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  1. bIockhead

    Pile longitudinal rebar twisted during fabrication

    From the fabricator's point of view, can this not simply be a matter of comparing the inclination of those longitudinal bars to max allowable tolerances? I don't know where this project is based, but I think we can all agree that there is some daylight between "perfect to the molecular level"...
  2. bIockhead

    Pile longitudinal rebar twisted during fabrication

    Shirley you can't be serious
  3. bIockhead

    Seismic Application for Insulated CMU Walls

    Who makes these units? I've had my run-ins with Omni block. Doesn't strike me as a very effective solution, and those ones weigh a ton for the poor mason on the line putting them in, but they can technically work. These just look like inserts for standard CMU. I don't see why you can't meet...
  4. bIockhead

    Masonry Wall Construction

    Good question, and it does in some ways. URM is completely out over 30, similar to seismic thresholds. Reinforced is fine, but there are added restrictions (can't count on a fixed base, can't use very small units, nominal axial load limits) but the biggest one is a requirement that tension steel...
  5. bIockhead

    Masonry Wall Construction

    This matches the Canadian standards. It's mostly a function of axial load relative to critical buckling load (stiffness) but second order effects can explode with the span gets too high. 30' and that buckling load comes way down. Seems like a totally doable design, and what an engineer SHOULD...
  6. bIockhead

    Masonry Wall Construction

    I take some issue with this approach unless that is an accurate representation of the costs involved. I can appreciate from other replies that this is a case where the client is gauging feasibility, but this strikes me the wrong way.
  7. bIockhead

    ASCE 7-16 15.4-6 - Approx. Seismic Period Follow Up

    Thanks @JoshPlumSE, I printed it off the first time I saw it and went though to check my manual calc process. I spend a bit of time pleading with designers to check the period as it often makes a big difference - depending on the structure layout. Appreciate your contribution
  8. bIockhead

    Stacked Stone/Rubble Foundation

    I'd be worried about trapping and accelerating degradation if it's mostly held up fine. I would think a decent starting place for an overstrength but breathable mortar would be using an NHL mix like a 3.5 but a Type O would probably be fine. What kind of climate are you in? Are you able to...
  9. bIockhead

    ASCE 7-16 15.4-6 - Approx. Seismic Period Follow Up

    Probably getting too into the weeds, but delta would be a function of stiffness, which depending on the material would very much increase with the presence of more axial (dead) load. The example linked in the comment above looks at wind (not what I think OP is getting at - could be wrong) but I...
  10. bIockhead

    Misadventures in Rubber Stamping

    Appreciate seeing this thread in general but mostly your "postmortem" analysis breaking down the lessons learned. As a young engineer, I really appreciate your insights and lessons here. There's a reason everyone doesn't share these types of experiences, but that makes it more valuable to...
  11. bIockhead

    Ram Element Concrete Design

    What would the design look like if you did it by hand ;) In all seriousness, this sounds like a borderline tech support question for Bentley. Have you tried looking in their forums or submitting a ticket? The info you've provided us is impossibly vague, but maybe you'll get lucky and someone...
  12. bIockhead

    Hem Fir (N) Design Value Reductions

    I saw this notification (reference: https://www.sbcacomponents.com/media/hem-fir-n-design-value-reductions-approved-by-alsc-board-of-review) and was wondering if anyone had any insight into the rationale prompting this. It can't be that big a deal if no issues were flagged for existing...
  13. bIockhead

    Help need for weight ditribution assessment

    Best of luck, but I don't think you're going to find anyone here who's looking to give you technical advice. This forum is meant for engineers to bounce around questions and ideas with those within their profession.
  14. bIockhead

    Do you like this detail and why or why not?

    This response was an offshoot to a response from here (see below) where it was about how it would react IF tied back through a cavity as a veneer.
  15. bIockhead

    Do you like this detail and why or why not?

    Fair, I assumed it would fail but could run some actual numbers if I was looking at a specific situation. I still think it's hard to make work given the relative low stiffness of a 90mm deep section, meaning that it wouldn't take much wind pressure to still induce cracking (I wouldn't...
  16. bIockhead

    Do you like this detail and why or why not?

    Great thread, thanks for posting! Agree that it comes down to the loading, and that if this were to fail, we would expect that top course of block plus whatever brick clung to it would get ripped right off. Are all these buildings just not experiencing the design loads (true for many load...
  17. bIockhead

    Acceptable to lay CMU column ties in bed joint?

    I think notching the webs or face shells is fine, but is a pain for whoever on site drew the short end of the straw. A lot of masons would probably opt to switch to a pier block or open unit to save the hassle, but since it's fully grouted anyways then I don't think the means and methods in this...
  18. bIockhead

    Acceptable to lay CMU column ties in bed joint?

    Don't forget that the mortar joint is also what eats all your other variations in tolerances. If you jam a bar in there that occupies the idealized thickness, the mason loses one direction in one of the "levers" at their disposal to gauge up their coursing as PhanENG alluded to. Is it the end of...
  19. bIockhead

    Stretcher CMU - advantages & fully grouting

    Is a stretcher not referring to a standard CMU? I think the shape is to make it easier for the masons giant sausage fingers to grip the webs and place the unit beside an already placed block (also with the frogged end). A nice flowable grout should make its way into frogged ends (when partially...
  20. bIockhead

    Masonry Cleanouts

    I often find objections to cleanouts from the architect when the masonry is going to be left exposed, which I have some disdain for. If the block is being painted then I don't think it looks that much worse, but I'm also an engineer :) Just bringing it up as a reason why reputable contractors...

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