Example 22 se For a normally consolidated clay (c' = 0) these are the results for a consolidated drained triaxial test Chamber pressure = 104 kN/m² Deviator stress at failure = 125 kN/m² a) Find the angle of friction, ' (Answer: 22) b) Determine the angle 8 that failure plane makes with the major principle plan (Answer: 56) TOI-OHOMAI Institute of Technology Example 3 The equation of effective stress failure envelope for normally consolidated clayey soil is Tf = o'tan 27 A drained triaxial test was conducted with the same soil at the chamber confining pressure of 100 kN/m². Calculate the deviator stress at failure (Answer: 166.3 kN/m²)

Example 22 se For a normally consolidated clay (c' = 0) these are the results for a consolidated drained triaxial test Chamber pressure = 104 kN/m² Deviator stress at failure = 125 kN/m² a) Find the angle of friction, ' (Answer: 22) b) Determine the angle 8 that failure plane makes with the major principle plan (Answer: 56) TOI-OHOMAI Institute of Technology Example 3 The equation of effective stress failure envelope for normally consolidated clayey soil is Tf = o'tan 27 A drained triaxial test was conducted with the same soil at the chamber confining pressure of 100 kN/m². Calculate the deviator stress at failure (Answer: 166.3 kN/m²)

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter3: Natural Soil Deposits And Subsoil Exploration

Section: Chapter Questions

Problem 3.17P

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A consolidated drained tri-axial test was conducted on a normally consolidated day. The results were as foHows: 03 = 300 kPa (confining pressure) Deviators stress = 300 kPa o Compute the angle of shearing resistance. e Compute the angle that the failure plane makes with the major principal. stress. Compute the shear stress on the failure plane.
The results of a laboratory consolidation test on a clay sample are given below: Pressure, p (kN/m²) Void ratio, e 23.94 1.112 47.88 1.105 95.76 1.080 191.52 0.985 383.04 0.850 766.08 0.731 (43) a) Draw an e-log p plot. (44) b) Determine the pre-consolidation pressure, p. . (45) c) Find the compression index, Ce. Appendix For ø=35°, N¸=57.8, N,=41.4, and N,=41.1. o,'=0;'tan²| 45°+ +2c tan| 45°+
|!;9 ELABORATE Try solving the following problem: Practice Problem: The following are the results of a consolidation test on a sample soil: a. Plot the e-log o' curve b. Using Casagrande's method, determine the preconsolidation pressure. c. Calculate the compression index, Cc e 1.1 1.085 1.055 1.01 0.94 0.79 0.63 Pressure, o' (ton /ft²) 0.25 0.50 1.00 2.00 4.00 8.00 16.00
The coefficient of permeability of a sand at a void ratio of 0.62 is 0.03 cm/sec. estimate the coefficient of permeability at a void ratio of 0.48. a. Using Casagrande equation b. Using kozeny - Carman equation.
H.W. Following are the results of a consolidation test: Pressure, p (kN/m) Void ratio, e 0.25 1.1 0.5 1.085 1.0 1.055 1.01 2.0 4.0 0.94 8.0 0.79 16.0 0.63 1-Plot the e-log P curve, then 2- Using Casagrande's method, determine the precosolidation pressure,Pc. 2- Calculate the compression index, Cc
Quize (3): A soil sample is subjected to an all-round pressure of 100 kN/m, the pore water pressure was 93 kN/m. With the drainage valve remains closed an increment of principal stress difference (o, -o,) was applied causing the pore water pressure to increase to 133 kN/m. Knowing that A-0.4, determine B and (o, -a,). 1 Add file
11.12 A 2-m clay layer in the field has a current effective stress, oó= 70 kN/m?. There is a net stress increase, Ao = 180 kN/m², due to a foundation load. Calculate the expected primary consolidation settlement. The results of a consolidation test on the clay are given below. o' (kN/m) 0.98 12 0.94 50 0.82 200 0.73 400 ©Cngage lamng 2014
24.A series of consolidated, undrained triaxial tests were carried out on specimens of asaturated clay under no backpressure. The test data at failure are summarized:Confiningpressure (kPa) Deviator stress(kPa) Pore waterpressure (kPa) 150 192 80300 341 154450 504 222 a. Draw the Mohr circles and find the cohesion and friction angles in terms of effectivestresses.b. Compute Skempton’s A- parameter at failure for all three specimens.c. Is the soil normally consolidated or over consolidated? Why?d. Another specimen of the same day that was consolidated under a cell pressure of 250 kPa wassubjected to a consolidated, drained tri axial test. What would be the deviator stress at failure?
Q: For the soil profile shown in figure. Find: a) Final consolidation settlement. b) Time required for 60% consolidation. c) Pore water pressure after 18 months. d) Piezometer reading above point (A) immediately after applying the load. Surcharge Aq.= 100 kPa Sand y=15kN/m’ 7kN/ m® Piezometer t AT ol g thefity i
In a drained triaxial test on consolidated clay the stress and angle are as follows: Deviator stress is 20 1b/in2 and friction angle is 210 . Calculate the effective confining pressure at failure.? A) 21 1b/in2 B) 22.2 1b/in2 C) 25.4 1b/in2 D) 17.9 1b/in2 make it fast
Q2: For the soil profile and loading condition shown in Fig. (2). Find: a) Final consolidation settlement. b) Time required for the settlement to be (42) mm. c) The settlement after 2 years. 2 m 3 m 8 m Surcharge Aq=100 kPa Sand y=19.5 kN/m³ Sand Ysat 21 kN/m³ Clay Ysat = 19 kN/m³ eo=0.85 C₁ = 0.04 p=200 kN/m² Ce=0.2 C₁ = 3.4 m²/yr Rock
2. Text Ishibashi Soil Mechanics Fundamentals and Applications- Ishibashi 420 PAGES.pdf - Adobe Acrobat Reader DC (64-bit) File Edit View Sign Window Help Home Tools 2. Text Ishibashi So... x 199 (225 of 420) 9.3 Terzaghi's consolidation theory assumes (1) specimen is fully saturated, (2) water and solid components are incompressible, (3) Darcy's law is strictly applied, and (4) the flow of water is one dimensional. What will be the most critical shortcomings of these assumptions when the theory is applied to real field conditions? 9.4 A clay specimen was tested in a laboratory consolidation device, which was 12.7 mm (1/2 in.) thick and the top and the bottom boundaries were drained. A 50% consolidation time on the specimen was obtained as 28.4 minutes. Determine the following: (a) Time for 50% consolidation in the field with this soil with a 2.5 m thickness where only the top layer is drained (b) Time for 90% consolidation in the field with this soil with a 2.5 m thickness where only…