Think about it this way. You can hang an entire sheet of drywall long side horizontal from the very end. It can support itself. So, is the track/header really doing anything at all? other than out of plane.
I'm with Once. There's no reason to apply 3.6k in any direction above say 45 degrees. Some degree of engineering judgement would be easily justifiable.
For god's sake just size the beam for the trib line load and keep deflection tight. Put a big steel beam in. Dont camber it and just spec mill bow up. Presumably you've got two levels of load bearing sheathed walls above so effectively you've got a vertical diaphragm that's going to take gravity...
I feel like W24 is going to be the bare minimum I'd use for such a span and such loading. Just tell 'em what it needs to be. WbigXheavy. My folks built a house with a pretty solid clear span in the garage and the WF stuck through the bottom of the ceiling, dad mounted a trolley and chain hoist...
Yes, those are all structural concerns. I.e., the window will probably fall out and smash someone due to reasons #1 and #3.
Mechanical attachment is pretty much the only way to go.
Definitely not recommended.
1. You typically want to avoid embedding aluminum in concrete due to corrosion concerns.
2. The alignment will never be correct.
3. You'll never get the concrete to consolidate properly inside that profile.
4. Contractors will hate you.
5. No adjustment possible after...
I started this post to ask the admins to reintroduce the old Eng-Tips "E" logo that appears in your browser's bookmarks list and tab. Then I was playing around with the style chooser and if you change it to "Eng Tips" style, the little icon appears as it used to, instead of the default/generic...
Florida actually has increased factors for RTU (and other roof top structures) wind loads compared to vanilla IBC/ASCE7. The did this after (Andrew?) hurricanes blew tons of RTUs off of roofs. I've had to spec simpson hold downs for several Florida projects. Its real.
Seems to me like the lower frame should just have been removed from the get-go. You've got a stack of wobbly steel now and it looks like it is performing as one would expect a stack of wobbly steel to perform. I'm guessing the lower, older frame was simply left in place to save money / avoid...
What's the grade around the perimeter of the building like? I.e., is it on a hill / mound of dirt? How deep are the footings below slab elev?
What I'm getting at is that if the footing of the entire wall shifted outward even a small amount that could cause a fairly large volume of soil under...
If this were some sort of drag connection dumping a bunch of axial load through the bolts into the column and then to ..somewhere, the horizontal "stiffener" could just be a means to achieve more weld length to the beam web, or rather, engage more of the beam web. As if ~30" of 1/2" fillet weld...
You can define tapered WF members directly in RISA 3D for analysis and design.
I was looking at some calcs for a metal building the other day. It appears that DCR < 1.00 is merely a suggestion for these PEMB guys. 1.01, 1.02, 1.03, 1.04.... looks good! smh
You mentioned RISA and RAM. RAM would not be suited to your needs but RISA very well could be. RISA Floor + RISA 3D would be my suggestion. Wood design in RISA can be tricky but it is accurate if you are well organized and take the time to truly understand material property assignments and all that.
Ice pressures are massive. I don't know much about ice in the simple "just freezing water in a tank" sense, but studies on frost heave in soils popped into my mind when I saw this post.
This paper indicates pressures from 25psi up to around 100psi. In the buildings world, one does not simply...
