Multiple choice question for engineering

Set 1

1. The two commonly used penetration tests are____________
a) Standard penetration test
b) Cone penetration test
c) All of the mentioned
d) None of the mentioned

Answer

Answer: c [Reason:] According to Indian standard, the two commonly used penetration tests are static cone penetration test and standard penetration test.

2. The values derived from penetration tests can be used for finding____________
a) Depth of hard stratum and Strength of soil
b) Soil saturation
c) None of the mentioned
d) All of the mentioned

Answer

Answer: a [Reason:] The penetration test are useful for general exploration of erratic soil profiles, for finding depth to bed rock or hard stratum, and to have an approximation indication of the strength and other properties of soils.

3. The observed value of N in static cone penetration test is corrected by_________
a) Overburden and Dilatancy /submergence
b) Effective pressure
c) None of the mentioned
d) All of the mentioned

Answer

Answer: a [Reason:] The N-value for cohesion less soil shall be corrected for overburden and the values N0 obtained after overburden correction is corrected further for dilatancy.

4. Correction for increasing effective overburden pressure have been proposed by___________
a) Gibbs and Holtz
b) Peck
c) Thornburn
d) All of the mentioned

Answer

Answer: d [Reason:] For a constant density index, the N value increase with increasing effective overburden pressure for which correction have been proposed by Gibbs and Holtz, peck, Thornburn, Whitman and others.

5. The split tube used in static cone penetration test, is commonly known as______________
a) Split spoon sampler
b) Split tube sampler
c) Tube sampler
d) All of the mentioned

Answer

Answer: a [Reason:] The split tube sampler, used in test for standard penetration is commonly known as split spoon sampler resting on the bottom of the bore hole which is allowed to sink under its own weight.

6. The total blow required for the second and third 15 cm of penetration in standard penetration test is taken as____________
a) Seating drive
b) Penetration resistance
c) Overburden pressure
d) Dilatancy/submergence

Answer

Answer: a [Reason:] In standard penetration test, the first 15 cm of drive may be considered to be seating drive. The total blows required for the second and third 15 cm of penetration is termed as the penetration resistance N.

7. The expression for C n as given by Lio and Whitman is_____________
a) C n = √(σ’)
b) C n = √(100/σ’)
c) C n = 0.77log10(2000/σ’)
d) None of the mentioned

Answer

Answer: b [Reason:] In 1986, Lio and Whitman gave the following expression for
Normalizing factor C n:
C n = √ (100/σ’).

8. The cone test is useful in determining the bearing capacity of___________
a) Cohesion less soil and Fine sand
b) Clay soil
c) None of the mentioned
d) All of the mentioned

Answer

Answer: a [Reason:] The cone test is considered very useful in determining the bearing capacity of pits in cohesion less soils, particularly in fine sands of varying density.

9. The cone resistance qc, for sandy silt type of soil is__________
a) 3.5
b) 6
c) 2
d) 5

Answer

Answer: c [Reason:] For silts, sandy silts, slightly cohesive silt sand mixture type of soil, the cone resistance q c is 2.

Set 2

1. Which of the following test is commonly adopted for determining soil permeability of soil formations?
a) Pumping-in test and Pumping-out test
b) Horizontal capillary test
c) None of the mentioned
d) All of the mentioned

Answer

Answer: a [Reason:] Pumping-out test is the frequently used field method, as it involves discharging water from the ground.

2. The value of specific yield SY, of an aquifer depends on___________
a) Grain size
b) Compaction of stratum
c) Grain shape
d) All of the mentioned

Answer

Answer: d [Reason:] Since specific yield is the volume of water drained, the drainage of water depend on grain size, shape and compaction of stratum in the soil.

3. Specific yield of unconfined aquifer indicates__________
a) Water capacity
b) Volume of water
c) Water retained
d) All of the mentioned

Answer

Answer: a [Reason:] Specific yield is an indication of the water yielding capacity of an unconfined aquifer.

4. Dupuit’s theory was later modified by_________
a) Thiem
b) Darcy
c) Alam Singh
d) Louden

Answer

Answer: a [Reason:] The theory proposed by Dupuit’s on radial flow was modified by Thiem in 1906.

5. The parabolic depression in the aquifer is called as__________
a) Cone of depression and Drawdown curve
b) Parabolic curve
c) None of the mentioned
d) All of the mentioned

Answer

Answer: a [Reason:] The parabolic depression formed, when water is pumped from aquifer through well can be called as cone of depression or the drawdown surface.

6. In most of the confined aquifers ,the value of storage coefficient ranges between__________
a) 0.05 to 0.0005
b) 0.5 to 0.005
c) 0.00005 to 0.005
d) 0 to 5

Answer

Answer: c [Reason:] By pumping test method, the value of storage coefficient ranges was found to be in between 0.00005 to 0.005.

7. Which of the following is depicted by Dupuit’s theory?
a) The velocity of flow
b) Co-efficient of transmissibility
c) Radial flow of water
d) Volume of aquifer

Answer

Answer: c [Reason:] The analysis of radial flow of water to a well was originally proposed by Dupuit’s theory.

8. The co-efficient of transmissibility (T) of an aquifer is given by which of the following equation?
a) T=b k
b) T=b/k
c) T=(b k)2
d) T=k/b

Answer

Answer: a [Reason:] The coefficient of transmissibility T is equals the field of co-efficient of permeability K multiplied by the aquifer thickness b:
T=b k.

9. According to Dupuit’s theory ,the velocity of flow is proportional to__________
a) Sine of hydraulic gradient
b) Tangent of hydraulic gradient
c) None of the mentioned
d) All of the mentioned

Answer

Answer: b [Reason:] Based on the assumption proposed by Dupuit’s theory, the velocity of flow is proportional to the tangent of the hydraulic agent instead of its sine.

10. Dupuit’s theory states that, the Darcy’s law equation is not valid near_________
a) Well face
b) Top Surface of well
c) Sides of the well
d) All of the mentioned

Answer

Answer: a [Reason:] Since the flow of water is not horizontal near wall and the flow no longer remains laminar .Thus, Darcy’s law equation is not valid near the well face.

Set 3

1. A soil engineers usually encounter problems of stress distribution in__________
a) Vicinity of vertical shafts and Vicinity of inclined shafts
b) Vicinity of horizontal shafts
c) None of the mentioned
d) All of the mentioned

Answer

Answer: a [Reason:] A soil engineer is commonly encountered with the problem of stress distribution in the vicinity of vertical or inclined shafts in an elastic semi-infinite solid with a horizontal or inclined surface.

2. The problem of stress distribution in the vicinity of shafts was first solved by________
a) Westergaard
b) Terzaghi
c) Darcy
d) Biot

Answer

Answer: a [Reason:] In 1940, Westergaard solved the problem of stress distribution by using theory of plasticity using a suitable stress function.

3. The method given by Biot for solving the problem of stress distribution was based on________
a) Theory of elasticity
b) Method of superposition
c) Westerngaard method
d) All of the mentioned

Answer

Answer: b [Reason:] The method suggested by Biot was based on the method of superposition as proposed by Terzaghi in 1943.

4. The stress component which act on any point in the surrounding material before the excavation of the shaft can be resolved into__________parts.
a) 3
b) 5
c) 2
d) 4

Answer

Answer: a [Reason:] i) Stresses due to the weight of material and ii) stress due to pressure exerted by the equivalent liquid are the two stress component that act at any point on the material.

5. Stress due to equivalent fluid pressure can be found out using__________
a) Biot method
b) Theory of elasticity
c) Lame’s formula
d) Method of superposition

Answer

Answer: c [Reason:] Stress due to equivalent fluid pressure can be found out by using the Lame’s formula for the state of stress in thick walled cylinder subjected to internal pressure.

6. After excavating the shaft, the shearing stresses along the walls of the shaft will be equal to___________
a) Zero
b) Normal stress
c) Circumferential stress
d) All of the mentioned

Answer

Answer: a [Reason:] After the shaft has been excavated the shearing stresses along the walls of the shaft are equal to zero and the radial normal stresses are also equal to zero.

7. When the high value of σϴ in the vicinity of the walls of a shaft exceeds the compressive strength it results in__________
a) Plastic flow of soil
b) Non uniform stress distribution
c) Increase fluid pressure
d) All of the mentioned

Answer

Answer: a [Reason:] The high value of σϴ in the vicinity of walls of a shaft may exceed the compressive strength of the soil, resulting in a plastic flow of the soil which continues until a state of plastic equilibrium.

8. The stress component at any point, after the excavation of the shaft will be equal to____________
a) σR= (σZ)1-( σZ)2
b) σZ= (σZ)1-( σZ)2
c) σϴ= (σϴ)1-( σϴ)2
d) σR= (σR)1-( σR)2

Answer

Answer: b [Reason:] The stress component at any point, after the excavation of the shaft will be equal to the difference between the initial stresses i.e., σZ= (σZ) 1-(σZ) 2.

Set 4

1. Rectangular plot method has been suggested by_________
a) Culmann
b) Bishop
c) Singh
d) Terzaghi

Answer

Answer: c [Reason:] A simplified rectangular plot method for finding stability of slopes was suggested by Singh in 1962.

2. The slip circle having the minimum factor of safety is called___________
a) Critical circle
b) Failure slip circle
c) Critical slip circle
d) None of the mentioned

Answer

Answer: c [Reason:] A number of trial critical slip circle are chosen against sliding and factor of safety of each is computed. The circle having the minimum factor of safety is the critical slip circle.

3. In Swedish circle method___________analysis cases are considered.
a) φC = 0
b) C – φ and φu = 0
c) None of the mentioned
d) All of the mentioned

Answer

Answer: b [Reason:] In Swedish slip circle method two cases are considered: i) analysis of purely cohesive soil (φu = 0) and ii) analysis of a soil possessing both cohesion and friction (C-φ analysis).

4. When does the critical condition of d/s slope, occur in reservoir?
a) Reservoir is full
b) Pore pressure is high
c) Steady seepage does not occur
d) All of the mentioned

Answer

Answer: a [Reason:] Critical condition of d/s slope occurs when the reservoir is full and percolation is at its maximum rate.

5. In the rectangular plot method if there are n-slices, the total number of ordinates will be____________
a) n -1
b) n
c) n-2
d) None of the mentioned

Answer

Answer: a [Reason:] In the rectangular plot method if there are n-slices, the total number of ordinates will be (n-1), the ordinates at the end of the last strip being zero.

6. Stability of slopes of an earth dam is tested under, which of the following condition?
a) Stability of downstream slope during steady seepage and Stability of upstream slope during sudden drawdown
b) Stability of upstream slope during sudden seepage
c) None of the mentioned
d) All of the mentioned

Answer

Answer: a [Reason:] The stability of slopes of an earth dam is tested under the following conditions:
i) Stability of downstream slope during steady seepage
ii) Stability of upstream slope during sudden drawdown
iii) Stability of upstream and downstream slopes during and immediately after construction.

7. When a dam is built of impervious compressible soil, water is entrapped in the pore space due to___________
a) Excessive pore pressure
b) Volume change in the soil mass
c) Low shear strength of soil
d) Unstable soil mass

Answer

Answer: b [Reason:] When a dam is built of relatively impervious compressible soil, excess pore pressure develops in the air and water entrapped in the pore pressure. This is because the soil mass undergoes a change in the soil due to compaction of the dam construction and also due to a down weight.

8. The area of U-diagram in finding stability of D / S slope during steady seepage, can be measured by___________
a) Planimeter and Rectangular plot method
b) Fellinious method
c) None of the mentioned
d) All of the mentioned

Answer

Answer: a [Reason:] The area of U-diagram can be measured with the help of a planimeter, or else the rectangular plot method can be utilized.

9. The magnitude and distribution of pore water pressure on slip surface can be calculated from___________
a) Pressure net
b) Test data
c) Graphical method
d) Rectangular plot method

Answer

Answer: a [Reason:] The magnitude and distribution of pore water pressure on a likely slip surface is estimated from pressure net which is developed from the flow net.

10. The pore water pressure at any point on the slip surface is represented by____________
a) Piezometric head
b) Pore pressure
c) Factor of safety
d) Failure plane

Answer

Answer: a [Reason:] The pore water pressure at any point is represented by the piezometric head hw at that point.

11. The estimation of construction pore pressure can be made with the help of___________
a) Swedish circle method
b) Bishop’s method
c) Hilf’s equation
d) Rectangular plot method

Answer

Answer: c [Reason:] The estimation of the construction pore pressure is made with the help of Hilf’s equation:
u = pa Δ / (va + hc γw – Δ).

12. In Hilf’s equation ‘u = pa Δ / (va + hc γw – Δ)’, hc refers to__________
a) Induced pore pressure
b) Henry’s constant
c) Volume of pore water
d) Volume of air voids

Answer

Answer: b [Reason:] In Hilf’s equation hc refers to Henry’s constant of solubility of air in water by volume (= 0.02 at 68°F).

Set 5

1. The total cohesion force which resist the slipping along the slip arc at critical equilibrium is proportional to___________
a) Cohesion and Height of the slope
b) Taylor’s stability number
c) None of the mentioned
d) All of the mentioned

Answer

Answer: a [Reason:] The total cohesive force c L̑, which resist the slipping along the slip arc at critical equilibrium, is proportional to the cohesion c and the height H of the slope.

2. The Taylor’s stability number is based on___________
a) Height of the slope and Pore pressure
b) Factor of safety
c) None of the mentioned
d) All of the mentioned

Answer

Answer: a [Reason:] The Taylor’s stability number is based on the factor of safety Fc with respect to cohesion assuming that the frictional resistance assuming that frictional force has been fully mobilized.

3. The factor of safety with respect to friction is__________
a) Unity
b) Zero
c) Greater than one
d) None of the mentioned

Answer

Answer: a [Reason:] The friction of safety Fφ with respect to friction is unity which means that the frictional force has been fully mobilized.

4. According to Taylor, the force causing instability in the sliding wedge is__________
a) Cohesive resistance and Weight of the wedge
b) Total frictional resistance
c) None of the mentioned
d) All of the mentioned

Answer

Answer: a [Reason:] The force causing instability is the weight of the wedge which is equal tot unit weight γ.

5. Taylor’s stability number is represented by the term__________
a) SC
b) Sn
c) Cm
d) HC

Answer

Answer: b [Reason:] Taylor’s stability is represented as Sn.

6. Which of the following quantity is called as Taylor’s stability number?
a) c/Fc γ H
b) c/γ H
c) cm/ Fc γ
d) None of the mentioned

Answer

Answer: a [Reason:] If Fc is the factor of safety with respect to cohesion,
We have c × H / Fc × γH2
= c / Fc γ H = Sn

The dimensional quantity c / Fc γ H is called as Taylor’s stability number Sn.

7. For purely frictional soil, the Taylor’s stability number is___________
a) Unity
b) Zero
c) >1
d) <1

Answer

Answer: b [Reason:] For purely frictional soil (c = 0), the stability number is zero, and Taylor’s stability curves do not apply.

8. The stability of a slope for a pure frictional soil, depends upon__________
a) Slope angle
b) Factor of safety
c) Frictional resistance
d) All of the mentioned

Answer

Answer: a [Reason:] The stability of slope for a frictional soil entirely depends upon the slope angle i, irrespective of height of the slope.

9. What will be the factor of safety with respect to cohesion of a clay slope laid at 1 in 2 to a height of 10 m, if the angle of internal friction φ=10° ; c=25 k N/m2 and γ = 19 k N/m3?
a) 4.34
b) 2.06
c) 1.02
d) 20.6

Answer

Answer: b [Reason:] i = tan-1(1/2) = 26.5°
For i = 26.5° and φ = 10°, S¬n = 0.064
But, Sn= c / Fc γ H
Therefore, Fc= c / Sn γ H
Fc = 25 / (0.064×19×10) =2.06.

10. A slope is to be constructed at an inclination of 30° with the horizontal. What will be the safe height of the slope at factor of safety of 1.5? The soil has the properties: c = 15 k N/m2, φ=22.5° and γ = 19 k N/m3.
a) 11.5
b) 20.5
c) 12
d) 18.64

Answer

Answer: a [Reason:] The mobilized frictional angle φm is given by
φm = φ / F = 22.5/1.5 = 15°
For, i = 30° and φm = 15°, Sn =0.046
Now H = c / F γ Sn = 15 / (0.0046×1.5×19) = 11.5 m.

11. When the slope is fully submerged, which of the following has to be used for finding stability number?
a) Submerged density
b) Shearing resistance
c) None of the mentioned
d) All of the mentioned

Answer

Answer: a [Reason:] when the slope is fully submerged, the submerged density γ’, and weighted frictional angle φw should be used for computing stability number Sn.

Total Views: 14