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Re: Shear Plate connection drag capacity

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You couldn't get better advice from one of the best steel engineering researchers of all time.
Dr. Astaneh, it's good to know you read over these e-mails.  Hope all is well.

Abolhassan Astaneh-Asl <astaneh(--nospam--at)> wrote:
Dear Mr. Rudolph: I feel that for shear connections subjected to axial load, such as in your case of drag beam, you may want to use a shear tab connection welded to the column and bolted to the beam web. I have included some information on design of such connections in the Steel TIPS: Design of Shear Tab Connections for Gravity and Seismic Loads
PDF files of Steel TIPS reports can be downloaded from free of charge by California and Nevada and for a minimal cost for others. There is also a Steel TIPS report on design considerations for double angle and Tee shear connections subjected to combined shear and axial load.
Hope this helps.
A. Astaneh-Asl
Professor, UC-Berkeley

From: "Pinyon Engineering"
Subject: Shear Plate connection drag capacity

This is a multi-part message in MIME format.

Content-Type: text/plain;
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Hi Listers
I am working on a single story wood framed building with a moment frame =
and steel beam line in the center of it. I need to connect a w12x40 =
beam to the column of a moment frame(the w12x40 is not part of the =
moment frame). The w12x40 is a drag member with a 15k =
tension/compression force plus a 30k gravity load. I asked the AISC =
steel guys and they said to use a double angle shear plate ( a 3 bolt =
connection) without any reasoning to tell me how they determined the =
tension/compression capacity was calculated or adequate. I can't find =
reference to this in any steel book I have. What is common for this =

Tim Rudolph
Pinyon Engineering
Bishop CA

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