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Re: Design ground accelerations

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I would think that you should design for the condition based on the geotechnical rquirement as they are more stringent - the code is only the minimum requirement.  You may want to talk to the geotech and have his report amended.

Gautam

----- Original Message -----
From: Lynn <lhoward(--nospam--at)silcom.com>
Date: Wed, 11 Sep 2002 13:22:47 -0700
To: seaint(--nospam--at)seaint.org
Subject: Design ground accelerations


> We have received plan check corrections on a Fire
> Station we designed.  The governing Code is the 1997
> UBC.
> 
> The plan checker has sited a section in the
> Geotechnical report called "seismic shaking", that says
> the building should be designed for .6g without
> suffering significant damage, and .8g without
> structural collapse. 
> 
> The plan checker then goes on to site the California
> Building Standards Administrative Code as requiring
> that the building be designed for the ground
> accelerations given in a Geologic Hazards Evaluation.
> 
> The plan checker is asking for additional structural
> calculations showing that the building is able to
> withstand peak ground accelerations of .6g's without
> significant damage, and .8g's without structural
> collapse.
> 
> What we have done is just used the 1997 UBC, taken into
> account the near source factors, and factored again for
> an essential facility.  Beyond that, I am not sure we
> are required to do anything.
> 
> The language used by the plan checker seems to relate
> more to NERHP provisions and the IBC design
> methodology.
> 
> Has anyone else come up against this, and if so, what
> have you done to satisfy the plan checker.
> 
> Thanks
> 
> Lynn
> 
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