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Re: EQ resistant Design

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Dear Vijay,

After posting the reply, I realized that it was ambiguous, as I forgot to
mention that when you are designing the columns for the load combination I
gave, you have to make the shear walls redundant, as Scott Maxwell had put
it very well.

Regards

Pankaj Gupta
Structures Online
India.

----- Original Message -----
From: Structures Online <soldetail(--nospam--at)hotmail.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Sunday, March 17, 2002 1:45 PM
Subject: Re: EQ resistant Design


> --------------------------------------------------------------------------
> Your following message has been delivered to the list
>   seaint(--nospam--at)seaint.org at 00:26:07 on 17 Mar 2002.
> --------------------------------------------------------------------------
>
>
> 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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