# Effects of Particle Size and Cement Replacement of LCD Glass Powder in Concrete

Authors: Seong Kyum Kim; Su Tae Kang; Jin Kwang Kim; Il Young Jang
Journal: Advances in Materials Science and Engineering
 (2017)

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## Abstract

The high quality liquid crystal display (LCD) processing waste glass (LPWG) generated from the manufacturing process of Korea’s LCD industries, having the world’s highest technological level and production, was finely ground into particles smaller than cement particles (higher fineness than OPC) to verify their applicability and performance as a replacement for cement. For a concrete mix having a W/B ratio of 0.44, cement was replaced with LPWG glass powder (LGP) at ratios of 5, 10, 15, and 20% (LGP12) and 5 and 10% (LGP5) according to the particle size to prepare test cylinder specimens, which were tested with respect to air contents, slump in fresh concrete, and compressive strength and splitting tensile strength of hardened concrete. The microstructure of the concrete specimens was analyzed through Scanning Electron Microscopy (SEM), Energy Dispersive X-ray (EDX), and a Mercury Intrusion Porosimetry (MIP). Replacement of cement with LGP for cement could effectively decrease the quantity of cement used due to the excellent performance of LGP. It may positively contribute to the sustainable development of the cement industry as well as waste recycling and environment conservation on a national scale.


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## Body

## 1. Introduction

The 21st century’s concrete and cement technology requires various functions, durability, and quality stability to attain sustainability, environment-friendliness, high performance, high strength, and economic feasibility. In harmony with these requirements, many researchers have made efforts to reduce the utilization of cement and to maximize the performance [1–4]. In particular, liquid crystal display (LCD) waste glass has been produced in a large amount due to the development of the display industry. The international display market share was 39.2% in Korea, 27.4% in Taiwan, 15.5% in China, and 17.9% in other countries in 2015. Korea’s investment in the LCD industry is as high as 27 billion USD per year, and the production in Korea is 480,000 panels per month (the 8th generation, 50 inches), which is the highest in the world. On the basis of the production of mobile devices, such as smartphones and tablet PCs, and the future demand, LCD production is predicted to continuously increase. Accordingly, the amount of waste LCD has increased since the early 2000s to reach 2 million panels or more in 2015, and the weight of waste LCD generated each year is about 460,000 tons [5]. As most waste LCD is incinerated or buried, it wastes resources and causes various types of environment pollution on a national scale [6].LCD waste glass is classified into three categories: (1) LCD cullet, (2) LCD waste glass, (LPWG), and (3) end of life (EOL) LCD waste glass. LPWG, used in this study, is waste glass generated from LCD manufacturers due to defects in processing and cutting or bonding in the LCD manufacturing process. Such elements as Cu, Mn, Mo, and Fe may exist at a ppm level on the glass surface due to chemical processing in the manufacturing process. LCD products including these elements may not be recycled due to product quality degradation that occurs during remelting, and thus they are incinerated or buried. About 40,000 tons of LPWG in 2015, which is unavoidable waste from the LCD manufacturing process, is generated each year, and the amount of generated LPWG is dependent on the LCD market size [7].Studies on waste glass as a replacement material for cement have been conducted with soda-lime glass, which may cause expansion or cracking through a reaction of alkalis (Na and K), which are contained in considerable amounts in soda-lime glass, with silica (SiO2) [8]. Considering the alkali-silica reaction is very important when using a material for the replacement of cement. However, the dependency of the reactivity of glass on the type, components, and physical properties of glass should also be taken into account [9]. In particular, ground glass powder, as a Pozzolanic material, has an effect of reducing alkali-aggregate reaction (AAR) and inhibiting alkali-silica reaction (ASR) in the paste [10, 11]. The LCD used in this study may be appropriately used as a replacement material for cement because the LCD is free of alkalis (particularly Na) due to the intended use of the LCD product and has constant material quality [12, 13]. In addition, the LCD contains SiO2 as the main component, which is similar to silica fume (SF), fly ash (FA), and blast furnace slag (BS) that enable improved Pozzolanic reactivity [14, 15]. Many researchers have recently investigated LCD because of these advantages. In particular, many reports have been published in Taiwan, which has the second highest LCD market share in the world. Most of the research conducted in Taiwan has been focused on methods of replacement LCD as an aggregate. Studies about using LCD as a replacing material for cement have not been conducted sufficiently yet [16–20]. In this study, LPWG generated in the manufacturing process of glass for LCD was investigated experimentally to improve the properties and performance as a replacement material for cement or as a binder for concrete.


## 2. Materials and Methods

### 2.1. Materials

The cement complied with KS L 5201 Ordinary Portland Cement. The physical properties of the cement are shown in Table1. And, the standard sand was used as fine aggregate. Aggregate has a 20 mm nominal maximum size (Dmax) which was used as coarse aggregate. The physical properties of the aggregates are shown in Table 2. LPWG powder (LGP) was provided by Inno Co. Ltd. in Korea. The pure alkali-free glass is used only, such as 0.4~1.1 mm the average film thickness and the other chemical compositions are not indicated. Also, two different types of LGP, according to the average diameter and fineness, were used in this study. It was ground separately through the ball mill to distinguish the spread of two different diameter; its density is 2.79.Table 1
Physical properties of cement.
Specific gravity Blaine (cm2/g) Stability (%) Setting time Compressive strength (MPa) Initial (min) Final (min) 3 days 7 days 28 days 3.15 3,450 0.04 205 295 29.5 43.8 58.9Table 2
Physical properties of sand and aggregate.
Fineness modulus (FM) Water absorption (%) Weight of unit volume (kg/m3) Specific Gravity Others Fine aggregate 2.92 2.40 1,597 2.60 Pass 2.2% (#200 sieve) Coarse aggregate 7.27 0.6 1,648 2.65 20 mm (DMax)


### 2.2. Specimens and Test Variables

The concrete mixer was used to make cylindrical specimens such as Table3. After the dry mixing was completed, admixture and water were added to the concrete mix. Two types of LGP were based on the 0.44 W/B ratio. It was replaced every 5% by the mass of OPC up to 20% (LGP12), such as 5%, 10%, 15%, and 20%, for the effective and efficient performance as a replacement of cement [4, 16, 20]. In addition, a total of seven types of the specimens were made, including two different types of specimens that were replaced by high fineness LGP (LGP5) such as 5% and 10%. Water reducing admixture (superplasticizer, SP) based on Polycarboxylate (Dongnam Ltd. Co. FlowMix 3000S, specific gravity: 1.05±0.05, pH: 5.0±1.5) was added at 1% for a high strength and improving the workability of concrete. The specimens were followed by KS F 2403 specification which made 100 × 200 mm cylindrical concrete specimens and it cured for 24 hours in the mold. After that, specimens were cured in moist curing chamber (21±2°C, 100% RH) for the each necessary period, such as 3, 7, 14, and 28 days.Table 3
Mix proportions of concrete with WLGP.
W/C (%) Unit water content (kg/m3) S/a (%) LCD glasses powder content (%) By the mass of binder (kg/m3) C S G LGP SP 44 175.03 43.7 OPC 397.8 705.3 943.1 0 3.9 12µm 5 377.9 19.9 3.7 10 358.0 39.8 3.5 15 338.1 59.7 3.3 20 318.2 79.6 3.1 5µm 5 377.9 19.9 3.7 10 358.0 39.8 3.5


### 2.3. Analysis Methods

LGP concrete specimens including OPC concrete were performed following test of the fresh and hardened concrete. The tests applied in this study to investigate the properties of concrete containing LGP as cement replacement are shown in Table4.Table 4
Test method for concrete with LGP.
Test item for concrete Test method(KS, Korea Standard) Reference (ASTM) Fresh concrete Air content KS F 2421 ASTM C 231 Slump KS F 2402 ASTM C 143  Hardened concrete Compressive strength KS F 2405 ASTM C 39 Splitting tensile strength KS F 2423 ASTM C 496  Microstructure SEM — — EDX — — MIP — —(1) Test for Air Content of Fresh Concrete by Pressure Method. The measuring steel vessel had a capacity of 7 L and a minimum diameter equal to 0.75 to 1.25 times height of cylindrical in shape. Working pressures of 7.5 to 30.0 psi (51 to 207 kPa) had been used satisfactorily.(2) Test for Slump of Concrete. The following form of mold shell was used in this test: the top, 100 mm in diameter; the base, 200 mm in diameter; the height, 300 mm; and the thickness, 1.5 mm. After the mold is removed immediately from the concrete by raising it, we measured its collapsed height.(3) Test for Compressive Strength of Concrete. The specimens were made by following the KS F 2403 and measured by a consistent load of added force (0.6±0.4 MPa/s) until the specimens were the failure from the compression tester. 7 types of specimens were conducted on 3, 7, 14, and 28 days.(4) Test for Splitting Tensile Strength of Concrete. The specimens were made by following the KS F 2403 and measured by a consistent load of added force (0.06±0.04 MPa/s) until the specimens were the failure from the UTM tester. 7 types of specimens were conducted on 28 days.(5) SEM-EDX. Through the scanning electron microscope (SEM), which was able to use EDX (energy dispersive X-ray), we confirmed the microstructure of LGP concrete. The cement paste was observed in the hydration process and we analysed compositions of the specific point in image. The equipment “JSM-6500F” was made by “JEOL” that supported 0.5 kV~20 kV, 1.5 nm (15 kV). It was conducted 7 types of specimens on 3 and 28 days.(6) MIP. In order to confirm the internal pore size and pore distribution of the concrete specimens on the 7 and 28 days, it was measured by the Mercury Intrusion Porosimetry (MIP) method after using the 24-hour drying oven. The equipment “POROSIMETER” was made by “Micromeritics” that supported 60,000 psi of maximum pressure and 0.003~360 μm range of pore size.


## 2.1. Materials

The cement complied with KS L 5201 Ordinary Portland Cement. The physical properties of the cement are shown in Table1. And, the standard sand was used as fine aggregate. Aggregate has a 20 mm nominal maximum size (Dmax) which was used as coarse aggregate. The physical properties of the aggregates are shown in Table 2. LPWG powder (LGP) was provided by Inno Co. Ltd. in Korea. The pure alkali-free glass is used only, such as 0.4~1.1 mm the average film thickness and the other chemical compositions are not indicated. Also, two different types of LGP, according to the average diameter and fineness, were used in this study. It was ground separately through the ball mill to distinguish the spread of two different diameter; its density is 2.79.Table 1
Physical properties of cement.
Specific gravity Blaine (cm2/g) Stability (%) Setting time Compressive strength (MPa) Initial (min) Final (min) 3 days 7 days 28 days 3.15 3,450 0.04 205 295 29.5 43.8 58.9Table 2
Physical properties of sand and aggregate.
Fineness modulus (FM) Water absorption (%) Weight of unit volume (kg/m3) Specific Gravity Others Fine aggregate 2.92 2.40 1,597 2.60 Pass 2.2% (#200 sieve) Coarse aggregate 7.27 0.6 1,648 2.65 20 mm (DMax)


## 2.2. Specimens and Test Variables

The concrete mixer was used to make cylindrical specimens such as Table3. After the dry mixing was completed, admixture and water were added to the concrete mix. Two types of LGP were based on the 0.44 W/B ratio. It was replaced every 5% by the mass of OPC up to 20% (LGP12), such as 5%, 10%, 15%, and 20%, for the effective and efficient performance as a replacement of cement [4, 16, 20]. In addition, a total of seven types of the specimens were made, including two different types of specimens that were replaced by high fineness LGP (LGP5) such as 5% and 10%. Water reducing admixture (superplasticizer, SP) based on Polycarboxylate (Dongnam Ltd. Co. FlowMix 3000S, specific gravity: 1.05±0.05, pH: 5.0±1.5) was added at 1% for a high strength and improving the workability of concrete. The specimens were followed by KS F 2403 specification which made 100 × 200 mm cylindrical concrete specimens and it cured for 24 hours in the mold. After that, specimens were cured in moist curing chamber (21±2°C, 100% RH) for the each necessary period, such as 3, 7, 14, and 28 days.Table 3
Mix proportions of concrete with WLGP.
W/C (%) Unit water content (kg/m3) S/a (%) LCD glasses powder content (%) By the mass of binder (kg/m3) C S G LGP SP 44 175.03 43.7 OPC 397.8 705.3 943.1 0 3.9 12µm 5 377.9 19.9 3.7 10 358.0 39.8 3.5 15 338.1 59.7 3.3 20 318.2 79.6 3.1 5µm 5 377.9 19.9 3.7 10 358.0 39.8 3.5


## 2.3. Analysis Methods

LGP concrete specimens including OPC concrete were performed following test of the fresh and hardened concrete. The tests applied in this study to investigate the properties of concrete containing LGP as cement replacement are shown in Table4.Table 4
Test method for concrete with LGP.
Test item for concrete Test method(KS, Korea Standard) Reference (ASTM) Fresh concrete Air content KS F 2421 ASTM C 231 Slump KS F 2402 ASTM C 143  Hardened concrete Compressive strength KS F 2405 ASTM C 39 Splitting tensile strength KS F 2423 ASTM C 496  Microstructure SEM — — EDX — — MIP — —(1) Test for Air Content of Fresh Concrete by Pressure Method. The measuring steel vessel had a capacity of 7 L and a minimum diameter equal to 0.75 to 1.25 times height of cylindrical in shape. Working pressures of 7.5 to 30.0 psi (51 to 207 kPa) had been used satisfactorily.(2) Test for Slump of Concrete. The following form of mold shell was used in this test: the top, 100 mm in diameter; the base, 200 mm in diameter; the height, 300 mm; and the thickness, 1.5 mm. After the mold is removed immediately from the concrete by raising it, we measured its collapsed height.(3) Test for Compressive Strength of Concrete. The specimens were made by following the KS F 2403 and measured by a consistent load of added force (0.6±0.4 MPa/s) until the specimens were the failure from the compression tester. 7 types of specimens were conducted on 3, 7, 14, and 28 days.(4) Test for Splitting Tensile Strength of Concrete. The specimens were made by following the KS F 2403 and measured by a consistent load of added force (0.06±0.04 MPa/s) until the specimens were the failure from the UTM tester. 7 types of specimens were conducted on 28 days.(5) SEM-EDX. Through the scanning electron microscope (SEM), which was able to use EDX (energy dispersive X-ray), we confirmed the microstructure of LGP concrete. The cement paste was observed in the hydration process and we analysed compositions of the specific point in image. The equipment “JSM-6500F” was made by “JEOL” that supported 0.5 kV~20 kV, 1.5 nm (15 kV). It was conducted 7 types of specimens on 3 and 28 days.(6) MIP. In order to confirm the internal pore size and pore distribution of the concrete specimens on the 7 and 28 days, it was measured by the Mercury Intrusion Porosimetry (MIP) method after using the 24-hour drying oven. The equipment “POROSIMETER” was made by “Micromeritics” that supported 60,000 psi of maximum pressure and 0.003~360 μm range of pore size.


## 3. Results and Discussion

### 3.1. Characteristics of LGP

LGP as a replacement for cement was classified into two types depending on particle size. High fineness of the glass power may enable improved Pozzolanic activity, and the particle size is a critical parameter regarding the characteristics of the Pozzolanic reaction [21]. Therefore, the first type of LGP12 was prepared as particles size of 12.651 μm, which is similar to that of cement, and the second type LGP5 with fine particles size of 5.807 μm with particle size about two times smaller than that of cement. Both types of LGP contained fine powder smaller than 1 μm. Figure 1 shows the particle size distribution of the two LGP types.Figure 1
Particle size distributions of OPC (a), LGP12 (b), and LGP5 (c).
(a) (b) (c)LGP used in the experiment was prepared by using a Ball mill to obtain an average particle size smaller than that of OPC in order to increase the applicability and performance as a replacement for cement. While the size of the smallest particles of OPC is about 3 to 5μm, LGP used in test included some particles having a size smaller or slightly greater than 1 μm. In other words, the fine powder of LGP is smaller than OPC, although the pattern of the particle size distribution of the LGP was similar to that of OPC. The smaller particle size of LGP may help to improve the strength and durability of the cement paste in a concrete, either physically or chemically, as LGP contributes the role of filler or participates in the Pozzolanic reaction [21]. Figure 2 shows SEM images of the cement and the two types of LGP. Since the magnification of all the images is 1,000 times, the size of the particles may be compared with each other. As shown in Figure 2, the particle size of the LGP was smaller than that of OPC, and the LCP particles were smooth on the surface but rough at the edges. Table 5 indicates the chemical properties of LGP and compares the compositions with those of OPC. The basic chemical compositions of the LGP were SiO2 (60.1%) and Al2O3 (16.1%). LGP having low alkali content and a rich SiO2 content may be hydrated with more Ca(OH)2 to enhance the Pozzolanic reaction.Table 5
Composition of the ordinary Portland cement and LCD glass powder by XRD.
OPC LCD glass powder LGP12 LGP5 Fineness (cm2/g) KS L 5106 3,450 2,729 4,462 Density (g/cm3) 3.15 2.79 SiO2 (%) 21.7 60.1 Na2O (%) — 0.07 MgO (%) 3.2 0.85 K2O (%) — 0.01 Ca (%) 63.1 7.3 Fe2O3 (%) 3.2 0.04 Al2O3 (%) 5.7 16.1 TiO2 (%) — 0.02 ZrO2 (%) — 0.05 CuO (%) — 0.02 BaO (%) — 0.41 SrO (%) — 4.25 SnO2 (%) — 0.25 B2O3 (%) — 10.1 SO3 (%) 2.2 — Ig-Loss (%) 0.9 0.43Figure 2
SEM images (×1,000) of (a) cement, (b) LGP12, and (c) LGP5.
(a) (b) (c)


### 3.2. Air Content

Figure3 shows the air content depending on LGP particle size and replacement. The overall air content was from 1.8% to 2.4%, which was lower than that of OPC. Comparison of the air content between LGP of different sizes showed that the air content was higher in LGP5 than in LGP12. Comparison of the air content of LGP with different replacement ratios showed that the air content was reduction in the LGP having a replacement ratio up to 10%. Soliman and Tagnit-Hamou replaced cement with fine glass powder (with a particle size less than 30 μm) in high-strength concrete (containing PC based SP admixture) at a replacement ratio from 10% to 50%, by increments of 10% and reported that the air content was increased by 0%, 10.52%, 7.89%, 10.53%, and 23.68%, respectively [22]. The high specific surface area, nonabsorbability, and friction depending on particle form of LGP may reduce the workability when LGP replaces cement in concrete. Therefore, adding a proper amount of admixture (SP) may be appropriate to secure workability and durability of high fineness LGP.Figure 3
Air content of concrete with LGP amount.


### 3.3. Slump

The slump test with LGP12 having a replacement of 5% and 10% was higher than that of the other substitution amounts and OPC. Figure4 shows result of slump with different replacement and LGP particle size. The slump of LGP12 having a replacement of 10% was higher than that of OPC, although it slightly decreased when compared with a replacement ratio of 5%. This result indicates improved slump caused by the lower absorptivity and smooth particle surface of LGP despite the similar particle sizes [18]. However, the slump behavior in LGP12 replacement of 15% and 20% was significantly reduction. The slump of fresh concrete is influenced by the material roughness or shape even when the particle size is similar. As shown in the SEM images of Figure 2(b), the surface and the edges of LGP particle were angled and sharp. The effect of the surface roughness resulted in decrease of the slump at replacement of 15% or more. In the case of LGP5, the slump at a replacement of 5% was lower than that of OPC by 16% and the trend of decreased slump at replacement ratios of 10% or higher was similar to that of LGP12. The decrease of the slump in LGP5 may be attributed to the increase of specific area and aggregation, because LGP5 was added at a higher fineness due to the fact that larger water demand generally results in a decrease in compactness [11].Figure 4
Slump of concrete with LGP amount.


### 3.4. Compressive Strength

Figure5 shows the compressive strength of concrete at different curing days with the LGP depending on the replacement ratio for OPC. The overall compressive strength of LGP concrete was high, likely because of the water-reducing effect of an added polycarbonate admixture (SP) and the increase of the dispersion and plasticity. The effect of the environmental conditions of the experiment (specifically the curing temperature, where the average air temperature during the experiment was exceeding 38°C) should also be taken into account. Increased curing temperature accelerates the activation of Pozzolanic materials including glass powder, and then the compressive strength indicated that the glass powder had a greater effect on the Pozzolanic material activation than fly ash [23]. The compressive strength of LGP concrete specimens was generally higher than that of OPC, except in the early age (3 days). Figure 6 shows the compressive strength activity in comparison with OPC. On 3 days, the compressive strength of LGP12 replacement of 15% and 20% was lower than OPC by 4.93% and 8.17%, respectively. However, the compressive strength of all the specimens was higher than that of OPC after 7 days. The compressive strength was the highest in LGP replacement of 5%, regardless of the particle size before 14 days. However, the compressive strength was the highest in both LGP12 and LGP5 replacement of 10% after 14 days. In particular, the compressive strength of LGP5 was notably increased. This is because the Pozzolanic materials begin in earnest contribution to the Pozzolanic reaction 3 to 14 days after the hydration has begun. At that time, approximately 70% to 80% of Alite in OPC already proceeded to reaction [24]. Therefore, the Si and Al ions eluted from LGP may have reacted with the Ca ions included in the pore solution to produce C-S-H and C-A-H to make the dense and more compact. Comparison of the compressive strength with different particle sizes (LGP5 and LGP12) showed a higher compressive strength of LGP5 than LGP12 after 7 days. This result clearly showed the effect of LGP replacement on the concrete, and smaller particle size and high fineness as replacement for cement may increase not only the compressive strength but also the durability. Therefore, the Pozzolanic material activation may be enhanced by fine grounding the LGP into smaller particles [15, 25–27].Figure 5
Comparison on each age strength development of LGP concrete cylinders.Figure 6
Relationship of compressive strength activity and age.


### 3.5. Splitting Tensile Strength

The splitting tensile strength of LGP concrete was similar to OPC (see Figure7). The splitting tensile strength was increased as the compressive strength of LGP was increased. LGP12 5% showed the highest splitting tensile strength, 4.31 MPa, which was 83% higher than that of OPC. LGP5 10% specimen showed the lowest splitting tensile strength, 2.81 MPa, which was 19% higher than that of OPC. However, the splitting tensile strength tends to decrease with increasing proportion of LGP replaced. Figure 8 shows relationship of splitting tensile by compressive strength ratio and LGP proportion on 28 days. LGP12 5% specimen showed the highest ratio, 7.35%. The ratio of OPC was 4.36%. Mcdonald reported the splitting tensile by compressive strength ratio in a range from 5.8% to 8.2% in concrete mixed with silica fume, a Pozzolanic material, at same ages [28]. The splitting tensile by compressive strength ratio of hardened concrete is dependent on the properties of added materials. The results showed that LGP had a positive effect on the enhancement of the splitting tensile.Figure 7
Comparison on splitting tensile strength of LGP concrete cylinders.Figure 8
Relationship of splitting tensile by compressive strength ratio and LGP proportion.


### 3.6. Interfacial Microstructure SEM of Concrete

The interfacial microstructure of the specimens was analyzed at different ages of concrete hydration, on 3 and 28 days, by using SEM images. An EDX analysis was performed to identify the atoms and their weight ratios from the SEM images. The SEM image in Figure9 shows the microstructure of OPC on 3 days. The OPC was hydrated in a typical manner to produce C-S-H and Ca(OH)2 hydrates, but the darker regions of the image indicate that a considerable amount of water or air was included in the pores.Figure 9
SEM image of OPC (3 days).Figure10 is a SEM image of LGP12 10%, and Figure 11 shows the EDX analysis results of LGP12 10%. The LGP12 10% specimen shown in Figures 10 and 11 had a cement paste structure where LGP having a material age of 3 days was substituted, as in the case of the specimen shown in Figure 9. Figure 10 verifies that the LGP particles stably existed between the C-S-H (gel) and C-H hydrates (crystals). LGP has a wave pattern on the cutting section due to the high hardness. The image of the LGP particles on 3 days showed that a significant amount of hydrates had already been generated but the LGP particles were not fully involved in the Pozzolanic reaction. This result showed that the LGP particles, unlike cement, did not immediately participate in the hydration reaction with water in early age. This indicates that a high LGP replacement ratio in concrete may have a negative effect on strength at early age. Figure 11 shows the results of the surface component investigation through EDX, indicating that it is rich in Si, O and has a material composition similar to that of LGP raw material.Figure 10
SEM image of composition paste which contained LGP12 10% (3 days).Figure 11
SEM view and chemical detected property by EDX of LGP12 10% (3 days).Figures12 and 13 show the microstructure of the LGP cement paste on 28 days. As shown in Figure 12, the structure included well-developed hydrates and was more compact than of OPC, such that independent LGP particles could not be identified. LGP particles were assimilated with cement paste and partially existed inside the hydrates. The dark regions containing pores were significantly reduced, and increase of C-S-H hydrates closely reflected the hydrate composition as a result of the Pozzolanic reaction. The binding of C-S-H hydrates to apparent LGP particles was found in the microstructure, indicating that the Pozzolanic reaction occurred more easily on crushed edge sections than on the relatively smooth and stable surfaces. The EDX analysis on 7 and 28 days showed that the C/S ratio of the C-S-H hydrates was changed with time. The increased calcium content on 28 days might have affected the improvement of the strength of the concrete.Figure 12
SEM image of composition paste which contained LGP12 10% (28 days).Figure 13
SEM view and chemical detected property by EDX of LGP12 10% (28 days).


### 3.7. MIP

The pore distribution in the cement matrix is generally dependent on the quantity of hydrates, because the pores are distributed by the hydrates contained in the cement matrix. The results shown in Figure14 indicate that porosity of the high fineness LGP5 on 7 days was 18.31% in LGP5 5% and 19.23% in LGP5 10%, which were higher than that of OPC. However, the entire LGP porosity was reduced, which was lower than 7 days by 2.6% to 6%. The decrease of the porosity is closely related to the strength, consistent with the results described in Section 3.4. The Pozzolanic reaction is generally slower than the cement hydration reaction of OPC. Hence, concrete has been replaced with the Pozzolanic material showing high permeability in early age, but the permeability is decreased as the reactions progress. Since the capillary porosity is related to permeability, the addition of LGP may reduce permeability to contribute to improvement of the material durability.Figure 14
Porosity characteristics of concrete with LGP.The hydration reaction and the secondary Pozzolanic reaction reduced the capillary porosity in the entire pore size range, except the capillary pore (medium size) range, and decreased the maximum pore size. Table6 shows the average pore size of LGP concrete depending on curing ages. The decrease of the pores was significant particularly in the pore size range from 50 to 110 nm. Considering LGP particle size distribution, the decrease of pores in this range may not be ascribed simply to the pore filling effect of LGP. Rather, as the cement paste was sufficiently hydrated, the produced hydrates developed a compact structure to block and divide the interconnected capillaries, producing pores that are interconnected with only gel pores. This might have considerably contributed to the increase of the strength [29]. In particular, the porosity in the capillary pore (medium size) range including gel pores of 4 to 50 nm was higher in the LGP specimen on 28 days than 7 days. The large pores decreased, but the capillary pores smaller than 50 nm increased when compared with the OPC. This indicates that the filling of LGP particles in the large-sized capillary pore range as well as the production of hydrates through the Pozzolanic reaction might have filled or divided the large-sized capillary pores, converting the interconnected pores into closed pores [30]. As LGP replacement of cement was increased, the interconnected pores were converted into smaller pores regardless of the particle size. In addition, in the pore size range from 50 to 200 μm (Interfacial Transition Zone, ITZ), the porosity of LGP concrete was considerably decreased on 28 days. Figure 15 shows that the porosity decrease of OPC in this pore size range was not significant on 7 and 28 days. On the contrary, as shown in Figure 16, the porosity of all the LGP was significantly decreased in this pore size range. The particle size distribution of LGP5 shown in Figure 1 indicates that the specimen did not include particles of size around 100 μm. However, according to the results shown in Figure 16, the porosity of the LGP specimens in this pore size range decreased to a similar level, regardless of the particle size. This suggests that the hydrates produced during 28 days might have made the pores more compact and dense, thereby increasing the strength. The pore distribution and the pore size decrease in the ITZ were verified through a chloride ion permeability test conducted with concrete specimens produced by mixing Pozzolanic materials, such as SF, BS, and FA [31]. The most significant factors were a compact densification filling of microparticles and a modification of the hydration process [32]. This indicates that the mixing of concrete LGP materials may reduce the porosity of the concrete system, increase the matrix density, and develop the strength.Table 6
Comparison of reduction average pore diameter.
Average pore diameter (nm) 7 days 28 days OPC 17.7926 14.4250 LGP12 5% 16.3242 13.6883 LGP12 10% 16.9954 13.7393 LGP5 5% 18.3079 13.7930 LGP5 10% 19.2284 13.2687Figure 15
Relationship incremental intrusion and pore size diameter distribution with OPC.Figure 16
Relationship incremental intrusion and pore size diameter distribution with LGP according to replacement and age.


## 3.1. Characteristics of LGP

LGP as a replacement for cement was classified into two types depending on particle size. High fineness of the glass power may enable improved Pozzolanic activity, and the particle size is a critical parameter regarding the characteristics of the Pozzolanic reaction [21]. Therefore, the first type of LGP12 was prepared as particles size of 12.651 μm, which is similar to that of cement, and the second type LGP5 with fine particles size of 5.807 μm with particle size about two times smaller than that of cement. Both types of LGP contained fine powder smaller than 1 μm. Figure 1 shows the particle size distribution of the two LGP types.Figure 1
Particle size distributions of OPC (a), LGP12 (b), and LGP5 (c).
(a) (b) (c)LGP used in the experiment was prepared by using a Ball mill to obtain an average particle size smaller than that of OPC in order to increase the applicability and performance as a replacement for cement. While the size of the smallest particles of OPC is about 3 to 5μm, LGP used in test included some particles having a size smaller or slightly greater than 1 μm. In other words, the fine powder of LGP is smaller than OPC, although the pattern of the particle size distribution of the LGP was similar to that of OPC. The smaller particle size of LGP may help to improve the strength and durability of the cement paste in a concrete, either physically or chemically, as LGP contributes the role of filler or participates in the Pozzolanic reaction [21]. Figure 2 shows SEM images of the cement and the two types of LGP. Since the magnification of all the images is 1,000 times, the size of the particles may be compared with each other. As shown in Figure 2, the particle size of the LGP was smaller than that of OPC, and the LCP particles were smooth on the surface but rough at the edges. Table 5 indicates the chemical properties of LGP and compares the compositions with those of OPC. The basic chemical compositions of the LGP were SiO2 (60.1%) and Al2O3 (16.1%). LGP having low alkali content and a rich SiO2 content may be hydrated with more Ca(OH)2 to enhance the Pozzolanic reaction.Table 5
Composition of the ordinary Portland cement and LCD glass powder by XRD.
OPC LCD glass powder LGP12 LGP5 Fineness (cm2/g) KS L 5106 3,450 2,729 4,462 Density (g/cm3) 3.15 2.79 SiO2 (%) 21.7 60.1 Na2O (%) — 0.07 MgO (%) 3.2 0.85 K2O (%) — 0.01 Ca (%) 63.1 7.3 Fe2O3 (%) 3.2 0.04 Al2O3 (%) 5.7 16.1 TiO2 (%) — 0.02 ZrO2 (%) — 0.05 CuO (%) — 0.02 BaO (%) — 0.41 SrO (%) — 4.25 SnO2 (%) — 0.25 B2O3 (%) — 10.1 SO3 (%) 2.2 — Ig-Loss (%) 0.9 0.43Figure 2
SEM images (×1,000) of (a) cement, (b) LGP12, and (c) LGP5.
(a) (b) (c)


## 3.2. Air Content

Figure3 shows the air content depending on LGP particle size and replacement. The overall air content was from 1.8% to 2.4%, which was lower than that of OPC. Comparison of the air content between LGP of different sizes showed that the air content was higher in LGP5 than in LGP12. Comparison of the air content of LGP with different replacement ratios showed that the air content was reduction in the LGP having a replacement ratio up to 10%. Soliman and Tagnit-Hamou replaced cement with fine glass powder (with a particle size less than 30 μm) in high-strength concrete (containing PC based SP admixture) at a replacement ratio from 10% to 50%, by increments of 10% and reported that the air content was increased by 0%, 10.52%, 7.89%, 10.53%, and 23.68%, respectively [22]. The high specific surface area, nonabsorbability, and friction depending on particle form of LGP may reduce the workability when LGP replaces cement in concrete. Therefore, adding a proper amount of admixture (SP) may be appropriate to secure workability and durability of high fineness LGP.Figure 3
Air content of concrete with LGP amount.


## 3.3. Slump

The slump test with LGP12 having a replacement of 5% and 10% was higher than that of the other substitution amounts and OPC. Figure4 shows result of slump with different replacement and LGP particle size. The slump of LGP12 having a replacement of 10% was higher than that of OPC, although it slightly decreased when compared with a replacement ratio of 5%. This result indicates improved slump caused by the lower absorptivity and smooth particle surface of LGP despite the similar particle sizes [18]. However, the slump behavior in LGP12 replacement of 15% and 20% was significantly reduction. The slump of fresh concrete is influenced by the material roughness or shape even when the particle size is similar. As shown in the SEM images of Figure 2(b), the surface and the edges of LGP particle were angled and sharp. The effect of the surface roughness resulted in decrease of the slump at replacement of 15% or more. In the case of LGP5, the slump at a replacement of 5% was lower than that of OPC by 16% and the trend of decreased slump at replacement ratios of 10% or higher was similar to that of LGP12. The decrease of the slump in LGP5 may be attributed to the increase of specific area and aggregation, because LGP5 was added at a higher fineness due to the fact that larger water demand generally results in a decrease in compactness [11].Figure 4
Slump of concrete with LGP amount.


## 3.4. Compressive Strength

Figure5 shows the compressive strength of concrete at different curing days with the LGP depending on the replacement ratio for OPC. The overall compressive strength of LGP concrete was high, likely because of the water-reducing effect of an added polycarbonate admixture (SP) and the increase of the dispersion and plasticity. The effect of the environmental conditions of the experiment (specifically the curing temperature, where the average air temperature during the experiment was exceeding 38°C) should also be taken into account. Increased curing temperature accelerates the activation of Pozzolanic materials including glass powder, and then the compressive strength indicated that the glass powder had a greater effect on the Pozzolanic material activation than fly ash [23]. The compressive strength of LGP concrete specimens was generally higher than that of OPC, except in the early age (3 days). Figure 6 shows the compressive strength activity in comparison with OPC. On 3 days, the compressive strength of LGP12 replacement of 15% and 20% was lower than OPC by 4.93% and 8.17%, respectively. However, the compressive strength of all the specimens was higher than that of OPC after 7 days. The compressive strength was the highest in LGP replacement of 5%, regardless of the particle size before 14 days. However, the compressive strength was the highest in both LGP12 and LGP5 replacement of 10% after 14 days. In particular, the compressive strength of LGP5 was notably increased. This is because the Pozzolanic materials begin in earnest contribution to the Pozzolanic reaction 3 to 14 days after the hydration has begun. At that time, approximately 70% to 80% of Alite in OPC already proceeded to reaction [24]. Therefore, the Si and Al ions eluted from LGP may have reacted with the Ca ions included in the pore solution to produce C-S-H and C-A-H to make the dense and more compact. Comparison of the compressive strength with different particle sizes (LGP5 and LGP12) showed a higher compressive strength of LGP5 than LGP12 after 7 days. This result clearly showed the effect of LGP replacement on the concrete, and smaller particle size and high fineness as replacement for cement may increase not only the compressive strength but also the durability. Therefore, the Pozzolanic material activation may be enhanced by fine grounding the LGP into smaller particles [15, 25–27].Figure 5
Comparison on each age strength development of LGP concrete cylinders.Figure 6
Relationship of compressive strength activity and age.


## 3.5. Splitting Tensile Strength

The splitting tensile strength of LGP concrete was similar to OPC (see Figure7). The splitting tensile strength was increased as the compressive strength of LGP was increased. LGP12 5% showed the highest splitting tensile strength, 4.31 MPa, which was 83% higher than that of OPC. LGP5 10% specimen showed the lowest splitting tensile strength, 2.81 MPa, which was 19% higher than that of OPC. However, the splitting tensile strength tends to decrease with increasing proportion of LGP replaced. Figure 8 shows relationship of splitting tensile by compressive strength ratio and LGP proportion on 28 days. LGP12 5% specimen showed the highest ratio, 7.35%. The ratio of OPC was 4.36%. Mcdonald reported the splitting tensile by compressive strength ratio in a range from 5.8% to 8.2% in concrete mixed with silica fume, a Pozzolanic material, at same ages [28]. The splitting tensile by compressive strength ratio of hardened concrete is dependent on the properties of added materials. The results showed that LGP had a positive effect on the enhancement of the splitting tensile.Figure 7
Comparison on splitting tensile strength of LGP concrete cylinders.Figure 8
Relationship of splitting tensile by compressive strength ratio and LGP proportion.


## 3.6. Interfacial Microstructure SEM of Concrete

The interfacial microstructure of the specimens was analyzed at different ages of concrete hydration, on 3 and 28 days, by using SEM images. An EDX analysis was performed to identify the atoms and their weight ratios from the SEM images. The SEM image in Figure9 shows the microstructure of OPC on 3 days. The OPC was hydrated in a typical manner to produce C-S-H and Ca(OH)2 hydrates, but the darker regions of the image indicate that a considerable amount of water or air was included in the pores.Figure 9
SEM image of OPC (3 days).Figure10 is a SEM image of LGP12 10%, and Figure 11 shows the EDX analysis results of LGP12 10%. The LGP12 10% specimen shown in Figures 10 and 11 had a cement paste structure where LGP having a material age of 3 days was substituted, as in the case of the specimen shown in Figure 9. Figure 10 verifies that the LGP particles stably existed between the C-S-H (gel) and C-H hydrates (crystals). LGP has a wave pattern on the cutting section due to the high hardness. The image of the LGP particles on 3 days showed that a significant amount of hydrates had already been generated but the LGP particles were not fully involved in the Pozzolanic reaction. This result showed that the LGP particles, unlike cement, did not immediately participate in the hydration reaction with water in early age. This indicates that a high LGP replacement ratio in concrete may have a negative effect on strength at early age. Figure 11 shows the results of the surface component investigation through EDX, indicating that it is rich in Si, O and has a material composition similar to that of LGP raw material.Figure 10
SEM image of composition paste which contained LGP12 10% (3 days).Figure 11
SEM view and chemical detected property by EDX of LGP12 10% (3 days).Figures12 and 13 show the microstructure of the LGP cement paste on 28 days. As shown in Figure 12, the structure included well-developed hydrates and was more compact than of OPC, such that independent LGP particles could not be identified. LGP particles were assimilated with cement paste and partially existed inside the hydrates. The dark regions containing pores were significantly reduced, and increase of C-S-H hydrates closely reflected the hydrate composition as a result of the Pozzolanic reaction. The binding of C-S-H hydrates to apparent LGP particles was found in the microstructure, indicating that the Pozzolanic reaction occurred more easily on crushed edge sections than on the relatively smooth and stable surfaces. The EDX analysis on 7 and 28 days showed that the C/S ratio of the C-S-H hydrates was changed with time. The increased calcium content on 28 days might have affected the improvement of the strength of the concrete.Figure 12
SEM image of composition paste which contained LGP12 10% (28 days).Figure 13
SEM view and chemical detected property by EDX of LGP12 10% (28 days).


## 3.7. MIP

The pore distribution in the cement matrix is generally dependent on the quantity of hydrates, because the pores are distributed by the hydrates contained in the cement matrix. The results shown in Figure14 indicate that porosity of the high fineness LGP5 on 7 days was 18.31% in LGP5 5% and 19.23% in LGP5 10%, which were higher than that of OPC. However, the entire LGP porosity was reduced, which was lower than 7 days by 2.6% to 6%. The decrease of the porosity is closely related to the strength, consistent with the results described in Section 3.4. The Pozzolanic reaction is generally slower than the cement hydration reaction of OPC. Hence, concrete has been replaced with the Pozzolanic material showing high permeability in early age, but the permeability is decreased as the reactions progress. Since the capillary porosity is related to permeability, the addition of LGP may reduce permeability to contribute to improvement of the material durability.Figure 14
Porosity characteristics of concrete with LGP.The hydration reaction and the secondary Pozzolanic reaction reduced the capillary porosity in the entire pore size range, except the capillary pore (medium size) range, and decreased the maximum pore size. Table6 shows the average pore size of LGP concrete depending on curing ages. The decrease of the pores was significant particularly in the pore size range from 50 to 110 nm. Considering LGP particle size distribution, the decrease of pores in this range may not be ascribed simply to the pore filling effect of LGP. Rather, as the cement paste was sufficiently hydrated, the produced hydrates developed a compact structure to block and divide the interconnected capillaries, producing pores that are interconnected with only gel pores. This might have considerably contributed to the increase of the strength [29]. In particular, the porosity in the capillary pore (medium size) range including gel pores of 4 to 50 nm was higher in the LGP specimen on 28 days than 7 days. The large pores decreased, but the capillary pores smaller than 50 nm increased when compared with the OPC. This indicates that the filling of LGP particles in the large-sized capillary pore range as well as the production of hydrates through the Pozzolanic reaction might have filled or divided the large-sized capillary pores, converting the interconnected pores into closed pores [30]. As LGP replacement of cement was increased, the interconnected pores were converted into smaller pores regardless of the particle size. In addition, in the pore size range from 50 to 200 μm (Interfacial Transition Zone, ITZ), the porosity of LGP concrete was considerably decreased on 28 days. Figure 15 shows that the porosity decrease of OPC in this pore size range was not significant on 7 and 28 days. On the contrary, as shown in Figure 16, the porosity of all the LGP was significantly decreased in this pore size range. The particle size distribution of LGP5 shown in Figure 1 indicates that the specimen did not include particles of size around 100 μm. However, according to the results shown in Figure 16, the porosity of the LGP specimens in this pore size range decreased to a similar level, regardless of the particle size. This suggests that the hydrates produced during 28 days might have made the pores more compact and dense, thereby increasing the strength. The pore distribution and the pore size decrease in the ITZ were verified through a chloride ion permeability test conducted with concrete specimens produced by mixing Pozzolanic materials, such as SF, BS, and FA [31]. The most significant factors were a compact densification filling of microparticles and a modification of the hydration process [32]. This indicates that the mixing of concrete LGP materials may reduce the porosity of the concrete system, increase the matrix density, and develop the strength.Table 6
Comparison of reduction average pore diameter.
Average pore diameter (nm) 7 days 28 days OPC 17.7926 14.4250 LGP12 5% 16.3242 13.6883 LGP12 10% 16.9954 13.7393 LGP5 5% 18.3079 13.7930 LGP5 10% 19.2284 13.2687Figure 15
Relationship incremental intrusion and pore size diameter distribution with OPC.Figure 16
Relationship incremental intrusion and pore size diameter distribution with LGP according to replacement and age.


## 4. Conclusion

In this study, LGP, which is one of the LPWG and made in Republic of Korea, replaced the cement depending on the ratio. LGP is much smaller than cement. It demonstrated the good performance and utilization possibilities of replacement. Results from the experiment are as follows.(1)
In the case of LGP concrete, it showed lower air content than OPC. In particular, when the LGP12 replaced 10%, it showed the lowest amount of air content. LGP5 concrete showed similar air content with OPC. Considering the replacement dosage of cement and high fineness of LGP, the use of admixture (SP) is considered appropriate for improvement of workability, freeze-thaw resistance, and durability.(2)
LGP12 has 9% higher slump than OPC in 5% replacement, due to the smooth surface and low absorption of the LGP. However, the slump decreases while the replacement is increasing. In the case of LGP5, slump was 16% lower than OPC in 5% replacement. The slump tends to drop with an increasing LGP replacement and high fineness.(3)
Compressive strength of LGP is higher than OPC in 28 days. The highest compressive strength showed in 10% replacement, which is the highest in LGP5. The tendency of strength development showed lower strength than OPC in the replacement of over 15% until 3 days. But after 7 days, entire compressive strength of LGP is higher than OPC. After 14 days, the compressive strength activity was increased due to the pozzolanic reaction.(4)
Entire splitting tensile strength is higher than OPC in 28 days. The maximum development was 83% in LGP5 5%, indicating that increasing LGP replacement would result in a decrease in splitting tensile strength. In case of LGP5 replacement, it showed the lowest level of splitting tensile strength development (19% increased). Relationship of splitting tensile strength by compressive strength ratio indicated 4.5~7.4% level.(5)
SEM results indicate that the dense hydrate was produced at the interface between the LGP and the cement paste, which can verify some of LGP with C-S-H gel. The compressive strength of LGP concrete may have a deleterious effect with increased LGP replacement in early age, because low cement content may deteriorate the hydration reaction.(6)
The porosity of LGP concrete is decreased, which is expected to have a positive effect on improving durability and permeability. Therefore, the result of hydration and pozzolanic reaction showed a tendency to transfer pores to a relatively smaller pore distribution pattern. Furthermore, Capillary porosity of 50~110 nm and ITZ of 50~200µm indicated porosity reduction which means that an increase in the density and a decrease in the porosity with LGP.



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*Source: 3928047-2017-01-30.xml*