Two identical soil samples C and D were consolidated to effective confining pressures of 100 and 300 kPa, respectively before undrained triaxial shear tests with pore-water pressure measurement. The pre-consolidation pressure of this soil was equal to 200 kPa. Which one of these samples, C or D will have higher pore-water pressure at failure? i): Sample C (tested with a confining pressure 100 kPa) confining pressure 300 kPa) (ii) Sample D (tested with a

Two identical soil samples C and D were consolidated to effective confining pressures of 100 and 300 kPa, respectively before undrained triaxial shear tests with pore-water pressure measurement. The pre-consolidation pressure of this soil was equal to 200 kPa. Which one of these samples, C or D will have higher pore-water pressure at failure? i): Sample C (tested with a confining pressure 100 kPa) confining pressure 300 kPa) (ii) Sample D (tested with a

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Shear Strentgh of the soil 2009
Two identically clay samples of the same size designated as A and B are subjected to consolidation under identical conditions. Drainage takes place through one face in sample A and through both the faces in sample B. 50% consolidation of sample A occurs in 10 minutes. The time required for 50 % consolidation to occur in sample B in minutes will be. (a) 40 (c) 5 (b) 10 (d) 2.5
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A conventional drained triaxial compression test was conducted on a normally consolidated clay sample under an effective confining pressure of 200 kPa. The deviator stress at failure was found to be 400 kPa. An identical specimen of the same terclay sample is isotropically consolidated to a confining pressure of 200 kPa and subjected to standard undrained triaxial compression test. If er the deviator stress at failure is 150 kPa, the pore pressure developed (in kPa, upto one decimal place) is
Compare the final settlement magnitude of the soil samples in the two scenarios explained below between time t1 and time t2. Note: The answer must include a short explanation of the reason too. 1) The soil sample is compacted and subjected to one-dimensional consolidation loading under 200 kPa. After completion of the consolidation stage, it is unloaded and consolidated to 10 kPa (time=ti). Afterwards, the axial stress on the soil is increased to 200 kPa (time=t2). 2) The soil sample is consolidated under 10 kPa (time=ti), 50 kPa, 100 kPa and finally 200 kPa (time=t2).
Two different soil samples were subjected to the shear strength test, of which, the first cohesive soil specimen failed at the deviator test of 500 kN/m2, when the cell pressure of 400 kN/m2 was recorded in the tri-axial shear apparatus. The second soil sample with the coefficient of internal friction 30° was subjected to direct shear test. The proving ring constant value is 0.0001 N/µm and the soil failed at the constant normal stress of 600 kN/m2, when the dial gauge reading was observed as 50. Take the area of soil sample at failure as 100 cm2. What is the ratio of cohesion of the soil specimen (1) to soil specimen (2).
It is known that a particular deposit of clay has the following shear strength parameters: c' = 15 kPa, o' = 23°; Cu = 10 kPa, cu = 13° A sample of this clay is consolidated in a triaxial cell to an all-round pressure (03) of 250 kPa. The sample is then sheared by increasing 0₁, keeping 3 constant and the drainage valve closed. What is: i) ₁ at failure? ii) Pore water pressure inside the sample at failure? iii) Final values of 0₁' and 03'? iv) Value at failure of Skempton's pore pressure coefficient A?
Question 9 Three samples of loose sand were tested under consolidated undrained (CU) conditions. The failure stresses and excess pore water pressure for the soil sample is given below: Cell Pressure = 201 kPa Deviator Stress = 127 kPa Pore Water Pressure = 95 kPa Determine the drained angle of inclination of failure plane in degrees. Round off to two decimal places.
2- The following are the results of four drained direct shear tests on undisturbed normally consolidated clay samples having a diameter of 2.0 inches and height of 1.0 inch. a) Draw a graph on excel for shear stress at failure against the normal stress and determine the drained angle of friction from the graph. b) If a drained triaxial test is conducted on the same soil with a chamber confining pressure of 4,344 lb/ft², what would be the deviator stress at failure? c) For part b, what is the inclination of the failure plane with the major principal plane? Shear Force at Test No. Normal Force (lbf) Failure (lbf) 1 56.2 31.2 84.3 47.0 101.1 56.2 121.4 67.4 23+ 2 4
Ex Two identical soil samples (A) and (B) of a fully saturated N.C.C. were tested. Sample (A) was subjected to an unconfined compression test and failed when the deviator stress (OT-13) was (200) kN /n². Sample (B) was tested under UU conditions with a cell pressure of (300) kN/m². The pore water pressure at failure. was (200) kN/m². a) What was the pore water pressure at failure in sample (A). b) If C=o, Find (2) for this clay. (Itint. Start with soil B, and that (OJ) un= (FJ) afined). unconfined
A specimen of normally consolidated clay was consolidated under a chamber confining pressure of 280kpa for a drained test by how much does the axial stress have to be reduced to cause failure by axial extension?