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RE: FEMA 350 - Bolted Unstiffened End Plate

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Jake,

Jake,

I suggest you get the new AISC 358 - Prequalified Connections, compare to
FEMA 350, and update your spreadsheet accordingly.

Bob Shaw

-----Original Message-----
From: Jake Watson [mailto:jwatson(--nospam--at)utahisp.com] 
Sent: Thursday, July 27, 2006 10:32 PM
To: seaint(--nospam--at)seaint.org
Subject: Re: FEMA 350 - Bolted Unstiffened End Plate

Jason, thanks for your answers.  It's always better to understand why 
the equations work the way the do instead of just assuming they are correct.

Jake

Jason Emoto wrote:
> 1.  The bolts at the compression flange are assumed to carry the entire
> shear.  So no tension/shear interaction is considered.
>
> 2.  3 is the product of multiplying the 4 bolts at the compression flange
by
> a resistance factor of 0.75.  AISC publications separate the two terms so
it
> is less confusing.
>
> 3.  The web doubler would have to be mighty thick (1.5" or more on both
> sides of the web) before it would start to make any difference.
Increasing
> the doubler thickness to reduce the moment arm is probably not an
economical
> solution.  
>
> Jason Emoto
>
>
> -----Original Message-----
> From: Jake Watson [mailto:jwatson(--nospam--at)utahisp.com] 
> Sent: Wednesday, July 26, 2006 4:06 PM
> To: seaint(--nospam--at)seaint.org
> Subject: FEMA 350 - Bolted Unstiffened End Plate
>
> I spent today creating a calculation template for the Bolted Unsfittened
End
> Plate connection in FEMA 350.  Going through the procedure in detail again
> brought up several questions:
>
>    1. Should the bolts consider shear and tension simultaneously like
>       you normally would in a connection?  See the new AISC spec section
>       J3.7 and FEMA equations 3-18 and 3-19.  FEMA doesn't check the
>       interaction.  Should this be considered empirically acceptable
>       because the connection is tested?
>    2. Can anyone tell me where the 3 in the bottom of equation 3-19
>       comes from?  For the life of me a can't seem to re-create that
>       term.  For those that are interested here is the equation: Ab>=
>       (Mf/(L-dc)+Vg)/3Fv.
>    3. Lastly, if I provide a web doubler, can I use a larger "k" term
>       when checking the column flange?  We usually provide continuity
>       plates regardless (good detailing practice).  But once and a
>       while, it would be nice to get the help and leave them out.
>
> Thanks,
> Jake Watson, P.E.
> Salt Lake City, UT
>
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