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  1. atrizzy

    Help with ACI 351.3 table 4.1

    Bump? Anyone?
  2. atrizzy

    Help with ACI 351.3 table 4.1

    Hi all, Table 4.1 of this report looks like the following: How do we interpret for v=0.45 the fact that y1, y2, y3, and y4 are not given. If they are equal to 0.00, wouldn't it just say that as for y3 for v=0 and v=0.33?
  3. atrizzy

    Birdsmouth I-Joist Cut

    You could provide a dropped ledger with beveled top bearing surface. You'll probably want to block the webs in addition to this.
  4. atrizzy

    Help with ACI 351.3

    Makes sense... I suppose this type of analysis is a prime candidate for a sensitivity analysis anyways. Thanks for your help.
  5. atrizzy

    Help with ACI 351.3

    Thanks Canwest. Regarding your response 1. When you add rotational springs, would you calculate the existing rotational stiffness provided by the vertical springs and provide the deficit with your single spring? Is that what the Harden paper focuses on?
  6. atrizzy

    Help with ACI 351.3

    I'm trying to use Staad.pro to calculate the frequency of a foundation I'm designing, and am using ACI 351.3 as a guide for calculating equivalent springs at the base of the footing. Calculating the impedance at the base for the various conditions is fairly straightforward, but I have a few...
  7. atrizzy

    'Official' vs. 'Generic' rebound hammers

    ANE91, I'm aware, a client is requesting it nonetheless. AskTooMuch, I've been quoted 1800 CAD for a Proseq hanger. Ones on Amazon go as low as 200.
  8. atrizzy

    'Official' vs. 'Generic' rebound hammers

    As some of you may know, there is an immense difference between the costs of rebound/Schmidt hammers claiming to be 'original' or 'official' (such as those branded as Proseq) and those sold under more generic brand names. Does our collective group have any experience using either/both types...
  9. atrizzy

    Sagging Exterior PSL Deck Beam

    Agree with JAE.
  10. atrizzy

    Concrete column pour stop

    BA, this is why I always specify the column pour stop to be 1" below underside of slab.
  11. atrizzy

    Talk me down, please

    I just want to take a moment to thank everybody who contributed to this thread. There is a LOT of food for thought here and this will surely impact our approach to the wording in the report and the information we provide. If anything interesting comes of this, I'll be sure to update the...
  12. atrizzy

    Talk me down, please

    BFstr, I'd rather not share any pictures as to limit chance of identification. The building is a slapped together old mining mill way out in the middle of nowhere. Minimal seismic, but decent snow loads.
  13. atrizzy

    Talk me down, please

    LittleInch, rest assured I'm thankful for all of these responses.
  14. atrizzy

    Minimum steel reinforcing for grade beams

    I'm not as familiar with ACI as I am with CSA, but if the member is meant to act like a 'beam' (horizontally oriented flexural member spanning between supports) I believe it should be detailed as one.
  15. atrizzy

    Talk me down, please

    I think external bracing is probably the way to go. One side is inaccessible so it'll have to be rigid, but a small price to pay, and one the demo contractor will be thankful to hear of in advance anyway.
  16. atrizzy

    Talk me down, please

    I have no doubt that this is how it's working, but it was certainly not meant to by design. I can see the ends of the bracing that was cut. In one location they left half of it lying against the equipment they installed. In another, you can see from when the building was built a note written...
  17. atrizzy

    Talk me down, please

    That's a good idea.
  18. atrizzy

    Talk me down, please

    Thanks Dave, except I've been asked to certify the building as safe to enter from a structural perspective...
  19. atrizzy

    Talk me down, please

    So I'm tasked with assessing if a crew of workers can enter a building safely. It's an old industrial PEMB type building (moment frames in one direction, bracing in the other, wind resisting gable ends) and in pretty bad shape, but has stood in place in its current state for probably 25 years...
  20. atrizzy

    NBCC 2020 Climatic Data

    EngDM, my comment was more to point out that the fee is small with respect to what it could mean for your designs, especially if you're dealing with a remote site. I do remote site designs all the time and have them on speed dial. I suspect there's more to it than the seismic calculator. I...

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