It was more a hypothesis than anything, but my thinking is that if the connection "failing" means that it deforms some small amount, then at that point the knee brace "support" suddenly becomes less stiff and more of the beam's load goes directly to the post. The thinking is that the...
Can you clarify what this means? I assume you have two frame lines in each direction, meaning a total of 4 posts, 4 beams, and 8 knee braces. Is this correct? If so, does that mean a total of 1k lateral load on the structure, split between the 2 frame lines?
Roughly, how far do the knee...
Another potential problem with the double shear plate is that it might not provide adequate ductility to meet the classification of a simple shear connection per AISC Table 10-1. In that case, the structural model (and member design) would need to account for moment being transferred at the...
I agree. (I wasn't meaning that the joists had to be connected directly to the steel beam.) I would probably use shop holes and bolts rather than welded studs. I called for welded studs on a recent project for this exact purpose and was told it's much more costly than drilling the holes and...
How is a single plate being used to make this connection, whereas the detail shown at the top has a total of 3 plates?
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.
I'd consider it bad practice to not connect the joists to the beam. If you were going to do this, though, then you should design the steel beam as laterally unbraced for its full length. This will likely result in a much larger beam section, and any savings in not providing connections will...
Not sure this makes sense. Certainly, I've never seen this type of connection. In cases where a single angle doesn't work, it's common to use a double angle connection instead.
On most projects, I rely on both connection types. I wouldn't necessarily consider one type better, at least based on the work that I do, which is mostly residential and where beam sizes are generally not excessively deep.
I'll often have a steel beam supported by intermediate columns. I use...
I don't use knee braces very often, but I posted here a little over a year ago about their design: https://www.eng-tips.com/threads/pre-fab-steel-knee-brackets-for-6x6-deck-posts.516562/post-8969757.
It's a bit of a rambling comment, but I concluded that for most wood knee brace connections...
I'm a big fan of direct bearing connections in general, not that they make sense in every situation (this perhaps being one of them).
I'd say it is weaker, but in most cases it's still more than adequate.
I wouldn't expect much success with this approach unless there's a mutual connection you share. If you're a complete unknown to the email recipient I think your odds are quite slim. I think you'd be better off physically going to an architects office, introducing yourself, etc. I would...
As others have noted above, I can't see a slip connector working. Even if it worked perfectly, though, with no horizontal force being transferred between the top of wall and roof, then you'd have a new problem because there wouldn't be any restraint at the top of the wall for out-of-plane...
If this is new steel (versus a retrofit), I'd probably use an alternative detail with the columns extending to the top of the beams and a shear plate to connect each beam to the column. Based on the geometry shown in the sketch, you would seemingly need to cut back the beam flanges slightly at...
To answer the original question, residential renovation projects are often worth it for me. Sometimes it's even nice after working on a full plan set for a new build, detailing everything, where now I only have a few details where a load bearing wall is being replaced by a beam.
For a new client, I typically require a 25% or 33% deposit up front.
I had a policy for awhile where I'd require 100% payment up front if I got a bad feeling about the client/project. I've since changed that though. Now, if I get a bad feeling about the client/project, I simply don't take the...
I've been involved in a few projects like this over the years. Based on those experiences, I would absolutely not do this project unless I was actually starving and had zero other work.
The last one I was involved in was a similarly sized barn structure which had wood trusses built by the...
You can use LRFD per the NDS code if you really want to. I've never heard of anybody doing this, but the option does exist. FWIW, I've run through the exercise before of comparing LRFD to ASD and as a broad takeaway, I concluded there was no real difference. I suppose you could game it to use...
I would check the two load paths mentioned in my post above, and if both are satisfied, I'd probably be ok with this. I say probably because I would give it a little more thought on a real project than I'm giving it here in this forum.
