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Vibration monitoring of structures in the light of the Polish and international requirements

Aneta Herbut

Aneta Herbut

Faculty of Civil Engineering, Wroclaw University of Science and TechnologyPoland
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Herbut, Aneta
, 
Anna Jakubczyk-Gałczyńska

Anna Jakubczyk-Gałczyńska

Faculty of Civil and Environmental Engineering, Gdansk University of Technology
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Jakubczyk-Gałczyńska, Anna
 e 
Marek Wyjadłowski

Marek Wyjadłowski

Faculty of Civil Engineering, Wroclaw University of Science and TechnologyPoland
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Wyjadłowski, Marek
  
27 giu 2023
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Categoria dell'articolo: Original Study
Pubblicato online: 27 giu 2023
Pagine: 209 - 220
Ricevuto: 20 set 2022
Accettato: 14 apr 2023
DOI: https://doi.org/10.2478/sgem-2023-0008
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© 2023 Aneta Herbut et al., published by Sciendo
This work is licensed under the Creative Commons Attribution 4.0 International License.

Figure 1:

Threshold values of PPV at the foundation level given by the different codes addressed to structures sensitive to the dynamic load and long-time vibrations.
Threshold values of PPV at the foundation level given by the different codes addressed to structures sensitive to the dynamic load and long-time vibrations.

Figure 2:

Threshold values of PPV at the foundation level given by the different codes addressed to industrial and heavy commercial buildings insensitive to the dynamic load and short-time vibrations.
Threshold values of PPV at the foundation level given by the different codes addressed to industrial and heavy commercial buildings insensitive to the dynamic load and short-time vibrations.

Figure 3:

Dynamic Influence Scale (DIS I on the left, DIS II on the right) [21].
Dynamic Influence Scale (DIS I on the left, DIS II on the right) [21].

Figure 4:

The examined case: structure sensitive to dynamic excitation located in the vicinity of diaphragm wall installation (a); vibration monitoring made on structure (b).
The examined case: structure sensitive to dynamic excitation located in the vicinity of diaphragm wall installation (a); vibration monitoring made on structure (b).

Figure 5:

PPV values on the foundation level compared to the vibration limits given for the vibration-sensitive structures and long-time vibrations.
PPV values on the foundation level compared to the vibration limits given for the vibration-sensitive structures and long-time vibrations.

Figure 6:

The examined case: vibration-resistant structure located near the soldier pile wall realization.
The examined case: vibration-resistant structure located near the soldier pile wall realization.

Figure 7:

PPV values at the foundation level, compared to the vibration limits given for the vibration-insensitive structures and short-time vibrations.
PPV values at the foundation level, compared to the vibration limits given for the vibration-insensitive structures and short-time vibrations.

Figure 8:

The examined case (a) and specialized measuring equipment with a computer and sensors connected to the foundation (b).
The examined case (a) and specialized measuring equipment with a computer and sensors connected to the foundation (b).

Figure 9:

Results of impact analysis of the example building.
Results of impact analysis of the example building.

Number of occurrences of PPV transgressions according to the most and the least restrictive codes and the average (vibration-insensitive structures and short-time vibrations)_

Standard used Number of PPV exceedings
BS 7385 2
DIN 71
FTA 280
Lingua:
Inglese
Frequenza di pubblicazione:
4 volte all'anno
Argomenti della rivista:
Geoscienze, Geoscienze, altro, Scienze materiali, Compositi, Materiali porovati, Fisica, Meccanica e dinamica dei fluidi
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