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- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: perforated shear walls
- From: "Casano, Karen" <Karen.Casano(--nospam--at)dgs.ca.gov>
- Date: Tue, 6 May 2003 16:58:22 -0700
Chris: reference: SEAOC Seismic Design Manual Volume II, pg 69. You may have to struggle a bit to understand the statics behind it, but it's very "rational". It's also very tedious to do by hand. The spandrals over the openings often have the highest shears using this method. It just doesn't make sense to try to use a perforated panel analysis when your openings are very large in comparison to the size of the solid panel that is left. APA also has a publication on perforated shearwall analysis which I believe you can download from their website. I have not reviewed it. Karen Casano, SE San Diego, CA ---------------------------------------------------------------- Re: Timber Design. =20 I=92m flustered. I=92ve been working for over two years and have yet to come up with a definitive method for designing shear walls with openings. I=92ve come to find there isn=92t one. I was attempting to = use a method that is included in the 2000 IBC ( we call it the =93AFPA=94 = method, based on an article I=92ve read by Philip Line ) where the ratios of the opening height to wall height and opening width to wall width are used to calculate a reduction factor and require the designer (myself) to increase the nailing in a shear wall. Over the past year, I=92ve read about four or five different versions of that article and now have come to the conclusion that the detailing requirements make it =93near-impossible=94 to make the method work in areas where the walls = are SEVERELY impacted. It makes some sense that any method would have problems when you=92re trying to force a wall that=92s 18=94 wide to = handle 8000# of shear. We work primarily with Excel spreadsheets for this sort of analysis, and if there=92s a method that doesn=92t fit into a spread sheet well I probably haven=92t seen it yet. I also found an =93old=94 spreadsheet in the office archives detailing out how to determine the strap force (and of course the strap callout) above and below window openings, but when trying to follow the equations (going cell to cell) I start to get lost and in the end it=92s just a bunch of numbers = crunching, and I=92m not buying it enough to explain to any plan checker such that they=92ll buy it either. I was hoping that someone reading this list would either be willing to fax a method they=92ve used (no numbers =96 = just the method please) or know of a publication or something to help reference a =93rational method=94. Every time I ask about this problem = I always hear just use a =93rational method=94. =20 =20 In case you=92re still reading and curious, I have a wall that=92s = 19=92-7=94 in height and collects and drags load from both the roof (at 19=92-7=94) = and the second floor (at 10=92-6=94), and otherwise requires 2x6 DF#2 @ 8=94 = O.C. to resist out of plane wind loads. In fact, wind controls the in-plane design loads. The total wall length is 21=92-6=94 with a 120-50 window = at a header height of 8=92-0=94 and another 120-50 window at a header height = of 18=92-0=94. The section of wall on the left side is 6=92-3=94 in = dimension and section of wall on the right is 2=92-9=94. To be honest, I=92m fudging = the numbers on the dimensions slightly, reducing the length of wall several inches on each. Using these wall dimensions and the =93AFPA=94 method, = I get a 2-sided =BD=94 plywood 10d 2:12 wall. Ouch. =20 =20 Oh =96 and using that old spreadsheet with no real knowledge of how it works or where it=92s based isn=92t in my interests. =20 =20 =20 Thanks. =20 =20 Chris ******* ****** ******* ******** ******* ******* ******* *** * Read list FAQ at: http://www.seaint.org/list_FAQ.asp * * This email was sent to you via Structural Engineers * Association of Southern California (SEAOSC) server. To * subscribe (no fee) or UnSubscribe, please go to: * * http://www.seaint.org/sealist1.asp * * Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you * send to the list is public domain and may be re-posted * without your permission. Make sure you visit our web * site at: http://www.seaint.org ******* ****** ****** ****** ******* ****** ****** ********
- RE: perforated shear walls
- From: Dennis Wish
- RE: perforated shear walls
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