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  1. ItsOnlyDirt

    Underwater Angle of Repose

    Hi Are you considering a material tipped into water? or are you considering a slope under water which has been placed/compacted under engineering control ?? They are very different things, so best to clear it up.
  2. ItsOnlyDirt

    Janbu vs Morgenstern-Price and Spencer in block stability

    SLOPE/W can cope more than adequately with rock slopes, though it requires some understanding of the available strength models. Using the hoek brown model would seem appropriate possibly with some anisotropy to account for your weaker materail or a even seperate unit. I would also do some...
  3. ItsOnlyDirt

    Segmental Wall-Seismic loading

    Theres lots of references for reducing PGA. Here's a few in the attachment Cheers http://files.engineering.com/getfile.aspx?folder=48c3786a-c5e2-47f3-91c3-9d39683304b0&file=Seismic_Coefficients_for_Stability.pdf
  4. ItsOnlyDirt

    Question for Wallap Users

    Blind faith ?
  5. ItsOnlyDirt

    Janbu vs Morgenstern-Price and Spencer in block stability

    I suspect the issues you are observing are to do with how Janbu deals with, or rather doesnt deal with, interslice shear forces. Janbu doesnt deal with interslice shear, only with interslice normal forces, SO: the resultant is always horizontal. With methods such as Spencer, MP and GLE which...
  6. ItsOnlyDirt

    Horizontal seismic loads

    Ha ha, I guess its always 'pseudo' unless its a real time experiment
  7. ItsOnlyDirt

    Phi>0 for cohesive undrained material

    I have never heard of this is bog standrad soil mechanics. It is the norm to assume Phi = 0 for undrained conditions Phi can be, and usually is > 0 in Drained conditions, i.e. (typically long term for clays) This is the only thing I can think of, do you have the reference for Phi>0 in...
  8. ItsOnlyDirt

    Question for Wallap Users

    Hi Handex I am sure there a fudge factors for doing this sort of thing however WALLAP is a 2D package and what you are trying to do is model 3D effects. If I'm honest I dont likle WALLAP its clunky and outdated though I do admit its useful for some simple walls. Why dont you try emailing...
  9. ItsOnlyDirt

    Horizontal seismic loads

    Oh I forgot KVGeo and DGillette, you should check this paper out. http://www.igu.in/10-4/1deepankar.pdf It may help your respective semantics Cheers
  10. ItsOnlyDirt

    Horizontal seismic loads

    Guys, All great posts but I think you have all missed the key question mnoorzay was asking. The option in Slope/W to turn off the base shear, and when to use it. I was looking at this issue a couple of weeks back and it threw me initially. What the option tries to model is a kind of 'half...
  11. ItsOnlyDirt

    Value for Pile shear n Anchore force in slope stability analysis

    I think the easy answer is that it isnt a simple question at all, its actually a pretty complex soil structure interaction problem and you need to carry out an FE analysis to model the interaction of the various elements. I am assuming you are using LE software like Slope/w or Slide etc where...
  12. ItsOnlyDirt

    Segmental Wall-Seismic loading

    try this page also http://www.geostructsparks.com/mononobeokabe.htm Happy calc-ing
  13. ItsOnlyDirt

    PYwall Bending Stiffness Input

    Hi there Not sure what a case 2 analysis is but the EI, is the EI ? To make sure your section is safe in bending apply the appropriate factors to your working loads, then compare to the moment capacity of the pile (for the appropriate design life i.e. long or short term.) You might want to...
  14. ItsOnlyDirt

    Segmental Wall-Seismic loading

    Ah you structural engineers..... Dont forget if the soil/wall system can take some permanent deflection (like most segmental walls can) your peak ground acceleration is likley to be very conservative. As a pointer values of between 03.-0.6 of the PGA are typical. Cheers
  15. ItsOnlyDirt

    Ground Anchor Bond Stresses v water table

    Therefore potentially loosen the material around the bond length. In which case pressure grouting would be the way to go ??
  16. ItsOnlyDirt

    Moment restraint offered by floor slabs

    Ok I have it sus'd, pin support (i.e. no moment fixity) is the way to go for the level of detail I need. Thanks for your help
  17. ItsOnlyDirt

    Seismic Lateral Pressures on Retaining Walls

    I think InDepth has touch on the real issue, how much of the EQ do soils really see?. I have been in large earthquakes (7.2) looking at major slopes that are failing in the static case, during the EQ they didnt fail, minor cracking yes, collapse no. It suggests to me that the EQ coefficients...
  18. ItsOnlyDirt

    Ground Anchor Bond Stresses v water table

    I guess it depends on the the material and the way you calculate it, i.e. effective stress is sands or reduction factor on say a cohesive material/rock. As PEinc says the latter it wouldnt affect.
  19. ItsOnlyDirt

    Moment restraint offered by floor slabs

    i.e. a rigid support ?? I suspect all that will do is create huge bending moments in the wall lower down as the remainder of the wall flex's during construction. No worries I'll grab one of our Structural guys.
  20. ItsOnlyDirt

    Moment restraint offered by floor slabs

    That much I do know. It is a rotational restraint the software is trying to model, or moment spring, which must be related to the flexural stiffness of the floor slab, no?

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