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RE: Collector Elements

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Rick:

I would consider the entire beam (collector) length unsupported from column to column. If I needed to add bracing to reduce the beam size, that is what I would do. Where a girder (collector) has beams framing into it, I would consider the depth of the beam and its connection relative to the girder. If the beams (or their connections) framing in are 2/3 of the girder depth or greater, I would consider the bottom flange of the girder braced at each beam (unbraced between). If need be, the beam connections can be extended or larger beams put in.

Any responses to my previous questions would be appreciated.

Jim K.

-----Original Message-----
From: Rick Burch [mailto:rburch(--nospam--at)conterra.com]
Sent: Monday, March 10, 2003 8:20 PM
To: seaint(--nospam--at)seaint.org
Subject: Re: Collector Elements


Last week Jim Kestner asked a good question about collectors in steel
frames that did not receive any response on the list. I have wondered
about related issues, so I would like to ask again if anyone has any
answers. In addition to Jim's original questions, consider these:

1. When you have a composite steel floor beam which is a collector
element, or even the actual horizontal member in a braced bay, what is
the laterally unbraced length of the member for axial design? It's
unlike a typical column, since the top flange is totally braced, and yet
the bottom flange is (or sometimes is) totally unbraced.  

2. In another case, say that the member is part of a moment frame,
instead of a braced frame line. Part of the bottom flange is in
compression and part of it is in tension due to reverse curvature
bending. For flexural design, what is the unbraced length Lb for the
bottom flange?  

Thanks,
Rick Burch
Columbia, SC


 

"Kestner, James W." wrote:
> 
> When you have a collector element which is a composite beam, what is the recommended procedure for combining normal bending stresses in the composite beam with  those produced by the collector (axial plus flexural to do the axial load acting at the steel beam top flange with an eccentricity of 1/2 beam depth). Should the collector force be applied to the non-composite beam section or to the composite beam section? If using the composite section for the collector force, should extra rebar be added over the beam to handle the tensile collector forces or let the steel beam carry it all? How should the stresses be combined?


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