This is interesting as I was looking into this recently!
I have some assorted thoughts about the subject so here we go:
The provisions that OP alludes to are the image below, for the given indata (loaded area 0,2m*0,2m and 0,2m perpendicular wall below supporting) the compressive stress can be...
Yes, now that I "know better" that the beams should be somewhat unloaded before strengthening them the problem has boiled down to how to unload them prior to strengthening.
Thanks for the inspirational images! It looks very neat and is somewhat to the point I am thinking
I guess the...
About 10 beams
There is some ventilation and electrical "trays" /"ladders" close below some of the lower flanges. But regardless of methods these will need to be moved -(temporarily at least) to access and reinforce from below. I'll have to check with the client, but with that said, maybe 0,5m...
Thanks for the suggestion!
It seems like a smart thing to do, but I am not sure how you mean, could you post an image or link that explains it more? It would be greatly appreciated!
My guess is that you mean something like the suggestion that I posted further up in the thread, but instead of...
Post tensining sounds like a good option in theory but as you say it is more complex to verify, among other issures relaxsation of the tension rod, load application points, ensuring that there is space for a jack that can tension the rods. Adding more steel is simpler in terms of calculating it...
Both of them effect the stiffness (second moment of inertia) since the the formula is I = bh^3/12+A*e^2 adding more material at the bottom flange will add material far from the geometrical centroid.
Prestressing cables have a yield strength of about 1500MPa, and i could just use more to achieve...
I am controlling the capacity of some existing beams in a structure for new loads. The beams are welded I sections, ~13m long, simply supported and it looks as if they will need reinforcing.
Some restrictions, limitations and other info
New columns cannot be added to reduce the span length...
Okay thanks for the input! That is how i was planning to use it since I dont find anything else. It is annoying that EC is not more explicit in some aspects, such as this..
Regarding the openings, I assume you are referring to this section in EC1991-1-4 7.2.9:
(3) Where an external opening...
Yes if there is a risk of accidental load (ex. forklift driving into it) that should be accounted for.
Regarding the interior windload, I am somewhat unsure if it only affects the "outer shell" of the main building or if it can be assumed to affect all of the interior surfaces, such as the...
The 5psf=0.2394013 kPa (according to google) is close to the interior windload (7.2.9 (6) NOTE 2 -> cpi=0.3 multiplied by the exterior wind preasure qp(z)=~1.0kN/m2, 1.0*0.3 = 0.3kN/m^2) which I thought about using on the surfaces, so that seems like a good approximation.
There are no seismic loads where i am located. Using a fraction of the dead+live load is an option, but it feels abit arbitrary, but is ofc an option.
Engineering judgement should always be used to judge if something is reasonable or not. But the question is regarding code compliant lateral load...
Hi,
(Eurocode applies where i work)
Say i have a large building (large industrial building) and within it a smaller structure shall be built. How is the lateral load calculated for a structure within a building?
There is ofcourse the unintended inclination that will affect the new smaller...
Stellar replies!
Didn't think I got any because the email notifications ended up in the junk mail folder -.-
EireChch
The horizontal force I have is about 50kN,whilst the (vertical) dead load is 5MN and the footings will be cast in holes in the rock so sliding should not be an issue according...
Hi,
I hope my first post ends up in the correct forum, I tried to search for relevant post to this subject.
(I am located in Europe so Eurocode applies for this)
I have been tasked with the design of the foundation for a structure. It will be braced against horizontal load by fixed concrete...
