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  1. Eng16080

    Steel tube check

    If you're reviewing something, then yes you should perform your own calculations to do so. What's the alternative? Perhaps I don't understand the question.
  2. Eng16080

    Rafter and wall plate connection

    If we're looking at this sketch: The basic procedure is: Calculate the thrust/tension force in the horizontal piece. Design a connection between it and each rafter. Design the rafter to resist the thrust force and the forces due to dead, snow, and any other applied loads. Design the vertical...
  3. Eng16080

    Rafter and wall plate connection

    Kristofer, is there a reason why you can't frame it like this: IMO, all other options (including my sketch) are inferior to this kind of detail, where the ceiling joists are lapped over the rafters. In all three of your sketches above, you're creating unnecessary complications. I wouldn't...
  4. Eng16080

    Rafter and wall plate connection

    If this is in reference to the sketch I made, the rafter and joist aren't aligned. They're lapped. The joist would be on one side of the rafter and the vertical on the other. Between the vertical and joist would be a spacer block. I didn't draw it exactly correct in terms of the dashed...
  5. Eng16080

    Odd Wood Connection

    I'd be tempted to build the whole thing out of 2x4s, kind of like milkshakelake mentioned. Maybe just use wood screws or nails if the loads work. There would be 2 vertical pieces lapped over each side of the beam and a horizontal piece matching the beam width. The horizontal would support the...
  6. Eng16080

    Rafter and wall plate connection

    If it's necessary to use the geometry shown by OP and the floor joists are extended to lap over the rafters at the overhang, I wouldn't provide a seat cut. I'd prefer to have a vertical 2x piece lapped over the rafter above the wall. The detail would be something like this. I'd generally...
  7. Eng16080

    Rafter and wall plate connection

    At the end walls (which is what your detail shows) there would be no outward thrust because the wall studs are directly supporting the rafter. I assume your question is concerning locations other than the end walls, though. In that case, I'd create a structural model or do some hand calcs. to...
  8. Eng16080

    Subdivision Work - Pricing

    I think there's a good chance they would just take the cheapest engineer, since to them this is only a "few calcs." and they're probably not considering the liability of 50 builds with 50 individual homeowners. This seems similar in a lot of ways to condominium projects, which is seen as a much...
  9. Eng16080

    Subdivision Work - Pricing

    I may be the outlier here, but $50k for the liability associated with 50 houses seems low. I'd really want my plans to be bulletproof considering the increased risk of each house being built 25 times. With that said, I'm sure there's probably another engineer in my area who'd do each design...
  10. Eng16080

    Cantilevered Beam on Wall

    I'm a little late to this party. This is certainly an interesting problem and one I've pondered before. My approach would be to: model the beam with two supports, one at "B1" and the other at "B7" (per the diagram above) load the beam fully (we'll call this load case A) as well as with only...
  11. Eng16080

    Steel Cranked Beam End Supports

    I would also not worry about a 1 mm displacement from your analytical model. With both the ceiling and roof diaphragms, I doubt this movement will occur. If it does, I still wouldn't be too concerned. Wood construction moves through shrinkage and seasonally by more than the 1 mm you're...
  12. Eng16080

    Residential Load Bearing Wall Removal (A basic task & possibly an ignorant question.)

    I'll second this. Overall your checklist seems fine for gravity loads, but make sure you're not neglecting lateral. I've had a few of these projects where I determined that the wall to be removed was acting as a shear wall and a steel moment frame was needed to preserve the lateral strength.
  13. Eng16080

    Best practice for connecting existing trusses and rafters to a proposed I-beam header.

    I agree with the comments above. These plans are rather bad. If this is (or was) new construction, I'm not sure what the "PE" was thinking designating a beam as 6" wide by 15" deep. This would have to be an S section which isn't commonly used in new construction. If this has already been...
  14. Eng16080

    Bolt Hole Bearing Concerns Under Purely Axial Eccentric Load in Timber Connections

    Yup, a sketch plz
  15. Eng16080

    Hip Beam to Tension Ring Connection on Stick Frame Pyramid Roof

    With the steel here, that wasn't the approach I took to resist the outward thrust on my project, but it's a good idea. If the geometry works out similarly and you could rely on direct bearing between the hip and fascia boards, then you would just need a 90 degree bent/welded steel plate to...
  16. Eng16080

    Hip Beam to Tension Ring Connection on Stick Frame Pyramid Roof

    No chance a screwed connection like you show will work. Definitely needs to be something more like what kootk drew above. This is what I came up with for a recent project. Obviously this is a little different than yours because I had a steel frame below the wood framed roof, but I would...
  17. Eng16080

    Crazy cantilevered steel deck

    I didn't run any calculations on the anchor bolts, but others here have, and some of them feel they're inadequate. I think that's the reason for this general sentiment. I wouldn't say the design obviously had no engineering oversight, although I think it's possible. For me, the concern is...
  18. Eng16080

    Crazy cantilevered steel deck

    This is impressive architecture. The steel fabrication and overall construction appears top notch. And I really like how it's not connected to the building in terms of a clean waterproofing detail. With that said, even if it works on paper, I wouldn't be brave enough to design something like...
  19. Eng16080

    House Review - Site Visit without report?

    I do, but it takes maybe 15 minutes to create the agreement/contract. I then use Adobe Sign to have the document digitally signed. I recall my insurance provider inquiring about the amount of work I do without a signed contract, so I try to avoid that. Well, I'm about 10 times slower than this!
  20. Eng16080

    House Review - Site Visit without report?

    I think the risk is being exaggerated in this thread (see XR250's experience). As long as expectations are properly communicated up front and in a written Agreement, I wouldn't be overly-concerned with being sued. In most cases, the cost of an engineer being wrong will still be less than the...

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