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RE: Shear Walls and 3x Framing (UBC)

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Title: RE: DC PE needed (drawings review)

Bill,

My interpretation of the code is that the requirement for 3x members is based on demand not capacity of the panels. If your demand requires only 349 plf on the panel then I would say you were okay not to use 3x members.

Dennis S. Wish, PE

 

-----Original Message-----
From: Bill Allen [mailto:T.W.Allen(--nospam--at)cox.net]
Sent: Thursday, December 11, 2003 8:07 AM
To: seaint(--nospam--at)seaint.org
Subject: Shear Walls and 3x Framing (UBC)

 

According to footnote 3 under UBC Table 23-II-I-1, any shear wall with a capacity greater than 350 PLF in seismic zones 3 & 4 need 3x members at abutting panel edges and foundation sill plates (unless the anchor bolts are designed for half…).

 

According to the table, a shear wall 15/32” CDX w/8d @ 4” has a tabulated capacity of 380 PLF.

 

Question:

 

If I design a structure such that wherever I have a shear wall meeting the above specification the design load is no more than 349 PLF, do I still need 3x members at abutting panel edges and foundation sill plates when my anchor bolts are not designed for half capacity? The concern I have is that, even though I limit the design force in this shear wall to no more than 349 PLF, it still has a capacity of 380 PLF.

 

TIA,

 

T. William (Bill) Allen, S.E. (CA #2607)

V/F (949) 248-8588

San Juan Capistrano, CA

http://members.cox.net/ballense/