Steel Buildings in Europe

Title APPENDIX A Worked Example: Design of a continuous chord connection using splice plate connections 16 of 24 5 - 69 8.1. Design details EN 1993-1-8 Table 3.3 It is assumed that the truss is not exposed to weather or other corrosive influences. The design details should be verified in both directions of loading. By taking into consideration the limits specified in Table 3.3 of EN 1993-1-8, the following requirement have to be fulfilled:   0 1 2 1, 2 ; min d e e    0 1 2 2, 2 ; min d p p      min 14 ; 200mm ; max 1 2 t p p  The tables below check the design details for each component. Table A.3 Connection of the flanges – Plate component – Design details Distance or spacing Min. value Design value Max. value   1 2 e e ; min 28,8 30   1 2 p p ; min 52,8 70   1 2 p p ; max 100 161 Table A.4 Connection of the flanges – Plate component – Design details Distance or spacing Min. value Design value Max. value   1 2 e e ; min 28,8 30   1 2 p p ; min 52,8 70   1 2 p p ; max 100 196 8.2. Design shear force F V,Ed for each bolt With regard to the flange component The components of the design shear force are calculated in the basis   h v , (see Figure A.10). The group of bolts is subjected to a axial force f N , a shear force f V and a bending moment f M (see 6.2) The axial force f N generates a horizontal shear force: 82,58kN 6 f N,bi,h    N F for each bolt The shear force f V generates a vertical shear force: 0,14kN 6 f V,bi,v   V F for each bolt