I have the 2012 SEAOSC one. It's not very detailed either. It's one of those things where it's better than nothing. The visual examples do help, but it's not very in-depth.
I'm also not familiar with NBCC. But your shear walls are not less stiff, and you're not creating a weak story condition. They're just having less load applied. If I can reference a similar code, ASCE 7-16 commentary shows some irregularities including soft story, and you don't have these...
I am not confident in my wood abilities, so I end up calculating a lot of it in terms of gravity (I'm a bit more confident in lateral, having done like 250 apartments in a past job and spending a ton of time on it). I'm far more confident in concrete and cold-formed steel, for which I've made...
I'll be the first to admit that I don't actually do this, because core walls are very long and are subject to much lower axial stress from non-transient loading. It's kind of a spray-and-pray situation. I focus on equalizing the columns. It is simply impossible to do the same for core walls due...
I don't work with tall buildings myself, but in the 4-14 story range, we proportion the columns so that they have similar axial stress. Same with footings.
Can you backfill and level out that slope a lot and add rip rap to protect it and do a lot of other things? I'm asking nicely, but like, you have to do it. This is a disaster in the making.
To limit deflection and vibrations in steel stud walls, you can use either plywood, X-bracing straps, or steel sheets. The X-bracing with flat straps is commonly used, but it's also the least stiff. But it definitely works for a 2 story building if you can get enough of them. It relies on the...
@bookowski I haven't come across that situation about wall in front of elevator, but I'll keep an eye out for it. Thanks for the tip. Will see where it's going when I speak to the contractor.
Regarding wind drift, yeah, I got seismic under control but wind drift is giving me a lot of problems...
Hello @HTURKAK , thank you for your opinion. I believe that there is no in-plane discontinuity because the overturning demand is subject to a lateral system that has equal stiffness on all floors. The outrigger system uses the column as part of its stiffness, and it is not more stiff at the top...
@KootK Thanks so much! The document answers my concerns fully, and it's pretty much what I thought. It definitely helps to have it in a publication.
For anyone coming across this a hundred years in the future, after I have expired (hopefully not) and my outriggers are still functional, this is...
Do I need to consider hat truss with overstrength factor? Sketch below. This one is a vierendeel truss. I'm not sure what to make of it, if it creates soft story/vertical irregularity or not. I'm inclined to think that it doesn't, because the stiffness of the lateral system is a collective unit...
@W460x68 I would love to, but that is discontinuous at the base due to a storefront. I didn't want to get into a vertical irregularity or weak story situation.
