The design Design strength control of the steel column named PL007 is made done under the most unfavorable internal forces as a result of the general analysis determined according to TBDY 2018 9.3.1.3. The material and section information of the column is are as follows:
Steel material: S355 Fy =355 N/mm 2 Fu =510 N/mm 2
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It should be checked whether the cap flange width/thickness and body web height/thickness values of the column cross-section exceed the λhd value given in Table 9.3 .
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The Check of the cross-section condition check is made according to the TBDY 2018 Table 9.3 in the steel column report and is summarized in tabular form.
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Axial Force Strength
The calculation of the bending flexural buckling boundary state about the X-axis is as follows:
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The calculation of the bending flexural buckling boundary state about the Y-axis is as follows:
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Flexural Moment Strength
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In this case, the characteristic bending moment strength should be calculated by ÇYTHYE Equation 9.3. Cb , moment correction coefficient , the lateral-torsional buckling modification factor, used in this calculation is calculated determined automatically according to the moment values read on the relevant column.
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Shear Force Strength
According to article section 10.2.1(a) of ÇYTHYE in I-cross section with double symmetry axes,
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Axial Capacity Control
In addition to the axial pressure capacity we calculated for design the design elements under combined effects above, the axial tensile force must also be controlled in accordance with TBDY 9.3.1.3. The point to be considered in this control check is that the horizontal earthquake effects obtained from the analysis must be increased by D, the excess strength coefficientoverstrenght factor.
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