The beam will carry the reaction to its supports as shears. Obviously most of the shear will go to the end of the beam closest to this point load.
During typical analysis the support is assumed to be an infinitely small pin, with no rotational resistance. In reality in reality we are attaching...
The weak axis bending resulting from the eccentricity from the center of the plate to the center of the beam is often not considered in the design of the plate, since the beam, especially when connected to a diaphragm, will be much stiffer than the plate and therefore will take the lion’s share...
As has been stated, in practice truss joints are usually, and should be, assumed pinned both during the design of the main members and during the connection design. I have posted some thoughts regarding the design of trusses here:
http://larrymuir.building.officelive.com/Trusses.aspx
Near the...
I saw my name mentioned so I thought I would chime in.
Though my current AISC seminar does not directly address lifting lugs, it has come up, and I am sure I have cautioned against using Chapter D “as is”. The pin-connected members discussion in Chapter D of the AISC Specification is not...
My practice has always been to assume fixed edges for HSS members and pinned edges for wide flange shapes. This is because the flanges of a wide flange can rotate, as has been pointed out.
I think you may find others in the literature who also suppoort this practice.
