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Re: Steel Building Bracing

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I am assuming that the drift you are referring to is due to the deflection
of the moment frame, not the braced frame. If this is the case, the
stiffness of the moment frame would have to be adjusted to be satisfactory
for the custom residence example.

Bill Allen
-----Original Message-----
From: Joe McCormick <jmccormick(--nospam--at)>
To: seaoc(--nospam--at) <seaoc(--nospam--at)>
Date: Wednesday, October 29, 1997 11:05 PM
Subject: Re: Steel Building Bracing

>I would be curious how well such structures do with regard to lateral
>drift.  That's not to say that "Butler" type buildings are not of high
>quality, but they have appropriate uses - an exception in the code allows
>such buildings to waive drift limits if safety can be demonstrated by
>calculation (94 UBC 1628.8.2).
>The last metal building system I looked at had a story drift 3 times larger
>than 0.005*height which might not be very comfortable for many custom home
>Joe McCormick
>At 03:05 PM 10/29/97 -0800, you wrote:
>>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
>>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?
>>Jeff Smith. S.E.
>>phone: (415) 543-8651
>>fax: (415) 543-8679
>>email: smthengr(--nospam--at)
>>Smith Engineering
>>27 South Park
>>San Francisco, CA 94107