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RE: Deflection[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Deflection
- From: Harold Sprague <spraguehope(--nospam--at)hotmail.com>
- Date: Thu, 5 Nov 2009 05:04:20 +0000
Keep in mind that the deflection limits for seismic are code requirements and the deflection limits for wind are not code requirements. Wind deflection is a service issue. And the service issues are a function of the intent. |
A single story pre engineered metal building with metal siding can accommodate a lot of lateral drift. Some pre engineered metal buildings are routinely designed for h/20. If it is clad in masonry, the limits will be significantly less (in the range of h/200 to h/400)unless you detail the cladding to accommodate the lateral drift.
A multi-story apartment building can accommodate less lateral drift than an office building. Increasing stiffness based on an arbitrary ratio is not prudent. Further, the accelerations in wind buffeting are more of an issue than accelerations with seismic. But that is another topic.
Regards, Harold Sprague
Date: Wed, 4 Nov 2009 12:15:12 -0800
When wind governs in your lateral system design, what is the building drift limitation? There doesn’t seem to be any specified building drift limitation for wind loads (that I can find) in the code. What do you wind country folks do?
Doug Mayer, SE
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