Need a book? Engineering books recommendations...
Single-angle & single-plate shear connection design[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>, <solutions(--nospam--at)aisc.org>
- Subject: Single-angle & single-plate shear connection design
- From: "Bruce Holcomb" <bholcomb(--nospam--at)brpae.com>
- Date: Fri, 11 Mar 2005 11:48:53 -0600
I am looking at single-angle and single-plate connection design for steel beam-to-beam or beam-to-column connections. I am designing in ASD and have been following the procedure on page 4-83 of the ’89 AISC and comparing my answers to the single-plate shear connection tables starting on page 4-54. The allowable loads I am getting for the single-angle connections are comparable (slightly greater) to the single-plate tables, so this seems reasonable.
But then, I found a single-angle connection capacity table in my ’99 LRFD on p. 10-141. I divided the capacities in this table by an average load factor of 1.5 and compared to my ASD calcs. The LRFD / 1.5 is much greater then my ASD capacities. (I know, I know… don’t compare apples to oranges… but if I factor my beam loads, I’d still find that a connection selected from the LRFD table would be adequate, while my ASD calcs say that connection is not adequate.) Even if I divide the LRFD capacities by a F.S. = 2, the capacities are still greater than for ASD, although the answers get pretty close for connections with more than 5 bolts.
Has there been some recent research that allows increased capacity for single-angle connections?
Bruce D. Holcomb, PE, SE
Structural Engineer & Vice President
Butler, Rosenbury & Partners
- Prev by Subject: Re: Should I not bid that? -was Re: Who is the EOR?
- Next by Subject: Slab buckling
- Previous by thread: Re: 1923 Vintage CA Concrete Building
- Next by thread: Vintage 1923 CA concrete building