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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: "James Hannah" <jvhannah(--nospam--at)insightbb.com>
- Date: Mon, 12 Nov 2007 22:52:40 -0600
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
Subject: RE: Transfer force of large tie
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.
Transfer force of large tie beam
Date: Sun, 11 Nov 2007 22:00:04
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
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