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Q2:- The data for two soil samples at triaxial Consolidated-Undrained...
please help me Q2:- The data for two soil samples at triaxial Consolidated-Undrained (C-U) test was...
please help me
Q2:- The data for two soil samples at triaxial Consolidated-Undrained (C-U) test was as follow: Deviator load Height Diameter Cell pressure Pore water pressure sample (gram) (mm) (mm) (03) (pa) (Au) (pa) Si 75 35 50000 40000 4815 S2 72 35 70000 50000 5775 a) Draw the T - o relationship and determine shear strength parameters. b) Estimate the effective shear and normal stresses at failure plane for sample (S1). (tack g=10m/s) (30 points)
soil mechanics will rate if correct 13. A consolidated, undrained (CU) Triaxial test was performed on...
soil mechanics
will rate if correct
13. A consolidated, undrained (CU) Triaxial test was performed on a normally consolidated, saturated clay. The minor principal effective stress at the end of consolidation phase, c'3c was 100 kPa. The deviatoric stress, Aod, at failure was 60 kPa. The excess pore pressure at failure, Au was 45 kPa. What is the effective friction angle, "? (a) 21 degrees (6) 26 degrees (e) 33 degrees 14. A consolidated, undrained (CU) Triaxial test was performed...
2. The results of a Consolidated Undrained (CU) triaxial test on a sand soil are in the figures below. The sample was subjected to a vertical load (do). At failure, the Δσ was 914 psi and the induced...
2. The results of a Consolidated Undrained (CU) triaxial test on a sand soil are in the figures below. The sample was subjected to a vertical load (do). At failure, the Δσ was 914 psi and the induced pore water pressure at failure (Au) was 683 psi. consolidated to a stress of 12 psi and then Au 6.83 psi σ,-12 psi -σ,-12 psi Sand At Failure Initial (Consolidation) A. Draw both the total and effective stress Mohr's Circles at failure...
A consolidated undrained (CU) triaxial compression test (TXC) was conducted on a specimen of saturated clay....
A consolidated undrained (CU) triaxial compression test (TXC) was conducted on a specimen of saturated clay. The specimen was isotropically consolidated to a total cell pressure, σcell of 400 kPa. The backpressure was u0 = 100 kPa. At failure, the total pore water pressure was u = 90 kPa and the deviator stress was (σ1 − σ3)f = 526 kPa. Determine: a. The principal effective stresses, σ1′ and σ3′, at failure b. The friction angle, φ′ (secant method). c. The...
Question 1 Consolidated undrained triaxial laboratory tests yielded the following results: Additional axial stress at Cell...
Question 1 Consolidated undrained triaxial laboratory tests yielded the following results: Additional axial stress at Cell pressure Pore water failure (kN/m2) pressure at failure (kN/m²) (kN/m²) 200 650 400 770 880 350 50 600 a. Draw the Mohr circles representing: i. Total stresses ii. Effective stresses b. From the Mohr circles, determine the cohesion and angle of internal friction for the two scenarios in a) above c. Briefly differentiate between consolidated drained (CD) and unconsolidated undrained (UU) triaxial tests. Indicate...
4. Shear Strength A sample of cohesive soil with undrained shear strength of 30 Kpa is beng tested in a triaxial est with a confining pressure of 15 Kpa (see the figure below). Sketch the failure...
4. Shear Strength A sample of cohesive soil with undrained shear strength of 30 Kpa is beng tested in a triaxial est with a confining pressure of 15 Kpa (see the figure below). Sketch the failure envelope and Mohr's circle representing the state of stress at failure. Evaluate the following: (i) The vertical axial stress at failure. (ii) The major and minor principal stresses at failure (ii) The orientation of failure plane with respect to horizontal plane. (iv) The normal...
2. A consolidated undrained triaxial test, in which pore pressure measurements were made, was carried out...
2. A consolidated undrained triaxial test, in which pore pressure measurements were made, was carried out on a saturated soil with the following results. Given that the initial diameter of the sample was 38 mm in all three cases, determine the values of cohesion and angle of internal friction with respect to (a) total stresses (c and o). (b) effective stresses (c' and o'). The minor and major principal stresses are calculated and presented in the table below (You are...
For 1 a) c’=0 & angle = 25.6 degrees dont answer if u didnt get that. and show ur work please
For 1 a) c’=0 & angle = 25.6 degrees
dont answer if u didnt get that. and show ur work please
1. A series of four consolidated undrained triaxial tests with pore pressure measurement gave the fol- lowing results for a saturated clay. test # confining stress σ3 (kPa) initial pore pressure uo (kPa) deviator stress at failure (σ1-03)(kPa) pore pressure at failure ur (kPa) #1 #2 #3 #4 150 300 450 600 0 202 0 305 0 410 103...
Question 4 A sample of soft silty clay from the Thames Estuary is taken from the...
Question 4 A sample of soft silty clay from the Thames Estuary is taken from the ground, trimmed to a cylindrical specimen and then placed into a triaxial cell. The sample is compressed isotropically under drained conditions by increasing the cell pressure in the triaxial cell to 450 kN/m², with a back (pore) pressure of 200 kN/m2. At the end of the compression stage the sample is calculated to have dimensions of length = 74.03 mm and diameter = 37.17...
1. The following results were obtained at failure in a series of drained triaxial tests on...
1. The following results were obtained at failure in a series of drained triaxial tests on fully saturated clay specimens originally 38 mm diameter by 76 mm long. The minor and major principal stresses are calculated and presented in the table below (You are responsible of learning this procedure for the MT exam). All-round pressure (kN/m²) Axial compression (mm) Axial load (N) Volume change (ml) 200 7.22 480 5.25 400 8.36 895 600 9.41 1300 9.30 7.4 (a) Determine the...
please help me
Q2:- The data for two soil samples at triaxial Consolidated-Undrained (C-U) test was as follow: Deviator load Height Diameter Cell pressure Pore water pressure sample (gram) (mm) (mm) (03) (pa) (Au) (pa) Si 75 35 50000 40000 4815 S2 72 35 70000 50000 5775 a) Draw the T - o relationship and determine shear strength parameters. b) Estimate the effective shear and normal stresses at failure plane for sample (S1). (tack g=10m/s) (30 points)
soil mechanics
will rate if correct
13. A consolidated, undrained (CU) Triaxial test was performed on a normally consolidated, saturated clay. The minor principal effective stress at the end of consolidation phase, c'3c was 100 kPa. The deviatoric stress, Aod, at failure was 60 kPa. The excess pore pressure at failure, Au was 45 kPa. What is the effective friction angle, "? (a) 21 degrees (6) 26 degrees (e) 33 degrees 14. A consolidated, undrained (CU) Triaxial test was performed...
2. The results of a Consolidated Undrained (CU) triaxial test on a sand soil are in the figures below. The sample was subjected to a vertical load (do). At failure, the Δσ was 914 psi and the induced pore water pressure at failure (Au) was 683 psi. consolidated to a stress of 12 psi and then Au 6.83 psi σ,-12 psi -σ,-12 psi Sand At Failure Initial (Consolidation) A. Draw both the total and effective stress Mohr's Circles at failure...
Question 1 Consolidated undrained triaxial laboratory tests yielded the following results: Additional axial stress at Cell pressure Pore water failure (kN/m2) pressure at failure (kN/m²) (kN/m²) 200 650 400 770 880 350 50 600 a. Draw the Mohr circles representing: i. Total stresses ii. Effective stresses b. From the Mohr circles, determine the cohesion and angle of internal friction for the two scenarios in a) above c. Briefly differentiate between consolidated drained (CD) and unconsolidated undrained (UU) triaxial tests. Indicate...
4. Shear Strength A sample of cohesive soil with undrained shear strength of 30 Kpa is beng tested in a triaxial est with a confining pressure of 15 Kpa (see the figure below). Sketch the failure envelope and Mohr's circle representing the state of stress at failure. Evaluate the following: (i) The vertical axial stress at failure. (ii) The major and minor principal stresses at failure (ii) The orientation of failure plane with respect to horizontal plane. (iv) The normal...
2. A consolidated undrained triaxial test, in which pore pressure measurements were made, was carried out on a saturated soil with the following results. Given that the initial diameter of the sample was 38 mm in all three cases, determine the values of cohesion and angle of internal friction with respect to (a) total stresses (c and o). (b) effective stresses (c' and o'). The minor and major principal stresses are calculated and presented in the table below (You are...
For 1 a) c’=0 & angle = 25.6 degrees
dont answer if u didnt get that. and show ur work please
1. A series of four consolidated undrained triaxial tests with pore pressure measurement gave the fol- lowing results for a saturated clay. test # confining stress σ3 (kPa) initial pore pressure uo (kPa) deviator stress at failure (σ1-03)(kPa) pore pressure at failure ur (kPa) #1 #2 #3 #4 150 300 450 600 0 202 0 305 0 410 103...
Question 4 A sample of soft silty clay from the Thames Estuary is taken from the ground, trimmed to a cylindrical specimen and then placed into a triaxial cell. The sample is compressed isotropically under drained conditions by increasing the cell pressure in the triaxial cell to 450 kN/m², with a back (pore) pressure of 200 kN/m2. At the end of the compression stage the sample is calculated to have dimensions of length = 74.03 mm and diameter = 37.17...
1. The following results were obtained at failure in a series of drained triaxial tests on fully saturated clay specimens originally 38 mm diameter by 76 mm long. The minor and major principal stresses are calculated and presented in the table below (You are responsible of learning this procedure for the MT exam). All-round pressure (kN/m²) Axial compression (mm) Axial load (N) Volume change (ml) 200 7.22 480 5.25 400 8.36 895 600 9.41 1300 9.30 7.4 (a) Determine the...
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