Need a book? Engineering books recommendations...
RE: PEMB ftgs[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: RE: PEMB ftgs
- From: John Whitty <jwhitty(--nospam--at)itac-net.com>
- Date: Thu, 12 Oct 2006 15:18:25 -0400
- Disposition-notification-to: John Whitty <jwhitty(--nospam--at)itac-net.com>
I understand what you’re saying….but we we’ve being doing for this situation is this…
We have a continuous turndown around the perimeter of the building at frost line depth. We then center a square footing under the column with the top of the footing being coincident with the bottom of the turndown.
This way we eliminate any eccentricity from vertical loads. We use the footing and overburden to resist uplift. Hair pin bars centered in the slab take care of the lateral loads.
It’s an extra step in the construction process but our subcontractors seem to love it.
John T. Whitty, P.E.
ITAC Engineers and Constructors
From: Andrew Kester,
Seems like you are doing it the way I have always done it
and seen it done. Like someone else said, unless you have to drop your
footing for frost reasons, you just design the column footings as monolithic
with the slab and the thickened edge. All my PEMB work is in
I will sometimes play around with the geometry of the monolithic footing and try and utilize the slab and thickened edge to help resist the uplift. This may let me reduce the footing size and then I just thicken and reinforce an area around the footing in the slab to help with the uplift, reducing overall concrete and using the slab that was already there...
Andrew Kester, PE
- RE: PEMB ftgs
- From: M. David Finley, P.E., P.A.
- RE: PEMB ftgs
- Prev by Subject: re: PEMB ftgs
- Next by Subject: RE: PEMB ftgs
- Previous by thread: re: PEMB ftgs
- Next by thread: RE: PEMB ftgs