A 10 m thkck clay layer is resting over a 3 mthick sand layer and is submerged. A fill of 2 mthick sand with unit weight of 20 kN/m3 isplaced above the clay layer to accelerate therate of consoldiation of the clay layar.Coefficient of consolidation of clay is 9 x 10-2m3/year and coefficient of volumecompressibility of clay is 2.2 x 10 m?/kN.Assume Taylor's relations between time factorand average degree of consolidation.Water table V10 mClay3 mSandImpervious stratumThe settlement (in mm, round off to twodecimal places) of the clay layer, 10 years afterthe construction of the fill, is

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A 10 m thkck clay layer is resting over a 3 thick sand layer and is submerged. A fill o thick sand with unit weight of 20 kN/m³ is

Fundamentals of Geotechnical Engineering (MindTap Course List)

5th Edition

ISBN:9781305635180

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter9: Consolidation

Section: Chapter Questions

Problem 9.17P

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Concept explainers

Principles of Seepage

In hydrology, when water flows down in a pore or crack of unsaturated soil due to gravity, the deep layer of soil is called seepage. It is the slow movement of water in the soil layer. Seepage is mainly found near hydraulic structures and is responsible for the stability of earthen-type hydraulic structures.

Question

A 10 m thkck clay layer is resting over a 3 m
thick sand layer and is submerged. A fill of 2 m
thick sand with unit weight of 20 kN/m3 is
placed above the clay layer to accelerate the
rate of consoldiation of the clay layar.
Coefficient of consolidation of clay is 9 x 10-2
m3/year and coefficient of volume
compressibility of clay is 2.2 x 10 m?/kN.
Assume Taylor's relations between time factor
and average degree of consolidation.
Water table V
10 m
Clay
3 m
Sand
Impervious stratum
The settlement (in mm, round off to two
decimal places) of the clay layer, 10 years after
the construction of the fill, is

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A 3.75 m thick clay layer (drained on one side) is normally consolidated. When the pressure increase from 50 KN/m2 to 150 KN/m2 , the void ratio decreases from 0.9 to 0.75.For the clay Cv=0.24 cm2/sec.a. Interpret the time in days for the clay layer to reach 50% consolidation. b. Interpret the settlement at that time i.e, at 50% consolidation.
For a given consolidated clay: Gs= 2.71; LL= 45; In situ average effective overburden pressure = 120 kPa; In situ void ratio= 0.80 ; Thickness of clay layer = 4m ; average increase of effective stress on clay layer= 40 kPa; Effective pressure at the mid-height of clay layer= 60 kPa; Swell Index (Cs)= 1/5 Cc. Compute the compression index. a.0.534 b.0.513 c.0.315 d.0.145 With Free Body Diagram
For a given consolidated clay: Gs= 2.71; LL= 45; In situ average effective overburden pressure = 120 kPa; In situ void ratio= 0.80 ; Thickness of clay layer = 4m ; average increase of effective stress on clay layer= 40 kPa; Effective pressure at the mid-height of clay layer= 60 kPa; Swell Index (Cs)= 1/5 Cc. Compute the primary consolidation settlement in mm. a.87.64 b.49 c.92.9 d.100.5
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For a given consolidated clay: Gs= 2.71; LL= 45; In situ average effective overburden pressure = 120 kPa; In situ void ratio= 0.80 ; Thickness of clay layer = 4m ; average increase of effective stress on clay layer= 40 kPa; Effective pressure at the mid-height of clay layer= 60 kPa; Swell Index (Cs)= 1/5 Cc. Compute the pre-consolidation pressure in kPa. a. 92.9 b. 49 c. 87.64 d. 100.5
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