German 
French 
Spanish 
Portuguese 
Italian 
Arabic 
Russian 
Japanese 
Turkish Hello there; In the project, I need to define high-level beams for the mezzanine facade. It gives a pivot error when I want to analyze. Incorrect joint point appears at the level of the beams, and in the geometry control, it gives the warning of "beam at wrong level". What solution would you suggest for this situation?
You are using an out of date browser. It may not display this or other websites correctly.
You should upgrade or use an alternative browser.
You should upgrade or use an alternative browser.
Beam at High Elevation
- Thread starter SonDurak
- Start date
I didn't have a chance to examine it much. I just took the end points of S52, S08, S54 that you are trying to connect to 130 cm higher. in the link"FinalStop":2m5a2pb1" said:Hi; I need to define a high-level beam for the mezzanine facade in the project. When I want to analyze, it gives a pivot error. The wrong joint point appears at the elevation of the beams, and in the geometry control, it gives the warning of "beam at the wrong elevation". What solution would you suggest for this situation?
You do not have permission to view link
Log in or register now.
Alternatively, you can enter the relevant beams on the mezzanine floor. Since there is a serious slab discontinuity in your ground floor (the rigid diaphragm is almost unconnected with half of the floor), it may be more accurate to solve it with the response spectrum method (3rd option in the project settings) and distributed masses (without concentrating the floor masses in the center). In the diaphragm floor force application method (option 2), the total horizontal earthquake force received by the ground floor will only be applied to half of the floor (the part that is the floor). This may not realistically model the dynamic behavior of the building in projects where the diaphragm does not dominate the floor.
Levent Özpak
New Member
Colon shear safety control is made according to the clear column height.The stirrup calculation is designed to meet the shear force.The column lengths taken into account in the stirrup calculation can be seen in the column shear safety report."SonDurak":2ebufbbn" said:I applied the two solutions together, there was no problem in the analysis. I have 1 more question: Does the program apply the necessary measures (such as stirrup tightening) where the short column effect is seen? Thank you...