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eccentric footing

 
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rahul_magdum
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Joined: 20 Jul 2011
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PostPosted: Sat Aug 11, 2012 5:42 am    Post subject: eccentric footing Reply with quote

how to design footings for the colimns located at the boundries of the plot?  both ends columns are located on the plot margins, so cannot take strap or combined footing.
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B.V.Harsoda
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Joined: 19 Jan 2009
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Location: RAJKOT,GUJARAT, INDIA

PostPosted: Sat Aug 11, 2012 7:59 am    Post subject: Reply with quote

This topic is discussed many times, search existing discussion.

Key Words:-
eccentric footing
shoe footing
L shape footing
L-footing
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rajancivildesign@gmail.co
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Joined: 26 Jan 2011
Posts: 537

PostPosted: Sat Aug 11, 2012 11:10 am    Post subject: DESIGN FOORING FOR EDGE & CORNER COLUMN Reply with quote

Dear SAFIAN,
Though this has been discussed in this forum, some one may not know  the concept of this type of footing. Some book like Multi storeyed building by Variyani may discussed in their book, no body give practical example for this type of design problem. Two examples prepared by me is attached for beginners.
V.M.RAJAN.
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B.V.Harsoda
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PostPosted: Sat Aug 11, 2012 4:47 pm    Post subject: Reply with quote

Dear Er. Rajan Ji,

Your effort  is good. In your examples you have not considered eccentricity in upward pressure as due to eccentricity upward pressure is not uniform.

Column width is 23 cm. & beam width is 30 cm. How safe is beam column joint against
moment due to upward pressure at beam?

Width & length shall be considered w.r.t eccentricity. Beam at property line shall be provided also. It is also better to provide T or L Shape column up to plinth beam or up to slab level.

It is requested to Respected Er. Vikramjeet ji Sir,to give more expert comment.

Regards
B.V. Harsoda


Last edited by B.V.Harsoda on Sun Aug 12, 2012 3:33 pm; edited 3 times in total
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rajancivildesign@gmail.co
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PostPosted: Sun Aug 12, 2012 11:00 am    Post subject: ECCENTRIC FOOTING Reply with quote

Dear Harisoda Sir,
In my case I have not considered the moment. If moment is considered the width of footing to be    w> 6e.  Also the maximum pressure should not more than SBC of soil.
There should be no tension. i.e the minimum pressure should be compressive. Due to moment there will be varying pressure,in  the design  the footing width may slightly increased. If we follow the case, the builders say your section will be over sized and not agree to follow. To take care of shear, in footing the beam width is considered more than the column width. If any body adopted this type of footing kindly comment on the improvement  om the  design please.
V.M.RAJAN.
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B.V.Harsoda
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PostPosted: Sun Aug 12, 2012 11:47 am    Post subject: Reply with quote

Dear Er. Rajan ji,

I am not agree with you,your design is not safe.Please refer below link for clear your concept.

http://www.sefindia.org/forum/viewtopic.php?t=9399

Regards

B. V. Harsoda
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