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Analysis of Using the Empirical Model of Organic Soil Consolidation to Predict Settlement

Zygmunt Meyer
Zygmunt Meyer
 e 
Magdalena Olszewska
Magdalena Olszewska
   | 20 lug 2023
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Pubblicato online: 20 lug 2023
Pagine: 111 - 117
Ricevuto: 15 gen 2023
Accettato: 27 mar 2023
DOI: https://doi.org/10.2478/acee-2023-0020
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© 2023 Zygmunt Meyer et al., published by Sciendo
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 International License.

Figure 1.

Assumed column of organic soil for calculation; σ0 – loading by the preload embankment (kPa); σz – stresses in the soil in the column under consideration (kPa); HT – organic soil thickness (m); Em_1 – constrained modulus of elasticity of peat material in the column under consideration; determined by the first model (kPa); A – analysed point (−); hn – the height of the embankment (m); γ – the unit weight of the embankment (kN/m3); z – the axis of depth [9, 10]
Assumed column of organic soil for calculation; σ0 – loading by the preload embankment (kPa); σz – stresses in the soil in the column under consideration (kPa); HT – organic soil thickness (m); Em_1 – constrained modulus of elasticity of peat material in the column under consideration; determined by the first model (kPa); A – analysed point (−); hn – the height of the embankment (m); γ – the unit weight of the embankment (kN/m3); z – the axis of depth [9, 10]

Figure 2.

Assumptions made for the model; a) calculated column in methods b) adopted coordinate system for calculations; σ0 – loading by the preload embankment (kPa); σz – stresses in the soil in the column under consideration (kPa); HT – organic soil thickness (m); Em_2 – constrained modulus of elasticity of peat material in the column under consideration; determined by the second model (kPa); A, analysed point (−); hn – the height of the embankment (m); γ – the unit weight of the embankment (kN/m3); z – the axis of depth [10]
Assumptions made for the model; a) calculated column in methods b) adopted coordinate system for calculations; σ0 – loading by the preload embankment (kPa); σz – stresses in the soil in the column under consideration (kPa); HT – organic soil thickness (m); Em_2 – constrained modulus of elasticity of peat material in the column under consideration; determined by the second model (kPa); A, analysed point (−); hn – the height of the embankment (m); γ – the unit weight of the embankment (kN/m3); z – the axis of depth [10]

Figure 3.

Scheme of embankments with the arrangement of measuring benchmarks [3, 16, 17]
Scheme of embankments with the arrangement of measuring benchmarks [3, 16, 17]

Figure 4.

The change of stresses working on the subsoil σ(t) and settlement in time s(t) for embankments
The change of stresses working on the subsoil σ(t) and settlement in time s(t) for embankments

Figure 5.

The changing settlement in time s(t) for embankments
The changing settlement in time s(t) for embankments

Figure 6.

The constrain elasticity modulus: a. for the first embankment; b. for the second embankment
The constrain elasticity modulus: a. for the first embankment; b. for the second embankment

The details of embankments [13, 15, 16, 17, 18]

The first embankment The second embankment
Dimension at the base 16 × 26 m 19.8 × 23.6 m
Initial height 2.0 m 2.2 m
Material of embankment MSa MSa
Bulk density of embankment γ =17.5 kN/m3, γ =18.18 kN/m3,
Height of organic soil layer 4.0 m 4.0 m
Type of organic soil 2 m of peat and 2 m of gyttja 4 m of peat
Water content of organic soil w = 418% (peat);w= 135% (gyttja) Peat – w = 426%
Bulk density Peat – γ =10.5 kN/m3Gyttja – γ =13.5 kN/m3 Peat – γ =10.5 kN/m3
Organic matter content Peat – Iż = 99%;Gyttja – Iż = 44.25% Peat – Iż = 90%
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