Steel Buildings in Europe

Title 5.4 Worked Example – Column Splice 7 of 8 5 – 99 5.3.2.2. Tension resistance of the net area N u,Rd = Mu u,p net fp, 0,9  f A EN 1993-1-1 § 6.2.3(2) Net area, A fp,net = 260  12 – 2  22  12 = 2592 mm 2 N u,Rd = 3 10 1,1 430 0,9 2592     = 912 kN Thus N u,Rd = 912 kN 5.3.2.3. Block tearing resistance For concentrically loaded bolt group: N bt,Rd = V eff,1,Rd Table 3.4 2 e 2 = 2  55 = 110 mm p 2 = 150 ≤ 2 e 2 Hence A fp,nt = t p ( 2 e 2 – d 0 ) = 12 (2  55 – 22) = 1056 mm 2 A fp,nv = 2 t p ( e 1 + ( n 1 – 1) p 1 – ( n 1 – 0,5) d 0 ) = 2  12 [40 + (2 – 1)  160 – (2 – 0,5)  22] = 4008 mm 2 V eff,1,Rd = 3 10 3 1, 0 4008 275 1,1 1056 430               = 1049 kN N bt,Rd = 1049 kN N t,Rd = min(1220; 912; 1049) = 802 kN F tie = 86 kN ≤ 912 kN, OK 5.3.2.4. Bolt group resistance Shear and bearing resistance of the flange cover plate Basic requirement: F tie ≤ F Rd The design resistance of the bolt group, F Rd,fp : b,Rd Rd Σ F F  if   v,Rd max b,Rd F F  min b,Rd fp Rd ) ( F n F  if max b,Rd v,Rd min b,Rd ) ( ) ( F F F   v,Rd fp Rd F n F  if   min b,Rd v,Rd F F  § 3.7 Shear resistance of bolts The shear resistance of a single bolt, F v,Rd = Mu v ub   f A Table 3.4 A factor to account for the long joint effect must be introduced if L j > 15 d 15 d = 15  20 = 300 mm L j = 160 mm, < 15 d