The indices a and b in the Beam Loads report represent the distance of the wall load from the left and right support of the beam. It may appear zero. If you define the wall load with the wall command and start and end from any point of the beam, then "a" and " You can see value in b". Good work"mert":3viu2os5" said:hello, I am using version 8.5. Although I enter the wall load in the beam settings, the ab of the wall load is zero in the report. I could not solve it somehow. I would appreciate your interest, good evening
Ctrl+Shift Run the program by pressing and holding the key. A message will appear on the screen as "Registry (registered) login settings have been cleared". After you click OK to the message, your problem may be solved. The second possibility is that we may not be running the program with a high-processor graphics card. There is a card. When you right-click on the program icon, you can see the high-processor card option. Select the high-processor card and run the program. If your problem is not solved, you can call our Bursa office. We can connect to your computer with remote access and look at the problem."nitasltd":b4bxenav" said:Hi, The program keeps crashing and closing itself as soon as it opens. How can I solve this?
Hello, There is no diaphragm (floor) formation on the floors in your project. Lateral drift control is not performed on the floors without slabs and moment amplification coefficients are not calculated in the program. Good work"temomap":1ld14uzl" said:Good afternoon, There is no error in the static calculation of the attached project. , if it remains, it could not be observed that the incoming moment was enlarged with the moment amplification coefficient? Where can these values be found in the reports?
Good afternoon, Isn't it necessary to calculate the humidity effect in buildings without rigid diaphragms as you mentioned?"Levent Özpak":1rvtjmao" said:Hello, There is no rigid diaphragm (floor) formation on the floors in your project. In the program, there is no lateral drift control and moment amplification coefficients are not calculated on the floors that are not slabs. Good work"temomap":1rvtjmao" said:Good afternoon, There is no error in the static calculation of the attached project. However, it could not be observed whether the 40/40cm columns on the sides are under the influence of slenderness, and if so, the moment that comes with the moment amplification coefficient is enlarged? Where can these values be found in the reports?
"Ismail Hakki Feeds":gtrxtjnw" said:It needs to be calculated. The diaphragm (floor) is not calculated automatically if there is no floor. But instead, the buckling control (analysis) You can check that you are on the safe side from the buckling factors in buckling modes.
Hello, 1. Define loading for buckling in Euler Buckling Analysis from Structure Tree, as you can see in the attached screenshot. 2. For EBD1 loading after analysis, look at the deformation of the structure in the 3D visualization. You will see the critical buckling factor at the top left. In this project, the critical buckling factor for 1.4G+1.6Q is 5.10196. In reinforced concrete structures with normally rigid diaphragms, this coefficient can be targeted to be between 10-20 in the 1st mode. In your project, if the right and left wings are connected together and the side column dimensions are increased, the structure becomes even more secure. Note: There is a vertical continuity problem in the columns. (The elevation value is entered as -50 cm on all floors.)"temomap":1xsmx4tm" said:Where is the "buckling control (analysis)" made from? Thank you"Ismail Hakki Feeds":1xsmx4tm" said:It needs to be calculated. If there is no diaphragm (floor), it is not calculated automatically. But instead, you can have a sprain control (anlysis) done. You check that you are on the safe side from the buckling factors in the buckling modes.
Good day, Thank you for your suggestions. As you suggested, the most appropriate way to combine the columns in between, but since there will be storage in those parts, it is requested to remain open. If it is combined with the front block, the buckling we mentioned remains between 10 and 20 for the 1st mode. What would your outlook be for such a system?"HakanŞahin":1yr63acl" said:In your project, if the right and left wings are connected to each other, the column elevations are corrected and the side column dimensions are made 50/50, the buckling factor can be 13.71 The project is attached. Good work
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