cascade model

[ibarut]

Hello there; In the appendix, there is a stepped building model of a type that we do not often encounter in practice. The architectural project is in the preparation phase, and this building, which consists of two flats on its floor, is intended to be designed as a single block, gradually throughout the entire building, with the flats at different levels due to architectural requirements. Forcing the diaphragms at different elevations to work together, and the common use of the diaphragms forming a short column Although the situations do not sound very healthy, we wanted to analyze the structure by modeling in order to examine what kind of results would be obtained in such a system. My primary request from the program officials and other interested friends is to check the suitability of the analysis model in terms of introducing the system to the program. I haven't done much research on the solution of this type of system yet. However, as far as I researched, I could not find information, resources or comments about such a system in the regulation or forums. In practice, I have seen two examples of old buildings built with this system before the earthquake code. Although we thought at first that the system would cause undesirable irregularities and undesirable situations, we saw that the results of the analysis we made roughly are not unfavorable unless there is an error in the analysis model or the assumptions made in the solution of the model. My second request is to learn the opinions of experienced friends who have encountered such systems or are interested in the subject, about the system, the analysis model and the assumptions used in the analysis. It is also possible to design this system as two separate blocks with dilatation. But the floor levels of the blocks will still be at different levels. I would appreciate it if you could share your views on a system and analysis model in this way, and the parts you see missing, if any. Happy holidays to all my friends in advance. Ins. Eng. M.Turabi KATMER

 

[ottomancagatay]

I suggest you cover the balcony floor ribs with beams, I suggest you choose analysis, semi-rigid diaphragm option, use response spectrum solution with diaphragm eccentric moment loading (rigid diaphragm masses... option unchecked). You can choose to apply the TS 498 live load reduction article. If you analyze the settings I suggest, there is no problem with the element with insufficient cross-section, the number of modes is sufficient for 6, there is an A1 irregularity found on the ground floor in the earthquake report, a curtain is defined between 2 columns where the elevator bucket is, the column needs to be arranged in the application, the drawings are intertwined. You have slabs exceeding 4 meters, you can define secondary beams for them. There is not much value in the results of the relative storey drift, I do not think that a short column will occur, the storey heights are too high, you have chosen the multiple stirrup option, if you are suffering from the short column, you can choose the short column option, or you can tighten the stirrup spacing from the reinforced concrete column tab. I would recommend you to reconsider your column dimensions, there are columns with high price points, I suggest you to make your S13 and s13' columns as curtains. The program already accepts different rigidity, I think there is no need for a solution with different dilatation. Is it possible to do the step event at different elevations? I have given my humble opinion.