Search results for query: *

@driftlimiter Thank you for the response, I think we're on the same page. Basically, my understanding is the connections of nonstructural studs to the structure have to accommodate the story drift(or relative displacement?) I think I'm not fully understanding the difference between the 2. I've...

Hey Guys, So I'm doing nonstructural cladding calcs for drift, and my quesiton is: is the story height always the floor to floor height? Let's say you had a steel beam in between the 2 stories that separates the cladding framing, would the story height be reduced or would you still consider it...

Hey guys, So I do work on the Simpson CFS designer program and one thing I've noticed is if I do a door opening where the opening is directly on the slab, I still get a point load on the jambs at the bottom from 4 way loading. This is just incorrect right? I don't see any reason a point load...

Hey guys, So I have CFS jambs I'm trying to make work that are currently failing in web crippling. How do you guys typically reinforce for web crippling at the bottom & top connections of CFS Jambs? Thank you!

Hey Guys, So for KL/R Values, is the L defined by axial bracing or flexural bracing? Everything I read just says "bracing" Thank you!

Hey Guys, I'm framing a soffit out of exclusively cold-formed steel(studs and tracks). I'm attaching the soffit to a combination of a steel beam and a concrete curb above the beam. I've provided a sketch of my initial markup for framing it, does this make sense to you guys? If it doesn't, what...

@phameng Thank you, it's in the middle of the stud because of a metal panel cladding deflection joint

Hey Guys, I have a situation where I have a deflection joint in cfs studs. My question is, does this require a fixed connection @ the top of the top stud and bottom of the bottom stud?

Hey guys, I'm working on a project with a floor diaphragm with a 4" slab over 1 1/8" T&G Sheathing and a roof diaphragm of just the sheathing. I'm designing kickers for storefront headers into the diaphragm (relatively small nonstructural interior header loads) and am not sure if I can just...

@celt83 great explanation that makes sense, thank you!

@phameng thank you! I'll look into that

@westernjeb So this is design phase. I'm with you that when I think of bridging I just think of "reducing studs unbraced length" but I've been asked to figure out the loads in the bridging. Not really sure what that means there.

Hey Guys, I've been asked to find the load in the stud bridging for multilevel stacked CFS bearing walls in a residential apartment building (and also tie it back into the diaphragm). I'm a little confused on what they're looking for on this. My understanding is bridging is just bracing. Could...

Hey guys, So I've always entered head/sill as the only axial bracing for a cfs jamb stud. I don't feel I can justify the load path otherwise. Just wondering, do you guys do rhe same? Or if you disageee with this and do it differently why?

I was wondering how you guys calculate nail capacity in plywood? I checked the wood connection calculator and didn't see it as an option at first glance. Just wondering if anyone knows of a resource on this at least or if you could point me in the right direction. Thank you!

@driftlimiter Thank you for the explanation. I guess the way I'm visualizing it is at a simple beam support we have let's say 3" of support and then our support reaction. So would be our support reaction/3 per inch to check for web crippling. But with the fully supported joists, isn't the end...

I'm designing cfs joists that are fully supported along the entire length of their bottom flange by a slab but my understanding is they may still be subject to web crippling failure. I'm used to only checking web crippling at supports, and when these are fully supported I'm not understanding why...

@KootK @JAE Thank you for the answers, I think it's a good idea for us to lift the new floor a bit above the existing floor so that we aren't loading the existing floor at all. Do you guys know of a good resource explaining floor framing(sheathing types/when blocking is needed?)

@SWComposites Basically to raise the existing floor height, we'll have new joists and all. The bottom of the new joists are flush with the top of the old floor

So I've been asked to do a new floor over an existing floor and have a couple of questions for you guys. 1. When you design a floor over an existing one, do you just treat the new floor as completely separate and span the new joists and such or do you rest them on top of existing? I'm thinking...