Steel Column Design Example

The design strength control of the steel column named PL007 is made 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 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 cap width / thickness and body height / thickness values ​​of the column cross-section exceed the λ_hd value given in Table 9.3 .

• Cross section flange;

koşulu sağlar.

• Cross-section web;

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

koşulu sağlar.

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.

Axial Force Strength

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

MPa

MPa

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

MPa

MPa

kN

Bending 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 , moment correction coefficient used in this calculation is calculated 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 article 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 pressure capacity we calculated for the design 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 is that the horizontal earthquake effects obtained from the analysis must be increased by D, the excess strength coefficient.