I am asking for advice for my project.

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mustafa_

New Member
Hello friends, in a place with a snow load of 1.4 kN / square meter. I want to design a project that will use sandwich panels. The span between the columns will be 8 meters and the distance between the beams will be 3.6 meters. What kind of beam would you recommend I use? I made the following analysis in idecad using IPE 220 for columns and beams. However, the cut seemed a little big to me. Waiting for your suggestions guys. How can a more optimal design be made? How can I get past that span? I used the hol command to analyze. I'm thinking of getting another column right in the middle of the building, but I couldn't do it with the hall command. I will also enlarge the crosses. I'm thinking of welding the joins.
 
Hello there; 1- Enter the hall settings and check the unit load on all coatings. Check the total weight of the sandwich panel together with the sheet metal and the insulation materials to be used, and enter the unit load according to the program. 2- Again, adjust the snow load from the pavement loads to 1.4 kN/m^2 for all your pavements. 3- By selecting the hall macro and using the right-click explode command, you can see the elements in the hall separately, such as columns, beams, and crosses. Then you can place a column on the middle axis. 4- Edit the ductility level and R coefficients from the analysis settings. My advice is to make R=4 and the ductility level normal. 5- Select your soil type from the analysis settings Foundation - Soil section. 6- Select your beams connected to the weak side of the column on the axles with vertical central braces and enter their properties. Go to the Freedoms sub-tab. For M2-2 and M3-3, tick the boxes on the i and j ends. 7- Analyze again. Good work.
 
hello, since it is a project recommendation title, I am adding a work that I created with a demo here. First of all, I have been using the program for 2 days and there is a whole world of things that I do not know. Can you give a general advice when you look at it like an expert after the design. The first questions that come to my mind are: -columns did not save. Can I complete the analysis with other touches without increasing the cross section? -I did not enter the snow and wind loads manually. I would like help with the downloads. thanks in advance
 
Hello there;
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1st part training with 5 episodes in total make sure to watch the videos. - Your columns; It is insufficient due to Earthquake Code controls. If you examine Table 4.3, you can see that there is no solution other than increasing the cross section. - If you enter the snow load as a coating, you can enter the loads section in the coating settings. If you do not define a coating, you can calculate and enter the distributed load on the steel beams or the point load on the nodal points. - For joints, you can use the box/pipe scissors combination. For the weak side, you can use the butt plate joint for box/pipe profiles. Good work.
 
hello again, when I follow your advice (when I define the coatings and add snow and wind load) I see that 2 out of 5 scissors are sufficient and 3 are insufficient. In this case, should I increase the cross section of the insufficient scissors (I think this cannot be in practice) or all of them? I see that the slings are insufficient. For this, would it be possible to increase the number of slings instead of increasing the cross-section of the shackle? For example, what would be a solution to throw one more lover from the same cross-section between each scissor node?
 
Hello there; - It would be more convenient to increase all of them. - Purlin entry can only be made at the nodal points on the scissors. Therefore, you cannot increase the number, you have to increase the cross section. Good work.
 
hello how can i make my project sufficient? Can you tell me what needs to be done for an economic solution? how would you design it if it was you? :)
 
Hello there; 1- In order to solve the problem of the insufficiency of the scissors, there is a lack of slenderness and strength in both the lower and upper head. For slenderness, you need to add vertical stability braces to the start, end, and ridge regions of the truss. For lack of strength, first check the snow load on the pavement together with the unit. Then you need to change the sections of your scissors lower and upper head. 2- You can define the tension rod for the weak direction effects for your lovers. Good work.
 
Ms. Nurgul, I'm working on another project. After I finished the analysis, I wanted to come to the reports tab and see the wind loads, but a blank page appears. Although I had chosen a normal type structure in the analysis settings. I still see the wind loads in the loads tab in the analysis system display options. But the problem is that it does not appear in the reports. I also ticked the wind load part of the elective reports. can you have a look.
 
Hello there; Wind Loads, which can be selected as a separate tab in the optional report, summarizes the details of the calculations made in accordance with TS EN 1991 - 1 - 4, if you choose open type structures. You can see the results of the calculations you have made in accordance with TS 498, namely the perspective screen - right click - analysis model display - loads - pavement loads section, in the loads section of the Aşık report. You do not need to select an additional report, as the optional report also includes the lover report. Good work.
 
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