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  1. SE2607

    Masonry Wall Construction

    That's what I would do. I would also use pilasters at supports for any girders.
  2. SE2607

    Masonry Wall Construction

    Why? There isn't 10x more work or risk.
  3. SE2607

    Masonry Wall Construction

    You should look at slender walls if you haven't already. That approach eliminates the h/30 issue.
  4. SE2607

    Digital Seal and Signature

    I think the only way to really do it is to print protect the document, but the building officials I've run into regarding this issue won't accept them.
  5. SE2607

    Digital Seal and Signature

    That is as good as flattened. I'm surprised no one is suggesting we go back to the embossing tool! :-)
  6. SE2607

    Digital Seal and Signature

    ...at a 5 star overlooking Waikiki Beach! :)
  7. SE2607

    Cantilever Plate bending with UDL

    You lack creativity in your wordsmithing.
  8. SE2607

    Cantilever Plate bending with UDL

    This would suggest a 45 degree distribution width is conservative.
  9. SE2607

    Cantilever Plate bending with UDL

    The case of the 45 degree distribution width for a concentrated load was brought up by the OP which, in my opinion, has less credence than a distribution with equal to the unit length of the applied UDL.
  10. SE2607

    Cantilever Plate bending with UDL

    I find it remarkable you raise the issue of Poisson's ratio for the UDL but crickets regarding the 45 degree shear lag angle for a concentrated load. fby and fbxy will not govern the design.
  11. SE2607

    Cantilever Plate bending with UDL

    Does that alter the results in the OP's original question?
  12. SE2607

    Cantilever Plate bending with UDL

    Is one side fixed, two simply supported and the loaded edge free? That's why a diagram would be helpful. BAretired's diagram appears to suggest that the boundary conditions at the two ends of the plate would have little consequence on the effect of the bending of a plate due to a UDL at the free...
  13. SE2607

    Cantilever Plate bending with UDL

    I can't understand how it can be anything other than having a unit length to resist a uniformly distributed concentrated load at the end of the cantilever. Please enlighten me. I'm new at this stuff. I only started doing structural engineering 48 years ago.
  14. SE2607

    Valid Pin Boundary Condition?

    I was only addressing the pinned based assumption, which is what the OP was discussing, so the tune is the same. The effects of a fixed base on the beam to column connection is a different verse of the same tune. :)
  15. SE2607

    Valid Pin Boundary Condition?

    It would only be unconservative for the moment connection between the beam to column. Modeling it both ways would be best. "Back in the day", I would design moment frames using the Portal Method using F x 0.6h to design the moment connection between the beam and column and F x 0.6h to design...
  16. SE2607

    Valid Pin Boundary Condition?

    The only place where I can see that this could be unconservative is in the moment connection between the beam and column. "Back in the day" before I had software that would do the work for me, I would use the Portal Method to design frames. I would design the moment connection for F x 0.6h and...
  17. SE2607

    Valid Pin Boundary Condition?

    With tension in the anchors which may or may not have been designed for tension. You are describing post yield deformations which exceed ASD code values, if, in fact, the OP was designing based on ASD. It doesn't sound to me like the OP was doing a collapse prevention or an ASCE 41 analysis...
  18. SE2607

    Valid Pin Boundary Condition?

    Fixed.
  19. SE2607

    Valid Pin Boundary Condition?

    The difference between the two conditions is that AISC has declared a shear connection between a beam and column as pinned. This position is reinforced by the fact that the bolt holes are larger than the bolts and some rotation is entirely possible. No such declaration that I am aware of has...
  20. SE2607

    Rafter and wall plate connection

    Better yet, model the structure. Like the old days when we were asked to create a free body diagram to prove one's approach to a solution. When I do that on this structure, I see two pins at each rafter to ceiling connection yielding an unstable structure.

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