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Re: H/b ratio for Low shear walls[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Re: H/b ratio for Low shear walls
- From: SDGSE(--nospam--at)aol.com
- Date: Tue, 17 Aug 1999 20:12:47 EDT
In a message dated 8/17/99 3:17:00 PM Pacific Daylight Time, cgreenlaw(--nospam--at)speedlink.com writes: << It is true that excessive deflection was given as the reason for widening the permissible ratio to 2:1 from the narrower former 3-1/2 to 1, in the 97 UBC cycle. Yet the code change proponents insisted on disallowing any usable shear value to the ratios between 2 and 3-1/2, rather than add requirements and provisions that would allow engineers to design out the offending features or conditions that research showed caused the unwanted deflections. >> I have been thinking about the same thing for some time. If the code limits the h/d ratio to prevent excessive deflections, then why check the deflection? or if deflection is kept at the allowable, why the h/d limitation? Oshin Tosounian, S.E.
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