That IS interesting. How is that the normal shear bolts resist uplift w/o cross grain bending again? Can’t wait till January….
Truitt
From: Doug Mayer [mailto:doug.mayer@taylorteter.com]
Sent: Thursday, December 06, 2007 4:54 PM
To:
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:
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:
Subject: RE: Perforated shear walls
Even in high seismic regions?
T. William (Bill) Allen, S.E.
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:
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:
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
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