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  1. canwesteng

    Steel Deck Cantilever

    Sometimes crippling can govern over flexural yield, not sure why that would be difference for the cantilever case vs the simply supported case.
  2. canwesteng

    Slab on grade on High Density Foam

    Not sure that it being uniform is the reason it is of little importance, but it is pretty thin (probably 50 or 100 thick) relative to the soil, so most deflection should still come from the soil, even if the soil is stiffer.
  3. canwesteng

    Concrete exposed to both chlorides and sulphates

    I'd like to hear from others. Haven't got any push back from contractors, clients or concrete plants doing this but I'll confess I just invented putting multiple classes on the drawing on my own, in lieu of some verbose requirements copy pasted from A23.1
  4. canwesteng

    Concrete exposed to both chlorides and sulphates

    I put both in the notes - since for sulphate and chlorides you won't necessarily have one be critical. I guess you could just write out the requirements otherwise
  5. canwesteng

    Concrete exposed to both chlorides and sulphates

    C-1/S-2, some requirements are additive (such as testing for sulphate resistance), others you pick the most severe requirement (concrete strength)
  6. canwesteng

    max 10mm deflection between two crane girders when considering skewing forces

    My condolences for having to use EC to design crane runways. I recommend double checking that this isn't referring to a combo of building lateral deflection, beam sweep, and thermal effects. The intent appears to be to prevent skewing or having the wheels rub on the rail, not restrict lateral...
  7. canwesteng

    Do you guys defer steel connections? Should it be on the contact?

    You guys have problems with the models from the EOR? I've had no issues and seem to get better results handing our steel models in .ifc to detailers. Then again, this is industrial, arch is not making the models.
  8. canwesteng

    Beam Reinforcement Calculation

    The horizontal shear at the top of the side plates is zero. The only area where shear can be anything but zero is at the corner of the side plate and existing web - but in any case this is the same amount of shear in the web as was there before the plating.
  9. canwesteng

    Valid Pin Boundary Condition?

    The rotation provided by 1/16 oversize bolt holes is not all that significant and is present in any splice plate moment connection anyway. They are called pins because they have been shown to have the flexibility or ductility to behave as a pin.
  10. canwesteng

    PE Civil Structural Exam

    They recently changed these to be structural only. If you felt moderately confident with the lateral exams and are already studying for the vertical, you don't need to study for the PE. Having gone in quick succession PE>SE vertical (B+D) (holding off on vert D until next spring with the longer...
  11. canwesteng

    Valid Pin Boundary Condition?

    It is certainly conventionally treated as a pin condition. Provided there is a sufficiently stiff load path above the base plate, you are ok to call it as a pin.
  12. canwesteng

    Max Shims under Steel Beam Bearing Plate

    If no lateral load on the support and the beam is rotationally supported from framing elements at the level of the beam, there is nothing to really check. At some point a stack of shims under a stiffened beam might not provide enough rotational stability, though I would think that's taller than 4"
  13. canwesteng

    Thin stair concrete design

    Why even replace this with concrete? Grating is cheap and easy, maybe too ugly, wood could be used and have some kind architectural cover. If you need something that looks exactly like this, then just leave it in place.
  14. canwesteng

    Do you guys defer steel connections? Should it be on the contact?

    We don;t have a tekla license, and it automates so much that it is hard to be competitive otherwise
  15. canwesteng

    Interesting ponding/deflection problem

    Well the linearity of the material would matter, since something like reinforced concrete would be become less stiff as it is loaded, though the question seems more theoretical. I suspect for any practical case you don't really need to account for large displacements causing membrane stresses in...
  16. canwesteng

    Seismic Design Requirements for a Concrete Pier Supporting a steel braced frame or moment frame.

    It's an interesting though that hasn't generated as much discussion as I would have hoped. Up north, we are designing pedestals as concrete not detailed for seismic resistance but bumping up forces by something analogous to the overstrength factor. I generally steer clear of AISC 341 anytime...
  17. canwesteng

    Unistrut in Torsion

    Since they are full of holes, it's not likely to have much torsional strength, and it would be a huge science project to figure out the capacity anyway. You're better off getting rid of the torsion.
  18. canwesteng

    Moment Frame on Asphalt / Wheels?

    Can you tie the base together with rod or something?
  19. canwesteng

    Bar Around Corner of Cantilever Concrete Retaining Wall

    If you aren't actually relying on the bending capacity at the corner, then go with the second detail and call it a day, no need to check development length.
  20. canwesteng

    Simple yield line question

    I couldn't digest this entirely - but I ran my own check and also got the same answer except with 37.5 degrees being from the vertical line and not the horizontal one. I think that makes more sense - the wider the plate the closer it comes to just folding in the middle.

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