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.
| 101. |
Even after the excess pore pressure due to consolidation is dissipated, change in void ratio continues and this phenomenon is known as _____________ |
| A. | secondary consolidation |
| B. | pre-consolidation |
| C. | under- consolidation |
| D. | normal- consolidation |
| Answer» B. pre-consolidation | |
| 102. |
The consolidation test is also known as ____________ |
| A. | impact test |
| B. | flexure test |
| C. | Standard Oedometer test |
| D. | standard proctor test |
| Answer» B. flexure test | |
| 103. |
In polar form the term, \(\frac{∂r}{∂x}\) is given by______ |
| A. | \(\frac{∂r}{∂x}=sinθ\) |
| B. | \(\frac{∂r}{∂x}=cosθsinθ\) |
| C. | \(\frac{∂r}{∂x}=cosθ \) |
| D. | \(\frac{∂r}{∂x}=sin2θ\) |
| Answer» D. \(\frac{∂r}{∂x}=sin2θ\) | |
| 104. |
The term \(\frac{∂\overline{u}}{∂t}\) in terms of coefficient of volume change and coefficient of permeability is given by ____________ |
| A. | \(\frac{∂\overline{u}}{∂t}=\frac{k}{m_v γ_w} \frac{∂\overline{u}}{∂z}\) |
| B. | \( \frac{∂\overline{u}}{∂t}=\frac{k}{m_v γ_w} \frac{∂\overline{u}}{∂z}\) |
| C. | \( \frac{∂\overline{u}}{∂t}=\frac{k}{m_v γ_w} \frac{∂^2\overline{u}}{∂z^2}\) |
| D. | \( \frac{∂\overline{u}}{∂t}=\frac{k}{m_v γ_w} \frac{∂\overline{u}}{∂z}\) |
| Answer» D. \( \frac{∂\overline{u}}{∂t}=\frac{k}{m_v γ_w} \frac{∂\overline{u}}{∂z}\) | |
| 105. |
If the initial voids ratio is 0.964 for a layer of height 100cm. It is located with 200KN/m² and the void ratio becomes 0.822. Find the settlement. |
| A. | 8.54 cm |
| B. | 7.43 cm |
| C. | 7.22 cm |
| D. | 8.44 cm |
| Answer» D. 8.44 cm | |
| 106. |
A clay sample 24mm thick takes 20 minutes to consolidate 50% with single 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. | 200cm |
| B. | 367cm |
| C. | 400cm |
| D. | 569cm |
| Answer» D. 569cm | |
| 107. |
The laboratory consolidation test is conducted with an apparatus called ___________ |
| A. | consolidometer |
| B. | impact testing machine |
| C. | compression testing machine |
| D. | flexural testing machine |
| Answer» B. impact testing machine | |
| 108. |
For a given difference in pressure, the value of aᵥ _______ as pressure increases. |
| A. | increases |
| B. | decreases |
| C. | is same |
| D. | becomes unity |
| Answer» C. is same | |
| 109. |
A soil sample is having voids ratio 0.72 under a pressure of 200KN/m². If the void ratio is reduced to 0.5 under 450kn/m² load, then find the change in effective pressure. |
| A. | 4000 kN/m² |
| B. | 250 kN/m² |
| C. | 350 kN/m² |
| D. | 2000 kN/m² |
| Answer» C. 350 kN/m² | |
| 110. |
For logarithm of time fitting method, the coefficient of consolidation is detained from ________ |
| A. | \(c_v=\frac{(T_v)_{70} d^3}{t_{70}} \) |
| B. | \(c_v=\frac{(T_v)_{80} d^2}{t_{80}} \) |
| C. | \(c_v=\frac{(T_v)_{90} d^4}{t_{90}} \) |
| D. | \(c_v=\frac{(T_v)_{50} d^2}{t_{50}} \) |
| Answer» E. | |
| 111. |
The coefficient of consolidation is given by ___________ |
| A. | \(C_v=\frac{q}{m_v γ_w}\) |
| B. | \(C_v=\frac{1}{m_v γ_w}\) |
| C. | \(C_v=\frac{k}{m_v} \) |
| D. | \(C_v=\frac{k}{m_v γ_w}\) |
| Answer» E. | |
| 112. |
The average drainage path for the pressure increment is calculated from the formula of ______ |
| A. | \(d=\frac{1}{2} \left[\frac{H_{‘}-H_f}{2}\right] \) |
| B. | \(d=\frac{1}{2} \left[\frac{H_{‘}}{2}\right] \) |
| C. | \(d=\frac{1}{2} \left[\frac{H_{‘}-H_f}{4}\right] \) |
| D. | \(d=\frac{1}{2} \left[\frac{H_f-H_{‘}^{’}}{2}\right] \) |
| Answer» B. \(d=\frac{1}{2} \left[\frac{H_{‘}}{2}\right] \) | |
| 113. |
The consolidation test data are not used to find _________ |
| A. | specific gravity of soil particles |
| B. | voids ratio and coefficient of volume change |
| C. | coefficient of consolidation |
| D. | coefficient of permeability |
| Answer» B. voids ratio and coefficient of volume change | |
| 114. |
In three dimension consolidation equation soil is assumed to be ______________ |
| A. | partially saturated |
| B. | dry |
| C. | completely saturated |
| D. | both dry and partially saturated |
| Answer» D. both dry and partially saturated | |
| 115. |
After the hydrostatic pressure is reduced to zero, some compression of soil takes place by the process of _________ |
| A. | effective pressure |
| B. | load increment |
| C. | primary consolidation |
| D. | secondary consolidation |
| Answer» E. | |
| 116. |
In fluid flow calculations, water is considered as incompressible. |
| A. | True |
| B. | False |
| C. | May be True or False |
| D. | Can't say |
| Answer» B. False | |
| 117. |
The delay caused in consolidation by the slow drainage of water out of a saturated soil mass is called as __________ |
| A. | hydrodynamic lag |
| B. | hydrodynamic pressure |
| C. | hydrostatic pressure |
| D. | pore pressure |
| Answer» B. hydrodynamic pressure | |
| 118. |
The reduction in volume of soil which is due to squeezing out of water from the voids is __________ |
| A. | effective pressure |
| B. | load increment |
| C. | primary consolidation |
| D. | secondary consolidation |
| Answer» D. secondary consolidation | |
| 119. |
The curve is straight up to _______________ |
| A. | U = 60% |
| B. | U = 65% |
| C. | U = 70% |
| D. | U = 55% |
| Answer» B. U = 65% | |
| 120. |
The final settlement in terms of voids ratio is given by ____________ |
| A. | \(ρ_f=\frac{e_o-e}{e_o}H\) |
| B. | \(ρ_f=\frac{e}{1+e_o}H\) |
| C. | \(ρ_f=\frac{e_o-e}{1+e_o}\) |
| D. | \(ρ_f=\frac{e_o-e}{1+e_o}H\) |
| Answer» E. | |
| 121. |
The slope of isochrones at any point indicates ___________ |
| A. | change of pore pressure with total pressure |
| B. | change of effective pressure with pore pressure |
| C. | change of pore pressure with depth at time interval t |
| D. | change of pore pressure with volume |
| Answer» D. change of pore pressure with volume | |
| 122. |
Secondary consolidation is also known as __________ |
| A. | pre-consolidation |
| B. | secondary compression |
| C. | under- consolidation |
| D. | normal- consolidation |
| Answer» C. under- consolidation | |
| 123. |
The mᵥ for pressure range 100 to 200 KN/m² is 0.74 m² /MN. The change in void ratio is 0.157. Find the initial void ratio. |
| A. | 2.456 |
| B. | 5.645 |
| C. | 1.121 |
| D. | 8.553 |
| Answer» D. 8.553 | |
| 124. |
If the final water content is 30% and specific gravity is 2.65 for a soil sample, then its final void ratio is _________ |
| A. | 0.900 |
| B. | 0.795 |
| C. | 0.667 |
| D. | 0.549 |
| Answer» C. 0.667 | |
| 125. |
For a finite surface loading, the intensity of change in effective pressure decreases with depth of layer in linear manner. |
| A. | True |
| B. | False |
| C. | May be True or False |
| D. | Can't say |
| Answer» C. May be True or False | |
| 126. |
A clay sample in laboratory test has 24mm thickness. It is tested with single drainage and consolidated 50%. The clay layer from which sample was obtained is 4m thick. Find the time to consolidate 50% with double drainage. |
| A. | 44 days |
| B. | 55 days |
| C. | 97 days |
| D. | 107 days |
| Answer» D. 107 days | |
| 127. |
The coefficient of volume change mᵥ is given by ______ |
| A. | \(m_v= \frac{1}{∆σ’} \) |
| B. | \(m_v= \frac{-∆e}{1+e_o} \) |
| C. | \(m_v= \frac{-∆e}{1+e_o} \frac{1}{∆σ}\) |
| D. | \(m_v= \frac{-∆e}{1+e_o} \frac{1}{∆σ’} \) |
| Answer» E. | |
| 128. |
A clay sample 24mm thick takes 20 minutes to consolidate 50% with single drainage. The field clay layer from which sample was obtained takes 386 days to consolidate 50% with double drainage. Find the depth of the clay layer in the field. |
| A. | 800cm |
| B. | 500cm |
| C. | 600cm |
| D. | 480cm |
| Answer» B. 500cm | |
| 129. |
Porous stones are kept at the top and bottom of specimen in consolidation test. |
| A. | True |
| B. | False |
| C. | May be True or False |
| D. | Can't say |
| Answer» B. False | |
| 130. |
The decrease in volume is given by the equation ___________ |
| A. | ∆v=-V₀ ∆σ’ |
| B. | ∆v=-aᵥ V₀ ∆σ’ |
| C. | ∆v=-mᵥ ∆σ’ |
| D. | ∆v=-mᵥ V₀ ∆σ’ |
| Answer» E. | |
| 131. |
If the specimen height H is 24mm and height of solids Hₛ is 13.45mm, then find the voids ratio. |
| A. | 0.786 |
| B. | 0.432 |
| C. | 2 |
| D. | 34 |
| Answer» B. 0.432 | |
| 132. |
The coefficient of volume change with respect to thickness is given by ______ |
| A. | \(m_v= H\frac{1}{∆σ’} \) |
| B. | \(m_v= \frac{-∆H}{H_0} \) |
| C. | \(m_v= \frac{-∆H}{H_0}\frac{1}{e}\) |
| D. | \(m_v= \frac{-∆H}{H_0}\frac{1}{∆σ’} \) |
| Answer» E. | |
| 133. |
From the coefficient of consolidation and coefficient of volume change, the coefficient of permeability is found by equation ____________ |
| A. | k=mᵥ γᵥ |
| B. | k=Cᵥ γᵥ |
| C. | k=Cᵥ mᵥ γᵥ |
| D. | k=Cᵥ mᵥ |
| Answer» D. k=Cᵥ mᵥ | |
| 134. |
For the consolidation of 90%, find the time factor. |
| A. | 0.898 |
| B. | 0.848 |
| C. | 0.976 |
| D. | 0.934 |
| Answer» C. 0.976 | |
| 135. |
The change of volume per unit time is __________ |
| A. | \(\frac{∂∆V}{∂z}=-V_0 ∆σ’\) |
| B. | \(\frac{∂∆V}{∂z}=-a_v V_0 ∆σ’\) |
| C. | \(\frac{∂∆V}{∂z}=-m_v \frac{∂∆σ’}{∂t}\) |
| D. | \(\frac{∂∆V}{∂z}=-m_v dxdydz \frac{∂∆σ’}{∂t}\) |
| Answer» E. | |
| 136. |
A clay sample in laboratory test has 24mm thickness. It is tested with double drainage and consolidated 50%. The clay layer from which sample was obtained is 4m thick. Find the time to consolidate 50% with single drainage. |
| A. | 1544 days |
| B. | 1455 days |
| C. | 1322 days |
| D. | 1799 days |
| Answer» B. 1455 days | |
| 137. |
The compression index for normally consolidated soil is ____________ |
| A. | constant |
| B. | variable |
| C. | zero |
| D. | unity |
| Answer» B. variable | |
| 138. |
Secondary compression proceeds linearly with ________ |
| A. | root of time |
| B. | square of time |
| C. | logarithm of time |
| D. | cube of time |
| Answer» D. cube of time | |
| 139. |
The distribution of excess hydrostatic pressure is represented by ___________ |
| A. | straight line |
| B. | curve |
| C. | helical curve |
| D. | closed curve |
| Answer» C. helical curve | |
| 140. |
To find pre-consolidation pressure __________ sample is used. |
| A. | undisturbed clay |
| B. | disturbed clay |
| C. | gravel |
| D. | sand gravel |
| Answer» B. disturbed clay | |
| 141. |
If the final height of specimen Hf is 13.45mm and final voids is 0.864, then the change of voids ratio ∆e with respect to ∆H is ____________ |
| A. | ∆e=0.139∆H |
| B. | ∆e=0.123∆H |
| C. | ∆e=0.178∆H |
| D. | ∆e=0.148∆H |
| Answer» B. ∆e=0.123∆H | |
| 142. |
The isochrones represents ___________ |
| A. | water levels in piezometric tubes at different time |
| B. | water levels in piezometric tubes at the same level |
| C. | water levels in piezometric tubes at different levels |
| D. | water levels in piezometric tubes at the same time |
| Answer» E. | |
| 143. |
The hydraulic gradient i is given by _________ |
| A. | \(i=\frac{γ_w ∂h}{∂z}\) |
| B. | \(i=\frac{∂h}{γ_w ∂z}\) |
| C. | \(i=\frac{\overline{u}∂h}{∂z}\) |
| D. | \(i=\frac{∂h}{∂z}\) |
| Answer» E. | |
| 144. |
In terms of compression index and voids ratio for normally consolidated soil, the final settlement is _________ |
| A. | \(ρ_f=Hlog_{10} \frac{σ’}{σ’_0}\) |
| B. | \(ρ_f=H \frac{C_c}{1+e_o} log_{10} \frac{σ’}{σ’_0}\) |
| C. | \(ρ_f=\frac{C_c}{1+e_o} log_{10} \frac{σ’}{σ’_0}\) |
| D. | \(ρ_f=H \frac{1}{1+e_o} log_{10} \frac{σ’}{σ’_0}\) |
| Answer» C. \(ρ_f=\frac{C_c}{1+e_o} log_{10} \frac{σ’}{σ’_0}\) | |
| 145. |
If a soil A has coefficient of volume change as 0.536m²/MN and the ratio of coefficient of volume change of A and B soils is 1.845, then find mv for soil B. |
| A. | 0.255 m²/MN |
| B. | 0.291 m²/MN |
| C. | 0.234 m²/MN |
| D. | 0.345 m²/MN |
| Answer» C. 0.234 m²/MN | |
| 146. |
For a dry soil mass of 180.4 g, specific gravity 2.68 and cross-sectional area of specimen as 50 cm², find the height of solids Hₛ. |
| A. | 13.45 mm |
| B. | 14 mm |
| C. | 17 mm |
| D. | 19.5 mm |
| Answer» B. 14 mm | |
| 147. |
In three dimension consolidation equation soil is assumed to be ____________ |
| A. | homogenous |
| B. | non-homogenous |
| C. | anisotropic |
| D. | heterogeneous |
| Answer» B. non-homogenous | |
| 148. |
The equation for pre-compressed soil given by Hough (1957) is ______ |
| A. | Cc=0.009(wL-10%) |
| B. | Cc=0.007(wL-10%) |
| C. | Cc=0.3(e0-0.27) |
| D. | Cc=0.007(wL-30%) |
| Answer» D. Cc=0.007(wL-30%) | |
| 149. |
The three dimensional consolidation involves _____________ |
| A. | only horizontal flow and strain |
| B. | only vertical flow and strain |
| C. | both horizontal as well as vertical flows and strains |
| D. | only radial flow and strain |
| Answer» D. only radial flow and strain | |
| 150. |
The equation given by Skempton for compression index for a remoulded sample is ___________ |
| A. | Cc=0.009(wL-10%) |
| B. | Cc=0.007(wL-10%) |
| C. | Cc=0.007(wL-20%) |
| D. | Cc=0.007(wL-30%) |
| Answer» C. Cc=0.007(wL-20%) | |