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]
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]
Table 1.
| 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/m3 Gyttja – γ =13.5 kN/m3 | Peat – γ =10.5 kN/m3 |
| Organic matter content | Peat – Iż = 99%; Gyttja – Iż = 44.25% | Peat – Iż = 90% |
Figure 3.
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
Figure 5.
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