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I see what you mean. I am using ASD method, but checking global stability through Slide.

Thanks PEinc, What are the limitations of slide, and what do you recommend?

Hi, When modelling soil nails in Slide software, is the "Bond strength" input the interaction between bar-grout or soil-grout?

Thanks Okiryu, My design methodology is very much the same. Except that we are dealing with a cantilevered type retaining wall. We have a transnational failure (mobilized soil)that needs to be retained. The support option was recommended to me as a method of making a comparison with the Ka...

Can the active forces behind a cantilevered wall be modeled through the Slide stability software? The software has a function "back analysis of support forces" which calculates the required force to achieve a certain FOS at the position of a wall? Can this force be used in the design instead of...

Hi Guys, How would you model boulders at slope toe placed for erosion protection in Slide software. Can it be treated as a distributed load or should it be modeled as a material type? The boulders are sized at between 0.5m and 1.0m, about two to three layers thick at the slope toe.

Apologies oldesguy/PEinc, it seems i may not have been clear enough and provided insufficient info. It is only creep issue. No evidence of slips have been observed in the nearby area. The region is low risk of earthquake. Groundwater was not encountered and no frost issue. Trees are bow shaped...

Will consider passive pressure. Core logs have been taken at the site, with highly weathered rock at shallow depths (1m to 2m), with SPT 30+ at 2m. Based on the stability evaluation, movement is limited to the upper 1.5m, but still with satisfactory factors of safety. This is a precautionary...

Thanks everyone for the response and info! Just to clarify, the instability observed is 'soil creep', whereas the soil stratum is moving very slowly downhill. We are not envisaging immediate soil evacuation i.e slips. The load acting on the piles are minimal and the aim is just to address...

The existing slope where the piles are situated, is not stable and with evidence of instability noted and assessed to be within the top 1.5m of soil stratum. Hence the lateral load on the piles. No lateral loading from the house to the piles.

A sketch attached. Thanks fattdad, that is very helpful. dtskhttp://files.engineering.com/getfile.aspx?folder=c3be788f-6eb8-4f9f-999b-d3a863095c06&file=1.jpg

Hi guys, We have house piles that need to be designed for lateral loading. How do you calculate at-rest earth pressures taking into account the sloping ground below the pile? Ground inclination is at 20 deg, soil friction angle at 32 deg. Cheers

Thanks all, A value less than 25% does sound reasonable in this case. Would this be the allowable uplift pressure or un-factored? I came across this equation (see attached), have you guys used this before...

Hi all, Any rule of thumb when estimating uplift capacity of piles? We have piles (300 dia, between 2m and 3m deep) embedded in a mixture of cohesive and granular soils. Su in cohesive range between 70kPa to 150kPa. DCP readings of between 2 & 3 in granular (50mm increments). We are doing...

That is good to hear. Thanks guys.

Hi all, Does anyone have any experience with using crushed-concrete as a substitute to hardfil? Is there any disadvantages to it, provided that the fines percentages are kept low, and grain sizes mimic conventional hardfill? It is for compaction beneath floor slabs. Thank you.

Great, thanks Mike & Okiryu.

Hi all, I am assessing the short-term stability of a road embankment. To model short-term stability behavior, i have used the Undrained Shear Strength for cohesive soils. How would you model a non-cohesive layer in Slide software? Would i be correct in simply using the Mohr-Coulomb c':0 ...