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Geotechnical Engineering > Terms II > Flashcards

Terms II Flashcards

1
Q

Ratio of the equivalent diameter of a bulky particle to the
length of particle is called:

A

sphericity

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2
Q

A method of mechanical analysis in determining the size
range of particles larger than 0.075 mm in diameter is
called:

A

Sieve analysis

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3
Q

A method of mechanical analysis in determining the size
range of particles smaller than 0.075 mm in diameter is
called:

A

Hydrometer analysis

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4
Q

The diameter in the particle-size distribution curve
corresponding to 10% finer is called:

A

Effective size

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5
Q

The ratio of the diameter corresponding to 60% finer to
the effective size is called.

A

Uniformity coefficient

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6
Q

Ratio of weight of soil solids to the total volume is called:

A

Dry unit weight

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7
Q

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

A

Dry density of soil

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8
Q

The moisture content, in per cent, at which the
transition from solid to semi-solid takes place is defined as:

A

Shrinkage limit

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9
Q

The moisture content at the point of transition semi-
solid to plastic state is defined as:

A

Plastic limit

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10
Q

The moisture content from plastic to liquid state is
defined as:

A

Liquid limit

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11
Q

A method of determining liquid limit as the moisture
content cone of apex angle 30 and weight of 0.78 N will
penetrate a distance d= 20 mm in 5 seconds when allowed
to drop from a position of point contact with the soil surface
is called:

A

Fall cone method

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12
Q

The moisture content, in percent, at which the volume
of the soil mass ceases to change is defined as:

A

Shrinkage limit

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13
Q

The difference between the initial moisture content
when the soil is placed in the shrinkage limit dish and the
change in moisture content, that is between the initial
moisture content and the moisture content at the shrinkage
limit is called:

A

Shrinkage limit

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14
Q

The ratio of the volume change of soil as a percentage of
the dry volume to the corresponding change in moisture
content is called:

A

Shrinkage ratio

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15
Q

The relative consistency of a cohesive soil in the natural
state can be defined by a ratio called:

A

Liquidity index

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16
Q

The ratio of the plasticity index to the percentage of clay
size fraction by weight is called:

A

Activity

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17
Q

The geometric arrangement of soil particles with respect
to one another is called:

A

Soil structure

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18
Q

The densification of soil by removal of air, which requires
mechanical energy is called:

A

Compaction

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19
Q

The moisture content at which the maximum dry unit
weight is attained is generally referred to as:

A

Plastic limit

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20
Q

The laboratory test generally used to obtained the max
dry unit weight of compaction and the optimum moisture
content is called:

A

Proctor compact test

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21
Q

A measure of how easily water flows through the soil is
called:

A

hydraulic conductivity

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22
Q

The sum of the vertical components of the force
developed at the points of contact of the solid particles per
unit cross-sectional area of the soil mass is called:

A

Effective stress

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23
Q

Settlement caused by elastic deformation of dry soil and
of moist, and saturated soils without any change in the
moisture content is called:

A

Immediate settlement

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24
Q

A settlement caused by the volume change in saturation
cohesive soils because of expulsion of water that occupies
the void spaces.

A

Primary consolidation settlement

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25
Q

A type of clay whose present effective overburden
pressure that the soil was subjected to in the part.

A

Normally consolidated

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26
Q

When dried, a clay soil possesses very high strength. A
silt soil possesses little or no plasticity and when dried has
little strength. If a small sample of moist silt is shaken easily
by rapidly in the palm of the hand water will appear on the surface of the sample bur disappear when shaking stops.
This is referred to as:

A

dilatancy

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27
Q

Serious ground settlement can also occur in areas
underlain by saturated sand in a loose condition, such
deposits can loose much of their shear strength when
significant vibration or seismic shock occurs. The actual
occurrence is termed as:

A

liquefaction

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28
Q

A process of softening caused by remolding, followed by
a time dependent return to the original harder state. This
phenomenum of strength loss, strength gain, with no
changes in volume or water content is termed as:

A

thixotropy

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29
Q

Those properties of a soil that indicate the type and
condition of the soil and provide a relationship to structural
properties, such as the strength and compressibility of
tendency for swelling and permeability are called:

A

Index properties

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30
Q

The ratio of the unconfined compressive strength of
undisturbed clay to the unconfined compressive strength of
a remolded clay is called:

A

sensitivity

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31
Q

The texture and firmness of a soil and is often directly
related to the strength which is conventionally described as
soft, medium stiff or hard is termed as:

A

consistency

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32
Q

The father of modern soil mechanics.

A

Terzaghi

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33
Q

Developed the liquid limit device which consists
essentially of a cup that is raised and dropped 10 mm by
manually rotated handle. In performing a liquid test, a
standard groove is cut in a remolded soil sample in the cup
using standard grooving tool. The liquid limit is that water
content at which the standard groove will close a distance of
12.7 mm along the bottom of the groove at exactly 25 blows
(drops) of the cup.

A

Casagrande

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34
Q

A method of soil classification system where
classifications are on the basis of coarse and fine-grained
soils and retain the four common groupings of soil such as
gravel, sand, silt and clay. The symbols are easily associated
with the classification, being simply the first letter of the soil
type except for silt, which has the designation M. This
includes the use of a plasticity chart for aiding the
classification of fine-grained soils.

A

USCS

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35
Q

A method of soil classification system which classifies soil
material into 8 groups, assignment to a particular with group
based determination of particle size distribution, liquid limit
and plasticity index and presence of organic material. A
plasticity chart aids identification of the fine-grain soil
faction Comparisons of soils within the same order are
made from a group index value. This method is known as:

A

USCS

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36
Q

A kind of test to determine the relative density and
consistency of soil is called:

A

Standard penetration test

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37
Q

A type of test to determine the soils optimum moisture
content and maximum dry unit weight.

A

Standard proctor compact test

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38
Q

Method used to improve the properties of a natural soil
by pre loading the soil or by adding other special soil
chemical material or some kind of fabric materials to the
soil.

A

Soil stabilization

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39
Q

A family of manufactured materials (sheet o net like)
products made plastic or fiberglass to stabilized and
reinforce soil masses, such as erosion control of earths,
slope surface, reinforcing backfill of retaining walls reinforcing slopes of embarkment, slope protection of open
channels drainage control.

A

Synthetic fibers

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40
Q

The rise of water or another liquid in a small diameter
tube inserted into the water, the rise being caused by both
cohesion of the waters molecules and adhesion of the water
to the tubes wall.

A

Capillary

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41
Q

Lines connecting points on different flow lines having
equal total energy heads in a flow net is called:

A

Equipotential lines

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42
Q

Water expands when it is cooled and freezes. When the
temperature in a soil drops below waters freezing point
water in the voids freezes and therefore expands, causing
the soil mass to move upward. This vertical expansion of soil
caused by freezing water within is known as

A

Frost heave

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43
Q

In a flow net, water seeps through the permeable
stratum beneath the foundation from the upstream side to
the downstream some side. The solid lines in the flow net is
called.

A

Flow line

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44
Q

The slope of the field consolidation line in a laboratory
test result from the graph of the void ratio versus log of
pressure is called:

A

Compression index

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45
Q

A type of clay that has never been subjected to any
loading larger than the present effective overburden
pressure (the stress existing priorto application of the load).
This is the case whenever the height of soil above the clav
formation and therefore the weight of the soil above which
causes the pressure has been more or less constant through
time.

A

Normally consolidated clay

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46
Q

A type of clay that has been subjected at sometime to a
loading greater than the present overburden pressure. This
occurs whenever the present height of soil above the clay
formation is less than it was at sometimes in the past.

A

Over consolidated clay

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47
Q

A device used in the consolidation test for a soil

A

consolidometer

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48
Q

The ratio of over consolidation to present overburden
pressure.

A

Over consolidation ratio

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49
Q

The gradual downward movement of a structure due to
compression of soil below the foundation.

A

settlement

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50
Q

The ability of soil to allow water to flow through it.

A

Permeability

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51
Q

The moisture content of a soil, at which a given amount
of compaction produces the highest value of dry density.

A

Optimum moisture content

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52
Q

The weight of water expressed percentage of the total
dry weight of the soil

A

Water content

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53
Q

The water content corresponding to the lowest water
content at which the soil becomes plastic.

A

plastic limit

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54
Q

A measure of size of mineral particles of soils or rock, a
physical characteristic of the particles of soil which affect its
mechanical properties used classification and identification
of soil.

A

sieve analysis

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55
Q

An instrument used to measure the density of soil

A

densometer

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56
Q

In the field, the cohesive soil in place can be penetrated
by the thumb with moderate effort. The consistency and
stiffness of the soil is:

A

medium

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57
Q

The term applied to fine fractions of the soil having a
plasticity index of 10 or less.

A

silty

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58
Q

The term applied to fine fractions of the soil having a
plasticity index of 11 or more.

A

clayey

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59
Q

The characteristics of the soil when it has a liquidity
index less than zero.

A

brittle soil

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60
Q

What is the characteristic of soil when it has a liquidity
index of less than one.

A

plastic

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61
Q

What is the characteristic of soil when it has a liquidity
index of greater than one.

A

Liquid

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62
Q

The ratio of the plasticity index to the percentage of clay
size fraction by weight is called:

A

Activity

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63
Q

What is the soil designation using AASHTO method of
soil classification P.I < LL - 30

A

A-7-5

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64
Q

What is the soil designation using AASHTO method of
soil classification when the P.I. > LL - 30.

A

A-7-6

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65
Q

To evaluate the quality of soil as a highway subgrade,
material the soil is classified as A-5-7 using AASHTO method.
We should incorporate a number which is written
parenthesis after the group designation. This number is
called:

A

Group index

66
Q

The percentage of moisture content at which the soil
does not undergo further volume change with lost of
moisture.

A

Shrinkage limit

67
Q

The weight per unit volume of any material, including
the voids and moisture content as compared with dry
density.

A

Bulk density

68
Q

It is the level to which underground water will rise in an
observation well, pits or other excavations into the earth is
called:

A

ground water table

69
Q

The phenomenon in which water rises above the
ground water table against the pull of gravity but is in
contact with the water table as it source.

A

surface tension

70
Q

The strength gain in granular soils due to partial
saturation and the surface tension phenomenon is called.

A

capillary rise

71
Q

The theory that is based on the concept of a failure
wedge bounded by the wall face and by a failure surface
passing through the toe of the retaining wall is known as:

A

Rankines theory

72
Q

This test is used to determine the relative resistance of
the subgrade materials and is the ratio of the resistance to
penetration developed by a subgrade soil to that developed
by specimen standard crushed-rock base materials.

A

California bearing ratio test

73
Q

In the design of hydraulic structures or system, the
study concerned with the occurrence, position and
movement of water on and within the earth’s crust under
natural force is known as

A

Hydrology

74
Q

The commonly used textural classification of soil that
takes into consideration both particle-size distribution and
Atterbergs limits. In this system the gravely and sandy soils
are separated.

A

USCS

75
Q

In sieve analysis, the percentage of the total weight of
soil passing through different sieves is referred to as:

A

percent finer

76
Q

The result of volume change in saturated soils due to
expulsion of a certain amount of water occupying the void
spaces. The slow volume reduction of a cohesive soil and the
applied loads a in foundation.

A

Consolidation settlement

77
Q

The ratio between the grain diameter larger than 60%
by weight of the soil particle io that diameter larger than
10% by weight of the soil particles in a soil sample is known
as:

A

Uniformity coefficient

78
Q

It is the most reliable method for determination of shear
strength parameters and is widely used for research and
conventional testing.

A

Tri-axial test

79
Q

The gradual increase in the effective stress in the clay
layer that will cause gradual settlement over a period of
time.

A

Consolidation

80
Q

The amount of water from rain, snow, etc, which flows
from a catchment area past a given point over a certain
period is called:

A

Run-off

81
Q

Method of soil classification based on natural
relationships, which consists of 12 major or basic categories
term “orders”

A

Soil taxonomy

82
Q

The investigation of the composition of soil their
classification, consolidation and strength the flow of water
through them, and the active and passive earth pressure in
them is known as

A

Soil mechanics

83
Q

What categories of soil does gravel and sand belong to:

A

Coarse-grained soil

84
Q

What categories of soil does sills and clay belongs

A

Fine-grained soil

85
Q

The process of softening caused by remolding
followed by a time-dependent return to the original harder
state is known as:

A

Thixotropy

86
Q

Water content at which the soil flows, that is the
condition where a very viscous liquid shear is known as:

A

liquid limit

87
Q

The value content when the soil can just be rolled into
a 1/8 inch diameter thread before crumbling.

A

plastic limit

88
Q

It indicates the range of water content through which
the soil remains plastic:

A

plasticity index

89
Q

A soil having negative values of liquidity index indicates:

A

a dried, hard soil

90
Q

Soils having a value of relative activity which is less than
0.75 are called:

A

inactive clay

91
Q

Soils having a value of relative activity which is between
0.75 and 1.25 are called.

A

normal clays

92
Q

Soils having a value of relative activity greater than 1.25
are called:

A

Active clays

93
Q

The cycle of changes and movements that surface
water and shallow groundwater repeatedly passed through
as referred to as:

A

hydrologic cycle

94
Q

The study of the groundwater phase of the hydrologic
cycle, both surface and subsurface, related to the effects of
geophysical features of soil and rock formation.

A

Hydrogeology

95
Q

The concept that the total energy (Kinetic plus
potential energy) of a unit of flowing. water remains
constant between 2 points assuming no energy losses occur
is called.

A

Bernoulli’s theorem

96
Q

The volume of fluid flow per unit of time divided by the
total area (soil plus voids) measured normal to the direction
of flow.

A

discharge velocity

97
Q

The average discharge velocity divided by the porosity
of soil is called:

A

Average seepage velocity

98
Q

The quantity of water flowing through the soil in a
given period is proportional to the soil are a normal to the
direction of flow and the difference in water levels indicated
in the piezometers (open standpipes) and inversely
proportional to the length of soil between piez

A

Darcy’s Law of Flow

99
Q

Darcy’s constant of proportionality, a factor that
indicates if the volume of flow is to be great or small, relates
to the ease or difficulty with which the water moves through
the soil is called:

A

Coefficient of permeability

100
Q

Dary’s law for fluid applies provided that the flow is:

A

turbulent

101
Q

Water in a capillary tube has a concave shape with the
water surface lower at the center of the tube than at the
walls of the tube. The resulting curve liquid surface is
termed as:

A

discecated curve

102
Q

The water associated with capillary rise is referred to as
Capillary moisture. The soil region directly above the water
table and wetted by capillary moisture is designated as:

A

Vadose zone

103
Q

A porous stratum of soil (typically a coarse stained or
granular soil) lies below an areas ground water table or is in
contact with an elevated source of water such as lake, river
so that flow in significant quantity can occur. This stratum is
called:

A

Aquitards

104
Q

The constant head permeability apparatus used for
testing the coarse-grained soils, such as sands, where the
volume of flow through the soil will be relatively large is
called:

A

permeameter

105
Q

A calibrated bend or elbow with suitable upstream and
downstream straight lengths for measurement of flow.

A

Bentometer

106
Q

An instrument design for measuring velocity of fluids.

A

Bentzel tube

107
Q

The imaginary average velocity of How through the
total (voids and solids) area of soil under a hydraulic
gradient of 1.0.

A

Coefficient of permeability

108
Q

Rate of discharge of water through a porous medium
per unit of total area perpendicular to the direction of flow.

A

Discharge velocity

109
Q

A shear test or tri axial compression test, applied to a
specimen of cohesive soil after completed consolidation
under normal load carried out in a drained conditions slowly
enough to allow further consolidation due to shear during
the test.

A

Drained shear test

110
Q

The percolation of water through the soil in filtration is
called:

A

seepage

111
Q

A real fluid whose viscosity coefficient is not affected by
the rate of shear imposed by velocity.

A

Newtonian fluid

112
Q

An artificial canal built to drain water from an area
having no natural outlet for precipitation is called:

A

Drainage canal

113
Q

An open channel constructed of steel-reinforced
concrete or wood and used to convey water to be utilized
for power, to transport logs and so on.

A

Flume

114
Q

A device for measuring transpiration, consisting of a
vessel containing soil in which one or more plants are
rooted and sealed so that water can escape only by
transpiration from the plant.

A

Phytometer

115
Q

A laboratory instrument for measuring the coefficient of
permeability of a soil sample.

A

permeameter

116
Q

A loss of water through the bank of a canal which is
expressed as millimeters loss in depth per 24 hours or as
cubic meters lose per meter of bank and bed (wetted
perimeter).

A

seepage loss

117
Q

A spillway gate whose face is a section of cylinder,
rotates about a horizontal axis on the downstream end of
the gate and can he closed under its own weight.

A

Tainter gate

118
Q

When a soil exist below the ground water table, the
submerged soil particles are subiect to a buoyant force
resulting from the hydrostatic water pressure. The
submerged weight of the soil is called:

A

Effective soil weight

119
Q

The ratio of lateral stress to vertical stress in a soil is
termed as:

A

coefficient of lateral earth pressure

120
Q

Tolf the total weight of soil as it exists above the water
table is the total weight before the buoyant effects of
submergence are: considered, the effective stress is
where My is the unit weight of water.
The last term is the total water pressure at a depth
“h”. The total water pressure at a depth “h” is called:

A

neutral stress

121
Q

A method used in making rough estimates of
subsurfaces stresses resulting from a loaded foundation
area. This method assumes that the subsurface stresses
spread out uniformly with the depth, the stress area
increasing at a slope if 1 m. horizontally for each 2 m. of
depth as measured from the edges of the foundation. This is
called:

A

60° approximate method

122
Q

A value which indicates how rapidly or slowly the
process of consolidation takes place.

A

Coefficient of consolidation

123
Q

The slope of the curve from the compression test for
loadings greater than and previous maximum overburden
pressure is called:

A

Compression index

124
Q

A triaxial compression test where the all around
confining pressure is zero.

A

Unconfined compression test

125
Q

The slope of the line drawn tangent to a point on the
deviator stress-strain curve is called:

A

tangent modulus

126
Q

The slope of the line connecting any two points on the
deviator stress-strain curve is called:

A

secant modulus

127
Q

A shear test to determine the in situ strength of
cohesive soils is called:

A

Vane shear test

128
Q

The occurrence of loss of strength of loose saturated
soils when exposed to vibration or shock loadings such as
from explosives, earthquakes and traveling trains is called:

A

liquefaction

129
Q

The series of progressive changes in shear and normal
stress that develop within a soil mass as result of
construction loading being applied such as resulting from
loading due to structures and earth fill embankments that
cause stress increases of load being reduced is called:

A

stress paths

130
Q

A type of shear test which is carried out by placing the
specimen in the chamber and introducing lateral or
confining pressure without allowing the specimen
consolidate (drain) under the lateral pressure. An axial load
is the applied without allowing drainage of the sample. It
requires short time to run this test because the specimen is
not required to consolidate under lateral pressure or drain during the application of the load. This is often referred to
as the quick test.

A

Unconsolidated undrain test

131
Q

A type of shear test which is performed by placing the
specimen in the chamber and introducing lateral pressure.
The sample is then allowed to consolidate under the lateral
pressure by leaving the drain lines open: The drain lines are
then closed and axial stress is increased without allowing
further drainage.

A

Consolidated undrained test

132
Q

Pile foundations maybe required to resist lateral forces
instead of or in addition to vertical loads. Driver piles or
formed in place piles can be installed at an angle to the
vertical to develop high resistance to later forces. Such piles
are referred to as:

A

Batter piles

133
Q

A type of shear test which is performed by placing the
specimen in the chamber and introducing lateral pressure.
The specimen is allowed to drain as the axial load is applied
so that high excess pore pressures do not develop. Because
the permeability of clayey soil is low, the axial load must be
added slowly during the test so that excess pore pressure
can be dissipated. This test take considerable time to run
because of the time required for both consolidation under
the lateral pressure and drainage during the application of
the axial load. This is often referred to as the slow test.

A

consolidated drained test

134
Q

The condition where cracks develop within the dam
section because of reservoir water pressure acting against
the upstream slope of because seepage under pressure
enters small crack and enlarges it, is referred to as.

A

hydraulic fracturing

135
Q

What method of shear test must be appropriate if the
field loading on a particular soil during construction is
expected to be slow so that excess pore water will have
drained by the end of construction?

A

Consolidated drained test

136
Q

What method of shear test must be appropriate if
loading during construction is to very fast.

A

Unconsolidated undrained test

137
Q

What test can be used to determine the shear strength
of cohesive soils. This lest can be used in the field to
determine in situ shear strength of soft, clayey soil
particularly for sensitive clays, those which lost part of their
strength when disturbed

A

Vane test

138
Q

Cohesive soils often lose some of their shear strength if
disturbed. The amount of strength lost by soil as a result of
thorough disturbance is referred to as:

A

sensitivity

139
Q

The bearing capacity factor Na in the Terzaghi’s
ultimate bearing capacity sites the influence of.

A

soil surcharge

140
Q

The bearing capacity factor Ny in the Terzaghi’s
ultimate bearing capacity sites the influence of.

A

weight of soil and width of foundation

141
Q

The ability of a soil to support or hold up a foundation
is referred to as:

A

bearing capacity

142
Q

The loading per unit area that will just cause the shear
failure in the soil.

A

ultimate bearing capacity

143
Q

The loading per unit area that the soil is able to support
without unsafe movement.

A

Allowable bearing capacity

144
Q

The basic principles governing, bearing capacity theory
was developed by:

A

Terzaghi and Peck

145
Q

Type of shear produce by dense sand and stiff clay.

A

general shear

146
Q

Type of shear produce by loose sand and soft clay

A

local shear

147
Q

The pressure acting between a footings base and the
soil below is referred to as:

A

contact pressure

148
Q

if a pile is driven until it rests on a hart impenetrable
layer of soil or rock, the load of the structure is transmitted
primarily axially through the pile to the impenetrable layer.
This type of pile is called:

A

End bearing pile

149
Q

Soil pressure normally increases as depth increases. For
piles driven in sand, it has been determined that the
effective vertical (over burden) pressure of soil adjacent to a
pile does not increase without limit as depth increases. The
effective vertical pressure increases as depth increases until
a certain depth of penetration is reached, below this depth
the effective vertical pressure remains more or less
constant. This depth is called:

A

Critical depth

150
Q

If a pile cannot be driven to a hard stratum of will or
rock that is if such a stratum is located in far below the
ground surface, the load of the structure must be borne
primarily by skin fiction or adhesion between the surface of
the pile and adjacent soil. Such pile is known as:

A

friction pile

151
Q

The lateral pressure caused by earth that is prevented
from lateral movement by an unyielding wall is called:

A

Earth pressure at rest

152
Q

For zero lateral strain condition, the ratio of the lateral
to the vertical stresses in a soil mass is called:

A

Coefficient of earth pressure at rest

153
Q

If a wall moves away from the soil, the earth surface
will tend to be lowered and the lateral pressure on the wall
will be decreased. If the wall moves far enough away, shear
failure of the soil will occur, and sliding soil edge will tend to
move forward and downward. The earth pressure exerted
on the wall at this state of failure is known as:

A

Active earth pressure

154
Q

If a wall moves towards the soil, the earth surface will
tend to be raised, and lateral pressure on the wall will be
increased. It the wall moves far enough the soil, shear failure of the soil will occur, and sliding soil wedge will tend
to move backward and upward. The earth pressure exerted
on the wall at this state of failure is known as:

A

Passive earth pressure

155
Q

A horizontal brace providing lateral support to resist
earth pressure behind the sheeting is known as:

A

Strut

156
Q

A type of wall which depends on its weight to achieve
stability is called:

A

Gravity wall

157
Q

A continuous horizontal (longitudinal) member
extending along a sheetings face to provide intermediate
sheeting support between strut locations.

A

Wale

158
Q

A cross beam supporting a load underpinning
foundation wall attached to columns at each ends, clear of
existing footing.

A

needle beam

159
Q

A steel section which is driven into the ground
vertically, supports a horizontally sheeted earth bank.

A

Soldier beam

160
Q

A type of wall which is desirable for taller walls, large
lateral pressure to overturn the wall is called:

A

Cantilever wall

Geotechnical Engineering (3 decks)

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