Exercise 3 Hydraulic conductivity & stress.ReferanserMasseutsendelserSe gjennomVisningHjelp*A Aav AAaBbCcI AaBbCcl AaBbC AaBbCcl AadB AABBCCDA . Dv AT NormalTIngen m. Overskrift 1 Overskrift 2TittelUndertittelAvsnittStilerB. Stress and stress path(chapter 8, book By Muni)Basic concepts: stress & strain1. A cylindrical sample of soil 50 mm in diameter × 100 mm long wassubjected to axial and radial effective stresses. When the verticaldisplacement was 2 mm, the soil failed. The stresses at critical stateare ('P2)1 cs = 280 kPa and (o'3)cs =100 kPa. The change in soilvolume at failure was 800 mm3. Determine:(a)the axial strain at failure,the volumetric strain at failure,(b)(c) the radial strain at failure,(See example 8.1)InternakNormalTilajengelighet UndersokA 囉#

Given data: Diameter = 50 mm Height = 100 mm vertical displacement= 2 mm σ1'=280 kPaσ3'=100 kPa…

Answered: 1. A cylindrical sample of soil 50 mm…

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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A) The results of two consolidated-drained triaxial tests on clay are given below in Table 2. Table 2: Results of CDT tests. Specimen Chamber Pressure I II 3, kPa 110 220 Deviator Stress 01-03, kPa 220 400 a) Calculate the shear strength parameters of the soil. b) What are the normal and shear stresses on a plane inclined at 38° to the major principal plane for Specimen I? c) What are the normal and shear stresses on the failure plane at failure for Specimen II? B) The laboratory test results of a standard Proctor test are given in the following table.
11. J The effective stress friction angle of a saturated, cohesionless soil is 38°. The ratio of shear stress to normal effective stress on the failure plane is (A) 0.781 (B) 0.616 (C) 0.488 (D) 0.438
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.
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1.A dry sand is known to have an angle of internal friction of 29. A triaxial test is planned, where the confining pressure will be 41 kPa. What is the maximum axial stress, in kPa, (major principal stress) that can be applied? Calculate the value to 1 decimal place. Do not provide units in your answer. 2.A clay soil is subjected to a triaxial test under unconsolidated-undrained conditions. At failure, the major and minor principal stresses are 8401 psf and 4875 psf, respectively. What is the shear strength of this soil if the confining pressure is doubled? Provide your answer in psf with no decimals.
Two undrained triaxial tests were conducted on soil specimen, and they gave the following results: Sample Confining Pressure Deviator Stress A 350 kN/m² B 500 kN/m² 150 kN/m² 300 kN/m² The shear strength of sample A in the plane of it's normal stress is A 588 kPa B 283 kPa C 730 kPa D 165 kPa Correct Option
a sample of dry sand is tested in direct shear. the shear box holding the same has a circular cross section with a diameter of 50 mm. The normal compressive load imposed is 200N. The sample shears when the shear force is 120N. Compute the Normal stress, Shear test at failure Angle ofninternal friction of this soil.
a) A CU triaxial test was carried out on a silty sand soil sample. The cell pressure was equal to 200 kPa. At failure the deviator stress was equal to 410 kPa and the pore pressure was equal to 73 kPa. i) Assuming that the cohesion intercept is equal to 0, calculate the friction angle of the soil. ii) If the friction angle was equal to 35°, calculate the cohesion intercept of the soil. iii) Calculate the angle of the failure plane relative to the horizontal plane for the soil shear strength parameters in Question 4 a i and 4 a ii.
A soil specimen is subjected to a tri – axial test. The soil specimen is cohesionless. If the shear stress that causes failure is 300 kPa. and the normal stress at failure is only 500 kPa 5. Determine the angle of shearing resistance in degrees 6. Determine the angle that the failure plane measured from the major principal plane. 7. Determine the total axial stress in kPa at which failure is expected to occur.
A consolidated undrained tri-axial test was conducted on a normally consolidated clay sample and the results are as follows: chamber confining pressure = 110kpa deviator stress at failure = 96kpa pore water pressure = 66kpa these test results were used to determine the drained friction angle of the soil. compute the deviator stress in (kpa) at failure when the drained test was conducted with the chamber confining pressure changed to 163kpa.
c. An undisturbed soil sample, 110 mm in diameter and 220 mm in height, was tested in a triaxial machine. The sample sheared under an additional axial load of 3.35 kN with a vertical deformation of 21 mm. The failure plane was inclined at 50° to the horizontal and the cell pressure was 300 kN/m². i. Draw the Mohr circle diagram representing the above stress conditions, and from it determine: - Coulomb's equation for the shear strength of the soil, in terms of total stress; - the magnitude and obliquity of the resultant stress on the failure plane. ii. A further undisturbed sample of the soil was tested in a shear box under the same drainage conditions as used for the previous test. If the area of the box was 3600 mm² and the normal load was 500 N, what would you expect the failure stress to have been?
A consolidated-undrained test was conducted on a normally consolidated clay sample. The results are as follows: Undrained angle of friction = 38.65°, Drained angle of friction = 62.59°, Deviator stress at failure = 509 lb/ft^2. Determine the pore water stress at failure in lb/ft^2.

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