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  1. fancypants

    PEMB Column to Beam Stiffness Ratio

    I deal with this sort of thing on a frequent basis. Pick something and stick with it. Note exactly what you did and your assumptions in the notes. Also in the notes state that the final foundation/footing size design will be required after you get the "SIGNED AND SEALED" PEMB drawings. Notice I...
  2. fancypants

    ASME Below The Hook Lifting Devices 2011: Pinned Connections

    Just get the word from the horse's mouth. You can easily find Dave on the internet.
  3. fancypants

    Steel Beam - Bending Safety Factor

    A tube of some type would be more bird proof it that is going to be a problem.
  4. fancypants

    For all of those who have taken/passed the S.E. Exam

    Know ASCE 7 sleep with it. This is how you get your loads. Know IBC chapters for design. It amends things in the other codes. Know how to design concrete and know ACI chapter 21. Know the AISC seismic design manual. Same goes for masonry and timber. And same pretty much goes for AASHTO for a lot...
  5. fancypants

    Pressure vessel sidewall loading

    I would suggest you get a copy of "Pressure Vessel Design Manual" by Dennis Moss and published by Elsevier. If you are a structural engineer, you should have no problem digesting and using the needed information in this book. There are other books etc...
  6. fancypants

    Vertical Bracings takes a considerable amount of the gravity load

    I don't think I have seen it mentioned in this thread and may have no bearing on the OP's problem although it is relevant. I will inject into the conversation that if there are seismic requirements when using R > 3, then for V and inverted V braces the code AISC 341-05 specifies the beam should...
  7. fancypants

    Column unbraced length

    I would look at it as a weak axis W8 unless the section modulus is greater than the tube. I think i would be more concerned with how they are stuck together.
  8. fancypants

    Temporary structure tiedown system?

    Look up helical anchors and helical piles. They make some heavy duty stuff also. I personally have never used them and someone here can most likely be more beneficial to you in the application area.
  9. fancypants

    Temporary structure tiedown system?

    Just a thought...the first thing that popped into my head is screw anchors. They might fit your bill.
  10. fancypants

    Switched from ASD to LRFD for anchor design

    Factor for strength design and forge ahead.
  11. fancypants

    Masonry Wall Design: C&C or MWFRS

    Masonry Walls will all receive out-of-plane loads even if it is an interior partition wall. See the code for interior wall pressures. Out of plane bending will receive higher wind pressures base on CC. Use the MWFRS for shear on the walls.
  12. fancypants

    3-moment equation

    I am guessing the boss done this by "Feel".
  13. fancypants

    What is your firm's policy for checking structural engineering calculations?

    More food for thought in the form of a question. Why do every calculation pad and every drawing title block have a "Checked by" spot to fill out? This may not be true across the board however, it is true for all that I have ever seen.
  14. fancypants

    What is your firm's policy for checking structural engineering calculations?

    Continuing this conversation, as some have intimated (including myself), this seems to be a architectural/engineering phenomena. Previous work of mine includes a lot of heavy lift and industrial. In those areas everything was checked by someone else with the ability and understanding of the job...
  15. fancypants

    X bracing buckling length

    I believe the compression member trying to buckle would cause the deflection. Thus, the bending stiffness would have to resist the buckling of the compression member. I did not say this before, but I would not use the tension member as a brace just for feel good reasons. Looking back again at...
  16. fancypants

    X bracing buckling length

    Thinking back, you could use the old rule of thumb that the supporting member needs to have about 2% the stiffness of the member being supported. Thus the bending stiffness of the tension brace would need to be 2% the axial stiffness of the compression member. This does not always end up being...
  17. fancypants

    X bracing buckling length

    I believe ToadJones hit the nail on the head. Use app 6 and if you need lots more info, look up the papers from Yura and Helwig on stability bracing. The supporting brace, in this case, the tension brace, has to have enough stiffness out of plane to prevent the compression member from buckling.
  18. fancypants

    Tube-Steel Tower Frame

    I wanted to also say if you do not have a copy, you can download the specifications from the AISC website.
  19. fancypants

    Tube-Steel Tower Frame

    Look in your Handy Dandy copy of AISC 360-05 chapters D, F, E, and H. I am adding the compression chapter in also since you should have some at your tower base.
  20. fancypants

    What is your firm's policy for checking structural engineering calculations?

    This is something that sticks somewhere in my throat. Where I work there are no policies and pretty much nothing gets checked. This is not by design but by the nature of how business is conducted. Everything seems to be hurry up, hurry up. Deadlines are much too soon and the cart is ahead of the...

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