PROPERTIES OF COARSE AGGREGATES IN CAIBIRAN, BILIRAN

_____________

A Thesis Presented to the

College of Engineering NAVAL STATE UNIVERSITY

Naval, Biliran

_____________

In Partial Fulfillment

of the Requirements for RES 513 CE Research / Thesis

_____________

TEODORO V. CAETE JR.

October 2014

ii

ACKNOWLEDGEMENT

First and above all, I praise God, the Almighty for providing me this opportunity

and granting me the capability to proceed successfully. This thesis appears in its

current form due to the assistance and guidance of several people. I would therefore

like to offer my sincere thanks to all of them.

It is difficult to overstate my gratitude to our Dean, Dr. Rossini Romero. With

her enthusiasm, her inspiration, and her great efforts to explain things clearly and

simply. Throughout my thesis-writing period, she provided encouragement, good

teaching and lots of good ideas. I would have been lost without her.

I would also like to thank the E.B. Testing Center Inc. for letting me use the

laboratory for free and assisting me, specially to Ronald Angel, Nor Adrian Payomo

and Isagani Laurencio.

My roommates, Cj, Paul, Bobby and Jerome, thank you very much for

making the atmosphere of our room as friendly as possible.

A huge thank you to my partner, Jazcalras, who I have been lucky enough

to have had travelling this same journey alongside me, and whose constant support,

practical advice and optimism has helped to keep me going, and dragged me to the

finish line.

The work reported in this thesis would not have been possible without the

financial support of my auntie Lydia Marcelo, for which I am grateful.

Lastly, and most importantly, I wish to thank my parents, Gemma Caete and

Teodoro Caete Sr. They bore me, raised me, supported me, taught me, and loved

me. To them I dedicate this thesis.

TEODORO VERBA CAETE JR.

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TABLE OF CONTENTS

Page

TITLE PAGE ............................................................................................................... i

ACKNOWLEDGEMENT ............................................................................................ ii

TABLE OF CONTENTS ........................................................................................... iii

LIST OF TABLES ..................................................................................................... vi

LIST OF FIGURES ................................................................................................ viii

LIST OF APPENDICES ............................................................................................ ix

ABSTRACT ............................................................................................................... x

CHAPTER I INTRODUCTION

Background of the Study ................................................................................1

Objective of the Study .....................................................................................3

Framework of the Study ..................................................................................4

Conceptual Framework ........................................................................4

Importance of the Study ..................................................................................6

Scope and Delimitation of the Study ...............................................................6

Definition of terms ...........................................................................................6

Review of Literature ........................................................................................8

CHAPTER II METHODOLOGY

Research Design ......................................................................................... 15

Research Subject ........................................................................................ 15

iv

Research Locale .......................................................................................... 15

Research Instrument .................................................................................... 15

Data Gathering Procedure ........................................................................... 16

CHAPTER III RESULTS AND DISCUSSION

Physical Properties of Coarse Aggregates ................................................... 31

Specific Gravity .................................................................................. 31

Absorption .......................................................................................... 32

Unit Weight ........................................................................................ 32

Soundness ......................................................................................... 33

Abrasion ............................................................................................. 33

Clay Lumps ........................................................................................ 34

Moisture Content ................................................................................ 34

Wash Loss on No. 200 Sieve ............................................................. 35

Mechanical Properties of Coarse Aggregates .............................................. 35

Sieve Analysis .................................................................................... 35

Comparison of Physical and Mechanical Properties of Coarse Aggregates to Acceptable Standards .................................................................................. 37

CHAPTER IV SUMMARY, CONCLUSION AND RECOMMENDATION

Summary of Findings .................................................................................... 42

Conclusion .................................................................................................... 46

v

Recommendations ........................................................................................ 47

LITERATURE CITED .............................................................................................. 48

APPENDICES ......................................................................................................... 50

CURRICULUM VITAE ............................................................................................. 61

vi

LIST OF TABLES

Table Page

1 Size of Samples for Coarse Aggregates ............................................ 17

2 Abrasion Charge ................................................................................ 17

3 Grading of Test Samples ................................................................... 18

4 Mass of Test Sample ......................................................................... 18

5 Prescribed Sieve ................................................................................ 19

6 Sample Size for Aggregate ................................................................ 20

7 Sieve Size .......................................................................................... 21

8 Maximum Allowable Quantity of Material Retained on a Sieve .......... 22

9 Minimum Mass Required for Test Sample After Drying ..................... 24

10 Sieve Size Range ............................................................................... 26

11 Mass Required for Indicated Sizes ..................................................... 29

12 Test Result on Specific Gravity of Coase Aggregates ........................ 31

13 Test Result on Absorption of Coarse Aggregates .............................. 32

14 Test Result on Unit Weight of Coarse Aggregate .............................. 32

15 Test Result on Soundness of Coarse Aggregate ............................... 33

16 Test Result on Abrasion of Coarse Aggregate ................................... 33

17 Test Result on Clay Lumps of Coarse Aggregate ............................. 34

18 Test Result on Moisture Content of Coarse Aggregate ...................... 34

19 Test Result on Wash Loss on No.200 of Coarse Aggregate .............. 35

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20 Grading Requirement for Coarse Aggregate ...................................... 40

viii

LIST OF FIGURES

Figure Page

1 Conceptual Framework of the Study ......................................................5

2 Graph Showing the Size Distribution of Aggregate (Mainit River) ........ 35

3 Graph Showing the Size Distribution of Aggregate (Kalambis River) .. 36

ix

LIST OF APPENDICES

Appendix Page

A TEST REPORT ON QUALITY TEST OF AGGREGATES SAMPLES ......... 51

B COMPUTATIONS ........................................................................................ 53

x

ABSTRACT

CAETE, TEODORO JR. V., Naval State University, Naval, Biliran, Philippines. October 2014. PROPERTIES OF COARSE AGGREGATE IN CAIBIRAN, BILIRAN. A Research Study.

Instructor: DR. ROSSINI B. ROMERO

The main purpose of the study was to determine the poperties of coarse

aggregates in Caibiran, Biliran. The physical and mechanical properties of coarse

aggregate were tested at E.B. TESTING CENTER INC. (Tacloban branch). The

sample of coarse aggregate were casted from Mainit river and Kalambis river

Caibiran, Biliran. The coarse aggregates were sampled by the researcher on

September 20, 2014 and submitted to the laboratory at the same date. The laboratory

technician Isagani Laurencio and the researcher, work together on testing the sample

and determining the values of specific gravity, absorption, moisture content, wash

loss on no. 200 seive, and clay lumps which is the physical properties and the grading

which is the mechanical properties of coarse aggregate. Both the sample of coarse

aggregate pass the test in specific gravity, absorption, unit weight, soundness,

abrasion loss, moisture content, clay lumps and sieve analysis, except on the test

for "wash loss on no.200 sieve" which is under the physical properties of aggregate.

So there is a restriction regarding on using both of the aggregate from Mainit river

and Kalambis river for concrete mixture. Their should be enough knowledge and extra

care when using this aggregate for concrete mixture. The physical and mechanical

properties serve as an indicator of the quality of an aggregate.

1

Chapter I

INTRODUCTION Background of the Study

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

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. (Encyclopdia Britannica, 2014.)

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

2

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.

(Encyclopdia 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. (Encyclopdia 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

3

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

building materials made with weak aggregate.

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 and mechanical properties

of coarse aggregates from different sources in Caibiran. The properties of aggregates

indicates its strength, durability and workability when used in construction. The

srength of concrete also depends on the strength of aggregate. Deterimining the

physical and mechanical properties of aggregates is very important before it is used

on construction purposes.

Objective of the study

This study aimed to determine the physical and mechanical properties of

coarse 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 sieve no. 200;

1.8 clay lumps;

4

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.

Framework of the study

This study takes hold of the following conceptual framework as its main and

solid foundation in the due course of its proceedings.

Conceptul Framework. This study aimed to determine the physical and

mechanical properties of coarse aggregate. Specifically, the researchers will

be able to determine the strength and durability of the coarse aggregates from

Caibiran, Biliran.

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

5

Figure 1. Conceptual Framework of the study

COARSE AGGREGATES IN

CAIBIRAN, BILIRAN

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 of the Study

This study is focused only on determining the physical and mechanical

properties of coarse aggregates at 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. Are granular material, such as sand, gravel, crushed stone , used

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

Abrasion loss. 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.

7

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. Are the 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. Is the classification of aggregates according to size by running

them through special sieves or screens.

Soundness. Is the aggregates 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. Is the mass per unit volume of an aggregate. (Deprecated term

use preferred term bulk density).

Wash loss on sieve no.200. The amount of material finer than sieve no. 200 in

aggregate.

8

Review of Literature

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

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, 2004)

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

9

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, 2004)

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 , 2004)

10

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, 2004)

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

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, 2004)

11

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-m (No. 200) sieve cannot be

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

m sieve by washing should be employed. (ASTM C 136, 2004)

Material finer than the 75-m (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 m 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 m by washing, plus that obtained by dry sieving the same sample, is

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

material finer than 75 m 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 m 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

12

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

wetting agent in the water. (ASTM C 117, 2004)

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, 2004)

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

13

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. 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, 2004)

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

14

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. (ASTM C 29,

2004)

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.

15

Chapter II

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 (2) 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

were 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

16

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 75m (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 was inspected to determine discernible variations.

Table 1 shows the needed mass of sample aggregate in every size of samples.

The sample were 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.

17

Table 1. Size of Samples for Coarse Aggregates

Aggregate Size Field Sample Mass , min, kg.

9.5mm 10

12.5mm 15

19.0mm 25

25.0mm 50

37.5mm 75

50mm 100

63mm 125

75mm 150

90mm 175

The test method for resistance to degradation of small size coarse

aggregate by abrasion and impact in the los angeles machine was 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 picked up the sample

and the steel spheres, carrying them around until they were dropped to the opposite

side of the drum, creating an impact crushing effect. The contents then rolled within

the drum with abrading and grading action until the shelf plate picks up the sample

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

revolutions, the contents were removed from th drum and the aggregate proportion

was sieved to measure the degradation as percent loss.

The charges depending upon the grading of the test sample are as follows:

Table 2. Abrasion Charge

Grading Number of Spheres Mass of charge

A 12 500025 g.

B 11 458425 g.

C 8 333020 g.

D 6 250015 g.

18

The table below shows the needed mass of indicated sizes.

Table 3. Grading of Test Samples

Sieve Size (square openings) Mass of indicated sizes

Passing Retained on A B C D

37.5mm(1in.) 25mm(1in.) 125025g. ... ... ...

25mm(1in.) 19mm(3/4 in.) 125025 g ... ... ...

19mm(3/4 in.) 12.5mm(1/2in.) 125010g 250010g ... ...

12.5mm(1/2in.) 9.5mm(3/8in.) 125010g 250010g ... ...

9.5mm(3/8in.) 6.3mm(1/4in.) ... ... 250010g ...

6.3mm(1/4in.) 4.74mm(no.4) ... ... 250010g ...

4.74mm(no.4) 2.36mm(no.8) ... ... ... 500010g

Total 500010g 500010g 500010g 500010g

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

approximate determination of clay lumps and friable particles in aggregates.. The

aggregate were dried to substantially constant mass at a temperature of

1105oC(2309oF). The test sample of 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(1in.). 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

4.75 to 9.5 mm (No.4 to in.) 1000 g.

9.5 to 19.0mm (3/8 to in.) 2000 g.

19.0 to 37.5mm (3/4 to 1in.) 3000 g.

Over 37.5mm (1in.) 5000 g.

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

19

water, and soak for a period of 24. The particles was rolled and squeezed 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 were classified

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

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

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)

850m (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 in.) 4.75mm(No.4)

19.0 to 37.5mm(3/4 to 1in.) 4.75mm(No.4)

Over 37.5 mm (1 in.) 4.75mm(No.4)

The wet sieving was 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 were removed carefully from the sieve, and it was

dried to substantially constant mass at a temperature of 1105oC(230oF), cooled,

and the mass was 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. When

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

oven was used. The sample was stirred during drying to accelerate the operation and

20

avoid localized overheating. Anhydrous denatured alcohol was sufficiently added to

cover the moist sample. Suspended material was stirred and allowed to settle. The

remaining alcohol were ignited and allowed to burn off during drying over the hot

plate. The sample was thoroughly dried when further heating causes 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 ) 10

75 (3) 13

90 (3 ) 16

100 (4) 25

150 (6) 50

The mass of the dried sample was 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 sieve analysis of coarse aggregates covered the

determination of the particle size distribution of coarse aggregates by sieving. A

sample of dry aggregate of known mass was separated through a series of sieves of

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

21

of the test sample of coarse aggregate shall conform with the standards shown in

Table 7.

Table 7. Sieve Size

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

Test Sample Size, min, kg (lb)

9.5 (38) 1 (2) 12.5 (12) 2 (4) 19.0 (34) 5 (11) 25.0 (1) 10 (22)

37.5 (112) 15 (33) 50 (2) 20 (44)

63 (212) 35 (77) 75 (3) 60 (130)

90 (312) 100 (220) 100 (4) 150 (330)

125 (5) 300 (660)

The sample was dried to constant mass at a temperature of 1105oC

(2309oF). The size of the test sample of 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. 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. The quantity of

material on a given sieve was 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

22

not exceed the product of 2.53 (sieve opening, mm 3 (effective sieving area, m2)).

This quantity is shown in Table 8 for five sieve-frame dimensions in common use.

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 was prevented by inserting an

additional sieve with opening size intermediate between the sieve that may be

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

Sieving was 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. The side of the sieve was striked sharply and

with an upward motion against the heel of the other hand at the rate of about 150

times per minute, the sieve was turned 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.

23

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 = 1

2

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.

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 was 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-m (No. 200) sieve determined by that

method to the mass passing the 75-m (No. 200) sieve by dry sieving of the same

sample in this method.

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

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

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

24

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

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

aggregate was washed in a prescribed manner, using plain water as specified. The

decanted wash water, containing suspended and dissolved material, was passed

through a 75-m (No. 200) sieve. The loss in mass resulting from the wash treatment

was calculated as mass percent of the original sample and was reported as the

percentage of material finer than a 75-m (No. 200) sieve by washing. The sample

of aggregate to be tested was 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 was 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 minimum mass

requirements required for test sample after drying in Table 9.

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 (38 in.) 1000 19.0 mm (34 in.) 2500

37.5 mm (112 in.) or larger 5000

The test sample was dried to constant mass at a temperature of 110 5C

(230 9F). The mass was determined to the nearest 0.1 % of the mass of the test

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

(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

25

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-

m (No. 200) sieve by washing as follows:

= [

] 100

Where:

A = percentage of material finer than a 75-m (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 was placed in the

container and sufficient water was 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-m (No. 200)

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

wash water containing the suspended and dissolved solids was poured immediately

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

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

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

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

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

was 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

26

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 was not available from service records of the

material exposed to actual weathering conditions. 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 10. Mass Required For Indicated Sizes

Size (Square-Opening Sieves) Mass, g

9.5 mm (38 in.) to 4.75 mm (No. 4) 300 5 19.0 mm (34 in.) to 9.5 mm (38 in.) 1000 10 12.5-mm (12-in.) to 9.5-mm (38-in.) material

330 5

19.0-mm (34-in.) to 12.5-mm (12-in.) material

670 10

37.5-mm (112-in.) to 19.0-mm (34 in.) 1500 50 25.0-mm (1-in.) to 19.0-mm (34-in.) material

500 30

37.5-mm (112-in.) to 25.0-mm (1-in.) material

1000 50

63-mm (212 in.) to 37.5-mm (112 in.) 5000 300 50-mm (2 in.) to 37.5-mm (112-in.) material

2000 200

63-mm (212-in.) to 50-mm (2-in.) material

3000 300

Larger sizes by 25-mm (1-in.) spread in sieve size, each fraction

7000 1000

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

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

27

sizes by sieving, as follows: A rough separation of the graded sample was made by

means of a nest of the standard sieves. The samples were weighed 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 was washed thoroughly and dried to constant

weight at 230 9F (110 5C) and separated it into the different sizes by sieving to

refusal. Quantities of the different sizes were weighed out within the tolerances of 6.3

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

total weight. The weights of the test samples were recorded and their fractional

components. The samples in the prepared solution was immersed of sodium sulfate

or magnesium sulfate for not less than 16 h in such a manner that the solution covered

them to a depth of at least 12 in. The containers were covered to reduce evaporation

and prevent the accidental addition of extraneous substances. The samples

immersed in the solution was maintained at a temperature of 70 2F (21 1C) for

the immersion period. After the immersion period, the aggregate sample was

removed from the solution, it was permitted to drain for 15 5 min, and placed in the

drying oven. The samples was dried at the specified temperature until constant weight

has been achieved. Constant weight was considered to have been achieved when

weight loss was less than 0.1 % of sample weight in 4 h of drying. After constant

weight has been achieved, the samples was allowed to cool to room temperature,

when they shall again be immersed in the prepared solution. The process of alternate

immersion and drying was repeated until the required number of cycles was obtained.

After the completion of the final cycle and after the sample has cooled, the sample

was washed free from the sodium sulfate as determined by the reaction of the wash

28

water with barium chloride (BaCl2). Wash by circulating water at 110 10F (43

6C) through the samples in their containers. 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 were determined after drying the aggregate. The

SSD density, SSD relative density, and absorption were determined after soaking the

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

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

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

Subsequently, the volume of the sample was determined by the displacement of

water method. Finally, the sample was oven-dried and the mass determined. Using

the mass values thus obtained and formulas in this test method, it was 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 was permited. When an aggregate was 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.

29

Table 11. Minimum Mass Of Test Sample Required

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

kg (lb)

12.5 (12) or less 2 (4.4) 19.0 (34) 3 (6.6) 25.0 (1) 4 (8.8)

37.5 (112) 5 (11) 50 (2) 8 (18)

63 (212) 12 (26) 75 (3) 18 (40)

90 (312) 25 (55) 100 (4) 40 (88)

125 (5) 75 (165)

The test sample was dried to constant mass at a temperature of 110 5C,

cool in air at room temperature for 1 to 3 h for test samples of 37.5-mm (112-in.)

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

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

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

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

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

condition, the requirement 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 was removed from the

water and roll it in a large absorbent cloth until all visible films of water were removed.

The larger particles was wiped individually. A moving stream of air was permitted to

assist in the drying operation. The mass of the test sample was 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 was greater. After determining

30

the mass in air, the saturated-surface-dry test sample was immediately placed in the

sample container and its apparent mass in water at 23 2.0C was determined.

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

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

aggregates based on the same determination. This test method was 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 9F [110 5C].

The measure was 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 was filled two-thirds full and leveled again and rod as

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

previously mentioned. The surface of the aggregate was 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 was not allowed to strike the bottom

of the measure forcibly. In rodding the second and third layers, vigorous effort was

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 recorded the values to the nearest 0.1 lb [0.05 kg] determined.

31

CHAPTER III

RESULTS AND DISCUSSIONS

This chapter presents the result and the discussion of the data collected. All

data are presented and analyzed based on objectives stated.

Physical Properties of Coarse Aggregate

The study determined the physical properties of coarse aggregate in terms of

specific gravity, absorption, unit weight, soundness, abrasion loss, moisture content,

wash loss on No. 200 and clay lumps.

Specific gravity. Aggregate specific gravity is used in a number of applications

including Superpave mix design, deleterious particle indentification and separation,

and material property change identification.

Table 12. Test Result On Specific Gravity Of Coase Aggregates

Source of aggregate Specific gavity (DRY)

Specific gavity (SSD)

Specific gavity (Apparent)

Mainit River 2.173% 2.215% 2.268%

Kalambis River 2.075% 2.109% 2.148%

As shown in Table 12, the values of specific gravity of coarse aggregate from

Mainit river was 2.173 percent (DRY), 2.215 percent (SSD) and 2.268 percent

(Apparent). And the values of specific gravity of coarse aggregate from Kalambis river

was 2.075 percent (DRY), 2.109 percent (SSD) and 2.148 percent (Apparent). The

typical value for specific gravity of natural coarse aggregate was 2.6 percent. There

were no minimum or maximum specific gravity or absorption values in Superpave mix

design.

32

Absorption:

Table 13. Test Result On Absorption Of Coarse Aggregates

Source of aggregate Absorption

Mainit River 1.937%

Kalambis River 1.645%

As shown Table 13, the values of absorption of coarse aggregate from Mainit

river was 1.937 percent. And the values of absorption of coarse aggregate from

Kalambis river was 1.645 percent. Therefore, both of the sample of coarse aggregate

was not highly absorptive (less than 5 percent absorption) and does not require more

asphalt binder making the resulting hot mix asphalt less expensive. Absorption

requirements were of concern only regarding aggregates used in hot mix asphalt and

portland cement concrete. The intent was to avoid using highly porous, absorptive

aggregates because extra water and cement or asphalt was needed to make a good

mix.

Unit weight.The unit weight of aggregate affects the density of concrete and dead

load of structure.

Table 14. Test Result On Unit Weight Of Coarse Aggregate

Source of aggregate Unit weight (Loose) Unit weight (Rodded)

Mainit River 1320 kg/m3 1486 kg/m3

Kalambis River 1281 kg/m3 1414 kg/m3

As shown in Table 14 the values of unit weight of coarse aggregate from Mainit

river was 1320 kg/m3 (loose) and 1486 kg/m3 (rodded). And the values of unit weight

of coarse aggregate from Kalambis river was 1281 kg/m3 (loose) and 1414 kg/m3

33

(rodded). Determining the value for unit weight was necessary for use for many

methods of selecting proportions for concrete mixtures.

Soundness: The soundness determines the aggregates resistance to disintegration

by weathering.

Table 15. Test Result On Soundness Of Coarse Aggregate

Source of aggregate Soundness Specification

Mainit River 6.85% 12.0%max

Kalambis River 7.27%

As shown in Table 15, the value of soundness of coarse aggregate in Mainit

river was 6.85 percent. And the value of soundness of coarse aggregate in Kalambis

river was 7.27 percent. Therefore, both of the sample of coarse aggregate had

complied to the standard specification for soundness which is 12.0 percent

maximum. The quality of soundness of aggregate or its resistance to the forces of

weathering is one of the most important considerations in the selection of a material

for highway construction.

Abrasion. Abrasion resistance of aggregate often use as general indicator of qualtiy.

It is used to indicate aggregate toughness and abrasion chararacteristics.

Table 16. Test Result On Abrasion Of Coarse Aggregate

Source of aggregate Abrasion loss Specification

Mainit River 29.72% 40.0% max.

Kalambis River 28.52%

As shown in Table 16, the value of abrasion loss of coarse aggregate from

Mainit river was 29.72 percent and from Kalambis river is 28.52 percent.Therefore,

both of the sample of coarse aggregatre had complied to the standard specification

34

for abrasion which is 40.0 percent maximum. The percentage was a measure of the

degradation or loss of material as a result of impact and abrasive actions.

Clay lumps:

Table 17. Test Result On Clay Lumps Of Coarse Aggregate

Source of Aggregate Clay lumps Specification

Mainit River 0.200% 1.0% max.

Kalambis River 0.170%

As shown in table 17, the clay lumps of coarse aggregate from Mainit river was

0.2 0 percent. And the clay lumps of coarse aggregate from Kalambis river was 0.170

percent. Therefore both of the sample of coarse aggregate had complied to the

standard specification for clay lumps which is 1.0 percent maximum. Clay lumps were

materials that are easily crumbled or mashed with the fingers. So an aggregate for

concrete should not have a clay lumps more than 0.10 percent. The aggregate from

Mainit river complied the requirement for clay lumps, therefore it is safe to use for

concrete.

Moisture Content:

Table 18. Test Result On Moisture Content Of Coarse Aggregate

Source of aggregate Moisture content

Mainit River 7.21%

Kalambis River 4.89%

As shown in Table 18, the moisture content of coarse aggregate form Mainit

river was 7.210 percent and from Kalambis river was 4.890 percent. Obviously this

aggregate has big amount of moisture content because its from a river. This data can

be used to adjust the ratio of concrete mixture, so that it cant affect to the concrete

structure.

35

Wash Loss on No. 200:

Table 19. Test Result On Wash Loss On Sieve No. 200 Of Coarse Aggregate

Source of aggregate Wash loss on no. 200 Specification

Mainit River 3.15% 1.0% max.

Kalambis River 7.44%

As shown in Table 19, the wash loss on no. 200 sieve of coarse aggregate

from Mainiti river was 3.150 percent and from Kalamibis was 7.44 percent. Therefore,

the target had not been achieved for both sample of coarse aggregate, where the

standard specification for wash loss on no. 200 is 1.0 percent maximum.

Mechanical Properties of Coarse Aggregate:

The study determined the mechanical properties of coarse aggregates in

terms of sieve analysis.

Figure 2. Graph Showing The Size Distribution Of Aggregate (Mainit River)

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T P

AS

SIN

G

SIEVE SIZE

PARTICLES SIZE DISTRIBUTION

36

Figure 3 . Graph Showing The Size Distribution Of Aggregate (Kalambis River)

According to the result, the coarse aggregate from Mainit river passing 3 inch

sieve size was 100 percent, passing 21

2 inch sieve size was 100 percent, passing 2

inch sieve size was 100 percent, passing 11

2 inch sieve size was 54 percent, passing

1 inch sieve size was 3 percent, passing inch sieve size was 3 percent, passing

inch sieve size was 3 percent, passing 3/8 inch sieve size was 3 percent, passing

no.4 sieve was 3%, passing no.8 sieve is 3%, passing no.16 sieve is 3%, passing no.

200 sieve is 3 percent. And the coarse aggregate from Kalambis river passing 3 inch

sieve size was 100 percent, passing 21

2 inch sieve size was 100 percent, passing 2

inch sieve size is 100%, passing 11

2 inch sieve size is 69%, passing 1 inch sieve size

is 8 percent, passing inch sieve size was 8 percent, passing inch sieve size is 7

percent, passing 3/8 inch sieve size is 7%, passing no.4 sieve is 7%, passing no.8

sieve is 7%, passing no.16 sieve was 7 percent, passing no. 200 sieve was 7 percent.

Therefore, target grading for coarse aggregate of bothsample had been achieved,

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T P

AS

SIN

G

SIEVE SIZE

PARTICLES SIZE DISTRIBUTION

37

where the range for 3 sieve size is 100 percent, for 2 is 90-100 percent, for 1

is 25-60 percent, for 3/4 is 0-10 percent, and for 1/2 0-5 percent. The aggregate in

Mainit River and Kalambis river were coarse aggregate. Aggregate size and

gradation are the most important factors when selecting aggregate. It was one of the

most important characteristics regarding the utilization of aggregates in concrete.

Comparison of Mechanical and Physical Properties of Coarse Aggregates to Acceptable Standards

The specification is use to define the quality of aggregate, the nominal

maximum size of the aggregate, and other specific grading requirements.

Abrasion. The standard specification for Abrasion was 40.0 percent maximum.

The value of abrasion of coarse aggregate from Mainit river was 29.72 percent and

from Kalambis river was 28.52 percent. Therefore both samples of coarse aggregate

had complied to the specification.

Specific gravity. The value of Specific gravity of coarse aggregate from Mainit

River was 2.173 percent (OD), 2.215 percent (SSD), 2.268 pecent (APP) and from

Kalambis River was 2.075%(OD), 2.109%(SSD), 2.148%(APP). There were no

standard specification for specific gravity, but there was a typical value for specific

gravity of natural coarse aggregate which is 2.6 percent. Therefore the values of

specific gravity of samples of coarse aggregate was acceptable because its not that

far and does not exceed from the typical value of specific gravity of natural coarse

aggregate.

Absorption. The value of absorption of coarse aggregate from Mainit River

was 1.937 percent and from Kalambis River was 1.645 percent. Therefore the

samples of aggregate was not highly absorptive because its value of absorption was

38

less than 5 percent. The absorption is important in determining the net water-cement

ratio in the concrete mix.

Unit weight. The value of unit weight of coarse aggregate from Mainit River

was 1320 kg/m^3 (Loose) and 1496 kg/m^3 (Rodded) and from Kalambis River was

1281 kg/m^3 (Loose) and 1414 kg/m^3 (Rodded). The value of unit weight was

necessary for use for many methods of selecting proportions for concrete mixtures.

Soundness. The standard specification for Soundness was 12.0 percent

maximum. The value of soundness of coarse aggregate from Mainit River was 6.85

percent and from Kalambis river was 7.27 percent. Therefore both samples of coarse

aggregate had complied to the specification. The durability of aggregates or their

resistance to the forces of weathering was one of the most important considerations

in the selection of a material for highway construction.

Moisture Content. The value of moisture content of coarse aggregate from

Mainit River was 7.21 percent and from Kalambis River is 4.89 percent. Obviously,

this aggregate has big amount of moisture content because it's from a river. This data

can be used to adjust the ratio of concrete mixture, so that it can't affect to the

concrete structure.

Wash loss on no.200. The standard specification for the wash loss on no. 200

sieve was 1.0 percent maximum. The value of wash loss on no. 200 sieve of coarse

aggregate from Mainit River was 3.15 percent and from Kalambis River was 7.44

percent. Therefore, both of the sample of coarse aggregate had not complied to the

specification.

39

Sieve Analysis. Coarse aggregate shall conform to the requirements

prescribed in table 29 for the size number specified.

40

Tab

le 3

0.

Gra

din

g R

eq

uir

em

en

t fo

r C

oa

rse A

gg

reg

ate

41

According in table 14 (from ASTM c33), the aggregate was size numer 3. As

a general rule, the largest aggregate should be no greater in diameter than one-third

the depth of the slab, or one-fifth the smallest dimension of the form. Generally coarse

aggregate was blended with finer aggregates (such as sand) to fill in the spaces left

between the large pieces and to lock the larger pieces together. This reduces the

amount of cement paste required and decreases the amount of shrinkage that could

occur.

42

Chapter IV

SUMMARY, CONCLUSION, AND RECOMMENDATION

This chapter presents the summary of results, conclusions, and

recommendations appropriate to the findings of the study.

Summary Of Findings

This study aimed to determine the physical and mechanical properties of

coarse aggregate from Mainit river and Kalambis river of Caibiran, Biliran.

The following are the result of the study:

Physical properties of coarse aggregate

Specific gravity. The values of specific gravity of coarse aggregate from Mainit

river was 2.173 percent (DRY), 2.215 percent (SSD) and 2.268 percent (Apparent).

And the values of specific gravity of coarse aggregate from Kalambis River was 2.075

percent (DRY), 2.109 percent (SSD) and 2.148 percent (Apparent). The typical value

for specific gravity of natural coarse aggregate is 2.6 percent.

Absorption. The values of absorption of coarse aggregate from Mainit River

was 1.937 percent. And the values of absorption of coarse aggregate from Kalambis

River was 1.645 percent. Therefore, both of the sample of coarse aggregate was not

highly absorptive (less than 5% absorption) and does not require more asphalt binder

making the resulting hot mix asphalt less expensive.

Unit weight. the values of unit weight of coarse aggregate from Mainit river was

1320 kg/m3 (loose) and 1486 kg/m3 (rodded). And the values of unit weight of coarse

aggregate from Kalambis River is 1281 kg/m3 (loose) and 1414 kg/m3 (rodded).

43

Determining the value for unit weight was necessary for use for many methods of

selecting proportions for concrete mixtures.

Soundness. The value of soundness of coarse aggregate in Mainit River was

6.85 percent. And the value of soundness of coarse aggregate in Kalambis River was

7.27 percent. Therefore, both of the sample of coarse aggregate had complied to the

standard specification for soundness which was 12.0 percent maximum. The quality

of soundness of aggregate or its resistance to the forces of weathering was one of

the most important considerations in the selection of a material for highway

construction.

Abrasion. The value of abrasion loss of coarse aggregate from Mainit River

was 29.72 percent and from Kalambis River was 28.52 percent.Therefore, both of the

sample of coarse aggregatre had complied to the standard specification for abrasion

which was 40.0 percent maximum. The percentage was a measure of the degradation

or loss of material as a result of impact and abrasive actions.

Clay lumps. The clay lumps of coarse aggregate from Mainit River was 0.2

percent. And the clay lumps of coarse aggregate from Kalambis River was 0.17

percent. Therefore both of the sample of coarse aggregate had complied to the

standard specification for clay lumps which is 1.0 percent maximum. Clay lumps are

materials that are easily crumbled or mashed with the fingers.

Moisture Content. The moisture content of coarse aggregate form Mainit River

is 7.21 percent and from Kalambis River is 4.89 percent. Obviously this aggregate

has big amount of moisture content because its from a river.

Wash loss on no. 200. The wash loss on no. 200 sieve of coarse aggregate

from Mainiti River was 3.15 percent and from Kalamibis River was 7.44 percent.

44

Therefore, the target had not been achieved for both sample of coarse aggregate,

where the standard specification for wash loss on no. 200 is 1.0 percent maximum.

Mechanical properties of coarse aggregate

Sieve analysis. the coarse aggregate from Mainit river passing 3 inch sieve

size was 100%, passing 21

2 inch sieve size is 100 percent, passing 2 inch sieve size

was 100%, passing 11

2 inch sieve size was 54%, passing 1 inch sieve size was 3

percent, passing inch sieve size was 3 percent, passing inch sieve size was 3

percent, passing 3/8 inch sieve size was 3 percent, passing no.4 sieve was 3 percent,

passing no.8 sieve was 3 percent, passing no.16 sieve was 3 percent, passing no.

200 sieve is 3 percent. And the coarse aggregate from Kalambis river passing 3 inch

sieve size was 100 percent, passing 21

2 inch sieve size was 100%, passing 2 inch

sieve size was 100 percent, passing 11

2 inch sieve size was 69 percent, passing 1

inch sieve size was 8 percent, passing inch sieve size was 8 percent, passing

inch sieve size was 7 percent, passing 3/8 inch sieve size was 7 percent, passing

no.4 sieve was 7 percent, passing no.8 sieve was 7 percent, passing no.16 sieve was

7%, passing no. 200 sieve was 7 percent. Therefore, target grading for coarse

aggregate of bothsample had been achieved, where the range for 3 sieve size was

100 percent, for 2 is 90-100 percent, for 1 is 25-60 percent, for 3/4 is 0-10

percent, and for 1/2 0-5 percent.

Comparison of mechanical and physical properties of coarse aggregates to acceptable standards

Abrasion. The value of abrasion of coarse aggregate from Mainit River was

45

29.72 percent and from Kalambis river was 28.52 percent. Both samples of coarse

aggregate complied to the standard specification for Abrasion which was 40.0 percent

maximum.

Specific gravity. The value of Specific gravity of coarse aggregate from Mainit

River was 2.173 percent (OD), 2.215 percent (SSD), 2.268 percent (APP) and from

Kalambis river was 2.075 percent (OD), 2.109 percent (SSD), 2.148 percent (APP).

There are no standard specification for specific gravity, but there is a typical value for

specific gravity of natural coarse aggregate which is 2.6%.

Absorption. The value of absorption of coarse aggregate from Mainit river was

1.937 percent and from Kalambis river was 1.645 percent. The samples of aggregate

is not highly absorptive because its value of absorption is less than 5 percent.

Unit weight. The value of unit weight of coarse aggregate from Mainit river was

1320 kg/m^3 (Loose) and 1496 kg/m^3 (Rodded) and from Kalambis river was 1281

kg/m^3 (Loose) and 1414 kg/m^3 (Rodded). There are no specification for unit weight

but the values of unit weight is necessary for use for many methods of selecting

proportions for concrete mixtures.

Soundness. The value of soundness of coarse aggregate from Mainit river was

6.85 percent and from Kalambis river is 7.27%. Both samples of coarse aggregate

had complied to the standard specification for soundness which is 12.0 max.

Moisture Content. The value of moisture content of coarse aggregate from

Mainit river is 7.21 percent and from Kalambis river was 4.89 percent. The aggregate

has big amount of moisture content because it's from a river. The value of moisture

content was used to adjust the ratio of concrete mixture, so that it can't affect to the

concrete structure.

46

Wash loss on no.200. The value of wash loss on no. 200 sieve of coarse

aggregate from Mainit river was 3.15 percent and from Kalambis river was 7.44

percent. Both of the sample of coarse aggregate had not complied to the standard

specification for the wash loss on no. 200 sieve which was 1.0 percent maximum.

Sieve Analysis. The coarse aggregate from Mainit river and Kalambis river had

complied to the requirements for the size number specified for coarse aggregate.

Good gradation of aggregates is one of the most important factors for workable

concrete.

Conclusion

The physical and mechanical properties of aggregate is very important

because it indicates the strength and duarability of the coarse aggregate for concrete

mixture. Both of the sample of coarse aggregate from Mainit River and Kalambis

River had complied to the standard specification for specific gravity, absorption loss,

moisture content, clay lumps, and sieve analysis, except on wash loss on no. 200

where the values of both sample are greater than the maximum value of standard

specification for the test. To achieve a quality of an aggregate it needs to comply in

specification of all test for coarse aggregate. Therefore, this aggregates were not

suitable for some types of construction. These aggregates can only be used if it meets

the requirement of contract for construction base on its physical and mechanical

properties.

47

Recommendations

From the conclusions drawn, the following recommendations were made:

1. Values of properties of aggregate should be considered when using the

aggregate for concrete mixture.

2. The value of moisture content of both aggregate should be considered to

adjust the ratio of concrete so that it cant affect to the concrete structure.

3. Less cement paste or binder should be used when using this aggregates.

4. The value of unit weight of aggregates should be considered in selecting

proportions for concrete mixtures.

5. It is highly recommended to conduct a quality test of an aggregate before

it can be used on construction purposes.

48

LITERATURE CITED

"aggregate." Encyclopdia Britannica, 2014.

"properties of aggregate." Encyclopdia Britannica, 2014.

"materials testing." Encyclopdia Britannica, 2014.

"rocks." Encyclopdia Britannica, 2014.

http://www.in.gov/indot/files/chapter_03.pdf, retrieved on 09-03-14

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

http://www.sandberg.co.uk/laboratories/construction-materials/aggregate- testing.html, retrieved Oct. 24, 2014

C 131-03 Standard Test Method for Resistance to Degradation of Small-Size Coarse

Aggregate by Abrasion and Impact in the Los Angeles Machine ASTM 2004 Volume 04.02 Concrete and Aggregates

C 33-03 Standard Specification for Concrete Aggregates ASTM 2004 Volume 04.02

Concrete and Aggregates

C 142 97 Standard Test Method for Clay Lumps and Friable Particles in Aggregates ASTM 2004 Volume 04.02 Concrete and Aggregates

C 566 97 Standard Test Method for Total Evaporable Moisture Content of Aggregate by Drying ASTM 2004 Volume 04.02 Concrete and Aggregates

D 75 03 Standard Practice for Sampling Aggregates ASTM 2004 Volume 04.02

Concrete and Aggregates

C 136 01 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates ASTM 2004 Volume 04.02 Concrete and Aggregates

C 117 03 Standard Test Method for Materials Finer than 75-m (No. 200) Sieve in Mineral Aggregates by Washing ASTM 2004 Volume 04.02 Concrete and Aggregates

C 88 99a Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate ASTM 2004 Volume 04.02 Concrete and Aggregates

C 127 01 Standard Test Method for Density, Relative Density (Specific Gravity),

49

and Absorption of Coarse Aggregate ASTM 2004 Volume 04.02 Concrete and Aggregates

C 125 03 Standard Terminology Relating to Concrete and Concrete Aggregates ASTM 2004 Volume 04.02 Concrete and Aggregates

C 29/C 29M 97 Standard Test Method for Bulk Density (Unit Weight) and Voids in Aggregate ASTM 2004 Volume 04.02 Concrete and Aggregates

50

APPENDICES

53

=

=

APPENDIX B

COMPUTATIONS

COMPUTATIONS OF SPECIFIC GRAVITY

Coarse Aggregates (Mainit River)

1.) wt. in air saturated surface dry (SSD) 3052.0

2.) wt. in air oven dry sample (OD) 2994.0

3.) wt. of sample in water (H2O) 1674.0

A. Specific Gravity, (DRY) = 2

2994 = 2.173

1-3 1378

B. Specific Gravity, (SSD) = 1 3052

= 2.215 1-3 1378

C. Specific Gravity, (Apparent) = 2 2994

= 2.268 2-3 1320

D. Absorption, % = 1-2

x 100 58 X 100 = 1.937 2 2994

Coarse Aggregates (Kalambis river)

1.) wt. in air saturated surface dry (SSD) 2843.0

2.) wt. in air oven dry sample (OD) 2797.0

3.) wt. of sample in water (H2O) 1495.0

A. Specific Gravity, (DRY) =

2 2797

= 2.075

1-3 1348

B. Specific Gravity, (SSD) = 1

2843

= 2.109

1-3 1348

D. Specific Gravity, (Apparent) =

2 2797

= 2.148

2-3 1302

E. Absorption, % =

1-2 x 100

46 X 100 = 1.645

2 2797

COMPUTATION OF UNIT WEIGHT

Coarse Aggregate (Mainit River)

Loose

A. Trial no. 1 2 3

B. Wt. of Mold + Sample 5.091 4.962 5.042

C. Wt. of Mold 1.125 1.125 1.125

D. Vol. of Mold 0.00296 0.00296 0.00296

=

=

=

=

=

=

54

E. Wt. of Sample 3.966 3.837 3.917

Ave : 3.907

Unit wt.=

wt. of sample

vol. of mold

3.907 = 1320 kg/m3

0.00296

Rooded

A. Trial no. 1 2 3

B. Wt. of Mold + Sample 5.563 5.539 5.465

C. Wt. of Mold 1.125 1.125 1.125

D. Vol. of Mold 0.00296 0.00296 0.00296

E. Wt. of Sample 4.438 4.414 4.34

Ave : 4.397

Unit wt.=

wt. of sample

vol. of mold

4.397 = 1486 kg/m3

0.00296

Coarse Aggregate (Kalambis river)

Loose

A. Trial no. 1 2 3

B. Wt. of Mold + Sample 4.912 4.923 4.916

C. Wt. of Mold 1.125 1.125 1.125

D. Vol. of Mold 0