HSS to HSS single plate shear connection, limit checks 2

[juanlarar]

Hi everyone , I'm designing a shear connection with a single plate between an HSS beam and an HSS column. I'm having doubts about what all the possible limit checks are for this type of connection.

I'm reviewing AISC 360-22 and the Manual, 16th edition for clarity, and I understand that the welding might govern here and that I have punching shear due to the single shear plate. But what other limit checks should I consider, for example, in the beam?

 

[ANE91]

I recommend using WTs in lieu of the end plate, fin plate, and single shear plate. Cuts down on the checks with a more direct load path while simultaneously providing some out-of-plane stability, which this detail is wanting.

 

[DrZoidberWoop]

All the regular conventional & extended shear tab checks, beam checks, & plate checks apply.
HSS-specific checks would include:
1) Max weld the HSS wall can handle
2) HSS support b/t check (AISC 16th pg 10-96)
3) HSS support punching shear (AISC 16th eq 10-10)
4) If axial load is present, check support "web" yield line analysis (AISC 16th eq 9-44) & "punching shear" (different kind, same name) via (AISC eq 9-43), as req'd.

 

[HDStructural]

Agreed with ANE91 on the WTs. Also, check out AISC DG 24, HSS connections. Will likely have helpful information.

 

[cliff234]

I also recommend making the plate (or WT) that's welded to the horizontal HSS wider than the HSS to permit installation of an all-around fillet weld (vs the groove weld you are showing). A fillet weld is an easier weld than a groove weld.

 

[dik]

I recommend using WTs in lieu of the end plate, fin plate

I design connections plates for metal fabricators, and for normal loading a single plate is often used and is economical and adequate.

 

[human909]

I design connections plates for metal fabricators, and for normal loading a single plate is often used and is economical and adequate.

Agreed, too many engineers are too far removed from the construction process. So they optimise for weight or calculation economy rather than for overall economy.

Sometimes what is a 15 minute calculation will add 60 minutes to the steel detailers time. And 300 minutes to the fabricators time.

If you are a consulting engineer the trick is getting your clients to understand the value you are bringing to them and they'll be prepared to pay a premium for your services. If you take shortcuts that cost the client money then it just becomes a race to the bottom on engineering fees.

(My experience; detailer for a fabricator, salaried for D&C fabricator and also independent consultant.)

 

[EngDM]

I recommend using WTs in lieu of the end plate, fin plate, and single shear plate. Cuts down on the checks with a more direct load path while simultaneously providing some out-of-plane stability, which this detail is wanting.

Bearing WT or a WT to replace the proposed assembly and direct weld?

 

[Eng16080]

I design connections plates for metal fabricators, and for normal loading a single plate is often used and is economical and adequate.

Agreed, too many engineers are too far removed from the construction process . . .

How is a single plate being used to make this connection, whereas the detail shown at the top has a total of 3 plates?

I recommend using WTs in lieu of the end plate, fin plate, and single shear plate. Cuts down on the checks with a more direct load path while simultaneously providing some out-of-plane stability, which this detail is wanting.

If you're suggesting to field weld the T to the face of the column, I think that would be more labor/$$$ than keeping the single shear plate with bolts.