Steel Buildings in Europe

Title APPENDIX A Worked Example: Design of a continuous chord connection using splice plate connections 13 of 24 5 - 66 7.5. Checking bolts 7.5.1. With regard to the web component Individual checking Design bearing resistance 109, 01kN 96, 07 b,Rd,w V,Ed,w    F F Design slip resistance 107 ,52kN 96, 07 s,Rd,w V,Ed,w    F F EN 1993-1-8 Table 3.2 Group of fasteners The 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 = 254,47 mm 2 (gross cross-section of the bolt) Then: v,Rd F = 122,15 kN Since b,Rd,w v,Rd F F  for only three bolts as a result the design of our group of fasteners:   6 109, 01 654, 06kN min b,bi,Rd,w bi r,b,Rd,w      F n F g EN 1993-1-8 3.7 Then: 654, 06kN 576, 42 r,b,Rd,w w    g F N 7.5.2. With regard to the plate component Individual checking Design bearing resistance 74,97 kN 48, 03 b,Rd,p V,Ed,p    F F Design slip resistance 53, 76kN 48, 03 s,Rd,p V,Ed,p    F F EN 1993-1-8 Table 3.2 Group of fasteners The shear resistance per shear plane Error! Objects cannot be created from editing field codes. is equal to: v,Rd F = 122,15 kN Since Error! Objects cannot be created from editing field codes. for each of the bolts as a result the design of our group of fasteners: 578,34kN 3 117 ,81 3 74,97 1 b,bi,h,Rd gr,b,h,Rd        bi n F F EN 1993-1-8 3.7 Then: 578,34kN / 2 228, 21 r,b,Rd w    g F N