Design Shear Resistance Per Bolt

The design tensile force per bolt for the ultimate limit state the design tension resistance per bolt the tension resistance of an equivalent T-stub flange the design shear resistance per bolt the design bearing resistance per bolt the design slip resistance per bolt at the serviceability limit state the design slip resistance per bolt at the ultimate limit state the design shear force per bolt for the serviceability limit state the design shear force per bolt for the ultimate limit state the...

Reference Standards Group

Figure 3.5 Factor asa function of the thickness ratio of the connected plates > 2,0 1,0 < ti t2 < 2,0 < 1,0 2 t2 < 1,5 d tx < 1,5 d ti < 1,5 d Figure 3.6 Limiting effective length for long injection bolts (1) The design resistance of a group of fasteners may be taken as the sum of the design bearing resistances -Fb,Rd of the individual fasteners provided that the design shear resistance v,Rd of each individual fastener is greater than or equal to the design bearing resistance...

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...

Structural hollow section

(8) For welding in cold-formed zones, see 4.14. (1) Provided that the geometry of the joints is within the range of validity given in Table 7.1, the design resistances of welded joints between circular hollow section members should be determined using 7.4.2 and 7.4.3. (2) For joints within the range of validity given in Table 7.1, only chord face failure and punching shear need be considered. The design resistance of a connection should be taken as the minimum value for these two criteria. (3)...

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

Flange Splice Full Diagram

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...

M

Resistance of pins at serviceability limit state NOTE Numerical values for yM may be defined in the National Annex. Recommended values are as follows i gt M2 1,25 yM3 1,25 for hybrid connections or connections under fatigue loading and yM3 1,1 for other design situations jui 1,0 7ms 1,0 yM6,ser 1,0 jui 1,1. 3 Joints subject to fatigue should also satisfy the principles given in EN 1993-1-9. 1 The forces and moments applied to joints at the ultimate limit state shall be determined according to...

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Pin Connection Design Eurocode

2 and 3 are reduction factors dependent on the pitch pi as given in Table 3.8. For intermediate values of pi the value of may be determined by linear interpolation Anet is the net area of the angle. For an unequal-leg angle connected by its smaller leg, Anet should be taken as equal to the net section area of an equivalent equal-leg angle of leg size equal to that of the smaller leg. Table 3.8 Reduction factors 2 and 3 Table 3.8 Reduction factors 2 and 3 Figure 3.9 Angles connected by one leg...

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

Intermittent Butt

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...

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...