Tek-Tips is the largest IT community on the Internet today!

Members share and learn making Tek-Tips Forums the best source of peer-reviewed technical information on the Internet!

Register Log in
  • Congratulations JAE on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Search results for query: *

  • Users: Nick6781
  • Content: Threads
  • Order by date
  1. 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...
  2. 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...
  3. Nick6781

    Concrete Span Definition for Shear

    The old ACI 318-11 section 8.9 clearly defined the span length of concrete beams/slabs for determination of moment: I believe the newer versions do not have this definition anymore. However, my question is related to shear. We know that if a concentrated load occurs between the face of the...
  4. Nick6781

    Truss Question - Sanity Check

    I'm designing something similar to the sketch below. Under lateral load, the floor framing behaves like a truss, and I observe a significant amount of axial force in the chord members due to wind in the Y direction. However, the chord is interrupted by interior columns, so it's not a...
  5. Nick6781

    Beam Stability Bracing

    For beam torsional bracing per Appendix 6 (6.3.2a) of the AISC manual, how do I calculate the provided torsional stiffness if I want to use a double angle connection? The language in the code and an AISC design example seem to imply that only a full depth stiffener would help the torsional...
  6. Nick6781

    Non-building Structure Supported by Other Structures

    Hi Everyone, I’m currently evaluating an existing concrete roof due to modifications made to the roof’s mechanical supporting structure. I’ve outlined my thought process and questions in the sketch below. Feel free to share any comments or suggestions. Any help would be greatly appreciated. I
  7. Nick6781

    Questions on AISC Manual Part 7 & Part 10

    Per Table 7-1, a ¾” diameter A325 bolt has a shear capacity of φ * rₙ = 17.9 k when the threads are included in the shear plane. Page 10-89 indicates that bolt shear must be checked with the assumed eccentricity shown in Table 10-9, where e is determined to be a/2 for a 2-bolt connection. Page...
  8. Nick6781

    ACI Requirements for Bottom Bar Splice Location

    Hi everyone, Can you please advise on the following questions? 1. Per ACI 318-11, Section 12.15, the use of Class A splices is intended to encourage splicing locations away from areas of high tensile stress. Does this imply that Class B tension splices can be used anywhere, since they are...
  9. Nick6781

    Flood Load Combinations for Flood Walls

    I'm designing a solid concrete flood wall. I've looked through FEMA P-55 but still have questions on how to combine different flood load cases. For one case, I think I need to combine hydrostatic + hydrodynamic + impact. But how should I combine the loads when there is breaking wave? The...
  10. Nick6781

    AISC DG29 Question

    Referring to Appendix B of the guide, why is the normal force Ne=T+4M/L? M produces a force couple and the forces are not in the same direction. Need help understanding this.
  11. Nick6781

    Effective Length Factor for a Roof Column without Beam

    I have a situation where the roof column has no beam frames into it. The tip of the column is connected to diagonal bracing though. What k factor should I use? I'm thinking of using the horizontal stiffness of the bracing as a beam and calculating G. Does this make sense?
  12. Nick6781

    Force from nonstructural component - how far does it go?

    Per the first sentence of ASCE7-10 ch.13 - " This chapter established minimum design criteria for nonstructural components that are permanently attached to structures and for their supports and attachments. " For illustration purposes, let's say we have a one-story steel-braced building with a...
  13. Nick6781

    Retaining Wall Base Crack Pattern

    Hi Everyone, I have some questions regarding this previous discussion: https://www.eng-tips.com/viewthread.cfm?qid=401855. Navigating the various references in the post, I tried to understand the crack pattern at the intersection between the retaining wall and the footing. Using plane stress...

Part and Inventory Search

Back
Top