welding plate on existing wf
welding plate on existing wf
(OP)
q= VQ/ I is the computation of stitch weld for bottom plate.. is V the actual max vertical shear?
am confused what if i have a frame no vertical shear
only horizontal force due to wind.. if i need to add plate at the bottom of wide flange.. how would i compute the welding..
i am confused.. can someone explain this to me..
thanks,
am confused what if i have a frame no vertical shear
only horizontal force due to wind.. if i need to add plate at the bottom of wide flange.. how would i compute the welding..
i am confused.. can someone explain this to me..
thanks,






RE: welding plate on existing wf
RE: welding plate on existing wf
just want to be clear on that..
RE: welding plate on existing wf
RE: welding plate on existing wf
do i weld the plate all the way or get the max V and stitch weld it?
RE: welding plate on existing wf
RE: welding plate on existing wf
For an axial column-type member, the added plate is there for two reasons:
1. Adding cross sectional area, A, to minimize the compressive stress in the shape, and
2. Adding cross sectional properties of Ix and Iy to increase the Euler buckling capacity and this increase the column axial capacity.
You are essentially doing both when you add the plate.
Now to be able to count on the increased Euler buckling, you need to connect the plate with enough capacity so that the buckling load can be taken without the welds between the plate and column failing first.
AISC, in the 13th Edition Manual, has section E6 that covers this issue. Good luck!
RE: welding plate on existing wf
am confused i have a beam connecting to column web..
if i add wt to column flange am i actually increasing the axial capacity of column per that beam connection..
i know in staad i can fool that but in reality the beam is only connected to column web and will not be connected to wt