**3.2 Characterisation of materials**

All mineral aggregates used in the asphalt mixtures were tested according to the standards described in **Table 2**, mainly by the Brazilian highway standards, which are most similar to known international standards. In relation to the asphalt cement (AC—50/70 penetrating grading), it was submitted to complete characterisation according to standards shown in **Table 3**.

In order to avoid the presence of impurities, the residue was washed in sieves Nos. 200, 300 and 400, before subjected to characterisation tests and used in asphalt mixtures. The WFS filler was subjected to chemical analysis (XRF) made by an X-Ray spectrometer equipment (720 energy dispersive, Shimadzu), through drying and subsequently pressing the sample in a disc form. The equipment can perform analyses from sodium to uranium, has a rhodium tube and is cooling by liquid nitrogen. Besides that, the WFS filler was also submitted to the X-Ray diffraction (XRD) in order to be characterised its crystalline phases. The equipment used in the analysis was

**53**

**Table 2.**

*Use of Waste Foundry Sand (WFS) as Filler in Hot-Mixed Asphalt Concrete*

Sand Market of Manaus Pebble Market of Manaus Portland cement (PC) II-Z-32 (mineral filler) Market of Manaus

> Coarse aggregate determination of the bulk specific gravity, apparent specific gravity and water

Coarse aggregate—test method for resistance to degradation by Los Angeles

Aggregates—sieve analysis of fine and coarse aggregates

Portland cement and other powdered materials determination of density

material identification by spot test, X-ray fluorescence spectrometry and optical emission spectrometry

fluorescence spectrometry

to bituminous binder

Fine aggregate determination of the bulk specific gravity and apparent specific gravity

absorption

machine

Pebble NBR 12583/1992 Coarse aggregate—coating

WFS NBR 16137/2010 Non-destructive testing—

WFS — Wavelength dispersive X-ray

Asphalt cement (AC) (50/70 grading) Oil refinery of Manaus (REMAN) Waste foundry sand (WFS) Industry of free-trade zone of Manaus

**Title Acceptance** 

**parameters (Brazilian standard)**

2.00 g/cm3

range

analysis)

respectively

cm3

Greater than 0.88 and

Within granulometric

Qualitative test (visual

,

— ASTM-C114–15

— ASTM-C1365

Greater than 1.60 and 2.60 g/cm3

Greater than 3.00 g/

18%, respectively

; less than

Less than 50% AASHTO-T-96

**Similar international standard**

ASTM-T-85

ASTM-C136/ C136M-14

ASTM-C128–01

ASTM-C188–09

—

**Material Origin**

the D8 Focus-Bruker diffractometer, with monochromatic cuprum radiation (CuKα, λ = 1.5418 Å), operating at 35 kV and 40 mA. A laser particle size analyser was used to determine with precision the particle size of both mineral fillers (PC and WFS).

Since the tests were performed 10 years ago, asphalt concrete studies were developed through the traditional Marshall method and not by current Superior

**3.3 Dosage method of the SMA mixtures**

*DOI: http://dx.doi.org/10.5772/intechopen.89715*

*Provenance of HMAC component materials.*

**standard**

NBR NM 248/2003

52/2009

**Material Brazilian** 

Pebble NBR NM 53/2009

Pebble NBR NM 51/2001

Sand NBR NM

Fillers NBR NM 23/2001

*Aggregate characterisation tests.*

Pebble, Sand, Fillers

**Table 1.**

### *Use of Waste Foundry Sand (WFS) as Filler in Hot-Mixed Asphalt Concrete DOI: http://dx.doi.org/10.5772/intechopen.89715*


#### **Table 1.**

*Sandy Materials in Civil Engineering - Usage and Management*

The experimental procedure of this research contemplates the dosage and physical and mechanical tests on five hot-mixed asphalt concrete (HMAC) mixtures using the conventional Portland cement filler (as reference) and four other mixtures using WFS, replacing the cement gradually in proportions of 25%. This residue was produced by the foundry industrial process of a company located in free-trade zone of Manaus city, Amazon State, Brazil, which produces clutch assembly lines (pressure and friction plates, discs, outer housing, etc.) for the motorcycle industry. **Figure 1a** shows one of the several kinds of pieces that are produced in that industry, while **Figure 1b** presents the WFS studied. The annual production of WFS in that industry was about 1500 tons in 2014 (SUFRAMA, 2016). The coarse aggregate (natural pebble) came from the "Japurá" River (an Amazon River affluent) riverbeds and was extracted by dredging, but it was acquired in the local market. The fine aggregate (clean sand) came from mining extraction in the vicinity of the city (about 30–50 km), but it was acquired in the local market as well. The mineral filler used was Portland cement II-Z-32 type. Finally, asphalt cement (AC) 50/70 grading was used, produced by the oil refinery of Manaus (REMAN). The materials used in this research and their respective origins are listed in **Table 1**.

All mineral aggregates used in the asphalt mixtures were tested according to the standards described in **Table 2**, mainly by the Brazilian highway standards, which are most similar to known international standards. In relation to the asphalt cement (AC—50/70 penetrating grading), it was submitted to complete characterisation

In order to avoid the presence of impurities, the residue was washed in sieves Nos. 200, 300 and 400, before subjected to characterisation tests and used in asphalt mixtures. The WFS filler was subjected to chemical analysis (XRF) made by an X-Ray spectrometer equipment (720 energy dispersive, Shimadzu), through drying and subsequently pressing the sample in a disc form. The equipment can perform analyses from sodium to uranium, has a rhodium tube and is cooling by liquid nitrogen. Besides that, the WFS filler was also submitted to the X-Ray diffraction (XRD) in order to be characterised its crystalline phases. The equipment used in the analysis was

*(a) A piece (to be deburred) produced at the trade zone of Manaus city industry. (b) WFS to be tested.*

**3. Materials and methods**

**3.2 Characterisation of materials**

according to standards shown in **Table 3**.

**3.1 Origin of materials**

**52**

**Figure 1.**

*Provenance of HMAC component materials.*


#### **Table 2.**

*Aggregate characterisation tests.*

the D8 Focus-Bruker diffractometer, with monochromatic cuprum radiation (CuKα, λ = 1.5418 Å), operating at 35 kV and 40 mA. A laser particle size analyser was used to determine with precision the particle size of both mineral fillers (PC and WFS).

## **3.3 Dosage method of the SMA mixtures**

Since the tests were performed 10 years ago, asphalt concrete studies were developed through the traditional Marshall method and not by current Superior


**Table 3.**

*Properties of asphalt cement (AC—50/70 penetrating grading) used in the mixtures.*

Performing Asphalt Pavements (Superpave) methodology. After the characterisation of all components of asphalt concrete, the materials were classified in the "C" granulometric range limits of Brazilian highway specifications following the Marshall dosage method, as shown in **Figure 2**. The curves obtained fitted in the area defined by the two curve limits of the "C" range, minimum and maximum. After fixing the particle size distribution of aggregates of the mixture, the probable optimum asphalt content (OAC) was estimated by the expression derived from the work of Duriez (1950) based on the specific surface of the aggregates:

rk of Duirêz (1950) based on the specific surface of the aggregates:

$$S = \frac{0.17G + 0.33g + 2.30A + 12a + 135f}{100} \tag{1}$$

where S is the specific surface area of aggregate (m<sup>2</sup> /kg), G is the percentage retained on sieve 9.5 mm, g is the percentage passing on sieve #9.5 mm e retained on sieve 4.8 mm, A is the percentage passing on sieve #4.8 mm e retained on sieve 0.3 mm, a is the percentage passing on sieve #0.3 mm e retained on sieve 0.074 mm and f is the percentage passing on sieve 0.074 mm.

Then, the probable OAC was calculated, using the following expression:

$$T\_{\rm cat} = m \sqrt[5]{S} \tag{2}$$

where *Tca* is the OAC in relation to the mass of the aggregates (%) and m is the richness modulus of AC, varying from 3.75 (wearing course with high stiffness) to 4.00 (wearing course with low stiffness).

If the mean bulk specific gravity of the total aggregate is less than 2.60 or greater than 2.70, then the content obtained in the previous item should be corrected by the following expression: *Tca*′ = \_

$$T\_{ca}' = \frac{2,65\,T\_{ca}}{8\_{am}}\tag{3}$$

**55**

**Table 4.**

*Use of Waste Foundry Sand (WFS) as Filler in Hot-Mixed Asphalt Concrete*

*DOI: http://dx.doi.org/10.5772/intechopen.89715*

**3.4 Production of SMA samples in the laboratory**

**Figure 2.**

*XRD analysis for WFS filler.*

determined by the Marshall method.

the results of OAC for each mixture.

*Composition of oxides present in WFS filler.*

**3.5 Physical and mechanical properties of SMA mixtures**

Five HMAC mixtures were analysed whose grain size proportions are shown in **Table 4**. The mixture 1 was used as reference, for 100% of Portland cement as mineral filler. The other mixtures used WFS as mineral filler, replacing Portland cement in gradual proportions each 25%. At the end, the results were compared between the mixtures with and without WFS according to the physical and mechanical tests performed. The experimental procedures were defined as follows, for each mixture [33]: (i) determination of the AC working temperatures from Saybolt-Furol viscosity test in the range of 85 ± 10 and 140 ± 15 SSF for mixing and compaction, respectively; (ii) the components (aggregates + AC) were mixed at a temperature of 146°C for approximately 2 min; (iii) the mix was placed in the Marshall mould and compacted mechanically with 75 blows on each side of the specimen; (iv) the specimen were left at rest for 24 h at room temperature; (v) after that, the specimens were left in a water bath at 60°C for 2 h; (vi) finally, they were placed in the compression mould and submitted to compression in order to determine the rupture load and flow value. Thus, all physical and mechanical parameters of HMAC mixtures were

From Eq. 4, an initial OAC value of 6.15% for mixture 1 was adopted, with m = 3.75. Nevertheless, the mixture showed excessive fluid, with AC in excess. Hence, OAC = 4.5% was considered. It is noteworthy that three specimens were cast for each AC content to find the final OAC of each the mixture (mixtures 1–5), whose range varied from 3.5 to 5.5%, at each interval of 0.5%. **Figure 3a** presents

After the tests, the Marshall parameters of the mixtures were determined: bulk specific gravity (BSG), theoretical maximum specific gravity (TMG), air void volume (AVV), voids in the mineral aggregate (VMA), voids filled with asphalt

**Oxide SiO2 Al2O3 SO3 Fe2O3** Content (%) 93.68 3.97 1.66 0.41

where T′*ca* is the corrected OAC in relation to the mass of the aggregates (%) and δam is the mean bulk specific gravity of the total aggregate. *Pca* = \_ or *Pca* <sup>=</sup> \_

Finally, the OAC is calculated in relation to the entire mixture:

$$P\_{cat} = \frac{100 \, T\_{ca}}{100 + T\_{ca}} \text{ or } P\_{cat} = \frac{100 \, T\_{ca}'}{100 + T\_{ca}'} \tag{4}$$

where Pca is the final value of OAC in relation to the total mixture (%).

From that OAC value were adopted two points below it (each 0.5%) and two points above it (each 0.5%).

*Use of Waste Foundry Sand (WFS) as Filler in Hot-Mixed Asphalt Concrete DOI: http://dx.doi.org/10.5772/intechopen.89715*

**Figure 2.** *XRD analysis for WFS filler.*

*Sandy Materials in Civil Engineering - Usage and Management*

NBR 15184 Brookfield viscosity, 135°C, sp21,

rpm 20

*Properties of asphalt cement (AC—50/70 penetrating grading) used in the mixtures.*

**Brazilian standard**

**Table 3.**

Performing Asphalt Pavements (Superpave) methodology. After the characterisation of all components of asphalt concrete, the materials were classified in the "C" granulometric range limits of Brazilian highway specifications following the Marshall dosage method, as shown in **Figure 2**. The curves obtained fitted in the area defined by the two curve limits of the "C" range, minimum and maximum. After fixing the particle size distribution of aggregates of the mixture, the probable optimum asphalt content (OAC) was estimated by the expression derived from the

**Test Unity Similar international** 

NBR 14756 Apparent specific gravity, 25°C g/cm3 AASHTO T 228 1.010 NBR 6576 Penetration, 25°C, 100 g, 5 s 0.1 mm AASHTO T 49 58 NBR 14950 SSF viscosity, 135°C s AASHTO T 72 160

NBR 6560 Softening point °C AASHTO T 53 53 NBR 6293 Ductility, 25°C cm AASHTO T 51 >120

**standard**

cP AASHTO T 316 286

**AC 50/75**

*<sup>S</sup>* <sup>=</sup> 0.17*<sup>G</sup>* <sup>+</sup> 0.33*<sup>g</sup>* <sup>+</sup> 2.30*<sup>A</sup>* <sup>+</sup> <sup>12</sup>*<sup>a</sup>* <sup>+</sup> <sup>135</sup>*<sup>f</sup>* \_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_ 100 (1)

retained on sieve 9.5 mm, g is the percentage passing on sieve #9.5 mm e retained on sieve 4.8 mm, A is the percentage passing on sieve #4.8 mm e retained on sieve 0.3 mm, a is the percentage passing on sieve #0.3 mm e retained on sieve 0.074 mm

Then, the probable OAC was calculated, using the following expression:

*Tca* = *m* 5 √ \_

where *Tca* is the OAC in relation to the mass of the aggregates (%) and m is the richness modulus of AC, varying from 3.75 (wearing course with high stiffness) to

If the mean bulk specific gravity of the total aggregate is less than 2.60 or greater than 2.70, then the content obtained in the previous item should be corrected by the

where T′*ca* is the corrected OAC in relation to the mass of the aggregates (%) and

or *Pca* <sup>=</sup> \_

100 *Tca*′ 100 + *Tca*′

*Tca*′ = \_ 2,65 *Tca* δ*am*

/kg), G is the percentage

*S* (2)

(3)

(4)

work of Duriez (1950) based on the specific surface of the aggregates:

where S is the specific surface area of aggregate (m<sup>2</sup>

δam is the mean bulk specific gravity of the total aggregate.

Finally, the OAC is calculated in relation to the entire mixture: *Pca* = \_ 100 *Tca* 100 + *Tca*

where Pca is the final value of OAC in relation to the total mixture (%). From that OAC value were adopted two points below it (each 0.5%) and two

and f is the percentage passing on sieve 0.074 mm.

4.00 (wearing course with low stiffness).

following expression:

points above it (each 0.5%).

**54**

### **3.4 Production of SMA samples in the laboratory**

Five HMAC mixtures were analysed whose grain size proportions are shown in **Table 4**. The mixture 1 was used as reference, for 100% of Portland cement as mineral filler. The other mixtures used WFS as mineral filler, replacing Portland cement in gradual proportions each 25%. At the end, the results were compared between the mixtures with and without WFS according to the physical and mechanical tests performed.

The experimental procedures were defined as follows, for each mixture [33]: (i) determination of the AC working temperatures from Saybolt-Furol viscosity test in the range of 85 ± 10 and 140 ± 15 SSF for mixing and compaction, respectively; (ii) the components (aggregates + AC) were mixed at a temperature of 146°C for approximately 2 min; (iii) the mix was placed in the Marshall mould and compacted mechanically with 75 blows on each side of the specimen; (iv) the specimen were left at rest for 24 h at room temperature; (v) after that, the specimens were left in a water bath at 60°C for 2 h; (vi) finally, they were placed in the compression mould and submitted to compression in order to determine the rupture load and flow value. Thus, all physical and mechanical parameters of HMAC mixtures were determined by the Marshall method.

From Eq. 4, an initial OAC value of 6.15% for mixture 1 was adopted, with m = 3.75. Nevertheless, the mixture showed excessive fluid, with AC in excess. Hence, OAC = 4.5% was considered. It is noteworthy that three specimens were cast for each AC content to find the final OAC of each the mixture (mixtures 1–5), whose range varied from 3.5 to 5.5%, at each interval of 0.5%. **Figure 3a** presents the results of OAC for each mixture.

#### **3.5 Physical and mechanical properties of SMA mixtures**

After the tests, the Marshall parameters of the mixtures were determined: bulk specific gravity (BSG), theoretical maximum specific gravity (TMG), air void volume (AVV), voids in the mineral aggregate (VMA), voids filled with asphalt


**Table 4.** *Composition of oxides present in WFS filler.*

#### **Figure 3.**

*Marshall physical and mechanical characteristics of studied mixtures: (a) optimum asphalt content, (b) bulk specific gravity, (c) air void volume, (d) asphalt-void ratio, (e) Marshall stability and (f) flow value.*

(VFA), asphalt-void ratio (AVR), Marshall stability (STA) and flow value (FLV). The optimum contents of AC adopted were those with an AVV value of 4%.

Three samples with cylindrical forms were moulded for the determination of the static indirect tensile strength (ITS) by diametrical compression for each type of mixture, at each OAC. The ITS individual value was obtained through the expression

**57**

ratio.

intercept.

*Use of Waste Foundry Sand (WFS) as Filler in Hot-Mixed Asphalt Concrete*

the sample radius (m) and h is the sample height (m).

mined at 300, 400 and 500 load application F.

<sup>σ</sup>*<sup>t</sup>* <sup>=</sup> \_T

where σt is the individual static ITS (kPa), T is the static rupture load (kN), *r* is

where RM is the individual resilient modulus (MPa), F is the cyclic vertical load diametrically applied on specimen (N), δ is the elastic strain recorded for 200, 400 and 500 load applications (mm), h is the sample height (mm) and μ is Poisson's

The fatigue test was performed to define the number of loading repetitions as a function of controlled stresses in diametrical compression samples with the load applied at a frequency of 1 Hz, with 0.10 s of repeated loading duration through the same resilient modulus equipment, increasing in tensile strain until the specimen is completely disrupted at a constant temperature of 25°C. The fatigue curve was determined in seven stress levels (7.5, 10, 15, 20, 25, 30 and 40% of the static ITS) with two specimens per level. The fatigue resistance was evaluated according to the fatigue curves generated by testing, which introduces the relationship between fatigue strength and fatigue life. The fatigue equation in this study was calculated

where Nf is the fatigue life (in cycles) and σf is the fatigue stress (MPa), i.e. the tension stress applied during the test. The equation provides a linear relationship between them using a bilogarithmic scale, in which "n" is the gradient and "k" is the

The study of permanent deformation was made using the static creep test applying a static and continuous compression load on a specimen moulded according to the Marshall methodology. The specimen was placed in the axial position and then was subjected to an applied tension of 0.1 MPa, distributed over the entire contact surface of the specimen for a period of 60 min at a temperature of 40°C. The permanent deformations were measured continuously along that time, and then the specimen was discharged, waiting for 15 min for the stabilisation of the viscous deformations, which were measured continuously too. The total strain (Dt) after

> *Dt* <sup>=</sup> \_ ∆*h*<sup>75</sup> *ho*

where Δh75 is the specimen height change after the final recovery period, i.e. 75 min after the start of the test load (mm), and ho is the specimen initial height taken in the axial direction of loading (mm). **Table 5** shows the mechanical tests performed on HMAC mixtures, while **Figure 4** presents all tests carried out on

Three samples were moulded for determining the resilient modulus (RM) of each mixture. This mixture was then placed in the mould and compacted mechanically with 75 blows on each side of the sample. Then, the specimen were submitted to a repeatedly vertical compression load F at a maximum stress level less than or equal to 20% of the ITS. The RM adopted was the arithmetical mean value deter-

Hence, the value of the RM was determined by the expression [33]

RM <sup>=</sup> \_*<sup>F</sup>*

using the formula given in the following equation [34]:

the recovery period can be obtained as:

components and mixtures.

πrh (5)

*<sup>h</sup>* × (0,9976*<sup>μ</sup>* <sup>+</sup> 0, 2692) (6)

log (*Nf*) = *n* × *log* (σ*f*) + *k* (7)

(8)

*DOI: http://dx.doi.org/10.5772/intechopen.89715*

*Use of Waste Foundry Sand (WFS) as Filler in Hot-Mixed Asphalt Concrete DOI: http://dx.doi.org/10.5772/intechopen.89715*

*Sandy Materials in Civil Engineering - Usage and Management*

(VFA), asphalt-void ratio (AVR), Marshall stability (STA) and flow value (FLV). The optimum contents of AC adopted were those with an AVV value of 4%.

*Marshall physical and mechanical characteristics of studied mixtures: (a) optimum asphalt content, (b) bulk specific gravity, (c) air void volume, (d) asphalt-void ratio, (e) Marshall stability and (f) flow value.*

Three samples with cylindrical forms were moulded for the determination of the static indirect tensile strength (ITS) by diametrical compression for each type of mixture, at each OAC. The ITS individual value was obtained through

**56**

**Figure 3.**

the expression

$$
\sigma\_t = \frac{\mathbf{T}}{\pi \text{rrh}} \tag{5}
$$

where σt is the individual static ITS (kPa), T is the static rupture load (kN), *r* is the sample radius (m) and h is the sample height (m).

Three samples were moulded for determining the resilient modulus (RM) of each mixture. This mixture was then placed in the mould and compacted mechanically with 75 blows on each side of the sample. Then, the specimen were submitted to a repeatedly vertical compression load F at a maximum stress level less than or equal to 20% of the ITS. The RM adopted was the arithmetical mean value determined at 300, 400 and 500 load application F.

Hence, the value of the RM was determined by the expression [33]

$$\text{RM} = \frac{F}{\delta h} \times \{0, \text{9976} \mu + 0, \text{2692}\} \tag{6}$$

where RM is the individual resilient modulus (MPa), F is the cyclic vertical load diametrically applied on specimen (N), δ is the elastic strain recorded for 200, 400 and 500 load applications (mm), h is the sample height (mm) and μ is Poisson's ratio.

The fatigue test was performed to define the number of loading repetitions as a function of controlled stresses in diametrical compression samples with the load applied at a frequency of 1 Hz, with 0.10 s of repeated loading duration through the same resilient modulus equipment, increasing in tensile strain until the specimen is completely disrupted at a constant temperature of 25°C. The fatigue curve was determined in seven stress levels (7.5, 10, 15, 20, 25, 30 and 40% of the static ITS) with two specimens per level. The fatigue resistance was evaluated according to the fatigue curves generated by testing, which introduces the relationship between fatigue strength and fatigue life. The fatigue equation in this study was calculated using the formula given in the following equation [34]:

$$
\log \text{(N}\_f\text{)} = n \times \log \text{( $\sigma\_f$ )} + k \tag{7}
$$

where Nf is the fatigue life (in cycles) and σf is the fatigue stress (MPa), i.e. the tension stress applied during the test. The equation provides a linear relationship between them using a bilogarithmic scale, in which "n" is the gradient and "k" is the intercept.

The study of permanent deformation was made using the static creep test applying a static and continuous compression load on a specimen moulded according to the Marshall methodology. The specimen was placed in the axial position and then was subjected to an applied tension of 0.1 MPa, distributed over the entire contact surface of the specimen for a period of 60 min at a temperature of 40°C. The permanent deformations were measured continuously along that time, and then the specimen was discharged, waiting for 15 min for the stabilisation of the viscous deformations, which were measured continuously too. The total strain (Dt) after the recovery period can be obtained as:

$$\mathbf{s}:\tag{8}$$

$$D\_{\mathbf{t}} = \frac{\Delta h\_{75}}{h\_o}\tag{8}$$

where Δh75 is the specimen height change after the final recovery period, i.e. 75 min after the start of the test load (mm), and ho is the specimen initial height taken in the axial direction of loading (mm). **Table 5** shows the mechanical tests performed on HMAC mixtures, while **Figure 4** presents all tests carried out on components and mixtures.


#### **Table 5.**

*Mechanical characterisation tests carried out on HMAC mixtures.*

**59**

**Table 7.**

**Table 6.**

*Use of Waste Foundry Sand (WFS) as Filler in Hot-Mixed Asphalt Concrete*

**Figure 2** indicates the result of XRD analysis for WFS filler. As shown in the figure, WFS is essentially formed by quartz mineral, as expected. **Table 4** shows the composition of the main oxides present in the WFS filler obtained by XRF analysis. The high percentage of silica confirms the XRD analysis of the material [8, 16, 17]. **Table 6** indicates the physical characteristics of the aggregates. WFS aggregate apparent specific gravity of WFS is very close to conventional aggregates (pebble and sand) [7, 9, 10, 13] each other except for PC. Pebble had a Los Angeles abrasion loss below the maximum allowed by the Brazilian standard, which is 50%. The WFS had 76.25% of its particle sizes passing at #200 sieve and are slightly larger than that of Portland cement, i.e. it is too fine to replace part of the fine aggregate of the asphalt mixes [8, 10, 12], thus demonstrating that the residue could only replace

**Table 7** shows the resulting granulometric composition of the mineral aggregates with and without the addition of WFS. It is observed that all the mixtures were composed with the same amount of aggregates, varying only the proportion between the two types of the filler fraction. Conventional mixture 1 used PC exclusively, while mixture 2 used WFS as filler exclusively. The other mixtures had variations between permutations of PC and WFS proportions. The grain size distribution of the mineral aggregates, the "C" range maximum and minimum limits of the Brazilian highway specification and the resulting aggregates of mixtures 1 and 2

*DOI: http://dx.doi.org/10.5772/intechopen.89715*

**4. Results and discussion**

part or total filler fraction.

are shown in **Figure 5**.

**Aggregate Apparent specific** 

*Physical characteristics of aggregates.*

**gravity (g/cm3**

**)**

**Absorption (%)**

**Aggregate Mixture designation**

*Granulometric composition of mineral aggregate mixtures with and without WFS addition.*

Pebble 2.66 1.92 40.0 12.0 7.0 2.5 Sand 2.63 — — 1.5 0.35 0.12 Filler (PC) 3.03 — — 0.063 0.020 0.004 Filler (WFS) 2.65 — — 0.133 0.040 0.004 *Notes: d90, d50 and d10 are the particle size for which 90, 50 and 10% of the all particles, in mass, are finer than it.*

Pebble 62.0 62.0 62.0 62.0 62.0 Sand 33.0 33.0 33.0 33.0 33.0 Filler (cement) 5.0 0.0 3.75 2.5 1.25 Filler (WFS) 0.0 5.0 1.250 2.5 3.75 % Total 100.0 100.0 100.0 100.0 100.0

**Los Angeles abrasion loss (%)**

**1 (%) 2 (%) 3 (%) 4 (%) 5 (%)**

**d90 (mm)**

**d50 (mm)**

**d10 (mm)**

**4.1 Characterisation of materials**

#### **Figure 4.**

*Flowchart of the laboratory tests.*
