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RE: Wood frame diaphragms - wind v. seismic capacity

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Thanks.  Now, that paragraph jumps right off the page
at me...

--- "Meyer, Albert" <AMeyer(--nospam--at)CagleyHarman.com> wrote:

> Jim -
> 
> IBC section 2306.3.1 Shear capacities modification
> 
> The allowable shear capacities in Table 2306.1 for
> horizontal wood structural panel diaphragms shall be
> increased 40 percent for wind design.
> 
> Albert J. Meyer, Jr., P.E.
> 
> Cagley Harman & Associates, Inc.
> Structural Engineers & Parking Consultants
> 900 West Valley Forge Road, Suite 200
> King of Prussia, PA 19406
> 610.337.3360 vc
> 610.337.3359 fx
> www.cagleyharman.com
> 
> 
> -----Original Message-----
> From: Jim Wilson [mailto:wilsonengineers(--nospam--at)yahoo.com]
> Sent: Monday, March 07, 2005 8:56 AM
> To: seaint(--nospam--at)seaint.org
> Subject: Wood frame diaphragms - wind v. seismic
> capacity
> 
> 
> Re: 2001 Edition Supplement "Special Design
> Provision
> for Wind and Seismic" to the Manual for Engineered
> Wood Construction per ASD/LRFD design, AF&PA/AWC.
> 
> This design guide (or whatever it technically is)
> published by AF&PA/AWC differentiates capacities of
> wood frame diaphragms for seismic and wind
> separately.
>  The seismic table mirrors values also published in
> the IBC and by APA for seismic and wind.  But this
> guide has increased capacities for diaphragms
> designed
> for wind.  Wind capacities are 1.4 greater than
> seismic capacities.
> 
> Is there an allowable increase to the IBC values
> and/or APA values not immediately evident by reading
> the tables?
> 
> Is there another reason why the wind values would be
> elevated by the AF&PA/AWC?  
> 
> TIA,
> Jim Wilson, PE
> Stroudsburg, PA
> 
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