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Re: Truss Connection[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaoc(--nospam--at)seaoc.org
- Subject: Re: Truss Connection
- From: Glauco <glauco(--nospam--at)cenpes.petrobras.com.br>
- Date: Thu, 12 Feb 1998 10:14:31 -0300
At 11:56 AM 2/9/98 -0800, you wrote: >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? > > AISC ninth edition page 5-63 states: 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,.... " ...unless a smaller percentage is justified by engineering analysis that considers others factors including handiling, shipping and erection"
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