Steel Buildings in Europe

Title APPENDIX A Worked Example: Design of a continuous chord connection using splice plate connections 19 of 24 5 - 72 Table A.5 Connection of the flanges – Flange component – Design shear forces in kN in the basis   h v , . Bolt b 1 b 2 b 3 b 4 b 5 b 6 i h -70 0 70 -70 0 70 i v 50 50 50 -50 -50 -50 i r 86,02 50 86,02 86,02 50 76,02 M,bi F 2,42 1,41 2,42 2,42 1,41 2,42 M,bi,h F 1,41 1,41 1,41 -1,41 -1,41 -1,41 M,bi,v F 1,97 0 -1,97 1,97 0 -1,97 N,bi,h F -82,58 -82,58 -82,58 -82,58 -82,58 -82,58 V,bi,v F 0,14 0,14 0,14 0,14 0,14 0,14 V,bi,Ed F 81,20 81,17 81,20 84,02 83,99 84,01 V,bi,h,Ed F -81,17 -81,17 -81,77 -83,99 -83,99 -83,99 V,bi,v,Ed F 2,11 0,14 -1,83 2,11 0,14 -1,83 With regard to the plate component The connection of the flanges is a single lap joint so the design shear forces for each bolt with regard to the plate component are directly deduced from the previous results. The value of 84,02 kN can be retained. 8.3. Design slip resistance F S,Rd By considering: Bolts in normal holes  1, 0 s  k Class friction surfaces = Class A  0,5   And with:  s,f A 303 mm 2 tensile stress area of the bolt   s,f ub p,c 0, 7 f A F 212,1 kN pretension force n number of the friction surfaces Single lap joint  1  n for each component Then:    p,c M3 s s,Rd,p Rd,f s, F k n F F   84,54 kN EN 1993-1-8 3.9.1 8.4. Design bearing resistance F b,Rd for each bolt EN 1993-1-8 Table 3.4 We confine to the horizontal direction for the determination of the design bearing resistance (see 8.2).