Sesimic Design As Per IS 1893 In Conjunction With API 650

From this site you can find some examples:

http://www.iitk.ac.in/nicee/IITK-GSDMA/EQ08.pdf

EXample 4

WP

I admire your quick response but my requirement is a bit different.

I have to design a tank for API 650 seismic code but have to consider site data details like Z or Sp from IS 1893. Then I will have to calculate all other variables like SD1, Ss, S1 etc and subsequently Ai & Ac from API 650.
Now the point is how should i go ahead?
Should i consider Zone factor as 0.36 (zone-V, IS 1893) as Sp and then calculate S1, Ss, SD1 etc and further calculate Ai (impulsive) & Ac (convective)?
Is it allowed as per code, if yes, is it written anywhere? have anyone done this kind of calculation.

Here, please be informed that both the Codes (IS1893 & API 650) yield varied results in anchor bolt nos. & size.

May be tthe following information could help:

For seismic design of liquid

storage tanks, IS 1893:1984 has very limited

provisions. These provisions are only for

elevated tanks and ground supported tanks

are not considered. Even for elevated tanks,

effect of sloshing mode of vibration is not

included in IS 1893:1984. Moreover,

compared with present international practice

for seismic design of tanks, there are many

limitations in the provisions of IS 1893:1984,

some of which have been discussed by Jain

and Medhekar (1993, 1994). Thus, one finds

that at present in India there is no proper

Code/Standard for seismic design of liquid

storage tanks.

This Guidelines contains provisions on liquid

retaining tanks. Unless otherwise stated, this

guideline shall be read necessarily in

conjunction with IS: 1893 (Part 1): 2002

http://es.slideshare.net/asifzhcet/1893-2002-part-1

WP

This has been revised.There are significant change in the new revision, definitely influenced by other existing codes.

I would take the most conservative approach....but I think this is a question to be asked of the underwriter and chief architect or chief engineer....The most conservative code almost always trumps the lessor involved...

http://www.iitk.ac.in/nicee/IITK-GSDMA/EQ01.pdf

http://www.iitk.ac.in/nicee/IITK-GSDMA/EQ08.pdf

http://www.iitk.ac.in/nicee/wcee/article/14_08-02-0030.PDF

http://www.ast-forum.com/ast_forum_display.asp?post=12310

I admire your quick response but my requirement is a bit different.

I have to design a tank for API 650 seismic code but have to consider site data details like Z or Sp from IS 1893. Then I will have to calculate all other variables like SD1, Ss, S1 etc and subsequently Ai & Ac from API 650.
Now the point is how should i go ahead?
Should i consider Zone factor as 0.36 (zone-V, IS 1893) as Sp and then calculate S1, Ss, SD1 etc and further calculate Ai (impulsive) & Ac (convective)?
Is it allowed as per code, if yes, is it written anywhere? have anyone done this kind of calculation.

Here, please be informed that both the Codes (IS1893 & API 650) yield varied results in anchor bolt nos. & size.

Yes, appendix E of API 650...

You please tell me if I should consider the PEAK GROUND ACCELERATION as 'z' given in IS 1893?

And, are 'z' (IS 1893) and 'Sp' (in API 650) same?

I believe it is well explained at this posted link....

http://tenders.hpcl.co.in/tenders/tender_prog/tenderfiles/1896/Tender/Nitrogen%20PDF%20documents-%20dtd.%2013.7.09/Technical/6261_4807_027_Attachment-17_Civil%20Specifications/17.3-design%20spec/17.3.5-Design%20Specification%20for%20Seismic.pdf

...however, I am not in India and do not work in India, so perhaps you should seek some guidance in India....

okay. I have got the solution. Thank you.Now I have another query i.e. in Equation E-4.6.1-1 of API 650, 2013. it says '...However, Ai>= 0.007and fr S1> 0.6...

Ai> 0.5S1.(I/Rwi)= 0.625Sp(I/Rwi)"

Here, please be noted that i am getting S1 value which is greater than 0.6 and Ai value is greater than 0.007.

Eq.4.6.1-1 yields higher value than Eq.4.6.1-3.

Now please elaborate as when I should use equation E.4.6.1-1 and E.4.6.1-3??