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[manish_del]

Dear Sefians,

I have to design foundation for large oil storage tank. As the area is
on reclaimed soil, pile foundations are suggested. How is the pile cap
designed in such cases where there is uniformly distributed pressure as
load? Any references for design of same? Any information will be
appreciated.

Thanks,

Manish Shah.

Posted via Email

[manish_del]

Dear Mr.Barua,
Thanks for your reply. But when there is uniform pressure load due to
tank, how to model the strut-tie? Also, normally, shear is checked at
distance d/2 from column face. As there is no column here, how is check
for shear done?

Regards,

Manish Shah.

-----Original Message-----
Message From  ibarua@deguild.com [mailto:ibarua@deguild.com]
Sent: Friday, December 10, 2004 8:23 AM
To: manish_del@hotmail.com
Subject: Daily Digest Thu Dec 9 23:00:02 2004



10 December 2004

Re.: Pile Cap design
---------------

Pile caps are generally analysed without taking into account any
contribution of the soil below, as such soils, mostly backfilled soil,
sometimes on reclaimed ground, may settle considerably, thereby
transferring whatever load that the soil might have sustained to the
piles. The design is best done with the help of strut-tie-modeling
(STM)technique.

Indrajit Barua.

Posted via Email

[Rudra Nevatia]

Dear Manish,

Has the Geotechnical Engineer suggested piles all over
or just below the tank wall?

The normal practice is to provide a ring wall below
the the annular plate to carry dead/live/wind/seismic
loads. This ring wall also acts as a retaining wall
for the soil inside thereby increasing load carrying
capacity of the confined soil.

Rudra Nevatia


--- manish_del@hotmail.com wrote:

[vjkpatil]

Tanks are tricky.
The actual load is of the product inside and not the annular walls which is
generally of steel. So it is quite unlikely to suggest piles for ring wall
only because if the product is very heavy the bottom would sink and would
keep doing so and may even go much below the constructed level. It would be
really interesting to know the design of the pile cap as one may have to
design the bottom to be supported on piles only.

Vijay Patil




-------Original Message-------

Message From  general@sefindia.org
Date: 12/11/04 14:13:10
To: vjkpatil@vsnl.com
Subject: pile cap design

Dear Manish,

Has the Geotechnical Engineer suggested piles all over
or just below the tank wall?

The normal practice is to provide a ring wall below
the the annular plate to carry dead/live/wind/seismic
loads. This ring wall also acts as a retaining wall
for the soil inside thereby increasing load carrying
capacity of the confined soil.

Rudra Nevatia


--- manish_del@hotmail.com wrote:

[Rudra Nevatia]

Dear Vijay,

Please take a look at

http://tinyurl.com/6nule

http://www.astanks.com/EN/Foundation_EN.html

http://www.geocon.net/pdf/paper42.pdf

Regards,
Rudra Nevatia

--- vjkpatil@vsnl.com wrote: