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  1. 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...
  2. DrZoidberWoop

    Crazy cantilevered steel deck

    Anything lacking structural redundancy between performance/serviceability and collapse makes me uncomfortable.
  3. 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.
  4. 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 They have become 2 editions out-of-date since I made them in 2017.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.
  5. 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...
  6. 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...
  7. 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...
  8. 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...
  9. 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.
  10. DrZoidberWoop

    Unusual Canopy Connection

    AISC design guide 13 and the Seismic Design manual have ample examples.
  11. 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...
  12. 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...
  13. 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.
  14. DrZoidberWoop

    Cap plates on columns for beam bearing - are they required?

    One of the other benefits of cap plates, in conjunction with shims/filler plates, is that they can be milled to the required thickness to ensure proper bearing/load-transfer if significant variances in post/column height are discovered during a survey.
  15. DrZoidberWoop

    TC bolt

    For starters: 1) You should ask the design engineer for the bolt hole size & pattern. 2) Tension controlled (TC) bolts can only be turned via shear wrench on one side. If you have architectural requirements, verify which side the TC bolt head is on. Then verify that the erector can get a shear...
  16. DrZoidberWoop

    Double shear plate as a column beam connection

    From recent memory, the only time I've used double shear plates was beam-to-BU 24x36x4" box columns @ vertical bracing w/ very heavy loads. They're a pain to fabricate because weld access is restricted on the 2nd plate and a CJP (w/ backing bar) is required. Very rarely used.
  17. DrZoidberWoop

    When is Lamellar Tearing a concern?

    As a parallel, I think "cracking" was thrust into the limelight relatively recently due the the San Francisco Transit Center fiasco. The plate-girder/built-up node had cracks propagating from welded joints at thick plates. I've noticed greatly increased Charpy V-notch testing requirements...
  18. DrZoidberWoop

    Post Installed Bolts on Steel

    That was a truly awful job. Had to get on a plane a few time for site inspections to avoid litigation. Can't say much more. If it weren't so embarrassing for every company involved, I would love to give an hour-long case study on the field-fixes and subsequent monetary loss. Overall lesson, if a...
  19. DrZoidberWoop

    Post Installed Bolts on Steel

    Don't overthink it. Just make sure you line the new holes up carefully. As others said, use some touch-up paint and have QC give the nod. If you want to feel better, here's a fun photo of when an erector who went wild with new holes on one of my jobs.
  20. DrZoidberWoop

    HSS to HSS single plate shear connection, limit checks

    All the regular conventional & extended shear tab checks, beam checks, & plate checks apply. HSS-specific checks would include: 1) Max weld the HSS wall can handle 2) HSS support b/t check (AISC 16th pg 10-96) 3) HSS support punching shear (AISC 16th eq 10-10) 4) If axial load is present, check...

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