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  1. cliff234

    Attachment to Existing Terra Cotta

    What is the condition of the terra cotta? Any cracks? What is the age of the terra cotta? How is the terra cotta connected to the backup masonry? What is the condition of the anchors between the terra cotta and the backup masonry? Where are the new anchors in relation to the terra cotta joints"...
  2. cliff234

    Odd Vertical Bracing

    In addition to what everyone else said, if the diagonal braces (and brace forces) are large compared to the floor beams, you might want to consider configuring the (large) diagonal brace as a single long member, and interrupting the (relatively wimpy) floor beams between the brace. For example...
  3. cliff234

    Crazy cantilevered steel deck

    I'll bet that six little kids (or two drunk teenagers) could really get that balcony bouncing. (I remember getting a pedestrian suspension bridge bouncing (with a few friends) when was 11-years-old, long before any of us knew the definition of "resonance".) I also noticed the balcony slightly...
  4. cliff234

    NYC Scaffolding

    These sheds are on just about every street in Midtown Manhattan. They appear to be almost semi-permanent. Some building owners even seem to be making money with them by selling advertising space on them - perhaps to offset the monthly rental cost. (I wonder how much they pay per month for these...
  5. cliff234

    ACI 318-19 Section 15.3.3.2 column vert bar hooks

    This (the rebar congestion at the column / roof slab joint) is not as bad as I thought. If you have an 8” flat plate roof slab sitting on a column, then the vertical bars exiting the top of the column (with hooks) can’t be larger than #5 bars – or else they won’t be able to develop within the...
  6. cliff234

    ACI 318-19 Section 15.3.3.2 column vert bar hooks

    Thank you OldDawgNewTricks for the clarification (and advance warning)!
  7. cliff234

    ACI 318-19 Section 15.3.3.2 column vert bar hooks

    slickdeals: Thank you for that update! I guess it's time for me to order my copy of ACI 318-25.
  8. cliff234

    ACI 318-19 Section 15.3.3.2 column vert bar hooks

    Thank you for your responses KootK, HTURKAK, and Nick6781! In my opinion ACI 318-19 Chapter 15 does not explain the requirements for beam-to-column moment connections (and the required details) clearly enough to be of any use. I am still a bit confused. The fact that the hooks need to be...
  9. cliff234

    ACI 318-19 Section 15.3.3.2 column vert bar hooks

    I agree!
  10. cliff234

    ACI 318-19 Section 15.3.3.2 column vert bar hooks

    Thank you HTURKAK for your response! I’ll get a copy of the latest ACI 352. I still don’t see how turning the hooks into the joint will mitigate cracks, unless the hooks are made longer. I always had the mindset that the sole purpose of hooked bars was to facilitate the development of bars in...
  11. cliff234

    ACI 318-19 Section 15.3.3.2 column vert bar hooks

    ACI 318-19 Section 15.3.3.2 requires column vertical bar hooks to be turned into the center of the column at the top of the column. In my opinion, turning the hooks inward into the column poses some problems, versus orienting them outward. The hooked bars would be easier to install if the hooks...
  12. cliff234

    ACI 318- 19: Does ACI specify a minimum edge distance for a punching shear perimeter to be effective?

    The critical slab edge dimension beyond which you can consider punching shear on all 4 sides is 4h (per ACI PRC-352.1-11)
  13. cliff234

    ACI 318-19 "additional" (?) ductility requirements for ASTM A615 and A706 Rebar

    BulbTheBuilder - Thank you! This document is the missing link that I suspected had to exist somewhere!
  14. cliff234

    ACI 318-19 "additional" (?) ductility requirements for ASTM A615 and A706 Rebar

    Thank you Agbsh. You confirmed my concern. Just to be safe I'm going to specify ASTM A615-22 and A706-24 so the additional ductility requirements are included.
  15. cliff234

    ACI 318-19 "additional" (?) ductility requirements for ASTM A615 and A706 Rebar

    canwesteng - Thank you for the response. The confusion I have is that two of the three ACI 318-19 tables that I referenced refer to ductility requirements for ASTM A706. The third table references ASTM A615 reinforcing steel. I am sensing that the purpose of these three tables is to point out...
  16. cliff234

    ACI 318-19 "additional" (?) ductility requirements for ASTM A615 and A706 Rebar

    ACI 318-19, Tables 20.2.1.3 (a). (b), and (c) list what seem to be additional ductility-related properties for reinforcing steel. Are these supplemental requirements in addition to what is already in ASTM 615 and ASTM 706? If they are not already in the ASTM specifications, then I would think...
  17. cliff234

    Darn Architects!

    Those single 2x6's just don't look right. I don't care what the numbers say.
  18. cliff234

    Artificial Intelligence in Structural Engineering

    "If it sounds too good to be true - it probably is." I think we'll be seeing a lot of advertisements touting that AI software will make structural engineering a profession where designers need to do little more that push a few buttons to design a structure. (Hopefully it won't be that easy...
  19. cliff234

    Flexural Steel in Beam ACI 318-19(22) 9.6.1.3

    That's a deep beam. Follow the deep beam provisions in 318-22. You are not only going to have to provide much more flexural steel in the bottom, you are also going need to provide horizontal and vertical bars each face for the full depth of the beam and you're going have to make sure that your...
  20. cliff234

    HSS to HSS single plate shear connection, limit checks

    I also recommend making the plate (or WT) that's welded to the horizontal HSS wider than the HSS to permit installation of an all-around fillet weld (vs the groove weld you are showing). A fillet weld is an easier weld than a groove weld.

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