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  1. Smoulder

    Beam Reinforcement Calculation

    Regarding models: Human909 in post #28. Don't think this one can settle it. Only 1 connection between doubler plate and beam. So horiz shear result is nett which everyone agrees is 0. Doesn't prove it isn't top and bottom welds summing to 0. Human909 in post #62. Maybe could settle it but...
  2. Smoulder

    Beam Reinforcement Calculation

    First moment of entire cross section is zero. What point in talking about it? Maximum shear flow is at centroid which is what people mean when saying Q at centroid. Cut section at centroid and consider part above that (or below that).
  3. Smoulder

    Beam Reinforcement Calculation

    @Celt83 - What stiffness welds? And what if only weld top edge?
  4. Smoulder

    Beam Reinforcement Calculation

    I have mostly read earlier posts. Couple comments not related to each other: @human909 - You said a few times that Q=0 at centroid. Q=A*y. Q is maximum at centroid. Q=0 at top/bot edges because A=0. Q=0 for whole section because y=0 by definition but not what people mean when they say Q at...
  5. Smoulder

    Beam Reinforcement Calculation

    Me: "develop bending moment over length equal to plate depth." Never mind that bit. I think it doesn't happen when plate are at neutral axis level. Does happen if you strengthen near flanges.
  6. Smoulder

    Beam Reinforcement Calculation

    Sorry if repeating. didn't read all replies. Free body diagrams are good checks to shear flow calculations and probably give more intuitive results just in different forms. Away from ends FBD will show zero net horiz force, vertical force equal to share of shear variation, and restraint to plate...
  7. Smoulder

    Manager Says Keep the Restraints — I Think They’re Unnecessary. Who’s Right?

    What about columns to roof but delete yellow braces? Seems more robust to me. Cantilever columns might be too much for your manager.
  8. Smoulder

    AS 2870 vs NCC

    @human909 It's rolling dice sometimes that's why there are appeal courts. Last roll wins.
  9. Smoulder

    AS 2870 vs NCC

    I do not know more than that webpage. Remember it from the monthly newsletter. You are right that it is missing details when it is supposed to be educating us but leaves more questions than answers. Maybe 5 year designs were AS2870 for E site and engineer thought overkill. Also not clear who...
  10. Smoulder

    AS 2870 vs NCC

    Not quite same but I take BPEQ case below to be requiring 2870 with no room for judgement. Recommendation treated as mandatory requirement. Sounds like footings had no actual problem. https://bpeq.qld.gov.au/for-the-public/resources-for-the-public/case-notes/board-v-a
  11. Smoulder

    AS3990 Maximum Permissible Stresses in Snug Tight Bolts

    Tests to failure. AS4100 commentary says failure is 4.5 to 4.9 because steel piles up in front of bolt before total failure. Safety factor gives about 2.1, and probably AS3990 doesn't push as hard as AS4100 because it's older working stress design code. Only 2.1 when end distance is large, about...
  12. Smoulder

    Shear Lag

    One weld each side an option?
  13. Smoulder

    Equations for Strip Surcharge Loading Inconsistencies

    You can compare these to Arcelor Mittal. Let us know if they all give similar answers or not.
  14. Smoulder

    Equations for Strip Surcharge Loading Inconsistencies

    H gives wrong units. Pi gives correct units. USACE EM-1110-2-2502 1999 uses pi. US Steel sheet pile manual 1984 uses pi citing Teng 1962. But Teng 1962 actually has different equation based on 2q/pi but with different sines and cosines. Not sure if can rearrange to match your/US Steel equation...
  15. Smoulder

    The dangers of software and code changes

    @RWW0002 What do people (non engineers) do with load information? And if they can do something useful with it why can't they understand ULS? Or reframe as why trust them to use load info correctly if ULS is beyond them? But "ULS" is really limit state design. Serviceability loads are part of it...
  16. Smoulder

    Steel Pile Capacity for Lateral Loads & boundary conditions

    I have looked up 2012 AASHTO. It used standard Davisson method for fixity depth wihich is probably same as Hturkak's book. Also says to consider pile head fixity for unbraced length so maybe doesn't do direct analysis always. Didn't read analysis/design section to get to bottom of that. But K...
  17. Smoulder

    AS3990. Restraint against torsion.

    If load is downwards then bottom flange isn't critical flange.
  18. Smoulder

    Steel Pile Capacity for Lateral Loads & boundary conditions

    @Cosmos88 Need some details to provide specific answer otherwise have to be general to cover all bases. Cross section, loading, soil type and pile embedment length. Depth to fixity that Bridgesmeit and Hturkak posted are usually for compression stability and for analysis of bending moments. I...
  19. Smoulder

    Steel Pile Capacity for Lateral Loads & boundary conditions

    @BridgeSmith AASHTO and @HTURKAK's aren't equivalent. AASHTO method needs full pile length analysed with springs or finite element like Plaxis. Hturkak method just needs one fixed node below ground to approximate soil structure interaction. AASHTO also calls it fixity when no bending moment...
  20. Smoulder

    Why are neutral axis different when checking ultimate moment and cracked inertia?

    Don't exactly understand your question. hopefully one of these is answer. "If so, would we not need to take the lever arm about the center of gravity of the triangle (2/3 * c) and the area of the triangle as 1/2 of the rectangular area?" Yes. ULS calculation where concrete stress is assumed...

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