About Reinforcement Overlap Lengths and Shear Reinforcements

[miralay]

According to TSE 500 9.2.1 article, the calculated clamping length of the bars entering Position 1 should be multiplied by 1.4. What should we do in order for the program to throw the equipment in accordance with this rule? In some projects, the curtain body reinforcements are more than the curtain end reinforcements. What could be the reason for this?

 

[HakanŞahin]

It says that according to TSE 500 article 9.2.1, the calculated clamping length of the bars entering Position 1 should be multiplied by 1.4. What should we do for the program to assign the reinforcements in accordance with this rule?

Position 1' For which reinforcement of the structural elements used in the program are the reinforcements described in. For example, in columns and panels, the sprouts are clamped with 1.5lb. Beam mounting reinforcements extend up to 1/4 of the adjacent span, always greater than 1.4lb. Which reinforcements do not comply with this condition?

In some projects, the curtain body reinforcements are more than the curtain end reinforcements. What could be the reason for this?

There is head reinforcement/total reinforcement ratio in the panels settings. If you haven't changed it, the program's default value is 50%. If we make a statement according to 50%; 1. First find the totalAs based on design effects or the minimum reinforcement ratio, whichever is greater. 2. TotalAs * 50% -> body 3. The remaining 50% -> heading -> 25% for each heading. Minimum reinforcement ratios are also controlled in the headers, whichever is greater is used. Since there are two heads, reinforcement ratios on the panel generally appear as 25%-50%-25%. As I mentioned above, it is possible to change this ratio.

 

[miralay]

Do you think the reinforcement described in position 1 is defined for which reinforcement of the structural elements used in the program? For example, in columns and panels, the sprouts are clamped with 1.5lb. Beam mounting reinforcements extend up to 1/4 of the adjacent opening , is always greater than 1.4lb. Which reinforcements do you think do not fall into this condition?

The equation given in TSE500 9.1.2.1 says that Lb length should be increased by 1.4 for bars that enter position 1. Again, 9.2 in TSE500 .5.1 says L0 = a1 * Lb in the superimposed inserts item. When we take a1 = 1 here, L0=lb. Again, the same item says that for the bars entering position 1 for the length L0, the overlap length is increased by 1.4. Now, for example, concrete C30 We have a raft slab with (Position 1) For the upper reinforcement (Pos. 1) At the beginning, the lb length we calculated in equation 9.1 is 35Ø. According to the rule in 9.1.2.1, since the position is a reinforcement, we increase this length by 1.4 and make 35*1.4 = 50Ø. we have the clamping length.Radye upper flooring b When calculating the download length, according to the equation in 9.2.5.1, L0 = a1* Lb here becomes L0 = 1 * 50 = 50Ø. However, the same article says to increase this overlap length by 1.4 for a positioned rod. That is, for position 1, L0 = 50*1.4 = 70Ø. This is greater than the Lb*1.5 we get in the program.

 

[HakanŞahin]

In your opinion, for which reinforcements of the building elements used in the program are the reinforcements described in position 1? For example, in columns and panels, the shoots are clamped with 1.5lb. Beam mounting fixtures extend to 1/4 of adjacent span, always greater than 1.4lb. Which reinforcements do you think do not enter this condition?

It says that Lb length from the equation given in TSE500 9.1.2.1 should be increased by 1.4 for the bars entering position 1. Again in TSE500, it says L0 = a1 * Lb in the 9.2.5.1 overlay appendix. When we take a1 = 1 here, it turns out L0=lb. Again, the same article says that the overlap length is increased by 1.4 for the bars that enter position 1 for L0 length. Now, for example, we have a raft slab with C30 concrete. For the upper reinforcement (Position 1), the lb length we calculated in equation 9.1 at the beginning turns out to be 35Ø. Since the position is a reinforcement according to the rule in 9.1.2.1, we increase this length by 1.4 and make 35*1.4 = 50Ø. This is our clamping size. When calculating the raft upper floor overlap length, according to the equation in 9.2.5.1, L0 = a1* Lb here becomes L0 = 1 * 50 = 50Ø. However, the same article says to increase this overlap length by 1.4 for a positioned rod. That is, for position 1, L0 = 50*1.4 = 70Ø. This is greater than the Lb*1.5 we get in the program.

You can change the value in question in the General Reinforced Concrete Settings dialog. Good work

 

[miralay]

That's what I'm asking. Is it possible to group the equipment in the program as required by the regulation? Otherwise, we will have to overcharge all reinforcement overlays.

 

[HakanŞahin]

This is what I'm asking. Is it possible to group the reinforcements as required by the regulations in the program? Otherwise, we will have to overtake all the overlays of the reinforcement.

 

[yagmurcankocak]

Good afternoon, I saw fit to write my question (or maybe I should say verification) here as it is appropriate as a title. I am designing a column with C30 concrete and S420 reinforcement. The program overlaps the column reinforcements in the lower region of the columns in accordance with their default values. Accordingly, in accordance with article 3.3.3.2 of the earthquake code, the clamping length must be 1.5 times the value from the 9.1 formula of TS-500. For C30 and S420, the minimum clamping length is 55Ø. Therefore, the minimum clamping length to be formed in the column end region should be 55x1.5=82Ø. (Is the part up to here correct? If so Does this clamping length need to be changed while printing (55Ø will be sufficient for beams)? Or is there a way to get the overlays of the column reinforcements in the middle of the column? Good work,

 

[sereze]

Good afternoon, I thought it appropriate to write my question (or maybe I should say verification) here as it is appropriate as a title. I am designing a column with C30 concrete and S420 reinforcement. The program overlaps the column reinforcements in the lower region of the columns in accordance with their default values. Accordingly, in accordance with article 3.3.3.2 of the earthquake code, the clamping length must be 1.5 times the value from the 9.1 formula of TS-500. For C30 and S420, the minimum clamping length is 55Ø. Therefore, the minimum clamping length to be formed in the column end region should be 55x1.5=82Ø. (Is the part up to here correct? If so Does this clamping length need to be changed while printing (55Ø will be sufficient for beams)? Or is there a way to get the overlays of the column reinforcements in the middle of the column? Good work,

The value from 9.1 is lb= 0.12x 3650/12.5 Fi = 35 Fi No need to multiply by 1.4 since the column reinforcement is Position II. It is only necessary to make 1.5 Lb and that is 35x1.5 = 52.5 Fi for column overlapping.