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Recent content by Celt83

  1. Celt83

    Factored two-way shear stress in THICK pile cap due to pile - take moment at cap centerline or bottom face?

    For the punching check you are checking for the unbalanced moment within the slab/mat so should be looking at the moment delta between the spans entering and exiting the pile location. In this case that likely matches M,link.
  2. Celt83

    Beam Reinforcement Calculation

    Ah I think we've been talking past each other I read the ops thread as I am doing these welds how do I figure out the demand in them and I believe how am reading your responses now the approach is don't do these welds at all connect everything at the midline. Which I don't disagree midline...
  3. Celt83

    Beam Reinforcement Calculation

    I fell into the trap of thinking of the side plates as independent sections which if you do that and only think of them as a rectangular section with their own loading then shear stress would be 0 at their tops and maximum at their centroid. (Section cut A-A2 between welds in the below) A...
  4. Celt83

    Beam Reinforcement Calculation

    I am in agreement that shear flow VQ/I at the tops of the side plates is 0. I think that the horizontal shears manifesting in my model are a nuance of intermittent fastening being at points of non-0 rotation of the host section. Assuming same material for the side plates then they would “take”...
  5. Celt83

    Beam Reinforcement Calculation

    I discovered an error in my previous model were the loading was applied as 1 kip/in instead of 1 kip/ft, checked with a quick hand calc on the deflection and noticed my error. It's an elastic analysis so the values in my previous images should be off by a factor of 12. I'm personally still...
  6. Celt83

    Beam Reinforcement Calculation

    EDIT: I made an error in the model below and the load was actually applied as 1 kip/in not 1 kip/ft Strain at the interface is also equal in the case of a bottom or top mounted cover plate. Assume the practical case where the beam is top loaded there absolutely must be some force transfer...
  7. Celt83

    Beam Reinforcement Calculation

    I don’t believe shear flow is 0 at the C/A interface it’s my understanding that you can look at the vertical shear plane at C/A and use the Q as the first moment of area for the C area about the composite centroid sim to the below pulled from Mechanics of Materials 7th edition by Beer:
  8. Celt83

    Beam Reinforcement Calculation

    Giving it more thought VQ/I at the top and bottom of the reinforcement plates is 0, still would be curious to see the model with intermittent fasteners at the top and bottom of the plates rather than at the centroid.
  9. Celt83

    Beam Reinforcement Calculation

    Rather than have the fastener at the centroid is there any change to the answer if you place the connection point at the top and bottom of the plates? My thought on this being you’ve placed the attachment point at the location of 0 curvature vs connecting at the top and bottom of the side plates...
  10. Celt83

    Bearing pressure for rectangular footing double eccentricity

    for general biaxial bending it’s a bit tricky you could generate formulas for a fixed shape foundation but the effort may not worth it. See this thread: https://www.eng-tips.com/threads/combined-footing-outside-of-middle-third.476601/
  11. Celt83

    Ultimate vs. Allowable Passive Pressure - which to use with a safety factor

    Retaining wall stability is governed by 1807.2.3 (IBC 2018) which is a little more onerous than just the ASD load combinations and notes the use of nominal loads.
  12. Celt83

    Cantilevered Beam on Wall

    I wish…floating license for Autodesk Robot these threads give me some nice test cases to run. the difference boils down to the effective moment arm for the cantilever moment between the two supports.
  13. Celt83

    Cantilevered Beam on Wall

    Best case the if you provide a single tie down at the far end of the cont. wall support it will tend to act like a propped cantilever for determination of the forces on the wall studs. As @Greenalleycat noted if they get overzealous and start fastening it for uplift resistance at ever stud the...
  14. Celt83

    Foundation Wall for Building on Fill

    the tension in the slab is only part of the load path need to terminate it somewhere if relying on slab/ground friction you need to make sure you have enough building length and also discount a portion of weight within the active soil wedge.
  15. Celt83

    Foundation Wall for Building on Fill

    What do you see as the load path for your slab on grade to provide lateral restraint to the top of the wall? In my experience that generally won't end up working out so tend to design these conditions as true retaining walls.
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