Joint break safety

[eissenhover]

Hello everyone. Let me give some information about the attached project. It is a wc-masjid structure to be built on a curvilinear land. Since the land is curvilinear, the back of the building will be completely exposed to soil pressure, while the side facades will be exposed to soil pressure up to almost half the height of the building. That's why I went through the back façade and the curtain side facades with a curtain up to a certain level and chose the sub-basement option from the curtain static part. 1) First of all, I get the error in the picture in the 3 columns on the B axis when I click on the reinforced concrete design-all inadequacy option on the analysis model screen, while all the elements appear sufficient. The report looks clean, but the error in the picture is also in the analysis model. should i take this error into consideration, if i should, what are your suggestions for solution? 2) My second question, because I am modeling the curtains as basements, I cannot read the value I need in the selection of the R coefficient in the report, the value appears as 0. If I do not make the curtains sub-floor, this time I get an error (1/7 ratio) about the curtain dimensions. I currently chose R as SDY-Screen system R=7. what do you think about this situation? 3) I solved by choosing the equivalent earthquake load for Hn<25 m for the 1.2 earthquake zone in the regulation. There is a1 irregularity in the y direction of the structure, but since the nbi value is less than 2 (1.38), I did not see any harm in choosing the equivalent earthquake method. am i wrong? 4) I defined the loading combinations (1.4g+1.6q+1.6h and 0.9g+1.6h) to the basement curtains as described in the forum and added the load with the option to add horizontal load. The combinations I described in the report were added in a healthy way. The question I want to ask here is that we need to enter a value in the form of tf/m2 when adding horizontal load. Frankly, I entered 1.8 tons (1 m3 of soil) per m2 because I couldn't remember to calculate this soil thrust value per m2 manually. Could you please share how the calculation here was done practically. Thanks in advance for your valuable answers. I leave the link because the project size is too large. download link

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[eissenhover]

Let me make a correction now. I said wrong above, I said that the problem in the columns I mentioned does not appear in the report, but it does appear in the "shear safety section of the column break junction areas", in this case I need to enlarge the size of the columns, I think to solve the problem

 

[HakanŞahin]

1) first of all, when I click on the reinforced concrete design-all inadequacy option on the analysis model screen, when all the elements are sufficient, when I click on it, I get the error in the picture in the 3 columns on the B axis. The report looks clean, but the error in the picture is also in the analysis model. should I consider the error, what are your suggestions for solutions if I should?

let me make a correction immediately. I said wrongly above, I said that the problem in the columns I mentioned is not visible in the report, but it does appear in the "shear safety section of column-beam junction areas", in this case I need to enlarge the size of the columns, I think in order to solve the problem

Column-beam cutting safety error should be corrected. As you wrote, columns that do not provide column beam shear safety are given in the reinforced concrete dialog and reports. It is among our notes that the columns that do not provide will be shown in the all errors section given at the beginning of the report and in the 3D visualization, to be done in the next versions. Yes, you need to increase the column sizes. (Note: You can apply the redistribution item in the Analysis Load settings. )

2) My second question is that I am modeling the curtains as sub-flooring, so I cannot read the value I need for the selection of the R coefficient in the report, the value appears as 0. If I do not make the curtains sub-floor, this time it is about the curtain dimensions. I'm getting a (1/7 ratio) error. I currently chose R as SDY-Screen system R=7. What do you think about this situation?

It is normal that the curtains that you have marked as sub-basement do not appear in the alfas calculation because these curtains are not found throughout the height of the building. The curtains you mentioned should be marked as sub-basement.

3) I solved by choosing the equivalent earthquake load for Hn<25 m for the 1.2 earthquake zone in the regulation. There is a1 irregularity in the y direction of the structure, but since the nbi value is less than 2 (1.38), I did not see any harm in choosing the equivalent earthquake method. am i wrong?

The Mode Combination Method given in Section 2.8 of TDY 2007 is applied in the program. You also used this method in your project. A1 irregularity is not significant. The condition indicated by the A1 irregularity is always applied in the 5% eccentricity program.

4) I defined the loading combinations (1.4g+1.6q+1.6h and 0.9g+1.6h) to the basement curtains as described in the forum and added the load with the option to add horizontal load. The combinations I described in the report were added in a healthy way. The question I want to ask here is that we need to enter a value in the form of tf/m2 when adding horizontal load. Frankly, I entered 1.8 tons (1 m3 of soil) per m2 because I couldn't remember to calculate this soil thrust value per m2 manually. Could you please share how the calculation here was done practically.

Since the soil increases from the base to the bottom, you can give the load resulting from the soil thrust to the walls as an areal triangular load instead of giving it as areal uniform load. (base load value = SoilVolumeWeight*Height*Height/2), Peak value becomes zero.

 

[eissenhover]

Hakan, first of all, thank you. First of all, I switched to the following option in the analysis options. (Combining mode contributions from element-specific results) I fixed the column-beam junction safety errors by revising the column sections. Everything was fine until this part. However, to calculate the horizontal soil force, I chose the triangular areal option (soil unit volume weight) * (height) * (height/2) when I calculated the loads on the base and wrote it to the program, there was no problem with the curtains, all of them were saved with the current section, but 3 new problems arose; (Example for h=4.33 meters, soil load at the base=(1.8)*(4.33)*(4.33/2) yuk=0 ) at the peak 1) The same error showed up again in the columns I removed the junction zone error, I solved the problem by enlarging the column sections. 2) there was an insufficient axial capacity in one beam, I solved this problem by enlarging the cross section 3) basically the lack of reinforcement area, I could not solve this problem by playing with the foundation sections or manually by playing with the raft foundation reinforcement diameters. How can I fix this problem? download link;

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[eissenhover]

Also, what should be done about the problem of maximum purchase, I did a search on the forum but I couldn't solve it, generally cross-section enlargement was suggested.

 

[HakanŞahin]

Hello again, In the previous message; SoilUnitVolumeWeight*Height*Height/2 was the resultant force value, not the base force. Base force = SoilUnitVolumeWeight*Height. You can also consider the internal friction angle (Ka) of the ground when calculating the base force. The base force can be multiplied by Ka.

 

[eissenhover]

Mr. Hakan, you are right, I revised the downloads, I scanned the source about the soil thrust. I don't need resultant force, I need base and top load values. When those values are entered and the values for the upper and lower levels are entered, Idecad increases in a linear fashion and divides the load to give the load value we found at the top and zero at the base. is it true? I fixed the other errors in the project, thanks

 

[HakanŞahin]

Your load definition looks correct.

 

[2m proje]

Hello there; You should also use the Kps coefficient for the soil thrust, this value will be approximately 0.333. Therefore, the value at the base of the triangle should be 1.8x3.5x0.333 =2.1 Regards.