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Re: EQ resistant Design

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Dear Vijay,

What point 2 means is that you use k=1.3 and design the shear walls & beams
from the resulting forces, while for columns you can reduce the forces
arising for the EQ case by 75% i.e. you should design the columns for the
following load combination 1.5 DL +/- (1.5*0.25) EQL.

Pankaj Gupta
Structures Online
India.

----- Original Message -----
From: Vijay K. Patil <vjkpatil(--nospam--at)vsnl.com>
To: SEAINT <seaint(--nospam--at)seaint.org>
Sent: Friday, March 15, 2002 9:49 AM
Subject: EQ resistant Design


> Dear Friends,
>
> In the Indian Standard code of practice for EQ resistant Design of
> buildings a factor called performance factor K is considered to
> calculate the Lateral forces acting on the buildings. This performance
> factor essentially depends on the ductility or rigidity of the
> structure.
>
> 1) For a Moment resisting frame  with ductile detailing performance
> factor K=1.0 ( Less
>     Lateral force)
>
> 2) For Frames having shear walls / bracings the performance factor K=1.3
> (30% more
>     lateral force as compared to above) provided the Moment resisting
> frames are
>     designed to carry 25% of the lateral force. Again ductile detailing
> for these elements
>     is required.
>
> 3) For Moment resisting frames without ductile detailing performance
> factor K=1.6(60%
>     more than the 1st case).
>
> To me it is not clear for item no 2. should the Lateral analysis of the
> frames and the shear wall/bracings  be carried out seperately to achieve
> the 25% force to be carried by the Moment resisting frames and rest by
> the Shear walls/bracings.
>
> What is the provisions in your country codes??
>
> Is UBC available on the net?
>
>
> Thank
> Vijay Patil
>
>
>
>
>
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