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Re: SIPs panels in shear[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Re: SIPs panels in shear
- From: "Gerard Madden, SE" <gmse4603(--nospam--at)gmail.com>
- Date: Thu, 1 Oct 2009 22:23:58 -0700
Premier does have an evaluation report for SDC D, E, F (not an ICC Report, NER I believe, but still acceptable in California....a certain member of this list did the work on the testing) and they have 1:1 aspect ratio values for seismic at about half the wind values IIRC.
Richard, the dual sheathing benefits are lost since you need to cut a hole on one side to install the hold-down. One side is sacrificial from a shear wall perspective.
David,This is fine...if you do not have a code official that demands an actual evaluation report. At the moment, it appears that Premier's official evaluation report limits shearwalls to 600 plf, which while more than what R-Control has in their report, it is less than what Insulspan has in their current report.It should also be noted that _ANY_ current ICC-ES shearwall values only apply for IBC/ASCE 7 Seismic Design Categories A, B, and C. This is certainly an issue for you to be aware of (do not know if the Premier sales rep addressed this) since you are in the heart of seismic country. While this does not necessarily preclude the use of SIP shearwalls for seismic in SDCs D, E, and F, it does mean that you would have to do it WITHOUT the support of an evaluation report. I know that both Premier (http://www.pbssips.com/Tech%20Bulletins/TECH_BULL__33b_PBS_SIPs_used_in_as_shear_walls.pdf) and Insulspan (not availabe on the website, but you could request it...or I can give it to you) have technical bulletins that will help with this issue, but it is NOT the same as an evaluation report. I know that there are code official in some California jurisdictions that will require a evaluation report from ICC-ES, and maybe even from COLA (I am pretty sure San Fran is one such jurisdiction). I do not currently know what R-Control has in this area, but I could likely find out if you wanted to know.My main point is that technical bulletins and such are fine, but in some places only an evaluation report will cut it. And, always be wary of what sales reps claim. <grin>Regards,ScottAdrian, MI
From: David Topete [mailto:d.topete73(--nospam--at)gmail.com]
Sent: Thursday, October 01, 2009 5:36 PM
Subject: Re: SIPs panels in shearRichard,Our office had a sales rep for Premier Building Systems come out and he tauted how they have high shear resistance, etc. Check the link. http://www.pbssips.com/Tech%20Bulletins/PBS%20Master%20Load%20Charts%20(8-25-2008).pdfGood luck.
On Thu, Oct 1, 2009 at 1:48 PM, Richard Calvert <RichardC(--nospam--at)lbbe.com> wrote:
I have a new project with SIPs panels involved, however, this one has some potential issues with wind loading along the front of the structure. My current information regarding this claims that the allowable shear values are for aspect ratios of 1:1 or better, and gives no further information. However, I found an IRC/IBC report on SIPS.ORG from NTA (?) stating that the allowable was 2:! – which makes more sense – but provides no values for this case…
Considering that these panels are covered on both sides with 7/16” OSB it makes sense to me that these panels would fall under some “similar” method in the IRC, or maybe have capacities similar to 2x unblocked roof diaphragms – but I am not finding anything which validates this. Any leads would be greatly appreciated here.
Richard Calvert, EIT
Lindemann Bentzon Bojack
Architects & Engineers
290 Citrus Tower Blvd, Suite 200, Clermont, Fl. 34711
tel: 352.242.0100 ext.141 fax: 352.242.0302
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