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Fine aggregate interference on theperformance of asphalt mixturesChenchen Zhangab, Xudong Wangb, Guang Yangb & Yejiang Hongc

a School of Transportation, Southeast University, Nanjing, P.R.Chinab Research Institute of Highway Ministry of Transport, Beijing, P.R.Chinac Chongqing Qi’ao Construction Cost Consultants Ltd, Chongqing,P.R. ChinaPublished online: 09 Jan 2014.

To cite this article: Chenchen Zhang, Xudong Wang, Guang Yang & Yejiang Hong (2013) Fineaggregate interference on the performance of asphalt mixtures, Journal of the Chinese AdvancedMaterials Society, 1:4, 283-293, DOI: 10.1080/22243682.2013.868777

To link to this article: http://dx.doi.org/10.1080/22243682.2013.868777

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Fine aggregate interference on the performance of asphalt mixtures

Chenchen Zhanga,b*, Xudong Wangb, Guang Yangb and Yejiang Hongc

aSchool of Transportation, Southeast University, Nanjing, P.R. China; bResearch Institute ofHighway Ministry of Transport, Beijing, P.R. China; cChongqing Qi’ao Construction CostConsultants Ltd, Chongqing, P.R. China

(Received 11 October 2013; revised 13 November 2013; accepted 13 November 2013)

Marshall compaction tests of 24 gradations were carried out to study the fine aggregate(2.36 mm and 1.18 mm) interference tendency of volume parameters. An interferencecoefficient was proposed to analyze the interference rule of different parameters.Then, split test (15�C) was used to measure the tensile property of different mixtures,a comparative analysis of the flow number test (55�C) and rutting test (60�C) wasconducted to evaluate the high temperature pavement performance, and the low-temperature property was distinguished by the strain energy density of bending test(0�C, �20�C). The results reveal that the interference effect of fine aggregates(2.36 mm and 1.18 mm) is proportional to the size of an interference particle and thecontent of coarse aggregates, and is inversely proportional to the nominal maximumaggregate size.

Keywords: asphalt mixture; fine aggregate interference; interference coefficient; flownumber; strain energy

1. Introduction

Gradation is a key factor behind the asphalt pavement distress; however, there is no strict

requirement for gradation in specification. In comparison to bitumen, gradation is a com-

plicated and variable factor. About 95% by weight and 80% by volume of an asphalt mix-

ture is composed of aggregates; hence, gradation can effectively coordinate

characteristics of an asphalt mixture.[1] Significant relationships exist between the volu-

metric character and pavement performance; however, volumetric character and pave-

ment performance cannot be confused. It is obvious that mixtures of different inner

structures and compositions have different physical properties and pavement performan-

ces.[2] The effect of coarse aggregates is the formation of skeleton structure, and fine

aggregates fill the residual void in order to gain structural stability; however, fine aggre-

gates interfere with the skeleton structure also.

2.36 mm and 1.18 mm fine aggregates form a sensitive part of the skeleton structure

of mixture; therefore, complete gap gradation was proposed and studied. Nevertheless, as

a part of aggregates, 2.36 mm and 1.18 mm fine aggregate particles were unavoidable.

Avoiding interference grains is very difficult to achieve in engineering and is expensive

as well. In addition, gradation variation is induced by the material, loading–unloading

way of the asphalt mixture and paving machine, causing 2.36 mm and 1.18 mm fine

aggregate particle content fluctuation. Therefore, the characteristics of 2.36 mm and

*Corresponding author. Email: Zcc_cquc@163.com

� 2014 Chinese Advanced Materials Society

Journal of the Chinese Advanced Materials Society, 2013

Vol. 1, No. 4, 283–293, http://dx.doi.org/10.1080/22243682.2013.868777

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1.18 mm fine aggregate interference include volume properties interference and pavement

performance interference, which were studied in this paper.

2. Materials

SBS modified asphalt, diabase coarse aggregates, limestone fine aggregates and limestone

mineral powder were used in the test.

In this paper, gradations were divided into four independent parts: coarse aggregates,

interference particles, fine aggregates and fillers. Comparative gradations had the same

blending proportion of fine and coarse aggregates and changed interference grain content,

while the aggregate proportion of the other three parts was kept invariant, in order to

research the interference law of interference particles. AC-10, AC-13 and AC-16 mix-

tures were designed, and the gradations A (AC-10), C (AC-10), D (AC-10), E (AC-13)

and F (AC-16) were used to research the interference law of 2.36 mm particles, while the

gradation B (AC-10) was used to research the interference law of 1.18 mm particles. The

coarse aggregate content of the gradations A, B, E and F was 70%, while that of C 60%

and D 50%. Each type of gradation includes four subgradations: the interference particle

content was 0%, 5%, 10% and 15%; 0% interference particle gradations were considered

to be reference gradations. All gradations are illustrated in Table 1.

Marshall compaction tests were conducted under the asphalt–aggregate ratios of

4.0%, 4.4%, 4.8%, 5.2%, 5.6% and 6.0%. The compaction temperature was 160�C, with75 times double-sided compaction, and each asphalt–aggregate ratio had four specimens.

Table 1. Gradation composition of trial mixes.

Sieve size (mm)

Gradation 16 13.2 9.5 4.75 2.36 1.18 0.6 0.3 0.15 0.075

AC-10 A1 – – 100 30.0 30.0 22.4 16.8 12.6 9.4 7.0A2 – – 100 30.0 25.0 19.0 14.7 11.4 8.9 7.0A3 – – 100 30.0 20.0 15.7 12.6 10.1 8.3 7.0A4 – – 100 30.0 15.0 12.4 10.4 8.9 7.8 7.0B1 – – 100 30.0 30.0 30.0 21.0 14.6 10.1 7.0B2 – – 100 30.0 30.0 25.0 17.9 12.9 9.4 7.0B3 – – 100 30.0 30.0 20.0 14.9 11.3 8.7 7.0B4 – – 100 30.0 30.0 15.0 11.9 9.6 8.1 7.0C1 – – 100 40.0 40.0 29.1 21.1 15.0 10.4 7.0C2 – – 100 40.0 35.0 25.7 19.0 13.8 9.9 7.0C3 – – 100 40.0 30.0 22.4 16.8 12.6 9.4 7.0C4 – – 100 40.0 25.0 19.0 14.7 11.4 8.9 7.0D1 – – 100 50.0 50.0 35.8 25.4 17.4 11.4 7.0D2 – – 100 50.0 45.0 32.4 23.2 16.2 10.9 7.0D3 – – 100 50.0 40.0 29.1 21.1 15.0 10.4 7.0D4 – – 100 50.0 35.0 25.7 19.0 13.8 9.9 7.0

AC-13 E1 – 100 67.9 30.0 30.0 22.4 16.8 12.6 9.4 7.0E2 – 100 67.9 30.0 25.0 19.0 14.7 11.4 8.9 7.0E3 – 100 67.9 30.0 20.0 15.7 12.6 10.1 8.3 7.0E4 – 100 67.9 30.0 15.0 12.4 10.4 8.9 7.8 7.0

AC-16 F1 100 82.6 59.6 30.0 30.0 22.4 16.8 12.6 9.4 7.0F2 100 82.6 59.6 30.0 25.0 19.0 14.7 11.4 8.9 7.0F3 100 82.6 59.6 30.0 20.0 15.7 12.6 10.1 8.3 7.0F4 100 82.6 59.6 30.0 15.0 12.4 10.4 8.9 7.8 7.0

284 C. Zhang et al.

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Paraffin-coated method was used to measure the bulk density and vacuum method was

used to measure the theoretical density. In order to ensure the reliability of the test result,

a parallel test of each gradation was carried out and the results were averaged.

3. Analysis of interference on volume characters

Both the Marshall design method and superpave design method consider volumetric

parameters as the most important design parameters and the reasonable asphalt mixture

volume parameters as an alternative basis for aggregate gradation.[3] A significant rela-

tionship was found between the volume parameters and aggregate gradation – volume

parameters are an external representation of the mixture’s internal volume characteristics.

Increasing the content of interference particles inevitably leads to a change of the

mixture’s volume status and skeleton structure.

In order to quantitatively study the interference law of fine aggregates, interference

coefficients of different parameters were proposed which include volumetric parameters

and pavement performance indexes. For example, if the interference particle content is

n%, then interference coefficients of the void ratio are calculated as follows:

aVVn ¼ VVn

VV0

; ð1Þ

where VVn is the VV of the mixture when the interference particle content is n% and VV0

is the VV of the reference gradation when the interference particles content is 0%.

Definitions of aVMA, aVFA, aVCA and other interference coefficients are similar to

aVV. Different interference coefficients reflect the interference of different parameters.

The value of interference coefficients of approximately 1 represents a low degree of

interference; else, it represents serious interference. The volume parameter interference

Table 2. Volume parameter interference coefficients of trial mixes.

Gradation aVV aVMA aVFA aVCAmix

A2 1.804 1.108 0.826 1.027A3 2.233 1.217 0.770 1.052A4 2.915 1.343 0.694 1.083B2 0.806 1.006 1.063 1.001B3 1.495 1.082 0.924 1.019B4 1.813 1.179 0.892 1.042C2 1.208 1.046 0.957 1.007C3 1.780 1.091 0.911 1.014C4 2.877 1.225 0.811 1.034D2 0.967 0.990 0.999 0.999D3 1.166 1.002 0.978 1.000D4 1.298 0.995 0.966 1.000E2 1.260 1.078 0.952 1.017E3 1.889 1.183 0.865 1.039E4 2.790 1.329 0.777 1.071F2 0.981 1.038 1.017 1.006F3 1.564 1.118 0.895 1.023F4 2.213 1.232 0.821 1.049

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coefficients are given in Table 2. The columnar section of different volume parameters’

interference coefficients is plotted in Figure 1.

VV is a key parameter which reflects the compacting status of mixture and aVV is an

index which reflects the extent of influence of the compacting status. Figure 1(a) shows

that aVV is proportional to the diameter of interference particles and coarse aggregate

content, and inversely proportional to the nominal maximum aggregate size. When the

coarse aggregate content is low, increasing the interference particle content even

increases the density of the mixture.

VMA is an important parameter which reflects the compacting status of all aggregates,

while VCAmix is an index that reflects the compact state of coarse aggregates. There was

consistency between the results of aVMA and aVCAmix: interference state is proportional

to the diameter of interference particles and coarse aggregate content, and inversely pro-

portional to the nominal maximum aggregate size. Figure 1(b) shows that aVMA is more

sensitive than aVCAmix.

Figure 1. Interference coefficients trend of different volume parameters.

286 C. Zhang et al.

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VFA is a parameter which is related to VV and VMA. Figure 1(c) illustrates the inter-

ference trend of VFA which is consistent with other volumetric parameters.

4. Analysis of interference on pavement performance

4.1 Split test

The insufficient tensile capacity of asphalt mixture will greatly influence the service per-

formance of asphalt pavement.[4] The current design methods and theory of asphalt pave-

ment regard tensile (bending) strength as the main indicator of the design and checking

computation. Hence, a split test was adopted to determine the tensile property of different

gradations and analyze the mechanical influence of interference particles.

The split test was conducted under the optimal asphalt content at a temperature of

15�C; each gradation has eight specimens. The split test result and interference coeffi-

cients are given in Table 3.

It can be observed from Figure 2 that the split strength (Rt) is proportional to the nomi-

nal maximum aggregate size: AC-10 < AC-13 < AC-16. The reason behind this phenome-

non can be that increasing the nominal maximum aggregate size enhances the interlocking

Table 3. Splitting strength (Rt) and interference coefficients of trial mixes.

Rt Rt

Gradation (MPa) aRT Gradation (MPa) aRT

A1 2.135 1 D1 2.233 1A2 2.059 0.964 D2 2.248 1.007A3 1.977 0.926 D3 2.128 0.953A4 1.882 0.881 D4 2.071 0.927B1 2.090 1 E1 2.255 1B2 2.084 0.997 E2 2.208 0.979B3 2.001 0.957 E3 2.050 0.909B4 1.959 0.937 E4 1.984 0.880C1 2.279 1 F1 2.296 1C2 2.298 1.008 F2 2.211 0.963C3 2.125 0.932 F3 2.262 0.985C4 1.990 0.873 F4 2.002 0.872

Figure 2. Results of spilling tests.

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ability and enlarges the inner frictional resistance. In addition, the asphalt mixture splitting

strength is related to the coarse aggregate content. For the gradations A, C and D of AC-

10, the splitting strength was C2 > D2 > A1. Obviously, 60% of the coarse aggregate con-

tent is a reasonable gradation from the point of view of tensile capacity. The result in

Figure 3 illustrates the interference tendency of splitting strength is related to the coarse

aggregate content, nominal maximum aggregate size and interference particle size. Increas-

ing the coarse aggregate content and interference particle size leads to an increase in inter-

ference, but the effect of the nominal maximum aggregate size is opposite.

4.2 High temperature performance test

Simple performance test of National Cooperative Highway Research Program (NCHRP)

Project 9-19 includes the following: (1) the dynamic modulus, E�, determined by the tri-

axial dynamic modulus test; (2) the flow number, Fn, determined from the repeated load

test; and (3) the flow time, Ft, determined from the static creep test.[5] In the Fn test, the

specimen, at a specific test temperature, is subjected to a repeated haversine axial com-

pressive load pulse of 0.1 s every 1.0 s.[6] The resulting permanent axial strains are mea-

sured as a function of time and numerically differentiated to calculate the flow number.

Fn is defined as the number of load cycles corresponding to the minimum rate of change

of permanent axial strain. The permanent axial strain curve was divided into three sections:

(1) first section – permanent axial strain rapid growth with loading number and then a rapid

decrease in the rate of change of permanent axial strain (specimens begin to harden); (2)

second section – negligible rate of change of permanent axial strain and presence of micro-

cracks in specimens; and (3) third section – permanent axial strain rapid growth again. A

large number of cracks are present in the specimen, which leads to failure.[7,8]

Rutting deformation of asphalt pavement was divided into two parts: compression

deformation of the decreased volume and shear deformation of the invariant volume. The

main mechanism of rutting deformation is shear deformation; therefore, the number of

load cycles at the beginning of the third section is Fn. Repeated load testing can effec-

tively simulate the actual state of asphalt pavement on load; hence, Fn was considered to

be a rational indicator to evaluate the high temperature performance of an asphalt mix-

ture.[9] In this paper, a 55�C Fn test was conducted under the optimal asphalt content of

the gradations A, B, E and F; each gradation had three specimens and the loading stress

Figure 3. Interference coefficient trend of Rt.

288 C. Zhang et al.

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was 0.7 MPa. In order to contrast with Fn, a 60� crutting test was conducted under the

optimal asphalt content of the gradation A having three specimens. The rate of change of

the permanent strain with respect to the number of cycles is estimated using the following

equation:

dðepÞidN

ffi ðepÞiþDN � ðepÞi�DN

2DN; ð2Þ

where d(ep)i/dN is the rate of change of permanent axial strain with respect to cycles or

the creep rate at cycle i, 1/cycle; (ep)i–DN is the permanent strain at i–DN cycles; (ep)iþDN

is the permanent strain at iþDN cycles; and DN is the sampling interval. The Fn test result

and interference coefficients are given in Table 4.

The result of the Fn test illustrates that the gradation B had the largest flow number.

On the other hand, the high temperature performance of asphalt mixture was improved

with the increase of the nominal maximum aggregate size. Figure 4 also shows that the

result of the rutting test was not consistent with the Fn test. A1 of the gradation A was

considered which had the best high temperature performance according to the Fn test;

however, dynamic stability (DS) results illustrate that A2 was the best component of the

gradation A. The reasons for this inconsistency are the test temperature, confining pres-

sure, compaction method, loading mode, etc.

Figure 5 illustrates that interference effects are inversely proportional to the size of

interference particles and the content of coarse aggregates. Besides, in comparison to the

rutting test, the flow number is more sensitive to fine aggregate interference.

4.3 Low temperature performance test

Strength and deformation are important technical parameters of asphalt pavement; how-

ever, the performance of asphalt mixture cannot be evaluated by strength or deformation

alone.[10]

Table 4. Interference coefficients of Fn and DS.

GradationFn

(cycles)Permanent axial

strain (%) aFn

DS(cycles/mm)

Relativedeformation (%) aDS

A1 3331 0.82 1 4838 2.19 1A2 2283 0.99 0.685 5565 3.18 1.150A3 2262 1.04 0.679 4678 2.72 0.967A4 358 1.27 0.107 1980 3.56 0.409B1 4080 1.04 1B2 3875 0.98 0.950B3 3253 1.06 0.797B4 2395 0.99 0.587E1 3749 0.92 1E2 2828 0.75 0.754E3 2218 0.94 0.592E4 1776 1 0.474F1 3931 0.83 1F2 3180 1.08 0.809F3 2371 0.97 0.603F4 1872 0.99 0.476

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Both insufficient strength and low deformability can make the asphalt pavement

crack; another theory proposed is that asphalt pavement cannot endure the energy of tem-

perature shrinkage which leads to failure.[11] Therefore, asphalt mixture should have

both high strength and anti-deformation, but this ideal state, in fact, is hardly achieved.

The reasonable indicator to evaluate the low temperature performance should include

both strength and deformation; the energy indicator meets this requirement.

Asphalt mixture can be regarded as an elastic material at low temperature and the

destruction is a process of energy dissipation. The material damage criterion supposed is

that the damage process is divided into three stages: initial crack, increase of subcritical

state and ultimate failure. These macroscopic stages can be observed.[12] It is assumed

that material damage is related to the energy state of unit volume; therefore, a strain

energy density function could characterize material damage. High strain energy density

indicates material damage absorbs a lot of energy and has a good anti-deformation

Figure 5. Interference coefficients trend of Fn and DS.

Figure 4. Results of the Fn and rutting tests.

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property. Strain energy density was used to evaluate the low temperature performance of

asphalt pavement. Strain energy density can be estimated as

dw

dv¼

Ze0

0

sijdeij; ð3Þ

where dwdv

is the strain energy density; sij is the stress component; eij is the strain component

and e0 is the critical strain. The 0�C and�20�C bend tests were conducted under the optimal

asphalt content of the gradations A, B, C and D, each subgradation having eight specimens.

Material Test System (MTS-810) was used in the bend test and the loading rate was 5 cm/

min. The bend test result and interference coefficients are given in Table 5.

Table 5. Bending test results of trial mixes.

GradationStrain energy density

(kJ m�3)Interferencecoefficient

Strain energy density(kJ m�3)

Interferencecoefficient

A1 38.44 1 12.90 1A2 36.97 0.962 10.45 0.810A3 35.77 0.93 9.96 0.772A4 30.55 0.795 9.72 0.753B1 42.37 1 13.45 1B2 42.09 0.993 12.63 0.940B3 40.57 0.957 12.53 0.932B4 40.05 0.945 11.25 0.836C1 39.65 1 13.89 1C2 39.72 1.002 14.00 1.007C3 39.32 0.992 12.99 0.935C4 39.01 0.984 13.06 0.940D1 40.68 1 14.56 1D2 39.94 0.982 14.84 1.019D3 39.97 0.983 14.42 0.991D4 40.87 1.005 14.44 0.992

Figure 6. Strain energy density at 0�C and �20�C.

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Figure 6 illustrates that 0�C strain energy density is higher than –20�C strain energy

density. In other words, with the reduction of temperature, the anti-deformation property

of mixture shows a sharp decline. Both 0�C and �20�C strain energy density results are

as follows: gradation B (contains no 2.36 mm) > D (coarse aggregate content 50%) > C

(coarse aggregate content 60%) > A (coarse aggregate content 70%). This phenomenon is

attributed to the fact that homogeneity and compaction improve the anti-deformation

property of mixture.

Figure 7 shows the interference tendency of strain energy density which is similar to

the interference tendency of volume parameters. On the other hand, compared to the

result of 0�C, the crack resistance capacity of a mixture is more sensitive to the fine aggre-

gate interference at �20�C.

5. Conclusions

Interference effects of fine aggregates (2.36 mm and 1.18 mm) influenced the volumetric

character and pavement performance of asphalt mixture. The following conclusions can

be drawn:

(a) In general, interference effect of fine aggregates (2.36 mm and 1.18 mm) is pro-

portional to the size of interference particles and the content of coarse aggregates,

and is inversely proportional to the nominal maximum aggregate size.

(b) As the coarse aggregate content is raised from 50% to 70%, the gradation B (coarse

aggregate content 60%) gets the maximal value of splitting strength. With the

increase of the nominal maximum aggregate size, the split strength was reinforced.

(c) Both the flow number and the dynamic stability are indicators to evaluate the high

temperature performance of asphalt pavement, while the result of the rutting test

is not completely consistent with Fn. Besides, in comparison to the rutting test,

the flow number is more sensitive to fine aggregate interference.

(d) Strain energy density is an indicator which combines with strength and deforma-

tion; hence, it is a reasonable indicator to evaluate the low temperature

Figure 7. Interference coefficients trend of the strain energy density.

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performance of asphalt pavement. With the decrease of temperature, the anti-

deformation property of mixture shows a sharp decline. In addition, a decrease of

coarse aggregate content can improve the anti-deformation property and anti-

interference ability of asphalt mixture. When the temperature is �20�C, the low

temperature performance of mixture tends to be sensitive to fine aggregate

interference.

References

[1] Sha QL. Premature failure of highway and prevention. Beijing: China Communication Press;2001.

[2] Sha QL. The design and construction of long life semi rigid pavement for heavy traffic withheavy wheel-load. Beijing: China Communication Press; 2001.

[3] Shen JA. Asphalt and the pavement performance of mixtures. Beijing: China CommunicationPress; 2001.

[4] Li LH, Cao LT, Luo FY. Research on the factors affecting on the split tension strength ofasphalt mixes. J Build Mater. 2004;7:41–45.

[5] National Cooperative Highway Research Program. Simple performance test for superpavemix design (NCHRP report 465). Washington, DC: Transportation Research Board; 2002.

[6] National Cooperative Highway Research Program. Simple performance tester for superpavemix design: first-article development (NCHRP report 513). Washington, DC: TransportationResearch Board; 2003.

[7] National Cooperative Highway Research Program. Simple performance tests: summary ofrecommended methods and database (NCHRP report 547). Washington, DC: TransportationResearch Board; 2006.

[8] National Cooperative Highway Research Program. Ruggedness testing of the dynamic modu-lus and flow number tests with the simple performance tester (NCHRP report 629). Washing-ton, DC: Transportation Research Board; 2008.

[9] Zhang JP, Huang XM. Permanent deformation of asphalt mixture under repeated load.J Southeast Univ. 2008;38:511–515.

[10] Hao PW, Zhang DL. Evaluation method for low temperature anti-cracking performance ofasphalt mixture. J Xi’an Highway Univ. 2000;20:1–5.

[11] Shen AQ, Jiang QH. Influencing factor and appraising on anti-cracking of asphalt mixture atlow temperature. J Chang’an Univ. 2004;24:1–6.

[12] Cai SW, Cai M. Fracture damage of concrete. Beijing: China Communication Press; 1999.

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