Steel Buildings in Europe

Title APPENDIX D Worked Example: Design of portal frame using elastic analysis 25 of 44 4 - 106 7.8. Resistance of the cross-section 7.8.1. Shear resistance Shear area : A v = A - 2 bt f + ( t w +2 r ) t f but not less than  h w t w A v = 9880 2 190 14, 6 (9, 4 2 21) 14, 6        = 5082 mm 2 EN 1993-1-1 §6.2.6(3)  h w t w = 1, 0 420,8 9, 4   = 3956 mm 2  A v = 5082 mm 2  from EN 1993-1-1 §6.2.6(3) V pl,Rd =   M0 v y 3  A f =   3 10 1, 0 355 3 5082   = 1042 kN V Ed = 118 kN < 1042 kN OK EN 1993-1-1 §6.2.6(3) Bending and shear interaction When shear force and bending moment act simultaneously on a cross-section, the shear force can be ignored if it is smaller than 50% of the plastic shear resistance of the cross-section. EN 1993-1-1 §6.2.8 V Ed = 118 kN < 0,5 V pl,Rd = 521 kN OK Therefore the effect of the shear force on the moment resistance may be neglected. 7.8.2. Compression resistance N c,Rd = M0 y  A f = 3 10 1, 0 355 9880    = 3507 kN N Ed = 127 kN < 3507 kN OK EN 1993-1-1 §6.2.4 Bending and axial force interaction When axial force and bending moment act simultaneously on a cross-section, the axial force can be ignored provided the following two conditions are satisfied: N Ed  0,25 N pl,Rd and N Ed  M0 w w y 0,5  h t f 0,25 N pl,Rd = 0,25  3507 = 877 kN And 3 M0 w w y 10 1, 0 0,5 420,8 9, 4 355 0,5        h t f = 702 kN 127 kN < 887 kN and 702 kN OK EN 1993-1-1 §6.2.9 Therefore the effect of the axial force on the moment resistance may be neglected.