.85
10.8
13.5
16.7
6.62
8.25
10.7
13.1
16.3
20.3
10.8
14.0
17.1
21.4
26.6
17.4
21.4
26.7
33.3
Plastic
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
Semi-compact
139.7
168.3
Mass
D
219.1
273
5.49
7.24
8.96
11.5
13.9
20.4
24.8
8.25
10.9
13.5
17.3
21.1
25.9
38.0
15.9
19.7
25.4
30.9
38.1
56.1
33.7
43.5
53.1
65.7
81.0
68.0
83.2
103
127
4
F-25
Pv
kN
cm
68.2
90.0
111
142
172
211
70.6
93.8
116
151
184
229
256
125
165
205
263
319
392
480
291
361
464
565
697
855
803
1040
1260
1560
1930
2020
2470
3060
3780
284
86.5
114
143
185
227
282
350
138
173
224
274
341
424
225
292
359
447
556
365
449
559
697
t
B
Discuss me ...
Table 77
b
BENDING
y
D
SUBJECT TO BENDING
x
d
x
t
y
b = B - 6t
d = D - 6t
Mass
Second Moment
Shear
Length
Of Area
Capacity
t
Metre
Bending About
Bending About
Mcx
Mcy
Lc
Ix
mm
mm
kg
x-x Axis
y-y Axis
kNm
kNm
m
50 x 25
1.5
2.0
2.0
3.0
2.0
3.0
4.0
2.0
3.0
4.0
5.0
6.0
3.0
4.0
5.0
6.0
8.0
3.0
4.0
5.0
6.0
8.0
4.0
5.0
6.0
8.0
10.0
4.0
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
1.63
2.11
2.58
3.68
3.53
5.10
6.54
4.48
6.52
8.43
10.2
11.9
10.1
13.2
16.1
19.0
24.2
11.3
14.8
18.1
21.3
27.4
17.9
22.1
26.1
33.7
40.8
19.5
24.0
28.5
36.9
44.8
33.2
43.2
52.7
61.7
74.1
35.6
46.4
56.6
66.4
80.1
40.3
52.7
64.5
75.9
91.9
45.0
59.0
72.4
85.4
103
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Semi-compact
Plastic
Plastic
Plastic
Plastic
Semi-compact
Plastic
Plastic
Plastic
Plastic
Slender
Compact
Plastic
Plastic
Plastic
Semi-compact
Plastic
Plastic
Plastic
Plastic
Slender
Compact
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Compact
Plastic
Plastic
Plastic
Plastic
Semi-compact
Plastic
Plastic
Plastic
Plastic
Slender
Compact
Plastic
Plastic
Plastic
Slender
Compact
Slender
Plastic
Slender
Semi-compact
Plastic
Slender
Slender
Compact
Plastic
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Compact
Plastic
Plastic
Slender
Slender
Compact
Plastic
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Compact
Plastic
1.41
1.75
2.65
3.51
5.00
6.86
8.32
6.74
11.3
14.0
16.3
18.0
22.7
34.8
41.5
47.4
57.0
25.8
42.6
51.1
58.8
71.8
53.9
78.1
90.6
112
130
59.9
91.3
106
132
154
147
185
219
247
281
167
211
251
285
326
181
278
331
378
438
206
340
409
470
551
0.725
1.16
1.44
2.37
2.32
3.89
5.62
3.33
5.80
9.30
11.0
12.1
11.2
16.7
22.5
31.4
38.4
16.5
24.5
32.8
46.1
57.5
26.6
36.3
46.4
74.4
87.7
35.9
48.8
62.3
100
118
67.1
98.6
145
166
188
85.3
125
185
213
245
89.9
133
179
251
296
132
195
262
368
438
2.21
2.20
2.65
2.61
3.55
3.52
3.48
6.82
4.42
4.39
4.36
4.31
10.2
6.64
6.62
6.59
6.51
21.6
13.0
13.1
13.1
13.1
13.6
8.87
8.84
8.79
8.71
23.6
14.7
14.7
14.8
14.8
11.1
11.0
11.0
10.9
10.8
16.7
16.7
16.7
16.7
16.6
20.5
13.3
13.2
13.2
13.1
43.2
26.0
26.1
26.2
26.3
cm
6.41
7.95
14.4
19.1
36.2
49.7
60.3
73.2
102
127
147
162
370
472
563
643
774
451
578
694
799
976
1170
1420
1640
2030
2360
1360
1650
1920
2400
2810
3340
4210
4970
5610
6360
3790
4800
5690
6460
7400
5930
7560
9010
10300
11900
7230
9260
11100
12800
15000
80 x 40
100 x 50
150 x 75
150 x 100
200 x 100
200 x 125
250 x 125
250 x 150
300 x 150
300 x 200
per
Limiting
DxB
60 x 30
Moment Capacity
F-26
Iy
4
4
cm
2.19
2.70
4.92
6.44
12.4
16.9
20.4
25.2
35.1
43.2
49.7
54.7
127
161
192
218
260
243
311
373
428
521
403
485
561
690
795
666
805
935
1160
1360
1150
1440
1690
1900
2140
1730
2190
2580
2930
3340
2040
2590
3070
3500
4030
3900
4990
5970
6850
8000
Pv
kN
38.0
49.1
60.1
85.6
82.2
118
152
104
151
196
237
276
234
306
375
441
564
236
309
379
447
574
417
513
607
785
951
419
516
611
793
963
773
1010
1230
1440
1730
776
1010
1240
1450
1750
938
1230
1500
1770
2140
944
1240
1520
1790
2180
B
Discuss me ...
Table 77
b
BENDING
y
D
SUBJECT TO BENDING
x
d
x
t
y
b = B - 6t
d = D - 6t
Mass
Second Moment
Shear
Length
Of Area
Capacity
t
Metre
Bending About
Bending About
Mcx
Mcy
Lc
Ix
mm
mm
kg
x-x Axis
y-y Axis
kNm
kNm
m
350 x 175
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
6.0
8.0
10.0
12.0
15.0
47.4
62.2
76.4
90.1
109
49.8
65.3
80.3
94.8
115
54.5
71.6
88.2
104
127
59.3
78.0
96.1
113
139
Slender
Plastic
Plastic
Plastic
Plastic
Slender
Compact
Plastic
Plastic
Plastic
Slender
Semi-compact
Plastic
Plastic
Plastic
Slender
Slender
Compact
Plastic
Plastic
Slender
Slender
Slender
Slender
Plastic
Slender
Slender
Slender
Slender
Plastic
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Semi-compact
247
388
466
537
631
257
425
512
591
697
298
431
625
724
857
315
478
730
849
1010
114
172
233
295
420
137
205
277
352
502
141
213
290
371
486
192
287
390
498
653
24.6
15.5
15.5
15.4
15.3
35.2
20.8
20.8
20.8
20.8
33.7
27.3
17.7
17.7
17.6
64.0
47.2
29.4
29.5
29.5
cm
9600
12300
14800
17100
20000
10500
13500
16200
18800
22100
14500
18800
22700
26200
31100
16900
21800
26500
30800
36600
400 x 200
400 x 250
per
Limiting
DxB
350 x 200
Moment Capacity
F-27
Iy
4
4
cm
3320
4240
5070
5810
6780
4460
5720
6870
7920
9290
5030
6460
7780
8980
10600
8250
10700
12900
15000
17800
Pv
kN
1100
1450
1780
2100
2550
1110
1450
1790
2110
2570
1270
1670
2060
2430
2970
1270
1680
2070
2450
3000
Discuss me ...
Table 78
D
BENDING
y
SUBJECT TO BENDING
D
x
d
t
y
Section
Moment
Second Moment
Shear
per
Classification
Capacity
Of Area
Capacity
Metre
Mc
Ix , Iy
kg
kNm
cm
6.66
8.69
13.7
18.5
22.0
24.5
33.7
41.0
46.5
60.6
85.3
106
124
173
219
260
295
351
348
446
535
616
752
613
792
957
1110
1380
1280
1560
1820
2280
2680
1940
2370
2770
3510
4160
4740
5570
7140
8570
9860
8320
9820
12700
15300
17800
15800
20500
24900
29100
34700
t
mm
mm
40 x 40
2.0
3.0
2.0
3.0
4.0
2.0
3.0
4.0
5.0
2.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
8.0
3.0
4.0
5.0
6.0
8.0
3.0
4.0
5.0
6.0
8.0
4.0
5.0
6.0
8.0
10.0
4.0
5.0
6.0
8.0
10.0
5.0
6.0
8.0
10.0
12.0
5.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
15.0
2.27
3.20
2.90
4.15
5.27
3.53
5.10
6.54
7.84
4.79
6.99
9.06
11.0
8.89
11.6
14.2
16.6
21.1
11.3
14.8
18.1
21.3
27.4
13.6
17.9
22.1
26.1
33.7
21.1
26.0
30.8
40.0
48.7
24.2
30.0
35.6
46.4
56.6
37.9
45.0
59.0
72.4
85.4
45.8
54.5
71.6
88.2
104
64.0
84.3
104
123
151
50 x 50
60 x 60
80 x 80
100 x 100
Mass
DxD
125 x 125
150 x 150
175 x 175
200 x 200
250 x 250
300 x 300
350 x 350
Plastic
Plastic
Compact
Plastic
Plastic
Slender
Plastic
Plastic
Plastic
Slender
Semi-compact
Plastic
Plastic
Slender
Compact
Plastic
Plastic
Plastic
Slender
Slender
Compact
Plastic
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Plastic
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Compact
Plastic
Slender
Slender
Slender
Slender
Compact
Slender
Slender
Slender
Slender
Plastic
1.84
2.40
2.98
4.08
4.85
3.61
6.20
7.55
8.56
5.90
9.81
14.7
17.2
14.6
23.9
28.7
32.6
38.8
21.3
31.0
46.6
54.3
66.5
29.0
42.3
56.5
80.6
101
54.9
73.5
92.9
143
169
68.6
92.2
116
191
229
134
170
248
373
434
173
231
338
451
644
299
439
588
743
1080
F-28
4
Pv
kN
39.6
55.9
50.6
72.5
92.1
61.7
89.1
114
136
83.7
122
158
192
155
202
247
290
368
196
257
316
372
478
238
312
385
455
589
368
454
538
699
851
423
523
621
809
989
661
786
1030
1270
1490
799
952
1250
1540
1820
1120
1470
1820
2150
2640
x
d = D - 6t
Discuss me ...
Table 78
D
BENDING
y
SUBJECT TO BENDING
D
x
d
t
y
Mass
Section
Moment
Second Moment
Shear
per
Classification
Capacity
Of Area
Capacity
Metre
Mc
Ix , Iy
kg
kNm
cm
344
549
737
935
1230
23900
31000
37900
44300
53300
DxD
t
mm
mm
400 x 400
6.0
8.0
10.0
12.0
15.0
73.5
96.9
119
142
174
Slender
Slender
Slender
Slender
Semi-compact
4
F-29
Pv
kN
1280
1690
2090
2480
3050
x
d = D - 6t
Discuss me ...
Table 79
b
BENDING
y
xo
CHANNELS
SUBJECT TO BENDING
Centroid
cy
D
x
d
x
Shear centre
y
t
Moment
Capacity
Dxb
t
mm
mm
50 x 25
2.0
3.0
3.0
4.0
5.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
4.0
5.0
6.0
8.0
5.0
6.0
8.0
10.0
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
75 x 35
100 x 50
125 x 50
150 x 60
175 x 60
200 x 75
225 x 75
250 x 100
300 x 100
350 x 125
400 x 150
Section
Classification
Slender
Semi-compact
Slender
Slender
Compact
Slender
Slender
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Plastic
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Plastic
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Shear
Capacity
Mcx
Mcy
for
Pv
kNm
kNm
kN
1.07
1.70
3.52
4.90
6.92
6.03
8.57
11.1
8.37
11.8
15.4
18.8
16.4
21.5
26.5
34.9
26.9
33.2
43.8
61.0
35.3
43.9
61.2
75.0
52.3
72.8
89.3
121
67.0
94.7
122
150
123
160
196
275
167
218
270
345
215
282
351
455
0.155
0.414
0.503
1.03
1.60
0.699
1.24
2.11
0.686
1.26
2.18
3.44
1.46
2.40
3.77
6.51
2.43
3.84
6.67
9.66
2.85
4.28
8.76
12.9
4.30
8.90
13.1
18.3
5.49
10.1
17.4
27.6
10.2
17.8
28.3
41.2
12.1
19.9
31.1
54.8
14.8
22.8
34.2
59.4
1.0
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
0.584 0.401 0.304 0.246 0.206 0.178 0.157 0.127 0.106 0.092 0.081 0.072 0.065
1.05 0.769 0.602 0.495 0.420 0.364 0.322 0.262 0.221 0.191 0.168 0.150 0.136
2.46 1.76 1.34 1.08 0.909 0.784 0.690 0.558 0.468 0.404 0.356 0.318 0.287
3.55 2.69 2.12 1.75 1.48 1.29 1.14 0.928 0.783 0.677 0.597 0.534 0.483
5.08 3.90 3.11 2.57 2.19 1.91 1.69 1.38 1.16 1.01 0.889 0.796 0.720
5.22 4.08 3.12 2.46 2.03 1.72 1.50 1.19 0.990 0.849 0.744 0.663 0.598
7.36 5.89 4.67 3.81 3.21 2.77 2.43 1.97 1.65 1.43 1.26 1.12 1.01
9.58 7.88 6.45 5.38 4.60 4.01 3.56 2.90 2.45 2.12 1.87 1.68 1.52
7.08 5.28 3.85 2.94 2.37 1.98 1.70 1.33 1.10 0.934 0.815 0.724 0.651
9.88 7.49 5.66 4.47 3.69 3.14 2.74 2.18 1.82 1.56 1.37 1.22 1.10
12.8 9.93 7.75 6.28 5.27 4.54 3.99 3.22 2.70 2.33 2.05 1.83 1.66
15.7 12.5 10.1 8.30 7.05 6.13 5.42 4.41 3.72 3.21 2.83 2.54 2.29
14.9 12.1 9.32 7.29 5.91 4.95 4.26 3.34 2.75 2.35 2.05 1.82 1.64
19.2 15.7 12.4 9.92 8.21 7.00 6.10 4.86 4.05 3.48 3.05 2.72 2.45
23.7 19.5 15.7 12.9 10.8 9.35 8.22 6.63 5.56 4.80 4.22 3.77 3.41
31.4 26.9 22.7 19.3 16.7 14.7 13.1 10.7 9.07 7.87 6.96 6.24 5.65
23.9 19.0 14.5 11.4 9.27 7.80 6.74 5.32 4.40 3.76 3.29 2.92 2.63
29.3 23.5 18.3 14.7 12.2 10.4 9.05 7.23 6.03 5.18 4.55 4.05 3.66
38.8 32.3 26.4 22.0 18.7 16.3 14.4 11.7 9.85 8.53 7.52 6.73 6.09
55.4 45.9 37.8 31.7 27.2 23.8 21.1 17.2 14.6 12.6 11.2 10.0 9.06
33.9 29.5 24.3 19.5 15.9 13.2 11.3 8.70 7.09 6.00 5.20 4.60 4.13
41.8 36.4 30.1 24.5 20.2 17.1 14.8 11.6 9.59 8.18 7.14 6.35 5.71
57.8 50.5 42.6 35.7 30.3 26.2 23.0 18.6 15.6 13.4 11.8 10.5 9.53
70.9 62.9 54.7 47.3 41.2 36.3 32.3 26.5 22.5 19.5 17.3 15.5 14.0
49.6 42.7 34.8 27.8 22.6 18.9 16.2 12.6 10.3 8.75 7.61 6.74 6.06
68.4 58.9 48.8 40.1 33.5 28.7 25.0 20.0 16.7 14.3 12.5 11.2 10.1
83.9 73.4 62.6 53.1 45.5 39.7 35.2 28.6 24.1 20.9 18.4 16.5 14.9
116
100
85.0 72.0 62.0 54.2 48.2 39.4 33.3 28.9 25.5 22.8 20.7
67.0 62.8 56.7 49.5 42.2 35.9 30.8 23.5 18.9 15.8 13.6 11.9 10.6
94.7 87.8 79.0 69.3 59.9 51.8 45.3 35.8 29.5 25.1 21.9 19.4 17.5
122
113
102
90.5 79.4 69.9 62.0 50.2 42.1 36.3 31.9 28.5 25.7
149
137
125
112
100
89.5 80.4 66.4 56.4 49.0 43.4 38.9 35.2
123
113
101
87.1 73.6 62.4 53.6 41.4 33.6 28.3 24.4 21.5 19.3
159
146
130
112
96.6 83.2 72.6 57.5 47.6 40.6 35.4 31.5 28.3
194
177
158
139
121
106
93.8 75.8 63.5 54.7 48.1 43.0 38.8
275
254
224
196
171
150
134
109
92.9 80.5 71.0 63.6 57.6
167
164
152
139
124
109
95.1 73.2 58.4 48.3 41.1 35.8 31.7
218
212
197
179
160
141
124
98.1 79.9 67.3 58.1 51.1 45.7
270
261
242
221
198
176
156
125
104
89.1 77.7 69.0 62.0
345
332
309
283
257
232
209
172
146
126
111
99.8 90.3
215
215
208
196
182
167
150
119
95.6 78.4 65.9 56.6 49.6
282
282
270
254
236
215
194
156
126
105
90.3 78.6 69.6
351
351
334
314
291
266
240
196
161
136
118
104
93.0
455
454
430
404
375
344
314
261
220
190
166
148
133
F-30
27.6
41.4
62.1
82.8
103
82.8
110
138
103
138
172
207
165
207
248
331
241
289
386
483
276
331
441
552
372
496
621
745
414
552
690
828
662
828
993
1240
772
966
1160
1450
883
1100
1320
1660
Discuss me ...
Table 80
y
BENDING
SUBJECT TO BENDING
D
b
x
x
y
d
t
Centroid and
shear centre
Moment
Capacity
D x 2b
t
Section
Mcx
Shear
for
Capacity
Pv
Mcy
Classification
mm
mm
50 x 50
2.0
3.0
3.0
4.0
5.0
3.0
4.0
5.0
3.0
4.0
5.0
6.0
4.0
5.0
6.0
8.0
5.0
6.0
8.0
10.0
5.0
6.0
8.0
10.0
6.0
8.0
10.0
12.0
6.0
8.0
10.0
12.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
8.0
10.0
12.0
15.0
75 x 70
100 x 100
125 x 100
150 x 120
175 x 120
200 x 150
225 x 150
250 x 200
300 x 200
350 x 250
400 x 300
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Compact
Slender
Slender
Slender
Semi-compact
Slender
Slender
Semi-compact
Compact
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Semi-compact
Slender
Slender
Slender
Slender
Slender
Slender
Slender
Slender
kNm
kNm
2.10
3.31
6.90
9.53
11.5
11.9
16.8
21.7
16.5
23.2
30.0
36.6
32.4
42.1
51.9
69.8
52.9
65.1
87.7
121
69.7
86.3
119
149
102
142
178
242
132
185
240
293
243
314
383
459
330
429
529
676
426
557
690
890
0.574
1.12
1.76
2.83
3.84
2.94
4.59
6.60
2.93
4.58
6.60
8.97
5.94
8.45
11.4
18.1
8.44
11.4
18.1
27.6
11.6
15.4
24.8
35.3
15.4
24.8
35.4
51.7
23.5
36.6
52.8
71.7
36.6
52.8
71.9
95.2
50.5
71.5
96.3
140
66.7
92.8
123
178
1.0
1.30
2.25
5.23
7.40
9.42
11.2
15.6
20.2
14.8
20.6
26.4
32.3
31.3
40.3
49.3
66.5
49.5
60.4
81.3
115
69.7
86.3
119
149
102
142
178
247
132
185
240
293
243
314
383
459
330
429
529
676
426
557
690
890
1.5
2.0
2.5
3.0
3.5
4.0
5.0
6.0
7.0
8.0
9.0
10.0
0.937 0.729 0.599 0.510 0.445 0.395 0.324 0.275 0.239 0.212 0.191 0.173
1.75 1.43 1.21 1.05 0.925 0.829 0.689 0.590 0.516 0.459 0.414 0.377
3.92 3.08 2.53 2.16 1.88 1.67 1.37 1.16 1.01 0.899 0.808 0.735
5.81 4.76 4.03 3.49 3.09 2.77 2.30 1.97 1.73 1.54 1.39 1.27
7.75 6.56 5.68 5.01 4.48 4.05 3.41 2.94 2.59 2.32 2.10 1.92
8.98 7.20 5.88 4.92 4.21 3.68 2.95 2.47 2.13 1.87 1.68 1.52
12.7 10.4 8.74 7.50 6.56 5.84 4.79 4.08 3.56 3.16 2.84 2.59
16.7 14.0 12.1 10.5 9.36 8.43 7.04 6.06 5.32 4.75 4.30 3.92
11.5 8.84 6.97 5.68 4.76 4.10 3.20 2.64 2.25 1.97 1.75 1.58
16.0 12.6 10.2 8.51 7.29 6.39 5.14 4.31 3.73 3.29 2.95 2.67
20.9 16.8 13.9 11.9 10.3 9.17 7.51 6.38 5.56 4.93 4.44 4.04
26.0 21.4 18.1 15.7 13.8 12.4 10.3 8.81 7.72 6.87 6.20 5.65
25.5 20.5 16.7 13.8 11.7 10.1 7.95 6.56 5.61 4.90 4.36 3.94
32.9 26.8 22.1 18.6 16.0 14.1 11.3 9.51 8.22 7.25 6.50 5.89
40.6 33.5 28.1 24.1 21.0 18.7 15.3 13.0 11.3 10.0 9.03 8.21
55.9 47.6 41.3 36.3 32.5 29.3 24.6 21.3 18.7 16.7 15.2 13.9
39.6 31.4 25.3 21.0 17.8 15.5 12.3 10.2 8.74 7.67 6.84 6.19
48.5 39.0 32.0 27.0 23.2 20.4 16.5 13.9 12.0 10.6 9.50 8.61
66.6 55.3 46.9 40.6 35.8 32.0 26.5 22.7 19.9 17.7 16.0 14.5
95.0 79.7 68.4 59.9 53.2 48.0 40.1 34.5 30.4 27.1 24.5 22.4
61.4 51.5 43.0 36.0 30.6 26.4 20.6 16.8 14.2 12.3 10.9 9.80
75.4 63.4 53.2 45.1 38.7 33.8 26.9 22.3 19.1 16.7 14.9 13.5
103
88.2 75.4 65.3 57.3 51.0 41.8 35.5 30.9 27.4 24.7 22.5
130
113
99.0 87.5 78.2 70.7 59.3 51.2 45.1 40.3 36.5 33.4
87.8 72.8 60.3 50.4 42.8 37.0 29.0 23.8 20.3 17.7 15.7 14.1
120
100
84.9 72.4 62.9 55.4 44.8 37.7 32.7 28.8 25.9 23.5
151
129
111
96.8 85.6 76.7 63.6 54.4 47.6 42.4 38.3 34.9
208
176
152
133
118
106
89.4 76.9 67.6 60.4 54.6 49.9
132
118
104
91.8 80.5 70.7 55.8 45.4 38.1 32.8 28.8 25.6
185
164
145
128
113
100
81.5 68.0 58.4 51.1 45.5 41.1
237
211
187
167
149
134
111
94.9 82.7 73.4 66.0 60.1
288
258
231
208
188
171
144
125
110
99.2 89.9 82.3
237
208
181
156
136
119
94.2 77.2 65.2 56.5 49.9 44.7
303
266
232
203
178
157
127
106
91.7 80.5 71.9 65.0
368
324
285
251
223
200
165
140
122
108
97.7 88.9
444
396
355
319
289
264
224
195
173
155
141
129
330
320
289
260
232
207
166
136
114
97.6 85.1 75.4
429
411
371
334
299
268
218
181
154
133
118
106
529
503
454
409
369
333
274
231
200
175
156
141
676
639
580
526
478
436
368
317
278
248
224
204
426
426
413
381
349
320
266
221
186
158
137
121
557
557
533
491
450
412
343
288
245
211
185
164
690
690
655
603
553
507
425
360
309
270
239
214
890
890
838
772
711
654
557
479
419
371
333
302
F-31
kN
55.2
82.8
124
165
207
165
220
276
207
276
345
414
331
414
496
662
483
579
772
966
552
662
883
1100
745
993
1240
1490
828
1100
1380
1660
1320
1660
1990
2480
1550
1930
2320
2900
1770
2210
2650
3310
Discuss me ...
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F-32

Structural Design of Stainless Steel

Transcription

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