Need a book? Engineering books recommendations...

# RE: single plate shear connections edge

• To: seaint(--nospam--at)seaint.org
• Subject: RE: single plate shear connections edge
• From: Roger Turk <73527.1356(--nospam--at)compuserve.com>
• Date: Thu, 2 Nov 2000 23:02:57 -0500

```Roger Davis wrote:

>>I called one of the engineers at AISC about that a few years ago.  I was
told that the reason for using 1 1/2" as the vertical edge distance was that
all of the testing had been done using that distance.  His feeling was that
you should not use the standard 1 1/4" distance unless you could prove that
it was okay.<<

And, if I recall correctly, the tests that were performed at the University
of Arizona all used either an odd number of bolts or an even number of bolts,
but did not test a mixture of odd and even number of bolts.  (I'm sorry, but
I can't remember which it was.  I'm going to have to look in the Engineering
Journal.)

Of course, there are other examples of limited tests becoming gospel in the
AISC Manual.  The tests that were performed for the "Ultimate Strength
Method" for eccentric loads on fastener groups (pg 4-57) and weld groups (pg
4-70) are based on a total of, IIRC, 6 tests each!

A. Roger Turk, P.E.(Structural)
Tucson, Arizona

>>  -----Original Message-----
From: Ken Peoples [mailto:lvtakp(--nospam--at)yahoo.com]
Sent: Wednesday, November 01, 2000 10:38 AM
To: seaint(--nospam--at)seaint.org
Subject: single plate shear connections edge distance

Our detailers have a question that I was unsure of the answer:  When doing
single plate shear connections with 3/4" dia bolts (9th ed. p 4-54 or the
Vol. II connections), would it be acceptable to use 1 1/4" vertical  edge
distances at the top and bottom of the plate instead of 1 1/2"?  I am
thinking that it would be reasonable to assume that the allowable load would
multiplied by a ratio of the length of new plate over the length of plate in
the tables since the proposed plate would be 1/2" shorter - conservatively
assuming that the weld length controls.  If block shear controlled, I guess
this approach would also be close.  Your thoughts are always appreciated.

Kenneth S. Peoples, P. E.<<

```