Quick Baseplate Thickness Check

-Your approach for biaxial bending check is not correct. The formula you have proposed is for the biaxial bending of the columns. Proposed beam B width 2t could be assumed 6t.

- Can you shift the anchor locations to the right end?
- I will suggest you , to develop a FEM to check the thickness.

What you have looks to be a conservative approach for both the beam widths and unity checks. You could go with a yield line approach and get a lot more capacity and still have it as a hand calc

I think the way you broke up the load path makes sense and should be conservative.

If you need more capacity, I would think you can use a wider beam A. Perhaps flare out at 45 from the center of column.

There is no biaxial bending at point A - you have normal stresses in orthogonal directions, which means you can check this using Von Mises Criterion.

It’s not wrong but it’s a very conservative approach. The load width assumptions are especially conservative. And your linear interaction of orthogonal stresses is again very heavy handed.

What thickness are you coming up with? For 1kNm I’d probably be using 16Pl.

One thing I would caution you on is that these sorts of baseplates are not as rigid as a theoretical fixed baseplate. if you are reliant on this to control deflections (eg a freestanding sign), you need to model the reduced stiffness at the base to get an accurate deflection number. You can easily end up with a thicker basement than you need for strength.

I would weld on a triangular gusset plate onto the column and baseplate that extends to the far left edge of the baseplate. Way more effective than thickening the base plate.

I appreciate the responses on this one guys. There's only going to be a handful of these plates on the project so the time spent modeling it in an FE package won't make the material saving worth it.

@HTURKAK curious if you have a reference for taking the beam width as 6t? I agree with the rest of your points and understand it should be the Von Mises Stress I should be checking in the plate at point A.

@canwesteng have you got a reference or guide book you'd suggest for learning the yield line approach?

@Tomfh I'm getting a 16thk plate required for this one which is being accepted by the architect. Deflection of the overall structure is minimal and well within limits so not too concerned if there's an extra 2-3mm resulting from the plate stiffness.

Move anchor bolts as far to the right as possible to reduce the tension in the two anchor bolts. The contractor needs to know that the dimension from the left side of the concrete wall to the two anchor bolts is the maximum possible.

Also, I suggest placing the anchor bolts closer together, say 100 mm apart instead of 150 mm.