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# Re: Weak axis moment frame K Value

• To: seaint(--nospam--at)seaint.org
• Subject: Re: Weak axis moment frame K Value
• From: "Anantha Narayan C.K." <anant_27(--nospam--at)yahoo.com>
• Date: Fri, 6 Apr 2007 22:41:15 +0100 (BST)

Daryl,

Thanks for your response. Yes, your response makes sense. The reason I did not check the K value in the other direction (in the strong direction of the column) is because it is part of a braced frame and I am using K = 1.0 in that direction.

This is a stadium that I am reviewing which has braced frames in the radial direction for which I am using a K = 1.0 and a perimeter moment frame (which incidentally has beams framing into the column's weak axis) for which i want to use K > 1.0

Hope this makes more sense.

Thanks
Anantha
Daryl Richardson <h.d.richardson(--nospam--at)shaw.ca> wrote:
Anantha,

You have to check both and be consistent.  You could, for instance, have Kx, Lx, and Rx all being different  respectively from Ky, Ly, and Ry.  You must calculate both Kx*Lx/Rx and Ky*Ly/Ry and use the value which gives the lowest structural capacity.

Regards,

H. Daryl Richardson
----- Original Message -----
Sent: Friday, April 06, 2007 11:22 AM
Subject: Weak axis moment frame K Value

Greetings,

I am peer reviewing a job which has moment frames framing into the column weak axis. I wanted to know if I could compute the effective length factor (K) based on the Iy. This would mean getting a lower K value and hence, a higher axial load capacity.

Does this make sense?

Thanks
Anantha

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ANANTHA NARAYAN, E.I.
Structural Engineer
Bliss and Nyitray Inc.
Miami, FL - 33134

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ANANTHA NARAYAN, E.I.
Structural Engineer
Bliss and Nyitray Inc.
Miami, FL - 33134

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