# Application of Fly Ash and Slag Generated by Incineration of Municipal Solid Waste in Concrete

Authors: Cong Zeng; Yan Lyu; Dehong Wang; Yanzhong Ju; Xiaoyu Shang; Luoke Li
Journal: Advances in Materials Science and Engineering
 (2020)

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## Abstract

As landfill space for the disposal of products of municipal solid waste incineration (MSWI) such as fly ash and slag becomes increasingly scarce, a reduction of disposed material is urgently required. The method of using incineration products in concrete production is explored in this paper through a feasibility study of utilizing fly ash and slag to replace cement and coarse aggregate in appropriate proportions. Results show that C30 concrete optimum replacement rates of fly ash and slag are 30% and 20%, which can meet the minimum strength requirement. The leaching concentrations of Cu, Zn, Pb, Cr, and Cd in MSWI concrete samples are determined to be less than the identification value of solid waste leaching toxicity. Based on scanning electron microscopy (SEM) and X-ray diffraction (XRD) analyses, MSWI fly ash has certain dispersion. The particle size of MSWI fly ash is determined to be close to that of the coal fly ash, and the surface morphology is irregular. The main components include SiO2, CaCO3, and Ca2SiO4, and they are similar to those present in the coal fly ash. The slag structure is loose as well as irregular, and its main component is SiO2. The SiO2 and Al2O3 in fly ash and slag participate in the hydration reaction of cement and can increase concrete strength. It is thus confirmed that fly ash and slag generated by waste incineration can be used to replace cement and coarse aggregate in appropriate proportions, and it is an effective method to solve the problem of scarcity of solid waste landfill space.


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## Body

## 1. Introduction

Based on a 2018 survey, the total amount of solid waste in China reached 3215.9 million tons, with an annual growth rate of 4% [1]. Common methods of municipal solid waste disposal currently include sanitary landfill and incineration. As incineration produces a small volume of waste, it is most commonly used to address increasing municipal solid waste production [2]. The main products of incineration are slag and fly ash. As slag contains only a small amount of heavy metals, it is available for reuse as a secondary building material [3, 4]. However, fly ash has been classified as hazardous waste due to high content of heavy metals, so it must be treated before discharge. As landfill space for fly ash and slag became increasingly scarce, a method for recycling these materials is urgently required [5].Industrial waste such as granulated blast-furnace slag (GGBFS) and coal fly ash are widely adopted as complementary cementitious materials. Municipal solid waste incineration (MSWI) fly ash shares similar characteristics to coal fly ash, including chemical composition and heat history [6, 7]. One of the most common strategies for the management of MSWI fly ash residues has been treatment followed by landfill as its chemical composition requires proper stabilization before disposal. Stabilization methods include separation, solidification/stabilization, and thermal treatment [8]. Using MSWI fly ash as aggregate in concrete has been explored, with the performance of fly ash concrete determined to be similar to that of natural aggregate with the required strength [9–12]. Moreover, some scholars have used MSWI fly ash and slag to partially replace cement in concrete production, with results illustrating that these wastes display good pozzolanic behavior and can contribute to increase concrete strength [13–15]. It has also been determined that MSWI slag can be used as an artificial aggregate, a particle binder, and the aggregate of road base [16–19]. Some scholars have focused on the by-product safety of MSWI fly ash and slag. However, as adequate testing and quality standards to assess the pollution potential of wastes are unavailable, it has been difficult to obtain conclusions concerning environmental rationality. Further experiments are also required to investigate the environmental effect of introducing MSWI fly ash and slag into concrete [20–22].Few studies have explored using fly ash to replace cement and slag instead of coarse aggregate in concrete. Therefore, the aim of this preliminary study is to explore the viability of MSWI ﬂy ash and slag to replace cementitious materials and coarse aggregate. The research results provide the ideal replacement rate of MSWI fly ash and slag and also contribute to the sustainable development of the concrete industry.


## 2. Materials and Methods

### 2.1. Materials

The raw materials used in this study include cement, fine aggregate, coarse aggregate, MSWI fly ash, MSWI slag, water, and water reducer. The fly ash and slag were obtained from the MSWI plant in Jilin, China. The fineness modulus of the fly ash was 3.2, with an accumulation density of 1420 kg/m3 and moisture content of 16%. The bulk density was 1201 kg/m3, and the apparent density was 2307 kg/m3. After 24 hours, the absorption rate of MSWI slag was 10%, and the crushing index was 30%. The P·O 42.5 general silicate cement was obtained from a cement factory in Jilin, China. The fine aggregate was natural river sand with a particle size of less than 5 mm, apparent density of 2553 kg/m3, packing density of 1715 kg/m3, and fineness modulus of 2.5. The particle size of the coarse aggregate was 5–25 mm, the apparent density was 2677 kg/m3, and the packing density was 1501 kg/m3. The water reducing agent used in the experiment was polycarboxylic acid water reducing agent with a water reduction rate of 30%.


### 2.2. Compressive Strength Test

This test refers to “Design Rules of Ordinary Concrete Mixing Ratio” (JGJ 55-2011) [23]. A standard cube sample (150 mm × 150 mm × 150 mm) was made with the strength grade of C30, and the slump was 30–50 mm. The natural coarse aggregate was replaced with slag using mass proportions of 10%, 20%, 30%, and 40%, respectively, while the cement was replaced with fly ash with the mass proportions of 10%, 20%, 30%, and 40%, respectively. The coagulation mixing ratio was designed with a water-cement ratio of 0.48, and the density of water reducing agent was 1.1 kg/m3. The specific mixing design is shown in Table 1. After curing for 28 days at the relative temperature of 20 ± 2°C and the relative humidity of 95%, the test sample was taken for testing. Before the compressive strength tests, the specimen was soaked in warm water for 20 h, and the surface was cleaned. Then, the specimen was tested at 0.5–0.9 MPa/s uniform loading speed by using a press machine (Jinxi Mechanical, China). When the compressive strength reached the steady-state, the loading was stopped and the compressive strength was recorded.Table 1
Concrete mix ratio design.
Replacement (%)
Amount of material (kg/m3)
Group
Fly ash
Slag
Cement
Fly ash
Slag
Coarse aggregate
Fine aggregate
Water
Superplasticizer
B0C0
0
0
375
0
0
1227
638
180
1.1
B0C10
10
0
333
37
0
1227
638
180
1.1
B0C20
20
0
296
74
0
1227
638
180
1.1
B0C30
30
0
259
111
0
1227
638
180
1.1
B0C40
40
0
225
150
0
1227
638
180
1.1
B10C0
0
10
375
0
122
1104
638
180
1.1
B10C10
10
10
333
37
122
1104
638
180
1.1
B10C20
20
10
296
74
122
1104
638
180
1.1
B10C30
30
10
259
111
122
1104
638
180
1.1
B10C40
40
10
225
150
122
1104
638
180
1.1
B20C0
0
20
375
0
242
982
638
180
1.1
B20C10
10
20
333
37
242
982
638
180
1.1
B20C20
20
20
296
74
242
982
638
180
1.1
B20C30
30
20
259
111
242
982
638
180
1.1
B20C40
40
20
225
150
242
982
638
180
1.1
B30C0
0
30
375
0
364
848
638
180
1.1
B30C10
10
30
333
37
364
848
638
180
1.1
B30C20
20
30
296
74
364
848
638
180
1.1
B30C30
30
30
259
111
364
848
638
180
1.1
B30C40
40
30
225
150
364
848
638
180
1.1
B40C0
0
40
375
0
491
736
638
180
1.1
B40C10
10
40
333
37
491
736
638
180
1.1
B40C20
20
40
296
74
491
736
638
180
1.1
B40C30
30
40
259
111
491
736
638
180
1.1
B40C40
40
40
225
150
491
736
638
180
1.1


### 2.3. Heavy Metal Leaching Test

The leaching concentration of heavy metals is an important indicator for the safety evaluation of the solidified body, and it can ensure that the product is nontoxic and harmless to the environment [24, 25]. This test refers to “Standard of Solid Waste Leaching Toxicity Leaching Method Standard-Horizontal Oscillation Leaching Procedure” HJ557-2010, as stipulated by the Chinese National Standard [26]. The specific test steps are described as follows: concentrated sulfuric acid and nitric acid were added to the deionized water with a mass ratio of 2 : 1 to prepare the leaching solution with pH of 3, 5, and 7. The samples were dried at 50°C before grinding; then, 10 g of the sample with a particle size of <9.5 mm was placed in a 1 L Erlenmeyer flask, and 200 ml of leaching solution was added (liquid-solid ratio was 20 : 1). The sample was then fixed on the reciprocating horizontal oscillating machine, oscillated for 24 h at 110 ± 5 RPM, and then left to stand for 16 h. The clarified filtrate was obtained by suction filtration with the microporous membrane of 0.45 um, and the content of heavy metals in the leaching solution was determined by atomic absorption spectrometry.


### 2.4. Integrated Characterization

A scanning electron microscope (SEM) was used to observe the microscopic morphology of the materials, and X-ray diffraction (XRD) was used to detect the composition of the samples [27]. Analyzing the microstructure and composition of fly ash and slag provides increased understanding of the reaction mechanism of both materials in concrete and the influential factors of concrete strength.


## 2.1. Materials

The raw materials used in this study include cement, fine aggregate, coarse aggregate, MSWI fly ash, MSWI slag, water, and water reducer. The fly ash and slag were obtained from the MSWI plant in Jilin, China. The fineness modulus of the fly ash was 3.2, with an accumulation density of 1420 kg/m3 and moisture content of 16%. The bulk density was 1201 kg/m3, and the apparent density was 2307 kg/m3. After 24 hours, the absorption rate of MSWI slag was 10%, and the crushing index was 30%. The P·O 42.5 general silicate cement was obtained from a cement factory in Jilin, China. The fine aggregate was natural river sand with a particle size of less than 5 mm, apparent density of 2553 kg/m3, packing density of 1715 kg/m3, and fineness modulus of 2.5. The particle size of the coarse aggregate was 5–25 mm, the apparent density was 2677 kg/m3, and the packing density was 1501 kg/m3. The water reducing agent used in the experiment was polycarboxylic acid water reducing agent with a water reduction rate of 30%.


## 2.2. Compressive Strength Test

This test refers to “Design Rules of Ordinary Concrete Mixing Ratio” (JGJ 55-2011) [23]. A standard cube sample (150 mm × 150 mm × 150 mm) was made with the strength grade of C30, and the slump was 30–50 mm. The natural coarse aggregate was replaced with slag using mass proportions of 10%, 20%, 30%, and 40%, respectively, while the cement was replaced with fly ash with the mass proportions of 10%, 20%, 30%, and 40%, respectively. The coagulation mixing ratio was designed with a water-cement ratio of 0.48, and the density of water reducing agent was 1.1 kg/m3. The specific mixing design is shown in Table 1. After curing for 28 days at the relative temperature of 20 ± 2°C and the relative humidity of 95%, the test sample was taken for testing. Before the compressive strength tests, the specimen was soaked in warm water for 20 h, and the surface was cleaned. Then, the specimen was tested at 0.5–0.9 MPa/s uniform loading speed by using a press machine (Jinxi Mechanical, China). When the compressive strength reached the steady-state, the loading was stopped and the compressive strength was recorded.Table 1
Concrete mix ratio design.
Replacement (%)
Amount of material (kg/m3)
Group
Fly ash
Slag
Cement
Fly ash
Slag
Coarse aggregate
Fine aggregate
Water
Superplasticizer
B0C0
0
0
375
0
0
1227
638
180
1.1
B0C10
10
0
333
37
0
1227
638
180
1.1
B0C20
20
0
296
74
0
1227
638
180
1.1
B0C30
30
0
259
111
0
1227
638
180
1.1
B0C40
40
0
225
150
0
1227
638
180
1.1
B10C0
0
10
375
0
122
1104
638
180
1.1
B10C10
10
10
333
37
122
1104
638
180
1.1
B10C20
20
10
296
74
122
1104
638
180
1.1
B10C30
30
10
259
111
122
1104
638
180
1.1
B10C40
40
10
225
150
122
1104
638
180
1.1
B20C0
0
20
375
0
242
982
638
180
1.1
B20C10
10
20
333
37
242
982
638
180
1.1
B20C20
20
20
296
74
242
982
638
180
1.1
B20C30
30
20
259
111
242
982
638
180
1.1
B20C40
40
20
225
150
242
982
638
180
1.1
B30C0
0
30
375
0
364
848
638
180
1.1
B30C10
10
30
333
37
364
848
638
180
1.1
B30C20
20
30
296
74
364
848
638
180
1.1
B30C30
30
30
259
111
364
848
638
180
1.1
B30C40
40
30
225
150
364
848
638
180
1.1
B40C0
0
40
375
0
491
736
638
180
1.1
B40C10
10
40
333
37
491
736
638
180
1.1
B40C20
20
40
296
74
491
736
638
180
1.1
B40C30
30
40
259
111
491
736
638
180
1.1
B40C40
40
40
225
150
491
736
638
180
1.1


## 2.3. Heavy Metal Leaching Test

The leaching concentration of heavy metals is an important indicator for the safety evaluation of the solidified body, and it can ensure that the product is nontoxic and harmless to the environment [24, 25]. This test refers to “Standard of Solid Waste Leaching Toxicity Leaching Method Standard-Horizontal Oscillation Leaching Procedure” HJ557-2010, as stipulated by the Chinese National Standard [26]. The specific test steps are described as follows: concentrated sulfuric acid and nitric acid were added to the deionized water with a mass ratio of 2 : 1 to prepare the leaching solution with pH of 3, 5, and 7. The samples were dried at 50°C before grinding; then, 10 g of the sample with a particle size of <9.5 mm was placed in a 1 L Erlenmeyer flask, and 200 ml of leaching solution was added (liquid-solid ratio was 20 : 1). The sample was then fixed on the reciprocating horizontal oscillating machine, oscillated for 24 h at 110 ± 5 RPM, and then left to stand for 16 h. The clarified filtrate was obtained by suction filtration with the microporous membrane of 0.45 um, and the content of heavy metals in the leaching solution was determined by atomic absorption spectrometry.


## 2.4. Integrated Characterization

A scanning electron microscope (SEM) was used to observe the microscopic morphology of the materials, and X-ray diffraction (XRD) was used to detect the composition of the samples [27]. Analyzing the microstructure and composition of fly ash and slag provides increased understanding of the reaction mechanism of both materials in concrete and the influential factors of concrete strength.


## 3. Results and Discussions

### 3.1. Compressive Strength of Mixed Concrete

The failure process and mode of concrete mixed with fly ash and slag are found to be consistent with ordinary concrete. The failure process generally starts at the bond between the coarse aggregate and cement gel, especially the interface between the flake and cement gel, which is the main failure area in slag aggregate. For different fly ash substitution rates, the strength test results with unchanged slag substitution rate are shown in Figure1(a). The results show that the compressive strength first increases and then decreases with increasing fly ash replacement rate, while the slag replacement rate is unchanged. When the fly ash and slag replacement rates are 10%, the maximum strength can reach 53 MPa. The fly ash can fill the gap between different particle sizes, creating a more compacted concrete structure, while the microaggregate formation can also significantly enhance slurry hardness. Studies indicated that the ash plays an important role in achieving a good compressive strength [28]. In addition, the concrete uniformity is improved, and the fly ash particles are well dispersed in the cement slurry and can fill and refine the capillary pores in the concrete [29]. As the fly ash content increases, the compressive strength of the concrete gradually decreases. Based on the above analyses, the concrete strength mainly arises from the cementitious material generated after cement hydration. Once fly ash replaces cement, decreasing cement dosage can cause a corresponding decrease in the cementitious material after hydration. Although the fly ash can produce a certain amount of cementitious material, it is much less than the substitute cement. Therefore, the reduction of concrete strength is inevitable.Figure 1
Strength of the sample mixed at (a) unchanged slag substitution rate under different fly ash substitution rates and (b) unchanged fly ash substitution rate under different slag substitution rates.
(a)
(b)For different slag substitution rates, the strength of the sample mixed with unchanged fly ash substitution rate is shown in Figure1(b). The fly ash replacement rates are 0%, 20%, and 30%, with the maximum concrete strength appearing when the slag replacement rate reaches 20%. With the fly ash replacement rate of 10% and 40%, the maximum strength appears with the slag replacement rate of 10%. The aggregate grade-paired concrete mechanical properties and the void ratio of sand and gravel aggregate have a significant influence on concrete performance. With a decreasing void ratio, the working performance and the mechanical properties of concrete can increase. When the slag replacement rate is 20%, a superior gradation is formed between ordinary crushed stone aggregate and slag aggregate, which can promote the concrete strength. Meanwhile, the high replacement rate in slag can result in a weak binder interface between the cement and fly ash.The high slag crushing index of coarse aggregate can result in a limit slag content (20%), and the concrete strength can decrease with increasing slag rate. The lowest concrete strength of less than 30 Mpa appears when the fly ash replacement rate is 40% and the slag replacement rate is 40%. Thus, fly ash and slag cannot completely replace the cement and the coarse aggregate in concrete. According to the above results, the mixture ratio is determined as B20C30, which can meet the requirement of compressive strength and has the maximum replacement rate of fly ash as well as slag. The slag and fly ash substitution rates are 20% and 30%, respectively.


### 3.2. Heavy Metal Leaching

Table2 shows the leaching results of fly ash, slag, and coagulated heavy metals with the mixing ratio of B20C30. The leaching concentration of heavy metal Cd in fly ash is significantly higher than the identification standard for the leaching toxicity of solid waste. Although the leaching concentrations of heavy metals in concrete mixed with ash and slag do not exceed the limit, the leaching concentrations of heavy metals gradually increase as the acidity increases and the concentrations of Cr, Cd, and Pb gradually approach the present values. The leaching concentrations of heavy metals are significantly affected by pH value. As the acidity increases, the leaching concentrations of heavy metals gradually increase. Therefore, alkaline conditions are conducive to the solidification of heavy metals. As the concrete is alkaline, the heavy metals in fly ash and slag are solidified in hydration products by inclusion, substitution, or absorption. From the perspective of heavy metal hazards, it is feasible to apply fly ash and slag to concrete.Table 2
Fly ash, slag, and concrete leaching toxicity at different pH values (mg·L−1).
pH
Cu
Zn
Cr
Cd
Pb
Fly ash
3
2.101
5.99
3.781
4.963
5.105
5
1.473
5.02
2.201
2.393
1.323
7
0.412
0.459
0.576
1.213
0.714
Slag
3
0.316
6.33
1.212
0.305
3.135
5
0.103
6.16
0.694
0.103
1.516
7
0.025
0.791
0.037
0.042
0.91
B20C30
3
0.125
3.554
1.013
0.197
1.016
5
0.034
1.254
0.701
0.089
0.12
7
0.002
0.01
0.007
0.004
0.04
Standard values
50
50
1.5
0.3
3


### 3.3. Characterization Analyses

#### 3.3.1. SEM Analyses

Fly ash, slag, and concrete with mixture ratios of B0C0 and B20C30 microstructure were characterized using SEM. The fly ash microstructure is shown in Figure2(a). As illustrated, the undisturbed fly ash phase has large voids, irregular shape, and strong dispersion, which can fill the concrete void and enhance concrete strength. The bottom slag microstructure is shown in Figure 2(b), in which the slag particles have a loose and porous structure. The individual particles are irregular in shape, with multiple edges and angles with rough surfaces. There are relatively few spherical particles, and the particle size is between coarse aggregate and fine aggregate. The coarse aggregate replacement in concrete can thus be observed to improve the aggregate gradation and enhance concrete strength.Figure 2
SEM scanning of (a) MSWI fly ash (magnification ×5000) and (b) MSWI slag (magnification ×5000).
(a)
(b)As shown in Figure3, after 28 days of curing, the concrete samples of B20C30 contain a high amount of spicules. The flake content of B0C0 is high, while the C-S-H gel content of B20C30 concrete is also high with compact structure. The hydrated C-S-H gel is crisscrossed in the concrete system, and the tiny inert particles are distributed around the gel, indicating that the gelatin quantity can essentially reach the long-term strength requirement [30]. This may be attributed to the addition of fly ash and slag in B20C30 concrete, which can improve the concrete gradation. In addition, a large number of dispersed fine fly ash particles play the role of crystal nucleus and improve the compactness and the pore structure, and the fly ash and slag participate in the hydration reaction of concrete, which can also enhance the strength of B20C30.Figure 3
SEM images of concrete after 28 days of curing: (a) B0C0 (magnification ×5000); (b) B20C30 (magnification ×5000).
(a)
(b)


#### 3.3.2. XRD Analyses

The main components of fly ash, slag, and concrete crystallites were analyzed using XRD with a mix ratio of B20C30. This analysis demonstrates the feasibility of replacing cement with fly ash and replacing coarse aggregate with slag. As shown in Figure4, no heavy metal is detected in the crystalline phase as the content of heavy metals is low and most are contained by aluminosilicates or silicates or exist in the amorphous form. Additionally, the fly ash is generally crystallized as 2θ is equal to 11.6°, 20.8°, 24.9°, 29.4°, 43.8°, 49.9°, and 56.5°, with the main diffraction peak of CaCO3. As 2θ is equal to 26.6°, 29.4°, 38.5°, and 39.5°, the main diffraction peak is SiO2, and because the diffraction peak of 2θ is 32.7°, the main diffraction peak is Ca2(SiO4). According to the XRD results, it can be seen that the main components of MSWI fly ash are similar to coal fly ash, and the particles of fly ash are fine and spherical, which can enhance the workability of concrete. Therefore, MSWI fly ash can be used as a substitute for cement.Figure 4
XRD image of MSWI fly ash.As illustrated in Figure5, the main crystalline substance of slag is SiO2. When the diffraction peaks of 2θ are 20.8°, 26.7°, 36.6°, and 39.5°, the main diffraction peaks are SiO2; when the diffraction peak of 2θ is 29.3°, the main diffraction peaks are CaCO3; when the diffraction peaks of 2θ are 26.8° and 31.4°, the main diffraction peaks are CaSiO3; when the diffraction peaks of 2θ are in the range of 10° to 20°, this indicates that the slag can contain the amorphous materials. Combined with the SEM images of slag, it can be seen that this material has an amorphous geometric structure with a loose and porous surface, which is mainly caused by its forming temperature. The slag particle size is less than 5 mm, and its main components are similar to aggregate; thus, aggregate grading can be improved. Therefore, it is feasible to use slag to partially replace fine aggregate.Figure 5
XRD images of MSWI slag.In Figure6, the XRD results of concrete with the mixture ratio of B0C0 and B20C30 are compared. The diffraction peaks of 2θ are 21°, 26.8°, 28°, 42.5°, and 60.1°, and the main diffraction peak is C-S-H (the hydrated calcium silicate). The main peaks of B0C0 concrete and B20C30 concrete are concentrated between 20° and 30°, and the C-S-H generated by B20C30 is essentially the same as the C-S-H generated by B0C0. When 2θ = 60°, the C-S-H obviously increases. The results illustrate that fly ash and slag are also partially involved in concrete hydration, which is consistent with the strength experiment results.Figure 6
XRD spectra of (a) B0C0 and (b) B20C30.
(a)
(b)


## 3.1. Compressive Strength of Mixed Concrete

The failure process and mode of concrete mixed with fly ash and slag are found to be consistent with ordinary concrete. The failure process generally starts at the bond between the coarse aggregate and cement gel, especially the interface between the flake and cement gel, which is the main failure area in slag aggregate. For different fly ash substitution rates, the strength test results with unchanged slag substitution rate are shown in Figure1(a). The results show that the compressive strength first increases and then decreases with increasing fly ash replacement rate, while the slag replacement rate is unchanged. When the fly ash and slag replacement rates are 10%, the maximum strength can reach 53 MPa. The fly ash can fill the gap between different particle sizes, creating a more compacted concrete structure, while the microaggregate formation can also significantly enhance slurry hardness. Studies indicated that the ash plays an important role in achieving a good compressive strength [28]. In addition, the concrete uniformity is improved, and the fly ash particles are well dispersed in the cement slurry and can fill and refine the capillary pores in the concrete [29]. As the fly ash content increases, the compressive strength of the concrete gradually decreases. Based on the above analyses, the concrete strength mainly arises from the cementitious material generated after cement hydration. Once fly ash replaces cement, decreasing cement dosage can cause a corresponding decrease in the cementitious material after hydration. Although the fly ash can produce a certain amount of cementitious material, it is much less than the substitute cement. Therefore, the reduction of concrete strength is inevitable.Figure 1
Strength of the sample mixed at (a) unchanged slag substitution rate under different fly ash substitution rates and (b) unchanged fly ash substitution rate under different slag substitution rates.
(a)
(b)For different slag substitution rates, the strength of the sample mixed with unchanged fly ash substitution rate is shown in Figure1(b). The fly ash replacement rates are 0%, 20%, and 30%, with the maximum concrete strength appearing when the slag replacement rate reaches 20%. With the fly ash replacement rate of 10% and 40%, the maximum strength appears with the slag replacement rate of 10%. The aggregate grade-paired concrete mechanical properties and the void ratio of sand and gravel aggregate have a significant influence on concrete performance. With a decreasing void ratio, the working performance and the mechanical properties of concrete can increase. When the slag replacement rate is 20%, a superior gradation is formed between ordinary crushed stone aggregate and slag aggregate, which can promote the concrete strength. Meanwhile, the high replacement rate in slag can result in a weak binder interface between the cement and fly ash.The high slag crushing index of coarse aggregate can result in a limit slag content (20%), and the concrete strength can decrease with increasing slag rate. The lowest concrete strength of less than 30 Mpa appears when the fly ash replacement rate is 40% and the slag replacement rate is 40%. Thus, fly ash and slag cannot completely replace the cement and the coarse aggregate in concrete. According to the above results, the mixture ratio is determined as B20C30, which can meet the requirement of compressive strength and has the maximum replacement rate of fly ash as well as slag. The slag and fly ash substitution rates are 20% and 30%, respectively.


## 3.2. Heavy Metal Leaching

Table2 shows the leaching results of fly ash, slag, and coagulated heavy metals with the mixing ratio of B20C30. The leaching concentration of heavy metal Cd in fly ash is significantly higher than the identification standard for the leaching toxicity of solid waste. Although the leaching concentrations of heavy metals in concrete mixed with ash and slag do not exceed the limit, the leaching concentrations of heavy metals gradually increase as the acidity increases and the concentrations of Cr, Cd, and Pb gradually approach the present values. The leaching concentrations of heavy metals are significantly affected by pH value. As the acidity increases, the leaching concentrations of heavy metals gradually increase. Therefore, alkaline conditions are conducive to the solidification of heavy metals. As the concrete is alkaline, the heavy metals in fly ash and slag are solidified in hydration products by inclusion, substitution, or absorption. From the perspective of heavy metal hazards, it is feasible to apply fly ash and slag to concrete.Table 2
Fly ash, slag, and concrete leaching toxicity at different pH values (mg·L−1).
pH
Cu
Zn
Cr
Cd
Pb
Fly ash
3
2.101
5.99
3.781
4.963
5.105
5
1.473
5.02
2.201
2.393
1.323
7
0.412
0.459
0.576
1.213
0.714
Slag
3
0.316
6.33
1.212
0.305
3.135
5
0.103
6.16
0.694
0.103
1.516
7
0.025
0.791
0.037
0.042
0.91
B20C30
3
0.125
3.554
1.013
0.197
1.016
5
0.034
1.254
0.701
0.089
0.12
7
0.002
0.01
0.007
0.004
0.04
Standard values
50
50
1.5
0.3
3


## 3.3. Characterization Analyses

### 3.3.1. SEM Analyses

Fly ash, slag, and concrete with mixture ratios of B0C0 and B20C30 microstructure were characterized using SEM. The fly ash microstructure is shown in Figure2(a). As illustrated, the undisturbed fly ash phase has large voids, irregular shape, and strong dispersion, which can fill the concrete void and enhance concrete strength. The bottom slag microstructure is shown in Figure 2(b), in which the slag particles have a loose and porous structure. The individual particles are irregular in shape, with multiple edges and angles with rough surfaces. There are relatively few spherical particles, and the particle size is between coarse aggregate and fine aggregate. The coarse aggregate replacement in concrete can thus be observed to improve the aggregate gradation and enhance concrete strength.Figure 2
SEM scanning of (a) MSWI fly ash (magnification ×5000) and (b) MSWI slag (magnification ×5000).
(a)
(b)As shown in Figure3, after 28 days of curing, the concrete samples of B20C30 contain a high amount of spicules. The flake content of B0C0 is high, while the C-S-H gel content of B20C30 concrete is also high with compact structure. The hydrated C-S-H gel is crisscrossed in the concrete system, and the tiny inert particles are distributed around the gel, indicating that the gelatin quantity can essentially reach the long-term strength requirement [30]. This may be attributed to the addition of fly ash and slag in B20C30 concrete, which can improve the concrete gradation. In addition, a large number of dispersed fine fly ash particles play the role of crystal nucleus and improve the compactness and the pore structure, and the fly ash and slag participate in the hydration reaction of concrete, which can also enhance the strength of B20C30.Figure 3
SEM images of concrete after 28 days of curing: (a) B0C0 (magnification ×5000); (b) B20C30 (magnification ×5000).
(a)
(b)


### 3.3.2. XRD Analyses

The main components of fly ash, slag, and concrete crystallites were analyzed using XRD with a mix ratio of B20C30. This analysis demonstrates the feasibility of replacing cement with fly ash and replacing coarse aggregate with slag. As shown in Figure4, no heavy metal is detected in the crystalline phase as the content of heavy metals is low and most are contained by aluminosilicates or silicates or exist in the amorphous form. Additionally, the fly ash is generally crystallized as 2θ is equal to 11.6°, 20.8°, 24.9°, 29.4°, 43.8°, 49.9°, and 56.5°, with the main diffraction peak of CaCO3. As 2θ is equal to 26.6°, 29.4°, 38.5°, and 39.5°, the main diffraction peak is SiO2, and because the diffraction peak of 2θ is 32.7°, the main diffraction peak is Ca2(SiO4). According to the XRD results, it can be seen that the main components of MSWI fly ash are similar to coal fly ash, and the particles of fly ash are fine and spherical, which can enhance the workability of concrete. Therefore, MSWI fly ash can be used as a substitute for cement.Figure 4
XRD image of MSWI fly ash.As illustrated in Figure5, the main crystalline substance of slag is SiO2. When the diffraction peaks of 2θ are 20.8°, 26.7°, 36.6°, and 39.5°, the main diffraction peaks are SiO2; when the diffraction peak of 2θ is 29.3°, the main diffraction peaks are CaCO3; when the diffraction peaks of 2θ are 26.8° and 31.4°, the main diffraction peaks are CaSiO3; when the diffraction peaks of 2θ are in the range of 10° to 20°, this indicates that the slag can contain the amorphous materials. Combined with the SEM images of slag, it can be seen that this material has an amorphous geometric structure with a loose and porous surface, which is mainly caused by its forming temperature. The slag particle size is less than 5 mm, and its main components are similar to aggregate; thus, aggregate grading can be improved. Therefore, it is feasible to use slag to partially replace fine aggregate.Figure 5
XRD images of MSWI slag.In Figure6, the XRD results of concrete with the mixture ratio of B0C0 and B20C30 are compared. The diffraction peaks of 2θ are 21°, 26.8°, 28°, 42.5°, and 60.1°, and the main diffraction peak is C-S-H (the hydrated calcium silicate). The main peaks of B0C0 concrete and B20C30 concrete are concentrated between 20° and 30°, and the C-S-H generated by B20C30 is essentially the same as the C-S-H generated by B0C0. When 2θ = 60°, the C-S-H obviously increases. The results illustrate that fly ash and slag are also partially involved in concrete hydration, which is consistent with the strength experiment results.Figure 6
XRD spectra of (a) B0C0 and (b) B20C30.
(a)
(b)


## 3.3.1. SEM Analyses

Fly ash, slag, and concrete with mixture ratios of B0C0 and B20C30 microstructure were characterized using SEM. The fly ash microstructure is shown in Figure2(a). As illustrated, the undisturbed fly ash phase has large voids, irregular shape, and strong dispersion, which can fill the concrete void and enhance concrete strength. The bottom slag microstructure is shown in Figure 2(b), in which the slag particles have a loose and porous structure. The individual particles are irregular in shape, with multiple edges and angles with rough surfaces. There are relatively few spherical particles, and the particle size is between coarse aggregate and fine aggregate. The coarse aggregate replacement in concrete can thus be observed to improve the aggregate gradation and enhance concrete strength.Figure 2
SEM scanning of (a) MSWI fly ash (magnification ×5000) and (b) MSWI slag (magnification ×5000).
(a)
(b)As shown in Figure3, after 28 days of curing, the concrete samples of B20C30 contain a high amount of spicules. The flake content of B0C0 is high, while the C-S-H gel content of B20C30 concrete is also high with compact structure. The hydrated C-S-H gel is crisscrossed in the concrete system, and the tiny inert particles are distributed around the gel, indicating that the gelatin quantity can essentially reach the long-term strength requirement [30]. This may be attributed to the addition of fly ash and slag in B20C30 concrete, which can improve the concrete gradation. In addition, a large number of dispersed fine fly ash particles play the role of crystal nucleus and improve the compactness and the pore structure, and the fly ash and slag participate in the hydration reaction of concrete, which can also enhance the strength of B20C30.Figure 3
SEM images of concrete after 28 days of curing: (a) B0C0 (magnification ×5000); (b) B20C30 (magnification ×5000).
(a)
(b)


## 3.3.2. XRD Analyses

The main components of fly ash, slag, and concrete crystallites were analyzed using XRD with a mix ratio of B20C30. This analysis demonstrates the feasibility of replacing cement with fly ash and replacing coarse aggregate with slag. As shown in Figure4, no heavy metal is detected in the crystalline phase as the content of heavy metals is low and most are contained by aluminosilicates or silicates or exist in the amorphous form. Additionally, the fly ash is generally crystallized as 2θ is equal to 11.6°, 20.8°, 24.9°, 29.4°, 43.8°, 49.9°, and 56.5°, with the main diffraction peak of CaCO3. As 2θ is equal to 26.6°, 29.4°, 38.5°, and 39.5°, the main diffraction peak is SiO2, and because the diffraction peak of 2θ is 32.7°, the main diffraction peak is Ca2(SiO4). According to the XRD results, it can be seen that the main components of MSWI fly ash are similar to coal fly ash, and the particles of fly ash are fine and spherical, which can enhance the workability of concrete. Therefore, MSWI fly ash can be used as a substitute for cement.Figure 4
XRD image of MSWI fly ash.As illustrated in Figure5, the main crystalline substance of slag is SiO2. When the diffraction peaks of 2θ are 20.8°, 26.7°, 36.6°, and 39.5°, the main diffraction peaks are SiO2; when the diffraction peak of 2θ is 29.3°, the main diffraction peaks are CaCO3; when the diffraction peaks of 2θ are 26.8° and 31.4°, the main diffraction peaks are CaSiO3; when the diffraction peaks of 2θ are in the range of 10° to 20°, this indicates that the slag can contain the amorphous materials. Combined with the SEM images of slag, it can be seen that this material has an amorphous geometric structure with a loose and porous surface, which is mainly caused by its forming temperature. The slag particle size is less than 5 mm, and its main components are similar to aggregate; thus, aggregate grading can be improved. Therefore, it is feasible to use slag to partially replace fine aggregate.Figure 5
XRD images of MSWI slag.In Figure6, the XRD results of concrete with the mixture ratio of B0C0 and B20C30 are compared. The diffraction peaks of 2θ are 21°, 26.8°, 28°, 42.5°, and 60.1°, and the main diffraction peak is C-S-H (the hydrated calcium silicate). The main peaks of B0C0 concrete and B20C30 concrete are concentrated between 20° and 30°, and the C-S-H generated by B20C30 is essentially the same as the C-S-H generated by B0C0. When 2θ = 60°, the C-S-H obviously increases. The results illustrate that fly ash and slag are also partially involved in concrete hydration, which is consistent with the strength experiment results.Figure 6
XRD spectra of (a) B0C0 and (b) B20C30.
(a)
(b)


## 4. Conclusions

By analyzing the compressive strength of concrete mixed with ash and slag at different mixing ratios, the optimum content was determined as fly ash substitution rate of 30% and slag substitution rate of 20%. After conducting heavy metal leaching tests for fly ash, slag, and B20C30 concrete, it was found that the leaching concentrations of heavy metals (such as Cu, Zn, Cd, Cr, and Pb) can decrease with increasing pH. It was also determined that the leaching concentrations of heavy metals are lower than the identification standard for solid waste leaching toxicity. According to characterization tests, the strength of concrete mixed with a certain amount of fly ash and slag was not diminished, and it was found to increase to a certain extent. It is thus feasible to use fly ash to replace cement and slag to replace coarse aggregate. The purpose of this study was to provide theoretical guidance for expanded waste incineration production. However, the present study is still a preliminary study, and more mechanisms should be explored for concrete with different mixing ratios in the future.



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*Source: 7802103-2020-04-22.xml*