] [Thread] [Date] [Author]

["Sherman, William" <ShermanWC(--nospam--at)cdm.com>]

I couldn't find the wording you quote in the Ninth Edition but I am
surprised that AISC would say that slip critical connections are not
normally used for wind connections. For wind bracing I would use slip
critical connections for the reasons given in Scott Maxwell's response: with
load reversal, non-slip critical bolts could slip back and forth and cause
disturbing noises to the occupants. 

> -----Original Message-----
> From: Arvind K. Bisarya [mailto:arvind_bisarya(--nospam--at)mk.com]
> Sent: Monday, July 10, 2000 12:21 PM
> To: 'seaint(--nospam--at)seaint.org'
> Subject: ...no subject...
> 
> 
> Can   someone  help  me  with  this  please ,   thanks  in  advance.
> 
> AISC, ASD Ninth Edition/LRFD 1St Edition, Volume II - Connections :
> 
> Referring to Specifications Section K which says: "The 
> occurrence of full 
> design wind or earthquake loads is too infrequent to warrant 
> consideration 
> in fatigue design.", goes on to say -(p 1-11) "Consequently, 
> slip critical 
> connections are not normally required or used by engineers 
> for wind or 
> seismic loads for buildings."
> 
> However - AISC's Seismic Provisions, dated April, 1997, 
> section 7.2.a says: 
>  "Connections may use bearing values, but nevertheless - the faying 
> surfaces are to be a minimum of Class A friction condition."
> 
> This seems somewhat of a contradiction to me, but the 
> requirements are 
> clearly stated.  
> 
> Anyone having some insight into why AISC would require a 
> friction capacity 
> faying surface for bolts intended to withhold their seismic load via 
> bearing - I would like to hear it.
> 
> 
> Thankyou
> 
> Arvind  Bisarya
> Phone  314  -  539  -  0471
> Fax       314  -  539  -  8321
> E - Mail       arvind_bisarya(--nospam--at)mk.com
> 
> 
> 
> 
> 
> 
> 
> 
> 
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