Recent content by M_U

Thanks for the insights. Can someone recommend any reference guide where I can look for this type of detailing and calculations.

Hi, i got a building to review. The person is using special moment resisting frame parameters as per ASCE 7-16 for the x and y direction of the building. But as per the model, the engineer is not using beams along x direction in two bays due to the height restriction. They are relying on the...

Hi, We have a building in which we have first mode as torsion mode. One of colleagues is saying that instead of correcting the geometry like adding shear walls or changing column orientation, we should find the eccentricities at diaphragms and use those increased values in the load patterns. I...

Thanks for the reply. But my concern is that if the yield stress in the compression rebar exceed yield strength. Then if I refer ACI value, the min yield strain for grade 60 rebar is 0.002. And if the forces in the compression rebars are higher then the strain in these rebars may exceed 0.003...

Hi, I am little confused with values of the strains in the compression rebars in doubly reinforced beam. Is there any limit on the strain of the rebars. Should the stress be within yield stress or it may exceed yield stress values. If the stress in rebars exceed the yield strength, then the...

Thanks for the suggestions. I will use Spreadsheet for now. I hope in the latest versions they correct this issue.

Yes, I am expecting from the software to reduce the perimeter by the width of the opening which is 8". But it is not reducing.

Yes, the opening crosses the critical section. As the slab is 8" thick and the opening is 8"x8". It is crossing the critical section.

I have seen this in the manual. But I am confused why the software is not considering the opening just at the face of the column. As I move the opening away from the face of column around "d" distance, it starts considering the opening and reduces the punching perimeter.

I have a small opening which is at the face of the column. While calculating punching shear the software is not reducing the punching perimeter. The size of column is 24" x24". The slab is 8" thick. and the opening is 8"x8". I have attached the screenshots. Does any have idea about this...