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The settlement of soils in response to loading can be broadly divided into two types: elastic and time-dependent settlement. Elastic settlements are the simplest to deal with; they are instantaneous, recoverable, and can be calculated from linear elastic theory.

To calculate the settlement fractions, the mean constant stresses σkonst,i are determined for all i lamellas. The total settlement is equal to the sum of the partial settlements of all lamellas. An example with 6 lamellas is shown below.

Elastic settlement calculation using displacement influence factors has the general form (Poulos and Davis, 1974):(1) ρ = q B E s I where ρ is the foundation settlement; q is the applied stress; B means the foundation width; Es stands for the equivalent elastic soil modulus; and I is the displacement influence factor.

The settlement-generating base stress σ1 = σ0 - γ • h must be used, taking into consideration the stress reduction by the excavation unloading for the embedment depth of the foundations. the stress-dependent constrained moduli of the soil layers. the value of the limiting depth.

From the theory of elasticity for flexible footings over semi-infinite media, it is well known that the settlement at the center of a uniformly loaded square footing having edge B is approximately equal to the respective settlement of a circular footing of equal area (radius of footing equal to B/ √ π) [26];

The most common cause is when there are variable ground conditions underneath the building, leading to some parts settling more than others. Where this is the case the differential settlement can be estimated by calculating the total settlement for each part of the structure and comparing.

The elastic settlement of the footing in case of saturated clays is determined using the relation: S i = q B ( E s 1 − μ ) I. S i = q B ( 1 − μ E s ) I. S i = q ( 1 − μ 2 E s ) I. S i = q B ( 1 − μ 2 E s ) I.

H = Thickness of the field consolidating stratum at the end of primary consolidation. Commonly initial thickness is used unless the primary consolidation is very large. Say more than 10% of initial thickness. t2 = t100 (f) + Δt = time for which secondary settlement is to be calculated.

The settlement of soils in response to loading can be broadly divided into two types: elastic and time-dependent settlement. Elastic settlements are the simplest to deal with; they are instantaneous, recoverable, and can be calculated from linear elastic theory.

To calculate the settlement fractions, the mean constant stresses σkonst,i are determined for all i lamellas. The total settlement is equal to the sum of the partial settlements of all lamellas. An example with 6 lamellas is shown below.

Elastic settlement calculation using displacement influence factors has the general form (Poulos and Davis, 1974):(1) ρ = q B E s I where ρ is the foundation settlement; q is the applied stress; B means the foundation width; Es stands for the equivalent elastic soil modulus; and I is the displacement influence factor.

The settlement-generating base stress σ1 = σ0 - γ • h must be used, taking into consideration the stress reduction by the excavation unloading for the embedment depth of the foundations. the stress-dependent constrained moduli of the soil layers. the value of the limiting depth.

From the theory of elasticity for flexible footings over semi-infinite media, it is well known that the settlement at the center of a uniformly loaded square footing having edge B is approximately equal to the respective settlement of a circular footing of equal area (radius of footing equal to B/ √ π) [26];

The most common cause is when there are variable ground conditions underneath the building, leading to some parts settling more than others. Where this is the case the differential settlement can be estimated by calculating the total settlement for each part of the structure and comparing.

The elastic settlement of the footing in case of saturated clays is determined using the relation: S i = q B ( E s 1 − μ ) I. S i = q B ( 1 − μ E s ) I. S i = q ( 1 − μ 2 E s ) I. S i = q B ( 1 − μ 2 E s ) I.

H = Thickness of the field consolidating stratum at the end of primary consolidation. Commonly initial thickness is used unless the primary consolidation is very large. Say more than 10% of initial thickness. t2 = t100 (f) + Δt = time for which secondary settlement is to be calculated.