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Sadly, I do not believe that the problem will just go away. It is more likely that voids below the slab and footings just got larger, and the soil above them was unable to bridge over them, soils above collapsed a little, leaving the above elements that the soil supports to settle. I think it...

All the above comments make sense, except doesn't it bother anyone that there is no soil info for this serious building. To me, the fact that everyone's assuming some tiny 2000 psf and coming up with huge footings is most probably a very expensive assumption. I would recommend to his govt client...

Galv Sch. 80 and Sch 40 is very available, so that's what we use. The allowable stress on this steel pipe is well above the actual stress to which it is subjected, at least to axial load.

Alaskaman: I agree that pin piles would be good here. Given that you have portions of the fill that are 15 ft deep, I advise you to: (a) do boring and or probes using hand driven equipment to get some ideas of what you will be driving the pipes thru, and at what depth to expect approach to...

Burgo: Your approach is reasonable. Things to look for- getting down to sound, relatively flat(6H:1V) rock. Don't worry about the resultant in the kern- as you said, the bars will take the tension. For some guidance on designing the dowels or rock anchors, look at Williams Bar Rock Anchors...