ide static version 6.2

[uğur oflaz]

First of all, I would like to thank all my friends who contributed. indeed ide static started to be perfect from version 6. It got even better with 6.2, thanks again. The ancients say that ingenuity is subject to compliment. Added in 6.2: 1-Vertical load solution optionally without rigid diaphragm. What does it mean in practice? Why was the possibility of a solution without a rigid diaphragm added only in vertical loads. Is the 2-stage construction calculation valid in the performance analysis -( this feature reduces the larger dead load moments of the later shear walls and jackets, it should ensure that the dead load moments of the existing elements that already carry the dead load are taken in accordance with the truth.) 3-Elasticity module on element basis according to the load situation or define reduction factors for moments of inertia: already cracked section stiffnesses are used in the performance analysis. This addition is in preparation for the amendment to be made in the regulation to use cracked section stiffnesses in new structures in the future. that is, it will be used for new staff. What does it mean in practice? 4-The ability to select an element for all floors: a very useful addition, perfectly thought out. Please clarify my questions above. rather, if you write an article explaining the new additions, we will all be more enlightened. best regards,

 

[admin]

Mr. Uğur, Items 1 and 3 have been developed so that the engineer can use more initiative on the analysis module of his project. 1. Some of our users do not want to use the rigid diaphragm model in vertical load calculations (they only use them in horizontal calculations), they asked us to calculate in this way. The purpose of this is to model the opening of columns and curtains on the lower floors towards the sides of the building under the weight of the upper floors in high-rise buildings. Normally, if you make a vertical solution with a rigid diaphragm, a very accurate calculation will not be made since the elements connected to the diaphragm will all make the same horizontal movement. While this effect can be neglected in low-rise buildings, depending on the weight and structure of the designed building, the engineer may want to consider this opening effect by making the vertical solution without a diaphragm. For this reason, we added it to the program as a separate option. If you do not choose, the solution is done as in the old versions. Since the solution without a rigid diaphragm would be incorrect in horizontal loading calculations, this option was only added to the vertical load calculation. The heat calculation must be done without a rigid diaphragm in order for the normal force effects to occur on the beams, so the program always solves without a diaphragm. Step 2 is valid only in normal analysis, not in performance analysis. It should be used to calculate the effects of vertical loads on the upper floors of high-rise buildings more closely and to take into account the effects of creep and shrinkage in the long-term construction of high-rise buildings in the analysis model. 3. If you want, you can design some of your elements to crack in case of earthquake, for example, and you can only use the cracked section stiffness in the analysis for earthquake calculations for those elements. (Full stiffness in vertical calculation, cracked section stiffness in earthquake). In this case, the program creates 2 matrix for vertical and horizontal calculations and solves it. We will be glad to answer your questions, keep up the good work.

 

[admin]

A document on the shrinkage effect in reinforced concrete and the use of cracked section stiffnesses in thermal calculation (Uğur ERSOY, IMO Technical Journal/ April 1991):

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