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Hi everyone, I'm being asked to look for a US or european standard for welding 2 rebars as you can see in this video: Link The method is called Gas Pressure Welding and in some cases they use another one called Flash Welding. In my case I need a method suitable for site works. In the same...

Try Von-mises or tresca criteria.

For HSS sections you start having issues with LTB something around L=30m and high L/H ratios.I believe that I readed it on the AISC comments.

Stiffners dont help for the stability of a beam (LTB). It's a common misconception. For flexural stability read the theory behind LTB and it's pretty clear. For torsion, the shear stress due to torsion is not travelling around the section in all the length of the beam but maybe it's helping a...

Under seismic loads, this system act as an excentric braced beam, with a plastification zone between the braces. In a I beam, you will have a plastic hinge there that will dissipate energy trough rotation. I don't know how much rotation you will have in that system because you will need to have...

I had the chance to work in a 1888 steel riveted project in France (I let you guess which one). We took some bars with rivets and we tested them in order to have an idea of the shear resistance (with very different results for each one!)

Hello, maybe this can help. In some cases when you take into account imperfections, the 2% rule may not be enough. This is from Stability of steel beams and columns - SCI. https://res.cloudinary.com/engineering-com/image/upload/v1475051954/tips/Screen_Shot_09-28-16_at_10.35_AM_evites.bmp...

Timoshenko or yield analysis. http://wsmurti.lecture.ub.ac.id/files/2012/10/Perencanaan-Praktis-Garis-Leleh1.pdf

@WARose Yeah you are right, but I'm not sure which one to use. The diagrams on the top say "plastic plateau". Also the 4 diagrams come both from the steel plate eurocode. Maybe this could be helpful: https://www.youtube.com/watch?v=mcG0GmUa9KY

@WARose It depends of the units you are using for stress. Normally you should use E=210000 or E=200000 MPa if you are using fy in MPa. I made a mistake on my previous post. It should be atan(E/10000).

@rb1957 it can happen for not very slender columns. That's why in the AISC or Eurocode the buckling curve only start following the Bleich or Euler shape after a certain value of slenderness.

Try EN 1993-1-5 . Annex C. Paragraph c.6 the angles of the curve are: atan(E) and atan (E/10000).

Well, I talked to 2 fire design experts and I learned 2 things: - It's unsafe to calculate the resistance of the column under fire by ignoring the concrete. Because the loads under fire are less important, I though than maybe I could check for steel only, but it's an unsafe approach because of...

I really like "Steel Structures Design and behavior" by Charles G. Salmon

Hello, I have a composite column CHS900x40 that needs to be protected for 2 hours. The calculation method exposed on Eurocode is not applicable for columns with D>400mm. The solution proposed by the EC is either protect the steel for T=350°C or do a thermal calculation (fancy software). I've...

Hi, can you explain a little more? Can you attach an elevation?

@rummann17 When you say that you allow movement "through slotted holes in base plate" does it means that you will have a surface of vertical contact? If it is the case you should account to the friction force resisting the movement given by the friction-factor*normal force.

Hi. Are you counting only in the available space do design your expansion joint? Did you consider the effect of the vertical load?

Hi, the 26.6° of the Eurocode is the maximum inclination of the tie and strut model to compute shear. You can take another angle if you want but it will impact the tie and strut model equilibrum.

Hi everyone, Does anyone used a VWTT to asses preliminary Wind loads for a complex building? I know there is Flow Design from Autodesk and HyperWorks from Altair but I've only used the first but i'm not very sure about the results. Thanks, David