Steel Column Design Example

Design strength control of the steel column named PL007 is 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 are as follows:

Steel material: S355 F_y =355 N/mm ² F_u =510 N/mm ²

Cross section: HEB 450

Control of Cross Section Conditions (TBDY 9.3.1)

It should be checked whether the flange width/thickness and web height/thickness values ​​of the column cross-section exceed λ_hd value given in Table 9.3 .

• Cross section flange;

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• Cross-section web;

As a result of the analysis, the column design point is taken from the cross section.

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Check of the cross-section condition is made according to the TBDY 2018 Table 9.3 in the steel column report and summarized in tabular form.

Axial Force Strength

The calculation of the flexural buckling boundary state about the X-axis is as follows:

MPa

MPa

The calculation of the flexural buckling boundary state about the Y-axis is as follows:

MPa

MPa

kN

Flexural Moment Strength

mm

mm

Since L_r is calculated.

In this case, the characteristic bending moment strength should be calculated by ÇYTHYE Equation 9.3. C_b, the lateral-torsional buckling modification factor, used in this calculation is determined automatically according to the moment values ​​read on the relevant column.

According to design rules under combined effects, strength control is done as follows:

Shear Force Strength

According to section 10.2.1(a) of ÇYTHYE in I-cross section with double symmetry axes,

According to ÇYTHYE 10.2,

Axial Capacity Control

In addition to the axial capacity we design the 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 check is that the horizontal earthquake effects obtained from the analysis must be increased by D, overstrenght factor.