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...
In my post above, the intention was to provide you with basic design feedback which should hopefully be of some value. Yes, you should definitely hire a structural engineer as we've all said, and when you do, at least you'll have a better idea of some of the things that might come up in...
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.
I'd suggest 5/8" thick at a minimum. Also, if the OSB will be visible from the bottom, that's probably not very appealing aesthetically (not that that's a structural concern).
In that case, the controlling loads are likely either roof live load or wind load, as calculated from ASCE 7.
Once...
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...
