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For the Sowers DCP, I have seen the average number of DCP blows for 3 intervals equal to the N-value, where each interval is 2 inches.

Thanks for the reply. We did test borings with HSA, but had to return to the site to drill a deeper boring since the upper 60 ft was marginal and that was the limit of our equipment. For the deeper boring, we grouted in casing then rotary drilled the test boring. I'm planning to drive pipe...

I would add the AASHTO Bridge Design Manual to the list.

I'm working on a small residential job on a lake. There is marl to a depth of about 30 ft, sand 30-45 ft, very soft clay (w.o.h.) to 65 ft, then alternating sand and soft clay layers. I'm considering driving closed-end pipe piles to bear in the lower sand and clay layers but am concerned about...

What about bending induced by the downdrag? Is this included in the "secondary effects" described in the OP? The AASHTO LRFD manual states simply to avoid battered piles in cases of downdrag, or something to that effect.

I am installing a sauna myself so this is topical for me. From all the reading I have done, it sounds like the conduit should be liquid-tight. I think I am going to start with FNMC-B. I read in one of the sauna forums that temperatures immediately beneath the heater stay pretty temperate b/c...

Possibly geopiers

We have a disagreement about how to estimate the pile length for driven piles using AASHTO LRFD. The AASHTO LRFD says that static analysis should be used to estimate the pile length, even if a load test or other method will be used during production. So to estimate the length: phi (static) x...

The AASHTO LRFD Bridge manual states (C10.6.2.4.3) "In practice footings on cohesive soils are most likely founded on overconsolidated clays, and settlements can be estimated using elastic theory (Baguelin et al., 1978) or the tangent mdodulus method (Janbu, 1963, 1967). Settlements of footings...

Check out the AASHTO LRFD Bridge Specification for the stress distribution in the clay - 10.7.2.3.1-1. Your situation sounds like you might consider an end-bearing pile distribution. The equivalent footing for this would be the plan area of the piles located at the pile toe, and the stress...