DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL HOLLOW SECTIONS

DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL HOLLOW SECTIONS

(i)

Design Capaciy Tables for Srucural Seel Hollow Secions General Informaion Secion Foreword Preface Noaion & Abbreviaions Sandards and Oher References Page (iii) (iv) (vi) (i) Conens Secion Par Inroducion - Par Maerials - Par Secion Properies - Par 4 Mehods of Srucural Analysis 4- Par 5 o Bending 5- Par 6 o Aial Compression 6- Par 7 o Aial Tension 7- Par 8 o Combined Acions 8- Par 9 Connecions 9- Page See page (ii) for he appropriae use of his pubicaion. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 (i) PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Design Capaciy Tables for Srucural Seel Hollow Secions OneSeel Ausralian Tube Mills A.B.N. 666 679 DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL HOLLOW SECTIONS Published by: ONESTEEL AUSTRALIAN TUBE MILLS Enquiries should be addressed o he publisher: Posal address: P.O. Bo 46, Sunnybank, Queensland 409, Ausralia E-mail address: info@ausubemills.com Inerne: www.ausubemills.com 00 OneSeel Ausralian Tube Mills Firs issue June 00 Second issue December 00 Disclaimer - Whils every care has been aken in he preparaion of his informaion, OneSeel Ausralian Tube Mills, and is agens accep no liabiliy for he accuracy of he informaion supplied. The company epressly disclaims all and any liabiliy o any person wheher a purchaser of any produc, or oherwise in respec of anyhing done or omied o be done and he consequences of anyhing done or omied o be done, by any such person in reliance, wheher in whole or in par upon he whole or any par of his publicaion. Warning - This publicaion should no be used wihou he services of a compeen professional wih suiable knowledge in he relevan field, and under no circumsances should his publicaion be relied upon o replace any or all of he knowledge and eperise of such a person. Relevance of informaion conained in his Publicaion Maerial Sandards and produc qualiies: USERS OF THIS PUBLICATION SHOULD NOTE THAT THE DESIGN CAPACITIES, CALCULATIONS, TABULATIONS AND OTHER INFORMATION PRESENT IN THIS PUBLICATION ARE SPECIFICALLY RELEVANT TO STRUCTURAL STEEL HOLLOW SECTIONS SUPPLIED BY ONESTEEL AUSTRALIAN TUBE MILLS. Consequenly, he informaion conained in his publicaion canno be readily used for hollow secions supplied from oher manufacurers as hose secions may vary significanly in grade, hickness, size, maerial Sandard compliance (including chemical composiion, mechanical properies, olerances) and qualiy when compared o srucural seel hollow secions supplied from OneSeel Ausralian Tube Mills (OSATM). In many insances, he higher srenghs and qualiies provided by OSATM srucural seel hollow secions o obain efficien and economical designs from srucural mass reducions canno be readily provided by hollow secions from oher sources. Srucural seelwork/engineering Sandards: The maimum design loads and design capaciies lised in his publicaion are based on he limi saes design mehod of AS 400 and he facored limi saes design loads and combinaions considered wihin AS/NZS 70. Hence, much of he informaion conained herein will only be of use o persons familiar wih he limi saes design mehod and he use of: AS 400 Seel srucures AS/NZS 70 Srucural design acions Produc availabiliy & oher informaion: As he secion, grade and finish of all producs are subjec o coninuous improvemen, reference should be made o he OSATM informaion on he availabiliy of lised secions and associaed finishes. The curren version of he PAG can be found on he OSATM websie www.ausubemills.com. TubeComp Sofware: Much of he informaion conained in his publicaion can also be readily obained from he compuer sofware package TubeComp which can be run in Windows 95, 98, 000 and XP. TubeComp is a simple calculaor for srucural seel hollow secions designed o AS 400:998. TubeComp can provide eac calculaed values for specific effecive lenghs and screens are dynamically updaed when daa is enered. Mos of he informaion in his publicaion can be obained by jus four clicks of a mouse in TubeComp which can be freely obained by conacing OSATM or visiing www.ausubemills.com. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 (ii)

Foreword OneSeel Ausralian Tube Mills is one of he world s premier producers of welded seel ube and pipe for srucural, mechanical and low pressure reiculaion applicaions. For many years, OneSeel Ausralian Tube Mills has been a he indusry forefron wih numerous innovaions delivering significan value o a wide range of key indusries. Wih manufacuring faciliies sraegically locaed in Ausralia (Brisbane, Newcasle, Melbourne and Perh), OneSeel Ausralian Tube Mills is effecively placed o supply high qualiy ubular seel producs o markes in Ausralia, New Zealand, Souh Pacific and Souh-Eas Asia. OneSeel Ausralian Tube Mills innovaive approach o he developmen of ubular producs has been noed by various indusries for many years. This has included he inroducion and ongoing push of higher srengh RHS and Pipe producs which reduce weigh and cu coss for end-users. Srengh enhancemens began wih Grade C50L0 ( TruBlu ), hen Grade C450L0 ( GreensTuf ) and DuraGal and now C450PLUS (previously DualGrade C50L0/C450L0) producs. OneSeel Ausralian Tube Mills were he firs o develop and promoe hese grades ino Ausralian Sandards and is marke areas and now offer he larges range of C450PLUS secions no only in Ausralia bu across he world. Developmen of ubular shapes has also been an imporan sraegy for OneSeel Ausralian Tube Mills. Specific shapes (some of which carry paens and rademarks) were developed for defined indusries and include he SiloTube, UniRail, SockRail and Archiecural secions. Limied rollings of oher forms of hollow secions can be supplied on a special order basis. Apar from maerial improvemens, OneSeel Ausralian Tube Mills plans also produce differen ypes of coaing sysems for ubular producs. Revoluionary primer-pain sysems were developed wih indusry paricipaion o proec hollow secions from rus during warehouse sorage, ransporaion and fabricaion as well as offer a smooh clean work surface during and afer fabricaion. OneSeel Ausralian Tube Mills now supplies he larges range of welded ubular seel producs in Ausralia which vary in shape, grade and finish. Compared o oher seel producs, he worldwide consumpion of welded ubular seel producs is significanly increasing. The main reasons for his oucome is due o he aesheics, engineering efficiencies, cos-effeciveness, increased specifier/end-user awareness and he high valueadding inheren wih ubular producs. This has now firmly posiioned OneSeel Ausralian Tube Mills as he preferred ubular supplier wihin many indusries. Qualiy producs, people and service ses OneSeel Ausralian Tube Mills apar from is compeiors. Acknowledgemens OneSeel Ausralian Tube Mills graefully acknowledges he assisance provided by he Ausralian Seel Insiue (ASI) previously he Ausralian Insiue of Seel Consrucion (AISC) for permiing he use of heir Design Capaciy Tables e and forma in he developmen of various pars of his publicaion. Addiionally, OneSeel Ausralian Tube Mills wishes o acknowledge he deailed conribuions from he following: Russell Wakins of OneSeel Ausralian Tube Mills for wriing, generaing and checking he e, ables and graphs used in his publicaion; OneSeel s markeing services eam for arwork and coordinaion; and Nick van der Kreek a OneSeel Ausralian Tube Mills for checking and updaing various aspecs of his publicaion. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 (iii) PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Preface The Design Capaciy Tables for Srucural Seel (DCT) suie of publicaions from he Ausralian Seel Insiue (ASI) previously he Ausralian Insiue of Seel Consrucion (AISC) has been commonly used by design engineers for a leas a decade. The acual origin of hese publicaions goes back o 969 when he Safe Load Tables (SLT) was published by AISC (a he ime) for he hen permissible sress based seel srucures Sandards AS CA- and subsequenly AS 50. The SLT was published in si ediions (he las ediion being in 987) wih boh ho-rolled open secions (e.g. UB, UC, PFC, ec) and srucural seel hollow secions (CHS, RHS and SHS) included in is conens. The release of AS 400 Seel Srucures in 990 o supersede AS 50 saw a change in design philosophy from permissible sress o limi saes design principles. Such a change promped he revision of he SLT o manifes iself as he DCT. The firs ediion of he DCT had an overall forma which was similar o he sih ediion of he SLT and included boh open and hollow secions. However, due o he growing populariy, increasing range and innovaion of hollow secion consrucion, he DCT was effecively spli in 99 wih he release of he Design Capaciy Tables for Srucural Seel Hollow Secions (DCTHS) which only considered ubular members. Thereafer, a second ediion of he DCTHS was released in 999 eniled Design Capaciy Tables for Srucural Seel Volume : Hollow Secions (DCT-v:HS). While somewha of a challenge, he aim of he DCT-v:HS (and preceding DCTHS/DCT) was o provide curren informaion on hollow secions available from various manufacurers. However, a he ime of publicaion, he consolidaed produc range lising from each of he manufacurers was disjoined and no reflecive of available secions. Even hough he DCT-v:HS lised a large range of hollow secions, his posiive aspec was negaed by imprecise informaion on produc availabiliy. Various manufacurers also complicaed he siuaion by producing heir own versions of he DCTHS even hough hey had a smaller produc/size range. Subsequen marke sudies by OneSeel Ausralian Tube Mills revealed ha here was growing specifier and indusry frusraion from he numerous bu fragmened publicaions available ha aemped o describe he oal range of hollow secions complian wih Ausralian Sandards. Marke feedback also indicaed some level of confusion wih wha sizes were available in various grades. There was no ready answer o his frusraion and confusion unless, of course, a single manufacurer could confidenly supply a oal consisen range of hollow secions. As par of is ongoing Sales & Markeing sraegies, and afer much analysis, OneSeel Ausralian Tube Mills are underaking various iniiaives o significanly grow he ubular marke wih a subsanial increase in produc range and echnical suppor. Prior o his iniiaive, one of he limiaions wih ubular consrucion was he resriced range of large readily available hollow secions ha are fully complian wih Ausralian Sandards. For RHS/SHS his was seen o ypically op ou a 50 50 SHS wih hickness up o 9 mm hick. The siuaion wih CHS was slighly differen wih he availabiliy of larger down-graded line-pipe hough here were some issues repored on he compliance of such producs o he srucural requiremens of AS/NZS 6 Grade C50L0. The abiliy o supply a full range of srucural seel hollow secions coupled wih he abiliy o ease indusry frusraion from he lack of consolidaed correc informaion of such secions also sees OneSeel Ausralian Tube Mills providing a large array of echnical/markeing media (i.e. lieraure and sofware). Par of he media includes his DCTHS which is based on AS 400 998. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 (iv)

Preface (coninued) In order o embrace he accepance level of he previously published indusry documen, his DCTHS follows he same forma as he ASI/AISC DCTHS. This means ha he Pars of his publicaion follow he same numeric sequence as hose in he ASI/AISC DCTHS and AS 400. The abulaed daa and much of he e in his publicaion also follows he same forma and sequence as he ASI/AISC DCTHS which now makes i a ready companion o he DCT for horolled open secions. Hence, if readers are familiar wih he curren ASI/AISC DCTs hey will also be familiar wih his publicaion. Whils based on he ASI/AISC DCTHS, some minor revisions, correcions and updaes were incorporaed in his publicaion as well as recogniion of he changed loading Sandards o AS/ NZS 70 and oher relaed Sandards. Also, readers will noe ha his publicaion is produced in landscape forma i.e. he widh of he page is he longer dimension. The raionale behind his modificaion followed indusry surveys ha noed he generally published porrai forma did no sui publicaions subsanially conaining landscape ables. Consequenly, his and several oher OneSeel Ausralian Tube Mills publicaions have been produced in landscape forma. For addiional informaion, readers should also refer o page (ii) for he appropriae use of his DCTHS. As a complemenary design aid o his publicaion, OneSeel Ausralian Tube Mills has also produced a simple calculaor for srucural seel hollow secions designed o AS 400. Called TubeComp, he sofware provides much of he informaion conained in his publicaion wih jus four (4) clicks of a mouse. The daa screens of TubeComp are dynamically updaed and can provide eac values of design capaciies for effecive lenghs no lised in he ables of his publicaion wihou he need for linear inerpolaion or erapolaion. TubeComp, like his and oher publicaions, are freely available from OneSeel Ausralian Tube Mills by using he conac deails noed below. I is ineresing o noe ha afer nearly weny years since he release of he firs DCTHS, he same basic eam involved in he firs documen has been brough ogeher o develop his publicaion. This eam includes engineers for compuaions, conen and projec managemen as well as graphic designers. Accordingly, we rus his publicaion is of value o designers of hollow secion consrucion and would appreciae any feedback on is adequacy or ways o refine i. May your designs in ubular consrucion be fruiful ones! Arun Syam Edior & Tubular Developmen Manager OneSeel Ausralian Tube Mills Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 (v) PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Noaion & Abbreviaions A e A g A n AISC ASI b b b, b bf, b bw b f b s C C50L0 C50L0 C450L0 effecive area of a cross-secion gross area of a cross-secion ne area of a cross-secion Ausralian Insiue of Seel Consrucion (now ASI) Ausralian Seel Insiue (formerly AISC) widh of a secion bearing widhs widh of a flange siff bearing lengh orsional modulus for a cross-secion; or Compac secion (in bending) cold-formed Grade C50 hollow secion o AS/NZS 6 wih L0 properies cold-formed Grade C50 hollow secion o AS/NZS 6 wih L0 properies cold-formed Grade C450 hollow secion o AS/NZS 6 wih L0 properies C450PLUS RHS/SHS which saisfy he srengh and elongaion requiremens of AS/NZS 6 Grade C50L0 and C450L0 CHS Circular Hollow Secion(s) c m facor for unequal momens d deph of a secion d o ouside diameer of a Circular Hollow Secion (CHS) d clear deph beween flanges DN nominal size OD for Pipe (CHS) secions (as noed in AS 074) E Young s modulus of elasiciy, 00 0 MPa ERW elecric resisance welding FLR maimum value of (beam) segmen lengh for Full Laeral Resrain f u ensile srengh used in design, as defined in AS 400 f y yield sress used in design, as defined in AS 400 f* va average design shear sress in a web f* vm maimum design shear sress in a web G shear modulus of elasiciy, 80 0 MPa; or nominal permanen acions (e.g. dead loads) G* design (facored) permanen acions (e.g. dead loads) h s sorey heigh I second momen of area of a cross-secion I w warping consan for a cross-secion ( 0 for hollow secions) I I abou he cross-secion major principal -ais I y I abou he cross-secion minor principal y-ais J orsion consan for a cross-secion k e member effecive lengh facor k f form facor for members subjec o aial compression k l load heigh effecive lengh facor k r effecive lengh facor for resrain agains laeral roaion k sm eposed surface area o mass raio k correcion facor for disribuion of forces in a ension member; or wis resrain effecive lengh facor L span or member lengh; or sub-segmen lengh (also see noe a end of noaion) L e effecive lengh of a compression member or laerally unresrained member (also see noe a end of noaion) L0 impac properies (as noed in AS/NZS 6) M b nominal member momen capaciy M b M b abou major principal -ais M c lesser of M i and M o nominal in-plane member momen capaciy M i Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 (vi)

Noaion & Abbreviaions (coninued) M i M iy M o M oa M o M r M ry M s M s M sy M i abou major principal -ais M i abou minor principal y-ais reference elasic buckling momen for a member subjec o bending; or nominal ou-of-plane member momen capaciy amended elasic buckling momen for a member subjec o bending M o abou major principal -ais M s abou major principal -ais reduced by aial force M s abou minor principal y-ais reduced by aial force nominal secion momen capaciy M s abou major principal -ais M s abou minor principal y-ais M* design bending momen M* m maimum calculaed design bending momen along he lengh of a member or segmen M* design bending momen abou major principal -ais M* y design bending momen abou minor principal y-ais N Non-compac secion (in bending) N c nominal member capaciy in compression N c N c for member buckling abou major principal -ais N cy N c for member buckling abou minor principal y-ais N om elasic fleural buckling load of a member N omb N om for a braced member N s nominal secion capaciy of a concenrically loaded compression member N nominal secion capaciy in ension N* design aial force, ensile or compressive n ais hrough corners of a SHS n/a no applicable OD ouside diameer (for CHS) OSATM OneSeel Ausralian Tube Mills P applied concenraed load PAG Produc Availabiliy Guide by OneSeel Ausralian Tube Mills Q nominal imposed acions (e.g. live loads) Q* design (facored) imposed acions (e.g. live loads) R b R bb R by R u r r r y nominal bearing capaciy of a web nominal bearing buckling capaciy nominal bearing yield capaciy nominal capaciy radius of gyraion; or radius radius of gyraion abou major principal -ais radius of gyraion abou minor principal y-ais R* design bearing force; or design reacion RHS Recangular Hollow Secion(s) S plasic secion modulus; or Slender secion (in bending) S S y (plasic) S abou major principal -ais (plasic) S abou minor principal y-ais S* design acion effec, as defined in AS 400 SHS Square Hollow Secion(s) hickness of a secion f w UNO V u hickness of a flange hickness of a web unless noed oherwise nominal shear capaciy of a web wih a uniform shear sress disribuion Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 (vii) PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Noaion & Abbreviaions (coninued) V v V vm nominal shear capaciy of a web nominal shear capaciy of a web in he presence of bending momen V* design shear force W oal uniformly disribued applied load W* design acion; or design (facored) W W EM * equivalen srengh Maimum Design Load based on Momen (Table T5.) W ES * equivalen serviceabiliy Maimum Design Load based on Deflecion (Table T5.) W EV * equivalen srengh Maimum Design Load based on Shear (Table T5.) W* L srengh limi sae maimum design load W L * W* L based on design momen capaciy W L * W* L based on design shear capaciy W* S serviceabiliy limi sae maimum design load W* S W* S based on deflecion limi W* YL W* S based on firs yield load major principal ais coordinae y minor principal ais coordinae Z elasic secion modulus Z e Z e Z ey Z n Z Z y α a α b α c effecive secion modulus Z e for bending abou major principal -ais Z e for bending abou minor principal y-ais Z abou he n-ais hrough he corners of an SHS Z for bending abou major principal -ais Z for bending abou minor principal y-ais compression member facor compression member secion consan compression member slenderness reducion facor α m α s α T β m γ Δ s Δ b δ b δ m δ s ξ η momen modificaion facor for bending slenderness reducion facor coefficien of hermal epansion raio of smaller o larger bending momens a he ends of a member raio for compression member siffness o end resrain siffness deflecion ranslaional displacemen of he op relaive o he boom for a sorey heigh momen amplificaion facor for a braced member momen amplificaion facor, aken as he greaer of δ b and δ s momen amplificaion facor for a sway member compression member facor compression member imperfecion facor π pi (.459) λ slenderness raio λ c λ e λ ep λ ey λ n ν ρ φ Noes: elasic buckling load facor plae elemen slenderness plae elemen plasiciy slenderness limi plae elemen yield slenderness limi modified compression member slenderness Poisson s raio densiy of a maerial capaciy facor. The Tables use L e and L in lieu of l e and l respecively (as noed in AS 400) o avoid confusion wih he sandard ypeface used. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 (viii)

Sandard and Oher References The Ausralian Sandards referred o in his publicaion are cenrally lised in Secion... Oher references are lised a he end of he iniial e porion in each respecive Par of he publicaion (i.e. prior o he main able lisings). Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 (i) PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Blank Page Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 ()

Par INTRODUCTION Secion. General -.. Seel Srucures Sandards -.. Reference Sandards -.. Table Forma and Usage -. Range of Srucural Seel Grades and Secions -. Unis -.4 Limi Saes Design using hese Tables -.5 Table Conens -4.6 References -4 Page The maimum design loads and design capaciies lised in his publicaion are based on he limi saes design mehod of AS 400 and he facored limi saes design acions and combinaions con sidered wihin AS/NZS 70. Hence, much of he informaion conained herein will only be of use o persons familiar wih he limi saes design mehod and he use of: AS 400 Seel srucures AS/NZS 70 Srucural design acions See Secion. for he specific Maerial Sandard (AS/NZS 6) referred o by he secion ype and seel grade in hese Tables. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 - PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par INTRODUCTION. General.. Seel Srucures Sandard The ables in his publicaion have been calculaed in accordance wih he Ausralian Sandard AS 400 998 Seel Srucures. As far as possible, he noaion and erminology used are he same as hose adoped in ha Sandard. Cold-formed hollow secions manufacured in accordance wih Ausralian Sandard AS/NZS 6:009 Srucural Seel Hollow Secions are included wihin he scope of AS 400. Eensive research [.,.,.] underaken over a number of years has confirmed ha cold-formed hollow secions complian wih AS/NZS 6 mee he inheren requiremens of AS 400. Cold-formed hollow secions may also be designed o AS/NZS 4600:005 Cold-Formed Seel Srucures which is ouside of he scope of his publicaion... Reference Sandards AS 074 refers o AS 074 989 Seel ubes and ubulars for ordinary service AS 400 refers o AS 400 998 Seel srucures AS/NZS 6 refers o AS/NZS 6:009 Cold-formed srucural seel hollow secions AS/NZS 70 refers o AS/NZS 70:00 Srucural design acions AS/NZS 554. refers o AS/NZS 554.:004 Srucural seel welding Welding of seel srucures AS/NZS refers o AS/NZS :00 Guide o he proecion of srucural seel agains amospheric corrosion by he use of proecive coaings AS/NZS 4600 refers o AS/NZS 4600:005 Cold-formed seel srucures AS/NZS 479 refers o AS/NZS 479:006 Ho-dip galvanized (zinc) coaings on ferrous hollow secions, applied by a coninuous or a specialized process.. Table Forma and Usage Wihin his publicaion he erms Table and Tables refer o informaion in his ediion and volume of he Design Capaciy Tables for Srucural Seel Hollow Secions by OneSeel Ausralian Tube Mills. A brief lis of he Tables conens is provided in Secion.5. I should be noed ha he main ables lising design capaciies and oher member informaion are placed a he end of he iniial e porion of each Par of his publicaion. The main ables will generally be lised wihin a numerical sequence e.g. Table 5. series (Maimum Design Loads for Simply Suppored Beams wih Full Laeral Resrain), Table 5. series (Design Secion Momen and Web Capaciies), Table 5. series (Design Momen Capaciies for Members wihou Full Laeral Resrain), ec. Any able lised in he (iniial) e porion of each Par of his Publicaion will have a T before he Table number e.g. Table T. in Secion... Range of Srucural Seel Grades and Secions The Tables conain informaion on he currenly available (a he ime of publicaion) srucural seel hollow secions supplied by OneSeel Ausralian Tube Mills (OSATM) which fully comply wih AS/NZS 6. Secion should be consuled for furher deails on he srucural seel hollow secions considered in he Tables. Reference should also be made o he OneSeel Ausralian Tube Mills Produc Availabiliy Guide (PAG) for general informaion on he availabiliy of he lised secions and associaed finishes.. Unis The unis in he Tables are consisen wih hose in he SI (meric) sysem. The base unis uilised in he Tables are newon (N) for force, mere (m) for lengh, and kilogram (kg) for mass. Where noed, sress is epressed in megapascals (MPa). Wih some minor ecepions, all values in he Tables are rounded o hree () significan figures. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 -

Par INTRODUCTION.4 Limi Saes Design using hese Tables AS 400 ses ou he minimum requiremens for he design, fabricaion and erecion of seelwork in accordance wih he limi saes design mehod and follows a semi-probabilisic limi sae approach presened in a deerminisic forma. Definiion of limi saes When a srucure or par of a srucure is rendered unfi for use i reaches a limi sae. In his sae i ceases o perform he funcions or o saisfy he condiions for which i was designed. Relevan limi saes for srucural seel include srengh, serviceabiliy, sabiliy, faigue, brile fracure, fire, and earhquake. Only wo limi saes are considered in he Tables he srengh limi sae and, where applicable, he serviceabiliy limi sae. Limi saes design requires srucural members and connecions o be proporioned such ha he design acion effec (S*) resuling from he design acion (W*), is less han or equal o he design capaciy (φr u ) i.e. S* φr u Design acion or design load (W*) is he combinaion of he nominal acions or loads imposed upon he srucure (e.g. ransverse loads on a beam) muliplied by he appropriae load combinaion facors as specified in AS/NZS 70 (Srucural design acions). These design acions/loads are idenified by an aserisk ( * ) afer he appropriae acion/load (e.g. W* L is he maimum design ransverse load on a beam). Design acion effecs (S*) are he acions (e.g. design bending momens, shear forces, aial loads) calculaed from he design acions or design loads using an accepable mehod of analysis (Secion 4 of AS 400). These effecs are idenified by an aserisk ( * ) afer he appropriae acion effec (e.g. M* describes he design bending momen). Design capaciy (φr u ) is he produc of he nominal capaciy (R u ) and he appropriae capaciy facor (φ) found in Table.4 of AS 400. R u is deermined from he characerisic values and specified parameers found in Secions 5 o 9 of AS 400. For eample, consider he srengh limi sae design of a simply suppored beam which has full laeral resrain subjec o a oal ransverse design load (W*) disribued uniformly along he beam. For fleure, he appropriae design acion effec (S*) is he design bending momen (M*) which is deermined by: M* M* = = W*L 8 where L = span of he beam. In his case he design capaciy (φr u ) is equal o he design secion momen capaciy (φm s ), given by: φm s = φf y Z e where φ = he capaciy facor f y = yield sress used in design Z e = effecive secion modulus To saisfy he srengh limi sae, he following relaionship (equivalen o S* φr u ) is used: M* φm s The maimum design bending momen (M*) is herefore equal o he design secion momen capaciy (φm s ), and he maimum design load is ha design load (W*) which corresponds o he maimum M*. (I should be noed ha oher checks on he beam may be necessary e.g. shear capaciy, bearing capaciy, ec). When considering eernal loads, in he cone of his publicaion, he maimum design load (W* L ) given in he relevan able mus be greaer han or equal o he imposed design load (W*). Where applicable, he Tables give values of design capaciy (φr u ) and maimum design load (W* L ) deermined in accordance wih AS 400. When using he Tables, he designer mus deermine he relevan srengh limi sae design acion (W*) and/or corresponding design acion effec (S*) o ensure ha he srengh limi sae requiremens of AS 400 are saisfied. Where relevan, oher limi saes (e.g. serviceabiliy, faigue, ec) mus also be considered by he designer. Some useful informaion for checking he serviceabiliy limi sae is included in he Tables. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 - PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par INTRODUCTION.5 Table Conens For he range of srucural seel grades and secions considered, ables are provided for: (i) (ii) (iii) secion dimensions and secion properies: Dimensions and Properies + Properies for Design o AS 400 (PART ) Fire Engineering Design (PART ) Telescoping Informaion (PART ) design capaciy (φr u ) for: o Bending (PART 5) o Aial Compression (PART 6) o Aial Tension (PART 7) o Combined Acions (PART 8) maimum design load (W*) for: Srengh Limi Sae (W* L ) for Beams (PART 5) Serviceabiliy Limi Sae (W* S ) for Beams (PART 5) Accepable mehods of analysis for deermining he design acion effecs are defined in Secion 4 of AS 400 and maerial relevan o some of hese mehods of analysis is briefly presened in Par 4 of his publicaion..6 References [.] Hasan, S.W. and Hancock, G.J., Plasic Bending Tess of Cold-Formed Recangular Hollow Secions, Seel Consrucion, Vol., No. 4, Ausralian Insiue of Seel Consrucion, 989 (Noe: AISC is now ASI Ausralian Seel Insiue). [.] Key, P.W., Hasan, S.W. and Hancock, G.J., Column Behaviour of Cold-Formed Hollow Secions, Journal of Srucural Engineering, American Sociey of Civil Engineers, Vol. 4, No., 988. [.] Zhao, X.L. and Hancock, G.J., Tess o Deermine Plae Slenderness Limis for Cold-Formed Recangular Hollow Secions of Grade C450, Seel Consrucion, Vol. 5, No. 4, Ausralian Insiue of Seel Consrucion, 99 (Noe: AISC is now ASI Ausralian Seel Insiue). See Secion.. for deails on reference Sandards. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-4

Par MATERIALS Secion. Range of Srucural Seel Grades and Secions -.. Specificaions -. Yield Sress and Tensile Srengh -. Properies of Seel -.. es -.4 Grades -.4. Circular Hollow Secions (CHS) -.4. Recangular/Square Hollow Secions (RHS/SHS) and C450PLUS -4.5 Mill Surface es -5.6 Hollow Secions No Complian wih AS/NZS 6-5.7 Availabiliy -6.8 References -6 Page See Secion. for he specific Maerial Sandard (AS/NZS 6) referred o by he secion ype and seel grade in hese Tables. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 - PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par MATERIALS. Range of Srucural Seel Grades and Secions These Tables cover he full range of srucural seel hollow secions supplied by OneSeel Ausralian Tube Mills manufacured in accordance wih AS/NZS 6. The secion sizes and heir respecive grades lised in he Tables include: AS/NZS 6 Grade C50L0 Circular Hollow Secions (CHS) AS/NZS 6 Grade C50L0 Circular Hollow Secions (CHS) AS/NZS 6 Grade C50L0 Recangular Hollow Secions (RHS) ( small sizes only) AS/NZS 6 Grade C450PLUS RHS AS/NZS 6 Grade C50L0 Square Hollow Secions (SHS) ( small sizes only) AS/NZS 6 Grade C450PLUS SHS The grade designaion (e.g. C450L0) is based on he nominal minimum yield srengh of he seel (in MPa). The prefi C is used before he value of he nominal yield srengh of he seel o indicae ha he secion is cold-formed. I should be noed ha AS/NZS 6 only considers cold-formed srucural seel hollow secions. The suffi L0 denoes impac properies a 0 C as specified in AS/NZS 6. Hollow secions raed wih impac properies such as L0 are no only imporan in lower emperaure environmens bu also for welded srucures subjec o dynamic loads. This becomes much more imporan for hollow secions wih larger hickness (i.e. 6.0 mm). AS/NZS 6 Grade C450PLUS RHS/SHS comply wih he srengh and elongaion requiremens of boh Grade C50L0 and C450L0. The key mechanical properies of C450PLUS are covered in Secion. and a furher descripion of C450PLUS is given in Secion.4. Where relevan, C450PLUS RHS/SHS are designed as AS/NZS 6 Grade C450L0 secions in hese Tables o capialise on he higher srengh benefis of his seel grade see Secion.4.. C450PLUS are regisered rademarks of OneSeel Ausralian Tube Mills. Furher general informaion on he availabiliy of he secions lised in he Tables is noed in Secion.7... Specificaions Hollow secions supplied by OneSeel Ausralian Tube Mills are manufacured by cold-forming and high-frequency Elecric Resisance Welding (ERW). The ERW process allows cold-formed hollow secions o be welded a ambien emperaures wihou subsequen sress relieving. However, he Tables only apply o hose hollow secions manufacured in accordance wih AS/NZS 6 and supplied by OneSeel Ausralian Tube Mills. Specifiers should also noe ha hollow secions no complying wih AS/NZS 6 may be required o be down-graded in yield sress, ensile srengh and oher mechanical properies when designing o AS 400 and welding o AS/NZS 554. see Secion.6. To ensure he assumpions, produc benefis and qualiy of srucural seel hollow secions considered in hese Tables, designers should specifically nominae AS/NZS 6 complian produc in heir specificaions and general noes. Such wording may be: Unless Noed Oherwise CHS o comply wih AS/NZS 6 C50L0 RHS/SHS o comply wih AS/NZS 6 C450L0 Noe, for SHS wih overall dimensions of 50 50 and smaller (and equivalen perimeer RHS), OSATM ypically supplies hese sizes in Grade C50L0 o AS/NZS 6. However, hese sizes are available e-rolling o AS/NZS 6-C450L0 subjec o minimum order requiremens. By specifying AS/NZS 6 C450L0 RHS/SHS in he general noes and specificaions i will also signal he fabricaor o use ypically available, prequalified higher srengh welding consumables (i.e. E48/W50). This is generally reinforced by he welding par of he specificaion and general noes which flags he welding consumables o be E48/W50 unless noed oherwise as his is ypical pracice. However, should designers no uilise he higher srengh benefis of C450PLUS and only use is C50L0 properies, his can be indicaed ouside of he general noes and specificaion a he appropriae drawing arrangemen or deail. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 -

Par MATERIALS I should be noed ha OneSeel Ausralian Tube Mills also supplies AS/NZS 6 C50L0 CHS and, if used and specified, hey can also be flagged as such in he relevan par of he engineering/workshop drawings, maerial liss and/or bills of quaniies wih he defaul Sandard and grade specificaion as noed above. The imporance of L0 impac properies canno be undersaed (as noed in Secion.) and has o be included in he grade designaions of general noes, specificaions and oher poins of seel grade reference. In conjuncion wih he above srucural seel hollow secion Sandard and grade designaions, furher informaion on he appropriae specificaion of srucural seelwork can be found in Ref.[.] or by conacing OneSeel Ausralian Tube Mills.. Yield Sress and Tensile Srengh Table T. liss he minimum yield sresses and ensile srenghs for he srucural seel hollow secion grades covered by his publicaion and used for calculaing he design capaciies. TABLE T.: Yield Sress and Tensile Srengh based on Seel Grade Ausralian Sandard Secion Type Seel Grade AS/NZS 6 Yield Sress f y MPa Tensile Srengh f u MPa CHS C50L0 50 0 CHS C50L0 50 40 RHS/SHS C450PLUS (designed as C450L0) 450 500 NOTE: See Secion.4 for a definiion of C450PLUS and is use in hese Tables. More deailed informaion on he srenghs and oher mechanical properies of hese seels can be found in Table. of AS 400, AS/NZS 6, oher OSATM produc guides or by conacing OSATM (by he conac deails noed a he boom of he page).. Properies of Seel The properies of seel adoped in his publicaion are shown in Table T.. Properies such as Poisson s Raio and Coefficien of Thermal Epansion for srucural seel are also lised in Table T.. TABLE T.: Properies of Seel Propery Symbol Value Young's Modulus of Elasiciy E 00 0 MPa Shear Modulus of Elasiciy G 80 0 MPa Densiy ρ 7850 kg/m Poisson's Raio ν 0.5 Coefficien of Thermal Epansion α T.7 0-6 per ºC.. es The masses given in hese Tables are based on a seel densiy of 7850 kg/m, he nominal secion size and sandard corner radii (see Secion...). In pracice he abulaed values are affeced by rolling olerances and acual corner shape. es per mere lised are for he secions only, and do no include any allowances for cleas, end plaes, weld meal, ec..4 Grades.4. Circular Hollow Secions (CHS) OneSeel Ausralian Tube Mills (OSATM) offers CHS in wo AS/NZS 6 grades: C50L0 and C50L0. The Grade C50L0 producs provide a more comprehensive range of secions for srucural applicaions and should be commonly specified. OSATM also provide CHS/Pipe producs which comply wih AS 074 and AS/NZS 6 C50L0 for srucural and low pressure piping applicaions. As he sizes supplied in he C50L0 CHS range are used in srucural applicaions, hey are also offered as Srucural CHS by OSATM. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 - PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par MATERIALS.4. Recangular/Square Hollow Secions (RHS/SHS) and C450PLUS Due o he naure of manufacuring cold-formed hollow secions, RHS/SHS generally have higher srenghs and lower elongaions (from ensile ess) han CHS manufacured from he same ype of feed-coil. This is basically due o he addiional cold-working RHS/SHS receive during he sizing and finishing sages of shape formaion. Consequenly, from he hree basic srengh grades noed in AS/NZS 6, CHS are generally supplied in grades C50L0 and C50L0 whereas RHS/SHS are supplied in he higher srenghs of grades C50L0 and C450L0. OneSeel Ausralian Tube Mills (OSATM) have always been a he forefron in uilising higher srengh hollow secions boh in Ausralia and inernaionally. This was previously seen by OSATM s push o use Grade C50L0 for CHS, Grade C450L0 for RHS/SHS (he GreensTuf range) and now by offering he C450PLUS RHS/SHS across a wide range of pre-coaed and uncoaed producs. The name C450PLUS is derived from saisfying wo key mechanical properies from ensile ess srengh and elongaion. These properies undergo opposing effecs during manufacuring. As noed above, i is widely known ha he cold-forming process increases maerial srenghs of welded cold-formed hollow secions. However, he elongaion requiremens of he maerial (a reflecion of duciliy) generally do no increase wih srengh. This is bes illusraed by he following erac from AS/NZS 6: Srucural Seel Hollow Secions Table T.: Tensile es requiremens for RHS/SHS from Table 6 of AS/NZS 6 Grade Minimum yield srengh (f y ) MPa Minimum ensile srengh (f u ) MPa Minimum elongaion as a proporion of he gauge lengh 5.65 S o RHS, SHS b/, d/ 5 > 5 0 > 0 C50L0 50 40 % 4% 6% C450L0 450 500 0% % 4% C450PLUS 450 500 % 4% 6% NOTE: These elongaion limis apply o he face from which he ensile es is aken. The above able shows ha higher srenghs are developed in Grade C450L0 producs and higher elongaion is aained wih Grade C50L0 producs. C450PLUS saisfies all he higher values of hese key mechanical properies (shaded in Table T. and also summarised in bold in he las row of ha able). Apar from higher srengh and ligher weigh benefis, he reasons for OneSeel Ausralian Tube Mills supplying C450PLUS RHS/SHS include: Grade C450L0 by iself may no perform well if he hollow secion is ben o a igh radius during fabricaion (e.g. corners in gae frames, ec). Ecess sraining someimes produces secion failures. Eperience has shown ha Grade C450L0 producs which possess he C50L0 elongaion requiremens can be adequaely formed in hese siuaions. Srucural seelwork drawings someimes nominae C50/C50L0 as he defaul (i.e. unless noed oherwise ) grade for RHS/SHS. I is ofen perceived ha C450L0 is a new and less readily available grade. This percepion is no rue as OneSeel Ausralian Tube Mills has been supplying a large range of C450PLUS RHS/SHS in pre-coaed and uncoaed finishes for some ime. However, here remains some specifiers and end-users who wish o use C50L0 RHS/SHS. C450PLUS can fulfill heir requiremens as well as he requiremens of hose who wish o specify/use higher srengh C450L0 and is inheren advanages. Dual-socking of grades for a paricular secion is cosly. If he same secion can comply wih he requiremens of boh he commonly specified lower srengh grade and he srucurally efficien higher srengh grade, a lower cos produc will be available o he specifier and end-user. In order o capialise on he benefis of C450PLUS s higher srengh properies, he Tables conained in his publicaion consider C450PLUS RHS/SHS o be designed wih he srengh properies of AS/NZS 6 Grade C450L0 i.e. f y = 450 MPa and f u = 500 MPa. As noed in Secion., impac properies such as L0 are no only imporan for low emperaure applicaions bu very imporan for welded members subjec o dynamic loads. This is paricularly so for hicker hollow secions. Hence, L0 impac raed hollow secions, which is saisfied by all of OSATM AS/NZS 6 complian srucural hollow secions, should always be specified. Furher informaion on AS/NZS 6 Grades C50L0, C50L0 and C450PLUS can be found in he OneSeel Ausralian Tube Mills (OSATM) Produc Manual. These and oher publicaions and sofware can be obained freely from www.ausubemills.com or by conacing OSATM via he deails noed a he boom of he page. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-4

Par MATERIALS.5 Mill Surface es I is commonly recognised ha pre-primed and pre-coaed hollow secions provide considerable benefis and savings for fabricaion consrucion as hese secions are coaed eiher prior, during or immediaely afer he ube forming process. OneSeel Ausralian Tube Mills are regarded as being innovaive in various mill finishes for many years and offer ubular producs in he following surface finishes: DuraGal, SupaGal, (semi-coninuous) ho-dip galvanized, primer-pained, oiled, and NOP (no oil or pain) coaings. OSATM s galvanized coaings comply wih AS/NZS 479. I should be noed ha due o manufacuring limiaions, surface finishes can vary wih shape and size of hollow secion. Furher informaion on OneSeel Ausralian Tube Mills (OSATM) surface finishes can be found in he OSATM Produc Manual. These and oher publicaions and sofware can be obained freely from www.ausubemills.com or by conacing OSATM via he deails noed a he boom of he page. AS/NZS also provides useful informaion on his opic..6 Hollow Secions No Complian wih AS/NZS 6 A key aspec of design wihin he provisions of a naional seel srucures Sandard as AS 400 is he inclusion of cold-formed hollow secions. This siuaion is highly dependen on he inegriy of he supporing maerial Sandards. One such maerial Sandard is AS/NZS 6 Srucural seel hollow secions. AS/NZS 6 has been developed o reflec he way cold-formed hollow secions have been manufacured, specified, fabricaed and subsequenly used in Ausralia. This includes aking accoun of he enhancemen in srengh due o cold-forming, superior produc olerances (including dimensional limis and he supply of minimum cross-secion maerial as assumed in design), duciliy, weldabiliy and resisance o impac loads. Designers and specifiers should be very wary of he subsiuion of AS/NZS 6 produc by eiher unidenified produc or specific produc complying wih oher inferior inernaional Sandards which do no deliver he full range of AS/NZS 6 produc requiremens. AS 400 saes ha hollow secions no complying wih AS/NZS 6 mus be esed and checked for compliance. Non-conforming or unidenified hollow secions mus be down-raed o a design yield sress of 70 MPa and a design ulimae srengh of 00 MPa. Though AS 400 is a key Sandard for he design, fabricaion and erecion of seelwork, oher imporan Sandards are also used o produce he compleed srucure ha is o be evenually fi for purpose. The oher imporan Sandards for srucural seel hollow secions include welding, paining and galvanizing which, in he case of srucural seel hollow secions, are also dependen on compliance wih AS/NZS 6. Addiionally, as noed in Secions.,.,. and., he use of hese Tables is also based on hollow secions complying wih AS/NZS 6. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par MATERIALS.7 Availabiliy The secions lised in he Tables are normally readily available from OneSeel Ausralian Tube Mills disribuors in sandard lenghs. However, he availabiliy should be checked for larger sizes, for larger onnages of individual secions or for non-sandard lenghs. The sandard lenghs for OneSeel Ausralian Tube Mills (OSATM) range of srucural seel hollow secions are summarised in Table T.4. Secions may be ordered in oher lenghs e-mill rolling subjec o OSATM lengh limiaions and minimum order requiremens. TABLE T.4: Sandard Lengh Availabiliy Secion Type Sizes Sandard Lenghs (m) CHS Grade C50L0 6.9 OD o 65. OD 6.5 CHS Grade C50L0 6.9 OD o 65. OD 68. OD o 508 OD RHS Grade C50L0 50 0 o 75 5 8.0 RHS Grade C450PLUS SHS Grade C50L0 SHS Grade C450PLUS 50 0 o 75 5 # 75 50 o 50 50 00 00 o 400 00 0 0 o 5 5 0 0 o 50 50 0 0 o 5 5 # 0 0 o 65 65 # 75 75 o 50 50 00 00 o 400 400 6.5.0 8.0 8.0 and/or.0*.0 6.5 8.0 6.5 8.0 8.0 and/or.0*.0 The lis of OneSeel Ausralian Tube Mills (OSATM) disribuors can be found in he OSATM Produc Manual which is freely available from www.ausubemills.com or by conacing OSATM via he deails noed a he boom of he page. Sandard lenghs and & Bundling daa on OneSeel Ausralian Tube Mills (OSATM) srucural seel hollow secions can be found in he OSATM Produc Manual which is freely available from www.ausubemills.com or by conacing OSATM via he deails noed a he boom of he page. I is highly recommended ha readers always ensure ha hey are using curren informaion on he OSATM produc range. This can be done by reference o he OSATM Produc Availabiliy Guide (PAG) as noed in www.ausubemills.com..8 References [.] Syam, A.A. (ed), A Guide o he Requiremens for Engineering Drawings of Srucural Seelwork, Seel Consrucion, Vol. 9, No., Ausralian Insiue of Seel Consrucion, Sepember 995 (Noe: AISC is now ASI he Ausralian Seel Insiue). See Secion.. for deails on reference Sandards. Noes: * See OSATM Produc Manual for furher deails. # For small sizes up o 50 50 SHS and RHS of equivalen perimeer, he sandard grade is AS/NZS 6 Grade C50L0. The srucural seel hollow secions lised in he Tables are generally available in all OneSeel Ausralian Tube Mills (OSATM) marke areas, however, reference should also be made o he OSATM Produc Availabiliy Guide (PAG) for informaion on he availabiliy of he lised secions, heir grades and associaed finishes. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-6

Par SECTION PROPERTIES Secion. General -. Secion Propery Tables -.. Dimensions, Raios and Properies -... Torsion Consans -... Corner Radii -.. Properies for Design o AS 400 -... Compacness -... Effecive Secion Modulus -... Form Facor -4.. Eample -4. Properies for Fire Design -5.4 Telescoping Secions -5.5 References -6 Page Table Tables.- o.-6 Dimensions and Properies -7 Tables.- o.-4 Fire Engineering Design -8 Tables.- o.- Telescoping Informaion -5 See Secion. for he specific Maerial Sandard (AS/NZS 6) referred o by he secion ype and seel grade in hese Tables. Page Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 - PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par SECTION PROPERTIES. General The secion propery ables include all relevan secion dimensions and properies necessary for assessing seel srucures in accordance wih AS 400. The AS/NZS 6 srucural hollow secions included in hese ables are: Circular Hollow Secions Circular Hollow Secions Recangular Hollow Secions Recangular Hollow Secions Square Hollow Secions Square Hollow Secions Grade C50L0 Grade C50L0 Grade C50L0 (smaller sizes as noed in he Tables) Grade C450PLUS Grade C50L0 (smaller sizes as noed in he Tables) Grade C450PLUS C450PLUS RHS/SHS are designed as Grade C450L0 see Secion.4. for furher deails.. Secion Propery Tables For each group of srucural hollow secion he Tables include: Dimensions, Raios and Properies Properies for Design o AS 400 These parameers are considered in Tables.- o.-6 inclusive... Dimensions, Raios and Properies The Tables give sandard dimensions and properies for he srucural seel hollow secions noed in Secions.,.7 and.. These properies, such as gross cross-secion area (A g ), second momens of area (l, l y ), elasic and plasic secion moduli (Z, S, Z y, S y ) and he orsion consan (J) are he fundamenal geomeric properies required by design Sandards. I should be noed ha Clause 5.6 of AS 400 indicaes ha he warping consan (l w ) for hollow secions may be aken as zero. Addiionally, he eernal surface area of he hollow secion as used in esimaing quaniies of proecive coaings is also considered wihin hese Tables.... Torsion Consans The orsional consan (J) and he orsional modulus consan (C) for square and recangular hollow secions are defined as follows: J = h + ka h C = h +ka h + k R o + R i where R c = h = [ ( b )+ ( d )] R c ( 4 π) A h = ( b )( d ) R c ( 4 π) A h k = h and = specified hickness of secion b = widh of secion d = deph of secion R o = ouer corner radius R i = inner corner radius R c = mean corner radius h = lengh of he mid-conour A h = area enclosed by h k = inegraion consan as shown in Figure.. The above calculaion mehod of J and C is eraced from Ref. [.]. For CHS, J and C are calculaed by he radiional mehods, i.e. J = π/(d o4 d i4 ) and C = J/(d o /) where d o = ouside diameer and d i = inside diameer = d o. d R c R o b A h h R i Figure.: Parameers for Calculaion of Torsion Consans Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 -

Par SECTION PROPERTIES... Corner Rad ii The secion properies presened in his publicaion are calculaed in accordance wih AS/NZS 6. Figure. shows he corner radii deail used in deermining secion properies. However, i should be noed ha he acual corner geomery may vary from ha shown. 90 o.0.0 a) hickness.0 mm and less Figure.: Corner Geomery for Deermining Secion Properies.. Properies for Design o AS 400 These properies are necessary for calculaing he secion capaciies of hollow secions in accordance wih AS 400. The secion form facor (k f ), compacness and effecive secion moduli (Z e, Z e, Z ey ) are abulaed. These values are dependen on seel grade. 90 o.5.5 b) hickness greaer han.0 mm... Compacness In Clauses 5.., 5..4 and 5..5 of AS 400, secions are described as compac, non-compac or slender (C, N or S respecively). This caegorisaion provides a measure of he relaive imporance of yielding and local buckling of he plae elemens which make up a secion when subjec o compression caused by bending. The Design o AS 400 lisings include a column(s) headed Compacness for a given (principal) ais of bending. The compacness of a hollow secion is also imporan when selecing he mehods of analysis (elasic or plasic) used o deermine he design acion effecs (Clause 4.5 of AS 400) or in using he higher ier provisions of Secion 8 of AS 400 for designing members subjec o combined acions. Clause 4.5 of AS 400 does no currenly permi plasic analysis when designing wih hollow secions. General worked eamples for calculaing secion compacness are provided in Secion.. and Refs. [.,.].... Effecive Secion Modulus Having evaluaed he compacness of a hollow secion, he effecive secion modulus (Z e ) is hen evaluaed. This parameer is based on he secion moduli (S, Z) and is used in he deerminaion of he design secion momen capaciy (φm s ). Z e is hen calculaed using Clauses 5.., 5..4 and 5..5 of AS 400. The equaions for deermining Z e reflec he proporion of he hollow secion ha is effecive in resising compression in he secion caused by fleure - ha is wheher he secion is compac, non-compac or slender. From Table 5. of AS 400, he cold-formed (CF) residual sress caegory is used in he calculaion of Z e for hollow secion complying wih AS/NZS 6. I should be noed ha he deformaion limi (λ ed ) is no eceeded for hollow secions manufacured in accordance wih AS/NZS 6 and lised in hese Tables and herefore noiceable deformaions will no occur for such secions. General worked eamples for calculaing Z e are provided in Secion.. and Refs. [.,.]. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 - PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par SECTION PROPERTIES... Form F acor The form facor (k f ) is defined in Clause 6.. of AS 400. k f is used o deermine he design secion capaciy of a concenrically loaded compression member (φn s ). The calculaion of k f indicaes he degree o which he plae elemens which make up he column secion will buckle locally before squashing (i.e. yielding). k f represens he proporion of he hollow secion ha is effecive in compression and is based on he effecive widh of each elemen in he secion (i.e. k f =.0 signifies a column secion which will yield raher han buckle locally in a shor or sub column es). The evaluaion of k f is also imporan when designing o he higher ier provisions for members subjec o combined acions as noed in Secion 8 of AS 400. From Table 6..4 of AS 400, he cold-formed (CF) residual sress caegory is used in he calculaion of k f for hollow secions complying wih AS/NZS 6. General worked eamples for calculaing k f are provided in Secion.. and Refs. [.,.]... Eample Deermine Z e and k f for a 400 00 8.0 RHS in C450PLUS designed as an AS/NZS 6 Grade C450L0 srucural seel hollow secion. Soluion: (All relevan daa are obained from Table.-4()) Design Yield Sress f y = 450 MPa Flange slenderness λ ef = Web slenderness (a) b λ ew = d f y 50 f y 50 =.0 = 48.0 f y 50 f y 50 = 0.9 = 64.4 To calculae Z e he plae elemen slenderness values are compared wih he plae elemen slenderness limis in Table 5. of AS 400. Bending abou he secion -ais pus he flange in uniform compression. Hence, λ ef = 0.9 λ ep = 0 λ ey = 40 λ ef / λ ey = 0.77 (b) Bending abou he secion -ais places one edge of he web in ension and he oher in compression. Hence, λ ew = 64.4 λ ep = 8 λ ey = 5 λ ew / λ ey = 0.560 The flange has he higher value of λ e / λ ey and is he criical elemen in he secion. From Clause 5.. of AS 400 he secion slenderness and slenderness limis are he flange values, i.e. λ s = 0.9 λ sp = 0 λ sy = 40 Now λ sp < λ s λ sy The secion is NON-COMPACT (hence N in Table.-4()). Z = 949 0 mm S = 70 0 mm Z c = min. [S,.5Z ] = min. [70,.5 949] 0 = 70 0 mm λ sy λ ( s ) Z e = Z + ( Z c Z ) ( ( λ sy λ sp ) = 949 40 0.9 ) 0 + 70 949 ( ) ( 40 0 ) 0 = 50 0 mm To deermine he form facor (k f ) he plae elemen slenderness for boh he flange and web are compared wih he plae elemen yield slenderness limis (λ ey ) in Table 6..4 of AS 400. Flange λ ef = 0.9 < λ ey = 40 i.e. flange is fully effecive Web λ ew = 64.4 > λ ey = 40 i.e. web is no fully effecive Effecive widh of web = d ew = λ ey / λ ew (d ) = 40/64.4 (400 8) = 8.5 mm Gross Area = A g = 90 mm Effecive Area = A e = A g (d d ew ) = 90 (400 8 8.5) 8 = 6790 mm k f = A e /A g = 6790/90 = 0.745 Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-4

Par SECTION PROPERTIES. Properies for Fire Design To assis wih he design of srucural seel hollow secions for fire resisance (Secion of AS 400), values of he eposed surface area o mass raio (k sm ) are presened in Tables.- o.-4 for he various cases shown in Figure.. For unproeced seel hollow secions he values of k sm corresponding o four- and hree-sided eposure should be aken as hose corresponding o Cases and 4 respecively in Figure.. For members requiring he addiion of fire proecion maerials, Ref. [.4] may be used o deermine he hickness of proprieary maerials required for a given value of k sm and Fire Resisance Level (FRL). I should be noed ha k sm is equivalen o E in Ref. [.4]. Furher informaion and worked eamples on fire design o Secion of AS 400 can be found in Refs. [.5,.6,.7]..4 Telescoping Secions Tables.- o.- can be used o deermine hollow secions which are suiable for elescoping. Wihin hese ables he oal available clearance is abulaed o allow designers o selec hollow secions wih suiable clearance for he ype of fi required. Secions wih clearances less han.0 mm are shown in bold in he ables. Figure.4 shows he ypical elescoping daa required o selec appropriae secions. All calculaions used in he preparaion of he ables are based on he nominal dimensions of hollow secions and manufacuring olerances specified in AS/NZS 6. Owing o dimensional olerances permied wihin ha Sandard acual clearances of secions manufacured o his specificaion will vary marginally from he values abulaed. For igh fis, varying corner radii and inernal weld heighs can affec elescoping of secions and i is recommended ha some form of esing is carried ou prior o commiing maerial. Where elescoping over some lengh is required, addiional clearance may be needed o allow for sraighness of he secion. Telescoping of SHS and RHS where he female (ouer) has a larger wall hickness requires careful consideraion of corner clearance due o he larger corner radii of he hicker secion. Typical corner geomery may differ from ha used for he calculaion of secion properies and reference should be made o OneSeel Ausralian Tube Mills for furher informaion (see conac deails a he boom of he page). clearance female op clearance female op clearance female Case Case Case Case 4 Case 5 Case 6 4-Sided Eposure o Fire -Sided Eposure o Fire d o male d o male male Cases of fire eposure considered: = Toal Perimeer, Profile-proeced 4 = Top Flange Ecluded, Profile-proeced = Toal Perimeer, Bo-proeced, No Gap 5 = Top Flange Ecluded, Bo-proeced, No Gap = Toal Perimeer, Bo-proeced, 5 mm Gap 6 = Top Flange Ecluded, Bo-proeced, 5 mm Gap Figure.: Cases for Calculaion of Eposed Surface Area o Raio side clearance side clearance a) CHS b) RHS c) SHS Figure.4: Parameers for Telescoping Tables Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par SECTION PROPERTIES.5 References [.] Inernaional Sandard Organisaion, ISO 657/XIV, Ho-rolled seel secions Par XIV: Ho-finished srucural hollow secions Dimensions and secional properies, Inernaional Sandards Organisaion, 977. [.] Bradford, M.A., Bridge, R.Q. and Trahair, N.S., Worked Eamples for Seel Srucures, hird ediion, Ausralian Insiue of Seel Consrucion, 997 (Noe: AISC is now ASI he Ausralian Seel Insiue). [.] AISC, Design Capaciy Tables for Srucural Seel Volume : Open Secions, fourh ediion, Ausralian Seel Insiue, 009. [.4] Proe, D.J., Bennes, I.D., Thomas, I.R. and Szeo, W.T., Handbook of Fire Proecion Maerials for Srucural Seel, Ausralian Insiue of Seel Consrucion, 990 (Noe: AISC is now ASI he Ausralian Seel Insiue). [.5] Thomas, I.R., Bennes, I.D. and Proe, D.J., Design of Seel Srucures for Fire Resisance in Accordance wih AS 400, Seel Consrucion, Vol. 6, No., Ausralian Insiue of Seel Consrucion, 99 (Noe: AISC is now ASI he Ausralian Seel Insiue). [.6] O Meagher, A.J., Bennes, I.D., Dayawansa, P.H. and Thomas, I.R., Design of Single Sorey Indusrial Buildings for Fire Resisance, Seel Consrucion, Vol. 6, No., Ausralian Insiue of Seel Consrucion, 99 (Noe: AISC is now ASI he Ausralian Seel Insiue). [.7] Rakic, J., Srucural Seel Fire Guide - Guide o he Use of Fire Proecion Maerials, Seel Consrucion, Vol. 4, No., Ausralian Seel Insiue, 008. See Secion.. for deails on reference Sandards. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-6

TABLE.- Circular Hollow Secions AS/NZS 6 Grade C50L0 DIMENSIONS AND PROPERTIES CHS C50L0 Dimensions and Raios Properies Properies for Design o AS 400 Eernal Gross Torsion Torsion Abou any ais Form Facor Abou any ais Surface Area Secion Area Consan Modulus per m d o d o per m per A g I Z S r J C k f Compacness Z e mm mm kg/m m /m m / mm 0 6 mm 4 0 mm 0 mm mm 0 6 mm 4 0 mm (C,N,S) 0 mm 65. 5.4 CHS. 0.59 4.4 0.6 70 8.65 05 8 56.5 7. 09.00 C 8 5.0 CHS 9.7 0.59 6..0 50 8.07 97.7 8 56.6 6. 95.00 C 8 9.7 5.4 CHS 7.9 0.49 4.5 5.9 80 5.4 7.7 97.4 47.5 0. 47.00 C 97.4 5.0 CHS 6.6 0.49 6.4 7.9 0 4.8 68.8 90.8 47.7 9.6 8.00 C 90.8 4. 5.4 CHS 4.5 0.59 4.8. 850.75 48.0 64. 8.5 5.49 96..00 C 64. 4.5 CHS. 0.59 9.5 5.4 550.4 4.0 54. 8.9 4.69 8.0.00 C 54. 0.6 5.0 CHS.9 0.9 6.8 0. 50.77 4.9 46.7 4..55 69.9.00 C 46.7 4.0 CHS 9.6 0.9. 5.4 0.46 8.8 8. 4.5.9 57.6.00 C 8. 88.9 5.9 CHS. 0.79. 5. 540. 0.0 40.7 9.4.66 59.9.00 C 40.7 5.0 CHS 0. 0.79 7.0 7.8 0.6 6. 5. 9.7. 5.4.00 C 5. 4.0 CHS 8.8 0.79.. 070 0.96.7 8.9 0.0.9 4..00 C 8.9 76. 5.9 CHS 0. 0.9.4.9 00 0.807. 9. 4.9.6 4.4.00 C 9. 4.5 CHS 7.95 0.9 0. 6.9 00 0.65 7.. 5.4.0 4..00 C..6 CHS 6.44 0.9 7.. 80 0.540 4. 8.9 5.7.08 8.4.00 C 8.9 60. 5.4 CHS 7. 0.89 5.9. 9 0.54.8 6. 9.5 0.709.5.00 C 6. 4.5 CHS 6.9 0.89 0.6.4 789 0.09 0. 4.0 9.8 0.68 0.5.00 C 4.0.6 CHS 5.0 0.89 7.6 6.8 64 0.59 8.58.6 0. 0.57 7..00 C.6 48. 4.0 CHS 4.7 0.5 4.7. 557 0.8 5.70 7.87 5.7 0.75.4.00 C 7.87. CHS.56 0.5 4.6 5. 45 0.6 4.80 6.5 6.0 0. 9.59.00 C 6.5 4.4 4.0 CHS.79 0. 5. 0.6 48 0.0899 4.4 5.9.6 0.80 8.48.00 C 5.9. CHS.09 0. 4.. 94 0.076.59 4.9.9 0.5 7.9.00 C 4.9.7 4.0 CHS.9 0.06 6. 8.4 7 0.049.49.55 0.6 0.088 4.97.00 C.55. CHS.4 0.06 44.0 0.5 07 0.060.4.99 0.8 0.07 4.8.00 C.99 6.9 4.0 CHS.6 0.0845 7.4 6.7 88 0.094.45. 8. 0.089.89.00 C.. CHS.87 0.0845 45. 8.4 8 0.070.7.8 8.46 0.04.5.00 C.8.6 CHS.56 0.0845 54. 0. 98 0.048.0.54 8.64 0.096.0.00 C.54 d o Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www. ausubemills.com.. For Grade C50L0: f y = 50 MPa and f u = 0 MPa; f y = yield sress used in design; f u = ensile srengh used in design; as defined in AS 400.. C = Compac Secion; N = Non-Compac Secion; S = Slender Secion (as defined in AS 400). 4. Grade C50L0 o AS/NZS 6 is cold-formed and is herefore allocaed he CF residual sresses classificaion in AS 400. 5. This produc is also complian wih AS 074 Seel ubes and ubulars for ordinary service. Refer o he OSATM Produc Manual for deails on AS 074 secions. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-7 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE.-() Circular Hollow Secions AS/NZS 6 Grade C50L0 DIMENSIONS AND PROPERTIES CHS C50L0 Dimensions and Raios Properies Properies for Design o AS 400 Eernal Gross Torsion Torsion Abou any ais Form Facor Abou any ais Surface Area Secion Area Consan Modulus per m d o d o per m per A g I Z S r J C k f Compacness Z e mm mm kg/m m /m m / mm 0 6 mm 4 0 mm 0 mm mm 0 6 mm 4 0 mm (C,N,S) 0 mm 508.0.7 CHS 55.60 0. 40.0 9800 606 90 0 75 0 4770.00 N 050 9.5 CHS 7.60.7 5.5 4900 46 80 60 76 95 640.00 N 70 6.4 CHS 79..60 0. 79.4 000 7 50 60 77 64 500 0.857 N 90 457.0.7 CHS 9.44 0. 6.0 7700 48 90 50 57 876 80.00 N 500 9.5 CHS 05.44.7 48. 400 4 460 900 58 669 90.00 N 790 6.4 CHS 7..44 0. 7.4 9060 0 00 00 59 460 00 0.904 N 090 406.4.7 CHS.8 0.4.0 5700 05 500 970 9 609 000.00 C 970 9.5 CHS 9.0.8.7 4.8 800 50 500 40 467 00.00 N 450 6.4 CHS 6..8 0. 6.5 8040 6 79 00 4 580 0.960 N 895 55.6.7 CHS 07. 0.4 8.0 700 0 0 490 40 60.00 C 490 9.5 CHS 8...8 7.4 000 55 87 40 0 740.00 N 0 6.4 CHS 55.. 0. 55.6 700 07 60 78 4 00.00 N 70.9.7 CHS 97.5.0 0.4 5.5 400 5 90 0 0 0 860.00 C 0 9.5 CHS 7.7.0.8 4. 980 6 77 99 40.00 C 99 6.4 CHS 50..0 0. 50.6 680 80.5 497 645 6 994.00 N 60 7..7 CHS 8.6 0.858 0.5.5 0400 88. 646 86 9. 77 90.00 C 86 9. CHS 60.5 0.858 4. 9.4 770 67. 49 647 9. 4 98.00 C 647 6.4 CHS 4. 0.858 0.4 4.7 560 47.7 49 455 94. 95.4 699.00 N 44 4.8 CHS.8 0.858 7.0 56.9 4050 6.4 67 46 94.9 7.8 5.00 N 9. 8. CHS 4.6 0.688 6. 6.7 540 0. 76 65 74.6 60.5 55.00 C 65 6.4 CHS.6 0.688 0.5 4. 480 4. 90 75. 48.4 44.00 C 90 4.8 CHS 5.4 0.688 7. 45.6 0 8.6 69 0 75.8 7. 9.00 N 0 68. 7. CHS 8. 0.59 8.7.7 600.7 9 85 57.0.4 78.00 C 85 6.4 CHS 5.6 0.59 0.7 6. 60 0.7 7 68 57..4 54.00 C 68 4.8 CHS 9.4 0.59 7. 5. 470 8.5 98.0 8 57.8 6.5 96.00 C 8 d o Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www. ausubemills.com.. For Grade C50L0: f y = 50 MPa and f u = 40 MPa; f y = yield sress used in design; f u = ensile srengh used in design; as defined in AS 400.. C = Compac Secion; N = Non-Compac Secion; S = Slender Secion (as defined in AS 400). 4. Grade C50L0 o AS/NZS 6 is cold-formed and is herefore allocaed he CF residual sresses classificaion in AS 400. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-8

TABLE.-() Circular Hollow Secions AS/NZS 6 Grade C50L0 DIMENSIONS AND PROPERTIES CHS C50L0 Dimensions and Raios Properies Properies for Design o AS 400 Eernal Gross Torsion Torsion Abou any ais Form Facor Abou any ais Surface Area Secion Area Consan Modulus per m d o d o per m per A g I Z S r J C k f Compacness Z e mm mm kg/m m /m m / mm 0 6 mm 4 0 mm 0 mm mm 0 6 mm 4 0 mm (C,N,S) 0 mm 65..5 CHS.9 0.59 7. 47. 780 5.80 70. 9.4 57..6 4.00 N 86.6.0 CHS.0 0.59 4. 55.0 50 5.0 60.8 78.8 57. 0.0.00 N 7.9 9.7.5 CHS.8 0.49 7. 9.9 500.47 49.7 64.9 48. 6.95 99.5.00 N 6.7.0 CHS 0. 0.49 4.4 46.6 90.0 4. 56. 48. 6.0 86..00 N 5. 4..6 CHS 9.8 0.59 6.5.8 50.9.6 44. 9..84 67..00 C 44.. CHS 8.77 0.59 4.0 5.7 0.7 0. 9.5 9..45 60.4.00 N 9.5 0.6. CHS 7.77 0.9 4..8 989.0.6.0 4.8.40 47..00 C.0.6 CHS 6.5 0.9 50. 9. 809 0.99 9.5 5.5 5.0.98 9.0.00 N 5. 88.9. CHS 6.76 0.79 4. 7.8 86 0.79 7.8.5 0..58 5.6.00 C.5.6 CHS 5.5 0.79 50.5 4. 705 0.657 4.8 9.4 0.5. 9.6.00 C 9.4 76.. CHS 5.75 0.9 4.6.8 7 0.488.8 7.0 5.8 0.976 5.6.00 C 7.0. CHS 4.9 0.9 57.. 5 0.6 9.55.5 6. 0.77 9..00 C.5 60..9 CHS 4. 0.89 46. 0.8 5 0.6 7.6 9.56 0. 0.4 4..00 C 9.56. CHS.9 0.89 57.6 6. 49 0.77 5.85 7.74 0.5 0.5.7.00 C 7.74 48..9 CHS.5 0.5 46.7 6.7 44 0.07 4.4 5.99 6. 0.4 8.86.00 C 5.99. CHS.6 0.5 58..0 0.088.65 4.87 6. 0.76 7.0.00 C 4.87 4.4.6 CHS.55 0. 5. 6. 5 0.0646.05 4. 4. 0.9 6.0.00 C 4..0 CHS.99 0. 66.8. 54 0.059.45.7 4. 0.04 4.90.00 C.7.7.6 CHS.99 0.06 5..0 54 0.009.84.5.0 0.069.67.00 C.5.0 CHS.56 0.06 67.7 6.9 99 0.05.49.0. 0.050.98.00 C.0 6.9. CHS.40 0.0845 60.6.7 78 0.06.0.40 8.74 0.07.0.00 C.40.0 CHS. 0.0845 68.8.5 56 0.0 0.907.4 8.8 0.044.8.00 C.4 d o Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www. ausubemills.com.. For Grade C50L0: f y = 50 MPa and f u = 40 MPa; f y = yield sress used in design; f u = ensile srengh used in design; as defined in AS 400.. C = Compac Secion; N = Non-Compac Secion; S = Slender Secion (as defined in AS 400). 4. Grade C50L0 o AS/NZS 6 is cold-formed and is herefore allocaed he CF residual sresses classificaion in AS 400. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-9 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE.- Recangular Hollow Secions AS/NZS 6 Grade C50L0 DIMENSIONS AND PROPERTIES b RHS C50L0 y Dimensions and Raios Properies Properies for Design o AS 400 Eernal Surface Area Gross Secion Area Torsion Consan Torsion Modulus Form Facor Abou -ais Abou y-ais Abou -ais Abou y-ais per m b- d- Compac- d b per m per A g I Z S r I y Z y S y r y J C k f Compacness Z ey ness Z e mm mm mm kg/m m /m m / mm 0 6 mm 4 0 mm 0 mm mm 0 6 mm 4 0 mm 0 mm mm 0 6 mm 4 0 mm (C,N,S) 0 mm (C,N,S) 0 mm 75 5.5 RHS.60 0.9 5. 8.00 8.0 459 0.85 7.60 0. 4.9 0.0487.89 4.5 0. 0.44 7.4.00 C 0. N 4..0 RHS.9 0.9 65.8 0.5 5.5 74 0.8 6.6 8. 5. 0.044..77 0.5 0.0 6.04 0.964 C 8. S.8.6 RHS.8 0.95 8.7.6 44.9 0 0.97 5.6 6.8 5.5 0.047.78. 0.7 0.099 5.05 0.8 C 6.8 S. 65 5 4.0 RHS 5.5 0.8 4. 6.75 4. 68 0.8 0...0 0. 7.0 8.58.4 0.0.5.00 C. C 8.58.0 RHS 4.5 0.90 44.7 9.67 9.7 54 0.8 8.65.0.8 0.06 6.04 7. 4.0 0.59 0.4.00 C.0 C 7..5 RHS.60 0.9 5..0 4.0 459 0.44 7.5 9.45. 0.096 5.9 6. 4. 0. 9.0.00 C 9.45 C 6..0 RHS.9 0.9 65.8 5.5 0.5 74 0.04 6.8 7.80.4 0.0778 4.44 5.07 4.4 0.84 7.6.00 C 7.80 N 4.69 50 5.0 RHS.07 0.40 45.5 6. 4.7 9 0. 4.47 5.86 6.9 0.067.9.56 9.69 0.0964 5.8.00 C 5.86 C.56.5 RHS.6 0.4 54.0 8.00 8.0 4 0.0989.95 5. 7. 0.08.6. 9.9 0.084 4.60.00 C 5. C..0 RHS.5 0.4 66.6 0.5.0 74 0.088.5 4.6 7.5 0.08.5.6 0. 0.0706.9.00 C 4.6 C.6.6 RHS.75 0.45 8.5.6 9. 0.070.8.5 7.7 0.07.90.7 0. 0.0585.9.00 C.5 N.05 50 0.0 RHS.8 0.0 45.8 4.67 4.7 6 0.095.8 5.6 6. 0.0..6 7.67 0.060.88.00 C 5.6 C.6.5 RHS.4 0. 54. 6.00 8.0 09 0.0848.9 4.5 6.6 0.09.9. 7.89 0.0550.49.00 C 4.5 C..0 RHS.99 0. 66.8 8.00.0 54 0.07.89.78 6.9 0.067.67.96 8. 0.0466.00.00 C.78 C.96.6 RHS.6 0.5 8.7 0.5 9. 07 0.0608.4.4 7. 0.04.4.6 8.9 0.089.55.00 C.4 N.54 Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. For Grade C50L0: f y = 50 MPa and f u = 40 MPa; f y = yield sress used in design; f u = ensile srengh used in design; as defined in AS 400.. C = Compac Secion; N = Non-Compac Secion; S = Slender Secion (as defined in AS 400). 4. Grade C50L0 o AS/NZS 6 is cold-formed and is herefore allocaed he CF residual sresses classificaion in AS 400. y ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM S LARGER RANGE OF C450PLUS PRODUCTS. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-0

TABLE.-4() Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DIMENSIONS AND PROPERTIES RHS C450PLUS b y Dimensions and Raios Properies Properies for Design o AS 400 Eernal Surface Area Gross Secion Area Torsion Consan Torsion Modulus Form Facor Abou -ais Abou y-ais Abou -ais Abou y-ais per m b- d- Compac- d b per m per A g I Z S r I y Z y S y r y J C k f Compacness Z ey ness Z e mm mm mm kg/m m /m m / mm 0 6 mm 4 0 mm 0 mm mm 0 6 mm 4 0 mm 0 mm mm 0 6 mm 4 0 mm (C,N,S) 0 mm (C,N,S) 0 mm 400 00 6.0 RHS 6. 8.7 6.8.0 0500 45 60 750 49 90 940 60 9 586 70.00 C 750 N 0.5 RHS 8.5 0.5.0 0.0 600 70 850 0 5 8 590 80 47 590 0.996 C 0 S 580 0.0 RHS 04.6.0 8.0 8.0 00 06 50 80 5 97 0 500 84 0 0.877 N 600 S 0 8.0 RHS 84..7 6. 5.5 48.0 0700 5 60 490 5 6 080 0 750 0.75 S 40 S 800 400 00 6.0 RHS 6. 8. 0.5.0 700 5 670 40 9 0 0 80.8 90 000.00 C 40 N 00.5 RHS 09.5 0.6 4.0 0.0 800 77 80 740 4 94.0 940 080 8.4 6 650 0.996 C 740 S 96 0.0 RHS 88.4.6. 8.0 8.0 00 0 50 40 4 78.6 786 888 8.6 94 70 0.855 C 40 S 658 8.0 RHS 7.6.7 6..0 48.0 90 90 949 70 44 65. 65 78 84.5 58 0 0.745 N 50 S 464 50 50 6.0 RHS 6. 8..6 9.9 700 8 60 990 8 68 40 580 98.5 55 0.00 C 990 C 580.5 RHS 09.5 0.6 8.0 6.0 800 0 60 0 9 0 90 00 87 840.00 C 60 N 00 0.0 RHS 88.4.6..0.0 00 94 0 0 6 97 060 0 5 50 0.94 N 0 S 865 8.0 RHS 7.6.7 6. 9. 4.8 90 60 94 090 95.7 766 869 0 9 50 0.8 N 98 S 64 00 00 6.0 RHS 0.9 8.4 0.5 6.8 400 6 080 50 07 85.7 857 00 78.0 9 450.00 C 50 C 00.5 RHS 89.0 0.946 0.6 4.0.0 00 5 899 0 09 7.0 70 84 79.7 58 0.00 C 0 C 84 0.0 RHS 7.7 0.957. 8.0 8.0 960 754 9 60.6 606 698 80.9 0 00.00 C 9 N 68 8.0 RHS 59. 0.966 6..0 5.5 750 9.9 66 757 50.4 504 574 8.9 06 88 0.90 N 746 S 447 6.0 RHS 45.0 0.974.7. 48.0 570 7.0 487 58 9. 9 44 8.8 8.4 65 0.75 S 474 S 88 50 50 6.0 RHS 85.5 0.7 8.55 7.8.6 0900 80. 64 84 85.8 5.8 478 58 57. 88. 86.00 C 84 C 58.5 RHS 69.4 0.746 0.8 0.0 8.0 8840 68.5 548 695 88.0 0.8 4 488 59.0 7.4 70.00 C 695 C 488 0.0 RHS 57.0 0.757..0.0 760 58. 466 58 89.6 6. 5 409 60. 6. 60.00 C 58 N 404 9.0 RHS 5.8 0.76 4.7 4.7 5.8 6600 5.7 40 5 90. 4. 4 75 60.7 56.0 554.00 C 5 N 5 8.0 RHS 46.5 0.766 6.5 6.8 9. 590 48.9 9 48 90.8. 96 40 6. 50.5 504.00 C 48 N 99 6.0 RHS 5.6 0.774.8.0 9.7 450 8.4 07 74 9.0 7.5 64 6. 9.0 95 0.84 N 68 S 9 5.0 RHS 9.9 0.779 6.0 8.0 48.0 80.7 6 7 9.6 5.0 99 4 6.6.0 7 0.76 N 75 S 44 Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. For C450PLUS : f y = 450 MPa and f u = 500 MPa; f y = yield sress used in design; f u = ensile srengh used in design; as defined in AS 400. 4. C = Compac Secion; N = Non-Compac Secion; S = Slender Secion (as defined in AS 400). 5. OneSeel Ausralian Tube Mills C450PLUS o AS/NZS 6 is cold-formed and is herefore allocaed he CF residual sresses classificaion in AS 400. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 - PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE.-4() Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DIMENSIONS AND PROPERTIES RHS C450PLUS b y Dimensions and Raios Properies Properies for Design o AS 400 Eernal Surface Area Gross Secion Area Torsion Consan Torsion Modulus Form Facor Abou -ais Abou y-ais Abou -ais Abou y-ais per m b- d- Compac- d b per m per A g I Z S r I y Z y S y r y J C k f Compacness Z ey ness Z e mm mm mm kg/m m /m m / mm 0 6 mm 4 0 mm 0 mm mm 0 6 mm 4 0 mm 0 mm mm 0 6 mm 4 0 mm (C,N,S) 0 mm (C,N,S) 0 mm 00 00 0.0 RHS 4. 0.557.5 8.00 8.0 560 4.4 44 8 68. 8.8 64 95 9.4.5 9.00 C 8 C 95 9.0 RHS 7.7 0.56 4.9 9. 0. 4800.8 8 9 68.9 7.64 5 80 9.9 9.9 7.00 C 9 C 80 8.0 RHS.9 0.566 6.7 0.5.0 40 0.9 09 67 69.5 7.05 4 65 40.4 8. 50.00 C 67 N 6 6.0 RHS 6. 0.574.0 4.7. 0 6.7 67 0 70.8 5.69 4 0 4. 4. 00 0.967 C 0 S 0 5.0 RHS. 0.579 6. 8.0 8.0 80 4.4 44 79 7.5 4.9 98. 4.8. 7 0.855 C 79 S 8. 4.0 RHS 7.9 0.58.5.0 48.0 80.9 9 47 7. 4.07 8.5 9.0 4. 9.89 4 0.745 N 44 S 58.0 5 76 6.0 RHS 9.4 0.40. 0.7. 470 6.9 90.9 6 5.9. 6.4 7.5 0.7 5.98 08.00 C 6 N 70. 5.0 RHS 6.4 0.45 6.4. 8.4 090 6.0 79.0 99.8 5.6.04 5.7 6.6. 5. 94..00 C 99.8 N 55. 50 00 0.0 RHS.4 0.457.7 8.00.0 460.6 55 99 5. 6.4 50 8.0 4..00 C 99 C 50 9.0 RHS 0.6 0.46 5. 9. 4.7 900 0.9 45 85 5.9 5.77 5 40 8.5. 97.00 C 85 C 40 8.0 RHS 7.7 0.466 6.8 0.5 6.8 50 0. 4 69 5.5 5.6 07 8 9.0. 8.00 C 69 C 8 6.0 RHS.4 0.474. 4.7.0 70 8.7 09 4 54.7 4.6 87. 0 40.0 9.5 47.00 C 4 N 0 5.0 RHS 8. 0.479 6. 8.0 8.0 0 7.07 94. 5 55..79 75.7 87. 40.4 8. 7.00 C 5 N 78.5 4.0 RHS 4.8 0.48.7.0 5.5 880 5.87 78. 94.6 55.9.5 6.0 7.8 40.9 6.64 05 0.90 N 9. S 55.9 50 50 6.0 RHS 6.7 0.74.4 6..0 0 5.06 67.5 9. 48.7 0.860 4.4 40.9 0..6 64..00 C 9. N 40.4 5.0 RHS 4. 0.79 6.6 8.00 8.0 80 4.44 59. 78.9 49.5 0.765 0.6 5.7 0.5.0 56.8.00 C 78.9 N.8 4.0 RHS.6 0.8.9 0.5 5.5 480.74 49.8 65.4 50. 0.65 6. 9.8.0.9 48. 0.877 C 65.4 S.7.0 RHS 8.96 0.90 4.5 4.7 48.0 40.99 9.8 5.4 5. 0.56..5.5.50 8. 0.7 C 5.4 S 4.5.5 RHS 7.5 0.9 5.0 8.0 58.0 959.54.9 4.5 5.5 0.45 8. 9.9.7.8.8 0.6 C 4.5 S 0.9.0 RHS 6.07 0.9 64.7.0 7.0 774.08 7.7 5. 5.8 0.7 4.9 6..9.04 6.9 0.55 N.6 S 7.64 7 5 6.0 RHS 4.7 0.0.5 6.50 9. 870.8 5.6 68.9 4.9 0.76 9.8 5.8 0..0 54.9.00 C 68.9 C 5.8 5.0 RHS.5 0.5 6.7 8.0.4 590.89 45.6 59.9 4.6 0.679 6.6. 0.6.9 48.6.00 C 59.9 N 0.6.5 RHS 9.07 0.4 7.6.6 4. 50.0 4.7 44.6 4.7 0.56 0.6.4..44 7. 0.905 C 44.6 S 8.5 5 75 6.0 RHS 6.7 0.74.4 0.5 8.8 0 4.6 66.6 84. 44..87 50.0 59. 9.6 4.44 86..00 C 84. C 59. 5.0 RHS 4. 0.79 6.6.0.0 80.64 58. 7.7 44.8.65 4.9 5. 0..8 75..00 C 7.7 N 50.5 4.0 RHS.6 0.8.9 6.8 9. 480.05 48.9 60. 45.4.9 7.0 4.4 0.6.6 6.0.00 C 60. N 7.4.0 RHS 8.96 0.90 4.5.0 9.7 40.4 8.9 47. 46.. 9.5...4 49.5 0.845 N 46.5 S 4..5 RHS 7.5 0.9 5.0 8.0 48.0 959.07.0 40.0 46.4 0.94 5. 8..4.05 4. 0.76 N 4.7 S 8..0 RHS 6.07 0.9 64.7 5.5 60.5 774.69 7.0.5 46.7 0.77 0.6.9.6.67 4.4 0.64 S 4.8 S.0 0 76 6.0 RHS 4.7 0.0.5 0.7 5.0 870.5 49.4 6.9 6.7.59 4.0 50.5 9..8 69.8.00 C 6.9 C 50.5 5.0 RHS.5 0.5 6.7. 8.4 590. 4.5 5.7 7..4 7.0 4.9 9.7.9 6..00 C 5.7 C 4.9.5 RHS 9.07 0.4 7.6 9.7 7. 50.68.0 9.9 8..07 8..6 0.5.4 46..00 C 9.9 N 9.8 Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. For C450PLUS : f y = 450 MPa and f u = 500 MPa; f y = yield sress used in design; f u = ensile srengh used in design; as defined in AS 400. 4. C = Compac Secion; N = Non-Compac Secion; S = Slender Secion (as defined in AS 400). 5. OneSeel Ausralian Tube Mills C450PLUS o AS/NZS 6 is cold-formed and is herefore allocaed he CF residual sresses classificaion in AS 400. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 -

TABLE.-4() Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DIMENSIONS AND PROPERTIES RHS C450PLUS b y Dimensions and Raios Properies Properies for Design o AS 400 Eernal Surface Area Gross Secion Area d Torsion Consan Torsion Modulus NON-STANDARD GRADE Form Facor Abou -ais Abou y-ais Abou -ais Abou y-ais per m b- d- Compac- d b per m per A g I Z S r I y Z y S y r y J C k f Compacness Z ey ness Z e mm mm mm kg/m m /m m / mm 0 6 mm 4 0 mm 0 mm mm 0 6 mm 4 0 mm 0 mm mm 0 6 mm 4 0 mm (C,N,S) 0 mm (C,N,S) 0 mm 00 50 6.0 RHS.0 0.74.8 6. 4.7 50.7 4. 45..4 0.567.7 7.7 9..5 40.9.00 C 45. C 7.7 5.0 RHS 0. 0.79 7.0 8.00 8.0 0.5 0.6 9.8 4. 0.5 0.4 4.4 9.7.5 6.5.00 C 9.8 C 4.4 4.0 RHS 8.49 0.8. 0.5.0 080. 6..4 4.8 0.44 7.6 0.6 0....00 C.4 N 0..5 RHS 7.5 0.85 7.9. 6.6 959.8.6 9.9 5. 0.400 6.0 8.5 0.4.0 8..00 C 9.9 N 7..0 RHS 6.60 0.90 4.9 4.7. 84.06. 6.7 5.6 0.6 4.4 6.4 0.7 0.886 5.0 0.967 C 6.7 S.9.5 RHS 5.56 0.9 5.4 8.0 8.0 709 0.9 8..7 5.9 0..4 4.0 0.9 0.754.5 0.856 C.7 S 0.4.0 RHS 4.50 0.9 65..0 48.0 574 0.750 5.0 8.5 6. 0.57 0..5. 0.66 7.7 0.746 N 8. S 7..6 RHS.64 0.95 8.0 9. 60.5 46 0.6. 5.0 6.4 0. 8.4 9.. 0.50 4.5 0.66 N.5 S 5.9 76 8 4.0 RHS 6. 0..9 7.50 7.0 79 0.57.9 8. 5.8 0.76 9.6. 4.9 0.466 6.6.00 C 8. C..0 RHS 4.90 0.8 44.4 0.7. 65 0.44.7 4.8 6.6 0.49 7.8 9.09 5.4 0.7.6.00 C 4.8 N 8.9.5 RHS 4.5 0.9 5.8. 8.4 59 0.8 0..7 6.9 0.9 6.8 7.8 5.6 0.0.8.00 C.7 N 7.00 75 50 6.0 RHS 9.67 0.4. 6. 0.5 0 0.800. 8. 5.5 0.4 6.9. 8.5.0 9..00 C 8. C. 5.0 RHS 8.5 0.9 7.4 8.00.0 060 0.76 9.4 4.9 6. 0.84 5.4 8.8 9.0 0.89 6.4.00 C 4.9 C 8.8 4.0 RHS 6.9 0..7 0.5 6.8 88 0.60 6.8. 6.7 0.5.4 6.0 9.5 0.754.7.00 C. C 6.0.0 RHS 5.4 0.40 44. 4.7.0 69 0.5.9 7. 7.5 0.78..9 0.0 0.59 8.4.00 C 7. N.8.5 RHS 4.58 0.4 5.7 8.0 8.0 584 0.450.0 4.6 7.7 0.40 9.60.0 0. 0.505 5.9.00 C 4.6 N 9.95.0 RHS.7 0.4 65.4.0 5.5 474 0.7 9.9.0 8.0 0.99 7.96 9.06 0.5 0.44. 0.904 N.8 S 7.07.6 RHS.0 0.45 8. 9. 44.9 8 0.05 8.4 9.75 8. 0.64 6.56 7.40 0.7 0.7 0.8 0.799 N 8.6 S 5.0 75 5.5 RHS.60 0.9 5. 8.00 8.0 459 0.85 7.60 0. 4.9 0.0487.89 4.5 0. 0.44 7.4.00 C 0. N 4.05.0 RHS.9 0.9 65.8 0.5 5.5 74 0.8 6.6 8. 5. 0.044..77 0.5 0.0 6.04 0.878 C 8. S.88.6 RHS.8 0.95 8.7.6 44.9 0 0.97 5.6 6.8 5.5 0.047.78. 0.7 0.099 5.05 0.746 C 6.8 S.0 65 5 4.0 RHS 5.5 0.8 4. 6.75 4. 68 0.8 0...0 0. 7.0 8.58.4 0.0.5.00 C. C 8.58.0 RHS 4.5 0.90 44.7 9.67 9.7 54 0.8 8.65.0.8 0.06 6.04 7. 4.0 0.59 0.4.00 C.0 C 7..5 RHS.60 0.9 5..0 4.0 459 0.44 7.5 9.45. 0.096 5.9 6. 4. 0. 9.0.00 C 9.45 N 5.95.0 RHS.9 0.9 65.8 5.5 0.5 74 0.04 6.8 7.80.4 0.0778 4.44 5.07 4.4 0.84 7.6 0.985 C 7.80 S 4.7 50 5.0 RHS.07 0.40 45.5 6. 4.7 9 0. 4.47 5.86 6.9 0.067.9.56 9.69 0.0964 5.8.00 C 5.86 C.56.5 RHS.6 0.4 54.0 8.00 8.0 4 0.0989.95 5. 7. 0.08.6. 9.9 0.084 4.60.00 C 5. C..0 RHS.5 0.4 66.6 0.5.0 74 0.088.5 4.6 7.5 0.08.5.6 0. 0.0706.9.00 C 4.6 N.58.6 RHS.75 0.45 8.5.6 9. 0.070.8.5 7.7 0.07.90.7 0. 0.0585.9.00 C.5 N.9 50 0.0 RHS.8 0.0 45.8 4.67 4.7 6 0.095.8 5.6 6. 0.0..6 7.67 0.060.88.00 C 5.6 C.6.5 RHS.4 0. 54. 6.00 8.0 09 0.0848.9 4.5 6.6 0.09.9. 7.89 0.0550.49.00 C 4.5 C..0 RHS.99 0. 66.8 8.00.0 54 0.07.89.78 6.9 0.067.67.96 8. 0.0466.00.00 C.78 N.9.6 RHS.6 0.5 8.7 0.5 9. 07 0.0608.4.4 7. 0.04.4.6 8.9 0.089.55.00 C.4 N.44 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. For C450PLUS : f y = 450 MPa and f u = 500 MPa; f y = yield sress used in design; f u = ensile srengh used in design; as defined in AS 400. 4. C = Compac Secion; N = Non-Compac Secion; S = Slender Secion (as defined in AS 400). 5. OneSeel Ausralian Tube Mills C450PLUS o AS/NZS 6 is cold-formed and is herefore allocaed he CF residual sresses classificaion in AS 400. 6. NOTE: Grey shaded lisings are o C450L0 which is a non-sandard grade - availabiliy is subjec o minimum order crieria. The sandard grade for he shaded lisings is AS/NZS 6-C50L0. Please refer o earlier ables for design values associaed wih his as a sandard grade. See he OSATM PAG for furher informaion on grades and availabiliy. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 - PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE.-5 Square Hollow Secions AS/NZS 6 Grade C50L0 DIMENSIONS AND PROPERTIES Dimensions and Raios Secion Properies Properies for Design o AS 400 Eernal Gross Torsion Torsion Form Surface Secion per Area b- Area Abou -, y- and n-ais Consan Modulus Facor Abou and y-ais m d b per m per A g I Z Z n S r J C k f λ e Compacness Z e mm mm mm kg/m m /m m / mm 0 6 mm 4 0 mm 0 mm 0 mm mm 0 6 mm 4 0 mm (C,N,S) 0 mm 50 50 6.0 SHS 7. 0.74.8 6. 9 0.75.0 9.45 4.5 7. 0.58 7.7.00 7.49 C 4.5 5.0 SHS 6.9 0.79 7.9 8.00 84 0.57 0. 8.5. 7.8 0.469 6..00 9.47 C. 4.0 SHS 5.5 0.8 4. 0.5 68 0.9 9.5 7..4 8. 0.40 4..00.4 C.4.0 SHS 4.5 0.90 44.7 4.7 54 0.95 7.79 5.9 9.9 9.0 0..8.00 7.4 C 9.9.5 SHS.60 0.9 5. 8.0 459 0.69 6.78 5.09 8.07 9. 0.75 0..00. C 8.07.0 SHS.9 0.9 65.8.0 74 0.4 5.66 4.0 6.66 9.5 0.6 8.5.00 7. C 6.66.6 SHS.8 0.95 8.7 9. 0 0.7 4.68.44 5.46 9.6 0.85 7.0.00 4.6 N 5.0 40 40 4.0 SHS 4.09 0.4 4.9 8.00 5 0.05 5.6 4.6 6.74 4. 0.9 8..00 9.47 C 6.74.0 SHS.0 0.50 45.. 4 0.09 4.66.6 5.7 4.9 0.58 7.07.00.4 C 5.7.5 SHS.8 0.5 5.7 4.0 59 0.08 4.. 4.97 5. 0.6 6..00 6.6 C 4.97.0 SHS. 0.5 66.4 8.0 94 0.0694.47.6 4. 5.4 0. 5..00. C 4..6 SHS.88 0.55 8..0 9 0.0579.90.5.4 5.6 0.097 4.6.00 7. C.4 5 5.0 SHS.8 0.0 45.8 9.67 6 0.0595.40.67 4..8 0.0 5.8.00.4 C 4..5 SHS.4 0. 54..0 09 0.059.0..69. 0.0889 4.58.00 4. C.69.0 SHS.99 0. 66.8 5.5 54 0.045.58.95.09. 0.074.89.00 8. C.09.6 SHS.6 0.5 8.7 9.9 07 0.079.6.6.57.5 0.06.6.00.5 C.57 0 0.0 SHS.6 0.0 46.5 8.00 0 0.050.4.87.96 0.8 0.065.58.00 9.47 C.96.5 SHS.0 0. 54.8 0.0 59 0.06.0.65.6.0 0.0540.0.00.8 C.6.0 SHS.68 0. 67.4.0 4 0.07.8.9.. 0.0454.75.00 5.4 C..6 SHS.8 0.5 8. 6.8 75 0.0.54.6.84.5 0.077..00 9.8 C.84 5 5.0 SHS.89 0.0897 47.4 6. 4 0.084.47..9 8.74 0.0.7.00 7.49 C.9.5 SHS.64 0.094 55.7 8.00 09 0.069.5.08.7 8.99 0.097.07.00 9.47 C.7.0 SHS.6 0.09 68. 0.5 74 0.048.9 0.96.47 9.4 0.05.80.00.4 C.47.6 SHS. 0.0945 84..6 4 0.08.0 0.780.4 9.44 0.0.54.00 6. C.4 0 0.0 SHS.05 0.07 69.7 8.00 4 0.0069 0.69 0.554 0.877 7.0 0.0.06.00 9.47 C 0.877.6 SHS 0.87 0.0745 85.4 0.5 0.00608 0.608 0.474 0.75 7.9 0.00 0.94.00.4 C 0.75 ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM S LARGER RANGE OF C450PLUS PRODUCTS. Noes: b SHS C50L0 d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. For Grade C50L0: f y = 50 MPa and f u = 40 MPa; f y = yield sress used in design; f u = ensile srengh used in design; as defined in AS 400.. C = Compac Secion; N = Non-Compac Secion; S = Slender Secion (as defined in AS 400). 4. Grade C50L0 o AS/NZS 6 is cold-formed and is herefore allocaed he CF residual sresses classificaion in AS 400. n y y n Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-4

TABLE.-6() Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DIMENSIONS AND PROPERTIES b SHS C450PLUS y n Dimensions and Raios Secion Properies Properies for Design o AS 400 Eernal Gross Torsion Torsion Form Surface Secion per Area b- Area Abou -, y- and n-ais Consan Modulus Facor Abou and y-ais m d b per m per A g I Z Z n S r J C k f λ e Compacness Z e mm mm mm kg/m m /m m / mm 0 6 mm 4 0 mm 0 mm 0 mm mm 0 6 mm 4 0 mm (C,N,S) 0 mm 400 400 6.0 SHS 86.5 8..0 700 57 850 40 70 55 90 450.00 0.9 N 0.5 SHS 48.55 0.5 0.0 8800 464 0 70 70 57 744 50 0.994 40. S 0 0.0 SHS 0.56.0 8.0 500 8 90 400 0 58 604 890 0.785 5.0 S 650 50 50 6.0 SHS 6. 8.7 9.9 0500 7 0 60 50 5 64 50.00 6.7 C 50.5 SHS 8.5 0.5 6.0 600 05 740 00 040 7 49 650.00 4.9 N 900 0.0 SHS 04.6.0.0 00 5 440 060 670 8 40 80 0.904 44. S 50 8.0 SHS 84..7 6. 4.8 0700 07 80 865 70 9 6 790 0.75 56.0 S 97 00 00 6.0 SHS 6. 8. 6.8 700 6 50 60 80 4 78 0.00.5 C 80.5 SHS 09.5 0.6.0 800 87 40 97 470 6 05 900.00 9.5 C 470 0.0 SHS 88.4.6. 8.0 00 55 00 769 0 7 50 570.00 7.6 N 080 8.0 SHS 7.6.7 6. 5.5 90 8 85 68 99 8 0 90 0.840 47.6 S 768 50 50 6.0 SHS 0.9 8.4.6 400 4 99 774 0 9.8 50.00 8. C 0.5 SHS 89.0 0.946 0.6 8.0 00 04 80 64 99 95.7 7 70.00 4. C 99 0.0 SHS 7.7 0.957..0 960 87. 697 5 8 97.0 4 060.00 0.9 N 8 9.0 SHS 65.9 0.96 4.6 5.8 8400 79.8 69 477 750 97.5 9 97.00 4.6 N 699 8.0 SHS 59. 0.966 6. 9. 750 7. 578 49 676 98.0 6 878.00 9. N 586 6.0 SHS 45.0 0.974.7 9.7 570 56. 450 0 5 99.0 88.7 68 0.75 5. S 80 00 00 6.0 SHS 85.5 0.7 8.55 0.5 0900 58.6 586 469 78 7. 0 94.00 4. C 78.5 SHS 69.4 0.746 0.8 4.0 8840 50.0 500 89 607 75. 85. 77.00 8.8 C 607 0.0 SHS 57.0 0.757. 8.0 760 4.5 45 4 508 76.5 70.7 65.00 4. C 508 9.0 SHS 5.8 0.76 4.7 0. 6600 9. 9 97 465 77. 64.5 599.00 7. C 465 8.0 SHS 46.5 0.766 6.5.0 590 5.7 57 68 4 77.6 58. 544.00 0.9 N 45 6.0 SHS 5.6 0.774.8. 450 8.0 80 07 7 78.6 44.8 45 0.95 4.0 S 7 5.0 SHS 9.9 0.779 6.0 8.0 80.9 9 75 77 79. 7.8 6 0.785 5.0 S 07 50 50 0.0 SHS 4. 0.557.5.0 560 6.5 0 7 69 56. 8.4 4.00 7.4 C 69 9.0 SHS 7.7 0.56 4.9 4.7 4800 5.4 05 59 48 56.6 6. 6.00 9.7 C 48 8.0 SHS.9 0.566 6.7 6.8 40 4. 88 44 6 57..6 89.00.5 C 6 6.0 SHS 6. 0.574.0.0 0. 50 78 58. 8.4 9.00 0.9 N 75 5.0 SHS. 0.579 6. 8.0 80 9.70 9 96. 5 58.7 5.6 97.00 7.6 N 5 Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. For C450PLUS : f y = 450 MPa and f u = 500 MPa; f y = yield sress used in design; f u = ensile srengh used in design; as defined in AS 400. 4. C = Compac Secion; N = Non-Compac Secion; S = Slender Secion (as defined in AS 400). 5. OneSeel Ausralian Tube Mills C450PLUS o AS/NZS 6 is cold-formed and is herefore allocaed he CF residual sresses classificaion in AS 400. n y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE.-6() Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DIMENSIONS AND PROPERTIES Dimensions and Raios Secion Properies Properies for Design o AS 400 Eernal Gross Torsion Torsion Form Surface Secion per Area b- Area Abou -, y- and n-ais Consan Modulus Facor Abou and y-ais m d b per m per A g I Z Z n S r J C k f λ e Compacness Z e mm mm mm kg/m m /m m / mm 0 6 mm 4 0 mm 0 mm 0 mm mm 0 6 mm 4 0 mm (C,N,S) 0 mm 5 5 0.0 SHS.4 0.457.7 0.5 460 8.9 4 4 78 45.8 5.7.00 4. C 78 9.0 SHS 0.6 0.46 5..9 900 8.8 4 06 65 46.4 4.5 08.00 6.0 C 65 8.0 SHS 7.7 0.466 6.8.6 50 7.75 4 96.8 5 46.9. 9.00 8. C 5 6.0 SHS.4 0.474. 8.8 70 6.9 0 76.5 0 48.0 0.4 54.00 5. C 0 5.0 SHS 8. 0.479 6..0 0 5.44 87. 65.4 0 48.5 8.87.00 0.9 N 0 4.0 SHS 4.8 0.48.7 9. 880 4.5 7. 5.6 84.5 49.0 7.5 0.00 9. N 7. 00 00 0.0 SHS 5.6 0.57 4.0 8.00 60 4. 8. 68. 05 5.5 7.50 0.00 0.7 C 05 9.0 SHS.5 0.6 5.4 9. 000.9 78. 6.6 98.6 6. 7.00.00. C 98.6 8.0 SHS.4 0.66 7. 0.5 70.66 7. 58.6 9. 6.7 6.45 4.00 4. C 9. 6.0 SHS 6.7 0.74.4 4.7 0.04 60.7 47. 7.5 7.7 5.5 9.6.00 9.7 C 7.5 5.0 SHS 4. 0.79 6.6 8.0 80.66 5. 40.5 6.5 8. 4.4 8.4.00 4. C 6.5 4.0 SHS.6 0.8.9.0 480. 44.6.5 5.6 8.8.6 68.0.00 0.9 N 5.9.0 SHS 8.96 0.90 4.5. 40.77 5.4 6.0 4. 9.4.79 5. 0.95 4.0 S 4.4.5 SHS 7.5 0.9 5.0 8.0 959.5 0..9 4.9 9.6.5 45. 0.787 5.0 S 6..0 SHS 6.07 0.9 64.7 48.0 774. 4.6 7.8 8. 9.9.9 6.9 0.64 64.4 S 8.8 90 90.5 SHS 6.74 0.5 5. 4.0 859.09 4. 7.6 8.0 5.6.70 6. 0.878 45.6 S..0 SHS 5.45 0.5 64.8 4.0 694 0.889 9.7 4..8 5.8.8 9.6 0.696 57.7 S 6.0 89 89 6.0 SHS 4.7 0.0.5.8 870.06 46.4 6.4 56.7..55 7.8.00 7. C 56.7 5.0 SHS.5 0.5 6.7 5.8 590.8 40.8.5 49..8.06 6.8.00. C 49..5 SHS 9.07 0.4 7.6.4 50.8.0. 6.5 4.6.5 47..00.4 N 5.8.0 SHS 5.8 0.49 64.9 4.5 686 0.858 9. 4.0. 5.4. 9.0 0.704 57.0 S 5.7 75 75 6.0 SHS.0 0.74.8 0.5 50.6 0.9 4.7 8.4 7.5.04 48..00 4. C 8.4 5.0 SHS 0. 0.79 7.0.0 0.0 7.5.6.6 8.0.77 4.6.00 7.4 C.6 4.0 SHS 8.49 0.8. 6.8 080 0.88.5 8. 8. 8.6.48 6..00.5 C 8..5 SHS 7.5 0.85 7.9 9.4 959 0.797. 6. 5. 8.8..5.00 6. C 5..0 SHS 6.60 0.90 4.9.0 84 0.76 9. 4..5 9..5 8.7.00 0.9 N..5 SHS 5.56 0.9 5.4 8.0 709 0.64 6.4.0 9. 9.4 0.97 4.6.00 7.6 N 7.0.0 SHS 4.50 0.9 65. 5.5 574 0.505.5 9.8 5.6 9.7 0.790 0. 0.84 47.6 S. 65 65 6.0 SHS 0. 0.4. 8.8 90 0.706.7 7.8 7.5.4.7 4..00.9 C 7.5 5.0 SHS 8.75 0.9 7..0 0 0.68 9.6 5.6 4..9. 0.6.00 4.8 C 4. 4.0 SHS 7. 0.4.6 4. 9 0.55 7.0. 0.6 4.5 0.99 6..00 9. C 0.6.0 SHS 5.66 0.50 44. 9.7 7 0.454 4.0 0.4 6.6 5. 0.7.0.00 6.4 C 6.6.5 SHS 4.78 0.5 5.6 4.0 609 0.9.0 8.9 4. 5. 0.64 8..00. N.7.0 SHS.88 0.5 65. 0.5 494 0. 9.94 7.9.6 5.6 0.509 4.9 0.978 40.9 S 9.80.6 SHS. 0.55 8. 8.6 99 0.65 8.6 5.94 9.44 5.8 0.44. 0.774 5.8 S 7.0 Noes: b SHS C450PLUS d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. For C450PLUS : f y = 450 MPa and f u = 500 MPa; f y = yield sress used in design; f u = ensile srengh used in design; as defined in AS 400. 4. C = Compac Secion; N = Non-Compac Secion; S = Slender Secion (as defined in AS 400). 5. OneSeel Ausralian Tube Mills C450PLUS o AS/NZS 6 is cold-formed and is herefore allocaed he CF residual sresses classificaion in AS 400. n y y n Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-6

TABLE.-6() Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DIMENSIONS AND PROPERTIES b SHS C450PLUS y n Dimensions and Raios Secion Properies Properies for Design o AS 400 Eernal Gross Torsion Torsion Form Surface Secion per Area b- Area Abou -, y- and n-ais Consan Modulus Facor Abou and y-ais m d b per m per A g I Z Z n S r J C k f λ e Compacness Z e mm mm mm kg/m m /m m / mm 0 6 mm 4 0 mm 0 mm 0 mm mm 0 6 mm 4 0 mm (C,N,S) 0 mm 50 50 6.0 SHS 7. 0.74.8 6. 9 0.75.0 9.45 4.5 7. 0.58 7.7.00 8.50 C 4.5 5.0 SHS 6.9 0.79 7.9 8.00 84 0.57 0. 8.5. 7.8 0.469 6..00 0.7 C. 4.0 SHS 5.5 0.8 4. 0.5 68 0.9 9.5 7..4 8. 0.40 4..00 4. C.4.0 SHS 4.5 0.90 44.7 4.7 54 0.95 7.79 5.9 9.9 9.0 0..8.00 9.7 C 9.9.5 SHS.60 0.9 5. 8.0 459 0.69 6.78 5.09 8.07 9. 0.75 0..00 4. C 8.07.0 SHS.9 0.9 65.8.0 74 0.4 5.66 4.0 6.66 9.5 0.6 8.5.00 0.9 N 6.58.6 SHS.8 0.95 8.7 9. 0 0.7 4.68.44 5.46 9.6 0.85 7.0.00 9. N 4.74 40 40 4.0 SHS 4.09 0.4 4.9 8.00 5 0.05 5.6 4.6 6.74 4. 0.9 8..00 0.7 C 6.74.0 SHS.0 0.50 45.. 4 0.09 4.66.6 5.7 4.9 0.58 7.07.00 5. C 5.7.5 SHS.8 0.5 5.7 4.0 59 0.08 4.. 4.97 5. 0.6 6..00 8.8 C 4.97.0 SHS. 0.5 66.4 8.0 94 0.0694.47.6 4. 5.4 0. 5..00 4. C 4..6 SHS.88 0.55 8..0 9 0.0579.90.5.4 5.6 0.097 4.6.00 0.9 N.7 5 5.0 SHS.8 0.0 45.8 9.67 6 0.0595.40.67 4..8 0.0 5.8.00.0 C 4..5 SHS.4 0. 54..0 09 0.059.0..69. 0.0889 4.58.00 6. C.69.0 SHS.99 0. 66.8 5.5 54 0.045.58.95.09. 0.074.89.00 0.8 C.09.6 SHS.6 0.5 8.7 9.9 07 0.079.6.6.57.5 0.06.6.00 6.7 C.57 0 0.0 SHS.6 0.0 46.5 8.00 0 0.050.4.87.96 0.8 0.065.58.00 0.7 C.96.5 SHS.0 0. 54.8 0.0 59 0.06.0.65.6.0 0.0540.0.00.4 C.6.0 SHS.68 0. 67.4.0 4 0.07.8.9.. 0.0454.75.00 7.4 C..6 SHS.8 0.5 8. 6.8 75 0.0.54.6.84.5 0.077..00.5 C.84 5 5.0 SHS.89 0.0897 47.4 6. 4 0.084.47..9 8.74 0.0.7.00 8.50 C.9.5 SHS.64 0.094 55.7 8.00 09 0.069.5.08.7 8.99 0.097.07.00 0.7 C.7.0 SHS.6 0.09 68. 0.5 74 0.048.9 0.96.47 9.4 0.05.80.00 4. C.47.6 SHS. 0.0945 84..6 4 0.08.0 0.780.4 9.44 0.0.54.00 8. C.4 0 0.0 SHS.05 0.07 69.7 8.00 4 0.0069 0.69 0.554 0.877 7.0 0.0.06.00 0.7 C 0.877.6 SHS 0.87 0.0745 85.4 0.5 0.00608 0.608 0.474 0.75 7.9 0.00 0.94.00 4. C 0.75 NON-STANDARD GRADE Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. For C450PLUS : f y = 450 MPa and f u = 500 MPa; f y = yield sress used in design; f u = ensile srengh used in design; as defined in AS 400. 4. C = Compac Secion; N = Non-Compac Secion; S = Slender Secion (as defined in AS 400). 5. OneSeel Ausralian Tube Mills C450PLUS o AS/NZS 6 is cold-formed and is herefore allocaed he CF residual sresses classificaion in AS 400. 6. NOTE: Grey shaded lisings are o C450L0 which is a non-sandard grade - availabiliy is subjec o minimum order crieria. The sandard grade for he shaded lisings is AS/NZS 6-C50L0. Please refer o earlier ables for design values associaed wih his as a sandard grade. See he OSATM PAG for furher informaion on grades and availabiliy. n y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-7 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE.- Circular Hollow Secions AS/NZS 6 Grade C50L0 FIRE ENGINEERING DESIGN EXPOSED SURFACE AREA TO MASS RATIO (m /onne) CHS C50L0 d o per m 4 5 6 mm mm kg/m 65. 5.4 CHS. 4.4 -.8 - - - 5.0 CHS 9.7 6. - 4. - - - 9.7 5.4 CHS 7.9 4.5 -. - - - 5.0 CHS 6.6 6.4-5.9 - - - 4. 5.4 CHS 4.5 4.8-5.6 - - - 4.5 CHS. 9.5-4.4 - - - 0.6 5.0 CHS.9 6.8-40.0 - - - 4.0 CHS 9.6. - 49.5 - - - 88.9 5.9 CHS.. - 6. - - - 5.0 CHS 0. 7.0-4. - - - 4.0 CHS 8.8. - 5. - - - 76. 5.9 CHS 0..4-8.8 - - - 4.5 CHS 7.95 0. - 49.9 - - -.6 CHS 6.44 7. - 6.5 - - - 60. 5.4 CHS 7. 5.9-47.4 - - - 4.5 CHS 6.9 0.6-56.0 - - -.6 CHS 5.0 7.6-68.8 - - - 48. 4.0 CHS 4.7 4.7-70.7 - - -. CHS.56 4.6-86.8 - - - 4.4 4.0 CHS.79 5. - 76.6 - - -. CHS.09 4. - 9.8 - - -.7 4.0 CHS.9 6. - 89.8 - - -. CHS.4 44.0-09 - - - 6.9 4.0 CHS.6 7.4-07 - - -. CHS.87 45. - 9 - - -.6 CHS.56 54. - 55 - - - Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. For Grade C50L0: f y = 50 MPa and f u = 0 MPa; f y = yield sress used in design; f u = ensile srengh used in design; as defined in AS 400.. = Toal Perimeer, Profile-proeced = Toal Perimeer, Bo-proeced, No Gap = Toal Perimeer, Bo-proeced, 5 mm Gap 4 = Top Flange Ecluded, Profile-proeced 5 = Top Flange Ecluded, Bo-proeced, No Gap 6 = Top Flange Ecluded, Bo-proeced, 5 mm Gap 4. See Secion. for deails on cases of fire eposure considered. 5. This produc is also complian wih AS 074 Seel ubes and ubulars for ordinary service. Refer o he OSATM Produc Manual for deails on AS 074 secions. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-8

TABLE.- Circular Hollow Secions AS/NZS 6 Grade C50L0 FIRE ENGINEERING DESIGN EXPOSED SURFACE AREA TO MASS RATIO (m /onne) CHS C50L0 d o per m 4 5 6 mm mm kg/m 508.0.7 CHS 55 0. -. - - - 9.5 CHS 7.7-5.0 - - - 6.4 CHS 79. 0. -. - - - 457.0.7 CHS 9 0. -.4 - - - 9.5 CHS 05.7-5. - - - 6.4 CHS 7. 0. -.4 - - - 406.4.7 CHS 0.4 -.6 - - - 9.5 CHS 9.0.7-5.4 - - - 9.4 CHS 6. 0. -.7 - - - 55.6.7 CHS 07 0.4 -.9 - - - 9.5 CHS 8..8-5.7 - - - 6.4 CHS 55. 0. -. - - -.9.7 CHS 97.5 0.4 -. - - - 9.5 CHS 7.7.8-5.9 - - - 6.4 CHS 50. 0. -.4 - - - 7..7 CHS 8.6 0.5 -.4 - - - 9. CHS 60.5 4. - 6.8 - - - 6.4 CHS 4. 0.4-4. - - - 4.8 CHS.8 7.0 -.0 - - - 9. 8. CHS 4.6 6. - 9.8 - - - 6.4 CHS.6 0.5-5. - - - 4.8 CHS 5.4 7. -. - - - 68. 7. CHS 8. 8.7-4. - - - 6.4 CHS 5.6 0.7-6.8 - - - 4.8 CHS 9.4 7. - 5.4 - - - d o per m 4 5 6 mm mm kg/m 65..5 CHS.9 7. - 48.4 - - -.0 CHS.0 4. - 56. - - - 9.7.5 CHS.8 7. - 50.7 - - -.0 CHS 0. 4.4-58.9 - - - 4..6 CHS 9.8 6.5-5.5 - - -. CHS 8.77 4.0-58.9 - - - 0.6. CHS 7.77 4. - 6. - - -.6 CHS 6.5 50. - 75.0 - - - 88.9. CHS 6.76 4. - 64.5 - - -.6 CHS 5.5 50.5-78.9 - - - 76.. CHS 5.75 4.6-68.9 - - -. CHS 4.9 57. - 94.6 - - - 60..9 CHS 4. 46. - 84.4 - - -. CHS.9 57.6-05 - - - 48..9 CHS.5 46.7-95. - - -. CHS.6 58. - 8 - - - 4.4.6 CHS.55 5. - 4 - - -.0 CHS.99 66.8-46 - - -.7.6 CHS.99 5. - - - -.0 CHS.56 67.7-68 - - - 6.9. CHS.40 60.6-7 - - -.0 CHS. 68.8-97 - - - Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. For Grade C50L0: f y = 50 MPa and f u = 40 MPa; f y = yield sress used in design; f u = ensile srengh used in design; as defined in AS 400.. = Toal Perimeer, Profile-proeced = Toal Perimeer, Bo-proeced, No Gap = Toal Perimeer, Bo-proeced, 5 mm Gap 4 = Top Flange Ecluded, Profile-proeced 5 = Top Flange Ecluded, Bo-proeced, No Gap 6 = Top Flange Ecluded, Bo-proeced, 5 mm Gap 4. See Secion. for deails on cases of fire eposure considered. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-9 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE.-() Recangular Hollow Secions To AS/NZS 6 FIRE ENGINEERING DESIGN EXPOSED SURFACE AREA TO MASS RATIO (m /onne) slab/wall parallel o -ais slab/wall parallel o y-ais RHS C450PLUS y d b per m 4 5 6 mm mm mm kg/m 400 00 6.0 RHS 6 8.7 8.70 9.94 6.9 6.84 7.46.5 RHS 8 0.5 0.9.5 8.65 8.58 9.6 0.0 RHS 04.0.5 5.4 0.6 0.6.5 8.0 RHS 84. 6. 6.6 9.0.. 4. 400 00 6.0 RHS 6 8. 8.84 0. 7.45 7.6 8.0.5 RHS 09 0.6.0.9 9.9 9. 0. 0.0 RHS 88.4..6 5.8.4..4 8.0 RHS 7.6 6. 6.8 9.5 4.0 4.0 5.4 50 50 6.0 RHS 6 8. 8.84 0. 7.08 7.00 7.7.5 RHS 09 0.6.0.9 8.8 8.75 9.67 0.0 RHS 88.4..6 5.8 0.8 0.8.9 8.0 RHS 7.6 6. 6.8 9.5.. 4.7 00 00 6.0 RHS 8.4 9.04 0.8 7. 7. 8..5 RHS 89.0 0.6..5 9.09 8.99 0. 0.0 RHS 7.7..8 6.5..0.4 8.0 RHS 59. 6. 6.9 0..6.5 5. 6.0 RHS 45.0.7. 6.7 7.9 7.8 0.0 50 50 6.0 RHS 85.5 8.55 9.5.7 7.7 7.60 8.77.5 RHS 69.4 0.8.5 4.4 9.50 9.7 0.8 0.0 RHS 57.0. 4.0 7.6.5.4. 9.0 RHS 5.8 4.7 5.4 9..7.5 4.5 8.0 RHS 46.5 6.5 7..5 4. 4.0 6. 6.0 RHS 5.6.8.5 8. 8.4 8.. 5.0 RHS 9.9 6.0 6.7.4.8.7 5.0 d b per m 4 5 6 mm mm mm kg/m 400 00 6.0 RHS 6 8.7 8.70 9.94 6.9 6. 6.84.5 RHS 8 0.5 0.9.5 7.87 7.80 8.58 0.0 RHS 04.0.5 5.4 9.68 9.6 0.6 8.0 RHS 84. 6. 6.6 9.0.9.9. 400 00 6.0 RHS 6 8. 8.84 0. 5.98 5.89 6.6.5 RHS 09 0.6.0.9 7.45 7.6 8.8 0.0 RHS 88.4..6 5.8 9. 9.05 0. 8.0 RHS 7.6 6. 6.8 9.5...6 50 50 6.0 RHS 6 8. 8.84 0. 6.4 6.6 7.00.5 RHS 09 0.6.0.9 7.9 7.8 8.75 0.0 RHS 88.4..6 5.8 9.70 9.6 0.8 8.0 RHS 7.6 6. 6.8 9.5.9.9. 00 00 6.0 RHS 8.4 9.04 0.8 6.4 6. 7..5 RHS 89.0 0.6..5 7.96 7.86 8.99 0.0 RHS 7.7..8 6.5 9.7 9.6.0 8.0 RHS 59. 6. 6.9 0..9.9.5 6.0 RHS 45.0.7. 6.7 5.7 5.6 7.8 50 50 6.0 RHS 85.5 8.55 9.5.7 6.56 6.4 7.60.5 RHS 69.4 0.8.5 4.4 8.05 7.9 9.7 0.0 RHS 57.0. 4.0 7.6 9.78 9.66.4 9.0 RHS 5.8 4.7 5.4 9. 0.7 0.6.5 8.0 RHS 46.5 6.5 7..5.9.8 4.0 6.0 RHS 5.6.8.5 8. 5.6 5.5 8. 5.0 RHS 9.9 6.0 6.7.4 8.5 8.4.7 y Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. = Toal Perimeer, Profile-proeced = Toal Perimeer, Bo-proeced, No Gap = Toal Perimeer, Bo-proeced, 5 mm Gap 4 = Top Flange Ecluded, Profile-proeced 5 = Top Flange Ecluded, Bo-proeced, No Gap 6 = Top Flange Ecluded, Bo-proeced, 5 mm Gap. See Secion. for deails on cases of fire eposure considered. 4. See Tables.- and.-4 for Grade allocaion of hese hollow secions. y y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-0

TABLE.-() Recangular Hollow Secions To AS/NZS 6 FIRE ENGINEERING DESIGN EXPOSED SURFACE AREA TO MASS RATIO (m /onne) slab/wall parallel o -ais slab/wall parallel o y-ais RHS C450PLUS y d b mm mm mm kg/m per m 4 5 6 00 00 0.0 RHS 4..5 4.5 9.4.. 4.5 9.0 RHS 7.7 4.9 5.9..4. 5.9 8.0 RHS.9 6.7 7.7.6 4.9 4.7 7.7 6.0 RHS 6..0.9 0.6 9. 9..9 5.0 RHS. 6. 7. 6..8.6 7. 4.0 RHS 7.9.5.5 44.7 8. 7.9.5 5 76 6.0 RHS 9.4..5.9 9.8 9.6 4.8 5.0 RHS 6.4 6.4 7.7 9.9.. 9. 50 00 0.0 RHS.4.7 5.0 0.9..0 5.0 9.0 RHS 0.6 5. 6..9.. 6. 8.0 RHS 7.7 6.8 8. 5. 4.7 4.5 8. 6.0 RHS.4...6 8.8 8.6. 5.0 RHS 8. 6. 7.5 8.5..0 7.5 4.0 RHS 4.8.7.9 47.4 7. 7..9 50 50 6.0 RHS 6.7.4.9 5.8. 0.9 6.9 5.0 RHS 4. 6.6 8. 4. 4.8 4.6.6 4.0 RHS.6.9 4.4 5.6 0. 0. 8.7.0 RHS 8.96 4.5 44.7 67.0 9. 9. 50..5 RHS 7.5 5.0 5. 79.7 46.7 46.5 59.8.0 RHS 6.07 64.7 65.9 98.8 57.8 57.6 74. 7 5 6.0 RHS 4.7.5 4. 7.9. 0.8 7.6 5.0 RHS.5 6.7 8.4 44.4 4.7 4.4.4.5 RHS 9.07 7.6 9. 6..9.6 44.7 5 75 6.0 RHS 6.7.4.9 5.8 9.7 9.4 5.4 5.0 RHS 4. 6.6 8. 4...8 9.8 4.0 RHS.6.9 4.4 5.6 8. 8.0 6.6.0 RHS 8.96 4.5 44.7 67.0 6.5 6. 47.5.5 RHS 7.5 5.0 5. 79.7 4.4 4. 56.5.0 RHS 6.07 64.7 65.9 98.8 5.7 5.5 70.0 0 76 6.0 RHS 4.7.5 4. 7.9 9.4 9. 5.9 5.0 RHS.5 6.7 8.4 44.4.7.4 0.4.5 RHS 9.07 7.6 9. 6.. 0.9 4.9 d b mm mm mm kg/m per m 4 5 6 00 00 0.0 RHS 4..5 4.5 9.4 9.87 9.69. 9.0 RHS 7.7 4.9 5.9. 0.8 0.6. 8.0 RHS.9 6.7 7.7.6.0.8 4.7 6.0 RHS 6..0.9 0.6 5.5 5. 9. 5.0 RHS. 6. 7. 6. 8. 8..6 4.0 RHS 7.9.5.5 44.7.5. 7.9 5 76 6.0 RHS 9.4..5.9 5.9 5.7 0.8 5.0 RHS 6.4 6.4 7.7 9.9 8.7 8.5 4.6 50 00 0.0 RHS.4.7 5.0 0.9 0.7 0.5.5 9.0 RHS 0.6 5. 6..9.6.4 4.7 8.0 RHS 7.7 6.8 8. 5..9.7 6. 6.0 RHS.4...6 6.5 6..0 5.0 RHS 8. 6. 7.5 8.5 9.5 9. 4.8 4.0 RHS 4.8.7.9 47.4.9.7 0.5 50 50 6.0 RHS 6.7.4.9 5.8 5. 4.9 0.9 5.0 RHS 4. 6.6 8. 4. 7.8 7.6 4.6 4.0 RHS.6.9 4.4 5.6.7.5 0..0 RHS 8.96 4.5 44.7 67.0 8. 7.9 9..5 RHS 7.5 5.0 5. 79.7.4. 46.5.0 RHS 6.07 64.7 65.9 98.8 4. 4. 57.6 7 5 6.0 RHS 4.7.5 4. 7.9 5.9 5.6.4 5.0 RHS.5 6.7 8.4 44.4 8.6 8. 6..5 RHS 9.07 7.6 9. 6. 5.5 5. 6. 5 75 6.0 RHS 6.7.4.9 5.8 6.7 6.4.4 5.0 RHS 4. 6.6 8. 4. 9.6 9. 6. 4.0 RHS.6.9 4.4 5.6.9.7..0 RHS 8.96 4.5 44.7 67.0 0.9 0.7 4.9.5 RHS 7.5 5.0 5. 79.7 6.7 6.5 49.8.0 RHS 6.07 64.7 65.9 98.8 45.5 45. 6.7 0 76 6.0 RHS 4.7.5 4. 7.9 7.6 7. 4. 5.0 RHS.5 6.7 8.4 44.4 0.6 0. 8..5 RHS 9.07 7.6 9. 6. 8. 8.0 9.0 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. = Toal Perimeer, Profile-proeced = Toal Perimeer, Bo-proeced, No Gap = Toal Perimeer, Bo-proeced, 5 mm Gap 4 = Top Flange Ecluded, Profile-proeced 5 = Top Flange Ecluded, Bo-proeced, No Gap 6 = Top Flange Ecluded, Bo-proeced, 5 mm Gap. See Secion. for deails on cases of fire eposure considered. 4. See Tables.- and.-4 for Grade allocaion of hese hollow secions. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 - PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE.-() Recangular Hollow Secions To AS/NZS 6 FIRE ENGINEERING DESIGN EXPOSED SURFACE AREA TO MASS RATIO (m /onne) slab/wall parallel o -ais slab/wall parallel o y-ais RHS C450PLUS y d b per m 4 5 6 mm mm mm kg/m 00 50 6.0 RHS.0.8 4.9 4.6. 0.8 9. 5.0 RHS 0. 7.0 9. 48.5 4.6 4..9 4.0 RHS 8.49. 5.4 58.9 9.8 9.5 4..5 RHS 7.5 7.9 9.9 66.4.5. 46.5.0 RHS 6.60 4.9 45.5 75.8 8. 7.9 5.0.5 RHS 5.56 5.4 5.9 89.8 45. 44.9 6.9.0 RHS 4.50 65. 66.6 55.8 55.5 77.7.6 RHS.64 8.0 8.5 8 69.0 68.8 96. 76 8 4.0 RHS 6..9 6.6 68.7.0 0.5 46.6.0 RHS 4.90 44.4 46.5 87. 9. 8.7 59..5 RHS 4.5 5.8 54.9 0 46. 45.8 69.8 75 50 6.0 RHS 9.67. 5.8 46.5. 0.7.0 5.0 RHS 8.5 7.4 9.9 5.9 4.4.9 5.9 4.0 RHS 6.9.7 6. 65. 9. 8.9 4.4.0 RHS 5.4 44. 46. 8.0 7. 6.9 55..5 RHS 4.58 5.7 54.5 98. 4.9 4.6 65.4.0 RHS.7 65.4 67. 54. 5.8 80.7.6 RHS.0 8. 8. 50 66.8 66.5 99.7 75 5.5 RHS.60 5. 55.5 49.0 48.6 76..0 RHS.9 65.8 68. 6 60.0 59.7 9.7.6 RHS.8 8.7 84.0 68 7.9 7.5 6 65 5 4.0 RHS 5.5 4. 7.4 74.8.4 0.9 49.6.0 RHS 4.5 44.7 47. 94. 9. 8.9 6.4.5 RHS.60 5. 55.5 46. 45.8 7.6.0 RHS.9 65.8 68. 6 56.6 56. 90. 50 5.0 RHS.07 45.5 48.9 4 4. 40.7 7..5 RHS.6 54.0 57. 4 48. 47.7 85.8.0 RHS.5 66.6 69.8 6 58.7 58. 05.6 RHS.75 8.5 85.6 00 7.9 7.4 8 50 0.0 RHS.8 45.8 49.4 0 4.0 4.4 77.7.5 RHS.4 54. 57.7 40 50. 49.5 90.7.0 RHS.99 66.8 70. 7 60.8 60. 0.6 RHS.6 8.7 86. 09 74. 7.8 5 d b per m 4 5 6 mm mm mm kg/m 00 50 6.0 RHS.0.8 4.9 4.6 7.0 6.6 4.9 5.0 RHS 0. 7.0 9. 48.5 9.7 9.4 9. 4.0 RHS 8.49. 5.4 58.9.9.6 5.4.5 RHS 7.5 7.9 9.9 66.4 6.9 6.6 9.9.0 RHS 6.60 4.9 45.5 75.8 0.6 0. 45.5.5 RHS 5.56 5.4 5.9 89.8 6. 5.9 5.9.0 RHS 4.50 65. 66.6 44.7 44.4 66.6.6 RHS.64 8.0 8.5 8 55. 55.0 8.5 76 8 4.0 RHS 6..9 6.6 68.7 4.9 4.4 40.5.0 RHS 4.90 44.4 46.5 87...0 5.4.5 RHS 4.5 5.8 54.9 0 7.0 6.6 60.7 75 50 6.0 RHS 9.67. 5.8 46.5 8.5 8. 8.4 5.0 RHS 8.5 7.4 9.9 5.9.4 0.9.9 4.0 RHS 6.9.7 6. 65. 5.7 5. 9.8.0 RHS 5.4 44. 46. 8.0.6. 50.7.5 RHS 4.58 5.7 54.5 98. 8.5 8. 60.0.0 RHS.7 65.4 67. 47.4 47. 74.0.6 RHS.0 8. 8. 50 58.5 58. 9.4 75 5.5 RHS.60 5. 55.5 5. 4.7 6.5.0 RHS.9 65.8 68. 6 4.0 4.6 76.7.6 RHS.8 8.7 84.0 68 5.9 5.5 94.5 65 5 4.0 RHS 5.5 4. 7.4 74.8 5.8 5. 44.0.0 RHS 4.5 44.7 47. 94...8 55.4.5 RHS.60 5. 55.5 7.9 7.5 65..0 RHS.9 65.8 68. 6 46.4 46.0 80. 50 5.0 RHS.07 45.5 48.9 4..6 65..5 RHS.6 54.0 57. 4 8.7 8. 76..0 RHS.5 66.6 69.8 6 47. 46.5 9..6 RHS.75 8.5 85.6 00 57.6 57. 4 50 0.0 RHS.8 45.8 49.4 0.4.8 67..5 RHS.4 54. 57.7 40 7.7 7. 78.4.0 RHS.99 66.8 70. 7 45.8 45. 95.4.6 RHS.6 8.7 86. 09 55.9 55. 7 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. = Toal Perimeer, Profile-proeced = Toal Perimeer, Bo-proeced, No Gap = Toal Perimeer, Bo-proeced, 5 mm Gap 4 = Top Flange Ecluded, Profile-proeced 5 = Top Flange Ecluded, Bo-proeced, No Gap 6 = Top Flange Ecluded, Bo-proeced, 5 mm Gap. See Secion. for deails on cases of fire eposure considered. 4. See Tables.- and.-4 for Grade allocaion of hese hollow secions. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 -

TABLE.-4() Square Hollow Secions To AS/NZS 6 FIRE ENGINEERING DESIGN EXPOSED SURFACE AREA TO MASS RATIO (m /onne) slab/wall parallel o - or y-ais SHS C450PLUS y d b per m 4 5 6 mm mm mm kg/m 400 400 6.0 SHS 86 8. 8.60 9.68 6.5 6.45 6.99.5 SHS 48 0.5 0.8. 8.7 8. 8.79 0.0 SHS 0.0.4 5.0 0. 0.0 0.9 50 50 6.0 SHS 6 8.7 8.70 9.94 6.60 6.5 7.5.5 SHS 8 0.5 0.9.5 8.6 8.9 8.97 0.0 SHS 04.0.5 5.4 0. 0.. 8.0 SHS 84. 6. 6.6 9.0.5.5.7 00 00 6.0 SHS 6 8. 8.84 0. 6.7 6.6 7.6.5 SHS 09 0.6.0.9 8.7 8.8 9. 0.0 SHS 88.4..6 5.8 0. 0.. 8.0 SHS 7.6 6. 6.8 9.5.6.6 4.0 50 50 6.0 SHS 8.4 9.04 0.8 6.88 6.78 7.68.5 SHS 89.0 0.6..5 8.5 8.4 9.55 0.0 SHS 7.7..8 6.5 0.4 0..7 9.0 SHS 65.9 4.6 5. 8..5.4.9 8.0 SHS 59. 6. 6.9 0..8.7 4.4 6.0 SHS 45.0.7. 6.7 6.8 6.7 8.9 00 00 6.0 SHS 85.5 8.55 9.5.7 7.5 7.0 8.8.5 SHS 69.4 0.8.5 4.4 8.78 8.65 0. 0.0 SHS 57.0. 4.0 7.6 0.7 0.5. 9.0 SHS 5.8 4.7 5.4 9..7.6.5 8.0 SHS 46.5 6.5 7..5.0.9 5. 6.0 SHS 5.6.8.5 8. 7.0 6.9 9.7 5.0 SHS 9.9 6.0 6.7.4 0. 0.0.4 50 50 0.0 SHS 4..5 4.5 9.4. 0.9. 9.0 SHS 7.7 4.9 5.9...9 4.6 8.0 SHS.9 6.7 7.7.6.4. 6. 6.0 SHS 6..0.9 0.6 7.4 7..0 5.0 SHS. 6. 7. 6. 0.5 0.4 4.9 d b per m 4 5 6 mm mm mm kg/m 5 5 0.0 SHS.4.7 5.0 0.9.4. 4. 9.0 SHS 0.6 5. 6..9.5. 5.5 8.0 SHS 7.7 6.8 8. 5..8.6 7. 6.0 SHS.4...6 7.7 7.5. 5.0 SHS 8. 6. 7.5 8.5 0.8 0.6 6. 4.0 SHS 4.8.7.9 47.4 5.6 5.4. 00 00 0.0 SHS 5.6 4.0 5.6.5.0.7 5.6 9.0 SHS.5 5.4 7.0 5.5.0.7 7.0 8.0 SHS.4 7. 8.7 8. 4. 4.0 8.7 6.0 SHS 6.7.4.9 5.8 8. 7.9.9 5.0 SHS 4. 6.6 8. 4... 8. 4.0 SHS.6.9 4.4 5.6 6.0 5.8 4.4.0 SHS 8.96 4.5 44.7 67.0.7.5 44.7.5 SHS 7.5 5.0 5. 79.7 40.0 9.9 5..0 SHS 6.07 64.7 65.9 98.8 49.6 49.4 65.9 90 90.5 SHS 6.74 5. 5.4 8. 40. 40.0 54.9.0 SHS 5.45 64.8 66. 0 49.8 49.6 67.9 89 89 6.0 SHS 4.7.5 4. 7.9 8.5 8. 5.0 5.0 SHS.5 6.7 8.4 44.4.6. 9..5 SHS 9.07 7.6 9. 6. 9.7 9.4 40.5.0 SHS 5.8 64.9 66. 0 49.8 49.6 68. 75 75 6.0 SHS.0.8 4.9 4.6 9. 8.7 7.0 5.0 SHS 0. 7.0 9. 48.5..8.5 4.0 SHS 8.49. 5.4 58.9 6.8 6.5 8..5 SHS 7.5 7.9 9.9 66.4 0. 9.9 4..0 SHS 6.60 4.9 45.5 75.8 4. 4. 49..5 SHS 5.56 5.4 5.9 89.8 40.7 40.4 58.4.0 SHS 4.50 65. 66.6 50. 50.0 7. 65 65 6.0 SHS 0.. 5.6 45. 9.6 9. 9. 5.0 SHS 8.75 7. 9.7 5.6.7..7 4.0 SHS 7..6 6.0 6.6 7.4 7.0 40.8.0 SHS 5.66 44. 45.9 8. 4.8 4.5 5..5 SHS 4.78 5.6 54.4 96. 4. 40.8 6.7.0 SHS.88 65. 67. 9 50.6 50. 76..6 SHS. 8. 8.0 47 6.5 6. 94. Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. = Toal Perimeer, Profile-proeced = Toal Perimeer, Bo-proeced, No Gap = Toal Perimeer, Bo-proeced, 5 mm Gap 4 = Top Flange Ecluded, Profile-proeced 5 = Top Flange Ecluded, Bo-proeced, No Gap 6 = Top Flange Ecluded, Bo-proeced, 5 mm Gap. See Secion. for deails on cases of fire eposure considered. 4. See Tables.-5 and.-6 for Grade allocaion of hese hollow secions. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 - PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE.-4() Square Hollow Secions To AS/NZS 6 FIRE ENGINEERING DESIGN EXPOSED SURFACE AREA TO MASS RATIO (m /onne) slab/wall parallel o - or y-ais SHS C50L0 y d b per m 4 5 6 mm mm mm kg/m 50 50 6.0 SHS 7..8 7. 54.7. 0.5 4. 5.0 SHS 6.9 7.9. 6.6 4.0.5 9. 4.0 SHS 5.5 4. 7.4 74.8 8.6 8. 46.8.0 SHS 4.5 44.7 47. 94. 5.7 5. 58.9.5 SHS.60 5. 55.5 4.0 4.6 69.4.0 SHS.9 65.8 68. 6 5.5 5. 85..6 SHS.8 8.7 84.0 68 6.4 6.0 05 40 40 4.0 SHS 4.09 4.9 9. 88.0 0.0 9. 5.8.0 SHS.0 45. 48.4 09 6.8 6. 66.6.5 SHS.8 5.7 56.8 8 4. 4.6 78..0 SHS. 66.4 69.4 56 5.5 5.0 95.4.6 SHS.88 8. 85. 9 64.4 6.9 7 5 5.0 SHS.8 45.8 49.4 0 7.7 7. 7.4.5 SHS.4 54. 57.7 40 4.9 4. 84.5.0 SHS.99 66.8 70. 7 5. 5.7 0.6 SHS.6 8.7 86. 09 65. 64.6 6 0 0.0 SHS.6 46.5 50.8 6 8.8 8. 80.5.5 SHS.0 54.8 59.0 57 45.0 44. 9.5.0 SHS.68 67.4 7.5 9 54. 5.7.6 SHS.8 8. 87. 66. 65.5 8 5 5.0 SHS.89 47.4 5.9 59 40.6 9.7 9.6.5 SHS.64 55.7 6.0 8 46.6 45.7 07.0 SHS.6 68. 7. 0 55.8 55.0 8.6 SHS. 84. 89.0 67 67.5 66.7 56 0 0.0 SHS.05 69.7 76. 67 58. 57. 5.6 SHS 0.87 85.4 9.7 69.8 68.8 8 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. = Toal Perimeer, Profile-proeced = Toal Perimeer, Bo-proeced, No Gap = Toal Perimeer, Bo-proeced, 5 mm Gap 4 = Top Flange Ecluded, Profile-proeced 5 = Top Flange Ecluded, Bo-proeced, No Gap 6 = Top Flange Ecluded, Bo-proeced, 5 mm Gap. See Secion. for deails on cases of fire eposure considered. 4. See Tables.-5 and.-6 for Grade allocaion of hese hollow secions. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-4

TABLE.- Circular Hollow Secions o AS/NZS 6 TELESCOPING INFORMATION CHS Grade Female (ouer) Male (inner) Nominal d o d o Clearance mm mm mm mm 508.0.7 CHS 457.0 6.0 9.5 CHS 457.0.4 6.4 CHS 457.0 8.6 457.0.7 CHS 406.4 6.6 9.5 CHS 406.4.0 6.4 CHS 406.4 9. 406.4.7 CHS 55.6 7.8 9.5 CHS 55.6 4. 6.4 CHS 55.6 0.4 55.6.7 CHS 7. 50.8 9.5 CHS.9 5.9 6.4 CHS.9..9.7 CHS 7. 9.4 9.5 CHS 7. 5.8 6.4 CHS 7..0 7..7 CHS 9..7 9. CHS 9. 0.5 6.4 CHS 9. 6. 4.8 CHS 9. 9.5 9. 8. CHS 68. 0.5 6.4 CHS 68. 4. 4.8 CHS 68. 7. 68. 7. CHS 9.7. 6.4 CHS 9.7.7 4.8 CHS 9.7 5.9 65. 5.4 CHS 9.7.6 5.0 CHS 9.7.4.5 CHS 9.7 5.4.0 CHS 9.7 6.4 9.7 5.4 CHS 4.. 5.0 CHS 4..9.5 CHS 4. 5.9.0 CHS 4. 6.9 4. 5.4 CHS 88.9.6 4.5 CHS 0.6.5.6 CHS 0.6.. CHS 0.6 4. Female (ouer) Male (inner) Nominal d o d o Clearance mm mm mm mm 0.6 5.0 CHS 88.9 0.8 4.0 CHS 88.9.8. CHS 88.9 4.4.6 CHS 88.9 5.6 88.9 5.9 CHS 60. 5. 5.0 CHS 76.. 4.0 CHS 76... CHS 76. 4.8.6 CHS 76. 6.0 76. 5.9 CHS 60..6 4.5 CHS 60. 5.4.6 CHS 60. 7.. CHS 60. 8.0. CHS 60. 9.8 60. 5.4 CHS 48. 0. 4.5 CHS 48..0.6 CHS 48..8.9 CHS 48. 5.. CHS 48. 6.4 48. 4.0 CHS.7 5.4. CHS.7 7.0.9 CHS.7 7.6. CHS 4.4 0. 4.4 4.0 CHS 6.9 6.. CHS.7..6 CHS.7..0 CHS.7.5.7 4.0 CHS n/a n/a. CHS n/a n/a.6 CHS 6.9 0.4.0 CHS 6.9.6 6.9 4.0 CHS n/a n/a. CHS n/a n/a.6 CHS n/a n/a. CHS n/a n/a.0 CHS n/a n/a d o How o use his char: A. Selec he size of Female (or Ouer) member closes o your requiremens from he lef hand column. B. The ne column liss he closes size Male (Inner) Member when posiioned in he Female Member as noed in he Figure a he boom righ of his page. C. Based on (A) and (B) above, he Nominal Clearance beween he Male and Female Members are lised in he las column(s). The configuraion of hese Nominal Clearances are as shown in he Figure below. Noe ha he clearance is he oal available difference beween member dimensions, no he gap on boh sides. D. Depending on he wo members being elescoped, he available clearance will also be dependen on end applicaion requiremens. Members may need o slide freely inside each oher, or be locked wih a pin, spo welded or fied wih wedges. This means, in some cases, a sloppy fi may be suiable, while for ohers he ighes fi possible may be more appropriae. E. Where wo elescoping secions are being used, hickness should be similar and will be deermined by normal srucural requiremens. If a hird secion is o be used, consideraion of boh clearance and hickness wihin he size lis available may be required. F. Pipe may need o be fied agains wising by welding or boling. G. Press Fi: for shor pieces wih no need for separaion or sliding, an inerference fi can be achieved using he available duciliy of he seel. Sizes where clearance is shown as 0.0 may occasionally require press fi. Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. Clearance = (AS/NZS 6 Min. d o ) (AS/NZS 6 Ma. d o ).. CHS is no a precision ube and all dimensions shown in his char, alhough in accordance wih he specificaions, may vary marginally. Inernal weld bead may need o be considered when a closer fi is required. 4. Sizes wih a clearance less han.0 mm are shown bold in he chars. 5. For igh fis i is recommended ha some form of esing is carried ou prior o commiing o maerial. Where elescoping over some lengh is required, addiional allowance may be needed for sraighness. d o clearance male female d o Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE.- Recangular Hollow Secions o AS/NZS 6 TELESCOPING INFORMATION RHS Grade Female (ouer) Male (inner) Nominal Clearance d b d b op side mm mm mm mm mm mm mm 400 00 6.0 RHS 50 50 8.0 8.0.5 RHS 50 50 5.0 5.0 0.0 RHS 50 50 0.0 0.0 8.0 RHS 50 50 4.0 4.0 400 00 6.0 RHS 50 50 8.0 8.0.5 RHS 50 50 5.0 5.0 0.0 RHS 50 50 0.0 0.0 8.0 RHS 50 50 4.0 4.0 50 50 6.0 RHS 00 00 8.0 8.0.5 RHS 00 00 5.0 5.0 0.0 RHS 00 00 0.0 0.0 8.0 RHS 00 00 4.0 4.0 00 00 6.0 RHS 50 50 8.0 8.0.5 RHS 50 50 5.0 5.0 0.0 RHS 50 50 0.0 0.0 8.0 RHS 50 50 4.0 4.0 6.0 RHS 50 50 8.0 8.0 50 50 6.0 RHS 00 00 8.0 8.0.5 RHS 00 00 5.0 5.0 0.0 RHS 00 00 0.0 0.0 9.0 RHS 00 00.0.0 8.0 RHS 00 00 4.0 4.0 6.0 RHS 00 00 8.0 8.0 5.0 RHS 00 00 40.0 40.0 00 00 0.0 RHS 5 76 8.0 4.0 9.0 RHS 5 76 0.0 6.0 8.0 RHS 5 76.0 8.0 6.0 RHS 5 76 6.0.0 5.0 RHS 5 76 8.0 4.0 4.0 RHS 5 76 40.0 6.0 5 76 6.0 RHS 7 5.0.0 5.0 RHS 7 5 5.0 5.0 50 00 0.0 RHS 7 5.0 9.0 9.0 RHS 7 5 5.0.0 8.0 RHS 7 5 7.0.0 6.0 RHS 7 5.0 7.0 5.0 RHS 7 5.0 9.0 4.0 RHS 7 5 5.0 4.0 Female (ouer) Male (inner) Nominal Clearance d b d b op side mm mm mm mm mm mm mm 50 50 6.0 RHS 76 8 6.0 0.0 5.0 RHS 76 8 64.0.0 4.0 RHS 76 8 66.0 4.0.0 RHS 76 8 68.0 6.0.5 RHS 76 8 69.0 7.0.0 RHS 76 8 70.0 8.0 7 5 6.0 RHS 76 8 9.0.0 5.0 RHS 76 8 4.0.0.5 RHS 76 8 44.0 6.0 5 75 6.0 RHS 00 50.0.0 5.0 RHS 00 50 5.0 5.0 4.0 RHS 00 50 7.0 7.0.0 RHS 00 50 9.0 9.0.5 RHS 00 50 0.0 0.0.0 RHS 00 50.0.0 0 76 6.0 RHS 76 8 4.0 6.0 5.0 RHS 76 8 6.0 8.0.5 RHS 76 8 9.0.0 00 50 6.0 RHS 76 8.0 0.0 5.0 RHS 76 8 4.0.0 4.0 RHS 76 8 6.0 4.0.5 RHS 76 8 7.0 5.0.0 RHS 76 8 8.0 6.0.5 RHS 76 8 9.0 7.0.0 RHS 76 8 0.0 8.0.6 RHS 76 8 0.8 8.8 76 8 4.0 RHS 50 5 8.0 5.0.0 RHS 50 5 0.0 7.0.5 RHS 50 5.0 8.0 75 50 6.0 RHS 50 5.0.0 5.0 RHS 65 5 0.0 5.0 4.0 RHS 65 5.0 7.0.0 RHS 65 5 4.0 9.0.5 RHS 65 5 5.0 0.0.0 RHS 65 5 6.0.0.6 RHS 65 5 6.8.8 Female (ouer) Male (inner) Nominal Clearance d b d b op side b mm mm mm mm mm mm mm 75 5.5 RHS n/a n/a n/a n/a.0 RHS n/a n/a n/a n/a.6 RHS n/a n/a n/a n/a 65 5 4.0 RHS 50 5 7.0.0.0 RHS 50 5 9.0 4.0.5 RHS 50 5 0.0 5.0.0 RHS 50 5.0 6.0 50 5.0 RHS n/a n/a n/a n/a.5 RHS n/a n/a n/a n/a.0 RHS n/a n/a n/a n/a.6 RHS n/a n/a n/a n/a 50 0.0 RHS n/a n/a n/a n/a.5 RHS n/a n/a n/a n/a.0 RHS n/a n/a n/a n/a.6 RHS n/a n/a n/a n/a How o use his char: A. Selec he size of Female (or Ouer) member closes o your requiremens from he lef hand column. B. The ne column liss he closes size Male (Inner) Member when posiioned in he Female Member as noed in he Figure a he boom righ of his page. C. Based on (A) and (B) above, he Nominal Clearance beween he Male and Female Members are lised in he las column(s). The configuraion of hese Nominal Clearances are as shown in he Figure below. Noe ha he clearance is he oal available difference beween member dimensions, no he gap on boh sides. D. Depending on he wo members being elescoped, he available clearance will also be dependen on end applicaion requiremens. Members may need o slide freely inside each oher, or be locked wih a pin, spo welded or fied wih wedges. This means, in some cases, a sloppy fi may be suiable, while for ohers he ighes fi possible may be more appropriae. E. Where wo elescoping secions are being used, hickness should be similar and will be deermined by normal srucural requiremens. If a hird secion is o be used consideraion of boh clearance and hickness wihin he size lis available may be required. F. RHS has he obvious advanage ha is shape prevens roaion of he secion. G. Press Fi: for shor pieces wih no need for separaion or sliding, an inerference fi can be achieved using he available duciliy of he seel. Sizes where clearance is shown as 0.0 may occasionally require press fi. Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. RHS is no a precision ube and all dimensions shown in his char, alhough in accordance wih he specificaions, may vary marginally. Varying corner radii and he inernal weld bead may need o be considered when a closer fi is required.. Sizes wih a clearance less han.0 mm are shown bold in he chars. 4. For igh fis i is recommended ha some form of esing is carried ou prior o commiing o maerial. Where elescoping over some lengh is required, addiional allowance may be needed for sraighness. d op clearance male side clearance female Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-6

TABLE.- Square Hollow Secions AS/NZS 6 TELESCOPING INFORMATION SHS Grade b Female (ouer) Male (inner) Nominal Clearance d b d b op side mm mm mm mm mm mm mm 400 400 6.0 SHS 50 50 8.0 8.0.5 SHS 50 50 5.0 5.0 0.0 SHS 50 50 0.0 0.0 50 50 6.0 SHS 00 00 8.0 8.0.5 SHS 00 00 5.0 5.0 0.0 SHS 00 00 0.0 0.0 8.0 SHS 00 00 4.0 4.0 00 00 6.0 SHS 50 50 8.0 8.0.5 SHS 50 50 5.0 5.0 0.0 SHS 50 50 0.0 0.0 8.0 SHS 50 50 4.0 4.0 50 50 6.0 SHS 00 00 8.0 8.0.5 SHS 00 00 5.0 5.0 0.0 SHS 00 00 0.0 0.0 9.0 SHS 00 00.0.0 8.0 SHS 00 00 4.0 4.0 6.0 SHS 00 00 8.0 8.0 00 00 6.0 SHS 50 50 8.0 8.0.5 SHS 50 50 5.0 5.0 0.0 SHS 50 50 0.0 0.0 9.0 SHS 50 50.0.0 8.0 SHS 50 50 4.0 4.0 6.0 SHS 50 50 8.0 8.0 5.0 SHS 50 50 40.0 40.0 50 50 0.0 SHS 5 5 5.0 5.0 9.0 SHS 5 5 7.0 7.0 8.0 SHS 5 5 9.0 9.0 6.0 SHS 5 5.0.0 5.0 SHS 5 5 5.0 5.0 5 5 0.0 SHS 00 00 5.0 5.0 9.0 SHS 00 00 7.0 7.0 8.0 SHS 00 00 9.0 9.0 6.0 SHS 00 00.0.0 5.0 SHS 00 00 5.0 5.0 4.0 SHS 00 00 7.0 7.0 Female (ouer) Male (inner) Nominal Clearance d b d b op side mm mm mm mm mm mm mm 00 00 0.0 SHS 75 75 5.0 5.0 9.0 SHS 75 75 7.0 7.0 8.0 SHS 75 75 9.0 9.0 6.0 SHS 75 75.0.0 5.0 SHS 90 90 0.0 0.0 4.0 SHS 90 90.0.0.0 SHS 90 90 4.0 4.0.5 SHS 90 90 5.0 5.0.0 SHS 90 90 6.0 6.0 90 90.5 SHS 75 75 0.0 0.0.0 SHS 75 75.0.0 89 89 6.0 SHS 75 75.0.0 5.0 SHS 75 75 4.0 4.0.5 SHS 75 75 7.0 7.0.0 SHS 75 75 0.0 0.0 75 75 6.0 SHS 50 50.0.0 5.0 SHS 65 65 0.0 0.0 4.0 SHS 65 65.0.0.5 SHS 65 65.0.0.0 SHS 65 65 4.0 4.0.5 SHS 65 65 5.0 5.0.0 SHS 65 65 6.0 6.0 65 65 6.0 SHS 50 50.0.0 5.0 SHS 50 50 5.0 5.0 4.0 SHS 50 50 7.0 7.0.0 SHS 50 50 9.0 9.0.5 SHS 50 50 0.0 0.0.0 SHS 50 50.0.0.6 SHS 50 50.8.8 50 50 6.0 SHS 5 5.0.0 5.0 SHS 40 40 0.0 0.0 4.0 SHS 40 40.0.0.0 SHS 40 40 4.0 4.0.5 SHS 40 40 5.0 5.0.0 SHS 40 40 6.0 6.0.6 SHS 40 40 6.8 6.8 Female (ouer) Male (inner) Nominal Clearance d b d b op side mm mm mm mm mm mm mm 40 40 4.0 SHS 0 0.0.0.0 SHS 0 0 4.0 4.0.5 SHS 5 5 0.0 0.0.0 SHS 5 5.0.0.6 SHS 5 5.8.8 5 5.0 SHS 5 5 4.0 4.0.5 SHS 0 0 0.0 0.0.0 SHS 0 0.0.0.6 SHS 0 0.8.8 0 0.0 SHS 0 0 4.0 4.0.5 SHS 5 5 0.0 0.0.0 SHS 5 5.0.0.6 SHS 5 5.8.8 5 5.0 SHS n/a n/a n/a n/a.5 SHS 0 0 0.0 0.0.0 SHS 0 0.0.0.6 SHS 0 0.8.8 0 0.0 SHS n/a n/a n/a n/a.6 SHS n/a n/a n/a n/a d How o use his char: A. Selec he size of Female (or Ouer) member closes o your requiremens from he lef hand column. B. The ne column liss he closes size Male (Inner) Member when posiioned in he Female Member as noed in he Figure a he boom righ of his page. C. Based on (A) and (B) above, he Nominal Clearance beween he Male and Female Members are lised in he las column(s). The configuraion of hese Nominal Clearances are as shown in he Figure below. Noe ha he clearance is he oal available difference beween member dimensions, no he gap on boh sides. D. Depending on he wo members being elescoped, he available clearance will also be dependen on end applicaion requiremens. Members may need o slide freely inside each oher, or be locked wih a pin, spo welded or fied wih wedges. This means, in some cases, a sloppy fi may be suiable, while for ohers he ighes fi possible may be more appropriae. E. Where wo elescoping secions are being used, hickness should be similar and will be deermined by normal srucural requiremens. If a hird secion is o be used consideraion of boh clearance and hickness wihin he size lis available may be required. F. SHS has he obvious advanage ha is shape prevens roaion of he secion. G. Press Fi: for shor pieces wih no need for separaion or sliding, an inerference fi can be achieved using he available duciliy of he seel. Sizes where clearance is shown as 0.0 may occasionally require press fi. Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. SHS is no a precision ube and all dimensions shown in his char, alhough in accordance wih he specificaions, may vary marginally. Varying corner radii and he inernal weld bead may need o be considered when a closer fi is required.. Sizes wih a clearance less han.0 mm are shown bold in he chars. 4. For igh fis i is recommended ha some form of esing is carried ou prior o commiing o maerial. Where elescoping over some lengh is required, addiional allowance may be needed for sraighness. op clearance male side clearance female Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-7 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Blank Page Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00-8

Par 4 METHODS OF STRUCTURAL ANALYSIS Secion 4. Mehods of Deermining Design Acion Effecs 4-4. Momen Amplificion for Firs-Order Elasic Analysis 4-4.. Braced Members 4-4... Calculaion of c m 4-4.. Sway Members 4-4.. Elasic Fleural Buckling Loads 4-4 4. Eamples 4-5 4.4 Miscellaneous 4-6 4.5 References 4-6 Page See Secion. for he specific Maerial Sandard (AS/NZS 6) referred o by he secion ype and seel grade in hese Tables. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 4- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 4 METHODS OF STRUCTURAL ANALYSIS 4. Mehods of Deermining Design Acion Effecs This secion provides guidance on calculaing design acion effecs as required by AS 400. The mehods of analysis recognised by AS 400 are: (a) firs-order elasic analysis wih momen amplificaion (Clause 4.4. of AS 400) (b) second-order elasic analysis (Appendi E of AS 400) (c) plasic analysis wih momen amplificaion (Clause 4.5 of AS 400), and (d) advanced analysis (Appendi D of AS 400). These four mehods consider he ineracion of load and deformaion ha produce second-order effecs. From an AS 400 perspecive, second-order effecs (known as PΔ and Pδ effecs) can increase he design bending momen for members subjec o bending and aial force. In firs-order analysis, i is assumed ha he member remains elasic under he acion of he design loads for all srengh limi saes. As such, mehod (a) wihou momen amplificaion - i.e. firs-order elasic analysis - does no consider hese second-order effecs and may be used for members wih bending momens only, aial ension or compression force only and, for braced members, combined bending momens and ension forces. Second-order effecs, which are caused by changes in he geomery of he member, are no accouned for in firs-order analysis. Consequenly, some modificaion mus be made for secondorder effecs and AS 400 includes mehods for making a suiable adjusmen o he calculaed design acions. Second-order elasic analysis does accoun for he effecs of design loads acing on he srucure and is members in heir displaced and deformed configuraion. Wih respec o AS 400, no adjusmen is required o he calculaed design acions wih a second-order analysis. Secondorder effecs may be subsanial in some frames. All of he mehods of analysis are discussed in deail in he commenary o AS 400 (Ref.[4.]). These Design Capaciy Tables are inended o be used wih firs-order and second-elasic analysis, which are currenly he mos commonly used mehods of analysis. For simple srucural members, hand mehods of analysis are mos common, while for frames involving a number of members, analysis is usually by means of a compuer program. Consequenly, he abulaed values in Pars 5, 6, 7 and 8 of his publicaion may be used for design in hose cases where second-order effecs: can be negleced (members wih only: ension force; compression force; bending momens, or; for braced members, combined bending momens and ension force) are accouned for by using momen amplificaion facors in conjuncion wih a firsorder elasic analysis are accouned for in a second-order elasic analysis. Some furher consideraion of hand mehods for assessing second-order effecs and subsequenly design acions are noed in he balance of his par of he publicaion. 4. Momen Amplificaion for Firs-Order Elasic Analysis For a member subjeced o combined bending momen and aial force, he bending momens are amplified by he presence of aial force. This occurs for boh isolaed, saically deerminae members and members in a saically indeerminae frame. A firs-order elasic analysis alone does no consider second-order effecs, however, momen amplificaion can be used o accoun for second-order effecs. The momen amplificaion facor is calculaed differenly for braced and sway members as eplained in he following sub-secion. 4.. Braced Members In a braced member he ransverse displacemen of one end of he member relaive o he oher is effecively prevened. The momen amplificaion facor for a braced member is δ b. If a firs-order elasic analysis is carried ou hen δ b is used o amplify he bending momens beween he ends of he member (Clause 4.4.. of AS 400). A firs-order elasic analysis wih momen amplificaion canno be used if δ b is greaer han.4. If δ b is greaer han.4, i may be pracical o aler he member sizes or connecions so ha δ b.4. Alernaively a second-order elasic analysis in accordance wih Appendi E of AS 400 may be used. δ b can be calculaed from he flow char in Figure 4.. The design bending momen (M*) is hen given by: M* = M* m (for braced members subjec o aial ension or wih zero aial force) M* = δ b M* m (for braced members subjec o compression) where M* m is he maimum design bending momen calculaed from a firs-order analysis. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 4-

Par 4 METHODS OF STRUCTURAL ANALYSIS Members wih Idealised End Resrains; Clause 4.6.. of AS 400 Calculae Member Effecive Lengh k e L; Figure 4.6.. of AS 400 or Figure 6. of his publicaion Calculaion of δ b Compue N omb from Clause 4.6. of AS 400 Compue c m from Clause 4.4.. of AS 400 Members wihin Frames; Clause 4.6.. of AS 400 Calculae Member Effecive Lengh k e L; Clauses 4.6.., 4.6..4 and Figure 4.6..(a) of AS 400 4... Calculaion of c m The facor for unequal momens (c m ) is used in he calculaion of δ b. If a braced member is subjec only o end momens hen he facor c m is calculaed as follows: c m = 0.6 0.4β m.0 (Clause 4.4.. of AS 400) where β m is he raio of he smaller o he larger bending momen a he ends of he member, aken as posiive when he member is ben in reverse curvaure. If he member is subjeced o ransverse loading, he same epression for c m shall be used provided β m is calculaed using one of he following mehods: a) β m = -.0 (conservaive) (Clause 4.4..(a) of AS 400) b) β m is obained by maching he momen disribuion opions shown in Figure 4.4.. of AS 400 (Clause 4.4..(b) of AS 400) c) β m is based on he midspan deflecion. (Clause 4.4..(c) of AS 400) 4.. Sway Members In a sway member he ransverse displacemen of one end of he member relaive o he oher is no effecively prevened. The momen amplificaion facor for a sway member is δ s. The bending momens calculaed from a firs-order elasic analysis are modified by he momen amplificaion facor (δ m ) which is he greaer of δ b (see Secion 4..) and δ s (Clause 4.4.. of AS 400). If δ m is greaer han.4, a second-order elasic analysis mus be used in accordance wih Appendi E of AS 400. A deailed eplanaion of he procedure for calculaing δ s may be found in Ref.[4.]. δ b and δ s are calculaed from he flow chars shown in Figures 4. and 4.. The design bending momen is given by: M* = δ m M* m c m δ b = N* N omb Figure 4.: Flow Char for he calculaion of he momen amplificaion facor for a braced member, δ b Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 4- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 4 METHODS OF STRUCTURAL ANALYSIS Members wih Idealised End Resrains; Clause 4.6.. of AS 400 Calculae Member Effecive Lengh k e L; Figure 4.6.. of AS 400 or Figure 6. of his Publicaion Calculaion of δ s Any Member: Appendi F of AS 400 Calculae Member Effecive Lengh k e L; Clauses 4.6.., 4.6..4 and Figure 4.6..(b) of AS 400 Members in Frames; Clause 4.6.. of AS 400 Recangular Frames wih Negligible Aial Forces in he Beams; Clause 4.4..(a) of AS 400 PΔ Analysis Clause 4.4..(a)(i) of AS 400 Non-Recangular Frames; Clause 4.4..(b) of AS 400 Calculae λ c from Raional Buckling Analysis 4.. Elasic Fleural Buckling Loads Elasic fleural buckling loads (N om, N omy ) are required for he calculaion of δ b and δ m. Values of N om are deermined from Clause 4.6. of AS 400 using he epression: π N om = EI ( k e L) where k e L = L e = effecive lengh. k e is given in Figure 6. for members wih idealised end resrains or Clause 4.6. of AS 400 for oher end resrain condiions. For braced or sway members in frames, k e depends on he raio ( γ ) of he compression member siffness o he end resrain siffness, calculaed a each end of he member. Refs. [4.,4.] provide worked eamples for he calculaion of effecive lenghs, elasic fleural buckling loads and momen amplificaion facors for members in hose insances. For a specific effecive lengh, reference can be made o he Dimensions and Properies Tables in Par (i.e. Tables.- o.-6 as appropriae) o deermine I (i.e. I or I y ) and hen simply evaluae he above equaion for N om. No ables relaing N om o effecive lengh are provided in his publicaion. Compue N oms from Clause 4.6. of AS 400 Compue λ ms from Clause 4.7.. of AS 400 δ s = Δ s h s ΣN* ΣV* δ s = λ c δ s = λ ms Figure 4.: Flow Char for he calculaion of he momen amplificaion facor for a sway member, δ s Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 4-4

Par 4 METHODS OF STRUCTURAL ANALYSIS 4. Eamples. Braced Beam-Column Deermine he design acion effecs for an isolaed braced beam-column which is subjec o he design acions from a firs-order elasic analysis as noed in Figure 4.. Design Daa: Secion: B Aial Load 450 kn 5 knm 0 knm B A A A 0 knm End Momens Abou -ais B 0 knm End Momens Abou y-ais Figure 4.: Design acion effecs on isolaed braced beam-column 50 50.5 RHS in C450PLUS designed as AS/NZS 6 Grade C450L0 Effecive Lenghs: Aial compression fleural buckling (-ais), L e = 0.0 m Aial compression fleural buckling (y-ais), L ey = 5.0 m Soluion: N* = 450 kn π El N omb = = π L e = 50 kn π Ely N omby = = π L ey 00 0 68.5 0 6 (I ( 0 000) obained from Table.-4 ()) 00 0 0.8 0 6 5000 ( ) (I y obained from Table.-4 ()) = 40 kn M* m = 5 knm maimum a End B M* my = 0 knm maimum a Ends A and B c m = 0.60 from Secion 4... for β m = 0 c my =.0 from Secion 4... for β my = -.0 From Figure 4. he momen amplificaion facor (δ b ) is given by: c δ b = m N* N omb 0.6 Considering fleural buckling abou he -ais: δ b = 450 50 = 0.900 (<) ( δ b =.0) Maimum momen occurs a he ends, i.e. a End A M* = 5 knm Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 4-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 4 METHODS OF STRUCTURAL ANALYSIS.0 Considering fleural buckling abou he y-ais: δ by = 450 40 =. Maimum momen occurs beween ends, i.e. in span M* y =. 0 = 4.6 knm I can be seen ha here is a % increase in he peak momen abou he y-ais due o he second-order ineracion effecs beween bending and aial compression.. Sway Beam-Column Due o space limiaions, general eamples of sway beam-columns are considered in Refs. [4.,4.]. 4.4 Miscellaneous Readers should noe ha previous ediions of his publicaion by he Ausralian Seel Insiue (previously AISC) lised ables of N om a he end of Par 4. These ables were rarely used and could be readily calculaed by manual mehods (as noed in he eample above). Consequenly, he N om ables have been omied from his par of he Tables and his also aligns wih Ref. [4.] which is a companion publicaion ha considers ho-rolled open secions (UB, UC, ec.) 4.5 References [4.] Bradford, M.A., Bridge, R.Q. and Trahair, N.S., Worked Eamples for Seel Srucures, hird ediion, Ausralian Insiue of Seel Consrucion, 997 (Noe: AISC is now ASI he Ausralian Seel Insiue). [4.] Sandards Ausralia, AS 400 Supplemen -999: Seel Srucures Commenary (Supplemen o AS 400-998), Sandards Ausralia, 999. [4.] ASI, Design Capaciy Tables for Srucural Seel Volume : Open Secions, fourh ediion, Ausralian Seel Insiue 009. See Secion.. for deails on reference Sandards. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 4-6

Par 5 MEMBERS SUBJECT TO BENDING Secion 5. Maimum Design Loads for Beams wih Full Laeral Resrain subjec o Uniformly Disribued Loading 5-5.. W* L Srengh Limi Sae Design Load 5-5... W* L based on Design Momen Capaciy 5-5... W* L based on Design Shear Capaciy 5-5.. W* S Serviceabiliy Limi Sae Design Load 5-5... W* S based on a Deflecion Limi of L/50 5-5... W* YL based on Firs Yield Load 5-5.. Full Laeral Resrain 5-5..4 Addiional Design Checks 5-5..5 Oher Load Condiions 5-4 5..6 Eamples 5-5 5. Design Secion Momen and Web Capaciies 5-6 5.. General 5-6 5.. Mehod 5-6 5... Design Secion Momen Capaciy 5-6 5... Segmen Lengh for Full Laeral Resrain (FLR) 5-7 5... Design Torsional Momen Secion Capaciy 5-7 5...4 Design Shear Capaciy of a Web 5-8 5...5 Design Web Bearing Capaciies 5-8 5.. Eample Web Bearing 5-0 5..4 Shear and Bending Ineracion 5-5..4. Mehod 5-5..4. Eample 5-5..5 Bending and Bearing Ineracion 5-5..5. Mehod 5-5..5. Eample 5- Page Secion Page 5. Design Momen Capaciies for Members Wihou Full Laeral Resrain 5-5.. General 5-5.. Design Member Momen Capaciy 5-5.. Beam Effecive Lengh 5-5..4 Oher Loading and Resrain Condiions 5-5..5 Segmen Lengh for Full Laeral Resrain 5-4 5..6 Eamples 5-4 5.4 Calculaion of Beam Deflecions 5-5 5.5 References 5-7 Table Page Tables 5.- o 5.-6 (A) Srengh Limi Sae Maimum Design Loads for Simply Suppored Beams 5-8 (B) Serviceabiliy Limi Sae Maimum Design Loads for Simply Suppored Beams 5-9 Tables 5.- o 5.-4 Design Secion Momen and Web Capaciies for RHS/SHS 5-40 Tables 5.- o 5.- Design Momen Capaciies for RHS Members Wihou Full Laeral Resrain 5-5 See Secion. for he specific Maerial Sandard (AS/NZS 6) referred o by he secion ype and seel grade in hese Tables. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 5 MEMBERS SUBJECT TO BENDING 5. Maimum Design Loads for Beams wih Full Laeral Resrain Subjec o Uniformly Disribued Loading Tables 5.- o 5.-6 give values of he maimum design loads for single-span simply-suppored beams wih full laeral resrain subjec o uniformly disribued loads as shown in Figure 5. for boh he srengh and serviceabiliy limi saes. Designers should assess maimum design loads for he srengh and serviceabiliy limi saes separaely as differen load combinaions apply o hese cases (AS/NZS 70 Par 0). W* L [W* is in kn] Beam has FULL LATERAL RESTRAINT Figure 5.: Beam configuraion for Tables 5.- o 5.-6 NOTE: BEAM SELF WEIGHT: For Tables 5.- o 5.-6, he self-weigh of he beam has NOT been deduced. The designer mus include he self-weigh as par of he dead load when deermining he maimum design load W* L or W* S. Tables 5.- o 5.-6 also lis he maimum segmen lengh for full laeral resrain (FLR) required o be achieved for each secion ype loaded and configured as noed in Figure 5.. Eamples of he use of hese ables are given in Secion 5..6. 5.. W* L Srengh Limi Sae Design Load For he beam configuraion shown in Figure 5., he maimum srengh limi sae design load (W* L ) is he lesser of he maimum design load (W* L ) associaed wih he design secion momen capaciy (φm s ) and he maimum design load (W* L ) associaed wih he design shear capaciy (φv v ). The designer mus ensure ha he srengh limi sae design load (W*) is less han or equal o he maimum design load W* L, i.e. W* W* L where W* L = min. [W* L ; W* L ]. W* L and W* L are lised in he (A) series ables of he 5. Table Series i.e. Tables 5.- o 5.-6. The (A) series ables in his insance consider he srengh limi sae. For a specific group of hollow secions, each respecive (A) series able is immediaely followed by a (B) series able which considers he serviceabiliy limi sae see Secion 5.. below. For he beam configuraion shown in Figure 5., he srengh of he beam is no conrolled by he ineracion of bending momen and shear force (Clause 5. of AS 400). An eample on he use of hese ables is given in Secion 5..6. 5...W * L based on Design Momen Capaciy The derivaion of he design secion momen capaciy (φm s ) is given in Secion 5... and lised in Tables 5.- o 5.-4 for RHS/SHS and Tables 8- o 8-6 for all hollow secions (including CHS). For a single-span simply-suppored beam subjec o uniformly disribued loading (see Figure 5.), he maimum design bending momen (M ma ) is given by: M ma = WL 8 where W = oal load on he beam, including beam self weigh L = span of he beam. The design momen capaciy for he beam in Figure 5. is φm s. Therefore, subsiuing φm s for M ma, and rearranging he above equaion gives: W* L = 8 (φm s ) L where W* L is he Maimum Design Load based on he design secion momen capaciy of he beam. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-

Par 5 MEMBERS SUBJECT TO BENDING 5...W* L based on Design Shear Capaciy The derivaion of he design shear capaciy (φv v ) is given in Secion 5...4 and lised in Tables 5.- o 5.-4 for RHS/SHS and Tables 8- o 8-6 for all hollow secions (including CHS). For a single-span, simply-suppored beam subjec o uniformly disribued loading (see Figure 5.), he maimum design shear force (V ma ) is given by: V ma = W Therefore, subsiuing φv v for V ma and rearranging he equaion gives: W* L = (φv v ) where W* L is he Maimum Design Load based on he design shear capaciy of he beam. 5.. W* S Serviceabiliy Limi Sae Design Load For he beam configuraion shown in Figure 5., he value of maimum serviceabiliy limi sae design load (W* S ) given in he ables is he lesser of he maimum design load (W* S ) which will achieve a calculaed oal elasic deflecion of L/50 (where L is he span of he beam) and he load a which firs yield occurs (W* YL ), i.e. W* S = min.[ W* S ; W* YL ] W* S is lised in he (B) series ables of he 5. Table Series i.e. Tables 5.- o 5.-6. The (B) series ables in his insance consider he serviceabiliy limi sae. For a specific group of hollow secions, each respecive (B) series Table is immediaely preceded by an (A) series Table which considers he srengh limi sae see Secion 5.. above. An eample of he use of hese Tables is given in Secion 5..6. 5...W* S based on a Deflecion Limi of L/50 The maimum elasic deflecion (Δ ma ) of he beam shown in Figure 5. is given by: Δ ma = 5WL 84 EI where E = 00 0 MPa I = second momen of area abou he major principal -ais. Therefore, subsiuing Δ ma = L/50 and rearranging he equaion gives he maimum design load for serviceabiliy based on deflecion (W* S ): 84EI W* S = 50L For deflecion limis oher han L/50, he value of he maimum design load based on anoher deflecion limi (W* S ) may be calculaed by using he mehod given above bu using he new limi. 5...W* YL based on Firs Yield Load The load a which firs yield occurs in he member is given by: 8Z f y W*L 8Z W* YL = since f y L 5.. Full Laeral Resrain Full laeral resrain may be achieved for a beam by: (a) coninuous laeral resrain (Clause 5... of AS 400), or (b) full, parial or laeral resrain provided a sufficien locaions along he beam (Clauses 5... and 5...4 of AS 400). The disance beween he locaions in (b) is ermed he segmen lengh and he maimum value of segmen lengh o mainain he full laeral resrain condiion is generally noed as FLR in he Tables. FLR values are no shown in he Tables for CHS and SHS as hese secions are no considered o be suscepible o fleural-orsional buckling. However, FLR values are given in he (A) series of Tables 5.- and 5.-4 as hey consider RHS bending abou he major principal ais and hese secions may, in some insances, be subjec o fleural-orsional buckling. As noed in Tables 5.- and 5.-4, FLR is only lised in he srengh (no serviceabiliy) limi sae ables (A). Formulae for calculaing FLR are given in Clause 5...4 of AS 400 and Secion 5... For he beam configuraion shown in Figure 5., he raio β m is equal o 0.8 o derive he FLR values in Tables 5.- and 5.-4. 5..4 Addiional Design Checks Where loads are ransmied ino he webs a suppors or a load poins, he capaciy of he web o resis such forces should be checked in accordance wih Secion 5...5, Secion 5..5 and he values of he web capaciies lised in Tables 5.- o 5.-4. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 5 MEMBERS SUBJECT TO BENDING 5..5 Oher Load Condiions The values given in Tables 5.- o 5.-6 are for single-span, simply-suppored beams subjec o uniformly disribued loads (Figure 5.). However, he informaion presened in hese ables may be used for beams wih full laeral resrain and oher loading siuaions using he equivalen uniform design loads given in Table T5. and he following procedure: () Calculae he equivalen uniformly disribued maimum design load for momen (W* EM ) using Table T5.. () Based on W* EM selec a secion wih an adequae maimum design load (W* L ) associaed wih he design momen capaciy from Tables 5.- o 5.-6. () Calculae he equivalen uniformly disribued maimum design load for shear (W* EV ) using Table T5.. (4) Check ha he secion seleced in () has an adequae maimum design load (W* L ) associaed wih he design shear capaciy o resis W* EV. If no, selec a new secion size which can resis W* EV. (5) Check shear and bending ineracion in accordance wih Secion 5..4. A check is no necessary if V* < 0.6(φV v ) or M* < 0.75(φM s ). (6) Calculae he equivalen uniformly disribued serviceabiliy maimum design load (W* ES ) from Table T5.. (7) Check ha he secion seleced in (4) has an adequae maimum serviceabiliy design load (W* S ) o resis W* ES. If no, selec a new secion size which can resis W* ES. Seps (6) and (7) only work if firs yield does no conrol. If i does, he analysis for serviceabiliy is invalid. The above procedure is shown in Eample of Secion 5..6. a a Loading P L/ L/ P P P L L P b P P L/4 L/4 L/4 L/4 Table T5.: Table of Equivalen Uniform Design Loads for a < b a Equivalen Srengh Maimum Design Loads Momen W E * M P 8abP L 8aP L 4P Shear W E * V P Pb L P P 8P 5 6P 5 Equivalen Serviceabiliy Maimum Design Load W E * S 8P 5 a L 4 a L a midspan a 4 a L L 9P 5 P P P P L/5 L/5 L/5 L/5 L/5 4P 5 4P 04P 65 Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-4

Par 5 MEMBERS SUBJECT TO BENDING 5..6 Eamples. Beam wih Uniformly Disribued Load A simply-suppored beam of 4 meres span is subjeced o he following (unfacored) uniformly disribued loads: G (Dead Load) = 0 kn (oal load including beam self weigh) Q (Live Load) = 60 kn (shor erm oal load, Ψ s = 0.7) The beam is coninuously laerally resrained. The oal deflecion of he beam under serviceabiliy load mus no eceed L/50. Selec an appropriae Grade C450L0 (C450PLUS ) RHS o resis his loading. Soluion: (a) Calculaion of maimum design loads: Srengh Limi Sae W* L = ma. [.5G;.G +.5Q] = 4 kn Serviceabiliy Limi Sae W* S = G + 0.7Q = 6.0 kn Noe: The above design load calculaions are based on he load combinaions in AS/NZS 70.0. (b) Use of he Tables: Srengh Limi Sae Selec a secion from he Tables such ha he maimum design loads W* L (based on momen capaciy) and W* L (based on shear capaciy) are greaer han or equal o W* L. I can be seen from Table 5.-4()(A) ha for a 00 00 6.0 RHS C450PLUS designed as AS/NZS 6 Grade C450L0 wih 4.0 m span, he maimum design loads are: W* L = 70 kn (Tabulaed) W* L = 040 kn (Tabulaed) W* L = min [W * L ; W * L ] (Tabulaed) = 70 kn (Tabulaed) (> 4 kn... COMPLIES) Therefore, a 00 00 6.0 RHS Grade C450L0 (C450PLUS ) saisfies he srengh limi sae. (Noe: a 00 00 RHS in 4 and 5 mm hickness would also have sufficed hough he 6 mm hick was seleced in advance of saisfying he serviceabiliy limi sae see below). Serviceabiliy Limi Sae From Table 5.-4()(B), i can be seen ha for a 00 00 6.0 RHS Grade C450L0 (C450PLUS ) wih 4.0 m span, he serviceabiliy load for a deflecion limi of L/50 is: W* S = 64. kn (Tabulaed) (> 6.0 kn... COMPLIES) Therefore, a 00 00 6.0 RHS Grade C450L0 (C450PLUS ), saisfies he serviceabiliy limi sae.. Beam wih Cenral Concenraed Load A beam which is simply-suppored has a span of 4.0 meres wih full laeral resrain. The beam is subjeced o nominal, cenral dead and shor erm live loads of 0 kn and 0 kn respecively. Design a suiable RHS in Grade C450L0 (C450PLUS ) wih a limi on deflecion of span / 50. Soluion: () Calculae he equivalen uniformly disribued maimum design load for momen (W* EM ). From Table T5., he W* EM associaed wih he cenral load case is: W* EM = P = ma. [.5 0;. 0 +.5 0] = 4 kn Noe: The design load calculaions in his Eample are based on he load combinaions in AS/NZS 70.0. () Based on W* EM selec a secion wih an adequae maimum design load (W* L ) associaed wih he design secion momen capaciy. From Table 5.-4()(A), a 00 00 5.0 RHS Grade C450L0 (C450PLUS ) has adequae maimum design load wih W* L = 45 kn (> 4 kn required). () Calculae he equivalen uniformly disribued maimum design load for shear (W* EV ). From Table T5., W EV * for he cenral load case is: W* EV = P = ma. [.5 0;. 0 +.5 0] = 57 kn Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 5 MEMBERS SUBJECT TO BENDING (4) Check ha he secion seleced in Sep () has an adequae maimum design load (W* L ) based on design shear capaciy. From Table 5.-4()(A), a 00 00 5.0 RHS Grade C450L0 (C450PLUS ) has adequae maimum design load wih W* L = 879 kn (> 57 kn required). (5) See if a shear and bending ineracion check is necessary. W* L = 879 kn (Table 5.-4()(A)) φv v = 440 kn (Table 5.-()(A) or 0.5 W* L ) 0.6φV v = 64 kn > 8.5 kn (= V*= W* EV / from above) Therefore no shear and bending check is necessary. (6) Calculae he equivalen uniformly disribued serviceabiliy load (W* ES ). From Table T5., W* ES for he cenral load case is (for Ψ s = 0.7): W ES * = 8P 5 = 8 (0 + 0.7 0) 5 = 49.6 kn (7) From Table 5.-4()(B), a 00 00 5.0 RHS Grade C450L0 (C450PLUS ) has adequae maimum serviceabiliy design load wih W* S = 55. kn (> 49.6 kn). Adop a 00 00 5.0 RHS Grade C450L0 (C450PLUS ) secion. Noe: For illusraive purposes, he self-weigh of he beam is assumed o be included in he dead load of his eample. Nominal beam self weigh -. kg/m 4.0m = 88.4 kg 0.867 kn. 5. Design Secion Momen and Web Capaciies 5.. General For RHS and SHS, he 5. Table Series i.e. Tables 5.- o 5.-4 conain values of design secion momen capaciies abou he principal - and y-aes (φm s, φm sy ) and he design shear capaciy (φv v ) for shear forces acing in he principal y-ais direcion (i.e. for RHS/SHS bending abou he -ais) and in he principal -ais direcion (for RHS only). These values provide he basic informaion necessary for checking shear-bending ineracion. The Tables also provide lisings of he design orsional secion momen capaciy (φm z ) for RHS and SHS. The maimum segmen lengh for full laeral resrain (FLR) for RHS is also lised. FLR values may be used o ensure appropriae spacing of resrains so ha he design secion momen capaciy can be achieved for bending abou he -ais. The Tables also provide values of design web bearing capaciies. Due o here being no specific CHS design provisions for web bearing in AS 400, CHS are no considered in he 5. Table series hough design secion capaciies (e.g. φm s, φv v and φm z ) can be found in he 8. and 8. Table series. 5.. Mehod 5... Design Secion Momen Capaciy The design secion momen capaciy (φm s ) is deermined from Clauses 5. and 5.. of AS 400 using: φm s = φf y Z e where φ = 0.9 (Table.4 of AS 400) f y = yield sress used in design Z e = effecive secion modulus (see Secion...) For RHS, design secion momen capaciies are lised for bending abou boh principal aes. These acions are spli ino wo separae ables he ype (A) able for bending abou he -ais (e.g. Table 5.-()(A) for Grade C450L0 (C450PLUS ) RHS liss φm s ) which is immediaely followed by he ype (B) able for bending abou he y-ais (e.g. Table 5.-()(B) for Grade C450L0 (C450PLUS ) RHS liss φm sy ). Due o SHS being doubly-symmeric, he SHS ables (i.e. Tables 5.- and 5.-4) only consider design secion momen capaciies abou he -ais. For RHS bending abou he -ais, he design member momen capaciy (φm b ) equals he design secion momen capaciy (φm s ) for members which have full resrain agains fleural-orsional buckling (see Secion 5..). For SHS bending abou he -ais and RHS bending abou he y-ais, fleural-orsional buckling does no normally occur so φm b equals φm s (refer secion 5..). Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-6

Par 5 MEMBERS SUBJECT TO BENDING 5... Segmen Lengh for Full Laeral Resrain (FLR) The Tables only consider RHS bending abou he major principal -ais o be suscepible o fleural-orsional buckling. For such secions, a beam segmen wih full or parial resrain a each end may be considered o have full laeral resrain if is lengh saisfies Clause 5...4 of AS 400, i.e. FLR b r y (800 + 500 f β m ) 50 b w f y where FLR = maimum segmen lengh for full laeral resrain r y = I y A g (see Tables.- and.-4) The FLR values lised in he (A) series ables of Tables 5.- and 5.- (for RHS) are calculaed using β m = -.0 which is he mos conservaive case. However, β m = -0.8 may be used for segmens wih ransverse loads (as in he case of he (A) series ables in Tables 5.- and 5.-4 for RHS). Alernaively, β m may be aken as he raio of he smaller o larger end momens in he lengh (L) for segmens wihou ransverse loads (posiive when he segmen is ben in reverse curvaure). 5... Design Torsional Momen Secion Capaciy The design orsional momen secion capaciy (φm z ) lised in he 5. Table series is deermined in accordance wih (a) and (b) as noed below. (a) Alhough AS 400 makes no provision for he design of members subjec o orsion i is neverheless considered appropriae o provide orsional capaciies for hollow secions in he Tables. Hollow secions perform paricularly well in orsion and heir behaviour under orsional loading is readily analysed by simple procedures. An eplanaion of orsional effecs is provided in Refs. [5., 5.]. The general heory of orsion esablished by Sain-Venan is based on uniform orsion. The heory assumes ha all cross-secions roae as a body around he cenre of roaion. (b) When he applied orsional momen is non-uniform, such as when he orsional load is applied midspan beween rigid suppors or when he free warping of he secion is resriced, hen he orsional load is shared beween uniform and non-uniform orsion or warping. However, in he case of hollow secions, he conribuion of non-uniform orsion is negligible and secions can be reaed as subjec o uniform orsion wihou any significan loss of precision in analysis. For hollow secions, orsional acions can be considered using he following formulae: Srengh Limi Sae M* z φm z φm z = φ0.6f y C where M* z = design orsional momen φ = 0.9 (based on shearing loads and Table.4 of AS 400) φm z = design orsional secion momen capaciy f y = yield sress used in design C = orsional secion modulus (see. Table series) Serviceabiliy Limi Sae The angle of wis per uni lengh θ (in radians) can be deermined from he following formula: θ = M* z GJ where G = shear modulus of elasiciy, 80 0 MPa J = orsional secion consan (see. Table series). The mehod for deermining he consans C and J is deailed in Secion... Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-7 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 5 MEMBERS SUBJECT TO BENDING 5...4 Design Shear Capaciy of a Web Designers mus ensure ha he design shear force (V*) φv v along he beam. RHS and SHS generally have non-uniform shear sress disribuions along heir webs. Consequenly, he design shear capaciy of a web (φv v ) for mos RHS/SHS in he Tables are primarily deermined from Clauses 5.. and 5..4 of AS 400 and is calculaed as he lesser of: φv v = φv w (Clause 5..4 of AS 400) φv u and φv v = (Clause 5.. of AS 400) 0.9 + f vm* f va * Also, for CHS: φv v = 0.4f y A e (Clause 5..4 of AS 400) Where φ = 0.9 (Table.4 of AS 400) V w = 0.6f y (d ) V u = V w for d f y 50 8 and applies for all OSATM RHS/SHS in he Tables = α v V w for d f y 50 > 8 and α v is evaluaed from Clause 5..5 of AS 400 f va * = average design shear sress in he web f vm * = maimum design shear sress in he web f y = yield sress used in design A e = effecive secion area of CHS = A g (i.e. gross cross-secion of CHS provided here are no holes larger han hose required for faseners, or ha he ne area is greaer han 0.9 imes he gross area) d = full deph of secion = hickness of secion d = d The raio of maimum o average design shear sress in he web (f * vm / f * va ) for bending abou he -ais is calculaed [5.] using: f vm * f va * = b ( + d ) b ( + d ) where d = full deph of secion b = full widh of secion Noe: For bending abou he y-ais, b and d are inerchanged in he calculaion of he maimum o average design web shear sress raio. Non-uniform shear sress governs when d / b > 0.75. For calculaing he web area, he web deph has been aken as d (or b when appropriae) for RHS/SHS and 0.6 imes he gross cross-secion area (0.6 A g ) for CHS. 5...5 Design Web Bearing Capaciies Designers mus ensure ha he design bearing force (R*) φr b a all locaions along a beam where bearing forces are presen. The design bearing capaciy (φr b ) is calculaed in accordance wih Clause 5. of AS 400 and aken as he lesser of: φr by = φα p b b f y and φr bb = φα c b b f y where φ = 0.9 (Table.4 of AS 400) φr by = design web bearing yield capaciy (Clause 5.. of AS 400) φr bb = design web bearing buckling capaciy (Clause 5..4 of AS 400) = hickness of secion f y = yield sress used in design Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-8

Par 5 MEMBERS SUBJECT TO BENDING (a) For inerior bearing such ha b d.5d 5 (see Figure 5.(b)) b b = b s + 5r e + d 5 b s = acual lengh of bearing (see Figure 5.(b)) d 5 = fla widh of web (see Figure 5.(a)) r e = ouside corner radius (see Secion...) 0.5 α p = + ( α k pm ) + k s ( α s k pm ) 0.5 v k v α pm = + 0.5 k s k v r k s = e k v = d 5 α c = member slenderness reducion facor deermined from Clause 5..4 of AS 400. This is equal o he design aial compression capaciy of a member wih area w b b wih α b = 0.5, k f =.0 and slenderness raio, L e /r =.5d 5 /. d 5 r e b d.5 b bw d b (a) Secion b s b bf b b r e r e d 5 = d - r e b bw b b = b bf + b bw b bf = b s + 5r e b bw = d 5 (b) Inerior Force r e b s.5 b b = b bf + b bw d 5 b bf b bw b bf = b s +.5r e b bw = d 5 b b (c) End Force Figure 5.: Dispersion of force hrough flange, radius and web of RHS/SHS Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-9 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 5 MEMBERS SUBJECT TO BENDING (b) For end bearing such ha b d <.5d 5 (see Figure 5.(c)) b b = b s +.5r e + d 5 α p = + k s k s α c = member slenderness reducion facor deermined from Clause 5..4 of AS 400. This is equal o he design aial compression capaciy of a member wih area w b b wih α b = 0.5, k f =.0 and slenderness raio, L e /r =.8d 5 /. Tables 5.- o 5.-4 lis values φr by and φr bb in erms of φr by /b b and φr bb /b b respecively for RHS/SHS. In boh he inerior and end bearing cases, he criical web bearing failure mode (i.e. web bearing yield design capaciy or web bearing buckling design capaciy) is shown in bold. Addiionally, he erms 5r e (=.5r e for inerior bearing),.5r e (for end bearing), b bw (see Figures 5. (b) and (c)) and L e /r are also lised in hese ables. For he same secion range, he RHS lisings in his able series consider shear and bearing forces for fleure abou he -ais (he (A) series ables) which is hen immediaely followed by he (B) series ables for fleure abou he y-ais. 5.. Eample Web Bearing For an inerior bearing locaion, a 50 00 4.0 RHS Grade C450L0 (C450PLUS ) secion has a cenral design concenraed force of 50 kn bearing over he full widh of he RHS for a lengh of 00 mm along he RHS (see Figure 5.). Check he bearing capaciy of he beam which is bending abou he -ais. r e b bw.5 Figure 5.: Web bearing design eample Design Daa: Design bearing force R* = 50 kn Design shear force V* = 75 kn Siff bearing lengh b s = 00 mm From Table 5.-()(A) 5r e = 50.0 mm From Table 5.-()(A) b bw = 65.0 mm b bf b b R* b s b bw Soluion: () Check shear capaciy V* = 75 kn (assuming R* provides he oal shearing acion) φv v = 67 kn (Table 5.-()(A)) > V* O.K. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-0

Par 5 MEMBERS SUBJECT TO BENDING () Check bearing capaciy Bearing lengh a he edge of he corner radius b bf = b s + 5r e = 00 + 50.0 = 50 mm Bearing lengh a he cenre of he web b b = b bf + b bw = 50 + ( 65.0) = 80 mm From Table 5.-()(A): (a) Design web yield capaciy φr by = 0.88 kn/mm b b (b) Design web buckling capaciy φr bb = 0.860 kn/mm b b web yielding will govern (as i is he bold enry in he able). Design web bearing capaciy (φr b ) φr b = φr by = 0.88 80 = kn > R* he 50 00 4.0 RHS Grade C450L0 (C450PLUS ) is saisfacory. 5..4 Shear and Bending Ineracion 5..4. Mehod The design web shear capaciy deermined in Secion 5...4 may be significanly reduced when he secion is subjec o a large design bending momen a he same locaion. The reduced design shear capaciy (φv vm ) is deermined in accordance wih Clause 5.. of AS 400 as: φv vm = φv v for M* 0.75φM s or = φv v..6m* φ M s for 0.75φM s < M* φm s where φv v = design web shear capaciy (see Secions 5.. and 5...4) M* = design bending momen φm s = design secion momen capaciy (see Secions 5.. and 5...) Designers mus ensure ha V* φv vm. Noe: If V* 0.6(φV v ) or if M* 0.75(φM s ) hen no check on he ineracion of shear and bending is necessary. 5..4. Eample An eample of a check on shear and bending ineracion is given in Secion 5..6. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 5 MEMBERS SUBJECT TO BENDING 5..5 Bending and Bearing Ineracion 5..5. Mehod The design web bearing capaciy deermined in Secion 5...5 of he Tables may be significanly reduced when he secion is subjec o a large bending momen a he same locaion. The effec of his ineracion of bending and bearing force in RHS and SHS is considered in AS 400. The bending and bearing ineracion is dependen on he raio of bearing lengh o he widh of bearing (b s /b) and web slenderness (d /). Clause 5..5 of AS 400 considers he following ineracion o apply o RHS and SHS:. R* φr + M* b φ M.5 for b s.0 and d 0 s b or R* 0.8 φr + M* b φ M.0 s oherwise where b s = siff bearing lengh (see Figure 5.) b = widh of secion d = clear deph beween flanges = hickness of secion R* = maimum design bearing force φ = capaciy facor = 0.9 (Table.4 of AS 400) φr b = design web bearing capaciy (see Secion 5...5) M* = maimum design bending momen φm s = design secion momen capaciy (see Secions 5.. and 5...) Noe: These formulae only apply o bearing across he full widh of secion. 5..5. Eample Assuming a design bending momen of 5.0 knm is presen a he bearing load shown in he eample of Secion 5.., check he adequacy of he beam under he ineracion of bending and bearing. Design Daa: Design bearing force R* = 50 kn (Secion 5..) Design web bearing capaciy φr b = kn (Secion 5..) Design bending momen M* = 5.0 knm Design secion momen capaciy φm s = 7.8 knm (Table 5.-()(A)) Siff bearing lengh b s = 00 mm (Secion 5..) Web slenderness d / = 5.5 (Table.-4() or = (d )/) Soluion: b s 00 = b 00.0 d and = 5.5 > 0 R* he ineracion equaion is 0.8 φr + M* b φm s Subsiuing values 0.8 50 + 5.0 7.8.0 = 0.94.0 he 50 00 4.0 RHS Grade C450L0 (C450PLUS ) is saisfacory. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-

Par 5 MEMBERS SUBJECT TO BENDING 5. Design Momen Capaciies for Members Wihou Full Laeral Resrain 5.. General Values of design member momen capaciy (φm b ) are given in Tables 5.- and 5.- for various values of effecive lengh (L e ) based on he uniform momen case (α m =.0) for RHS bending abou he -ais wihou full laeral resrain. The design secion momen capaciy (φm s see Secion 5...) is also lised o allow easy calculaion of φm b for oher momen disribuions, as well as he design shear capaciy (φv v see Secion 5...4) for checking he ineracion of shear force and bending. Addiionally, he segmen lengh for full laeral resrain (FLR) is also lised in hese Tables. CHS and SHS are no included in hese ables as hey are generally no suscepible o fleural-orsional buckling. For hese secions, he design member momen capaciy (φm b ) always equals he design secion momen capaciy (φm s ) ecep for he ereme case when he load acs far above he shear cenre (Clause 5.6..4 of he Commenary o AS 400 Ref.[5.]). Values of φm s (and φv v ) are given in Tables 8- o 8- for CHS and Tables 5.- and 5.-4 and/or Tables 8-5 and 8-6 for SHS. 5.. Design Member Momen Capaciy Designers mus ensure ha he design bending momen (M*) φm b for all beam segmens. The abulaed values of design member momen capaciy (φm b ) are deermined in accordance wih Clause 5.6..4 of AS 400 as: φm b = φα m α s M s φm s where φ = 0.9 (Table.4 of AS 400) α m = momen modificaion facor (Clause 5.6.. of AS 400) =.0 (Assumed for all enries in he 5. series ables based on he uniform bending momen case) α s = slenderness reducion modificaion facor (Clause 5.6.. of AS 400) = 0.6 M s + M oa M s M oa (Equaion 5.6..() of AS 400) M oa = M o he reference buckling momen (Clause 5.6..(a)(iv)(A) of AS 400) = π EI y L GJ e (equaion 5.6..() of AS 400 wih I w = 0 as required by Clause 5.6..4 of AS 400) L e = effecive lengh of beam segmen. 5.. Beam Effecive Lengh The value of φm b depends on he effecive lengh (L e ) of he fleural member. L e is deermined by: L e = k k l k r L (Clause 5.6. of AS 400) where k = wis resrain facor (Table 5.6.() of AS 400) k l = load heigh facor (Table 5.6.() of AS 400) k r = laeral roaion resrain facor (Table 5.6.() of AS 400) L = lengh of segmen Ref. [5.4] provides guidance on he resrain condiions on fleural members provided by many common srucural seelwork connecions. Addiionally, Ref. [5.5] considers furher guidance on unbraced canilevers. 5..4 Oher Loading and Resrain Condiions The design member momen capaciies presened in he 5. series ables can be used for oher loading condiions. For hese siuaions he effecive lengh (L e ) corresponding o he acual lengh and resrain condiions mus be assessed and he appropriae value of α m deermined in accordance wih Clause 5.6..(a) of AS 400. The design member momen capaciy can hen be deermined as he lesser of: φm s = φf y Z e and φm b = φα m α s f y Z e where φ = 0.9 (Table.4 of AS 400) φm b = α m imes he value of φm b (= φα s f y Z e ) given in he 5. series ables. The 5. series ables are based on he mos criical momen disribuion i.e. uniform momen over he enire beam segmen (α m =.0). For oher values of α m, designers should use he lesser of φm s and α m (φm b ) where φm b is he value given in he appropriae Table for he same effecive lengh. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 5 MEMBERS SUBJECT TO BENDING 5..5 Segmen Lengh for Full Laeral Resrain (FLR) Secion 5... provides informaion for he calculaion of FLR for RHS. The abulaed values of FLR in he 5. series ables are based on he conservaive value of β m = -.0. Higher values of FLR may be obained if ransverse loads are presen on he beam segmen or if he end momens of he beam segmen cause oher han uniform bending momen Clause 5...4 of AS 400 should be consuled in hese siuaions. 5..6 Eamples. Beam wih Resrain a Load Poins and Ends A simply suppored beam as shown in Figure 5.4 has wo concenraed loads applied o he op flange. Full laeral resrain is provided a he load poins and he suppors. The calculaed design load a each poin is 60 kn and includes an allowance for self weigh. Wha hickness 00 00 RHS Grade C450L0 (C450PLUS ) is required o suppor hese loads for he srengh limi sae? 60 kn Segmen Segmen.0m.5m 60 kn Segmen.0m 4.5m 0 Bending Momen Diagram 60 knm Figure 5.4: Beam and loading configuraion for Eample Design Daa: Design bending momen M* = 60 knm Design shear force V* = 60 kn Soluion Momen and shear: For beam segmen : he criical segmen by inspecion and using Clause 5.. of AS 400 End resrain condiion = FF (i.e. fully resrained a boh ends of he segmen) Twis resrain facor k =.0 (Table 5.6.() of AS 400) Load heigh facor k l =.0 (Table 5.6.() of AS 400) Laeral roaion resrain facor k r = 0.7 (Table 5.6.() of AS 400) Effecive lengh L e = k k l k r L =.0.0 0.7.5 =.75 m.0 m (say, for his eample) As a uniform bending momen is applied o beam segmen, hen α m =.0 (Table 5.6. of AS 400). Thus he required secion can be read direcly from Table 5.-() for a uniform design bending momen of 60 knm on segmen wih an effecive lengh (L e ) of.0 m. Choose a 00 00 5.0 RHS Grade C450L0 (C450PLUS ) wih: φm b = 7.6 knm > M* and φv v = 440 kn > V* (Noe also 0.6φV v V* and no shear bending ineracion check is required. See Secion 5..4.) I should also be noed ha when looking a Table 5.-() from he boom-up for he enries of φm b > 60.0 kn in he L e =.0 m column, he 50 00 RHS wih 8.0, 9.0 and 0.0 mm hickness in C450PLUS iniially saisfy his inequaliy. However, he 00 00 5.0 RHS in C450PLUS was seleced as i saisfies he above inequaliy and is lower in mass (by a leas 0%) and has greaer siffness (by a leas 4%) han he above lised 50 00 RHS. In erms of design member momen capaciy, beam segmens and do no have o be checked because hey have he same design bending momen (i.e. he maimum segmen momen) and end resrains bu a shorer effecive lengh when compared wih he middle segmen. Addiionally, he bending momen disribuion is less adverse in he end segmens (wih α m =.75 as noed in Table 5.6. of AS 400). As he end segmens have a smaller effecive lengh and larger momen modificaion facor, he design member momen capaciy of hese segmens canno be less han ha of he cenral (criical) segmen. This eample specifically illusraes he use of he Tables for bending momen and shear design of unresrained RHS beam secions possibly subjec o fleural-orsional buckling (CHS and SHS do no generally eperience his insabiliy). However, due o he lengh, bending momen and resrain condiions, beam segmen has full laeral resrain (see Noe 4 in Table 5.-()). The ne eample considers he above case bu wihou full laeral resrain a he load poins (making he RHS subjec o fleural-orsional buckling). In all such siuaions, designers should also underake checks on bearing (Secion 5...5) and bending-bearing ineracion (Secion 5..5) for he srengh limi sae and deflecions (Secions 5. and 5.4) for he serviceabiliy limi sae. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-4

Par 5 MEMBERS SUBJECT TO BENDING. Beam wih Resrains a Ends Only Consider he simply suppored beam in Eample above, check he beam assuming ha full laeral resrain is no provided a he load poins. Design Daa: Design bending momen M* = 60 knm Design shear force V* = 60 kn Soluion Momen and shear: For enire beam: End resrain condiion = FF (i.e. fully resrained a boh ends of he segmen) Twis resrain facor k =.0 (Table 5.6.() of AS 400) Load heigh facor k l =.4 (Table 5.6.() of AS 400 wih op flange loading wihin segmen) Laeral roaion resrain facor k r =.0 (Table 5.6.() of AS 400) Effecive lengh L e = k k l k r L =.0.4.0 4.5 = 6. m Momen modificaion facor α m =.07 (Second lising in Table 5.6. of AS 400) To saisfy he srengh limi sae M* φm b = φα m α s M s ( φm s ) This can be rewrien as M*/α m = 60/.07 = 56. knm φ(.0)α s M s The righ hand side of he las inequaliy is he value of φm b (based on α m =.0) ha is found in Table 5.-(). To design his beam from hese Tables M*/α m = 56. knm < φm b (lised in Table 5.-()) Therefore he appropriae secion can hen be read direcly from he able using he adjused design bending momen of M*/α m. From Table 5.-(), a 00 00 5.0 RHS Grade C450L0 (C450PLUS ) has: φm b = 68.6kNm (for L e = 6. m and α m =.0 by linear inerpolaion) > M*/α m (= 56. knm) Alernaively, he lised value of φm b from Table 5.-() may be muliplied by α m (=.07) and limied if necessary o φm s. The resuling value hen should be greaer han or equal o M*. Hence, in erms of design member momen capaciy, he 5.0 mm hick secion is adequae ha is he same as in Eample. The reason for his is due o he effec of he (more favourable) non-uniform momen disribuion offseing he negaive effecs of increased effecive lengh. (An analysis of he effec of increasing effecive lengh on RHS design member momen capaciy sees he level of momen capaciy reducion being only gradual). Addiionally, from Table 5.-(), for he 00 00 5.0 RHS Grade C450L0 (C450PLUS ) secion: φv v = 440 kn > V* (Noe also 0.6φV v V* and no shear bending ineracion check is required. See Secion 5..4.) This eample specifically illusraes he use of he Tables for bending momen and shear design of unresrained RHS beam secions subjec o fleural-orsional buckling (CHS and SHS do no generally eperience his insabiliy). In such siuaions, designers should also underake checks on bearing (Secion 5...5) and bending-bearing ineracion (Secion 5..5) for he srengh limi sae and deflecions (Secions 5. and 5.4) for he serviceabiliy limi sae. 5.4 Calculaion of Beam Deflecions Some mehods for calculaing he elasic deflecion of a beam include: (i) inegraion of M/EI diagram (ii) momen area (iii) slope deflecion (iv) published soluions for paricular cases (v) approimae or numerical mehods (e.g. finie elemens). Table T5. gives he more commonly used beam deflecion formulae. Due o he large range of loading configuraions and suppor condiions considered for beams in design, a comprehensive se of beam deflecion formulae is provided in Ref. [5.6]. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 5 MEMBERS SUBJECT TO BENDING Table T5.: Beam Deflecion Formulae Simple suppored beams (UDL) W Δ = 5 WL L 84 EI L W/L Δ = 60 WL EI Buil in beams (UDL) W L L W/L Δ = WL 84 EI Δ =.4 WL 84 EI Canilevers (UDL) W L L W/L Δ = 8 Δ = 5 WL EI WL EI Where: Δ = maimum deflecion W = oal load on beam L = span of beam E = Young's modulus of elasiciy l = second momen of area of cross-secion W L/ L/ Δ = 48 WL EI W L/ L/ Δ = 9 WL EI a L W b Δ = Wa EI b + a a W L-a Δ = WL 48EI a a 4 L L each force W/(n-) n spaces of L/n k WL Δ = 9 n ( ) EI each force W/(n-) n spaces of L/n k WL Δ = 9 n ( ) EI n odd, k = n n n n even, k = n + 4 n n odd, k = n n n n even, k = 4 n n n + n Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-6

Par 5 MEMBERS SUBJECT TO BENDING 5.5 References [5.] Sandards Ausralia, AS 400 Supplemen -999: Seel Srucures Commenary (Supplemen o AS 400 998), Sandards Ausralia, 999. [5.] Trahair, N.S. and Bradford, M.A., The Behaviour and Design of Seel Srucures o AS 400, hird ediion Ausralian, E & FN Spon, 998. [5.] Bridge, R.Q. and Trahair, N.S., Thin-Walled Beams, Seel Consrucion, Vol. 5, No., Ausralian Insiue of Seel Consrucion, 98 (Noe: AISC is now ASI he Ausralian Seel Insiue). [5.4] Trahair, N.S., Hogan, T.J. and Syam, A.A., Design of Unbraced Beams, Seel Consrucion, Vol. 7, No., Ausralian Insiue of Seel Consrucion, March 99 (Noe: AISC is now ASI he Ausralian Seel Insiue). [5.5] Trahair, N.S., Design of Unbraced Canilevers, Seel Consrucion, Vol. 7, No., Ausralian Insiue of Seel Consrucion, Sepember 99 (Noe: AISC is now ASI he Ausralian Seel Insiue). [5.6] Syam, A.A., Beam Formulae, Seel Consrucion, Vol. 6, No., Ausralian Insiue of Seel Consrucion, March 99 (Noe: AISC is now ASI he Ausralian Seel Insiue). See Secion.. for deails on reference Sandards. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-7 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.-(A) Circular Hollow Secions AS/NZS 6 Grade C50L0 STRENGTH LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS WITH FULL LATERAL RESTRAINT bending abou any ais d o per m W* L (kn) Span of Beam (L) in meres mm mm kg/m 0.5.0.5.0.5.0.5 4.0 4.5 5.0 6.0 7.0 8.0 9.0 kn 65. 5.4 CHS. 496 48 65 4 99. 8.7 70.9 6.0 55. 49.6 4. 5.4.0 7.6 49 5.0 CHS 9.7 46 54 5 9. 76.9 65.9 57.7 5. 46. 8.5.0 8.8 5.6 407 9.7 5.4 CHS 7.9 5 75 7 87.7 70. 58.5 50. 4.9 9.0 5. 9. 5..9 9.5 69 5.0 CHS 6.6 7 6 09 8.7 65. 54.5 46.7 40.8 6..7 7.. 0.4 8. 4 4. 5.4 CHS 4.5 5 76.9 57.7 46. 8.5.0 8.8 5.6. 9. 6.5 4.4.8 99 4.5 CHS. 95 97.7 65. 48.9 9..6 7.9 4.4.7 9.5 6. 4.0. 0.9 5 0.6 5.0 CHS.9 68 84. 56.0 4.0.6 8.0 4.0.0 8.7 6.8 4.0.0 0.5 9.4 46 4.0 CHS 9.6 7 68.6 45.7 4. 7.4.9 9.6 7. 5..7.4 9.80 8.58 7.6 99 88.9 5.9 CHS. 47 7. 48.9 6.6 9. 4.4 0.9 8. 6. 4.7. 0.5 9.6 8.4 49 5.0 CHS 0. 7 6.4 4..7 5.4. 8. 5.9 4..7 0.6 9.06 7.9 7.05 4.0 CHS 8.8 04 5.9 4.6 6.0 0.8 7. 4.8.0.5 0.4 8.66 7.4 6.49 5.77 7 76. 5.9 CHS 0. 05 5.5 5.0 6..0 7.5 5.0..7 0.5 8.74 7.49 6.56 5.8 4.5 CHS 7.95 8. 4.6 7.7 0.8 6.6.9.9 0.4 9.4 8. 6.9 5.94 5.0 4.6 64.6 CHS 6.44 68. 4..7 7.0.6.4 9.74 8.5 7.58 6.8 5.68 4.87 4.6.79 60. 5.4 CHS 7. 58.8 9.4 9.6 4.7.8 9.80 8.40 7.5 6.5 5.88 4.90 4.0.67.7 5 4.5 CHS 6.9 50.6 5. 6.9.6 0. 8.4 7. 6. 5.6 5.06 4..6.6.8 8.6 CHS 5.0 4.7 0.9.9 0.4 8.4 6.95 5.96 5. 4.64 4.7.48.98.6. 04 48. 4.0 CHS 4.7 8. 4. 9.45 7.08 5.67 4.7 4.05.54.5.8.6.0.77.57 90.. CHS.56.5.7 7.8 5.87 4.69.9.5.9.6.5.96.68.47.0 7.4 4.4 4.0 CHS.79. 0.7 7.0 5. 4.6.55.04.66.7..78.5..8 78.. CHS.09 7.7 8.87 5.9 4.44.55.96.5..97.77.48.7. 0.986 6.8.7 4.0 CHS.9.8 6.9 4.6.9.56..8.60.4.8.06 0.9 0.799 0.70 60.5. CHS.4 0.8 5.8.59.69.5.79.54.4.0.08 0.896 0.768 0.67 0.598 49.7 6.9 4.0 CHS.6 7.6.8.54.9.5.7.09 0.954 0.848 0.76 0.66 0.545 0.477 0.44 46.6. CHS.87 6.5.5.7.6.0.08 0.90 0.84 0.7 0.65 0.54 0.465 0.407 0.6 8.6.6 CHS.56 5.55.77.85.9. 0.95 0.79 0.694 0.66 0.555 0.46 0.96 0.47 0.08. W* L Noes: CHS C50L0. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. W* L = Maimum Design Load based on Design Momen Capaciy.. W* L = Maimum Design Load based on Design Shear Capaciy. 4. Maimum Design Load W* L is LESSER of W* L and W* L. 5. This produc is also complian wih AS 074 Seel ubes and ubulars for ordinary service. Refer o he OSATM Produc Manual for deails on AS 074 secions. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-8

TABLE 5.-(B) Circular Hollow Secions AS/NZS 6 Grade C50L0 SERVICEABILITY LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS bending abou any ais d o per m W* S (kn) Span of Beam (L) in meres mm mm kg/m 0.5.0.5.0.5.0.5 4.0 4.5 5.0 6.0 7.0 8.0 9.0 65. 5.4 CHS. 49 09 40 05 8.8 59.0 4.4. 6.. 4.8 0.8 8.0 6.56 5.0 CHS 9.7 9 95 0 97.7 78. 55. 40.5.0 4.5 9.8.8 0. 7.74 6. 9.7 5.4 CHS 7.9 95 47 98. 7.7 50.6 5. 5.8 9.8 5.6.6 8.78 6.45 4.94.90 5.0 CHS 6.6 75 8 9.7 68.8 47..8 4. 8.5 4.6.8 8.0 6.0 4.6.64 4. 5.4 CHS 4.5 9 96. 64. 4. 7.0 8.7.8 0.5 8. 6.75 4.69.44.64.08 4.5 CHS. 64 8.0 54.7 6.0.0 6.0.8 9.00 7. 5.76 4.00.94.5.78 0.6 5.0 CHS.9 40 69.9 46.6 7. 7.4. 8.90 6.8 5.8 4.6.0..70.5 4.0 CHS 9.6 5 57.6 8.4.5 4.4 9.99 7.4 5.6 4.44.60.50.8.40. 88.9 5.9 CHS. 0 59.9 6.4 0.5. 9.09 6.68 5. 4.04.7.7.67.8.0 5.0 CHS 0. 05 5.4.8 7.9.4 7.94 5.84 4.47.5.86.99.46. 0.88 4.0 CHS 8.8 86.7 4. 6. 4.8 9.47 6.58 4.8.70.9.7.64. 0.95 0.7 76. 5.9 CHS 0. 84.9 4.4.0.4 7.94 5.5 4.05.0.45.98.8.0 0.775 0.6 4.5 CHS 7.95 68.5 4. 7.8 0.0 6.40 4.45.7.50.98.60. 0.87 0.65 0.494.6 CHS 6.44 56.8 8.4 4.7 8.0 5..69.7.07.64. 0.9 0.677 0.58 0.40 60. 5.4 CHS 7. 47.0.8 9.67 5.44.48.4.78.6.07 0.87 0.605 0.444 0.40 0.69 4.5 CHS 6.9 4.0 9.0 8.44 4.75.04..55.9 0.98 0.759 0.57 0.87 0.97 0.4.6 CHS 5.0 4. 5.9 7.07.97.54.77.0 0.994 0.785 0.66 0.44 0.4 0.48 0.96 48. 4.0 CHS 4.7.8 8.46.76..5 0.940 0.69 0.59 0.48 0.8 0.5 0.7 0. 0.04. CHS.56 9. 7..6.78.4 0.79 0.58 0.445 0.5 0.85 0.98 0.45 0. 0.0879 4.4 4.0 CHS.79 7.0 5.5.46.8 0.884 0.64 0.45 0.45 0.7 0. 0.5 0. 0.086 0.068. CHS.09 4.4 4.68.08.7 0.749 0.50 0.8 0.9 0. 0.87 0.0 0.0955 0.07 0.0578.7 4.0 CHS.9 9.95.57.4 0.644 0.4 0.86 0.0 0.6 0.7 0.0 0.075 0.055 0.040 0.08. CHS.4 8.56. 0.984 0.554 0.54 0.46 0.8 0.8 0.09 0.0886 0.065 0.045 0.046 0.07 6.9 4.0 CHS.6 4.78.9 0.5 0.99 0.9 0. 0.0975 0.0746 0.0590 0.0478 0.0 0.044. CHS.87 4.9.05 0.465 0.6 0.67 0.6 0.0854 0.0654 0.057 0.049 0.09 0.04.6 CHS.56.64 0.90 0.405 0.8 0.46 0.0 0.074 0.0569 0.0450 0.064 0.05 Noes: CHS C50L0. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. W* S = Maimum Serviceabiliy Design Load based on Deflecion Limi of SPAN / 50 or Firs Yield.. Red shading indicaes serviceabiliy loads governed by yielding. 4. This produc is also complian wih AS 074 Seel ubes and ubulars for ordinary service. Refer o he OSATM Produc Manual for deails on AS 074 secions. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-9 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.-()(A) Circular Hollow Secions AS/NZS 6 Grade C50L0 STRENGTH LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS WITH FULL LATERAL RESTRAINT bending abou any ais d o per m W* L (kn) Span of Beam (L) in meres mm mm kg/m.0.0.0 4.0 5.0 6.0 7.0 8.0 9.0 0.0.0.0.0 4.0 kn 508.0.7 CHS 55 7700 850 570 90 540 80 00 96 855 770 700 64 59 550 4480 9.5 CHS 7 5470 70 80 70 090 9 78 68 607 547 497 455 40 90 70 6.4 CHS 79. 60 60 090 86 65 544 466 408 6 6 97 7 5 90 457.0.7 CHS 9 60 60 00 580 60 050 90 789 70 6 574 56 485 45 400 9.5 CHS 05 450 60 50 0 904 75 646 565 50 45 4 77 48 00 6.4 CHS 7. 750 70 96 687 550 458 9 4 05 75 50 9 96 050 406.4.7 CHS 4960 480 650 40 99 87 709 60 55 496 45 44 8 54 560 9.5 CHS 9.0 650 80 0 9 70 608 5 456 405 65 04 8 6 690 6.4 CHS 6. 60 0 75 564 45 76 8 5 6 05 88 7 6 80 55.6.7 CHS 07 760 880 50 94 75 67 58 47 48 76 4 4 90 69 00 9.5 CHS 8. 850 40 948 7 569 474 406 56 6 85 59 7 9 0 40 6.4 CHS 55. 790 894 596 447 58 98 55 4 99 79 6 49 8 8 590.9.7 CHS 97.5 00 550 00 775 60 57 44 88 45 0 8 58 9 80 9.5 CHS 7.7 70 80 789 59 47 95 8 96 6 7 5 97 8 69 0 6.4 CHS 50. 50 757 505 79 0 5 6 89 68 5 8 6 7 08 450 7..7 CHS 8.6 70 090 74 54 44 6 0 7 4 7 97 8 67 55 60 9. CHS 60.5 60 86 544 408 6 7 04 8 6 48 6 6 7 750 6.4 CHS 4. 0 555 70 78 85 59 9 0 9.5 85.4 79. 0 4.8 CHS.8 787 9 6 97 57 98. 87.4 78.7 7.5 65.6 60.5 56. 98 9. 8. CHS 4.6 90 460 07 0 84 5 5 0 9.0 8.6 76.6 70.7 65.7 0 6.4 CHS.6 70 65 4 8 46 04 9. 8. 7.0 66.4 60.8 56. 5. 970 4.8 CHS 5.4 50 65 77 06 88. 75.7 66. 58.9 5.0 48. 44. 40.8 7.9 7 68. 7. CHS 8. 465 55 6 9.0 77.5 66.5 58. 5.7 46.5 4. 8.8 5.8. 85 6.4 CHS 5.6 4 4 06 84.6 70.5 60.4 5.9 47.0 4. 8.5 5..5 0. 78 4.8 CHS 9.4 6 08 80.9 64.7 5.9 46. 40.4 5.9. 9.4 7.0 4.9. 559 W* L Noes: CHS C50L0. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. W* L = Maimum Design Load based on Design Momen Capaciy.. W* L = Maimum Design Load based on Design Shear Capaciy. 4. Maimum Design Load W* L is LESSER of W* L and W* L. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-0

TABLE 5.-()(B) Circular Hollow Secions AS/NZS 6 Grade C50L0 SERVICEABILITY LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS bending abou any ais CHS C50L0 d o per m W* S (kn) Span of Beam (L) in meres mm mm kg/m.0.0.0 4.0 5.0 6.0 7.0 8.0 9.0 0.0.0.0.0 4.0 508.0.7 CHS 55 6680 40 0 670 40 00 760 58 460 7 08 59 0 90 9.5 CHS 7 500 550 700 70 00 789 580 444 5 84 5 97 68 45 6.4 CHS 79. 500 750 70 874 699 54 98 05 4 95 6 5 5 99.4 457.0.7 CHS 9 560 680 790 40 070 747 549 40 69 87 59 7 9.5 CHS 05 400 050 70 00 80 57 49 54 05 70 4 05 6.4 CHS 7. 80 40 99 705 564 9 88 74 4 7 98. 8.6 7. 406.4.7 CHS 400 00 400 050 749 50 8 9 87 55 0 95.5 9.5 CHS 9.0 0 60 070 804 574 98 9 4 77 4 9 99.6 84.8 7. 6.4 CHS 6. 0 0 79 554 95 75 0 54 98.9 8.7 68.6 58.5 50.4 55.6.7 CHS 07 70 590 060 77 495 44 5 9 5 4 0 85.9 7. 6. 9.5 CHS 8. 440 0 8 594 80 64 94 49 7 95. 78.6 66.0 56. 48.5 6.4 CHS 55. 690 84 56 4 6 8 4 0 8. 65.8 54.4 45.7 8.9.6.9.7 CHS 97.5 600 00 868 578 70 57 89 45 4 9.5 76.4 64. 54.7 47. 9.5 CHS 7.7 00 000 669 446 85 98 46 88.0 7. 58.9 49.5 4. 6.4 6.4 CHS 50. 90 696 464 09 98 7 0 77. 6.0 49.4 40.9 4. 9. 5. 7..7 CHS 8.6 80 905 60 9 7 5 84.7 67.0 54. 44.8 7.7. 7.7 9. CHS 60.5 80 688 458 58 65 5 84. 64.4 50.9 4. 4. 8.6 4.4.0 6.4 CHS 4. 978 489 6 8 7 8.4 59.8 45.8 6. 9. 4. 0.4 7. 5.0 4.8 CHS.8 747 7 49 40 89.5 6. 45.7 5.0 7.6.4 8.5 5.5..4 9. 8. CHS 4.6 77 87 07 6 74. 5.6 7.9 9.0.9 8.6 5.4.9.0 9.48 6.4 CHS.6 69 09 65 9.0 59.5 4. 0.4. 8.4 4.9. 0. 8.80 7.59 4.8 CHS 5.4 474 7 7 7. 45.6.7. 7.8 4..4 9.4 7.9 6.75 5.8 68. 7. CHS 8. 89 80 79.9 44.9 8.8 0.0 4.7. 8.88 7.9 5.94 4.99 4.5.67 6.4 CHS 5.6 55 64 7.9 4.0 6. 8..4 0. 8.0 6.56 5.4 4.56.88.5 4.8 CHS 9.4 74 7 56..7 0. 4. 0. 7.9 6.5 5.07 4.9.5.00.58 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. W* S = Maimum Serviceabiliy Design Load based on Deflecion Limi of SPAN / 50 or Firs Yield.. Red shading indicaes serviceabiliy loads governed by yielding. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.-()(A) Circular Hollow Secions AS/NZS 6 Grade C50L0 STRENGTH LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS WITH FULL LATERAL RESTRAINT bending abou any ais CHS C50L0 do per m W* L (kn) Span of Beam (L) in meres W* L L mm mm kg/m 0.5.0.5.0.5.0.5 4.0 4.5 5.0 6.0 7..0 8.0 9.0 kn 65..5 CHS.9 46 8 45 09 87. 7.7 6. 54.5 48.5 4.6 6.4. 7. 4. 40.0 CHS.0 6 8 90.6 7.4 60.4 5.7 45. 40. 6. 0. 5.9.6 0. 46 9.7.5 CHS.8 60 07 80. 64. 5.5 45.8 40. 5.7. 6.7.9 0. 7.8 40.0 CHS 0. 68 4 89.5 67. 5.7 44.7 8..6 9.8 6.8.4 9. 6.8 4.9 9 4..6 CHS 9.8 74. 55.6 44.5 7..8 7.8 4.7. 8.5 5.9.9.4 84. CHS 8.77 99 99.6 66.4 49.8 9.8. 8.4 4.9. 9.9 6.6 4..4. 5 0.6. CHS 7.77 56 78. 5. 9.. 6.0. 9.5 7.4 5.6.0. 9.76 8.68 4.6 CHS 6.5 6 6. 4..6 5.. 8. 5.8 4.0.6 0.5 9.0 7.90 7.0 8 88.9. CHS 6.76 9 59. 9.5 9.6.7 9.8 6.9 4.8..9 9.88 8.46 7.4 6.58 95.6 CHS 5.5 97.6 48.8.5 4.4 9.5 6..9. 0.8 9.76 8.4 6.97 6.0 5.4 60 76.. CHS 5.75 85.8 4.9 8.6.4 7. 4.. 0.7 9.5 8.58 7.5 6. 5.6 4.76 66. CHS 4.9 6..6. 5.8.6 0.5 9.0 7.89 7.0 6. 5.6 4.5.95.5 60..9 CHS 4. 48. 4. 6..0 9.64 8.0 6.89 6.0 5.6 4.8 4.0.44.0.68 9. CHS.9 9.0 9.5.0 9.75 7.80 6.50 5.57 4.88 4.4.90.5.79.44.7 95.0 48..9 CHS.5 0. 5. 0. 7.54 6.0 5.0 4..77.5.0.5.5.89.68 9.8. CHS.6 4.5. 8.8 6.4 4.9 4.09.5.07.7.45.05.75.5.6 75.4 4.4.6 CHS.55 0.8 0.4 6.9 5.0 4.6.46.97.60..08.7.48.0.5 7.7.0 CHS.99 6.5 8. 5.49 4..9.74.5.06.8.65.7.8.0 0.95 57.6.7.6 CHS.99.7 6.5 4..8.54..8.59.4.7.06 0.907 0.794 0.706 57.6.0 CHS.56 0. 5.07.8.54.0.69.45.7..0 0.845 0.74 0.64 0.56 45. 6.9. CHS.40 7.04.5.5.76.4.7.0 0.879 0.78 0.704 0.586 0.50 0.440 0.9 40..0 CHS. 6.6..09.57.5.04 0.895 0.78 0.696 0.66 0.5 0.447 0.9 0.48 5.5 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. W* L = Maimum Design Load based on Design Momen Capaciy.. W* L = Maimum Design Load based on Design Shear Capaciy. 4. Maimum Design Load W* L is LESSER of W* L and W* L. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-

TABLE 5.-()(B) Circular Hollow Secions AS/NZS 6 Grade C50L0 SERVICEABILITY LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS bending abou any ais CHS C50L0 d o per m W* S (kn) Span of Beam (L) in meres L mm mm kg/m 0.5.0.5.0.5.0.5 4.0 4.5 5.0 6.0 7.0 8.0 9.0 65..5 CHS.9 94 97 89. 57.0 9.6 9.. 7.6 4. 9.90 7.8 5.57 4.40.0 CHS.0 4 70 4 77. 49. 4. 5. 9. 5.. 8.57 6.9 4.8.8 9.7.5 CHS.8 79 9 9.9 5.4 4..7 7.4. 0.5 8.54 5.9 4.6.4.64.0 CHS 0. 4 80.5 46. 9.6 0.6 5..6 9.4 7.40 5.4.78.89.8 4..6 CHS 9.8 88 94. 5.4 9.5 8.9. 9.6 7.7 5.8 4.7.8.4.84.46. CHS 8.77 69 84.5 47. 6.5 7.0.8 8.65 6.6 5. 4.4.94.6.66. 0.6. CHS 7.77 66..7 8.4.8 8.8 6.0 4.60.64.95.05.50.5 0.909.6 CHS 6.5 09 54.6 7. 5. 9.75 6.77 4.97.8.0.44.69.4 0.95 0.75 88.9. CHS 6.76 99.8 48.7.6. 7.79 5.4.97.04.40.95.5 0.99 0.760 0.60.6 CHS 5.5 8.8 40.4 7.9 0. 6.46 4.48.9.5.99.6. 0.84 0.6 0.498 76.. CHS 5.75 7.8 0.0. 7.49 4.80..45.87.48.0 0.8 0.6 0.468 0.70. CHS 4.9 5.5. 9.9 5.58.57.48.8.40.0 0.89 0.60 0.456 0.49 0.76 60..9 CHS 4. 40.. 5.90...47.08 0.89 0.655 0.5 0.69 0.7 0.07 0.64. CHS.9.8 0.8 4.8.7.74.0 0.885 0.678 0.56 0.44 0.0 0. 0.69 0.4 48..9 CHS.5 4.8 6.57.9.64.05 0.70 0.57 0.4 0.5 0.6 0.8 0.4 0.0 0.08. CHS.6 0.4 5.4.4.5 0.866 0.60 0.44 0.8 0.67 0.7 0.50 0. 0.0846 0.0669 4.4.6 CHS.55 5.9.97.77 0.99 0.65 0.44 0.4 0.48 0.96 0.59 0.0 0.08 0.06 0.0490.0 CHS.99.8.9.4 0.797 0.50 0.54 0.60 0.99 0.58 0.8 0.0886 0.065 0.0498 0.094.7.6 CHS.99 7.60.90 0.845 0.475 0.04 0. 0.55 0.9 0.098 0.0760 0.058 0.088 0.097 0.05.0 CHS.56 6.7.54 0.686 0.86 0.47 0.7 0.6 0.0965 0.076 0.067 0.049 0.05 0.04 6.9. CHS.40. 0.8 0.70 0.08 0. 0.096 0.0680 0.05 0.04 0.0 0.0.0 CHS..00 0.750 0. 0.87 0.0 0.08 0.06 0.0469 0.070 0.000 0.008 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. W* S = Maimum Serviceabiliy Design Load based on Deflecion Limi of SPAN / 50 or Firs Yield.. Red shading indicaes serviceabiliy loads governed by yielding. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.-(A) Recangular Hollow Secions AS/NZS 6 Grade C50L0 STRENGTH LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS WITH FULL LATERAL RESTRAINT bending abou -ais d b per m W* L (kn) Span of Beam (L) in meres W* L FLR mm mm mm kg/m 0.50 0.75.00.5.50.75.00.50.00.50 4.00 4.50 5.00 6.00 kn m 75 5.5 RHS.60 50.7.8 5.4 0. 6.9 4.5.7 0. 8.45 7.4 6.4 5.6 5.07 4..47.0 RHS.9 4.9 7.9 0.9 6.8 4.0.0 0.5 8.8 6.98 5.98 5. 4.65 4.9.49 99.9.50.6 RHS.8 4..9 7..7.4 9.8 8.59 6.87 5.7 4.9 4.9.8.4.86 80.8.5 65 5 4.0 RHS 5.5 66.9 44.6.5 6.8. 9. 6.7.4. 9.56 8.7 7.44 6.69 5.58 65.0.0 RHS 4.5 55.4 6.9 7.7. 8.5 5.8.8. 9. 7.9 6.9 6.6 5.54 4.6 8..5 RHS.60 47.6.8.8 9. 5.9.6.9 9.5 7.94 6.8 5.96 5.9 4.76.97 08.8.0 RHS.9 9. 6. 9.7 5.7.. 9.8 7.86 6.55 5.6 4.9 4.7.9.8 88.. 50 5.0 RHS.07 9.5 9.7 4.8.8 9.85 8.44 7.9 5.9 4.9 4..69.8.95.46 95.0.08.5 RHS.6 5.7 7..9 0. 8.58 7.5 6.4 5.5 4.9.68..86.57.4 8.0..0 RHS.5.5 4. 0.7 8.59 7.6 6.4 5.7 4.0.58.07.69.9.5.79 66..7.6 RHS.75 7.8.8 8.88 7. 5.9 5.08 4.44.55.96.54..97.78.48 5.9. 50 0.0 RHS.8 6.0 7..0 0.4 8.66 7.4 6.50 5.0 4..7.5.89.60.7 9.8..5 RHS.4.7 5..4 9.0 7.58 6.50 5.68 4.55.79.5.84.5.7.89 80.0.5.0 RHS.99 9..7 9.5 7.6 6.5 5.45 4.77.8.8.7.8..9.59 65.4.9.6 RHS.6 5.8 0.5 7.9 6. 5.7 4.5.95.6.64.6.98.76.58. 5..4 Noes: RHS C50L0. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. W* L = Maimum Design Load based on Design Momen Capaciy.. W* L = Maimum Design Load based on Design Shear Capaciy. 4. Maimum Design Load W L is LESSER of W* L and W* L. 5. FLR segmen lengh for Full Laeral Resrain (Clause 5...4 of AS 400) based on ransverse load case wih β m = -0.8. L ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM S LARGER RANGE OF C450PLUS PRODUCTS. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-4

TABLE 5.-(B) Recangular Hollow Secions AS/NZS 6 Grade C50L0 SERVICEABILITY LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS bending abou -ais d b per m W* S (kn) Span of Beam (L) in meres mm mm mm kg/m 0.50 0.75.00.5.50.75.00.50.00.50 4.00 4.50 5.00 6.00 75 5.5 RHS.60 4.6 8.4 7.5. 7.79 5.7 4.8.80.95.4.0 0.865 0.70 0.487.0 RHS.9 5.6.7 4.6 9.7 6.5 4.78.66.4.6.0 0.95 0.7 0.586 0.407.6 RHS.8 9.5 9.6. 7.76 5.9.96.0.94.5 0.990 0.758 0.599 0.485 0.7 65 5 4.0 RHS 5.5 56.6 5.8 0..9 8.96 6.58 5.04..4.65.6 0.996 0.807 0.560.0 RHS 4.5 48.4 0.7 7.. 7.67 5.64 4..76.9.4.08 0.85 0.69 0.480.5 RHS.60 4. 6.7 5.0 9.6 6.68 4.90.76.40.67. 0.99 0.74 0.60 0.47.0 RHS.9 5...5 8.0 5.57 4.09..0.9.0 0.78 0.69 0.50 0.48 50 5.0 RHS.07 5.0. 6.86 4.9.05.4.7.0 0.76 0.560 0.49 0.9 0.75 0.9.5 RHS.6. 0.8 6.07.89.70.98.5 0.97 0.675 0.496 0.80 0.00 0.4 0.69.0 RHS.5 8.8 9.6 5.5.0.9.68.9 0.84 0.57 0.40 0. 0.54 0.06 0.4.6 RHS.75 5.7 7.67 4..76.9.4.08 0.690 0.479 0.5 0.69 0. 0.7 0.0 50 0.0 RHS.8. 0.4 5.84.74.60.9.46 0.95 0.649 0.477 0.65 0.89 0.4 0.6.5 RHS.4 9.0 9.6 5....70.0 0.8 0.579 0.45 0.5 0.57 0.08 0.45.0 RHS.99 6. 7.90 4.44.84.97.45. 0.7 0.494 0.6 0.78 0.9 0.78 0..6 RHS.6.6 6.64.74.9.66. 0.94 0.598 0.45 0.05 0.4 0.84 0.49 0.04 Noes: RHS C50L0. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. W* S = Maimum Serviceabiliy Design Load based on Deflecion Limi of SPAN / 50 or Firs Yield.. Red shading indicaes serviceabiliy loads governed by yielding. L ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM S LARGER RANGE OF C450PLUS PRODUCTS. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.-4()(A) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 STRENGTH LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS WITH FULL LATERAL RESTRAINT bending abou -ais d b per m W* L (kn) Span of Beam (L) in meres W* L FLR mm mm mm kg/m.0.0.0 4.0 5.0 6.0 7.0 8.0 9.0 0.0.0.0.0 4.0 kn m 400 00 6.0 RHS 6 890 4460 970 0 780 490 70 0 99 89 8 74 686 67 5570 9.8.5 RHS 8 70 60 400 800 440 00 00 90 80 7 656 60 555 55 4440 0. 0.0 RHS 04 590 590 70 00 040 865 74 649 577 59 47 4 99 7 600 0.5 8.0 RHS 84. 70 850 40 97 74 68 50 46 4 7 7 09 85 65 90 0.7 400 00 6.0 RHS 6 690 460 0 70 90 50 990 866 770 69 60 577 5 495 5450.5.5 RHS 09 5640 80 880 40 0 940 806 705 67 564 5 470 44 40 440.7 0.0 RHS 88.4 4650 0 550 60 99 774 664 58 56 465 4 87 57 50.9 8.0 RHS 7.6 740 870 50 95 748 6 54 467 45 74 40 88 67 840 4. 50 50 6.0 RHS 6 6460 0 50 60 90 080 9 807 77 646 587 58 497 46 4800.5.5 RHS 09 550 60 750 0 050 876 75 657 584 55 478 48 404 75 840.9 0.0 RHS 88.4 460 0 40 070 85 70 609 5 474 46 87 55 8 04 0 4. 8.0 RHS 7.6 00 500 000 75 60 50 49 76 4 0 7 5 5 50 4.4 00 00 6.0 RHS 480 90 460 00 877 7 66 548 487 48 99 65 7 400 7..5 RHS 89.0 600 800 00 90 70 600 55 450 400 60 7 00 77 57 0 7.7 0.0 RHS 7.7 980 490 995 746 597 497 46 7 98 7 49 0 60 8.0 8.0 RHS 59. 40 0 805 604 48 40 45 0 68 4 0 0 86 7 40 8. 6.0 RHS 45.0 540 768 5 84 07 56 0 9 7 54 40 8 8 0 60 8.4 50 50 6.0 RHS 85.5 700 50 900 675 540 450 86 8 00 70 46 5 08 9 60.5.5 RHS 69.4 50 0 75 56 45 76 8 50 5 05 88 7 6 60.8 0.0 RHS 57.0 890 94 69 47 77 4 69 6 0 89 7 57 45 5 50.0 9.0 RHS 5.8 70 864 576 4 45 88 47 6 9 7 57 44 950. 8.0 RHS 46.5 560 78 5 9 60 95 74 56 4 0 0 750. 6.0 RHS 5.6 90 597 98 98 9 99 7 49 9 09 99.5 9.8 85. 40.4 5.0 RHS 9.9 89 446 97 78 49 7 99.0 89. 8.0 74. 68.6 6.7 0.5 Noes: RHS C450PLUS. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. W* L = Maimum Design Load based on Design Momen Capaciy. 4. W* L = Maimum Design Load based on Design Shear Capaciy. 5. Maimum Design Load W* L is LESSER of W* L and W* L. 6. FLR segmen lengh for Full Laeral Resrain (Clause 5...4 of AS 400) based on ransverse load case wih β m = -0.8. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-6

TABLE 5.-4()(B) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 SERVICEABILITY LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS bending abou -ais d b per m W* S (kn) Span of Beam (L) in meres mm mm mm kg/m.0.0.0 4.0 5.0 6.0 7.0 8.0 9.0 0.0.0.0.0 4.0 400 00 6.0 RHS 6 850 4070 70 740 0 77 567 44 4 78 0 9 65 4.5 RHS 8 6670 0 0 40 90 6 464 56 8 8 88 58 5 6 0.0 RHS 04 550 750 840 80 75 5 84 94 88 55 96.0 8.0 RHS 84. 450 60 50 965 67 49 5 4 9 54 8 07 9. 78.7 400 00 6.0 RHS 6 600 00 00 80 8 57 49 54 06 70 4 05.5 RHS 09 4980 490 660 060 680 47 47 65 0 70 40 8 0 86.7 0.0 RHS 88.4 440 070 80 88 565 9 88 74 4 7 98. 8.6 7. 8.0 RHS 7.6 40 70 40 79 466 4 8 8 44 7 96. 8.0 69.0 59.5 50 50 6.0 RHS 6 580 90 90 090 695 48 55 7 4 74 44 0 88.6.5 RHS 09 4800 400 590 896 574 98 9 4 77 4 9 99.6 84.9 7. 0.0 RHS 88.4 990 000 0 745 477 4 86 47 9 98.5 8.8 70.6 60.8 8.0 RHS 7.6 90 650 090 64 9 7 0 54 98. 8. 68. 58. 50. 00 00 6.0 RHS 870 940 00 69 96 75 0 55 99. 8.9 68.8 58.6 50.6.5 RHS 89.0 40 60 9 58 0 69 0 0 8.9 68.5 57.6 49.0 4. 0.0 RHS 7.7 70 60 77 44 78 9 4 09 85.8 69.5 57.4 48. 4. 5.5 8.0 RHS 59. 50 0 64 6 60 8 90. 7. 57.7 47.7 40. 4. 9.4 6.0 RHS 45.0 750 876 498 80 79 5 9.5 70. 55.4 44.9 7.. 6.5.9 50 50 6.0 RHS 85.5 0 50 547 08 97 7 0 77.0 60.8 49. 40.7 4. 9. 5..5 RHS 69.4 970 986 468 6 68 7 85.9 65.8 5.0 4. 4.8 9. 4.9.5 0.0 RHS 57.0 680 89 98 4 4 99.4 7.0 55.9 44. 5.8 9.6 4.9. 8. 9.0 RHS 5.8 550 77 67 06 9.6 67. 5.5 40.7.0 7..9 9.5 6.8 8.0 RHS 46.5 40 704 4 88 0 8.4 6. 46.9 7. 0.0 4.8 0.8 7.8 5. 6.0 RHS 5.6 0 55 6 47 94. 65.5 48. 6.8 9..6 9.5 6.4.9.0 5.0 RHS 9.9 94 47 6 80.4 55.8 4.0.4 4.8 0. 6.6 4.0.9 0. Noes: RHS C450PLUS. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. W* S = Maimum Serviceabiliy Design Load based on Deflecion Limi of SPAN / 50 or Firs Yield. 4. Red shading indicaes serviceabiliy loads governed by yielding. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-7 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.-4()(A) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 STRENGTH LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS WITH FULL LATERAL RESTRAINT bending abou -ais d b per m W* L (kn) Span of Beam (L) in meres W* L FLR mm mm mm kg/m.0.0.0 4.0 5.0 6.0 7.0 8.0 9.0 0.0.0.0.0 4.0 kn m 00 00 0.0 RHS 4. 00 55 44 58 06 7 47 9 5 0 9.7 85.9 79. 7.6 670 6.57 9.0 RHS 7.7 95 475 7 8 90 58 6 9 06 95. 86.4 79. 7. 67.9 50 6.65 8.0 RHS.9 866 4 89 6 7 44 4 08 96. 86.6 78.7 7. 66.6 6.9 60 6.7 6.0 RHS 6. 68 40 7 70 6 97. 85. 75.7 68. 6.9 56.7 5.4 48.6 040 6.89 5.0 RHS. 58 90 94 45 6 96.8 8.0 7.6 64.5 58. 5.8 48.4 44.7 4.5 879 6.97 4.0 RHS 7.9 467 4 56 7 9.5 77.9 66.8 58.4 5.9 46.7 4.5 8.9 6.0.4 7 7.04 5 76 6.0 RHS 9.4 76 88 5 94.0 75. 6.7 5.7 47.0 4.8 7.6 4.. 8.9 6.9 778 5. 5.0 RHS 6.4 6 08 80.8 64.7 5.9 46. 40.4 5.9. 9.4 6.9 4.9. 657 5.0 50 00 0.0 RHS.4 645 5 6 9 08 9. 80.7 7.7 64.5 58.7 5.8 49.6 46. 0 8.44 9.0 RHS 0.6 599 99 00 50 0 99.8 85.5 74.8 66.5 59.9 54.4 49.9 46.0 4.8 0 8.55 8.0 RHS 7.7 548 74 8 7 0 9. 78. 68.5 60.9 54.8 49.8 45.7 4. 9. 00 8.66 6.0 RHS.4 45 8 45 09 87. 7.5 6. 54.4 48.4 4.5 9.6 6..5. 779 8.88 5.0 RHS 8. 7 86 4 9. 74.6 6. 5. 46.6 4.4 7..9. 8.7 6.6 658 8.99 4.0 RHS 4.8 0 5 0 75.5 60.4 50. 4. 7.8.6 0. 7.5 5...6 54 9.0 50 50 6.0 RHS 6.7 95 48 98.4 7.8 59. 49. 4. 6.9.8 9.5 6.8 4.6.7. 749. 5.0 RHS 4. 56 8 85. 6.9 5. 4.6 6.5.9 8.4 5.6.. 9.7 8. 6.8 4.0 RHS.6 06 70.7 5.0 4.4 5. 0. 6.5.6. 9. 7.7 6. 5. 54..0 RHS 8.96 67 8. 55.5 4.7. 7.8.8 0.8 8.5 6.7 5..9.8.9 9.9.5 RHS 7.5 4 70.5 47.0 5. 8..5 0. 7.6 5.7 4..8.8 0.8 0. 8.4.0 RHS 6.07 0 5. 4. 5.6 0.5 7. 4.6.8.4 0. 9. 8.54 7.89 7. 64.44 7 5 6.0 RHS 4.7 74.5 55.8 44.7 7..9 7.9 4.8. 0. 8.6 7. 6.0 6.70 5.0 RHS.5 94 97. 64.7 48.5 8.8.4 7.7 4..6 9.4 7.7 6. 4.9.9 55.76.5 RHS 9.07 44 7. 48. 6. 8.9 4. 0.6 8. 6. 4.4..0. 0. 84.86 5 75 6.0 RHS 6.7 7 6 9.0 68. 54.6 45.5 9.0 4. 0. 7. 4.8.7.0 9.5 64 5.9 5.0 RHS 4. 6 8 78.6 58.9 47. 9..7 9.5 6..6.4 9.6 8. 6.8 58 6.0 4.0 RHS.6 95 97.6 65. 48.8 9..5 7.9 4.4.7 9.5 7.8 6. 5.0.9 48 6..0 RHS 8.96 5 75.4 50. 7.7 0. 5..5 8.8 6.8 5..7.6.6 0.8 4 6..5 RHS 7.5 56. 7.5 8..5 8.8 6. 4..5. 0. 9.8 8.66 8.04 8 6.7.0 RHS 6.07 80.4 40. 6.8 0. 6..4.5 0.0 8.9 8.04 7. 6.70 6.8 5.74 6 6. 0 76 6.0 RHS 4.7 00 00 66.8 50. 40..4 8.6 5.. 0.0 8. 6.7 5.4 4. 5 7.6 5.0 RHS.5 74 87.0 58.0 4.5 4.8 9.0 4.9.7 9. 7.4 5.8 4.5.4.4 45 7.8.5 RHS 9.07 9 64.6 4.. 5.8.5 8.5 6. 4.4.9.7 0.8 9.94 9. 5 7.56 Noes: RHS C450PLUS. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. W* L = Maimum Design Load based on Design Momen Capaciy. 4. W* L = Maimum Design Load based on Design Shear Capaciy. 5. Maimum Design Load W* L is LESSER of W* L and W* L. 6. FLR segmen lengh for Full Laeral Resrain (Clause 5...4 of AS 400) based on ransverse load case wih β m = -0.8. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-8

TABLE 5.-4()(B) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 SERVICEABILITY LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS bending abou -ais d b per m W* S (kn) Span of Beam (L) in meres mm mm mm kg/m.0.0.0 4.0 5.0 6.0 7.0 8.0 9.0 0.0.0.0.0 4.0 00 00 0.0 RHS 4. 880 75 67 9.9 60. 4.7 0.6.5 8.5 5.0.4 0.4 8.89 7.66 9.0 RHS 7.7 89 50 55 87.4 55.9 8.8 8.5.8 7. 4.0.6 9.7 8.7 7. 8.0 RHS.9 75 4 80. 5.4 5.7 6. 0. 5.9.8 0.6 8.9 7.60 6.55 6.0 RHS 6. 60 57 4 64. 4. 8.5.0 6..7 0. 8.49 7. 6.08 5.4 5.0 RHS. 58 98. 55. 5. 4.5 8.0.8 0.9 8.8 7.0 6. 5. 4.5 4.0 RHS 7.9 47 8 8.0 45.5 9. 0. 4.9.4 9.00 7.9 6.0 5.06 4..7 5 76 6.0 RHS 9.4 7 06 47. 6.5 7.0.8 8.66 6.6 5.4 4.4.5.95.5.7 5.0 RHS 6.4 84 9. 4.0. 4.8 0. 7.5 5.77 4.56.69.05.56.8.88 50 00 0.0 RHS.4 558 78 79. 44.6 8.5 9.8 4.6. 8.8 7.4 5.90 4.96 4..64 9.0 RHS 0.6 5 67 74.4 4.8 6.8 8.6.7 0.5 8.6 6.69 5.5 4.65.96.4 8.0 RHS 7.7 484 55 68.8 8.7 4.8 7..6 9.68 7.65 6.9 5. 4.0.67.6 6.0 RHS.4 9 6 55.8.4 0..9 0. 7.84 6.0 5.0 4.5.49.97.56 5.0 RHS 8. 9 09 48. 7. 7.4. 8.87 6.79 5.6 4.4.59.0.57. 4.0 RHS 4.8 8 90. 40..5 4.4 0.0 7.6 5.6 4.45.6.98.50..84 50 50 6.0 RHS 6.7 4 77.7 4.5 9.4.4 8.6 6.4 4.86.84..57.6.84.59 5.0 RHS 4. 68. 0. 7. 0.9 7.58 5.57 4.6.7.7.6.89.6.9 4.0 RHS.6 79 57.4 5.5 4. 9.8 6.8 4.68.59.8.0.90.59.6.7.0 RHS 8.96 4 45.9 0.4.5 7.4 5.0.74.87.6.8.5.7.09 0.96.5 RHS 7.5 9.0 7. 9.76 6.4 4.4.9.44.9.56.9.08 0.94 0.796.0 RHS 6.07 99.6.9 4. 7.97 5.0.54.60.99.57.8.05 0.885 0.754 0.65 7 5 6.0 RHS 4.7 86 50..4.6 8.05 5.59 4..5.49.0.66.40.9.0 5.0 RHS.5 64 44.5 9.8. 7. 4.94.6.78.0.78.47..05 0.907.5 RHS 9.07 5.8 5.0 8.46 5.4.76.76..67.5. 0.940 0.80 0.690 5 75 6.0 RHS 6.7 40 6.9 8.4 6.0 0. 7.0 5..99.6.56..78.5.0 5.0 RHS 4. 0 55.9 4.9 4.0 8.95 6. 4.56.50.76.4.85.55..4 4.0 RHS.6 76 46.9 0.8.7 7.50 5..8.9..88.55.0. 0.957.0 RHS 8.96 40 7. 6.6 9. 5.97 4.4.05..84.49..04 0.88 0.76.5 RHS 7.5 9.7 4. 7.9 5.08.5.59.98.57.7.05 0.88 0.75 0.647.0 RHS 6.07 97. 5.9.5 6.47 4.4.88..6.8.04 0.856 0.79 0.6 0.58 0 76 6.0 RHS 4.7 55 8.7 7. 9.68 6.0 4.0.6.4.9.55.8.08 0.97 0.790 5.0 RHS.5 6 4. 5. 8.5 5.46.79.78..68.6. 0.948 0.807 0.696.5 RHS 9.07 0 5.9.5 6.47 4.4.87..6.8.0 0.855 0.78 0.6 0.58 Noes: RHS C450PLUS. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. W* S = Maimum Serviceabiliy Design Load based on Deflecion Limi of SPAN / 50 or Firs Yield. 4. Red shading indicaes serviceabiliy loads governed by yielding. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-9 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.-4()(A) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 STRENGTH LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS WITH FULL LATERAL RESTRAINT bending abou -ais d b per m W* L (kn) Span of Beam (L) in meres NON-STANDARD GRADE W* L FLR mm mm mm kg/m 0.50 0.75.00.5.50.75.00.50.00.50 4.00 4.50 5.00 6.00 kn m 00 50 6.0 RHS.0 94 96 47 8 97.9 8.9 7.5 58.8 49.0 4.0 6.7.6 9.4 4.5 489. 5.0 RHS 0. 58 7 9 0 85.9 7.6 64.4 5.5 4.9 6.8. 8.6 5.8.5 47.9 4.0 RHS 8.49 6 44 08 86.6 7. 6.9 54. 4. 6. 0.9 7. 4..6 8.0 4.7.5 RHS 7.5 94 9 97.0 77.6 64.7 55.4 48.5 8.8. 7.7 4..6 9.4 6. 0.40.0 RHS 6.60 7 5 86.4 69. 57.6 49.4 4. 4.5 8.8 4.7.6 9. 7. 4.4 6.45.5 RHS 5.56 47 97.9 7.5 58.8 49.0 4.0 6.7 9.4 4.5.0 8.4 6. 4.7. 0.49.0 RHS 4.50 8 78.6 59.0 47. 9..7 9.5.6 9.7 6.9 4.7..8 9.8 78.5.6 RHS.64 80.8 5.9 40.4. 6.9. 0. 6..5.5 0. 8.98 8.08 6.7 4.56 76 8 4.0 RHS 6. 7 78. 58.7 47.0 9..6 9.4.5 9.6 6.8 4.7..7 9.79 5.48.0 RHS 4.90 95.9 64.0 48.0 8.4.0 7.4 4.0 9. 6.0.7.0 0.7 9.59 7.99 94.57.5 RHS 4.5 8. 54.8 4..9 7.4.5 0.5 6.4.7.7 0. 9. 8. 6.85 64.6 75 50 6.0 RHS 9.67 8 90.9 7.7 60.6 5.0 45.5 6.4 0. 6.0.7 0. 8. 5. 56 4. 5.0 RHS 8.5 6 08 80.7 64.5 5.8 46. 40.. 6.9.0 0. 7.9 6..4 06 4. 4.0 RHS 6.9 7 9. 68.5 54.8 45.7 9. 4. 7.4.8 9.6 7. 5..7.4 5 4..0 RHS 5.4 7.8 55.4 44. 6.9.6 7.7. 8.5 5.8.8.. 9. 95 4.45.5 RHS 4.58 94.6 6.0 47. 7.8.5 7.0.6 8.9 5.8.5.8 0.5 9.46 7.88 65 4.5.0 RHS.7 76.4 50.9 8. 0.5 5.5.8 9. 5..7 0.9 9.54 8.48 7.64 6.6 4 4.56.6 RHS.0 5.5 5.7 6.8.4 7.8 5..4 0.7 8.9 7.65 6.69 5.95 5.5 4.46 08 4.60 75 5.5 RHS.60 65. 4.5.6 6..7 8.6 6..0 0.9 9. 8.5 7.4 6.5 5.4 58.4.0 RHS.9 5.8 5.9 6.9.5 7.9 5.4.5 0.8 8.97 7.69 6.7 5.98 5.8 4.49 8.7.6 RHS.8 44. 9.4. 7.7 4.7.6.0 8.8 7.6 6. 5.5 4.9 4.4.68 04.9 65 5 4.0 RHS 5.5 86.0 57.4 4.0 4.4 8.7 4.6.5 7. 4.. 0.8 9.56 8.60 7.7.4.0 RHS 4.5 7. 47.5 5.6 8.5.7 0. 7.8 4..9 0. 8.90 7.9 7. 5.94 65.5.5 RHS.60 6. 40.8 0.6 4.5 0.4 7.5 5.. 0. 8.75 7.66 6.8 6. 5.0 9.55.0 RHS.9 50.5.7 5. 0. 6.8 4.4.6 0. 8.4 7. 6. 5.6 5.05 4..59 50 5.0 RHS.07 8.0 5. 9.0 5..7 0.9 9.50 7.60 6. 5.4 4.75 4..80.7.6.5 RHS.6.. 6.5..0 9.45 8.7 6.6 5.5 4.7 4.4.68..76 04.65.0 RHS.5 7.6 8.4.8.0 9. 7.89 6.9 5.5 4.60.95.45.07.76.0 85..69.6 RHS.75.8 5..4 9.4 7.6 6.5 5.7 4.57.8.6.86.54.8.90 69..7 50 0.0 RHS.8.4. 6.7.4. 9.55 8.6 6.68 5.57 4.77 4.8.7.4.79.0.5 RHS.4 9. 9.5 4.6.7 9.74 8.5 7. 5.85 4.87 4.8.65.5.9.44 0.05.0 RHS.99 4.5 6.. 9.80 8.7 7.00 6. 4.90 4.08.50.06.7.45.04 84..08.6 RHS.6 0..6 0. 8. 6.78 5.8 5.08 4.07.9.9.54.6.0.69 68.4.0 Noes: RHS C450PLUS. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. W* L = Maimum Design Load based on Design Momen Capaciy. 4. W* L = Maimum Design Load based on Design Shear Capaciy. 5. Maimum Design Load W L is LESSER of W* L and W* L. 6. FLR segmen lengh for Full Laeral Resrain (Clause 5...4 of AS 400) based on ransverse load case wih β m = -0.8. 7. NOTE: Grey shaded lisings are o C450L0 which is a non-sandard grade - availabiliy is subjec o minimum order crieria. The sandard grade for he shaded lisings is AS/NZS 6-C50L0. Please refer o earlier ables for design values associaed wih his as a sandard grade. See he OSATM PAG for furher informaion on grades and availabiliy. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-0

TABLE 5.-4()(B) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 SERVICEABILITY LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS bending abou -ais d b per m W* S (kn) Span of Beam (L) in meres mm mm mm kg/m 0.50 0.75.00.5.50.75.00.50.00.50 4.00 4.50 5.00 6.00 00 50 6.0 RHS.0 46 64 05 67. 46.7 4. 6. 6.8.7 8.57 6.56 5.9 4.0.9 5.0 RHS 0. 0 47 9.9 60. 4.7 0.6.5 5.0 0.4 7.66 5.87 4.64.75.6 4.0 RHS 8.49 88 5 80. 5.4 5.7 6. 0..8 8.9 6.55 5.0.96...5 RHS 7.5 70 7.6 46.4..7 8..6 8.06 5.9 4.54.58.90.0.0 RHS 6.60 5 0 65.4 4.9 9..4 6.4 0.5 7.7 5.4 4.09..6.8.5 RHS 5.56 87.6 56.0 5.9 4.9 8. 4.0 8.97 6. 4.57.50.77.4.56.0 RHS 4.50 08 7.0 46. 9.5 0.5 5.0.5 7.7 5..76.88.7.84.8.6 RHS.64 88. 58.8 7.7 4. 6.7. 9.4 6.0 4.8.07.5.86.5.05 76 8 4.0 RHS 6. 99.8 57.6.4 0.7 4.4 0.6 8.09 5.8.60.64.0.60.9 0.899.0 RHS 4.90 8.9 48.4 7. 7.4. 8.89 6.80 4.5.0..70.4.09 0.756.5 RHS 4.5 7.6 4.9.5 5. 0.5 7.69 5.89.77.6.9.47.6 0.94 0.654 75 50 6.0 RHS 9.67 54 87.4 49..5.8 6.0. 7.86 5.46 4.0.07.4.97.7 5.0 RHS 8.5 9 79. 44.6 8.5 9.8 4.6. 7.4 4.96.64.79.0.78.4 4.0 RHS 6.9 68.8 8.7 4.8 7..6 9.68 6.9 4.0.6.4.9.55.08.0 RHS 5.4 00 57.0. 0.5 4. 0.5 8.0 5..56.6.00.58.8 0.890.5 RHS 4.58 86. 49. 7.6 7.7. 9.0 6.90 4.4.07.5.7.6.0 0.767.0 RHS.7 7.4 40.6.8 4.6 0. 7.46 5.7.65.54.86.4. 0.9 0.64.6 RHS.0 58.6. 8.7.0 8. 6. 4.69.00.08.5.7 0.96 0.750 0.5 75 5.5 RHS.60 54.8. 7.5. 7.79 5.7 4.8.80.95.4.0 0.865 0.70 0.487.0 RHS.9 45.8 6.0 4.6 9.7 6.5 4.78.66.4.6.0 0.95 0.7 0.586 0.407.6 RHS.8 7.9.6. 7.76 5.9.96.0.94.5 0.990 0.758 0.599 0.485 0.7 65 5 4.0 RHS 5.5 7.7 5.8 0..9 8.96 6.58 5.04..4.65.6 0.996 0.807 0.560.0 RHS 4.5 6. 0.7 7.. 7.67 5.64 4..76.9.4.08 0.85 0.69 0.480.5 RHS.60 54. 6.7 5.0 9.6 6.68 4.90.76.40.67. 0.99 0.74 0.60 0.47.0 RHS.9 45...5 8.0 5.57 4.09..0.9.0 0.78 0.69 0.50 0.48 50 5.0 RHS.07 7.5. 6.86 4.9.05.4.7.0 0.76 0.560 0.49 0.9 0.75 0.9.5 RHS.6 4. 0.8 6.07.89.70.98.5 0.97 0.675 0.496 0.80 0.00 0.4 0.69.0 RHS.5 0.6 9.6 5.5.0.9.68.9 0.84 0.57 0.40 0. 0.54 0.06 0.4.6 RHS.75 7. 7.67 4..76.9.4.08 0.690 0.479 0.5 0.69 0. 0.7 0.0 50 0.0 RHS.8.4 0.4 5.84.74.60.9.46 0.95 0.649 0.477 0.65 0.89 0.4 0.6.5 RHS.4 0.8 9.6 5....70.0 0.8 0.579 0.45 0.5 0.57 0.08 0.45.0 RHS.99 7.8 7.90 4.44.84.97.45. 0.7 0.494 0.6 0.78 0.9 0.78 0..6 RHS.6 4.9 6.64.74.9.66. 0.94 0.598 0.45 0.05 0.4 0.84 0.49 0.04 NON-STANDARD GRADE Noes: RHS C450PLUS. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. W* S = Maimum Serviceabiliy Design Load based on Deflecion Limi of SPAN / 50 or Firs Yield. 4. Red shading indicaes serviceabiliy loads governed by yielding. 5. NOTE: Grey shaded lisings are o C450L0 which is a non-sandard grade - availabiliy is subjec o minimum order crieria. The sandard grade for he shaded lisings is AS/NZS 6-C50L0. Please refer o earlier ables for design values associaed wih his as a sandard grade. See he OSATM PAG for furher informaion on grades and availabiliy. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.-5(A) Square Hollow Secions AS/NZS 6 Grade C50L0 STRENGTH LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS WITH FULL LATERAL RESTRAINT bending abou -ais d b per m W* L (kn) Span of Beam (L) in meres mm mm mm kg/m 0.50 0.75.00.5.50.75.00.50.00.50 4.00 4.50 5.00 6.00 kn 50 50 6.0 SHS 7. 7. 48.8 6.6 9. 4.4 0.9 8. 4.6. 0.5 9.6 8.4 7. 6.0 70 5.0 SHS 6.9 66. 44.. 6.5. 8.9 6.6.. 9.47 8.9 7.7 6.6 5.5 49 4.0 SHS 5.5 57.4 8. 8.7.9 9. 6.4 4..5 9.56 8.9 7.7 6.7 5.74 4.78 5.0 SHS 4.5 47..5.7 8.9 5.8.5.8 9.46 7.89 6.76 5.9 5.6 4.7.94 98.6.5 SHS.60 40.7 7. 0. 6..6.6 0. 8.4 6.78 5.8 5.09 4.5 4.07.9 84.0.0 SHS.9.6.4 6.8.4. 9.59 8.9 6.7 5.60 4.80 4.0.7.6.80 68.7.6 SHS.8 5.7 7..9 0. 8.57 7.5 6.4 5.4 4.9.67..86.57.4 55.9 40 40 4.0 SHS 4.09.9.6 7.0.6. 9.70 8.49 6.79 5.66 4.85 4.4.77.9.8 95.6.0 SHS.0 8.8 9. 4.4.5 9.6 8.4 7. 5.77 4.8 4..6..88.40 76..5 SHS.8 5.0 6.7.5 0.0 8.4 7.5 6.6 5.0 4.7.58..78.50.09 65..0 SHS. 0.8.9 0.4 8. 6.94 5.95 5. 4.7.47.98.60..08.74 5.8.6 SHS.88 7..5 8.60 6.88 5.7 4.9 4.0.44.87.46.5.9.7.4 44.0 5 5.0 SHS.8. 4. 0.7 8.5 7.0 6.09 5. 4.6.55.04.66.7..78 65.0.5 SHS.4 8.6.4 9. 7.45 6. 5. 4.66.7.0.66..07.86.55 56.0.0 SHS.99 5.6 0.4 7.80 6.4 5.0 4.46.90..60..95.7.56.0 46..6 SHS.6.9 8.6 6.47 5.7 4..70..59.6.85.6.44.9.08 8.0 0 0.0 SHS.6 4.9 9.94 7.46 5.97 4.97 4.6.7.98.49..86.66.49.4 5.8.5 SHS.0. 8.77 6.58 5.6 4.8.76.9.6.9.88.64.46..0 46.7.0 SHS.68. 7.4 5.56 4.45.70.8.78..85.59.9.. 0.96 8.8.6 SHS.8 9.8 6.9 4.64.7.09.65..86.55..6.0 0.98 0.77.0 5 5.0 SHS.89 9.65 6.4 4.8.86..76.4.9.6.8..07 0.965 0.804 4.6.5 SHS.64 8.6 5.75 4..45.88.47.6.7.44..08 0.959 0.86 0.79 7..0 SHS.6 7.9 4.9.69.96.46..85.48..06 0.94 0.8 0.79 0.66.4.6 SHS. 6. 4.5..49.08.78.56.5.04 0.890 0.779 0.69 0.6 0.59 6.0 0 0.0 SHS.05 4.4.95..77.47.6.0 0.884 0.77 0.6 0.55 0.49 0.44 0.68.9.6 SHS 0.87.78.5.89.5.6.08 0.946 0.757 0.6 0.540 0.47 0.40 0.78 0.5 0. ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM S LARGER RANGE OF C450PLUS PRODUCTS. W* L Noes: SHS C50L0. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. W* L = Maimum Design Load based on Design Momen Capaciy.. W* L = Maimum Design Load based on Design Shear Capaciy. 4. Maimum Design Load W* L is LESSER of W* L and W* L. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-

TABLE 5.-5(B) Square Hollow Secions AS/NZS 6 Grade C50L0 SERVICEABILITY LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS bending abou -ais SHS C50L0 d b per m W* S (kn) Span of Beam (L) in meres mm mm mm kg/m 0.50 0.75.00.5.50.75.00.50.00.50 4.00 4.50 5.00 6.00 50 50 6.0 SHS 7. 6.7 0. 6.9 0.8 7.5 5.5 4..7.88.8.06 0.85 0.677 0.470 5.0 SHS 6.9 57.6 8. 5.8 0. 7.0 5.5.95.5.75.9 0.987 0.780 0.6 0.48 4.0 SHS 5.5 5. 5.0 4. 8.99 6.5 4.59.5.5.56.5 0.878 0.694 0.56 0.90.0 SHS 4.5 4.6..0 7.65 5..9.99.9. 0.976 0.748 0.59 0.478 0..5 SHS.60 8.0 8.5 0.4 6.66 4.6.40.60.67.6 0.850 0.65 0.54 0.46 0.89.0 SHS.9.7 5.5 8.69 5.56.86.84.7.9 0.966 0.70 0.54 0.49 0.48 0.4.6 SHS.8 6..8 7.9 4.60.0.5.80.5 0.799 0.587 0.449 0.55 0.88 0.00 40 40 4.0 SHS 4.09 5.9.5 6.47 4.4.87..6.0 0.78 0.58 0.404 0.9 0.59 0.80.0 SHS.0.9 0. 5.7.67.55.87.4 0.97 0.66 0.468 0.58 0.8 0.9 0.59.5 SHS.8 0. 8.97 5.05..4.65.6 0.808 0.56 0.4 0.5 0.49 0.0 0.40.0 SHS. 7. 7.58 4.6.7.90.9.07 0.68 0.474 0.48 0.67 0. 0.7 0.8.6 SHS.88 4. 6..56.8.58.6 0.890 0.570 0.96 0.9 0. 0.76 0.4 0.0989 5 5.0 SHS.8 4.6 6.50.65.4.6.9 0.94 0.585 0.406 0.98 0.8 0.80 0.46 0.0.5 SHS.4.0 5.78.5.08.44.06 0.8 0.50 0.6 0.65 0.0 0.60 0.0 0.090.0 SHS.99. 4.9.77.77. 0.904 0.69 0.44 0.08 0.6 0.7 0.7 0. 0.0769.6 SHS.6 9. 4.4..49.0 0.760 0.58 0.7 0.59 0.90 0.45 0.5 0.09 0.0647 0 0.0 SHS.6 8.6.8.5.8 0.957 0.70 0.58 0.44 0.9 0.76 0.5 0.06 0.086 0.0598.5 SHS.0 7.76.45.94.4 0.86 0.6 0.485 0.0 0.5 0.58 0. 0.0958 0.0776 0.059.0 SHS.68 6.69.97.67.07 0.74 0.546 0.48 0.68 0.86 0.7 0.05 0.086 0.0669 0.0465.6 SHS.8 5.67.5.4 0.908 0.60 0.46 0.55 0.7 0.58 0.6 0.0887 0.070 0.0567 0.094 5 5.0 SHS.89 4.5.0. 0.74 0.50 0.69 0.8 0.8 0.6 0.09 0.0707 0.0559 0.045 0.04.5 SHS.64 4.5.85.04 0.664 0.46 0.9 0.60 0.66 0.5 0.0848 0.0649 0.05 0.045 0.088.0 SHS.6.65.6 0.9 0.58 0.405 0.98 0.8 0.46 0.0 0.0744 0.0570 0.0450 0.065 0.05.6 SHS...9 0.78 0.50 0.48 0.56 0.96 0.5 0.0870 0.0640 0.0490 0.087 0.0 0.08 0 0.0 SHS.05.70 0.756 0.45 0.7 0.89 0.9 0.06 0.0680 0.047 0.047 0.066 0.00.6 SHS 0.87.49 0.664 0.7 0.9 0.66 0. 0.09 0.0597 0.045 0.005 0.0 ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM S LARGER RANGE OF C450PLUS PRODUCTS. Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. W* S = Maimum Serviceabiliy Design Load based on Deflecion Limi of SPAN / 50 or Firs Yield.. Red shading indicaes serviceabiliy loads governed by yielding. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.-6()(A) Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 STRENGTH LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS WITH FULL LATERAL RESTRAINT bending abou -ais d b per m W* L (kn) Span of Beam (L) in meres mm mm mm kg/m.0.0.0 4.0 5.0 6.0 7.0 8.0 9.0 0.0.0.0.0 4.0 kn 400 400 6.0 SHS 86 0800 580 590 690 50 790 540 50 00 080 979 897 88 769 5650.5 SHS 48 7490 750 500 870 500 50 070 97 8 749 68 64 576 55 4500 0.0 SHS 0 560 680 790 40 070 894 766 670 596 56 487 447 4 8 650 50 50 6.0 SHS 6 890 4090 70 050 640 60 70 00 90 89 744 68 60 585 4880.5 SHS 8 640 070 050 540 0 00 878 768 68 64 558 5 47 49 900 0.0 SHS 04 480 90 460 00 877 7 66 548 487 48 99 65 7 70 8.0 SHS 84. 50 570 050 787 60 55 450 9 50 5 86 6 4 5 570 00 00 6.0 SHS 6 5860 90 950 460 70 976 87 7 65 586 5 488 45 48 40.5 SHS 09 4770 80 590 90 95 794 68 596 50 477 4 97 67 40 00 0.0 SHS 88.4 490 750 60 87 698 58 499 46 88 49 7 9 69 49 690 8.0 SHS 7.6 490 40 80 6 498 45 56 77 49 6 07 9 78 80 50 50 6.0 SHS 90 960 00 979 78 65 559 489 45 9 56 6 0 80 50.5 SHS 89.0 0 60 070 804 64 56 459 40 57 9 68 47 0 700 0.0 SHS 7.7 60 0 876 657 56 48 75 9 9 6 9 9 0 88 0 9.0 SHS 65.9 60 0 755 566 45 77 4 8 5 6 06 89 74 6 000 8.0 SHS 59. 900 949 6 474 80 6 7 7 90 7 58 46 6 800 6.0 SHS 45.0 0 66 4 08 46 05 76 54 7 0 94.8 88.0 70 00 00 6.0 SHS 85.5 60 80 787 590 47 9 7 95 6 6 5 97 8 69 580.5 SHS 69.4 970 984 656 49 94 8 8 46 9 97 79 64 5 4 00 0.0 SHS 57.0 650 8 549 4 9 74 5 06 8 65 50 7 7 8 70 9.0 SHS 5.8 50 754 50 77 0 5 5 88 68 5 7 6 6 08 570 8.0 SHS 46.5 50 67 449 6 69 4 9 68 50 5 04 96. 40 6.0 SHS 5.6 880 440 9 0 76 47 6 0 97.8 88.0 80.0 7.4 67.7 6.9 080 5.0 SHS 9.9 670 5 68 4 95.7 8.8 74.5 67.0 60.9 55.9 5.6 47.9 9 50 50 0.0 SHS 4. 87 46 9 8 74 45 5 09 96.9 87. 79. 7.7 67. 6. 50 9.0 SHS 7.7 804 40 68 0 6 4 5 0 89.4 80.4 7. 67.0 6.9 57.4 40 8.0 SHS.9 7 66 44 8 46 05 9.5 8. 7. 66.6 6.0 56. 5. 00 6.0 SHS 6. 568 84 89 4 4 94.6 8. 7.0 6. 56.8 5.6 47. 4.7 40.6 795 5.0 SHS. 46 8 45 09 87. 7.7 6. 54.6 48.5 4.6 9.7 6.4.6. 67 W* L Noes: SHS C450PLUS. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. W* L = Maimum Design Load based on Design Momen Capaciy. 4. W* L = Maimum Design Load based on Design Shear Capaciy. 5. Maimum Design Load W* L is LESSER of W* L and W* L. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-4

TABLE 5.-6()(B) Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 SERVICEABILITY LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS bending abou -ais d b per m W* S (kn) Span of Beam (L) in meres mm mm mm kg/m.0.0.0 4.0 5.0 6.0 7.0 8.0 9.0 0.0.0.0.0 4.0 400 400 6.0 SHS 86 000 540 40 90 400 974 75 548 4 5 90 4 07 79.5 SHS 48 860 480 790 780 40 79 58 446 5 85 6 98 69 46 0.0 SHS 0 6880 440 90 470 99 65 479 67 90 5 94 6 9 0 50 50 6.0 SHS 6 7650 80 540 40 94 65 467 57 8 9 89 59 5 7.5 SHS 8 670 0 080 70 749 50 8 9 87 55 0 95.5 0.0 SHS 04 580 590 70 967 69 40 6 4 9 55 8 07 9.6 79.0 8.0 SHS 84. 450 0 40 794 508 5 59 99 57 7 05 88. 75. 64.8 00 00 6.0 SHS 6 540 70 540 867 555 86 8 7 7 9 5 96.4 8. 70.8.5 SHS 09 4480 40 70 77 459 8 4 79 4 5 94.7 79.6 67.8 58.5 0.0 SHS 88.4 70 860 060 596 8 65 95 49 8 95.4 78.8 66. 56.4 48.6 8.0 SHS 7.6 070 540 874 49 5 8 6 97. 78.6 65.0 54.6 46.5 40. 50 50 6.0 SHS 570 790 847 476 05 56 9 94. 76. 6.0 5.9 45. 8.9.5 SHS 89.0 990 490 709 99 55 77 0 99.6 78.7 6.8 5.7 44. 7.7.5 0.0 SHS 7.7 50 50 594 4 4 49 09 8.6 66.0 5.5 44. 7..7 7. 9.0 SHS 65.9 00 50 545 07 96 6 00 76.6 60.6 49. 40.5 4. 9.0 5.0 8.0 SHS 59. 080 040 494 78 78 90.6 69.4 54.8 44.4 6.7 0.8 6..7 6.0 SHS 45.0 60 80 84 6 8 96.0 70.5 54.0 4.7 4.6 8.6 4.0 0.4 7.6 00 00 6.0 SHS 85.5 0 899 400 5 44 99.9 7.4 56. 44.4 6.0 9.7 5.0. 8.4.5 SHS 69.4 800 768 4 9 85. 6.7 48.0 7.9 0.7 5.4. 8. 5.7 0.0 SHS 57.0 50 65 90 6 04 7.6 5. 40.8. 6..6 8. 5.5. 9.0 SHS 5.8 40 60 67 50 96. 66.9 49. 7.6 9.7 4. 9.9 6.7 4.. 8.0 SHS 46.5 80 548 4 7 87.6 60.9 44.7 4. 7..9 8. 5..0. 6.0 SHS 5.6 00 40 9 08 68.9 47.8 5. 6.9. 7. 4..0 0. 8.78 5.0 SHS 9.9 860 67 6 9.7 58.7 40.8 9.9.9 8. 4.7. 0. 8.68 7.49 50 50 0.0 SHS 4. 79 54 6.5 40.6 8. 0.7 5.9.5 0. 8.9 7.05 6.0 5.8 9.0 SHS 7.7 78 6 05 59.0 7.8 6. 9. 4.8.7 9.45 7.8 6.56 5.59 4.8 8.0 SHS.9 678 7 96.4 54. 4.7 4. 7.7.6 0.7 8.67 7.7 6.0 5. 4.4 6.0 SHS 6. 54 7 77.0 4. 7.7 9. 4. 0.8 8.56 6.9 5.7 4.8 4.0.54 5.0 SHS. 466 49 66. 7..8 6.6. 9. 7.6 5.96 4.9 4.4.5.04 Noes: SHS C450PLUS. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. W* S = Maimum Serviceabiliy Design Load based on Deflecion Limi of SPAN / 50 or Firs Yield. 4. Red shading indicaes serviceabiliy loads governed by yielding. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.-6()(A) Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 STRENGTH LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS WITH FULL LATERAL RESTRAINT bending abou -ais d b per m W* L (kn) Span of Beam (L) in meres mm mm mm kg/m.0.0.0 4.0 5.0 6.0 7.0 8.0 9.0 0.0.0.0.0 4.0 kn 5 5 0.0 SHS.4 576 88 9 44 5 96.0 8. 7.0 64.0 57.6 5.4 48.0 44. 4. 00 9.0 SHS 0.6 54 67 78 4 07 89. 76. 66.8 59.4 5.4 48.6 44.5 4. 8. 94 8.0 SHS 7.7 489 45 6 97.9 8.5 69.9 6. 54.4 48.9 44.5 40.8 7.6 4.9 87 6.0 SHS.4 89 94 0 97. 77.7 64.8 55.5 48.6 4. 8.9 5..4 9.9 7.8 65 5.0 SHS 8. 9 64 0 8. 65.7 54.8 46.9 4. 6.5.9 9.9 7.4 5..5 55 4.0 SHS 4.8 7 9 79. 59. 47.4 9.5.9 9.7 6.4.7.6 9.8 8. 6.9 449 00 00 0.0 SHS 5.6 4 7 4 85. 68. 56.8 48.7 4.6 7.9 4..0 8.4 6. 4.4 768 9.0 SHS.5 9 60 06 79.8 6.9 5. 45.6 9.9 5.5.9 9.0 6.6 4.6.8 708 8.0 SHS.4 95 48 98. 7.8 59.0 49. 4. 6.9.8 9.5 6.8 4.6.7. 645 6.0 SHS 6.7 8 9 79.4 59.6 47.7 9.7 4.0 9.8 6.5.8.7 9.9 8. 7.0 507 5.0 SHS 4. 06 0 68.6 5.4 4. 4. 9.4 5.7.9 0.6 8.7 7. 5.8 4.7 4 4.0 SHS.6 68 84. 56. 4..6 8.0 4.0.0 8.7 6.8 5. 4.0.9.0 5.0 SHS 8.96 55.7 7. 7.8. 8.6 5.9.9.4. 0. 9.8 8.56 7.95 7.5 SHS 7.5 84.6 4. 8.. 6.9 4.. 0.6 9.40 8.46 7.69 7.05 6.5 6.05 8.0 SHS 6.07 6.0 0.5 0. 5.. 0. 8.7 7.6 6.78 6.0 5.55 5.08 4.69 4.6 84 90 90.5 SHS 6.74 7. 6. 4. 8. 4.4.0 0. 9.0 8.0 7. 6.57 6.0 5.56 5.6 04.0 SHS 5.45 5.8 5.9 7..0 0.4 8.64 7.4 6.48 5.76 5.8 4.7 4..99.70 65 89 89 6.0 SHS 4.7 84 9.9 6. 45.9 6.7 0.6 6..0 0.4 8.4 6.7 5. 4.. 444 5.0 SHS.5 59 79.7 5. 9.9.9 6.6.8 9.9 7.7 5.9 4.5...4 79.5 SHS 9.07 6 57.9 8.6 9.0. 9. 6.5 4.5.9.6 0.5 9.65 8.9 8.7 76.0 SHS 5.8 5.0 5.5 7.0.7 0. 8.49 7.8 6.7 5.66 5.0 4.6 4.5.9.64 6 75 75 6.0 SHS.0 4 6. 4.5. 4.9 0.7 7.8 5.6.8.4. 0.4 9.57 8.89 6 5.0 SHS 0. 09 54.5 6. 7..8 8. 5.6.6. 0.9 9.9 9.08 8.9 7.79 4.0 SHS 8.49 9.5 45.8 0.5.9 8. 5...4 0. 9.5 8. 7.6 7.04 6.54 57.5 SHS 7.5 8.0 4.0 7. 0.5 6.4.7.7 0. 9. 8.0 7.45 6.8 6. 5.86 8.0 SHS 6.60 7.9 6.0 4.0 8.0 4.4.0 0. 8.99 7.99 7.9 6.54 5.99 5.5 5.4 99.5 SHS 5.56 55. 7.6 8.4.8.0 9.0 7.89 6.90 6. 5.5 5.0 4.60 4.5.94 68.0 SHS 4.50 9. 9.7. 9.8 7.86 6.55 5.6 4.9 4.7.9.57.8.0.8 6 65 65 6.0 SHS 0. 89. 44.6 9.7. 7.8 4.9.7. 9.90 8.9 8.0 7.4 6.86 6.7 05 5.0 SHS 8.75 78.8 9.4 6. 9.7 5.8.. 9.85 8.76 7.88 7.6 6.57 6.06 5.6 64 4.0 SHS 7. 66.7.4. 6.7.. 9.5 8.4 7.4 6.67 6.07 5.56 5. 4.77 9.0 SHS 5.66 5.7 6.8 7.9.4 0.7 8.95 7.67 6.7 5.97 5.7 4.88 4.47 4..84 70.5 SHS 4.78 44.. 4.8. 8.86 7.9 6. 5.54 4.9 4.4 4.0.69.4.7 44.0 SHS.88.8 5.9 0.6 7.94 6.5 5.9 4.54.97.5.8.89.65.44.7 7.6 SHS..7.4 7.57 5.68 4.54.79.4.84.5.7.06.89.75.6 94.9 W* L Noes: SHS C450PLUS. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. W* L = Maimum Design Load based on Design Momen Capaciy. 4. W* L = Maimum Design Load based on Design Shear Capaciy. 5. Maimum Design Load W* L is LESSER of W* L and W* L. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-6

TABLE 5.-6()(B) Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 SERVICEABILITY LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS bending abou -ais d b per m W* S (kn) Span of Beam (L) in meres mm mm mm kg/m.0.0.0 4.0 5.0 6.0 7.0 8.0 9.0 0.0.0.0.0 4.0 5 5 0.0 SHS.4 55 7 6.0 4..0 5.. 8.58 6.78 5.49 4.54.8.5.80 9.0 SHS 0.6 48 9 57.. 0.6 4. 0.5 8.04 6.6 5.5 4.5.57.05.6 8.0 SHS 7.7 447 9 5.9 9.8 9.. 9.7 7.44 5.88 4.76.94..8.4 6.0 SHS.4 6 96.6 4.9 4. 5.5 0.7 7.88 6.04 4.77.86.9.68.9.97 5.0 SHS 8. 8.6 7. 0.9.4 9.9 6.8 5. 4..4.76..98.7 4.0 SHS 4.8 60 69.4 0.8 7.4. 7.7 5.67 4.4.4.78.9.9.64.4 00 00 0.0 SHS 5.6 5 6. 8. 5.8 0. 7.0 5.5.95..5.09.75.49.9 9.0 SHS.5 40 60.0 6.7 5.0 9.60 6.67 4.90.75.96.40.98.67.4. 8.0 SHS.4 5 56. 5.0 4. 8.99 6.5 4.59.5.78.5.86.56..5 6.0 SHS 6.7 87 46.6 0.7.7 7.46 5.8.8.9.0.87.54.0.0 0.95 5.0 SHS 4. 6 40.8 8. 0. 6.5 4.5..55.0.6.5. 0.966 0.8 4.0 SHS.6 7 4. 5. 8.56 5.48.80.79.4.69.7. 0.95 0.80 0.699.0 SHS 8.96 09 7.. 6.80 4.5.0..70.4.09 0.899 0.755 0.644 0.555.5 SHS 7.5 9.5. 0. 5.78.70.57.89.45.4 0.95 0.765 0.64 0.548 0.47.0 SHS 6.07 75.6 8.9 8.40 4.7.0.0.54.8 0.9 0.756 0.65 0.55 0.447 0.86 90 90.5 SHS 6.74 66.7 6.7 7.4 4.7.67.85.6.04 0.8 0.667 0.55 0.46 0.95 0.40.0 SHS 5.45 54.6.6 6.07.4.8.5. 0.85 0.674 0.546 0.45 0.79 0. 0.79 89 89 6.0 SHS 4.7 7.7 4. 7.9 5.07.5.59.98.57.7.05 0.880 0.750 0.647 5.0 SHS.5 7.9.4 6.98 4.47.0.8.75.8. 0.9 0.776 0.66 0.570.5 SHS 9.07 84.7. 9.4 5.0.9.5.7..05 0.847 0.700 0.588 0.50 0.4.0 SHS 5.8 5.7. 5.86.0..47.08 0.84 0.65 0.57 0.46 0.66 0. 0.69 75 75 6.0 SHS.0 7. 7.8 7.90 4.45.85.98.45. 0.878 0.7 0.588 0.494 0.4 0.6 5.0 SHS 0. 6.5 5.9 7.05.97.54.76.0 0.99 0.78 0.65 0.54 0.44 0.75 0.4 4.0 SHS 8.49 54..6 6.0.9.7.5. 0.847 0.669 0.54 0.448 0.76 0. 0.77.5 SHS 7.5 49.0. 5.44.06.96.6.00 0.765 0.605 0.490 0.405 0.40 0.90 0.50.0 SHS 6.60 44.0.0 4.89.75.76. 0.898 0.688 0.54 0.440 0.64 0.06 0.60 0.5.5 SHS 5.56 7.7 9.4 4.9.6.5.05 0.770 0.589 0.466 0.77 0. 0.6 0. 0.9.0 SHS 4.50.0 7.76.45.94.4 0.86 0.6 0.485 0.8 0.0 0.56 0.5 0.84 0.58 65 65 6.0 SHS 0. 4.4 0.8 4.8.7.74. 0.886 0.678 0.56 0.44 0.59 0.0 0.57 0. 5.0 SHS 8.75 9. 9.80 4.6.45.57.09 0.800 0.6 0.484 0.9 0.4 0.7 0. 0.00 4.0 SHS 7..9 8.48.77..6 0.94 0.69 0.50 0.49 0.9 0.80 0.5 0.0 0.7.0 SHS 5.66 7.9 6.98.0.74. 0.775 0.569 0.46 0.44 0.79 0. 0.94 0.65 0.4.5 SHS 4.78 4.0 6.0.67.50 0.96 0.667 0.490 0.75 0.97 0.40 0.99 0.67 0.4 0..0 SHS.88 9.9 4.96..4 0.794 0.55 0.405 0.0 0.45 0.99 0.64 0.8 0.7 0.0.6 SHS. 6. 4.07.8.0 0.65 0.45 0. 0.55 0.0 0.6 0.5 0. 0.0964 0.08 Noes: SHS C450PLUS. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. W* S = Maimum Serviceabiliy Design Load based on Deflecion Limi of SPAN / 50 or Firs Yield. 4. Red shading indicaes serviceabiliy loads governed by yielding. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-7 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.-6()(A) Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 STRENGTH LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS WITH FULL LATERAL RESTRAINT bending abou -ais d b per m W* L (kn) Span of Beam (L) in meres mm mm mm kg/m 0.50 0.75.00.5.50.75.00.50.00.50 4.00 4.50 5.00 6.00 kn 50 50 6.0 SHS 7. 94. 6.8 47. 7.7.4 6.9.5 8.8 5.7.5.8 0.5 9.4 7.85 9 5.0 SHS 6.9 85. 56.8 4.6 4. 8.4 4.4. 7. 4.. 0.7 9.47 8.5 7.0 9 4.0 SHS 5.5 7.8 49. 6.9 9.5 4.6. 8.4 4.8. 0.5 9. 8.9 7.8 6.5 6.0 SHS 4.5 60.8 40.6 0.4 4. 0. 7.4 5.. 0. 8.69 7.60 6.76 6.08 5.07 7.5 SHS.60 5. 4.9 6. 0.9 7.4 4.9. 0.5 8.7 7.47 6.54 5.8 5. 4.6 08.0 SHS.9 4.6 8.4. 7.0 4.. 0.7 8.5 7.0 6.09 5. 4.7 4.6.55 88..6 SHS.8 0.7 0.5 5.4. 0. 8.78 7.68 6.4 5. 4.9.84.4.07.56 7.9 40 40 4.0 SHS 4.09 4.6 9..8 7.5 4.5.5 0.9 8.7 7.7 6.4 5.46 4.85 4.6.64.0 SHS.0 7. 4.7 8.5 4.8.4 0.6 9.7 7.4 6.8 5.0 4.64 4..7.09 97.9.5 SHS.8..5 6..9 0.7 9.0 8.05 6.44 5.6 4.60 4.0.58..68 84.0.0 SHS. 6.8 7.9.4 0.7 8.9 7.65 6.70 5.6 4.46.8.5.98.68. 69..6 SHS.88.8 4.5 0.9 8.7 7.7 6. 5.45 4.6.64..7.4.8.8 56.5 5 5.0 SHS.8 7.4 8..7.0 9. 7.8 6.85 5.48 4.57.9.4.04.74.8 8.5.5 SHS.4.9 6.0.0 9.58 7.98 6.84 5.99 4.79.99.4.99.66.9.00 7.0.0 SHS.99 0..4 0.0 8.0 6.68 5.7 5.0 4.0.4.86.5..0.67 59.5.6 SHS.6 6.6. 8. 6.65 5.54 4.75 4.6..77.8.08.85.66.9 48.8 0 0.0 SHS.6 9..8 9.59 7.67 6.9 5.48 4.79.84.0.74.40..9.60 69..5 SHS.0 6.9. 8.46 6.76 5.64 4.8 4..8.8.4..88.69.4 60.0.0 SHS.68 4. 9.5 7.5 5.7 4.76 4.08.57.86.8.04.79.59.4.9 49.9.6 SHS.8.9 7.95 5.96 4.77.98.4.98.9.99.70.49..9 0.994 4. 5 5.0 SHS.89.4 8.7 6.0 4.96 4.4.55.0.48.07.77.55.8.4.0 54.7.5 SHS.64. 7.40 5.55 4.44.70.7.77..85.59.9.. 0.95 48.0.0 SHS.6 9.50 6. 4.75.80.7.7.8.90.58.6.9.06 0.950 0.79 40..6 SHS. 8.0 5.4 4.00.0.67.9.00.60..4.00 0.890 0.80 0.667.5 0 0.0 SHS.05 5.68.79.84.7.89.6.4.4 0.947 0.8 0.70 0.6 0.568 0.474 0.7.6 SHS 0.87 4.86.4.4.95.6.9. 0.97 0.8 0.695 0.608 0.540 0.486 0.405 5.8 NON-STANDARD GRADE W* L Noes: SHS C450PLUS. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. W* L = Maimum Design Load based on Design Momen Capaciy. 4. W* L = Maimum Design Load based on Design Shear Capaciy. 5. Maimum Design Load W* L is LESSER of W* L and W* L. 6. NOTE: Grey shaded lisings are o C450L0 which is a non-sandard grade - availabiliy is subjec o minimum order crieria. The sandard grade for he shaded lisings is AS/NZS 6-C50L0. Please refer o earlier ables for design values associaed wih his as a sandard grade. See he OSATM PAG for furher informaion on grades and availabiliy. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-8

TABLE 5.-6()(B) Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 SERVICEABILITY LIMIT STATE MAXIMUM DESIGN LOADS FOR SIMPLY SUPPORTED BEAMS bending abou -ais d b per m W* S (kn) Span of Beam (L) in meres mm mm mm kg/m 0.50 0.75.00.5.50.75.00.50.00.50 4.00 4.50 5.00 6.00 50 50 6.0 SHS 7. 67.7 0. 6.9 0.8 7.5 5.5 4..7.88.8.06 0.85 0.677 0.470 5.0 SHS 6.9 6. 8. 5.8 0. 7.0 5.5.95.5.75.9 0.987 0.780 0.6 0.48 4.0 SHS 5.5 56. 5.0 4. 8.99 6.5 4.59.5.5.56.5 0.878 0.694 0.56 0.90.0 SHS 4.5 47.8..0 7.65 5..9.99.9. 0.976 0.748 0.59 0.478 0..5 SHS.60 4.6 8.5 0.4 6.66 4.6.40.60.67.6 0.850 0.65 0.54 0.46 0.89.0 SHS.9 4.8 5.5 8.69 5.56.86.84.7.9 0.966 0.70 0.54 0.49 0.48 0.4.6 SHS.8 8.8.8 7.9 4.60.0.5.80.5 0.799 0.587 0.449 0.55 0.88 0.00 40 40 4.0 SHS 4.09 5.9.5 6.47 4.4.87..6.0 0.78 0.58 0.404 0.9 0.59 0.80.0 SHS.0.9 0. 5.7.67.55.87.4 0.97 0.66 0.468 0.58 0.8 0.9 0.59.5 SHS.8 0. 8.97 5.05..4.65.6 0.808 0.56 0.4 0.5 0.49 0.0 0.40.0 SHS. 7. 7.58 4.6.7.90.9.07 0.68 0.474 0.48 0.67 0. 0.7 0.8.6 SHS.88 4. 6..56.8.58.6 0.890 0.570 0.96 0.9 0. 0.76 0.4 0.0989 5 5.0 SHS.8 4.6 6.50.65.4.6.9 0.94 0.585 0.406 0.98 0.8 0.80 0.46 0.0.5 SHS.4.0 5.78.5.08.44.06 0.8 0.50 0.6 0.65 0.0 0.60 0.0 0.090.0 SHS.99. 4.9.77.77. 0.904 0.69 0.44 0.08 0.6 0.7 0.7 0. 0.0769.6 SHS.6 9. 4.4..49.0 0.760 0.58 0.7 0.59 0.90 0.45 0.5 0.09 0.0647 0 0.0 SHS.6 8.6.8.5.8 0.957 0.70 0.58 0.44 0.9 0.76 0.5 0.06 0.086 0.0598.5 SHS.0 7.76.45.94.4 0.86 0.6 0.485 0.0 0.5 0.58 0. 0.0958 0.0776 0.059.0 SHS.68 6.69.97.67.07 0.74 0.546 0.48 0.68 0.86 0.7 0.05 0.086 0.0669 0.0465.6 SHS.8 5.67.5.4 0.908 0.60 0.46 0.55 0.7 0.58 0.6 0.0887 0.070 0.0567 0.094 5 5.0 SHS.89 4.5.0. 0.74 0.50 0.69 0.8 0.8 0.6 0.09 0.0707 0.0559 0.045 0.04.5 SHS.64 4.5.85.04 0.664 0.46 0.9 0.60 0.66 0.5 0.0848 0.0649 0.05 0.045 0.088.0 SHS.6.65.6 0.9 0.58 0.405 0.98 0.8 0.46 0.0 0.0744 0.0570 0.0450 0.065 0.05.6 SHS...9 0.78 0.50 0.48 0.56 0.96 0.5 0.0870 0.0640 0.0490 0.087 0.0 0.08 0 0.0 SHS.05.70 0.756 0.45 0.7 0.89 0.9 0.06 0.0680 0.047 0.047 0.066 0.00.6 SHS 0.87.49 0.664 0.7 0.9 0.66 0. 0.09 0.0597 0.045 0.005 0.0 NON-STANDARD GRADE Noes: SHS C450PLUS. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. W* S = Maimum Serviceabiliy Design Load based on Deflecion Limi of SPAN / 50 or Firs Yield. 4. Red shading indicaes serviceabiliy loads governed by yielding. 5. NOTE: Grey shaded lisings are o C450L0 which is a non-sandard grade - availabiliy is subjec o minimum order crieria. The sandard grade for he shaded lisings is AS/NZS 6-C50L0. Please refer o earlier ables for design values associaed wih his as a sandard grade. See he OSATM PAG for furher informaion on grades and availabiliy. L Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-9 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.-(A) Recangular Hollow Secions AS/NZS 6 Grade C50L0 DESIGN SECTION MOMENT AND WEB CAPACITIES abou -ais b RHS C50L0 Design Secion Momen Capaciies Design Web Capaciies d per m Abou -ais Torsion Shear Inerior Bearing End Bearing φm s FLR φm z φv v φr by φr bb 5r e b bw L e φr by φr bb.5r e b bw L e d b b b b b r b b b b r mm mm mm kg/m knm m knm kn kn/mm kn/mm mm mm kn/mm kn/mm mm mm 75 5.5 RHS.60.7 0.76.5 6.5 0.59 0.697 5.0.5 9.0 0.499 0.65.5.5 98.8.0 RHS.9.6 0.75.4 49.9 0.4 0.89 0.0.5 7 0.99 0.4 0.0.5 7.6 RHS.8.5 0.764 0.954 40.4 0.6 0.08 6.0 4. 50 0.9 0.8 8.00 4. 6 65 5 4.0 RHS 5.5 4.8.55.7 8.4 0.704.09 50.0.5 9.4 0.6.0 5.0.5 4.8.0 RHS 4.5.46.6.97 64.0 0.65.4 0.0 6.5 6.8 0.598.6 5.0 6.5 67..5 RHS.60.98.64.7 54. 0.5 0.850 5.0 7.5 77.0 0.499 0.775.5 7.5 8.6.0 RHS.9.46.66.44 44. 0.4 0.49 0.0 8.5 99.8 0.99 0.48 0.0 8.5 08 50 5.0 RHS.07.85.04 0.979 47.5 0.650.50 0.0 9.0 44. 0.598.45 5.0 9.0 48..5 RHS.6.6.06 0.869 40.5 0.5. 5.0 0.0 56.0 0.499.05.5 0.0 60.8.0 RHS.5.4.09 0.74. 0.49 0.7 0.0.0 7.5 0.99 0.654 0.0.0 79.8.6 RHS.75..0 0.6 7.0 0. 0.40 6.0.8 95.4 0.9 0.74 8.00.8 04 50 0.0 RHS.8.6 0.657 0.7 46.9 0.650.50 0.0 9.0 44. 0.598.45 5.0 9.0 48..5 RHS.4.4 0.676 0.659 40.0 0.5. 5.0 0.0 56.0 0.499.05.5 0.0 60.8.0 RHS.99.9 0.695 0.568.7 0.49 0.7 0.0.0 7.5 0.99 0.654 0.0.0 79.8.6 RHS.6 0.989 0.70 0.48 6.6 0. 0.40 6.0.8 95.4 0.9 0.74 8.00.8 04 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. FLR based on mos conservaive case (β m = -).. Bold lisings in he able noe wheher design web bearing yielding or buckling is criical for eiher Inerior or End Bearing. ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM S LARGER RANGE OF C450PLUS PRODUCTS. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-40

TABLE 5.-(B) Recangular Hollow Secions AS/NZS 6 Grade C50L0 DESIGN SECTION MOMENT AND WEB CAPACITIES abou y-ais b RHS C50L0 y d b per m Design Secion Momen Capaciy Design Web Capaciies Shear Inerior Bearing End Bearing φv v φr by φr bb 5r e b bw L e φr by φr bb.5r e b bw L e b b b b r b b b b r mm mm mm kg/m φm sy kn kn/mm kn/mm mm mm kn/mm kn/mm mm mm 75 5.5 RHS.60.6 8.9 0.587.49 5.0 7.50.0 0.499.47.5 7.50.8.0 RHS.9.00 5.9 0.450. 0.0 8.50 9.8 0.99.0 0.0 8.50..6 RHS.8 0.699. 0.49 0.85 6.0 9.0 40.7 0.9 0.80 8.00 9.0 44. 65 5 4.0 RHS 5.5.70 40.8 0.866.49 50.0 7.50. 0.6.48 5.0 7.50 4..0 RHS 4.5.4.9 0.68.7 0.0.5 6.8 0.598.69 5.0.5 9..5 RHS.60.9 8.4 0.55.5 5.0.5 5.0 0.499..5.5 8.0.0 RHS.9.48.4 0.4 0.97 0.0.5 47. 0.99 0.95 0.0.5 5. 50 5.0 RHS.07..5 0.78.85 0.0 6.50 5. 0.598.8 5.0 6.50 6.5.5 RHS.6 0.98 8.9 0.587.49 5.0 7.50.0 0.499.47.5 7.50.8.0 RHS.5 0.84 5.9 0.450. 0.0 8.50 9.8 0.99.0 0.0 8.50..6 RHS.75 0.644. 0.49 0.85 6.0 9.0 40.7 0.9 0.80 8.00 9.0 44. 50 0.0 RHS.8 0.87 5.9 0.797.9 0.0 4.00 9. 0.598.90 5.0 4.00 0..5 RHS.4 0.79 4. 0.6.55 5.0 5.00 4.0 0.499.54.5 5.00 5..0 RHS.99 0.66. 0.469.9 0.0 6.00.0 0.99.7 0.0 6.00.8.6 RHS.6 0.484 0. 0.60 0.897 6.0 6.80 9.8 0.9 0.88 8.00 6.80. Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. Bold lisings in he able noe wheher design web bearing yielding or buckling is criical for eiher Inerior or End Bearing. y ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM S LARGER RANGE OF C450PLUS PRODUCTS. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-4 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.-()(A) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION MOMENT AND WEB CAPACITIES abou -ais RHS C450PLUS b Design Secion Momen Capaciies Design Web Capaciies d per m Abou -ais Torsion Shear Inerior Bearing End Bearing φm s FLR φm z φv v φr by φr bb 5r e b bw L e φr by φr bb.5r e b bw L e d b b b b b r b b b b r mm mm mm kg/m knm m knm kn kn/mm kn/mm mm mm kn/mm kn/mm mm mm 400 00 6.0 RHS 6 0 4.9 77 790.4 6.76 00 60 70.0.4 6.5 00 60 76.0.5 RHS 8 90 5. 68 0.6.58 56 69 94.5.46.6 78. 69 0 0.0 RHS 04 649 5. 58 800.06.9 5 75.97.66 6.5 75 8.0 RHS 84. 46 5.4 45 450.6 0.990 00 80 58.57 0.855 50.0 80 7 400 00 6.0 RHS 6 866 6.7 485 70.4 6.76 00 60 70.0.4 6.5 00 60 76.0.5 RHS 09 705 6.87 40 70.6.58 56 69 94.5.46.6 78. 69 0 0.0 RHS 88.4 58 6.97 4 760.06.9 5 75.97.66 6.5 75 8.0 RHS 7.6 467 7.04 75 40.6 0.990 00 80 58.57 0.855 50.0 80 7 50 50 6.0 RHS 6 807.7 54 400.47 8.00 00 5 59..4 7.4 00 5 64..5 RHS 09 657.9 446 90.64 4.47 56 44 80.5.46 4.00 78. 44 87.4 0.0 RHS 88.4 5. 70 560.08.44 5 50 05.97.4 6.5 50 4 8.0 RHS 7.6 76. 04 60.64.8 00 55 6.57. 50.0 55 47 00 00 6.0 RHS 548 8.66 54 00.54 9.8 00 0 48..4 8.80 00 0 5..5 RHS 89.0 450 8.85 94 60.68 5.58 56 9 66.5.46 5.0 78. 9 7. 0.0 RHS 7.7 7 8.99 46 0.0.9 5 5 87.5.97.84 6.5 5 95.0 8.0 RHS 59. 0 9.0 04 070.66.7 00 0 4.57.50 50.0 0 4 6.0 RHS 45.0 9 9.0 58 8. 0.74 75.0 5 58.8 0.64 7.5 5 7 50 50 6.0 RHS 85.5 8 5.7 0 60.65 0.5 00 85.0 7..4 0. 00 85.0 40.4.5 RHS 69.4 8 5.90 7 0.74 6.86 56 9.8 5.5.46 6.44 78. 9.8 57.0 0.0 RHS 57.0 6 6.0 46 080.4 4. 5 00 70.0.97.84 6.5 00 76.0 9.0 RHS 5.8 6 6.07 5 976.90.6 0 79.7.77.9 56. 0 86.6 8.0 RHS 46.5 95 6. 875.68.9 00 05 9.9.57. 50.0 05 99.8 6.0 RHS 5.6 49 6. 96.0 668..06 75.0 0 8.8 0.90 7.5 0 9 5.0 RHS 9.9 6.6 8.8 56.0 0.69 6.5 58 0.98 0.54. 7 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. FLR based on mos conservaive case (β m = -). 4. Bold lisings in he able noe wheher design web bearing yielding or buckling is criical for eiher Inerior or End Bearing. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-4

TABLE 5.-()(B) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION MOMENT AND WEB CAPACITIES abou y-ais RHS C450PLUS b y d b per m Design Secion Momen Capaciy Design Web Capaciies Shear Inerior Bearing End Bearing φv v φr by φr bb 5r e b bw L e φr by φr bb.5r e b bw L e b b b b r b b b b r mm mm mm kg/m φm sy kn kn/mm kn/mm mm mm kn/mm kn/mm mm mm 400 00 6.0 RHS 6 905 080.54 9.8 00 0 48..4 8.80 00 0 5..5 RHS 8 64 670.68 5.58 56 9 66.5.46 5.0 78. 9 7. 0.0 RHS 04 454 60.0.9 5 5 87.5.97.84 6.5 5 95.0 8.0 RHS 84. 4 00.66.7 00 0 4.57.50 50.0 0 4 400 00 6.0 RHS 6 57 0.85.5 00 60.0 6..4. 00 60.0 8.5.5 RHS 09 79 060.84 8.08 56 68.8 8.5.46 7.8 78. 68.8 4.8 0.0 RHS 88.4 66 875.9 5.48 5 75.0 5.5.97 5.5 6.5 75.0 57.0 8.0 RHS 7.6 88 75.7.8 00 80.0 70.0.57.07 50.0 80.0 76.0 50 50 6.0 RHS 6 64 700.65 0.5 00 85.0 7..4 0. 00 85.0 40.4.5 RHS 09 487 70.74 6.86 56 9.8 5.5.46 6.44 78. 9.8 57.0 0.0 RHS 88.4 50 0.4 4. 5 00 70.0.97.84 6.5 00 76.0 8.0 RHS 7.6 49 90.68.9 00 05 9.9.57. 50.0 05 99.8 00 00 6.0 RHS 44 0.85.5 00 60.0 6..4. 00 60.0 8.5.5 RHS 89.0 4 060.84 8.08 56 68.8 8.5.46 7.8 78. 68.8 4.8 0.0 RHS 7.7 54 875.9 5.48 5 75.0 5.5.97 5.5 6.5 75.0 57.0 8.0 RHS 59. 8 75.7.8 00 80.0 70.0.57.07 50.0 80.0 76.0 6.0 RHS 45.0 6 548.5.60 75.0 85.0 99..8.4 7.5 85.0 08 50 50 6.0 RHS 85.5 6 98 4.9.5 00 5.0 5..4.4 00 5.0 6.6.5 RHS 69.4 98 759.04 9.4 56 4.8 4.5.46 8.99 78. 4.8 6.6 0.0 RHS 57.0 64 6.0 6.69 5 50.0 5.0.97 6.50 6.5 50.0 8.0 9.0 RHS 5.8 4 577.0 5.68 5.5 40.8.77 5.46 56. 5.5 44. 8.0 RHS 46.5 5.77 4.64 00 55.0 48..57 4.40 50.0 55.0 5. 6.0 RHS 5.6 77.5 40.8.54 75.0 60.0 70.0.8.0 7.5 60.0 76.0 5.0 RHS 9.9 58.5 40.05.60 6.5 6.5 87.5 0.98.4. 6.5 95.0 Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. Bold lisings in he able noe wheher design web bearing yielding or buckling is criical for eiher Inerior or End Bearing. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-4 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.-()(A) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION MOMENT AND WEB CAPACITIES abou -ais RHS C450PLUS b Design Secion Momen Capaciies Design Web Capaciies per m Abou -ais Torsion Shear Inerior Bearing End Bearing φm s FLR φm z φv v φr by φr bb 5r e b bw L e φr by φr bb.5r e b bw L e d d b b b b b r b b b b r mm mm mm kg/m knm m knm kn kn/mm kn/mm mm mm kn/mm kn/mm mm mm 00 00 0.0 RHS 4. 9.9 7.0 8.9 5.48 5 75.0 5.5.97 5.5 6.5 75.0 57.0 9.0 RHS 7.7 9. 66.0 758.95 4.4 77.5 60..77 4.09 56. 77.5 65.4 8.0 RHS.9 08.7 60.7 68.7.8 00 80.0 70.0.57.07 50.0 80.0 76.0 6.0 RHS 6. 85..44 48.5 5.5.60 75.0 85.0 99..8.4 7.5 85.0 08 5.0 RHS. 7.6.48 4.7 440.0 0.95 6.5 87.5 0.98 0.80. 87.5 4.0 RHS 7.9 58.4.5 4.4 55 0.86 0.495 50.0 90.0 58 0.786 0.48 5.0 90.0 7 5 76 6.0 RHS 9.4 47.0.56 6.4 89.8.49 75.0 6.0 7..8.6 7.5 6.0 77. 5.0 RHS 6.4 40.4.60.9 9.05.56 6.5 6.5 88.9 0.98.9. 6.5 96.5 50 00 0.0 RHS.4 80.7 4. 5. 6.0 6.69 5 50.0 5.0.97 6.50 6.5 50.0 8.0 9.0 RHS 0.6 74.8 4.8 47.9 559.0 5.68 5.5 40.8.77 5.46 56. 5.5 44. 8.0 RHS 7.7 68.5 4. 44. 504.77 4.64 00 55.0 48..57 4.40 50.0 55.0 5. 6.0 RHS.4 54.4 4.44 5.6 89.8.54 75.0 60.0 70.0.8.0 7.5 60.0 76.0 5.0 RHS 8. 46.6 4.49 0.7 9.05.60 6.5 6.5 87.5 0.98.4. 6.5 95.0 4.0 RHS 4.8 7.8 4.55 5.5 67 0.88 0.860 50.0 65.0 4 0.786 0.75 5.0 65.0 4 50 50 6.0 RHS 6.7 6.9. 5.6 74.8.54 75.0 60.0 70.0.8.0 7.5 60.0 76.0 5.0 RHS 4..9.4.8 6.05.60 6.5 6.5 87.5 0.98.4. 6.5 95.0 4.0 RHS.6 6.5.7.7 57 0.88 0.860 50.0 65.0 4 0.786 0.75 5.0 65.0 4.0 RHS 8.96 0.8.9 9.0 95 0.785 0.57 0.0 69.0 6 0.769 0.08 5.0 69.0 75.5 RHS 7.5 7.6. 7.97 64 0.65 0.08 5.0 70.0 96 0.64 0.79.5 70.0.0 RHS 6.07.8. 6.55 0.59 0.07 0.0 7.0 49 0.5 0.098 0.0 7.0 70 7 5 6.0 RHS 4.7 7.9.5. 5.. 75.0 48.5 56.6.8.90 7.5 48.5 6.4 5.0 RHS.5 4..8.8 67.07.07 6.5 5.0 7.4 0.98.87. 5.0 77.5.5 RHS 9.07 8..4 9.04 9 0.76 0.800 4.8 54.8 0 0.688 0.70.9 54.8 9 5 75 6.0 RHS 6.7 4..96.0 7..6 75.0 47.5 55.4.8.95 7.5 47.5 60. 5.0 RHS 4. 9.5.0 8. 69.07. 6.5 50.0 70.0 0.98.9. 50.0 76.0 4.0 RHS.6 4.4.06 5. 9 0.88.9 50.0 5.5 9.9 0.786.06 5.0 5.5 99.8.0 RHS 8.96 8.8..0 67 0.790 0.506 0.0 56.5 0.769 0.49 5.0 56.5 4.5 RHS 7.5 4..4 0. 40 0.654 0.98 5.0 57.5 6 0.64 0.57.5 57.5 75.0 RHS 6.07 0.0.6 8.6 0.5 0.54 0.0 58.5 05 0.5 0. 0.0 58.5 0 76 6.0 RHS 4.7 5..6 7.0 55.5.74 75.0 6.0 4.0.8.59 7.5 6.0 45.6 5.0 RHS.5.7.69 4.9 8.09.69 6.5 8.5 5.9 0.98.5. 8.5 58.5.5 RHS 9.07 6..78. 57 0.77.7 4.8 4. 84.5 0.688.05.9 4. 9.7 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. FLR based on mos conservaive case (β m = ). 4. Bold lisings in he able noe wheher design web bearing yielding or buckling is criical for eiher Inerior or End Bearing. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-44

TABLE 5.-()(B) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION MOMENT AND WEB CAPACITIES abou y-ais RHS C450PLUS b y d b per m Design Secion Momen Capaciy Design Web Capaciies Shear Inerior Bearing End Bearing φv v φr by φr bb 5r e b bw L e φr by φr bb.5r e b bw L e b b b b r b b b b r mm mm mm kg/m φm sy kn kn/mm kn/mm mm mm kn/mm kn/mm mm mm 00 00 0.0 RHS 4. 79. 89.60 7.69 5 5.0 7.5.97 7.6 6.5 5.0 9.0 9.0 RHS 7.7 7. 59.5 6.7 7.5.4.77 6.64 56. 7.5. 8.0 RHS.9 65.9 7.9 5.77 00 0.0 6..57 5.66 50.0 0.0 8.5 6.0 RHS 6. 44.4 57.5.79 75.0 5.0 40.8.8.64 7.5 5.0 44. 5.0 RHS.. 9.0.74 6.5 7.5 5.5 0.98.58. 7.5 57.0 4.0 RHS 7.9.5 79 0.854.69 50.0 40.0 70.0 0.786.54 5.0 40.0 76.0 5 76 6.0 RHS 9.4 8.4 87.44 4. 75.0.0 6.8.8 4. 7.5.0 9. 5.0 RHS 6.4. 60.5. 6.5 5.5 5.7 0.98.. 5.5 8.8 50 00 0.0 RHS.4 60.9 89.60 7.69 5 5.0 7.5.97 7.6 6.5 5.0 9.0 9.0 RHS 0.6 56.5 59.5 6.7 7.5.4.77 6.64 56. 7.5. 8.0 RHS 7.7 5.8 7.9 5.77 00 0.0 6..57 5.66 50.0 0.0 8.5 6.0 RHS.4 40.7 57.5.79 75.0 5.0 40.8.8.64 7.5 5.0 44. 5.0 RHS 8..8 9.0.74 6.5 7.5 5.5 0.98.58. 7.5 57.0 4.0 RHS 4.8.6 79 0.854.69 50.0 40.0 70.0 0.786.54 5.0 40.0 76.0 50 50 6.0 RHS 6.7 6.4.7 4.8 75.0 0.0.7.8 4.77 7.5 0.0.7 5.0 RHS 4..9 97..0.85 6.5.5 7.5 0.98.8..5 9.0 4.0 RHS.6 9.9 8.6 0.96.88 50.0 5.0 6. 0.786.8 5.0 5.0 8.5.0 RHS 8.96 5.89 64. 0.86.8 0.0 9.0 44. 0.769.74 5.0 9.0 48..5 RHS 7.5 4.40 54.7 0.685. 5.0 0.0 56.0 0.64..5 0.0 60.8.0 RHS 6.07.0 44.7 0.59 0.800 0.0.0 7.5 0.5 0.7 0.0.0 79.8 7 5 6.0 RHS 4.7 4.5 4.70 4.79 75.0 0.5..8 4.75 7.5 0.5. 5.0 RHS.5.4 99.6.9.8 6.5.0 8. 0.98.79..0 9.8.5 RHS 9.07 7.49 74.8 0.80.7 4.8 6.8.5 0.688..9 6.8 6.4 5 75 6.0 RHS 6.7.9 84.44 4. 75.0.5 6..8 4.5 7.5.5 8.5 5.0 RHS 4. 0.5 58.5.4 6.5 5.0 5.0 0.98.5. 5.0 8.0 4.0 RHS.6 5. 0 0.884. 50.0 7.5 48. 0.786.0 5.0 7.5 5..0 RHS 8.96 9.80 0 0.809.0 0.0.5 7.5 0.769.08 5.0.5 79.8.5 RHS 7.5 7.9 85. 0.667 0.756 5.0.5 9.0 0.64 0.670.5.5 98.8.0 RHS 6.07 5.7 69.0 0.58 0.40 0.0.5 7 0.5 0.58 0.0.5 7 0 76 6.0 RHS 4.7 0.5 87.44 4. 75.0.0 6.8.8 4. 7.5.0 9. 5.0 RHS.5 7.8 60.5. 6.5 5.5 5.7 0.98.. 5.5 8.8.5 RHS 9.07. 7 0.759.76 4.8 9. 58.5 0.688.64.9 9. 6.5 Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. Bold lisings in he able noe wheher design web bearing yielding or buckling is criical for eiher Inerior or End Bearing. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-45 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.-()(A) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION MOMENT AND WEB CAPACITIES abou -ais RHS C450PLUS b d b per m Design Secion Momen Capaciies Design Web Capaciies Abou -ais Torsion Shear Inerior Bearing End Bearing φm s FLR φm z φv v φr by φr bb 5r e b bw L e φr by φr bb.5r e b bw L e b b b b r b b b b r mm mm mm kg/m knm m knm kn kn/mm kn/mm mm mm kn/mm kn/mm mm mm 00 50 6.0 RHS.0 8.4.60 9.94 44.5.79 75.0 5.0 40.8.8.64 7.5 5.0 44. 5.0 RHS 0. 6..64 8.87 08.0.74 6.5 7.5 5.5 0.98.58. 7.5 57.0 4.0 RHS 8.49.5.68 7.58 70 0.854.69 50.0 40.0 70.0 0.786.54 5.0 40.0 76.0.5 RHS 7.5..70 6.85 5 0.78. 4.8 4. 8.5 0.688.08.9 4. 89.6.0 RHS 6.60 0.8.7 6.08 0.797 0.758 0.0 44.0 0 0.769 0.667 5.0 44.0.5 RHS 5.56 9.8.74 5. 0 0.659 0.455 5.0 45.0 6 0.64 0.96.5 45.0 7.0 RHS 4.50 7.7.76 4. 88.9 0.54 0.8 0.0 46.0 6 0.5 0.05 0.0 46.0 75.6 RHS.64 5.05.78.5 7.7 0.47 0. 6.0 46.8 05 0.40 0.06 8.00 46.8 76 8 4.0 RHS 6. 7.4.4 4.0 6 0.88.0 50.0 8.0 49.0 0.786.7 5.0 8.0 5..0 RHS 4.90 6.00.8. 97. 0.808.8 0.0.0 74.7 0.769.06 5.0.0 8..5 RHS 4.5 5.4.0.87 8. 0.667 0.79 5.0.0 9.4 0.64 0.655.5.0 00 75 50 6.0 RHS 9.67.4.05 7. 78.44 4. 75.0.5 6..8 4.5 7.5.5 8.5 5.0 RHS 8.5 0.. 6.4 5.5.4 6.5 5.0 5.0 0.98.5. 5.0 8.0 4.0 RHS 6.9 8.56.7 5.5 6 0.884. 50.0 7.5 48. 0.786.0 5.0 7.5 5..0 RHS 5.4 6.9. 4.47 97.4 0.809.0 0.0.5 7.5 0.769.08 5.0.5 79.8.5 RHS 4.58 5.9.5.85 8. 0.667 0.756 5.0.5 9.0 0.64 0.670.5.5 98.8.0 RHS.7 4.77.8.9 66.8 0.58 0.40 0.0.5 7 0.5 0.58 0.0.5 7.6 RHS.0.4.0.6 54.0 0.40 0.6 6.0 4. 50 0.40 0.86 8.00 4. 6 75 5.5 RHS.60 4.07 0.57.7 79. 0.667 0.756 5.0.5 9.0 0.64 0.670.5.5 98.8.0 RHS.9.6 0.584.47 64. 0.58 0.40 0.0.5 7 0.5 0.58 0.0.5 7.6 RHS.8.76 0.594. 5.9 0.40 0.6 6.0 4. 50 0.40 0.86 8.00 4. 6 65 5 4.0 RHS 5.5 5.8..05 06 0.906.56 50.0.5 9.4 0.786.47 5.0.5 4.8.0 RHS 4.5 4.45.5.54 8. 0.87.44 0.0 6.5 6.8 0.769. 5.0 6.5 67..5 RHS.60.8.7. 69.7 0.67 0.945 5.0 7.5 77.0 0.64 0.850.5 7.5 8.6.0 RHS.9.6.9.85 56.7 0.5 0.58 0.0 8.5 99.8 0.5 0.465 0.0 8.5 08 50 5.0 RHS.07.7 0.807.6 6. 0.86.8 0.0 9.0 44. 0.769.74 5.0 9.0 48..5 RHS.6.07 0.86. 5. 0.685. 5.0 0.0 56.0 0.64..5 0.0 60.8.0 RHS.5.7 0.844 0.95 4.6 0.59 0.800 0.0.0 7.5 0.5 0.7 0.0.0 79.8.6 RHS.75.4 0.859 0.800 4.7 0.46 0.45 6.0.8 95.4 0.40 0.99 8.00.8 04 50 0.0 RHS.8.09 0.5 0.94 60. 0.86.8 0.0 9.0 44. 0.769.74 5.0 9.0 48..5 RHS.4.8 0.56 0.847 5.4 0.685. 5.0 0.0 56.0 0.64..5 0.0 60.8.0 RHS.99.5 0.54 0.70 4.0 0.59 0.800 0.0.0 7.5 0.5 0.7 0.0.0 79.8.6 RHS.6.7 0.55 0.69 4. 0.46 0.45 6.0.8 95.4 0.40 0.99 8.00.8 04 NON-STANDARD GRADE Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. FLR based on mos conservaive case (β m = ). 4. Bold lisings in he able noe wheher design web bearing yielding or buckling is criical for eiher Inerior or End Bearing. 5. NOTE: Grey shaded lisings are o C450L0 which is a non-sandard grade - availabiliy is subjec o minimum order crieria. The sandard grade for he shaded lisings is AS/NZS 6-C50L0. Please refer o earlier ables for design values associaed wih his as a sandard grade. See he OSATM PAG for furher informaion on grades and availabiliy. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-46

TABLE 5.-()(B) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION MOMENT AND WEB CAPACITIES abou y-ais RHS C450PLUS b y d b per m Design Secion Momen Capaciy Design Web Capaciies Shear Inerior Bearing End Bearing φv v φr by φr bb 5r e b bw L e φr by φr bb.5r e b bw L e b b b b r b b b b r mm mm mm kg/m φm sy kn kn/mm kn/mm mm mm kn/mm kn/mm mm mm 00 50 6.0 RHS.0..7 4.8 75.0 0.0.7.8 4.77 7.5 0.0.7 5.0 RHS 0. 9.88 97..0.85 6.5.5 7.5 0.98.8..5 9.0 4.0 RHS 8.49 8. 8.6 0.96.88 50.0 5.0 6. 0.786.8 5.0 5.0 8.5.5 RHS 7.5 6.9 7. 0.84.9 4.8 6..5 0.688..9 6. 5..0 RHS 6.60 5.6 64. 0.86.8 0.0 9.0 44. 0.769.74 5.0 9.0 48..5 RHS 5.56 4. 54.7 0.685. 5.0 0.0 56.0 0.64..5 0.0 60.8.0 RHS 4.50.97 44.7 0.59 0.800 0.0.0 7.5 0.5 0.7 0.0.0 79.8.6 RHS.64.0 6.4 0.46 0.45 6.0.8 95.4 0.40 0.99 8.00.8 04 76 8 4.0 RHS 6. 4.50 58..07. 50.0 9.00 5.8 0.786.09 5.0 9.00 7..0 RHS 4.90.6 46.7 0.866.09 0.0.0 0. 0.769.04 5.0.0.9.5 RHS 4.5.8 40. 0.704.60 5.0 4.0 9. 0.64.55.5 4.0 4.6 75 50 6.0 RHS 9.67 8.56.7 4.8 75.0 0.0.7.8 4.77 7.5 0.0.7 5.0 RHS 8.5 7.6 97..0.85 6.5.5 7.5 0.98.8..5 9.0 4.0 RHS 6.9 6.47 8.6 0.96.88 50.0 5.0 6. 0.786.8 5.0 5.0 8.5.0 RHS 5.4 5.7 64. 0.86.8 0.0 9.0 44. 0.769.74 5.0 9.0 48..5 RHS 4.58 4.0 54.7 0.685. 5.0 0.0 56.0 0.64..5 0.0 60.8.0 RHS.7.86 44.7 0.59 0.800 0.0.0 7.5 0.5 0.7 0.0.0 79.8.6 RHS.0.0 6.4 0.46 0.45 6.0.8 95.4 0.40 0.99 8.00.8 04 75 5.5 RHS.60.64 4. 0.754.88 5.0 7.50.0 0.64.85.5 7.50.8.0 RHS.9.7 0.4 0.578.40 0.0 8.50 9.8 0.5.7 0.0 8.50..6 RHS.8 0.86 7.0 0.449.0 6.0 9.0 40.7 0.40 0.97 8.00 9.0 44. 65 5 4.0 RHS 5.5.48 5.5..7 50.0 7.50. 0.786.5 5.0 7.50 4..0 RHS 4.5.88 4. 0.878.5 0.0.5 6.8 0.769. 5.0.5 9..5 RHS.60.4 6.5 0.7.67 5.0.5 5.0 0.64.6.5.5 8.0.0 RHS.9.77 0. 0.554.7 0.0.5 47. 0.5. 0.0.5 5. 50 5.0 RHS.07.44 7.7 0.949.5 0.0 6.50 5. 0.769. 5.0 6.50 6.5.5 RHS.6.6 4. 0.754.88 5.0 7.50.0 0.64.85.5 7.50.8.0 RHS.5.05 0.4 0.578.40 0.0 8.50 9.8 0.5.7 0.0 8.50..6 RHS.75 0.777 7.0 0.449.0 6.0 9.0 40.7 0.40 0.97 8.00 9.0 44. 50 0.0 RHS.8.06 0.4.0.44 0.0 4.00 9. 0.769.4 5.0 4.00 0..5 RHS.4 0.98 8. 0.80.97 5.0 5.00 4.0 0.64.95.5 5.00 5..0 RHS.99 0.78 5.6 0.60.50 0.0 6.00.0 0.5.48 0.0 6.00.8.6 RHS.6 0.58. 0.46. 6.0 6.80 9.8 0.40.0 8.00 6.80. NON-STANDARD GRADE Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. Bold lisings in he able noe wheher design web bearing yielding or buckling is criical for eiher Inerior or End Bearing. 4. NOTE: Grey shaded lisings are o C450L0 which is a non-sandard grade - availabiliy is subjec o minimum order crieria. The sandard grade for he shaded lisings is AS/NZS 6-C50L0. Please refer o earlier ables for design values associaed wih his as a sandard grade. See he OSATM PAG for furher informaion on grades and availabiliy. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-47 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.- Square Hollow Secions AS/NZS 6 Grade C50L0 DESIGN SECTION MOMENT AND WEB CAPACITIES abou - and y-ais b SHS C50L0 y d b per m Design Secion Momen Capaciies Momen φm s Torsion φm z Design Web Capaciies Shear Inerior Bearing End Bearing φv v φr by φr bb 5r e b bw L e φr by φr bb.5r e b bw L e b b b b r b b b b r mm mm mm kg/m knm knm kn kn/mm kn/mm mm mm kn/mm kn/mm mm mm 50 50 6.0 SHS 7. 4.58.4 85..4.77 75.0 0.0.7 0.97.75 7.5 0.0.7 5.0 SHS 6.9 4.4.07 74.7.0.04 6.5.5 7.5 0.764.0..5 9.0 4.0 SHS 5.5.59.70 6.7 0.748.0 50.0 5.0 6. 0.6.6 5.0 5.0 8.5.0 SHS 4.5.96. 49. 0.650.50 0.0 9.0 44. 0.598.45 5.0 9.0 48..5 SHS.60.54.9 4.0 0.5. 5.0 0.0 56.0 0.499.05.5 0.0 60.8.0 SHS.9.0.6 4. 0.49 0.7 0.0.0 7.5 0.99 0.654 0.0.0 79.8.6 SHS.8.6. 8.0 0. 0.40 6.0.8 95.4 0.9 0.74 8.00.8 04 40 40 4.0 SHS 4.09..57 47.8 0.80.4 50.0 0.0 7.5 0.6.4 5.0 0.0 9.0.0 SHS.0.80.4 8. 0.668.65 0.0 4.0.7 0.598.6 5.0 4.0 5.5.5 SHS.8.56.7.7 0.544.8 5.0 5.0 4.0 0.499.4.5 5.0 45.6.0 SHS..0 0.989 6.9 0.46 0.888 0.0 6.0 56.0 0.99 0.840 0.0 6.0 60.8.6 SHS.88.07 0.84.0 0.5 0.57 6.0 6.8 7.5 0.9 0.5 8.00 6.8 79.8 5 5.0 SHS.8. 0.978.5 0.68.7 0.0.5 6.8 0.598.69 5.0.5 9..5 SHS.4.6 0.866 8.0 0.55.5 5.0.5 5.0 0.499..5.5 8.0.0 SHS.99 0.975 0.75. 0.4 0.97 0.0.5 47. 0.99 0.95 0.0.5 5..6 SHS.6 0.808 0.66 9.0 0.8 0.658 6.0 4. 6.6 0.9 0.65 8.00 4. 67.9 0 0.0 SHS.6 0.9 0.676 6.9 0.704.78 0.0 9.00.0 0.598.76 5.0 9.00.8.5 SHS.0 0.8 0.605. 0.566.4 5.0 0.0 8.0 0.499.40.5 0.0 0.4.0 SHS.68 0.695 0.59 9.4 0.49.05 0.0.0 8.5 0.99.0 0.0.0 4.8.6 SHS.8 0.580 0.49 6.0 0.4 0.745 6.0.8 5.6 0.9 0.70 8.00.8 56. 5 5.0 SHS.89 0.60 0.40. 0.78.85 0.0 6.50 5. 0.598.8 5.0 6.50 6.5.5 SHS.64 0.59 0.9 8.7 0.587.49 5.0 7.50.0 0.499.47.5 7.50.8.0 SHS.6 0.46 0.4 5.7 0.450. 0.0 8.50 9.8 0.99.0 0.0 8.50..6 SHS. 0.89 0.9.0 0.49 0.85 6.0 9.0 40.7 0.9 0.80 8.00 9.0 44. 0 0.0 SHS.05 0.76 0.00.9 0.469.9 0.0 6.00.0 0.99.7 0.0 6.00.8.6 SHS 0.87 0.6 0.75 0.0 0.60 0.897 6.0 6.80 9.8 0.9 0.88 8.00 6.80. ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM S LARGER RANGE OF C450PLUS PRODUCTS. Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. Bold lisings in he able noe wheher design web bearing yielding or buckling is criical for eiher Inerior or End Bearing. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-48

TABLE 5.-4() Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION MOMENT AND WEB CAPACITIES abou - and y-ais b SHS C450PLUS y d b per m Design Secion Momen Capaciies Momen φm s Torsion φm z Design Web Capaciies Shear Inerior Bearing End Bearing φv v φr by φr bb 5r e b bw L e φr by φr bb.5r e b bw L e b b b b r b b b b r mm mm mm kg/m knm knm kn kn/mm kn/mm mm mm kn/mm kn/mm mm mm 400 400 6.0 SHS 86 50 060 80.4 6.76 00 60 70.0.4 6.5 00 60 76.0.5 SHS 48 97 856 50.6.58 56 69 94.5.46.6 78. 69 0 0.0 SHS 0 670 70 80.06.9 5 75.97.66 6.5 75 50 50 6.0 SHS 6 00 790 440.47 8.00 00 5 59..4 7.4 00 5 64..5 SHS 8 768 644 950.64 4.47 56 44 80.5.46 4.00 78. 44 87.4 0.0 SHS 04 548 50 580.08.44 5 50 05.97.4 6.5 50 4 8.0 SHS 84. 9 44 80.64.8 00 55 6.57. 50.0 55 47 00 00 6.0 SHS 6 7 56 060.54 9.8 00 0 48..4 8.80 00 0 5..5 SHS 09 596 46 650.68 5.58 56 9 66.5.46 5.0 78. 9 7. 0.0 SHS 88.4 46 8 40.0.9 5 5 87.5.97.84 6.5 5 95.0 8.0 SHS 7.6 4 090.66.7 00 0 4.57.50 50.0 0 4 50 50 6.0 SHS 489 7 670.65 0.5 00 85.0 7..4 0. 00 85.0 40.4.5 SHS 89.0 40 09 50.74 6.86 56 9.8 5.5.46 6.44 78. 9.8 57.0 0.0 SHS 7.7 9 58 00.4 4. 5 00 70.0.97.84 6.5 00 76.0 9.0 SHS 65.9 8 6 000.90.6 0 79.7.77.9 56. 0 86.6 8.0 SHS 59. 7 899.68.9 00 05 9.9.57. 50.0 05 99.8 6.0 SHS 45.0 54 65 685..06 75.0 0 8.8 0.90 7.5 0 9 00 00 6.0 SHS 85.5 95 90.85.5 00 60.0 6..4. 00 60.0 8.5.5 SHS 69.4 46 88 050.84 8.08 56 68.8 8.5.46 7.8 78. 68.8 4.8 0.0 SHS 57.0 06 58 864.9 5.48 5 75.0 5.5.97 5.5 6.5 75.0 57.0 9.0 SHS 5.8 88 46 786.95 4.4 77.5 60..77 4.09 56. 77.5 65.4 8.0 SHS 46.5 68 707.7.8 00 80.0 70.0.57.07 50.0 80.0 76.0 6.0 SHS 5.6 0 0 54.5.60 75.0 85.0 99..8.4 7.5 85.0 08 5.0 SHS 9.9 8.8 87.9 456.0 0.95 6.5 87.5 0.98 0.80. 87.5 50 50 0.0 SHS 4. 09 8.9 64.0 6.69 5 50.0 5.0.97 6.50 6.5 50.0 8.0 9.0 SHS 7.7 0 76.8 570.0 5.68 5.5 40.8.77 5.46 56. 5.5 44. 8.0 SHS.9 9.5 70. 55.77 4.64 00 55.0 48..57 4.40 50.0 55.0 5. 6.0 SHS 6. 7.0 55.7 97.8.54 75.0 60.0 70.0.8.0 7.5 60.0 76.0 5.0 SHS. 54.6 47.8 6.05.60 6.5 6.5 87.5 0.98.4. 6.5 95.0 Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. Bold lisings in he able noe wheher design web bearing yielding or buckling is criical for eiher Inerior or End Bearing. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-49 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.-4() Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION MOMENT AND WEB CAPACITIES abou - and y-ais d b per m Design Secion Momen Capaciies Momen φm s Torsion φm z Design Web Capaciies Shear Inerior Bearing End Bearing φv v φr by φr bb 5r e b bw L e φr by φr bb.5r e b bw L e b b b b r b b b b r mm mm mm kg/m knm knm kn kn/mm kn/mm mm mm kn/mm kn/mm mm mm 5 5 0.0 SHS.4 7.0 54. 504.4 7. 5 7.5 6..97 7.08 6.5 7.5 8.5 9.0 SHS 0.6 66.8 50.6 46. 6. 40.0..77 6.09 56. 40.0.8 8.0 SHS 7.7 6. 46.6 49.8 5.4 00 4.5 7..57 5.07 50.0 4.5 40.4 6.0 SHS.4 48.6 7.4 5..6 75.0 47.5 55.4.8.95 7.5 47.5 60. 5.0 SHS 8. 4.. 76.07. 6.5 50.0 70.0 0.98.9. 50.0 76.0 4.0 SHS 4.8 9.7 6.7 5 0.88.9 50.0 5.5 9.9 0.786.06 5.0 5.5 99.8 00 00 0.0 SHS 5.6 4.6.6 84.60 7.69 5 5.0 7.5.97 7.6 6.5 5.0 9.0 9.0 SHS.5 9.9 9.8 54.5 6.7 7.5.4.77 6.64 56. 7.5. 8.0 SHS.4 6.9 7.8.9 5.77 00 0.0 6..57 5.66 50.0 0.0 8.5 6.0 SHS 6.7 9.8.7 5.5.79 75.0 5.0 40.8.8.64 7.5 5.0 44. 5.0 SHS 4. 5.7 9.8 6.0.74 6.5 7.5 5.5 0.98.58. 7.5 57.0 4.0 SHS.6.0 6.5 77 0.854.69 50.0 40.0 70.0 0.786.54 5.0 40.0 76.0.0 SHS 8.96.9.9 5 0.797 0.758 0.0 44.0 0 0.769 0.667 5.0 44.0.5 SHS 7.5 0.6.0 4 0.659 0.455 5.0 45.0 6 0.64 0.96.5 45.0 7.0 SHS 6.07 7.6 8.97 9. 0.54 0.8 0.0 46.0 6 0.5 0.05 0.0 46.0 75 90 90.5 SHS 6.74 9.0 8.80 0 0.66 0.55 5.0 40.0 0.64 0.48.5 40.0.0 SHS 5.45 6.48 7.0 8.6 0.55 0.9 0.0 4.0 44 0.5 0.5 0.0 4.0 56 89 89 6.0 SHS 4.7.0 7.4.8 4.0 75.0 9.5 4.4.8.9 7.5 9.5 7.4 5.0 SHS.5 9.9 5. 90..0 6.5.0 44.8 0.98.88..0 48.6.5 SHS 9.07 4.5.5 8 0.746.44 4.8 5.8 7.5 0.688..9 5.8 77.6.0 SHS 5.8 6.7 7.04 8.6 0.55 0.98 0.0 40.5 4 0.5 0.58 0.0 40.5 54 75 75 6.0 SHS.0 5.6.7 8.44 4. 75.0.5 6..8 4.5 7.5.5 8.5 5.0 SHS 0..6 0.4 56.5.4 6.5 5.0 5.0 0.98.5. 5.0 8.0 4.0 SHS 8.49.4 8.78 9 0.884. 50.0 7.5 48. 0.786.0 5.0 7.5 5..5 SHS 7.5 0. 7.90 4 0.760.79 4.8 8.8 57.5 0.688.66.9 8.8 6.4.0 SHS 6.60 8.99 6.98 99.4 0.809.0 0.0.5 7.5 0.769.08 5.0.5 79.8.5 SHS 5.56 6.90 5.98 84.0 0.667 0.756 5.0.5 9.0 0.64 0.670.5.5 98.8.0 SHS 4.50 4.9 4.9 68. 0.58 0.40 0.0.5 7 0.5 0.58 0.0.5 7 65 65 6.0 SHS 0.. 8. 5.5 4.5 75.0 7.5 0.4.8 4.46 7.5 7.5. 5.0 SHS 8.75 9.85 7.4.9.55 6.5 0.0 8.0 0.98.48. 0.0 0.4 4.0 SHS 7. 8.4 6.6 09 0.906.56 50.0.5 9.4 0.786.47 5.0.5 4.8.0 SHS 5.66 6.7 5. 85.0 0.87.44 0.0 6.5 6.8 0.769. 5.0 6.5 67..5 SHS 4.78 5.54 4.40 7.0 0.67 0.945 5.0 7.5 77.0 0.64 0.850.5 7.5 8.6.0 SHS.88.97.6 58.6 0.5 0.58 0.0 8.5 99.8 0.5 0.465 0.0 8.5 08.6 SHS..84.98 47.5 0.4 0.8 6.0 9. 8 0.40 0.46 8.00 9. 9 Noes: b SHS C450PLUS d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. Bold lisings in he able noe wheher design web bearing yielding or buckling is criical for eiher Inerior or End Bearing. y y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-50

TABLE 5.-4() Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION MOMENT AND WEB CAPACITIES abou - and y-ais b SHS C450PLUS y d b per m Design Secion Momen Capaciies Momen φm s Torsion φm z Design Web Capaciies Shear Inerior Bearing End Bearing φv v φr by φr bb 5r e b bw L e φr by φr bb.5r e b bw L e b b b b r b b b b r mm mm mm kg/m knm knm kn kn/mm kn/mm mm mm kn/mm kn/mm mm mm 50 50 6.0 SHS 7. 5.89 4.0 09.7 4.8 75.0 0.0.7.8 4.77 7.5 0.0.7 5.0 SHS 6.9 5..95 96.0.0.85 6.5.5 7.5 0.98.8..5 9.0 4.0 SHS 5.5 4.6.47 80.6 0.96.88 50.0 5.0 6. 0.786.8 5.0 5.0 8.5.0 SHS 4.5.80.86 6.4 0.86.8 0.0 9.0 44. 0.769.74 5.0 9.0 48..5 SHS.60.7.48 54.0 0.685. 5.0 0.0 56.0 0.64..5 0.0 60.8.0 SHS.9.66.07 44. 0.59 0.800 0.0.0 7.5 0.5 0.7 0.0.0 79.8.6 SHS.8.9.7 5.9 0.46 0.45 6.0.8 95.4 0.40 0.99 8.00.8 04 40 40 4.0 SHS 4.09.7.0 6.4.04.08 50.0 0.0 7.5 0.786.05 5.0 0.0 9.0.0 SHS.0..7 49.0 0.859.05 0.0 4.0.7 0.769.00 5.0 4.0 5.5.5 SHS.8.0.5 4.0 0.700.56 5.0 5.0 4.0 0.64.50.5 5.0 45.6.0 SHS..67.7 4.6 0.548.05 0.0 6.0 56.0 0.5 0.975 0.0 6.0 60.8.6 SHS.88.6.06 8. 0.4 0.640 6.0 6.8 7.5 0.40 0.578 8.00 6.8 79.8 5 5.0 SHS.8.7.6 4.8 0.878.5 0.0.5 6.8 0.769. 5.0.5 9..5 SHS.4.50. 6.0 0.7.67 5.0.5 5.0 0.64.6.5.5 8.0.0 SHS.99.5 0.945 9.8 0.554.7 0.0.5 47. 0.5. 0.0.5 5..6 SHS.6.04 0.79 4.4 0.45 0.760 6.0 4. 6.6 0.40 0.699 8.00 4. 67.9 0 0.0 SHS.6.0 0.869 4.6 0.905.5 0.0 9.00.0 0.769. 5.0 9.00.8.5 SHS.0.06 0.778 0.0 0.78.78 5.0 0.0 8.0 0.64.74.5 0.0 0.4.0 SHS.68 0.89 0.667 5.0 0.564.9 0.0.0 8.5 0.5.5 0.0.0 4.8.6 SHS.8 0.746 0.564 0.6 0.44 0.888 6.0.8 5.6 0.40 0.86 8.00.8 56. 5 5.0 SHS.89 0.776 0.55 7.4 0.949.5 0.0 6.50 5. 0.769. 5.0 6.50 6.5.5 SHS.64 0.694 0.50 4.0 0.754.88 5.0 7.50.0 0.64.85.5 7.50.8.0 SHS.6 0.594 0.48 0. 0.578.40 0.0 8.50 9.8 0.5.7 0.0 8.50..6 SHS. 0.500 0.75 6.7 0.449.0 6.0 9.0 40.7 0.40 0.97 8.00 9.0 44. 0 0.0 SHS.05 0.55 0.58 5.4 0.60.50 0.0 6.00.0 0.5.48 0.0 6.00.8.6 SHS 0.87 0.04 0.4.9 0.46. 6.0 6.80 9.8 0.40.0 8.00 6.80. NON-STANDARD GRADE Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. Bold lisings in he able noe wheher design web bearing yielding or buckling is criical for eiher Inerior or End Bearing. 4. NOTE: Grey shaded lisings are o C450L0 which is a non-sandard grade - availabiliy is subjec o minimum order crieria. The sandard grade for he shaded lisings is AS/NZS 6-C50L0. Please refer o earlier ables for design values associaed wih his as a sandard grade. See he OSATM PAG for furher informaion on grades and availabiliy. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.- Recangular Hollow Secions AS/NZS 6 Grade C50L0 DESIGN MOMENT CAPACITIES FOR MEMBERS WITHOUT FULL LATERAL RESTRAINT bending abou -ais b RHS C50L0 d b per m φm s φv v Design Member Momen Capaciies, φm b (knm) Effecive Lengh (L e ) in meres mm mm mm kg/m knm kn 0.50 0.75.00.5.50.75.00.50.00.50 4.00 4.50 5.00 6.00 m 75 5.5 RHS.60.7 6.5.7.5.0.05.0.96.9.8.74.66.58.5.44.0 0.76.0 RHS.9.6 49.9.6.6.56.5.49.45.4.4.7..4.08.0.9 0.75.6 RHS.8.5 40.4.5.5.0.07.04.0.98.9.87.8.77.7.67.58 0.764 65 5 4.0 RHS 5.5 4.8 8.4 4.8 4.8 4.8 4.8 4.8 4.0 4.06.99.9.86.80.7.67.55.55.0 RHS 4.5.46 64.0.46.46.46.46.46.9.6..5.0.4.09.04.94.6.5 RHS.60.98 54..98.98.98.98.98.9.89.85.80.75.7.66.6.54.64.0 RHS.9.46 44..46.46.46.46.46.4.9.5..7.4.0.7.0.66 50 5.0 RHS.07.85 47.5.85.85.85.80.78.76.74.69.65.6.57.5.50.4.04.5 RHS.6.6 40.5.6.6.6.57.55.5.5.48.44.4.7.4..5.06.0 RHS.5.4..4.4.4..0.8.7.4..8.5..0.05.09.6 RHS.75. 7.0....09.07.06.05.0 0.999 0.976 0.95 0.9 0.909 0.868.0 50 0.0 RHS.8.6 46.9.6.60.57.54.5.49.46.4.6..7..9. 0.657.5 RHS.4.4 40.0.4.40.8.5...8.4.0.6..08.04 0.978 0.676.0 RHS.99.9.7.9.8.6.4..0.08.04.0 0.975 0.94 0.9 0.88 0.87 0.695.6 RHS.6 0.989 6.6 0.989 0.976 0.960 0.944 0.98 0.9 0.897 0.868 0.89 0.8 0.786 0.76 0.76 0.69 0.70 FLR Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. Values of φm b based on α m =.0 (uniform momen over enire segmen) in his Table.. Values o he lef of hose of he solid line are for segmen lenghs wih full laeral resrain based on he lised FLR and φm b = φm s. 4. FLR segmen lengh for Full Laeral Resrain (Clause 5...4 of AS 400) wih β m = -.0. 5. For oher momen disribuions use he appropriae value of α m obained from Clauses 5.6. or 5.6. of AS 400 and use he minimum of α m φm b and φm s given in his Table. ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM S LARGER RANGE OF C450PLUS PRODUCTS. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-5

TABLE 5.-() Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN MOMENT CAPACITIES FOR MEMBERS WITHOUT FULL LATERAL RESTRAINT bending abou -ais d b per m φm s φv v Design Member Momen Capaciies, φm b (knm) Effecive Lengh (L e ) in meres mm mm mm kg/m knm kn.0.0.0 4.0 5.0 6.0 7.0 8.0 9.0 0.0.0.0.0 4.0 m 400 00 6.0 RHS 6 0 790 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.9.5 RHS 8 90 0 90 90 90 90 90 90 90 90 90 90 90 90 90 90 5. 0.0 RHS 04 649 800 649 649 649 649 649 649 649 649 649 649 649 649 649 649 5. 8.0 RHS 84. 46 450 46 46 46 46 46 46 46 46 46 46 46 46 46 46 5.4 400 00 6.0 RHS 6 866 70 866 866 866 866 866 866 85 846 89 8 87 80 84 808 6.7.5 RHS 09 705 70 705 705 705 705 705 705 695 689 684 679 674 669 664 659 6.87 0.0 RHS 88.4 58 760 58 58 58 58 58 58 57 568 564 559 555 55 547 54 6.97 8.0 RHS 7.6 467 40 467 467 467 467 467 467 467 458 454 45 448 444 44 48 7.04 50 50 6.0 RHS 6 807 400 807 807 807 807 807 807 807 807 807 807 807 787 78 778.7.5 RHS 09 657 90 657 657 657 657 657 657 657 657 657 657 657 640 67 64.9 0.0 RHS 88.4 5 560 5 5 5 5 5 5 5 5 5 5 5 5 57 55. 8.0 RHS 7.6 76 60 76 76 76 76 76 76 76 76 76 76 76 76 68 67. 00 00 6.0 RHS 548 00 548 548 548 548 548 548 548 548 55 5 58 54 5 57 8.66.5 RHS 89.0 450 60 450 450 450 450 450 450 450 450 440 47 44 4 48 45 8.85 0.0 RHS 7.7 7 0 7 7 7 7 7 7 7 7 65 6 60 57 55 5 8.99 8.0 RHS 59. 0 070 0 0 0 0 0 0 0 0 0 94 9 90 88 86 9.0 6.0 RHS 45.0 9 8 9 9 9 9 9 9 9 9 9 89 88 87 86 85 9.0 50 50 6.0 RHS 85.5 8 60 8 8 8 8 8 8 5 8 5 09 06 5.7.5 RHS 69.4 8 0 8 8 8 8 8 76 74 7 69 66 64 6 59 56 5.90 0.0 RHS 57.0 6 080 6 6 6 6 6 6 9 7 5 9 7 5 6.0 9.0 RHS 5.8 6 976 6 6 6 6 6 6 0 08 06 04 0 00 99 97 6.07 8.0 RHS 46.5 95 875 95 95 95 95 95 95 90 88 86 85 8 8 80 78 6. 6.0 RHS 5.6 49 668 49 49 49 49 49 49 45 44 4 4 40 9 8 6 6. 5.0 RHS 9.9 56 09 09 08 07 06 05 04 0 6.6 FLR Noes: b RHS C450PLUS d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. Values of φm b based on α m =.0 (uniform momen over enire segmen) in his Table. 4. Values o he lef of hose of he solid line are for segmen lenghs wih full laeral resrain based on he lised FLR and φm b = φm s. 5. FLR segmen lengh for Full Laeral Resrain (Clause 5...4 of AS 400) wih β m = -.0. 6. For oher momen disribuions use he appropriae value of α m obained from Clauses 5.6. or 5.6. of AS 400 and use he minimum of α m φm b and φm s given in his Table. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 5.-() Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN MOMENT CAPACITIES FOR MEMBERS WITHOUT FULL LATERAL RESTRAINT bending abou -ais d b per m φm s φv v Design Member Momen Capaciies, φm b (knm) Effecive Lengh (L e ) in meres mm mm mm kg/m knm kn.0.0.0 4.0 5.0 6.0 7.0 8.0 9.0 0.0.0.0.0 4.0 m 00 00 0.0 RHS 4. 9 8 9 9 9 6 4 0 8 6 5 09 08.9 9.0 RHS 7.7 9 758 9 9 9 6 4 09 07 06 04 0 0 99.5. 8.0 RHS.9 08 68 08 08 08 06 04 0 0 99.4 97.9 96.4 95.0 9.5 9. 90.7.7 6.0 RHS 6. 85. 5 85. 85. 85. 8. 8.0 80.7 79.5 78. 77. 76.0 74.8 7.7 7.6 7.5.44 5.0 RHS. 7.6 440 7.6 7.6 7.6 7.0 69.9 68.9 67.8 66.8 65.8 64.8 6.9 6.9 6.0 6..48 4.0 RHS 7.9 58.4 55 58.4 58.4 58.4 57. 56.4 55.5 54.7 5.9 5. 5.4 5.6 50.8 50. 49.4.5 5 76 6.0 RHS 9.4 47.0 89 47.0 47.0 46.0 45.0 44. 4. 4.4 4.5 40.7 9.9 9. 8.4 7.6 6.9.56 5.0 RHS 6.4 40.4 9 40.4 40.4 9.5 8.8 8.0 7. 6.5 5.8 5. 4.4.7..4.8.60 50 00 0.0 RHS.4 80.7 6 80.7 80.7 80.7 80.7 78. 77. 76. 75.0 74.0 7.0 7.0 7.0 70.0 69. 4. 9.0 RHS 0.6 74.8 559 74.8 74.8 74.8 74.8 7.6 7.6 70.6 69.6 68.7 67.7 66.8 65.9 65.0 64. 4.8 8.0 RHS 7.7 68.5 504 68.5 68.5 68.5 68.5 66.5 65.6 64.7 6.8 6.9 6. 6. 60.4 59.6 58.8 4. 6.0 RHS.4 54.4 89 54.4 54.4 54.4 54.4 5.8 5. 5.4 50.7 50.0 49.4 48.7 48.0 47.4 46.8 4.44 5.0 RHS 8. 46.6 9 46.6 46.6 46.6 46.6 45. 44.7 44. 4.5 4.9 4. 4.8 4. 40.6 40. 4.49 4.0 RHS 4.8 7.8 67 7.8 7.8 7.8 7.8 6.7 6. 5.7 5. 4.8 4.4.9.5.0.6 4.55 50 50 6.0 RHS 6.7 6.9 74 6.9 5.4 4..8.5 0. 9. 8. 7. 6. 5. 4..4.6. 5.0 RHS 4..9 6.9 0.7 9.5 8.4 7.4 6. 5.4 4.4.6.7.9. 0.4 9.7.4 4.0 RHS.6 6.5 57 6.5 5.5 4.6.7.8.9. 0.4 9.7 9.0 8. 7.7 7. 6.5.7.0 RHS 8.96 0.8 95 0.8 0. 9. 8.6 7.9 7. 6.7 6. 5.5 5.0 4.4.9.5.0.9.5 RHS 7.5 7.6 64 7.6 7.0 6.4 5.8 5. 4.7 4..6..7..8.5...0 RHS 6.07.8.8.5..7. 0.9 0.6 0. 9.9 9.6 9. 9.0 8.75 8.49. 7 5 6.0 RHS 4.7 7.9 5 7.9 7. 6. 5. 4.4.6.8.0. 0.6 0.0 9. 8.7 8..5 5.0 RHS.5 4. 67 4..6.8.0. 0.6 9.9 9. 8.6 8.0 7.5 6.9 6.4 5.9.8.5 RHS 9.07 8. 9 8. 7.6 7.0 6.4 5.9 5.4 4.9 4.4.9.5..7..9.4 5 75 6.0 RHS 6.7 4. 7 4. 4..5.8..6.0 0.4 9.9 9. 8.8 8. 7.7 7..96 5.0 RHS 4. 9.5 69 9.5 9.5 9.5 8.4 7.9 7. 6.8 6. 5.8 5.4 4.9 4.4 4.0.6.0 4.0 RHS.6 4.4 9 4.4 4.4 4.4.5..7..8.4.0 0.7 0. 9.9 9.5.06.0 RHS 8.96 8.8 67 8.8 8.8 8.8 8. 7.9 7.5 7. 6.9 6.6 6. 6.0 5.7 5.4 5...5 RHS 7.5 4. 40 4. 4. 4..7.5..0.8.6.4..0.8.7.4.0 RHS 6.07 0.0 0.0 0.0 0.0 9.86 9.7 9.58 9.45 9. 9.8 9.05 8.9 8.80 8.68 8.56.6 0 76 6.0 RHS 4.7 5. 55 5. 5. 5. 4..9.5..7..9.5. 0.8 0.4.6 5.0 RHS.5.7 8.7.7.7. 0.7 0.4 0.0 9.7 9. 9.0 8.7 8.4 8. 7.8.69.5 RHS 9.07 6. 57 6. 6. 6. 5.7 5.4 5. 4.9 4.6 4.4 4..9.7.4..78 FLR Noes: b RHS C450PLUS d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. Values of φm b based on α m =.0 (uniform momen over enire segmen) in his Table. 4. Values o he lef of hose of he solid line are for segmen lenghs wih full laeral resrain based on he lised FLR and φm b = φm s. 5. FLR segmen lengh for Full Laeral Resrain (Clause 5...4 of AS 400) wih β m = -.0. 6. For oher momen disribuions use he appropriae value of α m obained from Clauses 5.6. or 5.6. of AS 400 and use he minimum of α m φm b and φm s given in his Table. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-54

TABLE 5.-() Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN MOMENT CAPACITIES FOR MEMBERS WITHOUT FULL LATERAL RESTRAINT bending abou -ais d b per m φm s φv v Design Member Momen Capaciies, φm b (knm) Effecive Lengh (L e ) in meres mm mm mm kg/m knm kn 0.50 0.75.00.5.50.75.00.50.00.50 4.00 4.50 5.00 6.00 m 00 50 6.0 RHS.0 8.4 44 8.4 8.4 8.4 8.4 8.4 8. 7.9 7.6 7. 7. 6.8 6.5 6. 5.8.60 5.0 RHS 0. 6. 08 6. 6. 6. 6. 6. 5.8 5.7 5.5 5. 5.0 4.8 4.5 4..9.64 4.0 RHS 8.49.5 70.5.5.5.5.5...0.8.6.4...7.68.5 RHS 7.5. 5......9.8.7.5...0 0.8 0.5.70.0 RHS 6.60 0.8 0.8 0.8 0.8 0.8 0.8 0.6 0.5 0.4 0. 0. 9.9 9.77 9.6 9..7.5 RHS 5.56 9.8 0 9.8 9.8 9.8 9.8 9.8 9.04 8.98 8.84 8.7 8.57 8.44 8. 8.9 7.95.74.0 RHS 4.50 7.7 88.9 7.7 7.7 7.7 7.7 7.7 7.7 7. 7. 7.00 6.90 6.80 6.70 6.60 6.4.76.6 RHS.64 5.05 7.7 5.05 5.05 5.05 5.05 5.05 5.05 4.99 4.9 4.87 4.8 4.75 4.69 4.6 4.5.78 76 8 4.0 RHS 6. 7.4 6 7.4 7.4 7.4 7.5 7.7 7.0 7.0 6.88 6.74 6.6 6.47 6.4 6. 5.97.4.0 RHS 4.90 6.00 97. 6.00 6.00 6.00 6.00 5.86 5.80 5.74 5.6 5.5 5.40 5.9 5.8 5.08 4.88.8.5 RHS 4.5 5.4 8. 5.4 5.4 5.4 5.4 5.0 4.97 4.9 4.8 4.7 4.6 4.54 4.45 4.6 4.9.0 75 50 6.0 RHS 9.67.4 78.4.4.4.4.4.4.4.0 0.9 0.7 0.6 0.4 0. 9.98.05 5.0 RHS 8.5 0. 5 0. 0. 0. 0. 0. 0. 0. 9.77 9.64 9.5 9.8 9.5 9. 8.87. 4.0 RHS 6.9 8.56 6 8.56 8.56 8.56 8.56 8.56 8.56 8.56 8. 8.9 8.08 7.97 7.87 7.76 7.55.7.0 RHS 5.4 6.9 97.4 6.9 6.9 6.9 6.9 6.9 6.9 6.9 6.7 6.6 6.5 6.44 6.5 6.7 6.0..5 RHS 4.58 5.9 8. 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.74 5.66 5.58 5.5 5.4 5.6 5..5.0 RHS.7 4.77 66.8 4.77 4.77 4.77 4.77 4.77 4.77 4.77 4.64 4.58 4.5 4.46 4.40 4.4 4..8.6 RHS.0.4 54.0.4.4.4.4.4.4.4.8.4..7.4.0.0.0 75 5.5 RHS.60 4.07 79. 4.07.99.9.84.76.69.6.48.5...99.89.68 0.57.0 RHS.9.6 64..6.0.4.8..06.00.89.78.68.58.49.40.4 0.584.6 RHS.8.76 5.9.76.7.66.6.56.5.47.8.9...05.98.85 0.594 65 5 4.0 RHS 5.5 5.8 06 5.8 5.8 5.8 5.9 5. 5.8 5. 5.0 4.90 4.80 4.70 4.60 4.50 4...0 RHS 4.5 4.45 8. 4.45 4.45 4.45 4.45 4. 4.9 4.4 4.5 4.06.98.89.8.7.58.5.5 RHS.60.8 69.7.8.8.8.8.7.69.65.57.50.4.5.8..08.7.0 RHS.9.6 56.7.6.6.6.6.08.05.0.95.89.8.77.7.66.55.9 50 5.0 RHS.07.7 6..7.7..8.4.0.7.0.04.97.9.85.80.69 0.807.5 RHS.6.07 5..07.07.0.98.95.9.89.8.78.7.67.6.57.48 0.86.0 RHS.5.7 4.6.7.7.69.66.6.6.58.54.49.44.40.6..4 0.844.6 RHS.75.4 4.7.4.4.9.7.5...7..0.6..09.0 0.859 50 0.0 RHS.8.09 60..09.0.98.9.89.85.80.7.65.58.5.45.9.8 0.5.5 RHS.4.8 5.4.8.77.7.70.66.6.59.5.45.9..8.. 0.56.0 RHS.99.5 4.0.5.49.46.4.9.6..8..7..08.04 0.956 0.54.6 RHS.6.7 4..7.4..8.6...06.0 0.978 0.98 0.90 0.865 0.800 0.55 NON-STANDARD GRADE FLR Noes: b RHS C450PLUS d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. Values of φm b based on α m =.0 (uniform momen over enire segmen) in his Table. 4. Values o he lef of hose of he solid line are for segmen lenghs wih full laeral resrain based on he lised FLR and φm b = φm s. 5. FLR segmen lengh for Full Laeral Resrain (Clause 5...4 of AS 400) wih β m = -.0. 6. For oher momen disribuions use he appropriae value of α m obained from Clauses 5.6. or 5.6. of AS 400 and use he minimum of α m φm b and φm s given in his Table. 7. NOTE: Grey shaded lisings are o C450L0 which is a non-sandard grade - availabiliy is subjec o minimum order crieria. The sandard grade for he shaded lisings is AS/NZS 6-C50L0. Please refer o earlier ables for design values associaed wih his as a sandard grade. See he OSATM PAG for furher informaion on grades and availabiliy. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-55 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Blank Page Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 5-56

Par 6 MEMBERS SUBJECT TO AXIAL COMPRESSION Secion 6. General 6-6. Design Secion Capaciy in Aial Compression 6-6. Design Member Capaciy in Aial Compression 6-6.4 Effecive Lengh 6-6.5 Eample 6-4 6.6 References 6-4 Page Table Tables 6- o 6-6 Design Member Capaciies in Aial Compression 6-6 See Secion. for he specific Maerial Sandard (AS/NZS 6) referred o by he secion ype and seel grade in hese Tables. Page Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 6 MEMBERS SUBJECT TO AXIAL COMPRESSION 6. General Values of he design member capaciy in compression (φn c ) for buckling abou each principal aes for a range of effecive lenghs (L e ) are given in Tables 6- o 6-6. The design member capaciies are deermined from Secion 6 of AS 400. All he Tables for CHS, RHS and SHS are supplemened by graphs of φn c versus L e placed consecuively afer he ables for each corresponding grade and secion ype. All loads are assumed o be applied hrough he cenroid of he secion. The column capaciy is associaed wih fleural buckling as orsional buckling is no a common buckling mode for hollow secions in aial compression. For RHS only, he Tables in his secion have been grouped ino wo series: he (A) series for he member buckling abou he -ais, and he (B) series for he member buckling abou he y-ais. The (A) series ables and graphs for each group of secions are immediaely followed by he (B) series of ables and graphs for he same group. 6. Design Secion Capaciy in Aial Compression The design secion capaciy in compression (φn s ) is obained from Clause 6. of AS 400 and is given by: φn s = φk f A n f y where φ = 0.9 (Table.4 of AS 400) k f = form facor (see Secion...) A n = ne area of he cross secion = A g assuming no peneraions or holes (see. series Tables in Par ) f y = yield sress used in design The design secion capaciy considers he behaviour of he cross-secion only (as in a sub column es), and is affeced by he elemen slenderness of each plae elemen in he cross-secion. The form facor (k f ) represens he proporion of he secion ha is effecive in aial compression and is deermined from consideraions of elemen slenderness as affeced by local buckling, using Clause 6.. and 6..4 of AS 400. See discussion in Secion... 6. Design Member Capaciy in Aial Compression The design member capaciy in aial compression accouns for he effec of overall member buckling for he effecive lengh of he member (amongs oher facors) and i is obained from Clause 6. of AS 400 and given by: φn c = φα c N s φn s where φ = 0.9 (Table.4 of AS 400) α c = member slenderness reducion facor The member slenderness reducion facor (α c ) depends on he modified member slenderness (λ n ) and he member secion consan (α b ). From Clause 6.. of AS 400: α c = ξξ 90 ξλ where ξ = λ ++ η 90 λ 90 λ n = L e r ( k f ) λ = λ n + α a α b α a = f y 50 00 ( λ n.5) λ n 5.λ n + 050 η = 0.006 (λ.5) 0 Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-

Par 6 MEMBERS SUBJECT TO AXIAL COMPRESSION L e = effecive lengh of a compression member abou he ais of buckling r = radius of gyraion abou he ais of buckling For rouine design he above equaions need no be used. Table 6..() of AS 400 may be consuled o obain he value of (α c ) direcly once λ n and α b are evaluaed. Noe ha he design member capaciy equals he design secion capaciy (i.e. φn c = φn s ) when he effecive lengh is zero (i.e. L e = 0). Table T6. (which is eraced from Table 6.. of AS 400) liss values of α b for he secions considered in hese Tables. Braced Member Sway Member Table T6.: Values of Member Secion Consan (α b ) for Compression Members Yield Slenderness Limi Secion Residual Sresses λ ey k f =.0 k f <.0 RHS, SHS CF 40-0.5-0.5 CHS CF 8-0.5-0.5 6.4 Effecive Lengh The values of φn c are based on he effecive lengh (L e ) of he member. The effecive lengh depends on he member lengh (L), he roaional and ranslaional resrains a he ends of he member and is deermined from he following formula: L e = k e L The member effecive lengh facor (k e ) for use in Clause 6.. of AS 400 can be deermined using Clause 4.6. of AS 400 or by a raional frame buckling analysis (Clause 4.7 of AS 400). k e is given in Figure 6. for members wih idealised end resrains (from Figure 4.6.. of AS 400). For braced or sway members in frames, k e depends on he raio ( γ ) of he compression member siffness o he end resrain siffness, calculaed a each end of he member. Eample of Secion 4. in Ref [6.] provides a sample calculaion of k e for columns in an unbraced plane frame. α b Buckled Shape Effecive lengh facor (k e ) Symbols for end resrain condiions 0.7 0.85.0... = Roaion fied, ranslaion fied = Roaion free, ranslaion fied = Roaion fied, ranslaion free = Roaion free, ranslaion free Figure 6.: Effecive Lengh Facors for Members wih Idealised Condiions of End Resrain Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 6 MEMBERS SUBJECT TO AXIAL COMPRESSION 6.5 Eample Design a RHS column, wih a lengh of 5.8 m, in Grade C450L0 (C450PLUS ) seel o resis a design aial force, N* = 400 kn. Assume ha for -ais buckling boh ends are pinned (roaion free, ranslaion fied), while for y-ais buckling one end is roaion free, ranslaion fied (pinned) and he oher end is roaionally and ranslaionally fied. Design Daa: N* = 400 kn Soluion: (i) Deermine effecive lenghs For -ais buckling k e =.0 (Figure 6.) L e = k e L =.0 5.8 = 5.8 m 6.0 m For y-ais buckling k e = 0.85 (Figure 6.) L ey = k e L = 0.85 5.8 = 4.9 m 5.0 m (ii) Selec a member When looking up Tables 6-4()(A) and 6-4()(B) from boom o op here are various secions for which N* < φn c. As such here is he possibiliy ha he firs secions being sighed are uneconomical. In order o selec a more opimal secion i may be pruden o summarise a few of he iniial lisings for φn c and φn cy based on heir respecive effecive lenghs. This is summarised in Table T6. for he eample being considered. Table T6.: Possible C450PLUS RHS opions o resis N* = 400 kn compression. Buckling abou -ais wih L e = 6.0 m d b per m Noe: shaded values indicae he lighes secion in mass (kg/m). as noed in Table T6., adop a 50 50 8.0 RHS in C450L0 (C450PLUS ) as: φn c = 70 kn > N* φn cy = 660 kn φn c (kn) mm mm mm kg/m L e = 6.0m 400 00 0.0 RHS 88.4 500 8.0 RHS 7.6 50 50 50 6.0 RHS 6 5940.5 RHS 09 4780 0.0 RHS 88.4 70 8.0 RHS 7.6 70 00 00 6.0 RHS 4440.5 RHS 89.0 60 0.0 RHS 7.7 970 50 50 6.0 RHS 85.5 850 (L e = 6.0 m in Table 6-4()(A)) (L ey = 5.0 m in Table 6-4()(B)) > N* 6.6 References [6.] ASI, Design Capaciy Tables for Srucural Seel Volume : Open Secions, fourh ediion, Ausralian Seel Insiue, 009. See Secion.. for deails on reference Sandards. Buckling abou y-ais wih L ey = 5.0 m d b per m φn cy (kn) mm mm mm kg/m L e = 5.0m 400 00 0.0 RHS 88.4 050 8.0 RHS 7.6 < N* 50 50 6.0 RHS 6 5750.5 RHS 09 460 0.0 RHS 88.4 60 8.0 RHS 7.6 660 00 00 6.0 RHS 400.5 RHS 89.0 90 0.0 RHS 7.7 70 50 50 6.0 RHS 85.5 < N* Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-4

Blank Page Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 6- Circular Hollow Secions AS/NZS 6 Grade C50L0 DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION buckling abou any ais d o per m φn s (kn) Design Member Capaciies in Aial Compression, φn c (kn) Effecive Lengh (L e ) in meres mm mm kg/m L e = 0.00 0.5 0.50 0.75.00.5.50.75.00.50.00.50 4.00 5.00 65. 5.4 CHS. 60 60 60 60 605 600 595 589 58 565 544 50 490 48 5.0 CHS 9.7 566 566 566 566 56 557 55 546 540 54 506 48 456 89 9.7 5.4 CHS 7.9 5 5 5 5 506 500 494 487 479 459 44 404 68 88 5.0 CHS 6.6 476 476 476 474 470 465 459 45 445 46 40 75 4 69 4. 5.4 CHS 4.5 46 46 46 4 406 400 9 8 7 48 6 78 8 70 4.5 CHS. 49 49 49 46 4 6 0 4 9 67 5 0 44 0.6 5.0 CHS.9 4 4 4 6 5 7 08 97 70 6 99 65 4.0 CHS 9.6 76 76 76 7 68 6 56 49 4 9 9 6 5 9.9 88.9 5.9 CHS. 46 46 44 9 99 84 46 0 6 0 86.9 5.0 CHS 0. 97 97 95 90 84 77 68 57 44 76 4 4 75.9 4.0 CHS 8.8 40 40 9 5 0 4 7 09 99 74 44 7 9.7 6.7 76. 5.9 CHS 0. 9 9 89 8 75 65 5 6 8 75 5 04 8.7 5.6 4.5 CHS 7.95 8 8 5 5 07 97 86 7 9 08 8.5 65.7 4..6 CHS 6.44 84 84 8 79 74 68 60 5 40 4 89.0 69.0 54.4 5.8 60. 5.4 CHS 7. 0 0 05 98 89 76 6 4 87. 6. 47.5 6.9 4.0 4.5 CHS 6.9 77 77 74 68 60 50 7 05 75.7 55.0 4.4. 0.9.6 CHS 5.0 44 44 4 7 00 87. 6.0 46.0 4.6 6.8 7.5 48. 4.0 CHS 4.7 5 5 4 06 9.9 79.5 65. 5.8 5.6 5. 8.8 4.5 9.4. CHS.56 0 0 98.4 9.5 86.7 77. 65.9 54. 44. 9.9. 5.8. 7.9 4.4 4.0 CHS.79 09 08 0 96. 85.7 7.0 57.5 45. 5.8.7 6.7.4 9.58 6.0. CHS.09 88.7 88.0 84.4 78.9 70.7 59.9 48. 8.0 0. 0.0 4. 0.5 8. 5.5.7 4.0 CHS.9 84.0 8.5 76.9 67.6 5.9 40.0 9.4. 7.. 7.9 5.87 4.5.9. CHS.4 69.0 67.8 6.5 56. 45.4 4.0 5. 9. 4.8 9.69 6.8 5.04.88.5 6.9 4.0 CHS.6 64.7 6.6 55.6 4. 9. 0.0 4. 0.6 8.9 5..7.75..7. CHS.87 5.6 5.9 46.4 6.7 5.4 7.4.4 9.7 7.7 4.65.6.4.85.0.6 CHS.56 44.7 4. 8.9..9 5. 0.8 8.05 6. 4.04.8.09.6.04 d o Noes: CHS C50L0. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. This produc is also complian wih AS 074 Seel ubes and ubulars for ordinary service. Refer o he OSATM Produc Manual for deails on AS 074 secions.. φn s = φn c for L e = 0.0. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-6

650 600 65. 5.0 CHS AS / NZS 6 - C50L0 65. 5.4 CHS 50 00 AS / NZS 6 - C50L0 9.7 5.0 CHS 400 9.7 5.4 CHS 00 80 60. 4.5 CHS Design Member Capaciy in Aial Compression Nc (kn) 00 00 80 60 88.9 5.9 CHS 4. 5.4 CHS 4. 4.5 CHS 0.6 5.0 CHS 0.6 4.0 CHS 88.9 5.0 CHS 88.9 4.0 CHS 76. 5.9 CHS 76. 4.5 CHS 76..6 CHS Design Member Capaciy in Aial Compression Nc (kn) 60 40 0 0 8 6 4.7. CHS 6.9. CHS 60. 5.4 CHS 60..6 CHS 48. 4.0 CHS 48.. CHS 4.4 4.0 CHS 4.4. CHS.7 4.0 CHS 6.9 4.0 CHS 40 Aial compression buckling abou any ais Aial compression buckling abou any ais 6.9.6 CHS 0 0 4 5 Effecive Lengh Le (m) abou any ais 0 4 5 Effecive Lengh Le (m) abou any ais Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-7 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 6-() Circular Hollow Secions AS/NZS 6 Grade C50L0 DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION buckling abou any ais d o per m φn s (kn) Design Member Capaciies in Aial Compression, φn c (kn) Effecive Lengh (L e ) in meres mm mm kg/m L e = 0.0.0.0.0 4.0 5.0 6.0 7.0 8.0 9.0 0.0.0 4.0 6.0 508.0.7 CHS 55 60 60 60 650 6070 5960 5840 5700 550 540 50 4600 990 70 9.5 CHS 7 4690 4690 4690 460 4570 4490 4400 400 470 400 870 480 00 560 6.4 CHS 79. 70 70 70 700 670 60 580 50 470 400 0 40 90 660 457.0.7 CHS 9 5580 5580 5570 5490 5400 590 550 4990 480 4590 440 750 0 570 9.5 CHS 05 40 40 400 440 4070 990 890 770 60 470 80 850 80 960 6.4 CHS 7. 580 580 580 550 50 460 40 40 70 80 080 840 570 0 406.4.7 CHS 4950 4950 490 4840 4740 460 4460 480 4060 80 50 900 0 860 9.5 CHS 9.0 70 70 70 650 580 480 70 0 070 890 670 0 770 40 6.4 CHS 6. 40 40 40 80 40 80 0 0 00 90 780 490 0 97 55.6.7 CHS 07 40 40 470 480 4070 90 750 50 70 980 670 080 60 70 9.5 CHS 8. 50 50 0 60 070 970 840 680 490 70 00 590 0 97 6.4 CHS 55. 0 0 90 50 090 00 90 80 700 550 400 090 85 67.9.7 CHS 97.5 90 90 860 760 640 480 80 040 750 440 40 60 0 96 9.5 CHS 7.7 960 960 90 850 750 640 490 0 00 870 640 40 946 740 6.4 CHS 50. 00 00 980 940 880 800 700 580 440 80 0 856 655 5 7..7 CHS 8.6 70 70 00 090 950 750 50 0 900 60 60 985 740 574 9. CHS 60.5 40 40 80 00 90 050 870 660 40 0 00 748 56 46 6.4 CHS 4. 690 690 650 600 50 40 0 70 00 859 78 50 99 0 4.8 CHS.8 70 70 50 0 50 080 994 885 767 654 555 404 04 6 9. 8. CHS 4.6 70 700 650 570 450 90 090 89 74 59 489 47 59 00 6.4 CHS.6 50 40 00 0 40 00 865 7 578 47 9 78 07 60 4.8 CHS 5.4 00 00 98 94 865 77 659 54 44 6 99 58 68. 7. CHS 8. 0 0 060 964 8 649 495 80 97 8 95 7 0 78.4 6.4 CHS 5.6 00 00 960 874 746 59 45 46 7 7 78 5 9.8 7.6 4.8 CHS 9.4 777 767 78 664 570 45 47 67 09 68 7 96.6 7.6 55. d o Noes: CHS C50L0. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. φn s = φn c for L e = 0.0. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-8

6500 6000 AS / NZS 6 - C50L0 4000 AS / NZS 6 - C50L0 Design Member Capaciy in Aial Compression Nc (kn) 4000 000 406.4.7 CHS 508.0.7 CHS 457.0.7 CHS 55.6.7 CHS 508.0 9.5 CHS 406.4 9.5 CHS 457.0 9.5 CHS 508.0 6.4 CHS 457.0 6.4 CHS 55.6 9.5 CHS 406.4 6.4 CHS 55.6 6.4 CHS Design Member Capaciy in Aial Compression Nc (kn) 000 000 800 600 400 00 7. 9. CHS 68. 6.4 CHS.9.7 CHS.9 9.5 CHS 7..7 CHS.9 6.4 CHS 7. 6.4 CHS 7. 4.8 CHS 9. 8. CHS 9. 6.4 CHS 9. 4.8 CHS 68. 7. CHS 000 00 68. 4.8 CHS 800 Aial compression buckling abou any ais 0 5 0 5 Effecive Lengh L e (m) abou any ais 80 60 Aial compression buckling abou any ais 50 0 5 0 5 Effecive Lengh L e (m) abou any ais Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-9 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 6-() Circular Hollow Secions AS/NZS 6 Grade C50L0 DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION buckling abou any ais d o per m φn s (kn) Design Member Capaciies in Aial Compression, φn c (kn) Effecive Lengh (L e ) in meres mm mm kg/m L e = 0.00 0.5 0.50 0.75.00.5.50.75.00.50.00.50 4.00 5.00 65..5 CHS.9 560 560 560 558 55 547 540 5 54 50 477 445 407.0 CHS.0 48 48 48 480 475 470 465 458 45 4 40 8 5 78 9.7.5 CHS.8 47 47 47 468 46 456 448 49 49 40 7 89.0 CHS 0. 406 406 406 40 98 9 86 78 69 48 0 87 50 8 4..6 CHS 9.8 94 94 9 88 8 7 64 5 9 06 64 0 8. CHS 8.77 5 5 5 46 40 5 5 0 7 7 97 6 0 0.6. CHS 7.77 0 05 98 90 8 69 56 8 46 7 78..6 CHS 6.5 55 55 5 49 44 8 0 0 8 50 96.8 64.7 88.9. CHS 6.76 7 7 69 6 56 47 6 06 68 0 79.8 5.5.6 CHS 5.5 0 5 0 0 9 8 69 8 08 8.9 66. 4.5 76.. CHS 5.75 7 0 88 7 5 5 85. 64.5 50..8. CHS 4.9 68 68 65 6 55 47 8 6 85.0 6. 47.9 7.4 4.4 60..9 CHS 4. 65 64 60 5 4 4 96.6 80.0 54.9 9. 9..7 4.7. CHS.9 8 5 05 9.5 78.4 65. 44.8..9 8.5.0 48..9 CHS.5 0 9 4 5 0 86.0 68.5 5.8 4.6 8. 9.9 4.8.4 7.8. CHS.6 05 04 99.6 9.9 8. 70.0 56. 44. 5.0. 6.4. 9.8 6.07 4.4.6 CHS.55 0 0 95.6 86.8 7.6 57.8 4.9.6 6. 7.. 9.00 6.9 4.48.0 CHS.99 80.0 79.0 74.8 68. 58. 46.0 5. 6.9..8 9.74 7. 5.56.60.7.6 CHS.99 80.0 78.0 7. 59.5 4.8 0.9. 6.7.9 8.9 5.89 4.6.5.6.0 CHS.56 6.7 6. 56. 47. 5. 4.9 8.0.5 0.5 6.8 4.78.5.7.76 6.9. CHS.40 56.0 5.6 46.0.0. 4. 0.0 7.45 5.75.7.6.9.48 0.956.0 CHS. 49. 47. 40.7 9.4 9.0.7 9.0 6.70 5.7.5.5.7. 0.860 d o Noes: CHS C50L0. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. φn s = φn c for L e = 0.0. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-0

600 AS / NZS 6 - C50L0 50 00 AS / NZS 6 - C50L0 400 65..5 CHS 65..0 CHS 00 80 Design Member Capaciy in Aial Compression Nc (kn) 00 00 80 9.7.5 CHS 9.7.0 CHS 4..6 CHS 4.. CHS 0.6. CHS 0.6.6 CHS 88.9. CHS 88.9.6 CHS Design Member Capaciy in Aial Compression Nc (kn) 60 40 0 0 8 6 4 6.9.0 CHS 76.. CHS 76.. CHS 60..9 CHS 60.. CHS 48..9 CHS 48.. CHS 4.4.6 CHS 4.4.0 CHS.7.6 CHS.7.0 CHS 60 6.9. CHS Aial compression buckling abou any ais 40 0 4 5 Effecive Lengh Le (m) abou any ais Aial compression buckling abou any ais.8 0 4 5 Effecive Lengh Le (m) abou any ais Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 6-(A) Recangular Hollow Secions AS/NZS 6 Grade C50L0 DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION buckling abou -ais b RHS C50L0 d b per m φn s (kn) Design Member Capaciies in Aial Compression, φn c (kn) Effecive Lengh (L e ) in meres d mm mm mm kg/m L e = 0.00 0.5 0.50 0.75.00.5.50.75.00.50.00.50 4.00 5.00 75 5.5 RHS.60 45 45 4 8 5 6 05 9. 68. 50. 7.9 9.5 9..0 RHS.9 08 04 99. 9.5 84. 74.9 56. 4.6.5 4.5 6.0.6 RHS.8 77.6 77.6 76.7 74.9 7.6 69.6 65.9 6.4 56.0 44.0.5 5.6 0.. 65 5 4.0 RHS 5.5 5 5 09 0 9 77 59 8 7 8.0 59. 44. 4...0 RHS 4.5 70 70 66 6 5 4 0 4 97.5 69.4 50. 7.7 9. 9.0.5 RHS.60 45 45 4 7 0 97.9 84. 60. 4.7.8 5.4 6.5.0 RHS.9 8 8 5 06 99.6 9.0 80.6 69.6 50.0 6. 7...8 50 5.0 RHS.07 8 0 99.6 85.4 69.4 55. 44.0 9. 0.7 5.4.9 7.68.5 RHS.6 05 05 0 94.6 85.9 74. 60.7 48.5 8.8 5.9 8..6 0.5 6.79.0 RHS.5 86. 85.7 8.6 77.8 70.9 6.6 50.9 40.8.7.9 5.5.5 8.89 5.76.6 RHS.75 70. 69.9 67.4 6.6 58. 50.8 4. 4.0 7. 8..0 9.6 7.44 4.8 50 0.0 RHS.8 4 08 0 90.0 75.8 60.6 47.7 7.8 5.0 7.7. 0. 6.56.5 RHS.4 97. 96.6 9.7 86.7 77.9 66. 5.4 4..6. 5.7.7 9.0 5.84.0 RHS.99 79.9 79.4 76. 7.5 64.6 55. 45.0 5.7 8.5 9.0.4 9.96 7.68 4.97.6 RHS.6 65. 64.9 6.4 58.6 5. 45.8 7.5 9.9.9 5.9. 8.7 6.46 4.8 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. φn s = φn c for L e = 0.0. ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM S LARGER RANGE OF C450PLUS PRODUCTS. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-

50 AS / NZS 6 - C50L0 50 AS / NZS 6 - C50L0 00 00 65 5.0 RHS 75 5.5 RHS 80 50 0.5 RHS Design Member Capaciy in Aial Compression Nc (kn) 00 80 60 40 0 65 5.5 RHS 65 5.0 RHS 65 5 4.0 RHS 75 5.0 RHS 75 5.6 RHS Design Member Capaciy in Aial Compression Nc (kn) 60 40 0 0 8 50 0.0 RHS 50 0.0 RHS 50 5.0 RHS 50 5.5 RHS 50 5.0 RHS 50 5.6 RHS 50 0.6 RHS Aial compression buckling abou -ais 6 Aial compression buckling abou -ais 0 0 4 5 Effecive Lengh Le (m) abou -ais 4 0 4 5 Effecive Lengh Le (m) abou -ais Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 6-(B) Recangular Hollow Secions AS/NZS 6 Grade C50L0 DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION buckling abou y-ais b RHS C50L0 y d b per m φn s (kn) Design Member Capaciies in Aial Compression, φn c (kn) Effecive Lengh (L e ) in meres d mm mm mm kg/m L e = 0.00 0.5 0.50 0.75.00.5.50.75.00.50.00.50 4.00 5.00 75 5.5 RHS.60 45 40 6 0 7.6 49.4 5.4 6.4 0.4. 9.9 6.87 5.9.4.0 RHS.9 0 00 8.4 59.6 4.6 9.9.4 7.. 7.88 5.8 4.49.90.6 RHS.8 77.6 76.0 70. 60.6 46.8.8 4.7 8.5 4.4 9.7 6.58 4.87.75.4 65 5 4.0 RHS 5.5 5 99 78 48 84.9 64.6 50.4.0. 7.. 8.55.0 RHS 4.5 70 68 59 44 95. 7.0 55. 4. 8. 9.9 4.7. 7..5 RHS.60 45 4 5 05 8.4 6.7 48. 7.7 4.7 7.4.9 9.9 6.4.0 RHS.9 8 6 0 0 86. 68.5 5.4 40..6 0.7 4.6 0.8 8. 5.9 50 5.0 RHS.07 9 05 8.6 55.4 7.7 6.8 0.0 5.5 0.0 7.0 5.9 4.00.58.5 RHS.6 05 0 90.8 7. 49..5.9 7.8.8 8.95 6.7 4.64.57.0.0 RHS.5 86. 8.6 75.0 59.7 4.7 8.6 0.5 5..8 7.66 5.7.97.06.97.6 RHS.75 70. 68. 6.5 49.5 4.9 4. 7..9 9.96 6.46 4.5.5.58.66 50 0.0 RHS.8 4 07 87.0 55.7 4..5 5.9.8 9.07 5.87 4.0.0..50.5 RHS.4 97. 9. 75.8 49.8 0.8 0. 4. 0.6 8.0 5..7.74..6.0 RHS.99 79.9 76.0 6. 4.5 6.5 7.6.4 9. 7. 4.60..8.8.8.6 RHS.6 65. 6. 5. 5.8.5 4.9 0.6 7.84 6.05.9.74.0.56.00 Noes:. REFER o he OneSeel Ausralian Tube Mills QUICK REFERENCE PRODUCT AVAILABILITY GUIDE (QRPAG) for informaion on he availabiliy of lised secions and associaed finishes. The QRPAG is found a he beginning of his publicaion.. φn s = φn c for L e = 0.0. y ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM S LARGER RANGE OF C450PLUS PRODUCTS. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-4

50 00 AS / NZS 6 - C50L0 50 00 AS / NZS 6 - C50L0 80 00 60 Design Member Capaciy in Aial Compression Nc (kn) 80 60 40 0 0 8 6 4 65 5.5 RHS 65 5 4.0 RHS 65 5.0 RHS 65 5.0 RHS 75 5.5 RHS 75 5.0 RHS 75 5.6 RHS Design Member Capaciy in Aial Compression Nc (kn) 40 0 0 8 6 4 50 5.5 RHS 50 0.0 RHS 50 0.0 RHS 50 5.0 RHS 50 5.0 RHS 50 5.6 RHS 50 0.5 RHS 50 0.6 RHS Aial compression buckling abou y-ais Aial compression buckling abou y-ais 0 4 5 Effecive Lengh Le (m) abou y-ais 0 4 5 Effecive Lengh Le (m) abou y-ais Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 6-4()(A) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION buckling abou -ais RHS C450PLUS b d b per m φn s (kn) Design Member Capaciies in Aial Compression, φn c (kn) Effecive Lengh (L e ) in meres d mm mm mm kg/m L e = 0.0.0.0.0 4.0 5.0 6.0 7.0 8.0 9.0 0.0.0 4.0 6.0 400 00 6.0 RHS 6 800 800 840 8090 7900 7660 770 700 660 60 5580 4480 50 80.5 RHS 8 6590 6590 6550 640 690 600 5880 560 590 490 4500 640 880 90 0.0 RHS 04 470 470 4680 460 450 4400 470 400 90 680 40 850 0 860 8.0 RHS 84. 0 0 00 060 00 950 870 790 690 570 440 0 780 470 400 00 6.0 RHS 6 700 700 6940 6800 660 690 60 5770 560 4890 490 40 670 00.5 RHS 09 5580 5580 550 540 580 50 4890 460 40 960 570 80 90 70 0.0 RHS 88.4 900 900 870 80 70 60 500 40 70 960 70 0 770 40 8.0 RHS 7.6 750 750 740 700 650 590 50 40 0 90 050 70 40 40 50 50 6.0 RHS 6 700 700 690 6750 6540 670 5940 550 500 4500 950 000 00 800.5 RHS 09 5600 5600 5540 540 550 5040 4780 4460 4080 660 0 460 890 480 0.0 RHS 88.4 400 400 450 460 4050 900 70 490 0 90 60 00 560 0 8.0 RHS 7.6 080 080 050 990 90 80 70 580 40 0 00 60 60 997 00 00 6.0 RHS 570 570 5590 540 570 4850 4440 940 40 90 460 790 50 050.5 RHS 89.0 4590 4590 4500 460 470 90 60 0 80 400 040 490 0 874 0.0 RHS 7.7 750 750 680 570 40 0 970 670 0 000 70 50 94 7 8.0 RHS 59. 750 750 70 60 540 40 50 060 80 600 80 00 775 604 6.0 RHS 45.0 750 750 70 690 640 570 490 90 70 40 00 770 59 46 50 50 6.0 RHS 85.5 440 4400 460 4050 750 50 850 50 90 560 90 99 685 59.5 RHS 69.4 580 570 460 00 070 760 80 980 60 0 00 78 584 45 0.0 RHS 57.0 940 90 840 70 540 90 990 660 70 0 9 665 496 8 9.0 RHS 5.8 670 670 590 470 0 090 80 50 50 00 858 6 457 5 8.0 RHS 46.5 400 90 0 0 080 890 640 80 40 98 779 557 45 6.0 RHS 5.6 550 550 50 450 80 80 50 000 849 7 598 4 50 5.0 RHS 9.9 80 80 50 0 060 995 90 807 696 59 50 64 74 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. φn s = φn c for L e = 0.0. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-6

8500 8000 AS / NZS 6 - C450L0 6000 AS / NZS 6 - C450L0 6000 400 00 6.0 RHS 4000 50 50.5 RHS Design Member Capaciy in Aial Compression Nc (kn) 4000 000 Legend 40000 40000 5050 400 00 6.0 RHS 400 00.5 RHS 400 00 0.0 RHS 50 50 0.0 RHS 400 00.5 RHS 50 50 6.0 RHS 400 00 0.0 RHS 400 00 8.0 RHS 50 50.5 RHS 50 50 8.0 RHS 400 00 8.0 RHS Design Member Capaciy in Aial Compression Nc (kn) 000 000 800 600 400 50 50 6.0 RHS 50 50 9.0 RHS 00 00 6.0 RHS 00 00.5 RHS 00 00 0.0 RHS 00 00 8.0 RHS 00 00 6.0 RHS 50 50 0.0 RHS 50 50 8.0 RHS 50 50 6.0 RHS 50 50 5.0 RHS 000 Aial compression buckling abou -ais Aial compression buckling abou -ais 900 0 5 0 5 Effecive Lengh L e (m) abou -ais 00 0 5 0 5 Effecive Lengh Le (m) abou -ais Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-7 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 6-4()(B) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION buckling abou y-ais RHS C450PLUS b y d b per m φn s (kn) Design Member Capaciies in Aial Compression, φn c (kn) Effecive Lengh (L e ) in meres d mm mm mm kg/m L e = 0.0.0.0.0 4.0 5.0 6.0 7.0 8.0 9.0 0.0.0 4.0 6.0 400 00 6.0 RHS 6 800 800 870 7950 7670 700 680 660 5590 4900 40 50 90 870.5 RHS 8 6590 6590 6490 60 60 580 5460 500 450 970 440 570 960 50 0.0 RHS 04 470 470 4650 4540 440 40 400 750 40 080 70 080 600 50 8.0 RHS 84. 0 0 080 00 950 860 740 60 440 50 040 60 80 00 400 00 6.0 RHS 6 700 6970 670 650 580 5080 40 40 740 0 840 00 968 747.5 RHS 09 5580 5560 570 5080 4670 40 460 80 70 850 50 080 805 6 0.0 RHS 88.4 900 890 770 60 70 050 660 0 840 50 60 896 669 57 8.0 RHS 7.6 750 750 680 580 440 50 00 740 460 0 00 75 550 46 50 50 6.0 RHS 6 700 7000 680 6570 60 5750 540 4450 750 40 60 890 40 00.5 RHS 09 5600 5600 5470 570 4990 460 470 60 080 580 70 560 70 907 0.0 RHS 88.4 400 400 400 4060 870 60 90 90 500 0 780 90 97 754 8.0 RHS 7.6 080 080 00 90 80 660 460 0 950 680 40 050 795 68 00 00 6.0 RHS 570 5670 5460 50 4660 400 90 60 00 700 400 99 77 569.5 RHS 89.0 4590 4570 4400 450 780 90 70 90 760 40 70 8 68 477 0.0 RHS 7.7 750 70 600 400 0 70 60 80 470 00 985 698 59 40 8.0 RHS 59. 750 740 660 50 40 090 790 470 00 98 8 578 40 6.0 RHS 45.0 750 750 700 60 540 40 50 070 894 74 60 445 57 50 50 6.0 RHS 85.5 440 440 4050 570 860 0 570 90 94 78 60 4 4.5 RHS 69.4 580 50 00 90 90 800 40 00 79 6 57 6 69 07 0.0 RHS 57.0 940 890 70 40 000 50 40 866 676 540 44 0 0 77 9.0 RHS 5.8 670 60 480 0 840 400 050 799 6 499 407 86 64 8.0 RHS 46.5 400 60 0 000 660 70 956 78 568 454 7 6 9 49 6.0 RHS 5.6 550 50 460 40 60 940 77 56 44 55 9 05 5 7 5.0 RHS 9.9 80 70 0 040 98 76 604 47 74 0 47 74 9 99.7 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. φn s = φn c for L e = 0.0. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-8

8500 8000 AS / NZS 6 - C450L0 6000 AS / NZS 6 - C450L0 6000 4000 50 50.5 RHS 50 50 6.0 RHS 50 50 6.0 RHS Design Member Capaciy in Aial Compression Nc (kn) 4000 000 000 800 Legend 40000 40000 5050 50 50 0.0 RHS 50 50 8.0 RHS 400 00 6.0 RHS 400 00.5 RHS 400 00 0.0 RHS 400 00 8.0 RHS 400 00 6.0 RHS 400 00.5 RHS 400 00 0.0 RHS 400 00 8.0 RHS Design Member Capaciy in Aial Compression Nc (kn) 000 000 800 600 400 00 50 50 9.0 RHS 00 00 6.0 RHS 00 00.5 RHS 00 00 0.0 RHS 00 00 8.0 RHS 00 00 6.0 RHS 50 50.5 RHS 50 50 0.0 RHS 50 50 8.0 RHS 50 50 6.0 RHS 50 50 5.0 RHS 600 Aial compression buckling abou y-ais 400 0 5 0 5 Effecive Lengh L e (m) abou y-ais 00 90 Aial compression buckling abou y-ais 0 5 0 5 Effecive Lengh Le (m) abou y-ais Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-9 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 6-4()(A) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION buckling abou -ais RHS C450PLUS b d b per m φn s (kn) Design Member Capaciies in Aial Compression, φn c (kn) Effecive Lengh (L e ) in meres d mm mm mm kg/m L e = 0.0.0.5.0.5.0.5 4.0 5.0 6.0 7.0 8.0 0.0.0 00 00 0.0 RHS 4. 0 0 060 00 90 850 740 60 00 00 78 66 405 86 9.0 RHS 7.7 940 90 880 80 770 690 590 480 00 98 77 57 77 66 8.0 RHS.9 750 70 700 650 600 50 440 40 00 858 667 55 46 44 6.0 RHS 6. 0 90 70 40 00 50 090 00 850 674 58 47 76 95 5.0 RHS. 974 968 95 9 905 874 86 79 680 555 44 5 5 66 4.0 RHS 7.9 688 685 675 66 647 68 605 579 5 4 5 85 9 6 5 76 6.0 RHS 9.4 000 978 946 90 845 77 684 589 4 08 79 7 8.9 5.0 RHS 6.4 848 80 804 768 70 660 587 508 67 67 0 56 0 7. 50 00 0.0 RHS.4 70 690 60 550 450 0 60 000 75 59 90 0 97 8 9.0 RHS 0.6 580 540 490 40 0 0 080 90 668 486 65 8 84 9 8.0 RHS 7.7 40 400 50 90 0 0 986 85 66 448 7 6 70 0 6.0 RHS.4 0 080 050 00 947 87 780 680 495 6 7 8 96.8 5.0 RHS 8. 97 99 89 854 805 74 667 58 46 5 8 9 8.7 4.0 RHS 4.8 688 677 659 64 60 56 54 458 44 56 94 5 98.5 69. 50 50 6.0 RHS 6.7 864 84 808 764 704 69 54 455 8 8 7 85.9 60. 5.0 RHS 4. 75 76 689 65 604 54 469 96 78 00 50 6 75.4 5.9 4.0 RHS.6 56 55 499 476 447 40 64 6 8 66 5 97.0 6. 44..0 RHS 8.96 9 4 6 05 9 7 5 6 7 9 98. 76.5 50.0 5..5 RHS 7.5 46 4 7 0 09 95 78 4 07 8.4 64.6 4. 9.8.0 RHS 6.07 7 7 68 64 58 5 4 09 85. 66. 5. 4. 4. 7 5 6.0 RHS 4.7 757 79 69 67 564 476 89 5 5 86.6 56. 9. 5.0 RHS.5 646 6 59 547 487 44 40 77 87 98.9 76.4 49.5 4.7.5 RHS 9.07 4 4 9 68 5 9 47 04 40 00 74.8 57.9 7.5 6. 5 75 6.0 RHS 6.7 864 85 796 74 668 576 479 9 67 90 4 0 7. 49.8 5.0 RHS 4. 75 7 679 64 57 497 45 4 66 4 95.8 6. 4.5 4.0 RHS.6 600 58 556 50 47 4 45 85 95 9 04 80. 5. 6.5.0 RHS 8.96 90 8 67 48 9 5 5 5 09 8.8 6.4 4. 8.9.5 RHS 7.5 96 90 80 68 5 9 0 76 6 9.9 69. 5.6 4.9 4.5.0 RHS 6.07 96 9 87 80 7 60 47 98.7 7. 55.6 4. 8. 9.9 0 76 6.0 RHS 4.7 757 79 670 599 50 40 6 5 66 7 87.0 67. 4.4 0.4 5.0 RHS.5 646 65 574 55 46 5 77 0 46 0 76.6 59. 8. 6.8.5 RHS 9.07 468 446 48 78 6 08 66 0 78.0 58.0 44.7 9.0 0. Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. φn s = φn c for L e = 0.0. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-0

500 000 AS / NZS 6 - C450L0 900 800 600 5 75 6.0 RHS 5 75 4.0 RHS AS / NZS 6 - C450L0 7 5 5.0 RHS Design Member Capaciy in Aial Compression Nc (kn) 000 800 600 400 00 Legend 0000 576 5000 50 00 9.0 RHS 00 00 9.0 RHS 50 00 8.0 RHS 50 00 5.0 RHS 50 00 0.0 RHS 50 00 4.0 RHS 00 00 0.0 RHS 00 00 8.0 RHS 00 00 6.0 RHS 00 00 5.0 RHS 00 00 4.0 RHS 50 00 6.0 RHS 5 76 6.0 RHS 5 76 5.0 RHS Design Member Capaciy in Aial Compression Nc (kn) 400 00 00 80 60 40 Legend 5050 75 575 076 5 75 5.0 RHS 0 76 5.0 RHS 0 76 6.0 RHS 5 75.5 RHS 50 50 5.0 RHS 7 5 6.0 RHS 5 75.0 RHS 7 5.5 RHS 0 76.5 RHS 50 50 6.0 RHS 50 50 4.0 RHS 50 50.0 RHS 50 50.5 RHS 50 50.0 RHS 5 75.0 RHS 00 0 80 Aial compression buckling abou -ais Aial compression buckling abou -ais 60 0 5 0 Effecive Lengh L e (m) abou -ais 0 0 5 0 Effecive Lengh Le (m) abou -ais Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 6-4()(B) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION buckling abou y-ais RHS C450PLUS b y d b per m φn s (kn) Design Member Capaciies in Aial Compression, φn c (kn) Effecive Lengh (L e ) in meres d mm mm mm kg/m L e = 0.0 0.5.0.5.0.5.0.5 4.0 5.0 6.0 7.0 8.0 0.0 00 00 0.0 RHS 4. 0 0 040 90 750 50 50 999 800 54 78 8 7 40 9.0 RHS 7.7 940 90 860 760 600 400 50 99 745 498 5 6 0 8.0 RHS.9 750 740 680 590 450 70 060 85 686 459 5 4 87 6.0 RHS 6. 0 00 60 90 00 975 85 674 546 68 6 95 50 97.4 5.0 RHS. 974 97 94 90 84 764 664 557 459 4 4 67 9 8.8 4.0 RHS 7.9 688 688 670 645 609 56 50 44 66 55 84 8 07 69. 5 76 6.0 RHS 9.4 000 985 98 84 694 54 40 06 9 56 0 8. 6.6 40.5 5.0 RHS 6.4 848 86 789 7 597 46 49 66 08 6 95.8 7.0 54.7 5.4 50 00 0.0 RHS.4 70 70 640 540 90 90 960 76 607 40 85 6 06 9.0 RHS 0.6 580 570 50 40 80 00 895 7 568 78 67 99 5 99. 8.0 RHS 7.7 40 40 70 80 60 000 8 657 56 50 48 84 4 9.0 6.0 RHS.4 0 00 060 000 9 795 659 50 45 84 0 50 6 74.9 5.0 RHS 8. 97 9 900 849 778 680 566 457 68 46 75 0 00 64.9 4.0 RHS 4.8 688 686 664 6 585 5 447 68 00 0 44 08 8. 5.9 50 50 6.0 RHS 6.7 864 88 74 57 5 4 59 8 9. 59.0 4. 0.5.5 5. 5.0 RHS 4. 75 706 64 45 96 99 4 05 8.0 5.5 6.7 7. 0.9.5 4.0 RHS.6 56 509 454 56 45 67 9 88.9 68.7 44.6.. 7.8.5.0 RHS 8.96 9 95 48 85 94.5 70.8 54.9 5.7 5.0 8.5 4. 9.0.5 RHS 7.5 46 4 9 5 0 80.0 60. 46.8 0.5.4 5.8. 7.88.0 RHS 6.07 7 7 60 4 6 87. 64.8 49. 8. 5.0 7.5.0 0.0 6.47 7 5 6.0 RHS 4.7 757 76 67 456 96 98 40 04 80.6 5. 6.5 7.0 0.8.4 5.0 RHS.5 646 6 540 400 6 76 5 9.0 7.9 46.6.6 4. 8.5.0.5 RHS 9.07 4 40 65 87 97 5 96.0 7.6 55. 5.9 5. 8.6 4. 9. 5 75 6.0 RHS 6.7 864 850 797 709 579 48 6 47 9 6 88. 65.4 50.4.6 5.0 RHS 4. 75 7 680 608 50 8 85 7 69 0 77.5 57.5 44. 8.6 4.0 RHS.6 600 59 556 500 45 9 9 8 4 9.8 65. 48.4 7. 4..0 RHS 8.96 90 86 67 7 9 7 84 4 7.4 5.7 8. 9.6 9..5 RHS 7.5 96 94 8 6 9 5 9 94. 6. 4.9.6 5. 6..0 RHS 6.07 96 94 87 77 6 4 6 9.7 75. 50. 5.6 6.5 0.4. 0 76 6.0 RHS 4.7 757 744 697 67 500 75 78 64 07 75. 55.7 4.9 7.7 5.0 RHS.5 646 65 596 5 44 9 45 86 45 94.4 66.4 49. 7.9 4.5.5 RHS 9.07 468 46 44 89 47 85 4 0 7.7 50.4 7.4 8.8 8.6 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. φn s = φn c for L e = 0.0. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-

500 000 AS / NZS 6 - C450L0 900 800 600 7 5 6.0 RHS 7 5 5.0 RHS AS / NZS 6 - C450L0 50 00 9.0 RHS 400 7 5.5 RHS Design Member Capaciy in Aial Compression Nc (kn) 000 800 600 400 00 00 80 60 Legend 0000 576 5000 50 00 6.0 RHS 50 00 5.0 RHS 00 00 9.0 RHS 50 00 0.0 RHS 50 00 8.0 RHS 00 00 0.0 RHS 00 00 8.0 RHS 00 00 6.0 RHS 00 00 5.0 RHS 00 00 4.0 RHS 50 00 4.0 RHS 5 76 6.0 RHS 5 76 5.0 RHS Design Member Capaciy in Aial Compression Nc (kn) 00 00 80 60 40 0 5 75.5 RHS 5 75.0 RHS 0 76 6.0 RHS 0 76 5.0 RHS Legend 5050 75 575 076 0 76.5 RHS 5 75 5.0 RHS 5 75.0 RHS 50 50 5.0 RHS 50 50.0 RHS 5 75 6.0 RHS 5 75 4.0 RHS 50 50 6.0 RHS 50 50 4.0 RHS 50 50.5 RHS 50 50.0 RHS 40 Aial compression buckling abou y-ais 0 8 Aial compression buckling abou y-ais 0 0 4 5 6 7 8 9 0 Effecive Lengh L e (m) abou y-ais 6 0 4 5 6 7 8 9 0 Effecive Lengh Le (m) abou y-ais Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 6-4()(A) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION buckling abou -ais RHS C450PLUS b d b per m φn s (kn) Design Member Capaciies in Aial Compression, φn c (kn) Effecive Lengh (L e ) in meres d mm mm mm kg/m L e = 0.00 0.5 0.50 0.75.00.5.50.75.00.50.00.50 4.00 5.00 00 50 6.0 RHS.0 6 6 64 600 58 56 54 50 46 7 86 0 7 4 5.0 RHS 0. 5 5 57 56 50 484 46 44 40 6 5 96 54 0 4.0 RHS 8.49 48 48 44 45 44 99 8 60 5 74 4 67 86.5.5 RHS 7.5 88 88 85 77 67 55 40 99 46 9 50 9 78..0 RHS 6.60 9 9 7 0 9 76 58 6 7 4 06 70..5 RHS 5.56 46 46 44 40 5 8 00 7 4 89.6 59.7.0 RHS 4.50 7 7 7 70 67 6 58 5 46 9 09 89.0 7. 48.5.6 RHS.64 4 4 4 0 7 5 07 96.6 8.7 69.9 57.5 9. 76 8 4.0 RHS 6. 4 0 88 69 44 4 8 0 94. 70.8 54.9 5.7.0 RHS 4.90 5 5 48 40 9 4 96 74 50 08 78.9 59. 46.0 9.9.5 RHS 4.5 4 4 0 0 94 8 67 49 9 9.4 68. 5. 9.8 5.9 75 50 6.0 RHS 9.67 499 499 487 470 447 46 76 9 80 98 4 08 8.4 54. 5.0 RHS 8.5 4 4 4 407 88 6 0 9 50 79 0 97.4 75.5 49. 4.0 RHS 6.9 57 57 49 8 0 77 47 54 84. 65.4 4.6.0 RHS 5.4 80 80 74 66 55 40 98 7 6 9. 69.5 54.0 5..5 RHS 4.58 6 6 5 6 0 88 69 48 08 79.4 59.8 46.5 0..0 RHS.7 7 7 7 66 60 5 4 0 6 87. 64.7 49.0 8. 4.9.6 RHS.0 4 4 9 6 05 97.0 88. 68.8 5.0 9.8. 0.4 75 5.5 RHS.60 86 86 8 75 65 5 8 0 0 7. 5. 8.4 9.8 9.4.0 RHS.9 0 6 0 04 9.5 80. 58. 4..9 4.7 6..6 RHS.8 9.6 9.6 90. 87.7 84.4 80. 75. 68.6 6. 46. 4. 6.0 0.. 65 5 4.0 RHS 5.5 76 75 67 54 6 8 5 4 84. 60.0 44.8 4.6.4.0 RHS 4.5 9 9 0 90 7 5 7 05 7.7 5. 8. 9.5 9..5 RHS.60 86 86 80 7 6 47 9 09 90.5 6. 44.5. 5.7 6.7.0 RHS.9 49 49 45 9 0 06 89.8 74.8 5.7 7.0 7.7.4.9 50 5.0 RHS.07 58 57 49 7 9 96.0 74. 57.4 45. 9.7 0.9 5.5.0 7.7.5 RHS.6 5 4 8 8 0 8.7 65. 50.6 9.8 6. 8.5.7 0.6 6.8.0 RHS.5 0 05 96.9 85. 70.0 54.9 4.7.7. 5.6.6 8.95 5.79.6 RHS.75 90.4 89.6 85.6 79. 70.0 57.9 45.6 5.6 8. 8.6. 9.7 7.49 4.84 50 0.0 RHS.8 46 44 7 5 06 84. 64. 49. 8.7 5.4 7.8. 0. 6.59.5 RHS.4 5 4 7 07 9.5 74.0 56.8 4.8 4..5 5.9.8 9.08 5.87.0 RHS.99 0 0 96.7 88.8 77.0 6. 48. 7. 9. 9..5 0.0 7.74 5.00.6 RHS.6 8.9 8.0 79. 7.8 6.5 5.7 40.. 4.5 6..4 8.4 6.50 4.0 NON-STANDARD GRADE Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. φn s = φn c for L e = 0.0. 4. NOTE: Grey shaded lisings are o C450L0 which is a non-sandard grade - availabiliy is subjec o minimum order crieria. The sandard grade for he shaded lisings is AS/NZS 6-C50L0. Please refer o earlier ables for design values associaed wih his as a sandard grade. See he OSATM PAG for furher informaion on grades and availabiliy. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-4

650 600 AS / NZS 6 - C450L0 00 AS / NZS 6 - C450L0 400 00 65 5.0 RHS Design Member Capaciy in Aial Compression Nc (kn) 00 00 80 60 40 Legend 0050 768 7550 75 50.0 RHS 75 50.5 RHS 00 50.5 RHS 75 50 6.0 RHS 75 50 5.0 RHS 75 50 4.0 RHS 76 8 4.0 RHS 75 50.0 RHS 00 50 6.0 RHS 00 50 5.0 RHS 00 50 4.0 RHS 00 50.0 RHS 00 50.5 RHS 00 50.0 RHS 00 50.6 RHS 76 8.0 RHS 76 8.5 RHS 75 50.6 RHS Design Member Capaciy in Aial Compression Nc (kn) 00 80 60 40 0 0 8 Legend 755 505 655 500 50 0.0 RHS 50 0.5 RHS 50 0.0 RHS 65 5.5 RHS 65 5.0 RHS 50 5.5 RHS 65 5 4.0 RHS 75 5.5 RHS 75 5.0 RHS 75 5.6 RHS 50 5.0 RHS 50 5.0 RHS 50 5.6 RHS 50 0.6 RHS Aial compression buckling abou -ais 6 Aial compression buckling abou -ais 0 0 4 5 Effecive Lengh Le (m) abou -ais 4 0 4 5 Effecive Lengh L e (m) abou -ais Refer previous able for noes on seel grade. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 6-4()(B) Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION buckling abou y-ais RHS C450PLUS b y d b per m φn s (kn) Design Member Capaciies in Aial Compression, φn c (kn) Effecive Lengh (L e ) in meres d mm mm mm kg/m L e = 0.00 0.5 0.50 0.75.00.5.50.75.00.50.00.50 4.00 5.00 00 50 6.0 RHS.0 6 67 59 556 50 4 5 80 49 05 78. 60. 9.0 5.0 RHS 0. 5 59 50 480 47 78 50 00 94.5 70. 54. 5. 4.0 RHS 8.49 48 46 40 97 6 7 64 7 5 8. 60.5 46.7 0..5 RHS 7.5 88 87 7 5 4 84 7 9 55 04 7.8 54.9 4.4 7.4.0 RHS 6.60 9 8 7 0 78 47 09 7 8 9. 66. 49. 8. 4.7.5 RHS 5.56 46 45 8 7 9 68 4 6 79. 56.6 4..7..0 RHS 4.50 7 7 69 6 54 4 7 09 9. 64.4 46. 4.7 6.9 7.4.6 RHS.64 4 4 7 04 95. 84. 7.4 5.8 7.6 8..9 4. 76 8 4.0 RHS 6. 6 97 64 7 64 9.7 7. 47.. 4.6 8.9..0 RHS 4.90 5 49 5 76 6 0 77.8 60.8 9.7 7.9 0.7 6.0 0..5 RHS 4.5 4 99 80 5 7 88.5 67.6 5.8 4.6 4. 8.0.9 8.98 75 50 6.0 RHS 9.67 499 495 475 44 96 4 68 67 78. 58. 44.9 9.0 5.0 RHS 8.5 4 48 4 85 47 96 40 90 5 0 7. 5.9 40.8 6.4 4.0 RHS 6.9 57 55 4 9 5 06 64 87.5 6.0 46.0 5.5.0.0 RHS 5.4 80 78 68 5 0 67 5 08 7. 5. 8. 9.4 9..5 RHS 4.58 6 5 7 4 96 7 4 6 9. 6.4 44..9 5.4 6.5.0 RHS.7 7 7 67 59 48 9.0 75.8 5. 6.5 7..0.6.6 RHS.0 4 4 0 5 08 98.5 86.4 7. 60.6 4.7 9.8. 7.. 75 5.5 RHS.60 86 79 55 5 75. 50.5 5.8 6.7 0.6. 9.5 6.9 5..4.0 RHS.9 9 5 90.0 6.0 4. 0..5 7.4. 7.9 5.85 4.50.90.6 RHS.8 9.6 89. 8. 67.5 49.5 4.7 5.0 8.7 4.5 9.4 6.60 4.89.76.4 65 5 4.0 RHS 5.5 76 70 50 5 66 0 87.5 65.8 5... 7.. 8.59.0 RHS 4.5 9 5 00 75 8 0 74.5 56. 4.7 8.5 0.0 4.8.4 7.7.5 RHS.60 86 8 70 49 9 88. 65.0 49. 8. 4.9 7.5.0 9.98 6.45.0 RHS.9 49 47 7 98. 7.4 54.4 4..0 0.9 4.7 0.9 8.8 5.4 50 5.0 RHS.07 58 5 9 90.5 57.7 8.4 7. 0. 5.6 0. 7.06 5. 4.0.59.5 RHS.6 5 0 79.6 5. 4. 4. 8.0.9 9.0 6. 4.66.59..0 RHS.5 06 9.0 67. 4.6 9. 0.7 5.4.9 7.7 5.40.99.07.98.6 RHS.75 90.4 86.9 75.6 55.9 6.7 4.6 7.5.0 0.0 6.50 4.55.7.59.67 50 0.0 RHS.8 46 6 0 58.5 4.8.7 6.0.8 9. 5.90 4..04.4.5.5 RHS.4 5 7 88.9 5.5.4 0.5 4.4 0.7 8.5 5..7.75..6.0 RHS.99 0 96. 74.7 45. 7. 7.8.5 9.8 7.5 4.6..9.84.8.6 RHS.6 8.9 78.8 6.0 8.. 5. 0.7 7.90 6.09.94.75.0.56.0 NON-STANDARD GRADE Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. φn s = φn c for L e = 0.0. 4. NOTE: Grey shaded lisings are o C450L0 which is a non-sandard grade - availabiliy is subjec o minimum order crieria. The sandard grade for he shaded lisings is AS/NZS 6-C50L0. Please refer o earlier ables for design values associaed wih his as a sandard grade. See he OSATM PAG for furher informaion on grades and availabiliy. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-6

650 600 AS / NZS 6 - C450L0 00 AS / NZS 6 - C450L0 00 Design Member Capaciy in Aial Compression Nc (kn) 400 00 00 80 60 40 0 Legend 0050 768 7550 75 50 6.0 RHS 75 50 5.0 RHS 75 50 4.0 RHS 75 50.0 RHS 75 50.5 RHS 75 50.0 RHS 00 50 5.0 RHS 00 50.5 RHS 75 50.6 RHS 00 50 6.0 RHS 00 50 4.0 RHS 00 50.0 RHS 00 50.5 RHS 00 50.0 RHS 00 50.6 RHS 76 8 4.0 RHS 76 8.0 RHS 76 8.5 RHS Design Member Capaciy in Aial Compression Nc (kn) 00 80 60 40 0 0 8 6 4 Legend 755 655 505 500 50 5.0 RHS 50 0.0 RHS 50 5.5 RHS 50 5.0 RHS 65 5.0 RHS 65 5.0 RHS 75 5.0 RHS 50 0.0 RHS 65 5 4.0 RHS 65 5.5 RHS 75 5.5 RHS 75 5.6 RHS 50 5.6 RHS 50 0.5 RHS 50 0.6 RHS 0 Aial compression buckling abou y-ais Aial compression buckling abou y-ais 8 0 4 5 Effecive Lengh Le (m) abou y-ais 0 4 5 Effecive Lengh Le (m) abou y-ais Refer previous able for noes on seel grade. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-7 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 6-5 Square Hollow Secions AS/NZS 6 Grade C50L0 DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION buckling abou - and y-ais b SHS C50L0 y d b per m φn s (kn) Design Member Capaciies in Aial Compression, φn c (kn) Effecive Lengh (L e ) in meres d mm mm mm kg/m L e = 0.00 0.5 0.50 0.75.00.5.50.75.00.50.00.50 4.00 5.00 50 50 6.0 SHS 7. 94 9 8 64 40 07 69 5 08 7.0 50.9 7.9 9. 8.9 5.0 SHS 6.9 56 55 46 86 54 4 00 66.9 47.4 5. 7. 7.6 4.0 SHS 5.5 5 4 06 96 80 59 4 09 88. 59. 4.. 4. 5.7.0 SHS 4.5 70 70 64 56 45 9 0 9.0 74. 50. 5.7 6.6 0.5..5 SHS.60 45 44 40 4 95.0 78.7 64. 4.6.0. 7.9.6.0 SHS.9 8 7 4 08 0 90.9 78.4 65. 5.4 6. 5.9 9. 4.9 9.66.6 SHS.8 95.5 95. 9.4 88. 8. 74. 64. 5.6 44.0 0.0.4 5.9. 7.99 40 40 4.0 SHS 4.09 64 6 5 40 9 9.6 7. 54.7 4.8 8. 9.7 4.6. 7.9.0 SHS.0 5 5 99.4 80. 6.0 47.9 7.7 4.8 7.4.9 9.97 6.45.5 SHS.8 07 98. 85.7 69.8 54. 4...8 5.4.4 8.78 5.68.0 SHS. 9.5 9.6 87.4 80.7 70.9 58. 45.5 5.4 7.9 8.4.0 9.6 7.4 4.79.6 SHS.88 75. 74.6 7. 66.0 58. 48.0 7.8 9.4. 5. 0.8 8.0 6.9 4.00 5 5.0 SHS.8 4 05 9.5 74.9 56. 4.5.5 4.5 6.0. 8. 6.4 4.4.5 SHS.4 97. 95.7 89.8 79.9 65.4 49.4 6.8 7.9.7 4. 9.97 7.9 5.69.68.0 SHS.99 79.9 78.7 74.0 66. 54.7 4.7..7 8.5. 8.49 6.9 4.85..6 SHS.6 65. 64. 60.6 54.4 45. 4.8 6. 9.9 5.5 0. 7. 5.8 4.07.6 0 0.0 SHS.6 94.8 9. 8.9 69. 50. 5. 5. 8.9 4.7 9.5 6.68 4.94.80.45.5 SHS.0 8.6 79.5 7.7 60.6 44.7.5.7 7.0. 8.56 6.0 4.44.4..0 SHS.68 67. 65.7 60. 50.8 8.0 7.0 9.5 4.6. 7.8 5.7.8.95.90.6 SHS.8 55. 5.9 49.6 4..9.8 6.5.4 9.6 6.5 4.8.5.50.6 5 5.0 SHS.89 75.9 7.7 6.4 44.7 8.8 9..6 0. 7.8 5.06.54.6.0.0.5 SHS.64 65.8 6. 54.8 40. 6. 7.6.5 9.7 7.6 4.64.5.40.85.9.0 SHS.6 54.7 5.7 46. 4.5.8 5.4 0.9 8. 6.7 4.06.85.0.6.04.6 SHS. 45. 4.5 8. 9. 9.5. 9.6 6.97 5.8.49.44.8.9 0.897 0 0.0 SHS.05 4. 9.5 0.8 8.7. 7.8 5.9.85.97.9.4 0.99 0.76 0.490.6 SHS 0.87 5.0.9 6. 6. 9.8 6.46 4.55.7.60.68.8 0.869 0.668 0.40 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. φn s = φn c for L e = 0.0. y ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM S LARGER RANGE OF C450PLUS PRODUCTS. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-8

00 AS / NZS 6 - C50L0 50 AS / NZS 6 - C50L0 00 00 80 60 Design Member Capaciy in Aial Compression Nc (kn) 00 80 60 40 0 0 8 6 Aial compression buckling abou - or y-ais 50 50 5.0 SHS 40 40 4.0 SHS 40 40.5 SHS 50 50 6.0 SHS 50 50 4.0 SHS 50 50.0 SHS 50 50.5 SHS 50 50.0 SHS 50 50.6 SHS 40 40.0 SHS 40 40.0 SHS 40 40.6 SHS Design Member Capaciy in Aial Compression Nc (kn) 40 0 0 8 6 4.8.6 Legend 55 00 55 00 Aial compression buckling abou - or y-ais 0 0.5 SHS 5 5.5 SHS 5 5.6 SHS 0 0.6 SHS 5 5.5 SHS 5 5.6 SHS 0 0.6 SHS 5 5.0 SHS 5 5.0 SHS 0 0.0 SHS 0 0.0 SHS 5 5.0 SHS 5 5.0 SHS 0 0.0 SHS 4 0 4 5 Effecive Lengh Le (m) abou - and y-ais.4 0 4 5 Effecive Lengh Le (m) abou - and y-ais Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-9 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 6-6() Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION buckling abou - and y-ais b SHS C450PLUS y d b per m φn s (kn) Design Member Capaciies in Aial Compression, φn c (kn) Effecive Lengh (L e ) in meres d mm mm mm kg/m L e = 0.0.0.5.0.5.0.5 4.0 5.0 6.0 7.0 8.0 0.0.0 400 400 6.0 SHS 86 9600 9600 9600 9540 9460 980 980 980 890 860 850 780 670 5500.5 SHS 48 7580 7580 7580 7540 7480 740 740 760 7070 680 6550 60 580 440 0.0 SHS 0 4850 4850 4850 4840 480 4780 4740 4700 4600 4480 440 480 780 70 50 50 6.0 SHS 6 800 800 880 80 80 8040 790 780 750 770 670 60 500 870.5 SHS 8 660 660 6600 6550 6480 640 60 640 600 5740 5400 5000 4060 50 0.0 SHS 04 4850 4850 4850 480 4770 470 4670 460 4460 480 4070 80 80 50 8.0 SHS 84. 0 0 0 090 070 040 00 990 90 80 70 590 80 90 00 00 6.0 SHS 6 700 700 6960 6880 6790 6690 6560 640 6080 5650 50 450 60 480.5 SHS 09 5600 5600 5570 550 5440 560 560 550 4890 4560 450 680 750 040 0.0 SHS 88.4 4560 4560 450 4480 440 460 490 400 990 70 400 00 80 690 8.0 SHS 7.6 0 0 00 070 00 000 950 90 790 640 460 50 780 50 50 50 6.0 SHS 570 5700 560 5540 5440 50 570 5000 4570 400 40 850 970 40.5 SHS 89.0 4590 4590 450 4470 480 490 470 4040 70 90 80 60 640 70 0.0 SHS 7.7 750 750 700 650 580 50 40 0 050 70 40 960 70 984 9.0 SHS 65.9 400 400 60 0 50 80 00 00 780 480 0 800 50 90 8.0 SHS 59. 050 050 00 970 90 860 780 700 490 0 90 60 0 85 6.0 SHS 45.0 750 750 740 70 690 670 640 600 50 40 80 0 86 67 00 00 6.0 SHS 85.5 440 480 400 490 4070 90 70 490 90 40 840 460 964 68.5 SHS 69.4 580 550 490 40 0 90 040 870 440 970 560 40 8 580 0.0 SHS 57.0 940 90 870 80 70 60 50 80 00 650 0 050 696 49 9.0 SHS 5.8 670 650 60 550 480 400 90 70 860 50 0 964 64 454 8.0 SHS 46.5 400 80 40 90 0 50 060 950 680 70 00 876 58 4 6.0 SHS 5.6 750 740 70 680 60 580 50 450 60 050 847 68 456 5.0 SHS 9.9 0 0 90 70 50 0 090 050 944 87 68 56 8 7 50 50 0.0 SHS 4. 0 090 00 940 840 700 50 50 99 78 549 47 78 95 9.0 SHS 7.7 940 90 850 780 680 560 40 40 98 676 50 97 59 8 8.0 SHS.9 750 70 670 60 50 40 80 0 840 69 468 64 7 67 6.0 SHS 6. 50 0 90 40 80 00 000 888 665 49 7 9 90 5.0 SHS. 40 0 090 050 998 9 850 757 570 4 0 49 6 4 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. φn s = φn c for L e = 0.0. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-0

0000 AS / NZS 6 - C450L0 4500 4000 AS / NZS 6 - C450L0 8000 00 00 6.0 SHS 50 50 6.0 SHS 400 400 6.0 SHS 6000 50 50.5 SHS 400 400.5 SHS Design Member Capaciy in Aial Compression Nc (kn) 4000 000 000 00 00.5 SHS 400 400 0.0 SHS 50 50.5 SHS 50 50 0.0 SHS 50 50 6.0 SHS 00 00 0.0 SHS 50 50 8.0 SHS 00 00 8.0 SHS 50 50 0.0 SHS 50 50 9.0 SHS 50 50 8.0 SHS 50 50 6.0 SHS Design Member Capaciy in Aial Compression Nc (kn) 000 000 800 600 400 00 00 00 9.0 SHS 50 50 9.0 SHS 00 00 6.0 SHS 00 00.5 SHS 00 00 0.0 SHS 00 00 8.0 SHS 00 00 6.0 SHS 00 00 5.0 SHS 50 50 0.0 SHS 50 50 8.0 SHS 50 50 6.0 SHS 50 50 5.0 SHS 800 Aial compression buckling abou - or y-ais Aial compression buckling abou - or y-ais 600 0 5 0 Effecive Lengh L e (m) abou - and y-ais 00 0 5 0 Effecive Lengh L e (m) abou - and y-ais Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 6-6() Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION buckling abou - and y-ais b SHS C450PLUS y d b per m φn s (kn) Design Member Capaciies in Aial Compression, φn c (kn) Effecive Lengh (L e ) in meres mm mm mm kg/m L e = 0.0 0.5.0.5.0.5.0.5 4.0 4.5 5.0 6.0 7.0 8.0 5 5 0.0 SHS.4 70 70 670 600 500 60 90 000 89 684 569 407 0 5 9.0 SHS 0.6 580 580 50 470 80 60 00 9 774 640 5 8 84 0 8.0 SHS 7.7 40 40 90 0 50 40 00 856 7 590 49 5 6 0 6.0 SHS.4 0 0 080 00 975 896 796 68 57 475 96 85 65 5.0 SHS 8. 97 97 9 877 88 76 680 585 49 409 4 46 84 4 4.0 SHS 4.8 76 76 74 74 675 6 557 48 405 8 8 04 5 8 00 00 0.0 SHS 5.6 0 0 50 60 00 847 668 5 4 7 9 4 0 9.0 SHS.5 0 00 50 070 95 79 69 49 90 4 58 8 5 04 8.0 SHS.4 00 090 050 977 87 7 584 459 64 94 4 70 6 97.5 6.0 SHS 6.7 864 857 8 770 69 590 477 77 00 4 99 4 05 80.7 5.0 SHS 4. 75 70 70 658 594 508 4 8 6 74 9.5 70.6 4.0 SHS.6 600 596 57 59 488 40 44 74 9 77 46 0 76.7 59..0 SHS 8.96 440 48 4 99 65 9 65 4 7 40 5 8.7 60.7 46.9.5 SHS 7.5 05 05 96 8 6 8 06 7 4 6 96.4 68.8 5. 9.6.0 SHS 6.07 96 96 9 84 75 6 46 8 08 9.0 76.5 55. 4.4. 90 90.5 SHS 6.74 05 0 9 7 46 0 70 5 07 86.7 7. 50. 7.4 8.9.0 SHS 5.45 96 95 89 79 66 48 6 04 84.7 69. 57. 40.7 0..4 89 89 6.0 SHS 4.7 757 748 7 650 56 449 45 66 09 68 7 96.6 7.6 55. 5.0 SHS.5 646 69 608 558 484 9 0 4 84 47 85.0 6. 48.6.5 SHS 9.07 468 46 44 407 56 9 7 76 9 9.4 64.4 47.8 6.8.0 SHS 5.8 96 95 88 79 65 46 4 0 8. 67. 55.5 9.4 9.4.7 75 75 6.0 SHS.0 6 608 565 490 84 80 05 54 0 95.7 78. 54.8 40.6. 5.0 SHS 0. 5 5 486 45 7 48 8 7 07 85. 69.6 48.8 6. 7.9 4.0 SHS 8.49 48 40 40 5 8 0 55 7 9.0 7.7 59.4 4.7 0.9.8.5 SHS 7.5 88 8 57 5 5 89 40 06 8. 65.6 5.6 7.6 7.9.5.0 SHS 6.60 4 5 78 5 69 5 94.7 7.7 58.9 48..8 5.0 9..5 SHS 5.56 87 8 65 5 9 44 07 8.0 6. 50.5 4. 9.0.4 6.5.0 SHS 4.50 96 9 8 66 4 85.4 65.5 5. 4..6.7 7.6.5 65 65 6.0 SHS 0. 5 508 458 68 60 79 8 95.8 74. 59.0 48..7 4.9 9. 5.0 SHS 8.75 45 49 97 4 6 6 86.4 66.9 5. 4.4 0.4.5 7. 4.0 SHS 7. 7 6 0 7 98 8 99.6 74.5 57.7 46.0 7.5 6. 9.4 5.0.0 SHS 5.66 9 85 60 7 6 8.7 6. 47.4 7.8 0.8.6 6.0..5 SHS 4.78 47 4 0 85 7 97. 70. 5.6 40.8.5 6.5 8.6.8 0.6.0 SHS.88 96 9 76 49 79.8 57.8 4.4.6 6.8.9 5..4 8.75.6 SHS. 5 5 0 8.0 6. 46. 5.0 7..8 7.8.5 9.7 7.4 Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. φn s = φn c for L e = 0.0. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-

000 AS / NZS 6 - C450L0 800 AS / NZS 6 - C450L0 600 00 00 9.0 SHS Design Member Capaciy in Aial Compression Nc (kn) 000 800 600 400 00 00 80 60 Legend 55 9090 0000 00 00 5.0 SHS 5 5 9.0 SHS 00 00 0.0 SHS 90 90.5 SHS 5 5 0.0 SHS 5 5 8.0 SHS 5 5 6.0 SHS 5 5 5.0 SHS 5 5 4.0 SHS 00 00 8.0 SHS 00 00 6.0 SHS 00 00 4.0 SHS 00 00.0 SHS 00 00.5 SHS 00 00.0 SHS 90 90.0 SHS Design Member Capaciy in Aial Compression Nc (kn) 400 00 00 80 60 40 0 Legend 7575 8989 6565 65 65 6.0 SHS 65 65 4.0 SHS 75 75.5 SHS 65 65.0 SHS 89 89 5.0 SHS 75 75 5.0 SHS 75 75 6.0 SHS 75 75 4.0 SHS 89 89 6.0 SHS 65 65 5.0 SHS 89 89.5 SHS 75 75.0 SHS 89 89.0 SHS 75 75.5 SHS 75 75.0 SHS 65 65.5 SHS 65 65.0 SHS 40 65 65.6 SHS Aial compression buckling abou - or y-ais 0 0 4 5 6 7 8 Effecive Lengh Le (m) abou - and y-ais 0 Aial compression buckling abou - or y-ais 8 7 0 4 5 6 7 8 Effecive Lengh Le (m) abou - and y-ais Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 6-6() Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION buckling abou - and y-ais b SHS C450PLUS y d b per m φn s (kn) Design Member Capaciies in Aial Compression, φn c (kn) Effecive Lengh (L e ) in meres mm mm mm kg/m L e = 0.00 0.5 0.50 0.75.00.5.50.75.00.50.00.50 4.00 5.00 50 50 6.0 SHS 7. 78 74 56 8 87 8 4 7.0 5.4 8. 9.4 9.0 5.0 SHS 6.9 0 7 89 56 67 0 0 67.9 47.9 5.5 7.4 7.7 4.0 SHS 5.5 76 74 6 44 8 8 46 5 9.0 60. 4.5.6 4.4 5.8.0 SHS 4.5 9 8 09 96 76 50 96.6 76.9 5. 6. 6.8 0.7.4.5 SHS.60 86 85 78 67 5 9 05 8.6 66.7 44.4.4. 8.0.7.0 SHS.9 5 50 45 6 06 87.0 69.5 55.5 7.0 6. 9.5 5.0 9.7.6 SHS.8 8 0 87.0 7.5 57. 45.8 0.6.6 6..4 8.04 40 40 4.0 SHS 4.09 07 9 70 5 00 7.9 55.9 4.5 8. 9.9 4.7. 7..0 SHS.0 70 68 57 40 5 87.0 64.7 49. 8. 5.0 7.6.0 0.0 6.48.5 SHS.8 45 4 5 0 99.5 76.0 56.8 4..7.0 5.5.5 8.8 5.7.0 SHS. 9 7 0 99. 8.6 6.6 47.8 6.4 8.4 8.6. 9.68 7.46 4.8.6 SHS.88 96.9 95.5 90. 8. 68. 5.7 9.7 0..7 5.5 0.9 8.08 6. 4.0 5 5.0 SHS.8 46 4 8.9 58.9 4.6.0 4.8 6.. 8.7 6.44 4.6.5 SHS.4 5 95.9 7.8 5. 7.8 8.4.0 4. 0.0 7.4 5.7.70.0 SHS.99 0 0 9.9 79.7 6. 44.. 4. 8.7. 8.55 6. 4.87.5.6 SHS.6 8.9 8. 76. 65.7 50.9 6.9 6.9 0. 5.7 0. 7.8 5. 4.09.64 0 0.0 SHS.6 8 04 79. 5. 6. 5.7 9. 4.8 9.59 6.7 4.97.8.46.5 SHS.0 05 0 90.0 69.9 47.6.4. 7.. 8.6 6.04 4.47.44..0 SHS.68 86.5 8.8 74.8 58.9 40.7 7.8 9.9 4.8.5 7.4 5..85.96.9.6 SHS.8 70.9 68.8 6.7 49. 4..5 6.8.5 9.70 6.0 4.4.6.5.6 5 5.0 SHS.89 97.5 9. 74.9 48. 9.6 9.5.7 0. 7.86 5.09.56.6.0.0.5 SHS.64 84.6 80. 66. 4.6 7.0 7.8.6 9.4 7. 4.66.6.4.85.9.0 SHS.6 70. 66.9 55.8 7.7.6 5.6.0 8.9 6. 4.09.86..6.05.6 SHS. 58.0 55. 46.5.0 0..4 9.46 7.0 5.4.5.46.8.40 0.900 0 0.0 SHS.05 54. 49.7 5. 9.4.4 7.45 5..87.98.9.5 0.995 0.764 0.49.6 SHS 0.87 45.0 4.5 0. 6.9 9.99 6.5 4.58.40.6.69.8 0.87 0.67 0.4 NON-STANDARD GRADE Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. φn s = φn c for L e = 0.0. 4. NOTE: Grey shaded lisings are o C450L0 which is a non-sandard grade - availabiliy is subjec o minimum order crieria. The sandard grade for he shaded lisings is AS/NZS 6-C50L0. Please refer o earlier ables for design values associaed wih his as a sandard grade. See he OSATM PAG for furher informaion on grades and availabiliy. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-4

400 AS / NZS 6 - C450L0 00 AS / NZS 6 - C450L0 00 00 80 60 0 0.0 SHS Design Member Capaciy in Aial Compression Nc (kn) 00 80 60 40 0 50 50 5.0 SHS 40 40 4.0 SHS 40 40.5 SHS 50 50 6.0 SHS 50 50 4.0 SHS 50 50.0 SHS 50 50.5 SHS 50 50.0 SHS 50 50.6 SHS 40 40.0 SHS Design Member Capaciy in Aial Compression Nc (kn) 40 0 0 8 6 4 Legend 55 55 00 00 5 5.5 SHS 5 5.6 SHS 0 0.0 SHS 5 5.5 SHS 5 5.6 SHS 0 0.6 SHS 5 5.0 SHS 5 5.0 SHS 0 0.5 SHS 0 0.6 SHS 5 5.0 SHS 5 5.0 SHS 0 8 6 Aial compression buckling abou - or y-ais 40 40.0 SHS 40 40.6 SHS.8.6 Aial compression buckling abou - or y-ais 0 0.0 SHS 4 0 4 5 Effecive Lengh Le (m) abou - and y-ais.4 0 4 5 Effecive Lengh Le (m) abou - and y-ais Refer previous able for noes on seel grade. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Blank Page Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 6-6

Par 7 MEMBERS SUBJECT TO AXIAL TENSION Secion 7. General 7-7. Design Secion Capaciy in Aial Tension 7-7. Eample 7-7.4 References 7- Page Table Tables 7- o 7-6 Design Secion Capaciies in Aial Tension 7- See Secion. for he specific Maerial Sandard (AS/NZS 6) referred o by he secion ype and seel grade in hese Tables. Page Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 7- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 7 MEMBERS SUBJECT TO AXIAL TENSION 7. General Tables 7- o 7-6 give values of design secion capaciy in aial ension. Secion 7 of AS 400 has been used o deermine hese values. The Tables lis he design secion capaciy in ension for OneSeel Ausralian Tube Mills srucural seel hollow secions. I furher assumes ha here are no eccenriciy, shear lag or sress concenraion effecs such ha here is a uniform sress disribuion along he cross-secion (e.g. as in full perimeer welded connecions o uniformly siff suppors - see Clause C7.. of Ref. [7.]). 7. Design Secion Capaciy in Aial Tension The design secion capaciy in aial ension (φn ) lised in he Tables has been deermined from Clause 7. of AS 400 and is aken as he lesser of: φn = φa g f y (yielding of he gross secion) φn = φ(0.85)k A n f u (fracure of he ne secion) where φ = 0.9 (Table.4 of AS 400) f y = yield sress used in design f u = ulimae ensile srengh used in design A g = gross area of he cross-secion A n = ne area of he cross-secion = A g (e.g. for full perimeer welded connecions o uniformly siff suppors) k =.0 (Clause 7.. of AS 400) The lesser value of φn () = φa g f y and φn () = φ(0.85)a g f u is highlighed in bold ype in he Tables. Noe: For AS/NZS 6 Grade C50L0 and C50L0 CHS, φn = φa g f y is always less han φn = φ(0.85)a g f u hough for RHS/SHS o AS/NZS 6 Grade C450L0 φn = φ(0.85)a g f u is he lesser value of φn. For secions reduced by peneraions or holes, he value of φn can be deermined from he Tables as he lesser value of: φn = φa g f y and φn = φ(0.85)k A g f u (A n /A g ) where A n = ne area of he cross-secion k = ension correcion facor (Clause 7.. of AS 400) Values of A g are abulaed in Tables 7- o 7-6. Noe ha all he values in Tables 7- o 7-6 assume k =.0. 7. Eample. A ension member wih a full perimeer welded connecion o a uniformly siff suppor is subjeced o an aial ension force of 50 kn. Design a suiable RHS ension member. Design Daa: N* = 50 kn k =.0 (for a full perimeer welded connecion) Soluion: Selec a suiable RHS member from Tables 7-4(). The alernaives are: 76 8 4.0 RHS Grade C450L0 (C450PLUS ) (6. kg/m) φn = 0 kn > N* 00 50.0 RHS Grade C450L0 (C450PLUS ) (6.60 kg/m) φn = kn > N* Boh hese opions are suiable for he design as heir mass is somewha similar. The final choice of secion may be influenced by oher consrains (geomeric, availabiliy ec.). 7.4 References [7.] Sandards Ausralia, AS 400 Supplemen -999: Seel Srucures Commenary (Supplemen o AS 400 998), Sandards Ausralia, 999. See Secion.. for deails on reference Sandards. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 7-

TABLE 7- Circular Hollow Secions AS/NZS 6 Grade C50L0 DESIGN SECTION CAPACITIES IN AXIAL TENSION CHS C50L0 Aial Tension, φn Gross Secion Area per m d o φn () φn () A g mm mm kg/m kn kn mm 65. 5.4 CHS. 60 66 70 5.0 CHS 9.7 566 66 50 9.7 5.4 CHS 7.9 5 558 80 5.0 CHS 6.6 476 58 0 4. 5.4 CHS 4.5 46 45 850 4.5 CHS. 49 80 550 0.6 5.0 CHS.9 4 7 50 4.0 CHS 9.6 76 00 0 88.9 5.9 CHS. 46 77 540 5.0 CHS 0. 97 0 4.0 CHS 8.8 40 6 070 76. 5.9 CHS 0. 9 9 00 4.5 CHS 7.95 8 48 00.6 CHS 6.44 84 0 80 60. 5.4 CHS 7. 0 8 9 4.5 CHS 6.9 77 9 789.6 CHS 5.0 44 57 64 48. 4.0 CHS 4.7 5 6 557. CHS.56 0 45 4.4 4.0 CHS.79 09 8 48. CHS.09 88.7 96.5 94.7 4.0 CHS.9 84.0 9.4 7. CHS.4 69.0 75. 07 6.9 4.0 CHS.6 64.7 70.4 88. CHS.87 5.6 58. 8.6 CHS.56 44.7 48.6 98 Noes: d o. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. The lesser (governing) value of φn () and φn () is highlighed in bold ype. These erms are defined in Secion 7... This produc is also complian wih AS 074 Seel ubes and ubulars for ordinary service. Refer o he OSATM Produc Manual for deails on AS 074 secions. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 7- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 7- Circular Hollow Secions AS/NZS 6 Grade C50L0 DESIGN SECTION CAPACITIES IN AXIAL TENSION CHS C50L0 Aial Tension, φn Gross Secion Area per m d o φn () φn () A g mm mm kg/m kn kn mm 508.0.7 CHS 55 60 6500 9800 9.5 CHS 7 4690 4890 4900 6.4 CHS 79. 80 0 000 457.0.7 CHS 9 5580 580 7700 9.5 CHS 05 40 490 400 6.4 CHS 7. 850 980 9060 406.4.7 CHS 4950 570 5700 9.5 CHS 9.0 70 900 800 6.4 CHS 6. 50 650 8040 55.6.7 CHS 07 40 4500 700 9.5 CHS 8. 50 400 000 6.4 CHS 55. 0 0 700.9.7 CHS 97.5 90 4080 400 9.5 CHS 7.7 960 090 980 6.4 CHS 50. 00 00 680 7..7 CHS 8.6 70 40 0400 9. CHS 60.5 40 540 770 6.4 CHS 4. 690 760 560 4.8 CHS.8 70 0 4050 9. 8. CHS 4.6 70 790 540 6.4 CHS.6 50 40 480 4.8 CHS 5.4 00 060 0 68. 7. CHS 8. 0 80 600 6.4 CHS 5.6 00 070 60 4.8 CHS 9.4 777 8 470 Aial Tension, φn Gross Secion Area per m d o φn () φn () A g mm mm kg/m kn kn mm 65..5 CHS.9 560 585 780.0 CHS.0 48 50 50 9.7.5 CHS.8 47 49 500.0 CHS 0. 406 44 90 4..6 CHS 9.8 94 4 50. CHS 8.77 5 67 0 0.6. CHS 7.77 5 989.6 CHS 6.5 55 66 809 88.9. CHS 6.76 7 8 86.6 CHS 5.5 705 76.. CHS 5.75 4 7. CHS 4.9 68 75 5 60..9 CHS 4. 65 7 5. CHS.9 8 49 48..9 CHS.5 0 6 44. CHS.6 05 09 4.4.6 CHS.55 0 07 5.0 CHS.99 80.0 8.5 54.7.6 CHS.99 80.0 8.6 54.0 CHS.56 6.7 65.5 99 6.9. CHS.40 56.0 58.5 78.0 CHS. 49. 5.5 56 Noes: d o. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. The lesser (governing) value of φn () and φn () is highlighed in bold ype. These erms are defined in Secion 7.. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 7-4

TABLE 7- Recangular Hollow Secions AS/NZS 6 Grade C50L0 DESIGN SECTION CAPACITIES IN AXIAL TENSION RHS C50L0 b Aial Tension, φn Gross Secion Area per m d b φn () φn () A g mm mm mm kg/m kn kn mm 75 5.5 RHS.60 45 5 459.0 RHS.9 8 74.6 RHS.8 95.5 99.7 0 65 5 4.0 RHS 5.5 5 4 68.0 RHS 4.5 70 78 54.5 RHS.60 45 5 459.0 RHS.9 8 74 50 5.0 RHS.07 9 9.5 RHS.6 05 0 4.0 RHS.5 86. 90.0 74.6 RHS.75 70. 7.4 50 0.0 RHS.8 4 9 6.5 RHS.4 97. 0 09.0 RHS.99 79.9 8.5 54.6 RHS.6 65. 68. 07 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com... The lesser (governing) value of φn () and φn () is highlighed in bold ype. These erms are defined in Secion 7.. d ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM S LARGER RANGE OF C450PLUS PRODUCTS. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 7-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 7-4() Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION CAPACITIES IN AXIAL TENSION RHS C450PLUS b Aial Tension, φn Gross Secion Area per m d b φn () φn () A g mm mm mm kg/m kn kn mm 400 00 6.0 RHS 6 800 7840 0500.5 RHS 8 660 650 600 0.0 RHS 04 570 5070 00 8.0 RHS 84. 440 400 0700 400 00 6.0 RHS 6 700 660 700.5 RHS 09 5600 590 800 0.0 RHS 88.4 4560 40 00 8.0 RHS 7.6 700 490 90 50 50 6.0 RHS 6 700 660 700.5 RHS 09 5600 590 800 0.0 RHS 88.4 4560 40 00 8.0 RHS 7.6 700 490 90 00 00 6.0 RHS 570 590 400.5 RHS 89.0 4590 440 00 0.0 RHS 7.7 750 540 960 8.0 RHS 59. 050 880 750 6.0 RHS 45.0 0 90 570 50 50 6.0 RHS 85.5 440 470 0900.5 RHS 69.4 580 80 8840 0.0 RHS 57.0 940 780 760 9.0 RHS 5.8 670 50 6600 8.0 RHS 46.5 400 70 590 6.0 RHS 5.6 840 70 450 5.0 RHS 9.9 540 460 80 Aial Tension, φn Gross Secion Area per m d b φn () φn () A g mm mm mm kg/m kn kn mm 00 00 0.0 RHS 4. 0 00 560 9.0 RHS 7.7 940 840 4800 8.0 RHS.9 750 650 40 6.0 RHS 6. 50 70 0 5.0 RHS. 40 080 80 4.0 RHS 7.9 94 87 80 5 76 6.0 RHS 9.4 000 944 470 5.0 RHS 6.4 848 80 090 50 00 0.0 RHS.4 70 60 460 9.0 RHS 0.6 580 490 900 8.0 RHS 7.7 40 50 50 6.0 RHS.4 0 050 70 5.0 RHS 8. 97 885 0 4.0 RHS 4.8 76 70 880 50 50 6.0 RHS 6.7 864 86 0 5.0 RHS 4. 75 694 80 4.0 RHS.6 600 567 480.0 RHS 8.96 46 46 40.5 RHS 7.5 88 67 959.0 RHS 6.07 96 774 7 5 6.0 RHS 4.7 757 75 870 5.0 RHS.5 646 60 590.5 RHS 9.07 468 44 50 5 75 6.0 RHS 6.7 864 86 0 5.0 RHS 4. 75 694 80 4.0 RHS.6 600 567 480.0 RHS 8.96 46 46 40.5 RHS 7.5 88 67 959.0 RHS 6.07 96 774 0 76 6.0 RHS 4.7 757 75 870 5.0 RHS.5 646 60 590.5 RHS 9.07 468 44 50 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. The lesser (governing) value of φn () and φn () is highlighed in bold ype. These erms are defined in Secion 7.. d Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 7-6

TABLE 7-4() Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION CAPACITIES IN AXIAL TENSION Aial Tension, φn Gross Secion Area per m d b φn () φn () A g mm mm mm kg/m kn kn mm 00 50 6.0 RHS.0 6 586 50 5.0 RHS 0. 5 50 0 4.0 RHS 8.49 48 44 080.5 RHS 7.5 88 67 959.0 RHS 6.60 4 84.5 RHS 5.56 87 7 709.0 RHS 4.50 9 574.6 RHS.64 88 77 46 76 8 4.0 RHS 6. 0 79.0 RHS 4.90 5 9 65.5 RHS 4.5 4 0 59 75 50 6.0 RHS 9.67 499 47 0 5.0 RHS 8.5 4 407 060 4.0 RHS 6.9 57 7 88.0 RHS 5.4 80 64 69.5 RHS 4.58 6 584.0 RHS.7 9 8 474.6 RHS.0 55 47 8 75 5.5 RHS.60 86 76 459.0 RHS.9 5 4 74.6 RHS.8 6 0 65 5 4.0 RHS 5.5 76 6 68.0 RHS 4.5 9 07 54.5 RHS.60 86 76 459.0 RHS.9 5 4 74 50 5.0 RHS.07 58 49 9.5 RHS.6 5 8 4.0 RHS.5 05 74.6 RHS.75 90.4 85.4 50 0.0 RHS.8 46 8 6.5 RHS.4 5 8 09.0 RHS.99 0 97.0 54.6 RHS.6 8.9 79. 07 NON-STANDARD GRADE Noes: C450PLUS RHS b. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. The lesser (governing) value of φn () and φn () is highlighed in bold ype. These erms are defined in Secion 7.. 4. NOTE: Grey shaded lisings are o C450L0 which is a non-sandard grade - availabiliy is subjec o minimum order crieria. The sandard grade for he shaded lisings is AS/NZS 6-C50L0. Please refer o earlier ables for design values associaed wih his as a sandard grade. See he OSATM PAG for furher informaion on grades and availabiliy. d Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 7-7 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 7-5 Square Hollow Secions AS/NZS 6 Grade C50L0 DESIGN SECTION CAPACITIES IN AXIAL TENSION SHS C50L0 b Aial Tension, φn Gross Secion Area per m d b φn () φn () A g mm mm mm kg/m kn kn mm 50 50 6.0 SHS 7. 94 07 9 5.0 SHS 6.9 56 68 84 4.0 SHS 5.5 5 4 68.0 SHS 4.5 70 78 54.5 SHS.60 45 5 459.0 SHS.9 8 74.6 SHS.8 95.5 99.7 0 40 40 4.0 SHS 4.09 64 7 5.0 SHS.0 8 4.5 SHS.8 8 59.0 SHS. 9.5 96.6 94.6 SHS.88 75. 78.7 9 5 5.0 SHS.8 4 9 6.5 SHS.4 97. 0 09.0 SHS.99 79.9 8.5 54.6 SHS.6 65. 68. 07 0 0.0 SHS.6 94.8 99.0 0.5 SHS.0 8.6 85. 59.0 SHS.68 67. 70. 4.6 SHS.8 55. 57.6 75 5 5.0 SHS.89 75.9 79. 4.5 SHS.64 65.8 68.7 09.0 SHS.6 54.7 57. 74.6 SHS. 45. 47. 4 0 0.0 SHS.05 4. 44.0 4.6 SHS 0.87 5.0 6.6 ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM S LARGER RANGE OF C450PLUS PRODUCTS. Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. The lesser (governing) value of φn () and φn () is highlighed in bold ype. These erms are defined in Secion 7.. d Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 7-8

TABLE 7-6() Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION CAPACITIES IN AXIAL TENSION Aial Tension, φn Gross Secion Area per m d b φn () φn () A g mm mm mm kg/m kn kn mm 400 400 6.0 SHS 86 9600 9060 700.5 SHS 48 760 70 8800 0.0 SHS 0 680 5840 500 50 50 6.0 SHS 6 800 7840 0500.5 SHS 8 660 650 600 0.0 SHS 04 570 5070 00 8.0 SHS 84. 440 400 0700 00 00 6.0 SHS 6 700 660 700.5 SHS 09 5600 590 800 0.0 SHS 88.4 4560 40 00 8.0 SHS 7.6 700 490 90 50 50 6.0 SHS 570 590 400.5 SHS 89.0 4590 440 00 0.0 SHS 7.7 750 540 960 9.0 SHS 65.9 400 0 8400 8.0 SHS 59. 050 880 750 6.0 SHS 45.0 0 90 570 00 00 6.0 SHS 85.5 440 470 0900.5 SHS 69.4 580 80 8840 0.0 SHS 57.0 940 780 760 9.0 SHS 5.8 670 50 6600 8.0 SHS 46.5 400 70 590 6.0 SHS 5.6 840 70 450 5.0 SHS 9.9 540 460 80 50 50 0.0 SHS 4. 0 00 560 9.0 SHS 7.7 940 840 4800 8.0 SHS.9 750 650 40 6.0 SHS 6. 50 70 0 5.0 SHS. 40 080 80 Aial Tension, φn Gross Secion Area per m d b φn () φn () A g mm mm mm kg/m kn kn mm 5 5 0.0 SHS.4 70 60 460 9.0 SHS 0.6 580 490 900 8.0 SHS 7.7 40 50 50 6.0 SHS.4 0 050 70 5.0 SHS 8. 97 885 0 4.0 SHS 4.8 76 70 880 00 00 0.0 SHS 5.6 0 50 60 9.0 SHS.5 0 50 000 8.0 SHS.4 00 040 70 6.0 SHS 6.7 864 86 0 5.0 SHS 4. 75 694 80 4.0 SHS.6 600 567 480.0 SHS 8.96 46 46 40.5 SHS 7.5 88 67 959.0 SHS 6.07 96 774 90 90.5 SHS 6.74 48 9 859.0 SHS 5.45 8 65 694 89 89 6.0 SHS 4.7 757 75 870 5.0 SHS.5 646 60 590.5 SHS 9.07 468 44 50.0 SHS 5.8 78 6 686 75 75 6.0 SHS.0 6 586 50 5.0 SHS 0. 5 50 0 4.0 SHS 8.49 48 44 080.5 SHS 7.5 88 67 959.0 SHS 6.60 4 84.5 SHS 5.56 87 7 709.0 SHS 4.50 9 574 65 65 6.0 SHS 0. 5 494 90 5.0 SHS 8.75 45 46 0 4.0 SHS 7. 7 5 9.0 SHS 5.66 9 76 7.5 SHS 4.78 47 609.0 SHS.88 00 89 494.6 SHS. 6 5 99 Noes: SHS C450PLUS. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. The lesser (governing) value of φn () and φn () is highlighed in bold ype. These erms are defined in Secion 7.. b d Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 7-9 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 7-6() Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION CAPACITIES IN AXIAL TENSION SHS C450PLUS b Aial Tension, φn Gross Secion Area per m d b φn () φn () A g mm mm mm kg/m kn kn mm 50 50 6.0 SHS 7. 78 57 9 5.0 SHS 6.9 0 84 4.0 SHS 5.5 76 6 68.0 SHS 4.5 9 07 54.5 SHS.60 86 76 459.0 SHS.9 5 4 74.6 SHS.8 6 0 40 40 4.0 SHS 4.09 99 5.0 SHS.0 70 6 4.5 SHS.8 45 7 59.0 SHS. 9 94.6 SHS.88 96.9 9.5 9 5 5.0 SHS.8 46 8 6.5 SHS.4 5 8 09.0 SHS.99 0 97.0 54.6 SHS.6 8.9 79. 07 0 0.0 SHS.6 5 0.5 SHS.0 05 99.0 59.0 SHS.68 86.5 8.7 4.6 SHS.8 70.9 67.0 75 5 5.0 SHS.89 97.5 9. 4.5 SHS.64 84.6 79.9 09.0 SHS.6 70. 66.4 74.6 SHS. 58.0 54.8 4 0 0.0 SHS.05 54. 5. 4.6 SHS 0.87 45.0 4.5 NON-STANDARD GRADE Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. The lesser (governing) value of φn () and φn () is highlighed in bold ype. These erms are defined in Secion 7.. 4. NOTE: Grey shaded lisings are o C450L0 which is a non-sandard grade - availabiliy is subjec o minimum order crieria. The sandard grade for he shaded lisings is AS/NZS 6-C50L0. Please refer o earlier ables for design values associaed wih his as a sandard grade. See he OSATM PAG for furher informaion on grades and availabiliy. d Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 7-0

Par 8 MEMBERS SUBJECT TO COMBINED ACTIONS Secion 8. General 8-8. Design for Combined Acions 8-8. Combined Bending and Aial Compression 8-8.. Compression and Uniaial Bending abou he major principal -ais 8-8... Secion Capaciy 8-8... Member Capaciy 8-8... Tables 8-8.. Compression and Uniaial Bending abou he minor principal y-ais 8-8... Secion Capaciy 8-4 8... Member Capaciy 8-4 8... Tables 8-4 8.. Compression and Biaial Bending 8-4 8... Secion Capaciy 8-4 8... Member Capaciy 8-4 8... Tables 8-5 8.4 Combined Bending and Aial Tension 8-5 8.4. Tension and Uniaial Bending abou he major principal -ais 8-5 8.4.. Secion Capaciy 8-5 8.4.. Member Capaciy 8-5 8.4.. Tables 8-5 8.4. Tension and Uniaial Bending abou he minor principal y-ais 8-5 Page Secion 8.4.. Secion Capaciy 8-6 8.4.. Tables 8-6 8.4. Tension and Biaial Bending 8-6 8.4.. Secion Capaciy 8-6 8.4.. Member Capaciy 8-6 8.4.. Tables 8-6 8.5 Biaial Bending in he absence of Aial Force 8-6 8.5. Secion Capaciy 8-6 8.5. Member Capaciy 8-7 8.5. Tables 8-7 8.6 Eample 8-7 8.7 References 8-8 Table Page Tables 8- o 8-6 Design Secion Capaciies 8-9 Tables 8- o 8-6 provide he informaion required o design members for combined acions. All relevan design secion capaciies in bending, compression, ension and shear are given as well as reduced design secion momen capaciies. These ables also provide reference o he appropriae ables in Secions 5, 6 and 7 o deermine design member capaciies in bending, aial compression and aial ension. Page See Secion. for he specific Maerial Sandard (AS/NZS 6) referred o by he secion ype and seel grade in hese Tables. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 8 MEMBERS SUBJECT TO COMBINED ACTIONS 8. General This par of he Tables conains design capaciies and oher parameers which are used o design members subjec o combined acions in accordance wih Secion 8 of AS 400. Tables 8- o 8-6 lis design secion capaciies and references o oher ables for checking ineracion effecs on member capaciies. The design capaciies considered in he 8 Series Tables include: Design Capaciy Definiion Described in Secion No. φn s design secion capaciy in aial compression 6. φn design secion capaciy in aial ension 7. φm s design secion momen capaciy (CHS/SHS) 5... φm s, φm sy φm s abou - and y-ais (RHS) 5... φm r φm s reduced by aial force (CHS) 8..., 8.4.. φm r (comp) φm s reduced by aial compression force (RHS) 8... φm r (ens) φm s reduced by aial ension force (RHS) 8.4.. φm ry φm sy reduced by aial force (RHS) 8..., 8.4.. φm r (comp) φm r (ens) φm s abou a principal ais reduced by aial compression and ension force (SHS) 8..., 8.4.. φv v design shear capaciy of a web (CHS/SHS) 5...4 φv v φv v for bending abou -ais (RHS) 5...4 φv vy φv v for bending abou y-ais (RHS) 5...4 φm z design orsional secion momen capaciy 5... Noe: The above descripion on direcion of shear force on RHS is imporan - i.e. φv v and φv vy. 8. Design for Combined Acions Secions 8. and 8.4 eplain he relevan equaions from AS 400 for combined bending and aial compression and combined bending and aial ension respecively. Each of hese secions consider uniaial bending abou he major principal -ais, uniaial bending abou he minor principal y-ais and biaial bending. Secion 8.5 gives he ineracion formulae for biaial bending wihou aial forces. In every case boh he secion capaciy and he member capaciy mus be checked. For all cases of combined bending and aial force he designer should firs ensure ha he appropriae design aial capaciy (compression or ension) is greaer han he design aial force (i.e. φn N*) see par 6 or 7 as appropriae. 8. Combined Bending and Aial Compression In his secion: φ = 0.9 (Table.4 of AS 400) φm s = design secion momen capaciy for bending abou he major principal -ais φm sy = design secion momen capaciy for bending abou he minor principal y-ais N* = design aial compressive force φn s = design secion capaciy in compression φn c = design member capaciy in compression, for buckling abou he -ais φn cy = design member capaciy in compression, for buckling abou he y-ais 8.. Compression and Uniaial Bending abou he major principal -ais For a member subjec o uniaial bending abou he major principal -ais and aial compression, he following condiion mus be saisfied: M* min.[φm r ; φm i ; φm o ] where φ = 0.9 (Table.4 of AS 400) M* = design bending momen abou he major principal -ais φm r = design secion momen capaciy (φm s ) for bending abou he major principal -ais reduced by aial force (see Secion 8...) φm i = design in-plane member momen capaciy (φm i ) for bending abou he major φm o = principal -ais (see Secion 8...(a)) design ou-of-plane member momen capaciy (φm o ) for bending abou he major principal -ais (see Secion 8...(b)) 8... Secion Capaciy The value of φm r mus be deermined a all poins along he member and he minimum value used o saisfy he inequaliy in Secion 8... φm r = φm s N* φn s (Clause 8.. of AS 400) Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8-

Par 8 MEMBERS SUBJECT TO COMBINED ACTIONS Alernaively, for RHS and SHS o AS/NZS 6, which are compac abou he -ais wih k f =.0 and are subjec o bending and compression φm r =.8 φm s N* φn φm s (Clause 8.. of AS 400) s For RHS and SHS o AS/NZS 6, which are compac abou he -ais wih k f <.0 and are subjec o bending and compression φm r = φm s N* φn + 0.8 8 λ w s 8 λ wy φm s (Clause 8.. of AS 400) where λ w = he elemen slenderness of he web (Clause 6.. of AS 400) = d f y 50 λ wy = he web yield slenderness limi (Table 6..4 of AS 400) = 40 for RHS and SHS considered in his publicaion. 8... Member Capaciy This secion only applies o members analysed using an elasic mehod of analysis. Where here is sufficien resrain o preven laeral buckling, only he in-plane requiremens of his Secion (Secion 8...) needs o be saisfied. If here is insufficien resrain o preven laeral buckling, hen boh he in-plane and ou-of-plane requiremens of his Secion needs o be saisfied. (a) In-plane capaciy φm i = φm s N* (Clause 8.4.. of AS 400) φ N c For braced and sway members, he above value of φn c is calculaed using an effecive lengh facor (k e ) equal o.0 (i.e. L e = L), unless a lower value of k e has been calculaed for a braced member, provided ha N* φn c where he value of φn c in his inequaliy is calculaed using he value of k e as calculaed from Clauses 4.6.., 4.6.. or 4.6..5 of AS 400. (b) Ou-of-plane capaciy φm o = φm b N* φn cy (Clause 8.4.4. of AS 400) where φm b = design member momen capaciy for bending abou he major principal -ais for a member wihou full laeral resrain. Clauses 8.4.. and 8.4.4. of AS 400 also provides a higher ier mehod for evaluaing M i and M o which is dependen on he raio of he member s end bending momens. Due o he variable naure of hese end bending momens, he furher consideraion of his higher ier mehod is beyond he scope of his publicaion. 8... Tables For CHS, Tables 8- o 8- lis φn s, φm s and he relaionship o φm r (i.e. he design secion momen capaciy reduced by compression) as lised in Noes and in hose Tables o comply wih Clause 8.. of AS 400. For RHS and SHS, Tables 8- o 8-6 lis φm s, φn s and φm r (comp) he laer parameer refers o φm r a funcion of n o comply wih Secion 8... Designers should evaluae n = N*/φN s, hen use i o calculae he value of φm r and ensure ha i is less han or equal o he design secion capaciy φm s. For specific hollow secions, he 8 Series Tables also provide references o oher Tables (e.g. φm b (for RHS only), φn c and φn cy ) o evaluae φm i and φm o. 8.. Compression and Uniaial Bending abou he minor principal y-ais For a member subjec o uniaial bending abou he minor principal y-ais and aial compression, he following condiion mus be saisfied: M* y min. [φm ry ;φm iy ] where φ = 0.9 (Table.4 of AS 400) M* y = design bending momen abou he minor principal y-ais φm ry = design secion momen capaciy (φm s ) for bending abou he minor principal y-ais reduced by aial force (see Secion 8...) φm iy = design in-plane member momen capaciy (φm i ) for bending abou he minor principal y-ais (see Secion 8...) CHS and SHS are no required o be assessed in his insance as his would be covered by he ineracion check of Secion 8... Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 8 MEMBERS SUBJECT TO COMBINED ACTIONS 8... Secion Capaciy The value of φm ry mus be deermined a all poins along he member and he minimum value is used o saisfy he inequaliy in Secion 8..: φm ry = φm sy N* φn (Clause 8.. of AS 400) s Alernaively, for RHS and SHS o AS/NZS 6, which are compac abou he y-ais and are subjec o bending and compression: φm ry =.8 φm sy N* φn φm sy (Clause 8.. of AS 400) s 8... Member Ca paciy This secion only applies o members analysed using an elasic mehod of analysis. For bending abou he minor principal y-ais only he in-plane requiremens need o be saisfied. (a) In-plane capaciy φm iy = φm syy N* (Clause 8.4.. of AS 400) φn cy For braced and sway members, he above value of φn cy is calculaed using an effecive lengh facor (k ey ) equal o.0 (i.e. L ey = L), unless a lower value of k ey has been calculaed for a braced member, provided ha N* φn cy where he value of φn cy in his inequaliy is calculaed using he value of k ey as calculaed from Clauses 4.6.., 4.6.. or 4.6..5 of AS 400. Clause 8.4.. of AS 400 also provides a higher ier mehod for evaluaing M iy which is dependen on he raio of he member s end bending momens. Due o he variable naure of hese end bending momens, he furher consideraion of his higher ier mehod is beyond he scope of his publicaion. 8... Tables For RHS, Tables 8- o 8-4 lis φm sy, φn s and φm ry he laer parameer uses a funcion of n o comply wih Secion 8... Designers should evaluae n = N*/φN s, hen use i o calculae he value of φm ry and ensure ha i is less han or equal o he design secion capaciy φm sy. For specific hollow secions, he 8 Series ables also provide references o oher ables (e.g. φn cy ) o evaluae φm iy. 8.. Compression and Biaial Bending For a member subjec o biaial bending and aial compression, boh he condiions defined in Secions 8... and 8... mus be saisfied. 8... Secion Capaciy N* + M * + M * y.0 (Clause 8..4 of AS 400) φn s φm s φm sy Alernaively, for RHS and SHS o AS/NZS 6, which are compac abou boh he - and y-aes, secions a all poins along he member shall saisfy: γ γ M* M* y +.0 (Clause 8..4 of AS 400) φm r φ M ry where γ =.4 ++ N* φ N.0 s φm r and φm ry are calculaed using he alernaives presened in Secions 8... and 8... 8... Member Capaciy M*.4.4 M* y +.0 (Clause 8.4.5. of AS 400) φ M c φm iy where φm c = lesser of φm i and φm o (see Secion 8...) and φm iy is calculaed using he mehod presened in Secion 8... Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8-4

Par 8 MEMBERS SUBJECT TO COMBINED ACTIONS 8... Tables For CHS, Table 8- and 8- lis hese parameers as φn s and φm s. For RHS and SHS, Tables 8- o 8-6 lis φn s, φm s and φm sy. As noed in Secions 8... and 8..., he parameers φm r, φm ry, φm i, φm iy and φm o can also be calculaed from hese and oher referenced ables. 8.4 Combined Bending and Aial Tension In his secion: φ = 0.9 (Table.4 of AS 400) φm s = design secion momen capaciy for bending abou he major principal -ais φm sy = design secion momen capaciy for bending abou he minor principal y-ais N* = design aial ension force φn = design secion capaciy in aial ension 8.4. Tension and Uniaial Bending abou he major principal -ais For a member subjec o uniaial bending abou he major principal -ais and aial ension, he following condiions mus be saisfied: M* min. [φm r ; φm o ] where φ = 0.9 (Table.4 of AS 400) M* = design bending momen abou he major principal -ais φm r = design secion momen capaciy (φm s ) for bending abou he φm o = major principal -ais reduced by aial force (see Secion 8.4..) design ou-of-plane member momen capaciy (φm o ) for bending abou he major principal -ais reduced by aial force (see Secion 8.4..(a)) 8.4.. Secion Capaciy The value of φm r mus be deermined a all poins along he member and he minimum value used o saisfy he inequaliy in Secion 8.4.. φm r = φm s N* φn (Clause 8.. of AS 400) Alernaively, for RHS and SHS o AS/NZS 6, which are compac abou he -ais and are subjec o bending and ension φm r =.8φM s N* φn φm s (Clause 8.. of AS 400) 8.4.. Member Capaciy This secion only applies o members analysed using an elasic mehod of analysis. Only he ou-of-plane capaciy needs o be considered. (a) Ou-of-plane capaciy φm o = φm b + N* φn φm r (Clause 8.4.4. of AS 400) where φm b = design member momen capaciy for bending abou he major principal -ais and φm r is calculaed using he mehod presened in Secion 8.4... 8.4.. Tables For CHS, Tables 8- o 8- lis φn, φm s and he relaionship o φm r (i.e. he design secion momen capaciy reduced by ension) as lised in Noes and in hose Tables o comply wih Clause 8.. of AS 400. For RHS and SHS, Tables 8- o 8-6 lis φm s, φn and φm r (ens) he laer parameer refers o φm r as a funcion of n o comply wih Secion 8... Designers should evaluae n = N*/φN, hen use i o calculae he value of φm r and ensure ha i is less han or equal o he design secion capaciy φm s. For specific hollow secions, he 8 Series Tables also provide references o oher Tables e.g. φm b for RHS (whereas φm b = φm s generally for CHS/SHS) o evaluae φm o. 8.4. Tension and Uniaial Bending abou he minor principal y-ais For a member subjec o uniaial bending abou he minor principal y-ais and aial ension, he following condiion mus be saisfied: M* y φm ry where φ = 0.9 (Table.4 of AS 400) M* y = design bending momen abou he minor principal y-ais φm ry = design secion momen capaciy (φm s ) for bending abou he minor principal y-ais reduced by aial force (see Secion 8...). CHS and SHS are no required o be assessed in his insance as his would be covered by he ineracion check of Secion 8.4.. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 8 MEMBERS SUBJECT TO COMBINED ACTIONS 8.4.. Secion Capaciy The value of φm ry mus be deermined a all poins along he member and he minimum value is used o saisfy he inequaliy in Secion 8.4.: φm ry = φm sy N* φn (Clause 8.. of AS 400) Alernaively, for RHS and SHS o AS/NZS 6, which are compac abou he y-ais and are subjec o bending and compression: φm ry =.8 φm sy N* φn φm sy (Clause 8.. of AS 400) 8.4.. Tables For RHS, Tables 8- and 8-4 lis φm sy, φn and φm ry he laer parameer uses a funcion of n o comply wih Secion 8... Designers should evaluae n = N*/φN, hen use i o calculae he value of φm ry and ensure ha i is less han or equal o he design secion capaciy φm sy. 8.4. Tension and Biaial Bending For a member subjec o biaial bending and aial ension, boh he condiions defined in Secions 8.4.. and 8.4.. mus be saisfied. 8.4.. Secion Capaciy N* + M* + M * y.0 (Clause 8..4 of AS 400) φn φm s φm sy Alernaively, for RHS and SHS o AS/NZS 6, which are compac abou boh he - and y-aes, secions a all poins along he member shall saisfy: γ γ M* M* y + φ M.0 (Clause 8..4 of AS 400) r φ M ry N* where γ =.4 + φ N.0 φm r and φm ry are calculaed using he mehods presened in Secions 8.4.. and 8.4... 8.4.. Member Capaciy.4.4 M* M* y +.0 (Clause 8.4.5. of AS 400) φ M φ M ry where φm = lesser of φm r and φm o (see Secions 8.4.. and 8.4..) and φm ry is calculaed using he mehod presened in Secion 8.4... 8.4.. Tables For CHS, Tables 8- and 8- lis hese parameers as φn and φm s. For RHS and SHS, Tables 8- o 8-6 lis φn, φm s and φm sy. As noed in Secions 8.4.. and 8.4.., he parameers φm r, φm ry, and φm o can also be calculaed from hese and oher referenced ables. 8.5 Biaial Bending in he absence of Aial Force In his secion: φ = 0.9 (Table.4 of AS 400) M* = design bending momen abou he major principal -ais φm s = design secion momen capaciy for bending abou he major principal -ais M* y = design bending momen abou he minor principal y-ais φm sy = design secion momen capaciy for bending abou he minor principal y-ais For a member subjec o biaial bending wihou any aial force, he following condiions defined in Secions 8.5. and 8.5. mus be saisfied. 8.5. Secion Capaciy The following inequaliy mus be saisfied a all poins along he member: M* φ M + M* y.0 (Clause 8..4 of AS 400) s φ Msy Alernaively, for RHS and SHS o AS/NZS 6, which are compac abou boh he - and y-aes, secions of all poins along he member shall saisfy:.4.4 M* M* y +.0 (Clause 8..4 of AS 400) φ M s φ Msy Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8-6

Par 8 MEMBERS SUBJECT TO COMBINED ACTIONS 8.5. Member Capaciy M * φm b.4.4 M y* + φm.0 (Clause 8.4.5 of AS 400) sy where φm b = design member momen capaciy for bending abou he major principal -ais. 8.5. Tables Tables 8- o 8- lis φm s for CHS. For RHS, Table 8- and 8-4 liss φm s and φm sy. For SHS, Tables 8-5 and 8-6 lis hese parameers as φm s. For specific hollow secions, he 8 Series Tables also provide references o oher Tables e.g. φm b for RHS (whereas φm b = φm s generally for CHS/ SHS) o evaluae φm b. 8.6 Eample Considering furher Eample of Secion 4., he adequacy of he braced Beam-Column under he calculaed design acion effecs from a firs-order elasic analysis plus momen amplificaion in accordance wih secion 4 of AS 400, is assessed. Design Daa: Secion: 50 50.5 RHS Grade C450L0 (C450PLUS ) seel Secion is Compac abou boh aes. Effecive lenghs: Fleural buckling (-ais) = 0.0 m (for aial compression) Fleural buckling (y-ais) = 5.0 m (for aial compression) Laeral buckling = 5.0 m (for bending abou -ais) Design acion effecs: N* = 450 kn M* = 5 knm M* y = 4.6 knm Soluion: The eample involves biaial bending and aial compression as described in Secion 8.. of hese Tables. (i) Secion Capaciy Check (Secion 8...) using he higher ier provision From Table 8-4(): φn s = 580 kn (> N*) φm s = 8 knm φm sy = 98 knm N* Now n = = 450 φ N s 580 = 0.6 Using Table 8-4() again: φm r (comp) = ( 0.6) = 90 knm > φm s φm r = φm s = 8 knm φm ry = ( 0.6) = 04 knm > φm sy φm ry = φm sy = 98 knm N* Now γ =.4 + =.5 <.0 φ N s Then γ γ M* + My * = 5.5 φm r φm + 4.6.5 = 0.65 ry 8 98 (<.0 O.K.) The above ineracion equaion was used as he secion is Compac abou boh - and y-aes (see Table.-4()). (ii) Member Capaciy Check (Secion 8...).4 M* + M.4 y*.0 φ M c φm iy From he Tables noed below: φm b = 8 knm (Table 5.-() for L e = 5.0 m) (based on α m =.0) φn c = 00 kn (Table 6-4()(A) for L e = 0.0 m) φn cy = 800 kn (Table 6-4()(B) for L ey = 5.0 m) For his eample, he momen disribuion for -ais bending is no uniform hough he above value of φm b is based on he uniform momen case. From Table 5.6. of AS 400, α m =.75 φm b = min. [α m (φm b ); φm s ] = min. [.75 8 ; 8] = 8 knm Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8-7 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 8 MEMBERS SUBJECT TO COMBINED ACTIONS Calculae he in-plane and ou-of-plane capaciies (a) φm i = φm s N * φn c = 8 450 00 = 67 knm (b) φm o = φm b N * φn cy = 8 450 800 = knm φm c = min. [ φm i ; φm o ] = 67 knm and φm iy = φm sy N * φn cy = 98 450 800 = 49 knm.4 M* Thus + M.4 y* = 5.4 φm c φm + 4.6.4 iy 67 49 = 0.8 ( <.0 O.K.) Furher consideraion of he use of design capaciy ables for members subjec o combined acions can be found in Ref.[8.]. 8.7 References [8.] Bradford, M.A., Bridge, R.Q. and Trahair, N.S., Worked Eamples for Seel Srucures, hird ediion, Ausralian Insiue of Seel Consrucion, 997 (Noe: AISC is now ASI Ausralian Seel Insiue). See Secion.. for deails on reference Sandards. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8-8

TABLE 8- Circular Hollow Secions AS/NZS 6 Grade C50L0 DESIGN SECTION CAPACITIES abou any ais Design Secion Design Secion Design Shear Aial Capaciies Momen Capaciies Capaciy per m Comp Tens Torsion d o φn s φn φm s φv v φm Z mm mm kg/m kn kn knm kn knm 65. 5.4 CHS. 60 60.0 9 8. 5.0 CHS 9.7 566 566 8.8 04 6.4 9.7 5.4 CHS 7.9 5 5.9 85 9.9 5.0 CHS 6.6 476 476 0.4 7 8.6 4. 5.4 CHS 4.5 46 46 4.4 50.0 4.5 CHS. 49 49. 6. 0.6 5.0 CHS.9 4 4 0.5 9.4 4.0 CHS 9.6 76 76 8.58 99. 7.77 88.9 5.9 CHS. 46 46 9.6 5 8.09 5.0 CHS 0. 97 97 7.9 07 7.07 4.0 CHS 8.8 40 40 6.49 86.4 5.85 76. 5.9 CHS 0. 9 9 6.56 05 5.7 4.5 CHS 7.95 8 8 5.0 8.0 4.6.6 CHS 6.44 84 84 4.6 66.4.8 60. 5.4 CHS 7. 0 0.67 75.4.7 4.5 CHS 6.9 77 77.6 6.9.77.6 CHS 5.0 44 44.6 5.9. 48. 4.0 CHS 4.7 5 5.77 45..54. CHS.56 0 0.47 6.7.0 4.4 4.0 CHS.79 09 09. 9..5. CHS.09 88.7 88.7..9 0.970.7 4.0 CHS.9 84.0 84.0 0.799 0. 0.67. CHS.4 69.0 69.0 0.67 4.8 0.578 6.9 4.0 CHS.6 64.7 64.7 0.477. 0.90. CHS.87 5.6 5.6 0.407 9. 0.4.6 CHS.56 44.7 44.7 0.47 6. 0.97 d o Noes: CHS C50L0. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. φm r = design secion momen capaciy reduced by compression or ension, and mus be less han or equal o φm s.. For all CHS, φm r = φm s ( - N*/φN s ) φm s. 4. For all CHS, he design member momen capaciy (φm b ) = φm s. 5. For he design member capaciy in compression φn c, see Table 6-. 6. This produc is also complian wih AS 074 Seel ubes and ubulars for ordinary service. Refer o he OSATM Produc Manual for deails on AS 074 secions. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8-9 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 8-() Circular Hollow Secions AS/NZS 6 Grade C50L0 DESIGN SECTION CAPACITIES abou any ais Design Secion Design Secion Design Shear Aial Capaciies Torsion Momen Capaciies Capaciy per m Comp Tens d o φn s φn φm s φv v φm Z mm mm kg/m kn kn knm kn knm 508.0.7 CHS 55 60 60 96 40 90 9.5 CHS 7 4690 4690 68 690 688 6.4 CHS 79. 70 80 408 40 47 457.0.7 CHS 9 5580 5580 789 00 74 9.5 CHS 05 40 40 565 50 55 6.4 CHS 7. 580 850 4 00 80 406.4.7 CHS 4950 4950 60 780 567 9.5 CHS 9.0 70 70 456 40 44 6.4 CHS 6. 40 50 8 9 99 55.6.7 CHS 07 40 40 47 550 48 9.5 CHS 8. 50 50 56 70 9 6.4 CHS 55. 0 0 4 796 8.9.7 CHS 97.5 90 90 88 40 5 9.5 CHS 7.7 960 960 96 060 7 6.4 CHS 50. 00 00 89 74 88 7..7 CHS 8.6 70 70 7 80 44 9. CHS 60.5 40 40 04 874 86 6.4 CHS 4. 690 690 9 608 4.8 CHS.8 70 70 98. 459 0 9. 8. CHS 4.6 70 70 5 66 04 6.4 CHS.6 50 50 9. 485 8.5 4.8 CHS 5.4 00 00 66. 66 64.0 68. 7. CHS 8. 0 0 58. 408 5.6 6.4 CHS 5.6 00 00 5.9 69 48.0 4.8 CHS 9.4 777 777 40.4 80 7.0 d o Noes: CHS C50L0. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. φm r = design secion momen capaciy reduced by compression or ension, and mus be less han or equal o φm s.. For all CHS, φm r = φm s ( - N*/φN s ) φm s. 4. For all CHS, he design member momen capaciy (φm b ) = φm s. 5. For he design member capaciy in compression φn c, see Table 6-(). Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8-0

TABLE 8-() Circular Hollow Secions AS/NZS 6 Grade C50L0 DESIGN SECTION CAPACITIES abou any ais Design Secion Design Secion Design Shear Aial Capaciies Torsion Momen Capaciies Capaciy per m Comp Tens d o φn s φn φm s φv v φm Z mm mm kg/m kn kn knm kn knm 65..5 CHS.9 560 560 7. 0 6.6.0 CHS.0 48 48.6 7.0 9.7.5 CHS.8 47 47 0. 70 8.8.0 CHS 0. 406 406 6.8 46 6. 4..6 CHS 9.8 94 94.9 4.7. CHS 8.77 5 5.4 7.4 0.6. CHS 7.77 9.76 8.9.6 CHS 6.5 55 55 7.90 9.7 7.8 88.9. CHS 6.76 7 7 7.4 97.7 6.74.6 CHS 5.5 6.0 79.9 5.59 76.. CHS 5.75 5.6 8. 4.85. CHS 4.9 68 68.95 60.5.6 60..9 CHS 4. 65 65.0 59..7. CHS.9.44 47.5. 48..9 CHS.5 0 0.89 46.9.67. CHS.6 05 05.5 7.7.8 4.4.6 CHS.55 0 0.0 6.9.5.0 CHS.99 80.0 80.0.0 8.8 0.96.7.6 CHS.99 80.0 80.0 0.794 8.8 0.694.0 CHS.56 6.7 6.7 0.64.6 0.56 6.9. CHS.40 56.0 56.0 0.440 0. 0.8.0 CHS. 49. 49. 0.9 7.7 0.4 d o Noes: CHS C50L0. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. φm r = design secion momen capaciy reduced by compression or ension, and mus be less han or equal o φm s.. For all CHS, φm r = φm s ( - N*/φN s ) φm s. 4. For all CHS, he design member momen capaciy (φm b ) = φm s. 5. For he design member capaciy in compression φn c, see Table 6-(). Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 8- Recangular Hollow Secions AS/NZS 6 Grade C50L0 DESIGN SECTION CAPACITIES b RHS C50L0 y per m Design Secion Aial Capaciies Comp Tens Design Secion Momen Capaciies Abou -ais Abou y-ais Design Shear Capaciies Torsion d d b φn s φn φm s φm r (comp) φm r (ens) φm sy φm ry φv v φv vy φm z mm mm mm kg/m kn kn knm knm knm knm knm kn kn knm 75 5.5 RHS.60 45 45.7.74 (-n).74 (-n).6.6 (-n) 6.5 8.9.5.0 RHS.9 8.6.07 (-n).09 (-n).00.00 (-n) 49.9 5.9.4.6 RHS.8 77.6 95.5.5.4 (-n).5 (-n) 0.699 0.699 (-n) 40.4. 0.954 65 5 4.0 RHS 5.5 5 5 4.8 4.94 (-n) 4.94 (-n).70.9 (-n) 8.4 40.8.7.0 RHS 4.5 70 70.46 4.09 (-n) 4.09 (-n).4.64 (-n) 64.0.9.97.5 RHS.60 45 45.98.5 (-n).5 (-n).9.8 (-n) 54. 8.4.7.0 RHS.9 8 8.46.90 (-n).90 (-n).48.48 (-n) 44..4.44 50 5.0 RHS.07.85.8 (-n).8 (-n).. (-n) 47.5.5 0.979.5 RHS.6 05 05.6.90 (-n).90 (-n) 0.98.6 (-n) 40.5 8.9 0.869.0 RHS.5 86. 86..4.58 (-n).58 (-n) 0.84 0.97 (-n). 5.9 0.74.6 RHS.75 70. 70... (-n). (-n) 0.644 0.644 (-n) 7.0. 0.6 50 0.0 RHS.8 4 4.6.9 (-n).9 (-n) 0.87 0.976 (-n) 46.9 5.9 0.7.5 RHS.4 97. 97..4.68 (-n).68 (-n) 0.79 0.86 (-n) 40.0 4. 0.659.0 RHS.99 79.9 79.9.9.4 (-n).4 (-n) 0.66 0.77 (-n).7. 0.568.6 RHS.6 65. 65. 0.989.7 (-n).7 (-n) 0.484 0.484 (-n) 6.6 0. 0.48 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. φm r (comp) refers o he design secion momen capaciy reduced by compression (where n = N*/φN s ) and mus be less han or equal o φm s.. φm r (ens) refers o he design secion momen capaciy reduced by ension (where n = N*/φN ) and mus be less han or equal o φm s. 4. φm ry refers o he design secion momen capaciy reduced by aial force (where n = N*/φN or N*/φN s ) and mus be less han or equal o φm sy. 5. For he design member momen capaciy φm b, see Table 5.-. 6. For he design member capaciy in compression (-ais) φn c, see Table 6-(A). 7. For he design member capaciy in compression (y-ais) φn cy, see Table 6-(B). y ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM S LARGER RANGE OF C450PLUS PRODUCTS. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8-

TABLE 8-4() Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION CAPACITIES RHS C450PLUS b y per m Design Secion Aial Capaciies Comp Tens Design Secion Momen Capaciies Abou -ais Abou y-ais Design Shear Capaciies Torsion d d b φn s φn φm s φm r (comp) φm r (ens) φm sy φm ry φv v φv vy φm z mm mm mm kg/m kn kn knm knm knm knm knm kn kn knm 400 00 6.0 RHS 6 800 7840 0 0 (-n) 0 (-n) 905 905 (-n) 790 080 77.5 RHS 8 6590 650 90 060 (-n) 060 (-n) 64 64 (-n) 0 670 68 0.0 RHS 04 470 5070 649 649 (-n) 649 (-n) 454 454 (-n) 800 60 58 8.0 RHS 84. 0 400 46 46 (-n) 46 (-n) 4 4 (-n) 450 00 45 400 00 6.0 RHS 6 700 660 866 00 (-n) 00 (-n) 57 57 (-n) 70 0 485.5 RHS 09 5580 590 705 8 (-n) 8 (-n) 79 79 (-n) 70 060 40 0.0 RHS 88.4 900 40 58 658 (-n) 685 (-n) 66 66 (-n) 760 875 4 8.0 RHS 7.6 750 490 467 467 (-n) 467 (-n) 88 88 (-n) 40 75 75 50 50 6.0 RHS 6 700 660 807 95 (-n) 95 (-n) 64 756 (-n) 400 700 54.5 RHS 09 5600 590 657 775 (-n) 775 (-n) 487 487 (-n) 90 70 446 0.0 RHS 88.4 400 40 5 5 (-n) 5 (-n) 50 50 (-n) 560 0 70 8.0 RHS 7.6 080 490 76 76 (-n) 76 (-n) 49 49 (-n) 60 90 04 00 00 6.0 RHS 570 590 548 647 (-n) 647 (-n) 44 489 (-n) 00 0 54.5 RHS 89.0 4590 440 450 5 (-n) 5 (-n) 4 40 (-n) 60 060 94 0.0 RHS 7.7 750 540 7 440 (-n) 440 (-n) 54 54 (-n) 0 875 46 8.0 RHS 59. 750 880 0 0 (-n) 0 (-n) 8 8 (-n) 070 75 04 6.0 RHS 45.0 750 90 9 9 (-n) 9 (-n) 6 6 (-n) 8 548 58 50 50 6.0 RHS 85.5 440 470 8 98 (-n) 98 (-n) 6 79 (-n) 60 98 0.5 RHS 69.4 580 80 8 (-n) (-n) 98 (-n) 0 759 7 0.0 RHS 57.0 940 780 6 78 (-n) 78 (-n) 64 64 (-n) 080 6 46 9.0 RHS 5.8 670 50 6 55 (-n) 55 (-n) 4 4 (-n) 976 577 5 8.0 RHS 46.5 400 70 95 0 (-n) 0 (-n) (-n) 875 5 6.0 RHS 5.6 550 70 49 49 (-n) 49 (-n) 77.5 77.5 (-n) 668 40 96.0 5.0 RHS 9.9 80 460 (-n) (-n) 58.5 58.5 (-n) 56 40 8.8 Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. φm r (comp) refers o he design secion momen capaciy reduced by compression (where n = N*/φN s ) and mus be less han or equal o φm s. 4. φm r (ens) refers o he design secion momen capaciy reduced by ension (where n = N*/φN ) and mus be less han or equal o φm s. 5. φm ry refers o he design secion momen capaciy reduced by aial force (where n = N*/φN or N*/φN s ) and mus be less han or equal o φm sy. 6. For he design member momen capaciy φm b, see Table 5.-(). 7. For he design member capaciy in compression (-ais) φn c, see Table 6-4()(A). 8. For he design member capaciy in compression (y-ais) φn cy, see Table 6-4()(B). y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 8-4() Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION CAPACITIES RHS C450PLUS b y per m Design Secion Aial Capaciies Comp Tens Design Secion Momen Capaciies Abou -ais Abou y-ais Design Shear Capaciies Torsion d d b φn s φn φm s φm r (comp) φm r (ens) φm sy φm ry φv v φv vy φm z mm mm mm kg/m kn kn knm knm knm knm knm kn kn knm 00 00 0.0 RHS 4. 0 00 9 5 (-n) 5 (-n) 79. 9. (-n) 8 89 7.0 9.0 RHS 7.7 940 840 9 40 (-n) 40 (-n) 7. 86. (-n) 758 59 66.0 8.0 RHS.9 750 650 08 8 (-n) 8 (-n) 65.9 65.9 (-n) 68 7 60.7 6.0 RHS 6. 0 70 85. 99.7 (-n) 00 (-n) 44.4 44.4 (-n) 5 57 48.5 5.0 RHS. 974 080 7.6 8. (-n) 85.6 (-n).. (-n) 440 9 4.7 4.0 RHS 7.9 688 87 58.4 58.4 (-n) 58.4 (-n).5.5 (-n) 55 79 4.4 5 76 6.0 RHS 9.4 000 944 47.0 55.5 (-n) 55.5 (-n) 8.4 8.4 (-n) 89 87 6.4 5.0 RHS 6.4 848 80 40.4 47.7 (-n) 47.7 (-n).. (-n) 9 60.9 50 00 0.0 RHS.4 70 60 80.7 95. (-n) 95. (-n) 60.9 7.8 (-n) 6 89 5. 9.0 RHS 0.6 580 490 74.8 88. (-n) 88. (-n) 56.5 66.7 (-n) 559 59 47.9 8.0 RHS 7.7 40 50 68.5 80.8 (-n) 80.8 (-n) 5.8 6. (-n) 504 7 44. 6.0 RHS.4 0 050 54.4 64. (-n) 64. (-n) 40.7 40.7 (-n) 89 57 5.6 5.0 RHS 8. 97 885 46.6 55.0 (-n) 55.0 (-n).8.8 (-n) 9 9 0.7 4.0 RHS 4.8 688 70 7.8 7.8 (-n) 7.8 (-n).6.6 (-n) 67 79 5.5 50 50 6.0 RHS 6.7 864 86 6.9 4.6 (-n) 4.6 (-n) 6.4 6.4 (-n) 74 5.6 5.0 RHS 4. 75 694.9 7.7 (-n) 7.7 (-n).9.9 (-n) 6 97..8 4.0 RHS.6 56 567 6.5 0.4 (-n). (-n) 9.9 9.9 (-n) 57 8.6.7.0 RHS 8.96 9 46 0.8.4 (-n) 4.6 (-n) 5.89 5.89 (-n) 95 64. 9.0.5 RHS 7.5 46 67 7.6 7.9 (-n) 0.8 (-n) 4.40 4.40 (-n) 64 54.7 7.97.0 RHS 6.07 7 96.8.8 (-n).8 (-n).0.0 (-n) 44.7 6.55 7 5 6.0 RHS 4.7 757 75 7.9.9 (-n).9 (-n) 4.5 7. (-n) 5 4. 5.0 RHS.5 646 60 4. 8.6 (-n) 8.6 (-n).4.4 (-n) 67 99.6.8.5 RHS 9.07 4 44 8. 0.8 (-n). (-n) 7.49 7.49 (-n) 9 74.8 9.04 5 75 6.0 RHS 6.7 864 86 4. 40. (-n) 40. (-n).9 8. (-n) 7 84.0 5.0 RHS 4. 75 694 9.5 4.8 (-n) 4.8 (-n) 0.5 0.5 (-n) 69 58 8. 4.0 RHS.6 600 567 4.4 8.8 (-n) 8.8 (-n) 5. 5. (-n) 9 0 5..0 RHS 8.96 90 46 8.8 8.8 (-n) 8.8 (-n) 9.80 9.80 (-n) 67 0.0.5 RHS 7.5 96 67 4. 4. (-n) 4. (-n) 7.9 7.9 (-n) 40 85. 0..0 RHS 6.07 96 96 0.0 0.0 (-n) 0.0 (-n) 5.7 5.7 (-n) 69.0 8.6 0 76 6.0 RHS 4.7 757 75 5. 9.6 (-n) 9.6 (-n) 0.5 4. (-n) 55 87 7.0 5.0 RHS.5 646 60.7 5.7 (-n) 5.7 (-n) 7.8.0 (-n) 8 60 4.9.5 RHS 9.07 468 44 6. 9. (-n) 9. (-n).. (-n) 57 7. Noes:. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. φm r (comp) refers o he design secion momen capaciy reduced by compression (where n = N*/φN s ) and mus be less han or equal o φm s. 4. φm r (ens) refers o he design secion momen capaciy reduced by ension (where n = N*/φN ) and mus be less han or equal o φm s. 5. φm ry refers o he design secion momen capaciy reduced by aial force (where n = N*/φN or N*/φN s ) and mus be less han or equal o φm sy. 6. For he design member momen capaciy φm b, see Table 5.-(). 7. For he design member capaciy in compression (-ais) φn c, see Table 6-4()(A). 8. For he design member capaciy in compression (y-ais) φn cy, see Table 6-4()(B). y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8-4

TABLE 8-4() Recangular Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION CAPACITIES per m Design Secion Aial Capaciies Comp Tens Design Secion Momen Capaciies Abou -ais Abou y-ais NON-STANDARD GRADE Design Shear Capaciies d b φn s φn φm s φm r (comp) φm r (ens) φm sy φm ry φv v φv vy φm z mm mm mm kg/m kn kn knm knm knm knm knm kn kn knm 00 50 6.0 RHS.0 6 586 8.4.7 (-n).7 (-n).. (-n) 44 9.94 5.0 RHS 0. 5 50 6. 9.0 (-n) 9.0 (-n) 9.88.7 (-n) 08 97. 8.87 4.0 RHS 8.49 48 44.5 6.0 (-n) 6.0 (-n) 8. 8. (-n) 70 8.6 7.58.5 RHS 7.5 88 67. 4. (-n) 4. (-n) 6.9 6.9 (-n) 5 7. 6.85.0 RHS 6.60 9 0.8.6 (-n).7 (-n) 5.6 5.6 (-n) 64. 6.08.5 RHS 5.56 46 7 9.8 0.4 (-n) 0.8 (-n) 4. 4. (-n) 0 54.7 5..0 RHS 4.50 7 9 7.7 7.7 (-n) 7.7 (-n).97.97 (-n) 88.9 44.7 4..6 RHS.64 4 77 5.05 5.05 (-n) 5.05 (-n).0.0 (-n) 7.7 6.4.5 76 8 4.0 RHS 6. 0 7.4 8.66 (-n) 8.66 (-n) 4.50 5. (-n) 6 58. 4.0.0 RHS 4.90 5 9 6.00 7.07 (-n) 7.07 (-n).6.6 (-n) 97. 46.7..5 RHS 4.5 4 0 5.4 6.06 (-n) 6.06 (-n).8.8 (-n) 8. 40..87 75 50 6.0 RHS 9.67 499 47.4.4 (-n).4 (-n) 8.56 0. (-n) 78 7. 5.0 RHS 8.5 4 407 0..9 (-n).9 (-n) 7.6 8.98 (-n) 5 97. 6.4 4.0 RHS 6.9 57 7 8.56 0. (-n) 0. (-n) 6.47 7.64 (-n) 6 8.6 5.5.0 RHS 5.4 80 64 6.9 8.7 (-n) 8.7 (-n) 5.7 5.7 (-n) 97.4 64. 4.47.5 RHS 4.58 6 5.9 6.97 (-n) 6.97 (-n) 4.0 4.0 (-n) 8. 54.7.85.0 RHS.7 7 8 4.77 4.77 (-n) 4.77 (-n).86.86 (-n) 66.8 44.7.9.6 RHS.0 4 47.4.4 (-n).4 (-n).0.0 (-n) 54.0 6.4.6 75 5.5 RHS.60 86 76 4.07 4.8 (-n) 4.8 (-n).64.64 (-n) 79. 4..7.0 RHS.9 4.6.86 (-n).97 (-n).7.7 (-n) 64. 0.4.47.6 RHS.8 9.6 6.76.0 (-n).6 (-n) 0.86 0.86 (-n) 5.9 7.0. 65 5 4.0 RHS 5.5 76 6 5.8 6.5 (-n) 6.5 (-n).48 4.0 (-n) 06 5.5.05.0 RHS 4.5 9 07 4.45 5.5 (-n) 5.5 (-n).88.40 (-n) 8. 4..54.5 RHS.60 86 76.8 4.5 (-n) 4.5 (-n).4.4 (-n) 69.7 6.5..0 RHS.9 49 4.6.7 (-n).7 (-n).77.77 (-n) 56.7 0..85 50 5.0 RHS.07 58 49.7.80 (-n).80 (-n).44.70 (-n) 6. 7.7.6.5 RHS.6 5 8.07.44 (-n).44 (-n).6.49 (-n) 5. 4...0 RHS.5 05.7.04 (-n).04 (-n).05.05 (-n) 4.6 0.4 0.95.6 RHS.75 90.4 85.4.4.68 (-n).68 (-n) 0.777 0.777 (-n) 4.7 7.0 0.800 50 0.0 RHS.8 46 8.09.46 (-n).46 (-n).06.5 (-n) 60. 0.4 0.94.5 RHS.4 5 8.8.6 (-n).6 (-n) 0.98. (-n) 5.4 8. 0.847.0 RHS.99 0 97.0.5.8 (-n).8 (-n) 0.78 0.78 (-n) 4.0 5.6 0.70.6 RHS.6 8.9 79..7.50 (-n).50 (-n) 0.58 0.58 (-n) 4.. 0.69 Torsion Noes: C450PLUS b RHS d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. φm r (comp) refers o he design secion momen capaciy reduced by compression (where n = N*/φN s ) and mus be less han or equal o φm s. 4. φm r (ens) refers o he design secion momen capaciy reduced by ension (where n = N*/φN ) and mus be less han or equal o φm s. 5. φm ry refers o he design secion momen capaciy reduced by aial force (where n = N*/φN or N*/φN s ) and mus be less han or equal o φm sy. 6. For he design member momen capaciy φm b, see Table 5.-(). 7. For he design member capaciy in compression (-ais) φn c, see Table 6-4()(A). 8. For he design member capaciy in compression (y-ais) φn cy, see Table 6-4()(B). 9. NOTE: Grey shaded lisings are o C450L0 which is a non-sandard grade - availabiliy is subjec o minimum order crieria. The sandard grade for he shaded lisings is AS/NZS 6-C50L0. Please refer o earlier ables for design values associaed wih his as a sandard grade. See he OSATM PAG for furher informaion on grades and availabiliy. y y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8-5 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 8-5 Square Hollow Secions AS/NZS 6 Grade C50L0 DESIGN SECTION CAPACITIES b SHS C50L0 y Design Secion Aial Capaciies Design Secion Momen Capaciies Design Shear Torsion Comp Tens Abou -ais Capaciies per m d b φn s φn φm s φm r (comp) φm r (ens) φv v φm z mm mm mm kg/m kn kn knm knm knm kn knm 50 50 6.0 SHS 7. 94 94 4.58 5.40 (-n) 5.40 (-n) 85..4 5.0 SHS 6.9 56 56 4.4 4.89 (-n) 4.89 (-n) 74.7.07 4.0 SHS 5.5 5 5.59 4. (-n) 4. (-n) 6.7.70.0 SHS 4.5 70 70.96.49 (-n).49 (-n) 49...5 SHS.60 45 45.54.00 (-n).00 (-n) 4.0.9.0 SHS.9 8 8.0.48 (-n).48 (-n) 4..6.6 SHS.8 95.5 95.5.6.6 (-n).6 (-n) 8.0. 40 40 4.0 SHS 4.09 64 64..50 (-n).50 (-n) 47.8.57.0 SHS.0.80. (-n). (-n) 8..4.5 SHS.8.56.85 (-n).85 (-n).7.7.0 SHS. 9.5 9.5.0.54 (-n).54 (-n) 6.9 0.989.6 SHS.88 75. 75..07.7 (-n).7 (-n).0 0.84 5 5.0 SHS.8 4 4..57 (-n).57 (-n).5 0.978.5 SHS.4 97. 97..6.7 (-n).7 (-n) 8.0 0.866.0 SHS.99 79.9 79.9 0.975.5 (-n).5 (-n). 0.75.6 SHS.6 65. 65. 0.808 0.954 (-n) 0.954 (-n) 9.0 0.66 0 0.0 SHS.6 94.8 94.8 0.9.0 (-n).0 (-n) 6.9 0.676.5 SHS.0 8.6 8.6 0.8 0.970 (-n) 0.970 (-n). 0.605.0 SHS.68 67. 67. 0.695 0.80 (-n) 0.80 (-n) 9.4 0.59.6 SHS.8 55. 55. 0.580 0.684 (-n) 0.684 (-n) 6.0 0.49 5 5.0 SHS.89 75.9 75.9 0.60 0.7 (-n) 0.7 (-n). 0.40.5 SHS.64 65.8 65.8 0.59 0.67 (-n) 0.67 (-n) 8.7 0.9.0 SHS.6 54.7 54.7 0.46 0.545 (-n) 0.545 (-n) 5.7 0.4.6 SHS. 45. 45. 0.89 0.459 (-n) 0.459 (-n).0 0.9 0 0.0 SHS.05 4. 4. 0.76 0.6 (-n) 0.6 (-n).9 0.00.6 SHS 0.87 5.0 5.0 0.6 0.79 (-n) 0.79 (-n) 0.0 0.75 ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM S LARGER RANGE OF C450PLUS PRODUCTS. Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. φm r (comp) refers o he design secion momen capaciy reduced by compression (where n = N*/φN s ) and mus be less han or equal o φm s.. φm r (ens) refers o he design secion momen capaciy reduced by ension (where n = N*/φN ) and mus be less han or equal o φm s. 4. For all SHS, he design member momen capaciy (φm b ) = φm s. 5. For he design member capaciy in compression φn c, see Table 6-5. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8-6

TABLE 8-6() Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION CAPACITIES b SHS C450PLUS y Design Secion Aial Capaciies Design Secion Momen Capaciies Design Shear Comp Tens Abou -ais Capaciies per m Torsion d b φn s φn φm s φm r (comp) φm r (ens) φv v φm z mm mm mm kg/m kn kn knm knm knm kn knm 400 400 6.0 SHS 86 9600 9060 50 50 (-n) 50 (-n) 80 060.5 SHS 48 7580 70 97 97 (-n) 97 (-n) 50 856 0.0 SHS 0 4850 5840 670 670 (-n) 670 (-n) 80 70 50 50 6.0 SHS 6 800 7840 00 0 (-n) 0 (-n) 440 790.5 SHS 8 660 650 768 768 (-n) 768 (-n) 950 644 0.0 SHS 04 4850 5070 548 548 (-n) 548 (-n) 580 50 8.0 SHS 84. 0 400 9 9 (-n) 9 (-n) 80 44 00 00 6.0 SHS 6 700 660 7 864 (-n) 864 (-n) 060 56.5 SHS 09 5600 590 596 70 (-n) 70 (-n) 650 46 0.0 SHS 88.4 4560 40 46 46 (-n) 46 (-n) 40 8 8.0 SHS 7.6 0 490 (-n) (-n) 090 4 50 50 6.0 SHS 570 590 489 577 (-n) 577 (-n) 670 7.5 SHS 89.0 4590 440 40 474 (-n) 474 (-n) 50 09 0.0 SHS 7.7 750 540 9 9 (-n) 9 (-n) 00 58 9.0 SHS 65.9 400 0 8 8 (-n) 8 (-n) 000 6 8.0 SHS 59. 050 880 7 7 (-n) 7 (-n) 899 6.0 SHS 45.0 750 90 54 54 (-n) 54 (-n) 685 65 00 00 6.0 SHS 85.5 440 470 95 48 (-n) 48 (-n) 90.5 SHS 69.4 580 80 46 90 (-n) 90 (-n) 050 88 0.0 SHS 57.0 940 780 06 4 (-n) 4 (-n) 864 58 9.0 SHS 5.8 670 50 88 (-n) (-n) 786 46 8.0 SHS 46.5 400 70 68 68 (-n) 68 (-n) 707 6.0 SHS 5.6 750 70 0 0 (-n) 0 (-n) 54 0 5.0 SHS 9.9 0 460 8.8 8.8 (-n) 8.8 (-n) 456 87.9 50 50 0.0 SHS 4. 0 00 09 9 (-n) 9 (-n) 64 8.9 9.0 SHS 7.7 940 840 0 9 (-n) 9 (-n) 570 76.8 8.0 SHS.9 750 650 9.5 08 (-n) 08 (-n) 55 70. 6.0 SHS 6. 50 70 7.0 7.0 (-n) 7.0 (-n) 97 55.7 5.0 SHS. 40 080 54.6 54.6 (-n) 54.6 (-n) 6 47.8 Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. φm r (comp) refers o he design secion momen capaciy reduced by compression (where n = N*/φN s ) and mus be less han or equal o φm s. 4. φm r (ens) refers o he design secion momen capaciy reduced by ension (where n = N*/φN ) and mus be less han or equal o φm s. 5. For all SHS, he design member momen capaciy (φm b ) = φm s. 6. For he design member capaciy in compression φn c, see Table 6-6(). y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8-7 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

TABLE 8-6() Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION CAPACITIES Design Secion Aial Capaciies Design Secion Momen Capaciies Design Shear Torsion Comp Tens Abou -ais Capaciies per m d b φn s φn φm s φm r (comp) φm r (ens) φv v φm z mm mm mm kg/m kn kn knm knm knm kn knm 5 5 0.0 SHS.4 70 60 7.0 85.0 (-n) 85.0 (-n) 504 54. 9.0 SHS 0.6 580 490 66.8 78.8 (-n) 78.8 (-n) 46 50.6 8.0 SHS 7.7 40 50 6. 7. (-n) 7. (-n) 49 46.6 6.0 SHS.4 0 050 48.6 57. (-n) 57. (-n) 5 7.4 5.0 SHS 8. 97 885 4. 4. (-n) 4. (-n) 76. 4.0 SHS 4.8 76 70 9.7 9.7 (-n) 9.7 (-n) 5 6.7 00 00 0.0 SHS 5.6 0 50 4.6 50. (-n) 50. (-n) 84.6 9.0 SHS.5 0 50 9.9 47. (-n) 47. (-n) 54 9.8 8.0 SHS.4 00 040 6.9 4.5 (-n) 4.5 (-n) 7.8 6.0 SHS 6.7 864 86 9.8 5. (-n) 5. (-n) 5.7 5.0 SHS 4. 75 694 5.7 0.4 (-n) 0.4 (-n) 6 9.8 4.0 SHS.6 600 567.0.0 (-n).0 (-n) 77 6.5.0 SHS 8.96 440 46.9.9 (-n).9 (-n) 5.9.5 SHS 7.5 05 67 0.6 0.6 (-n) 0.6 (-n) 4.0.0 SHS 6.07 96 96 7.6 7.6 (-n) 7.6 (-n) 9. 8.97 90 90.5 SHS 6.74 05 9 9.0 9.0 (-n) 9.0 (-n) 0 8.80.0 SHS 5.45 96 65 6.48 6.48 (-n) 6.48 (-n) 8.6 7.0 89 89 6.0 SHS 4.7 757 75.0 7. (-n) 7. (-n) 7.4 5.0 SHS.5 646 60 9.9.5 (-n).5 (-n) 90 5..5 SHS 9.07 468 44 4.5 4.5 (-n) 4.5 (-n) 8.5.0 SHS 5.8 96 6 6.7 6.7 (-n) 6.7 (-n) 8.6 7.04 75 75 6.0 SHS.0 6 586 5.6 8.4 (-n) 8.4 (-n) 8.7 5.0 SHS 0. 5 50.6 6. (-n) 6. (-n) 56 0.4 4.0 SHS 8.49 48 44.4.5 (-n).5 (-n) 9 8.78.5 SHS 7.5 88 67 0.. (-n). (-n) 4 7.90.0 SHS 6.60 4 8.99 8.99 (-n) 8.99 (-n) 99.4 6.98.5 SHS 5.56 87 7 6.90 6.90 (-n) 6.90 (-n) 84.0 5.98.0 SHS 4.50 96 9 4.9 4.9 (-n) 4.9 (-n) 68. 4.9 65 65 6.0 SHS 0. 5 494.. (-n). (-n) 5 8. 5.0 SHS 8.75 45 46 9.85.6 (-n).6 (-n) 7.4 4.0 SHS 7. 7 5 8.4 9.84 (-n) 9.84 (-n) 09 6.6.0 SHS 5.66 9 76 6.7 7.9 (-n) 7.9 (-n) 85.0 5..5 SHS 4.78 47 5.54 5.54 (-n) 5.54 (-n) 7.0 4.40.0 SHS.88 96 89.97.97 (-n).97 (-n) 58.6.6.6 SHS. 5 5.84.84 (-n).84 (-n) 47.5.98 Noes: b SHS C450PLUS d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. φm r (comp) refers o he design secion momen capaciy reduced by compression (where n = N*/φN s ) and mus be less han or equal o φm s. 4. φm r (ens) refers o he design secion momen capaciy reduced by ension (where n = N*/φN ) and mus be less han or equal o φm s. 5. For all SHS, he design member momen capaciy (φm b ) = φm s. 6. For he design member capaciy in compression φn c, see Table 6-6(). y y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8-8

TABLE 8-6() Square Hollow Secions C450PLUS designed as AS/NZS 6 Grade C450L0 DESIGN SECTION CAPACITIES b SHS C450PLUS y Design Secion Aial Capaciies Design Secion Momen Capaciies Design Shear Torsion Comp Tens Abou -ais Capaciies per m d b φn s φn φm s φm r (comp) φm r (ens) φv v φm z mm mm mm kg/m kn kn knm knm knm kn knm 50 50 6.0 SHS 7. 78 57 5.89 6.94 (-n) 6.94 (-n) 09 4.0 5.0 SHS 6.9 0 5. 6.9 (-n) 6.9 (-n) 96.0.95 4.0 SHS 5.5 76 6 4.6 5.44 (-n) 5.44 (-n) 80.6.47.0 SHS 4.5 9 07.80 4.49 (-n) 4.49 (-n) 6.4.86.5 SHS.60 86 76.7.86 (-n).86 (-n) 54.0.48.0 SHS.9 5 4.66.66 (-n).66 (-n) 44..07.6 SHS.8 6.9.9 (-n).9 (-n) 5.9.7 40 40 4.0 SHS 4.09 99.7. (-n). (-n) 6.4.0.0 SHS.0 70 6..74 (-n).74 (-n) 49.0.7.5 SHS.8 45 7.0.7 (-n).7 (-n) 4.0.5.0 SHS. 9.67.98 (-n).98 (-n) 4.6.7.6 SHS.88 96.9 9.5.6.6 (-n).6 (-n) 8..06 5 5.0 SHS.8 46 8.7.0 (-n).0 (-n) 4.8.6.5 SHS.4 5 8.50.77 (-n).77 (-n) 6.0..0 SHS.99 0 97.0.5.48 (-n).48 (-n) 9.8 0.945.6 SHS.6 8.9 79..04. (-n). (-n) 4.4 0.79 0 0.0 SHS.6 5.0.4 (-n).4 (-n) 4.6 0.869.5 SHS.0 05 99.0.06.5 (-n).5 (-n) 0.0 0.778.0 SHS.68 86.5 8.7 0.89.05 (-n).05 (-n) 5.0 0.667.6 SHS.8 70.9 67.0 0.746 0.880 (-n) 0.880 (-n) 0.6 0.564 5 5.0 SHS.89 97.5 9. 0.776 0.95 (-n) 0.95 (-n) 7.4 0.55.5 SHS.64 84.6 79.9 0.694 0.88 (-n) 0.88 (-n) 4.0 0.50.0 SHS.6 70. 66.4 0.594 0.70 (-n) 0.70 (-n) 0. 0.48.6 SHS. 58.0 54.8 0.500 0.59 (-n) 0.59 (-n) 6.7 0.75 0 0.0 SHS.05 54. 5. 0.55 0.49 (-n) 0.49 (-n) 5.4 0.58.6 SHS 0.87 45.0 4.5 0.04 0.59 (-n) 0.59 (-n).9 0.4 NON-STANDARD GRADE Noes: d. REFER o he OneSeel Ausralian Tube Mills informaion on he availabiliy of lised secions and associaed finishes. The PAG can be found a www.ausubemills.com.. OneSeel Ausralian Tube Mills C450PLUS producs saisfy boh he srengh and elongaion requiremens of AS/NZS 6 Grades C50L0 (wih he higher elongaion requiremens) and C450L0 (wih he higher srengh requiremens of f y = 450 MPa and f u = 500 MPa). See Secion.4. for a deailed definiion of C450PLUS.. φm r (comp) refers o he design secion momen capaciy reduced by compression (where n = N*/φN s ) and mus be less han or equal o φm s. 4. φm r (ens) refers o he design secion momen capaciy reduced by ension (where n = N*/φN ) and mus be less han or equal o φm s. 5. For all SHS, he design member momen capaciy (φm b ) = φm s. 6. For he design member capaciy in compression φn c, see Table 6-6(). 7. NOTE: Grey shaded lisings are o C450L0 which is a non-sandard grade - availabiliy is subjec o minimum order crieria. The sandard grade for he shaded lisings is AS/NZS 6-C50L0. Please refer o earlier ables for design values associaed wih his as a sandard grade. See he OSATM PAG for furher informaion on grades and availabiliy. y Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8-9 PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Blank Page Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 8-0

Par 9 CONNECTIONS Secion 9. Bols 9-9. Welds 9-9. Connecion Design 9-9.4 References 9- Page See Secion. for he specific Maerial Sandard (AS/NZS 6) referred o by he secion ype and seel grade in hese Tables. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 9- PART 0 General PART Informaion PART Maerials PART Secion Properies PART 4 Mehods of Srucural Analysis PART 5 o Bending PART 6 o Aial Compression PART 7 o Aial Tension PART 8 o Combined Acions PART 9 Connecions

Par 9 CONNECTIONS 9. Bols See Ref. [9.] for informaion on AS 400 requiremens, bol ypes and boling caegories, design capaciies of commonly used bols, minimum edge disances and geomeric/design deails for bols. The ASI has published a suie of Guides which relae o bols, bol groups and boled srucural connecions. These Guides are also considered in Ref. [9.]. 9. Welds See Ref. [9.] for informaion on AS 400 requiremens, weld qualiy, design of bu welds, design of fille welds. The ASI has published a suie of Guides which relae o welds, weld groups and welded srucural connecions. These guides are also considered in Ref. [9.]. 9. Connecion Design See Ref. [9.] for informaion and connecion design models for Ausralian Sandards and pracice. Ref. [9.] also noes furher qualiy publicaions for hollow secion connecion design. Ref. [9.] also provides informaion on general srucural connecions and should be consuled for such informaion. Addiional Guides on (open secion) srucural seel connecions are noed in Ref. [9.]. 9.4 References [9.] ASI, Design Capaciy Tables for Srucural Seel Volume : Open Secions, fourh ediion, Ausralian Seel Insiue, 009. [9.] Syam, A.A. & Chapman, B.G., Design of Srucural Seel Hollow Secion Connecions Volume : Design Models, Ausralian Insiue of Seel Consrucion, 996. See Secion.. for deails on reference Sandards. Design Capaciy Tables for Srucural Seel Hollow Secions DECEMBER 00 9-

(i)

IMPORTANT INFORMATION: This publicaion has been prepared by OneSeel Ausralian Tube Mills Py Ld ABN 666 679. The informaion conained in his publicaion is subjec o change wihou noice and o ensure accuracy, OneSeel recommends you seek your own professional advice in relaion o he maers covered by his publicaion o saisfy yourself and no o rely on he informaion wihou firs doing so. Unless required by law he company canno accep any responsibiliy for any loss, damage or consequence resuling from he use of his publicaion. Phoographs shown are represenaive only of ypical applicaions, curren a November 00. This publicaion is no an offer o rade and shall no form any par of he rading erms in any ransacion. Copyrigh 00. OneSeel Ausralian Tube Mills Py Ld ABN 666 679. Trademarks or regisered rademarks: C450PLUS, SupaGal, Green Sar, DuraGal. December 00. OneSeel Ausralian Tube Mills ABN 666 679. PO Bo 46 Sunnybank, QLD 409 Ausralia Telephone +6 7 46 600 Facsimile +6 7 46 660 E-mail info@ausubemills.com Inerne www.ausubemills.com