Beam column connection in glulam members
Beam column connection in glulam members
(OP)
Beam to column glulaminated member connection
Now the dilemma I am facing is should I make the beam interrupt the column or should I make column interrupt the beam? I have attached pics to make it clear
If I make the beams interrupt the columns then doesn't that mean the beam will carry the axial loads that are coming from the above column if so is there a need for any design adjustments? See Fig A)
Or if I make the columns interrupt the beams then should I assume the beams to be a series of one span fixed support beam without continuity meaning should I assume there is no transfer of moments from one span to the other span? See Fig B)
Now the dilemma I am facing is should I make the beam interrupt the column or should I make column interrupt the beam? I have attached pics to make it clear
If I make the beams interrupt the columns then doesn't that mean the beam will carry the axial loads that are coming from the above column if so is there a need for any design adjustments? See Fig A)
Or if I make the columns interrupt the beams then should I assume the beams to be a series of one span fixed support beam without continuity meaning should I assume there is no transfer of moments from one span to the other span? See Fig B)





RE: Beam column connection in glulam members
Detail B or similar: I prefer this arrangement. With special detail you could transfer moments but usually this is not the case.
Do you need moment fixity for lateral stability of the structure?
RE: Beam column connection in glulam members
RE: Beam column connection in glulam members
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: Beam column connection in glulam members
RE: Beam column connection in glulam members
RE: Beam column connection in glulam members
I have attached the connection I am planning to use in my design & the question I am struggling with is; will it carry & transfer moment in other words do I need to design the bolts for flexure ? I have only designed the bolts in plate A with the shear force from the beam reaction I have gotten in my analysis, & how will I design plate B & plate c.
& I thank you all for your comments.
RE: Beam column connection in glulam members
Once you make the beams simply supported, they will not be able to be used as part of a moment frame lateral system. You would need to use something else for your lateral system.
I see the bolts in plate B being designed for shear and tension and the bolts in plate A being designed for a small amount of shear if the beams will have axial forces in them.
I'd recommend posting a sketch of the joint showing the forces that you intend to design for. We'll be in a better position to help that way.
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: Beam column connection in glulam members
RE: Beam column connection in glulam members
1) It appears that you've disregarded the advice above to make this a simple connection that a frame connection.
2) As detailed, your connection will not be suitable for transferring moment.
Do you have to resist lateral loads using your timber frame as a moment frame?
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: Beam column connection in glulam members
RE: Beam column connection in glulam members
Shear walls? Braced frames? It depends what your constraints are.
I'm not sure what mean here. Most timber beams are simply supported.
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: Beam column connection in glulam members