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  • Users: ANE91
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  1. ANE91

    Drill the I beam in the center of the flange

    I haven’t seen anyone propose this approach: X-BT from Hilti can do what you need. A small pilot hole (not a through hole) is drilled partway into the flange. The fastener is driven into this pilot hole; it effectively welds itself into the base metal. Part of the fastener that extends above...
  2. ANE91

    Do you spec glu-lam beams in your drawings to resist uplift?

    The layup determines the GLB performance. Continuous GLBs have balanced layups. It makes sense; you want higher-grade wood on the top and bottom. Speccing it out is the way to go.
  3. ANE91

    Steel beam web infill with wood

    I don’t like this detail. Contractor seems to have a bunch of Simpson hangers laying around and no welder or PDFs. Wood has a tendency to shrink and check, and it can crack around fasteners. Best to use more smaller fasteners than fewer large ones. Also, the NDS is pretty clear in 3.8.2 about...
  4. ANE91

    Precast cantliver beam

    If your plan is to cast a topping slab to increase negative moment resistance, then you need longitudinal steel in the topping and you need shearheads at the interface. You might be better off embedding near-surface reinforcement, instead.
  5. ANE91

    Light Steel Framing Analysis

    What is the problem, exactly? Idealizing any of these as fixed will give you more problems when you start thinking about deformations. Treat it like wood: pin everything until you can’t.
  6. ANE91

    Roof Top Condensing Unit Fastening to Structure

    You need to stress to your stakeholders how wind works, fundamentally. Your calcs are for a dead-on wind, broadside onto the unit. You cannot predict when or how this happens. In real life, we have some that don’t tip over because the angle of incident wind is not 90 degrees. Further, wind...
  7. ANE91

    Construction vibrations

    The US Mining Industry published the premiere documents on vibration damage. All other studies since somehow either try to redefine damage thresholds (e.g., museums) or restate/reframe the conclusions of the mining publications to suit the interests of the publishing authority. The bottom line...
  8. ANE91

    A private client wishes to add load

    Thank you for the input. Bracing was the first thing I checked. Webs are braced out of the truss plane at mid-height. I also set the in-plane effective length as 80% of the web length, per the allowance in TPI.
  9. ANE91

    A private client wishes to add load

    A private client wishes to add load to their roof. Thus, I am analyzing their most critical monoslope wood truss in RISA3D. The span is 50 feet, and the slope is 1:12. The truss is in service. I documented my own measurements and other truss details for the analysis. Later, I procured the...
  10. ANE91

    Uniform Force Method — Bracing Connections to Column Base Plates

    Thank you for the suggestion. Negative e.b gets me closer to the "correct" H.b (negative) and H.c (positive). However, it also introduces wonky V results and a moment into the "beam" (baseplate). It also does not help me to understand the derivation of the Fig. 4-22 equations. My reading of UFM...
  11. ANE91

    Uniform Force Method — Bracing Connections to Column Base Plates

    Attached, thanks for considering. https://res.cloudinary.com/engineering-com/image/upload/v1723475544/tips/UFM_SpecialCaseIII_Algebra_rpj7tp.pdf
  12. ANE91

    Uniform Force Method — Bracing Connections to Column Base Plates

    I am having trouble deriving the equilibrium equations provided in Fig. 4-22 of AISC's Design Guide 29, entitled "Vertical Bracing Connections - Analysis and Design." Refer to Sections 4.2.4 and 4.3 for a discussion of the analysis procedure(s). Considering Example 5.12, I can only replicate...
  13. ANE91

    Verifying the governing building codes

    All, I have a repair project located in a smaller city of Alabama. The building is a single-story retail structure with wood stud walls and pre-fab'd wood roof trusses. About 200 square feet of roof area is in need of attention following a tree impact. Before diving into any calculations or...
  14. ANE91

    OWSJ needs strengthening, how do I model it without shop drawings?

    We tried to field-measure every section, today, but were missing several thicknesses and lengths due to access issues. We put the idea of building a model to bed. I ended up hand-calculating global shear and moment diagrams. I backed out axial chord forces from the maximum moment and joist...
  15. ANE91

    OWSJ needs strengthening, how do I model it without shop drawings?

    This is what I was afraid of. Thank you, I believe your answer (and the others like it) are the best I am going to get.
  16. ANE91

    OWSJ needs strengthening, how do I model it without shop drawings?

    First time poster We, a private consultant, performed a load survey for an owner on their large warehouse building. There were precipitating load events prompting our survey. In one area, we discovered that the 30K7 roof joists supported four new 6-inch SCH10 fire suppression lines. The lines...

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