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Soil Mechanics and Foundation Engineering
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Class 8
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Let's practice 30 mcqs on
Soil Mechanics and Foundation Engineering
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A moist soil sample of volume 60 cc. weighs 108 g and its dried weight is 86.4 g. If its absolute density is 2.52, the degree of saturation is
84%
54%
74%
64%
Cohesionless soil is
clay
Sand
silt
clay and silt.
A suspended particle falls through a height H cm in water in tminutes.
If the viscosity of water is η and specific gravity of the particle is G, the diameter of the particle is (where M is a constant factor)
104M
103M
105m
102M
The plasticity index is the numerical difference between
liquid limit and shrinkage limit
liquid limit and plastic limit
None of these.
plastic limit and shrinkage limit
The total active earth pressure due to dry back fill with no surcharge, acts at H/3 above the base of the wall and is directly proportional to
H3.
H
H2
For a homogeneous earth dam 50 m high having 2 m free broad, a flow net was constructed and the results were : Number of potential drops = 2.4 Number of flow channels = 0.4. If coefficiency of permeability of the dam mateiral is 3 x 10-3 cm3/sec, the discharge per metre length of dam, is
6 x 10-5 m3/sec
24 x 10-5 m3/sec
12 x 10-5 m3/sec
24 x 10-3 m3/sec
On wetting, cohesive soils,
gain shear strength
loose elasticity
decrease their shear strength.
loose permeability
A structure is erected on an impervious clay whose thickness is 12 m. Drainage is possible both at upper and lowersurfaces.
Coefficient of consolidation is 0.015 cm2 perminute.
For attaining 50% consolidation with a time factor 0.20, the number of days required
33331
3313
3123
3233
If the failure of a finite slope occurs through the toe, it is known as
toe failure.
slope failure
face failure
base failure
If water content of a soil is 40%, G is 2.70 and void ratio is 1.35, the degree of saturation is
85%
75%
80%
90%
70%
'Drift' is the material picked up, mixed, disintegrated, transported and redeposited by
Wind
Gravitational Force
All the above.
glaciated water
The angle of internal friction of clays, is usually
5° to 20°
20° to 30°
0° to 5°
30° to 45°
The angle of internal friction, is least for
round-grained loose sand
clays.
angular -grained dense sand
angular-grained loose sand
Sedimentation analysis is based on the assumption
All the above.
walls of the jar do not affect the settlement .
particles settle independent of other particles
soil particles are spherical
A fundamental equation of void ratio
(e), specific gravity (G), water content (ω) and degree of saturation (Sr) is
Sr =
e =
G =
ω =
The fundamental equation of specific gravity (G), dry density (γd), unit weight of water (γω) and void ratio
(e), is
G =
γd =
e =
γω =
The change of moisture content of soils, changes the
value of the angle of repose
cohesive strength of soil
amount of compaction required
All the above.
The minimum water content at which the soil just begins to crumble when rolled into threads 3 mm in diameter, is known
liquid limit
plastic limit
shrinkage limit
permeability limit.
A pile is being driven with a drop hammer weighing 1800 kg and having a free fall of 1.00 m. If the penetration with last blow is 5 mm, the load carrying capacity of the pile, -according to the Engineering News formula, is
100 tonnes
50 tonnes
20 tonnes
10 tonnes.
Plasticity index is defined as the range of water content between
liquid and plastic limit
plastic limit and semi solid limit
liquid limit and solid limit.
semi-solid limit and liquid limit
The triaxial apparatus is usually used for
consolidated-undrained test
drained test
all the above tests.
unconsolidated-undrained test
The liquid limit and plastic limit exist in
gravel soils
silty soils
Sandy Soils
clay soils.
A soil sample of mass specific gravity 1.92, has a moisture content 30%. If the specific gravity of solids is 2.75, the degree of saturation, is
95.6%
95.4%
95.5%
95.7%
If σ0' and σ' represent initial and increased pressure ; e0 and e void ratios corresponding to initial and increased pressure ; and C0 the compression index
(dimensionless), then, the virgin compression curve as expressed by Terzaghi empirical formula is
e0 = e - Cc log10 σ'/σ0'
e = e0 + Cc log10 σ'/σ0'
e0 = e + Cc log10 σ'/σ0'
e = e0 - Cc log10 σ'/σ0'
In a purely cohesive soil, the critical centre lies at the intersection of
None of these.
directional angles
perpendicular bisector of slope and the locus of the centre
perpendicular drawn at l/3rd slope from toe and the locus of the centre
perpendicular drawn at 2/3rd slope from toe and the locus of the centre
The ratio of the weight of given volume of soil solids to the weight of an equal volume of distilled water at the given temperature, is known
specific gravity
porosity
water content.
void ratio
The minimum centre to centre distance of friction piles of 1 m diameter, is
5 m
3 m to 4 m
2 m to 3 m
2 m
The bearing capacity of a soil depends upon
size of the particles
All the above.
internal frictional resistance of particles
shape of the particles
cohesive properties of particles
If the coefficient of the active pressure Ka is 1/3, the coefficient of passive pressure Kp, is
2/3
3/2
3
1
1/3
Transporting and redepositing soils, is done by
Wind
Water
All the above.
Gravity
Glacier
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