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RE: Shear Walls

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Hello Despom.

I had this experience:

Once I decided not to use shear wall in a seismic resistant building, I
thought I didn´t need them. Using SAP and ETABS I realized I was in a
mistake just because the columns´ dimensions were so big (in order to check
story drift) respect the story heigth and the transverse reinforcement
needed asociated with a ductil failure didn´t check(cap21 ACI: The design
shear force shall be determined from consideration of the maximum forces
that can be generated at the faces of the joints at each end of the
member.....using the maximum probable moment strength). So what I did?. I
used shear walls and   the columns dimension decreased and the shear
reinforced needed in those columns also decreased and was OK. Where to
locate? I think first that is an architectural problem, and second they work
better to control torsion efects in the perimetral outside and of course
simetrically located. I would like to hear other opinions.

Regards

E.Lopez. Venezuela.

----- Original Message -----
From: DESMOND POMPEY <despom(--nospam--at)hotmail.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Thursday, September 14, 2000 9:36 PM
Subject: Shear Walls


> How do you decide where to locate a shear wall in a building?
> How do you determine whether or not a building needs shear walls?
> Are there any guidelines to follow?
> Is there a section in the IBC 2000 that covers shear walls?
>
> Please Help
>
> Despom
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