## Figure Area ofequivalent TStub in compression

(7) The design bearing strength of the joint fd should be determined from fiA Pi FRAn (beff 4ff) (6.6) j'i is the foundation joint material coefficient, which may be taken as 2 3 provided that the characteristic strength of the grout is not less than 0,2 times the characteristic strength of the concrete foundation and the thickness of the grout is not greater than 0,2 times the smallest width of the steel base plate. In cases where the thickness of the grout is more than 50 mm, the...

## Figure Determination of the leverarm z forcolumn base connections

6.2.8.2 Column bases only subjected to axial forces (1) The design resistance, j,Rd of a symmetric column base plate subject to an axial compressive force applied concentrically may be determined by adding together the individual design resistance -FC,Rd of the three T-stubs shown in Figure 6.19 (Two T-stubs under the column flanges and one T-stub under the column web.) The three T-stubs should not be overlapping, see Figure 6.19. The design resistance of each of these T-stubs should be...

## Figure Examples ofsupplementary web plates

6.2.6.2 Column web in transverse compression (1) The design resistance of an unstiffened column web subject to transverse compression should be determined from co is a reduction factor to allow for the possible effects of interaction with shear in the column web panel according to Table 6.3 beff,c,wc is the effective width of column web in compression ac , rc and ab are as indicated in Figure 6.6. for bolted end-plate connection

## 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...

## Info

*) No information available in this part. 6. Design Resistance 6. .1 Internal forces (1) The stresses due to the internal forces and moments in a member may be assumed not to affect the design resistances of the basic components of a joint, except as specified in 6.2.1(2) and 6.2.1(3). (2) The longitudinal stress in a column should be taken into account when determining the design resistance of the column web in compression, see 6.2.6.2(2). (3) The shear in a column web panel should be taken...

## L N FJ NuJ

Taking account of the sign of N1Ed and N2,Ed where 17V2,Ed I < M,Ed (1) Provided that the geometry of the joints is within the range of validity given in Table 7.20, the design resistances of the joints should be determined using the expressions given in Table 7.21 or Table 7.22 as appropriate. Table 7.20 Range of validity for welded joints between CHS or RHS brace members and I or H section chord members Table 7.20 Range of validity for welded joints between CHS or RHS brace members and I or...

## 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...

## Rotation capacity

(1) In the case of rigid plastic global analysis, a joint at a plastic hinge location should have sufficient rotation capacity. (2) The rotation capacity of a bolted or welded joint should be determined using the provisions given in 6.4.2 or 6.4.3. The design methods given in these clauses are only valid for S235, S275 and S355 steel grades and for joints in which the axial force NEd in the connected member does not exceed 5 of the design plastic resistance Np( Rd of its cross-section. (3) As...

## Qsw

Take A i,Rd as the value of NiRd for a T, X or Y joint from Table 7.11, but with t0 replaced by (t0 + ip ) for chord side wall buckling failure and chord side wall shear failure only. Reinforced with flange plates to avoid chord face faili ure, brace failure or punching shear. Take i,Rd as the value of i,Rd for a K or N joint from Table 7.12, but with t0 replaced by tp for chord face failure, brace failure and punching shear only. Reinforced with a pair of side plates to avoid chord shear...

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

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 Column flange with backing plates

6.2.5 Equivalent T-stub in compression 1 In steel- to-concrete joints, the flange of an equivalent T-stub in compression may be used to model the design resistances for the combination of the following basic components - the steel base plate in bending under the bearing pressure on the foundation, - the concrete and or grout joint material in bearing. 2 The total length leff and the total width beff of an equivalent T-stub should be such that the design compression resistance of the T-stub is...

## Figure Transverse compression on an unstiffened column

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

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...