Steel Buildings in Europe

Title 2.4 Worked Example – Partial depth end plate 3 of 7 5 – 16 Shear area of beam web, A v = 430 9  = 3870 mm 2 Shear resistance of beam web, V pl,Rd = 3 10 1, 0 275 / 3 3870    = 614 kN V Ed = 550 kN  614 kN, OK 2.2.2. Bending resistance at the notch Not applicable (No notch) 2.2.3. Local stability of notched beam Not applicable (No notch) 2.2.4. Bolt group resistance 2 1 1 550 kN e e p = 40 = 70 = 30 IPE A 550 Basic requirement: Rd Ed V F  The design resistance of the bolt group, Rd F : if   v,Rd b,Rd max F F  then b,Rd Rd Σ F F  § 3.7 if max b,Rd v,Rd b,Rd min ) ( ) ( F F F   then min b,Rd s Rd ) ( F n F  if   b,Rd min v,Rd F F  then v,Rd s Rd 0,8 n F F  2.2.4.1. Shear resistance of bolts The shear resistance of a single bolt, F v,Rd = M2 v ub   f A Table 3.4 For M20 8.8 bolts, F v,Rd = 3 10 1, 25 245 0, 6 800     = 94 kN