Analysis and design of pile cap

[Hussaen]

when I try to apply single piles, we found an existing building foundation and causes a problem for our pile locations as show below and the proposed column cannot be moved.
could you help how I can analyse the pile cap and check is stable?

 

[HTURKAK]

You did not define the type of pile..But i suppose bored pile..

The anchors of steel column implies , the column nominally pinned column.

I will suggest;

- Develop STM model,

- Provide a tie beam ( moment connected to the pile cap, right side ) capable to resist bending and axial forces .

Good luck...

 

[MSUK90]

Provide a tie beam ( moment connected to the pile cap, right side ) capable to resist bending and axial forces .

The tie beam runs between this pile cap to the other?
How the bars should develop inside the pile cap, to the other end or just Ld from face of pile cap?
Most of the times, the such grade beams are designed as simply supported between the pile caps right?

 

[HTURKAK]

- The tie beam will run to the other pile cap/foundation ..The moment resisting tie beam will run to right side of the pile cap shown on the picture..

- The top rebars shall bend 90 degr.

- The grade beams could be designed for bending elements .. I would like to remind the continuous ftgs ( the grade beam designed as continuous beam and the ftgs are locted under the columns .. There are grid foundations .( designed as part of the frame ) with spread ftgs under the nodes..If the safe soil bearing pressure is low , if you want the columns with fixed bottom, you may prefer grid foundation ( the depth of grid beams should be selected to provide fixed support to the columns)..

 

[Brad805]

You need to argue with the architect to convince them of reality. I am not sure of your soil conditions, but if you do not know the potential for heave in the existing foundation this is a poor idea. We have done offset pile caps, but the 340mm dimension will likely prove a challenge unless your load is small.