HOLLOW SECTIONS IN STRUCTURAL APPLICATIONS

1 HOLLOW SECTIONSIN STRUCTURAL APPLICATIONSby J. Wardenier&RPLWp,QWHUQDWLRQDOSRXUOH'pYHOR SSHPHQWHWO (WXGHGHOD&RQVWUXFWLRQ7 XEXODLUH"Copy free of charge - for educational purposes only"- i - HOLLOW SECTIONS in STRUCTURAL J. WardenierDelft University of TechnologyThe NetherlandsComit International pour le D veloppementet l'Etude de la Construction Tubulaire"Copy free of charge - for educational purposes only"- ii -5 HYLHZ&RPPLWWHH5 HYLHZ& G. Y. E. J. RondalBelgiumMr J. OcioSpain&KDLUPDQ &,'(&73 URPRWLRQV*URXSMr. Yeomans &KDLUPDQ &,'(&77 HFKQLFDO&RPPLVVLRQ,6%1 3 XEOLVKHU "Copy free of charge - for educational purposes only" HOLLOW SECTIONS IN STRUCTURAL APPLICATIONSby J. WardenierPREFACEP rofessor Jaap Wardenier has had an enormous impact on the design methods for tubular steelstructures in the late 20th.)))

2 Century. The Rectangular HOLLOW section is veritably his progeny andit has grown up to be a respectable member of the steel society under his tutelage. Indeed, hisoutput has been so prolific that all subsequent researchers on Rectangular HOLLOW SECTIONS mightwell be deemed but footnotes to Wardenier is universally renowned for his leadership role in international unity effortsto standardize HOLLOW section design rules, particularly while Chair of the International Instituteof Welding (IIW) Subcommission XV-E on Tubular Structures, from 1981 to 1991. Similarly,his constant support of CIDECT activities over three decades, whether serving as a Member orChair of Working Groups, and Member or Chair of the Technical Commission, has been a vitalcomponent of its the 1980s and 1990s a number of technical books and guides for design with HOLLOW sectionshave been produced, beginning of course with his own landmark treatise, HOLLOW SectionJoints , in 1982.

3 These books and guides were almost totally directed at the practicing engineerand the complexity of the formulations is perplexing to the novice. So, it is quite fitting that -having scaled to the top of the research mountain - Professor Wardenier can see the big pictureso well that he can now paint a smaller version for the newcomer to the field., the student. Thisbook hence fits this role admirably and this text for students is a much-needed contribution tothe literature on tubular steel structures. The content and presentation is generally oriented to graduate level STRUCTURAL engineering students, or those in about Year 5 of their universitystudies. In addition to being invaluable for a specialist course on Tubular Steel Structures ,parts of the book would be excellent for more introductory-level courses on steel behaviour anddesign.

4 Aside from succinctly telling the important principles for the behaviour of tubularstructures, the book is nicely presented with numerous colour illustrations. The material includedis an international consensus of knowledge on the topic at the turn of the Millenium: as such it isan ideal reference book too for all STRUCTURAL design engineers, as well as being a student text .Professor Jeffrey A. PackerChair, International Institute of Welding Subcommission XV-E on Tubular StructuresMr. Noel F. YeomansChair, CIDECT Technical CommissionDecember iii -"Copy free of charge - for educational purposes only"- iv -AcknowledgementThis book serves as a background for students in STRUCTURAL and Civil the available hours for teaching Steel Structures and particularly Tubular Structures vary fromcountry to country, this book has been written in a modular form.

5 To cover the needs in the variouscountries, a committee was established to review the material. Although the material is mainly basedon the Eurocodes, the setup makes it easy to change the lectures and relate them to other (national) wish to thank the review committee for their constructive comments during the preparation of thisbook. In particular I would like to thank my colleagues Prof. Packer, Prof. Puthli and Mr. Yeomansfor their very detailed checks and suggestions. I am very grateful that Prof. Packer was willing tocheck the language in is further extended to the authors of the various CIDECT Design Guides and to CIDECT itself for making parts of these design guides or background information for this book acknowledgement is made to the contributions of Delft University of Technology in particularfor the typing by Mrs van der Wouden and the excellent preparation of the figures and the layout byDr.

6 , I wish to thank CIDECT for the initiative in sponsoring the writing of this book and producingthe CD-ROM. Delft, December, 2000 J. Wardenier"Copy free of charge - for educational purposes only"- v -ContentspageAcknowledgement ivContents vSymbols and of HOLLOW of HOLLOW HOLLOW section dimensions and dimensional of internal , halls.

7 And design method for axially loaded of a section to of a section to bending and of shear of a member to bending and of bending resistance of HOLLOW section unfilled SHS columns for fire resistance"Copy free of charge - for educational purposes only"- vi concrete filled SHS columns for fire water filled SHS columns for fire and fire section of failure failure Joint connections between circular HOLLOW of and numerical joint strength to design types of connections between rectangular HOLLOW of and numerical joint strength to design types of joints or other load connections between HOLLOW SECTIONS and open of to design predominantly loaded by bending moments11.

8 Welded I-beam to CHS or RHS column moment "Copy free of charge - for educational purposes only"- vii of and numerical joint strength plate plate to column bolting behaviour of HOLLOW section safety capacity of welded capacity of bolted truss in circular HOLLOW truss in square HOLLOW truss (triangular girder) truss in square HOLLOW check using column with CIDECTP lease Note : Care has been taken to ensure that the contents of this publication are accurate, but CIDECTand the author do not accept responsibility for errors or for information which is found to be misleading "Copy free of charge - for educational purposes only"- viii -SymbolsAcross sectional areaAacross sectional area of the STRUCTURAL steel in a composite columnAccross sectional area of concrete in a composite columnAmsurface area of a steel member/unit lengthAmcross section parameter for torsionAnetnet cross sectional areaAscross sectional area of the reinforcement in a composite columnAvshear areaBeeffective chord length in ring modelCKefficiency parameter for K-jointsCTefficiency parameter for T-jointsCXefficiency parameter for X-jointsCTODC rack Tip Opening DisplacementEmodulus of elasticityEamodulus of elasticity for the steel section in

9 A composite columnEdenergy dissipationEcmmodulus of elasticity for concrete in a composite columnEsmolulus of elasticity for the reinforcement in a composite columnImoment of inertiaIamoment of inertia for the steel section in a composite columnIbmoment of inertia for a beamIcmoment of inertia for the concrete in a composite columnIsmoment of inertia for the reinforcement in a composite columnIttorsional moment of inertiaJAAload ratio for multiplanar jointLblength of beamLco buckling length under fire conditionLomeasured length of a tensile test specimenMmomentMbbeam bending momentMc,Rddesign bending moment capacity of a memberMeelastic moment capacityMfmoment in flangeMfimaximum applied end moment in the fire situationMjjoint bending momentMj,Rdjoint moment capacityMj,Sdjoint moment loadingMp5plastic moment capacityMp5,fplastic moment capacity of a flangeMp5,Rdbeam plastic moment capacityMt,Rddesign torsional moment capacity of a memberMyelastic yield moment capacityNaxial loadNnumber of cyclesNb,Rddesign buckling capacity of a memberNcr, buckling resistance under fire conditionsNcrelastic Euler buckling loadNeqequivalent axial loadjoint design resistance, expressed as an axial force in member iNfiaxial force in the fire situation"Copy free of charge - for educational purposes only"- ix part of the acting design force in a composite columnNiapplied axial force in member i (i = 0, 1, 2, 3)

10 Ninumber of cycles to failureNnccompression resistance of gross cross section at room temperatureNp5axial load capacity of a memberNp5,Rddesign yield capacity of a memberNSd(acting) design normal forceNochord loadNo,gapreduced axial load resistance, due to shear, in the cross section of the chord at the gapNopchord "preload" (additional axial force in the chord member at a connection which is notnecessary to resist the horizontal components of the brace member forces)Nt, Rddesign tensile capacity of a memberN1 (JAA = 0)axial load capacity for JAA = 0N1 (JAA)axial load capacity for a particular JAAN1uaxial ultimate load capacity based on the load in member 1 Ovoverlap, Ov = q/p x 100%Rstress or load ratioRAZreduction of areaRddesign resistance at room temperatureR(t)capacity under fire conditionSstatic moment to neutral axisSCFstress concentration factorSddesign actionSj,iniinitial rotational stiffness of a jointSocross sectional area of a standard tensile test specimen (in mm2)