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RE: Tilt-Panel Bottom Connections
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Tilt-Panel Bottom Connections
- From: "Mark Remmetter" <MarkR(--nospam--at)sai-engineers.com>
- Date: Mon, 19 Feb 2007 14:15:13 -0500
ACI addresses this issue in section 188.8.131.52 (b)...Provide a minimum of
two ties per panel with a nominal tensile strength of not less than 10,000
pounds per tie. ACI 184.108.40.206 (c) goes on to say that this tie is permitted
to be anchored into an appropriately reinforced concrete floor slab on grade
when design forces result in no tension at the panel base.
When there is no tension at the panel base, the ties onto the floor slab
can be used to transfer in-plane shear forces from the panel into the
slab on grade.
TCA supports the ACI code regarding the panel base connection, in fact
several TCA members were instrumental in getting this provision added to the ACI
Mark E. Remmetter, P.E.
Vice President, Engineering
Steinbicker & Associates,
Our local SEA is looking at tilt-panel to foundation / slab
connections and code requirements. Because of this I have spent a fair
amount of time researching the recent code history (97 UBC +). Each code
cycle has changed the wording and methodology. FEMA 368 & 450 also
take different approaches. Because of this, I have assumed there must be a
historic precedent of panel failures. Two days of online research hasn't
turned up a single report addressing the issue. I can't seem to find a
single reference which discusses panel performance at the bottom (good or
bad). Numerous papers, articles, and reports discuss diaphragm and
out-of-plane anchorage. But I couldn't find a single report dealing with
the bottom. That said, I am at home and haven't gone through recent ACI or
Can anyone point me to a reference which reviews the
performance of panel bottom connections?
Jake Watson, S.E.