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Re: Wood Moment Frame?

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This is a valid approach.  The mechanics are straight forward and no
different than any classical frame analysis.  The Simpson strongwall "portal
frame" was developed from this approach.  If the calcs and detailing are
clear, I would permit the solution.

Paul Feather
----- Original Message -----
From: "Dan Goodrich" <dang(--nospam--at)karren.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Friday, November 30, 2001 9:37 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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