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AISC "Seismic Provisions for Structural Steel Buildings", Section 13.3.a

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No.  The connection needs to be designed to adequately resist the tension
capacity of the brace or the capacity of the diaphragm to deliver force to
the braced frame or the connection of a drag/collector to braced frame,
etc. to prevent loss of lateral force resistance along that line of
resistance.  In many cases, the diaphragm capacity or collector capacity
can be a lower force than the nominal axial tensile strength of the bracing
member, especially in retrofit design.

Kevin Moore, SE
Project Engineer
Degenkolb Engineers
Oakland, CA
kmoore(--nospam--at)degenkolb.com


From: "Sherief S. Sakla" <sakla2000(--nospam--at)softhome.net>
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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