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  1. Nick6781

    What is considered Supplementary Reinforcement for anchorage design in reinforced concrete pedestal

    Are you talking about anchor reinforcement or supplementary reinforcement? Supplementary reinforcement should generally look like the layout of anchor reinforcement, but they do not need to be developed.
  2. Nick6781

    Beam Reinforcement Calculation

    I'm back. Good discussions so far. In the flange, the direction of the shear flow lies in a horizontal plane. I'm supporting human909's argument with the diagram below: Regarding the textbook explanations: In my beam, the horizontal stress induced by the differential moment in the...
  3. Nick6781

    bARN WALL GIRT DEFLECTION

    I'd recommend deferring to the architect or owner. The architectural specifications I've reviewed mention L/80 to L/120.
  4. Nick6781

    Beam Reinforcement Calculation

    For the sake of discussion, the first diagram shows a uniformly loaded beam cut in the middle (shear=0 at midspan). We understand that shear flow is contributed by differential moment along a given beam length. Draw a FBD of the side plate and just look at the horizontal forces, the horizontal...
  5. Nick6781

    Beam Reinforcement Calculation

    I agree. This is what I was thinking. It's similar to the flitch beam situation, except that the plates do not have their own end supports.
  6. Nick6781

    Beam Reinforcement Calculation

    Let's say I need to use a web plate instead of a flange cover plate (I know...) to reinforce a beam. How do I calculate the required weld to ensure the section acts compositely? The shear flow equation gives the shear along a horizontal plane, but in this case, the faying surface is vertical. I...
  7. Nick6781

    Transfer Force Question

    The column of this type of frame typically bends in double curvature, you should also check the shear force & moment within the column.
  8. Nick6781

    Odd Vertical Bracing

    Thanks! This is very helpful. What software is this? For buckling analysis, is the eigenvalue essentially the critical load factor (or a kind of safety factor)? In other words, for the system to fail in Mode 1, the load would need to be 5.16 times the applied axial load—correct?
  9. Nick6781

    Eccentric Pad Footing with Tie Bars?

    You can justify using a uniform bearing pressure if the slab is engaged to tie the footing. The dowel will act as a shear-friction bar to transfer the load. My diagram shows the balanced horizontal force at the bottom of the footing, though there may be horizontal pressure distributed along the...
  10. Nick6781

    Odd Vertical Bracing

    Nice discussions. Question for CDLD, did you use TL/2GJ to calculate the rotational angle theta? Also, I think I'll need to ask for double angles for the beam's ends to increase the torsional stiffness of the connections.
  11. Nick6781

    Odd Vertical Bracing

    Let's discuss CDLD's calculations. Please see below and let me know if I’ve understood your position correctly. Mode 2 can be influenced by the weak links at the gusset connections above and below. It's also likely that these gussets will not align perfectly, which would introduce real...
  12. Nick6781

    Odd Vertical Bracing

    Thanks, everyone, for your input. I'm not usually one for unconventional ideas—at least not when it comes to engineering—but the reason I'm proposing this is due to the stair access layout. It's something like this: The alternative scheme (shown in blue) is another option, but it doesn't...
  13. Nick6781

    Odd Vertical Bracing

    It's an open structure. The section shown is the central stair tower, with platforms connecting to the top level of the tower. There are no intermediate diaphragms, as most of the load originates at the top level and can be transferred directly to the vertical framing through the diaphragm...
  14. Nick6781

    IEBC Allowable 5% Gravity Increase on Total Load or Load Type?

    Note that it's the effect of the load. Think in axial, shear, moment, and overturning, etc.
  15. Nick6781

    Odd Vertical Bracing

    The vertical bracing layout should follow the configuration shown in the snippet below. Since the compression force is continuous through the bracing members, gusset plates, and beam webs, I believe I need to verify whether the weak-axis stiffness of the beam is sufficient to brace the bracing...
  16. Nick6781

    Do you guys defer steel connections? Should it be on the contact?

    From the economies of scale standpoint, specialization is the way to go. I personally would like to defer connection design as much as possible.
  17. Nick6781

    Crazy cantilevered steel deck

    Looks good
  18. Nick6781

    Punching Shear Question

    In the second case, the moment is unbalanced; however, the sum of moments about point O — M1+M2+V1⋅L+V2⋅L— is zero, as point O is a hinge. This can be demonstrated using a 2D beam model. Basically, my argument is that no unbalanced moment needs to be transferred through the slab-column joint if...
  19. Nick6781

    Punching Shear Question

    Need someone to validate my thoughts. The diagrams on the left show a continuous slab with an idealized fixed joint at the interior column. The unbalanced moment Mu in the slab will be transferred to the top of the column. According to ACI 318-11 Section 11.11.7.1 (Transfer of Moment in...
  20. Nick6781

    ACI 318-19 Section 15.3.3.2 column vert bar hooks

    I asked about something similar before: https://www.eng-tips.com/threads/retaining-wall-base-crack-pattern.519265/

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