Question is ⇒ Soil classification of composite soils, exclusively based on the particle size distribution, is known., Options are ⇒ (A) particle classification, (B) textural classification, (C) High Way Research Board classification, (D) unified soil classification., (E) , Leave your comments or Download question paper.

Question is ⇒ Soil classification of composite soils, exclusively based on the particle size distribution, is known., Options are ⇒ (A) particle classification, (B) textural classification, (C) High Way Research Board classification, (D) unified soil classification., (E) , Leave your comments or Download question paper. Previous question Next question


Q1.	Soil classification of composite soils, exclusively based on the particle size distribution, is known.
A.	particle classification [Wrong Answer]
B.	textural classification [Correct Answer]
C.	High Way Research Board classification [Wrong Answer]
D.	unified soil classification. [Wrong Answer]
View Answer 39 -5 Explanation:- Answer : B Discuss it below : !! OOPS Login [Click here] is required to post your answer/result Help other students, write article, leave your comments

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⇒ Tergazhi's theory of one dimensional consolidation assumes.
load is applied in one direction
coefficient of permeability is constant
time lag in consolidation is due entirely to permeability
all the above.

⇒ A decrease in water content results in a reduction of the volume of a soil in.
liquid state
plastic state
semi solid state
all of these.

⇒ The earth pressure of a soil at rest, is proportional to (where φ is the angle of internal friction of the soil).
tan (45Â° - Ï†)
tan (45Â° + Ï†)
tan2 (45Â° - Ï†)
none of these

⇒ According to Coulomb's wedge theory, the active earth pressure slides the wedge.
down and outwards on a slip surface
up and inwards on a slip surface
horizontal upward and parallel to base
horizontal inward and parallel to base.

⇒ The minimum depth of building foundations on.
sandy soils is 80 cm to 100 cm
clay soils is 90 cm to 160 cm
rocky soils is 5 cm to 50 cm
all the above.

⇒ The plastic limit exists in case of
Clays
Silty soils
Sandy soils
Gravel soils

⇒ Valid range for n, the percentage voids, is
00n>0
n<0

⇒ A grillage foundation is essentially a
Shallow foundation
Deep foundation
Spread foundation
Pile foundation

⇒ When a soil has coefficient of permeability as 0.00001 cm/sec, then the soil should be
Clay
Silt
Sand
Gravel

⇒ The shearing force acting along the slice of a curved surface of slippage, causes the soil to slide.
down at the centre
down at the toe
upward at the centre
none of these.

⇒ For slopes of limited extent the surface of slippage, is usually along.
a parabolic arc
an elliptical arc
a straight line
a circular arc.

⇒ 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

⇒ Buoyant unit weight equals the saturated density.
multiplied by unit weight of water
divided by unit weight of water
plus unit weight of water
minus unit weight of water.

⇒ The active earth pressure of a soil is proportional to (where φ is the angle of friction of the soil).
tan (45Â° - Ï†)
tan2 (45Â° + Ï†/2)
tan2 (45Â° - Ï†/2)
tan (45Â° + Ï†)

⇒ In a deposit of normally consolidated clay
effective stress increases with depth but water content of soil and un-drained strength decrease with depth
effective stress and water content increase with depth but undrained strength decreases with depth
effective stress and undrained strength increase with depth but water content decreases with depth
effective stress, water content and undrained strength decrease with depth

⇒ The water content of soil is defined as the ratio of.
volume of water to volume of given soil
volume of water to volume of voids in soil
weight of water to weight of air in voids
weight of water to weight of solids of given mass of soil.

⇒ The total and effective stresses at a depth of 5 m below the top level of water in a swimming pool are respectively
zero and zero
0.5 kg/cm2 and zero
0.5 kg/cm2 and 0.5 kg/cm2
1.0 kg/cm2 and 0.5 kg/cm2

⇒ The ratio of the volume of voids to the total volume of the given soil mass, is known.
porosity
specific gravity
void ratio
water content.

⇒ Minimum size of the particles of silt soil, is.
0.002 mm
0.04 mm
0.06 mm.
0.08 mm

⇒ Which of the following methods is more suitable for the determination of permeability of clayey soil ?
constant head method
falling head method
horizontal permeability test
none of the above

⇒ The shear strength of a soil
is directly proportional to the angle of internal friction of the soil
is inversely proportional to the angle of internal friction of the soil
decreases with increase in normal stress
decreases with decrease in normal stress

⇒ The specific gravity of sands, is approximately.
1.6
2.0
2.4
2.6

⇒ Talus' is the soil transported by.
wind
water
glacier
gravitational force.

⇒ A triaxial shear test is prefered to direct shear test, because.
it can be performed under all three driange conditions with complete control
precise measurement of pore pressure and change in volume during test, is not posible
stress distribution on the failure plane, is non uniform
none of these.

⇒ The porosity of the soil sample stated in Q. No. 213, is.
44.3%
45.3%
46.3%
47.3%

⇒ A sample of saturated soil has 30% water content and the specific gravity of soil grains is 2.6. The dry density of the soil mass in g/cm³, is.
1.47
1.82
1.91
none of these.

⇒ Dispersed type of soil structure is an arrangement comprising particles having
face to face or parallel orientation
edge to edge orientation
edge to face orientation
all of 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.

⇒ Shear strength of a soil is a unique function of
effective stress only
total stress only
both effective stress and total stress
none of the above

⇒ If the back fill is having a uniform surcharge of intensity q per unit area, the lateral pressure will be.
q times the lateral pressure within the surface
1/q times the lateral pressure within the surface
equal to a fill of height Z equal to q/r, where r is the density of the backfill
none of these.