Geotechnical Engineering MCQs Set-3

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

falling head method

horizontal permeability test

none of these

constant head method

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

two phase system with soil and air

three phase system

two phase system with soil and water

one phase system

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

decreases

increases

first increases and then decreases

remains unchanged

4. 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

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

sand bath method

calcium carbide method

pycnometer method

oven drying method

6. 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

7. 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

0.5 and 1.0

1.0 and 0.0

0.0 and 1.0

1.0 and 0.5

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

alcohol method

oven drying method

calcium carbide method

sand bath method

9. Water content of soil can

take values only from 0% to 100%

be greater than 100%

never be greater than 100%

be less than 0%

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

less than atmospheric pressure

none of these

greater than atmospheric pressure

equal to atmospheric pressure

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11. Quick sand is a

flow condition occurring in both cohesive and cohesionless soils

type of sand

flow condition occurring in cohesionless soils

flow condition occurring in cohesive soils

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

increase in both liquid limit and plasticity index

decrease in liquid limit and no change in plasticity index

decrease in both liquid limit and plasticity index

decrease in liquid limit and increase in plasticity index

13. Void ratio of a soil mass can

be zero

take any value greater than zero

take values between 0 and 1 only

never be greater than unity

14. A combined footing is generally used when

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

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

there is only one column

number of columns is two and they are spaced far apart

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

0.036

0.028

0.36

0.28

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

between 0 and 1

zero

greater than 1

17. Physical properties of a permeant which influence permeability are

viscosity only

unit weight only

none of these

both viscosity and unit weight

18. Coefficient of consolidation for clays normally

increases with increase in liquid limit

first increases and then decreases with increase in liquid limit

decreases with increase in liquid limit

remains constant at all liquid limits

19. 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

equal decrease in pore water pressure and total stress

increase in pore water pressure but decrease in total stress

20. Negative skin friction on a pile

acts downward and increases the load carrying capacity of the pile

acts downward and reduces the load carrying capacity of the pile

acts upward and reduces the load carrying capacity of the pile

acts upward and increases the load carrying capacity of the pile

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

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

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

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

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

22. Effective stress on soil

decreases both voids ratio and permeability

increases both voids ratio and permeability

decreases voids ratio and increases permeability

increases voids ratio and decreases permeability

23. Effective stress is

a physical parameter that can be measured

the stress at particles contact

all of these

important because it is a function of engineering properties of soil

24. Allowable bearing pressure for a foundation depends on

both allowable settlement and ultimate bearing capacity

none of these

ultimate bearing capacity of soil only

allowable settlement only

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

face to face or parallel orientation

edge to face orientation

edge to edge orientation

all of these

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

gravel

silt

clay

sand

27. Bishop's method of stability analysis

all of these

assumes the slip surface as an arc of a circle

is more conservative

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

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

pore water pressure with depth

effective stress with time

pore water pressure with time

effective stress with depth

29. 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

less than both the active and passive earth pressures

greater than active earth pressure but less than passive earth pressure

30. Compressibility of sandy soils is

none of these

much less than that of clayey soils

almost equal to that of clayey soils

much greater than that of clayey soils

Geotechnical Engineering MCQs Set-3

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