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  • Users: AggieYank
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  1. AggieYank

    Direct Analysis Method K=1 verus Euler Buckling Strength Equations-Consistent logic?

    I understand that Euler buckling load = the load at which a purely axially loaded column becomes unstable, meaning that any lateral load applied to the column would result in huge flexure and flexure deflection. Euler buckling equations use the “effective length” to define the buckling length...
  2. AggieYank

    Flagpole Steel Column - K=1 for all cases?

    Say a steel pipe has rigid (moment) base, and cantilevers up 10 feet. A 5 kip weight is vertically attached at the top. For all load cases, is K=1 as long as you use Direct Analysis Method to determine the forces? In other words: For "Dead load only", "Dead + Wind", etc: Because you are...
  3. AggieYank

    Plastic Modulus vs Elastic Modulus for Steel Design

    For beam design, the green ASD manual used the elastic section modulus S for steel design. The 13th AISC edition uses the plastic section modulus Z for steel design. So you're getting an extra strength capacity per the new code, which relies on the "outer" fibers yielding until the whole...
  4. AggieYank

    Shear tab transverse to an HSS beam? Stumped.

    Looking only at the local strength capacity (not bending, shear, or torsion of the overall pipe) of the wall of the 24” diameter pipe in the attached simple sketch, is the ½” wall thickness acceptable? Or alternatively, what are the local failure modes at the plate attachment point of the pipe...
  5. AggieYank

    Weld Question - Qualification vs. Testing

    Please offer your opinion on this. I have a situation that I need to resolve. Does the following seem right to you? As a general rule, welds are either pre-qualified or qualified by test to ensure that it is possible to achieve a solid weld using that specific joint configuration. If every...
  6. AggieYank

    API 5L Steel suitable for structural use?

    We are evaluating this API 5L PSL 2 Gr. 42 steel and whether we could use it in place of A500 Gr. B for pipes. A fabricator is telling use it is available and cheaper. We compared the fy, fu, weldability, and will compare the Charpy V toughness. So far, there are no issues with it. Also...
  7. AggieYank

    Insight into Steel that is "API 5L PSL 2" in place of A500 for Pipes?

    We are evaluating this API 5L PSL 2 Gr. 42 steel and whether we could use it in place of A500 Gr. B for pipes. A fabricator is telling use it is available and cheaper. We compared the fy, fu, weldability, and will compare the Charpy V toughness. So far, there are no issues with it. Also...
  8. AggieYank

    "K" factor for beam with fixed ends to horizontal pipes

    For a beam with moment connections to horizontal pipes (or tubes), would you use less than 1.0 for "K"? The way I see this working is to get a rotational stiffness based on torsion for the beams on each end and use that stiffness as my "G" for use in the C2 alignment chart (sidesway inhibited)...
  9. AggieYank

    Almost Embarrassing - Moment for Constant Curvature?

    How do you determine the moment for a shape that will be bent to a constant curvature. This would give it a constant moment along the length. As an example. I have a solid steel bar, and want to bend it in the field to a radius of 60 feet. (It shouldn't matter, but there will be a series of...
  10. AggieYank

    Do we ignore inelastic behavior of cold rolled beams?

    Example: We ask for a HSS 6x6 rolled to a radius of 25'. The fabrication shop takes a straight HSS 6x6 and jacks it by brute force at third points until the beam has a radius of 25'. To be bent to the radius, the beam yields and goes into inelastic behavior. When the beam is designed, we...
  11. AggieYank

    Base plate design ignores corners of base plate?

    The cantilever method for rigid base plate design per AISC seemingly ignores the areas of the base plate that aren't directly perpendicular to the column. In other words, there is no check for the corners of the steel base plates. I'm sure this is fine for a small base plate, but what about...
  12. AggieYank

    Tri-Chord Truss Connection Design

    The new AISC 13th edition has provisions for design of hss to hss connections and plate to hss chord connections in trusses in chapter K, but the connections are either “cross”, “y” or “k” connections, and are assumed to be in the same plane. Is there a reference out there, such as in AWS or...
  13. AggieYank

    Switch to Construction Industry - From Engineering?

    I’ve worked as a structural engineer (commercial building design, predominantly for architects) for the last 3+ years. Something I’ve been tossing around is working another year, taking the P.E., and then moving to the construction industry, probably as a field project manager. The semi-long...
  14. AggieYank

    How to specify Self Consolidating Concrete

    I've found a bit of literature about self consolidating concrete. I'd like to use it on several exposed columns, but can't find any really helpful information about specifying it. The closest I found was http://www.nrmca.org/aboutconcrete/cips/37p.pdf which is quite informative, but the...
  15. AggieYank

    Contractor calls about construction loading

    "We just want to verify we can use a scissor lift on your slab" How do you usually handle it when contractors call to make sure they can use a lift / forklift / other machine on your slab, either on grade or suspended? We have basically said yes in an extremely roundabout, no liability way...
  16. AggieYank

    In-Plane Tilt Wall Shear Reinforcing?

    I have a question regarding minimum in-plane shear reinforcement in tilt-up concrete walls. My reference here is ACI 318-03. >>My comments are denoted by (>>). For design of concrete walls, I refer to Chapter 14. 14.2.3: Walls Design for shear shall be in accordance with 11.10. >>So off we...
  17. AggieYank

    Column K Factor - Different per floor, self-check

    Column K factors: You have a column continuous from the foundation to the 3rd floor. Each floor is a diaphragm. Column is fixed at the foundation. Column is tied to 1st floor girders with pinned connections. Column is tied to 2nd floor girders with pinned connections. Column is tied to 3rd...
  18. AggieYank

    Designing Bridge Piers for Impact, Flood

    A current project involves a footbridge with piers ~15' out of the ground to the bridge itself. It is located so that it won't flood in case of a 100 yr flood. Some considerations: -Designing for impact of floating debree, tree, waves, differnet water levels, etc. -General weathering...
  19. AggieYank

    Bundling reinforcing vs. minimum spacing

    Is there a penalty in strength for using bundled bars to reinforce concrete beams as opposed to bars spaced out correctly? Other than longer minimum lap length for tension development, I can't seem to find anything. The basis for my question comes from site visits. Occasionally, in an 8"...
  20. AggieYank

    Residential vs. Commercial ?

    I currently work with a company that won't touch residential house design work unless it is in the millions, so I don't know much about the residential market (houses). I would guess residential work is more variable than the commercial market for structural engineers, but to what extent I...

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