Opinions questions about using ideCAD Static 7

[alist]

hello. civil engineering I am a student. I'm trying to learn idecad on my own, I drew stairs and analyzed it in the demo version of idecad static 7, but in perspective, every part of the ladder turns red and I get an error saying that the dynamical mode is insufficient. what can I do?

Hello, Because you are working in an empty project, your project does not have "vertical loading status" and "combinations", so ladder results cannot be displayed in 3D frame... Place a column anywhere, "analysis+reinforced concrete" " have it done. The program will identify all the combinations for you. Then delete the column and place the ladder and have the ladder analysis done. The same applies to the dome and vault.

thank you very much, it's done

 

[erbil]

Hi, Linear load modeling cannot be used on ribbed plates in single/double direction in the software (as far as I know, it cannot be determined which rib the linear load will affect). I perform the modeling by adding the linear load (tf/m) on the ribbed slab to the self-weight value of the slab (tf/m2) of the load value (tf) I obtained by multiplying the length of this linear load by the floor area (tf/m2). Instead, after modeling the linear wall load in the software, I think it would be better if the software automatically adds this linear load value to the slab's self-weight after dividing the calculated value by the floor area, taking into account its length. Because in this way, it takes a lot of time to calculate the distributed load for each slab and to change the actual load weight of the slab.

 

[fırat inşaat]

Hello; When I export to autocad, the pen thickness is broken. Which font should I choose when exporting so that pen thicknesses are not distorted? Or how else can I solve this problem? I will be glad if you help.

 

[Levent Özpak]

hello; when I export to autocad, the pen thickness is distorted. Which font should I choose when exporting so that the pen thickness does not deteriorate? Or how can I solve this problem? I would appreciate your help.

Hello, The program creates a file with ctb extension for the drawing file you export. This file contains information about the thickness of the pencil you used in the project. Copy this file to the plot styles folder under the folder where Autocad is installed. Open your dwg file in Autocad. From the File menu, command 'Plot' Click and select the plot style table as the ctb file you copied to the folder in the dialog that opens.Note: The drawings on the layout created with the layout design command are for direct output from the program.When this file is exported, pen thicknesses are not transferred.

 

[windtalker]

Hello, I used 50*60 beams in a factory building with 11.45 opening, 9.45 net span, and additional reinforcement came out at the support areas of these beams to prevent concrete settling. I need your advice regarding this situation. To use additional reinforcements as beams, to increase the beam width, to increase the beam depth, to choose 20 additional reinforcements, to choose the maximum grain diameter of 20 mm, which of the double row reinforcement design solutions would be more rational to use or what are your suggestions on a system basis. Thanks in advance for your answers

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[HakanŞahin]

Hello, I used 50*60 beams in a factory building with 11.45 aperture, 9.45 net aperture, and additional reinforcement appeared in the support areas of these beams to prevent concrete settling. I need your suggestions regarding this situation. using the reinforcements as bundles, increasing the beam width, increasing the beam depth, choosing 20 additional reinforcements, choosing the maximum grain diameter of 20 mm, which of the double row reinforcement design solutions would be more rational to use, or what are your suggestions on a system basis, thanks in advance for your answers

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Apart from your question, I saw that you misidentified ground loadings. 1. Soil H loading "Use fixed loads" option is selected. In this case, fixed loads will be included in H loading. You can cancel it. meters are wrong... The lower elevation values for the P5-P6-P7-P8 curtains should be -8.7 and -3.6 meters, respectively, not 0. The ground direction is wrong. Soil direction looks outward from inside the structure. If you enter the value as -4 t/m2 instead of 4 t/m2, you define it from outside the structure to the structure. Similarly, the lower elevation values for the P1-P2-P3-P4 bulkheads should be -8.7 and -3.6 meters, respectively, not 0. But leave the value positive. You can examine the shear lateral loads by selecting Loads/Floor Loads Shell/H in 3D frame. 3- You can also enter the rigid basement floor number -3. In this case, define the curtains as the basement. 4- You can apply the TS500 redistribution agent. After performing these operations, the number of additions will decrease considerably. You judge based on these results.

 

[klinker]

fundamental problem hello, as a colleague who is new to the profession and ide, no matter what I do, I get basic errors in the project below... I know this may not be the place for this question in this forum, but the short duration of the project and the reputation issue for me It's very important in terms of being... I will be very glad if you can help... Thank you very much in advance....( the architecture of the project is in the 2d tab in the file)....

 

[unver]

In your SN clinker project: 1- If you make 60 cm raft your foundation, you will not have a problem. Take it easy Unver ÖZCAN

 

[klinker]

SN clinker In your project: 1- if you make your foundation 60 cm raft, you will not have a problem. (I gave 60 cm and tried it) 2- you can give the upper rigid basement floor number -1 3- you need to correct the error (B) in the columns. GET EASY Ünver ÖZCAN

Thank you very much for your interest, Ünver...but I increase the raft height up to 100 cm but nothing changes..I wonder if I'm doing something different from you...if you don't mind, it will be 60 cm applied. I will be very happy if you send it..thanks in advance...

 

[unver]

Mr. clinker My guess is that you did not choose the raft reinforcement bars as thick in your "rebar selection". Your project is attached by Ünver ÖZCAN

 

[klinker1]

Mr. clinker My guess is that you did not choose the raft reinforcement bars as thick in your "reinforcement selection". Your project is attached Ünver ÖZCAN

Ünver, thank you very much. The problem was solved thanks to you. therefore, it is really nice to know that there are friends like you who will help me in this forum in an environment where I cannot consult anyone....

 

[Levent Özpak]

Re: basic problem

hello , as a newcomer to the profession and ide, no matter what I do, I get basic errors in the project below...I know where this question is in this forum this may not be here, but it is very important in terms of the short duration of the project and it is a matter of reputation for me... if you can help me, I will be very pleased ... thanks in advance....( the architecture of the project is in the 2d tab in the file)....

Hello, Some suggestions regarding your project are as follows: *In TDY 2007 article 2.2.1.5, it is requested to consider the effects of column and curtain rotations on the load-bearing system in C and D group soils. The equivalent of this in the program is the superstructure interactive solution. In the program, the superstructure on beamed raft foundation is requested An interactive solution is envisaged.Therefore, it is recommended to design the foundation system as a beamless raft foundation.In addition, the stress control in the beamed raft foundation is to ensure that the vertical loads coming from the superstructure are observed in the raft slab. It is made by comparing it with the sum of the G and Q values that it creates. In addition, the soil safety stress value cannot be increased by 50% in case of using earthquake loadings for stress control in D group soils. TDY 6.3.2.2 *It is recommended to model panel objects as shells. (In this case, raft flooring reinforcements may be more economical) * A single cantilever rib without continuity cannot be defined in the program. (Example: Floors S039-S081 on Floor 1) The direction of these ribs can be changed or protrusions can be formed closed. Good work

 

[klinker1]

Re: basic problem

hello , whatever I do as a newcomer to the profession and ide, the following project is in the basics. I'm getting an error... I know this may not be the place for this question in this forum, but it's very important for the project to be short and a matter of reputation for me. 2d tab)....

Hello, Some suggestions about your project are as follows. * In TDY 2007 article 2.2.1.5, it is requested to consider the effects of column and curtain rotations on the load-bearing system in C and D group soils. The equivalent of this in the program is the superstructure interactive solution. In the program, superstructure interactive solution is foreseen on beamed raft foundation. For this reason, it is recommended to design the foundation system as a beamless raft foundation. In addition, the stress control in the rafter raft foundation is made by comparing the sum of the G and Q values created by the vertical loads from the superstructure in the raft floor cells. In addition, the soil safety stress value cannot be increased by 50% in case of using earthquake loadings for stress control in D group soils. TDY 6.3.2.2 *It is recommended to model panel objects as shells. (In this case, raft flooring reinforcements may be more economical) * A single cantilever rib without continuity cannot be defined in the program. (Example: Floors S039-S081 on Floor 1) The direction of these ribs can be changed or protrusions can be formed closed. Good work

THANK YOU SO MUCH LEVENT. WHEN THE RADIUS FOUNDATION MAKES THE FOUNDATION WITHOUT BEAMING, THE FOUNDATION IS NO PROBLEM. HOWEVER, I SHOULD MAKE A SUPERSTRUCTURE INTERACTIVE SOLUTION.. I ENTERED THE FLOOR GROUP WRONG. IT WOULD HAVE BEEN "C"... HOW WE CANNOT MODEL PANEL OBJECTS AS A SHELL... THANKS SO MUCH... GOOD WORK...

 

[Levent Özpak]

Re: basic problem

THANK YOU VERY MUCH, MR. LEVENT. WHEN I BUILD THE FOUNDATION OF THE RADIUM WITHOUT STRIP, THE FOUNDATION IS NO PROBLEM. HOWEVER, SHOULD I MAKE A SUPERSTRUCTURE INTERACTIVE SOLUTION SUPERIOR INTERACTIVE GRUB. " IT WOULD HAVE...I DON'T KNOW HOW WE MODEL PANEL OBJECTS AS SHELL...IF IT IS NOT TOUGH, I WOULD BE VERY GRATEFUL IF YOU WRITE IT ABOUT... THANKS IN ADVANCE... GOOD WORK...

*Superstructure on C and D group floors solution requested TDY2.2.1.5 Still the decision Your decision... *To model the panels as shells, select the panel objects and click the object properties command Panel settings dialog will appear In the Static/Reinforced Concrete Tab -model as shell-[/b Tick the ] line Good work

 

[windtalker]

Hello, first of all, thank you for your answer, when we applied the redistribution principle and corrected the horizontal shear loads, there was a tremendous reduction in additional reinforcements and there was no problem in concrete placement. I have two more questions, 1. In the attached fire escape drawings, two nodes appear separate from each other on the stair stair exit arm of the left landing on each floor. What could be the reason for this? I cannot view the displacements of the 2nd fire escape. Is this because the diaphragm is not formed? Do I need to use 3D view to view? Thank you in advance for your reply .

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[Levent Özpak]

Hi, first of all, thank you for your reply. After applying the redistribution principle and correcting the shear horizontal loads, the additional reinforcements decreased tremendously and there was no problem in concrete placement. I have two more questions. Two nodal points appear separate from each other on the stair stair exit arm of the left landing on the left landing floor. What could be the reason for this?

Hello, I think you mean that the stair numbers of both arms start from 1. The bottom edge of the route object that forms the stair landing is not a single piece. If the stair step numbers are created in parts as in the example project, the stair step numbers will continue sequentially. (examplestairdiven.cde)

I cannot view the displacements of the 2nd fire escape. Is it because the aperture is not created? Do I need to use the 3D image to display it? Thank you in advance for your answer .

Stairs and structure def can be viewed in the perspective window by activating the 3D frame mode. Good work

 

[windtalker]

Thank you for your reply, problem solved. I think I asked my second question incompletely, the floor displacements report appears as a blank page, this is what I wanted to ask.

 

[Levent Özpak]

Thank you for your answer, the problem has been solved. displacements are not visible.

 

[saridurmus]

Forum member looking for friends in adana, you can contact me. My phone is 0532 274 85 73

 

[windtalker]

Hello, I'm in trouble with this fire escape ladder In the attached file, in combinations containing -EY (eg: 0.9G-EY), the displacement on the top floor is 4 cm. Is 4 cm displacement normal for this 14.30 m building? Do you have a system-based suggestion for this ladder? Increasing the stiffness in the Y direction does not work. Since it is basically dilatation, I cannot do anything other than change the depth in the foundation system. Thank you in advance for your suggestions.

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