Steel Buildings in Europe

Title APPENDIX A Worked Example: Design of a continuous chord connection using splice plate connections 21 of 24 5 - 74 For the other bolts: 0, 72 b,inner   134,19kN b,Rd,p  F In the end for the plate component, the minimum value is retained: 90,32kN b,Rd,p  F 8.5. Verification of the bolts 8.5.1. With regard to the flange component Individual checking Design bearing resistance 134,19kN 84, 02 b,Rd,w V,Ed,w    F F Design slip resistance 84,54kN 84, 02 s,Rd,w V,Ed,w    F F EN 1993-1-8 Table 3.2 Group of fasteners The design shear resistance per shear plane v,Rd F is taken as: M2 v ub v,Rd   f A F  EN 1993-1-8 Table 3.4 By considering that the shear plane does not pass through the threaded portion of the bolt in normal holes:   v = 0,6  A = 380,13 mm 2 (gross cross-section of the bolt) Then: v,Rd F = 182,46 kN Since b,Rd,w v,Rd F F  for all the bolts, the design resistance of our group of fasteners is equal to: 885,15kN 2 174,19 4 134,19 bi 1 Rd,f b,bi, r,b,Rd,w        n g F F EN 1993-1-8 3.7 Then: 885,15kN 495, 49 Rd,f r,b, f    g F N 8.5.2. With regard to the plate component Individual checking Design bearing resistance: 90,32kN 84, 02 b,Rd,p V,Ed,p    F F Design slip resistance: 84,54kN 84, 02 s,Rd,p V,Ed,p    F F EN 1993-1-8 Table 3.4 Group of fasteners The shear resistance per shear plane v,Rd F is equal to: v,Rd F = 182,46 kN