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RE: AISC "Seismic Provisions for Structural Steel Buildings", Sec tion 13.3.a

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Besides "Ry" factor can make a big difference,
specially with A36 steel.
Frank

--- "Haan, Scott M." <HaanSM(--nospam--at)ci.anchorage.ak.us>
wrote:
> A column could buckle, the building could tip over
> or a drag strut could
> fail before the brace might fail in tension.  If you
> just design the
> connection for the tensile strength of the brace it
> is conservative.
> 
> Scott M Haan P.E.
> Plan Review Engineer
> Building Safety Division 
> Development Services Department
> Municipality of Anchorage
> http://www.muni.org/building
> phone:907-343-8183  
> fax:907-249-7399
> mailto:haansm(--nospam--at)ci.anchorage.ak.us
> 
> 
> 
> -----Original Message-----
> From: Sherief S. Sakla
> [mailto:sakla2000(--nospam--at)softhome.net]
> Sent: Monday, November 19, 2001 4:11 PM
> To: seaint(--nospam--at)seaint.org
> Subject: AISC "Seismic Provisions for Structural
> Steel Buildings",
> Section 13.3.a
> 
> 
> I need clarification regarding AISC "Seismic
> Provisions for Structural Steel
> Buildings", Section 13.3.a.  It states that :
> "The required strength of bracing connections shall
> be the lesser of the
> following:
> (a.) The nominal axial tensile strength of the
> bracing member, determined as
> RyFyAg
> 
> (b.) The maximum force, indicated by analysis, that
> can be transferred to
> the brace by the system."
> 
> Is not the force calculated from part (b) always
> greater than that
> calculated from part (a)!!!
> 
> Regards,
> 
> S. Sakla, P.E.
> 
> 
> 
> 
> 
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=====
Fariborz Tehrani,                      Phone: (310)801-4237
Civil Engineer                           Fax: (530)481-9532
BSCE, MSCE, PE                    Voice Mail: (877)743-6206
email: fmtehrani(--nospam--at)msn.com
web: www.fmtehrani.com

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