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  1. SE2607

    Cantilever Plate bending with UDL

    You lack creativity in your wordsmithing.
  2. SE2607

    Cantilever Plate bending with UDL

    This would suggest a 45 degree distribution width is conservative.
  3. 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.
  4. 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.
  5. SE2607

    Cantilever Plate bending with UDL

    Does that alter the results in the OP's original question?
  6. 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...
  7. 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.
  8. 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. :)
  9. 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...
  10. 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...
  11. 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...
  12. SE2607

    Valid Pin Boundary Condition?

    Fixed.
  13. 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...
  14. 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.
  15. SE2607

    HUD Foundation Inspections

    Couldn't you just add some language like "invoice is due and payable regardless on the outcome of the escrow"? When I work through architects, I have a clause which reads "there are no paid when/if paid provisions in this agreement." Alternatively, if the escrow is to close in xx days (30, 90...
  16. SE2607

    Vertically stepped wood diaphragm

    ...and not in seismic design categories D-F.
  17. SE2607

    Vertically stepped wood diaphragm

    I'm having difficulty visualizing your solution. The diaphragms react to the vertical shear wall, but where does that horizontal (in and out of the paper) go?
  18. SE2607

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    Q: If you call a tail (pinned-roller) a leg (pinned-pinned), how many legs does a dog have? A: 4. Just because you call a tail a leg doesn't make it a leg. A more accurate model, albeit quite rigorous, would be to use horizontal springs replacing the pinned connections. You would determine the...
  19. SE2607

    Mixed Lateral System

    To elaborate on what @HTURKAK said, distribute the forces proportional to the relative stiffnesses (a lot of work) in which you will find the shear walls will take most of the load. When you do this, you will likely end up with @HTURKAK recommends.
  20. SE2607

    House Review - Site Visit without report?

    I write a proposal for everything that includes calculations and/or drawings. I provide a verbal proposal for site visits and associated reports, usually in email form. As others have mentioned, I use a template for the proposals and about the only think I change is the owner's name and property...

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