Abstract
My;Rk 1⁄4 0:3 fu;k d where My;Rk is the fastener yield moment, fu;k is the characteristic tensile strength, and d is the bolt diameter. Because of this error, one result is wrong in Table 4 (see below), from where the authors claimed that the analytical procedure of EC 5 [1] leads to an 82.7 % underestimation of the connection strength with respect to the experimental result. For steel-timber connections using multiple fasteners subjected to a loading parallel to grain near the end of the timber member, the characteristic load-carrying capacity of fracture along the perimeter of the fastener area, which can be caused either by block shear failure or by plug shear failure, should read:
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