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RE: single plate shear connections edge
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- 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.<<
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