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RE: ACI 318 App D, and wedge anchors

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Excellent question/point.

[Insert popcorn eating emoticon here]

T. William (Bill) Allen, S.E.
ALLEN DESIGNS
Consulting Structural Engineers

> -----Original Message-----
> From: Jared Keyser [mailto:jkeyser(--nospam--at)lcmf.com]
> Sent: Thursday, July 31, 2008 9:54 AM
> To: Seaint(--nospam--at)seaint.org
> Subject: RE: ACI 318 App D, and wedge anchors
> 
> I'm curious on if you all are meeting the ductile failure requirements in
> high seismic zones due to Section D.3.3.4 .  I went through a series of
> calcs with the Hilti products and found that it was not possible to make
> the ductile steel elements fail with the current manufactured anchors.  I
> emailed Hilti tech support and they confirmed this is the case.  As such,
> if you have tension in your post installed anchors in high seismic zones,
> you are limited to providing either 2.5 times the anchors in a non-ductile
> failure mode, provide a link in the connecting element that will fail in a
> ductile manner before the anchor pulls out, or avoid post-installed
> anchors entirely if possible.
> 
> Jared Keyser
> 
> 
> 
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