Guest
In newer stability programs, an undrained strength ratio (Su/P') can be assigned to a soil layer. But since I have a lot of problems already set up in PCstabl files, I still use PCstabl (w/Sted) most of the time.
Now the question:
If I have a construction or other quick embankment loading on a fine grained foundation, I usually approximate the Su/P' in PCStabl by breaking the material into layers and zones with a separate C value assigned to each layer based on the P' calculated for the layer or zone. But I have also encountered engineers who simply convert the Su/P' to an "equivalent" phi value (arctan Su/P') for the fine grained layer. While not theoretically correct, the "equivalent phi strength" gives, and unless I'm missing something, should give, the same results. Is this correct, or am I missing something important?
Now the question:
If I have a construction or other quick embankment loading on a fine grained foundation, I usually approximate the Su/P' in PCStabl by breaking the material into layers and zones with a separate C value assigned to each layer based on the P' calculated for the layer or zone. But I have also encountered engineers who simply convert the Su/P' to an "equivalent" phi value (arctan Su/P') for the fine grained layer. While not theoretically correct, the "equivalent phi strength" gives, and unless I'm missing something, should give, the same results. Is this correct, or am I missing something important?
