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  1. Serhiy2

    Light Pole Seismic Design - Canada

    Good day. I need to design the foundation for a light pole. To get my foundation loads, I need to analyze the light pole for seismic. When analyzing for seismic, I'm wondering what part of the National Building Code of Canada, Part 4 would apply to this structure? I intend to use the Equivalent...
  2. Serhiy2

    Is there such a requirement as minimum length for groove welds?

    Good day. I'm designing a reinforcement for the existing open web steel joists and I'm wondering if there is such a requirement as the minimum weld length for the flare-bevel groove weld? I've always used 1.5" minimum and there is such a requirement for the fillet type weld but there is nothing...
  3. Serhiy2

    Capped Crane Runway Beam - Class of Built-Up Section / Compactness

    CDLD, thanks a lot - the screenshot from the magazine is exactly what information I was looking for.
  4. Serhiy2

    Capped Crane Runway Beam - Class of Built-Up Section / Compactness

    Thanks Canwest. My concern was that I might need to treat it as class 4.
  5. Serhiy2

    Capped Crane Runway Beam - Class of Built-Up Section / Compactness

    Good day, I'm designing a built-up crane runway beam built of the w-section and a c-channel welded onto the top flange. When checking the built-up member top flange elements for their class/compactness, I'm not sure what criteria to use for the part of the c-channel web located between the edge...
  6. Serhiy2

    Single Angle in Bending Unbraced Length

    Good day, I'm dealing with a situation where I have cantilevering single angle supporting a point load at the cantilever end. The angle is oriented in such a way that the toe of the angle pointing in the same direction as the point load and is in compression. The angle is anchored to concrete...
  7. Serhiy2

    Open Web Steel Joist - Top Chord Analysis

    Gents, thanks a lot for your help. JoshPlumSE, current risa version allows to input L torque and gives a pretty good breakdown on how the capacity of the cold-formed member is calculated. Too bad it only works for AISI standard but it doesn't do that when CSA S136 is used.
  8. Serhiy2

    Open Web Steel Joist - Top Chord Analysis

    I used Risa Section but it's not able to calculate Cw and shear center for this type of section and those are the two values which I'm missing in order to get Cr. Thanks for your input guys, we've decided to reinforce the chords. Also, when analyzing crimped tube webs, I'm analyzing them as...
  9. Serhiy2

    Torsional Restraint of Singly-Symmetrical Section in Compression

    Good day. I'm analyzing the top chord of the open web steel joist in compression. The top chord is cold-formed hat channel and mode of failure in compression is torsional buckling. This top chord is connected to metal roof deck and I'm trying to figure out what can be considered as adequate...
  10. Serhiy2

    Open Web Steel Joist - Top Chord Analysis

    Thanks for response KootK. Since you've analyzed these before, how did you estimate Cw (warping constant) for their hat channel chords? I tried using the formula given in AISI cold-formed manual for hat channels but that formula is for hat channels with 90 degree bents and with these joists it's...
  11. Serhiy2

    Open Web Steel Joist - Top Chord Analysis

    Good day. I'm analyzing the existing Open Web Steel Joist for new load. The existing joists are made by Omega Joists, Canada and are dated 1999. I'm trying to determine top chord capacity which is in the shape of hat channel and is 2.36mm thick. Using the approach given in steel and cold-formed...
  12. Serhiy2

    Using Metal Roof Diaphragm for Crane Lateral Loads

    There will be two additions to existing structure: one having the 10 ton crane and other having the 5 ton.
  13. Serhiy2

    Using Metal Roof Diaphragm for Crane Lateral Loads

    We typically use 1-1/2" 22 ga. (0.76mm) thick corrugated metal deck. Canam diaphragm design manual gives guidance on shear resistance calculations and, like I said, I can easily design the 22ga. deck with connections to carry my crane and wind loads while resulting in very minimal deflection.
  14. Serhiy2

    Using Metal Roof Diaphragm for Crane Lateral Loads

    Good day, I'm designing a crane supporting structure made of steel and realizing that it takes a heavy frame structure to be within the lateral deflection limits recommended by crane design manual. I tried using the metal deck as diaphragm and load and deflection wise everything works out fine...
  15. Serhiy2

    Column Base Moment Connection

    Thank you for all the feedback. Have a nice weekend!
  16. Serhiy2

    Column Base Moment Connection

    I will have it partially grouted and reinforced like every third core and bond beams one at the top and one mid-height I believe. Also, I won't be relying on wall bending in order to take crane lateral force so it should be fine regardless.
  17. Serhiy2

    Column Base Moment Connection

    My moments at column base are too high to be taken by moment connection because of column bracket is about 16" long so together with wheel load and p-delta analysis it adds up. The way I got 4kip lateral load is from CISC Crane Supporting Steel Structures design guide by taking 40% of the load...
  18. Serhiy2

    Column Base Moment Connection

    retired13, Thank you for all your input. I was trying to avoid connecting to firewall as it needs break-away connections. Also, there is office mezzanine/2nd floor on the other side of the wall and putting the lateral force in the wall might result in vibrations reaching the office structure. I...
  19. Serhiy2

    Column Base Moment Connection

    It's adding crane and firewall only. Lateral thrust is 4 kip total (2 per side). I have 3" between left column and firewall and 6" between right column and existing framing.
  20. Serhiy2

    Column Base Moment Connection

    Please let me know if any other info is needed to better understand the situation.

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