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Displacements of shell in soil-steel bridge subjected to moving load: determination using strain gauge measurements and numerical simulation

Czesław Machelski

Czesław Machelski

Faculty of Civil Engineering, Wrocław University of Science and TechnologyWrocław, Poland
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Machelski, Czesław
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Maciej Sobótka

Maciej Sobótka

Faculty of Civil Engineering, Wrocław University of Science and TechnologyWrocław, Poland
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Sobótka, Maciej
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Szczepan Grosel

Szczepan Grosel

Faculty of Civil Engineering, Wrocław University of Science and TechnologyWrocław, Poland
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Grosel, Szczepan
  
31 mar 2022
Displacements of shell in soil-steel bridge subjected to moving load: determination using strain gauge measurements and numerical simulation's Cover Image
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Categoría del artículo: Original Study
Publicado en línea: 31 mar 2022
Páginas: 26 - 37
Recibido: 23 abr 2021
Aceptado: 04 oct 2021
DOI: https://doi.org/10.2478/sgem-2021-0028
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© 2022 Czesław Machelski et al., published by Sciendo
This work is licensed under the Creative Commons Attribution 4.0 International License.

Figure 1

Photograph of the shell during backfilling (a) and geometry of its longitudinal cross section (b).
Photograph of the shell during backfilling (a) and geometry of its longitudinal cross section (b).

Figure 2

Cross section of the circumferential band of the shell.
Cross section of the circumferential band of the shell.

Figure 3

Location of measurement points along the circumferential section of the shell.
Location of measurement points along the circumferential section of the shell.

Figure 4

Plot of measured unit strains εg and εD for xp = 0 m in the initial passage.
Plot of measured unit strains εg and εD for xp = 0 m in the initial passage.

Figure 5

Horizontal (a) and vertical (b) displacement of point 6 during the loading test.
Horizontal (a) and vertical (b) displacement of point 6 during the loading test.

Figure 6

Horizontal (a) and vertical (b) displacement of point 9 during the loading test.
Horizontal (a) and vertical (b) displacement of point 9 during the loading test.

Figure 7

Horizontal (a) and vertical (b) displacement of point 12 during the loading test.
Horizontal (a) and vertical (b) displacement of point 12 during the loading test.

Figure 8

Geometry and finite element mesh adopted in the numerical model.
Geometry and finite element mesh adopted in the numerical model.

Figure 9

Selected phase of backfilling.
Selected phase of backfilling.

Figure 10

Vehicular loading as a system of nodal forces.
Vehicular loading as a system of nodal forces.

Figure 11

Vertical displacement of point No. 6 during consecutive vehicle crossings: without shell ballasting (a) and with ballasting (b).
Vertical displacement of point No. 6 during consecutive vehicle crossings: without shell ballasting (a) and with ballasting (b).

Figure 12

Vertical displacement of point No. 9 during consecutive vehicle crossings: without shell ballasting (a) and with ballasting (b).
Vertical displacement of point No. 9 during consecutive vehicle crossings: without shell ballasting (a) and with ballasting (b).

Figure 13

Vertical displacement of point No. 12 during consecutive vehicle crossings: without shell ballasting (a) and with ballasting (b).
Vertical displacement of point No. 12 during consecutive vehicle crossings: without shell ballasting (a) and with ballasting (b).

Mechanical parameters used in the computations_

Corrugated steel sheet
Young’s modulus 210,000 MPa
Poisson ratio 0.3
Moment of inertia 9.05∙10−5 m4/m
Sectional area 1.45∙10−2 m2/m
Unit weight (with ballasting) 77 (3080) kN/m3
Backfill soil
Young’s modulus 150 MPa
Poisson ratio 0.25
Cohesion 5 kPa
Friction angle 34°
Dilatancy angle 9°
Unit weight 19 kN/m3
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Inglés
Calendario de la edición:
4 veces al año
Temas de la revista:
Geociencias, Geociencias, otros, Ciencia de los materiales, Compuestos, Materiales porosos, Física, Mecánica y dinámica de fluidos
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