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Recent content by KootK

  1. KootK

    Use of ties & vertical rebar reinforcement to help with Concrete breakout strength of shear lug

    There needs to be some check that covers whether or not your anticipated lug breakout frustum convincingly engages the shear reinforcement in the pier. In practice, this is analogous to doing a strut and tie design and checking that your strut angles are sensible / permissable. The 3rd Edition...
  2. KootK

    Anchorage of Positive Moment Reinforcement

  3. KootK

    Anchorage of Positive Moment Reinforcement

    I agree. I don't know your code well enough to speak to it authoritatively so let's just assume that we're talking general principles. Many codes will have some options with regard to how this is handled: 1) Fully develop the hooks. The Cadillac solution. 2) Assuming that the job of the...
  4. KootK

    Pilaster minimum reinforcement

    The reversible nature OP"s load does give me pause. I can't really think of a good reason not to use some kind of nominal shear connection. The only reason I know od this alternate procedure is because I was forced to spreadsheetize it in grad school. I remember thinking it was pretty crazy...
  5. KootK

    Pilaster minimum reinforcement

    For encased beam elements, which this is, AISC allows one to assume fully composite action with the compression side concrete without any positive shear connection such as studs etc. Since this is considered valid for strength purposes, I would certainly consider it at least as valid for...
  6. KootK

    Strut and Tie

    Yes, in general. That said, I recommend posting a sketch of your particular situation. The same as any other tie: the factored yield stress of the tie rebar.
  7. KootK

    Odd Vertical Bracing

    As for as a WWKKD solution, I would probably do this: 1) Assume that the diagonals are doing 100% of the job of rotationally bracing the beam. 2) Conservatively check the diagonals for the bracing function by just doing a K=1.0-ish buckling check on the braces for the axial load in them and a...
  8. KootK

    Odd Vertical Bracing

    We all seem to be in agreement regarding your mode 1 so I'll leave that be. As @CDLD intimated, mode 1 resistance probably needs to be a pre-condition of the other modes further down the hierarchy of instability. Regarding mode 2, I see that as being one or the other of these (or a combination...
  9. KootK

    Odd Vertical Bracing

    I disagree and feel that the roll over bucking mode is present with two sided, concentric loading. Can you elaborate on your position?
  10. KootK

    Odd Vertical Bracing

    I take it back, that makes nothing but sense now.
  11. KootK

    Odd Vertical Bracing

    So what keeps you from doing a more conventional, concentrically braced design? By the time that you beef up the braces and beams to perform the bracing functions, I suspect that you'll have blown any $$$ saved by having shorter brace members several times over. If connection complexity is the...
  12. KootK

    Odd Vertical Bracing

    No code requirement for low seismic that I know of. That said, the infill beams feel pretty good if they are, themselves, laterally restrained by diaphragms. Perhaps less work for you than mathing out the solution without the infill beams. Two stability aspects need special attention here...
  13. KootK

    Is adding a bond beam into an existing CMU wall fesible?

    I've used this detail before with OWSJ and felt decently about it. If it's top chord bearing trusses, the channel hides nicely within their depth.
  14. KootK

    Is adding a bond beam into an existing CMU wall fesible?

    I wouldn't sweat the business of spanning between verticals. I could see it being a nightmare trying coordinate the fastening for that and I doubt that it's necessary. I'd be inclined to make it work with fastening to the unground cells or not at all. Was your original plan to create new...
  15. KootK

    Odd Wood Connection

    Depending on the depth of the supporting member, one might argue that it violates the "rule" about delivering cross grain load to members at their centroid or higher. I violate that all the time but that's another conversation.
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