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RE: cantilivered columns

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Right, Stan. I think this (2.2 at the column line) is reinforced by a SEAOSC
position paper.

Regards,

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: sscholl2(--nospam--at)juno.com [mailto:sscholl2(--nospam--at)juno.com]
||Sent: Monday, October 16, 2000 9:51 PM
||To: seaint(--nospam--at)seaint.org
||Subject: Re: cantilivered columns
||
||
||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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