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  1. dauwerda

    Thread embedment required for bolt in tension

    There is a good steelwise article on thread engagement that may be of use to you as well: https://www.aisc.org/globalassets/modern-steel/archives/2016/09/steelwise_2.pdf
  2. dauwerda

    When is Lamellar Tearing a concern?

    In the industry I am in (utility), I see many spec's that have this requirement in them for any plates that are 1-1/2" thicker or greater and subject to any through-thickness stress. We also always take exception to this (and are usually successful). We have never once found a plate with an...
  3. dauwerda

    I need a sanity check - Drilled Pier depth determination in Lpile

    The utility I used to work at allowed the lateral deflection at the top of the drilled piers to be 1/2" for substation structures. Most stuff was in the 8ft to 15ft depth range. For the T-line poles, lateral deflection was allowed to go up to 3".
  4. dauwerda

    Weld Sizing - Blodgett vs. FEA

    You could read up on how programs like Idea Statica handle weld design using FEM to get an idea of what challenges you are facing.
  5. dauwerda

    bevel weld detailing

    The 1/4" is the leg size, but this is perhaps a bit more complicated answer than you realize (assuming AWS D1.1 is the design standard). The welding symbol that you are showing is somewhat incomplete (putting the 1/4" dimension in parentheses would fix that). Typically as an engineer you are...
  6. dauwerda

    Bent Rod Minimum Radius

    Are you saying you think there might be a loss in strength due to the bending? If so, no, at least not exactly. The steel would actually have an increase in yield strength due to cold working (strain hardening), but this comes at the cost of a loss of ductility and toughness. The bending...
  7. dauwerda

    Digitally sign Structural drawing

    It seems to me you just explained why some states have strict 3rd party verification signing requirements. In a world where everything can be so easily duplicated, this is the one item they believe can make it a bit harder to commit fraud. If the digital signature isn't 3rd party verified...
  8. dauwerda

    Engineering Design 'Stack'

    FE Analysis & Design: RISA-3D PLS-Pole Steel Connection Design: Risa Connection (used rarely as it doesn't handle most of the connections we do) Excel Spreadsheets Idea Statica Manual Calculations: Excel spreadsheets Anchors: Excel Spreadsheets Hilti Profis PDF Markup: Bluebeam Revu...
  9. dauwerda

    Filler plates vs shim plates slotted in direction of shear - bolt strength reduction due to bending?

    I don't have it in front of me right now so I can't offer too much detail, but I know section 9 of the AISC steel construction manual address this (as does section J5 of the specification, but the manual part goes into more detail I believe). My interpretation would be that the reduction is due...
  10. dauwerda

    Damaged slip-joint monopole shaft section - repair limitations?

    KootK, I definitely interpreted your meaning wrong on the first read - I thought you meant axial tension, I now understand that you were referring to the hoop stress, and I am right there with you. Fatigue is certainly a concern, but I personally have never heard of one failing at a lap splice...
  11. dauwerda

    Damaged slip-joint monopole shaft section - repair limitations?

    I feel that if they got it close, tolerance would take care of themselves. The two sections are typically jacked together with large axial forces and will tend to move as needed. I disagree with KootK's point number one about the force being mainly tension. The moment is transferred through...
  12. dauwerda

    Bolt capacity in hand-tightened condition

    Here is an article addressing the pin designation: https://steeltubeinstitute.org/resources/connecting-hollow-structural-section-members-bolts/ I would argue that while it is true in HSS (large air-gap in the grip of the bolt), it is not the same for a typical connection that is hand tight...
  13. dauwerda

    PLS-CADD and Memory

    Perhaps if those things are deactivated or hidden the program isn't pulling them into RAM. They are still part of the file, just aren't being accessed.
  14. dauwerda

    How is power sold directly between generator and remote user across different utility entities?

    I feel like this video from "Practical Engineering" is very relevant to this discussion (or maybe this thread was started as research for this video :)): Which Power Plant Does My Electricity Come From?
  15. dauwerda

    50 foot clear span steel beam in residential construction

    My house has a W12x45 spanning 27ft supporting a second floor bedroom and bathroom - While I wouldn't call it an issue, I have definitely felt it vibrate, if it were the living room/kitchen I would say it would be an issue. The plans for my house showed either the w12x45 beam (which is what was...
  16. dauwerda

    50 foot clear span steel beam in residential construction

    Semi trailers are allowed to be up to 53ft, so in general, anything below 53ft can be transported without any special (overlength) permits. Obviously that does not account for local conditions that phamENG brought up. We regularly ship steel up to 60ft in length but our preference is to keep it...
  17. dauwerda

    Concrete Aggregates: Crushed vs Natural(Rounded)

    You would probably get more traction in the general structural engineering forum - A lot more people frequent that one. You could put a post there with a link to this one or delete this one and start a new post. I have always been under the impression that crushed aggregate was superior to...
  18. dauwerda

    Wood Framing Methods -Hardware connectors, nails, screws

    Standard practice around here is to frame on ground (including most of the sheathing) and then stand up. No extra squaring is done other than relying on the sheathing and lining up with other framed walls. Hardware would then be added after that.
  19. dauwerda

    Wind force coefficient in open frame model

    I do the same as TLHS
  20. dauwerda

    Anchor bolt embedment close to edge

    Thanks jjl317, you are right, I totally missed the bottom edge callout in the picture. I believe it is large ignored because it won't have an effect, or at least not one that lowers the capacity of the anchor in tension or shear. A place it does have an effect is if your anchor is also expected...

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