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Re: Steel Building Bracing

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An interesting question here, but is anyone using bolted moment connections
in their design to resist dynamic forces such as earthquake loads? The
design example in the AISC manual (ASD), p. 4-116, 9th ed. specifies that
this example is for "static loading only". This connection also appears to
be inconsistent with the new cover plate designs proposed by FEMA.

Thanks,
Bill Allen
-----Original Message-----
From: Jeff Smith <smthengr(--nospam--at)sirius.com>
To: seaoc(--nospam--at)seaoc.org <seaoc(--nospam--at)seaoc.org>
Date: Wednesday, October 29, 1997 3:13 PM
Subject: Re: Steel Building Bracing


>Section 2211.8.5 is limited to one and two story buildings.
>
>A while back I passed on a custom home where the architect was adamant
>about using a seismic resisting system using a "butler" type building
>company to "design"-build the frames with tension only bracing in one
>direction and bolted moment frames in the other,  based on lateral loads
>established by me.
>
>The project got built using another engineer and as expected the seismic
>system was extremely inexpensive, half the cost of ordinary frames. Now the
>architect wants to use this system on just about every job. Does anyone
>have any opinions on the use of this system for custom, high ceiling, lots
>of glass, near fault, two story residences?
>Regards,
>
>Jeff Smith. S.E.
>phone: (415) 543-8651
>fax: (415) 543-8679
>email: smthengr(--nospam--at)sirius.com
>
>Smith Engineering
>27 South Park
>San Francisco, CA 94107
>
>
>
>