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  1. HS_PA_PE

    Crazy cantilevered steel deck

    Please note that he specifically said, twice, that his "frame" is 150 lb. I too disregard my gut weight for live self induced dynamic deflection testing.
  2. HS_PA_PE

    ASCE 7-16 15.4.4 - Approximating Seismic Period

    That seems like a significant difference. Would you be able to post your calculation? One of the nice features of this method is that it can give very accurate results, as @JoshPlumSE pointed out, even when the shape function is not very exact.
  3. HS_PA_PE

    ASCE 7-16 15.4.4 - Approximating Seismic Period

    The 'i' represents the vertical level, or "story". For the force at each level, use the corresponding displacement at that level. This approximation uses the Rayleigh method, which you can look into if you are trying to get a better idea of how to apply it. I hope that helps a bit
  4. HS_PA_PE

    Simple yield line question

    Okay, I see. I believe that the ratio of the reinforcement amounts in each direction would result in some ideal selection of the yield line pattern, with a steeper angle than the 45 deg., as you suggest. But as the length of the diagonal line projections continues to reduce, the angle of...
  5. HS_PA_PE

    Simple yield line question

    What is the geometry of the loading you're considering on the plate?
  6. HS_PA_PE

    CANTILEVER STEEL BEAM TO CONCRETE WALL

    Are you allowed to use knee braces to support from below, or diagonal cables going up above?
  7. HS_PA_PE

    Timber Purlin - Biaxial Bending?

    I don't know what I was thinking yesterday. As others have pointed out, under just the gravity load, even with the inclined interface, the load to the purlin is only vertical - thus bending about the strong axis only. However, under wind load, now you have bi-axial bending.
  8. HS_PA_PE

    Timber Purlin - Biaxial Bending?

    I see what you're saying, but when I read it, it sounds like they are just giving the case of the rotated purlin as one example of "many" possible cases where the member is loaded obliquely. But I'm just looking at the section you provided.
  9. HS_PA_PE

    Timber Purlin - Biaxial Bending?

    I don't think so. Considering the free body diagrams, it would be like a mass on an inclined plane. The reaction is normal to the plane of the interface, which results in loading about the strong and weak axis. That's my take.
  10. HS_PA_PE

    Options for attaching checker floor plate to HSS beams

    Just a thought, you could explore plug welding the decking from above to the HSS. If that could be made to work, the seams wouldn't have to land on the beams, as is the case for the fillet welding solution suggested by @HTURKAK above.
  11. HS_PA_PE

    Slip critical connection parallel to slot with filler material

    Regarding the "non-compressibility", my thought would be achieving the bolt tensioning values/ clamping force, while maintaining dimensions, would be complicated by including a ply with low compressive stiffness.
  12. HS_PA_PE

    Whitmore Width Definition on a Single Bolt Row Detail

    KootK, regarding your point 2), in many cases wouldn't the section just beyond the end of the bolt pattern would have the greatest concentration of stress (minimal spread and no longer strengthened by the connected member)? I suppose there could be cases with strange geometry that would violate...
  13. HS_PA_PE

    Whitmore Width Definition on a Single Bolt Row Detail

    I'd dig into some of the AISC journals. I believe Prof. Bo Dowswell at UAB has written some papers on applying the Whitmore section in different scenarios, so that might be someone to ask. I would consider taking the width to be that of the bolt row, but that wouldn't be very economical.
  14. HS_PA_PE

    What resonant frequency is sufficient?

    Structural is a different branch of engineering. Maybe consider getting someone who knows structural design to design the structure... have you considered seismic loads?
  15. HS_PA_PE

    Max Principal Stress vs Von Mises failure Criteria

    Could the reviewer have meant "max shear stress theory" (Tresca stress)? Tresca is always more conservative than Von Mises. Here's a rough diagram showing the different theories.
  16. HS_PA_PE

    Load Path of Frames w/Braces at Every Other Story

    Your assumption is correct, that in the first case the columns are taking shear and bending. Consider the node on the right of the third story: it has no means of reacting the horizontal load imparted by the beam except by shear in the column. That's likely why the method of sections isn't...
  17. HS_PA_PE

    Cantilever Beam with Flange to Flange Bolt & Weld + FEA

    Apologies for the delayed reply. 1.) "Figured as much, I should design each to handle 100% load then?" Yes I think so, and that seems to be what others in the thread are suggesting. 2.) "How does the load path get more complicated with the gussets? I figured it was creating a smoother path for...
  18. HS_PA_PE

    Cantilever Beam with Flange to Flange Bolt & Weld + FEA

    Just some quick thoughts: 1.) accounting for combined strength of weld and bolts is difficult- figuring how much stress goes where/strain compatibility. In the AISC 360-2015 spec, it's not allowed except in the design of shear connections on a common faying surface with strain compatibility...
  19. HS_PA_PE

    Nice Structural 3D sketches and plan views

    Celt83 Thanks for the recommendation, I'll definitely give it a try.
  20. HS_PA_PE

    Nice Structural 3D sketches and plan views

    Sosipater, it's working pretty well. I've just started using this setup so it's taking some time to get used to the drawing tablet, but I'm finding it faster than scanning in sketches on paper. Also being able to type notes on the side of the sketch is nice. I'm sure there's better software out...

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