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Re: Steel SMF[Subject Prev][Subject Next][Thread Prev][Thread Next]
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- Subject: Re: Steel SMF
- From: Drew Morris <dmorris(--nospam--at)bbfm.com>
- Date: Mon, 10 Mar 2014 09:35:55 -0800
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Good to know about this option. Can you use this connection at the roof level? Extending plate 2x column depth above the beam? I assume the plate thickness is based on analysis.
On 3/9/2014 12:58 PM, Steve Gordin wrote:
Ricardo, Drew, and Bill, Thank you for your help. Unfortunately, AISC 341, 358, etc. do notprovide clear (actually, any) answers to weak-axis SMF connections. Here is what I can share at this point.Egor Popov of UC Berkeley actually tested such connections, and, apparently, successfully (FEMA 355D), but this was in the late 1980s, and does not meet the current requirements. As it stands now, the SMF weak axis connection is not prequalified, hence the problem.I was contemplating creating a cruciform section or welding two wide flange columns together - but that's too much welding just to boot.I am lucky to know Professor Stephen Mahin of UC Berkeley, who provided very valuable information on the actual testing done at Cal in the late 1990s, along with other great leads. Finally, Mr. Ron Hamburger (who happens to chair the prequalifiying committee) was kind enough to take my cold call - based on the 2009 NEHRP
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