The detail is to suspend floor framing below.
The top plate sounds good, but now you are venturing into Appendix D territory and relying on that shear cone. There are no pullout values beyond meeting the requirements of ACI 12.5 (?) for standard hooks, including development length.
This is...
No, not its a mild reinforced transfer slab. Concept tells me that the shear and flexure of the slab is adequate.
I cant help but feel like i am leaving a check out of the analysis, to account for the local effects. Is a punching check appropriate here?
The wide flange, say 4-5 ft long, would...
jed, can you elaborate?
Im thinking I should cantilever a wide flange out from the bottom of the slab such that the load is set back a distance d from the slab edge.
Is there any reason that the attached connection cannot develop the full capacity (ACI) of the deformed bar anchors located at the edge of the slab?
I have met the hook development length and spacing requirements. My slab has the flexural and shear capacity from a slab analysis standpoint.
I...
Using the effective weld size, described in AISC Design Guide 24 pg.8, we can match the weld size to the strength of the base metal.
Using LRFD:
Shear Yield Deff = 30.2 * Fy/Fexx * t
Shear Rupture Deff = 22.6 * Fu/Fexx * t
For A500 Gr B material Fy=46, Fu= 58 and assuming Fexx=70 ksi, a 1...
again, Id caution you before you decide to do this. There seems to be added liability here.
The first time something is missing from the architect's model, they are going to come looking for you. Also, this gives them the opportunity to move your structure without knowing it. And dont think...
again, Id caution you before you decide to do this. There seems to be added liability here.
The first time something is missing from the architect's model, they are going to come looking for you. Also, this gives them the opportunity to move your structure without knowing it. And dont think...
Lion06, so glad you said that because I have across this reasoning before, too. It's primarily the reason I asked, although I can't find justification for it.
We have a vestibule for a big box retail that stops short of going up to the roof deck by 15 ft or so.
We have 4 1/2" pockets in the corners to make this work, so we had provided hss posts in the corners to brace the interior side of the vestibule, but our architect was pretty unhappy about it...
I was curious how most are sizing building expansion joint widths in seismic design category A, B and C buildings.
Are you sizing it for thermal movement, amplified seismic movement, a combination of the two, or another method?
I have an 11'x11' tower crane opening in a PT slab that i will need to infill.
The existing drawings for the building do not address this condition, and the slab edge is currently not observable.
Before I can verify the condition, my detail will need to assume something, and therefore, Ive...
An elevator cut sheet in the US lists a buffer reaction as 32,000lbs, which has obviously been increased for dynamic forces.
IBC 1607.8.1 requires "Elevator loads shall be increased by 100 percent for impact"
I believe that no further increase on those loads are necessary, as they have been...
