101. In a consolidated drained test on a normally consolidated clay, the volume of the soil sample during shear decreases
102. Skempton's pore pressure coefficient B for saturated soil is 1
103. Shear strength of a soil is a unique function of effective stress only
104. In a deposit of normally consolidated clay effective stress and undrained
strength increase with depth but water content decreases with depth
105.Effective angle of shearing resistance
a) increases as the size of particles increases
b) increases as the soil gradation improves
c) is rarely more than 30° for fine grained soil
106. Unconfmed compressive strength test is undrained test
107. A cylindrical specimen of saturated soil failed under an axial vertical stress of
100kN/m² when it was laterally unconfmed. The failure plane was inclined to
the horizontal plane at an angle of 45°. The values of cohesion and angle of
internal friction for the soil are respectively
0.05 N/mm² and 0°
108. In an unconfmed compression test on a clay specimen of initial volume V and
length L, the area of cross-section at failure is taken as
where ΔL is the change in length and ΔV is change in volume
109. The angle that Coulomb's failure envelope makes with the horizontal is called
angle of internal friction
110. In a triaxial compression test on a soil specimen, the intermediate .principal
stress is equal to minor principal stress
111. If a cohesive soil specimen is subjected to a vertical compressive load, the inclination of the cracks to the horizontal is 45°
112. a) In a direct shear box test, the plane of shear failure is predetermined.
b) Better control is achieved on the drainage of the soil in a triaxial compression test.
c) Stress distribution on the failure plane in the case of triaxial compression test
is uniform.
113. If the shearing stress is zero on two planes, then the angle between the two
planes is 90°
114. In the triaxial compression test, the application of additional axial stress (i.e.
deviator stress) on the soil specimen produces shear stress on
all planes except horizontal and vertical planes
115. The state of stress on a plane inclined at an angle of 45° to the horizontal plane is represented on the Mohr's circle by a point at which
116. In a triaxial compression test when drainage is allowed during the first stage
(i. e. application of cell pressure) only and not during the second stage (i.e. application of deviator stress at constant cell pressure), the test is known as
consolidated undrained test
117. When a soil sample is subjected to a uniformly distributed fluid pressure only,
in a triaxial compression test, the Mohr's representation of the state of stress on
sample is
118. When a sample of sand is sheared under undrained condition, then
volume does not change
119. The ratio of the undisturbed shear strength to the remoulded shear strength in cohesive soils .inder undrained conditions is greater than 1
120. During the first stage of triaxial test when the cell pressure is increased from 0.10 N/mm² to 0.26 N/mm², the pore water pressure increases from 0.07 N/mm² to
0.15 N/mm². Skempton's pore pressure parameter B is 0.5