want to check the archives. In short, the perforated (non-engineered)
shearwall method is the result of extensive testing (most recently AFAIK
by Dan Dolan at VPI). If you use it (I don't) don't try to make it into
a "rational" analysis or try to apply other "rules" that don't
specifically apply. You might hurt your head :o)
Chuck Utzman, PE
Doug Mayer wrote:
>
> 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).
>
> Fun stuff.
>
> Doug Mayer, SE
>
> /Structural Engineer/
>
> / /
>
> *From:* Jeff Smith [mailto:jeffsmith7@comcast.net]
> *Sent:* Thursday, December 06, 2007 5:08 PM
> *To:* seaint@seaint.org
> *Subject:* RE: Perforated shear walls
>
> 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@taylorteter.com]
> *Sent:* Thursday, December 06, 2007 4:54 PM
> *To:* seaint@seaint.org
> *Subject:* RE: Perforated shear walls
>
> 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
>
> /Structural Engineer/
>
> *From:* Jason Christensen [mailto:jason@wcaeng.com]
> *Sent:* Thursday, December 06, 2007 4:39 PM
> *To:* seaint@seaint.org
> *Subject:* RE: Perforated shear walls
>
> There is a limit of 490plf. Above that they are not allowed.
>
> Jason
>
> -----Original Message-----
> *From:* Bill Allen [mailto:t.w.allen@cox.net]
> *Sent:* Thursday, December 06, 2007 5:36 PM
> *To:* seaint@seaint.org
> *Subject:* RE: Perforated shear walls
>
> Even in high seismic regions?
>
> T. William (Bill) Allen, S.E.
>
> ALLEN DESIGNS <http://www.AllenDesigns.com>
>
> Consulting Structural Engineers
> V (949) 248-8588 • F(949) 209-2509
>
> -----Original Message-----
> *From:* Doug Mayer [mailto:doug.mayer@taylorteter.com]
> *Sent:* Thursday, December 06, 2007 4:11 PM
> *To:* seaint@seaint.org
> *Subject:* RE: Perforated shear walls
>
> Yes.
>
> Doug Mayer, SE
>
> /Structural Engineer/
>
> *From:* Jeff Smith [mailto:jeffsmith7@comcast.net]
> *Sent:* Thursday, December 06, 2007 4:04 PM
> *To:* seaint@seaint.org
> *Subject:* Perforated shear walls
>
> I have never designed perforated shearwalls before and I am reviewing
> section 2305.3 of the 2007 CBC and the 2005 AWC design examples. Do
> understand correctly that a perforated shear wall meeting the
> requirements and subject to adjustment factors, can be designed with
> only end wall holdowns and no force transfer detailing around openings?
>
> Jeff
>
>
> Visit our new website at www.taylorteter.com
>
>
> Visit our new website at www.taylorteter.com
>
>
> Visit our new website at www.taylorteter.com
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