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Re: Wood Moment Frame?

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The calculations may check out, but will the framer know what he/she is
doing, and will it get built it to the required tolerances?  Very low h/w
ratios result in high forces in shear walls.  This is one reason why
building codes limits the h/w ratio.

There are a few proprietary products that look a lot like the description
you gave.  Simpson Strongwall is one, and I know there are others.  They are
factory produced, so theoretically they are put together well.  And they are
approved by various building codes.

----
Jason Kilgore
Leigh & O'Kane, L.L.C.
jkilgore(--nospam--at)leok.com
(816) 444-3144
----- Original Message -----
From: Dan Goodrich <dang(--nospam--at)karren.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Friday, November 30, 2001 11:37 AM
Subject: Wood Moment Frame?


> 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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