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  1. astructurale

    Approximate Design Dead Load of Stairs

    I need to know a good estimate on the weight (psf) of Steel Bar Grate Stair Treads & Stair Stringers. I have a stair imposing loading on a slab. I need to check the slab for the laods, but I don't know what the dead loads are for stairs of this type. I just need a safe ballpark assumption.
  2. astructurale

    Strut & Tie - Calculating Node face dimensions

    UcfSE, Thanks for confirming that. Going through the iterations to get convergence is a pain if you are new to this. It's easy to get lost in the process. At least it does appear I am on the right track.
  3. astructurale

    Strut & Tie - Calculating Node face dimensions

    Good Idea, I'll see about purchasing one.
  4. astructurale

    Strut & Tie - Calculating Node face dimensions

    Deep Beam Design - One span w/ Cantilever one side only: When designing a deep beam by strut and tie I'm getting bogged down in determining the appropriate dimensions to apply to the faces of the struts. In the ACI 318-02 Code Reference example ACI calculates these faces based on the lowest...
  5. astructurale

    ACI Appendix D Anchor Design - SOFTWARE?

    Does anyone know if there software out there for this yet?
  6. astructurale

    anchor rod design example

    M Did you ever find a software for this? I don't use ACI Appendix D often so everytime I use it I'm just bogged down. I'd rather use DBA's or Rebar and extend them to their development lengths where I can than bother with Appendix D.
  7. astructurale

    Torsion Constant (J) for Concrete Inverted Tee Section

    Thanks for the help. I just learned of a short cut to just use a conservative rectangular section neglecting the reinforcing to get my torsional constant, which ends up being an easy calc. Since my beam does not rotate harldy at all (totally negligible) under that assumption I should be fine...
  8. astructurale

    Torsion Constant (J) for Concrete Inverted Tee Section

    Thanks for trying to help. Wow that is ALL theory! I know some people can digest that stuff, but I'd need a decade to absorb all that. I never even saw the word "torsion constant" in the text. And why is it that all I can find is on thin walled sections? What do most people do for concrete...
  9. astructurale

    Torsion Constant (J) for Concrete Inverted Tee Section

    Anyone know the hand calculation for the torsion constant (J or sometimes shown as Jt) of an inverted tee section of concrete? My college mechanics of material book only gives examples for thin wall tubes and pipes. I'd rather know how to do it by hand instead of letting a computer tell me the...
  10. astructurale

    Possible Tax Break for Engineers in US?????

    Hey, lets all get rid of this problem to begin with! Abolish the Income Tax and the IRS. Support the FAIR TAX! Read about the FAIR TAX at www.fairtax.org!!! Then tell everyone you know and call or write your local representatives. The Fair Tax: -Creates Jobs in the USA -Ends the Income Tax...
  11. astructurale

    Beam Rotation (Precast)

    The opposite end of the 2 beams is supported by columns with a doweled connection, which allows for some beam end rotation. The end at the supporting beam could likely be designed that way. I do not like welding the bottom of the beams and it is recommended practice not to do so. However, I...
  12. astructurale

    Beam Rotation (Precast)

    I am designing a beam that will pick up (2) other beams. The supporting beam is pocketed for the (2) beams, so there is torsion induced in the beam. I have designed the section for the shear and torsion, and it is adequate. My question is how to I make sure that the beam will not rotate such...
  13. astructurale

    Lateral Stability of Structures

    AggieYank, Great website link you provided. Looks like that professor did a great job on getting down to the basics and explaining diaphragm behavior.
  14. astructurale

    Tooled Joints in Topping over Hollowcore Joints

    Thank you for the advice. I've found that hollowcore is not used frequently in parking decks these days. The double tees seem to be the product of choice for parking decks.
  15. astructurale

    Tooled Joints in Topping over Hollowcore Joints

    Thanks for reply JAE. This forum is always such a quiet one I was not sure that I would even get a response. A recommendation I recieved was to use the same as for a cast-in-place system. Example- For a 24ft spacing requirement in CIP use every sixth plank joint. (Note: the topping is 3"...
  16. astructurale

    Tooled Joints in Topping over Hollowcore Joints

    When using hollowcore in a parking deck are tooled joints required in the topping at every plank joint? The PCI recommendations for parking structures indicates that they are recommended, but is it necessary at every joint? Would every 12ft or another spacing corresponding with 4ft plank work...
  17. astructurale

    Security Clearance

    I know what you mean! I worked as a co-op with the DOT and I could not believe what I saw. I worked 3 quarters: 2 in the field and one in the main engineering office. At all 3 locations laziness was rampant. Granted the field work was paving so there is not much to that compared to other...
  18. astructurale

    precast wall panel and steel frame

    I have seen this type of structure before, so it is not uncommon. Sometimes braced frames are in the 4th side, or the precast wall system is designed 3 sided. You'll need to account for the eccentricity created from the center of rigidity being far from the center of the lateral load. You...
  19. astructurale

    Steel Beam Design With Precast Conc. Floor

    It sounds like you are using hollowcore slabs. You may want to visit http://www.coreslab.com/atlanta/DetailsATL.pdf They have a detail similar to the one geoffdale mentioned. If your product is extruded you'll want to use details similar to the ones they use. However, if your product is a wet...
  20. astructurale

    New EIT Advice

    GREAT responses. Nothing to add except, Hang in there, and most of us have been in your shoes...some longer than others. It was 3 years into my career before I began to feel more at ease about being an engineer. It's a big responsiblity, so your concerns are valid. It takes time to build...

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