I spent 5 years with a major design build firm with in house steel
fabricator that pretty much followed the concept you describe below.
Connections have basically a safety factor of 3 in them. I also spent
another 5 years with A/E firms where we specified the reactions (with a
little extra) on the beams.
I just can not agree to use the load tables for all instances. The short
beams are often the size typical to one of the handful of beams for the
project. The drop cuts being utilized for the small infill areas.
I plan to pick my battles and this is one I intent to pursue with upper
management. I was called on the carpet for placing the reactions on the
beams with general notes stating to use the load table for beam reactions
not shown on design documents.
From: Peter Higgins <JillHiggins(--nospam--at)compuserve.com>
To: "INTERNET:seaint(--nospam--at)seaint.org" <seaint(--nospam--at)seaint.org>
Subject: RE: Steel Connections
Date: Wed, 28 Jun 2000 01:40:27 -0400
At the risk of seemng like an old curmudgeon, simply detail the beams for
moximum rows of 3/4" bolts in 3/8" plate, single shear in the beams, double
shear in the girders, and be done with it. If you have beams with webs
thicker than 3/8" (or, heaven forbid, girders thicker than 3/4"), you
either don't need my input at all, or probably wouldn't listen anyway.
The cost of doing it this way vs. detailing out all the different reactions
(be they AISC or computed) is absolutely minimal, and the structure
benefits enormously. Put the money in the structure, not the detailer's
Peter S. Higgins, SE
Get Your Private, Free E-mail from MSN Hotmail at http://www.hotmail.com