The Properties of Modified Bagasse Fiber/Nano-TiO2 Composite Asphalt in a High-Temperature and High-Humidity Salt Environment

The southern tropical coastal areas of China are high-temperature and high-humidity salt environments, which hinder the durability and service life of ordinary asphalt pavement. To enhance the durability of asphalt pavement in these areas, modified bagasse fiber combined with nano-TiO2 was used to improve the corrosion resistance of asphalt pavement in high-temperature and high-humidity salt environments. The micro-morphology, high-temperature oil absorption, high-temperature heat resistance, and hygroscopicity of bagasse fiber modified using three silane coupling agents combined with NaOH were compared, and the best silane coupling agent/NaOH modification scheme for bagasse fiber was found. Based on conventional physical tests (penetration, softening point, ductility), rheological property tests (rotational viscosity, dynamic shear rheological test, multi-stress creep recovery test, linear amplitude scanning test), and a four-point bending fatigue test of the asphalt mixture, the properties of modified bagasse fiber asphalt binder and mixture after cyclic dry–wet erosion under pure water and salt solution (NaCl, Na2SO4) were determined, and the effects of the erosion environment and fiber ratio on the basic physical and rheological properties of the asphalt were clarified. Compared with the silane coupling agents KH550 and KH590, the bagasse fiber modified with KH570/NaOH had a better high-temperature oil absorption capacity, heat stability capacity, and matrix asphalt compatibility. The worst erosion environment was Na2SO4, but the increase in test temperature and fiber content weakened the sensitivity of the asphalt binder performance in different erosion environments. The erosion capacity order was as follows: Na2SO4 > NaCl > pure water. In the worst erosion environment, 0.5% modified bagasse fiber/Nano-TiO2 asphalt binder (Bn−570−0.5) had the best corrosion resistance in a high-temperature and high-humidity salt environment. The penetration, softening point, creep recovery rate R3.2, non-recoverable creep compliance Jnr3.2, and fatigue life after long-term aging (with 5% strain) of Bn-570-0.5 were, respectively, increased by −16.9%, 37.5%, 37.95%, −27.86%, and 38.30% compared with unblended base asphalt binder (B). In addition, the four-point flexural fatigue life of Bn-570-0.5 was 169.2% higher than that of the unblended base mixture.


Introduction
Tropical coastal areas are often high-temperature and high-humidity salt environments. The asphalt pavement built in these areas needs to overcome problems, such as peeling, looseness, pits, and shifts, that are prone to occurring after long-term operation [1,2].

Bagasse
The bagasse was from Zhanjiang, China, a city with a well-developed sugar industry and abundant bagasse raw materials. Due to the lack of a specific specification, reference is made to JTT 533-2004 [30] to evaluate the basic properties of bagasse fibers, as shown in Table 3.

Salt Solutions
The salts in the Zhanjiang area comprise mainly chloride and sulfate. A 10% NaCl solution and 10% Na 2 SO 4 solution were used as the simulated environments for salt erosion in the dry-wet cycle experiment [31,32]. The NaCl used in the experiment is a white tetragonal crystal, slightly deliquescent, soluble in water and glycerol, and insoluble in ethanol and hydrochloric acid [33]; Na 2 SO 4 is a white crystalline powder, hygroscopic, soluble in water, and insoluble in ethanol [34]. The specific technical parameters are shown in Tables 4 and 5.

Nano-Material
The basic physical parameters of the selected nano-TiO 2 modifier are shown in Table 6. Figure 1 shows the daily state and microscopic characterization images of nano-TiO 2 .

Silane Coupling Agent
A silane coupling agent is a class of silane with organic functional groups whose molecules have both reactive groups that can chemically bond with inorganic materials (glass, silica sand, metals) and organic materials (synthetic resins), which can build a "mo-

Silane Coupling Agent
A silane coupling agent is a class of silane with organic functional groups whose molecules have both reactive groups that can chemically bond with inorganic materials (glass, silica sand, metals) and organic materials (synthetic resins), which can build a "molecular bridge" between the interface of inorganic and organic materials, connecting two materials with different properties, improving the performance of composite materials, and increasing the strength of the bond [35]. As shown in Table 7, three common silane coupling agents, KH550, KH570, and KH590, were used to further modify the bagasse fibers after NaOH treatment. The best NaOH-silane coupling agent scheme among them was identified by observing the physical indices of the modified bagasse fibers.

Sample Preparation 2.6.1. Preparation of Modified Bagasse Fiber
The modified bagasse fibers were prepared as follows: Bagasse fibers of 4-6 cm in length were soaked in NaOH solution of 5% mass fraction at 60 • C for 60 min. We separated the fibers from the NaOH solution and air-dried them in an oven at 40 • C. Silane coupling agent, deionized water, alcohol solution, and acetic acid were mixed at the ratio of 1:1:20 to prepare a silane coupling agent dissolution solution with a pH value of 4. We then stirred the dissolution solution for 40 min using a magnetic stirrer. The air-dried bagasse fibers were soaked in the silane coupling agent dissolution solution for 2 h. After soaking, we washed the bagasse fibers and dried them in an oven at 40 • C.

Preparation of Modified Bagasse Fiber-TiO 2 Asphalt Binder
The modified bagasse fiber-TiO 2 asphalt binder was prepared using a high-speed shear and a constant temperature magnetic heating stirrer. During preparation, the temperature of the asphalt was maintained between 170 • C and 180 • C. The preparation process is presented in Figure 2. The modified bagasse fiber-TiO2 asphalt binder was prepared using a high-speed shear and a constant temperature magnetic heating stirrer. During preparation, the tem perature of the asphalt was maintained between 170 °C and 180 °C. The preparation pro cess is presented in Figure 2.

Modified Bagasse Stability Test
Using the net basket method (AASHTOT305-97) for asphalt precipitation leakag

Modified Bagasse Stability Test
Using the net basket method (AASHTOT305-97) for asphalt precipitation leakage testing, we tested the amount of asphalt dripping from the net basket at 130 • C and 160 • C for 3 h (recorded every 30 min) to understand the high-temperature oil absorption performance of the modified bagasse fiber. We kept the fibers at a constant temperature of 210 • C for 0.5 h, 3 h, and 5 h for the heat resistance experiments in order to understand the heat loss rates of different fiber samples. The fiber samples were placed in an airtight permaculture chamber at 35 • C and a relative humidity of 90% for 20 d, and the humidity of the fiber samples was recorded at 2 d, 5 d, 10 d, 15 d, and 20 d to study the resistance of different fiber samples to moisture absorption.

Aging Test
Referring to the experimental scheme of Ferrotti et al. (2019) [36], a powder-to-asphalt ratio of 1:1.2 (mass ratio of mineral powder to asphalt) was used for mastic preparation. Referring to the methods of T0610 and T0630 in JTG E20-2011 [37], the asphalt specimens were aged for a short period of 75 min using a rolling thin-film heating oven (the temperature in the oven was controlled at 163 • C; the rotational speed of the turntable was 15 r/min) and a long period of 20 h using a pressure aging vessel (the temperature in the oven was controlled at 90-110 • C; the air pressure was 2.1 Mpa).

Wetting-Drying Cycle Test under Salt Corrosion Conditions
To simulate the climatic environment of high temperature, high humidity, and high salt in the Zhanjiang area in summer and autumn, indoor experiments in respect to the dry and wet cycles of salt erosion were self-designed. According to the summer and autumn surface temperature range in the Zhanjiang area, the low-temperature environment for setting asphalt mastic samples was 20 • C and the high-temperature environment was 65 • C. The specific cyclic process is shown in Figure 3.

Rotational Viscosity Test
In order to study the resistance of modified bagasse fiber asphalt with different blends to shear deformation flow in a high-temperature and high-humidity salt environment, the rotational viscosities of base asphalt and modified bagasse fiber asphalt with different dosing levels were measured at temperatures of 100 • C, 120 • C, 135 • C, 150 • C, and 165 • C using an RV-type viscometer (speed: 20 r/min) [38] and the corresponding viscositytemperature curves were obtained.
To simulate the climatic environment of high temperature, high humidity, and hig salt in the Zhanjiang area in summer and autumn, indoor experiments in respect to th dry and wet cycles of salt erosion were self-designed. According to the summer and au tumn surface temperature range in the Zhanjiang area, the low-temperature environmen for setting asphalt mastic samples was 20 °C and the high-temperature environment wa 65 °C. The specific cyclic process is shown in Figure 3.

Rotational Viscosity Test
In order to study the resistance of modified bagasse fiber asphalt with differen blends to shear deformation flow in a high-temperature and high-humidity salt environ ment, the rotational viscosities of base asphalt and modified bagasse fiber asphalt wit different dosing levels were measured at temperatures of 100 °C, 120 °C, 135 °C, 150 °C and 165 °C using an RV-type viscometer (speed: 20 r/min) [38] and the correspondin viscosity-temperature curves were obtained.

Dynamic Shear Rheometer Test (JTG E20-2011, T0602)
Dynamic shear rheometer (DSR) testing, using parallel-plate geometry, is currentl the most common type of oscillatory testing carried out for rheological characterization in bituminous materials [39]. The test apparatus in this study was an MCR302 dynami shear instrument produced by Anton Par Austria. We used the temperature scannin mode, the experimental temperature was 40-70 °C, the interval was 3 °C, the control strai was 1.2%, and the experimental frequency was 10 Hz.

Multiple Stress Creep and Recovery Test (MSCR)
The test was conducted in two stress stages, with the first stress stage using a contro stress of 0.1 kPa and 20 cycles of loading (no data were recorded for the first 10 cycles t condition the specimens and reduce the variability of the results); the second stress stag used a control stress of 3.2 kPa (10 cycles of loading) for a total of 30 cycles. The loadin process for each cycle was as follows: loading at constant stress for 1 s and recovery a zero stress for 9 s. There was no time interval between the application of each stress, for total duration of 300 s. R0.1 and R3.2 represent the ratio of recoverable strain to peak strai during loading for 1 s and unloading for 9 s at 0.1 kPa and 3.2 kPa, respectively, whic shows the deformation recovery ability of the modified asphalt specimens. Jnr is the rati of residual strain to applied stress in the asphalt specimens during the unloading proces which reflects the ability of asphalt mastic to resist permanent deformation. The smalle

Dynamic Shear Rheometer Test (JTG E20-2011, T0602)
Dynamic shear rheometer (DSR) testing, using parallel-plate geometry, is currently the most common type of oscillatory testing carried out for rheological characterizations in bituminous materials [39]. The test apparatus in this study was an MCR302 dynamic shear instrument produced by Anton Par Austria. We used the temperature scanning mode, the experimental temperature was 40-70 • C, the interval was 3 • C, the control strain was 1.2%, and the experimental frequency was 10 Hz.

Multiple Stress Creep and Recovery Test (MSCR)
The test was conducted in two stress stages, with the first stress stage using a control stress of 0.1 kPa and 20 cycles of loading (no data were recorded for the first 10 cycles to condition the specimens and reduce the variability of the results); the second stress stage used a control stress of 3.2 kPa (10 cycles of loading) for a total of 30 cycles. The loading process for each cycle was as follows: loading at constant stress for 1 s and recovery at zero stress for 9 s. There was no time interval between the application of each stress, for a total duration of 300 s. R 0.1 and R 3.2 represent the ratio of recoverable strain to peak strain during loading for 1 s and unloading for 9 s at 0.1 kPa and 3.2 kPa, respectively, which shows the deformation recovery ability of the modified asphalt specimens. J nr is the ratio of residual strain to applied stress in the asphalt specimens during the unloading process, which reflects the ability of asphalt mastic to resist permanent deformation. The smaller the value of J nr , the stronger the resistance to high-temperature deformation and the better the high-temperature rutting resistance [40,41].

Linear Amplitude Sweep Test (LAS)
In order to investigate the fatigue resistance of asphalt mastic with different doping levels of modified bagasse fiber for short-term and long-term aging, linear amplitude sweeps were performed on specimens treated in a rolling thin-film oven test (RTFOT) and pressure aging vessel (PAV) to identify the damage characteristics of asphalt samples [42]. A controlled strain loading method was used to increase the amplitude of the test-loaded sine wave load linearly from 0.1% to 30% at 10 Hz (for a total duration of 300 s) to obtain the change in stress magnitude of the modified bagasse fiber asphalt mastic samples at different doping levels under linearly increasing strain conditions. In combination with the VECD model, the fatigue life of the modified bagasse fiber asphalt (after wetting-drying cycle test disposal) was predicted at 2.5% and 5.0% strain conditions.

Four-Point Bending Fatigue Test
To study the fatigue life of modified bagasse fiber asphalt mixtures at different strain levels, fatigue tests were conducted on modified bagasse fiber asphalt mixtures with different doping levels after long-term aging. According to the requirements of the AASHTO T321 standard [43], and with reference to the experiment of Shafabakhsh et al. (2019) [44], strain levels of 400, 700, and 1000 were set as the control conditions, and the fatigue life of modified bagasse fiber asphalt mixes with different dosing levels was recorded when the stiffness was reduced to 50% of the initial stiffness. The loading mode was sinusoidal loading at a temperature of 20 • C and a loading frequency of 10 Hz. The mixtures were treated with a wetting-drying cyclic erosion test prior to the fatigue test.  [45], the thermal stability of bamboo fiber treated with a silane coupling agent is enhanced, and its adhesion is 66.7% higher than that of untreated fiber, which means that modified fiber can adsorb more asphalt to form a gel with high cohesiveness and hinder the development of micro-cracks in asphalt at high temperature more effectively. As can be seen from Figure 4, the precipitation amount of fiber increases the fastest within 90 min of initial heating. The rate inflection point is 120 min, and the asphalt precipitation rate of 120-180 min changes within 10% and tends to be stable. The precipitation rate of B p (130 • C, 180 min) is 10.8%, which is 71.4%, 184.2%, 116%, 171%, and 140% higher than those of B n , B a , B n-550 , B n-570 , and B n-590 , respectively. The precipitation rate of B p (165 • C, 180 min) is 26.1%, which is 142% of its own value at 130 • C. This is 44%, 145%, 128%, 143%, and 168% higher than the values of B n , B a , B n-550 , B n-570 , and B n-590 , respectively. The asphalt modified by B a has good thermal stability, and the precipitation rate is only 3.8% at 130 • C (180 min) and 10.6% at 165 • C (180 min). The closest parameter to the B a effect is B n-570 , with 4% precipitation at 130 • C and 5.7% precipitation at 165 • C (180 min). Based on the above results, the modification effect of KH570 on bagasse fiber was the best among the three silane coupling agents; thus, the lower the asphalt precipitation rate at high temperature, the better the high-temperature oil absorption performance of the fiber in the sample [46]. In Figure 4, B p is the unmodified bagasse fiber, B n is the bagasse fiber modified only by NaOH, B a is the basalt fiber, and B n-550 , B n-570 , and B n-590 are the bagasse fibers modified by NaOH combined with the silane coupling agents KH550, KH570, and KH590, respectively.

Heat Stability
The heat stability of bagasse fiber is related to its mass loss at high temperature: the less mass loss, the better the heat stability of the fiber. Figure 5 shows the mass loss of six kinds of fiber samples (placed in the oven at 200 °C for 5 h). All samples experienced the   The heat stability of bagasse fiber is related to its mass loss at high temperature: the less mass loss, the better the heat stability of the fiber. Figure 5 shows the mass loss of six kinds of fiber samples (placed in the oven at 200 • C for 5 h). All samples experienced the fastest mass loss in the first 2 h, and then the loss rate gradually slowed down. Basalt fiber (B a ) has the smallest mass loss among the six samples, with a loss rate of only 1.6%, indicating that it can remain stable under long-term high-temperature conditions. The mass loss of unmodified bagasse fiber (B p ) at 200 • C/0.5 h is as high as 2.9%, which is close to the mass loss of B n (3%) at 200 • C/3 h, indicating that the modification is conducive to improving the heat stability of the fiber. The mass loss values of B p , B n , B n-550 , B n-570 , and B n-590 after 200 • C/5 h were 5%, 3.2%, 2.7%, 2.0%, and 2.5%, respectively, indicating that NaOH combined with a silane coupling agent was more beneficial to the increase in the heat stability of bagasse fiber than that modified by NaOH alone. According to the heat loss performance of the three silane coupling agents, NaOH combined with B n-570 has the best effect on improving the heat stability of bagasse fiber.

Heat Stability
The heat stability of bagasse fiber is related to its mass loss at high temperature: th less mass loss, the better the heat stability of the fiber. Figure 5 shows the mass loss of si kinds of fiber samples (placed in the oven at 200 °C for 5 h). All samples experienced th fastest mass loss in the first 2 h, and then the loss rate gradually slowed down. Basalt fibe (Ba) has the smallest mass loss among the six samples, with a loss rate of only 1.6%, indi cating that it can remain stable under long-term high-temperature conditions. The mas loss of unmodified bagasse fiber (Bp) at 200 °C/0.5 h is as high as 2.9%, which is close to the mass loss of Bn (3%) at 200 °C/3 h, indicating that the modification is conducive to improving the heat stability of the fiber. The mass loss values of Bp, Bn, Bn-550, Bn-570, and B 590 after 200 °C/5 h were 5%, 3.2%, 2.7%, 2.0%, and 2.5%, respectively, indicating that NaOH combined with a silane coupling agent was more beneficial to the increase in the hea stability of bagasse fiber than that modified by NaOH alone. According to the heat los performance of the three silane coupling agents, NaOH combined with Bn-570 has the bes effect on improving the heat stability of bagasse fiber.

Hygroscopicity
In hot and humid areas, fiber with high hygroscopic properties can easily absorb water and form into a group when stored, which is not conducive to the adhesion of fiber and asphalt during preservation and mixing [47]. Inorganic salt (such as Na 2 SO 4 , NaCl, etc.) in the water mist in a high-temperature and high-humidity salt area will corrode the fiber, as well as degrade the high-temperature stability and water erosion resistance of the asphalt mixture. As shown in Figure 6, with the increase in time, the water absorption rate of the fiber increased the fastest in the first five days, and then the speed gradually slowed. B n-590 , B n-550 , and B n-570 peaked on day 10 and then remained stable; B n peaked on day 13 and B p peaked on day 15. The difference among B n-550 (5.8%), B n-570 (5.5%), and B n-590 (5.2%) is within 10%, and the mean value of the three is 14.1% smaller than that of B n and 21.4% smaller than that of B p . The results show that the efficiency of removing hydrophilic (-OH) groups, hemicellulose, and pectin from the surface of bagasse fiber modified by a silane coupling agent combined with NaOH was higher than that modified by NaOH alone; a large amount of active hydrogen that can bind to water molecules was eliminated, and the hydrophilic ability of the fiber was inhibited. The results also show that there was no significant difference in the hygroscopic performance of bagasse fiber improved by different types of silane coupling agents. In addition, the moisture absorption rate of B n-550 was slightly higher than that of B n-570 and B n-590 , which may be related to the certain polarity (affinity for water molecules) of the amino group contained in KH550.
smaller than that of Bp. The results show that the efficiency of removing hydrophilic (-OH groups, hemicellulose, and pectin from the surface of bagasse fiber modified by a silan coupling agent combined with NaOH was higher than that modified by NaOH alone; a large amount of active hydrogen that can bind to water molecules was eliminated, and th hydrophilic ability of the fiber was inhibited. The results also show that there was no sig nificant difference in the hygroscopic performance of bagasse fiber improved by differen types of silane coupling agents. In addition, the moisture absorption rate of Bn-550 wa slightly higher than that of Bn-570 and Bn-590, which may be related to the certain polarity (affinity for water molecules) of the amino group contained in KH550.

Surface Microscopic Analysis before and after Modification
In order to further reveal the mechanism of improving the properties of bagasse fibe after modification, SEM was used to observe the surface of bagasse fiber before and afte treatment with the NaOH-silane coupling agent. As shown in Figure 7a, the surface flat ness of the original bagasse fiber was poor, there were many small molecular impuritie (such as glue, a waxy layer, hemicellulose, etc.) covering the surface of the fiber, and th fibrous texture was fuzzy. After NaOH was combined with the silane coupling agent, th surface of the bagasse fiber gradually became smooth and bright, the texture between th fibers was clear, and the micropores on the surface of the fiber began to gradually appea after the impurities such as pectin and wax were removed. Compared with those shown in Figure 7b,d, the NaOH/KH570-treated bagasse fiber surface layer ( Figure 7c) has th clearest texture, the largest number of micropores, and the largest specific surface area between fiber and asphalt (an increase in the specific surface area of the fiber can improv the adsorption of asphalt and improve the overall stability of the asphalt binder). Th

Surface Microscopic Analysis before and after Modification
In order to further reveal the mechanism of improving the properties of bagasse fiber after modification, SEM was used to observe the surface of bagasse fiber before and after treatment with the NaOH-silane coupling agent. As shown in Figure 7a, the surface flatness of the original bagasse fiber was poor, there were many small molecular impurities (such as glue, a waxy layer, hemicellulose, etc.) covering the surface of the fiber, and the fibrous texture was fuzzy. After NaOH was combined with the silane coupling agent, the surface of the bagasse fiber gradually became smooth and bright, the texture between the fibers was clear, and the micropores on the surface of the fiber began to gradually appear after the impurities such as pectin and wax were removed. Compared with those shown in Figure 7b,d, the NaOH/KH570-treated bagasse fiber surface layer ( Figure 7c) has the clearest texture, the largest number of micropores, and the largest specific surface area between fiber and asphalt (an increase in the specific surface area of the fiber can improve the adsorption of asphalt and improve the overall stability of the asphalt binder). The above results are consistent with those of the high-temperature oil absorption test, heat resistance test, and hygroscopicity test.
In summary, NaOH combined with KH570 is recommended as a modification scheme for bagasse fiber.

General Physical Properties
As shown in Figure 8a, the changes in penetration with fiber content in different erosion environments are as follows: (1) With the same fiber content, the penetration of the asphalt binder after dry-wet cycling with clean water is higher than for NaCl and Na 2 SO 4 , indicating that a salt solution has a stronger ability to accelerate asphalt aging than pure water and has a greater impact on viscosity. (2) In the same erosion environment, with the increase in fiber content, the penetration of asphalt binder gradually decreases, and the viscosity and temperature stability increase. The decreasing trend of penetration is more obvious from B n-570-0.2 to B n-570-0.4 , while the decreasing trend of B n-570-0.4 to B n-570-0.5 is slower than that of the former. above results are consistent with those of the high-temperature oil absorption test, heat resistance test, and hygroscopicity test. In summary, NaOH combined with KH570 is recommended as a modification scheme for bagasse fiber.

Analysis of Conventional Physical Properties and Storage Properties of Asphalt Binders in Different Erosion Environments
As shown in Figure 8a, the changes in penetration with fiber content in different erosion environments are as follows: (1) With the same fiber content, the penetration of the asphalt binder after dry-wet cycling with clean water is higher than for NaCl and Na2SO4, The change in the softening point of the asphalt binder with the increase in fiber content in different erosion environments is shown in Figure 8b. (1) When the fiber content is less than 0.2%, the softening point of the improved asphalt binder has little difference compared with that of the base asphalt binder. After the content exceeds 0.2%, the softening point increases gradually (the peak growth rate is from 0.4% to 0.5%). That is, the improvement in the softening point of the asphalt binder needs to be sensitive after the fiber content reaches a certain level, and it is not helpful to improve the high-temperature stability of the asphalt binder if the fiber content is less than 0.2%. (2) The softening point of the modified bagasse asphalt binder with the same dosage varies in different erosion environments. When the erosion environment contains a Na2SO4 solution, the softening point is smaller than that of an NaCl solution and pure water, but the difference between the three decreases gradually with the increase in fiber content, indicating that the increase in fiber content can reduce the sensitivity of the asphalt softening point to different erosion environments.
The change in ductility with fiber content in different erosion environments is shown in Figure 8c. (1) With the increase in fiber content, the ductility of the asphalt binder in different erosion environments tends to increase, and its resistance to low-temperature cracking is also improved. (2) The ductility of the asphalt binder eroded by Na2SO4 is smaller than that of NaCl and pure water. The change in the softening point of the asphalt binder with the increase in fiber content in different erosion environments is shown in Figure 8b. (1) When the fiber content is less than 0.2%, the softening point of the improved asphalt binder has little difference compared with that of the base asphalt binder. After the content exceeds 0.2%, the softening point increases gradually (the peak growth rate is from 0.4% to 0.5%). That is, the improvement in the softening point of the asphalt binder needs to be sensitive after the fiber content reaches a certain level, and it is not helpful to improve the high-temperature stability of the asphalt binder if the fiber content is less than 0.2%. (2) The softening point of the modified bagasse asphalt binder with the same dosage varies in different erosion environments. When the erosion environment contains a Na 2 SO 4 solution, the softening point is smaller than that of an NaCl solution and pure water, but the difference between the three decreases gradually with the increase in fiber content, indicating that the increase in fiber content can reduce the sensitivity of the asphalt softening point to different erosion environments.
The change in ductility with fiber content in different erosion environments is shown in Figure 8c. (1) With the increase in fiber content, the ductility of the asphalt binder in different erosion environments tends to increase, and its resistance to low-temperature cracking is also improved. (2) The ductility of the asphalt binder eroded by Na 2 SO 4 is smaller than that of NaCl and pure water.
In summary, Na 2 SO 4 solution causes the greatest erosion damage to the asphalt binder; this is the worst erosion environment. Considering the improvement effect of different fiber contents on various indexes, the best effect is achieved when the content is 0.5%. In the worst erosion environment (Na 2 SO 4 solution), the penetration, softening point, and ductility of 0.5% asphalt mortar with fiber content increased by −16.9%, 37.5%, and 105.2%, respectively, compared with the base asphalt (B). (Note: B stands for base asphalt; B n-570-0.2 , B n-570-0.3 , B n-570-0.4 , and B n-570-0.5 represent the asphalt binder with 0.2%, 0.3%, 0.4%, and 0.5% bagasse fiber contents, respectively, modified by NaOH/KH570.)

Storage Performance
According to Fang et al. (2013) [48], the filament or partly network-like structure formed in the modified asphalt system is beneficial to improving the hot storage stability, and it is necessary to study the effect of the modified asphalt fiber content on its storage stability. As shown in Table 8, the segregation degree of each asphalt binder sample was divided into four stages with the increase in storage time. Stage 1 is 0-3 h; each asphalt sample has no obvious segregation phenomenon, the whole sample is in a homogeneous state, and the difference in the softening point between different samples is not substantial. Stage 2 is 3-6 h; the separation speed of the modifier and fiber is accelerated, and the softening point difference increases rapidly. Stage 3 is 6-12 h; the segregation speed falls back and the difference decreases. Stage 4 is 12-24 h; the aggregate of the modifier and fiber at the bottom of the segregation tube has mostly been completed, the softening point difference has undergone very little change (<0.2 • C), and the asphalt tends to be stable inside. In stage 4, the difference in the softening point of B is 1.26 times that of B n-570-0.2 , 1.75 times that of B n-570-0.3 , 2.32 times that of B n-570-0.4 , and 2.63 times that of B n-570-0.5 , indicating that B n-570-0.5 has the smallest softening point difference and the lowest degree of segregation. According to the test results for the softening point difference, 0.5% modified bagasse fiber has the strongest ability to adsorb and aggregate asphalt at high temperatures, which can improve the overall stability of asphalt binder. As shown in Figure 9, at the same temperature, the viscosity of asphalt in different erosion environments increased with the increase in the content of modified bagasse fiber, and the viscosity reached its peak when the content was 0.5%. The greatest increase occurred when the content increased from 0.3% to 0.4%, but the increase rate decreased rapidly when the content increased from 0.4% to 0.5%, indicating that the high fiber content also causes adverse effects on the viscosity of asphalt, which is similar to the test results of Ahmed et al.  [49]. When the fiber content is close to the optimal content, the asphalt sample stability may remain unchanged or may gradually decline.
In addition, the viscosity of the modified bagasse fiber asphalt with different dosages shows a nonlinear attenuation trend with the increase in temperature. When the temperature is less than 150 • C, the influence of different fiber contents on the viscosity is more obvious, and the difference decreases sharply when the temperature is higher than 150 • C, indicating that the stability of asphalt is very sensitive to high-temperature environments. Taking pure water as an example, the viscosity of B n-570-0.3 at 165 • C is only 35% of that at 135 • C, and 15% of that at 100 • C. Figure 10 shows the viscosity at 135 • C. After dry-wet cycle treatment with water, NaCl, and Na 2 SO 4 , the viscosity of B n-570-0.5 was 3.14 Pa·s, 2.88 Pa·s, and 2.7 Pa·s. That is, the viscosity after water erosion was 9.0% and 16.3% higher than NaCl and Na 2 SO 4 , respectively, indicating that the salt solution has a greater impact on the overall stability of asphalt than clean water. The Na 2 SO 4 solution is more erosive than the NaCl solution. In the process of dry-wet cycling, the salt solution enters the space of different sizes inside the glue. As the salt is dissolved at normal temperature (20 • C) and the salt is precipitated after the water evaporates at high temperature (65 • C), the salt crystals remaining in the space puncture the asphalt film on the surface of the mineral powder particles, affecting the high-temperature rheological properties of the asphalt. (Note: In Figure 10, NC means NaCl, NS means Na 2 SO 4 , W means pure water, 0.5 means B n-570-0.5 , and 0.5-W means B n-570-0.5 treated with pure water dry-wet cycles.) (b) 10% Na2SO4; (c) pure water.
In addition, the viscosity of the modified bagasse fiber asphalt with different dosages shows a nonlinear attenuation trend with the increase in temperature. When the temperature is less than 150 °C, the influence of different fiber contents on the viscosity is more obvious, and the difference decreases sharply when the temperature is higher than 150 °C, indicating that the stability of asphalt is very sensitive to high-temperature environments. Taking pure water as an example, the viscosity of Bn-570-0.3 at 165 °C is only 35% of that at 135 °C, and 15% of that at 100 °C. Figure 10 shows the viscosity at 135 °C. After dry-wet cycle treatment with water, NaCl, and Na2SO4, the viscosity of Bn-570-0.5 was 3.14 Pa·s, 2.88 Pa·s, and 2.7 Pa·s. That is, the viscosity after water erosion was 9.0% and 16.3% higher than NaCl and Na2SO4, respectively, indicating that the salt solution has a greater impact on the overall stability of asphalt than clean water. The Na2SO4 solution is more erosive than the NaCl solution. In the process of dry-wet cycling, the salt solution enters the space of different sizes inside the glue. As the salt is dissolved at normal temperature (20 °C) and the salt is precipitated after the water evaporates at high temperature (65 °C), the salt crystals remaining in the space puncture the asphalt film on the surface of the mineral powder particles, affecting the high-temperature rheological properties of the asphalt. (Note: In Figure 10, NC means The complex shear modulus G* and phase angle δ in the dynamic shear rheological tests are used to characterize the viscosity (non-recoverable deformation) and elasticity (recoverable deformation) of asphalt materials, respectively, together characterizing the

Dynamic Shear Rheological Test
The complex shear modulus G* and phase angle δ in the dynamic shear rheological tests are used to characterize the viscosity (non-recoverable deformation) and elasticity (recoverable deformation) of asphalt materials, respectively, together characterizing the high-temperature and fatigue resistance of asphalt materials. G* is a measure of the total stress when the material is subjected to repeated shear deformation. The larger the value of G*, the stronger the deformation resistance of the asphalt binder. δ is a relative index used to measure the ability of recoverable deformation and non-recoverable deformation. The larger the value of δ, the larger the viscous composition of the binder. The rutting factor (G*/sin δ) is a technical index used to evaluate the high-temperature characteristics of the asphalt binder, reflecting the ability of the binder to resist permanent deformation. Therefore, in SHRP specifications, the larger the value of G*/sin δ, the smaller the flow deformation of the asphalt binder, and the more conducive it is to resisting rutting. The changes in G*, δ, and G*/sin δ of the modified bagasse fiber asphalt binder with temperature under different types of dry-wet cycle conditions are shown in Figures 11-13.

1.
Under the same erosion environment and test temperature, the complex shear modulus (G*) and rutting factor (G*/sin δ) of B n-570-0.5 are the largest, and the phase angle δ is the smallest. The results show that the increase in modified bagasse fiber content is positively correlated with the improvement in asphalt deformation resistance under the same external conditions. 2. Under the same fiber content and test temperature, Na2SO4 has the greatest inhibition on the complex shear modulus (G*) of asphalt. Taking Bn-570-0.5 in Figure 11 as an example, the values of G* in pure water, NaCl, and Na2SO4 are 278. 3

2.
Under the same fiber content and test temperature, Na 2 SO 4 has the greatest inhibition on the complex shear modulus (G*) of asphalt. Taking B n-570-0.5 in Figure 11 as an example, the values of G* in pure water, NaCl, and Na 2 SO 4   3. When the erosion environment is the same but the temperature is different, there are two trends in phase angle change. One is that the phase angle increases with the increase in temperature, as shown in Figure 12. B, Bn-570-0.2, and Bn-570-0.3 indicate that the effect of a low fiber content on inhibiting the "asphalt flow" is not obvious, and the asphalt mortar gradually changes from a solid to a fluid, similar to a Newtonian fluid, with the increase in temperature. The other trend is that there is a stage of "basically unchanged or slowly decreasing" after the phase angle reaches the peak with the increase in temperature, such as Bn-570-0.4 and Bn-570-0.5 in Figure 12, which indicate that the distribution of fibers in the asphalt is sufficient. The bridge effect is used to increase the friction between asphalt molecules and, to some extent, to restrain the flow deformation of asphalt under high-temperature shear force. The above trends in phase angle change are similar to the study of Cui et al. (2022) [45] (that is, the phase

3.
When the erosion environment is the same but the temperature is different, there are two trends in phase angle change. One is that the phase angle increases with the increase in temperature, as shown in Figure 12. B, B n-570-0.2 , and B n-570-0.3 indicate that the effect of a low fiber content on inhibiting the "asphalt flow" is not obvious, and the asphalt mortar gradually changes from a solid to a fluid, similar to a Newtonian fluid, with the increase in temperature. The other trend is that there is a stage of "basically unchanged or slowly decreasing" after the phase angle reaches the peak with the increase in temperature, such as B n-570-0.4 and B n-570-0.5 in Figure 12, which indicate that the distribution of fibers in the asphalt is sufficient. The bridge effect is used to increase the friction between asphalt molecules and, to some extent, to restrain the flow deformation of asphalt under high-temperature shear force. The above trends in phase angle change are similar to the study of Cui et al. (2022) [45] (that is, the phase angle of base asphalt increases with increasing temperature, while that of fiber-asphalt increases first and then slightly decreases), but the peak temperature of the asphalt phase angle is 10 • C higher than modified bagasse fiber asphalt (56 • C), which may be related to asphalt materials with stronger adhesion being selected.

4.
However, if the temperature continues to rise, the phase angle will return to an increasing state after a short decrease, the fiber function will be sharply weakened, and the overall deformation resistance of the asphalt will also decline rapidly ( Figure 13). The complex shear modulus (G*) and rutting factor (G*/sin δ) will eventually approach 0. The complex shear modulus (G*) and rutting factor (G*/sin δ) will eventually approach 0.

Analysis of MSCR Test Results
As can be seen from Figure 13, under the same test conditions (erosion type and fiber content), the creep recovery rates of the asphalt binder are R3.2 < R0.1 and Jnr3.2 > Jnr0.1, indicating that the greater the stress, the more unrecoverable deformation of the asphalt binder. Under the same fiber content, the order of the R value is water > NaCl > Na2SO4, and the order of Jnr is Na2SO4 > NaCl > water. That is, Na2SO4 has the strongest erosion ability in respect of asphalt mortar, followed by NaCl and, finally, pure water.
As shown in Figure 14a, compared with base asphalt (B), the R0.1 value of asphalt binder mixed with 0.2%, 0.3%, 0.4%, and 0.5% modified bagasse fiber in pure water in-

Analysis of MSCR Test Results
As can be seen from Figure 13, under the same test conditions (erosion type and fiber content), the creep recovery rates of the asphalt binder are R 3.2 < R 0.1 and J nr3.2 > J nr0.1 , indicating that the greater the stress, the more unrecoverable deformation of the asphalt binder. Under the same fiber content, the order of the R value is water > NaCl > Na 2 SO 4 , and the order of J nr is Na 2 SO 4 > NaCl > water. That is, Na 2 SO 4 has the strongest erosion ability in respect of asphalt mortar, followed by NaCl and, finally, pure water.
As shown in Figure 14a, compared with base asphalt (B), the R 0.1 value of asphalt binder mixed with 0.2%, 0.3%, 0.4%, and 0.5% modified bagasse fiber in pure water increased by 1.26%, 5.15%, 9.47%, and 11.57%; in NaCl, the value increased by −0.3%, 4.4%, 8.65%, and 10.47%; and, in Na 2 SO 4 , the value increased by −0.7%, 4.78%, 8.23%, and 9.8%. Under the same circumstances, compared with base asphalt (B), R 3.2 in pure water increased by 5.06%, 15.79%, 32.9%, 43.42%; in NaCl, it increased by 4.5%, 17.42%, 30.9%, and 41.94%; and, in Na 2 SO 4 , it increased by 2.3%, 14.46%, 29.52%, and 37.95%, respectively. As shown in Figure 14b, compared with base asphalt (B), the Jnr0.1 value of asphalt binder mixed with 0.2%, 0.3%, 0.4%, and 0.5% modified bagasse fiber in pure water decreased by 9.0%, 17.36%, 20.5%, and 32%; in NaCl, it decreased by 8 In summary, (1) the changes in R and Jnr are large, from 0.2% to 0.4% of the fiber content increase, and narrow, from 0.4% to 0.5%. The fiber performance is the best when the fiber content is 0.5% (maximum R-value and minimum Jnr-value). (2) The modified bagasse fiber asphalt samples with different mass fractions have certain differences at 0.1kPa and 3.2kPa. When the fiber content is less than 0.2, the difference between the R0.1 of Bn-570-0.2, R0.1 of Bn-570-0.3, and R3.2 of Bn-570-0.2 in pure water, NaCl, and Na2SO4 and the base asphalt is less than 5% (in statistical analysis, a change within 5% is considered to indicate no significant difference). When the fiber content is greater than 0.3%, the modified bagasse asphalt gradually exhibits better creep ability than the base asphalt, indicating that a small amount of bagasse fiber does not significantly improve the creep deformation ability of asphalt. (3) Under the same stress level, the creep recovery rate (R) of the asphalt samples can be increased with the increase in fiber content, and the non-recoverable creep compliance (Jnr) can be reduced. In other words, the addition of modified bagasse fiber can inhibit the development of unrecoverable deformation of asphalt binder and improve the elastic recovery ability of asphalt.

Analysis of Linear Amplitude Scanning Test (LAS) Results
As shown in Figure 15, when the strain is 5%, the fatigue life of each asphalt sample decreases by 80-90% compared with that when the strain is 2.5%. The fatigue life of asphalt binder after long-term aging is reduced by 10~25% compared to that of asphalt binder after short-term aging, indicating that the fatigue life of asphalt can be reduced by increasing the strain and aging degree, and the change in strain has a more significant As shown in Figure 14b, compared with base asphalt (B), the J nr0.1 value of asphalt binder mixed with 0.2%, 0.3%, 0.4%, and 0.5% modified bagasse fiber in pure water decreased by 9.0%, 17.36%, 20.5%, and 32%; in NaCl, it decreased by 8 In summary, (1) the changes in R and J nr are large, from 0.2% to 0.4% of the fiber content increase, and narrow, from 0.4% to 0.5%. The fiber performance is the best when the fiber content is 0.5% (maximum R-value and minimum J nr -value). (2) The modified bagasse fiber asphalt samples with different mass fractions have certain differences at 0.1kPa and 3.2kPa. When the fiber content is less than 0.2, the difference between the R 0.1 of B n-570-0.2 , R 0.1 of B n-570-0.3 , and R 3.2 of B n-570-0.2 in pure water, NaCl, and Na 2 SO 4 and the base asphalt is less than 5% (in statistical analysis, a change within 5% is considered to indicate no significant difference). When the fiber content is greater than 0.3%, the modified bagasse asphalt gradually exhibits better creep ability than the base asphalt, indicating that a small amount of bagasse fiber does not significantly improve the creep deformation ability of asphalt. (3) Under the same stress level, the creep recovery rate (R) of the asphalt samples can be increased with the increase in fiber content, and the non-recoverable creep compliance (J nr ) can be reduced. In other words, the addition of modified bagasse fiber can inhibit the development of unrecoverable deformation of asphalt binder and improve the elastic recovery ability of asphalt.

Analysis of Linear Amplitude Scanning Test (LAS) Results
As shown in Figure 15, when the strain is 5%, the fatigue life of each asphalt sample decreases by 80-90% compared with that when the strain is 2.5%. The fatigue life of asphalt binder after long-term aging is reduced by 10~25% compared to that of asphalt binder after short-term aging, indicating that the fatigue life of asphalt can be reduced by increasing the strain and aging degree, and the change in strain has a more significant effect on fatigue life [8]. Modified bagasse fiber can improve the short-term and long-term fatigue resistance of asphalt in LAS testing, but the performance of the 2.5% strain is different from that of the 5% strain. Figure 15a shows the performance of the asphalt binder after short-term aging. Compared with base asphalt (B), under 2.5% strain, the fatigue life of Bn-570-0.5 treated with NaCl and Na2SO4 increases by 14,510 and 13,190, and the fatigue life of Bn-570-0.5 treated under 5% strain increases by 870 and 1090. Figure 15b shows the performance of asphalt binder after long-term aging. Compared with base asphalt (B), under 2.5% strain, the life of Bn-570-0.5 treated with NaCl and Na2SO4 increases by 15,240 and 16,230, and the life of Bn-570-0.5 treated with 5% strain increases by 1070 and 1440, respectively. The results show that the improvement in the fatigue life of Bn-570-0.5 under 5% strain is only 10% of that under 2.5% strain. That is, the greater the strain, the weaker the effect of fiber incorporation on improving the fatigue life of asphalt binder.
For the same amount of modified bagasse fiber, the erosion effect of the salt solution on the fatigue life of asphalt is greater than that of pure water. Taking Bn-570-0.3 in Figure  15a as an example, after short-term aging, compared with pure water, the fatigue lives under 2.5% strain and 5% strain are reduced by 1600 and 80 in NaCl, and by 2500 and 120 in Na2SO4. Similarly, after long-term aging, the fatigue lives under 2.5% strain and 5% strain are reduced by 1900 and 110 in NaCl, and by 2230 and 210 in Na2SO4. That is, salt solution erosion is more harmful to asphalt than pure water, and Na2SO4 in salt solution is more corrosive than NaCl, which has a greater impact on asphalt fatigue life. It is worth noting that, under the condition of short-term aging, the life gaps of B, Bn-570-0. The fatigue life test results and fatigue life models of the modified bagasse fiber asphalt mixture under different strain levels are given in Table 9. It can be seen that the fatigue life of the asphalt mixture decreases rapidly with the increase in strain, which is Modified bagasse fiber can improve the short-term and long-term fatigue resistance of asphalt in LAS testing, but the performance of the 2.5% strain is different from that of the 5% strain. Figure 15a shows the performance of the asphalt binder after short-term aging. Compared with base asphalt (B), under 2.5% strain, the fatigue life of B n-570-0.5 treated with NaCl and Na 2 SO 4 increases by 14,510 and 13,190, and the fatigue life of B n-570-0.5 treated under 5% strain increases by 870 and 1090. Figure 15b shows the performance of asphalt binder after long-term aging. Compared with base asphalt (B), under 2.5% strain, the life of B n-570-0.5 treated with NaCl and Na 2 SO 4 increases by 15,240 and 16,230, and the life of B n-570-0.5 treated with 5% strain increases by 1070 and 1440, respectively. The results show that the improvement in the fatigue life of B n-570-0.5 under 5% strain is only 10% of that under 2.5% strain. That is, the greater the strain, the weaker the effect of fiber incorporation on improving the fatigue life of asphalt binder.
For the same amount of modified bagasse fiber, the erosion effect of the salt solution on the fatigue life of asphalt is greater than that of pure water. Taking B n-570-0.3 in Figure 15a as an example, after short-term aging, compared with pure water, the fatigue lives under 2.5% strain and 5% strain are reduced by 1600 and 80 in NaCl, and by 2500 and 120 in Na 2 SO 4 . Similarly, after long-term aging, the fatigue lives under 2.5% strain and 5% strain are reduced by 1900 and 110 in NaCl, and by 2230 and 210 in Na 2 SO 4 . That is, salt solution erosion is more harmful to asphalt than pure water, and Na 2 SO 4 in salt solution is more corrosive than NaCl, which has a greater impact on asphalt fatigue life. It is worth noting that, under the condition of short-term aging, the life gaps of B, B n-570-0.2 , B n-570-0.3 , B n-570-0.4 , and B n-570-0.5 after NaCl and Na 2 SO 4 erosion under 2.5% strain are 2500, 2000, 1400, 700, and 500, and under 5% strain are 470, 430, 320, 130, and 120, respectively. Similarly, after long-term aging, the life differences under 2.5% strain are 2370, 2170, 1480, 670, and 490, and under 5% strain are 450, 210, 190, 100, and 70. The above difference indicates that the sensitivity of the asphalt binder to the two different salt solutions (NaCl and Na 2 SO 4 ) decreases with the increase in the content of modified bagasse fiber, and the difference is basically negligible when the content is >0.4%.

Four-Point Bending Fatigue Life Analysis of Modified Bagasse Fiber Asphalt Mixture
The fatigue life test results and fatigue life models of the modified bagasse fiber asphalt mixture under different strain levels are given in Table 9. It can be seen that the fatigue life of the asphalt mixture decreases rapidly with the increase in strain, which is similar to the change in the asphalt binder [45]. Taking NaCl as an example, the lives of B n-570-0.3 and B n-570-0.4 in N f-450 are 2.37 times and 11.65 times that of N f-750 , and 4.5 times and 13.2 times that of N f-1050 , respectively, because the increase in strain accelerates the growth of capillary cracks in the asphalt mixture. The stability between the asphalt binder and the aggregate is destroyed, resulting in the stiffness of the mixture rapidly decreasing to the failure condition (less than 50% of the original stiffness). In pure water, when the fiber content is greater than 0.3%, under high-strain conditions, such as N f-1050 , the fatigue life is only increased by about 10% on average for each 0.1% increase in fiber, and a similar situation also occurs in NaCl (increased by about 12% on average) and Na 2 SO 4 (increased by about 13% on average). Under low-strain conditions, such as N f-450 , when the fiber content exceeds 0.3%, the fatigue life increases by 22% in pure water, 20% in NaCl, and 22% in Na 2 SO 4 , on average, for each 0.1% increase in fiber content. This indicates that the high-strain condition reduces the effect of high-fiber-content asphalt on improving the fatigue life of the mixture. In addition, under the same fiber content and stress conditions, the order of the impact of the erosion environment on fatigue life is as follows: clean water < NaCl < Na 2 SO 4 , which means the erosion environment of Na 2 SO 4 causes the greatest damage to the asphalt mixture. The fatigue life growth rates are different at different fiber dosage stages. Taking The southern coastal areas of Guangdong have high average temperatures and heavy rainfall. High temperatures will soften the asphalt binder and produce a large number of microvoids. High humidity will make the moisture remaining between the asphalt mixture surface layer and the base layer slowly dip into the internal void of the asphalt binder, and cause some strong hydrophilic groups (-OH, -CHO, -COOH, -NH2, etc.) at the interfaces between asphalt and mineral, asphalt and modifier, etc., to be dissolved, absorbed, and lost via water, weakening the interface bonding force between the asphalt and the aggregate. This means that the stability of the combination of asphalt film and aggregate is reduced, the asphalt film peels off from the aggregate, and, ultimately, the overall strength of the pavement structure is reduced. In addition, under the repeated action of the dynamic load of the wheel, the water trapped in the pores of the asphalt mixture will continuously generate dynamic water pressure and vacuum re-compression suction, so that the water gradually permeates into the interface between the asphalt film and the aggregate, reducing their viscosity and gradually peeling the asphalt film from the aggregate, as well as causing multiple micro-cracks (such as the angular asphalt film of the aggregate covering a thin position) and constant expansion. Finally, diseases such as looseness, pushing, and rutting are caused.

Analysis of the Erosion Mechanism of Salt Solution on Asphalt Binder and Mixture
Under the erosion of the dry-wet cycle, inorganic salt produces crystallization with the evaporation of water, and crystals are coated on the surface of the aggregate, reducing the adhesion between the asphalt and the aggregate. In addition, after water evaporation, the volume of inorganic salt crystals expands, and the increased volume leads to expansion and cracking inside the asphalt mixture due to its limited void space. Under the combined action of the cyclic expansion pressure and the permeability pressure in the pores caused by the evaporation of high-temperature water, new micro-cracks will constantly develop inside the asphalt mixture. The increasing number of micro-cracks accelerates the intrusion of inorganic salts into the asphalt and aggregate interface, producing larger cracks, resulting in a vicious cycle. Table 10 shows the surface tension of each erosion solution, and the surface free energy of B n-570-0.4 . Through calculation, the comprehensive stripping work of the asphaltaggregate interface in various erosion environments is obtained. The relationships between the comprehensive stripping work of the sample and the asphalt film stripping ratio, and the comprehensive stripping work and the tensile strength of the asphalt film, both show a trend of synchronous monotonic change (shown in Figure 16). That is, the larger the comprehensive stripping work of the erosion environment, the smaller the stripping ratio of the asphalt film on the failure surface, and the higher the residual tensile strength of the asphalt-aggregate sample. Combined with the conventional physical and rheological properties of the asphalt binder, the fatigue life of the asphalt mixture, and comprehensive stripping work, the order of the erosion capacity is Na 2 SO 4 > NaCl > pure water. Bagasse fiber has a large specific surface area, which plays the role of absorbing asphalt, bridging aggregate, and strengthening the structure in the asphalt binder and the asphalt mixture. The addition of fiber reduces the migration degree of free asphalt in the asphalt mixture, increases the proportion of structural asphalt, and improves the overall strength and stability of the asphalt binder and the asphalt mixture. An alkali solution/silane coupling agent can more effectively decompose impurities such as hemicellulose and pectin in bagasse, increase the purity of cellulose, and weaken the hydrophilic ability of fiber, as well as improve the adsorption capacity of fiber by increasing the surface structure depth and gap. Nano-TiO2 can fill the microscopic defects of the asphalt binder, reduce its deterioration degree in a high-humidity salt environment, and improve the residual resistance to salt erosion after aging of the binder. Therefore, modified bagasse fiber combined with nano-TiO2 is feasible for enhancing the durability of the asphalt binder and mixture in a high-temperature and high-humidity salt environment.
Modified bagasse fiber has a stable state, which helps to reduce the amount of water and inorganic salt solution entering the asphalt film and aggregate interface through the existing gaps. However, according to the above test results, if the fiber content is too low (≤0.2%), it is relatively dispersed in the asphalt binder and mixture, and it cannot fully transfer the internal stress and play the role of reinforcement anchorage when subjected to external loads. When the content is 0.3-0.4%, the dispersion of the fiber is gradually improved, forming a uniformly bonded, dense mesh and playing the role of reinforced anchorage, helping the mixture to better diffuse the internal stress and inhibit the generation and expansion of micro-cracks (as shown in Figure 17). When the fiber content increased from 0.4% to 0.5%, some performance improvement rates began to slow down, indicating that, when the fiber content approached or exceeded the optimal content, the fiber could not be effectively distributed, the clumping rate increased, the clumped fiber formed a weak layer inside the asphalt mixture specimen, and the strengthening trend of "reinforcement" and "bridge" became slower (as shown in Figure 18). Although the growth rate of each index slowed down from 0.4% to 0.5%, the overall stability of 0.5% asphalt samples was still better than that at 0.4%. Bagasse fiber has a large specific surface area, which plays the role of absorbing asphalt, bridging aggregate, and strengthening the structure in the asphalt binder and the asphalt mixture. The addition of fiber reduces the migration degree of free asphalt in the asphalt mixture, increases the proportion of structural asphalt, and improves the overall strength and stability of the asphalt binder and the asphalt mixture. An alkali solution/silane coupling agent can more effectively decompose impurities such as hemicellulose and pectin in bagasse, increase the purity of cellulose, and weaken the hydrophilic ability of fiber, as well as improve the adsorption capacity of fiber by increasing the surface structure depth and gap. Nano-TiO 2 can fill the microscopic defects of the asphalt binder, reduce its deterioration degree in a high-humidity salt environment, and improve the residual resistance to salt erosion after aging of the binder. Therefore, modified bagasse fiber combined with nano-TiO 2 is feasible for enhancing the durability of the asphalt binder and mixture in a high-temperature and high-humidity salt environment.
Modified bagasse fiber has a stable state, which helps to reduce the amount of water and inorganic salt solution entering the asphalt film and aggregate interface through the existing gaps. However, according to the above test results, if the fiber content is too low (≤0.2%), it is relatively dispersed in the asphalt binder and mixture, and it cannot fully transfer the internal stress and play the role of reinforcement anchorage when subjected to external loads. When the content is 0.3-0.4%, the dispersion of the fiber is gradually improved, forming a uniformly bonded, dense mesh and playing the role of reinforced anchorage, helping the mixture to better diffuse the internal stress and inhibit the generation and expansion of micro-cracks (as shown in Figure 17). When the fiber content increased from 0.4% to 0.5%, some performance improvement rates began to slow down, indicating that, when the fiber content approached or exceeded the optimal content, the fiber could not be effectively distributed, the clumping rate increased, the clumped fiber formed a weak layer inside the asphalt mixture specimen, and the strengthening trend of "reinforcement" and "bridge" became slower (as shown in Figure 18). Although the growth rate of each index slowed down from 0.4% to 0.5%, the overall stability of 0.5% asphalt samples was still better than that at 0.4%.  Based on the above tests and analyses, it is recommended to adopt the scheme of 0.5% modified bagasse fiber to improve the asphalt binder in a high-temperature and high-humidity salt environment.

Conclusions
Based on the lack of durability of traditional asphalt pavement in a high-temperature and high-humidity salt environment, a modified bagasse fiber/nano-TiO2 asphalt improvement scheme was proposed. Firstly, the optimum modification method of bagasse fiber was determined via a series of performance tests and microscopic analysis. Secondly, the conventional physical properties and rheological properties of modified bagasse fiber asphalt in different erosion environments and different fiber contents were investigated, and the best improvement scheme for bagasse fiber in the worst erosion environment was determined. The results are as follows: 1. Compared with the sole use of NaOH, a NaOH/silane coupling agent can more effectively remove the surface impurities of the original bagasse fiber, increase the spe-  Based on the above tests and analyses, it is recommended to adopt the scheme of 0.5% modified bagasse fiber to improve the asphalt binder in a high-temperature and high-humidity salt environment.

Conclusions
Based on the lack of durability of traditional asphalt pavement in a high-temperature and high-humidity salt environment, a modified bagasse fiber/nano-TiO2 asphalt improvement scheme was proposed. Firstly, the optimum modification method of bagasse fiber was determined via a series of performance tests and microscopic analysis. Secondly, the conventional physical properties and rheological properties of modified bagasse fiber asphalt in different erosion environments and different fiber contents were investigated, and the best improvement scheme for bagasse fiber in the worst erosion environment was determined. The results are as follows: 1. Compared with the sole use of NaOH, a NaOH/silane coupling agent can more effectively remove the surface impurities of the original bagasse fiber, increase the spe- Based on the above tests and analyses, it is recommended to adopt the scheme of 0.5% modified bagasse fiber to improve the asphalt binder in a high-temperature and high-humidity salt environment.

Conclusions
Based on the lack of durability of traditional asphalt pavement in a high-temperature and high-humidity salt environment, a modified bagasse fiber/nano-TiO 2 asphalt improvement scheme was proposed. Firstly, the optimum modification method of bagasse fiber was determined via a series of performance tests and microscopic analysis. Secondly, the conventional physical properties and rheological properties of modified bagasse fiber asphalt in different erosion environments and different fiber contents were investigated, and the best improvement scheme for bagasse fiber in the worst erosion environment was determined. The results are as follows:

1.
Compared with the sole use of NaOH, a NaOH/silane coupling agent can more effectively remove the surface impurities of the original bagasse fiber, increase the specific surface area of the fiber and asphalt, and improve the stability of fiber and asphalt bonding. However, there is little difference in the improvement in the moisture absorption performance of bagasse fiber with different types of silane coupling agent.

2.
Compared with the silane coupling agents KH550 and KH590, bagasse fiber modified with NaOH combined with KH570 showed better high-temperature oil absorption and heat stability, as well as greater compatibility with base asphalt. 3.
The Na 2 SO 4 solution provides the worst erosion environment, and the order of erosion capacity is Na 2 SO 4 > NaCl > pure water. The increase in test temperature and modified fiber content can weaken the sensitivity of asphalt binder to different erosion environments.

4.
When the fiber content is less than 0.2%, a uniform and overlapping mesh structure cannot be formed in the asphalt binder, and the improvement effect is not obvious. When the fiber content is greater than 0.5%, the clumping rate will increase, and the clumped fiber will form a weak layer inside the asphalt mixture specimen, weakening the "reinforcement" and "bridging" roles. 5.
The 0.5% modified bagasse fiber/nano-TiO 2 asphalt binder and the mixture have the best effect in a high-temperature and high-humidity salt environment. In the worst erosion environment, the penetration, softening point, creep recovery rate R 3.2 , nonrecoverable creep compliance J nr3.2 , and PAV(5% strain)-fatigue life of B n-570-0.5 were increased by −16.9%, 37.5%, 37.95%, −27.86%, and 38.30%, respectively, compared with the base asphalt binder (B). In addition, the four-point flexural fatigue life of the B n-570-0.5 was 169.2% higher than that of the ordinary mixture without fiber. Institutional Review Board Statement: Not applicable.
Informed Consent Statement: Not applicable.

Data Availability Statement:
The data presented in this study are available on request from the corresponding author.