hss beam to hss column shear connection

huangyhg

hss beam to hss column shear connection
has anyone ever used a shear tab connection between a hss beam and hss column? i had a detailer contact me regarding this type of connection. they would prefer to slot the beam and slide a plate into the slot and weld the plate to the hss beam which in turn would bolt to a shear tab that is attached to an hss column. i can't find any standard details or design for this type of connection or have i seen it done this way.
thank you
val courtney, pe
valstone engineering, inc.
keep in mind that if you use a single, vertical slot plate then all the shear will have to flow through bending in the top and bottom flanges - which is not the best condition.
what if i used a end plate on the hss beam and welded a plate to the end plate?
val courtney, pe
valstone engineering, inc.
that would be better - just try to achieve a direct shear flow load path through the connection without depending on bending/flexure.
i guess my concern is that if i provide a end plate on the end of the hss beam and weld a plate to the end plate and bolt the plate to a shear tab welded to the hss column that a hinge at the bolts is created. am i correct in this assumption?
val courtney, pe
valstone engineering, inc.
are you trying to develop a moment connection?
how much shear are you talking about?  what's the end reaction and how large are the shapes?
courtnvm - the black aisc hss manual has that very connection (end plate with shear tab bolted to shear tab at column) and a design procedure.  i bet there's an example in the 13th edition manual as well.
where is that located in the hss manual? i could not find it.
val courtney, pe
valstone engineering, inc.
why not use a seat angle sized for the shear?
that is what they are going to use, but i would like to know about this type of connection in the future. any field welding that can be avoided is money saved.
val courtney, pe
valstone engineering, inc.
courtnvm,
i have used this type of detail dozens of times in australia and never had a problem with it (yes it is on the underside of the world, but gravity still pushes down and wind still blows sidewards.)
if the connection is near the top of the post then make sure that the cap plate is substantial and has a good size weld. also dont forget your minimum eccentricities as per aisc.
aggieyank,
i have never understood why you americans us all these angles for connections anyway.