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RE: Wind loading with axial forces on steel studs

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Actually, thinking about it a bit more I guess it depends on the load path
used to get the axial forces into the studs.

If you have a stud supporting a joist/rafter for the roof, then it would
seem that the higher pressures would be used to generate uplift on the
rafter, and transfer this down to the stud supporting it, so MWFRS values
would NOT be applicable since the TA would be small for the rafter.  Same
applies to face loading for the stud, so neither would use MWFRS values.

This would essentially be the same as generating the comrpessive load from
gravity that would be transferred to the stud by the joist/rafter.

Tiger


Terangue *Tiger* Gillham, PE
GK2, Inc.

tiger(--nospam--at)palaunet.com <mailto:tiger(--nospam--at)palaunet.com>


-----Original Message-----
From: Drew Morris [mailto:dmorris(--nospam--at)bbfm.com]
Sent: Tuesday, June 06, 2006 7:50 AM
To: seaint(--nospam--at)seaint.org
Subject: Re: Wind loading with axial forces on steel studs


Terangue Gillham wrote:

>Maybe this is too simplistic, but doesn't it just depend on the TA for the
>member?  If that is the case, would the higher (localized) pressures be
used
>for face loading, but lower (MWFRS) pressure be used for axial load?
>
>Terangue *Tiger* Gillham, PE
>GK2, Inc.
>
>tiger(--nospam--at)palaunet.com <mailto:tiger(--nospam--at)palaunet.com
>

This is what I remember, but I can't find the reference.....




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