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RE: lateral load to Dave Anderson[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: RE: lateral load to Dave Anderson
- From: Harold Sprague <harold.sprague(--nospam--at)neenan.com>
- Date: Mon, 23 Nov 1998 08:39:26 -0700
See the quote below. I do not understand this statement at all. Just because a material property is not listed in the AISC manual does not mean that the material property does not exist. You need to read the ASTM A307 specification. The material is in fact A36 steel. The biggest difference between the A307 bolt as opposed to a bolt made of A36 steel is the testing requirements contained in the A307 specification. A307 bolts have very good ductile properties. Harold Sprague The Neenan Company harold.sprague(--nospam--at)neenan.com -----Original Message----- From: Tjb5424744(--nospam--at)aol.com [mailto:Tjb5424744(--nospam--at)aol.com] Sent: Sunday, November 22, 1998 4:12 PM To: seaint(--nospam--at)seaint.org Subject: Re: lateral load to Dave Anderson ...... As for the A307 Bolts. If you look in the AISC bolt design tables (sorry, I don't have my manual with me) you will see under the A307 specification that there is no yield stress given (Fy), only ultimate or rupture (Fu). There for the bolt ruptures without yielding (elongation) and is not ductile. But, the Fp design load (.48Wp) at the wall to roof connection is at a level which may perform without needing to go into the post yield range.....
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