KootK's latest activity

For any interested parties, this is a double post with my comments in the original: Original Thread

You're most welcome. This is much easier than you're imagining. You don't need the moments or even the shears (except at the ends as...

As an update, I ran some posts in the RISA-3D demo and it appears they just use the methods prescribed by the code even for built-up...

I think that the bolts can be snug tight. I would provide enough bolts such that 100% of the loads applied to the W16x36 can be sent...

I had the same concern but, as ANE91 intimated, there are fabricators out there doing it. I'm not sure if they are heat relieving the...

I don't feel that you need to design for the 225 eccentricity at the column. That should be getting rectified by the girder beam...

I think that you're on the right track if that 3500 x 3500 cap is supported at the corners by piles. I would expect that to behave...

My preference: 1) Have a single angle shear connection shop welded to a rectangular plate. The two sided-ish weld thing to provide...

So long as you are consistent and get all of the algebra right, I don't believe that it matters what location you choose to take moments...

Yessir. There's even literature precedent for this (sort of). In Bijan Aalami's post-tentioned concrete book, he takes this approach...

Yeah... that. Conventional punching shear is unconservative for this situation in my opinion. As I understand it, classical punching...

Given hole tolerances, I'd think that you'd want a generous plate washer under the bolt head and maybe treat it as a punching shear...

So is this a wedge anchor or an adhesive anchor? You said that the anchor wouldn't benefit from bond stress which suggests a wedge...

How is the hole "formed". Will it be by way of a sleeve that will be permanent? We're talking about a wedge style anchor? Is the...

Never mind... I now see that you want to name based on model view names, not model file names. That will be fancier. @Celt83 may be...