Elastic bending moment resistance cannot develop because local buckling occurs before the yield stress is reached at the extreme fiber. Indicative classification of the flanges and webs of the steel profiles is presented for the characteristic cases of pure uniform compression and pure bending moment. Elastic bending moment resistance develops but local buckling prevents the development of plastic resistance. Torsional and warping properties For open thin-walled cross-sections the torsional constant I T , torsional modulus W T , warping constant I w , and warping modulus W w may be calculated according to the procedure described in EN Annex C. Make sure that the selected file is appropriate for this calculation. For shear load parallel to the flanges the corresponding shear area A v,y is not specified in EN for the case of rolled I and H sections.
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In general the overall element resistance is smaller and must be verified according to the relevant clauses of EN Section 6. Buckling curves The appropriate buckling curve for rolled flanged sections is specified in EN Table 6.
The basic geometric properties of the cross-section are calculated by using the fundamental relations of mechanics. The plastic section modulii W pl,y and W pl,z about the major axis y-y and the minor axis z-z respectively correspond to the maximum plastic bending moment when the axial force of the cross-section is zero and the stress profile is fully plastic. Javascript is required to display interactive tables.
Elastic bending moment resistance develops but local buckling prevents the development of plastic resistance. The presented values take into account the actual thickness of the cross-section elements and the presence of the root fillets. The aforementioned axial force resistances correspond to the gross cross-sectional area A and the steel yield stress f y: Steel partial material safety factor for cross-section resistance.
Make sure that the selected file is appropriate for this calculation.
You can provide the following project data as page header. In the provided tables the shear area A v,y is assumed equal to the sum of areas of the flanges only, which is a reasonable conservative assumption:.
The values presented in the tables for the torsional and warping properties are accurate results obtained from finite element analysis of the cross-section and they are reproduced from Table 1 of the following scientific paper: Four section classes are identified: Elastic bending moment resistance cannot develop because local buckling occurs before the yield stress is reached at the extreme fiber.
It affects the resistance of profiles in axial force, shear, bending. Cross-section classification for webs and flanges is eshtsl in accordance with EN Table 5. For the case of combined bending moment and compressive axial force the section class has an intermediate value that may be equal or between the presented values.
The root fillets are taken into account in the calculated geometric properties. Calculate Finished Recalculate Loading For shear load parallel to the flanges the corresponding shear area A v,y is not specified in EN for the case of rolled I and H sections. Input Tables Notes Details.
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The elastic bending moment resistance is applicable for class 3 cross-sections. Width to thickness limits for cross-section classification according to EN Table 5. In general the class may hable an intermediate value if the stress profile of the compression part occurs from a combination of compressive axial force and bending moment.
The aforementioned axial force resistances correspond to the gross cross-sectional area A and the steel yield stress f y:. Torsional and warping properties For open thin-walled cross-sections the torsional constant I Ttorsional modulus W Twarping constant I wand warping modulus W w may be calculated according to the procedure described in EN Annex C. The notation is described in EN Annex C. The classification of the cross-section parts flanges and web is specified in EN Table 5. The elastic section modulii W el,y and W el,z about the major axis y-y and the minor axis z-z respectively are calculated by dividing the second moment of the area I y and I z with the corresponding distance from the centroid to the most distant edge:.
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The role of the classification is to identify the extent to which the resistance and rotation capacity of the cross-section are limited by local buckling of its parts. Please select a previously saved calculation file. The plastic section modulus corresponds to the sum of first moments of the area of the two halves about the major axis y-y and the minor axis z-z respectively.
The geometric properties that fully define the cross-section are: Plastic bending moment resistance develops and plastic hinge develops with rotation capacity adequate for plastic analysis. Torsional properties I TW T and warping properties I wW w are accurate results obtained from finite element analysis of the cross-section and they are reproduced from Table 1 of the following scientific paper:
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