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When comparing drilled shaft rigs assuming that the torque, crowd, and kelly bar weight are similiar, what type of rig (crane or truck/track) mounted rig would be more efficient at drilling through brick and concrete obstructions?

Does anyone have suggestions for manufactor and installation of a precast concrete pile with an H-pile stinger. These piles will be driven into a calcarenite rock with unconfined compressive strengths of 400 to 700 psi. thanks in advance

For a pile supported pier structure, when one determines the average properties of the soil in the top 100 feet, per IBC Table 1615.1.1, does this start at the top of the bearing layer for the piles or at the mudline? thanks for any help

I also have a seismic design question. In considering a pile supported pier, does the top of the soil profile start at the top of the bearing stratum for the piles? or at the top of the bottom ooze through which the piles are driven into? As one can imagine this make a tremendous difference in...

It seems to me that most earthwork contractors consider Size No. 57 stone or something similiar to be "self compacting". Does there exist any aggregate backfill material which is truely "self compacting"? If the answer to this is no, what is the best material and method to place in constricted...

Thanksw for the reply. This is also my contention. When pea gravel is specified I have not seen it with a size other than say something like 3/4" pea gravel. However, when one has to size subdrainage pipe openings the D85 of the material is required and thus my question regarding a gradation...

Has anyone every seen an engineering definition of "pea gravel" which includes a gradation requirement?

does anyone know of a method to predict the increase in drained shear strength (phi) due to consolidation, enhanced with wick drains?

has anyone had difficulty in using the formula 16-22 in IBC for determining the average shear wave velocity. This equation appears to give values lower than the arithmatic average?