11The following are the results of a consolidation test on a sample of a clayey soil.11.3Pressure, o (kN/m')1.116251.1081.055501002000.9620.84540080016000.755110.65800.6580.6754000.685200a. Plot the e-log o' curveh. Using Casagrande's method, determine the preconsolidation pressure.c. Calculate the compression index, C, and the ratio of CJC_

a)e-log p graph is drawn excel shown below

Answered: 11 The following are the results of a…

Principles of Foundation Engineering (MindTap Course List)

8th Edition

ISBN:9781305081550

Author:Braja M. Das

Publisher:Braja M. Das

Chapter14: Sheet-pile Walls

Section: Chapter Questions

Problem 14.13P

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A soil profi le consists of a clay layer underlain by a sandlayer, as shown in Figure P7.17. If a tube is inserted intothe bottom sand layer and the water level rises to 1 mabove the ground surface, determine the vertical effective stresses and porewater pressures at A, B, and C. IfKo is 0.5, determine the lateral effective and lateral totalstresses at A, B, and C. What is the value of the porewater pressure at A to cause the vertical effective stressthere to be zero?
Datasheet for consolidation test Load,kN/m? Dail reading &H=dail reading*0.01mm 25 27 0.27 50 46 0.46 100 72.3 0.723 200 101.5 1015 400 135 1.35 800 186.9 1.869 200 169.9 1.699 50 149.5 1.495 Find: 1.The coefficient of volume compressibility, m, 2. Compression index, C, 3. Preconsolidation load, P, 4. The coefficient of consolidation, c,
An embankment consists of clay fill for which c=25 kPa and angle of internal friction is 260 9from consolidated undrained test with pore pressure measurement) The weight of fill per unit volume is 18.64 kN/m3. Compute the stress in kPa at depth of 20 m. Show free body diagram a.21.6 b.372.8 c.192.8 d.62.5
15 The soil arrangement shown carries 1.88-meter square footing with a column load of 596 kN. Properties of sand: Above water table = 17.04 kN/m3, Below water table = 18.19 kN/m3. Properties of clay: 17.10 kN/m3, Cc = 0.383, void ratio = 0.65. Use H1 = 6 m., H2 = 7 m., H3 = 5 m., Df = 1 m. Determine the settlement of the normally consolidated clay in mm. Round off to three decimal places.
An embankment consists of clay fill for which c=25 kPa and angle of internal friction is 260 (from consolidated undrained test with pore pressure measurement) The weight of fill per unit volume is 18.64 kN/m3. Compute the effective stress in kPa at a depth of 20 m. If the pore pressure at this point is shown by a piezometer to be 180 kPa. a. 62.5 b. 372.8 c. 192.8 d. 21.6
The following data are from a direct shear test on an undisturbed soil sample. Represent the data by a Mohr Circle and compute the minor principal stress. Normal pressure = 16.2 kN/m2; Tangential pressure = 14.4 kN/m2, Angle of internal friction = 24°; c = 7.2 kN/m2. Show diagram. Note: the answer must be in the choices a. 26.25 b. 38.77 c. 57 d. 6.77
Q: I an oedometer test on a specimen of saturated clay (Gs = 2.72), the applied pressure was increased from 107 1o 214 kPa and the following compression readings recorded: TaBLE| Tmen 0 025 05 1 225 4 &5 9 16 Guugelmm) 78 742 732 721 6% 678 &6 643 637 Teme(mi) 25 % 4 s om0 X0 a0 Guge(nm) 629 626 621 618 616 615 610 602 After 1440 min, the thickness of the specimen was 15.30 mm and the water content was 23.2%. Determine the values of the coefficient of consolidation and the compression atios from (a) the root time plot and (b) the log time plot. Determine also the values of the coefTicient of volume compressibility and the coefficient of permeability.
The soil arrangement shown carries 1.76 meter square footing with a column load of 583 kN. properties of sand: Above water table = 17.54 kN/m3, below water table = 18.51 kN/m3. Properties of clay: 17.03 kN/m3, Cc = 0.382, void ratio = 0.65. Use H1 = 6m, H2= 4m, H3 = 4m, Df = 1m. Determine the settlement of the normally consolidated clay in mm. Round off to three decimal places.
The following data are from a direct shear test on an undisturbed soil sample. Represent the data by a Mohr Circle and compute the direction of principal planes. Normal pressure = 16.2 kN/m2; Tangential pressure = 14.4 kN/m2, Angle of internal friction = 24°; c = 7.2 kN/m2. a. 6.77 b. 26.25 c. 57 d. 38.77
A sandy soil has a drained angle of friction of 32°. The deviation stress at failure is 400 kPa. 13. Compute the angle that the failure plane makes with the major principal plane. a. 63° b. 64° c. 61° d. 60° 14. Compute the chamber confining pressure in kPa. a. 174.61 b. 177.42 c. 103.40 d. 170.50 15. Compute the shear stress in kPa at the point of the failure plane. a. 127.21 b. 339.22 c. 201.60 d. 169.61
A granular soil is subjected to a minor principal stress of 200 kN/m2. If the angle of internal friction is 30°. What is the shear stress on the plane of failure? a.173.2 b.300 c.200 d.224.2
A concrete dam retaining water is shown in FIGURE FMHF-1. If the specific weight of concrete is 23.5 kN/m^3, determine the following: Factor of safety against sliding (coefficient of friction: 0.48)a. 2.48 b. 1.34 c. 3.77 d. 3.42 39. Factor of safety against overturninga. 1.34 b. 3.105 c. 3.416 d. 1.987 40. Maximum soil pressure intensitya. 73.22 b. 183.48 c. 173.53 d. 58.48

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