Need a book? Engineering books recommendations...

# RE: Perforated shear wall uplift

• To: <seaint(--nospam--at)seaint.org>
• Subject: RE: Perforated shear wall uplift
• From: "Hood, Matthew O." <HoodMO(--nospam--at)ci.anchorage.ak.us>
• Date: Thu, 2 Feb 2006 09:48:03 -0900

 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