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  1. H

    Protected Zone - Directly welded moment connection

    You need to look in the seismic steel manual from your post it's unclear which type of prequalified moment connection this is.
  2. H

    Stainless Steel Fasteners

    Simpson has a stainless steel anchor for that. Goes down to a minimum of 1/4"Ø.
  3. H

    ASCE 7-16 Use of Amplification factor Omega

    Omega nought = 2 for inverted pendulum structures is listed in the table. I do not agree with your assessment. Preventing a brittle failure mode to enforce ductility in a very non-redundant structure is basically the reason the concept of overstrength exists. IMO overstrength is required for...
  4. H

    Is it possible to build classic precast pre-tensioned data centers in seismic zones ?

    Yes there are buildings with precast components all over the place in seismic design category C. Are they constructed exactly as you are used to...probably not. Will your methods, detailing and maybe type of LFRS be different than what you are used to....probably so. Not sure what information...
  5. H

    Is it possible to build classic precast pre-tensioned data centers in seismic zones ?

    Depends on what you mean by "classic precast pre tensioned". Which seismic design category (D, E, F?). Allowable LFRS types are in the code.
  6. H

    Vertically stepped wood diaphragm

    It goes to the adjacent diaphragm provided you edge nail thru the sill plate and thru floor shtg. The missing information from the poster is where are the lateral elements (shear walls) below relative to this truss.
  7. H

    Index for 12 page calculations?

    I'd agree fighting is no good. However, pushing back on time consuming but insignificant comments, is another issue entirely, particularly if it's a jurisdiction you submit to frequently. The plan checkers personal preferences shouldn't dictate your design or submittal. I frequently do this...
  8. H

    Vertically stepped wood diaphragm

    The "step" is just a shear wall. Resolve overturning and provide boundary elements. At the red line, use a coil strap over 2x flat blkg. At the blue line the wall sill plate over 2x flat blocking can be your boundary element. Some of this depends on where your lateral lines below are...
  9. H

    Index for 12 page calculations?

    Tell him, "Pages 1 through 12 are numbered as shown. Provide code reference requiring index or approve as is." That being said even for my short calc package template I have an index.
  10. H

    Wood truss webbing chamfer

    It sounds like you answered your own question. It's better for the work point to be at the center all the members. It will also allow your (I'm assuming) plywood gussets to be more size efficient to get the required nailing.
  11. H

    Long A325 Bolt Alternatives

    Do you really need A325? Can they use A307 threaded rod? Otherwise, they can use F1554 Gr 55.
  12. H

    Sistering steel channels to wood beam

    I've used it. Unless you specify that the framing is to be shored (jacked up) prior to installation the channels will only begin deflecting under any new dead load and live load. Generally, I've just designed these as back-to-back channels, though I have went the transformed section route for...
  13. H

    CANTILEVER STEEL BEAM TO CONCRETE WALL

    This doesn't seem like a great idea but if you want to proceed you need to follow the load path. Check the wall for the existing loads plus the new additional out of plane moment, check top of wall connections for the out of plane loading, design plate to wall connections and of course design...
  14. H

    SCBF embedded on IMF

    Yes. If SCBF are not allowed use whatever is...special moment frames, eccentric braced frames, or something else.
  15. H

    SCBF embedded on IMF

    That is not a dual system. That's something you've made up. A dual system has discrete shear walls or braced frames combined with discrete moment frames both acting in the same direction but in separate locations in the building. They are not some combined Frankenstein frame. I'd recommend...
  16. H

    Structural 3d Modeling- Theory help needed (AWC/ NDS- Deck)

    The reason you may feel you are getting blasted is that this is about as simple of a beam structure as you will come across. You are getting the same advise from me I would give a junior engineer in my office. If you're unsure about your model output verify it by hand. If you are unable to...
  17. H

    Structural 3d Modeling- Theory help needed (AWC/ NDS- Deck)

    Agree with phamENG you dont' need a 3d model for this. Joists @12"oc is going to get you laughed at by the contractor. Also, the existing header over the double door on the first floor will need to be checked for additional loading from the ledger. Why does your model have an "unsupported...
  18. H

    Options for attaching checker floor plate to HSS beams

    This is the way.
  19. H

    Birdsmouth I-Joist Cut

    You could install a shaped ledger to the wall below the IJ's, (ie. IJ bears on the shaped top of ledger). The ledger could be jacked up slightly during install to take the DL. This would require the wall to be furred out the thickness of the ledger in order to flush out finishes. I'd probably...
  20. H

    Sill sealer and wood rot in residential wooden framing

    It's the blue foam under the sill plate (not the tape). It comes in a roll and is mostly for sealing out air/bugs. If you use a PT sill plate I don't think it really matters for rot prevention. Make the contractor caulk along the sill on the outside to help seal air and bugs.

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