DHARM
N-GEO\OBJ.PM5 885OBJECTIVE QUESTIONS 885
- Secondary consolidation obeys Terzaghi’s one-dimensional theory of consolidation. True/
False - The three primary sources of shearing strength of a soil are
(i) .............
(ii) .............
(iii) ............. - The strength theory applicable to a cohesive-frictional soil is ............ theory.
- The stress responsible for the mobilization of shearing strength of a soil is
(a) effective normal stress. (b) neutral stress.
(c) total normal stress. (d) shear stress. - ............ shear parameters are independent of the stress history of the soil.
- The type of shear test (with regard to drainage conditions) in which no significant vol-
ume changes are expected and pore pressures develop throughout the test is
(a) Consolidated undrained test. (b) Unconsolidated undrained test.
(c) Consolidated drained test. (d) Slow test. - The type of shear test in which the failure plane is predetermined is .............
- The flow value Nφ is given by
(a) tan^2 (45° – φ/2) (b) tan (45° + φ/2)
(c) tan^2 (45° + φ/2) (d) tan (45° – φ/2) - In the modified procedure for evaluating the shear parameters given by Lambe and
Whitman, ............ is plotted on the x-axis and ............ on the y-axis. - The special case of a triaxial compression test with zero confining pressure is called
............. - The shear strength for a saturated clay from unconfined compression test is
(a) twice the unconfined compression strength.
(b) half the unconfined compression strength.
(c) four times the unconfined compression strength.
(d) not related to the unconfined compression strength. - For a saturated soil, Skempton’s B-parameter is
(a) nearly zero. (b) nearly 0.5.
(c) nearly 1.0. (d) very high. - Interlocking contributes a significant part of the shearing strength in the case of ............
sands. - The void ratio at which further strain does not produce volume changes is called ............
. - For a ............ clay the stress-strain curve shows a peak.
- The maximum angle β of an infinite slope of a purely cohesionless soil is
(a)β = φ, the angle of internal friction. (b)β = φ/2.
(c)β = φ/3. (d) not related to φ.