HSS Beam to WF Column Moment Connection
HSS Beam to WF Column Moment Connection
(OP)
I have a project with a 20' OHD beam/lintel supporting 30' of roof and storage loads, as well as 12' of non-arching brick loads (several windows above). This is an owner lead project and the door/floor/roof span is what is being requested. An angle will be welded to a HSS beam which was selected to transfer the torsion applied by the brick to the columns. A moment connection is being utilized to reduce the deflection of the lintel to 0.30" per MSJC requirements (US design). My goal (as always) it to produce an easily fabricated and erected design.
Attached are my proposed frame details and two moment connection options. There seems to be limited data out there on connections like this, but by modifying some WF moment connections, I think these two options are acceptable. Assuming all the values check out. Is there a better option for this connection that I am missing? Any help would be great!
Attached are my proposed frame details and two moment connection options. There seems to be limited data out there on connections like this, but by modifying some WF moment connections, I think these two options are acceptable. Assuming all the values check out. Is there a better option for this connection that I am missing? Any help would be great!






RE: HSS Beam to WF Column Moment Connection
RE: HSS Beam to WF Column Moment Connection
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: HSS Beam to WF Column Moment Connection
RE: HSS Beam to WF Column Moment Connection
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: HSS Beam to WF Column Moment Connection
RE: HSS Beam to WF Column Moment Connection
Regardless, it sounds as though BadgerPE is doing exactly as you have suggested. My concern with #3 is that I don't generally like using bolted shear connections in combination with welded flange plates. As Northridge showed us, the flange plates don't listen very well when told not to resist shear. Another good reason not to go with a welded flange plate up top.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: HSS Beam to WF Column Moment Connection
RE: HSS Beam to WF Column Moment Connection