Compression and Consolidation of Soils | For GATE , ESE and SSC JE

Compression and Consolidation of Soils

Compression and Consolidation of soils

  • When a soil layer is subjected to vertical stress, volume change can take place through rearrangement of soil grains, and some amount of grain fracture may also take place. The volume of soil grains remains constant, so change in total volume is due to change in volume of water. In saturated soils, this can happen only if water is pushed out of the voids. The movement of water takes time and is controlled by the permeability of the soil and the locations of free draining boundary surfaces.
  • It is necessary to determine both the magnitude of volume change (or the settlement) and the time required for the volume change to occur. The magnitude of settlement is dependent on the magnitude of applied stress, thickness of the soil layer, and the compressibility of the soil.
  • When soil is loaded undrained, the pore pressure increases. As the excess pore pressure dissipates and water leaves the soil, settlement takes place. This process takes time, and the rate of settlement decreases over time. In coarse soils (sands and gravels), volume change occurs immediately as pore pressures are dissipated rapidly due to high permeability. In fine soils (silts and clays), slow seepage occurs due to low permeability.

Components of Total Settlement

  • The total settlement of a loaded soil has three components: Elastic settlement, primary consolidation, and secondary compression.
  • Elastic settlement is on account of change in shape at constant volume, i.e. due to vertical compression and lateral expansion. Primary consolidation (or simply consolidation) is on account of flow of water from the voids, and is a function of the permeability and compressibility of soil. Secondary compression is on account of creep-like behaviour.
  • Primary consolidation is the major component and it can be reasonably estimated. A general theory for consolidation, incorporating three-dimensional flow is complicated and only applicable to a very limited range of problems in geotechnical engineering. For the vast majority of practical settlement problems, it is sufficient to consider that both seepage and strain take place in one direction only, as one-dimensional consolidation in the vertical direction.

Compressibility Characteristics

  • Soils are often subjected to uniform loading over large areas, such as from wide foundations, fills or embankments. Under such conditions, the soil which is remote from the edges of the loaded area undergoes vertical strain, but no horizontal strain. Thus, the settlement occurs only in one-dimension.
  • The compressibility of soils under one-dimensional compression can be described from the decrease in the volume of voids with the increase of effective stress. This relation of void ratio and effective stress can be depicted either as an arithmetic plot or a semi-log plot.

  • In the arithmetic plot as shown, as the soil compresses, for the same increase of effective stress Ds’, the void ratio reduces by a smaller magnitude, from De1 to De2. This is on account of an increasingly denser packing of the soil particles as the pore water is forced out.
  • In fine soils, a much longer time is required for the pore water to escape, as compared to coarse soils.
  • It can be said that the compressibility of a soil decreases as the effective stress increases.
  • This can be represented by the slope of the void ratio – effective stress relation, which is called the coefficient of compressibility, av.

For a small range of effective stress,

  • The -ve sign is introduced to make av a positive parameter.
  • If e0 is the initial void ratio of the consolidating layer, another useful parameter is the coefficient of volume compressibility, mv, which is expressed as

  • It represents the compression of the soil, per unit original thickness, due to a unit increase of pressure.