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Compression, tension, and shear stiffness values for pile foundation design using RISAFoundation

Compression, tension, and shear stiffness values for pile foundation design using RISAFoundation

Compression, tension, and shear stiffness values for pile foundation design using RISAFoundation

(OP)
I am using RISAFoundation to design timber foundations. I am wondering if anyone knows of acceptable values to use for the stiffness values, expressed in kips per inch (k/in). I divided the compression capacity (31 kips) by the max settlement value (1 in) mention in the soil report. This gave me 31 k/in.

I noticed when I use a greater capacity pile without increasing the compression stiffness value all my piles pass with no problem. However, if I increase my compression capacity along with my compression stiffness, my pile continues to fail and the load at which it fails continues to increase.

For example, say I change it to 37 kips capacity, with the same 1 inch deflection, would give me a new stiffness value of 37 k/in. According to RISAFoundation my pile will fail. Is it too conservative to use a small stiffness value? As long as the loads stay the same, I believe that my piles should pass if I use a grater capacity pile at a lower depth. Is this thought correct?

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