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Article

EAF Slag Aggregate in Roller-Compacted Concrete Pavement: Effects of Delay in Compaction

by
My Ngoc-Tra Lam
1,2,*,
Saravut Jaritngam
1 and
Duc-Hien Le
3
1
Department of Civil Engineering, Faculty of Engineering, Prince of Songkla University, Hat Yai, Songkhla 90112, Thailand
2
Faculty of Civil Engineering, Ho Chi Minh City Open University, 97 Vo Van Tan, District 3, Ho Chi Minh City 700000, Vietnam
3
Sustainable Developments in Civil Engineering Research Group, Faculty of Civil Engineering, Ton Duc Thang University, Ho Chi Minh City 700000, Vietnam
*
Author to whom correspondence should be addressed.
Sustainability 2018, 10(4), 1122; https://doi.org/10.3390/su10041122
Submission received: 9 March 2018 / Revised: 28 March 2018 / Accepted: 3 April 2018 / Published: 9 April 2018
(This article belongs to the Special Issue Sustainability in Civil Engineering: from Sustainable Materials to Sustainable Cities)
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Abstract

:
This study investigates the effect of delay in compaction on the optimum moisture content and the mechanical propertie s (i.e., compressive strength, ultrasonic pulse velocity, splitting tensile strength, and modulus of elasticity) of roller-compacted concrete pavement (RCCP) made of electric arc furnace (EAF) slag aggregate. EAF slag with size in the range of 4.75–19 mm was used to replace natural coarse aggregate in RCCP mixtures. A new mixing method was proposed for RCCP using EAF slag aggregate. The optimum moisture content of RCCP mixtures in this study was determined by a soil compaction method. The Proctor test assessed the optimum moisture content of mixtures at various time after mixing completion (i.e., 0, 15, 30, 60, and 90 min). Then, the effect of delay in compaction on the mechanical properties of RCCP mixtures at 28 days of age containing EAF slag aggregate was studied. The results presented that the negative effect on water content in the mixture caused by the higher water absorption characteristic of EAF slag was mitigated by the new mixing method. The optimum water content and maximum dry density of RCCP experience almost no effect from the delay in compaction. The compressive strength and splitting tensile strength of RCCP using EAF slag aggregate fulfilled the strength requirements for pavement with 90 min of delay in compaction.

1. Introduction

Electric arc furnace (EAF) slag is a by-product of steel production, which is generated during the manufacture of crude steel by the electric arc furnace process. The output of EAF slag was estimated at about 15–20% of crude steel production. Total world production of crude steel reached approximately 1560, 1650, and 1670 million tons in 2012, 2013, and 2014, respectively [1], leading to a huge quantity of EAF slag being produced every year. The use of EAF slag as a natural aggregate replacement in concrete has attracted much research over the last years [2,3,4,5], because the recycling of EAF slag has reduced the consumption of natural aggregates and the environmental impacts such as those due to a lack of waste storage areas and the pollution of soil. Many research works have demonstrated that natural aggregates in many types of concrete can be replaced by EAF slag. For example, Manso et al. [2] indicated that EAF slag aggregate created good concrete in terms of mechanical properties. Adegologe et al. [3] presented the findings that concrete made using EAF slag aggregate slightly improved the mechanical properties. The compressive strength and tensile strength of slag concrete increased by 9% and 3%, respectively, in comparison to those of control concrete. Similarly, the improvement of mechanical properties was observed in Sekaran et al. research [4]. Besides, EAF slag also performed as a good aggregate in high-performance concrete. Faleschini et al. [5] showed that high-performance concrete containing 100% EAF slag as the coarse aggregate had mechanical properties better than the reference concrete, including compressive strength, tensile strength, and elastic modulus. Review of the literature shows that EAF slag aggregate is eligible for use in concrete, but very few reports have studied roller-compacted concrete made with EAF slag aggregate. Roller-compacted concrete is a special concrete that is stiff and “no-slump”. The application of roller-compacted concrete for pavements has rapidly increased in several decades because of its strength, durability, and cost efficiency. Because aggregate in a roller-compacted concrete pavement (RCCP) mixture comprises 75% of its volume, the substitution of traditional natural aggregate by EAF slag aggregate has become important for the development of sustainable infrastructure.
RCCP using EAF slag as coarse aggregate has produced pavement fulfilling strength requirements, as has been discussed previously [6]. Unlike natural aggregate replacement by EAF slag in conventional concrete and high-performance concrete, EAF slag as coarse aggregate substitute caused the decrease of RCCP strength (i.e., compressive strength and splitting tensile strength). The higher water absorption feature of EAF slag aggregate had a significant effect on the amount of water needed for the mixture, especially in low-water concrete such as RCCP. Therefore, the complement of water absorbed by EAF slag aggregate in RCCP is an effective solution for improving the strength.
Similar to asphalt pavement, RCCP is compacted with vibratory rollers to achieve a target density and homogeneous surface pavement. The timing of compaction is very important because of its effect on the density and strength of RCCP. Normally, RCCP should be compacted as soon as possible after its spreading. Furthermore, the time span between mixing (the timing of the addition of water in the mixture) and compaction of RCCP is usually within 45 to 90 min [7]. Moreover, some scholars have reported that there is an optimized compaction time. Karimpour [8] found that compacting the mixture at the optimized time resulted in the maximum compressive strength. In addition, the improvement of mechanical properties was observed in the RCCP mixture compacted at the optimized time [9]. The optimum time of compaction depended on materials, mixing design, and water-to-cement ratio in mixture.
In order to enhance RCCP strength, the aim of this study is to investigate the water absorption process of EAF slag aggregate. The water absorption function of EAF slag aggregate was used to propose a new mixing method for RCCP made with EAF slag aggregate. Futhermore, the effect of delay in compaction on the optimum moisture content and the mechanical properties of RCCP using EAF slag aggregate was assessed (i.e., compressive strength, ultrasonic pulse velocity, splitting tensile strength, and modulus of elasticity). In this work, the time span between mixing and compaction was 0, 15, 30, 60, and 90 min.

2. Testing Program

2.1. Materials

2.1.1. Cement

Table 1 shows the chemical composition and physical characteristics of ordinary Portland cement (OPC) type I conforming to ASTM C150 used in this study [10].

2.1.2. Aggregates

Natural aggregate used in this study with the designed gradation as shown in Table 2 is crushed stone. EAF slag aggregate from Southern Vietnam with size in the range of 4.75–19 mm (Figure 1) reaching the requirements of ASTM C33 standard (Table 3) was used to replace natural aggregate in RCCP [11,12,13,14]. After leaving in an environmental condition for several months as a treatment process to reduce the volume expansion [15], the free CaO content of the EAF slag aggregate is less than 0.1% [6]. On the other hand, the expansion value of the EAF slag aggregate was 0.078%, which is lower than the limit value (0.5%) following ASTM D4792 [6,16]. Consequently, the EAF slag aggregate in this study exhibited the required volume stability.

2.2. Testing Approaches and Sample Preparation

This study is composed of three parts. In the first part, the water absorption process of the EAF slag aggregate was investigated. In the second part, the Proctor test determined the optimum moisture content of mixtures compacted at various time after mixing completion (i.e., 0, 15, 30, 60, and 90 min). In the third part, the effect of delay in compaction on the mechanical properties of RCCP using EAF slag aggregate at 28 days of age was examined.

2.2.1. The Water Absorption of EAF Slag Aggregate

Because of the higher water absorption characteristic, the relationship between water absorption of the EAF slag aggregate and immersion time was investigated to mitigate the effect of this feature on the water content of the RCCP mixture. Ten samples of the EAF slag aggregate were prepared in accordance with ASTM C127 standard [11]. All samples were dried in the oven to constant mass at a temperature of 110 ± 5 °C and cooled in air at room temperature for 2 h. Then, ten samples were immersed in water at room temperature for 5 min, 10 min, 15 min, 30 min, 60 min, 90 min, 2 h, 4 h, 8 h, and 24 h to determine the water absorption. Experiments were repeated five times to calculate the average value and the sample immersion times were changed after each test.

2.2.2. Mixing Proportion of RCCP

RCCP made of 100% EAF slag coarse aggregate (s-RCCP) and a reference RCCP made of 100% natural aggregate (r-RCCP) with 12% cement (Table 4) were subjected to the modified Proctor test (ASTM D1557) [17] after mixing completion at five levels of moisture content to determine the optimum moisture content of the mixture. According to ASTM D1557, the mixture is placed in five layers into the 6-in (152.4 mm) mold and compacted by 56 blows of a rammer per layer. After conducting the Proctor test, the density of mixture is determined to establish a relationship between the dry density and moisture content (the compaction curve). From the compaction curve, the optimum moisture content of the mixture was observed. Besides, four mixtures of r-RCCP and four mixtures of s-RCCP were subjected to delay in compaction of 15 min, 30 min, 60 min, and 90 min to evaluate the optimum moisture content of mixtures at various times of compaction.

2.2.3. Mechanical Properties of RCCP

Ten mixtures containing the optimum moisture content were prepared to make the specimens. The standard cylinder specimens with diameter of 150 mm and height of 300 mm were molded by using a vibrating hammer conforming to ASTM C1435 [18]. After 24 h of casting, all specimens were removed from the mold and cured in tap water at the temperature of 23 ± 2 °C until 28 days of age, to determine the mechanical properties of RCCP.
At 28 days of age, the measurement of ultrasonic pulse velocity transmitted from surface to surface of the cylinder specimen was conducted in accordance with ASTM C597 [19]. The pulse velocity is calculated by the transit time of the longitudinal stress wave through the sample received from the ultrasonic apparatus. Then, before the compressive strength testing conforming to ASTM C39 [20], the cylinder specimens underwent a capping procedure to make a plane surface for sampling. For splitting tensile strength testing (ASTM C496), the load is applied along the length of a cylindrical specimen at a constant rate in the range of 100 to 200 psi/min (0.7 to 1.4 MPa/min) until failure occurs [21]. Finally, the modulus of elasticity of r-RCCP and s-RCCP samples was measured following ASTM 469 [22]. All experiments were conducted on groups of three specimens to obtain the average value.
Table 5 shows the testing approaches and the quantity of samples in this study.

3. Results and Discussion

3.1. The Relationship between Water Absorption of EAF Slag Aggregate and Immersion Time

The relationship between the water absorption ratio of the EAF slag aggregate and immersion time is shown in Figure 2. It was observed that the water absorption of the EAF slag aggregate occurred quickly within the first 5 min, reaching 77.66% of the total water absorption. This behavior resulted from the water absorption of large pores in the EAF slag aggregate. After 5 min, the water absorption took place at small pores, leading to water absorption rate reduction. The water absorption ratio was 81.16%, 83.06%, and 86.86% after 10 min, 15 min, and 30 min, respectively (Table 6). After that, the water absorption happened very slowly and reached 88.94% after 60 min. It can be seen that the water absorption of the EAF slag aggregate after 10 min of immersion comprised over 80% of the total water absorption.

3.2. Mixing Proportion of RCCP

As discussion in Section 3.1, the EAF slag aggregate rapidly absorbed the water during the first 10 min of immersion. Therefore, a new mixing method of RCCP was designed in this study to mitigate the negative effect of the higher water absorption of the EAF slag aggregate on the mixing water dosage of the mixture. The new mixing method consists of two stages (Figure 3). In the first stage, 50% of the water dosage is mixed with aggregates within 10 min, in order to allow most of the large pores of the EAF slag aggregate to absorb water. The second mixing stage is 5 min, to create a homogeneous consistency of mixture.
In this study, all RCCP mixtures were mixed following the new mixing method. After mixing completion, two mixtures (i.e., r-RCCP and s-RCCP) were compacted immediately, while eight mixtures were delayed in compaction for 15, 30, 60, and 90 min. The relationship between the dry density and moisture content of the RCCP mixtures was determined by Proctor testing results as listed in Table 7.
According to Table 7, the optimum moisture content and maximum dry density of mixtures at various time of compaction were calculated, as listed in Table 8. It can be seen that the optimum moisture of s-RCCP (7.99%) compacted immediately after mixing is higher than that of r-RCCP (6.93%). This behavior resulted from the higher water absorption feature of the EAF slag aggregate. Most of the large pores of the EAF slag aggregate quickly absorbed the water when the EAF slag aggregate contacted the water in the first stage of the mixing process (Figure 3). From the optimum moisture content values, the total water needed for r-RCCP and s-RCCP were determined as 158 L/m3 and 187 L/m3, respectively. Hence, the effective water can be estimated as 138 L/m3 for r-RCCP and 146 L/m3 for s-RCCP. Similar values for the effective water in RCCP have been found in a number of published works [23,24,25]. These values demonstrate that the new mixing method in this study helps complement the amount of water absorbed by the EAF slag aggregate. Furthermore, the increase of delay in compaction leads to the workability reduction of the mixture. Thus, the optimum moisture content of r-RCCP increases from 6.93% at 0 min to 8.04% at 90 min. Besides, the optimum moisture of s-RCCP increases slightly from 7.99% at 0 min to 8.14% at 90 min. The results stated that the workability reduction of the s-RCCP mixture is lower than that of r-RCCP, especially with 90 min of delay. This phenomenon may result from the water in the pore structure of the EAF slag aggregate being pushed out through compaction. As a result, the delay in compaction hardly affected the total water content of s-RCCP mixed by the new mixing method.
On the other hand, the natural aggregate replacement by EAF slag leads to the increase of maximum dry density of s-RCCP because of the higher density of slag. The average maximum dry density of s-RCCP is 2381 kg/m3, an increase of 4% in comparison with that of r-RCCP (2282 kg/m3). Similar to the optimum water content, the delay in compaction has almost no effect on the maximum dry density of RCCP mixtures.

3.3. Compressive Strength of RCCP

Figure 4 shows the 28-day-age compressive strength of r-RCCP and s-RCCP at various times of compaction. The compressive strength of r-RCCP is higher than that of s-RCCP at all compaction times. This may be a result of the bad quality of the interfacial transition zone between the EAF slag aggregate and cementitious matrix in low water concretes such as RCCP [6]. Moreover, the new mixing method in this study has enhanced the compressive strength of s-RCCP. For instance, s-RCCP compacted immediately after mixing by the new method obtained 43.54 MPa of compressive strength, whereas the compressive strength of s-RCCP reached 35.56 MPa in a previous research work [6].
As shown in Figure 4, the compressive strengths of r-RCCP and s-RCCP attained the highest value (i.e., 51.46 and 43.54 MPa, respectively) with compaction immediately after mixing completion. Good workability of mixtures resulted in the effective compaction process. Increasing the delay led to a compressive strength reduction. The compressive strength of r-RCCP at 15 min decreased by 13%, and that of s-RCCP decreased by 16% in comparison to its compressive strength at 0 min. However, both of r-RCCP and s-RCCP showed slightly improved compressive strength after 15 min of delay. For instance, the compressive strength of r-RCCP reached 47.18 MPa at 30 min, while that of s-RCCP reached 42.64 MPa at 60 min. This behavior may result from the formation of ettringite of the hydrated cement process. The formation of ettringite filled up the pores in structure concrete [26]. Consequently, the compressive strength increased with the compaction process in this period. Nevertheless, when the mixture was compacted in the period of the formation of the Calcium-Silicate-Hydrate (C-S-H) phase, it resulted in the crystallized product being destroyed. As a result, for r-RCCP and s-RCCP mixtures compacted at 90 min, a decrease in compressive strength was observed.
Based on the results of this part, it is revealed that s-RCCP compacted at various times achieved compressive strengths in the range of 35 MPa to 45 MPa. This range of values is popularly found in many research works on RCCP [23,24,27,28]. This result proved that s-RCCP can be delayed in compaction until 90 min while producing pavements fulfilling the strength requirement both in areas without freeze–thaw conditions (28 MPa) and in areas exposed to freeze–thaw conditions (31 MPa) [29].

3.4. Ultrasonic Pulse Velocity (UPV) of RCCP

Similarly to conventional paving concrete, the pulse velocities for r-RCCP and s-RCCP in this study were in the range of 4500 m/s to 4900 m/s (Figure 5) [30]. According to UPV values, both the r-RCCP and s-RCCP specimens with various times of compaction are classified as “excellent” quality (UPV > 4500 m/s) [31]. r-RCCP provided higher UPV values than s-RCCP due to the higher compressive strength of r-RCCP. Moreover, there was a good relationship between UPV and compressive strength values, as presented by a best-fit exponential formula (Figure 6). Increasing UPV values accompanied the increase in compressive strength. In addition, the replacement of natural coarse aggregate in mixtures by EAF slag aggregate resulted in s-RCCP specimens with less uniformity than r-RCCP specimens.

3.5. Splitting Tensile Strength of RCCP

The splitting tensile strength of RCCP samples compacted at various times at 28 days of age are shown in Figure 7. r-RCCP attained the highest splitting tensile strength (4.81 MPa) with compaction immediately after mixing completion. Then, the delay in compaction led to the reduction of splitting tensile strength.
Splitting tensile strength values of s-RCCP at 28 days of age at various times of compaction were in the range of 3.2 MPa to 4.6 MPa. This result is similar to that of conventional RCCP, which is generally between 3.1 MPa to 4.2 MPa [30]. In addition, it has been found that the splitting tensile strength of s-RCCP reached a peak (4.64 MPa) with compaction at 60 min. The rough texture characteristic of the EAF slag aggregate improved the splitting tensile strength of s-RCCP. Besides, the filling of the pores by ettringite may be the cause of the strength increase when there was a delay in compaction [32]. Furthermore, the splitting tensile strength and compressive strength ratio of s-RCCP that was compacted after 30 min of delay is about 10 percent. This result is higher than a typical 8 to 9 percent of splitting tensile strength and compressive strength ratio of ordinary concrete [26]. The improvement of the splitting tensile strength of the EAF aggregate is appreciated in RCCP due to the load distribution characteristics of a rigid pavement.

3.6. Elastic Modulus of RCCP

As can be seen from Figure 8, the elastic modulus at 28 days of age of all RCCP mixtures in this study was in the range of 30 GPa to 36 GPa. This range of values is found to be similar to that of conventional RCCP provided by a number of former scholars [28,33,34]. Therefore, the delay in compaction slightly affected the elastic modulus of RCCP. Both r-RCCP and s-RCCP achieved the highest values of elastic modulus (36 GPa) with compaction at 15 min after mixing. The lowest elastic modulus of r-RCCP (31 GPa) was obtained in the sample compacted at 30 min, whereas that of s-RCCP (30 GPa) was obtained in the sample compacted immediately after mixing.
According to the CEB-FIP Model Code (1990) [26], the modulus of elasticity of concrete can be estimated from Equation (1):
E = b(fc/10)1/3
where fc is the cylindrical compressive strength at 28 days of age (MPa) and the b coefficient is 2.15 × 104 for normal concrete.
Based on the results and Equation (1), the b coefficient of r-RCCP is 2.00 × 104 and the b coefficient of s-RCCP is 2.09 × 104 (see Figure 9). Hence, the elastic modulus of r-RCCP and s-RCCP can be predicted by the compressive strength of samples at 28 days of age.

4. Conclusions

(1)
The water absorption ratio of the EAF slag aggregate obtained over 80% of the total water absorption after 10 min of immersion in water.
(2)
The new mixing method has mitigated a negative effect of the high water absorption feature of the EAF slag on the water of s-RCCP.
(3)
The optimum water content of the s-RCCP mixture is higher than that of the r-RCCP mixture because of the higher water absorption of the EAF slag aggregate. Moreover, the optimum water content and maximum dry density of s-RCCP experiences almost no effect from the delay in compaction. The water content of the s-RCCP mixture mixed by the new method may maintain its workability for 90 min.
(4)
There was an improvement of s-RCCP compressive strength when the mixture was mixed by the new method. In addition, the compressive strength reached the highest value with compaction immediately after mixing. Increasing the delay in compaction led to a decline in the compressive strength of s-RCCP. However, 90 min of delay in compaction also produced s-RCCP fulfilling the strength requirement for pavements.
(5)
The rough texture of the EAF slag aggregate caused the improvement of s-RCCP splitting tensile strength. Besides, the occurrence of the highest splitting tensile strength value of s-RCCP when delay in compaction was 60 min may be a result of the filling of the pores with ettringite.
(6)
With UPV values > 4500 m/s, both the r-RCCP and s-RCCP specimens compacted at various times reached uniformity and “excellent” quality.
(7)
The elastic modulus of r-RCCP and s-RCCP at 28 days of age was hardly affected by the delay in compaction. The range of values (30–36 GPa) is similar to that of conventional paving concrete. Furthermore, the elastic modulus of r-RCCP and s-RCCP can be predicted by the compressive strength of samples at 28 days of age.

Acknowledgments

This work was supported by the Higher Education Research Promotion and Thailand’s Education Hub for Southern Regions of ASEAN Countries Project Office of the Higher Education Commission (Contract No. TEH-AC 032/2015) and the PSU.GS. Financial Support for Thesis scholarship.

Author Contributions

My Ngoc-Tra Lam and Duc-Hien Le designed the experiments. My Ngoc-Tra Lam conducted the experiments and wrote the paper. Saravut Jaritngam and Duc-Hien Le contributed discussion.

Conflicts of Interest

The authors declare no conflict of interest.

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Figure 1. Electric arc furnace (EAF) slag aggregate used in this study.
Figure 1. Electric arc furnace (EAF) slag aggregate used in this study.
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Figure 2. The relationship between the water absorption ratio of EAF slag aggregate and immersion time.
Figure 2. The relationship between the water absorption ratio of EAF slag aggregate and immersion time.
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Figure 3. The new mixing method of RCCP in this study.
Figure 3. The new mixing method of RCCP in this study.
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Figure 4. Compressive strength of r-RCCP and s-RCCP at various times of compaction.
Figure 4. Compressive strength of r-RCCP and s-RCCP at various times of compaction.
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Figure 5. Measurement of ultrasonic pulse velocity (UPV) transmitted in compressive strength specimens of r-RCCP and s-RCCP at 28 days of age.
Figure 5. Measurement of ultrasonic pulse velocity (UPV) transmitted in compressive strength specimens of r-RCCP and s-RCCP at 28 days of age.
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Figure 6. The relationship between compressive strength and ultrasonic pulse velocity of r-RCCP and s-RCCP.
Figure 6. The relationship between compressive strength and ultrasonic pulse velocity of r-RCCP and s-RCCP.
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Figure 7. Splitting tensile strength of r-RCCP and s-RCCP at various times of compaction.
Figure 7. Splitting tensile strength of r-RCCP and s-RCCP at various times of compaction.
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Figure 8. The elastic modulus of r-RCCP and s-RCCP at various times of compaction.
Figure 8. The elastic modulus of r-RCCP and s-RCCP at various times of compaction.
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Figure 9. b coefficient of r-RCCP and s-RCCP.
Figure 9. b coefficient of r-RCCP and s-RCCP.
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Table
Table 1. The chemical composition and physical characteristics of ordinary Portland cement (OPC).
Table 1. The chemical composition and physical characteristics of ordinary Portland cement (OPC).
Chemical Composition (%)OPC, Type I
Silica (SiO2)
Alumina (Al2O3)
Ferric oxide (Fe2O3)
Calcium oxide (CaO)
Magnesium oxide (MgO)
Sodium oxide (Na2O)
Potassium oxide (K2O)
Sulphuric anhydride (SO3)
Loss on ignition (LOI)		20.7
4.5
3.3
63.0
1.8
0.10
0.74
2.3
2.8
Physical Characteristics
Fineness (Blaine) (m2/kg)
Specific gravity
Initial setting time (min)
Final setting time (min)
Particle composition
Retaining on 45 µm sieve (%)		347
3.14
110
170
NA
Compressive Strength (N/mm2)
1 day
3 days
7 days
28 days		14.6
26.2
33.0
43.0
Note: NA: not available.
Table
Table 2. The suggested limits and the gradation of designed aggregate for the roller-compacted concrete pavement (RCCP) used in this study.
Table 2. The suggested limits and the gradation of designed aggregate for the roller-compacted concrete pavement (RCCP) used in this study.
Sieve SizePassing Mass (%)
The Lower LimitThe Upper LimitThe Designed Gradation
19 mm95100100
12.5 mm709583
9.5 mm608573
4.75 mm (No. 4)406054
2.36 mm (No. 8)305041
1.18 mm (No. 16)204030
600 µm (No. 30)153022
300 µm (No. 50)102515
150 µm (No. 100)21610
<75 µm (No. 200)087
Table
Table 3. Physical properties of the crushed stone aggregate and EAF slag aggregate.
Table 3. Physical properties of the crushed stone aggregate and EAF slag aggregate.
PropertiesCrushed StoneEAF Slag
Fine Aggregate (0–4.75 mm)Coarse Aggregate (4.75–19 mm)Coarse Aggregate (4.75–19 mm)
Apparent specific gravity2.712.723.40
Density (OD) (kg/m3)260926803085
Density (SSD) (kg/m3)264426913176
Bulk density (kg/m3)149314661686
Water absorption (%)1.360.442.93
Los Angeles abrasion value (%)NA13.9819.37
Note: NA: not available.
Table
Table 4. Mixture proportions of RCCPs. r-RCCP: reference RCCP with 100% natural aggregate; s-RCCP: 100% EAF slag coarse aggregate.
Table 4. Mixture proportions of RCCPs. r-RCCP: reference RCCP with 100% natural aggregate; s-RCCP: 100% EAF slag coarse aggregate.
MixtureCement (kg/m3)Coarse Aggregate (kg/m3)Fine Aggregate (kg/m3)
EAF SlagCrushed StoneCrushed Stone
r-RCCP27408421163
s-RCCP28286701197
Note: Cement is fixed at 12% of total weight of cement and oven-dried aggregates.
Table
Table 5. The testing approaches and the quantity of RCCP samples used in this study.
Table 5. The testing approaches and the quantity of RCCP samples used in this study.
No.Testing ItemsSample Dimension (mm)Quantity of SampleASTM Standard
1Optimum moisture content6-in (152.4 mm) diameter mold50ASTM D1557
2Compressive strength150 × 300, cylinder30ASTM C39
3Ultrasonic pulse velocity150 × 300, cylinder-ASTM C597
4Splitting tensile strength150 × 300, cylinder30ASTM C496
5Modulus of elasticity150 × 300, cylinder30ASTM C469
Table
Table 6. The water absorption ratio of EAF slag aggregate and immersion time.
Table 6. The water absorption ratio of EAF slag aggregate and immersion time.
Immersion Time% of Total Water Absorption
5 min77.66
10 min81.16
15 min83.06
30 min86.86
60 min88.94
90 min91.10
2 h93.46
4 h94.25
8 h96.03
24 h100.00
Table
Table 7. The relationship between the dry density and moisture content of RCCP mixtures at various time of compaction.
Table 7. The relationship between the dry density and moisture content of RCCP mixtures at various time of compaction.
MixtureDelay Time (min)Dry Density (γ) = Moisture Content Relationship (W)R2
r-RCCP0 γ = − 12.95 W 2 + 179.55 W + 1662.10 0.94
15 γ = − 10.10 W 2 + 141.99 W + 1776.10 0.92
30 γ = − 12.09 W 2 + 171.85 W + 1684.50 0.96
60 γ = − 10.07 W 2 + 145.97 W + 1747.80 0.95
90 γ = − 17.56 W 2 + 282.18 W + 1147.40 0.97
s-RCCP0 γ = − 10.10 W 2 + 161.34 W + 1734.90 0.99
15 γ = − 21.46 W 2 + 344.76 W + 1013.70 0.99
30 γ = − 16.32 W 2 + 262.93 W + 1314.00 0.96
60 γ = − 16.41 W 2 + 265.31 W + 1299.20 0.93
90 γ = − 19.80 W 2 + 322.23 W + 1071.20 0.96
Table
Table 8. The optimum moisture and maximum dry density of RCCP mixtures at various time of compaction.
Table 8. The optimum moisture and maximum dry density of RCCP mixtures at various time of compaction.
MixtureDelay Time (min)Optimum Moisture (%)Total Water (L/m3)Maximum Dry Density (kg/m3)
r-RCCP06.931582284
157.031602275
307.111622295
607.241652276
908.041832281
s-RCCP07.991872379
158.031882398
308.061892373
608.081902371
908.141912382

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Lam, M.N.-T.; Jaritngam, S.; Le, D.-H. EAF Slag Aggregate in Roller-Compacted Concrete Pavement: Effects of Delay in Compaction. Sustainability 2018, 10, 1122. https://doi.org/10.3390/su10041122

AMA Style

Lam MN-T, Jaritngam S, Le D-H. EAF Slag Aggregate in Roller-Compacted Concrete Pavement: Effects of Delay in Compaction. Sustainability. 2018; 10(4):1122. https://doi.org/10.3390/su10041122

Chicago/Turabian Style

Lam, My Ngoc-Tra, Saravut Jaritngam, and Duc-Hien Le. 2018. "EAF Slag Aggregate in Roller-Compacted Concrete Pavement: Effects of Delay in Compaction" Sustainability 10, no. 4: 1122. https://doi.org/10.3390/su10041122

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