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RE: "Cantilevered Column" Structures

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Most metal building companies would probably design the r.f. with 4.5
regardless of the foundation restraints.  I don't believe that the
cantilevered column situation applies here as the metal building bracing is
separate from the foundation.

The foundation most likely is much more than 10x the stiffeness of the metal
building.


Matthew Dotta
Star Building Systems
(405) 636-2441


-----Original Message-----
From: Kevin Harris [mailto:Kevinh(--nospam--at)jhiengineering.com]
Sent: Thursday, July 19, 2001 3:24 PM
To: Seaint(--nospam--at)seaint.org
Subject: "Cantilevered Column" Structures


Greetings

I have a question that has been bugging me for awhile that I hope someone
can give me some guidance on.

Here are the facts:

1) A lightweight pre-engineered building (say 20 psf) bearing on a pile
supported mat that supports tanks and equipment (say 500 psf+).

2) UBC seismic zone 3.

3) Point of fixity of piles is 20 ft below grade, per geotech.

Would this structure have to be considered a "cantilevered column building
system" (R=2.2)?  I was wondering if I would be released from this low R
value because the structure is essentially just an equipment foundation.

Also, if I have to use R=2.2 for the foundation, would the light metal
building shell have to be designed with R=2.2 as well (unless it can be
shown to have 10 times the metal building stiffness)?

Thank you for your thoughts.

Kevin Harris, P.E.


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