Study of the Effect of Grouting Material Strength on Semiflexible Pavement Material

In this study, cement mortars with diferent strengths are poured into the large void matrix asphalt macadam material as a semifexible pavement (SFP) material and the experimental research is carried out. Te current research on SFP is mainly focused on the performance of grouting materials and the infuence of grouting matrix materials on the overall mechanical properties of SFP and road performance. However, there are some faws in the study of the infuence of grouting material strength on the performance of SFP materials: the diference between the strengths of the selected grouting materials is relatively small, and in some studies, the chosen grouting material strength is low, which leads to insignifcant improvements of SFP material performance; besides, the research indicators are also not very comprehensive. In this study, cement grouting asphalt macadam materials are selected as the research object to examine the efect of grouting material strength on the mechanical properties and road performance of SFP materials. Grouting materials with strengths of 19.8 MPa, 30.7MPa, and 40.2MPa were poured into the matrix asphalt macadam with a target void ratio of 24% and asphalt content of 2.9% to prepare the corresponding SFP test specimens. Te SFP specimens were then subjected to the compressive test, fexural and tensile test, high-temperature stability test, and low-temperature crack resistance test, and the compressive resilient modulus was measured, thereby analyzing the efect of the cement slurry strength on the cement grouting asphalt macadam materials. Te results show that when the strength of the cement mortar is 19.8 MPa, 30.7 MPa, and 40.2MPa, the corresponding SFP material has better mechanical properties. When the strength of the grouting material is 40.2MPa, the compressive strength of the SFP material is about the same as that of the grouting material. Te strength is more than double that of 19.8MPa and 30.7MPa, and the fexural tensile strength and elastic modulus also have the above growth laws. Te low-temperature crack resistance and high-temperature stability of the SFP material are enhanced with the increase in the strength of the grouting material. When the strength of the grouting material is 40.2 MPa, the mechanical properties and road performance of the SFP material are relatively better. Tis study provides a reference for strengthening the mechanical properties of SFP materials and boosting the crack resistance of SFP.


Introduction
Semifexible composite pavement is formed by infusing cement slurry into the large void asphalt mixture. Cement grouting asphalt macadam materials, also known as semifexible pavement (SFP) materials, outperform conventional asphalt concrete materials, and these advantages are attributed to the existence of cement grouting material and matrix asphalt mixture. A convenient, high fuidity, and certain thixotropy green single-component alkali slag grouting material (OAASGM) was prepared by Zhang et al. [1]. Te efects of fne sand powder on the setting time, fuidity, rheological properties, and mechanical properties of OAASGM were systematically studied. Experiments show that fne sand powder can efectively prolong the setting time of OAASGM and improve its rheological properties, and the material can be used for SFP materials with high selfgrouting saturation and Marshall stability, and is expected to replace cement as a component of (SFP) grouting materials. Yajun and Cahyadi [2] studied the properties such as microstructure and mechanical strength of silica fume in cement paste and observed that the development of compressive strength in the early stage was not signifcant, but due to the addition of silica fume, the later stage strength was signifcantly improved. Fang et al. [3] studied the synergistic efect of polycarboxylate superplasticizer (PCE) and silica fume (SF) on the performance of early high-strength grouting materials (EHSG). Te results showed that there is a linear relationship between the fow time of high-fuidity and its dynamic yield stress. Costas [4] studied the efect of polycarboxylate ether-based and sulfonated naphthalene formaldehyde superplasticizers on cement grouting properties and concluded that the use of mineral admixtures can produce high-strength cement useful for tunnel construction grout. Danial Rezazadeh Eidgahee et al. [5] adopt artifcial neural network (ANN), genetic programming (GP), and data processing combined group method (GMDH-Combi) for dynamic modulus (E * ) of hot mix asphalt, and the results show that for training the neural network models with correlation coefcients of 0.9821 and 0.9839 for the test were more accurate than the developed models based on GMDH (0.9500 and 0.9503) and GP (0.9493 and 0.9495).
Numerous studies on SFP materials have shown the superior high-temperature stability and low-temperature cracking resistance of SFP materials in comparison with conventional asphalt mixtures. Wang et al. [6] used crack resistance tests to assess the crack resistance of SFP mixtures under diferent temperature conditions, and the results showed that SFP mixtures have better crack resistance at low temperatures. Hou et al. [7] investigated the mechanical properties and durability of SFP materials and verifed that their high-temperature stability, fatigue performance, and water stability were signifcantly better than those of typical asphalt mixtures. Ding et al. [8] evaluated the performance of semifexible pavements based on the volumetric parameters of the matrix asphalt mixtures and disclosed that the high-temperature stability and low-temperature stability of semifexible pavement materials were superior to those of conventional asphalt pavement materials. Zhao and Yang [9] explored the formation of SFP materials based on asphalt concrete skeletons under fve distinct gradation types and the low-temperature crack resistance performance of these fve skeletons was tested and evaluated. Te results displayed that the low-temperature crack resistance capability of the SFP materials based on the continuously graded asphalt concrete skeletons was better than that of other SFP materials.
Some research also has investigated the efect of grouting matrix porosity on the mechanical properties of SFP materials. Yang and Weng [10] evaluated the durability of semifexible pavement materials by conducting cyclic wheel load tests and discovered that the matrix porosity was the most infuential element in determining the durability of SFP material specimens. Husain et al. [11] assessed the efect of the matrix porosity on the durability and compressive strength of SFP materials and revealed that higher matrix porosity contributed to higher strength in SFP materials. Ling et al. [12] investigated the efect of porosity of porous asphalt mixtures on the compressive strain energy density of SFP materials, and the results indicated that the highest strain energy density of SFP materials was achieved when the matrix porosity was 25%. Yang and Weng [10] studied the efects of diferent factors such as the grouting matrix porosity and the water-cement ratio of the grouting materials on the compressive strength of SFP materials and discovered that the matrix porosity weighed most heavily in determining the compressive strength of SPF materials. Hashem Jahangir et al. [13] conducted an experimental study on the compressive properties of short square-section concrete columns (SRP and SRG composites) restrained by steel fber reinforced polymer and grouting composites, by comparing the bearing capacity. Te ultimate strain was used to evaluate the confnement efect, and the results showed that the general failure modes of the SRP-and SRG-confned concrete columns were the separation of the overlapping surfaces of the fbers and the separation between the core concrete and the composite, respectively.
Moreover, it has also been shown that the type of grouting material also signifcantly afects the mechanical properties of SFP materials. Koting et al. [14] explored the efect of cement slurry infusion on the properties of SFP mixtures and found that the addition of cement slurry increased the compressive strength, resilient modulus, and spalling resistance of the semifexible materials. Pei et al. [15] investigated the strength of two SFP materials prepared with high-performance cement slurry and pure cement slurry, respectively, and the results showed that the SFP material prepared with high-performance cement slurry boasted high strength. Zhang et al. [16] prepared the SFP materials by adding cement slurry and cement mortar to the grouting matrix materials, respectively, and then compared the strengths of these two kinds of materials, demonstrating that the SFP material made with cement slurry had better strength, and thus, cement slurry was more suitable for grouting materials. In Afonso et al.'s [17] research, milled glass and waste mud were incorporated into the cement grouts, which then were used to prepare the SFP materials, and the indirect tensile stifness modulus, the Marshall stability, and the compressive strength of the respective SFP materials were investigated. Te results showed that the samples formed by the cement grout with 30% milled glass presented the best mechanical performance. Solouki et al. [18] used traditional cement-based cement and geopolymerbased cement as grouting materials to characterize porous and grouted samples in terms of indirect tensile strength (ITS), indirect tensile strength modulus (ITSM), and moisture sensitivity. Experimental results: it was shown that the control samples grouted with cement-based materials outperformed geopolymer grouting in all respects. Hamzani et al. [19] used waste tire rubber (WTR) powder as an additive and natural zeolite as a cement substitute to study the compressive strength, fexural strength, drying shrinkage, permeability, durability, and stress-strain relationship of semifexible pavement (SFP). It shows that when the tire rubber powder content is 5% and the zeolite content is 15%, the mechanical properties of SFP are the best. In terms of compressive strength, Hamzani et al. [20] injected cement mortars containing 0%, 5%, 10%, 15%, and 20% natural zeolite into porous asphalt specimens according to ASTM C670-91a at 14 days of age. Te compressive strength test was carried out on the above, and the test results showed that when the natural zeolite content was 15% and the waste tire rubber content was 5%, the compressive strength reached 15.43 MPa. In addition, Hamzani et al. [21] also used materials including waste tire rubber (WTR) and natural zeolite to improve the deformation and fatigue failure of semifexible pavement (SFP) under cyclic loading. Tey carried out a simple support beam with a span length of 30 cm. Fatigue test: the test results show that when the zeolite content is 5%, the performance of maintaining cyclic load is the best.
For the SFP materials, there is also a link between the grouting material strength and the fnal SFP material strength, provided that the matrix porosity is determined. Cai et al. [22] investigated the uniaxial compressive strength of the SFP material formed by cement slurry with a strength of 6.75 MPa and compared it with porous asphalt concrete (PAC-13). Te results showed that the uniaxial compressive strength of the SFP material was close to that of the grouting material, which was much higher than that of PAC-13. However, the efect of the strength of the grouting material on the compressive strength of SFP material was not illustrated in this experiment. Wang et al. [6] investigated the efect of grouting material with a strength of 15.8 MPa on the fatigue performance of the SFP material and compared it with conventional asphalt concrete (AC). Te results showed that the fatigue resistance of the SFP material was signifcantly lower than that of AC under low-temperature and high-stress ratio conditions, but the addition of grouting material was not shown to have a positive efect on the fatigue resistance of the SFP material in this experiment. Cai et al. [23] delved into the efect of grouting material with a strength of 32 MPa and conventional grouting material on the cracking resistance of the SFP material by carrying out a three-point bending test and showed that the grouting material could increase the cracking resistance and deformation ability of the SFP material, while the grouting material with a strength of 32 MPa contributed better to improvements of the SFP material than conventional grouting material. Despite all the preliminary results on the linkage between the grouting material strength and the SFP material in this study, other properties of the material still need to be further investigated. Liang et al. [24] assessed the efects of grouting materials under the maintenance days of 3 d (strength 14.7 MPa) and 28 d on the properties of SFP materials by conducting low-temperature beam bending tests. Te increase in grouting material maintenance days was found to improve the bending tensile strength of the SFP material, which was closely related to an increase in the strength of grouting materials, but the exact values of grouting materials at 28 d were not supplied in this experiment. Wang et al. [25] studied the efect of grouting materials with the strengths of 11.20 MPa and 17.74 MPa on the ability of the SFP materials to resist cracking by performing low-temperature beam bending tests, and the results revealed a positive correlation between the crack resistance of the SFP material and the strength of the grouting material. However, the analysis of the low-temperature cracking resistance of the SFP material was incomplete in this experiment as an ideal evaluation method must take into account both strength and deformation. Hong et al. [26] assessed the efect of grouting materials of diferent strengths (17.4 MPa for S1 and 82.4 MPa for S2) on the freeze-thaw durability of the SFP material and tested the indirect tensile strength of the composites, and the results showed that the SFP-S2 material possessed a higher indirect tensile strength relative to SFP-S1 and the SFP-S2 material showed better resistance to freezing, but in this experiment, the increase in the indirect tensile strength was not identifed. Based on the three-point bending fatigue test, Ren et al. [27] explored the efects of two grouting materials with strengths of 12.18 MPa and 35.01 MPa on the fatigue performance of the SFP materials, and the results showed that the fatigue strength of SFP materials increased with the increase in the grouting material strength. Fang et al. [28] examined the efect of grouting materials with strengths of 7.7 MPa and 10.2 MPa on the low-temperature crack resistance of SFP materials, and the results showed that the low-temperature crack resistance of SFP materials increased with the increase in the grouting material strength. Imran Khan and Hartadi Sutanto [29] studied the efect of grouting materials with strengths of 9.57 MPa and 12.36 MPa on the compressive strength of SFP materials, and the results showed that the compressive strength of SFP materials increased with the increase in the strength of grouting materials. In the abovementioned two experiments, however, the efect on the properties of SFP materials was not signifcant due to the small diference between the strengths of the grout, which needs to be further investigated. Tan et al. [30] assessed the efect of two grouting materials with different strengths (0.82 MPa for A and 0.72 MPa for B) on the crack resistance of the SFP material by the semicircular bending (SCB) test. Te results showed that the crack resistance of the SFP mix increased with the increase in the strength of the grouting material, but in this experiment, the strength of the grouting material was low and the infuence hence was not obvious. Much remains to be done to study the efect of the grouting material strength on the properties of the SFP material. In a nutshell, the studies mentioned above clarify the relationship between the strength of the grouting material and the mechanical properties of the fnal SFP material, which is conducive to the design of pavement materials.
Te performance of the SFP materials can be improved by injecting grouting materials of diferent strengths, as indicated above, but there are still some issues that need to be addressed. Cai et al. [22], Wang et al. [6], Cai et al. [23], and other scholars in their studies selected the grouting materials of single strengths, leading to a lack of comparability in the efects of diferent grouting material strengths on the SFP material performance. Te diference between the grouting material strengths chosen by Wang et al. [25], Fang et al. [28], and Imran Khan and Hartadi Sutanto [29] is not signifcant, and as a result, the improvements in the SFP material performance are not obvious, failing to obtain the substantial change pattern of the grouting material Advances in Materials Science and Engineering strength's infuence on the performance of SFP materials. Besides, the indicators employed in those studies to assess the infuence of grouting material strength on the performance of SFP materials are not very comprehensive. Te grouting material selected by Tan et al. [30] is low in strength, and hence, its efect on the performance improvement of the SFP material is obscure. To sum up, the efect of the grouting material strength on the performance of the SFP material necessitates further research.
Given this, this study prepares SFP materials by infusing grouting materials with strengths of 19.8 MPa, 30.7 MPa, and 40.2 MPa into large void matrix asphalt macadam and investigates the efect of the grouting material strength on the SFP materials through various experiments. Since the strength of the selected grouting material has a certain contrast, the strength increases regularly, which is helpful for us to more intuitively observe the substantial change law of the infuence of diferent grouting material strength on the performance of the SFP material. In this study, fve indicators are selected to study the improvement of grouting material strength on the performance of SFP materials, such as compressive strength, low-temperature crack resistance, high-temperature stability, fexural tensile performance, and elastic modulus. Compared with previous research, this paper will be more specifc and more comprehensive. To determine the appropriate curing period and provide some guidance for selecting the appropriate cement grouting material strength for SFP, the research conclusions will have important reference signifcance for the performance of semifexible composite materials and pavement design.

Test Raw Materials
(1) Cement. Te cement used in this study is P-O42.5R conventional silicate cement produced by Chongqing Lafarge Cement Plant [31,32]. Te quality of the cement is up to standard and can meet the requirements of cement slurry according to the test methods stipulated in Test Specifcation for Cement and Concrete in Highway Engineering, and the test results are shown in Tables 1-3.
(2) Fine Sand. Te fne sand used in this research is the fne sand produced by Taifeng Sand Mining Factory in Dazu District, Chongqing. Te selected sand should be clean, hard, wear-resistant, and small in particle size. Te screening results are shown in Tables 4 and 5.
(3) Fly Ash. Class I fy ash produced by Henan Hengyuan New Materials Co. Ltd. is used after passing through a 0.6 mm sieve hole. Te screening results are shown in Tables 6 and 7.
(4) Admixtures. Two kinds of admixtures were used in the research in this study. One is the UEA expansion agent purchased from Shandong Hongxiang Company. Te use of swelling agents ensures good bonding, reduces bleeding, and minimizes shrinkage cracks. Te second is the polycarboxylate water-reducing agent purchased from Shanghai Chenqi Environmental Protection Company, which is used to improve the uniformity of cement mortar and achieve the efect of preventing the delamination of sand and mortar in cement mortar, accounting for 1% of cementitious materials.

Determination of the Cement Slurry Mix Ratio.
Te recommended dosing of each factor of the cement slurry mix ratio for grouting is derived from a review of the literature [33][34][35][36]. Te optimal range of water-binder ratio is 0.45-0.55, the range of fy ash admixture is 0.1-0.15, the range of sand-binder ratio is 0.2-0.25, the UEA expansive agent is 0.08, and the polycarboxylate superplasticizer is 0.01. Te recommended mix ratios are ① ② ③, and the details are shown in Tables 8 and 9.

Raw Materials for Asphalt Macadam
(1) Asphalt. SBS-modifed asphalt from Chongjiao Industrial Co. Ltd is tested according to methods in the Test Procedure for Asphalt and Asphalt Mixture for Highway Engineering (JTG E20-2011), and this kind of asphalt meets the requirements, as shown in Table 10.
(2) Aggregates. Aggregate is the main body in the matrix asphalt crushed stone, and the performance of the aggregate greatly afects the performance of the fnal composite material. To make the matrix asphalt macadam meet the requirements of porosity and ensure a reasonable embedded structure, this study adopts the discontinuous gradation to design the matrix asphalt macadam. Te limestone produced by Chongqing Yubei Heavy Industry Co. Ltd. is used in this study. Te coarse aggregate adopts a single particle size, which is 9.5 mm-13.2 mm, and the fne aggregate is 1.18 mm-2.36 mm. Refer to the "Highway Engineering Aggregate Test Regulations" to determine the aggregate performance indicators. Te specifc results are shown in Tables 11 and 12. (3) Slag Powder. Te chosen limestone GGBS (ground granulated blast furnace slag) is obtained from Chongjiao Industrial Co. Ltd, and the sieve passing rates are shown in Table 13.

Mix Ratio of Matrix Asphalt Macadam at Target Void
Ratio. At present, the main method for determining the amount of asphalt in common asphalt mixtures is the Marshall method, and the porosity of the asphalt crushed stone material is as high as 20%, which belongs to the skeleton void structure. For the determination of the optimal amount of asphalt for large void matrix asphalt, there are currently related methods such as the Schellenberg asphalt leakage test, the Cantabro Test, the Martens test, and the         Advances in Materials Science and Engineering calculation of the asphalt flm thickness. In view of the lack of research in this area, more reference is made to the research results of other scholars on the optimal amount of asphalt. According to the properties of the SBS-modifed asphalt used, the amount of modifed asphalt with a target porosity of 24% is set as 2.9%. Ten, referring to the research results of Cheng [37], on the optimal asphalt dosage, the larger the target porosity, the greater the optimal asphalt dosage, and the optimal asphalt dosage corresponding to other target porosity is determined. In this study, the target porosity of 24% cement grouting asphalt crushed stone material is selected for research, and the specifc gradation and Marshall test results are shown in Tables 14 and 15.     Advances in Materials Science and Engineering is taken out from the oven and the test mold frame is installed. A piece of plain paper is laid in the test mold, so that the bottom plate and sides of the test mold are separated by paper. After the mixed mixture is slightly mixed with a spatula in the holding tray, it is evenly rotated along the test mold from the side to the middle and placed into the test mold. Te middle part is slightly above the four sides, two people cooperate with each other, one person installs the mold, and the other person is responsible for tamping with the preheated small hammer from the edge to the transfer circle, the middle part is higher than the four sides, and all the mixture is put into the test mold; (4) the trial frame is removed, and a preheated small compaction hammer is used to compact it from the edge to the middle, and it is fattened into a convex arc shape; (5) the thermometer is inserted into the loaded mixture, and the mixture is covered with paper to prevent the watch and the temperature from dissipating too quickly and waited until the thermometer shows that the mixture is cooled to the required compaction temperature; (6) for rolling forming, frst the rolling wheel is preheated to 100°C. Ten, set the trial mold containing the mixture on the platform of the wheel rolling machine, the rolling wheel is gently lowered, the load roller (7) is adjusted to start the rolling wheel, 2 round trips (4 times) are rolled frst in one direction to unload, and then the rolling wheel is lifted to remove the load. Te test piece is turned 180 degrees and is rolled with the same load until the Marshall standard compactness (1004-1). After compaction and molding, a marker is used to mark the rolling direction on the surface of the test piece; (8) and the test mold containing the compacted test piece is placed at room temperature to cool for 12 hours.

Grouting.
After the temperature of the base asphalt crushed stone is less than 40°C, a plate vibrator is used to promote the penetration of the slurry. After the penetration is completed, a rubber scraper is used to scrape of the excess slurry to expose the unevenness of the surface of the asphalt mixture specimen. Te test piece is placed together with the template on the vibrating platform, the prepared cement mortar is placed aside, the vibrating table is turned on, and perfusion is performed. Te perfusion is horizontally from the low side to the high side, and the longitudinal direction is from the bottom of the slope to the top of the slope. If the perfusion is not smooth, the vibration must be strengthened, and the vibration should be strengthened where the glue fows to avoid solidifcation on the surface and block the voids of the gravel. During the pouring process, it is necessary to continuously stir the cement mortar, repeatedly drag the test mold with a rubber road rake to make it naturally saturated, and drag the excess mortar on the surface of the test mold to the lack of pulp. When using platform vibration, be sure to vibrate back and forth until the injected mortar is vibrated until it no longer fows downward. Generally, grouting should be performed in the manner of perfusion-vibration-perfusion and repeated at least 3 times to strictly avoid vibration leakage. Te grouted specimens were allowed to stand at room temperature for 24 hours. After the slurry was hardened, they were placed in a curing room with a temperature of 20°C ± 3°C and a humidity greater than 90% for 28 days, and then, the physical properties were measured. Ten, the specimens are cut into the required size. Te grouting process is shown in Figure 2.     (Figure 3), the maximum load Pc at the time of damage to the specimen and the damage deformation ΔL at the corresponding maximum load are obtained. Te compressive strength of the specimen R c at the time of damage, the compressive strain ε c , and the stifness modulus in compression S c can be calculated according to the following equations: Sc � Rc εc .
In the above equation, R c represents the compressive strength of the specimen (MPa), P c represents the maximum load (N) of the specimen at the time of damage, b represents the length of the specimen (mm), h represents the width of the test piece (mm), ε c represents the compressive strain at the damage of the specimen, Δ L represents the compression deformation of the specimen at the time of damage (mm), L represents the height of the specimen (mm), and S c represents the stifness modulus of the specimen in compression (MPa). During the test (Figure 4), the maximum load P B at the time of damage to the specimen and the mid-span defection d at the time of damage are obtained. Te fexural and tensile strength of the specimen R B at failure and the maximum fexural tensile strain at the bottom of the beam ε B at the time of failure and the modulus of fexural stifness S B at damage can be calculated by the following equations:

Flexural and Tensile
In the above equations, R B represents the fexural and tensile strength of the specimen at the time of damage (MPa). ε B represents the maximum fexural tensile strain (με) at the time of damage to the specimen. S B represents the modulus of fexural stifness of the specimen at the damage (MPa), b 1 represents the width of the specimen at mid-span (mm), h 1 represents the height of the specimen at mid-span (mm), L represents the span of the specimen (mm), P B represents the maximum load (N) of the specimen at the time of damage, and d represents the mid-span defection of the specimen at the time of damage (mm).  . Te compressive rebound modulus test specimens are obtained through core drilling from a standard rutting plate using the wheel rolling method and are cylinders of 100 mm ± 2.0 mm in diameter and 100 mm ± 2.0 mm in height. Six specimens of the same composite material are drilled, three for the compressive strength test and three for the compressive resilient modulus test. Tey are maintained for 28 d under standard conditions and then tested at two temperatures of 15°C and 20°C, respectively. Te tests are carried out on the universal material testing machine, and the specifc methods and procedures are carried out by the test protocol.

Resilient Modulus
Te compressive strength of the cylinder is calculated according to the following equation: In the above equation, R c represents the compressive strength of the specimen (MPa), P represents the maximum load (N) of the specimen at the time of damage, and d represents the specimen's diameter (mm).
Te actual compressive strength of the specimen q i at each level of loading is calculated according to equation (8). Te details of q i and ΔL i are recorded and plotted on a square grid, and the q i − ΔL i relationship is plotted as smooth continuous curves, which intersect with the coordinate axes to obtain the corrected origin. Te compressive strength at the ffth level of loading and the corresponding ΔL 5 are obtained based on the coordinates of this corrected origin.
Te compressive rebound modulus is calculated according to equation (9).
In the above equations, q i represents the compressive strength of the specimen at test loading at each level P i (MPa), P i represents the value of the load exerted on the specimen at all levels (N), E′ represents the compressive resilient modulus (MPa), q 5 represents the compressive strength (MPa) at the test loading at the ffth level (0.5P), h represents the height of the specimen axis (mm), and ΔL 5 represents the specimen's rebound deformation (mm) at the test loading at the ffth level (0.5P) after origin correction.   . Te test specimen is a rutting plate of 300 mm in length, 300 mm in width, and 50 mm in thickness, to be grouted after rolling to ensure that the cement grouting is dense. After the test piece is formed, it should not be placed at room temperature for less than 12 hours together with the test mold, but it should not be placed at room temperature for more than a week and subjected to rutting tests as shown in Figure 5. Te dynamic stability (DS) is used as an indicator of the rutting resistance of the asphalt mixture. During the test, the recorder automatically records the deformation curve and the temperature of the specimen, while the dynamic stability is the calculated value of the slope of the deformation curve over a certain period, from 45 min to 60 min according to the specifcation. Te amounts of rutting deformation d 1 and d 2 at 45 min (t 1 ) and 60 min (t 2 ) are obtained from the deformation curve, which is accurate at 0.01 mm. Te test temperature is set to be at 60°C ± 0.5°C, and the wheel load is 0.7 MPa. DS can be calculated according to the following equation:

High-
In the above equation, DS refers to the dynamic stability of the asphalt mix (times/mm), t 1 and t 2 represent the test periods, usually 45 min and 60 min, d 1 represents the amount of deformation (mm) during t 1 , d 2 represents the amount of deformation (mm) during t 2 , C 1 represents the testing machine type factor, 1.0 for the round-trip mode of operation of the wheel driven by the crank and connecting rod mechanism, C 2 represents the specimen's factor, 1.0 for the 300 mm wide laboratory specimen, and N represents the rolling speed of the test wheel in its round trip, usually 42 times/min.

Low-Temperature Crack Resistance
Test. Pavement crack resistance and material low-temperature performance indicators have always been important research contents in the international road academic community. Te SHRP program in the United States includes the study of the crack resistance of asphalt pavements in the study of technical standards for asphalt mixtures. In our country's "Seventh Five-Year" research project, some research studies have been carried out on the low-temperature performance of asphalt and asphalt mixture recommended value. Tere are many test methods to study the low-temperature performance of asphalt mixture, mainly including failure test with equal strain loading (indirect tensile test, bending test, compression test), direct tensile test, bending tensile creep test, restricted specimen temperature stress test, three-point bending J integral test, shrinkage coefcient test, and stress relaxation test. To better study the low-temperature crack resistance of semifexible pavement materials, this study uses low-temperature bending test to test the low-temperature crack resistance of semifexible pavement materials. Te specimen was cured for 28 days under standard conditions, the test temperature was −10°C ± 0.5°C, the loading rate was 50 mm/min, and the specimen should be kept warm for at least 6 hours before the test (Figures 6 and 7). Te specimens are maintained under standard conditions for 28 d at a test temperature of −10°C ± 0.5°C and a loading rate of 50 mm/ min. Te specimens are required to be insulated for at least 6 h before the test. Figure 8 shows the damaged form of prismatic specimens of diferent compressive strengths after the compressive test.

Compressive Strength and Deformation.
As can be seen from Figure 8, the compressive strengths of the specimen consist mainly of the embedding and internal frictional forces between the mineral particles and the cohesive force between the asphalt and the asphalt and minerals. When the axial pressure is applied, these forces gradually decrease and small cracks appear in the specimens. With the increase in pressure, the internal cracks develop rapidly and become several connected cracks, thus dividing the specimen into several small blocks. When the external force exceeds the maximum compressive strength that the specimen can withstand, it is destabilized and stops working. Comparing the data in Table 16, for the specimen of the SFP material at the same test age, when the strength of the cement mortar is 30.7 MPa, its compressive strength is 1.3 times that of the cement mortar strength of 19.8 MPa. When the strength of the cement mortar is 40.2 MPa, its compressive strength is 1.2 times that of the cement mortar strength of 30.7 MPa. With the increase in cement mortar strength, the compressive strength of cement grouting asphalt crushed stone material also increases. When the cement mortar strength is 40.2 MPa, the corresponding compressive strength is higher. With the increase in the test age, the compressive strength also increases, and the compressive strength is the highest at 28 d.
From the analysis of Figures 9 and 10, it can be seen that the test results of the two mixtures were evaluated by compressive tensile strength and compressive stifness modulus, indicating that both mixtures showed good compressive performance. Te curve shows a linear growth, indicating that the increase in grouting strength is positively correlated with the enhancement of compressive strength of SFP material. Te compressive strength of composite materials is also diferent for diferent test ages. Among them, the compressive strength of 3 d, 7 d, and 28 d of test age increases gradually, and from the curve of stifness modulus, the growth law of compressive stifness modulus can be revealed. Tere is a certain similarity with the increase in compressive strength, which indicates that the compressive tensile strength and compressive stifness modulus of SFP material increase with the increase in grouting material strength and test age. Figure 11 shows the damaged forms of prismatic specimens of diferent strengths after the beam bending test.

Flexural and Tensile Resistance Tests.
When asphalt macadam is damaged by bending, the cracks are mainly occurring along with the interface between the particles. Te strength of the interface formed by the asphalt and mineral mixtures plays a decisive role in the bending and tensile properties of the specimen. With the mixing of cement slurry of appropriate amount into the matrix asphalt macadam, the strength of the interface formed by asphalt, minerals, and fbers is increased, enhancing the fexural and tensile strength of the asphalt concrete. Te fexural and tensile strengths obtained through testing are shown in Table 17.
Comparing the data in Table 17, for the specimen of the SFP material at the same test age, when the strength of the cement mortar is 30.7 MPa, its fexural tensile strength is more than 1 times that of the cement mortar strength of 19.8 MPa. With the increase in cement mortar strength, the fexural tensile strength of cement grouting asphalt crushed stone material also increases. When the cement mortar strength is 40.2 MPa, the corresponding mechanical properties are stronger. As the age of the formed cement grouting asphalt macadam material increases, the fexural failure stifness modulus also increases, which is also similar to the cement concrete material.
It can be seen from the analysis of Figures 12 and 13 that the test results of the two mixtures were evaluated by the fexural tensile strength and the fexural stifness modulus, indicating that both mixtures showed good low-temperature crack resistance. Te curve shows a linear growth, indicating that the increase in grouting strength is positively correlated with the enhancement of compressive strength of SFP material. From the bending stifness modulus curve, it can be seen that the growth law of bending stifness modulus has a certain similarity with the growth of bending tensile strength, which indicates that the bending tensile strength and bending stifness modulus of SFP materials will increase with the grouting strength. Te optimal bending tensile strength and bending stifness modulus of SFP materials will occur at 40.2 MPa. Te fexural tensile strength and fexural failure stifness modulus of the formed cement grouting asphalt macadam material increase with the increase in age.

Compressive Resilient Modulus.
Te compressive resilient modulus of the asphalt macadam increases with the strength of the cement slurry, as shown in Table 18.
It can be learned from Table 18 that the compressive resilient modulus of asphalt macadam with cement slurry increases with the increase in cement slurry strength, but there is a higher compressive resilient modulus at low  It can be seen from Figures 14 and 15 that the compressive strength at a temperature of 15°C is higher than that at a temperature of 20°C, indicating that the SFP material has better compressive strength at low temperature, and the curve shows a linear growth, indicating that the grouting strength is positively correlated with the compressive strength of the SFP material. From the compressive resilience modulus curve, it can be seen that the growth law of compressive resilience modulus has a certain similarity with the growth of compressive strength, which indicates that the compressive   strength and compressive resilience modulus of SFP materials will increase with the increase in grouting strength and are optimal at 40.2 MPa. Figure 16 shows the damaged forms of the specimen after the high-temperature stability test.

High-Temperature Stability.
Compared with fexible asphalt macadam, the cement grouting asphalt mixture boasts better high-temperature dynamic stability. Te main reason for this is that the matrix asphalt macadam is both rigid and fexible when flled with cement slurry in the large voids, and the cementitious material solidifed at high temperatures forms a skeletal structure that restricts the fow of the matrix asphalt. As a result, the rutting depth is small, the dynamic stability is  high, and the percentage reduction in dynamic stability afected by temperature changes is low. As can be seen from Table 19, the test results of the two mixtures were evaluated by dynamic stability (DS) index, which showed that both mixtures exhibited good hightemperature stability. It can be found from Table 19 that the rut depth of the SFP material is very small, the rut depth is less than 1 cm, and the rut depth gradually decreases with the increase in the strength of the grouting material. Te increase in the dynamic stability of the cement grouting asphalt crushed stone material will also increase with the increase in the strength of the cement mortar. When the pouring compressive strength is 40.2 MPa, the dynamic stability of the cement grouting asphalt crushed stone material reaches 63,000 times/mm. Even the cement mortar of 19.8 MPa and 30.7 MPa has a dynamic stability of more than 39,000 times/mm, which fully shows that the cement grouting asphalt crushed stone material has very good hightemperature stability.
From the dynamic stability curve shown in Figure 17, it can be seen that the growth slope of the dynamic stability curve of rutting when the grouting strength increases from 19.8 MPa to 30.7 MPa is lower than that when the grouting   strength increases from 30.7 MPa to 40.2 MPa. Te development of dynamic stability of asphalt crushed stone material develops slowly in the initial time and turns around when the strength of grouting material reaches 30.7 MPa. It can be known that the high-temperature stability of the SFP material can be considered to be very good whether it is from the perspective of dynamic stability or from the perspective of rutting depth. Te high-temperature stability of asphalt mixture mainly refers to the ability of the material to resist shear fow deformation at high temperature. Due to the addition of cement in semifexible materials, the rigidity of the material increases and the ability to resist shear fow deformation increases. Te anti-rutting ability also increases.

Low-Temperature Crack
Resistance. Asphalt mixtures do not difer considerably in low-temperature crack resistance. Due to the low content of structural asphalt and poor adhesion between the asphalt binders and the mineral materials, the asphalt mixture tends to spall easily at low temperatures, which reduces its resistance to temperature stress, and hence, damages occur. Te infusion of cement slurry, however, can change this situation to a large extent.
Te experimental data are shown in Table 20. It can be learned from Table 20 that similar to the results of the beam bending test at 15°C, the fexural and tensile strength and the modulus of fexural stifness of the cement grouting asphalt macadam at −10°C also increase with the increase in cement slurry strength, while its fexural tensile strength at low temperatures is even lower, and this change can be more intuitively seen in Figures 18 and 19. Te maximum fexural strain at low temperatures decreases with the increase in cement slurry strength, so it is possible to increase the defection of the cement grouting asphalt macadam at low temperatures by appropriately reducing the strength of the cement slurry to prevent brittle damage at low temperatures while maintaining its mechanical properties.

Conclusion
In this study, the efect of cement slurry strength on the performance of cement grouting asphalt macadam materials (semifexible pavement materials) is investigated. In terms of mechanical properties, the compressive strength and fexural and tensile strength of SFP materials and the compressive resilient modulus are measured; in terms of road performance, high-temperature stability and low-temperature crack resistance of SFP materials are investigated. Te conclusions can be listed as follows: (1) Te combination of cement mortar and porous asphalt gravel greatly improves the strength of porous asphalt gravel. In addition, the strength of cement mortar is an important factor afecting the performance of SFP materials.
( It can be seen that the SFP material prepared from cement slurry with large void matrix asphalt macadam displays improved mechanical properties and can better meet durability requirements related to pavement   performance. Cement slurry infusion can signifcantly improve the compressive strength of the material and contributes to even better mechanical properties when the grouting material strength is 40.2 MPa.

Data Availability
Te data used to support the fndings of this study are available from the corresponding author upon request.

Conflicts of Interest
Te authors declare that they have no conficts of interest regarding the publication of this study.