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  1. ScratchyFilm

    Shop Drawings, No Calculation Package

    I killed some time at work reading into the case because I was interested.. It was deemed a "special connection" and there were no connection details or intended loads on the structural drawings. The EOR said in the hearings that it was intended for the fabricator to complete the design of the...
  2. ScratchyFilm

    Shop Drawings, No Calculation Package

    If EOR is still responsible for delegated design, what does this mean for general/municipal civils that rely on engineered designs for, say, a precast box culverts, manholes, and junction boxes that get installed on many municipal projects? Is the only correct way to subcontract a structural...
  3. ScratchyFilm

    Shop Drawings, No Calculation Package

    What obligation does EOR have to NOT allow the building to move forward? Seems like there is still an issue if EOR knows due diligence hasn't been done and doesn't stop it.
  4. ScratchyFilm

    Surcharge load on retaining wall

    Did he get it built then get in trouble with municipality afterwards for not having an engineer involved?
  5. ScratchyFilm

    Does angle of hook extension matter?

    I see what you mean. Thanks for clarifying.
  6. ScratchyFilm

    Does angle of hook extension matter?

    That's an interesting point. I just pulled up an image for sake of discussion - would you say the hook should be flipped around in this example to keep in the compression part of the footing?
  7. ScratchyFilm

    Does angle of hook extension matter?

    Typically we hook extensions parallel to the force that is affecting them. Once the hook development length is reached, does it matter in which direction the extension is relative to the direction of loading? In my mind, tension is tension and shouldn't matter directionally. Assume red arrow is...
  8. ScratchyFilm

    Expansion Joint Crack Cause/Remediation

    That makes sense. This reminds me of seeing this DOT detail on one of my first jobs and questioning why they would grease opposite sides instead of keeping the greased side the same for thermal expansion.
  9. ScratchyFilm

    Expansion Joint Crack Cause/Remediation

    Maybe I am really bad at google searching... Can someone explain the purpose of a dowel cap to me?
  10. ScratchyFilm

    Anchor Bolts - Concrete Breakout in Tension

    I appreciate the insight.. This would likely describe why the embedment lengths are as long as they are.
  11. ScratchyFilm

    Anchor Bolts - Concrete Breakout in Tension

    Winelandv, I've just started reading about the reinforcing of the anchorage zone yesterday based on recommendations earlier in the thread. As I was reading about it, I always figured it was the lap BELOW the anchor bolt head. Are you suggesting that perhaps it is that deep so that there is also...
  12. ScratchyFilm

    Anchor Bolts - Concrete Breakout in Tension

    It's a rural area, so no standard. As I run through these calculations, I am not really seeing the necessity for such a large embedment depth, though. The concrete breakout strength gets limited by the diameter of the footing fairly quickly, and the method shown by ACI is good up to 25 inches of...
  13. ScratchyFilm

    Anchor Bolts - Concrete Breakout in Tension

    ProgrammingPE I had a hunch that this is what should be done, but I didn't see any language in ACI to suggest doing that to Anco, only Anc. That would clear a lot of things up. Thanks! AskTooMuch I was reading about using reinforcement for concrete breakout in ACI. They do provide a diagram...
  14. ScratchyFilm

    Anchor Bolts - Concrete Breakout in Tension

    I'm struggling to understand what's going on with the equations from ACI for Concrete Breakout Strength in Tension. I am doing a check on some light pole footing anchor bolts, and the embedment depths are quite deep on these (~38" so my ca1 values are <1.5hef on all sides of the footing)...
  15. ScratchyFilm

    Slab on Grade Connection to Foundation

    MotorCity - I don't think there is a specific reason for not allowing it to act as a slab on grade other than the idea of getting everything below the frost line to avoid movement (might not even be a big deal). Correct, the slab is designed for flexure and shear - same as if it were an elevated...
  16. ScratchyFilm

    Slab on Grade Connection to Foundation

    That seems like a decent way to approach this, hetgen. I guess my question would be is there any issue in installing L-bars from footing to slab if there haven't been constructability issues in the past? Always a little uncomfortable to tell someone to move away from a standard that has been...
  17. ScratchyFilm

    Slab on Grade Connection to Foundation

    phamEng, my understanding of the details that have been used in the past is that the load is intended to be transferred to footings below the frost depth - not sit on grade. And as a result, the slab is almost treated as an elevated slab in terms of design - not just an on-grade slab. I believe...
  18. ScratchyFilm

    Slab on Grade Connection to Foundation

    I have a seen a few different orientations for a slab on grade and its connection into a foundation wall. Is there a more correct way to do it? Specifically for something like a generator or small building station, my thought would be to use the 1st orientation with L-bars to tie everything...
  19. ScratchyFilm

    AASHTO Brom's Method - No Overload Mentioned

    I was reading that Brom's method for embedment depth needs to use overload/underload factors on it. AASHTO LRFD for signs section 13 doesn't mention anything about this in their commentary about the method. Is it right to assume that the wind loads need to be adjusted to 0.6W and then rerun...
  20. ScratchyFilm

    What is reason for Top &amp; Bottom Reinf. in simply supported covers

    That makes a lot of sense based on shop drawings I have seen. Thanks for the reply!

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