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  1. DaveAtkins

    Seeking Ideas for Impactful Structural Engineering Class Assignments

    I would have them design a portal frame by hand, a braced frame by hand, and a shear wall by hand. I would also have them do designs by hand in all four major structural materials - concrete, masonry, steel and wood. Have them design a spread footing by hand. And a cantilever retaining wall...
  2. DaveAtkins

    HP15C

    I loved the 15C back in the day. Been using a 35s for many years, it is similar to a 15C.
  3. DaveAtkins

    Structural Slab Supported at Corners

    Is it possible there is some sort of torsion thing going on near the corners that results in tension at the top of the slab?
  4. DaveAtkins

    blocked diaphragms nailing question

    "Other panel edges" refers to the perimeter of every single piece of sheathing within the diaphragm. I believe some engineers think a panel edge means the perimeter of the entire diaphragm, but that is not true.
  5. DaveAtkins

    Underdeveloped reo hook: how much does the tail extension matter

    I do not have any reference for my opinion (i.e. I am just making an educated guess), but could it be the shorter bar extension allows for the bar to "unbend" and pull out of the concrete?
  6. DaveAtkins

    Sheet Pile Design Problem

    That seems like insufficient embedment for a cantilever sheet pile wall. Do the calculations by hand to double check what the program is giving you.
  7. DaveAtkins

    Wind Effect on the Exterior Stud walls in Corpus Christi

    I don't like that connection. Each stud should have a clip screwed to the stud and connected to the beam flange with power actuated fasteners. Check the Dietrich website.
  8. DaveAtkins

    Wind Effect on the Exterior Stud walls in Corpus Christi

    I get the impression you are concerned with the vinyl siding spanning 16", not the studs themselves. The vinyl siding is merely cladding, not structural. There has to be gypsum wallboard, OSB, or plywood sheathing under the vinyl siding.
  9. DaveAtkins

    Wind Effect on the Exterior Stud walls in Corpus Christi

    36-feet tall in a high wind zone is a severe condition. I think steel studs could work, but my guess is they will be heavy gauge and closer spacing than 16 inches on center.
  10. DaveAtkins

    Diaphragm chord design with cold-formed steel (CFS)

    I would use the track as your chord, and put a splice plate on each side of the track.
  11. DaveAtkins

    Net negative wind pressure on MWFRS sloped roof?

    Yes, that can happen with certain slopes. That is why the Code requires a minimum wind load on the projected area of the building.
  12. DaveAtkins

    SHEAR WALL / DIAPHRAGM QUESTION

    As far as the diaphragm is concerned, the shear wall is 60' long. Once the lateral load is in the shear wall, you need to get the load to the individual segments somehow.
  13. DaveAtkins

    Resource for design of washer plate connections to wood

    Start with Table 4.3.1 in the NDS. It is for sawn lumber, and it gives the formulae for the various design values. DaveAtkins
  14. DaveAtkins

    Resource for design of washer plate connections to wood

    Are you concerned about shear, uplift, or both? I have found if you try to design a washer for uplift by checking bearing perpendicular to grain, NDS will give you a very conservative value. I think this is because the bearing perpendicular to grain value in NDS limits deformation, not...
  15. DaveAtkins

    PEMB continuous footing to resist sliding

    I think it could be an acceptable load path, so long as you check lateral bending, shear, development, etc. DaveAtkins
  16. DaveAtkins

    Cracked or uncracked concrete

    Arun238, I do not disagree with you. I meant in a seismic zone, I believe it is prudent to assume any concrete member is cracked. I should probably be a little more careful about what I assume in the future. I agree that if something is likely to be cracked (like the tension side of a...
  17. DaveAtkins

    Cracked or uncracked concrete

    I am not in a seismic area (Wisconsin), so I normally assume uncracked concrete. It is difficult sometimes to make things work using the cracked concrete values. DaveAtkins
  18. DaveAtkins

    ASCE 7 22 Supplement 2

    Was there a regulatory body or official who approved the plans? If so, I think you are fine - Florida is transitioning from one code to another. DaveAtkins
  19. DaveAtkins

    SJI Steel Joist Top Chord Analysis

    bones206 has it right. The top chord only model does not account for vertical deflection at each node, as you get with the full joist model. If you knew the vertical deflection at each node, and modeled that as springs in the top chord model, the results would be a lot closer. Although, axial...

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