122.245use - of Aggregates - Asphalt - Pavement2254
122.245use - of Aggregates - Asphalt - Pavement2254
122.245use - of Aggregates - Asphalt - Pavement2254
Abstract
More than 95% of asphalt pavement materials (by weight) consist of aggregates. The highway and construction industries consume a
huge amount of aggregates annually causing considerable energy and environmental losses. The aggregates are usually produced from
neighborhood aggregate quarries or from natural aggregate sources. As a result of the increasing demands for new aggregate quarries,
the general texture of earth’s surface has been steadily deteriorating, causing environmental concerns. The use of marble wastes from
marble quarries as aggregates might help meet the increasing demands and slow down any detrimental effects on the environment. In this
study, recycled aggregates produced from homogeneous marble and andesite quarry wastes in Afyonkarahisar–Iscehisar region were
compared to two other aggregate specimens currently used in Afyonkarahisar city asphalt pavements. Los Angeles abrasion, aggregate
impact value, freezing and thawing, flakiness index and Marshall stability flow tests were carried out on the aggregate specimens. The test
results indicate that the physical properties of the aggregates are within specified limits and these waste materials can potentially be used
as aggregates in light to medium trafficked asphalt pavement binder layers.
r 2006 Elsevier Ltd. All rights reserved.
Keywords: Marble wastes; Aggregate; Environment; Asphalt pavement aggregate tests; Hot mix asphalt; Marshall stability and flow tests
0360-1323/$ - see front matter r 2006 Elsevier Ltd. All rights reserved.
doi:10.1016/j.buildenv.2006.03.012
ARTICLE IN PRESS
1922 H. Akbulut, C. Gürer / Building and Environment 42 (2007) 1921–1930
of pavements, as much as 12,500 ton of virgin aggregates Aliaga refinery and meets ASTM standards. AC properties
are consumed per kilometer [7]. In order to meet the given in Table 2.
demands from the road construction industry, aggregate
quarries have been causing rapid environmental deteriora- 2.2. Experimental design
tion and unrecoverable damages [8]. In order to minimize
these effects as well as construction costs, a number of The plan of this study is outlined below:
researchers have been working to find a source of
aggregates that is environment friendly and cost effective 1. Determination of physical properties of aggregates: this
[4,9–15]. A number of researchers indicate that quarry section includes sieve analysis [23]; specific gravity of
aggregates produced from waste marble during mining and coarse, fine and filler aggregates [24–26] Los Angeles
processing wastes could be used as construction material in abrasion value (LAV) test [27]. Aggregate impact value
low-traffic asphalt pavement base courses [16–20]. The (AIV) test [27], aggregate freezing and thawing test [28],
waste marbles mostly consist of calcium with a low and aggregate flakiness index test [29], aggregate
polishing stone value, so their use on the top layers stripping and Vialit Plate tests [30].
(wearing courses) requiring a high-skid resistance may not 2. Marshall test and optimum AC content determination:
be possible. However, Akbulut and Gürer reported that the in determining the optimum AC content a series of
potential to use the waste in low to medium traffic urban test specimens were prepared with a range of different
roads and binder courses not requiring a high-skid AC contents so that the test data curves show a well-
resistance exists [4]. Aggregates from waste marble may defined optimum value [31]. The Marshall stability
meet the huge demand for aggregates by the pavement and flow tests were performed on the specimens
construction industry. prepared.
The work aims at studying the use of waste marble
fragments, generated during the production of marble Conclusions were drawn based on the results and have
blocks and cutting processes, as aggregates in the asphaltic been presented below.
mix design procedure. The use of waste marble aggregates
has the potential to reduce road construction budgets as
3. Test results
well as encourage environmental protection.
The experimental study was performed in two sections;
2. Materials and methods aggregate tests and hot mix tests.
Table 3
Table 1 Design gradation limits of aggregate specimens
Chemical compositions of aggregate specimens percentage of component
Sieve Sieve Passing Passing Passing Passing Lower–upper
Component % (A) % (B) % (C) % (D) (mm) (A) (%) (B) (%) (C) (%) (D) (%) limits
CaO 32.01 – 19.94 13.90 3=411 19.0 82.6 100 100 100 77–100
11 12.5 67.8 75.6 73 67.2 59–77
SiO2 1.06 21.19 0.51 0.57 1=2
Oxygen 66.35 69.68 79.13 85.11 3=811 9.5 60.8 57.4 63 56.9 49–66
MgO 0.18 – 0.42 – No. 4 4.75 47.9 45.5 49 47.1 34–52
Na2 O 0.22 1.07 – – No. 10 2.00 28.0 34.1 30 27.4 23–39
Al2 O3 0.18 2.09 – 0.41 No. 40 0.42 15.5 17.3 14 14.5 12–22
K2 O – 1.76 – – No. 80 0.180 9.5 11.7 10 11.2 7–14
Fe2 O3 – 4.21 – – No. 200 0.074 4.0 4.9 7 4.5 2–7
ARTICLE IN PRESS
H. Akbulut, C. Gürer / Building and Environment 42 (2007) 1921–1930 1923
3.1. Aggregate tests impact values were 18.66%, 18.80%, 16.83% and 18.60%
for aggregate specimens A, B, C and D, respectively
In this section, design gradation limits of aggregate (Table 5). The impact values of high-quality aggregates
specimens for hot mix asphalt from the aggregate speci- (such as volcanic rocks) should be lower than 18% [32].
mens as shown in Table 3 [23]. Standard aggregate test Except specimen C, which has a better impact value than
methods were applied to the aggregates. Specific gravities the others, no significant differences were observed between
of the aggregate specimens are presented in Table 4. It the impact values of the waste and control aggregate
clearly indicates that andesite (B) is different from the other specimens. AIV values of aggregate specimens are shown in
marble specimens. This is because compared to the other Fig. 2.
marbles, andesite has a porous texture which affects its
density.
Table 4
Specific gravities of aggregates
A B C D A B C D
Coarse aggregate 2.705 2.403 2.693 2.691 2.695 2.125 2.674 2.677 ASTM C127
Fine aggregate 2.724 2.412 2.685 2.703 2.684 2.105 2.612 2.655 ASTM C128
Filler aggregate 2.742 2.446 2.705 2.757 – – – – ASTM C128
Effective specific grade 2.703 2.270 2.671 2.685 – – – – ASTM D 2041
of blended aggregate
Bulk specific grade 2.692 2.131 2.650 2.671
of blended aggregate
Apparent specific grade 2.714 2.409 2.691 2.699
of blended aggregate
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1924 H. Akbulut, C. Gürer / Building and Environment 42 (2007) 1921–1930
Table 5
Vialit plate test and stripping test results of aggregates
A B C D
According to the specifications of the Turkish Highway Fig. 2. AIV of aggregate specimens.
Authority, loss of freezing and thawing value of aggregates
must be less than 12%. These values for the four different
aggregate specimens, shown in Fig. 3, indicate that the 4.00
3.68
values are less than 12%. 3.50
Loss of Freezing and
27
A
gauge is used to measure the vertical deformation of the
25 C specimens; the deformation read at the load failure point is
B
23 expressed in units of 0.25 mm and is called the Marshall
21 flow value of the specimen [30,34,35].
D
19 y = 0.1853x + 21.207 The test was repeated for the specimens of each AC
2
17 R = 0.6392 content (asphalt cement) and the optimum AC values for
15 each mix was determined. Since the specific gravity of the
0.00 10.00 20.00 30.00 40.00 aggregates and asphalt, bulk density, stability and flow
LAV Values afterfreezing and thawing test value of the specimens were known, the following curves
were plotted:
Fig. 5. Comparison of LAV values of aggregate specimens before and
after the freeze–thawing test.
(a) Unit weight or bulk specific gravity ðDp Þ versus AC
content.
10.00 (b) Corrected Marshall stability versus AC content.
Aggregate Flakiness index
9.41
8.63
(c) Marshall flow versus AC content.
8.00
(d) Percentage of void ðV h Þ in the total mix versus AC
A
Values (%)
6.00 content.
4.85 B (e) Percentage of void filled with asphalt (VFA) versus AC
4.00 3.54 C content.
D (f) Percentage of void in mineral aggregate (VMA) versus
2.00
AC content.
0.00
Aggregate Specimens To determine the optimum AC content for the mix design,
the average values of the following four AC obtained from
Fig. 6. Comparative flakiness index values of aggregate specimens.
the graphs described above were considered:
1400.0 3.80
3.60
1300.0 y = -149.64x2 + 1250.2x-1358.3
Marshall Stability (kg)
2 3.40
1000.0 2.80
2.60
900.0
2.40 y = 0.0379x2+ 0.0095x + 2.2398
800.0 R2 = 0.876
2.20
700.0 2.00
3.0 4.0 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0
(a) Asphalt content % (b) Asphalt content %
7. 00 2.46
2.43
4. 00
2.42
3. 00
2.41
2. 00
2.4
y = -0.0097x2 + 0.1157x + 2.1071
1. 00 2.39 R2 = 0.9213
0. 00 2.38
3.0 4.0 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0
(c) Asphalt Content % (d) Asphalt Content %
100.0
14.4
Void filled withasp. (VFA) %
80.0 14.1
14
70.0 13.9
13.8
60.0
13.7
y = -2.3429x2 + 38.297x - 52.726
50.0 13.6
R2 = 0.9895
13.5
40.0 13.4
3.0 4.0 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0
(e) Asphalt Content % (f) Asphalt Content %
minimum flow value controls the brittleness and strength asphalt for B mixes was less than other mixes C, D and A,
of the mixes. Relationship between flow and asphalt respectively. An increase in amount of AC would increase
content is shown in Figs. 8–10(b). All of the ACC the ratio of voids for all the mixes.
specimens, except those produced from specimen B,
indicated a consistent relationship between the flow and
asphalt content. If asphalt content increases the flow value 4. Conclusions and recommendations
will also increase. The lowest flow value was observed for B
mixes. In this study, the properties of waste marble and andesite
Mixes produced from specimen C had higher percentage aggregates were compared with the properties of control
of void in the asphalt compared to mixes produced from B, aggregates specimens. For this purpose, standard pave-
D, and A, respectively. The percentage of void in the ment aggregates tests and Marshall stability tests were
ARTICLE IN PRESS
H. Akbulut, C. Gürer / Building and Environment 42 (2007) 1921–1930 1927
1320 2.90
1300
2.70
Marshall Stability (kg)
1280
5.00 2.060
4.50
2.040
3.00
2.50 2.030
2.00
1.50 2.020
2
1.00 y = 0.0636x - 2.7821x + 20.761
2.010 y = -0.0013x2 + 0.0381x + 1.8099
0.50 R2 = 0.9875
R2 = 0.948
0.00 2.000
6.0 7.0 8.0 9.0 10.0 6.0 7.0 8.0 9.0 10.0
(c) Asphalt Content % (d) Asphalt Content %
110 12.3
Void filledwith asp. (VFA) %
100 12.2 2
R = 0.0388
90 12.1
80 12.0
70 11.9
40 11.6
6.0 7.0 8.0 9.0 10.0 6.0 7.0 8.0 9.0 10.0
(e) Asphalt Content % (f) Asphalt Content %
carried out. The conclusions drawn from this study are as (control) was 18.60%. Specimen D is used in the
follows: wearing course, binder course and surface dressing of
pavements in Afyonkarahisar city. From these test result
1. The aggregates used in the wearing course, must be we can infer that specimen A can be used as binder
better than those used in other courses. Although the courses aggregates.
aggregates used in the base, subbase and binder courses 2. According to the freezing and thawing test results the
need not be of high quality, nonetheless, the binder loss value of all the aggregate specimens was less than
aggregates must meet certain specifications. According 12%. The maximum loss of LAV score after freezing
to the Los Angeles abrasion test results, the abrasion and thawing was showed by specimen A followed by
loss of specimen A was within the specification limits specimens B, C, D, respectively. This indicates that
(27.44%), however, its AIV (18.66%) was greater than specimen A will be more effective in the binder course
limit value of 18%. The AIV score of specimen D than in the wearing course.
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1928 H. Akbulut, C. Gürer / Building and Environment 42 (2007) 1921–1930
1400 3.60
1300 3.50
Marshall Stability (kg)
1100 3.30
1000 3.20
900 3.10
y = -0.0043x2 + 0.2373x + 2.2227
y = -111.86x2 + 902.74x - 571.19 2
800 3.00 R = 0.92812
R2 = 0.9792
700 2.90
3.0 4.0 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0
(a) Asphalt Content % (b) Asphalt Content %
6 2.470
2.430
3
2.420
2 2.410
y = -0.0234x2+ 0.2418x + 1.8338
2.400 2
1 R = 0.9906
2.390
0 2.380
3.0 4.0 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0
(c) Asphalt Content % (d) Bitüm %
110 13.5
Void in mineral agg (VMA) %
Voidfilled with asp (VFA) %
100 13
90 12.5
80
12
70
11.5
60
11
50
y = -6.3214x2 + 76.939x - 136.08 y = 0.8429x2 - 7.9157x + 30.101
40 2
10.5 2
R = 0.9997 R = 0.9774
30 10
3.0 4.0 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0
(e) Asphalt Content % (f) Asphalt Content %
3. Since the flaky particles have low tensile strength, they were higher than the specification limits [33]. The flow
should be present sparingly in asphalt concrete as it measurements of the four specimens were in the order
might be lead to deformation in the pavement. The flaky of: C4A4D4B. Because of the high stability and low
index values of specimens A and B, although higher flow values, specimen B mixes were brittle, resulting in a
than the values of C and D, were nonetheless lower than shorter lifespan. The specimen A mix had high stability
the specification limit values. A reduction in flaky and flow values, and consequently will perform better
particles may be brought about by changing the rock than C and D mixes. The relationship between Marshall
crusher or by using different sieving methods. stability and asphalt content and Marshall flow and
4. According to the Marshall mix design results, the asphalt content are shown in Figs. 7–10.
stability value of mixes produced from specimen B was 5. The optimum AC contents of specimen mixes A
higher than the other specimens. Stability value of (4.68%), C (4.3%) and D (4.53%) were within specified
specimen A mixes (ACC) was higher than C and D limits [33]. The high porosity of specimen B is indicated
mixes (ACC). The stability values of all the specimens by its high optimum AC content (8.10%).
ARTICLE IN PRESS
H. Akbulut, C. Gürer / Building and Environment 42 (2007) 1921–1930 1929
1200 3.8
1150 3.6
Marshall Stability (kg)
3.4
800 2
3.0 4.0 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0
(a) Asphalt Content % (b) Asphalt Content %
8.00 2.480
7.00 2
y = 0.7257x - 9.384x + 31.023
2.460
5.00 2.440
(gr/cm3)
4.00 2.420
3.00
2.400
2.00
1.00 2.380 y = -0.0193x2 + 0.2127x + 1.8599
2
R = 0.9074
0.00 2.360
3.0 4.0 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0
(c) Asphalt Content % (d) Asphalt Content %
100.0 14.5
Void filled with asp (VFA) (%)
60.0 13.5
50.0
y = -4.2286x2 + 57.794x - 100.57
2
R = 0.9652
13
40.0
30.0
3.0 4.0 5.0 6.0 7.0 12.5
(e) Asphalt Content % 3.0 4.0 5.0 6.0 7.0
(f) Asphalt Content %
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