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?
David L. Williams, P.E.
Vice-Pres., Snyder Engineering, Inc.
409 Vandiver Drive, Bldg. 5, Ste 203
Columbia, MO 65202
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