Disproportionate section results and recommendation request

M

mehmetba

New Member
Hello there; I'm going to ask a few questions about the cattle house I'm trying to design and ask for advice. 1- In the project I added below, while the middle beams need to be forced more than the side beams, the middle beams save, while the pmm ratio is 120-odd for the side beams, what exactly is the problem? Something is wrong or I have a mistake. The idecad file is also attached.
21dpqu0.png
 
2- I would appreciate if anyone has a more economical design proposal for the structure I designed in the example file attached below. Snow load axle spacings etc. have been added. In the 3rd degree earthquake zone, the coating weight is 6 kg/m2, the snow load is 75 kg/m2.
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Hello there; First you need to organize your purlin and cross modeling. In the attached project, you created your purlins as a group purlin and the divide command was used at all intersections. If you examine the steel tutorials, it will be useful about modeling. It is normal to see high rates in lovers because you enter the lovers in one piece. **
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Be sure to review the training in the link. You should use the stability beams in the earthquake code examples so that the proportions of your main steel beams can be sufficient. Good work.
 
Were you able to review the file I gave in my first message? What causes disproportionate results? I examined the example in the link you gave, aren't the beams already divided in terms of slenderness at the ridge point? Wouldn't it be more logical to put the stability beams in the middle instead of close to the ridge? Finally, if I'm not mistaken, the braces serve to reduce the slenderness of the stability beams.
 
Hello there; The sample project in the webinar in the link is suitable for the ridge region. In your project, it may be more appropriate to have 2 groups as the ridge and the middle point. As an engineer, you are the person who will examine and decide. The training contains only general advice on what to do in these types of problems. Your last project has been reviewed as we estimate it to be your final project. As seen in your first project, your purlin's internal force results are inaccurate as a result of a modeling error. Your purlins do not touch your inner beams and cannot form a nodal point. Good work.
 
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