Volcanic Sand for Asphalt

VOLCANIC EJECTA MATERIALS FROM MOUNT PINATUBO AND
MAYON VOLCANO AS FINE AGGREGATES ON HOT MIX ASPHALT
A
Thesis
Proposal to the
Faculty of Civil Engineering Department
University of the East
Manila
In
Partial Fulfilment of
The requirements for the Degree of
Bachelor of Science in Civil Engineering
Members:
Angeles, Ma. Celine C.
Alarilla, Aladin Rigor D.
Aquino, Mechell A.
Bernardo, Lorenz Martin
Draper, Sherilyn R.
Ramis, Melanie A.
Taraya, Gerald
October 2011

TABLE OF CONTENTS
Approval Sheet
ACKNOWLEDGEMENT
ABSTRACT
CHAPTER I. THE PROBLEM AND ITS BACKGROUND
1.1 INTRODUCTION
1.2 BACKGROUND OF THE STUDY
1.3 STATEMENT OF THE PROBLEM
1.4 ASSUMPTION AND HYPOTHESIS
1.5 SIGNIFICANCE OF THE STUDY
1.6 CONCEPTUAL FRAMEWORK
1.7 SCOPE AND DELIMITATION
1.8 DEFINITION OF TERMS
CHAPTER II. REVIEW OF RELATED LITERATURE AND STUDY
2.1 REVIEW OF LITERATURE
2.1.1 FORIEGN LITERATURE
2.1.2 LOCAL LITERATURE
2.2 FOREIGN STUDY
2.3 LOCAL STUDY

CHAPTER III. METHODOLOGY
3.1 PROGRAMME OF EXPERIMENTS
3.2 MATERIALS USED
3.2.1 AGGREGATES
3.2.2 BINDING MATERIALS
3.3 EQUIPMENT
3.4 TESTING PROCEDURE
3.4.1 MARSHALL METHOD OF MIX DESIGN
3.4.2 IMMERSION METHOD
3.5 DESIGN CRITERIA
3.6 MARSHALL METHOD OF MIX DESIGN
3.7 IMMERSION COMPRESSION METHOD
3.8 BULK SPECIFIC GRAVITY PROCEDURE (GMB)
3.9 STABILITY AND FLOW PROCEDURE
3.10 MAXIMUM THEORETICAL DENSITY (GMM)
3.11 DETERMINING THE PERCENT AIR VOIDS

CHAPTER IV. PRESENTATION, ANALYSIS AND INTERPRETATION OF
DATA
4.1 PROPERTIES OF AGGREGATES
4.2 RESULTS OF MARSHALL TEST FOR THE DESIGN MIX OF 25%
REPLACEMENT OF “LAHAR”.
REPLACEMENT OF “LAHAR”
REPLACEMENT OF “LAHAR”
REPLACEMENT OF “BUGA”
4.8 RESULTS OF IMMERSION COMPRESSION TEST FOR THE
DESIGN MIX
CHAPTER V. FINDINGS, CONCLUSION AND RECOMMENDATION
5.1 SUMMARY OF FINDINGS
5.2 CONCLUSION

5.3 RECOMMENDATION
APPENDIX
DESIGN CRITERIA
STABILITY CORRELATION RATION
PROPORTIONING OF MATERIALS
SIEVE ANALYSIS OF MAYON
SIEVE ANALYSIS OF LAHAR
REFERENCES
PHOTO GALLERY
CURRICULUM VITAE:

CHAPTER I
INTRODUCTION
The availability of the materials and the ease of mixing concrete makes it the
most widely use road surfacing material. On the other hand, because of the strict
quality control and adequate drainage requirement of asphalt pavement, it
remained poor second to concrete pavement. Asphalt pavement, however, when
constructed and maintained properly, provides comfort to the motorist and the
riding public.
Both type of pavement made use of aggregates around 80% for concrete
pavement and around 90% for bituminous pavement. In as much as more roads are
to be built and maintained each year, so the need of more aggregates. As such, the
problem of sourcing the conventional aggregates in the future is anticipated for
they will be depleted soon. Furthermore, there are increasing environmental issues
on the use of conventional aggregates. It is because quarrying of these materials is
one of the major causes of noise and dust pollutions.
In line with these problems, alternative or naturally occurring materials was
investigated in order to determine if they were feasible for use as replacement
(partial or full) to fine aggregates in hot mixed asphalt such as volcanic ejecta from
Mt. Pinatubo and Mayon Volcano.
1

Mayon is an active volcano that it erupted very frequent, the last time of
which was in November 2009. It ejected lava and ‘buga’, the local term for
volcanic ash. Mt. Pinatubo on the contrary is a dormant volcano that it erupted last
June 1991. It ejected almost 8 billion cubic meters of volcanic sand known as
“lahar”. With the view in mind that these volcanic materials are potential sources
of construction materials, laboratory study was conducted to determine if “buga”
and “lahar” can be used as fine aggregates in hot mix asphalt.
2

BACKGROUND OF THE STUDY
Asphalt concrete pavement or hot mix asphalt (HMA) pavement as it is
more commonly called, refers to the bound layers of a flexible pavement structure.
For most applications, asphalt concrete is placed as HMA, which is a mixture of
coarse and fine aggregate, and asphalt binder. For HMA, it is 92-95% of
conventional aggregates and 5-8% asphalt cement. It is the second most widely
used surfacing material in road construction.
Today, there is an increasing interest on the use of volcanic materials
for construction. Some had used it for concrete hollow blocks, paving blocks, for
concrete mixture, among others. Lahar was a product of Mt. Pinatubo eruption that
leaves an abundant supply of natural fine aggregate for the provinces that were
affected. On the other hand, Mayon Volcano is considered as the most active
volcano in the Philippines that continually release volcanic ejecta that provides the
Bicol province an abundant supply of volcanic materials.
By this means, the researchers see the possibility of using these available
materials as partial or full replacement in hot mixed asphalt. At the same time, may
able to know if these two volcanic ejecta will produce the same or different effect
on the bituminous mixture.
3

STATEMENT OF THE PROBLEM
This research is conducted in order to investigate the properties of “buga”
from Mayon Volcano and “lahar” from Mt. Pinatubo and to determine if they are
feasible for use as fine aggregates in hot mixed asphalt.
Specifically, the research aims to answer the following questions:
1. What are the properties of “buga” and “lahar”?
2. Which proportion of sand replacement with “buga” and “lahar” will yield
the highest stability?
3. Which of the two sand ejecta will give a design that will satisfy the
specification requirement?
ASSUMPTION AND HYPOTHESIS
Both volcanic sand can be feasible replacement, either partial or full to
conventional aggregates in hot mix asphalt. There may be difference in the
properties of the volcanic sand however, it will be only minimal and has no
significant effect on its contribution to the stability of the asphalt mixture.
4

SINIFICANCE OF THE STUDY
The significance of the study stands on finding a sustainable alternative
material for conventional fine aggregates in hot mix asphalt construction. The
result of the study could help benefit the following:
●The Local Government
>Additional tax can be generated thru taxes from quarrying and
hauling of the materials.
●The Construction Industry
>The cost of bituminous mixture can be lowered by using cheap
abundant material.
●Residents
>Source of income/livelihood from quarrying and hauling of volcanic
materials.
●Environment
>Conventional materials will be conserved because the use of
volcanic sand will decrease the demand for these materials.
>It will help declogged streams buried with these materials.
5

CONCEPTUAL FRAMEWORK
The design parameters, materials and equipment to be used are specified in
the Input. The process outlines the quality test of the materials, the mixing of the
asphalt mixture, and the determination of the strength test. The output illustrates
whether the volcanic sand from either/both volcanoes can be used for replacement
in fine aggregates.
INPUT
1. Raw
Materials
2. Job Mix
Formula
3.Laboratory
Equipment
PROCESS
1. Quality Test
2. Asphalt
Mixture
Stability and
Immersion
tests
OUTPUT
Bituminous
mixtures of
satisfactory
Stability and
Index
Retained
Strength
FEEDBACK
6

SCOPE AND DELIMITATION
The study focused on the “buga” ejected by Mayon Volcano and on “lahar”
ejected by Mt. Pinatubo. They were used as partial and full replacement
respectively to fine aggregates in hot mixed asphalt.
The study was conducted on the 1st
semester of AY 2011-2012 and for most
part of the laboratory study at the Bureau of Research and Standards, DPWH. It
does not address other problems not contained in the Statement of the Problem.
DEFINITION OF TERMS
Air Voids (Va) - The total volume of the small pockets of air between the coated
aggregate particles throughout a compacted paving mixture, expressed as
percent of the bulk volume of the compacted paving mixture.
Aggregate -Materials used in construction, including sand, gravel, crushed stone,
slag, or recycled crushed concrete
Asphalt- is a sticky, black and highly viscous liquid or semi-solid that is present in
most crude petroleum and in some natural deposits. The primary use of
asphalt is in road construction where it is use as glue or binder mixed with
aggregates particles to create asphalt concrete.
Asphalt Concrete - Is composite material commonly used in construction projects
such as road surface, airports or parking lot.
7

Buga - The local term for volcanic ash ejected by volcano.
Bulk Specific Gravity (GMB) - The ratio of the weight in air of a unit volume of a
permeable material (including both permeable and impermeable voids
normal to the material) at a stated temperature to the weight in air of equal
density of an equal volume of gas-free distilled water at a stated temperature.
Dormant - In a state of rest or inactivity.
Lahar - An Indonesian word used by geologist to describe mudflow or water –
saturated debris flow on a volcano. Technically, any flow that is not
saturated should be referred to as debris avalanche; however, lahar is the
term most often used to describe any type of debris or mud flow on a
volcano.
Mineral filler - The purpose of mineral filler is to provide stability to the mix by
increasing the dust-to binder ratio (-200/AC). Mineral filler may be hydrated
lime, Portland cement, fly ash, limestone dust, steel slag dust, or cement kiln
dust. Hydrated lime may be used to reduce the effects of moisture damage
(stripping, aging, etc.) to the mix.
Road Surface or Pavement - Is the durable surface material laid down on an area
intended to sustain vehicular or foot traffic, such as road walkway.
8

Stability - The state or quality of being stable, especially resistance to change,
deterioration, or displacement
Voids in Mineral Aggregate (VMA) - Volume of intergrangular void space
between the aggregate particles of a compacted paving mixture that includes
the air voids and the effectice asphalt content.
Voids Filled with Asphalt (VFA) - The portion of the volume of the intergranular
void space between the aggregate particles (VMA) that is occupied by the
effective asphalt.
9

CHAPTER II
REVIEW OF RELATED LITERATURE AND STUDIES
This chapter expounds the different literature and studies in fine aggregates
replacement as viewed by authors and researchers of similar studies that are
relevant to our research.
REVIEW OF LITERATURE
FOREIGN LITERATURE
According to HuseyinAkbulut, CahitGurer and Sedat Cetin, aggregates are
one of the most important raw materials used in the construction industry. It is
almost impossible to create a structure without using aggregates. The worldwide
mining industry generates 16·5 billion tons of aggregates annually. An increase in
domestic and industrial areas limits the regional aggregate resources, and
highlights the need to find new sources of aggregate. Difficulties in using regional
resources forced aggregate suppliers to transport aggregate over long distances,
resulting in additional time and expense, as well as rapid deterioration of highway
infrastructures. Thus, it is vitally important to use available aggregate resources
effectively and to find new environmentally friendly potential aggregate resources
to meet the increasing demand. Therefore, aggregate samples taken from two
different aggregate resources in the Afyonkarahisar–Seydiler region of Turkey
10

were examined. In order to determine the physical properties of crushed aggregate
samples, standard tests were carried out to evaluate whether the volcanic aggregate
samples were suitable to use in bituminous pavement layers. In the study, four
different aggregate samples were used: volcanic aggregate 1 (V1), volcanic
aggregate 2 (V2), limestone 1 (L1) and limestone 2 (L2). The V1 and V2 samples
were volcanic rocks taken from the Tekerek and Kepez areas, respectively. These
samples had trachy-andesite composition based on their geochemical and
petrographical observations. The L1 and L2 samples were provided from quarries in
the Karacaoglan and Cobanlar areas, respectively. Both L1 and L2samples have
been currently used in hot-mix asphalt pavements. The test results indicate that the
sample V1 made of volcanic aggregates displayed adequate performance on a
wearing course with heavy traffic. Sample V2 did not display enough deformation
resistance as a bituminous mix; however, it could be used for surface courses
because of its good friction properties.
USE OF VOLCANIC AGGREGATES IN ASPHALT PAVEMENT MIXES
Authors: HüseyinAkbulut 1
;CahitGürer 1
; SedatÇetin 2
Source: Proceedings of the ICE - Transport, Volume 164, Issue 2, pages 111 –123 , ISSN: 0965-092X, E-ISSN: 1751-7710
11

LOCAL LITERATURE
According to Engr. DominadorPagbilao, from Philippine Engineering Journal
(PEJ, the factors affecting the porosity of a porous asphaltic concrete mix was
studied and the effect of these on its Marshall Stability was evaluated. Based on
the results of porosity and stability tests of several mixes, the value of a porous mix
design to porous pavement construction is presented.
USES OF VOLCANIC MATERIALS
1. Volcanoes and Economy. Volcanoes can be beneficial to folks, not only in
improving agriculture or as an energy source, but also economically in
business opportunities and recreation and tourism.
2. Volcanoes and People.Volcanic materials ultimately bread down to form
some of the most fertile soils on Earth, cultivation of which fostered and
sustained civilizations.
3. Geothermal Energy. Geothermal energy can be harnessed from the Earth's
natural heat associated with active volcanoes or geologically young inactive
volcanoes still giving off heat at depth. Steam from high-temperature
geothermal fluids can be used to drive turbines and generate electrical
power, while lower temperature fluids provide hot water for space-heating
12

purposes, heat for greenhouses and industrial uses, and hot or warm springs
at resort spas.
4. Fertile soils. Volcanic materials ultimately break down and weather to form
some of the most fertile soils on Earth, cultivation of which has produced
abundant food and fostered civilizations.
5. Mineral sources. Most of the metallic minerals mined in the world, such as
copper, gold, silver, lead, and zinc, are associated with magmas found deep
within the roots of extinct volcanoes located above subduction zones. Rising
magma does not always reach the surface to erupt; instead it may slowly
cool and harden beneath the volcano to form a wide variety of crystalline
rocks (generally called plutonic or granitic rocks).
6. Industrial Products. People use volcanic products as building or road-
building materials, as abrasive and cleaning agents, and as raw materials for
many chemical and industrial uses.
CHARACTERISTICS OF AGGREGATES
1. Surface texture
Surface texture is the pattern and the relative roughness or smoothness
of the aggregate particle. Surface texture plays a big role in developing the
bond between an aggregate particle and a cementing material. A rough
surface texture gives the cementing material something to grip, producing a
13

stronger bond, and thus creating a stronger hot mix asphalt or portland
cement concrete. Surface texture also affects the workability of hot mix
asphalt, the asphalt requirements of hot mix asphalt, and the water
requirements of portland cement concrete.
2. Shape
Roughness, or angularity is improved by crushing which induces more
aggregate interlocking and provides more bonding surface for the asphalt.
Depending on the project conditions (i.e. traffic volume), these guidelines
are recommended: 60 to 100 percent of the coarse aggregate with one
crushed face and possibly 50 to 80 percent with two crushed faces. Frictional
properties of fine aggregate are important. Generally, natural sands are
round and smooth and therefore, have lower frictional properties than
manufactured sands. For this reason, the percent by weight of total
aggregate of the natural sand in a mix is typically limited to 15 to 25 percent
in high traffic areas.
3. Size
Maximum aggregate size can affect HMA, PCC and base/subbase
courses in several ways. In HMA, instability may result from excessively
small maximum sizes; and poor workability and/or segregation may result
from excessively large maximum sizes (Roberts et al., 1996). In PCC, large
14

maximum sizes may not fit between reinforcing bar openings, but they will
generally increase PCC strength because the water-cement ratio can be
lowered. ASTM C 125 defines the maximum aggregate size in one of two
ways:
• Maximum size. The smallest sieve through which 100 percent
of the aggregate sample particles pass.
• Nominal maximum size. The largest sieve that retains some of
the aggregate particles but generally not more than 10 percent
by weight.
FOREIGN STUDY
Fine aggregates Angularity
In the study conducted by some professors of Iowa State University,it was
stated that a fine aggregate angularity test (FAA, CAR test, or direct shear) cannot
be conclusively linked to the performance of hot mix asphalt in terms of flow
number or accumulated microstrain at flow number. The Compacted Aggregate
Resistance (CAR) Value and angle of internal friction have only a slight
relationship on the performance of HMA but are better than the currently specified
uncompacted voids content. Although the fine aggregate angularity may provide a
15

relative index of a fine aggregate’s shape, there are other properties which play a
role in the performance of the fine aggregate in hot mix asphalt such as surface
texture, specific gravity, and particle strength. The research results do illustrate
that type of aggregate and the gradation of an aggregate source do play a
significant role in the performance of an HMA mixture as measured by the
unconfined dynamic creep test.
Grading
Gradation and aggregate type appear to be very important variables when
designing hot mix asphalt and reinforced the research by Stakston et al. (2002).
The unconfined dynamic creep test appears to be an adequate test to capture the
effects of gradation, but not aggregate type on hot mix asphalt performance.
LOCAL STUDY
According to the study conducted by the Beauru of Research and Standards ,
the grading of Lahar from various sources has shown that it could be used as fine
aggregate in ‘gap-graded’ bituminous mixes, such as hot rolled asphalt (HRA),
which has been used in the UK as a wearing course for many years
The study also concluded that the use of the ash as a replacement for
conventional fine aggregate in bituminous mixes for road surfacing has a
satisfactory performance. A full-scale trial was constructed using hot rolled asphalt
16

and asphalt concrete surfacing by using wheel track. Testing has demonstrated
their high resistance to deformation and confirmed the potential suitability of a hot
rolled asphalt mix as an effective alternative to the widely-used asphalt concrete.
A geological examination by the Philippine Institute of Volcanology and
Seismology (PhIVolcS) identified the materials of lahar that is particularly suitable
for bituminous mixes made with a ‘gap-graded’ aggregate structure such as HRA,
or as part of the fine aggregate component of an asphalt concrete (AC) mix.
Furthermore, according to the study conducted by Engr. Dominador
Pagbilao, volcanic sand from three river sources, Abacan, Bacolor and Lubao,
were investigated as an aggregate component of hot mix asphalt. Laboratory test
samples of asphalt mixtures containing these materials were evaluated according to
their Marshall properties and their sensitivity to moisture damage. The Marshall
properties of mixtures containing volcanic sand as fine aggregate were found to be
inadequate. The use of volcanic sand as partial substitute to fine aggregate, on the
other hand, do not adversely affect the Marshall properties of the mixtures
significantly, however, their resistance to moisture damage were significantly
reduced and the binder requirement were increased by 20%.
MAKING EFFECTIVE USE OF VOLCANIC ASH IN ROAD-BUILDING
IN THE PHILIPPINES
Engr. Reynaldo Faustino
Department of Public Works and Highways,
Beauru of Reaserch and Standards
17

CHAPTER III
RESEARCH METHODOLOGY
This chapter present the procedures used in conducting this experimental
study. This includes the programme of experiments, materials and equipment used
and the procedures of laboratory test employed.
3.1 PROGRAMME OF EXPERIMENTS
The Two (2) types of volcanic ejecta, ‘buga’ and ‘lahar’ from Albay and
Pampanga, respectively were tested to determine their physical characteristics in
conformance to ASTM requirement. Subsequently they were introduced in the
asphalt mixes at 0%, 25%, 50% and 100% replacement, respectively.
The asphalt mixtures were tested for: Penetration, Durability, Ductility, and
Viscosity.
3.2 MATERIALS USED
3.2.1 Aggregates
Conventional coarse aggregates G1, and fine aggregates S1, from
Montalbang, Rizal . Mayon volcano fine aggregates from Camalig, Albay and
Lahar from Pampanga. Lime as a substitute in mineral filter.
18

3.2.2 Binding Materials
Asphalt Cement with penetration grades 60/70 was utilized in this study. It
was supply by Pilipinas Shell Penetration Corp.
3.3 Equipment
The equipment used were:
a. Flat-bottom metal pans for heating aggregates.
b. Round metal pans, approximately 4 litres capacity, for mixing asphalt and
aggregates.
c. Oven and Hot plate, preferably thermostatically-controlled, for heating
aggregates, asphalt, and equipment.
d. Scoop for batching aggregates.
e. Container: gill-type tins, pouring pots, sauce pans, for heating asphalt.
f. Thermometer: For determining temperature of aggregates, asphalt and
asphalt mixtures.
g. Balances: 5-kg capacity, sensitive to 1 g, for weighing aggregates and
asphalt and 2-kg capacity, sensitive to 0.1g, for weighting compacted
specimens.
19

h. Large spatula
i. Compaction pedestal, consisting of a 200x200x460 mm wooden post
capped with a 305 x 305 x 25 mm (12 x 12 x 1in ) steel plate. The wooden
post should be oak, pine or other wood.
j. Compaction Mold, consist of base plate, forming mold, and collar
extension. Has diameter of 101.6mm and height of approximately 75mm.
k. Compaction Hammer, consisting of a flat circular tamping face, 98.4mm in
diameter and equipped with a 4.5kg weight constructed to obtain a specified
457mm height of drop.
l. Mold Holder, consisting of spring tension device designed to hold
compaction mold centered in place on compacted pedestal.
m. Paper Disks, 100mm, for compaction.
n. Steel specimen Extraction
o. Welder gloves for handling hot equipmet.
p. Marking Crayons, for identifying test specimens.
q. Marshall Testing Machine, a compression Testing device. Designed to
apply loads to test specimens through cylindrical segment testing heads at
a constant rate of vertical strain of 51mm per minute.
r. Water Bath, at least 150mm (6in) deep and thermostatically – controlled
to 60°C ± 1°C
20

3.4 TESTING PROCEDURE
FRAMEWORK:
Gathering of the Raw Materials
Quality Test of the Raw Materials Analysis and interpretation of data
Preparation of job mix formula Conclusion
Hot mix asphalt preparation/ mixing Recommendation
FAILED
Test of the sample
Figure 3.1 Research Methodology Frameworks
3.4.1 MARSHALL METHOD OF MIX DESIGN
Marshall Method is applicable only to hot-mix asphalt paving mixtures
containing aggregates with maximum sizes of 25mm (1in) or less. It intended for
laboratory design and field control of asphalt hot-mix dense-graded paving
mixture.
3.4.2 IMMERSION METHOD
The Department of Public Works and Highways (DPWH) Standards
Specifications require asphalt mixes for surfaces paving to have a minimum dry
21

compressive strength of 1800 KPa and minimum Index of Retained Strength
(IRS)of 70% for wet compressive strength.
Weight of Aggregates x % of Asphalt
Weight of Asphalt =
100 - % of Asphalt
In This Study the weight used is 1200g. The weight of Asphalt content is
based on the value for 1200g specimen.
3.5 MARSHALL METHOD OF MIX DESIGN
For this test undertaken by preparing a cylindrical specimen 4 inches
(101.6mm) in diameter and 2.5 inches (63.5mm) in height, the approximate weight
of the specimens is 1200g.
a. By sieve analysis, Proportioning of materials is obtained in grams per sieve
size.
b. The batched aggregates are placed oven to obtain a temperature at 200°C.
c. Determine the Asphalt content of the mixture to table 3.2 defending to the
weight of mix.
d. Transfer the batched aggregates to a pan and place at the weighing scale for
the mixing of the asphalt content.
22

e. After mixing, place the pan in the stove, mix the specimen until the asphalt
cover all the aggregates and check the temperature until it reach at 160°C.
f. For molding process, place a filter paper in the bottom of the mold to
prevent the specimen from sticking to the bottom plate, brush oil into inner
side of the molds as well. Mix the specimen for cooling process until it drops
its temperature at 140-145°C
g. Place the specimen to the mold and spade the sample with a spatula with 15
times around the perimeter and 10 times in the center of the mold place a
filter paper at the top of the specimen to prevent in to stick to the compaction
machine.
h. Set the mold on the Asphalt Mechanical Compactor and apply 75 numbers
of compaction blows at top. After establish the top rotate the mold and
compact the bottom with 75 numbers of compaction blows.
i. After the compaction process the filter paper at both ends leave the mold to
cure 24 hours before removing it to the mold.
j. After 24 hours remove the specimen in the molds with the use of mechanical
extractor.
k. Follow the procedure in determining the Bulk Specific Gravity (Gmb).
l. Follow the procedure in determining the Stability and Flow.
23

m. Follow the procedure in determining the Maximum Theoretical Specific
Gravity (Gmm).
3.6 IMMERSION METHOD
For this test undertaken by preparing a cylindrical specimen 4 inches
(101.6mm) in diameter and 2.5 inches (63.5mm) in height, the approximate weight
of the specimens is 1900g.
a. By sieve analysis, Proportioning of materials is obtained in grams per sieve
size.
b. The batched aggregates are placed oven to obtain a temperature at 200°C.
c. Determine the Asphalt content of the mixture to table 3.2 defending to the
weight of mix.
d. Transfer the batched aggregates to a pan and place at the weighing scale for
the mixing of the asphalt content.
e. After mixing, place the pan in the stove, mix the specimen until the asphalt
cover all the aggregates and check the temperature until it reach at 160°C.
f. For molding process, place a filter paper in the bottom of the mold to
prevent the specimen from sticking to the bottom plate, brush oil into inner
24

side of the molds as well. Mix the specimen for cooling process until it drops
its temperature at 140-145°C
g. Place the specimen to the mold and spade the sample with a spatula with 15
times around the perimeter and 10 times in the center of the mold. By the
use of the Universal Testing Machine the mold will be compacted with 17.1
tons, the initial load for specimen.
h. After the compaction process, the specimen can be obtain cure the specimen
for 24 hours at 60°C in oven.
i. After 24 hours remove the specimen let it cool.
j. Follow the procedure in determining the Bulk Specific Gravity (Gmb).
k. For the wet stability palce 3 specimens in the water batch for 24 hours, and
for the dry stability 3 will be left in the room temperature.
l. After 24 hours remove the specimen in the water bath and place it in tap
water for 2 hours.
m. Place the specimen at the Universal Testing Machine, the wet specimen is
for the wet compressive strength and the dry specimen is for the dry
compressive strength.
25

3.7 BULK SPECIFIC GRAVITY PROCEDURE (Gmb)
The density of the compacted specimen is simply computed as its mass
divided by its volume. Since the compacted specimen has still some amount of
irregularities on is surface, its volume is measured by Archimedes’s Principle.
a. Weigh the specimen in air. Wa
b. Immerse the specimen in water for 3 to 5 minutes. Take the submerged
weight. Wb
c. Wipe off the surface moisture from the specimen, and then take the weight of
the saturated surface dry specimen in air. Wc
3.8 STABILITY AND FLOW PROCEDURE
The specimens are not compacted to the standard size of 63.5 mm, in
this case the stability values recorded from the test is not the standard stability
value for the specimen in which it is need to be adjust with the use of the table 3.5
Stability Correlation Value. The correlation value of the specimen can be
determined with interpolation method. Follow this procedure for this test.
a. Measure and record the height of the test specimen from its four sides with a
calliper and average the data..
b. Immerse the specimen in a water bath of 60oC and maintain for about 30 to
40 min.
c. Clean the testing heads and lightly apply oil to the guide rods. The testing
heads shall be maintained at a temperature between 21 to 38oC.
26

d. Remove the specimen from the water bath, and then position it to the lower
loading head. Fit in the upper loading head, and then position the assembly
in the loading machine. Bring the piston of the proving ring in contact with
the top of the upper loading head then set up the flow meter in one of the
guide rods into zero reading.
e. Apply load and Record the maximum load resistance as well as the flow
value corresponding to it (which is the reading in the flow meter).
3.9 MAXIMUM THEORETICAL DENSITY (Gmm)
The asphalt institute recommends that the density of the loose mixture at
asphalt content near the optimum be determined and the density at the other asphalt
content determine for the calculation.
a. Place the specimen at the oven until it reach the temperature of 170°C, so it
can be easily breakdown after the breakdown allow the specimen to cool.
b. Prepare a 1500g of specimen
c. Place the specimen in the flask add water until the flask is nearly full.
d. Place the specimen with the Gmm testing machine for about 20mins per
specimen it will remove the air.
e. Insert the stopper, marking sure that the water spills off from the stopper and
wipe off the water from the surface of the flask, take the weight as Wb.
f. Remove the specimen from the flask, clean the interior side of the flask and
fill it with water, Make sure that there is no bubbles are present, insert the
stopper make sure that water spills from the tube then wipe off the surface.
Take the weight of flask filled with water. Wc
27

Wa
Gmm =
Wa + Wb -Wc
3.10 DETERMINING THE PERCENT AIR VOIDS
Air voids is the ration of the volume of the small airspace between the
coated particles to the total volume of the mixture expressed as percentage.
Gmm - Gmb
Air Voids = x 100
Gmm
28

CHAPTER IV
PRESENTATION OF ANALYSIS AND INTERPRETATION OF DATA
This chapter presents the presentation, analysis and interpretation of data
acquired from the testing that was done during the duration of the study. An
analysis and evaluation were generated from the data and information obtained
from the experiments performed in this study. Discussions of the results and
analysis are presented in this chapter.
4.1 Properties of Aggregates
Table 4.1 Results of Quality Test
The table shows properties of “buga”, “lahar” and conventional aggregates,
as the results from the Quality test conducted on the aggregates.
QUALITY TEST
CONVENTIONAL
FINE
AGGREGATES
MAYON LAHAR
CONVENTIONAL
COARSE
AGGREGATES
1. Moisture
Content 6.49% 4.707% 10.976% 12.08%
2. Fineness
Modulus 2.482 2.37 2.844
3. Specific
Gravity 2.38 2.189 2.45 2.89
4. Absorption 3.31% 2.627% 2.49% 5.1570%
5. Unit weight
• Loose
• Rodded
1459.643 kg/𝑚𝑚3
1478.571 kg/𝑚𝑚3
1293.928
kg/𝑚𝑚3
1318.571
kg/𝑚𝑚3
1625.714
kg/𝑚𝑚3
1670.714
kg/𝑚𝑚3
1583.31 kg/𝑚𝑚3
1687.767 kg/𝑚𝑚3
29

4.2 Results of Marshall Test for the Design Mix of 25% replacement of
“lahar”.
Fig. 4.1 Plot of stability, air voids, GMB, flow, VMA, and VFA against asphalt content using 25%
replacement of Lahar.
2765.19
2690.47
3031.95
2957.81
2987.16
2600
2700
2800
2900
3000
3100
4 4.5 5 5.5 6 6.5 7
Stability vs Asphalt content
6.54
5.79
3.14
1.57
0.79
0
2
4
6
8
4 4.5 5 5.5 6 6.5 7
Airvoids vs Asphalt content
2.43 2.44
2.47
2.5
2.52
2.4
2.45
2.5
2.55
4 4.5 5 5.5 6 6.5 7
GMB vs Asphalt content
12.53
13.73 14
14.67
14
12
13
14
15
4 4.5 5 5.5 6 6.5 7
Flow vs Asphalt content
14.36 14.46
13.87
13.28
13.06
12.5
13
13.5
14
14.5
15
4 4.5 5 5.5 6 6.5 7
VMA
54.46
60
77.36
88.18
93.95
40
50
60
70
80
90
100
4 4.5 5 5.5 6 6.5 7
VFA
30

Asphalt
Content
Stability GMB
Air
voids
Flow VMA VFA
4.5 2765.19 2.43 6.54 12.53 14.36 54.46
5 2690.47 2.44 5.79 13.73 14.46 60
5.5 3031.95 2.47 3.14 14.53 13.87 77.36
6 2957.81 2.5 1.57 14.67 13.28 88.18
6.5 2987.16 2.52 0.79 14 13.06 93.95
Table 4.4 Values of Stability, GMB, Air voids, VMA and VFA using 25% replacement of lahar.
Marshall Stability test with 25% replacement of lahar passed the minimum
stability of 1800 pounds of Marshall Design Criteria; means that the design mix
has sufficient stability so under traffic loads, the pavement will not undergo
distortion and displacement.
Limit value for bulk specific gravity of Marshall Design Criteria were not
included in the requirements. However, results for bulk specific gravity for
compacted bituminous mixture are important in order to determine the percent of
its air voids. On the other hand, the result of bulk specific gravity shows an
increasing value with increasing asphalt content.
Flow increases along with increasing asphalt content up to a maximum after
which the flow decrease from 14.67 at 6%asphalt content to 14 at 6.5% asphalt
content. Furthermore, the percentage of air voids decreases as asphalt content
increases, approaching a minimum void content, since the asphalt tends to fill all
the void spaces.
The percentage of voids in mineral aggregate gives 4.5 and 5 asphalt content
which passed the minimum requirement of 14 while the remaining 5.5, 6 and 6.5
31

failed to meet the VMA requirement which means that the intergranular space
occupied by asphalt and air in a compacted asphalt mixture was not obtained.
The percentage of voids filled with asphalt also increases with asphalt content.
The asphalt institute recommends choosing the asphalt content at the median of the
percent air voids limits, which is four percent. All the calculated and measured mix
properties were evaluated by comparing them to the mix design criteria for
Marshall Mix.
At 4% air voids it has an asphalt content of 5.3. The mixture has a stability
of 2900 lbs, has flow value of 13.9, Voids in Mineral Aggregate of 14.1 and Voids
in Fine Aggregate of a value of 70. Overall, it passed the criteria for Marshall Mix
design at 4% air voids.
32

4.3 Results of Marshall Test for the Design Mix of 50% replacement of “lahar”.
2311.44
2447.98
2767.63 2757.88
2430.86
1000
1500
2000
2500
3000
4 4.5 5 5.5 6 6.5 7
Stability
8.66
7.14
5.56
4.76
2.03
0
2
4
6
8
10
4 4.5 5 5.5 6 6.5 7
Airvoids
2.32
2.34
2.38
2.4
2.41
2.3
2.32
2.34
2.36
2.38
2.4
2.42
4 4.5 5 5.5 6 6.5 7
GMB
8.67
9.47
11.33
10
6.8
4
6
8
10
12
4 4.5 5 5.5 6 6.5 7
Flow
18.24
17.97
17.01
16.75
16.85
16.5
17
17.5
18
18.5
4 4.5 5 5.5 6 6.5 7
VMA
52.52
60.28
67.31
71.58
87.95
40
50
60
70
80
90
100
4 4.5 5 5.5 6 6.5 7
VFA
33

Asphalt
Content
Stability GMB
Air
voids
Flow VMA VFA
4.5 2311.44 2.32 8.66 8.67 18.24 52.52
5.0 2447.98 2.34 7.14 9.47 17.97 60.28
5.5 2767.63 2.38 5.56 11.33 17.01 67.31
6.0 2757.88 2.4 4.76 10 16.75 71.58
6.5 2430.86 2.41 2.03 6.8 16.85 87.95
Table 4.5 Values of Stability, GMB, Air voids, VMA and VFA using 50% replacement of lahar
The stability shows on the graph a trend with increasing value with
increasing asphalt content up to maximum, after which the stability decreases. All
design mix passed the minimum stability of 1800 lbs of Marshall Design Criteria
for heavy traffic.
On the other hand, from the graph of flow vs asphalt content, only with 6.5%
asphalt content failed to meet the specification of the Marshall Mix criteria having
6.8 flow. Meanwhile, air voids steadily decreases with increasing asphalt content,
ultimately approaching a minimum void content. Only the design 6% of asphalt
content passed the requirement of air voids percentage.
The percent voids in mineral aggregate, VMA, generally decreases to a
minimum value then increases with increasing asphalt content. For heavy traffic
surface, the Marshall mix design criteria for VFA range from 65-75. Only 5.5 and
6 asphalt content meet the requirement.
Considering, at 4% air voids it has asphalt content of 6.10. Projecting this
asphalt content, the mixture has a stability of 2700 lbs, has flow value of 9.5, Voids
in Mineral Aggregate of 16.8 and Voids in Fine Aggregate of a value of 78. VFA
failed to meet the requirements ranging from 65-75.
34

“lahar”.
Fig.4.3 Plot of stability, air voids, GMB, flow, VMA, and VFA against asphalt content using 100%
2324.15
2388.31
2582.20
6
2436.47
2592.65
2300
2350
2400
2450
2500
2550
2600
2650
4 4.5 5 5.5 6 6.5 7 7.5 8
Stability
7.09
5.93
2.44
1.22 0.82
0
2
4
6
8
4 4.5 5 5.5 6 6.5 7
Airvoids
2.36
2.38
2.4
2.43 2.43
2.34
2.36
2.38
2.4
2.42
2.44
4 4.5 5 5.5 6 6.5 7
GMB
9
11.07 10.93
9.2
7.47
4
5
6
7
8
9
10
11
12
4 4.5 5 5.5 6 6.5 7
Flow
17.44
17.18
16.92
16.33
16.77
16.2
16.4
16.6
16.8
17
17.2
17.4
17.6
4 4.5 5 5.5 6 6.5 7
VMA
59.35
65.48
97.4
92.53 95.11
40
50
60
70
80
90
100
110
4 4.5 5 5.5 6 6.5 7
VFA
35

Asphalt
Content
Stability GMB
Air
voids
Flow VMA VFA
4.5 2324.15 2.36 7.09 9 17.44 59.35
5.0 2388.31 2.38 5.93 11.07 17.18 65.48
5.5 2582.206 2.4 2.44 10.93 16.92 97.4
6.0 2436.47 2.43 1.22 9.2 16.33 92.53
6.5 259265 2.43 0.82 7.47 16.77 95.11
Table 4.6 Values of Stability, GMB, Air voids, VMA and VFA using 100% replacement of lahar.
The stability for 100% replacement of lahar has a minimum value of 2324
lbs at 4.5 asphalt content and has a maximum value of 2593 lbs at 6.5 asphalt
content. From the Flow vs. asphalt content graph, shows that 4.5%, 5%, 5.5%. and
6% asphalt content passed the Marshall Design Criteria for Heavy traffic from 8-
14 while failed at 6.5% asphalt content. On the other hand, air voids steadily
decreases with increasing asphalt content, ultimately approaching a minimum void
content. Asphalt content ranging from 5%-5.5% has the possibility to meet the air
voids specification of 3-5% at 4 % air voids.
The graph shows a decreasing value of VMA to a minimum value and
increases with increasing asphalt content. It passed the minimum criteria of 14 in
all mix design. For heavy traffic surface, the Marshall Mix design criteria for VFA
range from 65-75. Only at 5.0% asphalt content meets the requirement.
Considering at 4% air voids it has asphalt content of 5.25. Projecting this
asphalt content, the mixture has a stability of 2500 lbs, has flow value of 11.25,
Voids in Mineral Aggregate of 17.1 and Voids in Fine Aggregate of a value of 83.
Overall, only at design criteria for VFA failed to meet the design criteria of 65-75.
36

4.5 Results of Marshall Test for the Design Mix of 25% replacement of “buga”.
replacement of buga..
2086.27
2095.91
2104.51
2096.73
2105.74
2085
2090
2095
2100
2105
2110
4 4.5 5 5.5 6 6.5 7
Stability
7.51
6.59
4.33
3.56
2.38
0
2
4
6
8
4 4.5 5 5.5 6 6.5 7
Airvoids
2.39
2.41
2.43
2.44 2.443
2.38
2.39
2.4
2.41
2.42
2.43
2.44
2.45
4 4.5 5 5.5 6 6.5 7
GMB
8.67
9.33
8.93
9.2
9.07
8.6
8.8
9
9.2
9.4
4 4.5 5 5.5 6 6.5 7
Flow
14.76
14.5 14.49
14.45
14.31
14.2
14.3
14.4
14.5
14.6
14.7
14.8
4 4.5 5 5.5 6 6.5 7
VMA
49.12
55.103
70.12
75.36
83.37
40
50
60
70
80
90
4 4.5 5 5.5 6 6.5 7
VFA
37

Asphalt
Content
Stability GMB
Air
voids
Flow VMA VFA
4.5 2086.27 2.39 7.51 8.67 14.76 49.12
5.0 2095.91 2.41 6.59 9.33 14.5 55.103
5.5 2104.51 2.43 4.33 8.93 14.49 70.12
6.0 2096.73 2.44 3.56 9.2 14.45 75.36
6.5 2105.74 2.443 2.38 9.07 14.31 83.37
Table 4.7 Values of Stability, GMB, Air voids, VMA and VFA using 25% replacement of “buga”.
As shown on the graph, the stability increases in value with increasing
asphalt content up to maximum value after which the stability decreases. All
design mix passed the minimum stability of 1800 lbs of Marshall Design Criteria
for heavy traffic. It shows an increasing value of with increasing asphalt content..
At this percentage of replacement replacement of “buga” on hot mixed
asphalt, shows a graph of flow passed the requirement of Marshall Design Criteria
for heavy traffic of 8-14. It also shows a trend for air voids with steadily
decreasing values with increasing asphalt content, ultimately approaching a
minimum void content.
Furthermore, it shows data passed the minimum requirement of 14 for
VMA, therefore it meet the VMA requirement for heavy traffic. It generally
decreases with increasing asphalt content.
On the other hand, the graph shows an increasing value of VFA as the
asphalt content increases, because the VMA is being filled with asphalt.
Considering, at 4% air voids it has asphalt content of 5.65. Projecting this
asphalt content, the mixture has a stability of 2104lbs, has flow value of 8.9, Voids
in Mineral Aggregate of 14.49 and Voids in Fine Aggregate of a value of 73.
Overall, meets the entire requirement for Marshall mix design.
38

4.6 Results of Marshall Test for the Design Mix of 50% replacement of “buga”.
Fig. 4.5 Plot of stability, air voids, GMB, flow against asphalt content using 50% replacement of buga..
Asphalt
Content
Stability GMB
Air
voids
Flow
4.5 2244.735 2.304 9.6 6.13
5.0 2174.441 2.334 8.1 6.27
5.5 2490.249 2.319 6.4 6.53
6.0 2398.757 2.368 4.3 7.47
6.5 2397.18 2.391 4.18 7.33
2244.73
5 2174.44
1
2490.24
9
2398.75
7
2397.18
2100
2200
2300
2400
2500
2600
4 4.5 5 5.5 6 6.5 7 7.5 8
Stability
9.6
8.1
6.4
4.3 4.18
0
2
4
6
8
10
12
4 4.5 5 5.5 6 6.5 7
Airvoids
2.304
2.334
2.319
2.368
2.391
2.28
2.3
2.32
2.34
2.36
2.38
2.4
4 4.5 5 5.5 6 6.5 7
GMB
6.13 6.27
6.53
7.47 7.33
5
5.5
6
6.5
7
7.5
8
8.5
9
4 4.5 5 5.5 6 6.5 7
Flow
39

The graph shows that it has the maximum stability at 5.5 % asphalt content
while all other design mix meets the requirements of minimum 1800 lbs.It also
shows that maximum bulk specific gravity is equal to 2.391 and it achieved when
asphalt content percentage is equal to 6.5%. However Limit value for bulk specific
gravity of Marshall Design Criteria was not included in the requirements. On the
other hand, the flow graphs shows that 50% replacement failed to meet the flow
requirements at all asphalt content. Furthermore, it shows an decreasing value of
air voids with increasing asphalt content. Only 6 and 6.5 asphalt content passed the
requirement of 3-5 air voids.
“buga”.
Fig. 4.6 Plot of stability, air voids, GMB, flow, against asphalt content using 100% replacement of Lahar.
1274.4
1877.65
1606.6
1650.23
1779.37
0
500
1000
1500
2000
4 4.5 5 5.5 6 6.5 7
Stability
6.07
5.28 4.9
3.29
2.47
0
2
4
6
8
4 4.5 5 5.5 6 6.5 7
Airvoids
2.32
2.33 2.33
2.35
2.37
2.3
2.32
2.34
2.36
2.38
4 4.5 5 5.5 6 6.5 7
GMB
18.67 18.27
16.53
14.67 14.27
10
12
14
16
18
20
4 4.5 5 5.5 6 6.5 7
Flow
40

Asphalt
Content
Stability GMB
Air
voids
Flow
4.5 1274.4 2.32 6.07 18.67
5.0 1877.65 2.33 5.28 18.27
5.5 1606.6 2.33 4.9 16.53
6.0 1650.23 2.35 3.29 14.67
6.5 1779.37 2.37 2.47 14.27
Generally, the graph shows that the mix design failed to meet the minimum
requirements of 1800 lbs for asphalt content 4.5%, 5.5%, 6.0% and 6.5%
respectively.It shows that maximum bulk specific gravity is equal to 2.37 and it
achieved when asphalt content percentage is equal to 6.5%.
Also the graph shows no one of the asphalt content meet the requirement of
flow value for Marshall Design Criteria. In other words, the graph failed the
requirement of flow percentage.
Overall, the 25% replacement for lahar has the good properties of the
mixture compare with 50% and 100% replacement. While on the other hand, the
25% replacement of buga from Mayon Volcano also has the most advantageous
properties of design mix at 4% air voids.
4.8 Results of Immersion Compression Test for the Design Mix
LAHAR MAYON CONTROL
dry stability 1401 1170 1420
wet stability 1165 1129 1116
IRS 83.15 96.5 79
41

Table 4.10 Results values for dry stability, wet stability, and IRS for Immersion Compression Test
Fig. 4.7 Graphical representation of Immersion Compression Test result for ‘lahar’, ‘buga’ and
conventional
The bar graph shows that control has the highest stability with 1420 kpa
followed by 25% replacement “lahar” with 1402 kpa and 25% replacement of
“buga” with 1170 KPa dry stability. Therefore dry stability of 25% replacement
“buga” failed to meet the minimum requirement of 1400 KPa.
On the other hand, the 25% replacement lahar has the highest wet
compressive strength with 1165 kpa followed by control with 1116 kpa and 1129
kpa for 25% replacement of buga.
Furthermore, the IRS the for 25% lahar,25% buga and control are 83%,
103.63% and 79% respectively, does making the 25% replacement of Mayon
volcano sand the highest IRS. But it failed to pass the minimum requirement of
1400 KPa for dry compressive stability.
0
200
400
600
800
1000
1200
1400
1600
dry stability wet stability IRS
LAHAR
MAYON
CONTROL
42

CHAPTER V
SUMMARY, CONCLUSIONS AND RECOMMENDATIONS
SUMMARY OF FINDINGS
This research is conducted in order to investigate the properties of “buga”
from Mayon Volcano and “lahar” from Mt. Pinatubo and to determine if they are
feasible for use as fine aggregates in hot mixed asphalt. In order to answer these
research questions, the Experimental method of research was applied. Based on the
study conducted by the researcher, these are the following findings:
1. Based on the quality test performed, it was shown that ‘lahar’ is coarser
than ‘buga’. However, ‘lahar’ has higher moisture content of 10.976%
compared to ‘buga’ has the value of 4. 707 %.
2. The proportion of sand replacement that yields the highest stability for
‘lahar’ was 25% replacement. On the other hand, 50% replacement for
‘buga’ yields the highest stability however failed to meet other criteria
which is flow.
3. ‘lahar’ gave a design that satisfied the specification requirement for both
Marshall Stability Test and Immersion Compression Test at 25%
replacement.
43

CONCLUSION:
After evaluation of the gathered results from the study, the replacement of
‘lahar’ is feasible as fine aggregates in hot mix asphalt at 25% replacement. It
passed both Marshall Stability and Immersion Compression Test. However, ‘buga’
from Mayon Volcano although passed the Marshall Stability Test at 25 %
replacement, it failed to satisfy the Immersion Compression Test for dry
compressive stability (IRS) while 50% and 100% replacement failed to pass the
Marshall Stability requirement for flow.
RECOMMENDATION:
The following are the researcher’s recommendation for further study:
• For the percentage that failed to meet the requirement for Marshall
Stability Test and Immersion Compression Test, use higher grade of
asphalt such as Polymer Modified Bitumen.
• Wheel Tracking Test and Skid Resistance Test are also recommended
as additional tests in order to measure the rate of deformation and the
dynamic stability which will show the rutting resistance of sample
mixtures in hot condition.
• Sourcing of “buga” from upstream.
44

• Blending of “buga” and ‘lahar” at different percentage replacement.
45

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