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RE: FASTENERS: Plymetal Teks[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: FASTENERS: Plymetal Teks
- From: "Dennis Wish" <wish(--nospam--at)cwia.com>
- Date: Wed, 29 Jul 1998 17:46:42 -0700
In this case, unless your aspect ratio is pushing 3:1 or 4:1 I would not think that diaphragm shear is high enough to worry about. In this case, Plymetal Teks should fit the job just fine since their are not the weak link in the failure mode. This is especially true if your contractor is using OSB rather than 5-Ply T&G panels. What do you think? Dennis -----Original Message----- From: Bill Allen, S.E. [mailto:Bill(--nospam--at)AllenDesigns.com] Sent: Wednesday, July 29, 1998 8:43 AM To: seaint(--nospam--at)seaint.org Subject: RE: FASTENERS: Plymetal Teks My application is a roof diaphragm, not shear walls. -----Original Message----- From: Dennis Wish [mailto:wish(--nospam--at)cwia.com] Sent: Wednesday, July 29, 1998 12:00 AM To: seaint(--nospam--at)seaint.org Subject: RE: FASTENERS: Plymetal Teks Bill, I had one other thought after send you the info that you needed. The problem with connections is that the failure mode generally occurs in buckeling of the stud member. The next level of failure is shearing failure in the screw to the stud. In the second type, the work published in the '97 code reduced the thickness of studes for lateral strength from 16 gauge as suggested by APA to 20 Gauge based upon cyclic testing done under the guidelines of the SEAOSC testing standards. In the later case, the performance improved by the greater ductility of the studs. The point I am trying to make is that since the failure is not generally due to the screw or tearout from the sheathing but in the buckeling of the bearing material, it probably is no use to try and design from the strength of the screw or panel alone. The code values are emperical, based upon testing rather than numerically supported analysis. You might check with AISI to see if they have accomplished any additional testing with with the type of structure you are designing. >From what you explained, it sounds like you are designing something like a Butler type building but using a plywood shear system. Have you thought about the Hardy Frames - embedding a Hardy frame where you need it for shear and leaving the 48" spaced studs for gravity load's only? Let me know if you need any info on Hardy Frame. They are located in Ventura under the listing of Hardy Industries. Dennis -----Original Message----- From: Bill Allen, S.E. [mailto:Bill(--nospam--at)AllenDesigns.com] Sent: Tuesday, July 28, 1998 2:06 PM To: seaint(--nospam--at)seaint.org Subject: FASTENERS: Plymetal Teks I am designing a structure such that I cannot find any "Code" values for a fastener. I am designing a one story structure with 3/4" plywood roof sheathing and light gauge (16 and 18) purlins at 4'-0". I need a fastener with a fluted head that has some kind of shear value attaching 3/4" plywood to 16 or 18 gauge metal. The shear wall tables in the 1997 UBC do not work since one of the requirements are that the "studs" have to be at 24" or less. I have already contacted ITW Buildex, Compass International, Grabber International (via Angeles Metal Systems) and no one seems to have data that I can use. If anyone out there has any specification with "Code" loads, I would be most appreciative. Thanks, Bill Allen
- RE: FASTENERS: Plymetal Teks
- From: Bill Allen, S.E.
- RE: FASTENERS: Plymetal Teks
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