Ebook Design of Steel Structures - Part 2
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Ebook Design of Steel Structures - Part 2
Chapter 4Elastic Design of Steel Structures4.1.INTRODUCTIONThe Hrsl step in the design of a sleel structure is the evaluation of internal forces and d Ebook Design of Steel Structures - Part 2 displacements for the various load combinations. Il was seen in chapter 2 that, according to 1X3-1-1, structural analysis can be clastic or lake into account the nonlinear behaviour of steel. Depending on the method of analysis, EC3-1-1 gives specific requirements regarding second-order effects and Ebook Design of Steel Structures - Part 2 the consideration of imperfections. Il is the purpose of this chapter to present and discuss procedures for the design of steel structures within theEbook Design of Steel Structures - Part 2
framework of elastic analysis, complemented by the presentation of a real design example.For most Steel structures, clastic analysis is the usual methChapter 4Elastic Design of Steel Structures4.1.INTRODUCTIONThe Hrsl step in the design of a sleel structure is the evaluation of internal forces and d Ebook Design of Steel Structures - Part 2 re, given current computer processing power and the user-friendliness of structural analysis software, 31) linear elastic analysis has become the standard in most design offices. This chapter therefore develops the design example using this approach.Elastic design of steel structures comprises the f Ebook Design of Steel Structures - Part 2 ollowing design steps:i)conceptual design, including the pre-design stage during which the structural members and joints arc approximately sized: andEbook Design of Steel Structures - Part 2
ii) comprehensive verification and detailing, when systematic checks on the safety of all structural members and joints are carried out using more sopChapter 4Elastic Design of Steel Structures4.1.INTRODUCTIONThe Hrsl step in the design of a sleel structure is the evaluation of internal forces and d Ebook Design of Steel Structures - Part 2 pical methodology for non-seismic regions was to pre-design the beams as simply-supported for gravity loading and to pre-design the columns for simplified sub-frames and a wind-based load combination using, for example, the wind-moment method (Hcnsman and Way, 2000). a very popular method in the UK. Ebook Design of Steel Structures - Part 2 Nowadays, it is much more efficient to generate a more sophisticated structural model that already represents the entire structure or part of it andEbook Design of Steel Structures - Part 2
to cany out a linear elastic analysis, even with a crude assignment of cross sections. The implementation Ironi the beginning of a realistic structuraChapter 4Elastic Design of Steel Structures4.1.INTRODUCTIONThe Hrsl step in the design of a sleel structure is the evaluation of internal forces and d Ebook Design of Steel Structures - Part 2 reduction in uncertainties from a very- early stage, rhe conceptual pre-design is therefore reduced to a very early search for the best structural system, al a stage when the modular basis of the architectural layout is still being defined. This should ideally’ be carried out with hand sketches and Ebook Design of Steel Structures - Part 2 hand calculations, in what is often referred to as “calculations on the back of an envelope'’. Alternatively, very efficient pie-design tools exist thEbook Design of Steel Structures - Part 2
at allow speedy estimates of alternative solutions, including cost estimates and member sizes.A crucial conceptual decision in the design of multi-stoChapter 4Elastic Design of Steel Structures4.1.INTRODUCTIONThe Hrsl step in the design of a sleel structure is the evaluation of internal forces and d Ebook Design of Steel Structures - Part 2 l forces may be provided by frame action, resulting in moment-resisting frames. Alternatively, vertical bracing schemes, consisting of diagonal members acting in tension or shear walls, can be used. Provisions for vertical bracing need to be considered at the conceptual stage, particularly to avoid Ebook Design of Steel Structures - Part 2 potential conflict with the fenestration (Lawson er a/, 2004 - 332). Bracing in often located in the service cores to overcome this, but bracing in otEbook Design of Steel Structures - Part 2
her areas is often necessary for the stability of the structure. Cross-flats provide a neat solution for residential buildings because they can be conChapter 4Elastic Design of Steel Structures4.1.INTRODUCTIONThe Hrsl step in the design of a sleel structure is the evaluation of internal forces and d Ebook Design of Steel Structures - Part 2 acing system is also required to cany the horizontal loads to the vertical bracing. According to Brown et al (2004 - 334). usually the floor system will be sufficient to act as a horizontal diaphragm, without the need for additional horizontal steel bracing. All floor solutions involving permanent f Ebook Design of Steel Structures - Part 2 ormwork, such as metal decking fixed by through-deck welding to the beams, with in-situ concrete4.2.Simplified Methods of Analysisinfill, provide an eEbook Design of Steel Structures - Part 2
xcellent rigid diaphragm to cany horizontal loads to the bracing system. Floor systems involving precast concrete planks require proper consideration Chapter 4Elastic Design of Steel Structures4.1.INTRODUCTIONThe Hrsl step in the design of a sleel structure is the evaluation of internal forces and d Ebook Design of Steel Structures - Part 2 .If a frame with bracing can be considered as laterally fully-supported, both systems (frame and bracing) can be analyzed separately. Each system is then analyzed under its own vertical loads, and all the horizontal loads arc applied on the bracing system. Otherwise, the frame and any bracing should Ebook Design of Steel Structures - Part 2 be analyzed as a single integral structure. Figure 4.1 illustrates a braced and an unbraced frame.a) Braced liaincb) Unbraced frameFigure 4.1 - BraceEbook Design of Steel Structures - Part 2
d and unbraced framesIt is therefore required to classify a structure as braced or unbraced. Il is generally accepted that a structure is defined as bChapter 4Elastic Design of Steel Structures4.1.INTRODUCTIONThe Hrsl step in the design of a sleel structure is the evaluation of internal forces and d Ebook Design of Steel Structures - Part 2 global lateral stiffness of the structure without the bracing system. Usually, a braced structure is not sensitive to global 2nd order (P-A) effects.4.2.SIMPLIFIED METHODS OF ANALYSIS4.2.1. IntroductionThe influence of second-order effects was extensively discussed in2714. Elastic Design of Steel S Ebook Design of Steel Structures - Part 2 tructureschapter 2. Rigorous assessment of the behaviour of steel structures requires a hill second-order analysis that takes into account P-Ô and P-AEbook Design of Steel Structures - Part 2
effects. It was also established that the relevance of second-order effects may be indirectly assessed using the clastic critical load multiplier of Chapter 4Elastic Design of Steel Structures4.1.INTRODUCTIONThe Hrsl step in the design of a sleel structure is the evaluation of internal forces and d Ebook Design of Steel Structures - Part 2 chapter 2. section 2.3.2.Simplified methods of analysis that approximate non-linear effects are often used. They allow the analysis of a structure based on linear elastic analyses, require less sophisticated software and arc less time-consuming. In the context of clastic design of Steel structures, Ebook Design of Steel Structures - Part 2 two simplifications may be considered: i) simplified treatment of plasticity using linear elastic analysis (in particular cases where second-order efEbook Design of Steel Structures - Part 2
fects are not relevant):ii)simplified consideration of second-order effects using linear clastic analysis (where plastic redistribution is not allowedChapter 4Elastic Design of Steel Structures4.1.INTRODUCTIONThe Hrsl step in the design of a sleel structure is the evaluation of internal forces and d Ebook Design of Steel Structures - Part 2 tic bending resistance by up to 15 % (clause 5.4.1(4)B). the parts in excess of the bending resistance may be redistributed in any member, provided that;-the internal forces and moments remain in equilibrium with the applied loads;-all the members in which the moments are reduced have class 1 or cla Ebook Design of Steel Structures - Part 2 ss 2 cross sections;-lateral torsional buckling of the members is prevented.Example 3.5 (chapter 3) illustrates this limited plastic redistribution.Chapter 4Elastic Design of Steel Structures4.1.INTRODUCTIONThe Hrsl step in the design of a sleel structure is the evaluation of internal forces and dChapter 4Elastic Design of Steel Structures4.1.INTRODUCTIONThe Hrsl step in the design of a sleel structure is the evaluation of internal forces and dGọi ngay
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