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The Consequences of Non-Uniform Founding of Concrete Tank in Weak Wet Subsoil

Anna Halicka

Anna Halicka

Politechnika LubelskaLublin, Poland
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Halicka, Anna
 e 
Jacek Zyga

Jacek Zyga

Politechnika LubelskaLublin, Poland
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Zyga, Jacek
  
30 dic 2019
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Categoria dell'articolo: Research Articles
Pubblicato online: 30 dic 2019
Pagine: 263 - 271
Ricevuto: 09 giu 2019
Accettato: 07 ago 2019
DOI: https://doi.org/10.2478/sgem-2019-0023
Parole chiave
© 2019 Anna Halicka, Jacek Zyga, published by Sciendo
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 International License.

Figure 1

The outside view of water tank.
The outside view of water tank.

Figure 2

The interior of concrete tank.
The interior of concrete tank.

Figure 3

The location of water tank in relation to the river and the buildings of water supply plant with the scheme of geotechnical layers.
The location of water tank in relation to the river and the buildings of water supply plant with the scheme of geotechnical layers.

Figure 4

The original design drawing of tank cross section [1].
The original design drawing of tank cross section [1].

Figure 5

The levels of underground water in relation to foundation level: the water in the river in accordance to design drawings (normal and maximum) and the water level found nowadays (maximum).
The levels of underground water in relation to foundation level: the water in the river in accordance to design drawings (normal and maximum) and the water level found nowadays (maximum).

Figure 6

The exemplifying crack with salting out in the longitudinal partition wall.
The exemplifying crack with salting out in the longitudinal partition wall.

Figure 7

The exemplifying crack with stalactites of salting out in the roof slab.
The exemplifying crack with stalactites of salting out in the roof slab.

Figure 8

Original design drawings concerning the tank strengthening [1]: (a) location of piles in the ABCD region, (b) hand-made remarks, (c) cross section of bottom slab with concrete piles; (1) location of holes planed for peat level determination, (2) ‘additional piles’ (probably timber piles), (3) concrete piles under foundation slab.
Original design drawings concerning the tank strengthening [1]: (a) location of piles in the ABCD region, (b) hand-made remarks, (c) cross section of bottom slab with concrete piles; (1) location of holes planed for peat level determination, (2) ‘additional piles’ (probably timber piles), (3) concrete piles under foundation slab.

Figure 9

Crack pattern (a) versus region with piles (b).
Crack pattern (a) versus region with piles (b).

Figure 10

The crack width gauge fixed to the longitudinal partition wall.
The crack width gauge fixed to the longitudinal partition wall.

Figure 11

The location of crack gauges and places of vertical displacement surveying and the measurement results in 2014–2017.
The location of crack gauges and places of vertical displacement surveying and the measurement results in 2014–2017.

Figure 12

The structure of controlled point whilst fixing to the upper surface of the roof slab.
The structure of controlled point whilst fixing to the upper surface of the roof slab.

Figure 13

The benchmark control levelling network.
The benchmark control levelling network.

Figure 14

Displacement of controlled points.
Displacement of controlled points.
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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