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Look into a joint venture with a firm with such an experience and be prepared for it asking to be the lead partner. I do not know the size of yor firm, but such projects usually require serious security bonds and tight schedules asside from the engineering requirements. The draw back is the...

I second jeff on the required info. If the soil is being retained by a retaining wall which in turn is supported by piles, then I'd suggest you calculate the lateral pressure produced on the back of the wall (including any potential surcharges) and apply this lateral charge at the pile top (+...

I have had good results using this approach in the past when used properly. I'd suggest Bowles, he list some typical values and proposes an approach using basically the bearing capacity equation as a function of deflection. Reese has also published some typical values for various soil types &...

I have a different concern. You have mentioned that yur client has an "existing" slope and the final slope behind the wll is 1:1, then you mentioned that your lateral "active" pressure coefficient is 0.5 which is very high and closer to a Ko than a Ka. So, asuming I got the picture right, and...

I am a geotech engineer with few grey hairs. While I very much like to simplify things and remain on the practical side and very much appreciate local experience, there are some basic considerations that should be accounted for which the "stick" does not account for. There should be a minimum...

Looking for the source code of Elsym5. Can anybody help. Thanks Tsoft; www.tsoftonline.com

Is it possible to instal a 30m casing and retreive it. ? Yes, if you have the right machine. I just came back from a trip to Dubai and witnessed 30m piles in sand using a double rotating head machine. The machine rotates and vibrates the casing down in one direction and the C.F.Auger was...

I concur with fattdad on proof testing "ALL ANCHORS" and although sand could be a tricky animal, it is quite feasible to anchor in it. As PEinc pointed out make sure the contractor knows what he is doing when it comes to drilling and grouting anchors below the water table. As to the...

I have not used CWALSHT and am not aware if it does report pile deflections as well. I would also be curious to know if deflection is a consideration in this case. We do a fair amount of this kind of work near utility lines and exising structures, so in addition to the structural adequacy of...

I would second BigH on that and would like to propose a good soil investigation to determine the degree of fracture in the rock, confirm the horizontal bedding etc... We recently had an incident where a private developper went against our recommendation for shoring the full site and insisted on...

Geotechnical76 Could you please give more info. Water table present ? out of curiosity I used Lpile3 (Reese) with the info you have presented and a 15ft pile and it turns out to be quite adequate with insignificant deflection and a small moment. I ran the same example using our own software...

You can always check the work published by Reese, O'Neil etc... I believe there is an FHWA manual dealing with this approach which makes use of Nspt and supported by the results of quite a few field tests. Tsoft; www.tsoftonline.com

I tend to disagree with BigEasy as sheet piles for such a deep excavation tend to deflect quite a bit not to mention the difficulty in installation, increased requirement for anchorage, and the problem of leakage. I would still favor the secant pile option; although it has its own problems, but...