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  • Users: six06
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  1. six06

    Inverted "L" cantilever retaining wall with tension anchor

    so by inverted you are saying that the fill wont be in contact with the foundation of the wall?
  2. six06

    Site classification of an excavated area

    My understanding is that the soil site classification from on the UBC (site as A,B,C,D,E,F) are based on borings (uncorrected SPT N values) up to 100 ft depth. But, it could be of any depth you have borings. I would go to the source from your site class comes from and learn a little bit more...
  3. six06

    Accuracy of Pile Load Test

    i would also include the Jack calibrations on the report. And as you guys says, the signature of a PE should be sufficient.
  4. six06

    Sheet Pile Bulkhead with Concrete Facing

    The vertical capacity of the sheet is calculated using the same theoretical background as the axial capacity of pile. You have to calculate the skin friction capacity. If you dont get what you need with the skin friction you are going to have to increase the base for the tip capacity or give...
  5. six06

    Lateral Capacity of Rigid Caisson

    i forgot to mention the names. One is SWM 6.1 (Payed) DFSAP (free).
  6. six06

    Soil Pressure Vs. Hydrostatic Pressure

    ...from. If its a triangular distribution with cero on the top and max on the bottom. The Lateral pressure is calculated as, P = (gamma of soil) * H * Ka. That gives you max pressure at the bottom. Now to get the soil reaction you calculate the area of the triangle and get Ra = 1/2*P*H and...
  7. six06

    Screw Pilings

    by screw piles you mean Helical piles?
  8. six06

    Lateral Capacity of Rigid Caisson

    kikflip. That assumption of not considering the first 5 ft is usually normal to do if you have cohesive soils. Also that way of estimating/approximating the passive pressure is for cohesive soils also. ghgeo. There is a very good method called strain wedge model (SWM) for analyzing laterally...
  9. six06

    Hair Pin Design

    Is the same concept as transfer length. Just give enough length that the load can be transfered to the bar. There are many ways to do it and i think ACI gives you a formula too.
  10. six06

    Pipes Crossing Slopes

    If you can, use plaxis! Tha will give you all the stress stain conditions around your pipe.
  11. six06

    Shallow Footing Increasing

    I would better recommend that (if the loads are considerably high)you underpin it with micropiles. With that you dont have to concern about the new loads and just transfer them to the MP.
  12. six06

    Soil nail layout

    You should design it using Snail. It will give you not only the equilibrium analysis/global stability but also the internal stability checks, nail tensile strength, failure envelope, etc.
  13. six06

    lateral load from drilled shaft on mse walls

    not really, the number that lpile gives you is already the resultant soil reaction (distributed force). So, i would see what those reactions are, see if their values are reasonable, and come with an approximate force on the wall. You have to consider that the way these forces are calculated are...
  14. six06

    lateral load from drilled shaft on mse walls

    actually Lpile and COM624 give you the soil reactions with depth. The soil reaction is in units of Force per unit length of the pile. That number is the resultant force and is calculated as the integration of the stress bulb around the pile (including the active and passive stresses). So...
  15. six06

    Retaining wall over obstructions

    I dont see why not using the soldier piles and pump the water. If its clay, you have the permeability advantage and would give you plenty of time to pump the water.
  16. six06

    Driven pile set criteria - different expressions

    You have to establish you acceptance criteria. You could establish as many as you want as long as they mean "the same" with respect to acceptance. You can say, 40 blows max or 12 blows/ft or any other criteria that you decide would work for your piles/soil.
  17. six06

    Angle of Internal Friction of Crushed Stone

    Ok, thanks, that would be a good reference to have!
  18. six06

    Angle of Internal Friction of Crushed Stone

    Is the link GOOD? I am not able to download the paper
  19. six06

    Prestressed Concrete Cylinder Pile Analysis

    Hello, The geotechnical capacity is not affected by the presstressing of the pile. You can analyze it as a concrete square pile for geotechnical purposes. For the structural capacity i would model it using non linear moment curvature (or EI vs moment) relations. That way you can account for...
  20. six06

    Modulus of horizontal subgrade reaction.

    Well, if the pile is only for lateral loads and none or low vertical loads the depth of the pile doesnt influence a lot in the deflection/rotation of the pile. What is really going to make the difference is the EI (flexural stiffness) of the pile and the soil on the first 5 to 10 ft. What you...

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