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"Standard of Practice" for wood-frame earthquake retrofit tie-downs[Subject Prev][Subject Next][Thread Prev][Thread Next]
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- Subject: "Standard of Practice" for wood-frame earthquake retrofit tie-downs
- From: "Thor Matteson" <thorm(--nospam--at)sti.net>
- Date: Thu, 11 Jun 2009 07:41:22 -0700
This is a question for SF Bay Area engineers who do residential or light commercial earthquake retrofits for wood-framed buildings.
For cripple walls that are not very tall (say 18 inches or less), tie-down installation becomes a problem. Most engineers will have some degree of confidence that the self-weight of the building will resist overturning up to a certain level, without doing extensive calculations to determine tributary loads.
What calculated "raw" uplift (overturning moment/shear wall length, ignoring self-weight) do you categorically ignore? 500 pounds? 750 pounds? 1000 pounds? Or do you consider each case individually, and use your experience and judgment to decide whether you need a tie-down to resist 751 pounds?
Feel free to e-mail me off-list. If I get enough off-list responses to average, I will post the result with any highlights. I'm counting on you, Ralph.... ;-)
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