Weld in tension
Weld in tension
(OP)
I have two HSS10x10 beams 90 degrees turned from each other and one hung from the other with an 11 k tension load and minor bending. The Architect does not want any connection hardware. Usually I set up welds to be in shear. In this case though welding the four interfacing sides would be all in tension. It should be no different then a bending moment on a welded connection though. By the numbers it works fine. Has anyone of you done something like this?
Thanks!
Thanks!
Eric McDonald, PE
McDonald Structural Engineering, PLLC





RE: Weld in tension
Michael.
Timing has a lot to do with the outcome of a rain dance.
RE: Weld in tension
RE: Weld in tension
All four sides are groove welds. I am considering adding two "shear tabs" in tension placed on top of the lower beam and sandwiching the upper beam. That will remove two of the four groove welds.
This is for a residential deck structure, so no major cyclycal loads
Eric McDonald, PE
McDonald Structural Engineering, PLLC
RE: Weld in tension
Lower beam and on top of and left and right don't mean a thing from here, I can't see what you're looking at. A sketch would really be helpful, with moments and forces and their orientations, if you want help. Imagine the number of picture that could be drawn from your description, each a slightly different design problem. Your bending condition must be inducing one hell of a moment and shear, if you need intentional (prepared) grooves along two of the edges. The other two grooves are your fault for having chosen HSS's, but ask your fabricator how to handle these grooves. Paddington must have pulled out a catalog, and I don't doubt his open radius area comment. The fabricator will probably lay a filler bar in that opening, and just fill the groove over it, with the corner transition from this groove to the side fillets requiring a bit of welding finesse. Now, let's see which of the welds is loaded by tension/compression from the moment, but you can't make a small enough weld on those tubes to be over loaded by the 11K tention.
RE: Weld in tension
http://www.FerrellEngineering.com
RE: Weld in tension
connectegr: are you by any chance Tony or Doug so I could e-mail a pdf?
Eric McDonald, PE
McDonald Structural Engineering, PLLC
RE: Weld in tension
http://www.FerrellEngineering.com
RE: Weld in tension
If you look at the little box below where you type your posts you'll see a link to "...or upload your file"
What is Engineering anyway: FAQ1088-1484: In layman terms, what is "engineering"?
RE: Weld in tension
Michael.
Timing has a lot to do with the outcome of a rain dance.
RE: Weld in tension
http://www.FerrellEngineering.com
RE: Weld in tension
Eric McDonald, PE
McDonald Structural Engineering, PLLC
RE: Weld in tension
http://www.FerrellEngineering.com
RE: Weld in tension
Eric McDonald, PE
McDonald Structural Engineering, PLLC
RE: Weld in tension
http://www.FerrellEngineering.com
RE: Weld in tension
Eric McDonald, PE
McDonald Structural Engineering, PLLC
RE: Weld in tension
Eric McDonald, PE
McDonald Structural Engineering, PLLC
RE: Weld in tension
Michael.
Timing has a lot to do with the outcome of a rain dance.
RE: Weld in tension
RE: Weld in tension
If nothing else, very cheap liability insurance.
RE: Weld in tension
RE: Weld in tension
UT testing of the partial penetration welds shown will show incomplete fusion in the root of the weld.
"Industry standard is 100% UT of all tension groove welds" In my experience this applies to complete penetration groove welds, not necessarily partial penetration welds.
dhengr
Specifying a minimum weld length never hurts
http://www.FerrellEngineering.com
RE: Weld in tension
Michael.
Timing has a lot to do with the outcome of a rain dance.
RE: Weld in tension
UT will also find Lack-of-Fusion on side walls, cracking due to inadequate preheat of highly restrained joints, slag inclusions, etc. All these defects will greatly reduce the actual strength of a critical weld.
If you cannot find a UT tech that has problems with Partial-Penn welds, get a better-trained tech. Includes backing-bar welds. Most UT techs can do these welds, some cannot.