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RE: Perforated shear walls[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Perforated shear walls
- From: "Doug Mayer" <doug.mayer(--nospam--at)taylorteter.com>
- Date: Thu, 6 Dec 2007 17:13:02 -0800
- Priority: normal
Yeah, I thought about that as well. It certainly seems the perfect definition of cross-grain bending.
As for the shear and uplift loads, the code does not state that they must be combined (unless I am missing it, which is totally possible).
Doug Mayer, SE
As I understand that, it seems that is similar to the old vertical Fp with no provision to anchor the intermediate or window jamb studs to the plate or fndn, at a maximum or 490plf. Wouldn't that introduce cross grain bending in the plate? So bolts at 32" o.c need combined loading with a vertical force of 1307# max.?
From: Doug Mayer [mailto:doug.mayer(--nospam--at)taylorteter.com]
Yes. And there is also a requirement in section 2305.3.8.2.6 for uplift anchorage between perforated shear wall ends. It says that “…perforated shear wall bottom plates at full-height sheathing shall be anchored for a uniform uplift force, t, equal to the unit shear force, v, determined in Section 2305.3.8.2.5.” So it seems that your typical in-plane shear sill bolting also needs to resist a concurrent uplift force that is equal to the wall’s unit shear force. Interesting.
Doug Mayer, SE
There is a limit of 490plf. Above that they are not allowed.
Even in high seismic regions?
T. William (Bill) Allen, S.E.
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