Structural Steelwork Eurocodes Development of a Trans-National Approach

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1 Course: Eurocode 4 Structural Steelwork Eurocodes Development of a Trans-National Approach Lecture 9 : Composite joints Annex B References: COST C1: Composite steel-concrete joints in frames for buildings: Design provisions Brussels, Luxembourg 1999 Annex B: Calculation procedures and worked examples 1 Introduction Calculation procedures and design examples are presented for the following joint configurations and connections types: ANNEX B1: Joints with contact plate connection in single- or double-sided configurations: ANNEX B2: Joints with partial-depth end-plate connection in single- or double-sided configurations: ANNEX B3: Joints with flush end-plate connection in single- or doublesided configurations: SSEDTA 2001 Last modified 14/05/08

2 For each of these joints, the calculation procedure is organised as follows: a first design sheet is devoted to relevant mechanical and geometrical characteristics of the joint; in the next sheets, the calculation procedure gives the expressions of both stiffness and resistance for all the components of the joint; finally, the global properties of the joint, i.e. its initial or nominal stiffness and its design moment resistance, are derived and summarized at the end of the design sheets. 2 Additional design considerations 2.1 Transformation parameter β The web panel deformation is due to the shear force. The shear force () in the web panel is the combination of the column shear force resulting from the global frame analysis and the local shear force due to the load introduction (F) (Figure B 1). For simplicity, this shear force is obtained by magnifying the force F by means of a factor β (Table B 1). F M=F z β 1 = z = β F M 1 M 2 β 2 = F a. Definition b. β values Figure B 1 Shear force in a column web panel In order to prevent any iterative process in the determination of β, some values are proposed in the calculation procedures for three typical cases (see Table B 1). SSEDTA 2001 Last modified 14/05/08 2

3 Configuration and loading Proposed value for β β = 1 if M1 M2 β 1 = β 2 = 2 if M1 or M2 0 β = β = Table B 1 Approximate values of β For common buildings and loading patterns, the value β = 1 can be used in a first step as a safe value. Of course in case of double-sided joint configurations with balanced moments, it could be of value to evaluate more precisely the value of β; in these cases, 0 < β < 1 and a value of β smaller than 1 results in an increase of the joint stiffness and possibly of the bending resistance. When the internal forces acting on the joint configuration are available from the global frame analysis, β can be assessed in a more accurate way. Of course, for a preliminary design, a value of β has to be chosen a priori. 2.2 Factor k wc,a The factor k wc,a accounts for the detrimental effect of the longitudinal web stresses (due to the normal force and the bending moment in the steel column) on the local design resistance of the steel column web in compression. The factor k wc,a is as follows : σ com, a, Ed k wc, a = (1,25 0,5 ) 1,0 (B1) f ywc and is plotted in figure B2 where f ywc is the yield stress of the column web and σ is the maximum direct stress in the column web at the root of the radius. com, a, Ed SSEDTA 2001 Last modified 14/05/08 3

4 1,25 σ com,a,ed 1,00 0,75 σ com,a,e 0,5 f ywc f ywc Figure B 2 Evolution of the factor k wc,a In most situations factor k wc,a is safe. σ 0,5 f and therefore to adopt an upper bound of 1 for the com, a, Rd < ywc The evaluation of k wc,a is based on an assessment of σ com, a, Ed. It is up to the designer, once the global frame analysis is completed, to check whether the actual value of k wc,a is in compliance with the one adopted as a first approximate. This check is of primary importance. 2.3 Options taken in worked examples Size and grade of the welds connecting the beam flanges to the end-plates Welds are used to assemble the beam and the end-plates. Their grade should be higher than that of the weaker connected material. For joints between small and medium size shapes (say up to 400 mm depth), a very simple rule is to use a weld throat size a f (Figure B 3) of 50 % of the thickness t fb of the beam flanges, i.e. : a 05, t (B2) This value has been rounded up in the examples. f fb For larger joints, it could however be more economical to proportion the welds with regards to the joint resistance rather than to the beam resistance. SSEDTA 2001 Last modified 14/05/08 4

5 Figure B 3 Beam-flange-to-end-plate welds Contact plate size and steel grade No premature failure of the contact plate is likely to occur if: its steel grade is equal to or higher than that of the beam; its width is equal to or larger than the minimum corresponding dimension of the beam and of the column; its height is equal to or larger than that of the beam flange thickness. In these circumstances it is deemed that the resistance will not be limited by the contact plate. SSEDTA 2001 Last modified 14/05/08 5

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