Figure Fixing of anchor bolts

6.2.7 Design Moment resistance of beam-to-column joints and splices (1) The applied design moment Hj,Ed shall satisfy (2) The methods given in 6.2.7 for determining the design moment resistance of a joint HjR do not take account of any co-existing axial force NEd in the connected member. They should not be used if the axial force in the connected member exceeds 5 of the design plastic resistance A c a of its cross-section. (3) If the axial force NEd in the connected beam exceeds 5 of the design...

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Figure 4.7 Calculation of weld forces for intermittent welds 4.10 Connections to unstiffened flanges (1) Where a transverse plate (or beam flange) is welded to a supporting unstiffened flange of an I, H or other section, see Figure 4.8, and provided that the condition given in 4.10(3) is met, the applied force perpendicular to the unstiffened flange should not exceed any of the relevant design resistances as follows - that of the web of the supporting member of I or H sections as given in...

M

Figure 5.2 Simplified bi-lineardesign moment-rotation characteristic Figure 5.2 Simplified bi-lineardesign moment-rotation characteristic 5.1.5 Global analysis of lattice girders (1) The provisions given in 5.1.5 apply only to structures whose joints are verified according to section 7. (2) The distribution of axial forces in a lattice girder may be determined on the assumption that the members are connected by pinned joints (see also 2.7). (3) Secondary moments at the joints, caused by the...

Figure Centre of compression lever arm z and force distributions for deriving the design moment resistance MjRd

Section End Plate Column Splice

Figure 6.16 Simplified models for bolted joints with extended end-plates Figure 6.16 Simplified models for bolted joints with extended end-plates 13 Where the members are not prepared for full contact in bearing, splice material should be provided to transmit the internal forces and moments in the member at the spliced section, including the moments due to applied eccentricity, initial imperfections and second-order deformations. The internal forces and moments should be taken as not less than...

Figure Modelling a stiffened column flange as separate Tstubs

4 The dimensions emin and m for use in 6.2.4 should be determined from Figure 6.8. 5 The effective lengths of an equivalent T-stub flange Cefr should be determined in accordance with 6.2.4.2 using the values for each bolt-row given in Table 6.5. The value of a for use in Table 6.5 should be obtained from Figure 6.11. 6 The stiffeners should meet the requirements specified in 6.2.6.1. Bolt-row considered as part of a group of bolt-rows The smaller of 4m 1,25e 2m 0,625e ei The smaller of 2m...

Figure Dimensions emin and m for a bolted angle cleat

6.2.6.7 Beam flange and web in compression 1 The design compression resistance of a beam flange and the adjacent compression zone of the beam web, may be assumed to act at the level of the centre of compression, see 6.2.7. The design compression resistance of the combined beam flange and web is given by the following expression c,flb,Rd Mc,Rd h -f 6.21 h is the depth of the connected beam Mc,Rd is the design moment resistance of the beam cross-section, reduced if necessary to allow for shear,...

Figure Transverse compression on an unstiffened column

Column Web Buckling

3 The 'column-sway' buckling mode of an unstiffened column web in compression illustrated in Figure 6.7 should normally be prevented by constructional restraints. Figure 6.7 'Column-sway' buckling mode ofan unstiffened web Figure 6.7 'Column-sway' buckling mode ofan unstiffened web 4 Stiffeners or supplementary web plates may be used to increase the design resistance of a column web in transverse compression. 5 Transverse stiffeners or appropriate arrangements of diagonal stiffeners may be...

Tension Member Design

Design Throat Thickness

Figure 3.11 Bending moment in a pin Figure 3.11 Bending moment in a pin 1 The provisions in this section apply to weldable structural steels conforming to EN 1993-1-1 and to material thicknesses of 4 mm and over. The provisions also apply to joints in which the mechanical properties of the weld metal are compatible with those of the parent metal, see 4.2. For welds in thinner material reference should be made to EN 1993 part 1.3 and for welds in structural hollow sections in material...

Welded joints between CHS or RHS brace members and channel section chord members

1 Provided that the geometry of the joints is within the range of validity given in Table 7.23, the design resistances of welded joints between hollow section brace members and channel section chord members may be determined using Table 7.24. 2 The secondary moments in the joints caused by their bending stiffness should be taken into account. 3 In a gap type joint, the design axial resistance of the chord cross-section A o,Rd should be determined allowing for the shear force transferred...

Joints

Eurocode 3 Calcul des structures en acier - Partie 1-8 Eurocode 3 Bemessung und Konstruktion von Stahlbauten Calcul des assemblages - Teil 1-8 Bemessung von Anschl ssen This draft European Standard is submitted to CEN members for formal vote. It has been drawn up by the Technical Committee CEN TC 250. If this draft becomes a European Standard, CEN members are bound to comply with the CEN CENELEC Internal Regulations which stipulate the conditions for giving this European Standard the status of...