AS 41001998(Incorporating Amendment No. 1)

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Australian StandardSteel structures

Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)

Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)This Australian Standard was prepared by Committee BD-001, Steel Structures. It was approved on behalf of the Council of Standards Australia on 17 April 1998.This Standard was published on 5 June 1998.The following are represented on Committee BD-001: Association of Consulting Engineers Australia Australian Construction Services Australian Institute of Steel Construction AUSTROADS Building Management Authority, W.A. Bureau of Steel Manufacturers of Australia CSIRO, Division of Building, Construction and Engineering Confederation of Australian Industry Institution of Engineers, Australia Metal Trades Industry Association of Australia New Zealand Heavy Engineering Research Association Public Works Department, N.S.W. Railways of Australia Committee University of New South Wales University of Queensland University of Sydney Welding Technology Institute of AustraliaThis Standard was issued in draft form for comment as DR 97347.Standards Australia wishes to acknowledge the participation of the expert individuals that contributed to the development of this Standard through their representation on the Committee and through the public comment period.Keeping Standards up-to-dateAustralian Standards are living documents that reflect progress in science, technology and systems. To maintain their currency, all Standards are periodically reviewed, and new editions are published. Between editions, amendments may be issued.Standards may also be withdrawn. It is important that readers assure themselves they are using a current Standard, which should include any amendments that may have been published since the Standard was published.Detailed information about Australian Standards, drafts, amendments and new projects can be found by visiting www.standards.org.auStandards Australia welcomes suggestions for improvements, and encourages readers to notify us immediately of any apparent inaccuracies or ambiguities. Contact us via email at mail@standards.org.au, or write to Standards Australia, GPO Box 476, Sydney, NSW 2001.

Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)AS 41001998(Incorporating Amendment No. 1 )Australian StandardSteel structuresOriginated in part as SAA INT 3511956.Previous edition AS 41001990.Second edition 1998.Reissued incorporating Amendment No. 1 (February 2012).COPYRIGHT Standards Australia LimitedAll rights are reserved. No part of this work may be reproduced or copied in any form or by any means, electronic or mechanical, including photocopying, without the written permission of the publisher, unless otherwise permitted under the Copyright Act 1968.Published by SAI Global Limited under licence from Standards Australia Limited, GPO Box 476, Sydney, NSW 2001, AustraliaISBN 0 7337 1981 3

AS 41001998#

#AS 41001998

Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)PREFACEThis Standard was prepared by the Standards Australia Committee BD-001, Steel Structures, to supersede AS 41001990.This Standard incorporates Amendment No. 1 (February 2012). The changes required by the Amendment are indicated in the text by a marginal bar and amendment number against the clause, note, table, figure or part thereof affected.The objective of this Standard is to provide designers of steel structures with specifications for steel structural members used for load-carrying purposes in buildings and other structures.This new edition of the Standard incorporates Amendments No. 11992, No. 21993, No. 31995 and draft Amendment No. 4 issued for public comment as DR 97347. Draft Amendment No. 4 was not published separately as a green slip.Amendment No. 11992 includes the following major changes:(a) Strength of steels complying with AS 1163 and AS/NZS 1594. (Table 2.1.)(b) Shear buckling capacity for stiffened web. (Clause 5.11.5.2.)(c) Bearing buckling capacity. (Clause 5.13.4.)Amendment No. 21993 includes the following major changes:(a) Shear and bending interaction method. (Clause 5.12.3.)(b) Minimum area for the design of intermediate transverse web stiffeners. (Clause 5.15.3.)(c) Section capacity of members subject to combined actions. (Clause 8.3.)(d) Strength assessment of a butt weld. (Clause 9.7.2.7.)(e) Fatigue. (Section 11.)Amendment No. 31993 includes the following major changes:(a) Compressive bearing action on the edge of a web. (Clause 5.13.)(b) Section capacity of members subject to combined actions. (Clause 8.3.)(c) In-plane and out-of-plane capacity of compression members. (Clauses 8.4.2.2 and 8.4.41.)(d) Strength assessment of a butt weld. (Clause 9.7.2.7.)(e) Earthquake. (Section 13.)Amendment No. 4 includes the following major changes:(a)Strengths of steels complying with AS/NZS 3678, AS/NZS 3679.2. (Table 2.1.)AS/NZS 3679.1 and

(b)Minimum edge distance of fasteners. (Clause 9.6.2.)

(c)Permissible service temperatures according to steel (Table 10.4.1.)type and thickness.

(d)Steel type relationship to steel grade. (Table 10.4.4.)

(e)Welding of concentrically braced frames for structures Category D and E. (Clause 13.3.4.2.)of earthquake Design

A1Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)Amendment No. 12012 to the 1998 edition includes the following major changes:(a) Revisions to AS/NZS 1163, AS/NZS 3678, AS/NZS 3679.1 and AS/NZS 3679.2 reflected by amendments to Sections 2 and 10.(b) Revisions to AS/NZS 1554.1, AS/NZS 1554.4 and AS/NZS 1554.5 reflected by amendments to Sections 9 and 10.(c) Section 13 brought into line with revisions to AS 1170.4.(d) Quenched and tempered steels included by adding AS 3597 to listed material Standards in Section 2.(e) Typographical errors corrected.The terms normative and informative have been used in this Standard to define the application of the appendix to which they apply. A normative appendix is an integral part of a Standard, whereas an informative appendix is only for information and guidance.

Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)CONTENTSPageSECTION 1 SCOPE AND GENERAL1.1 SCOPE AND APPLICATION81.2 REFERENCED DOCUMENTS81.3 DEFINITIONS81.4 NOTATION121.5 USE OF ALTERNATIVE MATERIALSOR METHODS241.6 DESIGN241.7 CONSTRUCTION24SECTION 2 MATERIALS2.1 YIELD STRESS AND TENSILE STRENGTH USED IN DESIGN252.2 STRUCTURAL STEEL 252.3 FASTENERS252.4 STEEL CASTINGS27SECTION 3 GENERAL DESIGN REQUIREMENTS3.1 DESIGN303.2 LOADS AND OTHER ACTIONS303.3 STABILITY LIMIT STATE313.4 STRENGTH LIMIT STATE313.5 SERVICEABILITY LIMIT STATE323.6 STRENGTH AND SERVICEABILITY LIMIT STATES BY LOAD TESTING333.7 BRITTLE FRACTURE343.8 FATIGUE 343.9 FIRE343.10 EARTHQUAKE 343.11 OTHER DESIGN REQUIREMENTS34SECTION 4 METHODS OF STRUCTURAL ANALYSIS4.1 METHODS OF DETERMINING ACTION EFFECTS354.2 FORMS OF CONSTRUCTION ASSUMED FOR STRUCTURAL ANALYSIS354.3 ASSUMPTIONS FOR ANALYSIS364.4 ELASTIC ANALYSIS374.5 PLASTIC ANALYSIS424.6 MEMBER BUCKLING ANALYSIS434.7 FRAME BUCKLING ANALYSIS47SECTION 5 MEMBERS SUBJECT TO BENDING5.1 DESIGN FOR BENDING MOMENT495.2 SECTION MOMENT CAPACITY FORBENDING ABOUT A PRINCIPALAXIS 505.3 MEMBER CAPACITY OF SEGMENTSWITH FULL LATERAL RESTRAINT ... 525.4 RESTRAINTS545.5 CRITICAL FLANGE585.6 MEMBER CAPACITY OF SEGMENTSWITHOUT FULL LATERALRESTRAINT 585.7 BENDING IN A NON-PRINCIPAL PLANE655.8 SEPARATORS AND DIAPHRAGMS655.9 DESIGN OF WEBS66

Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)Page5.10 ARRANGEMENT OF WEBS665.11 SHEAR CAPACITY OF WEBS685.12 INTERACTION OF SHEAR AND BENDING715.13 COMPRESSIVE BEARING ACTION ON THE EDGE OF A WEB725.14 DESIGN OF LOAD BEARING STIFFENERS775.15 DESIGN OF INTERMEDIATE TRANSVERSE WEB STIFFENERS785.16 DESIGN OF LONGITUDINAL WEB STIFFENERS80SECTION 6 MEMBERS SUBJECT TO AXIAL COMPRESSION6.1 DESIGN FOR AXIAL COMPRESSION816.2 NOMINAL SECTION CAPACITY816.3 NOMINAL MEMBER CAPACITY836.4 LACED AND BATTENED COMPRESSION MEMBERS876.5 COMPRESSION MEMBERS BACK TO BACK906.6 RESTRAINTS91SECTION 7 MEMBERS SUBJECT TO AXIAL TENSION7.1 DESIGN FOR AXIAL TENSION937.2 NOMINAL SECTION CAPACITY937.3 DISTRIBUTION OF FORCES937.4 TENSION MEMBERS WITH TWO OR MORE MAIN COMPONENTS947.5 MEMBERS WITH PIN CONNECTIONS96SECTION 8 MEMBERS SUBJECT TO COMBINED ACTIONS8.1 GENERAL978.2 DESIGN ACTIONS978.3 SECTION CAPACITY988.4 MEMBER CAPACITY99SECTION 9 CONNECTIONS9.1 GENERAL1079.2 DEFINITIONS 1119.3 DESIGN OF BOLTS1129.4 ASSESSMENT OF THE STRENGTH OF A BOLT GROUP1159.5 DESIGN OF A PIN CONNECTION1169.6 DESIGN DETAILS FOR BOLTS AND PINS1179.7 DESIGN OF WELDS1189.8 ASSESSMENT OF THE STRENGTH OF A WELD GROUP1309.9 PACKING IN CONSTRUCTION131SECTION 10 BRITTLE FRACTURE10.1 METHODS13210.2 NOTCH-DUCTILE RANGE METHOD13210.3 DESIGN SERVICE TEMPERATURE13210.4 MATERIAL SELECTION13310.5 FRACTURE ASSESSMENT137SECTION 11 FATIGUE11.1 GENERAL13811.2 FATIGUE LOADING14111.3 DESIGN SPECTRUM 14111.4 EXEMPTION FROM ASSESSMENT14211.5 DETAIL CATEGORY142

Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)Page11.6 FATIGUE STRENGTH15411.7 EXEMPTION FROM FURTHER ASSESSMENT15511.8 FATIGUE ASSESSMENT15611.9 PUNCHING LIMITATION156SECTION 12 FIRE12.1 REQUIREMENTS15712.2 DEFINITIONS15712.3 DETERMINATION OF PERIOD OF STRUCTURAL ADEQUACY15812.4 VARIATION OF MECHANICAL PROPERTIES OF STEEL WITHTEMPERATURE15812.5 DETERMINATION OF LIMITING STEEL TEMPERATURE15912.6 DETERMINATION OF TIME AT WHICH LIMITING TEMPERATURE ISATTAINED FOR PROTECTED MEMBERS15912.7 DETERMINATION OF TIME AT WHICH LIMITING TEMPERATURE ISATTAINED FOR UNPROTECTED MEMBERS16112.8 DETERMINATION OF PSA FROM A SINGLE TEST16212.9 THREE-SIDED FIRE EXPOSURE CONDITION16212.10 SPECIAL CONSIDERATIONS163SECTION 13 EARTHQUAKE13.1 GENERAL16513.2 DEFINITIONS16513.3 DESIGN AND DETAILING REQUIREMENTS165SECTION 14 FABRICATION14.1 GENERAL16814.2 MATERIAL16814.3 FABRICATION PROCEDURES 16814.4 TOLERANCES172SECTION 15 ERECTION15.1 GENERAL17715.2 ERECTION PROCEDURES17715.3 TOLERANCES18115.4 INSPECTION OF BOLTED CONNECTIONS18515.5 GROUTING AT SUPPORTS185SECTION 16 MODIFICATION OF EXISTING STRUCTURES16.1 GENERAL18616.2 MATERIALS18616.3 CLEANING18616.4 SPECIAL PROVISIONS186SECTION 17 TESTING OF STRUCTURES OR ELEMENTS17.1 GENERAL18717.2 DEFINITIONS18717.3 TEST REQUIREMENTS18717.4 PROOF TESTING18717.5 PROTOTYPE TESTING18817.6 REPORT OF TESTS189

Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)PageAPPENDICESAREFERENCED DOCUMENTS190BSUGGESTED DEFLECTION LIMITS193CCORROSION PROTECTION195DADVANCED STRUCTURAL ANALYSIS197ESECOND ORDER ELASTIC ANALYSIS198FMOMENT AMPLIFICATION FOR A SWAY MEMBER199GBRACED MEMBER BUCKLING IN FRAMES200HELASTIC RESISTANCE TO LATERAL BUCKLING202I STRENGTH OF STIFFENED WEB PANELS UNDER COMBINED ACTIONS .. 208JSTANDARD TEST FOR EVALUATION OF SLIP FACTOR210KINSPECTION OF BOLT TENSION USING A TORQUE WRENCH215

Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)A1A1A1A1A1A1STANDARDS AUSTRALIAAustralian StandardSteel structuresSECTION 1 SCOPE AND GENERAL1.1 SCOPE AND APPLICATION1.1.1 ScopeThis Standard sets out minimum requirements for the design, fabrication, erection, and modification of steelwork in structures in accordance with the limit states design method.This Standard applies to buildings, structures and cranes constructed of steel.Text deletedThis Standard does not apply to the following structures and materials:(a) Steel elements less than 3 mm thick, with the exception of sections complying with AS/NZS 1163 and packers.(b) Steel members for which the value of the yield stress used in design (f) exceeds 690 MPa.(c) Cold-formed members, other than those complying with AS/NZS 1163, which shall be designed in accordance with AS/NZS 4600.(d) Composite steel-concrete members, which shall be designed in accordance with AS 2327.(e) Road, railway and pedestrian bridges, which shall be designed in accordance with AS 5100.1, AS 5100.2 and AS 5100.6.NOTE: The general principles of design, fabrication, erection, and modification embodied in this Standard may be applied to steel-framed structures or members not specifically mentioned herein.1.1.2 Text deleted1.2 REFERENCED DOCUMENTSThe documents referred to in this Standard are listed in Appendix A.1.3 DEFINITIONSFor the purpose of this Standard, the definitions below apply. Definitions peculiar to a particular Clause or Section are also given in that Clause or Section.Actionthe cause of stress or deformations in a structure.Action effect or load effectthe internal force or bending moment due to actions or loads. Authoritya body having statutory powers to control the design and erection of a structure.

A1A1A1Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)A1A1A1Bearing-type connectionConnection effected using either snug-tight bolts, or high- strength bolts tightened to induce a specified minimum bolt tension, in which the design action is transferred by shear in the bolts and bearing on the connected parts at the strength limit state.Bearing-wall systemsee AS 1170.4.Braced framesee AS 1170.4.Braced frame, concentricsee AS 1170.4.Braced frame, eccentricsee AS 1170.4.Braced memberone for which the transverse displacement of one end of the member relative to the other is effectively prevented.Text deletedCapacity factora factor used to multiply the nominal capacity to obtain the design capacity.Complete penetration butt welda butt weld in which fusion exists between the weld and parent metal throughout the complete depth of the joint.Text deletedConstant stress range fatigue limithighest constant stress range for each detail category at which fatigue cracks are not expected to propagate (see Figure 11.6.1).Cut-off limitfor each detail category, the highest variable stress range which does not require consideration when carrying out cumulative damage calculations (see Figures 11.6.1 and 11.6.2).Design action effect or design load effectthe action or load effect computed from the design actions or design loads.Text deletedDesign action or design loadthe combination of the nominal actions or loads and the load factors specified in AS/NZS 1170.0, AS/NZS 1170.1, AS/NZS 1170.2, AS/NZS 1170.3, AS 1170.4 or other standards referenced in Clause 3.2.1.Design capacitythe product of the nominal capacity and the capacity factor.Design lifeperiod over which a structure or structural element is required to perform its function without repair.Design resistance effectthe resistance effect computed from the loads and design capacities contributing towards the stability limit state resistance.Design spectrumsum of the stress spectra from all of the nominal loading events expected during the design life.Detail categorydesignation given to a particular detail to indicate which of the S-N curves is to be used in the fatigue assessment.Discontinuityan absence of material, causing a stress concentration.Text deletedText deletedDuctility (of structure)see AS 1170.4.Text deleted

A1Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)A1A1Text deletedText deletedExposed surface area to mass ratiothe ratio of the surface area exposed to the fire to the mass of steel.Fatiguedamage caused by repeated fluctuations of stress leading to gradual cracking of a structural element.Fatigue loadingset of nominal loading events described by the distribution of the loads, their magnitudes and the numbers of applications of each nominal loading event.Fatigue strengththe stress range defined in Clause 11.6 for each detail category (see Figures 11.6.1 and 11.6.2) varying with the number of stress cycles.Fire exposure condition(a) three-sided fire exposure conditionsteel member incorporated in or in contact with a concrete or masonry floor or wall.(b) four-sided fire exposure conditiona steel member exposed to fire on all sides.Fire protection systemthe fire protection material and its method of attachment to the steel member.Fire-resistance level (FRL)the fire-resistance grading period for structural adequacy only, in minutes, which is required to be attained in the standard fire test.Friction-type connectionconnection effected using high-strength bolts tightened to induce a specified minimum bolt tension such that the resultant clamping action transfers the design shear forces at the serviceability limit state acting in the plane of the common contact surfaces by the friction developed between the contact surfaces.Full tensioninga method of installing and tensioning a bolt in accordance with Clauses 15.2.4 and 15.2.5.Geometrical slenderness ratiothe geometrical slenderness ratio (le/r), taken as the effective length (le), specified in Clause 6.3.2, divided by the radius of gyration (r) computed for the gross section about the relevant axis.Incomplete penetration butt welda butt weld in which the depth of penetration is less than the complete depth of the joint.In-plane loadingloading for which the design forces and bending moments are in the plane of the connection, so that the design action effects induced in the connection components are shear forces only.Text deletedLength (of a compression member)the actual length (l) of an axially loaded compression member, taken as the length centre-to-centre of intersections with supporting members, or the cantilevered length in the case of a free-standing member.Limit stateany limiting condition beyond which the structure ceases to fulfil its intended function.Loadan externally applied force.Miners summationcumulative damage calculation based on the Palmgren-Miner summation or equivalent.Text deleted

A1A1Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)A1Moment-resisting framesee AS 1170.4.Moment-resisting frame, intermediatesee AS 1170.4.Moment-resisting frame, ordinarysee AS 1170.4.Moment-resisting frame, specialsee AS 1170.4.Nominal action or loadan action or load, as specified in Clause 3.2.1 or 3.2.2.Nominal capacitythe capacity of a member or connection computed using the parameters specified in this Standard.Nominal loading eventthe loading sequence for the structure or structural element.Non-slip fastenersfasteners which do not allow slip to occur between connected plates or members at the serviceability limit state so that the original alignment and relative positions are maintained.Text deletedOut-of-plane loadingloading for which the design forces or bending moments result in design action effects normal to the plane of the connection.Period of structural adequacy (PSA) (fire)the time (t), in minutes, for the member to reach the limit state of structural adequacy in the standard fire test.Pinan unthreaded fastener manufactured out of round bar.Plastic hingea yielding zone with significant inelastic rotation which forms in a member when the plastic moment is reached.Prequalified weld preparationa joint preparation prequalified in terms of AS/NZS 1554.1.Proof testingthe application of test loads to a structure, sub-structure, member or connection to ascertain the structural characteristics of only that one unit under test.Prototype (fire)a test specimen representing a steel member and its fire protection system which is subjected to the standard fire test.Prototype testingthe application of test loads to one or more structures, sub-structures, members or connections to ascertain the structural characteristics of that class of structures, sub-structures, members or connections which are nominally identical to the units tested.Prying forceadditional tensile force developed as a result of the flexing of a connection component in a connection subjected to tensile force. External tension force reduces the contact pressure between the component and the base, and bending in part of the component develops a prying force near the edge of the connection component.Quenched and tempered steelhigh strength steel manufactured by heating, quenching, tempering and levelling steel plate.Segment (in a member subjected to bending)the length between adjacent cross-sections which are fully or partially restrained, or the length between an unrestrained end and the adjacent cross-section which is fully or partially restrained.Serviceability limit statea limit state of acceptable in-service condition.Shear walla wall designed to resist lateral forces parallel to the plane of the wall.S-N curvecurve defining the limiting relationship between the number of stress cycles and stress range for a detail category.Snug tightthe tightness of a bolt achieved by a few impacts of an impact wrench or by the full effort of a person using a standard podger spanner.

A1A1Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)A1AAcAeAepAfcAfgAfmSpace framesee AS 1170.4.Text deletedStability limit statea limit state corresponding to the loss of static equilibrium of a structure considered as a rigid body.Standard fire testthe fire-resistance test specified in AS 1530.4.Stickabilitythe ability of the fire protection system to remain in place as the member deflects under load during a fire test.Strength limit statea limit state of collapse or loss of structural integrity.Stress cycleone cycle of stress defined by stress cycle counting.Stress cycle counting methodany rational method used to identify individual stress cycles from the stress history.Stress rangealgebraic difference between two extremes of stress.Stress spectrumhistogram of the stress cycles produced by a nominal loading event.Structural adequacy (fire)the ability of the member exposed to the standard fire test to carry the test load specified in AS 1530.4.Structural ductility factorsee AS 1170.4.Structural performance factorsee AS 1170.4.Sway memberone for which the transverse displacement of one end of the member relative to the other is not effectively prevented.Tensile strengththe minimum ultimate strength in tension specified for the grade of steel in the appropriate Australian Standard.Yield stressthe minimum yield stress in tension specified for the grade of steel in the appropriate Australian Standard.1.4 NOTATIONSymbols used in this Standard are listed below.Where non-dimensional ratios are involved, both the numerator and denominator are expressed in identical units.The dimensional units for length and stress in all expressions or equations are to be taken as millimetres (mm) and megapascals (MPa) respectively, unless specifically noted otherwise.A superscripted * placed after a symbol denotes a design action effect due to the design load for the strength limit state.area of cross-sectionminor diameter area of a bolt, as defined in AS 1275effective sectional area of a hollow section in shear; oreffective area of a compression memberarea of an end postflange area at critical cross-sectiongross area of a flangeflange area at minimum cross-section; orlesser of the flange effective areas

net area of a flangegross area of a cross-section

A1A1A1A1A1AAAAAAAAAfnggvnntnvoPsAwaeAccessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)A1aoatao, aia2, a3bbb? bbf bbw, bobbbbbdeesffobsbwbi, b2C3, C4? C4rgross area subject to shear at rupturenet area of a cross-sectionnet area subject to tension at rupturenet area subject to shear at rupturenominal plain shank area of a boltcross-sectional area of a pintensile stress area of a bolt as defined in AS 1275; or area of a stiffener or stiffeners in contact with a flange; or area of an intermediate web stiffener gross sectional area of a web; or effective shear area of a plug or slot weldminimum distance from the edge of a hole to the edge of a ply measured in the direction of the component of a force plus half the bolt diameterlength of unthreaded portion of the bolt shank contained within the griplength of threaded portion of the bolt contained within the gripout-of-square dimensions of flangesdiagonal dimensions of a box sectionwidth; orlesser dimension of a web panel; orclear width of an element outstand from the face of a supporting plate element; orclear width of a supported element between faces of supporting plate elementsbearing widths defined in Clause 5.13distance from the stiff bearing to the end of the membereffective width of a plate elementstiffener outstand from the face of a webwidth of a flangehalf the clear distance between the webs; or least of 3 dimensions defined in Clause 5.11.5.2 stiff bearing length web depthgreater and lesser leg lengths of an angle section factors given in Table H3 and Paragraph H5

C hA1A1A1cmddbdcdedfdmdoAccessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)A1dpdx, dydid2d3, d4dsEE(T), E(20) eec> etFF*FFpfCfffrnperpendicular distance to centroid of an angle section from the face of the loaded leg of the anglefactor for unequal end momentsdepth of a section; ordepth of preparation for incomplete penetration butt weld; ormaximum cross-sectional dimension of a built-up compression memberlateral distance between centroids of the welds or fasteners connecting battens to main componentsdepth of a section at a critical cross-sectioneffective outside diameter of a circular hollow section; orfactor defined in Appendix Idiameter of a fastener (bolt or pin); ordistance between flange centroidsdepth of a section at minimum cross-sectionoverall section depth including out-of-square dimensions; oroverall section depth of a segment; oroutside diameter of a circular hollow sectionclear transverse dimension of a web panel; ordepth of deepest web panel in a lengthdistances of the extreme fibres from the neutral axesclear depth between flanges ignoring fillets or weldstwice the clear distance from the neutral axis to the compression flangedepths of preparation for incomplete penetration butt weldsflat width of web of hollow sectionsYoungs modulus of elasticity, 200 X 103 MPaE at T, 20 degrees Celsius respectivelyeccentricity; orweb off-centre dimension; ordistance between an end plate and a load-bearing stiffenereccentricities of compression and tension angles (Clause 8.4.6)action in general, force or loadtotal design load on a member between supportsdesign force normal to a web paneldesign force parallel to a web panelfatigue strength corrected for thickness of material uncorrected fatigue strength

AS 41001998#

#AS 41001998detail category reference fatigue strength at nr cyclesnormal stress

Standards Australiawww.standards.org.au

www.standards.org.au Standards Australia

Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)frnc=corrected detail category reference fatigue strengthnormal stressfrsc=corrected detail category reference fatigue strengthshear stressfrs=detail category reference fatigue strength at nr cyclesshear stressfu=tensile strength used in designA1 1fuc=minimum tensile strength of connection elementfuf=minimum tensile strength of a boltfup=tensile strength of a plyfuw=nominal tensile strength of weld metalfy=yield stress used in designA1 1fyc=yield stress of connection elementfy(T), /y(20)=yield stresses of steel at T, 20 degrees Celsius respectivelyfyp=yield stress of a pin used in designfys=yield stress of a stiffener used in designf3=detail category fatigue strength at constant amplitude fatigue limitf3c=corrected detail category fatigue strength at constant amplitude fatigue limitf=detail category fatigue strength at cut-off limitf5c=corrected detail category fatigue strength at cut-off limitf *=design stress rangef*=design stress range for loading event if*=average design shear stress in a webf *J vm=maximum design shear stress in a webf *J w=equivalent design stress on a web panel (Appendix I)G=shear modulus of elasticity, 80 X 103 MPa; or=nominal dead loadh=rectangular centroidal axis for angle parallel to the loaded leghh=vertical distance between tops of beamshe=effective thickness of fire protection materialhi=thickness of fire protection materialhs=storey heightI=second moment of area of a cross-sectionicy=second moment of area of compression flange about the section minor principal y-axisIm=I of the member under considerationIr=I of a restraining memberIs=I of a pair of stiffeners or a single stiffenerIw=warping constant for a cross-section

A1IxIyiJKA1KdkkbkbokbsAccessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)A1A1A1A1kekfkhklkpkrkksmktkvko-k61lb1c1e4rI about the cross-section major principal x-axis I about the cross-section minor principal _y-axis number of loading event (Section 11) torsion constant for a cross-section4[n2 El w / (GJL2)]deflection amplification factor coefficient used in Appendix J elastic buckling coefficient for a plate element basic value of kba factor to account for the effect of eccentricity on the block shear capacitymember effective length factorform factor for members subject to axial compression factor for different hole types effective length factor for load height factor for pin rotationeffective length factor for restraint against lateral rotation; or effective length factor for a restraining member; orreduction factor to account for the length of a bolted or welded lap splice connectionratio used to calculate ap and apmexposed surface area to mass ratioeffective length factor for twist restraints; orcorrection factor for distribution of forces in a tension memberratio of flat width of web (d5) to thickness (t) of hollow sectionregression coefficients (Section 12)span; ormember length; ormember length from centre to centre of its intersections with supporting members; orsegment or sub-segment lengthlength between points of effective bracing or restraint distance between adjacent column centres effective length of a compression member; or effective length of a laterally unrestrained member geometrical slenderness ratio

eJr k ]lr j r l. ]lr jbpmlmlrwAccessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)1zMbMbxMbxoMCxMfM{MixMiyMoMoaMobMobMooMosMoxMp Mp rMprslenderness ratio of a battened compression member about the axis normal to the plane of the battensslenderness ratio of a battened compression member about the axis parrallel to the plane of the battensslenderness ratio of the main component in a laced or battened compression memberslenderness ratio of the whole battened compression memberlength of a bolted lap splice connection length of the member under consideration length of a restraining member; orlength of a segment over which the cross-section is reduceddistance between points of effective lateral supportgreatest internal dimension of an opening in a web; orlength of a fillet weld in a welded lap splice connectiondistance between partial or full torsional restraintsnominal member moment capacityMb about major principal x-axisMbx for a uniform distribution of momentlesser of Mix and Moxnominal moment capacity of flanges alonenominal in-plane member moment capacityMi about major principal x-axisMi about minor principal y-axisnominal out-of-plane member moment capacity; orreference elastic buckling moment for a member subject to bendingamended elastic buckling moment for a member subject to bendingelastic buckling moment determined using an elastic buckling analysisMob decreased for elastic torsional end restraintreference elastic buckling moment obtained using 1e = lMob for a segment, fully restrained at both ends, unrestrained against lateral rotation and loaded at shear centrenominal out-of-plane member moment capacity about major principal x-axisnominal moment capacity of a pinnominal plastic moment capacity reduced for axial force Mpr about major principal x-axis

Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)A1A1Mpry=Mpr about minor principal y-axisMx=Ms about major principal x-axis reduced by axial forceMr y=Ms about minor principal y-axis reduced by axial forceMs=nominal section moment capacityMsx=Ms about major principal x-axisMs y=Ms about minor principal y-axisMtx=lesser of Mrx and MoxMw=nominal section moment capacity of a web panelM*=design bending momentMe=second-order or amplified end bending momentM*=design end bending momentM*=braced component of M* obtained from a first-order elastic analysis of a frame with sway preventedM*=sway component of M* obtained from ( M* - Mfb)Mh=design bending moment on an angle, acting about the rectangular h-axis parallel to the loaded leg%Mm=maximum calculated design bending moment along the length of a member or in a segment%Mw=design bending moment acting on a web panel%M x=design bending moment about major principal x-axisM *=design bending moment about minor principal y-axisM2,M3*, M 4*=design bending moments at quarter and mid points of a segmentNc=nominal member capacity in axial compressionNch=Nc for angle buckling about h-axis, parallel to the loaded legNCy=Nc for member buckling about minor principal y-axisN0i=n2 EI l2Nolrn2 EIr1r2Nom=elastic buckling loadNomb=Nom for a braced memberNoms=Nom for a sway memberNoz=nominal elastic torsional buckling capacity of a memberNs=nominal section capacity of a compression member; or=nominal section capacity for axial loadNt=nominal section capacity in tension

Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)Ntf=nominal tension capacity of a boltNti=minimum bolt tension at installation; or=tension induced in a bolt during installationNw o=nominal axial load capacity of a web panelN*=design axial force, tensile or compressive*N r=design axial force in a restraining member*N tf=design tensile force on a bolt*N w=design axial force acting on a web paneln=number of specimens testednh=number of parallel planes of battensne i=number of effective interfacesni=number of cycles of nominal loading event inn=number of shear planes with threads intercepting the shear plane bolted connectionsnr=reference number of stress cyclesns=number of shear planesnsc=number of stress cyclesnw=number of websnx=number of shear planes without threads intercepting the shear plane bolted connectionsQ=nominal live loadQ*=design transverse force; or=design live loadRb=nominal bearing capacity of a webA1Rbb=nominal bearing buckling capacity of a webA1Rbs=nominal design capacity in block shearA1Rby=nominal bearing yield capacity of a webA1Text deletedRsb=nominal buckling capacity of a stiffened webRsy=nominal yield capacity of a stiffened webRu=nominal capacityR*=design bearing force; or=design reactionA1Rbs=design reactionR*=design bearing force or reaction on a web panelA1r=radius of gyration

A1r extrfA1rirsrySSpS*sAccessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)A1A1A1A1SbsgspTTttftntptstt? tt1? tt2twtw-> tw1, tw2VbVfVsfoutside radius of hollow sectionratio of design action on the member under design load for fire to the design capacity of the member at room temperatureratio defined in Clause 5.6.1.1ratio defined in Clause 5.6.1.1radius of gyration about minor principal y-axisplastic section modulusstructural performance factordesign action effectspacing of stiffeners; orwidth of a web panellongitudinal centre-to-centre distance between battensgauge of boltsstaggered pitch of boltssteel temperature in degrees Celsiuslimiting steel temperature in degrees Celsiusthickness; orelement thickness; orthickness of thinner part joined; orwall thickness of a circular hollow section; orthickness of an angle section; ortimethickness of a flange; orthickness of the critical flangethickness of a nutthickness of a ply; orthickness of thinner ply connected; orthickness of a plateconnecting plate thickness(es) at a pinthickness of a stiffenerdesign throat thickness of a weldthickness of a web or web panelleg lengths of a fillet weld used to define the size of a fillet weldnominal bearing capacity of a ply or a pin; ornominal shear buckling capacity of a webnominal shear capacity of a bolt or pinstrength limit statenominal shear capacity of a boltserviceability limit state

A1VsiVuVvVvmVwV*v*VV*V*sfAccessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)A1V *vwv*wXyJLJoZZcZeZweaaaababcacadafa1 a/c amcamapmeasured slip-load at the ith boltnominal shear capacity of a web with a uniform shear stress distribution nominal shear capacity of a webnominal web shear capacity in the presence of bending moment nominal shear yield capacity of a web; or nominal shear capacity of a plug or slot weld design shear force; ordesign horizontal storey shear force at column ends; or design transverse shear forcedesign bearing force on a ply at a bolt or pin location design shear force on a bolt or a pinstrength limit state design longitudinal shear forcedesign shear force on a boltserviceability limit state design shear force acting on a web panel; ordesign shear force on a plug or slot weld nominal capacity of a fillet weld per unit length design force per unit length on a fillet weldmajor principal axis coordinateminor principal axis coordinatedistance of the gravity loading below the centroidcoordinate of shear centreelastic section modulusZe for a compact sectioneffective section moduluselastic section modulus of a web panelangle between x- and h-axes for an angle sectioncompression member factor, as defined in Clause 6.3.3compression member section constant, as defined in Clause 6.3.3moment modification factor for bending and compressioncompression member slenderness reduction factortension field coefficient for web shear bucklingflange restraint factor for web shear bucklingfactors for bending defined in Paragraphs H2 and H3moment modification factor for bendingcoefficient used to calculate the nominal bearing yield capacity (Rby) for square and rectangular hollow sections to AS/NZS 1163

apmaryarzasasrastaTatavawPePmAccessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)PtA1A1PtfPxPwYYj Ylj 72,AActAcwAfAhbAlcAsAycoefficient used to calculate apelastic stiffness of a flexural end restraintelastic stiffness of a torsional end restraintslenderness reduction factor; orinverse of the slope of the S-N curve for fatiguestability function multiplierreduction factor for members of varying cross-sectioncoefficient of thermal expansion for steel, 11.7 X 10-6 per degree Celsiusfactor for torsional end restraint defined in Clause 5.14.5 shear buckling coefficient for a web factor defined in Appendix Imodifying factor to account for conditions at the far ends of beam membersratio of smaller to larger bending moment at the ends of a member; or ratio of end moment to fixed end momentmeasure of elastic stiffness of torsional end restraint used in Appendix Hthickness correction factor for fatigue monosymmetry section constant factor defined in Appendix I index used in Clause 8.3.4; orfactor for transverse stiffener arrangement in stiffened web (Clause 5.15.3)ratios of compression member stiffness to end restraint stiffness used in Clause 4.6.3.3deflection; ordeviation from nominated dimension; or measured total extension of a bolt when tightenedmid-span deflection of a member resulting from transverse loading together with both end bending momentsmid-span deflection of a member resulting from transverse loading together with only those end bending moments which produce a midspan deflection in the same direction as the transverse loadout-of-flatness of a flange platedeviation from hbdeviation from lctranslational displacement of the top relative to the bottom for a storey heightdeviation from verticality of a web at a support

Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)Aw=out-of-flatness of a webS=standard deviation4=moment amplification factor for a braced memberSm=moment amplification factor, taken as the greater of Sb and SsSp=moment amplification factor for plastic design4=moment amplification factor for a sway memberS=compression member factor defined in Clause 6.3.3n=compression member imperfection factor defined in Clause 6.3.30=angle of preparation of an incomplete penetration butt weldn=pi ( 3.14159)A=slenderness ratio; or=elastic buckling load factorAc=elastic buckling load factorAe=plate element slendernessAed=plate element deformation slenderness limitAep=plate element plasticity slenderness limitAey=plate element yield slenderness limitAm=elastic buckling load factor for a memberAms=elastic buckling load factor for the storey under considerationAn=modified compression member slendernessAs=section slendernessAsp=section plasticity slenderness limitAsy=section yield slenderness limitAw, Aew=values of Ae and Aey for the webA1P=slip factor=structural ductility factorpm=mean value of the slip factorA1Pi=individual test result from test for slip factorV=Poissons ratio, 0.25P=ratio of design axial force in a restraining member to the elastic buckling load for a member of length l (Appendix G); or=PyPy=capacity factorA10Ru=design capacity

1.5 Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)USE OF ALTERNATIVE MATERIALS OR METHODS1.5.1 GeneralThis Standard shall not be interpreted so as to prevent the use of materials or methods of design or construction not specifically referred to herein, provided that the requirements of Section 3 are complied with.1.5.2 Existing structuresWhere the strength or serviceability of an existing structure is to be evaluated, the general principles of this Standard may be applied. The actual properties of the materials in the structure shall be used.1.6 DESIGN1.6.1 Design dataThe following design data shall be shown in the drawings:(a) The reference number and date of issue of applicable design Standards used.(b) The nominal loads.(c) The corrosion protection, if applicable.(d) The fire-resistance level, if applicable.(e) The steel grades used.1.6.2 Design detailsThe drawings or specification, or both, for steel members and structures shall include, as appropriate, the following:(a) The size and designation of each member.(b) The number, sizes and categories of bolts used in the connections.(c) The sizes, types and categories of welds used in the connections, together with the level of visual examination and other non-destructive examination required.(d) The sizes of the connection components.(e) The locations and details of planned joints, connections and splices.(f) Any constraint on construction assumed in the design.(g) The camber of any members.(h) Any other requirements for fabrication, erection and operation.1.7 CONSTRUCTIONAll steel structures, designed in accordance with this Standard, shall be constructed to ensure that all the requirements of the design, as contained in the drawings and specification, are satisfied.

A1Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)A1A1AS 3597AS/NZS 1163AS/NZS 1594AS/NZS 3678AS/NZS 3679 AS/NZS 3679.1 AS/NZS 3679.2SECTION 2 MATERIALS2.1 YIELD STRESS AND TENSILE STRENGTH USED IN DESIGN2.1.1 Yield stressThe yield stress used in design (fy) shall not exceed that given in Table 2.1.2.1.2 Tensile strengthThe tensile strength used in design f) shall not exceed that given in Table 2.1.2.2 STRUCTURAL STEEL2.2.1 Australian StandardsExcept as otherwise permitted in Clause 2.2.3, all structural steel coming within the scope of this Standard shall, before fabrication, comply with the requirements of the following Standards, as appropriate:Text deletedStructural and pressure vessel steelQuenched and tempered plate Cold-formed structural steel hollow sections Hot-rolled steel flat productsStructural steelHot-rolled plates, floorplates and slabs Structural steelPart 1: Hot-rolled bars and sections Part 2: Welded I sections2.2.2 Acceptance of steelsTest reports or test certificates that comply with the minimum requirements of the appropriate Standard listed in Clause 2.2.1 shall constitute sufficient evidence of compliance of the steel with the Standards listed in Clause 2.2.1. The test reports or test certificates shall be provided by the manufacturer or an independent laboratory accredited by signatories to the International Laboratory Accreditation Corporation (Mutual Recognition Arrangement) ILAC MRA or the Asia Pacific Laboratory Accreditation Cooperation (APLAC) on behalf of the manufacturer. In the event of a dispute as to the compliance of the steel with any of the Standards listed in Clause 2.2.1, the reference testing shall be carried out by independent laboratories accredited by signatories to ILAC MRA or APLAC.2.2.3 Unidentified steelIf unidentified steel is used, it shall be free from surface imperfections, and shall be used only where the particular physical properties of the steel and its weldability will not adversely affect the strength and serviceability of the structure. Unless a full test in accordance with AS 1391 is made, the yield stress of the steel used in design (fy) shall be taken as not exceeding 170 MPa, and the tensile strength used in design f) shall be taken as not exceeding 300 MPa.2.3 FASTENERS2.3.1 Steel bolts, nuts and washersSteel bolts, nuts and washers shall comply with the following Standards, as appropriate:

A1AS 1110 AS 1111 AS 1112 AS/NZS 1252AS/NZS 1559Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)A1A1ISO metric hexagon bolts and screwsProduct grades A and B (series)ISO metric hexagon bolts and screwsProduct grade C (series)ISO metric hexagon nuts (series)High strength steel bolts with associated nuts and washers for structural engineeringHot-dip galvanized steel bolts with associated nuts and washers for tower constructionTest certificates that state that the bolts, nuts and washers comply with all the provisions of the appropriate Standard listed in Clause 2.3.1 shall constitute sufficient evidence of compliance with the appropriate Standard. Such test reports shall be provided by the bolt manufacturer or bolt importer and shall be carried out by an independent laboratory accredited by signatories to the International Laboratory Accreditation Corporation (Mutual Recognition Arrangement) ILAC MRA or the Asia Pacific Laboratory Accreditation Cooperation (APLAC) on behalf of the manufacturer, importer or customer. In the event of a dispute as to the compliance of the bolt, nut or washer with any of the Standards listed in Clause 2.3.1, the reference testing shall be carried out by independent laboratories accredited by signatories to ILAC MRA or APLAC.NOTE: Acceptable bolts and associated bolting categories are specified in Table 9.3.1.2.3.2 Equivalent high strength fastenersThe use of other high strength fasteners having special features in lieu of bolts to AS/NZS 1252 shall be permitted provided that evidence of their equivalence to high strength bolts complying with AS/NZS 1252 and installation in accordance with this Standard is available.Equivalent fasteners shall meet the following requirements:(a) The chemical composition and mechanical properties of equivalent fasteners shall comply with AS/NZS 1252 for the relevant bolt, nut and washer components.(b) The body diameter, head or nut bearing areas, or their equivalents, of equivalent fasteners shall not be less than those provided by a bolt and nut complying with AS/NZS 1252 of the same nominal dimensions. Equivalent fasteners may differ in other dimensions from those specified in AS/NZS 1252.(c) The method of tensioning and the inspection procedure for equivalent fasteners may differ in detail from those specified in Clauses 15.2.5 and 15.4 respectively, provided that the minimum fastener tension is not less than the minimum bolt tension given in Table 15.2.5.1 and that the tensioning procedure is able to be checked.2.3.3 WeldsAll welding consumables and deposited weld metal for steel parent material with a specified yield strength < 500 MPa shall comply with AS/NZS 1554.1 except when welding to quenched and tempered steel according to AS 3597, where the welding consumables and deposited weld metal for steel parent material with a specified yield strength < 690 MPa shall comply with AS/NZS 1554.4. Where required by Clause 11.1.5, the welds shall comply with AS/NZS 1554.5.2.3.4 Welded studsAll welded studs shall comply with, and shall be installed in accordance with AS/NZS 1554.2.

2.3.5 Explosive fastenersAll explosive fasteners shall comply with, and shall be installed in accordance with AS/NZS 1873.2.3.6 Anchor boltsAnchor bolts shall comply with either the bolt Standards of Clause 2.3.1 or shall be manufactured from rods complying with the steel Standards of Clause 2.2.1 provided that the threads comply with AS 1275.2.4 STEEL CASTINGS

A1All steel castings shall comply with AS 2074.STRENGTHS OF STEELS COMPLYING WITH AS/NZS 1163, AS/NZS 1594,AS/NZS 3678, AS/NZS 3679.1, AS/NZS 3679.2 (Note 2) AND AS 3597

Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)TABLE 2.1Steel StandardFormSteel gradeThickness of material, tmmYield stress (fy) MPaTensile strength(fu)MPaAS/NZS 1163 (Note 3)Hollow sectionsC450All450500C350All350430C250All250320AS/NZS 1594Plate, strip, sheet floorplateHA400All380460HW350All340450HA350All350430HA300/1HU300/1All300430HA300HU300All300400HA250HA250/1HU250All250350HA200All200300Plate and stripHA4NAll170280HA3All200300HA1All(See Note 1)(See Note 1)XF500t < 8480570XF400t < 8380460XF300All300440(continued)

TABLE 2.1 (continued)A1Steel StandardFormSteel gradeThickness of material, tmmYield stress (fy) MPaTensile strength(fu)MPaAS/NZS 3678 (Note 2 and 3)Plate and floorplate450t < 2045052045020 < t < 3242050045032 < t < 50400500400t < 1240048040012 < t < 2038048040020 < t < 80360480350t < 1236045035012 < t < 2035045035020 < t < 80340450AS/NZS 3678 (Note 3) 4sy, the effective section modulus (Ze) shall be calculated either as follows:Ze= Z4syA

or for the effective cross-section determined by omitting from each flat compression element the width in excess of the width corresponding to Ysy.For a section whose slenderness is determined by the value calculated for a flat plate element with maximum compression at an unsupported edge and zero stress or tension at the other edge and which satisfies Ys > Ysy, the effective section modulus (Ze) shall be calculated as follows:Z = Z

Ze= ZandFor circular hollow sections which satisfy Ys > Ysy, the effective section modulus shall be taken as the lesser of

Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)r2Y VFor elements where Ye > Yed in which Yed is the deformation slenderness limit given in Table 5.2, noticeable deformations may occur under service loading.5.2.6 Elastic and plastic section moduliFor sections without holes, or for sections with holes that reduce either of the flange areas by not more than 100 {1 - [/y/(0.85/U)]}%, the elastic and plastic section moduli may be calculated using the gross section.For sections with holes that reduce either of the flange areas by more than 100{1 - [/y/(0.85/u)]}%, the elastic and plastic section moduli shall be calculated using either(a) (An/Ag) times the value for the gross section, in which An is the sum of the net areas of the flanges and the gross area of the web, and Ag the gross area of the section; or(b) the net section.When net areas are calculated, any deductions for fastener holes shall be made in accordance with Clause 9.1.10.5.3 MEMBER CAPACITY OF SEGMENTS WITH FULL LATERAL RESTRAINT5.3.1 Member capacityThe nominal member moment capacity (Mb) of a segment with full lateral restraint shall be taken as the nominal section moment capacity (Ms) (see Clause 5.2) of the critical section (see Clause 5.3.3).A segment in a member subjected to bending is the length between adjacent cross-sections which are fully or partially restrained (see Clauses 5.4.2.1 and 5.4.2.2), or the length between an unrestrained end (see Clause 5.4.1) and the adjacent cross-section which is fully or partially restrained.5.3.2 Segments with full lateral restraint 5.3.2.1 GeneralA segment may be considered to have full lateral restraint if it satisfies one of the following clauses: Clause 5.3.2.2, 5.3.2.3 or Clause 5.3.2.4, or if its nominal member moment

capacity (Mb) calculated in accordance with Clause 5.6 is not less than the nominal section moment capacity (Ms) (see Clause 5.2) at the critical section (see Clause 5.3.3).Segments with continuous lateral restraintsA segment with continuous lateral restraints may be considered to have full lateral restraint, provided thatboth ends are fully or partially restrained (see Clauses 5.4.2.1, 5.4.2.2, 5.4.3.1, and 5.4.3.2); andthe continuous restraints act at the critical flange (see Clause 5.5), and satisfy Clause 5.4.3.1.Segments with intermediate lateral restraintsA segment with intermediate lateral restraints (see Clauses 5.4.2.4 and 5.4.3.1) which divide the segment into a series of sub-segments may be considered to have full lateral restraint, provided thatboth ends are fully or partially restrained (see Clauses 5.4.2.1, 5.4.2.2, 5.4.3.1 and 5.4.3.2);the length (l) of each sub-segment satisfies Clause 5.3.2.4; andthe lateral restraints act at the critical flange (see Clause 5.5), and satisfy Clause 5.4.3.1.Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)5.3.2.4 Segments with full or partial restraints at both endsA segment with full or partial restraints at both ends (see Clauses 5.4.2.1, 5.4.2.2, 5.4.3.1 and 5.4.3.2) may be considered to have full lateral restraint, provided its length (l) satisfiesryryry(80 + 50fim) (60 + 40,0(80 + 500f , A 5 and the requirements of Clause 4.5.4 are satisfied.(d) Second-order plastic analysis In which the design bending moments (M*) are obtained directly for frames where the elastic buckling load factor (Tc) satisfies T < 5.(e) Advanced structural analysis In which the design bending moments ( M* or Mj*) areobtained directly in accordance with Appendix D, in which case only the section capacity requirements of Clause 8.3 and the connection requirements of Section 9 need to be satisfied.

8.3 Accessed by UNIVERSITY OF SOUTH AUSTRALIA on 23 Feb 2015 (Document currency not guaranteed when printed)A1MrxMN *< M,1SECTION CAPACITY8.3.1 GeneralThe member shall satisfy Clauses 8.3.2, 8.3.3 and 8.3.4, as appropriate:(a) For bending about the major principal x-axis only, sections at all points along the member shall have sufficient capacity to satisfy Clause 8.3.2.(b) For bending about the minor principal y-axis only, sections at all points along the member shall have sufficient capacity to satisfy Clause 8.3.3.(c) For bending about a non-principal axis, or bending about both principal axes, sections at all points along the member shall have sufficient capacity to satisfy Clause 8.3.4.In this SectionMsx, Msy= the nominal section moment capacities about the x- and y-axesrespectively, determined in accordance with Clause 5.2Ns= the nominal section axial load capacity determined in accordance withClause 6.2 for axial compression, or Clause 7.2 for axial tension (for which Ns equals Nt).8.3.2 Uniaxial bending about the major principal x-axisWhere uniaxial bending occurs about the major principal x-axis, the following shall be satisfied:MX < (f)Mrxwhere the capacity factor (see Table 3.4) the nominal section moment capacity, reduced by axial force (tension or compression)N * 0NSAlternatively, for doubly symmetric I-sections and rectangular and square hollow sections to AS/NZS 1163, which are compact as defined in Clause 5.2.3, Mrx may be calculated by one of the following as appropriate: (a) For compression members where kf is equal to 1.0 and for tension membersMrx = 1 18MSX(b) For compression members where kf is less than 1.0fl N * ^1 + 0.18f 82-K Y

l J82 -Z JJ

s 7Mx = Msx 0.15,0NS1 + Pm + VNs / No/)^NswhereJ3m = the ratio of the smaller to the larger end bending moment, taken as positive when the member is bent in reverse curvatureNs = the nominal section capacity in axial compression determined in accordance with Clause 6.2No/n2 EIl2I = the second moment of area for a the axis about which the design moment acts l = the actual length of the memberA member for whichN *> 0.15, and0NsN * > 1 + pm - -y/Ns / Nol )0NS1 + m +^{NS / No/)shall not contain plastic hinges, although it shall be permissible to design the member as an elastic member in a plastically analyzed structure to satisfy the requirements of Clause 8.4.2.

8.4.3.3 Web slendernessThe design axial compressive force (N*) in every member assumed to contain a plastic hinge shall satisfy the following:(a) For webs where 45