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RE: Perforated shear wall uplift

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Thanks, that’s exactly what I was looking for.

-Matt

-----Original Message-----
From: bcainse(--nospam--at)aol.com [mailto:bcainse(--nospam--at)aol.com]
Sent:
Thursday, February 02, 2006 9:34 AM
To: seaint(--nospam--at)seaint.org
Subject: Re: Perforated shear wall uplift

 

Ralph-

There is a discussion of how the anchorage is supposed to work for perforated shear walls in a paper by Philip Line on the AWC website:

 

 

Regards, 

Bill Cain, S.E.
Berkeley CA

 

 
-----Original Message-----
From: Rhkratzse(--nospam--at)aol.com
To: HoodMO(--nospam--at)ci.anchorage.ak.us; seaint(--nospam--at)seaint.org
Sent: Thu, 2 Feb 2006 13:21:13 EST
Subject: Re: Perforated shear wall uplift

In a message dated 2/2/06 10:12:48 AM, HoodMO(--nospam--at)ci.anchorage.ak.us writes:

2003 IBC section 2305.3.7.2.6 indicates 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." Where v is the shear
force for which the bottom plate shear transfer has to be designed.


I have no answers, only more questions.  Does this mean that in a shear wall designed to resist 500 plf must have uplift resistance of 500#?  Or if the wall is 10' long it must have uplift resistance of 5,000#?  And if it's 100' long, 50,000#?

Ralph