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Hi all - Looking to see if anyone has a method that would help with assessing how much impact enery is gerated and potentially transferred through a compacted bund of soil. Client is looking to build into th etow of teh bund and it'd be great to provide an indication on what the structural...

Hi - We're running WALLAP Version 6.05 Revision A45.B58.R49 at work, but I can't find the manual. Does anyone have a PDF copy that they could upload? Thanks in advance :)

Yes, I've seen that method. I don't have any particular problem that needs solving, rather I'm interested in what others are doing to account for a toe slope in doing their wall design - whether something like the Kp reduction, increasing the theoretical wall height to create 'level toe'...

I'm curious as to what people do when designing a cantilever retaining wall with toe slope for the drained and undrained conditions. By cantilever, I mean say timber pole uprights at a 3 to 4 foot spacing, embedded by either driving or in concreted augered holes and with timber lagging/railing...

Hi - Can anyone guide me to formulas that relate to calculation of miniumm steel plate size and thickness, and minimum tendon diameter for design of a tied-back retaining wall. Anchor plate would be square and would have a central hole. Reidbar tendon load would be applied to the plate in...

Hi everyone! Refer attached sketch for a model, whereby a steel plate is fully supported by a large timber post and a Reidbar tendon extends from the centre of the steel plate, through the post and has a load attached to it. Not sure if it makes much difference, but the model would actually...

Has anyone had a good play with these software packages? We have these at work and they provide information relatively easily. Just wondering if anyone has done some truthing of the outputs with respect to real-life measurements. . I'm curious as to how well the static settlement function...

Have a read over the attached pages from a document by Prof Robertson. This might help with your correlation. Full document can be obtained free from: http://www.greggdrilling.com/Resources/CPTforGeotechnicalGuide/CPTguiderequestpage.htm...

Thanks for your feedback everyone. Yes, I read the same thing about the values of Poisson' ratio being between 0.1 and 0.2 for all soil types, with v'=0.5 for undained conditions (refer the attached paper by Mayne and Poulos). The paper then goes on to suggest that because of original...

Hi - I'm a geotech engineer so go easy on me with this one. Having designed a tied-back retaining wall, I am trying to find a method whereby I can calulate the required timber pole moment for the horizontal waler that the tie-back tendons connect to - and thereby determine the minimum required...

Hi all - I'm having trouble finding a correlation / equation that provies a relationship between Cone Penetration Test data and Poisson's Ratio. Is anyone able to steer me in a direction where I may find it, if the relationship does exisit? Thanks in advance.

Thanks again FE. We've already looked at static and seismic slope stability. Also, the timber uprights have been designed giving consideration to static and seismic loading. Seismic loading does however raise another issue, being how the wall interaction occurs under seismic loading, but...

Thanks FE. Has anyone tried the method as attached?http://files.engineering.com/getfile.aspx?folder=663a060d-fc5b-46d3-8a4d-b401ca169155&file=stepwall.pdf

In looking at how much of Pp from Wall A is overlapping Pa from Wall B, I had considered a passive earth pressure wedge in front of the embedded portion of Wall A extending at 45-(phi/2) from the toe of the upright, while for the active earth pressure wedge behind Wall B I took 45=(phi/2)...

Hi guys - both walls are proposed. ka=0.333 & gamma = 16kN/m^3, so I calculate the active earth pressure for Wall A as 18.43kN per pole 0.5 x ka x gamma x height^2 x spacing). 18.43kN applied laterally to the top of Wall B with a lever arm of at least 3 metres will require some reasonable...

Hi all - Long time listener, first time caller :) I'm trying to find some advice / help / reference with respect to the attached problem, where the passive wedge asssociated with upper wall (Wall A) extends over the active wedge of the lower wall (Wall B). The design approach needs to be an...