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  1. jdgengineer

    Retaining forces on residential footing stemwall in crawlspace

    That's a creative idea, although I'd be a little concerned about a hump in the floor if the braces were actually engaged to resist sliding.
  2. jdgengineer

    Retaining forces on residential footing stemwall in crawlspace

    It's potentially at-rest clay pressures that we are working with. The local jurisdiction does not always allow subdrains (it's complicated). I'm not worried about global sliding, more of the bottom of the footing kicking in with a sliding failure. I am accounting for some dead weight of the...
  3. jdgengineer

    Retaining forces on residential footing stemwall in crawlspace

    Thanks for the input. We will be using a concrete stemwall that will be reinforced and can take the retaining forces. I understand the approach conceptually, but really my question is how others handle the sliding force at the base and the reaction into the floor quantatively. Without a slab...
  4. jdgengineer

    Rafter and wall plate connection

    Wouldn't there be a seat cut at the exterior wall for bearing support of the rafters? Or do the rafters solely land on the cantilevered floor joist?
  5. jdgengineer

    Rafter and wall plate connection

    I don't love the idea of the seat cut in the rafter occuring inside of the "truss". I would make sure to look at those dimensions closely.
  6. jdgengineer

    Retaining forces on residential footing stemwall in crawlspace

    When you have a relatively deep crawlspace below grade (say 42" tall, but not a true basement) how do you typically handle the retaining pressures on the stemwall? For basements in our area we typically design cantilevered retaining walls rather than rely on lateral support at the top of the...
  7. jdgengineer

    Protected Zone - Directly welded moment connection

    Could be a WUF-W connection that is pre-qualified but OP hasn't let us know the specifics.
  8. jdgengineer

    Bar Around Corner of Cantilever Concrete Retaining Wall

    The inside bars should definitely be hooked into the outside layer of steel rather than inside to inside as you have shown.
  9. jdgengineer

    Attic Truss Loading

    I believe the 10 psf non concurrent live load is not combined with roof live as it is intended to represent someone crawling in the attic which is unlikely to occur at the same time as the roof live load. 20 psf storage loading should be combined.
  10. jdgengineer

    Hip Beam to Tension Ring Connection on Stick Frame Pyramid Roof

    Steel beam makes sense, but 18x40 sounds wrong. I would think a W8x steel beam should be able to calc.
  11. jdgengineer

    Attic Truss Loading

    Have you checked to see if the building department has records? Around here, truss shop drawings is a required building department submittal and the building department keeps copies of all submittals. Anyone can go in and view (but not copy without permission) them since they are public records.
  12. jdgengineer

    Attic Truss Loading

    Odd. It's definitely a typo. Which digital version? ICC's website and upcodes both say greater. (Footnote g, Table R301.5)
  13. jdgengineer

    Attic Truss Loading

    I think you had a typo from the definition of "limited storage" in the IRC. It is defined "where clear height between joists and rafters is 42 inches or GREATER...", not less than. For less than 42 inches I believe is the attic is defined as no storage (10 psf, nonconcurrent live load). If...
  14. jdgengineer

    Redwood beam bending stress

    Why not use a pressure treated beam? Or if that doesn't calc you would likely want an Alaskan cedar glulam for exterior rating or you could use a wolmanized PSL (Weyerhauser) or treated LVL (Pacific Woodtech)
  15. jdgengineer

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    I think the truss is not effective since the bottom chord is too high. Typically, the bottom chord is not effective above the 1/3 the height of the truss.
  16. jdgengineer

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    Trusses are typically assumed to be a pin and a roller. A double pin condition essentially eliminates the truss action as all of the horizontal force is resolved into the reaction. You should revise the truss design.
  17. jdgengineer

    Seismic Loads on Site Walls

    Thank you for the responses. I'm surprised the building code doesn't define how to handle the wall inertia and the dynamic soil seismic pressure well. A lot of literature seems to only account for the dynamic soil seismic pressures (neglecting wall inertia) I see some reference to using kh =...
  18. jdgengineer

    Seismic Loads on Site Walls

    An image for reference.
  19. jdgengineer

    Seismic Loads on Site Walls

    I'm curious how others design site walls and retaining walls for seismic loading in seismic category D, E, F. Chapter 18 of the IBC requires seismic soil pressures for retaining walls >6' tall. Chapter 15 of ASCE 7 requires seismic loading on cantilevered site walls due to it's self-weight...
  20. jdgengineer

    Residential tied roof

    I would normally detail this condition and I like the last image that was posted. I think the ceiling beam is in slightly the wrong location from optimal in the first image and this is corrected in the last one to allow for a proper seat cut on the rafter. I would have liked to see the ceiling...

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