Steel Buildings in Europe

Title Appendix B Worked Example: Design of a truss node with gusset 10 of 44 5 - 89 Shear resistance   2 2,Ed 1 1,Ed g1,Ed cos ; cos max   N N V  = 457,82 kN   3 M0 g1 y g1,pl,Rd  A f V  = 799,34 kN g1,pl,Rd g1,Ed V V   OK Axial force resistance    3 i 1 i i,Ed g1,Ed ) sin(  N N = 674,47 kN M0 g1 y g1,pl,Rd  A f N  = 1384,50 kN g1,pl,Rd g1,Ed N N   OK Checking of gross cross-section 2 With A g2 cross-sectional area 2 A g2 = L g t g = 8700 mm 2 Shear resistance    3 i 1 i i,Ed g2,Ed ) sin(  N V = 674,47 kN   3 M0 g2 y g2,pl,Rd  A f V  = 1783,15 kN g2,pl,Rd g2,Ed V V   OK Axial force resistance    3 i 1 i i,Ed g2,Ed ) cos(  N N = 152,83 kN M0 g2 y g2,pl,Rd  A f N  = 3088,5 kN g2,pl,Rd g2,Ed N N   OK 3.3. Connection N3 – Back-to-back double-angle diagonal member N3 to gusset bolted connection The shear connection in compression is designed as Category C. The sizes of the components and the positioning of the holes are shown on the Figure B.10 and Figure B.11.