Thanks for everyone's feedback, though I'm still not sold one way or the other..
Here's a plan view:
Image#1. 1st floor plan. Red line is the extents of the vault. Dividing dashed lines are concrete walls. I'm wondering if the bottom portion of the vault is a later on addition.
Image...
In the 2nd picture, it's a short span across the corridor, about 8ft.
Maybe the concrete slab is strong enough to span that short distance, but since the corridor is 20ft long, the drop beams, while unsupported, make it stiff enough so it doesn't dip in the long span direction? Does it work...
Hey Everyone,
Take a look at these two photos and see if you can shed some light on what's going on here.
This is an old building, early 1900s I believe. Existing foundations are multi-wythe brick. Floor construction is concrete slab/beams, hollowed out with hollow terracotta block. See...
That's awesome. And so at the locations where the independent buildings met, that's where you did the double lines of support, each I assume having their own X-Bracing. Did the owners just work their layout around the cross bracing? I guess since the bay was so large, they could still pass...
For tall structures as well? Just one big X, 25ft long, 40ft tall? (I'm referencing to previous post)
And if you have glazing, do you find that the moment frames are effective for structures that tall?
It's definitely class A, maybe the architect misspoke when he said 4 hours.
If you look at the 1st picture i posted, see how the steel girder looks like it frames into the side of the concrete column by sitting on a seat, not the column itself? And if you look at the column on the far left...
Hey Everyone,
Wanted to provide an update on this and ask for more feedback. Seems the reason for the concrete around the columns is due to the warehouse requiring a 4hr fire rating.
I feel like i have two options:
-Design the HSS columns for the load, and then just encase in concrete...
I agree, encasing the bottom of the columns in concrete is a must.
As for the X-Bracing, do you still use that if you're using Tilt up Precast concrete walls?
Shallow Foundations, 3000PSF.
Anyone else have feedback on this?
Hey everyone, Happy New Year!
I'm looking to design an addition to an existing warehouse. 90ftx350ft. Exterior Walls will be 40' tall Tilt up Precast Concrete. Roof is metal deck on steel bar joists supported by steel joist girders supported by columns. What I'm debating is the interior...
I don't think so. In the last pic, you can see the steel column runs up, and the perimeter girders beams just run almost behind it, and bolt into it thru the beam web/column flange.
That's what I'm trying to determine...is that a thing? New Warehouse was constructed next door, taller, and has these 40ft tall concrete columns, JG sitting on top of them.
It's not precast concrete, it's just these metal wall panels. At the perimeter, i believe its 4x8s CMU around a steel...
dik - No cross bracing in the roof, just bridging between the bar joists. Roof is metal deck, so i assume that's the diaphragm used to transfer loads to supporting elements. I did originally mean no cross bracing in the exterior walls. No expansion joint. No Interior X-Bracing. Roof slopes...
Clamps are a third nut, usually "clamped" against the face of the concrete.
But any idea, why it's done that way? Corrosion? Too big/awkward to grout under?
