Transportation Geotechnics最新文献

{"title":"Assessment of microfabric evolution in coral sand foundations reinforced by the vibroflotation compaction method","authors":"Jinqiao Zhao ,&nbsp;Qiang Ou ,&nbsp;Yiwei Lu ,&nbsp;Xuanming Ding ,&nbsp;Chenglong Wang","doi":"10.1016/j.trgeo.2025.101698","DOIUrl":"10.1016/j.trgeo.2025.101698","url":null,"abstract":"<div><div>The microstructural evolution induced double-point vibroflotation in coral sand foundation soils is analyzed using industrial 3D micro X-ray computed tomography technology (μCT). Differences in densification efficacy are assessed by analyzing variations in the microfabric, including particle arrangement and pore structure. Two vertical positions and three planar positions are compared after double-point vibroflotation of two vibro-set groups. The results demonstrated that deeper layers exhibit a superior reinforcement effect compared to corresponding shallow layers, as evidenced by greater increases in the average coordination number (CN_ave) and more pronounced reductions in the average particle distance (APD). Among planar positions, both CN_ave and APD express that a great reinforcement effect arises at the vibro-compaction points. Meanwhile, the middle positions of the vibro-point set and the center positions of two vibro-point sets in the same plane present a similar effect. In addition, the calculated particle size distribution (PSD) curve consisted of intermediate principle axis matches best with that of the manual testing result through QICPIC. The PSD curve shows that finer particles migrates from deeper vibro-point position to surround. Overall, the larger excess pore pressure and overburden earth pressure attribute better densification effect at deeper layer. CN_ave relates to porosity ratio with a inversely proportional relationship because densification comes better particle contact and less porosity space. The microfabric evolution method is proved to be an effective on evaluating the characteristics of particle shapes, including elongation index (EI), flatness index (FI), and shape distribution pattern.</div></div>","PeriodicalId":56013,"journal":{"name":"Transportation Geotechnics","volume":"55 ","pages":"Article 101698"},"PeriodicalIF":5.5,"publicationDate":"2025-08-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144922562","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Numerical study on the shear strength under low confining pressure of sandy soils with different particle shapes","authors":"Tian-Tian Hu ,&nbsp;Xing-Hui Wang ,&nbsp;Chao-Jie Zhang ,&nbsp;Shi-Lin Gong ,&nbsp;Dao-Sheng Ling","doi":"10.1016/j.trgeo.2025.101695","DOIUrl":"10.1016/j.trgeo.2025.101695","url":null,"abstract":"<div><div>The shear strength of sands with varying particle shapes demonstrates significantly different variations with decreasing confining pressure. Aiming to investigate the effect of particle shape on the shear strength variation with confining pressure from the macro and micro scales, this paper reconstructed a series of irregular particles based on the shape of sandy soils and then conducted DEM simulations of triaxial compression tests under the confining pressures <span><math><msub><mi>σ</mi><mi>c</mi></msub></math></span> widely ranging from 2 to 400 kPa. The result indicates that as <span><math><msub><mi>σ</mi><mi>c</mi></msub></math></span> increases, the peak stress ratio of spherical particles rapidly increases and then stabilizes while that of irregular particles slightly increases and then decreases above the critical <span><math><msub><mi>σ</mi><mi>c</mi></msub></math></span>. Moreover, the value of critical low <span><math><msub><mi>σ</mi><mi>c</mi></msub></math></span> decreases with the increasing particle irregularity. An improved strength envelope is proposed to reflect the nonlinear variation of shear strength with low confining pressure and particle shape. The microscopic analysis reveals that the nonlinear increase in peak stress ratio of spherical particles results from the increase of normal contact force anisotropy under low <span><math><msub><mi>σ</mi><mi>c</mi></msub></math></span> and the decrease of normal contact force anisotropy under high <span><math><msub><mi>σ</mi><mi>c</mi></msub></math></span>. In contrast, the irregular particles interlock with each other and reach sliding limit under low confining pressures. As <span><math><msub><mi>σ</mi><mi>c</mi></msub></math></span> increases beyond the critical value, the normal contact force anisotropy decreases, leading to a decline in peak stress ratio.</div></div>","PeriodicalId":56013,"journal":{"name":"Transportation Geotechnics","volume":"55 ","pages":"Article 101695"},"PeriodicalIF":5.5,"publicationDate":"2025-08-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145018798","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Effect of the sand relative density on the tunneling-induced ground settlement in three-dimensional space","authors":"Hao Chen,&nbsp;Yu Tian,&nbsp;Abdul Motalleb Qaytmas,&nbsp;Dechun Lu,&nbsp;Xiuli Du","doi":"10.1016/j.trgeo.2025.101693","DOIUrl":"10.1016/j.trgeo.2025.101693","url":null,"abstract":"<div><div>Relative density (<em>D</em>_r) is a critical factor that determines the physical and mechanical properties of cohesionless soil. The existing literature investigated its effect on the transverse ground settlement trough induced by tunnel excavation, but a comprehensive understanding about its effect in three-dimensional space has not been provided. In this work, a series of shield excavation model tests was carried out in sandy ground. Two filling methods were used to control the relative density of the sand in the strongbox, and a scaled shield machine whose cutterhead can advance and rotate was employed to simulate the shield construction procedure. The results show that when <em>D</em>_r = 35 %, ground surface settlement is produced before the cutterhead reaches the monitoring section, whereas when <em>D</em>_r = 55 % or 80 %, settlement does not appear until the cutterhead has already passed. As <em>D</em>_r increases, the surface settlement trough in the transverse section becomes shallower and narrower, with its shape evolving from a normal distribution curve to a triangle. The ground volume loss increases with decreasing depth when <em>D</em>_r = 35 %, indicating contraction of the sand above the tunnel. In contrast, dense sand experiences shear dilation, which restricts the spread of volume loss away from the tunnel excavation section. Additionally, the soil arching effect is introduced to explain the hysteresis observed in the surface settlement relative to the position of the cutterhead. According to the test results, different measures should be taken for tunnel construction in the ground with different compactness degree.</div></div>","PeriodicalId":56013,"journal":{"name":"Transportation Geotechnics","volume":"55 ","pages":"Article 101693"},"PeriodicalIF":5.5,"publicationDate":"2025-08-26","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144913555","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Evolutionary mechanism of passive soil arching effect in sand at various relative densities and heights of fill","authors":"Han-Lin Wang ,&nbsp;Zi-Jian Zhai ,&nbsp;Xiang-Shen Fu ,&nbsp;Xiao-Hu Zhang ,&nbsp;Daniel Dias ,&nbsp;Ren-Peng Chen","doi":"10.1016/j.trgeo.2025.101694","DOIUrl":"10.1016/j.trgeo.2025.101694","url":null,"abstract":"<div><div>This study presents a series of trapdoor tests on dry sand at various relative densities and heights of the sandy fill to investigate the evolution of the passive soil arching effect with the upward movement of the trapdoor. During the test, the shear strain, the displacement contour and the soil stress were monitored. The testing results indicate that the evolution of passive soil arching effect is highly dependent on the trapdoor/loading displacement and the shear band. As the trapdoor displacement increases, the passive soil arching effect evolves from the initial state to the maximum arching state, with the soil stress on the trapdoor and the inclination angle of the shear band (equal to the dilatancy angle of sand) increases to the maximum value. With the continuous increase of the trapdoor displacement, stress recovery occurs until the ultimate arching state. Beyond the ultimate arching state, the passive soil arching effect remains relatively stable regardless of the trapdoor displacement. At a higher relative density of fill or a higher fill height, the influencing range of the disturbed zone increases, along with a more distinct passive soil arching effect.</div></div>","PeriodicalId":56013,"journal":{"name":"Transportation Geotechnics","volume":"56 ","pages":"Article 101694"},"PeriodicalIF":5.5,"publicationDate":"2025-08-25","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145223002","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Determination of cross-anisotropic elastic constants of in situ soils using joint application of seismic refraction and downhole surveys","authors":"Ehsan Pegah ,&nbsp;Huabei Liu","doi":"10.1016/j.trgeo.2025.101689","DOIUrl":"10.1016/j.trgeo.2025.101689","url":null,"abstract":"<div><div>The precise determination of anisotropic elastic constants in natural soils is important for various geotechnical and geological engineering applications. This study presents a novel geophysical field approach for in situ measurement of these constants using the anisotropic components of P-wave and S-wave velocities. To achieve this, assuming cross-anisotropy in the soil deposits at a testing site, it was demonstrated that the propagation velocities of P- and S-waves in different directions and planes can be obtained through the joint application of seismic refraction and downhole surveys. The acquired refraction data were processed to calculate the velocities of the P-wave horizontal component (<em>V_PH</em>), S-wave vertical component (<em>V_SV</em>), and S-wave horizontal components (<em>V_SH</em>) using Seismic Refraction Tomography (SRT), Multichannel Analysis of Surface Rayleigh Waves (MASW), and Multichannel Analysis of Love Waves (MALW), respectively. Additionally, the velocities of vertical and oblique P-wave components (<em>V_PV</em> and <em>V_Pθ</em>) were determined by analyzing the arrival times and travel distances of signals collected from downhole testing. These velocity values were then integrated with rigorous equations derived from the theory of elastic wave propagation, enabling the quantification of elastic constants at the site. The developed approach may act as a valuable tool for the in situ estimation of cross-anisotropic elastic constants of shallow geomaterials based on field seismic techniques.</div></div>","PeriodicalId":56013,"journal":{"name":"Transportation Geotechnics","volume":"55 ","pages":"Article 101689"},"PeriodicalIF":5.5,"publicationDate":"2025-08-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144902976","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Experimental and numerical evaluation of lateral stability of ballasted railway track under loosened ballast and localized ballast loss conditions","authors":"Chong Xu ,&nbsp;Kimitoshi Hayano","doi":"10.1016/j.trgeo.2025.101690","DOIUrl":"10.1016/j.trgeo.2025.101690","url":null,"abstract":"<div><div>Thermally induced track buckling in continuous welded rail (CWR) systems occurs primarily when the lateral ballast resistance (<em>LR</em>) fails to counteract accumulated compressive forces. Natural hazards can generate ballast defects that modify both <em>LR</em> and buckling behavior of the track structure, thereby compromising its overall lateral stability. To investigate the <em>LR</em> and buckling behavior of ballasted railway tracks under typical ballast defects, this study conducted both single-sleeper pullout tests (SSPTs) and track panel pullout tests (TPPTs) on 1/9-scale railway models, complemented by numerical simulations. Two types of ballast defects were considered: loosened ballast and localized ballast loss (characterized by the local ballast loss ratio (<em>LBR</em>) up to 100 %). First, SSPTs were performed to assess the effects of both the ballast defect types on the <em>LR</em> of single sleepers. The obtained nonlinear lateral load–displacement curves were fitted using both conventional bilinear method and improved piecewise nonlinear method incorporating the initial static friction. Subsequently, a ballasted track model consisting of 21 sleepers was constructed for the TPPTs to evaluate their overall lateral stability under ballast defects. A corresponding simulation model based on a spring-beam system was developed. A comparison of the two fitting methods with the experimental results under intact and loosened ballast conditions revealed that the improved nonlinear method provided superior accuracy in representing the <em>LR</em> and predicting track buckling behavior. Furthermore, by employing the improved nonlinear method, the influence of localized ballast loss was investigated systematically under two groups: (i) five consecutive central sleepers with varying <em>LBR</em> and (ii) multiple consecutive sleepers exhibiting complete ballast loss. Key indicators (including the cumulative work under lateral loading (<em>E</em>) and accumulated deformation (<em>W</em>) derived from the integral of lateral load and integral of buckling profile of tracks) were calculated to assess the lateral stability of the track. The results demonstrate that static friction contributes significantly to the <em>LR</em> under intact ballast conditions. As the lateral loading progressed, <em>E</em> and <em>W</em> exhibited an approximately linear relationship, with intact ballast requiring a higher <em>E</em> to generate an equivalent <em>W</em>. As the ballast density decreased or localized ballast loss increased, <em>E</em>_1mm decreased, and <em>W</em>_1mm increased. Overall, the proposed experimental and simulation methods effectively predicted the lateral resistance and buckling behavior of track models affected by ballast defects.</div></div>","PeriodicalId":56013,"journal":{"name":"Transportation Geotechnics","volume":"55 ","pages":"Article 101690"},"PeriodicalIF":5.5,"publicationDate":"2025-08-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144892846","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Study on the mechanism of subgrade deformation of the Qinghai-Tibet railway in permafrost regions based on multisource data","authors":"Qingzhi Wang ,&nbsp;Zhi Wen ,&nbsp;Zhiwei Zhou ,&nbsp;Qiang Gao ,&nbsp;Xiaoyun Hao ,&nbsp;Liangzhi Chen","doi":"10.1016/j.trgeo.2025.101678","DOIUrl":"10.1016/j.trgeo.2025.101678","url":null,"abstract":"<div><div>Climate change and engineering activities have accelerated the degradation of permafrost, leading to significant settlement and deformation damage of subgrades in permafrost regions. Environmental conditions significantly influence the stability of subgrades in permafrost regions. However, previous research on subgrade deformation mechanisms primarily concentrated on analyzing the ground temperature, ice content, and thermo-hydro-mechanical processes within individual sections, ignoring the impact of permafrost environment. Based on multisource data sets combined with long-term field deformation monitoring data, this study utilized methods including normality test and correlation analysis to establish an evaluation index system for subgrade deformation. With this procedure, the mechanisms of subgrade deformation of the Qinghai-Tibet railway in the permafrost regions were investigated using a genetic algorithm-random forest regression method (GA-RFR). The results indicated that the environmental system played a crucial role in determining the susceptibility and severity of subgrade deformation. The primary disaster-inducing factors controlling subgrade deformation comprised solar radiation (SR), stream power index (SPI), subgrade trend (ST), and annual average ground temperature. This study found that the underlying permafrost and engineering accounted for less than 50% of total subgrade deformations, which indicated that previous research overestimated the contribution of these two factors. Furthermore, previous research underestimated the role of permafrost environment, including SR and SPI, particularly thermal erosion by surface and groundwater. Our findings also revealed that the environment is the dominant factor for the change of weight results across different periods within the same region or across different regions during the same period. This study provided important basic data and overall references for the safe operation and maintenance of existing railways, the prevention and control of deformation damages, and the rational design of future railways in permafrost regions.</div></div>","PeriodicalId":56013,"journal":{"name":"Transportation Geotechnics","volume":"55 ","pages":"Article 101678"},"PeriodicalIF":5.5,"publicationDate":"2025-08-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144903084","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Influence of embankment properties on dynamic response considering liquefiable foundation soil","authors":"Aya Abuo Zenab ,&nbsp;Abhijit Chakraborty ,&nbsp;Vishwas A. Sawant ,&nbsp;Akanksha Tyagi","doi":"10.1016/j.trgeo.2025.101667","DOIUrl":"10.1016/j.trgeo.2025.101667","url":null,"abstract":"<div><div>A finite element method-based numerical study is conducted to analyze the response of a homogeneous embankment constructed on liquefiable sand ground using the UBC3D-PLM constitutive model. The study evaluates responses at significant locations, including the crest, settlement at the middle slope, and heave at the free ground surface. A parametric study is carried out by varying the cohesion of the embankment soil, width, height, and slope of the embankment. The parametric study has been conducted on two cases: cyclic and seismic. The first case involves motion consisting of 20 cycles with a frequency of 1.5 Hz and an amplitude of 0.2 g, while the second case involves nine real ground motions. Moreover, the primary focus of the study is on examining the variation of excess pore water pressure ratio beneath the embankment toe. The results of the present study showed that for strong-motion events where the Arias intensity exceeds 0.8, peak ground acceleration is the most effective parameter for measuring the variability of displacements caused by earthquakes. However, for weak-motion events, the period of the motion must be considered. The analysis emphasizes the importance of carefully considering the combination of embankment height and width during the design process.</div></div>","PeriodicalId":56013,"journal":{"name":"Transportation Geotechnics","volume":"55 ","pages":"Article 101667"},"PeriodicalIF":5.5,"publicationDate":"2025-08-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144892845","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Static and dynamic characteristics of alkali residue-based lightweight soil subgrade filler subjected to freeze–thaw cycles","authors":"Mengyao Li ,&nbsp;Songyu Liu ,&nbsp;Zhengcheng Wang ,&nbsp;Xiang Zhang","doi":"10.1016/j.trgeo.2025.101687","DOIUrl":"10.1016/j.trgeo.2025.101687","url":null,"abstract":"<div><div>Alkali residue-based lightweight soil (A-LS) is a low-carbon, high-strength subgrade material synthesized from alkali residue, ground granulated blast furnace slag, cement, and a foaming agent. This study employs static and dynamic triaxial tests to elucidate the effects of freeze–thaw (F–T) cycling on the mechanical performance of A-LS. After 10 F–T cycles, A-LS showed no macroscopic cracking or spalling, though surface porosity rose from 51.46 % to 54.78 % and pore walls became roughened. Mass variation exhibited cyclic fluctuations with an overall decline, and volumetric strain remained below 0.25 %. Deviatoric stress–strain curves retained distinct elastic, plastic yield, and strain-softening stages, yet F–T cycling induced internal microcracks that reduced both peak and residual strengths, the latter experiencing greater degradation. Backbone curves maintained a hyperbolic form but shifted toward higher strains post-cycling, indicating diminished stiffness. The dynamic elastic modulus (<em>E</em>_d) increased initially due to pore compaction, then declined nonlinearly as microcracks developed. <em>E</em>_dmax decreased linearly by 15.9 %–19.5 % after 10 cycles, and a predictive model (<em>R</em>² = 0.996) accurately captures <em>E</em>_dmax degradation as a function of confining pressure and F–T damage. Damping ratio (<em>D</em>) decreased to a minimum at a transitional strain of 0.02 %–0.04 % before rising to a plateau. Moreover, the transitional strain increased from 0.028 % to 0.043 % with higher confining pressures but was insensitive to the number of F–T cycles. These findings provide a theoretical basis for the subgrade applications of A-LS in seasonal frost regions.</div></div>","PeriodicalId":56013,"journal":{"name":"Transportation Geotechnics","volume":"55 ","pages":"Article 101687"},"PeriodicalIF":5.5,"publicationDate":"2025-08-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144892842","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Reassessment of post-construction residual settlement of a bridge approach embankment using Bayesian back analysis","authors":"Shan Huang ,&nbsp;Jinsong Huang ,&nbsp;Merrick Jones ,&nbsp;AHM Kamruzzaman ,&nbsp;Richard Kelly ,&nbsp;Stanley Yuen","doi":"10.1016/j.trgeo.2025.101686","DOIUrl":"10.1016/j.trgeo.2025.101686","url":null,"abstract":"<div><div>As part of a highway upgrade project in northern New South Wales, Australia, a bridge was constructed over deep soft soils improved by preloading and prefabricated vertical drains (PVDs). Shortly after the bridge opened to traffic, the bridge approach slab settled beyond the serviceability limit. Although slab jacking was implemented, subsequent monitoring revealed settlement again exceeded the predicted upper bound, prompting a reassessment of long-term residual settlement and mitigation strategies. However, this reassessment is challenged by discontinuous monitoring data, instrumentation changes and uncertainty in settlement offsets. Early settlement measurements (May 2017 to February 2018) were taken away from the final embankment location due to a design-stage realignment that shifted the southern abutment. Monitoring was halted during abutment construction and resumed from July 2019. To overcome these challenges, a Bayesian back analysis framework was adopted to calibrate both dataset offsets and soil parameters. The analysis showed that using only the post-construction monitoring data provides the closest fit to the measurements and a reliable prediction of the ongoing settlement growth. The predicted residual settlement over the service life ranges from 306 to 444 mm, with an average value of 385 mm. Sensitivity analyses indicate that slight variations in fill unit weight, due to heavy compaction, and in soft soil thickness, influenced by bridge realignment, have limited impact on settlement predictions due to compensating effects within the Bayesian model. This study also demonstrates the value of probabilistic approaches for assessing long-term settlement under data discontinuities and soil uncertainty, providing insights for similar infrastructure projects.</div></div>","PeriodicalId":56013,"journal":{"name":"Transportation Geotechnics","volume":"55 ","pages":"Article 101686"},"PeriodicalIF":5.5,"publicationDate":"2025-08-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144902197","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}