Steel Buildings in Europe

Title APPENDIX A Worked Example: Design of a continuous chord connection using splice plate connections 23 of 24 5 - 76 Assuming a uniform distribution of the shear stresses, this leads to a conservative situation. With 2 p,net 1568mm  A 4 holes p, gross p, p,net 477 87 171 23 306 64 cm , , ,      I I I Then: 2 316 N/mm   and 2 25 31 N/mm ,   Finally: 2 y 2 355 N/mm 341 31 N/mm    f , max  8.7. Design for block tearing EN 1993-1-8 3.10.2 8.7.1. Web component The bolt group is subjected to a concentric loading N f and an eccentric loading V f but considering the presence of the web we only consider the case with a concentric loading. The Figure A.13 shows the block tearing for the flange component A nt A nv N f Figure A.13 Connection of the flanges – Block tearing for flange component With: 2 f 0 2 nt 414mm 2( 0,5 )    d t e A 2 f 0 1 1 nv 3392,5mm 2( 2 2,5 )     d t e p A Then: 826, 24kN eff,1,Rd  V And: 495, 49kN 826, 24 w eff,1,Rd    N V 8.7.2. Plate component The bolt group is subjected to a concentric loading N p and an eccentric loading V p . The Figure A.14 shows the block tearing for the plate component