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  1. RattlinBog

    Deck & gabion wall foundation on helical piers & frost heave

    Yeah I agree. I should probably design for a dance party load too. Ha
  2. RattlinBog

    Deck & gabion wall foundation on helical piers & frost heave

    Yeah, it's a bit unconventional. A couple reasons for the layout. I'm designing for 100 psf LL due to possibility of public assembly, and it's difficult to get a 2x12 to work at a 12 ft span. I also don't have enough clearance from grade to top of deck elevation to bear the joists on top of the...
  3. RattlinBog

    Deck & gabion wall foundation on helical piers & frost heave

    Currently I have (2) tiebacks as shown below. If I were to bump up, I'll likely go with (4) for symmetry. What do you think? I'm also specifying 35 ft minimum embedment for all anchors to get beyond the poor soil.
  4. RattlinBog

    Deck & gabion wall foundation on helical piers & frost heave

    Is there a quantifiable way to figure out how many battered piles you need for a given deck size? I currently show 2 battered piles for a 40 ft long deck. I have horizontal 2x6 bracing nailed to bottom of joists to creat a bit of a diaphragm too. I don't know exactly what lateral loads to put on...
  5. RattlinBog

    Deck & gabion wall foundation on helical piers & frost heave

    Below is what I ended up with. I decided to make the deck independent of the gabion wall foundation. If the gabion does heave, it should at least no longer affect the deck. Perhaps, but I want some extra insurance. I've seen photos of decks sluffing down a bank over time, and I don't want that...
  6. RattlinBog

    Deck & gabion wall foundation on helical piers & frost heave

    Thanks for the feedback. I'll plan to use void form below the strip footing. Came up with a slightly different concept below. Maybe I'll keep the deck independent of the gabion wall foundation. Support the deck on vertical and battered helical piers only. That way if the gabion wall foundation...
  7. RattlinBog

    Deck & gabion wall foundation on helical piers & frost heave

    I'm designing a standalone wood deck overlooking a lake. I also need to support a decorative, rock-filled gabion wall next to the deck (about 750 psf/ft). Soils are poor for 30+ ft, so I'm planning on helical piers for gravity and lateral. I'm in a 5 ft frost depth area. See sketch below. I'm...
  8. RattlinBog

    ACI 350-20 - Ch. 9 vs App. D Comparison

    Thank you. I agree Appendix D is simpler, but I'm trying to optimize my design. If I'm allowed to use a smaller Sd value, I'd like to take advantage of it.
  9. RattlinBog

    ACI 350-20 - Ch. 9 vs App. D Comparison

    I'm fairly new to the design requirements of ACI 350-20. I wanted to compare the calculation of load factors and the environmental durability factor, Sd, using both Appendix D and Chapt. 9. App. D is straightforward, but Chapt. 9 is a bit tricky. It looks like Chapt. 9 can be more or less...
  10. RattlinBog

    Structural Engineering books for donation

    Very kind of you! I emailed you about a couple of the books if they're still available.
  11. RattlinBog

    Unknown nomenclature on existing

    Okay, that rules out a station. It was just a guess. Beats me then!
  12. RattlinBog

    Unknown nomenclature on existing

    Is it some sort of station / location?
  13. RattlinBog

    ratline design

    I haven't seen the word "ratline" before, but I do know what an HLL is. So you're designing a horizontal lifeline (HLL) for a fall protection system, right? Other folks on this forum may not know what ratline or HLL mean. I haven't personally designed one, but I did specify one that was...
  14. RattlinBog

    Pay cut to go back to consulting?

    I appreciate all the responses! I know you folks are internet strangers, but it's nice to have different perspectives. I'm more than fine making the decision by only talking to my wife, but I've always been a "gather outside input first" type of guy. Also, I'm trying not to talk too many peers...
  15. RattlinBog

    Equivalent Ix for Steel Member with Holes

    I can't imagine that hole is too different from having a couple standard size holes for bolts. Maybe you could check tensile rupture, but bending is probably fine.
  16. RattlinBog

    Pay cut to go back to consulting?

    I can see where my description would be confusing; I made an edit to clear it up. Like phamENG said, I meant owner as in I work for an owner, such as a facility/plant that hires consultants and contractors to complete work for us. I'm an in-house structural within the plant. I complete my own...
  17. RattlinBog

    Pay cut to go back to consulting?

    Could use a reality check. I'm a PE with 7 years of experience--4 in consulting and now 3 working for an owner/facility (edit)--all heavy industry. Just completed a civil engineering M.S. while working full time. I feel stuck growth and mentorship-wise at my current role. I enjoy learning and...
  18. RattlinBog

    AISC Section Dimensions Help

    I use Wisey's Steel Shapes LISP routine in AutoCAD. It's missing some new shapes but is still fairly comprehensive. Link: https://blog.draftsperson.net/wiseys-steel-shapes-lisp-program/
  19. RattlinBog

    SE Exam New format April 2024

    It's nice to hear from folks with experience! I have not attempted the SE and don't plan to in the foreseeable future. I did have to take the civil PE when it first switched to CBT. Never got to try pencil and paper. While the PE exam wasn't bad at all, I had some frustrations with the CBT...
  20. RattlinBog

    AISC 360-22 Beam-Column Design Aid (Live for download!)

    If you think of it, do follow up on your PEMB project. I'd appreciate seeing what kind of differences you end up seeing for results between your current methods and the design aid (if you got that route). I haven't done much with WF + angle reinforcement in practice, so I don't have a great...

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