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...
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
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,
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...
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...
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...
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...
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...
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...
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...
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...
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...
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...
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...
