An over consolidated day deposit has an undrained shear strength equal to 973 kN/m?, From drained test values of c and o are found to be 32.5 kPa and 34.5 degrees, respectively. You method. If failure occurs in either the undrained state or drained state. what is the major effective principal stress at failure in kPa? Answer: Check

An over consolidated day deposit has an undrained shear strength equal to 973 kN/m?, From drained test values of c and o are found to be 32.5 kPa and 34.5 degrees, respectively. You method. If failure occurs in either the undrained state or drained state. what is the major effective principal stress at failure in kPa? Answer: Check

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter2: Geotechnical Properties Of Soil

Section: Chapter Questions

Problem 2.21P

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An embankment consists of clay fill for which c′ = 25 kN/m2 and φ = 27° (from consolidated undrained tests with pore-pressure measurement). The average bulk unit-weight of the fill is 2 Mg/m3. Estimate the shear-strength in kPa of the material on a horizontal plane at a point 20 m below the surface of the embankment, if the pore pressure at this point is 180 kN/m2 as shown by a piezometer.
At what depth would total the vertical stress in a deep deposit of clay (e = 1.1, Gs = 2.74)be 100 kPa if the water table is 1 m below the ground surface and the above the watersurface a saturation degree of 90 % exists. What is the effective stress at the same depth?
1. At what depth would the total vertical stress in a deposit of clay (e = 0.9, Gs = assume, consider 4 significant figures) overlain by 3 meters of sand (e = 1.1, assume Gs with 4 significant figures) be 220 kPa if the water table is 2 meters below the ground surface and saturation of 20 percent exists above it? What is the effective stress at the same depth? Draw your stress diagrams up until 2 meters deeper than the point at which the stress is 220 kPa.
Knowing that the compression index, Cc = 0.333, and the preconsolidation pressure s’c = 140 kPa with an initial void ratio e0 = 0.85 for a H = 3 m thick clay layer which is subjected to a new loading for an embankment resulting in a stress increase to 200 kPa; what is the expected consolidation settlement? Provide answer below in meters (m).
A soil profile, under surcharge load of 25 kN/m2 at ground level, consists of 6m sand and 3m clay layer. Ground water table is 2m below sand layer. Dry unit weight and saturated unit weight of sand is 15.80kN/m3 and 16.90kN/m3 respectively. Clay layer, Gs=2.67 and saturated unit weight is 18.80 kN/m3. Determine a)Increase in stress at the mid layer of clay b) With dewatering 2m, what is the stress increase at the mid layer of clay c) How much must the water level be lowered to me more effective than the surcharged load?
A 5.1 m thick clay soil with a current overburden pressure of 89 kPa is going to experience an additional stress of 89 kPa after a new structure is built. If it was determined that the clay is normally consolidated has an initial void ratio of 1.2, a recompression index of 0.07, and a compression index of 0.47. Determine the total amount of settlement that is expected to occur. Provide your answer in meters to 3 decimal places.
Soil Mechanics An embankment consists of clay fill for which c′ = 25 kN/m2 and φ = 27° (from consolidated undrained tests with pore-pressure measurement). The average bulk unit-weight of the fill is 2 Mg/m3. Estimate the shear-strength in kPa of the material on a horizontal plane at a point 20 m below the surface of the embankment, if the pore pressure at this point is 180 kN/m2 as shown by a piezometer. a. 133 b. 100 c. 166 d. 200
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
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. Show free body diagram a.92.9 b.100.5 c.49 d.87.64
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
A thin layer of silt exists at a depth of 18 m below the surface of the ground. The soil above this level has an average dry unit weight of 15.1 kN/m3 and an average water content of 36%. The water table is almost at the ground surface level. Tests on undisturbed samples of the silt indicate the following values: cu = 45 kN/m2, ϕu = 18°, c' = 36 kN/m2 and ϕ' = 27°. Estimate the shearing resistance of the silt on a horizontal plane when (a) the shear stress builds up rapidly, and (b) the shear stress builds up slowly.
Following are the results of consolidated-undrained triaxial tests on undisturbed soils retrieved from a 4-m thick saturated clay layer in the field (sat = 20.7 kN/m3). a. Estimate graphically the Mohr-Coulomb shear strength parameters c' and '. b. Estimate the shear strength in the middle of the clay layer.