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Re: Foundation design for seismic

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Eric,
I agree with you that in some actual earthquakes, code level
forces(axial,moments.shear) will be exceeded. The intent of the design is
seismic resistance not "seismic proofing".But I maintain that beams,columns
and their joints require more attention because these elements are the most
damaged during past earthquakes.

Your theory is OK. Its good if you can cite an example where a structure was
damaged or collapsed due to settlement of column caused by punching shear
failure.

Alex Nacionales
Iloilo City, Philippines

----- Original Message -----
From: T. Eric Gillham PE <gk2(--nospam--at)kuentos.guam.net>
To: seaoc list <seaint(--nospam--at)seaint.org>
Sent: Friday, May 21, 1999 6:19 AM
Subject: Fw: Foundation design for seismic


> Alex:
>
> My point was that code level forces, such as .75(1.4D+1.7L+1.7E) are NOT
the
> axial loads that will be expected during the actual design earthquake, if
> Rw=12 for calculating Vb.  The expected axial loads on exterior columns
(not
> interior, mind you) will be a function of the strength-deformation
> characteristics of the structure, more specifically the maximum net shear
> that the beams which frame into the column line can input.  Thus,
1.4D+1.7L
> will, in all likelihood, NOT control.
>
> T. Eric Gillham PE
> GK2 Inc.
> PO Box 3207  Agana, Guam  96932
> Email - gk2(--nospam--at)kuentos.guam.net
> Ph:  (671) 477-9224
> Fax: (671) 477-3456