Next Article in Journal
A Review of Metabolic Pathways and Genetic Engineering Strategies for Enhanced Polyhydroxybutyrate Production
Previous Article in Journal
Mechanisms of Cross-Layer Fracturing in Thin Interbedded Formations: Roles of Stress Shadow, Interlayer Stress Difference, and Interface Failure
Previous Article in Special Issue
Exploratory Numerical Assessment of Hybrid-Melting-Point Phase Change Materials for Building Envelopes
 
 
Search for Articles:
Title / Keyword
Author / Affiliation / Email
Journal
Article Type
 
 
Advanced Search
 
Section
Special Issue
Volume
Issue
Number
Page
 
Journals
Processes
Volume 14
Issue 12
10.3390/pr14121967
processes-logo
Submit to this Journal Review for this Journal Propose a Special Issue
► Article Menu

Article Menu

share Share announcement Help format_quote Cite question_answer Discuss in SciProfiles
first_page
settings
Order Article Reprints
Font Type:
Arial Georgia Verdana
Font Size:
Aa Aa Aa
Line Spacing:
Column Width:
Background:
Article

Design Procedure Optimization and Pavement Performance Evaluation of SRX-Stabilized Graded Crushed Stone

by
Jianwei Fu
1,
Dongdong Han
2,*,
Fei Yin
1 and
Hongzhou Zhu
2
1
School of Civil Engineering, Chongqing Jiaotong University, Chongqing 400074, China
2
National & Local Joint Engineering Laboratory of Transportation and Civil Engineering Materials, Chongqing Jiaotong University, Chongqing 400074, China
*
Author to whom correspondence should be addressed.
Processes 2026, 14(12), 1967; https://doi.org/10.3390/pr14121967
Submission received: 22 May 2026 / Revised: 12 June 2026 / Accepted: 15 June 2026 / Published: 17 June 2026
(This article belongs to the Special Issue Design, Control, and Evaluation of Advanced Engineered Materials—2nd Edition)
Browse Figures
Versions Notes

Abstract

Flexible base layers can improve deformation compatibility and reduce reflective cracking in asphalt pavements, but conventional graded crushed stone is limited by weak interparticle bonding, poor water stability, and insufficient resistance to permanent deformation. Solution Road Soilfix (SRX) is a water-based polymer stabilizer used to improve the engineering performance of graded crushed stone by enhancing interparticle bonding. This study investigated the effects of SRX dosage, aggregate gradation, degree of compaction, and curing conditions on the load-bearing capacity and pavement performance of SRX-stabilized graded crushed stone. The results showed that SRX stabilization significantly improved the California bearing ratio (CBR), water stability, and permanent deformation resistance of the graded crushed stone mixture, although its permeability decreased due to polymer coating and void filling. At an SRX dosage of 0.50% by dry aggregate mass, the CBR values exceeded 300%, while further dosage increases provided only limited additional improvement. Among the three gradations, the 26.5 mm gradation exhibited the best overall performance due to its balanced coarse aggregate distribution and stable interlocking skeleton. CBR was highly sensitive to the degree of compaction, and a field compaction degree of at least 98% is recommended. Oven curing at 50 °C accelerated moisture evaporation and SRX film formation; the 6-day CBR exceeded 80% of the 30-day reference strength and correlated well with long-term strength. Overall, the recommended parameters are 0.50% SRX dosage, 26.5 mm maximum aggregate size, compaction degree ≥ 98%, and oven curing at 50 °C for 6 days before laboratory CBR evaluation.

1. Introduction

Semi-rigid base asphalt pavements have been widely utilized in highway engineering owing to their high load-bearing capacity and relatively low initial cost [1,2,3]. However, during their service life, semi-rigid base materials are highly susceptible to the coupled effects of temperature variations, moisture fluctuations, and traffic loadings, which frequently induce distresses such as drying shrinkage cracking, thermal cracking, moisture damage, and reflective cracking [3,4,5]. Consequently, enhancing the deformation compatibility and crack resistance of base materials represents a critical approach to improving the overall durability of asphalt pavements. As a widely utilized granular material in flexible base layers, graded crushed stone possesses inherent deformation compatibility governed by its structural characteristics [5,6,7]. Compared with semi-rigid bases, the graded crushed stone base enables structural deformation through interparticle interlocking, which facilitates the alleviation of interlaminar stress concentrations and retards the propagation of reflective cracking [7,8,9,10]. Under heavy traffic loading and water erosion, the absence of inter-particle bonding often results in inadequate bearing capacity, cumulative permanent deformation, and reduced moisture stability [11,12,13]. While a well-designed gradation promotes a coarse aggregate interlocking skeleton and enhances compactness through effective void filling, gradation optimization alone cannot fully resolve the functional deficiencies of conventional unbound crushed stone [12,14,15].
Previous research has established that the bearing capacity of graded crushed stone and stabilized granular base materials is closely tied to their gradation composition, particle interlocking state, compaction density, and pore characteristics. Tian et al. [16] investigated cement-stabilized macadam through strong-interlocking skeletal gradation design, noting that a rational skeletal structure significantly enhances the strength and stability of base materials. Yi et al. [17] developed a strength growth prediction model for large-size cement-stabilized macadam, demonstrating that particle size distribution and compaction methods substantially influence strength development. Zhao et al. [18] explored the mechanical and shrinkage properties of large-size stabilized aggregates, indicating that structural optimization helps balance strength enhancement with crack resistance. Deng et al. [19] found that vertical vibration compaction improves the compactness of stabilized macadam, thereby affecting its strength performance. Experimental results by Wang et al. [20] on rubber-modified cement-stabilized gravel suggest that the deformation behavior of base materials is intimately linked to their composition and internal structure. Furthermore, Costa et al. [21] studied cement- and polymer-stabilized gravel soil-RAP mixtures, concluding that stabilizer type and granular composition collectively dictate the engineering performance of base layers.
Previous studies have demonstrated that polymeric materials can significantly improve the engineering performance of graded crushed stone and related granular base materials by enhancing interparticle bonding, load-bearing capacity, and resistance to deformation [22,23,24,25]. Huang et al. [26] highlight that polymer stabilizers enhance material performance through the strengthening of interparticle bonding, reduction in moisture sensitivity, and improvement of structural stability. Supporting studies by Iyengar et al. [27] and Mousavi et al. [28] have demonstrated notable improvements in strength, CBR, and overall durability. Specifically, polyacrylamide-based stabilizers have been shown to bolster the resilient response and permanent deformation resistance of granular bases [29,30,31,32]. Furthermore, the efficacy of polymer treatment has been validated in the remediation of sandy soils, fine-rich granular materials, and other problematic geomaterials [33,34,35,36]. SRX is a water-based polymer stabilizer for pavement bases [37,38,39]. Jiang and Xue [40] investigated SRX-stabilized crushed rock using different compaction methods. They found that the compaction method greatly affects the dry density and mechanical properties of the material. Jiang et al. [41] further studied the fatigue performance of vertical vibration-compacted SRX-stabilized crushed rock. The results showed that SRX dosage is very important for the material’s fatigue life. Xu et al. [37] evaluated SRX-stabilized graded crushed stone and confirmed that SRX can improve its engineering performance. Hu et al. [42] tested SRX-modified granular base materials in the laboratory and the field and found improvements in its CBR, deformation resistance, water stability, and shrinkage resistance. Liu et al. [38] studied SRX-stabilized sand–gravel mixtures for desert roads and showed that SRX treatment enhanced material strength through polymer film formation and particle bonding. These studies prove that SRX-stabilized granular materials are feasible. However, existing studies have mainly focused on compaction characteristics, fatigue behavior, or individual performance indicators, while the coupled effects of SRX dosage, aggregate gradation, compaction degree, and curing regime on the load-bearing capacity and pavement performance of SRX-stabilized graded crushed stone remain insufficiently clarified.
Accordingly, this study focused on the load-bearing capacity optimization and pavement performance verification of SRX-stabilized graded crushed stone, with CBR used as the primary bearing capacity index. The effects of SRX dosage, aggregate gradation, compaction degree, and curing condition on load-bearing capacity were investigated through modified Proctor compaction and soaked CBR tests. Based on the balance among strength improvement, material economy, field construction feasibility, and laboratory testing efficiency, the recommended SRX dosage, gradation, compaction requirement, and accelerated curing condition were determined. The optimized mixture was further evaluated through water stability, permeability, and wheel-tracking tests to verify its moisture resistance, drainage capacity, and resistance to permanent deformation. The results provide a practical reference for the mix design, laboratory evaluation, and field application of SRX-stabilized graded crushed stone in flexible base layers.

2. Materials and Methodology

2.1. Raw Materials

2.1.1. SRX Polymer

The SRX polymer used in this study is a water-based stabilizing material designed to improve the engineering performance of granular pavement materials. It enhances the stability of graded crushed stone by strengthening interparticle bonding through aggregate surface coating, void filling, and polymer film formation. The properties of the SRX polymer solution were evaluated using pH test paper, heating, and differential weighing methods, and the results showed that all measured properties met the relevant requirements. The technical specifications of the SRX polymer and the corresponding solution samples are presented in Table 1 and Figure 1, respectively.

2.1.2. Aggregate

The granite aggregates used in this study were divided into four size fractions: 0–5, 5–10, 10–20, and 20–30 mm, as shown in Figure 2. Their technical properties were tested in accordance with the relevant specification [43]. The test results are summarized in Table 2. All measured properties met the corresponding specification requirements, indicating that the selected granite aggregates were suitable for preparing SRX polymer-stabilized graded crushed stone.

2.2. Design Procedure Optimization for SRX-Stabilized Graded Crushed Stone

2.2.1. Specimen Preparation

As shown in Figure 3, the heavy compaction test was performed to determine the optimum moisture content and maximum dry density of the graded crushed stone, providing reference parameters for subsequent specimen preparation and compaction control. In the test, the graded crushed stone was mixed with water and then placed in a cylindrical mold with a diameter of 152 mm and a height of 120 mm. The mixture was compacted in three layers using a standard heavy compaction hammer with a mass of 4.5 kg. Each layer was subjected to the same number of blows to ensure uniform compaction and achieve the target degree of compaction. After compaction, the relationship between moisture content and dry density was established, from which the optimum moisture content and maximum dry density were determined.
In this study, three graded crushed stone mixtures with nominal maximum aggregate sizes of 19, 26.5, and 31.5 mm were used, as shown in Figure 4. The optimum moisture content and maximum dry density of each gradation were determined through the heavy compaction test. The corresponding optimum moisture contents were 4.73, 4.61, and 4.52%, while the maximum dry densities were 2.214, 2.205, and 2.202 g/cm3, respectively.
After the heavy compaction test, the specimens were prepared by static compaction using a press machine to accurately control the target degree of compaction, as shown in Figure 5. It should be noted that SRX is a water-based polymer with a density close to that of water. Therefore, to satisfy the compaction requirements at the optimum moisture content, SRX was incorporated into the graded crushed stone by replacing part of the mixing water with an equal mass of SRX during mixture preparation. The mixture was then thoroughly blended until uniform and compacted into specimens.

2.2.2. Load-Bearing Capacity Evaluation

For SRX-stabilized graded crushed stone used in pavement base layers, load-bearing capacity is the fundamental performance requirement. Owing to the relatively low dosage of SRX polymer, the stabilized material still largely behaves as a granular base material rather than a semi-rigid material [37]. Therefore, the 7-day unconfined compressive strength commonly adopted for semi-rigid bases is not fully appropriate as the primary strength indicator. Considering that the California bearing ratio (CBR) test is a widely accepted method for characterizing the bearing resistance of granular materials, CBR was selected as the principal evaluation index in this study [44]. The CBR tests were conducted using a mold with an inner diameter of 152 mm and a standard plunger with a diameter of 50 mm. All specimens were soaked for 4 days before testing. For each mixture and test condition, three replicate specimens were prepared and tested, and the average CBR value was used for analysis. Since the nominal maximum aggregate sizes of the mixtures were 19.5 mm, 26.5 mm, and 31.5 mm, the potential local influence of large particles on penetration resistance was considered. For the 19.5 mm gradation, the ratio of plunger diameter to particle size was 2.6, which is generally acceptable for CBR testing of granular materials; thus, the particle-size effect is negligible. For the 26.5 mm and 31.5 mm gradations, the ratios decreased to 1.9 and 1.6, respectively, indicating a possible particle-size effect. To mitigate this effect, the content of particles larger than 19.5 mm was controlled at 13% for the 26.5 mm gradation and 16% for the 31.5 mm gradation, as shown in Figure 4. The mixtures were carefully prepared and compacted to ensure uniform aggregate distribution. The CBR test setup for polymer-stabilized graded crushed stone is shown in Figure 6.
For the CBR test, polymer-stabilized crushed stone specimens were first prepared at the optimum moisture content and formed by static compaction. The specimens were then cured under specified conditions to remove moisture from the mixture and promote polymer film formation, thereby enabling the SRX polymer to develop bonding strength. Then, a standard penetration plunger was pressed into the specimen surface at a constant loading rate of 1 mm/min, and the load–penetration curve was recorded [45]. The load corresponding to a penetration depth of 2.5 mm was obtained from the load–penetration curve and converted into the corresponding penetration pressure (kPa) by dividing it by the cross-sectional area of the plunger. The CBR value was then calculated using Equation (1), where the denominator of 7000 represents the standard pressure at 2.5 mm penetration.
C B R = P 7000 × 100

2.2.3. Optimization Design of SRX-Stabilized Graded Crushed Stone

SRX Dosage
In the optimization of load-bearing capacity, SRX polymer dosage was selected as the key optimization variable. SRX improves the stability and bearing capacity of graded crushed stone mainly through aggregate surface coating, void filling, and polymer film formation, which enhance interparticle bonding. However, an insufficient SRX dosage may fail to form a continuous and effective bonding structure, resulting in limited improvement in bearing capacity. In contrast, an excessive dosage may reduce material efficiency and increase engineering costs. Therefore, different SRX dosages were considered in this study to evaluate their effects on the CBR of polymer-stabilized graded crushed stone and determine a reasonable dosage that balances bearing performance and economy [45]. In the test, SRX dosages were set at 0.25%, 0.50%, 0.75%, and 1.00% by dry aggregate mass, and the corresponding amount of mixing water was replaced by an equal mass of SRX. The variation in CBR under different SRX dosages was compared to determine a reasonable SRX dosage for optimizing the load-bearing capacity of polymer-stabilized graded crushed stone.
Curing Condition
The strength development of SRX polymer-stabilized crushed stone mainly depends on polymer film formation and interparticle bonding after moisture loss. Insufficient curing may leave residual moisture in the mixture, hindering the formation of a stable and continuous bonding structure. Natural curing was conducted under laboratory ambient conditions, with a temperature of approximately 20 °C and a relative humidity of approximately 60%. Under this condition, moisture evaporation and polymer film formation proceed relatively slowly. In contrast, oven curing at 50 °C provides an elevated-temperature environment that accelerates moisture evaporation and polymer film formation, thereby improving early strength development. Therefore, as shown in Figure 7, natural curing and oven curing at 50 °C were adopted in this study. CBR tests were conducted after curing periods of 2, 6, 10, 15, and 30 days to evaluate the load-bearing capacity development of SRX polymer-stabilized graded crushed stone under different curing conditions.
Compaction Degree
In field construction, the target compaction degree may not always be achieved. Therefore, the effect of compaction degree was investigated to determine the minimum compaction requirement for ensuring an adequate load-bearing capacity of SRX polymer-stabilized graded crushed stone. Five compaction degrees of 92%, 94%, 96%, 98%, and 100% were selected. The 31.5 mm gradation was used for analysis because it had the largest nominal maximum aggregate size, more pronounced coarse-aggregate skeleton characteristics, and wider application in pavement base layers. Three SRX dosages of 0.25%, 0.50%, and 0.75% were adopted. After curing in an oven at 50 °C for 6 days, the specimens were tested using the CBR method.

2.3. Pavement Performance Evaluation of SRX-Stabilized Graded Crushed Stone

2.3.1. Water Stability

Moisture damage is one of the main causes of asphalt pavement deterioration. For pavement base materials, water infiltration may weaken interparticle bonding, reduce the stability of the aggregate skeleton, and impair load transfer capacity. Under repeated vehicle loading, the hydrodynamic pressure generated within the pavement structure can further accelerate moisture-related deterioration. Therefore, water stability is an important indicator for evaluating the durability of SRX-stabilized graded crushed stone. To evaluate the water stability of SRX-stabilized graded crushed stone, the prepared specimens were soaked in water for 2, 4, 6, and 8 days, respectively, as shown in Figure 8, and then subjected to CBR testing. The water stability of the stabilized mixture was characterized by the variation in CBR values under different soaking durations.

2.3.2. Water Permeability

Water permeability is an important indicator for evaluating the drainage function of graded crushed stone base materials. Although SRX stabilization can improve interparticle bonding and load-bearing capacity, polymer coating and void filling may reduce internal connectivity and thereby weaken drainage performance. Therefore, the permeability test was conducted to determine whether the designed graded crushed stone still retained sufficient internal drainage capacity after SRX stabilization, with the permeability coefficient used as the evaluation index. As shown in Figure 9, slab specimens were prepared for the permeability test. For the 26.5 mm and 19 mm gradations, the specimen dimensions were 300 mm × 300 mm × 50 mm. For the 31.5 mm gradation, a thicker slab specimen of 300 mm × 300 mm × 100 mm was used to accommodate its larger nominal maximum aggregate size. The specimens were tested using a pavement permeability tester, and the permeability coefficient was calculated to evaluate the drainage performance of mixtures with different SRX dosages and aggregate gradations.

2.3.3. Permanent Deformation Resistance

Under heavy traffic loading, SRX-stabilized graded crushed stone may develop accumulated plastic deformation, which can induce rutting distress in pavement structures. Therefore, it is necessary to evaluate its resistance to permanent deformation. As shown in Figure 10, the wheel-tracking test was used in this study to characterize the permanent deformation resistance of SRX-stabilized graded crushed stone. Three gradations with maximum aggregate sizes of 19, 26.5, and 31.5 mm were investigated, with SRX dosages of 0.25%, 0.50%, and 0.75%. For the 19 mm and 26.5 mm gradations, slab specimens with dimensions of 300 mm × 300 mm × 50 mm were prepared. For the 31.5 mm gradation, thicker slab specimens with dimensions of 300 mm × 300 mm × 100 mm were used to accommodate its larger nominal maximum aggregate size. After curing in an oven at 50 °C for 6 days, the specimens were tested using a wheel-tracking device under a contact pressure of 0.7 MPa, a tracking distance of 230 mm, and a loading speed of 42 passes/min.

3. Results and Discussion

3.1. Design Optimization Based on Load-Bearing Capacity

3.1.1. Optimization of SRX Dosage

As shown in Figure 11, SRX dosage had a significant effect on the load-bearing capacity of graded crushed stone. With increasing SRX dosage, the CBR values of all three gradations increased. A marked increase in CBR was observed when the SRX dosage increased from 0 to 0.25%, indicating that even a small amount of SRX polymer can effectively improve the bonding structure of graded crushed stone. However, the growth rate of CBR gradually decreased with further increases in SRX dosage. This may be because the polymer coating and bonding effects tend to become saturated after sufficient particle contact and bonding are achieved, resulting in a reduced marginal improvement in bearing capacity. When the SRX dosage was 0.50%, the CBR values of the mixtures exceeded 300%, which already satisfied the design requirement for pavement base materials. Further increasing the SRX dosage produced only limited additional improvement in CBR, while increasing material consumption and construction cost. Therefore, an SRX dosage of 0.50% was recommended based on both bearing performance and engineering economy. Under the same SRX dosage, the 19 mm gradation exhibited the lowest CBR value, whereas the 26.5 mm gradation showed the highest CBR value. This indicates that an appropriate increase in the proportion of larger coarse aggregates is beneficial for forming a stronger interlocking skeleton and improving the load transfer capacity. However, the gradation balance and distribution uniformity of coarse aggregates are also important, as an excessively large nominal maximum aggregate size may lead to insufficient filling and increased internal voids, thereby weakening the overall bearing performance.

3.1.2. Optimization of Curing Condition

As shown in Figure 12, at the same curing age, SRX-stabilized graded crushed stone cured in an oven at 50 °C exhibited significantly higher CBR values than that cured under natural conditions. This difference can be attributed to the strength development mechanism of SRX-stabilized graded crushed stone. Oven curing at 50 °C accelerates moisture evaporation within the specimens, thereby promoting SRX polymer consolidation and film formation and enhancing the bonding strength between aggregate particles. As a result, the load-bearing capacity of the stabilized mixture is improved. The CBR strength of SRX-stabilized graded crushed stone increased with curing age, although the growth rate gradually decreased. Under oven curing at 50 °C, the CBR strength after 6 days reached at least 80% of the reference design strength. When the curing age was extended from 15 to 30 days, only slight increases in CBR strength were observed for the three gradations, indicating that the strength development of SRX-stabilized graded crushed stone tended to stabilize after 30 days. In contrast, under natural curing, the CBR strength continued to increase more noticeably with curing age. Therefore, the CBR strength after 30 days of oven curing at 50 °C was taken as the final design CBR strength of the SRX-stabilized graded crushed stone.
However, a 30-day curing period is not suitable for routine laboratory evaluation or practical mix design because it is time-consuming and reduces testing efficiency. Therefore, a shorter curing age should be considered for standard testing, provided that it maintains an acceptable correlation with the final design strength. As shown in Figure 13, the relationship between the short-term CBR strength after 6 days of curing and the long-term CBR strength after 30 days of curing was analyzed for different gradations and SRX dosages. The results showed a clear linear relationship, with a fitted R2 value of 0.9. This indicates that the long-term CBR strength can be reasonably estimated from the 6-day CBR strength using the established fitting relationship.

3.1.3. Optimization of Compaction Degree

As shown in Figure 14, under the same SRX dosage, the CBR value of SRX-stabilized graded crushed stone increased with compaction degree, although the growth rate gradually decreased. When the SRX dosage was 0.25%, increasing the compaction degree from 92% to 100% resulted in successive CBR increases of 87%, 82%, 65%, and 62%. For SRX dosages of 0.50% and 0.75%, the corresponding increases were 104%, 80%, 73%, and 61%, and 106%, 82%, 69%, and 62%, respectively. These results indicate that the CBR strength of SRX-stabilized graded crushed stone is highly sensitive to compaction quality, with each 2% increase in compaction degree producing at least a 60% increase in CBR. Overall, compaction degree had a significant effect on the strength development of SRX-stabilized graded crushed stone. Higher compaction improved particle contact, strengthened the interlocking skeleton, and enhanced CBR strength. When the compaction degree reached 98%, the CBR values exceeded 300 under all three SRX dosages, indicating adequate load-bearing capacity. Considering the difficulty of achieving 100% compaction under field construction conditions, a minimum compaction degree of 98% is recommended for practical applications.

3.2. Pavement Performance Verification

3.2.1. Water Stability

As shown in Figure 15, for different SRX dosages and different aggregate gradations, the CBR strength of SRX-stabilized graded crushed stone gradually decreased with increasing soaking duration. However, the overall reduction was limited, with the maximum decrease being only 4.3%. For the 19 mm gradation, when the soaking duration increased from 2 to 8 days, the CBR reductions were 4.23%, 4.13%, and 4.08% at SRX dosages of 0.25%, 0.50%, and 0.75%, respectively. For the 26.5 mm gradation, the corresponding reductions were 4.00%, 3.96%, and 2.94%, while for the 31.5 mm gradation, they were 3.85%, 3.82%, and 3.54%, respectively. Overall, the reduction in CBR decreased with increasing SRX dosage, indicating improved water stability. This improvement can be attributed to the formation of an organic polymer film on the aggregate surface after SRX was mixed with graded crushed stone. As the SRX dosage increased, the interparticle bonding structure became more stable, thereby reducing the weakening effect of water on the aggregate skeleton and polymer-bonded structure.

3.2.2. Water Permeability

As shown in Figure 16, the permeability coefficient of SRX-stabilized graded crushed stone decreased with increasing SRX dosage for all three aggregate gradations. This indicates that SRX partially filled the internal voids and enhanced interparticle bonding, thereby reducing the connected seepage channels within the aggregate skeleton. At the same SRX dosage, the permeability coefficient increased with maximum aggregate size, following the order of 31.5 mm > 26.5 mm > 19 mm. The 31.5 mm gradation, which contained larger coarse aggregates, was more likely to form interconnected internal voids and therefore exhibited a higher permeability coefficient. In contrast, the 19 mm gradation had a denser particle arrangement and smaller seepage channels, resulting in lower permeability. Nevertheless, most SRX-stabilized graded crushed stone specimens maintained permeability coefficients above 1000 mL/min, indicating that the material still retained a certain drainage capacity while improving interparticle bonding. However, excessive SRX dosage may further block connected voids and reduce permeability. Therefore, considering both strength enhancement and drainage retention, an SRX dosage of 0.50% is more reasonable than higher dosages.

3.2.3. Permanent Deformation Resistance

As shown in Figure 17, under the same aggregate gradation, the dynamic stability of SRX-stabilized graded crushed stone increased with increasing SRX dosage. At the same SRX dosage, the dynamic stability followed the order of maximum aggregate size: 26.5 mm > 31.5 mm > 19 mm. This indicates that the 26.5 mm gradation formed a more stable interlocking skeleton, which was beneficial for improving resistance to permanent deformation. In contrast, the 19 mm gradation had a relatively weaker coarse-aggregate skeleton, while the 31.5 mm gradation may have been affected by nonuniform distribution of larger particles or more local voids, thereby reducing its overall stability. In addition, when the SRX dosage increased from 0.25% to 0.50%, the dynamic stability of mixtures with maximum aggregate sizes of 26.5, 19, and 31.5 mm increased by 12.6%, 17.1%, and 13.2%, respectively. When the SRX dosage further increased from 0.50% to 0.75%, the corresponding increases were 10.3%, 11.5%, and 11.0%, respectively. Considering both the improvement in permanent deformation resistance and material economy, an SRX dosage of 0.50% is recommended.

3.3. Optimization of Design Parameters and Pavement Performance

Figure 18 summarizes the overall design procedure and performance verification process for SRX-stabilized graded crushed stone. The results show that increasing SRX dosage improved CBR strength, water stability, and resistance to permanent deformation. However, excessive SRX dosage increased material cost and reduced permeability by blocking connected voids within the aggregate skeleton. Therefore, considering load-bearing capacity, durability, drainage performance, and engineering economy, an SRX dosage of 0.50% by dry aggregate mass is recommended.
Among the three gradations, the 26.5 mm gradation exhibited the highest load-bearing capacity and favorable pavement performance, mainly because its coarse aggregate distribution was more balanced and could form a stable interlocking skeleton without producing excessive internal voids. The compaction degree should be no less than 98%, as CBR strength was highly sensitive to compaction quality and the CBR values exceeded 300 at this compaction level under all SRX dosages. For laboratory evaluation, oven curing at 50 °C for 6 days is recommended because it reached more than 80% of the 30-day reference strength and showed a strong correlation with the long-term CBR strength. Therefore, the recommended design parameters are an SRX dosage of 0.50%, a maximum aggregate size of 26.5 mm, a field compaction degree of at least 98%, and oven curing at 50 °C for 6 days as the accelerated laboratory curing condition.

4. Conclusions

This study investigated the key factors affecting the load-bearing capacity and pavement performance of SRX-stabilized graded crushed stone. The main conclusions are as follows:
  • The optimum moisture content and maximum dry density of SRX-stabilized graded crushed stone were determined by heavy compaction. Since SRX is a water-based polymer with a density close to that of water, it was incorporated by replacing part of the mixing water with an equal mass of SRX. This method maintained the designed optimum moisture content and promoted uniform SRX distribution, providing a suitable molding approach for SRX-stabilized graded crushed stone.
  • SRX dosage and aggregate gradation significantly affected CBR strength and pavement performance. Increasing the SRX dosage enhanced CBR strength, water stability, and resistance to permanent deformation, but excessive dosage reduced permeability and increased material cost. The 26.5 mm gradation provided the best overall performance owing to its balanced coarse aggregate distribution and stable interlocking skeleton. Therefore, 0.50% SRX by dry aggregate mass and a 26.5 mm maximum aggregate size are recommended.
  • Compaction degree was an important factor controlling the bearing capacity of SRX-stabilized graded crushed stone. Higher compaction improved particle contact, strengthened the aggregate skeleton, and enhanced CBR strength. Each 2% increase in compaction degree increased the CBR value by at least 60%, indicating that the material is highly sensitive to compaction quality. Considering the difficulty of achieving full compaction in field construction, the compaction degree is recommended to be controlled at 98% or above.
  • Curing condition directly affected strength development. Oven curing at 50 °C accelerated moisture evaporation and SRX film formation, leading to faster strength development than natural curing. Since the 6-day CBR value reached more than 80% of the 30-day reference strength and showed a good correlation with long-term strength, 50 °C oven curing for 6 days is recommended for laboratory CBR evaluation.
  • The optimized SRX-stabilized graded crushed stone exhibited favorable pavement performance. The CBR reduction after soaking was limited, most permeability coefficients remained above 1000 mL/min, and the material showed high dynamic stability in the wheel-tracking test. Overall, the recommended design parameters are 0.50% SRX dosage, 26.5 mm maximum aggregate size, compaction degree ≥ 98%, and 50 °C oven curing for 6 days before laboratory CBR testing.

Author Contributions

Conceptualization, J.F.; methodology, D.H.; investigation, F.Y.; writing—original draft preparation, J.F. and D.H.; writing—review and editing, J.F. and F.Y.; supervision, D.H. and H.Z.; project administration, H.Z. All authors have read and agreed to the published version of the manuscript.

Funding

This work was sponsored by the Science and Technology Project of the Department of Transportation of Guizhou Province, China (Grant Nos. 2025-112-007 and 2024-121-031), the Natural Science Foundation of Chongqing (CSTB2025NSCQ-GPX0908), and the Scientific and Technological Research Program of Chongqing Municipal Education Commission (KJQN202500752). The authors gratefully acknowledge their financial support.

Data Availability Statement

The original contributions presented in this study are included in the article. Further inquiries can be directed to the corresponding author.

Conflicts of Interest

The authors declare that they have no known competing financial interests or personal relationships that could have appeared to influence the work reported in this paper.

References

  1. Lv, S.T.; Yuan, J.; Peng, X.H.; Zhang, N.T.; Liu, H.F.; Luo, X.Z. A structural design for semi-rigid base asphalt pavement based on modulus optimization. Constr. Build. Mater. 2021, 302, 124216. [Google Scholar] [CrossRef]
  2. Zhao, M.H.; Xu, X.N.; Liu, Y.; Wu, C.F.; Sun, Q.C.; Pei, Y.H. Microcracking treatment mechanism of semi-rigid base asphalt pavement with discrete-continuous coupling simulation. Case Stud. Constr. Mater. 2024, 20, e02850. [Google Scholar] [CrossRef]
  3. Wang, X.Y.; Zhong, Y. Influence of tack coat on reflective cracking propagation in semi-rigid base asphalt pavement. Eng. Fract. Mech. 2019, 213, 172–181. [Google Scholar] [CrossRef]
  4. Tang, D.; Ran, J.; Gao, F.C.; Zhang, N.T.; Zhao, Y.L. Study on the formation mechanism of reflective cracks in semi-rigid base asphalt pavement based on energy evolution mechanism. Constr. Build. Mater. 2025, 491, 142652. [Google Scholar] [CrossRef]
  5. Guo, L.; Yue, J.C.; Guo, P.; Wang, X.F. Multiple Reflective Cracks in Semirigid Base Asphalt Pavement under Traffic Load Using XFEM. Adv. Civ. Eng. 2022, 2022, 9405338. [Google Scholar] [CrossRef]
  6. Shi, Z.C.; Yue, J.C.; Xu, L.L.; Wang, X.F. Peridynamics for Fracture Analysis of Reflective Cracks in Semi-Rigid Base Asphalt Pavement. Appl. Sci. 2022, 12, 3486. [Google Scholar] [CrossRef]
  7. Chen, L.B.; Yan, E.H.; Xu, J.; Ma, T.; Zeng, J.C.; Gong, Y. Research on Design Indicators for Graded Crushed Stone Mixture Based on Vibration Molding Method. Adv. Mater. Sci. Eng. 2020, 2020, 5179563. [Google Scholar] [CrossRef]
  8. Xu, G.; Chen, Z.D.; Li, X.D.; Lu, G.H.; Dong, D.M.; Liu, Z.X. Establishment of control standard for plastic deformation performance of graded crushed stone. Constr. Build. Mater. 2019, 211, 383–394. [Google Scholar] [CrossRef]
  9. Xu, G.; Chen, Z.D.; Li, X.D.; Lu, G.H.; Dong, D.M.; Liu, Z.X. Simple prediction model for plastic deformation of graded crushed stone base for flexible pavement. Mater. Struct. 2020, 53, 36. [Google Scholar] [CrossRef]
  10. Mota, B.C.; Ubaldo, M.D.; de Lima, C.D.A.; Nascimento, L.A.H.D.; Aragao, F.T.S. Optimized characterization of the permanent deformation of unbound soils and granular materials considering the master curve concept. Transp. Geotech. 2024, 47, 101291. [Google Scholar] [CrossRef]
  11. Wei, Z.Y.; Jia, Y.S.; Li, Y.S.; Chen, Z.Q.; Zhou, Z.Y.; Gao, Y. Impact of aggregate gradation and asphalt-aggregate ratio on pavement performance during construction using back propagation neural network. Autom. Constr. 2024, 165, 105569. [Google Scholar] [CrossRef]
  12. Li, X.L.; Xu, J.; Xiong, K.Y.; Lv, X.C.; Diab, A. Low-dose cement stabilized large particle size graded crushed stone: Laboratory and field investigations. Constr. Build. Mater. 2024, 451, 138825. [Google Scholar] [CrossRef]
  13. Tamrakar, P.; Nazarian, S. Moisture effects on moduli of pavement bases. Int. J. Pavement Eng. 2021, 22, 1410–1422. [Google Scholar] [CrossRef]
  14. Gu, F.; Zhang, Y.Q.; Luo, X.; Sahin, H.; Lytton, R.L. Characterization and prediction of permanent deformation properties of unbound granular materials for Pavement ME Design. Constr. Build. Mater. 2017, 155, 584–592. [Google Scholar] [CrossRef]
  15. Tan, E.H.; Zahran, E.M.M.; Tan, S.J. Testing the Strengths of Sandstone Aggregates Stabilized with Cement and Styrene-Butadiene Latex Copolymer for Road Subbase Applications. J. Mater. Civ. Eng. 2022, 34, 13. [Google Scholar] [CrossRef]
  16. Tian, T.; Jiang, Y.J.; Zhang, Y.; Deng, C.Q.; Yi, Y.; Fan, J.T. Strong interlocking skeleton gradation design and performance evaluation of cement-stabilised crushed gravel via vertical vibration test method. Int. J. Pavement Eng. 2023, 24, 2021404. [Google Scholar] [CrossRef]
  17. Yi, Y.; Jiang, Y.J.; Tian, T.; Fan, J.T.; Deng, C.Q.; Xue, J.S. Mechanical-strength-growth law and predictive model for ultra-large size cement-stabilized macadam based on the vertical vibration compaction method. Constr. Build. Mater. 2022, 324, 126691. [Google Scholar] [CrossRef]
  18. Zhao, C.W.; Huang, T.; Gao, X.L.; Li, Y.H.; Lu, L. Investigation of Mechanical and Shrinkage Performance for Large-Size Cement-Stabilized Aggregates. Materials 2024, 17, 1027. [Google Scholar] [CrossRef] [PubMed]
  19. Deng, C.Q.; Jiang, Y.J.; Yuan, K.J.; Tian, T.; Yi, Y. Mechanical properties of vertical vibration compacted lime-fly ash-stabilized macadam material. Constr. Build. Mater. 2020, 251, 119089. [Google Scholar] [CrossRef]
  20. Wang, C.H.; Liu, S.T.; Liu, L.Q.; Chen, F.; Zhou, X.L. Deformation properties improvement of cement stabilized gravel using rubber: Laboratory and field study. Constr. Build. Mater. 2023, 393, 131975. [Google Scholar] [CrossRef]
  21. Costa, W.G.S.; Izzo, R.L.D.; Almeida, M.S.D.; Achy, A.R.A.; Santos, I.D.; Ramos, R.S. Investigation of cement and polymer stabilization in gravel soil-RAP mixtures for full-depth reclamation applications. Constr. Build. Mater. 2025, 482, 141548. [Google Scholar] [CrossRef]
  22. Yaowarat, T.; Sudsaynate, W.; Horpibulsuk, S.; Chinkulkijniwat, A.; Arulrajah, A.; Horpibulsuk, J. Mechanical Properties of Fly Ash-Asphalt Emulsion Geopolymer Stabilized Crushed Rock for Sustainable Pavement Base. J. Mater. Civ. Eng. 2021, 33, 12. [Google Scholar] [CrossRef]
  23. Cabalar, A.F.; Akbulut, N.; Demir, S.; Yildiz, O. Use of a Biopolymer for Road Pavement Subgrade. Sustainability 2023, 15, 17. [Google Scholar] [CrossRef]
  24. Li, Z.X.; Guo, T.T.; Fang, C.Z.; Chen, Y.Z.; Nie, J.X. Research on the properties of polymer stabilized coal gangue materials in rubber powder slag base. Sci. Rep. 2025, 15, 32. [Google Scholar] [CrossRef] [PubMed]
  25. Tan, E.H.; Zahran, E.M.M.; Tan, S.J. A comparative experimental investigation into the chemical stabilisation of sandstone aggregates using cement and styrene-butadiene copolymer latex for road sub-base construction. Transp. Geotech. 2022, 37, 14. [Google Scholar] [CrossRef]
  26. Huang, J.X.; Kogbara, R.B.; Hariharan, N.; Masad, E.A.; Little, D.N. A state-of-the-art review of polymers used in soil stabilization. Constr. Build. Mater. 2021, 305, 124685. [Google Scholar] [CrossRef]
  27. Iyengar, S.R.; Masad, E.; Rodriguez, A.K.; Bazzi, H.S.; Little, D.; Hanley, H.J.M. Pavement Subgrade Stabilization Using Polymers: Characterization and Performance. J. Mater. Civ. Eng. 2013, 25, 472–483. [Google Scholar] [CrossRef]
  28. Mousavi, F.; Abdi, E.; Rahimi, H. Effect of Polymer Stabilizer on Swelling Potential and CBR of Forest Road Material. KSCE J. Civ. Eng. 2014, 18, 2064–2071. [Google Scholar] [CrossRef]
  29. Georgees, R.N.; Hassan, R.A.; Evans, R.P.; Jegatheesan, P. An evaluation of performance-related properties for granular pavement materials using a polyacrylamide additive. Int. J. Pavement Eng. 2018, 19, 153–163. [Google Scholar] [CrossRef]
  30. Georgees, R.N.; Hassan, R.A.; Evans, R.P. Permanent Deformation Response of Polymer-Treated Pavement Foundation Material under Transmitted Stress Pulses. J. Mater. Civ. Eng. 2018, 30, 04018229. [Google Scholar] [CrossRef]
  31. Georgees, R.N.; Hassan, R.A.; Evans, R.P.; Jegatheesan, P. Resilient Response Characterization of Pavement Foundation Materials Using a Polyacrylamide-Based Stabilizer. J. Mater. Civ. Eng. 2018, 30, 04017252. [Google Scholar] [CrossRef]
  32. Hamza, M.; Nie, Z.H.; Aziz, M.; Ijaz, N.; Ijaz, Z.; Rehman, Z.U. Strengthening potential of xanthan gum biopolymer in stabilizing weak subgrade soil. Clean Technol. Environ. Policy 2022, 24, 2719–2738. [Google Scholar] [CrossRef]
  33. Kumar, P.; Puppala, A.J.; Tingle, J.S.; Chakraborty, S.; Congress, S.S.C. Resilient Characteristics of Polymer Emulsion-Treated Sandy Soil. Transp. Res. Rec. 2022, 2676, 526–538. [Google Scholar] [CrossRef]
  34. Hopkins, C.; Cameron, D.; Rahman, M.M. On Site Improvement of Fines-Rich Unbound Granular Materials with Hydrophobic Polymer and Lime. Sustainability 2021, 13, 13479. [Google Scholar] [CrossRef]
  35. Boaventura, N.F.; Sousa, T.F.D.; Casagrande, M.D. The Application of an Eco-Friendly Synthetic Polymer as a Sandy Soil Stabilizer. Polymers 2023, 15, 4626. [Google Scholar] [CrossRef] [PubMed]
  36. Chang, I.; Lee, M.; Tran, A.T.P.; Lee, S.; Kwon, Y.M.; Im, J.; Cho, G.C. Review on biopolymer-based soil treatment (BPST) technology in geotechnical engineering practices. Transp. Geotech. 2020, 24, 100385. [Google Scholar] [CrossRef]
  37. Xu, N.; Chen, Z.D.; Gao, H.J.; Dong, D.M.; Wu, Y.J.; Lu, G.H.; Chen, Z.F. Experimental Investigation of the Technical Performances of SRX-Stabilized Graded Macadam. Adv. Mater. Sci. Eng. 2021, 2021, 9959834. [Google Scholar] [CrossRef]
  38. Liu, J.; Liu, Q.L.; Pu, C.; Wu, B.; Wang, X.; Zhu, S.Y. Strength and Microstructural Evolution of SRX-Stabilized Aeolian Sand-Gravel Flexible Base for Desert Road Construction. Materials 2025, 18, 3982. [Google Scholar] [CrossRef] [PubMed]
  39. Almajed, A.; Lemboye, K.; Moghal, A.A.B. A Critical Review on the Feasibility of Synthetic Polymers Inclusion in Enhancing the Geotechnical Behavior of Soils. Polymers 2022, 14, 5004. [Google Scholar] [CrossRef] [PubMed]
  40. Jiang, Y.J.; Xue, J.S. Investigation into physical and mechanical properties of SRX-stabilised crushed rock using different compaction methods. Int. J. Pavement Eng. 2019, 20, 866–873. [Google Scholar] [CrossRef]
  41. Jiang, Y.J.; Han, Z.C.; Xue, J.S.; Deng, C.Q.; Ji, X.P. Laboratory Fatigue Performance of Vertical Vibration Compacted SRX-Stabilized Crushed Rock Material. J. Mater. Civ. Eng. 2019, 31, 04019298. [Google Scholar] [CrossRef]
  42. Hu, Y.W.; Zhu, H.Z.; Li, J.; Yu, M.; Yao, Y.S. Effect of solution road RomixSoilfix on deformation performance of granular base material: A laboratory and field investigation. Constr. Build. Mater. 2023, 393, 131894. [Google Scholar] [CrossRef]
  43. Ministry of Transport of the People’s Republic of China. Test Methods of Aggregate for Highway Engineering (JTG 3432-2024); China Communications Press Co., Ltd.: Beijing, China, 2024. [Google Scholar]
  44. Ministry of Transport of the People’s Republic of China. Specifications for Design of Highway Asphalt Pavement (JTG D50—2017); China Communications Press Co., Ltd.: Beijing, China, 2017. [Google Scholar]
  45. Ministry of Transport of the People’s Republic of China. Test Methods of Soils for Highway Engineering (JTG 3430—2020); China Communications Press Co., Ltd.: Beijing, China, 2020. [Google Scholar]
Processes 14 01967 g001
Figure 1. Sample of the SRX polymer solution.
Figure 1. Sample of the SRX polymer solution.
Processes 14 01967 g001
Processes 14 01967 g002
Figure 2. Granite aggregate size fractions: (a) 20–30 mm; (b) 10–20 mm; (c) 5–10 mm; (d) 0–5 mm.
Figure 2. Granite aggregate size fractions: (a) 20–30 mm; (b) 10–20 mm; (c) 5–10 mm; (d) 0–5 mm.
Processes 14 01967 g002
Processes 14 01967 g003
Figure 3. Heavy compaction test.
Figure 3. Heavy compaction test.
Processes 14 01967 g003
Processes 14 01967 g004
Figure 4. Heavy compaction test results of three aggregate gradations: (a) three gradation curves; (b) the optimum moisture content and maximum dry density.
Figure 4. Heavy compaction test results of three aggregate gradations: (a) three gradation curves; (b) the optimum moisture content and maximum dry density.
Processes 14 01967 g004
Processes 14 01967 g005
Figure 5. Specimen preparation: (a) raw materials; (b) mixing; (c) compaction.
Figure 5. Specimen preparation: (a) raw materials; (b) mixing; (c) compaction.
Processes 14 01967 g005
Processes 14 01967 g006
Figure 6. CBR testing of polymer-stabilized graded crushed stone.
Figure 6. CBR testing of polymer-stabilized graded crushed stone.
Processes 14 01967 g006
Processes 14 01967 g007
Figure 7. Curing methods of SRX polymer-stabilized graded crushed stone: (a) Natural Curing; (b) Oven curing at 50 °C.
Figure 7. Curing methods of SRX polymer-stabilized graded crushed stone: (a) Natural Curing; (b) Oven curing at 50 °C.
Processes 14 01967 g007
Processes 14 01967 g008
Figure 8. Soaking of SRX polymer-stabilized graded crushed stone specimens.
Figure 8. Soaking of SRX polymer-stabilized graded crushed stone specimens.
Processes 14 01967 g008
Processes 14 01967 g009
Figure 9. Permeability test of SRX-stabilized graded crushed stone: (a) slab specimen; (b) permeability test.
Figure 9. Permeability test of SRX-stabilized graded crushed stone: (a) slab specimen; (b) permeability test.
Processes 14 01967 g009
Processes 14 01967 g010
Figure 10. Wheel-tracking test.
Figure 10. Wheel-tracking test.
Processes 14 01967 g010
Processes 14 01967 g011
Figure 11. Effect of SRX dosage on CBR strength.
Figure 11. Effect of SRX dosage on CBR strength.
Processes 14 01967 g011
Processes 14 01967 g012
Figure 12. Effect of curing conditions on CBR strength for gradations with different maximum aggregate sizes: (a) 19 mm; (b) 26.5 mm; (c) 31.5 mm.
Figure 12. Effect of curing conditions on CBR strength for gradations with different maximum aggregate sizes: (a) 19 mm; (b) 26.5 mm; (c) 31.5 mm.
Processes 14 01967 g012
Processes 14 01967 g013
Figure 13. Relationship between 6-day and 30-day CBR under oven curing.
Figure 13. Relationship between 6-day and 30-day CBR under oven curing.
Processes 14 01967 g013
Processes 14 01967 g014
Figure 14. Effect of compaction degree on CBR strength.
Figure 14. Effect of compaction degree on CBR strength.
Processes 14 01967 g014
Processes 14 01967 g015
Figure 15. Water stability test of SRX-stabilized graded crushed stone with different gradations: (a) 19 mm; (b) 26.5 mm; (c) 31.5 mm.
Figure 15. Water stability test of SRX-stabilized graded crushed stone with different gradations: (a) 19 mm; (b) 26.5 mm; (c) 31.5 mm.
Processes 14 01967 g015
Processes 14 01967 g016
Figure 16. Permeability coefficient of SRX polymer-stabilized graded crushed stone.
Figure 16. Permeability coefficient of SRX polymer-stabilized graded crushed stone.
Processes 14 01967 g016
Processes 14 01967 g017
Figure 17. Dynamic stability of SRX-stabilized graded crushed stone.
Figure 17. Dynamic stability of SRX-stabilized graded crushed stone.
Processes 14 01967 g017
Processes 14 01967 g018
Figure 18. Design procedure and performance verification of SRX-stabilized graded crushed stone.
Figure 18. Design procedure and performance verification of SRX-stabilized graded crushed stone.
Processes 14 01967 g018
Table 1. Properties of the SRX polymer.
Table 1. Properties of the SRX polymer.
PropertiesUnitTest Result
pH value19
Solid content%30.75
ViscositycP70
Boiling point°C98
Flammability-Non-flammable
Specific gravity11.02
Water solubility-Completely soluble
Table 2. Technical properties of the granite aggregates.
Table 2. Technical properties of the granite aggregates.
Technical PropertyUnitSpecification RequirementTest Result
Crushing value%≤2619
Flaky and elongated particle content%≤1810.6
Apparent relative densityg/cm3≥2.62.669
Water absorption%≤2.00.93
Soundness%<125
Disclaimer/Publisher’s Note: The statements, opinions and data contained in all publications are solely those of the individual author(s) and contributor(s) and not of MDPI and/or the editor(s). MDPI and/or the editor(s) disclaim responsibility for any injury to people or property resulting from any ideas, methods, instructions or products referred to in the content.

Share and Cite

MDPI and ACS Style

Fu, J.; Han, D.; Yin, F.; Zhu, H. Design Procedure Optimization and Pavement Performance Evaluation of SRX-Stabilized Graded Crushed Stone. Processes 2026, 14, 1967. https://doi.org/10.3390/pr14121967

AMA Style

Fu J, Han D, Yin F, Zhu H. Design Procedure Optimization and Pavement Performance Evaluation of SRX-Stabilized Graded Crushed Stone. Processes. 2026; 14(12):1967. https://doi.org/10.3390/pr14121967

Chicago/Turabian Style

Fu, Jianwei, Dongdong Han, Fei Yin, and Hongzhou Zhu. 2026. "Design Procedure Optimization and Pavement Performance Evaluation of SRX-Stabilized Graded Crushed Stone" Processes 14, no. 12: 1967. https://doi.org/10.3390/pr14121967

APA Style

Fu, J., Han, D., Yin, F., & Zhu, H. (2026). Design Procedure Optimization and Pavement Performance Evaluation of SRX-Stabilized Graded Crushed Stone. Processes, 14(12), 1967. https://doi.org/10.3390/pr14121967

Note that from the first issue of 2016, this journal uses article numbers instead of page numbers. See further details here.

Article Metrics

Back to TopTop