Shear capacity calculation problem

[abdsahin]

Hello,

In Seismobuild, when calculating the shear capacity of a wall on the lowest floor of a building model according to TBDY 2018 and TS500, the contribution of transverse reinforcement is taken as zero (0), whereas on the upper floors, it is considered. This situation occurs when the concrete quality is below a certain level. Is this a bug in the program, or is there a calculation method that we are not aware of?

[abdsahin]

I have uploaded an example model.

In this model, the shear capacity Vw,s(Local 3) of Wall15, Wall16, Wall17 and Wall18 are considered zero for floor -1.

https://www.dropbox.com/scl/fi/04uddlij ... x9xb3&dl=0

[abdsahin]

If we delete all upper soreys, the shear capacity of transverse reinforcement is calculated, but if there are upper floors (Even just one is enough), the shear capacity of transverse reinforcement for Wall 15,16,17 and 18 in Floor -1 are considered as zero.

[abdsahin]

Here is the example model:
https://www.dropbox.com/scl/fi/8u0zj89m ... kuf8x&dl=0

[abdsahin]

The shear capacity calculation results for Wall15 are as follows:

https://www.dropbox.com/scl/fi/xhbq49cw ... yax2k&dl=0

[seismosoft]

Hello abdsahin,

Thank you for the detailed description of the problem. We have already checked it and indeed there is a problem in the calculations.
We will fix it asap, and the bug will be fixed in SeismoBuild v2025 Release-2 that is due to be published later this week.
Seismosoft Support

[Anastasia Lyberaki]

Dear Seismosoft team,
There is something weird on the calculation of shear capacity. I have modeled 3 beams with the same geometry and transvere bars, but the final shear capacity I get from Seismobuild is not the same for all beams according to KN.EPE. in RSA. How is it possible?
In addition, Seismobuild take into account in the calculation of shear capacity only the influence of transvere bars, or the equation G1. Annex 7, KAN.EPE?

[seismosoft]

The shear capacity is determined by several other factors, apart from the geometry and the transverse reinforcement, e.g. the axial loads, the ductility demand, the Lv=M/V ratio, and the longitudinal reinforcement. In particular for the Greek code, see equation (G.1) in Annex 7G. This is the equation for the calculation of the shear capacity, according to KANEPE, and this is of course the one employed in SeismoBuild.
Seismosoft Support

[Anastasia Lyberaki]

Thank you very much for your answer.
In older beams, the longitudinal bars are inclined at the edges of the beams, and these bars can carry shear forces. Do you have any suggestions on how to account for the influence of these inclined bars on the calculation of shear capacity in SeismoStruct?
Would it be reasonable to model them as equivalent areas of stirrups along the edges?

[seismosoft]

Unfortunately, SeismoStruct does not support inclined bars at the beam edges. The best thing to do is to employ hard calculations for the estimation of their contribution in the shear capacity.
Seismosoft Support