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RE: EQ resistant Design

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Big bucks ? Please tell me where is that !

-----Mensaje original-----
De: Scott Maxwell <smaxwell(--nospam--at)engin.umich.edu>
Para: SEAOC Newsletter <seaint(--nospam--at)seaint.org>
Fecha: Miércoles, 20 de Marzo de 2002 05:26 p.m.
Asunto: RE: EQ resistant Design


>> to reflect the fact that each response peaks at different instants. The
>> fact remains that loading in both directions should be considered
>> simultaneously.
>>
>
>True.  And this is the reason that for "higher" SPC/SDC classes in the
>modern codes require a simultanious application of 100% of the seismic
>load in one direction and 30% of the seismic load in the other direction.
>This is especially something to think about if the torsional effects of
>the seismic load (i.e. the "center of mass" is significantly different
>that the "center of rigidity) are significant.
>
>One thing to keep in mind...this whole topic has diverged a little...the
>original question was about a code provision (thus, a minimum design
>requirement) and my initial response was an explaination of "where" that
>code provisions came from (at least as I understand it).  So the whole
>discussion started off dealing strictly with things from a building code
>prospective.  The "tangent" that we have gone down (seismic design in
>general) is definitely good since it reminds people (or at least it
>should) that the code does not cover every aspect of seismic design and it
>is important for the engineer to apply some "expertise" and due diligance.
>After all, that is why we get paid the big bucks, right?!? :-)
>
>HTH,
>
>Scott
>Ypsilanti, MI
>
>
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