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RE: WT Bracing for OCBRs[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: WT Bracing for OCBRs
- From: Harold Sprague <spraguehope(--nospam--at)hotmail.com>
- Date: Wed, 15 Dec 2010 23:33:58 +0000
I responded off line to Tom. This is an issue that I have on a daily basis at work. I took it to those that wrote the AISC 341 section in question. I took it off line because the authors prefer anonymity and do not want to be mobbed by autograph seekers, paparazzi and stalkers;>) |
Basically for WT braces as part of a OCBF there are no rules currently regarding compact element other than what is contained in the AISC 360. I looked at the AISC 341 commentary and saw that the provision was driven by a concern for nonlinear behavior. I have no problem with designing structures for a linear response. That way I address the concern and I am able to maintain a reasonable structural design.
There are many of us who design nonbuilding structures and we need a bit more latitude.
Regards, Harold Sprague
Date: Wed, 15 Dec 2010 14:55:56 -0800
Subject: Re: WT Bracing for OCBRs
have you gotten an answer? I agree with you that it would be the 4th item of table I-8-1. I also agree that the WT 6x95 being incredibly conservative based on the expected demand...
On Tue, Dec 14, 2010 at 3:21 PM, <Tom.Hunt(--nospam--at)fluor.com> wrote:
I have a non-building steel piperack (similar to buildings) in SDC D where we are using an Ordinary Concentrically Braced Frame System (R = 3.25) with WT double story cross bracing. For this, ASCE Table 15.4-1 requires AISC 341 detailing that gets you to Section 14.2 which says the braces must meet the requirements of Section 8.2b (i.e. the braces must be seismically compact) per TABLE I-8-1.
David Topete, SE
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