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0002-B-VDI 6201-Fork-mounted beam subjected to two-axis bending

An example by the working group VDI 6201 Softwaregestützte Tragwerksberechnung

Reproduced with permission of the Association of German Engineers (Verein Deutscher Ingenieure e.V.) - This example is taken from standard VDI 6201 Part 2 - Annex.

The example was created by

VDI 6201

and published on 28.06.2017 on

published. You can find it at https://evadat.com/en/bsp/0002/.

It was qualified on 14.03.2018.

20210428_problembeschreibung.jpg
Developed by VDI 6201
Published on: 28.06.2017 | Qualified on: 14.03.2018
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B0Classification
  • ClassB · Numerical verification example
  • Structural system typeBar structure (general)
  • MechanicsStatics - first-order theory, Statics - second-order theory, Statics - geometrically nonlinear
  • Material lawLinear elastic
  • MaterialSteel
  • Verification formatDetermination of internal forces, Deformation verification
  • StandardDIN EN 1993

Reproduced with permission of the Association of German Engineers (Verein Deutscher Ingenieure e.V.) - This example is taken from standard VDI 6201 Part 2 - Annex.

B1Problem description
This section was machine-translated by DeepL.

The beam shown in Fig. B1-1 and described in the classification and Tab. B1-1, which is supported on both ends by fork-type supports, is subjected to biaxial bending due to the forces Fy and Fz. The internal forces and deflections are to be determined, taking into account the camber force torsion in accordance with first- and second-order elasticity theory as well as the exact geometrically non-linear theory, without considering shear deformations.

20210428_problem_description.jpg
Fig. B1-1: Fork-mounted beam subjected to biaxial loading
Tab. B1-1: Geometry, material properties and loading

Geometry

Material properties

Loading

l = 6.00 m

H 400/180/10/14:

h = 400 mm A = 87.60 cm²

b = 180 mm Iy = 23,070 cm⁴

s = 10 mm Iz = 1,364 cm⁴

t = 14 mm Iw = 506,900 cm⁶

ag = 386 mm IT = 45.00 cm⁴

E = 21,000 kN/cm²

G = 8,100 kN/cm²

Fy = 15 kN

Fz = 150 kN

Furthermore, the structural safety (plastic cross-sectional interaction) and serviceability (with Fy = 10 kN; Fz = 100 kN) are to be investigated. In addition, the branch load factor αcr against flexural-torsional buckling must be determined

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B5References
  1. [1] Lumpe, G.; Gensichen, V.: Evaluierung der linearen und nichtlinearen Stabstatik in Theorie und Software. Prüfbeispiele, Fehlerursachen, genaue Theorie. Berlin: Ernst & Sohn. 2014.
  2. [2] Gensichen, V.; Lumpe, G.: Zur Leistungsfähigkeit, korrekten Anwendung und Kontrolle von EDV-Programmen für die Berechnung räumlicher Stabwerke im Stahlbau. In: Stahlbau 77, 2008.
  3. [3] Lumpe, G.: Zur Stabilität und Biege-Torsion großer Verformungen von räumlichen Stabwerken. In: Bauingenieur 80, 2005.
  4. [4] Ansys, Inc.: Release 10.0 Documentation for ANSYS, BEAM 189. www.ansys.com. 2005.
  5. [5] Kindmann, R.; Frickel, J.: Elastische und plastische Querschnittstragfähigkeit. Berlin: Ernst & Sohn. 2002.
  6. [6] DIN Deutsches Institut für Normung e. V.: Eurocode 3: Bemessung und Konstruktion von Stahlbauten: Teil 1-1: Allgemeine Bemessungsregeln und Regeln für den Hochbau. Berlin: Beuth Verlag. 2010.
Editors
VDI 6201 Verein Deutscher Ingenieure e.V. (Düsseldorf, Germany)
–
Creator
VDI 6201 Verein Deutscher Ingenieure e.V. (Düsseldorf, Germany)
Diverse
Editor 1
VDI 6201 Creator, Editor 1

Verein Deutscher Ingenieure e.V. (Düsseldorf, Germany)

Software used: Diverse