# Modification of Lime-Fly Ash-Crushed Stone with Phosphogypsum for Road Base

Authors: Hao Zhang; Yuan Cheng; Lei Yang; Weikang Song
Journal: Advances in Civil Engineering
 (2020)

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## Abstract

In order to increase the recycling of phosphogypsum waste, this study explored the feasibility of using phosphogypsum to replace some of the lime and aggregate in the lime-fly ash-crushed stone mixture which is a widely used road base material in China. For this purpose, compaction, compressive strength, composition structures, wetting-drying cycle tests, and shrinkage tests were carried out on the lime-fly ash-phosphogypsum-crushed stone composite to investigate its performance. The results indicate that lime-fly ash-crushed stone modified with phosphogypsum has the required strength of the road base material and favourable performances in environment (wetting-drying cycle) stability. The image processing analysis and shrinkage tests demonstrated that phosphogypsum can significantly improve the compactness and shrinkage performance of lime-fly ash-crushed stone mixture. A suitable content of phosphogypsum and a reasonable content of fine aggregate are conducive to improving the roadway engineering properties (i.e., decreasing shrinkage cracks and increasing compressive strength) of lime-fly ash-phosphogypsum-crushed stone composites.


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## Body

## 1. Introduction

Phosphogypsum (PG) a by-product from the phosphoric acid industry is a remarkable solid waste, and about 4.5–5.0 tonnes of dry-based PG is outputted per ton of phosphoric acid (as P2O5) recovered [1]. Approximately 20 million tonnes of PG is generated in China every year, and its utilization ratio is not more than 10% [2]. A large amount of it is normally discarded to the environment without any treatment leading to environmental contamination. It has been well documented that PG is an effective modification material for stabilizing special soil and improving the base (or subgrade) behaviors in roadway engineering [2–6]. Studies have been shown that PG alone is not sufficient for road construction. However, it can hasten the pozzuolana reactions between the fly ash (FA) and lime, and the further reaction generates calcium sulfoaluminate hydrate (generally called ettringite) which can bring on a slight expansivity [2, 4, 7]. Therefore, PG is usually used together with FA and lime to increase strength and reduce shrinkage cracks of road base (or subbase) materials.For lime-FA-PG binder which is usually applied as subbase material binder, the content of lime is generally 6%–12%, and the content of the ratio of PG and FA is usually controlled between 1 : 1–1 : 4 [2]. Meanwhile, the content of PG should not be very high because of the expansivity of ettringite [8–10]. However, most of these studies focused on the modification of PG for lime-FA binder or lime-FA-stabilized soils. In this paper, the properties of lime-FA-crushed stone (CS) mixture modified with PG are investigated. Lime-FA-CS (or gravel) is a widely used road base material in China [11, 12], and it has many advantages such as steady strength development, simple construction, and the utilization of waste FA, but unfortunately the shrinkage cracks often occur, and the early strength of it is very slow. These disadvantages baffle it from being utilized widely [11, 13, 14]. It should be known that the mix ratio of binder and CS (or gravel) is also another factor affecting the mixture’s strength and anticrack properties. If the content of binder is very low, the strength of mixture will be very low; otherwise, the mixture will easily shrink and crack. The content of aggregate (CS or gravel) is generally 75%–80% for dense skeleton-type mixture, and appropriate amount of fine aggregate (<2.36 mm) is beneficial to improve the roadway engineering properties (i.e., decreasing shrinkage cracks and increasing compressive strength) of mixture [13, 15, 16].In this study, PG was used to replace some amount of the lime and aggregate in the typical lime-FA-CS mixture without changing the dense skeleton structure. The properties and performance of lime-FA-PG-CS composite used as road base material were investigated to prepare it for the wider application.


## 2. Materials and Methods

### 2.1. Materials

The chemical compositions of lime, FA, and PG are given in Table1. The lime was supplied from Dasong Lime Ltd. in Nanjing, China, and contains 71.8% of CaO and MgO. The FA was obtained from Nanjing Liuhe Thermoelectric Plant, and the amount of SiO2, Al2O3, and Fe2O3 is 72.4%. The PG was obtained from Nanjing Liuhe Chemical Plant, and its major constituent is calcium sulfate, which is 74.0%.Table 1
Chemical properties of materials used.
Constituent (%)LimeFAPGSiO21.5944.407.27Al2O30.7924.900.56CaO64.402.0926.60Fe2O30.493.100.28MgO7.430.580.17K2O0.121.100.39SO30.760.9336.40P2O50.010.121.95LOi24.3021.4926.00Loss24.279.8025.95The CS used in this study was collected from a roadway construction site in Nanjing, China. The particle-size distribution of CS is decided by dense skeleton structure and satisfies the demand of Chinese highway road base specifications JTG/T F20-2015 [17] (Figure 1).Figure 1
The particle-size distribution of CS.


### 2.2. Test Method

The testing mixture of lime-FA-CS and lime-FA-PG-CS were prepared separately, for comparative analysis, and the content of reactive CaO (5.4%–5.7%) in these two materials was approximately the same. The mix composition of lime-FA-CS is as follows: lime 8%, FA 12%, and CS 80%, in which the fine aggregate ranged from 0.06 mm to 2.36 mm in size accounting for 8% of total mass. PG is used to replace part of lime and CS in the lime-FA-CS mixture to prepare the lime-FA-PG-CS mixture containing the following composition: lime 6%, FA 12%, PG 6%, and CS 76%. The effect of fine aggregate was also investigated, and its content was varied from 5%, 8%, to 12%.After storing in a sealed plastic bag for 4 hours, the mixture was compacted into a cylinder mold with the size of ø 150 × 150 mm3 to prepare test specimens. The compaction degree of the specimen was 98%. The compaction degree was obtained by dividing the specimen’s dry density with the mixture’s maximum dry density. The maximum dry density was determined from the modified Proctor compaction test.The modified Proctor compaction tests of lime-FA-CS and lime-FA-PG-CS were carried out according to the test specification JTG E51-2009 of Chinese Ministry of Transport [18], which is quite similar to AASHTO T180/ASTM D1557 [19, 20].The unconfined compressive strength tests were also conducted in accordance with the test specification JTG E51-2009 [18, 21]. The specimens of unconfined compressive strength test for lime-FA-CS mixture and lime-FA-PG-CS mixture were sealed in a plastic bag and stored in a curing room with a relative humility above 95% and at a constant ambient temperature of 20 ± 2°C. Considering the influence of the curing condition for the specimens, two different curing methods were performed: standard curing and soaking curing. In standard curing, the specimen was cured in the curing room for the designed curing period (e.g., 7 days or 28 days) and was immersed in water for 24 hours before the strength test [9]. In soaking curing, the specimen was cured for 7 days in the curing room and then immersed in water for 21 days. Meanwhile, the stability of the mixtures was also investigated by dry-wet cycle tests. Before the dry-wet test, the specimens were cured 7 days in the curing room. Then, the specimens were taken and placed in an oven at 60°C for 12 hours, followed by immersion in the water for 1 day at an ambient temperature of 25°C. These two steps were defined as one dry-wet cycle. After 6 successive dry-wet cycles, the strength test was performed. For each data point, six specimens were tested [22].The composition structures of the mixture samples were studied with computed tomography (CT) and image processing analysis [23–25]. As shown in Figure 2, four sections of the 28-day standard cured strength test specimen were scanned by CT equipment. Then, the CT images were adjusted to grayscale mode and converted to binary segmentation by maximum variance, and then the independent crushed stone image and pore image were obtained by contour tracking programs; finally, the pore area ratio was measured and calculated.Figure 2
Schematic diagram of microstructure analysis.In order to reveal the anticracking property of PG-modified mixture as roadway material, shrinkage tests were also carried out. The shrinkage tests were performed conforming to the procedure of a shrinkage test in JTG E51-2009 [18]. The specimens for shrinkage test were prisms of 100  mm × 100  mm × 400 mm. After the specimens were cured in the curing room for 7 days, comparator probes with dial indicator were set on the specimen end surfaces, and then specimens were placed in a testing room with a relative humility of 60 ± 5% and at an ambient temperature of 20 ± 2°C (Figure 3). The shrinkage ratio (εi) was measured at each curing age and calculated according to equation (1). Three prism specimens were measured for each data point [26]. After the test, the sample was weighed, and the water loss rate was calculated:(1)εi=δiL,where δi is the shrinkage deformation of the specimen at the ith moment and L is the initial length of the specimen.Figure 3
Schematic diagram of the shrinkage test.


### 2.3. Mix Formulas

As shown in Table2, five mix formulas of typical solidified materials were performed. Compaction characteristics (maximum dry density ρdmax and optimum moisture content wopt) of the mixtures are also summarized in Table 2.Table 2
Mix proportions of different materials and the compaction test results.
Mix IDMix formulaρdmax (kg/m3)wopt (%)LFS8%L + 12%FA + 80%CS (F = 8%)21508.5PLFS-16%PG + 6%L + 12%FA + 76%CS (F = 5%)20709.8PLFS-26%PG + 6%L + 12%FA + 76%CS (F = 8%)209510.0PLFS-36%PG + 6%L + 12%FA + 76%CS (F = 12%)208010.5PLFS-46%PG + 8%L + 12%FA + 74%CS (F = 8%)20759.0L: lime; FA: fly ash; CS: crushed stone; PG: phosphogypsum; F: fine aggregate ranging from 0.06 mm to 2.36 mm in size.


## 2.1. Materials

The chemical compositions of lime, FA, and PG are given in Table1. The lime was supplied from Dasong Lime Ltd. in Nanjing, China, and contains 71.8% of CaO and MgO. The FA was obtained from Nanjing Liuhe Thermoelectric Plant, and the amount of SiO2, Al2O3, and Fe2O3 is 72.4%. The PG was obtained from Nanjing Liuhe Chemical Plant, and its major constituent is calcium sulfate, which is 74.0%.Table 1
Chemical properties of materials used.
Constituent (%)LimeFAPGSiO21.5944.407.27Al2O30.7924.900.56CaO64.402.0926.60Fe2O30.493.100.28MgO7.430.580.17K2O0.121.100.39SO30.760.9336.40P2O50.010.121.95LOi24.3021.4926.00Loss24.279.8025.95The CS used in this study was collected from a roadway construction site in Nanjing, China. The particle-size distribution of CS is decided by dense skeleton structure and satisfies the demand of Chinese highway road base specifications JTG/T F20-2015 [17] (Figure 1).Figure 1
The particle-size distribution of CS.


## 2.2. Test Method

The testing mixture of lime-FA-CS and lime-FA-PG-CS were prepared separately, for comparative analysis, and the content of reactive CaO (5.4%–5.7%) in these two materials was approximately the same. The mix composition of lime-FA-CS is as follows: lime 8%, FA 12%, and CS 80%, in which the fine aggregate ranged from 0.06 mm to 2.36 mm in size accounting for 8% of total mass. PG is used to replace part of lime and CS in the lime-FA-CS mixture to prepare the lime-FA-PG-CS mixture containing the following composition: lime 6%, FA 12%, PG 6%, and CS 76%. The effect of fine aggregate was also investigated, and its content was varied from 5%, 8%, to 12%.After storing in a sealed plastic bag for 4 hours, the mixture was compacted into a cylinder mold with the size of ø 150 × 150 mm3 to prepare test specimens. The compaction degree of the specimen was 98%. The compaction degree was obtained by dividing the specimen’s dry density with the mixture’s maximum dry density. The maximum dry density was determined from the modified Proctor compaction test.The modified Proctor compaction tests of lime-FA-CS and lime-FA-PG-CS were carried out according to the test specification JTG E51-2009 of Chinese Ministry of Transport [18], which is quite similar to AASHTO T180/ASTM D1557 [19, 20].The unconfined compressive strength tests were also conducted in accordance with the test specification JTG E51-2009 [18, 21]. The specimens of unconfined compressive strength test for lime-FA-CS mixture and lime-FA-PG-CS mixture were sealed in a plastic bag and stored in a curing room with a relative humility above 95% and at a constant ambient temperature of 20 ± 2°C. Considering the influence of the curing condition for the specimens, two different curing methods were performed: standard curing and soaking curing. In standard curing, the specimen was cured in the curing room for the designed curing period (e.g., 7 days or 28 days) and was immersed in water for 24 hours before the strength test [9]. In soaking curing, the specimen was cured for 7 days in the curing room and then immersed in water for 21 days. Meanwhile, the stability of the mixtures was also investigated by dry-wet cycle tests. Before the dry-wet test, the specimens were cured 7 days in the curing room. Then, the specimens were taken and placed in an oven at 60°C for 12 hours, followed by immersion in the water for 1 day at an ambient temperature of 25°C. These two steps were defined as one dry-wet cycle. After 6 successive dry-wet cycles, the strength test was performed. For each data point, six specimens were tested [22].The composition structures of the mixture samples were studied with computed tomography (CT) and image processing analysis [23–25]. As shown in Figure 2, four sections of the 28-day standard cured strength test specimen were scanned by CT equipment. Then, the CT images were adjusted to grayscale mode and converted to binary segmentation by maximum variance, and then the independent crushed stone image and pore image were obtained by contour tracking programs; finally, the pore area ratio was measured and calculated.Figure 2
Schematic diagram of microstructure analysis.In order to reveal the anticracking property of PG-modified mixture as roadway material, shrinkage tests were also carried out. The shrinkage tests were performed conforming to the procedure of a shrinkage test in JTG E51-2009 [18]. The specimens for shrinkage test were prisms of 100  mm × 100  mm × 400 mm. After the specimens were cured in the curing room for 7 days, comparator probes with dial indicator were set on the specimen end surfaces, and then specimens were placed in a testing room with a relative humility of 60 ± 5% and at an ambient temperature of 20 ± 2°C (Figure 3). The shrinkage ratio (εi) was measured at each curing age and calculated according to equation (1). Three prism specimens were measured for each data point [26]. After the test, the sample was weighed, and the water loss rate was calculated:(1)εi=δiL,where δi is the shrinkage deformation of the specimen at the ith moment and L is the initial length of the specimen.Figure 3
Schematic diagram of the shrinkage test.


## 2.3. Mix Formulas

As shown in Table2, five mix formulas of typical solidified materials were performed. Compaction characteristics (maximum dry density ρdmax and optimum moisture content wopt) of the mixtures are also summarized in Table 2.Table 2
Mix proportions of different materials and the compaction test results.
Mix IDMix formulaρdmax (kg/m3)wopt (%)LFS8%L + 12%FA + 80%CS (F = 8%)21508.5PLFS-16%PG + 6%L + 12%FA + 76%CS (F = 5%)20709.8PLFS-26%PG + 6%L + 12%FA + 76%CS (F = 8%)209510.0PLFS-36%PG + 6%L + 12%FA + 76%CS (F = 12%)208010.5PLFS-46%PG + 8%L + 12%FA + 74%CS (F = 8%)20759.0L: lime; FA: fly ash; CS: crushed stone; PG: phosphogypsum; F: fine aggregate ranging from 0.06 mm to 2.36 mm in size.


## 3. Results and Discussion

### 3.1. Compressive Strength

The unconfined compressive strength of different mixtures at 7 days and 28 days of curing is shown as Figure4, in which LFS has higher compressive strength. Although lime-FA-PG-CS mixture has lower compressive strength as it has a lower content of lime and CS, the 7-day unconfined compressive strength of it can reach to 1.1 MPa–1.4 MPa, which meets the requirements of Chinese roadway standard JTG/T F20-2015 [17] for the strength of highway base material. Comparing with PLFS-1, the unconfined compressive strength of PLFS-2 and PLFS-3 with higher content of fine aggregate has an increase of 11.5% and 27.6% at 7 days, respectively. Because of the low content of fine aggregate (F = 5%), the pores of the coarse aggregate cannot be fulfilled, PLFS-1 has the lowest compressive strength at 28 days. The PLFS-2 specimens prepared with 8% fine aggregate have a higher compressive strength at 28 days than the other PG-modified materials (PLFS-1, PLFS-3, and PLFS-4).Figure 4
Compressive strength of various mixtures.The water stability of lime-FA-PG-CS mixtures was studied by comparing with the typical lime-FA-CS road base material. Figure5 shows the strengths of different mixtures under standard curing condition and soaking curing condition, and it is very clear that all the strengths of the testing specimens under the soaking curing condition at 28 days were lower than those under the standard curing condition. This means that the unconfined compressive strength is weakened by the infiltrating water. Therefore, the PG-modified mixtures used as road base materials in engineering practice cannot be immersed in water at the initial stage of curing, and if it rains during the construction, some covering measures must be taken [9, 10]. The mass loss of PLFS-2 and PLFS-3 is 1.8% and 2.4%, which is as large as LFS (2.3%). Compared to them, the mass loss of PLFS-1 and PLFS-4 almost doubled. This is mainly because the low content of fine aggregate in PLFS-1 prevented the coarse aggregates from being effectively bound together, while the excessive content of blinder in PLFS-4 resulted in the poor integrity.Figure 5
The influence of soaking on unconfined compressive strength.The dry-wet environment stability of the solidified materials was also studied, and the test results are presented in Figure6; dry-wet environment stability was assessed with the compressive strength in the specimens after 6 successive dry-wet (DW) cycles. From Figure 6, it can be seen that the strength development of lime-FA-PG-CS mixtures after DW cycles was similar to that of the typical lime-FA-CS road base material, and all the strengths of the specimens increased after 6 cycles of wetting-drying, especially the strength of LFS and PLFS-2 increased by 50.4% and 57.8%. This is mainly because the higher temperature (60°C) in the drying environment was conducive to the strength development. This behavior indicates that using PG to replace part of lime and CS in typical lime-FA-CS road base material did not reduce the environmental stability.Figure 6
The influence of dry-wet cycles on unconfined compressive strength.


### 3.2. Composition Structures of Solidified Material

The composition structures of different solidified materials were analyzed by the image processing method. The second scan section of LFS, PLFS-1, PLFS-2, and PLFS-3 are presented in Figure7. In the segmented images, the black color, gray color, and white color represent the air voids, binder which contains the fine aggregate, and coarse aggregates, respectively. The area ratios of coarse aggregate, binder, and voids in the four scan sections are calculated and listed in Table 3. It can be seen that all the solidified materials had good performance, and their void area ratio were no more than 10%; however, the porosity of each section for one specimen is very discrete because of the uneven distribution of coarse aggregate. For PG-modified mixtures, the content of fine aggregate has impact on composition structures. PLFS-2 with 8% fine aggregate has the smallest void area ratio (3.8%–4.7%), whereas the void area ratios of PLFS-1 and PLFS-3 are higher. The content of fine aggregate of PLFS-1 is 5% which may not completely fill the voids between larger particles. On the contrary, the content of fine aggregate of PLFS-1 is 12%, and more fine aggregate in the binders is prone to dehydration shrinkage cracks. Hence, a reasonable content of fine aggregate can enhance the conjoint points between larger particles and improve the compactness of mixtures.Figure 7
The second section of different solidified materials. (a) LFS. (b) PLFS-1. (c) PLFS-2. (d) PLFS-3.
(a)(b)(c)(d)Table 3
Calculation of the composition structures.
SectionsTotal area (cm2)BinderCoarse aggregateVoid area ratio (%)Area (cm2)Area ratioArea (cm2)Area ratio (%)LFS1171.970.841.290.352.56.32168.750.830.1101.560.29.73171.250.929.7109.964.26.14173.170.440.794.254.44.9PLFS-11174.076.243.883.447.98.22174.064.937.395.755.07.73174.047.027.0112.864.88.24170.358.934.699.858.66.8PLFS-21175.190.351.676.543.74.72174.182.347.385.248.93.83174.675.343.191.152.24.74175.163.436.2103.759.24.6PLFS-31174.584.148.280.646.25.62174.281.847.083.648.05.13176.077.343.989.150.65.54175.368.439.097.655.75.3


### 3.3. Dry Shrinkage

The anticrack ability of different solidified materials can be evaluated by dry shrinkage tests. The test results of four mixtures LFS, PLFS-1, PLFS-2, and PLFS-3 are presented in Figure8. The shrinkage ratio of LFS mainly occurred within 0–30 hours, and then the shrinkage ratio tended to be stable, while the dry shrinkage ratios of PG-modified materials (PLFS-1, PLFS-2, and PLFS-3) tended to increase at first and then decrease. The dry shrinkage of the various solidified materials is LFS > PLFS-3 > PLFS-1 > PLFS-2. PLFS-2 has the lowest shrinkage ratio and has a slight expansivity after curing 160 hours. It is also evident that PG can obviously decrease the dry shrinkage ratio of mixtures due to its enhancement on the pozzuolana reactions and the reaction product AFt’s expansivity.Figure 8
Dry shrinkage ratios of various solidified materials.


## 3.1. Compressive Strength

The unconfined compressive strength of different mixtures at 7 days and 28 days of curing is shown as Figure4, in which LFS has higher compressive strength. Although lime-FA-PG-CS mixture has lower compressive strength as it has a lower content of lime and CS, the 7-day unconfined compressive strength of it can reach to 1.1 MPa–1.4 MPa, which meets the requirements of Chinese roadway standard JTG/T F20-2015 [17] for the strength of highway base material. Comparing with PLFS-1, the unconfined compressive strength of PLFS-2 and PLFS-3 with higher content of fine aggregate has an increase of 11.5% and 27.6% at 7 days, respectively. Because of the low content of fine aggregate (F = 5%), the pores of the coarse aggregate cannot be fulfilled, PLFS-1 has the lowest compressive strength at 28 days. The PLFS-2 specimens prepared with 8% fine aggregate have a higher compressive strength at 28 days than the other PG-modified materials (PLFS-1, PLFS-3, and PLFS-4).Figure 4
Compressive strength of various mixtures.The water stability of lime-FA-PG-CS mixtures was studied by comparing with the typical lime-FA-CS road base material. Figure5 shows the strengths of different mixtures under standard curing condition and soaking curing condition, and it is very clear that all the strengths of the testing specimens under the soaking curing condition at 28 days were lower than those under the standard curing condition. This means that the unconfined compressive strength is weakened by the infiltrating water. Therefore, the PG-modified mixtures used as road base materials in engineering practice cannot be immersed in water at the initial stage of curing, and if it rains during the construction, some covering measures must be taken [9, 10]. The mass loss of PLFS-2 and PLFS-3 is 1.8% and 2.4%, which is as large as LFS (2.3%). Compared to them, the mass loss of PLFS-1 and PLFS-4 almost doubled. This is mainly because the low content of fine aggregate in PLFS-1 prevented the coarse aggregates from being effectively bound together, while the excessive content of blinder in PLFS-4 resulted in the poor integrity.Figure 5
The influence of soaking on unconfined compressive strength.The dry-wet environment stability of the solidified materials was also studied, and the test results are presented in Figure6; dry-wet environment stability was assessed with the compressive strength in the specimens after 6 successive dry-wet (DW) cycles. From Figure 6, it can be seen that the strength development of lime-FA-PG-CS mixtures after DW cycles was similar to that of the typical lime-FA-CS road base material, and all the strengths of the specimens increased after 6 cycles of wetting-drying, especially the strength of LFS and PLFS-2 increased by 50.4% and 57.8%. This is mainly because the higher temperature (60°C) in the drying environment was conducive to the strength development. This behavior indicates that using PG to replace part of lime and CS in typical lime-FA-CS road base material did not reduce the environmental stability.Figure 6
The influence of dry-wet cycles on unconfined compressive strength.


## 3.2. Composition Structures of Solidified Material

The composition structures of different solidified materials were analyzed by the image processing method. The second scan section of LFS, PLFS-1, PLFS-2, and PLFS-3 are presented in Figure7. In the segmented images, the black color, gray color, and white color represent the air voids, binder which contains the fine aggregate, and coarse aggregates, respectively. The area ratios of coarse aggregate, binder, and voids in the four scan sections are calculated and listed in Table 3. It can be seen that all the solidified materials had good performance, and their void area ratio were no more than 10%; however, the porosity of each section for one specimen is very discrete because of the uneven distribution of coarse aggregate. For PG-modified mixtures, the content of fine aggregate has impact on composition structures. PLFS-2 with 8% fine aggregate has the smallest void area ratio (3.8%–4.7%), whereas the void area ratios of PLFS-1 and PLFS-3 are higher. The content of fine aggregate of PLFS-1 is 5% which may not completely fill the voids between larger particles. On the contrary, the content of fine aggregate of PLFS-1 is 12%, and more fine aggregate in the binders is prone to dehydration shrinkage cracks. Hence, a reasonable content of fine aggregate can enhance the conjoint points between larger particles and improve the compactness of mixtures.Figure 7
The second section of different solidified materials. (a) LFS. (b) PLFS-1. (c) PLFS-2. (d) PLFS-3.
(a)(b)(c)(d)Table 3
Calculation of the composition structures.
SectionsTotal area (cm2)BinderCoarse aggregateVoid area ratio (%)Area (cm2)Area ratioArea (cm2)Area ratio (%)LFS1171.970.841.290.352.56.32168.750.830.1101.560.29.73171.250.929.7109.964.26.14173.170.440.794.254.44.9PLFS-11174.076.243.883.447.98.22174.064.937.395.755.07.73174.047.027.0112.864.88.24170.358.934.699.858.66.8PLFS-21175.190.351.676.543.74.72174.182.347.385.248.93.83174.675.343.191.152.24.74175.163.436.2103.759.24.6PLFS-31174.584.148.280.646.25.62174.281.847.083.648.05.13176.077.343.989.150.65.54175.368.439.097.655.75.3


## 3.3. Dry Shrinkage

The anticrack ability of different solidified materials can be evaluated by dry shrinkage tests. The test results of four mixtures LFS, PLFS-1, PLFS-2, and PLFS-3 are presented in Figure8. The shrinkage ratio of LFS mainly occurred within 0–30 hours, and then the shrinkage ratio tended to be stable, while the dry shrinkage ratios of PG-modified materials (PLFS-1, PLFS-2, and PLFS-3) tended to increase at first and then decrease. The dry shrinkage of the various solidified materials is LFS > PLFS-3 > PLFS-1 > PLFS-2. PLFS-2 has the lowest shrinkage ratio and has a slight expansivity after curing 160 hours. It is also evident that PG can obviously decrease the dry shrinkage ratio of mixtures due to its enhancement on the pozzuolana reactions and the reaction product AFt’s expansivity.Figure 8
Dry shrinkage ratios of various solidified materials.


## 4. Conclusions

In this paper, the lime-FA-PG-CS composite is prepared to substitute the typical lime-FA-CS mixture as a road base material. Based on laboratory tests, its mechanical property, composition structures, and volume stability are investigated comparing with the typical lime-FA-CS mixture.(1)
The compressive strength of lime-FA-PG-CS is inferior to that of the typical lime-FA-CS. However, 7-day compressive strength of lime-FA-PG-CS reaches 1.1–1.4 MPa with low amount of lime and aggregate, and this strength meets the Chinese standard of road base materials.(2)
Fine aggregate content affects the mechanical properties and composition structures of lime-FA-PG-CS. As fine aggregate increases, compressive strength and void area ratio increase first and then decrease. A reasonable content of fine aggregate should be taken into account to improve the strength and composition structure.(3)
In terms of pavement performance of lime-FA-PG-CS with good mix formulas (e.g., PLFS-2), the mass loss in immersion is 1.8% less than the typical lime-FA-CS (2.3%). The compressive strength after dry-wet cycles increased by 57.8%. And dry shrinkage is significantly less than the typical lime-FA-CS. Lime-FA-PG-CS has good performance in volume stability and environment stability.These results have proved that it is feasible to use PG instead of some lime and aggregate in the typical lime-FA-CS mixture. The lime-FA-PG-CS composite can be applied as road base material.



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*Source: 8820522-2020-11-27.xml*