objective of research in physical properties

1

Chapter I

INTRODUCTION Background of the Study

Aggregate in building and construction, material used for mixing with cement,

bitumen, lime, gypsum, or other adhesive to form concrete or mortar. The aggregate

gives volume, stability, resistance to wear or erosion, and other desired physical

properties to the finished product. Commonly used aggregates include sand, crushed

or broken stone, gravel (pebbles), broken blast-furnace slag, boiler ashes (clinkers),

burned shale, and burned clay. Fine aggregate usually consists of sand, crushed

stone, or crushed slag screenings; coarse aggregate consists of gravel (pebbles),

fragments of broken stone, slag, and other coarse substances. Fine aggregate is

used in making thin concrete slabs or other structural members and where a smooth

surface is desired; coarse aggregate is used for more massive members.

("aggregate." Encyclopædia Britannica. Encyclopædia Britannica Ultimate Reference

Suite. Chicago: Encyclopædia Britannica, 2014.

Physical properties of aggregates are of interest and utility in many fields of

work, including geology, petrophysics, geophysics, materials science, geochemistry,

and geotechnical engineering. The scale of investigation ranges from the molecular

and crystalline up to terrestrial studies of the Earth and other planetary bodies.

Geologists are interested in the radioactive age dating of rocks to reconstruct the

origin of mineral deposits; seismologists formulate prospective earthquake

predictions using premonitory physical or chemical changes; crystallographers study

the synthesis of minerals with special optical or physical properties; exploration

2

geophysicists investigate the variation of physical properties of subsurface rocks to

make possible detection of natural resources such as oil and gas, geothermal energy,

and ores of metals; geotechnical engineers examine the nature and behaviour of the

materials on, in, or of which such structures as buildings, dams, tunnels, bridges, and

underground storage vaults are to be constructed; solid-state physicists study the

magnetic, electrical, and mechanical properties of materials for electronic devices,

computer components, or high-performance ceramics; and petroleum reservoir

engineers analyze the response measured on well logs or in the processes of deep

drilling at elevated temperature and pressure. ("properties of aggregate."

Encyclopædia Britannica. Encyclopædia Britannica Ultimate Reference Suite.

Chicago: Encyclopædia Britannica, 2014.)

Since rocks are aggregates of mineral grains or crystals, their properties are

determined in large part by the properties of their various constituent minerals. In a

rock these general properties are determined by averaging the relative properties and

sometimes orientations of the various grains or crystals. As a result, some properties

that are anisotropic (i.e., differ with direction) on a submicroscopic or crystalline scale

are fairly isotropic for a large bulk volume of the rock. Many properties are also

dependent on grain or crystal size, shape, and packing arrangement, the amount and

distribution of void space, the presence of natural cements in sedimentary rocks, the

temperature and pressure, and the type and amount of contained fluids (e.g., water,

petroleum, gases). Because many rocks exhibit a considerable range in these

factors, the assignment of representative values for a particular property is often done

using a statistical variation. ("rocks." Encyclopædia Britannica. Encyclopædia

Britannica Ultimate Reference Suite. Chicago: Encyclopædia Britannica, 2014.)

3

Machine used in materials science to determine the properties of a material.

Machines have been devised to measure tensile strength, strength in compression,

shear, and bending, ductility, hardness, impact strength, fracture toughness, creep,

and fatigue. Standardization of machines and tests is the province of the International

Organization for Standardization, American National Standards Institute, British

Standards Institution, and many governmental bodies. Many industries have special-

purpose testing machines for the materials they use. ("materials testing."

Encyclopædia Britannica. Encyclopædia Britannica Ultimate Reference Suite.

Chicago: Encyclopædia Britannica, 2014.)

Determining the physical properties of aggregates is important to know if the

aggregate is strong and sustainable enough for the end-use it is to be put to. It is

essential that the aggregates used in construction purposes are strong and durable.

The largest single component of bricks, blocks, concrete and coated materials is

aggregagate. It would be disastrous to construct houses or bridges or roads with

building materials made with weak aggregate.

The American Association of State Highway and Transportation Officials

(AASHTO), and the American Society for Testing and Materials (ASTM) publish many

construction standards. The United States government agencies, state agencies,

local governmental agencies, and individual companies may develop their own

standards. Agencies may adopt published standards, or parts of published standards,

and rename them as a test method. Therefore, it is important to know which testing

standards are being used.

4

Caibiran is rich in aggregate and other materials for construction. The main

source of aggregate in Caibiran are at the Kalambis river and Mainit river and but

there are still a lot of areas that could be sources of aggregate.

This study is conducted to determine the physical properties of aggregates

from different sources in Caibiran. The srength of concrete also depends on the

strength of aggregate. Deterimining the physical properties of aggregates is important

before it is used on construction purposes.

Objective of the study

This study aimed to determine the physical properties of aggregates in

Caibiran, Biliran.

Specifically, it sought to answer the following objectives:

1. To determine the physical properties of coarse aggregates in terms of:

1.1 specific gravity;

1.2 absorption;

1.3 unit weight;

1.4 soundness;

1.5 abrasion loss;

1.6 moisture content;

1.7 wash loss on No. 200;

1.8 clay lumps;

2. To determine the mechanical properties of coarse aggregates in terms of:

2.1 Sieve analysis;

3. Compare the mechanical and physical properties of coarse aggregates to

acceptable standards.

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Framework of the study

This study takes hold of the following theoretical and conceptual framework as

its main and solid foundation in the due course of its proceedings.

Conceptul Framework. This study aimed to determine the physical properties

of coarse and fine aggregate. The test result will be evaluated so that the researchers

will be able to determine the strength and durability of the coarse and fine aggregate

from Caibiran, Biliran.

The diagram shown in figure 1 presents the conceptual framework of the study.

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Figure 1 Conceptual Framework of the study

SOURCE OF AGGREGATE:

CAIBIRAN, BILIRAN

COARSE AGGREGATE

SPECIFIC GRAVITY

ASTM

STANDARDS

PHYSICAL PROPERTIES MECHANICAL PROPERTIES

ABRASION LOSS

ABSORPTION

UNIT WEIGHT

SOUNDNESS

CLAY LUMPS

WASH LOSS ON NO. 200

MOISTURE CONTENT

SIEVE ANALYSIS

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Importance of the study

This study will be of prime importance to:

1. Civil Engineering Students. This study helps the Civil Engineering Students

as their guide in the experiments/testing of aggregates.

2. Contractor. This study helps the contractor to determine what kind of

aggregates can be used for construction.

3. Engineers. This study helps the engineers to determine the strength and

durability of the aggregate from different sources in caibiran.

4. Future Researchers. The proposed study will benefit and help the future

researchers and serve as their guide to further development.

Scope and Delimitation

The researchers set parameters to the topic in order to avoid the unnecessary

details that would not support to the title of the research. This study is focused on

determining the mechanical and physical properties of coarse aggregate and

comparing the physical properties to the acceptable ASTM standards. Due to budget

and time limitations, the researchers refer only to the sources of aggregate in

Caibiran, Biliran.

Definition of Terms

In order to give a clearer understanding of the key terms used in this and study,

these terms are defined conceptually and operationally.

Aggregate. granular material, such as sand, gravel, crushed stone , used with

a cementing medium to form hydraulic-cement concrete or mortar.

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Abrasion. is a measure of degradation of mineral aggregates of standard

gradings resulting from a combination of actions including attrition, impact, and

grinding in a rotating steel drum containing a specified number of steel spheres, the

number depending upon the grading of the test sample.

Absorption. The process by which a liquid is drawn into and tends to fill

permeable pores in a porous solid body; also, the increase in mass of a porous solid

body resulting from the penetration of a liquid into its permeable pores.

Clay lumps. refers to lumps of clay to fine sand-sized particles that are present

during and after the aggregate processing. The lumps would have to be mechanically

broken up to be efectively dispersed.

Coarse Aggregate. aggregate predominantly retained on the 4.75-mm (No. 4)

sieve; or (2) that portion of an aggregate retained on the 4.75-mm (No. 4) sieve.

Moisture content. is the quantity of water contained in aggregate.

Sieve analysis. coarsely ground minerals is classified according to size by

running them through special sieves or screens.

Soundness. test determines an aggregate’s resistance to disintegration by

weathering and, in particular, freeze-thaw cycles. Aggregates that are durable

(resistant to weathering) are less likely to degrade in the field and cause premature

HMA pavement distress and potentially, failure.

Specific gravity. The ratio of mass of a volume of a material at a stated

temperature to the mass of the same volume of distilled water at a stated

temperature.

Unit weight. of aggregate, mass per unit volume. (Deprecated term—use

preferred term bulk density).

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Review of Literature

As a basic raw material aggregates can be put to many uses, although certain

tasks may require a specific type of aggregate.The largest proportion of the primary

aggregate was used to manufacture concrete (36%), with a further 10% used to

manufacture the cement that is also used in the concrete. Used in roads was the

second largest category (26%), while 20% of aggregates were used in other

construction uses & fills and another 2% were used for railway ballast. However

materials that are suitable for use as aggregates can also be used to manufacture

other products thus industrial and other uses amounted to 6% with the remainder split

between the manufacture of mortar (4%), glass (1%) and use in agriculture (1%).

(http://www.sustainableaggregates.com/overview/uses.htm, retrieved Oct. 24, 2014).

Aggregates are one of the fundamental materials used in the Construction

Industry. Aggregates can be obtained from a variety of sources; from natural sands

and gravels of both land and sea origin to crushed rock and artificially produced

materials. They can be used in many ways; as major components of concrete, mortar

or bituminous bound materials, as sub-base or capping, or for more specialised uses

such as track ballast or filter media. With this wide variety of sources and end uses,

evaluation of the characteristics by aggregate testing is very important, providing

information for: New source assessment, Prediction of in-service behavior,

Comparison between materials, Specification compliance, Quality control.

(http://www.sandberg.co.uk/laboratories/construction-materials/aggregate-

testing.html, retrieved Oct. 24, 2014).

Sampling of aggregates is equally as important as the testing, and the sampler

shall use every precaution to obtain samples that will show the nature and condition

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of the materials which they represent. Samples for preliminary investigation tests are

obtained by the party responsible for development of the potential source. Samples

of materials for control of the production at the source or control of the work at the

site of use are obtained by the manufacturer, contractor, or other parties responsible

for accomplishing the work. Samples for tests to be used in acceptance or rejection

decisions by the purchaser are obtained by the purchaser or his authorized

representative. (ASTM D75-03)

Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and

Impact in the Los Angeles Machine has been widely used as an indicator of the

relative quality or competence of various sources of aggregate having similar mineral

compositions. The results do not automatically permit valid comparisons to be made

between sources distinctly different in origin, composition, or structure. Assign

specification limits with extreme care in consideration of available aggregate types

and their performance history in specific end uses. This test is a measure of

degradation of mineral aggregates of standard gradings resulting from a combination

of actions including abrasion or attrition, impact, and grinding in a rotating steel drum

containing a specified number of steel spheres, the number depending upon the

grading of the test sample. As the drum rotates, a shelf plate picks up the sample and

the steel spheres, carrying them around until they are dropped to the opposite side

of the drum, creating an impactcrushing effect. The contents then roll within the drum

with an abrading and grinding action until the shelf plate picks up the sample and the

steel spheres, and the cycle is repeated. After the prescribed number of revolutions,

the contents are removed from the drum and the aggregate portion is sieved to

measure the degradation as percent loss. (ASTM C 131 – 03)

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Clay Lumps and Friable Particles in Aggregates is of primary significance in

determining the acceptability of aggregate with respect to the requirements of

Specification C 33. The estimate of the precision of this test method is provisional

and is based on samples of one fine aggregate which was tested by ten different

operators at nine different laboratories. For that sample, the average “percent of clay

lumps and friable particles” in the aggregate was 1.2 %, and the standard deviation

was 0.6 %. Based on this standard deviation, the acceptable range of two test results

on samples from the same aggregate sent to different laboratories is 1.7 %. (ASTM

C 142 – 97)

Total Evaporable Moisture Content of Aggregate by Drying is sufficiently

accurate for usual purposes, such as adjusting batch quantities of ingredients for

concrete. It will generally measure the moisture in the test sample more reliably than

the sample can be made to represent the aggregate supply. In cases where the

aggregate itself is altered by heat, or where more refined measurement is required,

the test should be conducted using a ventilated, controlled temperature oven. Large

particles of coarse aggregate, especially those larger than 50 mm (2 in.), will require

greater time for the moisture to travel from the interior of the particle to the surface.

The user of this test method should determine by trial if rapid drying methods provide

sufficient accuracy for the intended use when drying large size particles. (ASTM C

566 – 97)

Organic Impurities in Fine Aggregates for Concrete is used in making a

preliminary determination of the acceptability of fine aggregates with respect to the

requirements of Specification C 33 that relate to organic impurities. The principal

value of this test method is to furnish a warning that injurious amounts of organic

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impurities may be present. When a sample subjected to this test produces a color

darker than the standard color it is advisable to perform the test for the effect of

organic impurities on the strength of mortar in accordance with Test Method C 87.

When a sample subjected to this procedure produces a color darker than the standard

color, or Organic Plate No. 3 (Gardner Color Standard No. 11), the fine aggregate

under test shall be considered to possibly contain injurious organic impurities. It is

advisable to perform further tests before approving the fine aggregate for use in

concrete. (ASTM C 40 – 04)

Sieve Analysis of Fine and Coarse Aggregates is used primarily to determine

the grading of materials proposed for use as aggregates or being used as aggregates.

The results are used to determine compliance of the particle size distribution with

applicable specification requirements and to provide necessary data for control of the

production of various aggregate products and mixtures containing aggregates. The

data may also be useful in developing relationships concerning porosity and packing.

Accurate determination of material finer than the 75-μm (No. 200) sieve cannot be

achieved by use of this method alone. Test Method C 117 for material finer than 75-

μm sieve by washing should be employed. (ASTM C 136 – 01)

Material finer than the 75-μm (No. 200) sieve can be separated from larger

particles much more efficiently and completely by wet sieving than through the use of

dry sieving. Therefore, when accurate determinations of material finer than 75 μm in

fine or coarse aggregate are desired, this test method is used on the sample prior to

dry sieving in accordance with Test Method C 136. The results of this test method are

included in the calculation in Test Method C 136, and the total amount of material

finer than 75 μm by washing, plus that obtained by dry sieving the same sample, is

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reported with the results of Test Method C 136. Usually, the additional amount of

material finer than 75 μm obtained in the dry sieving process is a small amount. If it

is large, the efficiency of the washing operation should be checked. It could also be

an indication of degradation of the aggregate. Plain water is adequate to separate the

material finer than 75 μm from the coarser material with most aggregates. In some

cases, the finer material is adhering to the larger particles, such as some clay

coatings and coatings on aggregates that have been extracted from bituminous

mixtures. In these cases, the fine material will be separated more readily with a

wetting agent in the water. (ASTM C 117 – 03)

Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

provides a procedure for making a preliminary estimate of the soundness of

aggregates for use in concrete and other purposes. The values obtained may be

compared with specifications, for example Specification C 33, that are designed to

indicate the suitability of aggregate proposed for use. Since the precision of this test

method is poor (Section 12), it may not be suitable for outright rejection of aggregates

without confirmation from other tests more closely related to the specific service

intended. Values for the permitted-loss percentage by this test method are usually

different for fine and coarse aggregates, and attention is called to the fact that test

results by use of the two salts differ considerably and care must be exercised in fixing

proper limits in any specifications that include requirements for these tests. The test

is usually more severe when magnesium sulfate is used; accordingly, limits for

percent loss allowed when magnesium sulfate is used are normally higher than limits

when sodium sulfate is used. (ASTM C 88 – 99a)

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Relative density (specific gravity) is the characteristic generally used for

calculation of the volume occupied by the aggregate in various mixtures containing

aggregate, including portland cement concrete, bituminous concrete, and other

mixtures that are proportioned or analyzed on an absolute volume basis. Relative

density (specific gravity) is also used in the computation of voids in aggregate in Test

Method C 29/ C 29M. Relative density (specific gravity) (SSD) is used if the aggregate

is wet, that is, if its absorption has been satisfied. Conversely, the relative density

(specific gravity) (OD) is used for computations when the aggregate is dry or assumed

to be dry. Apparent density and apparent relative density (apparent specific gravity)

pertain to the solid material making up the constituent particles not including the pore

space within the particles which is accessible to water. Absorption values are used to

calculate the change in the mass of an aggregate due to water absorbed in the pore

spaces within the constituent particles, compared to the dry condition, when it is

deemed that the aggregate has been in contact with water long enough to satisfy

most of the absorption potential. The laboratory standard for absorption is that

obtained after submerging dry aggregate for a prescribed period of time. Aggregates

mined from below the water table commonly have a moisture content greater than

the absorption determined by this test method, if used without opportunity to dry prior

to use. Conversely, some aggregates which have not been continuously maintained

in a moist condition until used are likely to contain an amount of absorbed moisture

less than the 24-h soaked condition. For an aggregate that has been in contact with

water and that has free moisture on the particle surfaces, the percentage of free

moisture is determined by deducting the absorption from the total moisture content

determined by Test Method C 566. The general procedures described in this test

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method are suitable for determining the absorption of aggregates that have had

conditioning other than the 24-h soak, such as boiling water or vacuum saturation.

The values obtained for absorption by other test methods will be different than the

values obtained by the prescribed soaking, as will the relative density (specific

gravity) (SSD). The pores in lightweight aggregates are not necessarily filled with

water after immersion for 24 h. In fact, the absorption potential for many such

aggregates is not satisfied after several days’ immersion in water. Therefore, this test

method is not intended for use with lightweight aggregate. (ASTM C 127 – 01)

Bulk Density (“Unit Weight”) and Voids in Aggregate is often used to determine

bulk density values that are necessary for use for many methods of selecting

proportions for concrete mixtures. The bulk density also may be used for determining

mass/volume relationships for conversions in purchase agreements. However, the

relationship between degree of compaction of aggregates in a hauling unit or

stockpile and that achieved in this test method is unknown. Further, aggregates in

hauling units and stockpiles usually contain absorbed and surface moisture (the latter

affecting bulking), while this test method determines the bulk density on a dry basis.

A procedure is included for computing the percentage of voids between the aggregate

particles based on the bulk density determined by this test method.

The preceding literatures are considerably connected to present study. They

form the basis of researchers’ concept and serve as a reference to the researchers’

topic.

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CHAPTER 2

METHODOLOGY

This chapter shows the research design, research subjects, research locale,

research instruments, the data gathering procedure, data scoring, and the statistical

tools for the analysis of data gathered.

Research Design

The design of the present study followed the descriptive method. The main

purpose in conducting this study was to detrmine the physical properties of

aggregates and compare the test results to the ASTM Standards.

Research Subject

There are two (3) sources of aggregates in Caibiran, Biliran, where the sample

aggregates came from. These sources of aggregates are in, Kalambis river, and

Mainit river.

Research Locale

The venue of this study were the Kalambis river located at Cabibihan Caibian,

Biliran and Mainit river located at Mainit Caibiran, Biliran.

Research Instrument

This study aimed to determine the mechanical and physical properties of

aggregates using the ASTM Standards Material Testing Procedure.

The test procedure used in determining the physical properties of aggregates

are the: C131-03 Standard test method for resistance to degredation of small size

coarse aggregate by abrasion and impact in the Los Angeles Machine; C142-97

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Standard Test method for clay lumps and friable particles in aggregates; C566-97

Standard test method for total evaporable moisture content of aggregate by drying;

C136-01 Standard test method for sieve analysis of fine and coarse aggregates;

C117-03 Standard test method for materials finer than 75µm (No. 200) sieve in

mineral aggregates by washing; C88-99a Standard test method for soundness of

aggregates by use of sodium sulfate or magnesium sulfate; C127-01 Standard test

method for density, relative density (Specific gravity) and absorption of coarse

aggregate; C29/C 29M-97 Standard test method for bulk density (Unit weight) and

voids in aggregate.

Data Gathering Procedure

Before the testing of aggregate, the researcher conduct the sampling of

aggregates. Sampling is equally as important as the testing and the sampler use

every precaution to obtain samples that will show the nature and condition of the

materials.

The material is inspected to determine discernible variations.

The table below show the needed mass of sample aggregate in every size of

samples:

Table 1 Size of samples

Aggregate Size Field sample mass , min, kg.

Fine Aggregate

2.36mm 10

4.75mm 10

Coarse Aggregate

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9.5mm 10

Aggregate Size Field sample mass , min, kg.

12.5mm 15

19.0mm 25

25.0mm 50

37.5mm 75

50mm 100

63mm 125

75mm 150

90mm 175

The sample are transported in containers so constructed as to procedure loss

or contamination of any part of the sample, or damage to the contents from

mishandling during transportation. Containers for aggregate samples have suitable

individual identification attached and enclosed so that field reporting, laboratory

logging, and test reporting may be facilitated.

The test method for resistance to degradation of small size coarse aggregate

by abrasion and impact in the los angeles machine is a measure of degradation of

mineral aggregates of standard gradings resulting from a combination of actions

including abrasion or attrition, impact and grinding in a rotating steel drum containing

a specified number of steel spheres, the number depending upon the grading of the

test sample. As the drum rotates, a shelf plate picks up the sample and the steel

spheres, carrying them around until they are dropped to the opposite side of the drum,

creating an impact crushing effect. The contents then rolled within the drum with

19

abrading and grading action until the shelf plate picks up the sample and the steel

spheres, and the cycle is repeated. After the prescribed number of revolutions, the

contents are removed from th drum and the aggregate proportion is sieved to

measure the degradation as percent loss.

The charge depending upon the grading of the test sample shall be as follows:

Table 2 Abrasion charge

Grading Number of Spheres Mass of charge,g.

A 12 5000±25

B 11 4584±25

C 8 3330±20

D 6 2500±15

The table below show the needed mass of indicated sizes:

Table 3 Grading of test sample

Sieve size (square openings) Mass of indicated sizes, g.

Passing Retained on

A B C D

37.5mm(1½in.) 25mm(1in.) 1250±25 ... ... ...

25mm(1in.) 19mm(3/4 in.) 1250±25 ... ... ...

19mm(3/4 in.) 12.5mm(1/2in.) 1250±10 2500±10 ... ...

12.5mm(1/2in.) 9.5mm(3/8in.) 1250±10 2500±10 ... ...

9.5mm(3/8in.) 6.3mm(1/4in.) ... ... 2500±10 ...

6.3mm(1/4in.) 4.74mm(no.4) ... ... 2500±10 ...

4.74mm(no.4) 2.36mm(no.8) ... ... ... 5000±10

Total 5000±10 5000±10 5000±10 5000±10

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The test method for clay lumps and friable particles in aggregates covers the

approximate determination of clay lumps and friable particles in aggregates.

Aggregates for this test method consist of material remaining after completion of

testing in accordance with test method C117. The aggregate are dried to substantially

constant mass at a temperature of 110±5oC(230±9oF). The test sample of fine

aggregate consist of particles coarser than 1.18mm(no.16) sieve and have a mass

not less than 25g. The test sample of coarse aggregate are separated into diferent

sizes, using the following sieves: 4.75mm(no.4), 9.5mm(3/8in.), 19.0mm(3/4in.) and

37.5mm(1½in.). The test sample have a mass not less than indicated in the following

table:

Table 4 Mass of test sample

Size of particles making up test

sample

Mass of test sample, min, g.

4.75 to 9.5 mm (No.4 to ¾ in.) 1000

9.5 to 19.0mm (3/8 to ¾in.) 2000

19.0 to 37.5mm (3/4 to 1½in.) 3000

Over 37.5mm (1½in.) 5000

The mass of the test sample is determined to the accuracy specified in balance

and spread it in a thin layer on the bottom of the container, it is covered with distilled

water, and soak for a period of 24±4h. The particles is roll and squeeze individually

between the thumb and fore finger to attempt to break the particle into smaller sizes.

Any particles that can be broken with the finger into fines removable are classified

by wet sieving as clay lumps of friable particles. After all discernable clay lumps and

21

friable particles have been broken, the detritus from the remainder of the sample is

separated by wet sieving over the sieve prescribed in the following table:

Table 5 Prescribed sieve

Size of particles making up sample Size of sieve for removing residue of

clay lumps and friable particles

Fine aggregate (retained on

1.18mm(no.16) sieve)

850µm (No.200)

4.75 to 9.5 mm (no.4 to 3/8in.) 2.36mm(No.8)

9.5 to 19.0mm(3/8 to ¾in.) 4.75mm(No.4)

19.0 to 37.5mm(3/4 to 1½in.) 4.75mm(No.4)

Over 37.5 mm (1 ½ in.) 4.75mm(No.4)

The wet sieving is perfomed by passing water over the sample through the

sieve while manually agitating the sieve, until all undersize material had been

removed. The retained particles are removed carefully from the sieve, and it is dried

to substantially constant mass at a temperature of 110±5oC(230±oF), cooled, and the

mass is determined to the nearest 0.1% of the mass of the test sample.

This test method covers the determination of the percentage of evaporable

moisture in a sample of aggregate by drying both surface moisture and moisture in

the pores of the aggregate. The mass of the sample was determined to the nearest

0.1%. The sample was dried thoroughly in the sample container by means of the

selected source of heat, exercising care to avoid loss of any particles. Very rapid

heating may cause some particles to explode, resulting in loss of particles. When

excessive heat may alter the character of the aggregate, a controlled temperature

oven is used. Stir the sample during drying to accelerate the operation and avoid

22

localized overheating. Anhydrous denatured alcohol is sufficiently added to cover the

moist sample. Stir and allow suspended material to settle. Decant as much of the

alcohol as possible without lossing any of the sample. Ignite the remaining alcohol

and allow it to burn off during drying over the hot plate. The sample is thoroughly dry

when further heating causes, or would cause, less than 0.1% additional loss in mass.

The test sample have a mass not less than indicated in the following table:

Table 6 Sample Size for Aggregate

Nominal maximum size of

aggregate, mm(in)

Mass of normal weight

aggregate sample, min.

Kg.

4.75 (0.187) (No.4) 0.5

9.5 (3/8/ 1.5

12.5 (1/2) 2

19.0 (3/4) 3

25.0 (1) 4

37.5 (1 1/2) 6

50 (2) 8

63 (2 ½) 10

75 (3) 13

90 (3 ½) 16

100 (4) 25

150 (6) 50

23

The mass of the dried sample is detemined to the nearest 0.1% after it has

cooled sufficiently not to damage the balance. The apparatus used in this test method

are the balance, source of heat, sample container and stirrer.

The test method for organic impurities in fine aggregates for concrete covers

procedures for an approximately determination of the presence of injurious organic

impurities in fine agreagates that are to be used in hydraulc cement mortar or

concrete. The test sample shall have a mass of about approximately 450g. (1lb.) and

be taken from the larger sample. A glass bottle is filled to the approximately 130-ml

(4 1/2) fluid oz) level with the sample of the fine aggregate and liquid, indicated after

shaking, is approximately 200 ml (7fluid oz). Stopper the bottle, shake vigorously, and

then allow to stand for 24 h.

The test method for sieve analysis of fine and coarse aggregates covers the

determination of the particle size distribution of fine and coarse aggregates by sieving.

A sample of dry aggregate of known mass is separated through a series of sieves of

progressively smaller openings for determination of particle size distribution. The size

of the test sample of coarse aggregate shall conform with the following:

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Table 7 Sieve size

Nominal Maximum Size, Square Openings, mm (in.)

Test Sample Size, min, kg (lb)

9.5 (3⁄8) 1 (2)

12.5 (1⁄2) 2 (4)

19.0 (3⁄4) 5 (11)

25.0 (1) 10 (22)

37.5 (11⁄2) 15 (33)

50 (2) 20 (44)

63 (21⁄2) 35 (77)

75 (3) 60 (130)

90 (31⁄2) 100 (220)

100 (4) 150 (330)

125 (5) 300 (660)

The sample is dried to constant mass at a temperature of 110±5oC (230±9oF).

The size of the test sample of fine aggregate, after drying, shall be 300 g minimum.

Sieves are selected with suitable openings to furnish the information required by the

specifications covering the material to be tested. Additional sieves are used as

desired or necessary to provide other information, such as fineness modulus, or to

regulate the amount of material on a sieve. The sieves are nest in order of decreasing

size of opening from top to bottom and place the sample on the top sieve. The sieves

are agitate by hand or by mechanical apparatus for a sufficient period, established by

trial or checked by measurement on the actual test sample, to meet the criterion for

adequacy or sieving described in 8.4. The quantity of material on a given sieve is

limited so that all particles have opportunity to reach sieve openings a number of

times during the sieving operation. For sieves with openings smaller than 4.75-mm

(No. 4), the quantity retained on any sieve at the completion of the sieving operation

shall not exceed 7 kg/m2 of sieving surface area. For sieves with openings 4.75 mm

(No. 4) and larger, the quantity retained in kg shall not exceed the product of 2.53

(sieve opening, mm 3 (effective sieving area, m2)). This quantity is shown in Table 1

25

for five sieve-frame dimensions in common use. In no case shall the quantity retained

be so great as to cause permanent deformation of the sieve cloth.

Table 8 Maximum Allowable Quantity of Material Retained on a Sieve, kg

Nominal Dimensions of SieveA

Sieve Opening Size, mm

203.2-mm diaB

254-mm diaB

304.8-mm diaB

350 by 350 mm

372 by 580 mm

Sieving Area, m2

0.0285 0.0457 0.0670 0.1225 0.2158

125 c c c c 67.4

100 c c c 30.6 53.9

90 c c 15.1 27.6 48.5

75 c 8.6 12.6 23.0 40.5

63 c 7.2 10.6 19.3 34.0

50 3.6 5.7 8.4 15.3 27.0

37.5 2.7 4.3 6.3 11.5 20.2

25.0 1.8 2.9 4.2 7.7 13.5

19.0 1.4 2.2 3.2 5.8 10.2

12.5 0.89 1.4 2.1 3.8 6.7

9.5 0.67 1.1 1.6 2.9 5.1

4.75 0.33 0.54 0.80 1.5 2.6

Overload of material on an individual sieve is prevented by inserting an

additional sieve with opening size interme- diate between the sieve that may be

overloaded and the sieve immediately above that sieve in the original set of sieves.

Sieving is continued for a sufficient period and in such manner that, after completion,

not more than 1 % by mass of the material retained on any individual sieve will pass

that sieve during 1 min of continuous hand sieving performed as follows: Hold the

individual sieve, provided with a snug-fitting pan and cover, in a slightly inclined

position in one hand. Strike the side of the sieve sharply and with an upward motion

against the heel of the other hand at the rate of about 150 times per minute, turn the

sieve about one sixth of a revolution at intervals of about 25 strokes. In determining

sufficiency of sieving for sizes larger than the 4.75-mm (No. 4) sieve, limit the material

on the sieve to a single layer of particles. If the size of the mounted testing sieves

makes the described sieving motion impractical, use 203-mm (8 in.) diameter sieves

26

to verify the sufficiency of sieving. In the case of coarse and fine aggregate mixtures,

the portion of the sample finer than the 4.75-mm (No. 4) sieve may be distributed

among two or more sets of sieves to prevent overloading of individual sieves.

Alternatively, the portion finer than the 4.75-mm (No. 4) sieve may be reduced in size

using a mechanical splitter according to Practice C 702. If this procedure is followed,

compute the mass of each size increment of the original sample as follows:

A = 𝑊1

𝑊2× 𝐵

where:

A = mass of size increment on total sample basis,

W1 = mass of fraction finer than 4.75-mm (No. 4) sieve in total sample,

W2 = mass of reduced portion of material finer than 4.75-mm (No. 4) sieve actually

sieved, and

B = mass of size increment in reduced portion sieved.

Unless a mechanical sieve shaker is used, hand sieve particles larger than 75

mm (3 in.) by determining the smallest sieve opening through which each particle will

pass. Start the test on the smallest sieve to be used. Rotate the particles, if necessary,

in order to determine whether they will pass through a particular opening; however,

do not force particles to pass through an opening. The mass of each size increment

is determied on a scale or balance conforming to the requirements specified in 5.1 to

the nearest 0.1 % of the total original dry sample mass. The total mass of the material

after sieving should check closely with original mass of sample placed on the sieves.

If the amounts differ by more than 0.3 %, based on the original dry sample mass, the

results should not be used for acceptance purposes. If the sample has previously

been tested by Test Method C 117, add the mass finer than the 75-μm (No. 200)

27

sieve determined by that method to the mass passing the 75-μm (No. 200) sieve by

dry sieving of the same sample in this method.

This test method for Materials Finer than 75-μm (No. 200) Sieve in Mineral

Aggregates by Washing covers the determination of the amount of material finer

than a 75-μm (No. 200) sieve in aggregate by washing. Clay particles and other

aggregate particles that are dispersed by the wash water, as well as water-soluble

materials, will be removed from the aggregate during the test. A sample of the

aggregate is washed in a prescribed manner, using either plain water or water

containing a wetting agent, as specified. The decanted wash water, containing

suspended and dissolved material, is passed through a 75-μm (No. 200) sieve. The

loss in mass resulting from the wash treatment is calculated as mass percent of the

original sample and is reported as the percentage of material finer than a 75-μm

(No. 200) sieve by washing. The sample of aggregate to be tested is thoroughly mix

and reduce the quantity to an amount suitable for testing using the applicable

methods described in Practice C 702. If the same test sample is to be tested

according to Test Method C 136, the minimum mass shall be as described in the

applicable sections of that method. Otherwise, the mass of the test sample, after

drying, shall conform with the following:

Table 9 Minimum mass required for test sample after drying

Nominal Maximum Size Minimum Mass, g

4.75 mm (No. 4) or smaller 300

9.5 mm (3⁄8 in.) 1000

19.0 mm (3⁄4 in.) 2500

37.5 mm (11⁄2 in.) or larger 5000

28

The test sample is dried to constant mass at a temperature of 110 ± 5°C

(230 ± 9°F). Determine the mass to the nearest 0.1 % of the mass of the test

sample. If the applicable specification requires that the amount passing the 75-μm

(No. 200) sieve shall be determined on a portion of the sample passing a sieve

smaller than the nominal maximum size of the aggregate, separate the sample on

the designated sieve and determine the mass of the material

passing the designated sieve to 0.1 % of the mass of this portion of the test sample.

Use this mass as the original dry mass of the test sample. Calculate the amount of

material passing a 75-μm (No. 200) sieve by washing as follows:

𝐴 = [𝐵 − 𝐶

𝐵] × 100

Where:

A = percentage of material finer than a 75-μm (No. 200)

sieve by washing,

B = original dry mass of sample, g, and

C = dry mass of sample after washing, g.

After drying and determining the mass, the test sample is placed in the

container and sufficient water is added to cover it. No detergent, dispersing agent,

or other substance shall be added to the water. Agitate the sample with sufficient

vigor to result in complete separation of all particles finer than the 75-μm (No. 200)

sieve from the coarser particles, and to bring the fine material into suspension. The

wash water containing the suspended and dissolved solids is poured immediately

over the nested sieves, arranged with the coarser sieve on top. Second charge of

water is added to the sample in the container, agitate, and decant as before. This

29

operation is repeated until the wash water is clear. All material retained on the

nested sieves is returned by flushing to the washed sample. The washed aggregate

is dried to constant mass at a temperature of 110 ± 5°C (230 ± 9°F) and the mass is

determined to the nearest 0.1 % of the original mass of the sample.

This test method for soundness of aggregates by use of sodium sulfate or

magnesium sulfate covers the testing of aggregates to estimate their soundness

when subjected to weathering action in concrete or other applications. This is

accomplished by repeated immersion in saturated solutions of sodium or magnesium

sulfate followed by oven drying to partially or completely dehydrate the salt

precipitated in permeable pore spaces. The internal expansive force, derived from

the rehydration of the salt upon re-immersion, simulates the expansion of water on

freezing. This test method furnishes information helpful in judging the soundness of

aggregates when adequate information is not available from service records of the

material exposed to actual weathering conditions. Fine aggregate for the test shall be

passed through a 9.5-mm (3⁄8-in.) sieve. The sample shall be of such size that it will

yield not less than 100 g of each of the following sizes, which shall be available in

amounts of 5 % or more, expressed in terms of the following sieves:

Table 10 Sieve size range

Passing Sieve Retained on Sieve

600 μm (No. 30) 300 μm (No. 50)

1.18 mm (No. 16) 600 μm (No. 30)

2.36 mm (No. 8) 1.18 mm (No. 16)

4.75 mm (No. 4) 2.36 mm (No. 8)

9.5 mm (3⁄8 in.) 4.75 mm (No. 4)

30

Coarse aggregate for the test shall consist of material from which the sizes

finer than the No. 4 sieve have been removed. The sample shall be of such a size

that it will yield the following amounts of the indicated sizes that are available in

amounts of 5 % or more:

Table 11 Mass required for indicated sizes

Size (Square-Opening Sieves) Mass, g

9.5 mm (3⁄8 in.) to 4.75 mm (No. 4) 300 ± 5

19.0 mm (3⁄4 in.) to 9.5 mm (3⁄8 in.) 1000 ± 10

12.5-mm (1⁄2-in.) to 9.5-mm (3⁄8-in.)

material

330 ± 5

19.0-mm (3⁄4-in.) to 12.5-mm (1⁄2-in.)

material

670 ± 10

37.5-mm (11⁄2-in.) to 19.0-mm (3⁄4 in.) 1500 ± 50

25.0-mm (1-in.) to 19.0-mm (3⁄4-in.)

material

500 ± 30

37.5-mm (11⁄2-in.) to 25.0-mm (1-in.)

material

1000 ± 50

63-mm (21⁄2 in.) to 37.5-mm (11⁄2 in.) 5000 ± 300

50-mm (2 in.) to 37.5-mm (11⁄2-in.)

material

2000 ± 200

63-mm (21⁄2-in.) to 50-mm (2-in.)

material

3000 ± 300

31

Larger sizes by 25-mm (1-in.) spread in

sieve size, each fraction

7000 ± 1000

The sample of fine aggregate is washed thoroughly on a 300-μm (No. 50)

sieve, dry to constant weight at 230 6 9°F (110 6 5°C), and separate into the different

sizes by sieving, as follows: Make a rough separation of the graded sample by means

of a nest of the standard sieves. From the fractions obtained in this manner, select

samples of sufficient size to yield 100 g after sieving to refusal. (In general, a 110-g

sample will be sufficient.) Do not use fine aggregate sticking in the meshes of the

sieves in preparing thesamples. Weigh samples consisting of 100 6 0.1 g out of each

of the separated fractions after final sieving and place in separate containers for the

test. The sample of coarse aggregate is washed thoroughly and dried to constant

weight at 230 6 9°F (110 6 5°C) and separate it into the different sizes shown in 6.3

by sieving to refusal.Weigh out quantities of the different sizes within the tolerances

of 6.3 and, where the test portion consists of two sizes, combine them to the

designated total weight. Record the weights of the test samples and their fractional

components. In the case of sizes larger than 19.0 mm (3⁄4in.), record the number of

particles in the test samples. The samples in the prepared solution is immersed of

sodium sulfate or magnesium sulfate for not less than 16 h nor more than 18 h in

such a manner that the solution covers them to a depth of at least 1⁄2 in. The

containers are covered to reduce evaporation and prevent the accidental addition of

extraneous substances. Maintain the samples immersed in the solution at a

temperature of 70 6 2°F (21 6 1°C) for the immersion period. After the immersion

period, the aggregate sample is removed from the solution, permit it to drain for 15 ±

5 min, and place in the drying oven. The temperature of the oven shall have been

32

brought previously to 230 6 9°F (1106 5°C). The samples is dried at the specified

temperature until constant weight has been achieved. The time required is

established to attain constant weight as follows: with the oven containing the

maximum sample load expected, check the weight losses of test samples by

removing and weighing them, without cooling, at intervals of 2 to 4 h; make enough

checks to establish required drying time for the least favorable oven location (see 4.5)

and sample condition (Note 7). Constant weight will be considered to have been

achieved when weight loss is less than 0.1 % of sample weight in 4 h of drying. After

constant weight has been achieved, the samples is allowed to cool to room

temperature, when they shall again be immersed in the prepared solution. The

process of alternate immersion and drying is repeated until the required number of

cycles is obtained. After the completion of the final cycle and after the sample has

cooled, the sample is washed free from the sodium sulfate or magnesium sulfate as

determined by the reaction of the wash water with barium chloride (BaCl2). Wash by

circulating water at 110 ± 10°F (43± 6°C) through the samples in their containers.

This may be done by placing them in a tank into which the hot water can be introduced

near the bottom and allowed to overflow. In the washing operation, the samples shall

not be subjected to impact or abrasion that may tend to break up particles.

This test method for density, relative density (specific gravity), and absorption

of coarse Aggregate covers the determination of the average density of a quantity of

coarse aggregate particles (not including the volume of voids between the particles),

the relative density (specific gravity), and the absorption of the coarse aggregate. The

OD density and OD relative density are determined after drying the aggregate. The

SSD density, SSD relative density, and absorption are determined after soakingthe

33

aggregate in water for a prescribed duration. A sample of aggregate is immersed in

water for 24 ± 4 h to essentially fill the pores. It is then removed from the water, the

water dried from the surface of the particles, and the mass determined. Subsequently,

the volume of the sample is determined by the displacement of water method. Finally,

the sample is oven-dried and the mass determined. Using the mass values thus

obtained and formulas in this test method, it is possible to calculate density, relative

density (specific gravity), and absorption. The minimum mass of test sample to be

used is given as follows. Testing the coarse aggregate in several size fractions is

permited. If the sample contains more than 15 % retained on the 37.5-mm (11⁄2-in.)

sieve, test the material larger than 37.5 mm in one or more size fractions separately

from the smaller size fractions. When an aggregate is tested in separate size

fractions, the minimum mass of test sample for each fraction shall be the difference

between the masses prescribed for the maximum and minimum sizes of the fraction.

Table 12 Minimum mass of test sample required

Nominal Maximum Size, mm (in.) Minimum Mass of Test Sample,

kg (lb)

12.5 (1⁄2) or less 2 (4.4)

19.0 (3⁄4) 3 (6.6)

25.0 (1) 4 (8.8)

37.5 (11⁄2) 5 (11)

50 (2) 8 (18)

63 (21⁄2) 12 (26)

75 (3) 18 (40)

90 (31⁄2) 25 (55)

34

100 (4) 40 (88)

125 (5) 75 (165)

The test sample is dried to constant mass at a temperature of 110 ± 5°C, cool

in air at room temperature for 1 to 3 h for test samples of 37.5-mm (11⁄2-in.) nominal

maximum size, or longer for larger sizes until the aggregate has cooled to a

temperature that is comfortable to handle (approximately 50°C). The aggregate in

water is subsequently immerse at room temperature for a period of 24 ± 4 h. Where

the absorption and relative density (specific gravity) values are to be used in

proportioning concrete mixtures in which the aggregates will be in their naturally moist

condition, the requirement in 8.1 for initial drying is optional, and, if the surfaces of

the particles in the sample have been kept continuously wet until tested, the

requirement in 8.1 for 24 6 4 h soaking is also optional. The test sample is removed

from the water and roll it in a large absorbent cloth until all visible films of water are

removed. The larger particles is wiped individually. A moving stream of air is permitted

to assist in the drying operation. The mass of the test sample is determined in the

saturated surface-dry condition. Record this and all subsequent masses to the

nearest 0.5 g or 0.05 % of the sample mass, whichever is greater. After determining

the mass in air, the saturated-surface-dry test sample is immediately place in the

sample container and its apparent mass in water at 23 ± 2.0°C is determined.

This test method for density, relative density (specific gravity), and absorption

of fine aggregate covers the determination of the average density of a quantity of fine

aggregate particles (not including the volume of voids between the particles), the

relative density (specific gravity), and the absorption of the fine aggregate. A sample

35

of aggregate is immersed in water for 24 ± 4 h to essentially fill the pores. It is then

removed from the water, the water is dried from the surface of the particles, and the

mass determined. Subsequently, the sample (or a portion of it) is placed in a

graduated container and the volume of the sample is determined by the gravimetric

or volumetric method. Finally, the sample is oven-dried and the mass determined

again. Using the mass values thus obtained and formulas in this test method, it is

possible to calculate density, relative density (specific gravity), and absorption. The

test specimen is dried in a suitable pan or vessel to constant mass at a temperature

of 110 ± 5°C. Allow it to cool to comfortable handling temperature, cover with water,

either by immersion or by the addition of at least 6 % moisture to the fine aggregate,

and permit to stand for 24 ± 4 h. The pycnometer is partially filled with water. Introduce

into the pycnometer 500 ± 10 g of saturated surface-dry fine aggregate prepared as

described in Section 8, and fill with additional water to approximately 90 % of capacity.

Agitate the pycnometer as described in 9.2.1.1 (manually) or 9.2.1.2 (mechanically).

The pycnometer to is manually roll, invert, and agitate eliminate all air bubbles. The

pycnometer is mechanically agitate by external vibration in a manner that will not

degrade the sample. A level of agitation adjusted to just set individual particles in

motion is sufficient to promote de-airing without degradation. A mechanical agitator

shall be considered acceptable for use if comparison tests for each six-month period

of use show variations less that the acceptable range of two results (d2s) indicated

in Table 1 from the results of manual agitation on the same material. After eliminating

all air bubbles, the temperature of the pycnometer and its contents is adjusted to 23.0

± 2.0°C if necessary by partial immersion in circulating water, and bring the water

level in the pycnometer to its calibrated capacity. The total mass of the pycnometer,

36

specimen, and water is determined. The fine aggregate from the pycnometer is

remoed, dry to constant mass at a temperature of 110 ± 5°C, cool in air at room

temperature for 1 ± 1⁄2 h, and determine the mass.

Table 13 Standard deviation and acceptable range of test result

Standard Deviation

(1s)A

Acceptable Range of

Two Results (d2s)A

Single-Operator Precision:

Density (OD), kg/m3 11 13

Density (SSD), kg/m3 B† 9.5 27

Apparent density, kg/m3 9.5 27

Relative density (specific gravity) (OD)

0.011 0.032

Relative density (specific gravity) (SSD)

0.0095 0.027

Apparent relative density (apparent specific gravity)

0.0095 0.027

AbsorptionC, % 0.11 0.31

Multilaboratory Precision:

Density (OD), kg/m3 23 64

Density (SSD), kg/m3 20 56

Apparent density, kg/m3 20 56

Relative density (specific gravity) (OD)

0.023 0.066

Relative density (specific gravity) (SSD)

0.020 0.056

Apparent relative density (apparent specific gravity)

0.020 0.056

AbsorptionC, % 0.23 0.66

Determine the mass of the pycnometer filled to its calibrated capacity with

water at 23.0 6 2.0°C.

This test method for Bulk Density (“Unit Weight”) and Voids in Aggregate

covers the determination of bulk density (“unit weight”) of aggregate in a compacted

37

or loose condition, and calculated voids between particles in fine, coarse, or mixed

aggregates based on the same determination. This test method is applicable to

aggregates not exceeding 5 in. [125 mm] in nominal maximum size. The size of the

sample shall be approximately 125 to 200 % of the quantity required to fill the

measure, and shall be handled in a manner to avoid segregation. Dry the aggregate

sample to essentially constant mass, preferably in an oven at 230 ± 9°F [110 ± 5°C].

The measure is filled one-third full and the surface is leveled with the fingers. The

layer of aggregate is rodded with 25 strokes of the tamping rod evenly distributed

over the surface. The measure is filled two-thirds full and leveled again and rod as

above. Finally, the measure is filled to overflowing and rodded again in the manner

previously mentioned. The surface of the aggregate is leveled with the fingers or a

straightedge in such a way that any slight projections of the larger pieces of the

coarse aggregate approximately balance the larger voids in the surface below the top

of the measure. In rodding the first layer, the rod is not allowed to strike the bottom of

the measure forcibly. In rodding the second and third layers, vigorous effort is used,

but not more force than to cause the tamping rod to penetrate to the previous layer

of aggregate. The mass of the measure plus its contents, and the mass of the

measure alone, and record the values to the nearest 0.1 lb [0.05 kg] determined.