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RE: Truss Connection[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'seaoc(--nospam--at)seaoc.org'" <seaoc(--nospam--at)seaoc.org>
- Subject: RE: Truss Connection
- From: John Cannon Jones <jcjones(--nospam--at)pell.net>
- Date: Mon, 9 Feb 1998 18:08:47 -0600
I have a similar situation on a school that I am working on. My top chord is a W but I changed my bottom chord to a TS to more easily get to KL/r of 300. -----Original Message----- From: David Carpenter [SMTP:dca(--nospam--at)mcn.org] Sent: Monday, February 09, 1998 1:57 PM To: seaoc(--nospam--at)seaoc.org Subject: Truss Connection I am designing a 45' span steel truss for a middle school multipurpose room. The roof pitch is 7/12 and the spacing is 7' O.C. The architect desires a very simple truss in which the span of the bottom cord is 1/2 the truss span. Code requirement for tension members in this application is for an l/r of 300. This results in a large bottom cord. AISC states that " The connections at the ends of tension or compression members in trusses shall develop the force due to the design load, but not less than 50% of the effective strength of the member, based upon the kind of stress that governs the selection of the member." The design force in the bottom cord is 12 kips. The capacity of the bottom cord in tension is 292 kips. Designing the bottom cord connection for 146 kips seems absurd. Does anyone have any incite on this code requirement or suggestions about how to proceed?
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