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  1. CottageGuy

    NF Material "Intervening Element"

    Hey Folks, I am replacing a Piping Component that is Class 1, and therefore the support of that component must meet NF. Can someone please clarify if the support must satisfy NF right to the building structure? The component is currently supported on a pipe rack (of unknown material). I am...
  2. CottageGuy

    Q-Deck Capacities

    Depth is just deck. Thanks anyway... CG
  3. CottageGuy

    Q-Deck Capacities

    Jed, I don't have a manufacturer. Essentially, the client has pointed at the deck and asked if it works for the new loads!! If you don't have data for decks as large as 10" then I will try a few manufacturers directly. Thanks for your help. CG
  4. CottageGuy

    Q-Deck Capacities

    Jed, What are ICBO reports? I'm looking for design tables, similar to what VicWest produces. Span versus loading. My span is about 30', with a loading about 100psf (or more). I haven't looked specifically at the loads, because I was looking for tables first. The deck is 10" deep. Thanks,
  5. CottageGuy

    Q-Deck Capacities

    Does anyone have any information on the capacities of Q-Deck?? I am trying to analyze an existing Q-Deck roof for new loads, but I do not have the original drawings. I know the dimensions of the deck, and can assume the minimum thickness (for starters), but I don't know the yield stress. It's...
  6. CottageGuy

    Canadian Earthquake Design

    If you are talking about one story buildings, using steel braced frames, I presume that the structure is also steel. If this is so, would wind not govern your design?? Therefore you don't have the concern for the plates to "stretch" after the first cycle. (This is also the first that...
  7. CottageGuy

    Concrete repairs in "tight" quarters

    Mike, That's what I was suggesting. The two ends could likely be repaired from the sides, then you'd have a middle section to repair that is about 2' or 2'6". You'd have to chip a fair amount of good concrete to get back through to the bad stuff though. I don't think that this would work...
  8. CottageGuy

    Concrete repairs in "tight" quarters

    Mike, I gather that the deterioration is only on the backside of the columns (ie. not right through the 8") The areas could be fully shored and the columns removed entirely (together), then replaced - but this is very similar to the solution that you don't want to use. Could you remove...
  9. CottageGuy

    lateral resistance in exterior wall

    Jodster, Could the installation of the new windows not be done easily in conjunction with providing additional bracing of at the top the wall. I do not recommend performing any work without the design of an engineer, but one idea might be to provide lateral bracing from the bottom of the...
  10. CottageGuy

    Extensions to small buildings

    Snatch, My thought is that the footing should be kept independant of each other. Presumibly the existing building has been in place for some time, so the building has had time to settle. The soil under the new portion of the building has not been subjected to loading, so when the new portion...
  11. CottageGuy

    Torsion in Wide Flange Beams

    Thanks to all. Your comments are useful and interesting. I agree with you all and have "convinced" the others to go with a tube section. I normally go with closed sections when torsion is involved, as butelja stated. Our new beam is similar to an existing condition, and we were...
  12. CottageGuy

    Torsion in Wide Flange Beams

    Thanks for all your help. I will look up those references and read them myself. To you last comment Austim. I also have buried the thought of torsion on wide flange beams (although not for so long). As soon as a hear "torsion" I avoid wide flanges. Though it's a must in this...
  13. CottageGuy

    Torsion in Wide Flange Beams

    I seamed to have hit my head on a wall and can't think straight. I'm having difficulty calculating the torsional stresses in a wide flange cantilever beam. There's simply a torque at the free end of the beam. Using the polar moment of inertia, J (Ix+Iy), NOT the Torsional Constant (J), which...
  14. CottageGuy

    Comparing Concrete Codes

    Alshaiji, The minimum reinforcement for a concrete column in Canada is also 1.0%. This is a requirement of CSA 23.3 (clause 10.9.1). However, this lower limit can be reduced to 0.5% "provided that the axial and moment resistances are multiplied by the ratio pt/0.01." (ie. if the...
  15. CottageGuy

    Concrete slab and truck load during construction

    JHeidt, As a designer, I completely agree. Pumps, conveyors and buggies will all work for offloading. But thinking as a contractor, I just want to get the concrete out of the truck as quickly and easily as possible. The closer they can get to the pour or crane the quicker (and cheaper) the...
  16. CottageGuy

    Beam web opening

    vbridge, I wouldn't cut ANY holes in a light 10" steel beam.
  17. CottageGuy

    Concrete slab and truck load during construction

    This is something that I would be very concerned with. Yes it can be done, but keep in mind, once you give a contractor an inch they'll take a mile (no offense to anyone - I know that they just want to get the job done too). The slab was initially designed to span say 6 meters. Now when you...
  18. CottageGuy

    greased tendons

    Steelman, I don't have experience with prestressing, but with post-tension construction (in North America) the tendons can either be greased (more common), or grouted (less common). With a greased system, the grease allows for easier installation and replacement, the tendon can be pulled out...
  19. CottageGuy

    Working as a Civil Engineer in Toronto

    Mohammad, I have spent the last five plus years as a structural designer in Toronto. There are numerous construction projects underway in both concrete and steel. The concrete buildings tend to be the condominium and office buildings that are going up in and around the city. Steel framed...
  20. CottageGuy

    overhead epoxy application

    The use of epoxy to dowel rebar is quite common practice, you just have to ensure that the application is okay for the enviroment. I agree with Taro that epoxies lose considerable (all) strength under extreme heat (ie fires), so alternate methods of fire protection must be provided. Contact...

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