Steel Buildings in Europe

Title Appendix B Worked Example: Design of a truss node with gusset 41 of 44 5 - 120 Where M0 nv M2 nt u eff,2,Rd 3 1 0,5   f A f A V y   With A nt = 633,6 mm 2 A nv = 3533,1 mm 2 We satisfy: 853, 4kN 406,9 eff,2,Rd 1,g,Ed    V N Angle component The Figure B.33 shows the block tearing for the gusset. N 1,a,Ed A nv A nv A nt A nt Figure B.33 Connection N1 – Block tearing for angle Our bolt group is subjected to eccentric loading and we have to satisfy: eff,2,Rd 1,a,Ed N V  EN 1993-1-8 3.10.2 (3) With A nt = 933,6 mm 2 A nv = 1402,5 mm 2 We satisfy: 407 ,91kN 203, 45 eff,2,Rd 1,g,Ed    V N 3.5. Connection N2 – Single angle post member N2 to gusset bolted connection We have a shear connection in tension to be designed as Category C. Given that the loading is low, the checking of this connection is not carry out. Otherwise the procedure stays the same with in addition the following point.