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RE: Wide Flange Beam Connection At HSS Column

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Design Guide 9

Replied by:
Davis G. Parsons II, PE RA FAEI
Texas PE 42397, Texas Architect 9462
Fort Worth, Texas

-----Original Message-----
From: seaint-seaosc(--nospam--at)mail-list.com
[mailto:seaint-seaosc(--nospam--at)mail-list.com] On Behalf Of
Drew Morris
Sent: Wednesday, August 08, 2012 12:22 PM
To: seaint-seaosc(--nospam--at)mail-list.com
Subject: Re: [SEAINT-SEAOSC] Wide Flange Beam
Connection At HSS Column

What is the design guide from CIDECT?

On 8/7/2012 4:41 PM, Davis Parsons wrote:
> The moment connection you describe sets beta =
> 1.0. This means the limit states of Local
Yielding
> of HSS Sidewalls and Local Crippling of HSS
> Sidewalls must be checked. I would advise that
the
> 2010 Specification be used since the limit
states
> are tabularized and have clarifying figures with
> them.
> 
> Resolving the moment into its component flange
> forces allow the use of Table K1.2 to check this
> connection. This method comes from the design
> Guides published by CIDECT.
> 
> Replied by:
> Davis G. Parsons II, PE RA FAEI
> Texas PE 42397, Texas Architect 9462
> Fort Worth, Texas
> 
> -----Original Message-----
> From: seaint-seaosc(--nospam--at)mail-list.com

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*Drew Morris, PE*| /Project Engineer/
BBFM Engineers, Inc. <http://www.bbfm.com/>
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