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Recent content by 1.392DL

  1. 1.392DL

    Flitch plates for wood balcony cantilever beams

    Dryrot is really hard to predict. Be wary of bolted connections to deteriorating members...
  2. 1.392DL

    Seismic Design of Wood A-Frame Structures

    You can use the R for that of a Timber Frame and design it as such.
  3. 1.392DL

    Strong wall at the end of a floor beam

    I would apply the strong wall reaction to the beam as a moment (ie results in way less uplift force on the column). Check the beam for omega, check the column download for omega, but uplift on the column need not consider omega. Check the beam per J10 for worst case reactions from strong wall or...
  4. 1.392DL

    fire rating capacity reduction

    When using ASD I would use the full load (1.0D + 1.0L). CH16 of the NDS provides char depths and stress increases to compare timber members to ASD loads. When using LRFD I've not used load reductions like the image you show but I have used the Extraordinary Load Combos in ASCE 7. I've not heard...
  5. 1.392DL

    Shear flow built-up wood beam

    Yes it's possible. IMHO SDS screws would work pretty well if you were adding a steel plate to the bottom of the beam, but for adding another wood beam I worry about sag. I agree gluing is appropriate, but it's hard to quantify. SDS screw are likely not long enough either, whereas SDWS screws...
  6. 1.392DL

    Post Tensioned Concrete - Requirements for PT running through core

    I don't believe traditional integrity reinforcement applies to walls. Maybe if you're using an R=6 and providing special columns each side, but even then the failure of core walls should be in bending but not lead to collapse. Integrity reinforcement is to protect against progressive collapse...
  7. 1.392DL

    LVL to built up column

    I typically use 5% of the gravity load as a rule of thumb for connections like this. It is similar to the load path requirements of ASCE 7 chapter 1.
  8. 1.392DL

    Mechanical Chases next to wood shear walls in podium wood buildings

    The gyp would split the plates and the sheathing, so maybe its possible to fasten studs together on each side of the gyp, but probably not worth it in general when you also consider the intricacy of getting the wall finishes flat and attaching the top cords for compression thru the gyp.
  9. 1.392DL

    ASCE 7-16 C and C Wind Loads on Attached Canopies 30.11-1

    For a canopy low on a wall you're going to have similar wall pressures top and bottom of the canopy. Thus, the differential is a lot less than a typical overhang for a roof rafter or truss. A typical overhang will have wind moving a lot faster over the top than below it, creating a very high net...
  10. 1.392DL

    Usable tensile strength in undeveloped reinforcement

    That's what I do in the building world, but only down to 12". Anything less than 12" I'd use ACI 318 chapter 17 and calc the bond strength based on anchorage calcs and take the worst case of either scenario.
  11. 1.392DL

    Mechanical Chases next to wood shear walls in podium wood buildings

    Large vertical mechanical chases are typically "rated" and two layers of gyp are applied on the inside and outside of the walls which can make it real hard to be combined with a shear wall; something to discuss with the architect. Toilet drains are typically 3" diameter with hole bores of...
  12. 1.392DL

    Side-hang beams to columns connection detail

    I'd put horizontal stiffener plates inside the column flanges that align parallel with the beam flanges and a vertical shear tab centered on the column, welded to the column web and stiffener plates, that extends to a simple shear connection in the beam. Make the column take the eccentric load...
  13. 1.392DL

    Brick Fireplace with 4-sides open

    You're going to need 4 bars tied in hoops to get any kind of column/frame action out of each of those corners, which doesn't really work in 8" masonry, I'd probably push for 16" corners to also add some heat protection.
  14. 1.392DL

    Maximum weld throat at toe of channel

    I agree there are diminishing returns welding above the 45 degree tangent, but you theoretically could do it with unequal leg sizes. The -1/16" max weld requirement was because the top of a plate edge would get burned off and insufficient welds appeared to be sufficient. If your weld was so...
  15. 1.392DL

    TJI FLOOR JOISTS

    We spec TJI floor joists all the time. They're lighter and easier to get larger MEP openings thru. You can get longer sticks than 20ft. Most importantly, they are true and flat which makes for a good clean install. One downside is needing web stiffeners for higher loaded joists which plays into...

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