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 12, Problem 12.16P
(a)
To determine
Find the coefficient of at-rest earth pressure,
(b)
To determine
Find the overconsolidation ratio (OCR).
(c)
To determine
Find the modulus of elasticity
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A dilatometer test was conducted in a clay deposit. The groundwater table was located at a depth of 3 m below the surface. At a depth of 8 m below the surface, the contact pressure was and the expansion stress was 350 kN/m2Determine the following:a. Coefficient of at-rest earth pressure,b. Overconsolidation ratio, OCRc. Modulus of elasticity,Assume stress at a depth of 8 m to be and 95 kN/m2 , poisson ratio=0.35.
A dilatometer test (DMT) was conducted in a clay deposit. The water table was located at a depth of 3 mbelow theground surface. At 8 m depth the contact pressure (p1) was 280 kPa and the expansion stress (p2) was 350 kPa.Assume σo = 95 kPa at the 8 m depth and μ = 0.35. Determine (a) Coefficient of at-rest earth pressure Ko,(b) Overconsolidation ratio OCR and (c) Modulus of elasticity Es.
A = 45
B = 40
C = 15
Chapter 12 Solutions
Fundamentals of Geotechnical Engineering (MindTap Course List)
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- A dilatometer test was conducted in a clay deposit. The groundwater table was locatedat a depth of 3 m below the surface. At a depth of 8 m below the surface, the contact pressure spod was 280 kN/m2 and the expansion stress sp1d was 350 kN/m2. Determinethe following:a. Coefficient of at-rest earth pressure, Kob. Overconsolidation ratio, OCRc. Modulus of elasticity, EsAssume s 9o at a depth of 8 m to be 95 kN/m2 and ms 5 0.35.arrow_forward3. A dilatometer test was conducted in a clay deposit. The groundwater table was located at a depth of 3 m below the surface. At a depth of 8 m below the surface, the contact pressure (Po) was 280 kN/m² and the expansion stress (p.) was 350 kN/m². Determine the following: (a) Coefficient of at-rest earth pressure, K, (b) Overconsolidation ratio, OCR (c) Modulus of elasticity, E, Assume o', at a depth of 8 m to be 95 kN/m? and µ, = 0.35.arrow_forwardQuestion 3 The results of two consolidated-drained test triaxial tests on a clay are given below: Specimen No. Chamber Pressure Deviator Stress 220 400 105 II 210 1. Determine the angle of internal friction. 2. Determine the cohesion of the clay. 3. Determine the normal stress on the point on the failure plane of the 2"d specimen. O Question 1: A. 26.744 O Question 1: B. 26.042 O Question 1: C. 27.871 O Question 1: D. 27.486 O Question 2: A. 10.737 O Question 2: B. 12.141 O Question 2: C. 17.372 O Question 2: D. 14.836 O Question 3: A. 317.694 O Question 3: B. 232.575 O Question 3: C. 230.306 O Question 3: D. 322.194 O O O O O O O COarrow_forward
- 7.12 A sand specimen was subjected to a drained shear test using hollow cylin- der test equipment. Failure was caused by increasing the inside pressure while keeping the outside pressure constant. At failure, o, = 193 kN/m² and o; = 264 kN/m². The inside and outside radii of the specimen were 40 and 60 mm, respectively. (a) Calculate the soil friction angle. (b) Calculate the axial stress on the specimen at failure.arrow_forwardCalculate and then plot the change in total stress, effective stress and pore water pressure with the plate for the soil layers shown in the figure below and according to the conditions: • There is no effect of capillary action • There is an effect of capillary action at a distance of 2m above the water level in the sandy layerarrow_forwardQuestion 42 The results of two consolidated-drained test triaxial tests on a clay are given below: Specimen No. Chamber Pressure Deviator Stress 105 220 210 400 1. Determine the angle of internal friction. 2. Determine the cohesion of the clay. 3. Determine the normal stress on the point on the failure plane of the 2nd specimen. Question 1: A. 26.744 O Question 1: B. 26.042 Question 1: C. 27.871 O Question 1: D. 27.486 Question 2: A. 10.737 O Question 2: B. 12.141 Question 2: C. 17.372 Question 2: D. 14.836 Question 3: A. 317.694 O Question 3: B. 232.575 Question 3: C. 230.306 O Question 3: D. 322.194arrow_forward
- Please explain clearly..... Thank youarrow_forwardA 2 m thick clay is singly drained. A structure founded on the surface applied an average stress increase of 50 kPa to this clay layer. A piezometer is installed at the mid-depth of the clay layer. A. What would you expect the initial excess pore pressure reading on the piezometer to be immediately after application of load? B. C. The piezometer recorded a pore pressure of 25 kPa, 1-yr after the application of the stress. What would you expect it to read 2 years later? What is the coefficient of consolidation of this clay in cm²/s?arrow_forward2. A sample of saturated clay of height 20 mm and water content 30% was tested in an oedometer. Loading and unloading of the sample were carried out. The thickness Hf of the sample at the end of each stress increment/decrement is shown in the table below. o: (kPa) H, (mm) 100 200 400 200 18.68 100 18.75 20 19.31 18.62 a. Plot the results as void ratio versus o'z (log scale). b. Determine Cc and Cr.arrow_forward
- 2. A compression test was conducted on a soil sample under drained conditions. The deviator stress at failure was recorded as 55 lb/in? and the angle of internal friction was 27°. Determine the value of confining pressure at failure.arrow_forwardplease Show complete solution and avoid rounding off intermediate values. Please write legibly. Athanksarrow_forwardA series of previous tests has established that the ultimate effective friction angle of a NC clayey soil is 19.2°. If a CD test is now performed on this soil with a cell pressure of 105 kPa, what would be deviator stress at failure? Given: o3 = Kao, where Ka 1-sin o' 1+sin o'arrow_forward
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