MCQOPTIONS
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MCQOPTIONS
This section includes 214 Mcqs, each offering curated multiple-choice questions to sharpen your Geotechnical Engineering knowledge and support exam preparation. Choose a topic below to get started.
| 51. |
For a mass of 3.192g of soil with voids ratio 0.532, find its saturated unit weight. |
| A. | 20.44 KN/m³ |
| B. | 76.22 KN/m³ |
| C. | 23.55 KN/m³ |
| D. | 50.43 KN/m³ |
| Answer» B. 76.22 KN/m³ | |
| 52. |
In case of radial symmetry, \(\frac{∂^2 \overline{u}}{∂x^2}+\frac{∂^2 \overline{u}}{∂y^2}\) is_________ |
| A. | \(\frac{∂^2 \overline{u}}{∂x^2}+\frac{∂^2 \overline{u}}{∂y^2}=\frac{∂^2 \overline{u}}{∂r^2}+\frac{1}{r} \frac{∂\overline{u}}{∂r}\) |
| B. | \(\frac{∂^2 \overline{u}}{∂x^2}+\frac{∂^2 \overline{u}}{∂y^2}=\frac{∂^2 \overline{u}}{∂r^2}-\frac{1}{r} \frac{∂\overline{u}}{∂r}\) |
| C. | \(\frac{∂^2 \overline{u}}{∂x^2}+\frac{∂^2 \overline{u}}{∂y^2}=-\frac{∂^2 \overline{u}}{∂r^2}+\frac{1}{r} \frac{∂\overline{u}}{∂r}\) |
| D. | \(\frac{∂^2 \overline{u}}{∂x^2}+\frac{∂^2 \overline{u}}{∂y^2}=-\frac{∂^2 \overline{u}}{∂r^2}-\frac{1}{r} \frac{∂\overline{u}}{∂r}\) |
| Answer» B. \(\frac{∂^2 \overline{u}}{∂x^2}+\frac{∂^2 \overline{u}}{∂y^2}=\frac{∂^2 \overline{u}}{∂r^2}-\frac{1}{r} \frac{∂\overline{u}}{∂r}\) | |
| 53. |
If the height of soil specimen is reduced from 0.28 cm to 1.926cm due to an increment of load of 100KN/m². Find the coefficient of volume change. |
| A. | 0.74m²/MN |
| B. | 0.98m²/MN |
| C. | 0.84m²/MN |
| D. | 0.67m²/MN |
| Answer» B. 0.98m²/MN | |
| 54. |
For a dry mass of soil of 180.4g and height of solids as 13.45mm with cross-sectional area as 50cm², find the specific gravity of soil. |
| A. | 2.68 |
| B. | 8.33 |
| C. | 1.64 |
| D. | 5.32 |
| Answer» B. 8.33 | |
| 55. |
When the pre-consolidation pressure σₚ‘ is greater than initial effective pressure σ’₀ but smaller than effective pressure σ’, then the final settlement is calculated on the basis of equation _________ |
| A. | \(ρ_f=H \frac{C_c}{1+e_o}log_{10}\frac{σ_p’}{σ’_0}+H \frac{C_c}{1+e_o}log_{10}\frac{σ’}{σ_p’}\) |
| B. | \(ρ_f=H \frac{C_S}{1+e_o}log_{10}\frac{σ_p’}{σ’_0}+H \frac{C_S}{1+e_o}log_{10}\frac{σ’}{σ_p’}\) |
| C. | \(ρ_f=\frac{C_S}{1+e_o}log_{10}\frac{σ_p’}{σ’_0}+\frac{C_c}{1+e_o}log_{10} \frac{σ’}{σ_p’}\) |
| D. | \(ρ_f=H\frac{C_S}{1+e_o}log_{10}\frac{σ_p’}{σ’_0}+H \frac{C_c}{1+e_o}log_{10} \frac{σ’}{σ_p’}\) |
| Answer» E. | |
| 56. |
In logarithm of time fitting method, the graph is drawn on a ____________ |
| A. | radial graph |
| B. | linear graph |
| C. | semi-log plot |
| D. | log-log plot |
| Answer» D. log-log plot | |
| 57. |
In Terzaghi’s Theory of one dimensional consolidation, coefficient of permeability is ______ |
| A. | zero |
| B. | variable |
| C. | constant |
| D. | unity |
| Answer» D. unity | |
| 58. |
During the test, the specimen is allowed to consolidate under _________ |
| A. | only one increment of vertical pressure |
| B. | only two increments of vertical pressure |
| C. | a number of increments of vertical pressure |
| D. | no increment of vertical pressure |
| Answer» D. no increment of vertical pressure | |
| 59. |
The change in voids ratio is 0.18 and initial void ratio is 0.68 with the increase of pressure as 200KN/m². Find the coefficient of volume change. |
| A. | 0.536 m²/MN |
| B. | 0.111 m²/MN |
| C. | 0.832 m²/MN |
| D. | 0.356 m²/MN |
| Answer» B. 0.111 m²/MN | |
| 60. |
In Terzaghi’s Theory of one dimensional consolidation, soil particles are ____________ and water is ______________ |
| A. | compressible, incompressible |
| B. | both are compressible |
| C. | both are incompressible |
| D. | incompressible, compressible |
| Answer» D. incompressible, compressible | |
| 61. |
For final void ratio 0.886 and water content of 30%, find the specific gravity. |
| A. | 4.68 |
| B. | 2.68 |
| C. | 1.45 |
| D. | 2.45 |
| Answer» C. 1.45 | |
| 62. |
The transformation from Cartesian to plane coordinates in x-direction is given by ______ |
| A. | x=rsinθ |
| B. | x=rcosθ |
| C. | x=rcos2θ |
| D. | x=rsin2θ |
| Answer» C. x=rcos2θ | |
| 63. |
At time t, the hydraulic head corresponding to excess hydrostatic pressure is __________ |
| A. | \(h=\frac{σ’}{γ_w}\) |
| B. | \(h=\frac{\overline{u}}{γ_w} \) |
| C. | \(h=\frac{γ_w}{\overline{u}}\) |
| D. | \(h=\frac{σ’\overline{u}}{γ_w} \) |
| Answer» C. \(h=\frac{γ_w}{\overline{u}}\) | |
| 64. |
Terzaghi’s theory of consolidation is invalid for ________ |
| A. | pre-consolidation |
| B. | under- consolidation |
| C. | secondary consolidation |
| D. | normal- consolidation |
| Answer» D. normal- consolidation | |
| 65. |
The coefficient of consolidation in terms of voids ratio e and coefficient of compressibility is ____________ |
| A. | \(C_v=\frac{k(1+e_0)}{a_v γ_w}\) |
| B. | \(C_v=\frac{k(1-e_0)}{a_v γ_w}\) |
| C. | \(C_v=\frac{k(e_0)}{a_v γ_w}\) |
| D. | \(C_v=\frac{(1+e_0)}{a_v γ_w}\) |
| Answer» B. \(C_v=\frac{k(1-e_0)}{a_v γ_w}\) | |
| 66. |
Two clay layer of A and B of thickness 2cm and 3 cm is load with pressure of 200KN/m². If the time taken by soil A to reach 50% consolidation is 1/4th of that required by soil B to reach 50% consolidation, then find the ratio of coefficients of consolidation. |
| A. | 2.4432 |
| B. | 1.7778 |
| C. | 4.3312 |
| D. | 5.3489 |
| Answer» C. 4.3312 | |
| 67. |
Secondary consolidation may not constitute a substantial percentage of total settlement for __________ |
| A. | highly organic soils |
| B. | inorganic soil |
| C. | highly micaceous soils |
| D. | gyttja |
| Answer» C. highly micaceous soils | |
| 68. |
The one dimensional flow part of governing consolidation equation of three dimensional consolidation having radial symmetry is _______ |
| A. | \(\frac{∂\overline{u}}{∂t}=C_{vr} \frac{∂\overline{u}}{∂r^2}\) |
| B. | \(\frac{∂\overline{u}}{∂t}=C_{vr} (\frac{∂\overline{u}}{∂r^2}+\frac{1}{r}\frac{∂\overline{u}}{∂r})+C_{vz}\frac{∂^2 \overline{u}}{∂z^2}\) |
| C. | \(\frac{∂\overline{u}}{∂t}=C_{vz} (\frac{∂\overline{u}}{∂r^2}+\frac{1}{r}\frac{∂\overline{u}}{∂r})+C_{vz}\frac{∂^2 \overline{u}}{∂z^2}\) |
| D. | \(\frac{∂\overline{u}}{∂t}=C_{vr} (\frac{∂\overline{u}}{∂r^2}+\frac{1}{r}\frac{∂\overline{u}}{∂r})\) |
| Answer» B. \(\frac{∂\overline{u}}{∂t}=C_{vr} (\frac{∂\overline{u}}{∂r^2}+\frac{1}{r}\frac{∂\overline{u}}{∂r})+C_{vz}\frac{∂^2 \overline{u}}{∂z^2}\) | |
| 69. |
From the practical data, in square root of time fitting, ______ curve is plotted. |
| A. | time t in abscissa and dial reading R in Ordinate |
| B. | t² in abscissa and dial reading R in Ordinate |
| C. | root of time √t in abscissa and dial reading R in Ordinate |
| D. | t³ in abscissa and dial reading R in Ordinate |
| Answer» D. t³ in abscissa and dial reading R in Ordinate | |
| 70. |
The numerical integration may be performed by _______________ |
| A. | dividing the total thickness H into a number of thin layers |
| B. | dividing the total thickness H into only two thin layers |
| C. | dividing the total thickness H by a factor |
| D. | excluding the thickness of the soil layer |
| Answer» B. dividing the total thickness H into only two thin layers | |
| 71. |
By the use of consolidometer, _________ gives direct measurement of permeability. |
| A. | only fixed ring type |
| B. | only floating ring type |
| C. | both fixed and floating ring type |
| D. | both fixed and floating ring type don’t give direct measurement |
| Answer» B. only floating ring type | |
| 72. |
From the consolidation test data using the ‘change in void ratio’ method, the coefficient of volume change can be calculated by _____________ |
| A. | \(m_v=-\frac{∆e}{1+e_o} \frac{1}{σ’} \) |
| B. | \(m_v=-\frac{∆e}{1+e_o}\) |
| C. | \(m_v=-\frac{∆e}{1+e_o} \frac{10}{∆σ’}\) |
| D. | \(m_v=-\frac{∆e}{1+e_o} \frac{1}{∆σ’}\) |
| Answer» E. | |
| 73. |
A number of isochrones can be drawn for water levels in piezometric tubes at the same time t. |
| A. | True |
| B. | False |
| C. | May be True or False |
| D. | Can't say |
| Answer» C. May be True or False | |
| 74. |
The coefficient of volume change is ______________ |
| A. | reciprocal of compressibility modulus |
| B. | equal to compressibility modulus |
| C. | double compressibility modulus |
| D. | equal to three times the compressibility modulus |
| Answer» B. equal to compressibility modulus | |
| 75. |
The change in voids ratio of the consolidation test is calculated from the relation of________ |
| A. | \(∆e=\frac{1+e_f}{2} ∆H\) |
| B. | \(∆e=\frac{1+e_f}{H_f} ∆H_f\) |
| C. | \(∆e=\frac{1+e_f}{H}\) |
| D. | \(∆e=\frac{e_f}{H_f} ∆H\) |
| Answer» B. \(∆e=\frac{1+e_f}{H_f} ∆H_f\) | |
| 76. |
The transformation from Cartesian to plane coordinates in y-direction is given by ______ |
| A. | y=rsinθ |
| B. | y=rcosθ |
| C. | y=rcos2θ |
| D. | y=rsin2θ |
| Answer» B. y=rcosθ | |
| 77. |
The units of Cᵥ is ___________ |
| A. | cm/s |
| B. | cm |
| C. | s |
| D. | cm²/s |
| Answer» E. | |
| 78. |
In consolidation test, the soil is __________ |
| A. | restrained laterally |
| B. | restrained vertically |
| C. | not restrained laterally |
| D. | not restrained laterally as well as vertically |
| Answer» B. restrained vertically | |
| 79. |
From the consolidation test, the final voids ratio at end of pressure increment can be calculated by ________________ |
| A. | height of solids method only |
| B. | change in voids ratio method only |
| C. | both height of solids method and change in voids ratio method |
| D. | no method are available |
| Answer» D. no method are available | |
| 80. |
The partial differentiation of excess hydrostatic pressure \overline{u} as a function of r and θ with respect to x is given by _______ |
| A. | \(\frac{∂\overline{u}}{∂x}=\frac{∂\overline{u}}{∂r} cosθ-\frac{1}{r}\frac{∂\overline{u}}{∂θ} sinθ\) |
| B. | \(\frac{∂\overline{u}}{∂x}=\frac{∂\overline{u}}{∂r} cosθ-\frac{1}{r} \frac{∂\overline{u}}{∂θ} cosθ\) |
| C. | \(\frac{∂\overline{u}}{∂x}=\frac{∂\overline{u}}{∂r} sinθ-\frac{1}{r} \frac{∂\overline{u}}{∂θ} sinθ\) |
| D. | \(\frac{∂\overline{u}}{∂x}=\frac{∂\overline{u}}{∂r} sinθ-\frac{1}{r} \frac{∂\overline{u}}{∂θ} cosθ\) |
| Answer» B. \(\frac{∂\overline{u}}{∂x}=\frac{∂\overline{u}}{∂r} cosθ-\frac{1}{r} \frac{∂\overline{u}}{∂θ} cosθ\) | |
| 81. |
If height of solids Hₛ is 6.725mm, mass is 180.4g with specific gravity G=2.68, then final the Cross-sectional area of specimen. |
| A. | 220 cm² |
| B. | 342 cm² |
| C. | 100 cm² |
| D. | 659 cm² |
| Answer» D. 659 cm² | |
| 82. |
In case of pre-consolidated soil, the final settlement is ___________ |
| A. | small |
| B. | negligible |
| C. | large |
| D. | very large |
| Answer» B. negligible | |
| 83. |
In three dimensional consolidation of sand drain, having radial symmetry, the governing consolidation equation is _______ |
| A. | \(\frac{∂\overline{u}}{∂t}=C_{vr} (\frac{\overline{u}}{∂r^2}+\frac{1}{r}\frac{∂\overline{u}}{∂r})-C_{vz}\frac{∂^2 \overline{u}}{∂z^2}\) |
| B. | \(\frac{∂\overline{u}}{∂t}=C_{vr} (\frac{\overline{u}}{∂r^2}+\frac{1}{r}\frac{∂\overline{u}}{∂r})+C_{vz}\frac{∂^2 \overline{u}}{∂z^2}\) |
| C. | \(\frac{∂\overline{u}}{∂t}=C_{vr} (\frac{\overline{u}}{∂r^2}-\frac{1}{r}\frac{∂\overline{u}}{∂r})+C_{vz}\frac{∂^2 \overline{u}}{∂z^2}\) |
| D. | \(\frac{∂\overline{u}}{∂t}=C_{vz} (\frac{\overline{u}}{∂r^2}+\frac{1}{r}\frac{∂\overline{u}}{∂r})+C_{vz}\frac{∂^2 \overline{u}}{∂z^2}\) |
| Answer» C. \(\frac{∂\overline{u}}{∂t}=C_{vr} (\frac{\overline{u}}{∂r^2}-\frac{1}{r}\frac{∂\overline{u}}{∂r})+C_{vz}\frac{∂^2 \overline{u}}{∂z^2}\) | |
| 84. |
The time factor Tᵥ for the vertical flow is given by _______ |
| A. | \(T_v=\frac{C_{vz} t}{H^2} \) |
| B. | \(T_v=\frac{-C_{rz} t}{H^2} \) |
| C. | \(T_v=\frac{C_{vz}}{H^2} \) |
| D. | \(T_v=\frac{C_{vz} t}{H}\) |
| Answer» B. \(T_v=\frac{-C_{rz} t}{H^2} \) | |
| 85. |
The height of solids method is applicable for ________ |
| A. | only dry specimens |
| B. | only fully saturated specimens |
| C. | both saturated and unsaturated samples |
| D. | only partially saturated specimens |
| Answer» D. only partially saturated specimens | |
| 86. |
In polar form the term, \(\frac{∂θ}{∂x}\) is given by______ |
| A. | \(\frac{∂θ}{∂x}=\frac{sinθ}{r} \) |
| B. | \(\frac{∂θ}{∂x}=-cosθsinθ \) |
| C. | \(\frac{∂θ}{∂x}=-\frac{cosθ}{r}\) |
| D. | \(\frac{∂θ}{∂x}=\frac{-sinθ}{r}\) |
| Answer» E. | |
| 87. |
The theory of the primary design of sand drains based upon the extension of Terzaghi’s basic work was largely developed by ___________ |
| A. | Darcy |
| B. | Skempton |
| C. | Taylor |
| D. | Barron |
| Answer» E. | |
| 88. |
In polar form the term, \(\frac{∂r}{∂y}\) is given by______ |
| A. | \(\frac{∂r}{∂y}=sinθ\) |
| B. | \(\frac{∂r}{∂y}=cosθsinθ\) |
| C. | \(\frac{∂r}{∂y}=cosθ\) |
| D. | \(\frac{∂r}{∂y}=sin2θ\) |
| Answer» B. \(\frac{∂r}{∂y}=cosθsinθ\) | |
| 89. |
The theoretical concept of consolidation process was developed by _____________ |
| A. | Terzaghi |
| B. | Taylor |
| C. | Skempton |
| D. | Darcy |
| Answer» B. Taylor | |
| 90. |
The height Hₛ of the solids of the specimen with respect to weight of dried specimen is _____________ |
| A. | \(H_s=\frac{W_d}{Gρ_w}\) |
| B. | \(H_s=\frac{W_d}{GAρ_w}\) |
| C. | \(H_s=\frac{W_d}{GA}\) |
| D. | \(H_s=\frac{W_d}{Aρ_w}\) |
| Answer» D. \(H_s=\frac{W_d}{Aρ_w}\) | |
| 91. |
If the final voids ratio is 0.864 for a soil sample of specific gravity 2.7, then its final water content will be _______________ |
| A. | 32% |
| B. | 48% |
| C. | 56% |
| D. | 62% |
| Answer» B. 48% | |
| 92. |
In numerical integration of the equation, the total settlement of the layer is equal to _____________ |
| A. | product of individual settlements of the various thin layers |
| B. | sum of individual settlements of the various thin layers |
| C. | difference of individual settlements of the various thin layers |
| D. | division of individual settlements of the various thin layers |
| Answer» C. difference of individual settlements of the various thin layers | |
| 93. |
The change in voids ratio is 0.18 and initial void ratio is 0.68 with the increase of pressure as 200KN/m². Find the coefficient of Compressibility. |
| A. | 0.9 m²/MN |
| B. | 0.7 m²/MN |
| C. | 0.4 m²/MN |
| D. | 0.5 m²/MN |
| Answer» B. 0.7 m²/MN | |
| 94. |
A clay sample 24mm thick takes 20 minutes to consolidate 50% with double drainage. The field clay layer from which sample was obtained takes 386 days to consolidate 50% with single drainage. Find the depth of the clay layer in the field. |
| A. | 5m |
| B. | 2m |
| C. | 22m |
| D. | 16m |
| Answer» C. 22m | |
| 95. |
For a time factor Tᵥ of 0.567, find the degree of consolidation. |
| A. | 37% |
| B. | 60% |
| C. | 80% |
| D. | 95% |
| Answer» D. 95% | |
| 96. |
The equation given by Carillo in 1942 relating the degree of consolidation in one dimensional flow (Uz) and radial flow (Ur) is _______ |
| A. | (1-U)=(1-Uz)(1+Ur) |
| B. | (1-U)=(1-Uz)(1-Ur) |
| C. | (1-U)=(1+Uz)(1-Ur) |
| D. | (1-U)=(1+Uz)(1+Ur) |
| Answer» C. (1-U)=(1+Uz)(1-Ur) | |
| 97. |
The loading machine of consolidometer is generally capable of applying vertical pressure up to ________ kPa in general. |
| A. | 10 or 20 |
| B. | 40 or 50 |
| C. | 80 or 90 |
| D. | 800 or 1000 |
| Answer» E. | |
| 98. |
The vertical compression of the specimen is measured by means of _________ |
| A. | base plate |
| B. | load frame |
| C. | dial gauge |
| D. | pressure ball |
| Answer» D. pressure ball | |
| 99. |
______________ also worked independently on the problem of sand drains and published his results in 1942. |
| A. | Carillo |
| B. | Skempton |
| C. | Taylor |
| D. | Rendulic |
| Answer» B. Skempton | |
| 100. |
In Terzaghi’s Theory of one dimensional consolidation, deformation of soil is entirely due to _________________ |
| A. | volume change |
| B. | permeability of soil |
| C. | seepage of fluids |
| D. | viscosity of fluids |
| Answer» B. permeability of soil | |