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- To: "seaoc(--nospam--at)seaoc.org" <seaoc(--nospam--at)seaoc.org> (Return requested) (Receipt notification requested)
- Subject: ???steel EBF's for single story buildings???
- From: Ghassem Khosrownia <Ghassem.Khosrownia(--nospam--at)NWS01.usace.army.mil>
- Date: 03 Sep 1997 14:08:37 Z
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Although I am grateful for your responses, I was interested in applicability of EBF's vs concentricity braced frames such as ordinary chevron bracing. Obviously, while EBF requires more engineering/detailing, they exhibit greater ductility when resisting lateral loads. The question is: is this system useful for lower seismic zones as well as higher ones? Is it economically feasible to use for single story application? I am also wondering if UBC would like us to apply both chevron brace and EBF requirements when dealing with EBF's and their connections, or only EBF criteria will suffice. I remember in an AISC seminar a few years back they have sometimes made reference to this kind of frame as chevron braces. I plan to contact ICBO on this subject, but value your opinion greatly as well. Thanks again, Ghassem Khosrownia. BTW, please don't change the subject of this message as it helps me track it down in my in-box. Thanks. ______________________________ Reply Separator _________________________________ Subject: Re: Seismic/Non-Seismic design Author: James_F_Fulton(--nospam--at)rohmhaas.com at Internet Date: 9/3/97 1:22 PM I am interested in this topic also for one and two story industrial buildings and chemical process structures that could extend as much as 5 or 6 stories high. We typically design these as x-braced frames with simply suppported girder-to-column connections. Most of our designs are in non-seismic areas (Texas), but what about this type of structure for other seismic zones ? What are the drawbacks ? This type of steel construction seems to be much more economical to design and construct than moment frames or even eccentrically braced simple frames. ______________________________ Reply Separator _________________________________ Subject: Seismic/Non-Seismic design Author: seaoc(--nospam--at)seaoc.org at Internet Date: 9/2/97 9:38 PM On 2 Sep 1997, Ghassem Khosrownia wrote: > Besides being fun to design and detail, is it worth (economically) to > incorporate in seismic zone 2, 3, or even 4? Anyone has any > experiences to share on single story industrial type application? We did some investigations for a typical commerical structure. (2-1/2 stories, length about 100 m and width about 40 m). Our finding was that for this structure, highest seismic zone provisions will increase the structural cost by only about 7-8% compared to non-seismic design. However, as you can imagine, the analysis and design cost (that you incur) will be significantly higher for seismic design. I do not expect the single storey industrial building to show significantly different figures. By the way, for highest seismic zone, about 40% of the members had to be designed for load combination including seismic, while for the remaining, the dead + live load continued to be critical. I will also be interested in knowing of other people's experience on this issue. Ravi Sinha ------------------------------------------------------------------------------ Ravi Sinha, Ph.D. email: rsinha(--nospam--at)gemini.civil.iitb.ernet.in Assistant Professor rsinha(--nospam--at)civil.iitb.ernet.in Department of Civil Engineering Phone: (91-22)-578-2545 Ext. 7336 IIT, Powai, Bombay - 400 076, India Fax: (91-22)-578-3480, 578-3557
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