Steel Buildings in Europe

Title Appendix B Worked Example: Design of a truss node with gusset 42 of 44 5 - 121 We are dealing with a single angle in tension by a single row of bolts in one leg. During the checking of the net cross-section of this angle, the design ultimate resistance should be determined as follows: M2 net u 2 u,Rd   A f N  With 0, 4 2   ( 0 1 65 2,5 d p   ) EN 1993-1-8 3.10.3 (2) and Table 3.8 3.6. Influences of the eccentricity and other parameters We consider only the bolts with regard to the gusset component. 3.6.1. Connection N3 – Moment due to eccentricity The effects of the eccentricity depend of the locations of the bolts comparatively with the neutral axis but also to each other. Lets the moment due to the eccentricity equal to 0. In this case and whatever the bolt we obtain in the basis   h v , : 101,57 kN V,b,Ed  F (value without moment due to eccentricity) 67 , 03kN V,b,h,Ed  F (value without moment due to eccentricity) 76,30kN V,b,v,Ed  F (value without moment due to eccentricity) Values to compare at the results obtained for the bolt b 1 : 164 , 03kN V,b,Ed  F (value with moment due to eccentricity) 20, 21kN V,b,h,Ed  F (value with moment due to eccentricity) 162, 78kN V,b,v,Ed  F (value with moment due to eccentricity) 3.6.2. Connection N3 – Influence of number of bolts and spacing p 1 Reduce the number of bolts from 6 to 5 by suppression of bolt marked b 6 (see Figure B.14). This modification modifies the location of the centre of gravity of the bolt group. Even if the moment due to eccentricity decrease, the design shear loads per bolt increase. And two bolts ( b 1 and b 3 ) do not again satisfy to the criteria relative to the design bearing resistances (see tables below).