K coefficient and Hac column modeling

C

civil34

New Member
Good day, I am an ide steel user. In the model I made, the K coefficient of the columns is calculated incorrectly, user-defined entry is required, what could be the reason? It does not save deflection in consoles, it checks according to L/300 while it should calculate according to L/150, do we have a chance to change it? I couldn't make a pilgrimage colon, I made two different columns and placed them from the same point, but it didn't save, can we make a fake colon? I entered the columns as a single element at the height of the building, is it better to divide them in floors or is this one size? How are wind loads affected? Does it automatically pick up when we define the wall? I ask for your interest and comments.
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Hello there; Your K and L coefficients are because you model the cross columns from two different sections in the program. Your cross section for the program is not a composite section. For this reason, the stiffness of the elements connected to the column in the major and minor directions is not as you calculated. **In the program, you need to select Structure Tree - Sections - Add new section - Compound - Combined I with the right button. In the window that opens, you can define the desired cutting section by choosing a method. In the current version of the program, unfortunately, cross-shaped columns cannot be made. ** Select beam for cantilever beam deflection limits. Enter the properties, there is deflection limit in the design section, you can make changes here. There is a 10-storey building project in the Çelik Proje pool, which is quite similar to your project, I recommend you to review it. You can produce solutions with rolled profiles without the need for cross columns, in this way, you can make a more economical design in terms of the field.
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**Covering wind loads in accordance with TS 498 in the program calculated as the distributed load. In order for the wind loads to affect the system, you must define a coating on your exterior. **You should divide your columns from a suitable place so that they do not overlap with other elements in the building, not on every floor, and you should create a connection with additional joints. Steel profiles are produced 12 m, but you should make a design considering the crane capacity to lift the elements in the field. Good work.
 
Thank you for your attention, I worked on the model you sent, some elements do not save only, my question will be, can you provide information on how stabilization analysis (2nd order) is done in idecad? I would be very happy if you could examine the model and let me know if there is a part you see missing. Good work.
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Hello there; 1) Since you cannot enter the cross-shaped section in the defined cross section in your columns, the moment of inertia of the geometry you entered and the cross geometry are not the same, so you can calculate the moment of inertia values of your cross-shaped section and change it from the structure tree - section - right click - properties section. 2) Vierendeel control is one of the reasons why the honeycomb beams are insufficient. Detailed information on this subject is available at the link
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. ** The program uses the Buckling Length Method (Effective Length Method) in the AISC and New Turkish Steel Regulations in the stability calculation. Attached images You can find the images of TÇY 2016 related sections. Apart from this, the General Analysis Method, which is currently in R&D work, will be adapted to the program. You can find the section on general analysis in TÇY 2016 - Section 6.3. Good work.
 
Hello there; You have modeled a composite slab but entered the subfloor auxiliary beams with a steel beam macro. Designs secondary beams and composites in program logic. Identify subfloor auxiliary beams with secondary beam, not steel beam, for the subfloor beam sections to drop. Main beams in 4 directions are again modeled with steel beam macro. Beams and axles that appear purple in the image must be secondary beams.
 
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