Steel Buildings in Europe

Title APPENDIX A Worked Example: Design of a continuous chord connection using splice plate connections 22 of 24 5 - 75 Since b,Rd,w v,Rd F F  for all the bolts, the design of our group of fasteners is equal to: 717 , 40kN 2 90,32 4 134,19 bi 1 b,bi,Rd,p r,b,Rd,p        n g F F EN 1993-1-8 3.7 Then: 717,40kN 495,49 r,b,Rd,p f p     g F N N 8.6. Design of net cross-section For a connection in tension, the design plastic resistance of the net cross- section at bolt holes should be verified:   b 1 net,Rd V,Ed n F N Where n b is the number of bolts located in the considered net cross-section. EN 1993-1-8 Table 3.2 8.6.1. Flange component The net section area is: 2 0,f f f,net 1427, 25mm 2    A A d t f And: 506, 67 kN M0 f,net y f,net,Rd    f A N Then: 2 84, 02 168, 04kN 506, 67 2 1 V,Ed,f f,net,Rd       F N 8.6.2. Plate component The net cross-section is taken as 2 0,w p p p,net 1568mm 2    A A d t From where 556, 64kN M0 p,net y p,net,Rd    f A N Then: 2 84 02 168 04kN 556 64 2 1 V,Ed,p p,net,Rd , , ,       F N Note: The global cross-section of the beam has been verified accounting for the holes for fastener and the combination of the internal forces (see 4). The net cross-section of the plate component should also be verified under this combination of internal forces. Assuming a uniform distribution of the load in the section, it is proposed that: y 2 2 max 3 f       Where: v I M A N t p,ne p p,net p    and p,net p A V  