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RE: OCBF[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: OCBF
- From: "Dan Hernandez" <dhernandez(--nospam--at)lrpc.net>
- Date: Wed, 21 May 2003 14:59:53 -0400
From: Seth W. Cutler [mailto:seth(--nospam--at)rlmorrisonengr.com]
Sent: Wednesday, May 21, 2003 2:00 PM
Subject: Re: OCBF
I've been working on interpreting this for a couple weeks now and I'm still not really sure what the current methodology is. My current feel for this is that the beam-column connection should be designed based on the same load as the brace connections. This is because AISC Seismic Provisions (1997) Part 1, Section 14.3a includes it in it's design requirements. I think it just makes sense if you have to design those other connections like that, it should be carried all the way thru.
Now, my issue with this is we have to design for the expected tensile strength of the brace. Now, this becomes a fairly high load for some of my connections when the expected load is no where close. Compression controls all of the braces because of their KL/r ratio. Are you seeing this as well?
At 05:07 AM 5/21/2003, you wrote:
I need help. I'm a little confused about how to design brace connections. According to AISC Seismic Provisions (1997) Supplement No.2 Part 1, Section 14.2 it states that " The required strength of the members and connections, other than brace connections, in OCBFs shall be based upon Load Combinations 4-1 and 4-2. ..." The 2002 commentary to AISC Seismic Provisions define brace connections as brace to gusset, gusset to beam and gusset to column. How am I to design the beam to column connection? If I'm to use the uniform force method then the force in the brace affects the beam to column connection design force. Am I missing something? I thought the brace connection included the beam to column connection.
Thanks in advance,
Dan Hernandez, P.E.
Laurene & Rickher, P.C.
(704) 522-0499 f
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