Fundamentals of Geotechnical Engineering (MindTap Course List)
5th Edition
ISBN: 9781305635180
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Question
Chapter 13, Problem 13.19P
(a)
To determine
Find the undrained cohesion of the clay.
(b)
To determine
Find the nature of the critical circle.
(c)
To determine
Find the distance of surface of sliding intersect with the bottom of the excavation, with reference to the toe of the slope.
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Compute the cohesion of the clay. The results of a three consolidated undrained tri-axial tests on a saturated clay are as follows : a. 10.45 kPab. 12.25 kPac. 11.62 kPad. 15.62 kPa
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.
10.24 A road embankment is being placed across a shallow section of a bay. The existing profile
consists of 1 m of water over a 5-m thick normally consolidated clay soil which overlies a
very dense and stiff gravelly sand. A consolidation test on the clay generated the follow-
ing results: C = 0.21, e0 = 1.21. The embankment material is expected to be place at a
unit weight of 18.1 kN/m³. Determine the thickness of the embankment such that the final
elevation of the embankment is 2 m above the water level. This will require an iterative
10.
solution.
Chapter 13 Solutions
Fundamentals of Geotechnical Engineering (MindTap Course List)
Ch. 13 - Prob. 13.1PCh. 13 - Prob. 13.2PCh. 13 - Prob. 13.3PCh. 13 - Prob. 13.4PCh. 13 - Prob. 13.5PCh. 13 - Prob. 13.6PCh. 13 - Prob. 13.7PCh. 13 - Prob. 13.8PCh. 13 - Prob. 13.9PCh. 13 - Prob. 13.10P
Ch. 13 - Prob. 13.11PCh. 13 - Prob. 13.12PCh. 13 - Prob. 13.13PCh. 13 - Prob. 13.14PCh. 13 - Prob. 13.15PCh. 13 - Prob. 13.16PCh. 13 - Prob. 13.17PCh. 13 - Prob. 13.18PCh. 13 - Prob. 13.19PCh. 13 - Prob. 13.20PCh. 13 - Prob. 13.21PCh. 13 - Prob. 13.22PCh. 13 - Prob. 13.23PCh. 13 - Prob. 13.25PCh. 13 - Prob. 13.26PCh. 13 - Prob. 13.27CTPCh. 13 - Prob. 13.28CTPCh. 13 - Prob. 13.29CTP
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- A cut slope was excavated in sand. The slope is shown in following attachment . To find the properties of the sand, representative samples were taken for the soil and tested in atriaxial apparatus. A consolidated drained triaxial test was conducted. The result is given below:Chamber pressure = 103 kN/m2Deviator stress at failure = 234.6 kN/m2We know the unit weight of the sand is 16 kN/m3.Use the ordinary method of slices (use 7 slices) and estimate the factor of safety against sliding forshown slip surface and comment on the calculated factor of safety.Please note that:1. The figure is not in scale. You may resketch it in scale and calculate the factor of safety2. The slip surface is circular and passes through the toe of the embankmentarrow_forwardSoil 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. 200arrow_forward3.25 In a site consisting entirely of clays, an electric friction cone penetrometer measures the cone resistance q, at a depth of 8.0 m as 0.75 MN/m2. The water table is at 3.0 m below the ground level. The unit weights of the clay above and below the water table are 16.5 kN/m3 and 19.0 kN/m2, respectively. Estimate the undrained shear strength, preconsolidation pressure, and overconsolidation ratio at this depth.arrow_forward
- Compute the angle of internal friction. The results of a three consolidated undrained tri-axial test on saturated clay are as follows: a. 15.03°b. 12.06°c. 18.40°d. 31.05°arrow_forwardA soil profile is shown in Figure ?-?. Compute the shear strength on the horizontal and vertical planes at points ? and ?.arrow_forward7.compute failure function 8. compute principal stressarrow_forward
- For the fully saturated clay layer depicted below, calculate the undrained shear strength in kPa of the clay layer if the factor of safety against failure is equal to 1.2 for short-term stability. Hint: use a simplified chart-based approach. (Acceptable tolerance = 10%) 10 m 10 m 12° WT ▼ Homogeneous clay Ysat = 19 kN/m³ Bedrock wwwarrow_forwardT2arrow_forward3 A soil profile consists of a clay layer underlain by a sand layer, as shown in the figure. If a tube is inserted into the bottom sand layer and the water level rises above the ground surface, Determine the effective vertical stress in kPa at B. * 3.2 m GWL ↑1 m Yst = 18.5 kN/m³ %3D Clay 2 m Ysat = 19.0 kN/m³ %3D |1.5 m Ysat = 17.0 kN/m³ %3D Sand В 2 m The value must be a numberarrow_forward
- 2 A granular soil is subjected to a minor principal stress of 200 kN/m². If the angle of internal friction is 30°, determine the inclination of the plane of failure with respect to the direction of the major principal stress. What are the stresses on the plane of failure and the maximum shear stress induced? 3 An embankment consists of clay fill for which c' 25 kN/m2 and o = 27° (from consolidatedundrained tests with pore-pressure measurement). The average bulk unit-weight of the fill is 2 Mg/m'. Estimate the shear- strength 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.arrow_forwardAn unconfined cylindrical specimen of clay fails under an axial stress of 240 kN/m. The failure plane was inclined at an angle of 35° to the vertical. The cohesion of the soil is a. 84 kN/m² b. 74 kN/m² c. 172 kN/m² d. 98 kN/m²arrow_forwardThe figure below shows the soil profile at a construction project site. A soil sample was obtained from location B (depth = 19.0m). A consolidation test was performed on the soil sample. The idealized e-log o' plot from the consolidation test is shown on the right-hand side. The current vertical effective stress, o' z0 =198kPa. (1) y = 18.3 kN/m 2.0m I4.0 A 7.0 m Y = 19.0 kN/m3 Stiff Silty Clay (CL) - C. 10.0 18.0 m y = 19.5 kN/m3 log o' Very Stiff Clay (CL) Point o' (kPa) e A 510 0.38 44 2100 Glacial Till 320 0.31 Fill in the blanks with appropriate answers: Pre-consolidation stress at sample depth (kPa) = No decimals needed Based on the o'z0 value provided, determine if the "Very Stiff Clay" is Normally-Consolidated or Over-Consolidated. "Very Stiff Clay" is Fill in NC or OC. Over-consolidation margin (kPa) = No decimals needed (Show work in hand-calc sheet) %3D Re-compression Index = Report to 3 decimals (Show work in hand-calc sheet)arrow_forward
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