Situations I encountered while doing steel projects

[memorandum]

Greetings, while working on a project for three or four days, no matter what I do, I constantly encounter the same problems. 1-Lovers do not always save or a few do not. 2-The warning of delicacy that we constantly see in the sub-heading of the scissors, we tied it from the bottom, it wasn't enough, it wasn't enough again, you see, the lovers who saved did not save again. I give sections that I will not make the lovers just so that they can solve it. 3-We define purlin for the façade, but if the outer columns and the wind columns are not aligned, the space remains empty and there is hesitation as to whether it provides a solution or not. 4- One thing I noticed in İdecad is that idecad solves column sections very economically, I compare them with different programs. Your suggestions on what we should pay attention to about the displacement of the column or the column. (Maybe I am understanding something wrong) 5-When we copy a secondary beam that you have combined, it does not copy together with the joint every time. It is necessary to re-join. You say what I did in a big project. 6-Are there any innovations for steel in the new version, excluding earthquake regulations? Regards... Good Work...

 

[strs]

Re: ABOUT STEEL??? Hello, In general, when optimizing steel projects, much more analysis will be required than reinforced concrete. My ideas and suggestions for your first four items: 1-There can be many reasons why lovers do not save, For example, the slope of the scissors, the stabilizing crosses in the scissors, the type of profile of the tension rods, etc. Whether or not lovers are included in the system depends on the established system, and this approach is entirely a matter for the project author to decide. 2- As long as the slenderness of the trusses is calculated correctly, it may be a solution to enlarge the lower head sections and to make crosses in the perpendicular direction of the trusses in trusses where slenderness cannot save. It is possible that while saving an element, other elements do not save or the need-capacity ratios change. Because when you change the profile, all scissors are changed, when the cross is defined, it is defined for the whole project. Since such changes will change the stiffnesses and internal force distributions in the whole system, the verifications of the elements will change accordingly. 3- For the proper application of the facade purlins, it would be more correct to put the outer columns and the wind columns at the same level. You can see whether it solves or transfers forces by examining the nodal points in the analysis model. 4- First of all, it is necessary to pay attention to the fact that the columns are solved economically. For example, in a structure that does not have a single-storey flooring system and does not have a crane, the columns will not be very difficult. however, in systems with more than one floor and especially composite flooring, larger sections will be used as the columns will be more difficult. When there is no definition of rigid diaphragm (floor definition), check the 2nd order effects yourself. Examine the deformations in the analysis model. Check the K major and K minor values of the columns from the steel column design window and intervene where necessary. K values are calculated most accurately when the frame is created with beams in the program. For example, it may be necessary to intervene in the K values of the elements with free-ended or one-sided frames. Best regards

 

[memorandum]

Re: ABOUT ÇELİK??? Greetings, thank you for your comments, they said that when you share trouble, I am uploading the file and waiting for your suggestions. Regards...

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[Ibrahim Sirin]

Re: ABOUT STEEL??? Hello, 1- The definition of lovers is included in the analysis model by default in the program. In the new version, work is being done on not including purlins in the analysis model by default. 2- Depending on the length of the bottom of the scissors, slenderness may occur. You can reduce the slenderness by enlarging the section and throwing diagonals perpendicular to the scissors. 3- Align your wind columns and main columns in order to avoid any gaps and for the application. 4- Since steel structures are generally light structures (especially when there is no composite flooring or concrete slab), horizontal loads such as earthquake forces will be low. Wind loads in steel structures can also create unfavorable situations as horizontal loads. You must define cladding elements on your windy facades and affect the necessary wind loads. 5- When the secondary beams are copied, they are copied together with the joints. When you copy a single secondary beam or a normal steel beam, the connected joint is not copied. 6- There will be new options and possibilities regarding steel in the new version. The program will become clear as soon as it is published. Good work.