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Re: Residential Steel Detail

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Me too,

On 2 Jun 2005 at 8:44, Avicpeng wrote:

> I'd be interested in the detail too, please.
> Thor Tandy P.Eng
> Victoria, BC
> Canada
> vicpeng(--nospam--at)
>   ----- Original Message ----- 
>   From: David Maynard 
>   To: seaint(--nospam--at) 
>   Sent: Thursday, June 02, 2005 8:44 AM
>   Subject: RE: Residential Steel Detail
>   It's not that I don't like your connection, it's just that I think
>   there might be a little more to the problem than a simple shear
>   connection, even if it is underloaded.  Consider a different style
>   of "shear plate" connection.  It's an "extended shear plate"
>   connection.  At the beam intersection, rather than having a short
>   shear tab and a coped "supported beam," extend that plate out beyond
>   the flange edge of the "supporting beam."  Have the shear plate
>   welded to the top and bottom flange of the supported beam and
>   taper-cut to allow the "supported beam" easy fit and bolt. 
>   Furthermore, provide a stiffener on the opposite side of this beam. 
>   This would avoid the coping on the "supported beam" and allow an
>   easy field assembled connection without having to skew the
>   "supported beam" into place.  As compared to your "top bearing
>   plate" detail, I think fabrication would be a wash, and this appears
>   to be a detail that fabricators around here are quite familiar with.
>    If you would like a little sketch of this, if the description is
>   confusing you, let me know and I can throw something together pretty
>   quick.
>   Dave Maynard, PE
>   Gillette, Wyoming
>     -----Original Message-----
>     From: S. Gordin [mailto:mailbox(--nospam--at)]
>     Sent: Thursday, June 02, 2005 9:06 AM
>     To: seaint(--nospam--at)
>     Subject: Residential Steel Detail
>     Good morning, fellow engineers.
>     In my experience, the use of structural steel in residential
>     construction - particularly, in remodeling, is always somewhat
>     tricky because of the different tolerances - demanding for steel
>     and quite relaxed for wood.  Field welding, burning, cutting, etc.
>     are as frequent as they are undesirable. 
>     So, designing the intensive remodel of a 3-story residential
>     house, I came up with this detail.  Imagine two identical
>     wide-flange floor beams connecting at a "T."  The reactions are
>     low for steel (say, 6K).  The standard detail is to weld a tab to
>     one beam and to cope/bolt the other.  Due to the above
>     considerations, I thought of shop-welding 12"L x 8"W x 3/4" plate
>     flat to the top flange of the supported beam (5" overlap,
>     all-around weld).  The plate then simply bears (1" max. gap, 6"
>     overlap) on the top flange of the supporting beam, transferring
>     the reaction to its centerline.  
>     Both beams are nailed to the floor diaphragm through the bolted
>     nailers (except at the plate location), and "are not going
>     anywhere."   Construction-wise, the connection appears perfectly
>     "flexible."  Structurally, the deflections are negligible, the
>     stresses in the plate and beams are moderate, the weld is at about
>     30% of the allowable stress.
>     I am still uneasy with the detail.  What do you think?
>     TIA,
>     Steve Gordin, SE 

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