The Complete Message:
Shear security of column and beam junction area is not provided. (TBDY 7.5.2)
In the article 7.5.2.1 of TBDY 2018 , the shear force in the column-beam joints in the earthquake direction considered will be calculated by Equation (7.11) .
And = 1.25 fyk (As1 + As2) −Vkol (7.11)
7.5.2.2 - The shear force calculated with Equation (7.11) in any junction area will never be determined by Equation. (7.12) and Equation. It shall not exceed the limits given in (7.13) (Figure 7.10) . If these limits are exceeded, the earthquake calculation will be repeated by increasing the column and / or beam cross-section dimensions.
(a) In confined joints: V e ≤ 1.7 b h j √fck (7.12)
(b) In unconfined joints: V e ≤1.0 b h j √ fck (7.13)
Possible solutions:
You can increase the value of bj or h
As seen in the figure, the bj value increases as the beam shifts to the middle of the column or the beam width increases. If the bj value cannot be increased, the h value must be increased. For the sample shape, 50/30 can be made instead of 50/25 or you can reverse the column dimensions.
Shearwall can be made
Curtains do not fall under the column-beam shear safety control.
Measures can be taken to reduce As1 and As2.
More rigid system design, such as ensuring the continuity of the frames. Generally due to overhangs, frames in the form of column-beam-column and stud-beam and column-beam-column-like frames can create negativity.
Fck can be increased by using higher strength concrete.