Got it. I think we're almost on the same page, and I agree with you. For #4, only thing I'm wondering is if the bottom track can handle a stability load. My gut tells me that it should be okay if I did an FyZx kind of calculation with the track leg in bending.
I think it might work; I'll need...
It's not to create a fixed connection.
1. Top of column should be connected to top track, so that's 2 (you used 1).
2. Beam should be well connected to top track. (4 so far)
3. Probably will eliminate this one, but beam should also be connected to deck. (Still 4 so far, since I might remove...
Thanks for sending! You have a lot fewer angles than me, so I'm slightly hesitant if this assembly is stable. But it's good to know that it's possible. I think I can cut down on some of my connections at least.
Condensation occurs at large temperature differentials where there is little to no insulation. So for example, this would be an exposed (uninsulated) cold water pipe in a hot room, or vice versa. So maybe check that the vent and any ductwork around it is properly insulated. To investigate this...
Anyone have a detail for how to connect a cold-formed steel beam (like a box beam) to a cold-formed steel column within a stud wall? I'd like to do this with platform framing, i.e. not a continuous column.
I've shown the detail I've been working out below. It's in progress so it's missing some...
My goodness, I missed the part about it being non load bearing! Then I agree with you. Though that bottom track should be something more than low gage. But nobody designs non bearing walls anyway.
I don't see how this could generally work with a 4" track, but a 6" 12 gage track might work. But if it's 12 gage track, I wonder if you're actually saving any money.
I wouldn't consider it as a beam with sheetrock. I guess it could work if the design ratio is about 90%-95% and you consider the...
I did a roof replacement after a fire, similar to this. I redesigned the whole thing because I felt that the original design was very empirical but wasn't engineer-y enough. My design costed more money. Architect and owner weren't pleased, and we got into a month-long argument about it.
I stay...
I assume the dimensions are used to automatically calculate things like I, unless you overwrite them. Perhaps also where to calculate endpoint of shear and moment. It's also something to show graphically in 3D views.
I'm going to use imperial units. Let's say you have a 20' span steel beam that's supporting a floor. The deflection under live load, L, would be
20ft x 12in/ft / 360 = 0.67in
The computed deflection of your steel beam must be less than 0.67in. So let's say you use the 384wL^5/5EI formula (if I...
Let's just assume that the beams are moment-connected to the shear walls. This is quite difficult to do, and I share the same doubts as KootK. But for the purposes of answering your question, I'm assuming you're correct in your assumption that the beams are moment connected to shear walls. In...
Trying to summarize what you're saying:
Image 1. A few girders are used, which are probably pinned. There are secondary beams (let's say composite beams) between them.
Image 2. Long span beams are used, which may be pinned or have moment connections.
Based on this, I'd say Image 2 (long span...
I'm not too familiar with high rise design. But in low rise design, most people generally use beams with pinned connections. In high rises, it may be valid to use a moment connection to engage the inner core with the outer shell in an outrigger type of configuration, which has vastly different...
You assumed pinned, so you have zero moment at ends and your reinforcement doesn't necessarily need to continue over the support. However, I would check shear separately with the unreinforced section only. If shear doesn't work with that, then you need to extend the reinforcement over the wall...
Congrats on your purchase! Though...I had an HP T-series plotter for about 4 years. You're right to be nervous. It's very finicky. If things aren't aligned perfectly, ink is low, paper is not loaded with scientific precision, or anything is not correct about it at all, it won't print. After a...
Bruh, I got you. You don't have to be "that guy" (though I would, but whatever). Get Airpods. They have fantastic noise cancellation. If you haven't tried it, go to an Apple store and try it (or something similar from a different company). It's mindblowing technology. When they say noise...
Yeah, that's what a soft story is (though I think it's with diaphragm, not wall line). Anyway, I agree that a strong wall should be stiff enough to justify not checking it. Thanks!
Seismic design category is B so it's not too bad. But going through the typical overstrength checks will be a nightmare for such a small job. I usually do that for bigger jobs where the design fee is justified. I think I'll go with the Strong-Wall route as you mentioned and make my life easy and...
@SWComposites The header is the easy part. I don't want to keep the existing one, will put a new one in. The issue is the lateral system and the code-related issues. For example, does this create a soft story or a vertical irregularity necessitating overstrength design?
Even if it's not that...
Floor plan is kind of crazy and has different walls on each floor, so it's not a 3 sided situation. But thanks for the idea, I might use that next time.
Yeah, I'm thinking of making a concrete pier down to foundation level to receive the holddowns.
