Static and dynamic eccentricity difference

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mustafaureyen

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HELLO GOOD WORK EVERYONE; IS THERE A SOURCE WHERE WE CAN HAVE MORE DETAILED INFORMATION ABOUT THE STATIC AND DYNAMIC EXTERIOR CENTERING ADDED IN VERSION 10.17 OR IS THERE A COMPARATIVE STUDY OF IDECAD? MANY PROGRAM USER COLLEAGUES THAT WERE OPEN WITH A STATIC EXTERIOR CENTER SELECTED AS DEFAULT IN THE PROGRAM WITH 10.17, ANALYZING IT WITHOUT NOTHING IT. DO YOU HAVE A CHANCE TO LEARN ABOUT THIS? THANK YOU....
 
Re: DIFFERENCE OF STATIC AND DYNAMIC OUTER CENTER Hello; There are two different ways to determine the eccentricity effect. 1- Static procedure: For horizontal earthquake loading cases, the torsional moment obtained by multiplying the story forces determined by the response spectrum analysis with the eccentricity ratio is applied to the diaphragm center. Torsional Moment is applied to the center of the diaphragm in all floors containing the diaphragm, regardless of whether the diaphragm type is full or semi-rigid. As of V10.15, it is applied if the static eccentricity and the single-load state calculation method described in 4.3.6.2 are selected in the analysis settings tab. Unless a different value is entered in the analysis settings tab, the process is performed according to 5 percent eccentricity rate in both horizontal directions as per TBDY 2018 4.5.10.2. Buildings with basements are solved by applying TBDY 2018 4.3.6. In this way, the analysis time is shortened when using the R and D coefficients separately for the lower and upper sections of the structure. 2- Dynamic procedure: 4 different dynamic analyzes are performed with shifted masses for additional eccentricity effect. If the building has a rigid basement, 8 different dynamic analyzes are performed. If the structure is a semi-rigid structure that needs to be solved, the number of dynamic analysis increases even more. It is determined directly for each mode by response spectrum analysis. It is included in the internal forces and displacements of horizontal earthquake loading conditions obtained by combining CQC or SRSS with other methods. For the semi-rigid diaphragm, or the mass at the center of the diaphragm, at each node where the masses are distributed, for a fully rigid diaphragm, the mass is calculated by shifting it by 5 percent. Since it is obtained by shifting the mass matrix, 4 different modal analyzes are required in the standard procedure. In accordance with TBDY 2018 4.8.5, the analysis of the basement building is done in 2 stages and the internal forces based on the design are obtained as specified in 4.10. Both methods comply with earthquake regulations and show different approaches in terms of additional eccentricity effect and analysis of buildings with basements. You can examine the two methods by comparing them on a simple project. Since the analysis time is short or dynamic analysis modal analysis is applied, it is the engineers' choice to make a harmonious solution by using the dynamic method for eccentricity. If the structure is a regular and smooth geometry structure, both methods give very similar results. Good work.
 
Hello there; Is only additional eccentricity considered in the program? Is it necessary to calculate by adding 5% additional eccentricity to the design eccentricity?
 
Additional Eccentricity Effects in the program are fully and completely taken into account as shown in Article 4.5.10 of the Earthquake Code and reported as described in the image below.
 
Which method would be more appropriate to use for structures that do not have a basement? ( a- with two loading statuses..... b - with one loading situation)
 
"muhendise":153w9c9v" said:
Which method would be more correct to use for buildings that do not have a basement ( a- two-loading situations..... b-single-loading)
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Both methods in buildings without a rigid basement If the structure is not a structure with regular and smooth geometry, it is recommended to choose the "Two Load State Calculation Method".
 
In the geometry control, I get the warning that the upper floor wall thickness is more than the lower floor, but I copied the floor, it should not be, can you see the same sections. If you have any suggestions about the project, I would be very happy if you write. I'm still working on the curtain roll rate
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"engineer":1dtkbkvf" said:
I get a warning that the upper floor curtain thickness is more than the lower floor in the geometry control, but I did not copy the floor, it should not be the same sections. Could you please have a look at the same sections. If you have any suggestions about the project, I would appreciate it if you write. I am still working on the curtain roll rate
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- In P05 and P13 curtains, the curtain thickness warning in Geometry control is given because basement curtains with less thickness are attached to your curtains. Ignore this warning in the geometry control. Note: -It is appropriate to define the S04 column connected to the elevator curtains as a curtain and include it in the curtain group. The size ratio of this curtain1 Since it will not satisfy the /6 condition, you can check the short title curtain option in the curtain properties reinforcement tab
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