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[SEAOC] Plywood Shearwall Deflection[Subject Prev][Subject Next][Thread Prev][Thread Next]
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- Subject: [SEAOC] Plywood Shearwall Deflection
- From: "Dennis S. Wish PE" <wish(--nospam--at)cyberg8t.com>
- Date: Tue, 2 Jul 1996 22:16:47 -0700
A friend that lives in Los Angels recently contacted me to see if I could help him with this problem. I would like some input on the following hypothetical problem: The L.A. City building department increased the H/b ratio of 2:1 for plywood shear panels - where, prior to the Northridge earthquake the ratio was 3.5:1. The height of the panel was twelve feet from foundation to lateral restraint at the roof diaphragm. The design has a three foot shear panel on either side of a four foot by seven foot door. The panels don't make the 2:1 ratio required by the ordinance. I responded by explaining that I thought you could exceed the 2:1 ratio if you design the panel for deflection based upon the 1991 UBC standard. He indicated that he did not feel comfortable with this based upon the current ordinance. He further explained that as far as he knew, there was no new testing on wall deflection. Classically, the tow panels can be combined across the opening as long as each pier is adequately anchored and braced. The question came as to how to determine the deflection of the two piers when tied across the opening and acting together. Does anyone have a method for determining shear wall deflection with an opening in the shear panel? Dennis Wish PE ...
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