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Re: Shear Wall design in ETABS

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Anantha,

A C shape or box shape should be designed the way it will be built.

A C section is stiffer than breaking the walls out into simple elements. You need to account for this in the lateral distribution. If you wish to control the stiffness (reduce it), than you need to specifically detail joint separations at the corners. This can be problematic from a shaft fire rating point of view.
Paul Feather PE, SE
www.SE-Solutions.net
pfeather(--nospam--at)SE-Solutions.net
----- Original Message ----- From: "Anantha Narayan C.K." <anant_27(--nospam--at)yahoo.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Tuesday, January 10, 2006 11:10 AM
Subject: Shear Wall design in ETABS


Greetings,

I have a question pertaining to the design of box/U
shaped shear walls in ETABS. The U shaped shear wall
was created as 3 planar walls connected at the
intersecting nodes. However, since they behave
monolithically, should they be defined as 1 single
pier which would result in a moments about the CG of
this section, or can they be defined as 3 individual
piers?

Defining them as 3 individual piers would mean that
the the wall does not take any moment about its weak
axis and for a U shaped wall, oriented in an
alphabetical U direction,  2 walls would engage all
the moment for a load in the N-S direction and 1 wall
would engage all the moment in the E-W direction. And
then these walls can be designed as individual piers
using a Simplified tension-compression method,
confining the reinforcement to the corners. Is this an
acceptable way to design a U shaped wall or should
they never be broken into 3 planar walls?

Also, I think the reinforcement from doing the above
would be a little more than defining the wall as a
single pier.

Please give me your suggestions.

Thanks
Anantha




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








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