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Re: Wood Moment Frame?

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I agree with him, but in most jurisdictions, we have to use a Simpson
strongwall or a Hardy Frame in this situation.

Stan Scholl, P.E.
Laguna Beach, CA

On Fri, 30 Nov 2001 10:37:30 -0700 "Dan Goodrich" <dang(--nospam--at)karren.com>
writes:
> I'm looking at a fairly simple garage.  Wood trussed roof,
> wood shear walls, etc.  The walls are 11 ft. high.  The 
> front of the garage has a 16 ft. x 10 ft. door.  The panels
> on either side of the garage are only 2 ft. wide.  Total 
> seismic shear on this wall line is 1200 lbs.  Seismic zone 3.
> 
> The engineer of record shows the LVL header over the 
> garage door extending to the end of the 2 ft. wide panels on
> either side of the garage.  He has holdown straps from the
> foundation to the holdown posts.  He also placed straps from
> the holdown posts to the LVL header at the top.  Something
> like a moment frame?  
> 
> He claims that since he is restraining the rotation of the shear
> wall at the top, then the inflection point is at mid-height of the
> panel.  Therefore, the panel height is only 5-1/2 ft., which 
> doesn't violate the 3-1/2 to 1 ratio for shear walls required
> by the UBC.
> 
> I don't agree with this, and told him so.  I think the panel height
> should be from the bottom of the header to the top of the
> foundation wall.
> 
> What do you think?  Any kind of documentation on something
> like this?
> 
> TIA,
> Dan Goodrich, P.E.
> 
> 
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