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Doc08, Thank you very much for your insightful comments. I couldn't agree more that these tools are not gospel and should be considered little more than guides to aid our judgement. I use limit equilibrium techniques as the methods of choice and use these other, fancy computer methods as second...

We recently started using PY wall, but before we started using it on a regular basis, we compared it to some inclinometer data we had in our files. I also compared it to some PLAXIS simulations on a current project. I noticed that the deflected shape of the soldier piles using PY Wall was close...

The software application ALLPILe also can include torsion loads as well as lateral loads. Did you consult with the Geotechnical Engineer on the project for soil parameters or methods of analysis?

I think Baldie is right in that the displacement necessary to mobilize full passive resistence can sometimes be excessive or at least larger than desired. This is a very good reason to reduce or ignore passive resistence in retaining wall design. In addition, the fill compaction in a narrow...

Thank you all for your responses. The CIUC is the consolidated-undrained triaxial compression test. We did measure pore pressures. There are a few well documemted ASCE and USGS publications that descibe the residual shear strengths of landslides of this clay in question. The values typically...

Yes, you are correct. The bigger the bell the bigger the problem. This clay formation is notorious for fissures and cracks - mostly near the ground surface. The size and frequency tend to decrease with depth. Upon further reflection, I don't think there is a lot of room for bells. The piles are...

Thank you both for your quick response. The loads will support a 35-ft tall retaining wall. On top of the wall is a park, so surcharges will be minimal - perhaps the occasional hiker or pick up truck for maintenanace. Therefore, loads should be consisdered to be sustained. A belled drilled...

Description: A contractor has proposed a value engineering change that will require driving H-piles that will be in tension. The load will be about 100 to 150 kips per pile. It will be driven through a 30-ft layer of slightly overconsolidated, non-plastic silt into an underlying layer of heavily...

Maybe you should consider a soil mixed wall or a jet grout wall. They are a little more expensive, but will penetrate most obstacles and will form a relatively tight seal. Either of these options may need tiebacks, but with the jet grout you might be able to insert a wide flange that is stiff...