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Hi KootK, That is correct, I meant to say 15 ft for the torsional unbraced length of W18x35. That was just a model I sketched up to show you if I am getting this right, that's all. I really appreciate your help.

KootK, thanks for your response. I wish I had a specific case to give out but unfortunately I am just trying to create a case so torsional unbraced length will govern and it will need to check equation E4-10 and E4-12 in AISC 360-22. I've prepared a sketch to show you if I am getting this...

Hello everyone, I am trying to understand the difference between the torsional unbraced length and the flexural unbraced length for an I-beam in order to calculate 𝐹e(elastic buckling stress) using equations E4-10 and E4-12 in AISC 360-22. I would really appreciate it if someone could sketch...

Hello all, I have one quick question for you all and I 'd appreciate it if you could answer. I am looking at the latest edition of AISC which is the 15th Ed. and trying to calculate the shear strength of a Tee section using G3-1, pg 16.1-74. What is b? is it the whole height or the whole height...

Thank you very much all. Unfortunately I don't have AutoCad but I do have Microstation. HotRod10, Can you please tell me how to get those properties with Microstation? Thaks for the spreadsheets as well.

Hello all, I have about 5 aluminum sections that I need their section properties. I used Staad Section Wizard to get them but it is not giving everything correctly. I need a more decent software to calculate them. Does anyone have a suggestion? Thanks. Here are the sections I am talking about...

Hello all, I am currently checking a retractable roof system like in the attached photo and all members are aluminum sections. Do I have to check them with the Aluminum Code or AISC steel manual would also work? Thanks in advance. Here is a picture...

Hello all, I have a question about calculating the wind forces on three or four sided walls. When calculating the wind force on the walls, do we calculate the wind forces saperatly for each wall or calculate lets say wall 1 and apply the coeefficients of wall two and three to the force we found...

Hey guys, Need some advice on this. I have not used 1/3 increase when checking bolts, pins, etc. for extreme storm conditions. I am checking some pinned connection with male and female plates where they have used the 1/3 increase on all component checks. I would have thought 1/3 increase...

Canwesteng, Looking at shear for an angle section, I think clause 13.4.3 applies, would you agree? If yes what is the rational analysis?

What about 13.5b ??

canwesteng, I started working on the angle sections and currently checking the bending. You said there is nothing for bending of angles in the Canadian code, I am looking at section 13.8.3 Member strength and stability, don't you think this section would apply to bending?

Thank you very much for all the input. The steel is used for offshore structures.

Hello all, I'd like to get some opinions on this. If the flange thickness of a wide flange section is 1”, and you specify that the corrosion is 0.25”. Would you think that the flange is now 0.5” (Assuming corrosion on each side of flange is 0.25”), or 0.75” (Assuming corrosion on each side...

Awesome, thank you so much...

Thank you canwesteng, will keep in mind. I have one last questions about bending of a Tee section. If I have a class 1 or 2 tee section to check for bending and use Sy instead of Zy would that be wrong? If not wrong, would that be too conservative? (that last sentence in clause 13.6e "except...

Staad. Your responses make me understand the code better, I think the code could be written more clear. One other thing that I couldn't find on the code is that if you have a class 2 web and class 3 flange the whole section will be classified as class 3 section? This is how it works in Eurocode...

Jayrod, I really appreciate for your every response. The company I am working for purchased a structural analysis software and I am checking it out for validation. That is why I am asking all these questions about the Tee section, once I complete it, will get on the angle section.

Jayrod, In the code Cl 13.5a and 13.6e says T-sections shall not yield under service loads, what does this exactly mean? I am still not that clear if i should use Mp or My for class 1 Tee section for both cases stem in compression or tension.

Yes you are right, forgot the sq root