Opinions questions about using ideCAD Static 7

Good afternoon, the performance analyzes we have made according to the comprehensive knowledge level of the places where we do the normal project in the program do not save and can cause a collapse. What is the reason of this? Below is the current building rating. The building saves when the normal account report is received. Take it easy, good work.
 
There is a difference in approach between the two solutions. There is no full calibration between RBTE and TDY either. in the current building evaluation, E is calculated again and with other approaches. this is very effective in terms of rigidity. For example, you can test and see that the period/frequency changes. On the other hand, when the factor of building importance factor and the factor of R number are included in the calculation, you will encounter a completely different structure. The problem you mentioned cannot be overcome in all cases. A particularly well-known problem is the short beam/brittle fracture phenomenon. I hope this will be overcome with the new regulation. You do not have to make such a risk assessment in the new structure. If you absolutely want to provide it, you can determine the reason for which the relevant element/elements are at risk and enlarge the section/reinforcement adjustment accordingly...
 
Have a nice day; As seen in the attached picture, I want the dimensions in the expansion to be taken as "MM", not as "CM", as seen in the attached picture.... Although I changed it to "mm" in the Design tab in the Structure Tree section, I could not get any results.... .:???
 
Hello, In the application and detail drawings in the program, the dimensions are given in cm. After receiving the drawing for display in a different unit, You can edit using the 2D possibilities.
 
I couldn't convey my question exactly... I mean, I WANT 12 METERS TO BE WRITTEN AS L=12000 instead of L=1200 in the event reinforcement expansion... Or in other words, I want the reinforcement to be written as Q16/200 with the interval Q16/20. ..... breaking down and organizing all the equipment one by one in the whole project requires a serious overtime... I hope I could explain the problem....:?? I guess it is a feature that is not added in the program..??
 
The answer given in my previous message is the answer to your question. To repeat the answer and to elaborate a little more; Drawing dimensions are given in cm in the program. (So you can't get it in mm) However, after you get the drawing, you can make the necessary adjustments by using the 2D possibilities (ie by splitting the blocks with the object split and editing the text with the change text command). Good work
 
X direction is normal, Y direction is mixed, but X direction chooses 3.72 program Hello. I am using 7.018. In the system I have attached, we were able to place a small number of columns in the X direction due to the presence of a shop on the ground floor, there is no curtain, the number of curtains in the Y direction is high, and so are the columns. I chose the ductility Normal in the X direction, Mixed in the Y direction and entered the values as 4 and 6, respectively. I did my analysis. But when I look at the report, the program says "Entered R coefficient: 4, Selected R coefficient 3.72" for X direction, even though I selected Normal ductile. The y direction also chose 5.57 (as it should) since it failed to catch AlfaS 0.67. I had to enlarge my column sections as well. As the R coefficient decreased, the percentages increased. Moreover, I selected "Karma" from the analysis settings in the X direction for testing purposes, but the program did not give an error, it did not say there is no curtain in the X direction. Why is this happening, can you help? Why does the program itself define R in the normal system??? The project is waiting, I need to finish it... Thank you...
 
Re: X direction is normal, Y direction is mixed, but X direction chooses 3.72 pr
"celikbey":1cs2gt3o" said:
Hi, I am using 7.018. In the system I have sent attached, there is a small shop in the X direction due to the presence of a shop on the ground floor. we were able to place a number of columns, there are no curtains, the number of curtains in the Y direction is high, so are the columns. I chose the ductility as Normal in the X direction, Mixed in the Y direction and entered the values as 4 and 6, respectively. I did my analysis. But when I looked at the report, although I chose Normal ductile in the X direction, The program says "Input R coefficient: 4, Selected R coefficient is 3.72" for X direction. Y direction also chose 5.57 (as it should) because it couldn't catch AlphaS 0.67. I had to enlarge my column sections as well. I selected "Karma" in the analysis settings in the X direction for testing purposes, but the program did not give an error, it did not say there is no curtain in the X direction. Why is it happening, can you help? Thank you...
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*The reason for the selected R value to be different from the entered R value is the B1 irregularity... TDY 2007 item 2.3.2.3 *The reason why there is no curtain in the X direction but does not give a warning in the mixed system solution is because the shear forces in the weak direction of the shear forces in the Y direction and calculating the AlphaS value... Notes: *It is understood from TDY 2007 item 2.5.1.2 that it is not allowed to choose the ductility level mixed in one direction and normal in the other direction. (In such a case, the solution should be accepted as normal ductile in both directions) *Entering the upper rigid basement floor number as -1 would be appropriate. Good work
 
Thanks for your answer, it was enlightening. Thanks. You also said that it would be appropriate to define the upper rigid basement floor -1. The basement of the building is completely surrounded by curtains and is in a rigid condition, isn't it appropriate? Why would it be appropriate for me to take -1? Thanks.
 
Mr. Supply My suggestions to the project. 1- Make the upper rigid floor number -2. (-1 floor will not be a rigid floor.) -2, the total floor shear force warning is removed, 2- Place the ladder by placing inclined beams on the intermediate floor of the ladder, 3- By supporting the ladder, the building is semi-rigid diaphragm. solve as follows, 4- Fix the geometry checks, 5- Remove the K19 beam, 6- make the outer columns 40/60, 7- make your hollow beams 70/35, (except the adjacent side) 8- center the asmonel beams on the columns, 9- asmonel slabs If not, make 15/35 asmonel floor beams at intervals of 40/10/40/10, 10- load asmonel floor beams with short beams, 11- Remove K23 Beam Extend K24 beam and stick K07, 12- column in calculation (b) Make sure to correct the errors, 13- The console span of the K33-34-35-36 beams seems short compared to the architecture, 14- Check the attic wall and live loads, 15- Change the chimney places, there are places coming to the beam, 16- console openings of the lower right balcony are architectural less than that, take it easy Unver ÖZCAN
 
"unver":2c5mhmaw" said:
Sn supply My suggestions for the project 1- Make the upper rigid floor number -2. (-1 floor will not be a rigid floor.) When you make -2, the total floor shear force warning disappears. Take it easy, Ünver ÖZCAN[/ quote] I wonder how right it is to take the first basement floor as rigid, because there is a curtain on only one side in the basement..The room is on the shorter side.
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In addition to what my colleague Mr. tedarmi unver said, I can add the following. 1. It will be healthier if you make your beams with walls under them in normal sizes. For example A axis beams. In addition, the horizontal beam stairway also narrows your space. 2. You should at least increase the width of your K20 beam with a large span. 3. The dimensions of your 30/30 beams are a bit small. It would be healthier to increase it a little. In addition, in hollow floor slabs, the hollow beam is usually 32 cm. 25 cm hollow brick + 7 cm slab thickness 4. Ground floor D03 slab is defined incorrectly. Deleting it and re-defining it fixes the error. 5. You have to make transverse threads on your hollow blocks that exceed 4 meters. Although some engineer friends are throwing transverse teeth in their drawings, I am in favor of entering the system. That's why you need to define some of your tiles as cassettes. 6. I usually run it as a console in the short direction as the tooth direction on the balcony floors. In this way, I do not put an extra load on the balcony beams, which are already working as consoles. 7. Also, taking the floor live loads of 0.35 t/m2 seems a bit too much to me. I would take 0.2 and affect the wall loads on the floor linearly.
 
"izmirlimuhendis":22caiehx" said:
Sn supply ........... 7. Also, taking 0.35 t/m2 slab live loads seems a bit too much to me. I applied the wall loads linearly.
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In ribbed flooring, the program does not detect linear loads, so it is more correct to increase the floor live load.
 
"izmirlimuhendis":dv1pdlpt" said:
"unver":dv1pdlpt" said:
Sn supply My suggestions to the project. 1- Make the top rigid floor number -2. because there is only a curtain on one side in the basement.. The room is on the short side.
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Mr. izmirlimuhendis replied to the e-mail sent to me by Mr. tedarmi for his 1 suggestion: "1- you entered the rigid floor number incorrectly, it should be -2. If you give -1, you will consider the floor with a basement curtain on one side as if there are curtains on all sides. The modeling will be wrong. " NOTE: IN OTHER Phrase, BY GIVING -1, THE SIDE SIDE OF THE BUILDING HAS NOT ACCOUNTED FOR THE CURTAIN SIDE. You will. See "IdeCAD Static 7 HTML Help-analysis-analysis items-pre-analysis settings-analysis settings" Take it easy Ünver ÖZCAN
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Column-beam junction safety problem In the attached file, K16-17 beams in S5 column and K17-18 beams in S10 column are taken as 0 in column beam connection safety calculation. It connects as a network, but there is no problem with them. What should we do about this problem Thanks in advance. Take it easy.
 
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