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ICONS
A c = Cross-sectional area of the column
f ck = Characteristic compressive strength of concrete
f cd = Design compressive strength of concrete
f yd = Design yield strength of longitudinal reinforcement
M ra = Bearing strength calculated according to f cd and f yd at the lower end of the free height of the column or wall torque
M r = column or in the upper end of the free height of the curtain for CDs and f yd 'calculated according to the ultimate moment
M r = Moment of positive or negative bearing capacity calculated according to f cd and f yd on the column or wall face at the left end of the beam
M rj = Negative calculated according to f cd and f yd on the column or wall face at the right end of the beam j positive bearing strength moment
N d = Axial force calculated under the combined effect of vertical loads and earthquake loads multiplied by the load factors.
V ik = Sum of shear forces calculated in the direction of the earthquake in all columns on the i'th floor of the building
V is =The sum of shear forces calculated in the direction of the earthquake considered in the columns where (M ra + M rü ) ≥ 1.2 (M ri + M rj ) is provided at both the lower and upper joints of the building. At the ends of the columns meeting the condition N d ≤ 0.10 A c f ck , Eq. Even if (7.3) is not provided, these columns are also not taken into account in the calculation of V is .
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0.70 ≤ α i ≤ 1.0 interval, Eq. The bending moments and shear forces acting on the columns where (7.3) is provided at both the lower and upper joints are multiplied by the ratio (1 / αi).
If Equation (7.4) is not met for any floor , the structure should be considered as a frame with limited ductility level in cases where the ductility level can be accepted as frame , or mixed systems of ductility level can be used in combination with walls with high ductility level or strong column by increasing the system rigidity. conditions must be met.
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