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  1. 3doorsdwn

    Torsion: Classic vs. FEA results

    This thread isn’t [at least not initially] posing a question……just sharing some results of a study I did…….any comments welcome. Lately I have had a number of beams with torsional loads with simple shear connections [i.e. a pair of bolted angles] at the ends. Most of the time I avoid this type...
  2. 3doorsdwn

    I don't mind admitting: I've never "gotten" banding.

    It may be a bit embarrassing for a engineer to admit it at this point in his career......but I was looking at a grating shop drawing today and thinking to myself: "what does the banding/toe plate really do as far as load transfer goes? Does it run load from the weak axis of the grating to the...
  3. 3doorsdwn

    Shims under base plates.

    At the office the other day we got into an interesting discussion after a contractor told us he does not remove shims [used for leveling] underneath column base plates. That situation sort of concerns me because even if you did pack grout underneath.......in my mind that is still partial...
  4. 3doorsdwn

    Bending in anchor rods.

    I have a situation where I have a column base that (among other loads) has a tension and shear case. To transfer the shear to the top of my pedestal I was using bending in the anchor bolts (i.e. assuming the grout has cracked and no friction [due to tension]). The thing about it is: my anchor...
  5. 3doorsdwn

    Bolting Structural Steel to aluminum

    I've got a around-the-house project where I've bolted [don't know what type of bolts, just hardware store type stuff] A36 structural steel plate to another plate made of aluminum [don't know what type/alloy]. On a day to day basis, it's in a fairly dry environment and should never come in...
  6. 3doorsdwn

    The title "SE" for a structural engineer.

    Recently I became an SE [in Illinois; my base state (original state of licensure) does not license by discipline] and one thing I have always been confused about is if it is proper to have "SE" behind your name on business cards, e-mails, etc.. I've heard one school of thought that says it is...
  7. 3doorsdwn

    Tire loading on a one-way slab.

    I have a situation where I'm being asked to design a one-way [removable] slab that is going over a [open] concrete trench [packed with cable trays]. The traffic will conform to HS20-44. Although I'm not the best guy with AASHTO, I think I've come up with a pretty good design......except for...
  8. 3doorsdwn

    Elastic Seismic Design

    Interesting question: if someone actually wanted an elastic seismic design (i.e. where there wouldn't be any damage in a seismic event).....how would you go about it? The first thing that comes to mind (if you are using the ELF method of load calculation) is to NOT divide your load by R (i.e...
  9. 3doorsdwn

    Blast Loading: Structure as a whole.

    To my knowledge there are two approaches to designing structures for blast loading: you can take it on a member by member basis (modeling each beam with a Single Degree Of Freedom [i.e. SDOF] there are some good texts on that), or you can have a program analyze the structure as a whole and...
  10. 3doorsdwn

    Question about temporary structural loading.

    I've got a structure I'm designing that will be in place about 4 months (only for 4 months). The thing I'm trying to decide is whether or not to use full lateral loads or something less. I know ASCE puts out a standard on this [i.e. ASCE 37]....my question is (for anyone who has this standard)...
  11. 3doorsdwn

    Vibration criteria for machinery.

    I'm a structural engineer (who occasionally designs some frames and foundations for vibrating loads), so I thought I'd pose my question here: In a lot of literature (on dynamic loading), a lot of charts are given for acceptable vibration criteria for humans and machinery.......Question: where...
  12. 3doorsdwn

    Diaphragm Design Loads

    Question: the procedures for coming up with a diaphragm load (i.e. in section 12.10.1.1 of ASCE 7-05) are only applicable for the design of the diaphragms themselves correct (and the associated elements like chords, etc.)? I've always thought they just served as a minimum design load. The...
  13. 3doorsdwn

    Best engineering market (i.e. city for it)?

    In your experience, what US city would you say has the best engineering market? I don't live there, but it seems like Atlanta and Houston constantly have demand for our services. Where I live [Greenville, South Carolina], the local companies are highly unstable and constantly flooding the market...
  14. 3doorsdwn

    Welded studs to transfer lateral load

    I have a situation where I have a concrete diaphragm/slab sitting on a steel beam, and I want to transfer some horizontal force into this beam using welded [shear] studs. The beam is sized to where it will be just fine without any composite action, BUT the number of studs I'm coming out with...
  15. 3doorsdwn

    Question on the seismic design manual [for steel; i.e. AISC 341].

    One thing I'm not quite following in this is: what to do for strength calculations (moment, axial, etc.) if the section is seismically non compact. There is criteria in the 13th edition for design when an element is non-compact, but I'm not sure it is applicable here because compact/noncompact...
  16. 3doorsdwn

    AISC 13th edition: Moment magnification

    I'm still relatively new to the 13th edition (believe it or not) so pardon me for such an elementary question [if it comes across that way]. The 13th edition gives 4 methods for determining the second order effects in steel frames (i.e. direct analysis method; first-order elastic analysis...
  17. 3doorsdwn

    3 General questions on FEA:

    I've finished reading a few texts I had on FEA theory and I had a couple of general questions for those more knowledgeable than me: 1. For most of the solution techniques presented (i.e. Galerkin's, potential energy, etc.) the expression for the stiffness matrix tends to wind up being the same...
  18. 3doorsdwn

    Two Bracing questions on the 13th edition of AISC.

    First off, I’m in the process of going from ASD 9th to ASD 13th, so my knowledge of the 13th edition has gaps (ergo my question). 1. What (by the 13th edition) constitutes a Braced Frame (in terms of stiffness)? Until now, I have used various theorems/rules picked up [over the years] from the...
  19. 3doorsdwn

    Alert to those who are licensed in nebraska.....

    They've upped the requirement to SE II in order to stamp certain structural drawings. Those registered can get it grandfathered in (provided they have passed the SE I and have 10 years experience). This sort of thing is why I am trying to get reciprocity in as many states as possible.
  20. 3doorsdwn

    Vertical vessels with lugs sitting on channels

    I’ve got some (heavy) process vessels that are mounted vertically and have a set of [4] lugs (near the center of mass) as its only means of attaching to the supporting frame (one bolt per lug). I’ve got the lugs sitting on channels (because I run into the insulation if I use an acceptable wide...

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