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Re: FEMA 350

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This question was asked in Seattle, and the answer was (in that presenter's
opinion):  Provide a cap plate atop the column of equal thickness to the
beam flange.  Provide recommendation-compliant full penn weld from plate to
column all around, then proceed to design the detail as indicated in the
documents.  Strictly speaking, testing was not conducted to prequalify
joints w/ this geometry.  However, given this connection's demand compared
to heavy frame connections lower in multi-story buildings, I believe it is
reasonable to use engineering judgement as the speaker suggests.

NOTE:  Obviously, connections with features extending ABOVE the beam's top
flange either should be avoided, or the column extended upward to
accomodate.  Better to avoid rather than extend, as we are stretching the
judgement issue further (today, not perhaps in a couple of years), and the
resulting pop-ups would create other difficulties w/ roofing &etc.

Larry Oeth
Portland, OR
----- Original Message -----
From: Bill Allen <Bill(--nospam--at)AllenDesigns.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Wednesday, September 27, 2000 6:58 AM
Subject: FEMA 350


> For those who have attended the seminar, read the material or have
> participated in the program, I have (at least) one question.
>
> How do we do a "prequalified" connection at the top of a multistory frame
or
> the connection at a one story frame? All of the "prequalified" connections
> show a column extending above the beam quite some distance. If we trim the
> column off flush with the beam (more or less), have we voided the
> "prequalification"? I'm not sure about steel buildings, but where a steel
> frame is incorporated into a wood structure, this could be a problem.
>
> TIA,
>
> Bill Allen, S.E. (CA #2607)
> ALLEN DESIGNS
> Consulting Structural Engineers
> Laguna Niguel, CA
> http://www.AllenDesigns.com
> V (949) 365-5696
> F (949) 249-2297
>
>
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