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  1. Vrpps EIT

    Beam connection stability

    retired13- What is the software in the above image?
  2. Vrpps EIT

    Beam connection stability

    BAretired- I agree with adding a stiffener but in general when the shear capacity of a beam or the compression capacity of the web in a beam is 2 to 3 times greater than the actual point load from the column above or below, why is it always the stiffeners are added in the beam when a column is...
  3. Vrpps EIT

    Beam connection stability

    no the 35kip-feet is the total full (if its 16% of it then its 5.81k-feet)
  4. Vrpps EIT

    Beam connection stability

    Wow! that was a quick way to get the relative rigidity between the members and find out the % of moment transfer to column!
  5. Vrpps EIT

    Beam connection stability

    The moment there is 35kip-feet & supposedly that column has a little more in its capacity there with 50ksi as yield strength
  6. Vrpps EIT

    Beam connection stability

    KootK (Structural)12 May 20 23:30 @Vrpps_EIT: 1) What size is your beam? 2) What size is your column? 3) How tall is your column? W10x30 beam 5x5x3/8 11'-8"
  7. Vrpps EIT

    Beam connection stability

    Ok! thats a good learning
  8. Vrpps EIT

    Beam connection stability

    If I consider the entire bending moment to be transferred there at that junction into the column then the column fails in its bending capacity, so that's why asked should that moment be 50% or full?
  9. Vrpps EIT

    Beam connection stability

    In case of a moment transfer happening at that beam-column junction, how much % of the moment is that column to be checked for? is it that entire moment or will the vertical download reduce the moment? Thank you
  10. Vrpps EIT

    Beam connection stability

    Yep will do that, thanks mate
  11. Vrpps EIT

    Beam connection stability

    WARose- that couple creates tension on one side (creating an upward pull) and compression on the other. But if I am not mistaken you're saying that the download from the overhang column will tally out this upward pull is that right? Also, I will do the calc. as well. Thanks
  12. Vrpps EIT

    Beam connection stability

    Kootk- why I asked uplift was the joist runs parallel to the beam so most of the load acts only at that corner where the overhang is and it doesn't have that much of weight above it as well
  13. Vrpps EIT

    Beam connection stability

    Thanks, will check it for pin connection. Just an additional one, since this overhang column is an addition to the existing beam and this creates higher reaction force on the existing column-A should this column-A also to be checked for it's uplift capacity at the foundation wall where it is...
  14. Vrpps EIT

    Beam connection stability

    Kootk- so the tensile load on those bolts will be from?
  15. Vrpps EIT

    Beam connection stability

    Josh- The moment on the beam there at support-A will be the load * the distance of 2'-6" (overhang) and this sits on top of the column. But in general when you have your bolt connection to connect a beam sitting on top of the column what load do you take for your design?
  16. Vrpps EIT

    Beam connection stability

    Hi All, Attached the situation in the pic, under this loading, when the overhang portion has a column on top of it and has a point load. This creates a moment at the beam and column-A connection. which in turn will create an uplift load. So, this uplift will be resisted by the beam & column-B...
  17. Vrpps EIT

    Wood Shear wall

    The end walls will be parallel to wind direction
  18. Vrpps EIT

    Wood Shear wall

    Thank you everbody for the suggestions its really helpful.
  19. Vrpps EIT

    Wood Shear wall

    Thank you! Steel Pe it makes sense to have diagonals in between, you would put them alternate directions right? between one and the other
  20. Vrpps EIT

    Wood Shear wall

    SteelPe It's a roof parapaet to be mounted in a strange situation and the end wall shear load is 5kips and a unit shear force (5/4) which is 1.25 kip per feet of shear wall panel required. Yes a 3/4 ply wood be used for roof sheathing

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