Steel Buildings in Europe

Part 5: Detailed Design of Trusses 5 - 43 M Ed = 1,36 kNm Tension resistance The tension resistance of the section is determined by two conditions, on in gross section and the other in net section: Gross section 1956 kN 1,0 5510 0,355 M0 y pl,Rd    x Af N  Net section (See arrangements described in Annex 2) 2 net (2 26 12) 4886 mm 5510      A For angles connected by a single leg, EN 1993-1-8 gives an additional requirement for the effect of eccentricity of the tension force in the angle (distance between the neutral axis and the gauge marking) on the forces (appearance of secondary moments). This method involves the application of an ultimate resistance reduction factor for the angle (EN 1993-1-8 Clause 3.10.3(2)) M2 net u 3 u,Rd γ A f β N  The reduction factor β 3 depends on the distance between axes p 1 . For, p 1 = 2,5 d 0 = 65 mm:  3 = 0,5 (EN 1993-1-8 Table 3.8) N.B.: The reduction factors β are only provided for a simple angle; the method is conservative for a “double angle”. It is recommended that, within the connection, the behaviour of the two simple diagonals is considered with respect to these local phenomena. 997 kN 1,25 0,5 4886 0,51 0,5 M0 net u u,Rd       A f N Then: ) 997 kN , min( u,Rd pl,Rd t,Rd   N N N Bending resistance In simple bending in the truss plane (EN 1993-1-1 (6.2.5)): 3 el 85,46 cm  W 30,3 kNm 1,0 85,46 0,355 M0 el y el,Rd      W f M Verification: