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  1. jayrod12

    Deck & gabion wall foundation on helical piers & frost heave

    for a piled foundation we regularly provide void form underneath of the beams to prevent frost heave. So that solution would likely work for you.
  2. jayrod12

    Notch and bore at middle 1/3

    You could just analyze the rafter for the hole and let that be your guide instead of looking for a "Look at this guide, it says it should be ok." The calculation probably would take as long as it took you to create this post.
  3. jayrod12

    Is adding a bond beam into an existing CMU wall fesible?

    Yeah, I don't see why you couldn't just mount a ledger to the face of the wall unless your loads are extremely high. And in that case, a little bit of demo to support heavier loads would be anticipated.
  4. jayrod12

    Rafter and wall plate connection

    It wouldn't? I would anticipate the ceiling/floor joists and the rafters to be lapped and so it's just nails/screws in shear. I don't see a seat cut happening at all in the proposed detail.
  5. jayrod12

    Is adding a bond beam into an existing CMU wall fesible?

    In the middle of the wall, or at the top? Middle seems unlikely to be constructable without shoring the wall above until the bond beam can be installed, grouted and cured. At the top of the wall, I don't see a big problem.
  6. jayrod12

    Rafter and wall plate connection

    To me, this is the best option and the easiest to implement and design around.
  7. jayrod12

    Odd Wood Connection

    I don't mind this idea. Another alternative would be two DTT2Z connectors, one on each side of the 4x, with a piece of unistrut bolted to them. Would result in a concentric loading, would get the wood fasteners up above the neutral axis, should have substantial capacity and would leave the...
  8. jayrod12

    Shelf Support Steel Angle Fastened to Cold Form Exterior Stud for Brick Veneer

    Oh, yeah that's not how most architects operate up here.
  9. jayrod12

    Shelf Support Steel Angle Fastened to Cold Form Exterior Stud for Brick Veneer

    Honestly that's preferable where I am. Because the light gauge is almost exclusively a delegated design item. I want them to say 6" studs, so that we know how much space they've accounted for, and a max spacing in case the cladding is dependent on it. But otherwise I don't want them hard...
  10. jayrod12

    Shelf Support Steel Angle Fastened to Cold Form Exterior Stud for Brick Veneer

    Will do, as soon as I figure out how to get architects to stop specifying depth, spacing and thickness of studs in their specs. And then complaining when they get slammed with a large PCN because the specs they used didn't work for the application. 3 5/8" 24 gauge studs @ 24" can't span 16 feet...
  11. jayrod12

    Shelf Support Steel Angle Fastened to Cold Form Exterior Stud for Brick Veneer

    From my experience in light gauge, as soon as we need to consider 12 gauge studs is the time to consider red iron steel.
  12. jayrod12

    Basement to walk out basement conversion

    I agree with this, removing it all the way shouldn't be difficult. Honestly they may just cut the sill plate at the same time and take the anchor bolts and sill plate out with the concrete. Then you could do a wood or steel header attached to the walls on each side of the opening. I also must...
  13. jayrod12

    Impact of Abandoned Pile on Pile Group Behavior

    In similar circumstances, I've had geotech's tell me to provide a minimum of 12" clear between new and abandoned piles. That's to address the comment @BridgeSmith indicated where the concrete may have flowed outwards from the drilled shaft into a void. From a geotechnical perspective however...
  14. jayrod12

    Sheet Pile Design - Causeway with Tire Pressures as Strip Loads, Retained by SSPs, and Faced with Concrete Blocks

    Depending on the soil, a 2:1 embedded to exposed doesn't seem that crazy to me. Then again I'm living in an area with clay as far as you can dig, so our capacities are pretty low. I would think you'd have to get geotechnical engineer buy in on using the blocks for anything.
  15. jayrod12

    Casting New Slab in Existing Building

    Agreed, they're the same here.
  16. jayrod12

    Casting New Slab in Existing Building

    Still feels like you're double counting dead loads. 7.5 kN/m^2 is more than the weight of the 220mm thick concrete slab. I'd be inclined to think that the 7.5 should be inclusive of self weight of slab, plus finishes on top, plus M&E hanging allowance. The slab itself weighs around 5.5 kN/m^2...
  17. jayrod12

    85' Long Residential Footing and Stem Wall Design

    What torsional movement would you be getting on a footing and stem wall? If this is one of those where the stem wall cantilevers from the footing and they install a partial height wood wall above, then I would call that more overturning moment than torsion, but that's semantics. A drawing with...
  18. jayrod12

    Sistering to Undersized TJI Floor Joists

    Forgot to add that last bit to my answer, I'd be designing the new ones to take it all just for ease of design.
  19. jayrod12

    Sistering to Undersized TJI Floor Joists

    Gross. That will be a tough thing to do unless you're jacking the floor back up, which I wouldn't necessarily recommend. Those new LSL joists will be tough to get to match the existing deflection. I also wouldn't directly sister them as you're showing. All you're going to do is split the joist...
  20. jayrod12

    Very Heavy Load at First Floor vs. Roof Variation: Why Does ETABS Seem to Flip Moment and Axial Results?

    Assuming, perhaps wrongly, that this is a concrete structure, the higher moments on the column in variation 1 make sense. It's due to the unbalanced slab moments. The higher axial load is a bit odd to me, but as @human909 indicates, follow your load path. Run some numbers by hand, don't always...

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