High water content material modified collapsible loess subgrade: concept and behaviour

High water content material modified collapsible loess subgrade: concept and behaviour | Research Square window.SnipcartSettings = { analytics: { enabled: false } }; (function() { var accessVector = localStorage.getItem('access_vector') || ''; window.dataLayer = window.dataLayer || []; if (accessVector) { window.dataLayer.push({ user: { profile: { profileInfo: { snid: accessVector } } } }); } })(); (function(w,d,s,l,i){w[l]=w[l]||[];w[l].push({'gtm.start':new Date().getTime(),event:'gtm.js'});var f=d.getElementsByTagName(s)[0],j=d.createElement(s),dl=l!='dataLayer'?'&l='+l:'';j.async=true;j.src='https://www.googletagmanager.com/gtm.js?id='+i+dl;f.parentNode.insertBefore(j,f);})(window,document,'script','dataLayer','GTM-K279D39R'); Browse Preprints In Review Journals COVID-19 Preprints AJE Video Bytes Research Tools Research Promotion AJE Professional Editing AJE Rubriq About Preprint Platform In Review Editorial Policies Our Team Advisory Board Help Center Sign In Submit a Preprint Cite Share Download PDF Article High water content material modified collapsible loess subgrade: concept and behaviour Xianwei Tang, Zizhao Zhang, Kai chen, Yuanchang liu, Yanyang Zhang, and 1 more This is a preprint; it has not been peer reviewed by a journal. https://doi.org/ 10.21203/rs.3.rs-6843403/v1 This work is licensed under a CC BY 4.0 License Status: Published Journal Publication published 23 Mar, 2026 Read the published version in Scientific Reports → Version 1 posted 12 You are reading this latest preprint version Abstract This paper proposed a conceptual material to construct the road subgrade, for which the high water content and quick setting material (e.g., high water material) is adopted to modify the collapsible loess. To verify the feasibility and easy-to-construct of this innovative construction material, a series of static tests were carried out to investigate the compressive and shear behaviour of high water content material modified Ili loess. The results demonstrate that the high-water rapid-setting material significantly enhances the early-stage strength of loess. Mechanical analysis revealed that the unconfined compressive strength (UCS) and elastic modulus peaked at a soil-to-binder ratio (S/C) of 3:1, decreasing with increasing water-to-binder ratio (W/C). Cohesion (c) declined as W/C increased, while the internal friction angle (φ) showed the most pronounced improvement at S/C = 3.0. SEM results confirmed that ettringite (AFt) and calcium silicate hydrate (C-S-H) gel are key contributors to strength enhancement, with NMR analysis indicating optimized S/C ratios reduce porosity. Water immersion tests identified the optimal mix ratio as W/C = 1:1 + S/C = 3:1, achieving a softening coefficient K = 0.89 and superior water resistance. An integrated engineering adaptation model was established by correlating mix parameters with mechanical properties, balancing strength and cost-effectiveness. that is, the high-water material demonstrate effective improvement of collapsible loess, significantly enhancing its engineering performance and validating its suitability for loess subgrade construction. Earth and environmental sciences/Solid earth sciences/Geology/Economic geology Physical sciences/Materials science/Structural materials high water content material road subgrade collapsible loess modification technique mechanical properties Figures Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Figure 12 Figure 13 Figure 14 Figure 15 Figure 16 Figure 17 Figure 18 1 INTRODUCTION The soil strength is a critical factor affecting the stability and integrity of the road subgrades [ 1 – 3 ] . Common approaches to treat soft soil subgrades include the physical, chemical, and microbial methods [ 4 – 6 ] . Physical methods involve the foundation reinforcement [ 7 – 9 ] , drainage consolidation [ 10 – 11 ] , and vibration compaction [ 12 ] . Chemical methods typically use materials such as fly ash, lime, or cement [ 13 – 15 ] , among which the cement modification is the most common technique. In many practical projects, the cement is often selected to improve the loess subgrades [ 16 – 17 ] . However, long-term experience shows that strict control of water content and curing time is necessary to achieve the desired strength when the cement is adopted for modification and treatment [ 18 – 19 ] . The Ili River Valley, shaped by unique landforms and influenced by Atlantic moisture, receives an annual precipitation of about 600 mm. Because that the strong sunlight causes an annual evaporation capacity of 1300–2000 mm, the value of which is more than twice the precipitation [ 20 – 21 ] . As a result, the fluctuated moisture content of Ili loess generally causes the development of cracks, resulting in the swelling and shrinkage deformations. The specific mechanical properties of the Ili loess threaten the stability of foundation settlement and road sbugrades. To overcome the aforementioned limitations of the use of Portland cement in modified the Ili loess, a novel high-water quick-setting material developed for underground mines was introduced into the construction of road sbugrades within the Ili River Valley. Characterized by early initial setting and high early strength, the high water content material is a two-component powder [ 22 – 24 ] . the one-component slurry can keep flowable within 24 hours, however, it will be quickly set and harden once two components slurry are mixed together. Due to the high water-to-binder ratio and the quick setting process, it is generally termed as the high water content material [ 25 – 27 ] . Attributed to its high-water content, the material is believed to be the first choice for these soft soils with high moisture content. Additionally, the “quick-setting” characteristic allows the mixture of high water content material and soft soils to gain strength in a short time. The optimal mix ratio can be adjusted based on geological and transport conditions [ 28 – 29 ] . These materials typically set within 3–30 minutes, begin to develop strength within 0.5–1.0 hours, and can achieve approximately 95% of their 28-day unconfined compressive strength (UCS) within the first 7 days [ 30 ] . Previous studies also demonstrated the significant plasticity and continued strength development of high water content material. Microscopic analysis shows that the internal structure of these materials forms a porous, network-like framework, allowing substantial deformation under compression [ 31 – 32 ] . As the material nears failure under compression, a significant amount of water is expelled, leading to lateral shrinkage rather than expansion [ 33 – 34 ] . With ongoing advancements in materials and techniques, high water content material have become an area of increasing focus in China’s mining industry [ 35 – 37 ] . Extensive laboratory and field studies have established reasonable mix ratios for filling materials, clarified the hydration and hardening mechanisms of high water content material, and identified the optimal water-to-binder ratios, mixing proportions, and curing conditions that enhance material performance and durability [ 38 – 40 ] . These studies have provided a foundation for the design, preparation, and application of high water content material. However, the optimal soil-to-binder ratio, water-to-binder ratio, as well as the microstructural characteristics of loess mixed with these materials are still unclear. In the present research, the concept of the innovative modification technique with the application of high water content material was proposed to construct the road subgrade. Based on the laboratory investigation in terms of the mechanical properties of the plain Ili loess, the effects of different water-to-binder and soil-to-binder ratios under various loading rates was evaluated for these modified loess samples under the uniaxial compression. In parallel, the direct shear tests were carried to analyze changes in the shear strength, cohesion (τ), and internal friction angle (φ). Finally, the scanning electron microscope (SEM) analysis was performed to examine the impact of the material on the microstructure of loess. 2 EXPERIMENTAL TESTING 2.1. Experimental materials The materials used in the experiments include high-water quick-setting material, Ili loess, and water. The loess samples were collected from the roadside of National Highway 218 in Xinyuan County, Ili region. To minimize potential disturbances from surface-decomposing plants and other environmental factors, the samples were obtained from a 5-meter range along the roadside at a depth of 2 meters. The loess in this area is pale yellow and has a relatively high natural moisture content, as shown in Figure 1. After collection, the samples were quickly transported to the laboratory. The protective film around the samples was removed, and basic physical properties were measured. The results of these measurements are provided in Table 1. The dried loess samples were sieved through a 2 mm mesh, and the particle size distribution was analyzed using a laser particle size analyzer. The experimental data were recorded, and average values were calculated, as shown in Figure 2. The high-water quick-setting material used in this study was independently developed by the China University of Mining and Technology. It consists of two components, labeled A and B. Component A is primarily composed of bauxite, gypsum, and other independently fired materials combined with a super-retarded dispersant. Component B contains gypsum, lime, and a composite rapid-setting early-strength agent, along with a suspending dispersant. The components are mixed in a 1:1 ratio, and the particle size distribution is illustrated in Figure 2. X-ray fluorescence (XRF) analysis was performed on the high-water quick-setting material, with the results shown in Table 2. 2.2. Sample Preparation Based on the determination of fundamental physical parameters, to eliminate interference from variations in compaction degree on strength results and mitigate the masking of true improvement effects caused by moisture content fluctuations, the maximum dry density and optimal moisture content of the loess were selected as the basis for sample preparation. Detailed procedures are illustrated in Figure 3, with specific steps as follows: (a) Loess with a moisture content of 17.4% was prepared and sealed for storage; (b) Pre-weighed loess and high-water rapid-setting material were poured into a basin and mixed for 5 minutes to ensure homogeneity. A predetermined volume of water was then added to the mixture, followed by another 5 minutes of mixing; (c) The mixture was divided into three equal portions. Each portion was sequentially poured into a mold. After each addition, the mixture was compacted by vibrating the mold vertically 40 times. Once fully loaded, the upper and lower surfaces of the sample were leveled using a scraper, and the sample was wrapped with plastic film for preservation;(d) All specimens were cured at room temperature for 24 h. 2.3. Experimental apparatus In this study, unconfined compressive strength (UCS) tests were conducted using the STK.WCX-Ⅱ unconfined compressive strength testing machine, illustrated in Figure 4(a). The equipment includes a pressure application system, lifting mechanism, displacement gauge, and an automatic data acquisition system. It offers a pressure application precision of 0.3% and a displacement accuracy of 0.01 mm. The machine features automatic loading and unloading and is integrated with an automated data collection system connected via STECLAB software, which allows for the setting of experimental parameters and the control of the loading rate. The UCS test specimens were cylindrical, with a diameter of 39.1 mm and a height of 80 mm. A ZJ-2 strain-controlled direct shear apparatus was used for the direct shear test. The apparatus comprises a pushing base, shear box, force measurement ring, lever pressure system, and loading/unloading components. A photo of the direct shear apparatus is presented in Figure 4(b). 2.4. Experimental design Unconfined compressive strength (UCS) and direct shear tests were conducted in accordance with the Test Methods of Soils for Highway Engineering (JTG 3430—2020). Given the rapid early hydration characteristics of the high-water rapid-setting material (initial setting within 20 min after water mixing, with 24 h strength reaching 60%–80% of the 7-day strength), all specimens were tested at a curing age of 24 h. 1. Unconfined Compressive Strength Test As outlined in Table 3, a three-factor, three-level orthogonal experimental design was adopted for the UCS tests. The factors included water-to-binder ratio (A), soil-to-binder ratio (B), and loading rate (C). Water-to-binder ratio (A): Levels were set as A1 = 1:1, A2 = 1.5:1, and A3 = 2.0:1 (mass ratios). Lower ratios were used to evaluate hydration efficiency and hardened strength under limited water conditions, while higher ratios simulated material stability and consolidation performance in water-rich environments. Soil-to-binder ratio (B): Levels were B1 = 2.0:1, B2 = 3.0:1, and B3 = 6.0:1 (mass ratios). These ratios aimed to balance cost-effectiveness and performance, with comparative tests identifying the optimal dosage range for achieving targeted improvement while minimizing costs. Loading rate (C): Levels were C1 = 0.5 mm/min, C2 = 1.0 mm/min, and C3 = 2.0 mm/min. Varying loading rates enabled comprehensive assessment of the material’s mechanical behavior under diverse operational conditions. Fracture pattern analysis further elucidated deformation and failure mechanisms. 2. Direct Shear Test Quick shear tests were performed on specimens with identical mix proportions to those used in UCS tests. A shear rate of 0.8 mm/min was applied, with shear displacement monitored via dial gauge readings. The test was terminated when the horizontal load stabilized or shear deformation exhibited abrupt acceleration, indicating specimen failure. The experimental framework is summarized in Figure 5. Table 3. Orthogonal experimental design for unconfined compression test Sample group number Control variables Sample combination number Water-to-binder ratio(A) Soil-to-binder ratio(B) Loading rate(C) Mm/min 1 1 1 1 A 1 B 1 C 1 2 1 2 2 A 1 B 2 C 2 3 1 3 3 A 1 B 3 C 3 4 2 1 2 A 2 B 1 C 2 5 2 2 3 A 2 B 2 C 3 6 2 3 1 A 2 B 3 C 1 7 3 1 3 A 3 B 1 C 3 8 3 2 1 A 3 B 2 C 1 9 3 3 2 A 3 B 3 C 2 3 RESULTS ANALYSIS 3.1. Compressive behaviour of high water content material modified loess 3.1.1. Failure mode The failure process of high-water rapid-setting material-modified loess under vertical loading exhibits distinct stage-dependent characteristics (Fig. 6 ). Initially, a compaction stage dominates, where the rapidly formed cementation network effectively resists deformation through its skeletal structure. Subsequently, the material transitions to an elastic deformation stage, where the binding network restricts lateral expansion but induces localized microcracks. With increasing load, brittle failure characteristics emerge, marked by vertically penetrating primary cracks along the maximum shear stress plane. Ultimately, the specimen fails via a classic columnar splitting pattern. This “strong initial cementation – late-stage brittle failure” behavior arises from the rigid cementation structure formed rapidly by the high-water rapid-setting material. While this structure provides high early-stage strength, it concurrently reduces material ductility, leading to stress concentration and sudden catastrophic failure under critical loading conditions. 3.1.2 Compressive Strength Analysis 3.1.2.1 Stress-Strain Curve Evolution Unconfined compressive strength (UCS) parameters of loess under varying conditions, derived from stress-strain curve analysis (Fig. 7), are summarized in Table 4 . Both peak strength and elastic modulus decreased with increasing water-to-binder ratio, while the elastic modulus exhibited a positive correlation with compressive strength, accounting for approximately 58% of the peak strength—consistent with typical geomechanical behavior of soil-rock materials. At identical water-to-binder ratios, the ranking of peak strength and elastic modulus followed: soil-to-binder ratio of 3:1 > 2:1 > 6:1. Higher elastic modulus indicates greater stiffness and enhanced resistance to elastic deformation, while peak strength reflects the maximum stress sustained before failure, with larger values signifying superior load-bearing capacity. Post-failure residual strength was evident across all specimens, with the A1B1C1 group exhibiting the highest residual strength. This demonstrates that high-water rapid-setting material-modified loess retains measurable load-bearing capacity even after failure, where higher residual stress values correlate with greater post-damage structural integrity. Notably, residual strength decreased progressively with increases in both water-to-binder and soil-to-binder ratios. An analysis of the stress-strain curves for each sample under different experimental conditions is presented in Fig. 7. The unconfined compressive strength tests revealed that all loess samples mixed with high-water quick-setting material displayed a clear peak in the stress-strain curve under unconfined conditions, which is consistent with previous studies [ 41 – 43 ] . Failure occurred at relatively low strain values (ε < 3%). The stress-strain curves can be divided into four stages. Initially, during the loading and compaction stage, the curve is concave or nearly linear. This stage corresponds to the initial contact between the upper loading plate and the sample, during which the sample is gradually compacted. As the load is applied, the internal voids of the sample are compressed, causing the pore size and the overall volume of the soil to decrease. The next stage is elastic deformation, where the curve becomes linear, and strain increases continuously. 3.1.3. Parametric analysis 3.1.3.1 Effect of water-to-binder ratio As shown in Fig. 7, the addition of high-water quick-setting material significantly enhances the unconfined compressive strength of loess. The effects of different water-to-binder ratios while keeping the soil-to-binder ratio constant are as follows:For a soil-to-binder ratio of 2.0, the unconfined compressive strength of the loess sample with a water-to-binder ratio of 1.0 (experiment A 1 B 1 C 1 ) reached 3486.3 kPa. The sample with a water-to-binder ratio of 1.5 (experiment A 2 B 1 C 2 ) exhibited a lower strength of 1852.2 kPa, a 46.6% decrease compared to A 1 B 1 C 1 . The sample with a water-to-binder ratio of 2.0 (experiment A 3 B 1 C 3 ) showed an even greater reduction to 1294.9 kPa, a 62.9% decrease from A 1 B 1 C 1 . At a soil-to-binder ratio of 3.0, the unconfined compressive strength reached its peak value of 3717.5 kPa in experiment A 1 B 2 C 2 , marking nearly a 100-fold increase compared to pure loess without high-water quick-setting material. In contrast, the strength of A 2 B 2 C 3 dropped to 2043.3 kPa, a reduction of 45%, and further decreased to 1294.9 kPa in A 3 B 2 C 1 , a 65.2% drop compared to A 1 B 2 C 3 . At a soil-to-binder ratio of 6.0, the highest unconfined compressive strength was observed in experiment A 1 B 3 C 3 (1654.1 kPa). However, this value decreased by 36.6% in A 2 B 3 C 1 (1049.2 kPa) and further dropped to 974.9 kPa in A 3 B 3 C 2 , the lowest value among all groups, representing a 41.1% reduction compared to A 1 B 3 C 3 . These results show that as the water-to-binder ratio increases, the unconfined compressive strength of loess decreases. Specifically, the optimal water-to-binder ratio for enhancing compressive strength is 1.0, followed by 1.5 and 2.0. The increased water-to-binder ratio improves the sample's plasticity as the added moisture fills the voids created by the hydration of high water content material. While the loess still fails after reaching its peak strength, it retains some unconfined compressive strength post-failure, exhibiting irreversible brittle failure [ 44 – 45 ] . 3.1.3.2 Effect of soil-to-binder ratio Figure 7 also illustrates the impact of different soil-to-binder ratios on unconfined compressive strength while keeping the water-to-binder ratio constant. At a water-to-binder ratio of 1.0, the unconfined compressive strength for the sample with a soil-to-binder ratio of 3.0 (experiment A 1 B 2 C 2 ) was 3717.5 kPa, the highest among all groups. The sample with a soil-to-binder ratio of 2.0 (experiment A 1 B 1 C 1 ) showed a strength of 3486.3 kPa, a 6.2% decrease. The strength for a soil-to-binder ratio of 6.0 (experiment A 1 B 3 C 3 ) decreased significantly to 1654.1 kPa, a 55.5% reduction compared to A 1 B 2 C 2 . At a water-to-binder ratio of 1.5, the unconfined compressive strength for A 2 B 2 C 3 was 2043.3 kPa, while A 2 B 1 C 2 showed a decrease to 1852.2 kPa, a 9.4% reduction. The strength for A 2 B 3 C 1 dropped substantially to 1294.9 kPa, a 48.7% decrease compared to A 2 B 2 C 3 . At a water-to-binder ratio of 2.0, the highest unconfined compressive strength of 1294.9 kPa was observed in A 3 B 2 C 1 . A 3 B 1 C 3 exhibited 1203.6 kPa, a 7.1% decrease, and A 3 B 3 C 2 further dropped to 974.9 kPa, a 24.7% reduction compared to A 3 B 2 C 1 . Comparing the effects of different soil-to-binder ratios, it is clear that, for a constant water-to-binder ratio, the compressive strength is highest for a soil-to-binder ratio of 3.0, followed by 2.0 and lowest for 6.0. The strength reduction between soil-to-binder ratios of 2.0 and 3.0 is relatively minor (6.2%-9.4%), but when the ratio increases to 6.0, the reduction is much more significant (24.7%-55.5%). Thus, the optimal order of soil-to-binder ratios influencing compressive strength is 3.0 > 2.0 > 6.0. 3.1.3.3 Effect of loading speeds Highway subgrades experience significant variations in loading rates during construction and operation, ranging from rapid dynamic loads (e.g., traffic and impact loads) to slow static loads (e.g., self-weight of fill soil and permanent structural loads). To accurately capture the mechanical response of soil under realistic conditions, three loading rates (0.5, 1.0, and 2.0 mm/min) were selected in accordance with the Test Methods of Soils for Highway Engineering (JTG 3430—2020), simulating strength characteristics under different stress application rates.Given the orthogonal experimental design, potential interference from imperfectly controlled water-to-binder and soil-to-binder ratios was addressed by grouping data by loading rate and calculating the average unconfined compressive strength (UCS) for each group to mitigate specimen-specific variability (Table 5 ). The results revealed a non-monotonic relationship between loading rate and UCS: strength initially increased by 12.3% as the rate rose from 0.5 to 1.0 mm/min, peaking at 1.0 mm/min, followed by a sharp decline of 25.1% when the rate further increased to 2.0 mm/min. This trend is attributed to optimal stress distribution at moderate rates (1.0 mm/min), whereas higher rates (2.0 mm/min) likely induced localized failure due to insufficient time for internal stress redistribution, and lower rates (0.5 mm/min) allowed partial stress relaxation. To isolate the independent influence of loading rate, future studies should fix water-to-binder and soil-to-binder ratios while testing additional rate gradients. 3.1.4 Sensitivity analysis 3.1.4.1 Range Analysis As shown in Fig. 9 and Table 4 , range analysis was employed to rank their sensitivity and evaluate optimal mix ratios (Fig. 8 , Table 6 ), aiming at quantifying the relative influence of key factors on compressive strength. As indicated by the range analysis principle, a larger R value (range) corresponds to a greater overall impact on experimental outcomes—specifically, unconfined compressive strength (UCS) [46]. The factors were prioritized in the following order: water-to-binder ratio > soil-to-binder ratio > loading rate. Table 4 Range analysis table of unconfined compressive strength Item Level Water-to-binder ratio Soil-to-binder ratio Loading rate K Value 1 8857.9 6542.1 5830.4 2 4944.7 7055.7 4901 3 3473.4 3678.2 6544.6 K avg Value 1 2952.63 2180.7 1943.47 2 1648.23 2351.9 1633.67 3 1157.8 1226.07 2181.53 Bes Level 1 2 3 R 1794.83 1125.83 547.86 Number of levels 3 3 3 Repeats per level r 3 3 3 Comparison of mean UCS values across factor levels revealed the optimal design combination as A1B2C2, corresponding to a water-to-binder ratio of 1.0, soil-to-binder ratio of 3.0, and loading rate of 1.0 mm/min. Under these conditions, the high-water rapid-setting material demonstrated maximal efficacy in enhancing loess compressive strength. In range analysis, a larger R-value indicates a greater impact on the entire experiment, meaning a stronger effect on unconfined compressive strength [ 46 ] . The ranking of the factors based on their influence on compressive strength is as follows: water-to-binder ratio > soil-to-binder ratio > loading rate. Comparing the average values at different levels of each factor reveals that the optimal design combination—based on unconfined compressive strength as the evaluation index—is A 1 B 2 C 2 . This combination corresponds to the best enhancement of loess compressive strength when the water-to-binder ratio is 1.0, the soil-to-binder ratio is 3.0, and the loading rate is 1.0 mm/min. 3.1.4.2 Analysis of variance While range analysis provides an intuitive and quantitative determination of the primary effects of factors on physical and mechanical properties, it may have some errors and cannot precisely estimate the influence of each factor [ 47 – 48 ] . Variance analysis helps to address this limitation by conducting significance tests [ 49 ] . Based on the unconfined compressive strength peak results in Fig. 3 , a variance analysis was performed, as shown in Table 5 . As can be seen from Fig. 10 and Table 5 , the three-factor variance analysis (water-to-binder ratio, soil-to-binder ratio, and loading rate) reveals the following:The water-to-binder ratio did not show significant effects (F = 10.206, p = 0.089 > 0.05), indicating no significant variation in unconfined compressive strength. The soil-to-binder ratio also showed no significant effect (F = 4.364, p = 0.186 > 0.05), indicating no significant impact on unconfined compressive strength. The loading rate was not significant either (F = 0.895, p = 0.528 > 0.05), meaning it does not significantly affect unconfined compressive strength. The F ratio is indicative of the level of influence each factor has on the experiment, with higher F ratios corresponding to greater impact. Therefore, the factors can be ranked based on their F ratios. Table 5. Variance analysis results for unconfined compressive strength Source of variation Sum of squares df Mean square F p Intercept 33162241.78 1 33162241.78 131.093 0.008** Water-to-binder ratio 5163410.909 2 2581705.454 10.206 0.089 Soil-to-binder ratio 2208134.936 2 1104067.468 4.364 0.186 Loading rate 452809.662 2 226404.831 0.895 0.528 Residual 505932.816 2 252966.408 Note： R 2 =0.939 * p <0.05** p soil-to-binder ratio > loading rate. This result is consistent with the range analysis findings in Table 4. Based on this analysis, the optimal mix for achieving maximum unconfined compressive strength is determined by selecting the factor levels that correspond to the highest compressive strength: a water-to-binder ratio of 1.0, a soil-to-binder ratio of 3.0, and a loading rate of 1.0 mm/min. 3.2. Shear behaviour of high water content material modified loess 3.2.1. General observation Direct shear tests demonstrated that the incorporation of high-water rapid-setting materials significantly enhanced the shear strength of loess, with all specimens exhibiting typical brittle shear failure. Representative stress-displacement curves (Figure 10) revealed a marked increase in shear strength with rising confining pressure. Within the tested confining pressure range (100–400 kPa), strength growth followed the Mohr-Coulomb strength theory, indicating enhanced stability of the cementation network under elevated pressures. The curves displayed sharp stress peaks followed by abrupt post-peak softening, with failure displacements confined to 2–4 mm. This rapid stress drop signifies sudden fracture of the cementation network. Mechanistically, hydration products such as ettringite (AFt) and aluminum hydroxide gel (AH3) generated by the high-water rapid-setting material filled pores and cemented loess particles into a rigid skeletal structure. This framework restricts particle displacement, forcing energy release through sudden crack propagation rather than plastic slippage. Figure 11 presents the fitted shear strength curves. The shear strength parameters (cohesion c and internal friction angle φ) were calculated using Coulomb’s formula, τf = c + σtanφ, where τf is the shear strength, c is the cohesion, σ is the vertical stress, and φ is the internal friction angle. The shear strength indicators were obtained from the shear strength fitting curves, where the y-intercept corresponds to cohesion (τ), and the slope represents the internal friction angle (φ) [50-52] . As shown in the graph, experimental group A 1 B 1 C 1 has the highest cohesion, while A 2 B 3 C 1 has the lowest. The cohesion values increase by 14.6 times and 2.7 times, respectively, compared to pure loess. This is because, in group A 1 B 1 C 1 , the soil-to-binder ratio is 2.0. The higher the amount of high-water quick-setting material added to the loess, the more cementitious substances are formed within the soil. These substances create interlocking structures between adjacent soil particles, enhancing the interaction forces and, ultimately, the shear strength. 3.2.2. Parametric analysis 3.2.2.1 Effect on cohesion Based on Figure 11, by controlling the water-to-binder ratio and analyzing the soil-to-binder ratio as a single factor, the following observations were made:When the water-to-binder ratio is 1.0, the cohesion values for A 1 B 1 C 1 , A 1 B 2 C 2 , and A 1 B 3 C 3 are 629.07, 478.32, and 429.34 kPa, respectively. These values decrease by 23.96% and 31.75% compared to the maximum value under the same conditions. With a water-to-binder ratio of 1.5, the cohesion values for A 2 B 1 C 2 , A 2 B 2 C 3 , and A 2 B 3 C 1 are 391.585, 259.355, and 178.145 kPa, showing a reduction of 33.76% and 54.5% compared to the maximum value. This reduction is more significant than when the water-to-binder ratio is 1.0. At a water-to-binder ratio of 2.0, the cohesion values for A 3 B 1 C 3 , A 3 B 2 C 1 , and A 3 B 3 C 2 are 375.39, 265.51, and 270.7 kPa, representing reductions of 29.3% and 27.9%, respectively. These results indicate that loess with a soil-to-binder ratio of 2.0 has significantly higher cohesion than when the soil-to-binder ratio is 3.0 or 6.0. Additionally, cohesion decreases as the soil-to-binder ratio increases. In other words, adding more high-water quick-setting material increases the cohesion. This is because the shear strength (τ) of the soil is composed of frictional strength (σtanφ) and cohesive strength (c), with cohesion playing the largest role in shear strength due to the cementitious material's influence. The addition of high-water quick-setting material enhances cohesion by forming a dense, stable structure within the soil, which strengthens the shear resistance. When analyzing the cohesion at different water-to-binder ratios for the same soil-to-binder ratio, the following trends were observed: For a soil-to-binder ratio of 2.0, the cohesion values for A 1 B 1 C 1 , A 2 B 1 C 2 , and A 3 B 1 C 3 are 629.07, 391.585, and 375.39 kPa, respectively, with reductions of 37.75% and 40.32% compared to the maximum value under the same conditions. For a soil-to-binder ratio of 3.0, the cohesion values for A 1 B 2 C 2 , A 2 B 2 C 3 , and A 3 B 2 C 1 are 478.32, 259.335, and 265.51 kPa, respectively, with reductions of 45.78% and 44.49%. For a soil-to-binder ratio of 6.0, the cohesion values for A 1 B 3 C 3 , A 2 B 3 C 1 , and A 3 B 3 C 2 are 424.34, 178.145, and 270.7 kPa, respectively, with reductions of 58.02% and 36.2%. In summary, the cohesion value is significantly higher at a water-to-binder ratio of 1.0. As the water-to-binder ratio increases, moisture content within the soil also increases, leading to more water between soil particles and in the pores. This reduces cohesion, making the soil more susceptible to shear failure under lateral shear forces. 3.2.2.2 Effect on the internal friction angle The internal friction angle is a critical parameter for soil shear strength. It is influenced by factors such as the soil's initial porosity, particle shape, particle gradation, and surface roughness [53] . As shown in Figure 11, the internal friction angle of pure loess without additives is 14.33°. After the addition of high-water quick-setting material, the internal friction angle increases significantly, reaching a maximum of 44.68°, an increase of 211.8%. The minimum increase is to 23.72°, an improvement of 65.5%. This enhancement occurs because the addition of water and high-water quick-setting material triggers a hydration reaction in the loess. This reaction results in the formation of cementitious substances with irregular shapes (such as rod-like, prismatic, and flaky forms) on the surface of the soil particles. These substances increase the number of contact points between particles, leading to a higher overall density and stronger interlocking forces, which, in turn, enhance the cementing effect. The internal friction angle for each experimental group was calculated using the slope of the shear strength fitting curves and Coulomb's formula. The results are as follows:At a water-to-binder ratio of 1.0, the maximum internal friction angle for A 1 B 2 C 2 is 41.98°, while the angles for A 1 B 1 C 1 and A 1 B 3 C 3 are 27.36° and 23.72°, respectively. At a water-to-binder ratio of 1.5, the maximum internal friction angle for A 2 B 2 C 3 is 44.68°, with angles for A 2 B 1 C 2 and A 2 B 3 C 1 of 43.11° and 39.22°, respectively. At a water-to-binder ratio of 2.0, the maximum internal friction angle for A 3 B 2 C 1 is 41.74°, while A 3 B 1 C 3 and A 3 B 3 C 2 have angles of 32.48° and 24.63°, respectively. From these results, it is evident that, for a fixed water-to-binder ratio, a soil-to-binder ratio of 3.0 produces the most significant increase in the internal friction angle of loess, followed by a soil-to-binder ratio of 2.0. For a fixed soil-to-binder ratio, a water-to-binder ratio of 1.5 results in the best improvement in the internal friction angle of loess. 3.3. Effect of high water content material on the microstructure of loess 3.3.1 SEM analysis The microstructure of a material directly influences its macroscopic properties [54-55] . The macroscopic performance of materials is fundamentally governed by their microstructure [54, 55]. As shown in Figure 12D1 (2000× magnification), unmodified loess exhibits heterogeneous interparticle pores and distinct structural units. The soil matrix comprises granular particles and aggregates, where silt- to sand-sized particles form a skeletal framework, with finer clay-sized particles acting as cementing agents between larger grains. These aggregates demonstrate two primary structural configurations: Type I: Coarse silt particles form a rigid skeleton, with angular to subangular fragments (blocky or platy morphology) interconnected by clay minerals and detrital fines. Type II: Clay-dominated agglomerates lacking distinct granularity, consolidated by soluble salts, carbonates, or amorphous oxides. Three pore types dominate the microstructure: (a) skeletal pores (formed between coarse framework particles), the interlocked pores (within densely packed fine aggregates) and the cementation pores (at clay-mineral bonding interfaces). This hierarchical pore-grain architecture directly influences mechanical and hydraulic properties, with skeletal pores governing permeability and cementation interfaces dictating cohesive strength. As shown in Figure 12 (A1–C3), 6000× magnification micrographs of high-water rapid-setting material-modified loess reveal abundant acicular, columnar, and amorphous cementitious phases. The mechanical enhancement arises from chemical reactions among CaO, SiO₂, and Al 2 O₃ in the binder system, as detailed below: These products collectively establish a "needle-gel-plate" hierarchical microstructure, where AFt crystals bridge macropores, C-S-H gels densify mesopores, and AH3/CH optimize nanoscale interfaces [56, 57]. As illustrated in Figure 13, the mechanical improvement of loess by the high-water rapid-setting material is attributed to the synergistic effects of three key hydration products: (a) Ettringite (AFt), which forms an early-strength skeletal framework through its acicular and columnar crystal morphology. Its expansive properties effectively fill macropores and mitigate shrinkage; (b) the calcium silicate hydrate (C-S-H) gel which enhances long-term strength via nm-level cementation, concurrently improving impermeability and toughness; and the aluminum hydroxide (AH 3 ) gel, the main effect of which is to facilitates supplementary cementation and provides aluminum sources for AFt formation. The water-to-binder ratio critically governs hydration kinetics, ettringite (AFt) crystal growth, and the porosity/density of the cementation network, directly influencing macroscopic strength [58]. SEM analysis revealed that increasing the water-to-binder ratio accelerated hydration rates but reduced AFt abundance while promoting fragile aluminum hydroxide (AH3) gel formation. As shown in Figure 12A3–B1, AFt crystals transitioned from robust, elongated columns (low water-to-binder ratios) to slender, fragmented needles (high ratios), accompanied by increased porosity and water retention. This microstructural coarsening explains the decline in compressive strength at elevated water-to-binder ratios. As illustrated in Figure 12C1–C3, lower soil-to-binder ratios (e.g., 2.0:1) significantly enhanced AFt proliferation and spatial dominance. Specimens like A1B1C1 exhibited densely interlocked AFt networks-rregular columns and needles bridging soil particles and filling pores (Figure 12b–d). The crystal entanglement restricted particle displacement, while the AFt growth reduced void volume, enhancing compactness. During this period, free water was rapidly converted to crystalline water within AFt or trapped as non-bound water in gel pores, enabling rapid setting.the high early strength of the material stems from this AFt-driven framework, where capillary forces stabilize non-bound water within the nanostructured matrix. This water acts as a “binding-plasticizing” agent, maintaining material stability without compromising rigidity [59–62]. 3.3.2 NMR analysis 3.3.2.1 Principles and Methodology Nuclear Magnetic Resonance (NMR) is an analytical technique based on the magnetic properties of atomic nuclei, with hydrogen nuclei (1H) being the most commonly studied due to their high abundance, sensitivity, and structural relevance [63]. The principle relies on the precession of hydrogen nuclei in an external magnetic field, generating detectable signals. In soil systems, hydrogen nuclei primarily reside in pore water, where the transverse relaxation time (T₂) correlates with pore size, shape, and connectivity. Thus, T₂ distribution analysis enables inference of soil pore structure [64]. In this study, 1H NMR was employed to characterize the relaxation behavior of pore water in high-water rapid-setting material-modified loess, focusing on pore structure distribution and quantification. Specimens identical in mix proportions and dimensions to those used in unconfined compressive strength tests were water-saturated for 24 h prior to NMR measurements (experimental setup illustrated in Figure 14). The specimens were vacuum-saturated to evacuate air from pores, followed by water infusion under sustained vacuum to ensure maximal pore-filling. This protocol guarantees that the T₂ spectrum accurately reflects the full pore structure. The relationship between relaxation time and pore structure for modified loess is expressed as: 3.3.2.2 T₂ Spectrum Distribution Analysis of Figure 15 reveals distinct primary peaks in the T₂ distribution curves for all nine experimental groups, with high amplitudes concentrated in the 1–10 ms range. Figure 15a exhibits a single dominant peak, while Figures 15b and 15c display bimodal distributions. For the first peak, there is a smaller amplitude (1,977.92–4,226.36) within 0.01–0.43 ms, while the Larger amplitude (68,179.3–132,584.05) spanning 0.43–24.77 ms was found from the second peak. These bimodal features reflect pore connectivity in the soil. The horizontal axis (proportional to pore size) and vertical axis (signal amplitude, representing pore quantity) define the curves, with the total area under the curve corresponding to porosity. Amplifies peak amplitudes and integrated curve areas with the increased water-to-binder ratio. when the soil-to-binder ratio (at fixed water-to-binder ratios) was increased, the peak amplitudes, integrated areas, and maximum curve values experienced the decrease. 3.3.2.3 T₂ Spectrum Distribution According to nuclear magnetic resonance (NMR) principles, the total area under each inverted T₂ curve represents the relative water content of the specimen, allowing the determination of pore volume in porous media through water volume calculations. The peak areas in Figure 15 were analyzed using Origin software, as illustrated in Figure 16. The T₂ spectrum areas under different mix ratios followed the descending order: water-to-binder ratio (2:1 > 1.5:1 > 1:1) and soil-to-binder ratio (2:1 > 3:1 > 6:1). This indicates that higher water-to-binder ratios increase pore quantity and porosity in loess, while higher soil-to-binder ratios reduce porosity. Specimen A1B3C3 exhibited the smallest area (minimum porosity) among the nine groups, whereas A3B1C3 showed the largest area, which was 4.14 times greater than the minimum. At fixed water-to-binder ratios, increasing the soil-to-binder ratio resulted in area reductions as follows: 1:1 (19% and 28%), 1.5:1 (24% and 26%), and 2:1 (4% and 46%). Conversely, at fixed soil-to-binder ratios, increasing the water-to-binder ratio led to area increments: 2:1 (69% and 34%), 3:1 (73% and 48%), and 6:1 (55% and 31%). 3.3.2.4 T₂ Pore Structure Evolution Currently, there is no unified standard for pore size classification in high-water rapid-setting material-modified loess. This study adopts the classification method proposed by Cheng et al. [68, 69], dividing pores into three categories via NMR-detected hydrogen atoms: micropores (1 μm). As shown in Figure 17, mesopores dominate (water-to-binder ratio = 1:1), followed by macropores and micropores. Increasing the water-to-binder ratio shifts the peak rightward, amplifying macropore dominance. Conversely, at fixed water-to-binder ratios, increasing the soil-to-binder ratio shifts peaks leftward, reducing peak amplitude, pore size, and quantity. This behavior stems from microstructural changes: hydration-generated ettringite transitions from thick, elongated columns to slender, fragmented needles, increasing pore quantity and structural looseness. Higher soil-to-binder ratios reduce pore size and quantity due to diminished ettringite formation, where loess particles dominate the matrix. These trends align with SEM observations, confirming that densely interlocked ettringite crystals (at lower soil-to-binder ratios) refine pore networks, whereas particle-dominated systems (higher ratios) coarsen them. 4 ENGINEERING APPLICATIONS AND DURABILITY ASSESSMENT 4.1 Early-Stage Strength Analysis Figure 18 illustrates the strength enhancement of loess modified with high-water rapid-setting material and its evolution over curing periods (1-day and 28-day unconfined compressive strength, UCS). The modified loess exhibits rapid setting and high early strength, governed predominantly by the water-to-binder ratio. Specimens with a low water-to-binder ratio (1:1) achieved the highest 1-day UCS (3,486.3–3,717.5 kPa) but showed limited 28-day strength growth (6–9%). Conversely, high water-to-binder ratio specimens (2.0:1) demonstrated substantial late-stage strength growth (14.5–17.2%) but the lowest absolute strength (1,116.1–1,501.3 kPa), reflecting a "high growth rate–low base" characteristic. Reducing the soil-to-binder ratio improved initial strength but suppressed long-term growth (e.g., soil-to-binder ratio 6:1 specimens exhibited > 50% higher growth rates than 2:1 specimens). 4.2 Water Immersion Test Results Loess subgrade moisture content fluctuates seasonally due to rainfall, freeze-thaw cycles, and groundwater variations. Increased summer rainfall elevates moisture, reducing subgrade strength, while winter frost heave and spring thawing exacerbate localized water accumulation, triggering mud-pumping risks. Collapsible loess also exhibits heterogeneous permeability, leading to uneven moisture distribution via fissure infiltration. Table 6 。Durability assessment parameters Number 28-day strength growth rate (W) water immersion softening coefficient (K) A 1 B 1 C 1 8.9% 0.88 A 1 B 2 C 2 6.6% 0.89 A 1 B 3 C 3 6.0% 0.81 A 2 B 1 C 2 13.5% 0.72 A 2 B 2 C 3 12.2% 0.73 A 2 B 3 C 1 10.8% 0.67 A 3 B 1 C 3 17.2% 0.55 A 3 B 2 C 1 15.9% 0.58 A 3 B 3 C 2 14.5% 0.51 To evaluate the water stability of modified loess, softening coefficient (K) tests were conducted on nine mix designs. Specimen A1B2C2 (water-to-binder ratio 1:1 + soil-to-binder ratio 3:1) exhibited optimal performance (K = 0.89), whereas A3B3C2 (2.0:1 + 6:1) showed the lowest K (0.51) due to excessive porosity-induced cementation collapse. Overall, water resistance correlated positively with cementation density, with low water-to-binder ratios (≤ 1:1) achieving K > 0.8. Mechanistically, low water-to-binder ratios promote rapid ettringite (AFt) formation, creating dense matrices, while high ratios prioritize C-S-H gel development, increasing porosity despite late-stage strength gains. Moderate water-to-binder ratios (1.5:1) balance hydration and porosity, whereas excessive ratios (2.0:1) degrade both strength and water resistance. 4.3 Engineering Applications In engineering practice, optimizing the composite mix ratios of high-water rapid-setting materials and collapsible loess is critical for enhancing the mechanical performance and cost-effectiveness of subgrade filling projects. Maintaining the water-to-binder ratio (W/C) at a low level (W/C ≤ 1.5) significantly improves compressive strength by reducing post-hardening porosity and enhancing compactness. Concurrently, the soil-to-binder ratio (S/C) is recommended to be controlled within 2.0–3.0. Excessively high S/C may lead to insufficient cementation, compromising bonding performance, while overly low S/C increases costs without proportional strength gains. For subgrade filling, a mix ratio of W/C = 1.5 and S/C = 3.0 balances strength requirements with economic efficiency, avoiding excessive binder consumption. This ratio serves as a practical reference for similar projects. Furthermore, a data-driven integrated model quantifies the relationships among W/C, S/C, and strength, proposing engineering-adapted schemes (Table 7 ). Table 7 Engineering adaptation schemes Engineering Requirement Recommended Mix Ratio Performance Application Scenario Rapid construction W/C 1:1 + S/C2:1 1-day strength > 3,400 kPa, K > 0.85 Emergency subgrade repair Long-term stable structure W/C 1:1 + S/C3:1 28-day strength > 3,900 kPa, K = 0.89 Permanent subgrade construction Low-cost temporary works W/C 1.5:1 + S/C 3:1 28-day strength ≈ 2,300 kPa, requires waterproofing (K = 0.73) Temporary roads, earth-filling projects 5 CONCLUSIONS This study proposes a novel approach for improving collapsible loess using high-water rapid-setting materials, with experimental and theoretical investigations validating its practicality and effectiveness. The findings provide a theoretical foundation for promoting this material in road engineering. Key conclusions are as follows: (1) Unconfined compressive strength (UCS) tests demonstrated that high-water rapid-setting materials significantly enhance loess compressive strength. Orthogonal experimental sensitivity analysis revealed the following order of influence on UCS: water-to-binder ratio (W/C) > soil-to-binder ratio (S/C) > loading rate. (2) Direct shear tests indicated that modified specimens exhibited markedly higher shear strength than untreated loess. Cohesion (c) peaked at W/C = 1.0 and S/C = 2.0, while the internal friction angle (φ) reached its maximum at S/C = 3.0 and W/C = 1.5. (3) SEM analysis identified hydration products, including ettringite (AFt) and calcium silicate hydrate (C-S-H) gel, which interlock with loess particles to form a 3D network. This microstructure enhances both compressive and shear strength. (4) NMR results revealed that higher W/C ratios increase pore quantity and porosity, while higher S/C ratios reduce porosity. Increasing W/C amplified macropore dominance, whereas increasing S/C induced a leftward peak shift, reducing pore size and quantity. (5) Optimal mix ratios of W/C ≤ 1.5 and S/C = 2.0–3.0 were established, balancing strength, water resistance, and cost-effectiveness for subgrade engineering applications. Declarations ACKNOWLEDGEMENTS This work is financially supported by the National Natural Science Foundation of China (Nos. 51904268 and 42367021), and the Tiashan Talent Programme of Xinjiang (Nos. 2023TSYCCX0010 and 2023TSYCCX0095 ). The authors would like to thank the technical staffs for their kind support during the preparation and testing on specimens. DATA AVAILABILITY STATEMENT The datasets used and/or analysed during the current study available from the corresponding author on reasonable request. References Shi G M , Liu X Y , Guo Z K , et al. Effect of mica content on shear strength of the yili loess under the dry-wet cycling condition. Sustainability,2022,14(15):9569-9569.0 Zhu Y P , Dong H T , Wei J Q , et al.Research on the application of the improved layered summation method in the settlement deformation of high fill foundation in loess area. Journal of Architectural Science and Engineering,2024,41(03):159-168. Dong H T . Research on settlement and deformation of large thickness high fill foundation in loess areas. Lanzhou University of Technology,2023.000201. Zhang X W , Liu X Y , Wang G , et al.Time effect of neutral point of negative friction resistance of phc pile in soft soil subgrade of racing track. Journal of Engineering Geology,2024,32(05):1838-1849. Hao W , Wu M, Wu X, et al. Study on the performance of collapsible loess subgrade improved by steel slag. Journal of Building Engineering, 2024, 84: 108642. Yang J D, Li X A, Li L C, et al. Formation mechanism of metastable internal support microstructure in Malan Loess and its implications for collapsibility. Engineering Geology, 2025, 346: 107892. Chen T Y , Zhang G .Centrifuge modeling of pile-supported embankment on soft soil base for highway widening. Soils and Foundations,2024,64(1):101422-. Song F R , Wang D.Application study of impact compaction technology in wetness and softness loess roadbed treatment. Advanced Materials Research,2012,2091(594-597):1477-1481. Sui L Z , Li G Z , Wang P X , et al.Study on reinforce saturated soft clay foundation with dynamic consolidation by drainage. Applied Mechanics and Materials,2013,2733(438-439):1171-1175. Chen J H , Nie Y Z , Guan L , et al.Research on the reinforcement characteristics of thick cushion layer and rigid pile composite foundation. Buildings,2024,14(8):2286-2286. Qiu W J , Yang H P , Liu Y , et al. Experimental study on vibroflotation compaction of deep dredger fill coral reef sand foundation. Seismic Engineering Journal, 2021,43(02):459-467. Fan Q C , Liu Y M , Zheng Y Y , et al.The microscopic reinforcement mechanism of Zhuhai soft soil by cement-based stabilizer: From microscopic characterization to molecular dynamics simulation. Applied Surface Science,2025,681161574-161574. Xue Z J , Deng Q Q , Gao J Q , et al.Micro–macro-analysis and model derivation of electrical resistivity of ningxia cement–loess. Buildings,2024,14(10):3265-3265. Dixit A , Das K S .Mechanical, microstructural, and durability assessment of cement slurry waste and coal combustion ash mixture as a sustainable subgrade construction material: Experimental and mechanistic modeling approach. Construction and Building Materials,2025,458139550-139550. Sravanthi B , Radhakrishnan V , Andrews K J , et al.Comparative study on the performance of cement treated base layer materials and fly ash-based geopolymer base layer materials. Innovative Infrastructure Solutions,2024,10(1):3-3. Liu B C , Li C J , Pan Z Y , et al.Laboratory test for mechanical properties of Guilin red clay mixed with cement. Journal of Engineering Geology, 2012,20(04):633-638. Shang S B . Experimental study on cement/lime modified loess and its engineering application . Chang 'an University, 2017. Cai Y , Xu L R , Liu W Z , et al.Field test study on the dynamic response of the cement-improved expansive soil subgrade of a heavy-haul railway. Soil Dynamics and Earthquake Engineering, 2020,128105878-105878. Zhang W Q , Zhu X X , Xu S X , et al.Experimental study on properties of a new type of grouting material for the reinforcement of fractured seam floor. Journal of Materials Research and Technology,2019,8(6):5271-5282. Lü Q L ， Zhang Y Y ， Zhang T D , et al.Change of mechanical strength of loess in Ili region under different freeze-thaw cycles and mois-ture contents. Journal of Engineering Geology，2023,31(04):1269-1281. An P , Zhang A J , Xing Y C , et al. Experimental study on settling characteristics of thick self-weight collapsible loess in Xinjiang Ili region in China using field immersion test. Soils and Foundations, 2018, 58(6): 1476-1491. Yan Z P , Yang H Y , Zhu Z L . Feasibility study on the application of high-water quick-setting materials in soft soil foundation treatment. Guangdong Highway Communications, 1999,(S1):72-77. Wang Y , Zhang A J, Ren W Y , et al. Study on the soil water characteristic curve and its fitting model of Ili loess with high level of soluble salts. Journal of Hydrology, 2019, 578: 124067. Bai J B , W X Y , Jia M K , et al. Theory and application of supporting in deep soft roadways. Journal of Geotechnical Engineering, 2008,(05):632-635. Wang W J , Hou C J , Bai J B , et al. Partical application of high-moisture quick-setting material backfill material to abandoned roadway. China Mining Industry,2001,(05):59-63. Su Q . Study on strength characteristics and microstructure of new type of grouting materials . China University of Mining and Technology, 2018. Liu D D . Study on the hydration and hardening mechanism of high-water quick-setting materials. China University of Mining and Technology, 2015. Han Y M , Xia J W , Yu L L , et al.The relationship between compressive strength and pore structure of the high water grouting material.Crystals,2021,11(8):865-865. Hu G Z , He W R , Lan C J . Sealing behavior and flow mechanism of expandable material slurry with high water content for sealing gas drainage boreholes. Geofluids,2018,1-15. Li Q T , Liu L J , Huang Z H , et al.Residual compressive strength of cement-based grouting material with early ages after fire. Construction and Building Materials,2017,138316-325. Moselly A Z , Fall M .Sulphate influence on strength development of cemented paste backfill with superplasticizer under field-like curing conditions. Construction and Building Materials,2024,451138788-138788. Lin H , Pan B , Li Y , et al.The effect of Mg(OH)2 on hydrated magnesium silicate cement under different curing conditions. Construction and Building Materials,2024,445137799-137799. Lyu J, Song Z M , Chen H, et al. Behavior of backfill material made of high-water material and recycled concrete lumps for highwall mining. Case Studies in Construction Materials, 2024, 21: e03777. Wang D, Zeng J H , Liu C W , et al. Creep characteristics and rheological model of high water quick-setting materials in water environment. Advanced Engineering Sciences, 2014,46(03):1-6. Ma L S ,Yang L Y ,Man D H , et al. Study on the performance of magnesium oxide enhanced cement-based grouting materials in composite chloride environments. Journal of Building Engineering,2025,99111559-111559. Wang W L ,Feng L Y ,Li L J , et al. Studying on a new kind of grouting material and its application. Advanced Materials Research,2014,3330(988-988):230-233. Yang X H , Zheng K L , Xu L X , et al.Properties and Applications of a New Chemical Grouting Material. Advances in Civil Engineering, 2020. Lin H , Pan B , Li Y , et al. The effect of Mg(OH)2 on hydrated magnesium silicate cement under different curing conditions. Construction and Building Materials,2024,445137799-137799. Zhang C Q , Chen P , Wei J Z , et al.Effect of different calcination temperatures on clinker and hydration properties of solid waste-based calcium sulfoaluminate cement. Construction and Building Materials,2024,452138938-138938. Zuo J P, Hong Z J, Xiong Z Q , et al.Influence of different W/C on the performances and hydration progress of dual liquid high water backfilling material. Construction and Building Materials,2018,190910-917. Wang Y B , Xia X , Wu Y .Experimental Study on Shear Properties of Interface between Clay and Cement Paste. IOP Conference Series: Earth and Environmental Science,2019,267(5):052049 (6pp). Fu J Q . Research on the Preparation of Aluminate Superhigh-water Packing Material.China University of Mining and Technology, 2015. Wang H . Research on Grouting Reinforcement and Support in Mining Roadway with Soft cracked Surrounding Rock. China University of Mining and Technology, 2008. Pop A , Badea C , Ardelean I .The Effects of Different Superplasticizers and Water-to-Cement Ratios on the Hydration of Gray Cement Using T2-NMR. Applied Magnetic Resonance,2013,44(10) Zhou S B , Shen A Q , Liang X Y , et al.Effect of Water to Cement Ratio on Autogenous Shrinkage of Pavement Cement Concrete and Its Mechanism Analysis. Journal of Highway and Transportation Research and Development (English Edition),2014,8(1):7-12. Xiao J , Qu W J , Li W G , et al.Investigation on effect of aggregate on three non-destructive testing properties of concrete subjected to sulfuric acid attack. Construction and Building Materials,2016,115486-495. Zhang W , Cho C D .A method for epistemic uncertainty quantification and application to uniaxial tension modeling of polymers. Journal of Mechanical Science and Technology,2015,29(3):1199-1206. Huang T , Zheng J , Dai G L , et al. Research on orthogonal Experiments and optimization of mixing ratios for underwater anti⁃dispersion cement⁃stabilized soil.2024,44(03):678-688+744. Cuenca-Moyano M G , Martín-Pascual J , Martín-Morales M , et al.Effects of water to cement ratio, recycled fine aggregate and air entraining/plasticizer admixture on masonry mortar properties. Construction and Building Materials,2020,230116929-116929. Feng S , Lyu J J .The method of slant shear test with various slant shear angles decouple cohesion and friction of substrate-overlays interface. Construction and Building Materials,2024,456139238-139238. Jiang X H , Song H X , Li Ke , et al. Experimental Investigation on Shear Strength between Ultra-High-Performance Concrete and Normal Concrete Substrates. Advances in Materials Science and Engineering, 2023, 2023 Wang J Y , Cao W g , Zhang C , et al. Large-scale direct shear tests on soil-rock aggregate mixture under complicated environment based on orthogonal design. Chinese Journal of Geotechnical Engineering,2013,35(10):1849-1856. Zhang W L, Wang D, Zheng J B , et al. Numerical study of cone penetration tests to predict effective internal friction angles of cohesive soils. Engineering Geology, 2024: 107870. Liu Y J ,Wu K ,Zheng Y , et al.Optimization of mechanical properties and microstructer of marine soft soil solidified with industrial waste using the D-Optimal method. Journal of Building Engineering,2025,99111566-111566. Zhang L , Guo L J, Liu S Q , et al.A comparative study on the workability, mechanical properties and microstructure of cemented fine tailings backfill with different binder. Construction and Building Materials,2024,455139189-139189. Li M . The distribution of ettringite in cementitious materials and its effects on the properties of hardened cement paste. Chongqing University, 2022. Wang H C , Feng P , Liu X , et al.The role of ettringite seeds in enhancing the ultra-early age strength of Portland cement containing aluminum sulfate accelerator. Composites Part B,2024,287111856-111856. Yu J C , Qian J S , Tang J Y , et al. Effect of ettringite seed crystals on the properties of calcium sulphoaluminate cement. Construction and Building Materials, 2019, 207: 249-257. Wang X G , Yu Y, Zou F B , et al. High performance CASH seeds and sulfate-rich lithium slag by nano-mechanochemical method on cement hydration: Microstructure and mechanical performance. Advanced Powder Technology, 2024, 35(10): 104623. Huang T J . Microstructure evolution characteristics and mechanism of fresh cement paste. Central South University, 2022. Hargis C W, Kirchheim A P, Monteiro P J M, et al. Early age hydration of calcium sulfoaluminate (synthetic ye'elimite, C4A3S) in the presence of gypsum and varying amounts of calcium hydroxide. Cement and Concrete Research, 2013, 48: 105-115. García-Maté M, Angeles G, León-Reina L, et al. Effect of calcium sulfate source on the hydration of calcium sulfoaluminate eco-cement. Cement and Concrete Composites, 2015, 55: 53-61. Wang Y, Lu Y, Liu J, et al. Monitoring and characterization of the polymer-filled pores in sand using nuclear magnetic resonance during air-drying[J]. Construction and Building Materials, 2022, 337: 127568. Zhong Y P,Feng C J. NMR-Based Study on Pore Water Form and Permeability of Soil[J]. Journal of Highway and Transportation Research and Developmen,2024,41(7):49-55. Zhao P Q, Wang L, Xu C H, et al. Nuclear magnetic resonance surface relaxivity and its advanced application in calculating pore size distributions[J]. Marine and Petroleum Geology, 2020, 111: 66-74. Wang C P,Zhang J S. Porosity development analysis of concrete under sulfate attack based on nuclear magnetic resonance[J]. Shandong Science,2022,35(1):65-72,98. Yang Y Z, Liu J H, Liu L P, et al. Quantifying the water saturation degree of cement-based materials by hydrogen nuclear magnetic resonance ( 1 H NMR)[J]. Construction and Building Materials, 2024, 438: 137340. Huang D G, Wang X Z, Li X F, et al. Advanced nuclear magnetic resonance technology analysis of hybrid fiber reinforced concrete for optimized pore structure and strength[J]. Construction and Building Materials, 2025, 467: 140383. Additional Declarations No competing interests reported. Cite Share Download PDF Status: Published Journal Publication published 23 Mar, 2026 Read the published version in Scientific Reports → Version 1 posted Editorial decision: Revision requested 11 Aug, 2025 Reviews received at journal 10 Aug, 2025 Reviews received at journal 09 Aug, 2025 Reviewers agreed at journal 26 Jul, 2025 Reviewers agreed at journal 25 Jul, 2025 Reviews received at journal 17 Jul, 2025 Reviewers agreed at journal 07 Jul, 2025 Reviewers invited by journal 19 Jun, 2025 Editor assigned by journal 19 Jun, 2025 Editor invited by journal 17 Jun, 2025 Submission checks completed at journal 16 Jun, 2025 First submitted to journal 07 Jun, 2025 You are reading this latest preprint version Research Square lets you share your work early, gain feedback from the community, and start making changes to your manuscript prior to peer review in a journal. As a division of Research Square Company, we’re committed to making research communication faster, fairer, and more useful. We do this by developing innovative software and high quality services for the global research community. Our growing team is made up of researchers and industry professionals working together to solve the most critical problems facing scientific publishing. Also discoverable on Platform About Our Team In Review Editorial Policies Advisory Board Help Center Resources Author Services Accessibility API Access RSS feed Manage Cookie Preferences © Research Square 2026 | ISSN 2693-5015 (online) Privacy Policy Terms of Service Do Not Sell My Personal Information {"props":{"pageProps":{"initialData":{"identity":"rs-6843403","acceptedTermsAndConditions":true,"allowDirectSubmit":false,"archivedVersions":[],"articleType":"Article","associatedPublications":[],"authors":[{"id":473998256,"identity":"8911b9ec-99dc-4e3b-b1eb-2d7680b33f32","order_by":0,"name":"Xianwei Tang","email":"","orcid":"","institution":"Xinjiang University","correspondingAuthor":false,"prefix":"","firstName":"Xianwei","middleName":"","lastName":"Tang","suffix":""},{"id":473998257,"identity":"aab0c212-a3da-4f9e-987b-f751615c61fe","order_by":1,"name":"Zizhao Zhang","email":"","orcid":"","institution":"Xinjiang University","correspondingAuthor":false,"prefix":"","firstName":"Zizhao","middleName":"","lastName":"Zhang","suffix":""},{"id":473998258,"identity":"c300e191-1593-4505-bd28-a54499a950f6","order_by":2,"name":"Kai chen","email":"","orcid":"","institution":"Xinjiang University","correspondingAuthor":false,"prefix":"","firstName":"Kai","middleName":"","lastName":"chen","suffix":""},{"id":473998259,"identity":"9d3e1d7a-3efa-4233-86e5-d44127f97b3a","order_by":3,"name":"Yuanchang liu","email":"","orcid":"","institution":"Xinjiang University","correspondingAuthor":false,"prefix":"","firstName":"Yuanchang","middleName":"","lastName":"liu","suffix":""},{"id":473998260,"identity":"248ed0a5-bae6-4611-973e-363baee2a86d","order_by":4,"name":"Yanyang Zhang","email":"","orcid":"","institution":"Xinjiang University","correspondingAuthor":false,"prefix":"","firstName":"Yanyang","middleName":"","lastName":"Zhang","suffix":""},{"id":473998261,"identity":"168f8a7f-6f4d-43f4-b340-3fde462b777a","order_by":5,"name":"Hongchao Zhao","email":"data:image/png;base64,iVBORw0KGgoAAAANSUhEUgAAAZAAAAAyAQMAAABI0h/eAAAABlBMVEX///8AAABVwtN+AAAACXBIWXMAAA7EAAAOxAGVKw4bAAAA7UlEQVRIiWNgGAWjYDACCQYGZhiD4QMDG4hpQLwWxhkka2HmgYjh1yI/u/nh44KKO3b9IIZtG19iA3vzNgmGmjs4tTDOOWZsPOPMs+QZd4CMnDNsiQ08x8okGI49w6mFWSLBTJq37XCyAYiRUwHUIpFjJsHYcBinFjaJ9G9QLUCGhQFQi/wb/Fp4gGaCtNgZgBgMYFt48GuRkMgpNuY5czhB4kZOsWHPGTbjNp60YouEY7i1yM9I3/iYp+KwPT+Q8eBn2zHZfvbDG298qMGtBQYSGyD0MUhkJhDUwMBgD6VriFA7CkbBKBgFIw0AAFGPTjqCx961AAAAAElFTkSuQmCC","orcid":"","institution":"Xinjiang University","correspondingAuthor":true,"prefix":"","firstName":"Hongchao","middleName":"","lastName":"Zhao","suffix":""}],"badges":[],"createdAt":"2025-06-07 14:38:12","currentVersionCode":1,"declarations":"","doi":"10.21203/rs.3.rs-6843403/v1","doiUrl":"https://doi.org/10.21203/rs.3.rs-6843403/v1","draftVersion":[],"editorialEvents":[{"content":"https://doi.org/10.1038/s41598-026-42841-0","type":"published","date":"2026-03-23T16:12:44+00:00"}],"editorialNote":"","failedWorkflow":false,"files":[{"id":85289795,"identity":"3d8f3657-be52-4ce5-ae4e-69f527cbd052","added_by":"auto","created_at":"2025-06-24 09:50:49","extension":"png","order_by":1,"title":"Figure 1","display":"","copyAsset":false,"role":"figure","size":248499,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eSampling point location map\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"1.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/1cd7abf5155c55ac5de689bc.png"},{"id":85289419,"identity":"263b4ae4-6cbf-463f-b5bd-891571cd2404","added_by":"auto","created_at":"2025-06-24 09:42:49","extension":"png","order_by":2,"title":"Figure 2","display":"","copyAsset":false,"role":"figure","size":119238,"visible":true,"origin":"","legend":"\u003cp\u003eCumulative particle size distribution curve of the material\u003c/p\u003e","description":"","filename":"2.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/31a81448a681c9a3c0d6e347.png"},{"id":85290995,"identity":"80cf5c3d-6287-45ff-98ab-056d89fa21db","added_by":"auto","created_at":"2025-06-24 09:58:49","extension":"png","order_by":3,"title":"Figure 3","display":"","copyAsset":false,"role":"figure","size":292180,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eSample preparation\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"3.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/081b88e14a0a292b09127660.png"},{"id":85289421,"identity":"2d4795e4-e091-4516-be95-8c5b8e3db800","added_by":"auto","created_at":"2025-06-24 09:42:49","extension":"png","order_by":4,"title":"Figure 4","display":"","copyAsset":false,"role":"figure","size":320509,"visible":true,"origin":"","legend":"\u003cp\u003eMain experimental instruments\u003c/p\u003e","description":"","filename":"4.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/627538bce6d8817ddfeceef6.png"},{"id":85290994,"identity":"57b0ccb5-04eb-496c-b352-11f02be881cb","added_by":"auto","created_at":"2025-06-24 09:58:49","extension":"png","order_by":5,"title":"Figure 5","display":"","copyAsset":false,"role":"figure","size":186540,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eExperimental methodology\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"5.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/1ebf3f936d83a939e36e87b5.png"},{"id":85291394,"identity":"0163ad18-1b26-4be0-9a86-238cb7cc1b9a","added_by":"auto","created_at":"2025-06-24 10:06:49","extension":"png","order_by":6,"title":"Figure 6","display":"","copyAsset":false,"role":"figure","size":288188,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eSample failure modes\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"6.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/f0e4c230a401c847088deeb8.png"},{"id":85289803,"identity":"8b52a354-70fb-468f-b54f-ab8e483aecf8","added_by":"auto","created_at":"2025-06-24 09:50:49","extension":"png","order_by":7,"title":"Figure 7","display":"","copyAsset":false,"role":"figure","size":102575,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eStress-strain curves\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"7.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/32b11fdf4e938540a569fc3f.png"},{"id":85289422,"identity":"30db78c2-bbc1-45c4-bb2e-094c4a61eff4","added_by":"auto","created_at":"2025-06-24 09:42:49","extension":"png","order_by":8,"title":"Figure 8","display":"","copyAsset":false,"role":"figure","size":33300,"visible":true,"origin":"","legend":"\u003cp\u003eRange analysis of unconfined compressive strength\u003c/p\u003e","description":"","filename":"8.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/45a782b67633f547422f7915.png"},{"id":85289431,"identity":"7f82b1f2-bf4b-4da8-865e-a2cbf99f4f9c","added_by":"auto","created_at":"2025-06-24 09:42:49","extension":"png","order_by":9,"title":"Figure 9","display":"","copyAsset":false,"role":"figure","size":278664,"visible":true,"origin":"","legend":"\u003cp\u003eComparison of mean values of each factor\u003c/p\u003e","description":"","filename":"9.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/63610ec2b5ab0b203d71c0b5.png"},{"id":85289441,"identity":"8286ceba-977f-4f0d-bd93-164a137376bd","added_by":"auto","created_at":"2025-06-24 09:42:50","extension":"png","order_by":10,"title":"Figure 10","display":"","copyAsset":false,"role":"figure","size":61996,"visible":true,"origin":"","legend":"\u003cp\u003eTypical stress-strain behaviour\u003c/p\u003e","description":"","filename":"10.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/bb1163b4959f4c78d4867cf3.png"},{"id":85289435,"identity":"2de181c1-e9a0-4787-9697-a9924b1a760c","added_by":"auto","created_at":"2025-06-24 09:42:50","extension":"png","order_by":11,"title":"Figure 11","display":"","copyAsset":false,"role":"figure","size":91106,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eShear strength variation\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"11.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/494d357b3f1b6d4f7da0967c.png"},{"id":85289815,"identity":"edf14347-0aa3-4dc0-bcc2-dbe7ad83f8ca","added_by":"auto","created_at":"2025-06-24 09:50:50","extension":"png","order_by":12,"title":"Figure 12","display":"","copyAsset":false,"role":"figure","size":701838,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eSEM images\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"12.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/e7e75aa0077f86753026f07f.png"},{"id":85289446,"identity":"4bf7084e-702d-404e-9b42-a22980169c67","added_by":"auto","created_at":"2025-06-24 09:42:50","extension":"png","order_by":13,"title":"Figure 13","display":"","copyAsset":false,"role":"figure","size":137442,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eKey hydration products\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"13.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/090f8142c89563f52651ea65.png"},{"id":85289473,"identity":"ee0d41be-658f-44ab-a2cd-fbef856e88f3","added_by":"auto","created_at":"2025-06-24 09:42:51","extension":"png","order_by":14,"title":"Figure 14","display":"","copyAsset":false,"role":"figure","size":144479,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eNMR analysis procedure\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"14.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/27edde6bd3cf2cbfd0167a84.png"},{"id":85289450,"identity":"bf32c1e3-019f-4469-a569-6078e6cc0045","added_by":"auto","created_at":"2025-06-24 09:42:50","extension":"png","order_by":15,"title":"Figure 15","display":"","copyAsset":false,"role":"figure","size":128895,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eT\u003c/strong\u003e\u003csub\u003e\u003cstrong\u003e2\u003c/strong\u003e\u003c/sub\u003e\u003cstrong\u003e relaxation time distribution curves\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"15.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/9bcfc6076940d96c3d96ae5f.png"},{"id":85289823,"identity":"1852439e-fbc8-42aa-b0dc-756465858802","added_by":"auto","created_at":"2025-06-24 09:50:51","extension":"png","order_by":16,"title":"Figure 16","display":"","copyAsset":false,"role":"figure","size":43798,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eT\u003c/strong\u003e\u003csub\u003e\u003cstrong\u003e2\u003c/strong\u003e\u003c/sub\u003e\u003cstrong\u003e spectrum area variation curves\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"16.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/b1d111f441e130319d2b291c.png"},{"id":85289444,"identity":"697d9e0b-041e-4dba-8ed4-d07c6edc3c10","added_by":"auto","created_at":"2025-06-24 09:42:50","extension":"png","order_by":17,"title":"Figure 17","display":"","copyAsset":false,"role":"figure","size":143296,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003ePore distribution curves of soil samples\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"17.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/8e3f635d18ec30d8cc6ed73f.png"},{"id":85289494,"identity":"cc385bc3-1576-44d0-999d-a478172b3fa3","added_by":"auto","created_at":"2025-06-24 09:42:52","extension":"png","order_by":18,"title":"Figure 18","display":"","copyAsset":false,"role":"figure","size":106971,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eComparison in UCS for different samples\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"18.png","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/888e604c0912563dade4cbcc.png"},{"id":105755211,"identity":"59fd7b01-d724-468b-a5d5-eda784a730dc","added_by":"auto","created_at":"2026-03-30 16:26:17","extension":"pdf","order_by":0,"title":"","display":"","copyAsset":false,"role":"manuscript-pdf","size":4722002,"visible":true,"origin":"","legend":"","description":"","filename":"manuscript.pdf","url":"https://assets-eu.researchsquare.com/files/rs-6843403/v1/baae6a2d-c532-4d36-bf39-7df28c433309.pdf"}],"financialInterests":"No competing interests reported.","formattedTitle":"High water content material modified collapsible loess subgrade: concept and behaviour","fulltext":[{"header":"1 INTRODUCTION","content":"\u003cp\u003eThe soil strength is a critical factor affecting the stability and integrity of the road subgrades \u003csup\u003e[\u003cspan additionalcitationids=\"CR2\" citationid=\"CR1\" class=\"CitationRef\"\u003e1\u003c/span\u003e\u0026ndash;\u003cspan citationid=\"CR3\" class=\"CitationRef\"\u003e3\u003c/span\u003e]\u003c/sup\u003e. Common approaches to treat soft soil subgrades include the physical, chemical, and microbial methods \u003csup\u003e[\u003cspan additionalcitationids=\"CR5\" citationid=\"CR4\" class=\"CitationRef\"\u003e4\u003c/span\u003e\u0026ndash;\u003cspan citationid=\"CR6\" class=\"CitationRef\"\u003e6\u003c/span\u003e]\u003c/sup\u003e. Physical methods involve the foundation reinforcement \u003csup\u003e[\u003cspan additionalcitationids=\"CR8\" citationid=\"CR7\" class=\"CitationRef\"\u003e7\u003c/span\u003e\u0026ndash;\u003cspan citationid=\"CR9\" class=\"CitationRef\"\u003e9\u003c/span\u003e]\u003c/sup\u003e, drainage consolidation \u003csup\u003e[\u003cspan citationid=\"CR10\" class=\"CitationRef\"\u003e10\u003c/span\u003e\u0026ndash;\u003cspan citationid=\"CR11\" class=\"CitationRef\"\u003e11\u003c/span\u003e]\u003c/sup\u003e, and vibration compaction \u003csup\u003e[\u003cspan citationid=\"CR12\" class=\"CitationRef\"\u003e12\u003c/span\u003e]\u003c/sup\u003e. Chemical methods typically use materials such as fly ash, lime, or cement \u003csup\u003e[\u003cspan additionalcitationids=\"CR14\" citationid=\"CR13\" class=\"CitationRef\"\u003e13\u003c/span\u003e\u0026ndash;\u003cspan citationid=\"CR15\" class=\"CitationRef\"\u003e15\u003c/span\u003e]\u003c/sup\u003e, among which the cement modification is the most common technique. In many practical projects, the cement is often selected to improve the loess subgrades \u003csup\u003e[\u003cspan citationid=\"CR16\" class=\"CitationRef\"\u003e16\u003c/span\u003e\u0026ndash;\u003cspan citationid=\"CR17\" class=\"CitationRef\"\u003e17\u003c/span\u003e]\u003c/sup\u003e. However, long-term experience shows that strict control of water content and curing time is necessary to achieve the desired strength when the cement is adopted for modification and treatment \u003csup\u003e[\u003cspan citationid=\"CR18\" class=\"CitationRef\"\u003e18\u003c/span\u003e\u0026ndash;\u003cspan citationid=\"CR19\" class=\"CitationRef\"\u003e19\u003c/span\u003e]\u003c/sup\u003e.\u003c/p\u003e \u003cp\u003eThe Ili River Valley, shaped by unique landforms and influenced by Atlantic moisture, receives an annual precipitation of about 600 mm. Because that the strong sunlight causes an annual evaporation capacity of 1300\u0026ndash;2000 mm, the value of which is more than twice the precipitation \u003csup\u003e[\u003cspan citationid=\"CR20\" class=\"CitationRef\"\u003e20\u003c/span\u003e\u0026ndash;\u003cspan citationid=\"CR21\" class=\"CitationRef\"\u003e21\u003c/span\u003e]\u003c/sup\u003e. As a result, the fluctuated moisture content of Ili loess generally causes the development of cracks, resulting in the swelling and shrinkage deformations. The specific mechanical properties of the Ili loess threaten the stability of foundation settlement and road sbugrades. To overcome the aforementioned limitations of the use of Portland cement in modified the Ili loess, a novel high-water quick-setting material developed for underground mines was introduced into the construction of road sbugrades within the Ili River Valley. Characterized by early initial setting and high early strength, the high water content material is a two-component powder \u003csup\u003e[\u003cspan additionalcitationids=\"CR23\" citationid=\"CR22\" class=\"CitationRef\"\u003e22\u003c/span\u003e\u0026ndash;\u003cspan citationid=\"CR24\" class=\"CitationRef\"\u003e24\u003c/span\u003e]\u003c/sup\u003e. the one-component slurry can keep flowable within 24 hours, however, it will be quickly set and harden once two components slurry are mixed together. Due to the high water-to-binder ratio and the quick setting process, it is generally termed as the high water content material \u003csup\u003e[\u003cspan additionalcitationids=\"CR26\" citationid=\"CR25\" class=\"CitationRef\"\u003e25\u003c/span\u003e\u0026ndash;\u003cspan citationid=\"CR27\" class=\"CitationRef\"\u003e27\u003c/span\u003e]\u003c/sup\u003e.\u003c/p\u003e \u003cp\u003eAttributed to its high-water content, the material is believed to be the first choice for these soft soils with high moisture content. Additionally, the \u0026ldquo;quick-setting\u0026rdquo; characteristic allows the mixture of high water content material and soft soils to gain strength in a short time. The optimal mix ratio can be adjusted based on geological and transport conditions \u003csup\u003e[\u003cspan citationid=\"CR28\" class=\"CitationRef\"\u003e28\u003c/span\u003e\u0026ndash;\u003cspan citationid=\"CR29\" class=\"CitationRef\"\u003e29\u003c/span\u003e]\u003c/sup\u003e. These materials typically set within 3\u0026ndash;30 minutes, begin to develop strength within 0.5\u0026ndash;1.0 hours, and can achieve approximately 95% of their 28-day unconfined compressive strength (UCS) within the first 7 days \u003csup\u003e[\u003cspan citationid=\"CR30\" class=\"CitationRef\"\u003e30\u003c/span\u003e]\u003c/sup\u003e. Previous studies also demonstrated the significant plasticity and continued strength development of high water content material. Microscopic analysis shows that the internal structure of these materials forms a porous, network-like framework, allowing substantial deformation under compression \u003csup\u003e[\u003cspan citationid=\"CR31\" class=\"CitationRef\"\u003e31\u003c/span\u003e\u0026ndash;\u003cspan citationid=\"CR32\" class=\"CitationRef\"\u003e32\u003c/span\u003e]\u003c/sup\u003e. As the material nears failure under compression, a significant amount of water is expelled, leading to lateral shrinkage rather than expansion \u003csup\u003e[\u003cspan citationid=\"CR33\" class=\"CitationRef\"\u003e33\u003c/span\u003e\u0026ndash;\u003cspan citationid=\"CR34\" class=\"CitationRef\"\u003e34\u003c/span\u003e]\u003c/sup\u003e. With ongoing advancements in materials and techniques, high water content material have become an area of increasing focus in China\u0026rsquo;s mining industry \u003csup\u003e[\u003cspan additionalcitationids=\"CR36\" citationid=\"CR35\" class=\"CitationRef\"\u003e35\u003c/span\u003e\u0026ndash;\u003cspan citationid=\"CR37\" class=\"CitationRef\"\u003e37\u003c/span\u003e]\u003c/sup\u003e. Extensive laboratory and field studies have established reasonable mix ratios for filling materials, clarified the hydration and hardening mechanisms of high water content material, and identified the optimal water-to-binder ratios, mixing proportions, and curing conditions that enhance material performance and durability \u003csup\u003e[\u003cspan additionalcitationids=\"CR39\" citationid=\"CR38\" class=\"CitationRef\"\u003e38\u003c/span\u003e\u0026ndash;\u003cspan citationid=\"CR40\" class=\"CitationRef\"\u003e40\u003c/span\u003e]\u003c/sup\u003e. These studies have provided a foundation for the design, preparation, and application of high water content material. However, the optimal soil-to-binder ratio, water-to-binder ratio, as well as the microstructural characteristics of loess mixed with these materials are still unclear.\u003c/p\u003e \u003cp\u003eIn the present research, the concept of the innovative modification technique with the application of high water content material was proposed to construct the road subgrade. Based on the laboratory investigation in terms of the mechanical properties of the plain Ili loess, the effects of different water-to-binder and soil-to-binder ratios under various loading rates was evaluated for these modified loess samples under the uniaxial compression. In parallel, the direct shear tests were carried to analyze changes in the shear strength, cohesion (τ), and internal friction angle (φ). Finally, the scanning electron microscope (SEM) analysis was performed to examine the impact of the material on the microstructure of loess.\u003c/p\u003e"},{"header":"2 EXPERIMENTAL TESTING","content":"\u003cp\u003e\u003cstrong\u003e2.1. Experimental materials\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe materials used in the experiments include high-water quick-setting material, Ili loess, and water. The loess samples were collected from the roadside of National Highway 218 in Xinyuan County, Ili region. To minimize potential disturbances from surface-decomposing plants and other environmental factors, the samples were obtained from a 5-meter range along the roadside at a depth of 2 meters. The loess in this area is pale yellow and has a relatively high natural moisture content, as shown in Figure 1. After collection, the samples were quickly transported to the laboratory. The protective film around the samples was removed, and basic physical properties were measured. The results of these measurements are provided in Table 1. The dried loess samples were sieved through a 2 mm mesh, and the particle size distribution was analyzed using a laser particle size analyzer. The experimental data were recorded, and average values were calculated, as shown in Figure 2.\u003c/p\u003e\n\u003cp\u003eThe high-water quick-setting material used in this study was independently developed by the China University of Mining and Technology. It consists of two components, labeled A and B. Component A is primarily composed of bauxite, gypsum, and other independently fired materials combined with a super-retarded dispersant. Component B contains gypsum, lime, and a composite rapid-setting early-strength agent, along with a suspending dispersant. The components are mixed in a 1:1 ratio, and the particle size distribution is illustrated in Figure 2. X-ray fluorescence (XRF) analysis was performed on the high-water quick-setting material, with the results shown in Table 2.\u003c/p\u003e\n\u003cp\u003e\u003cimg src=\"data:image/png;base64,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\"\u003e\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e2.2. Sample Preparation\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eBased on the determination of fundamental physical parameters, to eliminate interference from variations in compaction degree on strength results and mitigate the masking of true improvement effects caused by moisture content fluctuations, the maximum dry density and optimal moisture content of the loess were selected as the basis for sample preparation.\u0026nbsp;\u003c/p\u003e\n\u003cp\u003eDetailed procedures are illustrated in Figure 3, with specific steps as follows: (a) Loess with a moisture content of 17.4% was prepared and sealed for storage; (b) Pre-weighed loess and high-water rapid-setting material were poured into a basin and mixed for 5 minutes to ensure homogeneity. A predetermined volume of water was then added to the mixture, followed by another 5 minutes of mixing; (c) The mixture was divided into three equal portions. Each portion was sequentially poured into a mold. After each addition, the mixture was compacted by vibrating the mold vertically 40 times. Once fully loaded, the upper and lower surfaces of the sample were leveled using a scraper, and the sample was wrapped with plastic film for preservation;(d) All specimens were cured at room temperature for 24 h.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e2.3. Experimental apparatus\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eIn this study, unconfined compressive strength (UCS) tests were conducted using the STK.WCX-Ⅱ unconfined compressive strength testing machine, illustrated in Figure 4(a). The equipment includes a pressure application system, lifting mechanism, displacement gauge, and an automatic data acquisition system. It offers a pressure application precision of 0.3% and a displacement accuracy of 0.01 mm. The machine features automatic loading and unloading and is integrated with an automated data collection system connected via STECLAB software, which allows for the setting of experimental parameters and the control of the loading rate. The UCS test specimens were cylindrical, with a diameter of 39.1 mm and a height of 80 mm. A ZJ-2 strain-controlled direct shear apparatus was used for the direct shear test. The apparatus comprises a pushing base, shear box, force measurement ring, lever pressure system, and loading/unloading components. A photo of the direct shear apparatus is presented in Figure 4(b).\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e2.4. Experimental design\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eUnconfined compressive strength (UCS) and direct shear tests were conducted in accordance with the Test Methods of Soils for Highway Engineering (JTG 3430\u0026mdash;2020). Given the rapid early hydration characteristics of the high-water rapid-setting material (initial setting within 20 min after water mixing, with 24 h strength reaching 60%\u0026ndash;80% of the 7-day strength), all specimens were tested at a curing age of 24 h.\u003c/p\u003e\n\u003cp\u003e1. Unconfined Compressive Strength Test\u003c/p\u003e\n\u003cp\u003eAs outlined in Table 3, a three-factor, three-level orthogonal experimental design was adopted for the UCS tests. The factors included water-to-binder ratio (A), soil-to-binder ratio (B), and loading rate (C).\u003c/p\u003e\n\u003cp\u003eWater-to-binder ratio (A): Levels were set as A1 = 1:1, A2 = 1.5:1, and A3 = 2.0:1 (mass ratios). Lower ratios were used to evaluate hydration efficiency and hardened strength under limited water conditions, while higher ratios simulated material stability and consolidation performance in water-rich environments.\u003c/p\u003e\n\u003cp\u003eSoil-to-binder ratio (B): Levels were B1 = 2.0:1, B2 = 3.0:1, and B3 = 6.0:1 (mass ratios). These ratios aimed to balance cost-effectiveness and performance, with comparative tests identifying the optimal dosage range for achieving targeted improvement while minimizing costs.\u003c/p\u003e\n\u003cp\u003eLoading rate (C): Levels were C1 = 0.5 mm/min, C2 = 1.0 mm/min, and C3 = 2.0 mm/min. Varying loading rates enabled comprehensive assessment of the material\u0026rsquo;s mechanical behavior under diverse operational conditions. Fracture pattern analysis further elucidated deformation and failure mechanisms.\u003c/p\u003e\n\u003cp\u003e2. Direct Shear Test\u003c/p\u003e\n\u003cp\u003eQuick shear tests were performed on specimens with identical mix proportions to those used in UCS tests. A shear rate of 0.8 mm/min was applied, with shear displacement monitored via dial gauge readings. The test was terminated when the horizontal load stabilized or shear deformation exhibited abrupt acceleration, indicating specimen failure. The experimental framework is summarized in Figure 5.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eTable 3.\u0026nbsp;\u003c/strong\u003eOrthogonal experimental design for unconfined compression test\u003c/p\u003e\n\u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\" width=\"99%\" class=\"fr-table-selection-hover\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd rowspan=\"2\" style=\"width: 17px;\"\u003e\n \u003ch4\u003eSample group number\u003c/h4\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"3\" style=\"width: 65px;\"\u003e\n \u003ch4\u003eControl variables\u003c/h4\u003e\n \u003c/td\u003e\n \u003ctd rowspan=\"2\" style=\"width: 17px;\"\u003e\n \u003ch4\u003eSample combination number\u003c/h4\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003ch4\u003eWater-to-binder ratio(A)\u003c/h4\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 18px;\"\u003e\n \u003ch4\u003eSoil-to-binder ratio(B)\u003c/h4\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 26px;\"\u003e\n \u003ch4\u003eLoading rate(C)\u003c/h4\u003e\n \u003ch4\u003eMm/min\u003c/h4\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 18px;\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 26px;\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003eA\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 18px;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 26px;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003eA\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e\u003c/p\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 18px;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 26px;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003eA\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003e4\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 18px;\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 26px;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003eA\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003e5\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 18px;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 26px;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003eA\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003e6\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 18px;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 26px;\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003eA\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003e7\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 18px;\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 26px;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003eA\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003e8\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 18px;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 26px;\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003eA\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003e9\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 18px;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 26px;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 17px;\"\u003e\n \u003cp\u003eA\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e"},{"header":"3 RESULTS ANALYSIS","content":"\u003cdiv id=\"Sec8\" class=\"Section2\"\u003e\n \u003ch2\u003e3.1. Compressive behaviour of high water content material modified loess\u003c/h2\u003e\n \u003cdiv id=\"Sec9\" class=\"Section3\"\u003e\n \u003ch2\u003e3.1.1. Failure mode\u003c/h2\u003e\n \u003cp\u003eThe failure process of high-water rapid-setting material-modified loess under vertical loading exhibits distinct stage-dependent characteristics (Fig. \u003cspan class=\"InternalRef\"\u003e6\u003c/span\u003e). Initially, a compaction stage dominates, where the rapidly formed cementation network effectively resists deformation through its skeletal structure. Subsequently, the material transitions to an elastic deformation stage, where the binding network restricts lateral expansion but induces localized microcracks. With increasing load, brittle failure characteristics emerge, marked by vertically penetrating primary cracks along the maximum shear stress plane. Ultimately, the specimen fails via a classic columnar splitting pattern.\u003c/p\u003e\n \u003cp\u003eThis \u0026ldquo;strong initial cementation \u0026ndash; late-stage brittle failure\u0026rdquo; behavior arises from the rigid cementation structure formed rapidly by the high-water rapid-setting material. While this structure provides high early-stage strength, it concurrently reduces material ductility, leading to stress concentration and sudden catastrophic failure under critical loading conditions.\u003c/p\u003e\n \u003c/div\u003e\n \u003cdiv id=\"Sec10\" class=\"Section3\"\u003e\n \u003ch2\u003e3.1.2 Compressive Strength Analysis\u003c/h2\u003e\n \u003cdiv id=\"Sec11\" class=\"Section4\"\u003e\n \u003ch2\u003e3.1.2.1 Stress-Strain Curve Evolution\u003c/h2\u003e\n \u003cp\u003eUnconfined compressive strength (UCS) parameters of loess under varying conditions, derived from stress-strain curve analysis (Fig. 7), are summarized in Table \u003cspan class=\"InternalRef\"\u003e4\u003c/span\u003e. Both peak strength and elastic modulus decreased with increasing water-to-binder ratio, while the elastic modulus exhibited a positive correlation with compressive strength, accounting for approximately 58% of the peak strength\u0026mdash;consistent with typical geomechanical behavior of soil-rock materials. At identical water-to-binder ratios, the ranking of peak strength and elastic modulus followed: soil-to-binder ratio of 3:1\u0026thinsp;\u0026gt;\u0026thinsp;2:1\u0026thinsp;\u0026gt;\u0026thinsp;6:1. Higher elastic modulus indicates greater stiffness and enhanced resistance to elastic deformation, while peak strength reflects the maximum stress sustained before failure, with larger values signifying superior load-bearing capacity. Post-failure residual strength was evident across all specimens, with the A1B1C1 group exhibiting the highest residual strength. This demonstrates that high-water rapid-setting material-modified loess retains measurable load-bearing capacity even after failure, where higher residual stress values correlate with greater post-damage structural integrity. Notably, residual strength decreased progressively with increases in both water-to-binder and soil-to-binder ratios.\u003c/p\u003e\n \u003cdiv class=\"gridtable\"\u003e\n \u003cdiv align=\"left\" class=\"colspec\"\u003eAn analysis of the stress-strain curves for each sample under different experimental conditions is presented in Fig. 7. The unconfined compressive strength tests revealed that all loess samples mixed with high-water quick-setting material displayed a clear peak in the stress-strain curve under unconfined conditions, which is consistent with previous studies \u003csup\u003e[\u003cspan class=\"CitationRef\"\u003e41\u003c/span\u003e\u0026ndash;\u003cspan class=\"CitationRef\"\u003e43\u003c/span\u003e]\u003c/sup\u003e. Failure occurred at relatively low strain values (\u0026epsilon;\u0026thinsp;\u0026lt;\u0026thinsp;3%). The stress-strain curves can be divided into four stages. Initially, during the loading and compaction stage, the curve is concave or nearly linear. This stage corresponds to the initial contact between the upper loading plate and the sample, during which the sample is gradually compacted. As the load is applied, the internal voids of the sample are compressed, causing the pore size and the overall volume of the soil to decrease. The next stage is elastic deformation, where the curve becomes linear, and strain increases continuously.\u003c/div\u003e\n \u003c/div\u003e\n \u003c/div\u003e\n \u003c/div\u003e\n \u003cdiv id=\"Sec12\" class=\"Section3\"\u003e\n \u003ch2\u003e3.1.3. Parametric analysis\u003c/h2\u003e\n \u003cdiv id=\"Sec13\" class=\"Section4\"\u003e\n \u003ch2\u003e3.1.3.1 Effect of water-to-binder ratio\u003c/h2\u003e\n \u003cp\u003eAs shown in Fig.\u0026nbsp;7, the addition of high-water quick-setting material significantly enhances the unconfined compressive strength of loess. The effects of different water-to-binder ratios while keeping the soil-to-binder ratio constant are as follows:For a soil-to-binder ratio of 2.0, the unconfined compressive strength of the loess sample with a water-to-binder ratio of 1.0 (experiment A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e) reached 3486.3 kPa. The sample with a water-to-binder ratio of 1.5 (experiment A\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e) exhibited a lower strength of 1852.2 kPa, a 46.6% decrease compared to A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e. The sample with a water-to-binder ratio of 2.0 (experiment A\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e) showed an even greater reduction to 1294.9 kPa, a 62.9% decrease from A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e. At a soil-to-binder ratio of 3.0, the unconfined compressive strength reached its peak value of 3717.5 kPa in experiment A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e, marking nearly a 100-fold increase compared to pure loess without high-water quick-setting material. In contrast, the strength of A\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e dropped to 2043.3 kPa, a reduction of 45%, and further decreased to 1294.9 kPa in A\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e, a 65.2% drop compared to A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e. At a soil-to-binder ratio of 6.0, the highest unconfined compressive strength was observed in experiment A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e (1654.1 kPa). However, this value decreased by 36.6% in A\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e (1049.2 kPa) and further dropped to 974.9 kPa in A\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e, the lowest value among all groups, representing a 41.1% reduction compared to A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e. These results show that as the water-to-binder ratio increases, the unconfined compressive strength of loess decreases. Specifically, the optimal water-to-binder ratio for enhancing compressive strength is 1.0, followed by 1.5 and 2.0. The increased water-to-binder ratio improves the sample\u0026apos;s plasticity as the added moisture fills the voids created by the hydration of high water content material. While the loess still fails after reaching its peak strength, it retains some unconfined compressive strength post-failure, exhibiting irreversible brittle failure \u003csup\u003e[\u003cspan class=\"CitationRef\"\u003e44\u003c/span\u003e\u0026ndash;\u003cspan class=\"CitationRef\"\u003e45\u003c/span\u003e]\u003c/sup\u003e.\u003c/p\u003e\n \u003c/div\u003e\n \u003cdiv id=\"Sec14\" class=\"Section4\"\u003e\n \u003ch2\u003e3.1.3.2 Effect of soil-to-binder ratio\u003c/h2\u003e\n \u003cp\u003eFigure 7 also illustrates the impact of different soil-to-binder ratios on unconfined compressive strength while keeping the water-to-binder ratio constant. At a water-to-binder ratio of 1.0, the unconfined compressive strength for the sample with a soil-to-binder ratio of 3.0 (experiment A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e) was 3717.5 kPa, the highest among all groups. The sample with a soil-to-binder ratio of 2.0 (experiment A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e) showed a strength of 3486.3 kPa, a 6.2% decrease. The strength for a soil-to-binder ratio of 6.0 (experiment A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e) decreased significantly to 1654.1 kPa, a 55.5% reduction compared to A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e. At a water-to-binder ratio of 1.5, the unconfined compressive strength for A\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e was 2043.3 kPa, while A\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e showed a decrease to 1852.2 kPa, a 9.4% reduction. The strength for A\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e dropped substantially to 1294.9 kPa, a 48.7% decrease compared to A\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e. At a water-to-binder ratio of 2.0, the highest unconfined compressive strength of 1294.9 kPa was observed in A\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e. A\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e exhibited 1203.6 kPa, a 7.1% decrease, and A\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e further dropped to 974.9 kPa, a 24.7% reduction compared to A\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e. Comparing the effects of different soil-to-binder ratios, it is clear that, for a constant water-to-binder ratio, the compressive strength is highest for a soil-to-binder ratio of 3.0, followed by 2.0 and lowest for 6.0. The strength reduction between soil-to-binder ratios of 2.0 and 3.0 is relatively minor (6.2%-9.4%), but when the ratio increases to 6.0, the reduction is much more significant (24.7%-55.5%). Thus, the optimal order of soil-to-binder ratios influencing compressive strength is 3.0\u0026thinsp;\u0026gt;\u0026thinsp;2.0\u0026thinsp;\u0026gt;\u0026thinsp;6.0.\u003c/p\u003e\n \u003c/div\u003e\n \u003cdiv id=\"Sec15\" class=\"Section4\"\u003e\n \u003ch2\u003e3.1.3.3 Effect of loading speeds\u003c/h2\u003e\n \u003cp\u003eHighway subgrades experience significant variations in loading rates during construction and operation, ranging from rapid dynamic loads (e.g., traffic and impact loads) to slow static loads (e.g., self-weight of fill soil and permanent structural loads). To accurately capture the mechanical response of soil under realistic conditions, three loading rates (0.5, 1.0, and 2.0 mm/min) were selected in accordance with the Test Methods of Soils for Highway Engineering (JTG 3430\u0026mdash;2020), simulating strength characteristics under different stress application rates.Given the orthogonal experimental design, potential interference from imperfectly controlled water-to-binder and soil-to-binder ratios was addressed by grouping data by loading rate and calculating the average unconfined compressive strength (UCS) for each group to mitigate specimen-specific variability (Table \u003cspan class=\"InternalRef\"\u003e5\u003c/span\u003e). The results revealed a non-monotonic relationship between loading rate and UCS: strength initially increased by 12.3% as the rate rose from 0.5 to 1.0 mm/min, peaking at 1.0 mm/min, followed by a sharp decline of 25.1% when the rate further increased to 2.0 mm/min. This trend is attributed to optimal stress distribution at moderate rates (1.0 mm/min), whereas higher rates (2.0 mm/min) likely induced localized failure due to insufficient time for internal stress redistribution, and lower rates (0.5 mm/min) allowed partial stress relaxation. To isolate the independent influence of loading rate, future studies should fix water-to-binder and soil-to-binder ratios while testing additional rate gradients.\u003c/p\u003e\n \u003c/div\u003e\n \u003c/div\u003e\n \u003cdiv id=\"Sec16\" class=\"Section3\"\u003e\n \u003ch2\u003e3.1.4 Sensitivity analysis\u003c/h2\u003e\n \u003cdiv id=\"Sec17\" class=\"Section4\"\u003e\n \u003ch2\u003e3.1.4.1 Range Analysis\u003c/h2\u003e\n \u003cp\u003eAs shown in Fig. 9 and Table \u003cspan class=\"InternalRef\"\u003e4\u003c/span\u003e, range analysis was employed to rank their sensitivity and evaluate optimal mix ratios (Fig. \u003cspan class=\"InternalRef\"\u003e8\u003c/span\u003e, Table \u003cspan class=\"InternalRef\"\u003e6\u003c/span\u003e), aiming at quantifying the relative influence of key factors on compressive strength. As indicated by the range analysis principle, a larger R value (range) corresponds to a greater overall impact on experimental outcomes\u0026mdash;specifically, unconfined compressive strength (UCS) [46]. The factors were prioritized in the following order: water-to-binder ratio\u0026thinsp;\u0026gt;\u0026thinsp;soil-to-binder ratio\u0026thinsp;\u0026gt;\u0026thinsp;loading rate.\u003c/p\u003e\n \u003cdiv class=\"gridtable\"\u003e\u0026nbsp;\u003ctable id=\"Tab3\" border=\"1\"\u003e\n \u003ccaption language=\"En\"\u003e\n \u003cdiv class=\"CaptionNumber\"\u003eTable 4\u003c/div\u003e\n \u003cdiv class=\"CaptionContent\"\u003e\n \u003cp\u003eRange analysis table of unconfined compressive strength\u003c/p\u003e\n \u003c/div\u003e\n \u003c/caption\u003e\n \u003cthead\u003e\n \u003ctr\u003e\n \u003cth align=\"left\" style=\"width: 15.0258%;\"\u003e\n \u003cp\u003eItem\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\" style=\"width: 7.5129%;\"\u003e\n \u003cp\u003eLevel\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\" style=\"width: 27.6695%;\"\u003e\n \u003cp\u003eWater-to-binder ratio\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\" style=\"width: 24.7376%;\"\u003e\n \u003cp\u003eSoil-to-binder ratio\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\" style=\"width: 16.8582%;\"\u003e\n \u003cp\u003eLoading rate\u003c/p\u003e\n \u003c/th\u003e\n \u003c/tr\u003e\n \u003c/thead\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\" rowspan=\"3\" style=\"width: 15.0258%;\"\u003e\n \u003cp\u003eK Value\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 7.5129%;\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 27.6695%;\"\u003e\n \u003cp\u003e8857.9\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 24.7376%;\"\u003e\n \u003cp\u003e6542.1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 16.8582%;\"\u003e\n \u003cp\u003e5830.4\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\" style=\"width: 7.5129%;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 27.6695%;\"\u003e\n \u003cp\u003e4944.7\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 24.7376%;\"\u003e\n \u003cp\u003e7055.7\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 16.8582%;\"\u003e\n \u003cp\u003e4901\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\" style=\"width: 7.5129%;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 27.6695%;\"\u003e\n \u003cp\u003e3473.4\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 24.7376%;\"\u003e\n \u003cp\u003e3678.2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 16.8582%;\"\u003e\n \u003cp\u003e6544.6\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\" rowspan=\"3\" style=\"width: 15.0258%;\"\u003e\n \u003cp\u003eK avg Value\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 7.5129%;\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 27.6695%;\"\u003e\n \u003cp\u003e2952.63\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 24.7376%;\"\u003e\n \u003cp\u003e2180.7\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 16.8582%;\"\u003e\n \u003cp\u003e1943.47\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\" style=\"width: 7.5129%;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 27.6695%;\"\u003e\n \u003cp\u003e1648.23\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 24.7376%;\"\u003e\n \u003cp\u003e2351.9\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 16.8582%;\"\u003e\n \u003cp\u003e1633.67\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\" style=\"width: 7.5129%;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 27.6695%;\"\u003e\n \u003cp\u003e1157.8\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 24.7376%;\"\u003e\n \u003cp\u003e1226.07\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 16.8582%;\"\u003e\n \u003cp\u003e2181.53\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\" colspan=\"2\" style=\"width: 22.5387%;\"\u003e\n \u003cp\u003eBes Level\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 27.6695%;\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 24.7376%;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 16.8582%;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\" colspan=\"2\" style=\"width: 22.5387%;\"\u003e\n \u003cp\u003eR\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 27.6695%;\"\u003e\n \u003cp\u003e1794.83\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 24.7376%;\"\u003e\n \u003cp\u003e1125.83\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 16.8582%;\"\u003e\n \u003cp\u003e547.86\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\" colspan=\"2\" style=\"width: 22.5387%;\"\u003e\n \u003cp\u003eNumber of levels\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 27.6695%;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 24.7376%;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 16.8582%;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\" colspan=\"2\" style=\"width: 22.5387%;\"\u003e\n \u003cp\u003eRepeats per level r\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 27.6695%;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 24.7376%;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" style=\"width: 16.8582%;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003c/table\u003e\n \u003c/div\u003e\n \u003cp\u003eComparison of mean UCS values across factor levels revealed the optimal design combination as A1B2C2, corresponding to a water-to-binder ratio of 1.0, soil-to-binder ratio of 3.0, and loading rate of 1.0 mm/min. Under these conditions, the high-water rapid-setting material demonstrated maximal efficacy in enhancing loess compressive strength.\u003c/p\u003e\n \u003cp\u003eIn range analysis, a larger R-value indicates a greater impact on the entire experiment, meaning a stronger effect on unconfined compressive strength \u003csup\u003e[\u003cspan class=\"CitationRef\"\u003e46\u003c/span\u003e]\u003c/sup\u003e. The ranking of the factors based on their influence on compressive strength is as follows: water-to-binder ratio\u0026thinsp;\u0026gt;\u0026thinsp;soil-to-binder ratio\u0026thinsp;\u0026gt;\u0026thinsp;loading rate. Comparing the average values at different levels of each factor reveals that the optimal design combination\u0026mdash;based on unconfined compressive strength as the evaluation index\u0026mdash;is A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e. This combination corresponds to the best enhancement of loess compressive strength when the water-to-binder ratio is 1.0, the soil-to-binder ratio is 3.0, and the loading rate is 1.0 mm/min.\u003c/p\u003e\n \u003c/div\u003e\n \u003cdiv id=\"Sec18\" class=\"Section4\"\u003e\n \u003ch2\u003e3.1.4.2 Analysis of variance\u003c/h2\u003e\n \u003cp\u003eWhile range analysis provides an intuitive and quantitative determination of the primary effects of factors on physical and mechanical properties, it may have some errors and cannot precisely estimate the influence of each factor \u003csup\u003e[\u003cspan class=\"CitationRef\"\u003e47\u003c/span\u003e\u0026ndash;\u003cspan class=\"CitationRef\"\u003e48\u003c/span\u003e]\u003c/sup\u003e. Variance analysis helps to address this limitation by conducting significance tests \u003csup\u003e[\u003cspan class=\"CitationRef\"\u003e49\u003c/span\u003e]\u003c/sup\u003e. Based on the unconfined compressive strength peak results in Fig. \u003cspan class=\"InternalRef\"\u003e3\u003c/span\u003e, a variance analysis was performed, as shown in Table \u003cspan class=\"InternalRef\"\u003e5\u003c/span\u003e. As can be seen from Fig. \u003cspan class=\"InternalRef\"\u003e10\u003c/span\u003e and Table \u003cspan class=\"InternalRef\"\u003e5\u003c/span\u003e, the three-factor variance analysis (water-to-binder ratio, soil-to-binder ratio, and loading rate) reveals the following:The water-to-binder ratio did not show significant effects (F\u0026thinsp;=\u0026thinsp;10.206, p\u0026thinsp;=\u0026thinsp;0.089\u0026thinsp;\u0026gt;\u0026thinsp;0.05), indicating no significant variation in unconfined compressive strength. The soil-to-binder ratio also showed no significant effect (F\u0026thinsp;=\u0026thinsp;4.364, p\u0026thinsp;=\u0026thinsp;0.186\u0026thinsp;\u0026gt;\u0026thinsp;0.05), indicating no significant impact on unconfined compressive strength. The loading rate was not significant either (F\u0026thinsp;=\u0026thinsp;0.895, p\u0026thinsp;=\u0026thinsp;0.528\u0026thinsp;\u0026gt;\u0026thinsp;0.05), meaning it does not significantly affect unconfined compressive strength. The F ratio is indicative of the level of influence each factor has on the experiment, with higher F ratios corresponding to greater impact. Therefore, the factors can be ranked based on their F ratios.\u003c/p\u003e\n \u003cdiv class=\"gridtable\"\u003e\u003cstrong\u003eTable 5.\u0026nbsp;\u003c/strong\u003eVariance analysis results for unconfined compressive strength\u003c/div\u003e\n \u003ctable border=\"0\" cellspacing=\"0\" cellpadding=\"0\" width=\"100%\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003eSource of variation\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19px;\"\u003e\n \u003cp\u003eSum of squares\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 11px;\"\u003e\n \u003cp\u003e\u003cem\u003edf\u003c/em\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003eMean square\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 14px;\"\u003e\n \u003cp\u003e\u003cem\u003eF\u003c/em\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 13px;\"\u003e\n \u003cp\u003e\u003cem\u003ep\u003c/em\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003eIntercept\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19px;\"\u003e\n \u003cp\u003e33162241.78\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 11px;\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003e33162241.78\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 14px;\"\u003e\n \u003cp\u003e131.093\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 13px;\"\u003e\n \u003cp\u003e0.008**\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003eWater-to-binder ratio\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19px;\"\u003e\n \u003cp\u003e5163410.909\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 11px;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003e2581705.454\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 14px;\"\u003e\n \u003cp\u003e10.206\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 13px;\"\u003e\n \u003cp\u003e0.089\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003eSoil-to-binder ratio\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19px;\"\u003e\n \u003cp\u003e2208134.936\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 11px;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003e1104067.468\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 14px;\"\u003e\n \u003cp\u003e4.364\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 13px;\"\u003e\n \u003cp\u003e0.186\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003eLoading rate\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19px;\"\u003e\n \u003cp\u003e452809.662\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 11px;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003e226404.831\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 14px;\"\u003e\n \u003cp\u003e0.895\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 13px;\"\u003e\n \u003cp\u003e0.528\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003eResidual\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19px;\"\u003e\n \u003cp\u003e505932.816\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 11px;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20px;\"\u003e\n \u003cp\u003e252966.408\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 14px;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 13px;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd colspan=\"6\" style=\"width: 100px;\"\u003e\n \u003cp\u003eNote：\u003cem\u003eR\u003c/em\u003e\u003csup\u003e2\u003c/sup\u003e=0.939\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd colspan=\"6\" style=\"width: 100px;\"\u003e\n \u003cp\u003e* \u003cem\u003ep\u003c/em\u003e\u0026lt;0.05**\u003cem\u003ep\u003c/em\u003e\u0026lt;0.01\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003c/table\u003e\n \u003cp\u003eIt is obvious in Table 5, the ranking of factors affecting unconfined compressive strength is as follows: water-to-binder ratio \u0026gt; soil-to-binder ratio \u0026gt; loading rate. This result is consistent with the range analysis findings in Table 4. Based on this analysis, the optimal mix for achieving maximum unconfined compressive strength is determined by selecting the factor levels that correspond to the highest compressive strength: a water-to-binder ratio of 1.0, a soil-to-binder ratio of 3.0, and a loading rate of 1.0 mm/min.\u003c/p\u003e\n \u003cp\u003e\u003cstrong\u003e3.2. Shear behaviour of high water content material modified loess\u003c/strong\u003e\u003c/p\u003e\n \u003cp\u003e\u003cstrong\u003e3.2.1. General observation\u0026nbsp;\u003c/strong\u003e\u003c/p\u003e\n \u003cp\u003eDirect shear tests demonstrated that the incorporation of high-water rapid-setting materials significantly enhanced the shear strength of loess, with all specimens exhibiting typical brittle shear failure. Representative stress-displacement curves (Figure 10) revealed a marked increase in shear strength with rising confining pressure. Within the tested confining pressure range (100\u0026ndash;400 kPa), strength growth followed the Mohr-Coulomb strength theory, indicating enhanced stability of the cementation network under elevated pressures.\u003c/p\u003e\u0026nbsp;The curves displayed sharp stress peaks followed by abrupt post-peak softening, with failure displacements confined to 2\u0026ndash;4 mm. This rapid stress drop signifies sudden fracture of the cementation network. Mechanistically, hydration products such as ettringite (AFt) and aluminum hydroxide gel (AH3) generated by the high-water rapid-setting material filled pores and cemented loess particles into a rigid skeletal structure. This framework restricts particle displacement, forcing energy release through sudden crack propagation rather than plastic slippage.\u003cp\u003eFigure 11 presents the fitted shear strength curves. The shear strength parameters (cohesion c and internal friction angle \u0026phi;) were calculated using Coulomb\u0026rsquo;s formula, \u0026tau;f = c + \u0026sigma;tan\u0026phi;, where \u0026tau;f is the shear strength, c is the cohesion, \u0026sigma; is the vertical stress, and \u0026phi; is the internal friction angle. The shear strength indicators were obtained from the shear strength fitting curves, where the y-intercept corresponds to cohesion (\u0026tau;), and the slope represents the internal friction angle (\u0026phi;) \u003csup\u003e[50-52]\u003c/sup\u003e. As shown in the graph, experimental group A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e has the highest cohesion, while A\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e has the lowest. The cohesion values increase by 14.6 times and 2.7 times, respectively, compared to pure loess. This is because, in group A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e, the soil-to-binder ratio is 2.0. The higher the amount of high-water quick-setting material added to the loess, the more cementitious substances are formed within the soil. These substances create interlocking structures between adjacent soil particles, enhancing the interaction forces and, ultimately, the shear strength.\u003c/p\u003e\n \u003cp\u003e\u003cstrong\u003e3.2.2. Parametric analysis \u0026nbsp;\u003c/strong\u003e\u003c/p\u003e\n \u003cp\u003e\u003cstrong\u003e3.2.2.1 Effect on cohesion\u003c/strong\u003e\u003c/p\u003e\n \u003cp\u003eBased on Figure 11, by controlling the water-to-binder ratio and analyzing the soil-to-binder ratio as a single factor, the following observations were made:When the water-to-binder ratio is 1.0, the cohesion values for A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e, A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e, and A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e are 629.07, 478.32, and 429.34 kPa, respectively. These values decrease by 23.96% and 31.75% compared to the maximum value under the same conditions. With a water-to-binder ratio of 1.5, the cohesion values for A\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e, A\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e, and A\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e are 391.585, 259.355, and 178.145 kPa, showing a reduction of 33.76% and 54.5% compared to the maximum value. This reduction is more significant than when the water-to-binder ratio is 1.0. At a water-to-binder ratio of 2.0, the cohesion values for A\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e, A\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e, and A\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e are 375.39, 265.51, and 270.7 kPa, representing reductions of 29.3% and 27.9%, respectively. These results indicate that loess with a soil-to-binder ratio of 2.0 has significantly higher cohesion than when the soil-to-binder ratio is 3.0 or 6.0. Additionally, cohesion decreases as the soil-to-binder ratio increases.\u0026nbsp;\u003c/p\u003e\n \u003cp\u003eIn other words, adding more high-water quick-setting material increases the cohesion. This is because the shear strength (\u0026tau;) of the soil is composed of frictional strength (\u0026sigma;tan\u0026phi;) and cohesive strength (c), with cohesion playing the largest role in shear strength due to the cementitious material\u0026apos;s influence. The addition of high-water quick-setting material enhances cohesion by forming a dense, stable structure within the soil, which strengthens the shear resistance.\u0026nbsp;\u003c/p\u003e\n \u003cp\u003eWhen analyzing the cohesion at different water-to-binder ratios for the same soil-to-binder ratio, the following trends were observed: For a soil-to-binder ratio of 2.0, the cohesion values for A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e, A\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e, and A\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e are 629.07, 391.585, and 375.39 kPa, respectively, with reductions of 37.75% and 40.32% compared to the maximum value under the same conditions. For a soil-to-binder ratio of 3.0, the cohesion values for A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e, A\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e, and A\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e are 478.32, 259.335, and 265.51 kPa, respectively, with reductions of 45.78% and 44.49%. For a soil-to-binder ratio of 6.0, the cohesion values for A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e, A\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e, and A\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e are 424.34, 178.145, and 270.7 kPa, respectively, with reductions of 58.02% and 36.2%. In summary, the cohesion value is significantly higher at a water-to-binder ratio of 1.0. As the water-to-binder ratio increases, moisture content within the soil also increases, leading to more water between soil particles and in the pores. This reduces cohesion, making the soil more susceptible to shear failure under lateral shear forces.\u003c/p\u003e\n \u003cdiv class=\"gridtable\"\u003e\n \u003cp\u003e\u003cstrong\u003e3.2.2.2 Effect on the internal friction angle\u003c/strong\u003e\u003c/p\u003e\n \u003cp\u003eThe internal friction angle is a critical parameter for soil shear strength. It is influenced by factors such as the soil\u0026apos;s initial porosity, particle shape, particle gradation, and surface roughness \u003csup\u003e[53]\u003c/sup\u003e. As shown in Figure 11, the internal friction angle of pure loess without additives is 14.33\u0026deg;. After the addition of high-water quick-setting material, the internal friction angle increases significantly, reaching a maximum of 44.68\u0026deg;, an increase of 211.8%. The minimum increase is to 23.72\u0026deg;, an improvement of 65.5%. This enhancement occurs because the addition of water and high-water quick-setting material triggers a hydration reaction in the loess. This reaction results in the formation of cementitious substances with irregular shapes (such as rod-like, prismatic, and flaky forms) on the surface of the soil particles. These substances increase the number of contact points between particles, leading to a higher overall density and stronger interlocking forces, which, in turn, enhance the cementing effect. The internal friction angle for each experimental group was calculated using the slope of the shear strength fitting curves and Coulomb\u0026apos;s formula. The results are as follows:At a water-to-binder ratio of 1.0, the maximum internal friction angle for A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e is 41.98\u0026deg;, while the angles for A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e1\u0026nbsp;\u003c/sub\u003eand A\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e are 27.36\u0026deg; and 23.72\u0026deg;, respectively. At a water-to-binder ratio of 1.5, the maximum internal friction angle for A\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e is 44.68\u0026deg;, with angles for A\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e and A\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e of 43.11\u0026deg; and 39.22\u0026deg;, respectively. At a water-to-binder ratio of 2.0, the maximum internal friction angle for A\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e is 41.74\u0026deg;, while A\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e and A\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e have angles of 32.48\u0026deg; and 24.63\u0026deg;, respectively. From these results, it is evident that, for a fixed water-to-binder ratio, a soil-to-binder ratio of 3.0 produces the most significant increase in the internal friction angle of loess, followed by a soil-to-binder ratio of 2.0. For a fixed soil-to-binder ratio, a water-to-binder ratio of 1.5 results in the best improvement in the internal friction angle of loess.\u003c/p\u003e\n \u003cp\u003e\u003cstrong\u003e3.3. Effect of high water content material on the microstructure of loess\u003c/strong\u003e\u003c/p\u003e\n \u003cp\u003e\u003cstrong\u003e3.3.1\u0026nbsp;\u003c/strong\u003e\u003cstrong\u003eSEM analysis\u003c/strong\u003e\u003c/p\u003e\n \u003cp\u003eThe microstructure of a material directly influences its macroscopic properties \u003csup\u003e[54-55]\u003c/sup\u003e. The macroscopic performance of materials is fundamentally governed by their microstructure [54, 55]. As shown in Figure 12D1 (2000\u0026times; magnification), unmodified loess exhibits heterogeneous interparticle pores and distinct structural units. The soil matrix comprises granular particles and aggregates, where silt- to sand-sized particles form a skeletal framework, with finer clay-sized particles acting as cementing agents between larger grains.\u0026nbsp;\u003c/p\u003e\n \u003c/div\u003e\n \u003cp\u003eThese aggregates demonstrate two primary structural configurations: Type I: Coarse silt particles form a rigid skeleton, with angular to subangular fragments (blocky or platy morphology) interconnected by clay minerals and detrital fines. Type II: Clay-dominated agglomerates lacking distinct granularity, consolidated by soluble salts, carbonates, or amorphous oxides. Three pore types dominate the microstructure: (a) skeletal pores (formed between coarse framework particles), the interlocked pores (within densely packed fine aggregates) and the cementation pores (at clay-mineral bonding interfaces). This hierarchical pore-grain architecture directly influences mechanical and hydraulic properties, with skeletal pores governing permeability and cementation interfaces dictating cohesive strength.\u003c/p\u003e\n \u003cp\u003eAs shown in Figure 12 (A1\u0026ndash;C3), 6000\u0026times; magnification micrographs of high-water rapid-setting material-modified loess reveal abundant acicular, columnar, and amorphous cementitious phases. The mechanical enhancement arises from chemical reactions among CaO, SiO₂, and Al\u003csub\u003e2\u003c/sub\u003eO₃ in the binder system, as detailed below:\u003c/p\u003e\n \u003cp\u003e\u003cimg src=\"data:image/png;base64,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\"\u003e\u003c/p\u003e\n \u003cp\u003e\u003cbr\u003e\u003c/p\u003e\n \u003c/div\u003eThese products collectively establish a \u0026quot;needle-gel-plate\u0026quot; hierarchical microstructure, where AFt crystals bridge macropores, C-S-H gels densify mesopores, and AH3/CH optimize nanoscale interfaces [56, 57].\n \u003c/div\u003e\n\u003c/div\u003e\n\u003cdiv id=\"Sec28\" class=\"Section2\"\u003e\n \u003cdiv id=\"Sec29\" class=\"Section3\"\u003e\n \u003cp\u003eAs illustrated in Figure 13, the mechanical improvement of loess by the high-water rapid-setting material is attributed to the synergistic effects of three key hydration products: (a) Ettringite (AFt), which forms an early-strength skeletal framework through its acicular and columnar crystal morphology. Its expansive properties effectively fill macropores and mitigate shrinkage; (b) the calcium silicate hydrate (C-S-H) gel which enhances long-term strength via nm-level cementation, concurrently improving impermeability and toughness; and the aluminum hydroxide (AH\u003csub\u003e3\u003c/sub\u003e) gel, the main effect of which is to facilitates supplementary cementation and provides aluminum sources for AFt formation.\u003c/p\u003e\n \u003c/div\u003e\n\u003c/div\u003e\n\u003cp\u003eThe water-to-binder ratio critically governs hydration kinetics, ettringite (AFt) crystal growth, and the porosity/density of the cementation network, directly influencing macroscopic strength [58]. SEM analysis revealed that increasing the water-to-binder ratio accelerated hydration rates but reduced AFt abundance while promoting fragile aluminum hydroxide (AH3) gel formation. As shown in Figure 12A3\u0026ndash;B1, AFt crystals transitioned from robust, elongated columns (low water-to-binder ratios) to slender, fragmented needles (high ratios), accompanied by increased porosity and water retention. This microstructural coarsening explains the decline in compressive strength at elevated water-to-binder ratios.\u003c/p\u003e\n\u003cp\u003eAs illustrated in Figure 12C1\u0026ndash;C3, lower soil-to-binder ratios (e.g., 2.0:1) significantly enhanced AFt proliferation and spatial dominance. Specimens like A1B1C1 exhibited densely interlocked AFt networks-rregular columns and needles bridging soil particles and filling pores (Figure 12b\u0026ndash;d). The crystal entanglement restricted particle displacement, while the AFt growth reduced void volume, enhancing compactness. During this period, free water was rapidly converted to crystalline water within AFt or trapped as non-bound water in gel pores, enabling rapid setting.the high early strength of the material stems from this AFt-driven framework, where capillary forces stabilize non-bound water within the nanostructured matrix. This water acts as a \u0026ldquo;binding-plasticizing\u0026rdquo; agent, maintaining material stability without compromising rigidity [59\u0026ndash;62].\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e3.3.2\u003c/strong\u003e\u003cstrong\u003e\u0026nbsp;NMR analysis\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003e3.3.2.1 Principles and Methodology\u003c/p\u003e\n\u003cp\u003eNuclear Magnetic Resonance (NMR) is an analytical technique based on the magnetic properties of atomic nuclei, with hydrogen nuclei (1H) being the most commonly studied due to their high abundance, sensitivity, and structural relevance [63]. The principle relies on the precession of hydrogen nuclei in an external magnetic field, generating detectable signals. In soil systems, hydrogen nuclei primarily reside in pore water, where the transverse relaxation time (T₂) correlates with pore size, shape, and connectivity. Thus, T₂ distribution analysis enables inference of soil pore structure [64].\u003c/p\u003e\n\u003cp\u003eIn this study, 1H NMR was employed to characterize the relaxation behavior of pore water in high-water rapid-setting material-modified loess, focusing on pore structure distribution and quantification. Specimens identical in mix proportions and dimensions to those used in unconfined compressive strength tests were water-saturated for 24 h prior to NMR measurements (experimental setup illustrated in Figure 14). The specimens were vacuum-saturated to evacuate air from pores, followed by water infusion under sustained vacuum to ensure maximal pore-filling. This protocol guarantees that the T₂ spectrum accurately reflects the full pore structure. The relationship between relaxation time and pore structure for modified loess is expressed as:\u003c/p\u003e\n\u003cp\u003e\u003cimg src=\"data:image/png;base64,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\"\u003e\u003c/p\u003e\n\u003cp\u003e3.3.2.2 T₂ Spectrum Distribution\u003c/p\u003e\n\u003cp\u003eAnalysis of Figure 15 reveals distinct primary peaks in the T₂ distribution curves for all nine experimental groups, with high amplitudes concentrated in the 1\u0026ndash;10 ms range. Figure 15a exhibits a single dominant peak, while Figures 15b and 15c display bimodal distributions. For the first peak, there is a smaller amplitude (1,977.92\u0026ndash;4,226.36) within 0.01\u0026ndash;0.43 ms, while the Larger amplitude (68,179.3\u0026ndash;132,584.05) spanning 0.43\u0026ndash;24.77 ms was found from the second peak. These bimodal features reflect pore connectivity in the soil. The horizontal axis (proportional to pore size) and vertical axis (signal amplitude, representing pore quantity) define the curves, with the total area under the curve corresponding to porosity. Amplifies peak amplitudes and integrated curve areas with the increased water-to-binder ratio. when the soil-to-binder ratio (at fixed water-to-binder ratios) was increased, the peak amplitudes, integrated areas, and maximum curve values experienced the decrease.\u003c/p\u003e\n\u003cp\u003e3.3.2.3 T₂ Spectrum Distribution\u003c/p\u003e\n\u003cp\u003eAccording to nuclear magnetic resonance (NMR) principles, the total area under each inverted T₂ curve represents the relative water content of the specimen, allowing the determination of pore volume in porous media through water volume calculations. The peak areas in Figure 15 were analyzed using Origin software, as illustrated in Figure 16. The T₂ spectrum areas under different mix ratios followed the descending order: water-to-binder ratio (2:1 \u0026gt; 1.5:1 \u0026gt; 1:1) and soil-to-binder ratio (2:1 \u0026gt; 3:1 \u0026gt; 6:1). This indicates that higher water-to-binder ratios increase pore quantity and porosity in loess, while higher soil-to-binder ratios reduce porosity. Specimen A1B3C3 exhibited the smallest area (minimum porosity) among the nine groups, whereas A3B1C3 showed the largest area, which was 4.14 times greater than the minimum. At fixed water-to-binder ratios, increasing the soil-to-binder ratio resulted in area reductions as follows: 1:1 (19% and 28%), 1.5:1 (24% and 26%), and 2:1 (4% and 46%). Conversely, at fixed soil-to-binder ratios, increasing the water-to-binder ratio led to area increments: 2:1 (69% and 34%), 3:1 (73% and 48%), and 6:1 (55% and 31%).\u003c/p\u003e\n\u003cp\u003e3.3.2.4 T₂ Pore Structure Evolution\u003c/p\u003e\n\u003cp\u003eCurrently, there is no unified standard for pore size classification in high-water rapid-setting material-modified loess. This study adopts the classification method proposed by Cheng et al. [68, 69], dividing pores into three categories via NMR-detected hydrogen atoms: micropores (\u0026lt;0.1 \u0026mu;m), mesopores (0.1\u0026ndash;1 \u0026mu;m), and macropores (\u0026gt;1 \u0026mu;m). As shown in Figure 17, mesopores dominate (water-to-binder ratio = 1:1), followed by macropores and micropores. Increasing the water-to-binder ratio shifts the peak rightward, amplifying macropore dominance. Conversely, at fixed water-to-binder ratios, increasing the soil-to-binder ratio shifts peaks leftward, reducing peak amplitude, pore size, and quantity.\u003c/p\u003e\n\u003cp\u003eThis behavior stems from microstructural changes: hydration-generated ettringite transitions from thick, elongated columns to slender, fragmented needles, increasing pore quantity and structural looseness. Higher soil-to-binder ratios reduce pore size and quantity due to diminished ettringite formation, where loess particles dominate the matrix. These trends align with SEM observations, confirming that densely interlocked ettringite crystals (at lower soil-to-binder ratios) refine pore networks, whereas particle-dominated systems (higher ratios) coarsen them.\u003c/p\u003e"},{"header":"4 ENGINEERING APPLICATIONS AND DURABILITY ASSESSMENT","content":"\u003cdiv id=\"Sec34\" class=\"Section2\"\u003e \u003ch2\u003e4.1 Early-Stage Strength Analysis\u003c/h2\u003e \u003cp\u003eFigure \u003cspan refid=\"Fig12\" class=\"InternalRef\"\u003e18\u003c/span\u003e illustrates the strength enhancement of loess modified with high-water rapid-setting material and its evolution over curing periods (1-day and 28-day unconfined compressive strength, UCS). The modified loess exhibits rapid setting and high early strength, governed predominantly by the water-to-binder ratio. Specimens with a low water-to-binder ratio (1:1) achieved the highest 1-day UCS (3,486.3\u0026ndash;3,717.5 kPa) but showed limited 28-day strength growth (6\u0026ndash;9%). Conversely, high water-to-binder ratio specimens (2.0:1) demonstrated substantial late-stage strength growth (14.5\u0026ndash;17.2%) but the lowest absolute strength (1,116.1\u0026ndash;1,501.3 kPa), reflecting a \"high growth rate\u0026ndash;low base\" characteristic. Reducing the soil-to-binder ratio improved initial strength but suppressed long-term growth (e.g., soil-to-binder ratio 6:1 specimens exhibited\u0026thinsp;\u0026gt;\u0026thinsp;50% higher growth rates than 2:1 specimens).\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003c/div\u003e \u003cdiv id=\"Sec35\" class=\"Section2\"\u003e \u003ch2\u003e4.2 Water Immersion Test Results\u003c/h2\u003e \u003cp\u003eLoess subgrade moisture content fluctuates seasonally due to rainfall, freeze-thaw cycles, and groundwater variations. Increased summer rainfall elevates moisture, reducing subgrade strength, while winter frost heave and spring thawing exacerbate localized water accumulation, triggering mud-pumping risks. Collapsible loess also exhibits heterogeneous permeability, leading to uneven moisture distribution via fissure infiltration.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab5\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 6\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003e。Durability assessment parameters\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"3\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eNumber\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003e28-day strength growth rate (W)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003ewater immersion softening coefficient (K)\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eA\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e8.9%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e0.88\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eA\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e6.6%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e0.89\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eA\u003csub\u003e1\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e6.0%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e0.81\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eA\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e13.5%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e0.72\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eA\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e12.2%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e0.73\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eA\u003csub\u003e2\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e10.8%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e0.67\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eA\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e1\u003c/sub\u003eC\u003csub\u003e3\u003c/sub\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e17.2%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e0.55\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eA\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e2\u003c/sub\u003eC\u003csub\u003e1\u003c/sub\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e15.9%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e0.58\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eA\u003csub\u003e3\u003c/sub\u003eB\u003csub\u003e3\u003c/sub\u003eC\u003csub\u003e2\u003c/sub\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e14.5%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e0.51\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cp\u003eTo evaluate the water stability of modified loess, softening coefficient (K) tests were conducted on nine mix designs. Specimen A1B2C2 (water-to-binder ratio 1:1\u0026thinsp;+\u0026thinsp;soil-to-binder ratio 3:1) exhibited optimal performance (K\u0026thinsp;=\u0026thinsp;0.89), whereas A3B3C2 (2.0:1\u0026thinsp;+\u0026thinsp;6:1) showed the lowest K (0.51) due to excessive porosity-induced cementation collapse. Overall, water resistance correlated positively with cementation density, with low water-to-binder ratios (\u0026le;\u0026thinsp;1:1) achieving K\u0026thinsp;\u0026gt;\u0026thinsp;0.8. Mechanistically, low water-to-binder ratios promote rapid ettringite (AFt) formation, creating dense matrices, while high ratios prioritize C-S-H gel development, increasing porosity despite late-stage strength gains. Moderate water-to-binder ratios (1.5:1) balance hydration and porosity, whereas excessive ratios (2.0:1) degrade both strength and water resistance.\u003c/p\u003e \u003c/div\u003e \u003cdiv id=\"Sec36\" class=\"Section2\"\u003e \u003ch2\u003e4.3 Engineering Applications\u003c/h2\u003e \u003cp\u003eIn engineering practice, optimizing the composite mix ratios of high-water rapid-setting materials and collapsible loess is critical for enhancing the mechanical performance and cost-effectiveness of subgrade filling projects. Maintaining the water-to-binder ratio (W/C) at a low level (W/C\u0026thinsp;\u0026le;\u0026thinsp;1.5) significantly improves compressive strength by reducing post-hardening porosity and enhancing compactness. Concurrently, the soil-to-binder ratio (S/C) is recommended to be controlled within 2.0\u0026ndash;3.0. Excessively high S/C may lead to insufficient cementation, compromising bonding performance, while overly low S/C increases costs without proportional strength gains. For subgrade filling, a mix ratio of W/C\u0026thinsp;=\u0026thinsp;1.5 and S/C\u0026thinsp;=\u0026thinsp;3.0 balances strength requirements with economic efficiency, avoiding excessive binder consumption. This ratio serves as a practical reference for similar projects. Furthermore, a data-driven integrated model quantifies the relationships among W/C, S/C, and strength, proposing engineering-adapted schemes (Table\u0026nbsp;\u003cspan refid=\"Tab6\" class=\"InternalRef\"\u003e7\u003c/span\u003e).\u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab6\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 7\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eEngineering adaptation schemes\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"4\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eEngineering Requirement\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eRecommended Mix Ratio\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003ePerformance\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003eApplication Scenario\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eRapid construction\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eW/C\u0026nbsp;1:1 +\u0026nbsp;S/C2:1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e1-day strength\u0026thinsp;\u0026gt;\u0026thinsp;3,400 kPa,\u0026nbsp;K\u0026nbsp;\u0026gt; 0.85\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eEmergency subgrade repair\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eLong-term stable structure\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eW/C\u0026nbsp;1:1 +\u0026nbsp;S/C3:1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e28-day strength\u0026thinsp;\u0026gt;\u0026thinsp;3,900 kPa,\u0026nbsp;K\u0026nbsp;= 0.89\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003ePermanent subgrade construction\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eLow-cost temporary works\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eW/C\u0026nbsp;1.5:1 +\u0026nbsp;S/C\u0026nbsp;3:1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e28-day strength\u0026thinsp;\u0026asymp;\u0026thinsp;2,300 kPa, requires waterproofing (K\u0026nbsp;= 0.73)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eTemporary roads, earth-filling projects\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003c/div\u003e"},{"header":"5 CONCLUSIONS","content":"\u003cp\u003eThis study proposes a novel approach for improving collapsible loess using high-water rapid-setting materials, with experimental and theoretical investigations validating its practicality and effectiveness. The findings provide a theoretical foundation for promoting this material in road engineering. Key conclusions are as follows:\u003c/p\u003e \u003cp\u003e(1) Unconfined compressive strength (UCS) tests demonstrated that high-water rapid-setting materials significantly enhance loess compressive strength. Orthogonal experimental sensitivity analysis revealed the following order of influence on UCS: water-to-binder ratio (W/C)\u0026thinsp;\u0026gt;\u0026thinsp;soil-to-binder ratio (S/C)\u0026thinsp;\u0026gt;\u0026thinsp;loading rate.\u003c/p\u003e \u003cp\u003e(2) Direct shear tests indicated that modified specimens exhibited markedly higher shear strength than untreated loess. Cohesion (c) peaked at W/C\u0026thinsp;=\u0026thinsp;1.0 and S/C\u0026thinsp;=\u0026thinsp;2.0, while the internal friction angle (φ) reached its maximum at S/C\u0026thinsp;=\u0026thinsp;3.0 and W/C\u0026thinsp;=\u0026thinsp;1.5.\u003c/p\u003e \u003cp\u003e(3) SEM analysis identified hydration products, including ettringite (AFt) and calcium silicate hydrate (C-S-H) gel, which interlock with loess particles to form a 3D network. This microstructure enhances both compressive and shear strength.\u003c/p\u003e \u003cp\u003e(4) NMR results revealed that higher W/C ratios increase pore quantity and porosity, while higher S/C ratios reduce porosity. Increasing W/C amplified macropore dominance, whereas increasing S/C induced a leftward peak shift, reducing pore size and quantity.\u003c/p\u003e \u003cp\u003e(5) Optimal mix ratios of W/C\u0026thinsp;\u0026le;\u0026thinsp;1.5 and S/C\u0026thinsp;=\u0026thinsp;2.0\u0026ndash;3.0 were established, balancing strength, water resistance, and cost-effectiveness for subgrade engineering applications.\u003c/p\u003e"},{"header":"Declarations","content":"\u003cp\u003e\u003cstrong\u003eACKNOWLEDGEMENTS\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThis work is financially supported by the National Natural Science Foundation of China (Nos. 51904268 and 42367021), and the Tiashan Talent Programme of Xinjiang (Nos. 2023TSYCCX0010 and 2023TSYCCX0095 ). The authors would like to thank the technical staffs for their kind support during the preparation and testing on specimens.\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eDATA AVAILABILITY STATEMENT\u0026nbsp;\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe datasets used and/or analysed during the current study available from the corresponding author on reasonable request.\u003c/p\u003e"},{"header":"References","content":"\u003col\u003e\n\u003cli\u003eShi G M , Liu X Y , Guo Z K , et al. Effect of mica content on shear strength of the yili loess under the dry-wet cycling condition. Sustainability,2022,14(15):9569-9569.0\u003c/li\u003e\n\u003cli\u003eZhu Y P , Dong H T , Wei J Q , et al.Research on the application of the improved layered summation method in the settlement deformation of high fill foundation in loess area. Journal of Architectural Science and Engineering,2024,41(03):159-168.\u003c/li\u003e\n\u003cli\u003eDong H T . Research on settlement and deformation of large thickness high fill foundation in loess areas. Lanzhou University of Technology,2023.000201.\u003c/li\u003e\n\u003cli\u003eZhang X W , Liu X Y , Wang G , et al.Time effect of neutral point of negative friction resistance of phc pile in soft soil subgrade of racing track. Journal of Engineering Geology,2024,32(05):1838-1849.\u003c/li\u003e\n\u003cli\u003eHao W , Wu M, Wu X, et al. Study on the performance of collapsible loess subgrade improved by steel slag. Journal of Building Engineering, 2024, 84: 108642.\u003c/li\u003e\n\u003cli\u003eYang J D, Li X A, Li L C, et al. Formation mechanism of metastable internal support microstructure in Malan Loess and its implications for collapsibility. Engineering Geology, 2025, 346: 107892.\u003c/li\u003e\n\u003cli\u003eChen T Y , Zhang G .Centrifuge modeling of pile-supported embankment on soft soil base for highway widening. Soils and Foundations,2024,64(1):101422-.\u003c/li\u003e\n\u003cli\u003eSong F R , Wang D.Application study of impact compaction technology in wetness and softness loess roadbed treatment. Advanced Materials Research,2012,2091(594-597):1477-1481.\u003c/li\u003e\n\u003cli\u003eSui L Z , Li G Z , Wang P X , et al.Study on reinforce saturated soft clay foundation with dynamic consolidation by drainage. Applied Mechanics and Materials,2013,2733(438-439):1171-1175.\u003c/li\u003e\n\u003cli\u003eChen J H , Nie Y Z , Guan L , et al.Research on the reinforcement characteristics of thick cushion layer and rigid pile composite foundation. Buildings,2024,14(8):2286-2286.\u003c/li\u003e\n\u003cli\u003eQiu W J , Yang H P , Liu Y , et al. Experimental study on vibroflotation compaction of deep dredger fill coral reef sand foundation. Seismic Engineering Journal, 2021,43(02):459-467.\u003c/li\u003e\n\u003cli\u003eFan Q C , Liu Y M , Zheng Y Y , et al.The microscopic reinforcement mechanism of Zhuhai soft soil by cement-based stabilizer: From microscopic characterization to molecular dynamics simulation. Applied Surface Science,2025,681161574-161574.\u003c/li\u003e\n\u003cli\u003eXue Z J , Deng Q Q , Gao J Q , et al.Micro\u0026ndash;macro-analysis and model derivation of electrical resistivity of ningxia cement\u0026ndash;loess. Buildings,2024,14(10):3265-3265.\u003c/li\u003e\n\u003cli\u003eDixit A , Das K S .Mechanical, microstructural, and durability assessment of cement slurry waste and coal combustion ash mixture as a sustainable subgrade construction material: Experimental and mechanistic modeling approach. Construction and Building Materials,2025,458139550-139550.\u003c/li\u003e\n\u003cli\u003eSravanthi B , Radhakrishnan V , Andrews K J , et al.Comparative study on the performance of cement treated base layer materials and fly ash-based geopolymer base layer materials. Innovative Infrastructure Solutions,2024,10(1):3-3.\u003c/li\u003e\n\u003cli\u003eLiu B C , Li C J , Pan Z Y , et al.Laboratory test for mechanical properties of Guilin red clay mixed with cement. Journal of Engineering Geology, 2012,20(04):633-638.\u003c/li\u003e\n\u003cli\u003eShang S B . Experimental study on cement/lime modified loess and its engineering application . Chang \u0026apos;an University, 2017.\u003c/li\u003e\n\u003cli\u003eCai Y , Xu L R , Liu W Z , et al.Field test study on the dynamic response of the cement-improved expansive soil subgrade of a heavy-haul railway. Soil Dynamics and Earthquake Engineering, 2020,128105878-105878.\u003c/li\u003e\n\u003cli\u003eZhang W Q , Zhu X X , Xu S X , et al.Experimental study on properties of a new type of grouting material for the reinforcement of fractured seam floor. Journal of Materials Research and Technology,2019,8(6):5271-5282.\u003c/li\u003e\n\u003cli\u003eL\u0026uuml; Q L ， Zhang Y Y ， Zhang T D , et al.Change of mechanical strength of loess in Ili region under different freeze-thaw cycles and mois-ture contents. Journal of Engineering Geology，2023,31(04):1269-1281.\u003c/li\u003e\n\u003cli\u003eAn P , Zhang A J , Xing Y C , et al. Experimental study on settling characteristics of thick self-weight collapsible loess in Xinjiang Ili region in China using field immersion test. Soils and Foundations, 2018, 58(6): 1476-1491.\u003c/li\u003e\n\u003cli\u003eYan Z P , Yang H Y , Zhu Z L . Feasibility study on the application of high-water quick-setting materials in soft soil foundation treatment. Guangdong Highway Communications, 1999,(S1):72-77.\u003c/li\u003e\n\u003cli\u003eWang Y , Zhang A J, Ren W Y , et al. Study on the soil water characteristic curve and its fitting model of Ili loess with high level of soluble salts. Journal of Hydrology, 2019, 578: 124067.\u003c/li\u003e\n\u003cli\u003eBai J B , W X Y , Jia M K , et al. Theory and application of supporting in deep soft roadways. Journal of Geotechnical Engineering, 2008,(05):632-635.\u003c/li\u003e\n\u003cli\u003eWang W J , Hou C J , Bai J B , et al. Partical application of high-moisture quick-setting material backfill material to abandoned roadway. China Mining Industry,2001,(05):59-63.\u003c/li\u003e\n\u003cli\u003eSu Q . Study on strength characteristics and microstructure of new type of grouting materials . China University of Mining and Technology, 2018.\u003c/li\u003e\n\u003cli\u003eLiu D D . Study on the hydration and hardening mechanism of high-water quick-setting materials. China University of Mining and Technology, 2015.\u003c/li\u003e\n\u003cli\u003eHan Y M , Xia J W , Yu L L , et al.The relationship between compressive strength and pore structure of the high water grouting material.Crystals,2021,11(8):865-865.\u003c/li\u003e\n\u003cli\u003eHu G Z , He W R , Lan C J . Sealing behavior and flow mechanism of expandable material slurry with high water content for sealing gas drainage boreholes. Geofluids,2018,1-15.\u003c/li\u003e\n\u003cli\u003eLi Q T , Liu L J , Huang Z H , et al.Residual compressive strength of cement-based grouting material with early ages after fire. Construction and Building Materials,2017,138316-325.\u003c/li\u003e\n\u003cli\u003eMoselly A Z , Fall M .Sulphate influence on strength development of cemented paste backfill with superplasticizer under field-like curing conditions. Construction and Building Materials,2024,451138788-138788.\u003c/li\u003e\n\u003cli\u003eLin H , Pan B , Li Y , et al.The effect of Mg(OH)2 on hydrated magnesium silicate cement under different curing conditions. Construction and Building Materials,2024,445137799-137799.\u003c/li\u003e\n\u003cli\u003eLyu J, Song Z M , Chen H, et al. Behavior of backfill material made of high-water material and recycled concrete lumps for highwall mining. Case Studies in Construction Materials, 2024, 21: e03777.\u003c/li\u003e\n\u003cli\u003eWang D, Zeng J H , Liu C W , et al. Creep characteristics and rheological model of high water quick-setting materials in water environment. Advanced Engineering Sciences, 2014,46(03):1-6.\u003c/li\u003e\n\u003cli\u003eMa L S ,Yang L Y ,Man D H , et al. Study on the performance of magnesium oxide enhanced cement-based grouting materials in composite chloride environments. Journal of Building Engineering,2025,99111559-111559.\u003c/li\u003e\n\u003cli\u003eWang W L ,Feng L Y ,Li L J , et al. Studying on a new kind of grouting material and its application. Advanced Materials Research,2014,3330(988-988):230-233.\u003c/li\u003e\n\u003cli\u003eYang X H , Zheng K L , Xu L X , et al.Properties and Applications of a New Chemical Grouting Material. Advances in Civil Engineering, 2020.\u003c/li\u003e\n\u003cli\u003eLin H , Pan B , Li Y , et al. The effect of Mg(OH)2 on hydrated magnesium silicate cement under different curing conditions. Construction and Building Materials,2024,445137799-137799.\u003c/li\u003e\n\u003cli\u003eZhang C Q , Chen P , Wei J Z , et al.Effect of different calcination temperatures on clinker and hydration properties of solid waste-based calcium sulfoaluminate cement. Construction and Building Materials,2024,452138938-138938.\u003c/li\u003e\n\u003cli\u003eZuo J P, Hong Z J, Xiong Z Q , et al.Influence of different W/C on the performances and hydration progress of dual liquid high water backfilling material. Construction and Building Materials,2018,190910-917.\u003c/li\u003e\n\u003cli\u003eWang Y B , Xia X , Wu Y .Experimental Study on Shear Properties of Interface between Clay and Cement Paste. IOP Conference Series: Earth and Environmental Science,2019,267(5):052049 (6pp).\u003c/li\u003e\n\u003cli\u003eFu J Q . Research on the Preparation of Aluminate Superhigh-water Packing Material.China University of Mining and Technology, 2015.\u003c/li\u003e\n\u003cli\u003eWang H . Research on Grouting Reinforcement and Support in Mining Roadway with Soft cracked Surrounding Rock. China University of Mining and Technology, 2008.\u003c/li\u003e\n\u003cli\u003ePop A , Badea C , Ardelean I .The Effects of Different Superplasticizers and Water-to-Cement Ratios on the Hydration of Gray Cement Using T2-NMR. Applied Magnetic Resonance,2013,44(10)\u003c/li\u003e\n\u003cli\u003eZhou S B , Shen A Q , Liang X Y , et al.Effect of Water to Cement Ratio on Autogenous Shrinkage of Pavement Cement Concrete and Its Mechanism Analysis. Journal of Highway and Transportation Research and Development (English Edition),2014,8(1):7-12.\u003c/li\u003e\n\u003cli\u003eXiao J , Qu W J , Li W G , et al.Investigation on effect of aggregate on three non-destructive testing properties of concrete subjected to sulfuric acid attack. Construction and Building Materials,2016,115486-495.\u003c/li\u003e\n\u003cli\u003eZhang W , Cho C D .A method for epistemic uncertainty quantification and application to uniaxial tension modeling of polymers. Journal of Mechanical Science and Technology,2015,29(3):1199-1206.\u003c/li\u003e\n\u003cli\u003eHuang T , Zheng J , Dai G L , et al. Research on orthogonal Experiments and optimization of mixing ratios for underwater anti⁃dispersion cement⁃stabilized soil.2024,44(03):678-688+744.\u003c/li\u003e\n\u003cli\u003eCuenca-Moyano M G , Mart\u0026iacute;n-Pascual J , Mart\u0026iacute;n-Morales M , et al.Effects of water to cement ratio, recycled fine aggregate and air entraining/plasticizer admixture on masonry mortar properties. Construction and Building Materials,2020,230116929-116929.\u003c/li\u003e\n\u003cli\u003eFeng S , Lyu J J .The method of slant shear test with various slant shear angles decouple cohesion and friction of substrate-overlays interface. Construction and Building Materials,2024,456139238-139238.\u003c/li\u003e\n\u003cli\u003eJiang X H , Song H X , Li Ke , et al. Experimental Investigation on Shear Strength between Ultra-High-Performance Concrete and Normal Concrete Substrates. Advances in Materials Science and Engineering, 2023, 2023\u003c/li\u003e\n\u003cli\u003eWang J Y , Cao W g , Zhang C , et al. Large-scale direct shear tests on soil-rock aggregate mixture under complicated environment based on orthogonal design. Chinese Journal of Geotechnical Engineering,2013,35(10):1849-1856.\u003c/li\u003e\n\u003cli\u003eZhang W L, Wang D, Zheng J B , et al. Numerical study of cone penetration tests to predict effective internal friction angles of cohesive soils. Engineering Geology, 2024: 107870.\u003c/li\u003e\n\u003cli\u003eLiu Y J ,Wu K ,Zheng Y , et al.Optimization of mechanical properties and microstructer of marine soft soil solidified with industrial waste using the D-Optimal method. Journal of Building Engineering,2025,99111566-111566.\u003c/li\u003e\n\u003cli\u003eZhang L , Guo L J, Liu S Q , et al.A comparative study on the workability, mechanical properties and microstructure of cemented fine tailings backfill with different binder. Construction and Building Materials,2024,455139189-139189.\u003c/li\u003e\n\u003cli\u003eLi M . The distribution of ettringite in cementitious materials and its effects on the properties of hardened cement paste. Chongqing University, 2022.\u003c/li\u003e\n\u003cli\u003eWang H C , Feng P , Liu X , et al.The role of ettringite seeds in enhancing the ultra-early age strength of Portland cement containing aluminum sulfate accelerator. Composites Part B,2024,287111856-111856.\u003c/li\u003e\n\u003cli\u003eYu J C , Qian J S , Tang J Y , et al. Effect of ettringite seed crystals on the properties of calcium sulphoaluminate cement. Construction and Building Materials, 2019, 207: 249-257.\u003c/li\u003e\n\u003cli\u003eWang X G , Yu Y, Zou F B , et al. High performance CASH seeds and sulfate-rich lithium slag by nano-mechanochemical method on cement hydration: Microstructure and mechanical performance. Advanced Powder Technology, 2024, 35(10): 104623.\u003c/li\u003e\n\u003cli\u003eHuang T J . Microstructure evolution characteristics and mechanism of fresh cement paste. Central South University, 2022.\u003c/li\u003e\n\u003cli\u003eHargis C W, Kirchheim A P, Monteiro P J M, et al. Early age hydration of calcium sulfoaluminate (synthetic ye\u0026apos;elimite, C4A3S) in the presence of gypsum and varying amounts of calcium hydroxide. Cement and Concrete Research, 2013, 48: 105-115.\u003c/li\u003e\n\u003cli\u003eGarc\u0026iacute;a-Mat\u0026eacute; M, Angeles G, Le\u0026oacute;n-Reina L, et al. Effect of calcium sulfate source on the hydration of calcium sulfoaluminate eco-cement. Cement and Concrete Composites, 2015, 55: 53-61.\u003c/li\u003e\n\u003cli\u003eWang Y, Lu Y, Liu J, et al. Monitoring and characterization of the polymer-filled pores in sand using nuclear magnetic resonance during air-drying[J]. Construction and Building Materials, 2022, 337: 127568.\u003c/li\u003e\n\u003cli\u003eZhong Y P,Feng C J. NMR-Based Study on Pore Water Form and Permeability of Soil[J]. Journal of Highway and Transportation Research and Developmen,2024,41(7):49-55.\u003c/li\u003e\n\u003cli\u003eZhao P Q, Wang L, Xu C H, et al. Nuclear magnetic resonance surface relaxivity and its advanced application in calculating pore size distributions[J]. Marine and Petroleum Geology, 2020, 111: 66-74.\u003c/li\u003e\n\u003cli\u003eWang C P,Zhang J S. Porosity development analysis of concrete under sulfate attack based on nuclear magnetic resonance[J]. Shandong Science,2022,35(1):65-72,98.\u003c/li\u003e\n\u003cli\u003eYang Y Z, Liu J H, Liu L P, et al. Quantifying the water saturation degree of cement-based materials by hydrogen nuclear magnetic resonance (\u003csup\u003e1\u003c/sup\u003eH NMR)[J]. Construction and Building Materials, 2024, 438: 137340.\u003c/li\u003e\n\u003cli\u003eHuang D G, Wang X Z, Li X F, et al. Advanced nuclear magnetic resonance technology analysis of hybrid fiber reinforced concrete for optimized pore structure and strength[J]. Construction and Building Materials, 2025, 467: 140383.\u003c/li\u003e\n\u003c/ol\u003e"}],"fulltextSource":"","fullText":"","funders":[],"hasAdminPriorityOnWorkflow":false,"hasManuscriptDocX":true,"hasOptedInToPreprint":true,"hasPassedJournalQc":"","hasAnyPriority":false,"hideJournal":false,"highlight":"","institution":"","isAcceptedByJournal":true,"isAuthorSuppliedPdf":false,"isDeskRejected":"","isHiddenFromSearch":false,"isInQc":false,"isInWorkflow":false,"isPdf":false,"isPdfUpToDate":true,"isWithdrawnOrRetracted":false,"journal":{"display":true,"email":"[email protected]","identity":"scientific-reports","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":false,"externalIdentity":"scirep","sideBox":"Learn more about [Scientific Reports](http://www.nature.com/srep/)","snPcode":"","submissionUrl":"","title":"Scientific Reports","twitterHandle":"","acdcEnabled":true,"dfaEnabled":true,"editorialSystem":"stoa","reportingPortfolio":"Scientific Reports","inReviewEnabled":true,"inReviewRevisionsEnabled":true},"keywords":"high water content material, road subgrade, collapsible loess, modification technique, mechanical properties","lastPublishedDoi":"10.21203/rs.3.rs-6843403/v1","lastPublishedDoiUrl":"https://doi.org/10.21203/rs.3.rs-6843403/v1","license":{"name":"CC BY 4.0","url":"https://creativecommons.org/licenses/by/4.0/"},"manuscriptAbstract":"\u003cp\u003eThis paper proposed a conceptual material to construct the road subgrade, for which the high water content and quick setting material (e.g., high water material) is adopted to modify the collapsible loess. To verify the feasibility and easy-to-construct of this innovative construction material, a series of static tests were carried out to investigate the compressive and shear behaviour of high water content material modified Ili loess. The results demonstrate that the high-water rapid-setting material significantly enhances the early-stage strength of loess. Mechanical analysis revealed that the unconfined compressive strength (UCS) and elastic modulus peaked at a soil-to-binder ratio (S/C) of 3:1, decreasing with increasing water-to-binder ratio (W/C). Cohesion (c) declined as W/C increased, while the internal friction angle (φ) showed the most pronounced improvement at S/C = 3.0. SEM results confirmed that ettringite (AFt) and calcium silicate hydrate (C-S-H) gel are key contributors to strength enhancement, with NMR analysis indicating optimized S/C ratios reduce porosity. Water immersion tests identified the optimal mix ratio as W/C = 1:1 + S/C = 3:1, achieving a softening coefficient K = 0.89 and superior water resistance. An integrated engineering adaptation model was established by correlating mix parameters with mechanical properties, balancing strength and cost-effectiveness. that is, the high-water material demonstrate effective improvement of collapsible loess, significantly enhancing its engineering performance and validating its suitability for loess subgrade construction.\u003c/p\u003e","manuscriptTitle":"High water content material modified collapsible loess subgrade: concept and behaviour","msid":"","msnumber":"","nonDraftVersions":[{"code":1,"date":"2025-06-24 09:42:44","doi":"10.21203/rs.3.rs-6843403/v1","editorialEvents":[{"type":"communityComments","content":0},{"type":"decision","content":"Revision requested","date":"2025-08-11T04:06:11+00:00","index":"","fulltext":""},{"type":"editorInvitedReview","content":"","date":"2025-08-11T00:05:29+00:00","index":"hide","fulltext":""},{"type":"editorInvitedReview","content":"","date":"2025-08-09T06:19:34+00:00","index":"hide","fulltext":""},{"type":"reviewerAgreed","content":"26555533203460085858183648146587404017","date":"2025-07-26T09:47:02+00:00","index":"hide","fulltext":""},{"type":"reviewerAgreed","content":"259323480434119714331571507850892073306","date":"2025-07-25T05:09:44+00:00","index":"hide","fulltext":""},{"type":"editorInvitedReview","content":"","date":"2025-07-17T14:59:53+00:00","index":"hide","fulltext":""},{"type":"reviewerAgreed","content":"150192163097691983626090329435949756865","date":"2025-07-07T08:28:01+00:00","index":"hide","fulltext":""},{"type":"reviewersInvited","content":"","date":"2025-06-20T02:40:07+00:00","index":"","fulltext":""},{"type":"editorAssigned","content":"","date":"2025-06-20T02:39:15+00:00","index":"","fulltext":""},{"type":"editorInvited","content":"","date":"2025-06-17T07:08:46+00:00","index":"","fulltext":""},{"type":"checksComplete","content":"","date":"2025-06-16T06:17:20+00:00","index":"","fulltext":""},{"type":"submitted","content":"Scientific Reports","date":"2025-06-07T14:23:17+00:00","index":"","fulltext":""}],"status":"published","journal":{"display":true,"email":"[email protected]","identity":"scientific-reports","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":false,"externalIdentity":"scirep","sideBox":"Learn more about [Scientific Reports](http://www.nature.com/srep/)","snPcode":"","submissionUrl":"","title":"Scientific Reports","twitterHandle":"","acdcEnabled":true,"dfaEnabled":true,"editorialSystem":"stoa","reportingPortfolio":"Scientific Reports","inReviewEnabled":true,"inReviewRevisionsEnabled":true}}],"origin":"","ownerIdentity":"45bd303c-c1cb-41f8-95ae-7eb677278a92","owner":[],"postedDate":"June 24th, 2025","published":true,"recentEditorialEvents":[],"rejectedJournal":[],"revision":"","amendment":"","status":"published-in-journal","subjectAreas":[{"id":50338578,"name":"Earth and environmental sciences/Solid earth sciences/Geology/Economic geology"},{"id":50338579,"name":"Physical sciences/Materials science/Structural materials"}],"tags":[],"updatedAt":"2026-03-30T16:21:55+00:00","versionOfRecord":{"articleIdentity":"rs-6843403","link":"https://doi.org/10.1038/s41598-026-42841-0","journal":{"identity":"scientific-reports","isVorOnly":false,"title":"Scientific Reports"},"publishedOn":"2026-03-23 16:12:44","publishedOnDateReadable":"March 23rd, 2026"},"versionCreatedAt":"2025-06-24 09:42:44","video":"","vorDoi":"10.1038/s41598-026-42841-0","vorDoiUrl":"https://doi.org/10.1038/s41598-026-42841-0","workflowStages":[]},"version":"v1","identity":"rs-6843403","journalConfig":"researchsquare"},"__N_SSP":true},"page":"/article/[identity]/[[...version]]","query":{"redirect":"/article/rs-6843403","identity":"rs-6843403","version":["v1"]},"buildId":"8U1c8b4HqxoKbykW_rLl7","isFallback":false,"isExperimentalCompile":false,"dynamicIds":[84888],"gssp":true,"scriptLoader":[]}