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Re: cantilivered columns

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I agree with this and have used it on several jobs in the City of LA
without a problem with plan checkers. And I only used 2.2 on the column
line and nowhere else in the structure.

Stan Scholl, P. E.


On Mon, 16 Oct 2000 20:32:38 -0700 "Bill Allen" <Bill(--nospam--at)AllenDesigns.com>
writes:
> Mark-
> 
> I know you get upset if no one responds to your posts ....:o)
> 
> Aren't you already designing for a R=2.2?
> 
> It just seems like a tough penalty to design for R=2.2 and for Wo = 
> 2.0.
> 
> From the way I've interpreted the code (which could easily be 
> wrong), just
> the vertical elements (like hold downs) of discontinuous vertical 
> elements
> need to be designed for Wo in Type V structures. Since the 
> cantilevered
> column has E(axial)=0, I wouldn't use Wo at all. R=2.2 is enough 
> penalty
> IMO.
> 
> Just my take,
> Bill Allen, S.E. (CA #2607)
> ALLEN DESIGNS
> Consulting Structural Engineers
> Laguna Niguel, CA
> http://www.AllenDesigns.com
> V (949) 365-5696
> F (949) 249-2297
> 
>   -----Original Message-----
>   From: Mark Baker [mailto:shake4bake(--nospam--at)earthlink.net]
>   Sent: Monday, October 16, 2000 8:27 AM
>   To: seaint(--nospam--at)seaint.org
>   Subject: cantilivered columns
> 
> 
>   Greetings,
> 
>   Cantilevered column for lateral resisting elements in type v 
> construction:
> 
>   Am I interpreting 97 UBC correctly,
> 
>   Design column/beam connection for omega forces.
>   Design column strength and drift for section 1612.3 load 
> combinations
>   Design base connection for omega forces.
> 
>   Does the footing need to be designed for omega forces?
> 
>   Regards,
> 
>   Mark

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