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  1. Eng16080

    Temporary Plate to Hold Anchor weight

    Since there's a notch cut through more than half the plate width, I would conservatively analyze it as though it were two separate plates (as though the notch went all the way through). I would design a plate washer to transfer the load from the nut to each of the separate (half) plates. From...
  2. Eng16080

    Transfer Force Question

    The forces seem more reasonable considering the applied loads are double what I originally thought. (It's confusing that the diaphragm and girt loads are exactly the same.) I agree with the comment above concerning the large moments acting on the columns, including at the bottom of the columns...
  3. Eng16080

    Transfer Force Question

    Are the braces sharing the lateral force evenly? I assume so, considering you note the force as plus or minus which I assume means one brace is in tension while the other is in compression? Assuming the braces are sharing the lateral force equally (to be confirmed), it seems that your axial...
  4. Eng16080

    Rafter and wall plate connection

    Yeah, I'm not sure either, but I think I'm throwing in the towel on this one. I gave the best engineering advice I could come up with.
  5. Eng16080

    Rafter and wall plate connection

    I assumed OP meant that they want the garage ceiling as high as possible. The attic space is barely accessible even without framing members at midheight, so I don't think that's what they meant. I agree with pham's advice above. OP is making this way harder than it needs to be. Best to hire...
  6. Eng16080

    Do you guys defer steel connections? Should it be on the contact?

    The W8s and W10s I mention are common in residential construction where a shallow beam is needed to fit in a limited floor depth. Without such a constraint, I normally use the deepest section possible.
  7. Eng16080

    Do you guys defer steel connections? Should it be on the contact?

    You should definitely specify in your Agreement if you won't be designing the connections. I like to design the connections, or at a minimum make sure a reasonable connection should work for the member sizes shown on the plans. For example, with really shallow I-beams (like W8s and W10s) it's...
  8. 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.
  9. 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...
  10. 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...
  11. 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...
  12. 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...
  13. 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...
  14. 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...
  15. 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...
  16. 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...
  17. 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...
  18. 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...
  19. 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.
  20. 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...

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