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Amen to that. The problem is that it is not as simple as it sounds. What is happening with us is the following: The client knows that we offer at lest one of the best services in our area yet he still goes somehow for this one man show thing, then later when he finds out that the service was...

There were two main points raised in this forum: 1. return on the geotechnical engineering business versus the risk taken 2. relatively high safety factors taken by geotechnical engineers. After nearly 27 years in this business, I can vouch that for the most part that geotechnical engineering...

You can either utilize structural mechanics: model the sheet pile as a catilever loaded by a triangular load distribution with the point of fixity occuring about 0.5 to 1m below the dredge line (this would be a reasonable approximation), or simply use a computer program such as PYwall by Ensoft...

Know nothing of SupportIT but we use LatPilePro by Tsoft (www.tsoftonline.com). It supports multiple soil layers and multiple supports (anchors, nails, or braces) and you can also model laterally loaded piles as well. You might want to give that a shot.

Madziwa, the scenario you are discribing is plausible, however, I have to agree with slideruleera that had the pile been with enough embedment in competent soil, I doubt you would have had this settlement. It is hard to give a constructive opinion without additional data. We know that the...

Are you sure you can push a shelby in a soil with SPT 25-50 without damaging the tube and potentially the sample as well ? You might want to consider something a bit more suitable for such a soil, (if memory serves me right) perhaps something like the Denison or the GUS samplers would be more...

fattdad, you sent me nearly 28yrs back to Austin, Tx. I think it was Dr Steve Right who showed us a similar picture and I believe I still have it somewhere in my notes. If I am not mistaken, I think the car was a volvo. I'll check it out and if I succeed in finding it I'll scan it for you.

Out of curiosity I ran a sample problem using two layers of clay 25ft with a cohesion of 1.2ksf, and the second layer with a cohesionof 1.8. The pile is circular and 1ft in diameter extending 40 ft down. The applied load is 100kips. I am getting about 1in deflection at the top and a maximum...

If breaking forces / cyclic forces are involved you might want to consider Lpile (Ensoft) as it has an option for cyclic loading but the selction of P-Y curves could be a pain. As to the selection of parameters, depending on the magnitude of the loads applied, depth and diameter of the pile, I...

DRC1, (expanding the subject a bit) how do stop the water ffrom shooting out in case you are say 4-5m below the water table, and especially in the case of a cohesionless soil. I've read about devices available which could be fitted at the mouth of the hole to prevent water/grout/sand from...

Sheet pile in rock? Hmm, that is a tough job myfriend. If the rock is relatively weak & fractured you could start by predrilling the hole down to the required depth into the rock. You need also the right equipment and a smooth operator in order to minimize the damage to the sheet piles. At...

Indeed our piles are drilled using an auger or DTH, depending on the ground conditions and they vary in diameter from 10cm to 30cm. As I had described earlier, we have used a single dywidag bar or a steel pipe with either a concrete or a cement grout mix and these were generally used for...

Teguci The micropiles were spaced 50cm c-c, held at the top by a cap beam, and thin shotcrete screen was sprayed just to guard against the possibility of sloughing between the iles. The cut was about 2m high and given the soil at hand (C ~ 10Kpa, ? ~ 30°) the pile was not expected to deflect...

Sorry logisland, I am out the office and I do not have the reference on me. If memory serves me right it is FHWA manual HI-88-042 (Reese and O'Neil). good luck

Indeed, it is a known fact that a single bar may be used in a minipile and this would be no problem for piles in compression. However, I have to disagree with DRC1 especially that I have particularly addressed the case where lateral or torsional loads are involved and especially if part of the...

That is right.

Indeed you may calculate the pile capacity when embedded in Clay taking advantage of the SPT values. There is an FHWA maunal describing such a procedure which is based primarily on the works of Reese. You could also check this site www.tsoftonline.com as they have a software based on this...

The geotech engineer should be able to give the anticipated settlement based on a footing size and preesure applied by that footing which natuarlly comes from the column load. The next step should be a joint effort betwen the structural and geotechnical engineer with the first supplying the...

Back to the top of this page, I would like to advise against using a single bar and use an equivalent 3 to 4 bars placed in a cage. From experience this provides a better performance than a single bar especially where bending / torsion are of concern.

Thanks DRC1, I appreciate your response. I am looking for a way to quantify the reduction in Kp due to the presence of a berm + a slope and from there translate that into an equivalent spring. The means to do that when a slope is present is indeed available through coulomb, caquot and...