You don’t mention checking the web thickness of the beam. You need to make sure that it’s not critical. Also, although it probably doesn’t apply in a beam to column flange connection, block shear or plate bending in the beam web may be critical if one or both beam flanges are coped. –j
John L. Smart, PE SE
Lindsey & Ritter, Inc.
401 East Jane Street
Valdosta, GA 31601-4062
229.242.9897 Voice
229.242.5997 Facsimile
From: G Vishwanath [mailto:gvshwnth@yahoo.com]
Sent: Thursday, May 28, 2009 11:41 AM
To: steel steel; seaint@seaint.org
Subject: Simple Shear tab connection
| List, I seek advice and opinions from connection experts. We have simple routine detailing job with various types of connections. One set of connections consists of beams connected to the flange of the column with a simple shear tab. Since calcs were included in scope, as is my customary practice (which I followed for so many years without any issues from the approving engineer), I made a calculation summary and presented a table showing:
The table showed that the capacities under 11) above were always more than the reaction considered under 10) The approver has remarked that I need to show calcs for bolt bearing on the plate, shear yielding of the plate, shear rupture of the plate, block shear and weld shear and is refusing to review the dwgs until this is done. I am taking the stand that the Aisc table 10-9a considers all the above while listing the connection strength and that no calcs are needed for the above since I have adopted the plate thickness and weld size also from the same table 10-9a Am I right? The engineer has marked up some of my reaction values as he is not okay with half udl reactions.
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