Geotechnical Engineering MCQs Set-3

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1. Which of the following methods is most accurate for the determination of the water content of soil?

calcium carbide method

oven drying method

pycnometer method

sand bath method

2. Negative skin friction on a pile

acts upward and increases the load carrying capacity of the pile

acts downward and reduces the load carrying capacity of the pile

acts downward and increases the load carrying capacity of the pile

acts upward and reduces the load carrying capacity of the pile

3. The hydrostatic pressure on the phreatic line within a dam section is

equal to atmospheric pressure

less than atmospheric pressure

greater than atmospheric pressure

none of these

4. Coefficient of consolidation for clays normally

first increases and then decreases with increase in liquid limit

decreases with increase in liquid limit

increases with increase in liquid limit

remains constant at all liquid limits

5. Coefficient of earth pressure at rest is

less than active pressure but greater than passive earth pressure

greater than both the active pressure and passive earth pressure

greater than active earth pressure but less than passive earth pressure

less than both the active and passive earth pressures

6. Compressibility of sandy soils is

much less than that of clayey soils

none of these

much greater than that of clayey soils

almost equal to that of clayey soils

7. Void ratio of a soil mass can

take any value greater than zero

take values between 0 and 1 only

never be greater than unity

be zero

8. The value of compression index for a remoulded sample whose liquid limit is 50% is

0.36

0.036

0.028

0.28

9. For proper field control, which of the following methods is best suited for quick determination of water content of a soil mass?

sand bath method

alcohol method

calcium carbide method

oven drying method

10. Which of the following methods is more suitable for the determination of permeability of clayey soil?

none of these

horizontal permeability test

falling head method

constant head method

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11. Rise of water table above the ground surface causes

decrease in pore water pressure but increase in total stress

equal increase in pore water pressure and total stress

increase in pore water pressure but decrease in total stress

equal decrease in pore water pressure and total stress

12. Skempton's pore pressure coefficient B for saturated soil is

greater than 1

between 0 and 1

zero

13. Effective stress is

all of these

a physical parameter that can be measured

the stress at particles contact

important because it is a function of engineering properties of soil

14. According to IS classification, the range of silt size particles is

0.425 mm to 0.075 mm

4.75 mm to 2.00 mm

0.075 mm to 0.002 mm

2.00 mm to 0.425 mm

15. If the volume of voids is equal to the volume of solids in a soil mass, then the values of porosity and voids ratio respectively are

1.0 and 0.0

0.0 and 1.0

0.5 and 1.0

1.0 and 0.5

16. If the water table rises upto ground surface, then the

total stress is increased due to decrease in pore water pressure but effective stress does not change

effective stress is reduced due to increase in pore water pressure only but total stress does not change

effective stress is reduced due to decrease in total stress only but pore water pressure does not change

total stress is reduced due to increase in pore water pressure only but effective stress does not change

17. Physical properties of a permeant which influence permeability are

both viscosity and unit weight

none of these

viscosity only

unit weight only

18. Effective stress on soil

decreases voids ratio and increases permeability

decreases both voids ratio and permeability

increases both voids ratio and permeability

increases voids ratio and decreases permeability

19. Water content of soil can

be greater than 100%

be less than 0%

never be greater than 100%

take values only from 0% to 100%

20. In a consolidated drained test on a normally consolidated clay, the volume of the soil sample during shear

first increases and then decreases

remains unchanged

increases

decreases

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21. Allowable bearing pressure for a foundation depends on

allowable settlement only

both allowable settlement and ultimate bearing capacity

ultimate bearing capacity of soil only

none of these

22. A combined footing is generally used when

number of columns is more than two and they are spaced far apart

number of columns is two and they are spaced far apart

there is only one column

number of columns is two and they are spaced close to each other

23. Quick sand is a

flow condition occurring in cohesionless soils

flow condition occurring in both cohesive and cohesionless soils

type of sand

flow condition occurring in cohesive soils

24. Dispersed type of soil structure is an arrangement comprising particles having

all of these

edge to face orientation

edge to edge orientation

face to face or parallel orientation

25. If the permeability of a soil is 0.8 mm/sec, the type of soil is

sand

clay

silt

gravel

26. Bishop's method of stability analysis

neglects the effect of forces acting on the sides of the slices

is more conservative

all of these

assumes the slip surface as an arc of a circle

27. The admixture of coarser particles like sand or silt to clay causes

decrease in both liquid limit and plasticity index

decrease in liquid limit and increase in plasticity index

increase in both liquid limit and plasticity index

decrease in liquid limit and no change in plasticity index

28. When the degree of saturation is zero, the soil mass under consideration represents

one phase system

two phase system with soil and air

three phase system

two phase system with soil and water

29. If the sand in-situ is in its densest state, then the relative density of sand is

zero

between 0 and 1

greater than 1

30. The slope of isochrone at any point at a given time indicates the rate of change of

effective stress with depth

pore water pressure with time

effective stress with time

pore water pressure with depth

Geotechnical Engineering MCQs Set-3

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