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  • Users: dtsk
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  1. dtsk

    Bond strength - slide

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

    Bond strength - slide

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

    Bond strength - slide

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

    Active forces through SLIDE

    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...
  5. dtsk

    Active forces through SLIDE

    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...
  6. dtsk

    Erosion protection boulders modelling

    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.
  7. dtsk

    At-rest earth pressure

    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...
  8. dtsk

    At-rest earth pressure

    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...
  9. dtsk

    At-rest earth pressure

    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...
  10. dtsk

    At-rest earth pressure

    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.
  11. dtsk

    At-rest earth pressure

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

    At-rest earth pressure

    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
  13. dtsk

    Uplift Capacity??

    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...
  14. dtsk

    Uplift Capacity??

    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...
  15. dtsk

    Crushed concrete fill

    That is good to hear. Thanks guys.
  16. dtsk

    Crushed concrete fill

    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.
  17. dtsk

    Soil properties for short-term stability through SLIDE

    Great, thanks Mike & Okiryu.
  18. dtsk

    Soil properties for short-term stability through SLIDE

    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 ...

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