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Re: Cantilever Column system

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Marlou gives good advice on this topic.

The only exception for me would be for very light outdoor structures like canopies or something where the mass is light and wind governs.

Otherwise, for the design of base plates for moments, see AISC Design guide #1 or Engineering Journal article by Rick Drake (who used to post on this list).


-gm

On Tue, Mar 25, 2008 at 10:17 AM, Marlou Rodriguez <mbrodrig(--nospam--at)mbrodriguez.com> wrote:

I would not use the baseplate idea.  I would embed the column into a deep footing or grade beam.  I feel that in order to properly design a baseplate to take a cantilevered column system, The baseplate needs to be designed for the strength of the column.  This can result in extremely large baseplates.

 

My 2 cents.

 

Marlou B. Rodriguez, S.E.

MBRodriguez Engineering, Inc.

2355 Oakland Road, Suite 14

San Jose, CA 95131

Tel: 408-432-4866 x200

Cell: 408-761-5013

email: mbrodrig(--nospam--at)mbrodriguez.com

 

 

 

From: Matthew [mailto:sandman21(--nospam--at)gmail.com]
Sent: Tuesday, March 25, 2008 10:07 AM
To: seaint(--nospam--at)seaint.org
Subject: Cantilever Column system

 

I am currently working on a project using a cantilever column system in SDC D.  I am determining which R-value to use and the requirements for the design of the base plate.  I was intending to use the special steel moment frame R=2.5, and designing the base connection using the overstrength factor.  I was wondering if there are any other requirements I should be aware of, if anyone can shed some light on the issue, it would be greatly appreciated.

 

Matthew




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-gm