High floor, BYS=4, DTS=4, C35, Max. Pur. error

C

Can1903

New Member
In the attached project, we could not overcome the mistakes, and we could not prevent excessive reinforcement on some floors. Analysis is too long, mods are too many, and minor changes are very difficult to try. (Mode 1: f=0.32753 T=3.05313) (We were able to overcome the weak floor Nci<0.6 error by adding the column curtain shear areas to the floor parameters, it will probably draw your attention.) We entered all the wall/window/door properties exactly, we cannot reach the final result.
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Hi, I have increased the dimensions of the 1st Pursantan in the short direction of the large columns (S16, S17, S13, S8, S9, S3, S4) enough. Colon pursantages decreased to around 1%. 2. The thickness of the P17 curtain was 25 cm on some floors and 30 cm on some intermediate floors. I made all of them 30 cm thick in accordance with your other side curtains. 3. For the raft insufficient reinforcement error, I made the thickness 90 cm instead of 80. I changed the missing additional equipment in two regions to fi18/12. If you select 18 bars in reinforcement selection, the program will not give a missing reinforcement message in the additional raft reinforcement. 4. Since the effective section stiffnesses are used in the 2018 earthquake code, the construction period is higher than the 2007 earthquake code. (When you make a solution in the old regulation, the construction period is around 1.92 seconds.) In order for the period to decrease, the rigidity of the bearing system should be increased. 5. B1 irregularity is for weak floor situation: there is more than one rigid diaphragm on the ground floor and there are also columns and shears that are not connected to the rigid diaphragms. In case of more than one rigid diaphragm, since it is not clear in which rigid diaphragm the relevant elements should be taken into account, you can enter the total value of the white wall areas into the program as you did. Entering a wall with a wall object is an ideCAD option. 6. Columns that do not provide column beam shear safety still exist. To ensure these, you may need to review the column-beam system and change the system. 7. Structural analysis time, semi-rigid/fully rigid solution, depends on the number of rods, shells and joints in your project. System information of your project: Number of D. Points: 106 551 Number of rods: 39 435 Number of shell elements: 100 618 On my computer, the analysis is completed in 25:08 minutes. (i9-9900K, 32 gb ram, windows 10) Corrected project, in cde format, you should analyze it when you open it:
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Corrected project in ide10 format:
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