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RE: Wood Moment Frame?[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: RE: Wood Moment Frame?
- From: "George Richards P.E." <george(--nospam--at)borm.com>
- Date: Wed, 5 Dec 2001 13:22:09 -0800
Why should the house survive undamaged after a big wind storm? I thought that is what insurance was for. It should survive after a common wind storm or earthquake for that matter but not the BIG ones. I think the codes are now chasing their own tails in the sense that now in trying to make everything stiffer, stronger, and better they have lost sight of their own intent, which I thought was life safety, not economic security. The only reason the lawyers love us so is because we do not even know what we want any more. Sorry for the rant, but living in the world of type V I see the code not through rose colored but broken glasses, (sorry John could not resist the pun.) George Richards, P. E. -----Original Message----- From: Dan Goodrich [mailto:dang(--nospam--at)karren.com] Sent: Monday, December 03, 2001 9:18 AM To: seaint(--nospam--at)seaint.org Subject: Re: Wood Moment Frame? This was my concern from the start. I got involved with the project because of an issue with a suspended concrete floor slab. As I was going through the plans, I noticed the narrow shear walls. Out of curiosity I called the EOR to find out how he justified it. Apparently, the report that John Rose mentioned is about to be published. This is the response I got from Tom Skaggs: "The information that you request has recently been finalized in APA Report T2001L-56 "Narrow Wood Portal-Frame Bracing Segments"." I don't know when it will be available though. He is going to mail me a copy. Thanks, John! I think I have talked the EOR into using a Strongwall. We'll see. He did not perform a deflection check. I doubt it would meet the code requirements. I've noticed that a few of the strongwalls have a full height metal strap at the edge. I wonder if this is to limit deflection? George Richards asked "Where is the life safety issue?" If only we had to worry about life safety. What do you tell the owner/lawyer when the garage door won't open after the big wind storm because the garage is slightly out of plumb? Thanks for all the input. Dan Goodrich, P.E. ---- Original Message ----- From: "chuckuc" <chuckuc(--nospam--at)pacbell.net> To: <seaint(--nospam--at)seaint.org> Sent: Friday, November 30, 2001 11:31 PM Subject: Re: Wood Moment Frame? > The proposed wall has an aspect ratio of 5:1 and is not UBC compliant (see > Fig. 23-II-I b)--and that should be the end of the discussion. > It is certainly possible to build such a wall so as to meet the code > required drift limits, but it is extremely difficult if the loads are large > (and you'd need lab tests to prove it). Simpson (and a few others) have > gone to great lengths to fabricate and test code compliant portal > frames--tell your guy to buy some. > The aspect ratio multiplies all the sources of deflection: construction > slop, shrinkage, tie down deflection, fastener deflection, plate crushing, > etc. 5:1 is a killer and the problem is not amenable to accurate calculation > even if you tried to control all the construction variables. (I don't even > think Simpson's tests with green headers are accurate because they didn't > allow their headers to shrink before they tested them.) > Chuck Utzman, P.E. > > ******* ****** ******* ******** ******* ******* ******* *** * 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 ******* ****** ****** ****** ******* ****** ****** ********
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