INFLUENCE OF MINERAL FILLER ON VOLUMETRIC PROPERTIES OF HOT MIX ASPHALT

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1 INFLUENCE OF MINERAL FILLER ON VOLUMETRIC PROPERTIES OF HOT MIX ASPHALT Vivian Silveira dos Santos Bardini * * Universidade de São Paulo, São Carlos, Brazil vibardini@yahoo.com.br José Leomar Fernandes Júnior Universidade de São Paulo, São Carlos, Brazil leomar@sc.usp.br Luis Miguel Gutiérrez Klinsky Centro de Pesquisas Rodoviarias Grupo CCR, Brazil luisgk@outlook.com ABSTRACT: It has long been recognized the importance of the role of fillers in the hot mix asphalt (HMA) behavior. The filler fills the voids between the coarse and fine aggregates in the mixtures and changes the properties of asphalt binders, because it acts as an active part of the mastic. In the HMA design, the mastic influences the lubrication of the larger aggregates particles and affects the voids in mineral aggregate, the compaction characteristics and the optimum asphalt binder content. The HMA volumetric properties are necessary requirements to ensure a good performance, and these properties are directly influenced by the mixture grading, aggregates surface characteristics and compaction energy. This research evaluated the mineral filler influence on the volumetric properties of HMA, the Voids in Mineral Aggregates (VMA) and Voids Filled with Asphalt (VFA). HMA were prepared with an asphalt binder of (0.1mm) penetration, varying mineral aggregate (basalt and granite), filler type (hydrated lime, Portland cement, limestone and silica) and filler content (0.6; 0.9 and 1.2 % in the HMA grading). The results showed that, HMA with 4% of Air Voids, the VMA and the VFA decreases when the filler content increases and is dependent on filler content. Also, it was noted that the optimum asphalt binder content decreases as the filler in the HMA content increases and it is greatly influenced by the filler type. KEY WORDS: mineral filler, hot mix asphalt, volumetric properties 1. INTRODUCTION Years of experience has shown that the filler plays an important role in asphalt mixtures behavior. The filler fills the voids between the coarse and fine aggregates in the mixtures and changes the asphalt binders properties, because it acts as an active part of the mastic (combination of asphalt binder, fillers and air). The mastic quality influences all the mechanical properties of asphalt mixtures, as well as workability. The fatigue process, a phenomenon affected by the development and growth of micro cracks in mastic, is strongly related to the asphalt binder characteristics, the filler properties and the physical-chemical interaction between both, which is affected mainly by the filler fineness and features surface. Mineral filler is a mineral material, inert to the other components of the asphalt mixture, finely divided, at least 65% passing the sieve opening of mm square mesh. However, as a result of the small size of the particles and their surface characteristics, the filler acts as an active material, manifested in the interface filler / asphalt binder properties. The mineral filler is a material consisting of mineral particles from the coarse and / or fine aggregates, employed in the asphalt mixture or from other sources such as limestone powder, hydrated lime, Portland cement. It can improve the rheological, mechanical, and thermal behavior and water susceptibility of asphalt mixtures. Mineral filler, also, can be used as filling material between the spaces of the coarse and fine aggregates, modifying workability, water resistance and aging resistance. Copyright 2013 IJPC International Journal of Pavements Conference, São Paulo, Brazil Page 1

2 Two mechanisms describe the role played by the filler in asphalt mixture: the filler provides additional points of contact between the larger aggregates and can be considered as a continuation of the fraction of asphalt aggregate mixture, and the filler increases the stability of the mixture by increasing the viscosity of the asphalt binder and changing their properties. It is evident that all the fillers have two functions in the asphalt mixture, but depending on the characteristics of the aggregate, the asphalt binder and fillers, a feature predominate [1]. In the mixture design, the mastic influences coarse aggregate lubrication and voids in mineral aggregate, compaction characteristics and the optimum asphalt binder content. The mastic stiffness affects the resistance of HMA to permanent deformation at high temperatures, fatigue strength at intermediate temperatures and resistance to cracking at low temperatures. The volumetric properties of asphalt mixtures are commonly used to ensure proper performance of pavements. In 1915, [2] noted the importance of volumetric proportions of the components of asphalt mixtures with respect to performance of pavements. In the 1940s, Marshall proposed the incorporation of conceptual voids volume and degree of saturation of the voids of the mixtures by asphalt (voids filled with asphalt) for the design of asphalt mixtures. By the 1950s, [3] spread the concept of voids in mineral aggregate, highlighting the importance of its use to ensure pavement durability. The volumetric properties of mixtures are the basis for the development of projects and have an important influence on asphalt mixtures performance. The main factors that control and alter these volumetric properties are: grain size, the volume of aggregate in the mix, the degree of compaction, the asphalt content and the type and amount of fillers in the mixture. This research evaluated the mineral filler influence on the volumetric properties of HMA, the Voids in Mineral Aggregates (VMA) and Voids Filled with Asphalt (VFA). The factorial experiment was designed to evaluate the factors that can influence hot mix asphalt volumetric properties, such as: type of aggregate, type and content of mineral filler. 2. LITERATURE REVIEW 2.1 Importance of Volumetric Properties in Asphalt Mixtures Currently, the volumetric properties of asphalt mixtures are subdivided and classified as primary and secondary volumetric parameters [4]. The primary volumetric parameters are directly related to the relative volumes of the individual components of the mixtures: air voids (V v ); aggregates volume (V s ), and asphalt binder volume (V b ). It is important to consider that the aggregate cavities porous (pore space) and the asphalt portion absorbed share the same space. It means that the sum of the volumes (V b + V s ) is larger than their combined volumes (V b + s ). This phenomenon leads to a subdivision of the primary volumetric parameters: Effective binder volume (V be ): volume of asphalt not absorbed by the aggregate; Absorbed binder volume (V ba ): volume of asphalt absorbed into the external pore structure of the aggregates; Effective volume of aggregate (V se ): aggregate volume including the volume of pores permeable to water and the volume of pores permeable to the asphalt; Bulk volume of aggregate (V sb ): aggregate volume that includes volume permeable porous to water but not to the asphalt; Apparent volume of aggregate (V sa ) only the solid volume of the aggregate excluding the volume of permeable pores to water or asphalt. Secondary volumetric parameters (or volumetric properties of mixtures) are Void Volume (Vv), Voids in Mineral Aggregates (VMA) and Voids Filled with Asphalt (VFA), that are determined based on the primary volumetric parameters. Conceptually, these parameters can be defined as: Void volume (Vv): is the air volume (V ar ) between the aggregate particles surrounded by the film of asphalt, expressed as a percentage of the total volume of the compacted mixture; Copyright 2013 IJPC International Journal of Pavements Conference, São Paulo, Brazil Page 2

3 Voids in Mineral Aggregates (VMA): is the sum of the void volume (Vv) and volume effective asphalt (V EAC ), expressed as a percentage of the total volume of the compacted mixture; Voids Filled with Asphalt (VFA): is the degree of VMA filled by asphalt, expressed in percentage. The methods commonly used in asphalt mixtures design incorporate volumetric criteria, which is calculated from the volumetric proportions of the constituent materials of the mixtures. The Marshall and Superpave methods [5], determine the optimum asphalt binder using HMA volumetric properties (Vv, VMA and VFA). The Superpave method also evaluates the filler content in the mixture and the percentages of initial and maximum compaction as a function of the number of gyrations in the Superpave Gyratory Compactor (SGC). The asphalt mixtures are expected to be stable enough to prevent permanent deformations, flexible enough to delay fatigue cracks development and durable to resist traffic action, weather and time. To achieve optimum performance properties, it must be established a balance between the skeletal structure formed by aggregates and asphalt binder amount added to the mix. The mixture should be formed by aggregates sizes, shapes, angularity and surface textures that allow enough space for the addition of the adequate amount of asphalt to ensure durability and flexibility of the mixture. The Superpave method [5] suggests the volumetric parameters of Vv, VMA and VFA to design of asphalt mixtures. It is established a Vv of 4% as the main parameter to select the optimum asphalt binder content. Excessive Vv or VFA and inadequate VMA suggest potential durability problems. Also, insufficient Vv or excessive VFA indicate potential rutting. Superpave Method establishes minimum values of VMA (Table 1), based on the mixture Nominal Maximum Size (NMS) and minimum and maximum values of the VFA, based on traffic volume (Table 2). Table 1. Minimum VMA recommended [5] Mixture Nominal Minimum Maximum Size (NMS) VMA (mm) (%) 9, , , , ,5 11 Table 2. VFA criteria [5] Traffic (ESALs) Design VFA (%) <3 x >3 x < 1 x < 1 x Copyright 2013 IJPC International Journal of Pavements Conference, São Paulo, Brazil Page 3

4 3. MATERIALS This research used granite aggregates, from Quarry St. Jerome, located in Valinhos / SP - Brazil, and basaltic aggregates, from Bandeirantes Quarry, located in São Carlos / SP - Brazil. The aggregates properties were determined using specific gravity and water absorption of coarse aggregate [6] and specific gravity and water absorption of fine aggregate [7]. Table 3 summarizes the aggregates properties results. Table 3. Aggregates physical properties Test Coarse 1 Coarse 2 Fine Mineral Filler Apparent specific gravity (g/cm 3 ) Bulk specific gravity (g/cm 3 ) Water Absorption (%) Apparent specific gravity (g/cm 3 ) Bulk specific gravity (g/cm 3 ) Water Absorption (%) Basaltic aggregate Granite aggregate The aggregate gradation was determined using that recommended by the Superpave method [8], through a series of sieves: mm, 0.15 mm, 0.30 mm, 0.60 mm, 1.18 mm, 2.36 mm; 4.75 mm, 9.5 mm, 12.5 mm, 19.0 mm and 25.0 mm. Table 4 shows aggregates gradation. Sieve Size (mm) Table 3. Aggregate gradation Coarse 1 Coarse 2 Fine Coarse 1 Coarse 2 Fine Basaltic Granite It was used an asphalt binder of (0.1mm) penetration (AC 50/70), fabricated by Betunel S.A., located in Ribeirão Preto/ SP Brazil. Table 4 presents the asphalt binder characteristics. Copyright 2013 IJPC International Journal of Pavements Conference, São Paulo, Brazil Page 4

5 Table 4. Characterization of the AC 50/70 asphalt binder. Method Property Specification Result ASTM Unit Penetration D 5 50 a ,1 mm Softening Point D min 48.6 C Brookfield 135 C D min 377 cp Brookfield C D min 187 cp Brookfield C D a cp Silica powder, hydrated lime (CHIII), lime powder and Portland cement were used as fillers in HMA. The specific gravity of the fillers was determined according to [9], and the results are shown in Table 5. Pinnila [10] established a relationship between filler type and specific surface, which is also shown in Table METHOD Table 5. Physical properties of mineral fillers Mineral Filler Specific Gravity Specific Surface, (g/cm 3 ) (cm 2 /g) (1) Silica Powder Lime Powder Hydrated Lime Portland Cement (1) Pinnila (1965) Factors described in Table 6 were used in a factorial experiment to assess their influence in HMA volumetric properties. Three aggregate gradations (Table 7) were composed varying the filler content, according to Superpave specification, i.e., attending the control points and according to the recommendation of avoiding the restricted zone. Gradations passing above the restriction zone were chosen, as recommended by Bardini [11], to satisfactorily reach a Vv of 4%. Table 6. Independent variables or factors Factors Factors Levels Aggregate type 2 (basaltic and granite) Asphalt Binder type 1 (50/70) Filler type 4 (Portland cement, Hydrated lime, limestone powder, silica powder) Filler Content 3 (2,5; 5,0; 7,5) The viscosity of 1.7 Poises and 2.8 Poises was established to define the mixing and compaction temperatures, respectively. Aggregates gradation of HMA specimens was individually prepared. After asphalt binder addition and mixing, samples were maintained for two hours at compaction temperature to simulate short term aging and ensure the asphalt binder absorption by the aggregates. Superpave volumetric mix design [5] was used to obtain optimum asphalt binder content. The initial, design, and maximum number of gyrations used were 8, 100, and 160, respectively which represent a design traffic level (20 year) of 3-30 million ESALs. Compaction was carried out to N maximum to determine optimum asphalt content (4 percent voids), and for the volumetric characterization, compaction was carried out to N design. Copyright 2013 IJPC International Journal of Pavements Conference, São Paulo, Brazil Page 5

6 Table 7. Aggregate gradations Sieve Size (mm) Percent Passing The first property to be determined is the bulk specific gravity (G mb ) of the sample after determining the weight in air and the weight submerged in water (Equation 1). Equation 1 where: G mb : bulk specific gravity; W D : dry weight (g); W sub : weight submerged in water (g). The theoretical maximum specific gravity (DMT or G mm ), or Rice specific gravity, is the ratio of the weight in air of a unit volume of an non compacted bituminous mixture at a stated temperature to the weight of an equal volume of gas-free distilled water at a state temperature (Equation 2). Equation 2 where: G mm : maximum specific gravity if mixture; A: sample dry weight (g); D: kitassato weight filled with water, in function of the temperature (g); E: set of kitassato, water and sample weight (g). The air voids (Vv) is obtained from Equation 3. ( ) Equation 3 where: Vv: air voids (%). VMA is obtained from Equation 4 and 5. ( ) Equation 4 Copyright 2013 IJPC International Journal of Pavements Conference, São Paulo, Brazil Page 6

7 Equation 5 where: VMA: voids in mineral aggregate (%); P b : asphalt content; Ρ agg : aggregate specific gravity; ρ water : water specific gravity = 1 g/cm 3 ; V EAC : void volume filled by asphalt binder (%). The VFA is obtained from Equation 6. Equation 6 where: VFA: voids filled with asphalt (%). 5. RESULTS Figure 1, Figure 2 and Figure 3 shows the optimum asphalt binder content, the VMA and the VFA, respectively, of HMA composed by granite (a) and basalt (b). The optimum asphalt content was determined to reach 4% of Vv, as well as all specimens were prepared to evaluate the volumetric properties. HMA with Vv of 4% showed that as the filler content increases, the VMA and the VFA increases. Also, was noted that the filler type influenced these parameters. The optimum asphalt binder content decreased as the filler content increased, and was greatly influenced by the filler type. Aggregate type influenced either the optimum asphalt content, the VMA and the VFA. It was noted that the mixtures composed by the basalt had higher values of the volumetric properties. HMA with hydrated lime showed the lowest optimum asphalt content, maybe due to the higher specific surface of this filler, which can result in a large surface activity. (a) (b) Figure 1. Optimum asphalt binder content: (a) granite (b) basalt Copyright 2013 IJPC International Journal of Pavements Conference, São Paulo, Brazil Page 7

8 (a) (b) Figure 2. Voids in Mineral Aggregates (VMA): (a) granite (b) basalt (a) (b) Figure 3. Voids Filled with Asphalt (VFA): (a) granite (b) basalt A factorial experiment was performed to investigate the effect of the type and amount of filler and type of aggregate on the volumetric properties. The Analysis of Variance (ANOVA) was used to assess the influences of each factor. Factorial experiment data is summarized in Table 8, the ANOVA values are summarized in Table 9, and the response of influent factors is shown on Table 10. It was assumed f 0 values considering α = 0.05, if F 0 >f 0, the factor is influent, but if F 0 <f 0, the factor is not influent. It can be concluded that the type of aggregate and filler content influenced all the volumetric parameters and the type of filler influenced the optimum asphalt content and the VFA only if the α=0.10. Table 10 shows that optimum asphalt content is the more influenced parameter by the filler content. 6. CONCLUSIONS Copyright 2013 IJPC International Journal of Pavements Conference, São Paulo, Brazil Page 8

9 basalt granite The volumetric properties of asphalt mixtures are a fundamental requirement for HMA projects, to achieve good performance of the pavement in the field. This paper studied filler type and content influence in HMA volumetric parameters. HMA with Vv of 4% showed that the VMA and the VFA decreases as the filler content increases. Lower values of VMA and VFA usually represent thin asphalt film. Thus, can be affirmed that using higher amounts of filler, leads to HMA with thinner asphalt film, which could be detrimental for mixture durability. It was noted that aggregate type influenced the volumetric properties. HMA composed by basalt aggregate had the higher values of VMA, VFA and optimum asphalt binder content. The factorial experiment result, performed using ANOVA, showed that the filler content is the factor that influences the most the volumetric parameters. Also was verified that type of filler does not influence the HMA volumetric parameters. Table 8. Volumetric parameter data to analysis of variance experiment Type of Filler Optimum Asphalt filler content Binder (%) VMA (%) VFA (%) hidrated lime limestone Portland cement silica hidrated lime limestone Portland cement silica Table 9. ANOVA data summary F 0 f 0 f 0 Copyright 2013 IJPC International Journal of Pavements Conference, São Paulo, Brazil Page 9

10 Optimum Asphalt Binder VMA VFA ( =0.05) ( =0.10) A (Type of aggregate) B (Type of filler) C (Filler content) AB AC BC Table 10. Factors and interaction influence Factor Response Optimum Asphalt Binder VMA VFA A (Type of aggregate) Yes yes yes B (Type of filler) No no no C (Filler content) Yes yes yes AB No no no AC No no no BC No no no ACKNOWLEDGEMENT: The authors thank the Brazilian promoting agency CNPQ ("National Counsel of Technological and Scientific Development") for the PhD scholarship given. REFERENCES: [1] Tunniclif, D. G. (1962). A Review of Mineral Filler Proceedings of Asphalt Association of Paving Technologists. v. 31, pp [2] Richardson, C. (1915) Asphalt Construction for Pavements and Highways. McGraw-Hill Book Co. [3] McLeod, N., W. (1956) Relationship Between Density, Bitumen Content and Voids Properties of Compacted Bituminous Paving Mixture Highway Research Board, v. 35, p [4] Coree, B. J. (1999) Hot Mix Asphalt Volumetric Revised Transportation Research Record, n. 1681, p [5] Roberts, F. L.; Kandhal, P.S.; Brown, E.R.; Lee, D.Y.; Kennedy, T.W. (1991) Hot Mix Asphalt Materials, Mixture Design, and Construction. NAPA Education Foundation, Maryland. [6] ASTM C 127 (2012) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate. American Society for Testing and Materials. Philadelphia. [7] ASTM C 128 (2012) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Fine Aggregate. American Society for Testing and Materials. Philadelphia. [8] ASTM C136 (2006) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates. American Society for Testing and Materials. Philadelphia. [9] ASTM 188 (2009) Standard Test Method for Density of Hydraulic Cement. American Society for Testing and Materials. Philadelphia. Copyright 2013 IJPC International Journal of Pavements Conference, São Paulo, Brazil Page 10

11 [10] Pinnila, A. (1965) O sistema fíler-betume, algumas considerações sobre sua importância nas misturas densas Conselho Nacional de Pesquisa. Instituto de Pesquisas Rodoviárias. [11] Bardini, V S S (2008) Estudo de viabilidade técnica da utilização de cinzas da queima da casca de Pinus em obras de pavimentação asfáltica Thesis (master's degree) School of Engineering of São Carlos, University of São Paulo. Copyright 2013 IJPC International Journal of Pavements Conference, São Paulo, Brazil Page 11

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