Implementation of soil layering formulation as per Geogiadis M (1983). Development of p-y Curves for Layered Soils. Proc. Geotechnical Practice in Offshore Engineering, ASCE, pp. 536-545.

See also "Direct output of equivalent subgrade reaction stiffnesses". Pdisp allows the input of horizontal loading on a vertical plane. Equivalent subgrade reaction stiffnesses (reaction springs) for wall elements could be obtained from applied horizontal pressure and resulting movements.

Pdisp is often used to derive subgrade reaction stiffnesses for input into GSA by manually dividing the applied pressure by the settlement results to calculate the equivalent subgrade reaction springs. The conversion could be built into PDsip itself and a subgrade reaction contour could be plotted. There’s a possible automation linkage with GSA.

It is currently not possible to apply both tensile and compressive loads in the same file to compare against the calculated resistances. The programme subtracts the tensile loads which are applied as negative loads from the compressive loads which are positive instead of recognising them as separate loads.

Presently in the FREW graphical output each layer is labelled with a number. If the graph is printed/copied on a report there is no way for the reader to understand which geomaterial the model refers to withouth having access to the materials properties table. Superimposing the name given by the user on the graph improves legibility.

We would like to be able to model piles in Slope, with specified mobilised shear resistance across the failure surface. This would ideally (in future) be linked to a mobilised shear-displacement profile for each pile derived from Alp. The mobilised shear can be specified apriori for the pile or pile group, or determined from Newmark Sliding Block analysis with the shear-displacement curve. Get in touch for details.

Please can you allow a limit to be set to prevent props going into tension? Currently a multi-propped wall with no embedment doesn't fail as the top prop goes into tension.

A new update allows you to edit the MEFP at each stage and in each material. However, it defaults to y0=0 at each stage and therefore is not applied unless you go through each stage and change this. Please can the MEFP default to the top node level unless specified otherwise?

Where embedded pile retaining walls carry axial loads, it is common practice to analyse the section as a rectangular panel rather than individual circular piles (with a reduced end bearing co-efficient akin to a deep strip footing).

To date, we have achieved this by modelling an under-ream pile with different shaft and base diameters. However, it would be simpler and clearer if Pile could analyse a rectangular section. This would also be beneficial for calculation of axial resistance for diaphragm wall panels.

Refer to method of Hov et al from 2010 DFI Conference (attached).

Hi , currently graphical output is not showing wall dimensions, its good if it shows all dimensions and can be exportable to auto cad program

The ability to specify a single bond strength between a soil nail and the surrounding soil (using CIRIA guidance or preliminary test data) does not work if the soil is layered. The user should be able to specify the bond strength for each strata.

Alp now handles only perfectly vertical piles, it could be nice if it handles inclined piles

hi , please introduce Westergaard method in Pdisp . this method is popular in India