Crack Resistance and Mechanical Properties of Polyvinyl Alcohol Fiber-Reinforced Cement-Stabilized Macadam Base
A series of tests were carried out to evaluate crack resistance and mechanical properties of polyvinyl alcohol fiber-reinforced cement-stabilized macadam, which is widely used as pavement base or subbase composite material. Three series of cement-stabilized macadam mixtures with cement content of 3.2%, 3.6%, and 4.0% were prepared by incorporating four various contents (0, 0.6, 0.9, and 1.2 kg/m3) and lengths (12, 18, 24, and 30 mm) of polyvinyl alcohol fiber. The optimum polyvinyl alcohol fiber content, fiber length, and cement content were determined based on the mechanical properties of cement-stabilized macadam mixtures. Then, unconfined compressive strength test, compressive resilience modulus test, splitting strength test, flexural tensile strength test, drying shrinkage test, and temperature shrinkage test were carried out in this study. The results show that polyvinyl alcohol fiber-reinforced cement-stabilized prepared by optimum proportions (cement 3.6%, fiber content 0.9 kg/m3, and fiber length 24 mm) has good crack resistance. The incorporation of polyvinyl alcohol fiber can effectively improve compressive strength and splitting strength, while its effect on CRM of cement-stabilized macadam is not remarkable. The anti-dry-shrinkage property and anti-temperature-shrinkage property of the specimens are also drastically improved due to the reinforcement effect of polyvinyl alcohol fiber. Moreover, the crack resistance index is proposed to evaluate the crack resistance of materials. The crack resistance of PVA fiber-reinforced cement-stabilized macadam prepared by optimum proportions is improved by 44.4%. Consequently, the mechanical properties and crack resistance of cement-stabilized macadam are obviously improved by adding polyvinyl alcohol fiber.
Cement-stabilized macadam (CSM) is a kind of material stabilized with inorganic binders and exhibits many advantages (such as strong integrity, high strength, strong antiscouring ability, excellent frost resistance, and low cost) and is widely applied in base or subbase of the highway [1–3]. CSM is made of cement, sand, and graded macadam mixed with water. With the interlock of aggregate and the intensity property of cement itself, CSM effectively improves the load-bearing capacity of pavement [4, 5]. Due to the characteristics of drying shrinkage and temperature shrinkage, there always appear cracks or even plate fracture and broken body in CSM base . Then, the cracks extend to the top layer of pavement, which would lead to the cracking and damage of asphalt pavement, the main cause of early damage to the road [7, 8]. Therefore, improving the crack resistance and mechanical properties of CSM base is a subject worthy of study.
There are many prevention measures for the cracks of CSM base, for example, optimizing the gradation of aggregate , controlling cement dosage , improving the quality of construction , strengthening early-age curing condition , adding modifiers , and paving geotextile cloth [13, 14]. Although these measures have a positive effect on improving the crack resistance of CSM base, reflective cracking of pavement is still serious. Adding a new fiber is a simple and efficient way to improve the cracking resistance and mechanical performance of CSM.
At present, fibers, which are widely used as base materials and surface materials in road engineering, include polyester , basalt , polypropylene , polyacrylonitrile , lignin , and metallic . Lots of researches have shown that fibers can significantly improve mechanical performance and cracking resistance of material stabilized with inorganic binders. Li et al.  studied the crack resistance of CSM reinforced with polypropylene fiber. The results indicated that the addition of polypropylene fiber could enhance dry shrinkage crack resistance and thermal shrinkage crack resistance. Liu et al.  studied the impact of fiber diameter on the performances of CSM. The results indicated that, with increasing fiber diameter, the average dry shrinkage coefficient of polyester-reinforced CSM first increased and then decreased, while the temperature shrinkage coefficients increased. Simultaneously, the dispersal uniformity of fiber as a technical problem needed to be solved, which had attracted great attention all along [22, 23].
Polyvinyl alcohol (PVA) fiber is a synthetic, semicrystalline, biodegradable, and water-soluble polymer [24, 25]. As a new ecological and environmental road material, PVA is characterized by its advantages of high strength, high elastic modulus, high cement affinity, strong alkali and weather resistance, good durability, green environmental protection, and lower price, so it is applied widely in road engineering field . PVA fiber-reinforced cementitious composite is first developed and produced, which is a new cement-based composite material with high toughness, narrow cracks, and self-healing ability . At the same time, the study on pavement base material of multiscale fiber-reinforced cement-based materials is also reported [28, 29].
It should be noted that most of the investigations, as mentioned earlier, involve the influence of PVA fiber and others on mechanical performances and pavement performance of CSM and cement concrete. However, the reinforcement effect of PVA fiber on CSM material is rarely reported, especially the improvement effects on crack resistance and mechanical properties. The main objective of this study is to reveal the improvement effect of PVA on the mechanical performances and crack resistance of CSM material. To achieve this goal, mixing proportion design of PVA fiber-reinforced CSM (PFRC) is studied to obtain the maximum dry density and the optimum water content from a heavy compaction experiment. Then three series of CSM mixtures (cement content: 3.2%, 3.6%, and 4.0%) are prepared by incorporating four different contents (0, 0.6, 0.9, and 1.2 kg/m3) of PVA fiber. Meanwhile, the effect of fiber length on the mechanical performances and crack resistance of CSM was studied firstly; the four different lengths of fibers (12, 18, 24, and 30 mm) were selected as test materials.
2. Materials and Experimental Methods
2.1. Raw Materials
The composite Portland cement used in experimental work is supplied by Xuzhou Zhonglian Cement Co., Ltd.; its strength grade is 32.5. The performance test results, the technical requirements, and testing methods are shown in Table 1.
Aggregate is crushed limestone (0–31.5 mm) from Wazikou stone material factory in Xiaoxian County of Anhui Province. All aggregates are divided into five sizes according to particle size. The basic physical performances of aggregate meet the requirements of the relevant criteria, as shown in Table 2. The gradation of aggregate is displayed in Table 3.
2.1.3. PVA Fiber
PVA fiber used in this study is supplied by Anhui Wanwei Group Co., Ltd., and it is a kind of synthetic fiber made from polyvinyl alcohol by special technology. PVA fiber is shown in Figure 1. The physical properties of PVA fiber are shown in Table 4.
PVA fiber dispersion equipment is shown in Figure 2. The clustering of PVA fiber includes three types: monofilament, bundle, and reticulation, as shown in Figure 3. The correlation researches indicate that the uniform 3-dimensional net structures of the interlaced distribution fibers can help to improve the performance of the mixtures . So the ideal cluster condition of fiber is monofilamentous.
2.2. Mixture Proportions Design
In order to determine the maximum dry density and the optimum water content of PFRC, heavy compaction experiment was performed according to Chinese Standard . In order to reveal the influence of PVA fiber on the mechanical performance of CSM, three series (total 39 groups) of PFRC were designed in this experiment.
2.3. Sample Preparation
To ensure uniform distribution of PVA fiber in the mix, aggregate and fiber are mixed for 5 minutes firstly; then cement and water are added and continued to be mixed for 30 minutes. The rotational speed of the stirring shaft is 48 (r/min). The mixing quality of CSM mixture is shown in Figure 4.
The prepared mixture is put into a test mold to vibrate, and then the surface of the specimen is flatted. Mold is removed after 48 h maintenance, and then specimens are cured in the standard curing environment with temperature of 20 ± 2°C and relative humidity of 95%.
2.4. Experimental Methods
2.4.1. Heavy Compaction Test
Chinese TJR-III multifunction electric compaction apparatus was employed in heavy compaction test . The mass of driving hammer is 4.5 kg, and drop height is 45 cm, with 98 × 3 times hammering for each proportion. The volume of compacting cylinder is 2177 cm3. Permissible maximum nominal particle size is 37.5 mm.
To study the influence of different contents of cement and fiber on the compaction curves of CSM, six different test mixture proportions were designed in this study. PVA is nonmetallic fiber, and when the fraction is too large, it easily agglomerates. Therefore, three series of CSM mixtures (cement content: 3.2%, 3.6%, and 4.0%) were prepared by incorporating two different contents (0 and 1.2 kg/m3) of PVA fiber, and the length of fiber is 30 mm. Five samples for each test mixture proportion were fabricated with different moisture content. Afterwards, the mixtures were sealed with double PVC plastic bags for four hours. Thus, the curve of moisture content versus dry density was made and optimum moisture content and maximum dry density were determined by parallel experiments.
2.4.2. Unconfined Compressive Strength (UCS) Test
In the specimens fabricating stage, nearly 6279 g of raw materials was mixed and blended according to the compaction parameters determined by compaction tests. Then 150 mm × 150 mm cylindrical specimens were fabricated by pressing forming method. Before UCS test, the specimens were stored in a curing chamber that maintained the temperature of 20 ± 2°C and relative humidity of 95% for 7, 28, and 90 days, respectively. On the last day, the specimens were immersed in water with a temperature of 20 ± 2°C. UCS test was carried out after standard curing [35, 36], and the loading rate is 1 mm/min. The laboratory temperature is maintained at 20 ± 5°C, and the relative humidity should be 50–70%. The conditions are the same in other mechanical experiments in this paper. Each mixing proportion was conducted on 13 cylindrical specimens, and then the average within the error range was recorded.
2.4.3. Compressive Resilience Modulus (CRM) Test
In this test, the preparation method and curing conditions of specimens are the same as those of UCS test . The curing age is 90 days. Two ends of cylindrical specimens are completely smoothed with cement paste. Fifteen specimens of each mixing proportion were placed for more than 8 hours after leveling and immersed in water for 24 h. The specific pressure remained between 0.5 and 0.7 MPa. In order to make the loading roof contact close with the surface of the specimens, two preloadings were carried out by applying half of the maximum load. Then the maximum load was divided into 5-6 stages. The first-stage load was applied and maintained for 1 minute. The load was unloaded while the reading was recorded by micrometer or displacement sensor so that the specimen could fully rebound, and the displacement reading was rerecorded until 30 s. Loading and unloading of the specimens were carried out step by step. The CRM test of PFRC is shown in Figure 5.
2.4.4. Splitting Strength Test
The tensile strength of a composite can be indirectly measured by splitting strength test. This test has become increasingly prevalent as it can be more easily run. Furthermore, the failure pattern observed in this test reflects the tensile properties of materials [37–40]. The splitting strength test was done at loading rate of 1 mm/min . The splitting strength test of PFRC is as shown in Figure 6. The splitting strengths of 13 cylindrical specimens (the size of test specimen: 150 mm × 150 mm) were tested after standard curing. The layering width is 18.75 mm. When the specimens were destroyed, the maximum pressure was recorded to calculate splitting strength.
2.4.5. Flexural Tensile Strength (FTS) Test
The sketch map of FTS test and test apparatus are shown in Figure 7. The three dividing points loading test was done by a flexural testing machine at a loading rate of 50 mm/min . Fifteen beam specimens of 100 mm × 100 mm × 400 mm with a span of 300 mm (at the ages of 7, 28, and 90 days) for each mixing proportion were applied to study FTS.
2.4.6. Drying Shrinkage Test (DST)
The sketch map of DST and test apparatus are shown in Figure 8. Three small beam specimens with the size of 100 mm × 100 mm × 400 mm for each mixing proportion are applied to study dry shrinkage property, which were cured in the standard curing room for 7 days. Then vernier calipers were used to measure the initial length of the small beam specimens three times to offer the arithmetic mean as the datum length. The shrinkage measuring apparatus was put into a shrinkage chamber that maintained the temperature of 20 ± 1°C and relative humidity of 60 ± 5% together with the specimens.
2.4.7. Temperature Shrinkage Test (TST)
The sketch map of TST and test apparatus are shown in Figure 9. The temperature shrinkage coefficient (TSC) of PFRC is studied in the dry state. Three small beam specimens with the size of 100 mm × 100 mm × 400 mm for each mixing proportion were applied to study temperature shrinkage property, which were cured in the standard curing room for 7, 28, and 90 days, respectively. Then the small beam specimens were dried to a constant weight. The TSTs were done by temp shock at a cooling rate of 0.5°C/min for three hours . The test starts from high temperature and cools down step by step. Four temperature levels were tested, which are 60–50, 50–40, 40–30, and 30–20°C, respectively. The dial indicator reading was read five minutes before the end of heat preservation.
3. Results and Discussion
3.1. Heavy Compaction Test Analysis
The results of the heavy compaction test are shown in Table 5. The results show that when the cement content is the same, the optimum moisture content and the maximum dry density of CSM with fiber content of 1.2 kg/m3 are very close to those of CSM without fiber. The differences in maximum dry density and optimum moisture content are not more than 0.08 g/cm3 and 0.5%, respectively. So the content of PVA fiber in a certain range may be considered as unaffected for the maximum dry density and the optimum moisture content.
3.2. UCS Analysis
The studies show that the reinforcement effect of fiber on UCS of CSM has a great relationship with fiber content, fiber length, cement content, and curing age [1, 41], and therefore the influence factors of UCS of PFRC are discussed from the above four aspects.
The trend charts of 7-, 28-, and 90-day UCS of CSM with different fiber content and length are shown in Figure 10. In the legend, take 3.2–7 for example; 3.2–7 denotes that cement content is 3.2%, and the curing age is 7 days. The standard deviation of the specimens is 6.3–14.4%, which meets the requirements of standard specification (<15%). The addition of PVA fiber in CSM greatly improves the UCS. In general, the addition of fiber results in an increase in the load-carrying capacity of composite samples. This performance boost stems from the existence of the transverse confinement effect between fiber and cement-based material . The trend chart of UCS average growth rate of CSM with different fiber content is shown in Figure 11. Compared with fiber content of 0%, the UCS average growth rates of CSM with fiber content of 0.6, 0.9, and1.2 kg/m3 are 19.92%, 19.46%, and 18.63%, respectively, and the UCS average growth rates of CSM with fiber lengths of 12, 18, 24, and 30 mm are 18.91%, 19.32%, 20.58%, and 19.18%, respectively. As far as UCS is concerned, the optimal PVA fiber content is closely related to fiber length.
Figure 12 shows that, with the increase of fiber length, the trend of UCS of CSM increases first and then decreases. Compared with CSM without PVA, the UCS of PFRC with fiber lengths of 12, 18, 24, and 30 mm increases by 15.1%, 7.2%, 16.7%, and 11.8%, respectively, on average. As far as UCS is concerned, the optimum length of PVA fiber is 24 mm.
Figure 13 shows that the UCS of PFRC nonlinearly increases with increasing cement content. Compared with cement content of 3.2%, the UCS of PFRC with cement content of 3.6% and 4.0% increases by 18.4% and 35.4%, respectively, on average. It reveals that cement content has a certain influence on PVA fiber enhancement of UCS of CSM base.
From Figure 10, it can be found that the UCS of all series of PFRC increases as the age increases. Compared with 7, 28, and 90 d, UCS of PFRC with cement content of 3.2%, 3.6%, and 4.0% increases by 29.8% and 52.5%, 24.9% and 45.2%, and 22.5% and 37.8%, respectively. For 7 d, the UCSs of PFRC with cement content of 3.2%, 3.6%, and 4.0% are about 2.5–3.2 MPa, 3.1–3.8 MPa, and 4.0–4.8 MPa, respectively; all of them can meet the technical specification requirements for heavy traffic on the expressway as subbase material (>2.5 MPa) and base material (>3.0 MPa) .
3.3. CRM Analysis
The standard deviation of the specimens is 5.7–13.5%, which meets the requirements of standard specification (<15%). Figure 14 shows that the CRM of PFRC with different fiber length increases first and then decreases with the increase of fiber content, but the CRM of PFRC with fiber length of 24 mm irregularly changes. Compared with CSM without fiber, the CRM of PFRC with fiber content of 0.6, 0.9, and 1.2 kg/m3 averagely increases by 4.64%, 3.96%, and 2.08%, respectively. The optimum fiber content corresponding to the CRM of PFRC varies with the fiber length. So the optimum content range of PVA fibers is 0.6–0.9 kg/m3. In the legend, take 3.2–7 for example; it denotes that the cement content is 3.2%, and the curing age is 7 d.
Figure 14 shows that when fiber content is constant, the CRM of PFRC with cement content of 3.2% and 3.6% increases first and then decreases with the increase of fiber length, but the CRM of PFRC with cement content of 4.0% irregularly changes. The optimum fiber length corresponding to the CRM of PFRC varies with fiber content. So the optimum length range of PVA fiber is 18–24 mm.
When the fiber lengths are 12 and 30 mm, the CRM of PFRC increases along with the increasing of cement content, but when the fiber lengths are 18 and 24 mm, the CRM of PFRC increases first and then decreases with the increase of cement content. So the optimum cement content of PFRC with fiber lengths of 18 mm to 24 mm is 3.6%.
3.4. Splitting Strength Analysis
The relationships between splitting strength of PFRC and fiber content are shown in Figure 15. In the legend, taking 7–3.2 as an example, it denotes that the curing age is 7 days, and cement content is 3.2%. The standard deviation of the specimens is 4.9–13.8%, which meets the requirements of standard specification (<15%). The results show that the splitting strength of PFRC with different fiber length increases first and then decreases with the increase of fiber content. Compared with CSM without PVA, the splitting strength of CSM with fiber content of 0.6, 0.9, and 1.2 kg/m3 averagely increases by 4.73%, 12.50%, and 6.98%, respectively. So the optimum fiber content of PFRC is 0.9 kg/m3.
Figure 15 shows that the splitting strength of PFRC increases along with the increase of fiber length. The optimum fiber length of PFRC is 18–24 mm. The splitting strength of PFRC increases nonlinearly with the increase of cement content. Compared with cement content of 3.2%, the splitting strength of PFRC with cement content of 3.6% and 4.0% after curing age of 28 days averagely increases by 6.82% and 28.88%, respectively. It implies that cement content is a key effect factor on splitting strength of PFRC. As the cement content increases, the hydrous binding materials increase gradually and the density of the whole composite increases gradually. Besides, the proportion of the interface zone also increases gradually, and then the strength and density of the interface zone increase gradually . For the above reasons, as cement content increases, there is an increasing tendency in the splitting strength of PFRC.
3.5. FTS Analysis
The relationships between FTS of PFRC with fiber content of 0.9 kg/m3 and fiber length are shown in Figure 16. The legend of Figure 16 has the same meaning as that of Figure 15. The standard deviation of the specimens is 8.2–14.6%, which meets the requirements of standard specification (<15%). The results show that the FTS of PFRC increases first and then decreases with the increase of fiber length. So the optimum fiber length of PFRC is 18 mm to 24 mm. Compared with CSM without PVA, the FTS of PFRC with fiber length of 24 mm increases by 8.67%.
The relationships between FTS of PFRC with fiber content of 0.9 kg/m3 and cement content are shown in Figure 16. The results show that the FTS of PFRC increases along with the increasing of cement content. Compared with cement content of 3.2%, the FTS of PFRC with cement content of 3.6% and 4.0% after curing age of 28 days averagely increases by 1.18% and 3.83%, respectively.
3.6. Drying Shrinkage Property Analysis
In the legend of Figure 17, taking 3.2–12 as an example, it denotes that the curing age is 7 days, and fiber length is 12 mm. The relationships between dry shrinkage coefficient (DSC) of PFRC and curing age are shown in Figure 17(a). The results show that the DSC of PFRC increases with the increment of age, but the speed of the DSC increase is reduced in the later period. The relationships between DSC of PFRC and fiber length are shown in Figure 17(b). The results show that, with the increase of PVA fiber length, the DSC decreases firstly and then increases, and there is optimum fiber length. Compared with CSM without PVA, the DSC of PFRC with 12, 18, 24, and 30 mm averagely decreases by 8.38%, 15.79%, 22.49%, and 17.96%, respectively. So when the fiber length is 24 mm, the DSC of PFRC is the smallest.
The relationships between the DSC of PFRC and cement content are shown in Figure 17(c). The results show that, with the increase of cement content, the DSC of PFRC increases gradually. Compared with CSM without PVA, the DSC of PFRC with cement content of 3.2%, 3.6%, and 4.0% decreases by 19.8%, 15.9%, and 4.6%, respectively.
3.7. Temperature Shrinkage Property Analysis
The trend charts of TSC of PFRC with different temperature levels are shown in Figure 18. The legend of Figure 18 has the same meaning as that of Figure 17. The results show that, with the increase of temperature levels, the TSC of PFRC increases gradually. Compared with temperature levels of (30–20]°C, the TSCs of PVA fiber-reinforced CSM in temperature levels of (40–30], (50–40], and (60–50]°C averagely increase by 12.1%, 26.9%, and 41.4% respectively.
Figure 18 shows that, with the increase of curing age, the TSCs of PFRC with different fiber length increase\ gradually. Compared with curing age of 7 days, the TSCs of PFRC after curing age of 28 and 90 days averagely increase by 30.7% and 44.7%, respectively.
The incorporation of PVA can effectively improve the anti-temperature-shrinkage property of CSM. Compared with CSM without PVA, the TSCs of PFRC with fiber lengths of 12, 18, 24, and 30 mm averagely reduce by 9.4%, 12.0%, 36.9%, and 11.8%, respectively. So the optimum fiber length is 24 mm.
Compared with CSM without PVA, the TSCs of CSM with cement content of 3.2%, 3.6%, and 4.0% averagely reduce by 15.2%, 18.2%, and 19.4%, respectively. Considering factors such as TSC, economy, and crack resistance effect comprehensively, the optimum cement content is 3.6%.
3.8. Analysis of Crack Resistance Mechanism of PVA
A large number of experimental studies show that fiber can significantly enhance the crack resistance of concrete. The superposition method of stress intensity factor, k (k-superposition), based on the principle of linear elastic fracture mechanics, is widely applied in the fracture mechanism model of fiber-reinforced concrete [45, 46]. Based on the theory of fracture mechanics and the displacement mode of crack surface, the crack propagation can be divided into three types: open type, shear type, and tear type (Figure 19). The drying shrinkage stress and temperature shrinkage stress of CSM base are easy to lead to open cracks, and the cracks are basically transverse cracks. Generally, their distribution also has a certain regularity .
Without considering creep and stress relaxation, shrinkage stress of PFRC is mainly composed of dry shrinkage stress and temperature shrinkage stress. When the shrinkage stress exceeds the ultimate tensile strength of the material, cracks will occur in the base:where is shrinkage stress, MPa; is bending modulus; is dry shrinkage coefficient; is temperature shrinkage coefficient.
According to formula (1), the crack resistance index KL is calculated as follows:where is antishrinkage stress, MPa; is shrinkage stress, MPa; is flexural tensile strength, MPa; is compressive resilience modulus, MPa; is dry shrinkage coefficient; is temperature shrinkage coefficient.
In this paper, the crack resistance index KL is proposed to characterize the crack resistance of PFRC. The larger KL, the better the crack resistance.
The stress mode of CSM base is shown in Figure 20.
The crack resistance index KL of CSM with cement content of 3.6%, fiber length of 24 mm, fiber content of 0.9 kg/m3, and fiber content of 0 kg/m3 is shown in Table 6. As shown in Table 6, compared with CSM without PVA, the crack resistance of PFRC with fiber content of 0.9 kg/m3 improves by 44.4%.
On the basis of analyses of experimental results on crack resistance and mechanical properties of PFRC, the main findings and conclusions of this paper are summarized as follows: (1)Fiber content, fiber length, cement content, and curing age are the main factors affecting the mechanical properties and crack resistance of CSM. The mechanical properties and crack resistance of CSM are obviously improved by adding PVA fiber. In terms of the improvement of the crack resistance of CSM, there are optimal values for cement content, fiber content, and fiber length, which separately are 3.6%, 0.9 kg/m3, and 24 mm under the test conditions.(2)The incorporation of PVA fiber can effectively improve the anti-drying-shrinkage property and the temperature shrinkage property of CSM. When PVA fiber content is 0.9 kg/m3, the optimum fiber length of PFRC is 24 mm. With the increase of temperature levels, the TSC of PFRC nonlinearly increases.(3)The crack resistance and toughening effect of PVA fiber are very remarkable. Taking crack resistance index as an evaluation index, compared with CSM without PVA fiber, the crack resistance of PFRC with fiber content of 0.9 kg/m3 is improved by 44.4%.
Adding fiber is one of the important means to improve the crack resistance of CSM base. However, the technical process and production cost of PFRC should be considered to further improve meeting the needs of practical application. In addition, the homogeneity of fiber distribution is one of the important factors affecting the road performance of CSM base. Using digital image processing technology to evaluate the homogeneity of fiber distribution is a forward-looking and intelligent technology with real-time, continuous, and quantitative characteristics, which is an important research direction.
The data supporting the findings of this study are included in the article.
Conflicts of Interest
The authors declare no conflicts of interest.
This work was supported by Anhui Transportation Holding Group Co., Ltd., the Science and Technology Research Program of Chongqing Municipal Education Commission (Grant no. KJQN201800704), and the Science and Technology Project of Department of Transportation of Hebei Province (QC2018-3), and Open Fund Project of Mountain Bridge and Materials Engineering Research Center of Ministry of Education of Chongqing Jiaotong University (QLGCZX-JJ2017-2).
M. Pasetto, “The re-utilisation of discarded building materials in cement-stabilised layers of road and airfield pavements,” Waste Materials in Construction Wascon 2000—Proceedings of the International Conference on the Science and Engineering of Recycling for Environmental Protection, Harrogate, England 31 May, 1-2 June 2000, vol. 1, pp. 548–566, 2000.View at: Publisher Site | Google Scholar
X. L. Yan, C. Y. Liang, and J. H. Xu, “Lastoplastic characteristics of cement-stabilized aggregate bases,” China Journal of Highway and Transport, vol. 31, no. 1, pp. 29–36, 2019.View at: Google Scholar
M. L. Zeng, D. Luo, and C. F. Wu, “Anti-cracking properties of cement stabilized crushed stone pavement base materials of different aggregate structures,” Journal of Hunan University (Natural Sciences), vol. 40, no. 10, pp. 1–7, 2013.View at: Google Scholar
Z. H. Sun, “Research on temperature shrinkage deformation properties of cement-stabilized macadam,” Journal of Building Materials, vol. 12, no. 2, pp. 249–252, 2009.View at: Google Scholar
A. M. Sha, “Material characteristics of semi-rigid base,” China Journal of Highway and Transport, vol. 21, no. 1, pp. 1–5, 2008.View at: Google Scholar
L. J. Zhao, W. Z. Jiang, and J. R. Hou, “Influence of mixing methods on performance of compressive strength for cement stabilized macadam mixture,” China Journal of Highway and Transport, vol. 31, no. 1, pp. 151–158, 2018.View at: Google Scholar
L. Q. Hu, Y. J. Jiang, and Z. D. Chen, “Road performance of cement stabilized aggregate of dense framework structure,” Journal of Traffic and Transportation Engineering, vol. 1, no. 4, pp. 37–40, 2001.View at: Google Scholar
P. F. Wang, Z. Y. Guo, and C. J. Chen, “Research on cement stabilized macadam based on orthogonal method and anti-cracking performance,” Journal of Building Materials, vol. 10, no. 5, pp. 616–621, 2007.View at: Google Scholar
X. G. X. Wang, “Relationship on index of physics and mechanics cement-stabilized aggregates between vibrating and static compacting methods,” Journal of Harbin Institute of Technology, vol. 44, no. 10, pp. 70–74, 2012.View at: Google Scholar
H. H. Yang, P. W. Hao, and J. L. DaiI, “Road performance of cement-stabilized aggregate mixture with expansion agent,” Journal of Traffic and Transportation Engineering, vol. 6, no. 1, pp. 48–51, 2006.View at: Google Scholar
J. S. Qian, X. R. Chen, and Y. Zheng, “MMLS3-Based research on anti-reflective cracking performance of geotextile,” Journal of Tongji University (natural Science), vol. 46, no. 8, pp. 1042–1048, 2018.View at: Google Scholar
X. Z. Weng, “Study on anti-aging property of pavement modified polyester fiber reinforced concrete,” Journal of Building Materials, vol. 13, no. 6, pp. 749–752, 2010.View at: Google Scholar
H. Zhang, J. Z. Xu, P. W. Hao et al., “Research on stability of hybridfiber asphalt mixture based on high temperature and continuous loading,” Acta Materiae Compositae Sinica, vol. 34, no. 10, pp. 2344–2355, 2017.View at: Google Scholar
Q. F. Li, P. Zhang, and J. Shen, “Research on crack resistance of cement stabilized macadam reinforced with polypropylene fiber,” Journal of Building Materials, vol. 11, no. 3, pp. 368–374, 2008.View at: Google Scholar
Y. W. Wei, Y. N. Li, and N. X. Zheng, “Detection technology of mixing uniformity of PVA fiber cement stabilized macadam,” Journal of Highway and Transportation Research and Development, vol. 36, no. 2, pp. 7–13 + 27, 2019.View at: Google Scholar
Y. W. Cao, C. Y. Wu, and T. T. Zheng, “PVA fiber dispersion evaluation method based on grey co-occurrence matrix theory,” Journal of Harbin Institute of Technology, vol. 51, no. 1, pp. 157–161, 2019.View at: Google Scholar
C. Zhang and M. L. Cao, “Mechanical property test of a multi-scale fiber reinforced cementitious composites,” Acta Materiae Compositae Sinica, vol. 31, no. 3, pp. 661–668, 2014.View at: Google Scholar
C. Victor, H. C. Wu, and Y. W. Chan, “Effect of plasma treatment of polyethylene fibers on interface and cementitious composite properties,” Journal of the American Ceramic Society, vol. 79, no. 3, pp. 700–704, 1996.View at: Google Scholar
JTG E30-2005, Test Methods of Cement and Concrete for Highway Engineering, People’s Republic of China Industry Standards, Beijing, China, 2005.
TG E42-2005, Test Methods of Aggregate for Highway Engineering, People’s Republic of China Industry Standards, Beijing, China, 2005.
JTG/T F20-2015, Technical Guidelines for Construction of Highway Roadbases, People’s Republic of China Industry Standards, Beijing, China, 2015.
JGJ/T-2010, Technical Specification for Application of Fiber Reinforced Concrete, People’s Republic of China Industry Standards, Beijing, China, 2010.
JTG E51-2009, Test Methods of Materials Stabilized with Inorganic Binders for Highway Engineering, People’s Republic of China Industry Standards, Beijing, China, 2009.
ASTM D2166/D2166M-16, Standard Test Method for Unconfined Compressive Strength of Cohesive Soil, ASTM International, West Conshohocken, PA, USA, 2013.
P. A. Li, A. K. Desai, and J. A. Desai, “Evaluation of engineering properties forpolypropylene fibre reinforced concrete,” International Journal of Advanced Engineering and Technology, vol. 3, no. 1, pp. 42–45, 2012.View at: Google Scholar
JTG D50-2017, Specfications for Design of Highway Asphalt Pavement, People’s Republic of China Industry Standards, Beijing, China, 2009.
L. Yuan, “Experimental study on cracking mechanism of semi-rigid base and its relationship with compaction quality,” Chang’an University, Xi’an, China, 2017, M.S. thesis.View at: Google Scholar