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RE: Perforated shear walls

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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(--nospam--at)wcaeng.com]
Sent: Thursday, December 06, 2007 4:39 PM
To: seaint(--nospam--at)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(--nospam--at)cox.net]
Sent: Thursday, December 06, 2007 5:36 PM
To: seaint(--nospam--at)seaint.org
Subject: RE: Perforated shear walls

 

Even in high seismic regions?

 

T. William (Bill) Allen, S.E.

ALLEN DESIGNS

Consulting Structural Engineers
 
V (949) 248-8588 F(949) 209-2509

-----Original Message-----
From: Doug Mayer [mailto:doug.mayer(--nospam--at)taylorteter.com]
Sent: Thursday, December 06, 2007 4:11 PM
To: seaint(--nospam--at)seaint.org
Subject: RE: Perforated shear walls

 

Yes.

 

Doug Mayer, SE

Structural Engineer

 

 

From: Jeff Smith [mailto:jeffsmith7(--nospam--at)comcast.net]
Sent: Thursday, December 06, 2007 4:04 PM
To: seaint(--nospam--at)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


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