Some Findings and Suggestions

[proisa]

First of all, I would like to say hello to everyone... As a civil engineer, I am happy that our own product, Static programs, is available in our country. I use ideStatik because I think that ideCad is the most beautiful and professional among them. I appreciate and even applaud the development of IdeCad over the years. I have no doubt that it will get even better. For this reason, I would like to share some of my findings and suggestions with you here. I may have mentioned some of them before in the forum or it may be due to my lack of knowledge. I apologize in advance if I stumble upon him. Analysis and Reports In cases where the solution of the 1st ladder is made together with the structure; The effects of the ladder effects on the support elements cannot be followed from the reports. The fixed and live loads on the beams due to the ladder and the influences on other elements are not printed in the reports as ladders. In the load analysis of the beams on which the ladder is supported, although there are repetitive and live load lines of unknown origin, the a and b values are always 0 and the load values are always the same, regardless of the support location. 2. TS 500 slab thickness control is not performed on stair slabs. 3. Although different reinforcement diameters are chosen in the reinforcement selection of the columns, a reinforced concrete design is always made with a single reinforcement diameter. For example, although 14 and 16 diameters are selected in major and minor directions, the program uses only 14 diameters, and although it varies according to the column size, it gives statically higher than the required pursanta or 1%. (Combining the two diameters in major and minor directions, it gives 1.12% allowance instead of 1.01% allowance.) 4. The effects of the beams inserted into any beam from the middle region except the beam end point are not printed on each other in the calculation reports and cause hesitation. 5. In reports, beam normal force control for all beams can be printed in tabular form. Beams with normal strength exceeding 0.1Ac.fck should be equipped as columns, so this situation should no longer be an error. 6. It would be nice if we could model the columns as shells, such as 30/150, which we entered with the column object, or when we entered with the panel object, the reinforcement design could be given as a column. 7. With the latest version, I get the warning 'beam width cannot be less than 25 cm' for some secondary beams that do not support columns or shear walls. (It doesn't give an error in all of them.) 8. The minimum tension zone reinforcement ratio is not controlled in beams whose span tension zone is at the top. Drawing and Other 9. In the column application plan, only the head and middle region lengths are given for the curtain long direction, and the misalignments are not given. 10. I think it would be nice to add the curtain scale parameter such as plan and column scale for the other curtains, except for the curtains whose two ends are supported on the column in the column application plan. 11. In the column application plan, I think it is necessary to write the number of reinforcements in the middle zone, except for the reinforcement interval for the wall middle zone. There may be problems in the application. This is given in the curtain details, but not in the column application. 12. It would be nice if the number of crossties in the column plan section and their vertical spacing are given in the column application plan. 13. I use multiple stirrups in column stirrup design. But I am having difficulty in getting some stirrup details applied in construction as in the screenshot. I want to wrap the stirrups that do not wrap the column from the outside in one go, from the outside in one go and give the second stirrup in another way. It would be great if we could do this from the column settings during the design and save it as a template for that column size. Although we can easily draw stirrups during drawing, it is necessary to prepare the details and write down their length. (Figures below) 14. Adding a delete command to the command line will be very useful. Delete key is useless while drawing. 15.Cannot move text objects with scale command. Thank you in advance...

 

[proisa]

Stirrup Düzenleri [/ b] Stirrup ...

 

[Levent Özpak]

Hello, First of all, thank you for your suggestions and observations.

1. In cases where the ladder is solved together with the structure, the effects of the influences of the ladder on the support elements cannot be followed from the reports. The fixed and live loads on the beams due to the ladder and the influences on the other elements are not printed in the reports as the ladder Although the load analysis of the beams on which it is supported, there are fixed and live load lines of unknown origin, a and b values are always 0 and the load values are always the same, regardless of the support location.

The load information on the beam on which the ladder is supported is the actual load of the beam and the wall. These loads are pressed repeatedly due to the rigid arms attached to the ladder from the beam. Columns a and b express the distance of the load from the left and right ends of the beam. Therefore, it is zero. No load belonging to the ladder is printed in this report.

3.Although different reinforcement diameters are selected in the reinforcement selection of the columns, they are always one reinforcement. A reinforced concrete design is made with a diameter of ti. For example, although 14 and 16 diameters are selected in major and minor directions, the program uses only 14 diameters, and although it varies according to the column size, it gives statically higher than the required pursanta or 1%. (Combining the two diameters in major and minor directions, it gives 1.12% instead of 1.01% price point.)

Could you add a sample project where this situation occurred?

4.The effects of beams inserted into any beam from the middle region except the beam end point are not published in the calculation reports and cause hesitation.

A detailed answer to the question you asked in the forum on this subject before.

You do not have permission to view link Log in or register now.

15.Scale command Cannot move text objects with.

Scale command is scaling command. Normally, the texts scale command can be scaled. Can you add an example project for the situation you are having trouble with?

 

[proisa]

Hi, First of all, thank you for your suggestions and observations. The load information on the beam on which the ladder is supported is the self load of the beam and the wall load. These loads are repeatedly printed due to the rigid arms attached to the beam from the ladder. Columns a and b It expresses the distance of the load from the left and right ends of the beam. Therefore, it is written as zero. No load belonging to the ladder is printed in this report.

It says constant load, yes. But it is not clear that it came from the ladder. Also, even if the ladder is supported from the mid-point of the beam, a and b are always I couldn't figure out the relation between the 0. wall load and the ladder. Thank you for answering me in the forum about item 4. But your answer was that these effects were not shown. I wrote scale instead of STRETCH in item 15. I apologize.

 

[proisa]

Hello,

3.Although different reinforcement diameters are chosen in the reinforcement selection of the columns, a reinforced concrete design is always made with a single reinforcement diameter. For example, although 14 and 16 diameters are selected in major and minor directions, the program uses only 14 diameters, and although it varies according to the column size, it gives statically higher than the required pursanta or 1%. (Combining the two diameters in major and minor directions, it gives 1.12% instead of 1.01% price point.)

Could you add a sample project where this situation occurred?

I am attaching a sample project. I placed 2 columns of the same size each. I made one of them by hand. One of them is in the form of equipment provided by the program.

 

[Levent Özpak]

Hello again,

It says constant load, yes, but it is not clear that it comes from the ladder, and even if the ladder is supported from the middle of the beam, a and b are always 0. I could not figure out the relation of the wall load to the ladder.

Fixed load refers to the self-loading of the beam. As I mentioned in my previous message, the loads coming from the stairs are not displayed in the beam loads section. In the article, I wrote scale instead of STRETCH, I apologize.[/quote] There is no equivalent for the Strech command in Autocad in the program. If you can give an example of what you want to do but can't, maybe we can come up with alternative solutions. Good work

 

[proisa]

Hello again, There is no equivalent of the Strech command in Autocad in the program. If you can give an example of what you want to do but can't, maybe we can come up with alternative solutions. Good work

Generally, when the outward protrusion of the axles is long, they I use it to pull back. The command is referred to as the Node Point Stone. When the axes are more than the contour lines on the parts that do not have balconies on the front, I also use it to shorten the length of the sheet.

 

[hatice]

Hi again, there is no equivalent of the Strech command in Autocad in the program. If you can give an example of what you want to do but can't, maybe we can come up with alternative solutions. Good work

I usually use the axles to retract when their overhang is long. The command is referred to as Node Stone. I also use it to shorten the length of the sheet when the axles protrude beyond the contour lines on the parts that do not have balconies on the façade. Axis lines and circles are moved, but the text remains in their old place.

Hello, You can change the right and left delta values in the settings to edit the axis, but from the edit menu object edit When you say axis and calculate contour, the axis will automatically change according to your contour line. For the layout size, you can enter the layout settings and change the size. Move node command is also available in ideCAD Architecture. You can perform the stretch operation by selecting the joint point of the 2 or 3 dimensional objects (wall, space, line, siding...) that you want to change.

 

[proisa]

In the dimensions given by the program in any drawing, we can move the dimension texts within the block by using the m key. However, when we try to move the text of the dimensions we give later with Free Dimensioning, the block is completely moved, so it is necessary to explode the block and then group it again. Is there a solution to this?

 

[HakanŞahin]

We can move the dimension texts within the block using the m key in the dimensions given by the program in any drawing. However, when we try to move the texts of the dimensions we have given later with Free Dimensioning, the block is completely moved, so we have to explode the block and then group it again. Is there a solution for this?

Hello, Right click on dimension, "Move dimension texts" command.

 

[proisa]

In the dimensions given by the program in any drawing, we can move the dimension texts within the block by using the m key. However, when we try to move the text of the dimensions we give later with Free Dimensioning, the block is completely moved, so it is necessary to explode the block and then group it again. Is there a solution for this?

Hi, Right click on the dimension, there is the command "Move dimension texts".

I didn't realize that Thanks....