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Recent content by nutte

  1. nutte

    A.P.V Shear Tab

    Approver Please Verify?
  2. nutte

    Derivation of Table 10-10a of AISC Manual (14th ed.)

    The eccentricity should be a/2, or 1.75". That makes C=11.6. Your 84 ksi bolt shear is wrong. You should be using 54 ksi (for A325 bolts, threads included in shear plane). That will give you 138 kips. Use a=3" and you'll get 139 kips. Note that these tables do not check weld shear. The...
  3. nutte

    h/t_w for Channels

    In the spreadsheet, the kdes values are the same as the kdet values. This seems odd. I would expect kdes to be less than kdet, like it is for wide flanges. I don't expect that channels are rolled to such a tight tolerance and consistency that the minimum and maximum expected values of k are...
  4. nutte

    Weld size, HSS to cap plate, AISC Design Guide 24 example 4.1

    On page 37, the ASD example says "Use Ta/(db+2b)", but the value used in the following box is Ta/g. I think that's where the typo is. The ASD example should say "Use Ta/g." Then on page 36, where they say to use the lesser of, it should read use the greater of. I don't know why AISC makes...
  5. nutte

    AISC SCM 14th ed., Table 10-1, All Bolted Double Angle Connections

    67.1 kips is the block shear value of the angles.
  6. nutte

    AISC Table 3-23

    TehMightyEngineer, what printing is your 13th edition? My 13th edition, 2nd printing, shows it incorrectly.
  7. nutte

    AISC Table 3-23

    If that's what the 15th edition says, it now has 2 errors. 0.5774*L is the correct value. Take the equation for Vx, solve it for x when V is zero, and you get L/sqrt 3. The error first showed up in the 13th edition manual. It was right in the manuals before that.
  8. nutte

    Minimum Bolt Spacing Code Compliance (AISC)

    Are you looking at the workable gage table for angles, then using a bolt that is too large to say "see, their own value doesn't comply"?
  9. nutte

    Shear Lag in Tension Plate

    I think using U=1-xbar/L is a reasonable approach, with xbar equal to half the plate width like you show. You could also check the plate for combined moment and tension, where the moment is the force times half the plate width. With any luck the two methods will yield about the same results...
  10. nutte

    AISC table J3.2 foot notes

    BAGW, correct, the 38" length applies to one side of your splice plate example.
  11. nutte

    AISC table J3.2 foot notes

    This Steel Quiz discusses the 38" limit and what an end-loaded connection is. https://www.aisc.org/globalassets/modern-steel/archives/2014/03/2014v03_quiz.pdf
  12. nutte

    AISC table J3.2 foot notes

    JAE, your example is incorrect. The 38" length applies to 'end-loaded" connections. In the example you describe, the load along the bolted connection is applied incrementally, along the depth of the beam web, and it leaves the angle and goes to the support incrementally, at each bolt row. An...
  13. nutte

    AISC Standard vs. Oversized Holes - Bearing Connections

    Nor Cal SE, the AISC Specification does not apply to either of the connections you describe. Good engineering judgment and sound connections must be provided, of course. The AISC provisions may indeed be well and good, but they would be recommendations, not requirements, for these cases. "Not...
  14. nutte

    AISC Standard vs. Oversized Holes - Bearing Connections

    AISC Specification section J3 deals with high-strength bolted connections between two steel members. It does not apply to connections between steel and post-installed or cast-in-place anchor rods. That's why AISC calls them anchor "rods" and not anchor "bolts." Table 14-2 doesn't violate the...
  15. nutte

    Single Plate Shear Connections

    SM3225 is looking for an AISC reference that deals with shear tabs with both shear and axial load. The connection engineer told him that AISC says you can neglect this axial load. Of course this is nonsense; SM3225 is asking for an AISC reference that states this. AISC's Seismic Design...
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