Opinions questions about using ideCAD Static 7

"cüneytazak":1i89un54" said:
Thank you Mr. Levent and Mr. İ.H. Besler for your answers. I am using demo, I uploaded the project. There is no error in the project, but the combinations are stuck in my head. This project is like my other project. For example, column s01 on the 2nd floor I would be very happy if you share your suggestions for the combinations of G+Q-EX2 AND 0.9G+EX1. Why was the combination of 0.9G+EX1 taken for the design but not the combination of G+Q-EX2. Thank you in advance for your interest and I wish you a good work..[/ quote] You can see the answer to your question in the capacity diagrams While the moment capacity corresponding to the axial force of 0.9G+Ex1 loading in S01 column is around 9.2tfm, the moment capacity corresponding to the axial force of G+Q-EX2 loading is around 10.1 tfm. If there is a point, you can contact by phone tomorrow. tel:0-224-220 67 17 Good work
 
Question: Why is the combination of 0.9G+EX1 taken for the design but not the combination of G+Q-EX2 Answer: Because the column has more difficulty in the combination of 0.9G + EX1.
 
Hello.. I think that the error I added as a picture can be added to the notes that need to be corrected in the next version.... The error gives horizontal reinforcement as if there are 2 headings in the vertical opening of the screen, even though there is only one heading on this screen... ]*Also, if there is a section where we can manually select the formwork plan of all floors while getting the formwork plan, it would be great if we only get the formwork plans of the floors we want together... :)) Good Work :geek:
 
Hello, where can I get the manual pdf of the İdecad program. Can I see his accounts? For example, how does he calculate the center of stiffness? Or, how does a modal analysis combine modes? These are all enigmas. As an engineer, he needs to know exactly what the program does. If anyone has the manual pdf, can you please share it? Thanks and good work.
 
Good afternoon, There is a model of a structure that I control in the attached file. My question is about the foundation of the structure. The engineer who made the project predicted a rafter raft foundation and finished the project in this way. According to these project outputs (ie, according to the Idecad Static program), the structure does not have a problem with the ground safety stress. However, when you delete the beams and model them as rafts, it is understood that this is not the case at all. I knew that there was such a problem in the program before, but frankly, I was not very interested because it did not happen to me. I scrambled the forum quite a bit and installed the attached basic model; - All columns, panels are constantly pressing on the foundations. - All continuous bases are connected to panel start-end points. - All raft foundations surrounded by continuous foundations. - I do not make superstructure interactive solutions. Despite this, all continuous foundation stresses are still at their minimum value. It is as if there is no load coming from the superstructure. When I wipe the raft, I can always see the stresses that should be in the foundations. Or on the contrary, when I cancel the beams and only enter the raft foundation, the ground stresses return to normal again. Is it my fault, or is there a known vulnerability in the program? Or how can I control it? Yağmur Can KOÇAK Note: In a title, it was stated that the raft stresses in rafter raft foundations are not shown by the program, and that this control should be done by adding the G+Q load on the basic analysis page. Even so, lower ground stresses occur than they should be.
 
Good afternoon *I think you should add sectioning for the support area to the next update notes in beam expansions... because we constantly have to draw by hand.... *Also, it is essential to include the reinforcement error that does not fit into the section...: ) Good luck with.:)
 
have a nice day. We are facing a problem in a dormitory building that we are working on. Our system consists of walls and columns and mixed is selected as the ductility level. Although it saves (total) Ag/(total) Ap>=0.002 in the curtain ratio control in the report section of the system, a cross is seen for normal floors. In the same way, although this control is not performed in our other similar projects (in residential type buildings) with curtains and columns, it appears in this project and states that it is faulty. Here's what we want to ask; 1- What is pitch rate control? In what cases should it be done? 2- Why is this report not available for similar projects? 3- If you pay attention in the report of our project, the Total Floor Area in both directions was found to be 3752.1 m² and it is a different value from what we calculated by hand. How does the program calculate the total floor area? Thanks in advance. saved here because the file size is large;
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Hello there; I did not have the opportunity to examine your project, but I can say... Screen Ratio Control; In case the building is a sheared system (all vertical carriers are shears), it is a necessary check... Earthquake Regulation 3.6.1.2: the point to be emphasized is a case regarding the cross-sections of the walls. if there are only curtains in the system, if and these walls meet both of the conditions in Equation 3.14, the condition for wall thickness is specified... Evaluation: 1. A carrier system can only consist of bulkheads, 2. The carrier system consists of only bulkheads and the wall cross-section goes below 3.6.2.1, but as in 3.6.1.2 (>h/20 and >15 cm) if selected; According to 3.6.1.2 Eq. You have to provide 3.14!... otherwise you don't! 4. If your carrier system does not only consist of curtains (including columns), 3.6.1.2 (Picture 1) is void... you can only get the warning on 3.6.2.1 (Picture 2)... good work, regards...
 
HELLO. I WANT TO DEFINE A WALL ON THE FOUNDATION BUT I CAN'T SOLVE HOW TO MAKE IT. I WANT TO ASSIGN A WALL SUITABLE TO THE ARCHITECTURE TO EXACTLY MEASURE IF THERE IS A WEAK FLOOR ESPECIALLY ON THE GROUND FLOOR. WHAT CAN I DO IF THE WALL LOAD IS DETECTED AS A WALL IN ATASAM CUTTING AREA ACCOUNT AS A LINEAR LOAD? I WAITING FOR YOUR SUGGESTIONS. THANKS IN ADVANCE FOR YOUR HELP.
 
"cüneytazak":1unyyt41" said:
HELLO. I WANT TO DEFINE A WALL ON THE FOUNDATION BUT I CANNOT SOLVE HOW IT IS DONE. ESPECIALLY IS THERE A WEAK FLOOR ON THE FLOOR FLOOR? WHAT CAN I DO IF IT IS DETECTED AS A WALL IN YOUR ACCOUNT. WHAT TO DO. I WAITING FOR YOUR SUGGESTIONS. THANKS FOR YOUR HELP.
Hello.
 
LEVENT, THANK YOU SO MUCH FOR YOUR ANSWER. WHEN YOU MANUALLY ASSIGN THE WALL EFFECTIVE CUTTING AREA, THE PROGRAM SHALLS THE COLUMN AND SCREEN EFFECTIVE CUTTING AREAS ITSELF. SO WHEN YOU MANUALLY PUT THE WALL EFFECTIVE CUTTING AREA, NO CHANGE IN THE OTHERS, IS IT? BECAUSE THE EFFECTIVE CUTTING AREAS OF OTHER ELEMENTS ARE GIVEN ZERO WHEN LOOKING AT THE FLOOR PARAMETERS IN THE PROJECT.
 
"cüneytazak":1gh4maw6" said:
THANK YOU SO MUCH FOR YOUR ANSWER, LEVENT. WHEN YOU ASSIGN THE WALL EFFECTIVE CUTTING AREA MANUALLY, THE PROGRAM DON'T TAKE THE EFFECTIVE CUTTING AREAS OF THE COLUMN AND SCREEN ITSELF. WHEN LOOKING AT THE FLOOR PARAMETERS IN THE PROJECT, THE EFFECTIVE CUTTING AREAS OF OTHER ELEMENTS ARE GIVEN ZERO.
No. There is no change.
 
A PROJECT THAT WAS RESOLVED IN IDE8 AGAIN AGAINST IDEAL 7 AT IDE IT GIVES SUCH CURTAIN EQUIPMENT, HOW CAN I FIX IT? Also, in ide7, curtain end reinforcements go from the lowest floor to the top floor, while in ide 8, for example, if the 2nd basement is rigid, end reinforcement does not give at all. For example, while there is no end reinforcement in the 2nd basement, it can say 18 fi 14 in the 1st basement.
 
"nitasltd":1dcwbfof" said:
WHEN RESOLVED A PROJECT AGAIN AT 7 AT IDE8 AGAIN, HOW CAN I FIX IT ? If the basement is rigid, it does not give any end reinforcement. For example, when there is no end reinforcement in the 2nd basement, it can say 18 fi 14 in the 1st basement.
Hello, If you add the project, we can examine it. (We can see what you wrote recorded in 8 versions)
 
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