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[Anjan7601]

I have found several posts on this topic. But practically column has axial load and moment in X & Z direction as well. I didn't find any reference to design such type of footing on edge(property line) where moment is considered in X & Z direction.
Can anyone help ke regarding this design please.

[va]

Dear Anjan,
You have to check the pressure at the base of footing and check that eccentricity e=M/P is within middle third of footing base to confirm no tension condition. Generally, there will be one predominant moment at a time for wind or EQ loads. If part of footing is going in tension, you need to design a combined footing.
Regards.
Hemant Vadalkar
Consulting Engineer Mumbai.

Posted via Email

[CRUTHIDESIGNS]

why we are not using torsional reinforcement in roof beams when one secondary beam is joining with main beam which is resting on the columns( fixed)


On Mon, 7 Aug 2023 at 20:53, va <forum@sefindia.org (forum@sefindia.org)> wrote:

[CRUTHIDESIGNS]

in software release command using to full release or partial release where the secondary beam rests.  


On Tue, 8 Aug 2023 at 13:31, KARANAM JBRAO <cruthidesigns@gmail.com (cruthidesigns@gmail.com)> wrote:

[quote]why we are not using torsional reinforcement in roof beams when one secondary beam is joining with main beam which is resting on the columns( fixed)


On Mon, 7 Aug 2023 at 20:53, va <forum@sefindia.org (forum@sefindia.org)> wrote:

[CRUTHIDESIGNS]

infact the secondary beams are rests on the main beam are monolithic, so are  not simple supported,    


On Tue, 8 Aug 2023 at 13:33, KARANAM JBRAO <cruthidesigns@gmail.com (cruthidesigns@gmail.com)> wrote:

[quote]in software release command using to full release or partial release where the secondary beam rests.  


On Tue, 8 Aug 2023 at 13:31, KARANAM JBRAO <cruthidesigns@gmail.com (cruthidesigns@gmail.com)> wrote:

[quote]why we are not using torsional reinforcement in roof beams when one secondary beam is joining with main beam which is resting on the columns( fixed)


On Mon, 7 Aug 2023 at 20:53, va <forum@sefindia.org (forum@sefindia.org)> wrote:

[rahul.leslie]

In reality, the torsion of main beams get released after the first spiral crack in it... that's how it works.. so we are trying to mimic the stage after this cracking, by the releases provided.

[mandagiri_balaramulu]

Dear Er. 

I suggest to increase the 'd' of the column till plinth beam and provide designed column size from plinth beam top.


Example.


If column size is 350 x 600mm


Edge Footing size is 1500 x1800


Say one side 1800 side is edge of property and 1500 is parallel to 600 face of column


Provide the column size as 350 x1500 up to Plinth beam top and from plinth beam top onwards continue the designed column if 350 x 600.


The footing to be designed for equal pressure with a cantilever projection of (2000-350)/2=825 on either side.


Usually top of plinth beam to bottom of footing will be 3000mm minimum


So column will behave as a stepped column at foundation level 350x1500 and from plinth onwards 350x 600


This is my opinion.


M. Balaramulu
           M. E.(str)


On Mon, 7 Aug 2023, 17:54 va, <forum@sefindia.org (forum@sefindia.org)> wrote:

[vikram.jeet]

Lot of discussion on this subject is available on forum,, pl see past ones,,

Also discussed in ' some general view  ' serial  posts