The axial closing is Axial capacity insufficient message is given for columns, walls shearwalls and curtain groups, namely floor shearwall groups by giving the name of solid and element.
S1 P1 Basement Floor Axial Capacity Insufficient
TBDY 2018 7.36.1.2 -1 – The gross cross-sectional area of the columnshearwall after the voids are removed, Ndm Considering the live load reduction coefficients defined in TS 498 for live loads, the is calculated under the joint effect of vertical loads G and Q vertical loads and E earthquake effect is the calculation of axial pressure forces calculated under G + Q + E. the largest, it will meet , taking into account the live load reduction coefficients defined for live loads in TS 498. It will satisfy the condition Ac ≥ Ndm /(0.40 35 fck ), being the largest of the axial compressive forces.
Ac ≥ Ndm /(0.40 35 fck )
If the condition is not met, the column wall area (Ac) or concrete class should be increased.
In addition, the conditions given in TS 500 for increased vertical loads (1.4G + 1.6Q) are checked.
TS 500 7.4.1 - Axial Pressure and Bending
Nd ≤ 0.9 fcd Ac condition must be met.
enlarged.
Solution:
The cross-sectional area of the element, whose name and solid is given, should be enlargedincreased by increasing the dimensions.
Increasing the concrete class contributes to the fulfillment of the condition.
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Ac = Gross cross-sectional area of the columnshearwall
Ndm = N dm Considering the live load reduction coefficients defined for live loads in TS 498 The largest of the axial compressive forces calculated under G + Q + E , the joint effect of vertical loads G and Q vertical loads and E earthquake effect is the largest of the axial pressure forces calculated under G + Q + E, taking into account the live load reduction coefficients defined for live loads in TS 498.
fck = characteristic cylinder compressive strength of concrete
Nd = Maximum column axial force under increased vertical loads
fcd = Design Characteristic cylinder compressive strength of concrete
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