Composite box section weld requirements?
Composite box section weld requirements?
(OP)
I have a situation where I am cantilevering a 4' WF outrigger from the web of a WF to pick up some lighting. It is a relatively small load, but the WF will not work with the torsion. I have detailed this beam to have a single plate welded to the top and bottom flanges on the side opposite the outrigger for the entire length of the beam so that I can analyze it as an HSS with a wall thickness equal to the thinnest piece (plate, web, or flange).
This section now works, but I am wondering how to calculate the required stitch welding for this detail. I think that continuous welding at the top and bottom flange will add too much heat and cause problems, but I am not sure how to calc the required weld. The shear flow from strong axis bending is straightforward, but what about the torsional stresses?
This section now works, but I am wondering how to calculate the required stitch welding for this detail. I think that continuous welding at the top and bottom flange will add too much heat and cause problems, but I am not sure how to calc the required weld. The shear flow from strong axis bending is straightforward, but what about the torsional stresses?






RE: Composite box section weld requirements?
RE: Composite box section weld requirements?
RE: Composite box section weld requirements?
Are you referencing problem 5 on page 2.10-9? If so, thanks for the letting me know of it. If not, please tell me the formula.
Thanks.
RE: Composite box section weld requirements?
RE: Composite box section weld requirements?
Thanks for pointing them out!!!