Why is the software calculating the web weld length as approximately half of what it is supposed to be? My connection entails a W250x58 welded to an end plate. The design code is CSA S16-14 which uses some calculations from AISC DG16. I would expect…

When designing Beam to beam shear connection using End plate per Eurocode, the weld check performed by RAM connection seems to be having a few errors as explained below. Weld size considered is leg size, whereas throat thickness should be considered…

In horizontal bracing connection, why weld capacity between the support angle and the gusset is considered for one side only while there is a double angle and each of them is welded to the gusset plate?