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RE: Cantilever Column system

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T. William (Bill) Allen, S.E.


Consulting Structural Engineers
V (949) 248-8588 F(949) 209-2509

-----Original Message-----
From: Marlou Rodriguez [mailto:mbrodrig(--nospam--at)]
Sent: Tuesday, March 25, 2008 10:18 AM
Subject: RE: Cantilever Column system


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)




From: Matthew [mailto:sandman21(--nospam--at)]
Sent: Tuesday, March 25, 2008 10:07 AM
To: seaint(--nospam--at)
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.