Recent content by dik

Thanks...

Thanks gentlemen... I'll do a FEM on it. Just peaked my curiosity. The HSS is 3/8" wall thickness and the transverse plate is BAR 5/8" x 6 with 1/4" fillet weld all around (I'checked with the fabricator to confirm he has the clearance to weld).

Thanks gentlemen, it works.

I haven't finished my SMath program yet, but that was one of the concerns I had. I'll be looking at AISC as part of the work. I still have to include axial loading and clip angle design.

I'm in the process of determining if the flange plates work, including the axial load. Thanks... I may be back to my end plate solution.

I don't like using mesh; if used it should be sawcut like normal rebar. Also if used it should be in flat sheets, not rolled and should be chaired like normal rebar.

For a 6" slab, I usually use 2" concrete cover and sawcut 1-1/2" deep.

The most important thing about sawcutting is the timing... it should be done 4 to 6 hours after finishing (no ravelling of aggregate). 24 hours is too long. You can sawcut earlier if you use a Sofcut saw that helps prevent ravelling.

The BAR stock should be able to accommodate the gaps, and the bolted clip angle will hold the beam temporarily while welding the BAR material.

I have an unusual canopy connection with W12x30 beams framing into an HSS 8x8x0.375 column. They connect at different levels. There is a continuation of the beam on the opposite side of the column. I'm planning to field weld 5/8" end plates on the beam ends to the face of the columns as shown...

I would be reluctant to use intermittent welding in a corrosive environment.

China is leaving the US behind in many areas... https://www.aljazeera.com/news/2025/4/8/clean-energy-surges-globally-but-has-yet-to-replace-fossil-fuels-report

That core provided a huge eccentricity. In addition, there was almost no redistribution. Reinforcing may not have been as continuous as it could have been.

...as JAE, or can you insulate the pipe?

So they say...