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Recent content by DrZoidberWoop

  1. DrZoidberWoop

    Digital Seal and Signature

    I did chuckle at Florida's stance on digitally signing and sealing. They require a third-party certification, but they won't tell you who is an acceptable certifier. "A digital signature must be unique to the Professional Engineer using it, obtained from a third-party certification authority...
  2. DrZoidberWoop

    Do you guys defer steel connections? Should it be on the contact?

    There are plenty of scenarios where it makes sense for the EOR to hand the steel connection design off to a fabricator. First is manpower. On the jobs I (fabricator) get, it takes a LOT of effort to go from design plans to finalized shop drawings. Having an in-house engineering team dive into...
  3. DrZoidberWoop

    Do you guys defer steel connections? Should it be on the contact?

    I'm on the other end. I receive the contracts and do the steel connection designs for a fabricator. Delegated steel conx design seems to be mostly an east-coast USA phenomenon. "Should it be on the contract? Yes. Absolutely include the responsibilities and scope within the Original Contract...
  4. DrZoidberWoop

    Crazy cantilevered steel deck

    Anything lacking structural redundancy between performance/serviceability and collapse makes me uncomfortable.
  5. DrZoidberWoop

    Long A325 Bolt Alternatives

    F1554 Gr105 rods have strength that's roughly equivalent to A325 bolts. We commonly spec it when the required bolts are not available.
  6. DrZoidberWoop

    AISC SCM Eccentricity Normal to Plane of Faying Surface

    I hope these slides can help you. They have become 2 editions out-of-date since I made them in 2017. I am very busy ATM, so I hope the flowcharts help.
  7. DrZoidberWoop

    Career Advice – Design Experience Getting Offshored

    I don't know how to fix it and I'm becoming pessimistic. I tried not to rant, but I failed. My field is structural steel fabrication in the USA. Offshoring in structural engineering is the new norm and it really sucks, and it's been really ramping up lately. We allocate roughly 3 to 6% of...
  8. DrZoidberWoop

    Flange plate moment connection

    Yes, the deck support plate goes under the flange plate. Sometimes the "deck support" needs to incorporate the slab edge detail and has to be thickened and extended toward the building perimeter. See attached general detail, which is commonly used in major steel buildings. I'm sure plenty of...
  9. DrZoidberWoop

    Flange plate moment connection

    For beam-to-column flange-plated moment connection, standard practice at my place of work is: 1) @ TOP FLG: If the top flange plate is > 3/8" thick, a gap needs to be included to accommodate a 1/4" deck support plate. If the top flange plate is <= 3/8" thick , provide no top gap and size...
  10. DrZoidberWoop

    Moment frame connection

    Would something like this work? Not sure what type of site constraints you have or how big of a moment the conx needs to resist, but you have a lot of options, including end plates, flange plates, direct welding, super glue, etc...
  11. DrZoidberWoop

    What is the best way to reduce the weight of a steel beam without compromising its strength?

    What kind of strength? Global flexure? Shear? Ability to handle concentrated loads/bearing? Serviceability concerns? Obviously castellating a beam saves weight, but has limits.
  12. DrZoidberWoop

    Unusual Canopy Connection

    AISC design guide 13 and the Seismic Design manual have ample examples.
  13. DrZoidberWoop

    Unusual Canopy Connection

    Depends on whether it's LRFD or ASD. I'm getting the HSS limit states to squeak by with LRFD. ASD, without a doubt, will have major problems and the lower flange plate would have to be made wider and the HSS split into an upper and lower section. Perhaps the "f" in "Mf" is some indicator I'm...
  14. DrZoidberWoop

    Unusual Canopy Connection

    You have a lot of options. Perhaps something like this? or a field-welded similar option? Running the W12 continuous over the column is always good, unless it interferes with the perpendicular W12. Resolving the flange force at the top of an HSS is going to be difficult, unless the conx plate...
  15. DrZoidberWoop

    Weld Group With Different Sized Welds

    Uhhhh. A lot of red flags... highly eccentric weld group and possible fatigue considerations. Also, a 2" flat plate is acting as your "hoist/brake beam"....... Unless I'm missing something, I hope I never set foot in this building. Half a mind to report.
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