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clause 7.3.14_modelling building with podium

 
This forum is locked: you cannot post, reply to, or edit topics.This topic is locked: you cannot edit posts or make replies. Thank Post    www.sefindia.org Forum Index -> E-conference on IS 16700 13th March to 18th March 2018
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hemalmistry
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Joined: 01 Jul 2009
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PostPosted: Wed Mar 14, 2018 6:49 pm    Post subject: clause 7.3.14_modelling building with podium Reply with quote

Clause 7.3.14 requires to model multiple tower with single podium separately and integrally (fig 1B). Do we also need to model single tower with podium (fig. 1A) separately and integrally? Clause 8.1.3 applies to both fig 1A and 1B but modelling requirement is mentioned in cl. 7.3.14 and in cl. 8.1.3.3.3 (a) for fig. 1A only.
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ahujavipul
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Joined: 26 Jan 2003
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PostPosted: Wed Mar 21, 2018 12:30 pm    Post subject: clause 7.3.14_modelling building with podium Reply with quote

I think this issue has been answered by the moderators.

Though a bigger question still lingers. In a combined tower model what empirical time period should be taken & base and what should be the procedure for scaling.

I would propose that for the purpose of diaphragm calculation, a static equivalent load be applied in opposite directions (or in various permutations) & then the stresses studied. The natural time period will only produce minimal response.

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Vipul Ahuja
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hemalmistry
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PostPosted: Wed Mar 21, 2018 2:51 pm    Post subject: Re: clause 7.3.14_modelling building with podium Reply with quote

Dear vipul sir,

Clause 8.1.3.3.3 (c) (2) says "equivalent static seismic forces can be used, provided they are scaled to match base overturning moments obtained from response spectrum analysis".

Above clause need explanation as it required to do reverse of what we are doing for individual tower model. Does this clause requires to use response spectrum method only as impirical time period for multitower model to be used for static method is not available ? And so if static method is to be used its base overturning moment (why not base shear) is to be matched with that of response spectrum method.

Also, clause 8.1.3.3.3 (c) (1) needs explation. How load combinations as required by this clause can be generated?

Regards
Hemal



ahujavipul wrote:
I think this issue has been answered by the moderators.

Though a bigger question still lingers. In a combined tower model what empirical time period should be taken & base and what should be the procedure for scaling.

I would propose that for the purpose of diaphragm calculation, a static equivalent load be applied in opposite directions (or in various permutations) & then the stresses studied. The natural time period will only produce minimal response.

Regards

Vipul Ahuja
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ahujavipul
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Joined: 26 Jan 2003
Posts: 230

PostPosted: Fri Mar 23, 2018 12:16 pm    Post subject: clause 7.3.14_modelling building with podium Reply with quote

I agree, the basis for matching overturning moment rather than base shear is unclear, when the stretching force in the ground floor diaphragm (between--say two towers) is less dependent on overturning & more on the base shear of the two acting in opposite directions.

Regards

Vipul Ahuja
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