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Regarding Shoe footins

 
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vaibhavgoyal2
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Joined: 12 Jun 2008
Posts: 7

PostPosted: Mon Dec 29, 2008 4:40 am    Post subject: Regarding Shoe footins Reply with quote

Dear Govind,

there is no harm in designing the eccentric footing under any load/area/ground conditions uptill you designed them efficiently.
shoe type footing are always critical and are always unsafe under pressure check so my advise is to increase the dead load and check for axial compression only. you can increrase the dead weight by making the the cantilerved part of the footing as square/rectangular in plan instead of tapered and provide a beam of depth at least 1000mm and width equal to the the column above the same foundation.and connect it with the adjoing footing. this beam wil take care of your moment comming on foundation top.

hope this will help you.

Vaibhav On Wed, Dec 24, 2008 at 1:37 PM, sargo <forum@sefindia.org (forum@sefindia.org)> wrote:
[quote]  Dear Sefian,
Is it safe to design the shoe type eccentric footing for seismic areas or in normal loading conditions.If it is, then state me detailed design procedure for the same for the column carrying 1000kN load and a B.M. of 128 Kn-m.

Also, suggest me the name of the book that covers the detailed design principles.

Govind Chhawsaria
098231 93042
sargo@rediffmail.com (sargo@rediffmail.com)
govindbecivil@gmail.com (govindbecivil@gmail.com)
Nashik







On Wed, 24 Dec 2008 Kedar wrote :
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sdec.in
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Joined: 26 Jan 2003
Posts: 473

PostPosted: Mon Dec 29, 2008 11:35 am    Post subject: Regarding Shoe footins Reply with quote

Dear Mr Vijay Vittal
If you permit 25% area to be under tension, you are also required to check that the Bearing Pressure on the reduced footing area now available, does not exceed the max permissible Bearing Pressure.
regards
Sangeeta
[quote] ----- Original Message -----
From: vijaya_vittal (forum@sefindia.org)
To: econf@sefindia.org (econf@sefindia.org)
Sent: 29 December, 2008 4:36 PM
Subject: [ECONF] Re: Regarding Shoe footins


It is very difficult to avoid tension under the footings especially when the large moments are in volved. The footings for the chimneys and the footings for the columns carrying heavily loaded cranes are subjected to large moments compared to vertical loads. Under these conditions it is advisable to design the footings such that not more than 25% or the footing area is under tension.

Regards.
H.N.Vijaya Vittal
Mobile # 98453 36408

--- On Mon, 12/29/08, drnsmani wrote:
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ibarua
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Joined: 26 Jan 2003
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PostPosted: Tue Dec 30, 2008 12:43 pm    Post subject: Regarding Shoe footins Reply with quote

30 Dec 2008

A procedure for footings with e>L/6 is given in 'Steel Designers' Manual' by CONSTRADO, but I would not use such footings where I live, in seismic zone V.

Indrajit Barua.

On Mon, 29 Dec 2009 sdec.in wrote :
Quote:
Dear Mr Vijay Vittal
If you permit 25% area to be under tension, you are
also required to check that the Bearing Pressure on the
reduced footing area now available, does not exceed the
max permissible Bearing Pressure.
regards
Sangeeta
Quote:
----- Original Message -----
From: vijaya_vittal (forum@sefindia.org)
To: econf@sefindia.org (econf@sefindia.org)
Sent: 29 December, 2008 4:36 PM
Subject: [ECONF] Re: Regarding Shoe footins


It is very difficult to avoid tension under the
footings especially when the large moments are in
volved. The footings for the chimneys and the footings
for the columns carrying heavily loaded cranes are
subjected to large moments compared to vertical loads.
Under these conditions it is advisable to design the
footings such that not more than 25% or the footing
area is under tension.

Regards.
H.N.Vijaya Vittal
Mobile # 98453 36408

--- On Mon, 12/29/08, drnsmani wrote:
--auto removed--








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