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RE: Transfer force of large tie beam
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Transfer force of large tie beam
- From: "Donald Bruckman" <bruckmandesign(--nospam--at)verizon.net>
- Date: Tue, 13 Nov 2007 09:07:57 -0800
I’m not an engineer; but stayed in a
Holiday Inn Express, and would hazard that you’d probably end up with
cracks in the slab.
From: James Hannah
Sent: Monday, November 12, 2007
Subject: Re: Transfer force of
large tie beam
To: Harold Sprague or anybody else that has information to
In your response and in Butler's foundation manual, you
suggest a space between the slab on grafe and the tie beam and you mention not allowing
the bond beam to be bond ed to the slab on grade. In a word why? I
am looking for additional info on why they should not be done in one placement
of concrete. The people who design our slab and bond beams usually just
show them as one placement of concrete.
Thanks for your assistance.
----- Original Message -----
Sent: Monday, November
12, 2007 9:43 PM
Subject: RE: Transfer force
of large tie beam
Tie beams are very common and the most cost effective choice once you have
exceeded the limit of a hair pin in PEMB's. It is fairly common to use 4
bars in the tie beam. Provide a space between the slab on grade and the
tie beam itself. The tie beam is best not to be bonded to the slab on
grade. I would suggest that you use mechanical couplers in lieu of lap
splices. You can place ties at about 18" o.c. just to hold the tie
beam bars in place.
I would not worry too much about the stretch of the bar. Getting 40 grade
bars would be more problematic than just using 60 grade bars. Keep in
mind that this is an industry that commonly uses H/40 for a lateral drift limit
of the frame.
Subject: Transfer force of large tie beam
Date: Sun, 11 Nov 2007 22:00:04 -0600
I have a pre-engineered metal building with some large tie
beam forces. They are around 60 kips. The reason they are so high
is a 40 psf roof snow load with a 13 feet eave height. The clear span of
the rigid frame is 80 feet. For smaller loads I typically wrap the anchor
bolts with a ‘U’ shaped rebar and use mechanical ties for the rebar
of the tie beam. With loads this high I was wondering if I should be
using a better mechanism for transferring the forces. What other options
might I consider to transfer the thrust force from the rigid frame to the tie
beam? I’m also wondering about stretching the tie bar itself.
This is a metal frame with metal siding. What kind of limit should I use
as a maximum stretch of the bars? Should I consider using lower strength
steel and a larger area in order to reduce the delta from the PL/AE stretch?
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