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Turkish windtalker
New Member
Hello, in which cases the redistribution principle specified in TS500 can be used. Does it create a more negative situation in terms of safety as plastic hinge formation is allowed? Thanks for your answers.
Opinions questions about using ideCAD Static 7
- Thread starter Ismail Hakki Besler
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Levent Özpak
New Member
Hello, Performing Redistribution Linear Analysis can be applied in any situation that fulfills the conditions given in TS 500 Article 6.3.8 Equation 6.14 in the program - Apply TS500 Redistribution clause-[ If the /b] line is marked, it is checked whether the conditions given in Equation 6.14 are met in the beam supports. If the conditions are met, the support moments and, accordingly, the span moments are automatically calculated. There is a plastic hinge formation in the load-bearing elements from the moment the moment carrying capacity is reached. plastic hinge formation (moment carrying capacity) is slightly reduced. The moment carrying capacity at the outlet is also increased. More detailed information on the subject can be obtained in the chapter 2.10 Moment and Force Harmony (Pages 126,127,128,129,130) of Mr. Uğur Ersoy-Güney Özcebe Reinforced Concrete. Good work"windtalker":2dysoxu9" said:
HakanŞahin
Administrator
"windtalker":2ofcv1k6" said:
If you do not have the book, the attached document will help you. In order to obtain the book; Uğur Ersoy-Güney Özcebe, Reinforced concrete enhanced printing, Basic Principles and calculation according to TDY, 2001 Evrim Publishing House..."Levent Özpak" :2ofcv1k6" said:
windtalker
New Member
Many thanks for your reply and the plugin.
windtalker
New Member
Hello, In the column-beam junction safety report I received after analyzing the attached structure, there is a phrase such as "1st BODRUM Objects Not Attached to Rigid Diaphragm". And it does not indicate shear safety of any column-beam junction. Although it gave hundreds of errors in my first solution, after I changed the floor thickness on the left side of the structure to eliminate the errors, the above-mentioned problem arose in the column beam connection safety report. What do you think is the reason for this :?: And what would be your suggestions on the basis of the system :?: I am crossing a large span with a slanted beam and there is a discontinuity on the roof; Also, when we consider the building as two parts, do the beams that are connected to the column with an interval of approximately 60 cm at the junction of the ground floor cause problems other than the short column effect :?: Thanks in advance for your answers. Download link:
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HakanŞahin
Administrator
You solved the system according to the TDY 1975 regulation (Equivalent load method). The report is blank because there is no column beam shear safety control in the TDY 1975 regulation. If you solve it according to 2007, you can see the report. In short, the situation is not related to the change in slab thickness ... Solve with either the Mode Combination method or the Response Spectrum analysis option in the analysis settings."1. For the message "BODRUM Objects Not Connected to Rigid Diaphragm", the situation is related to column S19. Indeed, the column is not connected to any rigid diaphragm."windtalker":2omgylor" said:
windtalker
New Member
You are right, but in the solutions I made with dynamic methods, the union safety report appears empty.
HakanŞahin
Administrator
Shouldn't you have left the ductility level selection "normal"? ."windtalker":3t38v4zs" said:
windtalker
New Member
It is exactly as you said. I changed the analysis settings, I can get a report. Thank you for your help
windtalker
New Member
Hello, The elevation values I want to enter in the apartment project in the attached file are also available in the attached screenshot. Although I enter these values, floor settings are restored. What do you think could be the problem? Thanks in advance for your answer. download link:
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HakanŞahin
Administrator
Jeans -There is a problem in the height relationship. If you follow the steps below in the general settings of the floor, the height and elevation values can be adjusted step by step. 1. Make the height of the ground floor 1000 cm, for example. 2. Make the elevation of the ground floor 70 cm. 3. Make the height of the ground floor 290 cm. 4. Then make the heights of the 1st and 2nd basements 290 cm, respectively. 5. The height of the 3rd basement will automatically be 290 cm. 6. Click OK."windtalker":3dseq142" said:
windtalker
New Member
Thank you problem solved. 
You can solve normal ductility up to 13m in the 3rd and 4th degree earthquake zone. tdy 2007 2.5.1.6 If you are in the 1st or 2nd degree earthquake zone, TDY 2.5.3, that is, normal curtain as as>0.75 or the ductility level as in 2.5.4 You should choose a mixed system, so as> 0.4. You can learn the details from the regulations I gave. Cork and hollow block floors are systems with low horizontal translational stiffness. It should be avoided as much as possible, and if necessary, the translational stiffness of the system should be increased with shears. Hence the above limitations.
windtalker
New Member
Hello. What is the spectrum multiplier in the behavior spectrum function screen under the basic ground tab in the analysis settings? How many should be taken for which types of structures? Does it have anything to do with the building importance coefficient?
Levent Özpak
New Member
Hello, Acceleration Spectrum Multiplier In the earthquake code article 7.8.1, in the evaluation of existing buildings, it is specified as 0.5 times the acceleration spectrum ordinate for buildings with 50% probability of exceedance in 50 years, and 1.5 times for buildings with 2%. For new buildings, this value should be taken as 1. Spectrum multiplier is in Performance Analysis Options as of version 7. It is determined automatically according to the probability of exceeding the earthquake selected for the Targeted Performance Level."windtalker":1f3ov2y9" said:
windtalker
New Member
I have a few questions for my engineer seniors, I am a new engineer and I could not get out of the work. A warehouse will be built using steel rack systems called mezzanine system and the feet of these shelves will be anchored to the basement beams. The vertical load on each shelf leg is up to 2.5 tf. Another company will do the steel calculations and I will do the reinforced concrete basement calculations. I will enter the section effects that will occur on the feet stepping on the basement floor as point loads in ideCAD, at this point; * Which combinations do I need to enter the cross-section effects obtained as a point? Is it sufficient to enter the envelope support reactions? *Since the structure is composite, the deformations of steel and reinforced concrete will be different. How can I run these two builds together? Thank you for your answers.
izmirlimuhendis
New Member
TK04 beam appears empty in the drawings in the foundation beam expansions. I will be glad if it helps.
Levent Özpak
New Member
Hi, the rebars are not scratched in the opening of the TK04 foundation, caused by the P11 panel element connected to the P01 panel. To solve the problem, when taking the foundation drawings on the 1 axis, place a column as in the example for the combination of P01-P11. Select the TK01 basis. When importing Continuous Basic expansion, get the basic angle by checking the -Only Import selected entities- option in the Drawing Properties/Advanced Settings Tab. This column placed later can be deleted. In addition, Continuous foundations entered under the panel object must be connected to both nodes of the panel. Continuous foundations entered in the long direction under the P04-05-06-07-12 panels should be connected to the two node points of the panel as in the attached project. Good work
Mr. İzmirlimuhendis If you divide your PO1 curtain into two between AB, BC axes (by giving a different name) and connect the overlapping curtains and foundations to the same node points, you can get the reinforcement drawing of the TK04 foundation. Good luck with. Unver ÖZCAN