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How much more would it cost to drill through the boulders and start the helical piles in the clay?

Thanks JAE. That's a good start. Did I upload this document before? It's subsurface profiles at two sites.http://files.engineering.com/getfile.aspx?folder=768117d0-8dc1-4375-a7cf-4d5013c92f85&file=Helical_Piles_Cost_Inquiry.pdf

Westchester, NY

I'm trying to evaluate the cost of helical piles for foundations in the tri-state area. The name of the job is private, but I have created simplified subsurface profiles. I want to know the approximate cost per pile at each site and the minimum clearance from the sheet pile wall. The plates...

You need to provide a sketch. Plan and elevation view.

If you want to give a conservative estimate, I feel you can take the perimeter assuming unplugged and back-calculate (to achieve a greater perimeter). Of course you would also need to know the soil stratigraphy and the groundwater level, for completeness' sake.

...you only have one row of piles (or the next row of piles is at least 6.5D away), and they are spaced 3D apart within the row, you may use Pm = 0.64*3^0.34 = 0.93. If the next row of piles is less than 6.5D away, you must also factor the P-multiplier by [0.26Ln(S/D)+0.5] for the first row...

Dicksewerrat, I couldn't tell by looking at your message. Do you mean that you disagree strongly with my estimate, or were you just wishing me luck?

Try CALTrans trenching and shoring manual. http://dot.ca.gov/hq/esc/construction/manuals/OSCCompleteManuals/TrenchingandShoringManual2011.pdf

I appreciate all the responses, but you guys jumped to conclusions too quickly on my youthful optimism (not trying to sound defensive). I actually estimated a total of 76 days (including 9 days of building the structure), so 65 days to complete the excavation. There were 41 secant piles, so...

I'm relatively young, so can you guys please tell me why you can't just dowel extra concrete onto the top of the existing wall, and then backfill with lightweight material? Stability analysis would have to be performed, as well as bearing capacity check. If it's a long wall, then the...

You have to make sure that the clay is already in its final stages of primary consolidation due to the pre-consolidation pressure. If you're not sure, then the latter is more conservative to use.

If you want to use SPT's, you may divide the SPT N-value by 10 and that gives you the undrained shear strength in tsf. Some like to multiply this number by 2/3. Obviously doesn't work on WOR and WOH materials.

Please provide rock core pictures. I can get you some loading.

Because of what PEinc said, you're probably better off assuming an infinite load that has width equal to the length of the building. Also use at-rest earth pressure Ko when evaluating the soil lateral stress on the wall.

Can someone correct me if I'm wrong? I think the Cv to use would be the Cv actually expected during the period of consolidation.

FHWA also currently recommends the FoSSA program by ADAMA Engineering. I've never used it.

I know that consolidation settlement can be calculated in Plaxis. However, if you don't provide the proper input values, you will get bullshit results. Why not just use Excel? I agree with oldestguy on it not being worth it.

Doing the math, it's not going to take more than 2 days to perform the excavation anyway. So I just went with the conservative 2 days.

Would it fit into an urban area? See photos. Better production rate is great. Sliderule, what is your thought on this? Thanks.http://files.engineering.com/getfile.aspx?folder=fef77308-4355-4b95-85b4-e49ba3ca8c44&file=Relevant_photos_and_drawings.docx