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Recent content by CDLD

  1. CDLD

    Fire-Resistance Rating of Floor Assemblies in Industrial Buildings

    On second thought, I wouldn't say the floors are for maintenance only. Really the floors are used to hold large equipment.
  2. CDLD

    Fire-Resistance Rating of Floor Assemblies in Industrial Buildings

    Pulp mills. The floors are generally for maintenance, sometimes there are offices.
  3. CDLD

    Fire-Resistance Rating of Floor Assemblies in Industrial Buildings

    For large area industrial buildings in NBC Class F, Div. 1, 2 or 3, the required fire-resistance rating for floor assemblies is generally 2 hours. Many of our competitors and the industry in general seem to neglect this requirement, as typical floor assemblies consist of an 8"-12" slab sitting...
  4. CDLD

    Use of ties & vertical rebar reinforcement to help with Concrete breakout strength of shear lug

    As an alternative to a strut and tie model, you can count on the ties as anchor reinforcement if they are developed on both sides of the breakout cone: I wouldn't count on any ties beyond the first three layers. Also, as a rule of thumb I would only count 50% of the ties as effective given...
  5. CDLD

    Use of ties & vertical rebar reinforcement to help with Concrete breakout strength of shear lug

    Oengineer, supplementary reinforcement will help your breakout capacity by a couple %. You should look into anchor reinforcement rather than supplementary reinforcement.
  6. CDLD

    Transfer Force Question

    Yes there are column moments, which was included in the frame design. Are the column moments really relevant to the question regarding transfer forces?
  7. CDLD

    Transfer Force Question

    I’ve shown additional loads on the outside of the frame ( which are girt reactions from the wind loads), maybe this wasn’t clear. The total applied load is 96kN at roof level and 178 kN at the first storey. There is 48 kN diaphragm and then 24kN X 2 wind loads from the girts at the roof...
  8. CDLD

    Transfer Force Question

    I've been trying to figure out the transfer forces in this braced bay of a 2 level & 2 bay building. Does this make sense?
  9. CDLD

    Odd Vertical Bracing

    Nick another option you have is to rotate the W strut 90 degrees. - This provides ample stiffness for mode 1 - No need to check mode 2
  10. CDLD

    Odd Vertical Bracing

    I didn't calculate the rotation angle theta. I calculated the lateral deflection of the flange by using a 1 kip load and moment of Inertia equal to Iy/2 (moment of inertia of the flange). In fact, I didn't calculate anything, these were arbitrary numbers to illustrate the steps. If you want...
  11. CDLD

    Odd Vertical Bracing

    Yeah you may be right. As for the calculations being brief, I left a lot of them out and mostly just outlined the steps. For example, calculating the largest unbraced length of the brace and web/stiffener assembly. I checked the torsional stiffness by analyzing the flanges independently (a...
  12. CDLD

    Odd Vertical Bracing

    As an aside to Nick's sketch, I think this is a better representation of mode 1:
  13. CDLD

    Odd Vertical Bracing

    While, I agree that this mode isn't directly accounted for in codes, I feel that it is fundamentally the same sort of check as mode 1. If you can provide the enough lateral stiffness to the top and bottom flanges to within code acceptable levels you are OK. You can apply fictional loads in...
  14. CDLD

    Odd Vertical Bracing

    I think there may an error in calcs above...
  15. CDLD

    Odd Vertical Bracing

    One thing to keep in mind is that using a shorter Lbr will yield more conservative results. You are permitted to use an effective Lbr that provides the required compression strength (this is useful when the utilization ratio in your vertical brace is low). I think my calcs below would be a...
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