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  • Users: ANE91
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  1. ANE91

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    Like this?
  2. ANE91

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    Great. Then wind goes into the diaphragm and out through the shear walls (sidewalls) and not the leeward masonry wall. Next we contend with the windward wall. Now consider if the thing is really a truss. Tell me, are there ceiling joists that run across the bottom and connect the ends together?
  3. ANE91

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    We all seem to be talking past each other. OP, forget the “truss” for a moment. Zoom out to the whole structure. It looks like you’re considering wind. Good. Think about how that wind load gets down to the foundation. The lateral system takes care of that. Do you know whether that lateral...
  4. ANE91

    Blocking to counteract moment of beam.

    Seems like you’re all taken care of. I’ll add that changing up the directions of joists mid-floorplan can have unintended consequences. Just make sure that, in doing so, you’re not inadvertently creating a stiffness problem.
  5. ANE91

    Calculation of crack widths in foundation design

    Cover is reduced at cracks, often to zero.
  6. ANE91

    Lateral stiffness being requested by Structural engineers

    Sounds like they want the soil springs. Maybe he/she intends to run their own lateral analysis. Ask ‘em
  7. ANE91

    Void Column In Reinforced Concrete column At Beam Junction

    What are the loads? How many years of service? Are measured deflections excessive? Bars don’t look corroded, can you confirm? Of course it’s safer to shore and recast or encase. The real question is whether anything less is justifiable — it may be.
  8. ANE91

    House Review - Site Visit without report?

    They have degrees in arguing. It’s their job to find something with which to critique you. You’re winning if they’re attacking your credentials, because it means that they found nothing else worth digging into.
  9. ANE91

    House Review - Site Visit without report?

    It very much depends on the state, whether a jury is involved, etc.
  10. ANE91

    House Review - Site Visit without report?

    Verbal is fine. Written is better. I often do verbals for money-conscious clients. A verbal report is still a report, though. That’s why I maintain a “file,” no matter what. That file contains the client’s specific request, their approval to pay my fee, materials I relied on (e.g., photos, other...
  11. ANE91

    NYC Scaffolding

    Let’s just say that lawsuits regarding sidewalk sheds are not uncommon. I hope to never get licensed in NY.
  12. ANE91

    Timber Purlin - Biaxial Bending?

    ASCE 7-16, 1.4.3 is a can of worms I hoped we wouldn’t open.
  13. ANE91

    Timber Purlin - Biaxial Bending?

    FBDs
  14. ANE91

    Augercast Pile Minimum Diameter for stability

    Good ol’ FB MultiPier. Looks like the L/D restriction is only relevant for second-order moments.
  15. ANE91

    Cutting openings in Hollow Core

    I don’t do any hollowcore, but I’ve done FRP, and I seriously doubt that you can substitute the effects of prestressing strands with FRP. The strength gain is on the order of 10%, and there are limits based on the unstrengthened element (ACI 440.2, 9.2; ACI 562, 5.5.2). Also, fire is a real...
  16. ANE91

    Eurocode 3 - Combined bending and compression, lateral buckling reduction factor not applied to Mz

    To be confirmed (or denied) by @KootK
  17. ANE91

    Precast Double Tee Bearing Displacement

    You’d be surprised to know how often this happens to corbels, either because the design was bad or the rebar cage was misplaced in the form. Can’t say I’ve ever seen the flange delaminate like that (las photo). Scary. My vote is no dapped end. Jack it up and rebuild the wall/bearing, as a “bandaid.”
  18. ANE91

    Precast Double T-Beam Cracking Question

    Great info. Ok, I’m convinced that at least some of the cracking is corrosion-related, but I’m not convinced that you don’t have a shear problem. Two cracked webs in 60 years of service is not bad. At that time horizon, I might accept hairline flexural cracks, but I wouldn’t ignore these. As...
  19. ANE91

    How They Do This?

    Supposedly, all the extra capacity from TPI (relative to ASCE/NDS) is substantiated by testing. I think SJI does the same thing. It’s kind of a wash, though, when plates are embedded over tack-nailed/stapled joints and knots end up in the worst possible places. These days, I only get called when...
  20. ANE91

    How They Do This?

    TPI 1, which is the code that truss designers use.

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