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Studia Geotechnica et Mechanica
Volume 43 (2021): Numero 3 (September 2021)
Accesso libero
A comprehensive approach to the optimization of design solutions for dry anti-flood reservoir dams
Dariusz Łydżba
Dariusz Łydżba
,
Adrian Różański
Adrian Różański
,
Maciej Sobótka
Maciej Sobótka
,
Michał Pachnicz
Michał Pachnicz
,
Szczepan Grosel
Szczepan Grosel
e
Jakub Rainer
Jakub Rainer
| 30 set 2021
Studia Geotechnica et Mechanica
Volume 43 (2021): Numero 3 (September 2021)
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Article Category:
Original Study
Pubblicato online:
30 set 2021
Pagine:
270 - 284
Ricevuto:
10 mag 2021
Accettato:
21 mag 2021
DOI:
https://doi.org/10.2478/sgem-2021-0016
Parole chiave
finite element method
,
stability
,
settlement
,
filtration
,
kriging
© 2021 Dariusz Łydżba et al., published by Sciendo
This work is licensed under the Creative Commons Attribution 4.0 International License.
Figure 1
Characteristic cross-section of the dam (Sweco Consulting Sp. z o.o. 2019).
Figure 2
Section of the map indicating the topography of terrain, dam body and area under consideration
Figure 3
Three-dimensional model of the dam substrate.
Figure 4
Location of the boreholes and the dam body–top view.
Figure 5
Location of the boreholes data input to the FE model.
Figure 6
3D substrate reconstruction with finite element mesh.
Figure 7
Model of the subsoil with the distribution of geotechnical layers within the western abutment area.
Figure 8
First-type boundary condition applied to the boundary of the domain.
Figure 9
Distribution of the Fi parameter.
Figure 10
Anti-filtration barrier visualization (red) and highly permeable layers (blue).
Figure 11
Numerical model created for the purpose of deformation and stability analyses.
Figure 12
Selected stages of dam construction: a) stage 0 – reference stage, b) stage I – excavation, c) stage VI – intermediate dam construction, d) stage VIII – construction completed.
Figure 13
Time-variable boundary condition of water pressure during the passage of the flood wave.
Figure 14
Evolution of the factor of safety in time during flood wave passage for different depths of the anti-filtration barrier.
Figure 15
Potential failure mechanisms at selected time steps of the analysis: a) for the maximum damming level, b) for the minimum FOS value.
Figure 16
An exemplary map of displacements: a) vertical; b) horizontal.