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CE 111: GEOTECH > LA01 > Flashcards

LA01 Flashcards

1
Q

particles of rock that will pass a 12-in. (300-mm) square opening and be retained on a 3-in. (75-mm) sieve

A

Cobbles

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2
Q

particles of rock that will not pass a 12-in. (300-mm) square opening.

A

Boulders

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3
Q

soil passing a No. 200 (75-µm) sieve that can be made to exhibit plasticity (putty-like properties) within a range of water contents and that exhibits considerable strength when air-dry.

A

Clay

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4
Q

particles of rock that will pass a 3-in. (75- mm) sieve and be retained on a No. 4 (4.75-mm) sieve with the following subdivisions:

Coarse
Fine

A

Gravel

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5
Q

passes a 3-in. (75-mm) sieve and is retained on a 3⁄4-in. (19-mm) sieve.

A

Gravel - Coarse

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6
Q

passes a 3⁄4-in. (19-mm) sieve and is retained on a No. 4 (4.75-mm) sieve

A

Gravel - Fine

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7
Q

a clay with sufficient organic content to influence the soil properties. For classification, an organic clay is a soil that would be classified as clay, except that its liquid limit value after oven drying is less than 75 % of its liquid limit value before oven drying.

A

Organic Clay

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8
Q

a silt with sufficient organic content to influence the soil properties.

A

Organic Silt

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9
Q

a soil composed primarily of vegetable tissue in various stages of decomposition, usually with an organic odor, a dark brown to black color, a spongy consistency, and a texture ranging from fibrous to amorphous.

A

Peat

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10
Q

particles of rock that will pass a No. 4 (4.75- mm) sieve and be retained on a No. 200 (75-µm) sieve with the following subdivisions:

Coarse
Medium
Fine

A

Sand

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11
Q

passes a No. 4 (4.75-mm) sieve and is retained on a No. 10 (2.00-mm) sieve.

A

Sand - Coarse

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12
Q

passes a No. 10 (2.00-mm) sieve and is retained on a No. 40 (425-µm) sieve.

A

Sand Medium

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13
Q

passes a No. 40 (425-µm) sieve and is retained on a No. 200 (75-µm) sieve.

A

Sand Fine

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14
Q

soil passing a No. 200 (75-µm) sieve that is non-plastic or very slightly plastic and that exhibits little or no strength when air dry.

A

Silt

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14
Q

4 conditions of Soil

A

Color
Odor
Moisture Condition
HCI Reaction

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15
Q

Alternating layers of varying material or color with layers at least 6mm thick; note thickness

A

Stratified

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16
Q

Alternating layers of varying material or color with the layers less than 6mm thick; note thickness

A

Laminated

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17
Q

Breaks along definite planes of fracture with little resistance to fracturing

A

Fissured

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18
Q

Fracture planes appear polished or glossy, sometimes striated

A

Slickenslided

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19
Q

Cohesive soil that can be broken down into small angular lumps which resist further breakdown

A

Blocky

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20
Q

Inclusion of small pockets of different soils, such as small lenses of sand scattered through a mass of clay; note thickness

A

Lensed

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21
Q

Same color and appearance throughout

A

Homogeneous

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22
Q

Mentally visualize the gravel size particles placed in sacks or containers. Do the same for sand size particles and fines. Then, mentally compare the number of sacks to estimate the percentage of plus No. 4 sieve size and minus No. 4 sieve size present. The percentages of sand and fines in the minus sieve size No. 4 material can then be estimated from the wash test.

A

Visual Method

23
Q

may be done by thoroughly shaking the soil and water mixture in a jar or test tube and allowing the mixture to settle. The larger the particles, the less time it would require to settle. Sand particles will settle in 20-30 seconds. When all the particles have finally settled, the proportions can now be estimated.

A

Jar Method

24
Q

Select and moisten enough minus No. 4 sieve size material to form a 1-in (25-mm) cube of soil. Cut the cube in half, set one-half to the side, and place the other half in a small dish. Wash and decant the fines out of the material in the dish until the wash water is clear and then compare the two samples and estimate the percentage of sand and fines. Remember that the percentage is based on weight, not volume. However, the volume comparison will provide a reasonable indication of grain size percentages.

A

Wash Test

25
Q

if the percent of fines is equal to or greater than 50%, the soil is fine-grained; otherwise, it is

A

coarse-grained

26
Q

Particles have sharp edges and relatively plane sides with unpolished surfaces

A

Angular

27
Q

Particles are similar to angular description but have rounded edges

A

Subangular

28
Q

Particles have nearly plane sides but have well-rounded corners and edges

A

Subrounded

29
Q

Particles have smoothly curved sides and no edges

A

Rounded

30
Q

Particles with width/thickness > 3

A

Flat

31
Q

Particles with length/width > 3

A

Elongated

32
Q

Particles meet the criteria for both flat and elongated

A

Flat and Elongated

33
Q

Identification Procedure for Fine-Grained Soils

A

Dry strength
dilatancy
toughness
plasticity

34
Q

the ratio of the mass of water contained in the pore spaces of soil or rock material, to the solid mass of particles in that material, expressed as a percentage.

A

water content

35
Q

the state that a water content specimen has attained when further heating causes, or would cause, less than 1 % or 0.1 % additional loss in mass for Method A or B respectively.

A

Constant Dry Mass

36
Q

Soil Identification Using Visual Manual Procedure

A

ASTM D-2488

37
Q

Determination of Moisture Content of Soil

A

ASTM D-2216

38
Q

Determination of Unit Weight of Soil

A

ASTM D-7263

39
Q

is a critical parameter that influences the design and stability of structures, foundations, and earthworks.

A

Unit weight

40
Q

Determination of Specific Gravity

A

ASTM D-854 and AASHTO T100

41
Q

is vital for calculating other important parameters, such as void ratio and degree of saturation, which are fundamental in assessing soil strength and stability.

A

Specific Gravity

42
Q

the specific gravity of soil solids is determined using

A

pycnometer

43
Q

the ratio of the mass of a unit volume of a soil solids to the mass of the same volume of gas-free distilled water at 20°C.

A

Specific Gravity

44
Q

Determination of Liquid Limit, Plastic Limit, and Plasticity Index

A

ASTM D-4318

45
Q

boundary between the solid and semi-solid state is called

A

shrinkage limit

46
Q

between the semi-solid and plastic state is the

A

plastic limit

47
Q

the boundary between the plastic and liquid state

A

liquid limit

48
Q

“Atterberg Limits,” named after the Swedish scientist

A

Albert Mauritz Atterberg

49
Q

originally, six “limits of consistency” of fine-grained soils were defined by Albert Atterberg: the upper limit of viscous flow, the liquid limit, the sticky limit, the cohesion limit, the plastic limit, and the shrinkage limit. In current engineering usage, the term usually refers only to the liquid limit, plastic limit, and in some references, the shrinkage limit.

A

Atterberg limits

50
Q

the relative ease with which a soil can be deformed

A

consistency

51
Q

the water content, in percent, of soil at the arbitrarily defined boundary between the semiliquid and plastic states

A

liquid limit

52
Q

the water content, in percent, of soil at the boundary between the plastic and semi-solid states

A

plastic limit

53
Q

a soil that has a range of water content over which it exhibits plasticity and which will retain its shape on drying

A

plastic soil

54
Q

the range of water content over which a soil behaves plastically. Numerically, it is the difference between the liquid and plastic limits

A

plasticity index

CE 111: GEOTECH (3 decks)

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