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  1. DaveAtkins

    Combined footing problem

    The weight of the foundation multiplied by the distance from the toe of the footing to the centroid of the footing must be greater than 1.5 times the overturning moment caused by the frame. Or, you can check 0.6 times the weight of the foundation against the overturning moment.
  2. DaveAtkins

    Conflicting embedded post provisions in IBC?

    My guess is that the 1807.3 provisions are included in IBC because, as you said, they are simpler and more conservative. I am not familiar with the ASABE method, but I have used the P-y analysis described in a paper entitled "Lateral Load Analysis of Single Piles and Drilled Shafts," by Duncan...
  3. DaveAtkins

    press foundation

    I have been taught it needs to be twice the weight of the press in order to control vibration.
  4. DaveAtkins

    Helicals

    I recommend speaking with the manufacturer. They will have recommendations for clay, sand, etc. DaveAtkins
  5. DaveAtkins

    Culvert footing design

    It sounds like you are talking about the overburden above the footing, outside of the arch culvert. I would consider that load, as it will not be balanced by soil on the inside of the culvert. DaveAtkins
  6. DaveAtkins

    Depth of Borehole Investigation

    A building that tall will be on deep foundations. Your borings should extend to bedrock. And you should obtain rock cores as well. DaveAtkins
  7. DaveAtkins

    Flowable fill below frost line?

    I agree. So long as frost susceptible soils are kept below the frost depth, the risk of frost heave is effectively mitigated. DaveAtkins
  8. DaveAtkins

    Soil pressure on concrete wall from biofilter media

    Water pressure should definitely be included in the design. But is the box buried? If so, the external soil pressure on the box will probably control during construction, when the box is empty. DaveAtkins
  9. DaveAtkins

    Ultimate lateral pile capacity

    I would think the deflection of a pile would be unacceptable long before the pile failed. So I think the service deflection controls, not the ultimate strength of the pile or soil. DaveAtkins
  10. DaveAtkins

    Retaining walls - Development length reduction for excess of reinforcement

    Subparagraph d clearly prohibits the reduction for hooked bars. This got me to thinking how I could have missed that. I have ACI 318-14, and that exception is not in there! So it previously was allowed (although I don't disagree with KootK that an argument can be made to the contrary). It...
  11. DaveAtkins

    Retaining walls - Development length reduction for excess of reinforcement

    I think it can be, although subparagraph (a) gives me pause. It says reduction is prohibited "At noncontinuous supports." To be honest, I have never noticed that exception before. Was it added in more recent versions of ACI? That being said, I don't think a retaining wall stem is...
  12. DaveAtkins

    12" SD located under building column footing

    I think it will be OK. If the pipe begins to deform, the footing will carry the load to either side of the pipe. And as you implied, the footing is oversized for downward bearing pressure. DaveAtkins
  13. DaveAtkins

    retaining wall design get your development embed of the vertical into your key, not your footing?

    You're not referring to KootK, are you[wink] My opinion is that if the straight bar gets the moment from the stem wall into the footing, and the horizontal footing reinforcing is developed on both sides of the stem wall, then all should be well. HOWEVER--I learned from KootK that there is full...
  14. DaveAtkins

    retaining wall design get your development embed of the vertical into your key, not your footing?

    I think because keys are so thick they do not need to be reinforced. DaveAtkins
  15. DaveAtkins

    Underpinning wall hinge

    I agree with you, that is a hinge. I generally show dowels drilled into the underside of the footing. DaveAtkins
  16. DaveAtkins

    Design moment of an embedded steel post

    No, the moment arm is to the centroid of the resisting soil pressure (shown as R1 on the diagram), not where the soil pressure is zero. My original post is correct. DaveAtkins
  17. DaveAtkins

    Design moment of an embedded steel post

    Yes, the moment is the horizontal force times the distance between the force and the pivot point. In this case, M = (Hr)(hf + D/3). DaveAtkins
  18. DaveAtkins

    Safety Factor for Shallow Foundation Uplift

    NBRY1, I do not understand your question about uncertainties in soil behavior. I thought you were asking about the factor of safety against uplift, which has nothing to do with soil behavior. Just dead load versus wind load uplift. DaveAtkins
  19. DaveAtkins

    Safety Factor for Shallow Foundation Uplift

    The 0.6D load combination uses a reduced dead load which automatically results in a factor of safety of 1/0.6 = 1.67. No additional checks of factor of safety against uplift are required. DaveAtkins
  20. DaveAtkins

    Safety Factor for Shallow Foundation Uplift

    The ASCE load combinations include a combination with 0.6D. This load combination automatically gives you a factor of safety > 1.5 for wind load uplift. DaveAtkins

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