Welding of HSS to HSS

[EngDM]

I'm working on the connections in an HSS truss, and I am spot checking with Risa connection when I noticed that, if the width of your branch member width + 2*weld D exceeds the workable flat of the HSS chord, it doesn't allow you to proceed with the calculation. I've screenshotted their report below:



However, we have received structural steel shop drawings (when we are EOR) where the weld does not pass this same check, and fillet welds are still used all around.

Realistically I could groove weld the branch to the chord, but I know I've seen fillets used even though they don't "pass" this check which are much more cost effective.

 

[jhnblgr]

I think it is a best practice thing, I am not a big fan of RISA connection software, some of its error outputs are difficult to investigate or resolve.

Welding in HSS Corners | Steel Tube Institute

Although it is generally recommended to avoid welding in the rounded corner regions of square and rectangular HSS, it is sometimes required, such as when full-width branch-to-chord truss or frame connections are desired.

steeltubeinstitute.org

 

[EngDM]

I think it is a best practice thing, I am not a big fan of RISA connection software, some of its error outputs are difficult to investigate or resolve.

Welding in HSS Corners | Steel Tube Institute

Although it is generally recommended to avoid welding in the rounded corner regions of square and rectangular HSS, it is sometimes required, such as when full-width branch-to-chord truss or frame connections are desired.

steeltubeinstitute.org

Agreed. Hunting down their references is a nightmare. Especially for CSA references, where the page they reference isn't the same for the edition they are running the connection for.