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Deformation parameters: Assessment of primary and secondary consolidation settlement. The primary consolidation settlement can be calculated from the coefficient of volume compressibility mv, which can further lead to the Young's modulus E′ = (1 + v′)(1 − 2v′)/[mv(1 − v′)], with an assumed Poisson's ratio v′.

The rate of settlement of a saturated soil is expressed by the coefficient of consolidation (cv). The rate of settlement of a soil, and hence the value of cv, is governed by two factors: the amount of water to be squeezed out of the soil; and the rate at which that water can flow out.

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.

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.

Deformation parameters: Assessment of primary and secondary consolidation settlement. The primary consolidation settlement can be calculated from the coefficient of volume compressibility mv, which can further lead to the Young's modulus E′ = (1 + v′)(1 − 2v′)/[mv(1 − v′)], with an assumed Poisson's ratio v′.

The settlement of the surface is found by dividing Q by A, the horizontal area of the soil deposit from which the flow Q emanates. The excess porewater pressures must vary as indicated in Figure 3.12, where time increases in the order t0, t1, t2,…, t .

The settlement of the surface is found by dividing Q by A, the horizontal area of the soil deposit from which the flow Q emanates. The excess porewater pressures must vary as indicated in Figure 3.12, where time increases in the order t0, t1, t2,…, t .

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.

Deformation parameters: Assessment of primary and secondary consolidation settlement. The primary consolidation settlement can be calculated from the coefficient of volume compressibility mv, which can further lead to the Young's modulus E′ = (1 + v′)(1 − 2v′)/[mv(1 − v′)], with an assumed Poisson's ratio v′.

The rate of settlement of a saturated soil is expressed by the coefficient of consolidation (cv). The rate of settlement of a soil, and hence the value of cv, is governed by two factors: the amount of water to be squeezed out of the soil; and the rate at which that water can flow out.

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.

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.

Deformation parameters: Assessment of primary and secondary consolidation settlement. The primary consolidation settlement can be calculated from the coefficient of volume compressibility mv, which can further lead to the Young's modulus E′ = (1 + v′)(1 − 2v′)/[mv(1 − v′)], with an assumed Poisson's ratio v′.

The settlement of the surface is found by dividing Q by A, the horizontal area of the soil deposit from which the flow Q emanates. The excess porewater pressures must vary as indicated in Figure 3.12, where time increases in the order t0, t1, t2,…, t .

The settlement of the surface is found by dividing Q by A, the horizontal area of the soil deposit from which the flow Q emanates. The excess porewater pressures must vary as indicated in Figure 3.12, where time increases in the order t0, t1, t2,…, t .

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.