Steel Industry Structure

[cveng]

I'm trying to learn the İdecad Steel version. As an example, I cannot fix the errors in my project that I modeled. -The pmm ratios of the columns are very large. How can I lower it? How can more economical sections than the sections I use be used in these openings? -Lovers are not passed with upn profile. While modeling the lovers, I defined the tension and defined the cross. When I select UPN, pmm rates are very high. Is there a point I missed? -Is the amount of live load I defined on the composite slab correct? In some of the main beams that I have defined at +12 meters elevation, pmm ratios do not save. How can I solve it? -Can a stability beam be defined to the ridge part on the roof? How ? And also, if you tell me the deficiencies and mistakes you see in the project, I would be pleased. Thank you.

 

[nurgulkaya]

Hello there;

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a total of 5 There are trainings on the steel program in the section, you should definitely watch it and at the same time apply it in the program. - The ductility level is high and you use R=8. Earthquake regulations allow you to use normal ductility level and R=5 in such structures. - As you will see in the videos, you can use lower sections if you divide the lovers from all intersections and exclude them from the analysis. - Modeling of stability beams is also available in the video above. - Since your spans are around 15 m, you may experience the inadequacy of purlins or beams. If there is a problem due to deflection, you will have no solution other than increasing the section. Changing your carrier system can enable you to model more economically. Good work.