Will moment capacity develop in a horizontal channel section that is attached to the exterior flange of a wide flange beam column? The Column is bent along the weak axis. The channel is bolted through the web to the column flange. The frame is loaded horizontally at the connection (seismic). The base of the column is considered pinned. I have attached a sketch with some other detail.
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Channel Web to W-Flange Column Connection
- Thread starter Sidework
- Start date
I get 6.4 kips plus the shear reaction.
The entire 6 kip.ft bending moment will go into the one flange of the column -check it with the bolt holes out.
There will be torion induced in the column unless there is sufficient bracing to resist this.
You will have eccentricity perpendicular to the beam span.
I would also recommend the stiffeners as kikflip has suggested.
The entire 6 kip.ft bending moment will go into the one flange of the column -check it with the bolt holes out.
There will be torion induced in the column unless there is sufficient bracing to resist this.
You will have eccentricity perpendicular to the beam span.
I would also recommend the stiffeners as kikflip has suggested.
hi Sidework,
The answer is the bolt connection is able to transfer moment. And all the moment that connection allows.
This connection is grouped in "ECCENTRICALLY LOADED BOLT GROUPS" and is the type "Eccentricity in the Plane of the Faying Surface", please got to AISC "Manual of Steel Construction".
And can be solved by two ways "Instantaneous Center of Rotation Method" and "Elastic Method".
I ask for your allowance, and i will try to shorten your searching and reading, (this is only for STD Holes)
Pvi,v=V/n Phi,h=N/n
Pmi,v=M*h/IP
Pmi,h=M*b/Ip
where,
N = axial force
V = vertical force
M = is the moment (called torsional moment on manual)
Pv,i = vertical force due shear force on bolt i
Pmi,v = vertical force due moment on bolt i
Pmi,h = horizontal force due moment on bolt i
h = horizontal distance from CGb to bolt i
v = vertical distance from CGb to bolt i
Ip=4*(h^2+v^2)*Ab
Ab= bolt area
Pv=Pvi,v + Pmi,v
Ph=Pvi,h + Pmi,h
Then normal check bearing, shear, stiffner requirements, etc.
ajose
The answer is the bolt connection is able to transfer moment. And all the moment that connection allows.
This connection is grouped in "ECCENTRICALLY LOADED BOLT GROUPS" and is the type "Eccentricity in the Plane of the Faying Surface", please got to AISC "Manual of Steel Construction".
And can be solved by two ways "Instantaneous Center of Rotation Method" and "Elastic Method".
I ask for your allowance, and i will try to shorten your searching and reading, (this is only for STD Holes)
Pvi,v=V/n Phi,h=N/n
Pmi,v=M*h/IP
Pmi,h=M*b/Ip
where,
N = axial force
V = vertical force
M = is the moment (called torsional moment on manual)
Pv,i = vertical force due shear force on bolt i
Pmi,v = vertical force due moment on bolt i
Pmi,h = horizontal force due moment on bolt i
h = horizontal distance from CGb to bolt i
v = vertical distance from CGb to bolt i
Ip=4*(h^2+v^2)*Ab
Ab= bolt area
Pv=Pvi,v + Pmi,v
Ph=Pvi,h + Pmi,h
Then normal check bearing, shear, stiffner requirements, etc.
ajose
If you are using bolts in bearing mode then you will get some moment resistance due to friction in the joint but to develop full moment capacity would require rotation in the joint. If this rotation does not develop in the structure then you would not get a moment connection.
If you want a moment connection use a friction grip connection.
If you want a moment connection use a friction grip connection.
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