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Re: Beam unbraced length (was collector elements)

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Reza:

A bare metal deck can be used in conjunction with full-height stiffeners to
create a point of lateral beam bracing.  However, since this is acting as a
torsional beam restraint you would have to prove that the bare metal deck
has both the flexural strength (usually not a big problem) and stiffness
required by  the 1999 LRFD Specification provisions for stability bracing in
Chapter C.  Your biggest problem will most likely be showing that the small
welds used to connect the deck to the beam are stong enough to carry the
torsional moment you are transferring to the deck.

Russell Berkowitz


----- Original Message -----
From: "Reza Dashti Asl" <rezadashti(--nospam--at)hotmail.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Thursday, March 13, 2003 1:01 PM
Subject: Beam unbraced length (was collector elements)


>
> Charlie Carter wrote:
> "Lateral torsional buckling is unaffected...unless there is an actual
point
> of direct or torsional bracing. A direct brace is like a kicker angle. A
> torsional brace is like a pair of stiffeners that extend the restraint of
> the other flange connected to a slab down to the flange tending to move
> laterally."
>
> It seems to suggest that if the top flange is connected to a slab, then a
> pair of full height stiffeners (welded to both flanges and web?)can be
> considered a braced point in determining the unbraced length of the beam.
Am
> I getting this right and can we extend this to a beam connected to a roof
> metal deck?
>
> Regards,
> Reza Dashti
>
>
>
>
>
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