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Re: lateral load to Dave Anderson[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Re: lateral load to Dave Anderson
- From: Tjb5424744(--nospam--at)aol.com
- Date: Sun, 22 Nov 1998 18:11:51 EST
This message is to Dave Anderson. I have tried on two occasions to call you at ESI-FME without success. Please call me on Monday 11/23 to discuss these corrections. 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. As for the mezzanine. The slender wall will deflect about 2" to 4" at the mezzanine level (wall mid-height). The mezzanine, which is plywood deck and shear walls may deflect about the same amount. The mezzanine should be separated from the wall be the sum of the deflections of each or tied to the wall for the incompatible deflection force to "close the gap" between the two. With the two tied together, the mezzanine diaphragm and the shear walls need to be designed for the load induced by the wall. I hope this helps.
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