@ane - Let me clarify. This particular condition happened at a stone corbel. The diagram below "1" is not the same but gives you the idea. In my case there is no steel beam, it is all brick masonry backup. The top anchors shown here provide the same concept, it's a pocket carved out on top for...
This is for unreinforced history stone & mass masonry walls. I am looking at a building where a stone failed by splitting. There have been two engineering investigations/reports and they differ in their opinion as to the cause. I've been asked to review both.
Leaving aside their opinions here...
Not related to your question, but be cautious putting a wall in front of the elevator as you show. They'll want it left open at the base for cab install (or a leave out that you have to pour later, yuck). In your sdc wind drift should control in Y.
@cpb - Good find on that presentation. Are you referring to the page with the label pg 22 or the 22nd page of the pdf? The pg labeled 22 is a slide that says "Members and their connections shall be designed for load combinations with overstrength, Ω". The 22nd page of the pdf is a brb example...
@cpb213 - can you clarify what you mean by "it became clear that we can't use the ASCE 7 overstrength factor". I re-read the commentary, I don't see how you're getting that. It reads that you should use the overstrength factor, but allows exceptions where you can not use (and instead design the...
Yes, that but more generally speaking any of the concerns with using a tension only brace in the main lfrs. I was hoping the code would be more clear, so I could either yay or nay it. But it isn't clear. The response from the solutions center said that it's basically up to me and that it does...
Without going into too many details, I am trying to figure out the requirements for using a steel truss diaphragm in high seismic regions. In particular, I am looking at examples from substantial buildings that were done with flat strap structural steel X bracing, visually I'd estimate the...
I punted on this. I've said that we are reviewing for the loads imposed of this alternate system only and that the approval of the roof itself, and the detailing, is per the architect. It seems that all are in agreement that the wind pressures are somewhere between zero and very small, but...
Note that there's a recommended extra reduction in capacity when using rebar instead of studrails. It's not in 318 so you don't have to follow it but for the cost of a few extra bars its worth considering for heavy situations. It's probably in 421 and I think it's another .75 factor (been a...
@EZB - I recommended the LWIC as my first response, they want to use standard concrete. I don't have experience with LWIC but I had looked into it and it seems that it gets its its resistance through bonding to the slab as you said. I am ok with this system, but this is what they're trying to...
I've got some concrete projects in a high wind area (~170mph and exp D). The roofs were supposed to be monolithically pitched to drains. The contractor built them flat and wants to pour a topping slab to achieve the slope. Unless I'm missing something this does not appear to work w/out a silly...
Both seem reasonable. Taking a pay cut isn't crazy, presumably you're unhappy for a variety of reasons since you're asking randos on the internet what to do. I'd take that as a sign that you want to move on. Your general happiness and satisfaction can be considered part of your compensation. But...
It is not related to the safe rigid zones around columns or strips, it is about a point restraint OoP on an FE element and how safe internally accounts for this. It is an issue so you need to do a workaround as described in my previous post.
SAFE does not like a point pin support and it is internally accounting for it with a constraint. This is one of the features of csi products that is intended to be helpful, and probably often is, but can hide incorrect modeling/behavior at times.
Put a column at each corner that is tiny, say...
