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Considerably high seismic demands of ESRs supported on sh

 
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rushikeshtrivedi
SEFI Member
SEFI Member


Joined: 26 Jan 2003
Posts: 6
Location: Delhi

PostPosted: Thu Aug 19, 2004 12:50 pm    Post subject: Considerably high seismic demands of ESRs supported on sh Reply with quote

Dear Dr. Jaiswal,

As evident to all.. Let me make my view point clear.

Any structure can be expected and is accepted to be
designed for a reasonable horizontal earthquake force
that can be expressed in some percentage of its mass.

All seismic codes (for all structures)use
fundamentally,this same philosophy for arriving at
suitable seismic coefficient..

This coefficient.. I think is dependent on three
things
Importance
Location
Structural Properties..

We have for most ductile building, max value of this
coefficient as 13.5 % for R=5;I=1.5;Z=0.36 and Sa/g =
2.5... As per proposed draft for shaft supported tank,
we get Ah equal to 45 % of seismic mass... i.e. 3.33
times higher percentage of seismic mass..as compared
to the former one.

So.. in nutshell, u can make a code saying that dont
construct shaft supported tanks.. which have shown
years of performance.

May we expect the similar level of R values for
chimneys too.. in the future code ???

I do not know whether at the time of deciding R values
for buildings, the commitee had considered them to be
relative to other standards or relative to some other
structural configurations...

I design a tank supported on 4 columns or on 6 or 8
columns for same capacity.
Will all have same redundancy..?? No...

Still we have same R value for all tanks supported on
framed staging..any comments??

May I request Dr. S.K.Jain & Dr. C.V.R. Murty to
explain the basis
and procedure that was used to determine R values
for buildings that are used currently as per
IS 1893 (Part - I): 2002..

Were they really inspired from IBC/ACI/FEMA ???

Rushikesh
rushikesh@vmsconsultants.com


--- vmscons@eth.net wrote:

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