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RE: Simple Shear tab connection
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Simple Shear tab connection
- From: "John L.Smart" <smartj(--nospam--at)lrengineers.com>
- Date: Fri, 29 May 2009 09:25:04 -0400
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
From: G Vishwanath
Sent: Thursday, May 28, 2009 11:41 AM
To: steel steel; seaint(--nospam--at)seaint.org
Subject: Simple Shear tab connection
I seek advice and opinions from connection experts.
We have simple routine detailing job with various types of
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
4)Beam 1/2 udl capacity per Aisc manual.
4)Shear tab thickness (3/8" mostly even if 1/4" or 5/16" was
enough per Aisc)
6)Number of bolts in single shear connecting the beam web to the shear tab
(usually numbers required for a full depth connection)
7)Bolt dia (3/4, 7/8 or 1")
8)Bolt specn (A325N or A490N)
9)Fillet weld size (for weld connecting shear tab to the column flange)
10)The reaction considered for the connection (either 1/2 udl or the supplied
11)The connection capacity per Table 10-9A of Aisc 13th Edition.
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
The engineer has marked up some of my reaction values as
he is not okay with half udl reactions.
I am taking care of the revised reaction values and revising the details where
necessary but am not willing to submit any further calcs.
Will the savants on this list and also some one from Aisc back me up on this
? I am going to quote the last paragraph on Page 10-04 of the thirteenth
edition in support of my stand.