I guess I need to require the contractor to install the nuts, then.
Sigh…
T. William (Bill) Allen, S.E.
Consulting Structural Engineers
V (949) 248-8588 •
-----Original Message-----
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.
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