First Steel Project

A

ahmetlutfi

New Member
Friends, we are using the İdecad Çelik program. We have a few questions regarding the attached project. 1. Although the system is symmetrical, it does not provide ratios in 2 purlins and 2 crosses. 2. The program closes itself when the column foundation baseplate enters the design report. 3. Are joins and elements correct in general? 4. Is there something wrong with the analysis settings? Thanks in advance for your help... Ahmet L. Çomaklı
 
Hello there; 1- The system is not symmetrical. Your placement for the roof braces does not make sense. To create a central braced system, the braces must be regular throughout the frame. Moreover, it must be completed not only on the roof but also on the vertical diagonals. There is a bug in version 8.103 about 2-column foundation connection. Necessary notes have been taken. The error will be fixed. 3- Heb 160 column is not suitable for earthquake regulations. Study the steel section of the earthquake code. At the same time, you have chosen a very small cross section of your truss head, even if it provides strength, there must be enough distance constructively to carry the crosses so that the roof cross and purlins do not overlap. Currently, your roof diagonals and your purlins overlap in your model. You have not divided your lovers, it is not possible to maintain strength as a single piece. * Your stability beams and braces were not available in the weak direction of the columns. I added. Pay attention to their combinations. There must be a sliding connection. I edited it accordingly. As an example to you. *Apply the truss-column connection support area combination only to the columns at the ends of the trusses. The wind in the middle is not suitable for your columns. You can enter the wind combination or enter the element end freedom in the column to match the wind combination. I entered your project. Examine. Since there is no support region combination for middle columns in the program yet, so that there is no problem in the analysis, two support region combinations were entered on top of each other by first selecting the column and a truss, then again by selecting the column and the other truss. However, I only got one axis. Log in before you analyze others. For the middle column, the study on the different state of the joint will be done later. 4- There is no problem with your analysis settings created as they should be. Note: Detailed arrangements have been made in your one-time project. As an example for you, please review the sample projects in the forum as well as this model. Apart from this, you can find many sites belonging to steel industrial type structures in general. It would be helpful to do some research. Be sure to examine the earthquake regulations in detail. Note 2: Register and participate in the training that suits you by following our training dates at
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. Good work.
 
Hello there; In order to get the column foot reports, select the anchor rods with hooks from the anchor section. You can get the design report of the combination. This programmatic bug will be resolved in future versions. You should be able to get the report for all anchor types. Thank you for your understanding. If you have problems with the previously mentioned issues, return with the project again. We can help you to minimize the difficulties experienced during the process of getting used to the program through the forum or by calling the Istanbul office. Good work.
 
Does the program not give a warning message for the elements that do not comply with the section controls of the earthquake regulation or the designed regulation?
 
Hello there; The program gives a warning in case of errors in the project. In case of employee reports, all errors in the project are listed at the beginning of the report. At the same time, if you look at all the inadequacies in the analysis model display, which is the section where you check the design results, you can see the errors in the project. Good work.
 
I received a steel column report related to this project. An error related to HEB 160 did not give an incompetence warning.
 
Hello there; As you can see in the table where the earthquake code cross-sectional conditions are summarized according to the ductility level, it varies depending on whether the element is under combined effect (axial force, bending moment) or under the effect of only axial force. In other words, it cannot be said that HEB 160 is not suitable in general terms, the effects on it are important. However, it is important to master these and similar rules for the healthy progress of the project. For this reason, it is useful to examine the detailed regulation. This is one of the ways you can get faster and more accurate results to fix problems when the program warns you for errors. Good work.
 
I'm a reinforced concrete ide user, so I didn't open a different topic because it was my first steel project. I have a few questions. I would be glad if I can help. 1. The elements on the edge of the roof appear as projections in the plan view. I couldn't fix it. 2. I determined the elevation of the point where the beams LIKE BE054 AND BE058 stuck in a curved beam, by looking at 3 dimensions. Is this correct? How should it be done more precisely and accurately? 3. I could not define a lover between BE006-BE056-BE058-BE054. Is it because of the problem in item 2? If I enter the purlins in one piece in this region, the beams on the sides are inclined, my question in the 2nd article is also valid here. 4. When I fall in love with TROPHY shaped places like BE006-BE007, it places the purlins at a different angle, not in the X OR Y DIRECTION. CAN'T I CREATE FULL X AND FULL DIRECTION? 5. I would appreciate if anyone can help me on how the joints of columns such as CE020-CE013-CE014, where inclined beams are inserted, should be. Good work..
 
Hello there; First of all, it will be a solution for you to fit your roof main beams in one piece to the columns with a support joint and to connect the auxiliary beams to your main beams with a stiffened butt plate connection. Apart from this, it is possible to connect your main beams to the columns in their current form with a moment-transmitting connection and to connect the auxiliary beams to the main beams with a rigid butt plate connection. Other than these, alternatives can be produced. Different solutions can be produced according to your engineering interpretation and project conditions. Regarding the purlins, you are experiencing problems because all of your steel elements are not on the same floor and due to curvilinear geometry. Using the single purlin helper command, you can enter the purlins one by one using the joint points you created using special capture points on the main beams. The attached visuals will help. Good work.
 
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