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Recent content by Daryoush

  1. Daryoush

    Shear Tranfer through fireplace chimney

    DVSVojvoda, I haven't seen the drawing (fireplace/chimney architectural detail) either. But I just imagined a standard fireplace with say masonry chimney that stays in touch with the exterior wall all the way to the roof. I believe that the insulation between the fireplace and the chimney (in...
  2. Daryoush

    Shear Tranfer through fireplace chimney

    The fireplace chimney intercepts a shear wall. What is the typical detail for providing shear continuity in order to conform with fire hazard safety?
  3. Daryoush

    Buoyant or saturated weight to stabilize cantilever ret. wall?

    For the portion of soil and concrete assumed to be below a design hydrostatic/groundwater level, you should consider buoyant weights in calculations. For the portion above such a level, you should assume full weight of the materials.
  4. Daryoush

    Foundation Engineering Challenge

    We have had a few projects with very similar features. Since your overburden material (garbage) is erratic in nature and the problems of implementing an appropriate deep foundation are cost prohibitive, you may approach the problem from a settlement evaluation standpoint, designing with the...
  5. Daryoush

    Stability of landfill slope

    For any slope stability evaluation you need the geometry of the slope and engineering characteristics of the fill material as well as the groundwater condition. Given this data, you could evaluate the slope stabilty under static and dynamic conditions. Characteristics of landfill materials are...
  6. Daryoush

    Relief well - allowable seepage velocity

    Patrick, Once a relief well is installed you should first perform sampling and testing to check if any internal erosion or piping is happening. This is done by taking samples of the outflow and running lab analysis for solid particles charge. Seepage velocities depend on the materials along...
  7. Daryoush

    Friction between soil and r/f concrete

    It also depends on the type of application. We find that in the case of driven piles the NAVFAC values are overly conservative. However, when the soil is exposed and the concrete foundation is poured against the soil, we would probably need to be more conservative in our estimation of the...
  8. Daryoush

    Leaking embankment

    I suggest, as a first priority, sample the water from the downstream source of leakage and run tests (through a qualified lab)to identify source and sediment content. At the same time, install an appropriate flow meter and regularly monitor the seepage flows. You can also teach a local person...
  9. Daryoush

    Geotechnical Engineering

    Another type of creep is the very slow movement of the colluvium layer over the bedrock under the force of gravity. This movement could be also influenced by increased moisture in the colluvium layer, but it is totally different in nature from the creep due to expansion and shrinkage of clay...
  10. Daryoush

    Geotechnical Engineering

    Hi VoyageofDiscovery, I fully agree with you in terms of the design approach. My point was the actual evaluation of the creep force. I agree that when we are designing for a long term service, then we need to consider ultimate stability under long term and transient load. And therefore if...
  11. Daryoush

    Friction between soil and r/f concrete

    Generally, for sandy (frictional) soils a value of 3/4 friction angle of soil would be a good value. Therefore, the friction coefficient would be tan(3/4 Fi). In clayey soil o.5 undrained shear strength would be reasonable for medium to stiff clays.
  12. Daryoush

    Leaking embankment

    The maximum height of the embankmant and the maximum depth of water behind the dam would usually be two of the the controlling factors in the downstream seepage. Embankment dams have failed in the past as a result of internal erosion (piping). Piping failure starts with washing out of soils...
  13. Daryoush

    Geotechnical Engineering

    Hi VoyageofDiscovery, Hi Focht3, Thank you for the reference and insights. I read the reference. It considers a failure mechanism. I know that there is a tendency to look at soil creep as a slope sliding failure mechanism, and it may very well be that the progressive creep eventually leads...
  14. Daryoush

    Geotechnical Engineering

    The site is in North San Farncisco Bay Area in Northern California. It is a downslope(2H:1V)lot with a car port. The bedrock is Franciscan Sandstone and Shales and the overburden is clayey sand and gravel (colluvium)about 7 feet deep. Depth of creep would be probably not mor than 3 to 4 feet...
  15. Daryoush

    Geotechnical Engineering

    Soil creep due to wetting drying cycles on a slope would exert a force on drilled piers, piles and retaining walls. Does anyone know of a methodology for determination of this force?
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