Punching Control is controlled in accordance with TBDY 7.11.8 , TBDY 7.11.9 , TBDY 7.11.10, TBDY 7.11.11, TBDY 7.11.12, TBDY 7.11.13. In the picture below, there is an example of the floor punching control report made with ideCAD StaticStructural.
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Punching control As specified in TBDY 7.11.8 , with the assumption that shear stresses in the slab change linearly with respect to the geometric center of the punch perimeter in the loading direction, the punching perimeter on the slab (u p will be made by calculating the idealized distribution of the shear stresses acting on the ), .
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TS500 Section 8.3.1If there is more than one critical section, it is stated that the punching calculation should be made separately for each section. For this reason, when the floor head is defined at the end of the column, there are two separate punching circumference for the column in question and two separate punching calculations are made. In the first case, the punching strength is checked according to the punching circumference calculated at d / 2 distance from the column edges. However, here the slab useful height (d) is obtained by subtracting the cover from the sum of slab thickness and header thickness. In the second case, the punching strength control calculated at a distance of d / 2 from the head edge is checked. In this step, the slab useful height (d) is obtained by subtracting the cover from the slab thickness.
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γ: It is the coefficient reflecting the bending effect in the punching calculation. According to TBDY Section 7.11.9 , it is accepted that the value obtained by multiplying the total bending moment transferred from the column in the direction of the earthquake by the coefficient γ with the bending reinforcement and the value obtained by multiplying the coefficient γ v ( v = 1-γ) is assumed to be transferred by punching stresses. . The coefficient of is calculated as shown in TBDY Equation 7.28 .
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By using punching equipment, the punching strength can be increased up to 1.5f ctd or 1.75f ctd as stated above .
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