] [Thread] [Date] [Author]

["David Williams" <dwilliams(--nospam--at)snydereng.com>]

I'm looking at a so-called "Texas-Tee" steel connection with a shear plate
welded to the web of a column and T & B stiffener plates welded between the
column flanges and to the shear plate.  My question is what eccentricity
should be used in determining the bolt shear capacity?  I have seen eb taken
as the distance from the column web to the c.l. of the bolt holes and I have
seen it taken as the distance from the edge of the stiffener plates to the
bolt hole c.l.  I haven't found much help in the ASD manual, although it
does indicate in such connections that the shear plate-to-column web weld
need only carry the shear (no moment due to eccentricity).  Any suggestions?
TIA.

David L. Williams, P.E.
Vice-Pres., Snyder Engineering, Inc.
409 Vandiver Drive, Bldg. 5, Ste 203
Columbia, MO  65202
(573)449-9177


* 
*   This email was sent to you via Structural Engineers 
*   Association of Southern California (SEAOSC) server. To 
*   subscribe (no fee) or UnSubscribe, please go to:
*
*   http://www.seaint.org/sealist1.asp
*
*   Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you 
*   send to the list is public domain and may be re-posted 
*   without your permission. Make sure you visit our web 
*   site at: http://www.seaint.org