Soil Mechanics & Foundation Engineering

1 / 70

1. Rise of water table in cohesionless soils upto ground surface reduces the net ultimate bearing capacity approximately by

1. <label for="poll-51296-2">50%</label>

2. <label for="poll-51296-4">90%</label>

3. <label for="poll-51296-3">75%</label>

4. <label for="poll-51296-1">25%</label>

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2. The ratio of volume of voids to the total volume of soil mass is called

1. <label for="poll-51349-3">percentage air voids</label>

2. <label for="poll-51349-2">porosity</label>

3. <label for="poll-51349-1">air content</label>

4. <label for="poll-51349-4">voids ratio</label>

3 / 70

3. The most suitable method for drainage of fine grained cohesive soils is

1. <label for="poll-51322-2">vacuum method</label>

2. <label for="poll-51322-1">well ppint system</label>

3. <label for="poll-51322-3">deep well system</label>

4. <label for="poll-51322-4">electroosmosis method</label>

4 / 70

4. A cylindrical specimen of saturated soil failed under an axial vertical stress of 100 kN/m² when it was laterally un-confmed. The failure plane was inclined to the horizontal plane at an angle of 45°. The values of cohesion and angle of internal friction for the soil are respectively

1. <label for="poll-51307-4">0.05 N/mm2 and 45°</label>

2. <label for="poll-51307-2">0.05 N/mm2 and 0°</label>

3. <label for="poll-51307-3">0.2 N/mm2 and 0°</label>

4. <label for="poll-51307-1">0.5 N/mm2 and 30°</label>

5 / 70

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

1. <label for="poll-51303-4">none of the above</label>

2. <label for="poll-51303-2">falling head method</label>

3. <label for="poll-51303-1">constant head method</label>

4. <label for="poll-51303-3">horizontal permeability test</label>

6 / 70

6. Sand particles are made of

1. <label for="poll-51346-2">kaolinite</label>

2. <label for="poll-51346-4">montmorillonite</label>

3. <label for="poll-51346-3">illite</label>

4. <label for="poll-51346-1">rock minerals</label>

7 / 70

7. A soil has a bulk density of 22 kN/m³ and water content 10%. The dry density of soil is

1. <label for="poll-51336-2">20.0 kN/m3</label>

2. <label for="poll-51336-3">22.0 kN/m3</label>

3. <label for="poll-51336-1">18.6 kN/m3</label>

4. <label for="poll-51336-4">23.2 kN/m3</label>

8 / 70

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

1. <label for="poll-51302-4">calcium carbide method</label>

2. <label for="poll-51302-2">sand bath method</label>

3. <label for="poll-51302-1">oven drying method</label>

4. <label for="poll-51302-3">alcohol method</label>

9 / 70

9. The angle that Coulomb’s failure envelope makes with the horizontal is called

1. <label for="poll-51354-3">angle of repose</label>

2. <label for="poll-51354-4">none of the above</label>

3. <label for="poll-51354-1">cohesion</label>

4. <label for="poll-51354-2">angle of internal friction</label>

10 / 70

10. Terzaghi’s bearing capacity factors Nc, Nq and Nr are functions of

1. <label for="poll-51297-4">none of the above</label>

2. <label for="poll-51297-2">angle of internal friction only</label>

3. <label for="poll-51297-1">cohesion only</label>

4. <label for="poll-51297-3">both cohesion and angle of internal friction</label>

11 / 70

11. Sensitivity of a soil can be defined as

1. <label for="poll-51319-1">percentage of volume change of soil under saturated condition</label>

2. <label for="poll-51319-3">ratio of volume of voids to volume of solids</label>

3. <label for="poll-51319-4">none of the above</label>

4. <label for="poll-51319-2">ratio of compressive strength of unconfined undisturbed soil to that of soil in a remoulded state</label>

12 / 70

12. Direct measurement of permeability of the specimen at any stage of loading can be made

1. <label for="poll-51313-2">only in floating ring type consolido-meter</label>

2. <label for="poll-51313-3">both (A) and (B)</label>

3. <label for="poll-51313-1">only in fixed ring type consolido-meter</label>

4. <label for="poll-51313-4">none of the above</label>

13 / 70

13. Rankine’s theory of earth pressure assumes that the back of the wall is

1. <label for="poll-51321-3">vertical and smooth</label>

2. <label for="poll-51321-4">vertical and rough</label>

3. <label for="poll-51321-2">plane and rough</label>

4. <label for="poll-51321-1">plane and smooth</label>

14 / 70

14. Valid range for S, the degree of saturation of soil in percentage is

1. <label for="poll-51298-2">S < 0</label>

2. <label for="poll-51298-3">0 < S < 100</label>

3. <label for="poll-51298-1">S > 0</label>

4. <label for="poll-51298-4">0 ≤ S ≤ 100</label>

15 / 70

15. Which of the following soils has more plasticity index ?

1. <label for="poll-51356-4">gravel</label>

2. <label for="poll-51356-1">sand</label>

3. <label for="poll-51356-2">silt</label>

4. <label for="poll-51356-3">clay</label>

16 / 70

16. 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. <label for="poll-51308-1">1.0 and 0.0</label>

2. <label for="poll-51308-2">0.0 and 1.0</label>

3. <label for="poll-51308-3">0.5 and 1.0</label>

4. <label for="poll-51308-4">1.0 and 0.5</label>

17 / 70

17. The average coefficient of permeability of natural deposits

1. <label for="poll-51301-2">Parallel to stratification is always less than that perpendicular to stratification</label>

2. <label for="poll-51301-4">Parallel to stratification may or may not be greater than that perpendicular to stratification</label>

3. <label for="poll-51301-1">Parallel to stratification is always greater than that perpendicular to stratification</label>

4. <label for="poll-51301-3">Is always same in both directions</label>

18 / 70

18. When the plastic limit of a soil is greater than the liquid limit, then the plasticity index is reported as

1. <label for="poll-51338-1">negative</label>

2. <label for="poll-51338-3">non-plastic (NP)</label>

3. <label for="poll-51338-4">1</label>

4. <label for="poll-51338-2">zero</label>

19 / 70

19. Valid range for n, the percentage voids, is

1. <label for="poll-51320-2">0 ≤ n ≤ 100</label>

2. <label for="poll-51320-1">0 < n < 100</label>

3. <label for="poll-51320-3">n > 0</label>

4. <label for="poll-51320-4">n < 0</label>

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20. Contact pressure beneath a rigid footing resting on cohesive soil is

1. <label for="poll-51332-1">less at edges compared to middle</label>

2. <label for="poll-51332-3">uniform throughout</label>

3. <label for="poll-51332-4">none of the above</label>

4. <label for="poll-51332-2">more at edges compared to middle</label>

21 / 70

21. The hydraulic head that would produce a quick condition in a sand stratum of thickness 1.5 m, specific gravity 2.67 and voids ratio 0.67 is equal to

1. <label for="poll-51290-3">2.0m</label>

2. <label for="poll-51290-2">1.5m</label>

3. <label for="poll-51290-1">1.0m</label>

4. <label for="poll-51290-4">3m</label>

22 / 70

22. Select the incorrect statement. Effective angle of shearing resistance

1. <label for="poll-51333-4">is rarely more than 30° for fine grained soil</label>

2. <label for="poll-51333-3">is limited to a maximum value of 45°</label>

3. <label for="poll-51333-1">increases as the size of particles increases</label>

4. <label for="poll-51333-2">increases as the soil gradation im-proves</label>

23 / 70

23. A 600 mm square bearing plate settles by 15 mm in plate load test on a cohesionless soil under an intensity of loading of 0.2 N/ram². The settlement of a prototype shallow footing 1 m square under the same intensity of loading is

1. <label for="poll-51352-4">Greater than 25 mm</label>

2. <label for="poll-51352-1">15 mm</label>

3. <label for="poll-51352-3">25 mm</label>

4. <label for="poll-51352-2">Between 15 mm and 25 mm</label>

24 / 70

24. The rise of water table below the foundation influences the bearing capacity of soil mainly by reducing

1. <label for="poll-51314-3">effective unit weight of soil and effective angle of shearing resistance</label>

2. <label for="poll-51314-2">cohesion and effective unit weight of soil</label>

3. <label for="poll-51314-4">effective angle of shearing resistance</label>

4. <label for="poll-51314-1">cohesion and effective angle of shearing resistance</label>

25 / 70

25. If the water content of a fully saturated soil mass is 100%, then the voids ratio of the sample is

1. <label for="poll-51304-1">less than specific gravity of soil</label>

2. <label for="poll-51304-4">independent of specific gravity of soil</label>

3. <label for="poll-51304-3">greater than specific gravity of soil</label>

4. <label for="poll-51304-2">equal to specific gravity of soil</label>

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26. According to Atterberg, the soil is said to be of medium plasticity if the plasticity index PI is

1. <label for="poll-51344-1">0 < PI < 7</label>

2. <label for="poll-51344-2">7<pi< label="" 17<=""> </pi<>

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27. A retaining wall 6m high supports a backfill with a surcharge angle of 10°. The back of the wall is inclined to the vertical at a positive batter angle of 5°. If the angle of wall friction is 7°, then the resultant active earth pressure will act at a distance of 2 m above the base and inclined to the horizontal at an angle of

1. <label for="poll-51315-4">17°</label>

2. <label for="poll-51315-3">12°</label>

3. <label for="poll-51315-2">10°</label>

4. <label for="poll-51315-1">7°</label>

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28. Coefficient of consolidation of a soil is affected by

1. <label for="poll-51348-1">compressibility</label>

2. <label for="poll-51348-4">none of the above</label>

3. <label for="poll-51348-2">permeability</label>

4. <label for="poll-51348-3">both compressibility and permeability</label>

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29. At liquid limit, all soils possess

1. <label for="poll-51318-2">same shear strength of large magnitude</label>

2. <label for="poll-51318-4">different shear strengths of large magnitude</label>

3. <label for="poll-51318-3">different shear strengths of small magnitude</label>

4. <label for="poll-51318-1">same shear strength of small magnitude</label>

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30. Physical properties of a permeant which influence permeability are

1. <label for="poll-51306-3">both viscosity and unit weight</label>

2. <label for="poll-51306-1">viscosity only</label>

3. <label for="poll-51306-4">none of the above</label>

4. <label for="poll-51306-2">unit weight only</label>

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31. For better strength and stability, the fine grained soils and coarse grained soils are compacted respectively as

1. <label for="poll-51329-3">wet of OMC and wet of OMC</label>

2. <label for="poll-51329-1">dry of OMC and wet of OMC</label>

3. <label for="poll-51329-2">wet of OMC and dry of OMC</label>

4. <label for="poll-51329-4">dry of OMC and dry of OMC where OMC is optimum moisture content</label>

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32. Clay layer A with single drainage and coefficient of consolidation Cv takes 6 months to achieve 50% consolidation. The time taken by clay layer B of the same thickness with double drainage and coefficient of consolidation

Cv 2

\frac{{{\text{Cv}}}}{2} to achieve the same degree of consolidation is

1. 3 months

2. 24 months

3. 6 months

4. 12 months

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33. If the natural water content of soil mass lies between its liquid limit and plastic limit, the soil mass is said to be in

1. <label for="poll-51299-4">solid state</label>

2. <label for="poll-51299-1">liquid state</label>

3. <label for="poll-51299-3">semi-solid state</label>

4. <label for="poll-51299-2">plastic state</label>

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34. If the material of the base of the Casagrande liquid limit device on which the cup containing soil paste drops is softer than the standard hard rubber, then

1. <label for="poll-51343-2">The liquid limit of soil always decreases</label>

2. <label for="poll-51343-1">The liquid limit of soil always increases</label>

3. <label for="poll-51343-3">The liquid limit of soil may increase</label>

4. <label for="poll-51343-4">The liquid limit of soil may decrease</label>

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35. Which of the following methods is best suited for determination of permeability of coarse-grained soils ?

1. <label for="poll-51334-4">none of the above</label>

2. <label for="poll-51334-3">both the above</label>

3. <label for="poll-51334-2">falling head method</label>

4. <label for="poll-51334-1">constant head method</label>

36 / 70

36. Uniformity coefficient of a soil is

1. <label for="poll-51347-1">always less than 1</label>

2. <label for="poll-51347-4">equal to or gi eater than 1</label>

3. <label for="poll-51347-2">always equal to 1</label>

4. <label for="poll-51347-3">equal to or less than 1</label>

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

1. <label for="poll-51328-1">0.028</label>

2. <label for="poll-51328-3">0.36</label>

3. <label for="poll-51328-4">0.036</label>

4. <label for="poll-51328-2">0.28</label>

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38. A 300 mm square bearing plate settles by 15 mm in a plate load test on a cohesive soil when the intensity of loading is 0.2 N/mm². The settlement of a prototype shallow footing 1 m square under the same intensity of loading is

1. <label for="poll-51353-4">167 mm</label>

2. <label for="poll-51353-3">50 mm</label>

3. <label for="poll-51353-2">30 mm</label>

4. <label for="poll-51353-1">15 mm</label>

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39. The total and effective stresses at a depth of 5 m below the top level of water in a swimming pool are respectively

1. <label for="poll-51316-1">Zero and zero</label>

2. <label for="poll-51316-3">0.5 kg/cm2 and 0.5 kg/cm2</label>

3. <label for="poll-51316-4">1.0 kg/cm2 and 0.5 kg/cm2</label>

4. <label for="poll-51316-2">0.5 kg/cm2 and zero</label>

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

1. <label for="poll-51305-4">all of the above</label>

2. <label for="poll-51305-1">face to face or parallel orientation</label>

3. <label for="poll-51305-2">edge to edge orientation</label>

4. <label for="poll-51305-3">edge to face orientation</label>

41 / 70

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

1. <label for="poll-51357-3">decrease in both liquid limit and plasticity index</label>

2. <label for="poll-51357-4">increase in both liquid limit and plasticity index</label>

3. <label for="poll-51357-2">decrease in liquid limit and no change in plasticity index</label>

4. <label for="poll-51357-1">decrease in liquid limit and increase in plasticity index</label>

42 / 70

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

1. <label for="poll-51335-2">1</label>

2. <label for="poll-51335-4">greater than 1</label>

3. <label for="poll-51335-3">between 0 and 1</label>

4. <label for="poll-51335-1">zero</label>

43 / 70

43. Which one of the following clays behaves like a dense sand ?

1. <label for="poll-51355-3">normally consolidated clay</label>

2. <label for="poll-51355-4">under-consolidated clay</label>

3. <label for="poll-51355-1">over-consolidated ciay with a high over-consolidation ratio</label>

4. <label for="poll-51355-2">over-consolidated clay with a low over-consolidation ratio</label>

44 / 70

44. Residual soils are formed by

1. <label for="poll-51351-2">wind</label>

2. <label for="poll-51351-4">none of the above</label>

3. <label for="poll-51351-3">water</label>

4. <label for="poll-51351-1">glaciers</label>

45 / 70

45. Select the correct range of density index, 1_D

1. <label for="poll-51293-1">1D > 0</label>

2. <label for="poll-51293-4">0 ≤ 1D ≤ 1</label>

3. <label for="poll-51293-2">1D ≥ 0</label>

4. <label for="poll-51293-3">0 < 1D < 1</label>

46 / 70

46. Toughness index is defined as the ratio of

1. <label for="poll-51327-4">consistency index to liquidity index</label>

2. <label for="poll-51327-2">plasticity index to flow index</label>

3. <label for="poll-51327-1">plasticity index to consistency index</label>

4. <label for="poll-51327-3">liquidity index to flow index</label>

47 / 70

47. The maximum dry density upto which any soil can be compacted depends upon

1. <label for="poll-51326-3">both moisture content and amount of compaction energy</label>

2. <label for="poll-51326-1">moisture content only</label>

3. <label for="poll-51326-4">none of the above</label>

4. <label for="poll-51326-2">amount of compaction energy only</label>

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

1. <label for="poll-51330-1">gravel</label>

2. <label for="poll-51330-2">sand</label>

3. <label for="poll-51330-4">clay</label>

4. <label for="poll-51330-3">silt</label>

49 / 70

49. Degree of consolidation is

1. <label for="poll-51292-4">directly proportional to square of drainage path and inversely proportional to time</label>

2. <label for="poll-51292-2">directly proportional to time and inversely proportional to square of drainage path</label>

3. <label for="poll-51292-3">directly proportional to drainage path and inversely proportional to time</label>

4. <label for="poll-51292-1">directly proportional to time and inversely proportional to drainage path</label>

50 / 70

50. In the plate loading test for determining the bearing capacity of soil, the size of square bearing plate should be

1. <label for="poll-51341-1">less than 300 mm</label>

2. <label for="poll-51341-2">between 300 mm and 750 mm</label>

3. <label for="poll-51341-4">greater than 1 m</label>

4. <label for="poll-51341-3">between 750 mm and 1 m</label>

51 / 70

51. A grillage foundation

1. <label for="poll-51350-3">Consists of two sets of perpendicularly placed steel beams</label>

2. <label for="poll-51350-2">Is treated as spread foundation</label>

3. <label for="poll-51350-4">All the above</label>

4. <label for="poll-51350-1">Is provided for heavily loaded isolated columns</label>

52 / 70

52. The total discharge from two wells situated near to each other is

1. <label for="poll-51312-1">sum of the discharges from individual wells</label>

2. <label for="poll-51312-2">less than the sum of the discharges from individual wells</label>

3. <label for="poll-51312-3">greater than the sum of the discharges from individual wells</label>

4. <label for="poll-51312-4">equal to larger of the two discharges from individual wells</label>

53 / 70

53. A tri-axial shear test is preferred to direct shear test, because

1. <label for="poll-51331-4">None of these</label>

2. <label for="poll-51331-1">It can be performed under all three drainage conditions with complete control</label>

3. <label for="poll-51331-2">Precise measurement of pore pressure and change in volume during test, is not possible</label>

4. <label for="poll-51331-3">Stress distribution on the failure plane, is non uniform</label>

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54. The clay mineral with the largest swelling and shrinkage characteristics is

1. <label for="poll-51342-1">kaolinite</label>

2. <label for="poll-51342-3">montmorillonite</label>

3. <label for="poll-51342-2">illite</label>

4. <label for="poll-51342-4">none of the above</label>

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55. The ultimate consolidation settlement of a soil is

1. inversely proportional to the compression index

2. directly proportional to the voids ratio

3. none of the above

4. directly proportional to the compression index

56 / 70

56. Within the consolidation process of a saturated clay

1. <label for="poll-51295-4">both neutral pressure and effective pressure increase</label>

2. <label for="poll-51295-2">a gradual decrease in neutral pressure and a gradual increase in effective pressure takes place and sum of the two is constant</label>

3. <label for="poll-51295-3">both neutral pressure and effective pressure decrease</label>

4. <label for="poll-51295-1">a gradual increase in neutral pressure and a gradual decrease in effective pressure takes place and sum of the two is constant</label>

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57. In a deposit of normally consolidated clay

1. <label for="poll-51324-3">effective stress and undrained strength increase with depth but water content decreases with depth</label>

2. <label for="poll-51324-1">effective stress increases with depth but water content of soil and un-drained strength decrease with depth</label>

3. <label for="poll-51324-2">effective stress and water content increase with depth but undrained strength decreases with depth</label>

4. <label for="poll-51324-4">effective stress, water content and undrained strength decrease with depth</label>

58 / 70

58. Effective stress is

1. <label for="poll-51340-1">the stress at particles contact</label>

2. <label for="poll-51340-3">important because it is a function of engineering properties of soil</label>

3. <label for="poll-51340-4">all of the above</label>

4. <label for="poll-51340-2">a physical parameter that can be measured</label>

59 / 70

59. In a triaxial compression test when drainage is allowed during the first stage (i. e. application of cell pressure) only and not during the second stage (i.e. application of deviator stress at constant cell pressure), the test is known as

1. <label for="poll-51310-2">consolidated undrained test</label>

2. <label for="poll-51310-1">consolidated drained test</label>

3. <label for="poll-51310-4">unconsolidated undrained test</label>

4. <label for="poll-51310-3">unconsolidated drained test</label>

60 / 70

60. Voids ratio of a soil mass can

1. <label for="poll-51339-4">take values between 0 and 1 only</label>

2. <label for="poll-51339-3">take any value greater than zero</label>

3. <label for="poll-51339-2">be zero</label>

4. <label for="poll-51339-1">never be greater than unity</label>

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61. The flownet for an earthen dam with 30 m water depth consists of 25 potential drops and 5 flow channels. The coefficient of permeability of dam material is 0.03 mm/sec. The discharge per meter length of dam is

1. <label for="poll-51300-1">0.00018 m3/sec</label>

2. <label for="poll-51300-3">0.18 m3/sec</label>

3. <label for="poll-51300-4">0.1125 m3/sec</label>

4. <label for="poll-51300-2">0.0045 m3/sec</label>

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62. A normally consolidated clay settled 10 mm when effective stress was increased from 100 kN/m² to 200 kN/m². If the effective stress is further increased from 200 kN/m² to 400 kN/m² , then the settlement of the same clay is

1. <label for="poll-51311-3">40 mm</label>

2. <label for="poll-51311-4">none of the above</label>

3. <label for="poll-51311-2">20 mm</label>

4. <label for="poll-51311-1">10 mm</label>

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63. Coefficient of permeability of soil

1. <label for="poll-51358-4">none of the above</label>

2. <label for="poll-51358-2">increases with the increase in temperature</label>

3. <label for="poll-51358-1">does not depend upon temperature</label>

4. <label for="poll-51358-3">increases with the decrease in temperature</label>

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64. Due to a rise in temperature, the viscosity and the unit weight of the percolating fluid are reduced to 60% and 90% respectively.
If other things remain constant, the coefficient of permeability

1. <label for="poll-51317-3">increases by 33.3%</label>

2. <label for="poll-51317-4">decreases by 33.3%</label>

3. <label for="poll-51317-1">increases by 25%</label>

4. <label for="poll-51317-2">increases by 50%</label>

65 / 70

65. Coefficient of earth pressure at rest is

1. <label for="poll-51337-2">greater than active earth pressure but less than passive earth pressure</label>

2. <label for="poll-51337-3">greater than both the active earth pressure and passive earth pressure</label>

3. <label for="poll-51337-1">less than active earth pressure but greater than passive earth pressure</label>

4. <label for="poll-51337-4">less than both the active and passive earth pressures</label>

66 / 70

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

1. <label for="poll-51325-2">sand bath method</label>

2. <label for="poll-51325-1">oven drying method</label>

3. <label for="poll-51325-3">calcium carbide method</label>

4. <label for="poll-51325-4">pycnometer method</label>

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67. With the increase in the amount of compaction energy

1. <label for="poll-51323-3">both optimum water content and maximum dry density increase</label>

2. <label for="poll-51323-4">both optimum water content and maximum dry density decrease[ES 93]</label>

3. <label for="poll-51323-2">optimum water content decreases but maximum dry density increases</label>

4. <label for="poll-51323-1">optimum water content increases but maximum dry density decreases</label>

68 / 70

68. Unconfmed compressive strength test is

1. <label for="poll-51309-2">drained test</label>

2. <label for="poll-51309-1">undrained test</label>

3. <label for="poll-51309-4">consolidated drained test</label>

4. <label for="poll-51309-3">consolidated undrained test</label>

69 / 70

69. Which of the following is a measure of particle size range ?

1. <label for="poll-51345-2">uniformity coefficient</label>

2. <label for="poll-51345-4">none of the above</label>

3. <label for="poll-51345-3">coefficient of curvature</label>

4. <label for="poll-51345-1">effective size</label>

70 / 70

70. For a loose sand sample and a dense sand sample consolidated to the same effective stress

1. <label for="poll-51294-3">ultimate strength is same but peak strength of dense sand is greater than that of loose sand</label>

2. <label for="poll-51294-1">ultimate strength is same and also peak strength is same</label>

3. <label for="poll-51294-4">ultimate strength is same but peak</label>

4. <label for="poll-51294-2">ultimate strength is different but peak strength is same</label>

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